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HomeMy WebLinkAboutApplication-PermitI Garfield County Building & Planning Department 108 8th Street, Suite #401 Glenwood Springs, Co. 81601 Office:970·945-8212 Fax: 970·384-3470 Inspection Line: 970·384-5003 Building Permit No. Parcel No: 2139-163-00-014 --- Locality: Job Address: 2700 Clear freek Rd. DeBeque ___ _ Use of Building: ----____ g~mp control buildiQ,9 ___ _ Owner: Chevron USA Inc. Contractor: Elkhorn Construction Inc. ---=~ Fees: Plan Check: 63.21 Septic: Bldg Permit: 97.25 Other Fees: ~---~~" Total Fees: $ 16o.46 ~------ ---··~ ..... ~,·-- ld_®e----Clerk: _,j~ Date: ----·------I I GARFIELD COUNTY BUILDING PERMIT APPLICATION 108 81h Street, Suite 401, Glenwood Springs, Co 81601 Phone: 970-945-8212 I Fax: 970-384-3470 /Inspection Line: 970-384-5003 www .garfield~county.com Parcel No: (this information is available at tile assessors office 970-945-9134) 2139-163-00-014 2 Job Address: (if an address has not been assigned, please provide Cr, Hwy or Street Name & City) or and legal description 2700 Clear Creek Road, P.O. Box 296, De Beaue CO 81630-CPF located 2.5 miles north-northeast of end of CR 211 -about 19.5 north-northeast of De Beaue 3 Lot No: Block No: Subd./ Exemption: NA 4 Owner: (Property owner) Mailing Address: 11111 S. Wilcrest Drive Ph: AltPh· Chevron U.S.A. Inc. Houston, TX 77099 (281) 561-4991 (970) 257-6042 5 Contractor: Mailing Address:2181 45112 Road Ph: Alt Ph: Elkhorn Construction, Inc."' De Beque, co 81630 (970) 283-1009 (970) 625-4180 6 Architect I Engineer: Rodney Burrows Mailing Address: 12567 W. Cedar Drive, Ph: AltPh: ZAP Enar & Canst Services Inc. Suite 210, Lakewo~ CO 80228 (720) 529-4430 (971) 533-6665 7 S~ Ft. ofBuildin!)i Sq. Ft. o{Acres o!ILotiOL'(Ov 'T' ~ Height: No. of Floors; 7 .8 1!2 (8 ftx 9. It) 140,60u mr,n. t'-'1-'t-primary pad) 9.5 It Single story 8 Use ofBuildin[: Pump Co~tro Building Skid -houses controls for water and condensate pumps 9 Describe Work: Foundation installation, placement of modular unit, and utility hookups 10 Class of Work: JQNew a Alteration o Addition 11 Garage: Septic: To be permitted with CPF NA a Attached a Detached ~ill' ISDS restroom bldg o Community 12 Dri'KfAay Permit(;J(o A~ Owners valuation of Work: $ 107,250 Authoritt. This application for a stfuding Permit ~ust be signed by the Owner of the property:d~~~~~d above, or an authorized agent. If the signature below is not that of the Owner, a separate letter of authority, signed by the Owner, must be provided with this Application. Lewd Access. A Building Pennit cannot be issued without proof of legal and adequate access to the property for purposes of inspections by the Building Department. Other Permlts. Multiple separate permits may be required: (l) State Electrical Permit, (2) County JSDS Permit, (3) another permit required for use on the property identified above, e.g. State or County Highway/ Road Access or a State Wastewater Discharge Permit. Void Permit. A Building Penni! becomes null and void if the work authori:r.ed is not commenced within 180 days ofthc date of issuance and if work is suspended or abandoned for a period of 180 days after commencement. CERTIFICATION I hereby certifY that I have read this Application and that the information contained above is true and correct. I understand that the Building Department accepts the Application, along with the plans and specifications and other data submitted by me or on my bchalf(submittals), based upon my certification as to accuracy. Assuming completeness of the submittals and approval of this Application, a Building Permit will be issued granting permission to me, as Owner, to construct the structure(s) and facilities detAiled on the submittals reviewed by the Building Department. In consideration of the issuance of the Building Permit, I agree that I and my agents will comply with provisions of any federal, state or local law regulating the work and the Garfield County Building Code, ISDS regulations and applicable land use regulations (County Regulation(s)). I acknowledge that the Building Permit may be suspended or revoked, upon notice from the County, if the location, construction or use of the structure(s) and facility{ies), described above, are not in compliance with County Regulation{s) or any other applicable law. J hereby grant permission to the Building Department to enter the property, described above, to inspect the work. l funher acknowledge that the issuance of the Building Permit docs not prevent the Building Official from: (I) requiring the correction of errors in the submittals, if any, discovered after issuance; or (2) stopping construction or usc of the structure(s) or facility(ies) if such is in violation of County Regulation(s) or any other applicable law. Review of this Application, including submittals, and inspections ofthc work by the Building Department do not constitute an acceptance of responsibility or liability by the County of errors, omissions ot discrepancies. As the Owner, I acknowledge that responsibility for compliance with federal, state and local laws and County Regulations rest with me and my authorized agents, including without limitation my architect designer, engineer and/ or builder. I HEREBY ACKNOWLEDGE THAT 1 HAVE READ AND UNDERSTAND THE NOTICE & CERTIFICATION ABOVE: ~,u."" (!.,_' OWNE SIGNATURE ??fr~~ ;, u"fl-2cw DA E . Elkhorn Construction, Inc. will Install foundat1on and place unit URS Washington Division assembled permit application (Contact: Sally CuffiQyURS WashiQIDon Division, 7800 E. Union Ave., Suite 100, Denver, CO 80237 Office: 303-843-2219, Cell: 303-526-6514) STAFF uSE ONLY Special Conditions: Adjusted Valuation: Plan Check Fee: Permit Fee: Manu home Fee: Mise Fees: 3<12.6~ {j/!J • ;z { '17-25 ISDS Fee: Total Fees: \i!3.LJ\ ~~~5~3.\5/ f\\qi~ate: ISDS No & Issued Date: '/'-.) i If\ ltdlA& Setbacks: OCCGroup: ' ConstType: Zoning: BL\\DE:~ { V2/lt[d3 -~~ ~~ APPROVAL I DATE ~GDEPT~ ~ r __._. \~~ vV'aLtJ6 ·' APPROVA~ DATE -< O'A-il.P. _s .-. L. -::ffkf) llo?' /d-.( ( GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS FOR CONSTRUCTION OF COMMERCIAL OR MULTI-FAMILY RESIDENTIAL BUILDINGS Including NEW CONSTRUCTION ADDITIONS ALTERATIONS And MOVED BUILDINGS In order to understand the scope of the work intended under a permit application and expedite the issuance of a permit it is important that complete infmmation be provided. When reviewing a plan and it's discovered that required information has not been provided by the applicant, this will result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor shall be required to provide this information before the plan review can proceed. Other plans that are in line for review may be given attention before the new information may be reviewed after it has been provided to the Building Department. Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. Also, please consider using a design professional for assistance in your design and a construction professional for construction of your project. Any project with more than ten (10) occupants requires the plans to be sealed by a Colorado Registered Design Professional. To provide for a more understandable plan and in order to determine compliance with the building, plumbing and mechanical codes, applicants are requested to review the following checklist prior to and during design. Plans to be included for a Building Permit must be on draft paper at least 18"x 24"" and drawn to scale. l Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with decks, balcony steps, hand rails and guard rails, windows and doors, including the finish grade and original grade line. A section showing in detail, from the bottom of the footing to the top of the roof, including re-bar, anchor bolts, pressure treated plates, floor joists, wall studs and spacing, insnlation, sheeting, house-rap, (which is required), siding or any approved building material. Engineered foundations may be required. Check with the Building Department. A window schedule. A door schedule. A floor framing plan, a roofing framing plan, roof must be designed to withstand a 40 pound per square foot up to 7,000 feet in elevation, a 90 M.P.H. windspeed, wind exposure B or C, and a 36 inch frost depth. All sheets need to be identified by number and indexed. All of the above requirements must be met or your plans will be returned. All plans submitted must be incompliance with the 2003 IBC, IPC, IMC and IFGC. Applicants are required to indicate appropriately and to submit completed checklist at time of application for a permit: 1. Is a site plan included that identifies the location of the proposed structure, additions or other buildings, setback easements, and utility easements showing distances to the property lines from each comer of the proposed structure prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Slopes of30% or more on properties must be show on site plan. (NOTE: Section 106.2) Any site plan for the placement of any portion of a structure within 50 ft. of a property line and not within a previously surveyed building envelope on a subdivision final plat shall be prepared by a licensed surveyor and have the surveyors signature and professional stamp on the drawing. Any structure to be built within a building envelope of a lot shown on a recorded subdivision plat, shall include a copy of the building envelope as it is shown on the final plat with the proposed structure located within the envelope. Yes x 2. Does the site plan when applicable include the location of the I.S.D.S. (Individual Sewage Disposal System) and distances to the property lines, wells (on subject property and adjacent properties), streams or water courses? This information must be certified by a licensed surveyor with their signature and professional stamp on the design. · Yes No x Not necessary for this project ___ ISDS will be permitted with -permanent restroom bu1!dmg 3. Does the site plan indicate the location and direction of the State, County or private road accessing the property? Yes_x_ 4. Is the I.S.D.S. (Individual Sewage Disposal System) designed, stamped and signed by a Colorado Registered Engineer? 2 Yes No ---Not necessary for this project x ISDS wHI be permitted with permanent restroom building 5. Are the plans submitted for application review construction drawings and not drawings that are stamped or marked identifYing them as "Not for construction, for permit issuance only", "Approval drawings only", "For pem1it issuance only" or similar language? Yes x No__ Not necessary for this project. __ _ 6. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the uniform building code or per stamped engineered design? Yes_x_ No Not necessary for this project __ 7. If the building is a pre-engineered structure, is there a stamped, signed engineered foundation plan for this building? Yes_x_ No__ Not necessary for this project __ 8. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the clearances required between wood and earth? Yes__ No__ Notnecessaryforproject_x_ 9. Do the plans indicate the size and location of the ventilation openings for the attic, roof joist spaces and soffits? Yes__ No__ Not necessary for this project_X_ 10. Do the plans include design loads as required under the IBC or IRC for roof snow loads, (a minimum of 40 pounds per square foot in Garfield County)? Yes_x_ No__ Not necessary for this project __ 11. Do the plans include design loads as required for floor loads under the IBC or IRC? Yes_x_ No__ Not necessary for this project __ 12. Does the plan include a building section drawing indicating foundation, wall, floor, and roof construction? Yes_x_ No__ Not necessary for this project __ 13. Is the wind speed and exposure design included in the plan? Yes_x_ No__ Not necessary for this project __ 14. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafters or joists or trusses? Yes_x_ No__ Not necessary for this project __ 15. Does the building section drawing or other detail include the method of positive connection of all columns and beams? Yes_x_ No__ Not necessary for this project __ 3 16. Does the elevation plan indicate the height of the building or proposed addition from the undisturbed grade to the midpoint between the ridge and eave of a gable or shed roof or the top of a flat roof? (Check applicable zone district for building height maximum) Yes_x_ No__ Not necessary for this project __ 17. Does the plan include any stove or zero clearance fireplace planned for installation including make and model and Colorado Phase II cetiifications or Phase II EPA certification? Yes No Not necessary for this project_x_ 18. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the IBC or IRC? Yes__ No__ Not necessary for this project_x_ 19. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or basements comply with the requirements of the IBC oriRC? 20. 21. 22. 23. 24. 25. Yes No Not necessary for this project_x_ Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes__ No Not necessary for this project_X_ Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specify safety glazing for these areas? Yes__ No__ Not necessary for this project_x_ Do the plans include a complete design for all mechanical systems planned for installation in this building? Yes_x_ No Not necessary for this project __ _ Have all areas in the building been accurately identified for the intended use? (Occupancy as identified in the IBC Chapter 3) Yes_x_ No__ Not necessary for this project __ _ Does the plan indicate the quantity, form, use and storage of any hazardous materials that may be in use in this building? Yes_x_ No__ Not necessary for this project __ Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on the plan? Yes X No Not necessary for this project __ Natural gas air conditioning/ heating unit 4 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. Do the plans indicate the location and dimension of restroom facilities and if more than four employees and both sexes are employed, facilities for both sexes? yes__ No__ Not necessary for this gr~~et_x_ Restrooms located at separate facilily ut tng Do the plans indicate that restrooms and access to the building are handicapped accessible? Yes No Not necessary for this ~rejsct x uilaing Restrooms located at separate facility Have two (2) complete sets of construction drawings been submitted with the application? Yes x No Have you designed or ha.d this plan designed while considering building and other construction code requirements? Yes_x_ No__ Not necessary for this project __ Does the plan accurately indicate what you intend to construct and what will receive a final inspection by the Garfield County Building Department? Yes x No ---- Do your plans comply with all zoning rules and regulations in the County related to your zone district? For corner lots see supplemental section 5.05.03 in the Garfield County Zoning Resolution for setbacks. Yes x No __ _ Do you understand that approval for design and/or construction changes are required prior to the implementation of these changes? Yes x No ---- Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application and that you will be required to pay the "Permit" fee as well as any "Septic System" or "Road Impact" fees required, at the time you pick up your building permit? Yes_x_ No __ Are you aware that you are required to call for all inspections required under the IBC including approval on a final inspection prior to receiving a Certificate of Occupancy and occupancy of the building? Yes_x_ No __ Are you aware that the Permit Application must be signed by the Owner or a written authority be given for an Agent and that the party responsible for the project must comply with the Uniform Codes? Yes_x_ No __ 5 36. Are you aware that you must call in for an inspection by 3:30 the business day before the requested inspection in order to receive it the following business day? Inspections will be made between 7:30a.m. and 3:30p.m. Monday through Friday. Inspections are to be called in to 384-5003. 