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Home My WebLink AboutApplication-PermitProject Address ,co Owner Information Garfield County Building & Planning Department 108 8th Street Suite 401 Glenwood Springs, CO 81601- Phone: (970)945-8212 Fax: {970)384-3470 Parcel No .. 213532100009 Address 1999 Broadway# 3700 Denver CO 80202- Tract No. Block No. Lot No. Phone Contractor(s) Phone Primary Contractor Proposed Construction I Details Pump Building at the Jack Rabbit Compression Station. Valuation: $ 35,892.00 Fees Due Commercial Building Fee Plan Check Fee Total: Amount $828.88 Total Sq Feet: 900 Total J Amt Paid J Amt Due $828.88 $611.06 ... : R:\ F0U Section Township Cell Required Inspections: Fo>l"'o"tlo"' ""' 1 {970)384-5003 Inspection Foote~s >Walls. IVR .I 105 .1.1.0 Framing 115 ."..:.~~='' ····--·-· .. ---·-· +···''-'-"--·1 DfYWall 120 .• Fc.cin L:al·" .. ' ·······-·-•.. ---·--· .. +··1·' 2'_·5"· ·I '' I 160_ .. UGI . i 605 Rough. 610 1 _G,.a,s, ________ ·······--§1§_ IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING: Applicant Copy 1. Final inspection of the work authorized by this permit is required. A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings, structures and remodeling work. This perm!tlp!an review expires by Ume limitation and becomes null and void if the work authorized by the permit is not commenced within 180 days from the date of permit Issuance or If the permit is not obtained within 180 days from the date of plan submittal. This permit expires and becomes null and void if any work authorized by this permit Is suspended or abandoned for 180 consecutive days or if no progressive work has been verified by passing a required County Inspection for a period of 180 consecutive days. Thursday, June 25, 2009 1 I 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: 2135-321-00-009 ······~----. . ·-·---··· ··-------········-·-··-------... ·~---··--- Locality: -----···· ··------__ Jackrabbit Corn_pressor Station ·-·-·· Job Address: ------··· _______ _SW 1/4 of sec_~~. T5S, R96W ·····----------··-·-···- Use of Building: pum_!l_building_@.J_ackrabbit C~rn.P: Station ------···-······-····- Owner: Contractor: OPD ·······---·-··--·············-----------· .. --------· -----------~ Fees: Plan Check: $ 326.53 Septic: ~--~-----"----~~ Bldg Permit: $ 502.35 Other Fees: Total Fees: $ 828.88 Clerk: Date: I GARFIELD COUNTY BUILDING PERMIT APPLICATION 108 8'11 Street, Suite 40 I, Glenwood Springs, Co 81601 Phone: 970-945-82 I 2 I Fax: 970-384-3470 /Inspection Line: 970-384-5003 www.garfield~county.com I Authority. This application for a If the signature below is not that of the Owner, a separate letter of authority, signed by must be provided with this Application. Legal Access. A Building Penn it cannot be issued without proof of legal and adequate access to the property for purposes of inspections by the Building Department. Other Permits. Multiple separate pennits may be required: (!}State Electrical Permit, (2) County JSDS Penn it, (3) another penn it 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 authorized is not commenced within !80 days of the 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 infonnation contained above is true and correct. 1 understand that the Building Department accepts the Application, along with the plans and specifications and other data submitted by me or on my behalf(submitta!s), based upon my certification as to accuracy. Assuming completeness of the submittals-and approval ofthis Application, a Building Penni! will be issued granting pennission 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 Penni!, I agree that! and my agents will comply with provisions of any federal, state or local law regulating the work and the Garfield County Building Code, JSDS regulations and applicable land use regulations (C'ounty Regulation(s)). I acknowledge that the Building Penni! may be suspended or revoked, upon notice from the County, if the location, construction or use of the structure(s) and faci!ity(ies}, described above, are not in compliance with County Regu!ation(s) or any other applicable law I hereby grant pennission to the Building Department to enter the property, described above, to inspect the work. [ further acknowledge that the issuance of the Building Penni! does not prevent the Building Official from: (J) requiring the correction of errors in the submittals, if any, discovered after issuance; or (2) stopping construction or use of the stmcture(s) or faci!ity(ies) if such is in violation of County Regulation(s) or any other applicable law. Review of this Application, including submittals, and inspections of the work by the Building: Department do not constitute an acceptance ofrespollSibility or liability by the County of errors, omissions or discrepancies. As the Owner, 1 acknowledge that responsibility for compliance with federal. state and local laws and C'ounty Regulations rest with me and my authorized agents, including without limitation my architect designer, engineer and/ or builder. 1 HEREBY ACKNOWLEDGE THAT! HAVE READ AND UNDERSTAND THE NOTICE & ABOVE: STAFF USE ONLY Special Conditions: Permit Fee: ~Y2."£ Mise Fees: Plan Check Fee: ~U.-~~ Manu home Fee: Adjusted Valuation: ?;5!/{'j..a; Total Fees: Balance Due: Wo~.:rc·t;~ IsDs No & Issued Date: Fees Paid: l D~·"ll ISDS Fee: tl(A 1/).0 ·17 Setbacks: Const Type: V-(7 Zoning:R/L o~~ G;,rp: ~ o'f }""'.? p.,-1,~-t>\' DATE DATE 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 information be provided. When reviewing a plan and it's discovered that required information has not been provided by the applicant, this will result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor shall be required to provide this information before the plan review can proceed. Other plans that are in line for review may be given attention before the new information may be reviewed after it has been provided to the Building Department. Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. Also, please consider using a design professional for assistance in your design and a construction professional for construction of your project. 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 detennine compliance with the building, plumbing and mechanical codes, applicants are requested to review the following checklist prior to and dming design. Plans to be included for a Building Permit must be on draft paper at least 18"x 24 '"' and drawn to scale. 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, insulation, sheeting, house-rap, (which is required), siding or any approved building material. Engineered foundations may be required. Check with the Building Department. I A window schedule. A door schedule. A floor framing plan, a roofing fi·aming 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 in compliance with the 2003 IBC, IPC, IMC, IFGC, and IFC. 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 corner 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 proposyd structme located within the envelope. Yes .c:.J __ 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 comses? This information must be ce1tified by a licensed surveyor with their signature and profes~ional stamp on the design. Yes J Not necessary for this project __ _ 3. Does the site plan indicate the location and direction of the State, County or private road accessing the properjy? Yes_.J __ 4. Is the l.S.D.S. (Individual Sewage Disposal System) designed, stamped and signed by a Colorado Registered Engineer? Yes Not necessary for this project J 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 permit issuance only" or similar language? Yes ) Not necessary for this project __ _ 6. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accon}ance with the building code or per stamped engineered design? Yes_V __ Not necessary for this project __ 2 7. If the building is a pre-engineered stmcture, is there a stamped, signed engineered foundation plan for this building? Yes -J-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 _J_ Not necessary for project __ 9. Do the plans indicate the size and location of the ventilation openings for the attic, roof joist spaces and soffits? Yes -J-Not necessary for this project __ 10. Do the plans include design loads as required under the IBC or IRC for roof snowloads, (a minimum of 40 poundJer square foot in Garfield County)? Yes Not necessary for this project __ II. Do the :rns include design loads as required for floor loads under the IBC or IRC? Yes Not necessary for this project __ 12. Does thJlan include a building section drawing indicating foundation, wall, floor, and roof constmction? Yes Not necessary for this project __ 13. Is the wi~J speed and exposure design included in the plan? Yes Not necessmy for this project __ 14. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafte:f or joists or tmsses? Yes _ Not necessary for this project __ 15. Does the building section drawing or other detail include the method of positive connection of all columns and be~ms? Yes_.J __ Not necessary for this project __ 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? (Che~L applicable zone district for building height maximum) Yes Not necessary for this project __ _ 3 17. Does the plan include any stove or zero clearance fireplace planned for installation including make and model find Colorado Phase II certifications or Phase II EPA certification? Y es_J_ Not necessary for this project __ 18. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the IB<j:: or IRC? Yes_J __ Not necessary for this project __ 19. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping roo~.) and/or basements comply with the requirements of the IBC or IRC? Yes Not necessary for this project __ 20. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes_j__ Not necessary for this project __ 21. 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 glazi~f for these areas? Yes Not necessary for this project __ 22. Do the plans include a complete design for all mechanical systems planned for installation in this building? Yes_j_ No Not necessmy for this project. __ _ 23. Have all areas in the building been accurately identified for the intended use? (Occupancy as identified in the IBC Chapter 3) Yes_J__ Not necessary for this project __ _ 24. Does the plan indicate the quantity, form, use and storage of any hazardous materials that may be in use in this building? Yes_)__ Not necessary for this project __ 25. Is the location of all natural and liquid petroleum gas fwnaces, boilers and water heaters indicated on the plan? Yes_) Not necessary for this project __ 26. Do the plans indicate the location and dimension of restroom facilities and if more than four employees and both s:;;s are employed, facilities for botJh sexes? Yes _Not necessary for this project __ 4 27. Do the plt:}s indicate that restrooms and access to the building are handicapped accessible? Yes __ Not necessary for this project __ 28. Have two (2) complete sets of constmction drawings been submitted with the application? Yes-J-- 29. Have you designed or had this plan designed while considering building and other constmction code requirements? Yes_)__ 30. Does the plan accurately indicate what you intend to constmct and what will receive a final inspection by the Garfield County Building Department? Yes:l__ 31. Do your plans comply with all zoning mles and regulations in the County related to your zone district? For comer lofs see supplemental section 5.05.03 in the Garfield County Zoning Resolution for setbacks. Y es.--'J"-- 32. Do you understand that approval for design and/or constmction changes are required prior to the implemq:ntation of these changes? Yes " 33. 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 Jmpact" fees required, at the time you pick up your building permit? Yes J 34. Are you aware that you are required to call for all inspections required under the IBC including approval on a final ;nspection prior to receiving a Cettificate of Occupancy and occupancy of the building? Yes v 35. Are you aware that the Permit Application must be signed by the Owner or a written authority be given for an Age9t and that the party responsible for the project must comply with the Uniform Codes? Yes_JL_ 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 7:30 a.JV. and 3:30p.m. Monday through Friday. Inspections are to be called in to 384-5003. Yes ./ 5 37. Are you aware that requesting inspections on work that is not ready or not accessible will result in a $50.00.ljC. -inspection fee? Yes v 38. Are you aware that prior to submittal of a building permit application you are required to show proof of a legal and adequate access to the site? This may include (but is not limited to) proof of your right to use a private easement/right of way; a County Road and Bridge petmit; a Colorado Dept. of Highway Permit including a Notice to Proceed; a permit from the federal government or any combination. You can contact the Road & Bridge Department at 625-860 I. See Phone book for other agencies Yes_l_ 39. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and Plumber to pej'rm installations and hookups? The license number will be required at time of inspection. Yes 40. Are you aware, that on the front of the building permit application you will need to fill in the Parcell Schedule Number for the lot you are applying for this permit on prior to submittal of the building permjyapplication? Your attention in this is appreciated. Yes_,..; __ 41. Do you know that the local fire district may require you to submit plans for their review of fire safety issues?J Yes __ (Please check with the building department about this requirement) 42. Do you understand that if you are planning on doing any excavating or grading to the property prior to issuan9e of a building permit that you will be required to obtain a grading permit? Yes _V__ Not necessary for this project __ 43. Did an Architect seal the plans for your commercial project? State Law requires any commercial project with occupancy of more than 10 persons as per Section 1004 of the !BC to prepare the plans and specifications for the project. j Yes Not Necessary for this project_,,~. ___ _ 44. If you anticipate obtaining a water tap from the City of Rifle, please provide a letter indicating that the City will provide water service. No building permit application will be accepted without such a letter. Yes 6 I hereby acknowledge that I have read, understand, and answered these questions to the best of my ability. Signature Date Phone\, 'L'S-::. )~'>\) (days); (evenings) ProjectName:{f?~~~~ G \~~~-:f'->'\~~\o~ Project Address: _________________ _ Note: On any of these questions you may be required to provide this information. If required infonnation is not supplied, 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_ B. Delay in issuance ofthe permit. c_ Delay in proceeding with construction_ BpcommDec2007 7 UILDING PE GARFIELD COUNTY, COLORADO INSPECTiON WILL NOT BE MAO!E UNlESS THIS CARD IS POS.TED ONn·lE JOB MIT Date Issued -----"6,__,_~ )__,_{{ -_0~.!..----Permit No. &CO-ft-Oq-fO(»(p 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 BJM.p Pi..1"'6 (9, \K.t(i2.efP)IT a::un snmu:::N AddressorLegaiDescription.$W '/4 ti Sf(". ~~,T5~~qlQW Owner~ 'PttJ2()""' M~f\l]tli\\ Contractor _Q_,_P--'=D'--------- Building PermitType_Co~AL ______________________ _ This Card Must Be Posted So It Is Plainly Visible From The Street Until Final inspection INSPECTION RECORD Footing Driveway s---2o-q ~ Foundation I Grouting Insulation 8-()D ~[)Cj ~ Underground Plumbing Drywall Rough Plumbing Electric Final (by State Inspector) (Prior to Final) Rough Mechanical Septic Final Gas Piping FINAL :5·:23-/0~~ Electric Rough (by State Inspector) (You Must Call For Final Inspection) {Prior to Framing) Notes Framing (to include Roof in place & Windows & Doors installed & Firestopping in place) APPROVED Date THIS PERMIT IS NOT TRANSFERABLE for Inspection Call970-384-5003 Office 970-945-8212 108 8th Street, Suite 401 Glenwood Springs, Colorado 81601 DO NOT DESTR<51t CARD (}J;L(-0 9 PROTECT p:~&VoM WE~!~~MAGE (DO NOT LAMINATE) COLORADO STATE ELECTRICAL BOARD 1580 Logan Street, Suite 550 Denver, CO 80203-1941 PERMIT#: 665154 Permit Holder: PYRAMID CORPORATION 2375 LELAND AVE GRAND JUNCTION 815050000 Inspection Report Date Inspected: 02/26/2010 Phone: (970) 257-0800 Fax: ( ) -Email: kelly.nicholes@pyramidcorporation.com Site Owner: LAT 39 34'14.331" LONG 108 10'45.763" MARATHON OIL/BERRY PETROLEUM Status : Accepted Parachute, Garfield County, Phone: Inspection type: Complete Final Partiallnspection:N NEW COMMERCIAL Trim Permit:N Inspector: Cyrus Tuchscher 970-625-5085 Corrections: 1) Plaquard for NEC article still needs to be installed 21 0.5(C) Premises wiring system has branch circuits supplied from more than one nominal voltage system, each ungrounded conductor of a branch circuit shall be identified by phase or line and system at all termination, connection, and splices 2) Control room will require a new permit and inspections 3) Any added heat trace will require new permit and inspections 4) Installer on site making corrections for item #1 above 5) No building permit card available 6) Electric final OK Comments: 3/24/2010 Page 1 West Slope Testing & Inspection LLC 3177 Glendam Dr. Grand Junction, CO 81504 Phone:970-434-6988 Cell: 970-260-2844 Date: 9-29-09 Inspection Report Client: Phil Vaughan Construction Management Inc. Report#S Page 1 of 1 Project: Enterprise Gas Processing LLC Jack Rabbit Compressor Station Address: Garden Gulch Rd. Building Permit No.: BLC0-6-09-1 066 Product Pump Building General Contractor: OPD Inspection of shop fabrication or field work at job site: Field Report: Visually inspected the high strength bolting at the main frame & end wall frame column & rafter connections. Also tested a minimum of two bolts per connection for proper tightness. Verified that the flange & rod bracing was installed. The high strength bolting inspected above appeared to be in significant conformance with the drawings & details, and appeared to meet the quality requirements of the AISC Specification for Structural Joints Using ASTM A325 or A490 Bolts. To the best of my knowledge this completes the special inspections of the high strength bolting & steel frame details as outlined above at the Product Pump Building. Inspector/Technician: Douglas E Young Date: 4/15/2009 Underwriters Laboratory UL-90 Letter City, State: Aurora, Colorado 80017 Jobsite: Jack Rabbit Ridge City, State: Parachute, Colorado 81635 County, Country: Garfield, United States The goods listed herein are purchased subject to the VP BUILDINGS tenns and conditions of sale and the limitations contained therein. Roof Covering Shane Location Ty e Thickness Spacing Pump Bldg Roof: A Panel Rib 26 Ice Damming & UL90 Uplift Pumn Bldg Roof: B Panel Rib 26 Ice Dammine & UL90 Uolift Panel Rib RoofUL-90 Certification This is to certify that the VP Buildings PANEL RIB ROOF SYSTEM, when installed in accordance with VP Buildings Basic Erection Guide and Standard Erection Details (SEDs), will meet Underwriters Laboratories UL Class 90 Uplift Rating. The Panel Rib Roof system has been tested and is listed under Underwriters Laboratories Construction No. 64. File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf City, State: Aurora, Colorado 80017 Country: United States 08-25573 Design report Jobsite: Jack Rabbit Ridge City, State: Parachute, Colorado 81635 County, Country: Garfield, United States Date: 4/13/2009 Time: 8:55:27 AM Page: 2 of 57 This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental loads and conditions: Ov erall Buildinl! Descriotion Shape Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Width Length (sq. ft.) (sq. ft.) (sq. ft.) Height Pumn Bldg 30/0/0 34/0/0 1020 2710 1075 20/0/0 Loads and Codes -Shape: Pump Bldg City: Parachute County: Garfield State: Colorado 89A1SC 04A1S1 Building Code: . Built Up: Based on Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Cold Fonn: Dead and Collateral Loads Collateral Gravity:5.00 psf Collateral Uplift: 5.00 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.925) Parts Wind Exposure Factor: 0.925 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.2000 NOT Windbome Debris Region Base Elevation: 01010 Primary Zone Strip Width: 61010 Roof Covering+ Second. Dead Load: Varies Frame Weight (assumed for scismic):3.50 psf Snow Load Ground Snow Load: 75.00 psf Roof Snow Load: 75.00 psf Design Snow (Sloped): 75.