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HomeMy WebLinkAboutALL DOCS - STRUCTURAL CALCS - 08-00232 - Taylor Chevrolet - Car Wash Additionof gexs vRc U O s SHE6 1 CITY OF REX Americas Family Community Building Permit ISSUED TO: PERMIT #: 0800232 NAME: Taylor Property Lmt Prt FOR THE CONSTRUCTION OF: Taylor Chevrolet Car Wash A JOB ADDRESS: 819 S Yellowstone Hwy GENERAL CONTRACTOR: Tri -Steel 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 Appr ed Issued Building Inspector INSPECTION CARD BUILDING Date Approved 1. Layout 2. Footing 3. Foundation 4. Framing 5. Insulation 6. Drywall 7. Final ELECTRICAL Date Approved 1. Rough -In 2. Final OTHER Date Approved 1. Fire Department Fin PLUMBING Date Approved 1. Sewer Service Conn 2. Water Service Conn( 3. Rough -In 4. Final 24 Hour Notice 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, the building beyond the point indicated N O T I C E 2) The permit will become null and void in the event of any deviation from the in each successive inspection without accepted, drawings. approval. No structural framework of 3) No foundation, structural, electrical, nor plumbing work shall be concealed any underground work shall be covered without approval. 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 9 1 * C I T Y OF Certificate of Occupancy TURG City of Rexburg v Department of Community Development ow - - -- 19 E Main St. /Rexburg, ID 83440 Aanerira' Family Community Phone (208) 359 3020 /Fax (208) 359 -3024 Building Permit No: Applicable Edition of Code: Site Address: 0800232 International Building Code 2006 819 S Yellowstone Hwy Use and Occupancy: Taylor Chevrolet Car Wash Addition Type of Construction: Type V, non -rated Design Occupant Load: Commercial Sprinkler System Required: No Name and Address of Owner: Taylor Property Lmt Prt PO Box 70 Rexburg, ID 83440 Contractor: Tri -Steel Construction Special Conditions: Because of the distance to the property line and the fact that they are on a timer, the non - compliant cterior wall pack lights will be allowed until February 2015. At that time all exterior lighting must comply with the City's lighting standards per Ordinance 926 and Mayor Shawn Larsen. Occupancy: Business — office, professional or service transactions This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. Date C.O. Issued: C.O. Issued by: Building Official There shall be no future change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed a d apprfwed said future changes. 9 p pPlumbingInsector. 're Inspector: CL Electrical Inspector: P8Z Administrator: a ExsURC CITY O m REXBURG AK qw Please Complete the Entire Application! If the question does not apply fill in NA for non applicable Americas Family Community F 9 COMMERCIAL & MULTI FAMILY BUILDING PERMIT APPLICATION 19 E MAIN, REXBURG, ID 83440 208 - 359 -3020 X326 a PARCEL NUMBER: t fto (), (We will provide this for you) SUBDIVISION: UNIT# BLOCK# LOT# is based on the Intormarion - must be accurate OWNER N"E: CONTACT PHONE # PROPERTY ADDRESS: /y S, lrs Y BAY PHONE #: Home ( ) Work Cell ( ) OWNER MAILING ADDRESS: 84 Yel4w , e CITY: STATE.O ZIP: -5 EMAIL F APPLICANT (If other than owner) Applicant if other 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 #: Horne ( ) Work ( ) Cell ( CONTRACTOR MAILING ADDRESS: T7, _S S S. /' tk t./. CITY /?k' _ STATF _ZIP &3yl0 PHONE: Cell# IFS - 3/`D - //YY Work# Ad Cr - S-5* 6- 6,PS6 EMAIL b ,lgexc,fe. cc:•. IDAHO REGISTRATION # & EXP How many buildings are located on this property? I v Did you recently purchase this property? No Yes (If yes, list previous Is this a lot split ?(N0-' YES (Please bring copy of new legal descripl PROPOSED USE: i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commerc le s name) ! o REX G Etc.) - CIRCLE ONE APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: under penalt ofperjur 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 offi al 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 licatior oea rffn' 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. 124 Si' e of O /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 kntLM L 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** 2 Building Safety Department UP AkxB City of Rexburg 19 E. Main ionellh @rexburg.org Phone: 208.359.3020 ext 326 Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 CITY OF R America's Family Community Affidavit of Legal Interest State of Idaho County of Madison I, Name City Address State Being first duly sworn upon oath, depose and say: If Applicant is also Owner of Record, skip to B) A. That I am the record owner of the property described on the attached, and I grant my permission to: Name Address to submit the accompanying application pertaining to that property. B. I agree to indemnify, defend and hold Rexburg City and its employees harmless from any claim or liability resulting from any dispute as to the statements contained herin or as to the ownership of the property which is the subject of the application. 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: 3 0 0 City of Rexburg NAME (ery /c PROPERTY ADD SS 05: SUBDIVISION Dwelling Units: SETBACKS FRONT Parcel Acres: 0800232 Taylor Chevrolet Car Wash Addition SIDE SIDE 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 2,4 SI Carport /Deck (30" above grade)Area Water Meter Quantity: _ ' ` ` Water Meter Size: 4 XJJ ? - Requiredffl PLUMBING Plumbing Contractor's Name: Business Name: Address KZ 3 /y S s City e 1X State Zip Contact Phone: Business Phone: Email Fax FIXTURE COUNT (including roughed fixtures Clothes Washing Machine Dishwasher Floor Drain Garbage Disposal Hot Tub /Spa Sinks Lavatories, kitchens, bar, mop) Plumbing Estimate $ (Commercial Only) A - ZZ/ !& 1 Required! Signature o censed Contractor License number Sprinklers Tub /Showers Water Water v U U J LOMAY212008 CITY OF REXBRC Date qr,The NAME I _ eyrAw PROPERTY ADDRESS 9/ f S; c /%mss SUBDIVISION schedule is the same as Idaho Please Complete the Entire Application! If the question does not apply fill in NA for non applicable Permit# 0 00R ,_ Requiredffl MECHANICAL Mechanical Contractor's Name: il I U 05013. Business Name: Y fiAJ"A,,l Address 1 A/ City State 3 2. Business P IV Contact Phone: ()- $ Busihone: kpv) 7, b EmailNvl in. _SG'r,» '1 P,I'fd • /',0^ Fax 2 A - 2"15` 7v1 W, JA- F10- Mechanical Estimate $j-1 (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: pJLt =MAY ll 7 CITY OF RE BURG Heat (Circle all that apply) Gas Oil Coal Fireplace Electric Hydronic Mechanical Sizing Calculations must be submitted with Plans & Application Point of Delivery must be shown on Plans. Required! Signature of Licensed Contractor The City of 1 License number schedule is the same as Q- os - 6)9 Date the State of Idaho 5 Builghg Safety DepartmenW F£XURKu i CITY OF City of Rexburg U y n rvnT mG1\ 0.1117 V 1\ Cy .. ,.. 19 E Main jonellh @rexburg.org Phone: 208.359.3020 x326 Americas Family Community Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 OWNER'S NAME PROPERTY ADDRESS SUBDIVISION PHASE LOT BLOCK Permit# Required!!! ECTRICAL Electrical Contractor's Name Business Name Address V) 76 4,, _ City 4 State Zip Cell Phone ei 313 && 3 Business Phone p6p Fax (" b 5 Zy — Cyy Email &L dCA OY1 SI 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* Temporary Construction Service, 200 amp or less, one location (for a period not to exceed 1 year) Existing Residential (# of Branch Circuits) 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 D LE Other Installations: Wiring not specifically covered by any above Cost of Wiring & Labor: $ MAY 7 2 2008 Pumps (Domestic Water, Irrigation, Sewage) Requested Inspections (of existing wiring) Temporary Amusement/ Industry t 1- --- Include7:i of 3 insp bons. tional inspections charged at requested inspection rate of $40 ` per hour. le a of Licensed Contractor License number Date The schedule is the same as required by the State Signature of Licensed Contxac I gn License number Date The City of Bexburg's permitfee schedule is the same as trquired by the State of Td.,hn Building Safety Department eXep% CITY OF City of Rexburg n rvnT mG Ow MXB v 1G 19 E. Main ianellh@rexburg.org Phone: 208.359.3020 America's Family Community Rexburg, ID 83440 www.rexburg.org Fax: 208.359.3024 APPLICATION: "CONSTRUCTION PERMIT" 1 CONSTRUCTION PERMIT #: PERMIT APPROVED: YES/ NO $50.00 FEE PAID: YES /NO APPROVED BY: Business Name Office Address: Office Phone Number: ( Z08' ) S6- 66: Contractor Performing the W rk: `%r, z Ar41 Contact Person: a,-A_ Cell Phone # ( LOCATION OF WORK TO BE DONE: Street Address Where Work Will Be Done: fS /f _i5 1Ve 11s6. e h14 Business Name Where Work Will Be Done: Dates ForFor Work To Be Done: 14o,. -I "9" To Contact Person: v- d :qa4i Phone Number: (22L) YS76 -66a:2 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 7 testy State z_tp SUBCONTRACTOR LIST Excavation & Earthwork: Concrete: lLrncz Masonry: Insulation: Painting: Floor ell Ile Special Construction Manufacturer or Supplier) Roof Trusses: Floor /Ceiling Joists: Siding /Exterior 8 16 MISTER CONSTRUCTION tristeel @excite.com www.tristeelconstruction.com E 1305 South 12th West Rexburg, ID 83440 208) 356 -6486 FAX (208) 356 -7356 STEEL BUILDING DESIGN AND CONSTRUCTION City of Rexburg RE: Taylor Chevrolet Building Addition. To Whom It May Concern: The attached information is on an addition for Taylor Chevrolet. They would like to expand the wash and detail area. This is a small addition in the rear of the main building. The building is designed to be constructed with an engineered metal building and match the existing building style and concept. The Pluming, Mechanical, and Electrical Contractor are doing their paperwork for the city and they are also doing their own comckeck and will bring that within a day or two. Please review the information provided and contact us as soon as possible with any questions. Thank you, Dustin Palmer Tri -Steel Construction CF Pl OF .' BUI G 00800232 Taylor Chevrolet Car Wash Addition Rexburg , iD 83440 one Name: Zone 1 Droduct: 112" RadlaintPEX Supply f=luid Temp: lone List Rt t 5/ ^!2408 Radiant Works Pro Delia T.20 Project information Contact information Designed $y: Ryan Olson Project Assumptions OutdoorTemi>: -15 ° i = Project Number:Company Name: ;printer Heating and HydronElevation: 4,941 ft Project Quote! Project Name, Talor chev wash bays Phone Number. 746 -7225 Wind Spend. 10 mph lob Type Commercial Designed r=ot' Tri Steel Glycol %: 0% p` Circuits: Rexburg , iD 83440 one Name: Zone 1 Droduct: 112" RadlaintPEX Supply f=luid Temp:97 -0 OF Required beat: 63,077 Delia T.20 OF Pagel load: 68,W Flow:6.88 GPM Manifold Dlstawe: -- ft Head:4.2 It Glycol %: 0% p` Circuits:10 Circuit Length:250 tt hlavnp New Wash bsys No ri, -,or Covering - Heated Area JUnheatod fp= ft 2,324 - -- Project Summary Total f=low: x .89 GPM Total Head: 4.20 ft Total Project Panel Load: 68,86o.00 BTUM please verify all project information for accuracy. Construotion: Slab STUth Siam Thickness'. BTUIh Thickness Above Tubs: Stab CondLlrtivitY: Tuhe npacingBandedAreaSpacing an ft in 12 2.00 0.81 x Surface Required Temp. Intensity Required HEat F STU/h•ft 6TH as 27.2: 613,017 Signature: Date: — in in 87U/(h-ft °F) iant Capacity pTU /h Copyri t(0) Watts Tiadiant 2007 r A • Taylor's Chevrolet Wash Bays 32x8O Rexburg ID 83440 for TETON STRUCTURAL ENGINEERS, P.C. Michael D. Gregory 136 S ®o State Shelley ID 83274-1245 208) 357-2419 Fax 208) 357-2420 Voica tetoneng @ida.net TETON STRUCTURAL ENGINEERS A PROFESSIONAL CORPORATION Project ''( V/ WAs N Title Code = , Sc— Jurisdiction Date APR 1 u 2808 Project # -CS-0 9 By e-, Ck'd Mr) Sheet l of - MA.1yo :Eg,&-m &:-, - v azy 'et?, a D L; 4' x4' 1 -1 1G-rL 'fin r, At t_ 3 6AU- 1 A L t. S -7a 2 4-- It- 6 _r 2 . 4- le- 3. fe- MY ak I 7 = l o, a l 21 In-) y k a-i 136 South State Street - Shelley - Idaho - 83274 208) 357 -2420 - www.tetonengineers.com - Fax (208) 357 -2419 vaic. -ti I WGVVV J 1 CCL OUILU11NU LUHU UUMD11NIM I IUN0 FRAME LINE 2 3 4 Taylor's Chev Wash Bays Project #208098 INPUT DATA COLUMN 1X 1Y 2X 2Y DEAD 0.29 1.59 0.29 1.75 COLLATERAL 0.25 1.08 0.25 1.06 LIVE 1.52 6.99 1.52 8.89 SNOW 2.46 11.88 2.46 19.16 SNOW OVERRIDE 0.00 0.00 0.00 0.00 WIND R1 1.30 3.54 2.77 7.74 WIND LI 2.35 4.30 2.35 3.51 WIND R2 0.63 1.60 3.45 5.79 WIND L2 2.85 2.38 1.85 1.54 Ln WIND 1B 1.13 6.98 3.11 2.44 Ln WIND 1F 2.05 2.66 1.76 6.75 Ln WIND 26 0.00 0.00 0.00 0.00 Ln WIND 2F 0.00 0.00 0.00 0.00 Ln WIND 3B 0.00 0.00 0.00 0.00 Ln WIND 3F 0.00 0.00 0.00 0.00 Ln WIND 413 0.00 0.00 0.00 0.00 Ln WIND 4F 0.00 0.00 0.00 0.00 EQ R 0.83 1.18 1.31 1.18 EQ L 0.85 1.18 1.29 1.18 Ln EQ 3.34 4.56 4.90 4.56 UNB SL 1 0.00 0.00 0.00 0.00 UNB SL 2 0.00 0.00 0.00 0.00 OUTPUT DATA DL + CL 0.54 2.67 0.54 2-81 DL + CL + SL 3.00 14-z6'3.00 21 97 DL + CL + SL OR 0.54 2.67 0.54 2.81 DL + CL + UNB SL 1 0.54 2.67 0.54 2.81 DL + CL + UNB SL 2 0.54 2.67 0.54 2.81 DL + CL + W R1 1.84 0.87 2.23 4.93 DL + CL + W L1 1.81 1.63 2.89 0.70 DL + CL + W R2 1.17 1.07 2.91 2.98 DL + CL + W L2 2.31 0.29 1.27 DL + CL + Ln W1 B 0.59 4.31 t' -3.6i 0.37 DL + CL + Ln W1 F 2.59 0.01 2 3.94 DL + CL + Ln W213 0.54 2.67 0.54 2.81 DL + CL + Ln W2F 0.54 2.67 0.54 2.81 DL + CL + Ln W313 0.54 2.67 0.54 2.81 DL + CL + Ln W317 0.54 2.67 0.54 2.81 DL + CL + Ln W413 0.54 2.67 0.54 2.81 DL + CL + Ln W4F 0.54 2.67 0.54 2.81 DL + CL +.75 (W R1 + SL)3.36 8.93 0.3 11.38 DL + CL +.75 (W L1 + SL)0.62 8.36 4.15)14.55 DL + CL +.75 (W R2 + SL)2.86 10.38 d:20 12.84 DL + CL +.75 (W L2 + SL)0.25 9.80 3.77 16.03 DL + CL +.75 (Ln W1 B + SL)1.54 6.35 4.79 15.35 DL + CL +.75 (Ln W1 F + SL)3.92 9.59 1.07 12.12 DL + CL +.75 (Ln W213 + SL)2.39 11.58 2.39 17.18 DL + CL +.75 (Ln W2F + SL)2.39 11.58 2.39 17.18 DL + CL +.75 (Ln W313 + SL)2.39 11.58 2.39 17.18 DL + CL +.75 (Ln W317 + SL)2.39 11.58 2.39 17.18 DL + CL +.75 (Ln W413 + SL)2.39 11.58 2.39 17.18 DL + CL +.75 (Ln W4F + SL)2.39 11.58 2.39 17.18 6DL + W R1 1.47 2.59 2.60 6.69 6DL + W L1 2.18 3.35 2.52 2.46 6DL + W R2 0.80 0.65 3.28 4.74 6DL + W L2 2.68 1.43 2.02 0.49 6DL + Ln W1 B 0.96 C 3.28 1.39 6DL + Ln W1 F 2.22 1.71 1.59 5.70 6DL + Ln W213 0.17 0.95 0.17 1.05 6DL + Ln W217 0.17 0.95 0.17 1.05 6DL + Ln W313 0.17 0.95 0.17 1.05 6DL + Ln WY 0.17 0.95 0.17 1.05 6DL + Ln W413 0.17 0.95 0.17 1.05 6DL + Ln W4F 0.17 0.95 0.17 1.05 DL + CL + .7EQ R 1.12 3.50 0.38 1.98 DL + CL + .7EQ L 0.05 1.84 1.44 3.64 DL + CL + .7Ln EQ 1.80 0.52 3.97 6.00 DL + CL +.75 (.7EQ R + SL)2.82 12.20 1.70 16.56 DL + CL + .75 (.7EQ L + SL)1.94 10.96 3.06 17.80 DL + CL +.75 (71-n EQ + SL)0.63 9.19 19.57 6 DL +7 EQ R 0.76 1.78 0.74 0.22 6 DL +.7 EQ L 0.42 0.13 1.08 1.88 6 DL +.7 Ln EQ 2.16 2.24 3.60 4.24 e, r cry 0800232 Taylor Chevrolet Car Wash Addition Bldg Plans 5/5/08 Nucor Building Sys P.O. Box 907 1050 North watery Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR TRI -STEEL CONSTRUCTION CO. INC 1305 S. 12TH WEST REXBURG, ID 83440 TAYLOR'S CHEVROLET WASH BAYS 819 S. YELLOWSTONE HWY REXBURG, ID 83440 U08MO1O1A BUILDING DATA width (ft) = 32.0 Length (ft) = 80.3 Eave Height (ft) = 19.2/ 16.5 Roof Slope (rise /12 ) = 1.00 Dead Load (psf ) = 3.0 Live Load (psf ) = 20.0 Collat. Load (psf ) = 3.0 Snow Load (psf ) = 35.0 wind Speed(mph ) = 90.0 wind Code = IBC 06 Closed /open = C Exposure = C Internal wind Coeff = -0.18, +0.18 importance - wind = 1.00 Importance - Seismic = 1.00 Seismic Desi Category= D seismic Coeff (Fa *'Ss) = 0.67 CONTENTS General Notes pages 1 - 1 DesCalc.out pages 1 - 10 SwDes -F.out pages 1 - 26 SwDes -B.Out pages 1 - 6 EWDes - pages 1 - 8 EwDes-R.out pages 1 - 8 RoofDes.out pages 1 - 50 RfDes -Lout pages 1 - 7 SStiONat FyC'QQOGrsrFq d p 12901 Lfll ,o MAY - 5 2008 I The Professional Engineer whose seal appears on these Structural Design Calculations is employed by Nucor Building systems and does not serve as or represent the Engineer of Record for this project and shall not be construed as such. General Notes wall Identification Page 1 Description of contents Design of this project was performed using MBS software by Metal Building software, Inc.Report files typically included in the calculation package are described below.In some cases the MBS program output may be supplemented by spreadsheets, hand calculations, or output from Nucor programs. Note that not all of the items listed below will be applicable for every job. Descalc.out summary of applied loads, combinations, coefficients, reactions, and seismic design. SwDes -F.out Front sidewall design, including panel, ?iris, and framed openings. (For sidewall bracing see RoofDes.out.) SwDes -B.out Back sidewall design, including panel, girts, and framed openings. (For sidewall bracing see RoofDes.out.) SwDes -.out Left endwall design, including post and beam columns, rafters, endwall or tie -back bracing, as well as panel, girts, and framed openings. SwDes -R.out Right endwall design, including post and beam columns, rafters, endwall or tie -back bracing, as well as panel, girts, and framed openings. Roofoes.out Roof design, including panel and purlins for main roof, extensions, and canopies. Roofoes.out also includes design of the longitudinal bracing system, consisting of roof bracing and, as applicable, sidewall bracing, portals which MBS calls wind bents), fixed -base or portal -type columns (which MBS calls wind columns), or diaphragm referred to as panel shear). RfDes -_.out Rigid frame design, numbered as needed. The frame lines for which a particular design applies are listed in the Design summary Report" as Line Id's. Frame lines typically start with 1 at the left endwall and increase to the right. CompDes.out Design of "component" items including canopy and extension beams. PartDes.out Design of partition sheeting, girts, and columns. 4/17/2008 DesCalc.out Page 1 Nucor Building Systems P.O. Box 907 1050 North Watery Brigham City, UT 84302 STRUCTURAL DESIGN CALCULATIONS FOR TRI -STEEL CONSTRUCTION CO. INC 1305 S. 12TH WEST REXBURG, ID 83440 TAYLOR'S CHEVROLET WASH BAYS 819 S. YELLOWSTONE HWY REXBURG, ID 83440 U08MO1O1A BUILDING DATA Width (ft) =32.0 Length (ft) =80.3 Eave Height (ft) =19.2/ 16.5 Roof Slope (rise /12 ) =1.00 Dead Load (psf ) =3.0 Live Load (psf ) =20.0 Collat. Load (psf ) =3.0 Snow Load (psf ) =35.0 Wind Speed(mph ) =90.0 Wind Code =IBC 06 Closed /Open =C Exposure =C Internal Wind Coeff =0.18, +0.18 Importance - Wind =1.00 Importance - Seismic =1.00 Seismic Design Category=D Seismic Coeff (Fa *Ss) =0.67 Designer = 4/ 9/08 4/17/2008 DesCalc.out Page 2 U08MO101A Design Loads For Building Components: 4/ 9/08 11:27am FRONT SIDEWALL: BASIC LOADS: Basic Wind_ Load_ Ratio Wind Deflect Factor 15.2 0.70 1.33 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Long 14.1 -15.4 16.3 -17.7 13.0 -14.4 14.1 -15.4 BACK SIDEWALL: BASIC LOADS: Basic Wind_ Load_ Ratio Wind Deflect Factor 15.2 0.70 1.33 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Long 14.1 15.4 16.3 17.7 13.0 14.4 14.1 15.4 LEFT ENDWALL: BASIC LOADS: Edge_Strip_Ratio ----- Zone Col/ Width Girt Panel Jamb 3.20 1.11 1.22 1.11 Girt /Header Panel Jamb Parapet Edge_Strip_Ratio ----- Zone Col/ Width Girt Panel Jamb 3.20 1.11 1.22 1.11 Girt /Header Panel Jamb Parapet Edge_Strip_Ratio ----- Dead Collat Live Snow Basic Wind_ Load_ Ratio Zone Col/ Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 3.0 3.0 20.0 35.0 15.2 0.70 1.33 3.20 1.12 1.22 1.12 BASIC LOADS AT EAVE: Seis --- Torsion - -- Load Wind Seismic 1.16 0.00 0.00 WIND PRESSURE /SUCTION: Wind Wind Press Suct 13.1 -14.5 Column 14.2 -15.6 Girt /Header 14.2 -15.6 Jamb 16.3 -17.7 Panel 22.9 -15.2 Parapet WIND COEFFICIENTS: Surf Rafter _ Wind _1 Rafter Bracing Wind Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.34 -0.66 0.00 0.00 4/17/2008 DesCalc.out Page 3 2 -0.64 -1.09 -0.28 -0.73 -0.64 -1.09 -0.87 0.00 3 0.00 0.00 0.00 0.00 -0.55 0.41 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load Rafter _Wind Brace _Wind Long Column Wind Aux Load No. Id Dead Coll Live Snow Left Right Left Right Wind Press Suct Seis Id Coef 22 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0.00 0.00 1.30 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0.00 1.30 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 1.30 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0 0.00 7 1.00 1.00 0.00 0.50 1.30 0.00 1.30 0.00 0.00 0.00 1.30 0.00 0 0.00 8 1.00 1.00 0.00 0.50 0.00 1.30 0.00 1.30 0.00 0.00 1.30 0.00 0 0.00 9 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.30 1.30 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0 0.00 11 1.00 1.00 0.00 1.00 0.65 0.00 0.65 0.00 0.00 0.00 0.65 0.00 0 0.00 12 1.00 1.00 0.00 1.00 0.00 0.65 0.00 0.65 0.00 0.00 0.65 0.00 0 0.00 13 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.65 0.65 0.00 0.00 0 0.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.65 0.00 0.65 0.00 0 0.00 15 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 16 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 17 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 18 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 19 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 20 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 21 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 22 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 RAFTER DESIGN LOADS: Load Rafter_Wind_l Rafter Long Aux Load No Id Dead Coll Live Snow Left Right Left Right Wind Seis Id Coef 15 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 8 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 9 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 10 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 11 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 12 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 13 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 14 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 15 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 RIGHT ENDWALL: BASIC LOADS: Dead Collat Live Snow Basic Wind_ Load_ Ratio Load Load Load Load Wind Deflect Factor 3.0 3.0 20.0 35.0 15.2 0.70 1.33 BASIC LOADS AT EAVE: Seis --- Torsion - -- Load Wind Seismic 1.16 0.00 0.00 WIND PRE Wind Press 13.1 14.2 14.2 SSURE /SUCTION: Wind Suct 14.5 Column 15.6 Girt /Header 15.6 Jamb Edge_Strip_Ratio ----- Zone Col/ Width Girt Panel Jamb 3.20 1.12 1.22 1.12 4/17/2008 DesCalc.out 16.3 -17.7 Panel 22.9 -15.2 Parapet WIND COEFFICIENTS: Surf Rafter _ Wind _1 Rafter Bracing _Wind Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.38 -0.53 0.00 0.00 2 -1.03 -0.62 -0.67 -0.26 -1.03 -0.62 -0.87 0.00 3 0.00 0.00 0.00 0.00 -0.66 0.31 0.00 0.00 COLUMN & BRACING DESIGN LOADS: Load Rafter _Wind Brace _Wind Long Column Wind Aux Load No. Id Dead Coll Live Snow Left Right Left Right Wind Press Suct Seis Id Coef 22 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0.00 0.00 1.30 0.00 0 0.00 4 1.00 0.