37. Are you aware that requesting inspections on work that is not ready or not accessible will result in a $50.00 re-inspection fee? Yes x No ___ _ 38. Are you aware that prior to issuance of a building pennit you are required to show proof of a driveway access pennit or obtain a statement from the Garfield County Road & Bridge Department stating one is not necessary? You can contact the Road & Bridge Department at 625-8601. Yes x No ____ _ 39. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and Plumber to perfonn installations and hookups? The license number will be required at time of inspection. Yes x No ___ _ 40. Are you aware, that on the front of the building pennit application you will need to fill in the Parcel/ Schedule Number for the lot you are applying for this pennit on prior to submittal of the building pennit application? Your attention in this is appreciated. Yes x No ___ _ 41. Do you know that the local fire district may require you to submit plans for their review of fire safety issues? Yes x No (Please check with the building depa1tment about this requirement) 42. Do you understand that if you are planning on doing any excavating or grading to the property prior to issuance of a building pennit that you will be required to obtain a grading pennit? · Yes x 43. Did an Architect seal the plans for your commercial project? State Law requires any commercial project with occupancy or more than 10 persons as per Section 1004 of the IBC to prepare the plans and specifications for the project. Yes No Not Necessary for this project __ x __ _ I hereby acknowledge that I have read, understand, and answered these questions to the best of my ability. 6 Signature ~)te-vv ~-' /tv /;jt-t;~ Date 11 /to /;z.oo'ff Phone: nr-$'2<1-7 i':l)(days); Ut-t$7q&-/ Z9 !L (evenings) Project Address: 2700 CLEAR CREEK A.o, Po, t3ox 2% DE /3EO,uE cO '111b30 I I I Note: If you answered "No" on any of these questions you may be required to provide this information at the request of the Building Official prior to begirming the plan review process. Delays in issuing the permit are to be expected. Work may not proceed without the issuance of the permit *If you have answered "Not necessary for this project" on any of the questions and it is determined by the Building Official that the information is necessary to review the application and plans to determine minimum compliance with the adopted codes, please expect the following: A The application may be placed behind more recent applications for building permits in the review process and not reviewed until required information has been provided and the application rotates again to first position for review. R Delay in issuance of the permit C Delay in proceeding with construction. *If you answered "No" to this question the circumstances described in the question could result in a "Stop Work Order" being issued or a "Certificate of Occupancy" not being issued. Bpcomm October 2006 7 From: To: CC: Subject: Date: Attachments: Jake Mall Cuffin, Sally; RE: Driveway permit exemption Thursday, November 06, 2008 1:25:38 PM Sally: you are exempt from the driveway access permit requirement for this project. Jake -----Original Message----- From: Cuffin, Sally <Sally.Cuffin@wgint.com> Sent: Thursday, November 06, 2008 12:48 PM To: jmall@garfield-county.com <jmall@garfield-county.com> Subject: Driveway permit exemption Jake, I just realized that I never got an official driveway exemption email from you for buildings at Chevron's Central Production Facility. The facility is located about 2.5 miles north of the end of CR 211 (near the confluence ofT om Creek and Clear Creek). Let me know if you have questions. Thanks! Sally Cuffin (303) 843-2219 (303) 526-6514 (cell) N 11192 o. ------------------Assessor's Parcel No. 2139-163-00-014 Date ___ 1_21_11_1_20_0_8_ Bl.m.DING PERMIT CARD Job Address _____ 2_70_0~C_Ie_a_r_C_re_e_k_r_d~,_D~eB_e_q~u_e~------------------------------------------- Owner ______ c_h_ev_r_o_n_U_S_A _______ Address Contractor ______ E_Ik_h_o_m_C_o_ns_t_ru_c_t_io~n ____ Address 11111 S.wilcrest dr, TX Phone # 970-257-6042 12567 451/2rd, DeBeque Phone #970-283-1009 Setbacks: Front ______ Rear _____ RH ________ LH _______ Zoning _____ _ Pump control building Soils Test--------------- F . r . ootmg ----&.b.brAt~;;~rPvri·.,.,~~·------ Foundation ___ 7/_'-+---------Grout ________________ ___ Underground Plumbing _______ _ Rough Plumbing ----------- Framing _____________ _ Insulation ------------------- Roofing------------------ Drywall ----------------- Gas Piping-------------- INSPECTIONS NOTES Weatherproofing _____________ _ Mechanical _________________ _ Electrical Rough (State) ---:;;..--7"7--,n------,,.---r-- Eiectrical inal (State) ~ -&-70 ~ Final "' /Checklist ComP.Ieted? ~ Certificate Occupancy # ~{~"'--y;$_.__,;:3:::::.L(,...-;-;;{ff~-- Date tSS~ 2.(t?j.(c Septic System # ---------------- Date ----~----------------Final ______________________ _ Other --------------------------- (continue on back) BUILDING PERMIT GARFIELD COUNTY, COLORADO iNSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB Date lssued_l,___d.---'-1\ {)-=-K-=-----Permit No.__.l'-"--'-ll_Q~"'----- AGREEMENT 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. Use'PLLMp ~~ AddressorLegaiDescr::O:ifil:)i~~ '¥<!. u~ Owner llieVrM . Contractor-t~fl""-.._~-'-"''---'"'-'-(_fr._.. ______ _ Building Permit Type 1:.o"'U....._M..,., ... e"'r_..fAu'_,oJ=-"------------------- This Card Must Be Posted So It Is Plainly Visible From The Street Until Final Inspection ·1NSPECTI RECO D October 22, 2008 Mr. Todd Anderson Engineer Colorado Division of Housing 1313 Shennan Street Denver, CO Re: Chevron Piceance Basin Project, Wood Group Building review for Pre-manufactured Condensate Pump Control Building #ZZZ-0 I 15 Mr. Anderson: At the request of Chevron and Project Associates, Inc., ZAP Engineering and Construction Services, Inc., have supervised and reviewed the engineering drawings and calculations fbr the above-named building. Attached in the calculations are computer analyses that verify U1at the buildings can withstand IBC- mandated loading with large factors of safety. The buildings will be installed in Garfield County in a 40 psf snow load area, and the calculations were based on 40 psf snow loads and 90 mph wind loads. A ComCheck energy analysis report is also attached. Although the lighting portion of the compliance statement indicates that our energy usage exceeds the IECC maximum, the lighting will be infrequently used and is needed for safety purposes. Please do not hesitate to contact us or the building manufacturer if you need any additional infonnation for your review. Sincerely, uo·~~-uc ,• 1 c~ •, • I' ft . :v,.·,.-, o. '·'/.; '• i . ., Rodney D. Burrows, PE 1 . Of(!,·" '?b\\Q 0:,<· /) •,.v;,X) ZAP Engineering & Construction Servic~s, IncH. ~~.---~ o:. 269 ~; -. ~~ 12567 West Cedar Drive, Suite 210 ~ 'S\ \ <1~! Q:-': Lakewood, CO 80228 ~· 'C)~··. lt?·Z.~·<>.@ 720-529-4430 ::?~:·>·-....... ··:<·:'}:';; -~ ,.,.¢:(''"'' _,..,.,'-.. ~ '~ UI'H\\.. \;.' ,,;:;~ ·,~:~~ EXP. DATE 07-31-10 t2567 W. CEDAR DRIVE • LAKEWOOD, CO 80228 • 720.529.4430 •FAX: 720.529.4437 •znpecs.com CHEVRON PRODUCTION FACILITY ?ICEANCE BASIN DEVELOPMENT GARFIELD COUNTY, COLORADO PUMP CONTROL BUILDING SKID ZZZ-0115 (PRE-FABRICATED BUILDING CONSTRUCTED BY WOOD GROUP) RIO BLANCO J COUNTY ~-----\ ' I --p t 'rjJ rojec Sjte ~ '-1 New ~~ Township SS Range 98W Section '36 :\ ~i Cast! I ~g 5i ----~'' , ~~;:\ ""'"""-''~/ -~sui."'t /'-(?'""-&--.. ~ L ------~ Rifle -- --~ &,'~/ lw ~ ~-~ I~ oe~eqc:cue=--+)-,,.c. MEs-A -- ---- ---- -___ _j .:5 GARFIELD COUNTY Ex1t 62 COUNTY PITKIN COUNTY (~)VICINITY MAP ' NlS ,0 BUILDING ELEVATIONS NlS /FOR STAIR AND HANDRAIL DETAILS I SEE DWG.- Inspection Report COLORADO STATE ELECTRICAL BOARD INSPECTION REPORT I CORRECTION NOTICE Date Received: 08-FEB-1 0 Permit Number: 671618 Contractor/HomeOwner: SPECIALIZED AUTOMATION SERVICES LLC Address: Type of Inspection: Action: 2700 CLEAR CREEK RD Complete Final Accepted Comments or Corrections: 1) 314.25 Cover, faceplate, luminaires or canopy required for boxes (gutter cover in control room) 2) 35 kv switchgear clerances must be maintained 3) 110.3(8) Listed and labeled equipment shall be installed and used per listing and labeling (em light not working) 4) 210.8 (8)(5) GFI required (Non residential) Sinks ;. where receptacles are installed within 1.8 m (6 ft) of the outside edge of the sink. 5) battery cover required 480.9(8) Batteries, Live Parts. Guarding of live parts shall comply with 110.27 6) Installer on site making corrections Inspectors Name: Cyrus Tuchscher Phone Number: 970-625-5085 Date: 08-FEB-1 0 COLORADO STATE ELECTRICAL BOARD DEPARTMENT OF REGUlATORY AGENCIES 1580 Logan St! sune 550 Denver, Colorado 80203·1941 Phone: (303) 894-2985 '· https://www.dora.state.co.us/pls/real!Ep_ Web_Inspection_GUI.Process_Page Page 1 of 1 2/9/2010 Wood Group I Chevron M"!;~m~ &he ~ -r..,..~ ~ .-"-,, ~:'>;.. CALCULATION SUMMARY COfiS!1!Iing elilgineets LACT Skid Building Table of Contents Introduction-Input/ Assumptions-Summary Meteorological Data Drawings and Sketches General ISO Container-Dimensions & Framing Boasso Building Framing LACTSkid Calculations 3520 General DeGaulle Dr. Suite 3200 New Orleans, LA 70114 email: mail@petronyx.com PROJ. NO. 08A952 REVISION NO. 0 DATE: March 19, 2008 Wood Group I Chevron PROJ. NO. 08A952 ~~1i!5ml~ tkC ', '. i' •. ::<..: ~· )·. . .. " "' •> .,,, CALCULATION SUMMARY REVISION NO. 1 consiJIIIing Bl1gineeP.; LACT Skid Building DATE: 3/19/08, 8/21/08 INTRODUCTION A LACT skid will be housed in a shipping container and will be installed ou lauded in Colorado. Petronyx was contacted to check the container for the wind and snow loads as defmed on the Meteorological Data sheet. Additional, criteria from me 2003, ASCE 7-05 and API-RP-2A were reviewed and the most severe criteria was used. No standards design criteria (allowable floor, roof and wind loads) for these containers was available at the time of the design check. Information on the container framing details was provided by the Wood Group. Each element-roof, walls and corner framing was checked by baud calculations. ~·,.., •>'''· ·.OF to0_"-~., INPUT I ASSUMPTIONS Wind and snow loading are per Meteorological Data sheet- Wind -90 MPH, Exposure Factor C, Importance Factor 1.15 Snow-5' Snow Design Load-Valley 20' Snow Design Load-Mesa Building Interior Temperatore -45°F minimum No snow pressure was given so the maximum roof capacity was calculated. Information provided on Garfield County, Colorado roof snow load requirement-40 psf ::<-.\:~ e:S\;~; :S/,1,.;<;, ~ fit ~:;; ?,.' ., § ~ ~t~ J -\;!. ··~.· f Peter L. Couturie "' ~ 19511 Bearing capacity of soil was not checked as information was not provided on foundation. Design and verification of a concrete foundation will be completed by others. General Assembly drawing for shorter version of container indicates floor strength load= 12,000#. LACT skid weight-7 ,000#, therefore, floor is adequate. RESULTS Wall aud corner framing are adequate to resist the design level wind forces per me, ASCE 7-05 and API-RP-2A (API criteria produced about a 1/3 higher pressure). The roof framing is adequate to support 52 psf (3 psf of dead load and up to 49 psf of snow load > 40 psf Garfield County requirement). Container only needs to be supported at comers, however, it can be supported it perimeter framing members. Seismic loading was deemed not critical compared to wind loading. Overall, container is adequate to support the dead and live loads and resist the wind or seismic loads. Container should be securely bolted to concrete foundation. Lifting eyes are adequate for the lift assuming a minimum of an 1/8" weld all around the lift eye plate. Part of 1" main plate is welded to 5/32" thick comer framing and the other part to the remainder of the ISO corner fitting. Cheek plate diameter is not shown (assumed to be 6"). The top members on the roof and corner framing is adequate for lifting conditions with a safety factor> 2.0 3520 General DeGaulle Dr. Suite 3200 New Orleans, LA 70114 Pa e 1 email: mail@petronvx.com Phone [504] 366.1414 Fax [504] 366.1450 ~1?~1iii~UC ' ~ ~· ; ~ - ' i-:;, ;., '-·· consol!lng enginee$ 3520 General DeGaulle Dr. Suite 3200 New Orleans, LA 70114 Wood Group I Chevron CALCULATION SUMMARY LACT Skid Building Meteorological Data email: mail@petronyx.com PROJ. NO. OBA952 REVISION NO. 0 DATE: March 19, 2008 Phone [504]366.1414 Fax [504] 366.1450 a. Barometric Pressure' b. Ambient Temperature c. Wind d. Relative Hunridity e. Ice/Frost Line~ Below Surface f. Seismic Zone g. Soil Bearing Capacity h. Site Elevation i. Rainfall j. Snowfall k. Building Interior Temperatures Customer: CHEVRON MIDCONIINENT SBU Project: PICEANCE BASIN EARLY PRODUCTiON SYSTEM Proj~ No: 2033-240-IO..MD-0002-02 REV: 0 Date: METEOROLOGICAL DATA Pressure 11.143 PSIA Maximum-Design lOS "F Minimum Design-Valley -30 "F Minimum Design-Mesa -30 "F Air Ceoler Design 105 •p Design Cede ASCE7-95 Design Velocity 90 MPH Exposure Factor c Category m lmportai1ce Factor 1.15 Prevailing Direction Design 75.0% 42 Inches Design 0 Design See Soil Report PSF Design Valley 6200 Feet Above MSL Design-Mesa 8200 Feet Above MSL Annual Average 20 Inches Monthly-Max. 25 Inches 24Hour 25YrMax. 1.0 Inches 1 Hour-25YrMax. 1.0 Inches Annual Average 78.0 Inches Mon1hly-Max. 15.4 Inches 24Hour 25YrMax. Inches 1 Hour-25YrMax. Inches Snow Load Design Valley 5 Feet Snow Load Design -Mesa 20 Feet Minimum 45 "F (+/f·fli·1-A CA.rwu4 u~£v 4> /T .,,., ,/11ffl£ '>-t.v£1£. 0ALFtri.~P a,..,,.T"t R~tt.t s </o f~F i2,~ s,.,_..., l..-Ao$. ll)®t'tfilil~ l:bC ' :,.,::·. ~ !· -~--',; ¥ j. : < '· :,. ·:~. COI1S1!JI!ing englneern 3520 General DeGaulle Dr. Suite 3200 New Orleans, LA 70114 Wood Group I Chevron CALCULATION SUMMARY LACT Skid Building Drawings and Sketches email: mail@petronvx.com PROJ. NO. 08A952 REVISION NO. 0 DATE: March 19, 2008 Phone [504]366.1414 Fax [504]366.1450 AP~ENDIX B ISO DIMENSIONS AND TOLERANCES $ = p L w D = K1 = K2 H = (Adapted from International Standard ISO 66B; 19BB/Amd 1 :1993) Length between centers in corner fitting apertures Width between centers in corner fitting apertures. External length of the container External width of the container Distance between centers of apertures of diagonally opposite corner fittings Difference between D1 and D2 or D3 and D4 Difference between Ds and Ds Overall height EXTERNAL DIMENSIONS AND TOLERANCES IN MIWMETBIS AND IN FEET AND INCHES Height-8 h. high: 2 438 : g mm (~ft 0 in.:: g116 in.) Height-8112 h. high: 2 591 :: g mm (8 It 6 in.:: g116 in.) Height (external)-9Vl ft. high: 2 896:: ~ mm (9 It 6 in.:: g116 in.) Width -All containers: 2 438:: g mm (8 It 0 in.:: ~116 in.) Freight Length ( externa~ s p K1 max. K2 max. container designation m.m ft in mm It in mrn ft in mm in mm in 40' 12192 + 0 40 o+O 11985 39 3-7/8 2 259 7 4-31/32 19 3/4 10 3/B -10 -3/B 30' 9125 + 0 29 11-1/4 .