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HomeMy WebLinkAbout3501 Bldg H W 18th St Technical - Building"CE Address 77So_l___S% f\5 Prolect description, Nox7c-e)r cs-Ar 0\--( Date the permit was linaled Number of technicak pages ,Q. VP BUILDINGS VARCO- PRUDEN Letter of Certification Building Loading Expanded Report Reactions Expanded Report. Bracing Summary Report Secondary Summary Report Framing Summary Report Covering Summary Report F HAND CHANGES AND ADDITIONS: VPC File:CA0501692 -010E1 vpc TeActi S FEZ O "A~ Calculations Package VP Buildings, Inc. 3200 Players Club Circle Memphis, TN 38125 -8843 STRUCTURAL DESIGN DATA Project: Port Angeles Transfer Station Name: CA0501692 -01OE1 Builder PO 15226 Jobsite: 3501 West 18th Street City, State Port Angeles, Washingto County Clallam Country United Sta TABLE OF CONTENT Loading: 23 Reactions: 29 -30, 36, 45 50 -51 55 60 1 xPi�Es 12 23- o Bracing: 64.01 -64 06, 67, 70, 72 -73 76 Secondary 88 -89 93, 96, 100, 108 Framing: 111, 114, 119 120.01 120.02, 123 138, 142, 143 01 143 04 146 -147 159, 166 -167, 179 182, 183 01 183.04, 185 -187 199 202, 205, 213, 216 162, 163 01 163 04 VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 1 of 221 2 5 24 63 78 110 220 VP BUILDINGS MARCO- PRUDEN Ftetter-of (0$i£_ cations Contact: Name: CHG Building Systems, Inc. Address: 1120 SW 16th, Suite A-4 City State: Renton, Washington 98055 Country United States This is to certify that the above referenced VP BUILDINGS project has been designed for the applicable portions of the following Building Code and in accordance with the order documents which have stipulated the following applied environmental loads and conditions: Overall Building Description Shape Transfer Station Compactor Loading Chute Loads and Codes Shape: Transfer Station City- Port Angeles County- Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity•7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1 197) Parts Wind Exposure Factor 1 197 Wind Enclosure: Partially Enclosed Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 20/9/10 Parts Portions Zone Strip Width: 10/4/13 Basic Wind Pressure: 26.05 psf VPC File'CA0501692 -01OE1 vpc Calculations Package Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Width I Length I (sq. ft.) I (s4. ft.) I (sq. ft.) I Height I Height 2 I Pitch I Pitch 170/0/0 3 /6/0 I 16/5/0 I 17285 I 3261 I 17345 I 36/0/4 I 33/5/12 I 1.000121 1.000:12 Total For All Shapes' 17786 I 21785 I 17847 I State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):5.40 psf Snow Load Ground Snow Load: 39.68 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 1.00 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Project: Port Angeles Transfer Station Builder PO 15226 Jobsite: 3501 West 18th Street City State: Port Angeles, Washington 98363 County Country Clallam, United States VPC Version :5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 2 of 221 Country' United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Not Reducible Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response S1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Peak Height 40/6/12 Seismic Performance Design Category D Framing Seismic Period: 0.4759 Bracing Seismic Period: 0.2848 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor 1.3000 Brace Redundancy Factor 1 4000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. VP BUILDINGS VARCO.PRUDEN Loads and Codes Shape: Compactor Loading Chute City- Port Angeles County- Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1 192) Parts Wind Exposure Factor 1 192 Wind Enclosure: Partially Enclosed Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts Portions Zone Strip Width: N/A Basic Wind Pressure: 25.94 psf Sincerely, VP BUILDINGS 3200 Players Club Circle, Memphis TN 3 VPC File:CA0501692 -010E1 vpc Calculations Package Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):2.90 psf Snow Load Ground Snow Load: 39.68 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 1.00 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. The