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t ENGINEERING CALCULATIONS HCI Corporate Office: Sheet ' L of STEEL 18520 67th Ave. NE Job No.7 S .BUILDING Arlington, WA 98223/ / (360) 435-8871 Date: 0 I Z f ! By: SAW c - 1� SYSTEMS. INC. (360) 435-9267 fax 91CG MILL. SVILI�>11 fJ # Z TILT PA NE L 5U PPoRT BEA M c;lr_-S14 til WACT We t = -1 • -15 141 Ps ZS o MAct = 48.s k' J7 use C 157c- 33.-P (epee Pizlf s r Cor MAu.ow ST -7 V.I Lu_ Io`-oU Folz A 3(p C H .qN N e L. �12rcaQ� d � X301 � I N � A L /460 AOT F= 3& i. 0, 3 meq- A 3 Zs la.o�-Ts -rA0Le B e A 1-5 C) VA,. oc,.1 = l(p•3 VG (Pep oV- 13IZACE G oNa EGT Lo N 8�• o� 2 P�� SPAN, TY P SwAcris REFERENCES: NOTES P�RAvI•t� = 33•� PAF X tvl = 33�� �FSQae� = 48.5'K�Xt2lIra" x ex o3/ Z A )(tA L- = 40 2 o PL F x 10� 1 P= MAd-T = • 33�f��Ps x 1 4d RY COX If - e> ENGINEERING CALCULATIONS /� HCI � Corporate Office: Sheet G of STEEL 18520 67th Ave. NE l �' Arlington, WA 98223 Job No. BUILDING (360) 435-8871 Date: 4 I Z �dp 15A W SYSTEMS. INC. (360) 435-9267 fax By: Tt L.T PANEL SLS P PoP-T a E.AM DES (G N c o r -JT . MA%.LOW = o • (-O(o (3(o PSL) . 7 51 , 3 o Ic. C All►Ot�1 � �o � � 1 (? S ; a � REFERENCES: NOTES FA N�t.. OST �YC�� 8 i< ��•� SHEET 3 of 3 STRESS RATIO FOR WIDE FLANGE MEMBERS MEMBER Member Size - C15x33.9 Web Depth (in) - 13.700 CALC'D ALLOW STRESS Web Thick (in) - 0.650, ACTION STRESS STRESS RATIO Flange Width (in) - 3.400 --------- ------ ------ ------ Top Flg Thick (in) - 0.650 Axial 0.00 8.47 0.00 Bot Flg Thick (in) - 0.650 E2-2 Yield Flange '(ksi) - 36,.000 Shear 0.87 14.40 0.06 Yield -Web (ksi) - 36.000 ` F4-1 UNBRACED LENGTH Bend -T 13.86 21.60 0.64 Major Axis (ft) - 10.000 F1-5 Minor Axis Top (ft) - 10.000 Bend -B -13.86 16.560.84 Minor Axis Bot (ft) - 10.000 F1-6' Cb Top - 1.000 Axl+Bnd_T 0.64 Cb Bot - 1.000. H2-1 Wind Adjust - 1.000 Axl+Bnd_B 0.84 ACTION H2-1* Axial (k) - 0.000 Shear (k) - 7.750 Qs=1."00 Qa=1.00 Q=1.00 Moment (f -k) - 48.500 ENGINEERING CALCULATIONS HCS Corporate Office: STEEL 18520 67th Ave. NE BUILDING Arlington, WA 98223 (360) 435-8871 SYSTEMS, INC. (360)435- 9267 fax REFERENCES: ¢ens 4OTES wfiop 1 j . > A3Cv 510??o Q,T Bjt` A 325 501 -YS l57�33.� HOLES PAIZA%-c..11aL- TO PANEL.., r) ENGINEERING CALCULATIONS 'c HCI Corporate Office: "„`�• STEEL 18520 67th Ave. NE Job No. BUILDING Arlington, WA 98223 (360) 435-8871 Date: 04 ! 07100 ax:SA W SYSTEMS, INC. (360) 435-9267 fax 15 fit? WALL' C. -OL -um l�.. F'(..Af� C� rc _ .'15 9MA GE ! Co2 I:-/iN13 S = Z t. SZ P� P� REFERENCES: NOTES MAIN BUILDING CALCULATIONS PROJECT: SUNWEST FOODS -RICE MILL BUILDING #2 (WAREHOUSE) JOB NO: 1751 - - - - - - -- - CUSTOMER: CRANSTON STEEL LOCATION: BIGGS, CA . PROJECT: SUNWEST FOODS -RICE MILL BUILDING #2 (WAREHOUSE) JOB NO: 1.751 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 1-35 4 . Front Sidewall Analysis & Design 1-15 5 Back Sidewall Analysis & Design 1-15 6 Right Endwall Analysis & Design 1-28 7 Rigid Frame 1 Analysis & Design Frame(s) Ln: 1 1-11 8 Rigid Frame 2 Analysis & Design Frame(s) Ln: 2,3,4,5 & 6 1-11 Additional Calculations 1-9 0 WAREHOUSE BUILDING DESIGN LOAD SUMMARY 04/21/00 HCI STEEL PRODUCTS 18520 67 AVE NE ARLINGTON, WA 98223 STRUCTURAL DESIGN CALCULATIONS FOR CRANSTON STEEL P.G. BOX 1036 WOODLAND, CA 95776 SUNWEST FOODS -RICE MILL 8TH STREET BIGGS, CA 95917 1751 BUILDING DATA Width (ft) =140.0 Length (ft) =153.2 Eave Height (ft) .=.24.3/ 24.3 Roof Slope (rise/12 ) = 1.00/ 1.00 Dead Load (psf ) = 2.5 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collat. Load (psf } _ -3.0 Wind Speed(mph } = 75.0. Wind Code =UBC 97 Closed/Open =C Exposure =C Importance - Wind = 1_.00 Importance - Seismic - 1.00 Seismic Coeff = 0.36 Designer = BRUCE WELLENBRINK - Q?'()FESSIpN GG GOFOI `cam C� Fr w V No. S437 m `C Exp.3/ a 4/20/00 j DESCALC Page 1 of 11 WAREHOUSE BUILDING DESIGN LOAD SUMMARY 1751GB#2R Design Loads For Each Building Component 4/20/00 3:27pm FRONT SIDEWALL: --------------- LOADING Wind Wind Press Suct 15.7 -15.7 20.9 -20.9 15.7 -15.7 BACK SIDEWALL: --------------- LOADING Wind Wind Press Suct 15.7 -15.7 20.9 -20.9 15.7 -15.7 Girt/Header Panel Jamb Girt/Header Panel Jamb r 0 i 04/21/00 DESCALC Page 2 of I I WAREHOUSE BUILDING DESIGN LOAD SUMMARY LEFT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load 'Wind. Ratio 2.5 16.0 0.0 3.0 17.4 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 15.7 -15.7 Column 15.7 -15.7 Girt/Header 15.7 -15.7 Jamb 20.9 -20.9 Panel WIND COEFFICIENTS: Surf Rafter Rafter Wind Bracing Wind -Long--- Surface Id Left _Wind _1 Right _2 Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.00 0.00 0.00 0.80 0.00 2 -1.50 -1.50 0.00 0.00 -1.50 -1.50 -0.70 0.00 3 -1.50 -1.50 0,00 0.00 -1.50 -1.50 -0.70 0.00 4 0.00 0.00 0.00 0.00 0.00 1 0.00 -0.50 0.00 COLUMN & BRACING DESIGN LOADS: 0 5 1.00 0.00. 0.00 No. Load 0.00 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 Rafter -Wind -2 I Aux Load Id Dead Collat Snow Left _Wind _1 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 1.00 0.00. 0.00 0.00 0.00 0.00 1.00 0 04/21/00 DESCALC Page 3 of 11 WAREHOUSE BUILDING DESIGN LOAD SUMMARY RIGHT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.5 16.0 0.0 3.0 17.4 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 15.7 -15.7 Column 15.7 -15.7 Girt/Header 15.7 -15.7 Jamb 20.9 -20.9 Panel WIND COEFFICIENTS: Surf Rafter _Wind _1 Rafter _ Wind _2 Bracing -Wind Long Id Left Right Left Right Left Right Press 1 0.00 0.00 0.00 0.00 0.00 0.00 0.80 2 -1.50 -1.50 0.00 0.00 -1.50 -1.50 -0.70 3 -1.50 -1.50 0.00 0.00 -1.50 -1.50 -0.70 4 0.00 0.00 0.00 0.00 0.00 0.00 -0.50 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace Wind Column Wind I Load Id Dead Collat Snow Left Right Press Suct 1 6 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 5 1.00 0.00 0.00 1.00 0.00 0.00 0.00 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 RAFTER DESIGN LOADS: No. Load Live/ Rafter _ Wind _1 Rafter_Wind_2 Load Id Dead Collat Snow Left Right Left Right 5 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 0:00 0.00 0.00 1.00 0.00 0.00 4 1.00 0.00 0.00 0.00 0.00 1.00 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 ADDITIONAL LOADS: No. Add Surf Load I P V M Dx Add Id, Id Type I W1 W2 Co Dxl Dx2 7 2 2 I 7.24 0.00 0.00 0.00 19.00 3 3 I 7.24 0.00 0.00 0.00 19.00 4 4 I 7.24 0.00 0.00 0.00 19:00 5 5 I 7.24 0.00 0.00 0.00 19.00 6 6 I 7.24 0.00 0.00 0.00 19.00 7 7 I 3.62 0.00 0.00 0.00 19.00 Surface Friction 0.00 0.00 0.00 0.00 Aux Id 0 0 0 0 0 0 I Aux I Id 0 0 0 0 0 - Conc. - Unif. 04/21/,00 DESCALC Page 4 of 11 WAREHOUSE BUILDING DESIGN LOAD SUMMARY ROOFDES: BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Surface Load Load Load Load Wind Ratio Friction 2`.5 20.0 0.0 3.0 17.4 1.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_R 0.0 -17.4 Purlins 0.0 -22.6 Panels 13.9 -8.7 -12.2 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 3 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 3 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 04/21700 DESCALC Page 5 of 11 0 WAREHOUSE BUILDING 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 2.5 12.0 0.0 3.0 17.4 1.00 3.5 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 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 ' DESIGN LOADS: -------------------- Load ------------------- No._Des Load Live/ Live -Coefficients ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 19 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 1.0,0 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 18 1.00 1.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0 04/21/00 DESCALC Page 6 of 11 I WAREHOUSE BUILDING 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 2.5 12.0 0.0 3.0 17.4 1.00 6.4 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 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70. -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: -------------------- Load ------------------- No._Des Load Live/ Live -Coefficients ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 19 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 10.00 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 0c00 0.00 0.00 0.00 -1.00 0 18 1.00 1.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0 04/21/00 DESCALC Page 7 of I I WAREHOUSE BUILDING DESIGN LOAD SUMMARY 1751GB#2R Reactions, Anchor Bolts, & Base Plates 4/20/00 3:27pm ----- ----- ---- 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 ----- 7 G 7 2.19 -2.82 9 -0.75 -0.26 2 0.875 8.00 13.91 0.625 3 0.00 4.00 10 2.19 -2.88 7 F 7 4.66 -7.48 9 -1.91 -1.28 2 0.875 8.00 13.84 0.625 3 0.00 9.00 11 4.66 -7.48 7 E 7 5.08 -6.25 9 -2.28 -0.86 2 0.875 8.00 13.98'0.625 3 0.00 8.10 11 5.08 -6.25 7 D 7 5.44 -6.28 9 -2.61 -0.74 2 0.875 8.00 13.98 0.625 3 0.00 8.62 11 5.44 -6.28 '1 7 C 7 5.08 -6.25 9 -2.28 -0.86 '2 0.875 8.00 13.98 0.625 3 0.00 8.10 11 5.08 -6.25 7 B 7 4.66 -7.48 9 -1.91 -1.28 2 0.875 8.00 13.84 0.625 3 0.00 9.00 11 4.66 -7.48 7 A 7 2.19 -2.82 9 -0.75 -0.26 2 0.875 8.00 13.91 0.625 3 0.00 4.00 12 2.19 -2.88 1 A 1 5.44 6.41 2 -5.94 -3.01 2 1.000 8.00 23.25 0.625 3 4.81 11.20 2 -5.94 -3.01 1 G 4 .5.94 -3.01 5 -5.44 6.41 2 1.000 8.00 23.25 0.625 3 -4.81 11.20 4 5.94 -3.01 * 2 A 3 14.12 23.44 2-14.09 -8.34 4 1.000 8.00 23.50 0.625 * 2 G 4 14.09 -8.34 3-14.12 23.44 4 -1.000 8.00 23.50 0.625, 3-14.12 23.44 6 14.09 -8.34 1 @ 70.0 6 0.00 -5.95 3 0.00 18.43 4 0.875 12.00 12.00 0.500 3 0.00 18.43 4 0.00 -5.95 * 2 @ 70.0 4 0.00-10.96 3 0.00 27.19 4 0.875 12.00 12.00 0.500 3 0.00 27.19 6 0.00-10.96 ------------------------------------------------------------------------------ * 2 Frame Lines 2 3 4 5 6 Load Load Id Combination ---- ------------------------------ 1 DL+CO-SEIS_L 2 DL+WL2 3 DL+CO+LL 4 DL+WR2 5 DL+CO+SEIS_L 6 DL+WR1 7 DL+WRI+WS 8 DL+WP 9 DL+CO+WP+WS 10 DL+LL/2+WL2+WS 11 DL+WLI+WS 12 DL+LL/2+WR2+WS 04/21/00 DESCALC Page 8 of 11 WAREHOUSE BUILDING DESIGN LOAD SUMMARY BRACING/PANEL SHEAR REACTIONS: ------------------ With Bracing(k ) Wall Col Horz Vert Id Id React React 1 2 3, 4 2 4, 5 3 G 3 B 4 5, 4 4 4, 3 26.22 23.25 26.22 23.25 3.28 3.38 3.28 3.38 26.22 23.25 26.22 23.25 No Bracing(lb/ft) Load At Base Angle 0.00 04/21/00 DESCALC Page 9 of I 1 m WAREHOUSE BUILDING DESIGN LOAD SUMMARY 1751GB#2R Additional Reactions Report 4/20/00 3:27pm 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 ----- ----- 1.22 3.74 ----- ----- 0.72 1.50 2.87 5.97 1.44 0.10 -7.1!6 -6.75 1 G -1.22 3.74 -0.72 1.50 -2.87 5.97 -1.44 5.87 -0':�4 -5.33 1 @ 70.0 0.00 4.99 0.00 2.70 0.00 10.74. 0.00 5.37 0.00-10.94 * 2 A 3.07 6.64 2.22 3.37 8.84 13.43 4.42 1.15 -17.16-14.98 * 2 G -3.07 6.64 -2.22 3.37 -8.84 13.43 -4.42 12.27 2.34-12.25 * 2 ------------------------------------------------------------------------------ @ 70.0 0.00 6.15 0.00 4.22 0.00 16.83 0.00 8.41 0.00-17.10 Frame Col -Wind -Wind L2 -- -Wind _R2-- Seismic _L- Seismic_R- Line Line _R1-- Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- ----- ----- 1 ------ A ----- ----- 0.54 -5.33 ----- ----- -7.16 -6.75 ----- ----- 0.54 -5.33 ----- -3.50 ----- -1.17 3.50 1.17 1 G 7.16 -6.75 -0.54 -5.33 7.16 -6.75 -3.50 1.17 3.50 -1.17 1• @ 70.0 0.00-10.94 0.00-10.94 0.00-10.94 0.00 0.00 0.00 0.00 * 2 A -2.34-12.25 -17.16-14:98 -2.34-12.25 -6.40 -2.04 6.40 2.04 * 2 G 17.16-14.98 2.34-12.25 17.16-14.98 -6.40 2.04 6.40 -2.04 * 2 ------------------------------------------------------------------------------ @ 70.0 0.00-17.10 0.00-17.10 0.00.-17.10 0.00 0.00- 0.00 0.00 * 2 Frame Lines 2 3 4 5 6 04/21/00 DESCALC Page 10 of 11 0 WAREHOUSE BUILDING DESIGN LOAD SUMMARY Endwall Column Reactions -Out Of Plane - Frame Col Dead Collat Live -Brc_Wind _L- -Brc_Wind_R- Line Wind Wind Line Line Vert Vert Vert Horz Vert Horz Vert _P Horz _S Horz ----- 7 ---- G ----- 1.14 ----- 0.45 ----- 2.41 ----- 0.00 ----- -5.23 ----- 0.00 ----- 1.53 ------ -2.94 ------ 2.19 7 F 2.09 1.10 5.82 0.00 -1.09 0.00 -7.84 -6.57 4.66 7 E 2.08 0.95 5.07 0.00 -3.89 0.00 -3.89 -7.37 5.08 7 D 2.21 1.01 5.39 0.00 -3.96 0.00 -3.96 -8.05 5.44' 7 C 2.08 0.95 5.07 0.00 -3.89 0.00 -3.89 -7.37 5.08 7 B 2.09 1.10 5.82 0.00 -7.84 0.00 -1.09 -6.57 4.66 7 A 1.14 0.45 2.41 0.00 1.53 0.00 -5.23 -2.94 2.19 --------------------------------------------------------------------- � ----- Endwall Column Reactions ------------------------- Frame Col -Raf_Wind -Raf_Wind_R- .--Seismic-L- --Seismic_R- Line Line Horz _L- Vert Horz Vert Horz Vert Horz. Vert ----- 7 ---- G ----- 0.00 ----- -3.96 ----- 0.00 ----- -3.96 ----- 0.00 ----- 0.00 ----- 0.00 ------ 0.00 7 F 0.00 -9.56 0.00 -9.56 0.00 0.00 0.00 0.00 7 E 0.00 -8.33 0.00 -8.33 0.00 0.00 0.00 0.00 7 D 0.00 -8.49 0.00 -8.49 0.00 0.00 0.00 0.00 7 C 0.00 -8.33 0.00 -8.33 0.00 0.00 0.00 0.00 7 B 0.00 -9.56 0.00 -9.56 0.00 '0.00 0.00 0.00 7 ---------------------------------------------------------------------------- A 0.00 -3.96 0.00 -3.96 0.00 0.00 0.00 0.00 04/21/00 DESCALC Page 11 of I I WAREHOUSE BUILDING 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 I SUNWEST FOODS -RICE MILL 8TH STREET BIGGS, CA 95917 1751 BUILDING DATA Width (ft) =140.0 Length (ft) =153.2 Eave Height (ft) = 24.3/ 24.3 Roof Slope (rise/12 ) = 1.00/ 1.00 Dead Load (psf ) = 2.5 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collat. Load (psf ) _ 3.0 Wind Speed(mph ) = 75.0 Wind Code =UBC 97 Closed/Open =C Exposure =C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Coeff = 0.36 Designer = BRUCE WELLENBRINK --------------- 4/20/00 04/21/00 DESCALC Page 1 of 11 I WAREHOUSE BUILDING DESIGN LOAD SUMMARY 1751GB#2R Design Loads For Each Building Component 4/20/00 3:27pm FRONT SIDEWALL: --------------- LOADING . Wind Wind Press Suct 15.7 -15.7 Girt/Header 20.9 -20.9 Panel 15.7 -15.7 Jamb BACK SIDEWALL: --------------- LOADING Wind Wind Press Suct 15.7 -15.7 Girt/Header 20.9 -20.9 Panel 15.7 -15.7 Jamb 04/21/00 DESCALC Page 2 of 11 WAREHOUSE BUILDING DESIGN LOAD SUMMARY LEFT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.5 16.0 0.0 3.0 17.4 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct: 15.7 -15.7 Column 15.7 -15.7 Girt/Header 15.7 -15.7 Jamb 20.9 -20.9 Panel WIND COEFFICIENTS: Surf Rafter _ Wind _1 Rafter_Wind_2 Bracing_WindLong, Id Left Right Left Right Left Right Press 1 0.00 0.00 0.00 0.00 0.00 0.00 0.80, 2 -1.50 -1.50 0.00 0.00 -1.50 -1.50 -0.70 3 -1.50 -1.50 01.00 0.00 -1.50 -1.50 -0.70 4 0.00 0.00 0.00 0.00 0.00 0.00 -0.50 COLUMN & BRACING DESIGN LOADS: No. Load Live/ Brace Wind Column Wind Load Id Dead Collat Snow Left Right Press Suct 6 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 2 1.00 0.00 0.50 0.00 0.00 1.00 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 4 1.00 0.00 0.00 0.00 0.00 0.00 0.00 5. 1.00 0.00 0.00 1.00 0.00 0.00 0.00 6 1.00 0.00 0.00 0.00 1.00 0.00 0.00 RAFTER DESIGN LOADS: No. Load Live/ Rafter _ Wind _1 Rafter_Wind_2 Load Id Dead Collat Snow Left Right Left Right 5 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 2 1.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 4 1.00 ' 0.00 0.00 0.00 0.00 1.00' 0.00 5 1.00 0.00 0.00 0.00 0.00 0.00 1.00 Surface Friction 0.00 0.00 0.00 0.00 I Aux I Id 0 0 0 0 0 0 I Aux I Id 0 0 0 0 0 04/21/00 DESCALC Page 3 of 11 WAREHOUSE BUILDING DESIGN LOAD SUMMARY RIGHT ENDWALL: -------------- BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Load Load Load Load Wind Ratio 2.5 16.0 0.0 3.0 17.4 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 15.7 -15.7 Column 15.7 -15.7 Girt/Header 15.7 -15.7 Jamb 20.9 -20.9 Panel WIND COEFFICIENTS: Surf Rafter Wind Rafter_Wind_2 Bracing Wind Long Surface Id _ _1 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 -1.50 -1.50 0.00 0.00 -1.50 -1.50 -0.70 0.00 3 -1.50 -1.50 0.00 0.00 -1.50 -1.50 -0.70 0.00 4 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 1.00 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 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0 ADDITIONAL LOADS: No. Add Surf Load I P V M Dx - Conc. Add Id, Id Type I W1 W2 Co Dxl Dx2 - Unif. 7 2 2 I 7.24 0.00 0.00 0.00 19.0.0 3 3 I 7.24 0.00 0.00 0.00 19.00 4 4 I 7.24 0.00 0.00 0.00 19.00 5 5 I 7.24 0.00 0.00 0.00 19.00 6 6 I 7.24 0.00 0.00 0.00 19.00 7 7 I 3.62 0.00 0.00 0.00 19.00 e 04/21/00 DESCALC Page 4 of 1 I WAREHOUSE BUILDING DESIGN LOAD SUMMARY ROOFDES: BASIC LOADS: Dead Live Snow Collateral Basic Wind Load Surface Load Load Load Load Wind Ratio Friction 2.5 20.0 0.0 3.0 17.4 1.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_R 0.0 -17.4 Purlins 0.0 -22.6 Panels 13.9 -8.7 -12.2 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 3 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 3 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 04/21/00 DESCALC Page 5 of 11 WAREHOUSE BUILDING 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 2.5 12.0 0.0 3.0 17.4 1.00 3.5 0.0 0.0 WIND COEFFICIENTS: Surf--Wind_l-----Wind-2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 -0.70 -0.70 '-0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: No. Des Load Loads Id 19 1 2 3 4 5 6 7 8 9 10. 11 12 13 14 15 16 17 18 19 -------------------- 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 1.00 1.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0 04/21/00 DESCALC Page 6 of 11 I WAREHOUSE BUILDING 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 2.5 12.0 0.0 3.0 17.4 1.00 6.4 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 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 DESIGN LOADS: -------------------- Load ------------------- No._Des Load Live/ Live _Coefficients ---Wind 1-- ---Wind 2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 19 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 0.00 0.00 0.00 0.00 0.00 0.00 1.00. 