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Structural Design Calcs o✓i memu a WUes-K.out Page t * *14888 Endwall Design Input 6/ 2/05 10:38am * * ************************** * DESIGN OF FRAME TYPE D * ************************** * * (1)JOBID: '14888' *(2)PROGRAM OPTIONS: * EW Run Run Run Run No. Lap * Id Col/Raf Girt Brace Panel Cycle Stiff 'R' 'Y' 'Y' 'Y' 'Y' 4 1.00 *(3)DESIGN CODE: * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'NAUS01' 'AISC89' '----' 'IBC ' '00' 'C ' * (4)DESIGN CONSTANTS: Wind * Steel_Yield(ksi ) ---Stress Ratio--- Strength * Web Flg C_Sec W_Sec R_Sec U_Sec EP Panel Col/Raf Girt Panel Factor 55.0 55.0 55.0 55.0 50.0 36.0 55.0 80.0 1.00 1.00 1.00 1.0000 *(5)DEFLECTION LIMITS: * Rafter ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 180. 180. 0. 120. 120. 0. 120. 0. 120. 60. * (6)REPORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 'Y' '2' 'Y' 'Y' 'Y' * (7)BUILDING TYPE: * Build Build Build Expand_EW * Type Width Length Use Offset 'FF-' 20.0000 135.0000 'N :-' 14.00 * (8)SURFACE SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 8.5000 4.000 10.0000 8.9167 6.000 20.0000 8.5000 6.000 20.0000 0.0000 4.000 * (9)BAY SPACING: *No.Roof Roof Frame Sets_Of Bay No. * Bay Bay Recess Bays Width Bays 14 10.0000 0.3333 1 5.0000 4 * (10)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panel 0 * (11)WIDE OPENING LAYOUT: 6/14/2005 EwDes-R.out Page 2 *----Open--- Bay Id --Clear Opening-- Wedge Stub Column Total *No. Id Type St End Width Height Height Elev Mount Weight 0 * (12)WIDE OPENING AND STRUT FRAMING: *-Open- Door Jamb Stub Head Back Brace Strut -Header Beam- Deflection *No. Id Type FlgWid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 * (13)PARTIAL WALLS: * Set_Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 1 '- ' 'N' 1 4 7.0167 * (14)COLUMNS: * --Left_Corner-- -Right_Corner-- -Int_Facia-- Int_No_Facia Max UnBr Base R* TypeRot Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) 'C ' '-' 0.00 'C ' '-' 0.00 'C ' 4.00 'C ' 4.00 'Y' 38.000 0.000 * (15)COLUMN SIZE: * Set No. Column * Member Column Size 'N' * (16)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'C ' 8.000 'Y' 'N' * (17)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size 'N' * (18)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc Type 2 0 3 1 0.0000 'S7' * (19)GIRT DESIGN: *Girt Flg_Brace Set Set Max Girt To One Girt Max Unbr *Type Out In Offset Project Depth Lap Space Rafter Depth/Bay Length 'CF' 'C' 'N' 0.000 0.000 4.000 0.0000 7.4167 'N' 'Y' 6.2500 * (20)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 1 4.2500 * (21)SPECIAL GIRT: * Sets Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 * (22)ROOF PURLINS: *Surf Surf No. Peak Set_Of Set_Space * Id Ext Purlin Space Space Space No. 3 0.000 3 2.502 1 2.502 3 2 0.000 4 0.001 2 2.501 1 2.502 3 6/14/2005 EwDes-R.out Page 3 * (23)PANELS/RF COLUMNS: * Wall Insulation RF_Interior_Columns * Panel Use Thick No. Locate 'R-26 'N' 4.000 0 * (24)WIND FRAMING SELECTION: * Order_Of_Selection * Panel Diagonal Wind Wind * Shear Bracing Bent Column 'Y' 'N' 'N' 'N' * (25)WALL BRACING: * Wind Brace No. Bay Specified * Shear Type Specified Bays_For_Bracing 71.8 'C ' 0 * (26)WIND BENTS: * --Member-- No. * Type Depth Bay Bay_Id '-' 0.00 0 * (27)WIND COLUMNS: * --Member-- No. Left/ * Type Depth Bay Bay_Id Right '-' 0.00 0 * (28)WALL BRACING ATTACHMENT * No. Attach --Bay_Id-- No. *Attach Id Start End Level Level_Height 0 * (29)EAVE EXTENSION: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 * (30)CANOPY: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 3 0 2 0 4 0 * (31)FACIA/PARAPET . * *Wall No. Ext Fac Bay_Id ----Attach Beam---- ---Facia/Parapet--- Edge Extend Ext * Id Ext Id Type St End Height Width_ Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft) 3 0 2 0 4 0 * (32)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Back_Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing * (33)ADJACENT BUILDING: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext 6/14/2005 EwDes-R.out Page 4 *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 * (34)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: * * *Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Press Suct Press Suct Press Suct * (35)BASIC LOADS: * Edge_Strip_Ratio * Dead Collat Live Snow Basic Wind_Load_Ratio Zone Col/ * Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 1.8 1.0 20.0 64.0 12.3 1.00 1.00 3.000 1.07 1.23 1.07 * (36)BASIC LOADS AT EAVE: * Seis_Coeff Seis_Load Torsion Forces * Frame Brace Frame Brace Wind Seismic 0.0495 0.1387 0.10 0.28 0.00 0.00 *(37)WIND PRESSURE/SUCTION: * * Wind Wind * Press Suct 10.8 -11.9 . . Column 10.8 -11.9 . . Girt/Header 10.8 -11.8 . . Jamb 13.3 -14.4 . . Panel 16.0 -16.0 . . Parapet Girt * (38)WIND COEFFICIENTS: * Surf Rafter_Wind_1 Rafter_Wind_2 Bracing Wind Long Surface * Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.40 -0.59 0.00 0.00 2 -1.19 -0.68 -0.83 -0.32 -1.19 -0.68 -1.19 0.00 3 -0.68 -1.19 -0.32 -0.83 -0.68 -1.19 -1.19 0.00 4 0.00 0.00 0.00 0.00 -0.59 0.40 0.00 0.00 * (39)C0LUMN & BRACING DESIGN LOADS: * *Load Snow/ Rafter Wind Brace Wind Long Column_Wind Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis Id Coef 36 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.75 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.75 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 8 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 11 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 13 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 14 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 15 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 16 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 17 1.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 18 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 -1.00 19 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 -1.00 20 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 21 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 00'T- Z 00'0 00'0 00'0 00'0 00'0 00'0 00"T 00"T 00"T 6T 00'T- I 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'T 00'T £T 00'T Z 00'0 00'0 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puTM uwnlop buoJ puTMaoezg puTMaa33e21 /Mous peoZ* uoTJoaT3aU :SQKO'I NOIS3Q ONID J NN0IO3(06)* 00"1- Z 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 9£ 00"1- T 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 S£ 00"1 Z 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 0S'0 00'0 00'0 6£ 00'T T 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 05"0 00'0 00'0 ££ 00'T S 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 0S"0 00'0 00'0 3£ 00'T 6 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 0S'0 00'0 00'0 IL 00'T £ 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 OS"0 00'0 00'0 O£ 00'0 0 50'1- 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 6Z 00'0 0 50'1 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 8Z 00'0 0 00'0 00'0 00"0 00'T 00'0 00'0 00"0 00'0 00'0 00'0 00'0 LZ 00'0 0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 00'0 00'0 00'0 00'0 9Z 00'0 0 00'0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 00'0 00'0 00'0 SZ 00'0 0 00'0 00'0 00'0 00'0 00'0 00'0 00"1 00'0 00'0 00'0 00'0 6Z 00'0 0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00"1 00'0 00'0 00'0 £3 00'0 0 00"0 00'0 00'0 00'0 00'0 00'0 00'0 00'0 00'T 00'0 00'0 ZZ S a$gd 3flO J-sa(M3 SOOZ/PI/9 6/14/2005 EwDes-R.out Page 6 * (43)AUXILIARY LOADS: * No. Aux Aux No._Add Add_Load * Aux Id Name Combs Id Coef 5 1 'E2PAT_SL 1' 1 1 0.50 2 'E2PAT_SL 2' 1 4 0.50 3 'E2PAT_SL 3' 2 1 0.50 2 0.50 4 'E2PAT_SL 4' 2 2 0.50 3 0.50 5 'E2PAT_SL 5' 2 3 0.50 4 0.50 * (44)ADDITIONAL LOADS: * No. Add Surf Basic Load FX FY M X Y . .Conc * Add Id Id Load Type W1 W2 Co DL1 DL2 . .Unif 4 1 2 ' ' 'D ' -0.330 -0.330 0.04 0.00 5.00 2 2 ' ' 'D ' -0.330 -0.330 0.04 5.00 10.01 3 3 ' ' 'D ' -0.330 -0.330 -0.04 0.00 5.00 4 3 ' ' 'D ' -0.330 -0.330 -0.04 5.00 10.01 * (45)GIRT LAPS: * * Data Set 1 Set_2 Set_3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' 0 * (46)GIRT STRAPS: * * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 * Code file used was EW IBC.00 14888 Endwall Design Code 6/ 2/05 1:48pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : IBC Year : 00 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 6/14/2005 EwDes-R.out Page 7 14888 Column & Rafter Design 6/ 2/05 1:48pm MEMBER SIZES: Member Member Member ---Web_Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight Co1-1 0.3 4X25C16 4.00 16ga 2.50 16ga 7.7 15.4 Col-2 5.0 4X25C16 4.00 16ga 2.50 16ga 7.9 15.8 Col-3 10.0 4X25C16 4.00 16ga 2.50 16ga 8.1 16.2 Col-4 15.0 4X25C16 4.00 16ga 2.50 16ga 7.9 15.8 Co1-5 19.7 4X25C16 4.00 16ga 2.50 16ga 7.7 15.4 Raf-1 8X35C16 8.00 16ga 3.44 16ga 10.0 35.9 Raf-2 8X35C16 8.00 16ga 3.44 16ga 10.0 35.9 Total= 150.64 DESIGN ACTIONS/STRESSES: -Axial(k ) - --Shear(k ) -- Moment(f-k ) Mem Load Design Allow Design Allow Design Allow Id Id Load Load Load Load Load Load Col-1 1 0.72 3.71 -0.02 4.30 0.12 1.30 Col-1 2 0.44 3.71 -0.01 4.30 0.07 1.30 Co1-1 3 0.49 3.71 -0.01 4.30 0.08 1.30 Col-1 4 -0.14 19.43 0.00 4.30 -0.02 1.30 Col-1 5 -0.14 19.43 0.00 4.30 -0.02 1.30 Col-1 6 -0.07 19.43 0.00 4.30 -0.01 1.30 Col-1 7 0.15 3.71 0.00 4.30 0.02 1.30 Col-1 8 0.16 3.71 0.00 4.30 0.02 1.30 Col-1 9 0.03 3.71 0.00 4.30 0.00 1.30 Co1-1 10 0.03 3.71 0.00 4.30 0.00 1.30 Col-1 11 -0.14 19.43 0.00 4.30 -0.02 1.30 Co1-1 12 -0.07 19.43 0.00 4.30 -0.01 1.30 Col-1 13 0.72 3.71 -0.02 4.30 0.12 1.30 Col-1 14 0.33 3.71 -0.01 4.30 0.05 1.30 Col-1 15 0.39 3.71 -0.01 4.30 0.06 1.30 Col-1 16 0.78 3.71 -0.02 4.30 0.13 1.30 Col-1 17 0.39 3.71 -0.01 4.30 0.06 1.30 Col-1 18 0.33 3.71 -0.01 4.30 0.05 1.30 Col-1 19 0.72 3.71 -0.02 4.30 0.12 1.30 Col-1 20 0.04 3.71 0.00 4.30 0.00 1.30 Col-1 21 0.01 3.71 0.00 4.30 0.00 1.30 Col-1 22 0.67 3.71 -0.01 4.30 0.11 1.30 Col-1 23 -0.15 19.43 0.00 4.30 -0.03 1.30 Col-1 24 -0.09 19.43 0.00 4.30 -0.01 1.30 Col-1 25 -0.15 19.43 0.00 4.30 -0.03 1.30 Col-1 26 -0.09 19.43 0.00 4.30 -0.01 1.30 Col-1 27 -0.15 19.43 0.00 4.30 -0.03 1.30 Col-1 28 0.00 3.71 0.00 4.30 0.00 1.30 Col-1 29 0.00 3.71 0.00 4.30 0.00 1.30 Col-1 30 0.67 3.71 -0.01 4.30 0.11 1.30 Col-1 31 0.28 3.71 -0.01 4.30 0.05 1.30 Col-1 32 0.34 3.71 -0.01 4.30 0.06 1.30 Col-1 33 0.73 3.71 -0.02 4.30 0.12 1.30 Col-1 34 0.34 3.71 -0.01 4.30 0.06 1.30 Col-1 35 0.28 3.71 -0.01 4.30 0.05 1.30 Col-1 36 0.67 3.71 -0.01 4.30 0.11 1.30 Col-2 1 2.12 3.55 -0.04 4.30 0.35 1.28 Col-2 2 1.28 3.55 -0.20 4.30 0.44 1.28 Co1-2 3 1.43 3.55 -0.20 4.30 0.45 1.28 6/14/2005 EwDes-R.out Page 8 Co1-2 4 -0.41 19.43 0.21 4.30 -0.44 1.28 Co1-2 5 -0.41 19.43 0.24 4.30 0.41 1.28 Co1-2 6 -0.21 19.43 0.23 4.30 0.43 1.28 Co1-2 7 0.43 3.55 -0.01 4.30 0.07 1.28 Co1-2 8 0.42 3.55 -0.01 4.30 0.07 1.28 Co1-2 9 0.06 3.55 0.00 4.30 0.01 1.28 Co1-2 10 0.05 3.55 0.00 4.30 0.01 1.28 Co1-2 11 -0.41 19.43 0.01 4.30 -0.07 1.28 Col-2 12 -0.21 19.43 0.00 4.30 -0.04 1.28 Co1-2 13 2.12 3.55 -0.04 4.30 0.35 1.28 Co1-2 14 1.64 3.55 -0.03 4.30 0.27 1.28 Co1-2 15 1.12 3.55 -0.02 4.30 0.18 1.28 Co1-2 16 1.60 3.55 -0.03 4.30 0.26 1.28 Co1-2 17 1.12 3.55 -0.02 4.30 0.18 1.28 Co1-2 18 1.65 3.55 -0.03 4.30 0.27 1.28 Co1-2 19 2.12 3.55 -0.04 4.30 0.35 1.28 Co1-2 20 0.09 3.55 0.00 4.30 0.01 1.28 Co1-2 21 0.03 3.55 0.00 4.30 0.01 1.28 Co1-2 22 2.00 3.55 -0.04 4.30 0.33 1.28 Co1-2 23 -0.46 19.43 0.01 4.30 -0.08 1.28 Co1-2 24 -0.26 19.43 0.01 4.30 -0.04 1.28 Co1-2 25 -0.46 19.43 0.01 4.30 -0.08 1.28 Co1-2 26 -0.26 19.43 0.01 4.30 -0.04 1.28 Co1-2 27 -0.46 19.43 0.01 4.30 -0.08 1.28 Co1-2 28 0.00 3.55 0.00 4.30 0.00 1.28 Co1-2 29 0.00 19.43 0.00 4.30 0.00 1.28 Co1-2 30 2.00 3.55 -0.04 4.30 0.33 1.28 Co1-2 31 1.52 3.55 -0.03 4.30 0.25 1.28 Co1-2 32 1.00 3.55 -0.02 4.30 0.17 1.28 Co1-2 33 1.47 3.55 -0.03 4.30 0.25 1.28 Co1-2 34 1.00 3.55 -0.02 4.30 0.17 1.28 Co1-2 35 1.52 3.55 -0.03 4.30 0.25 1.28 Co1-2 36 2.00 3.55 -0.04 4.30 0.33 1.28 Co1-3 1 1.37 3.40 -0.03 4.30 0.23 1.25 Co1-3 2 0.88 3.40 -0.20 4.30 0.44 1.25 Co1-3 3 0.88 3.40 -0.20 4.30 0.44 1.25 Co1-3 4 -0.26 19.43 0.22 4.30 -0.46 1.25 Co1-3 5 -0.20 19.43 0.24 4.30 0.47 1.25 Co1-3 6 -0.20 19.43 0.24 4.30 0.47 1.25 Co1-3 7 0.27 3.40 -0.01 4.30 0.04 1.25 Co1-3 8 0.27 3.40 -0.01 4.30 0.04 1.25 Co1-3 9 0.04 3.40 0.00 4.30 0.00 1.25 Co1-3 10 0.04 3.40 0.00 4.30 0.00 1.25 Co1-3 11 -0.20 19.43 0.00 4.30 -0.03 1.25 Co1-3 12 -0.20 19.43 0.00 4.30 -0.03 1.25 Co1-3 13 1.05 3.40 -0.02 4.30 0.17 1.25 Co1-3 14 1.45 3.40 -0.03 4.30 0.24 1.25 Co1-3 15 1.05 3.40 -0.02 4.30 0.17 1.25 Co1-3 16 0.68 3.40 -0.01 4.30 0.11 1.25 Co1-3 17 0.68 3.40 -0.01 4.30 0.11 1.25 Co1-3 18 1.41 3.40 -0.03 4.30 0.23 1.25 Co1-3 19 1.41 3.40 -0.03 4.30 0.23 1.25 Co1-3 20 0.07 3.40 0.00 4.30 0.01 1.25 Co1-3 21 0.02 3.40 0.00 4.30 0.00 1.25 Co1-3 22 1.28 3.40 -0.03 4.30 0.21 1.25 Co1-3 23 -0.23 19.43 0.00 4.30 -0.04 1.25 Co1-3 24 -0.23 19.43 0.00 4.30 -0.04 1.25 Co1-3 25 -0.23 19.43 0.00 4.30 -0.04 1.25 Co1-3 26 -0.23 19.43 0.00 4.30 -0.04 1.25 Co1-3 27 -0.29 19.43 0.01 4.30 -0.05 1.25 Co1-3 28 0.00 19.43 0.00 4.30 0.00 1.25 Co1-3 29 0.00 19.43 0.00 4.30 0.00 1.25 Co1-3 30 0.96 3.40 -0.02 4.30 0.16 1.25 Co1-3 31 1.37 3.40 -0.03 4.30 0.23 1.25 Co1-3 32 0.96 3.40 -0.02 4.30 0.16 1.25 6/14/2005 EwDes-R.out Page 9 Co1-3 33 0.60 3.40 -0.01 4.30 0.10 1.25 Co1-3 34 0.60 3.40 -0.01 4.30 0.10 1.25 Co1-3 35 1.33 3.40 -0.03 4.30 0.22 1.25 Co1-3 36 1.33 3.40 -0.03 4.30 0.22 1.25 Co1-4 1 2.12 3.55 -0.04 4.30 0.35 1.28 Co1-4 2 1.43 3.55 -0.20 4.30 0.45 1.28 Co1-4 3 1.28 3.55 -0.20 4.30 0.44 1.28 Co1-4 4 -0.41 19.43 0.21 4.30 -0.44 1.28 Co1-4 5 -0.21 19.43 0.23 4.30 0.43 1.28 Co1-4 6 -0.41 19.43 0.24 4.30 0.41 1.28 Co1-4 7 0.42 3.55 -0.01 4.30 0.07 1.28 Co1-4 8 0.43 3.55 -0.01 4.30 0.07 1.28 Co1-4 9 0.05 3.55 0.00 4.30 0.01 1.28 Co1-4 10 0.06 3.55 0.00 4.30 0.01 1.28 Co1-4 11 -0.21 19.43 0.00 4.30 -0.04 1.28 Co1-4 12 -0.41 19.43 0.01 4.30 -0.07 1.28 Co1-4 13 1.12 3.55 -0.02 4.30 0.18 1.28 Co1-4 14 1.64 3.55 -0.03 4.30 0.27 1.28 Co1-4 15 2.12 3.55 -0.04 4.30 0.35 1.28 Co1-4 16 1.12 3.55 -0.02 4.30 0.18 1.28 Co1-4 17 1.60 3.55 -0.03 4.30 0.26 1.28 Co1-4 18 2.12 3.55 -0.04 4.30 0.35 1.28 Co1-4 19 1.64 3.55 -0.03 4.30 0.27 1.28 Co1-4 20 0.09 3.55 0.00 4.30 0.01 1.28 Co1-4 21 0.03 3.55 0.00 4.30 0.01 1.28 Co1-4 22 2.00 3.55 -0.04 4.30 0.33 1.28 Co1-4 23 -0.26 19.43 0.01 4.30 -0.04 1.28 Co1-4 24 -0.46 19.43 0.01 4.30 -0.08 1.28 Co1-4 25 -0.26 19.43 0.01 4.30 -0.04 1.28 Co1-4 26 -0.46 19.43 0.01 4.30 -0.08 1.28 Co1-4 27 -0.46 19.43 0.01 4.30 -0.08 1.28 Co1-4 28 0.00 19.43 0.00 4.30 0.00 1.28 Co1-4 29 0.00 3.55 0.00 4.30 0.00 1.28 Co1-4 30 1.00 3.55 -0.02 4.30 0.17 1.28 Co1-4 31 1.52 3.55 -0.03 4.30 0.25 1.28 Co1-4 32 2.00 3.55 -0.04 4.30 0.33 1.28 Co1-4 33 1.00 3.55 -0.02 4.30 0.17 1.28 Co1-4 34 1.48 3.55 -0.03 4.30 0.25 1.28 Co1-4 35 2.00 3.55 -0.04 4.30 0.33 1.28 Co1-4 36 1.52 3.55 -0.03 4.30 0.25 1.28 Co1-5 1 0.72 3.71 -0.02 4.30 0.12 1.30 Co1-5 2 0.49 3.71 -0.01 4.30 0.08 1.30 Co1-5 3 0.44 3.71 -0.01 4.30 0.07 1.30 Co1-5 4 -0.14 19.43 0.00 4.30 -0.02 1.30 Co1-5 5 -0.07 19.43 0.00 4.30 -0.01 1.30 Co1-5 6 -0.14 19.43 0.00 4.30 -0.02 1.30 Co1-5 7 0.16 3.71 0.00 4.30 0.02 1.30 Co1-5 8 0.15 3.71 0.00 4.30 0.02 1.30 Co1-5 9 0.03 3.71 0.00 4.30 0.00 1.30 Co1-5 10 0.03 3.71 0.00 4.30 0.00 1.30 Co1-5 11 -0.07 19.43 0.00 4.30 -0.01 1.30 Col-5 12 -0.14 19.43 0.00 4.30 -0.02 1.30 Co1-5 13 0.39 3.71 -0.01 4.30 0.06 1.30 Co1-5 14 0.33 3.71 -0.01 4.30 0.05 1.30 Co1-5 15 0.72 3.71 -0.02 4.30 0.12 1.30 Co1-5 16 0.39 3.71 -0.01 4.30 0.06 1.30 Col-5 17 0.78 3.71 -0.02 4.30 0.13 1.30 Co1-5 18 0.72 3.71 -0.02 4.30 0.12 1.30 Co1-5 19 0.33 3.71 -0.01 4.30 0.05 1.30 Co1-5 20 0.04 3.71 0.00 4.30 0.00 1.30 Co1-5 21 0.01 3.71 0.00 4.30 0.00 1.30 Co1-5 22 0.67 3.71 -0.01 4.30 0.11 1.30 Co1-5 23 -0.09 19.43 0.00 4.30 -0.01 1.30 Co1-5 24 -0.15 19.43 0.00 4.30 -0.03 1.30 Co1-5 25 -0.09 19.43 0.00 4.30 -0.01 1.30 6/14/2005 EwDes-R.out Page 10 Col-5 26 -0.15 19.43 0.00 4.30 -0.03 1.30 Co1-5 27 -0.15 19.43 0.00 4.30 -0.03 1.30 Col-5 28 0.00 3.71 0.00 4.30 0.00 1.30 Col-5 29 0.00 3.71 0.00 4.30 0.00 1.30 Col-5 30 0.34 3.71 -0.01 4.30 0.06 1.30 Col-5 31 0.28 3.71 -0.01 4.30 0.05 1.30 Co1-5 32 0.67 3.71 -0.01 4.30 0.11 1.30 Col-5 33 0.34 3.71 -0.01 4.30 0.06 1.30 Col-5 34 0.73 3.71 -0.02 4.30 0.12 1.30 Col-5 35 0.67 3.71 -0.01 4.30 0.11 1.30 Col-5 36 0.28 3.71 -0.01 4.30 0.05 1.30 Raf-1 1 0.04 14.47 1.08 2.65 1.02 5.11 Raf-1 2 0.01 13.67 -0.21 2.65 -0.20 5.11 Raf-1 3 -0.02 32.18 -0.11 2.65 -0.10 5.11 Raf-1 4 0.01 12.82 -0.14 2.65 -0.13 5.11 Raf-1 5 -0.01 32.18 -0.04 2.65 -0.04 5.11 Raf-1 6 0.05 14.10 0.21 2.65 0.20 5.11 Raf-1 7 0.11 14.56 0.21 2.65 0.20 5.11 Raf-1 8 0.05 14.31 0.02 2.65 0.02 5.11 Raf-1 9 0.10 14.39 0.02 2.65 0.02 5.11 Raf-1 10 -0.03 32.18 -0.21 2.65 -0.20 5.11 Raf-1 11 0.05 14.47 1.07 2.65 1.02 5.11 Raf-1 12 0.04 14.49 1.03 2.65 0.80 5.11 Raf-1 13 0.03 14.47 0.57 2.65 0.54 5.11 Raf-1 14 0.03 14.56 -0.97 2.65 0.75 5.11 Raf-1 15 0.02 14.47 0.57 2.65 0.54 5.11 Raf-1 16 0.04 14.49 1.03 2.65 0.80 5.11 Raf-1 17 0.04 14.47 1.08 2.65 1.02 5.11 Raf-2 1 0.04 14.47 -1.08 2.65 1.02 5. 