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0.00 1.30 0.00 0 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 1.30 0.00 0.00 0 0.00 6 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0 0.00 7 1.00 1.00 0.00 0.50 1.30 0.00 1.30 0.00 0.00 0.00 1.30 0.00 0 0.00 8 1.00 1.00 0.00 0.50 0.00 1.30 0.00 1.30 0.00 0.00 1.30 0.00 0 0.00 9 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.30 1.30 0.00 0.00 0 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.30 0.00 1.30 0.00 0 0.00 11 1.00 1.00 0.00 1.00 0.65 0.00 0.65 0.00 0.00 0.00 0.65 0.00 0 0.00 12 1.00 1.00 0.00 1.00 0.00 0.65 0.00 0.65 0.00 0.00 0.65 0.00 0 0.00 13 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.65 0.65 0.00 0.00 0 0.00 14 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.65 0.00 0.65 0.00 0 0.00 15 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 16 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 17 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 18 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 19 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 20 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 21 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 22 0.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 RAFTER DESIGN LOADS: Load Rafter _Wind _1 Rafter _Wind _2 Long Aux Load No Id Dead Coll Live Snow Left Right Left Right Wind Seis Id Coef 15 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 8 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 9 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 10 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 11 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 12 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 13 1.29 1.29 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 14 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 15 0.81 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 ROOFDES: BASIC LOADS: Dead Collat Live Snow Basic Wind Load Ratio Surface Seis o Load Load Load Load Wind Deflect Factor Friction Factor Snow 3.0 3.0 20.0 35.0 15.2 0.70 1.33 0.00 1.158 0.20 WIND PRESSURE /SUCTION: Wind Wind Wind Press Suct Suct 10.0 -19.5 Purlins 0.0 -25.5 Gable Extensions Page 4 4/17/2008 10.0 -19.5 8.8 -1.7 -19.5 12.0 -3.8 22.9 -15.2 12.2 EDGE & CORNER ZONE WIND: Wind Surf No. Zone Id Id Zone Id Width 1 2 9 1 0.00 3 0.00 4 6.40 5 0.00 6 3.20 7 6.40 8 6.40 9 6.40 10 6.40 2 2 1 1 0.00 EDGE & CORNER ZONE WIND: L( Wind Surf No. Zone Id Id Zone Id Width 3 2 1 1 0.00 DesCalc.out Page 5 Panels Long Bracing, Building Long Bracing, Wall Edge Zone Long Bracing, Facia /Parapet Purlin - -- --- Panel - -- Length Press Suct Press Suct 0.00 1.00 1.00 1.00 1.00 6.40 1.00 1.31 1.00 1.39 0.00 1.00 1.31 1.00 1.39 6.40 1.00 1.31 1.00 1.39 0.00 1.00 1.08 1.00 1.15 12.80 1.00 1.39 1.00 2.17 12.80 1.00 1.39 1.00 2.17 6.40 1.00 1.08 1.00 1.54 6.40 1.00 1.08 1.00 1.54 0.00 1.00 1.00 1.00 1.00 NGITUDINAL Purlin Length Suct 0.00 1.00 PURLIN DESIGN LOADS: Surf No. Load Wind Wind Aux Load Id Loads Id Dead Collat Live Snow Press Suct Id Coef 2 12 1 1.00 1.00 1.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 0.00 1.30 0 0.00 4 1.00 1.00 0.00 0.50 1.30 0.00 0 0.00 5 1.00 1.00 0.00 1.00 0.65 0.00 0 0.00 6 1.00 1.00 0.00 0.50 0.00 0.00 3 1.00 7 1.00 1.00 0.00 0.50 0.00 0.00 4 1.00 8 1.00 1.00 0.00 0.50 0.00 0.00 5 1.00 9 1.00 1.00 0.00 0.50 0.00 0.00 1 1.00 10 1.00 1.00 0.00 0.50 0.00 0.00 2 1.00 11 1.00 1.00 0.00 1.00 0.00 0.00 1 -1.00 12 1.00 1.00 0.00 1.00 0.00 0.00 2 -1.00 BRACING DESIGN LOADS: No. Load Wind Wind Seis Aux Load Loads Id Dead Collat Live Snow Press Suct Load Id Coef 5 1 1.00 0.00 0.00 0.00 1.30 1.30 0.00 0 0.00 2 1.00 1.00 0.00 0.50 1.30 1.30 0.00 0 0.00 3 1.00 1.00 0.00 1.00 0.65 0.65 0.00 0 0.00 4 1.29 1.29 0.00 0.20 0.00 0.00 1.00 0 0.00 5 0.81 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coef 5 1 ---- - - - - -- 1 1 0.50 2 ---- - - - - -- 1 4 0.50 3 ---- - - - - -- 2 1 0.50 2 0.50 4 ---- - - - - -- 2 2 0.50 3 0.50 5 ---- - - - - -- 2 3 0.50 4 0.50 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx Conc Add Id Id Load Type Wl W2 Dxl Dx2 Dist 4 1 0 - - - - -- D -35.0 -35.0 0.0 18.0 2 0 - - - - -- D -35.0 -35.0 18.0 36.0 3 0 - - - - -- D -35.0 -35.0 36.0 54.0 4 0 - - - - -- D -35.0 -35.0 54.0 80.3 4/17/2008 DesCalc.out Page 6 RIGID FRAME #1: BASIC LOADS: Dead Live Snow Co 3.0 20.0 35.0 BASIC LOADS AT EAVE: Seismic -- Weak Axis L Load SpcEP Wind Seis 1.07 2.46 0.00 0.00 Basic Defl Temperature Llateral Wind Ratio Change 3.0 15.3 0.70 0 Weak _Axis R -- Torsion -- - EW_Brace -- Wind Seis Wind Seis Wind Seis 0.00 0.00 4.02 8.24 0.00 0.00 WIND COEFFICIENTS: Surf -- Wind _1 - -- -- Wind _2 - -- Long Surface Id Left Right Left Right 1 2 Friction 1 0.22 -0.55 0.58 -0.13 -0.63 -0.63 0.00 2 -0.55 -0.87 -0.19 -0.51 -0.87 -0.87 0.00 3 -0.47 0.26 -0.11 0.69 -0.63 -0.63 0.00 DESIGN LOADS: Load No. Id Dead Coll Live 32 1 1.00 1.00 1.00 2 1.00 1.00 1.00 3 1.00 1.00 0.00 4 1.00 1.00 0.00 5 1.00 0.00 0.00 6 1.00 0.00 0.00 7 1.00 0.00 0.00 8 1.00 0.00 0.00 9 1.00 1.00 0.00 10 1.00 1.00 0.00 11 1.00 1.00 0.00 12 1.00 1.00 0.00 13 1.00 1.00 0.00 14 1.00 1.00 0.00 15 1.00 1.00 0.00 16 1.00 1.00 0.00 17 1.00 0.00 0.00 18 1.00 0.00 0.00 19 1.00 0.00 0.00 20 1.00 0.00 0.00 21 1.00 1.00 0.00 22 1.00 1.00 0.00 23 1.00 1.00 0.00 24 1.00 1.00 0.00 25 1.00 1.00 0.00 26 1.00 1.00 0.00 27 1.00 1.00 0.00 28 1.00 1.00 0.00 29 1.29 1.29 0.00 30 1.29 1.29 0.00 31 0.81 0.00 0.00 32 0.81 0.00 0.00 Wind 1-- -Wind 2 -- Long Wind Snow Lt Rt Lt Rt Lt Rt 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.50 1.30 0.00 0.00 0.00 0.00 0.00 0.50 0.00 1.30 0.00 0.00 0.00 0.00 0.50 0.00 0.00 1.30 0.00 0.00 0.00 0.50 0.00 0.00 0.00 1.30 0.00 0.00 1.00 0.65 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.65 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.65 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 -1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 -1.30 0.50 0.00 0.00 0.00 0.00 1.30 0.00 0.50 0.00 0.00 0.00 0.00 -1.30 0.00 0.50 0.00 0.00 0.00 0.00 0.00 1.30 0.50 0.00 0.00 0.00 0.00 0.00 -1.30 1.00 0.00 0.00 0.00 0.00 0.65 0.00 1.00 0.00 0.00 0.00 0.00 -0.65 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.65 1.00 0.00 0.00 0.00 0.00 0.00 -0.65 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Seismic -- Aux Load Long Tran Temp Id Coef 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0 0.00 0.00 1.00 0.00 0 0.00 0.00 -1.00 0.00 0 0.00 0.00 1.00 0.00 0 0.00 0.00 -1.00 0.00 0 0.00 4/17/2008 DesCale.out Page 7 UO8MO101A Reactions,Anchor Bolts, &Base Plates:4/ 9/08 11:27am Foundation_Loads(k Horz Vert Horz Vert (lb /ft) F_SW C Frame Col Max Pos_Val 1.16 Max 4 ,3 3.60 3.40 7.29 Anc._Bolt U08MO1O1A Base Plate Additional Reactions Line Line Id Horz Vert Id Neg_Val Horz Vert No.Diam Width Len Thick 1 A 9 1.5 2.2 10 1.3 0.6 4 0.750 8.00 7.94 0.375 7 0.0 2.9 9 1.5 2.2 1 B 9 2.4 5.0 10 2.2 2.0 4 0.750 8.00 7.94 0.375 7 0.0 7.0 9 2.4 5.0 1 C 9 1.3 4.6 10 1.1 0.4 4 0.750 8.00 7.94 0.375 7 0.0 5.9 9 1.3 4.6 5 C 11 1.3 6.6 10 1.1 0.7 4 0.750 8.00 7.94 0.375 7 0.0 8.4 11 1.3 6.6 5 B 11 2.4 7.0 10 2.2 3.2 4 0.750 8.00 7.94 0.375 7 0.0 10.0 11 2.4 7.0 5 A 11 1.5 3.1 10 1.3 0.9 4 0.750 8.00 7.94 0.375 7 0.0 4.0 11 1.5 3.1 2 *A 1 4.5 9.6 2 3.4 1.5 4 0.750 8.00 12.50 0.375 3 4.4 15.1 4 1.2 11.9 2 *C 5 4.2 5.8 6 5.9 9.6 4 0.750 8.00 12.56 0.375 7 3.0 22.0 8 3.3 8.3 2 * Frame Lines :2 3 4 Load Load Id Combination 1 DL +CL +SL /2- 1.30LnWnd2 2 DL +1.30WL2 3 DL +CL +SL- 0.65LnWnd2 4 DL +1.30LnWndl 5 DL +1.30WR2 6 DL +CL +SL /2- 1.30LnWndl 7 DL +CL +SL 8 DL +1.30WR1 9 DL +1.30WR1 +1.30WR2 +1.30WS 10 DL +1.30WP +1.30LnWndl 11 DL +1.30WL1 +1.30WL2 +1.30WS BRACING /PANEL SHEAR REACTIONS: Reactions(k ) - -Panel Wall --Col Wind - - -- -- Seismic Shear Loc Line Line Horz Vert Horz Vert (lb /ft) L EW 1 B ,C 1.32 1.32 1.16 1.16 F_SW C Torsional Bracing Used! R EW 5 C ,B 1.82 1.82 1.16 1.16 B SW A 4 ,3 3.60 3.40 7.29 6.89 U08MO1O1A Additional Reactions Report: 4/ 9/08 11:27am 4/17/2008 DesCalexut Rigid Frame Column Reactions Frame Col Dead - --Collateral Live - --Snow - --Wind Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz L1 Vert 2 *A 0.3 1.6 0.2 1.1 1.5 7.0 2.5 11.9 2.3 4.3 2 *C 0.3 1.8 0.2 1.1 1.5 9.0 2.5 19.2 2.4 3.5 Frame Col Wind Rl --WindL2 --Wind LnWind_l- 0.0 LnWind_2- 0.0 Line Line Horz Vert Horz Vert Horz R2 Vert Horz Vert Horz Vert 2 *A 1.3 3.5 2.8 2.4 0.6 1.6 1.1 7.0 2.0 2.7 2 *C 2.8 7.7 1.9 1.5 3.4 5.8 3.1 2.4 1.8 6.8 Frame Col Seismic L-Seismic Ln_Seismic 0.3 1.8 3.2 0.0 Line Line Horz Vert Horz Vert Horz Vert 2 *A 0.8 1.2 0.8 1.2 3.3 4.6 2 *C 1.3 1.2 1.3 1.2 4.9 4.6 2 * Frame Lines :2 3 4 Endwall Column Reactions Endwall Column Reactions Frame Col Raf_Wind _L-Raf_Wind_R-LnWind Seismic Seismic R- Line Line Out Vert Frame Col Dead Coll Live Snow Brc_Wind L-Brc_Wind Of_Plane Wind_P WindLineLineVertVertVertVertHorzVertHorz R- Vert Horz S Horz 1 A 0.5 0.2 1.2 2.2 0.0 0.6 0.0 1.0 1.0 1.1 1 B 1.0 0.5 3.3 5.5 0.0 1.4 0.0 2.6 1.7 1.8 1 C 0.6 0.2 2.0 5.1 0.0 2.0 0.0 2.4 0.8 1.0 5 C 0.7 0.3 3.0 7.5 0.0 3.5 0.0 3.0 0.8 1.0 5 B 1.2 0.8 4.8 8.0 0.0 3.6 0.0 2.0 1.7 1.8 5 A 0.6 0.3 1.8 3.2 0.0 1.4 0.0 0.9 1.0 1.1 Endwall Column Reactions Frame Col Raf_Wind _L-Raf_Wind_R-LnWind Seismic Seismic R- Line Line Horz Vert Horz Vert Vert Horz L- Vert Horz Vert 1 A 0.0 0.6 0.0 1.0 0.8 0.0 0.0 0.0 0.0 1 B 0.0 1.4 0.0 2.6 2.3 0.0 0.1 0.0 0.1 1 C 0.0 2.0 0.0 2.4 0.8 0.0 0.1 0.0 0.0 5 C 0.0 3.5 0.0 3.0 1.1 0.0 0.0 0.0 0.1 5 B 0.0 3.6 0.0 2.0 3.4 0.0 0.1 0.0 0.1 5 A 0.0 1.4 0.0 0.9 1.2 0.0 0.0 0.0 0.0 U08MO1O1A Seismic Design Report:4/9/08 11:27am Page 8 4/17/2008 Building Data Code Length Width Left Eave Height Right Eave Height Seismic Formula Base Shear, V IBC 06 80.33 32.00 19.17 16.50 0.667 *Ie *Fa *Ss *W /R DesCalc.out Page 9 Shear Force, E = Rho *V Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega *V Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa *Ss =0.670 3.25,Rho=1.30 Zone /Design Category=D 39.70 k ) Ie =1.000 5.46 k ) Seismic Dead Load, W Force, E =7.10 k ) Snow Factor =0.200 Back Roof Snow =35.00 psf ) 1.30,Omega= 2.00 Roof Dead +Collat =6.00 psf ) Frame Dead =2.00 psf ) Roof Total =15.00 psf )Weight=38.56 k ) L_EW Dead =2.00 psf )Weight=0.57 k ) F_SW Dead =2.00 psf )Weight=1.33 k ) R_EW Dead =2.00 psf )Weight=0.57 k ) B_SW Dead =2.00 psf )Weight=1.54 k ) F SW Extend Dead =9.00 psf )Weight=2.89 k ) Force, Em =2.32 k ) Total =45.46 k ) Seismic Forces Roof Bracing R =3.25,Rho=1.30 W =39.70 k ) Force, V =5.46 k ) Force, E =7.10 k ) Sidewall Bracing Back R =3.25,Rho=1.30,Omega= 2.00 W =53.03 k ) Force, V =7.29 k ) Force, Em =14.58 k ) Force, E =9.48 k ) Endwall Bracing Left R =3.25,Rho=1.30,Omega= 2.00 W =8.44 k ) Force, V =1.16 k ) Force, Em =2.32 k ) Force, E =1.51 k ) Right R =3.25,Rho=1.30,Omega= 2.00 W =8.44 k ) 4/17/2008 DesCalc.out Page 10 Force, V = 1.16 (k ) Force, Em = 2.32 (k ) Force, E = 1.51 (k ) Rigid Frames R = 3.50, Rho= 1.30 Frame 1 W = 12.89 (k ) Force, V = 1.65 (k ) Force, E = 2.14 (k ) End Plates Frame R = 3.50, Omega= 3.00 4/17/2008 SwDe U08MO101A Sidewall Design Code 4/ 9/08 11:27am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS01 BUILDING CODE: Wind Code IBC Year 06 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) U08MO1O1A Girt Design Report 4/ 9/08 11:27am GIRT: LEVEL # 1 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 1 08Z060 2.63 3.5000 0 7.7 7.7 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) -- - - - - -- -- ------ - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.08 -0.08 0.00 -0.05 1.31 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.08 3.42 0.02 MS -0.05 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Page 1 Available Reduction Bay -- - - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 4/17/2008 SwDes -F.out page 2 1 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.10 0.10 0.00 0.06 1.31 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.10 3.42 0.03 MS 0.06 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U08MO101A Girt Design Report 4/ 9/08 11:27am GIRT: LEVEL # 1 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay Lap(ft) --Girt No.Girt Id Size Width Left Right Location Brace Weight 1 08Z060 2.63 1.25 3.5000 0 11.4 2 082060 2.63 1.25 3.5000 0 11.4 22.8 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) --Moment(f -k ) - Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.06 0.06 0.10 0.00 0.03 0.98 0.00 0.05 2 0.10 0.06 0.06 0.05 0.00 -0.03 1.64 0.00 4/17/2008 SwDes -F.out STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.06 3.42 0.02 MS -0.03 6.90 0.00 LS 0.00 0.00 0.35 2 LL 0.06 3.42 0.02 MS -0.03 6.90 0.00 LS 0.00 0.00 0.35 UNBRACE LENGTHS WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- Available Moment(f -k )-------------- Loc Calc Allow UC Reduction Bay Minor---- - - - - --Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: STRENGTH /DEFLECTION: Span Shear(k ) --Moment(f -k )-------------- Loc Calc Allow UC Loc Calc Allow UC Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.07 0.07 0.11 0.00 0.03 0.98 0.00 0.06 2 0.11 0.07 0.07 0.06 0.00 0.03 1.64 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.07 3.42 0.02 MS 0.03 6.90 0.00 LS 0.00 0.00 0.35 2 LL -0.07 3.42 0.02 MS 0.03 6.90 0.00 LS 0.00 0.00 0.35 UNBRACE LENGTHS GIRT: LEVEL # 1 ; SPAN # 3 GIRT LAYOUT: Page 3 Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight Available Reduction Bay Minor---- - - - - --Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Girt Design Report 4/9/08 11:27am GIRT: LEVEL # 1 ; SPAN # 3 GIRT LAYOUT: Page 3 Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 4/17/2008 2 08Z060 3 08Z060 WIND PRESSURE : GIRT ANALYSIS: SwDes -F.out 2.63 1.25 3.5000 0 2.63 1.25 3.5000 0 11.4 11.4 22.8 STRENGTH /DEFLECTION: Span Shear(k ) --Moment(f -k )-------------- Id Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.06 -0.06 0.10 0.00 0.03 0.98 0.00 0.05 3 0.10 0.06 0.06 0.05 0.00 -0.03 1.64 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RL -0.06 3.42 0.02 MS -0.03 6.90 0.00 LS 0.00 0.00 0.35 3 LL 0.06 3.42 0.02 MS -0.03 6.90 0.00 LS 0.00 0.00 0.35 UNBRACE LENGTHS WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- Available Deflection(in) Bay Left Left Right Reduction Bay Minor---- - - - - --Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 3 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: STRENGTH /DEFLECTION: Span Shear(k ) --Moment(f -k )-------------- Deflection(in) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.07 0.07 0.11 0.00 0.03 0.98 0.00 -0.06 3 0.11 -0.07 0.07 0.06 0.00 0.03 1.64 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RL 0.07 3.42 0.02 MS 0.03 6.90 0.00 LS 0.00 0.00 0.35 3 LL -0.07 3.42 0.02 MS 0.03 6.90 0.00 LS 0.00 0.00 0.35 UNBRACE LENGTHS Page 4 Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 4/17/2008 SwDes -F.out Page 5 2 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 3 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Girt Design Report 4/ 9/08 11:27am GIRT: LEVEL # 1 ; SPAN # 4 GIRT LAYOUT: Bay Girt Bay Lap(ft) --Girt No.Girt Id Size Width Left Right Location Brace Weight 3 08Z060 2.63 1.25 3.5000 0 11.4 4 08Z060 2.63 1.25 3.5000 0 11.4 0.10 0.06 0.06 0.05 0.00 -0.03 1.64 0.00 22.8 WIND PRESSURE : GIRT ANALYSIS: STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in)Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 RL -0.06 3.42 0.02 MS -0.03 6.90 0.00 LS 0.00 0.00 0.35 4 LL 0.06 3.42 0.02 MS -0.03 6.90 0.00 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----- - - - - -- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 4 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right RightIdSupLapLapSupSupLapMomLocLapSup Shear(k ) --Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right RightIdSupLapLapSupSupLapMomLocLapSup 3 0.06 -0.06 0.10 0.00 0.03 0.98 0.00 0.05 4 0.10 0.06 0.06 0.05 0.00 -0.03 1.64 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in)Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 RL -0.06 3.42 0.02 MS -0.03 6.90 0.00 LS 0.00 0.00 0.35 4 LL 0.06 3.42 0.02 MS -0.03 6.90 0.00 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----- - - - - -- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 4 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right RightIdSupLapLapSupSupLapMomLocLapSup 4/17/2008 SwDes -F.out 3 -0.07 0.07 0.11 0.00 0.03 0.98 0.00 -0.06 4 -0.11 -0.07 0.07 -0.06 0.00 0.03 1.64 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 RL 0.07 3.42 0.02 MS 0.03 6.90 0.00 LS 0.00 0.00 0.35 4 LL -0.07 3.42 0.02 MS 0.03 6.90 0.00 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - - - Minor---- - - - - -- ----------- Cb----- - - - - -- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 4 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Girt Design Report 4/ 9/08 11:27am GIRT: LEVEL # 1 ; SPAN # 5 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 4 08Z060 10.96 3.5000 0 32.2 32.2 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) -- - - - - -- ----- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.33 -0.33 0.00 -0.91 5.48 0.00 STRENGTH /DEFLECTION: Span ------ Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS 0.33 3.42 0.10 MS -0.91 6.90 0.13 RL 0.01 -0.06 1.46 UNBRACE LENGTHS Page 6 Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor 4/17/2008 SwDes -F.out Id Major LS LL MS RL RS LS LL MS RL RS Out In 4 11.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.37 0.39 0.00 1.02 5.36 0.00 STRENGTH /DEFLECTION: Span Shear (k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS 0.39 3.42 0.11 MS 1.02 6.90 0.15 RL 0.02 0.06 1.46 UNBRACE LENGTHS Available Reduction Bay -- - - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 4 11.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Girt Design Report 4/ 9/08 11:27am GIRT: LEVEL # 2 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay Id Size Width 1 08Z060 2.63 WIND PRESSURE : GIRT ANALYSIS: Lap(ft) -- Girt No. Girt Left Right Location Brace Weight 7.5000 0 7.7 7.7 Page 7 Shear(k ) - - -- --- - - - - -- Moment(f -k ) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.12 -0.12 0.00 -0.08 1.31 0.00 4/17/2008 SwDes -F.out STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.12 3.42 0.04 MS -0.08 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- - - - - -- --- ----- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.15 0.15 0.00 0.10 1.31 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.15 3.42 0.04 MS 0.10 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U08MO101A Girt Design Report 4/ 9/08 11:27am GIRT: LEVEL # 2 ; SPAN # 2 GIRT LAYOUT: Bay Girt Bay Lap(ft) --Girt No.Girt Id Size Width Left Right Location Brace Weight 1 08Z060 2.63 1.25 7.5000 0 11.4 2 082060 2.63 1.25 7.5000 0 11.4 22.8 Page 8 4/17/2008 SwDes -F.out WIND PRESSURE : GIRT ANALYSIS: STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.09 3.42 0.03 MS -0.05 6.90 0.01 LS 0.00 0.00 0.35 2 LL 0.09 3.42 0.03 MS -0.05 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) --Moment(f -k )-------------- Id Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.09 -0.09 0.15 0.00 0.05 0.98 0.00 0.08 2 0.15 0.09 0.09 0.08 0.00 -0.05 1.64 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.09 3.42 0.03 MS -0.05 6.90 0.01 LS 0.00 0.00 0.35 2 LL 0.09 3.42 0.03 MS -0.05 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: STRENGTH /DEFLECTION: Span Shear(k ) --Moment(f -k )-------------- Id Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.10 0.10 0.17 0.00 0.05 0.98 0.00 -0.09 2 0.17 -0.10 0.10 0.09 0.00 0.05 1.64 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.10 3.42 0.03 MS 0.05 6.90 0.01 LS 0.00 0.00 0.35 2 LL -0.10 3.42 0.03 MS 0.05 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Page 9 U08MO1O1A Girt Design Report 4/ 9/08 11:27am Available Reduction Bay Minor - --Cb----- - - - - --Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Page 9 U08MO1O1A Girt Design Report 4/ 9/08 11:27am 4/17/2008 SwDes -F.out GIRT: LEVEL # 2 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay Lap(ft) --Girt No.Girt Id Size Width Left Right Location Brace Weight 2 08ZO60 2.63 1.25 7.5000 0 11.4 3 082060 2.63 1.25 7.5000 0 11.4 0.00 1.00 1.00 0.10 0.09 0.00 0.05 1.64 0.00 22.8 WIND PRESSURE : GIRT ANALYSIS: STRENGTH /DEFLECTION: Span Shear(k ) --Moment(f -k )-------------- Deflection(in) Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.09 -0.09 0.15 0.00 0.05 0.98 0.00 0.08 3 0.15 0.09 0.09 0.08 0.00 -0.05 1.64 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RL -0.09 3.42 0.03 MS -0.05 6.90 0.01 LS 0.00 0.00 0.35 3 LL 0.09 3.42 0.03 MS -0.05 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- Available Bay Left Left Right Reduction Bay Mid -Span Minor---- - - - - --Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 3 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Page 10 STRENGTH /DEFLECTION: Shear(k ) --Moment(f -k ) -- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.10 0.10 0.17 0.00 0.05 0.98 0.00 -0.09 3 0.17 0.10 0.10 0.09 0.00 0.05 1.64 0.00 Page 10 STRENGTH /DEFLECTION: 4/17/2008 SwDe Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RL 0.10 3.42 0.03 MS 0.05 6.90 0.01 LS 0.00 0.00 0.35 3 LL -0.10 3.42 0.03 MS 0.05 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 3 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 U08MO101A Girt Design Report 4/ 9/08 11:27am GIRT: LEVEL # 2 ; SPAN # 4 GIRT LAYOUT: Bay Girt Bay Lap(ft) --Girt No.Girt Id Size Width Left Right Location Brace Weight 3 08Z060 2.63 1.25 7.5000 0 11.4 4 082060 2.63 1.25 7.5000 0 11.4 0.00 -0.05 1.64 0.00 22.8 WIND PRESSURE : GIRT ANALYSIS: STRENGTH /DEFLECTION: Span Shear(k ) --Moment(f -k )-------------- Id Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 0.09 -0.09 0.15 0.00 0.05 0.98 0.00 0.08 4 0.15 0.09 0.09 0.08 0.00 -0.05 1.64 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 RL -0.09 3.42 0.03 MS -0.05 6.90 0.01 LS 0.00 0.00 0.35 4 LL 0.09 3.42 0.03 MS -0.05 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay -- - - - - -- -Minor ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In Pa 3 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 4/17/2008 4 SwDes -F.out 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k )-- - - - - -- Bay Left Left Right Right Id Sup Lap Lap Sup 3 -0.10 0.10 0.17 4 -0.17 -0.10 0.10 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - -- Id Loc Calc Allow UC Loc 3 RL 0.10 3.42 0.03 MS 4 LL -0.10 3.42 0.03 MS UNBRACE LENGTHS Bay ---- - - - - -M Id Major LS LL 3 2.6 0.0 0.0 4 2.6 0.0 0.0 U08M0101A Girt Moment(f-k )-------- - - - - -- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.00 0.05 0.98 0.00 -0.09 0.09 0.00 0.05 1.64 0.00 Moment(f -k ) - - -- Mom +Shr Deflection(in) Calc Allow UC Loc UC Calc Allow 0.05 6.90 0.01 LS 0.00 0.00 0.35 0.05 6.90 0.01 LS 0.00 0.00 0.35 inor ---------- MS RL RS 0.0 0.0 0.0 0.0 0.0 0.0 Design Report Available Reduction Cb----------- Factor LS LL MS RL RS Out In 1.00 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.00 4/ 9/08 11:27am GIRT: LEVEL # 2 ; SPAN # 5 GIRT LAYOUT: Bay Girt Id Size 4 08Z060 WIND PRESSURE : GIRT ANALYSIS: Bay --- Lap(ft) -- Width Left Right 10.96 Girt No. Girt Location Brace Weight 7.5000 0 32.2 32.2 Page 12 Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.51 -0.51 0.00 -1.40 5.48 0.00 4/17/2008 SwDe STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS 0.51 3.42 0.15 MS -1.40 6.90 0.20 LL 0.03 0.09 1.46 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 4 11.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.57 0.59 0.00 1.57 5.36 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS 0.59 3.42 0.17 MS 1.57 6.90 0.23 RL 0.04 0.10 1.46 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor - - -- - - ---- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 4 11.