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a MAIN BUILDING CALCULATIONS PROJECT: SUNWEST FOODS -RICE MILL BLDG #4 TRAIN PASS THRU JOB NO: 1751 CUSTOMER: CRANSTON STEEL LOCATION: BIGGS, CA 0 I , rw MAIN BUILDING CALCULATIONS PROJECT: SUNWEST FOODS -RICE MILL BLDG #4 TRAIN PASS THRU JOB NO: 1751 CUSTOMER: CRANSTON STEEL LOCATION: BIGGS, CA 0 TABLE OF CONTENT PROJECT: SUNWEST FOODS -RICE MILL BLDG #4 TRAIN PASS THRU JOB NO: 1751 CUSTOMER: CRANSTON STEEL LOCATION: BIGGS, CA ITEM DESCRIPTION 1 CERTIFICATE OF DESIGN Main Building Calculations 2 Design Load & Reaction Summary 3 Roof Analysis & Design 4 Back Sidewall Analysis & Design 5 Left Endwall Analysis & Design 6 Right Endwall Analysis & Design 7 Rigid Frame 1 Analysis & Design Frame(s) Ln 1,2,3,4&5 Pages 1-8 1-19 1-13 1-6 1-6 1-8 Additional Calculations 1-7 TRAIN PASS THRU LEAN-TO DESIGN LOAD SUMMARY 41 HCI. STEEL PRODUCTS 1852067 AVE NE ARLINGTON, WA 98223 STRUCTURAL DESIGN CALCULATIONS FOR CRANSTON STEEL P.O. BOX 1036 WOODLAND, CA 95776 QROFESS/pN� O BGG G SUNWEST FOODS -RICE MILL y V 8TH STREET N0. S41m BIGGS, CA Exp. Z-� 1751 1751 S �'1( BUILDING DATA Width (ft.) = 30.1 Length (ft) =100.7 Eave Height (ft) = 23.0/ 25.5 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 --------------- 4/23/00 04/23/00 DESCALC Page I of 8 0 TRAIN PASS THRU LEAN-TO DESIGN LOAD SUMMARY ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#4R Design Loads For Each Building Component 4/23/00 3:35pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- FRONT SIDEWALL: --------------- LOADING Wind Wind Press Suct 15.3 -22.1 Girt/Header 20.4 -27.2 Panel 15.3 -22.1 Jamb BACK SIDEWALL: --------------- LOADING Wind Wind Press Suct 15.3 -22.1 20.4 -27.2 15.3 -22.1 Girt/Header Panel Jamb 04/23/00 DESCALC Page 2 of 8 t TRAIN PASS THRU LEAN-TO 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 17.0 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 15.3 -22.1 Column 15.3 -22.1 Girt/Header 15.3 -22.1 Jamb 20.4 -27.2 Panel WIND COEFFICIENTS: Surf Rafter _Wind l 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 Rafter_Wind_2 Aux Load Id Dead Collat Snow Left _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 04/23/00 DESCALC Page 3 of 8 I TRAIN PASS THRU LEAN-TO DESIGN LOAD SUMMARY RIGHT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.6 16.0 0.0 0.0 17.0 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 15.3 -22.1 Column 15.3 -22.1 Girt/Header 15.3 -22.1 Jamb 20.4 -27.2 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 1.0.0 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 1100 0..00 0 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 04/23/00 DESCALC Page 4 of 8 0 TRAIN PASS THRU LEAN-TO 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 17.0 1.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_R 0.0 -23.8 Purlins 0.0 -28.9 Panels 13.6 -8.5 -11.9 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 04/23/00 DESCALC Page 5 of 8 V s TRAIN PASS THRU LEAN-TO DESIGN LOAD SUMMARY RIGID FRAME #1: --------------- BASIC LOADS: Basic Defl Seis Weak_ Ax is React Dead Live Snow Collateral Wind Ratio Load L_Col R_Col 2.6 12.0 0.0 0.0 17.0 1.00 0.4 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: -------------------- 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 04/23/00 DESCALC Page 6 of 8 TRAIN PASS THRU LEAN-TO DESIGN LOAD SUMMARY ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#4R ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Reactions, Anchor Bolts, & Base Plates 4/23/00 3:35pm ----- ---- 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 1 6.24 4.04 2 -8.00-11.30 2 0.875 8.00 11.13 0.500 3 0.99 6.56 2 -8.00-11.30 * 1 B 4 10.09-13.72 5 -5.33 1.64 2 0.875 8.00 11.25'0.500 3 -0.99 6.79 6 10.09-13.72 0 ------------------------------------------------------------------------------ * 1 Frame Lines 1 2 3 4 5 Load Load Id Combination ---- ------------------------------ 1 DL+LL/2+WR1 2 DL+WL2 3 DL+CO+LL 4 DL+WR1 5 DL+LL/2+WL2 6 DL+WR2 7 DL+WRI+WS 8 DL+WP BRACING/PANEL SHEAR REACTIONS: ------------------ With Bracing(k ) Wall Col Horz Vert Id Id React React 1 2 2, 3 4.14 3.84 3 No Bracing(lb/ft) Load At Base Angle 0.00 0 we WIND COLUMNS: ------------- Wall Col --Reaction(k ,f -k )-- Anc._Bolt --Base_Plate(in)--- Id Id Horiz Vert Moment No Dia . Width Length Thick ---- --- ----- ----- ------ --- ----- ------ ------ ----- 4 2 3.9 50.7 84.5 4 1.125 10.000 25.00 0.750 04/23/00 DESCALC Page 7 of 8 TRAIN PASS THRU LEAN-TO DESIGN LOAD SUMMARY --------------------------------=---------------------------------------------- ------------------------------------------------------------------------------- 1751#4R Additional Reactions Report 4/23/00 3:35pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 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 ----- * 1 ------ A ----- 0.22 ----- 1.89 ----- 0.00 ----- 0.00 ----- 0.77 ----- 4.67 ----- 0.00 ----- 0.00 ----- -8.x-2-13.19 ----- * 1 ------------------------------------------------------------------------------ B -0.22 2.07 0.00 0.00 -0.77 4.72 0.00 0.00 -4.73 -2.79 Frame Col -Wind Rl-- -Wind L2-- -Wind R2-- Seismic L- Seismic Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz _R- Vert ----- * 1 ------ A ----- 5.64 ----- -0.19 ----- -8.22-13.19 ----- ----- 5.64 ----- -0.19 ----- -0.39 ----- -0.66 ----- 0.39 ----- 0.66 * 1 ------------------------------------------------------------------------------ B 10.31-15.79 -4.73 -2.79 10.31-15.79 -0.41 0.66 0.41 -0.66 * 1 Frame Lines : 1 2 3 4 5 Endwall Column Reactions ------------------------- -Out_Of_Plane- Frame Col Dead Collat Live-Brc_Wind _L--Brc_Wind _R- Wind_P Wind S Line Line Vert Vert Vert Horz Vert Horz Vert Horz Horz ----- ---- ----- ----- ----- ----- ----- ----- ----- ------ ------ ---------------------------------------------------------------------------- Endwall Column Reactions ------------------------- Frame Col-Raf_Wind _L--Raf_Wind _R - --Seismic L- --Seismic_R- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ------ ---------------------------------------------------------------------------- - 04/23/00 DESCALC Page 8 of 8 I TRAIN PASS THRU LEAN-TO ROOF DESIGN *1751#4R Roof Design Input 4/23/ 0 3:15pm *---------------------- * < PROGRAM OPERATION > *---------------------- * *(1)JOBID: (Max: 60 char) '1751#4R' *(2)PROGRAM OPTIONS: ,. * Run Run Run ---Build--- Seismic * Purlin Panel Brace Code Year Zone 'Y' 'Y' 'Y' '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 80.0 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 300.0 240.0 .