11 Raf-2 2 -0.02 32.18 0.11 2.65 -0.10 5.11 Raf-2 3 0.01 13.67 0.21 2.65 -0.20 5.11 Raf-2 4 -0.01 32.18 0.04 2.65 -0.04 5.11 Raf-2 5 0.01 12.82 0.14 2.65 -0.13 5.11 Raf-2 6 0.11 14.56 -0.21 2.65 0.20 5.11 Raf-2 7 0.05 14.53 -0.21 2.65 0.20 5.11 Raf-2 8 0.10 14.39 -0.02 2.65 0.02 5.11 Raf-2 9 0.05 14.31 -0.02 2.65 0.02 5.11 Raf-2 10 -0.03 32.18 0.21 2.65 -0.20 5.11 Raf-2 11 0.03 14.47 -0.57 2.65 0.54 5.11 Raf-2 12 0.04 14.49 -1.03 2.65 0.80 5.11 Raf-2 13 0.05 14.47 -1.07 2.65 1.02 5.11 Raf-2 14 0.02 14.47 -0.57 2.65 0.54 5.11 Raf-2 15 0.03 14.56 0.97 2.65 0.75 5.11 Raf-2 16 0.04 14.47 -1.08 2.65 1.02 5.11 Raf-2 17 0.04 14.49 -1.03 2.65 0.80 5.11 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom Max UC Col-1 1 0.20 0.00 0.09 0.28 0.28 Col-1 2 0.12 0.00 0.05 0.17 0.17 Col-1 3 0.13 0.00 0.06 0.19 0.19 Col-1 4 0.01 0.00 0.02 0.02 0.02 Col-1 5 0.01 0.00 0.02 0.02 0.02 Col-1 6 0.00 0.00 0.01 0.01 0.01 Col-1 7 0.04 0.00 0.02 0.05 0.05 Col-1 8 0.04 0.00 0.02 0.06 0.06 Col-1 9 0.01 0.00 0.00 0.01 0.01 Col-1 10 0.01 0.00 0.00 0.01 0.01 Col-1 11 0.01 0.00 0.02 0.02 0.02 Col-1 12 0.00 0.00 0.01 0.01 0.01 6/14/2005 EwDes-R.out Page 11 Co1-1 13 0.20 0.00 0.09 0.28 0.28 Co1-1 14 0.09 0.00 0.04 0.13 0.13 Co1-1 15 0.10 0.00 0.05 0.15 0.15 Co1-1 16 0.21 0.00 0.10 0.31 0.31 Co1-1 17 0.10 0.00 0.05 0.15 0.15 Co1-1 18 0.09 0.00 0.04 0.13 0.13 Co1-1 19 0.20 0.00 0.09 0.28 0.28 Co1-1 20 0.01 0.00 0.00 0.01 0.01 Co1-1 21 0.00 0.00 0.00 0.00 0.00 Co1-1 22 0.18 0.00 0.09 0.27 0.27 Co1-1 23 0.01 0.00 0.02 0.02 0.02 Co1-1 24 0.00 0.00 0.01 0.01 0.01 Co1-1 25 0.01 0.00 0.02 0.02 0.02 Co1-1 26 0.00 0.00 0.01 0.01 0.01 Co1-1 27 0.01 0.00 0.02 0.02 0.02 Co1-1 28 0.00 0.00 0.00 0.00 0.00 Co1-1 29 0.00 0.00 0.00 0.00 0.00 Co1-1 30 0.18 0.00 0.09 0.27 0.27 Co1-1 31 0.08 0.00 0.04 0.11 0.11 Co1-1 32 0.09 0.00 0.04 0.13 0.13 Co1-1 33 0.20 0.00 0.09 0.29 0.29 Co1-1 34 0.09 0.00 0.04 0.13 0.13 Co1-1 35 0.08 0.00 0.04 0.11 0.11 Co1-1 36 0.18 0.00 0.09 0.27 0.27 Co1-2 1 0.60 0.01 0.27 0.89 0.89 Co1-2 2 0.36 0.05 0.35 0.72 0.03 0.72 Co1-2 3 0.40 0.05 0.36 0.77 0.03 0.77 Co1-2 4 0.02 0.05 0.34 0.34 0.04 0.34 Co1-2 5 0.02 0.05 0.32 0.32 0.03 0.32 Co1-2 6 0.01 0.05 0.34 0.34 0.04 0.34 Co1-2 7 0.12 0.00 0.05 0.17 0.17 Co1-2 8 0.12 0.00 0.05 0.17 0.17 Co1-2 9 0.02 0.00 0.01 0.02 0.02 Co1-2 10 0.02 0.00 0.01 0.02 0.02 Co1-2 11 0.02 0.00 0.05 0.05 0.05 Co1-2 12 0.01 0.00 0.03 0.03 0.03 Co1-2 13 0.60 0.01 0.27 0.89 0.89 Co1-2 14 0.46 0.01 0.21 0.68 0.68 Co1-2 15 0.32 0.01 0.14 0.46 0.46 Co1-2 16 0.45 0.01 0.21 0.66 0.66 Co1-2 17 0.32 0.01 0.14 0.46 0.46 Co1-2 18 0.46 0.01 0.21 0.68 0.68 Co1-2 19 0.60 0.01 0.27 0.89 0.89 Co1-2 20 0.03 0.00 0.01 0.03 0.03 Co1-2 21 0.01 0.00 0.00 0.01 0.01 Co1-2 22 0.56 0.01 0.26 0.84 0.84 Co1-2 23 0.02 0.00 0.06 0.06 0.06 Co1-2 24 0.01 0.00 0.03 0.03 0.03 Co1-2 25 0.02 0.00 0.06 0.06 0.06 Co1-2 26 0.01 0.00 0.03 0.03 0.03 Co1-2 27 0.02 0.00 0.06 0.06 0.06 Co1-2 28 0.00 0.00 0.00 0.00 0.00 Co1-2 29 0.00 0.00 0.00 0.00 0.00 Co1-2 30 0.56 0.01 0.26 0.84 0.84 Co1-2 31 0.43 0.01 0.20 0.64 0.64 Co1-2 32 0.28 0.00 0.13 0.42 0.42 Co1-2 33 0.41 0.01 0.19 0.62 0.62 Co1-2 34 0.28 0.00 0.13 0.42 0.42 Co1-2 35 0.43 0.01 0.20 0.64 0.64 Co1-2 36 0.56 0.01 0.26 0.84 0.84 Co1-3 1 0.40 0.01 0.18 0.59 0.59 Co1-3 2 0.26 0.05 0.35 0.62 0.03 0.62 Co1-3 3 0.26 0.05 0.35 0.62 0.03 0.62 Co1-3 4 0.01 0.05 0.37 0.37 0.04 0.37 Co1-3 5 0.01 0.06 0.38 0.38 0.04 0.38 6/14/2005 EwDes-R.out Page 12 Co1-3 6 0.01 0.06 0.38 0.38 0.04 0.38 Co1-3 7 0.08 0.00 0.03 0.11 0.11 Co1-3 8 0.08 0.00 0.03 0.11 0.11 Co1-3 9 0.01 0.00 0.00 0.01 0.01 Co1-3 10 0.01 0.00 0.00 0.01 0.01 Co1-3 11 0.01 0.00 0.03 0.03 0.03 Co1-3 12 0.01 0.00 0.03 0.03 0.03 Co1-3 13 0.31 0.00 0.14 0.45 0.45 Co1-3 14 0.43 0.01 0.19 0.63 0.63 Co1-3 15 0.31 0.00 0.14 0.45 0.45 Co1-3 16 0.20 0.00 0.09 0.29 0.29 Co1-3 17 0.20 0.00 0.09 0.29 0.29 Co1-3 18 0.42 0.01 0.19 0.61 0.61 Co1-3 19 0.42 0.01 0.19 0.61 0.61 Co1-3 20 0.02 0.00 0.01 0.02 0.02 Co1-3 21 0.01 0.00 0.00 0.01 0.01 Co1-3 22 0.38 0.01 0.17 0.56 0.56 Co1-3 23 0.01 0.00 0.03 0.03 0.03 Co1-3 24 0.01 0.00 0.03 0.03 0.03 Co1-3 25 0.01 0.00 0.03 0.03 0.03 Co1-3 26 0.01 0.00 0.03 0.03 0.03 Co1-3 27 0.01 0.00 0.04 0.04 0.04 Co1-3 28 0.00 0.00 0.00 0.00 0.00 Co1-3 29 0.00 0.00 0.00 0.00 0.00 Co1-3 30 0.28 0.00 0.13 0.42 0.42 Co1-3 31 0.40 0.01 0.18 0.59 0.59 Co1-3 32 0.28 0.00 0.13 0.42 0.42 Co1-3 33 0.18 0.00 0.08 0.26 0.26 Co1-3 34 0.18 0.00 0.08 0.26 0.26 Co1-3 35 0.39 0.01 0.18 0.58 0.58 Co1-3 36 0.39 0.01 0.18 0.58 0.58 Co1-4 1 0.60 0.01 0.27 0.89 0.89 Co1-4 2 0.40 0.05 0.36 0.77 0.03 0.77 Co1-4 3 0.36 0.05 0.35 0.72 0.03 0.72 Co1-4 4 0.02 0.05 0.34 0.34 0.04 0.34 Co1-4 5 0.01 0.05 0.34 0.34 0.04 0.34 Co1-4 6 0.02 0.05 0.32 0.32 0.03 0.32 Co1-4 7 0.12 0.00 0.05 0.17 0.17 Co1-4 8 0.12 0.00 0.05 0.17 0.17 Co1-4 9 0.02 0.00 0.01 0.02 0.02 Co1-4 10 0.02 0.00 0.01 0.02 0.02 Co1-4 11 0.01 0.00 0.03 0.03 0.03 Co1-4 12 0.02 0.00 0.05 0.05 0.05 Co1-4 13 0.32 0.01 0.14 0.46 0.46 Co1-4 14 0.46 0.01 0.21 0.68 0.68 Co1-4 15 0.60 0.01 0.27 0.89 0.89 Co1-4 16 0.32 0.01 0.14 0.46 0.46 Co1-4 17 0.45 0.01 0.21 0.66 0.66 Co1-4 18 0.60 0.01 0.27 0.89 0.89 Co1-4 19 0.46 0.01 0.21 0.68 0.68 Co1-4 20 0.03 0.00 0.01 0.03 0.03 Co1-4 21 0.01 0.00 0.00 0.01 0.01 Co1-4 22 0.56 0.01 0.26 0.84 0.84 Co1-4 23 0.01 0.00 0.03 0.03 0.03 Co1-4 24 0.02 0.00 0.06 0.06 0.06 Co1-4 25 0.01 0.00 0.03 0.03 0.03 Co1-4 26 0.02 0.00 0.06 0.06 0.06 Co1-4 27 0.02 0.00 0.06 0.06 0.06 Co1-4 28 0.00 0.00 0.00 0.00 0.00 Co1-4 29 0.00 0.00 0.00 0.00 0.00 Co1-4 30 0.28 0.00 0.13 0.42 0.42 Co1-4 31 0.43 0.01 0.20 0.64 0.64 Co1-4 32 0.56 0.01 0.26 0.84 0.84 Co1-4 33 0.28 0.00 0.13 0.42 0.42 Co1-4 34 0.42 0.01 0.19 0.62 0.62 T0'0 T0'0 00'0 I0'0 00'0 6 Z-3P2I TO'0 TO'0 00'0 T0'0 10'0 8 Z-3e2I 80'0 TO'0 60'0 170'0 80'0 00'0 L Z-3e2I 80'0 TO'0 b0'0 b0'0 80'0 TO'0 9 Z-3Pd SO'0 00'0 £0'0 £0'0 S0'0 00'0 S Z-3e2I TO'0 T0'0 T0'0 TO'0 00'0 b Z-321 80'0 TO'0 60'0 60'0 80'0 00'0 £ Z-MI b0'0 00'0 Z0'0 ZO'0 b0'0 00'0 Z Z-3e2I Ib'0 OZ'O OZ'0 0Z'0 T6'0 00'0 I Z-3eI Tb'0 OZ'0 OZ'O OZ'0 Ib'0 00'0 LT T-3e2I 6£'0 8T'0 9I'0 9T'0 6£'0 00'0 9T T-Jul 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9Z'0- TO"0- 6L'0 00'0 £Z b-T03 00'0 00'Z b0'0 6L'0 00'0 ZZ b-T03 00'0 £0'0 00'0 6L'0 00'0 TZ b-To3 00'0 60'0 00'0 6L'0 00'0 03 17-103 00'0 b9'I £0'0 6L'0 00'0 61 b-T03 00'0 ZI'Z 60'0 6L'0 00'0 81 b-T00 00'0 09"T £0'0 6L'0 00'0 LT 6-To3 00'0 ZI'I Z0'0 6L'0 00'0 91 b-T03 00'0 ZT'Z b0'0 6L'0 00'0 ST 6-To3 00'0 b9'1 £0'0 6L'0 00'0 bT b-T03 00'0 ZT'T Z0'0 6L'0 00'0 £T b-T03 00'0 06'0- I0'0- 6L'0 00'0 ZT 6-T03 00'0 TZ'0- 00'0 6L'0 00'0 TT b-T03 00'0 90'0 00'0 6L'0 00'0 0T b-To0 00'0 50'0 00'0 6L'0 00'0 6 6-103 00'0 £b'0 T0'0 6L'0 00'0 8 b-T03 9I abed Jno•g-saJAtj SOOZ/hI/9 6/14/2005 EwDes-R.out Page 17 Raf-1 1 -0.01 Raf-1 2 0.00 Raf-1 3 0.00 Raf-1 4 0.00 Raf-1 5 0.00 Raf-1 6 0.00 Raf-1 7 0.00 Raf-1 8 0.00 Raf-1 9 0.00 Raf-1 10 0.00 Raf-1 11 -0.01 Raf-1 12 -0.01 Raf-1 13 0.00 Raf-1 14 -0.01 Raf-1 15 0.00 Raf-1 16 -0.01 Raf-1 17 -0.01 Raf-2 1 -0.01 Raf-2 2 0.00 Raf-2 3 0.00 Raf-2 4 0.00 Raf-2 5 0.00 Raf-2 6 0.00 Raf-2 7 0.00 Raf-2 8 0.00 Raf-2 9 0.00 Raf-2 10 0.00 Raf-2 11 0.00 Raf-2 12 -0.01 Raf-2 13 -0.01 Raf-2 14 0.00 Raf-2 15 -0.01 Raf-2 16 -0.01 Raf-2 17 -0.01 RAFTER MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Caic Allow Raf-1 18 -0.01 0.33 Raf-1 19 0.00 0.33 Raf-1 20 0.00 0.33 Raf-1 21 0.00 0.33 Raf-1 22 0.00 0.33 Raf-1 23 -0.01 0.33 Raf-1 24 -0.01 0.33 Raf-1 25 -0.01 0.33 Raf-1 26 -0.01 0.33 Raf-1 27 0.00 0.33 Raf-1 28 -0.01 0.33 Raf-1 29 0.00 0.33 Raf-1 30 -0.01 0.33 Raf-1 31 -0.01 0.33 Raf-2 18 -0.01 0.33 Raf-2 19 0.00 0.33 Raf-2 20 0.00 0.33 Raf-2 21 0.00 0.33 Raf-2 22 0.00 0.33 Raf-2 23 -0.01 0.33 Raf-2 24 -0.01 0.33 Raf-2 25 0.00 0.33 Raf-2 26 -0.01 0.33 6/14/2005 EwDes-R.out Page 18 Raf-2 27 -0.01 0.33 Raf-2 28 0.00 0.33 Raf-2 29 -0.01 0.33 Raf-2 30 -0.01 0.33 Raf-2 31 -0.01 0.33 14888 Rafter Splice Report 6/ 2/05 1:48pm Splice -Surface- ---Plate--- Design Load---- ----Bolts(A325 )---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 S7 3 0.0 0.0 0.000 16 0.0 0.7 0.0 0 0.000 0.00 0.00 14888 Base Plate & Anchor Bolt Design 6/ 2/05 1:48pm Column_Base Max_Reactions(k ) Plate_Size(in)-- -Bolts(A36 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col-1 4.0 0.8 -0.2 0.0 2 0.750 3.00 Col-2 4.0 2.1 -0.5 0.2 2 0.750 3.00 Col-3 4.0 1.5 -0.3 0.2 2 0.750 3.00 Col-4 4.0 2.1 -0.5 0.2 2 0.750 3.00 Col-5 4.0 0.8 -0.2 0.0 2 0.750 3.00 14888 Flush Girt Design Report 6/ 2/05 1:48pm GIRT LOCATION: Bay No. Girt Id Id Girt 1 0 2 0 3 0 4 0 GIRT SPAN: Bay No. Girt Id Id Girt 1 0 2 0 3 0 4 0 GIRT SIZE: Bay No. Girt Id Id Girt 1 0 2 0 3 0 4 0 GIRT INSIDE FLANGE BRACE: 6/14/2005 EwDes-R.out Page 19 No._Brace/Bay 1 2 3 4 0 0 0 0 14888 Endwall Diagonal Bracing Summary 6/ 2/05 1:48pm PANEL SHEAR WITH NO BRACING: Panel Shear Allow =Open Wall Calc = 0.0 WARNING: No Bracing On Open Wall 14888 Wall Panel Report 6/ 2/05 1:48pm PANEL DATA: Bay Part Type Gage Yield 2 R-26 R 26.00 80.0 MOMENTS & DEFLECTION: Moment(ft-lb/ft) Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 1.75 WP 0.0 144.9 0.00 -5.1 128.0 0.04 0.00 0.17 0.01 WS 0.0 144.9 0.00 6.8 144.9 0.05 0.00 0.17 0.02 14888 Endwall Design Warning Report 6/ 2/05 1:48pm WARNING: No Bracing On Open Wall 14888 Endwall Weight Summary 6/ 2/05 1:48pm FORCED SPACING: (Design warnings occured) Total Column Weight = 78.77 Total Rafter Weight = 71.86 Total Girt Weight = 0.00 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 33.00 Total Endwall Weight = 183.64 MAIN RAFTER CFS Version 4.12 Page 1 Analysis: 14888 Main Rafter.anl T. James Eisenman Jr. Main Frame Rafter Code Building Systems FO-14888 Rev. Date: 6/1/2005 2:07:27 PM By: T. James Eisenman Jr. $ 4 Analysis Inputs Members Section File Revision Date and Time 1 08x35C92.esn.sct 11/24/2003 9:19:56 AM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.000 10.009 None 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 2.000 No 1.0000 2 XT 3.336 1.000 No 1.0000 3 XT 6. 673 1.000 No 1.0000 4 XYT 10.009 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10.009 0.0100 0.0100 k 2 Concentrated 90.000 3.295 NA -0.0633 NA k Bearing Length 1.000 in 3 Concentrated 90.000 6. 631 NA -0.0633 NA k Bearing Length 1.000 in Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 3.295 NA -0.0333 NA k Bearing Length 1.000 in 2 Concentrated 90.000 6.631 NA -0.0333 NA k Bearing Length 1.000 in Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10.009 0.1200 0.1200 k 2 Concentrated 90.000 3.295 NA -2. 1333 NA k Bearing Length 1.000 in 3 Concentrated 90.000 6.631 NA -2. 1333 NA k Bearing Length 1.000 in CFS Version 4.12 Page 2 Analysis: 14888 Main Rafter.anl T. James Eisenman Jr. Main Frame Rafter Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:07:27 PM By: T. James Eisenman Jr. Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10.009 -0.0300 -0.0300 k 2 Concentrated 90.000 3.295 NA 0.5047 NA k Bearing Length 1.000 in 3 Concentrated 90.000 6. 631 NA 0.5047 NA k Bearing Length 1.000 in Loading: Earthquake Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 10.009 0.0500 0.0500 k Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Collateral Load 1.0000 4 Live Load 1.0000 Load Combination: 0.60*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Wind Load 1.0000 Load Combination: D+C+0.15*L+E Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Collateral Load 1.0000 4 Earthquake Load 1.0000 5 Live Load 0.1500 CFS Version 4.12 Page 3 Analysis: 14888 Main Rafter.anl T. James Eisenman Jr. Main Frame Rafter Code Building Systems FO-14888 Rev. Date: 6/1/2005 2:07:27 PM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L Design Parameters at 5.006 ft: Lx 10.009 ft Ly 3.336 ft Lt 3.336 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 08x35C92.esn.sct Cbx 1.0001 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 0. 130 7. 5013 0.000 0.0000 0.000 Applied 0. 130 7.5013 0.000 0.0000 0.000 Strength 24.557 8.5324 9.312 2.5713 10. 924 Effective section properties at applied loads: Ae 1.43839 in^2 Ixe 14.541 in^4 Iye 2. 184 in^4 Sxe (t) 3. 6137 in^3 Sye (1) 2. 1276 in^3 Sxe (b) 3. 6571 in^3 Sye (r) 0. 9057 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.005 + 0.880 + 0.000 = 0.885 <= 1. 0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.005 + 0.879 + 0.000 = 0.884 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0.773 + 0.000 = 0.773 <= 1. 0 AISI Eq. C3.3. 1-1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1. 0 Maximum Shears, Moments, and Deflections Envelope of All Combinations Location Shear(1) Shear(r) Reaction (ft) (k) (k) (k) 0.000 0.0000 2.2546 2.2546 10.009 -2.2545 0.0000 2.2545 Location Moment Location Deflection (ft) (k-ft) (ft) (in) 3.377 -1.5240 5.004 -0.31982 5.006 7.5013 6. 632 -1.5240 COLUMNS CFS Version 4.12 Page 1 Analysis: 14888 Central Column.FL-A.anl T. James Eisenman Jr. Central Column, FL A Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:10:37 PM By: T. James Eisenman Jr. Analysis Inputs Members Section File Revision Date and Time 1 4D16.sct 6/1/2005 9:22:21 AM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.2500 Top 0.0000 0.0000 2.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1.0000 2 XT 4 .2500 1.000 No 1.0000 3 XYT 8.2500 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 0.2425 0.2425 k Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 6.4000 6.4000 k Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 0.1000 0.1000 k Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 -1.5129 -1.5129 k Loading: Internal Wall Press Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 4.2083 NA 0.1393 NA k Bearing Length 1.000 in CFS Version 4.12 Page 2 Analysis: 14888 Central Column.FL-A.anl T. James Eisenman Jr. Central Column, FL A Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:10:37 PM By: T. James Eisenman Jr. Load Combination: D+C+L+Wal1P Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Live Load 1.0000 3 Collateral Load 1.0000 4 Internal Wall Press 1.0000 Load Combination: D+C+L-WallP Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Live Load 1.0000 3 Collateral Load 1.0000 4 Internal Wall Press -1.0000 Load Combination: 0.60*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Wind Load 1.0000 Load Combination: D+C+0.75* (L+WS+WallP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Wind Load 0.7500 5 Internal Wall Press 0.7500 Load Combination: D+C+0.75* (L+WS-WallP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Wind Load 0.7500 5 Internal Wall Press -0.7500 CFS Version 4.12 Page 3 Analysis: 14888 Central Column.FL-A.anl T. James Eisenman Jr. Central Column, FL A Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:10:37 PM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L-WallP Design Parameters at 4 .2487 ft: Lx 8 .2500 ft Ly 4 .2500 ft Lt 4 .2500 ft Kx 1.0000 Ky 1. 0000 Kt 1.0000 Section: 4D16.sct Cbx 1. 6610 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 2.0000 in Braced Flange: Top Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 6.742 0.2856 0.000 0.0000 0.000 Applied 6.742 1. 4093 0.000 0.0000 0.000 Strength 18.778 3.2355 8.091 1.2470 10.044 Effective section properties at applied loads: Ae 1.17966 in^2 Ixe 3.2107 in^4 Iye 1.8624 in/ 4 Sxe (t) 1. 6053 in^3 Sye(1) 0.7450 in^3 Sxe (b) 1. 6053 in^3 Sye(r) 0.7450 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.359 + 0. 499 + 0.000 = 0. 858 <= 1.0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.299 + 0.436 + 0.000 = 0.734 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0. 190 + 0.000 = 0. 190 <= 1.0 AISI Eq. C3.3. 1-1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 Maximum Shears, Moments, and Deflections Envelope of All Combinations Location Shear(l) Shear(r) Reaction (ft) (k) (k) (k) 0.0000 0.000000 -0.067539 -0.067539 8.2500 0.071761 0.000000 -0.071761 Location Moment Location Deflection (ft) (k-ft) (ft) (in) 4 .2487 -0.28559 4 . 1658 0.029692 CFS Version 4.12 Page 1 Analysis: 14888 Central Column.FL-B.anl T. James Eisenman Jr. Central Column, FL B Corle Building Systems FO-14888 Rev. Date: 6/14/2005 3:38:02 PM By: T. James Eisenman Jr. Analysis Inputs Members Section File Revision Date and Time 1 4X25C16.sct 6/2/2005 4:39:31 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.2500 Top 0.0000 0.0000 2.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XT 0.0000 2.000 No 1.0000 2 Y 0.0000 1.000 No 0.0000 3 XT 4.2500 1.000 No 1.0000 4 XT 8.2500 2.000 No 1.0000 5 Y 8.2500 1.000 No 0.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 0.2425 0.2425 k Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 6.4000 6.4000 k Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 0.1000 0.1000 k Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.2500 -1.5129 -1.5129 k CFS Version 4.12 Page 2 Analysis: 14888 Central Column.FL-B.anl T. James Eisenman Jr. Central Column, FL B Corle Building Systems FO-14888 Rev. Date: 6/14/2005 3:38:02 PM By: T. James Eisenman Jr. Loading: Internal Wall Press Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 4 .2083 NA 0.1393 NA k Bearing Length 1.000 in Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Live Load 1.0000 3 Collateral Load 1.0000 Load Combination: 0. 60*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Wind Load 1.0000 Load Combination: D+C+0.75* (L+WS) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Wind Load 0.7500 CFS Version 4.12 Page 1 Analysis: 14888 Central Column.FL-B.anl T. James Eisenman Jr. Central Column, FL B Corle Building Systems FO-14888 Rev. Date: 6/1/2005 2:53:36 PM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L Design Parameters at 0.0000 ft, Right side: Lx 8.2500 ft Ly 4 .2500 ft Lt 4 .2500 ft Kx 0.0000 Ky 1.0000 Kt 1.0000 Section: 4X25C16.sct Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 2.0000 in Braced Flange: Top Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 6.7425 0.0000 0.0000 0.0000 0.0000 Applied 6.7425 0.0000 0.0000 0.0000 0.0000 Strength 8.2393 1. 6177 4.0456 0.7284 5.0220 Effective section properties at applied loads: Ae 0.58983 in^2 Ixe 1. 6053 in^4 Iye 0.4893 in^4 Sxe (t) 0.80266 in^3 Sye(l) 0.56527 in^3 Sxe (b) 0.80266 in^3 Sye(r) 0.29937 in^3 Interaction Equations AISI Eq. C5.2.1-1 (P, Mx, My) 0.818 + 0.000 + 0.000 = 0.818 <= 1.0 AISI Eq. C5.2.1-2 (P, Mx, My) 0.598 + 0.000 + 0.000 = 0.598 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0.000 + 0.000 = 0.000 <= 1.0 AISI Eq. C3.3. 1-1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 CFS Version 4.12 Page 1 Analysis: 14888 BSW Column.anl T. James Eisenman Jr. BSW Column Corle Building Systems FO-14888 Rev. Date: 6/3/2005 7:54:02 AM By: T. James Eisenman Jr. 1 111111 Analysis Inputs Members Section File Revision Date and Time 1 4X25C16.sct 6/2/2005 4 :39:31 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.5000 Left 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1.0000 2 XT 4 .2500 1.000 No 1.0000 3 XYT 8.5000 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 0.1400 0.1400 k Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 0.0500 0.0500 k Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 3.2000 3.2000 k Loading: Max Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 -0.4300 -0.4300 k Loading: Min Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 -0.7600 -0.7600 k CFS Version 4.12 Page 2 Analysis: 14888 BSW Column.anl T. James Eisenman Jr. BSW Column Code Building Systems FO-14888 Rev. Date: 6/3/2005 7:54:02 AM By: T. James Eisenman Jr. Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 1.0000 Load Combination: D+C+0.75* (L+MaxAW) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Max Axial Wind 0.7500 Load Combination: 0. 6*D+MinAW Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Min Axial Wind 1.0000 Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L Design Parameters at 0.0000 ft, Right side: Lx 8.5000 ft Ly 4 .2500 ft Lt 4 .2500 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 4X25C16.sct Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Left Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 3.3900 0.0000 0.0000 0.0000 0.0000 Applied 3.3900 0.0000 0.0000 0.0000 0.0000 Strength 8.8232 1. 6030 4. 0456 0.7159 5.0220 Effective section properties at applied loads: Ae 0.58983 in^2 Ixe 1. 6053 in^4 Iye 0.4893 in^4 Sxe (t) 0.80266 in^3 Sye(1) 0.56527 in^3 Sxe (b) 0. 80266 in^3 Sye(r) 0.29937 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.384 + 0.000 + 0.000 = 0.384 <= 1.0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.300 + 0.000 + 0.000 = 0. 300 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0.000 + 0.000 = 0. 000 <= 1.0 AISI Eq. C3.3. 1-1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 Section does not meet all requirements of AISI C4 . 6. Value of x in AISI C4 . 6 assumed to be 0.5. CFS Version 4.12 Page 1 Analysis: 14888 FSW Column.anl T. James Eisenman Jr. Mullion on FSW of main frame Code Building Systems FO-14888 Rev. Date: 6/1/2005 1:38:32 PM By: T. James Eisenman Jr. 4 $ Analysis Inputs Members Section File Revision Date and Time 1 16X30C19.sct 6/1/2005 1:36:55 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.5000 None 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1.0000 2 XT 4.2500 1.000 No 1.0000 3 XYT 8.5000 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 0.1400 0.1400 k Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 0.0500 0.0500 k Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 3.2000 3.2000 k Loading: Wind Pressure Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 0.000 0.0000 8.5000 0.11 0.11 k/ft Loading: Wind Suction Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 0.000 0.0000 8.5000 -0.12 -0.12 k/ft CFS Version 4.12 Page 2 Analysis: 14888 FSW Column.anl T. James Eisenman Jr. Mullion on FSW of main frame Code Building Systems FO-14888 Rev. Date: 6/1/2005 1:38:32 PM By: T. James Eisenman Jr. Loading: Internal Wall Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 4.2083 NA 0.1330 NA k Bearing Length 1.000 in Loading: Max Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 -0.4300 -0.4300 k Loading: Min Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 -0.7600 -0.7600 k Load Combination: D+C+L+IntWall Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 1.0000 4 Internal Wall Load 1.0000 Load Combination: D+C+0.75* (L+IntWall+WP+MaxAW) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Internal Wall Load 0.7500 5 Wind Pressure 0.7500 6 Max Axial Wind 0.7500 Load Combination: D+C+0.75* (L+IntWall+WS+MaxAW) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Internal Wall Load 0.7500 5 Wind Suction 0.7500 6 Max Axial Wind 0.7500 Load Combination: 0.6*D+WP+MinAW Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Wind Pressure 1.0000 3 Min Axial Wind 1.0000 CFS Version 4.12 Page 3 Analysis: 14888 FSW Column.anl T. James Eisenman Jr. Mullion on FSW of main frame Corle Building Systems FO-14888 Rev. Date: 6/1/2005 1:38:32 PM By: T. James Eisenman Jr. Load Combination: 0.6*D+WS+MinAW Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Wind Suction 1.0000 3 Min Axial Wind 1.0000 Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L+IntWall Design Parameters at 4 .2500 ft, Left side: Lx 8.5000 ft Ly 4.2500 ft Lt 4 .2500 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 16X30C19.sct Cbx 1. 6612 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 3.3900 -0.2812 0.0000 0.0000 0.0000 Applied 3.3900 -0.2812 0.0000 -0.3451 0.0000 Strength 6.4712 4.5290 0.5510 1.2048 4 .4539 Effective section properties at applied loads: Ae 0. 68009 in^2 Ixe 33. 633 in^4 Iye 1.206 in/ 4 Sxe (t) 4 .7176 in^3 Sye(1) 0.7345 in^3 Sxe (b) 3.7914 in^3 Sye(r) 0.8874 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.524 + 0.062 + 0.294 = 0.881 <= 1.0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.489 + 0.062 + 0.286 = 0.837 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0.004 + 0.000 = 0.004 <= 1.0 AISI Eq. C3.3. 1-1 (My, Vx) 0.082 + 0.000 = 0.082 <= 1.0 16X30C19 element 1 w/t exceeds 60. 16X30C19 element 3 w/t exceeds 200. 16X30C19 element 5 w/t exceeds 60. Edge stiffener D/w exceeds 0.8. Maximum Shears, Moments, and Deflections Envelope of All Combinations Location Shear(1) Shear(r) Reaction (ft) (k) (k) (k) 0.0000 0.000000 -0.066500 -0.066500 8.5000 0.066500 0.000000 -0.066500 Location Moment Location Deflection (ft) (k-ft) (ft) (in) 4 .2500 -0.28124 4 .2500 0.0022651 CFS Version 4.12 Page 1 Analysis: 14888 Corner Mullion.anl T. James Eisenman Jr. Corner Mullion Corle Building Systems FO-14888 Rev. Date: 6/2/2005 11:37:24 AM By: T. James Eisenman Jr. 4 4 Analysis Inputs Members Section File Revision Date and Time 1 10X80G19.Rotated.sct 6/2/2005 11:28:50 AM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.5000 None 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1.0000 2 XYT 8.5000 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 0.0400 0.0400 k Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 0.0100 0.0100 k Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 0.7300 0.7300 k Loading: Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.5000 -0.1500 -0.1500 k Loading: Wind Pressure Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 327 .542 4.2083 NA 0.2900 NA k Bearing Length 1.000 in CFS Version 4.12 Page 2 Analysis: 14888 Corner Mullion.anl T. James Eisenman Jr. Corner Mullion Code Building Systems FO-14888 Rev. Date: 6/2/2005 11:37:24 AM By: T. James Eisenman Jr. Loading: Wind Suction Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 327.542 4.2083 NA -0.3200 NA k Bearing Length 1.000 in Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 1.0000 Load Combination: D+C+0.75* (L+WP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind 0.7500 5 Wind Pressure 0.7500 Load Combination: D+C+0.75* (L+WS) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind 0.7500 5 Wind Suction 0.7500 Load Combination: 0. 6*D+WP Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Axial Wind 1.0000 3 Wind Pressure 1.0000 Load Combination: 0. 6*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Axial Wind 1.0000 3 Wind Suction 1.0000 CFS Version 4.12 Page 3 Analysis: 14888 Corner Mullion.anl T. James Eisenman Jr. Corner Mullion Corle Building Systems FO-14888 Rev. Date: 6/2/2005 11:37:24 AM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: 0. 6*D+WP Design Parameters at 4 .2500 ft: Lx 8.5000 ft Ly 8.5000 ft Lt 8.5000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 10X80G19.Rotated.sct Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total -0. 126 0.3291 0.000 -0.5174 0.000 Applied -0. 126 0.3291 0.000 -0.5174 0.000 Strength 38.033 2.2718 1.204 1.7947 1.551 Effective section properties at applied loads: Ae 1. 19001 in^2 Ixe 20. 946 in^4 Iye 7.417 in^4 Sxe (t) 3.0048 in^3 Sye (1) 1. 6102 in^3 Sxe (b) 3.7045 in^3 Sye(r) 1.8170 in^3 Interaction Equations AISI Eq. C5. 1. 1-1 (Mx, My, T) 0.036 + 0. 111 + 0.003 = 0. 150 <= 1.0 AISI Eq. C5. 1. 1-2 (Mx, My, T) 0.145 + 0.288 - 0.003 = 0. 430 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0.021 + 0.000 = 0.021 <= 1.0 AISI Eq. C3.3. 1-1 (My, Vx) 0.083 + 0.000 = 0.083 <= 1.0 10X80G19 element 1 w/t exceeds 60. 10X80G19 element 4 w/t exceeds 60. 10X80G19 element 5 w/t exceeds 60. Edge stiffener D/w exceeds 0.8. CFS Version 4.12 Page 1 Analysis: 14888 Endwall Mullion.anl T. James Eisenman Jr. Endwall Mullion Corle Building Systems FO-14888 Rev. Date: 6/2/2005 11:07:47 AM By: T. James Eisenman Jr. 4 $ Analysis Inputs Members Section File Revision Date and Time 1 16X30C19.sct 6/1/2005 1:36:55 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8. 9167 None 0.0000 0.0000 0.0000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.0000 2.000 No 1.0000 2 X 4.2500 1.000 No 1.0000 3 XYT 8.9167 2.000 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8. 9167 0.0900 0.0900 k Loading: Collateral Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.9167 0.0300 0.0300 k Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.9167 2.0000 2.0000 k Loading: Axial Wind Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.9167 -0.4600 -0.4600 k Loading: Wind Pressure Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 0.000 0.0000 8. 9167 0.05 0.05 k/ft CFS Version 4.12 Page 2 Analysis: 14888 Endwall Mullion.anl T. James Eisenman Jr. Endwall Mullion Corle Building Systems FO-14888 Rev. Date: 6/2/2005 11:07:47 AM By: T. James Eisenman Jr. Loading: Wind Suction Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 0.000 0.0000 8.9167 -0.06 -0.06 k/ft Load Combination: D+C+L Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 1.0000 Load Combination: D+C+0.75* (L+WP) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind 0.7500 5 Wind Pressure 0.7500 Load Combination: D+C+0.75* (L+WS) Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 1.0000 2 Collateral Load 1.0000 3 Live Load 0.7500 4 Axial Wind 0.7500 5 Wind Suction 0.7500 Load Combination: 0. 6*D+WP Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0.6000 2 Axial Wind 1.0000 3 Wind Pressure 1.0000 Load Combination: 0.6*D+WS Specification: 2001 AISI Specification - US (ASD) Inflection Point Bracing: Yes Loading Factor 1 Dead Load 0. 6000 2 Axial Wind 1.0000 3 Wind Suction 1.0000 CFS Version 4.12 Page 3 Analysis: 14888 Endwall Mullion.anl T. James Eisenman Jr. Endwall Mullion Corle Building Systems FO-14888 Rev. Date: 6/2/2005 11:07:47 AM By: T. James Eisenman Jr. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D+C+L Design Parameters at 8. 9167 ft, Left side: Lx 8. 9167 ft Ly 4 . 6667 ft Lt 8. 9167 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 16X30C19.sct Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k-ft) (k) Total 2. 1200 0.0000 0.0000 0.0000 0.0000 Applied 2. 1200 0.0000 0.0000 -0.2113 0.0000 Strength 5.7335 4 .5290 0.5510 1.2048 4.4539 Effective section properties at applied loads: Ae 0.82171 in^2 Ixe 40. 448 in^4 Iye 1.397 in^4 Sxe (t) 5.0560 in^3 Sye (1) 0. 9440 in^3 Sxe (b) 5.0560 in^3 Sye(r) 0. 9186 in^3 Interaction Equations AISI Eq. C5.2. 1-1 (P, Mx, My) 0.370 + 0.000 + 0. 179 = 0.549 <= 1.0 AISI Eq. C5.2. 1-2 (P, Mx, My) 0.306 + 0.000 + 0.175 = 0. 481 <= 1.0 AISI Eq. C3.3. 1-1 (Mx, Vy) 0.000 + 0.000 = 0.000 <= 1.0 AISI Eq. C3. 3. 1-1 (My, Vx) 0.031 + 0.000 = 0.031 <= 1.0 16X30C19 element 1 w/t exceeds 60. 16X30C19 element 3 w/t exceeds 200. 16X30C19 element 5 w/t exceeds 60. Edge stiffener D/w exceeds 0.8. Maximum Shears, Moments, and Deflections Load Combination: D+C+0.75* (L+WS) Location Shear(1) Shear(r) Reaction (ft) (k) (k) (k) 0.0000 0. 00000 0.06914 0.06914 4 .2500 -0. 12211 0. 12912 0.25122 8. 9167 -0. 08089 0.00000 0.08089 Location Moment Location Deflection Inflections (ft) (k-ft) (ft) (in) (ft) 1.5366 0.05312 1.7220 -0.0019860 3.0731 4 .2500 -0. 11254 4 . 1004 0.0000328 5.3218 7 . 1193 0.07269 6.8992 -0.0037323 r 6/14/2005 EwDes-L.out Page 20 Raf-2 32 0.00 0.33 Raf-2 33 -0.01 0.33 Raf-2 34 -0.01 0.33 Raf-2 35 0.00 0.33 Raf-2 36 0.00 0.33 Raf-2 37 0.00 0.33 14888 Rafter Splice Report 6/ 2/05 1:48pm Splice -Surface- ---Plate--- Design_Load---- ----Bolts(A325 )---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 S7 3 0.0 0.0 0.000 12 0.1 1.4 0.0 0 0.000 0.00 0.00 14888 Base Plate & Anchor Bolt Design 6/ 2/05 1:48pm Column_Base Max_Reactions(k ) Plate_Size(in)-- -Bolts(A36 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col-1 16.0 1.5 -0.3 0.1 2 0.750 3.00 Col-2 4.0 4.1 -0.9 0.2 2 0.750 3.00 Col-3 4.0 2.8 -0.6 0.2 2 0.750 3.00 Col-4 4.0 4.1 -0.9 0.2 2 0.750 3.00 Co1-5 16.0 1.5 -0.3 0.1 2 0.750 3.00 14888 Flush Girt Design Report 6/ 2/05 1:48pm GIRT LOCATION: Bay No. Girt Id Id Girt 1 1 1 4.250 2 1 4.250 3 1 4.250 4 1 4.250 GIRT SPAN: Bay No. Girt Id Id Girt 1 1 1 3.958 2 1 4.333 3 1 4.333 4 1 3.958 GIRT SIZE: Bay No. Girt Id Id Girt 1 1 1 4X25C16 2 1 4X25C16 3 1 4X25C16 4 1 4X25C16 6/14/2005 EwDes-L.out Page 21 GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 3 4 0 0 0 0 GIRT ACTIONS: Bay Girt Ld --Shear(k )--- --Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC 1 1 WP 0.04 4.30 0.01 -0.04 1.74 0.02 0.00 0.40 0.01 WS -0.04 4.30 0.01 0.03 1.73 0.02 0.00 0.40 0.01 2 1 WP 0.05 4.30 0.01 -0.05 1.74 0.03 0.00 0.43 0.01 WS -0.05 4.30 0.01 0.05 1.70 0.03 0.00 0.43 0.01 3 1 WP 0.05 4.30 0.01 -0.05 1.74 0.03 0.00 0.43 0.01 WS -0.05 4.30 0.01 0.05 1.70 0.03 0.00 0.43 0.01 4 1 WP -0.04 4.30 0.01 -0.04 1.74 0.02 0.00 0.40 0.01 WS 0.04 4.30 0.01 0.04 1.73 0.03 0.00 0.40 0.01 14888 Endwall Diagonal Bracing Summary 6/ 2/05 1:48pm PANEL SHEAR WITH NO BRACING: Panel Shear Allow = 44.9 Calc = 26.7 BRACING NOT REQUIRED 14888 Wall Panel Report 6/ 2/05 1:48pm PANEL DATA: Bay Part Type Gage Yield 2 R-29 R 29.00 80.0 MOMENTS & DEFLECTION: Moment(ft-lb/ft) Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 4.25 WP 12.0 105.2 0.11 -6.1 72.1 0.08 -0.02 0.43 0.04 WS -14.8 72.1 0.21 7.5 105.2 0.07 0.02 0.43 0.05 2 4.51 WP 12.0 105.2 0.11 -7.4 72.1 0.10 -0.03 0.45 0.06 WS -14.8 72.1 0.21 9.1 105.2 0.09 0.03 0.45 0.08 14888 Endwall Design Warning Report 6/ 2/05 1:48pm 6/14/2005 EwDes-L.out Page 22 . . No Warnings 14888 Endwall Weight Summary 6/ 2/05 1:48pm FORCED SPACING: Total Column Weight = 114.25 Total Rafter Weight = 71.86 Total Girt Weight = 33.33 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 46.20 Total Endwall Weight = 265.65 ENDWALL DESIGN DESIGN OF FRAME TYPE D) 6/14/2005 EW.out Page 1 * *14888 Endwall Design Input 5/31/05 2:40pm * * ************************** * DESIGN OF FRAME TYPE A * ************************** * * (1)JOBID: '14888' *(2)PROGRAM OPTIONS: * EW Run Run Run Run No. Lap * Id Col/Raf Girt Brace Panel Cycle Stiff 'L' 'Y' 'Y' 'Y' 'Y' 4 1.00 * (3)DESIGN CODE: * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'NAUS01' 'AISC89' '----' 'IBC ' '00' 'C ' * (4)DESIGN CONSTANTS: Wind * Steel_Yield(ksi ) ---Stress Ratio--- Strength * Web Flg C_Sec W_ _Sec R_Sec USec EP Panel Col/Raf Girt Panel Factor 55.0 55.0 55.0 55.0 50.0 36.0 55.0 80.0 1.00 1.00 1.00 1.0000 * (5)DEFLECTION LIMITS: * Rafter ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 180. 180. 0. 120. 120. 0. 120. 0. 120. 60. * (6)REPORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 'Y' '2' 'Y' 'Y' 'Y' * (7)BUILDING TYPE: * Build Build Build Expand EW * Type Width Length Use Offset 'FF-' 20.0000 135.0000 'N :-' 14.00 * (8)SURFACE SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 8.5000 0.000 10.0000 8.9167 0.000 20.0000 8.5000 0.000 20.0000 0.0000 0.000 * (9)BAY SPACING: *No.Roof Roof Frame Sets_Of Bay No. * Bay Bay Recess Bays Width Bays 14 20.0000 0.0000 1 10.0000 2 * (10)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panel 0 * (11)WIDE OPENING LAYOUT: 6/14/2005 EW.out Page 2 *----Open--- Bay Id --Clear_Opening-- Wedge Stub Column Total *No. Id Type St End Width Height Height Elev Mount Weight 0 *(12)WIDE OPENING AND STRUT FRAMING: *-Open- Door Jamb Stub Head Back Brace Strut -Header Beam- Deflection *No. Id Type FlgWid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 * (13)PARTIAL WALLS: * Set_Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 0 * (14)COLUMNS: * --Left Corner-- -Right_Corner-- -Int_Facia-- Int No Facia Max UnBr Base * Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) 'C ' '-' 16.00 'C ' '-' 16.00 'C ' 4.00 'C ' 4.00 'N' 38.000 0.000 * (15)COLUMN SIZE: * Set No. Column * Member Column Size 'Y' 3 ' 4X25C16' ' 4D16 ' '16X30C19' * (16)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'C ' 8.000 'Y' 'N' *(17)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size 'N' * (18)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc Type 2 0 3 1 0.0000 'S7' * (19)GIRT DESIGN: *Girt Flg_Brace Set Set Max Girt To One Girt Max Unbr *Type Out In Offset Project Depth Lap Space Rafter Depth/Bay Length 'CF' 'C' 'N' 0.000 0.000 4.000 0.0000 7.4167 'N' 'Y' 6.2500 * (20)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 1 4.2500 * (21)SPECIAL GIRT: * Sets Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 * (22)ROOF PURLINS: *Surf Surf No. Peak Set_Of Set_Space * Id Ext Purlin Space Space Space No. 2 0.000 3 0.000 2 3.336 1 3.336 2 3 0.000 2 3.336 1 3.336 3 6/14/2005 EW.out Page 3 * (23)PANELS/RF COLUMNS: * Wall Insulation RF_Interior_Columns * Panel Use Thick No. Locate 'R-29 'N' 4.000 0 * (24)WIND FRAMING SELECTION: * Order_Of_Selection * Panel Diagonal Wind Wind * Shear Bracing Bent Column 'N' 'N' 'N' *(25)WALL BRACING: * Wind Brace No. Bay Specified * Shear Type Specified Bays_For_Bracing 44.9 'C ' 0 * (26)WIND BENTS: * --Member-- No. * Type Depth Bay Bay_Id '-' 0.00 0 * (27)WIND COLUMNS: * --Member-- No. Left/ * Type Depth Bay Bay_Id Right ' 0.00 0 * (28)WALL BRACING ATTACHMENT * No. Attach --Bay_Id-- No. *Attach Id Start End Level Level_Height 0 * (29)EAVE EXTENSION: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 * (30)CANOPY: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Star- Height Width Slope Left Right Mount 1 0 2 0 4 0 * (31) FACIA/PARAPET . * *Wall No. Ext Fac Bay_Id ----Attach Beam---- ---Facia/Parapet--- Edge Extend Ext * Id Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft) 1 0 2 0 4 0 * (32)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Back_Panel--- Angle *Id Type Rotate Type Rotate Part Rotate Spacing *(33)ADJACENT BUILDING: * *Wall No. Ext -Bay_Id-- -Edge Extend- Ext 6/14/2005 EW.out Page 4 *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 *(34)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: * * *Ext Ext_Beam Facia/Parapet