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HomeMy WebLinkAboutBP, APPLICATION & MULT DOCS - 08-00125 & 08-00132 - City of Rexburg - Sand ShedQ gBxauR� CITY OF REXBURG Buil ,4 "9 #0#0 s Mfp 1 Americo Family Community Permit ISSUED TO: PERMIT # : 08001 1 25 NAME: City Of Rexburg FOR THE CONSTRUCTION OF: City Sand Shed JOB ADDRESS: 525 N 5th W GENERAL CONTRACTOR: Double E Construction This permit is issued subject to the regulations contained in Building Code and Zoning Regulations of the City of Rexbug. It is specifically understood that this Permit does not allow any Variance to the regulations of the City of Rexburg or Zoning Codes unless specifically approved by the City Council and explained on the Building Permit Application as approved by the Building Inspector. Date Approved 03/21/2008 Issued Building Inspector THIS PERMIT MUST BE PROMINANTLY DISPLAYED AT THE BUILDING SITE THE BUILDING MAY NOT BE OCCUPIED OR USED WITHOUT FIRST OBTAINING ACERTIFICATE OF OCCUPANCY 1) A complete set of approved drawings along with the permit must be kept No work shall be done on any part of on the premises during construction. 0 I �' 2) The permit will become null and void in the event of any deviation from the accepted drawings. the building beyond the point indicated in each successive inspection without approval. No structural framework of 3) No foundation, structural, electrical, nor plumbing work shall be concealed any underground work shall be covered without awroval. 4. Framing INSPECTION CARD BUILDING nn•o e....... -A F yout oting 3. Foundation 4. Framing 5. Insulation 6. Drywall 7. Final OTHER Date roved 1. Fire Department Fine 24 Hour Notice and Permit Number required to make inspection appointments For Inspections Call 359 -3020 option 2 ACERTIFICATE OF OCCUPANCY CAN NOT BE ISSUED PRIOR TO FINAL ELECTRICAL & PLUMBING INSPECTION �'ExsUp • A. c% CITY OF '0 Please m REXBURG s ' " '+w America's Family Community zo COMMERCIAL & MULTI FAMILY BUILDING PER 19 E MAIN, REXBURG, ID 83440 208 - 359 -3020 X326 the Entire Application! 0800125 City Sand Shed PARCEL NUMBER: f-Et`� (We will provide this for you) SUBDIVISION: UNIT# BLOCK# LOT# is based on the tntortnation - must be accurate CONTACT PHONE # 3 `i - 3c> 2c ext PROPERTY ADDRESS: N S AA/ PHONE #: Home ( ) Work ( ) Cell ( ) OWNER MAILING ADDRESS: CITY: STATE: ZIP: EMAIL FAX APPLICANT (If other than owner) (Applicant if othet than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS CITY: STATE; ZIP EMAIL FAX PHONE #: Home ( ) Work ( ) Cell ( ) CONTRACTOR Oocllole E< Cn c- c tr�e- t 1'on MAILING ADDRESS: P - d - Rc3 x I D CITY PHONE: Cell# Work# EMAIL IDAHO REGISTRATION # & EXP. How many buildings are located on this property? Did you recently purchase this property? No Yes (If yes, list previous oU Is this a lot split? NO YES (Please bring copy Of new legal description of property) PROPOSED USE: �_c,y►� 1'y�e !i�� I �� ►�� Shed loc W ( (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, ommercia�Addition, Etc.) — CIRCLI APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: under penalt of perjur I hereb certif that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above - mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2003 International Code in cases of any false statement or misrepresentation of fact in the application or on the plans on which the permit or approval was based. Permit void if not started within 180 days. Permit void if work stops for 180 days. ,P: . _,�3 / II / o Signature of Owner /Applicant DATE Do you prefer to be contacted by fax, email or phone? Circle One WARNING — BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non - refundable and are paid in full at the time of application beginning lance 4 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval **Building Permit Fees are due at time of application ** **Building Permits are void if your check does not clear** zZ 2 0 • Building Safety Department City of Rexburg 19 E. Main janellh@rexburg.org Phone: 208.359.3020 ext 326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 OF gtiXeUgc `y r 7 CITY OF ° REXBURG O " America's Family Community Affidavit of Legal Interest State of Idaho County of Madison I, Name Address City State Being first duly sworn upon oath, depose and (If Applicant is also Owner of Record, - p to B) A. That I am the record owner of the property %that permission to: Name to submit the accompanying application pertaining t B. I agree to indemnify, defend and hold Rexburg City a claim or liability resulting from any dispute as to the s ownership of the property which is the subject of the Dated this day of 20 Signature Subscribed and sworn to before me the day and year first above written. Notary Public of Idaho Residing at: My commission expires: on the attached, and I grant my Address t)erty. its employees harmless from any ments contained herin or as to the 3 • • City of Rexburg NAME Please Complete the Entire Application! PROPERTY ADDRESS If the question does not apply fill in NA for non applicable SUBDIVISION Dwelling Units: Parcel Acres: SETBACKS FRONT SIDE IDE BACK Remodeling Your Building /Home (need Estimate) $ SURFACE SQUARE FOOTAGE. • ( Shall include the exterior wall measurements of the building) First Floor Area Unfinished Basement area Second floor /loft area Finished basement area Third floor /loft area Garage area Shed or Barn Carport /Deck (30" above grade)A Water Meter Quantity: Jkm Water Meter Size: Required!!! PLUMBING Plumbing Contractor's Name: Business Name: City State Zip Contact Phone: ( ) Business Phone: ( ) Email Fax FIXTURE COUNT (including roWhed fixtures Clothes Washing Machine Dishwasher Floor Drain Garbage Disposal Hot Tub /Spa Sinks (Lavatories, kitchens, bar, mop) Plumbing Estimate $ (Commercial Only) Sprinklers Tub /Showers Toilet /Urinal Water Heater Water Softener of Licensed Contractor License number Date 4 11 The City of eexburg'x permit fee schedule is the same as required by theTraate o f Idaho NAME PROPERTY ADDRESS SUBDIVISION Please Complete the Entire Application! If the question does not apply fill in NA for non applicable Permit# Required!!! MECHANICAL Mechanical Contractor's Name: Business Name: Address City State Zip Contact Phone: ( ) Business Phone: ( ) Email Fax Mechanical Estimate $ (Commercial /Multi Family Only) FIXTURES & APPLIANCES COUNT (Single Family Dwelling Only) Furnace Exhaust or Vent Ducts Furnace /Air Conditioner Combo Heat Pump Air Conditioner Evaporative Cooler Unit Heater Space Heater Decorative gas -fired appliance Incinerator System Boiler Pool Heater Fuel Gas Pipe Outlets including stubbed in or future outlets Inlet Pressure (Meter Supply) PSI Dryer Vents Range Hood Vents Cook Stove Vents Bath Fan Vents other similar vents & ducts: Heat (Circle all that apply) Gas Oil Coal Fireplace Electric Hydronic Mechanical Sizing Calculations must be submitted with Plans & Awfication Point of Delivery must be shown on Plans. Required! Signature of Licensed Contractor License number Date The City of Bexburg's permit fee schedule is the same as required by the State of Idaho 5 • • Building Safety Department City of Rexburg 19 E Main ionellh@rexburg.org Phone: 208.359.3020 x326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 OY V.BX BUR u J 4 s CITY O F REXBURG America's Family Community OWNER'S NAME PROPERTY ADDRESS SUBDIVISION PHASE LOT BLOCK Permit# Required ►f! ELECTRICAL Electrical Contractor's Name Business Name Address City. Cell Phone ( ) Business Phone ( ) Fax ( ) State Zip Electrical Estimate (cost of wiring & labor) $ (COMMERCIAL /MULTI - FAMILY ONLY) TYPES OF INSTALLATION (New Residential includes everything contained within the residential structure and attached garage at the same time) Number of meters being installed Up to 200 amp Service* 201 to 400 amp Service* Over 400 amp Service* Existing Residential (# of Branch Circuits) Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) Spa, Hot Tub, Swimming Pool Electric Central Systems Heating and /or Cooling (when not part of a new residential construction permit and no additional wiring) Modular, Manufactured or Mobile Home Other Installations: Wiring not specifically covered by any of the above Cost of Wiring & Labor: $ Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement /Industry *Includes a maximum of 3 inspections. Additional inspections charged at requested inspection rate of $40 per hour. C Signature of Licensed The License number + Date schedule is the same as required by the State of Tdahn Building Safety Department ���EXBVk�, CITY of City of Rexburg � � �vnT mG '� 0 1�1� V 1\ 19 E. Main janellh @rexburg.org Phone: 208.359.3020 America's Family Community Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 "`° APPLICATION: `CONSTRUCTION PERMIT" � CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES /NO - APPLICANT INFORMATION: Business Name: Office Address: APPROVED BY: Office Phone Number: ( ) Contractor Performing the Work: Contact Person: - LOCATION OF WORK TO BE DONE: Street Address Where Work Will Be Done: Business Name Where Work Will Be Done: Dates For Work To Be Done: Contact Person: Phone Number: To Cell # PLEASE CHECK THE TYPE OF PERMITS) YOU ARE APPLYING FOR: ❑ AUTOMATIC FIRE- EXTINGUISHING SYSTEMS ❑ COMPRESSED GASES ❑ FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ❑ FIRE PUMPS AND RELATED EQUIPMENT ❑ FLAMMABLE AND COMMBUSTIBLE LIQUIDS ❑ HAZARDOUS MATERIALS ❑ INDUSTRIAL OVENS ❑ LP -GAS ❑ PRIVATE FIRE HYDRANTS ❑ SPRAYING OR DIPPING ❑ STANDPIPE SYSTEMS ❑ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES Applicant's Signature Date city State Zip Cell Phone # ( ) ►/ E SUBCONTRACTOR LIST • Excavation & Earthwork: Concrete: Masonry: Insulation: Floor Coverings: Heating: Special Construction (Manufacturer or Supplier) Roof Trusses: Floor /Ceiling Joi Siding /Exterior 8 EXEMPTIONS FROM STATE REGISTRATION As of January 1, 2006, the City of Rexburg can no longer sell permits without having a copy of your State registration number or your exemption from the State registration. Please send a copy of your state registration or fill out this form showing your exemption and send it with your license renewal or your next permit application. (This list is a summarization of Idaho Code Title 54 Chapter 5205, for full definitions of these exemptions please see the State's website at www.lbol.idaho.gov /cont.htm ❑ Currently State licensed pursuant to Title 54 Idaho Code, Chapters: 3 Architects, 10 Electrical Contractors /Journeyman, 12 Engineers /Surveyors, 19 Public Works Contractors (exempt from fee only registration required), 26 Plumbing /Plumbers, 45 Public Works Construction Management Licensing Act (exempt from fee only registration required), or 50 Installation of heating, ventilation and air conditioning systems ❑ Employee or volunteer of a licensed contractor or part of an educational curriculum or nonprofit charitable activity with no wages or salary Employee of a US Government agency (State, City, County, or other municipality) ❑ Public Utility doing construction, maintenance, or development to its own business ❑ Involved with gas, oil or mineral operations ❑ Supplier doing no installation or fabricating ❑ Contracting a project or projects with a total cost less than $2000 ❑ Operation of a farm or ranch or construction of agriculture buildings exempt from Idaho Building Code ❑ Any type of water district operations ❑ Work in rural districts for fire prevention purposes ❑ Owner who performs work on own property or contracts with a registered contractor to do work as long as the property is not for resale within 12 months ❑ Owner or lessee of commercial property performing maintenance, repair, alteration or construction on that property ❑ Real estate licensee /property manager acting within Idaho Code ❑ Engaging in the logging industry ❑ Renter working on the property where they live with the property owners approval ❑ Construction of a building used for industrial chemical processing per Idaho Code ❑ Construction of a modular building (defined by Idaho Code) to be moved out of state I hereby certify that the above information is true and correct to the best of my knowledge. �-II-UPS Signature Date (`e lb KV) GD e- r M a 4 f Print Name 66 Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 1 of 87 VP Buildings 3200 Players Club Circle Memphis, TN 38125 -8843 STRUCTURAL DESIGN DATA Project: City of Rexburg Name: (COPY)4091 Rexburg Sand Shed 10 -15 -07 Builder PO #: Jobsite: City, State: Rexburg, Idaho 83440 County: Madison Country: United States TABLE OF CONTENTS 0800125 City of Rexburg Sand Shed VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe P.O. Box 122 City, State: Rexburg, Idaho 83440 Country: United States City, State: Rexburg, Idaho 83440 County, Country: Madison, United States 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: Overall Building Description Shape Overall Width Overall Len Floor Area (s q. ft. Wall Area (s q. ft. Roof Area (s q. ft. ) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof I Pitch Peak Height Shed 1 501010 80/0/0 4000 3777 4216 24/0/0 24/0/0 4.000:12 1 4.000:12 1 32/4/0 Loads and Codes - Shape: Shed City: Rexburg County: Madison State: Idaho Country: United States Building Code: 2006 International Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Building Use: Standard Occupancy Structure Cold Form: 04AISI - ASD Dead and Collateral Loads Live Load Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.38 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.969) Parts Wind Exposure Factor: 0.969 Wind Enclosure: Partially Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts / Portions Zone Strip Width: 51010 Basic Wind Pressure: 17.08 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 39.40 psf Design Snow (Sloped): 39.40 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Unheated (1.00) Ground / Roof Conversion: 1.00 % Snow Used in Seismic: 20.00 Seismic Snow Load: 7.88 psf Unobstructed, Slippery Roof Seismic Load Mapped Spectral Response - Ss:47.50 %g Mapped Spectral Response - S1:16.40 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.3559 Bracing Seismic Period: 0.2169 Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1285 x W Brace Seismic Factor (Cs): 0.1384 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. 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 (AWS) 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: - AISC -MB Certified (Design and Manufacturing) - CSA A660 Certified (Design and Manufacturing) - IAS 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 components are designed utilizing the following steel grades unless noted otherwise: 3 Plate members fabricated from plate, bar, strip steel or sheets ASTM A529, A572, A1011 - All 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 VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 3 of 87 Tube and Pipe Sections ASTM A500, Grade B (Fy - 42 ksi pipe, Fy - 46 ksi tube) Light Gage Sections ASTM A1011 SS Grade 55 ksi, A653 SS Grade 55 ksi Round Rod Bracing ASTM A572 Grade 65 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. Furthermore, it is understood that certification is based upon the premise that all components furnished by VP BUILDINGS will be erected or constructed in strict compliance with pertinent documents furnished by VP BUILDINGS. Sincerely, P.E. Prepared by: XF Reviewed by: VP BUILDINGS 3200 Pla ers Club Circle, Mem his TN 38125 -8843 e a. VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Dead and Collateral Loads Mag Units Shape Collateral Gravity: 1.00 psf. Description Frame Weight (assumed for seismic):2.50 psf Collateral Uplift: 0.00 psf 0.359 psf Spec Side Type Mag Units Shape Applied to Description A D 17.500 plf Line Frm Pur Girt A D 40.830 plf Line Frm Pur Girt A D 31.800 plf Line Frm Pur Girt A D 2.379 psf Entire Frm Covering Weight - 24 Panel Rib + Secondary Weight 1.26: Roof. A A D 1.120 psf Entire Pur Covering Weight - 24 Panel Rib: Roof: A B D 40.830 plf Line Frm Pur Girt B D 17.500 plf Line Frm Pur Girt B D 31.800 plf Line Frm Pur Girt B D 2.379 psf Entire Frm Covering Weight - 24 Panel Rib + Secondary Weight 1.26: Roof. B B D 1.120 psf Entire Pur Covering Weight - 24 Panel Rib: Roof. B Live Load 0.258 psf Rect Live Load: 20.00 psf Reducible Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 0.89: Wall: 4 Wind Load Wind Speed: 90.00 mph Wind Enclosure: Partially Enclosed Height Used: 28/2/0 (Type: Mean) Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Velocity Pressure: (qz) 20.74 psf Topographic Factor: 1.0000 Directionality Factor: 0.8500 Wind Exposure (Factor): C (0.969) Basic Wind Pressure: 17.08 psf Gust Factor: 1.0000 Wind Importance Factor: 1.000 Least Horiz. Dimension: 501010 NOT Windborne Debris Region Parts / Portions Zone Strip Width: 5/0/0 qz= 0.00256 * (1.00) * (90.00) ^2 * (1.00) The 'Low Rise' Method is Used Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 39.40 psf Design Snow (Sloped): 39.40 psf Snow Accumulation Factor:: 1.000 Snow Importance: 1.000 Ground/ Roof Conversion: 1.00 Seismic Load Mapped Spectral Response - Ss:47.50 %g Mapped Spectral Response - S 1:16.40 %g Seismic Hazard / Use Group: Group 1 Seismic Performance / Design Category: D Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.1285 x W Brace Seismic Factor (Cs): 0.1384 x W Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Thermal Category (Factor): Unheated (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: 7.88 psf Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Soil Profile Type: Stiff soil (D, 4) Framing Seismic Period: 0.3559 Bracing Seismic Period: 0.2169 Seismic Period Height Used: 24/0/0 Design Spectral Response - Sds: 0.4497 Design Spectral Response - Shc: 0.2344 Side Type Mag Units Shape Applied to Description 1 E 0.359 psf Spec Frm Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 1.68: Wall: 1 1 E 0.387 psf Spec Brc Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 1.68: Wall: 1 2 E 0.258 psf Rect Frm Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 0.89: Wall: 2 2 E 0.278 psf Rect Brc Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 0.89: Wall: 2 3 E 0.280 psf Spec Frm Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 1.06: Wall: 3 3 E 0.301 psf Spec Brc Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 1.06: Wall: 3 4 E 0.258 psf Rect Frm Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 0.89: Wall: 4 VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 5 of 87 4 E 0.278 psf Rect Brc A E 1.768 psf Entire Frm A E 1.904 psf Entire Brc A E 2.248 plf Line I'm A E 2.421 plf Line Brc A E 5.246 plf Line Frm A E 5.649 plf Line Brc A E 4.086 plf Line Frm A E 4.400 plf Line Brc B E 1.768 psf Entire Frm B E 1.904 psf Entire Brc B E 5.246 plf Line Fret B E 5.649 plf Line Brc B E 2.248 plf Line Frm B E 2.421 plf Line Brc B E 4.086 plf Line Fret B E 4.400 plf Line Brc Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 0.89: Wall: 4 Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 1.26 + 7.880 Snow + (Includes 1.000 Collateral 2.500 Frame Weight) : Roof: A Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 1.26 + 7.880 Snow + (Includes 1.000 Collateral 2.500 Frame Weight) : Roof: A Seismic Effect From Girt: Roof: A Seismic Effect From Girt: Roof: A Seismic Effect From Girt: Roof. A Seismic Effect From Girt : Roof A Seismic Effect From Girt: Roof: A Seismic Effect From Girt: Roof: A Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 1.26 + 7.880 Snow + (Includes 1.000 Collateral 2.500 Frame Weight) : Roof: B Seismic: Covering Weight - 24 Panel Rib + Secondary Weight 1.26 + 7.880 Snow + (Includes 1.000 Collateral 2.500 Frame Weight) : Roof: B Seismic Effect From Girt: Roof: B Seismic Effect From Girt: Roof: B Seismic Effect From Girt : Roof. B Seismic Effect From Girt: Roof: B Seismic Effect From Girt: Roof: B Seismic Effect From Girt: Roof B Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels 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. necin i.nnd Cnmhinatinnc - Fra ming No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ + CG + ASL^ 3 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D+CG+ 4 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 6 System 1.000 1.0 D + 1.0 CG + 1.0 S + CG + S 7 System 1.000 1.0 D + 1.0 CG + 1.0 US 1 * + CG + US 1 8 System 1.000 1.0D +I.0CG +1.0 *US 1 D +CG + *US1 9 System 1.000 1.0 D + 1.0 CG + 1.0 W 1> D + CG + W 1> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 D + CG + <W 1 11 System 1.000 1.0 D + 1.0 CG + 1.0 W2> + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 13 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> D + CU + W 1> 14 System 1.000 0.600 D + 0.600 CU + 1.0 <W1 D + CU + <W 1 15 System 1.000 0.600 D + 0.600 CU + 1.0 W2> + CU + W2> 16 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 + CU + <W2 17 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W 1> + CG + L + W l> 18 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W1 D + CG + L + <W l 19 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> + CG + L + W2> 20 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 + CG + L + <W2 21 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 22 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W1 D + CG + S + <W 1 23 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> + CG + S + W2> 24 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 + CG + S + <W2 25 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + CG + <E + EG+ 27 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + CU + E> + EG- 28 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG + CU + <E + EG- 29 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + CG + S + E> + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ D + CG + S + <E + EG+ 31 Special 1.000 1.0 D + 1.0 CG + 1.750 E> + 0.700 EG+ + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ D + CG + <E + EG+ 33 Special 11.000 0.600 D + 0.600 CU + 1.750 E> + 0.700 EG- D + CU + E> + EG- 34 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- + CU + <E + EG- 35 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 E> + 0.525 EG+ + CG + S + E> + EG+ VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2 /15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 6 of 87 36 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 <E + 0.525 EG+ D + CG + S + <E + EG+ 37 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 E> + 0.700 EG+ D + CG + E> + EG+ 38 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ + CG + <E + EG+ 39 AISC - Special 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- D + CU + E> + EG- 40 AISC - Special 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- D + CU + <E + EG- 41 AISC - Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.837 E> + 0.525 EG+ D + CG + S + E> + EG+ 42 AISC - Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.837 <E + 0.525 EG+ + CG + S + <E + EG+ 43 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI D + CG + WPAI 44 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI D + CU + WPAI 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAI + CG + L + WPAI 46 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAl 47 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPDI D + CG + WPDI 48 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI + CU + WPDI 49 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD I D + CG + L + WPD 1 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI + CG + S + WPDI 51 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 52 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 + CG + L + WPA2 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 55 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 56 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 + CU + WPD2 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 + CG + L + WPD2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 + CG + S + WPD2 59 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPBl +CG+ WPB1 60 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 + CU + WPB 1 61 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB 1 + CG + L + WPB 1 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 + CG + S + WPB 1 63 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCI D + CG + WPCI 64 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPCI D + CU + WPCI 65 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPCI D + CG + L + WPC 1 66 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI ± CG + S + WPCI 67 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 68 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 69 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 + CG + L + WPB2 70 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 + CG + S + WPB2 71 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 72 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 + CG + L + WPC2 74 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 EB> + CG + E> + EG+ + EB> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> + CG + E> + EG+ + EB> 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 EB> D + CG + <E + EG+ + EB> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> + CG + <E + EG+ + EB> 79 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 EB> + CU + E> + EG- + EB> 80 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> + CU + E> + EG- + EB> 81 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 EB> D + CU + <E + EG- + EB> 82 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D + CU + <E + EG- + EB> 83 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.525 EB> CG+S +E>+EG++EB> 84 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 EB> CG+S +E>+EG++EB> 85 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 EB> G+S+<E +EG++EB> 86 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 EB> CG+S+<E +EG++EB> 87 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ D + CG + EB> + EG+ 88 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- + CU + EB> + EG- 89 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 EB> + 0.525 EG+ + CG + S + EB> + EG+ 90 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 <EB + CG + E> + EG+ + <EB 91 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 92 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 <EB + CG + <E + EG+ + <EB 93 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB + CG + <E + EG+ + <EB 94 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 <EB D + CU + E> + EG- + <EB 95 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D + CU + E> + EG- + <EB 96 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 <EB + CU + <E + EG- + <EB 97 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB + CU + <E + EG- + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG++ 0.525 <EB CG+S +E>+EG++<EB 99 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG++ 0.205 <EB CG+S +E>+EG++<EB 100 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 <EB +CG+S+<E +EG++<EB 101 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 <EB D+CG+S+<E +EG++<EB 102 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ D + CG + <EB + EG+ 103 Special 1.000 0.