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' 'Y' 4.000 'Y' 4.000 04/23/00 ROOMES Page 1 of 19 TRAIN PASS THRU LEAN-TO ROOF DESIGN *-------------------- * < BUILDING LAYOUT > *-------------------- * *(7)BUILDING SHAPE: (Max: 14 surfaces) * No. X_Coord Y_Coord * Surf (ft) (ft) 3 0.0000 23.0000 30.1042 25.5104 30.1042 0.0000 *(8)WALL BAY SPACING: (Max: 40 bays) * Wall Sets Of Bay No. * Id Bays Width Bays 1 1 30.1042 1 2 3 25.3333 1 25.0000 2 25.3333 1 3 1 30.1042 1 *(9)FRAMED OPENINGS: * Wall No. Bay Open Open * Id Opens Id Width Height 1 0 2 0 3 0 4 0 *(10)PARTIAL WALLS: * Wall Set—Of --Bay_Id-- Wall * Id Bays Start End Height 1 1 1 1 15.0000 2 0 3 1 1 1 15.0000 4 1 1 4 15.0000 *(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 '----Rafter—Size ----- Left Right 'W8x10 'W8x10 ' 04/23/00 ROOMES Page 2 of 19 n TRAIN PASS THRU LEAN-TO 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 0 *(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 2 0 *(18)SIDEWALL DIAGONAL BRACING: * Wall Max—Pan Brace User_Selected_SW_Bays * Id Shear Type No:: Bay_Id 2 75.0 'R' 1 2 4 75.0 'R' 0 *(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 1 3 'R' 04/23/00 ROOMES Page 3 of 19 I ----------- Order Selection ----------- * Wall Panel Diagonal _Of_ Wind Wind Weak—Axis * Id Shear Bracing Bent Column Bending 2 INV IV B INV IN' IN' 4 'N' 'N1 1N' 'Yt INV *(17)ROOF DIAGONAL BRACING: * Max _Pan Brace Each User—Selected—Roof—Bays * Shear Type EW No. Bay_Id 0.0 'R' 'N' 1 2 0 *(18)SIDEWALL DIAGONAL BRACING: * Wall Max—Pan Brace User_Selected_SW_Bays * Id Shear Type No:: Bay_Id 2 75.0 'R' 1 2 4 75.0 'R' 0 *(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 1 3 'R' 04/23/00 ROOMES Page 3 of 19 I TRAIN PASS THRU LEAN-TO ROOF DESIGN *(21)WALL BRACING ATTACHMENT *Wall No—Of Attach --Ba-y_Id-- No—Of * Id Attach Id Start End Level Level—Height 2 1 1 1 4 1 25.5104 4 1 2 1 4 1 23.0000 *(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 Set_Lap Max _UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(26)CANOPY PANELS: * *Ext Panel Panel Standing *Id Type Gage Seam *(27.)BASE ELEVATION: * Sidewalls * Front Back -10.50 -10.50 04/23/00 ROOMES Page 4 of 19 TRAIN PASS THRU LEAN-TO 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 17.0 1.00 .00 3.010 .3216 *(29)WIND PRESSURE/SUCTION * * Wind Wind Wind * Press Suct Q„ i- ° 0.0 -23.8 0.0 -47.6 0.0 -47.6 0.0 -47.6 0.0 -47.6 0.0 -28.9 0.0 -47.6 13.6 -8.5 -11.9 (psf ) Deflection Wind Wind Press Suct 0.0 -23.8 0.0 -47.6 0.0 -47.6 0.0 -47.6 0.0 -47.6 0.0 -28.9 0.0 -47.6 13.6 -8.5 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: (Max: 20 loads) * No. Aux Aux No. _Add Add -Load * Aux Id Name Combs Id Coef 0 *(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 Wl W2 Dxl Dx2 - Distributed 0 04/23/00 ROOMES Page 5 of 19 TRAIN PASS THRU LEAN-TO 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 11 • 0 *(36)PURLIN LAPS: Extensions(Enter lap on each side of each support) * *Ext Data ------Set 1------- ------Set 2------- ------Set 3 * 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 - 1 0 I *(38)PURLIN STRAPS: Extensions * *Ext Data --- Set_1--- --- Set_2--- --- Set_3--- --- Set_4--- * Id Opt Sets Strap Quan Strap Quan Strap Quan Strap Quan 04/23/00 ROOMES Page 6 of 19 TRAIN PASS THRU LEAN-TO ROOF DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Bypass Purlin Design Report 4/23/ 0 3:15pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ---------------------------- DESIGN RUN # 1 ; SURFACE # 2 (Edge Strip Zone= 3.01) ---------------------------- 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 -------- 1Ox30Z14 ----- 0.33 ----- ----- ----- 4.32 ---- 1 ----- 0 ------ 1.5 ------ 1.5 1 2 1Ox30Z14 25.00 -1.39 0.88 4.32 1 0 115.1 115.1 2 3 1Ox30Z14 25.00 0.88 0.88 4.32 1 0 119.0 119.0 3 4 1Ox30Z14 25.00 0.88 0.88 4.32 1 0 119.0 119.0 4 5 1Ox30Z14 25.00 0.88 0.58 4.32 1 0 115.1 115.1 3.51 6 1Ox30Z14 0.33 7.43 0.71 4.32 1 0 1.5 1.5 Total(lb)= 471.3 Purlin DL= 1.08 (psf ) LOAD COMBINATION # 1 : DL+CO+LL --------------------------------------------------- PURLIN ANALYSIS: STRENGTH/DEFLECTION: -------MOMENT(f-k )------- --------SHEAR(k )-------- Left Span Left Left Right Right Id ---- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.00 Allow -4.67 -0.03 2 0.95 -2.20 -1.39 -1.47 3 1:30 1.21 -1.04 -1.12 4 1.12 1.04 -1.21 -1.30 5 1.47 1.39 -1.39 -0.95 6 0.03 5.24 7.43 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- ------SHEAR(k Left Left Mid -Span Sup Lap Mom Loc ----- 0.00 ----- ----- 0.00 ----- 0.00 0.01 Allow -4.67 9.82 6.49 5.39 -2.20 13.39 4.33 3.38 -2.20 11.61 6.49 5.24 -4.67 15.18 0.01 ---- 0.00 0.00 0.33 Right Lap 5.24 3.38 5.39 Right Sup 0.01 6.49 4.33 6.49 0.01 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RS ------ -0.03 ----- 3.51 ---- 0.01 --- RS ------ 0.01 ----- 7.43 ---- 0.00 --- RS ---- 0.00 ------ 0.03 ----- 2 RL -1.39 3.51 0.39 RL 5.24 7.43 0.71 RL 0.57 -0.69 1.00 3 LL 1.21 3.51 0.35 LL 5.39 7.43 0.73 LL 0.58 -0.20 1.00 4 RL -1.21 3.51 0.35 RL 5.39 7.43 0.73 RL 0.58 -0.20 1.00 5 LL 1.39 3.51 0.39 LL 5.24 7.43 0.71 LL 0.57 -0.69 1.00 6 LS 0.03 3.51 0.01 LS 0.01 7.43 0.00 LS 0.00 0.03 04/23/00 ROOMES Page 7 of 19 0 TRAIN PASS THRU LEAN-TO ROOF DESIGN LAP BOLT SHEAR: WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 ----- ---- ---- ---- ---- Left 0.97 0.88 0.79 0.71 Right 0.97 0.88 0.79 0.71 04/23/00 ROOMES Page 8 of 19 LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- 2 ---- ----- 1.85 ---- ----- 1.03 3 1.85 1.24 1.03 0.69 4 1.24 1.85 0.69 1.03 5 1.85 1.03 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 ----- ---- ---- ---- ---- Left 0.97 0.88 0.79 0.71 Right 0.97 0.88 0.79 0.71 04/23/00 ROOMES Page 8 of 19 TRAIN PASS THRU LEAN-TO ROOF DESIGN LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- Span Left Left Right Right Id Sup Lap Lap Sup ---- ----- ----- ----- ----- 1 0.00 0.04 2 -1.23 1.79 1.90 3 -1.68 -1.57 1.35 1.46 4 -1.46 -1.35 1.57 1.68 5 -1.90 -1.79 1.23 6 -0.04 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- -----MOMENT(f-k )---- Left Left Mid -Span Calc Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 --- RS 0.00 0.00 ---- 0.01 -0.01 -0.01 ----- 9.90 6.05 9.82 -6.78 -8.40 -8.40 -6.98 2.85 13.39 -4.37,,--5.60 6.05 -5.60 -4.37 2.85 11.61 -6.98 -8.40 -8.40 -6.78 6.05 15.18 6.98 -0.01 -0.01 LL 0.00 0.33 RL 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 1 --- RS ------ 0.04 ----- 4.68 ---- 0.01 --- RS ------ 0.01 ----- 9.90 ---- 0.00 --- RS ---- 0.00 2 RL 1.79 4.68 0.38 MS 6.05 6.93 0.87 RL 0.54 3 LL -1.57 4.68 0.34 LL 6.98 9.90 0.70 LL 0.55 4 RL 1.57 4.68 0.34 RL 6.98 9.90 0.70 RL 0.55 5 LL -1.79 4.68 0.38 MS 6.05 6.93 0.87 LL 0.54 6 LS -0.04 4.68 0.01 LS 0.01 9.90 0.00 LS 0.00 LAP BOLT SHEAR: LAP BOLT Span SHEAR(k ) Id Left Right 2 2.40 3 2.40 1.60 4 1.:60 2...40 5 2.40 SHEAR RATIO ( 0.5in A307 ) Left Right 1.00 1.00 0.67 0.67 1.00. 1.00 DEFLECTION(in) Calc Allow -0.05 1.09 1.25 0.32 1.25 0.32 1.25 1.09 1.25 -0.05 04/23/00 ROOMES Page 9 of 19 I TRAIN PASS THRU LEAN-TO ROOF DESIGN -----------------=------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Bypass Purlin Design Report 4/23/ 0 3:15pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ---------------------------- DESIGN RUN # 1 ; SURFACE # 2 ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) Right No. No. Unit Total Id Id Size (ft) Left Right Space Rows Brace Weight eight --- ---- 1 -------- 1Ox3OZ14 ----- 0.33 ----- ----- ----- 4.32 ---- 4 ----- 0 ------ 1.5 ------ 5.9 1 2 1Ox3OZ14 25.00 -1.39 0.88 4.32 4 0 115.1 460.6 2 3 1Ox3OZ14 25.00 0.88 0.88 4.32 4 0 119.0 476.1 3 4 1Ox3OZ14 25.00 0.88 0.88 4.32 4 0 119.0 476.2 4 5 1Ox3OZ14 25.00 0.88 0.58 4.32 4 0 115.1 460.6 3.51 6 1Ox3OZ14 0.33 7.43 0.71 4.32 4 0 1.5 5.9 Total(lb)= 1885.3 Purlin DL= 1.08 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: Span Id 1 2 3 4 5 6 --------SHEAR(k )-------- Left Left Left Right Right Sup ----- Lap ----- Lap ----- Sup ----- 0.00 ----- 0.00 ----- 0.00 -0.03 0.95 -4.67 -1.39 -1.47 1.30 1.21 -1.04 -1.12 1.12 1.04 -1.21 -1.30 1.47 1.39 15.18 -0.95 0.03 0.00 0.33 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- ------SHEAR(k Left Left Mid -Span Sup Lap Mom Loc ----- 0.00 ----- ----- 0.00 ----- 0.00 0.01 Allow -4.67 9.82 6.49 5.39 -2.20 13.39 4.33 3.38 -2.20 11.61 6.49 5.24 -4.67 15.18 0.01 ---- 0.00 0.00 0.33 Right Lap 5.24 3.38 5.39 Right Sup 0.01 6.49 4:33.