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (l. 00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground I Roof Conversion: 1.00 %Snow Used in Seismic: 20.00 Seismic Snow Load: 15.00 psf Unobstructed, Slippery Roof Height2 Pitch Pitch 20/0/0 4.000:12 4.000:12 Country: United States Rainfall: 4.00 inches per hour Live Load Live Load: 30.00 psf Not Reducible Seismic Load Mapped Spectral Response. Ss:40.70 %g Mapped Spectral Response-Sl :8.70 %g Seismic Ha7..ard I Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance I Design Category: B System NOT detailed for Seismic Framing Seismic Period: 0.3076 Bracing Seismic Period: 0.1891 Framing R-Factor: 3.0000 Bracing R~Factor: 3.0000 Peak Height 25/0/0 Parts I Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 19.55 psf Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor: 1.0000 Brace Redundancy Factor: 1.0000 Frame Seismic Factor (Cs): 0.1068 x W Brace Seismic Factor (Cs): 0.1085 x W Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has cal!ed the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. The steel design is in accordance with VP BUILDINGS standard design practices, which have been established based upon pertinent procedures and recommendations of the following organizations: American Institute of Steel Construction (AISC) American Iron and Steel Institute (AISI) American Welding Society (A WS) American Society for Testing and Materials (ASTM) Canadian Standards Association CSA W59-Welded Steel Construction Limit State Design of Steel Structures Metal Building Manufacturers Association (MBMA) VP Buildings is certified by: ~ CSA A660 Certified (Design and Manufacturing) -lAS Approved Fabricator -Canadian Welding Bureau Div. 1 Certified VP Buildings has designed the structural steel components of this building in accordance with the Building Code, Steel Specifications, and Standards indicated above. Steel component<; are designed utilizing the following steel grades unless noted otherwise: 3 Plate members fabricated from plate, bar, strip steel or sheets File: Jack Rabbit Product Pump Bldg-Final Version: 7.1f I J 08-25573 Design report Date: 4/13/2009 Time: 8:55:27 AM Page: 3 of 57 ASTM A529, A572, AtOll~ AI! Grade 55 ksi Hot Rolled Shapes (W, S, C, Angles, etc) ASTM A36, or ASTM A36Mod50, A529, A572, A588, A709, A992-All Grade 50 ksi Tube and Pipe Sections ASTM A500, Grade B (Fy • 42 ksi pipe, fy -46 ksi tube) Light Gage Sections ASTM A 1011 SS Grade 55 ksi, A653 SS Grade 60 ksi Round Rod Bracing ASTM A572 Grade 50 ksi This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by VP BUILDINGS, nor does it apply to unauthorized modifications to framing systems provided by VP BUILDINGS. Furthennore, it is understood that certification is based upon the premise that ali components furnished by VP BUILDINGS will be erected or constructed in strict compliance with pertinent documents furnished by VP BUILDINGS. Sincerely ff / j/ /) ~ A~fr PE Preparedby_sic-__ _ VP BUILDINGS Reviewed by: ____ _ File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf / ~. · .• 117811 08-25573 Design report VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA Project: Jackrabbit Compressor Station Name: Jack Rabbit Product Pump Bldg-Final Builder PO #: Jobsite: Jack Rabbit Ridge City, State: Parachute, Colorado 81635 County: Garfield Country: United States TABLE OF CONTENTS Date: 4/13/2009 Time: 8:55:27 AM Page: I of 57 Letter of Certification ........................................................................................................................................ 2 Building Loading -Expanded Report ................................................................................................................ .4 Reactions -Expanded Report .......................................................................................................................... 11 Bracing -Summary Report .............................................................................................................................. 22 Secondary-Summary Report .......................................................................................................................... 27 Framing-Summary Report ............................................................................................................................. 40 Covering -Summary Report ............................................................................................................................ 56 File: Jack Rabbit Product Pump Bldg-Final Version: 7.1f 08-25573 Design report Date: 4/13/2009 Time: 8:55:27.AM Page: 4 of 57 Shape: Pump Bldg Loads and Codes-Shape: Pump Bldg City: Parachute County: Garfield Building Code: . Based on Building Code; 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Wads Collateral Gravity:5.00 psf Collateral Uplift 5.00 psf Side Type Mag Units Shape A D 3.348 psf Entire A D 0.950 psf Entire B D 3.517 psf Entire B D 0.950 psf Entire Live Load Live Load: 30.00 psf Not_ Reducible Wind Load Wind Speed: 90.00 mph Wind Enclosure: Enclosed Height Used: 22/6/0 (Type: Mean) Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Velocity Pressure: (qz) 20.74 psf Topographic Factor: 1.2000 Directionality Factor: 0.8500 Wind Exposure (Factor): C (0.925) Basic Wind Pressure: 19.55 psf Snow Load Ground Snow Load: 75.00 psf Roof Snow Load: 75.00 psf Design Snow (Sloped): 75.00 psf Snow Accumulation Factor:: 1.000 Snow hnportance: 1.000 Ground I Roof Conversion: 1.00 Seismic Load Mapped Spectral Response-Ss:40.70 %g Mapped Spectral Response-SI :8.70 %g Seismic Hazard I Use Group: Group 1 SeisnliC Performance I Design Category: B System NOT detailed for Seismic Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.1068 x W Brace Seismic Factor (Cs): 0.1085 x W Framing R-Factor: 3.0000 Bracing R-Factor: 3.0000 Side Type Mag Units Shape I E 0.233 psf Entire 1 E 0.237 psf Entire 1 E 0.102 psf Rect 1 E 0.103 psf Rect 2 E 0.212 psf Entire 2 E 0.2I5 psf Entire 2 E 0.102 psf Rect 2 E 0.103 psf Rect 3 E 0.209 psf Entire 3 E 0.212 psf Entire 3 E 0.102 psf Rect 3 E 0.103 psf Rect Applied to Fnn Pur Fnn Pur Applied to Fnn Brc Fnn Brc Fnn Brc Fnn Brc Fnn Brc Fnn Brc File: Jack Rabbit Product Pump Bldg-Final State: Built Up: Colorado 89A!SC 04AISI Country: United States Rainfall: 4.00 inches per hour Cold Fonn: Frame Weight (assumed for seismic):3.50 psf Description Covering Weight-26 Panel Rib+ SecondruyWeight 2.40 :Roof: A Covering Weight-26 Panel Rib: Roof: A Covering Weight-26 Panel Rib+ Secondary Weight 2.57 :Roof: B Covering Weight-26 Panel Rib: Roof: B Gust Factor: 1.0000 Wind Importance Factor: 1.000 Least Horiz. Dimension: 30/0/0 NOT Windbome Debris Region Parts I Portions Zone Strip Width: 3/0/0 q"" 0.00256 '(I .00) '(90.00)'2 '(I .00) The 'Low Rise' Method is Used -User Modified Snow E,._--posure Category (Factor): 2 Partially Exposed (1.00) Thenna1 Category (Factor): Heated (1.00) Unobstructed, Slippery Roof Rain Surcharge: 0.00 Slope Reduction: 1.00 Slope Used: 18.435 ( 4.000:12) %Snow Used in Seismic: 20.00 Seismic Snow Load: 15.00 psf Frame Redundancy Factor: 1.0000 Brace Redundancy Factor: 1.0000 Soil Proflle Type: Very dense soil and soft rock (C, 3) Framing Seismic Period: 0.3076 Bracing Seismic Period: 0.1891 Seismic Period Height Used: 20/010 Design Spectral Response-Sds: 0.3256 Design Spectral Response-Sdl: 0.0986 Description Seismic: Covering Weight 26 Panel Rib+ Secondary Weight 1.23 :Wall: Seismic: Covering Weight-26 Panel Rib+ Secondary Weight 1.23 :Wall: Seismic: Liner Weight-26 Panel Rib: Wall: 1 Seismic: Liner Weight-26 Panel Rib: Wall: 1 Seismic: Covering Weight-26 Panel Rib+ Secondary Weight 1.03 :WaH:2 Seismic: Covering Weight-26 Panel Rib+ Secondary Weight 1.03 :Wa!1:2 Seismic: Liner Weight-26 Panel Rib: Wall: 2 Seismic: Liner Weight~ 26 Panel Rib: Wall: 2 Seismic: Covering Weight-26 Panel Rib+ Secondary Weight 1.01 :Wa\l:3 Seismic: Covering Weight-26 Panel Rib+ Secondary Weight 1.01 :Wall:3 Seismic: Liner Weight-26 Panel Rib: Wall: 3 Seismic: Liner Weight-26 Pane! Rib: Wall: 3 Version: 7.lf ~ Date: 4/13/2009 08-25573 Design report Time: 8:55:27 AM . 5 of 57 4 E 0.225 psf Entire Frm Seismic: Covering Weight-26 Panel Rib+ Secondary Weight 1.15 :Wall:4 4 E 0.228 psf Entire B•c Seismic: Covering Weight-26 Panel Rib+ Secondary Weight 1.15 :WaH: 4 4 E 0.102 psf Rcct Frm Seismic: LinerWeight-26 Panel Rib: Wall: 4 4 E 0.103 psf Rcct Brc Seismic: Liner Weight-26 Panel Rib: Wall: 4 A E 2.869 psf Entire Fnn Seismic: Covering Weight-26 Panel Rib+ Secondary Weight 2.40 + ts:ooo Snow+ (Includes 5.000 Collateral 3.500 Frame Weight): Roof: A A E 2.914 psf Entire Bee Seismic: Covering Weight-26 Panel Rib+ Secondary Weight 2.40 + 15.000 Snow+ (Includes 5.000 Collateral 3.500 Frame Weight): Roof A B E 2.887 psf Entire Fnn Seismic: Covering Weight-26 Panel Rib+ Secondary Weight 2.57 + 15.000 Snow+ (Includes 5.000 CoHateral 3.500 Frame Weight): Roof B B E 2.932 psf Entire B•c Seismic: Covering Weight-26 Panel Rlb +Secondary Weight 2.57 + 15.000 Snow+ (Includes 5.000 Collateral 3.500 Frame Weight): Roof: B B E 6.657 psf Rect Fnn Seismic Effect From Collateral Load: Weightof3 x 3 Exhaust Fan: Root:B B E 6.762 psf Rect B•c Seismic Effect From Collateral Load: Weight of3 x 3 Exhaust Fan: Roof: B B E 6.657 psf Rect Fnn Seismic Effect From Collateral Load: Weight of3 x 3 Exhaust Fan: Roof: B B E 6.762 psf Rect B•c Seismic Effect From Collateral Load: Weight of3 x 3 Exhaust Fan: Roof: B Deflection Conditions Frames are vertically supporting:Metal RoofPurlins and Panels Frames are laterally supporting: Exterior Wall with Flexible Finish Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Desi n Lo c ad ombmahons ~ F ram in No. Origin Factor Application Description 1 System 1.000 1.0 D+ l.O CG+ 1.0 S D+CG+S 2 System 1.000 l.OD+ l.OCG+ l.OUSI* D+CG+USl* 3 System 1.000 I.O D + LO CG+ 1.0 *USl D+ CG+ *USI 4 System 1.000 1.0 D + l.O CG + 1.0 Wl> D+CG+Wl> 5 System 1.000 l.O D + 1.0 CG + 1.0 <Wl D+CG+<Wl 6 System 1.000 1.0 D + 1.0 CG + 1.0 W2> D+CG+W2> 7 System 1.000 LO D + 1.0 CG+ 1.0 <W2 D+CG+<w2 8 System 1.000 1.0 D + 1.0 CG+ 0.750 S+ 0.750 WI> D+CG+S+Wl> 9 System 1.000 1.0 D + 1.0 CG+ 0.750 S+ 0.750 <WI D+CG+S+<WI 10 System 1.000 1.0 D + 1.0 CG+ 0.750 S+ 0.750 W2> D+CG+S+W2> 11 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D+CG+S+<W2 12 System 1.000 0.600 D + 0.600 CU + 1.0 WI> D+CU+Wl> 13 System 1.000 0.600 D + 0.600 CU + 1.0 <W1 D+CU+<Wl 14 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D+CU+W2> 15 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D+CU+<W2 16 System 1.000 1.0 D+ 1.0 CG+ 0.150 S +0.750 E> + 0.700 EG+ D+CG+S+E>+EG+ 17 System 1.000 1.0 D+ 1.0 CG + 0.150 S +0.750 <E+ 0.700 EG+ D+CG+S+<E+EG+ 18 System 1.000 0.600 D + 0.600 CU + 0.700 E> + 0.700 EG-D+CU+E>+EG~ 19 System 1.000 0.600 D + 0.600 CU + 0.700 <E+ 0.700 EG~ D+CU+<E+EG- 20 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S +0.750 EB> + 0.700 EG+ D+CG+S+EB>+EG+ 21 System Derived 1.000 p.600 D + 0.600 CU + 0.700 EB> + 0.700 EG-D+CU+EB>+EG~ 22 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.750 <EB + 0.700 EG+ D+CG+S+<EB+EG+ 23 System Derived 1.000 0.600 D + 0.600 CU + 0.700 <EB + 0.700 EG-D+CU+<EB+EG~ 24 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAl D+CG+WPAl 25 System Derived 1.000 J .0 D + 1.0 CG+ 0.750 S + 0.750 WPAl D+CG+S+WPA1 26 System Derived 1.000 0.600 D + 0.600 CU + l.OWPAI D+CU+WPAl 27 System Derived 1.000 l.OD+ l.OCG+ l.OWPD1 D+CG+WPDl 28 System Derived 1.000 l.O D + l.O CG+ 0.750 S + 0.750 WPD1 D + CG + S + WPDI 29 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D+CU+WPD1 30 System Derived 1.000 l.O D + l.O CG+ l.O WPA2 D+CG+WPA2 31 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPA2 D + CG + S + WPA2 32 System Derived 1.000 0.600 D + 0.600 CU + l.O WPA2 D+CU+WPA2 33 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D+CG+WPD2 34 System Derived 1.000 1.0 D+ 1.0' CG + 0.750 S + 0.750 WPD2 D+CG+S+WPD2 35 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D+CU+WPD2 36 System Derived 1.000 l.O D + l.O CG + l.O WPB1 D+CG+WPBl 37 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPB1 D + CG + S + WPBI 38 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPBI D+CU+WPBl 39 System Derived 1.000 1.0 D + l.O CG + l.O WPC1 D+CG+WPCI 40 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCl D + CG + S + WPCI File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf 41 42 43 44 45 46 47 System Derived System Derived System Derived System Derived System Derived System Derived System Derived 08-25573 Design report 1.000 io.600 D + 0.600 CU + 1.0 WPCI 1.000 1.0 D + 1.0 CG + 1.0 WPB2 1.000 1.0 D+ 1.0 CG+ 0.750 S + 0.750 WPB2 1.000 0.600 D + 0.600 CU + 1.0 WPB2 1.000 1.0 D + 1.0 CG + 1.0 WPC2 1.000 !.OD+ !.OCG+0.750S+0.750WPC2 1.000 0.600 D + 0.600 CU + 1.0 WPC2 Desi n Load Combinations -Bracin No. Origin Factor Aoolication I System 1.000 r.1oo E> 2 System 1.000 0.700 <E 3 System 1.000 I.OWPAI 4 System 1.000 !.OWPDI 5 System 1.000 I.OWPA2 6 System 1.000 I.OWPD2 7 System 1.000 1.0 WPBI 8 System 1.000 !.OWPCI 9 System 1.000 1.0 WPB2 10 System 1.000 1.0 WPC2 DiLodCb' PI' es • a om matiOns -urm No. Orkin Factor Aoolication I System 1.000 1.0 D+ J.O CG+ 1.0 S 2 System 1.000 1.0 D+ 1.0 CG+ 1.0 USI* 3 System 1.000 1,0 D + l.O CG + 1.0 *US1 4 System 1.000 1.0 D + 1.0 CG+ 1.0 PFl 5 System 1.000 1.0 D + 1.0 CG + 1.0 PFI 6 System 1.000 LO D + 1.0 CG+ 1.0 WI> 7 System 1.000 1.0 D + LO CG+ 1.0 <W2 8 System 1.000 0.600 D + 0.600 CU + 1.0 Wl> 9 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 10 System 1.000 1.0 D + 1.0 CO+ 0.750 S + 0.750 WI> II System 1.000 1.0 D + 1.0 CO+ 0.750 S + 0.750 <W2 12 System Derived 1.000 1.0 D + 1.0 CG +OJ 50S +0.750 EB> + 0.700 EG+ 13 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG- 14 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.750 <EB + 0.700 EG+ 15 System Derived 1.000 0.600 D + 0.600 CU + 0.700 <EB + 0.700 EG- 16 System Derived 1.000 1.0 D + 1.0 CG+ 1.0 WPAl 17 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI 18 System Derived 1.000 l.O D + 1.0 CO+ 0.750 S+ 0.750 WPA1 19 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDI 20 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI 21 System Derived 1.000 l.O D + 1.0 CG+ 0.750 S+ 0.750 WPDI 22 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 23 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 24 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750WPA2 25 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 26 System Derived 1.000 0.600 D + 0.600 CU + i .0 WPD2 27 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPD2 28 System Derived 1.000 1.0 D + 1.0 CO+ 1.0 WPBl 29 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPBI 30 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPBl 31 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCl 32 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPCl 33 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPC1 34 System Derived 1.000 1.0 D + 1.0 CO+ 1.0 WPB2 35 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 36 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 37 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 38 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 39 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPC2 Design Load Combinations-Girt I No. Origin Factor I Application 1 1 System 1.000 p.OCG+ LOW!> 2 System 1.000 ll.OCO+ l.O<W2 File: Jack Rabbit Product Pump Bldg-Final Date: 4/13/2009 Time: 8:55:27 AM Page: 6 of 57 D+CU+WPCl D+CG+WPB2 D+CG+S+WPB2 D+CU+WPB2 D+CG+WPC2 D+CG+S+WPC2 D+CU+WPC2 Descriotion E> E V/PAI WPDI ~~ WPBI WPCI WPB2 WPC2 Descriotion D+CG+S D+CG+USl* D+CG+*USI D+CG+PFl(Span 1) D + CG + PFi(Span 2) D+CG+Wl> D+CG+<W2 D+CU+Wl> D+CU+<W2 D+CO+S+Wl> D+CO+ S+<W2 D+CG+S+EB>+EG+ D+CU+EB>+EG- D+CO+S+<EB+EG+ D+CU+<EB+EO- D+CG+WPAI D+CU+WPAl D+CG+S+WPAl D+CG+WPDI D+CU+WPDl D + CG + S + WPDl D+CG+WPA2 D+CU+WPA2 D + CG + S + WPA2 D+CG+WPD2 D+CU+WPD2 D+CG+S+WPD2 D+CG+WPBI D+CU+WPBI D + CG + S + WPBl D+CG+WPCJ D+CU+WPCl D+CG+S+WPC1 D+CG+WPB2 D+CU+WPB2 D+CG+S+WPB2 D+CO+WPC2 D+CU+WPC2 ID+CO+S+WPC2 !CG+Wl> !CG+<W2 Version: 7.Jf Description I 08-25573 Design report D . Lo dC b' ti CSI!!D a om ma ODS-R f P ane 00 - No. Origin Factor Aoolication I System 1.000 I.OD+I.OS 2 System 1.000 l.OD+ LOUSl* 3 System 1.000 l.O D + 1.0 *USl 4 System 1.000 1.0 D + l.O Wl> 5 System 1.000 l.O D + l.O <W2 6 System 1.000 0.600 D + LO WI> 7 Svstem 1.000 0.600 D + 1.0 <W2 Desien Load Combinations -Wall-Panel No. Origin Factor Aoolication 1 1 System 11.000 11.0 Wl> 2 System 1.000 ll.O<W2 D n Lo d c b' e ection • om mations-Framin No. Origin Factor DefH DefY Annlication I System 1.000 0 !80 1.0 s 2 System 1.000 0 180 LOUSl*' 3 System 1.000 0 180 1.0 *USl 4 System 1.000 0 180 0.700Wl> 5 System 1.000 0 !80 0.700 <WI 6 System 1.000 0 180 0.700 W2> 7 System 1.000 0 !80 0.700<W2 8 System Derived 1.000 0 !80 0.700WPAI 9 System Derived 1.000 0 180 0.700WPDI 10 System Derived 1.000 0 180 0.700WPA2 II System Derived 1.000 0 !80 0.700WPD2 12 System Derived 1.000 0 180 ~.700WPBI 13 System Derived 1.000 0 !80 0.700WPCI 14 System Derived 1.000 0 !80 .700WPB2 15 System Derived 1.000 0 ISO 0.700WPC2 16 System 1.000 60 0 0.700Wl> 17 System 1.000 60 0 0.700 <Wl 18 System 1.000 60 0 0.700W2> 19 System 1.000 60 0 0.700<W2 20 System Derived 1.000 60 0 0.700WPAI 2] System Derived 1.000 60 0 0.700WPDI 22 System Derived 1.000 60 0 0.700WPA2 23 System Derived 1.000 60 0 0.700WPD2 24 System Derived 1.000 60 0 0.700WPBI 25 System Derived 1.000 60 0 0.700WPCI 26 System Derived 1.000 60 0 0.700WPB2 27 System Derived 1.000 60 0 0.700WPC2 D n n Lo d c b' r P r e ec on a om ma mns-urm No. Origin Factor Deflection Application I System 1.000 !50 1.0 s 2 System 1.000 !50 I.OUSl* 3 System 1.000 !50 1.0 *USl A !ication D n r Lo d c b' r e ec Jon a om ma tons-R f P 00 -ane No. Origin Factor DefH DefY Application I System 1.000 !50 !50 1.0 s 2 System 1.000 !50 !50 1.0 USl * 3 System 1.000 !50 !50 l.O *USl File: Jack Rabbit Product Pump Bldg-Final D+S D+USl* D +'US! D+Wl> D+<W2 D+Wl> D+<W2 IWI> i<W2 s USl* *USl !WI> ~~I 2> ~; AI WPDI r.wA2 WPD2 WPBI ~fl B2 ~ic2 > ~'il 2> <Wl WPAI WPDI WPA2 WPD2 WPBI WPC! WPB2 WPC2 s USl* *USl ]> <W2 s US!' *USI Date: 4/13/2009 Time: 8:55:27 AM Page: 7 of 57 Descriotion Descriotion Descrintion Description Descri tion Description Version: 7.lf I "\17. ... 