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HomeMy WebLinkAbout000-000-008MAIN BUILDING CALCULATIONS PROJECT: SUNWEST FOODS -RICE MILL BUILDING 43 TRUCK LEAN-TO JOB NO: 1751 CUSTOMER: CRANSTON STEEL LOCATION: BIGGS, CA TABLE OF CONTENT PROJECT: SUNWEST FOODS -RICE MILL BUILDING #3 TRUCK LEAN-TO JOB NO: 1751 CUSTOMER: CRANSTON STEEL LOCATION: BIGGS, CA ITEM DESCRIPTION Pages 1 CERTIFICATE OF DESIGN Main Building Calculations 2 Design Load & Reaction Summary 1-11 3 Roof Analysis & Design 1-20 4 Back Sidewall Analysis & Design 1-12 5 Left Endwall Analysis & Design 1-12 6 Right Endwall Analysis & Design 1-10 7 Rigid Frame 1 Analysis & Design Frame(s) Ln: 2,3,4,5 & 6 1-8 8 Rigid Frame2 Analysis & Design Frame(s) Ln: 1A 1-8 Additional Calculations 1-7 DESIGN LOAD SUMMARY HCI STEEL PRODUCTS 18520 67 AVE NE ARLINGTON, WA 98223 STRUCTURAL DESIGN CALCULATIONS FOR CRANSTON STEEL P.O.BOX 1036 WOODLAND,CA 95776 SUNWEST FOODS -RICE MILL 8TH STREET BIGGS, CA 95917 1751 BUILDING DATA Width (ft). = 40.9 Length (ft) =152.5 Eave Height (ft) = 16.6/ 20.0 Roof Slope (rise/12 ) = 1.00 Dead Load (psf ) = 2.6 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collat. Load (psf ) = 0.0 Wind Speed(mph ) = 75.0 Wind Code =UBC 97 Closed/Open =P Exposure =C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Coeff = 0.36 Designer = BRUCE WELLENBRINK --------------- 4/26/00 o Q�OFESS/pN9! GG Gn w V N0. S4374 m m �°C EXp /2 3 Zvnf �0 04/26/00 DESCALC Page 1 of I 1 DESIGN LOAD SUMMARY 1751#3R Design Loads For Each Building Component 4/26/00 5:58pm FRONT SIDEWALL: --------------- LOADING Wind Wind Press Suct 14.3 -20.7 Girt/Header 19.1 -25.5 Panel 14.3 -20.7 Jamb BACK S I DEWALL : --------------- LOADING Wind Wind Press Suct 14.3 -20.7 Girt/Header 19.1 -25.5 Panel 14.3 -20.7 Jamb 04/26/00 DESCALC Page 2 of 1 I I DESIGN LOAD SUMMARY LEFT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.6 16.0 0.0 0.0 15.9 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 14.3 -20.7 Column 14.3 -20.7 Girt/Header 14.3 -20.7 Jamb 19.1 -25.5 Panel WIND COEFFICIENTS: Surf Rafter _ Wind _1 Rafter_Wind_2 Bracing_Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.00 0.00 0.80 0.00 2 -2.00 -2.00 0.00 0.00 -2.00 -2.00 -1.20 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 -0.50 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace Wind Column Wind Aux Load Id Dead Collat Snow Left Right Press Suct Id 6 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 RAFTER DESIGN LOADS: No. Load Live/ Rafter Rafter_Wind_2 Aux Load Id Dead Collat Snow Left _Wind _1 Right Left Right Id 5 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 5 1.00 0.00 0.00 0.00 0.00 - 0.00 1.00 0 04/26/00 DESCALC Page 3 of I I DESIGN LOAD SUMMARY RIGHT ENDWALL:. -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.6 20.0 0.0 0.0 15.9 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 14.3 -20.7 Column 14.3 -20.7 Girt/Header 14.3 -20.7 Jamb 19.1 -25.5 Panel WIND COEFFICIENTS: Surf Rafter _ Wind _1 Rafter_Wind_2 Bracing Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.00 0.00 0.80 0.00 2 -2.00 -2.00 0.00 0.00 -2.00 -2.00 -1.20 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 -0.50 0.00 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace Wind Column Wind I Aux Load Id Dead Collat Snow Left Right Press Suct I Id 6 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 RAFTER DESIGN LOADS: No. Load Live/ Rafter _Wind _1 Rafter_Wind_2 I Aux Load Id Dead Collat Snow Left Right. Left Right I Id 5 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0 5 1.OQ - 0.00 0.00 0.0.0 0.00 0.00 1.00 0 04/26/00 DESCALC Page 4 of I I DESIGN LOAD SUMMARY ROOFDES: BASIC LOADS: Dead Live Snow Collateral Basic Wind_Load Surface Load Load Load Load Wind Ratio Friction 2.6 20.0 0.0 0.0 15.9 1.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_R 0.0 -22.3 Purlins 0.0 -27.1 Panels 12.7 -8.0 -11.1 Bracing PURLIN DESIGN LOADS: Surf No. Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 2 1 1.00 1.00 1.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0 BRACING DESIGN LOADS: Surf No. Des Load Live/ Wind Wind Aux Id Loads Id Dead Collat Snow Press Suct Id 2 4 1 1.00 0.00 0.00 1.00 1.00 0 2 1.00 0.00 0.50 1.00 1.00 0 3 1.00 1.00 1.00 0.50 0.50 0 4 1.00 1.00 0.00 0.00 0.00 0 04/26/00 DESCALC Page 5 of 11 I DESIGN LOAD SUMMARY RIGID FRAME #1: --------------- BASIC LOADS: Basic Defl Seis Weak -Axis -React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.6 12.0 0.0 . 0.0 15.9 1.00 0.5 0.0 0.0 WIND COEFFICIENTS: Surf--Wind_1-----Wind-2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -1.20 -1.20 -1.20 -1.20 0.00 3 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: No. Des Load Loads Id 17 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 -------------------- Load _Coefficients ------------------- Live/ Live ---Wind 1-----Wind_2-- Aux Dead Collat Snow Right Left Right Left Right Seis Id 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 04/26/00 DESCALC Page 6 of I I DESIGN LOAD SUMMARY RIGID FRAME #2: --------------- BASIC LOADS: Basic Defl Seis Weak _Axis -React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.6 20.0 0.0 0.0 16.0 1.00 0.2 1.4 1.3 WIND COEFFICIENTS: Surf--Wind_1-----Wind-2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -1.20 -1.20 -1.20 -1.20 0.00 3 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: -------------------- Load _Coefficients ------------------- No. _Des Load Live/ Live ---Wind 1-----Wind_2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 17 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 5 1.00 1.00 1.00 0.00 0.00 0.50 .0.00 0.00 0.00. 0 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 04/26/00 DESCALC Page 7 of I I 0 DESIGN LOAD SUMMARY ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#3R ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Reactions, Anchor Bolts, & Base Plates 4/26/00 5:58pm ---- Foundation Loads (k) ---- --------- ----------------- Frame Col Max Pos Val Max Neg Val Anc. Bolt Base Plate Line Line Id Horiz Vert Id Horiz Vert No. Diam Width Len Thick ----- 1 ----- A -- 6 ----- 1.37 ----- -1.69 -- 7 ----- -0.94 ----- -0.33 --- 2 ----- 0.750 ----- 8.00 ----- 7.89 ----- 0.500 3 0.00 1.52 8 1.37 -3.32 1 B 6 1.42-10.22 7 -0.98 -2.58 2 0.750 8.00 7.89 0.500 3 0.00 7.40 9 1.42-10.22 1 C 6 0.00 -3.75 2 0.750 8.00 7.89 0.500 3 0.00 2.93 9 0.00 -3.75 7 C 6 2.42 -2.50 7 -1.67 -0.33 2 0.750 8.00 12.16 0.500 3 0.00 2.98 9 2.42 -2.50 7 B 6 3.57 -7.47 7 -2.47 -1.60 2 0.750 8.00 12.16 0.500 3 0.00 7.21 9 3.57 -7.47 7 A 6 1.35 -1.19 7 -0.93 -0.07 2 0.750 8.00 12.16 0.500 3 0.00 1.59 10 1.35 -2.27 * 2 A 1 4.80 -1.65 2 -7.58-10.70 2 1.000 8.00 10.00 0.500 3 2.37 9.12 2 -7.58-10.70 * 2 C 4 9.44-12.35 5 -2.90 4.81 2 1.000 8.00 9.25 0.500 3 -2.37 9.43 4 9.44-12.35 ------------------------------------------------------------------------------ * 2 Frame Lines 2 3 4 5 6 Load Load Id Combination 1 DL+LL/2+WR2 2 DL+WL1 3 DL+CO+LL. 4 DL+WR1 5 DL+CO+LL+WL1/2 6 DL+WRI+WS 7 DL+WP 8 DL+LL/2+WL2+WS 9 DL+WLI+WS 10 DL+LL/2+WR2+WS 04/26/00 DESCALC Page 8 of I 1 c DESIGN LOAD SUMMARY BRACING/PANEL SHEAR REACTIONS: I 04/26/00 DESCALC Page 9 of I I With Bracing(k ) No Bracing(lb/ft) Wall Col Horz Vert Load At Id Id React React Base Angle ---- 1 ----- A ----- ----- 3.23 3.03 ---------- 2 6, 7 6.84 5.72 3 B 4.07 3.78 4 4, 3 6.63 3.50 I 04/26/00 DESCALC Page 9 of I I DESIGN LOAD SUMMARY 1751#3R Additional Reactions Report 4/26/00 5:58pm Rigid Frame Column Reactions ---------------------------- Frame Col ---Dead--- Collateral ---Live--- --Live_R-- -Wind-Ll-- Line ----- Line ------ Horiz ----- Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert * 2 A 0.52 ----- 2.19 ----- 0.00 ----- 0.00 ----- 1.85 ----- 6.93 ----- 0.00 ----- 0.00 ----- -8.10-12.89 ----- * 2 ------------------------------------------------------------------------------ C -0.52 2.47 0.00 0.00 -1.85 6.96 0.00 0.00 -1.07 -9.24 Frame Col -Wind _R1-- -Wind L2-- -Wind R2-- Seismic L- Seismic Z Line ----- Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz _R- Vert * 2 ------ A ----- 3.36 ----- -7.30 ----- -8.10-12.89 ----- ----- 3.36 ----- -7.30 ----- -0.55 ----- -0.45 ----- 0.55 ----- 0.45 * 2 ------------------------------------------------------------------------------ C 9.96-14.82 -1.07 -9.24 9.96-14.82 -0.45 0.45 0.45 -0.45 * 2 Frame Lines 2 3 4 5 6 04/26/00 DESCALC Page 10 of I 1 DESIGN LOAD SUMMARY Endwall Column Reactions ------------------------- Endwall Column Reactions ------------------------- Frame Col -Raf_ Wind -Raf_ Wind - --Seismic L- --Seismic Line -Out_Of_Plane- Horz Frame Col Dead Collat Live -Brc_ Wind -Brc_Wind Wind_P Wind Line Line Vert Vert Vert Horz _L- Vert Horz _R- Vert Horz _S Horz ----- 1 ---- A ----- 0.41 ----- 0.00 ----- 1.11 ----- 0.00 ----- -4.29 ----- 0.00 ----- 3.71 ------ -0.94 ------ 1.37 1 B 1.53 0.00 5.87 0.00 -4.02 0.00 -12.01 -0.98 1.42 1 C 0.71 0.00 2.23 0.00 -2.67 0.00 -2.67 0.00 0.00 7 C 0.83 0.00 2.14 0.00 -2.00 0.00 -2.00 -1.67 2.42 7 B 1.57 0.00 5.64 0.00 -9.20 0.00 -3.12 -2.47 3.57 7 ---------------------------------------------------------------------------- A 0.52 0.00 1.07 0.00 2.75 0.00 -3.33 -0.93 1.35 Endwall Column Reactions ------------------------- Frame Col -Raf_ Wind -Raf_ Wind - --Seismic L- --Seismic Line Line Horz _L- Vert Horz _R Vert Horz Vert Horz _R- Vert ----- 1 ---- A ----- 0.00 ---=- -2.09 ----- 0.00 ----- -2.09 ----- 0.00 ----- 0.00 ----- 0.00 ------ 0.00 1 B 0.00 -11.75 0.00 -11.75 0.00 0.00 0.00 0.00 1 C 0.00 -4.46 0.00 -4.46 0.00 0.00 0.00 0.00 7 C 0.00 -3.33 0.00 -3.33 0.00 0.00 0.00 0.00 7 B 0.00 -9.04 0.00 -9.04 0.00 0.00 0.00 0.00 7 ---------------------------------------------------------------------------- A 0.00 -1.71 0.00 -1.71 0.00 0.00 0.00 0.00 04/26/00 DESCALC Page I I of I I ROOF DESIGN *1751#3R Roof Design Input 4/26/ 0 5:22pm *---------------------- * < PROGRAM OPERATION > *---------------------- * *(1)JOBID: (Max: 60 char) '1751#3R' *(2)PROGRAM OPTIONS: * Run Run Run ---Build--- Seismic * Purlin Panel Brace Code Year Zone ?YT 'Y' IY.1 'UBC ' 197' 13 ' *(3)DESIGN CONSTANTS: *-------- Steel _ Yield -------- ------ Stress _ Ratio ------ Lap Steel * Purlin Panel R_Col W_Col Purlin Panel Wind—Frame Stiff Code 50.0 50.0 50.0 50.0 1.03 1•.03 1.03 .50 'WS' *(4)DEFLECTION LIMITS: * ------Purlin------ ----Extension----- ---Panel--- Wind * Live Wind Total Live Wind Total Live Wind Frame 240.0 180.0 .0 120.0 120.0 .0 90.0 90.0 180.0 *(5)REPORTS: * Input Purlin Purlin Eave Roof Cable * Echo Design Summary Strut Panel Brace 'I' 'Y' 'Y' 'Y' 'Y' 'Y' *(6)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type, Use Offset Use Offset 'FF' 'N' 15.500 'N' 15.500 04/26/00 ROOMES Page I of 20 ROOF DESIGN *-------------------- * < BUILDING LAYOUT > *-------------------- * *(7)BUILDING SHAPE: (Max: 14 surfaces) * No. X_Coord Y_Coord * Surf (ft) (ft) 3 0.0000 16.5833 40.8542 19.9896 40.8542 0.0000 *(8)WALL BAY SPACING: (Max: 40 bays) * Wall Sets Of Bay No. * Id Bays Width Bays 1 2 16.5000 1 24.3542 1 2 3 27.8333 1 27.3333 3 21.3333 2 3 2 24.3542 1 16.5000 1 *(9)FRAMED OPENINGS: * Wall No. Bay Open Open * Id Opens Id Width Height 1 1 2 0.0000 0.0000 2 0 3 1 1 16.0000 14.0000 4 1 2 14.0000 14.0000 *(10)PARTIAL WALLS: * Wall Set _Of--Bay_Id-- Wall * Id Bays Start End Height 1 0 2 0 3 0 4 0 *(11)SURFACE EXTENSION/FRAME RECESS: * Surf --- Surf _Ext--- Frame Recess * Id Left Right Left Right 2 0.0000 0.0000 0.3333 0.3333 Open Open Offset Type 0.0000 4 5.4688 1 6.0000 2 ---- Rafter—Size ----- Left Right 'W10xl5 'W12xl9 ' 04/26/00 ROOMES Page 2 of 20 0 ROOF DESIGN *------------------- * < FRAMING DESIGN > ------------------- *(12)PURLINS: * Surf Purlin OS_Flg IS_Flg Set Set_Lap Max _Unbr * Id Type Brace Brace Depth Ext Int Length 2 'ZB' 'Y' 'N' 0.000 0.0000 0.0000 0.0000 *(13)PURLIN SPACING: * Surf Peak Max Set Set Of -Set_Space- * Id Space Space Space Space Space No. 2 0.0000 5.0100 0.0000 2 3.6614 1 3.7292 9 *(14)PURLIN SIZE: * Surf Set No. * Id Purl Purl Purlin_Size 2 'N' 0 *(15)PANELS: * Panel Panel Standing * Type Gage Seam 'HR ' 26.00 'N' *(16)WIND FRAMING SELECTION: * *(17)ROOF DIAGONAL BRACING: * Max _Pan 'Brace Each User—Selected—Roof—Bays * Shear Type EW No. Bay Id 0.0 'R' 'N' 1 6 0 *(18)SIDEWALL DIAGONAL BRACING: * Wall ----------- Order Selection ----------- User_ * Wall Panel Diagonal _Of_ Wind Wind Weak—Axis * Id Shear Bracing Bent Column Bending 2 'N' 'Y' 'N' 'N' 'N' 4 'N' 'Y' 'N' 'N' 'N' *(17)ROOF DIAGONAL BRACING: * Max _Pan 'Brace Each User—Selected—Roof—Bays * Shear Type EW No. Bay Id 0.0 'R' 'N' 1 6 0 *(18)SIDEWALL DIAGONAL BRACING: * Wall Max _Pan Brace User_ Selected_SW_Bays * Id Shear Type No. Bay Id 2 100.0 ' R' 1 6 4 100.0 'R' 1 4 *(19)WIND BENTS: * Wall --Member-- No Of * Id Type Depth Bays Bay_Id 2 'W' 0.00 0 4 'W' 0.00 0 *(20)WIND COLUMNS: * Wall --Member-- No Of Left/ * Id Type Depth Col Bay_Id Right 2 'W' 0.00 0 4 'W' 0.00 0 04/26/00 ROOMES Page 3 of 20 ROOF DESIGN *(21)WALL BRACING ATTACHMENT *Wall No—Of Attach --Bay No Of * Id Attach Id Start — End Level Level_Height 2 1 1 1 6 1 19.9896 4 1 2 1 6 1 16.5833 *(22)EAVE EXTENSIONS SIZE: * *Wall No_Of Ext--Bay_Id-----Extension_Size--- Edge_Extend *Id Extend Id Start End Height Width Slope Left Right 1 0 2 0 *(23)EAVE EXTENSIONS 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 *(24)CANOPY SIZE: * *Wall No_Of Ext--Bay_Id -- --- Extension _Size--- Edge_Extend *Id Extend Id Start End Height Width Slope Left Right 1 0 2 0 3 0 4 0 *(25)CANOPY PURLINS * *Ext Purlin OS_Flg IS_Flg Set *Id Type Brace Brace Depth *(26)CANOPY PANELS: * *Ext Panel Panel Standing *Id Type Gage Seam *(27)BASE ELEVATION: * Sidewalls * Front Back -10.50 -10.50 Set_Lap Max_UnBr Peak Max Set Ext Int Length Space Space Space 04/26/00 ROOMES Page 4 of 20 ROOF DESIGN *----------------- * < DESIGN LOADS > *----------------- * *(28)BASIC LOADS: * Dead Live Snow Collateral Basic Wind _Load Friction Edge Seismic * Load Load Load Load Wind Ratio Coef Strip Coef 2.6 20.0 0.0 0.0 15.9 1.00 .00 4.085 .3771 *(29)WIND PRESSURE/SUCTION * * Wind Wind Wind * Press Suct Suct-R 0.0 -22.3 0.0 -44.6 0.0 -44.6 0.0 -44.6 0.0 -44.6 0.0 -27.1 0.0 -44.6 12.7 -8.0 -11.1 (psf ) Deflection Wind Wind Press Suct 0.0 -22.3 0.0 -44.6 0.0 -44.6 0.0 -44.6 0.0 -44.6 0.0 -27.1 0.0 -44.6 12.7 -8.0 Purlins Gable Extension B_SW Eave Extension F_SW Eave Extension Canopies Panels Canopy Panels Bracing *(30)PURLIN DESIGN LOADS: * * Surf No Des Load Live/ Wind Wind Aux Load * Id Loads Id Dead Collat Snow Press Suct Id Coef 2 2 1 1.00 1.00 1.00 .00 .00 0 .00 2 1.00 .00 .00 .00 1.00 0 .00 *(31)PURLIN DESIGN LOADS: * Deflection * Surf No Des Load Live/ Wind Wind Aux Load * Id Loads Id Dead Collat Snow Press Suct Id Coef 2 0 *(32)BRACING DESIGN LOADS: * * Surf No Des Load Live/ Wind Wind Aux Load * Id Loads Id Dead Collat Snow Press Suct Seis Id Coef 2 4 1 1.00 .00 .00 1.00 1.00 .00 0 .00 2 -1.00. 00 .50 1.00. 