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BP-2386 CO-6788.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 pursuantlo the requirements of Chapter 1 ofthe 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-6788 Permit No. BLCO-3-12-2386 Group S-1 Type of Construction VB Clough Sheep Company, LLC Owner PO Box 686 Owner Address Rifle, CO 81650 Building SEC 21 TWN RNG 94 Locality: 217528100023 Address PARACHUTE, CO Contractor Contractor Address Date of Final Inspection 06/13/2012 Work Description: Installation of a Gas Chromatograph Building with a CDOH insignia affixed. I LLER. Chief Building Official Issuance of a ~cate 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 Counly Building & Planning Department 108 8th Street Suite 401 Glenwood Springs, CO 81601-Phone: (970)945-8212 Fax: (970)384-3470 Project Address SEC 21 TWN RNG 94 PARACHUTE, CO Owner Information Clough Sheep Company, LLC Contractorlsl Williams Field Services Company, LLC Proposed Construction I Details FEES DUE Parcel No. 217528100023 Address PO Box 686 Rifle CO 81650 PO Box 686 Rifle CO 81650 Phone (303)629-8417 FEES PAID Issue Date: 3/13/2012 Expires: 09/09/2012 Subdivision Section Township Range Phone Cell 970-618-7631 Primary Contractor Required Inspections: No Fo, '",p.ot'o", "II: 1 (888)868·5306 Inspection IVR Valuation: $ 1,152_00 Total Sq Feet: 128 See Permit Record Fee Amount Inv Total Paytype Amt Paid Amt Due Commercial Building Fee Manufacture Fee $44.85 $400.00 $29.15 Inv # BLCO-3-12-21716 Building Department $ 474.00 Copy Plan Check Fee Total: $474.00 Tuesday, March 13, 2012 Credit Card Credit Card $428.99 $45.01 $ 0.00 2 G-arfieLd Courz J08 gil Siren. SlI ile -IO !, Glenll'ood Springs. CO 816{) /Ph:970-9-15-8111 Fx:970-38-1-3-1-10 II/specliol/Lil/e:888-868-5306 www.garfield-county.com 1Ili li"l miG I'ER\IIT APP LlC~TI O'l I·; · ( O~ /'-) GARFIELO COU"J aUII nl! lf' • IY 1 Parcel No: (tIm lI!for lllfllllm /.\ IIIw/IIMe IIf '''('IIS.\<''~''tlr., (!{f/(l' 9-0-945-9134) I Lot No: Block No: Subd.l Exe mption: ' , U1IV.'IING 2175-281-00-023 2 Job Address: (llull (lddrl!.u 1/(/.\ /1111 h",'11 (lS.\I~II<'d. p/m.\'c pronde (X I·/IIT or ,""IN'.'I NII I/I(' & ('/1.1') or and legal descrip1ion NW 1/4 of Section 29, T6S of R94W of the 6th P.M. Rifle CO 81650 3 O\\'ncr: (pn'/WrI)'llIt"/Ier) Mailing Address: Ph: Ah Ph: Clough Sheep Company, LLC P.O. Box 686 Rifle, CO 81650 970-618-7631 4 Contractor: Mailing Address: Ph : All Ph: Williams Field Services Company. LlC One Williams Center Tulsa, OK 741 72 Attn. Eric Miller (3031 629-841 7 5 Manufactured home install er: Mailing Address: Ph: Lie #: NA 6 Architect: Mailing Address: Ph : Alt Ph: NA 7 Enginee r: Mailing Address: Ph: All Ph: Boris Vilner P.E. 8450 E Crescenl Parkway Greenwood Village. CO 8011 1 303-714-4840 8 Sq. Ft. or Building: Sq. FI. or Acres or Lot: l'leight: No. or Floors: 128 s.f. 686 acres +/-8 feel 1 9 Usc or Building: I Class or Work: DlResidcnlial EDComlllcrc ial DOthcr r;}Ncw [J\lleralion OAddilion D Rcpa ir DDcmo DMo\"e 10 Describe Work: Installation of a Gas Chromatograph Building with a CDOH insignia affixed. Please ca ll Phil Vaughan 970-625-5350 when permit is ready II Gnrnge: I Septic: Type or Heat DAllflched DDetachcd OIISDS D Communily D1Nat. Gas D Propnne 0 Electric DOther 12 Dri vcway Permit: Owners "alliation orWork: Existing access from Highway 6&24 $148,000.00 I\"OTICE .-\ lllhorill". 11lis ~ppl i c~li on for ~ Building Pemlil IllUSt be signed by the all ner of the property. described abol·e. or ~n authorized agent. If the signature beloll is not thm of the all ner. ~ separme leuer ofauthoril)". signed by the Owner. must ~ prOI'ided II ith this Applicmion. Lega l AeeC's~. A Building Pe"" it cannot be issued without proof of legal and adequate accC'ss to the property fo r purposes of inspections by the Building Department. Other I'er ll\il.~. ~ Iultip le separate pennits may be required : ( I) State Electrical Penn ie. 12) County ISDS Penni!. (3 J another pennit required for use on the ,)rOIK" rty identified abol e. e.g . State or County I-IIgl1ll a)"1 Road Access or a State Wastell ater Dischaf!:!e Pennit. " oitl Permit. A Bui ltling Prnnit bt'comes null and void if the \lork authorized is not commenced \Iilhin 180 days of tile dale o f issuance and ifl\ ork is suspended or ab:mtloned for a period of 180 days a lier eOllimencement C [ RTI FIC.·\T 10-" I hereby certi fy that I hale read this Application and that Ihe infonn3tion cont ained abol e is tTile alld correct. I understand that the Building Department BCCC'p'S the t\ Plllication. along II ith the plans and speci fi cations and other data submitted by me or on my behalf( submittals ). based upon my cer1i lieation as to accuracy. Assuming cOlllllkteness oflhe submittals and approval o f Ihis Appl ication. a Building. Pen nit \\i ll bt' issued granting penniss ion 10 me. as Oil lIer. to construct the Structurels ) and facilities detailed on the submittals relielled by the Build ing Department. In consideration of the issuance of the Building Pennit.' agree thai J and Ill) ag.ellls II ill cOl11pl) II ith prol'isions of ally federal. state Of localla\\ regUlat ing Ill(' lIoik and the Garfield County Build ing Code. ISDS regulations and allplicab1c land usc regul at ions (County Regulatiou(s )). I acknoll ledge t h ~ t the Building Pennit may be suspentled or (cI·oked. upon notice from the Coumy. if the location. constniciion or use of the SI" lcture{ sJ and facil ily( ies ). described abol e. arc not in compliance II ilh County RC'g ulat ion(s) or any other applicable lal\ . I hereby g.ra nt pemlission to the Building Department to enter the prolK"l1y. described above. to inS llect the work. I further ackno\\ ledge that the issuance of the Building Pertnil dOC's nOI prelent the Ouilding Official from: 1 I ) requiring the cOrTection of crrors in the submittals. if an~·. discol"eTl:d alier issuance: or 12) stopping conslmction or lise of the stRicture( sl or f.1cilit)"( ies) if stich is in I'iolalioll of County R egul~ ti on( 5) or Bll)" other applicable Jaw. ReI iell of this Application. including subm ittals. and inspections of the \l ork by the Building Del):lTtl11 t""nt do not cOllst illlte an Bcceptance of responsibility or liability by the County of errors. omissions or di sc repancies. As the a ll ner. I ackno\1 ledge that responsibility for compliance II ith federa l. state and locallall's :md County Regulalions rest wilh me and my autho ri 1.ed agelll s. including II itho1(t limitation 111)" ~rch i t ec t designer. t""lIgilH.'er andl or builder. I HEREm \C"O~ETII'\T "~ R\~::ERS1 '\N D fH E 'OTICE & CER IIFlCHIO' ABOVE OWNEJlS SIGNAT~ 1)' -"-3/2/12 DATE ~ 1;.S~ol , V, i(.. c.c.. ?;N/r~-ST AFF USE ONLY Special Condit ions: Adj usted Valuation: Plan Check Fee: Pe rmit Fee: ~ I a nu home Fee: ~ Ii sc Fees: 1,,/52 ~ 2'1:15 ~~. B5 7b6!P -Total Fees: D es Paid: Balance Due: 8P No & Issue Dal e: ISDS No & Isslled Date: 1"17¥. 00 +5.D( L/ZB .f9 -~ 8B(P Setbacks: oec GroUI}: Const Typc: Zoning: ;::'100 I ;( /Ot) I s 100 /5 I JLS /2. /P. .CX,,~ "./~ 3/z!lz-w.~ L~ 5/¥ZAPI'I~O\' AL DATE ' ? APP ROVAL I>ATE Building Plan Review Description of Work: Bln#: Location Address: SEC 21 TWN RNG 94 PARACHUTE, CO Case Manager: David Bartholomew Plan Case Number: BLDG-3-12-7164 Parcel: 217528100023 Application Date: 01'02l2012 Building __ ...:/'--__ Engineered Foundation __ -,/__ DriVeWay Permit ___/_ __ surveyed Site Plan __ M-,YA __ sePtic Permit and Setbacks __ -!'/'--__ GradeITOPOgraPhy 30% __ -t-__ Attach Residential Plan Review List __ +-__ Minimum Application Questionnare _--1r--_~Subdivision Plat Notes _____ Fire Department Review _-,-/_:-_valuation Determination/Fees _-,-/___ Red Line Plans/Stamps/Sticker _'--/__ ----'Attach Conditions /_____ Application Signed __ /_ -::-_,Plan Reviewer To Sign Application ___/__p arcellschedule No_ /___ r-_,40# Snowload Letter -Manu. Homes __ ,7-_ _ ~soils Report Monday, March 12, 2012 Contacts Owner: Clough Sheep Company, LLC Applicant: Clough Sheep Company, LLC Applicant Phone: 97CM1S-7631 Email: Planning/Zoning ___/_ _. Jproperty Line Setbacks __/_ __3 0ft Stream Setbacks _ -,-/---;-__ FIOOd Plain /__ -.,.-__ Building height /____ -L70ning Sign-off __tJ ,t_A_ _' Road Impact Fees __N-fr-:'~-_-!HOAlDRC Approval ___ I-,-__ GradeITOPOgraPhY 40% ~Ianning Issues ~Ubdivision Plat General Comments: l/d-iA!I&71 ~ /52. f/t> (£Mfd?~4C:) /f-'I'I-H t/-;:e e. ;<evl&W l'ee $~l'ee ~7' g:;;-_ '/5.0 /- CONDITIONS OF PERMIT BLCO-3-12-2386 Clough Sheep CO/Bargath-Williams Chromatograph Building Rulison 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 C.D.O.H. INSIGNIA IS AFFIXED AT CO/FINAL INSPECTION. 7) ROOMS WITH STORAGE BAITERY 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 50B.2.5. B) LOCKS, LATCHES AND LANDINGS PER 2009 IBC, SECTION 100B. 9) LIGHT AND VENTILATION PER 2009 IBC, CHAPTER 12. Project Information Project # 223-11 Title Bargalh LLC Transmittal Transmittal # Date 8 March 2, 2012 Address Rulison Compressor Sialion-NW 1/4 01 Seclion 29, T6S of R94W of Ihe 61h P.M. Rifle CO 8 1650 Due Date Sender City, State, Zip Subject Country From Contact Company Address City, State, Zip Country Phone Fax Parachule, 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 Rulison Comp Station Gas Chromatograph Bldg. Permit Application Garlield County Building Dept. 1088" Street, Suite 401 Glenwood Springs, CO 81601 USA 970-945-8212 I ~~~ I Dave, please find our building permit application and support materials attached. Thanks and please contact me with questions. Sincerely, Phil Vaughan 6 Geotechnical Engineering report dated 12114111. Sealed by Norman 2 o As Requested Johnston P.E. and John Withers P.E. 7 presealed by Requested 10 Building. Colorado Division of 2 o As Requested 11 by Dennis 2 o As i i 13 CL-SC-001-Rev. A dated 12122111 . 2 o As Requested 14 Rulison Compressor Station-Drawing CL-SC-1 01-Rev. A dated 12122111. 2 o As Requested Sealed by Boris Vilner P.E. I 3/2/t2 Pagetot 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, fa x, 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 ISDS), 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 CR.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 DWV 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. Si9"~~'~~~ 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. Snowload (measured at the roof! Not ground): 40PSF up to 7000ft. elevation. 50PSF 700lft 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 or C (see section R301.2.IA) Frost Depth: 36in. to 8000ft. elevation. 42in. 8001 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 1111 W.. ~~IM,I&~ tl4.lt nwr Hlt:lrW~!~: t. .« ~ "I RIIII Reception~: 794363 11/12f2a10 02:46:15 PM Je~n Alberico 1 of '2 Reo F •• :$IS.00 000 Fee:0.00 GRRFIELD COUNTY CO CORRECTION OF EXHIBIT TO THE COMPRESSOR STATIONIPLANT LEASE AND AGREEMENT (ANVIL POINTS COMPRESSOR FACILITY SITE) This Correction of Exhibit to the Compressor Station/Plant Lease ~~went (Anvil Points Compressor Facility Site) (the "Correction") is made and entered into this day of October. 2010 to evidence that: William F. Clough. as Lessor. and Bargath Inc .• as Lessee. entered into a Compressor Station/Plant Lease and Agreement (Anvil Points Compressor Facility Site) (the "Agreement") showing March 4. 2003 as the date executed and November 15, 1997 as the effective date, with the Agreement recorded in Book 1445. Page 864 of tile official records of Garfield County, Colorado. The Agreement was re~recorded in Book 1458. Page 749 to correct the legal description on the Exhibit "A" attached to the Agreement. Now the Clough Sheep Company, LLC. as successor in interest to William F. Clough, and Bargath LLC, formerly known as Bargath Inc., desire to place of record this Correction to give notice the legal description of the Agreement is further corrected herein to complete the previous correction of the description. Such correction to the description of the property along with the update of the current owner appears in bold type on the attached Exhibit "A" to this Correction. Clough Sheep Compan By' Name: .; Title: ..<';G..a I STATE OF COLORADO COUNTY OF GARFIELD Bargath LLC, formerly known as Bargath Inc . . ~~ Name' J:\tvbQ,1:>--.l Titl e"'-"-ll>"I2."", ... Q~c:-:::..!.,-,'" '><..:-=--L..!='-1. __ 1:\ ,Bef9{e me, a Notaty Public. in and for said County and State aforesaid, do hereby certify that, ,lJ(nr1'd ,,-.Me fc!Ir.J2I-P whose name is subs~ribed to the foregoing instrument as .c?'7/H14tl[J? of Clough Sheep Company LLC. appeared before me this day in person and acknowledged that he executed said instrument as his free and voluntary act and deed as the free a.n;~,:y~IUI.ltary act and deed of said corporation for the uses and purposes therein set forth. :···;?~i"i.~ '~n~er my hand and Notarial Seal thi~ay of (JI. ~ .2010 . . ·~~:~·~;i~.S:i;~kxPires 110/IO);2oi'( r :CtL~=----;CSEl\tj .