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- D + CU + <EB + EG- 104 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 <EB + 0.525 EG+ D + CG + S + <EB + EG+ VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 &- 08 -2284 Calculations Package Time: 1:16:29 PM Page: 7 of 87 TaciRn 7 nad ('nmhinatinnc - Rraoina No. Ori in Factor Application Descri tion 1 System 1.000 1.0 WPAI WPAI 2 System 1.000 1.0 WPDI WPDI 3 System 1.000 1.0 WPA2 VVTA2 4 System 1.000 1.0 WPD2 WPD2 5 System 1.000 1.0 WPB1 WPB 6 System 1.000 1.0 WPCI WPCI 7 System 1.000 1.0 WP132 WP132 8 System 1.000 1.0 WPC2 ArPC2 9 System 1.000 0.700 E> > 10 System 1.000 0.700 <E E rlecia i mad Cnmhinatinns - Pnrlin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S + CG + S 2 System 1.000 1.0 D +1.0 CG +1.0US1* +CG +US1 3 System 1.000 1.0 D+ 1.0 CG+ 1.0 *US1 D +CG+ *US1 4 System 1.000 1.0D +I.0CG +I.0PF1 D + CG + PF1(Span 1) 5 System 1.000 I.0D +I.0CG +I.0PF1 D + CG + PF1(Span 4) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PHI(Span 1) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PH1(Span 4) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 1 and 2) 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 2 and 3) 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 3 and 4) 11 System 1.000 1.0 D + 1.0 CG + 1.0 W I> . + CG + W1> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 + CG + <W2 13 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> D + CU + W 1> 14 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 15 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W1> 16 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 17 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.525 EB> + 0.525 EG+ D + CG + S + EB> + EG+ 18 System Derived 1.000 1.0 D + 1.0 CG + 0.700 EB> + 0.700 EG+ + CG + EB> + EG+ 19 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG + CU + EB> + EG- 20 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.525 <EB + 0.525 EG+ D + CG + S + <EB + EG+ 21 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <EB + 0.700 EG+ D + CG + <EB + EG+ 22 System Derived 1.000 0.600 D + 0.600 CU + 0.700 <EB + 0.700 EG- + CU + <EB + EG- 23 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI D + CG + WPAI 24 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI + CU +. WPAI 25 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAI 26 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD1 D + CG + WPDI 27 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 28 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI + CG + S + WPD 1 29 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 30 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + 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 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 33 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 + CU + WPD2 34 System Derived 1.000 1.0 D + 1.0 CG + 0350 S + 0.750 WPD2 + CG + S + WPD2 35 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCI + CG + WPCI 36 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC! + CU + WPCI 37 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI + CG + S + WPCI 38 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WP132 D + CG + WPB2 39 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 + CU + WPB2 40 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 41 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 42 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 43 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 D + CG + S + WPC2 44 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPBI + CG + WPB 1 45 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 D + CU + WPB 1 46 1 System Derived 1 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 + CG + S + WPB 1 7lnain i .. !'nmhinafinnc - Gi No. Origin Factor Application Description 1 System 1.000 1.0 W1> lwi> 2 System 1.000 1.0 <W2 rW2 3 System Derived 1.000 1.0 WPAI JWPAI VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe VP BUILDINGS vn,co P I nN Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 8 of 87 4 System Derived 1.000 1.0 WPDI 5 System Derived 1.000 1.0 WPA2 6 System Derived 1.000 1.0 WPD2 7 System Derived 1.000 1.0 WPB1 8 System Derived 1.000 1.0 WPCI 9 System Derived 1.000 1.0 WPB2 10 System Derived 1.000 1.0 WPC2 11 System Derived 1.000 0.700 EB> 12 1 System Derived 1 1.000 1 0.700 <EB Design Load Combinations - Roof - Panel No. Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0 S + S 2 System 1.000 1.0D +1.0US1* D +USI* 3 System 1.000 1.0 D+ 1.0 *US1 D + *US1 4 System 1.000 1.0 D + 1.0 W 1> + W 1> 5 System 1.000 1.0 D + 1.0 <W2 + <W2 6 System 1.000 0.600 D + 1.0 W 1> + W l> 7 System 1.000 1 0.600 D + 1.0 <W2 D + <W2 Design Load Combinations - Wall - Panel No. Origin Factor I Application I Description 1 2 System System 1.000 1.000 1.0 Wl> 11.0 <W2 Pl> I<W2 Deflection Load Combinations - Framin No. Ori in Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L System 2 System 1.000 0 180 LOS S 3 System 1.000 0 180 1.0 US I* US 1 * 4 System 1.000 0 180 1.0 *US1 *US1 5 System 1.000 0 180 0.700 W 1> Wl> 6 System 1.000 0 180 0.700 <W 1 W l 7 System 1.000 0 180 0.700 W2> W2> 8 System 1.000 0 180 0.700 <W2 <W2 9 System Derived 1.000 0 180 0.700 WPAl WPAI 10 System Derived 1.000 0 180 0.700 WPDI WPD1 11 System Derived 1.000 0 180 0.700 WPA2 WPA2 12 System Derived 1.000 0 180 0.700 WPD2 WPD2 13 System Derived 1.000 0 180 0.700 WPBI WPBI 14 System Derived 1.000 0 180 0.700 WPCI WPCI 15 System Derived 1.000 0 180 0.700 WPB2 B2 16 System Derived 1.000 0 180 0.700 WPC2 WPC2 17 System 1.000 60 0 0.700 Wl> Wl> 18 System 1.000 60 0 0.700<Wl <wI 19 System 1.000 60 0 0.700 W2> 2> 20 System .1.000 60 0 0.700 <W2 <W2 21 System Derived 1.000 60 0 0.700 WPAI WPA1 22 System Derived 1.000 60 0, 0.700 WPDI WPD1 23 System Derived 1.000 60 0 0.700 WPA2 WPA2 24 System Derived 1.000 60 0 0.700 WPD2 WPD2 25 System Derived 1.000 60 0 0.700 WPBI WPB1 26 System Derived 1.000 60 0 0.700 WPCI WPCI 27 System Derived 1.000 60 0 0.700 WPB2 WPB2 28 System Derived 1.000 60 0 0.700 WPC2 WPC2 29 System 1.000 60 0 0.600 E> + 0.600 EG- E> + EG- 30 System 1.000 60 0 0.600 <E + 0.600 EG- <E + EG- 31 System Derived 1.000 60 0 0.600 EB> B> 32 1 System Derived 1 1.000 60 0 0.600 <EB EB Deflection Load Combinations - Purlin No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0s S 2 System 1.000 150 1.0 US 1* U 3 System 1.000 150 1.0 *US1 *US1 Deflection Load Combinations - Girt No. I Origin I Factor I Deflection Application Description VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC I VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 9 of 87 1 I System 1.000 90 10.700 Wl> �Wl> 2 System 1.000 90 0.700 <W2 W2 Deflection Load Combinations - Roof - Panel No. Origin Factor Def H Def V Application Description 1 System 1.000 150 150 LOS S 2 1 System 1.000 150 150 1.0US1* S1* 3 System 1.000 150 150 1.0 *US1 *USI Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans S Snow Load US 1 * Unbalanced Snow Load 1, Shifted Right *US1 Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PF1 Partial Load, Full, 1 Span PH1 Partial Load, Half, 1 Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans W Wind Load W 1> Wind Load, Case 1, Right <WI Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPB1 Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPCI Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPD1 Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL *> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right < *AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL * >(1) Auxiliary Live Load, Right, Right, Aisle 1 *AL >(1) Auxiliary Live Load, Right, Left, Aisle 1 <AL *(1) Auxiliary Live Load, Left, Right, Aisle 1 < *AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL *(1) Aux Live, Right, Aisle 1 *AL(1) Aux Live, Left, Aisle 1 AL * >(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL *(2) Auxiliary Live Load, Left, Right, Aisle 2 < *AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL *(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL * >(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL >(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL *(3) Auxiliary Live Load, Left, Right, Aisle 3 < *AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL *(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL * >(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL *(4) Auxiliary Live Load, Left, Right, Aisle 4 < *AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL *(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL * >(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL >(5) Auxiliary Live Load, Right, Left, Aisle_ 5 <AL *(5) Auxiliary Live Load, Left, Right, Aisle 5 < *AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL *(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB >(1) Aux Live Bracing Reaction, Right, Aisle 1 <ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 WALB >(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 VPC File: (COPY)1091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 10 of 87 ALB >(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB >(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB >(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB >(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB >(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB >(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB >(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB >(5) Wind, Aux Live Bracing Reaction; Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load U0 User Defined Load U1 User Defined Load - 1 U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB 1 User Brace Reaction - 1 U132 User Brace Reaction - 2 UB3 User Brace Reaction - 3 U134 User Brace Reaction - 4 U135 User Brace Reaction - 5 U136 User Brace Reaction - 6 UB7 User Brace Reaction - 7 U138 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear plf D User Applied Surface Loads (Local Coordinate System Side Shape Units Type Description Mag X -Loc I Y -Loc Frm Brc Grt Pur Pnl Su pp. Dir. Loc. A LN plf D Girt 17.50 0 /0 /0 0/0/0 Y N N Y N N IN OF A LN plf D Girt 17.50 0/0/0 - 25/0/0 Y N N Y N N IN OF A LN plf D Girt 40.83 80/0/0 0/0/0 Y N N Y N N IN OF A LN plf D Girt 40.83 80/0/0 - 25/0/0 Y N N Y N N IN OF A LN plf D Girt 31.80 0/0/0 - 25/0/0 Y N N Y N N IN OF A LN plf D Girt 31.80 80/0/0 - 25/0/0 Y N N Y N N IN OF B LN plf D Girt 40.83 0/0/0 0/0/0 Y N N Y N N IN OF B LN plf D Girt 40.83 0/0/0 - 25/0/0 Y N N Y N N IN OF B LN plf D Girt 17.50 80/0/0 0/0/0 Y N N Y N N IN OF B LN plf D Girt 17.5 80/0/0 - 25/0/0 Y N N Y N N IN OF B LN plf D Girt 31.80 0/0/0 - 25/0/0 Y N N Y N N IN OF B I LN plf I D Girt 31.80 80/0/0 - 25/0/0 Y I N N Y N N IN OF VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 11 of 87 User Defined Frame Point Loads for Cross Section: l Side Units Type I Description Mag 1 I Locl I Offset I H or V I Su p. Dir. Coef Loc. 2 3 p p D D irt- >Resolved From Plane irt- >Resolved From Plane 350.59 - 350.59 25/0/0 25/0/01 N N N N N N DOWN DOWN 1.000 1.000 OF OF User Defined Frame Line Loads for Cross Section: 1 Side Units I Type Description Ma 1 I Locl I Mag2 I Loc2 I Supp. I Dir. Coef. I Loc. 2 3 plf plf I D D irt- >Resolved From Plane irt- >Resolved From Plane -18.38 1 -18.37 0/0/0 0/0/0 -18.38 -18.37 25/0/01 25/0/01 N N I DOWN I DOWN 1.000 1.000 OF OF User Defined Frame Point Loads for Cross Section: 2 Side Units Type I Description Magl I Locl I Offset I H or V I Supp. I Dir. I Coef. Loc. 2 3 p p D D irt- >Resolved From Plane irt- >Resolved From Plane - 636.00 - 636.00 25/0/01 25/0/01 N N N N N N I DOWN DOWN 1 1.000 1.000 OF OF VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe e Date: 2/15/2008 &— 08 -2284 Calculations Package Time: 1:16:29 PM Page: 12 of 87 User Defined Frame Point Loads for Cross Section_ 3 Side Units I Type I Description MagI I Locl I Offset I HorV I Su pp. Dir. Coef. Loc. 2 3 p I D D irt- >Resolved From Plane irt- >Resolved From Plane 620.10 - 620.10 25/0/0 25/0/01 N N N N N N DOWN DOWN 1.000 1.000 OF OF User Defined Frame Point Loads for Cross Section: 4 Side Units Type I Description Ma 1 I Locl I Offset I H or V I Supp, I Der. I Coef. Loc. 2 3 p p D D irt- >Resolved From Plane irt- >Resolved From Plane - 612.15 - 612.15 25/0/q 25/0/01 N N N N N N I DOWN DOWN 1 1.000 1.000 OF 1 OF VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/19/2008 08 -2284 Calculations Package Time: 1:43:54 PM Page: 13 of 87 IT Tlofi..n,A Vr a Dn n4 7 node fnr C.Ae. Q—fin • G Side I Units . Type Description Magl Locl I Offset I H or V I Supp. I Dir. I Coe f. Loc. 2 3 1 p p I D D irt- >Resolved From Plane irt- >Resolved From Plane - 326.15 - 326.15 25/0/0 25/0/0 N N N N N N DOWN DOWN 1.000 1.000 OF OF TTeaw Tafnod 117roma r inu T n ode fnr fine. Q—fi— S Side I Units Type Description MagI I Locl Ma Loc2 I Su pp. Dir. Coef. Loc. 2 3 1 plf p if I D D irt- >Resolved From Plane irt- >Resolved From Plane -41.88 1 -41.88 0/0/0 0/0/0 41.88 41.88 25/0/0 25/0/0 N N DOWN DOWN 1.000 1.000 OF OF VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe © ® e Date: 2/15/2008 I&— 08 -2284 Calculations Package Time: 1:16:29 PM Page: 14 of 87 M M n 101 7 VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe � 7 n 101 7 VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Loads and Codes - Shape: Shed City: Rexburg County: Madison State: Idaho Country: United States Building Code: 2006 International Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Building Use: Standard Occupancy Structure Cold Form: 04AISI - ASD Dead and Collateral Loads Live Load Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.38 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic)2.50 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.969) Parts Wind Exposure Factor: 0.969 Wind Enclosure: Partially Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts / Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 17.08 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 39.40 psf Design Snow (Sloped): 39.40 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Unheated (1.00) Ground / Roof Conversion: 1.00 % Snow Used in Seismic: 20.00 Seismic Snow Load: 7.88 psf Unobstructed, Slippery Roof Seismic Load Mapped Spectral Response - Ss:47.50 %g Mapped Spectral Response - S1:16.40 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.3559 Bracing Seismic Period: 0.2169 Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1285 x W Brace Seismic Factor (Cs): 0. 13 84 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 Date: 2/15/2008 Collateral Load 08 -2284 Calculations Package Time: 1:16:29 PM CU Collateral Load for Wind Cases Page: 15 of 87 Live Load ASL^ Alternate Span Live Load, Shifted Right Shape: Shed Alternate Span Live Load, Shifted Left PL2 Builder Contact: John Bagley Project: City of Rexburg Snow Load Name: Teton West Builder PO #: *US1 Address: 4805 S 3300 W Jobsite: Unbalanced Snow Load 2, Shifted Right P.O. Box 122 Unbalanced Snow Load 2, Shifted Left SD City, State Zip: Rexburg, Idaho 83440 City, State Zip: Rexburg, Idaho 83440 Sliding Snow Load Country: United States County, Country: Madison, United States PFl Loads and Codes - Shape: Shed City: Rexburg County: Madison State: Idaho Country: United States Building Code: 2006 International Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Building Use: Standard Occupancy Structure Cold Form: 04AISI - ASD Dead and Collateral Loads Live Load Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.38 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic)2.50 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.969) Parts Wind Exposure Factor: 0.969 Wind Enclosure: Partially Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts / Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 17.08 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 39.40 psf Design Snow (Sloped): 39.40 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Unheated (1.00) Ground / Roof Conversion: 1.00 % Snow Used in Seismic: 20.00 Seismic Snow Load: 7.88 psf Unobstructed, Slippery Roof Seismic Load Mapped Spectral Response - Ss:47.50 %g Mapped Spectral Response - S1:16.40 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.3559 Bracing Seismic Period: 0.2169 Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1285 x W Brace Seismic Factor (Cs): 0. 13 84 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 C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans S Snow Load US 1 * Unbalanced Snow Load 1, Shifted Right *US1 Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFl Partial Load, Full, 1 Span PHI Partial Load, Half, 1 Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans W Wind Load WI> Wind Load, Case 1, Right <W 1 Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPB 1 Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPCI Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 I Nz. 08 -2284 Calculations Package Time: 1:16:29 PM Page: 16 of 87 MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load. AL Auxiliary Live Load AL *> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right < *AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL * >(l) Auxiliary Live Load, Right, Right, Aisle 1 *AL >(1) Auxiliary Live Load, Right, Left, Aisle 1 <AL *(1) Auxiliary Live Load, Left, Right, Aisle 1 < *AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL *(1) Aux Live, Right, Aisle 1 *AL(1) Aux Live, Left, Aisle 1 AL * >(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL >(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL *(2) Auxiliary Live Load, Left, Right, Aisle 2 < *AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL *(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL * >(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL >(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL *(3) Auxiliary Live Load, Left, Right, Aisle 3 < *AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL *(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL * >(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL >(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL *(4) Auxiliary Live Load, Left, Right, Aisle 4 < *AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL *(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL * >(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL >(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL *(5) Auxiliary Live Load, Left, Right, Aisle 5 < *AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL *(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB >(1) Aux Live Bracing Reaction, Right, Aisle 1 <ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 WALB >(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <WALB(l) Wind, Aux Live Bracing Reaction, Left, Aisle I ALB >(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB >(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB >(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB >(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB >(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB >(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB >(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB >(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load U1 User Defined Load - 1 U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load- 9 UB User Brace Reaction UB 1 User Brace Reaction - 1 UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear VPC File: (COPY)1091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 T 08 -2284 Calculations Package Time: 1:16:29 PM Page: 17 of 87 Overall Building Description Shape Overall Width Overall Len Floor Area (s q- ft.) Wall Area s . ft.) Roof Area (s . ft.) Max. Eave Height Min. Eave Hei t 2 Max. Roof Pitch Min. Roof Pitch Peak Hei t Shed 50/0/0 80/0/0 4000 3777 4216 24/0/0 24/0/0 4.000:12 4.000:12 32/4/0 Overall 9 - m r' VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Ia L ?n--n,, 1 9 - m r' VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 &- 08 -2284 Calculations Package Time: 1:16:29 PM Page: 18 of 87 Wall: 4, Frame at: 1/0/0 Deshm Load Combinations -1 1 System 1.000 1.0 D + 1.0 CG + 1.0 S + CG + S 2 System 1.000 1.0 D + 1.0 CG + 1.0 US 1 * D + CG + US 1 * 3 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 + CG + *US 1 4 System 1.000 1.0 D + 1.0 CG + 1.0 W 1> D + CG + W I> 5 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 D + CG + <W I 6 System 1.000 1.0 D + 1.0 CG + 1.0 W2> + CG + W2> 7 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 + CG + <W2 8 System 1.000 0.600 D + 0.600 CU + 1.0 W I> + CU + W 1> 9 System 1.000 0.600 D + 0.600 CU + 1.0 <W 1 + CU + <W 1 10 System 1.000 0.600 D + 0.600 CU + 1.0 W2> + CU + W2> 11 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 12 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W I> D + CG + S + W 1> 13 System 1.000 I.0D +I.0CG +0.750S +0.750 <W1 + CG + S + <WI 14 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 15 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 + CG + S + <W2 16 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ D + CG + E> + EG+ 17 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG+ 18 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + CU + E> + EG- 19 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + CU + <E + EG- 20 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + CG + S + E> + EG+ 21 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ D + CG + S + <E + EG+ 34 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI + CG + WPAI 35 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI + CU + WPAI 36 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAI 37 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD 1 + CG + WPD1 38 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD 1 + CU + WPDI 39 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI + CG + S + WPDI 40 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 + CG + WPA2 41 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 + CU + WPA2 42 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 43 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 + CG + WPD2 44 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 + CU + WPD2 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 + CG + S + WPD2 46 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB 1 + CG + WPB 1 47 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 + CU + WPB 1 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPBI 49 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCI + CG + WPCI 50 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC 1 + CU + WPCI 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 + CG + S + WPCI 52 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 + CG + WPB2 53 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 + CU + WPB2 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 + CG + S + WPB2 55 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 56 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 + CU + WPC2 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 + CG + S + WPC2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 EB> D + CG + E> + EG++ EB> 59 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> + CG + E> + EG+ + EB> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 EB> + CG + <E + EG+ + EB> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> + CG + <E + EG+ + EB> 62 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 EB> + CU + E> + EG- + EB> 63 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> D + CU + E> + EG- + EB> 64 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 EB> + CU + <E + EG- + EB> 65 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> + CU + <E + EG- + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.525 EB> CG+S +E>+EG++EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 EB> CG+S +E>+EG++EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 EB> G+S+<E +EG++EB> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 EB> CG+S+<E +EG++EB> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 <EB + CG + E> + EG+ + <EB 74 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 <EB + CG + <E + EG+ + <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB + CG + <E + EG+ + <EB 77 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 <EB + CU + E> + EG- + <EB 78 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB + CU + E> + EG- + <EB 79 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 <EB + CU + <E + EG- + <EB 80 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB + CU + <E + EG- + <EB VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe VP BUIf VARCO Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 19 of 87 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 Svstem Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.525 <EB 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 <EB 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 <EB 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 <EB VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 T 08 -2284 Calculations Package Time: 1:16:29 PM Page: 20 of 87 Wall: 4, Frame at: 1/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Reactinns - Unfartnred Load Tvne at Frame Crncs Section- 1 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1 -D 8 x 13 0.375 4-0,750 102' -0" Exterior Column 501010 1 -A 8 x 13 0.375 4 - 0.750 102' -0" Load Type Desc. Hx VY Hx V Ld