08-25573 Design report Load Type Descriptions D Material Dead Weight c CG Collateral Load for Gravity Cases cu L Live Load ASL" AASL Alternate Span Live Load. Shifted Left PL2 L> Live~ Notional Right <L s Snow Load USl* *USl Unbalanced Snow Load 1, Shifted Left US2* *US2 Unbalanced Snow Load 2, Shifted Left SD ss Sliding Snow Load RS PFI Partial Load, Full, 1 Span PHI PF2 Partial Load, Full, 2 Spans PH2 S> Snow-Notional Right <S MRS Minimum Roof Snow MRS> <MRS Minimum Roof Snow-Notional Left w WI> Wind Load, Case 1, Right <WI W2> Wind Load, Case 2, Right <W2 W3> Wind Load, Case 3, Right <W3 W4> Wind Load, Case 4, Right <W4 W5> Wind Load, Case 5, Right <W5 W6> Wind Load, Case 6, Right <W6 WP Wind Load, Parallel to Ridge WPR WPL Wind Load, II Ridge, Left WPAI WPA2 Wind Parallel-Ref A, Case 2 WPBI WPB2 Wind Parallel-RefB, Case 2 WPCI WPC2 Wind Parallel-RefC, Case 2 WPDI WPD2 Wind Parallel-RefD, Case 2 WBI> <WBI Wind Brace Reaction, Case l, Left WB2> <WB2 Wind Brace Reaction, Case 2, Left WB3> <WB3 Wind Brace Reaction, Case 3, Left WB4> <WB4 Wind Brace Reaction, Case 4, Left WB5> <WB5 Wind Brace Reaction, Case 5, Left WB6> <WB6 Wind Brace Reaction, Case 6, Left MW MWB Minimum Wind Bracing Reaction E E> Seismic Load, Right <E EG Vertical Seismic Effect EG+ EG-Vertical Seismic Effect, Subtractive EB> <EB Seismic Brace Reaction, Left FL FL* Alternate Span Floor Live Load, Shifted Rlght *FL FD Floor Dead Load AL AL'> Auxiliary Live Load, Right, Right 'AL> <AL* Auxiliary Live Load, Left. Right <'AL AL' Aux Live, Right 'AL AL'>(l) Auxiliary Live Ltlad, Right, Right, Aisle 1 'AL>(l) <AL'(I) Auxiliary Live Load, Left, Right, Aisle I <'AL(I) AL'(I) Aux Live, Right, Aisle l 'AL(l) AL'>(2) Auxiliary Live Load, Right, Right, Aisle 2 'AL>(2) <AL'(2) Auxiliary Live Load, Left, Right, Aisle 2 <'AL(2) AL'(2) Aux Live, Right, Aisle 2 'AL(2) AL'>(3) Auxiliary Live Load, Right, Right, Aisle 3 'AL>(3) <AL'(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) AL'(3) Aux Live, Right, Aisle 3 'AL(3) AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) <AL'(4) Auxiliary Live Load, Left, Right, Aisle 4 <'AL(4) AL'(4) Aux Live, Right, Aisle 4 'AL(4) AL'>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(S) <AL'(S) Auxiliary Live Load, Left, Right, Aisle 5 <'AL(5) AL'(5) Aux Live, Right, Aisle 5 'AL(5) ALB Aux Live Bracing Reaction ALB> <ALB Aux Live Bracing Reaction, Left WALB> <WALB Wind, Aux Live Bracing Reaction, Left ALB>(I) <ALB(I) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(l) <WALB(l) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) <WALB(2) Wind, Aux Live Bracing Reaction, Left. Aisle 2 ALB>(3) <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) <WALB(4) Wind, Aux Live Bracing Reaction, Left. Aisle 4 ALB>(5) File: Jack Rabbit Product Pump Bldg-Final Collateral Load Date: 4/13/2009 Time: 8:55:27 AM 8 of 57 Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Live-Notional Left Unbalanced Snow Load l, Shifted Rlght Unbalanced Snow Load 2, Shifted Right Snow Drift Load Rain Surcharge Load Partial Load, Half, 1 Span Partial Load, Half, 2 Spans Snow-Notional Left Minimum Roof Snow-Notional Right Wind Load Wind Load, Case 1, Left Wind Load, Case 2, Left Wind Load, Case 3, Left Wind Load, Case 4, Left Wind Load, Case 5, Left Wind Load, Case 6, Left Wind Load, ]I Ridge, Right Wind Parallel-Ref A, Case 1 Wind Parallel -RefB, Case l Wind Parallel -Ref C, Case l Wind Parallel-RefD, Case 1 Wind Brace Reaction, Case 1, Right Wind Brace Reaction, Case 2, Right Wind Brace Reaction, Case 3, Right Wind Brace Reaction, Case 4, Right Wind Brace Reaction, Case 5, Right Wind Brace Reaction, Case 6, Right Minimum Wind Load Seismic Load Seismic Load, Left Vertical Seismic Effect, Additive Seismic Brace Reaction, Right Floor Live Load Alternate Span Floor Live Load, Shifted Left Auxiliary Live Load Auxiliary Live Load, Right, Left Auxiliary Live Load, Left, Left Aux Live, Left Auxiliary Live Load, Right, Left, Aisle 1 Auxiliary Live Load, Left, Left, Aisle 1 Aux Live, Left, Aisle 1 Auxiliary Live Load, Right, Left, Aisle 2 Auxiliary Live Load, Left, Left. Aisle 2 Aux Live, Left, Aisle 2 Auxiliary Live Load, Right, Left, Aisle 3 Auxiliary Live Load, Left. Left, Aisle 3 Aux Live, Left, Aisle 3 Auxiliary Live Load, Right, Left, Aisle 4 Auxiliary Live Load, Left, Left, Aisle 4 Aux Live, Left, Aisle 4 Auxiliary Live Load, Right, Left, Aisle 5 Auxiliary Live Load, Left. Left, Aisle 5 Aux Live, Left, Aisle 5 Aux Live Bracing Reaction, Right Wind, Aux Live Bracing Reaction, Right Aux Live Bracing Reaction, Right, Aisle 1 Wind, Aux Live Bracing Reaction, Right, Aisle l Aux Live Bracing Reaction, Right, Aisle 2 Wind, Aux Live Bracing Reaction, Right, Aisle 2 Aux Live Bracing Reaction, Right, Aisle 3 Wind, Aux Live Bracing Reaction, Right, Aisle 3 Aux Live Bracing Reaction, Right, Aisle 4 Wind, Aux Live Bracing Reaction, Right, Aisle 4 Aux Live Bracing Reaction, Right, Aisle 5 Version: 7.lf ~-... <ALB(S) <WALB(S) AD U! U3 us U7 U9 UBI UB3 UBS UB7 UB9 T 08-25573 Design report Aux Live Bracing Reaction, Left, Aisle 5 Wind, Aux Live Bracing Reaction, Left, Aisle 5 Auxiliary Dead Load User Defined Load ~ 1 User Defmed Load -3 User Defined Load ~ 5 User Defmed Load -7 User Defmed Load -9 User Brace Reaction - 1 User Brace Reaction - 3 User Brace Reaction-5 User Brace Reaction -7 User Brace Reaction -9 Temperature Load WALB>(S) WALB uo U2 U4 U6 U8 UB UB2 UB4 UB6 UB8 R v File: Jack Rabbit Product Pump Bldg-Final Date: 4/13/2009 Time: 8:55:27 AM 9 of 57 Wind, Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction User Defmed Load User Defined Load - 2 User Defined Load -4 User Defmed Load -6 User Defined Load -8 User Brace Reaction User Brace Reaction - 2 User Brace Reaction - 4 User Brace Reaction -6 User Brace Reaction -8 Rain Load Shear Version: 7.lf r . ~ ~ ~ ~ " "' File: Jack Rabbit Product Pump Bldg-Final 08-25573 Design report El 4 2 Date: 4/13/2009 Time: 8:55:27 AM Page: 10 of 57 ~ ~ ~ ~ ~ Version: 7.lf ~.... Shape: Pump Bldg Builder Contact: Scott Yarmer Name: Lefever Building Systems Address: 19089 East Ithaca Drive City, State Zip: Aurora, Colorado 80017 Country: United States Loads and Codes ~ Shape: Pump Bldg 08-25573 D.esign report Project: Jackrabbit Compressor Station Builder PO#: Jobsite: Jack Rabbit Ridge City, State Zip: Parachute, Colorado 81635 County, Country: Garfield, United States Date: 4/!3/2009 Time: 8:55:27 AM Page: 11 of 57 City: Parachute County: Garfield State: Colorado 89AISC 04AISI Country: United States Rainfall: 4.00 inches per hour Building Code: . Built Up: Based on Building Code: 2.003 International Builcling Code Building Use: Standard Occupancy Structure Cold Form: Dead and Collateral Loads Collateral Gravity:5.00 psf Collateral Uplift: 5.00 psf Wind Load Wind Speed: 90.00 mph Wind ExJXlsure (Factor): C (0.925) Parts Wind Exposure Factor: 0.925 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.2000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 61010 Parts I Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 19.55 psf Roof Covering+ Second. Dead Load: Varies Frame Weight (assumed for seismic):350 psf Snow Load GroundSnowLoad: 75.00psf RoofSnowLoad: 75.00 psf Design Snow (Sloped): 75.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thennal Category (Factor): Heated (1.00) Ground I Roof Conversion: 1.00 %Snow Used in Seismic: 20.00 Seismic Snow Load: 15.00 psf Unobstructed, Slippery Roof Live Load Live Load: 30.00 psf Not Reducible Seismic Load Mapped Spectral Response. Ss:40.70 %g Mapped Spectral Response-Sl:8.70 %g Seismic Hazard I Use Group: Group 1 Seismic Importance: 1.000 Seismic Perfonnance I Design Category: B System NOT detailed for Seismic Framing Seismic Period: 0.3076 Bracing Seismic Period: 0.1891 Framing R-Factor: 3.0000 Bracing R-Factor: 3.0000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor: 1.0000 Brace Redundancy Factor:l.OOOO Frame Seismic Factor (Cs): 0.1068 x W Brace Seismic Factor (Cs): 0.1085 x W Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Load Type Descriptions D Material Dead Weight CG Collateral Load for Gravity Cases L Live Load "ASL Alternate Span Live Load, Shifted Left L> Live~ Notional Right S Snow Load "'USt Unbalanced Snow Load 1, Shifted Left *US2 Unbalanced Snow Load 2, Shifted Left SS Sliding Snow Load PF! Partial Load, Full, 1 Span PF2 Partial Load, Full, 2 Spans S> Snow· Notional Right MRS Minimum Roof Snow <MRS Minimum Roof Snow-Notional Left WI> Wind Load, Case 1, Right W2> Wind Load, Case 2, Right W3> Wind Load, Case 3, Right W4> Wind Load, Case 4, Right WS> Wind Load, Case 5, Right W6> Wind Load, Case 6, Right WP Wind Load, Parallel to Ridge WPL Wind Load, Jl Ridge, Left WP A2 Wind Parallel-Ref A, Case 2 WPB2 Wind Parallel-RefB, Case 2 WPC2 Wind Parallel · Ref C, Case 2 File: Jack Rabbit Product Pump Bldg-Final c cu ASU' PL2 <L USl*' US2* SD RS PHI PH2 <S MRS> w <WI <W2 <W3 <W4 <WS <W6 WPR WPAI WPBI WPCI WPDI Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Live -Notional Left Unbalanced Snow Load 1, Shifted Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Rain Surcharge Load Partial Load, Half, l Span Partial Load, Half, 2 Spans Snow-Notional Left Minimum Roof Snow-Notional Right Wind Load Wind Load, Case 1, Left Wind Load, Case 2, Left Wind Load, Case 3, Left Wind Load, Case 4, Left Wind Load, Case 5, Left Wind Load, Case 6, Left Wind Load, J1 Ridge, Right Wind Parallel -Ref A, Case 1 Wind Parallel· RefB, Case l Wind Parallel-RefC, Case I Wind Parallel· RefD, Case 1 Version: 7.1f 08-25573 Design report WPD2 <WB! <WB2 <WB3 <WB4 <WB5 <WB6 MWB E> EG EG- <EB FL' FD AL'> <AL* AL' AL'>(l) <AL"'(I) Al.'(l) AL'>(2) <AL'(2) AL'(2) AL'>(3) <AL*(3) AL'(3) AL'>(4) <AL*(4) AL'(4) AL'>(5) <AL*(5) AL'(5) AJ.B <ALB <WALB <ALB(!) <WALB(l) <ALB(2) <WALB(2) <ALB(3) <WALB(3) <ALB(4) <WALB(4) <ALB(5) <WALB(5) AD Ul U3 U5 U7 U9 UBI UB3 UB5 UB7 UB9 T Wind Parallel-RefD, Case 2 Wind Brace Reaction, Case l, Left Wind Brace Reaction, Case 2, Left Wind Brace Reaction, Case 3, Left Wind Brace Reaction, Case 4, Left Wind Brace Reaction, Case 5, Left Wind Brace Reaction, Case 6, Left Minimum Wind Bracing Reaction Seismic Load, Right Vertical Seismic Effect Vertical Seismic Effect, Subtractive Seismic Brace Reaction, Left Alternate Span Floor Live Load, Shifted Right Floor Dead Load Auxiliary Live Load, Right, Right Auxilia!)' Live Load, Left, Right Aux Live, Right Auxiliary Live Load, Right, Right, Aisle 1 Auxiliary Live Load, Left, Right, Aisle l Aux Live, Right, Aisle 1 Auxiliary Live Load, Right, Right, Aisle 2 Auxiliary Live Load, Left, Right, Aisle 2 Aux Live. Right, Aisle 2 Auxiliary Live Load, Right, Right, Aisle 3 Auxiliary Live Load, Left, Right, Aisle 3 Aux Live, Right, Aisle 3 Auxiliary Live Load, Right, Right, Aisle 4 Auxiliary Live Load, Left, Right, Aisle 4 Aux Live, Right, Aisle 4 Auxiliary Live Load, Right, Right, Aisle 5 Auxiliary Live Load, Left, Right, Aisle 5 Aux Live, Right, Aisle 5 Aux Live Bracing Reaction Aux Live Bracing Reaction, Left Wind, Aux Live Bracing Reaction, Left Aux Live Bracing Reaction, Left, Aisle l Wind, Aux Live Bracing Reaction, Left, Aisle I Aux Live Bracing Reaction, Left, Aisle 2 Wind, Aux Live Bracing Reaction, Left, Aisle 2 Aux Live Bracing Reaction, Left, Aisle 3 Wind, Aux Live Bracing Reaction, Left, Aisle 3 Aux Live Bracing Reaction, Left, Aisle 4 Wind, Aux Live Bracing Reaction, J...eft, Aisle 4 Aux Live Bracing Reaction, Left, Aisle 5 Wind, Aux Live Bracing Reaction, Left, Aisle 5 Auxiliary Dead Load User Defined Load H l User Defmed Load H 3 User Defined Load ~ 5 User Defined Load H 7 User Defined Load - 9 User Brace Reaction - I User Brace Reaction-3 User Brace Reaction H 5 User Brace Reaction -7 User Brace Reaction-9 Temperature Load File: Jack Rabbit Product Pump Bldg-Final WB!> WB2> WB3> WB4> WB5> WB6> MW E <E EG+ EB> FL 'FL AL 'AL> <*AL 'AL 'AL>(l) <'1AL(l) 'AL(l) 'AL>(2) <*AL(2) 'AL(2) 'AL>(3) <'AL(3) 'AL(3) 'AL>(4) <'AL(4) 'AL(4) 'AL>(5) <'AL(5) 'AL(5) ALB> WALB> ALB>(!) WALB>(!) ALB>(2) WALB>(2) ALB>(3) WALB>(3) ALB>(4) WALB>(4) ALB>(5) WALB>(5) WALB uo U2 U4 U6 U8 UB UB2 UB4 UB6 UB8 R v Date: 4/13/2009 Time: 8:55:27 AM Page: 12 of 57 Wind Brace Reaction, Case 1, Right Wind Brace Reaction, Case 2, Right Wind Brace Reaction, Case 3, Right Wind Brace Reaction, Case 4, Right Wind Brace Reaction, Case 5, Right Wind Brace Reaction, Case 6, Right Minimum Wind Load Seismic Load Seismic Load, Left Vertical Seismic Effect, Additive Seismic Brace Reaction, Right Floor Live Load Alternate Span Floor Live Load, Shifted Left Auxiliary Live Load Auxiliary Live Load, Right, Left Auxiliary Live Load, Left, Left Aux Live, Left Auxiliary Live Load, Right, Left, Aisle 1 Auxiliary Live Load, Left, Left, Aisle I Aux Live, Left, Aisle I Auxiliary Live Load, Right, Left, Aisle 2 Auxiliary Live Load, Left, Left, Aisle 2 Aux Live, Left, Aisle 2 Auxiliary Live Load, Right, Left, Aisle 3 Auxiliary Live Load, Left, Left, Aisle 3 Aux Live, Left, Aisle 3 Auxiliary Live Load, Right, Left, Aisle 4 Auxiliary Live Load. Left, Left, Aisle 4 Aux Live, Left, Aisle 4 Auxiliary Live Load, Right, Left, Aisle 5 Auxiliary Live Load, Left, Left, Aisle 5 Aux Live, Left, Aisle 5 Aux Live Bracing Reaction, Right Wind, Aux Live Bracing Reaction, Right Aux Live Bracing Reaction, Right, Aisle 1 Wind, Aux Live Bracing Reaction, Right, Aisle l Aux Live Bracing Reaction, Right, Aisle 2 Wind, Aux Live Bracing Reaction, Right, Aisle 2 Aux Live Bracing Reaction, Right, Aisle 3 Wind, Aux Live Bracing Reaction, Right, Aisle 3 Aux Live Bracing Reaction, Right, Aisle 4 Wind, Aux Live Bracing Reaction., Right, Aisle 4 Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction User Defmed Load User Defined Load w 2 User Defined Load -4 User Defined Load -6 User Defined Load ~ 8 User Brace Reaction User Brace Reaction M 2 User Brace Reaction~ 4 User Brace Reaction - 6 User Brace Reaction -8 Rain Load Shear Version: 7.lf To Grid 1-C ! ~ ~ 6 ~ File: Jack Rabbit Product Pump Bldg-Final 08-25573 Design report Date: 4/13/2009 Time: 8:55:27 AM Page: 13 of 57 Width Len Eave Ht. Eave Ht. 2 Pitch Pitch 2 Dist. to Rid e Peak Hei ht 30/0/0 34/0/0 20/0/0 20/0/0 4.000:12 4.000:12 15/0/0 25/0/0 E3 4 i - ~ ; 2 Version: 7.1f Wall: 4 ( Grid:A) \:?) B R racml! J eactwn f rom W II 4 a : X-Loc Grid! -Grid2 Ld Load Combinations Cs 1 0.700E> 2 0.700<E 3 l.OWPA1 4 l.OWPD1 5 l.OWPA2 6 l.OWPD2 7 l.OWPB1 8 l.OWPC1 9 l.OWPB2 10 l.OWPC2 08-25573 Design report 1TJY' 22/2/8 A- Hx Vy k) (k 0.0 0.0 1.2 2.1 0.0 0.0 2.4 4.4 0.0 0.0 2.4 4.4 0.0 0.0 - 2.6 4.9 - 0.0 0.0 - 2.6 4.9 - Anchor Rod /Diam. (in. 4-0.750 -- -- - -- -- -- -- -- -- -- Date: 4113/2009 Time: 8:55:27 AM Page: 14 of 57 ... - - - - - - - Note: Reactions shown in the Bracing Reactions table are not included in the Frame Reactions table. Bracing reactions are produced from loads applied parallel to the ridge and Frame reactions from loads applied perpendicular to the ridge of the bullding. Combine per Code as needed. A rho factor of 1.00 is included in the seismic reactions. File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf 08-25573 Design. report Wall: 4, Frame at: l/0/0 Design Load Combinations-F ramin No. Origin Factor Application 1 System LOOO LOD+ LOCG+ LOS 2 System LOOO 1.0 D + 1.0 CG+ LO US!* 3 System LOOO l.O D + 1.0 CG + 1.0 *USI 4 System LOOO I.OD+LOCG+l.OWl> 5 System LOOO l.O D + 1.0 CG + 1.0 <WI 6 System LOOO LOD+ LOCG+ LOW2> 7 System LOOO l.O D + 1.0 CG + 1.0 <W2 8 System LOOO 1.0 D + LO CG+ 0.750 S + 0.750Wl> 9 System LOOO 1.0 D + 1.0 CG+ 0.750 S + 0.750 <Wl 10 System LOOO 1.0 D + 1.0 CG+ 0.750 S + 0.750 W2> 11 System LOOO I.O D + LO CG +0.750 S + 0.750 <W2 12 System LOOO 0.600 D + 0.600 CU + 1.0 W1> 13 System LOOO 0.600 D + 0.600 CU + 1.0 <WI 14 System LOOO 0.600 D + 0.600 CU + LO W2> 15 System LOOO 0.600 D + 0.600 CU + 1.0 <W2 16 System LOOO I.O D + 1.0 CG+OJ50 S + 0.750 E> + 0.700 EG+ 17 System 1.000 1.0 D + 1.0 CG+ 0.150 S + 0.750 <E+0.700 EG+ 18 System 1.000 0.600 D + 0.600 CU + 0.700 E> + 0.700 EG- 19 System LOOO 0.600 D+ 0.600 CU + 0.700 <E+ 0.700 EG- 20 System Derived 1.000 1.0 D + 1.0 CG+ 0.150 S + 0.750 EB> + 0.700 EG+ 21 System Derived LOOO 0.600 D + 0.600 CU + 0.700 EB>+ 0.700 EG- 22 System Derived 1.000 1.0 D + 1.0 CG+0.150 S + 0.750 <EB + 0.700 EG+ 23 System Derived LOOO 0.600 D+ 0.600 CU + 0.700 <EB + 0.700 EG- 24 System Derived LOOO LO D + LO CG+ 1.0 WPA1 25 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPAI 26 System Derived 1.000 0.600 D+ 0.600 CU + LO WPA1 27 System Derived LOOO LO D + 1.0 CG+ LO WPD1 28 System Derived LOOO l.O D + 1.0 CG+ 0.750 S + 0.750 WPDl 29 System Derived 1.000 0.600 D+ 0.600 CU + 1.0 WPD1 30 System Derived 1.000 1.0 D + 1.0 CG+ 1.0 WPA2 31 System Derived 1.000 l.O D + 1.0 CG+0.750 S + 0.750 WPA2 32 System Derived LOOO 0.600 D + 0.600 CU+ 1.0 WPA2 33 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 34 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 35 System Derived 1.000 0.600 D + 0.600 CU + 1.0 "WPD2 36 System Derived 1.000 LO D + 1.0 CG+ LOWPB1 37 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPBI 38 System Derived LOOO 0.600 D + 0.600 CU + 1.0 WPB1 39 System Derived LOOO LO D + 1.0 CG + 1.0 WPC1 40 System Derived 1.000 1.0 D+ 1.0 CG + 0.750 S + 0.750 WPCJ 41 System Derived LOOO 0.600 D + 0.600 CU + 1.0 WPCl 42 System Derived 1.000 LOD + LOCG+ l.OWPB2 43 System Derived LOOO 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 44 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 45 System Derived 1.000 LOD+ LOCG+ LOWPC2 46 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPC2 47 S stem Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 File: Jack Rabbit Product Pump Bldg-Final Date: 4/!3/2009 Time: 8:55:27 AM Page: 15 of 57 Description D+CG+S D+CG+USl* D+CG+*USI D+CG+Wl> D+CG+<WI D+CG+W2> D+CG+<W2 D+CG+S+Wl> D+CG+S+<Wl D+CG+S+W2> D+CG+S+<W2 D+CU+Wl> D+CU+<Wl D+CU+W2> D+CU+<W2 D+CG+S+E>+EG+ D+CG+S+<E+EG+ D+CU+E>+EG~ D+CU+<E+EG- D+CG+S+EB>+EG+ D+CU+EB>+EG- D+CG+S+<EB+EG+ D+CU+<EB+EG- D+CG+WPAI D+CG+S+WPAl D+CU+WPAl D+CG+WPDI D+CG+S+WPDl D+CU+WPDl D+CG+WPA2 D + CG + S + WPA2 D+CU+WPA2 D+CG+WPD2 D+CG+S+WPD2 D+CU+WPD2 D+CG+"WPBl D+CG+S+WPBl D+CU+WPBl D+CG+"WPCl D+CG+S+WPCl D+CU+WPCl D+CG+WPB2 D+CG+S+WPB2 D+CU+WPB2 D+CG+WPC2 D+CG+S+WPC2 D+CU+WPC2 Version: 7.lf 08-25573 Design report Wall: 4, Frame at: 1/0/0 Frame ID:CB EW v Values shown are resisting forces of the foundation. R ' U £ dL dT f C S C 3 eachons-n actore oa 1 vue at rame ross ec 10n: Type Exterior Column X-Loc 0/0/0 Grid] -Grid2 3-A Base Plate W x L (in.) 8 X 13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-0" Load Tvoe Desc. Hx Vv D Fnn 0.0 0.5 CG Fnn 0.0 0.3 s Fnn 0.3 4.6 USI* Fnn 0.2 7.4 *USl Fnn 0.3 -0.5 WI> Fnn 2.3 0.7 <WI Fnn -2.1 -3.4 W2> Fnn 1.8 1.6 <W2 Fnn -2.6 ·2.4 cu Fnn 0.0 0.3 E> Fnn 0.5 0.9 EG+ Fnn -0.0 <E Fnn -0.5 -0.9 EG-Fnn --0.0 EB> Brc - <EB Brc - WPAl Brc 0.9 -1.8 WPDI Brc 0.8 -2.1 WPA2 Brc 0.4 -0.8 WPD2 Brc 0.3 -1.2 WPBI Brc 1.0 -1.8 WPCI Brc 1.0 -2.2 WPB2 Brc 0.4 -0.9 WPC2 Brc 0.4 -1.3 File: Jack Rabbit Product Pump Bldg-Final Frame Type:Continuous Beam v Hx Hx Interior Column Exterior Column 13/0/0 30/0/0 3-B 3.C Sx 11 8x 13 0.375 0.375 4-0.750 4-0.750 100'-0 .. 