-: .. ' T ~ic " ............. . STATE OF COLORADO ) COUNTYOF~~le/~ l efore l{Ie'I<If N tary Public. in and for said County and State aforesaid. do hereby certify that ....,l H , whose name is subscribed to the foregoing instrument as -; of Bar ath LLC fi finer! known as Bar ath Inc. appeared Before me this day in person and acknowledged that he executed said instrument as his free and voluntary act and deed as the free and voluntary act and deed of said corporation for the uses and purposes therein set forth. Given under my hand and Notarial Seal thi~of 0--6& ,2010. My Commission Expires: /p lot9,J;;e;}/(SEAL) I DASA R. BRYAN NOTARY PUBLIC STATE OF COLORADO My Commission Expires 10/2212011 ik#~«e, N Pubhc After Recordation Please Return To: Williams Production RMT Co. Attn: Land Dept. P.O. Box 370 D~_ ....... l.. •• ~ .... r() Q1 ,;?,.c:;. / 1111 ~'(r. . f~·IIM,NII,rrnltlr.r.:r"'~I"~'1 Ir'I~~'~ 11111 Reception": 794353 11f12f2010 £12:49:15 PM Jean Alberico 2 of 2 Ree Fea:S16.00 Doc Fee:I:I.00 GARFIELD COUNTY CO EXHIBIT" A" ATTACHED TO AND MADE A PART OF THAT CERTAIN CORRECTION OF EXHIBIT TO THE COMPRESSOR STA TIONIPLANT LEASE AND AGREEMENT (ANVI~OINTS COMPRESSOR FACILITY SITE) DATED Oe.T ~:!) ,2010, BY AND BETWEEN THE CLOUGH SHEEP COMPANY, LLC, LESSOR, AND BARGATH LLC, LESSEE ANVIL POINTS COMPRESSOR FACILITY SITE CLOliGH SHEEP COMPANy' LLC PROPERTY. SECTION 29. TOWNSHIP 6 SOUTH. RANGE 94 WEST. 6TH P.M .• GARFIELD COUNTY. COLORADO --~--/GlO BRASS CAP NI/4 ~NER SECnoN 29 ---A parcel of land situate in the NE. 1/4 of Section 29. Township 6 South, Range 94 West. County of Garfield, Stote of Colorado, being more particularly described os follows: Beginning at _ found 1-70 R.O.W. brass cap, whence a found G.LO. b ..... cap In place for the N 114 com ... of .ald Seetlon 29 be .... H 33°53'16-W ill distance of 1538.83 r.et; thence N 72"U-S-1! along the 1·70 . RoO.W. &nee • dlstanc. 0' 464.12 feet to. point Int .. ectlng an existing fence; thence S 35·~01-E alontl said existing 'ence ill distance 0' 301.37 'Ht to _ point Inters.cttng the Union Paciftc bUroH R.O.W. fence; thance S 66"36'33-W along said R.O.W. fence _ distance of 56&..44 het; thence t.avlng saki R.O.W. fence N 16"40'30"' W _ distance of 343.63 feet to the point of beginning. SURVEYOR'S CERTIFICATE r. George Bauer: 0 Professionol land Surveyor in the State of Colorodo do hereby certify ~l\~t\ ...... ~~. rvey was mode under my direct supervision. o.n. lhis Plot ~~esents soid Survey. REFERENCE DOCUMENTS ..."..-~. .. , ..... ·"t· ~~;;~~·:;t'% 1) T.6 s.. R.96 W.o 6TH P.t.!. GLO PLAT 27925 ~i Q::~ I :~§ COlORAO .LS. 2 ". .. ;:' ........ ~~~# CON&TRUCTION &uRYE"r'&, INC:~II;,i~"}A!~,,~,,,' (2)(2>12 &uNRI&E 6L.VO. SURVEYED: 02/20/03 SCALE, I" -300· e.1L. T, CO 81" .. 2 DRAFTED, 02/20/03 OWG,II1LLIA"S\2006\COMPRESSORS . (~'(2»8'''-'''''l RE"SED, 10/21/10 SHEET' 1 OF 1 rIrj/r,"I·I~amS e ~ December 20, 20lD PHIL VAUGHAN CONSTRUCTION MGMT INC 1038 COlmly Road 323 Riflc, CO 81650 RE: Notice of Change from Corpora lion to Limiled Liability Company; Merger of Two Companies On September 30, 2010, Bargath IrlC .. converted to Bargath LLC, a Delaware limited lia bility company ("Bargath" ). A COllY of the Delaware Certificate of Conversion is ,'\1ached for your Information. Only the form of entity and namc have changed, all other details, including the Tax 10. remain the same for Bargath. On October 31, £OlD, Wilgatll LLC, a Delaware LLC merged with !largath, will1 8Mgath being the surviving enlity. A copy of the Delilware Certif icate of Merger Is atlached for your informalion. Please adillst YOllr records and accourH information accordingly. If YOll have any questions. please do not hesitate to call the following: Bargath LLC Penny Alderton Sourcing Specialist Scnior (303) 260·4509 Sincerely, Ann Lane, Senior Counsel Bargath LLC f})e[aware PAGE 1 1fze !first State I, JEFFREY W. BULLOCK, SECRETARY OF STATE OF THE STATE OF DELAh"ARB DO HEREBY CERTIFY THAT THE ATTACHED IS II TRUE AND CORRECT COPY OF THE CERTIFICATE OF CONVERSION OF II COLORADO CORPORATION UNDER THE NAME OF "BARGATR INC." TO A DELAWARE LIMITED LIABILITY COMPANY, CHANGING ITS NAME FROM "BARGA Til rNC." TO "BARGATH LLC", FILED IN THIS OFFICE ON THE TWENTY-EIGHTH DAY OF SEPTEMBER, A.D. 2010, AT 12:51 O'CLOCK P.M. 4877748 8100V 100947669 DATE: 09-28-10 You ~y vwrJly th~. c.rtJIJc.t. onljn. At corp.d.l."'N. goV/dUtbV.l' .• htal STATE OF DELAWARE CERTIFICATE OF CONVERSION S~to or Ool4WArO Socn>~lY or S~~ DlvJ&lon O£Corpor4elon& Dolivorod J2:~7 PH 09/28/2010 FrIED 12:!J1 PH 09/28/20JO SRV 100947669 -4877748 F1:1Z FROM A fOREIGN CORPORATION TO A LIMITED LIABILITY COMPANY PURSUANT TO SECTION 18-214 OF THE LIMITED LIABILITY ACT I.) The jurisdictioll where the Corporation lirst Cormed is Color~do. 2.) The juriroiction Immediately prior to filing this Certifu:lItc is Colorado. 3.) The date the corporation /i<:it fcnned is lUll<: )0, I~H6 . • 1.) Th~ "Bille Df the Corporation immedialely prior 10 tiling this Certilicate is Darg1th Inc. S.) The lIaml' of the Limiled Liability ComplJ1Y as ~ct forth in the Certificale of Formllion is Dargalh LtC. 6.) 1l\c effective dale of this conversion shall be September 10. 2010. It' WITNESS WIIEREOF, Ihe undmi~ncd have e~ccul.d Ihis CertiliCllle on the 2701 day of Scplcmtw:r A.D. 2010. ~BF~ By: .. _~._. A~thorizcd Person Name: La Fle~r C. Drowne Prinl or Type f})e [awa re PAGE 2 rrf/e :First State I, JEFFREY W. BULLOCK, SECRETARY OF STATE OF THE STATE OF DELAWARE DO HEREBY CERTIFY THAT THE ATTACHED IS A TRUE AND CORRECT COPY OF CERTIFICATE OF FORMIITION OF "DARGA Til LLC" FILED IN TillS OFFICE ON THE TWENTY-EIGHTII DAY OF SEPTEMBER, A.D. 2010, AT 12:51 O'CLOCK P.M. 4877748 8100V 100947669 DATE: 09-28-10 You ~y v.rJry tbJ. ~.ctJtJ~t. QnlJn. .t corp. dlflaJfU' • . gov/.uthv"l'. "htlLl St4to ot o..lo)(4.IlI Socrot4.ry at SUIt<> Divj$lon of Co~r~tlon~ Dol1vorod J2:57 PH 09/28/2010 FlIED 22:32 PH 09/28/2010 SfIV 200947669 • 4877748 FlU: CERTIFICATE OF FORMATION OF BARGATH LLC 1. The n~me of Hie limiled liability company is Bargath LLC. 2. The address of its registered office in the Slate of Delaware is: Corpora lion Trust Center, 1209 Orange Street, in Ule City 01 Wllmington, Delal'lare 19801. The name of its registered agent at such address Is Tho Corporalion Trust Company. 3. This Certificate of Formation shall be eHeclive on September 3D, 2010. IN WITNESS WHEREOF, HIe undersigned have executed this Certilicate o( Formation of Bargath lLC this 27th day of September, 2010. ~L-!L .os. La Fleur C. Browne, Secretol)' 'lJe[aware PAGE 1 7fte :first State I, JEFFREY N. BULLOCK, SECRETARY OF STATE OF THE STATE OF DELAWARE, DO HEREBY CERTIFY THE ATTACllED IS A TRUE IIRD CORRECT COPY OF THE CERTIFICATE OF MERGER, WIIICH MERGES: "WILGATH LLC", A DELAWARE LIMITED LIABILITY COMPIIRY, WITH AND INTO "BARGATH LLC" UNDER THE NAME OF "BARGATH LLC", A LIMITED LIABILITY COMPIIRY ORGANIZED AND EXISTING UNDER THE LAWS OF THE STATE OF DELAWARE, AS RECEIVED IIRD FILED IN THIS OFFICE THE TWENTY-SEVENTH DAY OF OCTOBER, A.D. 2010, AT 12:46 O'CLOCK P.M. IIRD I DO HEREBY FURTHER CERTIFY THAT THE EFFECTIVE DATE OF THE AFORESAID CERTIFICATE OF MERGER IS TIlE THIRTY-FIRST DAY OF OCTOBER, A.D. 2010. 4877748 8100M 101032369 DATE: 10~28-10 You .. y w.rJty thJ, c_rtI1Jc.C. onlin • .. t CQrp. ct.levu' •. gov/autln''OI'._ht.al St4t4 of Dol .. "uo Soc.rot.uy of St4to DivilSion of Corpor4t:.ion$ DoU""rod 12:!i8 E'H 10/27/2010 FlU{) 12:46 PM 10/27/2010 SNV 10J032369 -4877748 = STATE OF DELAWARE CERTIFICATE OF MERGER OF DOMESTIC Ul\UTED LIABILITY COMPANIES Pursuanl to Tille 6, Soction 18·209 of the Delaware Limited Liabilitl' A(! th~ undersigned limited li"bility company executed the fo\lowin~ Cmlli.:IIIC of \1~rgcr ' FIRST: nle name oflhe sun'il'ing limited linhility company" -Da"rga'l"-L-tC-----~~--.--.-~, --.... _' ond the name of the limited liobility cOlllpany being merged into this s\\I\'iving limiled liabilily eomp:.n)' is _W_i;;;I~_"h_I_.L_C_ _________ SECOXD: TIle Agreement of Merger has been apploved, 1Idoptcd, certified. cx<..:utcd Bnd ock'llowled(:cd by each of the constituent Iimil"d liahility rompan,es TJIIRD: The name oflhc ;urvil'ltlg limited liubility company i, ""'g.th LI.C .-JFTII: TIle Agreement of Merger is on me 81 On, W,lIi.m, C,nl<'. Su,:, 4100 Tuls .. OK 74172 the placcorbusincss oflhe ~urvjving limit~d liability C0D1(13ny. SI}'"fH: "co!>)' of the Agreement of Merger willl>c furnished by the sun'iving limited liability compnny ull n:<luest, without COSI. to un)' member or tile c<lnstitocnt limited liability complulics, IN WITNESS WHEREOF, said sun'ivinS limited lisbilit)' COnJ(1MV Ions cftuscd Ihis certificate to l>e signed by !Ill AuthOriZed person, thc_~~~~ _ day of Oclobcr .A.D .• 2010 ~ _ ay: .. ~~->X' ____ _ Authorized Person Name: 1,..,. FleUT C. Uro\\-nc Prim or Type 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 customorily 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, Alep Director, Building & Planning Director Cc Andy Schwaller, Garfield County Building Official Dave Bartholemew, Garfield County Plans Reviewer Phil Vaughan From: Sent: Andy Schwaller <aschwaller@garfield-county.com> Wednesday, December 21 , 2011 1 :38 PM To: Philip Vaughan Cc: David Bartholomew Subject: RE: Bargath LLC-Gas Chromatograph Buildings-Pre-cast foundation question Hi Phi l, I believe as long as there is an engineer on site to visually inspect dimensions and general condition of the precast units prior to instil lation, we should be O.K. Said engineer cou ld also inspect the structural fi ll requirements and insti llation of the precast foundations. I anticipate the county to do a fina l inspection of tie down, grade, egress requirements and verification of the Divi sion of Housing labeling. Our final would follow any electrical final inspections and subm itta l 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: Phi lip Vaughan [mailto:ph il@pvcmLcoml Sent: Wednesday, December 21, 2011 12:51 PM To: Andy Schwaller; phil@pvcmLcom 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 Verizol1 Wireless -----Original message-----From: "Herrin, Sam" <Sam.Herrin@Williams.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 CPC for fabrication. CPC 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 CPC (the QC forms I've previously sent). Thanks, Sam 1 From: Philip Vaughan [mailto:phil@pvcmi.coml 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 DROID 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 jurisdictions as per Sec 1704.2.2 of the IBC? Is there a design professional or engineer of record involved with both the design and inspection of the precast units as per sec 1704? did not see a seal on the structural drawings. I assume a sealed copy is available? Thanks, Andy From: Phil Vaughan [mailto:ph il@pvcmi.coml 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-cast 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 Garfield County Assessor Data Site Jim Yellioo, 109 8th Street, Suite 207 (P) 970.945.91341 (F) 970.945.39531 (E) jyellico@garfield-county.oom Account Information Account: Parcel: OWner Name: Owner Address: Property Address: Legal: Tax Area: Subdivision: Sales Information R019006 217528100023 CLOUGH SHEEP COMPANY, LLC PO BOX 686, RIFLE, CO, 81650-0686 , PARACHUTE Section: 21 Township: 6 Range: 94 PT. OF Sl/2S1/2SE(7.18AC), SEC. 22 PT. OF Sl/2SW (51.84A), LOT 1, NWSE, NESW (39.66A), LOT 2(9.60A) ALSO TR SITUATED IN SE CONT. 53.7AC SEC. 27 Nl/2NW LOTS 2(4.30AC), 3(18.10AC), PT OF LOTS 4(12.60AC) 5(10.25AC), ALSO A TR CONT. 179.4AC, SEC. 28 NENE PT. OF NWNE & NENW(52.89AC), PT. OF LOT 1(8.26AC), ALSO TR SITUATED El/2NW CONT. 2.83AC, ALSOTR IN THE Wl/2NWCONT. 2A, SEC 29 PT. OF LOTS 1,2 & SENW (6.28A), LOT 3(12A), 4(32.5A), ALSO TR CONT.63.4A ALL LYING S OF THE DRGW R.O.w. & N OF THE C/L CO. RIVER 019 Sales information for this account is currently unavailable Taxable Values History Year 2011 2010 Property Details Model LANDO LAND 1 Land Actual 6,420 5,080 Imp Actual Total Actual 6,420 5,080 Attribute Name ABSTRACT_CODE AREA_ACRES AREA_SOFT NEIGHBORHOOD AG ABSTRACT_CODE AREA_ACRES AREA_SOFT NEIGHBORHOOD AG Land Assessed 1,860 1,470 Created on 03/05/2012 at 08:53 AM (MST) Imp Assessed Total Assessed 1,860 1,470 Attribute Value DRY FARM LAND-AGRICLTRL 84 o NO.PARACHUTE & E. TOWARD RIFLE GRAZING LAND-AGRICUL ruRAL 590.79 o NO.PARACHUTE & E. TOWARD RIFLE Th", riAl"" n:mrA!':AntArl hAr",;,o; fnr infnrml'llinn",1 nllmn<;A,o; nnlv RAl':AArr.h c;hnlllrl hI'! nArfnrm"rI .. , th .. ,mnrnnri,,' .. nffi".. Thi" j" nn! rI .... mprl " 'pmd rlnr.llm .. nt Model LAND 2 Garfield County Assessor Data Site Jim Yellioo, 109 8th Street, Suite 207 (P) 970.945.9134 1 (F) 970.945.39531 (E) jyellico@garfield-county.com Attribute Name ABSTRACT_CODE AREA_ACRES AREA_SOFT NEIGHBORHOOD AG Created on 03/05/2012 at 08:53 AM (MST) Attribute Value GRAZING LAND-AGRICULTURAL 12 o NO.PARACHUTE & E. TOWARD RIFLE ~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 Receipt Garfield County 108 8th Street Suite 401 Glenwood Springs, CO 81601-Phone: (970)945-8212 Fax: (970)384-3470 Invoice Number: BLCO-3-12-21716 Invoice Date: March OS, 2012 Permit Number: BLC0-3-12-2386 Bond Number: Icomments: I BLCO-~12"3" Fee Type Fee Amount 03/05/2012 03/05/2012 Plan Check Fee Commercial Building Fee Percentage Adjustable $45.01 $69.25 Total Fees Due: $114.26 Payments Date Pay Type Check Number Amount Paid Change 03/05/2012 Credit Card $45.01 $0.00 Total Paid: $45.01 Total Due: $69,251 Monday, March 5, 2012 ,*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 Receipt Garfield County 108 8th Street Suite 401 Glenwood Springs, CO 81601-Phone: (970)945-8212 Fax: (970)384-3470 Invoice Number: BLCO-3-12-21716 Invoice Date: March 05, 2012 Permit Number: BLC0-3-12-2386 Bond Number: Icomments: [ BLe<>3-" ~386 