Facia/Parapet Girt *Id Dead Collat Live Press Suct Press Suct Press Suct * (35)BASIC LOADS: * Edge_Strip_Ratio * Dead Collat Live Snow Basic Wind_Load_Ratio Zone Col/ * Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 1.9 1.0 20.0 64.0 12.3 1.00 1.00 3.000 1.00 1.00 1.00 *(36)BASIC LOADS AT EAVE: * Seis_Coeff Seis_Load Torsion Forces * Frame Brace Frame Brace Wind Seismic 0.0495 0.1387 0.05 0.14 0.00 0.00 * (37)WIND PRESSURE/SUCTION: * * Wind Wind * Press Suct 5.0 -5.0 . . Column 5.0 -5.0 . . Girt/Header 5.0 -5.0 . . Jamb 5.0 -5.0 . . Panel 5.0 -5.0 . . Parapet Girt * (38)WIND COEFFICIENTS: * Surf Rafter_Wind_1 Rafter_Wind2 Bracing Wind Long Surface * Id Left Right Left Right Left Right Wind Friction 1 0.00 0.00 0.00 0.00 0.42 -0.60 0.00 0.00 2 -1.23 -0.70 -0.87 -0.34 -1.23 -0.70 -1.23 0.00 3 -0.70 -1.23 -0.34 -0.87 -0.70 -1.23 -1.23 0.00 4 0.00 0.00 0.00 0.00 -0.60 0.42 0.00 0.00 * (39)COLUMN & BRACING DESIGN LOADS: * *Load Snow/ Rafter Wind Brace Wind Long Column_Wind Aux Load *No Id Dead Coll Live 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 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 1.00 0.75 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.75 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.75 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 9 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 10 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 11 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 13 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 16 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 17 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 18 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 6/14/2005 EW.out Page 5 * (40)COLUMN & BRACING DESIGN LOADS: Deflection * *Load Snow/ Rafter_Wind Brace_Wind Long Column_Wind Aux Load *No Id Dead Coll Live Left Right Left Right Wind Press Suct Seis Id Coef 12 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 7 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 8 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 11 0.60 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 0.60 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 * (41)RAFTER DESIGN LOADS: * * No. Load Snow/ Rafter_Wind_1 Rafter_Wind_2 Long Aux Load *Load Id Dead Collat Live Left Right Left Right Wind Seis Id Coef 20 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.60 0.00 0.00 1.00 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 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 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 0.00 6 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 7 1.00 1.00 0.15 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 12 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 13 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 14 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 15 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 16 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 * (42)RAFTER DESIGN LOADS: Deflection * * No. Load Snow/ Rafter_Wind_1 Rafter_Wind_2 Long Aux Load *Load Id Dead Collat Live Left Right Left Right Wind Seis Id Coef 10 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 0.60 0.00 0.00 1.00 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 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 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 0.00 6 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 1.05 0 0.00 7 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 -1.05 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 * (43)AUXILIARY LOADS: * No. Aux Aux No._Add Add_Load * Aux Id Name Combs Id Coef 6/14/2005 EW.out Page 6 0 *(44)ADDITIONAL LOADS: * No. Add Surf Basic Load FX FY M X Y . .Conc * Add Id Id Load Type W1 W2 Co DL1 DL2 . .Unif 0 *(45)GIRT LAPS: * * Data Set 1 Set_2 Set 3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' 0 *(46)GIRT STRAPS: * * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 * Code file used was EW IBC.00 14888 Endwall Design Code 6/14/05 2:45pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : IBC Year : 00 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 14888 Column & Rafter Design 6/14/05 2:45pm MEMBER SIZES: Member Member Member ---Web_Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight Col-1 0.0 4X25C16 4.00 16ga 2.50 16ga 8.2 16.4 Col-2 10.0 4D16 4.00 16ga 5.00 16ga 8.6 34.4 Col-3 20.0 16X30C19 16.00 0.046 3.00 0.046 8.2 35.3 Raf-1 8X35C13 8.00 13ga 3.44 13ga 10.0 52.5 Raf-2 8X35C13 8.00 13ga 3.44 13ga 10.0 52.5 Total= 191.20 DESIGN ACTIONS/STRESSES: 6/14/2005 EW.out Page 7 -Axial (k ) - --Shear(k ) -- Moment(f-k ) Mem Load Design Allow Design Allow Design Allow Id Id Load Load Load Load Load Load Col-1 1 3.39 7.60 -0.07 4.30 0.56 1.70 Col-1 2 3.39 7.60 -0.07 4.30 0.56 1.70 Col-1 3 2.02 7.60 -0.04 4.30 0.33 1.70 Col-1 4 2.26 7.60 -0.05 4.30 0.37 1.70 Col-1 5 2.02 7.60 -0.04 4.30 0.33 1.70 Col-1 6 -0.68 19.43 0.01 4.30 -0.11 1.70 Col-1 7 -0.36 19.43 0.01 4.30 -0.06 1.70 Col-1 8 -0.68 19.43 0.01 4.30 -0.11 1.70 Col-1 9 0.67 7.60 -0.01 4.30 0.11 1.70 Col-1 10 0.67 7.60 -0.01 4.30 0.11 1.70 Col-1 11 0.08 7.60 0.00 4.30 0.01 1.70 Col-1 12 0.08 7.60 0.00 4.30 0.01 1.70 Col-1 13 0.14 7.60 0.00 4.30 0.02 1.70 Col-1 14 0.05 7.60 0.00 4.30 0.01 1.70 Col-1 15 3.20 7.60 -0.07 4.30 0.53 1.70 Col-1 16 -0.76 19.43 0.02 4.30 -0.13 1.70 Col-1 17 -0.43 19.43 0.01 4.30 -0.07 1.70 Col-1 18 -0.76 19.43 0.02 4.30 -0.13 1.70 Col-1 19 -0.43 19.43 0.01 4.30 -0.07 1.70 Col-1 20 -0.76 19.43 0.02 4.30 -0.13 1.70 Col-1 21 0.00 7.60 0.00 4.30 0.00 1.70 Col-1 22 0.00 7.60 0.00 4.30 0.00 1.70 Col-2 1 6.78 19.64 -0.13 8.60 1.12 3.48 Col-2 2 6.78 19.64 -0.35 8.60 1.19 3.48 Col-2 3 4.29 19.64 -0.08 8.60 0.71 3.48 Col-2 4 4.29 19.64 -0.08 8.60 0.71 3.48 Col-2 5 4.04 19.64 -0.08 8.60 0.67 3.48 Col-2 6 -1.04 38.86 0.02 8.60 -0.17 3.48 Col-2 7 -1.04 38.86 0.02 8.60 -0.17 3.48 Col-2 8 -1.36 38.86 0.03 8.60 -0.23 3.48 Col-2 9 1.34 19.64 -0.03 8.60 0.22 3.48 Col-2 10 1.34 19.64 -0.03 8.60 0.22 3.48 Col-2 11 0.16 19.64 0.00 8.60 0.02 3.48 Col-2 12 0.16 19.64 0.00 8.60 0.02 3.48 Col-2 13 0.28 19.64 0.00 8.60 0.04 3.48 Col-2 14 0.10 19.64 0.00 8.60 0.02 3.48 Col-2 15 6.40 19.64 -0.12 8.60 1.07 3.48 Col-2 16 -1.19 38.86 0.02 8.60 -0.20 3.48 Col-2 17 -1.19 38.86 0.02 8.60 -0.20 3.48 Col-2 18 -1.19 38.86 0.02 8.60 -0.20 3.48 Col-2 19 -1.19 38.86 0.02 8.60 -0.20 3.48 Col-2 20 -1.51 38.86 0.03 8.60 -0.25 3.48 Col-2 21 0.00 38.86 0.00 8.60 0.00 3.48 Col-2 22 0.00 38.86 0.00 8.60 0.00 3.48 Col-3 1 3.41 5.56 0.14 0.52 -1.12 7.45 Col-3 2 3.41 5.56 0.14 0.52 -1.12 7.45 Col-3 3 2.28 5.56 0.09 0.52 -0.75 7.45 Co1-3 4 2.04 5.56 0.08 0.52 -0.67 7.45 Col-3 5 2.04 5.56 0.08 0.52 -0.67 7.45 Col-3 6 -0.36 41.83 -0.01 0.52 0.12 7.45 Col-3 7 -0.68 41.83 -0.03 0.52 0.23 7.45 Col-3 8 -0.68 41.83 -0.03 0.52 0.23 7.45 Col-3 9 0.69 5.56 0.03 0.52 -0.22 7.45 Col-3 10 0.69 5.56 0.03 0.52 -0.22 7.45 Col-3 11 0.10 5.56 0.00 0.52 -0.02 7.45 Col-3 12 0.09 5.56 0.00 0.52 -0.02 7.45 Col-3 13 0.16 5.56 0.00 0.52 -0.04 7.45 Col-3 14 0.05 5.56 0.00 0.52 -0.02 7.45 Col-3 15 3.20 5.56 0.13 0.52 -1.07 7.45 Col-3 16 -0.43 41.83 -0.02 0.52 0.14 7.45 6/14/2005 EW.out Page 8 Col-3 17 -0.76 41.83 -0.03 0.52 0.25 7.45 Co1-3 18 -0.43 41.83 -0.02 0.52 0.14 7.45 Col-3 19 -0.76 41.83 -0.03 0.52 0.25 7.45 Col-3 20 -0.76 41.83 -0.03 0.52 0.25 7.45 Co1-3 21 0.00 5.56 0.00 0.52 0.00 7.45 Col-3 22 0.00 5.56 0.00 0.52 0.00 7.45 Raf-1 1 0.14 24.08 3.37 8.74 -8.43 8.35 Raf-1 2 -0.01 47.29 0.68 8.74 1.71 6.57 Raf-1 3 -0.02 47.29 -0.36 8.74 0.90 6.57 Raf-1 4 0.01 13.96 0.46 8.74 1.16 6.57 Raf-1 5 -0.01 47.29 -0.14 8.74 0.34 6.57 Raf-1 6 0.03 25.05 0.65 8.74 -1.63 8.35 Raf-1 7 0.08 24.08 0.65 8.74 -1.63 8.35 Raf-1 8 0.02 24.08 0.07 8.74 -0.18 8.35 Raf-1 9 0.05 24.08 0.07 8.74 -0.18 8.35 Raf-1 10 -0.03 47.29 0.68 8.74 1.71 6.57 Raf-1 11 0.01 24.08 0.12 8.74 -0.30 8.35 Raf-1 12 0.00 24.08 -0.05 8.74 -0.13 8.35 Raf-1 13 0.13 24.08 3.20 8.74 -8.00 8.35 Raf-1 14 0.00 47.29 0.76 8.74 1.89 6.57 Raf-1 15 -0.02 47.29 0.43 8.74 1.08 6.57 Raf-1 16 0.00 13.96 -0.54 8.74 1.34 6.57 Raf-1 17 -0.01 47.29 -0.21 8.74 0.52 6.57 Raf-1 18 -0.03 47.29 -0.76 8.74 1.89 6.57 Raf-1 19 0.03 22.38 0.00 8.74 0.00 8.35 Raf-1 20 0.05 13.96 0.00 8.74 0.00 6.57 Raf-2 1 0.14 24.08 3.37 8.74 -8.43 8.35 Raf-2 2 -0.02 47.29 -0.36 8.74 0.90 6.57 Raf-2 3 -0.01 47.29 -0.68 8.74 1.71 6.57 Raf-2 4 -0.01 47.29 0.14 8.74 0.34 6.57 Raf-2 5 0.01 13.96 -0.46 8.74 1.16 6.57 Raf-2 6 0.08 24.08 0.65 8.74 -1.63 8.35 Raf-2 7 0.03 24.08 0.65 8.74 -1.63 8.35 Raf-2 8 0.05 24.08 0.07 8.74 -0.18 8.35 Raf-2 9 0.02 22.38 0.07 8.74 -0.18 8.35 Raf-2 10 -0.03 47.29 -0.68 8.74 1.71 6.57 Raf-2 11 0.01 24.08 0.12 8.74 -0.30 8.35 Raf-2 12 0.00 24.08 0.05 8.74 -0.13 8.35 Raf-2 13 0.13 24.08 3.20 8.74 -8.00 8.35 Raf-2 14 -0.02 47.29 0.43 8.74 1.08 6.57 Raf-2 15 0.00 47.29 0.76 8.74 1.89 6.57 Raf-2 16 -0.01 47.29 0.21 8.74 0.52 6.57 Raf-2 17 0.00 13.96 -0.54 8.74 1.34 6.57 Raf-2 18 -0.03 47.29 -0.76 8.74 1.89 6.57 Raf-2 19 0.04 13.96 0.00 8.74 0.00 6.57 Raf-2 20 0.03 24.08 0.00 8.74 0.00 8.35 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom Max UC Col-1 1 0.45 0.02 0.33 0.82 0.82 Col-1 2 0.45 0.02 0.33 0.82 0.82 Col-1 3 0.27 0.01 0.20 0.48 0.48 Col-1 4 0.30 0.01 0.22 0.54 0.54 Col-1 5 0.27 0.01 0.20 0.47 0.47 Col-1 6 0.04 0.00 0.07 0.07 0.07 Col-1 7 0.02 0.00 0.04 0.04 0.04 Col-1 8 0.04 0.00 0.07 0.07 0.07 Col-1 9 0.09 0.00 0.06 0.15 0.15 Col-1 10 0.09 0.00 0.06 0.15 0.15 Col-1 11 0.01 0.00 0.01 0.02 0.02 6/14/2005 EW.out Page 9 Col-1 12 0.01 0.00 0.01 0.02 0.02 Col-1 13 0.02 0.00 0.01 0.03 0.03 Col-1 14 0.01 0.00 0.00 0.01 0.01 Col-1 15 0.42 0.02 0.31 0.78 0.78 Co1-1 16 0.04 0.00 0.07 0.07 0.07 Col-1 17 0.02 0.00 0.04 0.04 0.04 Col-1 18 0.04 0.00 0.07 0.07 0.07 Col-1 19 0.02 0.00 0.04 0.04 0.04 Col-1 20 0.04 0.00 0.07 0.07 0.07 Col-1 21 0.00 0.00 0.00 0.00 0.00 Col-1 22 0.00 0.00 0.00 0.00 0.00 Col-2 1 0.35 0.02 0.32 0.72 0.72 Col-2 2 0.35 0.04 0.34 0.74 0.03 0.74 Co1-2 3 0.22 0.01 0.20 0.44 0.44 Col-2 4 0.22 0.01 0.20 0.44 0.44 Col-2 5 0.21 0.01 0.19 0.41 0.41 Col-2 6 0.03 0.00 0.05 0.05 0.05 Col-2 7 0.03 0.00 0.05 0.05 0.05 Col-2 8 0.04 0.00 0.07 0.07 0.07 Col-2 9 0.07 0.00 0.06 0.13 0.13 Col-2 10 0.07 0.00 0.06 0.13 0.13 Col-2 11 0.01 0.00 0.01 0.01 0.01 Col-2 12 0.01 0.00 0.01 0.01 0.01 Col-2 13 0.01 0.00 0.01 0.02 0.02 Co1-2 14 0.01 0.00 0.00 0.01 0.01 Col-2 15 0.33 0.01 0.31 0.68 0.68 Col-2 16 0.03 0.00 0.06 0.06 0.06 Col-2 17 0.03 0.00 0.06 0.06 0.06 Col-2 18 0.03 0.00 0.06 0.06 0.06 Col-2 19 0.03 0.00 0.06 0.06 0.06 Col-2 20 0.04 0.00 0.07 0.07 0.07 Col-2 21 0.00 0.00 0.00 0.00 0.00 Col-2 22 0.00 0.00 0.00 0.00 0.00 Col-3 1 0.61 0.27 0.15 0.76 0.09 0.76 Col-3 2 0.61 0.27 0.15 0.76 0.09 0.76 Col-3 3 0.41 0.18 0.10 0.51 0.04 0.51 Col-3 4 0.37 0.16 0.09 0.45 0.03 0.45 Col-3 5 0.37 0.16 0.09 0.45 0.03 0.45 Col-3 6 0.01 0.03 0.02 0.02 0.03 Co1-3 7 0.02 0.05 0.03 0.03 0.00 0.05 Col-3 8 0.02 0.05 0.03 0.03 0.00 0.05 Col-3 9 0.12 0.05 0.03 0.15 0.00 0.15 Col-3 10 0.12 0.05 0.03 0.15 0.00 0.15 Co1-3 11 0.02 0.01 0.00 0.02 0.02 Col-3 12 0.02 0.01 0.00 0.02 0.02 Col-3 13 0.03 0.01 0.01 0.03 0.03 Col-3 14 0.01 0.00 0.00 0.01 0.01 Col-3 15 0.58 0.25 0.14 0.72 0.08 0.72 Co1-3 16 0.01 0.03 0.02 0.02 0.03 Col-3 17 0.02 0.06 0.03 0.03 0.00 0.06 Col-3 18 0.01 0.03 0.02 0.02 0.03 Col-3 19 0.02 0.06 0.03 0.03 0.00 0.06 Col-3 20 0.02 0.06 0.03 0.03 0.00 0.06 Col-3 21 0.00 0.00 0.00 0.00 0.00 Col-3 22 0.00 0.00 0.00 0.00 0.00 * Raf-1 1 0.01 0.39 1.01* 0.86 0.61 1.01* Raf-1 2 0.00 0.08 0.26 0.26 0.03 0.26 Raf-1 3 0.00 0.04 0.14 0.14 0.01 0.14 Raf-1 4 0.00 0.05 0.18 0.15 0.01 0.18 Raf-1 5 0.00 0.02 0.05 0.05 0.05 Raf-1 6 0.00 0.07 0.20 0.17 0.02 0.20 Raf-1 7 0.00 0.07 0.19 0.17 0.02 0.19 Raf-1 8 0.00 0.01 0.02 0.02 0.02 Raf-1 9 0.00 0.01 0.02 0.02 0.02 6/14/2005 EW.out Page 10 Raf-1 10 0.00 0.08 0.26 0.26 0.03 0.26 Raf-1 11 0.00 0.01 0.04 0.03 0.04 Raf-1 12 0.00 0.01 0.01 0.01 0.01 Raf-1 13 0.01 0.37 0.96 0.81 0.55 0.96 Raf-1 14 0.00 0.09 0.29 0.29 0.03 0.29 Raf-1 15 0.00 0.05 0.16 0.16 0.01 0.16 Raf-1 16 0.00 0.06 0.20 0.17 0.02 0.20 Raf-1 17 0.00 0.02 0.08 0.08 0.08 Raf-1 18 0.00 0.09 0.29 0.29 0.03 0.29 Raf-1 19 0.00 0.00 0.00 0.00 0.00 Raf-1 20 0.00 0.00 0.00 0.00 0.00 * Raf-2 1 0.01 0.39 1.01* 0.86 0.61 1.01* Raf-2 2 0.00 0.04 0.14 0.14 0.01 0.14 Raf-2 3 0.00 0.08 0.26 0.26 0.03 0.26 Raf-2 4 0.00 0.02 0.05 0.05 0.05 Raf-2 5 0.00 0.05 0.18 0.15 0.01 0.18 Raf-2 6 0.00 0.07 0.19 0.17 0.02 0.19 Raf-2 7 0.00 0.07 0.20 0.17 0.02 0.20 Raf-2 8 0.00 0.01 0.02 0.02 0.02 Raf-2 9 0.00 0.01 0.02 0.02 0.02 Raf-2 10 0.00 0.08 0.26 0.26 0.03 0.26 Raf-2 11 0.00 0.01 0.04 0.03 0.04 Raf-2 12 0.00 0.01 0.01 0.01 0.01 Raf-2 13 0.01 0.37 0.96 0.96 0.55 0.96 Raf-2 14 0.00 0.05 0.16 0.16 0.01 0.16 Raf-2 15 0.00 0.09 0.29 0.29 0.03 0.29 Raf-2 16 0.00 0.02 0.08 0.08 0.08 Raf-2 17 0.00 0.06 0.20 0.17 0.02 0.20 Raf-2 18 0.00 0.09 0.29 0.29 0.03 0.29 Raf-2 19 0.00 0.00 0.00 0.00 0.00 Raf-2 20 0.00 0.00 0.00 0.00 0.00 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection(in) Reaction(k ) Id Id Calc Allow Horz(OP) Vert Horz(IP) Col-1 1 0.00 0.07 3.39 0.00 Col-1 2 0.00 0.07 3.39 0.00 Col-1 3 0.00 0.04 2.02 0.00 Col-1 4 0.00 0.05 2.26 0.00 Col-1 5 0.00 0.04 2.02 0.00 Col-1 6 0.00 -0.01 -0.67 0.00 Col-1 7 0.00 -0.01 -0.35 0.00 Col-1 8 0.00 -0.01 -0.68 0.00 Col-1 9 0.00 0.01 0.67 0.00 Col-1 10 0.00 0.01 0.67 0.00 Col-1 11 0.00 0.00 0.08 0.00 Col-1 12 0.00 0.00 0.08 0.00 Col-1 13 0.00 0.00 0.14 0.00 Col-1 14 0.00 0.00 0.05 0.00 Col-1 15 0.00 0.07 3.20 0.00 Col-1 16 0.00 -0.02 -0.76 0.00 Col-1 17 0.00 -0.01 -0.43 0.00 Col-1 18 0.00 -0.02 -0.76 0.00 Col-1 19 0.00 -0.01 -0.43 0.00 Col-1 20 0.00 -0.02 -0.76 0.00 Col-1 21 0.00 0.00 0.00 0.00 Col-1 22 0.00 0.00 0.00 0.00 Col-2 1 0.00 0.13 6.78 0.00 Col-2 2 0.07 0.35 6.78 0.00 Col-2 3 0.00 0.08 4.29 0.00 Col-2 4 0.00 0.08 4.29 0.00 Col-2 5 0.00 0.08 4.04 0.00 6/14/2005 EW.out Page 11 Col-2 6 0.00 -0.02 -1.02 0.00 Col-2 7 0.00 -0.02 -1.02 0.00 Col-2 8 0.00 -0.03 -1.34 0.00 Co1-2 9 0.00 0.03 1.34 0.00 Co1-2 10 0.00 0.03 1.34 0.00 Co1-2 11 0.00 0.00 0.16 0.00 Co1-2 12 0.00 0.00 0.16 0.00 Co1-2 13 0.00 0.00 0.28 0.00 Co1-2 14 0.00 0.00 0.10 0.00 Co1-2 15 0.00 0.12 6.40 0.00 Co1-2 16 0.00 -0.02 -1.19 0.00 Co1-2 17 0.00 -0.02 -1.19 0.00 Co1-2 18 0.00 -0.02 -1.19 0.00 Co1-2 19 0.00 -0.02 -1.19 0.00 Co1-2 20 0.00 -0.03 -1.51 0.00 Co1-2 21 0.00 0.00 0.00 0.00 Co1-2 22 0.00 0.00 0.00 0.00 Co1-3 1 0.00 -0.14 3.41 0.00 Co1-3 2 0.00 -0.14 3.41 0.00 Co1-3 3 0.00 -0.09 2.28 0.00 Co1-3 4 0.00 -0.08 2.04 0.00 Co1-3 5 0.00 -0.08 2.04 0.00 Co1-3 6 0.00 0.01 -0.34 0.00 Co1-3 7 0.00 0.03 -0.66 0.00 Co1-3 8 0.00 0.03 -0.66 0.00 Co1-3 9 0.00 -0.03 0.69 0.00 Co1-3 10 0.00 -0.03 0.69 0.00 Co1-3 11 0.00 0.00 0.10 0.00 Co1-3 12 0.00 0.00 0.09 0.00 Co1-3 13 0.00 0.00 0.16 0.00 Co1-3 14 0.00 0.00 0.05 0.00 Co1-3 15 0.00 -0.13 3.20 0.00 Co1-3 16 0.00 0.02 -0.43 0.00 Co1-3 17 0.00 0.03 -0.76 0.00 Co1-3 18 0.00 0.02 -0.43 0.00 Co1-3 19 0.00 0.03 -0.76 0.00 Co1-3 20 0.00 0.03 -0.76 0.00 Co1-3 21 0.00 0.00 0.00 0.00 Co1-3 22 0.00 0.00 0.00 0.00 Raf-1 1 -0.36 Raf-1 2 0.07 Raf-1 3 0.04 Raf-1 4 0.05 Raf-1 5 0.01 Raf-1 6 -0.07 Raf-1 7 -0.07 Raf-1 8 -0.01 Raf-1 9 -0.01 Raf-1 10 0.07 Raf-1 11 -0.01 Raf-1 12 -0.01 Raf-1 13 -0.34 Raf-1 14 0.08 Raf-1 15 0.05 Raf-1 16 0.06 Raf-1 17 0.02 Raf-1 18 0.08 Raf-1 19 0.00 Raf-1 20 0.00 Raf-2 1 -0.36 Raf-2 2 0.04 Raf-2 3 0.07 Raf-2 4 0.01 Raf-2 5 0.05 6/14/2005 EW.out Page 12 Raf-2 6 -0.07 Raf-2 7 -0.07 Raf-2 8 -0.01 Raf-2 9 -0.01 Raf-2 10 0.07 Raf-2 11 -0.01 Raf-2 12 -0.01 Raf-2 13 -0.34 Raf-2 14 0.05 Raf-2 15 0.08 Raf-2 16 0.02 Raf-2 17 0.06 Raf-2 18 0.08 Raf-2 19 0.00 Raf-2 20 0.00 COLUMN MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow Col-1 23 0.00 0.82 Col-1 24 0.00 0.82 Col-1 25 0.00 0.82 Col-1 26 0.00 0.82 Col-1 27 0.00 0.82 Col-1 28 0.00 0.82 Col-1 29 0.00 0.82 Col-1 30 0.00 0.82 Col-1 31 0.00 0.82 Col-1 32 0.00 0.82 Col-1 33 0.00 0.82 Col-1 34 0.00 0.82 Col-2 23 0.00 0.86 Col-2 24 0.07 0.86 Col-2 25 0.07 0.86 Col-2 26 -0.07 0.86 Col-2 27 0.07 0.86 Col-2 28 0.07 0.86 Col-2 29 0.00 0.86 Col-2 30 0.00 0.86 Col-2 31 0.00 0.86 Col-2 32 0.00 0.86 Col-2 33 0.00 0.86 Col-2 34 0.00 0.86 Col-3 23 0.00 0.82 Col-3 24 0.00 0.82 Col-3 25 0.00 0.82 Col-3 26 0.00 0.82 Col-3 27 0.00 0.82 Col-3 28 0.00 0.82 Col-3 29 0.00 0.82 Col-3 30 0.00 0.82 Col-3 31 0.00 0.82 Col-3 32 0.00 0.82 Col-3 33 0.00 0.82 Col-3 34 0.00 0.82 RAFTER MEMBER DEFLECTIONS: Mem Load Deflection(in) Id Id Calc Allow 6/14/2005 EW.out Page 13 Raf-1 21 -0.36 0.67 Raf-1 22 0.07 0.67 Raf-1 23 0.04 0.67 Raf-1 24 0.05 0.67 Raf-1 25 0.01 0.67 Raf-1 26 -0.36 0.67 Raf-1 27 -0.36 0.67 Raf-1 28 -0.01 0.67 Raf-1 29 -0.01 0.67 Raf-1 30 0.07 0.67 Raf-2 21 -0.36 0.67 Raf-2 22 0.04 0.67 Raf-2 23 0.07 0.67 Raf-2 24 0.01 0.67 Raf-2 25 0.05 0.67 Raf-2 26 -0.36 0.67 Raf-2 27 -0.36 0.67 Raf-2 28 -0.01 0.67 Raf-2 29 -0.01 0.67 Raf-2 30 0.07 0.67 *Warning: Unity Check/Deflection Over Limit 14888 Rafter Splice Report 6/14/05 2:45pm Splice -Surface- ---Plate--- Design Load---- ----Bolts(A325 )---- Id Typ Id Locate Width Thick Id Axl Shr Mom Row Diam Space Gage 1 S7 3 0.0 0.0 0.000 26 0.1 3.4 0.0 0 0.000 0.00 0.00 14888 Base Plate & Anchor Bolt Design 6/14/05 2:45pm Column_Base Max_Reactions(k ) Plate_Size(in)-- -Bolts(A36 )- Id Depth Comp Tens Shear Width Length Thick Row Diam Gage Col-1 4.0 3.4 -0.8 0.1 2 0.750 3.00 Col-2 4.0 6.8 -1.5 0.3 2 0.750 0.00 Col-3 16.0 3.4 -0.8 0.1 2 0.750 3.00 14888 Flush Girt Design Report 6/14/05 2:45pm GIRT LOCATION: Bay No. Girt Id Id Girt 1 1 1 4.250 2 1 4.250 GIRT SPAN: Bay No. Girt Id Id Girt 1 1 1 9.333 6/14/2005 EW.out Page 14 2 1 9.292 GIRT SIZE: Bay No. Girt Id Id Girt 1 1 1 4X25C16 2 1 4X25C16 GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 0 0 GIRT ACTIONS: Bay Girt Ld --Shear(k )--- --Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC 1 1 WP 0.10 4.30 0.02 -0.23 1.74 0.13 -0.08 0.93 0.08 WS -0.10 4.30 0.02 0.23 1.22 0.19 0.08 0.93 0.08 2 1 WP -0.10 4.30 0.02 -0.23 1.74 0.13 -0.08 0.93 0.08 WS 0.10 4.30 0.02 0.17 1.22 0.14 0.08 0.93 0.08 14888 Endwall Diagonal Bracing Summary 6/14/05 2:45pm PANEL SHEAR WITH NO BRACING: Panel Shear Allow = 44.9 Calc = 26.7 BRACING NOT REQUIRED 14888 Wall Panel Report 6/14/05 2:45pm PANEL DATA: Bay Part Type Gage Yield 1 R-29 R 29.00 80.0 MOMENTS & DEFLECTION: Moment(ft-lb/ft) Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 4.25 WP 11.6 105.2 0.11 -6.2 72.1 0.09 -0.02 0.43 0.05 WS -11.6 72.1 0.16 6.2 105.2 0.06 0.02 0.43 0.05 2 4.36 WP 11.6 105.2 0.11 -6.8 72.1 0.09 -0.02 0.44 0.05 WS -11.6 72.1 0.16 6.8 105.2 0.06 0.02 0.44 0.05 6/14/2005 EW.out Page 15 14888 Endwall Design Warning Report 6/14/05 2:45pm WARNING: Column/Rafter Moment : Calc > Allowable 14888 Endwall Weight Summary 6/14/05 2:45pm FORCED SPACING: (Design warnings occured) Total Column Weight = 86.11 Total Rafter Weight = 105.09 Total Girt Weight = 37.44 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 26.40 Total Endwall Weight = 255.04 ENDWALL DESIGN (DESIGN OF FRAME TYPE C AND Cl) 6/14/2005 EwDes-L.out Page 1 * *14888 Endwall Design Input 6/ 1/05 10:56am * * ************************ * DESIGN OF FRAME TYPE * * C AND Cl ************************ * *(1)JOBID: '14888' *(2)PROGRAM OPTIONS: * EW Run Run Run Run No. Lap * Id Col/Raf Girt Brace Panel Cycle Stiff 'L' 'Y' 'Y' 'Y' 'Y' 4 1.00 *(3)DESIGN CODE: * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'NAUS01' 'AISC89' '----' 'IBC ' '00' 'C ' *(4)DESIGN CONSTANTS: Wind * Steel_Yield(ksi ) ---Stress Ratio--- Strength * Web Flg C_Sec W_Sec R_Sec U_Sec EP Panel Col/Raf Girt Panel Factor 55.0 55.0 55.0 55.0 50.0 36.0 55.0 80.0 1.00 1.00 1.00 1.0000 * (5)DEFLECTION LIMITS: * Rafter ---Girt--- --Panel--- Part Wind * Live Wind Total Column Wall Facia Wall Facia Wall Bent 180. 