- 6.49 0.01 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RS ------ -0.03 ----- 3.51 ---- 0.01 --- RS ------ 0.01 ----- 7.43 ---- 0.00 --- RS ---- 0.00 ------ 0.03 ----- 2 RL -1.39 3.51 0.39 RL 5.24 7.43'0.71 RL 0.57 -0.69 1.00 3 LL 1.21 3.51 0.35 LL 5.39 7.43 0.73 LL 0.58 -0.20 1.00 4 RL -1.21 3.51 0.35 RL 5.39 7.43 0.73 RL 0.58 -0.20 1.00 5 LL 1.39 3.51 0.39 LL 5.24 7.43 0.71 LL 0.57 -0.69 1.00 6 LS 0.03 3.51 0.01 LS 0.01 7.43 0.00 LS 0.00 0.03 04/23/00 ROOMES Page 10 of 19 0 TRAIN PASS THRU LEAN-TO ROOF DESIGN LAP BOLT SHEAR: LAP BOLT Span SHEAR(k ) Id Left Right 2 1.85 3 1.85 1.24 4 1.24 1.85 5 1.85 WEB CRIPPLING: End Left Right SHEAR RATIO ( 0.5in A307 ) Left Right 1.03 1.03 0.69 0.69 1.03 1.03 WEB CRIPPLING RATIO Bearing Width (in) 3 4 5 6 0.97 0.88 0.79 0.71 0.97 0.88 0.79 0.71 04/23/00 ROOMES Page 1 1 of 19 TRAIN PASS THRU LEAN-TO 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 -0.99 1.32 1.40 3 -1.23 -1.15 0.98 1.06 4 -1.06 -0.98 1.15 1.23 5 -1.40 -1.32 0.99 6 -0.03 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- ------SHEAR(k )------ Left Left Mid -Span Mom+Shr Sup Lap Mom Loc ----- 0.00 ----- ----- 0.00 ----- 0.00 -0.01 UC 4.47 10.39 -6.17 -5.13 2.07 13.42 -4.07 -3.17 2.07 11.58 -6.17 -4.98 4.47 14.61 -0.01 ------ -0.04 0.00 0.33 Right Right Lap Sup -0.01 -4.98 -6.17 -3.17 . 4.07 -5.13 -6.17 -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 ----- 4.68 ---- 0.01 --- RS ------ 0.01 ----- 9.90 ---- 0.00 --- RS ---- 0.00 ------ -0.04 ----- 2 RL 1.32 4.68 0.28 MS 4.47 6.93 0.64 RL 0.29 0.84 1.25 3 LL -1.15 4.68 0.25 LL 5.13 9.90 0.52 LL 0.30 0.24 1.25 4 RL 1.15 4.68 0.25 RL 5.13 9.90 0.52 RL 0.30 0.24 1.25 5 LL -1.32 4.68 0.28 MS 4.47 6.93 0.64 LL 0.29 0.84 1.25 6 LS -0.03 4.68 0.01 LS 0.01 9.90 0.00 LS 0.00 -0.04 LAP BOLT SHEAR: Span Id 2 3 4 5 LAP BOLT SHEAR RATIO SHEAR(k ) ( 0.5in A307 ) Left Right Left Right ---- ----- 1.76 ---- ----- 0.73 1.76 1.16 0.73 0.48 1:.16 1.76 0.48 0'.73 1.76 0.73 04/23/00 ROOMES Page 12 of 19 I TRAIN PASS THRU LEAN-TO ROOF DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Bypass Purlin Design Report 4/23/ 0 3:15pm ----------------------------=------------------------------------------------- ------------------------------------------------------------------------------ ---------------------------- DESIGN RUN # 1 ; SURFACE # 2 (Edge Strip Zone= 3.01) ---------------------------- PURLIN LAYOUT: --------SHEAR(k )-------- Left Span Left Left Right Right Id Bay Span Purlin Span Lap_Dist(ft) 0.00 UC No. No. Unit ,Total Id Id Size (ft) Left Right Space Rows Brace Weight Weight --- ---- 1 -------- 1Ox30Z14 ----- 0.33 ----- ----- ----- 4.32 ---- 1 ----- 0 ------ 1.5 ------ 1.5' 1 2 lOx3OZ14 25.00 3 0.88 4.32 1 0 115.1 115.1 2 3 1Ox30Z14 25.00 0.88 0.88 4.32 1 0 119.0 119.0 3 4 1Ox30Z14 25.00 0.88 0.88 4.32 1 0 119.0 119.0 4 5 1Ox30Z14 25.00 0.88 0.71 4.32 1 0 115.1 115.1 LS 6 1Ox30Z14 0.33 LS 0.01 4.32 1 0 1.5 1.5 Total(lb)= 471.3 Purlin DL= 1.08 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: STRENGTH/DEFLECTION: -------MOMENT(f-k )------- --------SHEAR(k )-------- Left Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 UC -4.67 -0.03 2 0.95 -2.20 -1.39 -1.47 3 1.30 1.21 -1.04 -1.12 4 1.12 1.04 -1.21 -1.30 5 1.47 1.39 3.51 -0.95 6 0.03 7.43 0.71 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- ------SHEAR(k )------ Left Left Mid -Span Sup Lap Mom Loc 0.00 UC 0.00 0.00 0.01 UC -4.67 9.82 6.49 5.39 -2.20 13.39 4.33 3.38 -2.20 11.61 6.49 5.24 -4.67 15.18 0.01 ------ 0.03 0.00 0.33 Right Lap 5.24 3.38 5.39 Right Sup 0.01 6.49 4.33 6.49 0.01 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ----- ---- 1 --- RS ------ -0.03 ----- 3.51 ---- 0.01 --- RS ------ 0.01 ----- 7.43 ---- 0.00 --- RS ---- 0.00 ------ 0.03 2 RL -1.39 3.51 0.39 RL 5.24 7.43 0.71 RL 0.57 -0.69 1.00 3 LL 1.21 3.51 0.35 LL 5.39 7.43 0.73 LL 0.58 -0.20 1.00 4 RL -1.21 3.51 0.35 RL 5.39 7.43 0.73 RL 0.58 -0.20 1.00 5 LL 1.39 3.51 0.39 .LL 5.24 7.43 0.71 LL 0.57 -0.69 1.00 6 LS 0.03 3.51 0.01 LS 0.01 7.43 0.00 LS 0.00 0.03 04/23/00 ROOMES Page 13 of 19 TRAIN PASS THRU LEAN-TO ROOF DESIGN LAP BOLT SHEAR: WEB CRIPPLING: End Left Right WEB CRIPPLING RATIO Bearing Width (in) 3 4 5 6 0.97 0.88 0.79 0.71 0.97 0.88 0.79 0.71 04/23/00 ROOMES Page 14 of 19 0 LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- 2 ---- ----- 1.85 ---- ----- 1.03 3 1.85 1.24 1.03 0.69 4 1.24 1.85 0.69 1.03 5 1.85 1.03 WEB CRIPPLING: End Left Right WEB CRIPPLING RATIO Bearing Width (in) 3 4 5 6 0.97 0.88 0.79 0.71 0.97 0.88 0.79 0.71 04/23/00 ROOMES Page 14 of 19 0 TRAIN PASS THRU LEAN-TO ROOF DESIGN LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- Span Left Left Right Right Id Sup Lap Lap Sup ---- ----- ----- ----- ----- 1 0.00 0.04 2 -1.23 1.79 1.90 3 -1.68 -1.57 1.35 1.46 4 -1.46 -1.35 1.57 1.68 5 -1.90 -1.79 1.23 6 -0.04 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- ------SHEAR(k )------ SHEAR -----MOMENT(f-k )---- Left Left Mid -Span Id Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- 0.00 ----- 0.00 ----- ----- -0.01 -0.01 ----- 4.68 6.05 9.82 -6.78 78.40 -8.40 -6.98 2.85 13.39 -4.37.,,=5.60 -5.60 -4.37 2.85 11.61 -6.98 -8.40 -8.40 -6.78 6.05 15.18 0.54 -0.01 -0.01 3 0.00 0.33 4.68 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 ------ 0.04 ----- 4.68 ---- 0.01 --- RS ------ 0.01 ----- 9.90 ---- 0.00 --- RS ---- 0.00 ------ -0.05 ----- 2 RL 1.79 4.68 0.38 MS 6.05 6.93 0.87 RL 0.54 1.09 1.25 3 LL -1.57 4.68 0.34 LL 6.98 9.90 0.70 LL 0.55 0.32 1.25 4 RL 1.57 4.68 0.34 RL 6.98 9.90 0.70 RL 0.55 0.32 1.25 5 LL -1.79 4.68 0.38 MS 6.05 6.93 0.87 LL 0.54 1.09 1.25 6 LS -0.04 4.68 0.01 LS 0.01 9.90 0.00 LS 0.00 -0.05 LAP BOLT SHEAR: Span Id 2 3 -4 5 LAP BOLT SHEAR RATIO SHEAR(k ) ( 0.5in A307 ) Left Right Left Right 2.40 1.00 2.40 1.60 1.00 0.67 1.60 2.40 0.'67 1.00 2.40 1.00 04/23/00 ROOMES Page 15 of 19 0 TRAIN PASS THRU LEAN-TO ROOF DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Roof Panel Report 4/23/ 0 3:15pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL DATA: Panel: Type = HR Gage = 26.00 ; Yield = 80.0 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 4.316 D+L ----- 44.7 ----- ----- 152.9 0.29 ----- -32.2 ----- 123.1 ----- 0.26 ----- -0.07 ----- 0.575 ----- t 0.11 D+WP 5.2 203.8 0.03 -3.7 164.1 0.02 0.00 0.575 0.00 D+WS -52.4 164.1 0.32 37.7 203.8 0.19 0.10 0.575 0.17 04/23/00 ROOMES Page 16 of 19 TRAIN PASS THRU LEAN—TO ROOF DESIGN ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Roof Diagonal Bracing Report 4/23/ 0 3:15pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Panel Shear (Allow) = 0.0 Panel Shear (Calc ) = 0.0 Bay Brace_Loc.