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W t / , h Certificate of Design THIS CERTIFICATE IS TO CONFIRM THAT ALL COMPONENTS OF THE STEEL BUILDING SYSTEM DESCRIBED BELOW, TO BE SUPPLIED BY HCI STEEL BUILDING SYSTEMS, INC., HAVE BEEN OR WILL BE DESIGNED IN ACCORDANCE WITH THE FOLLOWING STANDARDS, LOADS AND DESIGN CRITERIA AS SPECIFIED IN THE ORDER DOCUMENTS. 1. DESCRIPTION: HCl Job No.: 1751 Project Name: Sunwest Foods — Rice Mill Customer's Name/Address: Cranston Steel, Woodland, CA Building Size: Varies Site Location: Biggs, CA 2. DESIGN STANDARDS: Building Roof Slope: Varies AISC "Manual of Steel Construction ": 9h edition. AISI "Cold Formed Steel Design Manual": 1986 edition. AWS D 1.1 "Structural Welding Code -Steel ": 1996 edition. AWS D1.3 "Structural Welding Code -Sheet Steel": 1996 edition. MBMA "Low Rise Building Systems Manual": 1996 edition. ASTM " Standards in Building Codes": 1997 edition. 3. LOADS: Applicable Building Code(s): 1997 UBC; Occupancy Category: 4 (a) Dead Load- Actual Material Weight (b) Collateral Load- varies (c) Roof Snow Load -.0 PSF Roof Live Load -'20/12 PSF (d) Wind Speed- 75 MPH, Exposure C; (e) Seismic Zone 3, Ca = 0.36 4. CERTIFICATION BY ENGINEER: O QRpFESS/oygl GG G pFo FLS C.0 V No. S437m °C Exp. 1 Z 3 2Lo 7O I, C. Gregg Goedeke, a licensed Engineer in the State of California, certify that I have reviewed the design criteria for the Steel Building System described above and to the best of my knowledge all components have been or will be designed to meet the applicable criteria as spe ied n the "O ER,DOCUMENTS." Signatures Date t MAIN BUILDING CALCULATONS PROJECT: SUNWEST FOODS -RICE MILL - BLDG -A JOB NO: 1751-A CUSTOMER: CRANSTON STEEL LOCATION: BIGGS, CA (v/ TABLE OF CONTENT PROJECT: SUNWEST FOODS -RICE MILL - BLDG -A JOB NO: 1751-A CUSTOMER: CRANSTON STEEL LOCATION: BIGGS, CA ITEM DESCRIPTION Pages 1 CERTIFICATE OF DESIGN Main Building Calculations 2 Design Load & Reaction Summary 1-10 3 Roof Analysis & Design 1-/4 4 Front Sidewall Analysis & Design 1-20 5 Back Sidewall Analysis & Design 1-�$ 6 Left Endwall Analysis & Design 1-I� 7 Right Endwall Analysis & Design 1-l� 8 Rigid Frame 1 Analysis & Design Frame Ln: 1 1-9 9 Rigid Frame 2 Analysis & Design Frame Ln: 2 1-19 10 Rigid Frame 3 Analysis & Design Frame(s) Ln: 3-9 1-8 Additional Calculations 11 ADDITIONAL CALCULATIONS 1-27 12 CONNECTION DETAILS CONX-1 - CONX-9 03/090-000 C:\jobs\1751-a\DesCalc.out Page HCI STEEL PRODUCTS 18520 67 AVE NE ARLINGTON, WA 98223 STRUCTURAL DESIGN CALCULATIONS FOR CRANSTON STEEL PO BOX 1036 WOODLAND, CA. 95776 QPOFESS/pN9` o > > SUNWEST FOODS-RICEMILL B w V No. S4374 m BIGGS, CA Ex Z-Af Tae �D 1751-A 1 ,U BUILDING DATA Width (ft) = 70.0 Length (ft) =169.0 Eave Height (ft) = 50.0/ 50.0 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 eismic' Coeff = 0.36 (Z' S- S Designer = MICHAEL AXTHELM --------------- 3/08/00 03/09/2000 DesCalc.out Page 2 ---------------------------------------------------------------------- ---------------------------------------------------------------------- 1751-A Design Loads For Each Building Component 3/08/00 ---------------------------------------------------------------------- ---------------------------------------------------------------------- FRONT SIDEWALL: --------------- LOADING Wind Wind Press Suct 17.9 -17.9 23.8 -23.8 17.9 -17.9 BACK SIDEWALL: --------------- LOADING Wind Wind Press Suct 17.9 -17.9 23.8 -23.8 17.9 -17.9 LEFT ENDWALL: -------------- Girt/Header Panel Jamb Girt/Header Panel Jamb BASIC LOADS: Live/ Rafter ind_1 Rafter_Wind_2 I Aux Dead Live Snow Collateral Basic Wind Load I Id 5 1 Load Load Load Load Wind Ratio 0 2 1.00 0.00 0.00 2.5 16.0 0.0 3.0 19.9 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 17.9 -17.9 Column 17.9 -17.9 Girt/Header 17.9 -17.9 Jamb 23.8 -23.8 Panel WIND COEFFICIENTS: Surf. Rafter _1 Rafter _Wind _2 Bracing Wind Long Surface Id _Wind 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 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 ind_1 Rafter_Wind_2 I Aux Load Id Dead Collat Snow Left -Wind - 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 6:42pm 03/09/2000 DesCalc.out 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 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 19.9 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 5.0 -5.0 Column 5.0 -5.0 Girt/Header 5.0 -5.0 Jamb 5.0 -5.0 Panel WIND COEFFICIENTS: Surf Rafter _ Wind _1 Rafter _ Wind _2 Bracing Wind Long Surface Id Left Right Left Right Left Right Press Friction 1 0.00 0.00 0.00 0.•00 0.00 0.00 0.80 0.00 2 -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 ( 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 I Aux Load Id Dead Collat Snow Left _Wind _1 Right Left _Wind_2 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 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 19.9 1.00 0.00 WIND PRESSURE/SUCTION:. Wind Wind Wind Press Suct Suct_R 0.0 -19.9 Purlins 0.0- -25.8 Panels 15.9 -9.9 -13.9 Bracing Page 3 03/09/2000 DesCalc.out Page 4 PURLIN DESIGN LOADS: --Wind-2--- Live/ Wind Wind Aux Id Surf No. Des Load Snow Press 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 1.00 0.50 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 1.00 0 2 1.00 0.00 0.00 0.00 1.00 0 BRACING DESIGN LOADS: Surf No. Des Load --Wind-2--- 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 3 2 1.00 0.00 0.50 1.00 1.00 0 0.80 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 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 19.9 1.00 0.7 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: No. Des Load Loads Id 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 -------------------- 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 0.0.0 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 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00. 1.00 1.00 0.00 0..50 0.00 0.00 0.00 0.00 3.. 1.00 1:00 1.00 0.00 0.00 0.50 .0.00 0:00 0.00 3' 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 3 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 0.00 0.50 0.00 0.00 .0.00 0.00 1.00 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 2 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 3 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 AUXILARY LOADS: No. Aux Aux No. Add -Add Comb - Aux Id Name Loads Id Coef 3 1 EQ -RIGHT 6 1 1.00 03/09/2000 DesCalc.out Page 5 RIGID FRAME #2: --------------- BASIC LOADS: - Concentrated - Distributed 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 19.9 1.00 1.0 0.0 0.0 WIND COEFFICIENTS: Surf--Wind_1-----Wind_2--- Id Left Right Left Right 1 0.80 -0.50 0.80 -0.50 2 -0.70 -0.70 -0.70 -0.70 3 -0.70 -0.70 -0.70 -0.70 4 -0.50 0.80 -0.50 0.80 DESIGN LOADS: No. Des Load Loads Id 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Surface Friction 0.00 0.00 0.00 0.00 --------------------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 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 3 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 3 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 2 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 3 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 2 1.00 3 5.10 4 10.20 5 10.20 6 5.10 2 EQ -LEFT 6 1 -1.00 2 -1.00 3 5.10 4 10.20 5 10.20 6 5.10 3 GRAVITY 4 3 8.50 4 17.00 5 17.00 6 8.50 ADDITIONAL LOADS: No. Add Surf Load I P V M Dx Dy Add Id Id Type I Wpl Wp2 Co Dll D12 6 1 1 C 4.35 0.00 0.00 0.00 31.00 2 4 C 4.35 0.00 0.00 0.00 -19.00 3 1 C 0.00 -1.00 0.00 3.00 31.00 4 2 C 0.00 -1.00 0.00 23.33 0.00 5 3 C 0.00 -1.00 0.00 11.66 0.00 6 4 C 0.00 -1.00 0.00 -3.00 -19.00 RIGID FRAME #2: --------------- BASIC LOADS: - Concentrated - Distributed 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 19.9 1.00 1.0 0.0 0.0 WIND COEFFICIENTS: Surf--Wind_1-----Wind_2--- Id Left Right Left Right 1 0.80 -0.50 0.80 -0.50 2 -0.70 -0.70 -0.70 -0.70 3 -0.70 -0.70 -0.70 -0.70 4 -0.50 0.80 -0.50 0.80 DESIGN LOADS: No. Des Load Loads Id 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Surface Friction 0.00 0.00 0.00 0.00 --------------------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 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 3 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 3 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 2 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 3 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 03/09/2000 DesCalc.out Page 6 AUXILARY LOADS: No. Aux Aux Aux Id Name 3 1 EQ -RIGHT 2 EQ -LEFT 3 GRAVITY No. -Add-Comb- M _Add Loads Id Coef 6 1 1.00 D12 2 1.00 0.00 3 8.22 6.75 4 16.50 0.00 5 16.50 -1.00 b 8.22 6 1 -1.00 0.00 2 -1.00 0.00 3 8.22 11.66 4 16.50 -1.00 5 16.50 -19.00 6 8.22 4 3 13.70 4 27.40 5 27.40 6 13.70 ADDITIONAL LOADS: No. Add Surf Load I Add Id Id Type 1 6 1 1 C 2 4 C 3 1 C 4 2 C 5 3 C 6 4 C RIGID FRAME #3: --------------- BASIC LOADS: P V M Dx Dy Wpl Wp2 Co Dll D12 6.75 0.00 0.00 0.00 31.00 6.75 0.00 0.00 0.00 -19.00 0.00 -1.00 0.00 3.00 31.00 0.00 -1.00 0.00 23.33 0.00 0.00 -1.00 0.00 11.66 0.00 0.00 -1.00 0.00 -3.00 -19.00 - Concentrated - Distributed 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 19.9 1.00 1.0 0.0 0.0 WIND COEFFICIENTS: Surf--Wind_1-----Wind-2--- Id Left Right Left Right 1 0.80. .-0.50 .0.80 -0.50 2 -0.70 -0.70 -0.70 -0'.70 3 -0.70 -0.70 -0.70 -0.70 4 -0.50 0.80 -0.50 0.80 DESIGN LOADS: No. Des Load Loads Id 20 1 2 3 4 5 6 7 8 9 10 11 12 13 14 Surface Friction 0.00 0.00 0.00 0.00 -------------------- 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 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 3 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 3 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 3 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 .3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1 03/09/2000 DesCalc.out Page 7 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 2 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 3 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 3 20 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 AUXILARY LOADS: No. Aux Aux Aux Id Name 3 1 EQ -RIGHT 2 EQ -LEFT 3 GRAVITY No. Add -Add Comb - Loads Id Coef 6 1 1.00 2 1.00 Surf 3 7.00 V 4 14.00 Dy 5 14.00 Type I 6 7.00 6 1 -1.00 6 1 2 -1.00 6.00 3 7.00 0.00 4 14.00 4 5 14.00 0.00 6 7.00 4 3 11.70 C 4 23.30 0.00 5 23.30 4 6 11.70 ADDITIONAL LOADS: No. Add Surf Load I P V M Dx Dy Add Id Id Type I Wpl Wp2 Co D11 D12 6 1 1 C 6.00 0.00 0.00 0.00 31.00 2 4 C 6.00 0.00 0.00 0.00 -19.00 3 1 C 0.00 -1.00 0.00 3.00 31.00 4 2 C 0.00 -1.00 0.00 23.33 0.00 5 3 C 0.00 -1.00 0.00 11.66 0.00 6 4 C 0.00 -1.00 0.00 -3.00 -19.00 - Concentrated - Distributed I 03/09/2000 DesCalc.out ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Reactions, Anchor Bolts, & Base Plates 3/08/00 6:42pm ---- Foundation Loads (k) ---- --------- ----------------- Frame Col Max Pos Val Max Neg Val Anc. Bolt Base Plate . Line ----- Line Id Horiz Vert Id Horiz Vert No. Diam Width Len Thick 1 ----- B -- 11 ----- 7.27 ----- 0.85 -- 12 ----- -7.27 ----- 0.85 --- 2 ----- 0.750 ----- 8.00 ----- 22.00 ----- 0.500 11 7.27 0.85 1 C 11 7.27 0.85 12 -7.27 0.85 2 0.750 8.00 22.00 0.500 11 7.27 0.85 9 C 11 2.03 0.60 12 -2.03 0.60 2 0.750 8.00 14.00 0.500,,- .500i11 11 2.03 0.60 9 B 11 2.03 0.60 12 -2.03 0.60 2 0.750 8.00 14.00 0.500 11 2.03 0.60 1 A 1 5.66 25.24 2 -7.51 21.47 4 0.875 8.00 22.50 0.500 3 -1.14 36.50 4 -0.70 -0.68 1 D 5 7.51 21.47 6 -5.66 25.24 4 0.875 8.00 22.50 0.500 3 1.14 36.50 7 0.70 -0.68 2 A 8 9.75 40.03 9-10.52 34.18 4 0.875 8.00 22.50 0.500 3 -0.05 57.50 4 -1.00 -0.97 2 D 5 10.52 34.17 6 -9.75 40.02 4 0.875 8._00 22.50 0.500 3 0.05 57.50 7 1.00 -0.97 * 3 A 1 8.71 .34.34 2 -9.30 29.14 4 0.875 8.00 22.50 0.500 3 0.04 49.87 4 -1.00 -0.97 * 3 D 10 9.30 29.13 6 -8.71 34.33 4 0.875 8.00 22.50 0.500 3 -0.04 49.86 7 1.00 -0.97 --------------------------7--------------7------------------------------------ * 3 Frame Lines 3 4 '5 6 7 8 9 Load Load Id Combination ---- ------------------------------ 1 DL+WRI+GRAVITY 2 DL+LL/2+WL2+GRAVITY 3 DL+CO+LL+GRAVITY 4 SEIS_L 5 DL+LL/2+WRI+GRAVITY 6 DL+WLI+GRAVITY 7-SEIS_L 8 DL+WR2+GRAVITY 9 DL+LL/2+WLI+GRAVITY 10 DL+LL/2+WR2+GRAVITY 11 DL+WRI+WS 12 DL+WP BRACING/PANEL SHEAR REACTIONS: ------------------ With Bracing(k ) No Bracing(lb/ft) Page 8 0 03/09/2000 Col ---Dead--- Collateral ---Live--- DesCalc.out Page 9 all o Horz Vert Load At Vert Horiz Vert Id Vert React React Base Angle ------ A 1 ----- -0.06 ----- 1.53 ----- ----- -0.23 6.09 ----- -0.12 0.00 ----- -6.54-10.46 ----- 1 ------------------------------------------------------------------------------ D 0.07 3.38 0.06 1.53 rL c- 2 2 2, 3, 3 4 5.81 5.81 13.89 13.89 Col ff D 2 2 6, 7, 7 8 5.81 5.81 13.89 13.89 - (� Lf U]\.IT ec�Cf Line Horiz Vert Horiz _L2-- Vert Horiz Vert Horiz _L- Vert 3 _R Vert ----- 1 ------ A ----- ----- 6.51 -3.64 0.00 ----- 4 8, 7 5.81 13.89 1 ------------------------------------------------------------------------------ D ' 4 7, 6 5.81 13.89 0.68 0.70 4 4, 3 5.81 13.89 --GRAVITY- 4 3, 2 5.81 13.89 Line Horiz Vert• ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Vert Horiz. Vert { 1751-A ------------------------------------------------------------------------------- ------ A ----- ----- -4.82 13.23 Additional Reactions Report 3/08/00 6:42pm Rigid Frame Column Reactions ----------------------------- Frame Col ---Dead--- Collateral ---Live--- --Live-R-- -Wind-Ll-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- 1 ------ A ----- ----- -0.07 3.38 ----- -0.06 ----- 1.53 ----- ----- -0.23 6.09 ----- -0.12 ----- 1.47 ----- -6.54-10.46 ----- 1 ------------------------------------------------------------------------------ D 0.07 3.38 0.06 1.53 0.23 6.09 0.12 4.62 -6.51 -3.64 Frame Col -Wind Rl-- -Wind -Wind_R2-- Seismic Seismic - Line Line Horiz Vert Horiz _L2-- Vert Horiz Vert Horiz _L- Vert Horiz _R Vert ----- 1 ------ A ----- ----- 6.51 -3.64 ----- -6.54-10.46 ----- ----- ----- 6.51 -3.64 ----- -0.70 ----- -0.68 ----- 0.70 ----- 0.68 1 ------------------------------------------------------------------------------ D 6.54-10.46 -6.51 -3.64 6.54-10.46 -0.70 0.68 0.70 -0.68 Frame Col -EQ-RIGHT- --EQ-LEFT- --GRAVITY- . Line Line Horiz Vert• 'Horiz Vert Horiz. Vert ----- 1 ------ A ----- ----- -4.82 13.23 ----- 3.88 ----- 17.37 ----- ----- -0.78 25.50 1 ------------------------------------------------------------------------------ D -3.88 17.37 4.82 13.23 0.78 25.50 Frame Col ---Dead--- Collateral ---Live--- --Live_R-- -Wind-Ll-- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert ----- 2 ------ A ----- ----- 0.03 4.58 ----- -0.01 ----- 2.37 ----- ----- -0.05 9.45 ----- -0.02 ----- 2.28 ----- -10.51-16.23 ----- 2 ----------------------------------------------------------- D -0.03 4.58 0.01 2.37 0.05 9.45 0.02 7.17 ------------------ -9.74 -5.66 Frame Col -Wind -Wind -Wind_R2-- Seismic Seismic _R - Line Line _R1-- Horiz Vert Horiz _L2-- Vert Horiz Vert Horiz -L- Vert Horiz Vert ----- 2 ------ A ----- ----- 9.74 -5.66 ----- -10.51-16.23 ----- ----- ----- 9.74 -5.66 ----- -1.00 ----- -0.97 ----- 1.00 ----- 0.97 2 ------------------------------------------------------------------------------ D 10.51-16.23 -9.74 -5.66 10.51-16.23 -1.00 0.97 1.00 -0.97 Frame Col -EQ-RIGHT- --EQ-LEFT- --GRAVITY- Line Line Horiz Vert Horiz Vert Horiz Vert 03/09/2000 DesCalc.out Page 10 ----- 2 ------ A ----- -6.76 ----- 21.51 ----- 6.73 ----- 27.93 ----- -0.02 ----- 41.10 -Out_Of_Plane- 2 ------------------------------------------------------------------------------ D -6.73 27.93 6.76 21.51 0.02 41.10 Wind Wind Frame Col ---Dead--- Vert Collateral ---Live--- --Live_R-- -Wind-Ll-- Line ----- Line ------ Horiz ----- Vert ----- Horiz ----- Vert ----- Horiz Vert Horiz Vert Horiz Vert * 3 A 0.04 4.36 -0.01 2.11 ----- -0.03 ----- 8.40 ----- -0.01 ----- 2.02 ----- ----- -9.36-14.43 * 3 ------------------------------------------------------------------------------ D -0.04 4.36 0.01 2.11 0.03 8.40 0.01 6.38 -8.64 -5.03 Frame Col -Wind 9 ---------------------------------------------------------------------------- -Wind L2-- -Wind R2-- Seismic L- Seismic Line Line Horiz _R1-- Vert Horiz Vert Horiz Vert Horiz Vert _R- Horiz Vert ----- * 3 ------ A ----- 8.64 ----- -5.03 ----- ----- -9.36-14.43 ----- 8.64 ----- -5.03 ----- -1.00 ----- -0.97 ----- ----- 1.00 0.97-, * 3 ------------------------------------------------------------------------------ D 9.36-14.43 -8.64 -5.03 9.36-14.43 -1.00 0.97 1.00 -0.97 Frame Col -EQ-RIGHT- _R- Vert --EQ-LEFT- --GRAVITY- ---- B ----- 0.00 ----- 0.00 Line Line Horiz Vert Horiz Vert Horiz Vert C 0.00 0.00 ----- * 3 ------ A ----- -5.98 ----- 18.15 ----- 6.02 ----- 23.85 ----- 0.04 ----- 35.00 C 0.00 0.00 * 3 ------------------------------------------------------------------------------ D -6.02 23.85 5.98 18.15 -0.04 35.00 B 0.00 0.00 * 3 Frame Lines : 3 4 5 6 7 8 9 Endwall Column Reactions ------------------------- t -Out_Of_Plane- Frame Col Dead Collat Live -Brc_ Wind -Brc_Wind Wind Wind Line Line Vert Vert Vert Horz _L- Vert Horz _R- Vert _P Horz _S Horz ----- 1 ---- B ----- 0.85 ----- 0.00 ----- 0.00 ----- 0.00 ----- 0.00 ----- 0.00 ----- 0.00 ------ -7.27 ------ 7.27 1 C 0.85 0.00 0.00 0.00 0.00 0.00 0.00 -7.27 7.27 9 C 0.60 0.00 0.00 0.00 0.00 0.00 0.00 -2.03 2.03 9 ---------------------------------------------------------------------------- B 0.60 0.00 0.00 0.00 0.00 0.00 0.00 -2.03 2.03 Endwall Column Reactions ------------------------- Frame Col -Raf_Wind -Raf_Wind_R- --Seismic L- --Seismic Line Line Horz _L- Vert Horz Vert - Horz Vert Horz _R- Vert ----- 1 ---- B ----- 0.00 ----- 0.00 ----- 0.00 ----- 0.00 ----- 0.00 ----- 0.00 ----- 0.00 ------ 0.00 1 C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 C 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 ---------------------------------------------------------------------------- B 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 t 03/09/2000 C:\jobs\1751-a\RoolDes.o ut ------------------------------------------------------------------------------ *1751-A Roof Design Input 3/ 8/ 0' 4:42pm 4A4�T1w\44L-C 91,c-5 M - rO i3,eAciIVy * < PROGRAM OPERATION > *---------------------- * *(1)JOBID: (Max: 60 char) '1751-A' *(2)PROGRAM OPTIONS: * Run Run Run ---Build--- Seismic * Purlin Panel Brace Code Year Zone 'Y' 'Y' 'Y' 'UBC ' 197' 13 ' *(3)DESIGN CONSTANTS: *-------- Steel _ Yield -------- ------ Stress _Ratio ------ Lap Steel * Purlin Panel R_Col W_Col Purlin Panel Wind Stiff Code -Frame 50.0 80.0 50.0 50.0 1.03 1.03 1.03 .50 'WS' *(4)DEFLECTION LIMITS: * ------Purlin------ ----Extension----- ---Panel--- Wind * Live Wind Total Live Wind Total Live Wind Frame 240.0 240.0 .0 120.0 120.0 .0 120.0 90.0 240.0 *(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' 24.000 'Y' 24.000 *-------------------- * < BUILDING LAYOUT > *-------------------- * *(7)BUILDING SHAPE: (Max: 14 surfaces) * No.. 'X_toord Y_Coord * Surf (ft) (ft) 4 0.0000 50.0000 35.0000 52.9167 70.0000 50.0000 70.0000 0.0000 *(8)WALL BAY SPACING: (Max: 40 bays) * Wall Sets Of Bay No. * Id Bays Width Bays 1 1 23.3333 3 2 3 27.0000 1 20.0000 6 22.0000 1 3 1 23.3333 3 *(9)FRAMED OPENINGS: * Wall No. Bay Open Open Open Open Page 1 03/09/2000 RootDes.out Page 2 * Id Opens Id Width Height Offset Type 1 0 2 2 1 12.0000 31.0000 11.0000 1 8 12.0000 31.0000 4.0000 1 3 0 4 1 1 12.0000 31.0000 6.0000 1 *(10)PARTIAL WALLS: * Wall Set _Of--Bay_Id-- Wall * Id Bays Start End Height 1 1 1 3 19.8750 2 1 1 8 19.8750 3 1 1 3 19.8750 4 1 1 8 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 1.0000 1.0000 'W10xl5 'W10xl5 ' 3 0.0000 0.0000 1.0000 1.0000 'W10xl5 'W10xl5 ' *------------------- * < FRAMING DESIGN > ------------------- *(12)PURLINS: * Surf Purlin OS_Flg IS_Flg Set Set Max_Unbr * Id Type Brace Brace Depth _Lap Ext Int Length 2 'ZB' 'Y' 'N' 8.000 0.0000 0.0000 0.0000 3 'ZB' 'Y' 'N' 8.000 0.0000 0.0000 0.0000 *(13)PURLIN SPACING: * Surf Peak Max Set Set -Set_Space- * Id Space Space Space _Of Space Space No. 2 1.0000 5.0100 4.2500 0 3 1.0000 5.0100 4.2500 0 *(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: * ----------- Order Selection ----------- * _Of_ Wall Panel Diagonal Wind Wind Weak * Id Shear Bracing Bent Column -Axis Bending IV B I N' 2 IN' IN' IN' 4 'N' IV 'N' 'N' 'N' *(17)ROOF DIAGONAL BRACING: * Max Brace Each User * _Pan -Selected Shear Type EW No. Bay_Id -Roof -Bays 0.0 'R' 'N' 4 2 3 6 7 0 *(18)SIDEWALL DIAGONAL BRACING: * Wall Max Pan Brace User_ Selected_ SW_ Bays * Id Shear Type No. Bay Id 03/09/2000 RoofDes.out Page 3 2 75.0 'R' 4 4 75.0 'R' 4 *(19)WIND BENTS: * Wall --Member-- No Of * Id Type Depth Bays Bay_Id 2 'W' 0.00 0 4 'W' 0.00 0 *(20)WIND COLUMNS: * Wall --Member-- No Of * Id Type Depth Col Bay_Id 2 'W' 0.00 0 4 'W' 0.00 0 *(21)WALL BRACING ATTACHMENT *Wall No_Of Attach--Bay_Id-- Id Attach Id Start End 2 1 1 1 8 4 1 2 1 8 2 3 6 7 2 3 6 7 Left/ Right No Of Level 'Level_Height 1 50.0000 1 50.0000 *(22)EAVE EXTENSIONS SIZE: * *Wall No_Of Ext--Bay_Id -- --- Extension _Size--- Edge_Extend *Id Extend Id Start End Height Width Slope Left Right 1 0 2 0 *(23)EAVE EXTENSIONS PURLINS: * *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(24)CANOPY SIZE: * *Wall No_Of Ext--Bay_Id -- --- Extension—Size--- Edge—Extend *Id Extend Id Start End Height Width Slope Left Right 1 0 2 0 3 0 4 0 *(25)CANOPY PURLINS: * *Ext Purlin OS_Flg IS_Flg Set Set_Lap Max_UnBr Peak Max Set *Id Type Brace Brace Depth Ext Int Length Space Space Space *(26)CANOPY PANELS: * *Ext Panel Panel Standing *Id Type Gage Seam *(27)BASE ELEVATION: * Sidewalls * Front Back 181.50 181.50 *----------------- * < DESIGN LOADS > *----------------- * *(28)BASIC LOADS: t 03/09/2000 RoofDes.out * 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 19.9 1.00 .00 7.000 .3788 ' *(29)WIND PRESSURE/SUCTION: (psf ) * Deflection * Wind Wind Wind Wind Wind * Press Suct Suct-R Press Suct 0.0 -19.9 0.0 -55.6 0.0 -55.6 0.0 -55.6 0.0 -55.6 0.0 -25.8 0.0 -55.6 15.9 -9.9 0.0 -19.9 0.0 -55.6 0.0 -55.6 0.0 -55.6 0.0 -55.6 0.0 -25.8 0.0 -55.6 -13.9 15.9 -9.9 Purlins Gable Extension B_SW Eave Extension F_SW Eave Extension Canopies Panels Canopy Panels Bracing *(30)PURLIN DESIGN LOADS: * * Surf No Des Load Live/ Wind Wind Aux Load * Id Loads Id Dead Collat Snow Press Suct Id Coef 2 2 1 1.00 1.00 1.00 .00 .00 0 .00 2 1.00 .00 .00 .00 1.00 0 .00 3 2 1 1.00 1.00 1.00 .00 .00 0 .00 2 1.00 .00 .00 .00 1.00 0 .00 *(31)PURLIN DESIGN LOADS: Deflection * * Surf No Des Load Live/ Wind Wind Aux Load * Id Loads Id Dead Collat Snow Press Suct Id Coef 2 0 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 *(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) * Page 4 03/09/2000 RootDes.out Page 5 *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 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Bypass Purlin Design Report 3/ 8/ 0 4:42pm ---------------------------- DESIGN RUN # 1 ; SURFACE # 2 (Edge Strip Zone= 7.00) ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) Left No. No. Unit Id Id Size (ft) Left Right Space Rows Brace Weight --- ---- 1 -------- 8x30Zl2 ------ 2.00 ----- ----- ----- 4.22 ---- 3 ----- 0 ------ 10.8 1 2 8x30Z12 25.00 5 1.88 4.22 3 0 145.1 2 3 8x30Zl6 20.00 1.88 0.88 4.22 3 0 72.3 3 4 8x30Zl6 20.00 0.88 0.88 4.22 3 0 69.2 4 5 8x30Zl6 20.00 0.88 `0.88 4.22 3 0 69.2 5 6 8x30Zl6 20.00 0.88 0.88 4.22 3 0 69.2 6 7 8x30Zl6 20.00 0.88 0.88 4.22 3 0 69.2 7 8 8x30Z16 20.00 0.88 1.88 4.22 3 0 72.3 8 9 8x30Zl6 20.00 1.88 4.22 3 0 69.6 10 8x30Z16 2.00 4.22 3 0 6.4 Total (lb) = Total Weight 32.4 435.4 217.0 207.5 207.5 207.5 207.5 217.0 208.7 19.1 1959.6 Purlin DL=. 0.