Fee Type Fee Amount 03/05/2012 03/05/2012 Plan Check Fee Commercial Building Fee Percentage Adjustable $45.01 $69.25 Total Fees Due: $114.26 Payments Date Pay Type Check Number Amount Paid Change 03/05/2012 Credit Card $45.01 $0.00 Total Paid: $45.01 Total Due: $69_251 Monday, March 5, 2012 printReceipt SALE REF NUM: 206516301350 MASTERCARD ************7565 INV NUM: BLCO-3-12-2386 DATE: 3/5/2012 AUTH NO: 686545 AVS: Y PO NUMBER: TOTAL: BLDG & Planning GWD 108 8th Street Suite 401 Glenwood Springs, CO 81601 MERCHANT # 941000097881 Customer #: PVaughan Customer Name: Phil Vaughan EXP.: **** TIME : 9:41:10 AM CW: Tax: $ 45.01 CUSTOMER ACKNOWLEDGES RECEIPT OF GOODS AND/OR SERVICES IN THE AMOUNT OF THE TOTAL SHOWN HEREON AND AGREES TO PERFORM THE OBLIGATIONS SET FORTH BY THE CUSTOMERS AGREEMENT WITH THE ISSUER. https:llwww.payeverywhere.comffransaction/ printRecei pt. aspx?transactionI D; 17268785 Page 1 of 1 3/5/20 12 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 Invoice Number: BLCO-3-12-21716 Invoice Date: March OS, 2012 Permit Number: BLC0-3-12-2386 Bond Number: Icomments: Permit ;Type:CQmmerciaIBuilding .1 . ·• Work Classification : New I Date 03/13/2012 03/05/2012 03/05/2012 Fee Name Manufacture Fee Plan Check Fee Commercial Building Fee Payments Date 03/05/2012 03/13/2012 Tuesday, March 13,2012 Pay Type Credit Card Credit Card Fee Type Calculated Percentage Adjustable Total Fees Due: Check Number Amount Paid Total Paid: $45.01 $428.99 Fee Amount $400.00 $29.15 $44.85 $474.00 Change $0.00 $0.00 $474.00 Total Due: $0.00 I ~'II GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY Geotechnical Engineering Report GC Building and Metering Skid Addition Rulison Compressor Station NE % of NE % of Section 30, Township 6 South Range 94 West, 6th Principal Meridian Garfield County, Colorado December 14, 2011 Terracon Project No. AD115028 Prepared for: Williams Midstream 1515 Arapahoe Street Denver, Colorado 80202 Attention: Mr. Sam Herrin Prepared by: Terracon Consultants, Inc. Grand Junction, Colorado December 14, 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 Rulison Compressor Station Garfield County, Colorado Terracon Project Number: AD115028 Dear Mr. Herrin: ~'I I GEOTECHNICAL E N G IN EEI~ IN G 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 Services/Discovery 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@williams.com (electronic-PDF) 1 -hghaffari@samuelengineering.com (electronic-PDF) 1 -bvilner@samuelengineering.com (electronic-PDF) 1 -File Senior Engineer 30324 12/14/11 GeO!,cIlnicai Eng ll\eeflng Group, A Terracon Company 2308 Inter"ote Ave nue Grand JunC! <ln, C0 81505 p 1970] 245 ~7 8 f 1970] 245 7115 geoteclln ,u lgroup com terracon .com Geotechnical • Environmental • Construction Materials • Facil,ties 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 ....................................... 4 4.1 Geotechnical Considerations .................................... ............................................. 4 4.1.1 Existing Utilities .......................................................................................... 4 4.1.2 Settlement and/or Swell Potential. ............................................................. 4 4.1.3 General............. .......................................... . ....................................... 5 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 8-1 Table 8-1 Figures 8-2 and 8-3 Figure 8-4 Figure 8-5 Figure 8-6 Laboratory Testing Summary of Laboratory Test Results Consolidation Test Reports Direct Shear Strength Test Results Gradation Test Report Compaction Test Report 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 Rulison Metering Station . Garfield County, Colorado December 14, 2011 • Terracon Project No. AD115028 EXECUTIVE SUMMARY ~~II GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY A geotechnical investigation has been performed for the proposed GC (gas chromatograph) building and metering skid to be located in the NE y,; of NE y,; of Section 30, 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: • Existing fill was encountered to a depth of about 3 feet in the exploratory test borings. The existing fill is not well compacted and must be improved prior to use as support for proposed construction. • 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 24-inches below the new footing bearing elevations or below the maximum depth of the existing fill, whichever is deeper. Additional depth of engineered fill supporting the foundations may be included to help reduce and /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. Reliab le . Respons ive . Convenient . Innovative GEOTECHNICAL ENGINEERING REPORT GC Building and Metering Skid Rulison Garfield County, Colorado Terracon Project No. ADl15028 December 14, 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 Sherrard Park Compressor Station in the NE Y. of the NE Y. of Section 30, 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 Floor 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. The floor of the GC building will be a structural floor integral with the pre-fabricated building and will be supported from the foundation. Rel iable _ Respons ive _ Convenient _ Innovative Geotechnical Engineering Report Rulison Metering Station _ ~' I I GEOTECHNICAL ENGINEERING GROUP Garfield County, Colorado December 14, 2011 _ Terracon Project No. AD115028 ITEM Maximum loads Building Dead Load : Skid Load: DESCRIPTION estimated 6 to 8 kips 2,000 psf A lrerrilcon COMPANY Maximum allowable settlement Structure: 1 inch total(assumed); '!. inch differential (assumed) The site is an existing compressor station with final 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 I None anticipated Free standing retaining walls I None anticipated Below grade areas I None anticipated 2,2 Site Location and Description ITEM DESCRIPTION Location This project will be located in the NE Y. of NE Yo of Section 30, Township 6 South, Range 94 West, 6th Principal Meridian, in Garfield County, Colorado. Refer to Figure A-1 . Current ground cover Existing topography I Existing compressor station with open, vacant area surrounding with some nearby gas field development. I The proposed site relatively flat with minor topograph ic relief across I 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 Approximate Depth to Material Description I ConsistencylDensity Bottom of Stratum (feet) 3 Existing fill: Consisting of Sandy clay I soft 2 9 to 20 Sand, silty, clayey I Medium dense to dense 3 9 (TH-2 only) Sandy clay I stiff Re liable _ Responsive _ Convenient _ Innova tive 2 Geotechnical Engineering Report Rulison Metering Station . Garfield County, Colorado December 14, 2011 . Terracon Project No. AD115028 ~' I I GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY The upper soil encountered in the borings generally consisted of clayey and gravelly sand and sandy clay of low to moderate plasticity, and had the following measured liquid limits, plastic limits, and plasticity indices: Sample Location I Depth (feet) Liquid Limit (%) Plastic Limit (%) Iplasticity Index (%) Boring TH-2 I 2 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. Re liable . Responsive . Convenie nt . Innovative 3 Geotechnical Engineering Report Rulison Metering Station _ "II1II' 11 GEOTECHNICAL ENGINEERING GROUP Garfield County, Colorado A lrI:macon COMPANY December 14, 2011 _ Terracon Project No. AD11 5028 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. _ Existing undocumented fill. _ 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 existing fill 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 24 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. Re liable _ Responsive _ Convenient _ Innovative 4 Geotechnical Engineering Report Rulison Metering Station . 'IIIII~ I I GEOTECHNICAL ENGINEERING GROUP Garfield County, Colorado A lrClrraccn COMPANY December 14, 2011 . Terracon Project No. AD115028 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 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 After stripping or excavating to rough grade, and prior to placing new fill or foundations, the subgrade and all existing undocumented/uncontrolled 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-rolling 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 Lean to fat clay Fat clay' Well graded granular Low Volume Change Material' On-site soils CL (LL<40) CUCH (40<LL <50) CH (LL>50) GM' CL (LL <50 & PI<22) orGM ' CL to SC All locations and elevations >24 inches below bottom of footing level and below building finished grade unless tested and meets low volume change material criteria > 36 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 Reliable . Responsive . Convenient . Innovative 5 Geotechnical Engineering Report Rulison Metering Station _ Garfield County, Colorado ~' I I GEOTECHNICAL ENGINEERING GROUP A lrllrracon COMPANY December 14, 2011 _ Terracon Project No. A0115028 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 by the geotechnical engineer. 4.2.3 Compaction Requirements ITEM Fill Lift Thickness Compaction Requirements 1 Moisture Content -Cohesive Soil Moisture Content -Granular Material 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 (i.e. jumping jack or plate compactor) is used 95% of the material's maximum standard Proctor dry density (ASTM 0 698) for cohesive soils such as onsite clayey sand and 95% of the materials maximum modified Proctor dry density (ASTM 0 1557) for granular material such as COOT Class 6 aggregate base course Within the range of optimum moisture content to 4% above optimum moisture content as determined by the standard Proctor test at the time of placement and compaction With in 2 percent of the optimum moisture content as I 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 cohesion less 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 Reliable _ Respons ive _ Convenient _ Innovative 6 Geotechnical Engineering Report Rulison Metering Station . Garfield County, Colorado December 14, 2011 . Terracon Project No. AD115028 ~'I I GEOTECHNICAL , ENGINEERING GROUP A lrerrilcon COMPANY 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. 4.2.5 Grading and Drainage 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 D698) 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 contains existing fill. 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 (ASTMD-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. Reliable . Responsive . Convenient . Innovative 7 Geotechnical Engineering Report Rulison Metering Station I Garfield County, Colorado December 14, 2011 I Terracon Project No. AD115028 ~'I I GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY • 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 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 I Respons ive I Convenient I Innovative 8 Geotechnical Engineering Report Rulison Metering Station . ~' I I GEOTECHNICAL ENGINEERING GROUP Garfield County, Colorado A lrllrracon COMPANY December 14, 2011 • Terracon Project No. AD115028 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 encountered in the exploratory test borings to a depth of about 3 feet. The quality of the existing fill 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 2 feet 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 2 feet 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 Y, inches. Design recommendations for shallow foundations for the proposed structures are presented in the following sections. 