+ 0 8 918 29 3-1/8 2 259 7 4-31/32 16 5/B 10 3/B -10 F -3/B 20' 6 058 + 0 19 11J-1!2 + 0 5 853 19 2-7/16 2 259 7 4-31/32 13 112 10 3/B -6 -114 MINIMUM INTERNAl DIMENSIONS Freight Minimum width Minimum length container Minimum height designation mm in mm It in 20' l<-!,:'JI'f!inaloontainer 5,867 19 ' :~ external height 2,330 91-3/4 30' minus 241 .mm 8,931 29 3-5/8 40' (9-1/2 in) 11,998 39 4-3/8 55 \___) LOCIONG BAR BRACKETS HINGES DOOR GASKET LOC1<ING BAR CAM RETAINERS (KEEPERS) (CAUS UNDERNEATH) LOCKING BAR ~ DOOR HANDLE LEFT-HANO DOOR LOCKING BAR BRACKETS DOORSILL ISO DOOR MARKINGS: MAX GROSS TIIRE NET cuc.w Q) OWNER'S PREFIX AND SERIAL NUMBER (INClUDING CHECK DIGIT) ® COUNTRY AND TYPE CODE @ WEIGHTPANEL ,, DOOR HEADER 30480KGS 61200 LBS <lOOOKGS 682DLBS 26480KGS 58380LBS Zl73CUFT 67.2CUM RK3HT-HAND DOOR CUSTOMS FLAP {COVERING CUSTOMS SEAL} CORNER I'TfTlNG @) CONSOLIDATED DATA ?tATE (CSCPlATE. CUSTOMS PlATE, ETC.)-OP'TIONALLOCAllON Fig. 3/Door {rear) end component detail 10 ,_-:- 3 J-8AR (PART OF CORNER POST) C) FLOOR NOTE' FLOOR CROSS MEMBERS MAY BE CHANNELS, ~r• SEAMS OR OTHER APPROPRIATE SECTIONS. ') ... :~;~iit CORNER ATifNG I,OCKING BARS INSET ALUMINUM CONTAINER ARRANGEMENT SIDE POST "" BOTTOM SIDE RAIL REAR (DOOR) END (CAMS ON THE ENDS) Fig.1/General arrangement of 40 foot container components 8 RIGHT SIDE CORNER GUSSET SIDE PANEL FRONT HEADER CORNER F!TTlNG CORNER POST CORNER FIT11NG MARKING PANEL '------L----BOTTOM SIDE RAILS L...-----B{lTIOM CORNER GUSSETS I €!)\ "t:1~ 4/Understructure and tunnel of 40 foot container 11 ___ eanoM r CORNER GUSSI'J"S FRONT SILL '---TUNNEl BOLSTER '-----TUNNEl PLATE Peter Couturie From: Sent: To: Subject: Attachments: lO'.pdf (139 KB) Pete, Hossein Kasiri [HKasin@Petronyx.com] Thursday, March 13, 2008 10:41 AM Peter Couturie PN: Containers -ISO tolerances and schematics from Boasso 10'.pdf Some of the answers, also check drawing attached. Hossain -Original Message- From: Reggie Himel [mailto:reggie.himel@woodgroup.com] Sent: Thursday, March 13, 2008 9:22 AM To: Hossein Kasiri Subject: RE: Containers -ISO tolerances and schematics from Boasso ' o/!,!lt/tJoi .hf!J!::;: Yes sir, Marie with Boasso informed me that this spec pertained to all her boxes, which is what the !act container is!!! Let me know if ANY dimension is still missing!! can go pull it off the box and I or draw you any detail needed! One thing 1 can answer now, the wall that is OPEN on one end will be closed off with FLAT 1/8" think A-36 Plate, with (3) 2" x 2" x 1/4" Up rights. AND a 36" Door frame inserted. Seal welded inside and out The X-brace on the ceiling is chain tacked across the ceiling on about every 4th corrugate. -Original Message- From: Hossain Kasiri [mailto:HKasiri@Petronyx.com] Sent: Thursday, March 13,200810:13 AM To: Reggie Himel Subject: RE: Containers -ISO tolerances and schematics from Boasso Reggie, The ISO spec is the same as BIC (Bureau of international containers) Spec that we have been asking for. Is this drawing for the LACT container? If yes, this could help on some of the dimensions needed. Hossain --Original Message- From: Reggie Himel [mailto:reggie.himel@woodgroup.com] Sent: Thursday, March 13, 2008 9:00 AM To: Hossain Kasiri Subject: PN: Containers -ISO tolerances and schematics from Boasso Hossain, did I send you THIS yet??? I will go and get the questions you sent answered after lunch!! Let me know if THIS drawing is of any more help and/or answers your questions!! fhan~;,. ----Original Message-- From: Marie Gosse' [mailto:mcosse@boassoamerica.com] Sent: Wednesday, March 05, 2008 1:36 PM To: Reggie Himel Cc: Roy Boasso (E-mail) Subject: RE: Containers -ISO tolerances and schematics from Boasso 1 Reggie, I am out for a couple of days with my husband who had surgery. I am sending to Roy. Hope this drawing helps. The NC is just a standard house unit. Thanks, Marie --Original Message- From: Reggie Himel [mailto:reggie.himel@woodgroup.com] Sent: Tuesday, March 04, 2008 2:04 PM To: mcosse@boassoamerica.com Subject: RE: Containers -ISO tolerances and schematics from Boasso Marie, do ya'll have a standard layout of this 8' x 1 0' building you quoted me showing position of the door, a. c., electrical penetration, and such!!! Also, I need an exact make and model number of the Air Conditioner quoted!! We are getting close to being awarded it and need these clarifications!! -Original Message--- From: Marie Gosse' [mailto:mcosse@boassoamerica.com] Sent Tuesday, February 26, 2008 1 0:07 AM To: Reggie Himel Subject: Containers-ISO tolerances and schematics from Boasso Importance: High Reggie, First attachment has ISO dims for Box containers. Let me know if you require more info! Marie Gosse' Boasso America Corporation 504-279-8544 888-375-0738 ************************************************************************ ************ This E-Mail and any files attached to it contain confidential information. Please notify the sender if you have received this E-Mail :;1 arror If yc!~ ais net i.f:,~ int.~r.:'!ed redy1ar.l s.ny :;ce cr d\sclcs!:;--~ of this E-Mail or any attached files is prombited! *****************************~***************************************** ************* ************************************************************************ ************ 2 PART NAME. MATERIAL REMARK SlOE RNL SM:H!A/SS41 END RAIL SM50A/SS4! FRAME CORNER POST SM50A CROSS MEMBER SM50A DOOR SPA-H ROOF SPA-H PANEL SlOE SPA-H FRONT SPA-H WOODEN FLOOR 01'1(;/XE!IWIIOI'l......OOO 19-P~ OOOR lOCKING ROD ASST '"llo~ee Ill!!" t'IF't 2~JB. ~ I~ lli Ill 4 ro- 2'191.0 "'" ~ • 2·GUSStTS ~'j'J\ :; 0 ' 4 dllr r '. ~ "' ~ r I \... -.' ' 4 " 2 dl 24Je:' 2JS6 I ' L:el 6Qx60xt3.0 R.H.S 7- " SECUQN B-B g.,1(5 " ""~ J H J)..l~··=FI "1~ ,..------'\\1\ "it·= ::" "II 2j_! ! .... ' Df!TA!l or roruqJf" poem COOii'J QUALITY PROCESSED PARTS •MACHINING-CNC AND MAtiiJAI.. • A..AMECUT-TO ANY SIZE AND SHAPE UP 10 16" lliiCK • fOllMEii-PRESS AND ROll fORMING LONGHORN STEEL NORTHWOOD$ INDUSTRIAL PARK EAST 11921 f.M. 529 HOUSTON, TEXAS 77041 (713) 896-7988 0066ZLSSS6l XVd sz:cz SOOZ/61/60 Page 1 of 1 Peter Couturie ----------------------------------------- From: Sent: Hossein Kasiri [HKasiri@Petronyx.com] Tuesday, March 04, 2008 10:01 AM To: Peter Couturie Subject: FW: I need a PE Stamp Attachments: X-302_generallayout AND ASSY 16,pdf, X-302_1ayout & BOM .pdf; D-X-302-21A_021408.pdf Pete, Please check the attached drawings and let me know what it would take to do these calc's .. I am getting info on the skid beams and padeyes and will give you weight info on piping .. Assume lifting with a spreader bar and adjusting slings for the off center CG. Hossein ----Original Message----- From: Shannon Pitre [mailto:shannon.pitre@woodgroup.com] Sent: Monday, March 03, 2008 8:36 PM To: Hossein Kasiri Subject: I need a PE Stamp Please provide me with the following: 1, Center of Gravity and Total Weight 2. Sling Angle 3. Load capacity of the roof (Snow load factor) 4. Wind load of the side wall Please note the skid enclosure is a 40 x 8 x 9.5 ISO container I will be on my cell phone so please call me when you get a chance .. Thanks! Shannon T. Pitre Project Manager Measurement Services Coordinator Wood Group Pro_dll_ctionJServ:ices_ S ha nn on . p !tre\@'wooclg roup .corn 985-868-41! 6 office 985-853-1852 fax 985-688-6522 cell ************************************************************************************ This E-Mail and any files attached to it contain confidential information. Please notify the sen ************************************************************************************~ 3/4/2008 !~~11iF~fi\\% JkkC consulllng engineers 3520 General DeGaulle Dr. Suite 3200 New Orleans, LA 70114 Wood Group I Chevron CALCULATION SUMMARY LACT Skid Building Calculations email: mail@petronvx.com PROJ. NO. 08A952 REVISION NO. 1 DATE: 3/19/08, 8/21/08 Phone [504] 366.1414 Fax [504] 365.1450 ENGINEER fl!_c_ ~"""'"' As c ( 7-o · ' ./ . to II 'I.""' L PROJECTNp. oR/!<1-No/ . fATE/ 3ji3{Di I -~HEET ;z:. OF .~-k s .. ,,,_, a~,..HA. if,,,., Acr ;~. s ;I),E.Il A-ll.nl-... r:-,..~ : _ #,.,1(-1' "' ,, f1 x s, , 1.75' /t.. {lA~C.t<LA'te-If A' A (c),l;;{lx_) 'i ':1:. (.ll~) '$ 1-?t ,qn> ;: , z(.lzlJ{l,'l)\ z(.ns)6:s){~>~.,_"" .;.~(, 11.. /, f2 :r c !), /17 t-.1 4 t..! (q. L'======='========casbari:an Engineering Associates, LLc========~~~'====:::!J ENGINEER /A c.. PROJECT NO. o £;t</N'ol DATE :,/1'1/o!? •• ---+---~<=/~ I.P•! ?. •?7 z.B$</ ! '2.~_1J.l7~ I' Ytt (oc.3·-a}).<1t)1 +-2.<n(.p?)T,al) =o.lt'-1 JJ<I ; ;:5. ~tJ.UO ;J &),,,, t/t.<-o<•"'t ;;: J r.<f/(.ooL)!. ;a.:>) Ct-!1€-U'-t_,_,., t~ir.-u... "'I kM 12 1 L ,_,_ 'Z..j Y<f SHEET 1.. % OF OIL l'==============casbarian Engineering Associates, LLc=============::::Ol tJovr;; Lt.;CT 5~t.<P f!,Ll>o/. ;)A ft.., F,f":t u-~'j A 5•(t!) </o ( 4) nq (<I~ fr"4 {•I L/oM 17 (4) "'2.."'l'Z 0 ;~fM ' {_~.</'{ 1,.1 ') ENGINEER IlL >< )( '1 .4-~ </1. 'r!t/oo '-'-I 3£t/c> 2 ;~qz 21 t/9J11- ;51,. Ztl'iko Zot.S: f?ol ZZ /1-f, (,/0 15.'i'S~ z. 11,,.) 1/e,,o:; 7 !) -;;'JI 1. SHEET ;r OF PROJECT NO. otftif,/of ,PATE :Sjit//o! I y I+ 1 / - ZP<> t'f'l 3"l g,o ;,o 1177 J,/1 51.o ~ 9~ t-; !?~/'-0 ~~~ z. ;, nz ;.,o z</ , ?<I(> ' ;e-~ '-ll I 7?r.. z '2/!.e> !5!EI? ' (.!. 1/,,. t.l//,.t tS'S,C.u-t.-.17: 7 (!) {{. L'============== Casbarlan Engineering Associates, LLC ==;;;,;;;==========:::::J Wood Group Container Weight Peter Couturie From: Hossain Kasiri [HKasiri@Petronyx.com] Sent: Monday, March 17,2008 11:32 AM To: Peter Couturie Subject: Wood Group Container Weight Pete, The skid wt is 6600# and the building is 13,000#, use a total wt of 22,000# to include some inaccuracies. Regards, Jl.o,6ein. :K.a.6Vti Petronyx, LLC Phone (504) 366-1414 Fax (504) 366-1450 Cell (504) 606-4141 3/20/2008 Page 1 of 1 ' t 'l!~<}'/y :c.Y,..t-~~""" L /J Cl :5 iL! ::> Sl.,lh~ 17.7 PROJECT NO. SHEET o /? !i </ oo I OF '"'"o¥t J,c {Z/.f5 A "'-1.1 ,, • " 0 /f.! 5 i'-" Ta" A, f v<$£ /l!.r--'1tte .t. ,5 6t-lU-r> ,..t t/U"r;cAc f ,t/.,t.tcr:><J~-V,r<Ec.Th:uJ .t:. ""if,t.1 ,, OK. IC'~ -= L'================casbarian Engineering Associates, LLc===============::'J Petronyx/Wood Group/Chevron LACT Skid Bldg. Date: En gr. 3/20/2008 P. Couturie Colorado Project No.: 081t4NOl/08A952 Lifting Eye Design Version 98.06.03 Lifteye 'l)pe 2 (I or 2, 2=hole centered on main plate) Sling lnformaJion Lifting Eye Design Loads 8.9 kips Total In-Plane Load 17.70 kips Static Sling Load Factor of Safety Sling Design Load 2 Axial Load 12.52 kips (perpendicular to weld) 18 kips In-line Load 12.52 kips (parallel to weld) Theta (angle from weld line) Beta (out-of-plane angle) 45.00 deg. Out-of-plane Load 0.89 kips (with 5% out-of-plane) 0.00 de g. In-Plane Bending (My) 62.58 in.-kips: Out-of-Plane Bending (.Mz) 4.43 in.-kips Material Yield Strength Shackle Dimensions Yield Strength Crosby G-2130 Weld Yield Fu (for Cheek PI weld) 36 70 ksi ksi Shackle Type Shackle Si?.e Pin Diameter Hole Diameter 17 tons (based on working load) Lifting Eye Dimensions Main Plate Thickness (fp) Cheek Plate Thickness (t) Main Plate Radius (R) Cheek Plate Radius (r) Main Plate Height (h) Distance From C/L to Weld (b) Section Properties for Lifteye 'l)pe • 2 • 1.00 0,25 3,75 3 7.5 5 Area(A) 7.50 Moment oflnenia in Major Axis (Iy) 35.16 Section Modulus in Major Axis (Sy) 9.38 Moment oflnertia in Minor Axis (lz) 0.63 Section Modulus in MinDr Axis (Sz) 1.25 N.A. from Top of Section 3.750 N.A. from Bottom of Section 3.750 Shear Area (Z) (parallel to Main PL) 7.500 Shear Area (Y) (perpendicular to MPL) 7.500 Stress Ratio SunutUlry Maximum Stress Ratio Max Principal Stress Ratio (Main Plate) at center Max Principal Stress Ratio {Main Plate) at end Maximum Shear Stress Ratio (Main Plate) Max Principal Stress Ratio (Gusset Plate) at center Max Principal Stress Ratio (Gusset Plate) at end Maximum Shear Stress Ratio (Gusset Plate) Maximum Bearing Stress Ratio Shear Stress Ratio at Hole Min. Fillet Weld Req'd at Cheek Plates in. (min. 0.17 in.) in. (min. 0.08 in.) in. (min. 3.38 in.) in. (min. 1.94 in.) in. (min. 4.47 in.) in. (min. 3.75 in.) in."2 in."4 in."3 in."4 in."3 in. in. in."2 1.625 in. 2 in. Gusset Plate Dimensions Gusset Plate Thickness Gusset Plate Width Gusset Plate Spacing (CL to CL) Maximum Stresses Axial Stress (fa) l .669 ksi Major Bending Stress (fby) 6.675 ksi Minor Bending Stress {fbz) 3.540 lcsi Max. Shear Stress (fv) 2.680 ksi Shear*Z at Main Plate Shear-Y at Main Plate Shear-Y at Gusset Plate in."2 (Main PI's since no Gussets) 0.550 0.257 0.550 0.170 0.000 0.000 0.000 0.224 0.164 0.3125 Error; WELD SIZE TOO LARGE. Increase Cheek PI Thk. l. Lifteyes are designed for a 5% out-of-plane load in addition to any out~of-plane load due to angle "Beta. n 2. Design based on nsystematic Approach to Lifting Eye Design~ by E.P. Russo and RA. Hall (Ocean Resourses November 1977). 3. Bearing Stress AHowable based on AISC 9th Edition in lieu of allowable listed in Note no. 2. 4. Fillet Weld based on load and minimum met in AISC 9th Table 12.4. 5. Min. Edge Distance to meet or exceed 1.5 times pin diameter. 0 0 0 2.503 0.177 0.000 in. in. in. ksi ksi ksi Casht~rirm Engineering Astociutes,LLC, 3520 Gcneral DeGaulle: Drive, Suite :ZOO!, New Odcuns, LA 70114" (504}368·205/" Fax (50<1)36-f-4145 CIMC 40'x8'x9'6" TRITON Technical Specification For 40' x 8' x 9'6" ISO Type Dry Cargo Steel Container (TRITON) Specification No. Drawing No. Date of Issue This specification is used in all factories of S084A45G1 084A45G1G Feb.4,2004 China International Marine Containers (Group) Ltd. Including: 1. 2. 3. 4. 5. 6. 7. 8. 9. Issue: 04A-01 Shenzhen Southern CIMC Containers Manufacture Co., Ltd. Nantong CIMC-Smooth Sail Container Co., Ltd. Dalian CIMC Container Manufacturing Co., Ltd. Xinhui CIMC Container Co., Ltd. Shanghai CIMC Fareast Container Co., Ltd. Tianjin CIMC North Ocean Container Co., Ltd. Oingdao CIMC Container Manufacture Co., Ltd. Shanghai CIMC Baowelllndustries Co., Ltd. Zhangzhou China Merchants Containers Co., Ltd. Page: 1 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the intended recipient,. please notify us immediately by e~mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com 40'x8'x9'6" TRITON Scope This specification covers design, construction, materials, testing, inspection & prototype container. The container is built in accordance with the requirements of I.S.O. 1AAA Type steel dry freight containers by China International Marine Containers (Group) Limited (CIMC). This Specification is for the purposes of information only and should not be copied without permission of CIMC. Contents 1. GENERAL ................................................................................... . . . .. . .. . .. 3 2. APPROVAL AND CERTIFICATES ........... .................................. ... ... ... .. 3 3. HANDLING ................................................................................ .. . . . . .. . .... 4 4. TRANSPORTATION .................................................................. ... ... ... .... 4 5. DIMENSIONS AND RATINGS............................................................... 5 6. GENERAL CONSTRUCTION .......................................... ...................... 6 7. PRESERVATION........................................................................... ... ..... 