0 15 (1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 0 1'6 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 18 1.00 1.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 0 04/21/00 DESCALC Page 7 of 1 I I WAREHOUSE BUILDING DESIGN LOAD SUMMARY 1751GB#2R--------Reactions, -AnchorBolts, -&- Base -Plates 4/20/00 3:27pm ----- ----- ---- 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 7 G 7 2.19 -2.82 9 -0.75 -0.26 2 0.875 8.00 13.91 0.625 3 0.00 4.00 10 2.19 -2.88 7 F 7 4.66 -7.48 9 -1.91 -1.28 2 0.875 8.00 13.84 0.625 3 0.00 9.00 11 4.66 -7.48 7 E 7 5.08 -6.25 9 -2.28 -0.86 2 0.875 8.00 13.98. 0.625 3 0.00 8.10 11 5.08 -6.25 7 D 7 5.44 -6.28 9 -2.61 -0.74 2 0.875 8.00 13.98 0.625 3 0.00 8.62 11 5.44 -6.28 7 C 7 5.08 -6.25 9 -2.28 -0.86 2 0.875 8.00 13.98 0.625- 3 0.00 8.10 11 5.08 -6.25 7 B 7 4.66 -7.48 9 -1.91 -1.28 2 0.875 8.00 13.84 0.625 3 0.00 9.00 11 4.66 -7.48 7 A 7 2.19 -2.82 9 -0.75 -0.26 2 0.875 8.00 13.91 0.625 3 0.00 4.00 12 2.19 -2.88 1 A 1 5.44 6.41 2 -5.94 -3.01 2 1.000 8.00 23.25 0.625 3 4.81 11.20 2 -5.94 -3.01 1 G 4 5.94 -3.01 5 -5.44 6.41 2 1.000 8.00 23.25 0.625 3 -4.81 11.20 4 5.94 -3.01 * 2 A 3 14.12 23.44 2-14.09 -8.34 4 1.000 8.00 23.50 0.625 * 2 G 4 14.09 -8.34 3-14.12 23.44 4 1.000 8.00 23.50 0.625 3-14.12 23.44 6 14.09 -8.34 1 @ 70.0 6 0.00 -5.95 3 0.00 18.43 4 0.875 12.00 12.00 0.500 3 0.00 18.43 4 0..00 -5.95 * 2 @ 70.0 4 0.00-10.96 3 0.00 27.19 4 0.875 12.00 12.00 0.500 3 0.00 27.19 6 0.00-10.96 --------------------------------------------------------------------- * 2 Frame Lines 2 3 .4 5 6 Load Load Id Combination ---- ------------------------------ 1 DL+CO-SEIS_L 2 DL+WL2 3 DL+CO+LL 4 DL+WR2 5 DL+CO+SEIS_L 6 DL+WR1 7 DL+WRI+WS 8 DL+WP 9 DL+CO+WP+WS 10 DL+LL/2+WL2+WS 11 DL+WLI+WS 12 DL+LL/2+WR2+WS 04/21/00 DESCALC Page 8 of 11 n WAREHOUSE BUILDING DESIGN LOAD SUMMARY BRACING/PANEL SHEAR REACTIONS: 04/21/00 DESCALC Page 9 of I I With Bracing(k ) No Bracing(lb/ft) Wall Col Hor.z Vert Load At Id ---- Id ----- React ----- React ----- Base Angle ---------- 1 0.00 2 3, 4 26.22 23.25 2 4, 5 26.22 23.25 3 G 3.28 3.38 3 B 3.28 3.38 4 5, 4 26.22 23.25 4 4, 3 26.22 23.25 04/21/00 DESCALC Page 9 of I I WAREHOUSE BUILDING DESIGN LOAD SUMMARY 1751GB#2R Additional Reactions Report 4/20/00 3:27pm 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 ----- ----- 1.22 3.74 ----- ----- 0.72 1.50 ----- ----- 2.87 5.97 ----- 1.44 0.10 -7.1`6 -6.75 1 G -1.22 3.74 -0.72 1.50 -2.87 5.97 -1.44 5.87 -0 �'54 -5.33 1 @ 70.0 0.00 4.99 0.00 2.70 0.00 10.74 0.00 5.37 0.00-10.94 * 2 A 3.07 6.64 2.22 3.37 8.84 13.43 4.42 1.15 -17.16-14.98 * 2 G -3.07 6.64 -2.22 3.37 -8.84 13.43 -4.42 12.27 2.34-12.25 * 2 ------------------------------------------------------------------------------ @ 70.0 0.00 6.15 0.00 4.22 0.00 16.83 0.00 8.41 0.00-17.10 Frame Col -Wind -Wind L2-- -Wind R2-- Seismic _L- Seismic_R- Line Line _R1-- Horiz Vert Horiz Vert Horiz Vert Horiz ----- Vert ----- Horiz Vert ----- ----- ----- 1 ------ A ----- ----- 0.54 -5.33 ----- ----- -7.16 -6.75 ----- ----- 0.54 -5.33 -3.50 -1.17 3.50 1.17 1 G 7.16 -6.75 -0.54 -5.33 7.16 -6.75 -3.50 1.17 3.50 -1.17 1 @ 70.0 0.00-10.94 0.00-10.94 0.00-10.94 0.00 0.00 0.00 0.00 * 2 A -2.34-12.25 -17.16-14.98 -2.34-12.25 -6.40 -2.04 6.40 2.04 * 2 G 17.16-14.98 2.34-12.25 17.16-14.98 -6.40 2.04 6.40 -2.04 * 2 ------------------------------------------------------------------------------ @ 70.0 0.00-17.10 0.00-17.10 0.00-17.10 0.00 0.00 0.00 0.00 * 2 Frame Lines 2 3 4 5 6 04/21/00 DESCALC Page 10 of 11 WAREHOUSE BUILDING DESIGN LOAD SUMMARY 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 ----- 7 ---- G ----- 1.14 ----- 0.45 ----- 2.41 ----- 0.00 ----- -5.23 ----- 0.00 ----- 1.53 ------ -2.94 ------ 2.19 7 F 2.09 1.10 5.82 0.00 -1.09 0.00 -7.84 -6.57 4.66 7 E 2.08 0.95 5.07 0.00 -3.89 0.00 -3.89 -7.37 5.08 7 D 2.21 1.01 5.39 0.00 -3.96 0.00 -3.96 -8.05 5.44 7 C 2.08 0.95 5.07 0.00 -3.89 0.00 -3.89 -7.37 5.08 7 B 2.09 1.10 5.82 0.00 -7.84 0.00 -1.09 -6.57 4.66 7 A 1.14 0.45 2.41 0.00 1.53 0.00 -5.23 -2.94 0.00 ---------------------------------------------------------------------------- X2.19 I Endwall Column Reactions ------------------------- 04/21/00 DESCALC Page 11 of 11 Frame Col -Raf_ Wind _L- -Raf_Wind _R- --Seismic-L- --Seismic_R- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ------ ----- 7 ---- G ----- 0.00 ----- -3.96- ----- 0.00 ----- -3.96 ----- 0.00 ----- 0.00 ----- 0.00 0.00 7 F 0.00 -9.56 0.00 -9.56 0.00 0.00 0.00 0.00 7 E 0.00 -8.33 0.00 -8.33 0.00 0.00 0.00 0.00 7 D 0.00 -8.49 0.00 -8.49 0.00 0.00 0.00 0.00 7 C 0.00 -8.33 0.00 -8.33 0.00 0.00 0.00 0.00 7 B 0.00 -9.56 0.00 -9.56 0.00 0.00 0.00 0.00 7 - ---------------------------------------------------------------------------- A 0.00 -3.96 0.00 -3.96 0.00 0.00 0.00 0.00 04/21/00 DESCALC Page 11 of 11 WAREHOUSE BUILDING ROOF DESIGN *1751GB#2R Roof Design Input 4/20/ 0 9:18am *---------------------- * < PROGRAM OPERATION > *---------------------- * *(1)JOBID: (Max: 60 char) 11751GB#2R' *(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 ------ * Purlin Panel R_Col W_Col Purlin Panel Wind—Frame 50.0 80.0 50.0 50.0 1.03 1.03 1.03 *(4)DEFLECTION LIMITS: Lap Steel Stiff Code .50 'WS' *------Purlin------ ----Extension----- ---Panel--- Wind * Live Wind Total Live Wind Total Live Wind Frame 180.0 180.0 .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' 'Y' 14.000 'N' 15.500 04/21/00 ROOMES Pagel of 35 WAREHOUSE BUILDING ROOF DESIGN *-------------------- * < BUILDING LAYOUT > *-------------------- * *(7)BUILDING SHAPE: (Max: 14 surfaces) * No. X_Coord Y_Coord * Surf (ft) (ft) 4 0.0000 24.•3333 70.0000 30.1666 140.0000 24.3333 140.0000 0.0000 *(8)WALL BAY SPACING: (Max: 40 bays) * Wall Sets Of Bay No. * Id Bays Width Bays 1 1 140.0000 1 2 3 26.1667 1 25.0000 4 27.0000 1 3 1 23.3333 6 *(9)FRAMED OPENINGS: *.Wall No. Bay Open Open Open Open * Id Opens Id Width Height Offset Type 1 1 1 0.0000 0.0000 0.0000 4 2 0 3 0 4 0 *(10)PARTIAL WALLS: * Wall Set _Of--Bay_Id-- Wall * Id Bays Start End Height 1 0 2 1 1 6 19.8750 3 1 1 6 19.8750 4 1 1 6 19.8750 *(11)SURFACE EXTENSION/FRAME RECESS: * Surf --- Surf _Ext--- Frame Recess ---- Rafter—Size ----- * Id Left Right Left Right Left Right 2 0.0000 0.0000 0.3333 1.0000 'W8x10 'W8xl5 ' 3 0.0000 0.0000 0.3333 1.0000 'W8x10 'W8x15 ' 04/21/00 ROOFDES Page 2 of 35 0 WAREHOUSE BUILDING ROOF DESIGN *------------------- * < FRAMING DESIGN > *------------------- * *(12)PURLINS: * Surf Purlin• OS_Flg IS_Flg * Id Type Brace Brace 2 'ZB' 'y' 'N' 3 'ZB' 'y' 'N' *(13)PURLIN SPACING: Set Set_Lap Max Max_Unbr Depth Ext Int Length 8.000 0.0000 0.0000 0.0000 8.000 0.0000 0.0000 0.0000 * Surf Peak Max Set Set -Set_Space- * Id Space Space Space _Of Space Space No. 2 1.0000 5.0100 0.0000 2 1.000 1 0.0000 15 ' 3 1.0000 5.0100 0.0000 2 0.000 15 1.0000 1 *(14)PURLIN SIZE: * Surf Set No. * Id Purl Purl Purlin_Size 2 'N' 0 3 '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' 'R' 0 2 2 4 *(18)SIDEWALL DIAGONAL BRACING': * Wall ----------- Order Selection ----------- * Wall Panel _Of_ Diagonal Wind Wind Weak * Id Shear Bracing Bent. Column _Axis 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' 'R' 0 2 2 4 *(18)SIDEWALL DIAGONAL BRACING': * Wall Max Pan Brace User—Selected—SW—Bays * Id Shear Type No. Bay_Id 2 75.0 'R' 2 3 4 4 75.0 'R' 2 3 4 *(19)WIND BENTS: * Wall --Member-- No Of * Id Type Depth Bays Bay_Id 2 two 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- 04/21/00 ROOMES Page 3 of 35 a WAREHOUSE BUILDING ROOF DESIGN *(21)WALL BRACING ATTACHMENT *Wall No Of Attach --Bay_Id-- No_Of * Id Attach Id Start End Level Level -Height 2 1 1 1 6 1 24.3333 4 1 2 1 6 1 24.3333 *(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 In 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 04/21/00 ROOMES Page 4 of 35 WAREHOUSE BUILDING 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 2.5 20.0 0.0 3.0 17.4 1.00 .00 10.000 .6152 *(29)WIND PRESSURE/SUCTION * * Wind Wind Wind * Press Suct Suct_R 0.0 -17.4 0.0 -48.7 0.0 -48.7 0.0 -48.7 0.0 -48.7 0.0 -22.6 0.0 -48.7 13.9 -8.7 -12.2 *(30)PURLIN DESIGN LOADS: * (psf ) No Des Deflection Wind Wind Press Suct 0.0 -17.4 0.0 -48.7 0.0 -48.7 0.0 -48.7 0.0 -48.7 0.0 -22.6 0.0 -48.7 13.9 -8.7 Purlins Gable Extension B_SW Eave Extension F_SW Eave Extension Canopies Panels Canopy Panels Bracing * 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 .00 0 2 1.00 .00 .00 .00 1.00 0 .00 3 2 1 1.00 1.00 1.00 .00 .00 0 .00 .50 .50 2 1.00 .00 .00 .00 1.00 0 .00 *(31)PURLIN DESIGN LOADS: Deflection 0 .00 3 4 * 1.00 ..00 .00 1.00 1.00 .00 0 .00 * Surf No Des Load .00 .50 Live/ Wind Wind Aux Load * Id Loads Id Dead Collat Snow Press Suct Id Coef 2 0 4 1.00 1.00 .00 -.00 .00 1.00 3 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 3 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 04/21/00 ROOMES Page 5 of 35 u WAREHOUSE BUILDING ROOF DESIGN *(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 *(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 3 '-' 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 ' - ' 0 *(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 04/21/00 ROOMES Page 6 of 35 WAREHOUSE BUILDING ROOF DESIGN 1751GB#2R Bypass Purlin Design Report 4/20/ 0 3:26pm ------7--------------------- DESIGN RUN # 1 ; SURFACE # 2 (Edge Strip Zone= 10.00) ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Id Id Size -------- (ft) ----- Left ----- Right ----- Space ----- Rows Brace Weight -U.32 1 8x30Z14 1.17 -0.31 0.30 1.00 ---- 1 ----- 0 ------ 4.6 1 2 8x30Z14 25.00 11.67 2.88 1.00 1 0 108.7 2 3 8x30Z16 25.00' 2.88 1.88 1:00 1 0 94.6 3 4 8x30Z16 25.00 1.88 1.88 1.00 1 0 91.4 4 5 8x30Z16 25.00 1.88 1.88 1.00 1 0 91.4 5 6 8x30Z16 25.00 1.88 2.88 1.00 1 0 94.6 6 7 8x30Z12 26.00 2.88 1.00 1 0 155.9 8 8x30Z12 1.00 1.00 1 0 5.4 LOAD COMBINATION # 1 : DL+CO+LL ----------------------------------------- * Span Id 1 2 3 4 5 6 7 8 ANALYSIS: --------SHEAR(k )-------- Left Left Right Right Sup Lap Lap Sup 0.00 Sup -0.03 0.25 Loc -0.31 -0.38 0.33 0.26 -0.25 -0.30 0.31 0.26 -0.28 -U.32 0.32 0.28 -0.26 -0.31 0.30 0.25 -0.26 -0.34 0.40 0.32 1.21 -0.26 0.03 11.67 1.73 0.00 Total (lb)= ;Total 'Weight 4.6 108.7 94.6 91.4 91.4 94.6 155.9 5.4 646.6 Purlin DL= 4.22 (psf ) -------MOMENT(f-k )------- Left Left Mid -Span Sup Lap Mom Loc 0.00 ----- ----- 0.00 ----- 0.00 0.02 -1.23 9.90 1.66 0.81 -0.54 13.19 1.22 0.68 -0.68 12.26 1.37 0.81 -0.69 12.76 1.21 0.70 -0.52 11.67 1.73 0.70 -1.36 15.61 0.01 0.00 1.00 Right Lap 0.67 0.71 0.81 0.67 0.87 Right Sup 0.02 1.66 1.22 1.37 1.21 1.73 0.01 0.00 04/21/00 ROOMES Page 7 of 35 0 WAREHOUSE BUILDING ROOF DESIGN 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 ------ -0.03 ----- 4.45 ---- 0.01 --- RS ------ 0.02 ----- 5.51 0.00 RS 0.00 0.05 0.11 2 RL -0.31 4.45 0.07 MS 1.23 5.51 0.22 RS 0.03 -0.31 1.67 3 LL 0.26 2.41 0.11 LL 0.81 4.21 0.19 LL 0.04 -0.10 1.67 4 RL -0.28 2.41 0.11 RL 0.81 4.21 0.19 RL 0.04 -0.16 1.67 5 LL 0.28 2.41 0.11 LL 0.81 4.21 0.19 LL 0.04 -0.17 1.67 6 RL -0.26 2.41 0.11 RL 0.87 4.21 0.21 RL 0.05 -0.09 1.67 7 LL 0.32 11.52 0.03 MS 1.36 8.22 0.16 LS 0.02 -0.27 1.73 8 LS 0.03 11.52 0.00 LS 0.01 8.22 0.00 LS 0.00 0.04 i LAP BOLT SHEAR: WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4- 5 6 ----- ---- ---- ---- ---- Left 0.13 0.12 0.11 0.10 Right 0.07 0.06 0.06 0.06 04/21/00 ROOMES Page 8 of 35 0 LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ----- ---- 2 ---- ----- 0.16 ---- 0.09 3 0.13 0.16 0.09 0.11 4 0.16 0.18 0.11 0.12 5 0.18 0.16 0.12 0.11 6 0.16 0.11 0.11 0.08 7 0.19 0.10 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4- 5 6 ----- ---- ---- ---- ---- Left 0.13 0.12 0.11 0.10 Right 0.07 0.06 0.06 0.06 04/21/00 ROOMES Page 8 of 35 0 WAREHOUSE BUILDING ROOF DESIGN LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- Span Left Left Right Right Id Sup Lap Lap Sup ---- ----- ----- ----- ----- 1 0.00 0.02 2 -0.20 0.25 0.31 3 -0.27 -0.21 0.21 0.24 4 -0.25 -0.21 0.22 0.26 5 -0.26 -0.22 0.21 0.25 6 -0.24 -0.20 0.22 0.28 7 -0.32 -0.26 0.21 8 -0.02 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- ------SHEAR(k )------ Left Left Mid -Span Mom+Shr Sup Lap Mom Loc 0.00 UC ---- 0.00 0.00 -0.01 UC 1.00 9.90 -1.35 -0.66 0.44 13.19 -1..00 -0.56 0.56 12.26 -1.12 -0.66 0.56 12.76 -0.98 -0.57 0.42 11.67 -1.41 -0.57 1.10 15.61 -0.01 1.00 0.00 1.00 Right Right Lap Sup -0.01 -0.54 -1.35 -0.58 X1.00 -0.66-1.12 -0.55 -0.98 -0.71 -1.41 -0.01 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 0.02 5.93 0.00 RS 0.01 ----- 7.34 ---- 0:00 --- RS ---- 0.00 ------ -0.05 ----- 2 RL 0.25 5.93 0.04 MS 1.00 5.14 0.19 RS. 0.01 0.32 1.67 3 LL -0.21 3.21 0.07 LL 0.66 5.62 0.12 LL 0.02 0.10 1.67 4 RL 0.22 3.21 0.07 MS 0.56 3.93 0.14 RL 0.02 0.17 1.67 5 LL -0.22 3.21 0.07 MS 0.56 3.93 0.14 LL 0.02 0.17 1.67 6 RL 0.22 3.21 0.07 RL 0.71 5.62 0.13 RL 0.02 0.09 1.67 7 LL -0.26 15.36 0.02 MS 1.10 7.67 0.14 LS 0.01 0.28 1-.73 8 LS -0.02 15.36 0.00 LS 0.01 10.96 0.00 LS 0.00 -0.04 LAP BOLT SHEAR: Span Id 2 3 4 5 6 7 LAP BOLT SHEAR RATIO SHEAR(k ) ( 0.5in A307 ) Left Right ..Left Right 0.13 0.05 0.11 0.13 0.05 0.07 0.13 0.15 0.07 0.08 0.15 0.13 0.08 0.07 0.13 0.09 0.07 0.05 0.15 0.06 04/21/00 ROOMES Page 9 of 35 I WAREHOUSE BUILDING ROOF DESIGN 1751GB#2R Bypass Purlin Design Report 4/20/ 0 3:26pm -----------------7---------- DESIGN RUN # 1 ; SURFACE # 2 (Edge Strip Zone= 10.00) ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) Sup No. No. Unit Id Id Size (ft) Left Right Space ----- Rows ---- Brace ----- Weight ------ --- ---- 1 -------- 8x30Z14 ----- 1.17 ----- ----- 4.55 1 0 4.6 1 2 8x30Zl4 25.00 7.88 2.88 4.55 1 0 108.7 2 3 8k30Z16 '25.00 2.88 1.88 4.55 1 0 94.6 3 8x30Z16 25.00 1.88 1.88 4.55 1 0 91.4 4 .4 5 8x30Z16 25.00 1.88 1.88 4.55 1 0 91.4 5 6 8x30Z16 25.00 1.88 2.88 4.55 1 0 94.6 6 7 8x30Zl2 26.00 2.88 4.55 1 0 155.9 8 8x30Z12 1.00 4.55 1 0 5.4 Total(lb)= total Weight 4.6 108.7 94.6 91.4 91.4 94.6 155.9 5.4 646.6 Purlin DL= 0.93 (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 Sup Lap -0.13 1.14 0.00 -1.41 -1.74 1.52 1.19 -1.15 -1.36 1.41 1.20 -1.25 -1.47 1.47 1.26 -1.19• -1.41 1.35 1.13 -1.21 -1.54 1.80 1.47 3.17 -1.20 0.12 7.88 3.18 0.00 -------MOMENT(f-k )------- Left Left Mid -Span Sup Lap Mom Loc 0.00 0.00 .. 0.00 0.08 -5.58 9.90 7.56 3.66 -2.47 13.19 5.56 3.11 -3.11 12.26 6.25 3.69 -3.14 12.76 5.49 3.17 -2.36 11.67 7.88 3.18 -6.17 15.61 0.06 0.00 1.00 Right Lap 3.03 3.21 3.69 3.05 3.94 Right Sup 0.08 7.56 5.56 6.25 5.49 7.88 0.06 0.00 04/21/00 ROOMES Page 10 of 35 0 WAREHOUSE BUILDING ROOF DESIGN STRENGTH/DEFLECTION: Span ------SHEAR(k )------ Mom+Shr Id Loc Calc Allow UC ---- ---- 1 --- RS ------ -0.13 ----- 4.45 0.03 2 RL -1.41 4.45 0.32 3 LL 1.19 2.41 0.49 4 RL -1.25 2.41 0.52 5 LL 1.26 2.41 0.52 6 RL -1.21 2.41 0.50 7 LL 1.47 11.52 0.13 8 LS 0.12 11.52 0.01 LAP BOLT SHEAR: -----MOMENT(f-k )---- LAP Mom+Shr Loc Calc Allow UC ---- Loc --- UC ---- --- RS ------ 0.08 ----- 5.51 0.01 RS 0.00 MS 5.58 5.51 1.01 RS 0.61 LL 3.66 4.21 0.87 LL 0.85 RL 3.69 4.21 0.88 RL 0.87 LL 3.69 4.21 0.88 LL 0.87 RL 3.94 4.21 0.93 RL 0.97 MS 6.17 8.22 0.75 LS 0.37 LS 0.06 8.22 0.01 LS 0.00 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 ----- ---- ---- ---- ---- Left 0.59 0.55 0.51 0.46 Right 0.30 0.28 0.27 0.26 DEFLECTION(in) LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ----- ---- 2 ---- ----- 0.72 ---- 0.40 3 0.59 0.74 0.40 0.50 4 0.74 0.83 0.50 0.57 5 0.83 0.73 0.57 0.50 6 0.73 0.51 0.50 0.35 7 0.86 0.44 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 ----- ---- ---- ---- ---- Left 0.59 0.55 0.51 0.46 Right 0.30 0.28 0.27 0.26 DEFLECTION(in) Calc Allow 0.25 -1.42 1.67 -0.45 1.67 -0.75 1.67 -0.77 1.67 -0.40 1.67 -1.24 1.73 0.18 04/21/00 ROOMES Page 11 of 35 WAREHOUSE BUILDING 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 Right Right Id Sup Lap Lap Sup Sup Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- ---- 1 ----- 0.00 ----- ----- ----- 0.11 ----- 0.00 RL 0.00 0.00 0.19 -0.06 2 -0.93 0.88 1.15 1.42 -0.06 1.67 4.54 9.90 -2.47 -6.16 3 -1.24 -0.97 0.93 1.11 -6.16 -2.99 2.02 13.19 -2.62 -4.53 4 -1.15 -0.98 1.02 1.20 -4.53 -2.54 2.53 12.26 -3.01 -5.09 5 -1.20 -1.02 .0.97 1.15 -5.09 -3.01 2.56 12.76 -2.48 -4.47 6 -1.10 -0.92 0.98 1.25 -4.47 -2.58 1.92 11.67 -3.21 -6.42 7 -1.47 -1.20 1.67 0.98 -6.42 -2.59 5.02 15.61 MS -0.05 8 -0.09 LS 0.14 0.00 -0.05 8 0.00 1.00 15.36 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 ------ 0.11 ----- 5.93 ---- 0.02 --- RS ------ 0.06 7.34 0.01 RS 0.00 -0.25 0.30 2 RL 1.15 5.93 0.19 MS 4.54 5.14 0.88 RS 0.23 1.44 1.67 3 LL -0.97 3.21 0.30 LL 2.99 5.62 0.53 LL 0.32 0.45 1.67 4 RL 1.02 3.21 0'.32 MS 2.53 3.93 0.64 RL 0.33 0.76 1.67 5 LL -1.02 3.21 0.32 MS 2.56 3.93 0.65 LL 0.33 0.78 1.67 6 RL 0.98 3.21 0.31 RL 3.21 5.62 0.57 RL 0.36 0.41 1.67 7 LL -1.20 15.36 0.08 MS 5.02 7.67 0.65 LS 0.14 1.26 1.73 8 LS -0.09 15.36 0.01 LS 0.05 10.96 0.00 LS 0.00 -0.18 LAP BOLT SHEAR: 04/21/00 ROOMES Page 12 of 35 I LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 0.59 0.24 3 0.48 0.60 0.25 0.31 4 0.60 0.68 0.31 0.35 5 0.68 0.60 0.35 0.30 6 0.60 0.42 0.30 0.21 7 0.70 0.27 04/21/00 ROOMES Page 12 of 35 I WAREHOUSE BUILDING ROOF DESIGN 1751GB#2R Bypass Purlin Design Report 4/20/ 0 3:26pm ---------------------------- DESIGN RUN # 1 ; SURFACE # 2 ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) ----- No. No. Unit Id Id Size (ft) Left Right Space Rows Brace Weight --- ---- 1 -------- 8x30Z14 - 1.17 -1.41 1.35 4.55 14 0 4.6 1 2 8x30Zl4 25.00 7.88 2.88 4.55 14 0 108.7 2 3 8x30Z16 25.00 2.88 1.88 4.55 14 0 94.6 3 4 8x30Z16 25.00 1.88 1.88 4.55 14 0 91.4 4 5 8x30Z16 25.00 1.88 1.88 4.55 14 