1.00 .00 0. .00 3 1.00 1.00 1.00 .50 .50 .00 '0 .00 4 1.00 1.00 .00 .00 .00 1.00 0 .00 *(33)AUXILIARY LOADS * No. Aux Aux * Aux Id Name 0 (Max: 20 loads) No. Add Add Load Combs Id Coef *(34)ADDITIONAL LOADS: (Max: 40 loads) (F-lb/ft,N/M, W-psf,kN/M2, Dx-ft,mm) * No. Add Surf Basic Load I Fy Dx - Concentrated * Add Id Id Load Type I W1 W2 Dxl Dx2 - Distributed 0 04/26/00 ROOMES Page 5 of 20 I ROOF DESIGN *(35)PURLIN LAPS: (Enter lap on each side of each support) * *Surf Data ------Set-1 ------- ------Set-2 ------- ------Set 3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan 2 '-' 0 *(36)PURLIN LAPS: Extensions(Enter lap on each side of each support) * *Ext Data ------Set-1 ------- ------Set-2 ------- ------Set-3 ------- * et3------- * Id Opt Sets Left Right Quan Left Right Quan Left Right Quan *(37)PURLIN STRAPS: * Data --- Set_1--- --- Set_2--- --- Set_3--- --- Set_4--- * Opt Sets Strap Quan Strap Quan Strap �Quan Strap Quan 0 *(38)PURLIN STRAPS: Extensions t * *Ext Data --- Set_1--- --- Set_2--- --- Set_3--- ---Set_4--- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 04/26/00 ROOMES Page 6 of 20 ROOF DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Bypass Purlin Design Report 4/26/ 0 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ---------------------------- DESIGN RUN # 1 ; SURFACE # 2 (Edge Strip Zone= 4.09) ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Id Id Size (ft) Left Right Space Rows Brace Weight --- ---- 1 -------- 8x30Z12 ----- 0.33 ----- ----- ----- 3.66 ---- 1 ----- 0 ------ 1.8 1 2 8x30Z12 27.50 2.88 3.66 1 0 164.0 2 3 8x30Z16 27.33 2.88 1.88 3.66 1 0 102.0 3 4 8x30Z16 27.33 1.88 1.88 3.66 1 0 98.8 4 5 8x30Z16 27.33 1.88 1.88 3.66 1 0 98.8 5 6 8x30Z16 21.33 1.88 2.88 3.66 1 0 82.9 6 7 8x30Z16 21.00 2.88 3.66 1 0 75.9 8 8x30Z16 0.33 3.66 1 0 1.1 Total (lb)= Total .;Weight 1.8 164.0 102.0 98.8 98.8 82.9 75.9 1.1 625.5 Purlin DL= 1.12 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: Span Id 1 2 3 4 5 6 7 8 --------SHEAR(k )-------- Left Left Right Right Sup Lap Lap Sup 0.00=0:03 0.90 -1.13 -1.37 1.19 0.95 -0.90 -1.06 1.09 0.94 -1.00 -1.15 1.18 1.02 -0.92 -1.07 0.90 0.74 -0.62 -0.86 1.03 0.80 -0.69 0.03 0.00 -------MOMENT(f-k )------- Left Left Mid -Span Sup Lap Mom Loc 0.00 0.00 0.00 0.00 -4.87 10.89 6.48 3.40 72.12 14.46 4.69 2.79 -2.59 13.31 5.50 3.43 -2.93 14.32 4.03 2.49 -0.87 10.92 3.59 0.96 -2.91 12.58 0.00 0.00 0.33 Right Lap 2.89 2.85 3.48 2.17 1.47 Right Sup 0.00 6.48 4.69 5.50 4.03 3.59 0.00 0.00 04/26/00 ROOMES Page 7 of 20 0 ROOF DESIGN STRENGTH/DEFLECTION: Span ------SHEAR(k )------ BOLT -----MOMENT(f-k )---- SHEAR(k ) Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 1 --- RS ------ -0.03 ----- 11.52 ---- 0.00 --- RS ------ 0.00 ----- 8.21 ---- 0.00 --- RS ---- 0.00 2 RL -1.13 11.52 0.10 MS 4.87 8.21 0.59 RS 0.25 3 LL 0.95 2.41 0.40 LL 3.40 4.21 0.81 LL 0.71 4 RL -1.00 2.41 0.41 RL 3.48 4.21 0.83 RL 0.75 5 LL 1.02 2.41 0.42 LL 3.43 4.21 0.82 LL 0.74 6 LL 0.74 2.41 0.31 LL 2.49 4.21 0.59 LL 0.39 7 LL 0.80 2.41 0.33 MS 2.91 4.21 0.69 LS 0.23 8 LS 0.03 2.41 0.01 LS 0.00 4.21 0.00 LS 0.00 LAP BOLT SHEAR: DEFLECTION(in) Calc Allow 0.05 -1.06 1.38 -0.46 1.37 -0.72 1.37 -0.90 1.37 -0.03 1.07 -0.64 1.05 0.04 i 0 WEB CRIPPLING: SHEAR RATIO ( 0.5in A307 ) Left Right 0.36 0.28 0.43 0.43 0.50 0.50 0.37 0.37 0.21 0.21 WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 Left 0.38 0.36 0.33 0.31 Right 1.11 0.98 0.86 0.76 04/26/00 ROOMES Page 8 of 20 LAP BOLT Span SHEAR(k ) Id Left Right 2 0.71 3 0.42 0.63 4 0.63 0.73 5 0.73 0.54 6 0.54 0.31 7 0.31 WEB CRIPPLING: SHEAR RATIO ( 0.5in A307 ) Left Right 0.36 0.28 0.43 0.43 0.50 0.50 0.37 0.37 0.21 0.21 WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 Left 0.38 0.36 0.33 0.31 Right 1.11 0.98 0.86 0.76 04/26/00 ROOMES Page 8 of 20 ROOF DESIGN LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- Span Left Left Right Right Id Sup Lap Lap Sup ---- ----- ----- ----- ----- 1 0.00 0.03 2 -1.08 1.36 1.65 3 -1.43 -1.15 1.09 1.28 4 -1.32 -1.13 1.20 1.39 5 -1.42 -1.23 1.10 1.29 6 -1.08 -0.90 0.75 1.03 7 -1.25 -0.96 0.83 8 -0.03 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- 0.00 ----- 0.00 ----- ----- -0.01 -0.01 Calc 5.87 10.89 -3.48 -7.81 -7.81 -4.10 2.55 14.46 -3.44 -5.66 -5.66 -3.36 3.12 13.31 -4.19,-'-6.63 -6.63 -4.14 3.53 14.32 -2.62 -4.86 -4.86 -3.01 1.05 10.92 -1.77 -4.33 -4.33 -1.15 3.51 12.58 0.36 -0.01 -0.01 5.61 0.00 0.33 0.58 0.00 Span ------SHEAR(k )------ Left -----MOMENT(f-k )---- Left Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RS ------ 0.03 ----- 15.36 ---- 0.00 --- RS ------ 0.01 ----- 10.95 ---- 0.00 --- RS ---- 0.00 ------ -0.07 ----- 2 RL 1.36 15.36 0.09 MS 5.87 7.66 0.77 RS 0.21 1.59 1.83 3 LL -1.15 3.21 0.36 LL 4.10 5.61 0.73 LL 0.58 0.69 1.82 4 RL 1.20 3.21 0.37 MS 3.12 3.93 0.79 RL 0.61 1.07 1.82 5 LL -1.23 3.21 0.38 MS 3.53 3.93 0.90 LL 0.60 1.34 1.82 6 LL -0.90 3.21 0.28 LL 3.01 5.61 0.54 LL 0.32 0.04 '1.42' 7 LL -0.96 3.21 0.30 MS 3.51 3.93 0.89 LS 0.19 0.96 1.40 8 LS -0.03 3.21 0.01 LS 0.01 5.61 0.00 LS 0.00 -0.06 LAP BOLT SHEAR: Span Id 2 3 4 5 6 7 LAP BOLT SHEAR RATIO SHEAR(k ) ( 0.5in A307 ) Left Right. Left Right 0.85 0.33 0.51 0.75 0.26 0.38 0.75 0.88 0.38 0.45 0.88 0.65 0.45 0.33 0.65 0.38 0.33 0.19 0.38 0.19 04/26/00 ROOMES Page 9 of 20 ROOF DESIGN 1751#3R Bypass Purlin Design Report 4/26/ 0 5:58pm ---------------------------- DESIGN RUN # 1 ; SURFACE # 2 ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) Lap No. No. Unit Id Id Size (ft) Left Right Space Rows Brace Weight -1.08 1 8x30212 0.33 -1.17 1.20 3.73 8 0 1.8 1 2 8x30Z12 27.50 0.81 2.88 3.73 8 0 164.0 2 3 8x30Z16 27.33 2.88 1.88 3.73 8 0 102.0 3 4 8x30Z16 27.33 1.88 1.88 3.73 8 0 98.8 4 5 8x30Z16 27.33 1.88 1.88 3.73 8 0 98.8 5 6 8x30Z16 21.33 1.88 2.88 3.73 8 0 82.9 6 7 8x30216 21.00 2.88 3.73 8 0 75.9 8 8x30Z16 0.33 3.73 8 0 1.1 Total (lb)= Total Weight 14.4 1312.2 816.2 790.8 790.8 663.6 607.4 8.5 Purlin DL= 1.10 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: Span Id 1 2. 3 4 5 6 7 8 --------SHEAR(k Left Left Right Right Sup Lap Lap Sup 0.00 Loc 0.00 -0.03 0.91 0.00 =1.15 -1.39 1.21 0.97 -0.92 -1.08 1.11 0.96 -1.02 -1.17 1.20 1.04 -0.93 -1.09 0.91 0.76 -0.63 -0.87 1.05 0.81 3.65 -0.71 0.03 12.58 0.00 0.00 -------MOMENT(f-k )------- Left Left Mid -Span Sup Lap Mom Loc 0.00 0.00 0.00 0.00 -4.96 10..89 6.60 3.46 -2.16 14.46 4.78 2.84 -2.64 13.31 5.60 3.50 -2.98 14.32 4.11 2.54 -0.89 10.92 3.65 0.97 -2.97 12.58 0.00 0.00 0.33 Right Lap 2.94 2.91 3.54 2.21 1.49 Right Sup 0.00 6.60 4.78 5.60 4.11 3.65 0.00 0.00 04/26/00 ROOMES Page 10 of 20 ROOF DESIGN STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC ,Loc UC Calc Allow ---- 1 --- RS ------ -0.03 ----- 11.52 ---- --- 0.00 RS ------ 0.00 ----- 8.21 ---- 0.00 --- RS ---- 0.00 ------ 0.05 ----- 2 RL -1.15 11.52 0.10 MS 4.96 8.21 0.60 RS 0.26 -1.08 1.38 3 LL 0.97 2.41 0.40 LL 3.46 4.21 0.82 LL 0.74 -0.47 1.37 4 RL -1.02 2.41 0.42 RL 3.54 4.21 0.84 RL 0.78 -0.73 1.37 5 LL 1.04 2.41 0.43 LL 3.50 4.21 0.83 LL 0.76 -0.91 1.37 6 LL 0.76 2.41 0.31 LL 2.54 4.21 0.60 LL 0.40 -0.03 1.07 7 LL 0.81 2.41 0.34 MS 2.97 4.21 0.70 LS 0.24 -0.65 1.05 8 LS 0.03 2.41 0.01 LS 0.00 4.21 0.00 LS 0.00 0.04 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- 2 ---- ----- 0.72 ---- ----- 0.37 3 0.43 0.64 0.29 0.43 4 0.64 0.75 0.43 0.51 5 0.75 0.55 0.51 0.37 6 0.55 0.32 0.37 0.22 7 0.32 0.22 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 Left 0.39 0.36 0.34 0.32 Right 1.131.00 0.87 0.77 04/26/00 ROOMES Page I I of 20 ROOF DESIGN LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: STRENGTH/DEFLECTION: Span --------SHEAR(k )-------- BOLT -------MOMENT(f-k )------- RATIO Mom+Shr DEFLECTION(in) Span Left Left Right Right Left Left Mid -Span UC Right Right Id ---- Sup ----- Lap ----- Lap ----- Sup ----- Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 1 0.00 ------ -0.06 ----- 0.02 0.00 1.02 0.00 0.00 MS 0.00 2 -0.90 RS 1.02 1.23 0.00 3 4.44 11.63 -2.60 -5.84 3 -1.07 -0.85 0.81 0.94 -5.84 -3.08 1.88 14.49 -2.54 74.18 4 -0.98 -0.84 0.89 1.03 -4.18 -2.48 2.32 13.30 -3.12.,-=4.92 5 -1.05 -0.92 0.82 0.96 -4.92 -3.08 2.62 14.33 -1.93 -3.59 6 -0.80 -0.66 0.56 0.77 -3.59 -2.22 0.75 10.87 -1.36 -3.27 7 -0.94 -0.73 1.42- 0.72 -3.27 -0.87 2.69 11.90 MS 0.00 8 -0.02 LS 0.11 0.00 0.00 8 0.00 0.33 3.21 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ BOLT -----MOMENT(f-k )---- RATIO Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RS ------ 0.02 ----- 15.36 ---- 0.00 --- RS ------ 0.00 ----- 10.95 ---- 0.00 --- RS ---- 0.00 ------ -0.06 ----- 2 RL 1.02 15.36 0.07 MS 4.44 7.66 0.58 RS 0.11 1.25 1.83 3 LL -0.85 3.21 0.27 LL 3.08 5.61 0.55 LL 0.33 0.51 1.82 4 RL 0.89 3.21 0.28 MS 2.32 3.93 0.59 RL 0.34 0.82 1.82 5 LL -0.92 3.21 0.28 MS 2.62 3.93 0.67 LL 0.33 1.03 1.82 6 LL -0.66 3.21 0.21 LL 2.22 5.61 0.40 LL 0.17 0.02 1.42- 7 LL -0.73 3.21 0.23 MS 2.69 3.93 0.69 LS 0.11 0.76 1.40 8 LS -0.02 3.21 0.01 LS 0.00 5.61 0.00 LS 0.00 -0.05 LAP BOLT SHEAR: 04/26/00 ROOMES Page 12 of 20 0 LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left.Right Left Right 2 0.64 0.24 3 0.38 0.56 0.19 0.28 4 0.56 0.66 0.28 0.33 5 0.66 0.48 0.33 0.24 6 0.48 0.28 0.24 0.14 7 0.28 0.14 04/26/00 ROOMES Page 12 of 20 0 ROOF DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Bypass Purlin Design Report 4/26/ 0 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ---------------------------- DESIGN RUN # 1 ; SURFACE # 2 (Edge Strip Zone= 4.09) ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) Left No. No. Unit Total Id Id Size (ft) Left Right Space Rows Brace Weight -Weight --- ---- 1 -------- 8x30Z12 ----- 0.33 ----- ----- ----- 3.73 ---- 1 ----- 0 ------ 1.8 ------ 1.8 1 2 8x30Z12 27.50 1.04 2.88 3.73 1 0 164.0 164.0 2 3 8x30Zl6 27.33 2.88 1.88 3.73 1 0 102.0 102.0 3 4 8x30Z16 27.33 1.88 1.88 3.73 1 0 98. ,8 98.8 4 5 8x30Zl6 27.33 1.88 1.88 3.73 1 0 98.8 98.8 5 6 8x30Zl6 21.33 1.88 2.88 3.73 1 0 82.9 82.9 6 7 8x30Zl6 21.00 2.88 3.73 1 0 75:9 75.9 8 8x30Zl6 0.33 3.73 1 0 1.1 1.1 Total(lb)= 625.5 Purlin DL= 1.10 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: -------MOMENT(f-k )------- --------SHEAR(k )-------- Span Left Left Right Right Id ---- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.00 0.00 -0.03 2 0.91 0.00 -1.15 -1.39 3 1.21 0.97 -0.92 -1.08 4 1.11 0.96 -1.02 -1.17 5 1.20 1.04 -0.93 -1.09 6 0.91 0.76 -0.63 -0.87 7 1.05 0.81 2.54 -0.71 8 0.03 3.65 3.65 0.00 -------MOMENT(f-k )------- Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 0.00 0:00 0.00 0.00 -4.96 10.89 2.94 6.60 6.60 3.46 -2.16 14.46 2.91 4.78 4.78 2.84 -2.64 13.31 3.54 5.60 5.60 3.50 -2.98 14.32 2.21 4.11 4.11 2.54 -0.89 10.92 1.49 3.65 3.65 0.97 -2.97 12.58 0.00 0.00 0.00 0.33 0.00 04/26/00 ROOMES Page 13 of 20 ROOF DESIGN STRENGTH/DEFLECTION: Span ------SHEAR(k )------ BOLT -----MOMENT(f-k )---- RATIO Id Loc Calc Allow UC Loc Calc Allow UC ---- 1 --- RS ------ -0.03 ----- 11.52 ---- 0.00 --- RS ------ .0.00 ----- 8.21 ---- 0.00 2 RL -1.15 11.52 0.10 MS 4.96 8.21 0.60 3 LL 0.97 2.41 0.40 LL 3.46 4.21 0.82 4 RL -1.02 2.41 0.42 RL 3.54 4.21 0.84 5 LL 1.04 2.41 0.43 LL 3.50 4.21 0.83 6 LL 0.76 2.41 0.31 LL 2.54 4.21 0.60 7 LL 0.81 2.41 0.34 MS 2.97 4.21 0.70 8 LS 0.03 2.41 0.01 LS 0.00 4.21 0.00 LAP BOLT SHEAR: WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 Left LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- 2 ---- ----- 0.72 ---- ----- 0.37 3 0.43 0.64 0.29 0.43 4 0.64 0.75 0.43 0.51 5 0.75 0.55 0.51 0.37 6 0.55 0.32 0.37 0.22 7 0.32 0.22 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 Left 0.39 0.36 0.34 0.32 Right 1.13 1.00 0.87 0.77 Mom+Shr DEFLECTION(in) Loc UC Calc Allow RS 0.00 0.05 RS 0.26 -1.08 1.38 LL 0.74 -0.47 1.37 RL 0.78 -0.73 1.37 LL 0.76 -0.91 1.37 LL 0.40 -0.03 1.07 LS 0.24 -0.65 1.05 LS 0.00 0.04 04/26/00 ROOMES Page 14 of 20 ROOF DESIGN LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- Span Left Left Right Right Id Sup Lap Lap Sup ---- ----- ----- ----- ----- 1 0.00 0.03 2 -1.10 1.39 1.68 3 -1.46 -1.17 1.11 1.30 4 -1.34 -1.15 1.23 1.42 5 -1.45 -1.26 1.12 1.31 6 -1.10 -0.91 0.76 1.05 7 -1.27 -0.98 0.85 8 -0.03 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- SHEAR Left Left Mid -Span DEFLECTION(in) Sup ----- Lap ----- Mom ----- Loc ----- 0.00 Loc 0.00 0.00 -0.01 Loc 5.98 10.89 -7.95 -4.17 2.60 14.46 -5.76 -3.42 3.18 13.31 -6.75 -4.22 3.60 14.32 -4.95 -3.06 1.07 10.92 -4.41 -1.17 3.58 12.58 -0.01 7.66 0.00 0.33 Right Right Lap Sup -0.01 -3.55 -7.95 -3.50 75.76 -4.27,-'-6.75 -2.67 -4.95 -1.80 -4.41 -0.01 0.00 Span ------SHEAR(k )------ SHEAR -----MOMENT(f-k )---- SHEAR(k ) Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RS ------ 0.03 ----- 15.36 ---- 0.00 --- RS ------ 0.01 ----- 10.95 ---- 0.00 --- RS ---- 0.00 ------ -0.07 ----- 2 RL 1.39 15.36 0.09 MS 5.98 7.66 0.78 RS 0.21 1.62 1.83 3 LL -1.17 3.21 0.36 LL 4.17 5.61 0.74 LL 0.60 0.70 1.82 4 RL 1.23 3.21 0.38 MS 3.18 .3.93 0.81 RL 0.64 1.09 1.82 5 LL -1.26 3.21 0.39 MS 3.60 3.93 0.92 LL 0.62 1.36 1.82 6 LL -0.91 3.21 0.28 LL 3.06 5.61 0.55 LL 0.33 0.04 1.42' 7 LL -0.98 3.21 0.30 MS 3.58 3.93 0.91 LS 0.19 0.98 1.40 8 LS -0.03 3.21 0.01 LS 0.01 5.61 0.00 LS 0.00 -0.06 LAP BOLT SHEAR: Span Id. 2 3 4 5 6 7 LAP BOLT SHEAR RATIO SHEAR(k ) ( 0.5in.A307 ) Left Right. Left Right 0.87 0.33 0.51 0.77 0.26 0.39 0.77 0.90 0.39 0.46 0.90 0.66 0.46 0.34 0.66 0.38 0.34 0.20 0.38 0.20 04/26/00 ROOMES Page 15 of 20 I ROOF DESIGN 1751#3R Roof Panel Report 4/26/ 0 5:58pm PANEL DATA: Panel: Type = HR ; Gage = 26.00 ; Yield = 50.0 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 3.729 D+L 33.4 ----- ----- 128.3 0.26 ----- -24.0 ----- 108.8 ----- 0.22 ----- -0.03 ----- 0.497 ----- 0.07 j D+WP 3.9 171.0 0.02 -2.8 145.0 0.02 0.00 0.497 0.00 D+WS -36.5 145.0 0.25 26.2 171.0 0.15 0.05 0.497 0.10 04/26/00 ROOMES Page 16 of 20 ROOF DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Roof Diagonal Bracing Report 4/26/ 0 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Panel Shear (Allow) = 0.0 Panel Shear (Calc ) = 22.2 Bay Brace Bay ------ Diag_Brace----- ------ Diag_Brace----- Diag_Force(k ) Brace_Tension(k ) Id Start ----=----- _Loc. End ------- Type Size ---- ------ Part -------- Wind ----- Seismic ------- Calc Allow ------ ------ 6 0.00 16.50 R 0.500 ROD500 2.89 4.29 4.29 4.93 16.50 40.85 R 0.500 ROD500 2.35 3.49 3.49 4.93. 1751#3R Sidewall Diagonal Bracing Report 4/26/ 0 5:58pm -------------------------------------------------------=---------------------- ------------------------------------------------------------------------------ Panel Shear (Allow) =100.0 Panel Shear (Calc ) = 44.9 (Wall 2) Panel Shear (Calc ) = 47.9 (Wall 4) Wall Bay Level ------ Diag_Brace----- Diag_Force(k ) Brace_Tension(k ) Id ---- Id --- Height ------ Type Size ---- ------ Part -------- Wind ------ Seismic ------- Calc Allow ------ ------ 2 6 19.99 R 0.750 ROD750 5.22 8.92 8.92 11.20 4 4 16.58 R 0.625 ROD625 4.22 7.49 7.49 7.87 Wall Bay Col Wind Seismic Id Id Id Horz -Max Vert(+/-) Horz -Max Vert(+/-) ---- 2 --- 6 --- 6 ----- -4.00 --------- 3.34 ----- -6.84 --------- 5.72 2 6 7 4.00 3.34 6.84 5.72 4 4 4 -3.73 1.97 -6.63 3.50 4 4. 5• 3.73 1:97. 