13 8. MARKINGS ·········'········································································· ... .... .. 14 9. TESTING AND INSPECTION .............. ............................... ............ ... ... 15 10. DOCUMENTS SUBMISSION............................................................... 18 11. GUARANTEE .... .. .. . . . .. ... .. . .. . . .. .. .. ... . . . . . . .. .. ... . .. .. .. .. . . . . .. .. . . .. .. .... .. ... . . . . . . . . . . .. 18 12. MATERIALS.......................................................................................... 18 Page: 2 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the intended recipient,. please notify us immediately by e~mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com Cl c 40'x8'x9'6" TRITON 1. General 1.1 Operational Environment The container will be designed and constructed for the transportation of general cargo on sea ( above or under deck ) and on land (road or rail) throughout the world, and will be suitable for the environmental conditions imposed by those modes of transport. All materials used in the construction will be able to withstand extreme temperature ranging from -30°C(-22°F) to 70°C(158°F) without effect on container's strength and watertightness. 1 ,2 Standards • Regylations and Rules 1.2.1 Standards and Regulations Containers shall comply with following in their latest editions: 1) I.S.O./TC-104 668 -Series 1 freight containers-Classification, external dimensions and ratings -Coding, identification and marking for freight containers 6346 1161 1496/1 -Specification of corner fittings for series 1 freight containers -Specification and testing of series 1 freight containers. Part 1 : General cargo containers for general purposes 830 -Freight containers-Terminology. 6359 -Freight containers-Consolidated data plate 2)The International Union of Railway ( UIC) code 592 OR. 3)The Customs Convention on the International Transport of Goods ( T.I.R. ). 4)The International Convention for Safe Containers ( CSC ). 5)Transportation Cargo Containers and Unit Loads Quarantine Aspects and Procedures by Commonwealth of Australia Department of Health. ( T.C.T.) 1.2.2 To satisfy the requirements of Rules of B.V or G.L. Classification. 2. Approval and Certificates 2.1 Classification Certificate All the containers shall be certified for design type and individually inspected by Classification Society. 2.2 Production Certificate The Production Certificate of series containers to be issued by the Classification Society. The Society's seal shall be provided. 2.3 T.C.T Certificate Certificate of timber treatment to the requirement of Australia Department of Health. 2.4 Customs Certificate (UR.l Customs' Approval and Certificate to be issued by Customs. Page: 3 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the intended recipient, please notify us immediately by e~mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com CIMC 40'x8'x9'6" TRITON 2.5 U.!.C. regjs1ratjon All the containers will be registered & comply with the International Union of Railways. 2.6 C.S.C. Certificate All the containers will be certified and comply with the requirements of the International Convention for Safe Containers. 3. Handling The container shall be constructed to be capable of being handled without any permanent deformation which will render it unsuitable for use or any other abnormality during the following conditions: 1) Lifting, full or empty, at the top corner fittings vertically by means of spreaders fitted with hooks, shackles or twistlocks. 2) Lifting, full or empty, at the bottom corner fittings using slings with appropriate terminal fittings at slings angle of thirty (30°) degrees to horizontal. 3) Side lifting from two top corner fittings when fully laden. (The reaction force will be supported by the corner posts only). 4. Transportation The container shall be constructed to be suitable for transportation for following modes without any permanent deformation which will render the container unsuitable to use or any other abnormality. 4. l Marjpe ; -In the ship cell guides: Eight ( 8 ) high stacked base on Max. gross weight 30,480 kg ( 97,200 kg stacking capacity I post). -On the deck : Four (4) high stacked and secured by suitable vertical an diagonal wire lashings. 4.2 Road -On flat bed or skeletal chassjs: Secured by twistlocks or the equivalent at the four bottom corner fittings. 4.3 Rail -On the flat cars or special container car: Secured by twistlocks or the equivalent at the four bottom corner fittings. 4.4 One door off operation: Five (5) high stacked on the deck base on Max. gross weight 30,480 kg. Page: 4of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the intended recipient, please notify us immediately by e-mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http:!/www.fineprint.com IMC 5 . Dimensions and Ratings 5.1 Djmension a. External Dimensions Length ........... . Width ........... . Height ........... . b. Internal Dimensions Length ........... . Width ........... . Height ........... . No part of the container mentioned above. 12,192 ( 0,-10) 2,438 ( 0,-5) 2,896 ( 0,-5) mm mm mm 12,032 ( 0,-10) mm 2,352 ( 0,-5) mm 2,698 ( 0,-5) mm will protrude beyond 40'x8'x9'6" TRITON 40' (0,-3/8") 8' (0, -3/16") 9'6" (0,-3/16") 39'5-45/64" (0,-3/8") 7'8-19/32" (0,-3/16") 8'10-7/32" (0,-3/16") the external dimensions Maximum allowable difference between two diagonals on any one of the following surface are as follow: Roof, Bottom and Side Diagonals 19 mm. Front and Rear Diagonals ...................... 10 mm. 5.2 Door Opening Width Height 2,340 ( 0,-5) mm 2,585 ( 0,-5) mm 7'8-1/8" (0,-3/16") 8'5-49/64" (0, -3/16") 5.3 Gooseneck Tunnel Length ........... . 3,315 mm 10'10-1/2" 3'4-13/32" (+1/8",0) 4-23/32" (0,-1/8") Width ........... . Height ............ . 1 ,029 ( +3,0 ) mm 120 ( 0,-3) mm 5.4 lnsjde Cubjc Capacitv 76.4 cu.m 5.5 Rating Maximum Gross Weight .............. . Maximum Payload ............... . Tare Weight ( ±2%) ................ . Maximum Test Gross Weight 5.6 Corner Protrusions 2,700 cu.ft 30,480 kg 26,640 kg 3,840 kg 32,500kg 67,200 lbs 58,730 lbs 8,470 lbs 71,650 lbs 1) The upper faces of the top corner fittings will protrude above the highest level of the roof construction except corner plate by 6 mm. 2) For the containers under empty condition the lower faces of the crossmembers in their bases including their end transverse members shall be on a plane located at 17 mm above the lower faces of the bottom corner fittings. 3) The outer side faces of the corner fittings will protrude from the outside faces of the corner post by minimum 3 mm. The outer side faces of the corner fittings will protrude from the outside faces of the side walls by nominal 7 mm and from the outside faces of the end wall by 7.4 mm. Page: 5 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the intended recipient, please notify us immediately by e~mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http:l/www.fineprint.com IMC 40'xB'x9'6" TRITON 4) For the containers under the condition such as the load equal to 1.8R-T uniformly distributed over the floor, no part of the base of the container will deflect more than 6 mm below the lower faces of the bottom corner fittings. 6. Construction 6.1 General The container will be constructed with steel frame, fully vertically corrugated steel side and end walls, die-stamped corrugated steel roof, wooden flooring, corrugated double hinged doors and ISO corner fittings at eight corners. All steelwork will be built up by means of automatic and semi-automatic C02 gas arc welding. All exterior welds including that on base structure will be continuous to insure watertightness, all the welds, even spots, will have full penetration without undercutting or porosity. 6.1.1 Welding All welding wire and other electrodes are to be approved by one or more of the recognized classification societies. All welding equipment shall be maintained in good working order to produce acceptable weld quality. All workers operating welding machines shall be skillful and knowledgeable of proper welding techniques and shall avoid excessive weld speed, excessive current, and excessive ventilation causing loss of shielding gas. All welding is to be skillfully and accurately performed by a shielded arc process and shall exhibit even beads, good shape and full penetration (100%)and shall not exhibit signs of cracking, porosity, spatter, burn through, undercutting or blow holes upon completion. Welding back bead shall exhibit full penetration. Back bead should be a continuous, smooth round shape free of skips, jagged edges or voids. All roof and side panel butt welds shall have full (100%) penetration with a smooth, even, round shaped backbead that is free of any jagged, flared, or mushroomed areas. All joints to be welded shall be spaced a minimum of 2mm apart except for thin panels which shall be spaced not greater than the material thickness. All stitch welds shall be a minimum of 25 mm long. If required, any manual welding which is not performed by a shielded gas process shall be accomplished with low hydrogen flux-coated welding electrodes. Inspections will be performed after each stage of welding to identify any weld defects. Adequate lighting shall be provided at each station to complete these inspections. Defect repair and weld spatter removal will be performed at each station and not left for the final touch up area. Chisels should be used to remove spatter and high spots. Weld defect repairs shall be performed by shielded metal arc or gas metal arc welding process and shall be skillfully done. Page: 6 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient. If you are not the intended recipient, please notify us immediately by e~mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com CIMC 40'xB'x9'6" TRITON All welds will be inspected prior to final blast in an effort to minimize post blast touch up. Grinding shall be performed on obvious weld defects such as rough or jagged areas and shall produce a smooth round weld bead. Grinding shall not be excessive to the point of removing the weld bead or damaging the base metal adjacent to the weld. 6.2 Comer Fjttings Corner fittings will be designed in accordance with IS0/1161 standard, and manufactured at the workshops approved by the classification society. 6.3 Base Frame The base frame will be composed of two ( 2 ) bottom side rails, a number of crossmembers and gooseneck tunnel, which are welded together as a sub-assembly. 6.3.1 Bottom Side Rail Each bottom side rail is built of a steel pressing made in one piece. The bottom flange faces outward for ease of repair and corrosion resistance. Qty. Two ( 2 ). Shape Channel section . Dimension 162 x 48 x 30 x 4.5 mm. 6.3.2 Crossmember There are two type of crossmembers in the base assembly. Normal crossmembers with a 45 mm top flange and joint crossmembers with a 75 mm top flange. The units with the 75 mm top flange with three 4.0 mm thick vertical webs are located under the plywood floor butt joints. Shape " C " section Normal 122 x 45 x 45 x 4.0 mm , Qty. 25 Joint 122 x75 x 45 x 4.0 mm , Qty. 3 6.3.3 Gooseneck Tunnel The gooseneck tunnel consists of a one piece pressed hat section tunnel plate, a number of pressed channel section tunnel bows, one open section rear bolster with four 4.0 mm thick reinforcement gussets and tunnel outriggers. The gooseneck tunnel is designed according to ISO standard : a) Tunnel plate thickness : 4.0 mm Qty. : 1 b) Tunnel bow thickness: 4.5 mm Qty.: 12 c) Bolster thickness: 4.5 mm Qty. : 1 d) Outriggers-"C" section: 118x75x45x4.0 mm, Qty. : 1/each side 118x45x45x4.0 mm, Qty.: 7/each side Page: 7 of20 This fife is strictly confidential and privileged. It is intended only for the use of the intended recipient. If you are not the intended recipient, please notify us immediately by e~mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com 40'x8'x9'6" TRITON 6.3.4 Reinforcement " L " shaped reinforcement plates fully welded to the outside face of the bottom rail web at each ends of the rail. Dimension : 300 x 120 x 4.5 mm 6.4 Front End The front end will be composed of corrugated end wall and front end frame, which are welded together as a sub-assembly. 6.4.1 Front End Wall The front end wall is composed of two vertically corrugated panels, butt welded, with automatic welding equipment, into a single unit. Thickness: 2.0 mm Corrugation dimension-Outer face : Inner face: Pitch: 6.4.2 Front End Frame 110mm 104mm 250mm Depth : 45.6 mm Slope: 18 mm The front end frame will be composed of one front sill, two corner posts, one front header and four corner castings. 6.4.2.1 Front Sill The front sill consists of a square tube upper and open style front. Gooseneck tunnel gusset 6.0 mm Thk. Qty.: 2 Square tube 60 x 60 x 3.0 mm Qty.: 1 Flat strips 4.0 mm Thk. Qty.: 2 Triangular shaped reinforcements 9.0 mm Thk. Qty.: 2 6.4.2.2 Corner Post Each corner post is made of a 6 mm thick steel pressing to ensure the suitable strength, light weight and easy maintenance. 6.4.2.3 Front Header The front header is constructed of one, 4.5 mm thick, " Z " pressed steel plate with reinforcements at each top corner. The header extends inward 366 mm from the front face of the corner casting and covers the full width of the roof from top rail to top rail. 6.5 Rear End Rear end is composed of Rear End Frame which consists of one door sill, two corner posts, one rear header with header plate and four corner fittings, which are welded together as a sub-assembly, and Door Systems with locking devices. Page: 8 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the intended recipient, please notify us immediately by e"mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com 40'x8'x9'6" TRITON 6.5.1 Door Sill The door sill is built of a special channel section steel pressing with internal gussets at the back of each cam keeper. The upper face of the sill has a slope for better drainage and the highest part is on the same level as the upper face of the wooden floor. a) Door sill : 4.5 mm thick : 4.0 mm thick Slope : 1:1 0 approx. b) Stiffener gussets Qty.: 4 Pes. 6.5.2 Corner Post Each corner post is constructed from an inner part of channel shaped hot-rolled section steel and an outer part, welded together to form a hollow section to ensure width of the door opening and suitable strength against the stacking and racking force. Four ( 4 ) sets of hinge lugs are welded to each outer corner post. Inner part Outer part 6.5.3 Door Header 113x40x12mm 6.0 mm thick. The door header is constructed from a lower " U " shaped steel pressing, with internal stiffener gussets located behind cam keepers, and an upper steel pressing (header plate). They are welded together to form a highly rigid box section. Rear header Header plate Gussets 6.5.4 Door Systems 4.0 mm thick 3.0 mm thick 4.0 mm thick Qty.: 4 Pes. The doors consist of two leaves. Each leaf consists of a door panel, continuously welded into a frame, a pair of locking rods with mounting brackets and handles, four hinge blades and pins, sealing gaskets with retainers, and. "tie back" retaining lines. The doors will be attached to the rear frame by the hinge pins and will be capable of opening through an arc of about 270 degrees. Door panel and frame welding will be accomplished with mixed gas welding equipment only. 6.5.4.1 Door Leaves Each door leaf consists of a panel and a door frame. The door frame consists of vertical ( inner & outer ) and horizontal ( upper & lower ) members. The door panel and door frame (including square tube end plate) are welded together with mixed gas welding equipment, and form the rectangular door leaves. The doors are so arranged that the left leaf can't be opened without displacement of the right leaf. a. Door Panel : With 5 corrugations Depth 36 Mm Width : 72 mm Slope Panel thickness 68mm 2.0mm Page: 9 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the intended recipient. please notify us immediately by e~mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com 40'xB'x9'6" TRITON b. Door Frame 1) Horizontal door member: 150 x 50 x 3.0 mm, channel section. 