steel design is in accordance with VP BUILDINGS standard design practices, which have been established based upon pertinent procedures and recommendations of the following organizations American Institute of Steel Construction (AISC) American Iron and Steel Institute (AISI) American Welding Society (AWS) [D1.1] American Society for Testing and Materials (ASTM) Metal Building Manufacturers Association (MBMA) AISC Category MB Manufacturer Certification. This certification DOES NOT apply to the design of the foundation or other on -site structures or components not supplied by VP BUILDINGS, nor does it apply to unauthorized modifications to framing systems provided by VP BUILDINGS. Furthermore, it is understood that certification is based upon the premise that all components furnished by VP BUILDINGS will be erected or constructed in strict compliance with pertinent documents furnished by VP BUILDINGS. P.E. Prepared by r n Reviewed by C State: Washington Built Up: 89AISC Cold Form: 01AISI Live Load Live Load: 20.00 psf Not Reducible Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response S1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0.4785 Bracing Seismic Period: 0.2863 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor 1.3000 Brace Redundancy Factor] 4000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 3 of 221 Country United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 VP BUILDINGS PRUDEN The Structural Design and/or Manufacture of this VP BUILDINGS building will be or has been at one of the following VP Buildings locations: Rainsville, AL. Memphis, TN. Pine Bluff, AR. Turlock, CA. St. Joseph, MO Kemersville, NC Evansville, WI. Monterrey Mx. Hancock Salem, VA Canam Vulcraft Vulcraft Vulcraft Vulcraft ISP Socar Quincy VP Alabama Plant. .[Manufacture Only] VP Headquarters. .[Design Only] VP Arkansas Service Center .[Design Only] VP California Service Center .[Design and Manufacture] VP Missouri Service Center .[Design and Manufacture] VP North Carolina Service Center.[Design and Manufacture] VP Wisconsin Service Center .[Design and Manufacture] VP Mexico Service Center .[Design and Manufacture] Additional Structural Material may be fabricated and provided for use in a VP Buildings building by one of the following fabricators: BAR JOISTS SMI, Inc. Hope, AR SMI, Inc. Fallon, NV SMI, Inc. Starke, FL SMI, Inc. Iowa Falls, IA SMI, Inc. Cayce West Columbia, SC Washington, MO Grapeland, TX Norfolk, NE Florence, SC Brigham City UT El Paso, TX Florence, SC Quincy FL New Millennium Building Systems Butler, IN Lake City, FL VPC File:CA0501692 -010E1 vpc Calculations Package STRUCTURAL STEEL FABRICATION Addison Steel, Inc. Orlando, FL PKM Steel Service, Inc. Salina, KS Qualico Steel Co. Inc. Webb, AL (This information is presented in compliance with VP Buildings' AISC Certification responsibilities.) VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 4 of 221 VP BUILDINGS VARC 0- PRUDEN Buldin "Ltiadin Ez anded Re art Shape: Transfer Station Loads and Codes Shape: Transfer Station City- Port Angeles County. Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Allow Overstress:Frm: 1.03, Sec: 1.03, Brc: 1.03 Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to A D 2.634 psf Entire Frm A D 1 130 psf Entire Pur B D 2.711 psf Entire Frm 13 D 1130 psf Entire Pur Live Load Live Load: 20.00 psf Not Reducible Wind Load Wind Speed: 100.00 mph Wind Enclosure: Partially Enclosed Height Used: 35/6/7 (Type: Eave) Base Elevation: 0/0/0 Primary Zone Strip Width: 20/9/10 Velocity Pressure: (qz) 25.60 psf Topographic Factor 1.0000 Directionality Factor 0.8500 Basic Wind Pressure: 26.05 psf Snow Load Ground Snow Load: 39.68 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Accumulation Factor 1.000 Snow Importance: 1.000 Ground Roof Conversion: 1.00 Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response SI:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Performance Design Category D Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Calculations