0 91.4 5 6 8x30Z16 25.00 1.88 2.88 4.55 14 0 94.6 6 7 8x30Z12 26.00 2.88 4.55 14 0 155.9 8 8x30Zl2 1.00 4.55 14 0 5.4 Total (lb)= Total Weight 63.7 1522.0 1324.5 1280.0 1280.0 1324.5 2183.0 75.6 9053.1 Purlin DL= 0.93 (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 ----- Lap -0.13 1.14 0.00 -1.41 -1.74 1.52 1.19 -1.15 -1.36 1.41 1.20 -1.25 -1.47 1.47 1.26 -1.19 -1.41 1.35 1.13 -1.21 -1.54 1.80 1.47 3.17 -1.20 0.12 7.88 3.18 0.00 -------MOMENT(f-k )------- Left Left Mid -Span Sup Lap Mom Loc 0.00 0:00 0.00 0.08 -5.58 9.90 7.56 3.66 -2.47 13.19 5.56 3.11 -3.11 12.26 6.25 3.69 -3.14 12.76 5.49 3.17 -2.36 11.67 7.88 3.18 -6.17 15.61 0.06 0.00 1.00 Right Lap 3.03 3.21 3.69 3.05 3.94 Right Sup 0.08 7.56 5.56 6.25 5.49 7.88 0.06 0.00 04/21/00 ROOMES Page 13 of 35 WAREHOUSE BUILDING ROOF DESIGN STRENGTH/DEFLECTION: Span • ------SHEAR(k )------ 5.51 Id Loc Calc Allow UC ---- ---- 1 --- RS ------ -0.13 ----- 4.45 0.03 2 RL -1.41 4.45 0.32 3 LL 1.19 2.41 0.49 4 RL -1.25 2.41 0.52 5 LL 1.26 2.41 0.52 6 RL -1.21 2.41 0.50 7. LL 1.47 11.52 0.13 8 LS 0.12 11.52 0.01 LAP BOLT SHEAR: -----MOMENT(f-k )---- Loc Calc Allow UC RS 0.08 5.51 0.01 MS 5.58 5.51 1.01 LL 3.66 4.21 0.87 RL 3.69 4.21 0.88 LL 3.69 4.21 0.88 RL 3.94 4.21 0.93 MS 6.17 8.22 0.75 LS 0.06 8.22 0.01 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 ' 4 5 6 ----- ---- ---- ---- ---- Left 0.59 0.55 0.51 0.46 Right 0.30 0.28 0.27 0.26 Mom+Shr DEFLECTION(in) Loc UC Calc Allow RS LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 -0.75 0.72 LL 0.40 3 0.59 0.74 0.40 0.50 4 0.74 0.83 0.50 0.57 5 0.83 0.73 0.57 0.50 6 0.73 0.51 0.50 0.35 7 0.86 0.44 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 ' 4 5 6 ----- ---- ---- ---- ---- Left 0.59 0.55 0.51 0.46 Right 0.30 0.28 0.27 0.26 Mom+Shr DEFLECTION(in) Loc UC Calc Allow RS 0.00 0.25 RS 0.61 -1.42 1.67 LL 0.85 -0.45 1.67 RL 0.87 -0.75 1.67 LL 0.87 -0.77 1.67 RL 0.97 -0.40 1.67 LS 0.37 -1.24 .1.73 LS 0.00 0.18 i 04/21/00 ROOMES Page 14 of 35 I WAREHOUSE BUILDING ROOF DESIGN LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: I STRENGTH/DEFLECTION: -------MOMENT(f-k )------- --------SHEAR(k )-------- BOLT Span Left Left Right Right Id Sup Lap Lap Sup ----- ---- 1 ----- 0.00 ----- ----- 0.08 2 -0.87 --- 5.93 0.89 1.09 3 -0.91 -0.72 0.66 0.79 4 -0.83 -0.70 0.74 0.87 5 -0.87 -0.74 0.70 0.83 6 -0.78 -0.65 0.72 0.92 7 -1.12 -0.92 -3.15 0.91 8 -0.07 -2.54 -4.90 0.00 I STRENGTH/DEFLECTION: -------MOMENT(f-k )------- ------ SHEAR (k )------ BOLT -----MOMENT(f-k )---- Left Left Mid -Span Loc Right Right Sup Lap. ----- Mom ----- Loc =---- Lap ----- Sup ----- ----- 0.00 ---- 1 0.00 0.00 --- 5.93 -0.05 -0.05 0.05 3.97 9.51 -1.90 -4.75 -4.75 -2.41 1.36 13.42 -1.83 3.19 -3.19 -1.76 1.85 12.19 -2.20 �'-3.71 3 -3.71 -2.20 1.87 12.83 -1.72 -3.15 -3.15 -1.81 1.31 11.47 -2.54 -4.90 -4.90 -1.97 4.32 15.97 1.85 -0.03 -0.03 RL 0.00 1.00 LL 0.00 Span ------ SHEAR (k )------ BOLT -----MOMENT(f-k )---- RATIO Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 1 --- RS ------ 0.08 --- 5.93 0.01 RS 0.05 7.34 0.01 RS 0.00 2 RL 0.89 5.93 0,.15 MS 3.97 5.14 0.77 RS 0.14 3 LL -0.72 3.21 0.22 LL 2.41 5.62 0.43 LL 0.20 4 RL 0.74 3.21 0.23 MS 1.85 3.93 0.47 RL 0.17 5 LL -0.74 3.21 0.23 MS 1.87 3.93 0.48 LL 0.17 6 RL 0.72 3.21 0.22 RL 2.54 5.62 0.45 RL 0.22 7 LL -0.92 15.36 0.06 MS 4.32 7.67 0.56 LS 0.08 8 LS -0.07 15.36 0.00 LS 0.03 10.96 0.00 LS 0.00 LAP BOLT SHEAR: DEFLECTION(in) LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right 2 1.67 0.45 1.73 0.19 3 0.37 0.42 0.19 0.22 4 0.42 0.50 0.22 0.25 5 0.50 0.42 0.25 0.21 6 0.42 0.32 0.21 0.16 7 0.54 0.20 DEFLECTION(in) Calc Allow -0.22 1.27 1.67 0.29 1.67 0.58 1.67 0.59 1.67 0.26 1.67 1.10 1.73 -0.16 04'!21/00 ROOMES Page 15 of 35 WAREHOUSE BUILDING ROOF DESIGN ---------------------------------- 1751GB#2R Bypass Purlin Design Report 4/20/ 0 3.26pm ---------------------------- DESIGN RUN # 2 ; SURFACE # 3 ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Total Id Id Size (ft) Left Right Space Rows Brace Weight Weight Sup Sup ----- Lap ----- Mom ----- ----- ----- ----- ---- ----- ------ ----- --- ---- 1 -------- 8x30Z14 ----- 1.17 0.00 4.55 14 0 4.6 63.7 1 2 8x30Z14 25.00 9.90 2.88 4.55 14 0 108.7 1522.0. 2 3 8x30Z16 25.00 2.88 1.88 4.55 14 0 94.6 1324.5 3 4' 8x30Z16 25.00 1.88 1.88 4.55 14 0 91.4 1280.0 4 5 8x30Z16 25.00 1.88 1.88 4.55 14 0 91.4 1280.0 5 6 8x30Z16 25.00 •1.88 .2.88 4.55 14 0 94.6 1324.5 6 7 8x30Z12 26.00 2.88 4.55 14 0 155.9 2183.0 0.00 8 8x30Z12 1.00 1.00 4.55 14 0 5.4 75.6 Total(lb)= 9053.1 Purlin DL= 0.93 (psf ) LOAD COMBINATION # J.: DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: 01/2.1/00 ROOMES Page 16 of 35 . 0 --------SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right - Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- ---- 1 ----- 0.00 ----- ----- ----- -0.13 0.00 .0.00 0.00 0.08 2 1.14 -1.41 -1.74 0.08 -5.58 9.90 3.03 7.56 3 1.52 1.19 -1.15 -1.36 7.56 3.66. -2.47 13.19 3.21 5.56 4 1.41 1.20 -1.25 -1.47 5.56 3.11 -3.11 12.26 3.69 6.25 5 1.47 1.26 -1.19. -1.41 6.25 3.69 -3.14 12.76 3.05 5.49 6 1.35 1.13 -1.21 -1.54 5.49 3.17 -2.36 11.67 3.94 7.88 7 1.80 1.47 -1.20 7.88 3.18 -6.17 15.61 0.06 8 0.12 0.00 0.06 0.00 1.00 0.00 01/2.1/00 ROOMES Page 16 of 35 . 0 WAREHOUSE BUILDING 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 ------ ----- ---- --- -0.13 4.45 0.03 RS ------ ----- 0.08 5.51 0.01 RS 0.00 0.25 2 RL -1.41 4.45 0.32 MS 5.58 5.51 1.01 RS 0.61 -1.42 1.67 3 LL 1.19 2.41 0.49 LL 3.66 4.21 0.87 LL 0.85 -0.45 1.67 4 RL -1.25 2.41 0.52 RL 3.69 4.21 0.88 RL 0.87 -0.75 1.67 5 LL 1.26 2.41 0.52 LL 3.69 4.21 0.88 LL 0.87 -0.77 1.67 6 RL -1.21 2.41 0.50 RL 3.94 4.21 0.93 RL 0.97 -0.40 1.67 7 LL 1.47 11.52 0.13 MS 6.17 8.22 0.75 LS 0.37 -1.24 1.73 8 LS 0.12 11.52 0.01 LS 0.06 8.22 0.01 LS 0.00 0.18 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ----- ---- 2 ---- ----- ---- 0.72 0.40 3 0.59 0.74 0.40 0.50 4 0.74 0.83 0.50 0.57 5 0.83 0.73 0.57 0.50 6 0.73 0.51 0.50 0.35 14 7 0.86 0.44 WEB CRIPPLING:" WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 ----- ---- ---- ---- ---- �;.. Left 0.59 0.55 0.51 0.46 Right 0.30 0.28 0.27 0.26 04/21/00 ROOMES Page 17 of 35 I WAREHOUSE BUILDING ROOF .DESIGN LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: Span Id 1 2 3 4 5 6 7 8 --------SHEAR(k )-------- Left Left Right Right Sup Lap Lap Sup ----- ----- ----- ----- 0.00 0.08 -0.87 0.89 1.09 -0.91 -0.72 0.66 0.79 -0.83 -0.70 0.74 0.87 -0.87 -0.74 0.70 0.83 -0.78 -0.65 0.72 0.92 -1.12 -0.92 0.91 -0.07 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 -0.05 UC 3.97 9.51 -4.75 -2.41 1.36 13.42 -3.19 -1.76 1.85 12.19 -3.71 -2.20 1.87 12.83 -3.15 -1.81 1.31 11.47 -4.90 -1.97 4.32 15.97 -0.03 3.97 0.00 1.00 0 Right Right Lap Sup -0.05 -1.90 -4.75 -1.83 '-3.19 -2.20 -3.71 -1.72 -3.15 -2.54 -4.90 -0.03 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 0.08 5.93 0.01 RS ------ 0.05 ----- 7.34 ---- 0.01 --- RS ---- 0.00 ------ -0.22 ----- 2 RL 0.89 5.93 0.15 MS 3.97 5.14 0.77 RS 0.14 1.27 1.67 3 LL -0.72 3.21 0.22 LL 2.41 5.62 0.43 LL 0.20 0.29 1.67 4 RL 0.74 3.21 0.23 MS 1.85 3.93 0.47 RL 0.17 0.58 1.67 5 LL -0.74 3.21 0.23 MS 1.87 3.93 0.48 LL 0.17 0.59 1.67 6 RL 0.72 3.21 0.22 RL 2.54 5.62 0.45 RL 0.22 0.26 1.67 7 LL -0.92 15.36 0.06 MS 4.32 7.67 0.56 LS 0.08 1.10 1.73 8. LS -0.07 15.36 0.00 LS 0.03 10.960.00 LS 0.00 -0.16 LAP BOLT SHEAR: Span Id 2 3 4 5 6 7 LAP BOLT SHEAR RATIO SHEAR(k ) ( 0.5in A307 ) Left Right Left Right 0.45 0.19 0.37 0.42 0.19 0.22 0.42 0.50 0.22 0.25 0.50 0.42 0.25 0.21 0.42 0.32 0.21 0.16 0.54 0.20 04/21/00 ROOMES Page 18 of 35 I WAREHOUSE BUILDING ROOF DESIGN 1751GB#2R Bypass Purlin Design Report 4/20/ 0 3:26pm ---------------------------- DESIGN RUN # 2 ; SURFACE # 3 (Edge Strip Zone= 10.00) ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) Left No. No. Unit Id Id Size (ft) Left Right Space Rows Brace Weight 1.14 1 8x30Z14 1.17 3 1.52 4.55 1 0 4.6 1 2 8x30Z14 25.00 5 2.88 4.55 1 0 108.7 2 3 8x30Z16 25.00 2.88 1.88 4.55 1 0 94.6 3 4 8x30Z16 25.00 1.88 1.88 4.55 1 0 91.4 4 5 8x30216 25.00 1.88 1.88 4.55 1 0 91.4 5 6 8x30Z16 25.00 1.88 2.88 4.55 1 0 94.6 6 7 8x30Z12 26.00 2.88 4.55 1 0 155.9 8 8x30Z12 1.00 4.55 1 0 5.4 Total (lb)= ;Total Weight 4.6 108.7 94.6 91.4 91.4 94.6 155.9 5.4 646.6 Purlin DL 0.93 (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 Sup ----- ----- 0.00 -0.13 2 1.14 -1.41' -1.74 3 1.52 1.19 -1.15 -1.36 4 1.41 1.20 -1.25 -1.47 5 1.47 1.26 -1.19 -1.41 6 1.35 1.13 -1.21 -1.54 7 1.80 1.47 5.49 -1.20 8 0.12 3.94 7.88 0.00 -------MOMENT(f-k )------- Left Left Mid -Span Right Right Sup Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- ----- 0.00 0.00 0.00 0.08 0.08 -5.58 9.90 3.03 7.56 7.56 3.66 -2.47 13.19 3.21 5.56 5.56 3.11 -3.11 12.26 3.69 6.25 6.25 3.69 -3.14 12.76 3.05 5.49 5.49 3.17 -2.36 11.67 3.94 7.88 7.88 3.18 -6.17 15.61 0.06 0.06 0.00 1.00 0.00 04/21/00 - ROOMES Page 19 of 35 WAREHOUSE BUILDING ROOF DESIGN STRENGTH/DEFLECTION: Span ------SHEAR(k )-----------MOMENT(f-k )---- RATIO Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc --- UC ---- Calc ------ Allow ----- ---- 1 --- RS ------ -0.13 ----- ---- --- 4.45 0.03 RS ------ 0.08 ----- 5.51 ---- 0.01 RS 0.00 0.25 2 RL -1.41 4.45 0.32 MS 5.58 5.51 1.01 RS 0.61 -1.42 1.67 3 LL 1.19 2.41 0.4�11 LL 3.66 4.21 0.87 LL 0.85 -0.45 1.67 4 RL -1.25 2.41 0.52 RL 3.69 4.21 0.88 RL 0.87 -0.75 1.67 5 LL 1.26 2.41 0.52 LL 3.69 4.21 0.88 LL 0.87 -0.77 1.67 6 RL -1.21 2.41 0.50 RL 3.94 4.21 0.93 RL 0.97 -0.40 1.67 7 LL 1.47 11.52 0.13 MS 6.17 8.22 0.75 LS 0.37 -1.24 1.73 8 LS 0.12 11.52 0.01 LS 0.06 8.22 0.01 LS 0.00 0.18 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ----- ---- 2 ---- ----- 0.72 ---- 0.40 3 0.59 0.74 0.40 0.50 4 0.74 0.83 0.50 0.57 5 0.83 0.73 0.57 0.50 6 0.73 0.51 0.50 0.35 7 0.86 0.44 WEB CRIPPLING: 0 WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 ----- Left ---- ---- -- 0.59 0.55 0.51 0.46 Right 0.30 0.28 0.27 0.26 04/21/00 ROOMES Page 20 of 35 0 WAREHOUSE BUILDING ROOF DESIGN LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 0.11 2 -0.93 1.15 1.42 3 -1.24 -0.97 0.93 1.11 4 -1.15 -0.98 1.02 1..20 5 -1.20 -1.02 0.97 1.15 6 -1.10 -0.92 0.98 1.25 7 -1.47 -1.20 0.98 8 -0.09 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k )------- ------SHEAR(k ) ----- Left Left Mid -Span Mom+Shr Sup Lap Mom Loc 0.00 UC 0.00 0.00 -0.06 UC 4.54 9.90 -6.16 -2.99 2.02 13.19 -4.53 -2.54 2.53 12.26 -5.09 -3.01 2.56 12.76 -4.47 -2.58 1.92 11.67 -6.42 -2.59 5.02 15.61 -0.05 4.54 0:00 1.00 0 Right Right Lap Sup -0.06 -2.47 -6.16 -2.62 X4.53 -3.01 -5.09 -2.48 -4.47 -3.21 -6.42 -0.05 0.00 Span ------SHEAR(k ) ----- - -----MOMENT(f-k )---- Left Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc --- UC ---- Calc ------ Allow ----- ---- 1 --- RS ------ 0.11 ----- 5.93 ---- 0.02 --- RS ------ 0.06 ----- 7.34 ---- 0.01 RS 0.00 -0.25 2 RL 1.15 5.93 0.19 MS 4.54 5.14 0.88 RS 0.23 1.44 1.67 3 LL -0.97 3.21 0.30 LL 2.99 5.62 0.53 LL 0.32 0.45 1.67 4 RL 1.02 3.21 0.32 MS 2.53 3.93 0.64 RL 0.33 0.76 1.67 5 LL -1.02 3.21 0.32 MS 2.56 3.93 0.65 LL 0.33 0.78 1.67 6 RL 0.98 3.21 0.31 RL 3.21 5.62 0.57" RL 0.36 0.41 1.67 7 LL -1.20 15.36 0.08 MS 5.02 7.67 0.65 LS 0.14 1.26 1.73 8 - LS -0.09 15.36 0.01 LS 0.05 10.96 0.00 LS 0.00 -0.18 LAP BOLT SHEAR: Span Id 2 3 4 5 6 7 LAP BOLT SHEAR RATIO SHEAR(k ) ( 0.5in A307 ) Left Right Left Right 0.59 0.24 0.48 0.60 0.25 0.31 0.60 0.68 0.31 0.35 0.68 0.60 0.35 0.30 0.60 0.42 0.30 0.21 0.70 0.27 04/21/00 ROOMES Page 21 of 35 WAREHOUSE BUILDING ROOF DESIGN 1751GB#2R Bypass Purlin Design Report 4/20/ 0 3:26pm ------=--------------------- DESIGN RUN # 2 ; SURFACE # 3 (Edge Strip Zone= 10.00) ---------------------------- 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 -------- 8x30Z14 ----- 1.17 ----- ----- ----- 1.00 ---- 1 0 4.6 4.6 1 2 8x30Z14 25.00 -0.26 2.88 1.00 1 0 108.7 108.7 2 3 8x30Z16 25.00 2.88 1.88 1.00 1 0 94.6 94.6 3 4 8x30Z16 25.00 .1.88 1.88 1.00 1 0 91.4 91.4 4 5 8x30Z16 25.00 1.88 1.88 1.00 1 0 91.4 91.4 5 6 8x30Z16 25.00 1.88 2.88 1.00 1 0 94.6 94.6 6 ' 7 8x30Z12 26.00 2.88 1.00 1' 0 155.9 155.9 8 8x30Z12 1.00 1.00 1 0 5.4 5.4 Total(lb)= • 646.6 Purlin DL= 4.22 (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 Sup 0.00 -0.03 2 0.25 -0.31 -0.38 3 0.33 0.26 -0.25 -0.30 4 0.31 0.26 -0.28. -0.32 5 0.32 0.28 -0.26 -0.31 6 0.30 0.25 -0:26 -0.34. 7 0.40 0.32 1.21 -0.26 8 0.03 0.87 1.73 0.00 -------MOMENT(f-k )------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.00 0.00 0.00 0.02' 0.02 -1.23 9.90 0.67 1.66 1.66 0.81 -0.54 13.19 0.71 1.22 1.22 0.68 -0.68 12.26 0.81 1.37 1.37 0.81 -0.69 12.76 0.67 1.21 1.21 0.70 -0.52 11.67 0.87 1.73 1.73 0.70 -1.36 15.61 0.01 0.01 0.00 1.00 0.00 04/21/00 ROOMES Page 22 of 35 WAREHOUSE BUILDING 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 4.45 0.01 RS 0.02 5.51 0.00 RS 0.00 2 RL -0.31 4.45 0.07 MS 1.23 5.51 0.22 RS 0.03 3 LL 0.26 2.41 0.11 LL 0.81 4.21 0.19 LL 0.04 4 RL -0.28 2.41 0.11 RL 0.81 4.21 0.19 RL 0.04 5 LL 0.28 2.41 0.11 LL 0.81 4.21 0.19 LL 0.04 6 RL -0.26 2.41 0.11 RL 0.87 4.21 0.21 RL 0.05 7 LL 0.32 11.52 0.03 MS 1.36 8.22 0.16 LS 0.02 8 LS 0.03 11.52 0.00 LS 0.01 8.22 0.00 LS 0.00 LAP BOLT SHEAR: WEB CRIPPLING: SHEAR RATIO ( 0.5in A307 ) Left Right 0.09 0.09 0.11 0.11 0.12 0.12 0.11 0.11 0.08 0.10 WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5, 6 ----- ---- ---- ---- ---- Left 0.13 0.12 0.11 0.10 Right 0.07 0.06 0.06 0.06 DEFLECTION(in) Calc Allow 0.05 -0.31 1.67 -0.10. 1.67 -0.16 1.67 -0.17 1.67 -0.09 1.67,- -0.27 .67i-0.27 1.73 0.04 04/21/00 ROOMES Page 23 of 35 n LAP BOLT Span SHEAR(k ) Id Left Right 2 0.16 3 0.13 0.16 4 0.16 0.18 5 0.18 0.16 6 0.16 0.11 7 0.19 WEB CRIPPLING: SHEAR RATIO ( 0.5in A307 ) Left Right 0.09 0.09 0.11 0.11 0.12 0.12 0.11 0.11 0.08 0.10 WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5, 6 ----- ---- ---- ---- ---- Left 0.13 0.12 0.11 0.10 Right 0.07 0.06 0.06 0.06 DEFLECTION(in) Calc Allow 0.05 -0.31 1.67 -0.10. 1.67 -0.16 1.67 -0.17 1.67 -0.09 1.67,- -0.27 .67i-0.27 1.73 0.04 04/21/00 ROOMES Page 23 of 35 n WAREHOUSE BUILDING ROOF DESIGN LOAD COMBINATION # 2 : DL+WS ------------------------------ -------------------- PURLIN ANALYSIS: Span Id 1 2 3 4 5 6 7 8 --------SHEAR(k )-------- Left Left Right Right Sup Lap Lap Sup ----- ----- ----- ----- 0.00 0.02 -0.20 0.25 0.31 -0.27 -0.21 0.21 0.24 -0.25 -0.21 0.22 0.26 -0.26 -0.22 0.21 0.25 -0.24 -0.20 0.22 0.28 -0.32 -0.26 0.21 -0.02 0.00 STRENGTH/DEFLECTION: -------MOMENT(f-k Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 Loc 0.00 0.00 UC -0.01 -0.01 Calc ------ 1.00 9.90 -0.54 -1.35 -1.35 -0.66 0.44 13.19 -0.58 X1.00 -1.00 -0.56 0.56 12.26 -0.66'-1.12 RL -1.12 -0.66 0.56 12.76 -0.55 -0.98 -0.98 -0.57 0.42 11.67 -0.71 -1.41 -1.41 -0.57 1.10 15.61 LL -0.01 -0.01 0.12 0.00 1.00 0.10 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 ------ 0.02 ----- 5.93 ---- 0.00 --- RS ------ 0.01 ----- 7.34 ---- 0.00 RS 0.00 -0.05 2 RL 0.25 5.93 0.04 MS 1.00 5.14 0.19 RS 0.01 0.32 1.67 3 LL -0.21 3.21 0.07 LL 0.66 5.62 0.12 LL 0.02 0.10 1.67 4 RL 0.22 3.21 0.07 MS 0.56 3.93 0.14 RL 0.02 0.17 1.67 5 LL -0.22 3.21 0.07 MS 0.56 3.93 0.14 LL 0.02 0.17 1.67 6 RL 0.22 3.21 0.07 RL 0.71 5.62 0.13 RL 0.02 0.09 1.67 7 LL -0.26 15.36 0.02 MS 1.10 7.67 0.14 LS 0.01 0.28 1.73 8 LS -0.02 15.36 0.00 LS 0.01 10.96 0.00 LS 0.00 -0.04 LAP BOLT SHEAR: Span Id 2 3 4 5 6 7 LAP BOLT SHEAR RATIO SHEAR(k ) .