2) Vertical door member: 100x50x3.2 mm RHS (outer & inner) 6.5.4.2 Hinges and Pins Four forged hinges, providing with bushed hole, are welded to each door leaf. Each door is installed by hinge pins, washers and bushings. Washer : Stainless steel, under the bottom of hinge Bushing : Self-lubricating synthetic Pin : Stainless steeL 6.5.4.3 Locking Devices Two min. 3mm thickness steel tube locking rods with handles, cam ends, and mounting brackets are attached to each door leaf. They are fastened to the door with standard bolts I nuts as well as six huck bolts for TIR security purposes. The bars are suspended in the mounting brackets with synthetic, self-lubricating bushings. An EPDM shim will be inserted between the mounting brackets and the door for abrasion protection, the shim will be a minimum of 3 mm larger in circumference than the brackets. Cam keepers are welded to the door header and sill to receive the cams mounted on the lock rods. a)Locking device type : Saejin SJ-66M or HH-EA with secura cam & keeper. b) Locking rod treatment: Hot-Dipped galvanized to BS729 (751-l) c) Cam keeper treatment : Electro zinc plated. 6.5.4.4 Door Holder and Receptacle A door tie back, made of mixed nylon rope, is tied to the centerside locking rod & the receptacle ( door hook ) is welded to each bottom side rail to retain the door in the open position. 6.5.4.5 Seal Gaskets The black door seal gaskets are E.P.D.M rubber and of a "C" type for the bottom, "J" type for the top and side. They are attached to the door frame with stainless steel rivets and retainer strips. The gasket is set atop a bead of adhesive sealant 6.6 Sjde Wall Assembly 6.6.1 Top Side Rails Each side rail of right and left hand is made of square steel tube. Rail: 60x60x3.0 mm RHS Page: 10 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you, are not the intended recipient, please notify us immediately by e-mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com 40'x8'x9'6" TRITON 6.6.2 Side Walls Each side wall will be composed of a number of sheets for the intermediate (inner) parts and outer panels at each end of side wall, fully vertically corrugated into trapezium section, butt welded together to form one panel by automatic welding. a) Inner panel b) Outer panel 1.6 mm Thk. 2.0 mm Thk. Qty. Qty. 9 Pcs./Each side 2 Pcs./Each side c) Trapezium Outer face Inner face Pitch 6.7 Roof 72mm, 70mm, 278mm Slope Depth 68mm 36mm The roof will be constructed by several die-stamp corrugated steel sheets with a 5 mm upward camber at the center of each trough and corrugation, these sheets are butt jointed together to form one panel by automatic welding. Corrugation Shape Depth 20 mm Pitch 209 mm Interface : 91 mm Slope 13.5 mm Panel thickness Sheets Qty. 6. 7.1 Roof reinforcement plate Outer face : 91 mm Camber upwards 2.0mm 11 Pes. 5 mm Four 3.0 mm thick reinforcement plates shall be mounted around four corner fittings. 6.8 Floor 6.8.1 The Floor Boards The floor consists of plywood. The plywood is treated with preservative according to the latest requirement of Commonwealth Department of Health, · Australia. Plywood thickness Plywood moisture content Plywood ply number 6.8.2 Arrangement and Fixing 28mm Less than 14% 19 plies The plywood boards are laid on the crossmember with a pre-blasted, painted, free floating flat steel bar at the center and two pressed steel floor angles along both side rails. The floor center rail will be installed on the finishing line after all blasting and painting have been completed. A adhesive backed sponge tape will be applied to the vertical flange of floor angle. The plywood boards are tightly secured to each crossmember with countersunk self-tapping steel screws. The heads of the floor screws are countersunk below the level of the upper surface of the floor by 1.5 mm to 2.5 mm. Page: 11 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the intended recipient, please notify us immediately by e-mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com 40'x8'x9'6" TRITON Screws M8 x 45 x <1>16 (head}, Electro zinc plated Screws' Qty. Floor angle Floor centre rail 6 Pes/end row, 5 Pes/other, 3 Pes/outrigger 25x25x3 mm 50 x 4 mm, Painted with Zinc rich primer 6.9 Special Features 6.9.1 Customs Seal Provision Customs seal provisions are made on each locking handle and retainer in accordance with TIR requirements by rivets. 6.9.2 Lashing rings a. Lashing rings are welded to each bottom and top side rail at corresponding recessed area of side wall. Lashing rods Qty./ bottom or top side rail : 10, Total : 40 b. Lashing rods are welded on each rear corner post slot & on each front corner post. Lashing rods Qty./front corner post : 5, Total : 10 Lashing rods Qty.lrear corner post : 5, Total : 10 c. Capabilities of pull load of every lashing point are as following: Lashing rings on the side rails : 2,000 kg/each Lashing rods on the corner posts : 1 ,500 kg/each d. Treatment of lashing ring I bar : Electro zinc plated 6.9.3 Sill Cut-Outs 200 x 75 x 9 mm channel section steel recesses are provided in each ends of rear sill adjacent to the bottom fitting to prevent damage due to any twistlock misalignment. 6.9.4 Ventilators Two ventilators with EPDM seal gasket are supplied on each end side wall, fixed by three aluminum huck-bolts, the sealant is to be applied on the edges except the bottom side of the ventilator, after the completion of paint. The sealant is "Brown Chloroprene". Ventilator material Ventilator Qty. ABS Resin Labyrinth Type. 2/side wall , Total: 4 Page: 12 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the intended recipient, please notify us immediately by e~mail at hsd@cimc.com or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http:llwww.fineprint.com 40'x8'x9'6" TRITON 7. Preservation 7.1 Syrface preoaration of the Steelwork 1) All steel surfaces will be degreased and shot blasted to Swedish Standard SA 2.5 to obtain a surface roughness of 25 to 45 f!· This will result in the removal of all rust, dirt, mill scale and other contaminants. The surface profile of all blasted surface will comply with Rugo Test #3, BN9a to BN10b. Removal of all loose grit and dust shall be accomplished with clean dry compressed air, dust cleanliness standard will comply with Hempel standards. 2) All fasteners such as bolts/nuts, washers, self-tapping screws, which are not mentioned in this Spec. will be electro zinc-plated to 12 f!· 3) Sealant All floor seams, perimeter, holes for securing bolts, unwelded interior joints and other places where water may enter will be sealed. Sealant Materials: a. Neoprene/Chloroprene ( cargo contact area ) b. Butyl ( non-cargo contact areas ) 7.2 Coating 7 .2.1 Prior to Assembly All steel surfaces will be coated with primer paint immediately after being shot-blasted (within 1 hour). 7.2.2 After Assembly After assembly before 2"d blast, a final inspection will be performed to identify, remove, or correct spatter, contamination, and weld defects. All weld joints will be shot blasted to remove welding flux, spatters, burnt primer, and other contaminates. After 2nd blast, all units will have a light check performed to identify pinholes or weld defects. Immediately after the light leak check the units will be coated with zinc rich primer (interval between 2"d blast and primer coat not to exceed 1 hour Page: 13 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient Jf you are not the intended recipient, please notify us immediately by ewmail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http:/lwww.fineprint.com CIMC 40'x8'x9'6" TRITON 7 .2.3 All the surface of the assembled container will have coating system as follows: Process Paint Name OFT (Ill Exterior Surface Zinc rich epoxy primer 30 Epoxy primer 30 Acrylic topcoat 60 ( Colour: RAL 8004)_ Total: 120 Interior Surface Zinc rich epoxy primer 130 Epoxy topcoat, Colour: RAL 7035 I 50 Total: 80 Under Structure Zinc rich epoxy primer 30 Hempinol 1022-1999 I ACST8508 I 200 DCCSW /Ivan 512/ Antas 221/ Dinitrol 4941K/Tectyl121b Total: 230 *The DFT decision rules in practice is 90-10: For each area, and coat, less than 1 0% of the readings may be below the DFT specified. No readings may be below 90% of the DFT specified. Areas where the total DFT is more than twice the DFT specified are not acceptable and must be redone completely. * There are contrasting zinc primer colors for the shop primer and main primer coatings. 7.2.4 The paint supplier shall be as per Triton approved supplier list. 7.2.5 The surface preparation, painting, and drying process will be carried out in accordance with the approved paint vendor's instructions (" Painting Procedures for Triton Dry Cargo Containers in CIMC Factory"). 8. Markings 8.1 Lettering The markings will be designed decal and arranged according to buyer's requirement. The markings consist of the following contents: 1) Owner's emblems .......... according to owner's design. 2) Owner's code , serial number and check digit (outside & inside) 3) Size and type code ( outside ) 4) Weight details ( on door ) 5) Other marking: According to owner's requirements. 6) Material of marking: 3M Scotchcal (Cast) VS5018. 7) Supplier of marking : "New Century", "Ocean Shine". Page: 14 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the intended recipient. please notify us immediately by e-mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com CIMC 40'x8'x9'6" TRITON 8.2 Consolidate Plate 8.2. 1 The containers will bear marking plate in accordance with the requirements of the Classification Authorities and owner such as mentioned in section 2.2 in this specification. The plate will be permanently riveted to the specified position, with an EPDM backing shim that is 3 mm larger in circumference than the plate, between the door panel and the plate. Plate material Stainless steel Plate treatment Chemically etched & enameled Rivets material Stainless steel Plate thickness 0.8 mm 8.2.2 Contents of the plate: 1) Owner's plate (name and address). 2) CSC approval No. 3) Customs approval No. 4) Australian wood treatment . The engraved letters on this plate are as following : IM : Immunization XXXX : The name of preservative. XXXX : The time of immunization. 5) Date of manufacture (year-engraved, month-stamped) 6) Owner's serial number (stamped) 7) Owner's model number. 9. Testing and Inspection 9.1 Proto-tyoe Con!ainer Proto-type container to be manufactured in accordance with this specification and shall be tested according to procedures described in the ISO 1496/1 and the Classification Society's requirements. The containers will be fabricated & tested in advance of the mass production. 9.2 Con!ainer in Mass Production 9.2. 1 Every container in mass production shall be manufactured under effective quality control procedures to meet the specified standards. One in every 100 of containers shall be tested for following items: a) Stacking test b) Lifting from top corner fitting test c) Lifting from bottom corner fitting test d) Floor test (one in every 50) After completion, all the containers shall be subject to dimension check, door operation check, light leakage test & production type weather -proofness test. The containers shall be inspected by the surveyor of Classification Society and identified by the appropriate society seal. Page: 15 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the intended recipient, please notify us immediately by e~mail at hsd@clmc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com IMC 40'xB'x9'6" TRITON 9.2.2 Each assembled corner post structure will have tension test with 15,240 kg after welding in the construction line. U The proposed criteria table for general prototype testing: Test No. Test Load Method a. Stacking Internal Load: Hydraulic cylinder load to corner post through 1.8R-T top corner fittings. Testing Load: lime duration : 5 mins . 97 ,200kg/Post b. Lifting from Top Internal Load: Lifting vertically from top corner fittings. Corner Fittings 2R-T lime duration : 5 mins . c. Lifting from Internal Load: Lifting from bottom corner fitting 30 Deg. to Bottom Corner 2R-T horizontal. Fittings lime duration : 5 mins . d. Side Lifting from Internal Load: Lifting vertically from two top corner fittings. two Top Corner 1.25R Time duration : 5 mins . Fittings e. Restraint Testing Load: Hydraulic cylinder load applied to bottom side (Longitudinal) 2R(Riside) rails in compression & then tension . Internal Load: lime duration : 5 mins . R-T f. Floor Strength Truck Load: Special truck is used. 7,260 kg Total contact area: 284 sq em, Wheel width: 180 mm, Wheel center distance: 760 mm g. Wall Strength Test Load: Compressed air bag is used. (Front & Door) 0.4 p lime duration : 5 mins. h. Side Wall Test Load: Compressed air bag is used. Strength 0.6P lime duration : 5 mins. i. Roof Strength Test Load: Applied area will be the weakest place of 600 300 kg x 300 mm longitudinal & transverse. lime duration : 5 mins . j. Rigidity Test Force: Hydraulic cylinder will be applied to front top (Transverse) 15,240 kg end rail & door header through top corner (150 kn) fittings, each time pulling & pushing. lime duration : 5 mins . In rear end, a water tightness shall be demonstrated while the container is under half-racking load. k. Rigidity Test Force: Hydraulic cylinder load will applied to side top (Longitudinal) 7,620 kg rail through top corner fittings. (75 kn) lime duration : 5 mins . I. Weather Nozzle: 12.5 mm (inside dia.) I Distance: 1.5m Proofness Pressure: 1 oo Kpa (1 kg/sq.cm) Speed: 100 mm/Sec. * Note: R -Maximum Test Gross We1ght (32,500kg) P-Maximum Test Payload T-Tare we1ght *Certification by Class shall be shown on 32,500kg MGW Page: 16 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient lf you are not the intended recipient. please notify us immediately by e~mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com CIMC 40'xB'x9'6" TRITON 9.4 One door off operation test The container shall be tested for one door open off operation and marked the allowance to CSC plate. The test shall include stacking test and transverse rigidity test with right hand door moved 9.4.1 Stacking Test The test shall base on five (5) high stacked. Internal Load: 1.8R-T, Testing load: 54,860 kg/post. 9.4.2 Racking Test Test force: 11,430 kg. 9.4.3 Door Wall Strength Test Test load: 5,650 kg, applied to the closed door side. 9.5 Inspection 9.5.1 Materials and Component Parts Inspection All the materials and components will be inspected by Quality Control Dept. to make sure that the most suitable and qualified components being used for the containers and to meet this specification. 