Description Hx D Frm 0.5 2.2 -0.5 2.2 - - (k ) CG Frm 0.1 0.3 -0.1 0.3 - - 4.0 S Frm 3.4 10.9 -3.4 10.9 - - - US1* Frm 2.8 6.0 -2.8 10.4 - - *US1 Frm 2.8 10.4 -2.8 6.0 - - WI> Frm -3.0 -7.6 -0.4 -5.1 - - <W1 Frm 0.4 -5.1 3.0 -7.6 - - - W2> Frm -2.9 -2.5 -0.5 0.1 - - - <W2 Frm 0.5 0.1 2.9 -2.5 - - - CU Frm - - - - - - E> Frm -0.6 -0.7 -0.6 0.7 - - - EG+ Frm 0.1 0.2 -0.1 0.2 - - - <E Frm 0.6 0.7 0.6 -0.7 - - - EG- Frm -0.1 -0.2 0.1 -0.2 - - - WPAI Brc -0.3 -6.4 0.6 -6.0 - - - WPDI Brc -0.1 -5.1 0.2 -4.9 - - WPA2 Brc 0.0 -1.2 0.2 -0.8 - - - WPM Brc 0.3 0.0 -0.2 0.2 - WPB1 Brc -0.6 -6.0 0.3 -6.4 - - WPCI Brc -0.2 -4.9 0.1 -5.1 - - - WPB2 Brc -0.2 -0.8 -0.0 -1.2 - - - WPC2 Brc 0.2 0.2 -0.3 0.0 - - - EB> Brc - - - - - - <EB Brc I - - I - I - I - I - - Frame Reactions - Factored Load Cases at Frame Cross Section: 1 TTnte- All reartinne haeed on ?nd nrder driictnral analveie neina the Direct Analvsis Method X -Loc 0/0/0 50/0/0 Gridl - Grid2 1 -D 1 -A' Ld Description Hx Vy Hx V Cs (application factor not shown (k ) (k) (k ) (k 1 D + CG + S 4.0 13.4 -4.0 13.4 - - - VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe 08 -2284 Calculations Package Di Ti Pa ite: 2/15/2008 me: 1:16:29 PM ge: 21 of 87 I - VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe 2 D +CG +USI* 3.3 8.5 -3.3 12.9 3 D +CG + *US1 3.3 12.9 -3.3 8.5 4 D +CG +WI> -2.4 -5.1 -1.0 -2.5 5 D + CG + <WI 1.0 -2.5 2.4 -5.1 6 D + CG + W2> -2.3 0.1 -1.1 2.6 7 D +CG + <W2 1.1 2.6 2.3 0.1 8 D + CU + W 1> -2.7 -6.3 -0.7 -3.7 9 D + CU + <WI 0.7 -3.7 2.7 -6.3 10 D +CU +W2> -2.6 -1.1 -0.8 1.5 11 D + CU + < 0.8 1.5 2.6 -1.1 12 D +CG +S +Wl> 0.9 4.9 -3.5 6.9 13 D + CG + S + <WI 3.5 6.9 -0.9 4.9 14 D +CG +S +W2> 1.0 8.8 -3.5 10.7 15 D +CG +S + < W2 3.5 10.7 -1.0 8.8 16 D +CG +E > +EG+ 0.1 2.0 -1.2 3.3 17 D +CG +<E +EG+ 1.2 3.3 -0.1 2.0 18 D +CU +E > +EG- -0.3 0.6 -0.8 1.8 19 D +CU +<E +EG- 0.8 1.9 0.3 0.6 20 D +CG +S +E> +EG+ 0.7 3.8 -1.5 4.7 21 D + CG + S + < E + EG+ 1.5 4.7 -0.7 3.8 22 D +CG +E > +EG+ -0.4 1.4 -1.7 3.9 23 D + CG + <E + EG+ 1.7 3.9 0.4 L4 24 D + CU + E> + EG- -0.8 -0.0 -1.3 2.4 25 D +CU +<E +EG- 1.3 2.5 0.8 -0.0 26 D + CG + S + E> + EG+ 0.3 3.3 -1.9 5.2 27 D +CG +S +<E +EG+ 1.9 5.2 -0.3 3.3 34 D + CG + WPAI 0.2 -3.8 -0.0 -3.5 35 D + CU + WPAI -0.0 -5.0 0.3 4.7 36 D +CG +S +WPAI 2.9 5.9 -2.7 6.2 37 D + CG + WPDI 0.5 -2.6 -0.4 -2.4 38 D +CU +WPDI 0.2 -3.8 -0.1 -3.6 39 D +CG +S +WPDI 3.1 6.8 -3.0 7.0 40 D + CG + WPA2 0.6 1.3 -0.4 1.7 41 D + CU + WPA2 0.3 0.2 -0.1 0.5 42 D + CG + S + WPA2 3.1 9.8 -3.0 10.0 43 D + CG + WPD2 0.9 2.6 -0.7 2.8 44 D + CU + WPD2 0.6 1.4 -0.5 1.6 45 D +CG +S +WPD2 3.3 10.7 -3.2 10.8 46 D + CG + WPBI 0.0 -3.5 -0.2 -3.8 47 D +CU +WPBI -0.3 -4.7 0.0 -5.0 48 D +CG +S +WPB1 2.7 6.2 -2.9 5.9 49 D + CG + WPCI 0.4 -2.4 -0.5 -2.6 50 D + CU + WPCI 0.1 -3.6 -0.2 -3.8 51 D +CG +S +WPCI 3.0 7.0 -3.1 6.8 52 D + CG + WPB2 0.4 1.7 -0.6 1.3 53 D + CU + WPB2 0.1 0.5 -0.3 0.2 54 D + CG + S + WPB2 3.0 10.0 -3.1 9.8 55 D + CG + WPC2 0.7 2.8 -0.9 2.6 56 D +CU +WPC2 0.5 1.6 -0.6 1.4 57 D + CG + S + WPC2 3.2 10.8 -33 10.7 58 D +CG +E > +EG+ +EB> 0.5 2.5 -0.8 2.9 59 D +CG +E > +EG+ +EB> 0.1 2.0 -1.2 3.3 60 D + CG + <E + EG+ + EB> 0.8 2.8 -0.5 2.5 61 D +CG +<E +EG+ +EB> 1.2 3.3 -0.1 2.0 62 D + CU + E> + EG- + EB> 0.1 1.0 -0.4 1.4 63 D + CU + E> + EG- + EB> -0.3 0.6 -0.8 1.8 64 D +CU + <E +EG - +EB> 0.4 1.4 -0.1 1.0 65 D +CU + <E +EG - +EB> 0.8 1.9 0.3 0.6 66 D+CG+S +E>+EG++EB> 1.0 4.1 -1.3 4.4 67 D +CG+S +E>+EG++EB> 0.7 3.8 -1.5 4.7 68 D+CG+S+<E +EG++EB> 1.3 4.4 -1.0 4.1 69 D+CG+S+<E +EG++EB> 1.5 4.7 -0.7 3.8 70 D +CG +EB > +EG+ 0.6 2.6 -0.6 2.7 71 D +CU +EB > +EG- 0.3 1.2 -0.3 1.2 72 D +CG +S +EB > +EG+ 1.1 4.2 -1.1 4.3 73 D + CG + E> + EG+ + <EB 0.5 2.5 -0.8 2.9 74 D +CG +E > +EG+ + <EB. 0.1 2.0 -1.2 3.3 75 D +CG + <E +EG+ + <EB 0.8 2.8 -0.5 2.5 76 D + CG + <E + EG+ + <EB 1.2 3.3 -0.1 2.0 Package Di Ti Pa ite: 2/15/2008 me: 1:16:29 PM ge: 21 of 87 I - VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2 /15/2008 &- 08 -2284 Calculations Package Time: 1:16:29 PM Page: 22 of 87 Grid 77 D + CU + E> + EG- + <EB 0.1 1.0 -0.4 1.4 - Load - Load 78 D + CU + E> + EG- + <EB -0.3 0.6 -0.8 1.8 - - Case 79 D +CU + <E +EG - +<EB 0.4 1.4 -0.1 1.0 - - - Case 80 D +CU + <E +EG - + <EB 0.8 1.9 0.3 0.6 - - - 81 D+CG+S +E>+EG++<EB 1.0 4.1 -1.3 4.4 - - - 82 D+CG+S +E>+EG++<EB 0.7 3.8 -1.5 4.7 - - - 83 D +CG+S+<E +EG++<EB 1.3 4.4 -1.0 4.1 - - - - 84 D+CG+S+<E +EG++<EB 1.5 4.7 -0.7 3.8 - - - 85 D +CG +<EB +EG+ 0.6 2.6 -0.6 2.7 - - - 86 D + CU + <EB + EG- 0.3 1.2 -0.3 1.2 - - - 87 D +CG +S +<EB +EG+ 1.1 4.2 -1.1 4.3 - - - Maximum Combined Reactions Summary with Factored Loads - Framing Mnt- A If mart;- h.-I - 7nA -Aar etn,rfival analvcie -i- the Tli-t A-Il eic McAnA X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) ) (k) (k) (k) (k ) (in -k) (in -k) 0/0/0 1 -D 2.7 8 4.0 1 - - 6.3 8 13.4 1 - - - - 501010 1 -A 4.0 1 2.7 9 - - - 6.3 9 13.4 1 - - - - VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 I& 08 -2284 Calculations Package Time: 1:16:29 PM Page: 23 of 87 Wall: 4, Frame at: 21/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. RPartinnc - fTnfartnrPd i.nad Tvn at Framr Crnss Crrtinne 2 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 2 -D 8 x 13 0.375 4-0.750 102' -0" Exterior Column 501010 2 -A 8 x 13 0.375 4 - 0.750 102' -0" Load Type Desc. Hx Vy Hx V Ld Description Hx D Frm 0.6 2.8 -0.6 2.8 - - - CG Frm 0.2 0.5 -0.2 0.5 - - - S Frm 6.3 19.7 -6.3 19.7 - - - US 1 * Frm 5.2 10.9 -5.2 18.9 - - - *US1 Frm 5.2 18.9 -5.2 10.9 - - - Wl> Frm -4.3 -11.7 -0.5 -8.2 - - - <W1 Frm 0.5 -8.2 4.3 -11.7 - - - W2> Frm -4.1 -2.3 -0.8 1.2 - - - <W2 Frm 0.8 1.2 4.1 -2.3 - - - CU Frm - - - - - - E> Frm -1.0 -1.2 -1.0 1.2 - - EG+ Frm 0.1 0.3 -0.1 0.3 - <E Frm 1.0 1.2 1.0 -1.2 - - EG- Frm -0.1 -0.3 0.1 -0.3 - - - WPAI Brc -0.7 -11.5 1.1 -10.9 - - - WPDI Brc -0.2 -9.3 0.5 -9.0 - - - WPA2 Brc 0.0 -2.1 0.4 -1.5 - - - WPD2 Brc 0.5 0.1 -0.3 0.4 - - - WPB1 Brc -1.1 -10.9 0.7 -11.5 - - - WPCI Brc -0.5 -9.0 0.2 -9.3 - - - WPB2 Brc -0.4 -1.5 -0.0 -11 - - - WPC2 Brc 0.3 0.4 -0.5 0.1 - - - EB> Brc - - - - - <EB Brc I - - I - I - - Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Note- All reactinns haled on 2nd order structural analvsis urine the Direct Analvsis Method X -Loc 0 /0 /0 50/0/0 Gridl - Grid2 2 -D 2 -A Ld Description Hx Vy Hx V Cs (application factor not shown (k) (k ) (k (k) 1 1 D + CG + S 7.1 23.0 -7.1 1 23.0 - - VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe e e 08 -2284 Calculations Package _ I Di Ti Pa ite: 2/15/2008 me: 1:16:29 PM ge: 24 of 87 - I VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe 2 D +CG +USI* 5.9 14.2 -5.9 22.2 3 D + CG + *US 1 5.9 22.2 -5.9 14.2 4 D + CG + Wl> -3.6 -8.4 -1.3 -4.9 5 D + CG + <WI 1.3 4.9 3.6 -8.4 6 D + CG + W2> -3.3 1.0 -1.6 4.5 7 D +CG + <W2 1.6 4.5 3.3 1.0 8 D + CU + W 1> -4.0 -10.1 -0.9 -6.5 9 D + CU + <Wl 0.9 -6.5 4.0 -10.1 10 D + CU + W2> -3.7 -0.7 -1.2 2.9 11 D + CU + <W2 1.2 2.9 3.7 -0.7 12 D +CG +S +WI> 2.3 9.3 -5.9 11.9 13 D +CG +S +<W1 5.9 11.9 -2.3 9.3 14 D +CG +S +W2> 2.5 16.3 -6.1 19.0 15 D + CG + S + <W2 6.1 19.0 -2.5 16.3 16 D +CG +E > +EG+ -0.2 2.4 -1.8 4.6 17 D +CG + <E +EG+ 1.8 4.6 0.2 2.4 18 D +CU +E > +EG- -0.7 0.4 -1.2 2.5 19 D +CU + <E +EG- 1.2 2.5 0.7 0.4 20 D + CG + S + E> + EG+ 1.0 5.6 -2.5 7.2 21 D +CG +S +<E +EG+ 2.5 7.2 -1.0 5.6 22 D + CG + E> + EG+ -1.0 1.4 -2.6 5.6 23 D +CG + <E +EG+ 2.6 5.6 1.0 1.4 24 D +CU +E > +EG- -1.5 -0.6 -2.1 3.5 25 D +CU + <E +EG- 2.1 3.5 1.5 -0.6 26 D + CG + S + E> + EG+ 0.4 4.8 -3.1 8.0 27 D +CG +S +<E +EG+ 3.1 8.0 -0.4 4.8 34 D + CG + WPAI -0.0 -8.2 0.4 -7.6 35 D +CU +WPAl -0.4 -9.9 0.8 -9.2 36 D +CG +S +WPAI 4.9 9.4 -4.6 9.9 37 D + CG + WPDI 0.5 -6.0 -0.3 -5.7 38 D +CU +WPDI 0.1 -7.6 0.1 -7.3 39 D + CG + S + WPD 1 5.3 11.1 -5.1 11.3 40 D + CG + WPA2 0.8 1.2 -0.3 1.8 41 D + CU + WPA2 0.4 -0.5 0.0 0.2 42 D + CG + S + WPA2 5.5 16.5 65.2 16.9 43 D + CG + WPD2 1.2 3.4 -1.0 3.7 44 D + CU + WPD2 0.9 1.8 -0.6 2.1 45 D + CG + S + WPD2 5.9 18.1 -5.7 18.4 46 D + CG + WPB 1 -0.4 -7.6 0.0 -8.2 47 D + CU + WPB 1 -0.8 -9.2 0.4 -9.9 48 D +CG +S +WPBI 4.6 9.9 4.9 9.4 49 D + CG + WPCI 0.3 -5.7 -0.5 -6.0 50 D + CU + WPCI -0.1 -7.3 -0.1 -7.6 51 D +CG +S +WPCI 5.1 11.3 -5.3 11.1 52 D + CG + WPB2 0.3 1.8 -0.8 1.2 53 D + CU + WPB2 -0.0 0.2 -0.4 -0.5 54 D + CG + S + WPB2 5.2 16.9 -5.5 16.5 55 D + CG + WPC2 1.0 3.7 -1.2 3.4 56 D + CU + WPC2 0.6 2.1 -0.9 1.8 57 D + CG + S + WPC2 5.7 18.4 -5.9 18.1 58 D +CG +E> +EG+ +EB> 0.5 3.2 -1.1 3.8 59 D + CG + E> + EG+ + EB> -0.2 2.4 -1.8 4.6 60 D +CG + <E +EG+ +EB> 1.1 3.8 -0.5 3.2 61 D +CG +<E +EG++EB> 1.8 4.6 0.2 2.4 62 D + CU + E> + EG- + EB> 0.0 1.1 -0.6 1.8 63 D + CU + E> + EG- + EB> -0.7 0.4 -1.2 2.5 64 D + CU + <E + EG- + EB> 0.6 1.8 -0.0 1.1 65 D +CU + <E +EG - +EB> 1.2 2.5 0.7 0.4 66 D+CG+S +E>+EG++EB> 1.5 6.2 -2.0 6.7 67 D+CG+S +E>+EG++EB> 1.0 5.6 -2.5 7.2 68 D+CG+S+<E +EG++EB> 2.0 6.7 -1.5 6.2 69 D+CG+S+<E +EG++EB> 2.5 7.2 -1.0 5.6 70 D +CG +EB > + EG+ 0.8 3.5 -0.8 3.5 71 D +CU +EB > + EG- 0.3 1.5 -0.3 1.5 72 D +CG +S +EB > +EG+ 1.7 6.4 -1.7 6.4 73 D + CG + E> + EG+ + <EB 0.5 3.2 -1.1 3.8 74 D +CG +E > +EG+ + <EB -0.2 2.4 -1.8 4.6 75 D +CG + <E +EG+ +<EB 1.1 3.8 -0.5 3.2 76 D +CG +<E +EG+ + < EB 1.8 4.6 0.2 2.4 Package _ I Di Ti Pa ite: 2/15/2008 me: 1:16:29 PM ge: 24 of 87 - I VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 � 08 -2284 Calculations Package Time: 1:16:29 PM & - Page: 25 of 87 Grid 77 D +CU +E > +EG - + <EB 0.0 1.1 -0.6 1.8 - - Uplift Load 78 D +CU +E > +EG - +<EB -0.7 0.4 -1.2 2.5 - - - Case 79 D +CU +<E +EG - + <EB 0.6 1.8 -0.0 1.1 - - - Case 80 D +CU + <E +EG - +<EB 1.2 2.5 0.7 0.4 - - - 81 D+CG+S +E?+EG++<EB 1.5 6.2 -2.0 6.7 - - - 82 D+CG+S +E>+EG++<EB 1.0 5.6 -2.5 7.2 - - - - 83 D+CG+S+<E +EG++<EB 2.0 6.7 -1.5 6.2 - - - - 84 D+CG+S+<E +EG++<EB 2.5 7.2 -1.0 5.6 - - - - 85 D +CG + <EB +EG+ 0.8 3.5 -0.8 3.5 - - - 86 D + CU + <EB + EG- 0.3 1.5 -0.3 1.5 - - - 87 1 D +CG +S +<EB +EG+ 1.7 6.4 -1.7 6.4 - - Maximum Combined Reactions Summary with Factored Loads - Framing AT..m• All .e.,..r:.,.,.. I,.,..oA ..., 7..A -,A-, „o:..., +I,. n; -,f A-l-ic XAT fh.A X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k ) (k) (k) (k) (in -k) (in -k) 0/0/0 2 -D 4.0 8 7.1 1 - - - - 10.1 8 23.0 1 - - - 501010 2 -A 7.1 1 4.0 9 - - - - 10.1 9 23.0 1 - - - - VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 26 of 87 Wall: 4, Frame at: 41/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Reactinnt - Unfaetnred Lnad Tvne at Frame Crncc Section: Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 3 -D 8 x 13 0.375 4-0.750 102' -0" Exterior Column 50/0/0 3 -A 8 x 13 0.375 4 - 0.750 102' -0" Load Type Desc. Hx I Hz I Vy Hx I Hz V Hx Hz V D Frm 0.6 - 2.7 -0.6 - 2.7 - (k - CG Frm 0.2 - 0.5 -0.2 - 0.5 - - - S Frm 6.2 - 19.2 -6.2 - 19.2 - US 1 * Frm 5.0 - 10.6 -5.0 - 18.4 - - - *US1 Frm 5.0 - 18.4 -5.0 - 10.6 - - - Wl> Frm -4.0 - -11.1 -0.5 - -7.8 - - - <W1 Frm 0.5 - -7.8 4.0 - -11.1 - - W2> Fret -3.8 - -1.9 -0.8 - 1.4 - - <W2 Frm 0.8 - 1.4 3.8 - -1.9 - - CU Frm - - - - - - - - - E> Frm -1.0 - -1.2 -1.0 - 1.2 - - - EG+ Frm 0.1 - 0.3 -0.1 - 0.3 - - - <E Frm 1.0 - 1.2 1.0 - -1.2 - - - EG- Frm -0.1 - -03 0.1 - -0.3 - - - WPA1 Brc -0.3 -4.8 -15.7 0.7 -4.7 -15.1 - - - WPDI Brc -0.5 -0.5 -10.8 0.8 -0.8 -10.6 - - - WPA2 Brc 0.2 - 0.4 0.1 - 1.2 - - - WPD2 Brc 0.1 - 5.4 0.2 - 5.6 - - - WPB1 Brc -0.7 -4.6 -15.0 0.3 -4.9 -15.8 - - - WPCI Brc -0.8 -0.8 -10.6 0.5 -0.5 -10.8 - - - WPB2 Brc -0.1 - 1.2 -0.2 - 0.5 - - - WPC2 Brc -0.2 - 5.5 -0.1 - 5.5 - - - EB> Brc 0.1 4.6 -5.3 -0.1 -4.6 -5.3 - - - <EB Brc -0.1 - 5.3 0.1 - 5.3 - I - - Frame Reactions - Factored Load Cases at Frame Cross Section: 3 Not- All -t;- c hn -A nn 1-1 order et -hiral analy ie mina the T )irert Analvcie Method X -LOC 0/0/0 501010 Gridl - Grid2 3 -D 3 -A Ld Description Hx Hz V Hx Hz Vy Cs (application factor not shown (k (k) ) k 1 D + CG + S 6.9 - 22.4 -6.9 22.4 - - VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe 08 -2284 Calculations Package DI Ti Pa ate: 2/15/2008 me: 1:16:29 PM ge: 27 of 87 VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe 2 D +CG +US1* 5.8 - 13.8 -5.8 21.6 3 D +CG + * USI 5.8 - 21.6 -5.8 13.8 4 D +CG +WI> -3.3 - -7.9 -1.2 -4.6 5 D + CG + <W1 1.2 - -4.6 3.3 - -7.9 6 D +CG +W2> -3.0 - 1.3 -1.5 - 4.6 7 D + CG + <W2 1.5 - 4.6 3.0 - 1.3 8 D + CU + W1> -3.7 - -9.5 -0.8 - -6.2 9 D + CU + <W1 0.8 - -6.2 3.7 - -9.5 10 D + CU + W2> -3.4 - -0.3 -1.1 3.0 11 D +CU + < 1.1 3.0 3.4 -0.3 12 D +CG +S +WI> 2.3 - 9.3 -5.7 - 11.8 13 D + CG + S + <W1 5.7 - 11.8 -2.3 - 9.3 14 D +CG +S +W2> 2.5 - 16.2 -5.9 - 18.6 15 D +CG +S + < W2 5.9 - 18.6 -2.5 - 16.2 16 D +CG +E> +EG+ -0.1 - 2.4 -1.7 - 4.5 17 D +CG +<E +EG+ 1.7 - 4.5 0.1 - 2.4 18 D +CU +E > +EG- -0.6 - 0.4 -1.2 - 2.5 19 D +CU + < E +EG- 1.2 - 2.5 0.6 - 0.4 20 D +CG +S +E> +EG+ 1.0 - 5.5 -2.4 - 71 21 D +CG +S + < E +EG+ 2.4 - 7.1 -1.0 - 5.5 22 D +CG +E > +EG+ -1.0 - 1.4 -2.6 - 5.5 23 D +CG + <E +EG+ 2.6 - 5.5 1.0 - 1.4 24 D + CU + E> + EG- -1.5 -0.6 -2.1 - 3.5 25 D +CU + < E +EG- 2.1 - 3.5 1.5 - -0.6 26 D+CG +S +E> +EG+ 0.4 - 4.7 -3.0 - 7.8 27 D + CG + S + <E + EG+ 3.0 - 7.8 -0.4 - 4.7 34 D + CG + WPAI 0.4 -4.8 -12.4 -0.1 4.7 -11.8 35 D+CU +WPAI -0.0 4.8 -14.0 0.3 -4.7 -13.4 36 D +CG +S +WPAI 5.1 -3.6 5.9 4.9 -3.5 6.3 37 D + CG + WPDI 0.2 -0.5 -7.5 0.1 -0.8 -7.4 38 D + CU + WPDI -0.1 -0.5 -9.1 0.5 -0.8 -9.0 39 D + CG + S + WPDI 5.0 -0.3 9.6 4.8 -0.6 9.6 40 D + CG + WPA2 1.0 - 3.7 -0.7 - 4.4 41 D + CU + WPA2 0.6 - 2.1 -0.3 - 2.8 42 D + CG + S + WPA2 5.6 - 18.0 -5.3 - 18.5 43 D + CG + WPD2 0.9 - 8.6 -0.5 - 8.8 44 D + CU + WPD2 0.5 - 7.0 -0.1 - 7.2 45 D + CG + S + WPD2 5.5 - 21.7 -5.2 - 21.8 46 D + CG + WPBI 0.1 -4.6 -11.7 -0.4 -4.9 -12.6 47 D+CU +WPBI -0.3 -4.6 -13.3 0.0 -4.9 -14.1 48 D +CG +S +WPB1 4.9 -3.5 6.4 -5.1 -3.7 5.8 49 D + CG + WPCI -0.1 -0.8 -7.4 -0.2 -0.5 -7.6 50 D + CU + WPCI -0.5 -0.8 -9.0 0.1 -0.5 -9.1 51 D + CG + S + WPC I 4.8 -0.6 9.7 -5.0 -0.4 9.5 52 D + CG + WPB2 0.7 - 4.4 -1.0 - 3.7 53 D + CU + WPB2 0.3 - 2.8 -0.6 - 2.1 54 D + CG + S + WPB2 5.3 - 18.5 -5.6 - 18.0 55 D + CG + WPC2 0.5 - 8.7 -0.9 - 8.7 56 D + CU + WPC2 0.1 - 7.1 -0.5 - 7.1 57 D + CG + S + WPC2 5.2 - 21.8 -5.5 - 21.7 58 D +CG +E > +EG+ +EB> 0.6 -3.2 -0.6 -1.1 -3.2 0.1 59 D +CG +E > +EG+ +EB> -0.1 -1.2 1.0 -1.7 -1.2 3.1 60 D + CG + <E + EG+ + EB> 1.1 -3.2 0.1 -0.6 -3.2 -0.6 61 D +CG + <E +EG+ +EB> 1.7 -1.2 3.1 0.1 -1.2 0.9 62 D + CU + E> + EG- + EB> 0.1 -3.2 -2.6 -0.6 -3.2 -2.0 63 D +CU +E > +EG - +EB> -0.6 -1.2 -1.1 -1.2 -1.2 1.0 64 D + CU + <E + EG- + EB> 0.6 -3.2 -1.9 -0.1 -3.2 -2.6 65 D +CU +<E +EG - +EB> 1.2 -1.2 1.0 0.6 -1.2 -1.1 66 D+CG+S +E>+EG++EB> 1.5 -2.4 3.3 -2.0 -2.4 3.7 67 D+CG+S +E>+EG++EB> 1.0 -0.9 4.4 -2.4 -0.9 6.0 68 D+CG+S+<E +EG++EB> 2.0 -2.4 3.7 -1.5 -2.4 3.3 69 D+CG+S+<E +EG++EB> 2.4 -0.9 6.0 -1.0 -0.9 4.4 70 D + CG + EB> + EG+ 1.0 -8.0 -5.8 -1.0 -8.0 -5.8 71 D + CU + EB> + EG- 0.5 -8.0 -7.8 -0.5 -8.0 -7.9 72 D + CG + S + EB> + EG+ 1.8 -6.0 -0.6 -1.8 -6.0 -0.7 73 D +CG +E > +EG+ +<EB 0.4 - 6.8 -1.0 - 7.5 74 D +CG +E > +EG+ +<EB -0.2 - 3.8 -1.7 - 5.9 75 D +CG + <E +EG+ +<EB 1.0 - 7.5 -0.4 - 6.8 76 D +CG +<E +EG+ +<EB 1.7 - 5.9 0.2 - 3.8 Package DI Ti Pa ate: 2/15/2008 me: 1:16:29 PM ge: 27 of 87 VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 &- 08 -2284 Calculations Package Time: 1:16:29 PM Page: 28 of 87 Grid _ 77 D + CU + E> + EG- + <EB -0.1 - 4.8 -0.5 Hrz Out 5.4 - - Vrt Down Load 78 D +CU +E > +EG - + <EB -0.7 - 1.8 -1.2 ( -Hx) 3.9 - - - Case 79 D +CU + <E +EG - + <EB 0.5 - 5.4 0.1 ( -Mzz) 4.8 - - - 80 D +CU + <E +EG - + <EB 1.2 - 3.9 0.7 - 1.8 - - - 81 D+CG+S +E>+EG++<EB 1.4 - 8.8 -1.9 - 9.3 - - - 70 82 D+CG+S +E>+EG++<EB 1.0 - 6.6 -2.4 - 8.1 - - - 3 -A 83 D+CG+S+<E +EG++<EB 1.9 - 9.3 -1.4 - 8.8 - - - 1 84 D+CG+S+<E +EG++<EB 2.4 - 8.1 -1.0 - 6.6 - - - 85 D + CG + <EB + EG+- 0.6 - 12.7 -0.6 - 12.7 - - - 86 D + CU + <EB + EG- 0.1 - 10.7 -0.1 - 10.7 - - - 87 D + CG + S + <EB + EG+ 1.6 - 13.2 -1.6 - 13.2 - - Maximum Combined Reactions Summary with Factored Loads - Framing ia_- All _ .. U ,... ^1..A .._A- .,i - - 1<. - +1- T - N;-,* A-I c MPfhM X -Loc Grid _ Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) k (k) (k ) (k) in -k) (in -k 0/0/0 3 -13 3.7 8 6.9 1 8.0 70 - 14.0 35 22.4 1 - - - 50/0/0 3 -A 6.9 1 3.7 9 8.0 70 - - 14.1 47 22.4 1 - - - VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Grid Description 2 3 -D 3-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM . Page: 29 of 87 Wall: 4, Frame at: 60/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame Values shown are resisting forces of the foundation. Rnantinn - 1 Tnf rtnred r.nad Tvnr at Frame Criss Reefinn- d Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4 -D 8 x 13 0.375 4-0.750 102' -0" Exterior Column 50/0/0 4 -A 8 x 13 0.375 4 - 0.750 102' -0" Load Type Desc. Hx I Hz I Vy Hx I Hz V Hx Hz Vy D Frm 0.6 - 2.7 -0.6 - 2.7 - - (k) CG Frm 0.2 - 0.5 -0.2 - 0.5 - - - S Frm 6.1 - 19.0 -6.1 - 19.0 - - - US 1 * Frm 5.0 - 10.5 -5.0 - 18.2 - - *US1 Frm 5.0 - 18.2 -5.0 - 10.5 - Wl> Frm 4.2 - -11.3 -0.5 - -7.9 - - - <Wl Frm 0.5 - -7.9 4.2 - -11.3 - - - W2> Frm -3.9 - -2.3 -0.8 - 1.1 - - - <W2 Frm 0.8 - 1.1 3.9 - -2.3 - - - CU Frm - - - - - - - - - F> Frm -1.0 - -1.1 -1.0 - 1.1 - - - EG+ Frm 0.1 - 0.3 -0.1 - 0.3 - - - <E Frm 1.0 - 1.1 1.0 - -1.1 - - - EG- Frm -0.1 - -0.3 0.1 - -0.3 - - - WPAI Brc -0.3 - -3.4 0.6 - -3.2 - - - WPDI Brc -0.7 - -10.6 1.1 - -9.6 - - - WPA2 Brc 0.5 1.2 -1.3 -0.3 1.4 -1.2 - - - WPD2 Brc 0.1 5.6 -8.5 0.2 5.3 -7.6 - - - WPBI Brc -0.6 - -3.3 0.3 - -3.3 - - - WPCI Brc -1.1 - -9.6 0.7 - -10.6 - - - WPB2 Brc 0.3 1.4 -1.2 -0.5 1.2 -1.3 - - - WPC2 Brc -0.2 5.3 -7.5 -0.1 5.6 -8.6 - - - EB> Brc -0.1 - 5.3 0.1 - 5.3 - - - <EB Brc 0.1 4.6 -5.3 -0.1 4.6 -5.3 - I - - Frame Reactions - Factored Load Cases at Frame Cross Section: 4 Nnh." All n r >artinne ha-ed n 2nd o rder stmn.k,-al anal vsic icing the nirert Analvsic Method - - - - -- X -Loc - - - - - 0/0/0 501010 Gridl - Grid2 4 -13 4 -A Ld Description Hx Hz Vy Hx Hz Vy Cs (a lication factor not shown (k ) (k) (k) (k ) (k (k 1 D + CG + S 6.8 - 1 22.2 -6.8 - 22.2 - - VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe e Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM ' Page: 30 of 87 2 D +CG +USI* 5.7 - 13.7 -5.7 - 21.4 - 4 1 D +CG + *US1 5.7 - 21.4 -5.7 - 13.7 - - 4 D +CG +WI> -3.5 - -8.1 -1.2 - -4.7 - - - 5 D + CG + <W l 1.2 _ - -4.7 3.5 - -8.1 - - - 6 D +CG +W2> -3.2 - 0.9 -1.5 - 4.3 - - - 7 D +CG +<W2 1.5 - 4.3 3.2 - 0.9 - - - 8 D + CU + W 1> -3.9 - -9.7 -0.9 - -6.3 - - - 9 D +CU + <Wl 0.9 - -6.3 3.9 - -9.7 - - - 10 D + CU + W2> -3.6 - -0.7 -1.1 - 2.8 - - - 11 D + CU + <W2 1.1 - 2.8 3.6 - -0.7 - - - 12 D +CG +S +WI> 2.2 - 8.9 -5.7 - 11.5 - - - 13 D +CG +S + <WI 5.7 - 11.5 -2.2 - 8.9 - - - 14 D +CG +S +W2> 2.3 - 15.7 -5.9 - 18.3 - - - 15 D +CG +S + <W2 5.9 - 18.3 -2.3 - 15.7 - - - 16 D +CG +E> +EG+ -0.1 - 2.4 -1.7 - 4.5 - - - 17 D +CG +<E +EG+ 1.7 - 4.5 0.1 - 2.4 - - - 18 D +CU +E> +EG- -0.6 - 0.4 -1.2 - 2.5 - - - 19 D +CU + <E +EG- 1.2 - 2.5 0.6 - 0.4 - - - 20 D +CG +S +E> +EG+ 1.0 - 5.4 -2.4 - 7.0 - - - 21 D +CG +S + <E +EG+ 2.4 - 7.0 -1.0 - 5.4 - - - 22 D +CG +E > +EG+ -1.0 - 1.4 -2.5 - 5.4 - - - 23 D +CG + <E +EG+ 2.5 - 5.4 1.0 - 1.4 - - - 24 D + CU + E> + EG- -1.5 - -0.6 -2.0 - 3.4 - - - 25 D +CU + <E +EG- 2.0 - 3.4 1.5 - -0.6 - - - 26 D +CG +S +E> +EG+ 0.4 - 4.7 -3.0 - 7.7 - - - 27 D +CG +S + <E +EG+ 3.0 - 7.7 -0.4 - 4.7 - - - 34 D + CG + WPAI 0.4 - -0.2 -0.2 - 0.0 - - - 35 D + CU + WPAI 0.0 - -1.7 0.2 - -1.5 - - - 36 D +CG +S +WPAI 5.0 - 14.9 4.9 - 15.0 - - - 37 D +CG +WPDI -0.0 - -7.4 0.4 - -6.4 - - - 38 D + CU + WPM -0.4 - -8.9 0.8 - -7.9 - - - 39 D +CG +S +WPDI 4.8 - 9.5 -4.5 - 10.2 - - - 40 D + CG + WPA2 1.2 1.2 1.9 -1.0 1.4 2.0 - - - 41 D + CU + WPA2 0.9 1.2 0.3 -0.6 1.4 0.4 - - - 42 D + CG + S + WPA2 5.7 0.9 16.4 -5.5 1.1 16.5 - - - 43 D + CG + WPD2 0.9 5.6 -5.3 -0.5 5.3 4.4 - - - 44 D + CU + WPD2 0.5 5.6 -6.9 -0.1 5.3 -6.0 - - - 45 D + CG + S + WPD2 5.4 4.2 11.0 -5.1 4.0 11.7 - - - 46 D + CG + WPB 1 0.2 - -0.1 -0.4 - -0.1 - - - 47 D +CU +WPB1 -0.2 - -1.6 -0.0 - -1.6 - - 48 D +CG +S +WPBI 4.9 - 15.0 -5.0 - 15.0 - - 49 D + CG + WPCI -0.4 - -6.4 0.0 - -7.4 - - - 50 D + CU + WPCI -0.8 - -8.0 0.4 - -8.9 - - 51 D +CG +S +WPCI 4.5 - 10.2 4.8 - 9.5 - - - 52 D + CG + WPB2 1.0 1.4 2.0 -1.2 1.2 1.9 - - - 53 D + CU + WPB2 0.6 1.4 0.4 -0.9 1.2 0.3 - - - 54 D + CG + S + WPB2 5.5 1.0 16.5 -5.7 0.9 16.4 - - - 55 D + CG + WPC2 0.5 5.3 -4.3 -0.9 5.6 -5.4 - - - 56 D + CU + WPC2 0.1 5.3 -5.9 -0.5 5.6 -6.9 - - - 57 D + CG + S + WPC2 5.1 3.9 11.8 -5.4 4.2 11.0 - - - 58 D + CG + E> + EG+ + EB> 0.4 - 6.8 -1.0 - 7.4 - - - 59 D +CG +E> +EG+ +EB> -0.2 - 3.8 -1.7 - 5.9 - - - 60 D +CG +<E +EG+ +EB> 1.0 - 7.4 -0.4 - 6.8 - - - 61 D +CG + <E+EG+ +EB> 1.7 - 5.9 0.2 - 3.8 - - - 62 D + CU + E> + EG- + EB> -0.1 - 4.8 -0.5 - 5.4 - - - 63 D + CU + E> + EG- + EB> -0.7 - 1.8 -1.2 - 3.9 - - - 64 D + CU + <E + EG- + EB> 0.5 - 5.4 0.1 - 4.8 - - - 65 D+CU + <E +EG - +EB> 1.2 - 3.9 0.7 - 1.8 - - - 66 D+CG+S +E>+EG++EB> 1.4 - 8.7 -1.8 - 9.2 - - - 67 D+CG+S +E>+EG++EB> 1.0 - 6.5 -2.3 - 8.1 - - - 68 D+CG+S+<E +EG++EB> 1.8 - 9.2 -1.4 - 8.7 - - 69 D+CG+S+<E +EG++EB> 2.3 - 8.1 -1.0 - 6.5 - - - 70 D + CG + EB> + EG+ 0.6 - 12.7 -0.6 - 12.7 - - - 71 D +CU +EB > +EG- 0.1 - 10.7 -0.1 - 10.7 - - - 72 D +CG +S +EB > +EG+ 1.6 - 13.1 -1.6' - 13.1 - - - 73 D +CG +E > +EG+ +<EB 0.6 3.2 -0.6 -1.1 3.2 0.0 - - - 74 D + CG + E> + EG+ + <EB -0.1 1.2 0.9 -1.7 1.2 3.0 - - - 75 D +CG +<E +EG+ +<EB 1.1 3.2 0.0 -0.6 3.2 -0.6 - - - 76 D +CG +<E +EG+ + <EB 1.7 1.2 3.0 0.1 1.2 0.9 - - - VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 31 of 87 Grid 77 D +CU +E > +EG - + <EB 0.1 3.2 -2.6 -0.6 3.2 -2.0 - - - Load 78 D +CU +E > +EG - +<EB -0.6 1.2 -1.1 -1.2 1.2 1.0 - - - Case 79 D + CU + <E + EG- + <EB 0.6 3.2 -2.0 41 3.2 -2.6 - - - 80 D +CU + <E +EG - +<EB 1.2 1.2 1.0 0.6 1.2 -1.1 - - - 81 D+CG+S +E>+EG++<EB 1.5 2.4 3.2 -1.9 2.4 3.7 - - - - 82 D+CG+S +E>+EG++<EB 1.0 0.9 4.3 -2.4 0.9 5.9 - - - 4 -A 83 D+CG+S+<E +EG++ <EB 1.9 2.4 3.7 -1.5 2.4 3.2 - - - 1 84 D+CG+S+<E +EG++<EB 2.4 0.9 5.9 -1.0 0.9 4.3 - - - 85 D + CG + <EB + EG+ 1.0 8.0 -5.9 -1.0 8.0 -5.8 - - - 86 D + CU + <EB + EG- 0.5 8.0 -7.9 -0.5 8.0 -7.8 - - - 87 D + CG + S + <EB + EG+ 1.8 6.0 -0.7 -1.8 6.0 -0.7 - - Maximum Combined Reactions Summary with Factored Loads - Framing ATM. All - , *;- U..-A ....') -A -1- o *r.-*-1 -1-;c ,.c. n 0- T);r r* A-I . MP*hM X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 4 -D 3.9 8 6.8 1 - - 8.0 85 9.7 8 22.2 1 - - - 501010 4 -A 6.8 1 3.9 9 - - 8.0 85 9.7 9 22.2 1 - - - - R -i X -Loc Grid Description 0/0/0 501010 1 4 -D 4 -A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File: (COPY)1091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 &- 08 -2284 Calculations Package Time: 1:16:29 PM Page: 32 of 87 Wall: 4, Frame at: 79/6/0 Design Load Combinations - Framing No. Ori in Factor. Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ + CG + ASL^ 3 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 6 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 7 System 1.000 1.0D +I.0CG +1.0US1* +CG +USI* 8 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 + CG + *US 1 9 System 1.000 1.0 D+ 1.0 CG + 1.0 WI> D + CG+ Wl> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <W l D + CG + <W l 11 System 1.000 1.0 D + 1.0 CG + 1.0 W2> D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 13 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> D + CU + W 1> 14 System 1.000 0.600 D + 0.600 CU + 1.0 <W1 D + CU + <W 1 15 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 16 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 + CU + <W2 17 System 1.000 I.0D +I.0CG +0.750L +0.750WI> D + CG + L + WI> 18 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W 1 + CG + L + <W 1 19 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> + CG + L + W2> 20 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 + CG + L + <W2 21 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 22 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W I D + CG + S + <W 1 23 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> + CG + S + W2> 24 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 + CG + S + <W2 25 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + CG + <E + EG+ 27 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + CU + E> + EG -. 