100'-0 .. Hx Hz Vv Hx Vv 1.0 -0.0 0.6 -0.7 -0.0 0.5 -10.7 -0.3 6.1 - -8.8 -0.2 -0.1 - -7.3 -0.3 9.3 -3.4 -2.8 2.0 -3.0 --3.1 -1.5 -2.2 -0.3 ---2.7 2.5 -2.1 - --1.5 -1.6 0.7 - -0.7 -0.0 0.4 -0.1 -0.3 0.4 -0.6 - -0.1 0.1 --0.1 0.3 -0.4 0.6 ---0.1 --0.1 ---- ---- - --0.2 -1.0 -1.9 - --0.8 -1.0 -2.4 ---0.1 -0.4 -0.9 - --0.7 -0.4 -1.4 ---0.3 -0.9 -1.8 - --0.9 -0.8 -2.2 ---0.2 -0.4 -0.8 ---0.8 -0.3 -1.2 - - - - - - - - - - - - - - - - - -- - - Version: 7.1f Date: 4/13/2009 Time: 8;55:27 AM Page: 16 of 57 - - - - - - - - - - - - - - - - - - - - - - 08-25573 Design report Date: 4/13/2009 Time: 8:55:27 AM Page: 17 of 57 Fr e R t'o s Factored Lo d Cas at Frame Cross Se C 3 am eac1n-a es C 100: X-Loc 0/0/0 13/0/0 30/0/0 Gridl -Grid2 3-A 3-B 3-C Ld Descriotion Hx Vv Hx Hz Vv Hx Vv Cs (application factor not shown k (k) k) (k) (k) (k (k) 1 D+CG+S 0.3 5.4 - -12.4 -0.3 7.2 -- 2 D+CG+USI* 0,2 8.2 --10.5 -0,2 1.0 - 3 D+CG+*USI 0.3 0.3 --9.0 -0.3 10.4 -- 4 D+CG+Wl> 2.4 1.5 -3.4 -1.1 1.9 -1.9 - 5 D+CG+<Wl -2.1 -2.6 --3.1 0.1 -2,2 0.8 - 6 D+CG+W2> 1.8 2.5 - --1.1 2.5 -1.0 - 7 D+CG+<W2 -2.6 -1.6 - -0,2 -1.7 1.8 - 8 D+CG+S+Wl> 2.0 4.7 -2.6 7.6 1.2 3.4 -- 9 D+CG+S+<Wl -1.3 1.7 -2.3 8.6 -1.9 5.5 -- 10 D+CG+S+W2> 1.6 5.5 -7.7 1.6 4.1 -- 11 D+CG+S+<W2 -1.7 2.4 --8.7 -1.5 6.2 - 12 D+CU+Wl> 2.3 1.2 -3.4 -1.8 2.0 -2.4 -- 13 D+CU+<Wl -2.1 -2.9 --3.1 -0.5 -2.2 0.3 - 14 D+CU+W2> 1.8 2.1 --1.7 2.5 -1.5 -- 15 D+CU+<W2 -2.6 -1.9 --0.5 -1.7 1.3 - 16 D+CG+S+E>+EG+ 0.5 2.2 -0.0 3.2 0.2 1.6 - 17 D+CG+S+<E+EG+ -0.3 0.8 --0.0 3.6 -0.4 2.5 - 18 D+CU+E>+EG-0.4 1.1 -0.0 0.7 0.3 0.1 19 D+CU+<E+EG--0.3 -0.2 --0.0 1.1 -0.3 1.0 -- 20 D+CG+S+EB>+EG+ 0.1 1.5 - -3.4 -0.1 2.1 - 21 D+CU+EB>+EG-0.0 0.5 - -0.9 -0.0 0.5 -- 22 D+CG+S+<EB+EG+ 0.1 1.5 - -3.4 -OJ 2.1 - 23 D+CU+<EB+EG-0.0 0.5 -0.9 -0.0 0.5 -- 24 D+ CG+\VPAl 0.9 -1.0 -l.5 -1.0 -0.8 -- 25 D+CG+S+WPAl 0.9 2.9 -9.6 -1.0 4.3 -- 26 D+CV+WPAl 0.9 -1.3 0.8 -1.0 -1.3 - 27 D+CG+WPDI 0.9 -1.3 -0.9 -1.0 -U -- 28 D+CG+S+WPDI 0.9 2.6 -9.2 -1.0 3.9 -- 29 D+CU+WPDI 0.9 -1.6 0.2 -1.0 -1.8 - 30 D+CG+WPA2 0.4 -0.0 -1.6 -0.5 0.2 -- 31 D+CG+S+WPA2 0.5 3.6 -9.7 -0.6 5.0 - 32 D+CU+WPA2 0.4 -0.3 -0.9 -0.4 -0.3 - 33 D+CG+WPD2 0.3 -0.4 -1.0 -0.5 -0.3 - 34 D+CG+S+WPD2 0.5 3.4 -9.2 -0.6 4.6 35 D+CU+WPD2 0.3 -0.7 -0.3 -0.5 -0.8 -- 36 D+CG+\VPBl 1.0 -1.0 - -1.4 -0.9 -0.7 - 37 D + CG + S + WPBl 1.0 2.9 --9.5 -0.9 4.3 - 38 D+CU+WPBl 1.0 -1.4 -0.7 -0.9 -1.2 - 39 D+CG+WPCI 1.0 -1.4 -0.8 -0.9 -1.1 - 40 D+CG+S+WPCl 1.0 2.6 -9.1 -0.9 4.0 - 41 D+CU+WPCI 1.0 -1.7 -0.1 -0.9 -1.6 - 42 D+CG+WPB2 0.5 -0.1 -1.5 -0.4 0.3 - 43 D+CG+S+WPB2 0.6 3.6 -9.6 -0.5 5.1 - 44 D+CU+WPB2 0.5 -0.4 -0.8 -0.4 -0.2 - 45 D+CG+WPC2 0.5 -0.4 --0.9 -0.3 -0.1 46 D+CG+S+WPC2 0.6 3.3 --9.2 -0.5 4.8 47 D+CU+WPC2 0.5 -0.8 --0.2 -0.3 -0.6 - Maximum Combined Reactions Summary 'With Factored IAads-Framing X-Loc Grid Hrz left Load HrzRlght Load Hrzln Load BrzOut Load Uplift Load Vrt Down Load Momcw Load Momccw Load (-Hx) Case (Hx) Case ((~~) Case (I!~) Case (-Vy) Case ('Z) Case (-Mzz) Case (M7.z) Case (k). Ckl (k Ckl Cin-kl Cin-kl 0/0/0 3-A 2.6 15 2.4 4 ---2.9 13 8.2 2 -- -- 13/0/0 3-B ---3.1 5 3.4 4 1.8 12 12.4 1 - --- 30/0/0 3-C 2.2 5 2.5 14 -- --2.4 12 10.4 3 - - -- File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf 08-25573 Design report Wall: 4, Frame at: 18/0/0 Frame ID:Rigid Frame Values shown are resisting forces of the foundation. Reactions~ Unfnctored L oad Type at Frame Cross Section: 2 Type Exterior Column X-Loc 0/010 Gridl Grid2 2-A Base Plate W x L (in.) 8x 13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-0" Load Type Desc. Hx Vy D Fnn 0.2 1.6 CG Fnn 0.2 1.5 s Fnn 3.1 22.6 USI* Fm1 2.3 26.1 *USl Fnn 2.3 7.7 WI> Fnn 2.8 -1.4 <WI Fm1 -3.1 -6.0 W2> Fnn 2.0 0.2 <W2 Fnn -3.9 4.3 cu Fnn 0.2 1.5 E> Fnn 0.8 1.2 EG+ Frm 0.0 0.2 <E Frm -0.8 -1.2 EG-Frm -D.O -0.2 EB> Brc -D.O 2.2 <EB Brc 0.0 0.0 WFAI Brc 1.2 -D.6 WPDI Brc 1.3 -3.6 WFA2 Brc 0.4 1.1 WPD2 Brc 0.5 -2.0 WPBI Brc 1.3 -{).5 WFCI Brc 1.4 -3.8 WFB2 Brc 0.6 1.2 WPC2 Brc 0.6 -2.2 File: Jack Rabbit Product Pump Bldg-Final Frame Type:Rigld Frame v Exterior Column 30/010 2-C 8 X 13 0.375 4-0.750 100'-0" Hx Hz Vy -D.2 -1.7 - -{).2 -1.7 - -3.1 -22.6 - -2.3 -7.7 -2.3 -26.1 3.1 --6.0 - -2.8 --1.4 3.9 -4.3 - -2.0 -0.2 - -0.2 -1.5 0.8 --1.2 -D.O . 0.2 -D.8 -1.2 0.0 --0.2 0.0 . 2.2 -0.0 -1.6 -2.2 -1.3 --{).5 -1.4 -2.6 -7.5 -0.6 -1.2 -0.6 -2.6 -5.8 -1.2 --0.6 -1.2 -2.4 -6.9 - -{).4 -1.0 - -0.5 -2.4 -5.2 - - - - - - - - - - - - - - - - - - - - Version: ?.If Date: 4113/2009 Time: 8:55:27 AM Page: 18 of 57 - - . 08-25573 Design repo.rt Frame Reactions Factored Load Cases at Frame Cross Section· 2 - X-Loc 0/0/0 30/0/0 Grid 1 -Grid2 2-A 2-c Ld Description Hx Vy Hx Hz Vy Cs (aoolication factor not shown) kl (k (k) (k (k I D+CG+S 3.5 25.7 -3.5 -25.9 2 D+CG+USI"' 2.7 29.3 -2.7 -11.0 3 D+CG+*USl 2.7 10.9 -2.7 -29.5 4 D+CG+Wl> 3.2 1.7 2.7 --2.7 5 D+CG+<Wl -2.7 -2.9 -3.2 -1.9 6 D+CG+W2> 2.4 3.4 3.5 --1.0 7 D+CG+<W2 -3.5 -1.2 -2.4 -3.6 8 D+CG+S+Wl> 4.8 19.0 -0.4 -15.7 9 D+CG+S+<Wl 0.4 15.6 -4.8 -19.2 10 D+CG+S+W2> 4.3 20.3 0.2 -17.0 11 D+CG+S+<W2 -0.2 16.8 -4.3 -20.4 12 D+CU+Wl> 3.1 0.4 2.9 --4.1 13 D+CU+<Wl -2.9 -4.1 -3.1 -0.5 14 D+CU+W2> 2.3 2.1 3.7 --2.4 15 D+CU+<W2 -3.7 -2.4 -2.3 -2.1 16 D+CG+S+E>+EG+ 1.5 7.6 -0.3 -5.9 17 D+CG+S+<E+EG+ 0.3 5.7 -1.5 -7.8 18 D+CU+E>+EG-0.8 2.6 0.3 0.9 19 D+CU+<E+EG--0.3 0.9 -0.8 -2.6 20 D+CG+S+EB>+EG+ 0.9 8.3 -0.9 8.5 21 D+CU+EB>+EG-0.2 3.3 -0.2 -3.3 22 D+CG+S+<EB+EG+ 0.9 6.7 -0.9 -1.2 5.2 23 D+CU+<E;B+EG-0.3 1.8 -0.3 -1.2 0.2 24 D+CG+WPAl 1.6 2.5 -1.7 2.8 25 D+CG+S+WPAl 3.6 19.6 -3.7 -19.9 26 D+CU+WPAI 1.4 1.3 -1.6 1.4 27 D + CG + WPDl 1.7 -0.5 -1.8 -2.6 -4.1 28 D + CG + S + WPDl 3.7 17.3 -3.8 -2.0 14.7 29 D+CU+WPDl 1.5 -1.8 -1.7 -2.6 -5.6 30 D+CG+WPA2 0.8 4.2 -1.0 4.5 31 D+CG+S+WPA2 3.0 20.9 -3.1 -21.1 32 D+CU+WPA2 0.6 2.9 -0.8 -3.1 33 D+CG+WPD2 0.9 1.2 -1.1 -2.6 -2.4 34 D+CG+S+WPD2 3.1 18.6 -3.2 -2.0 15.9 35 D+CU+WPD2 0.7 -0.1 -0.9 -2.6 -3.9 36 D+CG+WPBI 1.7 2.7 -1.6 2.7 37 D+CG+S+WPBJ 3.7 19.7 -3.6 19.8 38 D+CU+WPBJ 1.6 1.4 -1.4 1.2 39 D+CG+WPC! 1.8 -0.7 -1.7 -2.4 -3.6 40 D+CG+S+WPCl 3.8 17.2 -3.7 -1.8 15.1 41 D+CU+WPCI 1.7 -2.0 -1.5 -2.4 -5.0 42 D+CG+WPB2 1.0 4_4 -0.8 -4.4 43 D+CG+S+WPB2 3.1 21.0 -3.0 -21.0 44 D+CU+WPB2 0.8 3.1 -0.6 -2.9 45 D+CG+WPC2 1.0 1.0 -0.9 -2.4 -1.9 46 D+CG+S+WPC2 3.2 18.5 -3.1 -1.8 16.3 47 D+CU+WPC2 0.9 -0.3 -0.7 -2.4 -3.3 M' ax1mum C b' dR om me eacbons s 'hF ummarv WJt actore dLo d F a s-ramml! X~Loc Grid Hrz left Load HrzRight Load Hrzln Load HrzOut Load Uplift (-Hx) Case (~) Case (-Hz) Case (Hz) Case (-Vy) (k)-(k (k). .(k)-(k\' 0/0/0 2-A 3.7 15 4.8 8 -- - -4.1 30/0/0 2-C 4.8 9 3.7 14 2.6 27 --5.6 Bracing- L X-Loc Grid Descriotion - - - -- -- -- -- - -- - -- -- -- -- -- -- -- -- -- -- -- -- -- - --- -- - -- - - - - - - - - - -- -- -- - - - -- -- Load Vrt Down Load Case ('(0/ Case 13 29.3 2 29 29.5 3 Date: 4/13/2009 Time: 8:55:27 AM Page: 19 of 57 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Momcw Load Momccw Load (-Mzz) (in-ki Case (Mzz) (in-ki Case - -- - - -- I 0/0/0 I A-2 I Diagonal bracing at base is located away from column. Reactions are NOT included with frame reactions. See wall elevation for reactions. 301010 C-2 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Jack Rabbit Product Pump Bldg-Final Version: 7.1f 08-25573 Design report Wall: 4, Frame at: 33/0/0 Frame TD:CB EW Values shown are resisting forces of the foundation. R U! t dL<> dT F C Set" eachons ~ n ac ore a .type at rame ross c wn: Type Exterior Column X~Loc 01010 Gridl ~ Grid2 I-A Base Plate W x L (in.) 8 X 13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. I00'-0" Load Tvoe Desc. Hx Hz Vv D Fnn 0.0 -0.5 CG Fnn 0.0 -0.3 s Fnn 0.3 4.I USl* Frm 0.1 -6.6 *USl Fnn 0.3 --0.3 WI> Fnn 2.3 1.0 <WI Fnn -2.I --3.4 W2> Fnn 1.8 -1.8 <W2 Frm -2.6 -2.6 cu Frm 0.0 -0.3 E> Fnn 0.5 -0.9 EG+ Frm --0.0 <E Fnn -0.5 --0.9 EG-Fnn --0.0 EB> Brc O.I 1.6 -2.1 <EB Brc -0.0 -3.I WPAI Brc 0.8 2.4 -5.0 WPDI Brc 0.7 -2.9 WPA2 Brc 0.4 2.4 -4.2 WPD2 Brc 0.3 3.7 WPBI Brc 1.0 2.6 -5.4 WPCI Brc 0.8 -3.4 WPB2 Brc 0.5 2.6 -4.5 WPC2 Brc 0.3 -4.2 Frame Type:Continuous Beam Vy Interior Column Ex1erior Column I3/0/0 30/010 I-B I-C 8 X 11 8x 13 0.375 0.375 4-0.750 4-0.750 I00'-0" 100'-0" Hx Hz Vv Hx Hz Vv -0.9 -0.0 0.6 -0.6 -0.0 0.5 -9.5 -0.3 -5.5 -8.0 -0.! -O.I -6.3 -0.3 8.4 3.4 -3.2 1.7 --2.5 -3.I -0.8 -1.8 --0.5 ---3.1 2.I --1.7 --0.7 -1.3 -0.4 -0.6 -00 -0.4 0.0 -0.5 0.3 --0.5 --O.I -O.I -00 0.5 -0.3 -0.5 --0.1 ---O.I ---O.I -O.I 1.6 -2.I --O.I 0.0 -2.2 ---0.8 -1.0 2.6 -5.5 --0.3 -0.8 -1.8 ---0.7 -0.5 2.6 -4.7 ---0.3 -0.3 -2.7 ---1.0 -0.9 2.4 -5.0 --0.4 -0.7 -1.6 ---0.9 -0.4 2.4 -4.I ---0.4 -0.3 -2.4 - - - - - - - -- - - - - - - - - - - - - File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf Date: 4113/2009 Time: 8:55:27 AM Page: 20 of 57 - - - - - - - - - -- - - - - - - - ~. ...... F rame R f eac tons~ Ft dLodC ac ore a X-Loc Gridl -Grid2 Ld Description Cs (application factor not shown) 1 D+CG+S 2 D+CG+USI* 3 D+CG+*USI 4 D+CG+Wl> 5 D+CG+<Wl 6 D+CG+W2> 7 D+CG+<W2 8 D+CG+S+Wl> 9 D+CG+S+<Wl 10 D+CG+S+W2> II D+CG+S+<W2 12 D+CU+Wl> 13 D+CU+<Wl 14 D+CU+W2> 15 D+CU+<W2 16 D+CG+S+E>+EG+ 17 D+CG+S+<E+EG+ 18 D+CU+E>+EG- 19 D+CU+<E+EG- 20 D+CG+S+EB>+EG+ 21 D+CU+EB>+EG- 22 D+CG+S+<EB+EG+ 23 D+CU+<EB+EG- 24 D+CG+WPAl 25 D+CG+S+WPAI 26 D+CU+WPAl 27 D+CG+WPDl 28 D+CG+S+WPDl 29 D+CU+WPDI 30 D+CG+WPA2 31 D + CG + S + WPA2 32 D+CU+WPA2 33 D+CG+WPD2 34 D+CG+S+WPD2 35 D+CU+WPD2 36 D+CG+WPBI 37 D+CG+S+WPBl 38 D+CU+WPBl 39 D+CG+WPC1 40 D+CG+S+WPCI 4! D+CU+WPCI 42 D+CG+WPB2 43 D+CG+S+WPB2 44 D+CU+WPB2 45 D+CG+'WPC2 46 D+CG+S+WPC2 47 D+CU+Wf'C2 a~esa IF <rame c 0/0/0 1·A Hx Hz k) (k 0.3 . 0.1 . 0.4 . 2.3 . ·2.1 . !.8 -2.5 2.0 - -!.3 - 1.6 - -1.7 - 2.3 - -2.1 - !.8 - -2.6 - 0.5 - .0.3 0.4 .0.3 - 0.1 !.2 0.1 !.2 01 - .0.0 - 0.9 2.4 0.9 !.8 0.9 2.4 0.8 - 0.8 - 0.8 - 0.4 2.4 0.5 !.8 0.4 2.4 0.3 0.5 - 0.3 - 1.0 2.6 1.0 2.0 1.0 2.6 0.9 - 0.9 - 0.8 - 0.6 2.6 0.6 2.0 0.5 2.6 0.4 - 0.5 - 0.4 - 08-25573 Design report ross s f ec 100: 13/0/0 30/0/0 1·B 1.C Vy Hx Hz Vy Hx Hz k k (k k) k (k 4.9 . . 11.1 .0.3 . 7.3 . -9.5 .0.1 . 0.4 . . 7.9 .0.4 . !.7 . 3.4 ·!.6 !.6 . ·2.7 ·3.1 0.7 ·!.9 - 2.6 - --!.5 2.1 - -!.8 --0.8 -1.4 - 4.6 2.6 6.3 1.0 - !.3 --2.3 8.1 -1.6 5.2 - -6.4 !.3 - 1.9 - -8.1 -1.3 - 1.4 -3.4 -2.2 1.6 - -3.0 --3.1 0.1 -!.8 - 2.3 ---2.2 2.1 - -2.1 -0.2 -1.4 2.1 -0.0 2.7 0.2 0.7 .0.0 3.4 .0.3 1.1 -0.0 0.5 0.2 - -0.2 -.0.0 1.2 .0.3 - -0.2 - -3.0 .0.! !.2 -1.1 -0.8 .0.1 !.2 3.8 - -3.0 .0.1 - 2.6 --0.8 0.0 - -4.2 -0.8 -1.0 2.6 0.1 - -8.1 -!.0 2.0 -4.6 -0.1 -!.0 2.6 3.7 !.2 .0.8 6.0 -8.4 .0.9 3.3 - -0.6 .0.8 - -3.4 - -0.8 .0.5 2.6 0.8 --8.2 .0.6 2.0 -3.7 -0.2 .0.5 2.6 4.5 --1.3 .0.4 - 6.7 --8.5 -0.5 - 4.2 - -0.7 -0.3 - -4.6 -0.6 .0.9 2.4 .0.2 --8.0 -0.9 1.8 -4.9 -.0.0 -0.9 2.4 4.1 - -1.1 -0.8 6.4 --8.4 -0.8 - 3.8 - -0.5 .0.8 -3.8 --0.7 .0.4 2.4 0.5 8.0 .0.6 1.8 -4.1 -0.0 .0.4 2.4 5.0 -!.2 .0.3 7.0 8.4 .0.5 4.7 - -0.6 -0.3 Maximum Combined Reactions Summary with Factored Loads~ Framine Vy (k 6.5 0.9 9.4 ·1.5 0.5 .0.6 1.4 3.3 4.8 3.9 5.4 -2.0 0.0 -1.1 0.9 1.5 2.2 0.2 0.8 0.3 -1.0 3.6 2.1 -4.5 1.0 -5.0 2.8 6.5 2.4 -3.7 1.6 -4.1 3.7 7.2 3.2 -4.0 1.4 -4.4 2.6 6.4 2.1 -3.1 2.1 -3.6 3.5 7.0 3.0 . . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Date: 4/13/2009 Time: 8:55:27 AM Page: 21 of 57 . . . . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - X~Loc Grid Hrz left Load HrzRight Load Hrzln Load HrzOut Load Uplift Load VrtDown Load Momcw Load Momccw Load (-Hx) Case (k) 0/0/0 1-A 2.6 15 13/0/0 1-B - 30/0/0 1-C 1.9 5 (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case ('(// Case (-Mzz) (k) (k) (k) (kl (in-k} 2.3 4 -2.6 36 4.9 38 7.3 2 - -3.1 5 3.4 4 2.2 12 11.1 1 - 2.1 14 --2.6 30 5.0 26 9.4 3 - Descri tion Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Dia onal bracin at base is attached to column. Reactions ARE included with frame reactions. File: Jack Rabbit Product Pump Bldg-Final Version: 7.Jf Case (Mzz) Case (in-k) -- -- - -- ~..... Shape: Pump Bldg Loads and Codes-Shape: Pump Bldg 08-25573 Design report City: Parachute County: Garfield State: Colorado 89AJSC 04AJSI Building Code: . Built Up: Based on Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Cold Form: Dead and Collateral Loads Collateral Gravity:S.OO psf Collateral Uplift: 5.00 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.925) Parts Wind Exposure Factor: 0.925 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.2000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/010 Parts I Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: J 9.55 psf Deflection Conditions Roof Covering+ Second. Dead Load: Varies Frame Weight(assumed for seismic):3.50 psf Snow Load Ground Snow Load: 75.00 psf Roof Snow Load: 75.00 psf Design Snow(Sloped): 75.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (!.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground I Roof Conversion: 1 .00 %Snow Used in Seismic: 20.00 Seismic Snow Load: 15.00 psf Unobstructed, Slippery Roof Frames are vertically supporting:Metal RoofPurlins and Panels Frames are laterally supporting:EhieriorWall with Flexible Finish Purlins are supporting: Meta! Roof Panels Girts are supporting:Metal Wall Panels Live Load Date: 4/13/2009 Hme: 8:55:27 AM Page: 22 of 57 Country: United States Rainfall: 4.00 inches per hour Live Load: 30.00 psf Not Reducible Seismic Load Mapped Spectral Response~ Ss:40.70 %g Mapped Spectral Response-Sl :8.70 %g Seismic Hazard I Use Group: Group l Seismic Importance: 1.000 Seismic Perfonnance I Design Category: B System NOT detailed for Seismic Framing Seismic Period: 03076 Bracing Seismic Period: 0.1891 Framing R-Factor: 3.0000 Bracing R-Factor: 3.0000 Soil Proftle Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor: 1.0000 Brace Redundancy Factor: 1 .0000 Frame Seismic Factor (Cs): 0.1068 x W Brace Seismic Factor (Cs): 0.1085 x W Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading infunnation for this specific building site. D esi n Load c ombinabons-B racine: No. Origin Factor Application Description I System !.000 0.700 E> E> 2 System !.000 0.700 <E <E 3 System !.000 l.OWPAI WPAI 4 System !.000 IOWPDI WPDI 5 System !.000 IOWPA2 WPA2 6 System !.000 !.0 WPD2 WPD2 7 System !.000 !.0 WPBI WPBI 8 System !000 !.0 WPCI WPC! 9 System !.000 !.0 WPB2 WPB2 IO System !.000 I.OWPC2 WPC2 File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf 08-25573 Design report 7. 1]'..D'' ' 15'..0'' 7 Date: 4/13/2009 Time: 8:55:27 AM Page: 23 of 57 '7 ? +-t Dia2onal Bracinl! Member Desi1!n Summary: Roof A Mem. Bracing Lengili Angle Design Seismic Stress Stress Governing Design Comment No. Shaoe (ft) Axialfkl Factor Factor Ratio Load Case Status I R0.375 21.12 48.3 -1.72 1.0000 1.0000 0.709 i.OWPA2 passed 2 R 0.375 21.11 48.3 -1.72 1.0000 1.0000 0.709 J.OWPDI passed Mem. End Diagonal Connection Design Information I Left Slot web thk-118 in., F-1.72k, E factor-1.000, stress increase-1.000, slot offset= 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK>> passed Right Slot web thk""' 3/16 in., F = 1.72k, E factor= 1.000, stress increase= 1.000, slot offset= 2 in., webfflange weld OK, web direct shear OK, web unching shear OK, tensile fracture of web OK>> passed 2 Left Slot: web thk = l/8 in., F 1. 72k, E factor 1.000, stress increase l.OOO, slot offset 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK>> passed Right Slot web thk = 118 in., F = 1.72k, E factor= 1.000, stress increase= 1.000, slot offset= 2 in., web/flange weld OK, web direct shear OK. web unching shear OK. tensile fracture of web OK>> passed File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf 08-25573 Design report 'o 15'£l'' 1T.