9.5.2 Production Line Inspection Every container will be manufactured under effective Quality Control procedures, and every production line of the factory will be inspected and controlled by the Quality Control Dept. to meet this specification. 9.5.3 Container Quality Control Container production shall be attended by the Buyer's representative and/or a duly designated inspector. The concerned party shall have authority to provide directives concerning the production and quality thereof. Any and all costs which are resulted from poor production necessitating the intervention and/or reinspection by the Buyer's inspector or appointed inspector shall be borne by the container manufacturer. The Buyer and/or it's designated inspectors shall have the right to recommend the manufacturer to halt the production providing such is related to a quality control problem that is not remediable without stopping the production line. The manufacturer's failure to remedy a particular quality control problem on line in a timely manner shall be interpreted as the manufacturer's inability to remedy such quality control problems without stopping the production line. Failure to stop the production line in accordance with the above mentioned outline shall oblige the Buyer and/or it's designated inspector to immediately report such to the manufacturer's regional and corporate headquarters and to consider any unit produced following such as a rejected unit. Page: 17 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the intended recipient, please notify us immediately by e~mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http:llwww.fineprint.com CIMC 40'x8'x9'6" TRITON 10. Documents Submission CIMC shall submit the specification with following drawing ( 3 sets): · General arrangement Side wall assembly Base assembly Front end assembly Rear end assembly Marking arrangement Roof assembly 11. Guarantee The guarantee period will commence at the day of delivery and the delivery is not later than three ( 3 ) months after the containers are accepted by the owner. 11.1 Pajnt Guarantee The paint system applied to the container surface shall be guaranteed against corrosion and/or paint failure for a period of five (5) years. The guarantee shall be applied to all the kinds of faults I failures affecting more than 1 0 % of the painted surface, and partial or total repainting shall be assured for the container(s) at the manufacturer's expense. Normal wear/tear, or corrosion caused by acid, alkaline solution or result from damages by abrasion impact or accident are excluded. Corrosions is defined as the rusting exceeding RE3 ( European scale of degree of corrosion ). 11.2 Other Guarantee All containers shall be guaranteed by CIMC against any defects or omissions in construction, poor workmanship, or defective materials for a period of two ( 2 ) years. All plywood shall be warranted for five (5) years. Any damages caused by mis-handling, mis-securing, mis-loading, impact and other natures of accident are excluded. The self-adhesive film decal shall be guaranteed seven ( 7) years. 12. Materials The main materials used in construction are as follows or approved equivalent, and the tolerance of steel plate thickness will obey JIS standard G3193-1990. Where used Materials Front End Assembly Front corner post Front sill gusset Front rail Front panel Front header Base Assembly Bottom side rail Crossmember Outrigger Gooseneck tunnel Corten A or SPA-H SS41 Corten A or SPA-H Corten A or SPA-H Corten A or SPA-H Corten A or SPA-H Corten A or SPA-H Corten A or SPA-H Corten A or SPA-H Page: 18 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the intended recipient, please notify us immediately by e~mail at hsd@cimc.com, or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com Floor centre rail Floor support angle Rear End Assembly Rear corner post (outer) Rear corner post ( inner ) . Door sill Door header Door panel frame Door panel Door hinge Door hinge pin Locking device Locking cam, cam keeper Locking rod Door gasket Gasket retainer Washer Rivet Shim Corner fitting Side Wall Assembly Side panel Top side rail Lashing bar, lashing ring Ventilator Roof Assembly Roof corner gusset Roof panel Floor Floor board Floor screw Note A: Corten A or SPA-H Corten A or SPA-H Corten A or SPA-H SM50YA Corten A or SPA-H Corten A or SPA-H Corten A or SPA-H Corten A or SPA-H 40'x8'x9'6" TRITON S25C, Electro zinc plated Stainless steel Saejin SJ-66M or HH-EA with secura cam & keeper S20C STK41 EPDM Stainless steel Stainless steel Stainless steel EPDM. SCW49 Corten A or SPA-H Corten A or SPA-H SS41, Electro zinc plated A.B.S Corten A or SPA-H Corten A or SPA-H Plywood Electro zinc plated Material SS41 JISSCW49 SS50 Yield point (kg/sq.mm) 25 Tensile strength (kg/sq.mm) 41 S20C S25C SM50YA CortenA SM50A 28 29 25 28 37 35 33 49 50 42 46 50 49 50 Page: 19 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient tf you are not the intended recipient, please notify us immediately by e-mail at hsd@cimc.com. or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com CIMC 40'x8'x9'6" TRITON Note B: Approved supplier: As per Triton approved supplier list. Reyision list c. Revision date: Jul. 28, 2003 1. Change the locking device to Saejin SJ-13BF Type or Haihang HH-E, with secura cam and keeper. d. Revision date: Dec. 10, 2003 1. In suppliers of marking, delete the "Long Chang". 2. The color of shop primer and main primer coatings shall be contrasting colors. e. Revision date: Feb. 6, 2004 1. Locking rod tubes shall be MINIMUM 3mm thickness. 2. The floor center rail will be installed on thefinishing line after all blasting and painting have been completed. 3. Material of marking: Cast Vinyl 3M VS 5018, Supplier of marking: As per Triton Approved Supplier List. 4. Main materials used in construction from Corten skin to full Corten, and material list to be revised accordingly. 5. Inside serial numbers should be changed to white kiss-cut. f. Revision date: Mar. 30, 2004 1. Change the Locking device from Saejin SJ-13BF or HaiHang HH-E with secura cam and keeper to Saejin SJ-66M or HH-EA with secura cam & keeper. Page: 20 of20 This file is strictly confidential and privileged. It is intended only for the use of the intended recipient If you are not the Intended recipient, please notify us immediately by eMmail at hsd@cimc.com, or phone +86 755 26691130. Do not copy, forward or use this Specification for any unauthorized purpose or disclose the contents to any person. PDF created with FinePrint pdfFactory trial version http://www.fineprint.com PAl CLIENT: UNIT: ITEM: References: Code: Standards PICEANCE PAGE: CENTRAL FACILITIES BY: S.A.T. CONDENSATE LOADING SKID FDN PROJECT: 2033-201 CONCRETE DESIGN DATE: 09-04-08 PAl IBC ASCE7 ACI ASCI ASCI ASCI AWS ASCE Project Associates Inc Civil & Structural Design Data Summary Geothecnical Investigation Piceance Basin Development Project Garfield County, Colorado . International Building Code 2005 Minimun Design loads for Buildings and other Structures 318 Building Code Requirements for Structural Concrete 325 Steel Construction Manual 360 Specifications for Structural Steel Buildings 341 Seismic Provisions for Structural Steel Buildings D 1.1 Structural Welding Code -Steel Wind Loads and Anchor Bolts Design for Petrochemical Facilities ASCE Guidelines for Seismic Evaluation and Design of Petrochemical facilities Material parameters Reinforcing steel E := 29000000~ in 2 Support geometry lb Fy:= 60000- in2 Concrete WT Cone lb Fconc:= 3000·- in2 lb WTconc:= 150·-- ft3 Steel lb Fsteel := 36000- . 2 lb '"jSOil := 110 ·-- ft3 '" Skid to be a conteiner which will be supported on two pedestals @ the container ends Contaiment dimentions Lcontain := 40ft Wcontain := 8ft Hcontain := 9.5ft Container loads WTcontain := 83051b WTdead := 1415·1b WTiive := 20000 ·lb WTsnow := 12600·Ib Load per support WTcontain Pcontain := _.... ____ _ 2 Pdead:= WTdead 2 . WTiive Phve:= --- 2 WTsnow Psnow := -----2 Pcontain = 4.152 x 103 1b Pdead = 707.51b Concrete Support Geometry Pedestal dimentions Lped := 108·in Wped := 20·in HpedAg := 6. in (above grade) Hped := HpedAg + HpedBg AreaPed := Lped · Wped Lftg := 9.5·ft AreaFtg := Lftg .Wftg Hfdn := Hped + Hftg WTped := Lped·Wped ·Hped·WTconc WTftg := Lftg.Wftg ·Hftg·WTconc WTsoil := (AreaFtg-AreaPed)·HpedBg·"lsoil WTfdn := WTped + WTftg + WTsoil Enviromental loads Wind loads miles/hour lb qz := 20.4·- ftz ~:= 0.85 Cfwall := 1.4 Cfroof:= .7 HpedBg := 26·in (below grade) Hped = 2.6671! AreaPed = 15 ft2 Wftg := 6·ft AreaFtg = 57 ft2 Hfdn =4ft WTped = 6 x 103 1b WTftg = 1.14 X 104 1b WTsoil = 1.001 x 104 lb WTfdn = 2.741 x 104 1b Hftg := 16·in Page 2 Area Wall per support FwindH := qz·G·Cfwaii·Awa\1 Area roof per support FwindV := qz · G· Cfroof· Aroof Moment @ top of pedestal .::L:::co:.:.n:::ta:::in:::·.:..H:.:co:::n.:.:ta:.:i:.:n Awall:= 2 FwindH = 4.612 x 103 1b f Lcontain·Wcontain Aroo := ===__:.:.==.:.: 2 FwindV = 1.942 x 103 1b (suction) A wall = 190 tt2 Aroof = 160 tt 2 Hcontain MwindContain := FwindH·.:..:::== 2 MwindContain = 2.191 x I04 ft.lb (mom.per support) Seismic Forces Reference: Civil Structural Design Criteria Seismic acceleration= 0.09 g ace:= 0.09 Check for Empty Condition WTempty := WTcontain + WTdead FEempty := (acc)·(WTempty) Assume Center of gravity to be (2/3)Hped (conservative) Hcontain MEempty := FEempty · 3 Check for Operating Condition WTempty = 9.72 x 103 1b FEempty = 874.8lb MEempty= 2.77 x 103 tt·lb WToprtg := WTcontain + WTdead + WTiive + WTsnow WToprtg = 4.232 x 104 1b FEoprtg := (acc)·(WToprtg) Assume Center of gravity to be Hped/3 (conservative) Hcontain MEoprtg := FEoprtg· 3 FEoprtg = 3.809 x 10 3 1b MEoprtg = 1.206 x 104 ft.lb By comparing Wind Loads with Seismic the critical conditions are: For the transversal direction: Empty + Wind Load Operating + Wind Load For the longitudinal condition: Operating + Seismic will govern the design Design for Empty Condition+ Wind Load transversal direction Use D+W IBC Eq. 16-10 Page 3 EWffdnEmpty := wrempty + Wffdn -FwindV MwindContain = 2.191 x 104 1t-lb Moment@ bottom of Fdn MwindFdn := MwindContain + FwindH · Hfdn Soil Bearing Pressure Page4 EWffdnEmpty = 3.519 x 10 4 1b MwindFdn = 4.036 x 1041t-lb EWffdnEmpty MwindFdn·6 SBPgrossMaxWind1 := + Lftg .Wftg Wftg . Lttl 3 lb SBPgrossMaxWind1 = 1.065 x 10 - ft2 d EWffdnEmpty .M . .:.:w.:.:in.:.:d.:.:F.::d.:.:n·-=6 SBPgrossMinWin 1 := -- Lftg .Wftg Wftg . Lttl SBPnetWind1 := SBPgrossMaxWind1 -"jSOii·(HpedBg + Hftg) lb SBPnetAIIow:= 1500·- ft2 Check OverTurning > Lftg EWffdnEmpty ·- 2 FSOT := __ .;__ __ __;_ MwindFdn Check sliding FrictCoef := 0.35 lb SBPnetWind1 = 679.521-0K ft2 FSOT = 4.141 OK -E_wr_td..,.n_E_m_,p_ty:...·_F_ric_t_c_oe_f FSsliding := FwindH FSsliding = 2.67 lb SBPgrossMinWind1 = 170.142- ft2 lb SBPnetWind1 = 679.521- ftz OK Design for Operating Condition + Wind Load transversal direction Use D+W IBC Eq. 16-10 Wfoprtg = 4.232 x 104 1b In order to design conservately assume no wind suction EWffdnOprtg := wroprtg + wrfdn EWffdnOprtg = 6.973 x 104 1b MwindContain = 2.191 x 1041t-lb Moment @ bottom of Fdn ~:= MwindContain + FwindV-Hfdn MwindFdn = 2.968 x I04 ft-lb Soil Bearing Pressure Page 5 . L:WTfdnOprtg MwindFdn·6 SBPgrossMaxWind2 := + --~- Lftg Wftg Wftg . Lftg2 L:WTfdnOprtg SBPgrossMinWind2 := ----'--"- Lftg.Wftg MwindFdn·6 Wftg ·Lftl SBPne!Wind2 := SBPgrossMaxWind2 "fSOii·(HpedBg + Hftg) lb ~:=1500·­ f\2 Check OverTurning > Lftg L:WTfdnOprtg ·- 2 ~:= --:-:--:---:-:::-:--'-- MwindFdn Check sliding ~:=0.35 3 lb SBPnetWind2 = 1.167 x 10 - ft2 FSOT = 11.161 OK . . .::L::..;WT.;..;,;f.::d n--:O.,c'p_rt"'g'-'· '-'F r-'-ic.::tC.:..o;..;e--f ~:= FwindH FSsliding = 5.291 Design for Operating Condition + Seismic longitudinal direction Wfoprtg = 4.232 x 104 1b 3 lb SBPgrossMaxWind2 = !.552 x 10 - ft2 lb SBPgrossMinWind2 = 894.498- ft2 3 lb SBPnetWind2 = 1.167 x 10 - ~ OK OK ~= WToprtg + WTfdn FEoprtg = 3.809 x 10 3 1b L:WTfdnOprtg = 6.973 x 104 1b MEoprtg = 1.206 x 104 ft·lb Moment @ bottom of Fdn MEoprtgFdn := MEoprtg + FEoprtg·Hfdn Soil Bearing Pressure Use D+ 0.7E L:WTfdnOprtg 0.7MEoprtgFdn·6 SBPgrossMaxEQ := + Lftg Wftg Lftg Wftg 2 MEoprtgFdn = 2.73 x I04 ft.lb IBC Eq. 19-10 3 lb SBPgrossMaxEQ = 1.559 x 10 - ft2 Page 5 I;WTfdnOprtg SBPgrossMinEQ := Lftg.Wftg 0.7MEoprtgFdn·6 2 Lftg.Wftg SBPnetEQ := SBPgrossMaxEQ-"jSOii·(HpedBg + Hftg) lb ~:=1SOO·­ ft2 Check OverTurning > Wftg I;WTfdnEmpty ·-- 2 ~:= 0.7MEoprtgFdn Check sliding ~:=0.3S 3 lb SBPnetEQ = 1.174 x 10 - 1!2 FSOT = 5.52S OK <=<::ollrilnn I;WTfdnEmpty · FrictCoef ~:= 0.7FEoprtg FSsliding = 4.619 Pedestal Reinforcing M. E lb SBPgross 1n Q = 888.114- 3 lb SBPnetEQ = 1.174x 10 - ft2 OK OK ft2 By inspection the Opertating Condition + Seismic will govern the design Loads: ,.!i:= WToprtg + WTped )i,:= FEoprtg M := MEoprtg + FEoprtg · Hped Treat the pedestal as combined Bending and Axial Load Use: 1.20+ 1.0E h := Hped d := Wped -!.Sin -.Sin b := Lped .625in 2 h = 2.6671! d= !.474ft d1 = 17.688 b =9ft V = 3.809 X 103 Jb M=2.222x 104 ft·lb IBC EQ 16.5 Page 6 b1:= b{~) b·i F·=-- !WI 12000 Mu := l.O·M Mu1 := Mu·(-- 1 --) 1000·lb·ft Nu := 1.2·N Nu1 := Nu·(- 1 -) IOOO·Ib Mus:= Mu + Nu{ d-%) Mus1 := Mus·( 1 ) 1000·lb·ft Fy1 := Fy·(--ft- 2--J 1000·lb·l22 Mus1 KnPed:= -- F1 Use <I>:= 0.9 Mus1 Nu1 As:=----- d1·an <I>·Fy1 b1 = 108 in Page 7 F = 0.012gal F1 = 2.816 Mu = 2.222 x 104 ft.Jb Mu1 = 22.218 kip-ft Nu = 5.798 x 104 1b Nu1 = 57.984 kips Mus= 3.037 x J0 4 ft.Jb Mus·( 1 ) = 30.372 Kip-ft !OOO·Ib·ft Mus1 = 30.372 Kip-ft Fy1 = 60 kipslin'2 KnPed = 10.787 an:= 4.45 (conservative) ACI As= -0.688 in'2 By inspection use Asmin for shrincage and temperature Asmin := 0.005·Lped·Wped Asmin = 0.075 ft2 ( 12 2 ] Asmin · -;;z = 10.8 in'2 Use # 6 @ 9 in ea. face Astotal := (0.44){ ~}LpedG}z Astotal = 10.56 in'2 close to ( 12 2 ] Asmin· -;;z = 10.8 in'2 OK Footing Reinforcing Wftg =6ft Critical section for bending @ face of pedestal mbend := _,_(wtt___,g'---_W_,_p_ed..!..) 2 mbend = 2.167ft Design for Operating + seismic long. direction 3 lb SBPnetEQ = 1.174 x 10 - ft2 mbend 2 Mftg := 1.2SBPnetEQ · ·l·ft 2 By inspection use Asmin reinforcing for shrincage and temperature ~= 0.0018·12·Hftg{~) Asmin = 0.346 Use # 6 @ 9 in each way top and bottom Page 8 ~=0.44{192}2 Astotal = !.173 inA2 > Asmin = 0.346 inA2 OK Embedment Plate Design Design the Embedment Plate for the Container WT only+ Wind Pcontain = 4.152 x 10 3 1b FwindH = 4.612 x 103 lb FwindV = 1.942 x 103 1b (Load per support) L:PembdP := Pcontain-FwindV L:PembdP = 2.21 x 10 3 lb MwindContain = 2.191 x !04 ft.lb (Load per support) Distance between Embed. Plates = 96" -8" = 88" mEP := 88·in Load @ Embed Plate L:PembdP MwindContain Pembd := ----Pembd = -1.882 x 10 3 1b 2 mEP Shear@ Em b. PI (tension) FwindH VembPI := ---VembPI = 2.306 x 103 lb 2 Use 4 1/2" studs per Plate Load per stud Pembd P stud : = .;_::_:.:;:..:c 4 VembPI Vstud:= --- 4 Edge distance actual = 6 in Min. Edge distance= 5 in = 6 in OK Spacing distance actual = 8 in Min spacing distance= 5 in = 8 in Ok Embedment actual = 6 in Min embedment = 4 in < 6 in OK Tension capacity= 1500 lbs > 471 lbs OK Shear capacity= 1650 lbs > 577 lbs OK Check Embed. Plate thikness Pembd = -1.882 x 103 1b Spacing distance = 8 in 8·in MomPI := Pembd·- 8 Try x6x1/2 PL S 6in·(.5·in)2 mod := --'---'- 6 MomPI !bending := -- Smod fallow:= 0.75·Fsteel Pstud = -470.5981b Vstud = 576.555 lb IBC Table 1912.2 IBC Table 1912.2 IBC Table 1912.2 IBC Table 1912.2 IBC Table 1912.2 Mom PI= -156.866 ft·lb Smod = 1.082 x 10-3 gal 6 lb !bending = -1.084 x 10 - ft2 6 lb