180. 0. 120. 120. 0. 120. 0. 120. 60. * (6)REPORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 'I' 'Y' '2"Y' !yr ly, * (7)BUILDING TYPE: * Build Build Build Expand EW * Type Width Length Use Offset 'FF-' 20.0000 135.0000 'N :-' 14.00 * (8)SURFACE SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 8.5000 4.000 10.0000 8.9167 6.000 20.0000 8.5000 6.000 20.0000 0.0000 4.000 * * FRAME LW=10, OFFSET=0 * * (9)BAY SPACING: *No.Roof Roof Frame Sets_Of Bay No. * Bay Bay Recess Bays Width Bays 14 20.0000 0.0000 1 5.0000 4 * (10)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove 6/14/2005 EwDes-L.out Page 2 * Open Id Width Height Offset Type Height Elev Depth Select Panel 0 * (11)WIDE OPENING LAYOUT: *----Open--- Bay Id --Clear_Opening-- Wedge Stub Column Total *No. Id Type St End Width Height Height Elev Mount Weight 0 * (12)WIDE OPENING AND STRUT FRAMING: *-Open- Door Jamb Stub Head Back Brace Strut -Header Beam- Deflection *No. Id Type FlgWid FlgThk Type Type Type Loc Type Type Max_Spc Horz Vert 0 * (13)PARTIAL WALLS: * Set_Of Base Full --Bay_Id-- Wall * Bays Type Load Start End Height 0 * (14)COLUMNS: * --Left_Corner-- -Right_Corner-- -Int_Facia-- Int_No_Facia Max UnBr Base * Type Rot Depth Type Rot Depth Type Depth Type Depth Same Length Elev * (in) (in) (in) (in) Dep (ft) (in) 'C ' '-' 16.00 'C ' '-' 16.00 'C ' 4.00 'C ' 4.00 'N' 38.000 0.000 * (15)COLUMN SIZE: * Set No. Column * Member Column Size 'N' * (16)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'C 8.000 'Y' 'N' * (17)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size 'N' * (18)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc Type 2 0 3 1 0.0000 'S7' * (19)GIRT DESIGN: *Girt Flg_Brace Set Set Max Girt To One Girt Max_Unbr *Type Out In Offset Project Depth Lap Space Rafter Depth/Bay Length 'CF' 'C' 'N' 0.000 0.000 4.000 0.0000 7.4167 'N' 'Y' 6.2500 * (20)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 1 4.2500 * (21)SPECIAL GIRT: * Sets Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 * (22)ROOF PURLINS: *Surf Surf No. Peak Set_Of Set Space 6/14/2005 EwDes-L.out Page 3 * Id Ext Purlin Space Space Space No. 2 0.000 3 0.001 2 3.335 1 3.336 2 3 0.000 2 3.336 1 3.336 3 * (23) PANELS/RF COLUMNS: * Wall Insulation RF_Interior_Columns * Panel Use Thick No. Locate 'R-29 'N' 4.000 0 * (24)WIND FRAMING SELECTION: * Order_Of_Selection * Panel Diagonal Wind Wind * Shear Bracing Bent Column 'N' 'N' 'N' * (25)WALL BRACING: * Wind Brace No. Bay Specified * Shear Type Specified Bays_For_Bracing 44.9 'C ' 0 * (26)WIND BENTS: * --Member-- No. * Type Depth Bay Bay_Id '-' 0.00 0 * (27)WIND COLUMNS: * --Member-- No. Left/ * Type Depth Bay Bay_Id Right '-' 0.00 0 * (28)WALL BRACING ATTACHMENT * No. Attach --Bay_Id-- No. *Attach Id Start End Level Level_Height 0 * (29)EAVE EXTENSION: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 * (30)CANOPY: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 1 0 2 0 4 0 * (31)FACIA/PARAPET . * *Wall No. Ext Fac Bay_Id ----Attach Beam---- ---Facia/Parapet--- Edge Extend Ext * Id Ext Id Type St End Height Width Slope Elev Height Slope Left Right Mnt * (C,E) (ft) (ft) (?:12 ) (ft) (ft) (?:12 ) (ft) (ft) 1 0 2 0 4 0 * (32)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Back Panel--- Angle 6/14/2005 EwDes-L.out Page 4 *Id Type Rotate Type Rotate Part Rotate Spacing * (33)ADJACENT BUILDING: * *Wall No. Ext -Bay_Id-- -Edge_Extend- Ext *Id Ext Id Start End Height Width Slope Left Right Mount 2 0 4 0 * (34)LOADS FOR EAVE EXTENSION, CANOPY, FACIA, PARAPET, AND ADJACENT BUILDING: * * *Ext Ext_Beam Facia/Parapet Facia/Parapet_Girt *Id Dead Collat Live Press Suct Press Suct Press Suct * (35)BASIC LOADS: * Edge_Strip_Ratio * Dead Collat Live Snow Basic Wind_Load_Ratio Zone Col/ * Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 1.8 1.0 20.0 64.0 12.3 1.00 1.00 3.000 1.07 1.23 1.07 * (36)BASIC LOADS AT EAVE: * Seis_Coeff Seis_Load Torsion Forces * Frame Brace Frame Brace Wind Seismic 0.0495 0.1387 0.05 0.15 0.00 0.00 * INTERNAL WALL PRESSURE * (37)WIND PRESSURE/SUCTION: * * Wind Wind * Press Suct 5.0 -5.0 . . Column 5.0 -5.0 . . Girt/Header 5.0 -5.0 . . Jamb 5.0 -5.0 . . Panel 5.0 -5.0 . . 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*Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 * Code file used was EW IBC.00 14888 Endwall Design Code 6/ 2/05 1:48pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : IBC Year : 00 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 14888 Column & Rafter Design 6/ 2/05 1:48pm MEMBER SIZES: Member Member Member ---Web_Size-- -Flange_Size- Member Member Id Locate Size Depth Thick Width Thick Length Weight Co1-1 0.3 16X30C19 16.00 0.046 3.00 0.046 7.7 33.2 Co1-2 5.0 4X25C16 4.00 16ga 2.50 16ga 7.9 15.8 Co1-3 10.0 4X25C16 4.00 16ga 2.50 16ga 8.1 16.2 Col-4 15.0 4X25C16 4.00 16ga 2.50 16ga 7.9 15.8 Col-5 19.7 16X30C19 16.00 0.046 3.00 0.046 7.7 33.2 Raf-1 8X35C16 8.00 16ga 3.44 16ga 10.0 35.9 Raf-2 8X35C16 8.00 16ga 3.44 16ga 10.0 35.9 Total= 186.12 DESIGN ACTIONS/STRESSES: -Axial(k ) - --Shear(k ) -- Moment(f-k ) Mem Load Design Allow Design Allow Design Allow Id Id Load Load Load Load Load Load Col-1 1 1.40 5.56 0.06 0.52 -0.45 7.45 Col-1 2 1.40 5.56 0.06 0.52 -0.45 7.45 Col-1 3 0.84 5.56 0.04 0.52 -0.27 7.45 Col-1 4 0.84 5.56 0.04 0.52 -0.27 7.45 Col-1 5 0.94 5.56 0.04 0.52 -0.30 7.45 6/14/2005 EwDes-L.out Page 8 Col-1 6 0.94 5.56 0.04 0.52 -0.30 7.45 Col-1 7 -0.28 41.83 -0.01 0.52 0.09 7.45 Col-1 8 -0.28 41.83 -0.01 0.52 0.09 7.45 Col-1 9 -0.15 41.83 -0.01 0.52 0.05 7.45 Col-1 10 0.29 5.56 0.01 0.52 -0.09 7.45 Col-1 11 0.29 5.56 0.01 0.52 -0.09 7.45 Col-1 12 0.05 5.56 0.00 0.52 -0.01 7.45 Col-1 13 0.05 5.56 0.00 0.52 -0.01 7.45 Col-1 14 1.40 5.56 0.06 0.52 -0.45 7.45 Col-1 15 0.64 5.56 0.03 0.52 -0.20 7.45 Col-1 16 0.75 5.56 0.03 0.52 -0.24 7.45 Col-1 17 1.51 5.56 0.06 0.52 -0.49 7.45 Col-1 18 0.75 5.56 0.03 0.52 -0.24 7.45 Col-1 19 0.64 5.56 0.03 0.52 -0.20 7.45 Col-1 20 1.40 5.56 0.06 0.52 -0.45 7.45 Col-1 21 -0.28 41.83 -0.01 0.52 0.09 7.45 Col-1 22 -0.15 41.83 -0.01 0.52 0.05 7.45 Col-1 23 0.08 5.56 0.00 0.52 -0.01 7.45 Col-1 24 0.02 5.56 0.00 0.52 -0.01 7.45 Col-1 25 1.30 5.56 0.06 0.52 -0.43 7.45 Col-1 26 -0.31 41.83 -0.01 0.52 0.10 7.45 Col-1 27 -0.18 41.83 -0.01 0.52 0.06 7.45 Col-1 28 -0.31 41.83 -0.01 0.52 0.10 7.45 Col-1 29 -0.18 41.83 -0.01 0.52 0.06 7.45 Col-1 30 -0.31 41.83 -0.01 0.52 0.10 7.45 Col-1 31 0.00 5.56 0.00 0.52 0.00 7.45 Col-1 32 0.00 5.56 0.00 0.52 0.00 7.45 Col-1 33 1.30 5.56 0.06 0.52 -0.43 7.45 Col-1 34 0.54 5.56 0.02 0.52 -0.18 7.45 Col-1 35 0.65 5.56 0.03 0.52 -0.22 7.45 Col-1 36 1.41 5.56 0.06 0.52 -0.47 7.45 Col-1 37 0.65 5.56 0.03 0.52 -0.22 7.45 Col-1 38 0.54 5.56 0.02 0.52 -0.18 7.45 Col-1 39 1.30 5.56 0.06 0.52 -0.43 7.45 Col-2 1 4.07 7.67 -0.18 4.30 0.68 1.70 Col-2 2 4.07 7.67 -0.18 4.30 0.68 1.70 Col-2 3 2.42 7.67 -0.12 4.30 0.40 1.70 Col-2 4 2.42 7.67 -0.12 4.30 0.41 1.70 Col-2 5 2.71 7.67 -0.13 4.30 0.45 1.70 Col-2 6 2.71 7.67 -0.13 4.30 0.45 1.70 Col-2 7 -0.84 19.43 0.02 4.30 -0.14 1.70 Col-2 8 -0.84 19.43 0.02 4.30 -0.14 1.70 Col-2 9 -0.44 19.43 0.01 4.30 -0.07 1.70 Col-2 10 0.79 7.67 -0.02 4.30 0.13 1.70 Col-2 11 0.78 7.67 -0.02 4.30 0.13 1.70 Col-2 12 0.09 7.67 0.00 4.30 0.01 1.70 Col-2 13 0.09 7.67 0.00 4.30 0.01 1.70 Col-2 14 4.07 7.67 -0.18 4.30 0.68 1.70 Col-2 15 3.15 7.67 -0.16 4.30 0.53 1.70 Col-2 16 2.14 7.67 -0.14 4.30 0.41 1.70 Col-2 17 3.06 7.67 -0.16 4.30 0.52 1.70 Col-2 18 2.14 7.67 -0.14 4.30 0.41 1.70 Col-2 19 3.15 7.67 -0.16 4.30 0.53 1.70 Col-2 20 4.07 7.67 -0.18 4.30 0.68 1.70 Col-2 21 -0.84 19.43 0.02 4.30 -0.14 1.70 Col-2 22 -0.44 19.43 0.01 4.30 -0.07 1.70 Co1-2 23 0.15 7.67 0.00 4.30 0.02 1.70 Col-2 24 0.06 7.67 0.00 4.30 0.01 1.70 Col-2 25 3.86 7.67 -0.08 4.30 0.64 1.70 Col-2 26 -0.91 19.43 0.02 4.30 -0.15 1.70 Col-2 27 -0.52 19.43 0.01 4.30 -0.09 1.70 Co1-2 28 -0.91 19.43 0.02 4.30 -0.15 1.70 Co1-2 29 -0.52 19.43 0.01 4.30 -0.09 1.70 Col-2 30 -0.91 19.43 0.02 4.30 -0.15 1.70 Col-2 31 0.00 7.67 0.00 4.30 0.00 1.70 OL'T ZS'0 O£'6 9T'0- L9'L 90'£ 81 b-T03 OUT T6'0 0£'6 YT'O- L9'L 6T'Z LI 6-T00 OL'T 89'0 0£'6 81'0- L9'L LO'6 91 6-Top 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Z£'0 0£'6 IT'D- Z9'L 99'T 6 £-T03 OL'T LZ'0 0£'6 TT'O- Z9'L 99'T £ £-To3 OL'T 86'0 0£'6 ST'0- Z9'L Z9'Z Z £-T00 OL'T £6'0 0£'6 ST'0- Z9'L Z9'Z T £-T03 OCT 69'0 Oct' 80'0- L9'L 98'£ 6E Z-T03 OL'I 66'O 0£'6 90'0- L9'L 66'Z 8£ Z-T00 OCT Z£'0 0£'6 60'0- L9'L £6'T L£ Z-T03 OL'T 86'0 0£'6 90'0- L9'L S8'Z 9E Z-T00 OL'T Z£'0 0£'6 60'0- L9'L £6'T S£ Z-T03 OL'T 66'0 O£'6 90'0- L9'L 66'Z 6£ Z-T03 OUT 69'0 0£'6 80'0- L9'L 98'£ ££ Z-100 OUT 00'0 O£'6 00'0 £6'6I 00'0 ZE Z-T03 6 a2gd ;no•'-saUnt3 SOOZ/b1/9 6/14/2005 EwDes-L.out Page 10 Co1-4 19 4.07 7.67 -0.18 4.30 0.68 1.70 Co1-4 20 3.14 7.67 -0.16 4.30 0.53 1.70 Co1-4 21 -0.44 19.43 0.01 4.30 -0.07 1.70 Co1-4 22 -0.84 19.43 0.02 4.30 -0.14 1.70 Co1-4 23 0.15 7.67 0.00 4.30 0.02 1.70 Co1-4 24 0.06 7.67 0.00 4.30 0.01 1.70 Co1-4 25 3.86 7.67 -0.08 4.30 0.64 1.70 Co1-4 26 -0.52 19.43 0.01 4.30 -0.09 1.70 Co1-4 27 -0.91 19.43 0.02 4.30 -0.15 1.70 Co1-4 28 -0.52 19.43 0.01 4.30 -0.09 1.70 Co1-4 29 -0.91 19.43 0.02 4.30 -0.15 1.70 Co1-4 30 -0.91 19.43 0.02 4.30 -0.15 1.70 Co1-4 31 0.00 19.43 0.00 4.30 0.00 1.70 Co1-4 32 0.00 7.67 0.00 4.30 0.00 1.70 Co1-4 33 1.93 7.67 -0.04 4.30 0.32 1.70 Co1-4 34 2.94 7.67 -0.06 4.30 0.49 1.70 Co1-4 35 3.86 7.67 -0.08 4.30 0.64 1.70 Co1-4 36 1.93 7.67 -0.04 4.30 0.32 1.70 Co1-4 37 2.85 7.67 -0.06 4.30 0.48 1.70 Co1-4 38 3.86 7.67 -0.08 4.30 0.64 1.70 Co1-4 39 2.94 7.67 -0.06 4.30 0.49 1.70 Co1-5 1 1.40 5.56 0.06 0.52 -0.45 7.45 Co1-5 2 1.40 5.56 0.06 0.52 -0.45 7.45 Co1-5 3 0.94 5.56 0.04 0.52 -0.30 7.45 Co1-5 4 0.94 5.56 0.04 0.52 -0.30 7.45 Co1-5 5 0.84 5.56 0.04 0.52 -0.27 7.45 Co1-5 6 0.84 5.56 0.04 0.52 -0.27 7.45 Co1-5 7 -0.28 41.83 -0.01 0.52 0.09 7.45 Co1-5 8 -0.15 41.83 -0.01 0.52 0.05 7.45 Co1-5 9 -0.28 41.83 -0.01 0.52 0.09 7.45 Co1-5 10 0.29 5.56 0.01 0.52 -0.09 7.45 Co1-5 11 0.29 5.56 0.01 0.52 -0.09 7.45 Co1-5 12 0.05 5.56 0.00 0.52 -0.01 7.45 Co1-5 13 0.05 5.56 0.00 0.52 -0.01 7.45 Co1-5 14 0.75 5.56 0.03 0.52 -0.24 7.45 Co1-5 15 0.64 5.56 0.03 0.52 -0.20 7.45 Co1-5 16 1.40 5.56 0.06 0.52 -0.45 7.45 Co1-5 17 0.75 5.56 0.03 0.52 -0.24 7.45 Co1-5 18 1.51 5.56 0.06 0.52 -0.49 7.45 Co1-5 19 1.40 5.56 0.06 0.52 -0.45 7.45 Co1-5 20 0.64 5.56 0.03 0.52 -0.20 7.45 Co1-5 21 -0.15 41.83 -0.01 0.52 0.05 7.45 Co1-5 22 -0.28 41.83 -0.01 0.52 0.09 7.45 Co1-5 23 0.08 5.56 0.00 0.52 -0.01 7.45 Co1-5 24 0.02 5.56 0.00 0.52 -0.01 7.45 Co1-5 25 1.30 5.56 0.06 0.52 -0.43 7.45 Co1-5 26 -0.18 41.83 -0.01 0.52 0.06 7.45 Co1-5 27 -0.31 41.83 -0.01 0.52 0.10 7.45 Co1-5 28 -0.18 41.83 -0.01 0.52 0.06 7.45 Co1-5 29 -0.31 41.83 -0.01 0.52 0.10 7.45 Co1-5 30 -0.31 41.83 -0.01 0.52 0.10 7.45 Co1-5 31 0.00 5.56 0.00 0.52 0.00 7.45 Co1-5 32 0.00 5.56 0.00 0.52 0.00 7.45 Co1-5 33 0.65 5.56 0.03 0.52 -0.22 7.45 Co1-5 34 0.54 5.56 0.02 0.52 -0.18 7.45 Co1-5 35 1.30 5.56 0.06 0.52 -0.43 7.45 Co1-5 36 0.65 5.56 0.03 0.52 -0.22 7.45 Co1-5 37 1.41 5.56 0.06 0.52 -0.47 7.45 Co1-5 38 1.30 5.56 0.06 0.52 -0.43 7.45 Co1-5 39 0.54 5.56 0.02 0.52 -0.18 7.45 Raf-1 1 0.09 14.47 2.07 2.65 1.96 5.11 Raf-1 2 0.01 13.67 -0.43 2.65 -0.40 5.11 Raf-1 3 -0.03 32.18 -0.23 2.65 -0.21 5.11 Raf-1 4 0.02 13.67 -0.29 2.65 -0.28 5.11 6/14/2005 EwDes-L.out Page I1 Raf-1 5 -0.02 32.18 -0.09 2.65 -0.08 5.11 Raf-1 6 0.03 14.47 0.39 2.65 0.37 5.11 Raf-1 7 0.06 14.56 0.39 2.65 0.37 5.11 Raf-1 8 0.02 14.31 0.04 2.65 0.04 5.11 Raf-1 9 0.05 14.39 0.04 2.65 0.04 5.11 Raf-1 10 -0.05 32.18 -0.43 2.65 -0.40 5.11 Raf-1 11 0.09 14.47 2.07 2.65 1.96 5.11 Raf-1 12 0.08 14.49 1.98 2.65 1.54 5.11 Raf-1 13 0.05 14.47 1.08 2.65 1.03 5.11 Raf-1 14 0.05 14.56 -1.87 2.65 1.44 5.11 Raf-1 15 0.05 14.47 1.08 2.65 1.03 5.11 Raf-1 16 0.08 14.49 1.98 2.65 1.54 5.11 Raf-1 17 0.09 14.47 2.07 2.65 1.96 5.11 Raf-1 18 0.00 13.82 0.07 2.65 0.06 5.11 Raf-1 19 0.00 13.82 0.03 2.65 0.03 5.11 Raf-1 20 0.08 14.47 1.97 2.65 1.87 5.11 Raf-1 21 0.01 13.67 -0.47 2.65 -0.44 5.11 Raf-1 22 -0.03 32.18 -0.27 2.65 -0.25 5.11 Raf-1 23 0.02 13.67 -0.33 2.65 -0.31 5.11 Raf-1 24 -0.01 32.18 -0.13 2.65 -0.12 5.11 Raf-1 25 -0.05 32.18 -0.47 2.65 -0.44 5.11 Raf-1 26 0.03 14.30 0.00 2.65 0.00 5.11 Raf-1 27 0.05 14.38 0.00 2.65 0.00 5.11 Raf-2 1 0.09 14.47 -2.07 2.65 1.96 5.11 Raf-2 2 -0.03 32.18 0.23 2.65 -0.21 5.11 Raf-2 3 0.01 13.67 0.43 2.65 -0.40 5.11 Raf-2 4 -0.02 32.18 0.09 2.65 -0.08 5.11 Raf-2 5 0.02 13.67 0.29 2.65 -0.28 5.11 Raf-2 6 0.06 14.56 -0.39 2.65 0.37 5.11 Raf-2 7 0.03 14.47 -0.39 2.65 0.37 5.11 Raf-2 8 0.05 14.39 -0.04 2.65 0.04 5.11 Raf-2 9 0.02 14.31 -0.04 2.65 0.04 5.11 Raf-2 10 -0.05 32.18 0.43 2.65 -0.40 5.11 Raf-2 11 0.05 14.47 -1.08 2.65 1.03 5.11 Raf-2 12 0.08 14.49 -1.98 2.65 1.54 5.11 Raf-2 13 0.09 14.47 -2.07 2.65 1.96 5.11 Raf-2 14 0.05 14.47 -1.08 2.65 1.03 5.11 Raf-2 15 0.05 14.56 1.87 2.65 1.44 5.11 Raf-2 16 0.09 14.47 -2.07 2.65 1.96 5.11 Raf-2 17 0.08 14.49 -1.98 2.65 1.54 5.11 Raf-2 18 0.00 13.82 -0.07 2.65 0.06 5.11 Raf-2 19 0.00 13.82 -0.03 2.65 0.03 5.11 Raf-2 20 0.08 14.47 -1.97 2.65 1.87 5.11 Raf-2 21 -0.03 32.18 0.27 2.65 -0.25 5.11 Raf-2 22 0.01 13.67 0.47 2.65 -0.44 5.11 Raf-2 23 -0.01 32.18 0.13 2.65 -0.12 5.11 Raf-2 24 0.02 13.67 0.33 2.65 -0.31 5.11 Raf-2 25 -0.05 32.18 0.47 2.65 -0.44 5.11 Raf-2 26 0.05 14.38 0.00 2.65 0.00 5.11 Raf-2 27 0.03 14.30 0.00 2.65 0.00 5.11 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom Max UC Col-1 1 0.25 0.11 0.06 0.31 0.02 0.31 Col-1 2 0.25 0.11 0.06 0.31 0.02 0.31 Col-1 3 0.15 0.07 0.04 0.18 0.01 0.18 Co1-1 4 0.15 0.07 0.04 0.18 0.01 0.18 Col-1 5 0.17 0.08 0.04 0.20 0.01 0.20 Co1-1 6 0.17 0.08 0.04 0.20 0.01 0.20 Co1-1 7 0.01 0.02 0.01 0.01 0.02 Col-1 8 0.01 0.02 0.01 0.01 0.02 6/14/2005 EwDes-L.out Page 12 Co1-1 9 0.00 0.01 0.01 0.01 0.01 Col-1 10 0.05 0.02 0.01 0.06 0.06 Co1-1 11 0.05 0.02 0.01 0.06 0.06 Co1-1 12 0.01 0.00 0.00 0.01 0.01 Col-1 13 0.01 0.00 0.00 0.01 0.01 Co1-1 14 0.25 0.11 0.06 0.31 0.02 0.31 Co1-1 15 0.11 0.05 0.03 0.14 0.00 0.14 Col-1 16 0.13 0.06 0.03 0.16 0.00 0.16 Co1-1 17 0.27 0.12 0.07 0.33 0.02 0.33 Co1-1 18 0.13 0.06 0.03 0.16 0.00 0.16 Co1-1 19 0.11 0.05 0.03 0.14 0.00 0.14 Co1-1 20 0.25 0.11 0.06 0.31 0.02 0.31 Co1-1 21 0.01 0.02 0.01 0.01 0.02 Co1-1 22 0.00 0.01 0.01 0.01 0.01 Co1-1 23 0.01 0.00 0.00 0.01 0.01 Co1-1 24 0.00 0.00 0.00 0.00 0.00 Co1-1 25 0.23 0.11 0.06 0.29 0.02 0.29 Co1-1 26 0.01 0.03 0.01 0.01 0.03 Co1-1 27 0.00 0.01 0.01 0.01 0.01 Co1-1 28 0.01 0.03 0.01 0.01 0.03 Co1-1 29 0.00 0.01 0.01 0.01 0.01 Co1-1 30 0.01 0.03 0.01 0.01 0.03 Co1-1 31 0.00 0.00 0.00 0.00 0.00 Co1-1 32 0.00 0.00 0.00 0.00 0.00 Co1-1 33 0.23 0.11 0.06 0.29 0.02 0.29 Co1-1 34 0.10 0.05 0.02 0.12 0.00 0.12 Co1-1 35 0.12 0.05 0.03 0.15 0.00 0.15 Co1-1 36 0.25 0.12 0.06 0.32 0.02 0.32 Co1-1 37 0.12 0.05 0.03 0.15 0.00 0.15 Co1-1 38 0.10 0.05 0.02 0.12 0.00 0.12 Co1-1 39 0.23 0.11 0.06 0.29 0.02 0.29 Co1-2 1 0.53 0.04 0.40 0.99 0.15 0.99 Co1-2 2 0.53 0.04 0.40 0.99 0.03 0.99 Co1-2 3 0.32 0.03 0.23 0.57 0.05 0.57 Co1-2 4 0.32 0.03 0.24 0.57 0.01 0.57 Co1-2 5 0.35 0.03 0.26 0.64 0.07 0.64 Co1-2 6 0.35 0.03 0.26 0.64 0.02 0.64 Co1-2 7 0.04 0.00 0.08 0.08 0.08 Co1-2 8 0.04 0.00 0.08 0.08 0.08 Co1-2 9 0.02 0.00 0.04 0.04 0.04 Co1-2 10 0.10 0.00 0.08 0.18 0.18 Co1-2 11 0.10 0.00 0.08 0.18 0.18 Co1-2 12 0.01 0.00 0.01 0.02 0.02 Co1-2 13 0.01 0.00 0.01 0.02 0.02 Co1-2 14 0.53 0.04 0.40 0.99 0.03 0.99 Co1-2 15 0.41 0.04 0.31 0.76 0.03 0.76 Co1-2 16 0.28 0.03 0.24 0.53 0.02 0.53 Co1-2 17 0.40 0.04 0.31 0.74 0.02 0.74 Co1-2 18 0.28 0.03 0.24 0.53 0.02 0.53 Co1-2 19 0.41 0.04 0.31 0.76 0.03 0.76 Co1-2 20 0.53 0.04 0.40 0.99 0.03 0.99 Co1-2 21 0.04 0.00 0.08 0.08 0.08 Co1-2 22 0.02 0.00 0.04 0.04 0.04 Co1-2 23 0.02 0.00 0.01 0.03 0.03 Co1-2 24 0.01 0.00 0.01 0.01 0.01 Co1-2 25 0.50 0.02 0.38 0.94 0.94 Co1-2 26 0.05 0.00 0.09 0.09 0.09 Co1-2 27 0.03 0.00 0.05 0.05 0.05 Co1-2 28 0.05 0.00 0.09 0.09 0.09 Co1-2 29 0.03 0.00 0.05 0.05 0.05 Co1-2 30 0.05 0.00 0.09 0.09 0.09 Co1-2 31 0.00 0.00 0.00 0.00 0.00 Co1-2 32 0.00 0.00 0.00 0.00 0.00 Co1-2 33 0.50 0.02 0.38 0.94 0.94 Co1-2 34 0.38 0.01 0.29 0.70 0.70 6/14/2005 EwDes-L.out Page 13 Co1-2 35 0.25 0.01 0.19 0.45 0.45 Co1-2 36 0.37 0.01 0.28 0.68 0.68 Co1-2 37 0.25 0.01 0.19 0.45 0.45 Co1-2 38 0.38 0.01 0.29 0.70 0.70 Co1-2 39 0.50 0.02 0.38 0.94 0.94 Co1-3 1 0.34 0.04 0.25 0.62 0.06 0.62 Co1-3 2 0.34 0.04 0.28 0.65 0.02 0.65 Co1-3 3 0.22 0.03 0.16 0.39 0.03 0.39 Co1-3 4 0.22 0.03 0.19 0.41 0.41 Co1-3 5 0.22 0.03 0.16 0.39 0.03 0.39 Co1-3 6 0.22 0.03 0.19 0.41 0.41 Co1-3 7 0.03 0.00 0.05 0.05 0.05 Co1-3 8 0.02 0.00 0.04 0.04 0.04 Co1-3 