------ Diag_Brace----- Diag_Force(k ) Brace_Tension(k ) Id Start End Type Size Part Wind Seismic Calc Allow ----------------- ---- -------------- ------------ ------ ------ 2 0.00 30.10 R 0.500 ROD500 0.00 0.00 0.00 4.93 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Sidewall Diagonal Bracing Report 4/23/ 0 3:15pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Panel Shear (Allow) = 75.0 Panel Shear (Calc ) = 41.1 (Wall 2) Panel Shear (Calc ) =750.0 (Wall 4) Wall Bay Level ------ Diag_Brace----- Diag_Force(k ) Brace_Tension(k ) Id Id Height Type Size Part Wind Seismic Calc Allow ---- 2 --- 2 ------ 25.51 ---- ------ R 0.625 -------- ROD625 ------ 5.64 ------- 4.51 ------ ------ 5.64 7.87 Wall Bay Col Wind—Max Seismic—Max Id Id Id Horz Vert(+/-) Horz Vert(+/-) ---- 2 --- 2 --- 2 ----- -4.14 --------- 3.84 ----- --------- -3.31 3.07 2 2 3 4.14 3.84 3.31 3.07 04/23/00 ROOMES . Page 17 of 19 a TRAIN PASS THRU LEAN-TO ROOF DESIGN 1751#4R Wind Column -Design Report 4/23/ 0 3:15pm DESIGN FOR WIND COLUMN #: 1 --------------------------- Wall 4 Bay: 3 Side: R Column Height 21.50 Deflect. Limit: 180.0 Yield Stress 50.0 Design Load Wind = 3.93, Seismic= 2.14 Design Moment Column = 76.63, Base = 84.49 j MEMBER SELECTED: Column B1410083 Weight= 992.3 Flange Size 0.500 x 10.00 Web Thickness 0.188 Base Plate Size(TxWxL) 0.750 x 10.00 x 25.00 Bolts 4 - 1.125 STRESS, DEFLECTION, REACTIONS: ---Bending—Stress --- -----Deflection----- ---Reactions-- Member Calc Allow UC Calc Allow UC Horiz Vert ------ ------ ------ ---- ------ ------ ---- ------ ------ Column 13.14 43.23 0.30 1.36 1.43 0.95 3.93 50.70 04/23/00 ROOMES Page 18 of 19 TRAIN PASS THRU LEAN-TO ROOF DESIGN 1751#4R Eave Strut Report 4/23/ 0 3:15pm Wall Bay Eave Axial Calc Axial Axial Id Id Size Wind Seis Allow Ratio ---- 2 --- 1 -------- 1Ox3OZ14 ------ 4.14 ------ 0.83 ----- 21.00 ----- 0.20 2 2 1Ox3OZ14 4.14 2.48 21.00 0.20 2 3 1Ox3OZ14 4.14 1.65 21.00 0.20 2 4 1Ox3OZ14 4.14 0.83 21.00 0.20 4 4 1Ox3OZ14 3.93 0.81 21.00 0.19 4 3 1Ox3OZ14 3.93 2.41 21.00 0.19 4 2 10x30Z14 3.93 1.61 21.00 0.19 4 1 10x30Z14 3.93 0.81 21.00 0.19 1751#4R 3 Strut Bolt Report 4/23/ 0 3:15pm EAVE STRUTS: Wall Frm_Line ---- Bolt ----- Id Id Type No Type -Selected Diam Wshr ---- 2 -- 1 ---- RF -- 2 ----- A325 ----- 0.500 ---- 2 ** 2 2 RF 2 A325 0.500 2 ** 2 3 RF 2 A325 0.500 2 ** 2 4 RF 2 A325 0.500 2 ** 2 5 RF 2 A325 0.500 2 ** 4 1 RF 2 A325 0.500 2 ** 4 2 RF 2 A325 0.500 2 ** 4 3 RF .2 A325 0.500 2 ** 4 4 RF 2 A325 0.500 2 ** 4 5 RF 2 A325 0.500 2 ** **NOTE : Not standard bolt connection ---Bolt_Capacity--- Calc Allow Ratio ----- ----- ----- .4.14 6.50 0.64 4.14 6.50 0.64 4.14 6.50 0.64 4.14 6.50 0.64 4.14 6.50 0.64 3.93 6.50 0.60 3.93 6.50 0.60 3..93 6.50 0.60 3.93 6.50 0.60 3.93 6.50 0.60 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Roof Design Warning Report 4/23/ 0 3:15pm . No Warnings 04/23/00 ROOMES Page 19 of 19 TRAIN PASS THRU LEAN-TO BACK SIDEWALL DESIGN - BAYLINE A *1751#4R Sidewall Design Input File 4/23/ 0 3:08pm *(1)JOBID: '1751#4R' *(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 80.0 1.03 1.03 240. 90. 90. 1.00 *(4) REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel ' I ' ' Y ' IV ' ' Y ' *(5)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type Use Offset Use Offset 'FF' 'Y' 4.000 'Y' 4.000 *(6)BUILDING SHAPE: (Max: 14 surfaces) * No. * Surf X_Coord Y_Coord 3 0.0000 23.0000 30.1042 25.5104 30.1042 0.0000 *(7)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets -Of Bay No. * Bays Width Bays 3 25.3333 ' 1 25.0000 2 25.3333 1 *(8)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member * Open Id Width Height Offset Type Height Elev Depth Select 0 *(9)PARTIAL WALLS: * Set Of Base Full * Bays Type Load 1 'C' 'N' --Bay_Id-- Wall Start End Height 1 4 15.3333 04/23/00 SWDES-B Page I of 13 TRAIN PASS THRU LEAN—TO BACK SIDEWALL DESIGN — BAYLINE A *(10)GIRT DESIGN: * Girt In_Flg Set Set Max Max_Unbr * Type Brace Depth Lap Space Length 'ZB' 'N' 0.000 0.0000 7.3333 10.0000 *(11)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'Y' 1 18.8333 *(12)WALL PANELS: * Panel Panel * Type Gage 'HR 1 26.00 *(13)LOADING: * * Wind Wind * Pressure Suction 15.3 -22.1 Girt/Header 20.4 -27.2 Panel 15.3 -22.1 Jamb 04/23/00 SWDES-B Page 2 of 13 a TRAIN PASS THRU LEAN-TO BACK SIDEWALL DESIGN - BAYLINE A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Girt Design Report 4/23/00 4:14pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right ----------- ----- ---- ----- 1 8x30C14 25.00 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Girt Location Weight 15.3333 97.5 97.5 ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.33 -0.33 0.00 -2.09 12.50 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- 1 LS 0.33 6.10 0.05 MS -2.09 7.48 0.28 LS 0.00 DEFLECTION(in) Calc Allow -0.76 3.33 04/23/00 SWDES-B Page 3 of 13 TRAIN PASS THRU LEAN-TO BACK SIDEWALL DESIGN - BAYLINE A WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.48 0.48 0.00 3.02 12.50 0.00 STRESS/DEFLECTION: i� Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 LS -0.48 6.10 0.08 MS 3.02 2.99 1.01 LS 0.01 1.10 3.33 04/23/00 SWDES-B Page 4 of 13 TRAIN PASS THRU LEAN-TO BACK SIDEWALL DESIGN - BAYLINE A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Girt Design Report 4/23/00 4:14pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ -----------_-------- GIRT # 1 ; SPAN # 2 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 2 8x30C14 25.00 15.3333 97.5 97.5 WIND PRESSURE : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 0.33 -0.33 0.00 -2.09 12.50 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 --- ------ ----- ---- LS 0.33 6.10 0.05 --- ------ ----= ---- MS -2.09 7.48 0.28 --- ---- LS 0.00 ------ ----- -0.76 3.33 04/23/00 SWDES-B Page 5 of 13 TRAIN PASS THRU LEAN-TO BACK SIDEWALL DESIGN - BAYLINE A WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -0.48 0.48 0.00 3.02 12.50 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 2 --- ------ ----- ---- LS -0.48 6.10 0.08 --- ------ ----- ---- MS 3.02 2.99 1.01 --- ---- LS 0.01 DEFLECTION(in) Calc Allow 1.10 3.33 04/23/00 SWDES-B Page 6 of 13 0 TRAIN PASS THRU LEAN-TO BACK SIDEWALL DESIGN - BAYLINE A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Girt Design Report 4/23/00 4:14pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN # 3 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 3 8x30C14 25.00 15.3333 97.5 97.5 WIND PRESSURE : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 0.33 -0.33 0.00 -2.09 12.50 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 0.33 6.10 0.05 --- ------ ----- ---- MS -2.09 7.48 0.28 --- ---- LS 0.00 ------ ----- -0.76 3.33 04/23/00 SWDES-B Page 7 of 13 TRAIN PASS THRU LEAN-TO BACK SIDEWALL DESIGN — BAYLINE A 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 -0.48 0.48 0.00 3.02 12.50 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 -0.48 6.10 0.08 MS 3.02 2.99 1.01 LS 0.01 1.10 3.33 04/23/00 SWDES-B Page 8 of 13 TRAIN PASS THRU LEAN-TO BACK SIDEWALL DESIGN - BAYLINE A ---------------------------------------------------------=-------------------- ------------------------------------------------------------------------------ 1751#4R Girt Design Report 4/23/00 4:14pm -7 ---------------- GIRT # 1 ; SPAN # 4 ------------------- GIRT LAYOUT: -----MOMENT(f-k )---- Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 4 -------- 8x30C14 ----- ---- ------------- ------ 25.00 15.3333 97.5 --- ------ ----- ---- MS -2.09 7.48 0.28 --- ---- LS 0.00 97.5 WIND PRESSURE : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 0.33 -0.33 0.00 -2.09 12.50 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 0.33 6.10 0.05 --- ------ ----- ---- MS -2.09 7.48 0.28 --- ---- LS 0.00 ------ ----- -0.76 3.33 04/23/00 SWDES-B Page 9 of 13 TRAIN PASS THRU LEAN-TO BACK SIDEWALL DESIGN — BAYLINE A 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 -0.48 0.48 0.00 3.02 12.50 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 -0.48 6.10 0.08 MS 3.02 2.99 1.01 LS 0.01 1.10 3.33 04/23/00 SWDES-B Page 10 of 13 TRAIN PASS THRU LEAN-TO BACK SIDEWALL DESIGN - BAYLINE A ---------------------------------------------------- ---------------------------------------------------- 1751#4R Girt Design Report ---------------------------------------------------- ---------------------------------------------------- ------------------- GIRT # 2 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 1 -------- 8x30Z14 ----- 25.00 ---- ----- 0.88 -------- 18.8333 ------ 100.9 2 8x30Z16 25.00 0.88 0.88 18.8333 85.1 3 8x30Z16 25.00 0.88 0.88 18.8333 85.1 4 8x30Z14 25.00 0.88 LL 18.8333 100.9 RL -0.67 3.21 0.21 RL 2.92 372.0 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: MOMENT(f-k 4/23/00 4:14pm --------------- --------------- Left ---------SHEAR(k )-------- Right Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.53 3.52 -0.76 -0.81 2 0.71 0.67 -0.58 -0.63 3 0.63 0.58 -0.67 -0.71 4 0.81 0.76 15.13 -0.53 STRESS/DEFLECTION: MOMENT(f-k 4/23/00 4:14pm --------------- --------------- Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 UC -2.61 9.87 2.83 3.52 3.52 2.92 -1.23 13.32 1.90 2.42 2.42 1.90 -1.23 11.68. 