fallow= 3.888 x 10 - ft2 Page 9 OK Parcel Detail Page 1 of 4 Garfield County Assessor/Treasurer Parcel Detail Information Asse.ssor!Ireasurer Pffit).er:t)'_£earch I Assessor Sul>l'et Ql1ery: I ASl>_ess.or Sak~!Jl'sh Clerk & Recorder Re~.1ion S_earch Pan;el Detail I Y!!lue Detail I Sales Detail I Resid_elltiaJMm!ner<;ial hl1JlroY.ei!k!lt Detail _Land Detail I Photograph:> I Mill Lm~Revenues_Petail I Tax Area II Account Number II Parcel Number II 2007 Mill Levy \ I o29 II R290444 II 2139163ooo14 II 28.87 I Owner Name and Mailing Address \CHEVRON USA INC jC/0 CHEVRON TEXACO PROPERTY TAX IPOBOX285 \HOUSTON, TX 77001 Assessor's Parcel Description (Not to be used as a legal description) jsECT,TWN,RNG:16-5-98 DESC: SEC.7: jTHAT PT OF LOTS 12,14 AND NESENE IL YING DESC: BELOW THE ESCARPMENT j(NET 14.20AC) ALSO THAT PT OF DESC: jTRS. 50,51 AND 56 LYING BELOW THE /ESCARPMENT (NET DESC: 175.17). jSEC.8: THAT PT OF LOTS 2,4,7,8, jSWNE, NW, DESC: Nl/2SW, W1/2SE, jL YING BELOW THE ESCARPMENT (NET jDESC: 222.84AC). SEC.17: THAT PT OT jLOTS 1(23.16), 3( DESC: 8.57), 4 /c8.60), 5(11.84), 6(15.00), 7 j(13.64), DESC: (80.81 TOTAL /73.0 jNET) L YlNG BELOW THE ESCARPMENT http:/ /www.garcoact.com/assessor/parcel.asp?ParcelNumber=213 916300014 I I I I I I I I I I I I I I I I I I 12/1112008 Parcel Detail Page 2 of4 IDESC: ALL OF TRACKS 80(160 AC), I 1110(110 AC), 111(160 AC) DESC: AND I !THOSE PARTS OF THE FOLLOWING TRS I IL Y!NG BELOW DESC: THE ESCARPMENT, I ITRs. 57(117), 60(35), 62(46), 84( I jDESC: 118), 83(80), 81(120), 82 I ic24), 87(46), 79(73), 88( DESC: I j45), 90(58), 77(103), 91(53), 76 I 1(118), 75(116), DESC: 92(52), 93 I 1(76), 94(121), 113(121), 112(137), I IDESC: 6-98 TR. 41(160), AND THAT I /PART OF TR. 109(106), DESC: LYING I !BELOW THE ESCARPMENT AKA: LUCKY I /STRIKE #9 DESC: GLEN BEULAH, GEN. I !JOFFRE #3 & 4 AND THOSE PARTS OF I IDESC: THE FOLLOWING L Y!NG BELOW THE I !ESCARPMENT: GEN. DESC: JOFFRE 2,5-I 114, LUCKY STRIKE 4-8, 10-14, AND I !GEN. DESC: PERSHING 1 & 2. I lsUC:R290037 BK:0472 PG:0361 BK:0445 I IPG:0360 BK: 1655 PG: 178 RECPT:666845 I IBK:0858 PG:0942 I Location Physical Address: IITWN 5 ROE 98 SEC 16 I Subdivision: I Land Acres: 112840.21 I Land Sq Ft: llo Section II Township II Range I I 16 II 5 II 98 I 2008 Property Tax Valuation Information II Actual Value II Assessed Value I I Land: II 60,30011 17,4901 I Improvements: II oil 0 I Total: II 60,30011 17,4901 http://www.garcoact.com/assessor/parcel.asp?ParcelNumber=213 916300014 12/11/2008 Parcel Detail Most Recent Sale 1 1=1 ======:oS=cal=e =Da=te=l: I I Sale Price: j Addition<~LSales IL~ail Basic Building Characteristics Number of Residential 0 Buildings: Number of Comm/Ind 0 Buildings: No Building Records Found Tax Information I Tax Year II Transaction Type I 2007 II Tax Payment: Second Half I 2007 II Tax Payment: First Half I 2007 II Tax Amount I 2006 II Tax Payment: Second Half I 2006 II Tax Payment: First Half I 2006 II Tax Amount I 2005 II Tax Payment: Second Half I 2005 II Tax Payment: First Half I 2005 II Tax Amount I 2004 II Tax Payment: Second Half I 2004 II Tax Payment: First Half I 2004 II Tax Amount 2003 II Tax Payment: Second Half 2003 II Tax Payment: First Half 2003 II Tax Amount 2002 II Tax Payment: Second Half 2002 II Tax Payment: First Half I 2002 II Tax Amount I 2001 II Tax Payment: Whole I 2001 II Tax Amount II Amount I II ($252.46)1 II ($252.46)1 II $504.921 II ($236.20)1 II ($236.20)1 II $472.401 II ($300.99)1 II ($300.99)1 II $601.981 II ($343.98)1 II ($343.98)1 II $687.961 II ($420.50)1 II ($420.50)1 II $841.001 II ($422.10)1 II ($422.10)1 II $844.201 II ($837.02)1 II $837.021 http://www.garcoact.com/assessor/parcel.asp?Parce1Number=2139163000 14 Page 3 of4 12/1112008 Parcel Detail I 2000 II Tax Payment: Whole II ($871.96)1 I 2000 II Tax Amount II $871.961 I 1999 II Tax Payment: Whole II ($1,080.26)1 I 1999 II Tax Amount II $1,080.261 Iop___Qf£age Assessor Database S.ef!JCh Opjions I Trel!surer Database S.el!rch OgtiQ!1~ Clerk& RecQn;}~ Datahl!s.e Search Options Page 4 of4 The Garfield County Assessor and Treasurer's Offices make every effort to collect and maintain accurate data. However, Good Turns Software and the Garfield County Assessor and Treasurer's Offices are unable to warrant any of the information herein contained. Copyright © 2005 -2008 Good Turns Software. All Rights Reserved. Database & Web Design by Go_od Turns_Boftware. http:/ /www.garcoact.com/ assessor/parcel.asp?ParcelN urnber=213 9163 00014 12/11/2008 flP<t . PROPOSED SKINNER RIJDGE CENTRAL COMPRESSION FACILITIES ~~fy SECTION 36, T5S, R98~ 6TH PM ~\~WOO~ffi ~/' ~~1. SECTION 36, TSS, R98W /'> ("'~<> 1924 GLO BRASS CAP <,/' <"1, ~~ /) '\ "..-NW 1/4 S.36 <>'<:> "'-"' / '(\"· CHEVRON PROPERTY ~~ ,<.: \\ '<:; \ \f\ ,/ •>::,:J'S \\ / o't;t>,'O :; \ ~ /"' ""' 11>,0--s ~~~ -~-. ,s ~I; \ '\ -:7' ('.Jw . § ? ~ P.O.B. \ ~\( ~~o I \ ·\····"' ~ ~ ·t.JI \' I !l / /} I I / I I I 0\<r. "' . \ \\~ ~ m /:}1:!: .. " ~L ;;;:::· \I~-~~ ~~' 1\ / -£-TRACT 103 TRACT 104 ..__ .:i\ ,.."'·If I ~/ (\t \ '\."'"'; .# ~~ i 1 \~ \~~~~ ~c{~ ·. \'\\.\ \:~ ~~A'rf\ 1 : 'S\ v:;/~ / v~ \~ ,;/ f ,\I' \ ~0 W 1/4 CORNER SECTION 36, T5S, R98W ~ FOUND STONE W/POST LEGAL DESCRIPTION: \\~ _, \ \ \ \\ \ CHEVRON PROPERTY A PARCEL OF LAND SITUATE IN TRACTS 103 AND 104 LOCATED IN THE NW 1/4 OF SECTION 36, TOWNSHIP 5 SOUTH, RANGE 98 WEST OF THE 6TH PRINCIPAL MERIDIAN, COUNTY OF GARFIELD, STATE OF COLORADO, THE PERIMETER BEING MORE PARTICULARLY DESCRIBED FOR AREA AS FOLLOWS: COMMENCING AT A FOUND STONE IN PLACE FOR THE W 1/4 CORNER OF SAID SECTION 36, WHENCE A FOUND 1924 GLO BRASS CAP IN PLACE FOR THE NORTHWEST CORNER OF SAID SECTION 36 BEARS N00'04'39"W A DISTANCE OF 2643.38 FEET, WITH ALL BEARINGS CONTAINED HEREIN BEING RELATIVE THERETO; THENCE N16'38'57"E A DISTANCE OF 213.19' FEET TO THE TRUE POINT OF BEGINNING OF THE PARCEL DESCRIBED HEREIN; THENCE N68'48'53"E A DISTANCE OF 740.33 FEET; THENCE S25'11'30"E A DISTANCE OF 507.55 FEET; THENCE S55'02'39"W A DISTANCE OF 887.02 FEET; THENCE N14'22'17"W A DISTANCE OF 722.56 TO THE POINT OF BEGINNING, CONTAINING 11.19 ACRES MORE OR LESS. NOTES: 1) THE PROPOSED SITE AS SHOWN AND DESCRIBED ABOVE IS NOT A BOUNDARY SURVEY AND NO MONUMENTS WERE SET, THE PURPOSE OF THE ABOVE LEGAL DESCRIPTION WAS TO DESCRIBE THE PERIMETER AND AREA WITHIN CHEVRON PROPERTY FOR THE PROPOSED SKINNER RIDGE CENTRAL COMPRESSION FACILITY. 2) THE CENTRAL FACILITIES EQUIPMENT ARRANGEMENT AS SHOWN ABOVE WAS PREPARED BY URS -WASHINGTON DIVISION PER PLAN PBSR-59836AVF-CIV-LAY-URS-DODOO-DOD05-00, REV 0, DATED APRIL 22, 2008. SURVEYOR'S CERTIFICATE !, George R. Bauer: a Professional Land Surveyor in the State of Colorado do hereby certify that this Survey was made under my direct supervision, and that this Site Plan represents said Survey. 75' 0 150' ,...._ __ GRAPHIC SCALE IN FEET COLORADO P.L.S. 27925 1 INCH = 150 FEET CON&TI=<UCTION &UI=<VSY&, INC. ~~1:2 &UN~I&E 6b.VD. &lb. T, CO 61~~:2 ( 1~)61~·~1~J F'~EF'A~ED ~0~: Ct-IEV~ON U.S.A. INC. PBSR-59836AVF-CIV-SRV-CSI-00000-00001-U02 DRAWN BY: BLM CHECKED BY: GRB DWOoCHEVRON/CENTRAL-FACILTIES DATE:04/29/08 SCALE: 1" = 150' SHEET: 1 OF 1 2 3 ISSUED FOR SPECIAL USE PERMIT Location of building described in this submittal Pump Control Building Skid R 0 A D T 0 M 8 7 3 -"""- t. REFERENCE DRAWINGS: P8Sft-5'3836AVF-CIHAY-t1RS-GOOOO...OD002..00 FINISH GRAOE PLAN. 2. PAl CENTRAL FACILITY PAD FINISH CRAOING SL(J'ES I 2.0't. 3. COtTOOR INTERVAl: EXIST. CONTOURS= 1' DESIGN COOTOI.IRS = I' 4. PAl PIPE RACK TO BE INSTALLED AFTER TilE REII)VAL IJ' All COOSTRUCTIOtf UYOOIN TRAILERSISTRutTURES 5. CONTRACTOO SHALL CHECli ALL EXISTI!t& COODJTIO~ AHD FIELD VERIFY All DESIGN COOOOINATES AND ELEVATI(IIS PRICII TO C!MTRtK:TIIJrl, SCALE: 1 INCH "' 50 FEET 50' 0 50' MidConTinenT/ Alaska SBU Chevron NorTh America ExploraTion and ProducTion D c B """ 2 6 CHEVRON PRODUCTION FACILITY PICEANCE BASIN DEVELOPMENT GARFIELD COUNTY, COLORADO PUMP CONTROL BUILDING SKID ZZZ-0115 (PRE-FABRICATED BUILDING CONSTRUCTED BY WOOD GROUP) RIO BLANCO COUNTY r---.___ --____r---J ;:':I :::>1 Project ite T ownshlp SS Range 98W Section Silt GARFIELD COUNTY New Castle I~ l__ lw __ --------Parachute _jl ~ C9~1NITY MAP 9~1LDING ELEVATIONS DeBeq:::u7e-t-R"" ,,i'Es;:------- _ __ _ _ __ _ _ w Exit 62 COUNTY PITKIN COUNTY ( FOR STAIR AND HANDRAIL DETAILS SEE DWG. __ SITE OWNER: Chevron North America Exploration & Production CONTRACTOR: Elk Hom Construction ENGINEER: Rollo Wottinger Project Engineer Project Associates, INC 11999 Katy Fwy, Suite 607 Houston, TX 77079 281-556-6864 x211 BRIEF SUMMARY OF THE PROJECT: Without force and effect on the contract documents, the poject may be summarized as follows: The construction of o 9' -9 1/2. x 6' prefabricated, single story skid-mounted building on a concrete foundation. AREA CALCULATIONS: Total lot Area >100 acres Enclosed Building Mea 79 sq.ft. <1% Toto! Building Covered Area 79 sq.ft. <1% DRAWING INDEX: STRUCTURAL DRAWINGS: 0-2033-201-30-CI-1101-01 E-2033-2D1-20-AP-0002-D2 D-2033-2D1-30-CI-1109-XX D-2033-201-30-Cl-1135-01 PRE-FAB DRAWINGS: 315-DB OB4A45G1S 0B4A45G1E OB4A45G1B OB4A45G1R D-X-3D2-25A ELECTRICAL DRAWINGS: 2033-201-40-El-D020-01 2D33-201-40-El-0060-01 2D33-201-40-El-0013-01 2D33-201-40-El-0013-02 2D33-201-40-AP-0001-D1 2D33-201-40-AP-OD01-D2 2033-201-4D-El-4303-01 2D33-201-40-El-4313-01 2033-201-40-El-4319-01 ZONING: RESOURCE/lANDS (GENTlE SlOPES, lOWER VALlEY FLOORS) OCCUPANCY: U CONSTRUCTION TYPE: V-B GENERAL CMl NOTES CENTRAL FACIUTlES PlOT PlAN TYPICAL ST.'JR DET.'Jl PUMP CONTROL BUILDING FOUNDATION GENERAL ARRANGEMENT OF SKID SlOE WALL ASSEMBlY REAR END ASSEMBlY BASE ASSEMBlY ROOF ASSEMBlY SKID ASSEMBLY AND DET.'JLS VAC PANEl BOARD SCHEDULES ~RE, GAS, & ALARM SYSTEM BlOCK DIAGRAM 479 MCC ONE-UNE DRAWING SHEET 1 OF 2 4BO MCC ONE-liNE DRAWING SHEET 2 OF 2 AREA CLASSI~CATION PlAN 1 OF 2 AREA CLASSI~CATION PlAN 2 OF 2 GROUNDING AND EXTERIOR liGHTING -KEY PlAN GROUNDING AND EXTERIOR liGHTING GROUNDING AND EXTERIOR LIGHTING DESIGN CRITERIA: IBC-2003, IFC-2003, IMC-2003, IECC-2003, NEC-2005 SPECIAL INSPECTION REQUIREMENTS: WElDING: 1.) VISUAL INSPECTION OF WElDS PER AWS 01.1 CONCRETE: 1.) CONTRACT WllH TESTING LABORATORY TO PERFORM COMPRESSIVE TEST ON AT lEAST ONE CYLINDER PER EACH 14 YARDS OF CONCRffi. (30DO PSI MINIMUM AT 2B DAYS) 2.) OA/QC TECHNICW< TO VISUALLY INSPECT NUMBER ANO PLACEMENT OF REBAR IN COMPlW<CE WITH PLANS AND A.C.I. STANDARD PRACTICES. HAZARDOUS MATERIAL DATA: TI-llS BUILDING NEITHER STORES NOR PROCESSES HAZARDOUS MATERIALS OF ANY KIND. EXP DATE 07-31-10 A I B I c I D I E I F I G I " I I I J I K PICEANCE FIELD DEVELOPMENT DESIGN CRITERIA AND CIVILiSTRUCTURAL GENERAL NOTES REINFORCEMENT BAR TENSION SPLICE TABLE* GENERAL INFORMATION DIAMETER CLASS 8 SPLICE CLASS 8 SPLICE TOP BAR SPLICE TOP BAR SPLICE BAR SIZE LENGTH, IN. LENGTH IN LENGTH IN LENGTH IN 1. PRQ,!ECI SCQE'E: THESE STRUCTURAL DRAWINGS MAY ONLY BE USED TO CONSTRUCT THE 3. .EQQilliQS db in 3000 PSI 4000 PSI 3000 PSI 4000 PSI PROJECT LOCATED AT PICEANCE DEBEQUE, COLORADO. A. BOTIOMS OF FOOTINGS SHALL BE A MINIMUM OF 3' -0" BELOW FINISHED GRADE. CONCRETE CONCRETE CONCRETE CONCRETE 4. GRADE BEAMS· 3 3/6 16 16 17 16 2. BU!l DING -CODE: THESE PlANS HAVE BEEN PREPARED IN ACCORDANCE WITH THE INTERNATIONAL A. PROVIDE A MINIMUM SIX-INCH VOID BElWEEN THE 801TOM OF BUILDING CODE, (2003 EDITION}. All WORK SHALL BE PERFORMED IN ACCORDANCE WITH THIS GRADE BEAMS/FOUNDATION WALLS AND UNDERLYING SOILS. 4 1/2 17 16 22 20 CODE AND GARFIELD COUNTY, COLORADO REQUIREMENTS. 8. BOTIOMS OF GRADE BEAMS SHALL BE A MINIMUM OF 3 FEET BELOW FINISHED GRADE. 3. DESIGN LOADS· THESE STRUCTURES ARE A CATEGORY II STRUCTURES IN ACCORDANCE WITH TABLE 1604.5: c. REBAR SPLICES FOR TOP STEEL TO OCCUR AT MIDSPAN BETWEEN FOOTING LOCATIONS, UNLESS 5 5/6 21 16 26 24 NOTED OTHERWISE. A. DEAD LOADS ARE IN ACCORDANCE WITH SECTION 1606. MINIMUM ROOF DEAD LOAD IS 15 PSF. 0. HOLES IN SILL PLATES FOR ANCHOR BOLTS SHALL BE SNUG TO PREVENT WALL MOVEMENT. 6 3/4 26 22 33 29 6. LIVE LOADS ARE IN ACCORDANCE WITH SECTION 1607. PROVIDE ADDITIONAL NAILING AT JOIST SILL PLATE CONNECTION TO PREVENT SLIPPAGE. c. SNOW LOADS ARE IN ACCORDANCE WITH SECTION 1608: 7/6 37 32 49 42 TO 7000 FT. 40 PSF 5. QOMPAQE;Q Fill · 7 7001 FT. TO 8000 FT. 50 PSF 8001 FT. to 9000 FT. 75 PSF A. USE ONLY APPROVED NON-EXPANSIVE, GRANULAR MATERIAL FOR FILL AS RECOMMENDED BY THE 8 1 43 37 56 46 9001 FT. TO 10,000 FT. 100 PSF SUPERVISING GEOTECHNICAL ENGINEER. (IN ACCORDANCE WITH SECTION 7 OF ASCE 7) 6. ALL SUBGRADE COMPACTION SHALL BE AS DIRECTED BY THE GEOTECHNICAL ENGINEER 9 1 1/8 53 46 69 60 SNOW FACTOR: 1.0 6. EXTERIOR GRADE: 1 1/4 65 57 65 74 (IN ACCORDANCE WITH BUILDING CLASSIFICATION) 10 UNBAlANCED SNOW LOADS PER SECTION 7.5 OF ASCE 7 A. SLOPE PERIMETER GRADE AWAY FROM BUILDINGS AT 6 INCHES IN THE FIRST 5 FEET, OR AS RECOMMENDED DRIFTING SNOW LOADS ON LOWER ROOFS PER SECTION 7. 7 OF ASCE 7 BY THE GEOTECHNICAL ENGINEER. 1 3/8 76 65 102 66 DRIFTING SNOW LOADS ON ROOF PROJECTIONS PER SECTION 7.8 OF ASCE 7 11 I D. FROST DEPTH SHALL BE .36" TO ELEVATION 8000 FEET AND 42" ABOVE ELEVATION 8000 FT. 7. ANQHQR 6QI Ti2;: E. WIND LOADS ARE IN ACCORDANCE WITH SECTION 1609 OF INTERNATIONAL BUILDING CODE. 2003 A. FOR EQUIPMENT, STRUCTURAL STEEL AND PIPING ANCHOR BOLTS· SHALL BE ASTM f1554 GRADE 36, UNLESS •iN ACCORDANCE WITH ACI .318-05 FOR CLASS "8" SPLICES USING GRADE 60 REINFORCING STEEL . EDIT!ON, WHICH REFERS TO SECTION 6 OF ASCE 7. •SPLICES SHALL BE STAGGERED AT LEAST 24~. WIND VELOCITY 90 MPH OTHERWISE NOTED ON THE DRAWINGS. NUTS SHALL CONFORM TO ASTM A563 GR. A HEAW HEX. WASHERS EXPOSURE CATEGORY C SHALL BE ASTM F436 ANCHOR BOLTS, NUTS AND WASHERS SHALL BE GALVANIZED IN ACCORDANCE WITH A153. 6. UNLESS NOTED OTHERWISE, CONCRETE PROTECTION fOR REINFORCING SHALL BE AS FOLLOWS : WIND IMPORTANCE FACTOR 1.15 8. WHERE INDICATED ON THE FOUNDATION DRAWINGS, HEAVY EQUIPMENT ANCHOR BOLTS SHALL BE AjCONCRETE DEPOSITED DIRECTLY AGAINST GROUND : 3~ CLEAR. (IN ACCORDANCE WITH BUILDING CLASSIFICATION) ASTM F1554 GR 105 WITH ASTM A194 GR 2H NUTS AND ASTM F436 WASHERS UNLESS OTHERWISE NOTED. B CONCRETE EXPOSED TO EARTH OR WEATHER AFTER REMOVAL Of FORMS: 2" CLEAR FOR #6 BARS & HEIGHT AND EXPOSURE COEFFICIENT AS PER EACH AREA. 00 NOT GALVANIZE. LARGER ; 1 1/2" CLEAR FOR #5 BARS & SMALLER UNLESS NOTED OTHERWISE ON DESIGN DRAWINGS. F. EARTHQUAKE LOADS ARE IN ACCORDANCE WITH INTERNATIONAL BUILDING CODE 2003 WHICH AlLOWS c. UNLESS OTHERWISE NOTED ON THE FOUNDATION DRAWINGS REFER TO TABLE 1 FOR STANDARD ANCHOR BOLT 7. REINFORCING BARS SHALL NOT BE HEATED. STRAIGHTENED OR RE-SENT WITHOUT THE APPROVAL OF THE USE OF THE s~f{Ec~~5 CODE. THE ASC 7-05 CODE WILL BE USED. THREAD AND SLEEVE LENGTHS. 0 D.ESIGN ENGINEER . COLO BENDING OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ACI 318. ffr~~j~ i~~s~~Pf& 'eeoo 00 "'"' S< AND 5, 43.6%, 9.1% TABLE 1 6. THE FABRICATOR SHALL SUBMIT EACH OF THE REBAR PLACEMENT DRAWINGS & ACCOMPANYING BAR LISTS I • Sos ANO 's0; D70%, 13% FOR APPROVAL. THE FABRICATOR'S PLACING DRAWINGS SHALL BE REFERENCED TO ENGINEER'S DESIGN 0.105 w BOLT AllOWANCE toR NUTS THREAD SLEEVE DRAWINGS. BAR LISTS SHALL BE REFERENCED TO THE RELATED PlACING DRAWINGS. THE ENGINEER OR ITS duRnjsttCTOR. R ~IMPUFIED PROCEDURE PER !BC DIAMETER (Unless Otherwise Noted) AT TOP (If Req'd)) STD. LENGTH DESIGNATED REPRESENTATIVE , WILL REVIEW THE FABRICATOR'S PLACING DRAWINGS & BAR LISTS IMTH 1617.5 d. RESPECT TO CONFORMANCE TO THE DESIGN DRAWINGS. ONE COPY WILL BE RETURNED TO THE fABRICATOR LENGTH N1 N2 PI& SHELL SIZE L APPROVED OR WITH NOTATIONS REQUiRING CHANGE. IN THE LATER CASE, THE FABRICATOR SHALL CLEARLY 4. CONSTRUCTION METHOD· THREAD MARK SUCH CORRECTIONS AND RESUBMIT THE DRAWINGS FOR FlNAL APPROVAL . APPROVAL OF REBAR A. THE STRUCTURAL DRAWINGS REPRESENT THE FINAL STRUCTURE. THE DRAWINGS DO NOT INDICATE LENGTH (Unless Otherwise Noted) PLACEMENT DRAWINGS & BAR LISTS BY ENGINEER WILL NOT RELIEVE FABRICATOR OF RESPONSIBILITY FOR THE CONTRACTORS' MEANS, METHODS, TECHNIQUES, SEQUENCES OF CONSTRUCTION AND JOB SITE AT THE COMPLETENESS & ACCURACY OF ALL THE DIMENSIONS & DETAILS. SAFETY. THE ENGINEER Of RECORD IS NOT RESPONSIBLE FOR THE CONTRACTOR'S FAILURE NOR BOTTOM 9. ALL EXPOSED CORNERS ABOVE GRADE SHALL HAVE A 1" CHAMFER .