9 0.02 0.00 0.04 0.04 0.04 Co1-3 10 0.07 0.00 0.05 0.11 0.11 Co1-3 11 0.07 0.00 0.05 0.11 0.11 Co1-3 12 0.01 0.00 0.00 0.01 0.01 Co1-3 13 0.01 0.00 0.00 0.01 0.01 Co1-3 14 0.26 0.03 0.24 0.51 0.02 0.51 Co1-3 15 0.37 0.04 0.29 0.69 0.02 0.69 Co1-3 16 0.26 0.03 0.24 0.51 0.02 0.51 Co1-3 17 0.17 0.03 0.18 0.36 0.36 Co1-3 18 0.17 0.03 0.18 0.36 0.36 Co1-3 19 0.35 0.04 0.29 0.67 0.02 0.67 Co1-3 20 0.35 0.04 0.29 0.67 0.02 0.67 Co1-3 21 0.02 0.00 0.04 0.04 0.04 Co1-3 22 0.02 0.00 0.04 0.04 0.04 Co1-3 23 0.01 0.00 0.01 0.02 0.02 Co1-3 24 0.01 0.00 0.00 0.01 0.01 Co1-3 25 0.33 0.01 0.24 0.59 0.59 Co1-3 26 0.02 0.00 0.04 0.04 0.04 Co1-3 27 0.02 0.00 0.04 0.04 0.04 Co1-3 28 0.02 0.00 0.04 0.04 0.04 Co1-3 29 0.02 0.00 0.04 0.04 0.04 Co1-3 30 0.03 0.00 0.06 0.06 0.06 Co1-3 31 0.00 0.00 0.00 0.00 0.00 Co1-3 32 0.00 0.00 0.00 0.00 0.00 Co1-3 33 0.24 0.01 0.18 0.44 0.44 Co1-3 34 0.35 0.01 0.26 0.63 0.63 Co1-3 35 0.24 0.01 0.18 0.44 0.44 Co1-3 36 0.15 0.01 0.11 0.27 0.27 Co1-3 37 0.15 0.01 0.11 0.27 0.27 Co1-3 38 0.34 0.01 0.25 0.61 0.61 Co1-3 39 0.34 0.01 0.25 0.61 0.61 Co1-4 1 0.53 0.04 0.40 0.99 0.15 0.99 Co1-4 2 0.53 0.04 0.40 0.99 0.03 0.99 Co1-4 3 0.35 0.03 0.26 0.64 0.07 0.64 Co1-4 4 0.35 0.03 0.26 0.64 0.02 0.64 Co1-4 5 0.32 0.03 0.23 0.57 0.05 0.57 Co1-4 6 0.32 0.03 0.24 0.57 0.01 0.57 Co1-4 7 0.04 0.00 0.08 0.08 0.08 Co1-4 8 0.02 0.00 0.04 0.04 0.04 Co1-4 9 0.04 0.00 0.08 0.08 0.08 Co1-4 10 0.10 0.00 0.08 0.18 0.18 Co1-4 11 0.10 0.00 0.08 0.18 0.16 Co1-4 12 0.01 0.00 0.01 0.02 0.02 Co1-4 13 0.01 0.00 0.01 0.02 0.02 Co1-4 14 0.28 0.03 0.24 0.53 0.02 0.53 Co1-4 15 0.41 0.04 0.31 0.76 0.03 0.76 Co1-4 16 0.53 0.04 0.40 0.99 0.03 0.99 Co1-4 17 0.28 0.03 0.24 0.53 0.02 0.53 Co1-4 18 0.40 0.04 0.31 0.74 0.02 0.74 Co1-4 19 0.53 0.04 0.40 0.99 0.03 0.99 Co1-4 20 0.41 0.04 0.31 0.76 0.03 0.76 Co1-4 21 0.02 0.00 0.04 0.04 0.04 a a a a a a a a o 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 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o M 1-h 1-1) MI-h hh r r Nt Nt r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r r p I I I I I I I 1 1 1 1 I I I I I I I 1 1 I I 1 1 1 I I I I 1 I I 1 I I I 1 I 1 I I 1 1 I 1 I 1 I I I 1 I I 1 I I I 1 I I 1 1 1 I U r r r r r r r (n r Cn Cn (1 Cn CP U Ln Cn N U (n (n Cn Cn Cn Cn Ln (n (n Cn C Cn N Cn Cn (11 (n (n Ln Cn Cn Cn (n cn Cn Cn U a a .A da ., .n .a a a ,, 4, .n a 4, a, ,a a .n W W W W W W W W W W N Ni Ni Ni Ni Ni Ni Ni Ni Ni r r r r r r r r r r W W W (n) W W 4.1 4,) W W Ni Ni Ni Ni Ni Ni Ni N J C) Cn 4, W Ni r tD CO J Ol Cr, .a W N r 0 CO CO J Ol Ui 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"' :: w J E ? . t,7411"1, z''i j'• 6.5to•` JOH 1 6 2005 FO-14888 TABLE OF CONTENTS Hand Calculations Pages 1 to 4 Layout Sketches Pages 1 to 4 MBS Output Roof Design Pages 1 to 29 Back Sidewall Design Pages 1 to 5 Endwall Design, (Design of Frame Type A and B) Pages 1 to 15 Endwall Design, (Design of Frame Type C and C 1) Pages 1 to 22 Endwall Design, (Design of Frame Type D) Pages 1 to 19 CFS Output Main Rafter 3 pages Columns Central Column Frame Type A 3 pages Central Column Frame Type B 3 pages Back Sidewall Column 2 pages Front Sidewall Column 3 pages Corner Mullion 3 pages Endwall Mullion 3 pages HAND CALCULATIONS 114 Rosemont Lane CALCULA. .JNS Sheet I Of Imler,PA 16655.111111 srt Phone(814)276-9611 FO Number ili- , , Initials Fax(814)276-3307 I=ALM._�1♦likI[ ta___ ___ Quote Number Date: Builder/Purchaser: 5eiv, [ c I. lr, , •:J Ilk b, . r . 4-I avec1SbGr1 , NY GrriAn4 5npw ieid = 71pt1- W -, P = Clotomcr Rey - $5 es- T1„pc, k,rce 7 710 0.'Vv NW2to ) --) s- cui.. y iiid Rovi ejkpasvtti. voi/ eip t,i ,_.y,, Ce a 9 U titor,uf etp 6 The,r r C ;;4 f,r,n VnhEai r i ----. C{ - I. 20 ff. = 0,7CeCtTP9 = 0.7(O.c1)(1, 1)(I1O)(85) = Gif psf QQy r- 2G V/ %i I f i i t'f r v a Arid I purl'11 1 . , r , - . : Srac y •'.,7 3,33c1 5' it%;") As per 11 C — Ail PvIii,r) 6X2id 116 7 OL= Q36 = r), 6i , hi pit- tile, Use, ir7: i' ' S t d. Frame — i,ir, A li 5r 'L ume5 EY53C13 rwcIM , salrt..,; emir Cn-_SIC cy 16X3019 �: LI-XIS C16 i_____ 6 arrt 4Y35r16 grit fJ 41 9C centrai .1 t'ti ma ,{: ( Yr I 4 D 16 klo' '� Pi Ch(C)4 %`y^t,' ti_:C ' , ` ' E Id. ill Doi Revised August 5,2002 1 LJ 114 Rosemont Lane CALCULA . .JNS Sheet 2 Of Imler, PA 16655iiir 4 w i L Phone(814)276-9611 FO Number / / (;4, Initials Fax(814)276-3307 U I L' ■; I N G SYSTEMS Quote Number Date: 5/3//) Builder/Purchaser: Se r v;(e, l`/yi I rn,t i1 / C )U E ° 13v,Id,•k1 '1 Ka 4el pb;yn — c_h, C FS L P P :,- - Pe LDad A'e� 3333 7/a, 333 31 en 33, 36 .ti'"�,;;f:e t;<t, , -,d,- .yam E�>g.it¢ .. K L L . C't 7\ 33.3) 133 3* W L,. -03 x 17,103,A : — 5-61,7 i$' Az„4I ids : D E.- = Dsik C(, C,aa R-- I.s XP e !ilt_ DI—, cdd .4,34-Pi RE4. L L= Q,1-1K -� bVL, _ .03k g X 75 C 13 ILL,. 0',$16-1 d=1A7G ✓ S iS 0 sl' Ceotral_.Ctm. AxAI_ It ['rtiP lit r -.A,--'.- _ sP CIS IS -Nit,/ Br>:1 1 t,c, jJ G = t SPsr x g'Zl`, x Ct X s`_ 13q,3 3P ° Di-= z4L5/4 T i 2,5' CI' -Iv LL: - 6/ 0o4 ` 9z:,' WL — II! lltl4 L, •{ n yt Revised August 5,2002 ,, L.....4 1141RopsAemi6o6n5t5Lane CALCULA. .JNS Sheet 3 Of m er, .1111 Phone(814)276-9611 FO Number 11-tli''. Initials lic I= Fax(814)276-3307 r B;IJ I L EllInkiig626.9ffigfiSIPI Quote Number Date: Builder/Purchaser: 5er-vi( Ur Iie i Civic ev ,,i'c' '''I .,_fici.N Kiri A — IGA 3% Gil - iv, , , I; in 1165,, P 91 4 td,, 1,a-- $-5-, 5,14,ii,i,., riy,lr, fc-- i-r::> 13 ' -',gc. ) A7441 his ; PL. 0,14 Cl..: 0.05 1-t-T' 7,/0 WL R, Wirvi Id3 — li,i --- -0,11 ( ri p p.t,ly y = sxm• ,5- % iv , ow- r <— Pnl / [ , (. .--..v, - . eV ul an 0 ..t. 1'1 I it A , . .......... 0 t 50, 1M4o ti, i._ . w 1.511, ri,,me 9, lull,/ eito,1 r--i,k. 6,-4 - 1 , . „ t ,. fr f;, • , 6(iT vi."))/ C:F, ir it;4. '1, A -• j i. • P 4r CD- —sl• 05e Lt/(2.5C16 7- iii T`.• .,.1-' 411-f-C16 , VI C. I k).C., --• 0.3541 . ( 51361-- qltigl 14s ;15 .r. '" • ', • '. 1 Revised August 5,2002 114 Rosemont Lane CALCULA i .JNS Sheet 1 Of Imler,PA 16655 Phone(814)276-9611 FO Number ill . Initials Fax(814)(814)276-3307 13.;LI-1L.131. G ,. Y T, EMS Quote Number Date: C 7 ,.1 , i Builder/Purchaser: F19141E C LInLI C_I -- glAn 0).: LF vt/ i,i Iii- Lw-: 10 , Pul - ; 7 ,: ' tit _ '._ F 14' • . 6 r4,,f 0 F(//C t5 tire rAAlt fl P4 -/ 1,5- _I Trrie I 4r D , Lof ,: ‘,. . a ,, __-. — r 7 4. 1 .7 , I-1-0.1 i%t < ,• ) ,.: .,,!. ,., "2 -/,', _ rY-t- <._ 7r, vr- 1, f.;,: D r /1 1. i-- . C Chcf ' fris-ill,c1‘, 'c', ckti, :,.. , ,:, • ,,P P 1 01.-- Li- WU ': -fOr6 I L - ---, Uti- - DS' 'T G' ,-yti ic.. .-.... I4— V____),, W 11Y-1:-_-;.,_f‘L2 ._ ht-- i ht--- -i. ' , Oh ,) 4,1 1 ri L 1 Fs vt,,- ii, Revised August 5 2002 LAYOUT SKETCHES I: 1Ox10) Mil 10xs ti • 10x20 10x20 1/' 414 ill . . Fo- ilfgEt x �I �� 1Ox10 • ?N 10x5 f' ROOF SQ.FT = 2,702.34 FLOOR SOFT = 2,700 QaPr L oCat • D C 6 B A A-.... A _...Q_._._.�_....... A A A c, D 1Ox10 10x5 10x20 1 F� l u U 10x20 1 V 1 �8 N n n b lOxiO " SXS 1-11 LI 10x5 I ROOF SQ.FT = 2,702.34 FLOOR SOFT = 2,700 C0lufr n Layouts 114 Rosemont Lane CALCULA11.)NS Sheet ) Of Imler, PA 16655 - Phone(814)276-9611 FO Number IV Initials 7 Fax(814)276-3307 B t.t. I LID I Ns-G y SYTE M S. / Quote Number Date: 61 Z/D' Builder/Purchaser: S e i v;c t 'v,. l d ) C 14 6 1 Crts5- >r uii A g 5x303 �r uj 4X9.5(it 4-X25Ct6 - {7( ,,, 7 L]� L J --• ,--i 1 [.___ 4u�f e6 .,- I: f YXla`C16 `t116 1r,1'.3 C:`-I ;_ N04. i roviii:„ C P , - I f i I • _ ice-- I I C./ I_o h _ —I .-I r. 't IO, G18 i ox'x‘:. • Jo:i i-c. :i; @k$O ti i` �, t GIR x \- XLScir,--' liA31 i ``'Ll Lr., ASS 5 e ( t ic'05� Revised August 5,2002 MI 114 Rosemont Lane CALCULA1 ..JNS Sheet + Of Imler PA 16655 ARORIllirm..111 Phone(814)276 9611 FO Number I Li, ` $q Initials NMI Fax(814)276-3307 n_ ■'[__ � t•rM_� __� ____ _- Quote Number Date: ( /7/ Builder/Purchaser: ( - K £ c [; G�15 IV d. Rr- R 0ci.7 'r",5 fv- Di y (1.1i 1 til \ ,.. 0,, t,,,,,,, L, .i._ -, e: c.,o,, M 8_ _______ ________. O rr ' $ �'� ��51 � �� �` ! �� j�} :art f�l 1Z F 0Q11 • i3.'�-01 i� ' ' . VI!rii �Vind Iry n4 ou;l L — P,14 Prl(Y Gig-D. --ii ( or.3 :, ,- - { _. Nit- Vett , , \�t/ }r�l;� }t 4 - t ; - IV' aximvim 6a;e Po6 ► / (7' L cite)41 ; i-t-► L f S Z_ 7 Revised August 5,2002 ROOF DESIGN 6/14/2005 RoofDes.out Page 1 * *14888 Roof Design Input 5/31/05 2:15pm * * * < PROGRAM OPERATION > * * *(1)JOBID: '14888' * (2)PROGRAM OPTIONS: * Run Run Run * Purlin Panel Brace * (3)DESIGN CODE: * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'NAUSOI' 'AISC89' '----' 'IBC ' '00' 'C ' * (4)DESIGN CONSTANTS: Wind * Steel_Yield(ksi )---- Stress_Ratio Lap Strength * Purlin Panel RCol W_Col Purlin Panel Wind Frame Stiff Factor 55.0 80.0 50.0 55.0 1.00 1.00 1.00 1.00 1.0000 * (5)DEFLECTION LIMITS: * Purlin ----Extension Facia ---Panel--- Facia Wind * Live Wind Total Live Wind Total Girt Live Wind Panel Frame 150.0 150.0 0.0 150.0 150.0 0.0 0.0 120.0 120.0 0.0 60.0 * (6)REPORTS: * Input Purlin Purlin Eave Roof Cable * Echo Design Summary Strut Panel Brace 'I' 'Y' '2' 'Y' 'Y' 'Y' *(7)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW Open_Wall * Type Use Offset Use Offset L_EW F_SW REW B_SW 'FF-' 'N ' 14.000 'N ' 14.000 'N' 'N' 'N' 'N' * * < BUILDING LAYOUT > * * * (8)BUILDING SHAPE: * No. X_Coord Y_Coord * Surf (ft) (ft) 4 0.0000 8.5000 10.0000 8.9167 20.0000 8.5000 20.0000 0.0000 * (9)WALL BAY SPACING: * Wall Sets_Of Bay No. * Id Bays Width Bays 1 1 5.0000 4 2 2 5.0000 1 10.0000 13 6/14/2005 RoofDes.out Page 2 3 1 5.0000 4 4 2 10.0000 13 5.0000 1 5 2 5.0000 1 10.0000 13 *(10)FRAMED OPENINGS: * Wall No. Bay Open Open Open Open * Id Opens Id Width Height Offset Type 1 0 2 0 3 0 4 0 *(11)PARTIAL WALLS: * Wall Set_Of --Bay_Id-- Wall Base Full * Id Bays Start End Height Type Load Use 1 1 1 4 7.0167 '- "N"-' '-' 2 1 1 14 7.0167 '- "N"-' '-' 3 1 1 4 7.0167 '- "N"-' '-' 4 1 12 13 7.0167 '- "N"-' '-' *(12)SURFACE EXTENSION/FRAME RECESS: * Surf ---Surf_Ext--- Frame_Recess ----Rafter_Size * Id Left Right Left Right Left Right 2 0.0000 0.0000 0.3333 0.3333 ' 8X35C16' ' 8X35C16' 3 0.0000 0.0000 0.3333 0.3333 ' 8X35C16' ' 8X35C16' * * < FRAMING DESIGN > * * *(13)PURLINS: * Surf Purlin OS_Flg IS_Flg Set Set_Lap Max_Unbr * Id Type Brace Brace Depth Ext Int Length 2 'CF' 'Y' 'N' 6.000 0.0000 0.0000 0.0000 3 'CF' 'Y' 'N' 6.000 0.0000 0.0000 0.0000 * (14) PURLIN SPACING: * Surf Peak Max Set Set_Of -Set_Space- * Id Space Space Space Space Space No. 2 0.0010 3.3362 3.3362 2 3.3352 1 3.3362 2 3 3.3362 3.3362 3.3362 0 * (15)PURLIN SIZE: * Surf Set No. * Id Purl Purl Purlin_Size 2 'N' 0 3 'N' 0 *(16)PANELS & EAVE STRUT: * Panel Standing Eave_Type ---Gutter--- Girt_Depth Insulation * Size Seam F SW B SW F_SW B_SW F_SW B_SW Use Thick 'R-26 'N' 'EO' 'EO' 'N' 'N' 8.000 8.000 'Y' 3.000 *(17)WIND FRAMING SELECTION: 6/14/2005 RoofDes.out Page 3 * Order_Of_Selection * Wall Panel Diagonal Wind Wind Weak Axis * Id Shear Bracing Bent Column Bending 2 'Y' 'N ' 'N' 'N' 'N' 4 'Y' 'N ' 'N' 'N' 'N' 5 'Y' 'Y: ' *(18)ROOF DIAGONAL BRACING: * Max_Pan Brace Each User_Selected_Roof_Bays * Shear Type EW No. Bay_Id 71.8 'C' 'L' 0 0 *(19)ROOF BRACING ATTACHMENT: *Wall No. * Id Attach Attach_Location 1 3 0.0000 10.0000 20.0000 3 3 0.0000 10.0000 20.0000 * (20)SIDEWALL DIAGONAL BRACING: * Wall Max_Pan Brace User_Selected_SW_Bays * Id Shear Type No. Bay_Id 2 71.8 'C' 0 4 71.8 'C' 0 * (21)WIND BENTS: *Wall Member Column Rafter No. * Id Type Depth Size Depth Size Bays Bay_Id 2 'R' 0.00 ' ' 0.00 ' ' 0 4 'R' 0.00 ' ' 0.00 ' ' 0 * (22)WIND COLUMNS: * Wall Member Column No. Left/ * Id Type Depth Size Col Bay_Id Right 2 'R' 0.00 ' ' 0 4 'R' 0.00 ' 0 * (23)WALL BRACING ATTACHMENT *Wall No. Attach --Bay_Id-- No. * Id Attach Id Start End Level Level_Height 2 1 1 1 14 1 8.5000 4 2 2 1 13 1 8.5000 3 14 14 2 4.2500 8.5000 * (24)INTERIOR BRACING *No Attach Brace User_Selected_Int_Bays *Brace Offset Type No. Bay_Id 0 * (25)INTERIOR BRACING ATTACHMENT * No. Attach --Bay_Id-- No. * Attach Offset Start End Level Level_Height 0 * (26)EAVE EXTENSIONS SIZE: * *Wall No. Ext --Bay_Id-- ---Extension Size--- Edge_Extend Eave *Id Extend Id Start End Height Width Slope Left Right Type 2 0 4 0 * (27)EAVE EXTENSIONS PURLINS: * 6/14/2005 RoofDes.out Page 4 *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space * (28)CANOPY SIZE: *Wall No. Ext --Bay_Id-- ---Extension_Size--- Edge_Extend Eave *Id Extend Id Start End Height Width Slope Left Right Type 1 0 2 0 3 0 4 0 * (29)CANOPY PURLINS: * *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space * (30)CANOPY PANELS: *Ext Panel Standing *Id Size Seam * (31)FACIA/PARAPET LAYOUT: * *Wall No. Ext --Bay_Id-- Edge_Extend Eave Use *Id Extend Id Type Start End Left Right Mount Type Gutter 1 0 2 0 3 0 4 0 * (32) FACIA/PARAPET SIZE: *Ext ----Extension_Size Facia Arm Back Facia *Id Height Width Slope Elev Height Slope Slope Slope Project * (33)FACIA/PARAPET PURLINS: * *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space * (34)FACIA/PARAPET PANELS: * *Ext ---Roof_Panel-- ----Soffit_Panel--- -Front_Panel-- ----Back_Panel *Id Size SSeam Size Rot Space Size SSeam Size Rot Space * (35)EXTENSION BRACING: * *Ext Max_Pan Brace User_Selected_Bays *Id Shear Type No. Bay Id * (36)BASE ELEVATION: * Sidewalls * Front Back 0.00 0.00 * * < DESIGN LOADS > * * * (37)BASIC LOADS: * Dead Collet Live Snow Basic Wind_Ld_Rat Frict ----Edge_Strip---- --Seis_Coef-- % * Load Load Load Load Wind Defl Factor Coef Width Purlin Panel Frame Brace Snow 1.8 1.0 20.0 64.0 12.3 1.00 1.00 0.00 3.000 1.18 1.69 0.0495 0.1387 0.20 6/14/2005 RoofDes.out Page 5 *(38)WIND PRESSURE/SUCTION: (psf ) * * Wind Wind Wind * Press Suct Suct_Roof 4.7 -13.3 . . Purlins 0.0 -20.6 . . Gable Extension 5.9 -14.6 . . Panels 7.3 -1.4 -6.3 . . Long Bracing, Building 9.9 -3.1 . . Long Bracing, Wall Edge Zone 22.2 -13.6 9.9 . . Long Bracing, Facia/Parapet * (39)EXTENSION BASIC LOADS: * Purlin_Wind Panel_Wind *Ext Dead Collat Live Attach_Beam Facia_Beam Attach_Beam Facia_Beam *Id Load Load Load Press Suct Press Suct Press Suct Press Suct * (40)PURLIN DESIGN LOADS: * * Surf No. Load Live/ Wind Wind Aux_Load * Id Load Id Dead Collat Snow Press Suct Id Coef 2 3 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 1.00 0.75 0.75 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0 0.00 3 3 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 1.00 0.75 0.75 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0 0.00 * (41)PURLIN DESIGN LOADS: Deflection * * Surf No. Load Live/ Wind Wind Aux_Load * Id Load Id Dead Collat Snow Press Suct Id Coef 2 3 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 1.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0 0.00 3 3 1 1.00 1.00 1.00 0.00 0.00 0 0.00 2 1.00 1.00 1.00 1.00 0.00 0 0.00 3 0.60 0.00 0.00 0.00 1.00 0 0.00 * (42)BRACING DESIGN LOADS: * * Surf No. Load Live/ Wind Wind Aux_Load * Id Load Id Dead Collat Snow EW Roof Seis Id Coef 2 4 1 1.00 1.00 0.75 0.75 0.75 0.00 0 0.00 2 1.00 1.00 0.15 0.00 0.00 1.05 0 0.00 3 0.60 0.00 0.00 1.00 1.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 0 0.00 3 4 1 1.00 1.00 0.75 0.75 0.75 0.00 0 0.00 2 1.00 1.00 0.15 0.00 0.00 1.05 0 0.00 3 0.60 0.00 0.00 1.00 1.00 0.00 0 0.00 4 0.60 0.00 0.00 0.00 0.00 1.00 0 0.00 * (43)EXTENSION DESIGN LOADS: * * No. Load Live/ Wind Wind Aux_Load * Load Id Dead Collat Snow Press Suct Id Coef 0 * (44)EXTENSION DESIGN LOADS: Deflection * * No. Load Live/ Wind Wind Aux_Load * Load Id Dead Collat Snow Press Suct Id Coef 0 * (45)AUXILIARY LOADS: 6/14/2005 RoofDes.out Page 6 * No. Aux Aux No._Add Add_Load * Aux Id Name Combs Id Coef 0 * (46)ADDITIONAL LOADS: (F-lb/ft, W-psf, Dx-ft) * No. Add Surf Basic Load Fy Dx . . Conc * Add Id Id Load Type W1 W2 Dxl Dx2 . . Dist 0 * (47)PURLIN LAPS: *Surf Data Set 1 Set_2 Set_3 * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 2 '-' 0 3 '-' 0 * (48)PURLIN LAPS: Extensions * *Ext Data Set 1 Set_2 Set_3 * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan * (49)PURLIN STRAPS: * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- * Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '0' 0 * (50)PURLIN STRAPS: Extensions * *Ext Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan * Code file used was ROOFIBC.00 14888 Roof Design Code 6/14/05 2:43pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : IBC Year : 00 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 14888 Purlin Design Report 6/14/05 2:43pm ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 (Edge Strip Zone= 3.00) 6/14/2005 RoofDes.out Page 7 PURLIN LAYOUT: Bay Span Purlin Span ---Lap(ft)-- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 6X20C16 0.33 3.34 1 0 0.8 0.8 1 2 6X20C16 4.31 3.34 1 0 9.9 9.9 2 3 6X20C16 9.29 3.34 1 0 21.4 21.4 3 4 6X20C16 9.29 3.34 1 0 21.4 21.4 4 5 6X20C16 9.29 3.34 1 0 21.4 21.4 5 6 6X20C16 9.29 3.34 1 0 21.4 21.4 6 7 6X20C16 9.29 3.34 1 0 21.4 21.4 7 8 6X20C16 9.29 3.34 1 0 21.4 21.4 8 9 6X20C16 9.29 3.34 1 0 21.4 21.4 9 10 6X20C16 9.29 3.34 1 0 21.4 21.4 10 11 6X20C16 9.29 3.34 1 0 21.4 21.4 11 12 6X20C16 9.29 3.34 1 0 21.4 21.4 12 13 6X20C16 9.29 3.34 1 0 21.4 21.4 13 14 6X20C16 9.29 3.34 1 0 21.4 21.4 14 15 6X20C16 9.31 3.34 1 0 21.4 21.4 16 6X20C16 0.33 3.34 1 0 0.8 0.8 Total(lb)= 289.3 Purlin DL= 0.69 (psf ) LOAD COMBINATION # 1 : DL+CL+LL PURLIN ANALYSIS: 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 -0.07 0.00 0.00 0.00 0.01 2 0.48 -0.48 0.01 -0.51 2.17 0.00 3 1.03 -1.03 0.00 -2.40 4.65 0.00 4 1.03 -1.03 0.00 -2.40 4.65 0.00 5 1.03 -1.03 0.00 -2.40 4.65 0.00 6 1.03 -1.03 0.00 -2.40 4.65 0.00 7 1.03 -1.03 0.00 -2.40 4.65 0.00 8 1.03 -1.03 0.00 -2.40 4.65 0.00 9 1.03 -1.03 0.00 -2.40 4.65 0.00 10 1.03 -1.03 0.00 -2.40 4.65 0.00 11 1.03 -1.03 0.00 -2.40 4.65 0.00 12 1.03 -1.03 0.00 -2.40 4.65 0.00 13 1.03 -1.03 0.00 -2.40 4.65 0.00 14 1.03 -1.03 0.00 -2.40 4.65 0.00 15 1.03 -1.04 0.00 -2.40 4.65 0.01 16 0.07 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 -0.07 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00 2 LS 0.48 3.86 0.13 MS -0.51 3.28 0.16 LS 0.00 -0.02 3 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 4 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 00'0 ££'0 00'0 I0'0 00'0 90'0 91 T0'0 S9'6 96'1- 00'0 b8'0- b8'0 SI 00'0 S9'b S6'T- 00'0 b8'0- b8'0 PI 00'0 S9'b S6'T- 00'0 b8'0- b8'0 £T 00'0 S9'6 S6'T- 