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Girt Design Report 4/ 9/08 11:27am GIRT: LEVEL # 3 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 1 082060 2.63 13.5000 0 7.7 7.7 Page 13 4/17/2008 SwDes -F.out WIND PRESSURE : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.11 -0.11 0.00 -0.07 1.31 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.11 3.42 0.03 MS -0.07 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.13 0.13 0.00 0.09 1.31 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.13 3.42 0.04 MS 0.09 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U08M0101A Girt Design Report 4/ 9/08 11:27am Page 14 GIRT: LEVEL # 3 ; SPAN # 2 4/17/2008 GIRT LAYOUT: Bay Girt Id Size 1 08Z060 WIND PRESSURE : GIRT ANALYSIS: Bay --- Lap(ft) -- Width Left Right 11.75 SwDe Girt No. Girt Location Brace Weight 13.5000 0 34.5 34.5 Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.49 -0.49 0.00 -1.43 5.87 0.00 STRENGTH /DEFLECTION: Span ------ Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.49 3.42 0.14 MS -1.43 6.90 0.21 RL 0.03 -0.10 1.57 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 11.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 -0.53 0.53 0.00 1.56 5.88 0.00 STRENGTH /DEFLECTION: Span ------ Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS -0.53 3.42 0.16 MS 1.56 6.90 0.23 LL 0.04 0.11 1.57 UNBRACE LENGTHS Page 15 Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb ----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 4/17/2008 SwDes -F.out 1 11.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Girt Design Report 4/ 9/08 11:27am GIRT: LEVEL # 3 ; SPAN # 3 GIRT LAYOUT: Bay Girt Bay Lap(ft) --Girt No.Girt Id Size Width Left Right Location Brace Weight 1 08Z060 2.63 1.25 13.5000 0 11.4 2 08Z060 2.63 1.25 13.5000 0 11.4 22.8 WIND PRESSURE : GIRT ANALYSIS: STRENGTH /DEFLECTION: Span Shear(k ) --Moment(f -k ) - Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.08 -0.08 0.14 0.00 0.04 0.98 0.00 0.07 2 0.14 0.08 0.08 0.07 0.00 -0.04 1.64 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.08 3.42 0.02 MS -0.04 6.90 0.01 LS 0.00 0.00 0.35 2 LL 0.08 3.42 0.02 MS -0.04 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS WIND SUCTION : GIRT ANALYSIS: Page 16 Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup Available Reduction Bay Minor---- - - - - --Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Page 16 Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4/17/2008 SwDes -F.out Page 17 1 -0.09 0.09 0.15 0.00 0.04 0.98 0.00 -0.08 2 -0.15 -0.09 0.09 -0.08 0.00 0.04 1.64 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.09 3.42 0.03 MS 0.04 6.90 0.01 LS 0.00 0.00 0.35 2 LL -0.09 3.42 0.03 MS 0.04 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Girt Design Report 4/ 9/08 11:27am GIRT: LEVEL # 3 ; SPAN # 4 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 2 08Z060 11.75 13.5000 0 34.5 34.5 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.49 -0.49 0.00 -1.43 5.87 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 LS 0.49 3.42 0.14 MS -1.43 6.90 0.21 RL 0.03 -0.10 1.57 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor 4/17/2008 SwDes -F.out Page 18 Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 11.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 -0.53 0.53 0.00 1.56 5.87 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 LS -0.53 3.42 0.16 MS 1.56 6.90 0.23 RL 0.04 0.11 1.57 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 11.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Girt Design Report 4/ 9/08 11:27am GIRT: LEVEL # 3 ; SPAN # 5 GIRT LAYOUT: Bay Girt Bay Lap(ft) --Girt No.Girt Id Size Width Left Right Location Brace Weight 2 08Z060 2.63 1.25 13.5000 0 11.4 3 082060 2.63 1.25 13.5000 0 11.4 3 0.14 0.08 0.08 0.07 0.00 -0.04 1.64 22.8 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) --Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.08 0.08 0.14 0.00 0.04 0.98 0.00 0.07 3 0.14 0.08 0.08 0.07 0.00 -0.04 1.64 0.00 4/17/2008 SwDes -F.out STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RL -0.08 3.42 0.02 MS -0.04 6.90 0.01 LS 0.00 0.00 0.35 3 LL 0.08 3.42 0.02 MS -0.04 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- Available Moment(f -k )-------------- Loc Calc Allow UC Loc Bay Left Reduction Bay Left Minor----------Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 3 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: STRENGTH /DEFLECTION: Span Shear(k ) --Moment(f -k )-------------- Loc Calc Allow UC Loc Bay Left Left Right Right Left Left Mid -Span LS 0.00 Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 2 0.09 0.09 0.15 0.00 0.04 0.98 0.00 -0.08 3 0.15 0.09 0.09 0.08 0.00 0.04 1.64 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - -- - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 RL 0.09 3.42 0.03 MS 0.04 6.90 0.01 LS 0.00 0.00 0.35 3 LL -0.09 3.42 0.03 MS 0.04 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 2 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 3 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Girt Design Report 4/ 9/08 11:27am GIRT: LEVEL # 3 ; SPAN # 6 GIRT LAYOUT: Page 19 Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 4/17/2008 SwDes -F.out Page 20 3 08Z060 11.75 13.5000 0 34.5 34.5 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 0.49 -0.49 0.00 -1.43 5.87 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 LS 0.49 3.42 0.14 MS -1.43 6.90 0.21 RL 0.03 0.10 1.57 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 11.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- ------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 -0.53 0.53 0.00 1.56 5.87 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 LS -0.53 3.42 0.16 MS 1.56 6.90 0.23 RL 0.04 0.11 1.57 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 11.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Girt Design Report 4/ 9/08 11:27am 4/17/2008 SwDes -F.out GIRT: LEVEL # 3 ; SPAN # 7 GIRT LAYOUT: Bay Girt Bay Lap(ft) --Girt No.Girt Id Size Width Left Right Location Brace Weight 3 08Z060 2.63 1.25 13.5000 0 11.4 4 082060 2.63 1.25 13.5000 0 11.4 0.00 -0.04 1.64 0.00 0.09 0.09 0.08 0.00 0.04 1.64 22.8 WIND PRESSURE : GIRT ANALYSIS: STRENGTH /DEFLECTION: Span Shear(k ) --Moment(f -k )-------------- Id Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 0.08 -0.08 0.14 0.00 0.04 0.98 0.00 0.07 4 0.14 0.08 0.08 0.07 0.00 -0.04 1.64 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 RL -0.08 3.42 0.02 MS -0.04 6.90 0.01 LS 0.00 0.00 0.35 4 LL 0.08 3.42 0.02 MS -0.04 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 4 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Page 21 STRENGTH /DEFLECTION: Shear(k ) --Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 3 0.09 0.09 0.15 0.00 0.04 0.98 0.00 -0.08 4 0.15 0.09 0.09 0.08 0.00 0.04 1.64 0.00 Page 21 STRENGTH /DEFLECTION: 4/17/2008 SwDes -F.out Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 3 RL 0.09 3.42 0.03 MS 0.04 6.90 0.01 LS 0.00 0.00 0.35 4 LL -0.09 3.42 0.03 MS 0.04 6.90 0.01 LS 0.00 0.00 0.35 UNBRACE LENGTHS GIRT: LEVEL # 3 ; SPAN # 8 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 4 08Z060 11.75 13.5000 0 34.5 34.5 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.49 -0.49 0.00 -1.43 5.87 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Available Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 Reduction Bay Minor---- - - - - --Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 3 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 4 2.6 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Girt Design Report 4/9/08 11:27am GIRT: LEVEL # 3 ; SPAN # 8 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 4 08Z060 11.75 13.5000 0 34.5 34.5 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.49 -0.49 0.00 -1.43 5.87 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS 0.49 3.42 0.14 MS -1.43 6.90 0.21 RL 0.03 0.10 1.57 UNBRACE LENGTHS Available Reduction Bay -Minor -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 4 11.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Page 22 WIND SUCTION : 4/17/2008 SwDes -F.out Page 23 GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.53 0.53 0.00 1.56 5.87 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS -0.53 3.42 0.16 MS 1.56 6.90 0.23 RL 0.04 0.11 1.57 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 4 11.8 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Girt Design Report 4/ 9/08 11:27am GIRT: LEVEL # 3 ; SPAN # 9 GIRT LAYOUT: Bay Girt Bay - -- Lap(ft) -- Girt No. Girt Id Size Width Left Right Location Brace Weight 4 08Z060 10.96 13.5000 0 32.2 32.2 WIND PRESSURE : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k ) -------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 0.45 -0.45 0.00 -1.24 5.48 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- ----- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 LS 0.45 3.42 0.13 MS -1.24 6.90 0.18 LL 0.02 -0.08 1.46 4/17/2008 SwDes -F.out UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 4 11.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 WIND SUCTION : GIRT ANALYSIS: Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.50 0.52 0.00 1.38 5.36 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4 RS 0.52 3.42 0.15 MS 1.38 6.90 0.20 RL 0.03 0.09 1.46 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 4 11.0 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Sidewall Jamb /Header Summary 4/ 9/08 11:27am JAMB /HEADER LAYOUT: Open Bay Member Member Member Member Id Id Locate Part Length Weight 1 1 Jamb -L F08C060 16.33 48.0 Jamb -R F08C060 16.33 48.0 Header F08C060 12.00 35.3 2 2 Jamb -L F08C060 16.33 48.0 Jamb -R F08C060 16.33 48.0 Header F08C060 12.00 35.3 3 3 Jamb -L F08C060 16.33 48.0 Jamb -R F08C060 16.33 48.0 Header FO8C060 12.00 35.3 4 4 Jamb -L FO8C075 16.33 60.1 Jamb -R FO8C075 16.33 60.1 Header F08C060 12.00 35.3 STRENGTH /DEFLECTION: Page 24 Open Member Ld ---- Shear(k ) - - -- - -- Moment(f -k ) -- Mom+ Deflect(in) Id Locate Id Calc Vn /sf UC Calc Mn /sf UC Shear Calc Allow 4/17/2008 Span LD Support SwDes -F.out Deflect(in) -- Page 25 1 Jamb -L WP 1.02 3.42 0.30 4.28 6.05 0.71 0.44 0.59 2.18 2.50 WP WS 1.16 3.42 0.34 4.85 6.05 0.80 0.56 0.66 2.18 Jamb -R WP 0.27 3.42 0.08 0.47 6.05 0.08 0.00 0.03 2.18 4.00 WP WS 0.30 3.42 0.09 0.52 6.05 0.09 0.01 0.04 2.18 Header WP 0.08 3.42 0.02 0.25 6.47 0.04 0.00 0.02 1.60 6.00 WP WS 0.09 3.42 0.03 0.28 6.47 0.04 0.00 0.02 1.60 2 Jamb -L WP 0.27 3.42 0.08 0.47 6.05 0.08 0.00 0.03 2.18 2.83 WP WS 0.30 3.42 0.09 0.52 6.05 0.09 0.01 0.04 2.18 Jamb -R WP 0.27 3.42 0.08 0.47 6.05 0.08 0.00 0.03 2.18 Weight Summary WS 0.30 3.42 0.09 0.52 6.05 0.09 0.01 0.04 2.18 Header WP 0.08 3.42 0.02 0.25 6.47 0.04 0.00 0.02 1.60 WS 0.09 3.42 0.03 0.28 6.47 0.04 0.00 0.02 1.60 3 Jamb -L WP 0.27 3.42 0.08 0.47 6.05 0.08 0.00 0.03 2.18 WS 0.30 3.42 0.09 0.52 6.05 0.09 0.01 0.04 2.18 Jamb -R WP 0.27 3.42 0.08 0.47 6.05 0.08 0.00 0.03 2.18 WS 0.30 3.42 0.09 0.52 6.05 0.09 0.01 0.04 2.18 Header WP 0.08 3.42 0.02 0.25 6.47 0.04 0.00 0.02 1.60 WS 0.09 3.42 0.03 0.28 6.47 0.04 0.00 0.02 1.60 4 Jamb -L WP 0.27 6.70 0.04 0.47 7.87 0.06 0.00 0.03 2.18 WS 0.30 6.70 0.05 0.52 7.87 0.07 0.00 0.03 2.18 Jamb -R WP 1.50 6.70 0.22 6.59 7.87 0.84 0.61 0.71 2.18 WS 1.66 6.70 0.25 7.29 7.87 0.93 0.75 0.78 2.18 Header WP 0.08 3.42 0.02 0.25 6.47 0.04 0.00 0.02 1.60 WS 0.09 3.42 0.03 0.28 6.47 0.04 0.00 0.02 1.60 U08M0101A Wall Panel Report 4/9/08 11:27am PANEL DATA: Bay Part Type Gage Yield 1 CW6 -80 CW 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft- lb /ft)--------- Span Span LD Support Midspan Deflect(in) -- Id ft)Id Calc Mn /sf UC Calc Mn /sf UC Calc Allow UC 1 2.50 WP 15.8 243.4 0.06 9.9 222.0 0.04 0.00 0.33 0.01 WS 20.9 222.0 0.09 13.2 243.4 0.05 0.01 0.33 0.02 2 4.00 WP 56.5 243.4 0.23 9.6 222.0 0.04 0.00 0.53 0.00 WS 74.7 222.0 0.34 12.7 243.4 0.05 0.00 0.53 0.00 3 6.00 WP 56.5 243.4 0.23 42.3 222.0 0.19 0.10 0.80 0.12 WS 74.7 222.0 0.34 55.9 243.4 0.23 0.13 0.80 0.16 4 2.83 WP 54.0 243.4 0.22 3.1 222.0 0.01 0.01 0.38 0.02 WS 71.5 222.0 0.32 4.1 243.4 0.02 0.01 0.38 0.03 U08MO1O1A Weight Summary 4/ 9/08 11:27am Girts = 463.05 Frame Openings = 549.45 1012.50 4/17/2008 SwDes -F.out Page 26 U08MO101A Sidewall Design Warning Report 4/ 9/08 11:27am No Warnings 4/17/2008 SwDes -B.out Page 1 U08MO1O1A Sidewall Design Code STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS01 BUILDING CODE: Wind Code IBC Year 06 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) U08MO1O1A GIRT LAYOUT: Bay Girt Id Size 1 08Z060 2 08Z060 3 08Z060 4 082060 Girt Design Report GIRT: LEVEL # 1 ; SPAN # 1 Bay --- Lap(ft) -- Width Left Right 26.33 1.25 18.00 1.25 1.25 18.00 1.25 1.25 18.00 1.25 4/ 9/08 11:27am 4/ 9/08 11:27am Girt No.Girt Location Brace Weight 3.5000 0 81.1 3.5000 0 60.3 3.5000 0 60.3 3.5000 0 56.6 258.2 WIND PRESSURE : GIRT ANALYSIS: STRENGTH /DEFLECTION: Moment(f -k Left Shear(k )-- Bay Left Left Right Right Id Sup Lap Lap Sup 1 0.65 3.940.87 0.95 2 0.71 0.64 0.30 0.38 3 0.47 0.40 0.54 0.62 4 0.67 0.59 11.040.42 STRENGTH /DEFLECTION: Moment(f -k Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.00 MS -3.48 6.90 0.50 3.48 10.70 2.80 3.94 3.94 3.10 0.26 11.76 0.49 0.92 0.92 0.37 0.93 7.80 1.50 2.23 2.23 1.44 1.47 11.04 0.00 Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL -0.87 3.42 0.26 MS -3.48 6.90 0.50 RL 0.23 1.05 3.51 2 LL 0.64 3.42 0.19 LL 3.10 6.90 0.45 LL 0.24 0.08 2.40 4/17/2008 SwDes -B.out 3 RL -0.54 3.42 0.16 RL 1.50 6.90 0.22 RL 0.07 -0.10 2.40 4 LL 0.59 3.42 0.17 MS -1.47 6.90 0.21 LL 0.07 -0.19 2.40 UNBRACE LENGTHS Available Reduction Bay--- - - - - -- Id Major LS LL 1 26.3 0.0 0.0 2 18.0 0.0 0.0 3 18.0 0.0 0.0 4 18.0 0.0 0.0 WIND SUCTION : GIRT ANALYSIS: Bay Left Id Sup 1 -0.74 2 -0.79 3 -0.52 4 -0.74 She. Left Lap 0.70 0.44 0.66 Minor MS 0.0 0.0 0.0 0.0 RL 0.0 0.0 0.0 0.0 ar(k )-- - - - - -- Right Right Lap Sup 0.96 1.04 0.33 0.41 0.60 0.68 0.48 STRENGTH /DEFLECTION: Cb- RS LS LL MS 0.0 1.00 1.00 1.00 0.0 1.00 1.67 1.00 0.0 1.00 1.67 1.00 0.0 1.00 1.67 1.00 RL RS 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 Moment(f -k Factor Out In 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0C Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow 3.84 10.88 3.09 4.34 4.34 3.41 0.29 11.78 0.54 1.00 1.00 0.40 1.02 7.79 1.66 2.46 2.46 1.59 1.63 10.87 1.16 0.00 Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 0.96 3.42 0.28 MS 3.84 6.90 0.56 RL 0.28 1.16 3.51 2 LL 0.70 3.42 0.21 LL 3.41 6.90 0.49 LL 0.29 0.08 2.40 3 RL 0.60 3.42 0.18 RL 1.66 6.90 0.24 RL 0.09 0.11 2.40 4 LL 0.66 3.42 0.19 MS 1.63 6.90 0.24 LL 0.09 0.21 2.40 UNBRACE LENGTHS Available Reduction Bay Minor - - -Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 26.3 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 18.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 1.00 3 18.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 1.00 4 18.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 U08M0101A Girt Design Report 4/9/08 11:27am GIRT: LEVEL # 2 ; SPAN # 1 GIRT LAYOUT: Page 2 Bay Girt Bay - -- Lap(ft) -- Girt No. Girt 4/17/2008 Id 1 2 3 4 SwDes -B.out Size Width Left Right 08Z060 26.33 1.25 08Z060 18.00 1.25 1.25 082060 18.00 1.25 1.25 082060 18.00 1.25 2 Location Brace Weight 7.5000 0 81.1 7.5000 0 60.3 7.5000 0 60.3 7.5000 0 56.6 258.2 WIND PRESSURE : GIRT ANALYSIS: STRENGTH /DEFLECTION: Shear(k )-- Bay Left Left Right Right Id Sup Lap Lap Sup 1 1.00 5.36 10.701.34 1.46 2 1.10 0.98 0.47 0.58 3 0.73 0.61 0.84 0.95 4 1.03 0.92 3.51 0.65 STRENGTH /DEFLECTION: Span Moment(f -k )-------------- Moment(f -k Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.00 UC 5.36 10.70 4.31 6.06 6.06 4.76 0.41 11.76 0.76 1.41 1.41 0.57 1.43 7.80 2.31 3.43 3.43 2.22 2.26 11.04 3.51 0.00 Span Shear(k ) -Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 1.34 3.42 0.39 MS 5.36 6.90 0.78 RL 0.55 1.61 3.51 2 LL 0.98 3.42 0.29 LL 4.76 6.90 0.69 LL 0.56 0.12 2.40 3 RL 0.84 3.42 0.25 RL 2.31 6.90 0.34 RL 0.17 0.15 2.40 4 LL 0.92 3.42 0.27 MS 2.26 6.90 0.33 LL 0.18 0.29 2.40 UNBRACE LENGTHS Available Reduction Bay --- - - - - -- Id Major LS LL 1 26.3 0.0 0.0 2 18.0 0.0 0.0 3 18.0 0.0 0.0 4 18.0 0.0 0.0 WIND SUCTION : GIRT ANALYSIS: Bay Left Id Sup 1 -1.13 2 -1.21 3 -0.80 4 -1.14 She, Left Lap 1.08 0.67 1.01 Minor MS 0.0 0.0 0.0 0.0 RL 0.0 0.0 0.0 0.0 ar(k )-- - - - - -- Right Right Lap Sup 1.48 1.61 0.51 0.64 0.92 1.05 0.75 STRENGTH /DEFLECTION: Cb- RS LS LL MS 0.0 1.00 1.00 1.00 0.0 1.00 1.67 1.00 0.0 1.00 1.67 1.00 0.0 1.00 1.67 1.00 RL RS 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 Moment(f -k Factor Out In 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.00 5.90 10.68 4.75 6.67 6.67 5.24 0.44 11.78 0.82 1.54 1.54 0.62 1.57 7.79 2.55 3.78 3.78 2.44 2.51 11.07 0.00 Page 3 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) 4/17/2008 SwDes -B.out Page 4 Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 1.48 3.42 0.43 MS 5.90 6.90 0.86 RL 0.66 1.78 3.51 2 LL 1.08 3.42 0.32 LL 5.24 6.90 0.76 LL 0.68 0.13 2.40 3 RL 0.92 3.42 0.27 RL 2.55 6.90 0.37 RL 0.21 0.16 2.40 4 LL 1.01 3.42 0.30 MS 2.51 6.90 0.36 LL 0.21 0.32 2.40 UNBRACE LENGTHS Available Reduction Bay Girt Minor---- - - - - --Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 26.3 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 1.00 2 18.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 1.00 3 18.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 1.00 4 18.0 0.0 0.0 0.0 0.0 0.0 1.00 1.67 1.00 1.00 1.00 1.00 1.00 U08MO101A Girt Design Report 4/9/08 11:27am GIRT: LEVEL # 3 ; SPAN # 1 GIRT LAYOUT: Bay Girt Bay Lap(ft) --Girt Id Size Width Left Right Location 1 08Z060 26.33 1.25 13.5000 2 082060 18.00 1.25 1.25 13.5000 3 08Z060 18.00 1.25 1.25 13.5000 4 08Z060 18.00 1.25 1.85 13.5000 No. Girt Brace Weight 0 81.1 0 60.3 0 60.3 0 56.6 258.2 WIND PRESSURE : GIRT ANALYSIS: Moment(f -k Left Shear(k )-- Bay Left Left Right Right Id Sup Lap Lap Sup 1 1.15 4.961.55 1.68 2 1.27 1.13 0.54 0.67 3 0.84 0.70 0.96 1.10 4 1.19 1.05 2.600.75 Moment(f -k Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.00 Allow 6.16 10.70 4.96 6.97 6.97 5.48 0.47 11.76 0.87 1.62 1.62 0.66 1.65 7.80 2.66 3.95 3.95 2.55 2.60 11.04 1.85 0.00 STRENGTH /DEFLECTION: Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RL 1.55 3.42 0.45 MS 6.16 6.90 0.89 RL 0.72 1.85 3.51 2 LL 1.13 3.42 0.33 LL 5.48 6.90 0.79 LL 0.74 0.14 2.40 3 RL 0.96 3.42 0.28 RL 2.66 6.90 0.39 RL 0.23 0.17 2.40 4 LL 1.05 3.42 0.31 MS 2.60 6.90 0.38 LL 0.23 0.34 2.40 4/17 SwDes -B.out UNBRACE LENGTHS Bay Id Major 1 26.3 2 18.0 3 18.0 4 18.0 LS 0.0 0.0 0.0 0.0 WIND SUCTION : GIRT ANALYSIS: Bay Left Id Sup 1 -1.30 2 -1.39 3 -0.92 4 -1.31 She Left Lap 1.24 0.77 1.16 Cb ----------- LS LL MS RL RS 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 Available Reduction Factor Out In 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment(f -k )-------------- Calc Allow Left Left Mid -Span 1.70 Right Right Sup Lap Mom Loc Lap Sup 0.00 1.06 6.79 10.68 5.46 7.68 7.68 6.03 0.51 11.78 0.95 1.77 1.77 0.72 1.80 7.79 2.94 4.35 4.35 2.81 2.89 11.07 0.00 LL 0.0 0.0 0.0 0.0 Minor--------- - MS RL RS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ar(k )-- - - - - -- Right Right Lap Sup 1.70 1.85 0.59 0.73 1.06 1.21 0.86 STRENGTH /DEFLECTION: Span - - - - -- Shear(k Id Loc Calc Allow UC 1 RL 1.70 3.42 0.50 2 LL 1.24 3.42 0.36 3 RL 1.06 3.42 0.31 4 LL 1.16 3.42 0.34 UNBRACE LENGTHS Bay Id Major 1 26.3 2 18.0 3 18.0 4 18.0 Moment(f -k ) - - -- Loc Calc Allow UC MS 6.79 6.90 0.98 LL -6.03 6.90 0.87 RL -2.94 6.90 0.43 MS 2.89 6.90 0.42 Minor---- - - - - -- LS LL MS RL RS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Mom +Shr Loc UC RL 0.87 LL 0.90 RL 0.28 LL 0.28 Cb ----------- LS LL MS RL RS 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 Deflection(in) Calc Allow 2.04 3.51 0.15 2.40 0.19 2.40 0.37 2.40 Available Reduction Factor Out In 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 U08MO1O1A Wall Panel Report 4/ 9/08 11:27am PANEL DATA: Bay Part Type Gage Yield 1 CW6 -80 CW 26.00 80.0 MOMENTS & DEFLECTION: Page 5 Moment(ft- lb /ft)--------- 4/17/2008 SwDes -B.out Page 6 Span Span LD Support Midspan Id ft)Id Calc Mn /sf UC Calc Mn /sf UC 1 2.50 WP 18.1 243.4 0.07 9.1 222.0 0.04 WS 23.9 222.0 0.11 12.0 243.4 0.05 2 4.00 WP 49.0 243.4 0.20 11.2 222.0 0.05 WS 64.9 222.0 0.29 14.8 243.4 0.06 3 6.00 WP 77.3 243.4 0.32 34.9 222.0 0.16 WS 102.2 222.0 0.46 46.1 243.4 0.19 4 5.50 WP 77.3 243.4 0.32 47.9 222.0 0.22 WS 102.2 222.0 0.46 63.3 243.4 0.26 Deflect(in) -- Calc Allow UC 0.00 0.33 0.01 0.00 0.33 0.01 0.00 0.53 0.01 0.01 0.53 0.01 0.07 0.80 0.08 0.09 0.80 0.11 0.09 0.73 0.13 0.12 0.73 0.17 U08M0101A Weight Summary 4/ 9/08 11:27am Girts = 774.69 Frame Openings = 0.00 774.69 U08M0101A Sidewall Design Warning Report 4/ 9/08 11:27am No Warnings 4/17/2008 EwDes -L.out Page 1 U08MO101A Endwall Design Code 4/ 9/08 11:27am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS01 BUILDING CODE: Wind Code IBC Year 06 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) U08MO101A Load Column Rafter Design Moment(f -k )- Id 4/ 9/08 11:27am MEMBER SIZES: Calc Vn /sf Calc Mn /sf Col-1 1 1.89 50.31 Member Member Member WebSize --Flange Size-Member Member Id Locate Size Depth Thick Width Thick Length Weight Col-1 0.7 W8x10 7.50 0.170 4.00 0.188 17.9 179.4 Col -2 16.0 W8x10 7.50 0.170 4.00 0.188 16.7 166.6 Col -3 31.3 W8x10 7.50 0.170 4.00 0.188 15.4 153.8 Raf -1 W8x18 7.50 0.230 5.25 0.313 32.1 578.0 Total= 1077.88 DESIGN ACTIONS /STRENGTH: Mem Load Axial(k ) --Shear(k ) --Moment(f -k )- Id Id Calc Pn /sf Calc Vn /sf Calc Mn /sf Col-1 1 1.89 50.31 0.00 26.78 0.00 16.54 Col -1 2 2.86 50.31 0.00 26.78 0.00 16.54 Col -1 3 1.27 75.42 1.47 26.78 6.60 16.54 Col -1 4 2.34 75.42 1.47 26.78 6.60 16.54 Col -1 5 0.73 75.42 1.27 26.78 5.71 16.54 Col -1 6 0.73 75.42 1.47 26.78 6.60 16.54 Col -1 7 0.19 50.31 1.47 26.78 6.60 16.54 Col -1 8 1.06 75.42 1.47 26.78 6.60 16.54 Col -1 9 0.73 50.31 1.27 26.78 5.71 16.54 Col -1 10 0.73 50.31 1.47 26.78 6.60 16.54 Col -1 11 2.05 50.31 0.74 26.78 3.30 16.54 Col -1 12 1.51 50.31 0.74 26.78 3.30 16.54 Col -1 13 2.34 50.31 0.64 26.78 2.86 16.54 Col -1 14 2.34 50.31 0.74 26.78 3.30 16.54 Col -1 15 1.27 50.31 0.00 26.78 0.00 16.54 Col -1 16 1.32 50.31 0.00 26.78 0.00 16.54 Col -1 17 0.37 50.31 0.00 26.78 0.00 16.54 Col -1 18 0.42 50.31 0.00 26.78 0.00 16.54 Col -1 19 1.32 50.31 0.00 26.78 0.00 16.54 Col -1 20 1.27 50.31 0.00 26.78 0.00 16.54 Col -1 21 0.42 50.31 0.00 26.78 0.00 16.54 Col -1 22 0.37 50.31 0.00 26.78 0.00 16.54 Col -2 1 4.85 50.31 0.00 26.78 0.00 16.54 Col -2 2 7.01 50.31 0.00 26.78 0.00 16.54 4/17/2008 EwDes -L.out Col -2 3 3.31 75.42 2.40 26.78 10.02 16.54 Col -2 4 5.22 75.42 2.40 26.78 10.02 16.54 Col -2 5 2.20 75.42 2.18 26.78 9.07 16.54 Col -2 6 2.20 75.42 2.40 26.78 10.02 16.54 Col -2 7 0.13 50.31 2.40 26.78 10.02 16.54 Col -2 8 1.95 75.42 2.40 26.78 10.02 16.54 Col -2 9 1.24 50.31 2.18 26.78 9.07 16.54 Col -2 10 1.24 50.31 2.40 26.78 10.02 16.54 Col -2 11 5.10 50.31 1.20 26.78 5.01 16.54 Col -2 12 4.15 50.31 1.20 26.78 5.01 16.54 Col -2 13 5.50 50.31 1.09 26.78 4.53 16.54 Col -2 