28 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + CU + <E + EG- 29 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ D + CG + S + E> + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + CG + S + <E + EG+ 43 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI + CG + WPAI 44 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI + CU + WPAI 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAI + CG + L + WPAI 46 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAI 47 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDI + CG + WPDl 48 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD I + CU + WPD 1 49 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD 1 + CG + L + WPD 1 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI + CG + S + WPDI 51 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 52 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 + CU + WPA2 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 + CG + L + WPA2 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 55 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 + CG + WPD2 56 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 + CU + WPD2 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 + CG + L + WPD2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 + CG + S + WPD2 59 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB I + CG + WPB 1 60 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB I + CU + WPB 1 61 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB 1 + CG + L + WPB 1 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 + CG + S + WPB 1 63 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCl + CG + WPCI 64 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC 1 + CU + WPC 1 65 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC 1 + CG + L + WPC 1 66 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 + CG + S + WPCI 67 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 68 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 + CU + WPB2 69 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB2 + CG + L + WPB2 70 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 + CG + S + WPB2 71 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 72 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 + CG + L + WPC2 74 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 + CG + S + WPC2 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E>+ 0.700 EG+ + 0.700 EB> D + CG + E> + EG+ + EB> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> + CG + E> + EG+ + EB> 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 EB> D + CG + <E + EG+ + EB> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> + CG + <E + EG+ + EB> 79 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 EB> + CU + E> + EG- + EB> VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 33 of 87 80 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> + CU + E> + EG- + EB> 81 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 EB> + CU + <E + EG- + EB> 82 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> + CU + <E + EG- + EB> 83 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.525 EB> CG+S +E>+EG++EB> 84 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 EB> G+S +E>+EG++EB> 85 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 EB> CG+S+<E +EG++EB> 86 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 EB> CG+S+<E +EG+ +EB> 90 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 <EB + CG + E> + EG+ + <EB 91 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 92 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 <EB D + CG + <E + EG+ + <EB 93 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB + CG + <E + EG+ + <EB 94 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 <EB + CU + E> + EG- + <EB 95 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB + CU + E> + EG- + <EB 96 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 <EB + CU + <E + EG- + <EB 97 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB + CU + <E + EG- + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.525 <EB CG+S +E>+EG++<EB 99 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 <EB CG+S +E>+EG++<EB 100 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 <EB CG+S+<E +EG++<EB 101 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 <EB CG+S+ <E+EG++<EB VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/19/2008 08 -2284 Calculations Package Time: 11:40:29 AM Page: 34 of 87 Wall: 4, Frame at: 79/6/0 Frame ID:2' Post & Beam Frame Type:Post & Beam Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tvve at Frame Cross Section: 5 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 5 -13 8x10 0.375 2-0.750 102' -0" Interior Column 13/6/0 5 -C 8 x 12 0.375 4 - 0.750 102' -0" Interior Column 36/6/0 5 -13 8 x 12 0.375 4-0.750 102' -0" Exterior Column 501010 5 -A 8 x 10 0.375 2 - 0.750 102' -0" Load Type Desc. Hx Vy Hx Hz I Vy Hx Hz Vy Hx V D Frm - 0.8 2.0 - 2.0 - 0.8 CG Frm - 0.0 - - 0.2 - 0.2 - 0.0 - L Frm - 0.9 - 4.2 - 4.2 - 0.9 - ASL^ Frm - -0.5 - - 2.8 - - 2.8 - -0.5 - ^ASL Frm - 1.4 - - 1.3 - 1.3 - 1.4 - S Frm - 1.7 - 8.4 - - 8.4 - 1.7 - US1* Frm - 0.1 - - 4.2 - - 9.4 - 1.6 - *US 1 Frm - 1.6 - 9.4 - - 4.2 - 0.1 - Wl> Frm -0.2 -1.4 - 3.1 -4.8 - 3.1 -3.8 -1.1 -1.8 - <W1 Frm 1.1 -1.8 - -2.9 -3.8 - -2.9 -4.8 0.2 -1.4 - W2> Firm -1.2 0.5 - - -1.9 - - -0.9 -0.0 0.1 - <W2 Frm 0.0 0.1 - - -0.9 - - -1.9 1.2 0.5 - CU Frm - - - - - - - - - - E> Frm -0.0 0.0 - 0.0 - - 0.0 - -0.0 - EG+ Frm - 0.1 - - 0.2 - - 0.2 - 0.0 <E Frm 0.0 -0.0 - -0.0 - -0.0 - 0.0 - - EG- Frm - -0.1 - - -0.2 - -0.2 - -0.0 - WPAI Brc 1.0 -2.0 1.7 - -4.9 - - -0.7 -1.0 -1.8 - WPD1 Brc 1.0 -2.4 - - -1.7 -1.7 - -5.4 -1.0 -2.0 - WPA2 Brc 0.1 -0.3 1.7 - -1.8 - - 2.4 -0.1 -0.0 - WPD2 Brc 0.1 -0.7 - - 1.4 -1.7 - -2.3 -0.1 -0.2 - WPB1 Brc 1.0 -1.8' 1.7 - -4.7 - - -0.9 -1.0 -2.0 - WPC 1 Brc 1.0 -2.0 - - -1.4 -1.7 - -5.7 -1.0 -2.4 - WPB2 Brc 0.1 -0.0 1.7 - -1.6 - - 2.2 -0.1 -0.3 - WPC2 Brc 0.1 -0.2 - - 1.7 -1.7 - -2.6 -0.1 -0.7 - EB> Brc - - 1.1 - -1.2 - - 1.2 - - - <EB Brc - I - I - I - 1 1.2 1 -1.1 1 - -1.2 - I - I - Frame Reactions - Factored Load Cases at Frame Cross Section: 5 Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method X -Loc 0/0/0 13/6/0 36/6/0 501010 Gridl - Grid2 5 -D 5 -C 5 -13 5 -A VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe %IA;7-- Date: 2/19/2008 08 -2284 Calculations Package Time: 11:40:29 AM Page: 35 of 87 Ld Description Hx Vy Hx Hz Vy Hx I Hz Vy Hx V Cs (application factor not shown) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k 1 D +CG +L - 1.8 - 6.3 - 6.3 1.8 - 2 D + CG + ASLA - 0.4 - 5.0 - - 5.0 - 0.4 - 3 D +CG+ ^ASL - 2.3 - - 3.5 - 3.5 2.3 - 6 D +CG +S - 2.6 - - 10.5 - 10.5 2.6 - 7 D +CG +US1* - 1.0 - - 6.3 - - 11.6 - 2.5 - 8 D +CG + *US1 - 2.5 - 11.6 - 6.3 - 1.0 - 9 D + CG + Wl> -0.2 -0.5 - 3.1 -2.6 - 3.1 -1.6 -1.1 -1.0 - 10 D + CG + <W1 1.1 -1.0 - -2.9 -1.6 -2.9 -2.6 0.2 -0.5 - I 1 D + CG + W2> -1.2 1.4 - - 0.3 - - 1.3 -0.0 0.9 - 12 D +CG + <W2 0.0 0.9 - - 1.3 - - 0.3 1.2 1.4 - 13 D + CU + WI> -0.2 -0.9 - 3.1 -3.6 - 3.1 -2.6 -1.1 -1.3 - 14 D + CU + <W1 1.1 -1.3 - -2.9 -2.6 - -2.9 -3.6 0.2 -0.9 - 15 D + CU + W2> -1.2 1.0 - - -0.7 - 0.3 -0.0 0.6 - 16 D +CU + <W2 0.0 0.6 - - 0.3 - - -0.7 1.2 1.0 - 17 D +CG +L +Wl> -0.1 0.5 - 2.3 1.7 2.3 2.4 -0.8 0.2 - 18 D + CG + L + <WI 0.8 0.2 - -2.2 2.4 -2.2 1.7 0.1 0.5 - 19 D +CG +L +W2> -0.9 1.9 - - 3.9 - - 4.6 -0.0 1.6 - 20 D +CG +L +<W2 0.0 1.6 - - 4.6 - - 3.9 0.9 1.9 - 21 D + CG + S + WI> -0.1 1.1 - 2.3 4.9 - 2.3 5.6 -0.8 0.8 - 22 D + CG + S + <W1 0.8 0.8 - -2.2 5.6 -2.2 4.9 0.1 1.1 - 23 D + CG + S + W2> -0.9 2.6 - - 7.0 - - 7.8 -0.0 2.2 - 24 D + CG + S + <W2 0.0 2.2 - - 7.8 - - 7.0 0.9 2.6 - 25 D +CG +E > +EG+ -0.0 1.0 - 0.0 2.3 0.0 2.3 -0.0 0.9 - 26 D +CG + <E +EG+ 0.0 0.9 - -0.0 2.3 - -0.0 2.3 0.0 0.9 - 27 D +CU +E > +EG- -0.0 0.5 - 0.0 1.1 - 0.0 1.1 -0.0 0.5 - 28 D + CU + <E + EG- 0.0 0.4 - -0.0 1.1 -0.0 1.1 0.0 0.5 - 29 D +CG +S +E > +EG+ -0.0 1.2 - 0.0 3.5 - 0.0 3.5 -0.0 1.2 - 30 D +CG +S + <E +EG+ 0.0 1.2 - -0.0 3.5 - -0.0 3.5 0.0 1.2 - 31 D +CG +E > +EG+ -0.0 1.0 - 0.1 2.3 0.1 2.3 -0.0 0.9 - 32 D + CG + <E + EG+ 0.0 0.9 - -0.1 2.3 -0.1 2.3 0.0 0.9 - 33 D + CU + E> + EG- -0.0 0.5 - 0.1 1.1 - 0.1 1.1 -0.0 0.5 - 34 D + CU + <E + EG- 0.0 0.4 - -0.1 1.1 - -0.1 1.1 0.0 0.5 - 35 D + CG + S + E> + EG+ -0.0 1.2 - 0.0 3.5 0.0 3.5 -0.0 1.2 - 36 D +CG+S +<E +EG+ 0.0 1.2 - -0.0 3.5 - -0.0 3.5 0.0 1.2 - 43 D + CG + WPAI 1.0 -1.1 1.7 - -2.7 - - 1.5 -1.0 -0.9 - 44 D +CU +WPAI 1.0 -1.5 1.7 - -3.7 - - 0.5 -1.0 -1.3 - 45 D +CG +L +WPAI 0.7 0.1 1.3 - 1.6 - 4.8 -0.7 0.2 - 46 D + CG + S + WPAI 0.7 0.7 1.3 - 4.8 - - 7.9 -0.7 0.9 - 47 D +CG +WPDI 1.0 -1.5 - - 0.5 -1.7 - -3.2 -1.0 -1.1 48 D +CU +WPDI 1.0 -1.9 - - -0.5 -1.7 - -4.2 -1.0 -1.5 - 49 D +CG +L +WPDI 0.7 -0.2 - - 4.0 -1.3 - 1.3 -0.7 0.1 - 50 D +CG +S +WPDI 0.7 0.4 - - 7.2 -1.3 - 4.4 -0.7 0.7 - 51 D + CG + WPA2 0.1 0.6 1.7 - 0.4 - - 4.5 -0.1 0.9 - 52 D + CU + WPA2 0.1 0.2 1.7 - -0.6 - - 3.5 -0.1 0.5 - 53 D +CG +L +WPA2 0.1 1.4 1.3 - 4.0 - - 7.1 -0.1 1.5 - 54 D +CG +S +WPA2 0.1 2.0 1.3 - 7.1 - - 10.2 -0.1 2.2 - 55 D +CG +WPD2 0.1 0.2 - - 3.5 -1.7 - -0.1 -0.1 0.7 - 56 D +CU +WPD2 0.1 -0.2 - - 2.5 -1.7 - -1.1 -0.1 0.3 - 57 D +CG +L +WPD2 0.1 1.1 - - 6.3 -1.3 - 3.6 -0.1 1.4 - 58 D + CG + S + WPD2 0.1 1.7 - - 9.5 -1.3 - 6.7 -0.1 2.0 - 59 D +CG +WPB1 1.0 -0.9 1.7 - -2.5 - - 1.3 -1.0 -1.1 - 60 D +CU +WPBI 1.0 -1.3 1.7 - -3.5 - - 0.3 -1.0 -1.5 - 61 D +CG +L +WPB1 0.7 0.2 1.3 - 1.8 - - 4.6 -0.7 0.1 - 62 D + CG + S + WPB 1 0.7 0.9 1.3 - 4.9 - - 7.8 -0.7 0.7 - 63 D + CG + WPCI 1.0 -1.1 - - 0.8 -1.7 - -3.5 -1.0 -1.5 - 64 D +CU +WPCI 1.0 -1.5 - - -0.2 -1.7 - -4.5 -1.0 -1.9 - 65 D + CG + L + WPC 1 0.7 0.1 - - 4.2 -1.3 - 1.0 -0.7 -0.2 - 66 D + CG + S + WPC1 0.7 0.7 - - 7.4 -1.3 - 4.2 -0.7 0.4 - 67 D + CG + WPB2 0.1 0.9 1.7 - 0.6 - - 4.4 -0.1 0.6 - 68 D + CU + WPB2 0.1 0.5 1.7 - -0.4 - - 3.4 -0.1 0.2 - 69 D + CG + L + WPB2 0.1 1.5 1.3 - 4.1 - - 6.9 -0.1 1.4 - 70 D + CG + S + WPB2 0.1 2.2 1.3 - 7.2 - - 10.1 -0.1 2.0 - 71 D + CG + WPC2 0.1 0.7 - - 3.9 -1.7 - -0.4 -0.1 0.2 - 72 D + CU + WPC2 0.1 0.3 - 2.9 -1.7 - -1.4 -0.1 -0.2 - 73 D + CG + L + WPC2 0.1 1.4 - - 6.6 -1.3 - 3.3 -0.1 1.1 - 74 D + CG + S + WPC2 0.1 2.0 - 9.7 -1.3 - 6.5 -0.1 1.7 - VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/19/2008 &- 08 -2284 Calculations Package Time: 11:40:29 AM Page: 36 of 87 Grid 75 D + CG + E> + EG+ + EB> -0.0 0.9 0.7 0.0 1.5 Load 0.0 3.2 -0.0 0.9 - Load 76 D + CG + E> + EG+ + EB> -0.0 1.0 0.3 0.0 2.0 - 0.0 2.7 -0.0 0.9 - Case 77 D +CG + <E +EG+ +EB> 0.0 0.9 0.7 -0.0 1.5 - -0.0 3.2 0.0 0.9 - 78 D +CG +<E +EG+ +EB> 0.0 0.9 03 -0.0 2.0 - -0.0 2.7 0.0 0.9 - 11 79 D + CU + E> + EG- + EB> -0.0 0.5 0.7 0.0 0.2 - 0.0 1.9 -0.0 0.5 - - 80 D + CU + E> + EG- + EB> -0.0 0.5 0.3 0.0 0.7 - 0.0 1.4 -0.0 0.5 - 8 81 D + CU + <E + EG- + EB> 0.0 0.5 0.7 -0.0 0.2 - -0.0 1.9 0.0 0.5 - 9 82 D + CU + <E + EG- + EB> 0.0 0.4 0.3 -0.0 0.7 - -0.0 1.4 0.0 0.5 - 12 83 D+CG+S +E>+EG++EB> -0.0 1.2 0.6 0.0 2.9 6 0.0 4.2 -0.0 1.2 - 84 D+CG+S +E>+EG++EB> -0.0 1.2 0.2 0.0 3.3 - 0.0 3.8 -0.0 1.2 - 85 D+CG+S+<E +EG++EB> 0.0 1.2 0.6 -0.0 2.9 - -0.0 4.2 0.0 1.2 - 86 D+CG+S+<E +EG++EB> 0.0 1.2 0.2 -0.0 3.3 -0.0 3.8 0.0 1.2 - 87 D +CG +EB > +EG+ - 0.9 1.9 - 0.2 - - 4.5 - 0.9 - 88 D +CU +El3> +EG- - 0.5 1.9 - -1.1 - - 3.2 - 0.5 - 89 D+CG +S +EB > +EG+ - 1.2 1.4 - 1.9 - 5.1 - 1.2 - 90 D + CG + E> + EG+ + <EB -0.0 0.9 - 0.0 3.2 -0.7 0.0 1.5 -0.0 0.9 - 91 D + CG + E> + EG+ + <EB -0.0 1.0 - 0.0 2.7 -0.3 0.0 2.0 -0.0 0.9 - 92 D + CG + <E + EG+ + <EB 0.0 0.9 - -0.0 3.2 -0.7 -0.0 1.5 0.0 0.9 - 93 D + CG + <E + EG++ <EB 0.0 0.9 - -0.0 2.7 -0.3 -0.0 2.0 0.0 0.9 - 94 D + CU + E> + EG- + <EB -0.0 0.5 - 0.0 1.9 -0.7 0.0 0.2 -0.0 0.5 - 95 D + CU + E> + EG- + <EB -0.0 0.5 - 0.0 1.4 -0.3 0.0 0.7 -0.0 0.5 - 96 D + CU + <E + EG- + <EB 0.0 0.5 - -0.0 1.9 -0.7 -0.0 0.2 0.0 0.5 - 97 D +CU + <E +EG -+ <EB 0.0 0.4 - -0.0 1.4 -0.3 -0.0 0.7 0.0 0.5 - 98 D+CG+S +E>+EG++ <EB -0.0 1.2 - 0.0 4.2 -0.6 0.0 2.9 -0.0 1.2 - 99 D+CG+S +E>+EG- -+<EB -0.0 1.2 - 0.0 3.8 -0.2 0.0 3.3 -0.0 1.2 - 100 D+CG+S+<E +EG++<EB 0.0 1.2 - -0.0 4.2 -0.6 -0.0 2.9 0.0 1.2 - 101 D+CG+S+<E +EG++<EB 0.0 1.2 - -0.0 3.8 -0.2 -0.0 3.3 0.0 1.2 - 102 D +CG + <EB +EG+ - 0.9 - - 4.5 -1.9 - 0.2 - 0.9 - 103 D +CU + <EB +EG- - 0.5 - - 3.2 -1.9 - -1.1 0.5 - 104 D + CG + S + <EB + EG+ 1.2 - - 5.1 1 -1.4 1 - 1.9 - 1.2 - Maximum Combined Reactions Summary with Factored Loads - Framing r.r_ e 11 _ - i._ -A -A .. -A- - ---1 ---h-- .. tU- T - %; ..t A.. -h -;e ?,A thr A X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom ccw Load ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case '(Mzz) Case (k (k) (k k (in -k in -k) 0 /0 /0 5 -D 1.2 11 1.1 10 - - - - 1.9 48 2.6 6 - 13/6/0 5 -C - - 1.9 87 2.9 10 3.1 9 3.7 44 11.6 8 - 36/6/0 5 -B 1.9 102 - - 2.9 10 3.1 9 4.5 64 11.6 7 - - - - 501010 5 -A 1.1 9 1.2 12 - - - - 1.9 64 2.6 6 - - v X -Loc Grid Description 13/6/0 36/6/0 5 -C 5 -13 Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2 /15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 37 of 87 Shape: Shed Loads and Codes - Shape: Shed City: Rexburg County: Madison State: Idaho Country: United States Building Code: 2006 International Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Building Use: Standard Occupancy Structure Cold Form: 04AISI - ASD Dead and Collateral Loads Live Load Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.38 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.969) Parts Wind Exposure Factor: 0.969 Wind Enclosure: Partially Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts / Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 17.08 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 39.40 psf Design Snow (Sloped): 39.40 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Unheated (1.00) Ground/ Roof Conversion: 1.00 % Snow Used in Seismic: 20.00 Seismic Snow Load: 7.88 psf Unobstructed, Slippery Roof Seismic Load Mapped Spectral Response - Ss:47.50 %g Mapped Spectral Response - S 1:16.40 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.3559 Bracing Seismic Period: 0.2169 Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3 000 Frame Seismic Factor (Cs): 0.1285 x W Brace Seismic Factor (Cs): 0. 13 84 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels 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. No. _ Origin Y - Factor Application Description 1 System 1.000 1.0 WPAI WPAI 2 System 1.000 1.0 WPDI VvrPD 1 3 System 1.000 1.0 WPA2 WPA2 4 System 1.000 1.0 WPD2 WPD2 5 System 1.000 1.0 WPB 1 WPBI 6 System 1.000 1.0 WPC1 WPCI 7 System 1.000 1.0 WPB2 WPB2 8 System 1.000 1.0 WPC2 VrPC2 9 System 1.000 0.700 E> 10 1 System I 1.000 10.700 <E E VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 38 of 87 Diagonal Bracing Member Design Summarv: Roof A Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape (ft) p unching shear OK, tensile fracture of web OK => p assed Axial (k) Factor Factor Ratio Load Case Status 1 R 0.375 21.83 31.7 -0.62 1.0000 1.0000 0.208 0.700 <E passed punching shear OK, tensile fracture of web OK => passed 2 R 0.375 21.83 31.7 -0.62 1.0000 1.0000 0.208 0.700E> passed 3 R 0.5 24.28 41.2 -4.92 1.0000 1.0000 0.873 LOWPD2 passed 4 R 0.5 24.28 41.2 -4.331 1.0000 1.00001 0.768 LOWPA1 passed Mem. End Diagonal Connection Design Information 1 Left Slot: web thk = 1/8 in., F = 0.62k, 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 = 0.62k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web direct shear OK, web p unching shear OK, tensile fracture of web OK => p assed 2 Left Slot: web thk = 1/8 in., F = 0.62k, 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 Right I Sunching lot: web thk = 1/8 in., F = 0.62k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web direct shear OK, web s hear OK, tensile fracture of web OK => passed 3 Left Slot: web thk =1/8 in., F = 4.92k, 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 = 4.92k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web direct shear OK, web p unching shear OK, tensile fracture of web OK => passed 4 Left Slot: web thk = 1/8 in., F = 4.33k, 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 = 4.33k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web direct shear OK, web p unching shear OK, tensile fracture of web OK => passed VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe 7 ,P,B UIL DINGS CO- PRUDEN 08 -2284 Calculations. Package Date: 2/15/2008 Time: 1:16:29 PM Page: 39 of 87 Diaponal Bracing Member Design Summarv: Roof B Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft unchin shear OK, tensile fracture of web OK => passed Axial (k) Factor Factor Ratio Load Case Status 1 R 0.375 21.83 31.7 -0.69 1.0000 1.0000 0.232 0.700F> passed punching shear OK, tensile fracture of web OK => passed 2 R 0.375 21.83 31.7 -0.69 1.0000 1.0000 0.232 0.700 <E passed 3 R0.5 24.28 41.2 -4.42 1.0000 1.0000 0.785 l.0WPBI passed 4 R 0.5 24.28 41.2 -5.03 1.0000 1 M00, 0.892 1.0WPC2 passed Mem. End Diagonal Connection Design Information 1 Left Slot: web thk =1/8 in., F = 0.69k, 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 = 0.69k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web direct shear OK, web unchin shear OK, tensile fracture of web OK => passed 2 Left Slot: web thk = 1/8 in., F = 0.69k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web d shear OK, web punching shear OK, tensile fracture of web OK => passed Right Slot: web thk = 1/8 in., F = 0.69k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web direct shear OK, web p unching shear OK, tensile fracture o web OK = > passed 3 Left Slot: web thk =1/8 in., F = 4.42k, 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 = 4.42k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web d shear OK, web unching shear OK, tensile fracture of web OK => passed 4 Left Slot: web thk =1/8 in., F = 5.03k, 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 = 5.03k, 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 VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 40 of 87 a ' L W-n" n l wa- � 1 Diagonal Bracing Member Design Summary: Sidewall 2 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape (ft) I I Axial (k ) Factor Factor Ratio Load Case Status 1 R 0.75 28.57 49.2 -4.89 2.0000 1.0000 0.753 0.700 <E passed 2 R 0.75 28.57 49.21 4.89 2.0000 1.0000 0.753 0.700E> passed Mem. End Diagonal Connection Design Information 1 Left Slot: web thk =1/8 in., F = 4.89k, E factor = 2.000, 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 = 4.89k, E factor = 2.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web direct shear OK, web p unching shear OK, tensile fracture of web OK => passed 2 Left Slot: web thk =1/8 in., F = 4.89k, E factor = 2.000, 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 = 4.89k, E factor = 2.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web direct shear OK, web [p unching shear OK, tensile fracture of web OK => passed VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.0e Date: 2/19/2008 08 -2284 Calculations Package Time: 11:40:29 AM Page: 41 of 87 Diaunnal Rrarin4 Member Design Snmmarvc F.ndwall 3 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft punching shear OK, tensile fracture of web OK => passed Axial (k ) Factor Factor Ratio Load Case Status 1 R0.5 33.83 49.0 -2.65 1.0000 1.0000 0.470 LOWPB1 passed 2 R 0.5 33.83 49.0 -2.65 1.0000 1.0000 0.470 LOWPC2 assed Mem. End Diagonal Connection Design Information 1 Left Slot: web thk = 1/8 in., F = 2.65k, 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 = 2.65k, 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 2 Left Slot: web thk = 1/8 in., F = 2.65k, 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 = 2.65k, E factor = 1.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web direct shear OK, web p unching shear OK, tensile fracture of web OK => passed VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/19/2008 08 -2284 Calculations Package Time: 1:43:54 PM Page: 42 of 92 Diagonal Bracing Member Design Summary: Sidewall 4 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape (ft) p unching shear OK, tensile fracture of web OK => passed Axial (k) I Factor Factor Ratio Load Case Status 1 R 0.75 28.57 49.2 -4.89 2.0000 1.0000 0.752 0.700E> passed 2 R 0.75 28.57 492 -4.89 2.0000 1.0000 0.752 0.700<E vassed Mem. End Diagonal Connection Design Information 1 Left Slot: web thk = 1/8 in., F = 4.89k, E factor = 2.000, 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 = 4.89k, E factor = 2.000, stress increase = 1.000, slot offset = 2 in., web /flange weld OK, web direct shear OK, web p unching shear OK, tensile fracture of web OK => passed 2 Left Slot: web thk =1/8 in., F = 4.89k, E factor= 2.000, stress increase= 1.000, slot offset= 2 in., web /flange weld OK, web direct shear OK, web nching shear OK, tensile fracture of web OK => passed Right ot: web thk = 1/8 in., F = 4.89k, E factor= 2.000, stress increase= 1.000, slot offset= 2 in., web /flange weld OK, web direct shear OK, web Enching she ar OK, tensile fracture of web OK => passed VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Dead and Collateral Loads Collateral Gravity: 1.00 psf Collateral Uplift: 0.00 psf Roof Covering + Second. Dead Load: 2.38 psf Frame Weight (assumed for seismic):2.50 psf Live Load Live Load: 20.00 psf Reducible Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.969) Parts Wind Exposure Factor: 0.969 Wind Enclosure: Partially Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts / Portions Zone Strip Width: 51010 Basic Wind Pressure: 17.08 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 39.40 psf Design Snow (Sloped): 39.40 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Unheated (1.00) Ground/ Roof Conversion: 1.00 % Snow Used in Seismic: 20.00 Seismic Snow Load: 7.88 psf Unobstructed, Slippery Roof Seismic Load Mapped Spectral Response - Ss:47.50 %g Mapped Spectral Response - S 1:16.40 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.3559 Bracing Seismic Period: 0.2169 Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1285 x W Brace Seismic Factor (Cs): 0. 13 84 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. Design Land Cnmhinatinns - Purlin No. Origin Date: 2 /15/2008 Application 08 -2284 Calculations Package Time: 1:16:29 PM :� 1.000 Page: 43 of 87 D + CG + S 2 System Loads and Codes - Shape: Shed 1.0D +I.0CG +1.0US1* +CG +USI* City: Rexburg County: Madison State: Idaho Country: United States Building Code: 2006 International Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Building Use: Standard Occupancy Structure Cold Form: 04AISI - ASD 1.0D +I.0CG +I.0PF1 Dead and Collateral Loads Collateral Gravity: 1.00 psf Collateral Uplift: 0.00 psf Roof Covering + Second. Dead Load: 2.38 psf Frame Weight (assumed for seismic):2.50 psf Live Load Live Load: 20.00 psf Reducible Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.969) Parts Wind Exposure Factor: 0.969 Wind Enclosure: Partially Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts / Portions Zone Strip Width: 51010 Basic Wind Pressure: 17.08 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 39.40 psf Design Snow (Sloped): 39.40 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Unheated (1.00) Ground/ Roof Conversion: 1.00 % Snow Used in Seismic: 20.00 Seismic Snow Load: 7.88 psf Unobstructed, Slippery Roof Seismic Load Mapped Spectral Response - Ss:47.50 %g Mapped Spectral Response - S 1:16.40 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.3559 Bracing Seismic Period: 0.2169 Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1285 x W Brace Seismic Factor (Cs): 0. 13 84 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. Design Land Cnmhinatinns - Purlin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 2 System 1.000 1.0D +I.0CG +1.0US1* +CG +USI* 3 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 4 System 1.000 1.0D +I.0CG +I.0PF1 +CG +PFI(Spanl) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PF 1 + CG + PF 1(Span 4) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PHI D + CG + PHl(Span 1) 7 System 1.000 1.0 D + 1.0 CG + 1.0 PHI + CG + PH 1(Span 4) 8 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 1 and 2) 9 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 2 and 3) 10 System 1.000 1.0 D + 1.0 CG + 1.0 PF2 D + CG + PF2(Spans 3 and 4) 11 System 1.000 1.0 D+ 1.0 CG + 1.0 W 1> D + CG + W 1> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 + CG + <W2 13 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> D + CU + W 1> 14 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 15 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W I> D + CG + S + W 1> 16 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 + CG + S + <W2 17 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.525 EB> + 0.525 EG+ + CG + S + EB> + EG+ 18 System Derived 1.000 1.0 D + 1.0 CG + 0.700 EB> + 0.700 EG+ + CG + EB> + EG+ 19 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG- + CU + EB> + EG- 20 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.525 <EB + 0.525 EG+ D + CG + S + <EB + EG+ 21 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <EB + 0.700 EG+ + CG + <EB + EG+ 22 System Derived 1.000 0.600 D + 0.600 CU + 0.700 <EB + 0.700 EG- + CU + <EB + EG- 23 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI D + CG + WPAI 24 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI + CU + WPAI 25 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAI 26 System Derived 1.000 1.0 D + 1.0 CG+ 1.0 WPDI D + CG + WPDI 27 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD 1 D + CU + WPDI 28 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI + CG + S + WPDI 29 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 30 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 31 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 32 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 33 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + 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 1.0 D + 1.0 CG + 1.0 WPCI + CG + WPCI VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 44 of 87 36 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC I D + CU + WPC I 37 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI + CG + S + WPCI 38 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 + CG + WPB2 39 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 + CU + WPB2 40 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 + CG + S + WPB2 41 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 + CG + WPC2 42 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 43 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 + CG + S + WPC2 44 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB 1 + CG + WPB 1 45 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 + CU + WPB 1 46 1 System Derived 1 1.000 11.