4.3.3 Footing Foundation Design Recommendations DESCRIPTION Nel allowable bearing pressure 1 Minimum dimensions Minimum embedment below finished grade for frost protection 2 Estimated total settlement from foundation loads for footings supported on a 3 feet thick layer of engineered well compacted structural fill Reliable . Responsive . Convenient . Innova tive Isolated Square 2,000 psf 30 inches 36 inches % to 1 inch 3 Continuous Strip (lIB~2) 2,000 psf 18 inches 36 inches % to 1 inch 3 9 Geotechnical Engineering Report Rulison Melering Slation • ~' I I GEOTECHNICAL ENGINEERING GROUP Garfield County, Colorado A lrllrracon COMPANY December 14, 2011 . Terracon Project No. AD115028 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 0 698) 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 0 1557). The overexcavation and backfill procedure is described in the following figure. Rel iable . Responsive . Convenient . Innovative 10 Geotechnical Engineering Report Rulison Metering Station . Garfield County, Colorado December 14, 2011 • Terracon Project No. AD115028 "'l1lI'11 GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY excavation level Overexcavation/Backfili Concept 4.4 Seismic Considerations Code Used Site Classification 2009 International Building Code (IBC) 1 0 ' 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 19% feet and this seismic site class assignment considers that the formational claystone and sandstone 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 Rulison Metering Station _ Garfield County, Colorado December 14, 2011 _ Terracon Project No. AD115028 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-2 at a depth of 4 feet) was tested for water soluble sulfate concentrations. The test results indicate water soluble sulfate concentrations of 550 ppm. Sulfate concentrations in this amount are considered to have a 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 II (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. Terracol'l-also-sl:lould--b8-fetaim,d-tO-j:Jrovid8-obse~v.atio"wmdl-----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. Reliable _ Responsive _ Convenient _ Innovative 12 Geotechnical Engineering Report Rulison Metering Station _ Garfield County, Colorado December 14, 2011 _ Terracon Project No. AD115028 ~'I I GEOTECHNICAL ENGINEERING GROUP A lrerracon COMPANY 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 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 SUBJECT SITE--. GEG JOB NO. AD115028 VICINITY MAP RULISON METERING STATION Garfield County, Colorado NE 114, NE 114, Section 30, 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. ~ ;'. L-. ··.. ! ~l U Legend • Indictes Approximate Location of Exploratory Test Boring • Indicates Approximate Location of GC Building and Metering Skid .. , .!AI ~'::1. aT'"" GC Building TH-1 Metering Skid -I GEG JOB NO. ADl15028 -. I .I .1 1, -. I .I I TEST BORING LOCA TlON MAP RULISON METERING STA TlON NE 114, NE 114, Section 30, T6S, R 94W Garfield County, Colorado DATE: lV08111 Fig. A-2 Geotechnical Engineering Report Rulison Metering Station _ Garfield County, Colorado December 14, 2011 _ Terracon Project No. AD115028 Field Exploration Description ~'II GEOTECHNICAL ENGINEERING GROUP A lrerrilcon 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 sarnpling 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 cohesion less 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 cat head 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 ""1' GEOTECHNICAL f • (,11" f I I JI) [,II[) I I' KEY TO SYMBOLS Symbol Description ~ Description not given for: v:7:1 ~ ~ ~ Notes: "CAVED" Existing Fill: Clay, silty, Sandy, soft, moist, brown (CLl Sand, silty, clayey, medium dense to dense, moist, brown (SCl Clay, silty, sandy, soft to stiff, moist, brown (CLl 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 10/21/11 using a 4-inch diamter continuous flight power auger. 7. 10/12 -Indicates 10 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. Ci .... , ....... I\. A PROJECT: Rulison Metering Station PROJECT NO.: _""A0"-!C.II""SO",2,,-S_ A lli!ncJcoo CQIoII'ANY CLIENT: ~~~'i~lI~ia~m~s __________________________________________________________ _ LOCATION: See Figure A-2 ELEVATION: __________ __ LOG OF TEST BORING TH-1 DRILLER: ..:.T"'er"'ra"'c"'o"-n ________________________________ LOGGED BY: __---"J-"W_ ___ DEPTH TO WATER> INITIAL: ¥ None AFTER 24 HOURS: ~ ____________ _ DATE: 10/21111 DEPTH TO CAVING: L 7 Description o Existing Fill consisting of: Clay, silty, sandy, soft, moist, brown (CL) 1---1 Sand, silty, clayey, medium dense to dense, moist, brown (SC) 5 10 Clay, silty, sandy, stiff_ moist, brown (CL) 15 20 Bottom of boring when terminated: 20 ft. 25 30 35 Notes CT 10f12 CT 30/12 -CT 11112 -CT 30/12 This information ertains onl to this borin and should not be inter reted as bein indicitive of the site. Ci,..." ........ 1\ k PROJECT: Rulison Metering Station P R OJ E CT NO.: __ ",A",D",I ",15",0",28,--CLIENT: ~~~'i~"~ia~m~s __________________________________________________________ _ LOCATION: See Figure A-2 ELEVATION: __________ __ LOG OF TEST BORING TH-2 DRI LLER: -,-T"er",ra",c",o,,-n _________________________________ LOGG E 0 BY: ____ -"-J W-"-__ _ DEPTH TO WATER> INITIAL: 'if None AFTER 24 HOURS: ~ ____________ _ DATE: 10/21/11 DEPTH TO CAVING: L 8 o 5 10 15 20 25 30 35 Description Existing Fill consisting of: Clay, sandy, soft. moist, brown (CL) Clay, sandy. silty, stiff, moist, brown (CL) Sand. silty, clayey. dense, moist. brown (SC) with sand and gravel lenses Bottom of boring when terminated: 20 ft. Notes 10/12 CT 28/10 CT 30/12 CT 30/9 This information ertains onl to this borin and should not be inter reted as bein indicitive of the site. I:'i,.., , ........ A a. APPENDIX B LABORATORY TESTING Geotechnical Engineering Report Rulison Melering Station . Garfield County, Colorado December 14, 2011 . Terracon Project No. AD115028 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. 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 8-1 ~'II GEOTECHNICAL . ENGINEERING GROUP A lrerracon COMPANY Job No. AD115028 TABLE B-1 SUMMARY OF LABORATORY TEST RESULTS Hole Depth Natural Dry Atterberg limits Swell I Consolidation Direct Shear Passing Water Soil Type (Ieet) Moisture Density No. 200 Soluble (%) (pel) Liquid Plasticity Swell Confining Estimated Internal Cohesion Sieve Sulfates Limit Index ("!o) Pressure Swell Angle of (psI) (%) (ppm) ('!o) ('!o) (psI) Pressure Friction IDSIl /Deareesl TH-1 4 11.2 106 -----0 .3 250 NA --------Sand, Clayey, silty (SC) TH-1 9 10.4 105 ----------22 170 ----Clay, silty, sandy (CL TH-1 19 7.9 ----------------54 --Clay, silty, sandy (CLI TH-2 2 7.7 95 24 10 ----------52 --Clay, silty, sandy (CL) TH-2 4 8.7 105 ----------------550 Clay, silty, sandy (CL) Page 1 of 1 CONSOLIDATION TEST REPORT -1 0 WATER ADDED I 1 ;-. I'---r--.... r--... 2 ...... r-... 3 c ~ U5 C 4 Q) e Q) 0-5 6 7 8 9 100 200 500 1000 2000 Applied Pressure -psi Natural Dry Dens. Sp. Overburden Pc Cc Cr LL PI Swell Press. Clpse. eo Sat. Moist. (pcl) Gr. (psI) (psI) (psI) % 53.1 % 11.2 % 106.2 2.65 1045 0.04 0.3 0.558 MATERIAL DESCRIPTION USCS AASHTO Project No. ADI15028 Client: Williams Remarks: Project: Rulison Metering Station Source: TH·I Elev.lDepth: 4 Terracon, Inc. Montrose, Colorado Figure B·2 CONSOLIDATION TEST REPORT 0 1 2 ./I WATER ADDED "" ......... 3 ~ " ~ \. 4 '\ c: .~ !\ -(/) "E 5 Q) \ () ~ Q) 0.. \ 6 \ 7 1\ \ 8 \ 1\ 9 10 100 200 500 1000 2000 Applied Pressure -psI Natural Dry Dens. Sp. Overburden Pc Cc Cr LL PI Swell Press. Clpse. eo Sat. Moist. (pel) Gr. (psI) (psI) (psI) % 30.1 % 6.6% 104.6 2.65 884 0.13 1.8 0.582 MATERIAL DESCRIPTION USCS AASHTO Sand, silty, clayey, stiff, moist, brown (SC) with sand and gravel lenses Project No. ADI15028 Client: Williams Remarks: Project: Rulison Metering Station Source: TH-2 Elev.lDepth: 9 Terracon, Inc. Montrose, Colorado Figure B-3 -0.012 15 Results C, psi 1.17 2 -0.008 ~, deg 21.5 3 Tan(~) 0.39 .1: C -0.004 10 0 'in ~ Oolatlon "-E vi </) ~ 0 1 ~ Q) ii5 0 (ij Consoi 'iii u LL t 0.004 5 Q) > 0.008 0.012 0 0 3.5 7 10.5 14 0 5 10 15 Strain, % Normal Stress, psi 30 Sample No. 1 2 3 Water Content, % lOA lOA lOA 25 Dry Density, pel 104_6 104.6 104.6 (ij Saturation, % 47.4 47.4 47.4 ~ Void Ratio 0.5817 0.5817 0.5817 'in 20 "-Diameter, in. 1.93 1.93 1.93 vi </) Heiaht, in. 4.02 4.02 4.02 ~ 15 1 Water Content. % 15.6 15.6 15.6 Qro) 2 Dry Density, pel 104.6 104.6 104.6 .c 1;; (j) 10 Q) Saturation, % 71.0 71.0 71.0 f--« Void Ratio 0.5817 0.5817 0.5817 Diameter, in. 1.93 1.93 1.93 5 3 Heiaht, in. 4.02 4.02 4.02 Normal Stress, psi 10040 6.90 3.50 0 Fail. Stress, psi 5.18 4.09 2.45 0 5 10 15 20 Strain, % 2.1 2.1 5.7 Strain, % U It. Stress, psi Strain, % Strain rate, in.lmin. 0.63 0.63 0.63 Sample Type: Client: Williams Description: Clay, silty, sandy, stiff, moist, brown (CL) Project: Rulison Metering Station Assumed Specific Gravity= 2.65 Source of Sample: TH-I Depth: 9 Remarks: Proj. No.: ADI 15028 Date Sampled: 10/2 I 11 I DIRECT SHEAR TEST REPORT Terracon, Inc. Figure 8-4 Montrose Colorado Tested By: !.!.M!LH'--________ Checked By: !.!N"'J _______ _ APPENDIX C SUPPORTING DOCUMENTS GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon -1-3/.' I.D., 2" 0.0., unless otherwise noted ST: Thin-Walled Tube -2"' 0.0., 3" 0.0., unless otherwise noted RS: Ring Sampler -2.42" 1.0., 3" 0.0., 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 Rolary The number of blows required to advance a standard 2-inch 0.0. split-spoon sampler (S8) 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 reflect 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 Com(;!:ressive Consistenc~ Strength, gu, t;!sf < 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 Descrit;!tive Term(sl of other constituents Trace With Modifier Percent of Dry Weight <15 15-29 ~ 30 RELATIVE PROPORTIONS OF FINES Descrit;!tive Term(sl of other constituents Trace With Modifier Percent of Dry Weight <5 5-12 > 12 RELATIVE DENSITY OF COARSE·GRAINED SOILS S!l!ndard Penetration or N·value (551 Relative Densiti Blows/Ft. 0-3 Very Loose 4-9 Loose 10-29 Medium Dense 30-50 Dense > 50 Very Dense GRAIN SIZE TERMINOLOGY Major Component of Samt;!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 O.075mm) Passing #200 Sieve (0.075mm) PLASTICITY DESCRIPTION Term Plasticilll 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 Group Name B Symbol Gravels: i Clean Gravels; Cu ~ 4 and 1 os; 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 i Poorly graded gravel F coarse : Gravels with Fines: Fines classify as ML or MH GM Silty gravel F,G. H Coarse Grained Soils: fraction retained on NO.4 sieve : More than 12% fines C Fines classify as CL or CH GC I Clayey gravel F.G.H More than 50% retained on No. 200 sieve Sands: ; Clean Sands: Cu 2'. 6 and 1 0::;; Cc 0::;; 3 E SW I Well-graded sand I 50% or more of coarse : 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 I Clayey sand G.H.I : Inorganic: PI > 7 and plots on or above "A" line J CL i Lean clay K.L.M Silts and Clays: PI < 4 or plots below "A" line J I ML ~ Silt K.L.M Liquid limit less than 50 , Liquid limit -oven dried : : Organic clay K.L.M.N Fine-Grained Soils: : Organic: Liquid limit -not dried i < 0.75 OL : Organic silt K.L.M.O 50% or more passes the 1 I PI plots on or above "A" line CH i Fal clay'·'M No. 200 sieve I i Inorganic: I Silts and Clays: I PI plots below "A" line MH i Elastic Silt K.L. Liquid limit 50 or more i Organic: Liquid limit -oven dried I I i Organic clay K.L.M.P i I Liquid limit -not dried ! < 0.75 OH : Organic silt K.L.M.Q , I Highly organic soils: I Primarily organic matter, dark in color, and organic odor I PT . Peat A Based on the material passing the 3-in. (75-mm) sieve I H If fines are organic, add "with organic fines" to group name. B If field sample contained cobbles or boulders, or both, add "with cobbles , If soil contains ~ 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, silty clay. e Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded I 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 ~ 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 ~ 30% plus No. 200, predominantly gravel, add sand with silt, SP-SC poorly graded sand with clay "gravelly" to group name. 2 N PI ~ 4 and plots on or above "A" line. E Cu = D601D10 Cc= (D,,) o PI < 4 or plots below "A" line. 010 x D60 P PI plots on or above "A" line. F If soil contains :::-: 15% sand, add "with sand" to group name. Q PI plots below "A" line. G Iffines classify as CL-ML, use dual symbol GC-GM, or SC-SM. , 60 , For classification of fine-grained , , , salls and fine-grained fraction , , '..s-0./, 50' of coarse-grained SOlis "s'-" '~0<:-0 ~ Equation of ~A" -line ,;;. ",,,,' ,\'-Horizontal at PI=4 to LL=25.5. /,/·O~ X 40 then PI=0.73 (LL-2J) w ' < 0 Equation of "U" -line , , V~O ~ Vertical at LL=16 to PI=7, , , , >-30 then PI=0.9 (LL-8) ;' , f-(3 /' 0" ti 20 :5 '/10 ,///.. MH orOH tl. ~ =--/Cl·, ML /ML or OL 0 , 0 10 16 20 30 40 50 60 70 80 90 100 110 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 discoloration 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 granitoid 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 Yo 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 I-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 I-in. or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail. Joint, Bedding and Foliation Spacing in Rock' Spacing Joints BeddinglFoliation Less than 2 in. Very close Very thin 2 in. -1 ft. Close Thin 1 ft.-3ft. Moderately close Medium 3 ft. -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 @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 8th 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 1820 E. HIGHWAY 402 LOVELAND, CO 80537-8805 January 25, 2012 WWW.COLOPRECA5T.COM Garfield County Building Department lOS Sth Street Suite 401 Glenwood Springs, CO SI601 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 3IS-0S. Please feel free to contact me with any questions. Respectfully, Kimberly Fentress, PE ~ -., "IlIII'11 GEOTECHNICAL ENGINEERING GROUP March 16, 2012 Williams Midstream 1050 17th Street, suite 1800 Denver, CO 80265 Attention: Sam Herrin P: 303-260-4559 E: sam.herrin@Williams.com Subject: Foundation Construction Observation and Testing Review GC -Gas Chromatograph Building Rulison Metering Station Garfield County, Colorado Terracon Job No. AD121008 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 Rulison Compressor Station in Garfield County, Colorado on as requested, part-time basis between February 24, 27 and March 12,2012. 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 RU-SC-001 by Samuel Engineering, Inc. dated 12-20-11 (their Job 11057-12RU). We appreciate the opportunity to provide geotechnical services. If we can be of further service, please call. Sincerely, Terracon Consultants, Inc. 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 . '. Inspection Report COLORADO STATE ELECTRICAL BOARD INSPECTION REPORT I CORRECTION NOTICE Page I of I Date Received: 18-MAY-12 Permit Number: 720043 Contractor/HomeOwner: ELKHORN CONSTRUCTION, INC. Address: Rulison Exit --.. ,-... -.. -<-~ Type of Inspection: Partial Rough In Action: Accepted Comments or Corrections: 1) Meter release ok 2) GC building electrically ok to energize and occupy 3) Electrician on site making corrections 1) 250.24C Main bonding jumper required in each service disconnecting means per 250.28. 