14 5.50 50.31 1.20 26.78 5.01 16.54 Col -2 15 3.00 50.31 0.00 26.78 0.00 16.54 Col -2 16 4.53 50.31 0.00 26.78 0.00 16.54 Col -2 17 0.74 50.31 0.00 26.78 0.00 16.54 Col -2 18 2.27 50.31 0.00 26.78 0.00 16.54 Col -2 19 4.53 50.31 0.00 26.78 0.00 16.54 Col -2 20 3.00 50.31 0.00 26.78 0.00 16.54 Col -2 21 2.27 50.31 0.00 26.78 0.00 16.54 Col -2 22 0.74 50.31 0.00 26.78 0.00 16.54 Col -3 1 2.83 50.31 0.00 26.78 0.00 16.54 Col -3 2 5.89 50.31 0.00 26.78 0.00 16.54 Col -3 3 0.75 75.42 1.26 26.78 4.86 16.54 Col -3 4 3.48 75.42 1.26 26.78 4.86 16.54 Col -3 5 0.52 75.42 1.09 26.78 4.20 16.54 Col -3 6 0.52 75.42 1.26 26.78 4.86 16.54 Col -3 7 2.14 50.31 1.26 26.78 4.86 16.54 Col -3 8 0.75 75.42 1.26 26.78 4.86 16.54 Col -3 9 2.36 50.31 1.09 26.78 4.20 16.54 Col -3 10 2.36 50.31 1.26 26.78 4.86 16.54 Col -3 11 4.55 50.31 0.63 26.78 2.43 16.54 Col -3 12 3.19 50.31 0.63 26.78 2.43 16.54 Col -3 13 5.40 50.31 0.55 26.78 2.10 16.54 Col -3 14 5.40 50.31 0.63 26.78 2.43 16.54 Col -3 15 3.64 50.31 0.00 26.78 0.00 16.54 Col -3 16 2.06 50.31 0.00 26.78 0.00 16.54 Col -3 17 2.10 50.31 0.00 26.78 0.00 16.54 Col -3 18 0.52 50.31 0.00 26.78 0.00 16.54 Col -3 19 2.06 50.31 0.00 26.78 0.00 16.54 Col -3 20 3.64 50.31 0.00 26.78 0.00 16.54 Col -3 21 0.52 50.31 0.00 26.78 0.00 16.54 Col -3 22 2.10 50.31 0.00 26.78 0.00 16.54 Raf-1 1 0.20 127.42 2.41 37.38 6.95 40.10 Raf -1 2 0.30 127.42 3.64 37.38 9.77 40.10 Raf -1 3 0.18 127.42 0.61 37.38 3.07 38.86 Raf -1 4 0.32 127.42 1.15 37.38 3.08 39.95 Raf -1 5 0.08 127.42 0.32 37.38 3.06 38.86 Raf -1 6 0.21 127.42 0.68 37.38 3.07 38.86 Raf -1 7 0.27 127.42 0.92 37.38 2.83 40.10 Raf -1 8 1.57 127.42 1.45 37.38 4.08 40.10 Raf -1 9 0.64 127.42 1.52 37.38 4.31 40.10 Raf -1 10 1.54 127.42 0.90 37.38 2.44 40.10 Raf -1 11 0.68 127.42 0.97 37.38 2.67 40.10 Raf -1 12 0.64 127.42 1.52 37.38 4.31 40.10 Raf -1 13 1.57 127.42 1.45 37.38 4.08 40.10 Raf -1 14 0.68 127.42 0.97 37.38 2.67 40.10 Raf -1 15 1.54 127.42 0.90 37.38 2.44 40.10 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl +Mom Shr +Mom Col -1 1 0.04 0.00 0.00 0.04 Col -1 2 0.06 0.00 0.00 0.06 Col -1 3 0.02 0.05 0.40 0.36 Max UC 0.04 0.06 0.40 Page 2 4/17/2008 EwDes -L.out Page 3 Col -1 4 0.03 0.05 0.40 0.35 0.40 Col -1 5 0.01 0.05 0.35 0.32 0.35 Col -1 6 0.01 0.05 0.40 0.38 0.40 Col -1 7 0.00 0.05 0.40 0.40 0.40 Col -1 8 0.01 0.05 0.40 0.37 0.40 Col -1 9 0.01 0.05 0.35 0.35 0.35 Col -1 10 0.01 0.05 0.40 0.40 0.40 Col -1 11 0.04 0.03 0.20 0.22 0.22 Col -1 12 0.03 0.03 0.20 0.21 0.21 Col -1 13 0.05 0.02 0.17 0.19 0.19 Col -1 14 0.05 0.03 0.20 0.22 0.22 Col -1 15 0.03 0.00 0.00 0.03 0.03 Col -1 16 0.03 0.00 0.00 0.03 0.03 Col -1 17 0.01 0.00 0.00 0.01 0.01 Col -1 18 0.01 0.00 0.00 0.01 0.01 Col -1 19 0.03 0.00 0.00 0.03 0.03 Col -1 20 0.03 0.00 0.00 0.03 0.03 Col -1 21 0.01 0.00 0.00 0.01 0.01 Col -1 22 0.01 0.00 0.00 0.01 0.01 Col -2 1 0.10 0.00 0.00 0.10 0.10 Col -2 2 0.14 0.00 0.00 0.14 0.14 Col -2 3 0.04 0.09 0.61 0.53 0.61 Col -2 4 0.07 0.09 0.61 0.56 0.61 Col -2 5 0.03 0.08 0.55 0.50 0.55 Col -2 6 0.03 0.09 0.61 0.56 0.61 Col -2 7 0.00 0.09 0.61 0.61 0.61 Col -2 8 0.03 0.09 0.61 0.56 0.61 Col -2 9 0.02 0.08 0.55 0.56 0.56 Col -2 10 0.02 0.09 0.61 0.62 0.62 Col -2 11 0.10 0.04 0.30 0.34 0.34 Col -2 12 0.08 0.04 0.30 0.34 0.34 Col -2 13 0.11 0.04 0.27 0.32 0.32 Col -2 14 0.11 0.04 0.30 0.35 0.35 Col -2 15 0.06 0.00 0.00 0.06 0.06 Col -2 16 0.09 0.00 0.00 0.09 0.09 Col -2 17 0.01 0.00 0.00 0.01 0.01 Col -2 18 0.05 0.00 0.00 0.05 0.05 Col -2 19 0.09 0.00 0.00 0.09 0.09 Col -2 20 0.06 0.00 0.00 0.06 0.06 Col -2 21 0.05 0.00 0.00 0.05 0.05 Col -2 22 0.01 0.00 0.00 0.01 0.01 Col -3 1 0.06 0.00 0.00 0.06 0.06 Col -3 2 0.12 0.00 0.00 0.12 0.12 Col -3 3 0.01 0.05 0.29 0.26 0.29 Col -3 4 0.05 0.05 0.29 0.28 0.29 Col -3 5 0.01 0.04 0.25 0.23 0.25 Col -3 6 0.01 0.05 0.29 0.27 0.29 Col -3 7 0.04 0.05 0.29 0.31 0.31 Col -3 8 0.01 0.05 0.29 0.26 0.29 Col -3 9 0.05 0.04 0.25 0.27 0.27 Col -3 10 0.05 0.05 0.29 0.31 0.31 Col -3 11 0.09 0.02 0.15 0.18 0.18 Col -3 12 0.06 0.02 0.15 0.17 0.17 Col -3 13 0.11 0.02 0.13 0.17 0.17 Col -3 14 0.11 0.02 0.15 0.19 0.19 Col -3 15 0.07 0.00 0.00 0.07 0.07 Col -3 16 0.04 0.00 0.00 0.04 0.04 Col -3 17 0.04 0.00 0.00 0.04 0.04 Col -3 18 0.01 0.00 0.00 0.01 0.01 Col -3 19 0.04 0.00 0.00 0.04 0.04 Col -3 20 0.07 0.00 0.00 0.07 0.07 Col -3 21 0.01 0.00 0.00 0.01 0.01 Col -3 22 0.04 0.00 0.00 0.04 0.04 Raf -1 1 0.00 0.06 0.17 0.17 0.17 Raf -1 2 0.00 0.10 0.24 0.25 0.25 Raf -1 3 0.00 0.02 0.08 0.08 0.08 Raf -1 4 0.00 0.03 0.08 0.08 0.08 4/17/2008 EwDes -L.out Raf -1 5 0.00 0.01 0.08 0.08 0.08 Raf -1 6 0.00 0.02 0.08 0.08 0.08 Raf -1 7 0.00 0.02 0.07 0.07 0.07 Raf -1 8 0.01 0.04 0.10 0.11 0.11 Raf -1 9 0.00 0.04 0.11 0.11 0.11 Raf -1 10 0.01 0.02 0.06 0.06 0.06 Raf -1 11 0.01 0.03 0.07 0.07 0.07 Raf -1 12 0.00 0.04 0.11 0.11 0.11 Raf -1 13 0.01 0.04 0.10 0.11 0.11 Raf -1 14 0.01 0.03 0.07 0.07 0.07 Raf -1 15 0.01 0.02 0.06 0.06 0.06 COLUMN REACTIONS: Mem Load Reaction(k Id Id Horz(OP)Vert Horz(IP) Col-1 1 0.00 1.89 0.00 Col -1 2 0.00 2.86 0.00 Col -1 3 1.47 1.09 0.00 Col -1 4 1.47 2.16 0.00 Col -1 5 1.27 0.55 0.00 Col -1 6 1.47 0.55 0.00 Col -1 7 1.47 0.19 0.00 Col -1 8 1.47 0.88 0.00 Col -1 9 1.27 0.73 0.00 Col -1 10 1.47 0.73 0.00 Col -1 11 0.74 2.05 0.00 Col -1 12 0.74 1.51 0.00 Col -1 13 0.64 2.34 0.00 Col -1 14 0.74 2.34 0.00 Col -1 15 0.00 1.27 0.00 Col -1 16 0.00 1.32 0.00 Col -1 17 0.00 0.37 0.00 Col -1 18 0.00 0.42 0.00 Col -1 19 0.00 1.32 0.00 Col -1 20 0.00 1.27 0.00 Col -1 21 0.00 0.42 0.00 Col -1 22 0.00 0.37 0.00 Col -2 1 0.00 4.85 0.00 Col -2 2 0.00 7.01 0.00 Col -2 3 2.40 4.86 1.72 Col -2 4 2.40 5.05 0.00 Col -2 5 2.18 2.03 0.00 Col -2 6 2.40 2.03 0.00 Col -2 7 2.40 1.59 1.72 Col -2 8 2.40 1.78 0.00 Col -2 9 2.18 1.24 0.00 Col -2 10 2.40 1.24 0.00 Col -2 11 1.20 4.24 0.86 Col -2 12 1.20 4.15 0.00 Col -2 13 1.09 5.50 0.00 Col -2 14 1.20 5.50 0.00 Col -2 15 0.00 1.49 1.51 Col -2 16 0.00 4.53 0.00 Col -2 17 0.00 0.77 1.51 Col -2 18 0.00 2.27 0.00 Col -2 19 0.00 4.53 0.00 Col -2 20 0.00 1.49 1.51 Col -2 21 0.00 2.27 0.00 Col -2 22 0.00 0.77 1.51 Col -3 1 0.00 2.83 0.00 Col -3 2 0.00 5.89 0.00 Col -3 3 1.26 0.59 0.00 Col -3 4 1.26 4.56 1.23 Col -3 5 1.09 0.37 0.00 Col -3 6 1.26 0.37 0.00 Page 4 4/17/2008 Col -3 7 1.26 2.14 0.00 Col -3 8 1.26 1.82 1.23 Col -3 9 1.09 2.36 0.00 Col -3 10 1.26 2.36 0.00 Col -3 11 0.63 4.55 0.00 Col -3 12 0.63 2.57 0.62 Col -3 13 0.55 5.40 0.00 Col -3 14 0.63 5.40 0.00 Col -3 15 0.00 3.64 0.00 Col -3 16 0.00 0.55 1.51 Col -3 17 0.00 2.10 0.00 Col -3 18 0.00 0.99 1.51 Col -3 19 0.00 0.55 1.51 Col -3 20 0.00 3.64 0.00 Col -3 21 0.00 0.99 1.51 Col -3 22 0.00 2.10 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Col-1 1 0.00 1.79 Col -1 2 0.00 1.79 Col -1 3 0.30 1.79 Col -1 4 0.30 1.79 Col -1 5 0.26 1.79 Col -1 6 0.30 1.79 Col -1 7 0.30 1.79 Col -1 8 0.30 1.79 Col -1 9 0.26 1.79 Col -1 10 0.30 1.79 Col -1 11 0.15 1.79 Col -1 12 0.15 1.79 Col -1 13 0.13 1.79 Col -1 14 0.15 1.79 Col -1 15 0.00 1.79 Col -1 16 0.00 1.79 Col -1 17 0.00 1.79 Col -1 18 0.00 1.79 Col -1 19 0.00 1.79 Col -1 20 0.00 1.79 Col -1 21 0.00 1.79 Col -1 22 0.00 1.79 Col -2 1 0.00 1.67 Col -2 2 0.00 1.67 Col -2 3 0.39 1.67 Col -2 4 0.39 1.67 Col -2 5 0.36 1.67 Col -2 6 0.39 1.67 Col -2 7 0.39 1.67 Col -2 8 0.39 1.67 Col -2 9 0.36 1.67 Col -2 10 0.39 1.67 Col -2 11 0.20 1.67 Col -2 12 0.20 1.67 Col -2 13 0.18 1.67 Col -2 14 0.20 1.67 Col -2 15 0.00 1.67 Col -2 16 0.00 1.67 Col -2 17 0.00 1.67 Col -2 18 0.00 1.67 Col -2 19 0.00 1.67 Col -2 20 0.00 1.67 Col -2 21 0.00 1.67 Col -2 22 0.00 1.67 Col -3 1 0.00 1.54 EwDes -L.out Page 5 4/17/2008 Col -3 2 0.00 1.54 Col -3 3 0.16 1.54 Col -3 4 0.16 1.54 Col -3 5 0.14 1.54 Col -3 6 0.16 1.54 Col -3 7 0.16 1.54 Col -3 8 0.16 1.54 Col -3 9 0.14 1.54 Col -3 10 0.16 1.54 Col -3 11 0.08 1.54 Col -3 12 0.08 1.54 Col -3 13 0.07 1.54 Col -3 14 0.08 1.54 Col -3 15 0.00 1.54 Col -3 16 0.00 1.54 Col -3 17 0.00 1.54 Col -3 18 0.00 1.54 Col -3 19 0.00 1.54 Col -3 20 0.00 1.54 Col -3 21 0.00 1.54 Col -3 22 0.00 1.54 RAFTER MEMBER DEFLECTIONS: EwDe Mem Load Deflection(in) Id Id Calc Allow Raf--1 0.08 1.07 Raf -1 2 0.13 1.07 Raf -1 3 0.02 1.07 Raf -1 4 0.03 1.07 Raf -1 5 0.03 1.07 Raf -1 6 0.02 1.07 Raf -1 7 0.02 1.07 Raf -1 8 0.05 1.07 Raf -1 9 0.05 1.07 Raf -1 10 0.03 1.07 Raf -1 11 0.03 1.07 Raf -1 12 0.05 1.07 Raf -1 13 0.05 1.07 Raf -1 14 0.03 1.07 Raf -1 15 0.03 1.07 U08M0101A Base Plate & Anchor Bolt Design 4/ 9/08 11:27am Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) Column Max )Plate_Size(in)Bolts(A36Base Id Depth Reactions(k Comp Tens Shear Width Length Thick Row Diam Gage Col-1 7.9 2.9 -1.6 1.1 8.0 7.9 0.375 2 0.750 4.00 Col -2 7.9 7.0 -3.8 2.2 8.0 7.9 0.375 2 0.750 4.00 Col -3 7.9 5.9 -3.4 1.3 8.0 7.9 0.375 2 0.750 4.00 U08MO1O1A Flush Girt Design Report 4/ 9/08 11:27am Page 6 GIRT LOCATION: Bay No. Girt Id 4/17 Id Girt 1 2 3 1 3 3.500 7.500 13.500 2 3 3.500 7.500 13.500 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 1 3 13.917 13.917 13.917 2 3 13.917 13.917 13.917 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 1 3 08Z060 082060 082060 2 3 082060 08Z060 08Z060 GIRT REDUCTION FACTOR: Bay No. Girt Id Id Girt 1 2 3 1 3 0.62 0.62 0.62 2 3 0.62 0.62 0.62 GIRT INSIDE FLANGE BRACE: No._Brace /Bay 1 2 0 0 GIRT ACTIONS: Bay Girt Ld -- Shear(k ) - -- Id Id Id Calc Allow UC 1 1 WP 0.43 3.42 0.12 WS -0.48 3.42 0.14 1 2 WP 0.66 3.42 0.19 WS -0.74 3.42 0.22 1 3 WP 0.76 3.42 0.22 WS -0.86 3.42 0.25 2 1 WP 0.43 3.42 0.12 WS 0.48 3.42 0.14 2 2 WP 0.66 3.42 0.19 WS 0.74 3.42 0.22 2 3 WP 0.68 3.42 0.20 WS 0.76 3.42 0.22 U08MO1O1A Endwall Dig Moment(f -k ) -- Calc Allow UC 1.48 6.90 0.22 1.63 6.90 0.24 2.28 6.90 0.33 2.51 6.90 0.36 2.65 6.90 0.38 2.91 6.90 0.42 1.48 6.90 0.22 1.63 6.90 0.24 2.28 6.90 0.33 2.51 6.90 0.36 2.35 6.90 0.34 2.59 6.90 0.38 3gonal Bracing Sums EwDe Mom+ Shear 0.03 0.04 0.07 0.09 0.10 0.12 0.03 0.04 0.07 0.09 0.08 0.09 nary PANEL SHEAR WITH NO BRACING: Base -- Transverse -- ---- Torsion - -- Length Wind Seismic Wind Seismic Allow 0.00 0.0 0.0 0.0 0.0 Open Wall DIAGONAL BRACING REQUIRED: Deflect(in) -- Calc Allow UC 0.15 1.86 0.08 0.16 1.86 0.09 0.23 1.86 0.12 0.25 1.86 0.14 0.27 1.86 0.14 0.29 1.86 0.16 0.15 1.86 0.08 0.16 1.86 0.09 0.23 1.86 0.12 0.25 1.86 0.14 0.24 1.86 0.13 0.26 1.86 0.14 4/ 9/08 11:27am Page 7 Brace Tension(k ) Bay Level ------ Diag Brace ----- - - -- Wind - - -- - -- Seismic -- Max Id Height Type Size Part Calc Pn /sf Calc Pn /sf UC 4/17/2008 EwDes -L.out Page 8 2 15.83 R 0.625 RDB- 2.43 9.79 3.28 12.49 0.26 COLUMN BASE REACTIONS: Bay Col Wind Seismic Id Id Horz Vert( + / -) Horz Vert( + / -) 2 2 -1.72 1.72 -1.51 1.51 2 3 1.23 1.23 1.51 1.51 DEFLECTION AT RAFTER: Wall -- Deflection -- Height Wind Seismic Limit 15.8 0.05 0.07 2683. U08MO1O1A Wall Panel Report 4/ 9/08 11:27am PANEL DATA: Bay Part Type Gage Yield 1 CW6 -80 CW 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft- lb /ft) - - - -- Span Span LD Support Midspan Deflect(in) -- Id ft)Id Calc Mn /sf UC Calc Mn /sf UC Calc Allow UC 1 2.50 WP 18.2 243.4 0.07 9.0 222.0 0.04 0.00 0.33 0.01 WS 24.1 222.0 0.11 12.0 243.4 0.05 0.00 0.33 0.01 2 4.00 WP 48.5 243.4 0.20 11.3 222.0 0.05 0.00 0.53 0.01 WS 64.2 222.0 0.29 14.9 243.4 0.06 0.01 0.53 0.01 3 6.00 WP 78.8 243.4 0.32 34.4 222.0 0.16 0.07 0.80 0.08 WS 104.3 222.0 0.47 45.5 243.4 0.19 0.09 0.80 0.11 4 5.59 WP 78.8 243.4 0.32 50.0 222.0 0.23 0.10 0.75 0.14 WS 104.3 222.0 0.47 66.1 243.4 0.27 0.13 0.75 0.18 U08MO1O1A Endwall Design Warning Report 4/ 9/08 11:27am No Warnings U08MO1O1A Endwall Weight Summary 4/ 9/08 11:27am FORCED SPACING: Total Column Weight = 499.88 Total Rafter Weight = 578.00 Total Girt Weight = 245.49 Total Door Jamb Weight = 0.00 Total Bracing Weight = 47.28 Total Clips Weight = 19.80 Total Endwall Weight = 1390.45 EwDes -R.out U08MO1O1A Endwall Design Code 4/ 9/08 11:27am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUSOI BUILDING CODE: Wind Code IBC Year 06 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) U08MO1O1A Load Column Rafter Design Moment(f -k )- Id 4/ 9/08 11.27am MEMBER SIZES: Pn /sf Calc Vn /sf Calc Mn /sf Col--1 3.96 Member Member Member Web _Size Flange Size-Member Member Id Locate Size Depth Thick Width Thick Length Weight Col-1 0.7 W8x10 7.50 0.170 4.00 0.188 15.4 153.8 Col -2 16.0 W8x10 7.50 0.170 4.00 0.188 16.7 166.6 Col -3 31.3 W8x10 7.50 0.170 4.00 0.188 17.9 179.4 Raf -1 W8xl8 7.50 0.230 5.25 0.313 32.1 578.0 Total= 1077.88 DESIGN ACTIONS /STRENGTH: Mem Load Axial (k ) --Shear (k ) --Moment(f -k )- Id Id Calc Pn /sf Calc Vn /sf Calc Mn /sf Col--1 3.96 50.31 0.00 26.78 0.00 16.54 Col -1 2 8.44 50.31 0.00 26.78 0.00 16.54 Col -1 3 4.96 75.42 1.26 26.78 4.86 16.54 Col -1 4 1.25 75.42 1.26 26.78 4.86 16.54 Col -1 5 0.85 75.42 1.09 26.78 4.20 16.54 Col -1 6 0.85 75.42 1.26 26.78 4.86 16.54 Col -1 7 0.97 75.42 1.26 26.78 4.86 16.54 Col -1 8 2.89 50.31 1.26 26.78 4.86 16.54 Col -1 9 3.29 50.31 1.09 26.78 4.20 16.54 Col -1 10 3.29 50.31 1.26 26.78 4.86 16.54 Col -1 11 4.59 50.31 0.63 26.78 2.43 16.54 Col -1 12 6.44 50.31 0.63 26.78 2.43 16.54 Col -1 13 7.73 50.31 0.55 26.78 2.10 16.54 Col -1 14 7.73 50.31 0.63 26.78 2.43 16.54 Col -1 15 2.78 50.31 0.00 26.78 0.00 16.54 Col -1 16 4.37 50.31 0.00 26.78 0.00 16.54 Col -1 17 0.61 50.31 0.00 26.78 0.00 16.54 C01-1 18 2.20 50.31 0.00 26.78 0.00 16.54 Col -1 19 4.37 50.31 0.00 26.78 0.00 16.54 C01-1 20 2.78 50.31 0.00 26.78 0.00 16.54 Col -1 21 2.20 50.31 0.00 26.78 0.00 16.54 Col -1 22 0.61 50.31 0.00 26.78 0.00 16.54 Col -2 1 6.83 50.31 0.00 26.78 0.00 16.54 Col -2 2 9.97 50.31 0.00 26.78 0.00 16.54 Page 1 4/17/2008 EwDes -R.out Col -2 3 7.15 75.42 2.40 26.78 10.02 16.54 Col -2 4 4.75 75.42 2.40 26.78 10.02 16.54 Col -2 5 3.34 75.42 2.18 26.78 9.07 16.54 Col -2 6 3.34 75.42 2.40 26.78 10.02 16.54 Col -2 7 2.40 75.42 2.40 26.78 10.02 16.54 Col -2 8 0.16 50.31 2.40 26.78 10.02 16.54 Col -2 9 1.57 50.31 2.18 26.78 9.07 16.54 Col -2 10 1.57 50.31 2.40 26.78 10.02 16.54 Col -2 11 6.09 50.31 1.20 26.78 5.01 16.54 Col -2 12 7.29 50.31 1.20 26.78 5.01 16.54 Col -2 13 7.76 50.31 1.09 26.78 4.53 16.54 Col -2 14 7.76 50.31 1.20 26.78 5.01 16.54 Col -2 15 5.64 50.31 0.00 26.78 0.00 16.54 Col -2 16 4.10 50.31 0.00 26.78 0.00 16.54 Col -2 17 2.46 50.31 0.00 26.78 0.00 16.54 Col -2 18 0.93 50.31 0.00 26.78 0.00 16.54 Col -2 19 4.10 50.31 0.00 26.78 0.00 16.54 Col -2 20 5.64 50.31 0.00 26.78 0.00 16.54 Col -2 21 0.93 50.31 0.00 26.78 0.00 16.54 Col -2 22 2.46 50.31 0.00 26.78 0.00 16.54 Col -3 1 2.61 50.31 0.00 26.78 0.00 16.54 Col -3 2 4.03 50.31 0.00 26.78 0.00 16.54 Col -3 3 3.25 75.42 1.47 26.78 6.60 16.54 Col -3 4 1.83 75.42 1.47 26.78 6.60 16.54 Col -3 5 1.12 75.42 1.27 26.78 5.71 16.54 Col -3 6 1.12 75.42 1.47 26.78 6.60 16.54 Col -3 7 1.39 75.42 1.47 26.78 6.60 16.54 Col -3 8 0.21 50.31 1.47 26.78 6.60 16.54 Col -3 9 0.92 50.31 1.27 26.78 5.71 16.54 Col -3 10 0.92 50.31 1.47 26.78 6.60 16.54 Col -3 11 2.17 50.31 0.74 26.78 3.30 16.54 Col -3 12 2.88 50.31 0.74 26.78 3.30 16.54 Col -3 13 3.27 50.31 0.64 26.78 2.86 16.54 Col -3 14 3.27 50.31 0.74 26.78 3.30 16.54 Col -3 15 1.73 50.31 0.00 26.78 0.00 16.54 Col -3 16 1.68 50.31 0.00 26.78 0.00 16.54 Col -3 17 0.48 50.31 0.00 26.78 0.00 16.54 Col -3 18 0.43 50.31 0.00 26.78 0.00 16.54 Col -3 19 1.68 50.31 0.00 26.78 0.00 16.54 Col -3 20 1.73 50.31 0.00 26.78 0.00 16.54 Col -3 21 0.43 50.31 0.00 26.78 0.00 16.54 Col -3 22 0.48 50.31 0.00 26.78 0.00 16.54 Raf-1 1 0.29 127.42 3.42 37.38 9.87 40.10 Raf -1 2 0.43 127.42 5.22 37.38 13.98 40.10 Raf -1 3 0.43 127.42 1.60 37.38 4.55 39.52 Raf -1 4 0.26 127.42 0.89 37.38 4.53 38.86 Raf -1 5 0.28 127.42 0.95 37.38 4.53 38.86 Raf -1 6 0.10 127.42 0.47 37.38 4.52 38.86 Raf -1 7 0.40 127.42 1.38 37.38 4.24 40.10 Raf -1 8 0.59 127.42 2.09 37.38 5.93 40.10 Raf -1 9 1.61 127.42 2.02 37.38 5.70 40.10 Raf -1 10 0.65 127.42 1.34 37.38 3.65 40.10 Raf -1 11 1.57 127.42 1.26 37.38 3.42 40.10 Raf -1 12 1.61 127.42 2.02 37.38 5.70 40.10 Raf -1 13 0.59 127.42 2.09 37.38 5.93 40.10 Raf -1 14 1.57 127.42 1.26 37.38 3.42 40.10 Raf -1 15 0.65 127.42 1.34 37.38 3.65 40.10 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl +Mom Shr +Mom Max UC Col-1 1 0.08 0.00 0.00 0.08 0.08 Col -1 2 0.17 0.00 0.00 0.17 0.17 Col -1 3 0.07 0.05 0.29 0.30 0.30 Page 2 4/17/2008 EwDes -R.out Page 3 Col -1 4 0.02 0.05 0.29 0.25 0.29 Col -1 5 0.01 0.04 0.25 0.22 0.25 Col -1 6 0.01 0.05 0.29 0.26 0.29 Col -1 7 0.01 0.05 0.29 0.25 0.29 Col -1 8 0.06 0.05 0.29 0.32 0.32 Col -1 9 0.07 0.04 0.25 0.28 0.28 Col -1 10 0.07 0.05 0.29 0.32 0.32 Col -1 11 0.09 0.02 0.15 0.18 0.18 Col -1 12 0.13 0.02 0.15 0.20 0.20 Col -1 13 0.15 0.02 0.13 0.19 0.19 Col -1 14 0.15 0.02 0.15 0.21 0.21 Col -1 15 0.06 0.00 0.00 0.06 0.06 Col -1 16 0.09 0.00 0.00 0.09 0.09 Col -1 17 0.01 0.00 0.00 0.01 0.01 Col -1 18 0.04 0.00 0.00 0.04 0.04 Col -1 19 0.09 0.00 0.00 0.09 0.09 Col -1 20 0.06 0.00 0.00 0.06 0.06 Col -1 21 0.04 0.00 0.00 0.04 0.04 Col -1 22 0.01 0.00 0.00 0.01 0.01 Col -2 1 0.14 0.00 0.00 0.14 0.14 Col -2 2 0.20 0.00 0.00 0.20 0.20 Col -2 3 0.09 0.09 0.61 0.58 0.61 Col -2 4 0.06 0.09 0.61 0.55 0.61 Col -2 5 0.04 0.08 0.55 0.49 0.55 Col -2 6 0.04 0.09 0.61 0.53 0.61 Col -2 7 0.03 0.09 0.61 0.55 0.61 Col -2 8 0.00 0.09 0.61 0.61 0.61 Col -2 9 0.03 0.08 0.55 0.56 0.56 Col -2 10 0.03 0.09 0.61 0.62 0.62 Col -2 11 0.12 0.04 0.30 0.35 0.35 Col -2 12 0.14 0.04 0.30 0.36 0.36 Col -2 13 0.15 0.04 0.27 0.34 0.34 Col -2 14 0.15 0.04 0.30 0.37 0.37 Col -2 15 0.11 0.00 0.00 0.11 0.11 Col -2 16 0.08 0.00 0.00 0.08 0.08 Col -2 17 0.05 0.00 0.00 0.05 0.05 Col -2 18 0.02 0.00 0.00 0.02 0.02 Col -2 19 0.08 0.00 0.00 0.08 0.08 Col -2 20 0.11 0.00 0.00 0.11 0.11 Col -2 21 0.02 0.00 0.00 0.02 0.02 Col -2 22 0.05 0.00 0.00 0.05 0.05 Col -3 1 0.05 0.00 0.00 0.05 0.05 Col -3 2 0.08 0.00 0.00 0.08 0.08 Col -3 3 0.04 0.05 0.40 0.37 0.40 Col -3 4 0.02 0.05 0.40 0.35 0.40 Col -3 5 0.01 0.05 0.35 0.31 0.35 Col -3 6 0.01 0.05 0.40 0.36 0.40 Col -3 7 0.02 0.05 0.40 0.36 0.40 Col -3 8 0.00 0.05 0.40 0.40 0.40 Col -3 9 0.02 0.05 0.35 0.35 0.35 Col -3 10 0.02 0.05 0.40 0.41 0.41 Col -3 11 0.04 0.03 0.20 0.22 0.22 Col -3 12 0.06 0.03 0.20 0.22 0.22 Col -3 13 0.07 0.02 0.17 0.20 0.20 Col -3 14 0.07 0.03 0.20 0.23 0.23 Col -3 15 0.03 0.00 0.00 0.03 0.03 Col -3 16 0.03 0.00 0.00 0.03 0.03 Col -3 17 0.01 0.00 0.00 0.01 0.01 Col -3 18 0.01 0.00 0.00 0.01 0.01 Col -3 19 0.03 0.00 0.00 0.03 0.03 Col -3 20 0.03 0.00 0.00 0.03 0.03 Col -3 21 0.01 0.00 0.00 0.01 0.01 Col -3 22 0.01 0.00 0.00 0.01 0.01 Raf-1 1 0.00 0.09 0.25 0.25 0.25 Raf -1 2 0.00 0.14 0.35 0.35 0.35 Raf -1 3 0.00 0.04 0.12 0.12 0.12 Raf -1 4 0.00 0.02 0.12 0.12 0.12 4/17/2008 EwDe Raf -1 5 0.00 0.03 0.12 0.12 0.12 Raf -1 6 0.00 0.01 0.12 0.12 0.12 Raf -1 7 0.00 0.04 0.11 0.11 0.11 Raf -1 8 0.00 0.06 0.15 0.15 0.15 Raf -1 9 0.01 0.05 0.14 0.15 0.15 Raf -1 10 0.01 0.04 0.09 0.10 0.10 Raf -1 11 0.01 0.03 0.09 0.09 0.09 Raf -1 12 0.01 0.05 0.14 0.15 0.15 Raf -1 13 0.00 0.06 0.15 0.15 0.15 Raf -1 14 0.01 0.03 0.09 0.09 0.09 Raf -1 15 0.01 0.04 0.09 0.10 0.10 COLUMN REACTIONS: Mem Load Reaction(k Id Id Horz(OP)Vert Horz(IP) Col-1 1 0.00 3.96 0.00 Col -1 2 0.00 8.44 0.00 Col -1 3 1.26 6.57 1.77 Col -1 4 1.26 1.10 0.00 Col -1 5 1.09 0.69 0.00 Col -1 6 1.26 0.69 0.00 Col -1 7 1.26 2.59 1.77 Col -1 8 1.26 2.89 0.00 Col -1 9 1.09 3.29 0.00 C01-1 10 1.26 3.29 0.00 Col -1 11 0.63 3.70 0.88 Col -1 12 0.63 6.44 0.00 Col -1 13 0.55 7.73 0.00 Col -1 14 0.63 7.73 0.00 Col -1 15 0.00 1.28 1.51 Col -1 16 0.00 4.37 0.00 Col -1 17 0.00 0.89 1.51 Col -1 18 0.00 2.20 0.00 Col -1 19 0.00 4.37 0.00 Col -1 20 0.00 1.28 1.51 Col -1 21 0.00 2.20 0.00 Col -1 22 0.00 0.89 1.51 Col -2 1 0.00 6.83 0.00 Col -2 2 0.00 9.97 0.00 Col -2 3 2.40 6.98 0.00 Col -2 4 2.40 6.96 2.37 Col -2 5 2.18 3.18 0.00 Col -2 6 2.40 3.18 0.00 Col -2 7 2.40 2.23 0.00 Col -2 8 2.40 2.21 2.37 Col -2 9 2.18 1.57 0.00 Col -2 10 2.40 1.57 0.00 Col -2 11 1.20 6.09 0.00 Col -2 12 1.20 6.10 1.19 Col -2 13 1.09 7.76 0.00 Col -2 14 1.20 7.76 0.00 Col -2 15 0.00 5.64 0.00 Col -2 16 0.00 2.59 1.51 Col -2 17 0.00 2.46 0.00 Col -2 18 0.00 0.58 1.51 Col -2 19 0.00 2.59 1.51 Col -2 20 0.00 5.64 0.00 Col -2 21 0.00 0.58 1.51 Col -2 22 0.00 2.46 0.00 Col -3 1 0.00 2.61 0.00 Col -3 2 0.00 4.03 0.00 Col -3 3 1.47 3.07 0.00 Col -3 4 1.47 1.65 0.00 Col -3 5 1.27 0.94 0.00 Col -3 6 1.47 0.94 0.00 Page 4 4/17/2008 EwDes -R.out Page 5 Col -3 7 1.47 1.21 0.00 Col -3 8 1.47 0.21 0.00 Col -3 9 1.27 0.92 0.00 Col -3 10 1.47 0.92 0.00 Col -3 11 0.74 2.17 0.00 Col -3 12 0.74 2.88 0.00 Col -3 13 0.64 3.27 0.00 Col -3 14 0.74 3.27 0.00 Col -3 15 0.00 1.73 0.00 Col -3 16 0.00 1.68 0.00 Col -3 17 0.00 0.48 0.00 Col -3 18 0.00 0.43 0.00 Col -3 19 0.00 1.68 0.00 Col -3 20 0.00 1.73 0.00 Col -3 21 0.00 0.43 0.00 Col -3 22 0.00 0.48 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Col-1 1 0.00 1.54 Col -1 2 0.00 1.54 Col -1 3 0.16 1.54 Col -1 4 0.16 1.54 Col -1 5 0.14 1.54 Col -1 6 0.16 1.54 Col -1 7 0.16 1.54 Col -1 8 0.16 1.54 Col -1 9 0.14 1.54 Col -1 10 0.16 1.54 Col -1 11 0.08 1.54 Col -1 12 0.08 1.54 Col -1 13 0.07 1.54 Col -1 14 0.08 1.54 Col -1 15 0.00 1.54 Col -1 16 0.00 1.54 Col -1 17 0.00 1.54 Col -1 18 0.00 1.54 Col -1 19 0.00 1.54 Col -1 20 0.00 1.54 Col -1 21 0.00 1.54 Col -1 22 0.00 1.54 Col -2 1 0.00 1.67 Col -2 2 0.00 1.67 Col -2 3 0.39 1.67 Col -2 4 0.39 1.67 Col -2 5 0.36 1.67 Col -2 6 0.39 1.67 Col -2 7 0.39 1.67 Col -2 8 0.39 1.67 Col -2 9 0.36 1.67 Col -2 10 0.39 1.67 Col -2 11 0.20 1.67 Col -2 12 0.20 1.67 Col -2 13 0.18 1.67 Col -2 14 0.20 1.67 Col -2 15 0.00 1.67 Col -2 16 0.00 1.67 Col -2 17 0.00 1.67 Col -2 18 0.00 1.67 Col -2 19 0.00 1.67 Col -2 20 0.00 1.67 Col -2 21 0.00 1.67 Col -2 22 0.00 1.67 Col -3 1 0.00 1.79 4/17/2008 EwDes -R.out Page 6 Col -3 2 0.00 1.79 Col -3 3 0.30 1.79 Col -3 4 0.30 1.79 Col -3 5 0.26 1.79 Col -3 6 0.30 1.79 Col -3 7 0.30 1.79 Col -3 8 0.30 1.79 Col -3 9 0.26 1.79 Col -3 10 0.30 1.79 Col -3 11 0.15 1.79 Col -3 12 0.15 1.79 Col -3 13 0.13 1.79 Col -3 14 0.15 1.79 Col -3 15 0.00 1.79 Col -3 16 0.00 1.79 Col -3 17 0.00 1.79 Col -3 18 0.00 1.79 Col -3 19 0.00 1.79 Col -3 20 0.00 1.79 Col -3 21 0.00 1.79 Col -3 22 0.00 1.79 RAFTER MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Raf--1 0.11 1.07 Raf -1 2 0.19 1.07 Raf -1 3 0.05 1.07 Raf -1 4 0.03 1.07 Raf -1 5 0.03 1.07 Raf -1 6 0.05 1.07 Raf -1 7 0.03 1.07 Raf -1 8 0.07 1.07 Raf -1 9 0.07 1.07 Raf -1 10 0.05 1.07 Raf -1 11 0.05 1.07 Raf -1 12 0.07 1.07 Raf -1 13 0.07 1.07 Raf -1 14 0.05 1.07 Raf -1 15 0.05 1.07 U08MO101A Base Plate & Anchor Bolt Design 4/ 9/08 11:27am Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) Column _Base Max _Reactions(k )Plate _Size(in)Bolts(A36 Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col-1 7.9 8.4 -4.9 1.6 8.0 7.9 0.375 2 0.750 4.00 Col -2 7.9 10.0 -5.2 2.5 8.0 7.9 0.375 2 0.750 4.00 Col -3 7.9 4.0 -2.3 1.1 8.0 7.9 0.375 2 0.750 4.00 U08MO1O1A Flush Girt Design Report 4/ 9/08 11:27am GIRT LOCATION: Bay No. Girt Id EwDes -R.out Id Girt 1 3 2 3 GIRT SPAN: Bay No. Id Girt 1 3 2 3 GIRT SIZE: Bay No. Id Girt 1 3 2 3 1 2 3 3.500 7.500 13.500 3.500 7.500 13.500 Girt Id 1 2 3 13.917 13.917 13.917 13.917 13.917 13.917 Girt Id 1 2 3 08Z060 08Z060 082060 08Z060 08Z060 08Z060 GIRT REDUCTION FACTOR: Bay No. Girt Id Id Girt 1 2 3 1 3 0.62 0.62 0.62 2 3 0.62 0.62 0.62 GIRT INSIDE FLANGE BRACE: No._Brace /Bay 1 2 0 0 GIRT ACTIONS: Bay Girt Ld Id Id Id 1 1 WP WS 1 2 WP WS 1 3 WP WS 2 1 WP WS 2 