•92 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: -------MOMENT(f-k )------- --------SHEAR(k )-------- Left Span Left Left Right Right Id Sup Lap Lap Sup 1 0.00 -5.53 -0.21 2 1.11 -1.02 -1.37 -1.57 3 1.22 1.02 -0.83 -0.92 4 1.03 0.94 -1.02 -1.11 5 1.08 0.99 -0.96 -1.06 6 1.06 0.97 -0.98 -1.08 7 1.09 0.99 -0.96 -1.05 8 1.01 0.92 -0.93 -1.13 9 1.28 1.08 -0.86 -------MOMENT(f-k )------- Left Left Mid -Span Sup Lap Mom Loc 0.00 0.00 0.00 0.21 -5.53 10.36 5.93 3.83 -1.02 11.40 2.94 2.08 -2.02 9.63 3.74 2.83 -1.73 10.11 3.50 2.62 -1.78 9.94 3.64 2.73 -1.87 10.15 3.32 2.48 -1.47 9.47 4.47 2.25 -3.22 11.99 Right Lap 3.18 2.18 2.81 2.62 2.74 2.44 2.54 Right Sup 0.21 5.93 2.94 3.74 3.50 3.64 3.32 4.47 0.21 03/09/2000 RoofDes.out Page 6 10 0.21 0.00 0.21 0.00 2.00 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 -0.21 11.52 ---- 0.02 --- RS ------ 0.21 ----- 8.22 ---- 0.03 --- RS ---- 0.00 ------ 0.31 ----- 2 RL -1.37 11.52 0.12 MS 5.53 8.22 0.67 RS 0.21 -1.08 1.25 3 LL 1.02 2.41 0.42 LL 3.83 4.21 0.91 LL 0.90 -0.01 1.00 4 RL -1.02 2.41 0.42 RL 2.81 4.21 0.67 RL 0.51 -0.34 1.00 5 LL 0.99 2.41 0.41 LL 2.83 4.21 0.67 LL 0.52 -0.25 1.00 6 RL -0.98 2.41 0.41 RL 2.74 4.21 0.65 RL 0.49 -0.26 1.00 7 LL 0.99 2.41 0.41 LL 2.73 4.21 0.65 LL 0.49 -0.29 1.00 ; 8 RL -0.93 2.41 0.38 RL 2.54 4.21 0.60 RL 0.42 -0.17 1.00-' 9 LL 1.08 2.41 0.45 MS 3.22 4.21 0.76 LL 0.36 -0.63 1.00 10 LS 0.21 2.41 0.09 LS 0.21 4.21 0.05 LS 0.01 0.23 LAP BOLT SHEAR: WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 ----- ---- ---- ---- ---- Left 0:30 0.28 0..27 0.26 Right 0.77 0.70 0.62 0.56 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- Span Left Left Right Right Id Sup Lap Lap Sup ---- ----- ----- ----- ----- 1 0.00 0.20 2 -1.05 1.29 1.48 3 -1.15 -0.96 0.78 0.87 4 -0.97 -0.89 0.96 1.05 5 -1.02 -0.93 0.91 1.00 6 -1.01 -0.92 0.93 1.02 7 -1.03 -0.94 0.91 1.00 8 -0.96 -0.87 0.88 1.07 -------MOMENT(f-k )------- LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- 2 ---- ----- 0.99 ---- ----- 0.51 3 0.59 0.84 0.40 0.57 4 0.84 1.07 0.57 0.73 5 1.07 1.00 0.73 0.68 6 1.00 1.04 0.68 0.71 7 1.04 0.95 0.71 0.64 8 0.95 0.60 0.64 0.40 9 0.60 -2.59 0.40 -3.45 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 ----- ---- ---- ---- ---- Left 0:30 0.28 0..27 0.26 Right 0.77 0.70 0.62 0.56 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- Span Left Left Right Right Id Sup Lap Lap Sup ---- ----- ----- ----- ----- 1 0.00 0.20 2 -1.05 1.29 1.48 3 -1.15 -0.96 0.78 0.87 4 -0.97 -0.89 0.96 1.05 5 -1.02 -0.93 0.91 1.00 6 -1.01 -0.92 0.93 1.02 7 -1.03 -0.94 0.91 1.00 8 -0.96 -0.87 0.88 1.07 -------MOMENT(f-k )------- Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 0.00 0.00 -0.20 -0.20 5.23 10.36 -3.01 -5.61 -5.61 -3.63 0.96 11.40 -2.06 -2.78 -2.78 -1.97 1.91 9.63 -2.66 -3.54 -3.54 -2.68 1.64 10.11 -2.48 -3.32 -3.32 -2.47 1.68 9.94 -2.59 -3.45 -3.45 -2.59 1.77 10.15 -2.31 -3.14 -3.14 -2.34 1.39 9.47 -2.40 -4.23 0 03/09/2000 RoofDes.out Page 7 9 -1.21 -1.02 10 -0.20 STRENGTH/DEFLECTION: 0.81 -4.23 -2.13 3.05 11.99 0.00 -0.20 0.00 2.00 Span ------SHEAR(k )------ BOLT -----MOMENT(f=k )---- RATIO Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 1 --- RS ------ 0.20 ----- 15.36 ---- 0.01 --- RS ------ 0.20 ----- 10.96 ---- 0.02 --- RS ---- 0.00 2 RL 1.29 15.36 0.08 MS 5.23 7.67 0.68 RS 0.11 3 LL -0.96 3.21 0.30 LL 3.63 5.62 0.65 LL 0.45 4 RL 0.96 3.21 0.30 RL 2.66 5.62 0.47 RL 0.26 5 LL -0.93 3.21 0.29 LL 2.68 5.62 0.48 LL 0.26 6 RL 0.93 3.21 0.29 RL 2.59 5.62 0.46 RL 0.25 7 LL -0.94 3.21 0.29 LL 2.59 5.62 0.46 LL 0.25 8 RL 0.88 3.21 0.27 RL 2.40 5.62 0.43 RL 0.21 9 LL -1.02 3.21 0.32 MS 3.05 3.93 0.77 LL 0.18 10 LS -0.20 3.21 0.06 LS 0.20 5.62 0.04 LS 0.01 LAP BOLT SHEAR: ------------------------------------------------- -------------------------------------------------- 1751-A Bypass Purlin Design Report ------------------------------------------------- ------------------------------------------------- ---------------------------- DESIGN RUN #:1 SURFACE #.2 PURLIN LAYOUT: -0.20 0.00 DEFLECTION(in) Calc Allow -0.35 1.25 1.25 0.01 1.00 0.39 1.00 0.29 1.00 0.31 1.00 0.34 1.00--* 0.20 1.00 0.73 1.00 -0.27 ------------------------ ------------------------ 3/ 8/ 0 4:42pm ------------------------ ------------------------ Bay LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- 2 ---- ----- 0.94 ---- ----- 0.36 3 0.56 0.79 0.28 0.40 4 0.79 1.01 0.40 0.52 5 1.01 0.95 0.52 0.48 6 0.95 0.98 0.48 0.50 7 0.98 0.90 0.50 0.46 8 0.90 0.56 0.46 0.29 9 0.56 4 0.29 20.00 ------------------------------------------------- -------------------------------------------------- 1751-A Bypass Purlin Design Report ------------------------------------------------- ------------------------------------------------- ---------------------------- DESIGN RUN #:1 SURFACE #.2 PURLIN LAYOUT: -0.20 0.00 DEFLECTION(in) Calc Allow -0.35 1.25 1.25 0.01 1.00 0.39 1.00 0.29 1.00 0.31 1.00 0.34 1.00--* 0.20 1.00 0.73 1.00 -0.27 ------------------------ ------------------------ 3/ 8/ 0 4:42pm ------------------------ ------------------------ Bay Span Purlin Span Lap_Dist(ft) No. No. Unit Id Id Size (ft) Left Right Space Rows Brace Weight 1 8x30Z12 2.00 4.25 6 0 10.8 1 2 8x30Z12 25.00 1.88 4.25 6 0 145.1 2 3 8x30Z16 20.00 1.88 0.88 4.25 6 0 72.3 3 4 8x30Z16 20.00 0.88 0.88 4.25 6 0 69.2 4 5 8x30Z16 20.00 0.88 0.88 4.25 6 0 69.2 5 6 8x30Z16 20.00 0.88 0.88 4.25 6 0 69.2 6 7 8x30Z16 20.00 0.88 0.88 4.25 6 0 69.2 7 8 8x30Z16 20.00 0.88 1.88 4.25 6 0 72.3 8 9 8x30Z16 20.00 1.88 4.25 6 0 69.6 10 8x30Z16 2.00 4.25 6 0 6.4 Total (lb)= Total Weight 64.8 870.8 434.1 415.0 415.0 415.0 415.0 434.1 417.4 38.2 3919.2 Purlin DL= 0.91 (psf ) 0 03/09/2000 RootDes.out Page 8 LOAD COMBINATION # 1 : DL+CO+LL -------------------------------------------------- PURLIN ANALYSIS: Span Id 1 2 3 4 5 6 7 8 9 10 --------SHEAR(k Left Left Right Right Sup ----- Lap ----- Lap ----- Sup ----- 0.00 Loc ----- 0.00 -0.22 1.12 ----- 0.00 -1.37 -1.58 1.23 1.03 -0.83 -0.93 1.04 0.94 -1.02 -1.12 1.09 0.99 -0.97 -1.07 1.07 0.98 -0.99 -1.08 1.09 1.00 -0.97 -1.06 1.02 0.93 -0.93 -1.13 1.29 1.09 4.50 -0.86 0.22 11.99 0.22 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 0.22 UC -5.57 10.36 5.97 3.86 -1.03 11.40 2.96 2.09 -2.03 9.63 3.76 2.85 -1.74 10.11 3.53 2.63 -1.79 9.94 3.67 2.75 -1.88 10.15 3.34 2.49 -1.48 9.47 4.50 2.26 -3.24 11.99 0.22 LL 0.00 2.00 Right Lap 3.20 2.19 2.83 2.64 2.76 2.46 2.56 Right Sup 0.22 5.97 2.96 3.76 3.53 3.67 3.34 4.50 0.22 0.00 Span ------SHEAR(k )------ ( 0.5in A307 ) -----MOMENT(f-k )---- Left Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RS ------ -0.22 ----- 11.52 ---- 0.02 --- RS ------ 0.22 ----- 8.22 ---- 0.03 --- RS ---- 0.00 ------ 0.31 ----- 2 RL -1.37 11.52 0.12 MS 5.57 8.22 0.68 RS 0.22 -1.09 1.25 3 LL 1.03 2.41 0.43 LL 3.86 4.21 0.92 LL 0.91 -0.01 1.00 4 RL, -1.02 2.41 0.42 RL 2.83 4.21 0.67 RL 0.52 -0.34 1.00 5 LL 0.99 2.41 0.41 LL 2.85 4.21 0.68 LL 0.52 -0.25 1.00 6 RL -0.99 2.41 0.41 RL 2.76 4.21 0.65 RL 0.49 -0.27 1.00 7 LL 1.00 2.41 0.41 LL 2.75 4.21 0.65 LL 0.49 -0.29 1.00 8 RL -0.93 2.41 0.39 RL 2.56 4.21 0.61 RL 0.43 -0.17 1.00 9 LL 1.09 2.41 0.45 MS 3.24 4.21 0.77 LL 0.31 -0.64 1.00 10 LS 0.22 2.41 0.09 LS 0.22 4.21 0.05 LS 0.01 0.23 ...LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- 2 ---- ----- 1.00 ---- ----- 0.51 3 0.59 0.85 0.40 0.57 4 0.85 1.08 0.57 0.73 5 1.08 1.01 0.73 0.68 6 1.01 1.05 0.68 0.71 7 1.05 0.96 0.71 0.65 8 0.96 0.60 0.65 0.41 9 0.60 0.41 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 ----- ---- ---- ---- ---- Left 0.30 0.29 0.27 0.26 I 03/09/2000 RoofDes.out Right 0.77 0.71 0.63 0.57 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- I PURLIN ANALYSIS: Span Id 1 2 3 4 5 6 7 8 9 10 --------SHEAR(k )-------- Left Left Right Right Sup Lap Lap Sup ----- ----- ----- ----- 0.00 0.15 -0.93 0.98 1.12 -0.85 -0.71 0.56 0.63 -0.71 -0.64 0.71 0.77 -0.75 -0.68 0.67 0.73 -0.73 -0.67 0.68 0.75 -0.75 -0.69 0.66 0.73 -0.69 -0.62 0.65 0.79 -0.93 -0.79 0.75 -0.15 0.00 STRENGTH/DEFLECTION: Span------SHEAR(k )------ Id Loc Calc Allow UC 1 RS 0.15 15.36 0.01 2 RL 0.98 15.36 0.06 3 LL -0.71 3.21 0.22 4 RL 0.71 3.21 0.22 5 LL -0.68 3.21 0.21 6 RL 0.68 3.21 0.21 7 LL -0.69 3.21 0.21 8 RL 0.65 3.21 0.20 9 LL -0.79 3.21 0.25 10 LS -0.15 3.21 0.05 LAP BOLT SHEAR: -------MOMENT(f-k )------- LAP Left Left Mid -Span Allow Sup Lap Mom Loc ----- 0.00 ----- ----- 0.00 ----- 0.00 -0.15 MS 4.16 10.18 -4.26 -2.79 0.66 11.53 -1.99 -1.40 1.41 9.59 -2.60 -1.97 1.19 10.12 -2.42 -1.80 1.22 9.92 -2.53 -1.90 1.31 10.19 -2.25 -1.68 0.96 9.32 -3.26 -1.65 2.58 12.23 -0.15 5.62 0.00 2.00 -----MOMENT(f-k )---- LAP Mom+Shr Loc Calc Allow UC Loc UC --- RS ------ 0.15 ----- 10.96 ---- 0.01 --- RS ---- 0.00 MS 4.16 7.67 0.54 RS 0.06 LL 2.79 5.62 0.50 LL 0.27 RL 1.95 5.62 0.35 RL 0.14 LL 1.97 5.62 0.35 LL 0.14 RL 1.91 5.62 0.34 RL 0.13 LL 1.90 5.62 0.34 LL 0.13 RL 1.91 5.62 0.34 RL 0.13 MS 2.58 3.93 0.66 LL 0.11 LS 0.15 5.62 0.03 LS 0.00 Right Lap -2.30 -1.47 -1.95 -1.81 -1.91 -1.64 -1.91 Right Sup -0.15 -4.26 -1.99 -2.60 -2.42 -2.53 -2.25 -3.26 -0.15 0.00 DEFLECTION(in) Calc Allow -0.30 1.02 1.25 -0.01 1.00 0.30 1.00 0.22 1.00 0.23 1.00 0.26 1.00 0.13 1.00 0.63 1.00 -0.24 ---------------------------- DESIGN RUN # 2 ; SURFACE # 3 Page 9 LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- 2 ---- ----- 0.71 ---- ----- 0.27 3 0.42 0.57 0.22 0.29 4 0.57 0.74 0.29 0.38 5 0.74 0.69 0.38 0.35 6 0.69 0.72 0.35 0.37 7 0.72 0.64 0.37 0.33 8 0.64 0.43 0.33 0.22 9 0.43 0.22 1751-A Bypass Purlin Design Report 3/ 8/ 0 4:42pm ---------------------------- DESIGN RUN # 2 ; SURFACE # 3 Page 9 03/09/2000 RoolDes.out PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) Lap ----- No. No. Unit Id Id Size (ft) Left Right Space Rows Brace Weight --- ---- 1 -------- 8x30Z12 ----- 2.00 ----- ----- ----- 4.25 ---- 6 ----- 0 ------ 10.8 1 2 8x30Z12 25.00 1.00 1.88 4.25 6 0 145.1 2 3 8x30Z16 20.00 1.88 0.88 4.25 6 0 72.3 3 4 8x30Zl6 20.00 0.88 0.88 4.25 6 0 69.2 4 5 8x30Z16 20.00 0.88 0.88 4.25 6 0 69.2 5 6 8x30Z16 20.00 0.88 0.88 4.25 6 0 69.2 6 7 8x30Z16 20.00 0.88 0.88 4.25 6 0 69.2 7 8 8x30Zl6 20.00 0.88 1.88 4.25 6 0 72.3 8 9 8x30Z16 20.00 1.88 2.75 4.25 6 0 69.6 -0.29 10 8x30Z16 2.00 -0.93 2.41 4.25 6 0 6.4 Total (lb)= Total Weight 64.8 870.8 434.1 415.0 415.0 415.0 415.0 434.1 -' 417.4 38.2 QVIR Purlin DL= 0.91 (psf ) LOAD COMBINATION # 1 : DL+CO+LL -----------------------------------•--------------- PURLIN ANALYSIS: Span Id 1 2 3 4 5 6 7 8 9 10 --------SHEAR(k Left Left Right Right Sup ----- Lap ----- Lap ----- Sup ----- 0.00 Loc ----- 0.00 -0.22 1.12 0.00 -1.37 -1.58 1.23 1.03 -0.83 -0.93 1.04 0.94 -1.02 -1:12 1.09 0.99 -0.97 -1.07 1.07 0.98 -0.99 -1.08 1.09 1.00 -0.97 -1.06 .1.02 0.93 -0.93 -1.13 1.29 1.09 4.50 ' -0.86 0.22 11.99 0.22 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 0.22 UC -5.57 10.36 5.97 3.86 -1.03 11.40 2.96 2.09 -2.03 9.63 3.76 2.85 -1.74 10.11 3.53 2.63 -1.79 9.94 3.67 2.75 -1.88 10.15 3.34 2..'4 9. -1.48 9.47 4.50 ' 2.26 -3.24 11.99 0.22 LL 0.00 2.00 Right Lap 3.20 2.19 2.83 2.64 2.76 2.46 2.56 Right Sup 0.22 5.97 2.96 3.76 3.53 3.67 3.34 .4.5.0 0.22 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RS ------ -0.22 ----- 11.52 ---- 0.02 --- RS ------ 0.22 ----- 8.22 ---- 0.03 --- RS ---- 0.00 ------ 0.31 ----- 2 RL -1.37 11.52 0.12 MS 5.57 8.22 0.68 RS 0.22 -1.09 1.25 3 LL 1.03 2.41 0.43 LL 3.86 4.21 0.92 LL 0.91 -0.01 1.00 4 RL -1.02 2.41 0.42 RL 2.83 4.21 0.67 RL 0.52 -0.34 1.00 5 LL 0.99 2.41 0.41 LL 2.85 4.21 0.68 LL 0.52 -0.25 1.00 6 RL -0.99 2.41 0.41 RL 2.76 4.21 0.65 RL 0.49 -0.27 1.00 7 LL 1.00 2.41 0.41 LL 2.75 4.21 0.65 LL 0.49 -0.29 1.00 8 RL -0.93 2.41 0.39 RL 2.56 4.21 0.61 RL 0.43 -0.17 1.00 9 LL 1.09 2.41 0.45 MS 3.24 4.21 0.77 LL 0.37 -0.64 1.00 10 LS 0.22 2.41 0.09 LS 0.22 4.21 0.05 LS 0.01 0.23 LAP BOLT SHEAR: Page 10 0 03/09/2000 RoolDes.out Page 11 Span Id 2 3 4 5 6 7 8 9 LAP BOLT SHEAR RATIO SHEAR(k ) ( 0.5in A307 ) Left Right Left Right ---- ----- 1.00 ---- ----- 0.51 0.59 0.85 0.40 0.57 0.85 1.08 0.57 0.73 1.08 1.01 0.73 0.68 1.01 1.05 0.68 0.71 1.05 0.96 0.71 0.65 0.96 0.60 0.65 0.41 0.60 =1.68 0.41 5.32- WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 ----- ---- ---- ---- ---- Left 0.30 0.29 0.27 0.26 Right 0.77 0.71 0.63 0.57 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: Span Id 1 2 3 4 5 6 7 8 9 10 --------SHEAR(k )-------- Left Left Right Right Sup Lap Lap Sup ----- ----- ----- ----- 0.00 0.15 -0.93 0.98 1.12 -0.85 -0.71 0.56 0.63 -0.71 -0.64 0.71 0.77 -0.75 -0.68 0.67 0.73 -0.73 -0.67 0.68 0.75 -0.75 -0.69 .0.66. 0.73 -0.69 -0.62 0.65 0.79 -0.93 -0.79 0.75 -0.15 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 -0.15 UC 4.16 10.18 -4.26 -2.79 0.66 11.53 -1.99 -1.40 1.41 9.59 -2.60 -1.97 1.19 10.12 -2.42 -1.80 1.22 9.92 -2.53 -1.90 1:.31 •10.19 -2.25 =1.68 0.96 5.32- -3.26 -1.65 2.58 12.23 -0.15 LL 0.00 2.00 Right Lap -2.30 -1.47 -1.95 -1.81 -1.91 -1.64 -1.91 Right Sup -0.15 -4.26 -1.99 -2.60 -2.42 -2.53 -2.25 -'3.26 -0.15 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RS ------ 0.15 ----- 15.36 ---- 0.01 --- RS ------ 0.15 ----- 10.96 ---- 0.01 --- RS ---- 0.00 ------ -0.30 ----- 2 RL 0.98 15.36 0.06 MS 4.16 7.67 0.54 RS 0.06 1.02 1.25 3 LL -0.71 3.21 0.22 LL 2.79 5.62 0.50 LL 0.27 -0.01 1.00 4 RL 0.71 3.21 0.22 RL 1.95 5.62 0.35 RL 0.14 0.30 1.00 5 LL -0.68 3.21 0.21 LL 1.97 5.62 0.35 LL 0.14 0.22 1.00 6 RL 0.68 3.21 0.21 RL 1.91 5.62 0.34 RL 0.13 0.23 1.00 7 LL -0.69 3.21 0.21 LL 1.90 5.62 0.34 LL 0.13 0.26 1.00 8 RL 0.65 3.21'0.20 RL 1.91 5.62 0.34 RL 0.13 0.13 1.00 9 LL -0.79 3.21 0.25 MS 2.58 3.93 0.66 LL 0.11 0.63 1.00 10 LS -0.15 3.21 0.05 LS 0.15 5.62 0.03 LS 0.00 -0.24 03/09/2000 Roofl)es.out Page 12 LAP BOLT SHEAR: 1751-A Bypass Purlin Design Report ------------------------------------------------- ------------------------------------------------- ---------------------------- DESIGN RUN # 2 ; SURFACE # 3 (Edge Strip Zone= 7.00) ---------------------------- PURLIN LAYOUT: Bay LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id ---- Left ---- Right ----- Left ---- Right ----- 2 Space ----- 0.71 Brace ----- 0.27 3 0.42 0.57 0.22 0.29 4 0.57 0.74 0.29 0.38 5 0.74 0.69 0.38 0.35 6 0.69 0.72 0.35 0.37 7 0.72 0.64 0.37 0.33 8 0.64 0.43 0.33 0.22 9 0.43 .4.22 0.22 0 1751-A Bypass Purlin Design Report ------------------------------------------------- ------------------------------------------------- ---------------------------- DESIGN RUN # 2 ; SURFACE # 3 (Edge Strip Zone= 7.00) ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap_Dist(ft) Left No. No. Id --- Id ---- Size -------- (ft) ----- Left ----- Right ----- Space ----- Rows ---- Brace ----- -0.21 1 8x30Zl2 2.00 -1.37 -1.57 4.22 3 0 1 2 8x30Zl2 25.00 0.94 1.88 4.22 3 0 2 3 8x30Zl6 20.00 1.88 0.88 4.22 3 0 3 4 8x30Zl6 20.00 0.88 0.88 .4.22 3 0 4 5 8x30Zl6 20.00 0.88 0.88 4.22 3 0 5 6 8x30Z16 20.00 0.88 0.88 4.22 3 0 6 7 8x30Z16 20.00 0.88 0.88 4.22 3 0 7 8 8x30Zl6 20.00 0.88 1.88 4.22 3 0 8 9 8x30Z16 20.00 1.88 4.22 3 0 10 8x30Z16 2.00 4.22 3 0 3/ 8/ 0 4:42pm --------------- --------------- Unit Weight 10.8 145.1 72.3 69.2 69.2 69.2 69.2 72.3 69.6 6.4 Total(lb)=- Total Weight 32.4 435.4 217.0 207.5 207.5 207.5 207.5 217.0 208.7 19.1 1959.6 Purlin DL= 0.92 (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 -0.21 2 1.11 -1.37 -1.57 3 1.22 1.02 -0.83 -0.92 4 1.03 0.94 -1.02 -1.11 5 1.08 0.99 -0.96 -1.06 6 1.06 0.97 -0.98 -1.08 7 1.09 0.99 -0.96 -1.05 -------MOMENT(f-k )------- Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 0.00 0.00 0.21 0.21 -5.53 10.36 3.18 5.93 5.93 3.83 -1.02 11.40 2.18 2.94 2.94 2.08 -2.02 9.63 2.81 3.74 3.74 2.83 -1.73 10.11 2.62 3.50 3.50 2.62 -1.78 9.94 2.74 3.64 3.64 2.73 -1.87 10.15 2.44 3.32 03/09/2000 RoolDes.out Page 13 8 1.01 .9 1.28 10 0.21 0.92 -0.93 -1.13 3.32 1.08 -0.86 4.47 0.00 0.21 STRENGTH/DEFLECTION: 2.48 -1.47 9.47 2.25 -3.22 11.99 0.00 2.00 Span ------SHEAR(k )------ BOLT -----MOMENT(f-k )---- RATIO Mom+Shr Id ---- Loc --- Calc ------ Allow ----- UC ---- Loc --- Calc Allow UC Loc UC 1 RS -0.21 11.52 0.02 RS ------ 0.21 ----- 8.22 ---- 0.03 --- RS ---- 0.00 2 RL -1.37 11.52 0.12 MS 5.53 8.22 0.67 RS 0.21 3 LL 1.02 2.41 0.42 LL 3.83 4.21 0.91 LL 0.90 4 RL -1.02 2.41 0.42 RL 2.81 4.21 0.67 RL 0.51 5 LL 0.99 2.41 0.41 LL 2.83 4.21 0.67 LL 0.52 6 RL -0.98 2.41 0.41 RL 2.74 4.21 0.65 RL 0.49 7 LL 0.99 2.41 0.41 LL 2.73 4.21 0.65 LL 0.49 8 RL -0.93 2.41 0.38 RL 2.54 4.21 0.60 RL 0.42 9 LL 1.08 2.41 0.45 MS 3.22 4.21 0.76 LL 0.36 10 LS 0.21 2.41 0.09 LS 0.21 4.21 0.05 LS 0.01 LAP BOLT SHEAR: WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width'(in) End 3 4 5 6 Left 0.30 0.28 0.27 0.26 Right 0.77 0.70 0.62 0.56 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- Span Left Left Right Right Id Sup Lap Lap Sup ---- ----- ----- ----- ----- 1 0.00 0.20 2 -1.05 1.29 1.48 3 -1.15 -0.96 0.78 0.87 4 -0.97 -0.89 0.96 1.05 5 -1.02 -0.93 0.91 1.00 6 -1.01 -0.92 0.93 1.02 2.54 4.47 0.21 0.00 DEFLECTION(in) Calc Allow 0.31 -1.08 1.25 -0.01 1.00 -0.34 1.00 -0.25 1.00 -0.26 1.00 1 -0.29 1.00 -0.17 1.00 -0.63 1.00 0.23 -------MOMENT(f-k )------- LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id ---- Left ---- Right ----- Left ---- Right ----- 2 Lap ----- 0.99 0.00 0.51 3 0.59 0.84 0.40 0.57 4 0.84 1.07 0.57 0.73 5 1.07 1.00 0.73 0.68 6 1.00 1.04 0.68 0.71 7 1.04 0.95 0.71 0.64 8 0.95 0.60 0.64 0.40 9 0.60 -2.59 0.40 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width'(in) End 3 4 5 6 Left 0.30 0.28 0.27 0.26 Right 0.77 0.70 0.62 0.56 LOAD COMBINATION # 2 : DL+WS -------------------------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- Span Left Left Right Right Id Sup Lap Lap Sup ---- ----- ----- ----- ----- 1 0.00 0.20 2 -1.05 1.29 1.48 3 -1.15 -0.96 0.78 0.87 4 -0.97 -0.89 0.96 1.05 5 -1.02 -0.93 0.91 1.00 6 -1.01 -0.92 0.93 1.02 2.54 4.47 0.21 0.00 DEFLECTION(in) Calc Allow 0.31 -1.08 1.25 -0.01 1.00 -0.34 1.00 -0.25 1.00 -0.26 1.00 1 -0.29 1.00 -0.17 1.00 -0.63 1.00 0.23 -------MOMENT(f-k )------- Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 0.00 0.00 -0.20 -0.20 5.23 10.36 -3.01 -5.61 -5.61 -3.63 0.96 11.40 -2.06 -2.78 -2.78 -1.97 1.91 9.63 -2.66 -3.54 -3.54 -2.68 1.64 10.11 -2.48 -3.32 -3.32 -2.47 1.68 9.94 -2.59 -3.45 I 03/09/2000 RoofDes.out Page 14 7 -1.03 -0.94 0.91 1.00 -3.45 -2.59 1.77 10.15 -2.31 -3.14 8 -0.96 -0.87 0.88 1.07 -3.14 -2.34 1.39 9.47 -2.40 -4.23 9 -1.21 -1.02 0.81 -4.23 -2.13 3.05 11.99 -0.20 10 -0.20 0.00 -0.20 0.00 2.00 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------, SHEAR RATIO -----MOMENT(f-k )---- SHEAR(k ) Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 1 --- RS ------ 0.20 ----- 15.36 ---- 0.01 --- RS ------ 0.20 ----- 10.96 ---- 0.02 --- RS ---- 0.00 2 RL 1.29 15.36 0.08 MS 5.23 7.67 0.68 RS 0.11 3 LL -0.96 3.21 0.30 LL 3.63 5.62 0.65 LL 0.45 4 RL 0.96 3.21 0.30 RL 2.66 5.62 0.47 RL 0.26 5 LL -0.93 3.21 0.29 LL 2.68 5.62 0.48 LL 0.26 6 RL 0.93 3.21 0.29 RL 2.59 5.62 0.46 RL 0.25 7 LL -0.94 3.21 0.29 LL 2.59 5.62 0.46 LL 0.25 8 RL 0.88 3.21 0.27 RL 2.40 5.62 0.43 RL 0.21 9 LL -1.02 3.21 0.32 MS 3.05 3.93 0.77 LL 0.18 10 LS -0.20 3.21 0.06 LS 0.20 5.62 0.04 LS 0.01 LAP BOLT SHEAR: DEFLECTION(in) Calc Allow -0.35 1.25 1.25 0.01 1.00 0.39 1.00 0.29 1.00% 0.31 1.00 0.34 1.00 0.20 1.00 0.73 1.00 -0.27 PANEL DATA: Panel:'Type = HR Gage = 26.00 ; Yield = 80.0 MOMENTS & DEFLECTIONS: LAP BOLT SHEAR RATIO Span SHEAR(k ) ( 0.5in A307 ) Id Left Right Left Right ---- 2 ---- ----- 0.94 ---- ----- 0.36 3 0.56 0.79 0.28 0.40 4 0.79 1.01 0.40 0.52 5 1.01 0.95 0.52 0.48 6 0.95 0.98 0.48 0.50 7 0.98 0.90 0.50 0.46 8 0.90 0.56 0.46 0.29 9 0.56 0.29 ---=------------------------------------------------------------=------------- ------------------------------------------------------------------------------ 1751-A -------------------------------------------=---------------------------------- ------------------------------------------------------------------------------ ----- -31.1 Roof Panel Report 3/ 8/ 0 4:42pm 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 ------ 4.250 ----- D+L ----- 43.2 ----- 105.6 ----- 0.41 ----- -31.1 ----- 123.6 ----- 0.25 ----- -0.06 ----- 0.425 ----- 0.14 D+WP 4.8 140.8 0.03 -3.5 164.8 0.02 0.00 0.567 0.00 D+WS -45.0 164.8 0.27 32.4 140.8 0.23 0.08 0.567 0.14 3 4.250 D+L 43.2 105.6 0.41 -31.1 123.6 0.25 -0.06 0.425 0.14 D+WP 4.8 140.8 0.03 -3.5 164.8 0.02 0.00 0.567 0.00 D+WS -45.0 164.8 0.27 32.4 140.8 0.23 0.08 0.567 0.14 03/09/2000 Bay Level =--==-Diag_Brace----- Diag_Force(k j Brace _Tension(k ) RoolDes.out Id Height Type Page 15 -------------------------------------------------=---------------------------- ------------------------------------------------------------------------------ 1751-A Wind Seismic Roof Diagonal Bracing Report --- 3/ 8/ 0 4:42pm -------- ------ ------- ------ ------ 2 2 50.00 R 0.875 ROD875 15.06 9.23 15.06 15.20 2 3 50.00 R 0.875 ROD875 r L4 Panel Shear (Allow) 0.0 6 50.00 R 0.875 ROD875 15.06 C, Panel Shear (Calc ) = 92.5 50.00 R 0.875 ROD875 15.06 9.23 15.06 Bay Brace 2 ------ Diag_Brace----- Diag_ Force( k ) race_Tension(k ) 15.06 Id Start -Loc. End Type Size Part Wind Seismic Calc Allow 9.23 2 0.00 23.33 R 0.625 ROD625 6.02 3.11 6.02 7.87 15.06 15.20 23.33 35.00 R 0.500 ROD500 0.00 0.00 0.00 4.93 15.20 1 35.00 46.67 R 0.500 ROD500 0.00 0.00 0.00 4.93 ; I Wall Bay 46.67 70.00 R 0.625 R00625 6.02 3.11 6.02 7.87- Id 3 0.00 23.33 R 0.625 ROD625 6.02 3.11 6.02 7.87 i 23.33 35.00 R 0.500 ROD500 0.00 0.00 0.00 4.93 .81 13.89 35.00 46.67 R 0.500 ROD500 0.00 0.00 0.00 4.93 13.89 3.56 46.67 70.00 R 0.625 ROD625 6.02 3.11 6.02 7.87 -3.56 6 0.00 23.33 R 0.625 ROD625 6.02 3.11 6.02 7.87 8.52 23.33 35.00 R 0.500 ROD500 0.00 0.00 0.00 4.93 j 35.00 46.67 R 0.500 ROD500 0.00 0.00 0.00 4.93 46.67 70.00 R 0.625 ROD625 6.02 3.11. 6.02 7.87 7 0.00 23.33 R 0.625 ROD625 6.02 3.11 6.02 7.87 23.33 35.00 R 0.500 ROD500 0.00 0.00 0.00 4.93 35.00 46.67 R 0.500 ROD500 0.00 0.00 0.00 4.93 46.67 70.00 R 0.625 ROD625 6.02 3.11 6.02 7.87 2751-A Sidewall Diagonal Bracing Report 3/ 8/ 0 4:42pm Panel Shear (Allow) = 75.0 Panel Shear (Calc ) =750.0 (Wall 2) Panel Shear (Calc ) =750.0 (Wall 4) Bay Level =--==-Diag_Brace----- Diag_Force(k j Brace _Tension(k ) i'Wall' i Id Id Height Type Size Part Wind Seismic Calc Allow ---- --- ------ ---- ------ -------- ------ ------- ------ ------ 2 2 50.00 R 0.875 ROD875 15.06 9.23 15.06 15.20 2 3 50.00 R 0.875 ROD875 15.06 9.23 15.06 15.20 2 6 50.00 R 0.875 ROD875 15.06 9.23 15.06 15.20 2 7 50.00 R 0.875 ROD875 15.06 9.23 15.06 15.20 4 2 50.00 R 0.875 ROD875 15.06 9.23 15.06 15.20 4 3 50.00 R 0.875 ROD875 15.06 9.23 15.06 15.20 ' 4 6 50.00 R 0.875 ROD875 15.06 9.23 15.06 15.20 4 7 50.00 R 0.875 ROD875 15.06 9.23 15.06 15.20 1 I Wall Bay Col Wind Seismic `\ Id Id Id Horz -Max Vert(+/-) Horz -Max Vert -) 2 .81 13.89 -3.56 8.52 2 2 3 5.81 13.89 3.56 8.52 2 3 3 -5.81 13.89 -3.56 8.52 2 3 4 5.81 13.89 3.56 8.52 03/09/2000 RoolDes.out Page 16 2 6 6 2 6 7 2 7 7 2 7 8 4 2 2 4 2 3 4 3 3 4 3 4 4 6 6 4- 6 7 4 7 7 4 7 8 1751-A -5.81 13.89 -3.56 8.52 --Moment(f-k 5.81 13.89 3.56 8.52 S r /� bSo -5.81 13.89 -3.56 8.52 / a UC ---- ---- ------------- 2 2 23.3 8x30Z12 ---- 1 ----- 9.64 D �J��A p 5.81 13.89 3.56 8.52 T� Jfls -5.81 13.89 -3.56 8.52 Ci�LGL) 5.81 13.89 3.56 8.52 -5.81 13.89 -3.56 8.52 4.04 5.81 13.89 3.56 8.52 4 -5.81 13.89 -3.56 8.52 10.96 5.81 13.89 3.56 8.52 9.64 -5.81 13.89 -3.56 8.52 i 0.31 5.81 13.89 3.56 8.52 13.00 Braced Purlin Report 5.62 3/ 8/ 0 4:42pm r 0.76 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 8x30Z12 ---- 1 ----- 9.64 ----- 27.37 ---- 0.35 ----- 2.51 ----- 7.67 ---- 0.33 ------- 0.80 2 9.64 27.37 0.35 0.32 9.44 0.03 0.40 3 4.82 27.37 0.18 4.04 10.96 0.37 0.40 4 1.29 27.37 0.05 1.20 10.96 0.11 0.10 2 3 23.3 8x30Z16 1 9.64 13.00 0.74 1.74 5.62 0.31 0.87 2 9.64 13.00 0.74 0.22 5.62 0.04 0.76 3 4.82 13.00 0.37 2.80 5.62 0.50 0.91 4 2.25 13.00 0.17 0.83 5.62 0.15 0.31 2 3 35.0 8x30Z16 1 0.00 13.00 0.00 1.28 5.62 0.23 0.05 2 0.00 13.00 0.00 0.17 5.62 0.03 0.01 3 0.00 13.00 0.00 2.06 5.62 0.37 0.31 4 0.00 13.00 0.00 0.61 5.62 0.11 0.09 2 4 •23.3 8x30Z16 1 7.23 13.00 0.56 1.27 5.62 0.23 0.82 2 7.23 13.00 0.56 0.16 5.62 0.03 0.58 3 3.61 13.00 0.28 2.05 5.62 0.37 0.65 4 1.79 13.00 0.14 0.61 5.62 0.11 0.24 2 4 35.0 8x30Z16 1 0.00 13.00 0.00 0.94 5.62 0.17 0.13 2 0.00 13.00 0.00 0.12 5.62 0.02 0.01 3 0.00 13.00 0.00 1.51 5.62 0.27 0.23 - 4 0.00 13.00 0.00 0.45 5.62 0.08 0.07 .2 5 23.3 :8x30Z16 1. 4.82 13.00 0.37 1.28...5.62 0.23 0.56 2 4.82 13.00 0.37 0.17 5.62 0.03 0.39 3 2.41 13.00 0.19 2.07 5.62 0.37 0.53 4 0.84 13.00 0.06 0.62 5.62 0.11 0.16 2 6 23.3 8x30Z16 1 4.82 13.00 0.37 1.24 5.62 0.22 0.56 2 4.82 13.00 0.37 0.16 5.62 0.03 0.39 3 2.41 13.00 0.19 2.00 5.62 0.36 0.52 4 1.08 13.00 0.08 0.60 5.62 0.11 0.18 2 7 23.3 8x30Z16 1 7.23 13.00 0.56 1.24 5.62 0.22 0.79 2 7.23 13.00 0.56 0.16 5.62 0.03 0.58 3 3.61 13.00 0.28 2.00 5.62 0.36 0.64 4 2.03 13.00 0.16 0.60 5.62 0.11 0.26 2 7 35.0 8x30Z16 1 0.00 13.00 0.00 0.91 5.62 0.16 0.12 2 0.00 13.00 0.00 0.12 5.62 0.02 0.01 3 0.00 13.00 0.00 1.47 5.62 0.26 0.22 4 0.00 13.00 0.00 0.44 5.62 0.08 0.07 2 8 23.3 8x30Z16 1 9.64 13.00 0.74 1.15 5.62 0.20 0.94 2 9.64 13.00 0.74 0.15 5.62 0.03 0.76 3 4.82 13.00 0.37 1.86 5.62 0.33 0.73 4 2.01 13.00 0.15 0.55 5.62 0.10 0.25 2 8 35.0 8x30Z16 1 0.00 13.00 0.00 0.85 5.62 0.15 0.09 2 0.00 13.00 0.00 0.11 5.62 0.02 0.01 3 0.00 13.00 0.00 1.36 5.62 0.24 0.21 03/09/2000 RoolDes.out Page 17 4 0.00 13.00 0.00 0.41 5.62 0.07 0.06 * 2 9 23.3 8x30Z16 1 9.64 13.00 0.74 1.46 3.93 0.37 1.28 2 9.64 13.00 0.74 0.19 5.41 0.03 0.79 3 4.82 13.00 0.37 2.35 5.62 0.42 0.68 4 1.05 13.00 0.08 0.70 5.62 0.12 0.16 - Increase Purlin Gage ---- 0.40 4 1.29 27.37 0.05 1.20 2 9 23.3 8x30Z14 1 9.64 17.77 0.54 1.46 5.14 0.28 0.91 2 9.64 17.77 0.54 0.19 6.91 0.03 0.58 3 4.82 17.77 0.27 2.35 7.34 0.32 0.50 4 1.05 17.77 0.06 0.70 7.34 0.10 0.12 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 46.7 8x30Z12 - - - - 1 ----- 9.64 ----- 27.37 - - - - 0.35 ----- 2.51 ----- 7.67 - - - - 0.33 -------- -----Y;3 0.80 2 9.64 27.37 0.35 0.32 9.44 0.03 0.40 3 4.82 27.37 0.18 4.04 10.96 0.37 0.40 4 1.29 27.37 0.05 1.20 10.96 0.11 0.10 3 3 35.0 8x30Z16 1 0.00 13.00 0.00 1.28 5.62 0.23 0.05 2 0.00 13.00 0.00 0.17 5.62 0.03 0.01 3 0.00 13.00 0.00 2.06 5.62 0.37 0.31 4 0.00 13.00 0.00 0.61 5.62 0.11 0.09 3 3 46.7 8x30Z16 1 9.64 13.00 0.74 1.74 5.62 0.31 0.87 2 9.64 13.00 0.74 0.22 5.62 0.04 0.76 3 4.82 13.00 0.37 2.80 5.62 0.50 0.91 4 2.25 13.00 0.17 0.83 5.62 0.15 0.31 3 4 35.0 8x30Z16 1 0.00 13.00 0.00 0.94 5.62 0.17 0.13 2 0.00 13.00 0.00 0.12 5.62 0.02 0.01 3 0.00 13.00 0.00 1.51 5.62 0.27 0.23 4 0.00 13.00 0.00 0.45 5.62 0.08 0.07 3 4 46.7 8x30Z16 1 7.23 13.00 0.56 1.27 5.62 0.23 0.82 2 7.23 13.00 0.56 0.16 5.62 0.03 0.58 3 3.61 13.00 0.28 2.05 5.62 0.37 0.65 4 1.79 13.00 0.14 0.61 5.62 0.11 0.24 3 5 46.7 8x30Z16 1 4.82 13.00 0.37 1.28 5.62 0.23 0.56 2 4.82 13.00 0.37 0..17 5.62 0.03 0.39 3 2.41 13.00 0.19 2.07 5.62 0.37 0.53 4 0.84 13.00 0.06 0.62 5.62 0.11 0.16 3 6 46.7 8x30Z16 1 4.82 13.00 0.37 1.24 5.62 0.22 0.56 2 4.82 13.00 0.37 0.16 5.62 0.03 0.39 3 2.41 13.00 0.19 2.00 5.62 0.36 0.52 4 1.08 13.00 0.08 0.60 5.62 0.11 0.18 3 7 35.0 8x30Z16 1 0.00 13.00 0.00 0.91 5.62 0.16 0.12 2 0.00 13.00 0.00 0.12 5.62 0.02 0.01 3 0.00 13.00 0.00 1.47 5.62 0.26 0.22 4 0.00 13.00 0.00 0:44 5.62 0.08 0.07 3 7 46.7 8x30Z16 1 7.23 13.00 0.56 1.24 5.62 0.22 0.79 2 7.23 13.00 0.56 0.16 5.62 0.03 0.58 3 3.61 13.00 0.28 2.00 5.62 0.36 0.64 4 2.03 13.00 0.16 0.60 5.62 0.11 0.26 3 8 35.0 8x30Z16 1 0.00 13.00 0.00 0.85 5.62 0.15 0.09 2 0.00 13.00 0.00 0.11 5.62 0.02 0.01 3 0.00 13.00 0.00 1.36 5.62 0.24 0.21 4 0.00 13.00 0.00 0.41 5.62 0.07 0.06 3 8 46.7 8x30Z16 1 9.64 13.00 0.74 1.15 5.62 0.20 0.94 2 9.64 13.00 0.74 0.15 5.62 0.03 0.76 3 4.82 13.00 0.37 1.86 5.62 0.33 0.73 4 2.01 13.00 0.15 0.55 5.62 0.10 0.25 * 3 9 46.7 8x30Z16 1 9.64 13.00 0.74 1.46 3.93 0.37 1.28 2 9.64 13.00 0.74 0.19 5.41 0.03 0.79 3 4.82 13.00' 0.37 2.35 5.62 0.42 0.68 4 1.05 13.00 0.08 0.70 5.62 0.12 0.16 - Increase Purlin Gage ---- s 03/09/2000 RoofDes.out Page 18 3 9 46.7 8x30Z14 1 9.64 17.77 0.54 1.46 5.14 0.28 0.91 2 9.64 17.77 0.54 0.19 6.91 0.03 0.58 3 4.82 17.77 0.27 2.35 7.34 0.32 0.50 4 ------------------------------------------------------------------------------ 1.05 17.77 0.06 0.70 7.34 0.10 0.12 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Eave Strut ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Report A325 0.500 2 3/ 8/ 0 4:42pm Wall Bay Eave Axial Calc Axial Axial Id Id Size Wind Seis Allow Ratio ---- ----------- ------ ------ ----- ----- 2 1 8x30Z16 7.60 0.99 15.17 0.50 2 2 8x30Z16 11.51 3.73 15.17 0.76 2 3 8x30Z16 9.61 3.39 15.17 0.63 2 4 8x30Z16 3.80 0.64 15.17 0.25 2 5 8x30Z16 3.80 0.82 15.17 0.25 r n✓ M 2 6 8x30Z16 9.61 3.57 15.17 0.63 J� 2 7 8x30Z16 11.51 3.55 15.17 0.76 2 8 8x30Z16 7.60 0.80 15.17 0.50 4 8 8x30Z16 7.60 0.99 15.17 0.50 4 7 8x30Z16 11.51 3.73 15.17 0.76 4 6 8x30Z16 9.61 3.39 15.17 0.63 4 5 8x30Z16 3.80 0.64 15.17 0.25 4 4 8x30Z16 3.80 0.82 15.17 0.25 4 3 8x30Z16 9.61 3.57 15.17 0.63 4 2 8x30Z16 11.51 3.55 15.17 0.76 4 1 8x30Z16 7.60 0.80 15.17 0.50 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Strut Bolt Report 3/ 8/ 0 4:42pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ tsi6 � ti 0�Z� jE-R v- EAVE STRUTS: ✓ V 1� ��_� Wall Frm_Line ---- Bolt ----- -Id- Id Type No _Selected Type- -Diam Wshr 2 1 RF 4 A325 0.500 2 ** * 2 2 RF 4 A325 0.500 2 ** * 2 3 RF 4 A325 0.500 2 ** 2 4 RF 4 A325 0.500 2 ** 2 5 RF. 2 A325 0.500 2 ** 2 6 RF 4 A325 0.500 2 ** * 2 7 RF 4 A325 0.500 2 ** * 2 8 RF 4 A325 0.500 2 ** 2 9 RF 4 A325 0.500 2 ** 4 1 RF 4 A325 0.500 2 ** * 4 2 RF 4 A325 0.500 2 ** * 4 3 RF 4 A325 0.500 2 ** 4 4 RF 4 A325 0.500 2 ** 4 5 RF 2 A325 0.500 2 ** 4 6 RF 4 A325 0.500 2 ** * 4 7 RF 4 A325 0.500 2 ** * 4 8 3 2 5 0. 5 0 0 2--*-* ---Bolt Capacity Calc Allow Ratio - 7.60 10.61 0.72 11.51 10.61 1.08 11.51 10.61 1.08 9.61 10.61 0.91 3.80 5.30 0.72 9.61 10.61 0.91 11.51 10.61 1.08 11.51 10.61 1.08 7.60 10.61 0.72 7.60 10.61 0.72 11.51 10.61 1.08 11.51 10.61 1.08 9.61 10.61 0.91 3.80 5.30 0.72 9.61 10.61 0.91 11.51 -61. 