2) 110.12 Close unused openings at service 3) Duct seal required at enclosures within UG raceways 300.5G Inspectors Name: Norman Feck Phone Number: 877-320-9150 Date: 21-MAY-12 COLORADO STATE ELECTRICAL BOARD DEPARTMENT OF REGULATORY AGENCIES 1580 Logan SI. Suite 550 Denver, Colorado 80203-1941 Phone: (303) 894-2985 https:llwww.dora.state.co.us/pls/real/Ep_ Web_Inspection aUI .Process Page 5/2212012 Permit Card POST ON SITE Garfield County Permit NO. BLCO-3-12-2386 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 IMMEDIATELY BECOME NULL AND VOID. Commercial Building Owner's Name: Clough Sheep Company, LLC Job Address: SEC 21 TWN RNG 94 PARACHUTE, CO Parcel #:217528100023 Owner's Phone: 970-618-7631 Total Square Feet: 128 Contractorlsl Phone Primary Contractor Work Description: Williams Field Services Company, LLC (303)629-8417 No Inspection Scheduling Code Inspection IVR Comments Pass Date FIRE DISTRICT INSPECTIONS (PLEASE CALL FIRE DISTRICT) Footers 105 Foundation Walls 110 Framing 115 Drywall 120 Final 125 (}f< -"'-.-<' 6 -1S-/7l 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 Cali: 1-888-868-5306 Structural Analysis & Design Ho-Ad 4057 Camelot Circle Longmont, CO. 80504 Davis & Davis Wmiams Bargath LLC 8' x 16' Dual Room Chromatograph Building Parachute, CO August 9,2011 Prepared By: Kim Gazdik, E.!. Behrenl Engineering Company 11455 J-70 North Frontage Road Wheal Ridge, CO 80033 3{JJ.940.6868 (P) J03.940.0041 (F) Behrelll Engineering Job # 11205 Reviewed By: Pete Sopher, P.E. 8/9/11 Overview Objective: Perfonn a structural analysis and design to detemline 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 strLlcture, to be conservative. The foundation 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 uplift (V=IOOmph, exp C, 1=1.0) 2. Lateral Loads: a. Wind = 19 psf b. Seismic = 0.07*DL (Sus = 0.206, Sd! = 0.047, Site Class B, R = 3, 1=1) 3. Floor: a. Dead Load = Self weight of steel plate and C6 members b. Live Load = 85 psf 4. At Hoist: (Lifting building oHt%ff of transport truck) a. Selfweight of structure b. 85 psf equipment on floor References: 1. AISC ]3th Edition 2. ASCE 7 -05 Computer Programs: RAM Elements V8i, Release 12.0.0 (build 18) Conclusion: All structural elements are adequate in strength and deflection. Refer to drawings for member sizes, Olientation and dimensions. Owner shall provide anchorage to foundation at 4 comers of building with a capacity of 420lbs tension and 730lbs shear per anchor. A 6" minimum slab foundation is suggested. ---,-~~ -,:}, ,-,:" n. f ! .:,0' " ~ ,;A'-""!,, Sr;:3 Behrent Engineering Current Date: 8/9/2011 10:32 AM Units syste.fTl: English File name, P:12011-BEC0I11205 -HOAD 8 x 16 Chromatograph Bldg Davis & DavislCaicuiationsl8x16 Dual Chrom -Overturning,eizl W\\ct\20 QVfXV\~lAJ ndCOe 'cewn -:: 1"Y\\.g X\\·8 ilJbe • \'\S~4 Xa _1'iS" ~\{\~ -:. W"Xao dro(\ lood -; self we l~ht l\IIt \oad' e5 ps'{ \we roof loO(\' 80 pst SYlOW tcod ~ (oS psf y A x -> Z --t,> \I\I1Y\d IOod' aa ps-f ~ S6p&t l' se\ ~iVi\C \oCld ~ Hi) self Wt'16ht ,., , _ . ..... )f' -ill=':~ ~ i(g., R2~" ~ ~ ~IIU RIHI DEtaIL )-.--;;'----, t--71'-~ ! :; -~~. =1-1-l: I' '! --I _"_ l" , I-t-l'--,-_·r '" ",,---I:::.":: U GROUNDING LUG IIETAIL ~kid n--OJY1\II% Kej Plan 8''':1'' ~, ~ HO-AD <4057 CALlELOT CIR LONCUONT. CO 80504 www.hoodinc.com DAVIS & DAVIS WILLIAMS BARGATH LLC S' X 16' DUAL ROOM CHROMATOGRAPH BUILDING SKID STRUCTURAL AI"I"H.='Mi. ,~----,, __ \O.t\.0.5 ;.~=ccj'~r=ii=--~-S-G> ! 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" " D-,-",a.Lu,1II1.U" .W,I IlllUWIIlI:aU.Wnb.C:IUtoUllDD ltar ICUSTOMER DAVIS & DAVIS WILLIAMS BARGATH LLC i=E S' X :1.6' DUAL ROOM CHROMATOGRAPH BUILDING WALL STRUCTURAL ~Nd'J.:OlX:-,7-iWG-6INlDOAO uae1S2 ...I:: 1-7'-4"-------c .. __ _ _ . • I ~ rr '----r C!: r 3'-7±" '1l---3'-7±" = <:f5 I==w 8' 4'-1 " ========0======1=1 ============~'. SECTION E-E DIVIDER WAll (\on -3lYvcW(l \ IrrtevIDr-Wc1\\ AA HO-AD <4057 CAMELOT erR lONCIoIOIi'T. co 80504 WWW.hDodinc.com '~I-~I='= -'-_.... -DAVIS & DAVIS WILLIAMS BARGATH LLC 8' X 16' DUAL ROOM CHROMATOGRAPH BUILDING DIVIDER WALL STRUCTURAL ~I-~--~"""v-, ()\ --16'-----------------T-i,---l~ -'" r --I I J '-7l' 1 3'-l;(.L t l' lli ';~;tt 1 '-771. " 'I I (J) (J) (J) (J) CD CD CD ~ CD CO CO CO (i) CO [; , iT ---'F "0~ IF-(J) 1 ~1"_ (j) (J) Pl (J) ~ ;,0 tv I -L;,....lt 2 , ill __ <D ill <D ~ , CD [-----r---2'-100t'-1'---2' -10'2" --'-'--2'-10' 3'-4" " ~ 8' ~ RODF END UIEW RGIJf fro..h'\\I'\@~e\f \'\0.1'\ , nn. 'W Q: 2 lJ) (j) 3'-4~"----~ HO-AD 4057 CAMELOT ClR L.ONGMONT. CO 80S04 WWW.hClOdinc.com -'.'-_ .. ,_ •• r _ '0'_ .... , L L • L L L" DAVIS & DAVIS WILLIAMS BARGATH LLC 8' X 16' DUAL ROOM CHROMATOGRAPH BUILOING ROOF STRUCTURAL un ~ 0"0'00 d un ~ 0000 .:> uu ~ OODO 0 .' .'.", BEHRENT ENGINEERING COMPANY • CALCULATION SHEET c.ustomer -,11.ll.0L-~M::,-_______ :--__ Project B')(I\D' Dm\ tlJtom -Dcwi:> it Do.viS Subject Lateral AnQ\\\5i'S By \<.8 'tilDe Aml,§is lQ«l:\\IlYl: 'Po.rocho1e I CO ~, IOOmpb £x~~ure ~ :[=\,O \I~~ lOft ~\b?e: 10° ('~; AsCET-05 \Y\et\1od \ : Simp Ii:ned Proeeedvvf Pe,· A K c1: I PS;)D ~: La, krt' I,D 1": \,0 ?:>2>O' i'T,q pst hontmto.\ IQ,I pSf ~ertco-\ ?~ ~ 6)~ p::, f hOIl tonto.\ Q~ pst Vert\co..\ Job No. __ \illld~c6'>L-___ _ Date __ ---'%~-/<g"'-'I'-'-II'-------Page __ -,5~ ____ _ Checked By ----'P~;,"'---'Zu./~9 (I-LIII---_ BEHRENT ENGINEERING COMPANY • CALCULATION SHEET CJJstomer -,-"tm,,--,-M'-->-L ________ _ Project _-,-BL..!)' (~I1 ou...'_OUJl.l.!0,J. ,,-1 --,-Cuhl 1IDL1ALL,-ID.LJ,O'...,vllii.'))....~~I)""O'.!I..\(v s~ Subject _-,=-L""o.t il.e"",m""\--L!AJ...!lo.o.. \. ~ 'I-'S"-,,\S,,,---______ By __ ~K~b __________ ___ Loco.\\on ~ \brochvie, CO (.yt Y5 N I lOB, \ 0 W) 1:: \ ,0 R: 0,0 'S,lh C\05~ ~ ~\)::,: Q,dCI.P ~\)\' 0,041' De~\~r, Co.1'e~o\'"~ ~ Code. A<s,C E 1-D5 E o,()lVo.\ent La.tera.\ ForCe iJesi 3n ; C ~' S,Cl~ = o· Olo 'I ~ Contro\.S RII but reed not ex c.eeo c~ ~ ~Ol "-Q,QHf) T(RII) r Cthtl ': OliH Ct 'Q,DaB h~ , 10ft )(: 0,6 and not \e5~ than Job No. _--,-I, -"8I "'0"""5'--___ Date ___Z.. ... ../L....lK.. ./.u. .II ____ Page __ ---'q'------:-___ _ Checked By _-,-?..>.s. ......6..!.. L1-L9 .wll.>-I _ Project Name = Ho-Ad: 8' ~ \101 Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.48 Longitude = ·108.1 DueU tl1mTY\ • Dc. vi:) ~l Da.VIS <'\bro.C'r.lJ\~ \ CD) Spectral Response Accelerations Ss and S1 Ss and S1 = 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 8) 1.0 0.070 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.48 Longitude = ·108.1 Spectral Response Accelerations SMs and SM1 SMs = Fax Ss and SM1 = Fv x S1 Site Class B· Fa = 1.0 ,Fv = 1.0 Period Sa (sec) (g) 0.2 0.310 (SMs, Site Class B) 1.0 0.070 (SM1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.48 Longitude = -108.1 Design Spectral Response Accelerations SDs and SD1 SOs = 2/3 x SMs and S01 = 213 x SM1 Site Class B· Fa = 1.0 ,Fv = 1.0 t.. Per-CI~ of rurochute Period Sa (sec) (g) } 0.2 0.206 (SDs, Site Class B) D.e:)\G\\ -10. lues 1.0 0.047 (SD1, Site Class B) J BEHRENT ENGINEERING COMPANY • CALCULATION SHEET Customer -+\±D-U..I----'-MLJo"L ________ _ Job No. II aos Project 6')<1(01 000\ Chtml-DAvie, it DaviS Subject Overt\. mlt\9 By Kb Date glQ Il\ Page n Checked By Ps 8ft:! /1\ OlJex]xmn~ Ana.\»5\~; '* (DnW\\\Y\q Loo.d Co.5e; O,\oOL -\ I,OWL .J;I lo" mill '5\o..b 011 ~l1J(\e o..s~\)tred 0\1-OWVtr li:l ?'(1)VlCeo. hcro.\l\e to &\o..b whlc,1I co.\') resist TO()lb IYl ~\-eox and yaD~ \\'\ ten~\on ~\mo\tdneOJ~\\f 'L-~e~ ~ CJ 18 L1' WL -= d,qLj"-t D~tr\\lrn\1l5 ml)(\l(l'Tf~ ~,q~k(4161)+~,83\:(51)] 1.0: C}):f,~0~-ft R~s\&t\')~ ll10ment ·[':r-,Qal<.(~15') ~ 1I,48l:.(LI,5ITI~.~ : OO,~qK-ft o cl • 10, • ~v. <.;<.; 0tn ~~I S"" U u n n " 00 ." 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"0 "8 • 0 • ~ ',L," r-, ~ oS • ,.. \O,"!J •• • S "0 <> j W ~ !,, ~·.i (2;, ;-1 r:, '~:j 8ehrent Engineering CUlTent Date: 819120119:15 AM Units system: English File name: P:12011-BECOI1120S -HOAD 8 x 16 Chromatograph Bldg Davis & DavlslCaicuiafionsl8x16 Dual Chrom.etzl Report: Summary -Group by description Load conditions to be Included in desIgn: 01=DL D2=DL+LL D3=DL+LLr D4=DL+SL DS=DL+O.7SLL D6=DL+O.7SSL D7=DL +D. 7SLLr D8=DL +0, 7SLL +D.75LLr D9=DL +D.7SLL+D.75SL D1D=DL+WLx Dll=OL+WLz 012=OL+D.7EOx D13=DL +D. 7EOz D14=DL +0. 75WLx+0.7SLL D15=DL +O.7SWLz+0. 75LL 016=OL+D.75WLx+0.7SSL D17=DL+0.7SWLz+0.7SSL D18=DL +0, 75WLx+0.7SLLr D19=OL +0. 7SWLz+0.7SLLr D20=DL +D. 7SWLx+D. 75LL +0. 7SLLr 021 :OL +0. 75WLz+0. 75LL +D.7SLLr D22=DL +0.75WLx+D 7SLL +0. 7SSL D23=DL +0. 75WLz+0. 75LL +D.75SL D24=DL +0.S25EOx+0. 75LL 025=DL +0.S2SEOz+D.7SLL D26=DL +D.S2SEOx+0. 7SSL D27=DL +O.S2SEOz+0. 7SSL D28=OL +0.52SEOx+0.75LLr D29=DL +0,52SEOz+D. 7SLLr D30=DL +0.52SEOx+O. 7SLL +0. 75LLr D31"OL +D,525EQz+D. 75LL +0. 7SLLr D32=OL +0.525EOx+0. 75LL +0. 7SSL D33=DL +0.S2SEOz+0. 7SLL +0. 75SL D34=0.6DL +WLx D3S=0.6DL +WLz Steel Code Check tYlem'ocr De 5 \@n 0 vrput" see P5~ 1'1 -at for deta.ll(d des\sn Ootper D36=0.60L+O.7EQx ~ 037=D.60L+D.7EQz -----~-.. -.. -.----.------------.-------.---------. .. Descrlptlon Secllon Member Clrl Eq. Ratio Status Reference ------------. .----------------------------. -'---'-'-§M1 W6X20 .)(-BM2 *BM3 BM4 'kColumn aisiBox 2x4x14ga Header >/: Joist '*Long Eave >/; Bl.!!!!!! M 12X11. 8 Roof Brace alslBox 2x4x14ga ",,"Short Eave i-Wall Brace 7 035 at 100.00% 5 D2 aI66.67% 3 09 at 33.93% 2 04 aISO.OO% 15 011 al 0.00% 82 011 al 0.00% 50 D4 al 0.00% 29 D3S·0122.S0% 30 040143.7S% 60 023 al 0.00% 26 D40IS0,00% 81 D11 al 0.00% Pagel D.oo OK Eq, Hl-1b 0.04 Withwamings Sec. G2,1(a) 0.04 With warnings Sec, G2.1(a) 0.04 OK Sec, G2,1(a) 0.50 OK CS.2,1-3 0.19 OK CS.2.1-3 0.28 OK CS.2.1·3 0.14 OK CS.2.1-3 0.20 With wamings Eq, Hl-1b 0.12 OK CS.2.1-2 0.41 OK C3.3.1-1 0.S2 OK C3.a.l-1 I,) ~ Bentley Bohronl EnDiJllleriJlg ClRnnIbOl1l' .... 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O.._ __________ Project 8'~ 1[0' DDo.\ Chmm -\)o.l/lS ~ DOlfi" Subject mise, By \{b 'tJo.\\ £OX'b\ Desi~n '0 fYl.o 5'" PM .. \'\lOX s?W"': 4 '·0" d ~~OX\ C\)Y'lomol'l mox loo.d.: 6)J ~1 (w \ \'\d) h'\o..x Q,\\o\iJOh\( ; ~&,4 ~:;f '7 ~;}\l~t -t ~~~ P<o a:) Root ?ox-e\ t)e~i~n ; t91o~o. ffiR \'Y\QI( s~: a '-0" d ~\Jc.", cenO It\ 0\'\ \Y\o.x load' 106pS1 (~now) MO.\( o.\\oooo.b\(! ~ )\lto'&PSt ) to6~s~ 't.. ~ee P3 &.!> flDor ?\o:'W, \)e~\~YI ~ IIL/" steel 1110. X. ~OJ\ -:. ::) , -le 1\ max load: 8a~t (lwe) mo-x, C\.\\OU!lo..b\e: IOQ,~~i ) B5~st 't.. ~H ~?l &~ Job No. _--...J.JI \""'()""{)5"'--____ _ Date __ ~'gO!.lI...LqL1/IL\ ___ _ Page __ -",d~d _____ _ Checked By --lP-",0!-....1O.YliLQu./J..l\,\ ___ 26 GAUGE "PBR" PANEL INFORMATION "PBR" PANEL I : 36" 12" -I 'I 11"1 3/16) 11' 314" ~. 4"'W .Jl 13 5/6/1 113/;'1 SECTION PROPERTIES PANEL F, WEIGHT TOP FLAT IN COMPRESSION BOnOM FLAT IN COMPRESSION GAUGE (KSI) (PSF) Ix Sx M, Ix Sx M, (In.'lft) (In.'m.) (In. Kip) (In.'/ft) (In.'lft) (In. KJp) 26 80.0 0.94 0.0423 0.03BB 1.3928 0.0390 0.0437 1.5696 NOTES 1. All calrulatlons for the properties of panels are calculated in accordance with the 1986 ediUon of Specifications for the Design of Light Gauge Cold Formed Sleel Structural Members -P!!bli5hed by Ihe American Iron and Steel In.tllutua (A.I.S.I.) 2. I. Is for deOet:lion delermlnation. 3. S. Is for bendIng. 4. Ma 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) TYPE TYPE SPAN IN FEET 3.0 4.0 5.0 6.0 7.0 8.0 SIMPLE NEGATIVE WIND LOAD 155.0 87.2 55.8 38.8 28.5 21.8 LIVE LOADIDEFLECTION 102.7 43.3 22.2 12.8 8.1 5.4 2-SPAN NEGATIVE WIND LOAD 137.6 77.4 49.5 34.4 25.3 19.3 LIVE LOAD/DEFLECTION 116.3 65.4 41.9 28.5 18.0 12.0 3-SPAN NEGATIVE WIND LOAD 172.0 96.7 61.9 43.0 31.6 24.2 LIVE LOADIDEFLECTION 145.4 75.4 38.6 22.3 14.1 9.4 4-SPAN NEGATIVE WIND LOAD 160.6 90.3 57.8 40.1 29.5 22.6 OR MORE LIVE LOAD/DEFLECTION 135.7 76.3 41.0 23.7 14.9 10.0 NOTES 1. Allowable loads are based on unifonn span lengths and Fy of BD KSI for 26 gauge. 2. LL Is allowable live toad. 3. WL is allowable wind load and has been Increased by 33.333%. 4. Deflection loads are lImlled bya maximum deflecUon ralio of U240 of span or maximum bending stress lo live PAGE 26GA-4 load. 5. Weight of the panels has nol been deducted from allowable ~ds. 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 Pounds per Sq~ Ft .037 .OB6 .10~ . 1~9 .203 .265 .335 .~1~ .596 .700 2·145 .810 ~~I¥'S aoova and 10 the light of the heavy black nn05 will cause deflections of,more.Jhan 11164 01 tho span. deflections for the loads glvon above, divide Ihe coefflclont of deflecUon for Ihe span by the InlCl<nE$Sollho plate In inches. the deflecUon caused by loeds leu than shown abova, first lind the deflection C8u&ed by the loads above, Multiply Iht6 by the aclualload Me dMde by ,the load given above. For salely, )onds greeter than given In the above lable should nol be used. are based on an extreme fiber sires! 01 16 ksl and 2 L'Tlple span bendlng_ NlEPJCAN INSl1T1.1T'£ Of S!