2 WP WS 2 3 WP WS Shear(k ) Calc Allow UC 0.49 3.42 0.14 0.55 3.42 0.16 0.66 3.42 0.19 0.74 3.42 0.22 0.68 3.42 0.20 0.76 3.42 0.22 0.49 3.42 0.14 0.55 3.42 0.16 0.66 3.42 0.19 0.74 3.42 0.22 0.76 3.42 0.22 0.86 3.42 0.25 Moment(f -k ) -- Calc Allow UC 1.71 6.90 0.25 1.88 4.50 0.42 2.28 6.90 0.33 2.51 4.50 0.56 2.35 6.90 0.34 2.59 4.50 0.58 1.71 6.90 0.25 1.88 4.50 0.42 2.28 6.90 0.33 2.51 4.50 0.56 2.65 6.90 0.38 2.91 4.50 0.65 Mom+ --- Deflect(in) -- Shear Calc Allow UC 0.04 0.17 1.86 0.09 0.05 0.19 1.86 0.10 0.07 0.23 1.86 0.12 0.09 0.25 1.86 0.14 0.08 0.24 1.86 0.13 0.09 0.26 1.86 0.14 0.04 0.17 1.86 0.09 0.05 0.19 1.86 0.10 0.07 0.23 1.86 0.12 0.09 0.25 1.86 0.14 0.10 0.27 1.86 0.14 0.12 0.29 1.86 0.16 U08MO1O1A Endwall Diagonal Bracing Summary 4/ 9/08 11:27am PANEL SHEAR WITH NO BRACING: Base -- Transverse -- ---- Torsion - -- Length Wind Seismic Wind Seismic 32.00 74.1 72.5 0.0 0.0 DIAGONAL BRACING REQUIRED: Bay Level ------ Diag_ Brace ----- Id Height Type Size Part Allow 71.0 Brace Tension(k ) Wind - - -- - -- Seismic -- Max Calc Pn /sf Calc Pn /sf UC Page 7 4/17/2008 EwDes -R.out Page 8 1 15.83 R 0.625 RDB- COLUMN BASE REACTIONS: 3.35 9.79 3.28 12.49 0.34 Bay Col Wind Seismic Max Id Id Horz Vert( + / -)Horz Vert( + / -) 1 1 1.77 1.77 1.51 1.51 1 2 2.37 2.37 1.51 1.51 DEFLECTION AT RAFTER: Wall -- Deflection -- Height Wind Seismic Limit 15.8 0.07 0.07 2626. U08MO101A Wail Panel Report 4/ 9/08 11:27am PANEL DATA: Bay Part Type Gage Yield 2 CW6 -80 CW 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft- lb /ft)- Span Span LD Support Midspan Deflect(in) -- Id ft)Id Calc Mn /sf UC Calc Mn /sf UC Calc Allow UC 1 3.50 WP 26.1 243.4 0.11 21.4 222.0 0.10 0.02 0.47 0.04 WS 34.5 222.0 0.16 28.3 243.4 0.12 0.02 0.47 0.05 2 4.00 WP 46.8 243.4 0.19 7.5 222.0 0.03 0.00 0.53 0.00 WS 62.0 222.0 0.28 9.9 243.4 0.04 0.00 0.53 0.00 3 6.00 WP 79.2 243.4 0.33 35.1 222.0 0.16 0.07 0.80 0.09 WS 104.9 222.0 0.47 46.5 243.4 0.19 0.09 0.80 0.11 4 5.59 WP 79.2 243.4 0.33 49.8 222.0 0.22 0.10 0.75 0.14 WS 104.9 222.0 0.47 65.9 243.4 0.27 0.13 0.75 0.18 U08MO1O1A Endwall Design Warning Report 4/ 9/08 11:27am No Warnings U08MO1O1A Endwall Weight Summary 4/ 9/08 11:27am FORCED SPACING: Total Column Weight = 499.88 Total Rafter Weight = 578.00 Total Girt Weight = 245.49 Total Door Jamb Weight = 0.00 Total Bracing Weight = 47.28 Total Clips Weight = 19.80 Total Endwall Weight = 1390.45 4/17/2008 RooIDes.out Page 1 U08MO101A Roof Design Code 4/ 9/08 11:27am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS01 BUILDING CODE: Wind Code IBC Year 06 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) U08MO1O1A Purlin Layout Report(Surface= 2) 4/ 9/08 11:27am SURFACE LAYOUT: Surface No. Peak Id Length Row Space 2 32.111 7 4.944 PURLIN LOCATION: Purlin Surf Load Dead Edge Show Id Offset Space Width Load Wind Report 1 1.333 1.333 3.250 1.56 Y Y 2 6.500 5.167 5.167 0.98 3 11.666 5.167 5.167 0.98 4 16.833 5.167 5.167 0.98 5 22.000 5.167 5.167 0.98 Y 6 27.167 5.167 2.583 1.97 Y Y 7 27.167 0.000 2.472 2.06 Y 32.111 4.944 PURLIN LAYOUT: Bay Span Purlin Span - -- Lap(ft) --No.Unit Total Id Id Size ft)Left Right Brace Weight Weight 1 1OZ060 0.33 0 1.1 7.8 1 2 10Z060 17.67 3.50 0 70.9 496.4 2 3 1OZ060 18.00 3.50 1.25 0 76.2 533.5 3 4 1OZ075 18.00 1.25 3.50 0 95.3 667.3 4 5 1OZ099 26.00 3.50 0 163.1 1141.9 6 1OZ099 0.33 0 1.8 12.9 Total(lb)=408.5 2859.8 SPECIAL LOADS: Load Location Start End Load Type 4/17/2008 0.000 6.400 Edge Zone Wind 25.711 32.111 Edge Zone Wind RoofDes.out UO8MO1O1A Purlin Design Report(Surface= 2, Id= 1) 4/ 9/08 11:27am ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 Edge Strip Zone= 6.40) PURLIN LAYOUT: (Purlin Id= 1) Bay Span Purlin Id Id Size Span - - -La ft) Left 0.33 17.67 18.00 3.50 18.00 1.25 26.00 3.50 0.33 2(ft) -- Load No. Right Width Brace 3.25 0 3.50 3.25 0 1.25 3.25 0 3.50 3.25 0 3.25 0 3.25 0 LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: 1 1OZ060 1 2 1OZ060 2 3 1OZ060 3 4 1OZ075 4 5 1OZ099 0.00 6 1OZ099 Span - - -La ft) Left 0.33 17.67 18.00 3.50 18.00 1.25 26.00 3.50 0.33 2(ft) -- Load No. Right Width Brace 3.25 0 3.50 3.25 0 1.25 3.25 0 3.50 3.25 0 3.25 0 3.25 0 LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: STRENGTH /DEFLECTION: Moment(f -k )--------------Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.00 Loc 0.03 2 0.57 0.00 0.62 0.91 3 0.84 0.55 0.57 0.67 4 0.55 0.45 0.66 0.96 5 1.29 0.99 6.59 0.90 6 0.03 1.12 4.77 0.00 STRENGTH /DEFLECTION: Moment(f -k )-------------- Shear(k ) Left Left MidSpan Deflection(in) Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 1 0.00 0.00 2.02 1.96 6.84 0.30 2.97 2.97 0.55 1.23 10.00 0.69 1.46 1.46 0.84 0.36 6.59 2.27 5.11 5.11 1.12 4.77 15.34 3 0.00 0.00 2.02 0.00 0.33 1.48 0.00 Span Shear(k )Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 2.02 0.01 RS 0.00 6.42 0.00 LS 0.00 0.01 2 RL 0.62 2.02 0.30 MS 1.96 6.42 0.30 RS 0.10 0.20 3 RL 0.57 2.02 0.28 LS 1.48 6.42 0.23 LS 0.10 0.11 4 RL 0.66 3.96 0.17 RL 2.27 9.15 0.25 RL 0.09 0.06 5 LL 0.99 9.16 0.11 MS 4.77 12.71 0.38 LS 0.06 0.73 6 LS 0.03 9.16 0.00 LS 0.00 12.71 0.00 LS 0.00 0.03 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In Page 2 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 4/17/2008 RoofDes.out Page 3 2 17.7 13.7 0.0 0.0 0.5 3.5 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 18.0 3.5 1.1 0.0 1.3 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 18.0 1.3 2.4 0.0 5.0 3.5 1.00 1.67 1.00 1.67 1.00 1.00 0.70 5 26.0 3.5 1.2 0.0 0.0 21.3 1.00 1.67 1.00 1.00 1.00 1.00 0.70 6 0.3 0.3 0.3 0.3 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k )ShearRatio Id Left Right Left Right 2 0.21 0.11 3 0.21 0.32 0.11 0.15 4 0.26 0.41 0.14 0.19 5 0.32 0.89 0.14 4 LOAD COMBINATION # 2 : DL +CL +SL PURLIN ANALYSIS: Moment(f -k )--------------Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.00 Loc 0.04 2 0.90 0.01 0.97 1.43 3 1.32 0.86 0.89 1.06 4 0.87 0.71 1.05 1.51 5 2.03 1.57 6.59 1.41 6 0.04 1.76 7.52 0.00 Moment(f -k )-------------- Shear(k ) - Left Left MidSpan Deflection(in) Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 1 0.01 0.01 2.02 3.09 6.84 0.47 4.68 4.68 0.86 1.93 10.00 1.09 2.31 2.31 1.32 0.56 6.59 3.58 8.06 8.06 1.76 7.52 15.34 3 0.01 0.01 2.02 0.00 0.33 2.34 0.00 STRENGTH /DEFLECTION: Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 2.02 0.02 RS 0.01 6.42 0.00 LS 0.00 0.02 2 RL 0.97 2.02 0.48 MS 3.09 6.42 0.48 RS 0.26 0.32 3 RL 0.89 2.02 0.44 LS 2.34 6.42 0.36 LS 0.24 0.17 4 RL 1.05 3.96 0.26 RL 3.58 9.15 0.39 RL 0.22 0.09 5 LL 1.57 9.16 0.17 MS 7.52 12.71 0.59 LS 0.15 1.15 6 LS 0.04 9.16 0.00 LS 0.01 12.71 0.00 LS 0.00 0.05 UNBRACE LENGTHS Available Reduction Span Minor---- - - - - --Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 17.7 13.7 0.0 0.0 0.5 3.5 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 18.0 3.5 1.1 0.0 1.3 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 18.0 1.3 2.4 0.0 5.0 3.5 1.00 1.67 1.00 1.67 1.00 1.00 0.70 5 26.0 3.5 1.2 0.0 0.0 21.3 1.00 1.67 1.00 1.00 1.00 1.00 0.70 6 0.3 0.3 0.3 0.3 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: 4/17/2008 RoofDes.out Page 4 Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear _Ratio Id Left Right Left Right 2 0.33 0.17 3 0.33 0.51 0.17 0.23 4 0.41 0.65 0.21 0.30 5 0.50 0.23 LOAD COMBINATION # 3 : DL +1.3WS1 PURLIN ANALYSIS: Left Left Sup Lap 0.00 0.01 3.58 -0.72 1.65 -0.93 6.11 -1.36 0.01 Moment (f -k ) MidSpan Mom Loc 0.00 0.00 2.45 6.98 1.42 10.09 0.41 6.47 5.80 15.11 0.00 0.33 Right Right Lap Sup 0.01 0.34 -3.58 0.76 -1.65 2.75 -6.11 0.01 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 2.70 0.01 RS -0.01 8.56 0.00 LS 0.00 -0.02 2 RL 0.76 2.70 0.28 MS 2.45 5.99 0.41 RS 0.09 0.26 3 RL 0.65 2.70 0.24 MS 1.42 5.99 0.24 LS 0.08 0.12 4 RL 0.79 5.28 0.15 RL -2.75 12.20 0.23 RL 0.07 -0.07 5 LL -1.19 12.21 0.10 MS 5.80 11.86 0.49 LS 0.05 0.89 6 LS -0.03 12.21 0.00 LS -0.01 16.94 0.00 LS 0.00 -0.04 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.3 0.3 0.0 0.3 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 17.7 0.0 14.2 14.2 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 18.0 0.0 0.0 10.7 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 18.0 0.0 0.0 5.7 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 5 26.0 0.0 0.0 21.3 21.3 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 6 0.3 0.0 0.0 0.3 0.0 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap _Shear(k ) Shear Id Left Right Left Right 2 0.26 0.10 3 0.26 0.37 0.10 0.12 4 0.29 0.50 0.11 0.17 5 0.38 0.13 Shear(k ) - - Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.03 2 0.72 0.76 1.10 3 0.99 0.65 0.65 0.78 4 0.64 0.51 0.79 1.13 5 1.53 1.19 1.10 6 0.03 0.00 Left Left Sup Lap 0.00 0.01 3.58 -0.72 1.65 -0.93 6.11 -1.36 0.01 Moment (f -k ) MidSpan Mom Loc 0.00 0.00 2.45 6.98 1.42 10.09 0.41 6.47 5.80 15.11 0.00 0.33 Right Right Lap Sup 0.01 0.34 -3.58 0.76 -1.65 2.75 -6.11 0.01 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 2.70 0.01 RS -0.01 8.56 0.00 LS 0.00 -0.02 2 RL 0.76 2.70 0.28 MS 2.45 5.99 0.41 RS 0.09 0.26 3 RL 0.65 2.70 0.24 MS 1.42 5.99 0.24 LS 0.08 0.12 4 RL 0.79 5.28 0.15 RL -2.75 12.20 0.23 RL 0.07 -0.07 5 LL -1.19 12.21 0.10 MS 5.80 11.86 0.49 LS 0.05 0.89 6 LS -0.03 12.21 0.00 LS -0.01 16.94 0.00 LS 0.00 -0.04 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.3 0.3 0.0 0.3 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 17.7 0.0 14.2 14.2 0.0 0.0 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 18.0 0.0 0.0 10.7 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 18.0 0.0 0.0 5.7 0.0 0.0 1.00 1.67 1.00 1.67 1.00 1.00 0.70 5 26.0 0.0 0.0 21.3 21.3 0.0 1.00 1.67 1.00 1.00 1.00 1.00 0.70 6 0.3 0.0 0.0 0.3 0.0 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap _Shear(k ) Shear Id Left Right Left Right 2 0.26 0.10 3 0.26 0.37 0.10 0.12 4 0.29 0.50 0.11 0.17 5 0.38 0.13 4/17/2008 RoofDes.out LOAD COMBINATION # 4 : DL +CL +SL /2 +1.3WP1 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.00 Loc 0.04 2 0.81 0.010.87 1.28 3 1.18 0.77 0.80 0.95 4 0.78 0.63 0.94 1.35 5 1.81 1.40 1.571.26 6 0.04 0.01 0.12 0.00 STRENGTH /DEFLECTION: Moment(f -k )-------------- Moment(f -k ) Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 Calc Allow 0.01 0.01 0.04 2.75 6.84 0.42 4.18 4.18 0.77 1.73 10.00 0.97 2.06 2.06 1.18 0.50 6.59 3.20 7.19 7.19 1.57 6.71 15.34 8.56 0.01 0.01 0.12 0.00 0.33 3 0.00 Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 2.70 0.01 RS 0.01 8.56 0.00 LS 0.00 0.02 2 RL 0.87 2.70 0.32 MS 2.75 8.56 0.32 RS 0.12 0.29 3 RL 0.80 2.70 0.30 LS 2.09 8.56 0.24 LS 0.11 0.15 4 RL 0.94 5.28 0.18 RL 3.20 12.20 0.26 RL 0.10 0.08 5 LL 1.40 12.21 0.11 MS 6.71 16.94 0.40 LS 0.07 1.03 6 LS 0.04 12.21 0.00 LS 0.01 16.94 0.00 LS 0.00 0.05 UNBRACE LENGTHS Available Reduction Span Minor---- - - - - --Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 17.7 13.7 0.0 0.0 0.5 3.5 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 18.0 3.5 1.1 0.0 1.3 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 18.0 1.3 2.4 0.0 5.0 3.5 1.00 1.67 1.00 1.67 1.00 1.00 0.70 5 26.0 3.5 1.2 0.0 0.0 21.3 1.00 1.67 1.00 1.00 1.00 1.00 0.70 6 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap _Shear(k ) Shear Id Left Right Left Right 2 0.30 0.12 3 0.30 0.46 0.12 0.16 4 0.37 0.58 0.14 0.20 5 0.44 0.15 LOAD COMBINATION # 5 : DL +CL +SL +0.65WP1 Page 5 PURLIN ANALYSIS: 4/17/2008 RoofDes.out Page 6 STRENGTH /DEFLECTION: Span Shear(k ) --Moment(f -k )-------------- Mom +Shr Deflection(in) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.00 0.03 0.05 0.00 0.00 0.00 0.01 2 1.05 0.42 1.13 1.66 0.01 3 3.58 6.84 0.55 5.43 3 1.53 1.00 1.04 1.23 5.43 1.00 2.24 10.00 1.26 2.68 4 1.01 0.82 1.21 1.75 2.68 1.53 0.66 6.59 4.15 9.34 5 2.35 1.82 12.21 1.64 9.34 2.04 8.72 15.34 0.51 0.01 6 0.05 6 LS 0.00 0.01 0.00 0.00 0.33 0.01 0.00 STRENGTH /DEFLECTION: Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.05 2.70 0.02 RS 0.01 8.56 0.00 LS 0.00 0.03 2 RL 1.13 2.70 0.42 MS 3.58 8.56 0.42 RS 0.20 0.37 3 RL 1.04 2.70 0.38 LS 2.71 8.56 0.32 LS 0.18 0.19 4 RL 1.21 5.28 0.23 RL 4.15 12.20 0.34 RL 0.17 0.11 5 LL 1.82 12.21 0.15 MS 8.72 16.94 0.51 LS 0.11 1.33 6 LS 0.05 12.21 0.00 LS 0.01 16.94 0.00 LS 0.00 0.06 UNBRACE LENGTHS Span---Minor----Cb ----------- Left Id Major LS LL MS RL RS LS LL MS RL RS 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 2 17.7 13.7 0.0 0.0 0.5 3.5 1.00 1.00 1.00 1.67 1.00 3 18.0 3.5 1.1 0.0 1.3 1.3 1.00 1.67 1.00 1.67 1.00 4 18.0 1.3 2.4 0.0 5.0 3.5 1.00 1.67 1.00 1.67 1.00 5 26.0 3.5 1.2 0.0 0.0 21.3 1.00 1.67 1.00 1.00 1.00 6 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.39 0.15 3 0.39 0.59 0.15 0.20 4 0.48 0.76 0.19 0.26 5 0.58 0.20 LOAD COMBINATION # 6 : DL +CL +SL /2 +AUX3 PURLIN ANALYSIS: Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.00 0.000.04 2 0.90 0.98 1.44 3 1.34 0.88 0.88 1.05 4 0.55 0.46 0.55 0.81 5 1.16 0.89 4.38 15.250.82 Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Moment(f -k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 3.07 6.81 0.52 4.76 4.76 0.86 2.05 10.12 0.87 2.07 2.07 1.44 0.07 7.27 2.05 4.44 4.44 0.85 4.38 15.25 0.00 4/17/2008 Roo 6 0.03 1 11 1 11 STRENGTH /DEFLECTION: 0.00 0.33 Span Shear(k ) -Moment(f -k )Mom +Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC 1 RS 0.04 2.02 0.02 RS 0.01 6.42 0.00 LS 0.00 2 RL 0.98 2.02 0.48 MS 3.07 6.42 0.48 RS 0.26 3 RL 0.88 2.02 0.44 LS 2.38 6.42 0.37 LS 0.25 4 RL 0.55 3.96 0.14 RL 2.05 6.41 0.32 RL 0.07 5 LL 0.89 9.16 0.10 MS 4.38 12.71 0.35 LS 0.04 6 LS 0.03 9.16 0.00 LS 0.00 12.71 0.00 LS 0.00 UNBRACE LENGTHS NMI] Deflection(in) Calc Allow 0.02 0.32 0.18 0.09 0.68 0.03 Available Reduction Span Id Major 1 0.3 2 17.7 3 18.0 4 18.0 5 26.0 6 0.3 Minor---- - - - - -- LS LL MS RL RS 0.3 0.3 0.0 0.3 0.3 13.6 0.0 0.0 0.6 3.5 3.5 1.1 0.0 1.1 1.3 1.3 13.3 13.3 13.3 3.5 3.5 1.0 0.0 0.0 21.5 0.3 0.3 0.3 0.3 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.34 0.18 3 0.34 0.46 0.18 0.21 4 0.37 0.36 0.19 0.16 5 0.27 0.12 Cb----------- Factor LS LL MS RL RS Out In 1.00 1.00 1.00 1.00 1.00 1.00 0.70 1.00 1.00 1.00 1.67 1.00 1.00 0.70 1.00 1.67 1.00 1.67 1.00 1.00 0.70 1.00 1.67 1.00 1.67 1.00 1.00 0.70 1.00 1.67 1.00 1.00 1.00 1.00 0.70 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LOAD COMBINATION # 7 : DL +CL +SL /2 +AUX4 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.000.03 2 0.48 0.00 0.59 0.86 3 1.20 0.73 1.03 1.19 4 1.09 0.92 0.84 1.30 5 1.19 0.92 8.20 0.79 6 0.03 1.55 4.06 0.00 STRENGTH /DEFLECTION: Moment(f -k )-------------- Moment(f -k ) - - --Mom +Shr Left Left MidSpan Loc Calc Allow UC Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.00 0.00 1.52 6.34 0.80 3.34 3.34 0.03 2.04 9.01 1.94 3.33 3.33 2.07 1.14 8.20 1.50 5.24 5.24 1.55 4.06 15.65 0.00 0.00 0.00 0.33 0.00 Page 7 Span Shear(k ) - - - - --Moment(f -k ) - - --Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS -0.03 2.02 0.01 RS 0.00 6.42 0.00 LS 0.00 0.01 4/17/2008 2 RL 0.59 2.02 0.29 RS 1.67 6.42 0.26 RS 0.11 0.13 3 RL 1.03 2.02 0.51 MS 2.04 6.42 0.32 RL 0.35 0.20 4 LL 0.92 3.96 0.23 RS 2.27 9.15 0.25 LL 0.11 0.03 5 LL 0.92 9.16 0.10 MS 4.06 12.71 0.32 LS 0.06 0.59 6 LS 0.03 9.16 0.00 LS 0.00 12.71 0.00 LS 0.00 0.03 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Id Major LS LL 1 0.3 0.3 0.3 2 17.7 12.7 0.0 3 18.0 3.5 0.0 4 18.0 1.3 2.8 5 26.0 3.5 1.8 6 0.3 0.3 0.3 Minor MS 0.0 0.0 0.0 0.0 0.0 0.0 RoofDes.out RL RS 0.3 0.3 1.5 3.5 2.2 1.3 2.2 3.5 0.0 20.7 0.3 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear _Ratio Id Left Right Left Right 2 0.24 0.12 3 0.24 0.74 0.12 0.33 4 0.59 0.42 0.31 0.19 5 0.32 0.15 Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION # 8 : DL +CL +SL /2 +AUX5 PURLIN ANALYSIS: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Loc 0.00 0.000.03 2 0.52 2.02 0.55 0.82 3 0.74 0.48 0.53 0.62 4 0.82 0.66 1.10 1.57 5 2.04 1.58 7.46 15.391.41 6 0.04 RL 0.00 0.330.00 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C Moment(f -k )-------------- Moment(f -k ) Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 1 0.00 0.00 2.02 1.79 6.88 0.22 2.62 2.62 0.49 1.00 9.77 0.84 1.56 1.56 0.64 0.99 6.20 3.59 8.26 8.26 1.92 7.46 15.39 RS 0.01 0.01 RL 0.00 0.33 2.02 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - -Moment(f -k )Mom +Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC 1 RS 0.03 2.02 0.01 RS 0.00 6.42 0.00 LS 0.00 2 RL 0.55 2.02 0.27 MS 1.79 6.42 0.28 RS 0.08 3 RL 0.53 2.02 0.26 LS 1.31 6.42 0.20 RL 0.09 4 RL 1.10 3.96 0.28 RL 3.59 9.15 0.39 RL 0.23 5 LL 1.58 9.16 0.17 MS 7.46 12.71 0.59 LS 0.15 6 LS 0.04 9.16 0.00 LS 0.01 12.71 0.00 LS 0.00 UNBRACE LENGTHS Deflection(in) Calc Allow 0.01 0.19 0.08 0.05 1.13 0.05 Page 8 Available 4/17/2008 Span Id 1 2 3 4 5 6 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.19 0.10 3 0.19 0.35 0.10 0.16 4 0.28 0.67 0.14 0.30 5 0.51 0.23 Roofflmout Cb ----------- LS LL MS RL RS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD COMBINATION # 9 : DL +CL +SL /2 +AUX1 PURLIN ANALYSIS: Span Id 1 2 3 4 5 6 Shear(k )-- - - - - -- Left Left Right Right Sup Lap Lap Sup 0.00 -0.04 0.95 -0.93 -1.39 0.84 0.58 -0.43 -0.52 0.48 0.38 -0.62 -0.89 1.17 0.90 -0.81 0.03 0.00 STRENGTH /DEFLECTION: Span Minor---- - - - - -- Major LS LL MS RL RS 0.3 0.3 0.3 0.0 0.3 0.3 17.7 14.2 0.0 0.0 14.2 3.5 18.0 3.5 1.1 0.0 1.8 1.3 18.0 1.3 1.1 0.0 4.5 3.5 26.0 3.5 1.3 0.0 0.0 21.2 0.3 0.3 0.3 0.0 0.3 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.19 0.10 3 0.19 0.35 0.10 0.16 4 0.28 0.67 0.14 0.30 5 0.51 0.23 Roofflmout Cb ----------- LS LL MS RL RS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD COMBINATION # 9 : DL +CL +SL /2 +AUX1 PURLIN ANALYSIS: Span Id 1 2 3 4 5 6 Shear(k )-- - - - - -- Left Left Right Right Sup Lap Lap Sup 0.00 -0.04 0.95 -0.93 -1.39 0.84 0.58 -0.43 -0.52 0.48 0.38 -0.62 -0.89 1.17 0.90 -0.81 0.03 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - Id Loc Calc Allow UC 1 RS 0.04 2.02 0.02 2 LS 0.95 2.02 0.47 3 LL 0.58 2.02 0.29 4 RL 0.62 3.96 0.16 5 LL 0.90 9.16 0.10 6 LS 0.03 9.16 0.00 UNBRACE LENGTHS Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Moment(f -k )-------------- Minor Left Left MidSpan Major Right Right Sup Lap Mom Loc Lap Sup 0.00 0.0 0.00 0.00 2 0.01 0.01 0.0 3.42 7.19 0.19 3.87 3.87 1.38 0.82 11.12 0.38 0.97 0.97 0.44 0.52 6.27 2.05 4.71 4.71 1.08 4.28 15.38 1.3 0.00 0.00 21.2 0.00 0.33 0.00 Moment(f -k ) - - -- Loc Calc Allow UC RS 0.01 6.42 0.00 MS -3.42 6.42 0.53 LS 1.94 6.42 0.30 RL 2.05 9.15 0.22 MS -4.28 12.71 0.34 LS 0.00 12.71 0.00 Span Minor Id Major LS LL MS RL RS 1 0.3 0.3 0.3 0.0 0.3 0.3 2 17.7 14.2 0.0 0.0 0.0 3.5 3 18.0 3.5 3.0 0.0 1.0 1.3 4 18.0 1.3 1.3 0.0 4.5 3.5 5 26.0 3.5 1.3 0.0 0.0 21.2 Mom +Shr Loc UC LS 0.00 RL 0.21 LS 0.13 RL 0.08 LS 0.05 LS 0.00 Cb - - - -- LS LL MS RL RS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 Deflection(in) Calc Allow 0.03 0.39 0.02 0.03 0.65 0.03 Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Page 9 4/17/2008 Roo 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap _Shear(k ) Shear Id Left Right Left Right 2 0.28 0.14 3 0.28 0.22 0.14 0.10 4 0.17 0.38 0.09 0.17 5 0.29 0.13 LOAD COMBINATION 410 : DL +CL +SL /2 +AUX2 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.00 UC 0.03 2 0.51 0.000.57 0.83 3 0.80 0.54 0.47 0.56 4 0.31 0.22 0.79 1.06 5 2.01 1.54 1.161.44 6 0.04 0.01 RS 0.00 STRENGTH /DEFLECTION: Moment(f -k )-------------- Moment(f -k ) Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 UC 0.00 0.00 UC 0.00 0.00 RS 1.71 6.71 0.40 2.85 2.85 0.50 1.41 10.60 0.02 0.66 0.66 0.33 0.03 4.09 4.15 7.38 7.38 1.16 7.83 15.13 1.71 0.01 0.01 RS 0.00 0.33 0.17 0.00 Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 2.02 0.01 RS 0.00 6.42 0.00 LS 0.00 0.01 2 RL 0.57 2.02 0.28 MS 1.71 6.42 0.27 RS 0.09 0.17 3 LL 0.54 2.02 0.27 LS 1.43 6.42 0.22 LS 0.09 0.14 4 RL 0.79 3.96 0.20 RL 4.15 6.41 0.65 RL 0.24 0.19 5 LL 1.54 9.16 0.17 MS 7.83 12.71 0.62 LS 0.12 1.23 6 LS 0.04 9.16 0.00 LS 0.01 12.71 0.00 LS 0.00 0.06 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Id Major LS LL 1 0.3 0.3 0.3 2 17.7 13.4 0.0 3 18.0 3.5 1.0 4 18.0 1.3 13.3 5 26.0 3.5 0.8 6 0.3 0.3 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 13.3 0.0 0.0 RL RS 0.3 0.3 0.8 3.5 12.3 1.3 13.3 3.5 0.0 21.7 0.3 0.3 Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.7C 1.00 0.7C 1.00 0.7C Page 10 Span Lap_Shear(k ) Shear _Ratio Id Left Right Left Right 4/17/2008 RoofDes.out 2 0.20 0.11 3 0.20 0.15 0.11 0.07 4 0.12 0.60 0.06 0.27 5 0.46 0.21 LOAD COMBINATION #11 : DL +CL +SL- 1.OAUX1 PURLIN ANALYSIS: Moment(f -k )--------------Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.00 Loc 0.03 2 0.47 0.00 0.60 0.86 3 1.24 0.77 0.98 1.15 4 0.90 0.73 1.02 1.49 5 2.03 1.56 6.77 1.41 6 0.04 1.69 7.55 0.00 Moment(f -k )-------------- Shear(k ) - Left Left MidSpan Deflection(in) Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 1 0.00 0.00 2.02 1.46 6.22 0.93 3.49 3.49 0.03 2.29 9.35 1.33 2.66 2.66 1.64 0.38 6.77 3.58 7.97 7.97 1.69 7.55 15.31 3 0.01 0.01 2.02 0.00 0.33 2.29 0.00 STRENGTH /DEFLECTION: Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 2.02 0.01 RS 0.00 6.42 0.00 LS 0.00 0.01 2 RL 0.60 2.02 0.30 RS 1.75 6.42 0.27 RS 0.12 0.12 3 RL 0.98 2.02 0.48 MS 2.29 6.42 0.36 RL 0.28 0.24 4 RL 1.02 3.96 0.26 RL 3.58 9.12 0.39 RL 0.22 0.11 5 LL 1.56 9.16 0.17 MS 7.55 12.71 0.59 LS 0.14 1.16 6 LS 0.04 9.16 0.00 LS 0.01 12.71 0.00 LS 0.00 0.05 UNBRACE LENGTHS Span Lap_Shear(k ) Minor---- - - - - --Cb ----------- Id Id Major LS LL MS RL RS LS LL MS RL RS 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 2 17.7 12.4 0.0 0.0 1.7 3.5 1.00 1.00 1.00 1.67 1.00 3 18.0 3.5 0.0 0.0 1.5 1.3 1.00 1.67 1.00 1.67 1.00 4 18.0 1.3 3.1 0.0 5.3 3.5 1.00 1.67 1.00 1.67 1.00 5 26.0 3.5 1.1 0.0 0.0 21.4 1.00 1.67 1.00 1.00 1.00 6 0.3 0.3 0.3 0.3 0.3 0.3 1.00 1.00 1.00 1.00 1.00 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k )Shear Ratio Id Left Right Left Right 2 0.25 0.13 3 0.25 0.59 0.13 0.27 4 0.47 0.65 0.25 0.29 5 0.49 0.22 Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Page 11 LOAD COMBINATION #12 : DL +CL +SL- 1.OAUX2 4/17/2008 RoofDes.out PURLIN ANALYSIS: STRENGTH /DEFLECTION: Span Shear(k ) --Moment(f -k )-------------- Mom +Shr Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 LS 0.00 0.04 0.00 RL 0.00 0.00 0.01 2 0.91 6.42 0.96 1.42 0.01 0.34 3.15 6.91 0.34 4.51 3 1.28 0.81 0.94 1.11 4.51 0.85 1.65 9.65 1.69 2.97 4 1.06 0.90 0.86 1.32 2.97 1.74 1.29 8.02 1.49 5.30 5 1.19 0.92 0.92 0.78 5.30 1.61 4.00 15.70 12.71 0.00 6 0.03 0.58 6 0.00 0.00 9.16 0.00 0.33 LS 0.00 STRENGTH /DEFLECTION: Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 2.02 0.02 RS 0.01 6.42 0.00 LS 0.00 0.02 2 RL 0.96 2.02 0.48 MS 3.15 6.42 0.49 RS 0.25 0.34 3 RL 0.94 2.02 0.46 LS 2.26 6.42 0.35 RL 0.29 0.12 4 LL 0.90 3.96 0.23 RS 2.29 9.15 0.25 LL 0.09 0.05 5 LL 0.92 9.16 0.10 MS 4.00 12.71 0.32 LS 0.06 0.58 6 LS 0.03 9.16 0.00 LS 0.00 12.71 0.00 LS 0.00 0.03 UNBRACE LENGTHS Available Reduction Span - - -- Id Major LS 1 0.3 0.3 2 17.7 14.2 3 18.0 3.5 4 18.0 1.3 5 26.0 3.5 6 0.3 0.3 LL 0.3 0.0 1.2 2.4 1.9 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) 4inor ---------- MS RL RS 0.0 0.3 0.3 0.0 14.2 3.5 0.0 2.1 1.3 0.0 2.1 3.5 0.0 0.0 20.6 0.0 0.3 0.3 Span Lap_Shear(k ) Shear _Ratio Id Left Right Left Right 2 0.32 0.17 3 0.32 0.66 0.17 0.30 4 