1 10.61 1.08 I 03/09/2000 RoofDes.out 4 9 RF 4 A325 0.500 2 ** 7.60 10.61 0.72 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 -- 4 ----- A325 ----- 0.500 ---- 2 ** ---- 1 ----- 9.64 ----- 18.34 ----- 0.53 2 2 RF 23.33 4 A325 0.500 2 ** 1 9.64 10.61 0.91 2 3 RF 23.33 4 A325 0.500 2 ** 1 9.64 10.61 0.91 2 2 RF 35.00 2- A325 0.050 2 1 0.00 0.11 0.00 2 3 RF 35.00 2 A325 0.050 2 1 0.00 0.11 0.00 2 4 RF 23.33 4 A325 0.500 2 ** 1 7.23 10.61 0.68 2 4 RF 35.00 2 A325 0.050 2 1 0.00 0.11 0.00 2 5 RF 23.33 2 A325 0.500 2 ** 1 4.82 5.30 0.91 2 6 RF 23.33 4 A325 0.500 2 ** 1 7.23 10.61 0.68 2 7 RF 23.33 4 A325 0.500 2 ** 1 9.64 10.61 0.91 2 6 RF 35.00 2 A325 0.050 2 1 0.00 0.11 0.00 2 7 RF 35.00 2 A325 0.050 2 1 0.00 0.11 0.00 2 8 RF 23.33 4 A325 0.500 2 ** 1 9.64 10.61 0.91 2 8 RF 35.00 2 A325 0.050 2 1 0.00 0.11 0.00 2 9 RF 23.33 4 A325 0.500 2 ** 1 9.64 13.00 0.74 3 1 RF 46.67 4 A325 0.500 2 ** 1 9.64 18.34 0.53 3 2 RF 46.67 4 A325 0.500 2 ** 1 9.64 18.34 0.53 3 2 RF 35.00 2 A325 0.050 2 1 0.00 0.11 0.00 3 3 RF 35.00 2 A325 0.050 2 1 0.00 0.11 0.00 3 3 RF 46.67 4 A325 0.500 2 ** 1 9.64 10.61 0.91 3 4 RF 35.00 2 A325 0.050 2 1 0.00 0.11 0.00 3 4 RF 46.67 4 A325 0.500 2 ** 1 7.23 10.61 0.68 3 5 RF 46.67 2 A325 0.500 2 ** 1 4.82 5.30 0.91 3 6 RF 46.67 4 A325 0.500 2 **. 1 7.23 10.61 0.68 3 6 RF 35.00 2 A325 0.050 2 1 0.00 0.11 0.00 3 7 RF 35.00 2 A325 0.050 2 1 0.00 0.11 0.00 3 7 RF 46.67 4 A325 0.500 2 ** 1 9.64 10.61 0.91 3 8 RF 35.00 2 A325 0.050 2 1 0.00 0.11 0.00 3 8 RF 46.67 4 A325 0.500 2 ** 1 9.64 10.61 0.91 3 9 RF 46.67 4 A325 0.500 2 ** 1 9.64 13.00 0.74 * ERROR: Bolt Force > Allow Page 19 **NOTE : Not standard bolt connection ------------------------------ -------------------------- 1751-A Roof Design Warning Report 3/ 8/ 0 4:42pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ WARNING: Strut Bolt Force > Allow 0 03/09/2000 C:\jobs\1751-a\SwDes-F.out ---------------------- *1751-A Sidewall Design Input File *(1)JOBID: '1751-A' *(2)PROGRAM OPTIONS: / L n * Sidewall Run Run Lap Steel / �j,e' lC/ /+ O/ic- - * Id Girt Panel Stiff Code 'F' 'Y' 'Y' .50 'WS' *(3)DESIGN CONSTANTS: * ----- Steel Yield ----- Stress Ratio --- Deflect _Ratio--- Wind Load i * C -Sec W -Sec R -Sec Panel Girt . Panel Girt Panel PartW Ratio 50.0 50.0 50.0 80.0 1.03 1.03 240. 90. 90. 1.00 *(4) REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel 'I' 'Y' 'Y' 'Y' *(5)BUILDING TYPE: * Build L_Expand _EW R_Expand_EW * Type Use Offset Use Offset 'FF' 'Y' 24.000 'Y' 24.000 *(6)BUILDING SHAPE * No. * Surf X_Coord 4 0.0000 35.0000 70.0000 70.0000 (Max: 14 surfaces) Y_Coord 50.0000 52.9167 50.0000 0.0000 *(7)SIDEWALL BAY SPACING: (Max: 40 bays). * Sets Of Bay No. * Bays Width Bays 3 27.0000 1 20.0000 6 22.0000 1 *(8)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member * Open Id Width Height Offset Type Height Elev Depth Select 2 •1 12.0000 31.0000 11.0000 1 0.0000 180.00 0.000 ''C ' 8 12.0000 31.0000 4.0000 1 0.0000 180.00 0.000 'C ' *(9)PARTIAL WALLS: * Set_O� Base Full * Bays Type Load 1 'C' 'N' --Bay_Id-- Wall Start End Height 1 8 19.8750 *(10)GIRT DESIGN: * Girt In_Flg Set Set Max Max _Unbr * Type Brace Depth Lap Space Length 1ZB' 'N' 8.000 0.0000 7.3333 10.0000 *(11)GIRT LOCATION: Page 1 I 03/09/2000 SwDes-F.out Page 2 * Set No. Girt * Loc Girt Location 'Y' 4 25.7500 31.6667 37.5833 43.5000 *(12)WALL PANELS: * Panel Panel * Type Gage 'HR 26.00 *(13)LOADING: * * Wind Wind * Pressure Suction 17.9 -17.9 Girt/Header 23.8 -23.8 Panel 17.9 -17.9 Jamb ----------------------------------------- ----------------------------------------- 1751-A Girt Design Report ----------------------------------------- ----------------------------------------- ------------------- GIRT # 1 ; SPAN # 1 -------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Id Size Width Left Right Location ----------- ----- ---- ----- -------- 1 8x30C16 10.63 19.8750 WIND PRESSURE : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 0.28 -0.28 ------------------------ ------------------------ 3/08/00 10:43am ------------------------ ------------------------ Girt Weight 33.8 33.8 --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- 0.00 -0.74 5.31 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 0.28 2.67 0.10 MS -0.74 5.20 0.14 LS 0.01 -0.06 1.42 WIND SUCTION : ---------------- GIRT ANALYSIS: t 03/09/2000 SwDes-F.out Page 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.28 0.28 0.00 0.74 5.31 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 -0.28 2.67 0.10 MS 0.74 3.43 0.22 LS 0.01 0.06 1.42 ----------------------------------------- ----------------------------------------- 1751-A Girt Design Report ----------------------------------------- ----------------------------------------- ------------------- GIRT # 1 ; SPAN # 2 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right ----------- ----- ---- ----- 1 8x30C16 3.63 WIND PRESSURE : ---------------- GIRT ANALYSIS: --------------------- --------------------- - 3/08/00 10:43am" Girt Girt Location Weight -------- ------ 19.8750 11.5 11.5 ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left .•.Mid -Span •Right Right Id Sup 'Lap Lap Sup Sup Lap Mom Loc Lap Sup' --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.10 -0.10 0.00 -0.09 1.81 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 LS 0.10 2.67 0.04 MS -0.09 5.20 0.02 LS 0.00 0.00 0.48 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 03/09/2000 SwDes-F.out Page 4 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.10 0.10 0.00 0.09 1.81 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 LS -0.10 2.67 0.04 MS 0.09 5.04 0.02 LS 0.00 0.00 0.48 1751-A Girt Design Report 3/08/00 10:43am ------------------- GIRT # 1 ; SPAN # 3 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right ----------- ----- ---- ----- 2 8x30C14 20.00 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Girt Location Weight -------- ------ 19.8750 78.0 78.0 ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 0.53 0.53 0.001 -2.63 10.00. 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 0.53 6.10 0.09 MS -2.63 7.48 0.35 LS 0.01 -0.61 2.67 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -0.53 0.53 0.00 2.63 10.00 0.00 03/09/2000 SwDes-F.out Page 5 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 -0.53 6.10 0..09 MS 2.63 2.99 0.88 LS 0.01 0.61 2.67 1751-A Girt Design Report 3/08/00 10:43am ------------------- GIRT # 1 ; SPAN # 4 GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 3 8x30C14 20.00 19.8750 78.0 78.0 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 0.53 -0.53 0.00 -2.63 10.00 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 0.53 6.10 0.09 MS -2.63 7.48 0.35 LS 0.01 -0.61 2.67 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 -0.53 0.53 0.00 2.63 10.00 0.00 STRESS/DEFLECTION: 03/09/2000 SwDes-F.out Page 6 Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 3 LS -0.53 6.10 0.09 MS 2.63 2.99 0.88 LS 0.01 0.61 2.67 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 10:43am ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN # 5 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right ----------- ----- ---- ----- 4 8x30Cl4 20.00 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Girt Location Weight -------- ------ 19.8750 78.0 78.0 ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 0.53 -0.53 0.00 -2.63 10.00 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 0.53 6.10 0.09 MS -2.63 7.48 0.35 LS 0.01 -0.61 2.67 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 -0.53 0.53 0.00 2.63 10.00 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 0 03/09/2000 SwDes-F.out Page 7 4 LS -0.53 6.10 0.09 MS 2.63 2.99 0.88 LS 0.01 0.61 2.67 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girt Design Report 3/08/00 10:43am GIRT LAYOUT: Bay Girt Bay Id Size Width ----------- ----- 5 8x30C14 20.00 WIND PRESSURE : ---------------- GIRT ANALYSIS: ------------------- GIRT # 1 ; SPAN # 6 ------------------- Lap Dist(ft) Left Right ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 5 0.53 -0.53 Girt Girt Location Weight 19.8750 78.0 78.0 --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- 0.00 -2.63 10.00 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 0.53 6.10 0.09 MS -2.63 7.48 0.35 LS 0.01 -0.61 2.67 WIND SUCTION ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 5 -0.53 0.53 --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- 0.00 2.63 10.00 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 -0.53 6.10 0.09 MS 2.63 2.99 0.88 LS 0.01 0.61 2.67 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 03/09/2000 SwDes-F.out Page 8 1751-A GIRT LAYOUT: Bay Girt Id Size 6 8x30C14 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Design Report ------------------- GIRT # 1 ; SPAN # 7 ------------------- Bay Lap Dist(ft) Width Left Right 20.00 Girt Girt Location Weight 19.8750 78.0 78.0 3/08/00 10:43am ---------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 0.53 -0.53 0.00 -2.63 10.00 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 0.53 6.10 0.09 MS -2.63 7.48 0.35 LS 0.01 -0.61 2.67 WIND SUCTION GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ---- ----- ----- ----- 6 -0.53 0.53 --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- 0.00 2.63 10.00 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 -0.53 6.10 0.09- MS 2.63 2.99 0.88 LS 0.01 0.61 2.67 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 10:43am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ n 03/09/2000 SwDes-F.out Page 9 GIRT LAYOUT: Bay Girt Bay Id Size Width ----------- ----- 7 8x30C14 20.00 WIND PRESSURE : ---------------- GIRT ANALYSIS: ------------------- GIRT # 1 ; SPAN # 8 ------------------- Lap Dist(ft) Left Right Girt Girt Location Weight 19.8750 78.0 78.0 ---------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 0.53 -0.53 0.00 -2.63 10.00 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 7 LS 0.53 6.10 0.09 MS -2.63 7.48 0.35 LS 0.01 -0.61 2.67 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 7 -0.53 0.53 .0.00 2.63 10.00 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 7 LS -0.53 6.10 0.09 MS 2.63 2.99 0.88 LS 0.01 0.61 2.67 1751-A Girt Design Report 3/08/00 10:43am 03/09/2000 SwDes-F.out Page 10 GIRT LAYOUT: Bay Girt Id Size 8 8x30C16 WIND PRESSURE : ---------------- GIRT ANALYSIS: ------------------- GIRT # 1 ; SPAN # 9 ------------------- Bay Lap Dist(ft) Width Left Right 3.63 ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 8 0.10 -0.10 Girt Location 19.8750 Girt Weight 11:5 11.5 --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- 0.00 -0.09 1.81 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 8 LS 0.10 2.67 0.04 MS -0.09 5.20 0.02 LS 0.00 0.00 0.48 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. --- ----- ----- ---- ----- ----- ----- ----- ----- ----- ----- 8 -0.10 0.10 0.00 0.09 1.81 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 8 LS -0.10 2.67 0.04 MS 0.09 5.04 0.02 LS 0.00 0.00 0.48 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 10:43am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN #10 ------------------- 03/09/2000 SwDes-F.out Page i l GIRT LAYOUT: Bay Girt Bay Id Size Width ----------- ----- 8 8x30C16 5.63 WIND PRESSURE : ---------------- GIRT ANALYSIS: Lap Dist(ft) Left Right Girt Girt Location Weight 19.8750 17.9 17.9 ---------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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 8 0.15 -0.15 0.00 -0.21 2.81 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 8 RS -0.15 2.67 0.06 MS -0.21 5.20 0.04 RS 0.00 0.00 0.75 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- ...8 -0.15 0:15 0. 0.0 0:21 2.81 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 8 RS 0.15 2.67 0.06 MS 0.21 4.84 0.04 RS 0.00 0.00 0.75 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 10:43am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 2 ; SPAN # 1 ------------------- GIRT LAYOUT: 0 03/09/2000 SwDes-F.out Page 12 Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 1 8x30Z16 10.63 25.7500 33.8 33.8 WIND PRESSURE : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.56 -0.56 0.00 -1.49 5.31 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 0.56 3.21 0.17 MS -1.49 5.62 0.27 LS 0.03 -0.12 0.53 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 -0.56 0.56 0.00 1.49 5.31 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 -0.56 3.21 0.17 MS 1.49 3.93 0.38 LS 0.03 0.12 0.53 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 10:43am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 2 ; SPAN # 2 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 03/09/2000 SwDes-F.out Page 13 1 8x30Z16 3.63 Mid -Span Bay 25.7500 11.5 2 8x30Z16 20.00 Id --- 2.88 25.7500 72.7 3 8x30Z16 20.00 2.88 2.88 25.7500 81.9 4 8x30Z16 20.00 2.88 2.88 25.7500 81.9 5 8x30Z16 20.00 2.88 2.88 25.7500 81.9 6 8x30Z16 20.00 2.88 2.88 25.7500 81.9 7 8x30Zl6 20.00 2.88 0.98 25.7500 72.7 8 8x30Z16 3.63 1.32 1.01 25.7500 11.5 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: 496.1 --------------MOMENT(f-k )-------------- ---------SHEAR(k )-------- Mid -Span Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.56 0.00 UC 0.18 2 0.75 -1.34 -1.06 -1.36 3 1.14 0.84 -0.67 -0.97 4 1.03 0.72 -0.78 -1.08 5 1.08 0.78 -0.73 -1.03 6 0.98 0.68 -0.82 -1.13 7 1.32 1.01 0.81 -0.80 8 0.0.3 4.62 4.62 -0.35 STRESS/DEFLECTION: 496.1 --------------MOMENT(f-k )-------------- ------SHEAR(k )------ Mid -Span Left Left Mid -Span Mom+Shr Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 UC -0.84 1.81 Calc -1.34 -1.34 --- LS -3.98 7.08 1.34 4.82 4.82 1.99 -1.32 10.79 0.79 3.15 3.15 0.63 -1.86 9.74 1.01 3.69 3.69 1.02 -1.84 10.23 0.67 3.20 3.20 0.81 -1.39 9.33 1.82 4.62 4.62 1.28 -3.58 12.46 0.43 -0.58 -0.58 -0.14 -0.58 0.30 RL 0.00 Span ------SHEAR(k )------ Mid -Span -----MOMENT(f-k )---- Sup ----- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- LS ------ 0.56 ----- 3.21 ---- 0.17 --- RS ------ -1.34 ----- 5.62 ---- 0.24 --- RS ---- 0.06 ------ 0.72 ----- 2 RL -1.06 3.21 0.33 MS -3.98 5.62 0.71 RS 0.23 -0.88 1.00 3 LL 0.84 3.21 0.26 LS 2.41 5.62 0.43 LS 0.22 -0.14 1.00 4 RL -0.78 3.21 0.24 MS -1.86 5.62 0.33 RS 0.14 -0.32 1.00 5 LL 0.78 3.21 0.24 LS 1.84 5.62 0.33 LS 0.14 -0.32 1.00 6 RL -0..82 •3.21 0:26. RS 2.31 5.62 0.41 RS 0.20 -0.16 1.00 7 LL 1.01 3.21 0:31 MS -3.58 5.62 0.64 LS 0.21 .-0.79 1.00 8 RS -0.35 3.21 0.11 MS -0.58 5.62 0.10 RS 0.01 0.59 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.56 -0.18 2 -0.75 1.06 1.36 3 -1.14 -0.84 0.67 0.97 4 -1.03 -0.72 0.78 1.08 5 -1.08 -0.78 0.73 1.03 6 -0.98 -0.68 0.82 1.13 7 -1.32 -1.01 0.80 8 -0.03 0.35 --------------MOMENT(f-k Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 0.84 1.81 1.34 1.34 3.98 7.08 -1.34 -4.82 -4.82 -1.99 1.32 10.79 -0.79 -3.15 -3.15 -0.63 1.86 9.74 -1.01 -3.69 -3.69 -1.02 1.84 10.23 -0.67 -3.20 -3.20 -0.81 1.39 9.33 -1.82 -4.62 -4.62 -1.28 3.58 12.46 0.58 0.58 0.58 0.30 0.00 03/09/2000 SwDes-F.out STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- -----MOMENT(f-k )---- DEFLECTION(in) Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- LS ------ -0.56 ----- 3.21 ---- 0.17 --- RS ------ 1.34 ----- 5.62 ---- 0.24 --- RS ---- 0.06 ------ -0.72 ----- 2 RL 1.06 3.21 0.33 MS 3.98 3.93 1.01 RS 0.23 0.88 1.00 3 LL -0.84 3.21 0.26 LS -2.41 5.62 0.43 LS 0.22 0.14 1.00 4 RL 0.78 3.21 0.24 MS 1.86 3.93 0.47 RS 0.14 0.32 1.00 5 LL -0.78 3.21 0.24 MS 1.84 3.93 0.47 LS 0.14 0.32 1.00 6 RL 0.82 3.21 0.26 RS -2.31 5.62 0.41 RS 0.20 0.16 1.00 7 LL -1.01 3.21 0.31 MS 3.58 3.93 0.91 LS 0.21 0.79 1.00 8 RS 0.35 3.21 0.11 MS 0.58 5.62 0.10 RS 0.01 -0.59 i' 1751-A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girt Design Report 3/08/00 10:43am ------------------- GIRT # 2 ; SPAN # 3 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 8 8x30Z16 5.63 25.7500 17.9 17.9 WIND PRESSURE : ---------------- GIRT ANALYSIS: --=---=--SHEAR(k )-=-----= Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 8 0.30 -0.30 STRESS/DEFLECTION: -----==---==--MOMENT(f-k )--------=----- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- 0.00 -0.42 2.81 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 8 --- ------ ----- ---- RS -0.30 3.21 0.09 --- ------ ----- ---- MS -0.42 5.62 0.07 --- ---- RS 0.01 ------ ----- -0.01 0.28 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Page 14 I 03/09/2000 SwDes-F.out Page 15 Bay Left Left Right Right Left Left Mid -Span Right Right Id --- Sup ----- Lap Lap Sup ----- ----- ----- Sup ----- Lap Mom Loc ----- ----- ----- Lap Sup ----- ----- 8 -0.30 0.30 0.00 0.42 2.81 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 8 --- ------ ----- ---- RS 0.30 3.21 0.09 --- ------ ----- ---- MS 0.42 5.50 0.08 --- ---- RS 0.01 ------ ----- 0.01 0.28 ----------------------------------------- ----------------------------------------- 1751-A Girt Design Report ------------------------- ------------------------- 3/08/00 10:43am; 0 ------------------- GIRT # 3 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Id Size Width Left Right Location --- 1 -------- 8x30Z14 ----- 25.00 ---- ----- 2.88 -------- 31.6667 2 8x30Z16 20.00 2.88 2.88 31.6667 3 8x30Z16 20.00 2.88 2.88 31.6667 4 8x30216 20.00 2.88 2.88 31.6667 5 8x30Z16 20.00 2.88 2.88 31.6667 6 8x30Z16 20.00 2.88 2.88 31.6667 7 8x30Z16 20.00 2.88 2.88 31.6667 8 8x30216 20.00 2.88 1.19 31.6667 WIND PRESSURE : ---------------- GIRT ANALYSIS: --- SHEAR (k Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.97 Loc -0.92 -1.19 2 1.15 0.85 -0.66 -0.96 3 1.03 0.73 -0.78 -1.08 4 1.07 0.76 -0.75 -1.05 5 1.06 0.75 -0.76 -1.06 6 1.06 0.76 -0.75 -1.06 7 1.05 0.75 -0.76 -1.06 8 0.99 0.69 10.02 -0.63 STRESS/DEFLECTION: Girt Weight 108.7 81.9 81.9 81.9 81.9 81.9 81.9 72.7 672.8 --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- -4.40 ----- 9.18 ----- 2.03 ----- 5.03 5.03 2.15 -1.26 10.89 0.80 3.13 3.13 0.60 -1.91 9.76 0.96 3.64 3.64 1.01 -1.73 10.06 0.91 3.50 3.50 0.90 -1.77 9.98 0.93 3.54 3.54 0.93 -1.77 10.02 0.91 3.51 3.51 0.91 -1.74 9.95 0.98 3.61 3.61 1.19 -2.01 12.22 0.00 Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow 03/09/2000 SwDes-F.out Page 16 -- --- 1 LS ------ 0.97 ----- 5.93 ---- 0.16 --- MS ------ -4.40 ----- 7.34 ---- 0.60 --- RS ---- 0.15 ------ -1.21 ----- 1.25 2 LL 0.85 3.21 0.26 LS 2.27 5.62 0.40 LS 0.19 -0.11 1.00 3 RL -0.78 3.21 0.24 MS -1.91 5.62 0.34 RS 0.13 -0.34 1.00 4 LL 0.76 3.21 0.24 LS 1.82 5.62 0.32 LS 0.13 -0.28 1.00 5 RL -0.76 3.21 0.24 MS -1.77 5.62 0.32 RS 0.13 -0.30 1.00 6 LL 0.76 3.21 0.24 LS 1.77 5.62 0.32 LS 0.13 -0.29 1.00 7 RL -0.76 3.21 0.24 RS 1.80 5.62 0.32 RS 0.13 -0.28 1.00 8 LL 0.69 3.21 0.21 MS -2.01 5.62 0.36 LS 0.13 -0.41 1.00 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ---- ----- ----- •1 -0.97 0.92 1.19 2 -1.15 -0.85 0.66 0.96 3 -1.03 -0.73 0.78 1.08 4 -1.07 -0.76 0.75 1.05 5 -1.06 -0.75 0.76 1.06 6 -1.06 -0.76 0.75 1.06 7 -1.05 -0.75 0.76 1.06 8 -0.99 -0.69 0.63 STRESS/DEFLECTION: --------------MOMENT(f-k )-------------- ------SHEAR(k )------ Bay Left Left Mid -Span DEFLECTION(in) Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- 4.40 ----- 9.18 ----- -2.03 ----- -5.03 -5.03 -2.15 1.26 10.89 -0.80 -3.13 -3.13 -0.60 1.91 9.76 -0.96 -3.64 -3.64 -1.01 1.73 10.06 -0.91 -3.50 -3.50 -0.90 1.77 9.98 -0.93 -3.54 -3.54 -0.93 1.77 10.02 -0.91 -3.51 -3.51 -0.91 1.74 9.95 -0.98 -3.61 -3.61 -1.19 2.01 12.22 -0.76 0.00 Span ------SHEAR(k )------ Bay -----MOMENT(f-k )---- Dist(ft) Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- LS ------ -0.97 ----- 5.93 ---- 0.16 --- MS ------ 4.40 ----- 5.14 ---- 0.86 --- RS ---- 0.15 ------ 1.21 ----- 1.25 2 LL -0.85 3.21 0.26 LS -2.27 5.62 0.40 LS 0.19 0.11 1.00 3 RL 0.78 3.21 0.24 MS 1.91 3.93 0.49 RS 0.13 0.34 1.00 4 LL -0.76 3.21 0.24 MS 1.73 3.93 0.44 LS 0.13 0.28 1.00 5 RL 0.76 3.21 0.24 MS 1.77 3.93 0.45 RS 0.13 0.30 1.00 6 LL -0.76 3.21 0.24 MS 1.77 3.93 0.45 LS 0.13 0.29 1.00 7 RL 0..76 3.21 0.24 MS 1.7.4 3.93 0.44 RS 0.13 0.28 .1.00 8 LL -0.69 3.21 0.21 MS 2.01. 3.93 0.51 LS 0.13 0.41 1.00 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girt Design Report 3/08/00 10:43am ------------------- GIRT # 4 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 1 -------- 8x30Z12 ----- 25.00 ---- ----- 2.88 -------- 37.5833 ------ 150.5 2 8x30Z16 20.00 2.88 2.88 37.5833 81.9 3 8x30Z16 20.00 2.88 2.88 37.5833 81.9 4 8x30Z16 20.00 2.88 2.88 37.5833 81.9 I 03/09/2000 SwDes-F.out Page 17 5 8x30Z16 20.00 2.88 2.88 37.5833 81.9 6 8x30Z16 20.00 2.88 2.88 37.5833 81.9 7 8x30Z16 20.00 2.88 2.88 37.5833 81.9 8 8x30Z16 20.00 2.88 37.5833 72.7 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: 714.6 --------------MOMENT(f-k )-------------- ---------SHEAR(k )-------- Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 1.09 0.00 -1.25 -1.56 2 1.20 0.90 -0.61 -0.91 3 1.02 0.72 -0.79 -1.10 4 1.07 0.77 -0.74 -1.05 5 1.05 0.75 -0.76 -1.07 6 1.08 0.77 -0.74 -1.04 7 1.00 0.69 -0.81 --1.12 8 1.28 0.98 3.27 -0.84 STRESS/DEFLECTION: 714.6 --------------MOMENT(f-k )-------------- ------SHEAR(k )------. Left Left Mid -Span DEFLECTION(in) Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup 0.00 Loc -5.61 10.29 1.80 5.84 5.84 2.81 -1.01 11.38 0.74 2.93 2.93 0.43 -1.99 9.64 0.98 3.70 3.70 1.06 -1.71 10.11 0.89 3.47 3.47 0.88 -1.76 9.93 0.98 3.61 3.61 0.95 -1.85 10.16 0.71 3.27 3.27 0.84 -1.44 9.43 1.70 4.48 4.48 1.23 -3.29 12.11 0.77 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 --- RL ------ -1.25 ----- 15.36 ---- 0.08 --- MS ------ -5.61 ----- 10.96 ---- 0.51 --- RS ---- 0.12 ------ -1.22 ----- 1.25 2 LL 0.90 3.21 0.28 LL 2.81 5.62 0.50 LL 0.28 -0.02 1.00 3 RL -0.79 3.21 0.25 MS -1.99 5.62 0.35 RS 0.14 -0.37 1.00 4 LL 0.77 3.21 0.24 LS 1.85 5.62 0.33 LS 0.14 -0.28 1.00 5 RL -0.76 3.21 0.24 RS 1.80 5.62 0.32 RS 0.13 -0.29 1.00 6 LL 0.77 3.21 0.24 MS -1.85 5.62 0.33 LS 0.13 -0.32 1.00 7 RL -0.81 3.21 0.25 RS 2.24 5.62 0.40 RS 0.19 -0.18 1.00 8 LL 0.98 3.21 0.30 MS -3.29 5.62 0.59 LS 0.20 -0.72 1.00 WIND SUCTION ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -1.09 1.25 1.56 2 -1.20 -0.90 0.61 0.91 3 -1.02 -0.72 0.79 1:10 4 -1.07 -0.77 0.74 1.05 5 -1.05 -0.75 0.76 1.07 6 -1.08 -0.77 0.74 1.04 7 -1.00 -0.69 0.81 1.12 8 -1.28 -0.98 0.84 STRESS/DEFLECTION: --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 5.61 10.29 -1.80 -5.84 -5.84 -2.81 1.01 11.38 -0.74 -2.93 -2.93 -0.43 1.99 9.64 -0.98 -3.70 -3.70 -1.06 1.71 10.11 -0.89 -3.47 -3.47 -0.88 1.76 9.93 -0.98 -3.61 -3:61 -0.95 1.85 10.16 -0.71 -3.27 -3.27 -0.84 1.44 9.43 -1.70 -4.48 -4.48 -1.23 3.29 12.11 0.00 u 03/09/2000 SwDes-F.out Page 18 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Lap Dist(ft) Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RL ------ 1.25 ----- 15.36 ---- 0.08 --- MS ------ 5.61 ----- 7.67 ---- 0.73 --- RS ---- 0.12 ------ 1.22 ----- 1.25 2 LL -0.90 3.21 0.28 LL -2.81 5.62 0.50 LL 0.28 0.02 1.00 3 RL 0.79 3.21 0.25 MS 1.99 3.93 0.51 RS 0.14 0.37 1.00 4 LL -0.77 3.21 0.24 MS 1.71 3.93 0.44 LS 0.14 0.28 1.00 5 RL 0.76 3.21 0.24 MS 1.76 3.93 0.45 RS 0.13 0.29 1.00 6 LL -0.77 3.21 0.24 MS 1.85 3.93 0.47 LS 0.13 0.32 1.00 7 RL 0.81 3.21 0.25 RS -2.24 5.62 0.40 RS 0.19 0.18 1.00 8 LL -0.98 3.21 0.30 MS 3.29 3.93 0.84 LS 0.20 0.72 1.00 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 10:43am i a ------------------- GIRT # 5 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 1 -------- 8x30212 ----- 25.00 ---- ----- 2.88 -------- 43.5000 ------ 150.5 2 8x30Zl6' 20.00 2.88 2.88 43.5000 81.9 3 8x30216 20.00 2.88 2.88 43.5000 81.9 4 8x30Z16 20.00 2.88 2.88 43.5000 81.9 5 8x30Z16 20.00 2.88 2.88 43.5000 81.9 6 8x30Z16 20.00 2.88 2.88 43.5000 81.9 7 8x30Z16 20.00 2.88 2.88 43.5000 81.9 8 8x30216 20.00 2.88 43.5000 72.7 714.6 WIND ---------------- PRESSURE GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- 1 ----- ----- 1.08 ----- -1.24 ----- -1.55 ----- 0.00 ----- ----- ----- -5.57 10.29 ----- 1.79 ----- 5.80 2 1.20 0.89 -0.60 -0.91 5.80 2.79 -1.01 11.38 0.73 2.91 3 1.01 0.71 -0.79 -1.09 2.91 0.43 -1.98 9.64 0.97 3.67 4 1.06 0.76 -0.74 -1.04 3.67 1.05 -1.70 10.11 0.89 3.44 5 1.04 0.74 -0.76 -1.06 3.44 0.88 -1.74 9.93 0.98 3.58 6 1.07 0.77 -0.73 -1.03 3.58 0.95 -1.84 10.16 0.71 3.25 7 0.99 0.69 -0.81 -1.11 3.25 0.83 -1.43 9.43 1.68 4.45 8 1.27 0.97 -0.83 4.45 1.22 -3.27 12.11 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 03/09/2000 SwDes-F.out Page 19 1 RL -1.24 15.36 0.08 MS -5.57 10.96 0.51 RS 0.11 -1.21 1.25 2 LL 0.89 3.21 0.28 LL 2.79 5.62 0.50 LL 0.28 -0.02 1.00 3 RL -0.79 3.21 0.25 MS -1.98 5.62 0.35 RS 0.14 -0.36 1.00 4 LL 0.76 3.21 0.24 LS 1.84 5.62 0.33 LS 0.13 -0.27 1.00 5 RL -0.76 3.21' 0.24 RS 1.79 5.62 0.32 RS 0.13 -0.29 1.00 6 LL 0.77 3.21 0.24 MS -1.84 5.62 0.33 LS 0.13 -0.32 1.00 7 RL -0.81 3.21 0.25 RS 2.22 5.62 0.40 RS 0.19 -0.18 1.00 8 LL 0.97 3.21 0.30 MS -3.27 5.62 0.58 LS 0.20 -0.72 1.00 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -1.08 1.24 1.55 2 -1.20 -0.89 0.60 0.91 3 -1.01 -0.71 0.79 1.09 4 -1.06 -0.76 0.74 1.04 5 -1.04 -0.74 0.76 1.06 6 -1.07 -0.77 0.73 1.03 7 -0.99 -0.69 0.81 1.11 8 -1.27 -0.97 0.83 STRESS/DEFLECTION: --------------MOMENT(f-k Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- 5.57 ----- 10.29 ----- -1.79 ----- -5.80 -5.80 -2.79 1.01 11.38 -0.73 -2.91 -2.91 -0.43 1.98 9.64 -0.97 -3.67 -3.67 -1.05 1.70 10.11 -0.89 -3.44 -3.44 -0.88 1.74 9.93 -0.98 -3.58 -3.58 -0.95 1.84 10.16 -0.71 -3.25 -3.25 -0.83 1.43 9.43 -1.68 -4.45 -4.45 -1.22 3.27 12.11 0.36 0.00 Span ------SHEAR(k )------ Member -----MOMENT(f-k )---- Member Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RL ------ 1.24 ----- 15.36 ---- 0.08 --- MS ------ 5.57 ----- 7.67 ---- 0.73 --- RS ---- 0.11 ------ 1.21 ----- 1.25 2 LL -0.89 3.21 0.28 LL -2.79 5.62 0.50 LL 0.28 0.02 1.00 3 RL 0.79 3.21 0.25 MS 1.98 3.93 0.50 RS 0.14 0.36 1.00 4 LL -0.76 3.21 0.24 MS 1.70 3.93 0.43 LS 0.13 0.27 1.00 5 RL 0.76 3.21 0.24 MS 1.74 3.93 0.44 RS 0.13 0.29 1.00 6 LL -0.77 3.21 0.24 MS 1.84 3.93 0.47 LS 0.13 0.32 1.00 7 RL 0.81 3.21 0.25 RS -2.22 5.62 0.40 RS 0.19 0.18 1.00 8. LL -0.97 3.21 0.30 MS 3.27 3.93 0.83 LS 0.2.0 0.72 1..00 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Sidewall Jamb/Header Summary 3/08/00 10:43am JAMB/HEADER LAYOUT: Bay Member Member Member Member Id Id Size Length Weight --- 1 ------ Jamb -L -------- 8x30C16 ------ 16.67 ------ 53.0 1 Jamb -R 8x30C16 16.67 53.0 8 Jamb -L 8x30C16 16.67 53.0 8 Jamb -R 8x30C16 16.67 53.0 STRESS/DEFLECTION: Bay Member Ld----Shear(k )---- ---Moment(f-k )-- ---Deflect(in)-- Id Id Id Calc Allow UC Calc Allow UC Calc Allow UC --- ------ -- ----- ------ ---- ----- ------ ---- ----- ------ ---- 03/09/2000 SwDes-F.out Page 20 1 Jamb -L WP =1.96 3.61 0.54 -3.73 5.79 0.64 -0.74 0.83 0.89 WS WS 1.96 3.61 0.54 3.73 5.15 0.72 0.74 0.83 0.89 Jamb -R WP 1.54 3.61 0.43 -3.73 5.79 0.64 -0.74 0.83 0.89 WS -1.54 3.61 0.43 3.73 5.15 0.72 0.74. 