£tl-CONSTRUCl10N j . ; ~ " ~ BE-: n He Y 8ehrent Engineering CUlTen! Date: 819/2011 12:40 PM Units systetn: English File name: P:12011-BECOI11205 -HOAD 8 x 16 Chromatograph Bldg Davis & DavlslCaicuiationsl8x16 Dual Chrom -Hoisled.etzl * dO p~t tn\~C. 100. Q~p\\ed to floor-~ bl)l \cl\I1O, -m b~ emp~ LO ItII no .snoLO p (e:)en-tJ on rooi 01 -hrrt of lift hOIst \ oc 0.1-1I::n:) y A ~ K~ -:--hr" LeI \ -I ,', ,? ~ r·' -.' . ~,~ Behrent Engineering Current Date: 819/201112:41 PM Units system: English File name: P:12011-BECOI11205 -HOAD 8 x 16 Chromalograph Bldg Oavis & DavislCalculations\8x16 Dual Chrom -Holsled.etzl Report: Summary .. Group by description load conditions 10 be Included In design: 01=Ol 02=Ol+ll 03=Ol+0.75ll Description Section -----.----------ru d1 W6X20 ~ 8M3 BM4 Column alslBoK 2x4xl4ga Header ,J.I!!§l Long Eave Ridge M 12X11.8 Roof Brace alslBoK 2x4K14ga Short Eave Wall Brace --------Steel Code Check Member Clrl Eq. Ratio Stalus Reference ------' ------------------------------_ .. _--7 02 aIO.OO% 0.02 OK EQ. H1-1b 5 020150.00% 0.11 OK EQ. H1-1b 3 02 al 60.71% 0.12 With warnings EQ. H1-1b 02a150.0o% 0.07 01< EQ. H1-1b 10 02 aIO.OO% 0.49 OK C5.2.1-1 47 02 al 100.00% 0.17 OK C5.2.1-3 57 02 al 100.00% 0.21 OK C5.2.1-2 28 02 alO.Oo% 0.24 01< C5.2.1-3 30 02 aI43.70% 0.15 OK Eq.H1-1b 75 02 al 100.00% 0.08 OK C5.2.1-2 27 D2a150.o0% 0.10 OK C5.1.1-1 33 02 alo.oO% 0.46 OK C3.3.1-1 ---.---Pagel 01.0 ~ ". ' .. ~'> '~l'> , . C> ',,-:. ~ ~! i ~ !c:; SJ Behrent Engineering CUlTent Date: &91201112:41 PM Units system: English File name: P:12011·BECOI11205 -HOAD 8 x 16 Chromatograph Bldg Davis & DavislCaicuiationsl8x16 Dual Chrom -Hoisted.elzl Reactions Analvsis result n!o:J( ~eQM\\)(\? @L\ft\I1S Eyes >f 6)0 ?~1 rni~C, \O0.{\ IIlCluded Direction of posit;ve forces and moments Node FX Condition 52=DL+LL 95 -0.21133 96 -0.19755 97 0.18387 98 0.22501 SUM 0.00000 Forces [Kigl Momenls IKlg·ftj 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 ~ Im\)Act mctor at SC({et\j (110") -= :; ,HSI<. } S(\ ~ L-jl< Pagel BEHRENT ENGINEERING COMPANY • CALCULATION SHEET Customer ---1\\-'->-0uM.' -'V--~---------Project B'X\{oi bOo.\ ChrDrr\" Davis ~ DQVi~ Subject t\D \Sr By Kb L\\\\n% b1e Des\~o ~ \" th\(\( &tee\ '¥mo.\( ~ 1.\',(. 't{W i -.. '""! I lj" , I I Chee\<. steox:: F\J: 0,4 (~lo\(5\) ; 14,4'1<51 ~ : L(Qa6" "'\" ., \.toaellntJ a" , i If) ~ U) 9\a.~ Co..?o.Uti • \.llJd5m-.1 (14,4 ks1)' 0l~,,,\1<' 61~,41( ) 4,D" Job No, \ \ a 05 Date 3/9/1\ Page ag Checked By ?~ fl/qln (beG¥. W~\t\ ~ .31'0" f\\\(t eo.?o.e\''1~: O,qaB (10 )(5) ~ ;}Mjtl~ OT,BL\i( '74,o~ ~BENTLEY Curronl Dale: 41101200710:02 AM Unlls syslem: English FIle name: C:IProgram Ales\RAM\RAM AdvanselDalalCemex\Anal MedelslC·l0 To C-ll Trans/er Tower.aclv Seclion information Section name: alsiBox4x2x14ga DImensIons: L a b r I = = = = Properties: Area 133 122 123 Ang3' t03 133' 122' I max Imln DlsL 10 cg 3: Dist. (0 cg 2: J Tor Xsc' Ysc' Cw cO J 33' J22' S 33 $22 S 33' S 22' 233 222 l33' 222' Fae 3 Fae 2 Max a Mtn3 Max 2 Min 2 Max 3' Min 3' Mao 2' Mtn2' 4.qOO llnJ 2.000 llnJ 0.090 lIn) 0.070 Vn) 8.040E·Ol 5,8Q3E-{)1 1.6BBE+00 3.469E·1B 0.000 S.B03E.Ot I.6BSE+OO 1.6B6E+OO 5.803E-{)1 0,000 0.000 1.374E+OO 0.000 0,000 1.(4SE·Ol 1,679 0.000 0,000 5.803E-{)1 B,432E·Ol 5,B03E-{)1 8,432E·Ol 6,450E·Ol 1,039E+00 6A50E·Ol 1,039E+00. 1.200 1.200 2,000 • 2.000 1,000 ·1.000 2.000. ·2.000 1.000 .1.000 WIdth Depth InsIde bend radIus Thickness [tn2J GiDss area 0/the secUen. ;:~' ~t-)( I z. X 41 i) Ii' i~ ffn4J Mom",!1 of InerUailboullocal axis 3. [ln4) Memenl of Inertia about local axis 2. [ln4) Product of lnerUa. [') Angle to Ibe prinCipal axis. pn4J Moment of Inertia about prtncipal axis 3, pn4) Moment of InertIa aboui principal axis 2. pn4) Maximum moment of Inertia. [ln4) Minimum moment 0/Inertia. pn] Distance from the geometric center 10 Ihe gravity cenlet of !he secUon In the axis 3 dlrecUon. pn) Olslimce from thi;! gepmelric cenler (0 Ole gravity cenler of lhe section in the axis 2 direclfon. [ln4) Satnt·Venant torsion conslant. pn) Dlslance from the c.g. to the shear cenler with ns/erence 10 .the principal a><ls 3. llnJ Dlslance lrom the c,g. 10 the shear cenler wllh relerence to the principal a><ls 2, [ln6) Warping constant [In) Polar radIUS of gyration. pnJ PIOp'arty to consl~er torslonal-Pexural ~uckrrng about principal axis 3, Un3J Seclron modulus aboullocalaxl& 3, )') [In) Properly 10 cbnsldedorslonal-na~ra1 buckling aboul principal axis 2, Un3J Seclion modulus about local axis 2~ xl Un3J Secllon modutus aboul principal axis 3, [ln3) Section modulus about principal axis 2, [ln3J PlasUesecUon modulus about /Dcal axis 3. Jln3) PIa$Uc .acUon modulus aboullceal axIs 2. On3) Plasllo secUon modulus about principal ,><Is 3, [ln3J PI .. llc secUen modulus aboul prlnclpalaxls 2. Shear factor in axiS 3 direcUon. Shear (aelor In alds 2 dlnscllon, [lnJ Coordlnala of Ibe (arlhast poslUve t!lctremlty o( Ihe secllon In relation to local a><ls 3. [In) Coordinate of the farlhasl negallve extremIty 01 the secUon In relallon to local aois 3 . [lnJ Coordinate of Iba (arthesl posilive eolnemlly of the seeUon In relaUon to local axis 2. [lnJ Coordlnale of the farthest negalive extremlly of the secllon In ",laUon to local axis 2. [lnJ Coordinale of Ibe /arthesl positive extremity of the section In relallon 10 prlnclpal axis 3. [In) Coordinate of the larlhesl negaUve extremliy 01 the section In nslallon to principal axls 3. [In) Coordinale of Ihe farih'esl posrnve extremity 01 the seciron In relallon 10 principal axis 2. lIn) Coordinate of the farthest negalive exlremily of fhe seclion in felallon 10 princ/pal axis 2. Pagel Xerox WorkCentre Network Scanning Confirmation Report XEROX Job Details: Job Infonnatlon Device Name: CQF7665 Submlssioo Dale: 10Al2i10 SutxnissKwl Tine: 03:37PM Template Information Name: JHibben:f.xst CJwnec JimH_r1l Desaiption: File Settings Fonnat lmage-{)n\! PDF Images Red'. 0 Bytes Fled: 0 Scan Settings Images Seamed: 0 0rig01aI Type: MIXED OrigM Size: AVTO Auto Exposure: OFF UIfrteMJaJ1<en: 4 Con1rast: AUTO Sha/pless: 3 Sides Imaged: ONE SIDED ResoIJtioo: RES 300 x 300 Bits per Pixel: 24 Ouiput Color. AVTO Ccrnpressioo QuaJiIy: 128 Ccrnpression: MRC-.aAYER_MULTI Copyright (c) 1993-2007 Xerox COIporation. AI RigIl1s Reserved Job Status: o out of 1 filed successfully. DesU"allu.,1 : S1a1us DeIa1Is: Frien<ly Name: SeJverName: Pa1h: ProIoooI: FlIng porJCy: DocumenI Name: Destination 2: S1a1us DeIais: FI\endIy Name: Server Name: Pa1h: ProIoooI: FlIng POOcy: DocumenI Name: DesUnation 3: Status Details: Frieo:Jy Name: Server Name: Pa1h: ProIocd: FlIng PQicy: DocumenI Name: DesUnation 4: S1a1us Details: FrIErdy Name: SOI)(!!fName: Pa1h: ProIoooI: FlIng porK:)': Doa.ment Name: DesIInatIon 5: S1a1us DeIais: Frieo:Jy Name: Server Name: Pa1h: ProIoooI: Fdblg PoI<y: Document Name: DesUnation 6: StatusDeIais: Fr1endIy Name: Server Name: Pa1h: ProIoooI: Fdng porK:)': DoaJment Name: StaIus. .... _ ........ FAlLED Jet> canooIed by system. FIl.OfIice 192.168.13204:21 Ida1a43OlXscarVJHibbenJ FTP N8N_AVTO_GENERATIE StaIus. .............. . StaIus. .............. . StaIus. ........... __ Status. .. _ .......... . Status. .. _ .......... . 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 SHe: Parachute, CO Owner/Agent: Williams Bargath, LLC Parachute, CO Section 2: General Information Building Location (for weather data): CIlmate Zone: Parachute, Colorado 5b Activity Tyoo(s) Inst. Building (Warehouse) Floor Area 128 Section 3: Requirements Checklist Climate-$peclfic Requirements: Component Name/Description Gross Area or Perimeter Roof 1: Other Metal Building Roof (b) 128 Exterior Wall 1: Metal Building Wall 400 Door 1: Insulatad Metal, Swinging 21 Ooor 2: Insulated Metal, Swinging 21 Floor 1: Other Floor (b) 12B Designer/Contracto r: HOAD, Inc. 4057 Camelot Circle Longmon~ CO 80504 (720)-720-2000 Cavity Cont. Proposed R-Value R-Value U-Faclor 0.066 21.0 0.0 0.066 0.320 0.320 0.086 (a) Budget U-factors are used for software baseline calculations ONLY, and are not code requirements. (b) 'Othe~ components require supporUng documentation for proposed U-factors. Air Leakage, Component Certification, and Vapor Retarder Requirements: Budget U-Factor(.) 0.055 0.069 0.700 0.700 0.033 S 1. All joints and penetrations are caulked. gasketed or covered with a moisture vapor-penneable wrapping material Installed in accordance with the manufacturer's installation instructions. ~ 2. Windows, doors, and skylights oertified as meeting leakage requirements. i 3. Component R-values & U-factors labeled as oertified. 4. No roof insulation Is Installed on a suspended ceiling with removable ceiling panels. 5. 'Othe~ components have supporting documentation for proposed U-Factors. 'fJ 6. Insulation instaRed 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. wI/%' 0 7. Stair, elevator shaft vents, and other outdoor air intake and exhaust openings in the building envelope are equipped with motorized dampers. V/fo'O B. 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.Building entranos 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 SattlngslrschlittlMy DocumentsICOMcheckI55-DAD·11061{8x16 DR CHROM BLDG).cck Page 1 of 2 .g Building entrances with revoMng doors. )\'I Doors that open directly from a space less than 3000 sq. ft. in area. Section 4: Compliance Statement Compliance Statement: Th. proposed env.1ope design represented in this document Is consistent with the building plans, sp.cIfications and oth.r calculations submitted with this permlt application. Th. proposed .nv.lop. system has been d.slgned to me.t the 2009 IECC ""_. ..m.. .nts In COMchack Version 3.8.0 and to comply with the In the Req Iremenls Checklist @(;t Nam. -ntle Dale Proj.ct Title: 8'x 16' D.R.Chromalograph Building Report dale: 10103111 Dala filename: C:\Documents and SetlingslrschlitllMy Docum.nlsICOMcheckI55-DAD-11061(8x16 DR CHROM BLDG).cck Page 2 012 ,3.5 1-A-A .. I-I 1 : 16 ' 1 .. 'I 1 32 1-" C' T ,'.T AC I'A' ~ "' .nn 10 ' -7~ " . ' -5'-5~" ., , --I 1I11l'!lnt.l n~ j;.{ r.l 11~I I\g CD II-~------I---I "'" .. .. ....... I ~," n I. I ~ ® f,"",t"'t!f"n • .,.;r~" .. " v ® I I 1'-4" I I • ' ::t;' •• I: 2 "".,,",,9.:.:., "V ,,'1'1'''' •• II " .... "., " "" •• I I .,.,., •., ,, .. ., t" 22 "". A-"A ~II ,,"'ft •.,•. .,y,,. ,9 ,,.., , ,,. , .," " ., IP ,.",.,. ~ 1I1r-1I I G: I G: I '''T 1-QIIO ~1 i:1 n I I I leD 1-A _ , < I~ I I I I UUO ~ ~ c-c <I 8'-1 " c---------------------D-D I I ill I r II G: I E-E ill I I • 1-~~ 1-J. I I I ~~'-120g~. 4' -O~" 1-12 I--. lUD '1"~ I I I I Ws-4&4 66 6,11. ~ARK SERVICE .. • •• • 4 6 •• • • .... .. lto . IA-36 I'! [:1: • • "'• •• • ••6 44 • • 6 ..6 2 • • 6AlHL66A I I I (i) • • . 11. . 6.6.6 ... (a) ••• /,06/'/'"lI.A 4/•/.0•.'•6 1---t--r::-::l SIZE 'lYPE MATL • • • 6 6 664&. I®~L::: I®[}C: (j) '©=z I@t-t -J 1 '-4" Lt -= = ~"" 8-8 APRROVED -, ,.,_-" ,,", UU-l+-lI' '",1111 101 -H-" -.. 10 1-H-•• PLAHVIEW SUBJtcr 1'0 NOTED N01U: 1 • 16' -1" • 1 IXCEPI1ONS" INSPECflONS 1. WIND UlAD: 100 MPH (£IPOSlIRE .C"') LD 2. SNOW lOAD: 65 P$F ~ " FLODRUVll ... , ... " (0 I I G/, 1 0) G,. .. IE ' CQUNTY •. SaSMIO, SIT! Cw.o '~"=O.2", $0,.0.047 ~p ARTMENT •. FLOOR IWlVlAnON, ' -21 UNED WITH.O SA. EUC,.O-GAlVANIUO SHEET SIDE VIEW ~ .. , ~ ~ . &. WAL1INIUtAnON: "·21 L~02" 1. ROOF IN.ULAnDN: R-21 DIIte 'It-. ., INTERIOR WAll UNER, , .... 'l1C,.O-UlVANIlED . HIET PAINTED WIIITE LD ~Opy ., EXTERIOR SNIEY m'~ AMERICAN IUIUllwa COMPONEHl'S-"P'" .AN .. 26'A. rAN R2a" /~ FAmNfU: 12-14 X 1-Rtf '''PlIIIG HO: HUD WITH 5f1-0.0. WASHU 0 12-Q,C. '. . '. lD. NO AU RAnNa· IUILDING MIIST IE MI NIMUM OF 10' fROM ANY OtHER m U:CTURE NO mSPEcrJQj\I. WITHOUT 11, ,,,. X 1'0" mEl DOORS lOUI,'ED WIllI , ANIC NOW ••• D. CLOSERS, l U' X ' 4' WIRE 9" 5;J:" ~ !.1 RING DEl It ·l'd!·Pi.ANS ON sm aw.o. '" X 12' LOUVlR INSTAl1.!IIIH RM .DO., '2" X '2"lOUVlRlNSIAU'OIN LN" ODOR • '" 'r 12. i .fA. l r X 11-fliED Vim IKmLLfD IN WALLS i--7a"-.... -.:'--" If 01 1143.. OTYCPCEU OPAf NCCOYN CSWTRSlIIcFnIOCNA:n VON-I : $al sf" ~O "' ~'\' .. 15. IVILDIWI CODE: 200& 11O.200a NEe 4 ~'f' ------..,,., ~. o .. ~ii>. SOP.$; ••~ BEHRENT ENGINEERING COMPANY iy,,: '<; ~. ~ 11455 W,I-70, N. Froalage Road 1 ~"-I-I 3" aQit' Whe<.lt Ridge, ~~ ~~p.2101 lJ 1 ~ OL,"" 'll~n~i n. ¢~ . TYP . ICUS'lUMtH DAVIS & DAVIS ~ GROUNDING LUG DETAIL WILLIAMS BARGATH LLC , ITITLE SIGNATiJRE7DA TE REVISION/DATE 01 RiPffiiN OF REViSION HO-A D 8' X 16' DUAL ROOM CHROMATOGRAPH-BUILDING f\PI'I<.ENG, REV 0, 6/13/11 ISSUE FOR F ABRICA TION SKID STRUCTURAL YOU \l.\;, 4057 CAMELOT CIR ISIZE D~~A~~061S1 IJOB NO IR~ 1!J'I'Ir.C0S1 UMOK LONGMONT, CO 80504 11"X17D 55DAD11061 www.hoadinc.com flOE Ig:~ B~ "S~~ 1 I SHEET 51 IS ----r 16' I 7' 3' -----_. I 33 ----"_te1,, <D ! II \.V .. ----11 ----(j) I 3D ----! <D I 2lI ----fD 2' -----1 '-~ -I 21 ----I-1--;, -. 215 ----25 ----fD ~ '-~3~' 2. -----, ~" 3'-4" -2'-10"--2'-10:1"-r--2'-loi--c3" 7:\-1-2a ----J-'l'-7i" I':' 22 ---· 8' -. \.V \.V \.V \.V \.V ! 21 -· · -\.V \.V ,2.. --·---·-" ----<D <D (iJ (jj 17 • -· · -(j) 4' 1" " . · ---4'-1" 15 · · --· " · · · · · ta · -· -· 12 • · · · <D 11 · · ---(i) 1. -· · · · m"" ' -'--, · · · · DIVIDER Wf>JJ....J /....... • · · " · -L-lfhl.4Hell/t>H"?,4/,vrl -1-· -· · · L.o&~L"'leb~ L4H~A?$ •6 ·" ·· ·· ·" ·· ) ( C~. 1:7-4 · · · · · It''' Zo~9 ZIJ C; ~c.y' /()O8. pt'r 2~o? Z"$t: 3 · · · · · 2 · " · · · "' /'-h -1 TSWAU 2I4.t14GA " A-500 GR B B /'. ./~ /-7' _4" MARK SERVICE StU TYPE MAn. ""'"'"''. W PROCE:OUR \.V t -r-~". -Ul \.V 0 ®~ -., -r © @<I 1 '-6~' .'~-=-Z ~/r II (i) I II -. ' ,1, _ , 'OI-tt-•• -., 101_"_" WP'lI, l DI_"_" ..-,OI-H-" -"2 NOTES: " WIND LOAD: 100 MPH (EXPOSURE "C") !