0.53 0.43 0.27 0.19 5 0.33 0.15 DEFLECTION: Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION # 1 : DL +CL +LL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.01 2 -0.20 1.41 0.14 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.70 1.00 0.7C 1.00 0.70 1.00 0.70 1.00 0.70 Page 12 4/17/2008 RoofDes.out Page 13 3 -0.11 1.44 0.07 4 0.06 1.44 0.04 5 -0.73 2.08 0.35 6 0.03 LOAD COMBINATION # 2 : DL +CL +SL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.02 2 -0.32 1.41 0.23 3 -0.17 1.44 0.12 4 0.09 1.44 0.06 5 -1.15 2.08 0.55 6 0.05 LOAD COMBINATION # 3 : DL +0.49WS1 Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.01 2 0.08 1.41 0.06 3 0.04 1.44 0.03 4 -0.02 1.44 0.02 5 0.28 2.08 0.14 6 -0.01 LOAD COMBINATION # 4 : DL +CL +SL /2 +0.49WP1 Span DEFLECTION(in) Id Calc Allow Ratio 1 0.02 2 -0.22 1.41 0.16 3 -0.12 1.44 0.08 4 0.06 1.44 0.04 5 -0.80 2.08 0.38 6 0.04 LOAD COMBINATION # 5 : DL +CL +SL +0.24WP1 Span DEFLECTION(in) Id Calc Allow Ratio 1 0.02 2 -0.34 1.41 0.24 3 -0.18 1.44 0.12 4 0.10 1.44 0.07 5 -1.22 2.08 0.59 6 0.06 U08MO1O1A Purlin Design Report(Surface= 2, Id= 5) 4/ 9/08 11:27am ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 4/17/2008 PURLIN LAYOUT: ( Purlin Id= 5) RoofDes.out Bay Span Purlin Span Lap(ft) --Load No. Id Id Size ft)Left Right Width Brace 1 1OZ060 0.33 5.17 0 1 2 1OZ060 17.67 1 3.50 5.17 0 2 3 1OZ060 18.00 3.50 1.25 5.17 0 3 4 1OZ075 18.00 1.25 3.50 5.17 0 4 5 1OZ099 26.00 3.50 0.90 5.17 0 0.87 6 1OZ099 0.33 2.33 4 5.17 0 LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: STRENGTH /DEFLECTION: Span Shear(k ) --Moment(f -k )-------------- Moment(f-k ) Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 LS 0.00 0.04 0.00 RL 0.00 0.00 0.48 0.01 2 0.91 0.48 0.98 1.45 0.01 3 3.11 6.84 0.48 4.72 3 1.33 0.87 0.90 1.07 4.72 0.87 1.95 10.00 1.10 2.33 4 0.88 0.71 1.06 1.52 2.33 1.33 0.57 6.59 3.61 8.13 5 2.05 1.58 7.58 1.42 8.13 1.78 7.58 15.34 6 0.01 6 0.04 0.00 LS 0.00 0.01 0.00 0.00 0.33 0.05 0.00 STRENGTH /DEFLECTION: Span Shear(k ) -Moment(f-k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 2.02 0.02 RS 0.01 6.42 0.00 LS 0.00 0.02 2 RL 0.98 2.02 0.48 MS 3.11 6.42 0.48 RS 0.26 0.32 3 RL 0.90 2.02 0.45 LS 2.36 6.42 0.37 LS 0.24 0.17 4 RL 1.06 3.96 0.27 RL 3.61 9.15 0.39 RL 0.23 0.09 5 LL 1.58 9.16 0.17 MS 7.58 12.71 0.60 LS 0.15 1.16 6 LS 0.04 9.16 0.00 LS 0.01 12.71 0.00 LS 0.00 0.05 UNBRACE LENGTHS Available Reduction Span Minor---- - -Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 17.7 13.7 0.0 0.0 0.5 3.5 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 18.0 3.5 1.1 0.0 1.3 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 18.0 1.3 2.4 0.0 5.0 3.5 1.00 1.67 1.00 1.67 1.00 1.00 0.70 5 26.0 3.5 1.2 0.0 0.0 21.3 1.00 1.67 1.00 1.00 1.00 1.00 0.70 6 0.3 0.3 0.3 0.3 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Page 14 Span Lap _Shear(k ) Shear Id Left Right Left Right 2 0.34 0.17 4/17/2008 3 4 5 0.34 0.52 0.17 0.23 0.41 0.66 0.21 0.30 0.50 0.23 RooIDes.out LOAD COMBINATION # 2 : DL +CL +SL PURLIN ANALYSIS: STRENGTH /DEFLECTION: Span - -- Id Loc 1 RS 2 RL 3 RL 4 RL 5 LL 6 LS Shear(k ) ------ Calc Allow UC 0.07 2.02 0.03 1.54 2.02 0.76 1.42 2.02 0.70 1.67 3.96 0.42 2.49 9.16 0.27 0.07 9.16 0.01 UNBRACE LENGTHS Span - - -- Id Major LS 1 0.3 0.3 2 17.7 13.7 3 18.0 3.5 4 18.0 1.3 5 26.0 3.5 6 0.3 0.3 LL 0.3 0.0 1.1 2.4 1.2 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 0.0 Loc RS MS LS RL MS LS Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.000.07 2 1.44 0.01 1.54 2.28 3 2.10 1.37 1.42 1.68 4 1.39 1.12 1.67 2.40 5 3.23 2.49 6.59 2.24 6 0.07 2.80 11.95 0.00 STRENGTH /DEFLECTION: Span - -- Id Loc 1 RS 2 RL 3 RL 4 RL 5 LL 6 LS Shear(k ) ------ Calc Allow UC 0.07 2.02 0.03 1.54 2.02 0.76 1.42 2.02 0.70 1.67 3.96 0.42 2.49 9.16 0.27 0.07 9.16 0.01 UNBRACE LENGTHS Span - - -- Id Major LS 1 0.3 0.3 2 17.7 13.7 3 18.0 3.5 4 18.0 1.3 5 26.0 3.5 6 0.3 0.3 LL 0.3 0.0 1.1 2.4 1.2 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 0.0 Loc RS MS LS RL MS LS Moment(f -k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 4.91 6.84 0.75 7.44 7.44 1.37 3.07 10.00 1.73 3.67 3.67 2.10 0.90 6.59 5.69 12.81 12.81 2.80 11.95 15.34 0.01 0.01 0.00 0.33 0.00 Moment(f -k ) - - -- Calc Allow UC 0.01 6.42 0.00 4.91 6.42 0.76 3.72 6.42 0.58 5.69 9.15 0.62 11.95 12.71 0.94 0.01 12.71 0.00 RL RS 0.3 0.3 0.5 3.5 1.3 1.3 5.0 3.5 0.0 21.3 0.3 0.3 Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.53 0.28 3 0.53 0.81 0.28 0.37 4 0.65 1.04 0.34 0.47 5 0.79 0.36 Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 Mom +Shr Deflection(in) Loc UC Calc Allow LS 0.00 0.04 RS 0.65 -0.51 LS 0.61 -0.26 RL 0.56 0.14 LS 0.37 -1.83 LS 0.00 0.08 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Page 15 LOAD COMBINATION # 3 : DL +1.3WS1 4/17/2008 RoofDes.out Page 16 PURLIN ANALYSIS: Span Left Id Sup 1 0.00 2 -0.98 3 -1.17 4 -0.74 5 -1.81 6 -0.05 Shear(k )-- - - - - -- Left Right Right Lap Lap Sup 0.05 0.90 1.30 0.77 0.76 0.91 0.60 0.93 1.34 1.40 1.44 0.00 STRENGTH /DEFLECTION: Moment(f -k )-------------- Shear(k ) - Left Left MidSpan Deflection(in) Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 1 0.01 0.01 2.70 3.08 6.64 0.43 4.28 4.28 0.89 1.66 10.14 0.86 1.91 1.91 1.07 0.48 6.43 3.28 7.25 7.25 1.63 6.91 15.48 3 0.01 0.01 2.70 0.00 0.33 1.66 0.00 Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.05 2.70 0.02 RS 0.01 8.56 0.00 LS 0.00 0.02 2 LS 0.98 2.70 0.36 MS 3.08 5.99 0.51 RS 0.12 0.32 3 LL 0.77 2.70 0.28 MS 1.66 5.99 0.28 LS 0.11 0.14 4 RL 0.93 5.28 0.18 RL 3.28 12.20 0.27 RL 0.10 0.09 5 RS 1.44 12.21 0.12 MS 6.91 11.86 0.58 LS 0.07 1.06 6 LS 0.05 12.21 0.00 LS 0.01 16.94 0.00 LS 0.00 0.05 UNBRACE LENGTHS Available Reduction Span Id Major 1 0.3 2 17.7 3 18.0 4 18.0 5 26.0 6 0.3 LS 0.3 0.0 0.0 0.0 0.0 0.0 Minor LL MS 0.0 0.3 14.2 14.2 0.0 10.7 0.0 5.8 0.0 21.3 0.0 0.0 RL 0.0 0.0 0.0 0.0 21.3 0.0 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap _Shear(k ) Shear Id Left Right Left Right 2 0.31 0.12 3 0.31 0.42 0.12 0.14 4 0.34 0.59 0.13 0.20 5 0.45 0.15 RS 0.0 0.0 0.0 0.0 0.0 0.3 LS LL 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 Cb- MS 1.00 1.00 1.00 1.00 1.00 1.00 LOAD COMBINATION # 4 : DL +CL +SL /2 +1.3WP1 PURLIN ANALYSIS: RL 1.00 1.67 1.67 1.67 1.00 1.00 Factor RS Out In 1.00 1.00 0.7C 1.00 1.00 0.7C 1.00 1.00 0.7C 1.00 1.00 0.7C 1.00 1.00 0.7C 1.00 1.00 0.7C Shear(k ) --Moment(f -k ) -------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.06 0.00 0.00 0.00 0.01 2 1.28 -1.38 2.03 0.01 4.38 6.84 0.67 6.64 4/17/2008 RoofDes.out Page 17 3 1.88 1.22 -1.27 -1.50 6.64 1.22 -2.74 10.00 1.54 3.27 4 1.24 1.00 -1.49 -2.14 3.27 1.87 -0.80 6.59 5.08 11.43 5 2.88 2.22 -2.00 11.43 2.50 -10.67 15.34 0.01 6 0.06 0.00 0.01 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.06 2.70 0.02 RS 0.01 8.56 0.00 LS 0.00 0.03 2 RL 1.38 2.70 0.51 MS 4.38 8.56 0.51 RS 0.29 0.46 3 RL 1.27 2.70 0.47 LS 3.32 8.56 0.39 LS 0.27 0.24 4 RL 1.49 5.28 0.28 RL 5.08 12.20 0.42 RL 0.25 0.13 5 LL 2.22 12.21 0.18 MS 10.67 16.94 0.63 LS 0.16 1.63 6 LS 0.06 12.21 0.01 LS 0.01 16.94 0.00 LS 0.00 0.08 UNBRACE LENGTHS Available Reduction Span - - -- Id Major LS 1 0.3 0.3 2 17.7 13.7 3 18.0 3.5 4 18.0 1.3 5 26.0 3.5 6 0.3 0.3 LL 0.3 0.0 1.1 2.4 1.2 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) 4inor MS 0.3 0.0 0.0 0.0 0.0 0.0 RL RS LS 0.3 0.3 1.00 0.5 3.5 1.00 1.3 1.3 1.00 5.0 3.5 1.00 0.0 21.3 1.00 0.3 0.3 1.00 Span Lap _Shear(k ) Shear Id Left Right Left Right 2 0.47 0.18 3 0.47 0.73 0.18 0.25 4 0.58 0.93 0.23 0.31 5 0.71 0.24 Cb- LL MS 1.00 1.00 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 LOAD COMBINATION # 5 : DL +CL +SL +0.65WP1 PURLIN ANALYSIS: STRENGTH /DEFLECTION: RL 1.00 1.67 1.67 1.67 1.00 1.00 Moment(f -k Factor RS Out In 1.00 1.00 0.70 1.00 1.00 0.7C 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.7C 1.00 1.00 0.7C Left Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.08 2 1.67 0.871.79 2.64 3 2.44 1.59 1.65 1.95 4 1.61 1.30 1.93 2.79 5 3.74 2.89 13.862.60 6 0.08 0.010.00 STRENGTH /DEFLECTION: RL 1.00 1.67 1.67 1.67 1.00 1.00 Moment(f -k Factor RS Out In 1.00 1.00 0.70 1.00 1.00 0.7C 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.7C 1.00 1.00 0.7C Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 5.69 6.84 0.87 8.63 8.63 1.59 3.56 10.00 2.00 4.25 4.25 2.43 1.04 6.59 6.60 14.85 14.85 3.25 13.86 15.34 0.01 0.01 0.00 0.33 0.00 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f - k ) - - -- Mom +Shr Deflection(in) 4/17/2008 RoofDes.out Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.08 2.70 0.03 RS 0.01 8.56 0.00 LS 0.00 0.04 2 RL 1.79 2.70 0.66 MS 5.69 8.56 0.66 RS 0.49 0.59 3 RL 1.65 2.70 0.61 LS 4.31 8.56 0.50 LS 0.46 0.31 4 RL 1.93 5.28 0.37 RL 6.60 12.20 0.54 RL 0.43 0.17 5 LL 2.89 12.21 0.24 MS 13.86 16.94 0.82 LS 0.28 2.12 6 LS 0.08 12.21 0.01 LS 0.01 16.94 0.00 LS 0.00 0.10 UNBRACE LENGTHS Available Reduction Span Lap_Shear(k ) Minor---- Id Major LS LL MS RL RS 1 0.3 0.3 0.3 0.0 0.3 0.3 2 17.7 13.7 0.0 0.0 0.5 3.5 3 18.0 3.5 1.1 0.0 1.3 1.3 4 18.0 1.3 2.4 0.0 5.0 3.5 5 26.0 3.5 1.2 0.0 0.0 21.3 6 0.3 0.3 0.3 0.0 0.3 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k )Shear Ratio Id Left Right Left Right 2 Sup 0.62 Lap 0.24 3 0.62 0.94 0.24 0.32 4 0.76 1.20 0.29 0.41 5 0.92 1.40 0.31 1.66 Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION # 6 : DL +CL +SL /2 +AUX3 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Left Left Sup Lap 0.00 0.01 7.56 1.37 3.29 2.29 7.06 1.36 0.01 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Moment (f -k ) MidSpan Mom Loc 0.00 0.00 4.88 6.81 3.26 10.12 0.11 7.27 6.97 15.25 0.00 0.33 Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Right Right Lap Sup 0.01 0.83 7.56 1.38 3.29 3.26 7.06 0.01 0.00 Span Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Allow UC 0.07 2 1.44 1 1.55 2.29 3 2.14 1.40 1.40 1.66 4 0.88 0.73 0.87 1.30 5 1.84 1.42 0.77 1.30 6 0.04 0.76 RS 0.00 STRENGTH /DEFLECTION: Left Left Sup Lap 0.00 0.01 7.56 1.37 3.29 2.29 7.06 1.36 0.01 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Moment (f -k ) MidSpan Mom Loc 0.00 0.00 4.88 6.81 3.26 10.12 0.11 7.27 6.97 15.25 0.00 0.33 Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Right Right Lap Sup 0.01 0.83 7.56 1.38 3.29 3.26 7.06 0.01 0.00 Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.07 2.02 0.03 RS 0.01 6.42 0.00 LS 0.00 0.04 2 RL 1.55 2.02 0.77 MS 4.88 6.42 0.76 RS 0.67 0.51 3 RL 1.40 2.02 0.69 LS 3.78 6.42 0.59 LS 0.63 0.29 4 RL 0.87 3.96 0.22 RL 3.26 6.41 0.51 RL 0.18 0.14 5 LL 1.42 9.16 0.15 MS 6.97 12.71 0.55 LS 0.11 1.08 6 LS 0.04 9.16 0.00 LS 0.01 12.71 0.00 LS 0.00 0.05 Page 18 4/17/2008 RooiDes.out Page 19 UNBRACE LENGTHS Span Shear(k )-- Minor---- - - - - -- Id Major LS LL MS RL RS 1 0.3 0.3 0.3 0.0 0.3 0.3 2 17.7 13.6 0.0 0.0 0.6 3.5 3 18.0 3.5 1.1 0.0 1.1 1.3 4 18.0 1.3 13.3 13.3 13.3 3.5 5 26.0 3.5 1.0 0.0 0.0 21.5 6 0.3 0.3 0.3 0.0 0.3 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear _Ratio Id Left Right Left Right 2 0.54 0.28 3 0.54 0.73 0.28 0.33 4 0.59 0.57 0.30 0.26 5 0.44 0.20 Cb ----------- LS LL MS RL RS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD COMBINATION # 7 : DL +CL +SL /2 +AUX4 PURLIN ANALYSIS: Span Id 1 2 3 4 5 6 Shear(k )-- Left Left Right Right Sup Lap Lap Sup 0.00 0.02 2 0.04 0.77 2.02 0.94 1.37 1.90 1.16 1.63 1.90 1.73 1.47 1.33 2.07 1.89 1.47 LL 1.25 0.04 0.16 6 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - Id Loc Calc Allow UC 1 RS 0.04 2.02 0.02 2 RL 0.94 2.02 0.47 3 RL 1.63 2.02 0.81 4 LL 1.47 3.96 0.37 5 LL 1.47 9.16 0.16 6 LS 0.04 9.16 0.00 UNBRACE LENGTHS Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Moment(f -k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 2.42 6.34 1.27 5.31 5.31 0.05 3.25 9.01 3.08 5.29 5.29 3.29 1.81 8.20 2.38 8.33 8.33 2.46 6.45 15.65 0.01 0.01 0.00 0.33 0.00 Moment(f -k ) - - -- Loc Calc Allow UC RS 0.01 6.42 0.00 RS 2.66 6.42 0.41 MS -3.25 6.42 0.51 RS 3.60 9.15 0.39 MS -6.45 12.71 0.51 LS 0.01 12.71 0.00 Span --------- Minor- - - - - -- Id Major LS LL MS RL RS 1 0.3 0.3 0.3 0.0 0.3 0.3 2 17.7 12.7 0.0 0.0 1.5 3.5 Mom Loc LS RS RL LL LS LS i-Shr Deflection(in) UC Calc Allow 0.00 0.02 0.29 -0.21 0.88 -0.31 0.27 -0.05 0.15 -0.94 0.00 0.04 Available Reduction Cb----------- Factor LS LL MS RL RS Out In 1.00 1.00 1.00 1.00 1.00 1.00 0.70 1.00 1.00 1.00 1.67 1.00 1.00 0.70 4/17/2008 RoofDes.out 3 18.0 3.5 0.0 0.0 2.2 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 18.0 1.3 2.8 0.0 2.2 3.5 1.00 1.67 1.00 1.67 1.00 1.00 0.70 5 26.0 3.5 1.8 0.0 0.0 20.7 1.00 1.67 1.00 1.00 1.00 1.00 0.70 6 0.3 0.3 0.3 0.3 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k )Shear Ratio Id Left Right Left Right 2 0.38 0.20 3 0.38 1.17 0.20 0.53 4 0.94 0.68 0.49 0.31 5 0.51 0.84 0.23 4 LOAD COMBINATION # 8 : DL +CL +SL /2 +AUX5 PURLIN ANALYSIS: Moment(f -k Left Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Allow 0.010.04 2 0.83 6.880.88 1.30 3 1.18 0.76 0.84 0.99 4 1.31 1.04 1.75 2.49 5 3.25 2.51 3.062.24 6 0.07 0.01 0.010.00 Moment(f -k Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 UC 0.00 0.00 Allow 0.01 0.01 UC 2.85 6.88 0.35 4.17 4.17 0.78 1.60 9.77 1.34 2.49 2.49 1.02 1.57 6.20 5.71 13.14 13.14 3.06 11.87 15.39 6.42 0.01 0.01 0.21 0.00 0.33 RL 0.00 STRENGTH /DEFLECTION: Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 2.02 0.02 RS 0.01 6.42 0.00 LS 0.00 0.02 2 RL 0.88 2.02 0.43 MS 2.85 6.42 0.44 RS 0.21 0.30 3 RL 0.84 2.02 0.42 LS 2.09 6.42 0.32 RL 0.22 0.13 4 RL 1.75 3.96 0.44 RL 5.71 9.15 0.62 RL 0.58 0.08 5 LL 2.51 9.16 0.27 MS 11.87 12.71 0.93 LS 0.39 1.80 6 LS 0.07 9.16 0.01 LS 0.01 12.71 0.00 LS 0.00 0.08 UNBRACE LENGTHS Available Reduction Span Minor---- - - - - --Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 17.7 14.2 0.0 0.0 14.2 3.5 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 18.0 3.5 1.1 0.0 1.8 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 18.0 1.3 1.1 0.0 4.5 3.5 1.00 1.67 1.00 1.67 1.00 1.00 0.70 5 26.0 3.5 1.3 0.0 0.0 21.2 1.00 1.67 1.00 1.00 1.00 1.00 0.70 6 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Page 20 Bolt = 0.500 (A307 ) 4/17/2008 RoofDes.out Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.30 0.15 3 0.30 0.55 0.15 0.25 4 0.44 1.07 0.23 0.48 5 0.81 0.37 LOAD COMBINATION # 9 : DL +CL +SL /2 +AUX1 PURLIN ANALYSIS: Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.00 0.000.07 2 1.52 RS 1.47 2.21 3 1.34 0.92 0.68 0.83 4 0.76 0.61 0.99 1.42 5 1.86 1.43 6.80 15.381.28 6 0.04 RL 0.00 0.330.00 Moment(f -k )-------------- Moment(f -k ) Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 RS 5.44 7.19 0.30 6.15 6.15 2.20 1.31 11.12 0.60 1.54 1.54 0.69 0.83 6.27 3.26 7.48 7.48 1.72 6.80 15.38 5.44 0.01 0.01 RL 0.00 0.33 0.62 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.07 2.02 0.03 RS 0.01 6.42 0.00 LS 0.00 0.04 2 LS 1.52 2.02 0.75 MS 5.44 6.42 0.85 RL 0.53 0.62 3 LL 0.92 2.02 0.45 LS 3.08 6.42 0.48 LS 0.34 0.04 4 RL 0.99 3.96 0.25 RL 3.26 9.15 0.36 RL 0.19 0.05 5 LL 1.43 9.16 0.16 MS 6.80 12.71 0.53 LS 0.12 1.03 6 LS 0.04 9.16 0.00 LS 0.01 12.71 0.00 LS 0.00 0.05 UNBRACE LENGTHS Available Reduction Span Lap Shear(k ) Minor---- - - - - --Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 17.7 14.2 0.0 0.0 0.0 3.5 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 18.0 3.5 3.0 0.0 1.0 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 18.0 1.3 1.3 0.0 4.5 3.5 1.00 1.67 1.00 1.67 1.00 1.00 0.70 5 26.0 3.5 1.3 0.0 0.0 21.2 1.00 1.67 1.00 1.00 1.00 1.00 0.70 6 0.3 0.3 0.3 0.3 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap Shear(k )Shear Ratio Id Left Right Left Right 2 0.44 0.23 3 0.44 0.34 0.23 0.16 4 0.27 0.61 0.14 0.27 5 0.46 0.21 Page 21 4/17/2008 RoofDes.out LOAD COMBINATION #10 : DL +CL +SL /2 +AUX2 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.04 2 0.81 0.010.90 1.32 3 1.28 0.86 0.74 0.89 4 0.49 0.34 1.26 1.68 5 3.19 2.46 6.59 2.29 6 0.07 12.45 15.13 0.00 STRENGTH /DEFLECTION: Moment(f - k )-------------- Shear(k ) - - Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 Calc Allow 0.01 0.01 0.04 2.71 6.71 0.64 4.53 4.53 0.79 2.25 10.60 0.03 1.05 1.05 0.53 0.05 4.09 6.59 11.73 11.73 1.84 12.45 15.13 0.27 0.01 0.01 0.86 0.00 0.33 LS 0.00 Span Shear(k ) - -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 2.02 0.02 RS 0.01 6.42 0.00 LS 0.00 0.02 2 RL 0.90 2.02 0.44 MS 2.71 6.42 0.42 RS 0.23 0.27 3 LL 0.86 2.02 0.42 LS 2.27 6.42 0.35 LS 0.22 0.22 4 RL 1.26 3.96 0.32 RL 6.59 6.41 1.03 RL 0.62 0.31 5 LL 2.46 9.16 0.27 MS 12.45 12.71 0.98 LS 0.31 1.96 6 LS 0.07 9.16 0.01 LS 0.01 12.71 0.00 LS 0.00 0.09 UNBRACE LENGTHS Available Reduction Span Minor---- - -Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 17.7 13.4 0.0 0.0 0.8 3.5 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 18.0 3.5 1.0 0.0 12.3 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 18.0 1.3 13.3 13.3 13.3 3.5 1.00 1.67 1.00 1.67 1.00 1.00 0.70 5 26.0 3.5 0.8 0.0 0.0 21.7 1.00 1.67 1.00 1.00 1.00 1.00 0.70 6 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap _Shear(k ) Shear Id Left Right Left Right 2 0.32 0.17 3 0.32 0.23 0.17 0.11 4 0.19 0.95 0.10 0.43 5 0.72 0.33 LOAD COMBINATION #11 : DL +CL +SL- 1.OAUX1 PURLIN ANALYSIS: Page 22 Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k ) -------- - - - - -- 4/17/2008 RooIDes.out Page 23 Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 UC 0.000.04 2 0.75 0.010.95 1.37 3 1.97 1.23 1.56 1.82 4 1.42 1.16 1.63 2.36 5 3.22 2.49 5.69 2.25 6 0.07 12.01 15.31 0.00 STRENGTH /DEFLECTION: Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 UC 0.00 0.00 Allow 0.01 0.01 UC 2.31 6.22 1.48 5.56 5.56 0.04 3.65 9.35 2.12 4.23 4.23 2.61 0.60 6.77 5.69 12.68 12.68 2.68 12.01 15.31 6.42 0.01 0.01 0.30 0.00 0.33 RL 0.00 Span Shear(k ) - -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 2.02 0.02 RS 0.01 6.42 0.00 LS 0.00 0.02 2 RL 0.95 2.02 0.47 RS 2.78 6.42 0.43 RS 0.30 0.18 3 RL 1.56 2.02 0.77 MS 3.65 6.42 0.57 RL 0.70 0.38 4 RL 1.63 3.96 0.41 RL 5.69 9.12 0.62 RL 0.56 0.17 5 LL 2.49 9.16 0.27 MS 12.01 12.71 0.94 LS 0.36 1.84 6 LS 0.07 9.16 0.01 LS 0.01 12.71 0.00 LS 0.00 0.09 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Id Major LS LL 1 0.3 0.3 0.3 2 17.7 12.4 0.0 3 18.0 3.5 0.0 4 18.0 1.3 3.1 5 26.0 3.5 1.1 6 0.3 0.3 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 0.0 RL RS 0.3 0.3 1.7 3.5 1.5 1.3 5.3 3.5 0.0 21.4 0.3 0.3 Span Lap_Shear(k ) Shear _Ratio Id Left Right Left Right 2 0.40 0.21 3 0.40 0.94 0.21 0.42 4 0.75 1.03 0.39 0.47 5 0.78 0.35 Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION #12 : DL +CL +SL- 1.OAUX2 PURLIN ANALYSIS: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C Moment(f -k )--------------Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.000.07 2 1.45 0.01 1.53 2.26 3 2.03 1.29 1.49 1.76 4 1.69 1.42 1.36 2.10 5 1.88 1.46 8.02 1.24 6 0.04 2.57 6.36 0.00 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C Moment(f -k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 5.01 6.91 0.54 7.18 7.18 1.36 2.62 9.65 2.68 4.72 4.72 2.77 2.05 8.02 2.37 8.43 8.43 2.57 6.36 15.70 0.01 0.01 0.00 0.33 0.00 4/17 STRENGTH /DEFLECTION: Roo Span Shear(k ) -Moment(f -k )Mom +Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC 1 RS 0.07 2.02 0.03 RS 0.01 6.42 0.00 LS 0.00 2 RL 1.53 2.02 0.76 MS 5.01 6.42 0.78 RS 0.63 3 RL 1.49 2.02 0.74 LS 3.59 6.42 0.56 RL 0.72 4 LL 1.42 3.96 0.36 RS 3.64 9.15 0.40 LL 0.22 5 LL 1.46 9.16 0.16 MS 6.36 12.71 0.50 LS 0.16 6 LS 0.04 9.16 0.00 LS 0.01 12.71 0.00 LS 0.00 UNBRACE LENGTHS Deflection(in) Calc Allow 0.04 0.53 0.20 0.08 0.92 0.04 Available Reduction Span Id Major 1 0.3 2 17.7 3 18.0 4 18.0 5 26.0 6 0.3 LS 0.3 14.2 3.5 1.3 3.5 0.3 LL 0.3 0.0 1.2 2.4 1.9 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) 4inor ---------- MS RL RS 0.0 0.3 0.3 0.0 14.2 3.5 0.0 2.1 1.3 0.0 2.1 3.5 0.0 0.0 20.6 0.0 0.3 0.3 Span Lap _Shear(k )Shear Span Id Left Right Left Right 2 0.02 0.51 2 0.27 3 0.51 1.05 0.27 0.47 4 0.84 0.68 0.44 0.31 5 0.52 0.24 COMBINATION # 2 : DEFLECTION: LS LL 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 Cb- MS 1.00 1.00 1.00 1.00 1.00 1.00 LOAD COMBINATION # 1 :DL +CL +LL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.02 2 0.32 1.41 0.23 3 0.17 1.44 0.12 4 0.09 1.44 0.06 5 1.16 2.08 0.56 6 0.05 LOAD COMBINATION # 2 :DL +CL +SL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.04 2 0.51 1.41 0.36 3 0.26 1.44 0.18 4 0.14 1.44 0.10 RL 1.00 1.67 1.67 1.67 1.00 1.00 Factor RS Out In 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.70 Page 24 4/17/2008 5 -1.83 2.08 0.88 6 0.08 LOAD COMBINATION # 3 : DL +0.49WS1 Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.01 2 0.10 1.41 0.07 3 0.04 1.44 0.03 4 -0.03 1.44 0.02 5 0.32 2.08 0.15 6 -0.01 LOAD COMBINATION # 4 : DL +CL +SL /2 +0.49WP1 Span DEFLECTION(in) Id Calc Allow Ratio 1 0.03 2 -0.36 1.41 0.25 3 -0.18 1.44 0.13 4 0.10 1.44 0.07 5 -1.27 2.08 0.61 6 0.06 LOAD COMBINATION # 5 : DL +CL +SL +0.24WP1 Span DEFLECTION(in) Id Calc Allow Ratio 1 0.04 2 -0.54 1.41 0.38 3 -0.28 1.44 0.19 4 0.15 1.44 0.11 5 -1.94 2.08 0.93 6 0.09 U08MO1O1A Purlin Design Report(Surface= 2, Id= 6) 4/ 9/08 11:27am ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 Edge Strip Zone= 6.40) Roo PURLIN LAYOUT: (Purlin Id= 6) Bay Span Purlin Id Id Size Span - - -La ft) Left 0.33 17.67 18.00 3.50 18.00 1.25 26.00 3.50 0.33 D(ft) -- Load No. Right Width Brace 2.58 0 3.50 2.58 0 1.25 2.58 0 3.50 2.58 0 2.58 0 2.58 0 Page 25 1 1OZ060 1 2 10Z060 2 3 102060 3 4 1OZ075 4 5 1OZ099 6 1OZ099 Span - - -La ft) Left 0.33 17.67 18.00 3.50 18.00 1.25 26.00 3.50 0.33 D(ft) -- Load No. Right Width Brace 2.58 0 3.50 2.58 0 1.25 2.58 0 3.50 2.58 0 2.58 0 2.58 0 Page 25 4/17/2008 RoofDes.out Page 26 LOAD COMBINATION # 1 : DL +CL +LL PURLIN ANALYSIS: STRENGTH /DEFLECTION: Moment(f -k )--------------Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.000.02 2 0.46 0.000.49 0.72 3 0.67 0.43 0.45 0.53 4 0.44 0.36 0.53 0.76 5 1.02 0.79 1.81 0.71 6 0.02 3.79 15.34 0.00 STRENGTH /DEFLECTION: Moment(f -k )-------------- Shear(k ) - - Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.00 0.00 RS 1.56 6.84 0.24 2.36 2.36 0.43 0.97 10.00 0.55 1.16 1.16 0.67 0.28 6.59 1.81 4.06 4.06 0.89 3.79 15.34 0.07 0.00 0.00 RL 0.00 0.33 0.22 0.00 Span Shear(k ) - -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 2.02 0.01 RS 0.00 6.42 0.00 LS 0.00 0.01 2 RL 0.49 2.02 0.24 MS 1.56 6.42 0.24 RS 0.07 0.16 3 RL 0.45 2.02 0.22 LS 1.18 6.42 0.18 LS 0.06 0.08 4 RL 0.53 3.96 0.13 RL 1.81 9.15 0.20 RL 0.06 0.05 5 LL 0.79 9.16 0.09 MS 3.79 12.71 0.30 LS 0.04 0.58 6 LS 0.02 9.16 0.00 LS 0.00 12.71 0.00 LS 0.00 0.03 UNBRACE LENGTHS Available Reduction Span - - -- Id Major LS 1 0.3 0.3 2 17.7 13.7 3 18.0 3.5 4 18.0 1.3 5 26.0 3.5 6 0.3 0.3 LL 0.3 0.0 1.1 2.4 1.2 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 0.0 RL RS LS 0.3 0.3 1.00 0.5 3.5 1.00 1.3 1.3 1.00 5.0 3.5 1.00 0.0 21.3 1.00 0.3 0.3 1.00 Span Lap _Shear(k ) Shear Id Left Right Left Right 2 0.17 0.09 3 0.17 0.26 0.09 0.12 4 0.21 0.33 0.11 0.15 5 0.25 0.11 Cb- LL MS 1.00 1.00 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 LOAD COMBINATION # 2 : DL +CL +SL PURLIN ANALYSIS: RL 1.00 1.67 1.67 1.67 1.00 1.00 Factor RS Out In 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.70 Shear(k ) -- - - - - -- -------- - - - - -- Moment(f -k )-------------- Span