( 0.5in A307 ) Left Right Left Right 0.13 0.05 0.11 0.13 0.05 0.07 0.13 0.15 0.07 0.08 0.15 0.13 0.08 0.07 0.13 0.09, 0.07 0.05 0.15 0.06 04/21/00 ROOMES Page 24 of 35 WAREHOUSE BUILDING ROOF DESIGN 1751GB#2R Roof Panel Report 4/20/ 0 3:26pm 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 4.550 D+L 49.5 152.9 0.32 ----- -35.6 --------- 123.1 0.29, ----- -0.08 ----- 0.607 ----- 0.13 D+WP 5.5 203.8 0.03 -4.0 164.1 0.02 0.00 0.607 0.00 D+WS -44.5 164.1 0.27 32.0.203.8 0.16 0.09 0.607 0.15 3 4.550 D+L 49.5 152.9 0.32 -35.6 123.1 0.29 -0.08 0.607 0.13 D+WP 5.5 203.8 0.03 -4.0 164.1 0.02 0.00 0.607 0.00 D+WS -44.5 164.1 0.27 32.0 203.8 •0.16 0.09 0.607 0.15 04/21/00 ROOMES Page 25 of 35 WAREHOUSE BUILDING ROOF DESIGN 1751GB#2R Roof Diagonal Bracing Report 4/20/ 0 3:26pm Panel Shear (Allow) = 0.0 Panel Shear (Calc ) =282.1 Bay Brace_Loc. Id Start End --- ------- ------- 2 0.00 23.33 23.33 46.67 46.67 70.00 70.00 93.33 93.33 116.67 116.67 140.00 4 0.00 23.33 46.67 70.00 93.33 116.67 k, 23.33 46.67 70.00 93.33 116.67 140.00 ------ Diag_Brace----- Type Size Part R 1.250 ROD125 R 1.000 ROD100 R 0.625 ROD625 R 0.625 ROD625 R 1.000 ROD100 R 1.250 ROD125 R 1.250 ROD125 R 1.000 ROD100 R 0.625 ROD625 R 0.625 ROD625 R 1.000 ROD100 R 1.250 ROD125 Diag_Force(k ) Wind Seismic 12.52 28.69 7.78 17.24 2.68 5.76 2.68 5.76 7.78 17.24 12.52 28.69 Brace Tension(k Calc Allow 28.69 31.20 17.24 ' 20.00 5.76 7.87 5.76 7.87 17.24 20.00 28.69 31.20 12.52 28.69 28.69 31.20 7.78 17.24 17.24 20.00 2.68 5.76 5.76 7.87 2.68 5.76 5.76 7.87 7.78 1.7.24 17.24 20.00 12.52 28.69 28.69 31.20 04/21/00 ROOMES Page 26 of 35 0 WAREHOUSE BUILDING ROOF DESIGN 1751GB#2R Sidewall Diagonal Bracing Report 4/20/ 0 3;26pm Panel Shear (Allow) = 75.0 Panel Shear (Calc ) =750.0 (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 3 24.33 -------- R 21.000 2ROD100 ------ 14.40 ------- 35.04 ------ 35.04 ------ -"37.50 2 4 24.33 R 21.000 2ROD100 14.40 35.04 35.04 '37.50 4 3' 24.33 R 21.000 2ROD100 14.40 35.04 35.04 37.50 4 4 24.33 R 21.000 2ROD100 14.40 t 35.04 35.04 37.50 Wall Bay Col Wind Seismic Id Id Id -Max Horz Vert(+/-) Horz -Max Vert(+/-) ---- 2 --- 3 --- 3 -------------- ----- -10.78 9.56 -26.22 --------- 23.25 2 3 4 10.78 9.56 26.22 23.25 2 4 4 -10.78 9.56 -26.22 23.25 2 4 5 10.78 9.56 26.22 23.25 4 3 3 -10.78 9.56 -26.22 23.25 4 3 4 10.78 9.56 26.22 23.25 4 4 4 -10.78 9.56 -26.22 23.25 4 4 5 10.78 9,.56 26.22 23.25 04/21/00 ROOMES Page 27 of 35 0 WAREHOUSE BUILDING ROOF DESIGN 1751GB#2R Braced Purlin Report 4/20/ 0 3:26pm 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 23.3 8x30Z14 ---- 1 ----- 4.26 ----- 15.51 0.27 2.14 5.14 0.42 0.74 2 4.26 15.51 0.27 0.05 7.34 0.01 0.28 3 2.13 15.51 0.14 4.23 7.34.0.58 0.49 4 2.86 15.51 0.18 1.21 7.34 0.16 0.27 2 2 46.7 8x30Z14 1 4.58 15.51 0.30 2.14 5.14 0.42 0.77 2 4.58 15.51 0.30 0.05 7.34 0.01 0.30 3 2.29 15.51 0.15 4.23 7.34 0.58 0.50 4 2.86 15.51 0.18 1.21 7.34 0.16 0.27 2 2 70.0 8x30Z14 1 2.41 15.51 0.16 1.54 5.14 0.30 0.45 2 2.41 15.51 0.16 0.04 7.34 0.00 0.16 3 1.20 15.51 0.08 3.05 7.34 0.42 0.33 4 1.44 15.51 0.09 0.87 7.34 0.12 0.15 * 2 3 23.3 8x30Z16 1 9.94 11.66 0.85 1.40 5.62 0.25 1.47 2 9.94 11.66 0.85 0.03 4.87 0.01 0.87 3 4.97 11.66 0.43 2.78 5.62 0.50 1.06 4 18.17 11.66 1.56 0.79 5.62 0.14 1.92 - Increase Purlin Gage ---- 2 3 23.3 8x30Z12 1 9.,94 27.37 0.36 1.68 10.96 0.15 0.54 2 9.94 27.37 0.36 0.04 10.96 0.00 0.37 3 4.97 27.37 0.18 3.34 10.96 0.30 0.45 4 18.17 27.37 0.66 0.95 10.96 0:09 0.89 ------------------------------------------------------------------------------ * 2 3 46.7 8x30Z16 1 6.53 11.66 0.56 1.40 5.62 0.25 0.92 2 6.53 11.66 0.56 0.03 4.87 0.01 0.57 3 3.27 11.66 0.28 2.78 5.62 0.50 0.82 4 9.80 11.66 0.84 0.79 5.62 0.14 1.19 - Increase Purlin Gage ---- 2 3 46.7 8x30Zl4 1 6.53 15.51 0.42 1.45 7.34 0.20 0.67 2 6.53 15.51 0.42 0.03 6.17 0.01 0.43 3 3.27 15.51 0.21 2.87 7.34 0.39 0.60 4 9.80 15.51 0.63 0.82 7.34 0.11 0.83 ------------------------------------------------------------------------------ 2 3 70.0 8x30Z16 1 2.41 11.66 0.21 1.01 5.62 0.18 0.38 2 2.41 11.66 0.21 0.02 4.87 0.00 0.21 3 1.20 11.66 0.10 2.00 5.62 0.36 0.43 4 2.81 11.66 0.24 0.57 5.62 0.10 0.35 2 4 23.3 8x30Zl6 1 2.13 11.66 0.18 1.19 3.93 0.30 0.48 2 2.13 11.66 0.18 0.03 4.71 0.01 0.19 3 1.07 11.66 0.09 2.81 5.62 0.50 0.55 4 2.77 11.66 0.24 0.80 5.62-0.14 0.39 2 4 46.7 8x30Z16 1 2.29 11.66 0:20 1.19 3.93 0.30 0.50 2 2.29 11.66 0.20 0.03 4.71 0.01 0.20 3 1.14 11.66 0.10 2.81 5.62 0.50 0.56 4 2.78 11.66 0.24 0.80 5.62 0.14 0.39 2 4 70.0 8x30Z16 1 1.20 11.66 0.10 0.86 3.93 0.22 0.30 2 1.20 11.66 0.10 0.02 4.71 0.00 0.11 04/21/00 ROOMES Page 28 of 35 I WAREHOUSE BUILDING ROOF DESIGN * 2 5 23.3 8x30Zl6 Increase Purlin Gage ---- * 2 5 23.3 8x30Z12 3 0.60 11.66 0.05 4 1.39 11.66 0.12 1 9.94 11.66 0.85 2 9.94 11.66 0.85 3 4.97 11.66 0.43 4 20.99 11.66 1.80 1 9.94 27.37 0.36 2 9.94 27.37 0.36 3 4.97 27.37 0.18 4 20.99 27.37 0.77 2.02 5.62 0.36 0.58 5.62 0.10 1.20 3.93 0.31 0.03 4.71 0.01 2.80 5.62 0.50 0.80 5.62 0.14 1.20 7.67 0.16 0.03 9.12 0.00 2.98 10.96 0.27 0.85 10.96 0.08 0.37 0.22 1.64 0.87 1.06 2.97 .0.58 0.37 0.45 1.15 - Added Purlin Strut ----- 2 5 23.3 8x30Zl2 1 6.27 27.37 0.23 0.00 10.96 0.00 0.23 2 6.27 27.37 0.23 0.00 10.29 0.00 ' 0.23 3 3.14 27.37 0.11 0.00 10.96 0.00 0.11 4 13.24 27.37 0.48 0.00 10.96 0.00 0.48 - Purlin With Added Strut - 2 5 23.3 8x30Z16 1 3.67 11.66 0.31 1.20 3.93 0.31 0.66 2 3.67 11.66 0.31 0.03 4.71 0.01 0.32 3 1.83 11.66 0.16 2.80 5.62 0.50 0.64 4 7.74 11.66 0.66 0.80 5.62 0.14 0.92 ------------------------------------------------------------------------------ * 2 5 46.7 8x30Z16 1 6.53 11.66 0.56 1.20 3.93 0.31 1.03 2 6.53 11.66 0.56 0.03 4.71 0.01 0.57 3 3.27 11.66 0.28 2.80 5.62 0.50 0.82 4 12.63 11.66 1.08 0.80 5.62 0.14 1.89 - Increase Purlin Gage ---- 2 5 46.7 .8x3OZl2 1 6.53 27.37 0.24 1.20 7.67 0.16 0.42 2 6.53 27.37 0.24 0.03 9.12 0.00 0.24 3 3.27 27.37 0.12 2.98 10.96 0.27 0.37 4 12.63 27.37 0.46 0.85 10.96 0.08 0.59 ------------------------------------------------------------------------------ 2 5 70.0 8x30Z16 1 2.41 11.66 0.21 0.87 3.93 0.22 0.43 2 2.41 11.66 0.21 0.02 4.71 0.00 0.21 3 1.20 11.66 0.10 2.02 5.62 0.36 0.44 4 4.22 11.66 0.36 0.57 5.62 0.10 0.48 2 6 23.3 8x30Zl6 1 4.26 11.66 0.37 1.51 5.62 0.27 0.63 2 4.26 11.66 0.37 0.03 4.84 0.01, 0.37 3 2.13 11.66 0.18 2.99 5.62 0.53 0.71 4 5.67 11.66 0'.49 0.85 5.62 0.15 0.70 2 6 46.7 8x30Zl6 1 4.58 11.66 0.39 1.51 5.62 0.27 0.67 2 4.58 11.66 0.39 0.03 4.84 0.01 0.40 3 2.29 11.66 0.20 2.99 5.62 0.53 0.73 4 5.69 11.66 0.49 0.85 5.62 0.15 0.70 2 6 70.0 8x30Z16 1 2.41 11.66 0.21 1.09 5.62 0.19 0.37 2 2.41 11.66'0.21 0.02 4.84 0.01 0.21 3 1.20 11.66 0.10 2.15 5.62 0.38 0.46 4 2.85 11.66 0.24 0.61 5.62 0.11 0.36 2 7. 23.3 8x30Zl2 1 4.26 26.44 0.16 2.36 7.67 0.31 0.48 2 4.26 26.44 0.16 0.05 10.96 0.00 0.16 3 2.13 26.44 0.08 4.68 10.96 0.43 0.36 4 2.95 26.44 0.11 1.33 10.96 0.12 0.17 2 7 46.7 8x30Z12 1 4.58 26.44 0.17 2.36 7.67 0.31 0.50 2 4.58 26.44 0.17 0.05 10.96'0.00 0.18 3 2.29 26.44 0.09 4.68 10.96 0.43 0.37 04/21/00 ROOMES Page 29 of 35 n WAREHOUSE BUILDING ROOF DESIGN 04/21/00 ROOMES Page 30 of 35 0 4 2.96 26.44 0.11 1.33 10.96 0.12 0.17 2 7 70.0 8x30Zl2 1 2.41 26.44 0.09 1.70 7.67 0.22 0.30 2 2.41 .26.44 0.09 0.04 10.96 0.00 0.09 3 1.20 26.44 0.05 3.37 10.96 0.31 0.25 4 1.48 26.44 0.06 0.96 10.96 0.09 0.10 Surf Span Brace Purlin Load ----Axial(k )---- --Moment(f-k )-- Axl+Mom Id Id Loc. Size Id Calc Allow UC Calc Allow UC UC ---- ---- ------------- 3 2 70.0 8x30Z14 ---- 1 ----- 2.41 ----- 15.51 ---- 0.16 ----- 1.54 ----- 5.14 ---- 0.30 ------- 0.45 2 2.41 15.51 0.16 0.04 7.34 0.00 0.16 3 1.20 15.51 0.08 3.05 7.34 0.42 0.33 4 1.44 15.51 0.09 0.87 7.34 0.12 0.15 3 2 93.3 8x30Z14 1 4.58 15.51 0.30 2.14 5.14 0.42 0.77 2 4.58 15.51 0.30 0.05 7.34 0.01' 0.30 3 2.29 15.51 0.15 4.23 7.34 0.58 0.50 4 2.86 15.51 0.18 1.21 7.34 0.16 0.27 •3 2 116.7 8x30'Z14 1 4.26 15.51 0.27 2.14 5.14 0.42 0.74 2 4.26 15.51 0.27 0.05 7.34 0.01 0.28 3 2.13 15.51 0.14 4.23 7.34 0.58 0.49 4 2.86 15.51 0.18 1.21 7.34 0.16 0.27 3 3 70.0 8x30Z16 1 2.41 11.66 0.21 1.01 5.62 0.18 0.38 2 2.41 11.66 0.21 0.02 4.87 0.00 0.21 3 1.20 11.66 0.10 2.00 5.62 0.36 0.•43 4 2.81 11.66 0.24 0.57 5.62 0.10 0.35 * 3 3 93.3 8x30Z16 1 6.53 11.66 0.56 1.40 5.62 0.25 0.92 2 6.53 11.66 0.56 0.03 4.87 0.01 0.57 3 3.27 11.66 0.28 2.78 5.62 0.50 0.82 4 9.80 11.66 0.84 0.79 5.62 0.14 1.19 - Increase Purlin Gage ---- 3 3 93.3 8x30Z14 1 6.53 15.51 0.42 1.45 7.34 0.20 0.67 2 6.53 15.51 0.42 0.03 6.17 0.01 0.43 3 3.27 15.51 0.21 2.87 7.34 0.39 0.60 4 9.80 15.51 0.63 0.82 7.34 0.11 0.83 ------------------------------------------------------------------------------ * 3 3 116.7 8x30Z16 1 9.94 11.66 0.85 1.40 5.62 0.25 1.47 2 9.94 11.66 0.85 0.03 4.87 0.01 - 0.87 3 4.97 11.66 0.43 2.78 5.62 0.50 1.06 4 18.17 11.66 1.56 0.79 5.62 0.14 1.92 - Increase Purlin Gage ---- 3 3 116.7 8x30Zl2, 1 9.94 27.37 0.36 1.68 10.96 0.15 0.54 2 9.94 27.37 0.36 0.04 10.96 0.00 0.37 3 4.97 27.37 0.18 3.34 10.96 0.30 0.45 4 18.17 27.37 0.66 0.95 10.96 0.09 0.89 ------------------------------------------------------------------------------ 3 4 70.0 8x30Z16 1 1.20 11.66 0.10 0.86 3.93 0.22 0.30 2 1.20 11.66 0.10 0.02 4.71 0.00 0.11 3 0.60 11.66 0.05 2.02 5.62 0.36 0.37 4 1.39 11.66 0.12 0.58 5.62 0.10 0.22 3 4 93.3 8x30Zl6 1 2.29 11.66 0.20 1.19 3.93 0.30 0.50 2 2.29 11.66 0.20 0.03 4.71 0.01 0.20 3 1.14 11.66 0.10 2.81 5.62 0.50 0.56 4 2.78 11.66 0.24 0.80 5.62 0.14 0.39 3 4 116.7 8x30Z16 1 2.13 11.66 0.18 1.19 3.93 0.30 0.48 2 2.13 11.66 0.18 0.03 4.71 0.01 0.19 04/21/00 ROOMES Page 30 of 35 0 WAREHOUSE BUILDING ROOF DESIGN 04/21/00 , ROOMES Page 31 of 35 { 3 1.07 11.66 0.09 2.81 5.62 0.50 0.55 4 2.77 11.66 0.24 0.80 5.62 0.14 0.39 3 5 70.0 8x30Z16 1 2.41 11.66 0.21 0.87 3.93 0.22. 0.43 2 2.41 11.66 0.21 0.02 4.71 0.00 0.21 3 1.20 11.66 0.10 2.02 5.62 0.36 0.44 4 4.22 11.66 0.36 0.57 5.62 0.10 0.48 * 3 5 93.3 8x30Z16 1 6.53 11.66 0.56 1.20 3.93 0.31 1.03 2 6.53 11.66 0.56 0.03 4.71 0.01 0.57 3 3.27. 11.66 0.28 2.80 5.62 0.50 0.82 4 12.63 11.66 1.08 0.80 5.62 0.14 1.89 - Increase Purlin Gage ---- 3 5 93.3 8x30Z12 1 6.53 27.37 0.24 1.20 7.67 0.16 0.42 2 6.53 27.37 0.24 0.03 9.12 0.00 0.24 3 3.27 27.37 0.12 2.98 10.96 0.27 ? 0.37 4 12.63 27.37 0.46 0.85 10.96 0.08 0.59 ------------------------------------------------------------------------------ * 3 5 116.7 8x30Z16 1 9.94 11.66 0.85 1.20 3.93 0.31 1.64 2 9.94 11.66 0.85 0.03 4.71 0.01 0.87 3 4.97 11.66 0.43 2.80 5.62 0.50 1.06 4 20.99 11.66 1.80 0.80 5.62 0.14 2.97 - Increase Purlin Gage ---- * 3 5 116.7 8x30Z12 1 9.94 27.37 0.36 1.20 7.67 0.16 0.58 2 9.94 27.37 0.36 0.03 9.12 0.00 0.37 3 4.97 27.37 0.18 2.98 10.96 0.27 0.45 4 20.99 27.37 0.77 0.85 10.96 0.08 1.15 - Added Purlin Strut ----- 3 5 116.7 8x30Z12 1 6.27 27.37 0.23 0.00 10.96 0.00 0.23 2 6.27 27.37 0.23 0.00 10.29 0.00 0-.23 3 3.14 27.37 0.11 0.00 10.96 0.00 0.11 4 13.24 27.37 0.48 0.00 10.96 0.00 0.48 - Purlin With Added Strut - 3 5 116.7 8x30Z16 1 3.67 11.66 0.31 1.20 3.93 0.31 0.66 2 3.67 11.66 0.31 0.03 4.71 0.01 0.32 3 1.83 11.66 0.16 2.80 5.62 0.50 0.64 4 7.74 11.66 0.66 0.80 5.62 0.14 0.92 ----------------------------------------------------------------------=------- 3 6 70.0 8x30Z16 1 2.41 11.66 0.21 1.09 5.62 0.19 0.37 2 2.41 11.66 0.21 0.02 4.84 0.01 0.21 3 1.20 11.66 0.10 2.15 5.62 0.38 0.46 4 2.85 11.66 0.24 0.61 5.62 0.11 0.36 3 6 93.3 8x30Z16 1 4.58 11.66 0.39 1.51 5.62 0.27 0.67 2 4.58 11.66 0.39 0.03 4.84 0.01 0.40 3 2.29 11.66 0.20 2.99 5.62 0.53 0.73 4 5.69 11.66 0.49 0.85 5.62 0.15 0.70 3 6 116.7 8x30Z16 1 4.26 11.66 0.37 1.51 5.62 0.27 0.63 2 4.26 11.66 0.37 0.03 4.84 0.01 0.37 3 2.13 11.66 0.18 2.99 5.62 0.53 0.71 4 5.67 11.66 0.49 0.85 5.62 0.15 0.70 3 7 70.0 8x30Z12 1 2.41 26.44 0.09 1.70 7.67 0.22 0.30 2 2.41 26.44 0.09 0.04 10.96 .0.00 0.09 3 1.20 26.44 0.05 3.37 10.96 0.31 0.25 4 1.48 26.44 0.06 0.96 10.96 0.09 0.10 3 7 93.3 8x30Z12 1 4.58 26.44 0.17 2.36 7.67 0.31 0.50 2 4.58 26.44 0.17 0.05 10.96 0.00 0.18 3 2.29 26.44 0.09 4.68 10.96 0.43 0.37 04/21/00 , ROOMES Page 31 of 35 { WAREHOUSE BUILDING ROOF DESIGN 4 2.96 26.44 0.11 1.33 10.96 0.12 0.17 3 7 116.7 8x30Z12 1 4.26 26.44 0.16 2.36 7.67 0.31 0.48 2 4.26 26.44 0.16 0.05 10.96 0.00 0.16 3 2.13 26.44 0.08 4.68 10.96 0.43 0.36 4 2.95 26.44 0.11 1.33 10.96 0.12 0.17 I 04/21/00 ROOMES Page 32 of 35 WAREHOUSE BUILDING ROOF DESIGN 1751GB#2R Eave Strut Report 4/20/ 0 3:26pm Wall Bay Eave Axial Calc Axial Axial Id ---- Id --- Size -------- Wind Seis Allow Ratio 2 1 8x30Z16 ------ 3.27 ------ 1.80 ----- 15.17 ----- 0.22 2 2 8x30Z12 12.41 24.47 35.65 0.69 2 3 8x30Z12 12.41 26.19 35.65 0.73 2 4 8x30Zl2 12.41 26.25 35.65 0.74 i 2 5 8x30Z16 3.27, 3.58 15.17 0.24 2 6 8x30Z16 3.27 1.86 15.17 0.22 4 6 8x30Z16 3.27 1.80 15:17 0.22 4 5 8x30Z12 12.41 24.47 35.65 0.69 4 4 8x30Z12 12.41 26.19 35.65 0.73 4 3 8x30Z12 12.41 26.25 35.65 0.74 4 2 8x30Z16 3.27 3.58 15.17 0.24 4 1 8x30Z16 3.27 1.86 15.17 0.22 04/21/00 a ROOMES Page 33 of 35 WAREHOUSE BUILDING ROOF DESIGN I 1751GB#2R Strut Bolt Report 4/20/ 0 3:26pm EAVE STRUTS: Wall Frm_Line ----Bolt Selected----- ---Bolt_Capacity--- Load Id Id Type No Type ----- Diam ----- Wshr ---- _Selected Type Calc ----- Allow ----- Ratio ----- ---- 2 -- 1 ---- RF -- 2 A325 0.500 2 ** 3.27 5.30 0.62 * 2 2 RF 4 A325 0.500 2 ** 24.47 18.34 1.'33 * 2 3 RF 4 A325 0.500 2 ** 26.19 18.34 1!43 * 2 4 RF 4 A325 0.500 2 ** 26.25 18.34 1.43 * 2 5 RF 4 A325 0.500 2 ** 26.25 18..34 1.43 2 6 RF 2 A325 0.500 2 ** 3.58 5.30 0.68 2 7 EW 2 A325 0.500 2 ** 3.27 5.30 0.62 4 1 RF 2 A325 0.500 2 ** 3.27 5.30 0.62 * 4 2 RF 4 A325 0.500 2 ** 24.47 18.34 1.33 * 4 3 RF 4 A325 0.500 2 ** 26.19 18.34 1.43 * 4 4 RF 4 A325 0.500 2 ** 26.25 18.34 1.43 * 4 5 RF 4 A325 0.500 2 ** 26.25 18.34 1.43 4 6 RF 2 A325 0.500 2 ** 3.58 5.30 0.68 4 7 EW 2 A325 0.500 2 ** 3.27 5.30 0.62 PURLINS: Surf Frm_Line Brace ---- Bolt ----- Load --- Bolt -Capacity --- Id Id Type Loc No _Selected Type Diam ----- Wshr ---- Id ---- Calc ----- Allow ----- Ratio ----- ---- 2 -- 1 ---- RF ----- 23.33 -- 2 ----- A325 0.500 2 ** 1 4.26 6.50 0.66 2 2 RF 23.33 4 A325 0.500 2 ** 1 18.17 18.34' 0.99 2 1 RF 46.67 2 A325 0.500 2 ** 1 4.58 6.50 0.70 2 2 RF 46.67 4 A325 0.500 2 ** 1 9.80 13.00 0.75 2 1 RF 70.00 2 A325 0.500 2 ** 1 2.41 6.50 0:37 2 2 RF 70.00 2 A325 0.500 2 ** 1 2.81 5.30 0.53 2 3 RF 23.33 4 A325 0.500 2 ** 1 18.17 18.34 0.99 2 3 RF 46.67 4 A325 0.500 2 ** 1 9.80 13.00 0.75 2 3 RF 70.00 2 A325 0.500 2 ** 1 2.81 5.30 0.53 2 4 RF 46.67 4 A325 0.500 2 ** 1 12.63 18.34 0.69 2 4 RF 70.00 2 A325 0.500 2 ** 1 4.22 5.30 0.80 2 5 RF 46.67 4 A325 0.500 2 ** 1 12.63 18.34 0.69 2 5 RF 70.00 2 A325 0.500 2 ** 1 4.22 5.30 0.80 2 6 RF 23.33 4 A325 0.500 2 ** 1 5.67 10.61 0.53 2 6 RF 46.67 4 A325 0.500 2 ** 1 5.69 10.61 0.54 2 6 RF 70.00 2 A325 0.500 2 ** 1 2.85 5.30 0.54 2 7 EW 23.33 2 A325 0.500 2 ** 1 4.26 9.17 0.46 2 7 EW 46.67 2 A325 0.500 2 ** 1 4.58 9.17 0.50 2 7 EW 70.00 2 A325 0.500 2 ** 1 2.41 9.17 0.26 3 1 RF 70.00 2 A325 0.500 2 ** 1 2.41 6.50 0.37 3 2 RF 70.00 2 A325 0.500 2 ** 1 2.81 5.30 0.53 3 1 RF 93.33 2 A325 0.500 2 ** 1 4.58 6.50 0.70 3 2 RF 93.33 4 A325 0.500 2 ** 1 9.80 13.0.0 0.75 3 1 RF 116.67 2 A325 0.500 2 ** 1 4.26 6.50 0.66 04/21/00 ROOMES Page 34 of 35 WAREHOUSE BUILDING ROOF DESIGN 3 2 RF 116.67 4 A325 0.500 2 ** 1 18.17 18.34 0.99 3 3 RF 70.00 2 A325 0.500 2 ** 1 2.81 5.30 0.53 3 3 RF 93.33 4 A325 0.500 2 ** 1 9.80 13.00 0.75 3 3 RF 116.67 4 A325 0.500 2 ** 1 18.17 18.34 0.99 3 4 RF 70.00 .2 A325 0.500 2 ** 1 4.22 5.30 0.8,0 3 4 RF 93.33 4 A325 0.500 2 ** 1 12.63 18.34 0.69 3 5 RF 70.00 2 A325 0.500 2 ** 1 4.22 5.30 0.80 3 5 RF 93.33 4 A325 0.500 2 ** 1 12.63 18.34 0.69 3 6 RF 70.00 2 A325 0.500 2 ** 1 2.85 5.30 0.54 3 6 RF 93.33 4 A325 0.500 2 ** 1 5.69 10.61 0.54 3 6 RF 116.67 4 A325 0.500 2 ** 1 5.67 10.61 0.53 3 7 EW 70.00 2 A325 0.500 2 ** 1 2.41 9.17 0.26 3 7 EW 93.33 2 A325 0.500 2 ** 1 4.58 9.17 0.50 3 7 EW 116.67 2 A325 0.500 2 ** 1 4.26 9.17 0.46 PURLIN STRUTS: Surf Frm_Line Brace ---- Bolt Selected ----- Load ---Bolt_Capaci,ty--- Id Id Type Loc No Type _ Diam Wshr Id Calc Allow Ratio ---- 2 -- 4 ---- RF ----- 23.33 -- 4 ----- A325 ----- 0.500 ---- 2 ** ---- 1 ----- 13.24 ----- 18.34 ----- 0.72 2 5 RF 23.33 4 A325 0.500 2 ** 1 13.24 18.34 0.72 3 4 RF 116.67 4 A325 0.500 2 ** 1 13.24 18.34 0.72 3 5 RF 116.67 4 A325 0.500 2 ** 1 13.24 18.34 0.72 * ERROR: Bolt Force > Allow **NOTE : Not standard bolt connection ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751GB#2R Roof Design Warning Report 4/20/ 0 3:26pm -------------------------------------------------------------------------------- ---------------------------------------------------------------------------- WARNING: Strut Bolt Force > Allow 04/21/00 ROOMES Page 35 of 35 I WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G *1751GB#2R Sidewall Design Input File 4/20/ 0 3:26pm *(1)JOBID: '1751GB#2R' *(2)PROGRAM OPTIONS: * Sidewall Run Run Lap Steel * Id Girt Panel Stiff Code 'F' '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 1.03 180. 90. 90. 1.00 *(4) REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel fit IV B v Y, IV B *(5)BUILDING TYPE: * Build L_Expand_EW R_Expand_EW * Type Use Offset Use Offset 'FF' 'Y' 14.000 'N' 15.500 *(6)BUILDING SHAPE * No. * Surf X_Coord 4 0.0000 70.0000 140.0000 140.0000 (Max: 14 surfaces) Y_Coord 24.3333 30.1666 24.3333 0.0000 *(7)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets Of Bay No. * Bays Width Bays 3 26.1667 • 1 25.0000 4 27.0000 1 *(8)FRAMED OPENINGS: * No. Bay Open * Open Id Width 0 *(9)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 6 19.8750 04/21/00 SWDES-F Page 1 of 15 0 WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G *(10)GIRT DESIGN: * Girt In_Flg Set Set Max Max_Unbr * Type Brace Depth Lap Space Length 'ZB' 'N' 8.000 0.0000 7.3333 10.0000 *(11)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'N' 0 *(12)WALL PANELS: * Panel Panel * Type Gage 'HR 1 26.00 *(13)LOADING: * * Wind Wind * Pressure Suction 15.7 -15.7 20.9 -20.9 15.7 -15.7 Girt/Header Panel Jamb 04/21/00 SWDES-F Page 2 of 15 ' I WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G 1751GB#2R Girt Design Report 4/20/00 3:26pm ------------------- GIRT # 1 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 1 8x30C14 25.00 19.8750 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.37 -0.37 0.00 -2.33 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 LS 0.37 6.10 0.06 MS -2.33 7.48 0.31 LS 0.00 -0.84 3.33 04/21/00 SWDES-F Page 3 of 15 WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G 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 -0.37 0.37 0.00 2.33 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 + ---- --- ------ - -- ---- --- ------ ----- ---- --- ---- ------ ----- 1 LS -0.37 6.10 0.06 MS 2.33 2.99 0.78 LS 0.00 0.84 3.33 04/21/00 SWDES-F Page 4 of 15 WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G 1751GB#2R Girt Design Report 4/20/00 3:26pm ------------------- 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 19.8750 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 0.37 -0.37 0.00 -2.33 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 0.37 6.10 0.06 MS -2.33 7.48 0.31 LS 0.00 -0.84 3.33 04/21/00 SWDES-F Page 5 of 15 WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G 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 -0.37 0.37 0.00 2.33 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 -0.37 6.10 0.06 MS 2.33 2.99 0.78 LS 0.00 0.84 3.33. 