-1'-loi"--1 0 " -4" , 1 " 2.. SHOW LOAD: 155 ,Sf 71" ~ -1'-1 3. fLOOR UVE LOAD: IS PSF .... 4. SEISMIC: SITE CWS 1,ldSIII O.2.DI. SOl .o.o41 <D: ~ \.V \.V \.V \.V \.V 5, fLOOR IIISULlnoH: R·21 UNED WITH 211 u.. EllCTRD-GALVAHIZED SHEET JJ '2 g, i . WAll rH5 ULAnON: R·21 7. ROOf IHI1IUnOH: R·21 " B. INmUOR WALlUNER: 14 CA. ELEC'TRQ..ULVAHIW SHUT ' AINTED WHITE t. lmAlOR I HIET mEl: AMERICAN IUlUIlHI COMPtlNlNfS. .. aR" PANn 2fii GA. TAN <D G: :D fASTEHW: 12·141,· SELf TAP''''. "g HEAD \YITH .,.-0.0. WASHER Cit 12.. D.C. '4'~ 1" (j) 10. NO FIRE RAnNa· IUIUIIWI Murr IE Ml MUM OF 31)' FROM ANY DlHER SmUCTUkE G: G: (iJ 4'~1" 11. 3'D" X 1'0" STm. DOORS EQUIPPED ~ . AH:I"C HoW .. ODOR CLDSERSlHl 24-l 24· WlRE a a GLASI. 11· X 12'" LOUVER INSTAWD fN Hft lIooR.12"X 12" UlUVER STWIO lKLHR 1I00a ~~~~ 12. 2 n. 12"X"· ruED VENTS IN$lAuru IN WAllS 13. TYPE OF CONSTRUcnON: y •• 1 •• OCCUPARCY ClA$SIFICAnOM; $·1 1&. I UILDINI tODE': 20011 tIC. 200, NEC (j), i>-(i) (i) AI ~' 4"--nEVAn O" e.a :~~~ ~. fUVATltlflD-D \ DMDER WAlL..J BEHRENT ENGINEERING IIJ.'. .• ·;~~ ~ CUSTOMER DAVIS & DAVIS 11455 W.I-70, N, Frontage ROlel y.~l!) WILLIAMS BARGATH lLC Wbut Pjdge, co 80033.2101 ;. TITLE SIGNATURE/DATE REVISlOlItftrrt ''-ESCRIPTION OF REVISION H O -AD 8' X 16' DUAL ROOM CHROMATOGRAPH'BUILDING ~""H , <Nb, REV 0, 6/13/1 1 ISSUE FOR FABRICATION WALL STRUCTURAL • </.... 4057 CAMELOT CIR SIZE IDWG NO IJOB NO r~ Po""H. w::' I U I~ < H LONGMONT, CO 80504 11"X1711 55DAD11061S2 65DAD1.1061 www.hoadinc.com SEHtALNU: ICUUE I~~;VN U! S_MO J SHEET DATE 6/13/11 S2 3' · · · -31 · ---I-~I , 4" 'I 3"2 --------31 ----t I 30 ----.. CD 2. ·-------2..7 --------25 ----21 --· -23 ----22 ----.21. --------" --· -CD 18 ----17 · · ---16 ---· -16 · -· --1,4. ·-·· ·-----12 · ----11 -· ---71 " 7 1 " ,. · · · --r 3' 3' -, • · · · · -4 4 • -· ---8' 7• ---· -· ---. CD CD • -----4 -----• ----. 2 -· ---1 TSWAU 2x21lSSA · A-SOD GR B B-MARK SERVICE size WE MAll. ~l ..... ELD PROCEDURES @®~ ©=z @~~ ~>/•• 4' -1 " == _, IOI-l'f-*lI _, UI1-H_. _, UI1-I-i-1I0 -"0l-li-It NOTES: 1. WlHO lOAD: 10G MPH (EXPflSlJRE ·C, 2. SNOW LOAD: 65 PSF 3. FLOOR lIVE LDAD: 85 PSF 4. SEISMIC: SIT! CLASS B,sclS=0.206. SOl =0.041 s. fLOOR ntsuUnON.: R·21 UH!D WJTH 211 GA. ELfCTI\D·GALVANIWI SHEET S. WA11INSULAnOH: f\..2t CD 7. ROOF INSULAnOH: 8·21 8 INmUOR WALl LINER: 14 GA. EltCTRO.QALYAHIUD sum PAlNltD WHITE 9: UTERlDR SHEET mEL: AMERICAN BUILDIHS COMPDHIHfS.. -PBfl-PAlm 26 RA. TAH FASmfERS: 12-14 X '·SElf TAPPING HEX HEAD WflH s,.·O.b. WASHER@12"!loC. 10. NO FIRE RATIN&-IUILDINB MUff If: MINIMUM OF aO' FROM ANY ornER STRUCTURE SECTION E-E 11. 3'0"17'0" mEL DOoRS EQUIPPED WITH PANIC HOW .. DOOR CLOURS, a 24" I 2ot-WiRE e{Urll &LASS. 18"112" LOUVEflINSTALLEIIIH RNft DOOR, 12" X 12" LOUVER INSlALlE1J IN LNR D(JDR 12. 2 £A. 1~ X 1S-flUD VfN11INSTALI.£D IHWAUS DIVIDER WALL 1a. TiPE OF tONSTRucnON: V.JI 14. OCCUPANCY ClASSlFICAnON: S~1 1JO REGI 1 s. BUilDING CODE: 2006 18C, 2008 NEe #. ._-----__ S I: BEHRENT ENGINEERING COMPANY O,,:'::~R SOP-? •• ~"5> 11455W. 1·70, N. Frontage Road §Y~ <;;\~ Wheat Ridge, CO 80033-2101 ! '~9 ) Pl;ooe # (3031918-6~ ~ .•... ~~$ ~ CUSTOMER DAVIS & DAVIS ·"'~,;;fcwv... ~ WILLIAMS BARGATH LLC TITLE SIGNATURE/DATE REVISION/DATE DESCRIPTION OF REVISION HO-AD 8' X 16' DUAL ROOM CHROMATOGRAPH BUILDING ~" ... ". ""'". REV 0, 6/13/11 ISSUE FOR FABRICATION DIVIDER WALL STRUCTURAL , <1.(;. 4057 CAMELOT CIR SIZE IDWGNO JOB NO REV ~"''''H. ,;u" I UIVI"H LONGMONT, CO 80504 11"X17n 55DAD11061S3 55DAD11061 0 www.hoadinc.com SERtALNO: ICODE ~WND: S",O dSHEET S3 DATE 6/13/ll .3.5 .". ," (3) 16' . , 3a f --.. .-'9 -" 27 1'-71" ,. 4 25 3'-3iJ 2. " 1-CD CD CD C:!) CO "21 1-rr> f] CD ~ ~ 2i 1-[ Il III (j) (j) (1) (1) " I· r-..i12 16 1-15 II. 1-8' i---2) 13 12 1-! l' 1-la I· CD ~l"J CO CO C:!) I. f] ~1~" CD ~ ~ • I· 7 I. 2 • I~ -CD 5 I· . (j) (j) (1) (1) (1) ~ 1-3' 31"t l< :~~~# ~ -4 ,oil 2'-10+" -2' -10~" 2' -10" 3'-4" 3'-41 " 1 '-71 " I~ 4 4 IMARK SERVICE SIZE TYPE MAn. t 4 . 1®Ql:: I® [tC: © I© =---Z ,...,j""T>" . ® ROOF TOP VIEW """' 101-H __ ~. 101-....... WPV. UII-"-" ~ nll_H_,. NOTES: 1. WlHD LOAD: lDO MPH (WDSUIIf -col 2. SNOW LOAD: 65 rSF 3, flOOR UVE LOAD: 15 PSF 4. SEISMIC: sm CLASS I.SdS-D.208, S01 .. 0.047 5. WAU IHIUUnON: R·21 5. ROOF INSULAnON:; 1021 7. INTENaR WALL UNa: 14 u. ElECJRO-GlLVAlUliD SHEET PA1PfiED WHnE (1) .(1) .0 EXTEND" IHrn IlIEl.: AMEP.!CAH 'UI~G CONPOH£NTS· "PI"" PANEl 26 GAo TAM fAS1tHras: 12-14 x ,. SE1lTAPPINI H !AD wmI a,.· 0.0. WASHER .'2" o.c. g. KO FIRE unKS-IUllOCH. Mun IE MIN 11M OF 3D' ,"OM AH'f' aTHER mUCTUIU ®i .~ =fi 10. 1/1 fiLlET". FLlSIIIWI AJlDRDDFU! '/V/( I '1111 flUET FOR JUNIOR IUM ' 11. TYPE OF COHlTRucnaN:Y~ I " .] f ~" 12.. OCCUPAHCY cLASSIFICAnorc: s..1 8' 13. IUIUIINGCODE: 2006[10, 2001 NEe o I ~\,o9.~.~~/oS'). , ROOF END VIEW BEHRENT ENGINEERING COMPANY O •• ~~\'. SO,o.$; •• «'1> 11455 W. 1·70, N. Frontage Road AP, l . sr\i~l~ Whea~:::~~· CO 80033·2101 ' I I Pbn.!I . ; ft •• ,~ft ~ ... --.~~$ ~ leus· DAVIS & DAVIS ~ICf1lA\..e WILLIAMS BARGATH LLC ITITLE SIGNAfiJiiElDA TE REVISION/DATE DESCliIPfiON OFREVmON HO-AD 8' X 16' DUAL ROOM CHROMATOGRAPH·BUILDING I'IPPR. ENG. REV 0, 6/13/11 ISSUE FOR F ABRICA TION ROOF STRUCTURAL , (J.(;. 4057 CAMELOT CIR ISIZE D~5~A~~1061S4 POB NO IREV IWP/r.CUSTOMER LONGMONT, CO 80504 11"X17" 55DADli061 0 www.hoodinc.com IS ERIAL NO: I"' 'U> I~:~N B~ ,.s~~~ 1 I SHEET 54 a& · · · · 34 · · · · 33 • · · · 32 · · · · .1 · · · · .0 • · · · /' 16 ' :/29 · · · · 28 8' 27 ·· ·· ·· ·· WIREWAY OUTSIDE BUILDING 21 • · · · 2& · · · · u · · · · I PLC PNL J I I I H20 ANALYZER 2223 •• ·· ·· ·· BAnERY CHARGER INLET STEM 1Il-21 · · · · N 20 • · · · BULKHEAD i 19 • · · · 18 • · · · f-17 · · · · · DANIELS N L 16 · · · · · 770XA 0 1& · · · · · l-BAnERYBOX CHROMo 14 · · · · · I~II I. · · · · · ... :. lAao-ON FLOOR u · · · · · :. 30"x18"112" 11 • · · · · =:0 .~ 10 · · · · · .!!i! 9 · · · · · ~ f-I · · · · · Iff I-7 · · · · · I · · · · · 8' & · · · · · L---PLAN VIEW CAL •4 ·RO OF FLASHING ·•• •" 46A < ·· ·A ·5Il ·I I~ 2 TRUSS SUPPORT M1ZXl1.8# · A-31 A·I 1 TS ROOF ZX4.146A · A·SOO GR I I WE'" MARK SERVICE SIZE TYPE MATL 'ETN 'W<>. WELD PROCEOURES ®ue: ®~ ©=z ® ~ 0 ~",. :; == :z: 3'-0"x1'6" WORK TABLE CARRIER GAS _s, 101_H_9. ~, _O,_H_" _s, 10'-"_" _s, 10'_H_" STORAGE SHELF 0 HEATER NOTES: I I 1. WIlD lOAD: 100 MPH ~XPOSURE -C, 2. SHOW LOAD: 85'SF 3, fLOOR UVE LOAD: 'S 'SF 4. SEISMIC: sm CLASS 1,1".0.20&, 101 .. 0.047 I .......... /.... --"" ...... ...... 5. WAllIl1SULAnOR: 1\-21 I. ROOf lIIULAnO": ft-21 /........ ) 11\) [ nl 7. 1ITIlU0R WAll UlII: 14 ... (lfC7Ro.OAlYAIIIID SHEET PAlITID WHIT! fiJ\ ,; (.OJ r" " w.0ftSHEETmR:lNIIUCAlIUlUlllaCOIiPOREMIS-°PlRoPOR21 U. TAN /Z~6Ht 1 WI& 7,fvA?< PI'f#t!'''r >~~n-I?~ A~/"?' " .;Iiuit/I • 1,,11.,/)1 " FlEAS: 12-14 X 1-SELF TAP'''. NO HEAD WITH 5/." D.o. WASHER@12·a,C. I " , .~ MD fllIE RAni .. IUIlDIII MUST II MINIMUM Of 3~ fROM AllY OTHER S7RUCrullE 10. 1/1 filUT fOlfWHIIUIO ROOfT.S. ~/rle t"""4e/~~~' 5'; 'A!Ic ;,$, O£ II /rIAIPJI'}-/"" /llv 01 3/11 fillET fOR JUllOR 1 .. 11 1'~' . OTYCPCE UOPFA ClCOYISCTWRSuIcfnlCOAI:n YOH·.: $-1 13. IUILDI •• CODE: 20081IC, 2001lue CA,PAr .... ~ D,c /ddD ~NA'I'S U$~d 4 ,I.md"f Jh~ R~N//'''.$ 4.,,. >91ff.f',L.cn ,47'" .&B~ f;f,k fOB. 2.5 ~ APPRU.if J t ......... AA CUSTOMER DAVIS & DAVIS WILLIAMS BARGATH LLC TITLE SIGNATURE/DATE REVISION/DATE DESCRIPTION OF REVISION HO-AD 8' X 16' DUAL ROOM CHROMATOGRAPH BUILDING ~t't'H . ~N{;. REV 0, 6/13/11 ISSUE FOR FABRICATION LAYOUT PLAN r<~VI~Wtu </.". 4057 CAMELOT CIR II\PPR: <;U:>IVM.I< LONGMONT, CO 80504 SIZE DWGNO IJOB NO IR~ www.hoodinc.com 11"X17" 55DAD11061S5 55DAD11061 ISERIAl NO: Ie DE l'RWN BY SMO d SHEET DATE 6/13/11 55 \ \ , NOT TO SCALE , \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ .. ~ .. .. • • CONDITIONS OF PERMIT BLCO-3-12-2386 Clough Sheep CO/Bargath-Williams Chromatograph Building Rulison 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. , /'" \ \ \ SOUTH fIt.O.~. l.'Ni!l!rUU..;s~. 66;-------------..... -_ ......... \ \ \ 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. • RULISON • o STATION • 00 NW1/48.29, 1.6S., R.f)4 W. . SURFACE 0WNfR: CLOUGH SHEEP COMPANY PARCEL #2176-28 1..(X)-(J23 t ) oD • • • • • • • • • • • •• • • • • I.. _~ II . o • L ----------=: -----------__ ----."'7 -:-----.. -. ---------------------------------------------------------------_ ---...--.... ----_ ...... ---____ --t:"'l -----------• .-.~~-~-~. ... " -. .,......,--~" . --"'-._-\ \ \ \ \ \ \ \ \ \ \ 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 20091BC, SECTION 1008. 9) LIGHT AND VENTILATION PER 2009 IBC, CHAPTER 12. , \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ //\ \ \ \ I I I t I I I .1 I \ \ \ \ , \ \ , \ \ \ , \ , \ \ , \ \ \ \ ~e ~~PHS or /?rm .. /,&bIZ 8eh/tI,H'I .Refl//ren?t!'I'1~ . ~~ ... ~----.. -------///----------------APPROVII.w SUBJEcr TO NOTED UCiPnONS" INSrEcnONS GARFIELD COUNTY ao.tUe ~I1'L DIZf Biy tEP~ LDCO ~O INSPECTION WITHOUT THESE PLANS ON SITE r~!'r ,." to co <"'> N • -N • <"'> • C ~ co Rulison Compressor Station Vicinity Map ~ '. ~ ..., ..~...... .. ..',," .2-~ .. -5 1 @) ® Nr"Idl POIN7S ..;-@) of e.\..1I. sn t.W' NO. 2175-31 J. 3 E P V! . -/: '/-". . 8 •+ ,+ ,!5_ l' J .~ ...+ H_ • , ., ,j-.f 02V 21 26 \ • T.6 S .. R.94 W .. 6th P.M. ' . . ... -.-~.---.~-•.. .. -. ......... . . .. . • @:2) aLi'. • I ~~ @~ 1 2~ tJi.9 25 ~?) BUt 2175 T. 6 S.-R. 94 W . "."-.-. o• • 3 • & ~ c: :, .~.. < ¥ • 8 t: ¥ • .~... .•. • 1 -2 -3 -4 A I i 1 HEAVY HEX NUT WI PLATE WASHER (SEE TABLE & NOTES) ~ T.O. ROUGH CONC. _ (TOC) . .. -f-DIA E ---' ~ ~ HEAVY ---" t==I l::! ~ HEX NUT ''' ~ -~ TACK WEUD OR • STAKE THREADS A36 THREADED ROD AS SHOWN \ \. STAKE THREADS (00 NOT WELD) HIGH STRENGTH THREADED ROD 1 B EMBEDMENT LENGTH STANDARD HIGH STRENGTH ROD f----+-------j WASHER DIA. (0) TYPE TYPE THICKNESS AR HAR F·1554 F·1554 GRADE 36 GRADE 55 'A' 'A' 112 7 10 118 5/8 9 12 314 11 14 3/4 18 1/4 12 17 7/8 7/8 21 5116 1 14 19 24 11/8 16 21 11/4 17 23 13/8 19 26 3/8 1 112 20 1 112 28 29 18 32 1 314 13/4 24 2 27 37 112 2114 30 41 2112 33 46 516 I c _/" HAS SUPER ,-------8 ' THREADED ROD II W S~ W_AS~HERV M~& h r§' a. a. '-. == T.O. c'" '~'j CONC,_ , "I ~ I' •. ' (TOC) DRILL BIT ---JIL i,~ DlA .'B' III ~ I~ ROD DIA. ----111=11--~ I ~ ~ ~ HILTI ANCHOR ROD ~",=~ _____ ---1. HIT·RE 500-SD -I o EMBEDMENT LENGTH STANDARD HIGH ROD STRENGTH DRILL BIT DlA. (0) f--TYP-E-+-TYP-E-- I DIA. (0) EAR HEAR fv=36 KSI MIN. Fy--55 KSI MIN. "A' 'A' 'B' 112 4114 63/8 3/4 5 7 112 7/8 3/4 65/8 10 1 7/8 7112 111/4 11/8 1 123/8 123/8 1114 1114 15 15 1112 SSE ARlHAR RODS TABLE FOR WASHER THICKNESS I -i----ri FINISHED CONC TOP : /"" 6'SCH.40 '/' STEEL PIPE FILLED WITH CONCRETE . ' '1 /"" 16' 0 HOLE FILLED . ~ WlTHCONCRETE E I F I G 1 H EARTHWORK AND CONCRETE CONSTRUCTION NOTES I SPECIFICATION A. GENERAL SITE INFORMATION 1. DESIGN CODE • IBC· 2009 ; OCCUPANCY CATEGORY· II. GARAELD COUNTY. CO. 2. SNOW LOAD • 40 pst; (ROOF SNOW); I, • 1.0 3. WIND SPEED' 90 mph ; EXPOSURE = 'C' ; I w= 1.0 4. SITE ClASS' '0' 5. SBSMIC DESIGN PARAMETERS; Ss' 0.361 ; S os· 0.38 } SEISMIC DESIGN CATEGORY (SOC). B'I • 1 0 S" 0.075 ; S01'0.12 • E • B. JARTHWORK Alto FOUNDATION CONSTRUCTION 1. FOUNDATION CONSTRUCnoN AND SITE PREPARATION METHODS SHAlL FOLLOW RECOMMENDATIONS OUTLJNED IN GEO-TECHNICAl REPORT NO. AD115028 PROVIDED BY TERRACON. SPECIFIC REQUIREMENTS ARE AS FOLLOWS: A. FOUNDATION SYSTEM: SHAlLOW SPREAD FOOTINGS ON 2''()' OF COMPACTED STRUCTURAl. FILL. +10' OF RE-COMPACTED NATIVE SOIL B. FROST DEPTH: 36' C. SOIL COMPCSITION: 3' OF EXISTING SANDY CLAY FILL; FOLLOWED BY 9' TO 20' OF SILTY CLAYEY SAND. 2 EXCAVATION AND BACK FILL: A. FOLLOW SPECIFIED REC(MjENDATIONS OUTLINED ON PAGES (4 TO 11) OF THE REFERENCED ABOVE GEO-TECHNICAl REPORT. B. ENTIRE AREA AROUND EACH FOUNDATION MUST BE THOROUGH!. Y PROBED FOR UNDERGROUND PIPE. cotIlIJIT. HIGH PRESSURE LtlES. ETC. BEFORE ANY EXCAVATION BEGINS. C. STRUCTURAl. BACK·FILL SHAlL CONSIST OF COOT CLASS 6 CRUSHED STONE AGGREGATE. IT SHAlL BE PLACED IN 6' MAX. LIFTS. STRUCTURAl. ALL IN FOUNDATION AREAS SHOULD BE COMPACTED TO 95% OF THE ASTM-1557 MODIFIED PROCTOR DENSITY. 3. SUB-GRADE CONDITIONS SHOULD BE INSPECTED BY A GEO-TECHNICAl ENGINEER PRIOR TO PLACEMENT OF ANY CONCRETE. STRUCTURAl. FILL SHAlL BE INSPECTED AND TESTED. C. CONCRETE 1. AlL CONCRETE WORK SHAlL CONFORM TO THE REQUIREMENTS Of ACI301 SPECIFICAnONS FOR STRUCTURAL CONCRETE FOR BUILDINGS LATEST EDITION. TO AC1-318.()8 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. CONCRETE STRENGTH TEST SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIR~ENTS OF ACI-31B. CHAPTER 5. 2. CONCRETE AND REINFORCEMENT SHALL BE DESIGNED AND PLACED IN ACCORDANCE WITH THE ACI BUIUDING CODE REQUIREMENTS FOR REINFORCED CONCRETE ACI-318-08. ACI-305 'HOT WEATHER CONCRETING' AND AC~306 'COUD WEATHER CONCRETING" SHALL BE FOLLOWED. 3. CONCRETE PARAMETERS SHALL BE AS FOLLOWS: EXPOSURE CATEGORY & CLASS ANCHOR ROD DETAIL EPOXY ANCHOR ROD DETAIL BOLLARD DETAIL f fREE2ING THAWING C S P r'c AT CEMENT TYPE WIG RATIO AIR CONTENT MAX SLUMP OTHER SCAlE: NONE PROVISIONS \ OWGNO. DESCRIPTION NO. REFERENCE DRAWINGS A I B SCAlE: NONE TYPICAl ANCHOR ROD NOTES: I. ~S SHAlL BE ASTM M63. GRADE C. WASHERS SHALL BE ASTM F-844. 