6.63 3.50 04/26/00 ROOMES Page 17 of 20 ROOF DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Braced Purlin Report 4/26/ 0 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Surf Span Brace Purlin Load ----Axial(k )---- --Moment(f-k )-- Axl+Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC ---- ---- ------------- 2 2 16.5 8x30Z12 ---- 1 ----- 2.35 ----- 25.00 ---- 0.09 ----- 1.88 ----- 7.66 ---- 0.25 ------- 0.33 2 2.35 25.00 0.09 0.31 10.95 0.03 0.12 3 1.18 25.00 0.05 3.73 10.95 0.34 0.28 4 1.04 25.00 0.04 0.57 10.95 0.05 0.07 2 3 16.5 8x30Zl6 1 2.35 10.87 0.22 1.31 5.61 0.23 0.43 2 2.35 10.87 0.22 0.22 4.48 0.05,- 0.27 3 1.18 10.87 0.11 2.61 5.61 0.46 0.54 4 2.06 10.87 0.19 0.40 4.48 0.09 0.28 2 4 1.6.5 8x30Z16 1 2.35 10.87 0.22 1.00 3.93 0.25 0.48 2 2.35 10.87 0.22 0.22 4.29 0.05 0.27 3 1.18 10.87 0.11 2.67 5.61 0.48 0.55 4 3.07 10.87 0.28 0.41 4.29 0.10 0.39 2 5 16.5 8x30Zl6 1 2.35 10.87 0.22 1.13 3.93 0.29 0.52 2 2.35 10.87 0.22 0.22 4.19 0.05 0.27 3 1.18 10.87 0.11 2.63 5.61 0.47 0.55 4 4.09 10.87 0.38 0.40 4.19 0.10 0.50 2 6 16.5 8x30Zl6 1 2.35 12.67 0.19 0.96 5.61 0.17 0.25 2 2.35 12.67 0.19 0.16 5.21 0.03 0.22 3 1.18 12.67 0.09 1.91 5.61 0.34 0.40 4 4.89 12.67 0.39 0.29 5.21 0.06 0.45 2 7 16.5 8x30Zl6 1 2.35 12.75 0.18 1.12 3.93 0.29 0.46 2 2.35 12.75 0.18 0.19 5.61 0.03 0.20 3 1.18 12.75 0.09 2.23 5.61 0.40 0.28- 4 5.68 12.75 0.45 0.34 5.61 0.06 0.47 04/26/00 ROOMES Page 18 of 20 ROOF DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Eave Strut Report .4/26/ 0 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Wall Bay Eave Axial Calc Axial Axial Id Id Size Wind Seis Allow Ratio ---- 2 --- 1 -------- 8x30Z16 ------ 2.46 ------ 0.83 ----- 15.15 ----- 0.16 2 2 8x30Z16 2.46 1.65 15.15 0.16 2 3 8x30Z16 2.46 2.46 15.15 0.16 2 4 8x30Z16 2.46 3.28 15.15 0.22 2 5 8x30Z16 2.46 3.91 15.15 0.26 i 2 6 8x30Z16 4.00 6.84 15.15 0.45 4 6 8x30Z16 1.45 0.59 15.15 0.10 4 5 8x30Z16 1.45 1.17 15.15 0.10 4 4 8x30Zl6 3.73 5.46 15.15 0.36 4 3 8x30Z16 3.73 4.88 15.15 0.32 4 2 8x30Zl6 3.73 4.29 15.15 0.28 4 1 8x30Z16 3.73 3.84 15.15 0.25 04/26/00 ROOMES Page 19 of 20 ROOF DESIGN 1751#3R Strut Bolt Report 4/26/ 0 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ EAVE STRUTS: Wall Frm_Line ---- Bolt ----- ---Bolt_Capacity--- ---Bolt_Capacity--- Id Id Type No Type -Selected Diam Wshr Diam Calc Allow Ratio ---- 2 -- 1 ---- EW -- 2 ----- A325 ----- 0.500 ---- 2 ** ----- 2.46 ----- 5.30 ----- 0.46 2 2 RF 2 A325 0.500 2 ** 2.46 5.30 0.46 2 3 RF 2 A325 0.500 2 ** 2.46 5.30 0,:46 2 4 RF 2 A325 0.500 2 ** 3.28 5.30 0.62 2 5 RF 2 A325 0.500 2 ** 3.91 5.30 0.74 2 6 RF 4 A325 0.500 2 ** 6.84 10.61 0.65 2 7 EW 4 A325 0.500 2 ** 6.84 10.61 0.65 4 1 EW 2 A325 0.500 2 ** 1.45 5.30 0.27 4 2 RF 2 A325 0.500 2 ** 1.45 5.30 0.27 4 3 RF 2 A325 0.500 2 ** 5.46 5.30 1.03 4 4 RF 2 A325 0.500 2 ** 5.46 5.30 1.03 4 5 RF 2 A325 0.500 2 ** 4.88 5.30 0.92 4 6 RF 2 A325 0.500 2 ** 4.29 5.30 0.81 4 7 EW 2 A325 0.500 2 ** 3.84 5.30 0.72 PURLINS: Surf Frm_Line Brace ---- Bolt -Selected ----- Load ---Bolt_Capacity--- Id Id Type Loc No Type Diam Wshr Id Calc Allow Ratio ---- 2 -- 1 ---- EW ----- 16.50 -- 2 ----- A325 ----- 0.500 ---- 2 ** ---- 1 ----- 2.35 ----- 9.17 ----- 0.26 2 2 RF 16.50 2 A325 0.500 2 ** 1 2.35 9.17 0.26 2 3 RF 16.50 2 A325 0.500 2 ** 1 3.07 5.30 0.58 2 4 RF 16.50 2 A325 0.500 2 ** 1 4.09 5.30 0.77 2 5 RF 16.50 2 A325 0.500 2 ** 1 4.89 5.30 0.92 2 6 RF 16.50 4 A325 0.500 2 ** 1 5.68 10.61 0.54 2 7 EW 16.50 4 A325 0.500 2 ** 1 5.68 10.61 0.54 **NOTE :.Not standard bolt connection ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Roof Design Warning Report 4/26/ 0 5:58pm .. No Warnings 04/26/00 ROOMES Page 20 of 20 BACK SIDEWALL DESIGN - SIDEWALL ON BAYLINE A ------------------------------------------------------------------------------ *1751#3R Sidewall Design Input File 4/26/.0 5:06pm (1) JOBID: '1751#3R' *(2)PROGRAM OPTIONS: * Sidewall Run Run Lap Steel * Id Girt Panel Stiff Code 'B' 'Y' 'Y' .50 'WS' *(3)DESIGN CONSTANTS: * ----- Steel -Yield ----- Stress -Ratio --- Deflect -Ratio--- Wind -Load * C -Sec W -Sec R -Sec Panel Girt Panel Girt Panel PartW Ratio 50.0 50.0 50.0 50.0 1.03 1.03 175. 90. 90. 1.00 *(4) REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel 'I' 'Y' 'Y' 'Y' *(5)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type Use Offset Use Offset 'FF' 'N' 15.500 'N' 15.500 *(6)BUILDING SHAPE: (Max: 14 surfaces) * No. * Surf X_Coord Y_Coord 3 0.0000 16.5833 40.8542 19.9896 40.8542 0.0000 *(7)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets Of Bay No. * Bays Width Bays 3. 21.3333 2 27.3333 3 27.8333 1 *(8)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member * Open Id Width Height Offset Type Height Elev Depth Select 1 2 14.0000 14.0000 6.0000 2 0.0000 0.000 0.000 'C ' *(9)PARTIAL WALLS: * Set Of Base Full * Bays Type Load 0 --Bay_Id-- Wall Start End Height 04/26/00 SWDES-B Page 1 of 12 0 BACK SIDEWALL DESIGN - SIDEWALL ON BAYLINE A *(10)GIRT DESIGN: * Girt In_Flg Set Set * Type Brace Depth Lap 'ZB' 'N' 8.000 1.8750 *(11)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 2 7.3333 11.6667 *(12)WALL PANELS: * Panel Panel * Type Gage 'HR 26.00 Max Max_Unbr Space Length 7.3333 10.0000 *(13)LOADING: * * Wind Wind * Pressure Suction 14.3 -20.7 Girt/Header 19.1 -25.5 Panel 14.3 -20.7 Jamb 04/26/00 SWDES-B Page 2 of 12 BACK SIDEWALL DESIGN - SIDEWALL ON BAYLINE A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Girt Design Report 4/26/00 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right --- 1 -------- 8x30Z14 ----- ---- ----- 21.33 1.88 2 8x30Z16 5.63 1.88 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Girt Location Weight -------- 7.3333 ------ 90.5 7.3333 23.9 Right 114.4 STRESS/DEFLECTION: Span ---------SHEAR(k )-------- -----MOMENT(f-k )---- --------------MOMENT(f-k )-------------- Loc Calc Allow UC Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- 1 ----- ----- ----- 0.71 -0.91 ----- -1.07 ----- 0.00 ----- ----- ----- -3.02 8.50 ----- ----- 1.99 3.85 2 0.92 0.80 0.45 3.85 2.64 1.60 2.81 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 1 --- ------ ----- ---- RL -0'.91 5.93 0.15. --- ------ ----------- MS -3.02 7.34 0'.41 --- ---- RS 0.09 2 LL 0.80 3.21 0.25 LL 2.64 5.61 0.47 LL 0.25 DEFLECTION(in) Calc Allow -0.63 1.4.6. -0.05 04/26/00 SWDES-B Page 3 of 12 0 BACK SIDEWALL DESIGN - SIDEWALL ON BAYLINE A WIND SUCTION : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: Span ---------SHEAR(k )-------- -----MOMENT(f-k )---- --------------MOMENT(f-k )-------------- Id Bay Left Left Right Right Left Left Mid -Span Right Right Id --- Sup Lap Lap ----- ----- ----- Sup ----- Sup ----- Lap Mom Loc ----- ----- ------ Lap Sup ----- ----- 1 -1.03 1.32 1.55 0.00 4.36 8.50 -2.88 -5.58 2 -1.33 -1.16 -0.65 -5.58 -3.82 -2.31 2.81 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 1 --- ------ ----- ---- RL 1.32 5.93 0.22 --- ------ ----- ---- MS 4.36 5.14 0.85 --- ---- RS 0.19 2 LL -1.16 3.21 0.36 LL -3.82 5.61 0.68 LL 0.52 DEFLECTION(in) Calc Allow 0.91 1.46 0.07 04/26/00 SWDES-B Page 4 of 12 I BACK SIDEWALL DESIGN - SIDEWALL ON BAYLINE A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Girt Design Report 4/26/00 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN # 2 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id --- Size -------- Width ----- Left ---- Right ----- Location -------- Weight i ------ 2 8x30Z12 0.96 Right Id --- 7.3333 5.2 3 8x30Z12 27.33 Lap ----- 1.88 7.3333 157.7 4 8x30Z14 27.33 1.88 1.88 7.3333 121.2 5 8x30Z14 27.33 1.88 1.88 7.3333 121.2 6 8x30Z12 27.83 1.88 1.87 7.3333 160.4 3.95 6.32 4 1.20 1.05 -0.92 565.8 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: Span ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Mom+Shr Bay Left Left Right Right Left Left Mid -Span Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 2 -0.85 ---- 0.01 ------ 0.13 -0.93 0.00 RL 0.42 0.48 0.08 0.85 3 0.94 0.41 -1.18 -1.34 0.85 1.87 -4.45 11.27 3.95 6.32 4 1.20 1.05 -0.92 -1.08 6.32 4.20 -2.38 14.44 2.69 4.56 5 1.06 0.91 -1.06 -1.22 4.56 2.71 -2.23 12.76 4.50 6.63 6 1.40 1.24 15.36 -0.92 6.63 4.15 -5.10 16.77 LL 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 2 --- RS ------ -0.93 ----- 15.36 ---- 0.06 --- RS ------ 0.85 ----- 10.95 ---- 0.08 --- RS ---- 0.01 ------ 0.13 ----- 3 RL -1.18 15.36 0.08 MS -4.45 10.95 0.41 RL 0.15 -1.07 1.87 4 LL 1.05 5.93 0.18 LL 4.20 7.34 0.57 LL 0.35 -0.54 1.87 5 RL - -1.06 5.93 0.18 RL 4.50 7.34 0.61 RL 0.40 -0.46 1.87 6 LL 1.24 15.36 0.08 MS -5.10 10.95 0.47 LL 0.16 -1.30 1.91 04/26/00 SWDES-B Page 5 of 12 BACK SIDEWALL DESIGN - SIDEWALL ON BAYLINE A WIND SUCTION : ---------------- GIRT ANALYSIS: ----SHEAR(k Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 2 1.23 1.34 3 -1.36 1.71 1.94 4 -1.74 -1.52 1.33 1.56 5 -1.54 -1.31 1.53 1.76 6 -2.03 -1.80 1.34 STRESS/DEFLECTION: --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- 0.00 -0.60 0.48 -1.23 -1.23 6.44 11.27 -5.72 -9.14 -9.14 -6.09 3.44 14.44 -3.89 -6.60 -6.60 -3.92 3.23 12.76 -6.51 -9.59 -9.59 -6.01 7.39 16.77 10.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id ---- Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 2 --- RS ------ 1.34 ----- 15.36 ---- 0.09 --- RS ------ -1.23 ----- 10.95 ---- 0.11 --- RS ---- 0.02 ------ -0.19 ----- 3 RL 1.71 15.36 0.11 MS 6.44 7.66 0.84 RL 0.31 1.54 1.87 4 LL -1.52 5.93 0.26 LL -6.09 7.34 0.83 LL 0.74 0.78 1.87 5 RL 1.53 5.93 0.26 RL -6.51 7.34 0.89 RL 0.84 0.67 1.87 6 LL -1.80 15.36 0.12 MS 7.39 7.66 0.96 LL 0.34 1.88 1.91 04/26/00 SWDES-B Page 6 of 12 BACK SIDEWALL DESIGN - SIDEWALL ON BAYLINE A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Girt Design Report 4/26/00 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 2 ; SPAN # 1 ------------------- GIRT LAYOUT: -----MOMENT(f-k )---- --------------MOMENT(f-k )-------------- Loc Calc Allow UC Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight 1 8x30Z16 21.33 1.88 11.6667 73.8 2 8x30Z16 5.63 1.88 11.6667 23.9 97.7 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: Span ---------SHEAR(k )-------- -----MOMENT(f-k )---- --------------MOMENT(f-k )-------------- Loc Calc Allow UC Bay Left Left Right Right Left Left Mid -Span Right Right Id --- Sup Lap Lap ----- ----- ----- Sup ----- Sup. ----- Lap Mom Loc ----- ----- ----- Lap Sup ----- ----- 1 0.52 -0.67 -0.79 0.00 -2.23 8.52 1.45 2.82 2 0.67 0.59 0.33 2.82 1.93 1.17 2.81 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC 1 RL -0.67 3..21 0.21 MS -2.23 5.61 0.40• RL 0.08 2 LL 0.59 3.21 0.18 LL 1.93 5.61 0.34 LL 0.13 DEFLECTION(in) Calc Allow =0.57. 1.4.6 0.00 04/26/00 SWDES-B Page 7 of 12 0 BACK SIDEWALL DESIGN - SIDEWALL ON BAYLINE A WIND SUCTION : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: Span ---------SHEAR(k )-------- -----MOMENT(f-k )---- --------------MOMENT(f-k )-------------- DEFLECTION(in) Bay Left Left Right Right Left Left Mid -Span Right Right Id --- Sup Lap Lap ----- ----- ----- Sup ----- Sup Lap Mom Loc ----- ----- ----- ----- Lap Sup ----- ----- 1 -0.76 0.97 1.14 0.00 3.22 8.52 -2.10 -4.08 2 -0.97 -0.85 -0.47 -4.08 -2.79 -1.69 2.81 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC ---- Loc UC Calc Allow ---- 1 --- ------ ----- ---- RL 0.97 3.21 0.30 --- ------ ----- MS 3.22 3.93 0.82 --- ---- RL 0.18 ------ ----- 0.82 1.46 2 LL -0.85 3.21 0.26 LL -2.79 5.61 0.50 LL 0.28 0.00 04/26/00 SWDES-B Page 8 of 12 BACK SIDEWALL DESIGN - SIDEWALL ON BAYLINE A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Girt Design Report 4/26/00 5:58pm ------------------- GIRT ------------------ G I RT # 2; SPAN # 2 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 2 -------- 8x30Z14 ----- 0.96 ---- ----- -------- 11.6667 ------ 3.7 3 8x30Z14 27.33 4 1.88 11.6667 113.9 4 8x30Zl6 27.33 1.88 1.88 11.6667 98.8 5 8x30Zl6 27.33 1.88 1.88 11.6667 98.8 6 8x30Zl2 27.83 1.88 4 11.6667 160.4 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: 475.8 N --------------MOMENT(f-k ---------SHEAR(k )-------- -----MOMENT(f-k )---- Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 2 -0.75 0.00 UC -0.81 3 0.70 0.75 -0.87 -0.98 4 0.89 0.77 -0.68 -0.79 5 0.79 0.67 -0.78 -0.89 6 1.03 0.91 12.81 -0.68 STRESS/DEFLECTION: 475.8 N --------------MOMENT(f-k )-------------- -----MOMENT(f-k )---- Left Left Mid -Span Id Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 UC 0.37 0.48 ---- 2 0.75 0.75 ----- 5.93 -3.20 11.35 2.91 4.64 4.64 3.09 -1.74 14.43 1.99 3.37 3.37 2.01 -1.66 12.81 3.25 4.81 4.81 3.00 -3.78 16.73 -1.06 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 2 --- RS ------ -0.81 ----- 5.93 ---- 0.14 --- RS ------ 0.75 ----- 7.34 ---- 0.10 --- RS ---- 0.03 ------ 0.13 ----- 3 RL -0.87 5.93 0.15 MS -3.20 7.34 0.44 RL 0.17 -1.06 1.87 4 LL 0.77 3.21 0.24 LL 3.09 5.61 0.55 LL 0.33 -0.48 1.87 5 RL -0.78 3.21 0.24 RL 3.25 5.61 0.58 RL 0.36 -0.43 1.87 6 LL 0.91 15.36 0.06 MS -3.78 10.95 0.35 LL 0.08 -0.97 1.91 04/26/00 SWDES-B Page 9 of 12 BACK SIDEWALL DESIGN - SIDEWALL ON BAYLINE A WIND SUCTION : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: Span ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Mom+Shr Bay Left Left Right Right Left Left Mid -Span Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 2 1.09 ---- 0.06 ------ -0.18 1.18 0.00 RL -0.53 0.48 0.21 -1.09 3 -1.01 0.90 1.25 1.42 -1.09 1.87 4.63 11.35 -4.22 -6.72 4 -1.28 -1.11 0.98 - 1.15 -6.72 -4.48 2.52 14.43 -2.89 -4.88 5 -1.14 -0.97 1.12 1.29 -4.88 -2.90 2.41 12.81 -4.70 -6.97 6 -1.49 -1.32 15.36 0.99 -6.97 -4.34 5.47 16.73 LL .0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 2 --- RS ------ 1.18 ----- 5.93 ---- 0.20 --- RS ------ -1.09 ----- 7.34 ---- 0.15 --- RS ---- 0.06 ------ -0.18 ----- 3 RL 1.25 5.93 0.21 MS 4.63 5.14 0.90 RL 0.36 1.53 1.87 4 LL -1.11 3.21 0.35 LL -4.48 5.61 0.80 LL 0.68 0.69 1.87 5 RL 1.12 3.21 0.35 RL -4.70 5.61 0.84 RL. 0.75 0.62 1.87 6 LL -1.32 15.36 0.09 MS 5.47 7.66 0.71 LL 0.18 1.40 1.91 04/26/00 SWDES-B Page 10 of 12 BACK SIDEWALL DESIGN - SIDEWALL ON BAYLINE A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Sidewall Jamb/Header Summary 4/26/00 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight --- 2 ------ Jamb -L -------- 8x30C16 ------ 15.92 ------ 50.6 2 Jamb -R 8x30C16 15.92 50.6 2 Header 8x30C16 14.00 44.5 STRESS/DEFLECTION: Bay 'Member. Ld ----Shear(k )---- ---Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ------ 2' Jamb -L -- WP ----- -0.47 ------ 3.61 ---- 0.13 ----- -0.73• ------ 5.79 ---- 0.13 ----- -0.18 ------ 1.09 ---- 0.17 -124.9 WS 0.67 3.61 0.19 1.05 4.80 0.22 0.26 1.09 0.24 Jamb -R WP 0.60 3.61 0.17 1.68 4:80 0.35 0.23 1.09 0.21 145.0 WS -0.86 3.61 0.24 -2.44 5.79 0.42 -0.33 1.09 0.30 Header WP -0.10 3.61 0.03 -0.34 5.79 0.06 -0.05 0.96 0.05 WS 0.14 3.61 0.04 0.49 2.41 0.20 0.07 0.96 0.07 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Wall Panel Report 4/26/00 5:58pm PANEL REACTIONS: (Back Sidwall, Bay= 1) Panel: Type = HR ; Gage = 26.00 ; Yield = 50 MOMENTS & DEFLECTION: --------- Moment(ft-lb/ft)--------- Span. Span LD Support . . Midspan. Id (ft) Id Calc Allow UC Calc Allow UC ---- 1 ----- 7.33 -- WP ----- 93.6 ----- 171.0 ---- 0.55 ----- -85.9 ----- 145.0 ---- 0.59 WS -124.9 145.0 0.86 114.6 171.0'0.67 2 4.33 WP 93.6 171.0 0.55 4.7 171.0 0.03 WS -124.9 145.0 0.86 -6.2 145.0 0.04 3 4.25 WP 20.4 171.0 0.12 -33.5 145.0 0.23 WS -27.2 145.0 0.19 44.8 171.0 0.26 --- Deflect(i.n)-- Calc Allow UC ----- ----- ---- -0.56 0.98 0.58 0.75 0.98 0.77 0.06 0.58 0.11 -0.09 0.58 0.15 -0.08 0.57 0.14 0.11 0.57 0.19 04/26/00 SWDES-B Page 11 of 12 BACK SIDEWALL DESIGN - SIDEWALL ON BAYLINE A . 1751#3R Weight Summary 4/26/00 5:58pm Girts = 1253.55 Frame Openings = 145.75 1399.30 1751#3R Sidewall Design Warning Report 4/26/00 5:58pm ------------------------------------------------------------------------------ i .. No Warnings 04/26/00 SWDES-B Page 12 of 12 LEFT ENDWALL DESIGN - ENDWALL ON BAYLINE 1 *1751#31R Endwall Design Input Echo 4/26/ 0 3:37pm ------------------------------------------------------------------------------ *(1)JOBID: (Max: 60 char) '1751#31R' *(2)PROGRAM OPTIONS: * EW Run Run Run Run No -Des Steel Lap ---Build--- Seis * Id Col/Raf Girt Brace Panel Cycles Code Stiff Code Year Zone 'L' 'Y' 'Y' 'Y' 'Y' 4 189' .'50 'UBC ' 197' 13 ' *(3)DESIGN CONSTANTS: *------------------ Steel _Yield ------------------ ---Stress Ratio--- ,� * Web Flg C -Sec W -Sec R -Sec U -Sec EP Panel Col/Raf Girt Panel 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 1.03 1.03 1.03 *(4)DEFLECTION LIMITS: *------------- Deflect _Limit ------------- * Raf-L Raf-W Raf_T Col Girt Panel PartW Bent 360. 