0.83 0.89 8 Jamb -L WP 1.55 3.61 0.43 -3.73 5.79 0.64 -0.74 0.83 0.89 WS -1.55 3.61 0.43 3.73 5-.15 0.72 0.74 0.83 0.89 Jamb -R WP -1.90 3.61 0.53 -3.73 5.79 0.64 -0.74 0.83 0.89 WS 1.90 3.61 0.53 3.73 5.15 0.72 0.74 0.83 0.89 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Wall Panel Report 3/08/00 10:43am PANEL REACTIONS: (Back Sidwall, Bay= 1) Panel: Type = HR ; Gage = 26.00 Yield = MOMENTS & DEFLECTION: Span Span LD Id (ft) Id 1 5.88 WP WS 2 5.92 WP WS 3 5.92 WP WS 4 5.92 WP WS 5 5.83 WP WS 80 --------- Moment(ft-lb/ft)--------- Support Midspan Calc Allow UC Calc Allow UC 86.9 140.8 0.62 -63.8 164.8 0.39 -86.9 164.8 0.53 63.8 140.8 0.45 86.9 140.8 0.62 -28.0 164.8 0.17 -86.9 164.8 0.53 28.0 140.8 0.20 66.2 140.8 0.47 738.1 164.8 0.23 -66.2 164.8 0.40 38.1 140.8 0.27 86.0 140.8 0.61 -28.3 164.8 0.17 -86.0 164.8 0.52 28.3 140.8 0.20 86.0 140.8 0.61 -62.8 164.8 0.38 -86.0 164.8 0.52 62.8 140.8 0.45 ---Deflect(in)-- Calc Allow UC ----- ----- ---- -0.26 0.78 0.33 0.26 0.78 0.33 -0.06 0.79 0.08 0.06 0.79 0.08 -0.13 0.79 0.16 0.13 0.79 0.16 -0.07 0.79 0.08 0.07 0.79 0.08 -0.25 0.78 0.32 0.25 0.78 0.32 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Weight Summary 3/08/00 10:43am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girts = 3192.41 Frame Openings = 212.00 3404.41 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Sidewall Design Warning Report 3/08/00 10:43am .. No Warnings 03/09/2000 C:\jobs\1751-a\SwDes-B.out ------------------------------------------------------------------------------ *1751-A Sidewall Design Input File 3/ 8/ 0 5:59pm (1) JOBID: '1751-A' *(2)PROGRAM OPTIONS: * Sidewall Run Run Lap Steel * Id Girt Panel Stiff Code 'B' 'Y' 'Y' .50 'WS' *(3)DESIGN CONSTANTS: * ----- Steel_Yield ----- Stress -Ratio --- Deflect _Ratio--- Wind _Load * C -Sec W -Sec R -Sec Panel Girt Panel Girt Panel PartW Ratio 50.0 50.0 50.0 80.0 1.03 1.03 240. 90. 90. 1.00 *(4) REPORTS: * Input Wall Door Wall * Echo Girt Jamb Panel 'I' 'Y' 'Y' 'Y' *(5)BUILDING TYPE: * Build L_Expand_EW R_Expand _EW * Type Use Offset Use Offset 'FF' 'Y' 24.000 'Y' 24.000 *(6)BUILDING SHAPE: (Max: 14 surfaces) * No. * Surf X_Coord Y_Coord 4 0.0000 50.0000 35.0000 52.9167 70.0000 50.0000 70.0000 0.0000 *(7)SIDEWALL BAY SPACING: (Max: 40 bays) * Sets Of Bay No. * Bays Width Bays 3 22.0000 1 20.0000 6 27:0000 1 *(8)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member * Open Id Width Height Offset Type Height Elev Depth Select 1 1 12.0000 31.0000 6.0000 1 0.0000 180.00 0.000 'C ' *(9)PARTIAL WALLS: * Set Of Base Full * Bays Type Load 1 'C' 'N' --Bay_Id-- Wall Start End Height 1 8 19.8750 *(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 Paggee 1 GI3 a 03/09/2000 SwDes-B.out * Loc Girt Location IV 4 25.7500 31.6667 37.5833 43.5000 *(12)WALL PANELS: * Panel Panel * Type Gage 'HR 1 26.00 *(13)LOADING: * * Wind Wind * Pressure Suction 17.9 -17.9 Girt/Header 23.8 -23.8 Panel 17.9 -17.9 Jamb 1751-A Girt Design Report 3/08/00 6:OOpm ---------------------------------------------=-------------------------------- ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN #'1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 1 -------- 8x30C16 ----- ---- ------------- ------ 5.63 19.8750 17.9 i7.9 WIND PRESSURE : ---------------- GIRT ANALYSIS: ---------SHEAR(k )------=- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 0.15 -0.15 --------------MOMENT(f-k )--=--=-------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- 0.00 -0.21 2.81 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS -0.15 2.67 0.06 MS -0.21 5.20 0.04 RS 0.00 0.00 0.75 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Page 2 03/09/2000 SwDes-B.out Page 3 Bay Left Left Right Right Left Left Mid -Span Right Right Id --- Sup ----- Lap Lap Sup ----- ----- ----- Sup Lap ----- ----- Mom Loc ----- ----- Lap Sup ----- ----- 1 -0.15 0.15 0.00 0.21 2.81 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS 0.15 2.67 0.06 MS 0.21 4.84 0.04 RS 0.00 0.00 0.75 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 6:OOpm ------------------- GIRT # 1 ; SPAN # 2 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- -------------- ------ 1 8x30C16 3.63 19.8750 11.5 11.5 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 0.10 -0.10 0.00 -0.09 1.81 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- ------ ----- ---- LS 0.10 2.67 0.04 --- ------ ----- ---- MS -0.09 5.20 0.02 --- ---- LS 0.00 ------ ----- 0.00 0.48 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 03/09/2000 SwDes-B.out Page 4 1 -0.10 0.10 0.00 0.09 1.81 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 LS -0.10 2.67 0.04 MS 0.09 5.04 0.02 LS 0.00 0.00 0.48 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 6:OOpm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN # 3 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id --- Size -------- Width Left Right Location Weight ----- ---- ------------- ------ 2 8x30C14 20.00 19.8750 78.0 78.0 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 0.53 -0.53 0.00 -2.63 10.00 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 0.53 6.10 0.09 MS -2.63 7.48 0.35 LS 0.01 -0.61 2.67 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 -0.53 0.53 0.00 2.63 10.00 0.00 03/09/2000 SwDes-B.out Page 5 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 -0.53 6.10 0.09 MS 2.63 2:99 0.88 LS 0.01 0.61 2.67 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 6:00pm ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN # 4 ------------------- I GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right ----------- ----- ---- ----- 3 8x30C14 20.00 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Girt Location Weight -------- ------ 19.8750 78.0 78.0 ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 0.53 -0.53 0.00 -2.63 10.00 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 0.53 6.10 0.09 MS -2.63 7.48 0.35 LS 0.01 -0.61 2.67 1 WIND SUCTION� -- -- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 -0.53 0.53 0.00 2.63 10.00 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) 03/09/2000 SwDes-B.out Page 6 Id Loc Calc Allow UC Loc Calc Allow UC Loc. UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 3 LS -0.53 6.10 0.09 MS 2.63 2.99 0.88 LS 0.01 0.61 2.67 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 6:OOpm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN # 5 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right ----------- ----- ---- ----- 4 8x30C14 20.00 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Girt Location Weight -------- ------ 19.8750 78.0 78.0 ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 4 0.53 -0.53 0.00 -2.63 10.00 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 0.53' 6.10 0.09' MS -2.63 7.48 0.35 LS 0.01 -0.61 2.67 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 -0.53 0.53 0.00 2.63 10.00 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 -0.53 6.10 0.09 MS 2.63 2.99 0.88 LS 0.01 0.61 2.67 03/09/2000 SwDes-B.out Page 7 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 6:OOpm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN # 6 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right 5 8x30C14 20.00 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Girt Location Weight 19.8750 78.0 78.0 ---------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 0.53 -0.53 0.00 -2.63 10.00 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 0.53 6.10 0.09 MS -2.63 7.48 0.35 LS 0.01 -0.61 2.67 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 -0.53 0.53 0.00 2.63 10.00 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 -0.53 6.10 0.09 MS 2.63 2.99 0.88 LS 0.01 0.61 2.67 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 6:OOpm 0 03/09/2000 SwDes-B.out ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN # 7 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 6 8x30C14 20.00 19.8750 78.0 78.0 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 0.53 -0.53 0.00 -2.63 10.00 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 0.53 6.10 0.09 MS -2.63 7.48 0.35 LS 0.01 -0.61 2.67 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 -0.53 0.53 0.00 2.63 10.00 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 -0.53 6.10 0.09 MS 2.63 2.99 0.88 LS 0.01 0.61 2.67 1751-A Girt Design Report 3/08/00 6:OOpm ------------------------------------------------------------------------------ Page 8 03/09/2000 SwDes-B.out Page 9 GIRT LAYOUT: Bay Girt Id Size 7 8x30C14 WIND PRESSURE : ---------------- ------------------- GIRT # 1 ; SPAN # 8 ------------------- Bay Lap Dist(ft) Width Left Right 20.00 Girt Girt Location Weight 19.8750 78.0 78.0 0 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 7 0.53 -0.53 0.00 -2.63 10.00 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 7 LS 0.53 6.10 0.09 MS -2.63 7.48 0.35 LS 0.01 -0.61 2.67 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 7 -0.53 0.53 0.00 2.63 10.00 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 7 LS -0.53 6.10 0.09 MS 2.63 2.99 0.88 LS 0.01 0.61 2.67 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 6:OOpm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 03/09/2000 SwDes-B.out Page 10 GIRT LAYOUT: Bay Girt Id Size 8 8x30C12 WIND PRESSURE : ---------------- GIRT ANALYSIS: GIRT # 1 ; SPAN # 9 ------------------- Bay Lap Dist(ft) Width Left Right 25.00 Girt Girt Location Weight 19.8750 135.0 135.0 0 ---------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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 8 0.66 -0.66 0.00 -4.11 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 8 LS 0.66 14.69 0.04 MS -4.11 10.68 0.38 LS 0.00 -1.11 3.33 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 8 -0.66 0.66 0.00 4.11 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 8 LS -0.66 14.69 0.04 MS 4.11 4.27 0.96 LS 0.00 1.11 3.33 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 6:00pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 2 ; SPAN # 1 ------------------- 03/09/2000 SwDes-B.out Page 11 GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Id Size Width Left Right 1 8x30216 5.63 WIND PRESSURE : ---------------- GIRT ANALYSIS: Girt Girt Location Weight 25.7500 17.9 17.9 ---------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 0.30 -0.30 0.00 -0.42 2.81 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RS -0.30 3.21 0.09 MS -0.42 5.62 0.07 RS 0.01 -0.01 0.28 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.30 0.30 STRESS/DEFLECTION: --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- 0.00 0.42 2.81 0.00 Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- --- --- ------ ----- ---- --- ---- ------ ----- 1 RS 0.30 3.21 0.09 MS 0.42 5.50 0.08 RS 0.01 0.01 0.28 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Girt Design Report 3/08/00 6:OOpm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 2 ; SPAN # 2 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt I 03/09/2000 SwDes-B.out Page 12 Id Size Width Left Right Location Weight --- 1 -------- 8x30Z16 ----- 3.63 ---- ----- -------- 25.7500 ------ 11.5 2 8x30Z16 20.00 -0.03 2.88 25.7500 72.7 3 8x30Z16 20.00 2.88 2.88 25.7500 81.9 4 8x30Z16 20.00 2.88 2.88 25.7500 81.9 5 8x30Z16 20.00 2.88 2.88 25.7500 81.9 6 8x30Z16 20.00 2.88 2.88 25.7500 81.9 7 8x30Z16 20.00 2.88 2.88 25.7500 81.9 8 8x30Z12 25.00 2.88 14.71 25.7500 150.5 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: 644.2 --------------MOMENT(f-k )-------------- ---------SHEAR(k )-------- Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.35 ----- 0.00 ----- -0.03 2 0.80 ----- -0.58 -1.01 -1.31 3 1.12 0.82 -0.68 -0.99 4 1.04 0.74 -0.77 -1.07 5 1.05 0.75 -0.76 -1.06 6 1.09 0.79 -0.72 -1.02 7 0.91 0.61 -0.90 -1.20 8 1.55 1.25 2.92 -1.09 STRESS/DEFLECTION: 644.2 --------------MOMENT(f-k )-------------- ------SHEAR(k )------ Left Left Mid -Span DEFLECTION(in) Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- -0.58 ----- 3.33 ----- ----- -0.58 -0.58 ------ 0.35 -3.58 7.54 1.27 4.61 4.61 1.82 -1.38 10.65 0.84 3.24 3.24 0.68 -1.88 9.85 0.91 3.55 3.55 0.97 -1.67 9.95 1.04 3.66 3.66 0.95 -1.99 10.35 0.43 2.92 2.92 0.74 -1.01 8.63 2.80 5.82 5.82 1.79 -5.59 14.71 -0.77 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 --- LS ------ 0.35 ----- 3.21 ---- 0.11 --- MS ------ -0.58 ----- 5.62 ---- 0.10 --- LS ---- 0.01 ------ 0.59 ----- 2 RL -1.01 3.21 0.31 MS -3.58 5.62 0.64 RS 0.21 -0.79 1.00 3 LL 0.82 3.21 0.26 LS 2.31 5.62 0.41 LS 0.20 -0.16 1.00 4 RL -0.77 3.21 0.24 MS -1..88 5.62 0.34 RS 0.13 -0.33 .1.00 5 RL• -0•.76 3.21. 0.24 RS 1.83 5.62 0.33 RS •0.13 -0.26 1..00 6 LL 0.79 3.21 0.25 MS -1.99 5.62 0.35 LS 0.13 -0.37 1.00 7 RL -0.90 3.21 0.28 RL 2.80 5.62 0.50 RL 0.28 -0.02 1.00 8 LL 1.25 15.36 0.08' MS -5.59 10.96 0.51 LS 0.12 -1.21 1.25 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.35 0.03 2 -0.80 1.01 1.31 3 -1.12 -0.82 0.68 0.99 4 -1.04 -0.74 0.77 1.07 5 -1.05 -0.75 0.76 1.06 6 -1.09 -0.79 0.72 1.02 --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- 0.58 ----- 3.33 ----- ----- 0.58 0.58 3.58 7.54 -1.27 -4.61 -4.61 -1.82 1.38 10.65 -0.84 -3.24 -3.24 -0.68 1.88 9.85 -0.91 -3.55 -3.55 -0.97 1.67 9.95 -1.04 -3.66 -3.66 -0.95 1.99 10.35 -0.43 -2.92 03/09/2000 SwDes-B.out Page 13 7 -0.91 -0.61 8 -1.55 -1.25 STRESS/DEFLECTION: 0.90 1.20 -2.92 -0.74 1.01 8.63 -2.80 -5.82 1.09 -5.82 -1.79 5.59 14.71 0.00 Span ------SHEAR(k )------ Bay -----MOMENT(f-k )---- Dist(ft) Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 1 --- LS ------ -0.35 ----- 3.21 ---- 0.11 --- MS ------ 0.58 ----- 5.62 ---- 0.10 --- LS ---- 0.01 2 RL 1.01 3.21 0.31 MS 3.58 3.93 0.91 RS 0.21 3 LL -0.82 3.21 0.26 LS -2.31 5.62 0.41 LS 0.20 4 RL 0.77 3.21 0.24 MS 1.88 3.93 0.48 RS 0.13 5 RL 0.76 3.21 0.24 MS 1.67 3.93 0.42 RS 0.13 6 LL -0.79 3.21 0.25 MS 1.99 3.93 0.51 LS 0.13 7 RL 0.90 3.21 0.28 RL -2.80 5.62 0.50 RL 0.28 8 LL -1.25 15.36 0.08 MS 5.59 7.67 0.73 LS 0.12 ----------------------------------------- ----------------------------------------- 1751-A Girt Design Report ----------------------------------------- ----------------------------------------- ------------------- GIRT # 3 ; SPAN # 1 ------------------- GIRT LAYOUT: DEFLECTION(in) Calc Allow -0.59 0.79 1.00 0.16 1.00 0.33 1.00 0.26 1.00 0.37 1.00 0.02 1.00 1.21 1.25 --------------------------------- --------------------------------- 3/08/00 6:00pm --------------------------------- --------------------------------- Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 1 -------- 8x30Z16 ----- 20.00 ---- ----- 2.88 -------- 31.6667 ------ 72.7 2 8x30Z16 20.00 2.88 2.88 31.6667 81.9 3 8x30Z16 20.00 2.88 2.88 31.6667 81.9 4 8x30Z16 20.00 2.88 2.88 31.6667 81.9 5 8x30Z16 20.00 2.88 2.88 31.6667 81.9 6 8x30Z16 20.00 2.88 2.88 31.6667 81.9 7 8x30Z16 20.00 2.88 2.88 31.6667 81.9 8 8x30Z12 25.00 2.88 31.6667 150.5 714 ..6. WIND PRESSURE : ---------------- GIRT ANALYSIS: --------------MOMENT(f-k )-------------- ---------SHEAR(k )-------- Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.68 0.00 -0.68 -0.94 2 1.06 0.76 -0.75 -1.05 3 1.06 0.75 -0.76 -1.06 4 1.06 0.76 -0.75 -1.06 5 1.05 0.74 -0.76 -1.07 6 1.10 0.79 -0.72 -1.02 7 0.91 0.61 -0.90 -1.20 8 i.56 1.25 2.93 -1.09 --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 -2.19 7.24 1.31 3.61 3.61 0.98 -1.74 10.05 0.91 3.51 3.51 0.91 -1.77 9.98 0.93 3.55 3.55 0.93 -1.78 10.03 0.89 3.49 3.49 0.91 -1.71 9.90 1.06 3.69 3.69 0.98 -1.99 10.36 0.43 2.93 2.93 0.74 -1.01 8.62 2.81 5.84 5.84 1.80 -5.61 14.71 0.00 0 03/09/2000 SwDes-B.out Page 14 STRESS/DEFLECTION: Span------SHEAR(k )------ Id Loc Calc Allow UC 1 LS 0.68 3.21 0.21 2 LL 0.76 3.21 0.24 3 RL -0.76 3.21 0.24 4 LL 0.76 3.21 0.24 5 RL -0.76 3.21 0.24 6 LL 0.79 3.21 0.25 7 RL -0.90 3.21 0.28 8 LL 1.25 15.36 0.08 WIND SUCTION : ---------------- -----MOMENT(f-k )---- Loc Calc Allow UC MS -2.19 5.62 0.39 LS 1.80 5.62 0.32 RS 1.77 5.62 0.32 MS -1.78 5.62 0.32 RS 1.85 5.62 0.33 MS -1.99 5.62 0.35 RL 2.81 5.62 0.50 MS -5.61 10.96 0.51 Mom+Shr DEFLECTION(in) Loc UC Calc Allow RS 0.12 -0.43 1.00 LS 0.13 -0.28 1.00 RS 0.13 -0.29 1.00 LS 0.13 -0.30 1.00 RS 0.14 -0.27 1.00 LS 0.14 -0.37 1.00 RL 0.28 -0.02 1.00 LS 0.12 -1.22 1.25 0 GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.68 0.68 0.94 2 -1.06 -0.76 0.75 1.05 3 -1.06 -0.75 0.76 1.06 4 -1.06 -0.76 0.75 1.06 5 -1.05 -0.74 0.76 1.07 6 -1.10 -0.79 0.72 1.02 7 -0.91 -0.61 0.90 1.20 8 -1.56 -1.25 1.09 STRESS/DEFLECTION: Span------SHEAR(k )------ Id Loc Calc Allow UC --------------MOMENT(f-k )-------------- LS -0.68 Left Left Mid -Span 2.19 Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 3.21 2.19 7.24 -1.31 -3.61 -3.61 -0.98 1.74 10.05 -0.91 =3.51 -3.51 -0.91 1.77 9.98 -0.93 -3.55 -3.55 -0.93 1.78 10.03 -0.89 -3.49 -3.49 -0.91 1.71 9.90 -1.06 -3.69 -3.69 -0.98 1.99 10.36 -0.43 -2.93 -2.93 -0.74 1.01 8.62 -2.81 -5.84 -5.84 -1.80 5.61 14.71 RS 0.00 -----MOMENT(f-k )---- Loc Calc Allow UC Mom+Shr DEFLECTION(in) Loc UC Calc Allow 1 LS -0.68 3.21 0.21 MS 2.19 3.93 0.56 RS 0.12 0.43 1.00 2 LL -0.76 3.21 0.24 MS 1.74. 3.93 0.44 LS .0.13 0.28 1.00 3 RL. 0.76 3.21 0.24 MS 1.77 3'.93 0.45 RS 0.13 0.29 1.00 4 LL -0.76 3.21 0.24 MS 1.78 3.93 0.45 LS 0.13 0.30 1.00 5 RL 0.76 3.21 0.24 MS 1.71 3.93 0.43 RS 0.14 0.27 1.00 6 LL -0.79 3.21 0.25 MS 1.99 3.93 0.51 LS 0.14 0.37 1.00 7 RL 0.90 3.21 0.28 RL -2.81 5.62 0.50 RL 0.28 0.02 1.00 8 LL -1.25 15.36 0.08 MS 5.61 7.67 0.73 LS 0.12 1.22 1.25 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girt Design Report 3/08/00 6:00pm ------------------- GIRT # 4 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight 03/09/2000 SwDes-B.out Page 15 --- 1 -------- 8x30Zl6 ----- 20.00 ---- ----- 2.88 -------- 37.5833 ------ 72.7 2 8x30Zl6 20.00 2.88 2.88 37.5833 81.9 3 8x30Zl6 20.00 2.88 2.88 37.5833 81.9 4 8x30Zl6 20.00 2.88 2.88 37.5833 81.9 5 8x30Zl6 20.00 2.88 2.88 37.5833 81.9 6 8x30Zl6 20.00 2.88 2.88 37.5833 81.9 7 8x30Zl6 20.00 2.88 2.88 37.5833 81.9 8 8x30Z12 25.00 2.88 -1.01 37.5833 150.5 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: 714.6 --------------MOMENT(f-k )-------------- ---------SHEAR(k )-------- Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.84 ----- 0.00 -0.98 -1.28 2 1.12 0.81 -0.69 -1.00 3 1.04 0.74 -0.77 -1.08 4 1.07 0.76 -0.75 -1.05 5 1.05 0.74 -0.77 -1.07 6 1.10 0.79 -0.72 -1.02 7 0.91 0.61 -0.90 -1.20 8 1.56 1.25 2.93 -1.09 STRESS/DEFLECTION: 714.6 --------------MOMENT(f-k )-------------- ------SHEAR(k )------ Left Left Mid -Span DEFLECTION(in) Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- -3.29 ----- 7.89 ----- 1.23 ----- 4.48 4.48 1.70 -1.44 10.57 0.84 3.27 3.27 0.71 -1.85 9.84 0.95 3.61 3.61 0.98 -1.76 10.07 0.88 3.47 3.47 0.89 -1.71 9.89 1.06 3.70 3.70 0.98 -1.99 10.36 0.43 2.93 2.93 0.74 -1.01 8.62 2.81 5.84 5.84 1.80 -5.61 14.71 0.76 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 --- RL ------ -0.98 ----- 3.21 ---- 0.30 --- MS ------ -3.29 ----- 5.62 ---- 0.59 --- RS ---- 0.20 ------ -0.72 ----- 1.00 2 LL 0.81 3.21 0.25 LS 2.24 5.62 0.40 LS 0.19 -0.18 1.00 3 RL -0.77 3.21 0.24 MS -1.85 5.62 0.33 RS 0.13 -0.32 1.00 4 LL 0.76 3.21 0.24 LS 1.80 5.62 0.32 LS 0.13 -0.29 1.00 5. RL -0.77 3:.21 0.24 RS 1.85 5.62 0.33 RS 0..14 -0.28 1.00 .6 LL' 0.79 3.21 0.25 MS -1.99 5.62 0.35 LS 0.14 -0.37 1.00 7 RL -0.90 3.21 0.28 RL 2.81 5.62 0.50 RL 0.28 -0.02 1.00 8 LL 1.25 15.36 0.08 MS -5.61 10.96 0.51 LS 0.12 -1.22 1.25 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.84 0.98 1.28 2 -1.12 -0.81 0.69 1.00 3 -1.04 -0.74 0.77 1.08 4 -1.07 -0.76 0.75 1.05 5 -1.05 -0.74 0.77 1.07 6 -1.10 -0.79 0.72 1.02 7 -0.91 -0.61 0.90 1.20 --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 3.29 7.89 -1.23 -4.48 -4.48 -1.70 1.44 10.57 -0.84 -3.27 -3.27 -0.71 1.85 9.84 -0.95 -3.61 -3.61 -0.98 1.76 10.07 -0.88 -3.47 -3.47 -0.89 1.71 9.89 -1.06 -3.70 -3.70 -0.98 1.99 10.36 -0.43 -2.93 -2.93 -0.74 1.01 8.62 -2.81 -5.84 03/09/2000 SwDes-B.out Page 16 8 -1.56 -1.25 STRESS/DEFLECTION: 1.09 -5.84 -1.80 5.61 14.71 0.00 Span ------SHEAR(k )------ Bay -----MOMENT(f=k )---- Dist(ft) Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RL ------ 0.98 ----- 3.21 ---- 0.30 --- MS ------ 3.29 ----- 3.93 ---- 0.84 --- RS ---- 0.20 ------ 0.72 ----- 1.00 2 LL -0.81 3.21 0.25 LS -2.24 5.62 0.40 LS 0.19 0.18 1.00 3 RL 0.77 3.21 0.24 MS 1.85 3.93 0.47 RS 0.13 0.32 1.00 4 LL 70.76 3.21 0.24 MS 1.76 3.93 0.45 LS 0.13 0.29 1.00 5 RL 0.77 3.21 0.24 MS 1.71 3.93 0.44 RS 0.14 0.28 1.00 6 LL -0.79 3.21 0.25 MS 1.99 3.93 0.51 LS 0.14 0.37 1.00 7 RL 0.90 3.21 0.28 RL -2.81 5.62 0.50 RL 0.28 0.02 1.00 8 LL -1.25 15.36 0.08 MS 5.61 7.67 0.73 LS 0.12 1.22 1.25,--' 1751-A Girt Design Report 3/08/00 6:00pm ------------------- GIRT # 5 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id --- Size -------- Width ----- Left ---- Right ----- Location -------- Weight ------ 1 8x30Z16 20.00 -1.27 2.88 43.5000 72.7 2 8x30Z16 20.00 2.88 2.88 43.5000 81.9 3 8x30Z16 20.00 2.88 2.88 43.5000 81.9 4 8x30Zl6 20.00 2.88 2.88 43.5000 81.9 5 8x30Z16 20.00 2.88 2.88 43.5000 81.9 6 8x30Zl6 20.00 2.88 2.88 43.5000 81.9 7 8x30Z16 20.00 2.88 2.88 43.5000 81.9 8 8x30Z12 25.00 2.88 43.5000 150.5 7.14.6. WIND PRESSURE : ---------------- GIRT ANALYSIS: --------------MOMENT(f-k ---------SHEAR(k )-------- Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.83 Sup -0.97 -1.27 2 1.11 0.81 -0.69 -0.99 3 1.03 0.73 -0.77 -1.07 4 1.06 0.76 -0.74 -1.04 5 1.04 0.74 -0.76 -1.06 6 1.09 0.79 -0.71 -1.01 7 0.91 0.60 -0.89 -1.20 8 1.55 1.24 2.91 -1.08 --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- -3.27 ----- 7.89 ----- 1.22 ----- 4.45 4.45 1.68 -1.43 10.57 0.83 3.25 3.25 0.71 -1.84 9.84 0.95 3.58 3.58 0.98 -1.74 10.07 0.88 3.44 3.44 0.89 -1.70 9.89 1.05 3.67 3.67 0.97 -1.98 10.36 0.43 2.91 2.91 0.73 -1.01 8.62 2.79 5.80 5.80 1.79 -5.57 14.71 0.00 s 03/09/2000 SwDes-B.out Page 17 STRESS/DEFLECTION: Span ------SHEAR(k )------ 5.62 Id Loc Calc Allow UC ---- 1 --- RL ------ -0.97 ----- 3.21 ---- 0.30 2 LL 0.81 3.21 0.25 3 RL -0.77 3.21 0.24 4 LL 0.76 3.21 0.24 5 RL -0.76 3.21 0.24 6 LL 0.79 3.21 0.25 7 RL -0.89 3.21 0.28 8 LL 1.24 15.36 0.08 WIND SUCTION : ---------------- GIRT ANALYSIS: -----MOMENT(f-k )---- Loc Calc Allow UC MS -3.27 5.62 0.58 LS 2.22 5.62 0.40 MS -1.84 5.62 0.33 LS 1.79 5.62 0.32 RS 1.84 5.62 0.33 MS -1.98 5.62 0.35 RL 2.79 5.62 0.50 MS -5.57 10.96 0.51 Mom+Shr DEFLECTION(in) Loc UC Calc Allow RS 0.20 -0.72 1.00 LS 0.19 -0.18 1.00 RS 0.13 -0.32 1.00 LS 0.13 -0.29 1.00 RS 0.13 -0.27 1.00 LS 0.14 -0.36 1.00 RL 0.28 -0.02 1.00 LS 0.11 -1.21 1.25 STRESS/DEFLECTION: Span Id 1 2 .3. 4 5 6 7 8 1751-A ------SHEAR(k )------ Loc Calc Allow UC RL ---------SHEAR(k )-------- 3.21 --------------MOMENT(f-k )-------------- -0.81 3.21 Bay Left Left Right Right Left Left Mid -Span 0.24 Right Right Id --- Sup ----- Lap ----- Lap ----- Sup. ----- Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 1 -0.83 0.08 0.97 1.27 0.00 3.27 7.89 -1.22 -4.45 2 -1.11 -0.81 0.69 0.99 -4.45 -1.68 1.43 10.57 -0.83 -3.25 3 -1.03 -0.73 0.77 1.07 -3.25 -0.71 1.84 9.84 -0.95 -3.58 4 -1.06 -0.76 0.74 1.04 -3.58 -0.98 1.74 10.07 -0.88 -3.44 5 -1.04 -0.74 0.76 1.06 -3.44 -0.89 1.70 9.89 -1.05 -3.67 6 -1.09 -0.79 0.71 1.01 -3.67 -0.97 1.98 10.36 -0.43 -2.91 7 -0.91 -0.60 0.89 1.20 -2.91 -0.73 1.01 8.62 -2.79 -5.80 8 -1.55 -1.24 1.08 -5.80 -1.79 5.57 14.71 0.00 STRESS/DEFLECTION: Span Id 1 2 .3. 4 5 6 7 8 1751-A ------SHEAR(k )------ Loc Calc Allow UC RL 0.97 3.21 0.30 LL -0.81 3.21 0.25 RL, 0.77 3.21 0.24 LL -0.76 3.21 0.24 RL 0.76 3.21 0.24 LL -0.79 3.21 0.25 RL 0.89 3.21 0.28 LL -1.24 15.36 0.08 JAMB/HEADER LAYOUT: -----MOMENT(f-k )---- Loc Calc Allow UC MS 3.27 3.93 0.83 LS -2.22 5.62 0.40 MS .1.84 3.93 0.47. MS 1.'74 3.93 0.44 MS 1.70 3.93 0.43 MS 1.98 3.93 0.50 RL -2.79 5.62 0.50 MS 5.57 7.67 0.73 Mom+Shr DEFLECTION(in) Loc UC Calc Allow RS 0.20 0.72 1.00 LS 0.19 0.18 1.00 RS 0.13 0..32. 1.00 LS 0.13 0.29 1:00. RS 0.13 0.27 1.00 LS 0.14 0.36 1.00 RL 0.28 0.02 1.00 LS 0.11 1.21 1.25 Sidewall Jamb/Header Summary 3/08/00 6:00pm Bay Member Member Member Member Id Id Size Length Weight --- 1 ------ Jamb -L -------- 8x30C16 ------ 16.67 ------ 53.0 1 Jamb -R 8x30C16 16.67 53.0 STRESS/DEFLECTION: 03/09/2000 SwDes-B.out , Page 18 Bay Member Ld Id Id Id ----Shear(k )---- Calc Allow UC ---Moment(f-k )-- Calc Allow UC ---Deflect(in)-- Calc Allow UC 1 Jamb -L WP -1.90 3.61 0.53 -3.73 5.79 0.64 -0.74 0.83 0.89 WS 1.90 3.61 0.53 3.73 5.15 0.72 0.74 0.83 0.89 Jamb -R WP 1.55 3.61 0.43 -3.73 5.79 0.64 -0.74 0.83 0.89 WS -1.55 3.61 0.43 3.73 5.15 0.72 0.74 0.83 0.89 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Wall Panel Report 3/08/00 6:OOpm PANEL REACTIONS: (Back Sidwall, Bay= 1) Panel: Type = HR ; Gage = 26.00 ; Yield = MOMENTS & DEFLECTION: Span Span LD Id (ft) Id 1 5.88 WP WS 2 5.92 WP WS 3 5.92 WP WS 4 5.92 WP WS 5 5.83 WP WS 80 --------- Moment(ft-lb/ft)--------- Support Midspan . Calc Allow UC Calc Allow UC 86.9 140.8 0.62 -63.8 164.8 0.39 -86.9 164.8 0.53 63.8 140.8 0.45 86.9 140.8 0.62 -28.0 164.8 0.17 -86.9 164.8 0.53 28.0 140.8 0.20 66.2 140.8 0.47 -38.1 164.8 0.23 -66.2 164.8 0.40 38.1 140.8 0.27 86.0 140.8 0.61 -28.3 164.8 0.17 -86.0 164.8 0.52 28.3 140.8 0.20 86.0 140.8 0.61 -62.8 164.8 0.38 -86.0 164.8 0.52 62.8 140.8 0.45 ---Deflect(in)-- Calc Allow UC -0.26 0.78 0.33 0.26 0.78 0.33 -0.06 0.79 0.08 0.06 0:79 0.08 -0.13 0.79 0.16 0.13 0.79-0.16 -0.07 0.79 0.08 0.07 0.79 0.08 -0.25 0.78 0.32 0.25 0.78 0.32 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Weight Summary 3/08/00 6:OOpm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Girts = 3438.26 Frame Openings = 106.00 3544.26 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Sidewall Design Warning Report 3/08/00 6:OOpm .. No Warnings 03/20/2000 C:\jobs\1751-a\EwDes-L.out *1751-A Endwall Design Input Echo 3/ 8 0 10:54am ---------- - *(1)JOBID: (Max: 60 char) C 01- U M �S '1751-A' *(2)PROGRAM OPTIONS: * EW Run Run Run Run No Des Steel Lap ---Build--- * Id Col/Raf Girt Brace Panel Cycles Code Stiff Code Year 'L' 'Y' 'Y' 'N' 'Y' 4 189' .50 'UBC ' 097' *(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 240. 240. 0. 360. 240. 90. 90. 