00'0 68'0- b8'0 ZI 00'0 S9'b S6'T- 00'0 178.0- b8'0 II 00'0 S9'6 S6'T- 00'0 b8'0- b8'0 0T 00'0 S9'6 S6'T- 00'0 b8'0- 178'0 6 00'0 S9'6 S6'T- 00'0 b8'0- b8'0 8 00'0 S9'17 S6'T- 00'0 b8'0- b8'0 L 00'0 S9'6 S6' 1- 00'0 b8'0- 68'0 9 00'0 S9'b S6'T- 00'0 b8'0- 68'0 S 00'0 S9'6 S6'T- 00'0 b8'0- 68'0 b 00'0 S9'6 S6'T- 00'0 b8'0- 68'0 £ 00'0 LT'Z Zb'0- TO'0 6£'0- 6£'0 Z TO'0 00'0 00'0 00'0 90'0- 00'0 T dnS deg oor' wow der' dnS dnS del der' dnS PI 30T2i r'gbTg uedSPTW g3ag 33ag 41-1bT2l 41.1bT21 i;a`I 33ag uedS ( x-3)3uewow ( ) )zeagS SISx'IKNK NI'RhOd dMSL'0+'IISL'O+gO+gQ : Z # NOI,LKNIEWOO UVO'I 09'0 00'T £'0 £'0 £'0 £'0 £'0 £'0 91 OL'0 00'T £'6 0'0 0'0 0'0 0'0 £'6 Si 0L'0 00'T 0'0 0'0 0'0 0'0 £'6 £'6 6T 0L'0 00'T 0'0 0'0 0'0 0'0 £'6 £'6 £T 0L'0 00'I 0'0 0'0 0'0 0'0 £'6 £'6 ZT OL'0 00'T 0'0 0'0 0'0 0'0 £'6 £'6 TI OL'0 00'i 0'0 0'0 0'0 0'0 £'6 £'6 0T OL'0 00'T 0'0 0'0 0'0 0'0 £'6 £'6 6 OL'0 00' 1 0'0 0'0 0'0 0'0 £'6 £'6 8 OL'0 00'T 0'0 0'0 0'0 0'0 £'6 £'6 L OL'0 00'T 0'0 0'0 0'0 0'0 £'6 £'6 9 0L'0 00'T 0'0 0'0 0'0 0'0 £'6 £'6 S OL'0 00'T 0'0 0'0 0'0 0'0 £'6 £'6 0L'0 00'T 0'0 0'0 0'0 0'0 £'6 £'6 £ 0L'0 00'T 0'0 0'0 0'0 0'0 £'b £'b 09'0 00'T £'0 E'0 £'0 £'0 £'0 £'0 T apTsul apTsr'nO S21 `RI SW 'I'I Sr' zoCeW PI zogoe,3uoTr'onpag zouTw uedS e_geTTeAK SHZON3'i 3OK2I8N0 60'0 00'0 Sri 00'0 8Z'£ TO'0 Sri ZO'0 98'£ L0'0 Si 91 9£'0- 00'0 Sr' £L'0 8Z'£ Ob'Z- SW LZ'0 98'£ b0'T- S2I ST 9£'0- 00'0 Sri £L'0 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sri VT 9£'0- 00'0 Sri £L'0 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sr' £T 9£'0- 00'0 Sri £L'0 8Z'S 0b'Z- SW LZ'0 98'£ £0'T Sri ZT 9£'0- 00'0 Sr' £L'0 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sr' IT 9£'0- 00'0 Sri £L'0 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sri 0T 9£'0- 00'0 Sri £L'0 8Z'£ 06'Z- SW LZ'0 98'£ £0'T Sr' 6 9£'0- 00'0 Sr' £L'0 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sr' 8 9£'0- 00'0 Sr' £L'0 8Z'£ Ob'Z- SW LZ'0 98'£ EO'T Sr' L 9£'0- 00'0 Sri £L'0 8Z'£ 0b'Z- SW LZ'0 98'£ £0'I Sri 9 9£'0- 00'0 Sri £L'0 8Z'£ Ob'Z- SW LZ'0 98'£ £0'T Sri S gaud Ino•saugooll SOOUb1/9 6/14/2005 RoofDes.out Page 9 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 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00 2 LS 0.39 3.86 0.10 MS -0.42 3.28 0.13 LS 0.00 -0.01 3 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 4 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 5 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 6 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 7 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 8 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 9 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 10 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 11 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 12 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 13 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 14 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 15 RS -0.84 3.86 0.22 MS -1.96 3.28 0.60 LS 0.00 -0.29 16 LS 0.06 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.03 UNBRACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60 2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70 3 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 4 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 5 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 6 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 7 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 8 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 9 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 10 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 11 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 12 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 13 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 14 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 15 9.3 0.0 0.0 0.0 0.0 9.3 1.00 0.70 16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60 LOAD COMBINATION # 3 : 0.6DL+WS PURLIN ANALYSIS: 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 -0.11 0.10 0.00 0.11 2.17 0.00 3 -0.23 0.23 0.00 0.53 4.65 0.00 4 -0.23 0.23 0.00 0.53 4.65 0.00 5 -0.23 0.23 0.00 0.53 4.65 0.00 6 -0.23 0.23 0.00 0.53 4.65 0.00 7 -0.23 0.23 0.00 0.53 4.65 0.00 oTgeg MoTTK DIP0 PI (u?)NOIIO3'I33a uedS zz+33+rIa : T # NOIJkfNISNOD GVOq NOIZO3'I330 09'0 00'i £'0 0'0 0'0 0'0 0'0 £'0 91 OL'0 00'T 0'0 £'6 £'6 £'6 £'6 £'6 ST 0L'0 00'i £'6 £'6 E'6 £'6 0'0 £'6 bT 0L'0 00'T £'6 £'6 £'6 £'6 0'0 £'6 £T 0L'0 00'T £'6 £'6 £'6 £'6 0'0 £'6 ZT 0L'0 00'T £'6 £'6 £'6 £'6 0'0 £'6 TT 0L'0 00'T £'6 £'6 £'6 £'6 0'0 £'6 OT OL'O 00'T £'6 £'6 £'6 £'6 0'0 £'6 6 OL'O 00'T £'6 £'6 £'6 £'6 0'0 £'6 8 0L'0 00'T £'6 E'6 £'6 £'6 0'0 £'6 L 0L'0 00'T £'6 £'6 £'6 £'6 0'0 £'6 9 0L'0 00'T £'6 £'6 £'6 £'6 0'0 £'6 S OL'O 00'T £'6 £'6 £'6 £'6 0'0 £'6 b 0L'0 00'T £'6 £'6 £'6 £'6 0'0 £'6 E 0L'0 00'T E'b E'b £'b E'b 0'0 £'b 09'0 00'T 0'0 0'0 £'0 0'0 £'0 £'0 T aPTsuI aPTsTn0 S2I 'I21 SW 'II S'I JocPW PI a o4De,3uoTgonpa aouTW uedS aigeTTen\ SH,LON3r 23V'dSNf IO'0- 00'0 Sri 00'0 83'£ 00'0 Sri 00'0 98'£ ZO'0- Sri 91 80'0 00'0 Sri £Z'0 0E'Z CYO SW 90'0 98'E £Z'0 S1 ST 80'0 00'0 Sri EZ'O 0£'Z £S'0 SW 90'0 98'£ £Z'0- Sri bT 80'0 00'0 Sri EZ'0 OE'Z ES'0 SW 90'0 98'£ £Z'0- Sri ET 80'0 00'0 Sri £Z'0 OE'Z CYO SW 90'0 98'£ £Z'0- Sr ZI 80'0 00'0 Sri EZ'O 0£'Z CYO SW 90'0 98'£ EZ'0- Sri Ti 80'0 00'0 Sri EZ'O O£'Z £S'0 SW 90'0 98'£ EZ'O- Sri 0T 80'0 00'0 Sri £Z'0 0£'Z CYO SW 90'0 98'£ EZ'0- Sri 6 80'0 00'0 Sri £Z'0 OE'Z £S'O SW 90'0 98'£ £Z'0- Sri 8 80'0 00'0 Sri £Z'0 0£'Z £S'O SW 90'0 98'£ £Z'0- Sri L 80'0 00'0 Sri EZ'O OE'Z CYO SW 90'0 98'E £Z'0- Sri 9 80'0 00'0 Sri EZ'0 0£'Z ES'0 SW 90'0 98'£ £Z'0- Sri S 80'0 00'0 Sri £Z'0 OE'Z £S'0 SW 90'0 98'£ £Z'0- Sri b 80'0 00'0 Sri EZ'O 0£'Z CYO SW 90'0 98'£ £Z'O- Sri £ 00'0 00'0 Sri £0'0 8Z'E TT'0 SW £0'0 98'£ 1T'0- Sri Z 00'0 00'0 Sri 00'0 8Z'£ 00'0 S21 00'0 98'£ Z0'0 S2i i MoTTV DTe3 O1] 00''1 00 MoTTV oie3 Do•j 00 MoTTK oTe3 Dori PI (uT)uoTgoaTJea aqS+woN ----( N-3)quaiuoN ( x)aeagS uedS NO I I33'I3 3a/H,LJN32LL S 00'0 ££'0 00'0 00'0 00'0 ZO'0- 91 00'0 S9'17 CYO 00'0 £Z'0 £Z'0- ST 00'0 S9'17 CYO 00'0 £Z'0 £Z'0- 171 00'0 S9'b £S'0 00'0 £Z'0 £Z'0- £I 00'0 S9'17 CYO 00'0 £Z'0 EZ'O- Zi 00'0 S9'17 CYO 00'0 £Z'0 EZ'0- TT 00'0 S9'17 £S'0 00'0 EZ'0 £Z'0- OT 00'0 S9'b £S'O 00'0 £Z'0 EZ'0- 6 00'0 S9'b £S'O 00'0 £Z'0 £Z'0- 8 0I abed Ino•sacgoog SO0Z/P1/9 r a I-' F. 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I 0 r NJ r•-' I--` F•• I-.1- r� b.F r-+ F+ r I--' r Cn I 0 r co co 00 co 00 co00 co co coCn I -• N + + E r m r + ro 74 0 0 2 A r C C '0 m OQ A rr 6/14/2005 RoolDes.out Page 12 14888 Purlin Design Report 6/14/05 2:43pm ROOF PURLIN DESIGN RUN # 1, SURFACE # 2 PURLIN LAYOUT: Bay Span Purlin Span ---Lap(ft)-- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 6X20C16 0.33 3.34 2 0 0.8 1.5 1 2 6X20C16 4.31 3.34 2 0 9.9 19.8 2 3 6X20C16 9.29 3.34 2 0 21.4 42.7 3 4 6X20C16 9.29 3.34 2 0 21.4 42.7 4 5 6X20C16 9.29 3.34 2 0 21.4 42.7 5 6 6X20C16 9.29 3.34 2 0 21.4 42.7 6 7 6X20C16 9.29 3.34 2 0 21.4 42.7 7 8 6X20C16 9.29 3.34 2 0 21.4 42.7 8 9 6X20C16 9.29 3.34 2 0 21.4 42.7 9 10 6X20C16 9.29 3.34 2 0 21.4 42.7 10 11 6X20C16 9.29 3.34 2 0 21.4 42.7 11 12 6X20C16 9.29 3.34 2 0 21.4 42.7 12 13 6X20C16 9.29 3.34 2 0 21.4 42.7 13 14 6X20C16 9.29 3.34 2 0 21.4 42.7 14 15 6X20C16 9.31 3.34 2 0 21.4 42.8 16 6X20C16 0.33 3.34 2 0 0.8 1.5 Total(lb)= 578.6 Purlin DL= 0.69 (psf ) LOAD COMBINATION # 1 : DL+CL+LL PURLIN ANALYSIS: 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 -0.07 0.00 0.00 0.00 0.01 2 0.48 -0.48 0.01 -0.51 2.17 0.00 3 1.03 -1.03 0.00 -2.40 4.65 0.00 4 1.03 -1.03 0.00 -2.40 4.65 0.00 5 1.03 -1.03 0.00 -2.40 4.65 0.00 6 1.03 -1.03 0.00 -2.40 4.65 0.00 7 1.03 -1.03 0.00 -2.40 4.65 0.00 8 1.03 -1.03 0.00 -2.40 4.65 0.00 9 1.03 -1.03 0.00 -2.40 4.65 0.00 10 1.03 -1.03 0.00 -2.40 4.65 0.00 11 1.03 -1.03 0.00 -2.40 4.65 0.00 12 1.03 -1.03 0.00 -2.40 4.65 0.00 13 1.03 -1.03 0.00 -2.40 4.65 0.00 14 1.03 -1.03 0.00 -2.40 4.65 0.00 15 1.03 -1.04 0.00 -2.41 4.65 0.01 16 0.07 0.00 0.01 0.00 0.33 0.00 00'0 S9'6 S6'I- 00'0 68'0- 68'0 9 00'0 S9'6 S6' 1- 00'0 68'0- 68'0 S 00'0 S9'6 S6'T- 00'0 68'0- 68'0 6 00'0 S9'6 S6'T- 00'0 68'0- 68'0 £ 00'0 OZ'Z 66'0- T0'0 06'0- Z6'0 Z TO'0 00'0 00'0 00'0 90'0- 00'0 I dns deg Dog wow deg dnS dns deg deg dnS PI 44b?2l 3ubTA uedSATW 33a'I 43aq 346?A 314br 33ari 33ag ueds ( N-;)guawow ( x)zeays :SISKIKNK NIIAnd dMSL'0+'I'ISL'0+riO+riU : Z # NOI,LVNI5WOO UVOri 09'0 00'T £'0 £'0 £'0 £'0 £'0 £'0 91 0L'0 00'T £'6 0'0 0'0 0'0 0'0 £'6 SI 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 6I OL'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 £T OL'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 ZT 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 IT OL'0 00'i 0'0 0'0 0'0 0'0 0'0 £'6 0T 0L'0 00'T 0'0 O'0 0'0 0'0 0'0 £'6 6 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 8 0L'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 L OL'0 00'T 0'0 O'0 0'0 O'0 0'0 £'6 9 OL'0 00'T 0'0 0'0 0'0 0'0 0'0 £'6 S 0L'0 00'T 0'0 0'0 O'0 0'0 0'0 £'6 6 0L'0 00'i 0'0 O'0 0'0 0'0 0'0 £'6 £ 0L'0 00'T 0'0 0'0 0'0 0'0 £'6 Si?' 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W ri 01 icC a ro 0 C) CD CD 0 0 CD CD 0 0 CD CD 0 0 CD 0 0 a m CD CD CD 0 CD CD CD CD CD 0 0 CD CD 0 CD 0 O Z Z W U I I I I I 1 1 1 1 1 1 1 1 1 Z �l.l U 1 I I 1 I I I I I 1 I I I I Z ('- U CD CD CD CD 0 0 0 0 00 E 0 F 0 0 0 U U C l0 a 0 rC "d I r-1 N M c N vO r` co 01 O ri N M v' N l0 0 (C b I .-i N M v' N l0 I- Co C1 O .-I N M er N lO 0 IO '0 I .--I N M yr N '.0 r- W O cori I--1 I ri .--.•-1 r-1 .-I ri I ,-1 0 Ca 1-1 j .-1 1-1 1-1ri r-1 .-I ri fa) a a 0 H ad' O cn 1 a er 6/14/2005 RoolDes.out Page 17 8 0.07 0.74 0.09 9 0.07 0.74 0.09 10 0.07 0.74 0.09 11 0.07 0.74 0.09 12 0.07 0.74 0.09 13 0.07 0.74 0.09 14 0.07 0.74 0.09 15 0.07 0.75 0.09 16 -0.01 14888 Purlin Design Report 6/14/05 2:43pm ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 PURLIN LAYOUT: Bay Span Purlin Span ---Lap(ft)-- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 6X20C16 0.33 3.34 1 0 0.8 0.8 1 2 6X20C16 4.31 3.34 1 0 9.9 9.9 2 3 6X20C16 9.29 3.34 1 0 21.4 21.4 3 4 6X20C16 9.29 3.34 1 0 21.4 21.4 4 5 6X20C16 9.29 3.34 1 0 21.4 21.4 5 6 6X20C16 9.29 3.34 1 0 21.4 21.4 6 7 6X20C16 9.29 3.34 1 0 21.4 21.4 7 8 6X20C16 9.29 3.34 1 0 21.4 21.4 8 9 6X20C16 9.29 3.34 1 0 21.4 21.4 9 10 6X20C16 9.29 3.34 1 0 21.4 21.4 10 11 6X20C16 9.29 3.34 1 0 21.4 21.4 11 12 6X20C16 9.29 3.34 1 0 21.4 21.4 12 13 6X20C16 9.29 3.34 1 0 21.4 21.4 13 14 6X20C16 9.29 3.34 1 0 21.4 21.4 14 15 6X20C16 9.31 3.34 1 0 21.4 21.4 16 6X20C16 0.33 3.34 1 0 0.8 0.8 Total(lb)= 289.3 Purlin DL= 0.69 (psf ) LOAD COMBINATION # 1 : DL+CL+LL PURLIN ANALYSIS: 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 -0.07 0.00 0.00 0.00 0.01 2 0.48 -0.48 0.01 -0.51 2.17 0.00 3 1.03 -1.03 0.00 -2.40 4.65 0.00 4 1.03 -1.03 0.00 -2.40 4.65 0.00 5 1.03 -1.03 0.00 -2.40 4.65 0.00 6/14/2005 RoofDes.out Page 18 6 1.03 -1.03 0.00 -2.40 4.65 0.00 7 1.03 -1.03 0.00 -2.40 4.65 0.00 8 1.03 -1.03 0.00 -2.40 4.65 0.00 9 1.03 -1.03 0.00 -2.40 4.65 0.00 10 1.03 -1.03 0.00 -2.40 4.65 0.00 11 1.03 -1.03 0.00 -2.40 4.65 0.00 12 1.03 -1.03 0.00 -2.40 4.65 0.00 13 1.03 -1.03 0.00 -2.40 4.65 0.00 14 1.03 -1.03 0.00 -2.40 4.65 0.00 15 1.03 -1.04 0.00 -2.41 4.65 0.01 16 0.07 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 -0.07 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00 2 LS 0.48 3.86 0.13 MS -0.51 3.28 0.16 LS 0.00 -0.02 3 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 4 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 5 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 6 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 7 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 8 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 9 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 10 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 11 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 12 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 13 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 14 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 15 RS -1.04 3.86 0.27 MS -2.41 3.28 0.73 LS 0.00 -0.36 16 LS 0.07 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.04 UNBRACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60 2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70 3 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 4 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 5 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 6 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 7 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 8 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 9 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 10 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 11 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 12 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 13 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 14 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 15 9.3 0.0 0.0 0.0 0.0 9.3 1.00 0.70 16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60 LOAD COMBINATION # 2 : DL+CL+0.75LL+0.75WP PURLIN ANALYSIS: ON Iw O a .0 I ri 0 0 0 0 0 0 0 0 0 0 0 0 O .--1 O •-1 O ▪ 0 i 0 0 0 0 0 0 0 0 0 0 0 0 0 C) 0 0 r-1 U)•-I 10000000000000000 00 gt C4 H-1 4-) O 4--1 C) C) CO C) C) C) C) C) C) C) C) C) O M U U O O N N N N N N N N N N N N U) O ,-) I 4) r-1 .0 0, 1 r-1 0 000000 O C) 00000 O CD CD IT b l 4-1 C.) 1 1 1 1 1 1 1 1 I 1 1 1 1 1 •r1 14 I N C4 I O I O O N if) U) U) U) U) U) In U) Ul U) U) CO U) U 1 0 0 0 0 0 0 0 0 0 C) C) CD 0 0 0 0 X OU I O N VO ID VD CD CD CD CD VD VD CD V0 VD U) 01 34 ,7 I O O O O O O O O O O O O O O O O I C rq O N c sr C' c C' C' In sr C' c c C' C' O V) 1 0 0 0 0 C) 0 0 0 C) 0 0 O O O O O 0 "O O O O O O O O O O O O O O O 44 00 I ± 4-1 •r1 VD I- N N N N N N 1- r` N N N N `' O+ U I 4) En O O I U) U1 U) Cr) Cr) U) U) U) U) V) U) U) U) V) U) U) ,. (UO C O O O O O O O O O O O O O C) C "O I O a U) U) U) 1n U) U) U) U) U) U) U) U) m C) E r7 I a a a a a a a a a a a a a a a a ,1] 4, 1-( EE o i O C' C) C) C) C) CO C) C) C) C) C) C) C) C) O m C I O CD r-1 1--14.-1 ,-1 .--1 'l r-1 r-1 r1 r-1 r-i O 1 U O U) 0 0 0 0 C) 0 0 0 0 0 0 0 0 O -H •H 15 0 E () O E I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ,7 C) ri VD \D CD VD CD 1.0 VD CD CD CD CD CD VD O (C J-) •Cl O O O O O O O O O O O O O O H I > 0 .N 0 0 0 C) 0 0 0 0 0 0 0 0 0 0 I C) 0 0 0 0 0 0 C) 0 0 0 0 0 0 0 0 g 4.3 I ^ 44 c ro i 3 CO co CO CO co CO co CO co CO CO CO CO CO CO CO CI) a X 0 N N N N N N N N N N N N N N N N LL', C) CG 14 14 I 1 4-1 I 44 ,-I C) 01 M r) U) M 01 01 01 01 01 r) M U) r) 01 4-, co gt 01 O O O O O O O O O O O O O U JJ I O ri O O O C) 0 0 0 0 0 CD 0 0 0 4-1 0 ri cr U) 1.11 U) U) U) U) 1.11 U) U1 U) U) 111 CO ri C C) 0 0 0 0 O O 0 0 0 0 0 0 0 W a, I O O O O 0 0 0 0 0 0 0 0 0 0 0 0 (1) U O C' CO Cl CO C) Cl CO C) C) CO CO CO CO CO O U a I 1-l co 1 O C7 0 0 C 0 C C C 0 C C 0 0 C 0 0 b 0 0 r-1 r-1 ,--1 r 1 r1 ri r-1 r-4 ri ,--H ri 1--1 ri O I E U 1 1 1 1 1 1 1 1 1 1 1 1 1 1 0 0 0 0 0 0 C) 0 0 0 0 0 C) 0 1 '- 1 CY, C) 0 0 0 0 0 0 CD 0 0 0 0 0 0 1 U l) I VD O C' C' C' Ir C' C' C' <r C' C' <r C' N O I 0 V) U) U) U) U) U) U) Co U) U) U) U) V) V) U) V) .0 CL I OCmmmmmmmmmmmmm0 1 ,-1 w EE E E E E E E E E E E E X ,..1 tT a I F-I O O O o 000 o 000000 •r1 U) I O O 0 0 0 0 C) 0 0 0 0 0 0 0 0 0 0 C C4 I I I 1 I I I 1 I I I 1 I 1 I I U N r-1 N N N N N N N N N N N N M N C E O O O O O O O O O O O O O O D O 1--1 N N N N N N N N N N N N N O •H 1 I E .0 CL I O O O O O O C) O O O C) O O O C) O M O C) 0 0 0 0 0 0 0 0 0 0 0 X 1- b) () I 3 \D )D LID VD VD VD VD 1.0 1,0 VD \D \D VD VD VD VD a ^ 0 CO co CO CO CO CO CO co CO CO CO co co CO CO co ,-) 0 0 C) 0 0 O O O O O 0 0 0 0 -- (Y., r-1 U X ,-H 01 M M U) C) 01 U) M Cl (M M 01 M M M U) ro .. 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D 6/14/2005 RoofDes.out Page 20 15 9.3 9.3 0.0 0.0 0.0 9.3 1.00 0.70 16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60 LOAD COMBINATION # 3 : 0.6DL+WS PURLIN ANALYSIS: 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 0.01 0.00 0.00 0.00 0.00 2 -0.10 0.10 0.00 0.11 2.25 0.00 3 -0.19 0.19 0.00 0.44 4.65 0.00 4 -0.19 0.19 0.00 0.44 4.65 0.00 5 -0.19 0.19 0.00 0.44 4.65 0.00 6 -0.19 0.19 0.00 0.44 4.65 0.00 7 -0.19 0.19 0.00 0.44 4.65 0.00 8 -0.19 0.19 0.00 0.44 4.65 0.00 9 -0.19 0.19 0.00 0.44 4.65 0.00 10 -0.19 0.19 0.00 0.44 4.65 0.00 11 -0.19 0.19 0.00 0.44 4.65 0.00 12 -0.19 0.19 0.00 0.44 4.65 0.00 13 -0.19 0.19 0.00 0.44 4.65 0.00 14 -0.19 0.19 0.00 0.44 4.65 0.00 15 -0.19 0.21 0.00 0.46 4.46 0.00 16 -0.01 0.00 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 0.01 3.86 0.00 RS 0.00 3.28 0.00 LS 0.00 0.00 2 LS -0.10 3.86 0.03 MS 0.11 3.28 0.03 LS 0.00 0.00 3 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 4 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 5 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 6 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 7 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 8 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 9 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 10 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 11 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 12 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 13 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 14 LS -0.19 3.86 0.05 MS 0.44 2.30 0.19 LS 0.00 0.07 15 RS 0.21 3.86 0.05 MS 0.46 2.30 0.20 LS 0.00 0.07 16 LS -0.01 3.86 0.00 LS 0.00 3.28 0.00 LS 0.00 -0.01 UNBRACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.0 0.3 0.0 0.0 1.00 0.60 2 4.3 0.0 4.3 4.3 4.3 4.3 1.00 0.70 3 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 4 9.3 9.3 9.3 9.3 9.3 9.3 1.00 0.70 r ON O 1 to 0 1 cn 0 C+7 A > 1--' H H H H 1--, H I H'a 37 H H H H H H H I H'0 > 'I H H H H H H H N 0 O• Ul 4, W N I-+ O l0 CO - 01 UI .P W N H I a ' 0 Cr) UI . 