04/21/00 SWDES-F Page 6 of 15 WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G 1751GB#2R Girt Design Report 4/20/00 3:26pm ------------------- GIRT ------------------ GIRT # 1; SPAN # 3 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt i Id Size Width Left Right Location Weight ------------- ------ --- 3 -------- 8x30C14 ----- ---- 25.00 19.8750 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 0.37 -0.37 0.00 -2.33 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 IUC Calc• Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 3 LS 0.37 6.10 0.06 MS -2.33 7.48 0.31 LS 0.00 -0.84 3.33 04/21/00 SWDES-F Page 7 of 15 WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G WIND SUCTION : ---------------- a 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 -0.37 0.37 0.00 2.33 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 =0.37 6.10 0.06 MS 2.33 2.99 0.78 LS 0.00 0.84 3.33 04/21/00 SWDES-F Page 8 of 15 I WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G 1751GB#2R Girt Design Report 4/20/00 3:26pm ------------------- GIRT.# 1 ; SPAN # 4 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 4 8x30C14 25.00 19.8750 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 0.37 ' -0.37 0.00 -2.33 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 0.37 6.10 0.06 MS -2.33 7.48 0.31 LS 0.00 -0.84 3.33 04/21/00 SWDES-F Page 9 of 15 I WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup 4 -0.37 0.37 0.00 2.33 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 -0.37 6.10 0.06 MS 2.33 2.99 0.78 LS 0.00 0.84 3.33 04/21/00 SWDES-F Page 10 of 15 WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G 1751GB#2R Girt Design Report 4/20/00 3:26pm ------------------- GIRT ------------------ GIRT # 1 SPAN # 5 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 5 8x30C14 25.00 19.8750 97.5 97.5 = WIND PRESSURE.: ------a--------- 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 -2.33 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 5 LS 0.37 6.10 0.06 MS -2.33 7.48 0.31 LS 0.00 -0.84 3.33 04/21/00 SWDES-F Page 11 of 15 WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G 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 2.33 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 5 ---- LS -0.37 6.10 0.06 --- ------ ----- ---- MS 2.33 2.99 0.78 --- ---- LS 0.00 DEFLECTION(in) Calc Allow 0.84 3.33 04/21/00 SAMES-F Page 12 of 15 I WAREHOUSE BUILDING FRONT SIDEWALL DESIGN — BAYLINE G 1751GB#2R Girt Design Report 4/20/00 3:26pm ------------------- GIRT # 1 ; SPAN # 6 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right 6 -8x30C14 27.00 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Girt Location Weight 19.8750 105.3 105.3 ---------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 --- ----- ----- --=-- ----- ----- ----- ----- ----- ----- ----- 6 0.40 -0.40 0.00 -2.71 13.50 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 6 LS 0.40 6.10 0.07 MS -2.71 7.48 0.36 LS 0.00 -1.15 3.60 04/21/00 SWDES-F Page 13 of 15 n WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G 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 --- ----- ----- ----- ----- -_--- ----- ----- ----- ----- ----- 6 -0.40 0.40 0.00 2.71 13.50 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 6 LS -0.40 6.10 0.07 MS 2.71 2.99 0.91 LS 0.00 1.15 3.60 04/21/00 SWDES-F Page 14 of 15 WAREHOUSE BUILDING FRONT SIDEWALL DESIGN - BAYLINE G 1751GB#2R Wall Panel Report 4/20/00 3:26pm PANEL REACTIONS:'(Back Sidwall, Bay= 1) Panel: Type = HR ; Gage = 26.00 ; Yield = 80 MOMENTS & DEFLECTION: --------- Moment(ft-lb/ft)--------- Span Span LD Support Midspan--- Deflect(in Y - Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC ---- ----- -- ----- ----- ---- ----------- ---- ----- ----- ---- 3.79 WP 0.0 164.1 0.00 -37.6 164.1 0.23 -0.08 0.51 0.16 WS 0.0 203.8 0.00 37.6 203.8 0.18 0.08 0.51 0.16 1751GB#2R Wei ht Summar 4/20/00 3:26pm Girts = 592.80 Frame Openings = 0.00 592.80 1751GB#2R Sidewall Design Warning Report 4/20/00 3:26pm .. No Warnings 04/21/00 SWDES-F Page 15 of 15 WAREHOUSE BUILDING BACK SIDEWALL DESIGN - BAYLINE A *1751GB#2R Sidewall Design Input File 4/20/ 0 3:26pm *(1)JOBID: '1751GB#2R' *(2)PROGRAM OPTIONS: * Sidewall Run Run Lap Steel * Id Girt Panel Stiff Code 'Be '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. 1.03 180. 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' 'Y' 14.000 'N' 15.500 *(6)BUILDING SHAPE: (Max: 14 surfaces) * No. * Surf X_Coord Y_Coord 4 0.0000 24.3333 70.0000 30.1666 140.0000 24.3333 140.0000 0.0000 *(7)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets -Of Bay No. * Bays Width Bays 3 27.0000 1 25.0000 4 26.1667 1 *(8)FRAMED OPENINGS: * No. Bay Open - Open Id Width 0 *(9)PARTIAL WALLS: * Set -Of Base Full * Bays Type Load 1 'C' 'N' t Open Open Open Sill Base Set Member Height Offset Type Height Elev Depth Select --Bay_Id-- Wall Start End Height 1 6 19.8750 04/21/00 SWDES-B Page I of 15 I WAREHOUSE BUILDING BACK SIDEWALL DESIGN - BAYLINE A *(10)GIRT DESIGN: * Girt In—Flg Set Set Max Max_Unbr * Type Brace Depth Lap Space Length 'ZB' 'N' 8.000 0.0000 7.3333 10.0000 *(11)GIRT LOCATION: * Set No. Girt * Loc Girt Location 'N' 0 *(12)WALL PANELS: * Panel Panel * Type Gage 'HR 26.00 *(13)LOADING: * * Wind Wind * Pressure Suction 15.7 -15.7 Girt/Header 20.9 -20.9 Panel 15.7 =15.7 Jamb 04/21/00 SWDES-B Page 2 of 15 I WAREHOUSE BUILDING BACK SIDEWALL DESIGN - BAYLINE A ------------------------------------------------------------------------------ 1751GB#2R Girt Design Report 4/20/00 3:26pm ------------------- GIRT # 1 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt i Id --- Size Width Left Right Location. Weight 1 -------- 8x30C14 ----- ---- ------------- ------ 27.00 19.8750 105.3 105.3 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 0.40 -0.40 0.00 -2.71 13.50 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 LS 0.40 6.10 0.07 MS -2.71 7.48 0.36 LS 0.00 -1.15 3.60 04/21/00 SWDES-B Page 3 of 15 WAREHOUSE BUILDING 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 -0.4.0 0.40 0.00 2.71 13.50 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 ---- --- ------------ ---- --- ------ ----- ---- --- ---- ------ ----- 1 LS -0.40 6.10 0.07' MS 2.71 2.99 0.91 LS 0.00 1.15 3.60 04/21/00 SWDES-B Page.4 of 15 WAREHOUSE BUILDING BACK SIDEWALL DESIGN - BAYLINE A ----------------------------- - 1751GB#2R Girt Design Report 4/20/00 3:26pm ------------------- GIRT # 1 ; SPAN # 2 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight i ----------- ----- ---- ------------ ------ 2 8x30C14 25.00 19.8750 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 0.37 -0.37 0.00 -2.33 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 0.37 6.10 0.06 MS -2.33 7.48 0.31 LS 0.00 -0.84 3.33 04/21/00 SWDES-B Page 5 of 15 WAREHOUSE BUILDING 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 -0.37 0.37 0.00 2.33 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 -0.37 6.10 0.06 MS 2.33 2.99 0.78 LS 0.00 0.84 3.33 04/21/00 SWDES-B Page 6 of 15 a WAREHOUSE BUILDING BACK SIDEWALL DESIGN - BAYLINE A 1751GB#2R Girt Design Report 4/20/00, 3:26pm ------------------- GIRT # 1 ; SPAN # 3 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight i ----------- ----- ---- ------------- ------ 3 8x30C14 25.00 19.8750 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 0.37 -0.37 0.00 -2.33 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 0.37 6.10 0.06 MS -2.33 -7.48 0.31 LS 0.00 -0.84 3.33 04/21/00 SWDES-B Page 7 of 15 WAREHOUSE BUILDING 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 -0.37 0.37 0.00 2.33 12.50 0.00 STRESS/DEFLECTION: j 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 -0.37 6.10 0.06 MS 2.33 2.99.0.78 LS 0.00 0.84 3.33 04/21/00 SWDES-B Page 8 of 15 WAREHOUSE BUILDING BACK SIDEWALL DESIGN - BAYLINE A 1751GB#2R Girt Design Report 4/20/00 3:26pm ------------------- GIRT # 1 ; SPAN # 4 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ✓! 4 8x30C14 25.00 19.8750 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 --- ----- ----- ---- ----- ----- ----- ----- ----- ----- ----- 4 0.37 -0.37 0.00 -2.33 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 0.37 6.10 0.06 MS -2.33 7.48 0:31 LS 0.00 -0.84 3.33 04/21/00 SWDES-B Page 9 of 15 WAREHOUSE BUILDING 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 -0.37 0.37 0.00 2.33 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 -0.37 6.10 0.06 MS 2.33 2.99 0.78 LS 0.00 0.84 '3.33 04/21/00 SWDES-B Page 10 of 15 WAREHOUSE BUILDING BACK SIDEWALL DESIGN - BAYLINE A ------------------------------------------------------------------------------ 1751GB#2R Girt Design Report 4/20/00 3:26pm ------------------- GIRT # 1 ; SPAN # 5 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) .Id Size Width Left Right ----------- ----- ---- ----- 5 8x30C14 25.00 WIND PRESSURE ---------------- GIRT ANALYSIS: Girt Girt Location Weight -------- ------ 19.8750 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 --- ----- ----- ---- ----- ----- ----- ----- ----- ----- --7-- 5 0.37 -0.37 0.00 -2.33 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 5 LS 0.37 6.10 0.06 MS -2.33 7.48 0.31 LS 0.00 -0.84 3.33 04/21/00 SWDES-B Page 11 of 15 WAREHOUSE BUILDING 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 5 -0.37 0.37 0.00 2.33 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 ---- --- ------ ----- ---- --- ------ ----= ---- --- ---- ------ ----- 5 LS -0.37 6.10 0.06 MS 2.33 2.99 0.78 LS 0.00 0.84 3.33 0 04/21/00 SWDES-B Page 12 of 15 I WAREHOUSE BUILDING BACK SIDEWALL DESIGN - BAYLINE A 1751GB#2R Girt Design Report 4/20/00 3:26pm GIRT LAYOUT: Bay Girt Id Size 6 8x30C14 WIND PRESSURE : ---------------- GIRT ANALYSIS: ------------------- GIRT # 1 ; SPAN # 6 ------------------- Bay Lap Dist(ft) Girt Width Left Right Location ----- ---- ----- -------- 25.00 19.8750 Girt Weight 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 6 0.37 -0.37 0.00 -2.33 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 6 LS 0.37 6.10 0.06 MS -2.33 7.48 0.31 LS 0.00 -0.84 3.33 04/21/00 SWDES-B Page 13 of 15 WAREHOUSE BUILDING 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 6 -0.37 0.37 0.00 2.33 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 + 6 LS -0.37 6.10 0.06 MS 2.33 2.99 0.78 LS 0.00 0.84 3.33 q 04/21/00 SWDES-B Page 14 of 1S WAREHOUSE BUILDING BACK SIDEWALL DESIGN = BAYLINE A 1751GB#2R Wall Panel Report 4/20/00 3:26pm PANEL REACTIONS: (Back Sidwall, Bay= 1) Panel: Type = HR ; Gage = 26.00 ; Yield = 80 MOMENTS & DEFLECTION: Girts = 592.80 Frame Openings = 0.00 592.80 1751GB#2R Sidewall Design Warning Report 4/20/00 3:26pm No Warnings 04/21/00 SWDES-B Page 15 of 15 - --------- Moment(ft-lb/ft)--------- I- Span Span LD Support Midspan --- Deflect(in Y - Id (ft) Id Calc Allow UC Calc Allow UC Calc Allow UC ----- ---- ----- ----- ---- 1 3.79 WP 0.0 164.1 0.00 -37.6 164.1 0.23 -0.08 0.51 0.16 WS 0.0 203.8 0.00 37.6 203.8'0.18 0.08 0.51 0.16 1751GB#2R Weight Summary 4/20/00 3:26pm Girts = 592.80 Frame Openings = 0.00 592.80 1751GB#2R Sidewall Design Warning Report 4/20/00 3:26pm No Warnings 04/21/00 SWDES-B Page 15 of 15 - WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 *1751GB#2R Endwall Design Input Echo 4/20/ 0 9:09am *(1)JOBID: (Max: 60 char) 11751GB#2R' *(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' '3 ' *(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. 180. 90. 90. 180. (5) REPORTS: * Input Column Wall Door Wall Cable., * Echo Rafter Girt Jamb Panel Bracer.:. '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 24.3333 8.000 70.0000 30.1666 8.000 140.0000 24.3333 8.000 140.0000 0.0000 8.000 *(8)BAY SPACING: (Max: 20 bays) * SideWall Frame I Sets Of Bay No. * Bay Recess I Bays Width Bays. 27.0000 1.0000 1 23.3333 6 *(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 Suet Member Height Offset Type Height Elev Depth Select --Bay_Id-- Wall Start End Height 1 6 19.8750 04/21/00 EWDES-R Page I of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 *(11)COLUMNS: * ---Corner--- -Interior- Same Max_UnBr Base * Type Depth Type Depth Depth Length Elev 'R ' 14.000 'R 114.000 'N' 83.333 -10.50 *(12)COLUMN SIZE: * Set No. Column * Member Column Size IN' *(13)RAFTERS: * Rafter Set * Select Depth 'R 10.000 *(14)RAFTERS SIZE: * Set No. * Member Rafter 'N' Rafter Flange Same Brace IV I I V Rafter Size *(15)RAFTER.SPLICES: Set * Surf No. Splice Splice * Id Splice Loc. Type 2 2 24.4142 'F' * Set No. Girt 45.8284 'F' 3 3 0.0000 'F' 'P' 1 19.8750 24.4141 'F' *(18)ROOF PURLINS: 45.8283 'F' *(16)ENDWALL GIRTS: * Girt Flange Set Set Max . Girt—To One Max _Unbr * Type Brace Depth Lap Space _Girt Rafter Depth/Bay Length 'ZB' 'N' 8.000 0.0000 7.3333 'N' 'Y' 10.0000 *(17,)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'P' 1 19.8750 *(18)ROOF PURLINS: * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 3 1.000 4.550' 16 0.000 2 1.000 4.`550 16 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 IN' VYI 'N' 'N' i i 04/21/00 EWDES-R Page 2 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 *(21)WALL BRACING: * Wind Brace No. Bays Specified * Shear Type Specified Bays_For_Bracing 100.0 'R ' 2 1 6 *(22)WIND BENTS: * --Member-- No Of * Type Depth Bays Bay_Id '-' 0.00 0 *(28)BASIC LOADS: *(23)WIND COLUMNS: * --Member-- No Left/ * Type Depth -Of Bays Bay_Id Right '-' 0.00 0 Load *(24)WALL BRACING ATTACHMENT _Load Ratio Live Load *No Of Attach --Bay_Id-- No -Of *Attach - Id Start End Level 0 *(25)EAVE EXTENSION: * * *Wall No_Of Ext -Bay_Id-- *Id Ext Id Start End Width Height 2 0 Wind Wind 4 0 * Press Suct i i 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 Canopy Seismic * Load Load Load Load Wind _Load Ratio Live Load 2.5 20.0 0.0 3.0 17.4 1.00 16.0 0.0 *(29)WIND PRESSURE/SUCTION: * Deflection * Wind Wind Wind Wind * Press Suct Press Suc.t 15.7 -15.7 15.7 -15.7 Column 15.7 -15.7 15.7 -15.7 Girt/Header 15.7 -15.7 15.7 -15.7 Jamb 20.9 -20.9 20.9 -20.9 Panel 0.0 -48.7 0.0 -48.7 ..L Eave Ext 0.0 -48.7 0.0 -48.7 ..R Eave Ext 0.0 -48.7 0.0 -48.7 ..SW Canopy 0.0 -48.7 0.0 -48.7 ..EW Canopy 04/21/00 EWDES-R Page 3 of 28 n WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 *(30)WIND COEFFICIENTS: * Surf Rafter Aux Rafter Add Load Bracing Long Surface * Id -Wind Left -1 Right -Wind Left -2 Right Left -Wind -Right Press Friction 1 .00 .00 .00 .00 .80 -.50 .00 .00 2 -1.50 -1.50 .00 .00 -.70 -.70 -.70 .00 3 -1.50 -1.50 .00 .00 -.70 -.70 -.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 1.00 .00 .00 .00 .00 .00 1.00 1.00 .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 * Aux Aux No. Add Add Load Deflection * Aux Id Name * No. Load Id Coef Rafter Wind Brace _Wind Column -Wind I Aux -Load *Load Id Dead Collat Live Left Right Left Right Press Suct Seisl Id Coef 0 * No. Add Surf Basic Load I FX FY M X Y *(33)RAFTER DESIGN LOADS: Id Load Type I W1 W2 Co DL1 * 7 1 1 'WINDP' 'I ' 3.62 0.00 0.00 0.00 19.00 * No. Load 'WINDP' 'I ' 7.24 Rafter _1 Rafter _Wind _2 1 Aux Load *Load Id Dead Collat Live _Wind Left Right Left Right Sei's I Id Coef 5 1 1.00 1.00 1.00 .00 .00 .00 .00 .00 0 .00 0.00 2 1.00 .00 .00 1.00 .00 .00 .00 .00 0 .00 19.00 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 _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 7 1 1 'WINDP' 'I ' 3.62 0.00 0.00 0.00 19.00 2 2 'WINDP' 'I ' 7.24 0.00 0.00 0.00 19.00 3 3 'WINDP' 'I ' 7.24 0.00 0.00 0.00 19.00 4 4 'WINDP' 'I ' 7.24 0.00 0-.00 0.00 19A0 5 5 'WINDP' 'I ' 7.24 0.00 0.00 0.00 19.00 6 6 'WINDP' 'I ' 7.24 0.00 0.00 0.00 19.00 7 7 'WINDP' 'I ' 3.62 0.00 0.00 0.00 19.00 -Conc. -Unif. 04/21/00 EWDES-R Page 4 of 28 0 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 1751GB#2R Column & Rafter Design 4/20/ 0 3:26pm 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 ----- 0.7 ------- W14x26 ----- 13.1 ----- ----- 0.255 5.0 ----- 0.420 622.07 Col -2 23.3 W14x30 13.1 0.270 6.7 0.385 774.44 Col -3 46.7 W14x34 13.1. 0.285 6.7 0.455 9+43.81 Col -4 70.0 W14x34 13.1 0.285 6.7 0.455 1009.92 Col -5 93.3 W14x34 13.1 0.285 6.7 0.455 943.81 Col -6 116.7 W14x30 13.1 0.270 6.7 0.385 774.44 Col -7 139.3 W14x26 13.1 0.255 5.0 0.420 622.07 Raf-1 9.77 W8xl5 7.5 0.245 4.0 0.315 367.05 Raf-2 26.66 W8xl5 7.5' 0.245 4.0 0.315 321.21 Raf-3 39.99 W8xl5 7.5 0.245 4.0 0.315 365.38 Raf-4 1 W8xl5 7.5 0.245 4.0 0.315 365.38 Raf-5 0.00 W8xl5 7.5 0.245 4.0 6.315 321.21 Raf-6 1.32 W8xl5 7.5 0.245 4.0 0.315 367.05 Total = 7797.86 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 ------ 4.00 ------ 0.52 ------ 2.81 ------ 0.00 ------ 0.00 20.00 0.00 0.00 7.33 Col -1 2 0.50 0.06 3.74 -2.19 0.66 26.66 13.11 -4.46 9.77 Col -1 3 0.50 0.06 3.74 -2.19 0.66 26.66 13.11 -4.46 9.77 Col -1 4 -0.26 -0.03 39.99 -2.87 0.86 26.66 -14.15 -4.81 9.77 Col -1 5 -2.82 -0.37 39.99 -2.19 0.66 26.66 13.11 -4.46 9.77 Col -1 6 -2.82 -0.37 39.99 -2.19 0.66 26.66 13.11 -4.46 9.77 Col -2 1 9.00 1.02 5.35 0.00 0.00 20.00 0.00 0.00 9.02 Col -2 2 0.53 0.06 7.13 -4.66 1.32 26.66 30.08 -8.59 12.03 Col -2 3 0.53 0.06 7.13 -4.66 1.32 26.66 30.08 -8.59 12.03 Col -2 4 -1.28 -0.14 39.99 -5.33 1.51 26.66 -36.29 -10.37 12.03 Col -2 5 -7.48 -0.84 39.99 -4.66 1.32 26.66 30.08 -8.59 12.03 Col -2 6 -7.48 -0.84 39.99 -4.66 1.32 26.66 30.08 -8.59 12.03 Col -3 1 8.10 0.81 5.64 0.00 0.00 20.00 0.00 0.00 10.58 Col -3 2 0.73 0.07 7.52 5.08 1.36 26.66 35.29 -8.71 14.10 Col -3 3 0.73 0.07 7.52 5.08 1.36 26.66 35.29 -8.71 14.10 Col -3 4 -0.86 -0.09 39.99 -4.96 1.33 26.66 -43.38 -10.71 14.10 Col -3 5 -6.25 -0.63 39.99 5.08 1.36 26.66 35.29 -8.71 14.10 Col -3 6 -6.25 -0.63 39.99 5.08 1.36 26.66 35.29 -8.71 14.10 Col -4 1 8.62 0.86 5.64 0.00 0.00 20.00 0.00 0.00 10.58 Col -4 2 0.94 0.09 7.52 -5.44 1.46 26.66 40.40 -9.98 14.10 Col -4 3 0.94 0.09 7.52 -5.44 1.46 26.66 40.40 -9.98 14.10 Col -4 4 -0.74 -0.07 39.99 -4.63y 1.24 26.66 -49.54 -12.23 14.10 Col -4 5 -6.28 -0.63 39.99 -5.44 1.46 26.66 40.40 -9.98 14.10 04/21/00 EWDES-R Page 5 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 Col -4 6 -6.28 -0.63 39.99 -5.44 1.46 26.66 40.40 -9.98 14.10 Col -5 1 8.10 0.81 5.64 0.00 0.00 20.00 0.00 0.00 10.58 Col -5 2 0.73 0.07 7.52 5.08 1.37 26.66 35.29 -8.71 14.10 Col -5 3 0.73 0.07 7.52 5.08 1.37 26.66 35.29 -8.71 14.10 Col -5 4 -0.86 -0.09 39.99 -4.96 1.33 26.66 -43.38 -10.71 14.10 Col -5 5 -6.25 -0.63 39.99 5.08 1.37 26.66 35.29 -8.71 14.10 Col -5 6 -6.25 -0.63 39.99. 