2. AlL DIMENSIONS ARE IN INCHES. USE ANSI B18.22. I 1005 (R1975) 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 RODS. 4. AlL ANCHOR RODS 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 ~PLA TE. CLEAN OIL AND RUST FROM AlL ANCHOR RODS PRIOR TO PLACING 5. TYPICAL ANCHOR ROD CAlL.QUT SHAlL BE AS fOLLOWS: 3/4 AR 22' (18' + 4') ROD DIAMETER ~ I I I I PROJECTION TYPE Of ANCHOR ROD -.J ~BEDMENT LENGTH TOTAl LENGTH SCALE: NONE --CORROSION SULFATE PERMEABIlITY PROTECTION EXPCSURE Fl Cl SI PO LEAN CONCRETE SHALL BE (I ' c) 1500 psi 28 DAYS 4500 psi II 0.45 4.5% TO 7% AlL CONC. 4'T06' 4. AGGREGATES SHALL BE CRUSHED STONE CONFORMING TO 'SPECIFICATION FOR CONCRETE AGGREGATES" ASTM C33. 5. WATER USED IN MIXING CONCRETE SHAlL CONFORM TO ASTM C1602. NIA 6. REINFORCING BARS SHAlL BE DEFORMED. INTERMEDIATE GRADE NEW BILLET STEEL CONFORMING TO ASTM A615 INCLUDING SUPPLEMENTARY REQUIREMENTS 51. GRADE 60 (420 MPA). AEUD SPUCES AND DEVELOPMENT LENGTH SHAlL COMPlY WITH THE fOLLOWING SCHEDULE, UNLESS NOTED OTHERWISE. eW¥/Htef" 1"/'IItll/Je//vn-'4 ~uc-krAl';;///fflf:I J?lt'c-#f .,4HI1t1"';'m "t?/.-fCl'm,,.f, ,/?.&vlt/e REBAR SIZE HDL #4 7 /Iii 8 #fl 10 TEL TOP 25 31 37 TEL OTHER 19 24 28 TLS TOP 32 40 46 TLS OTHER 25 31 37 WHERE A. TEL' TENSION EMBEDMENT LENGTH TLS • TENSION LAP SPlICE LENGTH HDL • HOOK DEVELOPMENT LENGTH PSLREEECPAESRT CONCRETE ~ -TO.-C-_ ~.--.------------""'. '~ . , . r SEE NOTE 3 ._~_ -L "" DWG. RU-SC·l00 -" "" TYPICAL FOUNDATION CONSTRUCTION DETAILS SCAlE: NONE A IFOR OES C R I PT I ON .... TE ,v REVISIONS I c I A1"/tr"1l~/~I'"d ",f C"/R;fI.(J. /#¥,~chl?11. IfI 12 54 lIS 13 62 42 70 47 80 62 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 SPlICE -.--.-~ ,~---------------, ,, I COMPACTED TO 95% MPD COOT ClASS 6 (OR SIMIlAR) CRUSHED STONE AGGREGATE. NATIVE SOILS MAY BE SUITABLE FOR STRUCTURAl. FILL '" I .~~11 TF DESCRIPTI ON CAlli BY REVISIONS D I C. AlL BARS THAT ARE NOT 'TOP' BARS ARE 'OTHER' BARS #9 15 70 54 91 70 #10 17 76 60 102 78 #11 19 87 67 113 67 REINFORCEMENT SHAlL BE INSPECTED BEFORE CONCRETE IS PLACED 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 GROUND AFTER REMOVAl OF FORMS: 1 W FOR #5 BARS AND SWUlER. 2" FOR lIS THROUGH 118. C. SURFACES NOT EXPOSED TO GROUND OR WEATHER: Y." FOR SLABS AND WAlLS WITH #11 AND SMALLER BARS. 1 %' FOR BEAMS AND COLUMNS. 6. EXPANSION JOINT MATERIAL FOR EXPANSION OR ISOLATION JOINTti SHALL BE PREMOLDED. BITUMINOUS IMPREGNATED FIBERBOARD CONFORMING TO ASTM 0994 • 9. JOINT SEALANT FOR AlL CONCRETE CONTROL. CONSTRUCTION AND ISOLATION JOINTS SHAlL BE SIKAFLEX·1A BY SIKA CORP .• OR APPROVED EQUAl. 10. GROUT USED FOR VARIOUS APPLICATIONS SHALL BE AS FOLLOWS: A. GROUT USED FOR STRUCTURAl. STEEL COLUMN BASE PLATES SHAlL BE ?REPACKED. HIGH-fLUIDITY NON-SHRINK. NATURAl. AGGREGATE GROUT SUCH AS 'MASTERFLOW 713 PlUS" BY BASF (FORMERLY MASTER BUIUDERS) OR APPROVED EQUAL FQLOW MANUFACTURER'S INSTRUCTIONS FOR INSTAlLATION. SPACE BETWEEN THE ANCHOR RODS AND OVERSIZED HOLES IN THE BASE PLATE SHAlL BE FULLY GROUTED Wl11I NON-SHRINK GROUT TO ASSURE PROPER SHEAR TRANSFER GROUTING SHAlL BE PERFORMED ONE BOLT AT A TIME. WHlE OTHER BASE PLATE RODS ARE FULLY TIGHTENED. B. GROUT USED FOR GROUTING COMPRESSORS, TURBINES, LARGE PUMPS. AND OTHER RECIPROCATING OR ROTAnNG EQUIPMENT THAT REQUIRES EPOXY GROUTING SHALL BE 'FIVE STAR HP' EPCXY GROUT BY FIVE STAR PRODUCTS. INC. OR APPROVED EQUAL FOLLOW MANUFACTURER'S INSTRUCTIONS FOR INSTAlLATION. C. GROUT USED FOR ORILLED AND EPOXY -GROUTED REBARS SHALL BE HIL TI HIT RESOO EPOXY OR APPROVED EQUAl. 11. VOID FORM MATERIAL 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 WIELDING PROCEOURES.INCLUDING STUD WEUDING. AND QUAliFICATIONS SHAlL BE IN ACCORDANCE WITH AWS 01 .1. 13. AlL SLABS SHALL BE GIVEN A FLOAT FINISH AS DESCRIBED IN ACI301. AlL WAlKS AND EXTERIOR SLABS SHAlL BE BROOM FINISHED AFTER CONCRETE HAS RECEIVED A FLOAT FINISH. 14. EXPOSED CORNERS SHALL BE CHAMFERED W UNLESS NOTED. 15. CHECK AlL ELECTRICAl.. MECHANICAL AND PIPING DRAWINGS FOR EMBEDDED IT~S (pIPE. CONDUIT. ETC.) AND BLOCKOUTS BEFORE PLACING CONCRETE. 16. IF REINFORCING OR MESH IS FIEUD CUT FOR SMAlL OPENINGS. CONDUIT. ELECTRICAl. BOXIES. ETC. CUT REINFORCING SHALL BE REPLACED WITH AN EQUIVALENT AREA OF STEEL AlL SUCH BARS SHALL EXTEND 24' MINIMUM (OR MESH LAP T) BEYOND CORNER OR EDGE OF OPENING IF NECESSARY. REINFORCING SHAlL BE BENT TO PROVIDE THIS MINIMUM ~BEDMENT. MAKE AlL BARS CONTINUOUS AROUND CORNERS. 17. THE CONTRACTOR SHAlL VERIFY AlL EQUIPMENT ANCHOR ROD DIMENSIONS AGAINST THE CERTIFIED EQUIPMENT DRAWINGS BEFORE PLACING CONCRETE. TOLERANCES FOR ANCHOR ROD LOCATIONS AND ELEVATIONS SHAlL BE AS DEFINED IN THE AMERICAN INsmUTE OF STEEL CONSTRUCTION (AISCI CODE OF STANDARD PRACTICE. 18. ALL WATER STOP SHALL BE BENTONITE FLEXIBLE STRIP WATERSTOP BY VOLCLAY OR APPROVED EQUAl. D. CONTRACTOR'S MEANS AND METHODS 1. THE STRUCTURAl. DRA~nNGS AND NOTES REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. FOR THIS REASON, DlJRlNG ERECTION OF THE STRUCTURE ANDIOR THE DEMOLITION OF THE STRUCTURE OR PORTIONS OF THE STRUCTURE. THE CONTRACTOR SHAlL BE RESPONSIBLE FOR TEMPCRARY BRACING TO WITHSTAND AlL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED. 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 REQUIRED FOR SAFETY AND UNTIL AlL STRUCTURAl. FRAMING AND DIAPHRAGMS ARE IN PLACE WITH CONNEcnONS 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 CONSTRUCTION OR REQUIRE PROTECTION AND I OR SUPPORT OF EXISTING WORK DlJRlNG CONSTRUCTION. OR MAY CONSIST OF DAMAGE OR DETERIORATION TO THE STRUCTURAl. MATERfAlS OR COMPONENTS WHICH COULD JEOPARDIZE THE INTEGRITY OF THE STRUCTURE(S) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERIES. 3. IT IS THE CONTRACTOR'S RESPCNSIBILITY TO IMMEDIATELY NOTIFY THE STRUCTURAl. ENGINEER OF ANY DISCOVERY HE OR SHE IDENTIFIES THAT MAY INTERFERE WITH THE PROPER EXIECUTION OF THE WORK OR JEOPARDIZE THE INTEGRITY OF THE STRUCTURE(S) PRIOR TO PROCEEDING WITH WORK RELATED TO SUCH DISCOVERES. Eo COIITRACTOR'S COORDINATION ""ALE AS NOTED OE~""O, B. VILNER 1. THE CONTRACTOR SHAlL VERIFY AND COORDINATE AlL DIMENSIOI~S AND DETAILS BETWEEN AlL TRADES. SUBCONTRACTORS AND VENOOR SUPPLIED EQUIPIo4ENT PRIOR TO COMMENCING ANY CONSTRUCTION. THE STR\JCTURAI. ENGINEER SHAlL BE IMMEDIATELY NOTIFIED ANY INCONSISTENCIES RELATING TO 11IE 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 ADDITIONAl INFORMATION RELATING TO THE STRUCTURE. CATE 12120111 TITLE PROJECT NO. RULISON QJEHT, WILLIAMS FIELD SERVICES I." I-O-A"A,,-, --T-.F -Ml.-R-'S--t-'-212-0/-1,--1 lOCATlON' GARFIELD COUNTY, COLORADO COMPRESSOR STATIONS ~~~~~~~~------------~==~ 110S7-12RU t-~"H"_E"' . _____+ -__---j @® ~}!~~.~~'§o~sgineering, Inc. 8450 E. Crescent Par1<way Phone: 303.714.4840 Greenwood V.age. CO eo11 I Fax: 303.714.4800 DRAWING NUMBER CONCRETE GENERAL NOTES AND STANDARD DETAILS RU-SC-001 E I F I G I H REII. t-A 1 2 3 -4 1 -2 -3 -4 A , ----, PLANT NORTH W6 BUILDING FRAME I W,P. ~:;::. \ ~ \ , , B I c I SKID (REF) 1'.0" 6'.oY," 6'.0);," 1'.0" ~~-~. ----~~-----I------~----~~~ ~ 1 (~) 1 -1-,,/.~ I ~ " -'l ! I .~ .. I ~ W6x20 SKID FRAME -IREF)----\ \ ~ \ I /Y I I ---------+ CHROMATOGRAPH BUILDING FOUNDATION PLAN SCAlE: It:/"=l '''-I I 8k TOTAL SLEEPER WEIGHT. 14k PER LIFTING LUG) #5x n@9"O.C. ~I~-*~------'~ ~~"~' I -L--l!:~)~ ~D=E -----•• -4 ·L ~ '", ~= SEE NOTE 2 , J :. • . ' ~ • k-'" o 1'/. : , , "-13) #5 fA. SIDE #5 TYP --Y ,' '. , " " , • -; ~ ...! .. , .' , , , , , """'GOO. DESCRI P TION ~--~~----------------~ ~ REFERENCE DRAWINGS G A I SECTION -LAP WITH BOnOM BARS SCAlE: 3i' "=1'.q' B -1-------.--....If-+--f;J........, , . 14) #5 BARS #5@9"O,C. I B \ SECTION \ -I SCALE: 3J4~'''-A FOR! DES CRIPT I OH DATE BY NO. REVISIONS T c I D " DES CRIPTION I E NOTE: 1. AlL SLEEPERS SHAlL BE PRE-CAST WITH LIFTING LUG AND DELIVEREDilriST AllED AT WHEelER GU-CH SITE. -2. 1*) = FIELD VERIFY WITH THE EXISTING GRADE AND ADJUST ACCORDlNGL YTO MEET REQUIRED TOC ElEVATION N3 FOU.OWS: a) EXCAVATE AT THE REQUIRED DEPTH (DEEPER THAN 3'.0") TO ACHIEVE TOC El. 1()()'.()" If GRADE IS CLOSE TO 100'.()". b) IF PRE-CAST SLEEPER PROJECTION SHOULD EXCEED 12", IriSTAll ADDmONAl SOIL AROUND THE SLEEPER TOP TO ACHIEVE :rQ FROST PROTECTION. c) SHAll BE 3" MINIMUM I d) FINISHED GRADE SHOUlD SLOPE A MINIMUM OF 1'.()'IN THE FIRST 10'Q AWAY FROM THE BUILDING. 2'.q' 6" 1'''-6" 6~ 6~ I ~ w --r~"'=!-f----+-=lJj t WEAR8%"I&%.+2j ----V l I 2" PROJ. I INSTAll %" ClAMP WN3HER AT CONTRACTORS OPTION. V --"V L--+-J --LIfTING LUG ----~ I 6" 3" POCKET ~ .~~~ v DETAIL SCALE: 1"=1'''-1----1-."'"'" AS NOTED F I E. O+5O'~" I ---E.1+5O''()" ----E. 2+OO'~" E.2+5O''()" ----QJEHl, WILLIAMS FIELD SERVICES JlliIl;iJ~ 12120111 I-Q-RAw.,---T-.F -A-RRl-S-~1-1-21-20-'1-1--lL0CA11OH' GARFIELD COUNTY, COLORADO ~I''' 0ESIGHEl> B. VlLNER DATE 8Y 12122111 TF 0® ~.~T.i~.~~,§Dsgineering, Inc" I-------~I_--__l 8450 E. Crescent Parkway Phone: 303.714.4840 REVISIONS A9PROV1:O: Green'NOOd Vilage, CO 80111 Fax; 303.714.4800 D I E T F I G KEY PLAN SCALE: NO SCAlE TITLE RULISON COMPRESSOR STATIONS CONCRETE CHROMATOGRAPH BUILDING SKID FOUNDATIONS G I I H 1 -2 -3 4 PROJECT NO. 110S7-12RU DRAWING NUMBER REV. RU-SC-101 -A H A B C D E F G 1 2 3 4 5 6 7 8 9 10 ~~~--~------~----~~------~----~~------~------~------~------~------~------~------~------~------~------~------~------~------~-----~------, ~ DRAWING NUMBER: ~ RU-CI-001 8 ,~ \ a f,C \ 2!' \ 8 \ \ 3! \ \ WIT. COR, f E 0 50'+0" E 1+ 0'+0" ~ ro«) !:O'1tr"· roN N Z E 1+50 0" E 2+00'+ " E 2+50'+0 SKIOS E. 2+25'-0" fZ ~"']II-~-:5 o + o on + z • o I o S ~ .. 0 u Z ~ I • z o ;:: u ~ '" io Q w '-' 0:: « I u 'C"i , '•" , o I '0 ~ ~ .. 0 u Z ~I • 5 ;:: u Vl , '" x o m I u ~ e Ul u w -w' w to 0:: « I u 'o" 'io • ... w Ul , N b + 8 + z ANTI-fREEZE CONTAINMENT . 8" DISCHARGE • z o ;:: u => •'" '" ------:b 0 + + ~ N74·12·32"E ~ -460.01' ~ SOUTH R.O. W. • a + a on + '" z LINE U.S. 6 , a + a a .+.., z • a .+ o on .+.., z , o + a a + "" z , o + o on + "z" ~ _________________________________________ ~2~1~2_'-~2~1/~4~" _________________________________________ ~\ ~ •a-I o '+" ZI ~ " ''''-''~j WELLHEAO WILLIAMS W 86-29 0:: w I U Z «=> -' ,• N ,• '" ------J~b to 0:: • _..--0.J~~---$ 1-"v·I ='" ... "o"n • }" C . LZ ;' ~;!; 3' CORRUGATED STEEL CONTAINMENT RING C E. 1+10'-5" +1-+--+$ ----+It<-L1+lJ' -0" , o I o ~ + N Z E. 1+53'-6" \ } METER/ORYER SKID GC BLDG. B'-1".16'-1" METER SKID FRAME 5'-8".42'-6" TYP. SKID &-------BLDG. T.O.C. PAD EL. 100'-0" • o I Ol '+" N Z E. 1+79'-6" , on ~ _ I +---, w w o + N. 2+55'-2 3/4" "'I E. 1+94'-8" '" Z ~~E~~TOR-~~~ -r~+ E. 2+10'-7" ~ w ::E ,-w ,. w AJAX COMPRESSOR GC E. 1 +39' f-----''to-LOt 6 7' -8" 3' CORRUGATED STEEL CONTAINMENT RING w '-' 0:: « I u 'o" , "•" -4" SUCTION •• io ___ J ------, 0:: W [;: ;:: uw w 0:: a . ~ I « u • ~ , \ \ \ NW COR. I BUILDING INFO \ \ if'/GC/CONTROL BUILDING \ \ S. 2~ ~ AREA: 8'.16' = 128 SQ. FT MEDIAN HEIGH T: 9 FT \ \ ELEVA TlON : 5,227 FEET ~ OCCUPANCY: F-l \ \ ~ CONSTRUCTION: V-B \ \ ~ \ Y \ ~ /~ ~\ \ \ . \ \ , w ~..., en I \ .. tJ \ \ \ \ o $ ~ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ '\ \ //I \ \ I I I j I \ \ \ \ \ \ \ \ \ \ b + o of) + on z \ \ \ \ \ \ \ " EXISTING T.O.C. PAD EL. 100'-0" ~l----J~:·]~~c-=:;-----~----------------------~:-----------------------;-------------~-::-~-:::~~~~~-:=--=:-~=:~: oro _---z ..... , --E 500.18 ------/' ///----TO KCI---."-~Ul ------------------------ ------------, ---o ------------------------------I --------ACCESS -------------------------------------------------~--_.---------~---E 3+ 00'+0" --------------LEASE PARCEL DESCRIPTION A PARCEL OF LAND SllUATED IN THE NWl /4 OF SECTION 29, TOWNSHIP 6 SOUTH, RANGE 94 WEST OF THE 6TH PRINCIPAL MERIDIAN, COUNTY OF GARFIELD, STATE OF COLORADO, BEING MORE PARllCULARL Y DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTH WEST CORNER OF SAID SECnON 29, AS WITNESSED BY A GARFIELD COUNTY SURVEY MARKER NORTH 0120'52" EAST, A DISTANCE OF 132.00 fEET AND I'<1TH ALL BEARINGS BEING RELAnVE TO NORTH 0120'52'· EAST BETWEEN SAID I'<1TNESS CORNER AND THE G.LO. BRASS CAP AT THE NORTHWEST CORNER OF SECnON 21, TOWNSHIP 6 SOUTH, RANGE 94 WEST: THENCE SOUTH 4755'15" WEST, A DISTANCE OF 1796.39 FEET TO THE POINT Of' BEGINNING; THENCE SOUTH 32·30'25" EAST, A DISTANCE Of 227.78 FEET; THENCE SOUTH 67'51'32" WEST, A DISTANCE OF 500.18 FEE T; THENCE NORTH 21 ·40'31" WEST, A DISTANCE Of 275.32 fEET: THENCE NORTH 74'15'30" EAST. A DISTANCE OF 459.82 FEET TO THE POINT Of' BEGINNING. CONTAINING 118995 SQUARE FEET (2.732 ACRES), MORE OR LESS. 1 2 EXHIBIT A TOLERANCES CUTS: ±l/B" ~----------------------------------------~_t--------------------------------i_----_t---i---i ANGLES: ±1/2" .... ---------------------------- ---......,1--+----------------------+---+--;---1 WELD ASS 'Y: ±1 /4' OLO DRAWING NUM8ER N/A A ISSUED FOR EXHIBIT "A" 2/15/12 EI.4H BOS ORIGINAL DRAWINGS BY RIVER CIlY CONSULTANTS REV. DESCRIPTION DATE BY CK REFERENCE DRAWINGS AND INFORMATION REVISIONS 3 4 5 6 THIS ORAWING IS THE PROPERlY OF WLLJAI.4S AND IS NOT TO BE USED FOR ANY PURPOSE OTHER THAN THAT FOR WHICH IT IS SPECIFICALLY FURNISHED. Edited By: ehermonn Feb 27, 2012 -9:290m Fie IIr.Ie: RlJ-CHlII.dI! 7 ,tff::::::;;..'l" WILLIAMS FIELD SERVICES -PICEANCE BASIN-8 ANY A I : FACILITY INFORMATION: COUNTY: GARFIELD, CO ELEVATION: 5,227 FEET LATITUDE: 39'29'57.90" N LONGITUDE: 107'55'27.83" W WILLIAMS FIELD SERVICES -PICEANCE BASIN RULISON COMPRESSOR STATION TITLE: CIVIL SITE PLAN DRAWN BY: SCAlE: DATE CREATE : UNIT NO: REVISION: EMH 1 "=20' -0" 08/04/1 1 A HEEl NU"SER: APPROVED BY: NO REQ D: [)RAWING NUMBER: 1 OF 1 RU-CI-OO l 9 10 o z "'"-tl "'o" '" D E F G