180. 0. 180. 180. 90. 90. 180. *(5)REPORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 'I' 'Y' 'Y' 'Y' 'Y' 'Y' *(6)BUILDING TYPE: * Build Expand_EW * Type Use Offset 'FF' 'N' 15.50 *(7)SURFACE SHAPE: (Max: 10 surfaces) * No. X-Coord Y-Coord Offset * Surf (ft) (ft) (in) 4 0.0000 16.5833 10.000 41.0000 20.0000 8.000 69.4167 17.6302 8.000 69.4167 0.0000 0.000 *(8)BAY SPACING: (Max: 20 bays) * SideWall Frame I Sets Of Bay No. * Bay Recess Bays Width Bays 27.8333 0.3333 3 16.5000 1 24.5000 1 28.4167 1 *(9)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member * Open Id Width Height Offset. Type Height Elev Depth Select 2 2 0.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'C ' 3 0.0000 0.0000 0.0000 4 0.0000 0.000 0.000 'C ' 04/26/00 EWDES-L Page 1 of 12 LEFT ENDWALL DESIGN - ENDWALL ON BAYLINE 1 *(10)PARTIAL WALLS: * Set _Of Base Full--Bay_Id-- Wall * Bays Type Load Start End Height 0 *(11)COLUMNS: * ---Corner--- -Interior- Same Max_UnBr Base * Type Depth Type Depth Depth Length Elev 'R 10.000 'R ' 8.000 'N' 83.333 -10.50 *(12)COLUMN SIZE: * Set No. Column * Member Column Size *(13)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'R 10.000 'Y' 'Y' *(14)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size 'N' *(15)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc. Type 2 1 15.5572 'F' 3 1 0.0000 'F' *(16)ENDWALL GIRTS: * Girt Flange Set Set Max Girt To One Girt Max_Unbr * Type Brace Depth Lap Space Rafter Depth/Bay Length 'ZF' 'N' 0.000 0.0000 7.3333 'N' 'Y' 10.0000 *(17)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 2 7.3333 11:6667 *(18)ROOF PURLINS: * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 2 0.445 3.729 11 0.000 3 0.445 3.729 6 0.000 (19) PANELS: * Panel Panel * Type Gage 'HR 1 26.00 04/26/00 EWDES-L Page 2 of 12 LEFT ENDWALL DESIGN - ENDWALL ON BAYLINE 1 *(20)WIND FRAMING SELECTION: * ----- Order _Of_Selection ------ * Panel Diagonal Wind Wind * Shear Bracing Bent Column ' N ' ' Y ' ' N ' ' N ' *(21)WALL BRACING: * Wind Brace No. Bays Specified * Shear Type Specified Bays_ For Bracing 100.0 'R ' 1 1 *(22)WIND BENTS: * --Member-- No Of * Type Depth Bays Bay_Id '-' 0.00 0 *(23)WIND COLUMNS: * --Member-- No Of Left/ * Type Depth Bays Bay_Id Right '-' 0.00 0 *(24)WALL BRACING ATTACHMENT *No _Of Attach--Bay_Id-- No_Of *Attach Id Start End Level Level -Height 0 *(25)EAVE EXTENSION: * *Wall No_Of Ext-Bay_Id---Edge_Extend- Ext Load *Id Ext Id Start End Width Height Slope Left Right Mount Width 4 0 2 0 *(26)SW CANOPY * *Wall No_Of Ext-Bay_Id---Edge_Extend- Ext Load *Id Ext Id Start End Width Height Slope Left Right Mount Width 4 0 2 0 *(27)EW CANOPY * *Wall No_Of Ext-Bay_Id Edge_Extend- Ext *Id Ext Id Start End Width Height Slope Left Right Mount 1 0 *(28)BASIC LOADS: * Dead Live Snow Collateral Basic Wind Load Canopy Seismic * Load Load Load Load Wind Ratio Live Load 2.6 16.0 0.0 0.0 16.0 1.00 16.0 0.0 04/26/00 EWDES-L Page 3 of 12 LEFT ENDWALL DESIGN - ENDWALL ON BAYLINE 1 *(29)WIND PRESSURE/SUCTION: * Rafter Deflection Rafter_Wind_2 * Wind Wind Wind Wind * Id * Press Suct Press Suct Left 14.4 -20.8 14.4 -20.8 Column 14.4 -20.8 14.4 -20.8 Girt/Header 14.4 -20.8 14.4 -20.8 Jamb 19.2 -25.6 19.2 -25.6 Panel 0.0 -44.7 0.0 -44.7 ..L Eave Ext 0.0 -44.7 0.0 -44.7 ..R Eave Ext 0.0 -44.7 0.0 -44.7 ..SW Canopy 0.0 -44.7 0.0 -44.7 ..EW Canopy *(30)WIND COEFFICIENTS: * Surf Rafter _ Wind _1 Rafter_Wind_2 .00 Bracing_Wind Long -Surface ": * Id Left Right Left Right Left Right Press Friction 1 .00 .00 .00 .00 .80 -.50 .00 .00 2 -2.00 -2.00 .00 .00 -1.20 -1.20 -.70 .00 3 -2.00 -2.00 .00 .00 -1.20 -1.20 -.70 .00 4 .00 .00 .00 .00 -.50 .80 .00 .00 *(31)COLUMN & BRACING DESIGN LOADS: * * No. Load Rafter _Wind Brace _Wind Column -Wind I Aux -Load *Load Id Dead Collat Live Left Right Left Right Press Suct Seisl Id Coef 6 1 1.00 1.00 1.00 .00 .00 .00 .00 .00 .00 .00 0 .00 2 1.00 .00 .50 .00 .00 1.00 .00 .00 1.00 .00 0 .00 3 1.00 .00 .50 .00 .00 .00 1.00 .00 1.00 .00 0 .00 4 1.00 .00 .00 .00 .00 .00 .00 1.00 .00 .00 0 .00 5 1.00 .00 .00 1.00 .00 .00 .00 .00 1.00 .00 0 .00 6 1.00 .00 .00 .00 1.00 .00 .00 .00 1.00 .00 0 .00 *(32)COLUMN & BRACING DESIGN LOADS: Deflection * Deflection * No. Load Rafter _Wind Brace _Wind Column`Wind I Aux -Load *Load Id Dead Collat Live Left Right Left Right Press Suct Seisl Id Coef 0 *(33)RAFTER DESIGN LOADS: * * No. Load *Load Id Dead Collat Live 5 1 1.00 1.00 1.00 2 1.00 .00 .00 3 1.00 .00 .00 4 1.00 .00 .00 5 1.00 .00 .00 Rafter Wind 1 Rafter Wind 2 Left Right Left Right .00 .00 .00 .00 1.00 .00 .00 .00 .00 1.00 .00 .00 .00 .00 1.00 .00 .00 .00 .00 1.00 *(34)RAFTER DESIGN LOADS: Deflection * Deflection * No. Load Rafter _ Wind _1 Rafter_Wind_2 I Aux -Load *Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 0 04/26/00 EWDES-L Page 4 of 12 1 Aux Seis I Id -Load: Coef .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 .00 0 .00 * Deflection * No. Load Rafter _ Wind _1 Rafter_Wind_2 I Aux -Load *Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 0 04/26/00 EWDES-L Page 4 of 12 LEFT ENDWALL DESIGN - ENDWALL ON BAYLINE 1 *(35)AUXILIARY LOADS: (Max: 10 loads, 10 comb/load) * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef 0 *(36)ADDITIONAL LOADS: (Max: 20 loads) * No. Add Surf Basic Load I FX FY M * Add Id Id Load Type I W1 W2 Co 0 X Y -Conc. DL1 DL2 -Unif. t ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#31R Column & Rafter Design 4/26/ 0 4:28pm ----------------------------------------------------------------------=------- ------------------------------------------------------------------------------ MEMBER SIZES: Mem Mem Mem --- Wide Flange Section -- C -Section Mem Id ----- Loc ----- Type ------- W -Dep ----- W-Thk F-Wid ----- ----- F-Thk ----- Depth Gage Weight ----- ---- ------ Col-1 0.8 W8x10 7.5 0.170 3.9 0.205 158.55 Col -2 16.5 W8x10 7.5 0.170 3.9 0.205 171.61 Col -3 41.0 W8xl8 7.5 0.230 5.3 0.330 345.65 Col -4 69.4 W8x10 7.5 0.170 3.9 0.205 168.33 Raf-1 W12xl9 11.5 0.235 4.0 0.350 296.64 Raf-2 W12x19 11.5 0.235 4.0 0.350 485.06 Raf-3 W12x19 11.5 0.235 4.0 0.350 541.79 Total = 2167.63 04/26/00 EWDES-L Page 5 of 12 LEFT ENDWALL DESIGN - ENDWALL ON BAYLINE 1 DESIGN ACTIONS/STRESSES: (W/R/U-Section) 04/26/00 EWDES-L Page 6 of 12 --- Axial (k`,ksi )----- Shear (k ,ksi ) --- Moment (f -k ,ksi )- Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id ----- Id ---- Load ------ Stress ------ Stress ------ Load ------ Stress Stress Load Stress Stress Col-1 1 2.20 0.74 10.89 0.00 ------ 0.00 ------ 20.00 ------ 0.00 ------ 0.00 ------ 13.57 Col -1 2 -0.60 -0.20 39.99 1.36 1.07 26.66 5.39 -8.29 18.09 Col -1 3 -0.60 -0.20 39.99 1.36 1.07 26.66 5.39 -8.29 18.09 Col -1 4 -0.61 -0.20 39.99 0.94 0.74 26.66 -3.73 -5.74 18.09 Col -1 5 -2.74 -0.93 39.99 1.36 1.07 26.66 5.39 -8.29 18.09 Col -1 6 -2.74 -0.93 39.99 1.36 1.07 26.66 5.39 -8.29 18.09 Col -2 1 5.85 1.98 10.89 0.00 0.00 20.00 0.00 0.00 13.57 Col -2 2 -1.91 -0.65 39.99 1.40 1.10 26.66 6.00 -9.22 18.09 Col -2 3 -1.91 -0.65 39.99 1.40 1.10 26.66 6.00 -9.22 18.09 Col -2 4 -1.90 -0.64 39.99 0.97 0.76 26.66 -4.15 -6.38 18.09 Col -2 5 -7.84 -2.65 39.99 1.40 1.10 26.66 6.00 -9.22 18.09 Col -2 6 -7.84 -2.65 39.99 1.40 1.10 26.66 6.00 -9.22 18.09 Col -3 1 9.19 1.75 4.67 0.00 0.00 20.00 0.00 0.00 11.61 Col -3 2 -2.82 -0.54 39.99 0.00 0.00 26.66 0.00 0.00 15.48 Col -3 3 -2.82 -0.54 39.99 0.00 0.00 26.66 0.00 0.00 15.48 Col -3 4 -2.84 -0.54 39.99 0.00 0.00 26.66 0.00 0.00 15.48 Col -3 5 -12.01 -2.28 39.99 0.00 0.00 26.66 0.00 0.00 15.48 Col -3 6 -12.01 -2.28 39.99 0.00 0.00 26.66 0.00 0.00 15.48 Col -4 1 3.36 1.13 2.88 0.00 0.00 20.00 0.00 0.00 6.42 Col -4 2 -1.01 -0.34' 39.99 0.00 0.00 26.66 0.00 0.00 8.55 Col -4 3 -1.01 -0.34 39.99 0.00 0.00 26.66 0.00 0.00 8.55 Col -4 4 -1.00 -0.34 39.99 0.00 0.00 26.66 0.00 0.00 8.55 Col -4 5 -4.35 -1.47 39.99 0.00 0.00 26.66 0.00 0.00 8.55 Col -4 6 -4.35 -1.47 39.99 0.00 0.00 26.66 0.00 0.00 8.55 Raf-1 1 -0.21 -0.04 30.00 -2.52 0.93 20.00 6.74 -3.80 33.00 Raf-1 2 0.24 0.04 31.61 3.54 1.31 26.66 -9.52 -5.36 43.99 Raf-1 3 0.24 0.04 31.61 3.54 1.31 26.66 -9.52 -5.36 43.99 Raf-1 4 -0.04 -0.01 39.99 -0.51 0.19 26.66 1.34 -0.76 43.99 Raf-1 5 -0.04 -0.01 39.99 -0.51 0.19 26.66 1.34 -0.76 43.99 Raf-2 1 -0.33 -0.06 30.00 -3.99 1.48 20.00 22.87 -12.88 33.00 Raf-2 2 -0.60 -0.11 39.99 5.65 2.10 26.66 -32.39 -18.25 43.99 Raf-2 3 -0.60 -0.11 39.99 5.65 2.10 26.66 -32.39 -18.25 43.99 Raf-2 4 -0.07 -0.01 39.99 -0.79 0.29 26.66 4.54 .-2.56 43.99 Raf-2 5 -0.07 -0.01 39.99 -0.79 0.29 26.66 4.54 -2.56 43.99 Raf-3 1 -0.40 -0.07 30.00 4.78 1.78 20.00 22.87 -12.88 33.00 Raf-3. 2 -0.51 70.09 339.99 -6.77 2.51 26.66 =32.39 -18.25 43.99 Raf-3 3 -0:51 -0.09 39.99 -6.77 2.51 26.66 -32.39 -18.25 43.99 Raf-3 4 -0.08 -0.01 39.99 0.95 0.35 26.66 4.54 -2.56 43.99 Raf-3 5 -0.08 -0.01 39.99 0.95 0.35 26.66 4.54 -2.56 43.99 04/26/00 EWDES-L Page 6 of 12 LEFT ENDWALL DESIGN - ENDWALL ON BAYLINE 1 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom ----- Col-1 ---- 1 ----- 0.07 ----- 0.00 ------ 0.00 -------------- 0.07 Col -1 2 0.01 0.04 0.46 0.46 Col -1 3 0.01 0.04 0.46 0.46 Col -1 4 0.01 0.03 0.32 0.32 Col -1 5 0.02 0.04 0.46 0.46 Col -1 6 0.02 0.04 0.46 0.46 Col -2 1 0.18 0.00 0.00 0.18 Col -2 2 0.02 0.04 0.51 0.51 Col -2 3 0.02 0.04 0.51 0.51 Col -2 4 0.02 0.03 0.35 0.35 Col -2 5 0.07 0.04 0.51 0.51 Col -2 6 0.07 0.04 0.51 0.51 Col -3. 1 0.37 0.00 0.00 0.37 Col -3 2 0.01 0.00 0.00 0.00 Col -3 3 0.01 0.00 0.00 0.00 Col -3 4 0.01 0.00 0.00 0.00 Col -3 5 0.06 0.00 0.00 0.00 Col -3 6 0.06 0.00 0.00 0.00 Col -4 1 0.39 0.00 0.00 0.39 Col -4 2 0.01 0.00 0.00 0.00 Col -4 3 0.01 0.00 0.00 0.00 Col -4 4 0.01 0.00 0.00 0.00 Col -4 5 0.04 0.00 0.00 0.00 Col -4 6 0.04 0.00 0.00 0.00 Raf-1 1 0.00 0.05 0.12 0.12 Raf-1 2 0.00 0.05 0.12 0.12 Raf-1, 3 0.00 0.05 0.12 0.12 Raf-1 4 0.00 0.01 0.02 0.02 Raf-1 5 0.00 0.01 0.02 0.02 Raf-2 1 0.00 0.07 0.39 0.39 Raf-2 2 0.00 0.08 0.41 0.41 Raf-2 3 0.00 0.08 0.41 0.41 Raf-2 4 0.00 0.01 0.06 0.06 Raf-2 5 0.00 0.01 0.06 0.06 Raf-3 1 0.00 0.09 0.39 0.39 Raf-3 2 0.00 0.09 0.41 0.41 Raf-3•' 3 0.00 0.09 0.41 0..41 Raf-3 4 0.00 0.01 0.06 0.06 Raf-3 5 0.00 0.01 0.06 0.06 04/26/00 EWDES-L Page 7 of 12 LEFT ENDWALL DESIGN - ENDWALL ON BAYLINE 1 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k ) Id ----- Id ---- Calc ------ ------ Allow Horz(OP) ------- Vert ----- Horz(IP) ------- Col-1 1 0.00 1.06 0.00 2.20 0.00 Col -1 2 0.27 1.06 1.36 -4.00 3.62 Col -1 3 0.27 1.06 1.36 -0.60 0.00 Col -1 4 -0.19 1.06 -0.94 -0.61 0.00 Col -1 5 0.27 1.06 1.36 -2.74 0.00 Col -1 6 0.27 1.06 1.36 -2.74 0.00 Col -2 1 0.00 1.14 0.00 5.85 0.00 Col -2 2 0.35 1.14 1.40 -1.91 0.00 Col -2 3 0.35 1.14 1.40 -5.91 4.26 Col -2 4 -0.25 1.14 -0.97 -1.90 0.00 Col -2 5 0.35 1.14 1.40 -7.84 0.00 Col -2 6 0.35 1.14 1.40 -7.84 0.00 Col -3 1 0.00 1.28 0.00 9.19 0.00 Col -3 2 0.00 1.28 0.00 -2.82 0.00 Col -3 3 0.00 1.28 0.00 -2.82 0.00. Col -3 4 0.00 1.28 0.00 -2.84 0.00 Col -3 5 0.00 1.28 0.00 -12.01 0.00 Col -3 6 0.00 1.28 0.00 -12.01 0.00 Col -4 1 0.00 1.12 0.00 3.36 0.00 Col -4 2 0.00 1.12 0.00 -1.01 0.00 Col -4 3 0.00 1.12 0.00 -1.01 0.00 Col -4 4 0.00 1.12 0.00 -1.00 0.00 Col -4 5 0.00 1.12 0.00 -4.35 0.00 Col -4 6 0.00 1.12 0.00 -4.35 0.00 Raf-1 1 -0.04 0.55 Raf-1 2 0.05 1.10 Raf-1 3 0.05 1.10 Raf-1 4 -0.01 1.10 Raf-1 5 -0.01 1.10 Raf-2 1 -0.05 0.82 Raf-2 2 0.08 1.63 Raf-2 3 0.08 1.63 Raf-2 4 -0.01 1.63 Raf-2 5 -0.01 1.63 Raf-3 1 -0.57 0.95 Raf-3 2 0.80 1.89 Raf-3 3 0.80 _ 1.89 Raf-3 4 -0.11 1.89 'Raf-3 5 -0-11 1.89 04/26/00 EWDES-L Page 8 of 12 LEFT ENDWALL DESIGN - ENDWALL ON BAYLINE 1 RAFTER MEMBER DEFLECTIONS: Mem Load Deflection (in) Id Id Calc Allow ----- ---- ------ ------ Raf-- 1 -0.04 0.55 Raf-1 2 0.05 1.10 Raf-1 3 0.05 1.10 Raf-1 4 -0.01 1.10 Raf-1 5 -0.01 1.10 Raf-2 1 -0.05 0.82 Raf-2 2 0.08 1.63 Raf-2 3 0.08 1.63 Raf-2 4 -0.01 1.63 Raf-2 5 -0.01 1.63 Raf-3 1 -0.57 0.95 Raf-3 2 0.80 1.89 Raf-3 3 0.80 1.89 Raf-3 4 -0.11 1.89 Raf-3 5 -0.11 1.89 1751#31R Rafter Splice Report 4/26/ 0 4:28pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Surf Surf Splice ---Plate--- --- Design _Load --- ----------Bolts----------- Id Loc Id Width Thick Axl Shr Mom Type Diam Rows Space Gage ---- ----- ------ ----- ----- =---- ----- ----- ---- ----- ---- ----- ---- 2 15.6 Mom- 1 6.0 0.500 0.2 3.5 6.7 A325 0.750 1 0.00 3.00 0.2 3.5 -9.5 A325 0.750 1 0.00 3.00 3 0.0 Mom- 2 6.0 0.500 0.5 6.8 22.9 A325 0.750 1 0.00 3.00 0.5 6.8 -32.4 A325 0.750 1 0.00 3.00 04/26/00 EWDES-L Page 9 of 12 LEFT ENDWALL DESIGN - ENDWALL ON BAYLINE 1 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#31R Flush Girt Design Report 4/26/ 0 4:28pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 --- ---- -------- -------- 1 2 7.333 11.667 2 0 3 0 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 1 2 14.752 14.752 2 0 3 0 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 --- ---- -------- -------- 1 2 8x30Z14 8x30Z16 2 0 3 0 GIRT ACTIONS: (C/D/Z-Section) 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 -0.62 5.93 0.10 -2.29 7.34 0.31 -0.28 0.98 0.29 WS 0.89 5.93 0.15 3.30 3.67 0.90 0.41 0.98 0.42 1 2 WP 0.51 3.21 0.16 -1.89 5.61 0.34 -0.28 0.98 0.29 WS -0.74 3.21 0.23 2.73 2.81 0.97 0.41 0.98 0.42 04/26/00 EWDES-L Page 10 of 12 LEFT ENDWALL DESIGN - ENDWALL ON BAYLINE 1 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#31R Endwall Diagonal Bracing Summary 4/26/ 0 4:28pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL SHEAR WITH NO BRACING: Panel Shear (Allow) = 100.0 Panel Shear (Calc ) = 61.3 CABLE BRACING REQUIRED: Bay Level ------ Diag_Brace ----- Diag_Force(k ) Brace_Tension(k ) Id Height Type Size Part Wind Seismic Calc Allow --- ------ ---- -------------- ------------- ------ ------ 1 15.45 R 0.625 ROD625 5.84 0.00 5.84 7.87 COLUMN BASE REACTIONS: Bay Col Max Max Id Id Horz Vert(+/-) --- 1 ---- 1 ---- -4.26 --------- 3.99 1 2 4.26 3.99 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#31R ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Allow UC Wall Panel Report 4/26/ 0 4:28pm PANEL DATA: Bay= 1 Panel: Type = HR Gage = 26.00 ; Yield = 50.0 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 ----- 7.33 -- WP ----- 91.0 ----- 171.0 ---- 0.53 ----- -83.6 ----- 145.0 ---- 0.58 ----- -0.58 ----- 0.98 ---- 0.60 WS -121.3 145.0 0.84 111.4 171.0 0.65 0.78 0.98 0.79 2 4.33 WP 91.0 171..0 0.53 19.0 171.0 0.11 0.09. 0.58 0.15 WS -121.3 145.0 0.84 -25.3 145.0'0.17 -0.12 0.58 0.20 3 5.31 WP 37.1 171.0 0.22 -49.2 145.0 0.34 -0.19 0.71 0.26 WS -49.5 145.0 0.34 65.6 171.0 0.38 0.25 0.71 0.35 04/26/00 EWDES-L Page 11 of 12 I LEFT ENDWALL DESIGN - ENDWALL ON BAYLINE 1 1751#31R Endwall Design Warning Report 4/26/ 0 4:28pm .. No Warnings ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#31R Endwall Weight Summary 4/26/ 0 4:28pm FORCED SPACING: Total Column Weight = 844.14 Total Rafter Weight = 1323.49 Total Girt Weight = 104.45 Total Door Jamb Weight = 0.00 Total Bracing Weight = 47.28 Total Clips Weight = 6.60 Total Endwall Weight = 2325.95 04/26/00 EWDES-L Page 12 of 12 0 RIGHT ENDWALL DESIGN - ENDWALL ON BAYLINE 7 ------------------------------------------------------------------------------ *1751#3R Endwall Design Input Echo 4/26/ 0 5:58pm ------------------------------------------------------------------------------ *(1)JOBID: (Max: 60 char) '1751#3R' *(2)PROGRAM OPTIONS: * EW Run Run Run Run No -Des Steel Lap ---Build--- Seis * Id Col/Raf Girt Brace Panel Cycles Code Stiff Code Year Zone 'R' 'Y' 'Y' 'Y' 'Y' 4 189' .50 'UBC ' 197' 13 ' *(3)DESIGN CONSTANTS: *------------------ Steel _Yield ------------------ ---Stress Ratio--- * Web Flg C -Sec W -Sec R -Sec U -Sec EP Panel Col/Raf Girt Panel 50.0 50.0 50.0 50.0 50.0 50.0 50.0 50.0 1.03 1.03 1.03 *(4)DEFLECTION LIMITS: *------------- Deflect _Limit ------------- * Raf-L Raf-W Raf_T Col Girt Panel PartW Bent 360. 