Package Side Type Mag Units Shape Applied to 1 E 0.521 psf Rect Frm Brc Seismic: Covering Weight 1 E 0.236 psf Rect Frm Brc Seismic: Covering Weight 1 E 21.274 psf Rect Frm Brc Seismic: Covering Weight 2 E 0.671 psf Spec Frm Brc Seismic: Covering Weight 2 E 0.236 psf Rect Frm Brc Seismic: Covering Weight 2 E 0.236 psf Rect Frm Brc Seismic: Covering Weight 2 E 21.274 psf Rect Fmi Brc Seismic: Covering Weight 2 E 21.274 psf Rect Frm Brc Seismic: Covering Weight 3 E 0.503 psf Rect Frm Brc Seismic: Covering Weight 3 E 0.236 psf Spec Frm Brc Seismic: Covering Weight 3 E 21.274 psf Rect Frm Brc Seismic: Covering Weight 4 E 0.488 psf Spec Frm Brc Seismic: Covering Weight 4 E 21.274 psf Rect Frm Brc Seismic: Covering Weight 5 E 0.503 psf Rect Frm Brc Seismic: Covering Weight VPC File:CA0501692 010E1 vpc State: Washington Built Up: 89AISC Cold Form: OIAISI Rainfall: 4.00 inches per hour Frame Weight (assumed for seismic):5.40 psf Description Covering Weight 24 SSR Secondary Weight 1.50 Roof: A Covering Weight 24 SSR Roof: A Covering Weight 24 SSR Secondary Weight 1.58 Roof: B Covering Weight 24 SSR Roof: B Gust Factor 1.0000 Wind Importance Factor 1.000 Least Horiz. Dimension: 104/0/0 NOT Windbome Debris Region Parts Portions Zone Strip Width: 10/4/13 qz= 0.00256 (1.00) (100.00) ^2 (1.00) The 'Low Rise' Method is Used User Modified Wind Exposure (Factor): D (1 197) Description 24 Panel Rib Secondary Weight 1.08 1.00 NBVP Other Wall: 1 90.00 NBVP Tilt Wall Wall: 1 24 Panel Rib Secondary Weight 1 72 1.00 NBVP Other Wall: 2 1.00 NBVP Panel Wall: 2 90.00 NBVP Tilt Wall Wall: 2 90.00 NBVP Tilt Wall Wall: 2 24 Panel Rib Secondary Weight 1.01 1.00 NBVP Other Wall: 3 90.00 NBVP Tilt Wall Wall: 3 24 Panel Rib Secondary Weight 0.95 90.00 NBVP Tilt Wall Wall: 4 24 Panel Rib Secondary Weight 1.01 VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 5 of 221 Country. United States Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Thermal Category (Factor): Heated (1.00) Unobstructed, Slippery Roof Rain Surcharge: 0.00 Slope Reduction: 1.00 Slope Used: 4 764 1.000:12 Seismic Snow Load: 0.00 psf Frame Redundancy Factor Brace Redundancy Factor 1 4000 Soil Profile Type: Very dense soil and soft rock (C, 3) Framing Seismic Period: 0.4759 Bracing Seismic Period: 0.2848 Seismic Period Height Used: 34/6/2 Design Spectral Response Sds: 0.8273 Design Spectral Response Sdl 0.4411 Wall: 1 Wall: 2 Wall: 3 Wall: 4 Wall: 5 VP BUILDINGS VARCO.PRUDEN 5 E 0.236 psf Spec Frm Brc 5 E 21.274 psf Rect Frm Brc 6 E 0.548 psf Spec Frm Brc 6 E 0.236 psf Rect Frm Brc 6 E 21.274 psf Rect Frm Brc A E 3.554 psf Entire Frm A E 3.554 psf Entire Brc B E 3.572 psf Entire Frm B E 3.572 psf Entire Brc Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Deflection Limit Override H/180 Calculations Package Date: 11/9/2005 Time: 4 PM Page: 6 of 221 1.00 NBVP Other Wall: 5 90.00 NBVP Tilt Wall Wall: 5 24 Panel Rib Secondary Weight 1.20 Wall: 6 1.00 NBVP Other Wall: 6 90.00 NBVP Tilt Wall Wall: 6 24 SSR+ Secondary Weight 1.50 (Includes 7.000 Collateral Seismic: Covering Weight Seismic: Covering Weight Seismic: Covering Weight Seismic: Covering Weight Seismic: Covering Weight Seismic: Covering Weight 5 400 Frame Weight) Roof: A Seismic: Covering Weight 24 SSR+ Secondary Weight 1.50 (Includes 7.000 Collateral 5.400 Frame Weight) Roof: A Seismic: Covering Weight 24 SSR+ Secondary Weight 1.58 (Includes 7.000 Collateral 5.400 Frame Weight) Roof: B Seismic: Covering Weight 24 SSR+ Secondary Weight 1.58 (Includes 7.000 Collateral 5.400 Frame Weight) Roof: B Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations Framing No. Origin Factor 1 System 1.000 2 System 1.000 3 System 1.000 4 System 1.000 5 System 1.000 6 System 1.000 7 System 1.000 8 System 1.000 9 System 1.000 10 System 1.000 11 System 1.000 12 System 1.000 13 System 1.000 14 System 1.000 15 System 1.000 16 System 1.000 17 System 1.000 18 System 1.000 19 System 1.000 20 System 1.000 21 System 1.000 22 System 1.000 23 System 1.000 24 System 1.000 25 System 1.000 