£f' Date: 4/13/2009 Time: 8:55:27 AM Page: 24 of 57 +-+ Diagonal Bracino Member Des:ign Summary: R B oof Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape (ftl Axial (k) Factor Factor Ratio Load Case Status 1 R0.375 21.11 48.3 -1.70 1.0000 1.0000 0.699 LOWPC2 passed 2 R0.375 20.95 48.3 -1.70 1.0000 1.0000 0.699 l.OWPB1 passed Mem. End Diagonal Connection Deshm Information 1 Left Slot: webthk 1/8 in., F = 1.70k, E factor-1.000, stress increase 1.000, slot offset-2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK>> passed Right Slot: web thk = 1/8 in., F = L70k, E factor= 1.000, stress increase"" l.OOO, slot offset= 2 in., web/flange weld OK, web direct shear OK, web unching shear OK, tensile fracture of web OK>> passed 2 Left Slot web thk-1/8 in., F = 1.70k, E factor-1.000, stress increase-1.000, slot offset-2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK>> passed Right Slot web thk = I/8 in., F = L70k, E factor= 1.000, stress increase= 1.000, slot offset= 2 in., web/flange weld OK, web direct shear OK, web unching shear OK, tensile fracture of web OK>> passed File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf y X 15',0'' 08-25573 Design report l 1 Date: 4/13/2009 Time: 8:55:27 AM Page: 25 of 57 Dia~onal Braci!J~ Member Desi~n Summary: Sidewall 2 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status l R0.5 24.40 53.1 -4.34 1.0000 1.0000 0.962 l.OWPA2 passed 2 R0.5 24.22 53.1 -4.34 1.0000 1.0000 0.963 l.OWPDJ oassed Mem. End Diagonal Connection Desie:n lnfonnation l Left Slot: web thk -1/8 in., F 4.34k, E factor"" 1.000, stress increase l .000, slot offset 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK>> passed Right Slot: web tbk = l/8 in., F = 4.34k, E factor= 1.000, stress increase= 1.000, slot offset= 2 in., web/flange weld OK, web direct shear OK, web unching shear OK tensile fracture of web OK>> passed 2 Left Slot web thk = J/8 in., F = 4.34k, E factor-1.000, stress increase-1 .000, slot offset= 2 in., web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK>> passed Right Slot: web thk = 1/8 in., F = 4.34k, E factor= 1.000, stress increase= 1.000, slot offset= 2 in., web/flange weld OK, web direct shear OK, web punching shear OK. tensile fracture of web OK» passed File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf * 08-25573 Design report y X 17'..0" 12RBA 15'..0" Date: 4/13/2009 Time: 8:55:27 AM Page: 26 of 57 D ia2:ona IB rae in£! M b D em er esi!m s ummary: s d !14 i ewa Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape (ft) Axiai(k) Factor Factor Ratio Load Case ·status I R0.625 2!.49 6!.6 -5.52 !.0000 I.OOOO 0.76I l.OWPC2 passed 2 R0.625 24.44 53. I -4.37 !.0000 !.0000 0.602 l.OWPBI passed Mem. End Diagonal Connection Design Information I Left not designed* Right SQW 7.0x7.0x3/8 to web and flange, design angle= 60.8 deg, F = 5.5k, E factor= 1.000, stress increase= 1.000, Me= 10.08 k~in, web punching shear OK, SQW to web weld 3/16 fillet one side, SQW to flange weld 3116 fillet both sides=> passed 2 Left Slot web thk -l/8 in., F =4.37k, E factor-1.000, stress increase-1.000, slot offset 2 in, web/flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK >> passed Right Slot: web thk = l/8 ln., F = 4.37k, E factor"" 1.000, stress increase= 1.000, slot offset= 2 in., web/flange weld OK, web direct shear OK, web unchim~ shear OK, tensile fracture of web OK>> oassed For bracmg rod connectiOn@ Wall4 use BRT With RP13 Rod pads and (4) 3/4" A325X Anchor bolts (9=61N, P=5.52k < 13.25k-Per DM 3.2.3.DA) File: Jack Rabbit Product Pump Bldg-Final Version: 7.1 f ~ .. ~ 08-25573 Design report Date: 4/13/2009 Time: 8:55:27 AM Page: 27 of 57 City: Parachute County: Garfield State: Colorado 89AJSC 04AJSI Country: United States Rainfall: 4.00 inches per hour Building Code: . Built Up: Based on Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Cold Fonn: Dead and Collateral Loads Collateral Gravity:5.00 psf Collateral Uplift: 5.00 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.925) Parts Wind Exposure Factor: 0.925 Wind Enclosure: Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.2000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts I Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 19.55 psf Roof Covering+ Second. Dead Load: Varies Frame Weight (assumed for seismic):3.50 psf Live Load Live Load: 30.00 psf Not Reducible Snow Load Seismic Load Ground Snow Load: 75.00 psf Mapped Spectral Response~ Ss:40.70 %g Roof Snow Load: 75.00 psf Mapped Spectral Response-Sl :8.70 %g Design Snow (Sloped): 75.00 psf Seismic Hazard /Use Group: Group 1 Snow Exposure Category (Factor): 2 Partially Exposed Seismic Importance: 1.000 (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground I Roof Conversion: 1.00 %Snow Used in Seismic: 20.00 Seismic Snow Load: 15.00 psf Unobstructed, Slippery Roof Seismic Performance I Design Category: B System NOT detailed for Seismic Framing Seismic Period: 0.3076 Bracing Seismic Period: 0.1891 Framing R~Factor: 3.0000 Bracing R-Factor: 3.0000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor: 1.0000 Brace Redundancy Factor: 1.0000 Frame Seismic Factor (Cs): 0.1068 x W Brace Seismic Factor (Cs): 0.1085 x W Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. o· U>dC b. PI' CSI2D a om mahons-urm No. Oriain Factor Aoolication Descriotion 1 System 1.000 1.0 D + I.O CG + 1.0 S D+CG+S 2 System 1.000 l.OD+ I.OCG+ l.OUSI* D+CG+USl* 3 System 1.000 I.O D + 1.0 CG + 1.0 *USl D+CG+*USI 4 System 1.000 1.0 D + 1.0 CG + 1.0 PF1 D+CG+PF1(Span 1) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PFI D+CG+PF1(Span2) 6 System 1.000 1.0 D + l.O CG + 1.0 Wl> D+CG+Wl> 7 System 1.000 1.0 D + 1.0 CG + l.O <W2 D+CG+<W2 8 System 1.000 ~.600 D +0.600 CU + LO W1> D+CU+Wl> 9 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D+CU+<W2 10 System 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 WI> D+CG+S+WJ> 11 System 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 <w2 D+CG+S+<W2 12 System Derived 1.000 1.0 D + 1.0 CG+ 0.150 S + 0.750 EB> + 0.700 EG+ D+CG+S+EB>+EG+ 13 System Derived 1.000 ~ 600 D + 0.600 CU +0.700 EB> + 0.700 EG-D+CU+EB>+EG· 14 System Derived 1.000 1.0 D + 1.0 CG+ 0.150 S + 0.750 <EB + 0.700 EG+ D+CG+S+<EB+EG+ 15 System Derived 1.000 .600 D + 0.600 CU + 0.700 <EB + 0.700 EG~ D+CU+<EB+EG· 16 System Derived 1.000 1.0 D + 10 CG + 1.0 WPA1 D+CG+WPAl 17 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA1 D+CU+WPAl 18 System Derived 1.000 1.0 D + LO CG + 0.750 S + 0.750 WPAI D+CG+S+WPAl 19 System Derived 1.000 1.0 D + 1.0 CG + l.O WPDI D+CG+WPDl 20 System Derived 1.000 0.600 D +0.600 CU + 1.0 WPD1 D+CU+WPDI 21 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPDI D + CG+ S+WPD1 22 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D+CG+WPA2 23 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D+CU+WPA2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D+CG+S+WPA2 25 System Derived 1.000 1.0 D + 1.0 CG + LO WPD2 D+CG+WPD2 26 System Derived 1.000 .600 D + 0.600 CU + 1.0 WPD2 D+CU+WPD2 27 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D+CG+S+WPD2 28 System Derived 1.000 l.OD+ LOCG+ LOWPB1 D+CG+WPBl 29 System Derived 1.000 .600 D+ 0.600 CU + 1.0 WPB1 D+CU+WPBJ 30 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPBl D+CG+S+WPBl 31 System Derived 1.000 1.0 D + 1.0 CG + LO WPC1 D+CG+WPCl 32 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC1 D+CU+WPC1 File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf ~ldllll 08-25573 Design report 33 34 35 36 37 38 39 System Derived System Derived System Derived System Derived System Derived System Derived System Derived Desi n Loa d Combmahons- 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC1 1.000 1.0 D + 1.0 CG + 1.0 WPB2 1.000 0.600 D + 0.600 CU + 1.0 WPB2 1.000 l.OD+l.OCG+0.750S+0.750WPB2 LOOO l.OD+l.OCG+l.OWPC2 1.000 0.600 D + 0.600 CU + 1.0 WPC2 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 G. '" No. Origin Factor Application I System 1.000 1.0 CG + 1.0 WI> 2 Svstem 1.000 LO CG + 1.0 <W2 Deflection Load Combinations Purlin - No. Origin Factor Deflection Application I System 1.000 !50 1.0 s 2 System 1.000 !50 1.0 USI * 3 System 1.000 150 1.0 *USI Deflection Load Combinations-Girt No. Origin Factor I Deflection I Application 1 1 System 1.000 I 90 10.700Wi> 2 Svstem 1.000 90 10.700 <W2 File: Jack Rabbit Product Pump Bldg-Final Date: 4113/2009 Time: 8:55:27 AM Page: 28 of 57 iD+CG+S+WPCI D+CG+WPB2 D+CU+WPB2 D+CG+S+WPB2 D+CG+WPC2 D+CU+WPC2 D+CG+S+WPC2 Description CG+Wl> CG+<W2 Description s US!' *USI I Description Version: 7.lf I I Dimension Key 1 4'-0" 2 3'-5 1/4" 3 4'-0 1/2" 4 2'-0" 5 1'-0'' File: Jack Rabbit Product Pump Bldg-Final 08~25573 Design report tW181 1W180 Version: 7.lf Date: 4/13/2009 Time: 8:55:27 AM Page: 29 of 57 ~.... M aximum s o· econdarv esm:ns for s Des Len Description ld (ft) 1,1 14.00 8.50x0.059 C Sim 2,1 1400 8.50x0.059 Z Sim 3,1 14.00 8.50x0.059 C Sim 4,1 17.06 8.50xo.os2 C Sim 5,1 17.0 8.50x0.073 C Sim 6,1 2.0 8.50x0.059 C Sim 7,1 2.0 8.50x0.059 Z Sim 8,1 14.00 8.50x0.059 C Sim 9,1 2.00 8.5Dx0.059 C Sim 10, I 14.0 8.50x0.059 C Sim 11,1 17.0 8.50x0.059 Z Con 11,2 13.0 8.50x0.059 Z Con 12,1 13.6 8.50x0.059 Z Sim 12,2 9.6 8.50x0.059 Z Sim 13,1 4.0 8.50x0.059 C Sim 14,1 4.00 8.50x0.059 C Sim 15,1 4.00 8.50x0.059 C Sim ha e p urn Design Status Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes 08-25573 Design report Bid n•on S'd 1 1 e Detail Exterior Lap % % % % Ld Lap % (in:) Bnd Shr Qnb Wcp Cs I (in\ Bnd 0 0.33 0 0.61 0 0.69 0 0.84 0 0.86 0 0.02 0 0.02 0 0.42 0 0.02 0 0.34 12 1.02 12 0.44 0.21 0.49 0.00 I 12 0.70 0 0.54 0 0.25 0 0.02 0 0.02 0 0.02 Maximum Secondary Deflections for Sh!_iP_I'! Pump Bl(,!g __ on Side 1 Design Id Segment Deflection in. Ratio Location ft Load Case 1 1 0.15 (L/1074) 7.50 1 2 1 0.15 ( L/1 007) 7.50 1 3 1 0.19 ( L/837) 7.50 1 4 1 0.74 ( L/276) 8.50 1 5 1 0.74 ( L/276) 8.50 1 6 1 ---- 7 1 --- 8 1 0.13 ( ]./]272) 7.00 1 9 1 --- 10 1 0.11 ( L!l585) 7.00 1 11 1 0.41 ( L/499) 7.00 1 11 2 -0.06 ( L/2423 ) 20.50 1 12 1 0.15 ( L/l082) 7.00 1 12 2 0.04 (L/3314) 18.69 1 13 1 -- 14 1 ---- 15 1 ---- File: Jack Rabbit Product Pump Bldg-Final Interior % % Shr Cmb 0.03 0.33 0.00 0.37 0.00 0.42 0.00 0.95 0.00 0.98 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.39 0.80 0.00 0.33 0.00 0.15 0.02 0.02 0.02 0.03 0.00 0.00 % Ld Wcp Cs 0.00 1 0.00 1 0.00 I 0.00 I 0.00 I 0.00 1 0.00 1 0.00 I 0.00 I 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 0.00 1 % Date: 4113/2009 Time: 8:55:27 AM Page: 30 of 57 Exterior % % % Ld Lap Bnd Shr Cmb Wcp Cs I (in\ 0.44 0.50 0.67 0.00 I 12 Description W1> W1> W1> W1> W1> - - W1> - W1> W1> W1> W1> W1> - - - Version: 7.1f 08-25573 Design report I"' ,. / ~ " / X v Dimension Key 1 1'..0" 2 4'..0" 3 3'-5 I/4" 4 2'~11 J/4" 5 2'-D" 1ms/ • '/, M' aximum SdD'>ShP econ arv esJI!DS or a e urn Des Len Description Design Id (ft) Status I ,I 4.0 8.50x0,059 C Sim Yes 2,I 4.0 8.50x0.059 C Sim Yes 3,1 4.0 8.50x0.059 C Sim Yes 4,I I6.0 8.50x0.059 C Sim Yes 4,2 18.0 8.50x0.059 C Sim Yes 5,I I6.0 8.50x0.059 Z Con Yes 5,2 I8.00 8.50x0.059 Z Con Yes 6,1 16.0 8.50x0.059 C Sim Yes 62 I8.0 8.50x0.065 C Sim Yes File: Jack Rabbit Product Pump Bldg-Final ~ 1W282 ~ Bid ogon S'd 2 ' e Detail Exterior Lap % % % % Ld Lap % (in.\ Bnd Shr Cmb Wcp Cs (in:) Bnd 0 0.02 0 0.02 0 0.02 0 0.47 0 0.87 I2 0.43 12 0.30 0.19 0.35 0.00 I 12 0.42 0 0.89 0 0.94 " "' " " Interior % % Shr Cmb 0.02 0.03 0.02 0.03 0.00 0.00 0.00 0.47 0.00 0.00 0.33 0.54 0.35 0.55 0.00 0.00 0.00 0.00 % Ld % Wcp Cs Bnd 0.00 I 0.00 I 0.00 I 0.00 I 0.00 I Date: 4/13/2009 Time: 8:55:27 AM Page: 31 of57 Exterior % % % Ld Lap Shr Cmb Wcp Cs (in\ 0.00 I 0.30 0.18 0.35 0.00 I I2 0.00 I 0.00 I 0.00 I Version: 7.1f v:;:J'_, .... 08-25573 Design report M" ax1m1.1m SdDfl"fShP econ arv e ectwns or ape Bid umo: O<OD s·d 2 ' e Design ld Segment Deflection in.) Ratio Location(ft Load Case I I ---- 2 I ---- 3 I ---- 4 I 0.28 ( U653) 8.50 I 4 2 0.40 ( U504) 24.50 I 5 I 0.08 ( L/2383 ) 6.50 I 5 2 0.18 (U!I04) 26.00 I 6 I 0.32 ( U559) 8.50 I 6 2 0.47 ( U432) 24.50 I File: Jack Rabbit Product Pump Bldg-Final Date: 4/13/2009 Time: 8:55:27 AM Page: 32 of 57 Description WI> WI> WI> WI> WI> WI> Version: 7.1f Dimension Key I 4'-0" 2 3'-5 1/4" 3 4'-0 112" 1W380 File: Jack Rabbit Product Pump Bldg-Final 08-25573 Design report 1W3B1 Date: 4/13/2009 Time: 8:55:27 AM Page: 33 of 57 Version: 7.1 f v;:J'., ~ Maximum Secondary Designs for Sba e Pum Des Len Description Design !d (ft) Status 1,1 !3.0 8.50x0.059 C Sim Yes 1,2 17.0 8.50x0.059 C Sim Yes 2,1 13.0 8.50x0.059 Z Con Yes 2,2 17.0 8.50x0.059 Z Con Yes 3,1 13.0 8.50x0.059 C Sim Yes 3,2 17.0 8.50x0.065 C Sim Yes 4,1 13.00 8.50x0.059 Z Con Yes 4,2 17.00 8.50x0.059 Z Con Yes 5,1 9.6 8.50x0.059 z Sim Yes 52 13.6 8.50x0.059 Z Sim Yes 08-25573 Design report Bldg on Side 3 Detail Exterior Lap % % % % Ld Lap % lh{l Bnd Shr Cmb Wen Cs I lin:) Bnd 0 0.54 0 0.89 12 0.41 12 0.28 0.19 0.34 0.00 I 12 0.53 0 0.70 0 0.96 12 0.47 12 0.32 0.22 0.39 0.00 I 12 0.60 0 0.25 0 0.54 M aximum Se d Dfl ' I Sb P con arv. e ectlons or ,ape urn Bid agnn S'd 3 ' e Designld Segment Deflection( in. Ratio Location(ft) Load Case I I 0.15 ( U!053) 6.50 I I 2 0.41 ( U493) 21.50 I 2 I 0.00 (L/5747) 4.00 I 2 2 0.21 ( U987) 22.50 I 3 I 0.19 ( U820) 6.50 l 3 2 0.48 ( U423) 21.50 I 4 I 0.00 (L/551!) 4.00 I 4 2 0.24 ( U865) 22.50 I 5 I 0.04 ( U3308) 5.00 I 5 2 0.15 ( U!084) 16.69 I File: Jack Rabbit Product Pump Bldg-Final Interior % % Shr Cmb 0.00 0.33 0.00 0.54 0.31 0.51 0.00 0.00 0.00 0.43 0.00 0.00 0.34 0.58 0.00 0.42 0.00 0.15 0.00 0.33 % Ld Wen Cs 0.00 I 0.00 I 0.00 I 0.00 I 0.00 I 0.00 I 0.00 I 0.00 I 0.00 I 0.00 I % Date: 4113/2009 Time: 8:55:27 AM Page: 34 of 57 Exterior % % % Ld Lap Bnd Shr Cmb Wen Cs I lin:) 0.28 0.17 0.33 0.00 I 12 0.32 0.19 0.37 0.00 I 12 Description WI> Wl> WI> WI> WI> WI> WI> WI> WI> WI> Version: 7.lf ~UIIII Dimension Key l I'-0" 2 4'.0" 3 3'·5 1/4" 4 2'-11 1/4" 5 6 0'-0" 7 2'-11/2" 1W481 " ' - ?1 ' M' a :urn urn s econdarv De'IShP sums or a e um Des ~~ Description Design ld Status 1,1 18.00 8.50>:0.059 C Sim Yes 1,2 16.0 8.50x0.059 C Sim Yes 2,1 18.0 8.50x0.059 Z Con Yes 2,2 16.0 8.50x0.059 Z Con Yes 3,1 4.63 8.50x0.059 C Sim Yes 4,1 10.00 8.50x0.059 C Sim Yes 5,1 18.00 8.50x0.059 C Sim Yes 5,2 16.00 8.50x0.059 C Sim Yes 6,1 18.00 8.50x0.059 Z Con Yes 6,2 16.0 8.50x0.059 Z Con Yes 7,1 4.63 8.50x0.059 C Sim Yes 8 I 10.0 8.50x0.059 C Sim Yes File: Jack Rabbit Product Pump Bldg-Final 08-25573 Design report Date: 4/13/2009 Time: 8:55:27 AM Page: 35 of 57 "" I ~ " I F02 F01~ 1/ 41 " I ':X 1W4B2 ;, ~ I ~ Bid .... S'd 4 ' e Detail Exterior Interior Exterior Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap (in:) Bnd Shr Cmb Wen Cs I on:l Bnd Shr Cmb Wen Cs Bnd Shr Cmb Wen Cs I (in\ 0 0.87 0.00 0.00 0.00 I 0 0.69 0.00 0.00 0.00 I 12 0.41 0.31 0.52 0.00 I 0.28 0.17 0.33 0.00 I 12 12 0.28 0.16 0.32 0.00 I 12 0.43 0.29 0.51 0.00 I 0 0.05 0.04 0.06 0.00 I 0 0.09 0.00 0.00 0.00 I 0 0.67 0.00 0.67 0.00 I 0 0.51 0.00 0.51 0.00 I 12 0.42 0.35 0.54 0.00 I 0.29 0.19 0.35 0.00 I 12 12 0.29 0.18 0.34 0.00 I 12 0.43 0.32 0.54 0.00 I 0 0.05 0.04 0.06 0.00 I 0 0.09 0.00 0.00 0.00 I Version: 7.lf Maximum Secondarv Deflections for Shape Pum Design Id Segment Deflection(in.) I I 0.40 I 2 0.25 2 I 0.20 2 2 0.08 3 I - 4 I 0.00 5 I 0.5I 5 2 0.30 6 I O.I8 6 2 0.08 7 I - 8 I 0.00 File: Jack Rabbit Product Pump Bldg-Final 08-25573 Design report Bide: on Side 4 . Ratio Location(ft) Load Case ( L/504) 9.50 I ( L/723) 25.50 I ( LII034) 8.00 I ( L/2248) 2750 I --- ( 117970) 5.00 I ( L/404) 9.50 I ( L/599) 25.50 I (L!II40) 8.00 I ( L/2338) 27.50 I -- ( 117974) 5.00 I Date: 4/13/2009 Time: 8:55:27 AM Page: 36 of 57 Descriotion WI> WI> WI> WI> - WI> WI> WI> WI> WI> - WI> Version: 7.lf ' / " ' / f"-1 " 08-25573 Design report !'-- ~ , Date: 4/13/2009 Time: 8:55:27 AM Page: 37 of 57 / />-~ ~ / , ""'/ " ~ / ~ " / ~ v "-.: " " 17'-D" 15'..D" Maximum Secondarv Desi!!US for Sba e Pum Bldg on Side A Detail Exterior Interior Exterior Des Len Description Design Lap % % % % Ld Lap % % % % Ld % % % % Ld Lap ld (ft) Status (in:) Bnd Shr Cmb Wcp Cs (in:) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in:) 1,1 18.0 8.50x0.092 Z Con Yes 36 0.78 0.00 0.78 0.00 2 0.75 0.21 0.78 0.00 2 36 1,2 16.0 8.50x0.105 Z Con Yes 36 0.75 0.19 0.77 0.00 2 36 0.47 0.23 0.53 0.00 2 2,1 18.0 8.50x0.073 Z Con Yes 36 0.02 0.05 0.67 0.99 2 0.56 0.28 0.86 0.96 2 12 2,2 16.0 8.50x0.073 Z Con Yes 36 0.56 0.26 0.86 0.96 2 12 0.82 0.47 0.95 0.00 2 3,1 18.0 8.50x0.065 EZ Sim Yes 0 0.89 0.00 0.89 0.00 2 32 16.0 8.50x0.059 EZ Sim Yes 0 0.82 0.00 0.82 0.00 2 Maximum Secondary Deflections for Shaoe Pum BldR on Side A De~ign Id Segment Deflection(in.) Ratio Location(ft) Load Case Descri tion 1 1 -0.66 (L/310) 8.00 2 US!* 1 2 -0.21 ( L/852) 27.50 2 USI* 2 1 -0.53 ( L/386) 8.00 2 US1* 2 2 -0.21 ( !)839 ) 27.50 2 USI* 3 1 -0.91 ( L/225 ) 9.50 2 USI* 3 2 -0.61 ( L/295 ) 25.50 2 USI* Purlin Anchorage Forces for Sbape Pump Bldg, Roof A, Panel Type is PR Pitch= 4.000:12 Bay Thickness Force(k) Ld Case # Purlins Length Simple? Diaphragm Allowable Deft Actual Defl Width 1 0.073 -35.37 2 8 18.00 N 15.81 0.600 -0.020 2 0.073 -31.44 2 8 16.00 N 15.81 0.533 -0.016 Fnn-Line Force{k Anch. Allow Required Clips Actual Clips Diaphragm Allow Diaphragm Shr Stress 1 0.40 0.64 1 1 0.134 0.026 0.191 2 0.52 0.64 1 1 0.134 0.017 0.124 3 0.35 0.44 1 1 0.134 0.022 0.167 File: Jack Rabbit Product Pump Bldg-Final Version: 7.1f 08-25573 Design report ' "' / " / ' / ~ a / ~ " / ~/ /~ H / f-s.L ~ "' / _ _fi.L " ~ v " 101 Maximum Secondary Designs for Sbape Pum Bldg on s ideB Detail EA1:erior Des Len Description Design Lap % % % % Ld Lap % ld (ft)' Status rin:l Bod Shr Cmb Wco Cs (in\ Bnd 1,1 16.00 8.50xO.l05 Z Con Yes 36 0.47 1,2 18.00 8.50x0.092 Z Con Yes 36 0.75 0.21 0.78 0.00 3 36 0.78 2,1 16.00 8.50x0.073 Z Con Yes 36 0.82 2,2 18.00 8.50x0.073 Z Con Yes 36 0.56 0.28 0.86 0.96 3 12 0.02 3,1 16.00 8.50x0.105 ZCon Yes 12 0.75 3,2 18.00 8.50x0.105ZCon Yes 12 0.50 0.12 0.60 0.54 3 12 0.74 4,1 3.89 8.50x0.059 C Sim Yes 0 0.08 5,1 3.89 8.50x0.059 C Sim Yes 0 0.11 6,1 !.79 8.50x0.059 C Sim Yes 0 O.QJ 7,1 6.00 8.50x0.059 Z Sim Yes 0 0.04 8,1 8.21 8.50x0.073 Z Sim Yes 0 0.00 8,2 10.21 8.50x0.073 Z Sim Yes 0 0.00 9,1 16.00 8.50x0.1 05 Z Con Yes 12 0.74 9,2 18.00 8.50x0.105ZCon Yes 12 0.49 0.12 0.59 0,53 3 12 0.72 10,1 16.0 8.50x0.059 EZ Sim Yes 0 0.82 10,2 18.0 8.50x0.065 EZ Sim Yes 0 0.89 11,1 3.8 8.50x0.059 C Sim Yes 0 0.13 12 I 6.0 8.50x0.059 Z Sim Yes 0 0.04 File: Jack Rabbit Product Pump Bldg~ Final " " .?.? ~f-s.L f-s.L .~? 17'£1" Interior % % % Ld Shr Cmb Wco Cs 0.23 0.53 0.00 3 0.00 0.78 0.00 3 0.47 0.95 0.00 3 0.35 0.67 0.99 3 0.22 0.78 0.00 3 0.23 0.77 0.00 3 0.22 0.23 0.00 3 0.30 0.32 0.00 3 0.00 0.01 0.00 3 0.10 0.55 0.80 3 0.21 0.00 0.84 3 0.27 0.00 0.84 3 0.21 0.77 0.00 3 0.22 0.76 0.00 3 0.00 0.82 0.00 3 0.00 0.89 0.00 3 0.35 0.37 0.00 3 0.26 0.55 0.80 3 " % Bnd 0.75 0.56 0.50 0.49 Date: 4113/2009 Time: 8:55:27 AM Page: 38 of 57 Exterior % % % Ld Shr Cmb Wco Cs 0.19 0.77 0.00 3 0.26 0.86 0.96 3 0.12 0.60 0.54 3 0.!1 0.59 0.53 3 Version: 7.lf Lap fin:) 36 12 12 12 M' s d ax1mum econ ary Deflections for Sba aoePum Designld Segment Deflection( in.) 1 1 .().21 1 2 .().66 2 1 .().21 2 2 .().54 3 1 .().23 3 2 .(),54 4 1 0.00 5 1 0.00 6 1 7 1 0.00 8 1 -0.07 8 2 .().!6 9 1 .(),23 9 2 .().53 10 1 .().61 10 2 -0.91 11 1 0.00 12 1 0.00 File: Jack Rabbit Product Pump Bldg-Final 08-25573 Design report B s· Ide on 1deB Ratio Location(ft Load Case ( U862) 6.50 3 ( U308) 26.00 3 ( U862) 6.50 3 ( U381) 25.50 3 ( Ln79) 7.00 3 ( U374) 26.00 3 ( Ln333) 2.00 3 ( U5076) 2.00 3 -- ( U5677) 3.50 3 (U!473) 4.00 3 ( Ln65) 13.21 3 ( Ln91 ) 7.00 3 ( U382) 26.00 3 ( U295) 8.50 3 ( U225) 24.50 3 ( U4259) 2.00 3 (U5682) 2.50 3 Date: 4/13/2009 Time: 8:55:27 AM Page: 39 of 57 Description *DSl *USl *USl *USl *US! *USl "'USI *USJ - "'USl *USI *USl *USl *USl *USl *US.I *USl *USl Version: 7.lf 08-25573 Design report City: Parachute Garfield State: Colorado 89AISC 04AJSI Building Code: . Built Up: Based on Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Cold Fonn: Dead and Collateral Loads Collateral Gravity:S.OO psf Collateral Uplift: 5.00 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.925) Parts Wind Exposure Factor: 0.925 Wind Enclosure: Enclosed Wirid ImPortance FaCtor: 1.000 Topographic Factor: 1.2000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 61010 Parts I Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 19.55 psf Deflection Conditions Roof Covering+ Second Dead Load; Varies Frame Weight (assumed for seismic):3.50 psf Snow Load Ground Snow Load: 75.00 psf RoofSnow Load: 75.00 psf Design Snow (Sloped): 75.