180. 0. 180. 180. 90. 90. 180. (5) REPORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace III T V 1 I V B IV B I V B IV B *(6)BUILDING TYPE: * Build Expand_EW * Type Use Offset 'FF' 'N' 15.50 *(7)SURFACE SHAPE: (Max: 10 surfaces) * No. X-Coord Y-Coord Offset * Surf (ft) (ft) (in) 3 0.0000 .19.9896 0.000 40.8542 16.5833 8.000 40.8542 0.0000 8.000 *(8)BAY SPACING: (Max: 20 bays) * SideWall Frame I Sets Of Bay No. * Bay Recess I Bays Width Bays 21.3333 0.3333 2 24.3542 1 16.5000 1 *(9)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member * Open Id Width Height Offset Type Height Elev Depth Select 1 1 16.0000 14.0000 4.1771 1 0.0000 0.000 0.000 'C ' *(10)PARTIAL WALLS: * Set Of Base Full * Bays Type Load 0 --Bay_Id-- Wall Start End Height 04/26/00 EWDES-R Page I of 10 RIGHT ENDWALL DESIGN - ENDWALL ON BAYLINE 7 *(11)COLUMNS: * ---Corner--- -Interior- Same Max_UnBr Base * Type Depth Type Depth Depth Length Elev 'R 112.00 'R ' 12.00 'N' 83.333 -10.50 *(12)COLUMN SIZE: * Set No. Column * Member Column Size 'N' *(13)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'R 112.000 'Y' 'Y' *(14)RAFTERS SIZE: * Set No. Rafter t * Member Rafter Size 'N' *(15)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc. Type 2 0 *(16)ENDWALL GIRTS: * Girt Flange Set' Set Max Girt To One Girt Max_Unbr * Type Brace Depth Lap Space Rafter Depth/Bay Length 'ZF' 'N' 0.000 0.0000 7.3333 'N' 'Y' 10.0000 *(17)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'Y' 3 7.3333 11.6667 15.0000 *(18)ROOF PURLINS: * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 2 0.000 3.729 10 0.000 *(19)PANELS: * Panel Panel * Type Gage 'HR 1 26.00 *(20)WIND FRAMING SELECTION: * ----- Order _Of_Selection ------ * Panel Diagonal Wind Wind * Shear Bracing Bent Column ' N ' IV ' ' N ' ' N ' *(21)WALL BRACING: * Wind Brace No. Bays Specified * Shear Type Specified Bays_ For Bracing 100.0 'R ' 1 2 04/26/00 EWDES-R Page 2 of 10 RIGHT ENDWALL DESIGN - ENDWALL ON BAYLINE 7 *(22)WIND BENTS: * --Member-- No Of *(28)BASIC * Type Depth Bays Bay_Id '-' 0.00 0 Snow *(23)WIND COLUMNS: Basic * --Member-- No Left/ * Type Depth -Of Bays Bay_Id Right '-' 0.00 0 0.0 *(24)WALL BRACING ATTACHMENT 1.00 20.0 0.0 *No_Of Attach --Bay_Id-- No *Attach Id Start End -Of Level 0 Def1ection *(25)EAVE EXTENSION: * Wind * Wind Wind *Wall No Ext -Bay Suct -Of *Id Ext Id - Start End Width Height 2 0 -20.7 14.3 4 0 Column 14.3 Level Height -Edge Extend- Ext Load Slope Left Right Mount Width *(26)SW CANOPY * *Wall No_Of Ext-Bay_Id---Edge_Extend- Ext Load *Id Ext Id Start End Width Height Slope Left Right Mount Width 2 0 4 0 *(27)EW CANOPY * *Wall No_Of Ext-Bay_Id---Edge_Extend- Ext *Id Ext Id Start End Width Height Slope Left Right Mount 3 0 *(28)BASIC LOADS: * Dead Live Snow Collateral Basic Wind Load Canopy Seismic * Load Load Load Load Wind Ratio Live Load 2.6 20.0 0.0 0.0 15.9 1.00 20.0 0.0 *(29)WIND PRESSURE/SUCTION: * Def1ection * Wind Wind' Wind Wind * Press Suct Press Suct 14.3 -20.7 14.3 -20.7 Column 14.3 -20.7 14.3 -20.7 Girt/Header 14.3 -20.7 14.3 -20.7 Jamb 19.1 -25.5 19.1 -25.5 Panel 0.0 -44.6 0.0 -44.6 ..L Eave Ext 0.0 -44.6 0.0 -44.6 ..R Eave Ext 0.0 -44.6 0.0 -44.6 ..SW Canopy 0.0 -44.6 0.0 -44.6 ..EW Canopy 04/26/00 EWDES-R Page 3 of 10 RIGHT ENDWALL DESIGN - ENDWALL ON BAYLINE 7 *(30)WIND COEFFICIENTS: * Surf Rafter_Wind_l ,Rafter -Wind -2 Bracing_Wind Long Surface * Id Left Right Left Right Left Right Press Friction 1 .00 .00 .00 .00 .80 -.50 .00 .00 2 -2.00 -2.00 .00 .00 -1.20 -1.20 -.70 .00 3 .00 .00 .00 .00 -.50 .80 .00 .00 *(31)COLUMN & BRACING DESIGN LOADS: * * No. Load Rafter _Wind Brace _Wind Column -Wind I Aux -Load *Load Id Dead Collat Live Left Right Left Right Press Suct Seisl Id Coef 6 1 1.00 1.00 1.00 .00 .00 .00 .00 .00 .00 .00 0 .00 2 1.00 .00 .50 .00 .00 1.00 .00 .00 1.00 .00 0 .00 3 1.00 .00 .50 .00 .00 .00 1.00 .00 1.00 .00 0 .00 4 1.00 .00 .00 .00 .00 .00 .00 1.00 .00 .00 �'0 .00 5 1.00 .00 .00 1.00 .00 .00 .00 .00 1.00 .00 0 .00 6 1.00 .00 .00 .00 1.00 .00 .00 .00 1.00 .00 0 .00 0 *(32)COLUMN & BRACING DESIGN LOADS: Deflection * Deflection * No. Load Rafter _Wind Brace _Wind Column -Wind I Aux -Load *Load Id Dead Collat Live Left Right Left Right Press Suct Seisl Id Coef 0 *(33)RAFTER DESIGN LOADS: * * No. Load Rafter _ Wind _1 Rafter_Wind_2 I Aux *Load Id Dead Collat Live Left Right Left Right Seis -Load I Id Coef 5 1 1.00 1.00 1.00 .00 .00 .00 .00 00 0 .00 2 1.00 .00 .00 1.00 .00 .00 .00 .00 0 .00 3 1.00 .00 .00 .00 1.00 .00 .00 .00 0 .00 4 1.00 .00 .00 .00 .00 1.00 .00 .00 0 .00 5 1.00 .00 .00 .00 .00 .00 1.00 .00 0 .00 *(34)RAFTER DESIGN LOADS: Deflection * Deflection * No. Load Rafter_Wind_l Rafter -Wind -2 I Aux -Load *Load Id Dead Collat Live Left Right Left Right Seis I Id Coef 0 *(35)AUXILIARY LOADS: (Max: 10 loads, 10 comb/load) * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef 0 *(36)ADDITIONAL LOADS: (Max: 20 loads) * No. Add Surf Basic Load I FX FY M X Y -Conc. * Add Id Id Load Type I W1 W2 Co DL1 DL2 -Unif. 0 04/26/00 EWDES-R Page 4 of 10 RIGHT ENDWALL DESIGN - ENDWALL ON BAYLINE 7 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Column & Rafter Design 4/26/ 0 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ MEMBER SIZES: Mem Mem Mem --- Wide Flange Section -- C -Section Mem Id ----- Loc ----- Type W -Dep W-Thk F-Wid F-Thk ------- ----- ----- ----- ----- Depth Gage ----- ---- Weight ------ Col-1 0.0 W12x19 11.5 0.235 4.0 0.350 364.65 Col -2 24.4 W12xl9 11.5 0.235 4.0 0.350 326.07 Col -3 40.2 W12x19 11.5 0.235 4.0 0.•350 300.99 Raf-1 W12xl9 11.5 0.235 4.0 0.350 778.92 Total = 1770.63 DESIGN ACTIONS/STRESSES: (W/R/U-Section) --- Axial (k ,ksi )----- Shear (k ,ksi ) --- Moment (f -k ,ksi )- Mem Load Design Calc Allow Design Calc Allow Design Calc Allow Id Id Load Stress Stress Load Stress Stress Load Stress Stress ----- Col-1 ---- 1 ------ 2.98 ------ 0.53 ------ 10.40 ------ 0.00 ------ 0.00 ------ 20.00 ------ 0.00 ------ 0.00 ------ 17.48 Col -1 2 -0.09 -0.02 39.99 2.42 0.90 26.66 11.61 -6.54 23.30 Col -1 3 -0.09 -0.02 39.99 2.42 0.90 26.66 11.61 -6.54 23.30 Col -1 4 -0.33 -0.06 39.99 -1.67 0.62 26.66 -8.02 -4.52 23.30 Col -1 5 -2.50 -0.45 39.99 2.42 0.90 26.66 11.61 -6.54 23.30 Col -1 6 -2.50 -0.45 39.99 2.42 0.90 26.66 11.61 -6.54 23.30 Col -2 1 7.21 1.29 10.40 0.00 0.00 20.00 0.00 0.00 17.48 Col -2 2 -1.03 -0.19 39.99 -3.57 1.33 26.66 15.31 -8.63 23.30 Col -2 3 -1.03 -0.19 39.99 -3.57 1.33 26.66 15.31 -8.63 23.30 Col -2 4 -1.60 -0.29 39.99 2.47 0.92 26.66 -10.58 -5.96 23.30 Col -2 5 -7.47 -1.34 39.99 -3.57 1.33 26.66 15.31 -8.63 23.30 Col -2 6 -7.47 -1.34 39.99 -3.57 1.33 26.66 15.31 -8.63 23.30 Col -3 1 1.59 0.29 10.40 0.00 0.00 20.00 0.00 0.00 17.48 Col -3 2 0.03 0.01 13.86 -1.35 0.50 26.66 5.36 -3.02 23.30 Col -3 3 0.03 0.01 13.86 -1.35 0.50 26.66 5.36 -3.02 23.30 Col -3 4 -0.07 -0.01 39.99 0.93 0.35 26.66 -3.70 -2.08 23.30 Col -3 5 -1.19 -0.21 39.99 -1.35 0.50 26.66 5.36 -3.02 23.30 Col -3 6 -1'.19 .-0.21 39.99 -1.35 0.50 26.66. 5.36. -3:0223.30 Raf-1 1 0.32 0.06 22.57 -3.83 1.42 26.00, 15.13 -8.53 33.00 Raf-1 2 -0.93 -0.17 39.99 4.33 1.61 26.66 -17.13 -9.65 43.99 Raf-1 3 -0.93 -0.17 39.99 4.33 1.61 26.66 -17.13 -9.65 43.99 Raf-1 4 0.06 0.01 30.09 -0.69 0.26 26.66 2.73 -1.54 43.99 Raf-1 5 0.06 0.01 30.09 -0.69 0.26 26.66 2.73 -1.54 43.99 04/26/00 EWDES-R Page 5 of 10 RIGHT ENDWALL DESIGN - ENDWALL ON BAYLINE 7 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom ----- Col-1 ---- 1 ----- 0.05 ----- 0.00 ------ 0.00 -------------- 0.05 Col -1 2 0.00 0.03 0.28 0.28 Col -1 3 0.00 0.03 0.28 0.28 Col -1 4 0.00 0.02 0.19 0.19 Col -1 5 0.01 0.03 0.28 0.28 Col -1 6 0.01 0.03 0.28 0.28 Col -2 1 0.12 0.00 0.00 0.12 Col -2 2 0.00 0.05 0.37 0.37 Col -2 3 0.00 0.05 0.37 0.37 Col -2 4 0.01 0.03 0.26 0.26 Col -2 5 0.03 0.05 0.37 0.37 Col -2 6 0.03 0.05 0.37 0.37 i Col -3 1 0.03 0.00 0.00 0.03 Col -3 2 0.00 0.02 0.13 0.13 Col -3 3 0.00 0.02 0.13 0.13 Col -3 4 0.00 0.01 0.09 0.09 Col -3 5 0.01 0.02 0.13 0.13 Col -3 6 0.01 0.02 0.13 0.13 Raf-1 1 0.00 0.07 0.26 0.26 Raf-1 2 0.00 0.06 0.22 0.22 Raf-1 3 0.00 0.06 0.22 0.22 Raf-1 4 0.00 0.01 0.03 0.04 Raf-1 5 0.00 0.01 0.03 0.04 04/26/00 EWDES-R Page 6 of 10 RIGHT ENDWALL DESIGN - ENDWALL ON BAYLINE 7 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Id Col -1 Col -1 Col -1 Col -1 Col -1 Col -1 Col -2 Col -2 Col -2 Col -2 Col -2 Col -2 Col -3 Col -3 Col -3 Col -3 Col -3 Col -3 Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 Load Id 1 2 3 4 5 6 1 2 3 4 5 6 1 2 3 4 5 6 1 2 3 4 5 Deflection (in) Calc Allow 0.00 1.28 0.20 1.28 0.20 1.28 -0.14 1.28 0.20 1.28 0.20 1.28 0.00 1.14 0.21 1.14 0.21 1.14 -0.15 1.14 0.21 1.14 0.21 1.14 0.00 1.06 0.06 1.06 0.06 1.06 -0.04 1.06 0.06 1.06 0.06 1.06 -0.30 0.81 0.34 1.62 0.34 1.62 -0.05 1.62 -0.05 1.62 RAFTER MEMBER DEFLECTIONS: Mem Id Raf-1 Raf-1 Raf-1 Raf-1 Raf-1 04/26/00 Load Id 1 2 3 4 5 Deflection (in) Calc Allow -0.30 0.81 0.34 1.62 0.34 1.62 -0.05 1.62 -0.05 1.62 Reaction (k ) Horz(OP) Vert 0.00 2.98 2.42 -0.09 2.42 -0.09 -1.67 -0.33 2.42 -2.50 2.42 -2.50 0.00 7.21 3.57 -4.81 3.57 -1.03 -2.47 -1.60 3.57 -7.47 3.57' -7.47 0.00 1.59 1.35 0.03 1.35 -2.27 -0.93 -0.07 1.35 -1.19 1.35 -1.19 EWDES-R Horz(IP) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.07 0.00 0.00 0.00 0.00 0.00 0.00 2.48 0.00 0.00 0.00 Page 7 of 10 0 RIGHT ENDWALL DESIGN - ENDWALL ON BAYLINE 7 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Flush Girt Design Report 4/26/ 0 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 7.333 11.667 15.000 2 2 7.333 11.667 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 3.260 3.260 23.438 2 2 14.917 14.917 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 3 --- ---- -------- -------- -------- 1 3 12x30Z14 12x30Z14 12x30Z12 2 2 8x30Z14 8x30Z16 GIRT ACTIONS: (C/D/Z-Section) 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 -0.14 3.86 0.04 -0.11 11.66 0.01 0.00 0.22 0.00 WS -0.20 3.86 0.05 0.16 11.66 0.01 0.00 0.22 0.00 1 2 WP 0.09 3.86 0.02 -0.07 11.66 0.01 0.00 0.22 0.00 WS 0.13 3.86 0.03 0.11 11.66 0.01 0.00 0.22 0.00 1 3 WP -1.44 10.91 0.13 -5.80 19.44 0.30 -0.55 1.56 0.35 WS 2.09 10.91 0.19 8.39 9.72 0.86 0.80 1.56 0.51 2 1 WP -0.62 5.93 0.10 -2.32 7.34 0.32 -0.29 0.99 0.30 WS -0.90 5.93 0.15 3.36 3.67 0.92 0.43 0.99 0.43 2 2 WP 0.51 3.21 0.16 -1.92 5.61 0.34 -0.30 0.99 0.30 WS 0.74 3.21 0.23 2.77 2.81 0.99 0.43 0.99 0.43 04/26/00 EWDES-R Page 8 of 10 RIGHT ENDWALL DESIGN - ENDWALL ON BAYLINE 7 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751.#3R Door Jamb & Header Summary 4/26/ 0 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight --- ------ 1 Jamb -L -------- 12x30C14 ------ 15.00 ------ 75.0 Jamb -R 12x30C14 15.00 75.0 STRESS/DEFLECTION: Bay Member Ld Id Id Id 1 Jamb -L WP WS Jamb -R WP WS ----Shear(k )---- Calc Allow UC 1.08 4.39 0.25 1.57 4.39 0.36 1.08 4.39 0.25 1.57 4.39 0.36 ---Moment(f-k )-- Calc Allow UC -4.06 12.30 0.33 5.87 10.51 0.56 -4.06 12.30 0.33 5.87 10.51 0.56 ---Deflect(in)-- Calc Allow:UC -0.20 1.00 0.20 0.29 1.00 0.29 -0.20 1.00 0.20 0.29 1.00 0.29 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Endwall Diagonal Bracing Summary 4/26/ 0 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL SHEAR WITH NO BRACING: Panel Shear (Allow) = 100.0 Panel Shear (Calc ) = 163.6 CABLE BRACING REQUIRED: Bay Level ------ Diag_Brace----- Id Height Type Size Part 2 15.45 R • 0.625 ROD625 COLUMN BASE REACTIONS: Bay Col Max Max Id Id Horz Vert(+/-). 2 2 -4.07 3.78 2 3 4.07 3.78 Diag_Force(k ) Wind Seismic 5.55 0.00 Brace_Tension(k ) Calc Allow 5.55 7..87 04/26/00 EWDES-R Page 9 of 10 I RIGHT ENDWALL DESIGN - ENDWALL ON BAYLINE 7 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Wall Panel Report 4/26/ 0 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL DATA: Bay= 1 Panel: Type = HR Gage = 26.00 ; Yield = 50.0 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 ----- 7.33 -- WP ----- 96.7 ----- 171.0 ---- 0.57 ----- -80.1 ----- 145.0 ---- 0.55 -----•----- -0.55 0.98 ---- 0.56 WS -129.0 145.0 0.89 106.9 171.0 0.63 0.73 0.98 0.75 2 4.33 WP 96.7 171.0 0.57 5.4 171.0 0.03 0.04 0.58 0.07 WS -129.0 145.0 0.89 -7.2 145.0 0.05 -0.06 0.58 0.10 3 3.33 WP 26.7 171.0 0.16 -11.3 145.0 0.08 -0.01 0.44 0.03 WS -35.7 145.0 0.25 15.1 171.0 0.09 0.02 0.44 0.04 4 3.47 WP 26.7 171.0 0.16 -15.3 145.0 0.11 -0.02 0.46 0.05 WS -35.7 145.0 0.25 20.5 171.0 0.12 0.03 0.46 0.06 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Endwall Design Warning Report 4/26/ 0 5:58pm .. No Warnings ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#3R Endwall Weight Summary 4/26/ 0 5:58pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ FORCED SPACING: Total Column Weight = 991.71 Total Rafter Weight = 778.92 Total Girt Weight - 299.93 Total Door Jamb Weight 150.00 Total Bracing Weight = 47.27 Total Clips Weight = 23.10 Total Endwall Weight = 2290.93 04/26/00 EWDES-R Page 10 of 10 RIGID FRAME 1 DESIGN - FRAME ON BAYLINES 2, 3, 4, 5 & 6 *1751#3R Rigid Frame Design Input Echo 4/26/ 0 5:58pm *(1)JOBID: (Max: 60 char) '1751#3R ' *(2)PROGRAM OPTIONS: *Frame Frame Stress Frame No -Of End -Conn Steel Splice Build Seis * Id Type Space Space Cycle Lt Rt Code Fix Code Year Zone 1 'RF ' 5.00 28.33 7 'P' 'P' 189' 1.00 'UBC ' 197' 13 ' *(3)ANALYSIS OPTIONS: * Plate Depth Column_Dep_Opt(in) Rafter-Dep_Opt(in) Web_Stiffener * Opt Opt Typ Min Max Typ Min Max Use Ratio B Side 'N' 'N' 'T' 7.50 72.00 'C' 10.00 72.00 'N' 0.00 ",-,Y ' *(4)DESIGN CONSTANTS: * ----------- Steel _Yield(ksi )----------- ---- Stress Deflect t Limit * Web Flg R_Frm P Frm T_Frm EP BP Frame Col _Ratio---- EP BP Horz Vert 50.0 50.0 50.0 35.0 46.0 50.0 50.0 1.03 1.03 1.03 1.03 75.0 240.0 *(5)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React III 1 V T w y l 1Y1 1 1 V 1 IN' 1 L lV IN? IN' lV lV IN'IN' lV lV 1 Y 1 I V V 1 *(6)BUILDING SHAPE; * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 3 0.0000 16.5833 8.000 40.8542 19.9896 8.000 40.8542 0.0000 6.000 *(7)MEMBER DEPTHS: * Surf Member --Depth(in)-- No. Interior_Depths * Id Size Start End Dep Loc.(ft) Depth(in) 1 '-------- ' 9.500 20.000 0 2 '-------- 21.000 21.000 1 20.4386 21.000 3 '--------' 17.000 8.500 0 *(8)MEMBER SPLICES: (Max: 40 total splices) * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 1 0.0000 'PEE' 3 1 0.0000 'VEE' *(9)SEGMENT PLATES: (Max: 100 segments) * Mem No. Seg Len Flange Plate Thickness (in) * Id Seg Id (ft) Width Web O.S.Flg I.S.Flg 1 1 1 0.00 5.0 0.1345 0.2500 0.2500 2 1 2 0.00 5.0 0.1875 0.2500 0.2500 3 1 3 0.00 5.0 0.1875 0.2500 0.2500 4 1 4 0.00 8.0 0.1345 0.3750 0.3750 04/26/00 RFDES-1 Pagel of 8 RIGID FRAME 1 DESIGN - FRAME ON BAYLINES 2, 3, 4, 5 & 6 *(10)INTERIOR COLUMNS: * No. Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 *(11)BASE ELEVATION: * Elev -10.5 Left Column -10.5 Right Column *(12)WALL GIRTS: (Max: 20 girts/surface) * Surf Girt Girt Girt No. * Id Depth Project Lap Girt Location(ft) 1 8.00 0.00 1.875 2 7.333 11.667 3 0.00 6.00 0.000 0 *(13)ROOF PURLINS: * Surf Purl Purl Purl No. Peak Set Of -Set_Space- * Id Depth Project Lap Purlin Space Space Space. No. 2 8.00 0.00 2.875 10 0.000 2 3.661 1 3.729 9 *(14)FLANGE BRACES: (Max: 400 total braces) * Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 1 2 2 4 1 4 7 10 3 0 *(15)SIDEWALL EXTENSIONS: *Surf No Ext ------- Extension -Size ------- Facia Load * Id Ext Id Type Width . Elev Slope Height Width 1 0 3 0 *(16)EXTENSION LOADS: *Ext Dead Collat Live Windl_Coeff Wind2_Coeff Facia Wind *Id psf psf psf Left Right Left Right Left Right *(17)BASIC LOADS: * Basic Wind Seis Weak_ Axis_ Force * Dead Live. Snow 'Collateral Wind Load Load L Col '.R -Col * psf' psf psf psf psf Ratio k 2.60 12.00 0.00 0.00 15.93 1.00 0.5 0.00 0.00 *(18)WIND COEFFICIENTS: * Surf --Wind_1--- --Wind-2--- Surface * Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -1.20 -1.20 -1.20 -1.20 0.00 3 -0.50 0.80 -0.50 0.80 0.00 04/26/00 RFDES-1 Page 2 of 8 0 RIGID FRAME 1 DESIGN - FRAME ON BAYLINES 2, 3, 4, 5 & 6 *(19)DESIGN LOADS: * -------------------- Load -Coefficients ------------------- *Des Load Live/ Live ---Wind-1 -- ---Wind 2-- Aux Load *No. Id Dead Collat Snow Right Left Right Left Right Seis Id Coeff 17 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 '0.00 0.00 0 0.00 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 0.00 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 01' 0.00 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(20)AUXILARY LOADS: *No. Aux Aux No. Add Add Comb *Aux Id Name Loads Id Coeff 0 *(21)ADDITIONAL LOADS: .(F -k , W-k/ft, Dx,Dy,Dl-ft) *No. Add Surf Basic Load Fx Fy M Dx Dy -Conc *Add Id Id Type Type W1 W2 Co Dll D12 -Dist 0 *(22)FLOOR BEAMS: * Bay No. Beam Beam Con_Type Con_Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 0 *(23)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 04/26/00 RFDES-1 Page 3 of 8 RIGID FRAME 1 DESIGN - FRAME ON BAYLINES 2, 3, 4, 5 & 6 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#3R ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Base Plate and Anchor Bolt Design 4/26/ 0 5:58pm Bolt Type = A307 Weak Column Max_Reactions(k ) Axis --- Plate_Size(in)--- ---- Bolts(in)---- Loc. Comp Tens Shear Tens Width Length Thick Row Diam Gage ------ Left ----- 9.1 ----- ----- -8.0 -5.7 ----- 0.0 ----- ------ ----- 8.0 10.00 0.500 ----- ----- 1 1.000 ---- 4.00 Right 9.4 -9.3 7.1 0.0 8.0 9.25 0.500 1 1.000 4.00 ------------------------------------------------------------------------=------ ------------------------------------------------------------------------------- 1751#3R ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Bolted -End -Plate Design 4/26/ 0 5:58pm I Bolt Type = A325 Splice Member -Plate(in)-- Tens Load(k ,f -k )------ Bolt(in)------- Weld Id Typ Loc. Width Thick Loc. Id Shr Mom Row Diam Space Gage Reqd ------ ------ ----- ----- ---- -- --- ---- --- ----- ----- ----- ----- 1 PEE 1- 2 6.0 0.500 Top: 17 7 39 2 0.750 4.00 3.00 0.188F Bot: 2 -7 48 2 0.750 4.00 3.00 0.188F 2 VEE 3- 4 8.0 0.750 Top: 16 -7 44 2 0.750 4.00 3.50 0.250F Bot: 3 9 76 2 0.750 4.00 3.50 0.250F 04/26/00 RFDES-1 Page 4 of 8 RIGID FRAME I DESIGN — FRAME ON BAYLINES 2, 3, 4, 5 & 6 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#3R ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Stiffener Report Web To Flange 4/26/ 0 5:58pm Stiff Stiff Stiff Force Force Force Loc No. Width Thick Calc. Allow Ratio ------- Col 1 --- ----- 1 2.50 ----- 0.250 ----- 25.3 ----- 49.6 ----- 0.51 Col 2 1 4.00 0.250 23.3 72.5 0.32 ------------------------------------------------------------------------------- -1751#3R Flange Brace Report 4/26/ 0 5:58pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Surf No. Weld Report: Web To Flange 4/26/ 0 5:58pm Id Brace Flange Braces -Weld-Provided- ---- 1 ----- 1 Loc ------------- 2 Shear----- One Member Sides: 2 -Weld _ Load Shear _Side_Of_Web Size Shear Part L2x.075 Id Id Win ) (in) Force: 0.32 1 1 2 4 Loc 1 4 7 10 6 1 Sides: 2 2 2 2 3 15 Part : L2x.075 L2x.075 L2x.075 L2x.075 4 4 Force: 0.23 0.21 0.15 0.34 3 0 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#3R Weld Report: Web To Flange 4/26/ 0 5:58pm -Weld-Provided- ---- Max Shear----- One Member Segment Section -Weld _ Load Shear _Side_Of_Web Size Shear Id Id Id Id Win ) (in) Win ) 1 1 1 2 0.64 0.188 4.24 2 2 6 1 0.24 0.188 3.18 3 3 15 3 0.37 0.188 4.24 4 4 20 3 0.98 0.188 4.24 04/26/00 RFDES-I Page 5 of 8 I RIGID FRAME I DESIGN - FRAME ON BAYLINES 2, 3, 4, 5 & 6 1751#3R Special Segment Report 4/26/ 0 5:58pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- SEGMENT SIZE AT LEFT COLUMN: ----------------------------- Web Thick= 0.135 ( 0.135) Flange Width= 5.000 ( 5.000) Flange Thick= 0.250 ( 0.250) SEGMENT SIZE AT RIGHT COLUMN: ----------------------------- Web Thick= 0.135 ( 0.135) Flange Width= 5.000 ( 8.000) Flange Thick= 0.250 ( 0.375) 1751#3R Design Summary Report 4/26/ 0 5:58pm MEMBERS: Mem Seg1 Flange IWeb Depthl Plate_ Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len WidlStrt Endl Web 0-flg I-flglId Ld UcvlId Ld Uco11d Ld Uci 1 1 16.8 5.0 9.5 20.0 0.135 0.250 0.250 1 2 0.28 4 2 0.66 4 2 0.69 2 2 18.3 5.0 21.0 21.0 0.188 0.250 0.250 6 1 0.29 6 2 0.49 8 9 1.01 3 3 18.4 5.0 21.0 21.0 0.188 0.250 0.250 15 3 0.35 15 3 0.79 12 2 0.78 4 4 20.1 8.0 17.0 8.5 0.135 0.375 0.375 20 3 0.36 16 9 0.70 16 3 0.61 LOAD COMBINATIONS: 1 - DL+CO+LL 2 - DL+WL1 3 - DL+WR1 9 - DL+WR2 WEIGHTS: Member 1 2 3 4 ---------- ---- ---- Weight (lb) 263 400 ---- ---- 403 534 Total Weight (lb) : Frame Members = 1601 Interior Col. = 0 Conn. Plates = 242 Base Plates = 22 Trans Stiff = 0 1864 04/26/00 RFDES-1 Page 6 of 8 RIGID FRAME I DESIGN - FRAME ON BAYLINES 2, 3, 4, 5 & 6 REACTIONS: (Sidewall Columns) Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ----- Left -Column ------ Fx(k ) Fy(k ) M(f-k ) 2.37 9.12 0.00 -7.58 -10.70 0.00 3.87 -5.12 0.00 -1.68 2.68 0.00 4.05 5.47 0.00 -6.66 -7.23 0.00 4.80 -1.65 0.00 -7.58 -10.70 0.00 3.87 -5.12 0.00 -1.68 2.68 0.00 4.05 5.47 0.00 -6.66 -7.23 0.00 4.80 -1.65 0.00 -0.03 1.73 0.00 1.07 2.64 0.00 -0.55 -0.45 0.00 0.55 0.45 0.00 DEFLECTIONS : (in) Load Id 1 2 3 4 5 6 7 8 9 10 ll 12 13 14 15 16 17 Lateral Defl @ Top Of Col Vert Defl Left Right @ Midspan 0.04 0.04 -0.70 1.36 1.36 0.72 -2.52 -2.51 0.80 0.72 0.71 -0.26 -1.22 -1.22 -0.22 1.37 1.37 0.45 -2.50 -2.50 0.52 1.36 1.36 0.72 -2.52 -2.51 0.80 0.72 0.71 -0.26 -1.22 -1.22 -0.22 1.37 1.37 0..45 -2.50 -2.50 0.52 0.28 0.28 -0.15 -0.26 -0.26 -0.15 0.27 0.27 0.00 -0.27 -0.27 0.00 ----- Right_Column----- Fx(k ) Fy(k ) M(f-k ) -2.37 9.43 0.00 -1.58 -6.77 0.00 9.44 -12.35 0.00 -2.90 4.81 0.00 2.61 2.02 0.00 -2.51 -3.29 0.00 8.52 -8.87 0.00 -1.58 -6.77 0.00 9.44 -12.35 0.00 -2.90 4.81 0.00 2.61 2.02 0.00 -2.51 -3.29 0.00 8.52 -8.87 0.00 -0.97 2.92 0.00 -0.07 2.02 0.00 -0.45 0.45 0.00 0.45 -0.45 0.00 04/26/00 RFDES-1 Page 7 of 8 0 RIGID FRAME 1 DESIGN - FRAME ON BAYLINES 2, 3, 4, 5 & 6 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 4745 6623 702 2 148 178 678 3 80 96 615 4 282 339 1872 5 165 197 2182 6 147 176 1093 7 80 96 938 8 148 178 678 9 80 96 615 10 282 339 1872 11 165 197 2182 12 147 176 1093 13 80 96 938 14 716 863 3176 15 764 912 3329 16 739 887 99999 17 739 887 99999 Max Live Vertical = -0.57, Span/Deflection = 854 Max Horizontal Drift= -2.52, Eave Height/Drift= 80. ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#3R Rigid Frame Clearances 4/26/ 0 5:58pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- VERTICAL CLEARANCE: ------------------ Left Col 14'03-12" (X= 2'04-08", Y= 14'03-12") Right Col 17'04-05" (X= 38'10-11", Y= 17104-05") Midspan 15'10-00" (X= 20106-14", Y= 15'10-00") HORIZONTAL CLEARANCE: --------------- Left Col - Right Col 36'06-03" (X1= 2'04-08", X2= 38'10-11") ------------------------------------------------ ------------------------------------------------ 1751#3R Rigid Frame Design Warnings . No Warnings ------------------- ------------------- 4/26/ 0 5:58pm ------------------- ------------------- 04/26/00 RFDES-1 Page 8 of 8 1 RIGID FRAME 2 DESIGN - FRAME ON BAYLINE 1.5 *1751#32R Rigid Frame Design Input Echo 4/26/ 0 7:03pm ------------------------------------------------------------------------------- *(1)JOBID: (Max: 60 char) 11751#32R ' *(2)PROGRAM OPTIONS: *Frame Frame Stress Frame No Of End Conn Steel Splice Build Seis * Id Type Space Space Cycle Lt Rt Code Fix Code Year Zone 1 'RFE' 5.00 7.00 7 'P' 'P' 189' 1.00 'UBC ' 197' 13 ' *(3)ANALYSIS OPTIONS: * Plate Depth Column_Dep_Opt(in) Rafter -Dep - Opt(in) Web_Stiffener * Opt Opt Typ Min Max Typ MinMax Use Ratio B Side 'N' 'N' 'T' 7.50 72.00 'C' 10.00 72.00 'N' 0.00 111Y ' *(4)DESIGN CONSTANTS: ----------- Steel _Yield(ksi )--------------- Stress _Ratio---- Deflect Limit * Web Flg R_Frm P_Frm T_Frm EP BP Frame Col EP BP Horz Vert 50.0 50.0 50.0 35.0 46.0 50.0 50.0 1.03 1.03 1.03 1.03 75.0 240.0 *(5)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React 'I' 'Y' 'Y' 'Y' 'Y' IN' 'N' 'N' 'N' 'N' 'Y' 'Y' *(6)BUILDING SHAPE: * No.' X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 3 0.0000 19.9896 0.000 28.2708 17.6302 8.000 28.2708 0:0000 0.000 *(7)MEMBER DEPTHS: * Surf Member --Depth(in)-- No. Interior_Depths * Id Size Start End Dep Loc.(ft) Depth(in) 1 '-------- ' 10.000 10.000 0 2 '-------- 12.000 12.000 1 16.6338 10.000 3 '--------' 10.000 10.000 0 *(8)MEMBER SPLICES: (Max: 40 total splices) * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 1 0.0000 'VEE' 3 1 0.0000 'VEE' *(9)SEGMENT PLATES: (Max: 100 segments) * Mem No. Seg Len Flange Plate Thickness (in) * Id Seg Id (ft) Width Web O.S.Flg I.S.Flg 1 1 1 0.00 10.0 0.1345 0.5000 0.5000 2 1 2 0.00 5.0 0.1345 0.2500 0.2500 3 1 3 0.00 5.0 0.1345 0.2500 0.2500 4 1 4 0.00 8.0 0.1345 0.6250 0.6250 04/26/00 RFDES-2 Page 1 of 8 RIGID FRAME 2 DESIGN - FRAME ON BAYLINE 1.5 A *(10)INTERIOR COLUMNS: * No. Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 *(11)BASE ELEVATION: * Elev -10.5 Left Column -10.5 Right Column *(12)WALL GIRTS: (Max: 20 girts/surface) * Surf Girt Girt Girt No. * Id Depth Project Lap Girt Location(ft) 1 0.00 0.00 0.000 0 3 0.00 0.00 0.000 0 *(13)ROOF PURLINS: * Surf Purl Purl Purl No. Peak Set Of -Set_Space- * Id Depth Project Lap Purlin Space Space Space No. 2 8.00 0.00 0.000 7 2.078 2 3.916 1 3.729 6 *(14)FLANGE BRACES: (Max: 400 total braces) * Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 0 2 3 1 4 7 3 0 *(15)SIDEWALL EXTENSIONS: *Surf No Ext ------- Extension -Size ------- Facia Load * Id Ext Id Type Width Elev Slope Height Width 1 0 3 0 *(16)EXTENSION LOADS: *Ext Dead Collat Live Windl_Coeff Wind2_Coeff Facia Wind *Id psf psf psf Left Right Left Right Left Right *(17)BASIC LOADS:. * Basic Wind Seis. Weak_ Axis_ Force * Dead Live Snow. Collateral Wind Load Load L_Col R_Col * psf psf psf psf psf Ratio k 2.60 20.00 0.00 0.00 16.03 1.00 0.2 1.43 1.34 *(18)WIND COEFFICIENTS: * Surf --Wind-1--- --Wind-2--- Surface * Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -1.20 -1.20 -1.20 -1.20 0.00 3 -0.50 0.80 -0.50 0.80 0.00 04/26/00 RFDES-2 Page 2 of 8 RIGID FRAME 2 DESIGN - FRAME ON BAYLINE 1.5 *(19)DESIGN LOADS: * -------------------- Load -Coefficients ------------------- *Des_Load Live/ Live ---Wind 1-- ---Wind 2-- Aux Load *No. Id Dead Collat Snow Right Left Right Left Right Seis Id Coeff 17 1 1.00 1.00 .1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 0.00 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 0.00 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 0.00 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0,:-. 0.00 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 0.00 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 0.00 *(20)AUXILARY LOADS: *No. Aux Aux No. Add Add Comb *Aux Id Name Loads Id Coeff 0 *(21)ADDITIONAL LOADS: (F -k , W-k/ft, Dx,Dy,Dl-ft) *No. Add Surf Basic Load Fx Fy M Dx Dy -Conc *Add Id Id Type Type W1 W2 Co Dll D12 -Dist 0 *(22)FLOOR BEAMS: * Bay No. Beam Beam Con_Type Con Beam Properties * Id Beam Id Ht Lt -Lod Rt Lt Rt Area Ixx • 1 0 *(23)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 04/26/00 RFDES-2 Page 3 of 8 RIGID FRAME 2 DESIGN - FRAME ON BAYLINE 1.5 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#32R ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Base Plate and Anchor Bolt Design 4/26/ 0 7:03pm Bolt Type = A307 Weak Column Max_Reactions(k ) Axis --- Plate_Size(in)--- ---- Bolts(in)---- Loc. Comp Tens Shear Tens Width Length Thick Row Diam Gage ------ Left ----- 3.2 ----- ----- -1.5 -1.5 ----- 41.4 ----- ------ 10.0 11.00 ----- 1.375 ----- ----- 2 1.000 ---- 6.00 Right 3.1 -1.1 1.3 34.1 10.0 11.25 1.250 2 1.000 6.00 ------------------------------------------------------------------------------- 1751#32R ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Bolted -End -Plate Design 4/26/ 0 7:03pm n Bolt Type = A325 Splice Member -Plate(in)-- Tens Load(k ,f -k )------ Bolt(in)-------- Weld Id Typ Loc. Width Thick Loc. Id Shr Mom Row Diam Space Gage Reqd ------ ------ ----- ----- ---- -- --- ---- --- ----- ----- ----- ----- 1 VEE 1- 2 10.0 0.500 Top: 17 2 14 2 0.750 4.00 3.50 0.188F Bot: 8 -2 16 2 0.750 4.00 3.50 0.188F 2 VEE 3- 4 8.0 0.625 Top: 16 -2 14 2 0.750 4.00 3.50 0.250F Bot: 9 2 12 2 0.750 4.00 3.50 0.250F f 04/26/00 RFDES-2 Page 4 of 8 RIGID FRAME 2 DESIGN - FRAME ON BAYLINE 1.5 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#32R ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Stiffener Report 4/26/ 0 7:03pm Shear 4/26/ 0 7:03pm Stiff Stiff Stiff Force Force Force Loc No. Width Thick Calc. Allow Ratio ------- Col 1 --- ----- 1 5.00 ----- 0.500 ----- 13.3 ----- 162.6 ----- 0.08 Col 2 1 4.00 0.250 17.3 73.0 0.24 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#32R Flange Brace Report 4/26/ 0 7:03pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Surf No. Weak -Axis Bending Report 4/26/ 0 7:03pm Shear Id Brace Flange_Fb(ksi Flange Braces Deflection(in) ---- 1 ----- 0 (f -k ) ------------- Allow 2 3 Loc 1 4 7 ----- 36.99 ----- ----- 2.45 3.09 Sides: 1 1 1 20.44 46.99 Part : L2x.075 L2x.075 L2x.075 -------------------- Weld Report: Force: 0.22 0.13 0.21 3 0 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#32R ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Segment Weak -Axis Bending Report 4/26/ 0 7:03pm Shear Force Moment Flange_Fb(ksi ) Deflection(in) Column (k ) (f -k ) Calc Allow Calc Allow ------ Left ----- 1.43 ------ 27.59 ----- 19.87 ----- 36.99 ----- ----- 2.45 3.09 Right 1.34 22.71 20.44 46.99 2.43 2.71 1751#32R 3 -------------------- Weld Report: Web To Flange 4/26/ 0 7:03pm -Weld-Provided- ---- Max Weld Provided- ----Max Weld Shear----- One Side Of Web Member Segment Section Load Shear Size Shear Id Id Id Id (k/in ) (in) (k/in ) ------ 1 ------- 1 ------- 1 ------ 8 ------- 0.19 ----- 0.188 ------- 4.24 2 2 6 1 0.16 0.188 3.18 3 3 14 1 0.15 0.188 3.18 4 4 19 9 0.16 0.250 5.65 04/26/00 RFDES-2 Page 5 of 8 I RIGID FRAME 2 DESIGN - FRAME ON BAYLINE 1.5 1751#32R Special Segment Report 4/26/ 0 7:03pm SEGMENT SIZE AT LEFT COLUMN: ----------------------------- Web Thick= 0.135 ( 0.135) Flange Width= 5.000 ( 10.000) Flange Thick= 0.250 ( 0.500) SEGMENT SIZE AT RIGHT COLUMN: ----------------------------- Web Thick= 0.135 ( 0.135) Flange Width= 5.000 ( 8.000) Flange Thick= 0.250 ( 0.625) 1751#32R Design Summary Report 4/26/ 0 7:03pm MEMBERS: Mem Segl Flange IWeb_Depthl Plate_ Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len WidlStrt Endl Web 0-flg I-flglId Ld UcvlId Ld UcolId Ld Uci 1 1 20.2 10 10.0 10.0 0.135 0.500 0.500 1 8 0.08 5 2 0.13 5 2 0.14 2 2 15.6 5.0 12.0 10.0 0.135 0.250 0.250 6 1 0.14 6 8 0.37 6 2 0.33 3 3 11.0 5.0 10.0 12.0 0.135 0.250 0.250 14 1 0.13 14 9 0.27 13 8 0.30 4 4 17.8 8.0 10.0 10.0 0.135 0.625 0.625 19 9 0.07 15 9 0.10 15 9 0.10 LOAD COMBINATIONS: 1 - DL+CO+LL 2 - DL+WL1 8 - DL+WL2 9 - DL+WR2 WEIGHTS: Member .1 2' 3 4 Weight (lb) 776 211 149 685 Total Weight (lb) : Frame Members = 1821 Interior Col. = 0 Conn. Plates = 219 Base Plates = 83 Trans Stiff = 0 2123 04/26/00 RFDES-2 Page 6 of 8 RIGID FRAME 2 DESIGN - FRAME ON BAYLINE 1.5 REACTIONS: (Sidewall Columns) Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ----- Left -Column ------ Fx(k ) ------ Fy(k ) ------- M(f-k ) ------- 0.54 3.24 0.00 -2.05 -1.95 0.00 0.77 0.13 0.00 -0.54 1.64 0.00 0.87 2.68 0.00 -1.83 -0.95 0.00 0.99 1.12 0.00 -2.05 -1.95 0.00 0.77 0.13 0.00 -0.54 1.64 0.00 0.87 2.68 0.00 -1.83 -0.95 0.00 0.99 1.12 0.00 -0.09 0.98 0.00 0.28 1.52 0.00 -0.18 -0.27 0.00 0.18 0.27 0.00 DEFLECTIONS : (in) Load Id 1 2 3 4 5 6. 