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N H H H H H H H H H H H H UI I 0 L. CO CO CO CO CO CO CO CO CO CO CO CO CO UI 1 0 L. + + + 0 l0 l0 l0 l0 l0 l0 (.0 VD l0 l0 l0 cn t r o W W W W W W W W W W W + ro 0 l0 l0 l0 l0 l0 l0 l0 l0 l0 l0 l0 O W W W W W W W Cl) W W W 0 0 l0 l0 l0 l0 l0 l0 l0 (ID l0 l0 W o W W W W W W W W W W '77 0 0 H H H H H H H H H H H H3 19 0 0 0 0 0 0 0 0 0 0 0 0 ;A 0 0 0 0 0 0 0 0 0 0 0 0 O C O O O O O O O O O O O O 01 J -.1 - J J v J v J �1 J C, O O O O O O O O O O O `0 At Q0 N N 6/14/2005 RoolDes.out Page 22 Span DEFLECTION(in) Id Calc Allow Ratio 1 0.00 2 0.00 0.35 0.01 3 0.07 0.74 0.09 4 0.07 0.74 0.09 5 0.07 0.74 0.09 6 0.07 0.74 0.09 7 0.07 0.74 0.09 8 0.07 0.74 0.09 9 0.07 0.74 0.09 10 0.07 0.74 0.09 11 0.07 0.74 0.09 12 0.07 0.74 0.09 13 0.07 0.74 0.09 14 0.07 0.74 0.09 15 0.07 0.75 0.09 16 -0.01 14888 Purlin Design Report 6/14/05 2:43pm ROOF PURLIN DESIGN RUN # 2, SURFACE # 3 (Edge Strip Zone= 3.00) PURLIN LAYOUT: Bay Span Purlin Span ---Lap(ft)-- No. No. Unit Total Id Id Size (ft) Left Right Space Row Brace Weight Weight 1 6X20C16 0.33 3.34 1 0 0.8 0.8 1 2 6X20C16 4.31 3.34 1 0 9.9 9.9 2 3 6X20C16 9.29 3.34 1 0 21.4 21.4 3 4 6X20C16 9.29 3.34 1 0 21.4 21.4 4 5 6X20C16 9.29 3.34 1 0 21.4 21.4 5 6 6X20C16 9.29 3.34 1 0 21.4 21.4 6 7 6X20C16 9.29 3.34 1 0 21.4 21.4 7 8 6X20C16 9.29 3.34 1 0 21.4 21.4 8 9 6X20C16 9.29 3.34 1 0 21.4 21.4 9 10 6X20C16 9.29 3.34 1 0 21.4 21.4 10 11 6X20C16 9.29 3.34 1 0 21.4 21.4 11 12 6X20C16 9.29 3.34 1 0 21.4 21.4 12 13 6X20C16 9.29 3.34 1 0 21.4 21.4 13 14 6X20C16 9.29 3.34 1 0 21.4 21.4 14 15 6X20C16 9.31 3.34 1 0 21.4 21.4 16 6X20C16 0.33 3.34 1 0 0.8 0.8 Total(lb)= 289.3 Purlin DL= 0.69 (psf ) LOAD COMBINATION # 1 : DL+CL+LL 6/14/2005 RoofDes.out Page 23 PURLIN ANALYSIS: 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 -0.07 0.00 0.00 0.00 0.01 2 0.48 -0.48 0.01 -0.51 2.17 0.00 3 1.03 -1.03 0.00 -2.40 4.65 0.00 4 1.03 -1.03 0.00 -2.40 4.65 0.00 5 1.03 -1.03 0.00 -2.40 4.65 0.00 6 1.03 -1.03 0.00 -2.40 4.65 0.00 7 1.03 -1.03 0.00 -2.40 4.65 0.00 8 1.03 -1.03 0.00 -2.40 4.65 0.00 9 1.03 -1.03 0.00 -2.40 4.65 0.00 10 1.03 -1.03 0.00 -2.40 4.65 0.00 11 1.03 -1.03 0.00 -2.40 4.65 0.00 12 1.03 -1.03 0.00 -2.40 4.65 0.00 13 1.03 -1.03 0.00 -2.40 4.65 0.00 14 1.03 -1.03 0.00 -2.40 4.65 0.00 15 1.03 -1.04 0.00 -2.41 4.65 0.01 16 0.07 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 -0.07 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00 2 LS 0.48 3.86 0.13 MS -0.51 3.28 0.16 LS 0.00 -0.02 3 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 4 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 5 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 6 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 7 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 8 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 9 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 10 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 11 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 12 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 13 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 14 LS 1.03 3.86 0.27 MS -2.40 3.28 0.73 LS 0.00 -0.36 15 RS -1.04 3.86 0.27 MS -2.41 3.28 0.73 LS 0.00 -0.36 16 LS 0.07 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.04 UNBRACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60 2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70 3 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 4 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 5 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 6 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 7 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 8 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 9 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 10 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 11 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 12 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 6/14/2005 RoofDes.out Page 24 13 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 14 9.3 0.0 0.0 0.0 0.0 0.0 1.00 0.70 15 9.3 0.0 0.0 0.0 0.0 9.3 1.00 0.70 16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60 LOAD COMBINATION # 2 : DL+CL+0.75LL+0.75WP PURLIN ANALYSIS: 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 0.39 -0.39 0.01 -0.42 2.17 0.00 3 0.84 -0.84 0.00 -1.95 4.65 0.00 4 0.84 -0.84 0.00 -1.95 4.65 0.00 5 0.84 -0.84 0.00 -1.95 4.65 0.00 6 0.84 -0.84 0.00 -1.95 4.65 0.00 7 0.84 -0.84 0.00 -1.95 4.65 0.00 8 0.84 -0.84 0.00 -1.95 4.65 0.00 9 0.84 -0.84 0.00 -1.95 4.65 0.00 10 0.84 -0.84 0.00 -1.95 4.65 0.00 11 0.84 -0.84 0.00 -1.95 4.65 0.00 12 0.84 -0.84 0.00 -1.95 4.65 0.00 13 0.84 -0.84 0.00 -1.95 4.65 0.00 14 0.84 -0.84 0.00 -1.95 4.65 0.00 15 0.84 -0.84 0.00 -1.96 4.65 0.01 16 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 3.86 0.02 RS 0.01 3.28 0.00 LS 0.00 0.00 2 LS 0.39 3.86 0.10 MS -0.42 3.28 0.13 LS 0.00 -0.01 3 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 4 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 5 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 6 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 7 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 8 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 9 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 10 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 11 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 12 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 13 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 14 LS 0.84 3.86 0.22 MS -1.95 3.28 0.60 LS 0.00 -0.29 15 RS -0.84 3.86 0.22 MS -1.96 3.28 0.60 LS 0.00 -0.29 16 LS 0.06 3.86 0.02 LS 0.01 3.28 0.00 LS 0.00 0.03 UNBRACE LENGTHS Available Span Minor ReductionFactor Id Major LS LL MS RL RS Outside Inside 1 0.3 0.3 0.3 0.0 0.3 0.3 1.00 0.60 2 4.3 4.3 0.0 0.0 0.0 0.0 1.00 0.70 6/14/2005 RoofDes.out Page 25 3 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 4 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 5 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 6 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 7 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 8 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 9 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 10 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 11 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 12 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 13 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 14 9.3 9.3 0.0 0.0 0.0 0.0 1.00 0.70 15 9.3 9.3 0.0 0.0 0.0 9.3 1.00 0.70 16 0.3 0.3 0.3 0.3 0.3 0.3 1.00 0.60 LOAD COMBINATION # 3 : 0.6DL+WS PURLIN ANALYSIS: 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 -0.11 0.10 0.00 0.11 2.17 0.00 3 -0.23 0.23 0.00 0.53 4.65 0.00 4 -0.23 0.23 0.00 0.53 4.65 0.00 5 -0.23 0.23 0.00 0.53 4.65 0.00 6 -0.23 0.23 0.00 0.53 4.65 0.00 7 -0.23 0.23 0.00 0.53 4.65 0.00 8 -0.23 0.23 0.00 0.53 4.65 0.00 9 -0.23 0.23 0.00 0.53 4.65 0.00 10 -0.23 0.23 0.00 0.53 4.65 0.00 11 -0.23 0.23 0.00 0.53 4.65 0.00 12 -0.23 0.23 0.00 0.53 4.65 0.00 13 -0.23 0.23 0.00 0.53 4.65 0.00 14 -0.23 0.23 0.00 0.53 4.65 0.00 15 -0.23 0.23 0.00 0.53 4.65 0.00 16 -0.02 0.00 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 3.86 0.00 RS 0.00 3.28 0.00 LS 0.00 0.00 2 LS -0.11 3.86 0.03 MS 0.11 3.28 0.03 LS 0.00 0.00 3 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 4 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 5 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 6 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 7 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 8 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 9 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 10 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 11 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 12 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 13 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 14 LS -0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 15 RS 0.23 3.86 0.06 MS 0.53 2.30 0.23 LS 0.00 0.08 r on (n 0 CnI Cn Z a I r'0 > r r r r r r r I ...it, > 1 1-'1'L1 DJ r N —1 cn Ui a, W N r a I W r:, 61 U) a, w N r 0 Lc. co -I of Ut a, W N) r 1 a Di Lam"' 0l LP a, W IV r 0 1D o - 0") (xi .0 W NJ r 1 Q. 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1/40 lD 1D .1, 0 W o • . . . • . . • • • • • • . • • U) w o w w w w w w w w w w w w w o w X O N o G (C) co 0 ✓ r r r r r r r r r r r r r r r rt a to G o eo O o 0 0 0 o O O O o 0 O o o O o r• n C y O O o 0 o O o 0 O o o O o 0 o O a rt y o O CD r- r• o C 0 r ^' 0 W r1 1+1 Cr r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3) r Cr) v) nm Ql -.1 J �I J J J v J J J v J J -.I Ol r• rt 0 0 0 0 0 0 0 0 0 0 0 0 0 O o 0 a o co lD N 0 O 0 0 r •0 m 00 Is N Os 6/14/2005 RoofDes.out Page 27 8 -0.38 0.74 0.51 9 -0.38 0.74 0.51 10 -0.38 0.74 0.51 11 -0.38 0.74 0.51 12 -0.38 0.74 0.51 13 -0.38 0.74 0.51 14 -0.38 0.74 0.51 15 -0.38 0.75 0.52 16 0.04 LOAD COMBINATION # 3 : 0.6DL+WS Span DEFLECTION(in) Id Calc Allow Ratio 1 0.00 2 0.00 0.35 0.01 3 0.08 0.74 0.11 4 0.08 0.74 0.11 5 0.08 0.74 0.11 6 0.08 0.74 0.11 7 0.08 0.74 0.11 8 0.08 0.74 0.11 9 0.08 0.74 0.11 10 0.08 0.74 0.11 11 0.08 0.74 0.11 12 0.08 0.74 0.11 13 0.08 0.74 0.11 14 0.08 0.74 0.11 15 0.08 0.75 0.11 16 -0.01 14888 Roof Panel Report 6/14/05 2:43pm PANEL DATA: Part Type Gage Yield R-26 R 26.00 80.00 MOMENTS & DEFLECTIONS: Moment(ft-lb/ft) Surf Purlin Load Support Midspan ---Deflect(in)--- Id Space Id Calc Allow Ratio Calc Allow Ratio Calc Allow Ratio 2 3.336 D+L 73.1 144.9 0.50 -58.5 128.0 0.46 -0.08 0.334 0.25 D+WP 8.6 144.9 0.06 -6.9 128.0 0.05 -0.01 0.334 0.02 D+WS -25.5 128.0 0.20 20.4 144.9 0.14 0.03 0.334 0.10 3 3.336 D+L 91.4 144.9 0.63 -51.2 128.0 0.40 -0.07 0.334 0.20 D+WP 10.7 144.9 0.07 -6.0 128.0 0.05 -0.01 0.334 0.02 D+WS -31.8 128.0 0.25 17.8 144.9 0.12 0.03 0.334 0.08 14888 Roof Diagonal Bracing Report 6/14/05 2:43pm 6/14/2005 RoofDes.out Page 28 PANEL SHEAR: Allow = 71.8 Calc Wind = 1.4 Seismic = 12.9 14888 Sidewall Diagonal Bracing Report 6/14/05 2:43pm PANEL SHEAR: Wall Wind Seismic Id Calc Calc Allow 2 718.0 718.0 71.8 4 3.8 31.8 71.8 14888 Eave Strut Report 6/14/05 2:43pm Wall Bay Eave Bay Axial Calc Axial Axial Id Id Size Width Wind Seis Allow Ratio 2 1 8X35E16 5.00 0.19 0.07 7.06 0.03 2 2 8X35E16 10.00 0.16 -1.43 28.55 0.05 2 3 8X35E16 10.00 0.13 -1.31 28.55 0.05 2 4 8X35E16 10.00 0.10 -1.19 28.55 0.04 2 5 8X35E16 10.00 0.06 -1.07 28.55 0.04 2 6 8X35E16 10.00 0.03 -0.96 28.55 0.03 2 7 8X35E16 10.00 0.00 -0.84 28.55 0.03 2 8 8X35E16 10.00 0.00 -0.91 28.55 0.03 2 9 8X35E16 10.00 0.03 -1.03 28.55 0.04 2 10 8X35E16 10.00 0.06 -1.15 28.55 0.04 2 11 8X35E16 10.00 0.10 -1.27 28.55 0.04 2 12 8X35E16 10.00 0.13 -1.38 28.55 0.05 2 13 8X35E16 10.00 0.16 0.02 7.06 0.02 2 14 8X35E16 10.00 0.19 0.14 7.06 0.03 4 14 8X35E16 5.00 0.19 0.07 7.06 0.03 4 13 8X35E16 10.00 0.16 -1.43 28.55 0.05 4 12 8X35E16 10.00 0.13 -1.31 28.55 0.05 4 11 8X35E16 10.00 0.10 -1.19 28.55 0.04 4 10 8X35E16 10.00 0.06 -1.07 28.55 0.04 4 9 8X35E16 10.00 0.03 -0.96 28.55 0.03 4 8 8X35E16 10.00 0.00 -0.84 28.55 0.03 4 7 8X35E16 10.00 0.00 -0.91 28.55 0.03 4 6 8X35E16 10.00 0.03 -1.03 28.55 0.04 4 5 8X35E16 10.00 0.06 -1.15 28.55 0.04 4 4 8X35E16 10.00 0.10 -1.27 28.55 0.04 4 3 8X35E16 10.00 0.13 -1.38 28.55 0.05 4 2 8X35E16 10.00 0.16 0.02 7.06 0.02 4 1 8X35E16 10.00 0.19 0.14 7.06 0.03 6/14/2005 RoofDes.out Page 29 14888 Strut Bolt Report 6/14/05 2:43pm EAVE STRUTS: Wall Frm_Line ----Bolt_Selected ---Bolt_Capacity--- Id Id Type No. Type Dia Wshr Calc Allow Ratio ---- -- ---- ---- 2 1 EW 2 A325 0.500 0 1.55 3.99 0.39 2 2 RF 2 A325 0.500 0 1.55 3.99 0.39 2 3 RF 2 A325 0.500 0 1.43 3.99 0.36 2 4 RF 2 A325 0.500 0 1.31 3.99 0.33 2 5 RF 2 A325 0.500 0 1.19 3.99 0.30 2 6 RF 2 A325 0.500 0 1.07 3.99 0.27 2 7 RF 2 A325 0.500 0 0.96 3.99 0.24 2 8 RF 2 A325 0.500 0 0.91 3.99 0.23 2 9 RF 2 A325 0.500 0 1.03 3.99 0.26 2 10 RF 2 A325 0.500 0 1.15 3.99 0.29 2 11 RF 2 A325 0.500 0 1.27 3.99 0.32 2 12 RF 2 A325 0.500 0 1.38 3.99 0.35 2 13 RF 2 A325 0.500 0 1.50 3.99 0.38 2 14 RF 2 A325 0.500 0 1.62 3.99 0.41 2 15 EW 2 A325 0.500 0 1.62 3.99 0.41 4 1 EW 2 A325 0.500 0 1.55 3.99 0.39 4 2 RF 2 A325 0.500 0 1.55 3.99 0.39 4 3 RF 2 A325 0.500 0 1.43 3.99 0.36 4 4 RF 2 A325 0.500 0 1.31 3.99 0.33 4 5 RF 2 A325 0.500 0 1.19 3.99 0.30 4 6 RF 2 A325 0.500 0 1.07 3.99 0.27 4 7 RF 2 A325 0.500 0 0.96 3.99 0.24 4 8 RF 2 A325 0.500 0 0.91 3.99 0.23 4 9 RF 2 A325 0.500 0 1.03 3.99 0.26 4 10 RF 2 A325 0.500 0 1.15 3.99 0.29 4 11 RF 2 A325 0.500 0 1.27 3.99 0.32 4 12 RF 2 A325 0.500 0 1.38 3.99 0.35 4 13 RF 2 A325 0.500 0 1.50 3.99 0.38 4 14 RF 2 A325 0.500 0 1.62 3.99 0.41 4 15 EW 2 A325 0.500 0 1.62 3.99 0.41 14888 Roof Design Weight Summary 6/14/05 2:43pm Roof Purlins = 1446.60 Eave Struts = 969.30 Total = 2415.90 14888 Roof Design Warning Report 6/14/05 2:43pm WARNING: Wall Bracing Panel Shear : Calc > Allowable BACK SIDEWALL DESIGN 6/14/2005 SwDes-B.out Page 1 * *14888 Sidewall Design Input 6/ 2/05 1:48pm * * (1)JOBID: '14888' * (2)PROGRAM OPTIONS: *Sidewall Run Run Lap * Id Girt Panel Stiff 'B' 'Y' 'Y' 1.00 * (3)DESIGN CODE: * *Design ---Steel_Code--- ---Build--- Seismic * Code Cold Hot Country Code Year Zone 'WS' 'NAUS01' 'AISC89' '----' 'IBC ' '00' 'C ' * (4)DESIGN CONSTANTS: * Wind * ---Steel_Yield(ksi )-- Stress_Ratio Strength * C_Sec W_Sec R_Sec Panel Girt Panel Factor 55.0 55.0 50.0 80.0 1.00 1.00 1.0000 * (5)DEFLECTION LIMITS: * * ---Girt--- --Panel--- Part * Wall Facia Wall Facia Wall 120. 0. 120. 0. 120. * (6)REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel 'I' '2' 'Y' 'Y' * (7)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type Use Offset Use Offset 'FF-' 'N ' 14.000 'N ' 14.000 * (8)BUILDING SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 8.5000 4.000 10.0000 8.9167 6.000 20.0000 8.5000 6.000 20.0000 0.0000 4.000 * (9)SIDEWALL BAY SPACING: * Sets_Of Bay No. * Bays Width Bays 2 10.0000 13 5.0000 1 * (10)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member Remove * Open Id Width Height Offset Type Height Elev Depth Select Panel 0 * (11) PARTIAL WALLS: * Set Of Base Full --Bay Id-- Wall 6/14/2005 SwDes-B.out Page 2 * Bays Type Load Start End Height 1 '- ' 'N' 12 13 7.0167 * (12)GIRT DESIGN: * Girt OS_Flg IS_Flg Set Set Max Max Unbr * Type Brace Brace Depth Lap Space Length 'CF' 'C' 'N' 4.000 0.0000 7.4167 6.2500 * (13)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 1 4.2500 * (14)SPECIAL GIRT: * Sets Of --Bay_Id-- Girt Girt Girt * Girts Start End Height Type Rotate 0 * (15)WALL PANELS/GUTTERS: * Wall Gutter Insulation * Panel Use Type Width Use Thick 'R-26 "-"N''N' 0.000 'N' 4.000 * (16)FACIA/PARAPET: * * Location Edge_Extend * No. Ext Facia Bay Bay Left Right Ext * Ext Id Type Start End Elev Height (ft) (ft) Mount 0 * (17)FACIA/PARAPET GIRTS: * *Ext ----Top---- --Interior- ---Gutter-- ---Back_Panel--- Angle *Id Type Rotate Type Rotate Type Rotate Part Rotate Spacing * (18)BASIC LOADS: * Edge_Strip_Ratio * Basic Wind_Load_Ratio Zone Col/ * Wind Deflect Factor Width Girt Panel Jamb 12.3 1.00 1.00 3.000 1.07 1.23 1.06 * (19)WIND PRESSURE/SUCTION: * Wind Wind * Pressure Suction 10.8 -11.9 . . Girt/Header 13.3 -14.4 . . Panel 10.8 -11.8 . . Jamb 16.0 -16.0 . . Parapet Girt * (20)GIRT LAPS: * * Data Set 1 Set_2 Set_3 * Opt Sets Left Right Quan Left Right Quan Left Right Quan '-' 0 * (21)GIRT STRAPS: * Data ---Set_1--- ---Set_2--- ---Set_3--- ---Set_4--- *Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan '-' 0 * Code file used was EW IBC.00 6/14/2005 SwDes-B.out Page 3 14888 Sidewall Design Code 6/02/05 1:48pm STRUCTURAL CODE: Design Basis : WS Hot Rolled Steel : AISC89 Cold Formed Steel : NAUS01 BUILDING CODE: Wind Code : IBC Year : 00 Seismic Zone : C MODULUS OF ELASTICITY Hot Rolled Steel : 29000 (ksi ) Cold Formed Steel : 29500 (ksi ) 14888 Flush Girt Design Report 6/02/05 1:48pm GIRT LOCATION: Bay No. Girt Id Id Girt 1 1 1 4.250 2 1 4.250 3 1 4.250 4 1 4.250 5 1 4.250 6 1 4.250 7 1 4.250 8 1 4.250 9 1 4.250 10 1 4.250 11 1 4.250 12 0 13 0 14 1 4.250 GIRT SPAN: Bay No. Girt Id Id Girt 1 1 1 9.83 2 1 9.83 3 1 9.83 4 1 9.83 5 1 9.83 6 1 9.83 7 1 9.83 8 1 9.83 9 1 9.83 10 1 9.83 11 1 9.83 12 0 13 0 14 1 4.83 GIRT SIZE: Bay No. Girt Id 6/14/2005 SwDes-B.out Page 4 Id Girt 1 1 1 4X25C16 2 1 4X25C16 3 1 4X25C16 4 1 4X25C16 5 1 4X25C16 6 1 4X25C16 7 1 4X25C16 8 1 4X25C16 9 1 4X25C16 10 1 4X25C16 11 1 4X25C16 12 0 13 0 14 1 4X25C16 GIRT INSIDE FLANGE BRACE: No._Brace/Bay 1 2 3 4 5 6 7 8 9 10 11 12 13 14 --- --- --- --- --- --- --- --- --- --- --- --- --- --- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GIRT ACTIONS: Bay Girt Ld ----Shear(k )--- --Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC 1 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.26 4.24 0.06 0.62 1.22 0.51 0.23 0.98 0.24 2 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS 0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 3 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 4 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 5 1 WP -0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 6 1 WP -0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 7 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 8 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 9 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 10 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 11 1 WP 0.23 4.24 0.05 -0.55 1.74 0.32 -0.21 0.98 0.21 WS -0.25 4.24 0.06 0.61 1.22 0.50 0.23 0.98 0.23 14 1 WP -0.11 4.24 0.03 -0.13 1.74 0.08 -0.01 0.48 0.03 WS 0.13 4.24 0.03 0.15 1.65 0.09 0.01 0.48 0.03 14888 Wall Panel Report 6/02/05 1:48pm PANEL DATA: Bay Part Type Gage Yield 1 R-26 R 26.00 80.0 6/14/2005 SwDes-B.out Page 5 MOMENTS & DEFLECTION: Moment(ft-lb/ft) Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC 1 4.25 WP 26.1 144.9 0.18 -18.4 128.0 0.14 -0.04 0.43 0.10 WS -34.7 128.0 0.27 24.5 144.9 0.17 0.06 0.43 0.13 2 3.58 WP 26.1 144.9 0.18 -10.3 128.0 0.08 -0.01 0.36 0.03 WS -34.7 128.0 0.27 13.7 144.9 0.09 0.02 0.36 0.04 14888 Weight Summary 6/02/05 1:48pm Girts = 227.13 Frame Openings = 0.00 227.13 14888 Sidewall Design Warning Report 6/02/05 1:48pm . . No Warnings ENDWALL DESIGN DESIGN OF FRAME TYPE A AND B)