2.92 3.52 3.52 2.83 -2.61 15.13 3.21 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 1 --- RL ------ -0.76 ----- 5.93 ---- 0.13 --- RL ------ 2.83 ----- 7.34 ---- 0.39 --- RL ---- 0.16 2 LL 0.67 3.21 0.21 LL 2.92' 5.62 0.52 LL 0.29 3 RL -0.67 3.21 0.21 RL 2.92 5.62 0.52 RL 0.29 4 LL 0.76 5.93 0.13 LL 2.83 7.34 0.39 LL 0.16 DEFLECTION(in) Calc Allow -0.74 1.25 -0.27 1.25 -0.27 1.25 -0.74 1.25 04/23/00 SWDES-B Page 11 of 13 TRAIN PASS THRU LEAN-TO BACK SIDEWALL DESIGN - BAYLINE A WIND SUCTION : ---------------- GIRT ANALYSIS: ----------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.76 1.10 1.17 2 -1.03 -0.96 0.84 0.90 3 -0.90 -0.84 0.96 1.03 4 -1.17 -1.10 0.76 STRESS/DEFLECTION: --------------MOMENT(f-k )-------------- -----MOMENT(f-k )---- Left Left Mid -Span Id Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 UC 3.77 9.87 -4.09 -5.09 -5.09 -4.22 1.78 13.32 -2.74 -3.50 -3.50 -2.74 1.78 11.68 -4.22 -5.09 -5.09 -4.09 3.77 15.13 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 ------ 1.10 ----- 5.93 ---- 0.19 --- MS ------ 3.77 ----- 5.14 ---- 0.73 --- RL ---- 0.34 ------ 1.06 ----- 1.25 2 LL -0.96 3.21 0.30 LL -4.22 5.62 0.75 LL 0.60 0.39 1.25 3 RL 0.96 3.21 0.30 RL -4.22 5.62 0.75 RL 0.60 0.39 1.25 4 LL -1.10 5.93 0.19 MS 3.77 5.14 0.73 LL 0.34 1.06 1.25 04/23/00 SWDES-B Page 12 of 13 0 TRAIN PASS THRU LEAN-TO BACK SIDEWALL DESIGN - BAYLINE A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Wall Panel Report 4/23/00 4:14pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL REACTIONS: (Back Sidwall, Bay= 1) Panel: Type = HR'; Gage = 26.00 ; Yield = 80 MOMENTS & DEFLECTION: ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Weight Summary 4/23/00 4:14pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girts = 761.95 Frame Openings = 0.00 761.95 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Sidewall Design Warning Report 4/23/00 4:14pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ No Warnings 04/23/00 SWDES-B Page 13 of 13 D --------- Moment(ft-lb/ft)--------- Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC ---- 1 ----- 3.50 -- WP ----- 31.2 ----- 203.8 ---- 0.15 ----- -17.6 ----- 164.1 ---- 0.11 ----- -0.02 ----- 0.47 ---- 0.05 WS -41.6 164.1 0.25 23.4 203.8 0.11 0.03 0.47 0.07 2 3.50 WP 31.2 203.8 0.15 -17.6 164.1 0.11 -0.02 0.47 0.05 WS -41.7 164.1 0.25 23.4 203.8 0.11 0.03 0.47 0.07 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Weight Summary 4/23/00 4:14pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girts = 761.95 Frame Openings = 0.00 761.95 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Sidewall Design Warning Report 4/23/00 4:14pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ No Warnings 04/23/00 SWDES-B Page 13 of 13 D TRAIN PASS THRU LEAN-TO LEFT ENDWALL DESIGN - BAYLINE 1 *1751#4R Endwall Design Input Echo 4/23/ 0 3:08pm *(1)JOBID: (Max: 60 char) '1751#4R' *(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' 'N' '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 80.0 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. 240. 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' 'Y' 4.00 *(7)SURFACE SHAPE: (Max: 10 surfaces) * No. X-Coord Y-Coord Offset * Surf (ft) (ft) (in) 3 0.0000 23.0000 8.000 30.1042 25.5104 10.000 30.1042 0.0000 0.000 *(8)BAY SPACING: (Max: 20 bays) * SideWall Frame Sets Of Bay No. * Bay Recess ( Bays Width Bays 0.3333 0.3333 1 30.1041 1 *(9)FRAMED OPENINGS: * No. Bay Open * Open Id Width 0 *(10)PARTIAL WALLS: * Set Of Base Full * Bays Type Load 1 'C' 'N' Open Open Open Sill Base Set Member Height Offset Type Height Elev Depth Select --Bay_Id-- Wall Start End Height 1 1 15.3333 04/23/00 EWDES-L Page 1 of 6 I TRAIN PASS THRU LEAN-TO LEFT ENDWALL DESIGN - BAYLINE 1 *(11)COLUMNS: * ---Corner--- -Interior- Same Max_UnBr Base * Type Depth Type Depth Depth Length Elev 'R ' 0.000 'R ' 0.000 '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 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 0 *(16)ENDWALL GIRTS: * Girt Flange Set Set Max Girt To One Girt * Type Brace Depth Lap Space Rafter Depth/Bay 'ZF' 'N' 0.000 0.0000 18.8333 'N' 'Y' *(17)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'Y' 1 18.8333 *(18)ROOF PURLINS: * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 2 0.000 4.316 6 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' 'N' 'N' 'N' *(21)WALL BRACING: * Wind Brace No. Bays Specified * Shear Type Specified Bays_For_Bracing 100.0 'R 0 Max_Unbr Length 10.0000 04/23/00 EWDES-L Page 2 of 6 I TRAIN PASS THRU LEAN-TO LEFT ENDWALL DESIGN - BAYLINE 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 17.0 1.00 16.0 0.0 *(29)WIND PRESSURE/SUCTION: * Deflection * Wind Wind Wind Wind * Press Suct Press Suct 15.3 -22.1 15.3 -22.1 Column 15.3 -22.1 15.3 -22.1 Girt/Header 15.3 -22.1 15.3 -22.1 Jamb 20.4 -27.2 20.4 -27.2 Panel 0.0 -47.6 0.0 -47.6 ..L Eave Ext 0.0 -47.6 0.0 -47:6 ..R Eave Ext 0.0 -47.6 0.0 -47.6 ..SW Canopy 0.0 -47.6 0.0 -47.6 ..EW Canopy 04/23/00 EWDES-L Page 3 of 6 U TRAIN PASS THRU LEAN-TO LEFT ENDWALL DESIGN - BAYLINE 1 *(30)WIND COEFFICIENTS: * Surf Rafter Left Rafter .00 Bracing Wind Long Surface * Id Left -Wind -1 Right Left -Wind -21 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 *(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 Seisi 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 Aux -Load *Load Id Dead Collat Live Left Right Left Right Seis 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 * Add Id Id Load Type I W1 W2 Co DL1 DL2 0 -Conc. -Unif. 04/23/00 EWDES.-L Page 4 of 6 I I Aux Load Seis I Id 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 Aux -Load *Load Id Dead Collat Live Left Right Left Right Seis 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 * Add Id Id Load Type I W1 W2 Co DL1 DL2 0 -Conc. -Unif. 04/23/00 EWDES.