7 8 9 10 11 12 13 14 15 16 17 Lateral Defl @ Top Of Col Vert Defl Left Right @ Midspan -0.06 -0.05 -0.23 1.26 1.26 0.18 -0.77 -0.77 0.12 0.58 0.58 -0.11 -0.44 -0.43 -0.15 1.24 1.24 0.09 -0.79 -0.79 0.02 1.26 1.26 0.18 -0.77 -0.77 0.12 0.58 0.58 -0.11 -0.44 -0.43 -0.15 1.24 1.24 0.09 -0.79 -0.79 0.02 0.24 0.24 -0.03 -0.26 -0.26 -0.05 0.25 0.25 0.01 -0.25 -0.25 -0.01 ----- Right_Column----- Fx(k ) Fy(k ) M(f-k ) -0.54 3.12 0.00 -1.17 0.54 0.00 1.75 -1.53 0.00 -1.08 2.82 0.00 0.39 1.78 0.00 -1.39 1.53 0.00 1.53 -0.55 0.00 -1.17 0.54 0.00 1.75 -1.53 0.00 -1.08 2.82 0.00 0.39 1.78 0.00 -1.39 1.53 0.00 1.53 -0.55 0.00 -0.31 1.42 0.00 0.12 0.88 0.00 -0.22 0.27 0.00 0.22 -0.27 0.00 04/26/00 RFDES-2 Page 7 of 8 I RIGID FRAME 2 DESIGN — FRAME ON BAYLINE 1.5 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 4310 3893 1491 2 191 169 1844 3 314 278 2890 4 417 368 2955 5 555 492. 2291 6 195 172 3732 7 305 270 13927 8 191 169 1844 9 314 278 2890 10 417 368 2955 11 555 492 2291 12 195 172 3732 13 305 270 13927 14 1022 903 9840 15 941 833 7001 16 980 867 48532 17 980 867 48532 Max Live Vertical = -0.20, Span/Deflection = 1685 Max Horizontal Drift= 1.26, Eave Height/Drift= 169. ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#32R Rigid Frame Clearances 4/26/ 0 7:03pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- VERTICAL CLEARANCE: ------------------ Left Col 18102-07" (X= 10-11", Y= 18'02-07") Right Col 15'11-14" (X= 27'04-07", Y= 15111-14") Midspan 17100-13" (X= 16105-06", Y= 17100-1311) HORIZONTAL CLEARANCE: -------------------- Left Col - Right Col 26'05-11" (X1= 10-11", X2= 27104-07") 1751#32R Rigid Frame Design Warnings 4/26/ 0 7:03pm No Warnings 04/26/00 RFDES-2 Page 8 of 8 0 ADDITIONAL CALCULATIONS PROJECT: SUNWEST FOODS -RICE MILL BUILDING #3 TRUCK LEAN-TO JOB NO: 1751 CUSTOMER: CRANSTON STEEL LOCATION: BIGGS, CA PURLIN ROLLING FORCE CALCULATION JOB NO: DATE 2/28/00 PROJECT: CUSTOMER: LOCATION: 1751 SUNWEST FOODS -RICE MILL CRANSTON STEEL BIGGS, CA General description This program calculates the purlin Rolling force. It follows procedures set in AISI Section D3.2.1. It will determine if welded clips are adequate, or if some method of resistance to Purlin Translation / rotation will be required Input Data: Input items are located in bold red underlined boxes. A description of input items is located to the right of the box, or see AISI for definitions of specific terms ; Output Interpretation: The resulting graphic shows the width and the amount of the snow drift that is in addition to the existing roof snow load. Also shown is the maximum load due to the combined drift and snow loads. Multiple -Span System with Restraints at the Supports: AISI SECTION D3.2.1 PL=C,,[(0.053)bAl.88)(L^0.13)/(np^0.95dAl.07t^0.94)-sina]W (Eq. D.3.2.1-4) LL=�Q psf COL= Q psf DL= psf Wn = (1.2D+1.6L)*L*nP*s = 18693.72 lbs. LRFD Design Force Ctr- 0,81 (0.63 ext bay, 0.87 for first int bay, 0.81 for all other supports) t= 9.06 purlin thk, in. SLOPE b= $ 00 in. rise=10Q L= 27.33 bay space, ft. run= 12 S-- 4.54 purlin spacing, ft. Angle= 0.0831 rad np= 4-0 lines of purlins Angle= 4.7636 deg d= OM purlin depth, in. sina= 0.083 angle= 4.764 degrees cos( )= 0.997 a= 0.083 rad PL= 4222 lbs. FORCE PER CLIP (NO BRIDGING USED) 1055.6 lbs. Purlin Max Force per Standard Clip, Pu =(lbs.) 8" Use 8 in. Purlin Antiroll Clip 10" FALSE 12" FALSE Purlin Size/Clip Force: �Pu, lbs 8" 10" 12" 586 502 439 PurlinAntiroll.xis Page l O F 2 02/28/2000 PURLIN ROLLING FORCE CALCULATIONS Multiple -Span System with Midspan Restraints: PL=Cms[{(0.116)(bAl.32)(L^0.18)/(np^0.70)(d)(t^0.50))-slna]W (Eq. D.3.2.1-6) Cms= 1.9.E 1.05 FOR EXTERIOR SPANS, 0.90 FOR ALL OTHER BRACES PL= 3696 lbs. FORCE PER CLIP 923.9 lbs. Purlin Max Force per Standard Clip, Pu =(lbs.) 8" Use 8 in. Purlin Antiroll Clip 10" FALSE 12" FALSE Multiple -Span System with Third -Point Restraints:. PL= C,h[{(0.181)(b^1.15)(L^0.25)/(np^0.54)(d^1.11)(M0.29))-sin (Eq. D.3.2.1-5) Cth= 0,57 0.57 FOR EXTERIOR SPANS, 0.48 FOR ALL OTHER BRACES PL= 2203 lbs. FORCE PER CLIP 550.8 lbs. Purlin Max Force per Standard Clip, Pu=(Ibs.) 8" Standard Clip is OK 10" FALSE 12" FALSE PurlinAntiroll.xls Page f pF 2' 02/28/2000 SEISMIC LOAD CALCULATIONS PER 1997 UBC JOB NO: 1751 PROJECT: SUNWEST FOODS -RICE MILL DATE: 02/28/2000 CUSTOMER: CRANSTON STEEL LOCATION: BIGGS. CA General description This program calculates the Seismic Loads for Rigid Frames and Braced Frames It follows equations in 1997 UBC Seismic Design Input Data: Input items are located in Bold Red Underlined boxes. A description of the input item is located to the right of the box, or see UBC for definitions of specific terms Output Interpretation: The reslulting graphic output shows the loads to the rigid frames and braced frames. BUILDING GEOMETRY SPAN LENGTH BAY EAVE HEIGHT ROOF SLOPE EWAVE. EAVE HEIGHT LOADS: SNOW LOAD= 25% SNOW LOAD= Collateral Load = D. Wt. Roof = D. Wt. Front Sidewall= D. M. Back Sidewall= D. Wt. Left Endwall= D. Wt. Right Endwall= 41.00 ft. ft. ft. ft. : 12 ft. psf psf psf psf psf psf psf psf ] 28.00 16.50 1 18.25 338.25 2.0 2.Q Q a& 4.4 ¢,Q Z& M 2.4 = Seismic Desian Coefficients and Informatio Total Building Weight Item. Area,sf psf Wt., kips Roof 6232.00 5.0 31.16 Front Sidewall 338.25 2.0 0.68 Back Sidewall 338.25 2.0 0.68 Left Endwall 374.13 2.0 0.75 Right Endwall 374.13 2.0 0.75 W= 34.09 Tributary Rigid Frame Weight Item Area,sf psf Wt., kips Roof 1148.00 5.0 5.74 Front Sidewall 231.00 2.0 0.46 Back Sidewall 231.00 2.0 0.46 1= is no= 19 FRAME Ca= 4� no=BRACING Rw= 1.5 Rw= 5.6 DESIGN BASE SHEAR FORMULA: V=(2.5'Ca'[/R)•W= 0.200 'W (RIGID FRAME) SEISMIC LOADS TO RIGID FRAME Total W = 6.66 kips V=(2.5'Ca'I/R)'W= 1.3328 kips Fx=V*Qo•p/1.4= 0.95 kips no= 1.0 r(max) = 0.167 W= 6.66 I =number of bays 1 =Number of braced bays per sidewall 0.161 'W (BRACED FRAME) 0.48 kips 0.48 kips Rigid Frame P =®p(max) =1.5 (or 1.0 in Zones 0, 1 & 2) SEISMIC FORCES TO BRACING (in the sidewall) Total W = 34.01 kips V=(2.5'Ca'I/R)'W= 5.47 kips Fx=V*no*p/1.4= 12.83 kips no= 2.2 r(max) = 0.50 p=®p(max) =1.5 (or 1.0 in Zones 0, 1 & 2) Load per braced bay= 6.41 0.5 Fx = Front Sidewall Left Endwall 6.4tkips 6.4 kips M-.4TCR o�T�PvT . SeismicUBC97.xls Page 02/28/2000 [ ANCHOR BOLT CHECK FOR COMBINED LOADS (AISC J3.5. TABLE J3.3) JOB NO: 1Z51 Date: 12MM PROJECT: SUNWEST FOODS -RICE MILL CUSTOMER: CRANSTON STEEL LOCATION: BIG -0 -CA General Descri t� The purpose of this spread sheet is to check recommended size of the Anchor Bolts for Combined Tension and Shear for BOTH rigid frame and endwall columns NOTE, This is not an Anchor bolt design, as the capacity of the anchor bolts are dependant anchorage design below the steel plate. HCI ASSUMES NO no responsibility of the anchorage of the Anchor bolts or the ability of the anchor bolts to transfer combined shear and tension to the foundations Input Data: Input the maximum horizonal and vertical reaction, the anchor bolt size and number of anchor bolts. Input items are shown below in red underlined text in boxes. All anchor bolts are ASTM A36 or A307 material. Output intemretatiom This Spreadsheet program is based on ASD/AISC J3.5 - Combined Tension and Shear in Bearing -Type connections. The output computes the anchor bolt allowable tension force, (PT), and compares it with the vertical input force (FvERT). For wind/seismic loading condition input the 1.33 ASD factor to increase the allowable stress. For other loading condition input 1.00 for the ASD stress increase factor. The allowable tension force, (PT), must be greater then (FVERT)- NOTE7 HCI does not design the anchor bolts for embedment depth, edges distance or total load capacity of the anchor bolt group. The foundation engineer is responsible to provide HCI with any special requirements for anchor bolts. and to ensure the anchor bolts will transfer the combined axial and tension forces to the foundation. For Rigid Frame Columns Dead + Wind + Snow/2 Dead + Wind/2 + Snow manually determine from MBS reactions Dead + Snow*" + E/1.4 For endwall columns Dead + Wind + Snow/2 Dead + Wind/2 + Snow --► see endwall brace design Dead + Snow" + E/1.4 snow— For snow<30psf Snow" = 0 For snow>30psf Snow— is per Bldg official Ac1E or Misc notes Shear loads to the rigid frame will add vectorily. The endwalls will have only one source of shear - from the bracing. Live load is neglected, but for structures with mezzanines, additional analyis is required and done by hand when necessary Input Items: Bracing Vertical Reaction Max. Column Uplift Reaction= I M2 Vertical Force E FVERT = 17.9 kips Bracing Horizonal Reaction = Max. Column Horiz. Reaction= Combined Shear E FHORiz = 15.47 kips ASD Stress increase Factor = JM (not to 1.8fv) Anchor Bolt Size = 1 in Number of Anchor Blts = 2 Material ASTM A36 Fu = 5R ksi Ft = 0.43Fu-1.8fv < 0.33 Fu FVERT= 17.9 kips AL FHORiz = 15.47 kips; Calculations & Output A = it dZ/4 = . 0.7854 in A2 fv = FHORIZ/(A"N) = 9.85 <OK = 13.14 ksi 1.33 -Ft = (1.33)'0.43 Fu - 1.8 fv 15.51 ksi:s 1.33`0.33 Fu = 25.51 ksi Allowable Tension Force: PT = Ft x A x N = 24.37 > Fvert - OK = t7,4 F 2-- 17.9 kips I BASE PLATED DESIGN CHECK FOR COMBINED UPLIFT LOADS, 1751 Date: 2/29/00 PROJECT: SUNWEST FOODS -RICE MILL CUSTOMER: CRANSTON STEEL LOCATION: BIGGS. CA Usea4e: Use this program to check all base plates with combined loading from columns and rod bracing. General Description This spreadsheet program will determine the minumum base plate thickness (tp) based on Critical load combinations being applied to the Base Plate from the column and the transverse brace loads. Input Data: Input items are shown in Red, bold and underlined text in boxes. / Output Intepretation Base plate loads. Column Uplift Load Bracing Vertical Load Total Uplift to Column Base Column Flange Width Base Plate Length (d) Anchor Bolt Diameter Anchor Bolt Gage (g) Yield Stress of Base PL Design Equations. MBS does not currently design the base plates for combined uplift loads from the columns and transverse bracing. The output in this program will state the minumum thickness (tp) of the base plate to be used. 2kips 5.7 kips 17.9 kips 5 in 10 in 1 in 4 in 50 ksi If 1.4*2*bf <= d Then tp = Sqrt ( (1.41 *P *g) / (2*bf*Fy) If 1.4*2*bf > d Then tp = Sqrt ( (P *g*d) / (0.5*Fy(d2*+2*be)) MINIMUM BASE' PLATE THICKNESS 0.4500 81111L�A SEISMIC CALCULATION FOR ENDWALL BRACING j JOB: 1751 Date: 02129/2000 PROJECT: SUNWEST FOODS -RICE -NULL CUSTOMER: CRANSTON STEEL LOCATION: BIGGS. CA General Description: This spreadsheet calculated the seismic forces to the endwall braced frame inaccordance with 1997 UBC Input Data: Input the items shown in red, bold and underlined. For other X -bracing locations just change the dimension L1 to each bracing location. Output intepetration: The building dead loads and the seismic base shear are calculated. The reaction forces and rod bracing tension forces are calculated for a particular bay. The number of bay are inputted and the total seismic force is divided by this number. All calculations can be easily checked by hand. BUILDING INFORMATION: Area,sf psf Wt., kips , Width = 62.33 ft ROOF: 851.7 5.0 4.26 End Bay = 27.33 ft SIDEWALLS: 232.3 3.0 0.70 Eave Height = SZ ft END WALLS: 570.3 3.0 1.71 Roof Slope 1 :12 W= 6.67 SEISMIC INFORMATION (1997997 UBCI: Zone = 3 V = (2.5Ca*UR)*W = 0.161 *W Ca = Q 36 V= 1.07 kips R = M FE = Q*p*V/1.4 = 1.68 kips I = im ENDWALL BRACING INFORMATION: P = 1.001 No. Braced Bays = 1 Q=1 22QI Braced Bay Width B1= iB15 ft DESIGN LOADS: Length L1 = 1&5 ft Snow Load = 20 psf Height H1 = 18.38 ft 25%Snow = Q psf Angle Tan-'(Hl/Bl) = 48.1 degrees Dead Roof = psf Rod Tension T = 2.52 kips Dead Sidwall = 3 psf Horizonal Reaction RH= 1.68 • kips Dead Endwall = 3 psf vertical Reaction Rv = 1.87 kips Fu= 58 ksi Material: A36 Ft=.33Fu= 19.14 ksi FE(Total) = 1.68 kips 1.68 B4-- Pa = A*Ft*1.33 10 ing Allowable Loads Rod Dia. Area, A Pa, kips Rod Ten.=2.52 H1 0.500 0.196 5.00 0.625 0.307 7.81 RH= 1.68 0.750 0.442 11.25 RV = 1.87 0.875 1 0.601 15.31 Rv= .87 1.000 0.785 19.99 J 1.125 0.994 25.30 L1 1.250 1.227 31.24 TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 -0.36 0.36 0.00 1.23 6.83 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 3 LS -0.36 2.67 0.13 MS 1.23 3.12 0.39 LS 0.02 0.17 1.82 m 04/23/00 EWDES-R Page 15 of 30 TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1753#1BCR Bypass Girt Design Report 4/23/ 0 12:14am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN # 4 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right ----------- ----- ---- ----- 4 8x30C16 13.25 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Girt Location Weight -------- ------ 19.8750 42.1 42.1 ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 0.35 -0.35 0.00 -1.15 6.62 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 4 LS 0.35 2.67 0.13 MS -1.15 5.20 0.22 LS 0.02 -0.15 1.77 04/23/00 EWDES-R Page 16 of 30 TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 -0.35 0.35 0.00 1.15 6.62 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ----- ------ ----- 4 LS -0.35 2.67 0.13 MS 1.15 3.12 0.37 LS 0.02 0.15 1.77 04/23/00 EWDES-R Page 17 of 30 TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1753#1BCR Bypass Girt Design Report 4/23/ 0 12:14am ------------------- GIRT ------------------ G I RT # .1 ; SPAN # 5 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right ----------- ----- ---- ----- 5 8x30C16 14.25 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Girt Location Weight -------- ------ 19.8750 45.3 45.3 ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- =---- ----- ----- ----- ----- ----- ----- 5 0.37 -0.37 0.00 -1.33 7.13 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 5 LS 0.37 2.67 0.14 MS -1.33 5.20 0.26 LS 0.02 -0.20 1.90 04/23/00 EWDES-R Page 18 of 30 I TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 5 -0.37 0.37 0.00 1.33 7.13 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow c ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 5 LS —0.37 2.67 0.14 MS 1.33 3.12 0.43 LS 0.02 0.20 1.90 04/23/00 EWDES-R Page 19 of 30 TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1753#1BCR Bypass Girt Design Report 4/23/ 0 12:14am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 2 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id --- Size -------- Width ----- Left ---- Right ----- Location -------- Weight ------ 1 8x30Z16 14.25 0.88 25.7500 48.1 -' 2 8x30Z16 13.25 0.88 0.88 25.7500 47.7 3 8x30Z16 13.67 0.88 0.88 25.7500 49.0 4 8x30Z16 13.25 0.88 0.88 25.7500 47.7 5 8x30Z16 14.25 0.88 25.7500 48.1 240.6 WIND PRESSURE : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.60 -0.81 -0.90 0.00 -1.71 5.70 1.40 2.15 2 0.75 0.66 -0.56 -0.65 2.15 1.53 -0.51 7.10 0.96 1.49 3 0.72 0.63 -0.63 -0.72 1.49 0.90 -0.98 6.83 0.90 1.49 4 0.65 0.56 -0.66 -0.75 1.49 0.96 -0.51 6.15 1.53 2.15 5 0.90 0.81 -0.60 2.15 1.40 -1.71 8.55 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL -0.81 3.21 0.25 MS -1.71 5.62 0.30 RL 0.09 -0.20 0.95 2 LL 0.66 3.21 0.20 LL 1.53 5.62 0.27 LL 0.09 -0.02 0.88 3 RL -0.63 3.21 0.20 MS -0.98 5.62 0.17 RL 0.04 -0.09 0.91 4 RL -0.66 3.21 0.20 RL 1.53 5.62 0.27 RL 0.09 -0.02 0.88 5 LL 0.81 3.21 0.25 MS -1.71 5.62 0.30 LL 0.09 -0.20 0.95 04/23/00 EWDES-R Page 20 of 30 I TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.60 0.81 0.90 2 -0.75 -0.66 0.56 0.65 3 -0.72 -0.63 0.63 0.72 4 -0.65 -0.56 0.66 0.75 5 -0.90 -0.81 0.60 STRESS/DEFLECTION: --------------MOMENT(f-k )-------------- )------ Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- 1.71 ----- 5.70 ----- -1.40 ----- -2.15 -2.15 -1.53 0.51 7.10 -0.96 -1.49 -1.49 -0.90 0.98 6.83 -0.90 -1.49 -1.49 -0.96 0.51 6.15 -1.53 -2.15 -2.15 -1.40 1.71 8.55 LL -0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RL ------ 0.81 ----- 3.21 ---- 0.25 --- MS ------ 1.71 ----- 3.93 ---- 0.44 --- RL ---- 0.09 ------ 0.20 ----- 0.95 2 LL -0.66 3.21 0.20 LL -1.53 5.62 0.27 LL 0.09 0.02 0.88 3 RL 0.63 3.21 0.20 MS 0.98 4.55 0.22 RL 0.04 0.09 0.91 4 RL 0.66 3.21 0.20 RL -1.53 5.62 0.27 RL 0.09 0.02 0.88 5 LL -0.81 3.21 0.25 MS 1.71 3.93 0.44 LL 0.09 0.20 0.95 04/23/00 EWDES-R Page 21 of 30 TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1753#1BCR Bypass Girt Design Report 4/23/ 0 12:14am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 3 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 1 -------- 8x30216 ----- 14.25 ---- ----- 0.88 -------- 31.6667 ------ 48.1 2 8x30216 13.25 0.88 0.88 31.6667 47.7 3 8x30Z16 13.67 0.88 0.88 31.6667 49.0 4 8x30Z16 13.25 0.88 0.88 31.6667 47.7 5 8x30Z16 14.25 0.88 31.6667 48.1 240.6 WIND PRESSURE : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.60 -0.81 -0.91 0.00 -1.72 5.70 1.40 2.15 2 0.75 0.66 -0.56 -0.65 2.15 1.54 -0.51 7.10 0.96 1.49 3 0.72 0.63 -0.63 -0.72 1.49 0.90 -0.98 6.83 0.90 1.49 4 0.65 0.56 -0.66 -0.75 1.49 0.96 -0.51 6.15 1.54 2.15 5 0.91 0.81 -0.60 2.15 1.40 -1.72 8.55 0.00 STRESS/DEFLECT.ION:. Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL -0.81 3.21 0.25 MS -1.72 5.62 0.31 RL 0.09 -0.20 0.95 2 LL 0.66 3.21 0.21 LL 1.54 5.62 0.27 LL 0.09 -0.02 0.88 3 RL -0.63 3.21 0.20 MS -0.98 5.62 0.17 RL 0.04 -0.09 0.91 4 RL -0.66 3.21 0.21 RL 1.54 5.62 0.27 RL 0.09 -0.02 0.88 5 LL 0.81 3.21 0.25 MS -1.72 5.62 0.31 LL 0.09 -0.20 0.95 04/23/00 EV DES -R Page 22 of 30 0 TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.60 0.81 0.91 2 -0.75 -0.66 0.56 0.65 3 -0.72 -0.63 0.63 0.72 4 -0.65 -0.56 0.66 0.75 5 -0.91 -0.81 0.60 --------------MOMENT(f-k )-------------- -----MOMENT(f-k )---- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- ----- 1.72 5.70 ----- -1.40 ----- -2.15 -2.15 -1.54 0.51 7.10 -0.96 -1.49 -1.49 -0.90 0.98 6.83 -0.90 -1.49 -1.49 -0.96 0.51 6.15 -1.54 -2.15 -2.15 -1.40 1.72 8.55 0.09 X0.00 I STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RL ------ 0.81 ----- 3.21 ---- 0.25 --- MS ------ 1.72 ----- 3.93 ---- 0.44 --- RL ---- 0.09 ------ 0.20 ----- 0.95 2 LL -0.66 3.21 0.21 LL -1.54 5.62 0.27 LL 0.09 0.02 0.88 3 RL 0.63 3.21 0.20 MS 0.98 4.55 0.22 RL 0.04 0.09 0.91 4 RL 0.66 3.21 0.21 RL -1.54 5.62 0.27 RL 0.09 0.02 0.88 5 LL -0.81 3.21 0.25 MS 1.72 3.93 0.44 LL 0.09 0.20 0.95 04/23/00 EWDES-R Page 23 of 30 TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN ----------------------------------------------------------------------------- ------------------------------------------------------------------------------ 1753#1BCR Bypass Girt Design Report 4/23/ 0 12:14am ------------------- GIRT ------------------ G I RT # 4; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 1 -------- 8x30Zl6 ----- 14.25 ---- ----- 0.88 -------- 37.5833 ------ 48.1 2 8x30Z16 13.25 0.88 0.88 37.5833 47.7 3 8x30Z16 13.67 0.88 0.88 37.5833 49.0 4 8x30216 13.25 0.88 0.88 37.5833 47.7 5 8x30Z16 14.25 0.88 3 37.5833 48.1 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: --------------MOMENT(f-k )-------------- ---------SHEAR(k )-------- Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.60 UC -0.81 -0.91 2 0.75 0.66 -0.56 -0.65 3 0.72 0.63 -0.63 -0.72 4 0.65 0.56 -0.66 -0.75 5 0.91 0.81 1.54 -0.60 STRESS/DEFLECTION: --------------MOMENT(f-k )-------------- ------SHEAR(k )------ Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 UC -1.72 5.70 1.40 2.15 2.15 1.54 -0.51 7.10 0.96 1.49 1.49 0.90 -0.98 6.83 0.90 1.49 1.49 0.96 -0.51 6.15 1.54 2.15 2.15 1.40 -1.72 8.55 LL .0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc ------ Allow ----- ---- 1 --- RL ------ -0.81 ----- 3.21 ---- 0.25 --- MS ------ -1.72 ----- 5.62 ---- 0.31 --- RL ---- 0.09 -0.20 0.95 2 LL 0.66 3.21 0.21 LL 1.54 5.62 0.27 LL 0.09 -0.02 0.88 3 RL -0.63 3.21 0.20 MS -0.98 5.62 0.17 RL 0.04 -0.09 0.91 4 RL -0.66 3.21 0.21 RL 1.54 5.62 0.27 RL 0.09 -0.02 0.88 5 LL 0.81 3.21 0.25 MS -1.72 5.62 0.31 LL 0.09 -0.20 0.95 04/23/00 EWDES-R Page 24 of 30 n TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN WIND SUCTION : - ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.60 0.81 0.91 2 -0.75 -0.66 0.56 0.65 3 -0.72 -0.63 0.63 0.72 4 -0.65 -0.56 0.66 0.75 5 -0.91 -0.81 0.60 --------------MOMENT(f-k )-------------- )------ Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 UC 1.72 5.70 -1.40 -2.15 -2.15 -1.54 0.51 7.10 -0.96 -1.49 -1.49 -0.90 0.98 6.83 -0.90 -1.49 -1.49 -0.96 0.51 6.15 -1.54 -2.15 -2.15 -1.40 1.72 8.55 LL X0.00 n STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RL ------ 0.81 ----- 3.21 ---- 0.25 --- MS ------ L.72 ----- 3.93 ---- 0.44 --- RL ---- 0.09 ------ 0.20 ----- 0.95 2 LL -0.66 3.21 0.21 LL -1.54 5.62 0.27 LL 0.09 0.02 0.88 3 RL 0.63 3.21 0.20 MS 0.98 4.55 0.22 RL 0.04 0.09 0.91 4 RL 0.66 3.21 0.21 RL -1.54 5.62 0.27 RL 0.09 0.02 0.88 5 LL -0.81 3.21 0.25 MS 1.72 3.93 0.44 LL 0.09 0.20 0.95 04/23/00 EWDES-R Page 25 of 30 TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1753#1BCR Bypass Girt Design Report 4/23/ 0 12:14am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 5 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 1 -------- 8x30Z16 ----- 14.25 ---- ----- 0.88 -------- 43.5000 ------ 48.1 2 8x30216 13.25 0.88 0.88 43.5000 47.7 3 8x30Z16 13.67 0.88 0.88 43.5000 49.0 4 8x30Z16 13.25 0.88 0.88 43.5000 47.7 5 8x30Z16 14.25 0..88 43.5000 48.1 240.6 WIND PRESSURE : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.66 -0.87 -0.97 0.00 -1.91 5.78 1.39 2.19 2 0.69 0.61 -0.47 -0.55 2.19 1.62 -0.36 7.37 0.82 1.27 3 0.64 0.56 -0.56 -0.64 1.27 0.74 -0.93 6.83 0.74 1.27 4 0.55 0.47 -0.61 -0.69 1.27 0.82 -0.36 5.88 1.62 2.19 5 0.97 0.87 -0.66 2.19 1.39 -1.91 8.47 .0.00 STRESS/DEFLECTION:. Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL -0.87 3.21 0.27 MS -1.91 5.62 0.34 RL 0.09 -0.22 0.95 2 LL 0.61 3.21 0.19 LL 11.62 5.62 0.29 LL 0.10 0.00 0.88 3 RL -0.56 3.21 0.17 MS -0.93 5.62 0.16 RL 0.03 -0.09 0.91 4 RL -0.61 3.21 0.19 RL 1.62 5.62 0.29 RL 0.10 0.00 0.88 5 LL 0.87 3.21 0.27 MS -1.91 5.62 0.34 LL 0.09 -0.22 0.95 04/23/00 EWDES-R Page 26 of 30 I TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN WIND SUCTION : - ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: Span ---------SHEAR(k )-------- )------ --------------MOMENT(f-k )-------------- Mom+Shr Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- 1 ----- -0.66 ----- ----- 0.87 ----- 0.97 ----- 0.00 ----- ----- 1.91 ----- 5.78 ----- -1.39 ----- -2.19 2 -0.69 -0.61 0.47 0.55 -2.19 -1.62 0.36 7.37 -0.82 -1.27 3 -0.64 -0.56 0.56 0.64 -1.27 -0.74 0.93 6.83 -0.74 -1.27 4 -0.55 -0.47 0.61 0.69 -1.27 -0.82 0.36 5.88 -1.62 -2.19 5 -0.97 -0.87 -0.87 0.66 -2.19 -1.39 1.91 8.47 0.49 --0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RL ------ 0.87 ----- 3.21 ---- 0.27 --- MS ------ 1.91 ----- 3.93 ---- 0.49 --- RL ---- 0.09 ------ 0.22 ----- 0.95 2 LL -0.61 3.21 0.19 LL -1.62 5.62 0.29 LL 0.10 0.00 0.88 3 RL 0.56 3.21 0.17 MS 0.93 4.43 0.21 RL 0.03 0.09 0.91 4 RL 0.61 3.21 0.19 RL -1.62 5.62 0.29 RL 0.10 0.00 0.88 5 LL -0.87 3.21 0.27 MS 1.91 3.93 0.49 LL 0.09 0.22 0.95 04/23/00 EWDES-R Page 27 of 30 TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1753#1BCR Bypass Girt Design Report 4/23/0 12:14am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 6 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 2 -------- 8x30Z16 ----- 13.25 ---- ----- 0.88 -------- 48.0833 ------ 44.9 3 8x30Z16 13.67 0.88 0.88 48.0833 49.0 4 8x30Z16 13.25 0.88 ----- 0.88 48.0833 44.9 0.49 3.21 0.15 RL 0.93 5.62 138.9 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: MOMENT(f-k Left ---------SHEAR(k )-------- Mid -Span Bay Left Left Right Right Id Sup Lap Lap Sup --- 2 ----- 0.37 ----- ----- -0.52 ----- -0.58 3 0.56 0.49 -0.49 -0.56 4 0.58 0.52 8.09 -0.37 STRESS/DEFLECTION: MOMENT(f-k Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- -0.96 ----- 5.16 ----- 0.91 ----- 1.39 1.39 0.93 -0.52 6.83 0.93 1.39 1.39 0.91 -0.96 8.09 ----- 5.62 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 2 --- RL ------ -0.52 ----- 3.21 ---- 0.16 --- MS ------ =.0.96 ----- 5.62 ---- 0:.17 --- RL ---- 0.'04 ------ =0.09 ----- 0.88 3 LL 0.49 3.21 0.15 RL 0.93 5.62 0.17 RL 0.04 -0.03 0.91 4 LL 0.52 3.21 0.16 MS -0.96 5.62 0.17 LL 0.04 -0.09 0.88 04/23/00 EWDES-R Page 28 of 30 t TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN WIND SUCTION : - ---------------- GIRT ANALYSIS: --SHEAR (k Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 2 -0.37 0.52 0.58 3 -0.56 -0.49 .0.49 0.56 4 -0.58 -0.52 0.37 STRESS/DEFLECTION: --------------MOMENT(f-k )-------------- -----MOMENT(f-k )---- Left Left Mid -Span Right Right Sup ----- Lap ----- Mom Loc ----- ----- Lap ----- Sup ----- 0.00 UC 0.96 5.16 -0.91 =1.39 -1.39 -0.93 0.52 6.83 -0.93 -1.39 -1.39 -0.91 0.96 8.09 ----- 3.93 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 2 --- RL ------ 0.52 ----- 3.21 ---- 0.16 --- MS ------ 0.96 ----- 3.93 ---- 0.24 --- RL ---- 0.04 ------ 0.09 ----- 0.88 3 LL -0.49 3.21 0.15 RL -0.93 5.62 0.17 RL 0.04 0.03 0.91 4 LL -0.52 3.21 0.16 MS 0.96 3.93 0.24 LL 0.04 0.09 0.88 04/23/00 EWDES-R Page 29 of 30 TANK FARM/PACKAGING BUILDING RIGHT ENDWALL DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1753#1BCR Wall Panel Report 4/23/ 0 12:14am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1 PANEL DATA: Bay=•1 Panel: Type = HR Gage = 26.00 ; Yield = 80.0 MOMENTS & DEFLECTION: ---Deflect(in)-- Calc Allow UC -0.27 0.78 0.39 0.27 0.78 0.34 -0.06 0.79 0.08 0.06 0.79 0.08 -0.15 0.79 0.19 0.15 0.79 0.19 -0.01 0.79 0.02 0.01 0.79 0.02 -0.53 0.91 0.58 0.53 0.91 0.58 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1753#1BCR Endwall Design Warning Report 4/23/ 0 12:14am . No Warnings ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1753#1BCR Endwall Weight Summary 4/23/ 0 12:14am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ FORCED SPACING: Total Column Weight = 3693.03 Total Rafter Weight = 0.00 Total Girt Weight = 134.7.53 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 92.40 Total Endwall Weight = 5132.95 04/23/00 EWDES-R Page 30 of 30 --------- Moment(ft-lb/ft)--------- Span Span LD Support Midspan Id (ft) Id Calc Allow UC Calc Allow UC ---- 1 ----- 5.88 -- WP ----- 86.5 ----- 203.8 ---- 0.42 ----- -59.4 ----- 164.1 ---- 0.36 WS -86.5 164.1 0.53 59.4 203.8 0.29 2 5.92 WP 86.5 203.8 0.42 -27.1 164.1 0.17 WS -86.5 164.1 0.53 27.1 203.8 0.13 3 5.92 WP 67.5 203.8 0.33 -40.4 164.1 0.25 WS -67.5 164.1 0.41 40.4 203.8 0.20 4 5.92 WP 109.3 203.8 0.54 -19.5 164.1 0.12 WS -109.3 164.1 0.67 19.5 203.8 0.10 5 6.85 WP 109.3 203.8 0.54 -85.0 164.1 0.52 WS -109.3 164.1 0.67 85.0 203.8 0.42 ---Deflect(in)-- Calc Allow UC -0.27 0.78 0.39 0.27 0.78 0.34 -0.06 0.79 0.08 0.06 0.79 0.08 -0.15 0.79 0.19 0.15 0.79 0.19 -0.01 0.79 0.02 0.01 0.79 0.02 -0.53 0.91 0.58 0.53 0.91 0.58 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1753#1BCR Endwall Design Warning Report 4/23/ 0 12:14am . No Warnings ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1753#1BCR Endwall Weight Summary 4/23/ 0 12:14am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ FORCED SPACING: Total Column Weight = 3693.03 Total Rafter Weight = 0.00 Total Girt Weight = 134.7.53 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 92.40 Total Endwall Weight = 5132.95 04/23/00 EWDES-R Page 30 of 30 TANK FARM/PACKAGING BLDG RIGID FRAME 2 DESIGN - FRAME ON BUS 2,3,4,5&6 *1753#1BCR Rigid Frame Design Input Echo 4/23/ 0 12:14am ------------------------------------------------------------------------------- *(1)JOBID: (Max: 60 char) 11753#1BCR ' *(2)PROGRAM OPTIONS: *Frame Frame Stress Frame No -Of End -Conn Steel Splice Build Seis * Id Type Space Space Cycle Lt Rt Code Fix Code Year Zone 2 'RF ' 5.00 21.00 17 'P' 'P' 189' 1.00 'UBC ' 197' 13 ' *(3)ANALYSIS OPTIONS: * Plate Depth Column_Dep Opt(in) Rafter_Dep_Opt(in) Web -Stiffener; * Opt Opt Typ Min Max Typ Min Max Use Ratio R --Side 'N' 'N' 'T' 7.50 72.00 'T' 10.00 72.00 'N' 0.00 'Y ' *(4)DESIGN CONSTANTS: *----------- Steel _Yield(ksi )--------------- Stress _Ratio---- Deflect Limit * Web Flg R-Frm P_Frm T_Frm EP BP Frame Col EP BP Horz Vert 50.0 50.0 50.0 35.0 46.0 50.0 50.0 1.03 1.03 0.95 0.50 180.0 240.0 *(5)REPORTS: * Input Design End Base Revise Action Sec Flange Segment Unbrc Floor Cable * Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React III H y l V V 1 w y? t y? ' N o INI A N T INV INV VYI T V 1 *(6)BUILDING SHAPE: * No. X_Coord * Surf (ft) 4 0.0000 35.0000 70.0000 70.0000 *(7)MEMBER DEPTHS: * Surf Member * Id Size 2 '--------' 3 1-7 ----- 1 4 '--------' Y Coord Offset (ft) (in) 50.0000 8.000 52.9167 8.000 50.0000 8.000 0.0000 8.000 --Depth(in)-- No. Start End Dep 22.000 72.000 0 66.000 .48.000 1 48.000 66.00.0 1 72.000 22.000 0 *(8)MEMBER SPLICES: (Max: 40 total splices) * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 1 0.0000 'PEE' 3 1 0.0000 '-EE' 4 1 0.0000 'PEE' Interior_Depths Loc.(ft) Depth(in) 18.0658 . 48.000 17..0556 48.000 04/23/00 RFDES-2 Page I of i I TANK FARM/PACKAGING BLDG RIGID FRAME 2 DESIGN - FRAME ON BUS 2,3,4,5&6 *(9)SEGMENT PLATES: (Max: 100 segments) * Mem No. Seg Len Flange Plate Thickness (in) * Id Seg Id (ft) Width Web O.S.Flg I.S.Flg 1 3 1 20.00 8.0 0.1875 0.3750 0.3750 2 20.00 8.0 0.3125 .0.3750 0.3750 3 0.00 8.0 0.3125 0.3750 0.3750 2 1 4 0.00 6.0 0.3125 0.3125 0.3750 3 1 5 0.00 6.0 0.2500 0.2500 0.3750 4 1 6 0.00 6.0 0.2500 0.2500 0.3750 5 1 7 0.00 6.0 0.3125 0.3125 0.3750 6 3 8 0.00 8.0 0.3125 0.3750 0.3750 9 20.00 8.0 0.3125 0.3750 0.3750 10 20.00" 8.0 0.1875 0.3750 0.3750 *(10)INTERIOR COLUMNS: * No. Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 *(11)BASE ELEVATION: * Elev -10.5 Left Column -10.5 Right Column *(12)WALL GIRTS: (Max: 20 girts/surface) * Surf Girt Girt Girt No. * Id Depth Project Lap Girt Location(ft) 1 8.00 0.00 0.875 5 19.875 25.750 31.667 37.583 43.500 4 8.00 0.00 0.875 5 19.875 25.750 31.667 37.583 43.500 *(13)ROOF PURLINS: * Surf Purl Purl Purl No. Peak * Id Depth Project Lap Purlin Space 2 8.00 ' 0.002.875 9. 1.000 3 8.00 0.00 2.875 9 1.000 *(14)FLANGE BRACES: (Max: 400 total braces) * Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 2 1 4 2 3 3 6 9 3 3 1 4 7 4 2 1 4 Set Of -Set Space - Space Space No. 3 1:000 1 3.371 1 4.250 7 3 4.250 7 3.371 1 1.000 1 04/23/00 RFDES-2 Page 2 of 1 I I >, '1 MAIN BUILDING CALCULATIONS PROJECT: SUNWEST FOOD -RICE MILL BUILDING #1B & C JOB NO: 1751 CUSTOMER: CRANSTON STEEL LOCATION: BIGGS, CA i