240. *(5)REPORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace 'I' 'Y' 'Y' 'Y' 'Y' 'Y' *(6)BUILDING TYPE: * Build Expand_EW * Type Use Offset 'FF' 'Y' 24.00 *(7)SURFACE SHAPE: (Max: 10 surfaces) * No. X-Coord Y-Coord Offset * Surf (ft) (ft) (in) 4 0.0000 50.0000 8.000 35.0000 52.9167 8.000 70.0000 50.0000 8.000 70.0000 0.0000 8.000 *(8)BAY:SPACING: (Max: 20 bays) 3 /U10-0 I�T Seis Zone '3 ' * SideWall Frame I Sets -Of Bay No. * Bay Recess Bays Width Bays 2.0000 1.0000 1 23.3333 3 *(9)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member * Open Id Width Height Offset Type Height Elev Depth Select 0 *(10)PARTIAL WALLS: * Set Of Base Full * Bays Type Load 1 'C' 'N' --Bay_Id-- Wall Start End Height 1 3 19.8750 *(11)COLUMNS: * ---Corner--- -Interior- Same Max_UnBr Base * Type Depth Type Depth Depth Length Elev 1W 0.000 1W 112.000 'N' 83.333 181.50 Page 1 114 I 03/20/2000 EwDes-L.out Page 2 *(12)COLUMN SIZE: * Set No. Column * Member Column Size ' N ' *(13)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace OR 1 10.000 'y' 'y' *(14)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size 'N' *(15)RAFTER SPLICES: i * Surf No. Splice Splice * Id Splice Loc. Type i 2 0 3 1 0.0000 'F' *(16)ENDWALL GIRTS: * Girt Flange Set Set Max Girt To One Girt Max_Unbr * Type Brace Depth Lap Space Rafter Depth/Bay Length 'ZB' 'y' 8.000 0.0000 25.7500 'N' 'Y' 10.0000 *(17)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 'Y' S 25.7500 31.6667 37.5833 43.5000 47.0000 *(18)ROOF PURLINS: * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 2 1.000 4.250 9 0.000 3 1.000 4.250 9 0.000 *(19)PANELS: * Panel Panel * Type Gage 'HR 1 26.00 *(20):WIND FRAMING SELECTION: * ----- Order_Of_Selection------ * Panel Diagonal Wind Wind * Shear Bracing Bent Column 'N' 'N' 'N' 'N' *(21)WALL BRACING: * Wind Brace No. Bays Specified * Shear Type Specified Bays_For_Bracing 100.0 OR ' 0 *(22)WIND BENTS: * --Member-- No Of * Type Depth Bays Bay_Id '-' 0.00 0 *(23)WIND COLUMNS: * --Member-- No Of Left/ * Type Depth Bays Bay_Id Right '-' 0.00 0 *(24)WALL BRACING ATTACHMENT 03/20/2000 EwDes-L.out *No _Of Attach--Bay_Id-,- No_Of *Attach Id Start End Level Level_Height 0 *(25)EAVE EXTENSION: * *Wall No_Of Ext-Bay_Id--Edge_Extend- Ext Load *Id Ext Id Start End Width Height Slope Left Right Mount Width 4 0 2 0 *(26)SW CANOPY * *Wall No_Of Ext-Bay_Id---Edge_Extend- Ext Load *Id Ext Id Start End Width Height Slope Left Right Mount Width 4 0 2 0 *(27)EW CANOPY * *Wall No_Of Ext-Bay_Id---Edge_Extend- Ext *Id Ext Id Start End Width Height Slope Left Right Mount 1 0 *(28)BASIC LOADS: * Dead Live Snow Collateral Basic Wind Load Canopy Seismic * Load Load Load Load Wind Ratio Live Load 2.5 16.0 0.0 3.0 19.9 1.00 16.0 0.0 *(29)WIND PRESSURE/SUCTION: * Deflection * Wind Wind Wind Wind * Press Suct Press Suct 17.9 -17.9 17.9 -17.9 17.9 -17.9 17.9 -17.9 17.9 -17.9 17.9 -17.9 23.8 -23.8 23.8 -23.8 0.0 -55.6 0.0 -55.6 0.0 -55.6 0.0 -55.6 0.0 -55.6 0.0 -55.6 0.0 -55.6 0.0 -55.6 *(30)WIND COEFFICIENTS:._ *,. Surf Rafter _ Wind _1 Rafter_Wind_2 * Id Left Right Left Right 1 .00 .00 .00 .00 2 -1.50 -1.50 .00 .00 3 -1.50 -1.50 .00 .00 4 .00 .00 .00 .00 *(31)COLUMN & BRACING DESIGN LOADS: * Column Girt/Header Jamb Panel ..L Eave Ext ..R Eave Ext ..SW Canopy ..EW Canopy Bracing Wind Long Left Right Press .80 -.50 .00 -.70 -.70 -.70 -.70 -.70 -.70 -.50 .80 .00. Surface Friction .00 .00 .00 .00 * No. Load Rafter _Wind Brace _Wind Column -Wind I Aux -Load *Load Id Dead Collat Live Left Right Left Right Press Suct Seisl Id Coef 6 1 1.00 1.00 1.00 .00 .00 .00 .00 .00 .00 .00 0 .00 2 1.00 .00 .50 .00 .00 1.00 .00 .00 1.00 .00 0 .00 3 1.00 .00 .50 .00 .00 .00 1.00 .00 1.00 .00 0 .00 4 1.00 .00 .00 .00 .00 .00 .00 1.00 .00 .00 0 .00 5 1.00 .00 .00 1.00 .00 .00 .00 .00 1.00 .00 0 .00 6 1.00 .00 .00 .00 1.00 .00 .00 .00 1.00 .00 0 .00 *(32)COLUMN & BRACING DESIGN LOADS: Deflection * Deflection * No. Load Rafter Wind Brace Wind Column Wind I Aux Load Page 3 03/20/2000 EwDes-L.out *Load Id Dead Collat Live Left Right Left Right Press Suct Seisl Id Coef 0 *(33)RAFTER DESIGN LOADS: * * No. Load Mem Mem --- Wide Flange Section -- Rafter Wind Rafter Wind W -Dep ----- I Aux F-Wid ----- *Load Id Dead Collat Live _ Left _1 Right _ Left _2 Right Seis I Id -Load Coef 5 1 1.00 1.00 1.00 .00 .00 .00 00 .00 0 .00 2 1.00 .00 .00 1.00 .00 .00 .00 .00 0 .00 3 1.00 .00 .00 .00 1.00 .00 .00 .00 0 .00 4 1.00 .00 .00 .00 .00 1.00 .00 .00 0 .00 5 1.00 .00 .00 .00 .00 .00 1.00 .00 0 .00 *(34)RAFTER DESIGN LOADS: Deflection * Deflection * No. Load Rafter _Wind _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 -Conc. * Add Id Id Load Type I W1 W2 Co DL1 -DL2 -Unif. 0 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Column & Rafter Design 3/20/ 0 10:47am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 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. .B160.5043 15.5 0.188. 5.0 0.250 615.03 Col -2 23.3 B1210103 10.'8 0.188 10.0. 0:625 1744.17 Col -3 46.7 B1210103 10.8 0.188 10.0 0.625 1744.17 Col -4 69.3 B1605043 15.5 0.188 5.0 0.250 615.03 Raf-1 -3.49 W10xl5 9.5 0.230 4.0 0.270 0.00 Raf-2 0.62 W10xl5 9.5 0.230 4.0 0.270 0.00 Total = 4718.40 DESIGN ACTIONS/STRESSES: (W/R/U-Section) Page 4 --- 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 ------ 0.62 ------ 0.11 ------ 20.39 ------ 0.00 ------ 0.00 ------ 12.23 ------ 0.00 ------ 0.00 ------ 27.89 Col -1 2 0.62 0.11 27.18 -3.49 1.20 16.31 29.16 -13.11 37.18 Col -1 3 0.62 0.11 27.18 -3.49 1.20 16.31 29.16 -13.11 37.18 Col -1 4 0.62 0.11 27.18 3.49 1.20 16.31 -29.16 -13.11 37.18 Col -1 5 0.62 0.11 27.18 -3.49 1.20 16.31 29.16 -13.11 37..18 Col -1 6 0.62 0.11 27.18 -3.49 1.20 16.31 29.16 -13.11 37.18 Col -2 1 1.74 0.12 19.34 0.00 0.00 18.79 0.00 0.00 33.00 Page 4 03/20/2000 EwDes-L.out Page 5 Col -2 2 1.74 0.12 25.79 -7.27 3.60 25.04 64.18 -10.89 43.99 Col -2 3 1.74 0.12 25.79 -7.27 3.60 25.04 64.18 -10.89 43.99 Col -2 4 1.74 0.12 25.79 7.27 3.60 25.04 -64.18 -10.89 43.99 Col -2 5 1.74 0.12 25.79 -7.27 3.60 25.04 64.18 -10.89 43.99 Col -2 6 1.74 0.12 25.79 -7.27 3.60 25.04 64.18 -10.89 43.99 Col -3 1 1.74 0.12 19.34 0.00 0.00 18.79 0.00 0.00 33.00 Col -3 2 1.74 0.12 25.79 7.27 3.60 25.04 64.18 -10.89 43.99 Col -3 3 1.74 0.12 25.79 7.27 3.60 25.04 64.18 -10.89 43.99 Col -3 4 1.74 0.12 25.79 -7.27 3.60 25.04 -64.18 -10.89 43.99 Col -3 5 1.74 0.12 25.79 7.27 3.60 25.04 64.18 -10.89 43.99 Col -3 6 1.74 0.12 25.79 7.27 3.60 25.04 64.18 -10.89 43.99 Col -4 1 0.62 0.11 20.39 0.00 0.00 12.23 0.00 0.00 27.89 Col -4 2 0.62 0.11 27.18 -3.49 1.20 16.31 29.16 -13.11 37.18 Col -4 3 0.62 -0.11 27.18 -3.49 1.20 16.31 29.16 -13.11 37.18 Col -4 4 0.62 0.11 27.18 3.49 1.20 16.31 -29.16 -13.11 37.18 Col -4 5 0.62 0.11 27.18 -3.49 1.20 16.31 29.16 -13.11 37.1$.• Col -4 6 0.62 0.11 27.18 -3.49 1.20 16.31 29.16 -13.11 37.18 Raf-1 1 0.00 0.00 20.73 0.00 0.00 20.00 0.00 0.00 30.00 Raf-1 2 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-1 3 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-1 4 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-1 5 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-2 1 0.00 0.00 20.73 0.00 0.00 20.00 0.00 0.00 30.00 Raf-2 2 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-2 3 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-2 4 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-2 5 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom ----- Col-1 ---- 1 ----- 0.01 ----- 0.00 ------ 0.00 -------------- 0.01 Col -1 2 0.00 0.07 0.35 0.36 Col -1 3 0.00 0.07 0.35 0.36 Col -1 4 0.00 0.07 0.35 0.36 Col -1 5 0.00 0.07 0.35 0.36 Col -1 6 0.00 0.07 0.35 0.36 Col -2 1 0.01 0.00 0.00 0.01 Col -2 2 0.00 0.14 0.25 0.25 Col -2 3 0.00 0.14 0.25. 0.25 . Col -2 4 0.00 0:14 0.25 0.25 Col -2 5 0.00 0.14 0.25 0.25 Col -2 6 0.00 0.14 0.25 0.25 Col -3 1 0.01 0.00 0.00 0.01 Col -3 2 0.00 0.14 0.25 0.25 Col -3 3 0.00 0.14 0.25 0.25 Col -3 4 0.00 0.14 0.25 0.25 Col -3 5 0.00 0.14 0.25 0.25 Col -3 6 0.00 0.14 0.25 0.25 Col -4 1 0.01 0.00 0.00 0.01 Col -4 2 0.00 0.07 0.35 0.36 Col -4 3 0.00 0.07 0.35 0.36 Col -4 4 0.00 0.07 0.35 0.36 Col -4 5 0.00 0.07 0.35 0.36 Col -4 6 0.00 0.07 0.35 0.36 Raf-1 1 0.00 0.00 0.00 0.00 Raf-1 2 0.00 0.00 0.00 0.00 Raf-1 3 0.00 0.00 0.00 0.00 Raf-1 4 0.00 0.00 0.00 0.00 Raf-1 5 0.00 0.00 0.00 0.00 Raf-2 1 0.00 0.00 0.00 0.00 Raf-2 2 0.00 0.00 0.00 0.00 03/20/2000 EwDes-L.out Page 6 Raf-2 3 0.00 0.00 0.00 Raf-2 4 0.00 0.00 0.00 Raf-2 5 0.00 0.00 0.00 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Id Id Calc Allow ----- Col-1 ---- 1 ------ ------ 0.00 1.11 Col -1 2 0.95 1.11 Col -1 3 0.95 1.11 Col -1 4 -0.95 1.11 Col -1 5 0.95 1.11 Col -1 6 0.95 1.11 Col -2 1 0.00 1.18 Col -2 2 1.17 1.18 Col -2 3 1.17 1.18 Col -2 4 -1.17 1.18 Col -2 5 1.17 1.18 Col -2 6 1.17 1.18 Col -3 1 0.00 1.18 Col -3 2 1.17 1.18 Col -3 3 1.17 1.18 Col -3 4 -1.17 1.18 Col -3 5 1.17 1.18 Col -3 6 1.17 1.18 Col -4 1 0.00 1.11 Col -4 2 0.95 1.11 Col -4 3 0.95 1.11 Col -4 4 -0.95 1.11 Col -4 5 0.95 1.11 Col -4 6 0.95 1.11 Raf-1 1 0.00 1.17 Raf-1 2 0.00 1.17 Raf-1 3 0.00 1.17 Raf-1 4 0.00 1.17 Raf-1 5 0.00 1.17 Raf-2 1 0.00 1.17 Raf-2 2 0.00 1.17 Raf-2 3 0.00 1.17 Raf-2 .4. 0.00 1.17 Raf-2 .5 0.00 1.17 RAFTER MEMBER DEFLECTIONS: Reaction (k ) Deflection (in) Horz(OP) Vert Horz(IP) ------- 0.00 ----- 0.62 ------- 0.00 3.49 0.62 0.00 3.49 0.62 0.00 -3.49 0.62 0.00 3.49 0.62 0.00 3.49 0.62 0.00 0.00 1.74 0.00 7.27 1.74 0.00 7.27 1.74 0.00 -7.27 1.74 0.00 7.27 1.74 0.00 7.27 1.74 0.00 0.00 1.74 0.00 7.27 1.74 0.00 7.27 1.74 0.00 -7.27 1.74 0.00 7.27 1.74 0.00 7.27 1.74 0.00 0.00 0.62 0:00 3.49 0.62 0.00 3.49 0.62 0.00 -3.49 0.62 0.00 3.49 0.62 0.00 3.49 0.62 0.00 Mem Load Deflection (in) Id Id Calc Allow ----- Raf-- ---- 1 ------ ------ 0.00 1.17 Raf-1 2 0.00 1.17 Raf-1 3 0.00 1.17 Raf-1 4 0.00 1.17 Raf-1 5 0.00 1.17 Raf-2 1 0.00 1.17 Raf-2 2 0.00 1.17 Raf-2 3 0.00 1.17 Raf-2 4 0.00 1.17 Raf-2 5 0.00 1.17 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Rafter Splice Report 3/20/ 0 10:47am 03/20/2000 EwDes-L.out Page 7 Surf Surf Splice ---Plate--- --- Design_Load--- ----------Bolts----------- Id Loc Id Width Thick Axl Shr Mom Type Diam Rows Space Gage ---- ----- ------ ----- ----- ----- ----- ----- ---- ----- ---- ----- ---- 3 0.0 Mom- 1 6.0 0.500 0.0 0.0 0.0 A325 0.750 1 0.00 3.00 0.0 0.0 0.0 A325 0.750 1 0.00 3.00 1751-A Bypass Girt Design Report 3/20/ 0 10:47am i ------------------- 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 72.1 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.60 -0.60 0.00 -3.38 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 0.60 2.67 0.22 --- ------ ----- ---- MS -3.38 5.20 0.65 --- ---- LS 0.05 ------ ----- -1.31 3.02 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 -0.60 0.60 0.00 3.38 11.33 0.00 STRESS/DEFLECTION: 03/20/2000 EwDes-L.out Page 8 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 -0.60 2.67 0.22 MS 3.38 4.44 0.76 LS 0.05 1.31 3.02 1751-A Bypass Girt Design Report 3/20/ 0 10:47am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 1 ; SPAN # 2 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id --- Size -------- Width Left Right Location Weight ----- ---- ------------- ------ 2 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 0.61 -0.61 0.00 -3.58 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 0.61 2.67 0.23 MS -3.58 5.20 .0.69 LS 0.05 -1.47 3.11 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 -0.61 0.61 0.00 3.58 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 03/20/2000 EwDes-L.out Page 9 2 LS -0.61 2.67 0.23 MS 3.58 4.37 0.82 LS 0.05 1.47 3.11 1751-A Bypass Girt Design Report 3/20/ 0 10:47am ------------------- GIRT # 1 ; SPAN # 3 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 3 8x30C16 22.67 19.8750 72.1 i 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 3 0.60 -0.60 0.00 -3.38 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ---- 3 LS 0.60 2.67 0.22 MS -3.38 5.20 0.65 LS 0.05 -1.31 3.02 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 -0.60 0.60 0.00 3.38 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 3 LS -0.60 2.67 0.22 MS 3.38 4.44 0.76 LS 0.05 1.31 3.02 03/20/2000 EwDes-L.out Page 10 1751-A Bypass Girt Design Report 3/20/ 0 10:47am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 2 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location . Weight --- 1 -------- 8x30Z14 ----- 22.67 ---- ----- 0.88 -------- 25.7500 ------ 91.8 2 8x30Z16 23.33 0.88 0.88 25.7500 79.8 3 8x30Z14 22.67 0.88 3.21 25.7500 91.8 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: 263.4 --------------MOMENT(f-k Left ---------SHEAR(k )-------- Right Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.95 5.48 -1.35 -1.44 2 1.23 1.14 -1.14 -1.23 3 1.44 1.35 --- RL -0.95 STRESS/DEFLECTION: 263.4 --------------MOMENT(f-k Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 Loc -4.31 9.04 4.27 5.48 5.48 4.45 -1.70 11.67 4.45 5.48 5.48 4.27 -4.31 13.63 --- RL 0.00 Span ------SHEAR(k )------ -Span -----MOMENT(f-k )---- Right Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 1 --- RL ------ -1.35 ----- 5.93 ---- 0.23 --- MS ------ -4.31 ----- 7.34 ---- 0.59 --- RL ---- 0.38 2 RL -1.14 3.21 0.35 RL 4.45 5.62 0.79 RL 0.68 3 LL 1.35 5.93 0.23 MS .-4.31 7.340.59 LL 0.38 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.95 1.35 1.44 2 -1.23 -1.14 1.14 1.23 3 -1.44 -1.35 0.95 STRESS/DEFLECTION: --------------MOMENT(f-k DEFLECTION(in) Calc Allow -1.02 1.13 -0.23 1.17 -1.02 1.13 Left Left Mid -Span Right Right Sup Lap ----- Mom Loc Lap Sup ----- 0.00 ----- 4.31 ----- 9.04 ----- -4.27 -5.48 -5.48 -4.45 1.70 11.67 -4.45 -5.48 -5.48 -4.27 4.31 13.63 0.00 Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 03/20/2000 EwDes-L.out 1 RL 1.35 5.93 0.23 MS 4.31 6.29 0.69 RL 0.38 1.02 1.13 2 RL 1.14 3.21 0.35 RL -4.45 5.62 0.79 RL 0.68 0.23 1.17 3 LL -1.35 5.93 0.23 MS 4.31 6.29 0.69 LL 0.38 1.02 1.13 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Bypass Girt Design Report 3/20/ 0 10:47am ------------------- GIRT ------------------ G I RT # 3; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 1 -------- 8x30Z14 ----- 22.67 ---- ----- 0.88 -------- 31.6667 ------ 91.8 2 8x30Z16 23.33 0.88 0.88 31.6667 79.8 3 8x30Z14. 22.67 0.88 0.36 31.6667 91.8 WIND PRESSURE : ---------------- GIRT ANALYSIS: -----SHEAR(k Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.96 Calc -1.35 -1.44 2 1.24 1.14 -1.14 -1.24 3 1.44 1.35 5.50 -0.96 STRESS/DEFLECTION: 263.4 --------------MOMENT(f-k Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 Calc -4.33 9.04 4.28 5.50 5.50 4.46 -1.70 11.67 4.46 5.50 5.50 4.28 -4.33 13.63 ---- 0.38 0.00 Span =-----SHEAR(k )----7 -------MOMENT(f-k )----Mom+Shr Right Sup Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 1 --- RL ------ -1.35 ----- 5.93 ---- 0.23 --- MS ------ -4.33 ----- 7.34 ---- 0.59 --- RL ---- 0.38 2 RL -1.14 3.21 0.36 RL 4.46 5.62 0.79 RL 0.68 3 LL 1.35 5.93 0.23 MS -4.33 7.34 0.59 LL 0.38 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup 1 -0.96 1.35 1.44 2 -1.24 -1.14 1.14 1.24 3 -1.44 -1.35 0.96 --------------MOMENT(f-k DEFLECTION(in) Calc Allow -1.02 1.13 -0.23 1.17 -1.02 1.13 Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup 0.00 4.33 9.04 -4.28 -5.50 -5.50 -4.46 1.70 11.67 -4.46 -5.50 -5.50 -4.28 4.33 13.63 0.00 Page 11 03/20/2000 EwDes-L.out Page 12 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 1.35 5.93 0.23 MS 4.33 6.29 0.69 RL 0.38 1.02 1.13 2 RL 1.14 3.21 0.36 RL -4.46 5.62 0.79 RL 0.68 0.23 1.17 3 LL -1.35 5.93 0.23 MS 4.33 6.29 0.69 LL 0.38 1.02 1.13 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Bypass Girt Design Report 3/20/ 0 10:47am ------------------------------------------------------------------------------ ------------------- i GIRT # 4 ; SPAN # 1 s ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 1 8x30Z14 22.67 0.88 37.5833 91.8 2 8x30Z16 23.33 0.88 0.88 37.5833 79.8 3 8x30Z14 22.67 0.88 37.5833 91.8 263.4 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: Span .---------SHEAR(k )-------- -----MOMENT(f-k )---- --------------MOMENT(f-k )-------------- DEFLECTION(in) Id Bay Left Left Right Right Left Left Mid -Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- 1 ----- 0.96 ----- ----- -1.35 ----- -1.44 ----- 0.00 ----- ----- ----- -4.33 9.04 ----- 4.28 ----- 5.50 2 1.24. .1. 14 -1.14. -1•.24 5.50 4.46 -1.70 11.67 4.46 5.50 3 1.44 1.35 MS -0.96 5.50 4.28 -4.33 13.63 0.38 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RL ------ -1.35 ----- 5.93 ---- 0.23 --- MS ------ -4.33 ----- 7.34 ---- 0.59 --- RL ---- 0.38 ------ -1.02 ----- 1.13 2 RL -1.14 3.21 0.36 RL 4.46 5.62 0.79 RL 0.68 -0.23 1.17 3 LL 1.35 5.93 0.23 MS -4.33 7.34 0.59 LL 0.38 -1.02 1.13 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right 03/20/2000 EwDes-L.out Page 13 Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- 1 ----- ----- -0.96 ----- ----- 1.35 1.44 ----- ----- 0.00 ----- 4.33 ----- 9.04 ----- ----- -4.28 -5.50 2 -1.24 -1.14 1.14 1.24 -5.50 -4.46 1.70 11.67 -4.46 -5.50 3 -1.44 -1.35 0.96 -5.50 -4.28 4.33 13.63 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 1.35 5.93 0.23 MS 4.33 6.29 0.69 RL 0.38 1.02 1.13 2 RL 1.1.4 3.21 0.36 RL -4.46 5.62 0.79 RL 0.68 0.23 1.17 3 LL -1.35 5.93 0.23 MS 4.33 6.29 0.69 LL 0.38 1.02 1.13 1751-A Bypass Girt Design Report 3/20/ 0 10:47am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ ------------------- GIRT # 5 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id --- Size -------- Width ----- Left ---- Right ----- Location -------- Weight ------ 1 8x30Z16 22.67 -1.08' 0.88 43.5000 74.9 2 8x30Zl6 23.33 0.88 0.88 43.5000 79.8 3 8x30Zl6 22.67 0.88 0.00 43.5000 74.9 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: 229.5 --------------MOMENT(f-k )-------------- ---------SHEAR(k )-------- Left Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.76 ----- -1.08' -1.15 2 0.98 0.91 -0.91 -0.98 3 1.15 1.08 4.45 -0.76 STRESS/DEFLECTION: 229.5 --------------MOMENT(f-k )-------------- ------SHEAR(k )------ Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- -3.42 ----- 9.00 ----- 3.47 ----- 4.45 4.45 3.62 -1.29 11.67 3.62 4.45 4.45 3.47 -3.42 13.66 ------ -0.98 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RL ------ -1.08 ----- 3.21 ---- 0.34 --- RL ------ 3.47 ----- 5.62 ---- 0.62 --- RL ---- 0.43 ------ -0.98 ----- 1.13 2 LL 0.91 3.21 0.28 LL 3.62 5.62 0.64 LL 0.45 -0.15 1.17 3 LL 1.08 3.21 0.34 LL 3.47 5.62 0.62 LL 0.43 -0.98 1.13 WIND SUCTION : ---------------- 03/20/2000 EwDes-L.out Page 14 GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.76 1.08 1.15 2 -0.98 -0.91 0.91 0.98 3 -1.15 -1.08 0.76 STRESS/DEFLECTION: --------------MOMENT(f-k )-------------- Bay Lap Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- 3.42 ----- 9.00 ----- -3.47 ----- -4.45 -4.45 -3.62 1.29 11.67 -3.62 -4.45 -4.45 -3.47 3.42 13.66 0.00 0.00 Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in),"" Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 1.08 3.21 0.34 MS 3.42 4.97 0.69 RL 0.43 0.98 1.13 2 LL -0.91 3.21 0.28 LL -3.62 5.62 0.64 LL 0.45 0.15 1.17 3 LL -1.08 3.21 0.34 MS 3.42 4.97 0.69 LL 0.43 0.98 1.13 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Bypass Girt Design Report 3/20/ 0 10:47am ------------------- GIRT ------------------ G I RT # 6;.SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 1 -------- 8x30Z16 ----- 22.67 ---- ----- 0.88 -------- 47.0000 ------ 74.9 2 8x30Z16 23.33 0.88 0.88 47.0000 79.8 3 8x30Z16 22.67 0.8.8 0.00 47.0000 74.9 WIND PRESSURE ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: 'r W11w, --------------MOMENT(f-k )-------------- ---------SHEAR(k )-------- -----MOMENT(f-k )---- Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.55 ----- 0.00 -0.82 -0.88 2 0.93 0.86 -0.86 -0.93 3 0.88 0.82 3.79 -0.55 STRESS/DEFLECTION: 'r W11w, --------------MOMENT(f-k )-------------- ------SHEAR(k )------ -----MOMENT(f-k )---- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- -2.37 ----- 8.68 ----- 3.04 ----- 3.79 3.79 3.00 -1.65 11.67 3.00 3.79 3.79 3.04 -2.37 13.99 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ----- ---- 1 --- ------ ----- ---- RL -0.82 3.21 0.26 --- ------ ----- ---- RL 3.04 5.62 0.54 --- ---- RL 0.32 ------ -0.63 1.13 03/20/2000 EwDes-L.out Page is 2 RL -0.86 3.21 0.27 RL 3.00 5.62 0.53 RL 0.31 -0.34 1.17 3 LL 0.82 3.21 0.26 LL 3.04 5.62 0.54 LL 0.32 -0.63 1.13 WIND SUCTION : ---------------- GIRT ANALYSIS: -----SHEAR(k Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.55 0.82 0.88 2 -0.93 -0.86 0.86 0.93 3 -0.88 -0.82 0.55 STRESS/DEFLECTION: --------------MOMENT(f-k Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 3 2.37 8.68 -3.04 -3.79 -3.79 -3.00 1.65 11.67 -3.00 -3.79 i -3.79 -3.04 2.37 13.99 0.00 0 Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.82 3.21 0.26 RL -3.04 5.62 0.54 RL 0.32 0.63 1.13 2 RL 0.86 3.21 0.27 RL -3.00 5.62 0.53 RL 0.31 0.34 1.17 3 LL -0.82 3.21 0.26 LL -3.04 5.62 0.54 LL 0.32 0.63 1.13 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Wall Panel Report 3/20/ 0 10:47am PANEL DATA: Bay= 2 Panel: Type = HR Gage = 26.00 ; Yield = 80.0 MOMENTS & DEFFLECTION: Span Span LD Id (ft) Id 1 5..88 WP WS 2 5.92 WP WS 3 5.92 WP WS 4 5.92 WP WS 5 3.50 WP WS 6 5.43 WP WS --------- Moment(ft-lb/ft)--------- Support Midspan Calc Allow UC Calc Allow UC ----------- ---- ----- ----- ---- 87.6 140.8 0.62.: -58.9 164.8 0.36 -87.6 164.8 0.53 58.9 140.8 0.42 87.6 140.8 0.62 -28.9 164.8 0.18 -87.6 164.8 0.53 28.9 140.8 0.21 77.5 140.8 0.55 -34.0 164.8 0.21 -77.5 164.8 0.47 34.0 140.8 0.24 77.5 140.8 0.55 -43.6 164.8 0.26 -77.5 164.8 0.47 43.6 140.8 0.31 59.1 140.8 0.42 14.9 140.8 0.11 -59.1 164.8 0.36 -14.9 164.8 0.09 59.1 140.8 0.42 -58.2 164.8 0.35 -59.1 164.8 0.36 58.2 140.8 0.41 ---Deflect(in)-- Calc Allow UC ----- ----- ---- -0:25 0.78 0.32 0.25 0.78 0.32 -0.07 0.79 0.09 0.07 0.79 0.09 -0.10 0.79 0.13 0.10 0.79 0.13 -0.16 0.79 0.20 0.16 0.79 0.20 0.05 0.47 0.10 -0.05 0.47 0.10 -0.23 0.72 0.31 0.23 0.72 0.31 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Endwall Design Warning Report 3/20/ 0 10:47am .. No Warnings 03/20/2000 EwDes-L.out Page 16 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Endwall Weight Summary 3/20/ 0 10:47am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ FORCED SPACING: Total Column Weight_ = 4718.40 Total Rafter Weight = 0.00 Total Girt Weight = 1478.64 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 59.40 Total Endwall Weight = 6256.43 0 03/20/2000 CAjobs\1751-a\EwDes-R.out ------------------------------------------------------------------------------ *1751-A Endwall Design Input Echo 3/ 8/ 0 10:54am Page 1 t:01 %c)2 it ID C rr,\ *(1)JOBID: (Max: 60 char) W C CA -0 M 11751 -Al *(2)PROGRAM OPTIONS: 201 * EW Run Run Run Run No_Des Steel Lap ---Build--- Seis * Id Col/Raf Girt Brace Panel Cycles Code Stiff Code Year Zone 'R' 'Y' 'Y' 'N' 'Y' 4 189' .50 'UBC ' 197' 13 ' *(3)DESIGN CONSTANTS: *------------------ Steel _Yield ------------------ --- Stress _Ratio--- * Web Flg C -Sec W -Sec R -Sec U -Sec EP Panel Col/Raf Girt Panel 50.0 50.0 50.0 50.0 50.0 50.0 50.0 80.0 1.03 1.03 1.03 0 *(4)DEFLECTION LIMITS: *------------- Deflect _Limit ------------- * Raf-L Raf-W Raf_T Col Girt Panel PartW Bent 240. 240. 0. 360. 240. 90. 90. 240. *(5)REPORTS: * Input Column Wall Door Wall Cable * Echo Rafter Girt Jamb Panel Brace III T V 1 IV B I V B IV T V 1 *(6)BUILDING TYPE: * Build Expand_EW * Type Use Offset 'FF' 'Y' 24.00 *(7)SURFACE SHAPE: (Max: 10 surfaces) * No. X-Coord Y-Coord Offset * Surf (ft) (ft) (in) 4 0.0000 50.0000 8.000 35.0000 52.9167 8.000 70.0000 50.0000 8.000 70.0000 0.0000 8.000 *(8)BAY SPACING: (.Max: 20 bays)' * SideWall Frame I Sets -Of Bay No. * Bay Recess I Bays Width Bays 2.0000 1.0000 1 23.3333 3 *(9)FRAMED OPENINGS: * No. Bay Open Open Open Open Sill Base Set Member * Open Id Width Height Offset Type Height Elev Depth Select 0 *(10)PARTIAL WALLS: * Set _Of Base Full--Bay_Id-- Wall * Bays Type Load Start End Height 1 'C' 'N' 1 3 19.8750 *(11)COLUMNS: * ---Corner--- -Interior- Same Max_UnBr Base * Type Depth Type Depth Depth Length Elev 1W 0.000 1W 112.000 'N' 83.333 181.50 03/20/2000 EwDes-R.out Page 2 *(12)COLUMN SIZE: * Set No. Column * Member Column Size ' N ' *(13)RAFTERS: * Rafter Set Rafter Flange * Select Depth Same Brace 'R ' 10.000 'y' 'y' *(14)RAFTERS SIZE: * Set No. Rafter * Member Rafter Size INS *(15)RAFTER SPLICES: * Surf No. Splice Splice * Id Splice Loc. Type 2 0 3 1 0.0000 'F' *(16)ENDWALL GIRTS: * Girt Flange Set Set Max Girt To One Girt Max_Unbr * Type Brace Depth Lap Space Rafter Depth/Bay Length 'ZB' 'y' 8.000 0.0000 7.3333 'N' 'y' 10.0000 *(17)ENDWALL GIRTS LOCATION: (Max: 20 girts) * Set No. Girt * Loc Girts Location 1P' 5 19.8750 25.7500 31.6667 37.5833 43.5000 *(18)ROOF PURLINS: * Surf Peak Purl No. Surf * Id Space Space Purlin Ext 3 1.000 4.250 9 0.000 2 1.000 4.250 9 0.000 *(19)PANELS: * Panel Panel * Type Gage 'HR 1 26.00 *(.20)WIND FRAMING SELECTION: * ----- Order Selection ------ * _Of_ Panel Diagonal Wind Wind * Shear Bracing Bent Column 'N' 'N' 'N' 'N'' *(21)WALL BRACING: * Wind Brace No. Bays Specified *. Shear Type Specified Bays_For_Bracing 100.0 'R ' 0 *(22)WIND BENTS: * --Member-- No Of * Type Depth Bays Bay_Id '-' 0.00 0 *(23)WIND COLUMNS: * --Member-- No Of Left/ * Type Depth Bays Bay_Id Right '-' 0.00 0 *(24)WALL BRACING ATTACHMENT 03/20/2000 EwDes-R.out *No _Of Attach--Bay_Id-- No_Of *Attach Id Start End Level Level_Height 0 *(25)EAVE EXTENSION: * *Wall No_Of Ext-Bay_Id---Edge_Extend- Ext Load *Id Ext Id Start End Width Height Slope Left Right Mount Width 2 0 4 0 *(26)SW CANOPY * *Wall No -Of Ext-Bay_Id---Edge_Extend- Ext Load *Id Ext Id Start End Width Height Slope • Left Right Mount Width 2 0 4 0 *(27)EW CANOPY * *Wall No_Of Ext -Bay - -Edge Extend- Ext *Id Ext Id Start End Width Height Slope Left Right Mount 3 0 *(28)BASIC LOADS: * Dead Live Snow Collateral Basic Wind _Load Canopy Seismic * Load Load Load Load Wind Ratio Live Load 2.5 16.0 0.0 3.0 19.9 1.00 16.0 0.0 *(29)WIND PRESSURE/SUCTION: * Deflection * Wind Wind Wind Wind * Press Suct Press Suct 5 -5 5 -5 Column 5 -5 5 -5 Girt/Header 5 -5 5 -5 Jamb 5 -5 5 -5 Panel 0.0 -55.6 0.0 -55.6 ..L Eave Ext 0.0 -55.6 0.0 -55.6 ..R Eave Ext 0.0 -55.6 0.0 -55.6 ..SW Canopy 0.0 -55.6 0.0 -55.6 ..EW Canopy *(30)WIND COEFFICIENTS: * Surf Rafter _Wind _1 Rafter. Wind 2 Bracing. Wind Long Sur.f ace * Id Left Right Left Right Left 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 Aux -Load *Load Id Dead Collat Live Left Right Left Right Press Suct Seisl Id Coef 6 1 1.00 1.00 1.00 .00 .00 .00 .00 .00 .00 .00 0 .00 2 1.00 .00 .50 .00 .00 1.00 .00 .00 1.00 .00 0 .00 3 1.00 .00 .50 .00 .00 .00 1.00 .00 1.00 .00 0 .00 4 1.00 .00 .00 .00 .00 .00 .00 1.00 .00 .00 0 .00 5 1.00 .00 .00 1.00 .00 .00 .00 .00 1.00 .00 0 .00 6 1.00 .00 .00 .00 1.00 .00 .00 .00 1.00 .00 0 .00 *(32)COLUMN & BRACING DESIGN LOADS: Deflection * Deflection * No. Load Rafter Wind Brace Wind Column Wind Aux Load Page 3 c 03/20/2000 EwDes-R.out Page 4 *Load Id Dead Collat Live Left Right Left Right Press Suct. Seisl Id Coef 0 *(33)RAFTER DESIGN LOADS: * * No. Load Mem Mem --- Wide Flange Rafter C -Section Mem Rafter Loc ----- Type ------- Aux Load *Load Id Dead Collat Live Left _Wind _1 Right _wind Left _2 Right Seis Id Coef 5 1 1.00 1.00 1.00 .00 .00 .00 .00 .00 0 .00 2 1.00 .00 .00 1.00 .00 .00 .00 .00 0 .00 3 1.00 .00 .00 .00 1.00 .00 .00 .00 0 .00 4 1.00 .00 .00 .00 .00 1.00 .00 .00 0 .00 5 1.00 .00 .00 .00 .00 .00 1.00 .00 0 .00 *(34)RAFTER DESIGN LOADS: Deflection * Deflection * No. Load Rafter _Wind _1 Rafter _Wind _2 Aux Load *Load Id Dead Collat Live Left Right Left Right Seis Id. Coef 0 *(35)AUXILIARY LOADS: (Max: 10 loads, 10 comb/load) * No. Aux Aux No. Add Add Load * Aux Id Name Combs Id Coef 0 *(36)ADDITIONAL LOADS: (Max: 20 loads) * No. Add Surf Basic Load FX FY M X Y -Conc. * Add Id Id Load Type W1 W2 Co DL1 DL2 -Unif. 0 ------------------------------------------------------------------------------ 1751-A Column & Rafter Design 3/20/ 0 10:48am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 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 B100504.2 9.5 0:.135 .. 5.0 0..250 430.18 Col -2 23:3 B1206043 •1.1.5 0..188 6.0. 