-L Page 4 of 6 I TRAIN PASS THRU LEAN-TO LEFT ENDWALL DESIGN - BAYLINE 1 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Flush Girt Design Report 4/23/ 0 3:15pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 --- ---- -------- -------- 1 2 15.333 18.833 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 --- ---- -------- -------- 1 2 29.104 29.104 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 --- ---- -------- -------- 1 2 12x30C14 12x30Z12 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 0.39 3.97 0.10 -2.83 12.07 0.23 -0.53 3.88 0.14 WS 0.56 3.97 0.14 4.09 4.83 0.85 0.77 3.88 0.20 1 2 WP -0.93 10.91 0.09 -6.75 19.46 0.35 -0.90 1.46 0.62 WS 1.34 10.91 0.12 9.75 9.73 1.00 1.30 1.46 0.89 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Wall Panel Report 4/23/ 0 3:15pm PANEL DATA: Bay= 1 Panel: Type,= HR. Gage 26.00 ; Yield = 80.0 MOMENTS & DEFLECTION: --------- Moment(ft-lb/ft)--------- Span Span LD Support Midspan ---Deflect(in)-- Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC ---- ----- 1 -- 3.50 WP ----- ----- 47.7 203.8 ---- 0.23 ----- ----- -7.4 164.1 ---- 0.04 ----- 0.00 ----- 0.47 ---- 0.01 WS -63.6 164.1 0.39 9.8 203.8 0.05 0.01 0.47 0.01 2 4.84 WP 47.7 203.8 0.23 -35.8 164.1 0.22 -0.11 0.64 0.17 WS -63.6 164.1 0.39 47.7 203.8 0.23 0.15 0.64 0.23 04/23/00 EWDES-L Page 5 of 6 TRAIN PASS THRU LEAN-TO LEFT ENDWALL DESIGN - BAYLINE 1 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Endwall Design Warning Report 4/23% 0 3:15pm .. No Warnings ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Endwall Weight Summary 4/23/ 0 3:15pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ FORCED SPACING: Total Column Weight = 951.02 Total Rafter Weight = 0.00 Total Girt Weight = 346.34 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 6.60 Total Endwall Weight = 1303.96 04/23/00 EWDES-L Page 6 of 6 I TRAIN PASS THRU LEAN-TO RIGHT ENDWALL DESIGN - BAYLINE 5 *-------------------------------------------------------------------------------- ---------------------------------------------------------------------------- *1751#4R Endwall Design Input Echo 4/23/ 0 3:08pm ------------------------------------------------------------------------------ *(1)JOBID: (Max: 60 char) '1751#4R' *(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' 'N' '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 80.0 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. 240. 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' 'Y' 4.00 *(7)SURFACE SHAPE: (Max: 10 surfaces) * No. X-Coord Y-Coord Offset * Surf (ft) (ft) (in) 3 0.0000 25.5104 0.000 30.1042 23.0000 10.000 30.1042 0.0000 8.000 *(8)BAY SPACING: (Max: 20 bays) * SideWall Frame I Sets Of Bay No. * Bay Recess I Bays Width Bays 0.3333 0.3333 1 30.1041 1 *(9)FRAMED OPENINGS: * No. Bay Open * Open Id Width 0 *(10)PARTIAL WALLS: * Set Of Base Full * Bays Type Load 1 'C' 'N' Open Open Open Sill Base Set Member Height Offset Type Height Elev Depth Select --Bay_Id-- Wall Start End Height 1 1 15.3333 04/23/00 EWDES-R Page I of 6 TRAIN PASS THRU LEAN-TO RIGHT ENDWALL DESIGN - BAYLINE 5 *(11)COLUMNS: * ---Corner--- -Interior- Same Max_UnBr Base * Type -Depth Type Depth Depth Length. Elev OR 10.000 OR ' 0.000 '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 OR 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 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 18.8333 'N' 'Y' 10.0000 *(17)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'Y' 1 18.8333 *(18)ROOF PURLINS: * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 2 0.000 4.316 6 0.000 *(19)PANELS: * Panel Panel * Type Gage 'HR 126.00 *(20)WIND FRAMING SELECTION: * ----- Order _Of_Selection ------ * Panel Diagonal Wind Wind * Shear Bracing Bent Column 'N' 'N' 'N' 'N' *(21)WALL BRACING: * Wind Brace No. Bays Specified * Shear Type Specified Bays_For_Bracing 100.0 OR ' 0 04/23/00 EWDES-R Page 2 of 6 TRAIN PASS THRU LEAN-TO RIGHT ENDWALL DESIGN - BAYLINE 5 *(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 2 0 4 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 2 0 4 0 *(27)EW CANOPY * *Wall No_Of Ext-Bay_Id-- -Edge Ext *Id Ext Id Start End Width Height _Extend- Slope Left Right Mount 3 0 *(28)BASIC LOADS: * Dead Live Snow Collateral Basic Wind -Canopy Seismic * Load Load Load Load Wind _Load Ratio Live Load 2.6 16.0 0.0 0.0 17.0 1.00 16.0 0.0 *(29)WIND PRESSURE/SUCTION: * Deflection * Wind Wind Wind Wind * Press Suct Press Suct 15.3 -22.1 15.3 -22.1 Column 15.3 -22.1 15.3 -22.1 Girt/Header 15.3 -22.1 15.3 -22.1 Jamb 20.4 -27.2 20.4 -27.2 Panel 0.0 -47.6 0.0 -47.6 ..L Eave Ext 0.0 -47.6 0.0 -47.6 ..R Eave Ext 0.0 -47.6 0.0 -47.6 ..SW Canopy 0.0 -47.6 0.0 -47.6 ..EW Canopy 04/23/00 EWDES-R Page 3 of 6 TRAIN PASS THRU LEAN-TO RIGHT ENDWALL DESIGN - BAYLINE 5 *(30)WIND COEFFICIENTS: * Surf Rafter -Wind -1 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.E 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 *(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 * Add Id Id Load Type I W1 W2 Co DL1 DL2 0 -Conc. -Unif. 04/23/00 EWDES-R Page 4 of 6 I I 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 *(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 * Add Id Id Load Type I W1 W2 Co DL1 DL2 0 -Conc. -Unif. 04/23/00 EWDES-R Page 4 of 6 I TRAIN PASS THRU LEAN-TO RIGHT ENDWALL DESIGN - BAYLINE 5 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Flush Girt Design Report 4/23/ 0 3:15pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ GIRT LOCATION: Bay No. Girt Id Id Girt 1 2 --- ---- -------- -------- 1 2 15.333 18.833 GIRT SPAN: Bay No. Girt Id Id Girt 1 2 --- ---- -------- -------- 1 2 29.104 29.104 GIRT SIZE: Bay No. Girt Id Id Girt 1 2 --- ---- -------- -------- 1 2 12x30C14 12x30Z12 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 0.39 3.97 0.10 -2.83 12.07 0.23 -0.53 3.88 0.14 WS 0.56 3.97 0.14 4.09 4.83 0.85 0.77 3.88 0.20 1 2 WP -0.93 10.91 0..09 -6.75 19.46 0.35 -0.90 1.46 0.62 WS -1.34 10.91 0.12 9.75 9.73 1.00 1.30 1.46 0.89 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Wall Panel Report 4/23/ 0 3:15pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL DATA: Bay= 1 Panel: Type = HR Gage = 26.00 ; Yield = 80.0 MOMENTS & DEFLECTION: --------- Moment(ft-lb/ft)--------- Span Span LD Support Midspan Id (ft) Id Calc Allow UC Calc Allow UC ---- 1 ----- 3.50 -- WP ----- 47.7 ----- 203.8 ---- 0.23 ----- -7.4 ----- 164.1 ---- 0.04 WS -63.6 164.1 0.39 9.8 203.8 0.05 2 4.84 WP 47.7 203.8 0.23 -35.8 164.1 0.22 WS -63.6 164.1 0.39 47.7 203.8 0.23 ---Deflect(in)-- Calc Allow UC 0.00 0.47 0.01 0.01 0.47 0.01 -0.11 0.64 0.17 0.15 0.64 0.23 04/23/00 EWDES-R Page 5 of 6 t TRAIN PASS THRU LEAN-TO RIGHT ENDWALL DESIGN - BAYLINE 5 -----------------=------------------------------------------------------------ ------------------------------------------------------------------------------ 1751#4R Endwall Design Warning Report 4/23/ 0' 3:15pm .. No Warnings --------------------------------------------- --------------------------------------------- 1751#4R Endwall Weight Summary --------------------------------------------- --------------------------------------------- FORCED SPACING: Total Column Weight = 951.02 Total Rafter Weight = 0.00 Total Girt Weight = 346.34 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 6.60 Total Endwall Weight = 1303.96 ------------------------- ------------------------- 4/23/ 0 3:15pm ------------------------- ------------------------- 04/23/00 EWDES-R Page 6 of 6 t TRAIN PASS THRU LEAN-TO RIGID FRAME 1 DESIGN - FRAME ON BUS 1,2,3,4 & 5 *1751#4R Rigid Frame Design Input Echo 4/23/ 0 3:35pm *(1)JOBID: (Max: 60 char) '1751#4R ' *(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 26.00 7 'P' 'P' 189' 1.00 'UBC ' '97' '3 ' *(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 '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 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' 'N' 'N' 'Y' 'N' 'N' 'Y' 'Y' *(6)BUILDING SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 3 0.0000 23.0000 8.000 30.1042 25.5104 10.000 30.1042 0.0000 6.000 *(7)MEMBER DEPTHS: * Surf Member --Depth(in)-- No. Interior_Depths * Id Size Start End Dep Loc.