5.08 1.37 26.66 35.29 -8.71 14.10 Col -6 1 9.00 1.02 5.35 0.00 0.00 20.00 0.00 0.00 9.02 Col -6 2 0.-53 0.06 7.13 4.66 1.32 26.66 30.08 -8.59 12.03 Col -6 3 0.53 0.06 7.13 4.66 1.32 26.66 30.08 -8.59 12.03 Col -6 4 -1.28 -0.14 39.99 -5.33 1.51 26.66 -36.30 -10.37 12.03 Col -6 5 -7.48 -0.84 39.99 4.66 1.32 26.66 30.'08 -8.59 12.03 Col -6 6 -7.48 -0.84 39.99 4.66 1.32 26.66 30.08 -8.59 12.03 Col -7 1 4.00 0.52 2.81 0.00 0.00 20.00 0.00 0.00; 7.33 Col -7 2 0.50 0.06 3.74 2.19 0.66 26.66 13.11 -4.46 9.77 Col -7 3 0.50 0.06 3.74 2.19 0.66 26.66 13.11 -4.46 9.77 Col -7 4 -0.26 -0.03 39.99 -2.87 0.86 26.66 -14.15 -4.81 9.77 Col -7 5 -2.82 -0.37 39.99 2.19 0.66 26.66 13.11 -4.46 9.77 Col -7 6 -2.82 -0.37 39.99 2.19 0.66 26.66 13.11 -4.46 9.77 Raf-1 1 0.32 0.07 17.91 -4.34 2.37 20.00 17.51 -17.81 33.00 Raf-1 2 -1.08 -0.24 39.99 4.35 2.38 26.66 -17.56 -17.86 43.99 Raf-1 3 -1.08 -0.24 39.99 4.35 2.38 26.66 -17.56 -17.86 43.99 Raf-1 4 0.05 0.01 23.88 -0.69 0.38 26.66 2.79 -2.84 43.99 Raf-1 5 0.05 0.01 23.88 -0.69 0.38 26.66 2.79 -2.84 43.99 Raf-2 1 0.29 0.07 17.91 3.52 1.92 20.00 13.62 -13.85 33.00 Raf-2 2 -1.17 -0.26 39.99 -3.54 1.93 26.66 -13.65 -13.88 43.99 Raf-2 3 -1.17 -0.26 39.99 -3.54 1.93 26.66 -13.65 -13.88 43.99 Raf-2 4 0.05 0.01 23.88 0.56 0.31 26.66 2.17 -2.21 43.99 Raf-2 5 0.05 0.01 23.88 0.56 0.31 26.66 2.17 -2.21 43.99 Raf-3 1 0.30 0.07 17.91 -3.74 2.04 20.00 14.82 -15.07 33.00 Raf-3 2 -1.86 -0.42 39.99 3.76 2.05 26.66 -14.89 -15.14 43.99 Raf-3 3 -1.86 -0.42 39.99 3.76 2.05 26.66 -14.89 -15.14 43.99 Raf-3 4 0.05 0.01 23.88 -0.59 0.32 26.66 2.35 -2.39 43.99 Raf-3 5 0.05 0.01 23.88 -0.59 0.32 26.66 2.35 -2.39 43.99 Raf-4 1 -0.30 0.07 17.91 3.74 2.04 20.00 14.82 -15.07 33.00 Raf-4 2 -1.86 -0.42 39.99 -3.76 2.05 26.66 -14.89 -15.14 43.99 Raf-4 3 -1.86 -0.42 39.99 -3.76 2.05 26.66 -14.89 -15.14 43.99 Raf-4 4 0.05 0.01 23.88 0.59 0.32 26.66 2.35 -2.39 43.99 Raf-4 5 0.05 0.01 23.88 0.59 0.32 26.66 2.35 -2.39 43.99 Raf-5 1 0.29 0.07 17.91 -3.52 1.92 20.00 13.62 -13.85 33.00 Raf-5 2 -1..17 -0.26 39.99 3.54 1.93 26.66 -13.65 -13.88 43.99 Raf-5 3 -1.17 -0.26 39.99 3.54 1.93 26.66 -13.65 -13.88 43.99 Raf-5 4 0.05 0.01 23.88 -0.56 0.31 26.66 2.17 -2.21 43.99 Raf-5 5 0.05 0.01 23.88 -0.56 0.31 26.66 2.17 -2.21 43.99 Raf-6 1 0.32 0.07 17.91 4.34 2.37 20.00 17.51 -17.81 33.00 Raf-6 2 -1.08 -0.24 39.99 -4.35 2.38 26.66 -17.56 -17.86 43.99 Raf-6 3 -1.08 -0.24 39.99 -4.35 2.38 26.66 -17.56 -17.86 43.99 Raf-6 4 0.05 0.01 23.88 0.69 0.38 26.66 2.79 -2.84 43.99 Raf-6 5 0.05 0.01 23.88 0.69 0.38 26.66 2.79 -2.84 43.99 04/21/00 EWDES-R Page 6 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom ------- ----- Col-1 ---- 1 ----- 0.19 ----- 0.00 ------ 0.00 ------- 0.19 Col -1 2 0.02. 0.02 0.46 0.46 Col -1 3 0.02 0.02 0.46 0.46 Col -1 4 0.00 0.03 0.49 0.49 Col -1 5 0.01 0.02 0.46 0.46 Col -1 6 0.01 0.02 0.46 0.46 Col -2 1 0.19 0.00 0.00 0.19 Col -2 2 0.01 0.05 0.71 0.72 Col -2 3 0.01 0.05 0.71 0.72 Col -2 4 0.00 0.06 0.86 0.86 Col -2 5 0.02 0.05 0.71 0.71 Col -2 6 0.02 0.05 0.71 0.71 Col -3 1 0.14 0.00 0.00 0.14 Col -3 2 0.01 0.05 0.62 0.62 Col -3 3 0.01 0.05 0.62 0.62 Col -3 4 0.00 0.05 0.76 0.76 Col -3 5 0.02 0.05 0.62 0.62 Col -3 6 0.02 0.05 0.62 0.62 Col -4 1 0.15 0.00 0.00 0.15 Col -4 2 0.01 0.05 0.71 0.71 Col -4 3 0.01 0.05 0.71 0.71 Col -4 4 0.00 0.05 0.87 0.87 Col -4 5 0.02 0.05 0.71 0.71 Col -4 6 0.02 0.05 0.71 0.71 Col -5 1 0.14 0.00 0.00 0.14 Col -5 2 0.01 0.05 0.62 0.62 Col -5 3 0.01 0.05 0.62 0.62 Col -5 4 0.00 0.05 0.76 0.76 Col -5 5 0.02 0.05 0.62 0.62 Col -5 6 0.02 0.05 0.62 0.62 Col -6 1 0.19 0.00 0.00 0.19 Col -6 2 0.01 0.05 0.71 0.72 Col -6 3 0.01 0.05 0.71 0.72 Col -6 4 0.00 0.06 0.86 0.86 Col -6 5 0.02 0.05 0.71 0.71 Col -6 6 0.02 .0.05 0.71 0.71 Col -7. 1 0.19 0.00 0.00 0.19 Col -7 ' 2 0.02 0.02 0.46 0.46 Col -7 3 0.02 0.02 0.46 0.46 Col -7 4 0.00 0.03 0.49 0.49 Col -7 5 0.01 .0.02 0.46 0.46 Col -7 6 0.01 0.02 0.46 0.46 Raf-1 1 0.00 0.12 0.54 0.54 Raf-1 2 0.01 0.09 0.41 0.41 Raf-1 3 0.01 0.09 0.41 0.41 Raf-1 4 0.00 0.01 0.06 0.06 Raf-1 5 0.00 0.01 0.06 0.06 Raf-2 1 0.00 0.10 0.42 0.42 Raf-2 2 0.01 0.07 0.32 0.32 Raf-2 3 0.01 0.07 0.32 0.32 Raf-2 4 0.00 0.01 0.05 0.05 Raf-2 5 0.00 0.01 0.05 0.05 04/21/00 EWDES-R Page 7 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 Raf-3 1 0.00 0.10 0.46 0.4,6 Raf-3 2 0.01 0.08 0.34 0.34 Raf-3 3 0.01 0.08 0.34 0.34 Raf-3 4 0.00 0.01 0.05 0.05 Raf-3 5 0.00 0.01 0.05 0.05 Raf-4 1 0.00 0.10 0.46 0.46., Raf-4 2 0.01 0.08 0.34 0.34 Raf-4 3 0.01 0.08' 0.34 0.34 Raf-4 4 0.00 0.01 0.05 0.05 Raf-4 5 .0.00 0.01 0.05 0.05 Raf-5 1 0.00 0.10 0.42 0.42 Raf-5 2 0:01 0.07 0.32 0.32 Raf-5 3 0.01 0.07 0.32 0.32 Raf-5 4 0.00 0.01 0.05 0.05 Raf-5 5 0.00 0.01 0.05 0.05 Raf-6 1 0.00, 0.12 0.54 0.54. Raf-6 2 0.01 0.09 0.41 0.41 Raf-6 3 0.01 0.09 0.41 0.41 Raf-6 4 0.00 0.01 0.06 0.06 Raf-6 5 0.00 0.01 0.06 0.06 04/21/00 EWDES-R Page 8 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k ) Id Id Calc Allow Horz(OP) Vert ----- Horz(IP) ------- ----- Col-1 ---- 1 ------ ------ 0.00 1.60 ------- 0.00 4.00 0.00 Col -1 2 0.19 1.60 2.19 -2.88. 3.28 Col -1 3 0.19 1.60 2.19 0.50 0.00 Col -1 4 -0.15 1.60 -0.75 -0.26 0.00 Col -1 5 0.19 1.60 2.19 -2.82 0.00 Col -1 6 0.19 1.60 2.19 -2.82 0.00 Col -2 1 0.00 1.72 0.00 9.00 0.00 Col -2 2 0.43 1.72 4.66 0.53 0.00 Col -2 3 0.43 1.72 4.66 -2.84 3.28 Col -2 4 -0.38 1.72 -1.91 -1.28 0.00 Col -2 5 0.43 1.72 4.66 -7.48 0.00 Col -2 6 0.43 1.72 4.66 -7.48 0.00 Col -3 1 0.00 1.85 0.00 8.10 0.00. Col -3 2 0.49 1.85 5.08 0.73 0.00 Col -3 3 0.49 1.85 5.08 0.73 0.00 Col -3 4 -0.46 1.85 -2.28 -0.86 0.00 Col -3 5 0.49 1.85 5.08 -6.25 0.00 Col -3 6 0.49 1.85 5.08 -6.25 0.00 Col -4 1 .0.00 1.98 0.00 8.62 0.00 Col -4 2 0.65 1.98 5.44 0.94 0.00 Col -4 3 0.65 1.98 5.44 0.94 0.00 Col -4 4 -0.62 1.98 -2.61 -0.74 0.00 Col -4 5 0.65 1.98 5.44 -6.28 0.00 Col -4 6 0.65 1.98 5.44 -6.28 0.00 Col -5 1 0.00 1.85 0.00 8.10 0.00 Col -5 2 0.49 1.85 5.08 0.73 0.00 Col -5 3 0.49 1.85 5.08 0.73 0.00 Col -5 4 -0.46 1.85 -2.28 -0.86 0.00 Col -5 5 0.49 1.85 5.08 -6.25 0.00 Col -5 6 0.49 1.85 5.08 -6.25 0.00 Col -6 1 0.00 1.72 0.00 9.00 0.00 Col -6 2 0.43 1.72 4.66 -2.84 3.28 Col -6 3 0.43 1.72 4.66 0.53 0.00 Col -6 4 -0.38 1.72 -1.91 -1.28 0.00 Col -6 5 0.43 1.72 4.66 -7.48 0.00 Col -6 6 0'.43 1.72 4.66 -7.48 0.00 Col -7 1 0.00 1.60 0.00 4.00 0.00 Col -7 2 0.19 1.60 2.19 0.50 0.00 Col -7 3 0.19 1.60 2.19 -2.88 3.28 Col -7 4 -0.15 1.60 -0.75 -0.26 0.00 Col -7 5 0.19 1.60 2.19 -2.82 0.00 Col -7 6 0.19 1.60 2.19 -2.82 0.00 Raf-1 1 -0.65 0.78 Raf-1 2 0.65 1.56 Raf-1 3 0.65 1.56 Raf-1 4 -0.10 1.56 Raf-1 5 -0.10 1.56 Raf-2 1 -0.21 •0.78 Raf-2 2 0.21 1.56 Raf-2 3 0.21 1.56 Raf-2 4 -0.03 1.56 Raf-2 5 -0.03 1.56 04/21/00 EWDES-R Page 9 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 Raf-3 1 -0.32 0.78 Raf-3 2 0.32 1.56 Raf-3 3 0.32 1.56 Raf-3 4 -0.05 1.56 Raf-3 5 -0.05 1.56 Raf-4 1 -0.32 0.78 Raf-4 2 0.32 1.56 Raf-4 3 0.32 1.56 Raf-4 4 -0.05 1.56 Raf-4 5 -0.05 1.56 Raf-5 1 -0.21 0.78 Raf-5 2 0.21 1.56 Raf-5 3 0.21 1.56 Raf-5 4 -0.03 1.56 Raf-5 5 -0.03 1.56 Raf-6 1 -0.65 0.78 Raf-6 2 0.65 1.56 Raf-6 3 0.65 1.56 Raf-6 4 -0.10 1.56 Raf-6 5 -0.10 1.56. 04/21/00 EWDES-R Page 10 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 RAFTER MEMBER DEFLECTIONS: Mem Load Deflection (in) Id Id Calc Allow ----- Raf-- ---- 1 ------ ------ -0.65 0.78 Raf-1 2 0.65 1.56 Raf-1 3 0.65 1.56 Raf-1 4 -0.10 1.56 Raf-1 5 -0.10 1.56 Raf-2 1 -0.21 0.78 Raf-2 2 0.21 1.56 Raf-2 3 0.21 1.56 Raf-2 4 -0.03 1.56 Raf-2 5 -0.03 1.56 Raf-3 1 -0.32 0.78 Raf-3 2 0.32 1.56 Raf-3 3 0.32 1.56 Raf-3 4 -0.05 1.56 Raf-3 5' -0.05 1.56 Raf-4 1 -0.32 0.78 Raf-4 2 0.32 1.56 Raf-4 3 0.32 1.56 Raf-4 4 -0.05 1.56 Raf-4 5 -0.05 1.56 Raf-5 1 -0.21 0.78 Raf-5 2 0.21 1.56 Raf-5 3 0.21 1.56 Raf-5 4 -0.03 1.56 Raf-5 5 -0.03 1.56 Raf-6 1 -0.65 0.78 Raf-6 2 0.65 1.56 Raf-6 3 0.65 1.56 Raf-6 4 -0.10 1.56 Raf-6 5 -0.10 1.56 04/21/00 EWDES-R Page 11 of 28 0 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 1751GB#2R Rafter Splice Report 4/20/ 0 3:26pm Surf Surf Splice ---Plate--- --- Design_Load--- ----------Bolts-=--------- Id Loc Id Width Thick Axl Shr Mom ----- Type ---- Diam ----- Rows ---- Space ----- Gage ---- ---- 2 ----- 24.4 ------ Mom- 1 ----- 6.0 ----- 0.500 ----- 1.1 ----- 3.5 13.6 A325 0.750 1 0.00 3.00 - 1.1 3.5 -13.7 A325 0.750 1 0.00 3.00 2 45.8 Mom- 2 6.0 0.500 1.2 3.2 10.3 A325 0.750 1 0.00 3.00 1.2 3.2 -10.4 A325 0.750 1 0.00 3.00 3 0.0 Mom- 3 6.0 0.500 1.9 3.8 14.8 A325 0.750 1 000 3.00 1.9 3.8 -14.9, A325 0.750 1 0.00 3.00 3 24.4 Mom- 4 6.0 0.500 1.2 3.2 10.3 A325 0.750 1 0.00 3.00 1.2 3.2 -10.4 A325 0.750 1 0.00 3.00 3 45:8 Mom- 5 6.0 0.500 1.1 3.5 13.6 A325 0.750 1 0.00 3.00 1.1 3.5 -13.7 A325 0.750 1 0.00 3.00 04/21/00 EWDES-R Page 12 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 1751GB#2R Bypass Girt Design Report 4/20/ 0 3:26pm ------------------- GIRT # 1 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left. Right Location Weight ----------- ----- ---- ------------- ------ ' 1 8x30C16 22.67 19.8750 72.1 --72-i ` 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 0.44 -0.44 0.00 -2.51 11.33 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 LS . 0.44 2.67 0.17 MS -2.51 5.20 0.48 LS 0.03 -0.97 3.02 04/21/00 EWDES-R Page 13 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE- 7 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 -0.44 0.44 0.00 2.51 11.33 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 LS -0.44 2.67 0.17 MS 2.51 3.1.2 0.81 LS 0.03 0.97 3.02 04/21/00 EWDES-R Page 14 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 1751GB#2R Bypass Girt Design Report 4/20/ 0 3:26pm ------------------- GIRT ------------------ GIRT # 1; SPAN # 2 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right 2 8x30C16 23.33 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Girt Location Weight 19.8750 74.2 74.2 ---------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 0.40 -0.40 0.00 -2.34 11.67 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 0.40 2.67 0.15 MS -2.34 5.20 0.45 LS 0.02 -0.96 3.11 04/21/00 EWDES-R Page 15 of 28 I WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 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 -0.40 0.40 0.00 2.34 11.67 0.00 STRESS/DEFLECTION:I .j 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 -0.40 2.67 0.15 MS 2.34 3.12 0.75 LS 0.02 0.96 3.11 04/21/00 EWDES-R Page 16 of 28 I WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 1751GB#2R Bypass Girt Design Report 4/20/ 0 3:26pm ------------------- GIRT # 1 ; SPAN # 3 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 3 -------- 8x30C16 ----- ---- ------------- ------ 23.33 19.8750 74.2 74.2 WIND PRESSURE : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k ) ------=------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap, Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 0.40 -0.40 0.00 -2.34 11.67 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 0.40 2.67 0.15 MS- -2.34 5.20 0.45 LS 0.02 -0.96 3.11 04/21/00 EWDES-R Page 17 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 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 -0.40 0.40 0.00 2.34 11.67 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 -0.40 2.67 0.15 MS 2.34 3.12 0.75 LS 0.02 0.96 3.11 04/21/00 EWDES-R Page 18 of 28 P WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 1751GB#2R Bypass Girt Design Report 4/20/ 0 3:26pm ------------------- GIRT ------------------ GIRT # 1; SPAN # 4 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right ----------- ----- ---- ----- 4 8x30C16 23.33 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Girt Location Weight -------- ------ 19.8750 74.2 74.2 ---------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 0.40 -0.40 0.00 -2.34 11.67 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 0.40 2.67 0.15 MS -2.34 5.20 0.45 LS 0.02 -0.96 3.11 04/21/00 EWDES-R Page 19 of 28 0 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 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..40 0.40 0.00 2.34 11.67 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 -0.40 2.67 0.15 MS 2.34 3.12 0.75 LS 0.02 0.96 3.11 04/21/00 EWDES-R Page 20 of 28 I WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 1751GB#2R Bypass Girt Design Report 4/20/ 0 3:26pm ------------------- GIRT # 1 ; SPAN # 5 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 5 8x30C16 23.33 19.8750 74.2 74.2 WIND PRESSURE : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- ---------------MOMENT(f-k )-----.--------- Bay Left Left Right. Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 5 0.40 -0.40 0.00 -2.34 11.67 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 0.40 2.67 0.15 MS -2.34 5.20 0.45 LS 0.02 -0.96 3.11 04/21/00 EWDES-R Page 21 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 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 -0.40 0.40 0.00 2.34 11.67 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 -0.40 2.67 0.15 MS 2.34 3.12 0.75 LS 0.02 0.96 3.11 04/21/00 EWDES-R Page 22 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 ------------------------------------------------------------------------------ 1751GB#2R Bypass Girt Design Report 4/20/ 0 3:26pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN # 6 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 6 8x30C16 22.67 19.8750 72.1 �. 72.1 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 --- ----- ----- ----- ----- ----- ---- ----- ----- ----- ----- 6 0.44 -0.44 0.00 -2.51 11.33 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 6 LS 0.44 2.67 0.17 MS -2.51 5.20 0.48 LS 0.03 -0.97 -3.02' 04/21/00 EWDES-R Page 23 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 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 6 -0.44 0.44 0.00 2.51 11.33 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 ---- --- ------ ----- 6 LS -0.44 2.67 ---- --- ------ ----- 0.17 MS 2.51 3.12 ---- --- ---- 0.81 LS 0.03 ------ ----- 0.97 3.02 u 04/21/00 EWDES-R Page 24 of 28 WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 --------------------------- 1751GB#2R Bypass Girt Design Report 4/20/ 0 3:26pm ------------------- GIRT # 2 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 2 -------- 8x30Z16 ----- 23.33 ---- ----- 0.88 -------- 24.2500 ------ 77.0 3 8x30Z16 23.33 0.88 0.88 24.2500 79.8 4 8x30Z16 23.33 0.88 0.88 24.2500 79.8 5 8x30Z16 23.33 0.88 24.2500 77.0 313.5 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 0.48 -0.73 -0.78 0.00 -2.16 8.93 2.79 3.45 3 0.83 .0.77 -0.73 -0.79 3.45 2.75 -1.50 11.95 2.33 2.99 4 0.79 0.73 -0.77 -0.83 2.99 2.33 -1.50 11.38 2.75 3.45 5 0.78 0.73 -0.48 3.45 2.79 -2.16 14.40 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 RL -0.73 3.21 0.23 RL 2.79 5.62 0.50 RL 0.27 -0.61 1.56 3 LL 0.77 3.21 0.24 LL 2.75 5..62 0.49 LL 0.26 -0.32 1.56 4 RL -0.77 3.21 0.24 RL 2.75 5.62 0.49 RL 0.26 -0.32 1.56 5 LL 0.73 3.21 0.23 LL 2.79 5.62 0.50 LL 0.27 -0.61 1.56 04/21/00 EWDES-R Page 25 of 28 I WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )------=- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 2 --0.48 0.73 0.78 3 -0.83 -0.77 0.73 0.79 4 -0.79 -0.73 0.77 0.83 5 -0.78 -0.73 0.48 STRESS/DEFLECTION: --------------MOMENT(f-k Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 Loc 2.16 8.93 -2.79 -3.45 -3.45 -2.75 1.50 i1.95 -2.33 -2.99 -2.99 -2.33 1.50 11.38 -2.75 -3.45 -3.45 -2.79 2.16 14.40 3 "0.00 -0.77 3.21 0.24 LL -2.75 5.62 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 ------ 0.73 ----- 3.21 ---- 0.23 --- MS ------ 2.16 ----- 3.93 ---- 0.55 --- RL ---- 0.27 ------ 0.61 ----- 1.56' 3 LL -0.77 3.21 0.24 LL -2.75 5.62 0.49 LL 0.26 0.32 1.56 4 RL 0.77 3.21 0.24 RL -2.75 5.62 0.49 RL 0.26 0.32 1.56 5 LL -0.73 3.21 0.23 MS 2.16 3.93 0.55 LL 0.27 0.61 1.56 04/21/00 EWDES-R Page 26 of 28 I WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 1751GB#2R Endwall Diagonal Bracing Summary 4/20/ 0 3:26pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ PANEL SHEAR WITH NO BRACING: Panel Shear (Allow) =Open Wall. Panel Shear (Calc ) = 0.0 CABLE BRACING REQUIRED: Bay Level ------ Diag_Brace----- Diag_Force(k ) Brace_Tension(k ) Id Height Type Size Part Wind Seismic Calc Allow --- ------ ---- ------ -------- ------ ------- ------ ------ 1 24.11 R 0.500 ROD500 4.71 0.00 4.71 4.93 6 24.11 R 0.500 ROD500 4.71 0.00 4.71 4.93 COLUMN BASE REACTIONS: Bay Col Max Max Id Id Horz Vert(+/-) --- 1 ---- 1 ---- -3.28 --------- 3.38 1 2 3.28 3.38 6 6 -3.28 3.38 6 7 3.28 3.38 04/21/00 EWDES-R Page 27 of 28 I WAREHOUSE BUILDING RIGHT ENDWALL DESIGN - BAYLINE 7 1751GB#2R Wall Panel Report 4/20/ 0 3:26pm ----------------------------------------- PANEL DATA: Bay= 6 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 4.99 WP ----- ----- ---- 0.0 203.8 0.00 ----- --------- -64.9 164..1 0.40 ----- ----- ---- -0.-25 0.66 0-�'37 WS 0.0 164.1 0.00 64.9 203.8 0.32 0.25 0.66.0.37 ------------------ - 1751GB#2R Endwall Design Warning Report 4/20/ 0 3:26pm .. No Warnings 1751GB#2R Endwall Weight Summary 4/20/ 0 3:26pm FORCED SPACING: Total Column Weight = 5690.58. Total Rafter Weight = 2107.28 Total Girt Weight = 787.76 Total Door Jamb Weight = 0.00 Total Bracing Weight = 89:70 Total Clips Weight = 33.00 Total Endwall Weight = 8708.32 04/21/00 E WDES-R Page 28 of 28 I WAREHOUSE BUILDING RIGID FRAME 1 DESIGN - FRAME ON BAYLINE 1 *1751BG#2R Rigid Frame Design Input Echo 4/20/ 0 3:26pm *(1)JOBID: (Max: 60 char) 11751BG#2R ' *(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 'HPE' 5.00 13.50 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_Side 'N' 'N' 'T'. 