0.250 619.77 Col -3 46.7 B1206043 11.5 0.188 6.0 0.250 619.77 Col -4 69.3 B1005042 9.5 0.135 5.0 0.250 430.18 Raf-1 21.43 W10xl5 9.5 0.230 4.0 0.270 0.00 Raf-2 3 W10xl5 9.5 0.230 4.0 0.270 0.00 Total = 2099.90 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 ------ 0.43 ------ 0.11 ------ 16.08 ------ 0.00 ------ 0.00 ------ 15.27 ------ 0.00 ------ 0.00 ------ 28.68 Col -1 2 0.43 0.11 21.43 0.97 0.76 20.35 8.15 -7.08 38.23 Col -1 3 0.43 0.11 21.43 0.97 0.76 20.35 8.15 -7.08 38.23 Col -1 4 0.43 0.11 21.43 -0.97 0.76 20.35 -8.15 -7.08 38.23 Col -1 5 0.43 0.11 21.43 0.97 0.76 20.35 8.15 -7.08 38.23 Col -1 6 0.43 0.11 21.43 0.97 0.76 20.35 8.15 -7.08 38.23 Col -2 1 0.62 0.12 17.94 0.00 0.00 17.56 0.00 0.00 29.95 03/20/2000 EwDes-R.out Page 5 Col -2 2 0.62 0.12 23.91 -2.03 0.94 23.41 17.93 -10.15 39.92 Col -2 3 0.62 0.12 23.91 -2.03 0.94 23.41 17.93 -10.15 39.92 Col -2 4 0.62 0.12 23.91 2.03 0.94 23.41 -17.93 -10.15 39.92 Col -2 5 0.62 0.12 23.91 -2.03 0.94 23.41 17.93 -10.15 39.92 Col -2 6 0.62 0.12 23.91 -2.03 0.94 23.41 17.93 -10.15 39.92 Col -3 1 0.62 0.12 17.94 0.00 0.00 17.56 0.00 0.00 29.95 Col -3 2 0.62 0.12 23.91 2.03 0.94 23.41 17.93 -10.15 39.92 Col -3 3 0.62 0.12 23.91 2.03 0.94 23.41 17.93 -10.15 39.92 Col -3 4 0.62 0.12 23.91 -2.03 0.94 23.41 -17.93 -10.15 39.92 Col -3 5 0.62 0.12 23.91 2.03 0.94 23.41 0.26 -10.15 39.92 Col -3 6 0.62 0.12 23.91 2.03 0.94 23.41 _17.93 17.93 -10.15 39.92 Col -4 1 0.43 0.11 16.08 0.00 0.00 15.27 0.00 0.00 28.68 Col -4 2 0.43 0.11 21.43 0.97 0.76 20.35 8.15 -7.08 38.23 Col -4 3 0.43 0.11 21.43 0.97 0.76 20.35 8.15 -7.08 38.23 Col -4 4 0.43 0.11 21.43 -0.97 0.76 20.35 -8.15 -7.08 38.23 Col -4 5 0.43 0.11 21.43 0.97 0.76 20.35 8.15 -7.08 38.23' Col -4 6 0.43 0.11 21.43 0.97 0.76 20.35 8.15 -7.08 38.23 Raf-1 1 0.00 0.00 20.73 0.00 0.00 20.00 0.00 0.00 30.00 Raf-1 2 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-1 3 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-1 4 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-1 5 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-2 1 0.00 0.00 20.73 0.00 0.00 20.00 0.00 0.00 30.00 Raf-2 2 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-2 3 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-2 4 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 Raf-2 5 0.00 0.00 27.63 0.00 0.00 26.66 0.00 0.00 39.99 STRESS RATIO: Mem Load Id Id Axial Shear Moment Axl+Mom Shr+Mom Col -1 1 0.01 0.00 0.00 0.01 Col -1 2 0.01 0.04 0.19 0.19 Col -1 3 0.01 0.04 0.19 0.19 Col -1 4 0.01 0.04 0.19 0.19 Col -1 5 0.01 0.04 0.19 0.19 Col -1 6 0.01 0.04 0.19 0.19 Col -2 1 0.01 0.00 0.00 0.01 Col -2 2 0.00 0.04 0.25 0.26 Col -2 3 0.00 0.04 0.25 0.26 Co1-2 4 0.00 0.04 0.25 0.26 Col -2 5 0.00 0.04 0.25 0.26 Col -2 6 0.00 0.04 0.25 0.26 Col -3 1 0.01 0.00 0.00 0.01 Col -3 2 0.00 0.04 0.25 0.26 Col -3 3 0.00 0.04 0.25 0.26 Col -3 4 0.00 0.04 0.25 0.26 Col -3 5 0.00 0.04 0.25 0.26 Col -3 6 0.00 0.04 0.25 0.26 Col -4 1 0.01 0.00 0.00 0.01 Col -4 2 0.01 0.04 0.19 0.19 Col -4 3 0.01 0.04 0.19 0.19 Col -4 4 0.01 0.04 0.19 0.19 Col -4 5 0.01 0.04 0.19 0.19 Col -4 6 0.01 0.04 0.19 0.19 Raf-1 1 0.00 0.00 0.00 0.00 Raf-1 2 0.00 0.00 0.00 0.00 Raf-1 3 0.00 0.00 0.00 0.00 Raf-1 4 0.00 0.00 0.00 0.00 Raf-1 5 0.00 0.00 0.00 0.00 Raf-2 1 0.00 0.00 0.00 0.00 Raf-2 2 0.00 0.00 0.00 0.00 03/20/2000 EwDes-R.out Raf-2 3 0.00 0.00 0.00 0.00 Raf-2 4 0.00 0.00 0.00 0.00 Raf-2 5 0.00 0.00 0.00 0.00 MEMBER DEFLECTIONS/COLUMN REACTIONS: Mem Load Deflection (in) Reaction (k ) ----- Raf-- Id Id Calc Allow Horz(OP) Vert Horz(IP) ----- Col-1 ---- 1 ------ ------ 0.00 1.11 ------- 0.00 ----- 0.43 ------- 0.00 Col -1 2 0.81 1.11 0.97 0.43 0.00 Col -1 3 0.81 1.11 0.97 0.43 0.00 Col -1 4 -0.81 1.11 -0.97 0.43 0.00 Col -1 5 0.81 1.11 0.97 0.43 0.00 Col -1 6 0.81 1.11 0.97 0.43 0.00 Col -2 1 0.00 1.18 0.00 0.62 0.00 Col -2 2 1.09 1.18 2.03 0.62 0.00 Col -2 3 1.09 1.18 2.03 0.62 0.00 Col -2 4 -1.09 1.18 -2.03 0.62 0.00 Col -2 5 1.09 1.18 2.03 0.62 0.00 Col -2 6 1.09 1.18 2.03 0.62 0.00 Col -3 1 0.00 1.18 0.00 0.62 0.00 Col -3 2 1.09 1.18 2.03 0.62 0.00 Col -3 3 1.09 1.18 2.03 0.62 0.00 Col -3 4 -1.09 1.18 -2.03 0.62 0.00 Col -3 5 1.09 1.18 2.03 0.62 0.00 Col -3 6 1.09 1.18 2.03 0.62 0.00 Col -4 1 0.00 1.11 0.00 0.43 0.00 Col -4 2 0.81 1.11 0.97 0.43 0.00 Col -4 3 0.81 1.11 0.97 0.43 0.00 Col -4 4 -0.81 1.11 -0.97 0.43 0.00 Col -4 5 0.81 1.11 0.97 0.43 0.00 Col -4 6 0.81 1.11 0.97 0.43 0.00 Raf-1 1 0.00 1.17 Raf-1 2 0.00 1.17 Raf-1 3 0.00 1.17 Raf-1 4 0.00 1.17 Raf-1 5 0.00 1.17 Raf-2 1 0.00 1.17 Raf-2 2 0.00 1.17 Raf-2 3 0.00 1.17 Raf-2 4 0.00 1.17 .Raf-2 5 0".00 1.17 RAFTER MEMBER DE"FLECTIONS: Mem Load Deflection (in) Id Id Calc Allow ----- Raf-- ---- 1 ------ ------ 0.00 1.17 Raf-1 2 0.00 1.17 Raf-1 3 0.00 1.17 Raf-1 4 0.00 1.17 Raf-1 5 0.00 1.17 Raf-2 1 0.00 1.17 Raf-2 2 0.00 1.17 Raf-2 3 0.00 1.17 Raf-2 4 0.00 1.17 Raf-2 5 0.00 1.17 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Rafter Splice Report 3/20/ 0 10:48am Page 6 0 03/20/2000 EwDes-R.out Page 7 Surf Surf Splice ---Plate--- --- Design_Load--- ----------Bolts----------- Id Loc Id Width Thick Axl Shr Mom Type Diam Rows Space Gage ---- ----- ------ ----- ----- ----- ----- ----- ---- ----- ---- ----- ---- 3 0.0 Mom- 1 6.0 0.500 0.0 0.0 0.0 A325 0.750 1 0.00 3.00 0.0 0.0 0.0 A325 0.750 1 0.00 3.00 1751-A Bypass Girt Design Report 3/20/ 0 10:48am ------------------- 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 72.1 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 --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.17 -0.17 0.00 -0.94 11.33 0.00 STRESS/DEFLECTION:-- Span TRESS/DEFLECTIONc 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 0.17 2.67 0.06 --- ------ ----- ---- MS -0.94 5.20 0.18 --- ---- LS 0.00 ------ ----- -0.37 3.02 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 -0.17 0.17 0.00 0.94 11.33 0.00 STRESS/DEFLECTION: 0 03/20/2000 EwDes-R.out Page 8 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 -0.17 2.67 0.06 MS 0.94 4.44 0.21 LS 0.00 0.37 3.02 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Bypass Girt Design Report 3/20/ 0 10:48am ------------------- GIRT ------------------ G I RT # 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 0.17 -0.17 0.00 -1.00 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 0.17 2.67 0.06 MS -1.00 5.20 0.19 LS 0.00 -0.41 3.11 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 -0.17 0.17 0.00 1.00 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 ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 0 03/20/2000 EwDes-R.out Page 9 2 LS -0.17 2.67 0.06 MS 1.00 4.37 0.23 LS 0.00 0.41 3.11 1751-A Bypass Girt Design Report 3/20/ 0 10:48am ------------------- GIRT # 1 ; SPAN # 3 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------- ------ 3 8x30C16 22.67 19.8750 72.1 72.1 WIND PRESSURE : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 3 0.17 -0.17 --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- 0.00 -0.94 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 ---- --- ------ ----- ---- --- ----------- ----- --- ---- ------ ----- 3 LS 0.17 2.67 0.06 MS -0.94 5.20 0.18 LS 0.00 -0.37 3.02 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 -0.17 0.17 0.00 0.94 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 ---- --- ----- ----- ---- --- ------ ----- ---- --- ---- ------ ----- 3 LS -0.17 2.67 0.06 MS 0.94 4.44 0.21 LS 0.00 0.37 3.02 I 03/20/2000 EwDes-R.out Page 10 1751-A GIRT LAYOUT: Bypass Girt Design Report 3/20/ 0 10:48am ------------------- GIRT # 2 ; SPAN # 1 ------------------- Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 1 -------- 8x30Z16 ----- 22.67 ---- ----- 0.88 -------- 25.7500 ------ 74.9 2 8x30Z16 23.33 0.88 0.88 25.7500 79.8 3 8x30Z16 22.67 0.88 ----- 1.13 25.7500 74.9 0.32 3.21 0.10 LL 1.27 5.62 229.5 0 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: --------------MOMENT(f-k Left ---------SHEAR(k )-------- Mid=Span Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.27 ----- 1.21 -0.38 -0.40 2 0.34 0.32 -0.32 -0.34 3 0.40 0.38 13.66 -0.27 STRESS/DEFLECTION: --------------MOMENT(f-k Left Left Mid=Span Right Right Sup Lap Mom. Loc Lap Sup ----- 0.00 ----- ----- -1.20 ----- 9.00 ----- 1.21 ----- 1.56 1.56 1.27 -0.45 11.67 1.27 1.56 1.56 1.21 -1.20 13.66 ----- 5.62 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RL ------ -0.38 ----- 3.21 ---- 0.12 --- RL ------ 1.21 ----- 5.62 ---- 0.22 --- RL ---- 0.05 ------ -0.34 ----- 1.13 2 LL 0.32 3.21 0.10 LL 1.27 5.62 0.23 LL 0.05 =0.05 1.17 3 LL 0.38 3.21 0.12 LL 1.21 5.62 0.22 LL 0.05 -0.34 1.13 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.27 0.38 0.40 2 -0.34 -0.32 0.32 0.34 3 -0.40 -0.38 0.27 STRESS/DEFLECTION: --------------MOMENT(f-k )-------------- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- ----- ----- ----- ----- ----- 0.00 1.20 9.00 -1.21 -1.56 -1.56 -1.27 0.45 11.67 -1.27 -1.56 -1.56 -1.21 1.20 13.66 0.00 Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 03/20/2000 EwDes-R.out 1 RL 0.38 3.21 0.12 MS 1.20 4.97 0.24 RL 0.05 0.34 1:13 2 LL -0.32 3.21 0.10 LL -1.27 5.62 0.23 LL 0.05 0.05 1.17 3 LL -0.38 3.21 0.12 MS 1.20 4.97 0.24 LL 0.05 0.34 1.13 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Bypass Girt Design Report 3/20/ 0 10:48am GIRT LAYOUT: Bay Girt Bay Id Size Width 1 8x30Z16 22.67 2 8x30Z16 23.33 3 8x30Z16 22.67 WIND PRESSURE : ---------------- GIRT ANALYSIS: -----SHEAR(k ------------------- GIRT # 3 ; SPAN # 1 ------------------- Lap Dist(ft) Left Right 0.88 0.88 0.88 0.88 Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.27 Mom Loc -0.38 -0.40 2 0.35 0.32 -0.32 -0.35 3 0.40 0.38 1.27 -0.27 STRESS/DEFLECTION: Girt Girt Location Weight 31.6667 74.9 31.6667 79.8 31.6667 74.9 229.5 --------------MOMENT(f-k ------SHEAR(k )------ )-------------- -----MCMENT(f-k )---- Right Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- ----- -1.20 9.00 ----- 1.22 ----- 1.56 1.56 1.27 -0.45 11.67 1.27 1.56 1.56 1.22 -1.20 13.66 2 0.00 Span ------SHEAR(k )------ Mid -Span -----MCMENT(f-k )---- Right Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 1 --- RL ------ -0.38 ----- 3.21 ---- 0.12 --- RL ------ 1.22 ----- 5.62 ---- 0.22 --- RL ---- 0.05 2 LL 0.32 3.21 0.10 LL 1.27 5.62 0.23 LL 0.06- 3 LL 0.38 3.21 0.12 LL 1.22 5.62 0.22 LL 0.05 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.27 0.38 0.40 2 -0.35 -0.32 0.32 0.35 3 -0.40 -0.38 0.27 MOMENT(f-k DEFLECTION(in) Calc Allow -0.34 1.13 -0.05 1.17 -0.34 1.13 Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 1.20 9.00 -1.22 -1.56 -1.56 -1.27 0.45 11.67 -1.27 -1.56 -1.56 -1.22 1.20 13.66 0.00 Page 11 03/20/2000 EwDes-R.out Page 12 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.38 3.21 0.12 MS 1.20 4.97 0.24 RL 0.05 0.34 1.13 2 LL -0.32 3.21 0.10 LL -1.27 5.62 0.23 LL 0.06 0.05 1.17 3 LL -0.38 3.21 0.12 MS 1.20 4.97 0.24 LL 0.05 0.34 1.13 1751-A Bypass Girt Design Report 3/20/ 0 10:48am ------------------i GIRT # 4 ; SPAN # 1 ------------------- t GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----------- ----- ---- ------------= ------ 1 8x30216 22.67 0.88 37.5833 74.9 2 8x30Zl6 23.33 0.88 0.88 37.5833 79.8 3 8x30Z16 22.67 0.88 37.5833 74.9 229.5 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: --------------MOMENT(f-k ---------SHEAR(k )-------- -----MOMENT(f-k )---- Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.27 Loc -0.38 -0.40 2 0.35 0.32 ,-0.32 -0.35 3 0.40 0.38 -1.20 13.66 -0.27 STRESS/DEFLECTION: --------------MOMENT(f-k ------SHEAR(k )------ )-------------- -----MOMENT(f-k )---- Left Left Mid -Span Right Right Sup ----- Lap ----- Mom Loc ----- ----- Lap ----- Sup ----- 0.00 Loc -1.20 9.00 1.22 1.56 1.56 1.27 -0.45 11.67 1.27. 1.56;' 1.56 1.22 -1.20 13.66 ---- 0.22 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RL ------ -0.38 ----- 3.21 ---- 0.12 --- RL ------ 1.22 ----- 5.62 ---- 0.22 --- RL ---- 0.05 ------ -0.34 ----- 1.13 2 LL 0.32 3.21 0.10 LL 1.27 5.62 0.23 LL 0.06 -0.05 1.17 3 LL 0.38 3.21 0.12 LL 1.22 5.62 0.22 LL 0.05 -0.34 1.13 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )----------------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid -Span Right Right 03/20/2000 EwDes-R.out Page 13 Id Sup Lap Lap Sup Sup Lap Mom Loc Lap Sup --- 1 ----- ----- -0.27 ----- ----- 0.38 0.40 ----- ----- 0.00 ----- 1.20 ----- ----- 9.00 -1.22 ----- -1.56 2 -0.35 -0.32 0.32 0.35 -1.56 -1.27 0.45 11.67 -1.27 -1.56 3 -0.40 -0.38 0.27 -1.56 -1.22 1.20 13.66 0.00 STRESS/DEFLECTION: Span------SHEAR(k )-----------MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ ----- 1 RL 0.38 3.21 0.12 MS 1.20 4.97 0.24 RL 0.05 0.34 1.13 2 LL -0.32 3.21 0.10 LL -1.27 5.62 0.23 LL 0.06 0.05 1.17 3 LL -0.38 3.21 0.12 MS 1.20 4.97 0.24 LL 0.05 0.34 1.13 i ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Bypass Girt Design Report 3/20/ 0 10:48am ----------------=------------------------------------------------------------- ------------------------------------------------------------------------------ ------------------- GIRT # 5 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight --- 1 -------- 8x30Z16 ----- 22.67 ---- ----- 0.88 -------- 43.5000 ------ 74.9 2 8x30Z16 23.33 0.88 0.88 43.5000 79.8 3 8x30Z16 22.67 0.88 ----- 1.13 43.5000 74.9 WIND PRESSURE : ---------------- GIRT ANALYSIS: STRESS/DEFLECTION: 229.5 --------------MOMENT(f-k -----=---SHEAR(k )-------- Bay Left Left Right Right Id --- Sup ----- Lap ----- Lap ----- Sup ----- 1 0.30 Sup -0.41 -0.43 2 0.30 0.28 -0.28 -0.30 3 0.43 0.41 1.28 -0.30 STRESS/DEFLECTION: 229.5 --------------MOMENT(f-k ) --------------- -----MOMENT(f-k )---- Left Left Mid -Span Right Right Sup Lap Mom Loc Lap Sup ----- 0.00 ----- ----- -1.38 ----- 9.24 ----- 1.17 ----- 1.53 1.53 1.28 -0.24 11.67 1.28 1.53 1.53 1.17 -1.38 13.42 ----- 1.13 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- 1 --- RL ------ -0.41 ----- 3.21 ---- 0.13 --- MS ------ -1.38 ----- 5.62 ---- 0.25 --- RL ---- 0.05 ------ -0.41 ----- 1.13 2 RL -0.28 3.21 0.09 RL 1.28 5.59 0.23 RL 0.05 0.03 1.17 3 LL 0.41 3.21 0.13 MS -1.38 5.62 0.25 LL 0.05 -0.41 .1.13 WIND SUCTION : ---------------- 03/20/2000 EwDes-R.out Page 14 GIRT ANALYSIS: ---------SHEAR(k )-------- Bay Left Left Right Right Id Sup Lap Lap Sup --- ----- ----- ----- ----- 1 -0.30 0.41 0.43 2 -0.30 -0.28 0.28 0.30 3 -0.43 -0.41 0.30 STRESS/DEFLECTION: --------------MOMENT(f-k Left Left Mid -Span Right Right Sup ----- Lap ----- Mom ----- Loc ----- Lap ----- Sup ----- 0.00 UC 1.38 9.24 -1.17 -1.53 -1.53 -1.28 0.24 11.67 -1.28 -1.53 -1.53 -1.17 1.38 13.42 ---- 0.28 0.00 Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr Id Loc Calc Allow UC Loc Calc Allow UC Loc UC ---- 1 --- RL ------ 0.41 ----- 3.21 ---- 0.13 --- MS ------ 1.38 ----- 4.97 ---- 0.28 --- RL ---- 0.05 2 RL 0.28 3.21 0.09 RL -1.28 5.62 0.23 RL 0.05 3 LL -0.41 3.21 0.13 MS 1.38 4.97 0.28 LL 0.05 1751-A GIRT LAYOUT: Bay Girt Id Size 2 8x30Z16 WIND PRESSURE GIRT ANALYSIS: DEFLECTION(in). Calc Allow 0.41 1.13 -0.03 1.17 0.41 1.13 Bypass Girt Design Report 3/20/ 0 10:48am ------------------- GIRT # 6 ; SPAN # 1 ------------------- Bay Lap Dist(ft) Width Left Right 23.33 .Girt Location 48.0000 Girt Weight 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 0.26 -0.26 0.00 -1.52 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 0.26 3.21 0.08 MS -1.52 5.62 0.27 LS 0.01 -0.57 1.17 WIND SUCTION : ---------------- 03/20/2000 EwDes-R.out Page 15 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 -0.26 0.26 0.00 1.52 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 -0.26 3.21 0.08 MS 1.52 4.88 0.31 LS 0.01 0.57 1.17 0 1751-A Wall Panel Report 3/20/ 0 10:48am PANEL DATA: Bay= 3 Panel: Type = HR Gage = 26.00 ; Yield = 80.0 MOMENTS & DEFLECTION: --Moment(ft-lb/ft)--------- Span Span LD Support Midspan Id (ft) Id Calc Allow UC Calc Allow UC ---- 1 ----- 5.88 -- WP ----- 18.1 ----- 140.8 ---- 0.13 ----- -12.5 ----- 164.8 ---- 0.08 WS -18.1 164.8 0.11 12.5 140.8 0.09 2 5.92 WP 18.1 140.8 0.13 -5.7 164.8 0.03 WS -18.1 164.8 0.11 5.7 140.8 0.04 3 5.92 WP 14.3 140.8 0.10 -8.6 164.8 0.05 WS -14.3 164.8 0.09 8.6 140.8 0.06 4 5.92 WP 23.9 140.8 0.17 -3.7 164.8 0.02 WS -23.9 164.8 0.15 3.7 140.8 0.03 5 7.03 WP 23.9 140.8 0.17 -18.9 164.8 0.11 WS -23.9 164.8 0.15 18.9 140.8 0.13 ---Deflect(in)-- Calc Allow UC -0.05 0.78 0.07 0.05 0.78 0.07 -0.01 0.79 0.02 0.01 0.79 0.02 -0.03 0.79 0.04 0.03 0.79 0.04 0.00 0.79 0.00 0.00 0.79 0.00 -0.12 0.94 0.13 0.12 0.94 0.13 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Endwall Design Warning Report 3/20/ 0 10:48am . No Warnings ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Endwall Weight Summary 3/20/ 0 10:48am ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ FORCED SPACING: Total Column Weight = 2099.90 Total Rafter Weight = 0.00 Total Girt Weight = 1227.21 Total Door Jamb Weight = 0.00 Total Bracing Weight = 0.00 Total Clips Weight = 52.80 03/20/2000 EwDes-R.out Page 16 Total Endwall Weight = 3379.91 03/09/2000 C:\jobs\1751-a\1R1Des-1.out ------------------------------------------------------------------------------- *1751-A Rigid Frame Design Input Echo 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- *(1)JOBID: (Max: 60 char) '1751-A ' *(2)PROGRAM OPTIONS: *Frame Frame Stress Frame No_Of End_Conn Steel Splice Build Seis * Id Type Space Space Cycle Lt Rt Code Fix Code Year Zone 1 'RFE' 5.00 14.50 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 B_Side 'N' 'N' 'T' 7.50 72.00 'T' 10.00 72.00 'N' 0.00 'Y ' *(4)DESIGN CONSTANTS: *----------- Steel _Yield(ksi )--------------- Stress _Ratio---- Deflect Limit * Web Flg R_Frm P_Frm T_Frm EP BP Frame Col EP BP Horz Vert 50.0 50.0 50.0 35.0 46.0 50.0 50.0 1.03 1.03 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 'I' 'Y' 'Y' 'Y' 'Y' 'N' 'N' 'Y' IN' 'N' 'Y' 'Y' *(6)BUILDING SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 50.0000 8.000 35.0000 52.9167 8.000 70.0000 50.0000 8.000 70.0000 0.0000 8.000 *(7)MEMBER DEPTHS: * Surf Member --Depth(in)-- No. Interior_Depths * Id Size Start End Dep Loc.(ft) Depth(in) 1 '-------- ' 22.000 55.000 1 32.0000 36.000 2 '-------- 48.000 30.000 1 15.0658 30.000 3 -.-------' 30.000. 48:0.00 1 20.0556 30.000 4 '-=------' 55.000 22.000 1 18.0000 36.000 *(8)MEMBER SPLICES: (Max: 40 total splices) * Surf No. Splice Splice * Id Splice Loc(ft) Type . 1 0 2 1 0.0000 'PEE' 3 1 0.0000 '-EE' 4 1 0.0000 'PEE' *(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 6.0 0.1875 0.2500 0.2500 2 1 2 0.00 6.0 0.2500 0.2500 0.2500 3 1 3 0.00 6.0 0.2500 0.2500 0.2500 4 1 4 0.00 6.0 0.2500 0.2500 0.2500 Page 1 n 03/09/2000 RiDes-Lout Page 2 5 1 5 0.00 6.0 0.2500 0.2500 0.2500 6 1 6 0.00 6.0 0.2500 0.2500 0.2500 7 1 7 0.00 6.0 0.2500 0.2500 0.2500 8 1 8 0.00 6.0 0.1875 0.2500 0.2500 *(10)INTERIOR COLUMNS: * No. Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 *(11)BASE ELEVATION: * Elev 181.5 Left Column 181.5 Right Column *(12)WALL GIRTS: (Max: 20 girts/surface) * Surf Girt Girt Girt No. * Id Depth Project Lap Girt Location(ft) 1 8.00 0.00 2.875 5 19.875 25.750 31.667 37.583 43.500 4 8.00 0.00 2.875 5 19.875 25.750 31.667 37.583 43.500 *(13)ROOF PURLINS: * Surf Purl Purl Purl No. Peak * Id Depth Project Lap Purlin Space 2 8.00 0.00 1.875 9 1.000 3 8.00 0.00 1.875 9 1.000 Set Of -Set Space Space Space No. 2 4.223 3 4.250 6 2 4.250 6 4.223 3 *(14)FLANGE BRACES: (Max: 400 total braces) * Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 5 1 2 3 4 5 2 9 1 2 3 4 5 6 7 8 9 3 9 1 2 3 4 5 6 7 8 9 4 5 1 2 3 4 5 .*(15)SIDEWALL EXTENSIONS: *Surf No Ext ------- Extension_Size------- Facia Load * Id Ext Id Type Width Elev Slope Height Width 1 0 4 0 *(16)EXTENSION LOADS: *Ext Dead Collat Live Windl_Coeff Wind2 Coeff Facia Wind *Id psf psf psf Left Right Left Right Left Right *(17)BASIC LOADS: * Basic Wind Seis Weak_ Axis_ Force * Dead Live Snow Collateral Wind Load Load L_Col R_Col * psf psf psf psf psf Ratio k 2.50 12.00 0.00 3.00 19.85 1.00 0.7 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 I 03/09/2000 R1Des-Lout 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 20 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 3 1.00 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 4 1.00 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 3 1.00 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 3 1.00 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 3 1.00 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 3 1.00 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 3 1.00 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 3 1.00 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 3 1.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1 1.00 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 2 1.00 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 3 1.00 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 20 1.00 1.00 1.00 0.00 0.00. 0.00 0.00 0.00 0.00 3 1.00 *(20)AUXILARY LOADS: *No. Aux Aux No. Add Add Comb *Aux Id Name Loads Id Coeff 3 1 'EQ -RIGHT 6 1 1.00 'C ' 4.35 0.00 2 1.00 '----1 'C ' 4.35 3 5.10 1 '---- 'C ' 4 10.20 4 2 '----1 5 10.20 -1.00 5 3 6 5.10 2 'EQ -LEFT 6 1 -1.00 2 -1.00 3 5.10 4 10.20 5 10.20 6 .5.10 3 'GRAVITY 4 3 8.50 4 17.00 5 17.00 6 8.50 *(21)ADDITIONAL LOADS: (F -k , W-k/ft, Dx,Dy,Dl-ft) *No. Add Surf Basic Load Fx Fy *Add Id Id Type Type W1 W2 6 1 1 '---- 'C ' 4.35 0.00 2 4 '----1 'C ' 4.35 0.00 3 1 '---- 'C ' 0.00 -1.00 4 2 '----1 'C ' 0.00 -1.00 5 3 '----1 'C 1 0.00 -1.00 M Dx Dy -Conc Co D11 D12 -Dist 0.000 0.000 31.000 0.000 0.000 -19.000 0.000 3.000 31.000 0.000 23.330 0.000 0.000 11.660 0.000 Page 3 I 03/092000 RiDes-Lout 6 4 '---- 'C ' 0.00 -1.00 0.000 -3.000 -19.000 *(22)FLOOR BEAMS: * Bay No. Beam Beam Con_Type Con_Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 1 1 32.00 'P' 'P' 'F' 'F' 11.8 600.0 *(23)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 ------------------------------------------------------------------------------- 1751-A Base Plate and Anchor Bolt Design 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 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 36.5 -0.5 -5.6 0.0 8.0 22.50 0.500 2 0.875 4.00 Right 36.5 -0.5 5.6 0.0 8.0 22.50 0.500 2 0.875 4.00 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Bolted -End -Plate Design 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 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 2- 3 6.0 0.750 Top: 20 23 275 2 0.750 4.00 3.00 0.250F Bot: 1 8 0 2 0.750 4.00 3.00 0.250F 2 -EE 4- 5 6.0 0.625 Top: 16 -1 0 2 0.750 4.00 3.00 0.250F Bot: 20 0 86 2 0.750 4.00 3.00 0.250F 3 PEE 6- 7 6.0 0.750 Top: .20 -23. 27.5 2 :0'.750 4.00 3.00 0.250F Bot: 1 -8 0 2 0.750 4.00 3.00 0.250F ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Stiffener Report 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Stiff Stiff Stiff Force Force Force Loc No. Width Thick Calc. Allow Ratio ------- --- ----- ----- ----- ----- ----- Col 1 1 2.50 0.250 54.2 72.7 0.75 Col 2 1 2.50 0.250 54.2 72.7 0.75 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Flange Brace Report 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Surf No. Id Brace Flange Braces Page 4 I 03/09/2000 RtDes-Lout Page 5 ---- 1 ----- 2 Loc ------------- 3 5 3/ 8/ 0 6:42pm Sides: 1 1 -Weld-Provided- Part : L2x.075 L2x.105 One -Side -Of -Web Member Force: 0.65 0.80 Shear 2 3 Loc 3 6 9 (k/in ) ------- (in) ----- Sides: 1 1 1 12 0.26 Part : L2x.075 L2x.075 L2x.075 6 20 Force: 0.86 0.52 0.68 3 3 Loc 1 4 7 4 4 Sides: 1 1 1 3.18 5 Part : L2x.075 L2x.075 L2x.075 0.188 3.18 Force: 0.68 0.52 0.86 4 2 Loc 3 5 31 20 0.33 Sides: 1 1 8 36 7 Part : L2x.075 L2x.105 Force: 0.65 0.80 1751-A Weld Report: Web To Flange 3/ 8/ 0 6:42pm -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 12 0.26 0.188 ------- 4.24 2 2 6 20 0.33 0.188 3.18 3 3 13 20 0.34 0.188 3.18 4 4 14 20 0.37 0.188 3.18 5 5 23 20 0.37 0.188 3.18 6 6 24 20 0.34 0.188 3.18 7 7 31 20 0.33 0.188 3.18 8 8 36 7 0.26 0.188 4.24 -------------------------------------------------- -------------------------------------------------- .1751-A Special Segment Report -------------------------------------------------- SEGMENT SIZE AT LEFT COLUMN: --------------------- --------------------- .3/ 8/ 0 6:42pm --------------------- --------------------- Web Thick= 0.250 ( 0.250) Flange Width= 6.000 ( 6.000) Flange Thick= 0.250 ( 0.250) SEGMENT SIZE AT RIGHT COLUMN: ----------------------------- Web Thick= 0.250 ( 0.250) Flange Width= 6.000 ( 6.000) Flange Thick= 0.250 ( 0.250) ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Design Summary Report 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- MEMBERS: 03/09/2000 Mes-Lout Page 6 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 Uco11d Ld Uci 1 1 16.9 6.0 22.0 36.0 0.188 0.250 0.250 4 14 0.28 5 12 0.46 4 3 0.46 2 2 17.4 6.0 36.0 55.0 0.250 0.250 0.250 9 20 1.00 9 20 0.41 9 20 0.92 3 3 10.2 6.0 48.0 30.0 0.250 0.250 0.250 10 20 0.80 10 20 0.51 10 20 0.91 4 4 20.0 6.0 30.0 30.0 0.250 0.250 0.250 14 20 0.48 16 18 0.60 14 7 0.70 5 5 20.0 6.0 30.0 30.0 0.250 0.250 0.250 23 20 0.47 21 19 0.60 23 6 0.71 6 6 10.2 6.0 30.0 48.0 0.250 0.250 0.250 27 20 0.80 27 20 0.51 27 20 0.91 7 7 17.4 6.0 55.0 36.0 0.250 0.250 0.250 28 20 1.00 28 20 0.41 28 20 0.92 8 8 16.9 6.0 36.0 22.0 0.188 0.250 0.250 33 15 0.28 32 7 0.46 33 8 0.46 LOAD COMBINATIONS: 3 - DL+WRI+AUX3 6 - DL+LL/2+WLI+AUX3 7 - DL+LL/2+WRI+AUX3 8 - DL+WL2+AUX3 12 - DL+LL/2+WL2+AUX3 14 - DL+CO+SEIS+AUX1 15 - DL+CO-SEIS+AUX2 18 - DL+CO+LL-LLR/2+AUX3 19 - DL+CO+LL/2+LLR/2+AUX3 20 - DL+CO+LL+AUX3 WEIGHTS Member 1 2 3 4 5 6 7 8 ---------- ---- ---- ---- -•--- ---- ---- ---- ---- Weight (lb) 485 888 442 711 711 442 888 485 Total Weight (lb) : Frame Members = 5051 Interior Col. = 0 Conn. Plates = 499 Base Plates = 51 Trans Stiff = 0 5600 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 ) -0.36 11.00 0.00 -7.39 18.43 0.00 5.66 25.24 0.00 -4.41 31.27 0.00 2.11 34.68 0.00 -7.51 21.47 0.00 5.54 28.29 0.00 -7.39 18.43 0.00 5.66 25.24 0.00 -4.41 31.27 0.00 2.11 34.68 0.00 -7.51 21.47 0.00 5.54 28.29 0.00 -5.65 17.46 0.00 4.45 22.96 0.00 -0.70 -0.68 0.00 0.70 0.68 0.00 -1.09 35.77 0.00 -1.09 34.19 0.00 -----Right_Column-=--- Fx(k ) Fy(k ) M(f-k') 0.36 11.00 0.00 -5.66 25.24 0.00 7.39 18.42 0.00 -2.11 34.68 0.00 4.41 31.27 0.00 -5.54 28.28 0.00 7.51 21.47 0.00 -5.66 25.24 0.00 7.39 18.42 0.00 -2.11 34.68 0.00 4.41 31.27 0.00 -5.54 28.28 0.00 7.51 21.47 0.00 -4.45 22.96 0.00 5.65 17.46 0.00 -0.70 0.68 0.00 0.70 -0.68 0.00 1.09 34.19 0.00 1.09 35.77 0.00 i 03/09/2000 RiDes-Lout Page 7 20 -1.14 36.50 0.00 1.14 36.50 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 -0.03 0.03 -0.34 2 1.86 1.96 -0.70 3 -1.96 -1.86 -0.70 4 0.87 1.04 -1.07 5 -1.04 -0.87 -1.07 6 1.85 1.97 -0.80 7 -1.97 -1.85 -0.80 8 1.86 1.96 -0.70 9 -1.96 -1.86 -0.70 10 0.87 1.04 -1.07 11 -1.04 -0.87 -1.07 12 1.85 1.97 -0.80 13 -1.97 -1.85 -0.80 14 1.57 1.67 -0.65 15 -1.66 -1.57 -0.65 16 0.33 0..33 0.00 17 -0.33 -0.33 0.00 18 0.00 0.17 -1.14 19 -0.17 0.00 -1.14 20 -0.09 0.09 -1.19 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 16421 16425 2477 2 221 209 1202 3 209 221 1202 4 469 396 781 5 396 470 781 6 222 208 1048 7'. 208 222 8 221 209 1202 9 209 221 1202 10 469 396 781 11 396 470 781 12 222 208 1048 13 208 222 1048 14 262 246 1297 15 246 262 1297 16 1230 1230 99999 17 1230 1230 99999 18 99999 2404 734 19 2414 99999 734 20 4592 4555 703 Max Live Vertical = -0.23, Span/Deflection = 3613 Max Horizontal Drift= 1.97, Eave Height/Drift= 208. 