(ft) Depth(in) 1 '-------- ' 10.500 22.000 0 2 '-------- 22.000 26.000 1 14.6375 18.000 3 '--------' 26.000 10.500 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 8.0 0.1345 0.3125 0.3125 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 04/23/00 RMES-1 Page 1 of 8 TRAIN PASS THRU LEAN-TO RIGID FRAME 1 DESIGN - FRAME ON BUS 1,2,3,4 & 5 *(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 2 15.333 19.167 3 0.00 6.00 0.000 0 0 *(13)ROOF PURLINS: * Surf Purl Purl Purl No. Peak Set Of -Set_S.pace- * Id Depth Project Lap Purlin Space Space Space No. 2 10.00 0.00 0.875 6 0.000 0 *(14)FLANGE BRACES: (Max: 400 total braces) * Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 2 1 2 2 6 1 2 3 4 5 6 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 17.01 1.00 0.4 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 04/23/00 RFDES-1 Page 2 of 8 TRAIN PASS THRU LEAN-TO RIGID FRAME 1 DESIGN - FRAME ON BUS 1,2,3,4 & 5 *(19)DESIGN LOADS: * -------------------- Load _Coefficients— *Des_Load Live/ Live ---Wind 1 -- *No. Id Dead Collat Snow Right Left Right 17 1 1.00 1.00 1.00 0.00 0.00 0.00 2 1.00 0.00 0.00 0.00 1.00 0.00 3 1.00 0.00 0.00 0.00 0.00 1.00 4 1.00 1.00 1.00 0.00 0.50 0.00 5 1.00 1.00 1.00 0.00 0.00 0.50 6 1.00 0.00 0.50 0.00 1.00 0.00 7 1.00 0.00 0.50 0.00 0.00 1.00 8 1.00 0.00 0.00 0.00 0.00 0.00 9 1.00 0.00 0.00 0.00 0.00 0.00 10 1.00 1.00 1.00 0.00 0.00 0.00 11 1.00 1.00 1.00 0.00 0.00 0.00 12 1.00 0.00 0.50 0.00 0.00 0.00 13 1.00 0.00 0.50 0.00 0.00 0.00 14 1.00 1.00 0.00 0.00 0.00 0.00 15 1.00 1.00 0.00 0.00 0.00 0.00 16 0.00 0.00 0.00 0.00 0.00 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 *(20)AUXILARY LOADS: *No. Aux Aux *Aux Id Name 0 *(21)ADDITIONAL LOADS: *No. Add Surf Basic *Add Id Id Type 0 *(22)FLOOR BEAMS: * Bay No. Beam * Id Beam Id 1 0 No. Add Add Comb Loads Id Coeff ----------------- ---Wind 2 -- Left Right Seis 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.50 0.00 0.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 -1.00 0.00 0.00 1.00 0.00 0.00 -1.00 (F -k , W-k/ft, Dx,Dy,Dl-ft) Load Fx Fy M Dx Type W1 W2 Co Dll Beam Con -Type Con -Loc Beam Properties Ht Lt Rt Lt Rt Area Ixx *(23)CABLES: * Bay No. Cable Cable Cable Cable * Id• Cable Id Level Type Area. 1 0 Aux -Load Id Coeff 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0"' 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 Dy -Conc D12 -Dist 04/23/00 PFDES=1 Page 3 of 8 I TRAIN PASS THRU LEAN-TO RIGID FRAME 1 DESIGN - FRAME ON BUS 1,2,3,4 & 5 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#4R Base Plate and Anchor Bolt Design 4/23/ 0 3:35pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Bolt Type = A307 1751#4R Bolted -End -Plate Design 4/23/ 0 3:35pm t ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 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 8.0 0.750 Top: 13 3 59 2 0.750 4.00 3.50 0.250F Bot: 8 -8 57 2 0.750 4.00 3.50 0.250F 2 VEE 3- 4 8.0 0.750 Top: 6 -1 46 2 0.750 4.00 3.50 0.250F Bot: 9 10 88 2 0.750 4.00 3.50 0.250F ------------------------------------------------------------------------------- 1751#4R Stiffener Report 4/23/ 0 3:35pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Stiff Stiff Stiff Force Force Force Loc No. Width Thick Calc. Allow Ratio ------- --- ----- ----- ----- ----- ----- Col 1 1 4.00 0.250 37.7 72.2 0.52 Col 2 1 4.00 0.250 23.1 71.9 0.32 04/23/00 RFDES-1 Page 4 of 8 Weak Column Max_Reactions(k ) Axis --- Plate_Size(in)--- ---- Bolts(in) ---- Loc. Comp Tens Shear Tens Width Length Thick Row Diam Gage ------ Left ----- 6.6 ----- ----- -8.5 -6.0 ----- 0.0 ----- ------ ----- 8.0 11.13 0.500 ----- ----- ---- 1 0.875 4.00 Right 6.8 -10.3 7.6 0.0 8.0 11.25 0.500 1 0.875 4.00 1751#4R Bolted -End -Plate Design 4/23/ 0 3:35pm t ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 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 8.0 0.750 Top: 13 3 59 2 0.750 4.00 3.50 0.250F Bot: 8 -8 57 2 0.750 4.00 3.50 0.250F 2 VEE 3- 4 8.0 0.750 Top: 6 -1 46 2 0.750 4.00 3.50 0.250F Bot: 9 10 88 2 0.750 4.00 3.50 0.250F ------------------------------------------------------------------------------- 1751#4R Stiffener Report 4/23/ 0 3:35pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Stiff Stiff Stiff Force Force Force Loc No. Width Thick Calc. Allow Ratio ------- --- ----- ----- ----- ----- ----- Col 1 1 4.00 0.250 37.7 72.2 0.52 Col 2 1 4.00 0.250 23.1 71.9 0.32 04/23/00 RFDES-1 Page 4 of 8 TRAIN PASS THRU LEAN-TO RIGID FRAME 1 DESIGN - FRAME ON BUS 1,2,3,4 & 5 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#4R Flange Brace Report 4/23/ 0 3:35pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Surf No. Id Brace Flange Braces ---- ----- ------------- 1 0 2 3 Loc 1 4 6 Sides: 2 2 2 Part L2x.075 L2x.075 L2x.075 Force: 0.28 0.15 0.35 3 0 1751#4R Weld Report: Web To Flange 4/23/ 0 3:35pm -Weld Provided- ---- Max —Weld _ Shear----- One _'Side_Of_Web Member Segment Section Load Shear Size Shear Id Id Id Id Win ) (in) (k/in ) -------------------- ------------- ----- ------- 1 1 1 8 0.66 0.188 4.24 2 2 7 2 0.32 0.188 4.24 3 3 14 9 0.31 0.188 4.24 4 4 20 3 0.83 0.188 4.24 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#4R Special Segment Report 4/23/ 0 3:35pm SEGMENT SIZE AT LEFT COLUMN: ----------------------------- Web Thick= 0.135 ( 0.135) Flange Width= 5.000 ( 8.000) Flange Thick= 0.250 ( 0.313) SEGMENT SIZE AT RIGHT COLUMN: ----------------------------- Web Thick= '0.135 ( 0.135) Flange Width= 5.000 ( 8.000) Flange Thick= 0.250 ( 0.375) 04/23/00 RFDES-1 Page 5 of 8 TRAIN PASS THRU LEAN-TO RIGID FRAME 1 DESIGN - FRAME ON BUS 1,2,3,4 & 5 1751#4R Design Summary Report 4/23/ 0 3:35pm MEMBERS: Mem Segl Flange JWeb_Depthj Plate -Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len WidjStrt Endl Web O-flg I-flgjId Ld UcvlId Ld UcolId Ld Uci 1 1 23.1 8.0 10.5 22.0 0.135 0.313 0.313 1 8 0.30 5 8 0.49 5 7 0.58 2 2 12.3 5.0 22.0 18.0 0.188 0.250 0.250 7 2 0.33 7 8 0.56 8 9 0.77 3 3 12.6 5.0 18.0 26.0 0.188 0.250 0.250 14 9 0.47 14 9 0.69 14 9 0.60 4 4 25.5 8.0 26.0 10.5 0.135 0.375 0.37519 1.22 3 0.41 16 9 0.74 17 .9 0.49 -0.66 0.00 17 0.39 0.66 0.00 LOAD COMBINATIONS: 2 - DL+WL1 3 - DL+WR1 7 - DL+LL/2+WRl 8 - DL+WL2 9 - DL+WR2 WEIGHTS: Member 1 2 3 4 ---------- ---- ---- ---- ---- Weight (lb) 575 262 284 747 Total Weight (lb) : Frame Members = Interior Col. Conn. Plates = Base Plates = Trans Stiff = REACTIONS: (Sidewall Columns) Load ----- Left -Column ------ Id ----- Fx(k ) ------ Fy(k ) ------- M(f-k ) ------- 1 0.99 6.56 0.00 2 -8.00 -11.30 0.00 3 5.86 1.70 0.00 4 -3.12 -0.03 0.00 5 3.81 6.47 0.00 6 -7.62 -8.96 0.00 7 6.24 4.04 0.00 8 -8.00 -11.30 0.00 9 5.86 1.70 0.00 10 -3.12 -0.03 0.00 11 3.81 6.47 0.00 12 -7.62 -8.96 0.00 13 6.24 4.04 0.00 14 -0.16 1.22 0.00 15 0.61 2.55 0.00 16 -0.39 -0.66 0.00 17 0.39 0.66 0.00 1868 0 343 25 0 2236 ----- Right _Column ----- Fx(k ) Fy(k ) M(f-k ) -0.99 6.79 0.00 -4.95 -0.72 0.00 10.09 -13.72 0.00 -3.35 5.39 0.00 4.17 -1.11 0.00 -5.33 1.64 0.00 9.70 -11.36 0.00 -4.95 -0.72 0.00 10.09 -13.72 0.00 -3.35 5.39 0.00 4.17 -1.11 0.00 -5.33 1.64 0.00 9.70 -11.36 0.00 -0.64 2.73 0.00 0.19 1.40 0.00 -0.41 0.66 0.00 0.41 -0.66 0.00 04/23/00 PFDES-1 Page 6 of 8 TRAIN PASS THRU LEAN-TO RIGID FRAME 1 DESIGN - FRAME ON BUS 1,2,3,4 & 5 DEFLECTIONS : (in) DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 5429 6522 2250 2 126 140 1420 3 96 106 2782 4 263 291 22674 5 187 207 4620 6 127 141 1886 7 95 105 5390 8 126 140 1420 9 96 106 2782 10 263 291. 