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) SnoW IrripOii.ance: 1.000 Thennal Category (Factor): Heated (1.00) Ground I Roof Conversion: 1.00 %Snow Used in Seismic: 20.00 Seismic Snow Load: 15.00 psf Unobstructed, Slippery Roof Frames are vertically supporting:Metal RoofPurlins and Panels Frames are Jatera11y supporting:Exterior Wall with Flexible Finish Purlins are supporting:Metal Roof Panels Girts are supporting: Metal Wall Panels Live Load Date: 4/13/2009 Country: United States Rainfall: 4.00 inches per hour Live Load: 30.00 psf Not Reducible Seismic Load Mapped Spectral Response-Ss:40. 70 %g Mapped Spectral Response-Sl:8.70 %g Seismic Hazard I Use Group: Group 1 Seismic Importance: 1.000 Seismic Perfonnance I Design Category: B System NOT detailed for Seismic Framing Seismic Period: 0.3076 Bracing Seismic Period: 0.1891 Framing R-Factor: 3.0000 Bracing R-Factor: 3.0000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor: 1.0000 Brace Redundancy Factor:l.OOOO Frame Seismic Factor (Cs): 0.1068 x W Brace Seismic Factor (Cs): 0.1085 x W Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf 08-25573 Design report Dimension Key I 8 !12" 2 4'-0" 3 3'-5 1/4" 4 2'-11 l/4" 5 1'-8 13/16" 6 2@1'-10111!6" 7 3 1/2" 8 25'-0" Ridge Ht Frame Clearances y X Horiz. Clearance between members I(CXOOl) and 5(CX002}: 26'-7" Vert Clearance at member l(CXOOl): 19'-0 3/8" Vert. Clearance at member 5(CX002): 18'-10 1/4" Vert Clearance at member 6(EPXOOI): 22'-9 9/16" Finished Floor Elevation= 1 00'-0" (Unless Noted Otherwise) File: Jack Rabbit Product Pump Bldg-Final 15-0'~ FB Date: 4/13/2009 Version: 7.lf 08~25573 Design report Date: 4/13/2009 Time: 8:55:27 AM Page: 42 of 57 Descri tion An le Grou Trib. Override Desi n Status 90.0000 Design Load Combinations-Framin No. Origin Factor Application I System 1.000 l.O D + 1.0 CG + 1.0 S 2 System 1.000 1.0 D + 1.0 CG + 1.0 USI * 3 System 1.000 1.0 D + 1.0 CG + 1.0 *USI 4 System 1.000 1.0 D + 1.0 CG + 1.0 Wl> 5 System 1.000 1.0 D + LO CG+ 1.0 <WI 6 System 1.000 1.0 D + l.O CG + 1.0 W2> 7 System 1.000 1.0 D + 1.0 CG + l.O <W2 8 System 1.000 1.0 D + 1.0 CO+ 0.750 S+ 0.750 WI> 9 System 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 <WI 10 System 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 W2> II System 1.000 1.0 D+ 1.0 CG+ 0.750 S + 0.750 <W2 12 System 1.000 .600 D + 0.600 CU + 1.0 WI> !3 System 1.000 0.600 D + 0.600 CU + 1.0 <WI 14 System 1.000 0.600 D + 0.600 CU + 1.0 W2> 15 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 16 System 1.000 1.0 D + LO CG +0.150 S +0.750 E>+ 0.700 EG+ 17 System 1.000 1.0 D + 1.0 CG+ 0.150 S + 0.750 <E+ 0.700 EG+ 18 System 1.000 0.600 D + 0.600 CU + 0.700 E> + 0.700 EG- 19 System 1.000 .600 D + 0.600 CU + 0.700 <E+ 0.700 EG- 20 System Derived 1.000 1.0 D + 1.0 CG+O.l50 S + 0.750 EB> + 0.700 EG+ 21 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG- 22 System Derived 1.000 l.O D+ 1.0 CG + 0.150 S + 0.750 <EB + 0.700 EG+ 23 System Derived 1.000 0.600 D + 0.600 CU + 0.700 <EB + 0.700 EG- 24 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI 25 System Derived 1.000 l.OD+ I.0CG+0.750S+0.750WPA1 26 System Derived 1.000 .600 D + 0.600 CU + 1.0 WPAl 27 System Derived 1.000 1.0 D + 1.0 CG+ 1.0 WPDI 28 System Derived 1.000 1.0 D + l.O CG+ 0.750 S + 0.750 WPDl 29 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI 30 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 31 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750WPA2 32 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 33 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 34 System Derived 1.000 1.0 D+ 1.0 CG+ 0.750 S + 0.750 WPD2 35 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 36 System Derived 1.000 1.0 D + 1.0 CG+ 1.0 WPBI 37 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPBl 38 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPBI 39 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCl 40 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPCI 41 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPCI 42 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 43 System Derived 1.000 LO D + 1.0 CG+ 0.750 S + 0.750 WPB2 44 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 45 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 46 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 47 fu!stem Derived 1.000 /tl600 D + 0.600 CU + 1.0 WPC2 Frame Member Sizes • Mem. Fig Width Fig Thk WebThk Depthl De~t~ Length w7t' FlgFy No. (inc)_ _Qn) _(in,) (inj_ on. (ftl (ksi) I 5.00 0.1875 0.1345 12.00 12.00 1949 240.9 55.00 2 5.00 0.1875 0.1345 9.00 9.00 13.15 143.6 55.00 3 5.00 0.1345 0.1345 9.00 9.00 1.92 21. 55.00 4 5.00 0.1875 0.1345 9.00 11.00 15.06 180.8 55.00 5 5.00 0.1345 0.1345 12.00 12.00 19.49 207.8 55.00 6 5.00 0.1875 0.1644 10.00 10.00 22.80 284.0 55.00 -Total FrameWCJght 1078.8 (p) Frame Pricing Weight= 1192.9 (p) File: Jack Rabbit Product Pump Bldg-Final Automatic Desi n Description D+CG+S D+CG+USl* D+CG+*USl D+CG+WI> D+CG+<Wl D+CG+W2> D+CG+<W2 D+CG+S+Wl> D+CG+S+<Wl D+CG+S+W2> D+CG+S+<W2 D+CU+WI> D+CU+<Wl D+CU+W2> D+CU+<W2 D+CG+S+E>+EG+ D+CG+S+<E+EG+ D+CU+E>+EG- D+CU+<E+EG- D+CG+S+EB>+EG+ D+CU+EB>+EG- D+CG+S+<EB+EG+ D+CU+<EB+EG- D+CG+WPA1 D+CG+S+WPAl D+CU+WPAl D+CG+WPDI D+CG+S+WPDl D+CU+WPDl D+CG+WPA2 D + CG + S + WPA2 D+CU+WPA2 D+CG+WPD2 D+CG+S+WPD2 D+CU+WPD2 D+CG+WPBI D+CG+S+WPBI D+CU+WPBI D+CG+WPCI D+CG+S+WPCl D+CU+WPCl D+CG+WPB2 D+CG+S+WPB2 D+CU+WPB2 D+CG+WPC2 D+CG+S+WPC2 D+CU+WPC2 WebFy Splice (ksi) Jtl 55.00 BP 55.00 KN 55.00 ss 55.00 SP 55.00 BP 55.00 BP (Includes all plates) (Includes all pieces) Version: 7.lf Codes Jt.2 KN ss SP KN KN CP Shape 3P 3P 3P 3P 3P 3P ~.... 08-25573 Design report Frame Member Releases Joint 2 Yes d c d". s Bonn arv 1 on ttlon umma Member X-Loc Y-Loc Supp.X Supp. Y Moment Displacement X(in.) 1 01010 0/0/0 Yes Yes No 0/0/0 5 30/0/0 0/010 Yes Yes No 0/0/0 6 13/0/0 0/0/0 Yes Yes No 0/0/0 Values shown are resisting forces of the foundation. Reactions-Unfactored Load Type at Frame Cross Section: 3 Type Exterior Column Interior Column Exterior Column X-Loc 0/0/0 13/0/0 30/0/0 Gridl -Grid2 3-A 3-B 3-C Base Plate W x L (in.) 8x 13 8 X 11 8 X 13 Base Plate Thickness (in.) 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0,750 Column Base Elev. 100'-0" 100'-0" 100'..()" Load Type Desc. Hx Vv Hx Hz Vv Hx Vv D Fnn 0.0 0.5 --1.0 -0.0 0.6 CG Fnn 0.0 0.3 --0.7 -0.0 0.5 s Fnn 0.3 4.6 . -10.7 -0.3 6.1 USl* Fnn 0.2 7.4 -. 8.8 -0.2 -0.1 *USl Fnn 0.3 -0.5 -. 7.3 -0.3 9.3 W1> Fnn 2.3 0.7 3.4 -2.8 2.0 -3.0 <W1 Fnn -2.1 -3.4 -3,1 -1.5 -2.2 -0.3 W2> Frm 1.8 1.6 . --2.7 2.5 ·2.1 <W2 Fnn ·2.6 -2.4 - --1.5 -1.6 0.7 cu Frm 0.0 0.3 --0.7 -0.0 0.4 E> Fnn 0.5 0.9 0.1 -0.3 0.4 -0.6 EG+ Fnn -0.0 -0.1 . 0.1 <E Frm -0.5 -0.9 --0.1 0.3 -0.4 0.6 EG-Fnn -0.0 ---0.1 --0.1 EB> Brc -. - ---- <EB Bre - --- WPA1 Brc 0.9 -1.8 ---0.2 ·1.0 ·1.9 WPD1 Brc 0.8 -2.1 - --0.8 -1.0 -2.4 WPA2 Bre 0.4 -0.8 - --0.1 -0.4 -0.9 WPD2 Bre 0.3 -1.2 ---0.7 -0.4 -1.4 WPB1 Brc 1.0 -1.8 ---0.3 -0.9 ·1.8 WPC1 Brc 1.0 -2.2 -0.9 -0.8 -2.2 WPB2 Brc 0.4 -0.9 . -0.2 -0.4 -0.8 WPC2 Brc 0.4 ·1.3 - --0.8 -0.3 ·1.2 Maximum Combined Reactions Summary with Factored Loads~ Framin2 Date: 4/13/2009 Time: 8:55:27 AM Page: 43 of 57 Displacement Y in. Displacement ZZ(rad.) 0/0/0 0.0000 0/010 0.0000 01010 0.0000 -- -- - - - -- -. - . . -. - - -. - -- -- --. -. -- -- -- X~Loc Grid Hrz left Load HrzRight Load Hrzln Load HrzOut Load Uplift Load Vrt Down Load Momcw Load Momccw Load (-Hx) Case (Hx) Ca5e (-Hz) Ca5e (Hz) Case (-Vy) Case (Vy) Ca5e (-Mzz) Case (Mzz) Case .(k) (k) (k) (k) (k) (k) (in-k) (in-k) 0/0/0 3-A 2.6 15 2.4 4 -2.9 13 8.2 2 --- 13/0/0 3-B ---3.1 5 3.4 4 1.8 12 12.4 1 . --. 30/0/0 3-C 2.2 5 2.5 14 -. -. 2.4 12 10.4 3 -. -- Sum of Forces with Reactions Check-Framing Horizontal Vertical Load Type Lo0~ Reaction Load Re;~~on _(k (k) (k) D 0.0 0.0 2.1 2.0 CG 0.0 0.0 1.6 1.6 s 0.0 0.0 21.4 21.4 US!* 0.0 0.0 16.1 16.1 *USI 0.0 0.0 16. 1 16.1 W1> 4.3 4.3 5.2 5.2 <W1 4.3 4.3 5.2 5.2 W2> 4.3 4.3 3.2 3.2 <W2 4.3 4.3 3.2 3.2 cu 0.0 0.0 1.4 1.4 File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf ~.... 08-25573 Design report Date: 4/13/2009 Time: 8:55:27 AM Page: 44 of 57 E> 0.9 0.9 0.0 0.0 EG+ 0.0 0.0 0.2 0.2 <E 0.9 0.9 0.0 0.0 EG-0.0 0.0 0.2 0.2 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 WPA1 0.1 0.1 3.9 3.9 WPD1 0.1 0.1 5.3 5.3 WPA2 0.1 0.1 1.9 1.9 WPD2 0.1 0.1 3.2 3.2 WPB1 0.1 0.1 3.9 3.9 WPC1 0.1 0.1 5.3 5.3 WPB2 0.1 0.1 1.9 1.9 WPC2 0.1 0.1 3.2 3.2 B P1 t S ase •• ummarv X~Loc Grid Mem. Thickness Width Len,~h Num.Of BoltDiam. Type Welds to Welds to No. (in.) (in.) (in. Bolts (in) Flange Web 010/0 3-A 1 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 13/0/0 3-B 6 0.375 8 11 4 0.750 A36 OS-0.1875 OS-0.1875 30/0/0 3-C 5 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 Web Stiffener Summar. Mem. Stiff. Desc. Loc. Web Depth hit a/h a Thick. Width Side Welding No. No. (ft) (in.)· (in.) (in.) (in.) Description 2 1 S9 LOS 8.498 63.18 N/A NIA 0.1875 2.000 Both W-OS-0.1875 2 2 S2 12.71 8.620 64.09 NIA NIA 0.1875 2.000 Both F-OS-0.1875,W -OS-0.1875 4 1 S9 13.98 11.353 84.41 N/A N/A 0.1875 2.000 Both W-OS-0.1875 Bolted End~ Plate Moment Connections (AISC DG-16) ~ Fy= 55 ksi End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jt Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches l st/2nd Configuration Pitches 1st/2nd No. No. (in.) (in.) (i.;:) (in.) -(in.) 1D Desc. (in.) 1D Desc. (in.) 1 2 KN(Top) 0.500 6.00 12.50 0.750 A325X/ST 3.00 II Flush (0) 0.00 11 Flush 0.00 2 1 KN(Top) 0.500 6.00 12.50 0.750 A325X/ST 3.00 11 Flush (0) 0.00 11 Flush 0.00 3 2 SP 0.375 6.00 10.49 0.750 A325X/ST 3.00 11 Flush 0.00 II Flush 0.00 4 I SP 0.375 6.00 10.49 0.750 A325X/ST 3.00 II Flush 0.00 II Flush 0.00 4 2 KN(Top) 0.375 6.00 15.38 0.750 A325X/ST 3.00 12 Flush 2.00 31 Extended 3.25 5 2 KN(Top) 0,375 6.00 15.38 0.750 A325X/ST 3.00 12 Flush 2.00 31 Extended 3.25 6 2 CP 0.375 6.00 1 LOO 0.500 A325/ 3.00 II Flush 3.00 II Flush 3.00 Required Stren.gth ~ Out Available Strength -Out Required Strength ~ In Available Strengl -In Mem. Jt Ld Axial Shear Mom~~t Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs (kl (kl (in-k Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) I 2 8 -2.5 0.5 267.4 Thin plate 212.1 349.5 15 2.9 0.3 274.8 Thin plate 212.1 349.5 2 I 9 ~2.5 0.5 267.4 Thin plate 212.1 349.5 16 2.9 0.3 274.8 Thin plate 212.1 349.5 3 2 2 -0.5 0.8 65.0 Thin plate 106.0 143.6 12 0.9 0.6 38.4 Thin plate 106.0 149.8 4 I 2 -0.5 0.8 65.0 Thin plate 106.0 143.6 12 0.9 0.6 38.4 Thin plate 106.0 149.8 4 2 7 -1.8 0.4 236.0 Thin plate 159.C 233.4 12 2.4 0.2 243.8 Thin plate 159.0 346.5 5 2 7 -1.8 0.4 236.0 Thin plate 159.0 233.4 12 2.4 0.2 243.8 Thin plate 159.0 346.5 6 2 0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0. Flanj!;e Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note I 12/0/12 12/0/12 FB2064 I 1710112 17/0112 FB2064 2 1/8/1 13/7/9 FB2050 2 1116112 3/8113 FB2050 3 0/510 1/8113 FB2050 4 1/6/0 1/8/13 FB2050 4 13/4/11 13/7/9 FB2060 5 12/0/12 12/0/12 FB2064 5 17/0112 1710112 FB2064 6 7/5/4 7/5/4 FB2054 6 17/0112 17/0/12 (2lFB2054 File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf 08-25573 Design report Date: 4113/2009 Time: 8:55:27 AM Page: 45 of 57 Frame Design Member Summa rv ~ Controllin2 Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom~x Mom~y Axial Shear Bnd-X Bnd-Y --Stress /Force Sum% % No. ft in Case k k in-k in-k ksi ksl ksi ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear I I2.06 I2.00 4 -LS -0. -222.1 0.0 0.44 0A6 17.46 0.00 20.35 ILI3 23.83 28.70 0.75 0.04 2 1.27 9.00 6 -Ll L -239.8 0.0 035 L67 27.06 o.oc 28.ll 17.57 2839 32.59 0.96 009 3 0.00 9.00 I -2.5 6. -I8L8 0.0 0.98 5A3 24.I4 0.00 26.76 I7.36 28.6I 28.6I 0.88 0.3I 4 737 I0.03 3 -05 -0. 2925 0.0 0.!7 OA4 28.84 0.00 25.18 I5.69 29.28 29.28 0.99 0.03 5 17.06 I2.00 II -6.2 0. -2I6.8 0.0 2.1 039 2L46 0.00 I7.I3 I0.93 23.I5 23.15 L02 0.04 6 IL60 10.00 4 Ll 0. -236.9 0.0 033 O.Dl 20.66 0.00 33.00 I924 225I 3259 0.92 0.00 Mem. Loc. Depth Area Rx Ry Lx Ly-I Ly-2 Klx Klyi Kly2 Sx Lbi Rt-I Lb2 Rt-2 Qs Qa Cbi Cb2 No. ft in. in2 in. in. in. in. in. fRx fRy fRy in.3 in. in. in. in. I I2.06 I2.00 3.44 4.9I LO 22839 55.5 60.0 69.7 52.1 56.3 12.72 144.8 L36 60.( 131 0.87 LOO 1.75 1.04 2 127 9.00 3.04 3.79 Ll3 !44.33 lOA 22.7 38.1 9.2 20.0 8.86 10.4 L35 118.7 L41 0.99 LOO 1.04 1.69 3 0.0 9.00 252 3.67 LOS 2531 24.0 0.0 6.9 22.7 0.0 7.53 24.0 uo O.C 0.00 0.87 LOO LOO 0.00 4 737 10.03 3.17 4.18 LII 170.29 24.0 24.0 40.7 2L6 21.6 10.14 24.0 133 24.( 1.33 0.89 LOO L02 L07 5 17 06 I2.00 2.9 4.73 0.9 226.28 60.C 2L5 7L7 613 22.0 I 0.10 60.0 L25 2L5 1.24 0.70 LOO Lll 1.03 6 I L60 IO.OO 3A6 4.07 LO 27830 II 55 0.0 683 I08.6 0.0 11.47 II55 L37 0. 0.00 0.99 LOO LOO 0.00 Deflection Load Combinations-Framin No. Or_~gin Factor DefH DefY Application Description I System LOOO 0 I80 LOS s 2 System LOOO 0 180 l.OUSl* USl* 3 System 1.000 0 180 1.0 *USl *USl 4 System LOOO 0 180 .700Wl> WI> 5 System LOOO 0 I80 0.700 <WI <W1 6 System LOOO 0 I80 0.700W2> jw2> 7 System LOOO 0 I80 0.700<W2 <W2 8 System Derived LOOO 0 180 ~.700WPAI WPAI 9 System Derived LOOO 0 180 0.700WPDI WPDI 10 System Derived 1.000 0 180 0.700WPA2 lwrA2 II System Derived LOOO 0 180 ~.700WPD2 lwrD2 I2 System Derived LOOO 0 180 0.700WPBI jwPBI 13 System Derived LOOO 0 180 0.700WPC! 1\1/!CI 14 System Derived LOOO 0 180 0.700WPB2 WPB2 15 System Derived LOOO 0 180 0.700WPC2 WPC2 16 System LOOO 60 0 0.700Wl> WI> I7 System LOOO 60 0 0.700 <WI <WI I8 System LOOO 60 0 0.700W2> jw2> 19 System LOOO 60 0 0.700<W2 <W2 20 System Derived LOOO 60 0 0.700WPAI WPAI 21 System Derived LOOO 60 0 0.700WPD! jwPDI 22 System Derived LOOO . 60 0 0.700WPA2 WPA2 23 System Derived LOOO 60 0 0.700WPD2 WPD2 24 System Derived 1.000 60 0 .700 WPB! VPBI 25 System Derived LOOO 60 0 0.700WPCI WPCI 26 System Derived LOOO 60 0 0.700WPB2 I\1/PB2 27 Svstem Derived LOOO 60 0 0.700WPC2 lwrc2 Controlling Frame Deflection Ratios for Cross Section: 3 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 Max. Vertical Deflection for Span 2 *Negative horizontal deflection is left "'Negative vertical deflection is down ( H/69) 3327 ( U4742) -0.030 .( U8I5) -0232 I 2 17 <WI 2 2 I s 4 I 3 *USI Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf Dimension Key 1 8 1/2" 2 4'-0" 3 3'-5 1/4" 4 2'-1 1/2" 5 2'.,;" 6 2'-11 1/4" 7 1'-8 13/16" 8 2@1'-1011/16" 9 3 1/2" 10 25'-0" RidgeHt. Frame Clearances 08-25573 Design report (2)FBH==.f FB y X Horiz. Clearance between members J(CX003) and 4(CX004): 24'-5" Vert. Clearance at member l(CX003): 18'-5 1/8" Vert. Clearance at member 4(CX004): 18'-5 118" Finished Floor Elevation= 1 00'..()" (Unless Noted Otherwise) File: Jack Rabbit Product Pump Bldg-Final Date: 4/13/2009 Time: 8:55:27 AM Page: 46 of 57 \==,,r-J {2)FB Version: 7.lf Desjgn Load c ombinations ~ F ramm No. Origin Factor 1 System 1.000 2 System 1.000 3 System 1.000 4 System 1.000 5 System 1.000 6 System 1.000 7 System 1.000 8 System 1.000 9 System 1.000 10 System 1.000 11 System 1.000 12 System 1.000 13 System 1.000 14 System 1.000 15 System 1.000 16 System 1.000 17 Syst~m 1.000 18 System 1.000 19 System 1.000 20 System Derived 1.000 21 System Derived 1.000 22 System Derived 1.000 23 System Derived 1.000 24 System Derived 1.000 25 System Derived 1.000 26 System Derived 1.000 27 System Derived 1.000 28 System Derived 1.000 29 System Derived 1.000 30 System Derived 1.000 31 System Derived 1.000 32 System Derived I.OOO 33 System Derived 1.000 34 System Derived 1.000 35 System Derived 1.000 36 System Derived 1.000 37 System Derived 1.000 38 System Derived 1.000 39 System Derived 1.000 40 System Derived 1.000 41 System Derived 1.000 42 System Derived 1.000 43 System Derived 1.000 44 System Derived 1.000 45 System Derived 1.000 46 System Derived 1.000 47 System Derived 1.000 Frame Member Sizes Mem. Fig Width Fig Thk No. -(in.) (in.) 1 5.00 0.1875 2 5.00 0.2500 3 5.00 0.2500 4 5.00 0.1875 08-25573 Design report Date: 4113/2009 Time: 8:55:27 AM Page: 47 of 57 Descri tion Trib. Override Desi n Status Application l.O D + 1.0 CG + 1.0 S 1.0 D+ 1.0 CG+ 1.0 USI* 1.0 D + 1.0 CG+ 1.0 *USl l.OD+l.OCG+l.OWI> LO D + I.O CG + LO <Wl 1.0 D + 1.0 CG + l.O W2> 1.0 D + 1.0 CG + 1.0 <W2 1.0 D + 1.0 CG + 0.750 S + 0.750 WI> LO D + l.O CG+ 0.750 S + 0.750 <WI 1.0 D + 1.0 CG+ 0.750 S + 0.750 W2> 1.0 D + 1.0 CG+ 0.750 S + 0.750 <W2 0.600 D+ 0.600 CU + 1.0 W1> 0.600 D + 0.600 CU + 1.0 <W1 0.600 D + 0.600 CU + LO W2> .600 D + 0.600 CU + 1.0 <W2 1.0 D + 1.0 CG +0.150 S +0.750 E> + 0.700 EG+ 1.0 D + LO CG+ 0.150 S + 0.750 <E + 0.700 EG+ 0.600 D + 0.600 CU + 0.700 E> + 0.700 EG· 0.600 D + 0.600 CU + 0.700 <E+ 0.700 EG· 1.0 D + 1.0 CG + 0.150 S + 0.750 EB> + 0.700 EG+ 0.600 D+ 0.600 CU + 0.700 EB> + 0.700 EG· 1.0 D + LO CG + 0.150 S + 0.750 <EB + 0.700 EG+ 0.600 D + 0.600 CU + 0.700 <EB + 0.700 EG· l.OD+ l.OCG+ l.OWPA1 1.0 D + 1.0 CG+ 0.750 S + 0.750 VlPAl 0.600 D + 0.600 CU + 1.0 WPA1 1.0 D + 1.0 CG + 1.0 WPD1 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPDl ~a.600 D + 0.600 CU + 1.0 WPD1 1.0 D + 1.0 CG + 1.0 WPA2 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPA2 0.600 D+ 0.600 CU + 1.0 WPA2 1.0 D + J.O CG + I.O WPD2 l.O D + l.O CG+ 0.750 S + 0.750 WPD2 ~.600 D + 0.600 CU + 1.0 WPD2 1.0 D + 1.0 CG + 1.0 WPB1 1.0 D + 1.0 CG+ 0.750 S + 0.750 W:PBl 0.600 D+ 0.600 CU + 1.0 WPB1 l.OD+ l.OCG+ l.OWPCl 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPC1 lo.600 D + 0.600 CU + 1.0 WPC1 1.0 D + 1.0 CG + 1.0 WPB2 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPB2 0.600 D+ 0.600 CU + 1.0 WPB2 l.O D + 1.0 CG + 1.0 WPC2 1.0 D + 1.0 CG + 0.750 S + 0.750WPC2 0.600 D + 0.600 CU + 1.0 WPC2 WebThk Depth! Depth2 Length Weight F1gFy (in.) (in.) (in.) (ftl (pJ (ksil 0.1345 12.00 25.00 19.49 297.3 55.00 0.1345 20.00 27.00 15.06 312.4 55.00 0.1345 27.00 20.00 15.06 312.4 55.00 0.1345 12.00 25.00 19.49 297.3 55.00 Total Frame We1ght-1219.3 (p) Frame Pricing Weight""' 1359.9 (p) Automatic Desi n Description D+CG+S D+CG+USl* D+CG+*USl D+CG+Wl> D+CG+<Wl D+CG+W2> D+CG+<W2 D+CG+S+Wl> D+CG+S+<Wl D+CG+S+W2> D+CG+S+<W2 D+CU+Wl> D+ CU +<Wl D+CU+W2> D+CU+<W2 D+CG+S+E>+EG+ D+CG+S+<E+EG+ D+CU+E>+EG· D+CU+<E+EG· D+CG+S+EB>+EG+ D+CU+EB>+EG· D+CG+S+<EB+EG+ D+CU+<EB+EG- D+CG+WPAl D+CG+S+WPAl D+CU+WPAl D+CG+WPDl D+CG+S+WPDl D+CU+WPDI D+CG+WPA2 D+CG+S+WPA2 D+CU+WPA2 D+CG+WPD2 lo+CG+S+WPD2 D+CU+WPD2 D+CG+WPB1 D + CG + S + WPBl D+CU+WPBl D+CG+WPCl D+CG+S+WPCl D+CU+W:PCl D+CG+WPB2 D+CG+S+WPB2 D+CU+WPB2 D+CG+WPC2 D+CG+S+WPC2 D+CU+WPC2 WebFy Splice (ksi). Jt.l 55.00 BP 55.00 KN 55.00 SP 55.00 BP (Includes all plates) (Includes all pieces) Codes Jt.2 KN SP KN KN Shape 3P 3P 3P 3P File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf 08-25573 Design report B d d'. s oun arv Con 1tlon umma I Member X-Loc Y-Loc I Supp. X Supp. Y Moment Dis lacement X( in. I I I 0/0/0 0/010 I Yes Yes No I 01010 4 30/0/0 01010 Yes Yes No 0/0/0 Values shown are resisting forces of the foundation. Reactions -Unfactored Load Type at Frame Cross Section: 2 Type Exterior Column Exterior Column X-Loc 010/0 30/0/0 Grid I -Grid2 2-A 2-C Base Plate W x L (in.) 8 X 13 8 X J3 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty!Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'..0" 100'-0" Load Type Desc. Hx Vy Hx Hz Vy D Fnn 0.2 1.6 .().2 -1.7 - CG Fnn 0.2 1.5 .().2 -1.7 -s Fnn 3.1 22.6 -3.I -22.6 - US!~. Fnn 2.3 26.I -2.3 7.7 *USl Fnn 2.3 7.7 -2.3 -26.1 - WI> Fnn 2.8 -1.4 3.1 --6.0 - <WI Fnn -3.I -6.0 -2.8 --1.4 W2> Fnn 2.0 0.2 3.9 --4.3 <W2 Frm -3.9 -4.3 -2.0 0.2 - cu Fnn 0.2 I.5 .().2 -1.5 - E> Frm 0.8 1.2 0.8 --1.2 - EG+ Frm 0.0 0.2 -0.0 -0.2 <E Frm .(),8 -1.2 -0.8 -1.2 - EG-Fnn .().0 .().2 0.0 .().2 - EB> Brc .().0 2.2 0.0 -2.2 - <EB Brc 0.0 0.0 .().0 -1.6 -2.2 WPAI Brc 1.2 .(),6 -!.3 -.().5 WPDI Brc I.3 -3.6 -I.4 -2.6 -7.5 - WPA2 Brc 0.4 l.l .(),6 -1.2 - WPD2 Brc 0.5 -2.0 -0.6 -2.6 -5.8 - WPBI Brc I.3 .().5 -1.2 -.().6 - WPCI Brc 1.4 -3.8 -1.2 -2.4 -6.9 - WPB2 Brc 0.6 1.2 .().4 -1.0 - WPC2 Brc 0.6 -2.2 .().5 -2.4 -5.2 - Maximum Combined Reactions Summary with Factored Loads-Framing X-Loc Grid Hrz left Load HrzRight Load Hrzln Load HrzOut Load Uplift Load (-~~) Case (Hx) Case (-~~) Case (Hz) Case (-Vy) Case (k (kl (k (k) (k) 0/010 2-A 3.7 IS 4.8 8 - --4.I I3 30/0/0 2-C 4.8 9 3.7 I4 2.6 27 - -5.6 29 s umo . h IF orces mt Reactwns Cbec k F -ram me: Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 3.4 3.3 CG 0.0 0.0 3.2 3.2 s 0.0 0.0 45.I 45.I USI* 0.0 0.0 33.9 33.9 "'USl 0.0 0.0 33.9 33.9 WI> 5.9 5.9 7.4 7.4 <WI 5.9 5.9 7.4 7.4 W2> 5.9 5.9 4.I 4.I <W2 5.9 5.9 4.I 4.I cu 0.0 0.0 3.0 3.0 E> 1.6 1.6 0.0 0.0 EG+ 0.0 0.0 0.4 0.4 <E 1.6 1.6 0.0 0.0 EG-0.0 0.0 0.4 0.4 EB> 0.0 0.0 0.0 4.4 <EB 0.0 0.0 0.0 2.2 File: Jack Rabbit Product Pump Bldg-Final Date: 4/13/2009 Time: 8:55:27 AM Page: 48 of 57 Dis Jacement Y(in. Displacement ZZ(rad.) I 010/0 0.0000 010/0 0.0000 -- -- - -- -- -- - -- -- - - -- - -- -- - - -- - - - -- - -- VrtDown Load Momcw Load Momccw Load (Vy) Case (-Mzz) Case (Mzz) Case _(k) (in-ki (;n-k) 29.3 2 - -- 29.5 3 - --- Version: 7.lf 08-25573 Design report Date: 4113/2009 Time: 8:55:27 AM Page: 49 of 57 WPA1 0.2 0.2 7.8 1.1 WPD1 0.2 0.2 7.6 11.1 WPA2 0.2 0.2 4.4 2.2 WPD2 0.2 0.2 4.3 7.7 WPBI 0.2 0.2 7.8 1.1 WPC1 0.2 0.2 7.6 10.8 WPB2 0.2 0.2 4.4 2.2 WPC2 0.2 0.2 4.3 7.4 Base p s late ummarv X~Loc Grid Mem. Thickness Width Length Num.Of BoltDiam. Type Welds to Welds to No. (in) (in.) (in~) Bolts (in.) Flange Web 0/010 2-A 1 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 30/0/0 2-C 4 0.375 8 13 4 0.750 A36 OS-0.1875 OS-0.1875 Web Stiffener Summar:' Mem. Stiff. Desc. ~~-Web~~pth IVt a/h a Thick. Width Side Welding No. No. (in. (in.) (in.) (in.) Descriotion 2 1 S9 2.23 19.827 147.41 N/A N/A 0.1875 2.000 Both W-OS-0.1875 2 2 Sl 6.55 22.207 165.11 3.00 66.58 0.1875 2.000 Both Std 2 3 S1 12.11 25.263 187.83 3.00 75.78 0.1875 2.000 Both Std 3 1 S9 12.84 19.827 147.41 N/A N/A 0.1875 2.000 Both W-OS-0.1875 3 2 S1 . 7.25 22.900 170.26 3.00 68.66 0.1875 2.000 Both Std 3 3 S1 10.72 20.993 156.08 3.00 62.92 0.1875 2.000 Both Std Bolted End-Plate Moment Connections (AISC DG-16)-Fy =55 ksi End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. lt. Type Thick. Width Length Diam. Spec/Joint Gages Jn/Out Configuration Pitches 1st/2nd Confil:?:uration Pitches I stf2nd No. No. (in.) (in.) (i~) (in.) (in.) 1D Desc. (in.) 1D Desc. (in.) 1 2 KN(Top) 0.375 6.00 26.00 0.750 A325X/ST 3.00 11 Flush 2.00 11 Flush 2.00 2 1 KN(Top) 0.375 6.00 26.00 0.750 A325X/ST 3.00 11 Flush 2.00 11 Flush 2.00 2 2 SP 0.375 6.00 31.94 0.750 A325X/ST 3.00 11 Flush 0.00 32 Extended 3.38/2.00 3 1 SP 0.375 6.00 31.94 0.750 A325X/ST 3.00 11 Flush 0.00 32 Extended 3.38/2.00 3 2 KN(Top) 0.375 6.00 26.00 0.750 A325X/ST 3.00 11 Flush 2.00 11 Flush 2.00 4 2 KN(Topj 0.375 6.00 26.00 0.750 A325X/ST 3.00 11 Flush 2.00 11 Flush 2.00 Reauired Strenllth ~ Out Available Stren_e:tb ~Out Reauired Strength~ In AvaJ1able Strengjh ·In Mem. Jt. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs (k) (k) (in-k) Proc. (k) (in-k) Cs (k) (k) (in-k) Proc. (k) (in-k) 1 2 10 -20.3 2.5 678.9 Thin plate 106.0 450.9 13 4.1 0.6 370.7 Thin plate 106.0 450.9 2 1 10 -20.3 2.5 678.9 Thin plate 106.0 450.9 13 4.1 0.6 370.7 Thin plate 106.0 450.9 2 2 12 1.3 2.1 49.4 Thin plate 106.0 505.8 1 -3.5 0.4 964.5 Thin plate 212.1 1004.4 3 1 12 1.3 2.1 49.4 Thin plate 106.0 505.8 1 -3.5 0.4 964.5 Thin plate 212.1 1004. 3 2 11 -20.5 2.5 677.8 Thin plate 106.0 453.0 12 4.1 0.6 370.8 Thin plate 106.0 453.0 4 2 11 -20.5 2.5 677.8 Thin plate 106.0 453.0 12 4.1 0.6 370.8 Thin plate 106.0 453.0 F Jamze B race s ummarv Member From Member Joint l From Side Point 1 Part Design Note 1 9/6/12 9/6/12 FB2104 1 1710112 1710112 (2)FB3024 2 3/6/)2 11/8/13 (2)FB3000 2 13/6/12 1/8113 FB3044 3 1/6/0 118/13 FB3044 3 11/6/0 1118/13 (2)FB3000 4 7/5/4 7/5/4 FB2094 4 12/0112 12/0/12 FB3000 4 1710112 1710112 (2)FB3024 File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf 08-25573 Design report Date: 4/13/2009 Time: 8:55:27 AM Page: 50 of 57 Frame Design Member Summary~ Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom~x Mom~y Axial Shear Bnd-X Bnd"Y -Stress /Force -Sum% % No. ft in. Case k k in·k in·k ksi ksi lc;i ksi Axial Shear Bnd-X Bnd"Y Bnd+Ax Shear 1 17.07 24.04 10 -20.3 -2.E -637.5 0.0 4.02 0.81 19.75 0.00 15.66 2.69 24.99 26.21 0.99 0.30 2 8.72 24.38 2 -3.9 3. 897.6 0.0 0.68 1.03 22.83 0.00 28.00 2.64 28.77 30.30 0.82 0.39 3 5.12 24.38 3 -3.9 -3.3 900.4 0.0 0.68 1.02 22.90 0.00 28.00 2.64 28.77 30.3 0.82 0.39 4 17.07 24.04 11 -20.5 2. -636.5 0.0 4.06 0.81 19.72 0.00 15.64 2.69 24.99 26.21 0.99 0.30 Mem. Loc. Depth Area Rx Ry Lx Ly-1 Ly-2 Klx Kly1 Kly2 Sx Lb1 Rt"l Lb2 Rt-2 Qs Qa Cb1 Cb2 No. ft in. in.2 in. in. in. in. in. IRx /Ry /Ry in.3 in. in. in. in. I 17.07 2404 5.06 9.06 0.88 221.22 60. I6.4 36.6 68.3 I8.6 32.27 90.0 1.17 16. 1.17 0.79 0.77 1.23 1.03 2 8.72 24.38 5.71 9.51 0.9( 156.60 24. 24.0 I6.5 25.I 25.1 39.31 24.0 1.23 24.C 1.23 0.92 1.00 1.07 1.01 3 51~ 24.38 5.71 9.51 0.91 156.60 24. 24. I 6.5 25.I 25.1 39.31 24.0 1.23 24.C 1.23 0.92 1.0 1.01 1.07 4 I 7.07 24.04 5.06 9.06 0.88 221.22 60. 16. 36.6 68.3 18.6 32.27 60.0 1.17 16. 1.17 0.79 0.76 1.14 1.03 Deflection Lod a Combinations-Framm No. Origin Factor DefH DefV Application Description 1 System 1.000 0 180 1.0 s s 2 System 1.000 0 180 LOUSl"' USI* 3 System 1.000 0 180 LO *USl *USl 4 System 1.000 0 I80 0.700W1> !wi> 5 System 1.000 0 180 .700<Wl <WI 6 System 1.000 0 180 .700W2> tw2> 7 System 1.000 0 ISO 0.700 <W2 <W2 8 System Derived 1.000 0 I80 0.700 WPA1 WPAI 9 System Derived 1.000 0 I80 0.700WPDI !wPD1 IO System Derived 1.000 0 180 .700WPA2 ~~ I1 System Derived 1.000 0 I80 .700WPD2 I2 System Derived 1.000 0 180 .700WPB1 l"'PB1 I3 System Derived 1.000 0 180 0.700WPC1 WPCI 14 System Derived 1.000 0 180 0.700WPB2 WPB2 I5 System Derived 1.000 0 I80 0.700WPC2 WPC2 I6 System !.000 60 0 0.700Wl> !wi> I7 System 1.000 60 0 0.700<Wl <WI 18 System 1.000 60 0 0.700W2> W2> 19 System 1.000 60 0 0.700 <W2 <W2 20 System Derived 1.000 60 0 0.700 WPA1 WPAI 21 System Derived 1.000 60 0 0.700WPD1 !wPDl 22 System Derived 1.000 60 0 0.700WPA2 WPA2 23 System Derived 1.000 60 0 0.700WPD2 f'v_l'D2 24 System Derived 1.000 60 0 0.700WPBI ~B1 25 System Derived 1.000 60 0 0.700WPC1 WPC1 26 System Derived 1.000 60 0 0.700WPB2 WPB2 27 System Derived 1.000 60 0 0.700WPC2 IWPc2 Controlling Frame Deflection Ratios for Cross Section: 2 Description Ratio Deflection in.) ! Member Joint Load Case Load Case Description I ~~ax. Horizontal Deflection Max. Vertical Deflection for Spllll I ~~:Negative horizontal deflection is left *Negative vertical deflection is down I ( H/283 ) I _ < Ll574) 0.805 I -0.553 I 2 I9 <W2 I 2 2 1 s Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and end wall diaphragms. Therefore, these deflections may be considerably overstated. File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf 08-25573 Design report Dimension Key 1 8 1/2" 2 4'-0" 3 3'-5 1/4" 4 2'-11 1/4" 5 1'~8 13116" 6 2@ 1'-10 11/16" 7 3 112" 8 25'-0" Ridge Ht. Frame Clearances y X Horiz. Clearance between members l(CX005) and 5(CX006): 26'-7" Vert. Clearance at member l(CX005): 18'-91/4" Vert. Clearance at member 5(CX006): 19'..0 3/8" Vert. Clearance at member 6(EPX002): 22'-9 7/16" Finished Floor Elevation"" l 00'..0" (Unless Noted Otherwise) File: Jack Rabbit Product Pump Bldg-Final (2)FB Date: 4/13/2009 Time: 8:55:27 AM Page: 51 of 57 FB FB Version: 7.lf 08-25573 Design report Frame Location Desi n Parameters: Location Av . Ba S ace Descri tion An le Grou 33/0/0 8/6/0 CB EW 90.0000 Design Load Combinations ~ Framin No. Origin Factor Application I System 1.000 1.0 D + 1.0 CG + l.O S 2 System 1.000 LOD+LOCG+l.OUSl* 3 System 1.000 LO D + 1.0 CG + l.O *USl 4 System 1.000 1.0 D + 1.0 CG + 1.0 Wl> 5 System 1.000 1.0 D + 1.0 CG + 1.0 <Wl 6 System 1.000 1.0 D + 1.0 CG + 1.0 W2> 7 System 1.000 LOD+ l.OCG+ 1.0<W2 8 System 1.000 1.0 D + 1.0 CO+ 0.750 S + 0.750 Wl> 9 System 1.000 1.0 D + l.O CG+ 0.750 S + 0.750 <WI 10 System 1.000 1.0 D + LO CG+ 0.750 S + 0.750 W2> 11 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <w2 12 System 1.000 0.600 D + 0.600 CU + 1.0 WI> 13 System 1.000 0.600 D + 0.600 CU + 1.0 <Wl 14 System 1.000 0.600 D + 0.600 CU 4-l,O W2> 15 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 16 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.750 E> + 0.700 EG+ 17 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.750 <E+0.700 EG+ 18 System 1.000 0.600 D + 0.600 CU + 0.700 E> +0.700 EG- 19 System 1.000 0.600 D+ 0.600 CU + 0.700 <E+ 0.700 EG- 20 System Derived 1.000 1.0 D + l.O CG + 0.150 S + 0.750 EB> + 0.700 EG+ 21 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG- 22 System Derived 1.000 1.0 D + 1.0 CG+ 0.150 S + 0.750 <EB + 0.700 EG+ 23 System Derived 1.000 0.600 D + 0.600 CU + 0.700 <EB + 0.700 EG- 24 System Derived 1.000 l.OD+ l.OCG+ l.OWPAl 25 System Derived 1.000 l.O D + 1.0 CG+ 0.750 S + 0.750 WPAl 26 System Derived 1.000 0.600 D+ 0.600 CU + 1.0 WPA1 27 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDl 28 System Derived 1.000 1.0 D + 1.0 CG+ 0.750 S + 0.750 WPDl 29 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDl 30 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 31 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 32 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 33 System Derived 1.000 1.0 D + l.O CG + I.O WPD2 34 System Derived 1.000 I.O D + 1.0 CG + 0.750 S + 0.750 WPD2 35 System Derived 1.000 ~.600 D + 0.600 CD+ 1.0 WPD2 36 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPBl 37 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPBl 38 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB1 39 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCl 40 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCl 41 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPCI 42 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 43 System Derived 1.000 1.0 D + LO CG+ 0.750 S + 0.750 WPB2 44 System Derived 1.000 .600 D + 0.600 CU + 1.0 WPB2 45 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 46 System Derived 1.000 l.O D+ 1.0 CG + 0.750 S + 0.750 WPC2 47 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 File: Jack Rabbit Product Pump Bldg-Final Trib. Override Date: 4/13/2009 Time: 8:55:27 AM Page: 52 of 57 Description D+CG+S D+CG+USJ' D+CG+*USl D+CG+Wl> D+CG+<Wl D+CG+W2> D+CG+<W2 D+CG+S+WI> D+CG+S+<Wl D+CG+S+W2> D+CG+S+<W2 D+CU+Wl> D+CU+<Wl D+CU+W2> D+CU+<W2 D+CG+S+E>+EG+ D+CG+S+<E+EG+ D+CU+F>+EG- D+CU+<E+EG- D+CG+S+EB>+EG+ D+CU+EB>+EG- D+CG+S+<EB+EG+ D+CU+<EB+EG- D+CG+WPAl D+CG+S+WPAl D+CU+WPAl D+CG+WPDI D+CG+S+WPDl D+CU+WPDl D+CG+WPA2 D+CG+S+WPA2 D+CU+WPA2 D+CG+WPD2 D+CG+S+WPD2 D+CU+WPD2 D+CG+WPBI D+CG+S+WPBl D+CU+WPBl D+CG+WPCI D+CG+S+WPCJ D+CU+WPCl D+CG+WPB2 D+CG+S+WPB2 D+CU+WPB2 D+CG+WPC2 D+CG+S+WPC2 D+CU+WPC2 Version: 7.lf 08-25573 Design report Frame Member Releases Joint 2 / Member I Joint 1 6 I No Yes Boundary Condition Summar Member X~Loc Y~Loc Suoo. X Suoo. Y Moment Displacement X(in.) 1 0/0/0 0/010 Yes Yes No 010/0 5 30/0/0 0/0/0 Yes Yes No 010/0 6 I3/0/0 01010 Yes Yes No 01010 Values shown are resisting forces of the foundation. T C Reactions~ Unfactored Load 1 vne at Frame ross Section: 1 Type Exterior Column Interior Column Exterior Column X~Loc 010/0 I3/0/0 3010/0 Gridl -Grid2 I-A I-B I-C Base Plate W x L (in.) 8 X 13 8 X 11 8 X 13 Base Plate Thickness (in.) 0.375 0.375 0.375 Anchor Rod Qty!Diam. (in.) 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0'' I00'-0" I00'-0" Load Type Desc. Hx Hz Vy Hx Hz Vy Hx Hz Vy D Fnn 0.0 -0.5 --0.9 -0.0 -0.6 CG Fnn 0.0 -0.3 --0.6 -0.0 -0.5 s Fnn 0.3 -4.I --9.5 -0.3 -5.5 USl* Fnn O.I 6.6 -8.0 -O.I --O.I *US! Fnn 0.3 --0.3 -6.3 -0.3 -8.4 WI> Fnn 2.3 1.0 -3.4 -3.2 1.7 --2.5 <WI Frm -2.1 -3.4 --3.I -0.8 -1.8 --0.5 W2> Frm 1.8 -1.8 ---3.1 2.I --1.7 <W2 Fnn -2.6 --2.6 ---0.7 -1.3 -0.4 cu Frm 0.0 -0.3 --0.6 -0.0 -0.4 E> Fnn 0.5 -0.9 -0.0 -0.5 0.3 --0.5 EG+ Fnn -0.0 --O.I --O.I <E Fnn -0.5 --0.9 --0.0 0.5 -0.3 -0.5 EG-Fnn -0.0 --O.I ---O.I EB> Brc 0.1 1.6 -2.I ---0.1 -O.I 1.6 -2.I <EB Brc -0.0 3.I ---O.I 0.0 -2.2 Wl'AI Brc 0.8 2.4 -5.0 ---0.8 -1.0 2.6 -5.5 Wl'DI Brc 0.7 -2.9 ---0.3 -0.8 -1.8 Wl'A2 Brc 0.4 2.4 -4.2 ---0.7 -0.5 2.6 -4.7 WPD2 Brc 0.3 -3.7 ---0.3 -0.3 -2.7 WPBI Brc 1.0 2.6 -5.4 ---1.0 -0.9 2.4 -5.0 WPCI Bn: 0.8 -3.4 ---0.4 -0.7 -1.6 WPB2 Brc 0.5 2.6 -4.5 ---0.9 -0.4 2.4 -4.1 WPC2 Brc 0.3 -4.2 --0.4 -0.3 -2.4 Maximum Combined Reactwns Summarv with F actore d Loads-F ramin~ Date: 4/13/2009 Time: 8:55:27 AM Page: 53 of 57 Disolacement Y in. Disolacement ZUrad. 01010 0.0000 010/0 0.0000 01010 0.0000 -- - -- -- - - -- - - -- - -- - -- - -- - - ---- -- - - -- X-Loc Grid Hrz left Load Hrz Right Load Hrzin Load HrzOut Load Uplift Load VrtDown Load Momcw Load Momccw Load (-Hx) Case (~~) Case (-Hz) Case (~) Case (-Vy) Case (~) Case (-Mzz) Case (Mzz) Case . (k) (k) . (k (k\' (in-k) im-ki 01010 I-A 2.6 I5 2.3 4 -2.6 36 4.9 38 7.3 2 -- 13/010 I-B ---3.I 5 3.4 4 2.2 I2 Il.l I - 30/0/0 I-C 1.9 5 2.1 I4 -2.6 30 5.0 26 9.4 3 ---- s umo fF 'hR orces Wit eachons hec -C k F rammg Horizontal Vertical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.0 0.0 2.0 1.9 CG 0.0 0.0 1.4 1.4 s 0.0 0.0 I9.2 I9.2 USl* 0.0 0.0 14.4 I4.4 *USI 0.0 0.0 I4.4 14.4 WI> 3.9 3.9 4.7 4.7 <WI 3.9 3.9 4.7 4.7 W2> 3.9 3.9 2.9 2.9 <W2 3.9 3.9 2.9 2.9 cu 0.0 0.0 1.3 1.3 File: Jack Rabbit Product Pump Bldg-Final Version: ?.If 08-25573 Design report Date: 4/13/2009 Time: 8:55:27 AM Page: 54 of 57 E> 0.8 0.8 0.0 0.0 EG+ 0.0 0.0 0.2 0.2 <E 0.8 0.8 0.0 0.0 EG-0.0 0.0 0.2 0.2 EB> 0.0 0.0 0.0 4.4 <EB 0.0 0.0 0.0 5.2 WPAl 0.1 0.1 4.7 11.3 WPDl 0.1 0.1 3.5 4.4 WPA2 0.1 0.1 2.9 9.5 WPD2 OJ 0.1 1.7 6.2 WPBl OJ 0.1 4.7 11.3 WPCl 0.1 OJ 3.5 4.5 WPB2 0.1 OJ 2.9 9.5 WPC2 OJ OJ 1.7 6.3 B Pl t S ase ae ummarv X-Loc Grid Mem. Thickness Width Length Num.Of BoltDiam. Type Welds to Welds to No. (in.) (in.) (in~) Bolts (in.) Flange Web 0/010 1-A 1 0.375 8 13 4 0.750 A36 08.{)J875 08.{).1875 13/0/0 1-B 6 0.375 8 11 4 0.750 A36 08.{).1875 08-0.1875 30/0/0 1-C 5 0.375 8 13 4 0.750 A36 08.{).1875 08.{).1875 w b8 ·r~ 8 e b ener umman Mem. Stiff. Desc. Loc. Web Depth h/t aJh a T(~l~~ Width Side Welding No. No. (ft) (ln.) Cin.l m. On.! Description 2 1 89 1.05 11.486 69.87 N/A N/A 0.1875 2.000 Both W-08-0.1875 2 2 82 12.70 8.832 53.72 N/A N/A 0.1875 2.000 Both F-08-0.1875,W-08.()J 875 4 1 89 13.98 8.615 64.05 N/A N/A 0.1875 2.000 Both W-08-0.1875 Bolted End-Plate Moment Connections (AISC DG-1()}_:-:f.L,... 55 ksi End-Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Lcngfu Diam. Spec/Joint Gages In/Out Configuration Pitches 1st/2nd Configuration Pitches l st/2nd No. No. (in.) (in.) (ln.) (ln.) (ln.) 1D Desc. (ln. ID Desc. ln. 1 2 KN(Top) 0.500 6.00 12.50 0.750 A325X/8T 3.00 11 Flush (0) 0.00 11 Flush 0.00 2 1 KN(Top) 0.500 6.00 12.50 0.750 A325X/8T 3.00 11 Flush (0) 0.00 11 Flush 0.00 3 2 SP 0.375 6.00 10.49 0.750 A325X/ST 3.00 11 Flush 0.00 11 Flush 0.00 4 1 8P 0.375 6.00 10.49 0.750 A325X/ST 3.00 11 Flush 0.00 11 Flush 0.00 4 2 KN(Top) 0.375 6.00 13.00 0.750 A325X/8T 3.00 11 Flush 2.00 11 Flush 2.00 5 2 KN(Top) 0.375 6.00 13.00 0.750 A325X/ST 3.00 11 Flush 2.00 11 Flush 2.00 6 2 CP 0.375 6.00 11.00 0.500 A325/ 3.00 11 Flush 3.00 11 Flush 3.00 Reauired Strencth-Out Available Strength-Out Reauired Strength-In Available Stren_gth -In Mem. Jt. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs (k) (k) (jn-k) Proc. (k) (ln-k) Cs (k) (k) (ln-k) Proc. (k) (ln-k) 1 2 8 -2.6 0.6 278.5 Thin plate 212.1 349.5 15 3.0 0.5 287.3 Thin plate 212.1 349,5 2 1 9 -2.6 0.6 278.5 Thin plate 212.1 350.1 16 3.0 0.5 2873 Thin plate 212.1 350.1 3 2 2 -0.4 0.7 53.0 Thin plate 106.0 143.6 12 0.8 0.3 31.2 Thin plate 106.0 149.8 4 1 2 -0.4 0.7 53.0 Thin plate 106.0 143.6 12 0.8 0.3 31.2 Thin plate 106.0 149.8 4 2 7 -1.4 0.2 178.8 Thin plate 106.0 198.8 12 2.0 0.0 187.0 Thin plate 106.0 198.8 5 2 7 -1.4 0.2 178.8 Thin plate 106.0 198.8 12 2.0 0.0 187.0 Thin plate 106.0 198.8 6 2 0 0.0 0.0 0.0 0.0 0 0. 0. 0,( 0.0 Flange Brace Summarv Member From Member Joint 1 From Side Point I Part Design Note 1 12/0112 12/0/12 FB2064 1 17/0/12 1710112 FB2064 2 1/8/1 1317/9 FB2064 2 11/6/12 3/8/13 FB2050 3 015/0 118113 FB2050 4 l/6/0 1/8/13 FB2050 4 13/4/11 13/7/9 FB2050 5 12/0/12 12/0/12 FB2064 5 17/0/12 1710112 FB2064 6 7/5/4 7/5/4 (2)FB2054 6 17/0/12 1710112 iziFB2054 File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf 08-25573 Design report Date: 4/13/2009 Time: 8:55:27 AM Page: 55 of 57 Condition Fig Mn Moment Stxi 0.00 RbA!low Shear 0.00 Comp N Frame Design Member Summary-Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) Actual Forces Actual Stresses Mem. Loc. Depth Load Axial Shear Mom-x Mom-y Axial Shear Bnd-X No. ft in. Case k k in-k in-k ksi ksi ksi I I2.06 I2.00 4 -1.7 -0. -225.8 0.0 0.50 0.52 I7.75 2 0.36 I2.00 I3 I.4 -2. 278.5 0.0 0.42 1.37 24.05 3 0.00 9.00 3 -2.5 6. -I64.2 0.0 0.99 5.32 21.80 4 7.38 9.00 3 -0.6 -0. 246.I 0.0 0.20 0.52 27.78 5 17.06 I2.00 II -5.4 0.5 -177.3 0.0 1.86 0.29 I7.55 6 I !.59 IO.OO 4 1.6 0. -236.9 0.0 0.47 O.Ql 20.65 Mem. Loc. Depth A>-ea Rx Ry Lx Ly-1 Ly-2 Klx Klyi Kly2 No. ft in. in.2 in. in. in. in. in. IRx !Rv !Rv I I2.06 I2.00 3.44 4.9I 1.0 225.22 55.5 60.0 68.8 52.1 56.3 2 0.36 !2.00 3.27 4.61 0.93 I45.33 8. 11.4 31.6 9.3 I2.3 3 0.00 9.00 2.5 3.67 1.05 25.30 24. 0.0 6.9 22.8 0.0 4 7.38 9.00 3.04 3.79 l.l3 I69.63 24. 24.0 44.8 21.2 21.2 5 I7.06 I2.00 2.92 4.73 0.9 228.39 60. 