7.50 72.00 'T' 10.00 72.00 'N' 0.00 'Y ' U *(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 0.75 1.03 1.03 180.0 240.0 *(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 fit q V I IV B IYI T V 9 IN' IN' IN' IN' IN' IYI t V l *(6)BUILDING SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 24.3333 8.000 70.0000 30.1666 8.000 140.0000 24.3333 8.000 140.0000 0.0000 8.000 *(7)MEMBER DEPTHS: * Surf Member * Id Size 2 '--------' 3 '--------' 4 '--------' --Depth(in)-- No. Start End Dep 22.500 42.000 0 42.000 39.750 2 39.750 42.000 2 42.000 22.500 0 *(8)MEMBER SPLICES: (Max: 40 total splices) * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 3 0.0000 'PEE' 25.2426 '-EE' 60.2426 '-EE' 3 2 10.0000 '-EE' 45.0000 '-EE' 4 1 0.0000 'PEE' Interior_Depths Loc.(ft) Depth(in) 25.2426 30.000 60.2426 '30.000 10.0000 30.000 45.0000 30.000 04/21/00 RFDES-1 Page 1 of 11 WAREHOUSE BUILDING RIGID FRAME 1 DESIGN - FRAME ON BAYLINE 1 *(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 Lap 1 1 1 0.00 8.0 0.2500 0.3750 0.3750 2 1 2 0.00 6.0 0.2500 0.2500 0.3125 3 1 3 0.00 6.0 0.1875 0.2500 0.2500 4 1 4 0.00 6.0 0.2500 0.3125 0.3125 5 1 5 0.00 6.0 0.2500 0.3125 0.3125 6 1 6 0.00 6.0 0.1875 0.2500 0.2500 7 1 7 0.00 6.0 0.2500 0.2500 0.3125 8 1 8 0.00 8.0 0.2500 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 1 1 'P' 'N' 70.000 'P' 'P' 28.12 28.12 'N' *(11)BASE ELEVATION: * Elev -10.5 Left Column -10.5 Right Column -10.5 Interior Column # 1 *(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 1 19.875 4 8.00 0.00 0.875 1 19.875 *(13)ROOF PURLINS: * Surf Purl Purl Purl No. Peak Set -Set-Space- * Id Depth Project Lap Purlin Space -Of Space Space No. 2 8.00 0.00 2.875 16 1.000 2 1.000 1 4.550 15 3 8.00 0.00 2.875 16 1.000 2 4.550 15 1.000 1 *(14)FLANGE BRACES: (Max: 400 total braces) * Surf No. F1'ange_Brace _At * Id Brace Girt/Purlin Number 1 0 2 5 3 6 9 13 16 3 5 1 4 8 11 14 4 0 *(15)SIDEWALL EXTENSIONS: *Surf No Ext ------- Extension -Size ------- Facia Load * Id Ext Id Type Width Elev Slope Height Width 1 0 4 0 04/21/00 RFDES-1 Page 2 of 11 U WAREHOUSE BUILDING RIGID FRAME 1 DESIGN - FRAME ON BAYLINE 1 *(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 2.50 12.00 0.00 3.00 17.40 1.00 3.5 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 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 *(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 19 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 0.001-1.00 0 0.00 18 1.00 1.00. 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 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 04/21/00 RFDES-1 Page 3 of I 1 I WAREHOUSE BUILDING RIGID FRAME 1 DESIGN - FRAME ON BAYLINE 1 *(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 2 0 *(23)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 2 0 04/21/00 RFDES-1 Page 4 of 11 WAREHOUSE BUILDING RIGID FRAME 1 DESIGN - FRAME ON BAYLINE 1 1751BG#2R Interior Column Design 4/20/ 0 3:26pm Actions Axial Stress Bend Stress Col Col Col. Load Axl Mom Calc. Allow Calc. Allow Unity Id Loc. Size Id k f -k ksi ksi ksi ----- ksi Check --- ----- 1 -------- 70 P06.63 ---- 1 ---- 18.4 ----- 0.0 ----- 3.30 ----- 7.19 0.00 ----- 23.10 ----- 0.46 2 -6.5 0.0 -1.16 27.99 0.00 30.79 0.04 3 -6.5 0.0 -1.16 27.99 0.00 30.79 0.04 4 13.0 0.0 2.32 9.58 0.00 30.79 0.24 5 13.0 0.0 2.32 9.58 0.00 30.79 0.24 6 -1.1 0.0 -0.20 27.99 0.00 30.79 +0.01 7 -1.1 0.0 -0.20 27.99 0.00 30.79 0.01• 8 -6.5 0.0 -1.16 27.99 0.00 30.79 0.04 9 -6.5 0.0 -1.16 27.99 0.00 30.79 0.04 10 13.0 0.0 2.32 9.58 0.00 30.79 0.24 11 13.0 0.0 2.32 9.58 0.00 30.79 0.24 12 -1.1 0.0 -0.20 27.99 0.00 30.79 0.01 13 -1.1 0.0 -0.20 27.99 0.00 30.79 0.01 14 7.7 0.0 1.38 9.58 0.00 30.79 0.14 15 7.7 0.0 1.38 9.58 0.00 30.79 0.14 16 0.0 0.0 0.00 9.58 0.00 30.79 0.00 17 0.0 0.0 0.00 27.99 0.00 30.79 0.00 18 15.7 0.0 2.82 7.19 0.00 23.10 0.39 19 15.7 0.0 2.82 7.19 0.00 23.10 0.39 CAP PLATES: Col Cap ----Bolt--- Id --- Thick Type ----- ----- Dia ----- 1 0.500 A325 0.750 1751BG#2R Base Plate and Anchor Bolt Design 4/20/ 0 3:26pm 1 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 ----- ----- 11.2 -2.3 ----- 4.8 ----- 0.0 ----- 8.0 ------ 23.25 ----- 0.625 1 1.000 4.00 Right 11.2 -2.3 -4.8 0.0 8.0 23.25 0.625 1 1.000 4.00 IC -1 18.4 -4.5 0.0 0.0 12.0 12.00 0.500 2 0.875 8.00 04/21/00 RFDES-1 Page 5 of I 1 WAREHOUSE BUILDING RIGID FRAME 1 DESIGN - FRAME ON BAYLINE 1 -1751BG#2R--------------Bolted-End-Plate- Design -------- 4/20/ 0 3:26pm p 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: 17 9 229 2 0.750 4.00 3.50 0.250F Bot: 16 4 96 2 0.750 4.00 3.50 0.250F 2 -EE 2- 3 6.0 0.500 Top: 17 1 39 2 0.750 4.00 3.00 0.188F Bot: 14 0 48 2 0.750 4.00 3.00+ 0.188F 3 -EE 3- 4 6.0 0.500 Top: 19 -5 45 2 0.750 4.00 3.00 0.188F , Bot: 2 1 16 2 0.750 4.00 3.00 0.188F 4 -EE 5- 6 6.0 0.500 Top: 18 5 45 2 0.750 4.00 3.00 0.188F j Bot: 9 -1 16 2 0.750 4.00 3.00 0.188F 5 -EE 6- 7 6.0 0.500 Top: 16 -1 39 2 0.750 4.00 3.00 0.188F Bot: 15 0 48 2 0.750 4.00 3.00 0.188F 6 PEE 7- 8 8.0 0.750 Top: 16 -9 229 2 0.750 4.00 3.50 0.250F Bot: 17 -4 96 2 0.750 4.00 3.50 0.250F -1751BG#2R ----Stiffener Report 4/20/ 0 3:26pm --------------- Stiff Stiff Stiff Force Force Force Loc No. Width Thick Calc. Allow Ratio Col 1 1 4.00 0.250 23.9 101.8 0.23 Col 2 1 4.00 0.250 23.9 101.8 0.23 Int 1 1 2.50 0.250 17.9 79.3 0.23 04/21/00 r RFDES-1 Page 6 of 11 WAREHOUSE BUILDING RIGID FRAME 1 DESIGN - FRAME ON BAYLINE I 1751BG#2R Flange Brace Report 4/20/ 0 3:26pm Surf No. Id Brace Flange_Braces 1 0 2 5 Loc 3 6 9 13 16 Sides: 1 1 1 1 1 Part L2x.075 L2x.075 L2x.075 L2x.075 L2x.075 Force: 0.48 0.41 0.52 0.22 0.56 3 5 Loc 1 4 8 11 14 Sides: 1 1 1 1 1 Part : L2x.075 L2x.075 L2x.075 L2x.075 L2x.075 Force: 0.56 0.22 0.52 0.41 0.48 4 0 1751BG#2R Weld Report: Web To Flange 4/20/ 0 3:26pm -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 1 0.15 0.188 3.18 2 2 7 18 0.11 0.188 3.18 3 3 20 1 0.14 0.188 3.18 4 4 21 18 0.13 0.188 3.18 5 5 26 19 0.13 0.188 3.18 6 6 27 1 0.14 0.188 3.18 7 7 40 19 0.11 0.188 3.18 8 8 46 1 0.15 0.188 3.18 1751BG#2R Special Segment Report 4/20/ 0 3:26pm SEGMENT SIZE AT LEFT COLUMN: ----------------------------- Web Thick= 0.250 ( 0.250) Flange Width= 6.000 ( 8.000) Flange Thick= 0.250 ( 0.375) SEGMENT SIZE AT RIGHT COLUMN: ----------------------------- Web Thick= 0.250 ( 0.250) Flange Width= 6.000 ( 8.000) Flange Thick= 0.250 ( 0.375) 04/21/00 RFDES-I Page 7 of I I 0 WAREHOUSE BUILDING RIGID FRAME 1 DESIGN - FRAME ON BAYLINE 1 ------------------------------------------------------------------------------- 1751BG#2R Design Summary Report 4/20/ 0 3:26pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- MEMBERS: Mem Seg1 Flange IWeb_Depthl Plate_ Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len WidlStrt Endl Web O-flg I-flglId Ld UcvlId Ld UcolId Ld Uci 1 1 24.6 8.0 22.5 42.0 0.250 0.375 0.375 6 1 0.14 5 8 0.:21 5 1.0.38 2 2 21.4 6.0 42.0 30.0 0:250 0.250 0.313 7 18 0.27 12 14 0.26 11 17 0.42 3 3 35.0 6.0 30.0 30.0 0.188 0.250 0.250 20 1 0.36 15 18 0.40 16 17 0.49 4 4 9.9 6.0 30.0 39.8 0.250 0.313 0.313 23 18 0.28 23 1 0.28 22 19 0.44 5 5 9.9 6.0 39.8 30.0 0.250 0.313 0.313 24 19 0.28 24 1 0.28 25"f8 0.44 6 6 35.0 6.0 30.0 30.0 0.188 0.250 0.250 27 1 0.36 32 19 0.40 31 16 0.49 7 7 21.4 6.0 30.0 42.0 0.250 0.250 0.313 40 19 0.27 35 15 0.26 36 16 0.42 8 8 24.6 8.0 42.0 22.5.0.250 0.375 0.375 41 1 0.14 42 9 0.21 42 1 0.38 LOAD COMBINATIONS: 1 - DL+CO+LL 8 - DL+WL2 9 - DL+WR2 14 - DL+CO+SEIS 15 - DL+CO-SEIS 16 - SEIS 17 - -SEIS 18 - DL+CO+LL-LLR/2 19 - DL+CO+LL/2+LLR/2 INTERIOR COLUMNS: Column 1 Loc.(ft) 70.00 Size P06.63 Unity Check 0.46 Weight (lb) 513 WEIGHTS: Member 1 2 3 4 5 6 7 8 ---------- ---- ---- ---- ---- ---- ---- ---- ---- Weight (lb) 1210 900 1027 417 417 1027 900 1210 Total Weight (lb) : Frame Members = 7109 Interior Col. = 513 Conn. Plates = 963 Base Plates = 86 Trans Stiff = 0 8670 04/21/00 RFDES-1 Page 8 of 11 9 WAREHOUSE BUILDING RIGID FRAME 1 DESIGN - FRAME ON BAYLINE 1 REACTIONS: (Sidewall Columns) Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ----- Left -Column ------ Fx(k ) Fy(k ) M(f-k ) 4.81 11.20 0.00 -5.94 -3.01 0.00 1.76 -1.59 0.00 1.23 7.83 0.00 5.08 8.54 0.00 -4.50 -0.03 0.00 3.20 1.39 0.00 -5.94 -3.01 0.00 1.76 -1.59 0.00 1.23 7.83 0.00 5.08 8.54 0.00 -4.50 -0.03 0.00 3.20 1.39 0.00 -1.56 4.06 0.00 5.44 6.41 0.00 -3.50 -1.17 0.00 3.50 1.17 0.00 4.10 11.16 0.00 4.10 8.27 0.00 REACTIONS: (Interior Columns) Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 --------Col 1------- Fx(k ) Fy(k ) M(f-k ) 0.00 18.43 0.00 0.00 -5.95 0.00 0.00 -5.95 0.00 0.00 12.96 0.00 0.00 12.96 0.00 0.00 -0.58 0.00 0.00 -0.58 0.00 0.00 -5.95 0.00 0.00 -5.95 0.00 0.00. 12.96 0.00 0.00 12.96 0.00 0.00 -0.58 0.00 0.00 -0.58 0.00 0.00 7.69 0.00 0.00 7.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15.74 0.00 0.00 15.74 0.00 -=--- Right_Column----- Fx(k ) Fy(k ) M(f-k ) -4.81 11.20 0.00 -1.76 -1.59 0.00 5.94 -3.01 0.00 -5.08 8.54 0.00 -1.23 7.83 0.00 -3.20 1.39 0.00 4.50 -0.03 0.00 -1.76 -1.59 0.00 5.94 -3.01 0.00 -5.08 8.54 0.00 -1.23 7.83 0.00 -3.20 1.39 0.00 4.50 -0.03 0.00 -5.44 6.41 0.00 1.56 4.06 0.00 -3.50 1.17 0.00 3.50 -1.17 0.00 -4.10 8.27 0.00 -4.10 11.16 0.00 04/21/00 RFDES-1 Page 9 of 11 WAREHOUSE BUILDING RIGID FRAME 1 DESIGN - FRAME ON BAYLINE 1 DEFLECTIONS : (in) Max Live Vertical = -0.43, Span/Deflection = .1962 Max Horizontal Drift= 1.62, Eave Height/Drift= 181. 04/21/00 RFDES-1 Page 10 of 11 Lateral Defl Vertical Defl Load @ Top Of Col @ Midspan Of Col Id Left Right LT -1 1 -RT ----- ---- 1 ---- 0.00 ----- 0.00 ----- -0.62 -0.62 2 1.02 1.02 -0.43 0.89 3 -1.02 -1.02 0.89 -0.43 4 0.51 0.51 -0.76 -0.10 5 -0.51 -0.51 -0.10 -0.76 6 1.02 1.02 -0.61 0.70 7 -1.02 -1.02 0.70 -0.61 8 1.02 1.02 -0.43 0.89 9 -1.02 -1.02 0.89 -0.43 10 0.51 0.51 -0.76 -0.10 11 -0.51 -0.51 -0.10 -0.76 12 1.02 1.02 -0.61 0.70 13 -1.02 -1.02 0.70 -0.61 14 1.62 1.62 -1.33 0.84 15 -1.62 -1.62 0.84 -1.34 16 1.62 1.62 -1.09 1.09 17 -1.62 -1.62 1.09 -1.09 18 0.55 0.55 -1.10 0.04 19 -0.55 -0.55 0.04 -1.10 DEFLECTIONS LIMIT: Lateral Defl Vertical Defl Load @ Top Of Col @ Midspan Of Col Id Left Right LT -1 1 -RT ----- ---- 1 ---- 63847 ----- 64580 ----- 1345 '1345 2 288 290 1973 946 3 290 288 946 1973 4 582 575 1106 8178 5 575 582 8180 1106 6 289 289 1370 1200 7 289 289 1200 1370 8 288 290 1973 946 9 290 288 946 1973 10 582 575 1106 8178 11 575 582 8180 1.106 12 289 289 1370 1200 13 289 289 1200 1370 14 182 181 629 1005 15 181 182 1005 629 16 181 181• 773 773 17 181 181 773 773 18 540 532 760 19516 19 532 540 19504 760 Max Live Vertical = -0.43, Span/Deflection = .1962 Max Horizontal Drift= 1.62, Eave Height/Drift= 181. 04/21/00 RFDES-1 Page 10 of 11 WAREHOUSE BUILDING RIGID FRAME 1 DESIGN - FRAME ON BAYLINE 1 1751BG#2R Rigid Frame Clearances 4/20/ 0 3:26pm VERTICAL CLEARANCE: ------------------ Left Col 20105-07" (X= 4102-1111, Y= 20105-0711) Right Col 20105-07" (X=135'09-0511, Y= 20105-0711) Midspan 26101-10" (X= 79108-0611, Y= 26101-10") Int Col 1 26101-07." (X= 70100-0011, Y= 26101-07") HORIZONTAL CLEARANCE: -------------------- ----- Left Col - Int Col 1 Left : 65109-05" (X1= 4102-1111, X2= 70100-00") Int Col 1 - Right Col 65109-05" (X1= 70100-00", X2=135109-0511) 1751BG#2R Rigid Frame Design Warnings 4/20/ 0 3:26pm No Warnings 04/21/00 RFDES-1 Page 11 of 11 WAREHOUSE BUILDING RIGID FRAME 2 DESIGN - FRAME ON BL'S 2, 3, 4, 5 & 6 *1751BG#2R Rigid Frame Design Input Echo 4/20/ 0 3:27pm *(1)JOBID: (Max: 60 char) 11751BG#2R ' *(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 'HP ' 5.00 26.00 7 'P' 'P' 189' 1.00 'UBC ' 197' '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. 9_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 1.00 0.75 180.0 240.0 *(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 lye lye lye lye I N v IN' I N' IN' IN' lye lye *(6)BUILDING SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 24.3333 8.000 70.0000 30.1666 8.000 140.0000 24.3333 8.000 140.0000 0.0000 8.000 *(7)MEMBER DEPTHS: * Surf Member * Id Size 2 '--------' 3 '--------' 4 '--------' --Depth(in)-- No. Start End Dep 22.500 72.000 0 72.000 39.750 2 39.750 72.000 2 72.000 22.500 0 *(8)MEMBER SPLICES: (Max: 40 total splices) * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 3 0.0000 'PEE'' 25.2426 '-EE' 60.2426 '-EE' 3 2 10.0000 '-EE' 45.0000 '-EE' 4 1 0.0000 'PEE' 04/21/00 Interior_Depths Loc.(ft) Depth(in) 25.2426 30.000 60.2426 30.000 10.0000 30.000 45.000,0 30.000 RFDES-2 Page 1 of 11 I WAREHOUSE BUILDING RIGID FRAME 2 DESIGN - FRAME ON BL'S 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 1 1 0.00 8.0 0.3125 0.5000 0.5000 2 1 2 0.00 6.0 0.3125 0.3125 0.3750 3 1 3 0.00 6.0 0.1875 0.2500 0.2500 4 1 4 0.00 6.0 0.2500 0.3125 0.3125 5 1 5 0.00 6.0 0.2500 0.3125 0.3125 6 1 6 0.00 6.0 0.1875 0.2500 0.2500 7 1 7 0.00 6.0 0.3125 0.3125 0.3750 i 8 1 8 0.00 8.0 0.3125 0.5000 0.5000 *(10)INTERIOR COLUMNS: * No. Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 1 1 'P' 'N' 70.000 'P' 'P' 27.70 27.70 'N' *(11)BASE ELEVATION: * Elev -10.5 Left Column -10.5 Right Column -10.5 Interior Column # 1 *(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 1 19.875 4 8.00 0.00 0.875 1 19.875 *(13)ROOF PURLINS: * Surf Purl Purl Purl No. Peak Set Of-Set_Space- * Id Depth Project L.ap Purlin Space Space Space No. 2 8.00 0.00 2.875 16 1.000 2 1.000 1 4.550 15 3 8.00 0.00 2.875 16 1.000 2 4.550 15 1.000 1 *(14)FLANGE BRACES: (Max: 400 total braces) * Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 0 2 5 3 6 9 13 16 3 5 1 4 '8 11 14 4 0 *(15)SIDEWALL EXTENSIONS: *Surf No Ext ------- Extension -Size ------- Facia Load * Id Ext Id Type Width Elev Slope Height Width 1 0 4 0 04/21/00 RFDES-2 Page 2 of 11 WAREHOUSE BUILDING RIGID FRAME 2 DESIGN - FRAME ON BL'S 2, 3, 4, 5 & 6 *(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 2.50 12.00 0.00 3.00 17.40 1.00 6.4 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 -0.70 -0.70 -0.70 -0.70 0.00 3 -0.70 -0.70 -0.70 -0.70 0.00 4 -0.50 0.80 -0.50 0.80 0.00 *(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 19 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 18 1.00 1.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 0 0.00 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 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 04/21/00 RFDES-2 Page 3 of I 1 0 WAREHOUSE BUILDING RIGID FRAME 2 DESIGN - FRAME ON BL'S 2, 3, 4, 5 & 6 *(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 2 0 *(23)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 2 0 ' u 04/21/00 RFDES-2 Page 4 of 11 WAREHOUSE BUILDING RIGID FRAME 2 DESIGN - FRAME ON BL'S 2, 3, 4, 5 & 6 1751BG#2R Interior Column Design 4/20/ 0 3:27pm Col Col Id Loc. 1 70 CAP PLATES: Col Cap Id Thick 1 0.500 Col Load Size Id P06.63 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 ----Bolt--- Type Dia A325 0.750 Actions Axl Mom k f -k 27.2 0.0 -11.5 0.0 -11.5 0.0 18.6 0.0 18.6 0.0 -3.1 0.0 -3.1 0.0 -11.5 0.0 -11.5 0.0 18.6 0.0 18.6 0.0 -3.1 0.0 -3.1 0.0 10.4 0.0 10.4 0.0 0.0 0.0 0.0 0.0 23.0 0.0 23.0 0.0 Axial Stress Calc. Allow ksi ksi 4.87 7.19 -2.06 27.99 -2.06 27.99 3.34 9.58 3.34 9.58 -0.55 27.99 -0.55 27.99 -2.06 27.99 -2.06 27.99 3.34 9.58 3.34 9.58 70.55 27.99 -0.55 27.99 1.86 9.58 1.86 9.58 0.00 9.58 0.00 27.99 4.12' 7.19 4.12 7.19 Bend Stress Calc. Allow Unity ksi ksi Check 0.00 23.10 0.68 0.00 30.79 0.07 0.00 30.79 0.07 0.00 30.79 0.35 0.00 30.79 0.35 0.00 30.79 0.02 0.00 30.79" 0.02 0.00 30.79 0.07 0.00 30.79 0.07 0.00 30.79 0.35 0.00 30.79 0.35 0.00 30.79 0.02 0.00 30.79 0.02 0.00 30.79 0.19 0.00 30.79 0.19 0.00 30.79 0.00 0.00 30.79 0.00 0.00 23.10 0.57 0.00 23.10 0.57 1751BG#2R Base Plate and Anchor Bolt Design 4/20/ 0 3:27pm Bolt Type = A307 04/21/00 RFDES-2 Page 5 of 11 Weak Column Max_Reactions(k ) Axis ---Plate Size(in) --- ---- Bolts(in)---- Loc. Comp Tens Shear Tens Width Length Thick Row ----- Diam ----- Gage ---- ------ Left ----- 23.4 ----- -6.3 ----- 14.1 ----- 0.0 ----- 8.0 ------- 23.50 ----- 0.625 2 1.000 4.00 Right 23.4 -6.3 -14.1 0.0 8.0 23.50 0.625 2 1.000 4.00 IC -1 27.2 -8.2 0.0 0.0 12.0 12.00 0.500 2 0.875 8.00 04/21/00 RFDES-2 Page 5 of 11 WAREHOUSE BUILDING RIGID FRAME 2 DESIGN - FRAME ON BL'S 2, 3, 4, 5 & 6 ---------------------------------------- ------------------- 1751BG#2R Bolted -End -Plate Design 4/20/ 0 3:27pm 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 0.625 Top: 17 17 437 2 0.750 4.00 3.50 0.250F Bot: 8 -7 136 2 0.750 4.00 3.50 0.250F 2 -EE 2- 3 6.0 0.500 Top: 15 4 70 2 0.750 4.00 3.00 0.188E Bot: 16 -2 68 2 0.750 4.00 3.00! 