03/09/2000 RfDes-Lout Page 8 1751-A Floor Beam Report 3/ 8/ 0 6:42pm FLOORS: Bay Beam Load Reactions Left Reactions_ Right Id Id Id Axial Shear Moment Axial Shear Moment --- ----- 1 1 ---- 1 ------ ------ -7.68 ------- 0.00 0.00 ------ -7.68 ------ 0.00 ------- 0.00 2 -14.13 0.00 0.00 -14.13 0.00 0.00 3 -14.13 0.00 0.00 -14.13 0.00 0.00 4 -23.10 .0.00 0.00 -23.10 0.00 0.00 5 -23.10 0.00 0.00 -23.10 0.00 0.00 6 -16.46 0.00 0.00 -16.46 0.00 0.00 7 -16.46 0.00 0.00 -16.46 0.00 0.00 8 -14.13 0.00 .0.00 -14.13 0.00 0.00 9 -14.13 0.00 0.00 -14.13 0.00 0.00 ' 10 -23.10 0.00 0.00 -23.10 0.00 0.00 'll -23.10 0.00 0.00 -23.10 0.00 0.00 12 -16.46 0.00 0.00 -16.46 0.00 0.00 13 -16.46 0.00 0.00 -16.46 0.00 0.00 14 -14.15 0.00 0.00 -14.15 0.00 0.00 15 -14.15 0.00 0.00 -14.15 0.00 0.00 16 0.00 0.00 0.00 0.00 0.00 0.00 17 0.00 0.00 0.00 0.00 0.00 0.00 18 -25.07 0.00 0.00 -25.07 0.00 0.00 19 -25.07 0.00 0.00 -25.07 0.00 0.00 20 -26.24 0.00 0.00 -26.24 0.00 0.00 ------------------------------------------------------------------------------- 1751-A ----------------------------------------------------------=-------------------- -------------------------------------------------------------------------------- Rigid Frame Clearances 3/ 8/ 0 6:42pm VERTICAL CLEARANCE: ------------------ Left Col 45108-10" (X= 5103-08", Y= 45108-10") Right Col 45'08-10" (X= 64'08-08", Y= 45'08-10") Midspan 49'08-06" (X= 35'00-00", Y= 49108-06") HORIZONTAL CLEARANCE: •-------------------- Left Col - Right Col 59'05-00" (X1= 5'03-08","X2= 64'08-08") ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Rigid Frame Design Warnings 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- . No Warnings t 03/09/2000 C:\jobs\1751-a\RIDes-2.out *1751-A Rigid Frame Design Input Echo 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- *(1)JOBID: (Max: 60 char) '1751-A *(2)PROGRAM OPTIONS: *Frame Frame Stress Frame No Of End Conn Steel Splice Build Seis * Id Type Space Space Cycle Lt Rt Code Fix Code Year Zone 2 'RF ' 5.00 22.50 7 'P' 'P' '89' 1.00 'UBC ' 197' 13 ' *(3)ANALYSIS OPTIONS: * Plate Depth Column_Dep_Opt(in) Rafter_Dep_Opt(in) Web_Stiffener * Opt Opt Typ Min Max Typ Min Max Use Ratio B_Side 'N' 'N' 'T' 7.50 72.00 '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 1.03 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 III IYI I y l I y I H y l IN' ' N O T V 1 IN' IN' I V? I y I *(6)BUILDING SHAPE: 1 1 lV lV 1 1V lV 1 1 * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 50.0000 8.000 35.0000 52.9167 8.000 70.0000 50.0000 8.000 70.0000 0.0000 8.000 *(7)MEMBER DEPTHS: * Surf Member --Depth(in)-- No. Interior_ Depths * Id Size Start End Dep Loc.(ft) Depth(in) 1 '-------- ' 22.000 55.000 1 32.0000 40.000 2 '-------- 48.000 36.000 1 15.0658 36.000 3 '--------' 36.000 .48.000 1 20:0556. 36.000 4 '-------- ' 55.000 22.000 1 18.0000 40.000 *(8)MEMBER SPLICES: (Max: 40 total splices) * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 1 0.0000 'PEE' 3 1 0.0000 '-EE' 4 1 0.0000 'PEE' *(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 6.0 0.1875 0.2500 0.2500 2 1 2 0.00 6.0 0.3125 0.3125 0.6250 3 1 3 0.00 6.0 0.3125 0.3125 0.3125 4 1 4 0.00 6.0 0.2500 0.2500 0.2500 Page 1 n 03/09/2000 RfDes-2.out Page 2 5 1 5 0.00 6.0 0.2500 0.2500 0.2500 6 1 6 0.00 6.0 0.3125 0.3125 0.3125 7 1 7 0.00 6.0 0.3125 0.3125 0.6250 8 1 8 0.00 6.0 0.1875 0.2500 0.2500 *(10)INTERIOR COLUMNS: * No. Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 *(11)BASE ELEVATION: * Elev 181.5 Left Column 181.5 Right Column *(12)WALL GIRTS: (Max: 20 girts/surface) * Surf Girt Girt Girt No. * Id Depth Project Lap Girt Location(ft) 1 8.00 0.00 2.875 5 19.875 25.750 31.667 37.583 43.500 4 8.00 0.00 2.875 5 19.875 25.750 31.667 37.583 43.500 *(13)ROOF PURLINS: * Surf Purl Purl Purl No. Peak Set Of -Set Space- * Id Depth Project Lap Purlin Space Space Space No. 2 8.00 0.00 1.875 9 1.000 2 4.223 3 3 -0.70 -0.70 -0.70 -0.70 0.00 4.250 6 3 8.00 0.00 1.875 9 1.000 2 4.250 6 4.223 3 *(14)FLANGE BRACES: (Max: 400 total braces) * Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 5 1 2 3 4 5 2 9 1 2 3 4 5 6 7 8 9 3 9 1 2 3 4 5 6 7 8 9 4 5 1 2 3 4 5 *(15)SIDEWALL EXTENSIONS:. *Surf No Ext ------- Extension_Size=------ Facia Load * Id Ext Id Type Width Elev Slope Height Width 1 0 4 0 *(16)EXTENSION LOADS: *Ext Dead Collat Live Windl_Coeff Wind2_Coeff Facia Wind *Id psf psf psf Left Right Left Right Left Right *(17)BASIC LOADS: * Basic Wind Seis Weak_ Axis_ Force * Dead Live Snow Collateral Wind Load Load L_Col R_Col * psf psf psf psf psf Ratio k 2.50 12.00 0.00 3.00 19.85 1.00 1.0 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 0 03/09/2000 Mes-lout Page 3 *(20)AUXILARY LOADS: *No. Aux Aux No. Add *Aux Id Name Loads 3 1 'EQ -RIGHT 6 2 'EQ -LEFT ' 3 'GRAVITY ' R 4 Add Comb Id Coeff 1 1.00 2 1.00 3 8.22 4 16.50 5 16.50 6 8.22 1 -1.00 2 -1.00 3 8.22 4 16.50 5 16.50 6 8.22 3 13.70 4 27.40 5 27.40 6 13.70 *(21)ADDITIONAL LOADS: (F -k , W-k/ft, Dx,Dy,Dl-ft) *No. Add 4 -0.50 0.80 -0.50 0.80 0.00 Id Type Type W1 W2 *(19)DESIGN LOADS: '---- ' 'C ' 6.75 0.00 2 4 '---- ' 'C ' 6.75 0.00 * 1 -------------------- 'C ' Load -1.00 ------------------- 2 '-=--v 'C ' 0.00 *Des Load 3 '----1 Live/ Live _Coefficients ---Wind 1-- ---Wind 2-- Aux Load *No. Id Dead Collat Snow Right Left Right Left Right Seis Id Coeff 20 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 3 1.00 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 4 1.00 1.,00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 3 1.00 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 3' 1.00 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 3 1.00 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 3 1.00 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 G.00 0.00 3 1.00 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 3 1.00' 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 3 1.00 14 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1 1.00 15 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 2 1.00 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 3 1.00 19 1.00 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 20 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 *(20)AUXILARY LOADS: *No. Aux Aux No. Add *Aux Id Name Loads 3 1 'EQ -RIGHT 6 2 'EQ -LEFT ' 3 'GRAVITY ' R 4 Add Comb Id Coeff 1 1.00 2 1.00 3 8.22 4 16.50 5 16.50 6 8.22 1 -1.00 2 -1.00 3 8.22 4 16.50 5 16.50 6 8.22 3 13.70 4 27.40 5 27.40 6 13.70 *(21)ADDITIONAL LOADS: (F -k , W-k/ft, Dx,Dy,Dl-ft) *No. Add Surf Basic Load Fx Fy *Add Id Id Type Type W1 W2 6 1 1 '---- ' 'C ' 6.75 0.00 2 4 '---- ' 'C ' 6.75 0.00 3 1 '---- 'C ' 0.00 -1.00 4 2 '-=--v 'C ' 0.00 -1.00 5 3 '----1 'C 1 0.00 -1.00 M Dx Dy -Conc Co D11 D12 -Dist 0.000 0.000 31.000 0.000 0.000 -19.000 0.000 3.000 31.000 0.000 23.330 0.000 0.000 11.660 0.000 03/09/2000 RtDes-2.out Page 4 6 4 '---- ' 'C ' 0.00 -1.00 0.000 -3.000 -19.000 *(22)FLOOR BEAMS: * Bay No. Beam Beam Con_Type Con Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 1 1 32.00 'P' 'P' 'F' 'F' 14.7 800.0 *(23)CABLES: * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 ------------------------------------------------------------------------------- 1751-A Base Plate and Anchor Bolt Design 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 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 57.5 -0.7 -7.9 0.0 8.0 22.50 0.500 2 0.875 4.00 Right 57.5 -0.7 7.9 0.0 8.0 22.50 0.500 2 0.875 4.00 -------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Bolted -End -Plate Design 3/ 8/ 0 6:42pm. ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 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 2- 3 6.0 1.000 Top: 20 37 441 2 1.000 4.00 3.00 0.375F Bot: 1 12 0 2 1.000 4.00 3.00 0.375F 2 -EE 4- 5 6.0 0.625 Top: 17 1 0 2 0.750 4.00 3.00 0.250F Bot: 20 0- 140 2 0.750 4.00 3.00 0.250F 3 PEE 6- .7 6.0 1 AGO. Top: 20. -37 441 2 l..00.0 4.00 3.00 . 0.375F Bot: 1 -12 0 2 1.000 4.00 3.00 0.'375F --------------------------------------------- --------------------------------------------- 1751-A Stiffener Report --------------------------------------------- ------------------ ------------------ 3/ 8/ 0 6:42pm Stiff Stiff Stiff Force Force Force Loc No. Width Thick Calc. Allow Ratio ----- ------- Col 1 --- ----- 1 2.50 ----- 0.250 ----- 86.6 ----- 92.8 0.93 Col 2 1 2.50 0.250 86.6 92.8 0.93 1751-A Flange Brace Report 3/ 8/ 0 6:42pm Surf No. Id Brace Flange Braces 03/09/2000 RtDes-2.out Page 5 ---- 1 ----- 1 Loc ------------- 3 Size Shear Id Id Sides: 2 (k/in ) (in) (k/in ) ------ 1 Part : L2x.075 ------ 6 ------- 0.38 ----- 0.188 ------- 4.24 Force: 0.32 6 20 2 3 Loc 3 6 9 20 0.43 Sides: 2 2 2 14 20 Part : L2x.075 L2x.075 L2x.075 5 23 Force: 0.66 0.36 0.48 3 3 Loc 1 4 7 3.18 7 Sides: 2 2 2 0.250 4.24 Part : L2x.075 L2x.075 L2x.075 0.38 0.188 Force: 0.48 0.36 0.66 4 1 Loc 3 Sides: 2 Part : L2x.075 Force: 0.32 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Weld Report: Web To Flange 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- -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 ------ 6 ------- 0.38 ----- 0.188 ------- 4.24 2 2 6 20 0.64 0.250 4.24 3 3 13 20 0.43 0.188 3.18 4 4 14 20 0.45 0.188 3.18 5 5 23 20 0.45 0.188 3.18 6 6 24 20 0.43 0.188 3.18 7 7 31 20 0.64 0.250 4.24 8 8 36 7 0.38 0.188 4.24 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A. Special Segment Report 3/, 8/ 0 6:42.pm SEGMENT SIZE AT LEFT COLUMN: Web Thick= 0.313 ( 0.313) Flange Width= 6.000 ( 6.000) Flange Thick= 0.313 ( 0.313) SEGMENT SIZE AT RIGHT COLUMN: --------7-------------------- Web Thick= 0.313 ( 0.313) Flange Width= 6.000 ( 6.000) Flange Thick= 0.313 ( 0.313) 1751-A Design Summary Report 3/ 8/ 0 6:42pm -------------------------------------------------=----------------------------- ------------------------------------------------------------------------------- MEMBERS: 03/09/2000 RfDes-2.out Page 6 Mem Seg1 Flange IWeb_Depthl Plate -Thickness I Max_UCV I Max_UCO I Max_UCI Id Id I Len WidlStrt End) Web 0-flg I-flglId Ld UcvlId Ld UcolId Ld Uci 1 1 16.9 6.0 22.0 40.0 0.188 0.250 0.250 4 14 0.44 5 6 0.61 4 3 0.67 2 2 17.4 6.0 40.0 55.0 0.313 0.313 0.625 9 20 0.80 9 20 0.50 9 20 0.90 3 3 10.2 6.0 48.0 36.0 0.313 0.313 0.313 10 20 0.67 10 20 0.67 10 20 0.98 4 4 20.0 6.0 36.0 36.0 0.250 0.250 0.250 14 20 0.91 16 18 0.76 14 7 0.89 5 5 20.0 6.0 36.0 36.0 0.250 0.250 0.250 23 20 0.91 21 19 0.76 23 12 0.89 6 6 10.2 6.0 36.0 48.0 0.313 0.313 0.313 27 20 0.66 27 20 0.67 27 20 0.98 7 7 17.4 6.0 55.0 40.0 0.313 0.313 0.625 28 20 0.80 28 20 0.50 28 20 0.90 8 8 16.9 6.0 40.0 22.0 0.188 0.250 0.250 33 15 0.44 32 13 0.61 33 8 0.67 LOAD COMBINATIONS: 3 - DL+WRI+AUX3 6 - DL+LL/2+WLI+AUX3 7 - DL+LL/2+WRI+AUX3 8 - DL+WL2+AUX3 12 - DL+LL/2+WL2+AUX3 13 - DL+LL/2+WR2+AUX3 14 - DL+CO+SEIS+AUX1 15 - DL+CO-SEIS+AUX2 18 - DL+CO+LL-LLR/2+AUX3 19 - DL+CO+LL/2+LLR/2+AUX3 20 - DL+CO+LL+AUX3 WEIGHTS Member 1 2 3 4 5 6 7 8 ---------- ---- ---- ---- ---- ---- ---- ---- ---- Weight (lb) 506 1227 584 811 811 584 1227 506 Total Weight (lb) : Frame Members = 6257 Interior Col. = 0 Conn. Plates = 639 Base Plates = 51 Trans Stiff = 0 6947 REACTIONS: (Sidewall Columns) Load -----Left Column --:--- Id Fx(k ) Fy(k ) M(f-k ) ---- 1 ------ -0.03 ------- 16.40 ------- 0.00 2 -10.50 29.45 0.00 3 9.75 40.03 0.00 4 -5.30 49.39 0.00 5 4.82 54.68 0.00 6 -10.52 34.18 0.00 7 9.73 44.75 0.00 8 -10.50 29.45 0.00 9 9.75 40.03 0.00 10 -5.30 49.39 0.00 11 4.82 54.68 0.00 12 -10.52 34.18 0.00 13 9.73 44.75 0.00 14 -7.74 27.49 0.00 15 7.76 35.85 0.00 16 -1.00 -0.97 0.00 17 1.00 0.97 0.00 18 -0.04 56.37 0.00 ----- Right_Column----- Fx(k ) Fy(k ) M(f-k ) 0.03 16.40 0.00 -9.75 40.02 0.00 10.50 29.45 0.00 -4.82 54.67 0.00 5.30 49.38 0.00 -9.73 44.75 0.00 10.52 34.17 0.00 -9.75 40.02 0.00 10.50 29.45 0.00 -4.82 54.67 0.00 5.30 49.38 0.00 -9.73 44.75 0.00 10.52 34.17 0.00 -7.76 35.85 0.00 7.74 27.49 0.00 -1.00 0.97 0.00 1.00 -0.97 0.00 0.04 53.91 0.00 03/09/2000 RiDes-2.out 19 -0.04 53.92 0.00 0.04 56.36 20 -0.05 57.50 0.00 0.05 57.50 DEFLECTIONS : (in) Max Live Vertical = -0.24, Span/Deflection = 3562 Max Horizontal Drift= 1.99, Eave Height/Drift= 206. Page 7 a Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- 1 ---- -0.02 ----- 0.02 --------- -0.34 2 1.88 1.98 -0.75 3 -1.98 -1.88 -0.75 4 0.89 1.04 -1.14 5 -1.04 -0.89 -1.14 6 1.87 1.99 -0.86 7 -1.98 -1.87 -0.86 8 1.88 1.98 -0.75 9 -1.98 -1.88 -0.75 10 0.89 1.04 -1.14 11 -1.04 -0.89 -1.14 12 1.87 1.99 -0.86 13 -1.98 -1.87 -0.86 14 1.57 1.66 -0.69 15 -1.66 -1.57 -0.69 16 0.31 0.31 0.00 17 -0.31 -0.31 0.00 18 0.01 0.16 -1.21 19 -0.16 0.00 -1.21 20 -0.08 0.08 -1.27 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- 1 ---- 18842 ----- 18839 --------- 2442 2 218 207 1119 3 207 218 1119 4 461 395 735 5 395 461 735. 6 219 206. 979. 7 207 219 979 8 218 207 1119 9 207 218 1119 10 461 395 735 11 395 461 735 12 219 206 979 13 207 219 979 14 262 248 1224 15 248 262 1224 16 1342 1342 99999 17 1342 1342 99999 18 75369 2520 692 19 2532 87735 692 20 5023 4976 663 Max Live Vertical = -0.24, Span/Deflection = 3562 Max Horizontal Drift= 1.99, Eave Height/Drift= 206. Page 7 a 03/09/2000 Ribes-2.out Page 8 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Floor Beam Report 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- FLOORS: Bay Beam Id Id 1 1 Load Id 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Reactions Left Axial Shear Moment -10.74 0.00 0.00 -21.03 0.00 0.00 -21.03 0.00 0.00 -33.97 0.00 0.00 -33.97 0.00 0.00 -24.38 0.00 0.00 -24.38 0.00 0.00 -21.03 0.00 0.00 -21.03 0.00 0.00 -33.97 0'.00 0.00 -33.97 0.00' 0.00 -24.38 0.00 0.00 -24.38 0.00 0.00 -20.77 0.00 0.00 -20.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -36.85 0.00 0.00 -36.85 0.00 0.00 -38.53 0.00 0.00 Reactions_ Right Axial Shear Moment -10.74 0.00 0.00 -21.03 0.00 0.00 -21.03 0.00 0.00 -33.97 0.00 0.00 -33.97 0.00 0.00 -24.38 0.00 0.00 -24.38 0.00 0.00 -21.03 0.00 0.00 -21.03 0.00 0.00 -33.97 0.00 0.00 -33.97 0.00 0.00 -24.38 0.00 0.00 -24.38 0.00 0.00 -20.77 0.00 0.00 -20.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -36.85 0.00 0.00 -36.85 0.00 0.00 -38.53 0.00 0.00 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Rigid Frame Clearances 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- VERTICAL CLEARANCE: ------------------ Left Col 45108-08" (X= 5103-10", Y= 45108-08") Right Col 45'08-08", (X= 64'08-06", Y= 45'08-08") Midspan 49'02-05" (X= 35'00-00", Y= 49102-05") HORIZONTAL CLEARANCE: ------------- Left Col - Right Col 59104-12" (X1= 5103-1011, X2= 64108-0611) ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Rigid Frame Design Warnings 3/ 8/ 0 6:42pm .. No Warnings 03/09/2000 C:\jobs\1751-a\RiDes-3.out ------------------------------------------------------------------------------- *1751-A Rigid Frame Design Input Echo 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- *(1)JOBID: (Max: 60 char) '1751-A ' *(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 3 'RF ' 5.00 20.00 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 B_Side 'N' 'N' 'T' 7.50 72.00 'T' 10.00 72.00 'N' 0.00 'Y ' *(4)DESIGN CONSTANTS: *----------- Steel _Yield(ksi )--------------- Stress _Ratio---- Deflect Limit * Web Flg R_Frm P_Frm T_Frm EP BP Frame Col EP BP Horz Vert 50.0 50.0 50.0 35.0 46.0 50.0 50.0 1.03 1.03 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 'I' 'Y' 'Y' 'Y' 'Y' 'N' 'N' 'N' 'N' 'N' 'Y' 'Y' *(6)BUILDING SHAPE: * No. X_Coord Y_Coord Offset * Surf (ft) (ft) (in) 4 0.0000 50.0000 8.000 35.0000 52.9167 8.000 70.0000 50.0000 8.000 70.0000 0.0000 8.000 *(7)MEMBER DEPTHS: * Surf Member --Depth(in)-- No. Interior_Depths * Id Size Start End Dep Loc.(ft) Depth(in) 1 '-------- ' 22.000 55.000 1 32.0000 40.000 2 '--------' 48, 0.00 36.000 .1 15.0658 36.000 3 '-------- 36.000•-48.000 - 1.. 20.0556 36.000 4 '--------' 55.000 22.000 1 18.0000 40.000 *(8)MEMBER SPLICES: (Max: 40 total splices) * Surf No. Splice Splice * Id Splice Loc(ft) Type 1 0 2 1 0.0000 'PEE' 3 1 0.0000 '-EE' 4 1 0.0000 'PEE' *(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 6.0 0.1875 0.2500 0.2500 2 1 2 0.00 6.0 0.3125 0.3125 0.6250 3 1 3 0.00 6.0 0.3125 0.3125 0.3125 4 1 4 0.00 6.0 0.2500 0.2500 0.2500 Page 1 I 03/09/2000 R1Des-lout Page 2 5 1 5 0.00 6.0 0.2500 •0.2500 0.2500 6 1 6 0.00 6.0 0.3125 0.3125 0.3125 7 1 7 0.00 6.0 0.3125 0.3125 0.6250 8 1 8 0.00 6.0 0.1875 0.2500 0.2500 *(10)INTERIOR COLUMNS: * No. Col Col Col Col Connection Unbrace_Length Col Col * Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 *(11)BASE ELEVATION: * Elev 181.5 Left Column 181.5 Right Column *(12)WALL GIRTS: (Max: 20 girts/surface) * Surf Girt Girt Girt No. * Id Depth Project Lap Girt Location(ft) 1 8.00 0.00 2.875 5 19.875 25.750 31.667 37.583 43.500 4 8.00 0.00 2.875 5 19.875 25.750 31.667 37.583 43.500 *(13)ROOF PURLINS: * Surf Purl Purl Purl No. Peak Set -Of -Set_Space- * Id Depth Project Lap Purlin Space Space Space No. 2 8.00 0.00 1.875 9 1.000 2 4.223 3 4.250 6 3 8.00 0.00 1.875 9 1.000 2 4.250 6 4.223 3 *(14)FLANGE BRACES: (Max: 400 total braces) * Surf No. Flange_Brace_At * Id Brace Girt/Purlin Number 1 2 3 5 2 4 2 3 6 9 3 4 1 4 7 8 4 2 3 5 *(15)SIDEWALL EXTENSIONS: *Surf No Ext-------Extension-Size ------- Facia Load * Id Ext Id Type Width Elev Slope Height Width 1 0 4 0 *(16)EXTENSION LOADS: *Ext Dead Collat Live Windl_Coeff Wind2_Coeff Facia, Wind *Id psf psf psf Left Right Left Right Left Right *(17)BASIC LOADS: * Basic Wind Seis Weak_Axis_Force * Dead Live Snow Collateral Wind Load Load L_Col R_Col * psf psf psf psf psf Ratio k 2.50 12.00 0.00 3.00 19.85 1.00 1.0 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 n 03/09/2000 Ribes -lout 4 -0.50 0.80 *(19)DESIGN LOADS: * ----------- *Des Load *No. Id Dead Colla 20 1 1.00 1.00 2 1.00 0.00 3 1.00 0.00 4 1.00 1.00 5 1.00 1.00 6 1.00 0.00 7 1.00 0.00 8 1.00 0.00 9 1.00 0.00 10 1.00 1.00 11 1.00 1.00 12 1.00 0.00 13 1.00 0.00 14 1.00 1.00 15 1.00 1.00 16 0.00 0.00 17 0.00 0.00 18 1.00 1.00 19 1.00 1.00 20 1.00 1.00 -0.50 0.80 0.00 --------- Load _Coefficients ------------------- Live/ Live ---Wind 1-- ---Wind 2-- Aux Load t Snow Right Left Right Left Right Seis Id Coeff 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 3 1.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 3 1.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 3 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 3 1.00.,, 1.00 0.00 0.00 0.00 0.00 0.50 0.00 3 1.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 3 1.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 3 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 1 1.00 0.00 0.00 0.00 0.00 0.00 0.00 -1.00 2 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 -1.00 0 0.00 1.00 -0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 0.50 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 *(20)AUXILARY LOADS: *No. Aux Aux *Aux Id Name 3 1 'EQ -RIGHT ' 2 , 'EQ -LEFT ' 3 'GRAVITY ' No. Add Add Comb Loads Id Coeff 6 1 1.00 Load 2 1.00 M 3 7.00 *Add Id 4 14.00 Type 5 14.00 Co 6 7.00 6 1 -1.00 'C ' 2 -1.00 0.000 3 7.00 2 4 14.00 ' 'C ' 5 . 14.00 0.000 .6 `7.00 4 3 11.70 ' 'C ' 4 23.30 0.000 5 23.30 4 6 11.70 *(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 D11 D12 -Dist 6 1 1 '---- 'C ' 6.00 0.00 0.000 0.000 31.000 2 4 '---- ' 'C ' 6.00 0.00 0.000 0.000 -19.000 3 1 '---- ' 'C ' 0.00 -1.00 0.000 3.000 31.000 4 2 '----1 'C ' 0.00 -1.00 0.000 23.330 0.000 5 3 '----1 'C 1 0.00 -1.00 0.000 11.660 0.000 Page 3 I 03/09/2000 R1Des-lout Page 4 6 4 '---- 'C 0.00 -1.00 0.000 -3.000 -19.000 *(22)FLOOR BEAMS: * Bay No. Beam Beam Con_Type Con Loc Beam Properties * Id Beam Id Ht Lt Rt Lt Rt Area Ixx 1 1 1 32.00 'P' 'P' 'F' 'F' 13.3 586.0 *(23)CABLES: . * Bay No. Cable Cable Cable Cable * Id Cable Id Level Type Area 1 0 1751-A Base Plate and Anchor Bolt Design 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 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 49.9 -0.7 -7.0 0.0 8.0 22.50 0.500 2 0.875 4.00 Right 49.9 -0.7 7.0 0.0 8.0 22.50 0.500 2 0.875 4.00 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Bolted -End -Plate Design 3/ 8/ 0 6:42pm --------------------------------------------------=---------------------------- ------------------------------------------------------------------------------- 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 2- 3 6.0 0.750 Top: 20 32 381 2 0.875 4.00 3.00 0.250F Bot: 1 11 0 2 0.875 4.00 3.00 0.250F 2 -EE 4- 5 6.0 0.625 Top: 17 1 0 2 0.750 4.00 3.00 0.250F B.ot: 20 0 122 2 0.750 4.00 3.00 0.250F 3 PEE 6- 7 6.0 0.7.50 :Top: 20. -32 381 2 0.875 4.00 3.00 0.250' Bot: 1 -11 0 2 0.875 4.00 3.00 0.250F ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Stiffener Report 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Stiff Stiff Stiff Force Force Force Loc No. Width Thick Calc. Allow Ratio ------- --- ----- ----- ----- ----- ----- Col 1 1 2.50 0.250 74.8 92.8 0.81 Col 2 1 2.50 0.250 74.8 92.8 0.81 --------------------------------------------- 1751-A Flange Brace Report --------------------------------------------- --------------------------------------------- Surf No. Id Brace Flange Braces 3/ 8/ 0 6:42pm --------------- --------------- 03/09/2000 R1Des-lout Page 5 ---- ----- 1 2 Loc ------------- 3 5 Sides: 2 2 Part : L2x.075 L2x.105 Force: 0.28 0.87 2 3 Loc 3 6 9 Sides: 2 2 2 Part : L2x.075 L2x.075 L2x.075 Force: 0.57 0.32 0.42 3 3 Loc 1 4 7 Sides: 2 2 2 Part : L2x.075 L2x.075 L2x.075 Force: 0.42 0.32 0.57 ' 4 2 Loc 3 5 Sides: 2 2 Part : L2x.075 L2x.105 Force: 0.28 0.87 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Weld Report: Web To Flange 3/ 8/ 0 6:42pm Weld -Weld-Provided- Provided- ----Max_Weld_Shear----- ---- Max Weld Shear ----- One Side_ Of Web Member Segment Section Load Shear Size Shear Id Id Id Id (k/in ) (in) Win ) ------ 1 ------- 1 ------- 1 ------ 12 ------- 0.33 ----- 0.188 ------- 4.24 2 2 6 20 0:55 0.250 4.24 3 3 13 20 0.37 0.188 3.18 4 4 14 20 0.39 0.188 3.18 5 5 23 20 0.39 0.188 3.18 6 6 24 20 0.37 0.188 3.18 7 7 31 20 0.55 0.250 4.24 8 8 36 13 0.33 0.188 4.24 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Special Segment Report 3/-8/ 0 6:42pm SEGMENT SIZE AT LEFT COLUMN: Web Thick= 0.313 ( 0.313) Flange Width= 6.000 ( 6.000) Flange Thick= 0.313 ( 0.313) SEGMENT SIZE AT RIGHT COLUMN: ----------------------------- Web Thick= 0.313 ( 0.313) Flange Width= 6.000 ( 6.000) Flange Thick= 0.313 ( 0.313) ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 1751-A Design Summary Report 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- MEMBERS: 0 03/09/2000 RfDes-lout Page 6 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 Uco11d Ld Uci 1 1 16.9 6.0 22.0 40.0 0.188 0.250 0.250 4 14 0.39 5 6 0.54 4 3 0.60 2 2 17.4 6.0 40.0 55.0 0.313 0.313 0.625 9 20 0.69 9 20 0.43 9 20 0.57 3 3 10.2 6.0 48.0 36.0 0.313 0.313 0.313 10 20 0.58 10 20 0.58 10 20 0.85 4 4 20.0 6.0 36.0 36.0 0.250 0.250 0.250 14 20 0.78 16 18 0.66 14 7 0.78 5 5 20.0 6.0 36.0 36.0 0.250 0.250 0.250 23 20 0.78 21 19 0.66 23 12 0.78 6 6 10.2 6.0 36.0 48.0 0.313 0.313 0.313 27 20 0.58 27.20 0.58 27 20 0.85 7 7 17.4 6.0 55.0 40.0 0.313 0.313 0.625 28 20 0.69 28 20 0.43 28 20 0.57 8 8 16.9 6.0 40.0 22.0 0.188 0.250 0.250 33 15 0.39 32 7 0.54 33 2 0.60 LOAD COMBINATIONS: 2 - DL+WLI+AUX3 3 - DL+WRI+AUX3 6 - DL+LL/2+WLI+AUX3 7 - DL+LL/2+WRI+AUX3 12 - DL+LL/2+WL2+AUX3 14 - DL+CO+SEIS+AUX1 15 - DL+CO-SEIS+AUX2 18 - DL+CO+LL-LLR/2+AUX3 19 - DL+CO+LL/2+LLR/2+AUX3 20 - DL+CO+LL+AUX3 WEIGHTS: Member 1 2 3 4 5 /6 7 8 ---------- ---- ---- ---- ---- ---- ---- ---- ---- Weight (lb) 506 1227 584 811 811 584 1227 506 Total Weight (lb) : Frame Members = 6257 Interior Col. = 0 Conn. Plates = 513 Base Plates = 51 Trans Stiff = 0 6821 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 ) 0.00 14.87 0.00 -9.29 24.94 0.00 8.71 34.34 0.00 -4.64 42.66 0.00 4.36 47.36 0.00 -9.30 29.14 0.00 8.70 38.54 0.00 -9.29 24.94 0.00 8.71 34.34 0.00 -4.64 42.66 0.00 4.36 47.36 0.00 -9.30 29.14 0.00 8.70 38.54 0.00 -6.95 '23.65 0.00 7.05 31.29 0.00 -1.00 -0.97 0.00 1.00 0.97 0.00 0.05 48.86 0.00 0.05 46.68 0.00 ------ Right.Column----- Fx(k ) Fy(k ) M(f-k ) 0.00 14.87 0.00 -8.71 34.33 0.00 9.29 24.93 0.00 -4.36 47.35 0.00 4.64 42.65 0.00 -8.70 38.53 0.00 9.30 29.13 0.00 -8.71 34.33 0.00 9.29 24.93 0.00 -4.36 47.35 0.00 4.64 42.65 0.00 -8.70 38.53 0.00 9.30 29.13 0.00 -7.05 31.29 0.00 6.95 23.64 0.00 -1.00 0.97 0.00 1.00 -0.97 0.00 -0.05 46.68 0.00 -0.05 48.85 0.00 0 03/09/2000 RfDes-lout Page 7 20 0.04 49.87 0.00 -0.04 49.86 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 -0.02 0.02 -0.31 2 1.67 1.76 -0.64 3 -1.76 -1.67 -0.64 4 0.79 0.92 -0.99 5 -0.92 -0.79 -0.99 6 1.67 1.76 -0.73 7 -1.76 -1.67 -0.73 8 1.67 1.76 -0.64 9 -1.76 -1.67 -0.64 10 0.79 0.92 -0.99 11 -0.92 -0.79 -0.99 12 1.67 1.76 -0.73 13 -1.76 -1.67 -0.73 14 1.43 1.50 -0.59 15 -1.50 -1.43 -0.59 16 0.31 0.31 0.00 17 -0.31 -0.31 0.00 18 0.01 0.14 -1.05 19 -0.14 -0.01 -1.05 20 -0.07 0.07 -1.10 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 20800 20796 2706 2 245 233 1318 3 233 245 1318 4 517 445 851 5 446 518 851 6 246 2.33 1146 7 233 246 '1146 8 245 233 1318 9 233 245 1318 10 517 445 851 11 446 518 851 12 246 233 1146 13 233 246 1146 14 287 273 1416 15 273 287 1416 16 1342 1342 99999 17 1342 1342 99999 18 63783 2867 799 19 2880 70993 799 20 5776 5723 765 Max Live Vertical = -0.21, Span/Deflection = 3946 Max Horizontal Drift= 1.76, Eave Height/Drift= 233. 03/09/2000 R1Des-lout Page 8 1751-A Floor Beam Report ----------------------------------------- ----------------------------------------- FLOORS: Left Bay Beam Load Id Id Id 1 1 1 -17.64 2 0.00 3 0.00 4 -29.09 5 0.00 6 0.00 7 -20.61 8 0.00 9 0.00 10 -17.64 11 0.00 12 0.00 13 -29.09 14 0.00 15 0.00 16 -20.61 17 0.00 18 0.00 19 -17.81 20 Reactions Left Axial Shear Moment -9.60 0.00 0.00 -17.64 0.00 0.00 -17.64 0.00 0.00 -29.09 0.00 0.00 -29.09 0.00 0.00 -20.61 0.00 0.00 -20.61 0.00 0.00 -17.64 0.00 0.00 -17.64 0.00 0.00 -29.09 0.00 0.00 -29.09 0.00 0.00 -20.61 0.00 0.00 -20.61 0.00 0.00 -17.81 0.00 0.00 -17.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -31.64 0.00 0.00 -31.64 0.00 0.00 -33.12 0.00 0.00 3/ 8/ 0 6:42pm -------------------- -------------------- Reactions_ Right Axial Shear Moment -9.60 0.00 0.00 -17.64 0.00 0.00 -17.64 0.00 0.00 -29.09 0.00 0.00 -29.09 0.00 0.00 -20.61 0.00 0.00 -20.61 0.00 0.00 -17.64 0.00 0.00 -17.64 0.00 0.00 -29.09 0.00 0.00 -29.09 0.00 0.00 -20.61 0.00 0.00 -20.61 0.00 0.00 -17.81 0.00 0.00 -17.81 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -31.64 0.00 0.00 -31.64 0.00 0.00 -33.12 0.00 0.00 -------------------------------------------------------------------------------- 1751-A Rigid Frame Clearances 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------- VERTICAL CLEARANCE: ------------------ Left Col 45'08-08" (X= 5'03-10", Y= 45'08-08") Right Col 45'08-08" (X= 64'08-06", Y= 45'08-08") Midspan 49102-05" (X= 35100-00", Y= 49102-05") HORIZONTAL CLEARANCE: -------------------- Left Col - Right Col 59'04-12 (X1= 5'03-10", X2= 64108-06") ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1751-A Rigid Frame Design Warnings 3/ 8/ 0 6:42pm ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ .. No Warnings t Additional Calculations PROJECT: SUNWEST FOODS -RICE MILL - BLDG -A JOB NO: 1751-A CUSTOMER: CRANSTON STEEL LOCATION: BIGGS, CA ENGINEERING CALCULATIONS 1 ` Sheet of HCI Corporate Office: 18520 67th Ave. NE hu1 STEEL Job No. BUILDING Arlington, WA 98223 (360) 435-8871 Date: SYSTEMS. INC. (360) 435-9967 fax !� St7�C,� �L '� GI,tGYty I�1 ��.C�U`2�in►;,�tTS C c E SPF -CS 2� '-PTEZPvQ� m i /v 0 k PGk) En1i' GALLS Z2 M L2Z : rg► A -Ns W) 4�' M A x L L_ 3�.aaFt��21.