23.6 72.4 61.3 24.I 6 Il.59 IO.OO 3.46 4.07 1.0 278.28 I15.5 0.0 68.3 I08.6 0.0 Deflection Load Combinations-Framin No. Origin Factor DefH DefY Application I System 1.000 0 I80 LOS 2 System 1.000 0 I80 l.O USl * 3 System 1.000 0 I80 l.O *USJ 4 System 1.000 0 I80 0.700Wl> 5 System 1.000 0 I80 0.700<WI 6 System !.000 0 ISO .700W2> 7 System 1.000 0 180 .700<W2 8 System Derived 1.000 0 I80 .700WPAI 9 System Derived 1.000 0 180 .700WPDI IO System Derived 1.000 0 I80 .700 WPA.2 II System Derived 1.000 0 I80 0.700WPD2 I2 System Derived 1.000 0 I80 0.700WPBI I3 System Derived 1.000 0 I80 0.700WPCI I4 System Derived 1.000 0 I80 0.700WPB2 I5 System Derived 1.000 0 I80 .700WPC2 I6 System 1.000 60 0 0.700Wl> I7 System 1.000 60 0 0.700<Wl I8 System 1.000 60 0 0.700W2> I9 System 1.000 60 0 0.700<W2 20 System Derived 1.000 60 0 0.700WPAI 2I System Derived 1.000 60 0 0.700WPDI 22 System Derived 1.000 60 0 0.700WPA2 23 System Derived !.000 60 0 0.700WPD2 24 System Derived 1.000 60 0 0.700 WPB1 25 System Derived !.000 60 0 0.700WPCI 26 System Derived 1.000 60 0 0.700WPB2 27 System Derived 1.000 60 0 0.700WPC2 c ontro m2 Frame D fl e echon R . ; C atJos or ross s ection: Description Max. Horizontal Deflection Max. Vertical Deflection for Span I Max. Vertical Deflection for Soan 2 * Negative horizontal deflection is left * Negative vertical deflection is down Ratio ( H/76) \L/535I ) L/848 l Deflection {in. Member Joint 2.98I I 2 -0.026 2 2 -0.223 3 2 Allowable Stress Condition Bnd-Y Stress /Force Sum% % ksi Axial Shear Bnd-X Bnd-Y Bnd+Ax Shear 0.00 20.5I Il.l3 23.83 28.70 0.76 0.05 0.00 33.00 I5.79 24.03 24.03 1.00 0.09 0.00 26.76 I7.36 28.6I 28.6I 0.80 0.3I 0.00 27.01 17.57 32.59 32.59 0.86 0.03 0.00 I7.05 I0.93 23.I5 23.15 0.84 0.03 0.00 33.00 I9.24 22.5I 32.59 0.92 0.00 Sx Lbi Rt-I Lb2 Rt-2 Qs Qa Cbi Cb2 in3 m. in. in. m. I2.72 144.8 1.36 60.C l.3I 0.87 1.00 L75 1.06 I !.58 8.6 l.2I Il.4 l.2I 0.73 1.00 l.OI 1.05 7.53 24.0 1.30 o.c 0.00 0.87 1.00 1.00 0.00 8.86 24.0 1.35 24.C 1.35 0.99 1.00 1.02 1.07 10.10 60.0 1.25 23.E 1.24 0.70 1.00 LIO 1.02 Il.47 1I5.5 1.37 O.C 0.00 0.99 1.00 1.00 0.00 Descriotion s USI* *USI twi> <WI !w2> <W2 WPAI !wrDI WPA.2 WPD2 twPBI twrci WPB2 WPC2 WI> <WI W2> <W2 WPAI WPD1 WPA.2 twPD2 iwPBI WPCI tw!B2 WPC2 Load Case Load Case Description I9 <W2 I s 3 *USl Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and end wall diaphragms. Therefore, these deflections may be considerably overstated. File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf ~ ... ... Shape: Pump Bldg Loads and Codes-Shape: Pump Bldg 08-25573 Design report Date: 41!3/2009 Time; 8:55:27 AM, Page: 56 of 57 City: Parachute County: Garfield Building Code: . Based on Building Code: 2003 International Bullding Code Building Use: Standard Occupancy Structure State: Built Up: Cold Fonn: Colorado 89AISC 04AISI Country: United States Rainfall: 4.00 inches per hour Dead and Collateral Loads Collateral Gravity:5.00 psf Collateral Uplift: 5.00 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0 .925) Parts Wind Exposure Factor: 0.925 Wind Enclosure: Enclosed Wind Importance Factor: 1 .000 Topographic Factor: 1 .2000 NOT Windbome Debris Region Base Elevation: 01010 Primary Zone Strip Width: 61010 Parts I Portions Zone Strip Width: 31010 Basic Wind Pressure: 19.55 psf Roof Covering+ Second. Dead Load: Varies Frame Weight (assumed for seismic):3.50 psf Snow Load Ground Snow Load: 75,00 psf Roof Snow Load: 75.00 psf Design Snow (Sloped): 75.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (l . 00) Snow Importance: 1.000 Thermal Category (Factor): Heated (LOO) Ground I Roof Conversion: 1.00 %Snow Used in Seismic: 20.00 Seismic Snow Load: 15.00 psf Unobstructed, Slippery Roof Live Load Live Load: 30.00 psf Not Reducible Seismic Load Mapped Spectral Response~ Ss:40.70 %g Mapped Spectral Response~ Sl:8.70 %g Seismic Hazard /Use Group: Group l Seismic Importance: 1.000 Seismic Performance I Design Category: B System NOT detailed for Seismic Framing Seismic Period: 0.3076 Bracing Seismic Period: 0.1891 Framing R~Factor: 3.0000 Bracing R~Factor: 3.0000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor: 1.0000 Brace Redundancy Factor: 1.0000 Frame Seismic Factor (Cs): 0.1068 x W Brace Seismic Factor (Cs): 0.1085 x W Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Covering Design Loads~ Wall: 1 Zone Units Type Description Actual Loci Allow. Ratio Dir. Coef End Zone psf WI> Need Lower Girt 30.90 01010 38.000 0.81 OUT -1.580 End Zone psf <W2 Need Lower Girt 23.07 010/0 47.000 0.49 IN 1.180 End Zone psf WI> Need Lower Girt 30.90 27/0/0 38.000 0.81 OUT -1.580 End Zone psf <W2 Need Lower Girt 23.07 27/0/0 47.000 0.49 lN 1.180 Interior Area psf WI> Need Lower Girt 25.03 3/0/0 38.000 0.66 OUT -1.280 Interior Area psf <W2 Need Lower Girt 23.07 3/0/0 47.000 0.49 IN 1.180 D Coverinl! esifm Loads ~ Wll a ; 2 Zone Units Type Description Actual Loci Allow. Ratio Dir. Coef. End Zone psf WI> Need Lower Girt 30.90 01010 38.000 0.81 OUT -1.580 End Zone psf <W2 Need Lower Girt 23.07 0!010 47.000 0.49 lN 1.180 End Zone psf WI> Need Lower Girt 30.90 3I/0/0 38.000 0.81 OUT -1.580 End Zone psf <W2 Need Lower Girt 23.07 31/0/0 47.000 0.49 IN 1.180 Interior Area psf WI> Need Lower Girt 25.03 3/0/0 38.000 0.66 OUT ~1.280 Interior Area psf <W2 Need Lower Girt 23.07 310/0 47.000 0.49 IN 1.180 c D ovenn2 . eshm a s-a : L<>d Wll3 Zone Units Type Descri tion Actual Locl Allow. Ratio Dir. Coef. End Zone psf WI> Need Lower Gilt 30.90 0/010 38,000 0.81 OUT -1.580 End Zone psf <W2 Need Lower Girt 23.07 0/010 47.000 0.49 lN 1.180 End Zone psf WI> Need Lower Girt 30.90 27/0/0 38.000 0.81 OUT -1.580 End Zone psf <W2 Need Lower Girt 23.07 27/0/0 47.000 0.49 lN 1.180 Interior Area psf WI> Need Lower Girt 25.03 310/0 38.000 0.66 OUT -1.280 Interior Area psf <W2 Need Lower Girt 23.07 3/0/0 47.000 0.49 lN l.l80 D c ovenn!! J eshm a s-a : L<>d Wll4 Zone Units Type Desc~iption Actual Loci Allow. Ratio Dir. Coef. End Zone psf WI> Need Lower Girt 30.90 0/0/0 38.000 0.81 OUT -1.580 End Zone psf <W2 Need Lower Girt 23.07 0/010 47.000 0.49 lN 1.180 End Zone psf WI> Need Lower Girt 30.90 31/0/0 38000 0.81 OUT -1.580 End Zone psf <W2 Need Lower Girt 23.07 3110/0 47.000 0.49 IN 1.180 Interior Area psf WI> Need Lower Girt 25.03 31010 38,000 0.66 OUT -1.280 Interior Area psf <W2 Need Lower Girt 23.07 3/0/0 47.000 0.49 lN 1.180 File: Jack Rabbit Product Pump Bldg-Final Version: 7.If 08-25573 Design report Covering Desien Loads ~Roof: A Zone Units Tvoe Description Actual Entire Surface psf s Non-std Spacing: 313/0 Required 75.95 Entire Surface psf USI* Non·std Spacing: 2/0/0 Required 113.45 Corner Zone psf WI> Non-std Spacing: 3/9/0 Required 57.32 Comer Zone psf <W2 Standard Spacing is Adequate 14.25 Side Zone psf WI> Non-std Spacing: 4/9/0 Required 35.8I Side Zone psf <W2 Standard Spacing is Adequate 14.25 Comer Zone psf Wl> Non-std Spacing: 3/9/0 Required 57.32 Comer Zone psf <W2 Standard Spacing is Adequate 14.25 Side Zone psf WI> Non-std Spacing: 4/9/0 Required 35.81 Side Zone psf <W2 Standard Spacing is Adequate 14.25 Comer Zone psf WI> Non-std Spacing: 3/9/0 Required 57.32 Comer Zone psf <W2 Standard Spacing is Adequate 14.25 Side Zone psf WI> Non-std Spacing: 4/9/0 Required 35.81 Side Zone psf <W2 Standard SPacing is Adequate 14.25 Comer Zone psf WI> Non-std Spacing: 3/9/0 Required 57.32 Comer Zone psf <W2 Standard Spacing is Adequate 14.25 Side Zone psf WI> Non-std Spacing: 4/9/0 Required 35.81 Side Zone psf <W2 Standard Spacing is Adequate 14.25 Interior Area psf WI> Standard Spacing is Adequate 20.17 Interior Area psf <W2 Standard Soacine: is Adequate 14.25 Covering Design Loads -Roof: B Zone Units Tvoe Description Actual Entire Surface psf s Non-std Spacing: 3/3/0 Required 75.95 Entire Surface psf *USI Non-std Spacing: 2/0/0 Required 113.45 Comer Zone psf WI> Non-std Spacing: 3/9/0 Required 57.32 Corner Zone psf <W2 Standard Spacing is Adequate 14.25 Side Zone psf WI> Non-std Spacing: 4/9/0 Required 35.81 Side Zone psf <W2 Standard Spacing is Adequate 14.25 Corner Zone psf WI> Non-std Spacing: 3/9/0 Required 57.32 Corner Zone psf <W2 Standard Spacing is Adequate 14.25 Side Zone psf WI> Non-std Spacing: 4/9/0 Required 35.81 Side Zone psf <W2 Standard Spacing is Adequate 14.25 Comer Zone psf WI> Non-std Spacing: 3/9/0 Required 57.32 Corner Zone psf <W2 Standard Spacing is Adequate 14.25 Side Zone psf WI> Non-std Spacing: 4/9/0 Required 35.81 Side Zone psf <W2 Standard Spacing is Adequate 14.25 Corner Zone psf WI> Non-std Spacing: 3/9/0 Required 57.32 Comer Zone psf <W2 Standard Spacing is Adequate 14.25 Side Zone psf WI> Non-std Spacing: 4/9/0 Required 35.81 Side Zone psf <W2 Standard Spacing is Adequate 14.25 Interior Area psf WI> Standard Spacing is Adequate 20.!7 Interior Area osf <W2 Standard Spacing is Adequate 14.25 Panel Data Loci 0/0/0 0/0/0 3/0/0 3/0/0 3/0/0 3/0/0 3/0/0 3/0/0 31/0/0 3!/0/0 3!10/0 31/0/0 31/0/0 31/0/0 3110/0 31/0/0 3/0/0 3/0/0 3/0/0 3/0/0 Loci 34/0/0 34/0/0 3/0/0 3/0/0 3/0/0 3/0/0 3/0/0 3/0/0 3!/0/0 31/0/0 3!/0/0 31/0/0 31/0/0 3!/0/0 3!/0/0 31/0/0 3/0/0 3/0/0 3/0/0 3/0/0 Date: 4/13/2009 Time: 8:55:27 AM Page: 57 of 57 Allow. Ratio Dir. Coef 77.000 0.99 IN !.000 126.000 0.90 IN 1.500 59.000 0.97 our -2.980 41.000 0.35 IN 0.680 37.000 0.97 our -1.880 41.000 0.35 IN 0.680 59.000 0.97 OUT -2.980 41.000 0.35 IN 0.680 37.000 0.97 our -1.880 41.000 0.35 IN 0.680 59.000 0.97 our -2.980 41.000 0.35 IN 0.680 37.000 0.97 our -1.880 41.000 0.35 IN 0.680 59.000 0.97 our -2.980 41.000 0.35 IN 0.680 37.000 0.97 OUT -1.880 41.000 0.35 IN 0.680 34.000 0.59 our -1.080 41.000 0.35 IN 0.680 Allow. Ratio Dir. Coef. 77.000 0.99 IN 1.000 126.000 0.90 IN 1.500 59.000 0.97 0\IT -2.980 41.000 0.35 IN 0.680 37.000 0.97 our -1.880 41.000 0.35 IN 0.680 59.000 0.97 our -2.980 41.000 0.35 IN 0.680 37.000 0.97 our -1.880 41.000 0.35 IN 0.680 59.000 0.97 OUT -2.980 4!.000 0.35 IN 0.680 37.000 0.97 our -1.880 41.000 0.35 IN 0.680 59.000 0.97 our -2.980 41.000 0.35 IN 0.680 37.000 0.97 our -1.880 41.000 0.35 IN 0.680 34.000 0.59 OUT -1.080 41.000 0.35 IN 0.680 Wall/Roof Tvoe Thickness Finish Color Direction Gable Dir Max. Length ~all:! Panel Rib 26 Special Request Juniper green Left to Right Peak Out 41/0/0 Wa11:2 Panel Rib 26 Special Request Juniper green Left to Right Peak Out 41/0/0 Wa!l:3 Panel Rib 26 Special Request Juniper green Left to Right Peak Out 4!/0/0 Wall:4 Panel Rib 26 Special Request Juniper green Left to Right Peak Out 4!10/0 Roof: A Panel Rib 26 Special Request Juniper green System Generated Not Applicable 4!10/0 Roof: B Panel Rib 26 Special Request Juniper green System Generated Not Applicable 41/0/0 Fastener Data !Wall/Roof Type Length Spacing Washers Insul. Block Mod.Orl. Ice Dammin Wall:! Color Match Carbon Standard Option Standard Option No None No Yes Wall: 2 Color Match Carbon Standard Option Standard Option No None No Yes Wall:3 Color Match Carbon Standard Option Standard Option No None No Yes Wall: 4 Color Match Carbon Standard Option Standard Option No None No Yes Roof: A Stainless Steel Capped Standard Option Ice Damming & UL90 Uplift Yes None No Yes Roof: B Stainless Steel Capped Standard Option Ice Damming & UL90 Uplift Yes None No Yes File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf 2001 A/Sf I 5136 0.3.2.1 PURLIN ANCHORAGE Resistance at Frame Lines Job Page: Date: 08*25573 A1 4/9/2009 with Continuous Pur/ins Prep By: sjc Rev. 18; Mar 2008 Roof B (US= 112.5psf) Purl in Shape = 8.5 in deep Zee X 2.5 in flange Roof Cladding: Bav Spacings !ft): Purlin "t" On} Panel Rib Roof w/ Side Lap Fast @ 30" OC (std) Bay #1 17 0.073 Bay#2 15 0.073 Design Loading: Gravity Load = 113 psf Dead Load = 8 psf Total Load= 121 psf Diaphragm Analysis -Maximums Act Shear Load= -0.025 k!ftj 0.134 k!ft =Allow Shear w/ SF of 2.45 Shear Stress Ratio -0.19 <·-Safe Max. Lateral Deflection= -0.01 in <= L/360 ·-Safe 2001 AISI/ S136 w/2004 Supplement-Purlin Anchorage Analysis /kips) FL#1 FL#2 FL#3 -0.39 1 -0.45 1 -0.35 Horiz. Roof Dim = 15 ft Total No. of purlin rows = 8 Roof Pitch= nP = 8 4.00 /12 At Interior Frames-Provide (1) anchorage clips placed as indicated below. 1st Clip Eave Purlin Place clips at the closest purlin to the dimension shown. Dimensions are feet from low eave. Clip Type EPC-3 Endframe Line 1 PL = Total resistance provided per frame= ·0.39 kips (force is down slope direction) 0.65 kips <-·Safe At Endframe Line 1-Provide (1) anchorage clips placed as indicated below. 1st Clip Eave Purlin Place clips at the closest purlin to the dimension shown. Dimensions are feet from low eave. I Total resistance provided per frame= 0.65 kips At Endframe Line 3-Provide (1) anchorage clips placed as indicated below. Place dips at the closest purlin to the dimension shown. Dimensions are feet from low eave. 1st Clip Eave Purlin Clip Type EPC-3 Clip Type EPC-3 <-FL <-PL #Clips <-R <-SR IOPDI OPTIMIZED PROCESS DESIGNS, INC. cueNT E NrE: s PR t.Se PLANT JACK: R.888!T ENGINEERS AND CONSTRUCTORS KATY, TEXAS SUBJECT PBODUt.T P/JmP 81J!LQIAI6 EDIJ. fl. f: F S P.,EI\/Ce5 I.OfD DRAW/NC, 1/PJ5436-931-05JfS 2. 57P.VCTURAL DES/66/ PATA by VP BvJ/dinj..S VPc F,J-e.-: Jad:: !<.abbtt ?rodvc.t PuMp Bld;J-F;na/ :3, VP Drawirlj: Pa:;e 3;Job tf 0'3-25573 4. G,e.otecnnltcJ! Aeport by ,/(je/nfe/c/er AI LOWABL£ SOIL BEAP.JN6 LOG.81ED NEAP., 83 BORING, I I llP.E:A IJJ!/..L fi,£3(.£/Y£ APPf/.o~I!YlfJTf:L'/ 20 TO 25 Of FILL hLLoWflGLEi 5; 13, :: 3. 5 }(SF SUSTNNED LoADS " '' • 4. 7 J<SF WjTRANStENT LOADS fYl!l'/,iti1ilfYl LDAQ[;i P.,tf. Pr:nS, !7,l"!b-t/ OF V? CALC.u!.I7TJoN!!:J SHEET NO. I Or I DATE 4· 2.7-0 "> JOB NO. 0 70 8£, BYJ J6D CHKD. m II/ (;,f'?./[). H X II'-) H i-(1<) -Yy (!<-) VyO'' TI-07 3 2-,G 3,4 2. 0 J2c4 2. -2.(;, 5,0 ~ ~.5 I 2' 10 3. I 5,0 II , I . 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CLIENT G NT£: 8 PRISe PLANT JACK RhBBIT ENGINEERS AND CONSTRUCTORS KATY, TEXAS SUBJECT PRODUC-T PUmP 8u/LD/N6; EDN. fi.EFE.8£Nce5 l.OfD DRAWING. 1/PJ3436-93l-05JS 2. 57RUC[/)8.(tL DES/6tN QAT!'! by \JP 8vJ}dJn,j...S VPC ,c:,J-e-: Jad f-abb1t Prod vet Purr.p BJc/.9-F,na! :3. VP Dra wir13: fa3e 3) Job tf og-25573 4, Gie.otechnl2cd fleport by ,/(je/nfe!c/er AI LOW!lBL£ SOIL BEbP./NS. LCJth7f!.D NEliA 83 86!<./NG, I I AREA W!/..L f\f3CEIY£ bf'PRoXIM/1TF-LY 20 TO 25 OF FJLL llLLDwllBLc S; 13, " 3. 5 }(SF SUST/JJN£0 Lo.ADS II " • 4. 7 KSF W/TRANS!.ENT LOADS M M 1 to um LOADS .. !iF-f. P(y,S, !7, !"!&-E./ OF V? CALC U!.h T/oN !!J SHEET NO. I Or I DATE 4-2.7-0 '"} JOB NO. 0 70 86 BYvJ6D CHKD. lfT II/ [,P,JO. H t I~<) H J-{1<) -Y.'/ (!<) VyO< ~-n~ 3 2.,0 3,4 2, C) 12.4 2. -2.& 5, (;, 2.'7.5 I 2;0 3.1 5,0 II . I I 11 ~ k J-o -·~ IOPDI OPTIMIZED PROCESS DESIGNS, INC. CLIENT £ NTJE: R PR i.S,E PLANT JACK, Rb88tT ENGINEERS AND CONSTRUCTORS KATV, TEXAS SUBJECT PBODUtT pUmP 8U/LD/N{:), EDN. P.EFE8Et\ICE.5 J,OfD DRAWING. T/P!3436-CJ;3J-o5Jg 2. 57FW?TVRIH D£51611/ DftTI'i by \}f Bui}d!nj...S VPC p,J-e-: Jack !<.abbtt ?rodvtt Pump Bldf)-F1na! :l, VP DrawiJ13: fa3e. 3) Job tf os-25573 4, G,eotechn!ccd Aeport by KJe/nfe/der A116WABL£ SOIL EEAP./Nf:h L6G171ED N£!1P., 83 Bo!<.ING, } f !JP.E/1 W!/..L f,ECEJY£. APPP,oXJPVJf1TE/..'/ 20 TO 25 OF FJLL MLOWflf3L£i S; 8, " 3. 5 Y.SF SU.5TNN£D LOADS II •• < 4. 7 )(SF W/TRANS!ENT LOADS /Yl/Wtoum LOADS. P,F-F. P&.S. !7,1'1&-t/ oF V?CALCULI7T/oN!J r:;, !2.1 0 . H X(;:.) H'i-M -Y./ (!<) Vy 0< ;, 2.0 3,4 2, q 12.4 2. -2." 5. G 1 q.s I 2.. 0 3.1 5,0 I I , I SHEET NO. I Or I DAlE 4-2.7-0 '} JOB NO. 0 70 8.6 BY V )).Q CHKD. Date: 4/15/2009 Underwriters Laboratory UL-90 Letter City, State: Aurora, Colorado 80017 Jobsite: Jack Rabbit Ridge City, State: Parachute, Colorado 81635 County, Country: Garfield, United States The goods listed herein are purchased subject to the VP BUILDINGS tt?nns and conditions of sale and the !imitations contained therein. Roof Covering Shaoe Location Type Thickness Soacing Pump Bldg Roof: A Panel Rib 26 Ice Damming & UL90 Uplift Pumo Bid<! Roof: B Panel Rib 26 Ice Danuninit & UL90 Uolift Panel Rib RoofUL-90 Certification This is to certify that the VP Buildings PANEL Rffi ROOF SYSTEM, when installed in accordance with VP Buildings Basic Erection Guide and Standard Erection Details (SEDs), will meet Underwriters Laboratories UL Class 90 Uplift Rating. The Panel Rib Roof system has been tested and is listed under Underwriters Laboratories Construction No. 64. File: Jack Rabbit Product Pump Bldg-Final Version: 7.lf Parcel Detail Garfield County Assessor/Treasurer Parcel Detail Information A~~~~-~PrLir~e~urer ProwtyJ_[grch I A~~~.ss!JLS.ubset ll~Jl!'Y I A~~Jl].oLSales Search CJerkJi RecordllrReceptip_QS!illn::ll Par~]!Jl.etail I 'LaJ~gJ!etllil I s_.les Detail I Re~ideo1iai/CommerciallmR£GYBmenLOil!aU l-and DEi1ilil I PhotJJQrilPh~ I Milll-ll'.'YRevenJJe~Jktllil Tax Area II Account Number II Parcel Number II 02B II R2SOI4S 11 213532mooos II Owner Name and Mailing Address !BERRY PETROLEUM COMPANY S !MARATHON OIL COMPANY I!SSS BROADWAY STE 3700 !DENVER. CO 80202 Assessor's Parcel Description (Not to be used as a legal description) ISECT.TWN.RNG:32MS DESC: SEC 28 IS1/2SW, SI/2SE. SEC 32 NI/2NE. ISWNE, NW. DESC: NI/2SW, SESW, SE, !SEC 33 SW BK:025S PG:0504 IRECPT:7S2S88 RECPT:75185S IRECPT:751853 RECPT:747S80 IRECPT:743388 RECPT:74333S IRECPT:743335 RECPT:741S35 IRECPT:74078S RECPT:738784 IRECPT:738783 BK:I8S3 PG:D887 IRECPT:711208 BKI8S3 PG:OS84 IRECPT:711207 BK:I8S3 PG:DS81 IRECPT:7112DS BK:I853 PG:3S7 2008 Mill levy 38.841 I I I I I I I I I I I I I I I I I http:// www.garcoact.com/ assessor I parcel.asp? ParceiNumber= 213 53210 DO OS Pagel of 3 S/8/2008 Parcel Detail Page 2 of 3 IRECPT:708024 BK:0848 PG:D588 IBK:0848 PG:0580 BK:0882 PG:0311 lacatian I Physical Address: IITWN 5 RGE 86 SEC 28.32.-I I Subdivision: I I land Acres: 11880 I I Land Sq Ft: 110 II I Section II Township II Range II I 32 II 5 II 86 I 2DD8 Property Tax Valuation Information II Actual Value II Assessed Value I I Land: II 15.28oll 4.4301 I Improvements: II Dll 0 I Total: II 15.28oll 4.4301 Mast Recent Sale Sale Date: 111211712007 Sale Price: 111.215.000 Basic Building l:haracteristics I Number of Residential Buildings: I 0 I Number of Commllnd Buildings: I 0 No Building Records Found Tax Information I Tax Year II Transaction Type II Amount I I 2008 II Tax Payment: First Half II ($82.56)1 I 2008 II Tax Amount II $165.121 II II http:! I www.garcoact.coml assessor I parcel.asp? ParceiNumber= 21353210 0 00 8 61812008 Parcel Detail I I I I I I I I I I I I I 2007 II Tax Payment: Second Half II ($77.04lll 2007 II Tax Payment: First Half II ($77.04)1 2007 II Tax Amount II $154.081 2006 II Tax Payment: Second Half II ($32.1Dll 2006 II Tax Payment: First Half II ($32.10)1 2006 II Tax Amount II $64.2DI 2005 II Tax Payment: Whole II ($64.32)1 2005 Tax Amount $64.321 20D4 Tax Payment: Whole ($72.86)1 2004 Tax Amount $72.861 2003 Tax Payment: Whole I ($78.12)1 2003 I Tax Amount II $78.121 2002 II Tax Payment: Whole II ($74.80)1 2002 II Tax Amount II $74.801 2001 II Tax Payment: Whole II ($78.80)1 2001 II Tax Amount II $78.801 2000 II Tax Payment: Whole II ($86.28)1 2000 II Tax Amount II $86.281 1888 II Tax Payment: Whole II ($74.04)1 1888 II Tax Amount II $74.041 loP~of.P.age Asses:mrJm1Jtbase_Sgilrc:h0RtioHs I Jrea~surerUiltillmseSearch Options Gle.rkJr.Rec.o.rder.Oat!l.b.ase .. Search DP!Lonli Garfield County Home Page Page 3 of 3 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 liD 2005-2008 Good Turns Software. All Rights Reserved. Database H Web Design by !ioodiums Soft\V£Le. http:! I www.garcoact.coml assessor I parcel .asp? ParceiNumber= 213532100 DO 8 61812008