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 + CG + S + WPB 1 Design Load Combinations - Girt No. Origin Factor Application Description 1 System 1.000 1.0 W 1> Wl> 2 System 1.000 1.0 <W2 <W2 3 System Derived 1.000 1.0 WPAI WPAI 4 System Derived 1.000 1.0 WPDI WPDI 5 System Derived 1.000 1.0 WPA2 VvTPA2 6 System Derived 1.000 1.0 WPD2 WPD2 7 System Derived 1.000 1.0 WPB 1 WPBI 8 System Derived 1.000 1.0 WPCI IATCI 9 System Derived 1.000 1.0 WPB2 WPM 10 System Derived 1.000 1.0 WPC2 WPC2 11 System Derived 1.000 0.700 EB> EB> 12 System Derived 1 1.000 fO.700 <EB rEB Deflection Load Combinations - Purlin No. Orig in Factor Deflection Application Description 1 System 1.000 150 1.0 S S 2 System 1.000 150 1.0 US 1 * Si* 3 System 1.000 150 1.0 *US1 *USI Deflection Load Combinations - Girt No. Origin Factor Deflection I Application Description 1 2 System System 1.000 1.000 90 90 0.700 Wl> 0.700 <W2 pl> J<W2 VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 I&— 08 -2284 Calculations Package Time: 1:16:29 PM Page: 45 of 87 Wall: 1 0 Dimension Key 1 4' -0" Maximum Secondary Designs for Shane Shed on Side 1 u Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % I % I Ld Lap Id ft Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bud Shr Cmb Wcp Cs Bud Shr Cmb Wcp Cs in.) 1,1 48.87 8.50x0.105 Z Sim Yes 0 0.93 0.00 0.00 0.00 1 2,1 24.87 8.500.059 Z Sim Yes 0 0.92 0.00 0.92 0.00 1 Maximum Secondary Deflections for Shane Shed on Side 1 Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 2 1 1 -6.14 -1.31 (IJ95) (U228 24.50 12.50 1 1 W 1> Wl> VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/19/2008 &- 08 -2284 Calculations Package Time: 1:43:54 PM Page: 46 of 92 Wall: 2 1 W281 1 W2B 1 W2B3 1 1 W2B4 O ni g Wall 2 rM Dimension Key 1 6" 2 F -0" Maximum Secondary Desiens for Shane Shed on Side 2 Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) Status (in.) Bud Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 20.00 8.500.059 C Sim Yes 0 ( U385) 49.00 0 2 4 0.99 0.00 0.60 0.00 1 1,2 19.00 8.50x0.059 C Sim Yes 0 0.94 0.00 0.00 0.00 1 1,3 20.00 8.500.065 C Sim Yes 0 0.87 0.00 0.00 0.00 1 1,4 21.00 8.500.059 C Sim Yes 0 1.03 0.00 0.00 0.00 1 2,1 20.00 8.50x0.105 Z Sim Yes 0 0.99 0.00 0.00 0.00 3 2,2 19.00 8.50x0.105 Z Sim Yes 0 0.94 0.00 0.00 0.00 3 2,3 20.00 8.500.120 Z Sim Yes 0 0.91 0.00 0.00 0.00 3 2,4 21.00 8.50x0.105 Z Sim I Yes 1 0 1 1 1 1.03 0.00 0.00 0.00 3 Maximum Secondary Deflections for Shane Shed on Side 2 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.57 (1-/410) 10.00 0 1 2 0.51 (1-/443) 29.50 0 1 3 0.57 ( U424 ) 49.00 0 1 4 0.62 (L/384) 69.00 0 2 1 0.64 ( U363) 10.00 0 2 2 0.58 (U393) 29.50 0 2 3 0.62 ( U385) 49.00 0 2 4 0.71 U340 69.00 0 VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/19/2008 I&- 08 -2284 Calculations Package Time: 1:43:54 PM Page: 47 of 92 Wall: 3 No Se ondary Designs for Sha a Shed on Side 3 C Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld %. % % % Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 13.50 8.500.059 C Sim Yes 0 0.50 0.00 0.00 0.00 1 1,2 23.00 8.500.073 C Sim Yes 0 0.96 0.00 0.00 0.00 1 1,3 13.50 8.500.059 C Sim Yes 0 0.50 0.00 0.00 0.00 1 2,1 13.50 8.500.059 Z Sim Yes 0 1.01 0.00 0.00 0.00 1 2,2 23.00 8.500.073 ZC Sim Nest Yes 0 0.94 0.00 0.00 0.00 1 2,3 13.50 8.500.059 Z Sim Yes 0 1.01 0.00 0.00 0.00 1 3,1 13.50 8.500.059 Z Sim Yes 0 0.82 0.00 0.50 0.00 1 3,2 23.00 8.50x0.073 ZC Sim Nest Yes 0 0.94 0.00 0.00 0.00 1 3,3 13.50 8.500.059 Z Sim Yes 0 0.79 0.00 0.00 0.00 1 4,1 0.94 8.50x0.059 Z Sim Yes 0 0.00 0.00 0.00 0.00 1 4,2 23.00 8.50x0.105 Z Sim Yes 0 1.02 0.00 0.00 0.00 1 4,3 0.94 8.50x0.059 Z Sim Yes 0 0.00 0.00 0.00 0.00 1 Maximum See ndary Deflections for Shape Shed on Side 3 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.14 (L/1157) 6.50 1 Wl> 1 2 0.86 (Ll322) 25.00 1 W 1> VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/19/2008 08 -2284 Calculations Package Time: 1:43:54 PM Page: 48 of 92 1 3 0.14 (U1157 ) 2 1 0.26 ( U615 ) 2 2 0.81 ( U342 ) 2 3 0.26 ( U615 ) 3 1 0.21 ( U755 ) 3 2 0.81 ( U342 ) 3 3 0.21 ( U787 ) 4 1 - 4 2 0.91 ( U302 ) 4 3 - - 43.50 6.50 25.00 43.50 7.00 25.00 43.00 12.44 WI> WI> WI> WI> WI> WI> WI> WI> VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2 /19/2008 08 -2284 Calculations Package Time: 11:40:29 AM Page: 49 of 87 Wall: 4 31 U 1 W4B1 1 W4B2 1 W4B3 1 W4B4 7 Opening 4 Dimension Key - - - - - - - - - 1 1' -0" 2 6" Maximum Seconda Desi ns for Sha a Shed on Side 4 Des Len LZ f2 Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % I % % Ld % % % % Ld Lap Id (ft) Status (in. ) Bud Shr Cmb Wcp Cs (in.) Bud Shr Cmb Wcp Cs Bud Shr Cmb Wcp Cs (in.) 1,1 21.00 8.50x0.059 C Sim Yes 0 (U393 ) 50.50 0 2 1 4 1.03 0.00 0.00 0.00 1 1,2 20.00 8.50x0.065 C Sim Yes 0 0.87 0.00 0.00 0.00 1 1,3 19.00 8.50x0.059 C Sim Yes 0 0.94 0.00 0.00 0.00 1 1,4 20.00 8.50x0.059 C Sim Yes 0 0.99 0.00 0.60 0.00 1 2,1 21.00 8.50x0.105 Z Sim Yes 0 1.03 0.00 0.00 0.00 3 2,2 20.00 8.50x0.120 Z Sim Yes 0 0.91 0.00 0.00 0.00 3 2,3 19.00 8.50x0.105 Z Sim Yes 0 0.94 0.00 0.00 0.00 3 2,4 20.00 8.50x0.105 Z Sim Yes 0 0.99 0.00 0.00 0.00 3 M ... Can nAarar Dl n-4i- f- Chan Cheri nn We 4 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.62 (1- 11.00 0 1 2 0.57 ( U424) 31.00 0 1 3 0.51 (U443) 50.50 0 1 4 0.57 (U410) 70.00 0 2 1 0.71 (U340) 11.00 0 2 2 0.62 (U385 ) 31.00 0 2 3 0.58 (U393 ) 50.50 0 2 1 4 1 0.64 1 (U363 ) 70.00 0 VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/19/2008 &- 08 -2284 Calculations Package Time: 11:40:29 AM Page: 50 of 87 Roof: A Maximum Secondary Desims for Shane Shed on Side A Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) *US1 Status (in.) Bnd Shr Cmb Wep Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 21.00 8.50x0.092 Z Con Yes 36 0.90 0.34 0.96 0.00 3 0.75 0.22 0.79 0.00 3 24 1,2 20.00 8.500.082 Z Con Yes 36 0.75 0.20 0.78 0.00 3 18 0.92 0.40 1.00 0.00 3 0.49 0.23 0.55 0.00 3 18 1,3 19.00 8.500.082 Z Con Yes 36 0.49 0.22 0.54 0.00 3 12 0.68 0.46 0.82 0.00 3 0.69 0.17 0.71 0.00 3 12 1,4 20.00 8.500.105 Z Con Yes 36 0.69 0.20 0.72 0.00 3 36 0.85 0.25 0.88 0.00 3 2,1 21.00 8.500.092 Z Con Yes 36 0.83 0.00 0.83 0.00 3 0.79 0.23 0.99 0.95 3 36 2,2 20.00 8.500.082 Z Con Yes 36 0.79 0.20 0.99 0.95 3 36 0.70 0.35 0.79 0.00 3 0.47 ,0.20 0.72 0.81 3 36 2,3 19.00 8.500.082 Z Con Yes 36 0.47 0.19 0.72 0.81 3 36 0.62 0.32 0.70 0.00 3 0.67 0.16 0.82 0.77 3 36 2,4 20.00 8.50x0.105 Z Con Yes 36 0.67 0.18 0.82 0.77 3 36 0.02 0.17 0.54 0.81 3 3,1 21.00 8.500.082 Z Con Yes 36 0.91 0.37 0.98 0.00 3 0.71 0.27 0.76 0.00 3 36 3,2 20.00 8.500.065 Z Con Yes 36 0.71 0.24 0.75 0.00 3 12 0.78 0.52 0.94 0.00 9 0.49 0.24 0.54 0.00 9 12 3,3 19.00 8.500.082 Z Con Yes 36 0.49 0.23 0.54 0.00 9 12 0.84 0.41 0.94 0.00 3 0.58 0.20 0.62 0.00 3 12 3,4 20.00 8.500.082 Z Con Yes 36 0.58 0.23 0.63 0.00 3 18 0.79 0.36 0.86 0.00 3 4,1 21.00 8.500.082 Z Con Yes 36 0.03 0.04 0.52 0.76 4 0.56 0.21 0.78 0.80 16 18 4,2 20.00 8.500.073 Z Con Yes 36 0.56 0.19 0.78 0.80 16 18 0.84 0.40 0.93 0.00 8 0.52 0.27 0.83 0.94 9 18 4,3 19.00 8.500.082 Z Con Yes 36 0.52 0.26 0.83 0.94 9 12 0.78 0.63 1.00 0.00 9 0.61 0.22 0.87 0.92 16 12 4,4 20.00 8.500.082 Z Con Yes 36 0.61 0.25 0.87 0.92 16 36 0.02 0.23 0.62 0.92 5 5,1 21.00 8.500.073 Z Con Yes 36 0.86 0.42 0.96 0.00 8 0.62 0.27 0.89 0.95 16 24 5,2 20.00 8.500.065 Z Con Yes 36 0.62 0.24 0.89 0.95 16 12 0.80 0.49 0.94 0.00 8 0.52 0.30 0.86 1.00 9 12 5,3 19.00 8.500.082 Z Con Yes 36 0.52 0.29 0.86 1.00 9 12 0.83 0.60 1.02 0.00 9 0.57 0.21 0.81 0.85 10 12 5,4 20.00 8.500.082 Z Con Yes 36 0.57 0.23 0.81 0.85 10 36 0.02 0.21 0.56 0.83 5 6,1 21.00 8.500.065 EZ Sim Yes 0 1.01 0.00 1.01 0.00 16 6,2 20.00 8.500.065 EZ Sim Yes 0 1.02 0.00 0.00 0.00 16 6,3 19.00 8.500.082 EZ Sim Yes 0 0.49 0.00 0.95 0.00 43 6,4 20.00 8.500.065 EZ Sim Yes 1 0 1 1 1 1 10.9610.00 0.96 0.00 16 Maximum Secondary Deflections for Shane Shed on Side A Design Id Segment Deflection(in. ) - Ratio Location(ft) Load Case Description 1 1 -0.98 ( U245) 9.50 3 *US1 1 2 -0.30 (L/803) 32.00 3 *US1 1 3 -0.19 (111187) 49.50 3 *US1 1 4 -0.82 (11284) 71.00 3 *US1 2 1 -0.94 (11255) 9.50 3 *US1 2 2 -0.25 (11979) 32.50 3 *US1 VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe 141, 2n -n« L 2n -h L 1a'-ff^ L ia - a^ S Date: 2/19/2008 I&- 08 -2284 Calculations Package Time: 11:40:29 AM Page: 51 of 87 2 3 -0.12 (111881) 49.00 3 *US1 2 4 -0.80 (U292) 71.00 3 *US1 3 1 -0.80 (11299) 9.50 3 *US1 3 2 -0.29 ( U817 ) 32.00 3 *US1 3 3 -0.14 (111600) 49.50 3 *US1 3 4 -0.80 ( U293) 71.00 3 *US1 4 1 -0.70 ( U342) 9.50 1 S 4 2 -0.22 (111097) 32.00 1 S 4 3 -0.15 (111496) 49.50 1 S 4 4 -0.66 (11354) 71.00 1 S 5 1 -0.67 (11356) 9.50 1 S 5 2 -0.22 (111071 ) 32.00 1 S 5 3 -0.13 (111694) 49.50 1 S 5 4 -0.57 (U411) 71.00 1 S 6 1 -1.03 ( U232) 11.00 1 S 6 2 -1.04 (U231) 31.00 1 S 6 3 -0.66 (U346) 50.50 1 S 6 4 -0.94 (U250) 69.50 1 S Purlin Anchorage Forces for Shane Shed. Roof A. Panel Tvne is PR. Pitch= 4.000:12 Bay Thickness Force(k) Ld Case # Purlins Length Simple? Diaphragm Allowable Defl Actual Dell 0.64 1 1 0.134 0.013 0.095 2 Width 0.64 1 1 0.082 -28.73 3 7 21.00 N 26.35 0.700 -0.011 2 0.065 -27.36 3 7 20.00 N 26.35 0.667 -0.012 3 0.082 -25.99 3 7 19.00 N 26.35 0.633 -0.009 4 0.082 1 -27.36 3 7 20.00 N 26.35 0.667 -0.010 Frm -Line Force(k) Anch. Allow Re quired Cli Actual Clips Diaphragm Allow Diaphragm Shr Stress 1 0.33 0.64 1 1 0.134 0.013 0.095 2 0.59 0.64 1 1 0.134 0.011 0.083 3 0.52 0.64 1 1 0.134 0.010 0.074 4 0.42 0.64 1 1 0.134 0.008 0.060 5 0.32 0.50 1 1 0.134 0.012 0.090 VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/19/2008 &- 08 -2284 Calculations Package Time: 11:40:29 AM Page: 52 of 87 Roof: B Maximum Secondary Designs for Shane Shed on Side B Des Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id (ft) US 1 * Status (in.) Bnd Shr Cmb Wcp Cs (in. ) Bnd Shr Cmb Wcp Cs I Bud Shr Cmb Wcp Cs (in.) 1,1 20.00 8.500.105 Z Con Yes 36 0.81 0.25 0.85 0.00 2 0.62 0.18 0.65 0.00 2 18 1,2 19.00 8.50x0.082 Z Con Yes 36 0.62 0.16 0.64 0.00 2 12 0.94 0.38 1.01 0.00 2 0.46 0.19 0.50 0.00 2 12 1,3 20.00 8.500.082 Z Con Yes 36 0.46 0.20 0.50 0.00 2 18 0.92 0.39 1.00 0.00 2 0.75 0.20 0.78 0.00 2 18 1,4 21.00 8.500.092 Z Con Yes 36 0.75 0.22 0.78 0.00 2 24 0.90 0.34 0.96 0.00 2 2,1 20.00 8.50x0.105 Z Con Yes 36 0.02 0.03 0.54 0.81 2 0.67 0.18 0.82 0.77 2 36 2,2 19.00 8.50x0.082 Z Con Yes 36 0.67 0.16 0.82 0.77 2 36 0.62 0.32 0.70 0.00 2 0.47 0.19 0.72 0.81 2 36 2,3 20.00 8.50x0.082 Z Con Yes 36 0.47 0.20 0.72 0.81 2 36 0.70 0.35 0.79 0.00 2 0.79 0.20 0.99 0.95 2 36 2,4 21.00 8.50x0.092 Z Con Yes 36 0.79 0.23 0.99 0.95 2 36 0.83 0.00 0.83 0.00 2 3,1 20.00 8.50x0.082 Z Con Yes 36 0.79 0.36 0.86 0.00 2 0.58 0.23 0.63 0.00 2 18 32 19.00 8.50x0.073 Z Con Yes 36 0.58 0.20 0.62 0.00 2 12 0.84 0.41 0.94 0.00 2 0.49 0.23 0.54 0.00 9 12 3,3 20.00 8.50x0.065 Z Con Yes 36 0.49 0.24 0.54 0.00 9 12 0.78 0.52 0.94 0.00 9 0.71 0.24 0.75 0.00 2 12 3,4 21.00 8.50x0.082 Z Con Yes 36 0.71 0.27 0.76 0.00 2 36 0.91 0.37 0.98 0.00 2 4,1 20.00 8.50x0.082 Z Con Yes 36 0.02 0.04 0.62 0.92 4 0.57 0.23 0.81 0.85 8 24 4,2 19.00 8.50x0.065 Z Con Yes 36 0.57 0.20 0.81 0.85 8 12 0.79 0.50 0.94 0.00 8 0.49 0.23 0.76 0.87 9 12 4,3 20.00 8.50x0.073 Z Con Yes 36 0.49 0.24 0.76 0.87 9 12 0.94 0.41 1.02 0.00 10 0.55 0.19 0.77 0.80 16 12 4,4 21.00 8.50x0.082 Z Con Yes 36 0.55 0.21 0.77 0.80 16 12 0.77 0.32 0.83 0.00 10 5,1 20.00 8.50x0.082 Z Con Yes 36 0.02 0.04 0.57 0.84 4 0.52 0.21 0.74 0.78 8 18 5,2 . 19.00 8.50x0.065 Z Con Yes 36 0.52 0.19 0.74 0.78 8 12 0.84 0.48 0.97 0.00 8 0.49 0.25 0.79 0.90 9 12 5,3 20.00 8.50x0.065 Z Con Yes 36 0.49 0.26 0.79 0.90 9 12 0.80 0.49 0.93 0.00 10 0.62 0.24 0.89 0.95 16 12 5,4 21.00 8.50x0.073 Z Con Yes 36 0.62 0.27 0.89 0.95 16 24 0.86 0.42 0.95 0.00 10 6,1 20.00 8.500.065 EZ Sim Yes 0 0.96 0.00 0.96 0.00 16 6,2 19.00 8.50x0.082 EZ Sim Yes 0 0.49 0.00 0.95 0.00 34 6,3 20.00 8.500.065 EZ Sim Yes 0 1.02 0.00 0.00 0.00 16 6,4 21.00 8.500.065 EZ Sim Yes 0 1.01 0.00 1.01 0.00 16 Maximum Secondary Deflections for Shane Shed on Side B Design Id I Segment Deflection(in. ) Ratio Location(ft) Load Case Description 1 1 -0.85 ( U277) 9.00 2 US 1 * 1 2 -0.18 (U1239) 30.50 2 US1* 1 3 -0.29 ( IJ829) 48.00 2 US 1 * 1 4 -0.99 ( U242) 70.50 2 US1* 2 1 -0.79 ( U295) 9.00 2 US 1 * 2 2 -0.12 (U1845) 31.00 2 US1* VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe VP BUILDINGS ' /ARCO- FRUUEN 08 -2284 Calculations Package Date: 2/19/2008 Time: 11:40:29 AM Page: 53 of 87 2 3 -0.24 (L/992 ) 47.50 2 US 1 * 2 4 -0.95 (1/253 ) 70.50 2 US1* 3 1 -0.79 ( 11297) 9.00 2 US 1 * 3 2 -0.15 (111561) 30.50 2 US1* 3 3 -0.29 (11818) 48.00 2 US 1 * 3 4 -0.81 (11295) 70.50 2 USl* 4 1 -0.67 (11351) 9.00 1 S 4 2 -0.14 (LJ1627) 30.50 1 S 4 3 -0.24 (U1019) 48.00 1 S 4 4 -0.73 (L/329) 70.50 1 S 5 1 -0.58 (11400) 9.00 1 S 5 2 -0.13 (111765) 30.50 1 S 5 3 -0.22 (111107) 48.00 1 S 5 4 -0.68 (11350) 70.50 1 S 6 1 -0.94 (11250) 10.50 1 S 6 2 -0.66 (11346) 29.50 1 S 6 3 -1.04 (11231 ) 49.00 1 S 6 4 -1.03 (11232) 69.00 1_ S Purlin Anchor a a Forces for Shape Shed, Roof B, Panel T e is PR, Pitch = 4.000:12 Bay Thickness Force(k) Ld Case # Purlins Length Simple? Diaphragm Allowable Defl Actual Defl 0.64 1 1 0.134 0.012 0.090 2 Width 0.64 1 1 0.082 -27.36 2 7 20.00 N 26.35 0.667 -0.010 2 0.082 -25.99 2 7 19.00 N 26.35 0.633 -0.009 3 0.065 -27.36 2 7 20.00 N 26.35 0.667 -0.012 4 0.082 -28.73 2 7 21.00 N 26.35 0.700 -0.011 Frm -Line Force(k) Anch. Allow Required Clips Actual Clips Diaphragm Allow Diaphragm Shr Stress 1 0.32 0.64 1 1 0.134 0.012 0.090 2 0.42 0.64 1 1 0.134 0.008 0.060 3 0.52 0.64 1 1 0.134 0.010 0.074 4 0.59 0.64 1 1 0.134 0.011 0.083 5 0.33 0.50 1 1 0.134 0.013 0.095 VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 54 of 87 Loads and Codes - Shape: Shed City: Rexburg County: Madison State: Idaho Country: United States Building Code: 2006 International Building Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Building Use: Standard Occupancy Structure Cold Form: 04AISI - ASD Dead and Collateral Loads Live Load Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.38 psf Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 90.00 mph Wind Exposure (Factor): C (0.969) Parts Wind Exposure Factor: 0.969 Wind Enclosure: Partially Enclosed Wind Importance Factor: 1.000 Topographic Factor: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts / Portions Zone Strip Width: 51010 Basic Wind Pressure: 17.08 psf Snow Load Ground Snow Load: 50.00 psf Roof Snow Load: 39.40 psf Design Snow (Sloped): 39.40 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Unheated (1.00) Ground/ Roof Conversion: 1.00 % Snow Used in Seismic: 20.00 Seismic Snow Load: 7.88 psf Unobstructed, Slippery Roof Seismic Load Mapped Spectral Response - Ss:47.50 %g Mapped Spectral Response - S1:16.40 %g Seismic Hazard / Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance / Design Category: D Framing Seismic Period: 0.3559 Bracing Seismic Period: 02169 Framing R- Factor: 3.5000 Bracing R- Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1285 x W Brace Seismic Factor (Cs): 0. 13 84 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels 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. VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 55 of 87 Wall: 4, Frame at: 1/0/0 Frame Cross Section: 1 I UN Dimension Key 1 8 1/2" 2 l' -8 13/16" 3 2 @ 3' -7 15/16" 4 3 1/2" 5 32'-4" Frame Clearances Horiz. Clearance between members 1(CX001) and 6(CX001): 45' -3" Vert. Clearance at member 1(CX001): 22' -5 9/16" Vert. Clearance at member 6(CX001): 22' -5 9/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe FRAME CROSS SECTION AT FRAME LINE(S) 1 Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 56 of 87 Location I Avg. Bay Space I Description Angle Group Trib. Override_ Design Status 1/0/0 1 11/0/0 Rigid Frame 90.0000 1 1 - I Stress Check Desien Load Combinations - Framin No. Ori in Factor A lication Description 1 System 1.000 1.0 D+ 1.0 CG + 1.0 S + CG + S 2 System 1.000 1.0 D +I.0 CG +I.0 US1* +CG +USI 3 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + U 1 4 System 1.000 1.0 D + 1.0 CG + 1.0 W l> D + CG + W 1> 5 System 1.000 1.0 D + 1.0 CG + 1.0 <W1 + CG + <W 1 6 System 1.000 1.0 D + 1.0 CG + 1.0 W2> + CG + W2> 7 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 + CG + <W2 8 System 1.000 0.600 D + 0.600 CU + 1.0 W l> D + CU + W 1> 9 System 1.000 0.600 D + 0.600 CU + 1.0 <W1 D + CU + <W 1 10 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 11 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 + CU + <W2 12 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 13 System 1.000 1.0 D + 1.0 CG + 0.750 S'+ 0.750 <W l D + CG + S + <W l 14 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> + CG + S + W2> 15 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 + CG + S + <W2 16 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + CG + E> + EG+ 17 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG+ 18 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + CU + E> + EG- 19 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + CU + <E + EG- 20 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ D + CG + S + E> + EG+ 21 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + CG + S + <E + EG+ 22 Special 1.000 1.0 D + 1.0 CG + 1.750 E> + 0.700 EG+ D + CG + E> + EG+ 23 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ + CG + <E + EG+ 24 Special 1.000 0.600 D + 0.600 CU + 1.750 E> + 0.700 EG- + CU + E> + EG- 25 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- + CU + <E + EG- 26 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 E> + 0.525 EG+ D + CG + S + E> + EG+ 27 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 <E + 0.525 EG+ D + CG + S + <E + EG+ 28 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 E> + 0.700 EG+ + CG + E> + EG+ 29 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ + CG + <E + EG+ 30 AISC - Special 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- + CU + E> + EG- 31 AISC - Special 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- D + CU + <E + EG- 32 AISC - Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.837 E> + 0.525 EG+ D + CG + S + E> + EG+ 33 AISC - Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.837 <E + 0.525 EG+ D + CG + S + <E + EG+ 34 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI + CG + WPAI 35 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI + CU + WPAI 36 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAI 37 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDI + CG + WPD1 38 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI + CU + WPDI 39 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI + CG + S + WPDI 40 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 41 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 42 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 43 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 44 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 46 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB 1 + CG + WPB 1 47 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 + CU + WPB 1 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 49 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC 1 + CG + WPC 1 50 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPCI D + CU + WPCI 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S-+ 0.750 WPCI + CG + S + WPCI 52 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WP132 + CG + WPB2 53 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 + CG + S + WPB2 55 System Derived 1.000 1.0 D + 1.0 CG + 1 A WPC2 + CG + WPC2 56 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 + CG + S + WPC2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 EB> + CG + E> + EG++ EB> 59 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> + CG + E> + EG+ + EB> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 EB> + CG + <E + EG+ + EB> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> + CG + <E + EG+ + EB> VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 :. 08 -2284 Calculations Package Time: 1:16:29 PM Page: 57 of 87 Flg Width (in.) 62 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 EB> + CU + E> + EG- + EB> Weight ( 63 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> + CU + E> + EG- + EB> 1 64 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 EB> + CU + <E + EG- + EB> 21.49 65 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> + CU + <E + EG- + EB> 3P 66 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.525 EB> G+S +E>+EG++EB> 11.00 67 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 EB> D+CG+S +E>+EG++EB> SS 68 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 EB> CG+S+<E +EG++EB> 11.00 69 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 EB> CG+S+<E +EG++EB> SS 70 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ + CG + EB> + EG+ 0.1345 71 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- + CU + EB> + EG- 55.00 72 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 EB> + 0.525 EG+ D + CG + S + EB> + EG+ 0.2500 73 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 <EB D + CG + E> + EG+ + <EB 55.00 74 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 6.00 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 <EB + CG + <E + EG+ + <EB 384.0 76 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 2.9 77 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 <EB + CU + E> + EG- + <EB Frm 78 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB + CU + E> + EG- + <EB - 79 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 <EB + CU + <E + EG- + <EB -0.6 80 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D + CU + <E + EG- + <EB Frm 81 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.525 <EB G+S +E>+EG++<EB 82 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 <EB CG+S +E>+EG++<EB 0.6 83 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 <EB CG+S+<E +EG++<EB Frm 84 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 <EB CG+S+<E +EG++<EB - 85 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ + CG + <EB + EG+ 0.6 86 Special 1.000 0.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- + CU + <EB + EG- 87 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 <EB + 0.525 EG+ + CG + S + <EB + EG+ Frame Member Sizes Mem. No. Flg Width (in.) Flg Thk (in.) Web Thk (in. ) Depthl (in.) Depth2 (in.) Length (ft) Weight ( Flg Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape 1 6.00 0.2500 0.1345 12.00 20.00 21.49 384.0 55.00 55.00 BP KN 3P 2 6.00 0.2500 0.1345 18.00 11.00 8.94 172.8 55.00 55.00 KN SS 3P 3 6.00 0.2500 0.1345 11.00 11.00 16.67 258.9 55.00 55.00 SS SP 3P 4 6.00 0.2500 0.1345 11.00 11.00 16.66 258.9 55.00 55.00 SP SS 3P 5 6.00 0.2500 0.1345 11.00 18.00 8.94 172.9 55.00 55.00 SS KN 3P 6 6.00 0.2500 0.1345 12.00 20.00 21.49 384.0 55.00 1 55.00 BP I KN 3P Total Frame Weight = 1631.5 (p) (Includes all plates) Frame Pricing Weight = 1774.9 (p) (Includes all pieces) Rnundary Canditinn S Member X -Loc Y -Loc Su pp. X Su pp. Y Moment Displacement X(in. ) Displacement Y(in.) Displacement ZZ(rad.) 1 6 0/0/0 501010 2/0/0 2/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tvue at Frame Cross Section: l Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1 -D 8 x 13 0.375 4-0.750 102' -0" Exterior Column 501010 1 -A 8 x 13 0.375 4 - 0.750 102' -0" Load Type Desc. Hx V y Hx V D Frm 0.5 2.2 -0.5 2.2 - - - CG Frm 0.1 0.3 -0.1 0.3 - - - S Frm 3.4 10.9 -3.4 10.9 - - UK* * Frm 2.8 6.0 -2.8 10.4 - - - *US1 Frm 2.8 10.4 -2.8 6.0 - - - Wl> Frm -3.0 -7.6 -0.4 -5.1 - - - <WI Frm 0.4 -5.1 3.0 -7.6 - - - W2> Frm -2.9 -2.5 -0.5 0.1 - <W2 Frm 0.5 0.1 2.9 -2.5 - - - CU Frm - - - - - - - E> Frm -0.6 -0.7 -0.6 0.7 - - - EG+ Frm 0.1 0.2 -0.1 0.2 - <E Frm 0.6 03 0.6 -0.7 - - EG- Frm -0.1 -0.2 0.1 -0.2 - - - WPAI Brc -0.3 -6.4 0.6 -6.0 - - - VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM & Page: 58 of 87 Load WPD1 Brc -0.1 -5.1 0.2 -4.9 - - - Load WPA2 Brc 0.0 -1.2 0.2 -0.8 - - - Case WPD2 Brc 0.3 0.0 -0.2 0.2 - - - Case WPB1 Brc -0.6 -6.0 0.3 -6.4 - - - <W2 WPC1 Brc -0.2 -4.9 0.1 -5.1 - - - E> WPB2 Brc -0.2 -0.8 -0.0 -1.2 - - - - WPC2 Brc 0.2 0.2 -0.3 0.0 - - 501010 1 -A EB> Brc - - - - - - 6.3 9 <EB Brc - - - - - - 0.3 Maximum Combined Reactions Summary with Factored Loads - Framing Note- All reactinnc haled nn Ind nrder ctnirfiiral analvcic ncino the direct Analy is MethM X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load US1* 0.0 ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case 12.7 12.7 (k ) 3.4 3.4 2.3 (k <W2 ) 3.4 (k) 2.3 (k ) 0.0 (in-k) 0.0 (in -k E> 0/0/0 1 -D 2.7 8 4.0 1 0.0 - - - 6.3 8 13.4 1 - - 0.0 - 501010 1 -A 4.0 1 2.7 9 - - 0.1 - 6.3 9 13.4 1 - - - - Sum of Forces with Reactions Check - Framino Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k D 0.0 0.0 4.6 4.5 CG 0.0 0.0 0.6 0.6 S 0.0 0.0 21.7 21.7 US1* 0.0 0.0 16.4 16.4 *US1 0.0 0.0 16.4 16.4 WI> 3.4 3.4 12.7 12.7 <W1 3.4 3.4 12.7 12.7 W2> 3.4 3.4 2.3 2.3 <W2 3.4 3.4 2.3 2.3 CU 0.0 0.0 0.0 0.0 E> 1.2 1.2 0.0 0.0 EG+ 0.0 0.0 0.4 0.4 <E 1.2 1.2 0.0 0.0 EG- 0.0 0.0 0.4 0.4 WPAI 0.2 0.2 12.3 12.4 WPDI 0.1 0.1 10.1 10.1 WPA2 0.2 0.2 2.0 2.0 WPD2 0.1 0.1 0.3 0.3 WPB1 0.2 0.2 12.3 12.4 WPCI 0.1 0.1 10.1 10.1 WPB2 0.2 0.2 2.0 2.0 WPC2 0.1 0.1 0.3 0.3 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 1 0.0 0.0 Base Plate Summary X -Loc Grid Mem. Thickness Width Length Nu m. Of Bolt Diam. Type Welds to Welds to Welding No. No. in.) in.) in. Bolts (in.) in. Flange Web 0/0/0 1 -D 1 0.375 8 13 4 0.750 A36 OS- 0.1875 OS- 0.1875 501010 1 -A 6 0.375 8 13 4 0.750 A36 OS- 0.1875 OS- 0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages In/Out (in.) ft in. Configuration Pitches Ist/2nd in. in. in. ID Description 2 1 S3 1.26 17.500 N/A N/A N/A 0.2500 2.500 Both F- FP,W -0S- 0.1875 2 2 S4 4.50/2.00 Alternate Web Thick= 0.2500 0.3750 2.500 Opposite Fillet W-OS -0.1875 5 1 S3 7.68 17.500 N/A N/A N/A 0.2500 2.500 Both F- FP,W -OS -0.1875 5 2 S4 Alternate Web Thick.= 0.2500 0.3750 2.500 Opposite Fillet W -0S- 0.1875 Bolted End -Plate Mnment Cnnnertinnc lATCC TIC -161 - Fv = SG kei VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe End -Plate Dimensions I Bolt Outside Flange Inside Flange Mem. No. It. No. Type Thick. (in.) Width (in.) Length (in.) Diam. (in. ) Spec /Joint Gages In/Out (in.) I Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd I ID I Desc. (in. ) ID I Desc. (in.) 1 2 KN(Top) 0.375 7.00 26.75 0.750 F1852X/PT 4.50 1411 Ext/Gusset 4.50 32 1 Extended 4.50/2.00 VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Member Require Strength - Out Date: 2 /15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Mem. A. Page: 59 of 87 Gusset Out 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, 1 2 1 1 1 KN(Top) ( 0.375 1 7.00 1 26.75 10.750 1 F1852X/PT 1 4.50 1 41 1 Ext/Gusset 1 4.50 132 1 Extended I 4.50/2.00 Gusset Out 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, 1 3 1 2 1 SP 1 0.375 1 7.00 1 15.47 10.750 1 F1852X/PT 4.50 111 Flush 1 0.00 1411 Ext/Gusset 1 4.50 Gusset In 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, 1 4 1 1 ( SP 1 0.375 1 7.00 1 15.47 10.750 1 F1852X/PT 4.50 111 Flush 1 0.00 1411 Ext/Gusset 1 4.50 Gusset In 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, 1 5 1 2 1 KN(Top) 1 0.375 1 7.00 1 26.75 10.750 1 F1852X/PT 4.50 411 Ext/Gusset 1 4.50 132 1 Extended 1 4.50/2.00 Gusset Out 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, 1 6 1 2 1 KN(Top) 1 0.375 1 7.00 1 26.75 10.750 1 F1852X/PT 4.50 411 Ext/Gusset 1 4.50 132 1 Extended 1 4.50/2.00 1 Gusset Out 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, (k) (k) Member Require Strength - Out Available Strength - Out Re uired Strength - In Available Strength - In Mem. A. 