�n1S - s ��clntG�- 4_Z5 C�.L - g — f%d�V ESPLILE- z, 89 E L. I JCA E -I kC(/)✓O 'Jul Z4TF-i-&L- 13 L 0&1 A- t I3 • �cLNx-�) ITh/l=_/� c/�r-40 k PUAJ t/ L P 1" 11 �/1 � l� 0, 9 S - i♦ Z 9,5- ' 1 1 A 6 / '1 �/ EUa. 1 J C- --rj CA-Q-Z�- A Qn°L- Z.CP(— L 0 A C iM►DOsfO ( NAY) 1� A- J\I�jQ /Y►c_ (o, Lvuv�es Cv� G11ZTS - -Gt�TS �>J 2U` i3n�S 2M/IIi�1 (/, 6$ r LSs n� A-4. UJ >rS 0 rsl LY . O 41 mea i N T-1 C lap kciTi e'T--Ga— -2 S `�)t..) O' L L.it� A U -2- `71 0 A t - F:-.r4L LrJ 4E&1 - vv L.0 vVr--2 ri) . Fav iZ. L ► &/ A £ F " /. U cJ t T& L%G� Q ,. ,6 LL rCO = 13 126 C 1. C, w cjQ it L' -s,= 4t4- O T /J FrQ r�r ilG �.� j h (f -A7 REFERENCES: VOTES ENGINEERING CALCULATIONS HCI Corporate Office: STEEL 18520 67th Ave. NE BUILDING Arlington, WA 98223 E; (360) 435-8871 S4.'15-42874.'15-4287 YSTEMS. INC. 13601 fax fa 1 A-rn Sc)DPo2-T Sheet 7_ of Job No. I ` 5 •J _A Date: O 3'06 i 0o By:. M R LQ A QTO D 12,0eC-CXd Ki M I U ps F L I U C L0 A,--0 ( C6 &a P -vv 0 t eQ SPT L0AID) 5v �-uF-roT�� ZU •T 2 )II CZIA116-S 2-9� s�aJF z 3 S 2 12 = S0��F 23.3 x2?.s = 2r.41L �.� sw) .P= Ps P- /4-S )c 23.5 — J r 7 k �• ISTyQ T) &EtL0 A-k1(IL- T.r,M S1U-" LUA*Z tG=D.6�= ZO SSL, x I S zu P CU L d N 6.2-K'sL*- < v S Cl / c3 G `7ZujP CUw M ►� REFERENCES: NOTES ENGINEERING CALCULATIONS HCI Corporate Office: STEEL 18520 67th Ave. NE BUILDING Arlington, WA 98223 (360) 435-8871 SYSTEMS, INC. (:1601 43S_A267 fax Z- i&iE- Z UUl )(-nL, t_u N w lu 7)-4-1 -4- r f. t(-- w( No ..MEMBER Member Size - Web Depth (in) - Web Thick (in) - Flange Width (in) - Top Flg Thick (in) - Bot Flg Thick (in) - Yield Flange (ksi) - Yield Web (ksi) - UNBRACED LENGTH Major Axis (ft) - Minor Axis Top (ft) - Minor Axis Bot (ft) - Cb Top - Cb Bot - Wind Adjust ACTION Sheet —7 of Job Mo. 1 I CO I Date: M1661,00 Bv: / V 1. R `��► c„� p i ►t = 22.5' SPA- u = Z2 � MNx Lv&o -SC) ��� x228= IZSKI� M = 1.12S x(2Z') V = Z-4�`— x c3 l�Jill o�u W18x50 16.850 CALC'D ALLOW STRESS 0.355 ACTION STRESS STRESS RATIO- 7.500 --------- ------ ------ -------- 0.570 Axial -0.54 30.00 0.02 0.570 D1 50.000 Shear 2.07 20.00 0.10 50.000 F4-1 Bend -T 9.19 30.00 0.31 22.000 F1-5 22.000 ��� Bend -B -9.19 10.80 0.85 22.000 ) F1-8 . 1.000 1�[� Axl+Bnd_T 0.32 1.000 H2-1 -1.000 Axl+Bnd B0.85 -. H2-1* Axial (k) - .:18.000 Shear (k) - 12.400 Qs=1.00 Qa=1.00 Q=1.00 Moment (f -k) - 68.100 vs A; S'& I. I.ZSY. 84 4.Z4aa X q2 x 12P O . ZCn."l TvT.e t.. �-v •aa x go(n it - GL A�ic�t cTt�ni A-1 .14 REFERENCES: NOTES C&P ENGINEERING CALCULATIONS HC1 Corporate Office: INA STEEL 18520 67th Ave. NE Arlington, WA 98223 BUILDING (360) 435-8871 SYSTEMS, INC. (3fif11 4:15-4267 fax UE-12,AUiyi_. T3e,a-tA S Sheet of Job No. 1 I /J 1 4- /j Date: 6l0 B / . A acs C V,- S PA -M ZZ ( m kx) LaAU : 5D 'PIS 0,61S k1 AA— 0. (D'1 t --D (Z 2)2- V= U. 7 x I I = 7 �I, �- ,� X I L i �Zv M /� Ivl _'�� p �I vu `` Ti✓ nrs►�r,� MEMBER Member Size - W18x40 Web Depth (in) - 16.850 CALC'D ALLOW STRESS Web Thick (in) - 0.315 ACTION STRESS STRESS RATIO Flange Width (in) - 6.020 --------- _ Top Flg Thick (in) - 0.525 Axial -0.68 30.00 ------ 0.02 Bot Flg Thick (in) - 0.525 Yield Flange (ksi) - 50.000 Shear 1.51 D1 20.00 0.08 Yield Web (ksi) - 50.000 UN13RACED LENGTH Bend -T. 7.19 F4-1 30.00 0.24 Major Axis Minor (ft) - 22.000 F1-5 Axis Top (ft) - 22.000 �h��e �� Bend -B -7.19 8.03 0.90 Minor Axis Bot (ft) - 22.000 Cb Top - 1.000 Axl+Bnd_T F1-8 0.26 Cb Bot - 1.000 Wind Adjust - 1.000 Axl+Bnd_B H2-1 0.90 ACTION Axial (k) - 8.000 H2-1* Shear (k) - 8.000 Qs=1.00 Qa=1.00 Q=1.00 Moment (f - k) 1 . 0 0 0 — �---�_ Cis VV t49 x 40 (2- Z-/ 1A E j ` rz60110� f0�22 , l REFERENCES: NOTES G7S)/)Z /_Z:�ZJ - 2�s�/ ToTiu- 3$ 4 -..y LYDa 0K (o ! 2 0 0 L -L OFF GG0 c) �I ENGINEERING CALCULATIONS HCI Corporate Office: Sheet of STEEL 18520 67th Ave. NE Job No. VIS S I_ h BUILDING Arlington, WA 98223 14 (360) 435-8871 AA �y SYSTEMS. INC. rsFrn ass -x267 fax Date: D 3/6 7�� Bv: �/1 A— SYSTEMS, Lr"S Sr',9-jj=2Z'0 1-4 A)( Ti , i g \.!V i O T l+ _ -zd D AA g V= Ae T - MEMBER Member Size - W16x45 Web Depth (in) - 15.000 CALC'D ALLOW STRESS Web Thick (in) - 0.345 ACTION STRESS STRESS RATIO - 7.040 ------ -- Flange Width (in) - --------- ------ Top Flg Thick (in) - 0.565 Axial 0.60 5.28 0.11 Bot Flg Thick (in) - 0.565 E2 Yield Flange (ksi) - 50.000 Shear 1.55 20.0000 0.08 Yield Web (ksi) - 50.000 F4 UNBRACED LENGTH Bend -T 9.99 30.0000 0.33 Major Axis (ft) - 22.000 F1 Minor Axis Top (ft) - 22.000 Bend -B -9.99 11.22 1 0.89 Minor Axis Bot (ft) - 22.000 F1-8 Cb Top - 1.000 Axl+Bnd_T 0.22 H1-3* Cb Bot. - 1.000 1.000 Axl+Bnd B 0.91 Wind Adjust - — H1-2 ACTION Axial (k) - 8.000 s=1.00 Qa=1.00 Q=1.00 Shear (k) - 8.000 Q Moment (f -k) - 60.500 CSS [AJ 7 "T �i z a4M REFERENCES: NOTES o= SX 1 0/1z -i(�2Iz = O 3102 -rcT&L- 3 4- x2,4000 x 96 — /I 5 O I ENGINEERING CALCULATIONS HCI Corporate Office: _ STEEL 18520 67th Ave. NE BUILDING Arlington, WA 98223 (360) 435-871 SYSTEMS. INC. (.16n) 4.15-9267 fax -ME 2L QAAS Sheet of Job No. ( S ` -4— Date: O 26166100 Bv: /" I A- LD,vGiTc/0/AJAL = AvTr--a-L ZL f?,6'aM.s LOAD = Z 3.25` �c SUP.t� = /. /�Z k/,J-r V, // �Z►� ,�- x/ 5 VJ t�s <.� M I C-) Cv M P -?SSS w,� C G4l i..) i L— f& rr M)L A k14�LLV4.D1 L 171+0 Li i QufL -tJ 4/1VCfI. MEMBER Member Size - Web Depth (in) - Web Thick (in) - Flange Width (in) - Top Flg Thick (in) - Bot Flg Thick (in) - Yield Flange (ksi) - Yield Web (ksi) - UNBRACED LENGTH Major Axis (ft) - Minor Axis Top (ft) - Minor Axis Bot (ft) - Cb Top Cb Bot - Wind Adjust - ACTION W16x40 15.000 0.305 7.000 0.505 0.505 50.000 50.000 20.000 20.000 20.000 1.000 1.000 1.000 ACTION Axial Shear Bend -T Bend -B Axl+Bnd T Axl+Bnd_B CALC'D ALLOW STRESS STRESS 0.00 6.39 E2-2 2.54 20.00 F4-1 10.78 30.00 F1-5 -10.78 11.04 F1-8 Axial (k) - 0.000 Shear (k) - 11.620 Qs=1.00 Moment (f -k) - 58.100 REFERENCES: NOTES ,/U- t.,, 4 u = -5--X Qa=1.06 STRESS RATIO 0.00 0.13 0.36 0.98 0.36 H2-1 0.98 H2-1* Q=1.00 W61Tv 011L1,1 Z � Cf 0. Z-295 0 ENGINEERING CALCULATIONS 7 HCI Corporate Office: Sheet of STEEL 18520 67th Ave. NE I _ Arlington, WA 98223 Job No. BUILDING (360) 435-8871 Date: 06 / lorilba By: J v IA /� (� SYSTEMS. INC. (IR01 435-4257 fay y �L2L 3►�S -__- L��6JTU01X/�L1NTI�!<U2 /��Al�/1S 9AY L0 A b = 2 3 . IS x 5 c--) = 1.1 `Z l<L. 4-1 VO, e �c U= MEMBER Member Size - Web Depth (in) - Web Thick (in) - Flange Width (in) - Top Flg Thick (in) - Bot Flg Thick (in) - Yield Flange (ksi) - Yield Web (ksi) - UNBRACED LENGTH Major Axis (ft) - Minor Axis Top (ft) - Minor Axis Bot (ft) - Cb Top - Cb Bot - Wind Adjust - ACTION Axial (k) - Shear (k) Moment (f -k) l .1 L Z x 12—S. 14. AC 1< W18x60 16.850 0.415 7.560 0.695 0.695 50.000 50.000 25.000 25.000 25.000 1.000 1.000 1.000 0.000 14.500. 91.000 USS J 11; &C Axl+Bnd_B L -v u G 1 T -u 0 / arc, STRESS RATIO 0.00 0.10 0.34 0.88 0.34 H2-1 0.88 H2-1* Qs=1.00 Qa=1.00 Q=1..00. & 2 - REFERENCES: REFERENCES: NOTES p ! 5� 1. I Z ZS,4.i�) 9 _ -3 8 Cl - 7- � x q It — O. 3 5 7 4 y. 0.465 T'IIL S x►t)9 C1CI� J X - 2.o CALC'D ALLOW ACTION STRESS STRESS Axial 0.00 4.74 E2-2 Shear 2.07 20.00 F4-1 Bend -T 10.11 30.00 F1-5 Bend -B -10.11 11.52 F1-8 Axl+Bnd T Axl+Bnd_B L -v u G 1 T -u 0 / arc, STRESS RATIO 0.00 0.10 0.34 0.88 0.34 H2-1 0.88 H2-1* Qs=1.00 Qa=1.00 Q=1..00. & 2 - REFERENCES: REFERENCES: NOTES p ! 5� 1. I Z ZS,4.i�) 9 _ -3 8 Cl - 7- � x q It — O. 3 5 7 4 y. 0.465 T'IIL S x►t)9 C1CI� J X - 2.o ENGINEERING CALCULATIONS HCI Corporate Office: Sheet of 18520 67th Ave. NE STEEL Job No. �V BUILDING Arlington, WA 98223 a (360) 435-8871 V I W ! I V0 8y: M AI SYSTEMS. INC. (.160) 425-9267 fax date: Loo L-) MZ MEMBER Member Size - Web Depth (in) - Web Thick (in) - Flange Width (in) - Top Flg Thick (in) - Bot Flg Thick (in) - Yield Flange (ksi) - Yield Web (ksi) - UNBRACED LENGTH Major Axis (ft) - Minor Axis Top (ft) - Minor Axis Bot (ft) - Cb Top - Cb Bot - Wind Adjust - ACTION Axial (k) - Shear (k) - Moment (f -k) - 1 �.' 3 M 0 r ZA.M r LSA -/mss I�-Z SOPSF�c ll. ��� = 0:5 4 V,l� W16x40 15.000 0.305 ACTION 7.000 --------- 0.505 Axial 0.505 50.000 Shear 50.000 25.000 25.000 25.000 1.000 1.000 1.000 0.000 7.300 46.000 Bend -T Bend -B Axl+Bnd_T Axl+Bnd_B CALC'D ALLOW STRESS STRESS 0.00 4.09 E2-2 1.60 20.00 F4-1 8.53 30.00 F1-5 -8.53 8.83 F1-8 STRESS RATIO 0.00 0.08 0.28 0-.97 0.28 H2-1 0.97 H2-1* Qs=1.00 Qa=1.00 Q=1.00 uS1. W.IL)c4t-U -ME2.LEMS -� L�U�YL N . L I &I %-S 1 Z REFERENCES: NOTES _ S x 0 .S 9`t U i L ZS 1u2 - O L A `I y�r ,c2900� x S t boa ENGINEERING CALCULATIONS HCI Corporate Office: Sheet of STEEL 18520 67th Ave. NE ' Job No. S 1 _ Arlington, WA 98223 BUILDING (360) 435-8871 ��,11 /� a SYSTEMS. INC. ('1601 4.15-P267 fax Date: .0 SFU 1 I VU By: 1— A n % � (2,11 KA 1 T % 3 f &S Z q lC 17 VT� L IAJ a -J Z KA = 8. S 8 4x�Zo�2 = Z c/ . 2 K 8' U = o.S$4 6794r'4- �/N�CQ.�TtCKL Ju tc..�- Dom- M = ll G�``dT VZ- ✓ L1—r cQ. nL(a i , C jj- E—c Al-- W1 k ID = 71 u 1 4 t) ® /9 >Vla L T ¢/'3 .l m - C 2 O- I L nr L_ Ly A C S - L_ -r- LO MEMBER Member Size - W16x31 Web Depth (in) - 15.000 CALC'D ALLOW STRESS Web Thick (in) - 0.275 ACTION STRESS STRESS RATIO Flange Width (in) - 5.530 --------- ------ ------ ------ Top Flg Thick (in) - 0.440 Axial 0.00 3.55 0.00 Bot Flg Thick (in) - 0.440 E2-2 Yield Flange (ksi) - 50.000 Shear 1.42 19.69 0.07 Yield Web (ksi) - 50.000 F4-2 UNBRACED LENGTH Bend -T 7.42 30.00 0.25 Major Axis (f,t) - 20.000 F1-5 Minor Axis Top (ft) - 20.000 Bend -B -7.42 7.66 0.97 Minor Axis Bot (ft) - 20.000 F1-8 Cb Top - 1.000 Axl+Bnd_T 0.25. Cb Bot - 1.000 H2-1 Wind Adjust - 1.000 Axl+Bnd_B 0.97 ACTION H2-1* Axial •(k) - 0.000 Shear (k) - 5.840 Qs=1.00 Qa=1.00 Q=1.00 Moment (f -k) - 29.200 LJ ���31 - `�CQ.�iv��ik� fYlczz.�n►�n-L�h►�s'Z-� REFERENCES: NOTES Q_ S 0.S 8t -,'112— x ZUx12. ENGINEERING CALCULATIONS m ME HCI Corporate Office: STEEL 18520 67th Ave. NE BUILDING Arlington, WA 98223 (360) 435-871 SYSTEM$. INC. ('1601 435-g2f;7 fax -24Mc CGS S EIL C'Tw N Sheet ` O of Job No. Date: j' �(� By: KA REFERENCES: NOTES ENGINEERING CALCULATIONS HCI Corporate Office: Sheet of^ STEEL 18520 67th Ave. NE , S' ra 1 Arlington, WA 98223 Job No. ,�Vr BUILDING (360) 435 8871 SYSTEMS, INC. (260) 4.15-9267 fax Date: D 3/Q (p bo By: �• I� L. o Ai,6 r-ru A/ A L tj m 1-4 F-- 2 2 LS IZ A L L "*Tn R-c.;ru r- -'( L [oL, AT LJ K I - - ,�/} `-1 2 � l 13 W �3i2ALINU ,,ll 7 4,1-0 3o�sF x 461 x Z2�,�K- 23 CS� J3bb ill 6-62- If L06&T WN S 15 t F,C-GP-4LE_ Gt1 <s- aL up 60 o ZSz.� x Lsw Jr us it- Roo 3. g sit/i3`2�cc� F ---ad = 2S t-- REFERENCES: NOTES 1.4 s 3o�sF x 461 x Z2�,�K- 23 CS� J3bb ill 6-62- If L06&T WN S 15 t F,C-GP-4LE_ Gt1 <s- aL up 60 o ZSz.� x Lsw Jr us it- Roo 3. g sit/i3`2�cc� F ---ad = 2S t-- REFERENCES: NOTES u1 Lei Z DATE: 03/07/2000 JOB NO: PROJECT: CUSTOMER: LOCATION: 51 51-A SUNWEST FOODS - RICEMILL CRANSTON STEEL BIGGS. CA General descri t� This program calculates the Seismic Loads for Rigid Frames and Braced Frames It follows equations in 1997 UBC Seismic Design Input Data: Input items are located in Bold Red Underlined boxes. A description of the input item is located to the right of the box, or see UBC for definitions of specific terms Output InterpretatlOn: The reslulting graphic output shows the loads to the rigid frames and braced frames. BUILDING GEOMETRY l SPAN 70.00 ft. Total Building Weight LENGTH zu ft. Item Area,sf psf Wt., kips BAY 20.00 ft. Roof 18830.00 9.0 169.47 EAVE HEIGHT 30.00 ft. Front Sidewall 1050.00 2.0 2.10 ROOF SLOPE 1 : 12 Back Sidewall 1050.00 2.0 2.10 EWAVE. EAVE HEIGHT 31.50 ft. Left Endwall 1102.50 2.0 2.21 LOADS: lRight Endwall 1102.50 2.02.21 SNOW LOAD= psf W= 178.08 25% SNOW LOAD= Q,Q psf Collateral Load = 3.Q psf Tributary Rigid Frame Weight D. Wt. Roof = U psf Item I Area,sf I psf Wt., kips D. Wt. Front Sidewall= 211 psf Roof 1400.00 9.0 12.60 D. \NL Back Sidewall= 2.Q psf Front Sidewall 1 300.001 2.0 0.60 D. \M. Left Endwall= 2.Q psf Back Sidewall 1 300.001 2.0 0.60 D. Wt. Right Endwall= 15 psf W= 13.80 Seismic Design Coefficients and Information 1= 1,Q no= RIGID FRAME 2 =number of bays Ca= Q, ¢ no= 2.2 BRACING 4 =Number of braced bays per sidewall Rw= 4.;t 1/41 F, Rw= DESIGN BASE SHEAR FORMULA: Z0 X I O ` e 4NA V=(2.5'Ca'I/R)'W= 0.200 'W (RIGID FRAME) 0.161 'W (BRACED FRAME) 1.0 ►.O LINT SEISMIC LOADS TO RIGID FRAME 8.'99 kips X kips ZZS/2 A=I•�ZS �# Total W = 13.80 kips e 1 4ugc V=(2.5'Ca•I/R)`W= 2.76 kips @*aid Frame Fx=V'S2o•p/1.4= 1.97 kips no= 1.0 r(max) = 0.111 p=®p(max) =1.5 (or 1.0 in Zones 0, 1 & 2) SEISMIC FORCES TO BRACING (in the sidewall) Total W = 178.08 kips V=(2.5'Ca'I/R)`W= 28.62 kips Fx=V'flo•p/1.4= 44.97 kips .Qo= 2.2 r(max) = 0.13 P =®p(max) =1.5 (or 1.0 in Zones 0, 1 & 2) Load per braced bay= 5.62 0.5 Fx = 22.51kips Left Endwall 22.51kips i _ �i1y ,A I a:z���L ENGINEERING CALCULATIONS l HCI Corporate Office: Sheet ` of Arlington, WA 98223 STEEL 18520 67th Ave. N E Job No. BUILDING (360) 435-8871 K Date: . SYSTEMS, INC. ('360) 435-q267 fax � U 13 O 24,2 �Qu.Lo-cjjux `�� i t3 w � � 7 � = ZS�L -t- 2 � = I �f• 5 � SASw,►n W='ED�sF x I�.S�x'�C��= 30.45 a 1. DL 2 Sx0.36 )( 4 I kw c} I.4 . S 14 J, .I 4.2A �l�l 435 =>22�- t.4 s iDC-W'QLL -PEAML Li kJc-_ Z w = 22 s X10x,1 o PIS -c- = 49 Z! K 1, 4 3 REFERENCES: NOTES TO 171--UN-f-e CO �"02 A-. $ CJwMj- `L� F �J . cut ENGINEERING CALCULATIONS z HCI Corporate Office: STEEL 18520 67th Ave. NE Arlington, WA 98223 BUILDING G (360)435-8871 SYSTEMS, INC. (360) 435-9287 fax � ►ST e2 ► �3 c,�-1 Uln G �- S �. to >n11 L _ _ _ _ Li ti�T�=-2 i1u�- SEL,3 inLL- Sheet 15 of Job No. Iris( —N Date: M 0 11 W By: 1. 12-S `4L si:,' ='� &, F:: 72 hf-4u) 4 1r -T()'T NL. ItA-u i.A I)) "/� 4L) N L Vt 144b)�LLif AAM i --t, i t 2 -o> -A S C u MIC- WILL us - 2.�5P1-x.2.2= ,6.vP- ez :; GE.CV--U Ve-4kU )-l.0 k4 22.59 ?sc U X 5 ZZ _ �./ `��----� Cv►�� �� ed . 3 p.lL -TGs Ti&L w YAJO 6 SL131-T) iL— G0K1)wL,CS 14 AUut,s Ccs &LX.516� Go Gv & (7 i2_u LS t- "�-A M 5. i= - S 1. (z o OF COuNX. OES16>1 0 Lo S 4.0 uL10 N)LIT L&CE E 0 '0/12O, 9 2 t4®O fL LOAO 5 Pas f- d ��`� . TE IJ i) L C /A*, 2 Sr_ls-\)1tL:L-oA da f-zu IC 1ZF-ACTl1u% REFERENCES: NOTES �J I (,L ►9 a� ENGINEERING CALCULATIONS HCI Corporate Office: Sheet ' of STEEL 18520 67th Ave. NE Iris( ris( — Arlington, WA 98223 Job No. J BUILDING (360) 435-8871 /� ! SYSTEMS, INC. (360) 4�5-4267 fax Date: lJ3I b 1�-{ V O By: lam' 1Q 12 cJZ. w U F S E! J 1111(.., — Z 16--1 0 rte- T� T,�i✓ s to n.� �.G�nvuc ►+ = � � ��i� ��,� It H- , i-�Qu rtC�� t G���naN��� 2Z.S9xa.a x '16,x w�n,r� �rZCSS�2�. W 1N 0 Co &D Q uLj )4-&UuG IW �.1 t7L�Y1 _..._. A 7zz 1 L )IJ CLJ rn l(� Csu LC_. - �v DoT Mont F'r St.ls r��L REFERENCES: NOTES ENGINEERING CALCULATIONS HCI Corporate Office: a STEEL 18520 67th Ave. NE 4 Arlington, WA 98223 BUILDING (360) 435-8871 SYSTEMS, INC. (36n) 4;15-9267 fax 5z,j I'm L L `2' ��S�w,71tL= aZ2. YEL Sheet of Job No. -,4' J I Date: U J/ 0 � /60 By: - )-'0 '4-- = a p 'e -b -it � Pc i�uN Aum-ctt = '6135 �2) Sr-dMkL 2,4 l-- /U• �o '7Z)7/�c G4F-L V--. \A11dr0 L/-0 14-4 U�.L � -ZZ-59 x. 3 x J s x ZO' = S. 9 rtt�/�� ►c_ C'J A_t't�:,f.J /d v�[r..A-Z)F-s'/Gr!4:�,2CU14/�C 0 `r cc- CU N x► ���5/�7�/i Z.ia 7 t o 5 Nix. o A.Lu` Lkc, of o 8, 9110 (p = o. g3 a Foe- i k E. A Q 0)"T1v)✓4L- Lok Z .i.. 0� Y StiJii/C_ ld� �PL`r LA T t-9 4L-. S,-CF/Jm1L-e �f'Zz -- i� � �.l_ U � til, cJ� � ��- S•�. tJ,l � l �- Lcl va �o �. ��-v�G� .7 r-ij m 1L 2r ALc Zv�u C,J LL REFERENCES: NOTES ENGINEERING CALCULATIONS 11 ,s-7 HCI Corporate Office: Sheet l of A - STEEL Arlington, WA 98223 Job No. BUILDING (360) 435-8871 o oil 00 SYSTEMS. INC. Min) 4a5-92677 fax 18520 67th Ave. NE Date: Lo j4 0) \i 'F- ?-A i mT-, ( (Kips) L- / DL- -CO , -tCo., 9/S ,x 7, :Lr -U LbAow6r ri t1l, �7- .' w - -�j:F REFERENCES: NOTES ENGINEERING CALCULATIONS HCI Corporate Office: STEEL 18520 67th Ave. NE BUILDING Arlington, WA 98223 (360) 435-8871 SYSTEMS, INC. (360) 435-9267 fax 4--71 -7, O REFERENCES: NOTES Sheet of Job No. S Date: D 07` UU 7 �-rco + `-��l v I Z3/14, v 6-b ` ENGINEERING CALCULATIONS �{ HCI Corporate Office: Sheet 1 of y STEEL 18520 67th Ave. NE JQb No. 1 Arlington, WA 98223 ^� / \ BUILDING (360) 435-8871 pate: D J (U l�CJ By:M-h SYSTEM$ INC. (360) 435-9267 fax ZW F- V AL, i t 6r /I(J 2 2ALIM L t) f/ 6 �l F «rnLLCoAn Ir --P,6 til ME 22= i5 /%3i4Y - #IU(ATIOij FS�K�T- Zis fZ12UTtcS r514-r2um M C 7 L -ry a; c H-;71Z4cF D F(ILL IS4- �5�-K = iEV9 W I k-10 - CU L U ►.k kla 1 1\�A Q u i r"_ {'j 214- < ,a /a- [TL v ^ t� rte,'► EW C)iVLlf- Us L- ► i� S► 2 S ZA L r L f �;- L/s 0 NIL, r REFERENCES: NOTES ENGINEERING CALCULATIONS HCI Corporate Office: _ STEEL 18520 67th Ave. NE BUILDING Arlington, WA 98223 (360)435-8871 SYSTEM$. INC. (360) 435-9267 fax 1 417 L1. LOAbj m Job No. I 1,1 s I Date: 'U W By: o MF2Z Le i?AC,C 9EwLJ -*--)(- 3ZA (- E- Ld A 0 c 1 n UZ- c T 227 -4 1 i.sIL . X --F •�� n�� STNS �u � os C/ p -m (ZAr`s' , REFERENCES: NOTES �K ST12-u-N -to CA PT Lu > T1ZcJ i� Xt10; ENGINEERING CALCULATIONS �J '/ HCI Corporate Office: Sheety t of STEEL 18520 67th Ave. NE Job No. I 1 s I Arlington, WA 98223 - BUILDING (360) 435-8871 ? (00 SYSTEMS, I NG. (360) 435-9267 fax Date: O - 200sy: qajr 12124(-w � ►= AIL TD ST Q LTi --f� z' Cb zo�o A v C fes- 2-0 ?k -LJ --:�5 117 F W t-lL 3 ze C,1 u 6- S,4-413 = 2-0 A C ► S =X5.6'` us0--1CP(z4)o t' = z4.4/w = / g. +Z.14- � Il( U S l zoD REFERENCES: NOTES Z"L�4jz,)10-1 0 ENGINEERING CALCULATIONS HCI Corporate Office: _ STEEL 18520 67th Ave. NE BUILDING Arlington, WA 98223 (360)435-8871 SYSTEMS. INC. (360) 435-9267 fax U Sheet of ,lob No. Ir� S (— k- Aate: ! U 91 co may: �PLIC = 3�xis)-tCi Zo' �CAV01\1S (/PuFrt REFERENCES: OTES ENGINEERING CALCULATIONS HCI Corporate Office: STEEL 18520 67th Ave. NE Arlington, WA 98223 BUILDING (360) 435-8871 SYSTEMS, INC. (360) 435-9267 fax Mr22 ��- 1= L .No Sheet Z3 of ,lob No. Date: 0 lob 1w By: 25.5 x(0.4=�02� w ►�`� p v P L, i PT �2u�A ►2c�� REFERENCES: NOTES PV �4 o4 ANCHOR BOLT CHECK FOR COMBINED LOADS (AISC J3.5. TABLE J3.31 JOB NO: 1751-A Date: lumam PROJECT: SUNWEST FOODS -BLDG A CUSTOMER: CRANSTON STEEL LOCATION: B1923—CA General Description The purpose of this spread sheet is to check_ recommended size of the Anchor Bolts for Combined Tension and Shear for BOTH rigid frame and endwall columns NOTE, This is not an Anchor bolt design, as the capacity of the anchor bolts are dependant anchorage design below the steel plate. HCI ASSUMES NO no responsibility of the anchorage of the Anchor bolts or the ability of the anchor bolts to transfer combined shear and tension to the foundations Input Data: Input the maximum horizonal and vertical reaction, the anchor bolt size / and number of anchor bolts. Input items are shown below in red underlined text in boxes. All anchor bolts are ASTM A36 or A307 material. Output 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. Criti For Rigid Frame Columns Dead + Wind + Snow/2 Dead + Wind/2 + Snowmanually 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 Misc notes Shear loads to the rigid frame will add vectorily. Shear loads from the Endwall will add vectorically where required Live load is neglected, but for structures with mezzanines, additional analyis is required and done by hand when necessary Input Items: AT JACK RAFTER SUPPORS - BSW Bracing Vertical Reaction = 14.0 Max. Column Uplift Reaction= Q Vertical Force E FVERT = 14 kips Bracing Horizonal Reaction = ¢ Max. Column Horiz. Reaction= lu Combined Shear E FHORIZ = 12.09 kips ASD Stress increase Factor = JM (not to 1.8fv) Anchor Bolt Size = 935 in Number of Anchor Blts = 4 Material ASTM A36 Fu = 0 ksi Design Equation Ft = 0.43Fu-1.8fv < 0.33 Fu Calculations A Output A = n d2/4 = 0.6013 in^2 fv = FHORIz/(A*N) = 5.03 <OK = 1.33 -Ft = (1.33)'0.43 Fu - 1.8 fv 24.19 ksi < 1.33*0.33 Fu = Allowable Tension Force: PT = Ft x A x N-= /y FVERT = 14 kips AL FHORIZ = 12.09 kips [�'t7uL•� . • • . 13.14 ksi 25.51 ksi >Fvert - OK= 14 kips i ? 2 6 BASE PLATED DESIGN CHECK FOR COMBINED UPLIFT LOADS, JOB: 1751-A Dater 03/07/2000 PROJECT: SUNWEST FOODS- BLDGA CUSTOMER: CRANSTON STEEL LOCATION: BIGGS. CA. s e• 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. i Input Data: Input items are shown in Red, bold and underlined text in boxes. Output Intepretation Base plate loads. Column Uplift Load Bracing Vertical Load Total Uplift to Column Base Column Flange Width Base Plate Length (d) Anchor Bolt Diameter Anchor Bolt Gage (g) Yield Stress of Base PL Design Equations. MBS does not currently design the base plates for combined uplift loads from the columns and transverse bracing. The output in this program will state the minumum thickness (tp) of the base plate to be used. 0 kips 15 kips 15 kips 6 in 8 in 0.875 in 4 in 50 ksi If 1.4*2*bf — d Then tp = Sqrt ( (1.41*P *g) / (2*bf*Fy) If 1.4*2*bf > d Then tp = Sqrt ( (P *g*d) / (0.5*Fy(d2*+2*bf2)) MINIMUM BASE PLATE THICKNESS J ?� 2� CA- ' PURLIN ROLLING FORCE CALCULATIONS FOR SCREW DOWN ROOFS. JOB NO: 1751-A PROJECT: SUNWEST FOODS BLDG -A DATE: ® CUSTOMER: CRANSTON STEEL LOCATION: BIGGS. CA General description This program calculates the purlin Rolling force. It follows procedures set in AISI Section D3.2.1. It will determine if welded clips are adequate, or if some method of resistance to Purlin,Translation / rotation will be required Input Data: Input items are located in bold red underlined boxes. A description of input items is located to the right of the box, or see AISI for definitions of specific terms Output Interpretation: The resulting graphic shows the width and the amount of the snow drift that is in addtion to the existing roof snow load. Also shown is the maximum load due to the combined drift and snow loads. Multiple -Span System with Restraints at the Supports: AISI SECTION D3.2.1 PL=Ctr1(0.053)b^1.88)(L^0.13)/(np^0.95d^1.07t^0.94)-sina]W (Eq. D.3.2.1-4) LL=ZQ psf COL= -3 psf DL= $ psf Wn = (1.2D+1.6L)'L'np S = 14112 lbs. LRFD Design Force Ctr— Q,$1 (0.63 ext bay, 0.87 for first int bay, 0.81 for all other supports) t= OM purlin thk, in. SLOPE b= 2M in. rise= L= 20.00 bay space, ft. run= 12 S= 4M purlin spacing, ft. Angle= 0.083141 rad nP 4,,Q lines of purlins Angle= 4.763642 deg d= &M purlin depth, in. sina= 0.083 angle= 4.764 degrees cos( )= 0.997 a= 0.083 rad PL= 3023 lbs. FORCE PER CLIP (NO BRIDGING USED) HHR Allowable Clip Alone 755.8 lbs. 8" 10" 12" Purlln Max Force per Standard Clip, Pu =(lbs.) 420 344 287 8" Use 8 in. Purlin Antiroll Clip lbs lbs lbs 10" FALSE 12" FALSE CLIP + GUSSET CAPACITY 8" 10" 12" 5.0 4.4 3.9 kips kips kips C CL't (2� F LFZ-vr—/1 Tlo�'r ENGINEERING CALCULATIONS ,x. HCI Corporate Office: STEEL 18520 67th Ave. NE v... _.. Y...... .. BUILDING Arlington, WA 98223 (360) 435-8871 SYSTEMS, INC. (360) 435-9267 fax REFERENCES: NOTES ENGINEERING CALCULATIONS HCI Corporate Office: Sheet of 18520 67th Ave. NE. STEEL ,lob No. Arlington, WA 98223 BUILDING r (360) 435-8871 SYSTEMS, INC. (360) 435-9267 fax pate: ey: REFERENCES: NOTES ENGINEERING CALCULATIONS I HCI Corporate Office: Sheet CO N X of STEEL 18520 67th Ave. N E Arlington, WA 98223 Job No. .• BUILDING (360) 435-8871 Q 3 �U 1Uy ev: SYSTEMS. INC. (160) 415-P267 fax Date: A, kD I U c 4S -Tu g- T2 E /4 F'1 Co u uy-_, C,T L c1 m zic .S f 6 t�) 'Z M A� �ti x sfiu � �2.c�P oS ►_ ►� D n.T,� � L � . I 5,GALE fl i , `C �-3���� A 328 QOCT-D CI�EC..IL 3�� i��Lyr� C14E(-IL ?LATC.9rkow REFERENCES: i+ rt i t .� (it i-)ru0► NJ 4LL-- 9 T ,- m 3/+SE GAP �0 ►2.0P col'o MSI A- 'Ns 13ocis C, () �J)(--L BASE PLATE DESIGN FOR STUBS SUPPORTS JOB: . j''I SL_ Date: 03/06/2000 PROJECT: SUNWEST FOODS-RICEMILL CUSTOMER: CRANSTON STEEL LOCATION: BIGGS. CA. sea e• Use this program to check all base plates thickness General Description This spreadsheet program will determine the minumum base plate thickness (tp) based on Critical load combinations being applied to the Base Plate. Input Data: Input items are shown in Red, bold and underlined text in boxes. Output Intepretation The output in this program will state the minumum thickness (tp) of the base plate to be used. Base plate loads. Beam Load kips Bracing Vertical Load 0 kips Total Uplift to Column Base 27 kips Column Flange Width 5.55 in Base Plate Length (d) 8 in Anchor Bolt Diameter 0.75 in ' Anchor Bolt Gage (g) .5 in Yield Stress of Base PL 5Q 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*be)) MINIMUM BASE PLATE THICKNESS 0.5865 ENGINEERING CALCULATIONS HCI Corporate Office: _ STEEL 18520 67th Ave. NE BUILDING Arlington, WA 98223 (360) 435-8871 SYSTEMS. INC. (1501 435-P267 fax Sheet Cop -A-3 of Job No. I 1 S I — A - Date: d G1 oo By: N t A,�,A n M- ^iZ A Iv..S LJ;P- 2S 3/ev" . 13 5'' 4. a /112- 1 5 V M A x Ali' L 4Y -j D�S1� tl �C� ��iZ..tL vCl GGO� ccL. E &t-1 a tL_ 3 v • 1cSl6.K! -FLAT S ►2 - REFERENCES: NOTES 0 /c� A -32S ROUX, tN� 1/4►' rif- oPP.S►� ENGINEERING CALCULATIONS CUk)X HCI Corporate Office: Sheet of STEEL 18520 67th Ave. NE S , Rik -rain- - Arlington, WA 98223. Job No. O BUILDING (360) 435-8871 WN ` 1 n SYSTEMS, INC. 136(11 435-W67 fax Date: oej 101 U) By: 1" 1 m tZZ Ga acs �.GG L- /y� Z�L �.�! �. c...� � ES► G- tJ. lL'C �"�4 W i� c � S � 3��' � ,j 2,;F -12- 3 o. cl�rter M�n� G /.,/.25 6.1S 2, .1 -�2� t- i-LzS 6.7S Jr. u B -Ci K.Q.= 3,1 -LS �. s -Z4 43�s )(-L _ , 5A1l X = 2a s O 11 l� = 3.125�iZ - 0.2Ga 4 all, 4.592/1Z = 0 38►q x c 0.0'rs I C► - J•C) D= I x 0.q X.4 xZ.. = - 4 3 Z'L 7), nn. aY ' tC.Lt�R IL i20CT- Z S'l6M. Te -`f(4) 3XV J n3ZS r'v == q.,3 CM,,, _ `ZQ.46 REFERENCES: NOTES ur -TV 17f 4M 7r4M %; ENGINEERING CALCULATIONS HCI Corporate Office: y STEEL 18520 67th Ave. NE Arlington, WA 98223 BUILDING (360) 435-8871 SYSTEMS. INC. (.,ism 4:T5-427 faM ZZL CO 0414!1x Sheet Cou%-5 of Job No. 1151 v 14 Date:e) 3 Iy l G U By: AA 4 t= A►21 m ET---G1ZITIL4Le— 1(ox403r-1\ -tw=U.3US - Am - If -v- U.*3UScII inZ cls fl )3UXK- S 1ft n a-- r S'i:.G Go 0x EikIL �� GSD ►2���L )VI (—/-�Z4X/jva--4J' V4! rtLL i£7 REFERENCES: NOTES (11 (4) -?/+" i A '1:::Z#MCE I ENGINEERING CALCULATIONS f HCS Corporate Office: Sheet CQ ?� STEEL 18520 67th Ave. NE S I y Arlington, WA 98223 Job No. BUILDING (360) 435-8871f /� a INC.ate: 03 I O n l oo By: I �`! SYSTEMS.N�r �(�fi�l 4�5-A2R7 fax rn_i-:ziQ G1 i c�►��'1 Lo �j tr rr u o, M A L_ IT � A c0 N Y- (s G- T- N 1 e12k ClgC- C-P L -, C) i?v-� KA ri-A u GAS ii; ,Lu c) Z Qi?P CUL G«.E,Lv- w i. 3 S br-- A o .z.q s i2-)'rLLA-L- -giFtt'm WE i?-(! A -JLA.). t� _ l z -u /� ��J=�- I S�x a. ?s x 0. 2,2s REFERENCES: NOTES ENGINEERING CALCULATIONS HCI Corporate Office: ._ STEEL 18520 67th Ave. NE BUILDING Arlington, h A 98223 (360)435-8871 SYSTEMS, IVC. (360) 435-9267 fax BTU 2 � ��A tin C Cd ►J ►.� REFERENCES: NOTES 112 '<UCL ENGINEERING CALCULATIONS HCI Corporate Office: Sheet ICJ X�� of a STEEL 18520 67th Ave. NE ,lob No. n I 1 S '- - Arlington, WA 98223 BUILDING (360)435-8871 Date: �' '3) Q 9IoU By 1 V SYSTEMS, INC. (360) 435-9267 fax f2U1 LO IKI-tr S E V AQ. U uns T v L T V 2.�- �A-/ I��— f� Mr2ZA U))J =, 5 -5, -t rLu cr U C2 V- . i_ 2-L✓ \ I\dLnJ ► LL G SLci r D 'ro �cJ�2LI/ l G1Lo -k-/- 64CH r LPtA 7of P� )� L� PPA - - Si- D. kP PUL SQ A 0- tt.o•LA6 i P Qz- P v�Ut•i REFERENCES: NOTES �� �7Ai L I v ENGINEERING CALCULATIONS HCI Corporate Office: STEEL 18520 67th Ave. NE �: .,.... ....: Arlington, WA 98223 BUILDING (360) 435-8871 SYSTEMS, I N(:. (360) 435-9267 fax t7IP 5iIZu CU u 0 Up �f, 1.17 1 1ZV1 S /6,2,�-cZnLLkL C 4 EL- ISL I t N:S l 0 aJ G I J G.23 Sheet C00-4— 1 of ,lob No. i Is Date: 0 J' O J I dd Ely; —(o. 9�s xa z3 X2-) ILL S0 KI L., x 1.0 C,4ELV— OEAZW�r vti-W Q 1.Z o_�s>L: 0.23 C td Lo C'& �►-4. C7 - -,z6-ql ..' h --2— 0,Z3 = ZZ� 9'` IL 13 d L'T I) C n 2 -3/4 REFEREN NOTES L C.rlno) `Z3