{NOTE: MANY MAT FOUNDATIONS Will IS THE ENGINEER OF RECORD RESPONSIBLE FOR ECONOMIC LOSS AND/OR DELAYS OF THE CONTRACTOR OR SUBCONTRACTORS. 1/2" 1" 1/2" 1" 2 1/4" 2~ x s» 1'-0" HAVE EXPANSION JOINTS WITH PAVEMENT ABUTTED. THESE WILL BE TEMPORARY EXPOSE!} .PRIOR TO THE 8. All CONSTRUCTION SHALL BE ADEQUATELY BRACED TO PREVENT 5/6" 1 1/4" 2" 1" 2 3/4" 2" X 7" 1' 3'' INSTALLATION OF THE PAVEMENT BUT SHOULD NOT HAVE CHAMFERED EDGES.) DISTORTION AND DAMAGE DUE TO CONSTRUCTION LOADS AND NATURAL FORCES. 10. IMMEDIATELY AFTER FORMS ARE REMOVED , THE FOUNDATION CONTRACTOR SHAll FILL ALL VOIDS TO 3/4" 1 1/2'' 2 1/4" 1 1/4" 3" 2" X 7" 1'-4" OBTAIN A STRAIGHT & FLUSH SURFACE. IMPERFECTIONS SHALL .BE CORRECTED WITH GROUT & THEN All 5. TRAQE COORDlliAILOl:!; EXPOSED FOUNDATION COLUMNS, BEAMS & WALLS ABOVE GRADE SHALL HAVE A STONE RUBBED F!NISH.ANY ..... ·· A. THE STRUCTURAL DRAWINGS ARE INTENDED TO BE USED IN CONJUNCTION WITH ARCHITECTURAL, 7/8" 1 1/2" 2 1/2" 1 1/4" 3 1/4" 2" X 7» 1'-5" HONEYCOMBING SHAll BE CHIPPED & REMOVED TO SOUND CONCRETE PRIOR TO REPAIRING WITH GROUT. ELECTRICAL, MECHANICAL, PLUMBING AND SITE DRAWINGS. CONFLICTS IN DIMENSION HONEYCOMBING REPAIRS THAT EXPOSED STEEL REINFORCEMENT SHALL BE DOCUMENTED & REPORTED TO AND INTERFERENCE SHALL BE DIRECTED TO THE· ENGINEER PRIOR TO CONSTRUCTION. 1" 1 .3/4" 2 3/4" 1 1/2'' 3 1/2" .3" X 10" 1'-10" THE ENGINEER PRIOR TO REPAIR & PLACEMENT . 6. SPECIFICATIONS: 1 1/4" 2 1/4" 3 1/2'' 1 3/4" 4 1/4" 3" X 10" 2'-0" 11. FOUNDATION CONTRACTOR SHALL VERIFY All DIMENSIONS AND EMBEDS PRIOR TO POURING FOUNDATIONS. CONTRACTOR SHALL CHECK ELEC, GROUNDING, FIREWATER & SEWER DRAWINGS AS MAY BE APPROPRIATE A. IF CONFLICT ARISES FROM THE RECOMMENDATIONS Of THESE DRAWINGS AND THOSE CONTAINED 1 1/2" 2 1/2" 4" 2" 4 3/4" 4" X 15" 2'-8" TO ENSURE ALL UNDERGROUND LINES ARE IN PLACE PRIOR TO THE POUR . PRIOR TO IMPLEMENTATION Of IN THE SPECIFICATIONS, NOTIFY THE ENGINEER OF THE DISCREPANCY Pf?IOR TO CONSTRUCTION. FIELD MODIFICATIONS FOR CONSTRUCTION OR PlACEMENT ERRORS, THE ENGINEER OF RECORD SHALL BE 1 .3/4" 3" 4 3/4" 2 1/4" 5 1/2" 4" X 15" 2'-10" NOTIFIED IN WRITING FOR APPROVAL OF ALL FIELD DESIGN .CHANGES. 7. OPENINGS: 2 1/2'' 12. FOUNDATIONS SHAll BE PLACED ON UNDISTURBED SOIL OR ADEQUATELY COMPACTED"Fill PLACED IN OPENINGS, SLEEVES, POCKETS, ETC. SHALL NOT BE PLACED IN BEAMS, JOINTS, COLUMNS, ETC. 2" 3 1/4" 5 1/4" 6" 4" X 18" 3'-4" A. ACCORDANCE WITH THE GEOTECHNICAL INVESTIGATION UNDER THE SUPERVISION OF A QUALIFIED INSPECTOR UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS. NOTIFY THE ARCHITECT WHEN 2 1/4" 3 3/4'' 6" 2 3/4" 6 3/4" 4~ X 18~ 3'-10~ IF THE SOIL THAT SUPPORTS THE FOUNDATION IS TO BE EXPOSED OVERNIGHT, !TIS RECOMMENDED THAT DRAWINGS BY OTHERS SHOW OPENINGS, SLEEVES, POCKETS, ETC. NOT SHOWN ON THE A 2" SEAL SLAB BE INSTALLED AFTER THE SUBGRADE HAS BEEN INSPECTED TO ENSURE ADEQUATE STRUCTURAl DRAWINGS, BUT WHICH ARE LOCATED IN STRUCTURAL MEMBERS. 2 1/2" 4" 6 1/2" 3" 7 1/4" 6" X 24" 4' 2" BEARING CAPACITY FOR SOIL BEARING FOUNDATION 6. EXISTING CONQ!TIONS· 2 .:S/4" 4 1/2" 7 1/4" 3 1/4" 8" 6" X 24" 4'-4" 13. STRUCTURAL FILL SHALL BE USED AS BACKFILL AGAINST FOUNDATION & TO RAISE GRADE. EXCEPT AS INDICATED ON THE PLANS FOR FROST PROTECTION FILL . FROST PROTECTION FILL SHALL BE A SAND AND A. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS DEPICTED ON THESE DRAWINGS PRIOR TO CONSTRUCTION. 3" 4 3/4" 7 3/4" 3 1/2'' 8 1/2" 6" X 24" 4'-6" GRAVEL FILL CONFORMING TO THE GEOTECHNICAL RECOMMANOATIONS.THE FILL SHALL BE FREE Of 9. STRUCTURAL I AYQUT· SIGNIFICANT ORGANIC , DELETERIOUS MATERIAL & SHALL HAVE AN EFFECTIVE PARTICLE DIAMETER OF LESS A. ALL CONCRETE & STEEL MEMBERS ARE CENTERED ON PlAN GRIDS UNLESS NOTED OTHERWISE. THAN 3". 6. FOR DATUM ELEVATION SEE SEE "BENCHMARK NOTES" DWG. 2033-101-30-CI-1102-02. STRUCTURAL MATERIALS 14. GROUT FOR EQUIPMENT & BASE PLATES SHALL BE AS NOTED: PIPE RACK, SKID, AND MISC. SUPT. BASE -USE CEMENT GROUT ~' 10. HAZARDOUS MATERIA\ DATA 1.0 CONCRETE: CONCRETE MATERIAL PLACEMENT AND TESTING SHALL BE ACCORDANCE WITH CONCRETE EQUIPMENT STRUCTURES -USE FIVE STAR GROUT OR APPROVED EQUAL ~;oo A. THIS FACILITY IS DESIGNED TO ACCOMMODATE APPROXIMATELY 50 MILLION STANDARD CUSIC FEET PER DAY SPECIFICATION 2D33-240-30-SP-0004-01 UNLESS OTHERWISE NOTED ON THE DRAWINGS. VESSEL BASE PLATES -USE FIVE STAR GROUT OR APPROVED EQUAL (MMSCFO) OF PRESSURIZED, WELLHEAD-QUALITY NATURAL GAS (I.E., NATURAL GAS THAT HAS YET TO HAVE EXCHANGER SLIDE PLATES -USE FIVE STAR GROUT OR APPROVED EQUAL ~}~OE WATER, CARBON DIOXIDE, AND NATURAL GAS LIQUIDS REMOVED PRIOR TO SHIPMENT AS PIPELINE 1. 1 _GENERA! Rf.Q!JIREMENTS: PUMPS LESS THAN 25HP -USE FIVE STAR EPOXY GROUT OR APPROVED EQUAl QUALITY NATURAL GAS). THE NATURAL GAS WITHIN THIS BUILDING IS CONTAINED WITHIN S~~El PIPELINES 1. CONCRETE FOR ROTATING EQUIPMENT FOUNDATIONS (25 HP AND GREATER) SHALL BE PROPORTIONED PUMPS 25HP AND GREATER -USE FIVE STAR EPOXY GROUT OR APPROVE EQUAL WANO ASSOCIA~~~.~.~fSS~~;:-RATED VESSELS DESIGNEO PE~~"~,~NO API D COMPRESSORS AND TURBINES -USE FIVE STAR EPOXY GROUT OR APPROVE EQUAL S T S A STORED NOR UTILIZED WITHIN T I THIS IS APPLICABLE FOR All H TO OBTAIN A MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI @ 28 DAYS. OCCUPANt'/ ENCLOSU~('S. 2. All OTHER CONCRETE SHALL BE PROPORTIONED TO OBTAIN A MINIMUM COMPRESSIVE STRENGTH OF BOLT: A.'J.?' NOT APPLICABLE FOR ENCLOSURES RATED OCCUPANCY FOR S OR U. ffi 3000 PSI AT 28 DAYS UNLESS NOTED OTHERWISE. SPECIFICATION OF THE CONCRETE STRENGTH FOR ... ~ 11Aili ~ GENERAL CIVIL"NnTF SEAL SLABS MAY BE REDUCED TO 2000 PSI AT 28 DAYS. 1. ANCHOR BOLTS SHALL BE SET BY MEANS OF A TEMPLATE. REINFORCING STEEL MAY BE ~ .;~~~ ... :. ~ TO ACCOMMODATE SlEEVES. REINFORCE SHALL NOT BE CUT. FQUNQATIQNS 3. THE MAXIMUM NOMINAL AGGREGATE SIZE FOR FOOTING MATS & · MASS POURS SHALL BE 1 1/2" PIA. 2. USE PRECAST "PB" OR "DB" CONCRETE BAR SUPPORTS TO SUPPORT REINFORCEMENT 1. GEQTECHNICA! INVESTIGATION· THE MAXIMUM NOMINAL AGGREGATE SIZE FOR POURS ABOVE MATS SHALL BE .3/4" DIA. 3. CLASS "B" LAP UNLESS NOTED OTHERWlSE. "~i~ A GEOTECHNICAL REPORT BY GEOTECHNICAL ENGINEERING GROUP, INC. OF GRANO JUNCTION, CO, DATED 4. All REINFORCING STEEL SHALL CONFORM TO ASTM A615/615M GRADE 60 {420MPo). 4. NO ADDITIONAL REINFORCING IS REQUIRED IF OPENING IS LESS THAN 12" DIAMETER. A. 5. EMBEDDED ITEMS SHALL HAVE A MINIMUM OF (2) ANCHORS. '<~UN I-' APRIL 27, 2007 (JOB NO. 2628-G) IS AVAILABLE. THE CONTRACTOR SHALL FAMILIARIZE HIMSELF WITH ALL 5. UNLESS OTHERWISE NOTED REINFORCING STEEL SHALL BE ·SPLICED AS. FOLLOWS : OF THE REPORT REQUIREMENTS. THE FOLLOWING DESIGN PARAMETERS HAVE BEEN DEVELOPED BASED ON 6. ALL EMBEDDED STEEL THIS DRAWING SHALL MEET ASTM A36. UNLESS OTHERWISED NOTED. THIS REPORT, THE MORE STRINGENT REQUIREMENTS SHALL APPLY. IF CONDITIONS DIFFER FROM THOSE A~ COMPRESSION SPLICES: 30 BAR DIAMETERS MINIMUM, BUT NOT LESS THAN 12". 7. All EMBEDDED STEEL SHALL BE FINISHED AFTER FABRICATION AS SHOWN ON THE PROJECT~~. DATE 07-31-10 PRESENTED HEREIN, THE ENGINEER SHALL BE NOTIFIED BEFORE CONTINUATION OF THE WORK. B TENSION SPLICES; SHALL BE CLASS "8" IN ACCORDANCE WITH ACI 318 (SEE SPLICE TABLE) 00~~ . C) MINIMUM LAP FOR WELDED WIRE FABRIC SHALL BE ONE FULL MESH PLUS 2" BUT NOT LESS THAN 12" 8. DIMENSIONS ON PROJECT DESIGN DRA'MNG ARE BASED ON FORMED CONCRETE. CONTRACTOR MUST 2. SPREAD FOQTINGS: D) LONG MAT SPLICES TO BE STAGGERED I.E. NO MORE THAN ONE HALF THE BARS TO BE SPLICED AT OBTAIN WRITTEN APPROVAL FROM THE ENGINEER PRIOR TO USING EARTH FORMED A. FOOTINGS SHALL BE DESIGNED FOR A NET ALLOWABLE SOIL BEARING PRESSURE AS GIVEN BY THE THE SAME LOCATION. CONSTRUCTION. GEOTECHNICAL ENGINEER AT THE VARIOUS LOCATIONS IN THE PROJECT. 8. SUBGRADE SHALL BE INSPECTED AND SIGNED OFF BY A COLORADO STATE REGISTERED GEOTECHNICAL ENGINEER TO VERIFY THE ABOVE BEARING CAPACITIES IMMEDIATELY PRIOR TO CONSTRUCTION OF THE FOOTINGS. ~ " ' e I No!th Ameri3~BU PICEAcNHcV"F~Eui'0DRE~HELt~~~~f & EPS txpiOIOUOn j ISSUED FOR CONSTRUCTION REVISED ' '""' 16iiiii)Oi ~ CENTRAL FACILITIES ~T~r ' GENERAL CIVIL NOTES DATe 11~1~~0!."! ~ -""':;,~"~:'~ 11 01-01 I,~, ""i .. -~·J:: ' D I I Do\.1 f>tW : 02(28/()8 IJ:1l "" "'" ...... ._ ••• ~'e>A_.. ~--""'•• on''-""-"'-~'"''"'-"' A I B I c I D I I F ~ ~ ~ ·' ' " I IOJ 2 - l ) i " '· ,..,._ II .,_, 5 1 I; . , ... ..,. I~ --= IW'-1~~ 14' X :1$ ,_,;~ .... I -~~~ I I N !QIIt-f - 7 I G I ~ ~ l ~ I I I~ ~yo I ~ I " ~~ ~-' GO'~=' 14' )( .w ~' ~ i l;l~w ~ I " H I I I J I K r ' I I i .-~ .. _,. p-1 ~ I YL . ·~·~· i I ~ I '"'" I ~~-==~"' I I N.lm·-:~· ~-~tt;IR ~~ I I I : i i : ~343'~ I "' "' -------------L I ----I ~ I --I I _,.."" I I _,.-"" I I _,/ I I ' I I , I / ~~ I / I ~/ I ~ I I I I 1 I I 1 1 I I I I l I I I '..----I I I .-~r-r'~ I I I I I 1 ~ I I I I I I t., I I I I I / i ~ i I I I \ \ \ I I 1 : 0IK'~ ... il.: ! r\h --.1 I I "~ ~· T 'f-J -----=-: : ~~· : I I I I I I I I I \ I \ I \ I \ I \ I \ I " I 'I ··~·(~---------------- 2 3 4 5 6 7 A B 01 '-'I ~~ ilil ~I 01 gl WI ... _j I 8"x8"x1/2" STEEL PLATE (TYP. OF 6) SEE VENDOR DRAWINGS FOR DETAILS OF BUILDING AND BUILDING SKID c CONCRETE STAIR PLAN VIEW ~~;;.?,~---CD TOP OF LANDING ELEV. TO BE 1 ~ MAX. LOWER THAN FLOOR OF BUILDING. SWEEP SACK EACH STEP 1" SEE BUILDING FOUNDATION DRAWINGS -I FOR FOUNDATION DETAILS 1 -----------------~ CONCRETE STAIR SECTION WAY D FIN. GRADE E n\IPROJECT fMASSOCI/\ TES F G NO BY JIEV!SIOH DESCfiWTJOM 0 ROS ISSUED FOR CONsmucTlON H STANDARD TREAD DETAIL USE THIS DETAIL FOR ALL STEEL STAIR TREADS DETAIL CD !;ii Chevron North America liliiil Exploration & Production -MCBU OWG. SCALE: 1/2" .. 1'-Q" om. D.l,'ft: 09/'1.7/08 """"' "" J K EXP. DATE 07-31-10 CHEVRON NORTH AMERICA PICEANCE FIELD DEVELOPMENT -EPS CENTRAL FACILITIES lYPK:.\1. ST~R ll!AIS ORAWING NUNBE.R 2033-201-30-CI-1109-XX 0 . A I B I c I D ~-v~- ' 1 I -..... II 4'-9" ·;· 4'-9' ...... 4'-$" l'-3 1/2" I 3"-a 1/?: 9 1/2" 1~-----=c-- 9 1/2" I I 1:., -!}~ ~ 2 I I I I -i ~ ~~_,___,_\f: _---+Y~f+-+ ___ : -=t+-1 -~_4-H-' ! II ~ I I: I ; 3 - 4 - 5 -ZZZ 0115 PUMP CONTROL BUILDING FOUNDATION PLAN 6 -RffERENCE DRAWINGS· ~201-26-U'-0002-()2 - 2033-201-30-0-1102..00 - NOTES: 1. l'tl'f CM!. CEt£R,I,l NOlES SEE D'IG. Ho. 20lJ-201-JG-Q-IIOHl1. 7 '1. F'OO: OA1'1Jll El£VATIOO SEE ~ NOlES OWG. Nu. 20.>$-201-3\l-0-1102-{12,_ J. FHSH Ttf' C(JIC!ltlE PEDESTAlS 'lRIJE AHO tEYEl TO RECENE Sl<lO. 4 •• FHSH GRAOE ro PROWlE ~ W "S-f)" COVfR FRQI,f BOT'ItU W fOOliNG UJl 5.. FOO SKlO COOOJ!NAtts SEI FOON:IATlOO LOCATIW ~'tAN !1M;. 2033-2ot-3G-Q-1l02-ll2. 6. B.EClROOES 9-l,IU BE E-71l16 AND Ml.DING PROCmURES 9-!"LL. COOFCRII TO AWS ()1.1, TASl.E 3.1 I E T.O.<;. ,t PlATE a..ft~" ,. "" I F "''"""'- 16 0 9' SECTION I "'"", ,. 0 16" (ro "'"" '" ll'NLS.) G (FOR REJNFORC!NG INFO SEE SECTION A-A) SECTION IP\IPROJECT !~ASSOCIATES-·~~~ ... NO BY REVISION OESCRIPTIOH 0 JGR ISSUED fOR CONSTRUCTION I H I I J I K 1'..()' ,. 'fil-1--<-1/2''""""" I ~ STUDS AJS (f'.S,) J~-+-1-f--~1 P J/4'x 12"~ 1'-G" LG I '"" (m>.) '-----·· u SECTION ISSUED FOR CONSTRUC110N DATE CHIC APP 10/15/08 'll.l MH to/tsl!ls Chevron North America Expolrotlon & Production -MCBU DWG. SClii: 1/2"-t'-o" ORIG. !lATE: 09/20/08 """" .. '"" """' OAAWN BY: JGR ~lri':TM N'l'lmm !IT: !o!H I EMBEDDED PLATE DETAIL zzz SCALE: 1"-1'-0" (4 REQ'O.) v r CENTRAL FACILITIES SCALE: N,T.S. 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AS SHOWN. 2. L.H. SYMMETRICALLY OPPOSITE. 7 LASHING RING S0614A2-Y01 SS4121NC PIATEO 10 6 VENTILATOR ASS 2 5 HUCK-BOLT 2611-0004/2662-0500 ALUMINIUM 6 4 TOP SIDE RAIL S040230-F31 CORTEN A 3 SIDE PANEL 5010216-131 CORTEN A 8 2 SIDE PANEL (SMALL) $020216-131 CORTEN A SIDE PANEL (HOLE) 5030220-131 CORTEN A 2 """ DESCRIPTION DWG NO. MATERIAL QIT. TITLE: SIDE WALL ASSEMBLY OWNED BY: TRITON SCALE: 20 DESIGNED BY: FJJ Feb.03,2004 WEIGHT: KG. QTY.: 2 CHECKED BY: HJP Feb.03,2004 084A45GIS DWG No.: APPROVED BY: HSO Pet>.03,2004 SHEET OF SHEETS ISSUE: 04A-00 CIMC THIS DRAWING AND All COPIES iHCREOF ARE CONF!DEtmAl AND THEPROPERTYOFCIMC. MfYPART OF THE DRAWiNG SHAll. NOT BE COPIED, REPRODUCED, DISCLOSED OR DJ5mlBUTED TO ANY PARTY WITHOUT PRIOR WR1TTlEN APPROVAL. FROM CtMC. I J ~rr I I 0 m ro 300 Lffi (629) T3MM MIN. 0 n • N ro -1--' 420 SEAUNG (BLACK) 2438_~ 340 420 (BLACK) I ! 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MATERIAL Qn'. TITLE: BASE ASSEMBLY OWNED BY: TRITON SCALE: 20 DESIGNED BY: FJJ feb.03,2004 WEIGHT: KG.jQTY.: ~C:::H::;Ec:cC:::KE:::D:.,::B.::Y.._-'CHO:JP-f-.CFC:':::b·:::0::;3•;;;20:::;0:::_4 DWG No.: APPROVED BY: HSD feb.03,2004 084A42G1B SHEET OF CIMC SHEETS ISSUE: I 04A-00 Tl!IS DRAWING AND AU. COPIES THEREOF ARE CONFIDENTIAl. AND TliE PROPERTY OF CIMC. Mf'f PART OFTliE DRAWING SHAll NOT BE COPIED, REPRODUCED, DISCLOSED OR DISTRJBUTEO TO ANY PARTY WITHOUT PRIOR WRITTEN APPROVAL FROM CIMC. 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I ~I TYP 2. PARALLEL EDGES DEVlAT!ON OF EACH ROOF PANEL ~ I "I t-t D WITHIN THE TOLERANCE OF ±0.5 MM r~~ --! -f-1 ' ~! t .J I ~ l<l_.. 71 -"' SECTION E-E < - -_) u -!1 1 2 SEALING SECTION B-B 1 I ROOF PANEL I R010220-101 I CORTEN A I 11 1 5 DETAIL c "'"I DESCRIPTION I DWG NO. I MATERIAL I QTY 1 2 TITLE: ROOF ASSEMBLY -"5 91 13. OWNED BY: TRITON SCALE: I • 20 RIO r-DESIGNED BY: HJP Feb.03,2004 WEIGHT: KG.IQTY.: 1 ~" CHECKED BY: FJJ Feb.03,2004 '\;\ ' ~~ DWG No.: 084A42G1R ·---. / APPROVED BY: HSD Feb.03,2004 ! SHEET OF SHEETS ISSUE: I 04A-OO VIEW D CIMC TillS DRAWING ANP ALL COPIES THEREOF ARE COHFIOENTIAl. AND THE PROPERTY OF CtMC. ANY PARr OF THE ORAWING SHAll. 1 2 NOT BE COPIED, REPROPUCEP, PISCLOSEP OR DISTRIBUTED TO ANY PARTY WITHOUT PRIOR WRrfT'EN APPROVAL FROM CIMC. 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AU. GROUNDING CONN£COONS TO EQUIPMENT 5tWJ. CONNEC110NS />S SHOWN ON "THE GROUNDING DETAI 5. BOLTS. NI1TS AHD WASHERS SIWl. BE Sti..ICOtHIRt COHNECllONS. 6. WHERE TilE GROUND CABLE !MY BE INSTAillD lBO IN PVC CONDUIT WITH Sllll.DING . UNES, ROIJTED N!J AND IN CORf£RS WHERE PRACilrJL FOR M'IXNUII I DEI'Ail£D ON DFAWINGS. 'IKE EX1Cf ROI1!1NG, El.EVI SHAll. BE DE'fERMlNED IN lHE f!Etl), 7. GROIJN) CABlE 1'9f1AATIHG COiiCREfE OR w.soNR'I ROUTED lHRU 1" Sll!EDULE 40 PVC CONDUIT stEf' DETAILED OAAWII¥>5 UNlESS tm!ERWISE NOJID. SFJ CABLE IS !HSTAillD) AND OUTSIDE WITH N'J>RtNm 8. AU. STN«tiAY STm.. IIErN.. GAA11NG AND twllliWJ.; GROUtl> SYSIDI, EITHER THROUGH THE S1'RUC1UIW OR ~GROUND WIRE. Rf),I(WASt..E SECTIONS l COlli TYPE CONHEtroR CONNECTED TO CRI 9, THE 11WN PlANT GROUND GRD SIZE CONOlJCroR Sl A M!HIM\111 Of' 30 INCHES. 10. GROUN> CABlES FOR 1N0MDU1L IMCHINES OR EQU ('J&E, 1YPE 1HW. 11. E'ACH NJ..W:£NT CABLE lRAY SIW.l BE OONDCD ro IN '!HE DETAilS. lliE CABLE 1RAYS SW.U. 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