Left Left Right Right Left Left MidSpan Right Right 4/17/2008 Id Sup 1 0.00 2 0.72 3 1.05 4 0.69 5 1.61 6 0.03 Lap Lap Sup Sup Sup 0.04 0.00 0.77 1.14 0.01 0.68 0.71 0.84 3.72 0.56 0.83 1.20 1.83 1.25 0.45 1.12 6.41 6.41 1.40 0.00 0.01 STRENGTH /DEFLECTION: Roo Lap Mom Loc Lap Sup 0.00 0.00 0.01 Allow 2.45 6.84 0.38 3.72 0.68 1.54 10.00 0.86 1.83 1.05 0.45 6.59 2.85 6.41 1.40 5.98 15.34 LS 0.01 0.02 0.00 0.33 0.77 0.00 Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 2.02 0.02 RS 0.01 6.42 0.00 LS 0.00 0.02 2 RL 0.77 2.02 0.38 MS 2.45 6.42 0.38 RS 0.16 0.26 3 RL 0.71 2.02 0.35 LS 1.86 6.42 0.29 LS 0.15 0.13 4 RL 0.83 3.96 0.21 RL 2.85 9.15 0.31 RL 0.14 0.07 5 LL 1.25 9.16 0.14 MS 5.98 12.71 0.47 LS 0.09 0.91 6 LS 0.03 9.16 0.00 LS 0.01 12.71 0.00 LS 0.00 0.04 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Id Major LS LL 1 0.3 0.3 0.3 2 17.7 13.7 0.0 3 18.0 3.5 1.1 4 18.0 1.3 2.4 5 26.0 3.5 1.2 6 0.3 0.3 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) 4inor MS 0.0 0.0 0.0 0.0 0.0 0.3 RL RS 0.3 0.3 0.5 3.5 1.3 1.3 5.0 3.5 0.0 21.3 0.3 0.3 Span Lap _Shear(k ) Shear Id Left Right Left Right 2 0.27 0.14 3 0.27 0.41 0.14 0.18 4 0.33 0.52 0.17 0.24 5 0.40 0.18 Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION # 3 : DL +1.3WS1 PURLIN ANALYSIS: Span Left Id Sup 1 0.00 2 -0.44 3 -0.58 4 -0.38 5 -0.89 6 -0.02 Shear(k )-- - - - - -- Left Right Right Lap Lap Sup 0.02 0.44 0.64 0.38 0.39 0.46 0.30 0.46 0.66 0.69 0.66 0.00 RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C Moment(f -k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.00 0.00 1.42 7.19 -0.21 -2.09 2.09 -0.41 0.84 10.06 -0.46 -0.98 0.98 -0.56 0.24 6.52 -1.60 -3.56 3.56 -0.79 3.35 14.94 0.00 0.00 0.00 0.33 0.00 Page 27 4/17/2008 RootDes.out Page 28 STRENGTH /DEFLECTION: Shear(k )-- Minor---- - - - - --Cb ----------- Left Id Major LS Span Shear(k ) - -Moment(f -k )Mom +Shr RL Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 2.70 0.01 RS 0.00 8.56 0.00 LS 0.00 0.01 2 LS 0.44 2.70 0.16 MS 1.42 5.99 0.24 RS 0.03 0.15 3 RL 0.39 2.70 0.14 MS 0.84 5.99 0.14 LS 0.03 0.07 4 RL 0.46 5.28 0.09 RL 1.60 12.20 0.13 RL 0.02 0.04 5 LL 0.69 12.21 0.06 MS 3.35 11.86 0.28 LS 0.02 0.51 6 LS 0.02 12.21 0.00 LS 0.00 16.94 0.00 LS 0.00 0.02 UNBRACE LENGTHS Span--- Shear(k )-- Minor---- - - - - --Cb ----------- Left Id Major LS LL MS RL RS LS LL MS RL RS 1 0.3 0.3 0.0 0.3 0.0 0.0 1.00 1.00 1.00 1.00 1.00 2 17.7 0.0 13.7 13.7 0.0 0.0 1.00 1.00 1.00 1.67 1.00 3 18.0 0.0 0.0 10.8 0.0 0.0 1.00 1.67 1.00 1.67 1.00 4 18.0 0.0 0.0 5.8 0.0 0.0 1.00 1.67 1.00 1.67 1.00 5 26.0 0.0 0.0 21.3 21.3 0.0 1.00 1.67 1.00 1.00 1.00 6 0.3 0.0 0.0 0.0 0.0 0.3 1.00 1.00 1.00 1.00 1.00 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap _Shear(k ) Shear Id Left Right Left Right 2 0.15 0.06 3 0.15 0.22 0.06 0.07 4 0.18 0.29 0.07 0.10 5 0.22 0.07 LOAD COMBINATION # 4 : DL +CL +SL /2 +1.3WP1 PURLIN ANALYSIS: Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Moment(f -k )--------------Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.000.03 2 0.64 0.01 0.69 1.02 3 0.94 0.61 0.63 0.75 4 0.62 0.50 0.74 1.07 5 1.44 1.11 6.59 1.00 6 0.03 1.25 5.33 0.00 Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Moment(f -k )-------------- Shear(k ) - Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 UC 0.01 0.01 RS 2.19 6.84 0.34 3.32 3.32 0.61 1.37 10.00 0.77 1.64 1.64 0.94 0.40 6.59 2.54 5.72 5.72 1.25 5.33 15.34 0.07 0.01 0.01 RL 0.00 0.33 0.24 0.00 STRENGTH /DEFLECTION: Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.03 2.70 0.01 RS 0.01 8.56 0.00 LS 0.00 0.02 2 RL 0.69 2.70 0.26 MS 2.19 8.56 0.26 RS 0.07 0.23 3 RL 0.63 2.70 0.24 LS 1.66 8.56 0.19 LS 0.07 0.12 4/17/2008 4 RL -0.74 5.28 0.14 RL 5 LL 1.11 12.21 0.09 MS 6 LS 0.03 12.21 0.00 LS UNBRACE LENGTHS RoofDes.out 2.54 12.20 0.21 RL 0.06 0.06 5.33 16.94 0.31 LS 0.04 -0.82 0.01 16.94 0.00 LS 0.00 0.04 Available Reduction Span --- - - - - -- Id Major LS LL 1 0.3 0.3 0.3 2 17.7 13.7 0.0 3 18.0 3.5 1.1 4 18.0 1.3 2.4 5 26.0 3.5 1.2 6 0.3 0.3 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.3 0.0 0.0 0.0 0.0 0.3 RL RS 0.3 0.3 0.5 3.5 1.3 1.3 5.0 3.5 0.0 21.3 0.3 0.3 Span Lap _Shear(k ) Shear Id Left Right Left Right 2 0.24 0.09 3 0.24 0.36 0.09 0.12 4 0.29 0.46 0.11 0.16 5 0.35 0.12 Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 LOAD COMBINATION # 5 : DL +CL +SL +0.65WP1 PURLIN ANALYSIS: STRENGTH /DEFLECTION: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Loc 0.00 0.000.04 2 0.83 0.04 0.89 1.32 3 1.22 0.79 0.82 0.98 4 0.80 0.65 0.97 1.39 5 1.87 1.44 6.93 15.341.30 6 0.04 0.12 0.00 0.330.00 STRENGTH /DEFLECTION: RL RS 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C 1.00 0.7C Moment(f -k )-------------- Moment(f -k ) Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 Calc Allow 0.01 0.01 0.04 2.84 6.84 0.44 4.31 4.31 0.79 1.78 10.00 1.00 2.13 2.13 1.22 0.52 6.59 3.30 7.43 7.43 1.62 6.93 15.34 8.56 0.01 0.01 0.12 0.00 0.33 3 0.00 Span Shear(k ) - -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 2.70 0.02 RS 0.01 8.56 0.00 LS 0.00 0.02 2 RL 0.89 2.70 0.33 MS 2.84 8.56 0.33 RS 0.12 0.30 3 RL 0.82 2.70 0.31 LS 2.16 8.56 0.25 LS 0.11 0.15 4 RL 0.97 5.28 0.18 RL 3.30 12.20 0.27 RL 0.11 0.08 5 LL 1.44 12.21 0.12 MS 6.93 16.94 0.41 LS 0.07 1.06 6 LS 0.04 12.21 0.00 LS 0.01 16.94 0.00 LS 0.00 0.05 UNBRACE LENGTHS Page 29 Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor 4/17/2008 RoofDes.out Page 30 Id 1 2 3 4 5 6 Major LS LL MS RL RS 0.3 0.3 0.3 0.0 0.3 0.3 17.7 13.7 0.0 0.0 0.5 3.5 18.0 3.5 1.1 0.0 1.3 1.3 18.0 1.3 2.4 0.0 5.0 3.5 26.0 3.5 1.2 0.0 0.0 21.3 0.3 0.3 0.3 0.0 0.3 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k )Shear Ratio Id Left Right Left Right 2 0.31 0.12 3 0.31 0.47 0.12 0.16 4 0.38 0.60 0.15 0.20 5 0.46 0.44 0.16 0.11 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD COMBINATION # 6 : DL +CL +SL /2 +AUX3 PURLIN ANALYSIS: Span Id 1 2 3 4 5 6 Shear(k )-- - - - - -- Left Left Right Right Sup Lap Lap Sup 0.00 -0.04 0.72 -0.78 -1.15 1.07 0.70 -0.70 -0.83 0.44 0.36 -0.44 -0.65 0.92 0.71 -0.65 0.02 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - - Id Loc Calc Allow UC 1 RS 0.04 2.02 0.02 2 RL 0.78 2.02 0.38 3 RL 0.70 2.02 0.35 4 RL 0.44 3.96 0.11 5 LL 0.71 9.16 0.08 6 LS 0.02 9.16 0.00 UNBRACE LENGTHS Span Id Major 1 0.3 2 17.7 3 18.0 4 18.0 5 26.0 6 0.3 LS 0.3 13.6 3.5 1.3 3.5 0.3 LL 0.3 0.0 1.1 13.3 1.0 0.3 Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Moment(f-k )-------- 0.01 Left Left MidSpan 6.42 Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.01 0.01 12.71 2.44 6.81 0.42 3.78 3.78 0.69 1.63 10.12 0.69 1.65 1.65 1.15 0.05 7.27 1.63 3.53 3.53 0.68 3.49 15.25 0.00 0.00 0.00 0.33 0.00 Moment(f -k ) - - -- Loc Calc Allow UC RS 0.01 6.42 0.00 MS 2.44 6.42 0.38 LS 1.89 6.42 0.29 RL 1.63 6.41 0.25 MS 3.49 12.71 0.27 LS 0.00 12.71 0.00 Minor--------- - MS RL RS 0.0 0.3 0.3 0.0 0.6 3.5 0.0 1.1 1.3 13.3 13.3 3.5 0.0 0.0 21.5 0.0 0.3 0.3 Mom +Shr Loc UC LS 0.00 RS 0.17 LS 0.16 RL 0.04 LS 0.03 LS 0.00 Cb ----------- LS LL MS RL RS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Deflection(in) Calc Allow 0.02 0.25 0.14 0.07 0.54 0.02 Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 4/17/2008 RoofDes.out Page 31 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.27 0.14 3 0.27 0.37 0.14 0.17 4 0.29 0.29 0.15 0.13 5 0.22 0.10 LOAD COMBINATION # 7 : DL +CL +SL /2 +AUX4 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Left Left Sup Lap 0.00 0.00 2.66 -0.02 2.64 1.64 4.17 1.23 0.00 Moment (f -k ) MidSpan Mom Loc 0.00 0.00 1.21 6.34 1.63 9.01 0.90 8.20 3.23 15.65 0.00 0.33 Right Right Lap Sup 0.00 0.63 2.66 1.54 2.64 1.19 4.17 0.00 0.00 Span Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 UC Loc 0.02 2 0.38 RS 0.47 0.68 3 0.95 0.58 0.82 0.95 4 0.87 0.73 0.67 1.03 5 0.94 0.73 RS 0.62 6 0.02 RS 0.07 0.00 STRENGTH /DEFLECTION: Left Left Sup Lap 0.00 0.00 2.66 -0.02 2.64 1.64 4.17 1.23 0.00 Moment (f -k ) MidSpan Mom Loc 0.00 0.00 1.21 6.34 1.63 9.01 0.90 8.20 3.23 15.65 0.00 0.33 Right Right Lap Sup 0.00 0.63 2.66 1.54 2.64 1.19 4.17 0.00 0.00 Span Shear(k ) -Moment(f -k Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 2.02 0.01 RS 0.00 6.42 0.00 LS 0.00 0.01 2 RL 0.47 2.02 0.23 RS 1.33 6.42 0.21 RS 0.07 0.10 3 RL 0.82 2.02 0.40 MS 1.63 6.42 0.25 RL 0.22 0.16 4 LL 0.73 3.96 0.19 RS 1.80 9.15 0.20 LL 0.07 0.02 5 LL 0.73 9.16 0.08 MS 3.23 12.71 0.25 LS 0.04 0.47 6 LS 0.02 9.16 0.00 LS 0.00 12.71 0.00 LS 0.00 0.02 UNBRACE LENGTHS Available Reduction Span - - -- Id Major LS 1 0.3 0.3 2 17.7 12.7 3 18.0 3.5 4 18.0 1.3 5 26.0 3.5 6 0.3 0.3 LL 0.3 0.0 0.0 2.8 1.8 0.3 Minor MS 0.0 0.0 0.0 0.0 0.0 0.0 Cb----------- Factor RL RS LS LL MS RL RS Out In 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 1.5 3.5 1.00 1.00 1.00 1.67 1.00 1.00 0.70 2.2 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 2.2 3.5 1.00 1.67 1.00 1.67 1.00 1.00 0.70 0.0 20.7 1.00 1.67 1.00 1.00 1.00 1.00 0.70 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.19 0.10 4/17/2008 RoofDes.out 3 0.19 0.59 0.10 0.27 4 0.47 0.34 0.24 0.15 5 0.26 0.12 LOAD COMBINATION # 8 : DL +CL +SL /2 +AUX5 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Span Shear(k ) --Moment(f -k )-------------- Mom +Shr Span Left Left Right Right Left Left MidSpan Allow Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.01 2 0.02 0.00 2.02 0.00 0.00 0.00 2 0.42 0.05 0.44 0.65 0.00 0.42 1.43 6.88 0.18 2.09 3 0.59 0.38 0.42 0.50 2.09 0.39 0.80 9.77 0.67 1.24 4 0.65 0.52 0.88 1.25 1.24 0.51 0.78 6.20 2.85 6.57 5 1.62 1.26 0.47 1.12 6.57 1.53 5.93 15.39 0.03 0.01 6 0.03 0.01 12.71 0.00 0.01 0.00 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 2.02 0.01 RS 0.00 6.42 0.00 LS 0.00 0.01 2 RL 0.44 2.02 0.22 MS 1.43 6.42 0.22 RS 0.05 0.15 3 RL 0.42 2.02 0.21 LS 1.04 6.42 0.16 RL 0.05 0.06 4 RL 0.88 3.96 0.22 RL 2.85 9.15 0.31 RL 0.15 0.04 5 LL 1.26 9.16 0.14 MS 5.93 12.71 0.47 LS 0.10 0.90 6 LS 0.03 9.16 0.00 LS 0.01 12.71 0.00 LS 0.00 0.04 UNBRACE LENGTHS Span Lap_Shear(k Minor---- - - - - -- Id Cb ----------- Right Left Id Major LS LL MS RL RS LS LL MS RL RS 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 2 17.7 14.2 0.0 0.0 14.2 3.5 1.00 1.00 1.00 1.67 1.00 3 18.0 3.5 1.1 0.0 1.8 1.3 1.00 1.67 1.00 1.67 1.00 4 18.0 1.3 1.1 0.0 4.5 3.5 1.00 1.67 1.00 1.67 1.00 5 26.0 3.5 1.3 0.0 0.0 21.2 1.00 1.67 1.00 1.00 1.00 6 0.3 0.3 0.3 0.3 0.3 0.3 1.00 1.00 1.00 1.00 1.00 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k Shear Ratio Id Left Right Left Right 2 0.15 0.08 3 0.15 0.28 0.08 0.12 4 0.22 0.53 0.11 0.24 5 0.41 0.18 Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Page 32 LOAD COMBINATION # 9 : DL +CL +SL /2 +AUX1 4/17/2008 RoofDes.out Page 33 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 Loc 0.00 0.000.04 2 0.76 0.04 0.74 1.11 3 0.67 0.46 0.34 0.42 4 0.38 0.30 0.50 0.71 5 0.93 0.72 3.40 15.380.64 6 0.02 0.13 0.00 0.330.00 STRENGTH /DEFLECTION: Moment(f -k )-------------- Moment(f -k ) Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 Calc Allow 0.01 0.01 0.04 2.72 7.19 0.15 3.08 3.08 1.10 0.66 11.12 0.30 0.77 0.77 0.35 0.41 6.27 1.63 3.74 3.74 0.86 3.40 15.38 6.42 0.00 0.00 0.13 0.00 0.33 3 0.00 Span Shear(k ) - -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 2.02 0.02 RS 0.01 6.42 0.00 LS 0.00 0.02 2 LS 0.76 2.02 0.37 MS 2.72 6.42 0.42 RL 0.13 0.31 3 LL 0.46 2.02 0.23 LS 1.54 6.42 0.24 LS 0.08 0.02 4 RL 0.50 3.96 0.13 RL 1.63 9.15 0.18 RL 0.05 0.03 5 LL 0.72 9.16 0.08 MS 3.40 12.71 0.27 LS 0.03 0.52 6 LS 0.02 9.16 0.00 LS 0.00 12.71 0.00 LS 0.00 0.02 UNBRACE LENGTHS Available Reduction Span - - -- Id Major LS 1 0.3 0.3 2 17.7 14.2 3 18.0 3.5 4 18.0 1.3 5 26.0 3.5 6 0.3 0.3 LL 0.3 0.0 3.0 1.3 1.3 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 0.3 RL RS LS 0.3 0.3 1.00 0.0 3.5 1.00 1.0 1.3 1.00 4.5 3.5 1.00 0.0 21.2 1.00 0.3 0.3 1.00 Span Lap _Shear(k ) Shear Id Left Right Left Right 2 0.22 0.11 3 0.22 0.17 0.11 0.08 4 0.14 0.30 0.07 0.14 5 0.23 0.10 Cb- LL MS 1.00 1.00 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 LOAD COMBINATION #10 : DL +CL +SL /2 +AUX2 PURLIN ANALYSIS: Factor RL RS Out In 1.00 1.00 1.00 0.7C 1.67 1.00 1.00 0.70 1.67 1.00 1.00 0.70 1.67 1.00 1.00 0.70 1.00 1.00 1.00 0.70 1.00 1.00 1.00 0.70 Shear(k ) -- - - - - --Moment(f -k )-------------- Span Left Left Right Right Left Left MidSpan Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 1 0.00 0.02 0.00 0.00 0.00 0.00 2 0.40 0.45 -0.66 0.00 1.36 6.71 0.32 2.27 4/17/2008 RoofDes.out Page 34 3 0.64 0.43 -0.37 -0.45 2.27 0.40 -1.12 10.60 0.02 0.53 4 0.25 0.17 -0.63 -0.84 0.53 0.27 0.02 4.09 3.29 5.86 5 1.60 1.23 -1.15 5.86 0.92 -6.22 15.13 0.01 6 0.03 0.00 0.01 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span Shear(k ) - -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.02 2.02 0.01 RS 0.00 6.42 0.00 LS 0.00 0.01 2 RL 0.45 2.02 0.22 MS 1.36 6.42 0.21 RS 0.06 0.14 3 LL 0.43 2.02 0.21 LS 1.13 6.42 0.18 LS 0.06 0.11 4 RL 0.63 3.96 0.16 RL 3.29 6.41 0.51 RL 0.15 0.15 5 LL 1.23 9.16 0.13 MS 6.22 12.71 0.49 LS 0.08 0.98 6 LS 0.03 9.16 0.00 LS 0.01 12.71 0.00 LS 0.00 0.04 UNBRACE LENGTHS Available Reduction Span Shear(k )-- Minor---- - - - - --Cb-----------Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 2 17.7 13.4 0.0 0.0 0.8 3.5 1.00 1.00 1.00 1.67 1.00 1.00 0.70 3 18.0 3.5 1.0 0.0 12.3 1.3 1.00 1.67 1.00 1.67 1.00 1.00 0.70 4 18.0 1.3 13.3 13.3 13.3 3.5 1.00 1.67 1.00 1.67 1.00 1.00 0.70 5 26.0 3.5 0.8 0.0 0.0 21.7 1.00 1.67 1.00 1.00 1.00 1.00 0.70 6 0.3 0.3 0.3 0.3 0.3 0.3 1.00 1.00 1.00 1.00 1.00 1.00 0.70 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.16 0.08 3 0.16 0.12 0.08 0.05 4 0.09 0.48 0.05 0.22 5 0.36 0.16 LOAD COMBINATION #11 : DL +CL +SL- 1.OAUX1 PURLIN ANALYSIS: Moment(f -k )--------------Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.02 2 0.37 0.00 0.48 0.69 3 0.98 0.62 0.78 0.91 4 0.71 0.58 0.81 1.18 5 1.61 1.24 6.77 1.12 6 0.04 1.34 6.00 0.00 Moment(f -k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.00 0.00 1.16 6.22 0.74 2.78 2.78 0.02 1.82 9.35 1.06 2.11 2.11 1.31 0.30 6.77 2.85 6.34 6.34 1.34 6.00 15.31 0.01 0.01 0.00 0.33 0.00 STRENGTH /DEFLECTION: Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) 4/17/2008 RoofDes.out Page 35 Id Loc Calc Allow UC 1 RS 0.02 2.02 0.01 2 RL 0.48 2.02 0.24 3 RL 0.78 2.02 0.38 4 RL 0.81 3.96 0.21 5 LL 1.24 9.16 0.14 6 LS 0.04 9.16 0.00 UNBRACE LENGTHS Span - - -- Id Major LS 1 0.3 0.3 2 17.7 12.4 3 18.0 3.5 4 18.0 1.3 5 26.0 3.5 6 0.3 0.3 LL 0.3 0.0 0.0 3.1 1.1 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 0.0 0.0 Loc Calc Allow UC Loc UC RS 0.00 6.42 0.00 LS 0.00 RS 1.39 6.42 0.22 RS 0.08 MS 1.82 6.42 0.28 RL 0.18 RL 2.85 9.12 0.31 RL 0.14 MS 6.00 12.71 0.47 LS 0.09 LS 0.01 12.71 0.00 LS 0.00 RL RS 0.3 0.3 1.7 3.5 1.5 1.3 5.3 3.5 0.0 21.4 0.3 0.3 Span Lap_Shear(k ) Shear _Ratio Id Left Right Left Right 2 0.20 0.10 3 0.20 0.47 0.10 0.21 4 0.38 0.51 0.19 0.23 5 0.39 0.18 LS 1.00 1.00 1.00 1.00 1.00 1.00 LL 1.00 1.00 1.67 1.67 1.67 1.00 LOAD COMBINATION #12 : DL +CL +SL- 1.OAUX2 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Cb ----------- MS RL RE 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Calc Allow 0.01 0.09 0.19 0.09 0.92 0.04 Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.00 Loc 0.04 2 0.73 0.010.76 1.13 3 1.02 0.65 0.75 0.88 4 0.84 0.71 0.68 1.05 5 0.94 0.73 1.280.62 6 0.02 0.00 0.16 0.00 STRENGTH /DEFLECTION: Cb ----------- MS RL RE 1.00 1.00 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Calc Allow 0.01 0.09 0.19 0.09 0.92 0.04 Available Reduction Factor Out In 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 1.00 0.70 Moment(f -k )-------------- Moment(f -k ) Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 Loc 0.00 0.00 Calc Allow 0.01 0.01 0.04 2.50 6.91 0.27 3.59 3.59 0.68 1.31 9.65 1.34 2.36 2.36 1.39 1.03 8.02 1.18 4.21 4.21 1.28 3.18 15.70 6.42 0.00 0.00 0.16 0.00 0.33 3 0.00 Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 RS 0.04 2.02 0.02 RS 0.01 6.42 0.00 LS 0.00 0.02 2 RL 0.76 2.02 0.38 MS 2.50 6.42 0.39 RS 0.16 0.27 3 RL 0.75 2.02 0.37 LS 1.79 6.42 0.28 RL 0.18 0.10 4 LL 0.71 3.96 0.18 RS 1.82 9.15 0.20 LL 0.06 0.04 5 LL 0.73 9.16 0.08 MS 3.18 12.71 0.25 LS 0.04 0.46 6 LS 0.02 9.16 0.00 LS 0.00 12.71 0.00 LS 0.00 0.02 4/17/2008 UNBRACE LENGTHS Roo Available Reduction Span Minor---- - - - - -- Id Major LS LL MS RL RS 1 0.3 0.3 0.3 0.0 0.3 0.3 2 17.7 14.2 0.0 0.0 14.2 3.5 3 18.0 3.5 1.2 0.0 2.1 1.3 4 18.0 1.3 2.4 0.0 2.1 3.5 5 26.0 3.5 1.9 0.0 0.0 20.6 6 0.3 0.3 0.3 0.0 0.3 0.3 LAP BOLT SHEAR /BEARING: Bolt = 0.500 (A307 ) Span Lap_Shear(k ) Shear Ratio Id Left Right Left Right 2 0.26 0.13 3 0.26 0.52 0.13 0.24 4 0.42 0.34 0.22 0.15 5 0.26 0.12 DEFLECTION: Cb----------- Factor LS LL MS RL RS Out In 1.00 1.00 1.00 1.00 1.00 1.67 1.00 1.67 1.00 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.70 1.00 1.00 0.70 LOAD COMBINATION # 1 : DL +CL +LL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.01 2 -0.16 1.41 0.11 3 -0.08 1.44 0.06 4 0.05 1.44 0.03 5 -0.58 2.08 0.28 6 0.03 LOAD COMBINATION # 2 : DL +CL +SL Span DEFLECTION(in) Id Calc Allow Ratio 1 0.02 2 -0.26 1.41 0.18 3 -0.13 1.44 0.09 4 0.07 1.44 0.05 5 -0.91 2.08 0.44 6 0.04 LOAD COMBINATION # 3 : DL +0.49WS1 Span DEFLECTION(in) Id Calc Allow Ratio 1 0.00 2 0.04 1.41 0.03 3 0.02 1.44 0.01 4 -0.01 1.44 0.01 5 0.15 2.08 0.07 Pagc 36 4/17/2008 RoofDes.out Page 37 6 -0.01 LOAD COMBINATION # 4 : DL +CL +SL /2 +0.49WP1 Span DEFLECTION(in) Id Calc Allow Ratio 1 0.01 2 -0.18 1.41 0.13 3 -0.09 1.44 0.06 4 0.05 1.44 0.03 5 -0.63 2.08 0.30 6 0.03 LOAD COMBINATION # 5 : DL +CL +SL +0.24WP1 Span DEFLECTION(in) Id Calc Allow Ratio 1 0.02 2 -0.27 1.41 0.19 3 -0.14 1.44 0.10 4 0.08 1.44 0.05 5 -0.97 2.08 0.47 6 0.04 U08MO1O1A In -Plane Roof Force 4/ 9/08 11:27am Win (k )= Design load in the plane of the purlin web Wout(k )= Design load in the plate of the purlin flange P1 (k )= Force in plane of roof per anti -roll clip PURLIN ROLL FORCES: Surf Load Line Roof_Load Id Id Id Win Wout Pi 2 2 1 9.38 0.78 0.13 2 2 2 27.25 2.27 0.69 2 2 3 19.09 1.59 0.33 2 2 4 35.00 2.92 0.06 2 2 5 14.38 1.20 0.08 CHECK ON PURLIN CLIP: Standz Surf Line Id Id Row Type 2 L_EW 7 Weld 2 RF 7 Weld 2 R EW 7 Weld ird_Purlin_Connection— --Required Connection-- Force /Purlin -- Force /Connection Thick Calc Allow UC No. Type Thick Calc Allow UC 0.225 0.13 0.20 0.67 0.225 0.40 0.20 2.01 1 Gusset 0.225 0.69 0.84 0.82 0.225 0.08 0.20 0.40 Type Description Clip Bolted clip Weld Welded clip Gusset Welded clip with gusset Bolt Direct bolt /short welded clip Strap Bolted strap PANEL SHEAR / PURLIN ANTI ROLL LOCATION: Surf Line Panel Shear DS AROLL No. 4/17/2008 RoofDes.out Page 38 Id Id Calc Allow Id Purlin Purlin Location 2 L_EW 28.7 109.0 2 RF 11.1 109.0 @102 1 1 2 R_EW 17.5 109.0 U08MO101A Purlin Design Report(Extension= 1) 4/ 9/08 11:27am EAVE EXTENSION TOP PURLIN EXTENSION ID # 1, WALL # 2 Extension Width= 4.00) PURLIN LAYOUT: Bay Span Purlin Span Lap(ft) -- Load No.No.Unit Total Id Id Size ft)Left Right Width Brace Row Weight Weight 1 1 1OZO60 17.54 2.01 0 1 58.8 58.8 2 2 1OZO60 17.08 2.01 0 1 57.2 57.2 3 3 1OZO60 17.08 2.01 0 1 57.2 57.2 4 4 1OZO99 25.87 2.01 0 1 143.1 143.1 Total(lb)= 316.3 Purlin DL= 2.03 (psf ) LOAD COMBINATION # 1 : DL +LL PURLIN ANALYSIS: Moment(f -k Left Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.38 0.38 2 0.37 0.37 3 0.37 0.37 4 0.57 0.57 Moment(f -k Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 1.69 8.77 0.00 0.00 1.60 8.54 0.00 0.00 1.60 8.54 0.00 0.00 3.67 12.94 0.00 STRENGTH /DEFLECTION: Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.38 2.02 0.19 MS 1.69 6.42 0.26 LS 0.00 0.23 2 LS 0.37 2.02 0.19 MS 1.60 6.42 0.25 LS 0.00 0.20 3 LS 0.37 2.02 0.19 MS 1.60 6.42 0.25 LS 0.00 0.20 4 LS 0.57 9.16 0.06 MS 3.67 12.71 0.29 LS 0.00 0.66 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Minor---- - - - - -- ----------- Cb----------- Factor Id Major LS LL MS RL RS LS LL MS RL RS Out In 4/17/2008 RoofDes.out Page 39 1 17.5 17.5 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 2 17.1 17.1 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 3 17.1 17.1 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 1.00 0.50 4 25.9 25.9 0.0 0.0 0.0 25.9 1.00 1.00 1.00 1.00 1.00 1.00 0.50 SUPPORT CONNECTION: Bolt = 0.500 (A307 ) LOAD COMBINATION # 2 : DL +SL PURLIN ANALYSIS: Shear(k )-- Bolt _Capacity(k ) -- Span Bolt Right Shear Bear Max Id Row Calc Limit Limit UC 1 2 0.19 2.21 2.57 0.09 2 2 0.19 2.21 2.57 0.08 3 2 0.19 2.21 2.57 0.08 4 2 0.28 2.21 4.25 0.13 LOAD COMBINATION # 2 : DL +SL PURLIN ANALYSIS: STRENGTH /DEFLECTION: Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 1.26 1.26 2 1.23 1.23 3 1.23 1.23 4 1.86 1.86 STRENGTH /DEFLECTION: Moment(f -k )-------------- Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 5.52 8.77 0.00 0.00 5.24 8.54 0.00 0.00 5.24 8.54 0.00 0.00 12.01 12.94 0.00 Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 1.26 2.02 0.62 MS 5.52 6.42 0.86 LS 0.00 0.74 2 LS 1.23 2.02 0.61 MS 5.24 6.42 0.81 LS 0.00 0.67 3 LS 1.23 2.02 0.61 MS 5.24 6.42 0.81 LS 0.00 0.67 4 LS 1.86 9.16 0.20 MS 12.01 12.71 0.95 LS 0.00 2.16 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Id Major LS LL 1 17.5 17.5 0.0 2 17.1 17.1 0.0 3 17.1 17.1 0.0 4 25.9 25.9 0.0 SUPPORT CONNECTION: Bolt = 0.500 (A307 ) Minor MS 0.0 0.0 0.0 0.0 RL RS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25.9 Cb- LS LL MS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 RL RS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.5C 1.00 0.5C 1.00 0.50 1.00 0.50 Bolt Capacity(k ) -- Span Bolt Shear Bear Max Id Row Calc Limit Limit UC 4/17/2008 Shear(k )-- - - - - -- Span Left RoofDes.out 1 2 0.63 2.21 2.57 0.28 2 2 0.61 2.21 2.57 0.28 3 2 0.61 2.21 2.57 0.28 4 2 0.93 2.21 4.25 0.42 LOAD COMBINATION #3 : DL 1.3WS1 PURLIN ANALYSIS: STRENGTH /DEFLECTION: Moment(f -k Left Left Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.45 0.45 2 0.43 0.43 3 0.43 0.43 4 0.66 0.66 STRENGTH /DEFLECTION: Moment(f -k Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 1.96 8.77 0.00 0.00 1.86 8.54 0.00 0.00 1.86 8.54 0.00 0.00 4.26 12.94 0.00 Span Shear(k ) - -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.45 2.70 0.17 MS 1.96 4.28 0.46 LS 0.00 0.26 2 LS 0.43 2.70 0.16 MS 1.86 4.28 0.43 LS 0.00 0.24 3 LS 0.43 2.70 0.16 MS 1.86 4.28 0.43 LS 0.00 0.24 4 LS 0.66 12.21 0.05 MS 4.26 8.47 0.50 LS 0.00 0.76 UNBRACE LENGTHS Span - - -- Id Major LS 1 17.5 17.5 2 17.1 17.1 3 17.1 17.1 4 25.9 25.9 Minor---- - - - - -- LL MS RL RS 17.5 17.5 17.5 17.5 17.1 17.1 17.1 17.1 17.1 17.1 17.1 17.1 25.9 25.9 25.9 25.9 SUPPORT CONNECTION: Bolt = 0.500 (A307 ) LS 1.00 1.00 1.00 1.00 Cb ----------- LL MS RL RE 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD COMBINATION # 4 : DL +SL /2 +1.3WP1 Available Reduction Factor Out In 1.00 0.50 1.00 0.50 1.00 0.50 1.00 0.50 Page 40 PURLIN ANALYSIS: Bolt _Capacity(k Span Bolt Shear Bear Max Id Row Calc Limit Limit UC 1 2 0.22 2.94 2.57 0.09 2 2 0.22 2.94 2.57 0.08 3 2 0.22 2.94 2.57 0.08 4 2 0.33 2.94 4.25 0.11 LS 1.00 1.00 1.00 1.00 Cb ----------- LL MS RL RE 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 LOAD COMBINATION # 4 : DL +SL /2 +1.3WP1 Available Reduction Factor Out In 1.00 0.50 1.00 0.50 1.00 0.50 1.00 0.50 Page 40 PURLIN ANALYSIS: 4/17/2008 RoofDes.out Page 41 STRENGTH /DEFLECTION: Moment(f -k Left Shear(k )-- - - - - -- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.65 0.65 2 0.63 0.63 3 0.63 0.63 4 0.95 0.95 STRENGTH /DEFLECTION: Moment(f -k Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 2.84 8.77 0.00 0.00 2.69 8.54 0.00 0.00 2.69 8.54 0.00 0.00 6.17 12.94 0.00 Span Shear(k ) -Moment(f -k )Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 1 LS 0.65 2.70 0.24 MS 2.84 8.56 0.33 LS 0.00 0.38 2 LS 0.63 2.70 0.23 MS 2.69 8.56 0.31 LS 0.00 0.34 3 LS 0.63 2.70 0.23 MS 2.69 8.56 0.31 LS 0.00 0.34 4 RS 0.95 12.21 0.08 MS 6.17 16.94 0.36 LS 0.00 1.11 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Id Major LS LL 1 17.5 17.5 0.0 2 17.1 17.1 0.0 3 17.1 17.1 0.0 4 25.9 25.9 0.0 SUPPORT CONNECTION: Minor MS 0.0 0.0 0.0 0.0 RL RS 0.0 17.5 0.0 0.0 0.0 0.0 0.0 25.9 Bolt = 0.500 (A307 ) Span Bolt Id Row 1 2 2 2 3 2 4 2 Bo Calc 0.32 0.32 0.32 0.48 It_Capacity(k ) -- Shear Bear Max Limit Limit UC 2.94 2.57 0.13 2.94 2.57 0.12 2.94 2.57 0.12 2.94 4.25 0.16 LS LL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cb- MS 1.00 1.00 1.00 1.00 LOAD COMBINATION # 5 : DL +SL +0.65WP1 PURLIN ANALYSIS: STRENGTH /DEFLECTION: RL 1.00 1.00 1.00 1.00 Moment(f -k Factor RS Out In 1.00 1.00 0.50 1.00 1.00 0.50 1.00 1.00 0.50 1.00 1.00 0.50 Left Shear(k )-- Span Left Left Right Right Id Sup Lap Lap Sup 1 1.26 1.26 2 1.23 1.23 3 1.23 1.23 4 1.86 1.86 STRENGTH /DEFLECTION: RL 1.00 1.00 1.00 1.00 Moment(f -k Factor RS Out In 1.00 1.00 0.50 1.00 1.00 0.50 1.00 1.00 0.50 1.00 1.00 0.50 Left Left MidSpan Right Right Sup Lap Mom Loc Lap Sup 0.00 5.52 8.77 0.00 0.00 5.24 8.54 0.00 0.00 5.24 8.54 0.00 0.00 12.01 12.94 0.00 Span - - - - -- Shear(k ) - - - - -- - - - -- Moment(f -k ) - - -- Mom +Shr Deflection(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 4/17/2008 RoofDes.out Page 42 1 LS 1.26 2.70 0.47 MS 5.52 8.56 0.64 LS 0.00 0.74 2 LS 1.23 2.70 0.45 MS 5.24 8.56 0.61 LS 0.00 0.67 3 LS 1.23 2.70 0.45 MS 5.24 8.56 0.61 LS 0.00 0.67 4 LS 1.86 12.21 0.15 MS 12.01 16.94 0.71 LS 0.00 2.16 UNBRACE LENGTHS Available Reduction Span --- - - - - -- Id Major LS LL 1 17.5 17.5 0.0 2 17.1 17.1 0.0 3 17.1 17.1 0.0 4 25.9 25.9 0.0 Minor MS 0.0 0.0 0.0 0.0 RL RS 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25.9 Cb ----------- LS LL MS RL RS 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Factor Out In 1.00 0.5C 1.00 0.5C 1.00 0.50 1.00 0.50 SUPPORT CONNECTION: Bolt = 0.500 (A307 ) DEFLECTION: LOAD COMBINATION # 1 : DL +LL Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.23 2.34 0.10 2 -0.20 2.28 0.09 3 -0.20 2.28 0.09 4 -0.66 3.45 0.19 LOAD COMBINATION # 2 : DL +SL Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.74 2.34 0.32 2 -0.67 2.28 0.29 3 -0.67 2.28 0.29 4 -2.16 3.45 0.62 LOAD COMBINATION # 3 : DL +0.49WS1 Span DEFLECTION(in) Id Calc Allow Ratio 1 0.09 2.34 0.04 2 0.08 2.28 0.03 3 0.08 2.28 0.03 4 0.25 3.45 0.07 Bolt_Capacity(k ) -- Span Bolt Shear Bear Max Id Row Calc Limit Limit UC 1 2 0.63 2.94 2.57 0.24 2 2 0.61 2.94 2.57 0.24 3 2 0.61 2.94 2.57 0.24 4 2 0.93 2.94 4.25 0.32 DEFLECTION: LOAD COMBINATION # 1 : DL +LL Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.23 2.34 0.10 2 -0.20 2.28 0.09 3 -0.20 2.28 0.09 4 -0.66 3.45 0.19 LOAD COMBINATION # 2 : DL +SL Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.74 2.34 0.32 2 -0.67 2.28 0.29 3 -0.67 2.28 0.29 4 -2.16 3.45 0.62 LOAD COMBINATION # 3 : DL +0.49WS1 Span DEFLECTION(in) Id Calc Allow Ratio 1 0.09 2.34 0.04 2 0.08 2.28 0.03 3 0.08 2.28 0.03 4 0.25 3.45 0.07 4/17/2008 RoofDes.out Page 43 LOAD COMBINATION # 4 : Span DEFLECTION(in) Id Calc Allow 1 -0.38 2.34 2 -0.34 2.28 3 -0.34 2.28 4 -1.11 3.45 DL +SL /2 +0.49WP1 Ratio 0.16 0.15 0.15 0.32 LOAD COMBINATION # 5 : DL +SL +0.24WP1 Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.74 2.34 0.32 2 -0.67 2.28 0.29 3 -0.67 2.28 0.29 4 -2.16 3.45 0.62 U08MO1O1A Eave Strut Design Report(Extension= 1) 4/ 9/08 11:27am EAVE EXTENSION EAVE STRUT EXTENSION ID # 1, WALL # 2 EAVE STRUT LAYOUT: Extension Width= 4.00) Bay Span Eave Span Space No. Calc Id Id Part ft)ft)Brace Weight 1 1 100060 17.54 1.44 0 58.8 2 2 100060 17.08 1.44 0 57.2 3 3 100060 17.08 1.44 0 57.2 4 4 100075 25.87 1.44 0 108.4 Total(lb)= 281.6 STRESS /DEFLECTION: Span Load Shear(k Id Id Calc Allow UC 1 1 0.28 2.02 0.14 2 0.90 2.02 0.45 3 0.32 2.70 0.12 4 0.46 2.70 0.17 5 0.90 2.70 0.34 2 1 0.27 2.02 0.13 2 0.88 2.02 0.44 3 0.31 2.70 0.12 4 0.45 2.70 0.17 5 0.88 2.70 0.33 3 1 0.27 2.02 0.13 2 0.88 2.02 0.44 3 0.31 2.70 0.12 4 0.45 2.70 0.17 5 0.88 2.70 0.33 Moment(f -k ) -- Calc Allow UC 1.21 5.99 0.20 3.96 5.99 0.66 1.41 3.20 0.44 2.04 7.99 0.25 3.96 7.99 0.50 1.15 5.99 0.19 3.76 5.99 0.63 1.33 3.20 0.42 1.93 7.99 0.24 3.76 7.99 0.47 1.15 5.99 0.19 3.76 5.99 0.63 1.33 3.20 0.42 1.93 7.99 0.24 3.76 7.99 0.47 Deflect(in) -- Calc Allow UC 0.16 0.53 0.19 0.27 0.53 0.15 0.48 0.17 0.25 0.48 0.15 0.48 0.17 0.25 0.48 4/17/2008 RoofDes.out Page 44 4 1 0.41 3.96 0.10 2.64 8.62 0.31 0.62 2 1.33 3.96 0.34 8.62 8.62 1.00 2.02 3 0.47 5.28 0.09 3.06 4.60 0.67 0.72 4 0.69 5.28 0.13 4.43 11.49 0.39 1.04 5 1.33 5.28 0.25 8.62 11.49 0.75 2.02 DEFLECTION: LOAD COMBINATION # 1 : Span DEFLECTION(in) Id Calc Allow 1 -0.16 2.34 2 -0.15 2.28 3 -0.15 2.28 4 -0.62 3.45 LOAD COMBINATION # 2 Span DEFLECTION(in) Id Calc Allow 1 -0.53 2.34 2 -0.48 2.28 3 -0.48 2.28 4 -2.02 3.45 LOAD COMBINATION # 3 Span DEFLECTION(in) Id Calc Allow 1 0.06 2.34 2 0.06 2.28 3 0.06 2.28 4 0.24 3.45 LOAD COMBINATION # 4 : Span DEFLECTION(in) Id Calc Allow 1 -0.27 2.34 2 -0.25 2.28 3 -0.25 2.28 4 -1.04 3.45 DL +LL Ratio 0.07 0.06 0.06 0.18 DL +SL Ratio 0.23 0.21 0.21 0.59 DL +0.49WSl Ratio 0.03 0.02 0.02 0.07 DL +SL /2 +0.49WP1 Ratio 0.12 0.11 0.11 0.30 LOAD COMBINATION # 5 : DL +SL +0.24WP1 Span DEFLECTION(in) Id Calc Allow Ratio 1 -0.53 2.34 0.23 2 -0.48 2.28 0.21 3 -0.48 2.28 0.21 4 -2.02 3.45 0.59 U08MO1O1A Roof Panel Summary 4/ 9/08 11:27am 4/17/2008 RoofDes.out Page 45 PANEL LAYOUT: Surf Surface No. Max Id Part Type Gage Yield Length Purlin Space 2 CR6 -80 CR 26.00 80.00 32.11 7 5.167 PANEL STRENGTH: Surf Load Id Area Id 2 Left 1 2 3 2 Center 1 2 3 2 Right 1 2 3 Support_ Moment(ft- lb /ft) Offset Calc Mn /sf Ratio 27.2 112.3 137.2 0.82 27.2 38.6 182.8 0.21 27.2 -80.5 154.7 0.52 27.2 112.3 137.2 0.82 27.2 38.6 182.8 0.21 27.2 -54.9 154.7 0.35 27.2 112.3 137.2 0.82 27.2 38.6 182.8 0.21 27.2 -80.5 154.7 0.52 Midspan_Moment(ft- lb /ft) Offset Calc Mn /sf Ratio 27.2 81.0 137.2 0.59 27.2 27.9 182.8 0.15 4.0 55.6 182.8 0.30 27.2 81.0 137.2 0.59 27.2 27.9 182.8 0.15 27.2 -35.4 154.7 0.23 27.2 81.0 137.2 0.59 27.2 27.9 182.8 0.15 4.0 55.6 182.8 0.30 PANEL DEFLECTION: Surf Load Id Area Id 2 Left 4 5 6 2 Center 4 5 6 2 Right 4 5 6 LOAD COMBINATION: Load Id Description 1 DL +SL 2 DL +WP1 3 DL +WS1 4 SL 5 WP1 6 WS1 Deflection(in) ----- Offset Calc Limit Ratio 29.6 -0.13 0.33 0.41 29.6 -0.04 0.33 0.12 3.9 0.14 0.34 0.41 29.6 -0.13 0.33 0.41 29.6 -0.04 0.33 0.12 3.9 0.09 0.34 0.26 29.6 -0.13 0.33 0.41 29.6 -0.04 0.33 0.12 3.9 0.14 0.34 0.41 U08MO1O1A Extension Panel Summary 4/ 9/08 11:27am PANEL LAYOUT: Ext Surface No. Max Id Locate Part Type Gage Yield Length Purlin Space 1 Roof CR6 -80 CR 26.00 80.00 4.01 1 2.007 PANEL STRENGTH: Ext Load Support_Moment(ft- lb /ft)Midspan_Moment(ft-lb /ft) Id Area Id Offset Calc Mn /sf Ratio Offset Calc Mn /sf Ratio 1 Roof 1 2.0 36.0 137.2 0.26 0.8 20.3 116.0 0.17 4/17/2008 RoofDes.out Page 46 LOAD COMBINATION: Load Id Description 1 DL +SL 2 DL +WP1 3 DL +WS1 4 SL 5 WP1 6 WS1 U08MO1O1A Attachment Loads ROOF LOADS 0.8 -4.3 154.7 0.03 3.3 6.8 182.8 0.04 4/ 9/08 11:27am EW 2 2.0 7.7 182.8 0.04 Walll 3 2.0 12.1 154.7 0.08 PANEL DEFLECTION: 1 0.00 0.86 0.26 Ext Load Deflection(in) Id Area Id Offset Calc Limit Ratio 1 Roof 4 3.0 0.01 0.13 0.05 1 5 3.0 0.00 0.13 0.01 0.019 6 3.0 0.00 0.13 0.02 LOAD COMBINATION: Load Id Description 1 DL +SL 2 DL +WP1 3 DL +WS1 4 SL 5 WP1 6 WS1 U08MO1O1A Attachment Loads ROOF LOADS 0.8 -4.3 154.7 0.03 3.3 6.8 182.8 0.04 4/ 9/08 11:27am EW Attach Wind------- - - - - --Seismic(a) ---------- Id Locate Walll Wa112 Roof React Walll Wa112 Roof React 1 0.00 0.86 0.26 0.00 3.60 0.021 0.021 1.54 6.30 1 16.00 1.26 0.24 0.00 0.00 0.039 0.039 2.65 0.00 1 32.00 0.76 0.23 0.00 0.00 0.019 0.019 1.95 0.00 3 0.00 0.86 0.26 0.00 3.60 0.021 0.021 1.54 6.30 3 16.00 1.26 0.24 0.00 0.00 0.039 0.039 2.65 0.00 3 32.00 0.76 0.23 0.00 0.00 0.019 0.019 1.95 0.00 ROOF SHEAR EW Attach Id Start End Wind Seismic(a) 1 0.00 16.00 2.49 4.72 1 16.00 32.00 0.99 1.99 3 0.00 16.00 2.49 4.72 3 16.00 32.00 0.99 1.99 a)Seismic results based on base shear values LOAD COMBINATIONS Max Wind Coeff Frame = 1.300 Brace = 1.300 Max Seismic Coeff Frame = 1.158 Brace = 1.158 SEISMIC LOAD Seismic Coeff= 0.179 Roof Total = 14.948 4/17/2008 RoolDes.out Left EW Dead= 2.000 Front SW Dead= 2.000 Right EW Dead= 2.000 Back SW Dead= 2.000 Extend Dead = 10.000 U08MO1O1A Roof Diagonal Bracing Report 4/ 9/08 11:27am PANEL SHEAR: Vn /sf = 0.0 Calc Wind = 40.3 Seismic =136.0 DIAGONAL BRACING: Bay Col Wind _Max Seismic Brace_Tension(k ) Id Bay Brace Diag_ Brace -----Wind - - -- - -- Seismic --Max Id Start End Type Size Part Calc Pn /sf Calc Pn /sf UC 3 0.00 16.00 R 0.625 RDB-4.34 9.79 9.52 12.49 0.76 16.00 32.00 R 0.625 RDB-1.73 9.79 4.01 12.49 0.32 TORSIONAL BRACING MOMENT: Wind = 72.40 Seismic = 161.56 U08M0101A Sidewall Diagonal Bracing Report 4/ 9/08 11:27am PANEL SHEAR: Wall Base Wind Seismic Id Length Calc Calc Vn /sf 2 0.0 710.0 710.0 71.0 4 0.0 710.0 710.0 71.0 DIAGONAL BRACING: Brace_Tension(k ) Wall Bay Brace_Loc ------ Diag_Brace ---- - - -- Wind - -- -- Seismic -- Max Id Id Bot Top Type Size Part Calc Pn /sf Calc Pn /sf UC 2 Torsional bracing used! 4 2 0.0 19.2 R 0.875 RDD- 6.44 19.96 20.06 25.45 0.79 BASE REACTIONS: Wall Bay Col Wind _Max Seismic Id Id Id Horz Vert(Horz Vert( + / -) 4 2 2 4.68 4.42 9.48 8.95 4 2 3 4.68 4.42 9.48 8.95 EAVE DEFLECTION: Wall Wall Deflection Id Height Wind Seismic Limit 2 16.5 0.21 0.54 366. 4 19.2 0.08 0.25 926. Page 47 u7/2008 mwffles.out Page 48 U08MO101A Extension Diagonal Bracing Report 4/ 9/08 11:27am PANEL oaoxuR oot --Panel Shear- Id oalo Allow l 0.00 0.00 o08mm101A ozaoeu rozliu Report e/oa 11:27am ouzc Span Brace Puzlio Load axiul(k >----Momont<f-x Axz+Mom Id zu Loo.Size Id calc Allow mz Culc Allow nc oo c 2 11.6 10oO60 1 0.25 8.71 0.03 2.69 5.9e 0.45 0.41 16.0)z 0.25 8.71 0.03 0.24 5.99 O.O*0.06 3 0.12 8.71 0.01 3.38 8.56 0.39 0.35 4 0.14 9.44 0.02 5.11 9.28 0.55 0.48 u 0.1*9.44 0.02 n.z*9.28 0.03 O.n« 2 3 11.6 1oZn60 z 0.25 8.71 0.03 1.09 5.99 0.28 0.27 16.0>z 0.25 8.71 0.03 0.15 5.99 0.03 0.05 3 0.12 8.71 0.01 2'56 8.56 0.30 0.26 0.28 9.44 0.03 3.88 9'28 0.42 0.38 o 0.28 9.4*0.03 0.22 9.28 0.02 0.05 u «11.6 1Oz075 z O.««11.08 O.O«3.12 12.20 0.28 0.26 16.0)z 0.44 11.08 0.04 0.28 12.20 0.02 0.06 J 0.22 11.08 0.02 3.92 12.20 0.32 0.29 4 0.86 12.01 0.07 5.93 13.23 0.45 0.46 n 0.86 12'01 0.07 0.34 13.23 0.03 0.09 u s 11.6 1nzn9e 1 0.25 15'02 0.02 6.56 11.86 0.55 0.49 16.0)c 8.25 15'02 0.02 0.58 11.8*n'oo 0.06 s 0.12 15.02 0.01 e.za 16.94 0.49 0.42 0.21 16.28 0.01 z%.*s 18.36 0.68 0.59 5 0.21 16'28 0'01 0.71 18.36 0.04 0.05 2 2 16.e 10z060 1 1.39 8'71 0.16 2.69 5.99 0.45 0.55 16.0>z 1.39 8'7I o.z*0.24 5.99 0.04 0.1e 3 0.69 8'71 0.08 3'38 8.56 0.39 0.42 0.81 9.44 0.09 5.11 9.28 0.55 0.56 u 0.81 9.44 0.09 0.2e 9.28 0.03 0.11 u s 16.8 10zo60 1 1.39 8.71 0.16 1.6e 5.99 0.28 0.40 16.0}2 1.39 8.71 0.16 0.15 5.*9 0.03 0'18 o 0.6e 8.71 0.08 2.56 8.56 0.30 0.31 I'57 9.44 0.17 3.88 9.28 0.42 0.47 o 1'57 9.44 0.17 n'cz 9.28 0.02 0'18 o o 16.8 1OZ075 1 2.48 11.08 0.22 3.12 12.20 0.2*O'*s 16.0}z 2'48 11.08 0.22 0.28 12.20 0.02 0.24 3 1.2*11.08 0.11 3.92 12.20 0.32 0.39 4 4.87 12.01 0.41 5.93 13.23 0.45 0.81 5 4.87 12.01 0.41 0.3*13.23 0.03 0.43 z 5 16.8 10z099 z 1.39 15.02 0.09 6.56 11.86 0.55 0.58 16.0>z 1.39 15.02 0.09 0.58 11.86 0.05 0.14 3 0.69 15.02 0.05 8.23 16.94 U.«y 0.46 1.16 16.28 0.07 12.48 18.36 0.68 O.*a s 1.16 16.28 0.07 0.71 18.36 0.04 0.10 o08Mo101A ua"e Strut Report(Wall~ «)e/08 11:27am Wall Bay Eave Bay Axial Axial Axial 4/17/2008 RoofDes.out Page 49 Id Id Size Width Wind Seis Allow Ratio 2 1 lOE060 18.00 0.99 4.56 11.10 0.41 2 2 lOE060 18.00 0.99 3.55 11.10 0.32 2 3 lOE060 18.00 0.99 3.08 11.10 0.28 2 4 lOE060 26.33 0.99 4.56 11.10 0.41 4 4 lOE060 18.00 1.11 0.85 8.71 0.13 4 3 lOE060 18.00 1.11 1.64 11.10 0.15 4 2 lOE060 18.00 0.00 0.00 11.10 0.00 Added Purlin Strut 0 4.56 11.78 5.15 4 2 P6xl34 18.00 4.35 13.36 37.97 0.35 4 1 10E060 26.33 1.11 1.22 8.71 0.13 U08MO1O1A Strut Bolt Report 4/ 9/08 11:27am RAFTER CONNECTION: Location Purlin Eave Strut Left EW Welded Clip Direct Bolt RF Welded Clip Direct Bolt Right EW Welded Clip Direct Bolt EAVE STRUTS: Wall Frm_Line Brace Bolt Bolt ----- Id Id Type No.Type Dia Wshr Calc Shear Bear Ratio 2 1 EW 2 A325 0.500 0 4.56 11.78 5.15 0.89 2 2 RF 2 A325 0.500 0 4.56 11.78 5.15 0.89 2 3 RF 2 A325 0.500 0 3.55 11.78 5.15 0.69 2 4 RF 2 A325 0.500 0 4.56 11.78 5.15 0.89 2 5 EW 2 A325 0.500 0 4.56 11.78 5.15 0.89 4 1 EW 2 A325 0.500 0 1.11 11.78 5.15 0.22 4 2 RF 2 A325 0.500 0 1.64 11.78 5.15 0.32 4 3 RF 2 A325 0.500 0 1.64 11.78 5.15 0.32 4 4 RF 2 A325 0.500 0 1.22 11.78 5.15 0.24 4 5 EW 2 A325 0.500 0 1.22 11.78 5.15 0.24 PURLIN STRUTS AT EAVE: Surf Frm_Line Bay Brace Bolt_Selected Load Bolt Capacity ----- Id Id Type Id Loc No. Type Dia Wshr Id Calc Shear Bear Ratio 2 3 0.00 2 A325 0.500 0 1 0.00 12.56 14.63 0.00 PURLINS Bolt Capacity -------- Surf Frm_Line Brace Bolt Shear - --Bearing -- Id Id Type Loc No.Type Dia Wshr Calc Allow Calc Allow Ratio 2 1 EW 11.63 4 A307 0.500 1 0.25 11.78 0.25 10.29 0.02 2 2 RF 11.63 4 A307 0.500 1 0.25 11.78 0.25 20.59 0.02 2 3 RF 11.63 4 A307 0.500 1 1.07 11.78 0.79 25.73 0.09 4/17/2008 RoofDes.out Page 50 2 4 RF 11.63 4 A307 0.500 1 1.07 11.78 0.86 25.73 0.09 2 5 EW 11.63 4 A307 0.500 1 0.25 11.78 0.25 16.98 0.02 2 1 EW 16.77 4 A307 0.500 1 1.39 11.78 1.39 10.29 0.13 2 2 RF 16.77 4 A307 0.500 1 1.39 11.78 1.39 20.59 0.12 2 3 RF 16.77 4 A307 0.500 1 6.03 11.78 4.46 25.73 0.51 2 4 RF 16.77 4 A307 0.500 1 6.03 11.78 4.87 25.73 0.51 2 5 EW 16.77 4 A307 0.500 1 1.39 11.78 1.39 16.98 0.12 U08MO101A Roof Design Weight Summary 4/9/08 11:27am Roof Purlins 2859.77 Extension Purlins 316.31 Eave Struts 538.23 Extension Eave Struts 281.64 Struts 167.22 Roof Bracing 100.73 Wall Bracing 101.31 Total = 4646.85 U08MO101A Roof Design Warning Report 4/ 9/08 11:27am No Warnings 4/17/2008 RfDes -l.out Page 1 U08MO1O1A Rigid Frame Design Code 4/ 9/08 11:29am STRUCTURAL CODE: Design Basis WS Hot Rolled Steel AISCO5 Cold Formed Steel NAUS01 BUILDING CODE: Wind Code IBC Year 06 Seismic Zone D MODULUS OF ELASTICITY Hot Rolled Steel 29000 (ksi ) Cold Formed Steel 29500 (ksi ) U08MO1O1A Base Plate and Anchor Bolt Design 4/ 9/08 11:29am Base Plate Yield = 55.00 (ksi ) Concrete Bearing = 1.05 (ksi ) BASE PLATE & BOLT SIZE: Column_Base -- -- Plate _Size(in) -- -- Bolts(A36 )- Loc. Typ Depth Width Length Thick Row Diam Gage Left P 14.5 8.0 14.50 0.375 2 0.750 4.00 Right P 14.6 8.0 14.56 0.375 2 0.750 4.00 BASE REACTIONS: Column -Max _Comp- - Max_Tens- -Max - Weak -- Loc. Ld Fy(k ) Ld Fy(k ) Ld Fx(k ) Tens Moment Left 3 14.5 17a -11.9 23a 6.3 0.0 0.0 Right 3 22.0 6a -8.3 22a 5.7 0.0 0.0 a)Loads shown are full loads. Design results are adjusted for wind strength factor (1.333) WELDS: Splice Yield = 55.00 (ksi ) Outside_Flange_To_Base Inside_Flange_To_Base Web_To_Base Base Shear(k /in )Shear(k/in Shear(k/in ) Id Size Typ Calc Rn /sf Size Typ Calc Rn /sf Size Typ Calc Rn /sf Left 0.188 F1 0.89 4.33 0.188 F1 0.89 4.33 0.188 F2 0.17 2.78 Right 0.188 F1 0.62 4.33 0.188 F1 0.62 4.33 0.188 F2 0.15 2.78 U08MO1O1A Bolted- End -Plate Design 4/9/08 11:29am Splice Yield = 55.00 (ksi ) 4/17/2008 RfDes -Lout Page 2 Splice Member Web - Splice(in)- Ten -- -Load Id Typ Loc. Depth Width Thick Loc Id Axl 1 VEE 1- 2 14.00 6.0 0.500 Top 34b 0 Bot 18a -4 2 VEE 3- 4 14.00 6.0 0.500 Top 26a 1 Bot 20a -4 WELDS: Splice Id Side 1 L 1 R 2 L 2 R k ,f -k ) -- Shr Mom 7 46 7 53 13 74 7 54 Bolts(A325 ) - - - -- Row Diam Space Gage 2 0.625 3.50 3.50 2 0.625 3.50 3.50 2 0.625 3.63 3.50 2 0.625 3.63 3.50 a)Loads shown are full loads. Design results are adjusted for wind strength factor (1.333) b)Loads shown are full loads. Design results are adjusted for seismic strength factor (1.275) Outside_Flange_To_Bep Shear(k /in Size Typ Calc Rn /sf 0.188 F2 2.50 4.18 0.188 F2 2.57 4.18 0.313 F2 4.08 6.96 0.250 F2 4.01 5.57 Inside_Flange_To_Bep Shear(k /in ) Size Typ Calc Rn /sf 0.188 F2 2.48 4.18 0.188 F2 2.48 4.18 0.313 F2 3.02 6.96 0.313 F2 3.09 6.96 Web_To_Bep ------ Shear(k/in ) Size Typ Calc Rn /sf 0.188 F2 0.21 2.78 0.188 F2 0.21 2.78 0.188 F2 0.35 2.78 0.188 F2 0.35 2.78 U08M0101A Stiffener Report 4/ 9/08 11:29am Stiffener Yield = 36.0 (ksi ) STIFFENER SIZE: Stiffener - -- Location No. Left Col 1 Right Col 1 STIFFENER DESIGN: Web(in) -- - Stiffener_ Size(in)- Depth Thick Width Thick Length 14.00 0.125 3.00 0.250 14.00 14.00 0.125 3.00 0.250 14.00 Stiffener Tension(k ) - - -- Location Load Calc Pn /sf Left Col 18 33.8 43.1 Right Col 20 41.7 43.1 WELDS: Compression(k ) -- Max Load Calc Pn /sf UC 28 26.1 54.3 0.78 26 55.1 54.3 1.01 Stiff EP ---Stiff Web---- Stiffener Flg Shear(k/in )Shear(k/in ) Location Size Typ Calc Rn /sf Size Typ Calc Rn /sf Left Col 0.250 F1 4.22 5.57 0.188 Fl 0.70 2.78 Right Col 0.250 F1 5.22 5.57 0.188 Fl 1.48 2.78 U08MO1O1A Flange Brace Report 4/ 9/08 11:29am 4/17/2008 RfDes -Lout Page 3 Flange Brace Yield= 55.0 ksi Girt /Purlin Yield= 55.0 ksi Flange Brace Bolt = 0.500 (A325 ) (2 Washers) Surf No Web Id Brace Loc Side Part Depth 1 2 2 1 L2525105 14.00 3 1 L2525105 14.00 2 3 2 1 L2525105 14.00 4 1 L2525105 14.00 7 1 L2525105 14.00 3 1 2 1 L2525105 14.00 U08MO101A Weld Report: Web To F1 Calc_ Max _Shear-- Member Segment Section Load Shear Id Id Id Id Win ) 1 1 21 18 0.32 2 2 22 3 0.73 3 3 56 3 0.81 4 4 59 20 0.37 U08MO101A Special Segment Report FLANGE PLATE:(a) Initial --Required -- Width Thick Width Thick Locate (in)in)in)in) Lt Col 5.0 0.250 5.0 0.250 Rt Col 5.0 0.250 5.0 0.313 WEB PLATE:(b) Load - - - - -- Axial Moment Locate Id ( k ) ( f -k ) Lt Col 18 -3.0 -53.2 Rt Col 26 2.0 73.6 Shear Force k ) 33.1 46.6 Brace Dist 28.50 28.50 28.50 28.50 28.50 28.50 ange Size in) 0.188 0.188 0.188 0.188 Calc -- Brace_UC -- Conn Force Comp Tens UC 0.16 0.04 0.02 0.06 0.26 0.06 0.04 0.10 0.17 0.04 0.02 0.04 0.43 0.10 0.06 0.10 0.32 0.08 0.05 0.07 0.25 0.06 0.04 0.10 4/ 9/08 11:29am Weld Provided ------ Rn/sf No. k /in ) Type Side 3.71 F 1 2.78 F 1 2.78 F 1 3.71 F 1 4/ 9/08 11:29am Initial - - - - -- Web Shear Shear Thick Calc Allow in) (ksi ) (ksi ) 0.125 18.92 12.01 0.125 26.62 13.05 WEB DESIGN: Locate H Av Kv Cv Lt Col 14.00 14.63 9.58 0.84 Rt Col 14.00 13.47 10.41 1.00 a)DS BUILD(frame37) =1 .. see help. b)DS BUILD(frame36) =2 .. see help. Required - - - - -- Web Shear Shear Thick Calc Allow in) (ksi ) (ksi ) 0.150 15.76 16.55 0.188 19.01 19.76 U08MO101A Design Summary Report 4/ 9/08 11:29am 4/17/2008 RfDes -Lout FRAME: Id = 1 Type = RF Line Id= 2 3 4 MEMBERS Mem Seg1 Flange IWeb_Depthl Plate I Max_UCV I Max_UCO I Max_UCI Id Id I Len WidlStrt Endl Web O -flg I- flglld Ld UcvlId Ld Ucolld Ld Uci 1 1 18.2 5.0 14.0 14.0 0.125 0.250 0.250 21 18 0.49 21 18 0.91 21 28 0.90 2 2 12.6 5.0 14.0 14.0 0.134 0.250 0.188 22 3 0.89 36 3 0.95 22 18 1.00 3 3 15.8 5.0 14.0 14.0 0.134 0.375 0.375 56 15 0.97 56 26 0.78 56 26 0.84 4 4 15.7 5.0 14.0 14.0 0.125 0.250 0.313 75 22 0.53 59 22 1.03 57 26 1.01 LOAD COMBINATIONS: 3 - DL +CL +SL 15 - DL +CL +SL +0.65WL2 18 - DL- 1.30LW1 22 - DL +CL +SL /2- 1.30LW1 26 - DL +CL +SL- 0.65LW1 28 - DL +CL +SL- 0.65LW2 FRAME AREA: Frame Area = 75.76 Building Area= 570.67 Ratio= 0.13 WEIGHTS Member 1 2 3 4 Weight (lb) 267 174 303 245 Total Weight (lb) Frame Members = Interior Col. _ Conn. Plates = Base Plates = Trans Stiff = 989 0 68 25 0 1082 REACTIONS: (Sidewall Columns) Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Left Fx(k ) Fy(k ) 1.66 9.63 1.66 9.63 2.39 14.51 2.39 14.51 2.65 -4.01 2.14 -3.05 3.38 -1.54 1.17 -0.51 1.49 2.77 3.32 4.05 2.22 5.25 2.36 6.61 0.94 11.43 3.35 12.30 0.57 12.69 2.87 13.58 Column --------- Fz(k ) M(f -k ) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Right Fx(k ) Column Fy(k )Fz(k )M(f -k ) 1.66 11.77 0.00 0.00 1.66 11.77 0.00 0.00 2.39 21.96 0.00 0.00 2.39 21.96 0.00 0.00 3.46 2.85 0.00 0.00 3.16 8.31 0.00 0.00 2.73 0.26 0.00 0.00 4.12 5.78 0.00 0.00 4.62 8.02 0.00 0.00 1.98 2.24 0.00 0.00 3.89 10.60 0.00 0.00 2.94 4.75 0.00 0.00 3.99 19.96 0.00 0.00 0.70 16.85 0.00 0.00 3.63 21.23 0.00 0.00 0.22 18.10 0.00 0.00 Page 4 4/17/2008 RfDes -Lout Page 5 17 1.02 11.90 4.68 0.00 4.49 1.46 0.00 0.00 18 0.95 3.13 0.00 0.00 4.56 1.39 0.00 0.00 19 3.07 6.34 4.68 0.00 1.87 7.02 0.00 0.00 20 3.01 2.56 0.00 0.00 1.93 7.07 0.00 0.00 21 0.14 5.21 4.68 0.00 5.65 9.51 0.00 0.00 22 0.20 3.55 0.00 0.00 5.71 9.59 0.00 0.00 23 4.26 0.85 4.68 0.00 0.69 3.46 0.00 0.00 24 4.19 9.75 0.00 0.00 0.75 3.39 0.00 0.00 25 1.76 7.36 2.34 0.00 4.52 20.79 0.00 0.00 26 1.78 11.76 0.00 0.00 4.54 20.81 0.00 0.00 27 3.82 10.75 2.34 0.00 1.35 17.40 0.00 0.00 28 3.81 15.19 0.00 0.00 1.33 17.38 0.00 0.00 29 0.12 4.50 0.00 0.00 2.26 8.73 0.00 0.00 30 1.76 7.03 0.00 0.00 0.38 6.19 0.00 0.00 31 0.64 0.06 0.00 0.00 1.50 2.61 0.00 0.00 32 1.00 2.47 0.00 0.00 1.14 0.21 0.00 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 -0.23 -0.23 -1.01 2 -0.23 -0.23 -1.01 3 -0.14 -0.15 -1.50 4 -0.14 -0.15 -1.50 5 1.58 1.58 0.20 6 -1.08 -1.08 0.22 7 1.49 1.49 0.04 8 -1.22 -1.22 0.07 9 1.69 1.69 -0.53 10 -1.22 -1.21 -0.52 11 1.60 1.59 -0.69 12 -1.36 -1.37 -0.67 13 0.90 0.89 -1.32 14 -0.72 -0.72 -1.32 15 0.84 0.83 -1.39 16 -0.79 -0.80 -1.39 17 2.42 2.42 0.37 18 2.45 2.45 0.37 19 -1.77 -1.76 0.16 20 -1.81 -1.79 0.16 21 2.61 2.61 -0.36 22 2.64 2.64 -0.36 23 -1.97 -1.96 -0.58 24 -2.01 -2.00 -0.59 25 1.41 1.41 -1.23 26 1.42 1.42 -1.23 27 -1.13 -1.13 -1.35 28 -1.15 -1.14 -1.35 29 1.26 1.25 -0.52 30 -1.43 -1.43 -0.65 31 1.25 1.25 -0.05 32 -1.30 -1.30 -0.18 DEFLECTIONS RATIO: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 943 803 381 2 943 803 381 3 1524 1277 256 4 1524 1277 256 4/17/2008 RfDes -Lout Page 6 5 138 119 1957 6 201 174 1765 7 146 126 8802 8 179 154 5402 9 129 111 721 10 180 155 734 11 137 118 560 12 160 137 573 13 243 210 291 14 305 262 290 15 261 226 275 16 276 236 275 17 90 77 1044 18 89 76 1049 19 123 106 2355 20 121 104 2424 21 83 72 1075 22 82 71 1071 23 110 95 661 24 108 94 655 25 155 133 312 26 154 132 312 27 193 166 284 28 191 164 283 29 174 150 744 30 153 131 593 31 174 150 7414 32 168 145 2178 MAX DEFLECTION: Type Deflect Span /Deflect Live Vertical -1.23 311. Horizontal Drift 2.64 71. P -DELTA CHECK:(Direct Analysis) Max Deflect Ratio Left Column: 0.0492 Right Column: 0.0493 Max first order drift (in) = 3.57 Max second order drift (in) = 3.76 Ratio second /first = 1.05 Limit 180. 60. U08MO1O1A Flange Hole 4/ 9/08 11:29am U08MO1O1A Rigid Frame Clearances 4/ 9/08 11:29am VERTICAL CLEARANCE: Location Span X Coord Y Coord Left _Col 16'11 -08" 1 -07" 16'11 -08" Right Col 14 -01" 30'01 -06" 14 -01" Midspan 15'10 -15" 14'04 -11" 15'10 -15" 4/17/2008 Mes -Lout Page 7 HORIZONTAL CLEARANCE: Location Left Col - Right Col Span X Coordl X Coord2 28'02-15" 1'10 -08" 30 -07" U08MO1O1A Rigid Frame Design Warnings 4/ 9/08 11:29am No Warnings