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) Prow (k ) (in -k) 1 2 1 -13.5 3.9 955.2 Thin plate 106.0 803.1 8 6.3 2.0 569.1 Thin plate 159.0 634.9 2 1 1 -13.5 3.9 955.2 Thin plate 106.0 803.1 8 6.3 2.0 569.1 Thin plate 159.0 634.9 3 2 9 4.2 1.7 54.2 Thin plate 53.0 170.5 1 -3.8 1.1 351.5 Thin plate 106.0 457.7 4 1 9 4.2 1.7 54.2 Thin plate 53.0 170.5 1 -3.8 1.1 351.5 Thin plate 106.0 457.7 5 2 1 -13.4 3.8 939. Thin plate 106.0 803.1 9 6.3 2.0 569.1 Thin plate 159.0 634.9 6 2 1 -13.4 3.8 939.1 Thin plate 106.0 803.1 9 6.3 2.0 569.1 Thin plate 159.0 634.9 Member From Member Joint 1 From Side Point 1 Part Design Note 1 11/2/4 13/2/4 FB2090 Sx in.3 1 16/2/4 18/2/4 FB2104 Axial 2 3/5/5 22/4/12 FB2094 Qa 3 10 /11 /0 5/11/13 FB2060 Shear 3 15/2/0 1/8/13 FB2060 Pc 4 1/6/0 1/8/13 FB2060 Shear 5 1 /10 /1 18/8/13 FB2070 0.67 5 5/6/0 22/4/12 FB2094 k 6 11/2/4 13/2/4 FB2090 32.93 6 16/2/4 1 18/2/4 1 FB2104 1 Z•_ .. T.. .. Am-- .d..... Q--- .. 7 ....d !`..moo ....d M..v.m,.m 1"-h -A R4--, - Mamhar IT -afinne arP frnm .Taint 1 1 Mem. No. Controlling C ases Required Strength Available Strength Strength Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure 0.67 k k in -k in -k k k in -k in -k Flexure 32.93 1 20.47 20.00 1 1 -13.5 -3. -955.2 0.0 118.8 10.1 1054.4 111.3 0.96 0.39 2 0.63 18.00 1 1 -7.6 9.7 -911.0 0.0 114.8 11.3 928.9 111.2 1.01 0.86 3 10.92 11.00 3 1 -3.6 6.5 447.3 0.0 97.2 19.1 566.9 120.1 0.81 0.34 4 5.60 11.00 2 1 -3.6 -6.4 443.5 0.0 97.2 19.1 566.9 120.1 0.80 0.33 5 7.69 1 18.00 1 709.17 -7.6 -9.7 -894.8 0.0 114.8 11.3 928.9 111.2 1.00 0.86 6 1 20.47 20.00 1 1 1 -13.4 3.8 -939.4 0.0 118.8 10.1 1054.4 111.3 0.95 0.38 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 20.47 245.60 51.3 51.3 5.62 5.62 375.67 9.00 37.57 3.00 42.41 4.59 0.08 878.03 1.08 1.00 1.00 1.00 0.67 2 0.63 290.42 13.4 13.4 5.35 5.35 296.38 9.00 32.93 3.00 36.92 4.58 0.08 709.17 1.00 1.00 1.00 1.00 0.71 3 10.92 290.42 197.0 51.0 4.41 4.41 99.66 9.00 18.12 3.00 19.83 4.55 0.07 260.08 1.09 1.00 1.09 1.00 0.87 4 5.60 290.42 204.0 51.0 4.41 4.41 99.66 9.00 18.12 3.00 19.83 4.55 0.07 260.08 1.03 1.00 1.09 1.0 0.87 5 7.69 290.42 26.3 26.3 5.35 535 296.38 9.00 32.93 3.00 36.92 4.58 0.08 709.17 1.12 1.00 1.00 1.0 0.71 6 20.47 245.60 51.3 51.3 5.62 5.62 375.67 9.00 37.57 3.00 42.41 4.59 0.08 878.03 1.08 1.00 1.0 1.0 0.67 VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe No. Origin Factor Def H Def V Application Description Date: 2/15/2008 System 08 -2284 Calculations Package 0 180 LOS S Time: 1:16:29 PM 2 System 1.000 0 180 1.0US1* Sl* Page: 60 of 87 User Defined Frame Point Loads f Cross Section: 1 1.000 0 180 1.0 *US1 *US1 4 System Side I Units I Type I Description l> Ma 1 Locl I Offset I H or V I Supp. I Dir. I Coef. I Loc. System 2 p D irt- >Resolved From Plane W2> - 350.59 25/0/01 N N N DOWN 1.000 OF System Derived 3 p I D irt - Resolved From Plane WPA1 - 350.59 25/0/0 N N N DOWN 11.0001 OF User Defined Frame Line Loads for Cross Section: 1 1.000 0 180 0.700 WPA2 WPA2 11 System Derived Side Units Type I Description WPD2 MagI I Locl I Mag2 I Loc2 I Su pp. Dir. Coef. Loc. System Derived 2 plf D irt->Resolved From Plane WPCI -18.38 0/0/0 -18.38 25/0/0 N DOWN 1.000 OF System Derived 3 1 plf D irt- >Resolved From Plane WPC2 -18.37 0/0/0 -18.37 25/0/0 N DOWN 1.000 OF No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 LOS S S 2 System 1.000 0 180 1.0US1* Sl* 3 r System 1.000 0 180 1.0 *US1 *US1 4 System 1.000 0 180 0.700 Wl> l> 5 System 1.000 0 180 0.700 <W 1 <WI 6 System 1.000 0 180 0.700 W2> W2> 7 System 1.000 0 180 0.700 <W2 W2 8 System Derived 1.000 0 180 0.700 WPAI WPA1 9 System Derived 1.000 0 180 0.700 WPDI WPDI 10 System Derived 1.000 0 180 0.700 WPA2 WPA2 11 System Derived 1.000 0 180 0.700 WPD2 WPD2 12 System Derived 1.000 0 180 0.700 WPB1 WPBI 13 System Derived 1.000 0 180 0.700 WPCI WPCI 14 System Derived 1.000 0 180 0.700 WPB2 WPB2 15 System Derived 1.000 0 180 0.700 WPC2 WPC2 16 System 1.000 60 0 0.700 Wl> Wl> 17 System 1.000 60 0 0.700 <W1 <WI 18 System 1.000 60 0 0.700 W2> W2> 19 System 1.000 60 0 0.700 <W2 <W2 20 System Derived 1.000 60 0 0.700 WPAI WPAI 21 System Derived 1.000 60 0 0.700 WPDl WPD1 22 System Derived 1.000 60 0 0.700 WPA2 WPA2 23 System Derived 1.000 60 0 0.700 WPD2 WPD2 24 System Derived 1.000 60 0 0.700 WPB1 WPBI 25 System Derived 1.000 60 0 0.700 WPCI WPCI 26 System Derived 1.000 60 0 0.700 WPB2 WP132 27 System Derived 1.000 60 0 0.700 WPC2 WPC2 28 System 1.000 60 0 0.600 E> + 0.600 EG- E> + EG- 29 System 1.000 60 0 0.600 <E + 0.600 EG- <E + EG- 30 System Derived 1.000 60 0 0.600 EB> EB> 31 1 System Derived 1 1.000 1 60 1 0 1 0.600 <EB <EB Mov;en.,m T..•n...e ToAnntinn Cn,n...o... f .• !`.�ncc Cnnfinn• 1 Description Deflection (in.) Ratio Member Joint Load Case Load Case Description ax. Horizontal Deflection M ax Vertical Deflection for Span t 1.719 -2.437 (H/146) (L/230) 1 4 2 1 16 1 Wl> S • Negative horizontal deflection is left • Negative vertical deflection is down 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. VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe AL Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 61 of 87 Wall: 4, Frame at: 21/0/0 Frame Cross Section: 2 I El Dimension Key 1 8 1/2" 2 l' -8 13/16" 3 2 @ 3' -7 15/16" 4 3 1/2" 5 32'-4" Frame Clearances Horiz. Clearance between members 1(CX002) and 6(CX002): 44' -5" Vert. Clearance at member 1(CX002): 22' -0 15/16" Vert. Clearance at member 6(CX002): 22' -0 15/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe FRAME CROSS SECTION AT FRAME LINE(S) 2 Date: 2/15/2008 &- 08 -2284 Calculations Package Time: 1:16:29 PM Page: 62 of 87 Frame Location Design Parameters: Location I Avg. Bay Space 21/0/0 1 20/0/0 Pjaid Fr Desien Load Combinations - Framine No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S + CG + S 2 System 1.000 1.0D +I.0CG +1.0US1* +CG +USI* 3 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 + CG + *US 1 4 System 1.000 1.0 D + 1.0 CG + 1.0 W 1> D + CG + W 1> 5 System 1.000 1.0 D + 1.0 CG + 1.0 <W1 + CG + <W 1 6 System 1.000 1.0 D + 1.0 CG + 1.0 W2> D + CG + W2> 7 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 8 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> D + CU + W 1> 9 System 1.000 0.600 D + 0.600 CU + 1.0 <W1 D + CU + <W 1 10 System 1.000 0.600 D + 0.600 CU + 1.0 W2> + CU + W2> 11 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 + CU + <W2 12 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 13 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W1 D + CG + S + <W 1 14 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> + CG + S + W2> 15 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 + CG ± S + <W2 16 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + CG + E> + EG+ 17 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG+ 18 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + CU + E> + EG- 19 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + CU + <E + EG- 20 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + CG + S + E> + EG+ 21 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + CG + S + <E + EG+ 22 Special 1.000 1.0 D + 1.0 CG + 1.750 E> + 0.700 EG+ D + CG + E> + EG+ 23 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ + CG + <E + EG+ 24 Special 1.000 0.600 D + 0.600 CU + 1.750 E> + 0.700 EG- + CU + E> + EG- 25 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- + CU + <E + EG- 26 Special 1.000 1. 0D +I.0CG +0.150S +1.313E > +0.525EG+ D + CG + S + E> + EG+ 27 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 <E + 0.525 EG+ + CG + S + <E + EG+ 28 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 E> + 0.700 EG+ + CG + E> + EG+ 29 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ D + CG + <E + EG+ 30 AISC - Special 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- + CU + E> + EG- 31 AISC - Special 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- + CU + <E + EG- 32 AISC - Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.837 E> + 0.525 EG+ D + CG + S + E> + EG+ 33 AISC - Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.837 <E + 0.525 EG+ + CG + S + <E + EG+ 34 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI D + CG + WPAI 35 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI D + CU + WPAI 36 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAI 37 System Derived 1.000 1.0 D + 1.0 CG+ 1.0 WPDI D + CG + WPDI 38 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI + CU + WPDI 39 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI D + CG + S + WPDI 40 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 + CG + WPA2 41 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 42 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 43 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 44 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 D + CG + S + WPD2 46 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB 1 + CG + WPB 1 47 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 D + CU + WPB 1 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 + CG + S + WPB 1 49 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCI + CG + WPCI 50 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPCI D + CU + WPCI 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI + CG + S + WPCI 52 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 + CG + WPB2 53 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 55 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 56 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 + CG + S + WPC2 58 System Derived. 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 EB> + CG + E> + EG+ + EB> 59 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> + CG + E> + EG+ + EB> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 EB> + CG + <E + EG+ + EB> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> + CG + <E + EG+ + EB> VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 63 of 87 62 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 EB> 63 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- ± 0.273 EB> 64 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 EB> 65 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.525 EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG++ 0.205 EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 EB> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 EB> 70 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ 71 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- 72 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 EB> + 0.525 EG+ 73 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 <EB 74 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB 77 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 <EB 78 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB 79 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 <EB 80 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB 81 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.525 <EB 82 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 <EB 83 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 <EB 84 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 <EB 85 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ 86 Special 1.000 0.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- 87 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 <EB + 0.525 EG+ Frame Memher Sizes +CU +E > + EG- +EB> +CU +E > + EG- +EB> +CU +<E + EG- +EB> +CU + <E + EG- +EB> EB> +CG + EB> +EG+ +CU +EB > +EG- +CG +S + EB> +EG+ +CG +E> + EG+ + <EB +CG +E> + EG+ + <EB +CG + <E + EG+ + <EB +CG +<E + EG+ + <EB +CU +E> + EG- + <EB +CU +E > + EG- + <EB +CU + <E + EG- + <EB +CU + <E + EG- + <EB +CG + <EB +EG+ +CU + <EB +EG- +CG +S + <EB +I Mem. No. Fig Width in.) Fig Thk (in.) Web Thk (in. ) Depthl (in.) Depth2 (in. ) Length (8 Weight () Fig Fy i) Web Fy (ksi ) Splice Jt.l Codes Jt.2 Shape 1 6.00 0.3125 0.1345 12.00 25.00 21.49 461.6 55.00 55.00 BP KN 3P 2 6.00 0.3125 0.1345 24.00 14.00 8.94 227.7 55.00 55.00 KN SS 3P 3 6.00 0.2500 0.1345 14.00 14.00 16.66 283.2 55.00 55.00 SS SP 3P 4 6.00 0.2500 0.1345 14.00 14.00 16.66 283.2 55.00 55.00 SP SS 3P 5 6.00 0.3125 0.1345 14.00 24.00 8.94 227.7 55.00 55.00 SS KN 3P 6 1 6.00 1 0.3125 1 0.1345 12.00 1 25.00 21.49 461.6 55.00 1 55.00 BP I KN 3P Total Frame Weight = 1944.9 (p) (Includes all plates) Frame Pricing Weight = 2112.2 (p) (Includes all pieces) Boundary Condition Summary Member X -Loc Y -Loc Su pp. X Su pp. Y Moment Dis lacement X(in.) Displacement Y(in. )7 Displacement ZZ(rad.) 1 6 0 /0 /0 501010 2/0/0 2/0/0 Yes Yes Yes Yes No No 0 /0 /0 0 /0 /0 0/0/0 1 0/0/0 0.0000 1 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section: 2 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 2 -D 8 x 13 0.375 4-0.750 102' -0" Exterior Column 501010 2 -A 8 x 13 0.375 4 - 0.750 102' -0" Load Type Desc. Hx Vy Hx V D Frm 0.6 2.8 -0.6 2.8 - - - CG Frm 0.2 0.5 -0.2 0.5 - - S Frm 6.3 19.7 -6.3 19.7 - - US1* Frm 5.2 10.9 -5.2 18.9 - - - *US1 Frm 5.2 18.9 -5.2 10.9 - - - Wl> Frm 4.3 -11.7 -0.5 -8.2 - - - <Wl Frm 0.5 -8.2 4.3 -11.7 - - W2> Frm 4.1 -2.3 - -0.8 1.2 - - - <W2 Frm 0.8 1.2 4.1 -2.3 - - CU Frm - - - - - - E> Frm -1.0 -1.2 -1.0 1.2 - - EG+ Frm 0.1 0.3 -0.1 0.3 - - - <E Frm 1.0 1.2 1.0 -1.2 - - - EG- Frm -0.1 -0.3 0.1 -0.3 - - WPAI Brc -0.7 -11.5 1.1 -10.9 - - - VPC File: (COPY)1091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15%2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 64 of 87 Load WPD1 Brc -0.2 -9.3 0.5 -9.0 - - - Load WPA2 Brc 0.0 -2.1 0.4 -1.5 - - - Case WPD2 Brc 0.5 0.1 -0.3 0.4 - - - Case WPB1 Brc -1.1 -10.9 0.7 -11.5 - - - <W2 WPCI Brc -0.5 -9.0 0.2 -9.3 - - - E> WPB2 Brc -0.4 -1.5 -0.0 -2.1 - - - - WPC2 Brc 0.3 0.4 -0.5 0.1 - - - 2 -A EB> Brc - - - - - - ' 9 <EB Brc - - - - 0.2 0.5 0.5 Maximum Combined Reactions Summary with Factored Loads - Framing KT-f- A I I -.-t:- U. -A --)-A A nalvcic MpthM X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load US1* 0.0 ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case 19.9 19.9 (k ) 4.9 (k) 1.1 ) <W2 k) 4.9 k) 1.1 (k) 0.0 (in-k) 0.0 (in -k) E> 0/0/0 2 -D 4.0 8 7.1 1 - - - - 10.1 8 23.0 1 - 0.0 - - 50/0/0 2 -A 7.1 1 4.0 9 - - - - 10.1 9 23.0 1 - - - - Load Type Horizontal Load Reaction (k) (k ) Vertical Load Reaction (k D 0.0 0.0 5.7 5.6 CG 0.0 0.0 1.0 1.0 S 0.0 0.0 39.4 39.4 US1* 0.0 0.0 29.8 29.8 *US1 0.0 0.0 29.8 29.8 W 1> 4.9 4.9 19.9 19.9 <WI 4.9 4.9 19.9 19.9 W2> 4.9 4.9 1.1 1.1 <W2 4.9 4.9 1.1 1.1 CU 0.0 0.0 0.0 0.0 E> 2.1 2.1 0.0 0.0 EG+ 0.0 0.0 0.6 0.6 <E 2.1 2.1 0.0 0.0 EG- 0.0 0.0 0.6 0.6 WPA1 0.4 0.4 22.4 22.4 WPDI 0.2 0.2 18.3 18.3 WPA2 0.4 0.4 3.6 3.6 WPD2 0.2 0.2 0.5 0.5 WPB1 0.4 0.4 22.4 22.4 WPCI 0.2 0.2 18.3 18.3 WPB2 0.4 0.4 3.6 3.6 WPC2 0.2 0.2 0.5 0.5 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to Welding Description 2 No. (in. ) (in. ) (in. Bolts (in.) N/A Flange Web 0 10 10 2 -13 1 0.375 8 13 4 0.750 A36 OS- 0.1875 OS- 0.1875 501010 2 -A 6 0.375 8 13 4 0.750 A36 OS- 0.1875 OS- 0.1875 Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t A a in. Thick. in. Width in. Side Welding Description 2 1 S3 1.53 23.375 N/A N/A N/A 0.3125 2.500 Both F- FP,W- OS- 0.1875 2 2 S4 Alternate Web Thick= 0.2500 0.5000 2.500 Opposite Fillet W-OS- 0.1875 2 3 S1 5.42 18.762 139.49 2.00 36.25 0.1875 2.000 Opposite Fillet Std 5 1 S3 7.41 23.375 N/A N/A N/A 0.3125 2.500 Both F- FP,W -OS- 0.1875 5 2 S4 Alternate Web Thick.= 0.2500 0.5000 2.500 Opposite Fillet WAS - 0.1875 5 3 S1 3.46 18.665 138.77 3.00 54.13 0.1875 2.000 Opposite Fillet Std 5 1 4 1 S1 1 5.82 1 22.269 1 165.57 1 100 42.44 1 0.1875 1 2.000 1 Opposite Fillet I Std VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 I&- 08 -2284 Calculations Package Time: 1:16:29 PM Page: 65 of 87 Rnitad Fnd -Plat. M-.t Cnnn -tinny (ATgr TICAM - Fv = S5 W Member Gusset In 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, Available Strength - Out End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. No. A. No. Type Thick. (in.) Width in. Length (in. Diam. (in.) Spec /Joint Gages hi/Out (in. Confi tion Pitches Ist/2nd Configuration Pitches lst/2nd ID Desc. (in. ID Desc. (in.) 1 2 3 2 1 2 KN(Top) KN(Top) SP 0.500 0.500 0.375 7.00 7.00 7.00 31.75 31.75 18.63 0.750 0.750 0.750 F1852X/PT F1852X/PT F1852X/PT 4.50 4.50 4.50 31 31 11 Extended Extended Flush 4.50 4.50 0.00 31 31 41 Extended Extended Ext/Gusset 4.50 4.50 4.50 Member Gusset In 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, Available Strength - Out Re uired Strength - In 1 4 1 1 1 SP 1 0.375 1 7.00 1 18.63 1 0.750 I F1852X/PT 1 4.50 1111 Flush 1 0.00 41 Ext/Gusset 4.50 Axial Gusset In 3.375 x 0.3750 x 5.88 FO -BS- 03125, Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. I Cs 131 I I 6 12 I KN(Top) 1 0.500 I 7.00 ( 31.75 0.750 I F1852X/PT I 4.50 131 I Extended 4.50 1 Extended 4.50 Member Require Strength - Out Available Strength - Out Re uired Strength - In Available Stren - In Mem. A. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs Shear k ) (in -k) Proc. k (in-k) Cs 1/6/0 (k (in -k) Prow (k) (in -k 1 2 1 -23.2 6.6 1585.7 Thin plate 106.0 1309.2 8 10.1 3.5 860.1 Thin plate 106.0 1309.2 2 1 1 -23.2 6.6 1585.7 Thin plate 106.0 1309.2 8 10.1 3.5 860.1 Thin plate 106.0 1309.2 3 2 9 7.0 2.9 68.1 Thin plate 53.0 229.8 1 -6.8 2.0 541.4 Thin plate 106.0 587.7 4 1 9 7.0 2:9 68.1 Thin plate 53.0 229.8 1 -6.8 2. 541 A Thin plate 106.0 587.7 5 2 1 -23.2 6.7 1612.1 Thin plate 106.0 1309.2 9 10.1 3.5 860. Thin plate 106.0 1309.2 6 2 1 -23.2 6.7 1612.1 Thin late 106.0 1309.2 9 10.1 3.5 860.0 Thin plate 106.0 1309.2 Member From Member Joint 1 From Side Point 1 Part Design Note 1 11/2/4 13/2/4 FB2110 Sx in.3 1 16/2/4 18/2/4 (2)FB3010 Axial 2 3/5/5 22/4/12 (2)FB3010 Qa 3 6/8/0 10/2/13 FB2074 Shear 3 15/2/0 1/8/13 FB2074 Pc 4 1/6/0 1/8/13 FB2074 Shear 4 14/3/0 14/5/13 FB2074 0.64 5 5/6/0 22/4/12 (2)FB3010 k 6 11/2/4 13/2/4 FB2110 55.77 6 1 16/2/4 1 18/2/4 1 (2)FB3010 1 Vra...- n... . X4-1- C..mmaw _ r nntrnllinn i-d r a- and Marimnm Vnmhinrd Ctrrsces ner Member (Loeatinns are from Joint 1 ) Mem. No. Controlling Cases Required Strength Available Strength Strength Ratios Ag in.2 Afn in.2 hoc in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mex Mcy + Shear No. ft in. Flexure 0.64 k k in -k in -k k k in -k in -k Flexure 55.77 1 20.08 25.00 1 1 -23.2 -6.6 - 1585.7 0.0 148.9 8.1 1771.2 175.9 0.97 0.81 2 0.76 24.00 1 13 -13.6 8.6 - 1501.6 0.0 143.2 8.4 1698.2 175.7 0.93 1.02 3 10.91 14.00 3 1 -6.2 10.9 727.0 0.0 108.1 14.7 730.7 116.2 1.02 0.74 4 5.56 14.00 2 1 -6.2 -11.0 720.8 0. 108.1 14.7 730.7 116.2 1.02 0.75 5 7.42 24.00 1 12 -13.6 8.6 1527.3 0.0 143.2 8.4 1698.2 175.7 0.95 1.02 6 20.08 25.00 1 1 23.2 6.7 - 1612.1 0.0 148.9 8.1 1771.2 175.9 0.99 0.83 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 hoc in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 20.08 241.00 46.7 46.7 7.03 7.03 733.73 11.25 58.70 3.75 66.27 5.74 0.14 1714.89 1.08 1.00 1.00 1.00 0.64 2 0.76 286.72 17.2 17.2 6.89 6.89 669.21 11.25 55.77 3.75 62.79 5.73 0.14 1578.75 1.00 1.00 1.00 1.00 0.6 3 10.91 286.72 102.0 51.0 4.82 4.82 169.39 9.00 24.20 3.00 26.75 4.56 0.07 425.52 1.04 1.00 1.07 1.00 0.79 4 5.56 286.72 153.0 51.0 4.82 4.82 169.39 9.00 24.20 3.00 26.75 4.56 0.07 425.52 1.04 1.00 1.07 1.00 0.79 5 7.42 286.72 23.0 23.0 6.89 6.89 669.21 11.25 55.77 3.75 62.79 5.73 0.14 1578.75 1.1 1.00 1.00 1.00 0.66 6 20.08 241.00 46.7 46.7 7.03 7.03 733.73 11.25 58.7 3.75 66.27 5.74 0.14 1714.8 1.081 1.00 1.00 1.00 0.64 VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM & Page: 66 of 87 IT— nnf:ond Fromm Pniof T nod. rnr rrn.. Cnrfin 2 Side Units Type I Description MagI I Locl I Offset I H or V I Su pp. Dir. Coef Loc. 2 3 1 p p D D irt- >Resolved From Plane irt- >Resolved From Plane - 636.00 - 636.00 25/0/0 25/0/0 NA4 NN NA4 NAI N N DOWN DOWN 1.000 1.000 OF OF DePec inn T nod rnmh inofinn. - 1p- -i. No-. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 LOS S 2 System 1.000 0 180 1.0 US 1 * US 1 * 3 System 1.000 0 180 1.0 *US1 *US1 4 System 1.000 0 180 0.700 Wl> WI> 5 System 1.000 0 180 0.700 <W I <W1 6 System 1.000 0 180 0.700 W2> W2> 7 System 1.000 0 180 0.700 <W2 <W2 8 System Derived 1.000 0 180 0.700 WPAI WPAI 9 System Derived 1.000 0 180 0.700 WPDI WPDI 10 System Derived 1.000 0 180 0.700 WPA2 WPA2 11 System Derived 1.000 0 180 0.700 WPD2 WPD2 12 System Derived 1.000 0 180 0.700 WPB1 WPB1 13 System Derived 1.000 0 180 0.700 WPCI WPCI 14 System Derived 1.000 0 180 0.700 WPB2 WP132 15 System Derived 1.000 0 180 0.700 WPC2 WPC2 16 System 1.000 60 0 0.700 W 1> Wl> 17 System 1.000 60 0 0.700 <W 1 <W1 18 System 1.000 60 0 0.700 W2> W2> 19 System 1.000 60 0 0.700 <W2 <W2 20 System Derived 1.000 60 0 0.700 WPAI WPAI 21 System Derived 1.000 60 0 0.700WPD1 WPD1 22 System Derived 1.000 60 0 0.700 WPA2 WPA2 23 System Derived 1.000 60 0 0.700 WPD2 WPD2 24 System Derived 1.000 60 0 0.700 WPBI WP131 25 System Derived 1.000 60 0 0.700 WPCI WPCI 26 System Derived 1.000 60 0 0.700 WPB2 WP132 27 System Derived 1.000 60 0 0.700 WPC2 WPC2 28 System 1.000 60 0 0.600 E> + 0.600 EG- E> + EG- 29 System 1.000 60 0 0.600 <E + 0.600 EG- E + EG- 30 System Derived 1.000 60 0 0.600 EB> EB> 31 1 System Derived 1 1.000 1 60 1 0 0.600 <EB <EB M­;­;_ Fro o nwflarfinn Q­­ fnr rrn.. Corfinn• 7 Description Deflection (in.) Ratio Member Joint Load Case Load Case Description MM ax . orizontal Deflection ax Vertical Deflection for Span t -1.288 -2.267 (H/193) (L/245 ) 6 3 2 2 17 1 <WI S * Negative horizontal deflection is left * Negative vertical deflection is down 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. VPC File: (COPY)1091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 &— 08 -2284 Calculations Package Time: 1:16:29 PM Page: 67 of 87 Wall: 4, Frame at: 41/0/0 Frame Cross Section: 3 M Dimension Key 1 8 1/2" 2 F- 813/16" 3 2 @ 3' -7 15/16" 4 3 1/2" 5 32'-4" Frame Clearances Horiz. Clearance between members 1(CX003) and 6(CX003): 44' -5" Vert. Clearance at member 1(CX003): 22' -0 15/16" Vert. Clearance at member 6(CX003): 22' -0 15/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe FRAME CROSS SECTION AT FRAME LINE(S) 3 Date: 2/15/2008 :. 08 -2284 Calculations Package Time: 1:16:29 PM Page: 68 of 87 Frame Location Design. Parameters: Location I Avg. Bay Space I Description Angle Grou Trib. Override Design Status 41/0/0 19/6/0 Pigid Frame 90.0000 - Stress Check Desi n No. Load Combinations - Ori in Framin Factor Application Description 1 System 1.000 1.0 D+ 1.0 CG + 1.0 S + CG + S 2 System 1.000 1.0 D+ 1.0 CG + 1.0 US 1 * + CG + US 1 * 3 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 + CG + *US 1 4 System 1.000 1.0 D + 1.0 CG + 1.0 W 1> + CG + W 1> 5 System 1.000 1.0 D + 1.0 CG + 1.0 <W1 D + CG + <W 1 6 System 1.000 1.0 D + 1.0 CG + 1.0 W2> D + CG + W2> 7 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 8 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> D + CU + W 1> 9 System 1.000 0.600 D + 0.600 CU + 1.0 <W1 D + CU + <W1 10 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 11 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 D + CU + <W2 12 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W 1> 13 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W 1 14 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> + CG + S + W2> 15 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 16 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + CG + E> + EG+ 17 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ D + CG + <E + EG+ 18 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- D + CU + E> + EG- 19 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG + CU + <E + EG- 20 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ D + CG + S + E> + EG+ 21 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ D + CG + S + <E + EG+ 22 Special 1.000 1.0 D + 1.0 CG + 1.750 E> + 0.700 EG+ + CG + E> + EG+ 23 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ + CG + <E + EG+ 24 Special 1.000 0.600 D + 0.600 CU + 1.750 E> + 0.700 EG- D + CU + E> + EG- 25 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- D + CU + <E + EG- 26 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 E> + 0.525 EG+ D + CG + S + E> + EG+ 27 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 <E + 0.525 EG+ + CG + S + <E + EG+ 28 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 E> + 0.700 EG+ D + CG + E> + EG+ 29 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ + CG + <E + EG+ 30 AISC - Special 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- + CU + E> + EG- 31 AISC - Special 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- + CU + <E + EG- 32 AISC - Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.837 E> + 0.525 EG+ + CG + S + E> + EG+ 33 AISC - Special 1.000 1.0 D + 1.0 CG + 0. 150 S + 1.837 <E + 0.525 EG+ + CG + S + <E + EG+ 34 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI + CG + WPAI 35 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI D + CU + WPAI 36 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAl + CG + S + WPAI 37 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD 1 D + CG + WPDI 38 System Derived 1.000 .600 D + 0.600 CU + 1.0 WPDI + CU + WPDI 39 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI + CG + S + WPD1 40 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 41 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 + CU + WPA2 42 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 43 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 44 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 + CU + WPD2 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 + CG + S + WPD2 46 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB 1 + CG + WPB 1 47 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 + CU + WPB 1 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 + CG + S + WPB 1 49 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCI + CG + WPCI 50 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC 1 + CU + WPC 1 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 + CG + S + WPC 1 52 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 53 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 D + CG + S + WPB2 55 System Derived 1.000 1.0 D + 1.0 CG+ 1.0 WPC2 + CG + WPC2 56 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 + CG + S + WPC2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 EB> + CG + E> + EG+ + EB> 59 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> + CG + E> + EG+ + EB> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 EB> + CG + <E + EG+ + EB> � +CG+<E+EG++EB> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM I & - Page: 69 of 87 Flg Width (in.) 62 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 EB> D, + CU + E> + EG- + EB> Weight ( 63 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> + CU + E> + EG- + EB> 1 64 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 EB> D + CU + <E + EG- + EB> 21.49 65 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> + CU + <E + EG- + EB> 3P 66 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.203 E> + 0.525 EG+ + 0.525 EB> CG+S +E>+EG++EB> 14.00 67 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 EB> CG+S +E>+EG++EB> SS 68 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 EB> CG+S+<E +EG++EB> 14.00 69 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 EB> CG+S+<E +EG++EB> SS 70 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ + CG + EB> + EG+ 0.1345 71 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- + CU + EB> + EG- 55.00 72 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 EB> + 0.525 EG+ + CG + S + EB> + EG+ 0.3125 73 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 <EB D + CG + E> + EG+ + <EB 55.00 74 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB + CG + E> + EG+ + <EB 6.00 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 <EB + CG + <E + EG+ + <EB 458.7 76 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB + CG + <E + EG+ + <EB - 77 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 <EB D + CU + E> + EG- + <EB - 78 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB + CU + E> + EG- + <EB - 79 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 <EB + CU + <E + EG- + <EB 1.4 80 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D + CU + <E + EG- + <EB - 81 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 F> + 0.525 EG+ + 0.525 <EB CG+S +E>+EG++<EB - 82 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 <EB CG+S +E>+EG++<EB E> 83 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG++ 0.525 <EB CG+S+<E +EG++<EB - 84 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 <EB CG+S+<E +EG++<EB Frm 85 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ + CG + <EB + EG+ 0.3 86 Special 1.000 0.