22674 11 187 207 4620 12 127 141 1886 13 95 105 5390 14 1323 1461 12505 15 1187 1321 8829 16 1252 1387 60064 17 1252 1387 60064 Max Live Vertical = -0.13, Span/Deflection = 2737 Max Horizontal Drift= -2.89, Eave Height/Drift= 95. i 04/23/00 RFDES-1 Page 7 of 8 Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- 1 ---- -0.05 ----- -0.05 --------- -0.16 2 2.19 2.18 0.25 3 -2.87 -2.87 0.13 4 1.05 1.05 -0.02 5 -1.48 -1.48 -0.08 6 2.17 2.16 0.19 7 -2.89 -2.89 0.07 8 2.19 2.18 0.25 9 -2.87 -2.87 0.13 10 1.05 1.05 -0.02 11 -1.48 -1.48 -0.08 12 2.17 2.16 0.19 13 -2.89 -2.89 0.07 14 0.21 0.21 -0.03 15 -0.23 -0.23 -0.04 16 0.22 0.22 0.01 17 -0.22 -0.22 -0.01 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 5429 6522 2250 2 126 140 1420 3 96 106 2782 4 263 291 22674 5 187 207 4620 6 127 141 1886 7 95 105 5390 8 126 140 1420 9 96 106 2782 10 263 291. 22674 11 187 207 4620 12 127 141 1886 13 95 105 5390 14 1323 1461 12505 15 1187 1321 8829 16 1252 1387 60064 17 1252 1387 60064 Max Live Vertical = -0.13, Span/Deflection = 2737 Max Horizontal Drift= -2.89, Eave Height/Drift= 95. i 04/23/00 RFDES-1 Page 7 of 8 TRAIN PASS THRU LEAN-TO RIGID FRAME 1 DESIGN - FRAME ON BUS 1,2,3,4 & 5 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751#4R Rigid Frame Clearances 4/23/ 0 3:35pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- VERTICAL CLEARANCE: ------------------ Left Col 20'05-15" (X= 2'06-09", Y= 20105-15") Right Col 22'02-13" (X= 27'04-10", Y= 22102-13") Midspan 21'10-03" (X= 14109-0711, Y= 21'10-03") HORIZONTAL -CLEARANCE: -------------------- Left Col - Right Col 24110-01" (X1= 2'06-09", X2= 27104-1011) I ------------------------------------------------------------------------------- 1751#4R Rigid Frame Design Warnings 4/23/ 0 3:35pm .. No Warnings 04/23/00 RFDES-1 Page 8 of 8 Additional Calculations PROJECT: SUNWEST FOODS -RICE MILL BLDG #4 TRAIN PASS THRU JOB NO: 1751 CUSTOMER: CRANSTON STEEL LOCATION: BIGGS, CA PURLIN ROLLING FORCE CALCULATION JOB NO: DATE 3/9/00 General description Input Data: Output Interpretation: PROJECT: CUSTOMER: LOCATION: 1751 SUNWEST FOODS -RICE MILL CRANSTON MILL BIGGS. CA 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 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' The resulting graphic shows the width and the amount of the snow drift that is in addtion 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=2Q psf COL= Q psf DL= .5 psf Wn = (1.2D+1.6L)*L*nP*s = 17100 lbs. LRFD Design Force Ctr- M (0.63 ext bay, 0.87 for first int bay, 0.81 for all other supports) t= 0.076 purlin thk, in. SLOPE b= 3M in. rise= F K00 L= 25.00 bay space, ft. run= 12 S-- 4.50 purlin spacing, ft. Angle= 0.0831 rad np= 4.0 lines of purlins Angle= 4.7636 deg d= 10.00 purlin depth, in. sina= 0.083 angle= 4.764 degrees cos( )= 0.997 a= 0.083 rad PL= 2163 lbs. FORCE PER CLIP (NO BRIDGING USED) 540.8 lbs. urlin Size/Clip Force: �Pu, I Purlin Max Force per Standard Clip, Pu=(Ibs.) 8" 10" 1 12" 8" FALSE 586 1 502 1 439 10" Use 10 in. Purlin Antiroll Clip 12" FALSE PurlinAntiroll Page 1 of 2 , 4/23/00 PURLIN ROLLING FORCE CALCULATIONS Multiple -Span System with Midspan Restraints: PL=Cms[{(0.116)(b^1.32)(L^0.18)/(np^0.70)(d)(t^0.50))-sina]W (Eq. D.3.2.1-6) Cms= LU 1.05 FOR EXTERIOR SPANS, 0.90 FOR ALL OTHER BRACES PL= 1939 lbs. FORCE PER CLIP 484.8 lbs. Purlln Max Force per Standard Clip, Pu =(lbs.) 8" FALSE 10" Standard Clip is OK 12" FALSE Multiple -Span System with Third -Point Restraints: PL= Cth[{(0.181)(b^1.15)(L^0.25)/(np^0.54)(dAl. 11)(t^0.29)) -sin (Eq. D.3.2.1-5) Cth= 0,57 0.57 FOR EXTERIOR SPANS, 0.48 FOR ALL OTHER BRACES PL= 1212 lbs. FORCE PER CLIP 303.0 lbs. Purlin Max Force per Standard Clip, Pu =(lbs.) 8" FALSE 10" Standard Clip is OK 12" FALSE PurlinAntiroll Page 2 of 2 4/23/00 SEISMIC LOAD CALCULATIONS PER 1997 UBC JOB NO: 1751 PROJECT: SUNWEST FOODS -RICE MILL DATE: ® CUSTOMER: CRANSTON STEEL LOCATION: BIGGS. CA General descriptj m 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 Interpretatiom The reslulting graphic output shows the loads to the rigid frames and braced frames. BUILDING GEOMETRY SPAN 33.00 ft. Total Building Weight LENGTH 104 ft. Item Area,sf psf Wt., kips BAY 25.00 ft. Roof 3300.00 4.8 15.84 EAVE HEIGHT 23.00 ft. Front Sidewall 379.50 2.0 0.76 ROOF SLOPE 1 :12 Back Sidewall 379.50 2.0 0.76 EWAVE. EAVE HEIGHT 24-0 ft. Left Endwall 404.25 2.0 0.81 LOADS: Right Endwall 404.25 2.0 0.81 SNOW LOAD= 20.0 psf W= 18.98 25% SNOW LOAD= 0.0 psf Collateral Load = 0.0 psf Tributary Rigid Frame Weight D. Wt. Roof = 4-4 psf Item Area,sf psf I Wt., kips D. Wt. Front Sidewall= 2,Q psf Roof 825.00 4.8 3.96 D. Wt. Back Sidewall= 2.0 psf Front Sidewall 287.50 2.0 0.58 D. Wt. Left Endwall= 2.0 psf Back Sidewall 287.50 2.0 0.58 D. Wt. Right Endwall= 2.Q psf W= 5.11 Seismic Design Coefficients and Information 1= 1S1 no= RIGID FRAME Ca= 0.3f no= 2.2 BRACING Rw= 4.5 Rw= DESIGN BASE SHEAR FORMULA: V=(2.5•Ca'I/R)•W= 0.200 'W (RIGID FRAME) SEISMIC LOADS TO RIGID FRAME Total W = 5.11 kips V=(2.5'Ca'I/R)'W= 1.022 kips Fx=V*Qo■p/1.4= 0.73 kips no= 1.0 r(max) = 0.25 Total W = 18.98 kips V=(2.5'Ca'I/R)'W= 3.05 kips Fx=V*.Qo•p/1.4= 6.25 kips no= 2.2 _number of bays 1 =Number of braced bays per sidewall 0.161 'W (BRACED FRAME) 0.37 kips 0.37 kips RRiaid Frame P =®p(max) =1.5 (or 1.0 in Zones 0, 1 & 2) r(max) = 0.50 P =®p(max) =1.5 (or 1.0 in Zones 0, 1 & 2) Load per braced bay= 3.12 0.5 Fx = 3.ltkips Left Endwall 3.11kips SeismicUBC97 Page 1 of 1 4/23/00 I ANCHOR BOLT CHECK FOR COMBINED LOADS (AISC J3.5. TABLE J3.3) JOB NO: 1251 Date: 3/9100 PROJECT: SUNWEST FOODS -RICE MILL CUSTOMER: CRANSTON STEEL LOCATION: BIGGS. CA General Description- 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 interpretation: 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). NOTE: 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 —0- manually determine from MBS reactions Dead + Snow" + EM A 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 AB -Check Page 1 of 2 4/23/00 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= Vertical Force £ FVERT = 17.5 ' kips Bracing Horizonal Reaction = Max. Column Horiz. Reaction= 141 Combined Shear E FHORiz = 10.90 kips ASD Stress increase Factor = JM (not to 1.8fv) Anchor Bolt Size = 0.875 in Number of Anchor Blts = 2 Material ASTM A36 Fu = 5$ ksi Ft = 0.43Fu-1.8fv < 0.33 Fu Calculations & Output A = a d2/4 = 0.6013 in^2 fv = FHORiz/(A'N) = 9.06 <OK = FVERT = 17.5 kips FHORIZ = 10.90 kips 13.14 ksi 1.33 -Ft = (1.33)'0.43 Fu - 1.8 fv 16.93 ksi:5 1.33"0.33 Fu = 25.51 ksi Allowable Tension Force: PT = Ft x A x N = 20.36 > Fvert - OK = 17.5 kips AB -Check Page 2 of 2 4/23/00 BASE PLATED DESIGN CHECK FOR COMBINED UPLIFT LOADS. 1751 pate: 3/9/00 PROJECT: SUNWEST FOODS -RICE MILL CUSTOMER: CRANSTON STEEL LOCATION: I31G95. CA Useage: 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 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. 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 137 kips kips kips in in in in ksi 3.8 17.5 8 12 0.875 4 50 Design Equations. If 1.4*2*bf — d Then tp = Sgrt ( (1.41 *P *g) / (2*bf*Fy) If 1.4*2*bf > d Then tp = Sgrt ( (P *g*d) / (0.5*Fy(d2*+2*be)) MINIMUM BASE PLATE THICKNESS 0.3518 BasePlate Uplift Page 1 of 1 4/23/00 ENGINEERING CALCULATIONS HC1 Corporate Office: Sheet / of / STEEL 1852067th Ave. NE Jo No. ��JI�t-�((yU� BUILDING Arlington, WA 98223 A ^ % y� (360) 435-8871 Date: ' `� to (Z f) CGBy: t SYSTEMS. INC.N(360) 435-9267 fax RC'GF X - G((,� Ci 7 7: t--- <-;,(67(,-1 WIN[--> L.OaC> NS ' EEAv'e r pCc LAVE (� AX 1A�- L �qD GALS A Xt A L If REFERENCES: NOTES 4. 14 k L✓+ - pop.