0.188F 3 -EE 3- 4 6.0 0.500 Top: 19 -6 56 2 0.750 4.00 3.00 0.188F Bot: 2 2 23 2 0.750 4.00 3.00 0.188F .4 -EE 5- 6 6.0 0.500 Top: 18 6 56 2 0.750 4.00 3.00 0.188F Bot: 9 -2 23 2 0.750 4.00 3.00 0.188F 5 -EE 6- 7 6.0 0.500 Top: 14 -4 70 2 0.750 4.00 3.00 0.188F Bot: 17 2 68 2 0.750 4.00 3.00 0.188F 6 PEE 7- 8 8.0 0.625 Top: 16 -17 _ 437 2 0.750 4.00 3.50 0.250F Bot: 9 7 136 2 0.750 4.00 3.50 0.250F 1751BG#2R Stiffener Report 4/20/ 0 3:27pm Stiff Stiff Stiff Force Force Force Loc No. Width Thick Calc. Allow Ratio ------- --- ----- ----- ----- -- Col 1 1 4.00 0.250 25.7 119.0 0.22 Col 2 1 4.00 0.250 25.7 119.0 0.22 Int 1 1 2.50 0.250 26.7 79.3 0.34 04/21/00 RFDES-2 Page 6 of 11 WAREHOUSE BUILDING RIGID FRAME 2 DESIGN - FRAME ON BL'S 2, 3, 4, 5 & 6 1751BG#2R Flange Brace Report 4/20/ 0 3:27pm Surf No. Id Brace Flange Braces ---- ----- ------------- 1 0 2 5 Loc 3 6 9 13 16 Sides: 2 2 2 2 2 Part : L2x.075 L2x.075 L2x.075 L2x.075 L2x.075 Force: 0.28 0.30 0.38 0.14 0.36 i 3 5 Loc 1 4 8 11 14 Sides: 2 2 2 2 2 Part : L2x.075 L2x.075 L2x.075 L2x.075 L2x.075 Force: 0.36 0.14 0.38 0.30 0.28 4 0 --------------------- 1751BG#2R Weld Report: Web To Flange 4/20/ 0 3:27pm ------------------------------------------------------------ -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 1 ------- 0.40 ----- 0.188 ------- 3.18 2 2 10 1 0.13 0.188 3.18 3 3 18 18 0.20 0.188 3.18 4 4 20 18 0.19 0.188 3.18 5 5 23 19 0.19 0.188 3.18 6 6 25 19 0.20 0.188 3.18 7 -7 33 1 0.13 0.188 3.18 8 8 42 1 0.40 0.188 3.18 1751BG#2R Special Segment Report 4/20/ 0 3 27pm SEGMENT SIZE AT LEFT COLUMN: ----------------------------- Web Thick= 0.313 ( 0.313) Flange Width= 6.000 ( 8.000) Flange Thick 0.313 ( 0.500) SEGMENT SIZE AT RIGHT COLUMN: ----------------------------- Web Thick= 0.313 ( 0.313) Flange Width= 6.000 ( 8.000) Flange Thick= 0.313 ( 0.500) 04/21/00 RFDES-2 Page 7 of 11 I WAREHOUSE BUILDING RIGID FRAME 2 DESIGN - FRAME ON BL'S 2,3,4,5.& 6 1751BG#2R Design Summary Report 4/20/ 0 3:27pm MEMBERS: Mem Segl Flange IWeb_Depthl Plate_ Thickness I Max_UCV I Max UCO I Max_UCI Id Id I Len WidlStrt Endl Web O-flg I-flglId Ld UcvlId Ld UcolId Ld Uci 1 1 24.6 8.0 22.5 72.0 0.313 0.500 0.500 5 1 0.34 1 1 0.35 3 1 0.43 2 2 19.1 6.0 72.0 30.0 0.313 0.313 0.375 6 1 0.45 6 8 0.30 9 15 0.56 3 3 35.0 6.0 30.0 30.0 0.188 0.250 0.250 18 18 0.54 14 18 0.61 14 17 0.85• 4 4 9.9 6.0 30.0 39.8 0.250 0.313 0.313 21 18 0.44 21 1 0.35 20 1;9 0.57 5 5 9.9 6.0 39.8 30.0 0.250 0.313 0.313 22 19 0.44 22 1 0.35 23'18 0.57 6 6 35.0 6.0 30.0 30.0 0.188 0.250 0.250 25 19 0.54 29 19 0.61 29 16 0.85- 7 7 19.1 6.0 30.0 72.0 0.313 0.313 0.375 37 1 0.45 37 9 0.30 34 14 0.56 8 8 24.6 8.0 72.0 22.5 0.313 0.500 0.500 38 1 0.34 42 1 0.35 .40 1 0.43 LOAD COMBINATIONS: 1 - DL+CO+LL 8 - DL+WL2 9 - DL+WR2 14 - DL+CO+SEIS 15 - DL+CO-SEIS 16 - SEIS 17 - -SEIS 18 - DL+CO+LL-LLR/2 19 - DL+CO+LL/2+LLR/2 INTERIOR COLUMNS: Column . . 1 Loc.(ft) 70:00 Size P06.63 Unity Check 0.68 Weight (lb) 513 WEIGHTS: Member 1 2 3 4 5 6 7 8 ---------- ---- ---- ---- ---- ---- ---- ---- ---- Weight (lb) 2064 1304 1027 417 417 1027 1304 2064 Total Weight (lb) : Frame Members = 9624 Interior Col. = 513 Conn. Plates = 1056 Base Plates = 87 Trans Stiff = 0 11280 04/21/00 RFDES-2 Page 8 of 1 I WAREHOUSE BUILDING RIGID FRAME 2 DESIGN - FRAME ON BL'S 2, 3, 4, 5 & 6 REACTIONS: (Sidewall Columns) Load ----- Left -Column ------ ----- Right_Column----- Id Fx(k ) Fy(k ) M(f-k ) Fx(k ) Fy(k ) M(f-k ) 1 14.12 23.44 0.00 -14.12 23.44 0.00 2 -14.09 -8.34 0.00 -0.73 -5.61 0.00 3 0.73 -5.61 0.00 14.09 -8.34 0.00 4 5.54 15.95 0.00 -12.95 17.31 0.00 5 12.95 17.31 0.00 -5.54 15.95 0.00 6 -9.67 -1.63 0.00 -5.15 1.11 0.00 7 5.15 1.11 0.00 9.67 -1.63 0.00 8 -14.09 -8.34 0.00 -0.73 -5.61 0.00 9 0.73 -5.61 0.00 14.09 -8.34 0.00 10 5.54 15.95 0.00 -12.95 17.31 0.00 11 12.95 17.31 0.00 -5.54 15.95 0.00 12 -9.67 -1.63 0.00 -5.15 1.11 0.00 13 5.15 1.11 0.00 9.67 -1.63 0.00 14 -1.11 7.97 0.00 -11.68 12.05 0.00 15 11.68 12.05 0.00 1.11 7.97 0.00 16 -6.40 -2.04 0.00 -6.40 2.04 0.00 17 6.40 2.04 0.00 6.40 -2.04 0.00 18 11.91 22.86 0.00 -11.91 17.30 0.00 19 11.91 17.30 0.00 -11.91 22.86 0.00 REACTIONS: (Interior Columns) Load --------Col 1 ------- Id Fx(k ) Fy(k ) M(f-k ) ---- 1 ------ 0.00 ------- 27.19 ------- 0.00 2 0.00 -10.96 0.00 3 0.00 -10.96 0.00 4 0.00 18.64 0.00 5 0.00 18.64 0.00' 6 0.00 -2.54 0.00 7 0.00 -2.54 0.00 8 0.00 -10.96 0.00 9 0.00 -10.96 0.00 10 0.00 18.64 0.00 11 0.00 18.64 .0.00 12 0.00 -2.54 0.00 13 0.00 -2.54 0.00 14 0.00 10.37 0.00 15 0.00 10.37 0.00 16 0.00 0'.00 0.00 17 0.00 0.00 0.00 18 0.00 22.99 0.00 19 0.00 22.99 0.00 04/21/00 RFDES-2 Page 9 of 11 WAREHOUSE BUILDING RIGID FRAME 2 DESIGN - FRAME ON BL'S 2, 3, 4, 5 & 6 DEFLECTIONS : (in) DEFLECTIONS LIMIT: Lateral Defl Vertical Defl Load @ Top Of Col @ Midspan Of Col Id Left Right -LT-1 1 -RT ---- 1 ---- 0.00 ----- 0.00 ----- -0.58 ----- -0.58 2 1.07 1.07 -0.82 1.33 3 -1.07 -1.07 1.33 -0.82 4 0.53 0.54 -0.93 0.15 5 -0.54 -0.53 0.15 -0.93 6 1.07 1.07 -1.01 1.15 7 -1.07 -1.07 1.15 -1.01 8 1.07 1.07 -0.82 1.33 9 -1.07 -1.07 1.33 -0.82 10 0.53 0.54 -0.93 0.15 11 -0.54 -0.53 0.15 -0.93 12 1.07 1.07 -1.01 1.15 13 -1.07 -1.07 1.15 -1.01 14 1.57 1.57 -1.82 1.39 15 -1.57 -1.57 1.39 -1.82 16 1.57 1.57 -1.61 1.61 17 -1.57 -1.57 1.61 -1.61 18 0.83 0.83 -1.51 0.54 19 -0.83 -0.83 0.54 -1.51 DEFLECTIONS LIMIT: 04/21/00 RMES-2 Page 10 of I 1 0 Lateral Defl Vertical Defl Load @ Top Of Col @ Midspan Of Col Id Left Right LT -1 1 -RT ---- 1 ---- 79472 ----- 80522 ----- ----- 1453 1453 2 274 275 1019 630 3 275 274 630 1019 4 552 547 904 5634 5 547 552 5633 904 6 274 275 835 730 7 275 274 730 835 8 274 275 1019' 630 9 275 274 630 1019 10 552. 547 904 5634 11 547 552 5633 904 12 274 275 835 730 13 275 274 730 835 14 187 187 461 602 15 187 187 602 461 16 187 187 522 522 17 187 187 522 522 18 356 354 555 1555 19 354 356 1555 554 Max Live Vertical = -0.40, Span/Deflection = 2119 Max Horizontal Drift= 1.57, Eave Height/Drift= 187. 04/21/00 RMES-2 Page 10 of I 1 0 WAREHOUSE BUILDING RIGID FRAME 2 DESIGN - FRAME ON BL'S 2, 3, 4, 5 & 6 1751BG#2R Rigid Frame Clearances' 4/20/ 0 3:27pm VERTICAL CLEARANCE: ------------------ Left Col Right Col Midspan Int Col 1 HORIZONTAL CLEARANCE: -------------------- 18'01-13" (X= 6'08-13", Y= 18'01-13") 18'01-13" (X=133'03-03", Y= 18'01-13") 26'01-10" (X= 79'08-06", Y= 26'01-10") 26'01-07" (X= 70'00-00", Y= 26'01-07") Left Col - Int Col 1 : Int Col 1 - Right Col . 63'03-03" (X1= 6'08-13", X2= 70'00-00") 63'03-03" (X1= 70'00-00", X2=133'03-03") 1751BG#2R Rigid Frame Design Warnings 4/20/ 0 3:27pm .. No Warnings 04/21/00 RFDES-2 Page 11 of i l Additional Calculations PROJECT: SUNWEST FOODS -RICE MILL BUILDING #2 (WAREHOUSE) JOB NO: 1751 CUSTOMER: CRANSTON STEEL LOCATION: BIGGS, CA PURLIN ROLLING FORCE CALL II eTIQN _ OB NO: M1 PROJECT: SUNWEST FOODS -RICE MILL DATE® CUSTOMER: CRANSTON STEEL LOCATION: I BIG GS, 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 term3 ' 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. ._� -u �. :- .. -iti ...�- AISI SECTION D3.2.1 PL=CV[(0.053)b^1.88)(L^0.13)/(np^0.95dAl.0700.94)-sina]W (Eq. D.3.2.1-4) LL=�Q psf COL= psf DL= $ psf Wn = (1.2D+1.6L)*L*nP*s 18720 lbs. LRFD Design Force . Ctr— UZ (0.63 ext bay, 0.87 for first int bay, 0.81 for all other supports) t= 0.075 purlin thk, in. SLOPE b= 3M in. rise= L= 25.00 bay space, ft. run= 12 S= 4.;zQ purlin spacing, ft. Angle= 0.0831 rad np 4.Q lines of purlins Angle= 4.7636 deg d= 8M purlin depth, in. sina= 0.083 angle= 4.764 degrees cos( )= 0.997 a= 0.083 rad PL= 3371 lbs. FORCE PER CLIP (NO BRIDGING USED) 842.8 lbs. Purlin 8,. 10" 12" Max Force per Standard Clip, Pu =(lbs.) Use 8 in. Purlin Antiroll Clip FALSE FALSE urlin Size/Clip Force: �Pu, I 8" 10" 12" 586 1 502 439 PurlinAntiroll Page 1 of 2 4/21/00 PURLIN ROLLING FORCE CALCULATIONS Multiple -Span System with MidWan Restraints: PL=Cmsf{(0.116)(b^1.32)(L^0.18)/(np^0.70)(d)(t^0.50)}-sina]W (Eq. D.3.2.1-6) Cms= 1M 1.05 FOR EXTERIOR SPANS, 0.90 FOR ALL OTHER BRACES PL= 3062 lbs. FORCE PER CLIP i 765.5 lbs. Purlin Max Force per Standard Clip, Pu =(lbs.) 8" Use 8 in. Purlin Antiroll Clip 10" FALSE 12" FALSE Multi Ip a -Span System with Third -Point Restraints: PL= C,hf{(0.181)(b^1.15)(L^0.25)/(np^0.54)(d^1.11)(t^0.29)}-sin (Eq. D.3.2.1-5) Cth= QM 0.57 FOR EXTERIOR SPANS, 0.48 FOR ALL OTHER BRACES PL= 1949 lbs. FORCE PER CLIP 487.2 lbs. Purlin Max Force per Standard Clip, Pu =(lbs.) 8" Standard Clip is OK t 10" FALSE 12" FALSE PurlinAntiroll Page 2 of 2 1 4/21/00 SEISMIC LOAD CALCULATIONS PER 1997 UBC JOB NO: 1751 PROJECT: SUNWEST FOODS -RICE MILL DATE: ® CUSTOMER: CRANSTON STEEL LOCATION: BIGGS. CA General descrWhgn This program calculates the Seismic Loads for Rigid Frames and Braced Frames It follows equations in 1997 UBC Seismic Design 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 The reslulting graphic output shows the loads to the rigid frames and braced frames. BUILDING GEOMETRY SPAN 140.00 It. LENGTH Item 153.25 ft. BAY Roof 25.Q0 ft. EAVE HEIGHT Front Sidewall 25.44 ft. ROOF SLOPE Baric Sidewall 1:12 2.0 EWAVE. EAVE HEIGHT Left Endwall 2145.50 0.0 LOADS: SNOW LOAD= Right Endwati 2u psf 25% SNOW LOAD= Q.0 psf Collateral Load = 10 psf D. W. Roof = 4A psf D. WL Front Sidewall= 2.0 psf D. Wt. Back Sidewall= 1 2.11 psf D. WL Left Endwall= Q.0 psf W= 265.77 Tri tary Rigid Frame Weight Item Area,sf psf Wt., kips Roof 3500.00 7.8 27.30 Front Sidewall 312.50 78.01 24.38 Back Sidewall 312.50 78.01 24.38 D. WL Right Endwall= I Zu psf Seismic Design Coefficients and Information no=BRIGID FRAME Ca= Q,3fi no=2.2 BRACING Rw= 4.5 Rw= 5.6 V=(2.5-Ca'UR)-W= 0.200 -W (RIGID FRAME) W-- Mu0 =number of bays 2 I=Number of braced bays per sidewall 0.161 -W (BRACED FRAME) SEISMIC LOADS TO RIGID FRAME 6.41 kips 6.41 kips -10 -► Total W = 76.05 kips V=(2.5•Ca•UR)•W= 15.21 kips Rigid Frame Fx=V*no+p/1.4= 12.83 kips F nO= 1.0 r(max) = 0.167 p=®p(max) =1.5 (or 1.0 in Zones 0, 1 & 2) SEISMIC FORCES TO BRACING (jn the sidewall) Total W = 285.77 kips V=(2.6•Ca'UR)-W= 45.93 kips Fx=V'no•p/1.4= 104.93 kips Oo= 2.2 r(max) = 0.25 p=®p(max) =1.5 (or 1.0 in Zones 0, 1 8, 2) Load per braced bay= 26.23 0.5 Fx = 52.5tkips Left .Eoctmall 52.51kips SeismicUBC97 Page 1 of 1 4/21/00 Total Building Weight Item Area,sf psf Wt., kips Roof 21455.00 7.8 167.35 Front Sidewall 1915.63 2.0 3.83 Baric Sidewall 1915.63 2.0 3.83 Left Endwall 2145.50 0.0 0.00 Right Endwati 1420.00 78.0 110.76 W= 265.77 Tri tary Rigid Frame Weight Item Area,sf psf Wt., kips Roof 3500.00 7.8 27.30 Front Sidewall 312.50 78.01 24.38 Back Sidewall 312.50 78.01 24.38 D. WL Right Endwall= I Zu psf Seismic Design Coefficients and Information no=BRIGID FRAME Ca= Q,3fi no=2.2 BRACING Rw= 4.5 Rw= 5.6 V=(2.5-Ca'UR)-W= 0.200 -W (RIGID FRAME) W-- Mu0 =number of bays 2 I=Number of braced bays per sidewall 0.161 -W (BRACED FRAME) SEISMIC LOADS TO RIGID FRAME 6.41 kips 6.41 kips -10 -► Total W = 76.05 kips V=(2.5•Ca•UR)•W= 15.21 kips Rigid Frame Fx=V*no+p/1.4= 12.83 kips F nO= 1.0 r(max) = 0.167 p=®p(max) =1.5 (or 1.0 in Zones 0, 1 & 2) SEISMIC FORCES TO BRACING (jn the sidewall) Total W = 285.77 kips V=(2.6•Ca'UR)-W= 45.93 kips Fx=V'no•p/1.4= 104.93 kips Oo= 2.2 r(max) = 0.25 p=®p(max) =1.5 (or 1.0 in Zones 0, 1 8, 2) Load per braced bay= 26.23 0.5 Fx = 52.5tkips Left .Eoctmall 52.51kips SeismicUBC97 Page 1 of 1 4/21/00 JOB: 1751 Date: ® PROJECT: SUNWEST FOODS -RICE MILL 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: Rod Dia. Area,sf psf Wt., kips Width = 5.00 JAQ ft ROOF: 1750.0 4.8 8.40 End Bay = 0.875 1 25 ft SIDEWALLS: 312.5 78.0 24.38 Eave Height = 0.994 2.5 ft END WALLS 1954.2 2.0 3.91 Roof Slope 1 :12 W= 36.68 Zone = Ca = R= I= P= S2= DESIGN LOADS: Snow Load = 2Q psf Q psf 4.$ psf Z$ psf 21 psf 58 ksi 19.14 ksi JAS 25%Snow = Dead Roof = Dead Sidwall -- Dead Dead Endwall = Fu= Ft=.33Fu= Pa = A*Ft*1.33 Rod Bracing Allowable Loads Rod Dia. Area, A Pa, kips 0.500 0.196 5.00 0.625 0.307 7.81 0.750 0.442 11.25 0.875 1 0.601 15.31 1.000 0.785 19.99 1.125 0.994 25.30 1.250 1.227 31.24 V = (2.5Ca*UR)*W = 0.161 *W V= 5.90 kips FE = Q*p*V/1.4 = 13.43 kips ENDWALL BRACING INFORMATION: No. Braced Bays= Braced Bay Width 61=ffaft ft Length L1 = Height H1 = 26.94 ft Angle Tan"(1-11/61) = 49.1 degrees Rod Tension T = 10.27 kips Horizonal Reaction RH= 6.72 kips Vertical Reaction Rv = 7.77 kips Material: A36 FE(Total) = 13.43 kips 6.72 41- B4-* Rod Ten.=10.27 H 1 R,,=6.72 1 Rv= � 7.77 Rv= 7.77 J L1 EW-SeismicUBC Page 1 of 1 4/21/00 ANCHOR BOLT CHECK FOR COMBINED LOADS (AISC J3.5 TABLE J3.31 JOB NO: 1751 Date: ZQ PROJECT: SUNWEST FOODS -RICE MILL CUSTOMER: CRANSTON STEEL LOCATION: BIGGS. CA General Descri to ion: The purpose of this spread sheet is to check recommended size of the Anchor Bolts for Combined Tension and Shear for BOTH doid 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 intemretation: 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 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 4/19/00 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 =23.20 Max. Column Uplift Reaction= $.,'f Vertical Force 7- FveRT = 31.5 kips Bracing Horizonal Reaction = Max. Column Horiz. Reaction= MA Combined Shear F FHORIZ = 29.75 kips ASD Stress increase Factor = IM (not to 1.8fv) Anchor Bolt Size = 1 in Number of Anchor Blts = 4 Material ASTM A36 Fu = 5RJ ksi Ft = 0.43Fu-1.8fv _< 0.33 Fu FVERT = 31.5 kips FHORiz = 29.75 ' kips Calculations & Output A = n d2/4 = 0.7854 in^2 fv = FHORz/(A"N) = 9.47 <OK = 13.14 ksi 1.33'Ft = (1.33)'0.43 Fu - 1.8 fv 16.20 ksi <_ 1.33'0.33 Fu = 25.51 ksi Allowable Tension Force: PT = Ft x A x N = 50.89 > Fvert - OK = 31.5 kips AB -Check Page 2 of 2 4/19/00 U BASE PLATED DESIGN CHECK FOR COMBINED UPLIFT LOADS: 1751 PROJECT: SUNWEST FOODS -RICE MILL CUSTOMER: CRANSTON STEEL LOCATION: BIGGS.CA Useaae: 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. i 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 I 8.31kips ' Bracing Vertical.Load W. kips Total Uplift to Column Base 31.5 kips Column Flange Width $ in Base Plate Length (d) ?,$,$ in Anchor Bolt Diameter 1 in Anchor Bolt Gage (g) 4 in Yield Stress of Base PL " ksi 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*bf2)) MINIMUM BASE PLATE THICKNESS 0.4719 BasePlate Uplift Page 1 of 1 4/19/00 ANCHOR BOLT CHECK FOR COMBINED LOADS (AISC J3.5. TABLE J" JOB NO: 1251 Date: 1=0 PROJECT: SIJNINEST FOODS-R1GE MILL CUSTOMER: CRANSTON STEEL LOCATION: BIGGS. CA General Descriptiom The purpose of this spread sheet is to check recommendedL 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 intemretatlon: 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 wilt 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 AB -Check' Page 1 of 2 4/19/00 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= 7-6 Vertical Force E FveRT = 15.57 kips Bracing Horizonal Reaction =6.72 Max. Column Horiz. Reaction= Combined Shear E FHORIz = 9.42 kips ASD Stress increase Factor = = (not to 1.8fv) Anchor Bolt Size = 0.875 in Number of Anchor Blts = 2 Material ASTM A36 Fu = �$ ksi Design Equation Ft = 0.43Fu-1.8fv <_ 0.33 Fu )gyp FveRT= 15.57 kips FHORiz = 9.42 kip51. Calculations & Output A = n dZ/4 0.6013 in^2 fv = FHOR2/(A'N) = 7.83 <OK = 13.14 ksi 1.33 -Ft = (1.33)'0.43 Fu - 1.8 fv 19.15 ksi:s 1.33'0.33 Fu = 25.51 ksi Allowable Tension Force: PT = Ft x A x N = 23.03 > Fvert - OK = 15.57 kips a AB -Check Page 2 of 2 4/19/00 BASE PLATED DESIGN CHECK FOR GOh7BINED UPLIFT LOADS im = 2/28/00 PROJECT: SUNWEST FOODS -RICE MILL CUSTOMER: CRANSTON STEEL LOCATION: BIGGS.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 I 7 $ kips Bracing Vertical Load L77 kips Total Uplift to Column Base 15.57 kips Column Flange Width ¢ in Base Plate Length (d) 23.5 in Anchor Bolt Diameter 1 in Anchor Bolt Gage (g) 4 in Yield Stress of Base PL 50 ksi Design Equations. If 1.4*2*bf <= d Then tp = Sqrt ( (1.41 *P *g) / (2*bf*Fy) If 1.4*2*bf> d Then tp = Sgrt.( (P *g*d) / (0.5*Fy(d2*+2*bf2)) BASE PLATE THICKNESS 0.4197 . BasePlate Uplift Page 1 of 1 4/19/00 ® PROJECT: SUNWEST ROODS -RICE CUSTOMER: CRANSTON STEEL LOCATION: BIGGS. CA General Description: The purpose of this spreadsheet is to check the effect of holes tension flanges of built-up members. Input Data: Item shown in Bold Red Underlined Text in Boxes must be input. Output interpretation: If the Tensile capacity is less than the Yield capacity (Eq. B10-2), the flange effective area is reduced by equation B10-3. Note this occurs in all cases. For application: If the Maximum MBS tension flange Stress Ratio in the Rigid Frame Design output is less than shown in this table, then tension flange is adequate. Otherwise the Flange in question must be increased until it meets the requierments j Material properties: Fy = I $Q ksi ASTM A572 GRADE 50 Fu= §& ksi Notation Fy: Minimum Yield Stress (ksi) Bolt Diameter = in Fu: Tensile Stress (ksi) Hole Dia. = Bolt Dia. + 1/16 = 0.813 in bf: flange width (in.) Design Dia. =Hole Dia. + 1/16= 0.875 in tf: flange thickness (in.) A9: Area Gross = bf'tf (int) A,,: Area Net = A9 - 2'HS'tf (int) AfP_' ArPA PffPrtiVP ring) Reference: AISC 9th Edition, Section B10. AISC Eq. (610-2) AISC Eq. (610-3) Maximum MBS Flanges Sizes Gross Net Tensile Yield Effective Tension Flange bf tf Ag An 0.5FuA„ 0.6FyA9 Are 5/6Fu/Fy'A„ Stress Ratio in. in. in in kips kips in Afe/Ag U 12M 1.250 0.813 26.41 < 37.50 0.880 0.70 §,Q 0.250 1.500 1.063 34.53 < 45.00 1.151 0.77 4).Q 0.313 1.875 1.328 43.16 < 56.25 1.439 0.77 0.375 2.250 1.594 51.80 < 67.50 1.727 0.77 U QJ%* 3.000 2.125 69.06 < 90.00 2.302 0.77 S Q 2SM 3.750 2.656 86.33 < 112.50 2.878 0.77 U Q.NQ 4.500 3.188 103.59 < 135.00 3.453 0.77 1.000 6.000 4.250 138.13 < 180.00 4.604 0.77 $,Q Im 2.000 1.563 50.78 < 60.00 1.693 0.85 $,Q QLm 3.000 2.344 76.17 < 90.00 2.539 0.85 $.Q 0.500 4.000 3.125 101.56 < 120.00 3.385 0.85 $.4 0.625 5.000 3.906 126.95 < 150.00 4.232 0.85 U QjM 6.000 4.688 152.34 < 180.00 5.078 0.85 U 1.000 8.000 6.250 203.13 < 240.00 6.771 0.85 lu Q.M 5.000 4.125 134.06 < 150.00 4.469' 0.89 IUI QM 6.250 5.156 167.58 < 187.50 5.586 0.89 lu Q.m 7.500 6.188 201.09 < 225.00 6.703 0.89 1Q.Q 1.000 10.000 8.250 268.13 < 300.00 8.938 0.89 1T..Q Qlu 6.000 5.125 166.56 < 180.00 5.552 0.93 US Q,M 7.500 6.406 208.20 < 225.00 6.940 0.93 2.Q Q.m 9.000 7.688 249.84 < 270.00 8.328 0.93 1ZQ 1.000 12.000 10.250 333.13 < 360.00 11.104 0.93 �.Q 1.250 15.000 12.813 416.41 < 450.00 13.880 0.93 Q 1.500 18.000 15.375 499.69 < 1 540.001 16.656 0.93 FlangeHoleRed.xls 03/01/2000