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- + CU + <EB + EG- 1.0 87 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 <EB + 0.525 EG+ + CG + S + <EB + EG+ m Fromm Member S; -- - Mem. _W No. Flg Width (in.) Flg Thk (in.) Web Thk (in.) Depthl (in. Depth2 (in. Length (ft) Weight ( Flg Fy (ksi Web Fy (ksi) Splice Jt.I Codes Jt.2 Shape 1 6.00 0.3125 0.1345 12.00 25.00 21.49 458.7 55.00 55.00 BP KN 3P 2 6.00 0.3125 0.1345 24.00 14.00 8.94 224.2 55.00 55.00 KN SS 3P 3 6.00 0.2500 0.1345 14.00 14.00 16.66 283.2 55.00 55.00 SS SP 3P 4 6.00 0.2500 0.1345 14.00 14.00 16.66 283.2 55.00 55.00 SP SS 3P 5 6.00 0.3125 0.1345 14.00 24.00 8.94 224.2 55.00 55.00 SS KN 3P 6 6.00 1 0.3125 1 0.1345 1 12.00 1 25.00 1 21.49 458.7 55.00 55.00 1 BP I KN 3P Total Frame Weight = 1932.2 (p) (includes all plates) Frame Pricing Weight = 2102.0 (p) (Includes all pieces) Rnnnrl- C-litinn Cnmmar v V Member V V X -Loc Y -Loc Su pp. X Su pp. Y Moment Displacement X(in.) Displacement Y in. Displacement ZZ(rad. 1 6 0/0/0 50/0/0 2/0/0 2/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Type at Frame Cross Section: 3 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 3 -D 8 x 13 0.375 4-0.750 102' -0" Exterior Column 501010 3 -A 8 x 13 0.375 4 - 0.750 102' -0" Load Type Desc. Hx I Hz Vy I Hx Hz V D Frm 0.6 - 2.7 -0.6 - 2.7 - - CG Frm 0.2 - 0.5 -0.2 - 0.5 - - - S Frm 6.2 - 19.2 -6.2 - 19.2 - - - US1* Frm 5.0 - 10.6 -5.0 - 18.4 - - - *US1 Frm 5.0 - 18.4 -5.0 - 10.6 - - - Wl> Frm -4.0 - -11.1 -0.5 - -7.8 - - - <Wl Frm 0.5 - -7.8 4.0 - -11.1 - - - W2> Frm -3.8 - -1.9 -0.8 - 1.4 - - <W2 Frm 0.8 - 1.4 3.8 - -1.9 - - - CU Frm - - - - - - - E> Frm -1.0 - -1.2 -1.0 - 1.2 - - EG+ Frm 0.1 - 0.3 -0.1 - 0.3 - - - <E Frm 1.0 - 1.2 1.0 - -1.2 - - EG- Frm -0.1 - -0.3 0.1 - -0.3 - - - WPAI Brc -0.3 4.8 -15.7 0.7 4.7 -15.1 - - VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 &- 08 -2284 Calculations Package Time: 1:16:29 PM Page: 70 of 87 Load WPDI Brc -0.5 -0.5 -10.8 0.8 -0.8 -10.6 - Load - Load Mom ccw WPA2 Brc 0.2 - 0.4 0.1 - 1.2 - (Hz) - ( -Vy) Case WPD2 Brc 0.1 - 5.4 0.2 - 5.6 - 4.5 - 0.6 (k ) WPB1 Brc -0.7 4.6 -15.0 0.3 -4.9 -15.8 - - - 0/0/0 3 -D WPCI Brc -0.8 -0.8 -10.6 0.5 -0.5 -10.8 - - - 1 - WPB2 Brc -0.1 - 1.2 -0.2 - 0.5 - - - - - WPC2 Brc -0.2 - 5.5 -0.1 - 5.5 - - - WPB1 0.3 EB> Brc 0.1 -4.6 -5.3 -0.1 4.6 -5.3 - - - 1.4 1.6 <EB Brc -0.1 - 5.3 0.1 - 5.3 - - - 0.0 Maximum Combined Reactions Summary with Factored Loads - Framing Nnte.' All reartinnc haced nn ?nd nrder ctnicfiiral an I-k Hein. the rlirert An I-k AA AM X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load US 1 * 0.0 ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case 18.9 18.9 (k 4.5 (k) 0.6 (k ) <W2 (k) 4.5 (k) 0.6 (k 0.0 (in-k) 0.0 (in -k E> 0/0/0 3 -D 3.7 8 6.9 1 8.0 70 - - 14.0 35 22.4 1 - - - - 50/0/0 3 -A 6.9 1 3.7 9 8.0 70 - - 14.1 47 22.4 1 - - - - Snm of Fnrepe with Rrartinne Chr k - Framin. Load Type Horizontal Load Reaction (k) Vertical Load Reaction (k ) (k D 0.0 0.0 5.6 5.5 CG 0.0 0.0 1.0 1.0 S 0.0 0.0 38.4 38.4 US 1 * 0.0 0.0 29.0 29.0 *US1 0.0 0.0 29.0 29.0 Wl> 4.5 4.5 18.9 18.9 <Wl 4.5 4.5 18.9 18.9 W2> 4.5 4.5 0.6 0.6 <W2 4.5 4.5 0.6 0.6 CU 0.0 0.0 0.0 0.0 E> 2.0 2.0 0.0 0.0 EG+ 0.0 0.0 0.6 0.6 <E 2.0 2.0 0.0 0.0 EG- 0.0 0.0 0.6 0.6 WPAI 0.3 0.3 19.7 30.7 WPDI 0.3 0.3 20.0 21.4 WPA2 0.3 0.3 1.4 1.6 WPD2 0.3 0.3 1.7 11.0 WPB1 0.3 0.3 19.7 30.7 WPC1 0.3 0.3 20.0 21.4 WPB2 0.3 0.3 1.4 1.6 WPC2 0.3 0.3 1.7 11.0 EB> 0.0 0.0 0.0 10.6 <EB 0.0 0.0 0.0 10.6 Rase Plate Rnmmary X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to Welding Description 2 No. (in.) in. (in.) Bolts (in.) N/A Flange Web 0/0/0 3 -D 1 0.375 8 13 4 0.750 A36 OS- 0.1875 OS- 0.1875 50/0/0 3 -A 6 0.375 8 13 4 0.750 A36 OS- 0.1875 OS- 0.1875 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 2 1 S3 1.53 23.375 N/A N/A N/A 0.3125 2.500 Both F- FP,W -OS- 0.1875 2 2 S4 Alternate Web Thick= 0.2500 0.5000 2.500 Opposite Fillet W-OS -0.1875. 2 3 S1 5.42 18.160 135.02 2.00 36:25 0.1875 2.000 Opposite Fillet Std 5 1 S3 7.41 23.375. N/A N/A N/A 0.3125 2.500 Both F- FP,W -OS- 0.1875 5 2 S4 Alternate Web Thick= 0.2500 0.5000 2.500 Opposite Fillet WAS -0.1875 5 3 S1 3.46 18.074 134.38 3.00 54.13 0.1875 2.000 Opposite Fillet Std 5 4 S1 5.82 21.275 158.18 1 2.00 1 42.44 1 0.1875 2.000 Opposite Fillet Std VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe It Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 71 of 87 12 1+ A c. A vI , +e Xrt + Pnnnoo+;nns IA !,Sc 7)! _7 61 - Fv = SS ksi Ir, 1 Member V Gusset In 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, Available Stren - Out V End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. No. A. No. Type Thick. (in.) Width (in. Length (in.) Diam. (in.) Spec /Joint Gages In/Out (in. ) Configuration Pitches lst/2nd Configuration Pitches lst/2nd ID I Desc. (in.) I Desc. (in.) 1 2 3 2 1 2 KN(Top) KN(Top) SP 0.500 0.500 0.375 7.00 7.00 7.00 28.88 28.88 18.63 0.750 0.750 0.750 F1852X/PT F1852X/PT F1852X/PT 4.50 4.50 4.50 31 31 11 Extended Extended Flush 4.50 4.50 0.00 lIExtxt Flush Flush /Gusset 2.00/2.00 2.00/2.00 4.5 0 Ir, 1 Member V Gusset In 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, Available Stren - Out Required Strength - In I 1 4 1 1 1 SP 1 0.375 1 7.00 1 18.63 10.750 1 F1852X/PT 4.50 111 Flush 1 0.00 411 Ext/Gusset 4.50 Ld Axial Shear Moment Gusset In 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, No. No. Cs (k) (k) (in -k) Proc. (k) in -k Cs (k k in -k) Proc. k (in -k 1 2 1 -22.6 6.4 I 131 I 1309.2 113 I I 6 12 I KN(Top) I 0.500 I 7.00 1 88 I 0.750 I F1852X/PT 4.50 1546. Extended 4.50 1309.2 Flush 2.00 /2.00 Ir, 1 Member V Require Strength - Out Available Stren - Out Required Strength - In I Available Strength - 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 1 -22.6 6.4 1546.0 Thin plate 106.0 1309.2 8 9.5 3.4 808. Thin plate 159.0 953.7 2 1 1 -22.6 6.4 1546. Thin plate 106. 1309.2 8 9.5 3.4 808.0 Thin plate 159.0 953.7 3 2 9 6.6 2.8 62. Thin plate 53.0 229.8 1 -6.6 2.0 527.6 Thin plate 106.0 587.7 4 1 9 6.6 2.8 62. Thin plate 53.0 229.8 1 -6.6 2.0 527.6 Thin plate 106.0 587.7 5 2 1 -22.7 6.5 1571. Thin plate 106.0 1309.2 9 9.5 3. 808.0 Thin plate 159.0 953.7 6 2 1 -22.7 6.5 1571. Thin late 106.0 1309.2 9 9.5 3.4 808.0 Thin late 159.0 953.7 Ir, 1 Member V �� Member Joint 1 From Side Point 1 Part Design Note 1 11/2/4 1312/4 FB2110 Sx in.3 1 16/2/4 18/2/4 (2)FB3010 Axial 2 3/5/5 22/4/12 (2)FB3004 Qa 3 6/8/0 10/2/13 FB2074 Shear 3 15/2/0 1/8/13 FB2074 Pc 4 1/6/0 1/8/13 FB2074 Shear 5 1/10/1 18/8/13 FB2090 0.64 5 5/6/0 22/4/12 (2)FB3004 k 6 11/2/4 13/2/4 FB2110 55.77 6 1 16/2/4 1 18/2/4 2)FB3010 1 " - *. - Ax 1k c.....n..,... _ Con+. - Iii Lo Case and Maximu Cnmhined Stress ner Member (Locations are from Joint 1) Mem. No. Controlling Cases Required Strength Available Strength Strength Ratios Ag in.2 Afn in.2 Lxx I in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 0.64 k k in -k in -k k k in -k in -k Flexure 55.77 1 20.08 25.00 1 1 -22.6 -6.4 - 1546.0 0.0 148.9 8.1 1771.2 175.9 0.95 0.79 2 0.76 24.00 1 13 -13.3 8.5 - 1464.0 0.0 143.2 8.4 1698.2 175.7 0.91 1.01 3 10.91 14.00 3 1 -6.1 10.7 708.1 0.0 108.1 14.7 730.7 116.2 1.00 0.72 4 5.5 6 14.00 2 1 -6.1 -10.7 702.3 0.0 108.1 14.7 730.7 116.2 0.99 0.73 5 1.84 16.48 1 12 -11.7 -8.5 -576.5 0.0 40.7 12.6 691.8 175.5 0.98 1.01 6 1 20.08 25.0 1 1 1 -22.7 6.5 - 1571.6 0.0 148.9 8.1 1771.2 175.9 0.96 0.81 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb I in. Ag in.2 Afn in.2 Lxx I in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 I Cw in.6 Cb Rpg I Rpc I Qs Qa 1 20.08 241.00 46.7 46.7 7.03 7.03 733.73 11.25 58.70 3.75 66.27 5.74 0.14 1714.89 1.08 1.00 1.00 L 0.64 2 0.76 286.72 17.2 17.2 6.89 6.89 669.21 11.25 55.77 3.75 62.79 5.73 0.14 1578.75 1.00 1.00 1.00 1.00 0.66 3 10.91 286.72 102.0 51.0 4.82 4.82 169.39 9.00 24.20 3.00 26.75 4.56 0.07 425.52 1.04 1.00 1.07 1.00 0.79 4 5.56 286.72 204.0 51.0 4.82 4.82 169.39 9.00 24.20 3.00 26.75 4.56 0.07 425.52 1.04 1.00 1.07 1.00 0.79 5 1.84 286.72 204.0 204.0 5.88 5.88 289.64 11.251 35.161 3.75 38.76 5.70 0.14 735.091 1.62 1.00 1.03 1.00 0.89 6 20.08 241.00 46.7 46.7 7.03 7.03 733.73 11.25 58.70 3.75 66.27 5.74 0.14 1714.89 1.08 1.00 1.00 1.00 0.6 VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 72 of 87 LTcor 71nAnad iiromn Point T node for cruse Section. 3 Side I Units Type Description Magi I Loci I Offset I H or V I Su pp. Dir. Coef. Loc. 2 3 1 p p I D D irt- >Resolved From Plane irt- >Resolved From Plane - 620.10 - 620.10 25/0/01 25/0/01 N N N NN N N DOWN DOWN 1.000 1.000 OF OF m Deflection Load Combination, - Framino No. _ Ori m __ Factor Def H Def V Application Description 1 System 1.000 0 180 LOS S 2 System 1.000 0 180 1.0 US1* S1* 3 System 1.000 0 180 1.0 *US1 *USl 4 System 1.000 0 180 0.700 Wl> Wl> 5 System 1.000 0 180 0.700 <W 1 <W1 6 System 1.000 0 180 0.700 W2> W2> 7 System 1.000 0 180 0.700 <W2 <W2 8 System Derived 1.000 0 180 0.700 WPAI WPAI 9 System Derived 1.000 0 180 0.700 WPD1 WPDI 10 System Derived 1.000 0 180 0.700 WPA2 WPA2 11 System Derived 1.000 0 180 0.700 WPD2 VYTD2 12 System Derived 1.000 0 180 0.700 WPB 1 WPBI 13 System Derived 1.000 0 180 0.700 WPCl WPCI 14 System Derived 1.000 0 180 0.700 WPB2 WPB2 15 System Derived 1.000 0 180 0.700 WPC2 WPC2 16 System 1.000 60 0 0.700 W 1> Wl> 17 System 1.000 60 0 0.700 <Wl <WI 18 System 1.000 60 0 0.700 W2> 2 > 19 System 1.000 60 0 0.700 <W2 <W2 20 System Derived 1.000 60 0 0.700 WPAI WPAI 21 System Derived 1.000 60 0 0.700 WPDI WPD1 22 System Derived 1.000 60 0 0.700 WPA2 WPA2 23 System Derived 1.000 60 0 0.700 WPD2 WPD2 24 System Derived 1.000 60 0 0.700 WPB 1 WPBI 25 System Derived 1.000 60 0 0.700 WPCI WPCI 26 System Derived 1.000 60 0 0.700 WPB2 WPB2 27 System Derived 1.000 60 0 0.700 WPC2 WPC2 28 System 1.000 60 0 0.600 E> + 0.600 EG- E> + EG- 29 System 1.000 60 0 0.600 <E + 0.600 EG- <E + EG- 30 System Derived 1.000 60 0 0.600 EB> EB> 31 1 System Derived 1 1.000 1 60 0 10.600 <EB [<EB Maximum Frame Deflection Summary for Cross Section: 3 Description Deflection (in.) Ratio Member Joint Load Case Load Case Description Max. Horizontal Deflection IN4 ax. Vertical Deflection for Span t _ 1.207 -2.210 ( H/206) (L/252 6 3 2 2 17 1 <W1 S * Negative horizontal deflection is left * Negative vertical deflection is down 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. VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 73 of 87 Wall: 4, Frame at: 60/0/0 Frame Cross Section: 4 I s, Dimension Key 1 8 1/2" 2 2 @ 5' -0" 3 F- 813/16" 4 2 @ 3' -7 15/16" 5 3 1/2" 6 32'-4" Frame Clearances Horiz. Clearance between members 1(CX003) and 6(CX003): 44' -5" Vert. Clearance at member 1(CX003): 22' -0 15/16" Vert. Clearance at member 6(CX003): 22' -0 15/16" Finished Floor Elevation= 100'-6" (Unless Noted Otherwise) VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe FRAME CROSS SECTION AT FRAME LINE(S) 4 Date: 2/15/2008 &- 08 -2284 Calculations Package Time: 1:16:29 PM Page: 74 of 87 Location I Avg. Bay Space I Description Angle Group Trib. Override Design Status 60/0/0 1 19/3/0 Aigid Frame 90.0000 1 _ Stress Check Desi n Load Combinations - Framing No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S + CG + S 2 System 1.000 1.0 D +I.0 CG +I.0 US1* D +CG +USI 3 System 1.000 1.0 D + 1.0 CG + 1.0 *USl D+CG+ 4 System 1.000 1.0 D + 1.0 CG + 1.0 W 1> D + CG + W 1> 5 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 D + CG + <W 1 6 System 1.000 1.0 D + 1.0 CG + 1.0 W2> + CG + W2> 7 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 8 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> D + CU + W 1> 9 System 1.000 0.600 D + 0.600 CU + 1.0 <W 1 D + CU + <W I 10 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 11 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 + CU + <W2 12 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W l> 13 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W 1 14 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> D + CG + S + W2> 15 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 + CG + S + <W2 16 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + CG + E> + EG+ 17 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + CG + <E + EG+ 18 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- D + CU + E> + EG- 19 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU + <E + EG- 20 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 F> + 0.525 EG+ D + CG + S + E> + EG+ 21 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ D + CG + S + <E + EG+ 22 Special 1.000 1.0 D + 1.0 CG + 1.750 E> + 0.700 EG+ D + CG + E> + EG+ 23 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ D + CG + <E + EG+ 24 Special 1.000 0.600 D + 0.600 CU + 1.750 E> + 0.700 EG- D + CU + E> + EG- 25 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- + CU + <E + EG- 26 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 E> + 0.525 EG+ + CG + S + E> + EG+ 27 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 <E + 0.525 EG+ + CG + S + <E + EG+ 28 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 E> + 0.700 EG+ D + CG + E> + EG+ 29 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ + CG + <E + EG+ 30 AISC - Special 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- + CU + E> + EG- 31 AISC - Special 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- + CU + <E + EG- 32 AISC - Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.837 E> + 0.525 EG+ D + CG + S + E> + EG+ 33 AISC - Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.837 <E + 0.525 EG+ D + CG + S + <E + EG+ 34 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI + CG + WPAI 35 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI D + CU + WPAI 36 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAl + CG + S + WPAI 37 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPDl +CG+ WPDI 38 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI D + CU + WPDI 39 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI + CG + S + WPDI 40 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 D + CG + WPA2 41 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 42 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 + CG + S + WPA2 43 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 D + CG + WPD2 44 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 + CG + S + WPD2 46 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB 1 + CG + WPB 1 47 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB ] + CU + WPBI 48 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 + CG + S + WPB 1 49 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPCI + CG + WPCI 50 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPCI + CU + WPCI 51 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC 1 + CG + S + WPC 1 52 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 53 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB2 D + CU + WPB2 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 + CG + S + WPB2 55 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPC2 D + CG + WPC2 56 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 + CG + S + WPC2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 EB> + CG + E> + EG+ + EB> 59 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> + CG + E> + EG+ + EB> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 EB> D + CG + <E + EG+ + EB> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> + CG + <E + EG+ + EB> VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 I&- 08 -2284 Calculations Package Time: 1:16:29 PM Page: 75 of 87 62 System Derived 1.000 63 System Derived 1.000 64 System Derived 1.000 65 System Derived 1.000 66 System Derived 1.000 67 System Derived 1.000 68 System Derived 1.000 69 System Derived 1.000 70 Special 1.000 71 Special 1.000 72 Special 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 System Derived 1.000 85 Special 1.000 86 Special 1.000 87 Special 1.000 Frame Member Sizes D.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 EB> + CU + E> + EG- + EB> D.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> + CU + E> + EG- + EB> D.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 EB> + CU + <E + EG- + EB> D.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D + CU + <E + EG- + EB> 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.525 EB> CG+S +E>+EG++EB> 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 EB> CG+S +E>+EG++EB> 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 EB> CG+S + <E +EG++EB> 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 EB> CG+S+<E +EG++EB> 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ + CG + EB> + EG+ 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- + CU + EB> + EG- I.0D +I.0CG +0.1505 +1.313EB > +0.525EG+ +CG +S +EB > +EG+ 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 <E13 + CG + E> + EG+ + <EB 1.0D +I.0CG +0.910E > +0.700 EG+ +0.273 <EB D + CG + E> + EG+ + <EB 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 <EB + CG + <E + EG+ + <EB 1.0D +I.0CG +0.910 <E +0.700 EG+ +0.273<EB +CG + <E +EG+ +<EB 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 <EB D + CU + E> + EG- + <EB 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB + CU + E> + EG- + <EB 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 <EB D + CU + <E + EG- + <EB 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB + CU + <E + EG- + <EB 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.525 <EB CG+S +E>+EG++<EB 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 <EB CG+S +E>+EG++<EB 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 <EB CG+S+<E +EG++<EB 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 <EB D+CG+S+<E +EG++<EB 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ + CG + <EB + EG+ 0.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- + CU + <EB + EG- 1.0D +I.0CG +0.1505 +1.313 <EB +0.525EG+ +CG +S + <EB +EG+ Mem. No. Flg Width (in.) Fig Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight () Fig Fy (ksi ) Web Fy (ksi) Splice Jt.l Codes I Jt.2 Shape 1 6.00 0.3125 0.1345 12.00 25.00 21.49 458.7 55.00 55.00 BP KN 3P 2 6.00 0.3125 0.1345 24.00 14.00 8.94 224.2 55.00 55.00 KN SS 3P 3 6.00 0.2500 0.1345 14.00 14.00 16.66 283.2 55.00 55.00 SS SP 3P 4 6.00 0.2500 0.1345 14.00 14.00 16.66 283.2 55.00 55.00 SP SS 3P 5 6.00 0.3125 0.1345 14.00 24.00 8.94 224.2 55.00 55.00 SS KN 3P 6 6.00 1 0.3125 1 0.1345 12.00 1 25.00 1 21.49 1 458.7 55.00 1 55.00 1 BP KN 3P Total Frame Weight= 1932.2 (p) (Includes all plates) Frame Pricing Weight = 2099.6 (p) (Includes all pieces) Boundary Condition Summary Member X -Loc Y -Loc Su pp. X Su p. Y Moment Displacement X(in.) Displacement Y(in.) Dis lacement Zz(rad.) 1 6 0/0/0 501010 2/0/0 2/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tvne at Frame Cross Section: 4 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 4 -D 8 x 13 0.375 4-0.750 102' -0" Exterior Column 50/0/0 4 -A 8 x 13 0.375 4 - 0.750 102' -0" Load Type Desc. Hx I Hz I Vy Hx I Hz Vy D Frm 0.6 2.7 -0.6 - 2.7 - - CG Frm 0.2 - 0.5 -0.2 - 0.5 - - - S Frm 6.1 - 19.0 -6.1 - 19.0 - - US1* Frm 5.0 - 10.5 -5.0 - 18.2 - - *US1 Frm 5.0 - 18.2 -5.0 - 10.5 - - Wl> Frm -4.2 - -11.3 -0.5 - -7.9 - - - <WI Frm 0.5 - -7.9 4.2 - -11.3 - - - W2> Frm -19 - -2.3 -0.8 - 1.1 - - - <W2 Frm 0.8 - 1.1 3.9 - -2.3 - - - CU Frm - - - - - - - E> Frm -1.0 - -1.1 -1.0 - 1.1 - - - EG+ Frm 0.1 - 0.3 -0.1 - 0.3 - - - <E Frm 1.0 - 1.1 1.0 - -1.1 - - - EG- Frm -0.1 - -0.3 0.1 - -0.3 - - - WPAI Brc -0.3 - -3.4 0.6 - -3.2 - - - VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 76 of 87 Grid WPDI Brc -0.7 - -10.6 1.1 - -9.6 - - - Load WPA2 Brc 0.5 1.2 -1.3 -0.3 1.4 -1.2 - - - Case WPD2 Brc 0.1 5.6 -8.5 0.2 5.3 -7.6 - - - 19.2 WPB I Brc -0.6 - -3.3 0.3 - -3.3 - - - 0.0 WPCI Brc -1.1 - -9.6 0.7 - -10.6 - - - - WPB2 Brc 0.3 1.4 -1.2 -0.5 1.2 -1.3 - - - 4 -A WPC2 Brc -0.2 5.3 -7.5 -0.1 5.6 -8.6 - - - 1 EB> Brc -0.1 - 5.3 0.1 - 5.3 - - - 6.5 <EB Brc 0.1 1 4.6 1 -5.3 1 -0.1 1 4.6 1 -5.3 1 - - - Maximum Combined Reactions Summary with Factored Loads - Framing Note- All reartinns hnsed nn Ind nrder etnirhiral analysis Hein. the ni-t An 1-k M fhnd X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom cew Load US1* 0.0 ( -Hx) Case (Hx) Case ( -Hz) Case (Hz) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case 19.2 19.2 (k) 4.7 (k 1.2 (k <W2 (k) 4.7 ) 1.2 CU 0.0 (in-k) 0.0 (in -k) E> 0/0/0 4 -D 3.9 8 6.8 1 - - 8.0 85 9.7 8 22.2 1 - - - - 50/0/0 4 -A 6.8 1 3.9 9 - - 8.0 85 9.7 9 22.2 1 - - - - Cum of Fnrres with Reartinne Cherb - Frnmin. Load Type Horizontal Load Reaction (k ) (k) Vertical Load Reaction (k) (k) D 0.0 0.0 5.6 5.4 CG 0.0 0.0 1.0 1.0 S 0.0 0.0 37.9 37.9 US1* 0.0 0.0 28.6 28.6 *US1 0.0 0.0 28.6 28.6 Wl> 4.7 4.7 19.2 19.2 <WI 4.7 4.7 19.2 19.2 W2> 4.7 4.7 1.2 1.2 <W2 4.7 4.7 1.2 1.2 CU 0.0 0.0 0.0 0.0 E> 2.0 2.0 0.0 0.0 EG+ 0.0 0.0 0.6 0.6 <E 2.0 2.0 0.0 0.0 EG- 0.0 0.0 0.6 0.6 WPAI 0.2 0.2 17.6 6.5 WPDI 0.4 0.4 21.6 20.1 WPA2 0.2 0.2 0.5 2.5 WPD2 0.4 0.4 3.5 16.1 WPB1 0.2 0.2 17.6 6.5 WPC1 0.4 0.4 21.6 20.1 WPB2 0.2 0.2 0.5 2.5 WPC2 0.4 0.4 3.5 16.1 EB> 0.0 0.0 0.0 10.6 <EB 0.0 0.0 0.0 10.6 Rase Plate Snmmary X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to Welding Description 2 No. in. in. (in.) Bolts in.) N/A Flange Web 0/0/0 4 -D 1 0.375 8 13 4 0.750 A36 OS- 0.1875 OS- 0.1875 50/0/0 4 -A 6 0.375 8 13 4 0.750 A36 OS- 0.1875 OS- 0.1875 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a (in. ) Thick. (in. ) Width (in. Side Welding Description 2 1 S3 1.53 23.375 N/A N/A N/A 0.3125 2.500 Both F- FP,W- OS- 0.1875 2 2 S4 Alternate Web Thick.= 0.2500 0.3750 2.500 Opposite Fillet W -0S- 0.1875 2 3 S1 5.42 18.160 135.02 2.00 36.25 0.1875 2.000 Opposite Fillet Std 5 1 S3 7.41 23.375 N/A N/A N/A 0.3125 2.500 Both F- FP,W- OS- 0.1875 5 2 S4 Alternate Web Thick= 0.2500 0.5000 2.500 Opposite Fillet W-OS -0.1875 5 3 S1 3.46 18.074 134.38 3.00 54.13 0.1875 2.000 Opposite Fillet Std 5 4 S1 5.82 21.275 158.18 2.00 42.44 0.1875 2.000 Opposite Fillet Std VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe V!PBU LDINGS vPRUDEN 08 -2284 Calculations Package Date: 2/15/2008 Time: 1:16:29 PM Page: 77 of 87 Bolted End -Plate Moment Connections (AISC DG -16) - Fv = 55 ksi Gusset In 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, 1 4 1 1 1 SP 1 0.375 1 7.00 1 18.63 10.750 1 F1852X/PT 4.50 Ill I Flush 1 0.00 1 41 1 Ext/Gusset 1 4.50 1 Gusset In 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, 6 12 I KN(Top) 1 0.500 I 7.00 1 28.88 1 0.750 I F1852X/PT I 4.50 131 I Extended I 4.50 13 I Flush I 2.0012.00 4.50 31 Extended 4.50 13 Flush 2.00/2.00 Require Strength - Out Available Strength - Out, End -Plate Dimensions I Bolt I Outside Flan a Inside Flange Mem. No. A. No. Type Thick. (in.) Width (in.) Length (in. ) Diam. (in.) Spec /Joint Gages In/Out (in.) Configuration Pitches Ist/2nd Configuration Pitches lst/2nd ID Desc. (in.) ID Desc. (in.) 1 2 3 2 1 2 KN(Top) KN(Top) SP 0.500 0.500 0.375 7.00 7.00 7.00 28.88 28.88 18.63 0.750 0.750 0.750 F1852X/PT F1852X/PT F1852X/PT 4.50 4.50 4.50 31 31 11 Extended Extended Flush 4.50 4.50 0.00 13 13 41 Flush Flush Ext/Gusset 2.00/2.00 2.00/2.00 4.50 Gusset In 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, 1 4 1 1 1 SP 1 0.375 1 7.00 1 18.63 10.750 1 F1852X/PT 4.50 Ill I Flush 1 0.00 1 41 1 Ext/Gusset 1 4.50 1 Gusset In 3.375 x 0.3750 x 5.88 FO- BS- 0.3125, 6 12 I KN(Top) 1 0.500 I 7.00 1 28.88 1 0.750 I F1852X/PT I 4.50 131 I Extended I 4.50 13 I Flush I 2.0012.00 4.50 31 Extended 4.50 13 Flush 2.00/2.00 Flange Brace Summary Member Require Strength - Out Available Strength - Out, Re uired Strength - In Available Strength - In Mem. A. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs Shear k) in -k Proc. (k ) (in-k) s (k ) (k (in-k) Proc. (k) (in -k 1 2 1 -22.3 6.3 1526.1 Thin plate 106.0 1309.2 8 9.8 3.4 833.8 Thin plate 159.0 953.7 2 1 1 -22.3 6.3 1526.1 Thin plate 106.0 1309.2 8 9.8 3.4 833.8 Thin plate 159.0 953.7 3 2 9 6.7 2.8 66.3 Thin plate 53.0 229.8 1 -6.5 2.0 520.7 Thin plate 106.0 587.7 4 1 9 6.7 2.8 66.3 Thin plate 53.0 229.8 1 -6.5 2.0 520.7 Thin plate 106.0 587.7 5 2 1 -22.4 6.4 1551. Thin plate 106.0 1309.2 9 9.8 3.4 833.8 Thin plate 159.0 953.7 6 2 1 -22.4 6.4 1551. Thin late 106.0 1309.2 9 9.8 3.4 833.8 Thin late 159.0 953.7 Flange Brace Summary Member From Member Joint 1 From Side Point I Part Design Note 1 11/2/4 13/2/4 FB2110 Sx in.3 1 16/2/4 18/2/4 (2)FB3010 Axial 2 3/5/5 22/4/12 (2)FB3004 Qa 3 6/8/0 10/2/13 FB2074 Shear 3 15/2/0 1/8/13 FB2074 Pc 4 1/6/0 1/8/13 FB2074 Shear 5 1/10/1 18/8/13 FB2090 0.64 5 5/6/0 22/4/12 (2)FB3004 k 6 11/2/4 13/2/4 FB2110 55.77 6 16/2/4 1 18/2/4 2 FB3010 1 Frame Desi n Member Summa - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 Mem. No. Controlling Cases Required Strength Available Strength Strength Ratios Ag in.2 Afn in.2 lxx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure 0.64 k k in -k in -k k k in -k in -k Flexure 55.77 1 20.08 25.00 1 1 -22.3 -6.3 - 1526.1 0.0 148.9 8.1 1771.2 175.9 0.94 0.78 2 0.76 24.00 1 13 -13.1 8.3 - 1445.2 0.0 143.2 8.4 1698.2 175.7 0.90 0.98 3 10.91 14.00 3 1 -6.0 10.5 698.7 0.0 108.1 14.7 730.7 116.2 0.98 0.71 4 5.56 14.00 2 1 -6.0 -10.6 693.0 0.0 108.1 14.7 730.7 116.2 0.98 0.72 5 1.84 16.48 1 12 -11.6 -8.3 -569.1 0.0 40.7 12.6 691.9 175.5 0.96 0.98 6 20.08 25.0 1 1 -22.4 6.4 -1551. 0.0 148.9 8.1 1771.2 175.9 0.95 1 0.80 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb I Rpg Rpc Qs Qa 1 20.08 241.00 46.7 46.7 7.03 7.03 733.73 11.25 58.70 3.75 66.27 5.74 0.14 1714.89 1.08 1.00 1.00 1.00 0.64 2 0.76 286.72 17.2 17.2 6.89 6.89 669.21 11.25 55.77 3.75 62.79 5.73 0.14 1578.75 1.00 1.00 1.00 1.00 0.66 3 10.91 286.72 102.0 51.0 4.82 4.82 169.39 9.00 24.20 3.00 26.75 4.56 0.07 425.52 1.04 1.00 1.07 1.00 0.79 4 5.56 286.72 204.0 51.0 4.82 4.82 169.39 9.00 24.20 3.00 26.75 4.56 0.07 425.52 1.04 1.00 1.07 1.00 0.79 5 1.84 286.72 204.0 2040 . 5.88 5.88 289.64 11.25 35.16 3.75 38.76 5.70 0.14 735.09 1.62 1.00 1.03 1.00 0.89 6 20.08 241.00 46.7 46.7 7.03 7.03 733.73 11.25 58.70 3.75 66.27 5.74 0.141 1714.89 1.08 1.00 1.00 1.00 0.64 VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 78 of 87 User Defined Frame Point Loads for Cross Section: 4 Side Units Type I Description MagI I Locl I Offset I H or V I Supp. I Du. i Coef. Loc. 2 3 p P D D irt- >Resolved From Plane irt- >Resolved From Plane - 612.15 - 612.15 25/0/01 25/0/01 N N N N N N I DOWN DOWN 1 1.000 1.000 1 OF OF Deflection Load Combinations - Framing No. Ori in Factor Def H Def V Application Description I System 1.000 0 180 LOS S 2 System 1.000 0 180 1.0 US 1 * S 1 * 3 System 1.000 0 180 1.0 *US1 *USI 4 System 1.000 0 180 0.700 Wl> Wl> 5 System 1.000 _ 0 180 0.700 <W1 W I 6 System 1.000 0 180 0.700 W2> W2> 7 System 1.000 0 180 0.700 <W2 <W2 8 System Derived 1.000 0 180 0.700 WPAI WPA1 9 System Derived 1.000 0 180 0.700 WPDI WPDI 10 System Derived 1.000 0 180 0.700 WPA2 A2 11 System Derived 1.000 0 180 0.700 WPD2 WPD2 12 System Derived 1.000 0 180 0.700 WPBI B1 13 System Derived 1.000 0 180 0.700 WPCI WPCI 14 System Derived 1.000 0 180 0.700 WPB2 WPB2 15 System Derived 1.000 0 180 0.700 WPC2 WPC2 16 System 1.000 60 0 0.700 Wl> Wl> 17 System 1.000 60 0 0.700 <W 1 <WI 18 System 1.000 60 0 0.700 W2> W2> 19 System 1.000 60 0 0.700 <W2 <W2 20 System Derived 1.000 60 0 0.700 WPAl WPA1 21 System Derived 1.000 60 0 0.700 WPDI WPDI 22 System Derived 1.000 60 0 0.700 WPA2 WPA2 23 System Derived 1.000 60 0 0.700 WPD2 WPD2 24 System Derived 1.000 60 0 0.700 WPB 1 IATB1 25 System Derived 1.000 60 0 0.700 WPCI wPC1 26 System Derived 1.000 60 0 0.700 WPB2 WPB2 27 System Derived 1.000 60 0 0.700 WPC2 IAW2 28 System 1.000 60 0 0.600 E> + 0.600 EG- E> + EG- 29 System 1.000 60 0 0.600 <E + 0.600 EG- <E + EG- 30 System Derived 1.000 60 0 0.600 EB> EB> 31 System Derived 1.000 1 60 0 1 0.600 <EB <EB Maximum Frame Deflection Summary for Cross Section: 4 Description Deflection (in. ) I Ratio IMemberl Joint I Load Case I Load Case Description ax. Horizontal Deflection M ax. Vertical Deflection for Span t -1.249 -2.182 (1 L/255 1 6 3 1 2 2 17 1 <Wl S • Negative horizontal deflection is left • Negative vertical deflection is down 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. VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 79 of 87 Wall: 4, Frame at: 79/6/0 Frame Cross Section: 5 J Dimension Key 1 8 1/2" 2 2 @ 5' -0" 3 F- 813/16" 4 2 @ 3' -7 15/16" 5 3 1/2" 6 32'-4" Frame Clearances Horiz. Clearance between members l(CX004) and 8(CX004): 47' -2" Vert. Clearance at member 1(CX004): 22'-113/4" Vert. Clearance at member 8(CX004): 22' -11 3/4" Vert. Clearance at member 9(EPX001): 27' -0 1/16" Vert. Clearance at member 10(EPX002): 27' -0 1/16" Finished Floor Elevation = 100' -0" (Unless Noted Otherwise) VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 08 -2284 Calculations Package Time: 1:16:29 PM Page: 80 of 87 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle Group Trib. Override Design Status 79/6/0 1 10/3/0 12' Post & Beam 90.0000 Stress Check Desien Load Combinations - Framinz VPC File: (COPY)1091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe 1 System 1.000 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ + CG + ASL^ 3 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL + CG + ^ASL 4 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 6 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 7 System 1.000 1.0D +I.0CG +1.0USI* +CG +USI* 8 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 9 System 1.000 1.0 D + 1.0 CG + 1.0 W l> D + CG + W 1> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <W1 D + CG + <W 1 11 System 1.000 1.0 D + 1.0 CG + 1.0 W2> D + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 13 System 1.000 0.600 D + 0.600 CU + 1.0 W l> D + CU + W 1> 14 System 1.000 0.600 D + 0.600 CU + 1.0 <W 1 D + CU + <W 1 15 System 1.000 0.600 D + 0.600 CU + 1.0 W2> D + CU + W2> 16 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 + CU + <W2 17 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W 1> D + CG + L + W l> 18 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W 1 D + CG + L + <W I 19 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> + CG + L + W2> 20 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 + CG + L + <W2 21 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W 1> D + CG + S + W l> 22 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W 1 D + CG + S + <W 1 23 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 W2> + CG + S + W2> 24 System 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 <W2 D + CG + S + <W2 25 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + CG + <E + EG+ 27 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + CU + E> + EG- 28 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + CU + <E + EG- 29 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ D + CG + S + E> + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ D + CG + S + <E + EG+ 31 Special 1.000 1.0 D + 1.0 CG + 1.750 E> + 0.700 EG+ + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ + CG + <E + EG+ 33 Special 1.000 0.600 D + 0.600 CU + 1.750 E> + 0.700 EG- + CU + E> + EG- 34 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- + CU + <E + EG- 35 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 E> + 0.525 EG+ + CG + S + E> + EG+ 36 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 <E + 0.525 EG+ D + CG + S + <E + EG+ 37 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 E> + 0.700 EG+ + CG + E> + EG+ 38 AISC - Special 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ + CG + <E + EG+ 39 AISC - Special 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- + CU + E> + EG- 40 AISC - Special 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- + CU + <E + EG- 41 AISC - Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.837 E> + 0.525 EG+ + CG + S + E> + EG+ 42 AISC - Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.837 <E + 0.525 EG+ + CG + S + <E + EG+ 43 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPAI + CG + WPAl 44 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPAI + CU + WPAI 45 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPAI + CG + L + WPAI 46 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPAI + CG + S + WPAI 47 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPDI D + CG + WPDI 48 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPDI + CU + WPDI 49 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPDI + CG + L + WPDI 50 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPDI + CG + S + WPDI 51 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPA2 + CG + WPA2 52 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPA2 D + CU + WPA2 53 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPA2 + CG + L + WPA2 54 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPA2 D + CG + S + WPA2 55 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPD2 + CG + WPD2 56 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPD2 D + CU + WPD2 57 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPD2 + CG + L + WPD2 58 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPD2 + CG + S + WPD2 59 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB 1 + CG + WPB I 60 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPB 1 + CU + WPB 1 61 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPB 1 + CG + L + WPB 1 VPC File: (COPY)1091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/19/2008 08 -2284 Calculations Package Time: 1:43:54 PM & Page: 81 of 87 62 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB 1 D + CG + S + WPB 1 63 System Derived 1.000 1.0 D+ 1.0 CG+ 1.0 WPCI D + CG+ WPCI 64 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPCI D + CU + WPCI 65 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPCI + CG + L + WPC 1 66 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPCI D + CG + S + WPCI 67 System Derived 1.000 1.0 D + 1.0 CG + 1.0 WPB2 D + CG + WPB2 68 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WP132 + CU + WPB2 69 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L -+ 0.750 WPB2 + CG + L + WPB2 70 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPB2 + CG + S + WPB2 71 System Derived 1.000 1.0 D + 1.0 CG + 1.0. WPC2 + CG + WPC2 72 System Derived 1.000 0.600 D + 0.600 CU + 1.0 WPC2 D + CU + WPC2 73 System Derived 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WPC2 D + CG + L + WPC2 74 System Derived 1.000 1.0 D + 1.0 CG + 0.750 S + 0.750 WPC2 + CG + S + WPC2 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 EB> + CG + E> + EG+ + EB> 76 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 EB> + CG + E> + EG+ + EB> 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 EB> + CG + <E + EG+ + EB> 78 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 EB> + CG + <E + EG+ + EB> 79 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 EB> + CU + E> + EG- + EB> 80 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> + CU + E> + EG- + EB> 81 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 EB> D + CU + <E + EG- + EB> 82 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 EB> D + CU + <E + EG- + EB> 83 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.525 EB> CG+S +E>+EG++EB> 84 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 EB> D+CG+S +E>+EG++EB> 85 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 EB> CG+S+<E +EG++EB> 86 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 EB> CG+S+<E +EG++EB> 87 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ + CG + EB> + EG+ 88 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- D + CU + EB> + EG- 89 Special 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 EB> + 0.525 EG+ D + CG + S + EB> + EG+ 90 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.700 EG+ + 0.700 <EB + CG + E> + EG+ + <EB 91 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + 0.273 <EB + CG + E> + EG+ + <EB 92 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG+ + 0.700 <EB + CG + <E + EG+ + <EB 93 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 94 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.700 <EB + CU + E> + EG- + <EB 95 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D + CU + E> + EG- + <EB 96 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG- + 0.700 <EB D + CU + <E + EG- + <EB 97 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB D + CU + <E + EG- + <EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 E> + 0.525 EG+ + 0.525 <EB G+S +E>+EG++<EB 99 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 E> + 0.525 EG+ + 0.205 <EB CG+S +E- EG++<EB 100 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.205 <E + 0.525 EG+ + 0.525 <EB CG+S+<E +EG++<EB 101 System Derived 1.000 1.0 D + 1.0 CG + 0.150 S + 0.682 <E + 0.525 EG+ + 0.205 <EB GFS+<E +EG++<EB 102 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ + CG + <EB + EG+ 103 Special 1.000 0.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- + CU + <EB + EG- 104 Special 1 1.000 1.0 D + 1.0 CG + 0.150 S + 1.313 <EB + 0.525 EG+ + CG + S + <EB + EG+ Frame Member Sizes Mem. No. Fig Width (in.) Fig Thk (in.) Web Thk (in.) Depthl (in.) Depth2 (in.) Length (ft) Weight () Fig Fy (ksi) Web Fy (ksi) Splice Jt.1 Codes Jt.2 Shape 1 6.00 0.1875 0.1345 8.50 8.50 21.49 251.4 55.00 55.00 BP CP 3P 2 6.00 0.1875 0.1345 8.50 8.50 8.41 103.9 55.00 55.00 SS SS 3P 3 6.00 0.1875 0.1345 8.50 8.50 5.32 60.5 55.00 55.00 SS SS 3P 4 6.00 0.1875 0.1345 8.50 8.50 11.88 143.0 55.00 55.00 SS SP 3P 5 6.00 0.1875 0.1345 8.50 8.50 11.88 143.0 55.00 55.00 SP SS 3P 6 6.00 0.1875 0.1345 8.50 8.50 5.32 60.5 55.00 55.00 SS SS 3P 7 6.00 0.1875 0.1345 8.50 8.50 8.41 103.9 55.00 55.00 SS SS 3P 8 6.00 0.1875 0.1345 8.50 8.50 21.49 251.4 55.00 55.00 BP CP 3P 9 6.00 0.1875 0.1345 11.00 11.00 25.01 330.8 55.00 55.00 BP CP 3P 10 1 6.00 1 0.1875 0.1345 1 11.00 1 11.00 1 25.01 1 330.8 55.00 55.00 BP CP 3P Total Frame Weight = 1779.1 (p) (Includes all plates) Frame Pricing Weight = 1892.6 (p) (Includes all pieces) Frame Member Releases Member I Joint 1 Joint 2 1 No Yes 8 No Yes 9 No Yes 10 No Yes VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 &- 08 -2284 Calculations Package Time: 1:16:29 PM Page: 82 of 87 Boundary Condition Summary Member X -Loc Y -Loc Su pp, X Su pp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 2/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 8 501010 2/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 9 13/6/0 2/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10 36/6/0 2/0/0 Yes Yes No 0 /0 /0 0 /0 /0 0.0000 Values shown are resisting forces of the foundation. Reactions - Unfactored Load Tvoe at Frame Cross Section: 5 Type X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 5 -D 8 x 10 0.375 2-0.750 102' -0" Interior Column 13/6/0 5 -C 8 x 12 0.375 4 - 0.750 102' -0" Interior Column 36/6/0 5 -B 8 x 12 0.375 4-0.750 102' -0" Exterior Column 50/0/0 5 -A 8x10 0.375 2 - 0.750 102' -0" Load Load Type Desc. Hx VY Hx Hz I Vy I Hx Hz I Vy Hx Vy 10.1 D Frm - 0.8 Case - 2.0 - - 2.0 Case 0.8 - CG Frm - 0.0 0.0 - 0.2 - - 0.2 (k ) 0.0 - L Frm - 0.9 - 4.2 - - 4.2 5 -D 0.9 - ASL^ Frm - -0.5 - - 2.8 - - 2.8 - -0.5 - ^ASL Frm - 1.4 - 1.9 1.3 - - 1.3 - 1.4 - S Frm - 1.7 - - 8.4 - - 8.4 - 1.7 - USl* Frm - 0.1 - - 4.2 - - 9.4 - 1.6 - *US1 Frm - 1.6 - 10 9.4 - - 4.2 - 0.1 - Wl> Frm -0.2 -1.4 1 5 -A 3.1 -4.8 - 3.1 -3.8 -1.1 -1.8 - <W1 Frm 1.1 -1.8 - -2.9 -3.8 - -2.9 4.8 0.2 -1.4 - W2> Frm -1.2 0.5 - -1.9 - - -0.9 -0.0 0.1 - <W2 Frm 0.0 0.1 -0.9 - - -1.9 1.2 0.5 - CU Frm - - - - - - - - - E> Frm -0.0 0.0 0.0 - - 0.0 - -0.0 - - EG+ Frm - 0.1 - 0.2 - - 0.2 - 0.0 - <E Frm 0.0 -0.0 - -0.0 - - -0.0 - 0.0 - - EG- Frm - -0.1 - - -0.2 - - -0.2 - -0.0 - WPA1 Brc 1.0 -2.0 1.7 - -4.9 - - -0.7 -1.0 -1.8 - WPDI Brc 1.0 -2.4 - - -1.7 -1.7 - -5.4 -1.0 -2.0 - WPA2 Brc 0.1 -0.3 1.7 - -1.8 - - 2.4 -0.1 -0.0 - WPD2 Brc 0.1 -0.7 - - 1.4 -1.7 - -2.3 -0.1 -0.2 - WPB1 Brc 1.0 -1.8 1.7 - -4.7 - - -0.9 -1.0 -2.0 - WPC1 Brc 1.0 -2.0 - - -1.4 -1.7 - -5.7 -1.0 -2.4 - WPB2 Brc 0.1 -0.0 1.7 - -1.6 - - 2.2 -0.1 -0.3 - WPC2 Brc 0.1 -0.2 - - 1.7 -1.7 - -2.6 -0.1 -0.7 - EB> Brc - - 1.1 - -1.2 - - 1.2 - - - <EB Brc - - - - 1.2 -1.1 - 1 -1.2 1 - - I - Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural anal sis using the Direct Analysis Method X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load 10.1 10.1 ( -Hx) Case (Hx) Case ( -Hz) Case (H.Z) Case ( -Vy) Case (Vy) Case ( -Mzz) Case (Mzz) Case 0.0 0.0 (k) 15.3 ) (k ) (k (k ) (k) (in -k) (in -k 0/0/0 5 -D 1.2 11 1.1 10 - - - - 1.9 48 2.6 6 - - - 13/6/0 5 -C - - 1.9 87 2.9 10 3.1 9 3.7 44 11.6 8 - - - - 25/0/0 32/4/0 2.2 31 2.2 32 - - - - - - - - - - - - 36/6/0 5 -B 1.9 102 - - 2.9 10 3.1 9 4.5 64 11.6 7 - - - - 501010 1 5 -A 1.1 9 1.2 12 - - - - 1.9 64 2.6 1 6 1 - - - Sum of Forces with Reactions Check - Load Type Load Reaction Load (k) Reaction D 0.0 0.0 5.7 5.6 CG 0.0 0.0 0.5 0.5 L 0.0 0.0 10.1 10.1 ASL^ 0.0 0.0 4.6 4.6 ^ASL 0.0 0.0 5.5 5.5 S 0.0 0.0 20.2 20.2 US1* 0.0 0.0 15.3 15.3 VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2 /15/2008 &- 08 -2284 Calculations Package Time: 1:16:29 PM Page: 83 of 87 *USI 0.0 0.0 15.3 15.3 Wl> 3.2 3.2 11.9 11.9 <WI 3.2 3.2 11.9 11.9 W2> 3.2 3.2 2.2 2.2 <W2 3.2 3.2 2.2 2.2 CU 0.0 0.0 0.0 0.0 E> 1.3 1.3 0.0 0.0 EG+ 0.0 0.0 0.5 0.5 <E 1.3 1.3 0.0 0.0 EG- 0.0 0.0 0.5 0.5 WPA1 0.1 0.1 9.4 9.4 WPDI 0.2 0.2 11.5 11.5 WPA2 0.1 0.1 0.3 0.3 WPD2 0.2 0.2 1.9 1.9 WPB1 0.1 0.1 9.4 9.4 WPCI 0.2 0.2 11.5 11.5 WPB2 0.1 0.1 0.3 0.3 WPC2 0.2 0.2 1.9 1.9 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 Base Plate Summary X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to Welding No. No. (in.) (in.) in. Bolts (im) (in.) Flange Web 0/0/0 5 -13 1 0.375 8 10 2 0.750 A36 OS- 0.1875 OS- 0.1875 13/6/0 5-C 9 0.375 8 12 4 0.750 A36 OS- 0.1875 OS- 0.1875 36/6/0 5 -B 10 0.375 8 12 4 0.750 A36 OS- 0.1875 OS- 0.1875 501010 5 -A 8 0.375 8 1 10 2 0.750 A36 OS- 0.1875 OS- 0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages ln/Out (ft) (in.) Confi ion Pitches lst/2nd (in.) (in. ) (in.) in.) Description 2 1 S2 0.86 8.125 60.41 N/A N/A 0.2500 2.500 Both F- OS- 0.1875,W -0S- 0.1875 3 1 S2 4.84 8.125 60.41 N/A N/A 0.1875 2.500 Both F-OS-0. 1875,W-OS-0. 1875 6 1 S2 0.48 8.125 60.41 N/A N/A 0.1875 2.500 Both F-OS-0. 1875,W-OS-0. 1875 7 1 S2 8.27 8.125 60.41 N/A N/A 0.2500 2.500 Both F-OS-0. 1875,W-OS-0. 1875 Bolted End -Plate Moment Connections (AISC DG -16) - Fv = 55 ksi Flanee Brace Summary Member Require Strength - Out Available Stren - Out End -Plate Dimensions Bolt I Outside Flan a Inside Flange Mem. A. Type Thick. Width Length Diam. Spec /Joint Gages ln/Out Confi uration Pitches lst/2nd Confi ion Pitches lst/2nd No. No. No. in.) (in. (in.) (in.) (in -k (in.) ID Desc. in.) ID Desc. (in.) 1 2 CP 0.375 6.00 9.96 0.500 / 3.00 11 Flush 2.50 11 Flush 2.50 4 2 SP 0.375 7.00 12.96 0.750 F1852X/PT 4.50 11 Flush 0.00 31 Extended 4.50 5 1 SP 0.375 7.00 12.96 0.750 F1852X/PT 4.50 11 Flush 0.00 31 Extended 4.50 8 2 CP 0.375 6.00 9.96 0.500 / 3.00 11 Flush 2.50 11 Flush 2.50 9 2 CP 0.375 7.00 12.00 0.500 / 3.00 11 Flush 3.00 11 Flush 3.00 10 1 2 1 CP 0.375 7.00 12.00 0.500 / 3.00 11 Flush 3.00 11 Flush 1 3.00 Flanee Brace Summary Member Require Strength - Out Available Stren - Out Re uired Strength - In Available Strength - In Mem. A. Ld Axial Shear Moment Design Shear Moment Ld Axial Shear Moment Design Shear Moment No. No. Cs ) (k) (in -k Proc. (k) (in -k Cs (k) (k (in -k) Proc. 6 (in -k) 1 2 0 0. 0.0 0. FB2044 0.0 105.3 0 0.0 0.0 0.0 0.0 105.3 4 2 16 0.3 0.4 24.5 Thin plate 53.0 120.8 8 0.4 1.1 170.8 Thin plate 106. 231.5 5 1 16 0.3 0.4 24.5 Thin plate 53.0 120.8 8 0.4 1.1 170.8 Thin plate 106. 231.5 8 2 0 0.0 0.0 0. 0.0 105.3 0 0.0 0.0 0.0 0.0 105.3 9 2 0 0.0 0. 0. 0.0 137.0 0 0.0 0.0 0.0 0.0 137. 10 2 0 0.0 0. 0. 0.0 137.0 0 0. 0.0 0.0 0.0 137.0 Flanee Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note 2 4/2/0 22/4/12 FB2044 3 2/11/6 14/5/13 FB2044 4 1/10/8 10/2/13 FB2044 4 10/4/8 1/8/13 FB2044 5 1/6/0 1/8/13 FB2044 5 10/0/0 10/2/13 FB2044 6 2/4/8 14/5/13 FB2044 7 4/11/10 22/4/12 FB2044 VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 &- 08 -2284 Calculations Package Time: 1:16:29 PM Page: 84 of 87 Tnn of pnsf Cn X -Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle Min FB /SFB Purlin Bolt Shear FB/WSF Shear Mom -x Reaction Force Qa Moment Shear Depth RI R2 Purlin Vr Bearing Mry Bearing 13/6/0 5 -C 4.85 2.95 Std 84.38 4.01 N 1.73 18.72 0.082 FB 3.44 4.71 3.43 k in -k in -k Flexure 10.56 1 11.19 N 1.38 18.72 0.082 FB 3.44 4.71 3.43 36/6/0 5 -B 4.87 2.98 Std 84.38 4.01 N 1.75 18.72 0.082 FB 3.44 4.71 3.43 21.2 281.3 68.4 0.20 0.10 3 4.96 N 1.40 18.72 0.082 FB 3.44 4.71 3.43 FirnmP "Ption MPmhrr Cummnr - Cnntrnllino i.nad Case and Maximum Cnmhined Stresses ner Member (Locations are from Joint 1 ) Mem. No. Controlling Cases Required Strength Available Strength Strength Ratios Ag in.2 Afi in.2 Ixx in.4 Axial Sx in.3 Axial Shear, Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr mix Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 1.0 k k in -k in -k k k in -k in -k Flexure 10.56 1 11.19 8.50 10 11 1.0 -2.1 -114.0 0.0 110.3 21.2 154.2 68.4 0.74 0.10 2 8.15 8.50 7 8 0.4 -2.2 -54.9 0.0 110.3 21.2 281.3 68.4 0.20 0.10 3 4.96 8.50 8 8 1.5 4.4 -239.8 0.0 110.3 21.2 281.3 68.4 0.86 0.21 4 0.00 8.50 8 8 -2.1 6.3 -239.8 0.0 87.9 21.2 281.3 68.4 0.86 0.30 5 12.12 8.50 7 7 -2.1 -6.3 -239.8 0.0 87.9 21.2 281.3 68.4 0.86 0.30 6 0.00 8.50 7 7 1.5 4.4 -239.8 0.0 110.3 21.2 281.3 68.4 0.86 0.21 7 0.00 8.50 8 7 0.4 2.2 -54.9 0.0 110.3 21.2 281.3 68.4 0.20 0.11 8 11.19 8.50 9 12 1.0 2.1 -114.0 0.0 110.3 21.2 154.2 68.4 0.74 0.10 9 13.69 11.00 13 9 3.6 4.7 -361.7 0.0 121.4 18.7 365.7 62.4 1.00 0.25 10 1 13.691 11.001 13 1 9 2.61 4.8 -362.1 0.0 121.4 18.7 365.7 62.4 1.00 0.25 Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afi in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 11.19 251.75 194.3 194.3 3.34 3.34 44.89 6.75 10.56 2.25 11.57 3.41 0.03 116.63 1.00 1.00 1.10 1.00 1.0 2 8.15 154.26 94.9 94.9 3.34 3.34 44.89 6.75 10.56 2.25 11.57 3.41 0.03 116.63 1.98 1.00 1.10 1.00 1.00 3 4.96 154.26 51.0 51.0 3.34 3.34 44.89 6.75 10.56 2.25 11.57 3.41 0.03 116.63 1.14 1.00 1.10 1.00 1.00 4 0.00 145.46 51.0 51.0 3.34 3.34 44.89 6.75 10.56 2.25 11.57 3.41 0.03 116.63 1.14 1.00 1.10 1.00 0.89 5 12.12 145.46 51.0 51.0 3.34 3.34 44.89 6.75 10.56 2.25 11.57 3.41 0.03 116.63 1.14 1.00 1.10 1.00 0.8 6 0.00 154.26 51.0 51.0 3.34 3.34 44.89 6.75 10.56 2.25 11.57 3.41 0.03 116.63 1.14 1.00 1.10 1.00 1.00 7 0.00 154.26 94.9 94.9 3.34 3.34 44.89 6.75 10.56 2.25 11.57 3.41 0.03 116.63 1.98 1.00 1.10 1.00 1.00 8 11.19 251.75 194.3 194.3 3.34 3.34 44.89 6.75 10.56 2.25 11.57 3.41 0.03 116.63 1.00 1.00 1.10 1.0 1.00 9 13.69 304.5 60.0 120.0 3.68 3.68 79.21 6.75 14.40 2.25 15.96 3.42 0.04 197.35 1.00 1.00 1.11 1.00 1.0 10 13.69 304.56 60.0 120.0 3.68 3.68 79.21 6.75 14.40 2.25 15.96 3.42 0.04 197.35 1.00 1.00 1.11 1.00 1.00 VPC File: (COPY )4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/19/2008 08 -2284 Calculations Package Time: 11:40:29 AM Page: 85 of 87 User Defined Frame Point Loads for Cross Section: 5 Side Units I Type Description Ma 1 Locl I Offset I H or V Su pp. Dir. Coef. Loc. 2 3 p p I D D irt- >Resolved From Plane irt- >Resolved From Plane 326.15 - 326.15. 25/0/ 25/0/0 N N N N N N DOWN DOWN 1.000 1.000 OF OF User Defined Frame Line Loads for Cross Section: 5 Side Units I Type Description Mag Application Description c2 Su Dir. Coef. Loc. 2 3 plf if D D irt- >Resolved From Plane irt- >Resolved From Plane 41.88 41.88 0 /0 /0 0/0/0 41.88 -41.88 25/0/0 25/0/0 N N DOWN DOWN 1.000 1.000 OF OF Deflection Load Comhinatinnc - Framing No. Ori in Factor DefH Def V Application Description 1 System 1.000 0 180 1.0 L 2 System 1.000 0 180 LOS S 3 System 1.000 0 180 1.0US1* S1* 4 System 1.000 0 180 1.0 *US1 *US1 5 System 1.000 0 180 0.700 W 1> W l> 6 System 1.000 0 180 0.700 <W 1 W l 7 System 1.000 0 180 0.700 W2> W2> 8 System 1.000 0 180 0.700 <W2 <W2 9 System Derived 1.000 0 180 0.700 WPAI WPAI 10 System Derived 1.000 0 180 0.700 WPD1 WPD1 11 System Derived 1.000 0 180 0.700 WPA2 WPA2 12 System Derived 1.000 0 180 0.700 WPD2 WPD2 13 System Derived 1.000 0 180 0.700 WPB WPBI 14 System Derived 1.000 0 180 0.700 WPCI wPC1 15 System Derived 1.000 0 180 0.700 WPB2 WPB2 16 System Derived 1.000 0 180 0.700 WPC2 WPC2 17 System 1.000 60 0 0.700 Wl> Wl> 18 System 1.000 60 0 0.700 <W 1 <W1 19 System 1.000 60 0 0.700 W2> W2> 20 System 1.000 60 0 0.700 <W2 <W2 21 System Derived 1.000 60 0 0.700 WPAI WPAI 22 System Derived 1.000 60 0 0.700 WPDI WPDI 23 System Derived 1.000 60 0 0.700 WPA2 A2 24 System Derived 1.000 60 0 0.700 WPD2 WPD2 25 System Derived 1.000 60 0 0.700 WPB1 WPB1 26 System Derived 1.000 60 0 0.700 WPCI WPCI 27 System Derived 1.000 60 0 0.700 WP132 WPB2 28 System Derived 1.000 60 0 0.700 WPC2 WPC2 29 System 1.000 60 0 0.600 E> + 0.600 EG- > + EG- 30 System 1.000 60 0 0.600 <E + 0.600 EG E + EG- 31 System Derived 1.000 60 0 0.600 EB> EB> 32 1 System Derived 1 1.000 1 60 1 0 1 0.600 <EB <EB VPC File: 4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Date: 2/15/2008 &— 08 -2284 Calculations Package Time: 1:16:29 PM Page: 86 of 87 Mow:.,.— Ti. -o.:.n nanarAnn Cnmm4ry C— r—. Q—tinn• C Description Deflection (in.) Ratio Member Joint Load Case Load Case Description Max. Horizontal Deflection -0.046 (1-1/5541 ) 8 2 20 <W2 Max. Vertical Deflection for Span 1 0.084 (L/1771 ) 3 1 3 US1* Max. Vertical Deflection for Span 2 -0.696 (L/396) 4 2 3 US1* M ax. Vertical Deflection for Span 3 0.084 (L/1771 7 1 4 *US1 * Negative horizontal deflection is left * Negative vertical deflection is down 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. VPC File: (COPY)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Len Wall: 1 Panel Rib 24 KXL Cool Regal White Right to Left Peak Out 41/0/0 Wall: 2 Panel Rib 24 KXL Cool Regal White Right to Left Peak Out 41/0/0 Wall: 3 Panel Rib 24 KXL Cool Regal White Right to Left Peak Out 41/0/0 Wall: 4 Panel Rib 24 KXL Cool Regal White Right to Left Peak Out 41/0/0 Roof A Panel Rib 24 KXL Cool Regal White Right to Left Not Applicable 35/0/0 oof B Panel Rib 24 KXL Cool Regal White Right to Left 1 Not Applicable 1 35/0/0 Fastener Data W all/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Dammin Wall: 1 Color Match Carbon Standard Option Standard Option Yes None No Yes Wall: 2 Color Match Carbon Standard Option Standard Option Yes None No Yes Wall: 3 Color Match Carbon Standard Option Standard Option Yes None No Yes Wall: 4 Color Match Carbon Standard Option Standard Option Yes None No Yes Roof A Stainless Steel Capped Standard Option Ice Damming Yes None No Yes g oof. B Stainless Steel Capped Standard Option Ice Damming Yes I None I No I Yes VPC File: (COPI)4091 Rexburg Sand Shed 10- 15- 07.VPC VPC Version: 6.Oe