26 System 1.000 27 System 1.000 28 System 1.275 29 System 1.275 30 System 1.275 31 System 1.275 32 Special 1.275 33 Special 1.275 34 Special 1.275 35 Special 1.275 36 AISC Special 1 700 37 AISC Special 1 700 38 AISC Special 1 700 39 AISC Special 1 700 40 System Derived 1.000 41 System Derived 1.000 42 System Derived 1.000 Application Description 1.OD +1.0CG +1.0L D +CG +L 1.OD +1.0CG +1.0S D +CG +S 1.OD +1.0CG +1.0S +1.0SD D+CG +S +SD 1.OD +I.00G +I.OUS1* D +CG +US1* 1.OD +1.00G +1.0 *US1 D +CG *US1 1.OD +1.OWI> D +WI> 1.OD +1.0<W1 D +<W1 1.OD +1.0W2> D +W2> 1.O D+ 1.0 <W2 D <W2 1.OD +I.00G +0.750L+0.750W1> D +CG +L +WI> 1.0 D 1.0 CG 0.750 L 0.750 <W1 D +CG +L <Wl 1.0 D 1.0 CG 0.750 L 0.750 W2> D +CG +L +W2> 1.0 D 1.0 CO 0.750 L 0.750 <W2 D +CG +L <W2 1.OD +I.00G +0.750S +0.750W1> D +CG +S +WI> 1.0D+1.000 +0.7505 +0.750<WI D +CG +S <WI 1.0 D 1.0 CG 0.750 S 0.750 W2> D +CG +S +W2> 1.OD +I.00G +0.7505+0.750 <W2 D +CG +S <W2 D.600 D+ 1.O WI> D+ W1> 0.600 D 1.0 <W1 D +<W1 0.600 D 1.0 W2> D W2> 0.600 D 1.0 <W2 D <W2 1.OD +I.00G +0.910E> +0.700EG+ D +CG +E> +EG+ 1.OD +1.0CG +0.910 <E +0.700EG+ D +CG <E +EG+ 1. OD +I.00G +0.750L +0.975F> +0.750EG+ D +CG +L +E> +EG+ 1.0 D 1.0 CO 0.750 L 0.975 <E 0.750 EG+ D +CG +L <E +EG+ D.600D +0.60000 +0.910E> +0.700EG- D CO E> EG- 0.600 D 0.600 CO 0.910 <E 0.700 EG- D CO <E EG- 0.900 D 0.900 CO 1.300 F> 1.0 EG- D CG F> EG- 0.900 D 0.900 CG 1.300 <E 1.0 EG- D CO <E EG- 1.200D +1.200CG +0.2005 +1.300E> +1.0EG+ D +CG +S +E> +EG+ 1.200 D 1.200 CO 0.200 S 1.300 <E 1.0 EG+ D +CG +S <E +EG+ 0.900 D 0.900 CO 2.500 F> 1.0 EG- D CO F> EG- 0.900 D 0.900 CG 2.500 <E 1.0 EG- D CO <E EG- 1. 200D +1.200CG +0.200S +2.500E> +1.OEG+ D+CG+S+E>+EG+ 1.200 D+ 1.200 CG 0.200 S 2.500 <E 1.0 EG+ D +CG +S <E +EG+ 0.900 D 0.900 CG D CG 0.900D +0.9000G D CG 1.200D +1.200CG +0.2005 D +CG +S 1.200D +I.200CG +0.200S D +CG +S 1.0 D 1.0 CG 0.273 F> 0.700 EG+ 1 400 EB> D CG E> EG+ EB> 1.0 D+ 1.0 CG 0.273 <E 0.700 EG+ 1 400 EB> D CG <E EG+ EB> 1.0 D 1.0 CG 0.750 L 0.293 F> 0.750 EG+ 1 400 EB> D+CG+L +E>+EG++EB> VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VA /CO-PRUDEN 43 System Derived 1.000 44 System Derived 1.000 45 System Derived 1.000 46 System Derived 1.275 47 System Derived 1.275 48 System Derived 1.275 49 System Derived 1.275 50 Special 1.275 51 Special 1.275 52 System Derived 1.000 53 System Derived 1.000 54 System Derived 1.000 55 System Derived 1.000 56 System Derived 1.000 57 System Derived 1.000 58 System Derived 1.275 59 System Derived 1.275 60 System Derived 1.275 61 System Derived 1.275 62 Special 1.275 63 Special 1.275 64 System Derived 1.000 65 System Derived 1.000 66 System Derived 1.000 67 System Derived 1.000 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 System Derived 1.000 85 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 88 System Derived 1.000 89 System Derived 1.000 90 System Derived 1.000 91 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 Design Load Combinations Bracing No. Origin Factor 1 System 1.000 2 System 1.000 3 System 1.275 4 System 1.275 5 System 1.000 6 System 1.000 7 System 1.000 8 System 1.000 9 System 1.000 10 System 1.000 11 System 1.000 12 System 1.000 VPC File:CA0501692 010E1 vpc 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 EB> D.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 EB> D.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 EB> D.900 D 0.900 CG +.0.390 <E 1.0 EG- 1 400 EB> 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 EB> 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 EB> 0.900 D 0.900 CO 2.500 ER> 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 <EB 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 <EB 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 <EB 1.0 D 1.0 CO 0.750 L 0.293 <E 0.750 EG+ 1 400 <EB 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 <EB 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 <EB 0.900 D 0.900 CG 2.500 <EB 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ 1.OD+1.OWPA1 1.0 D 1.0 CG 0.750 L 0.750 WPA1 1.0 D 1.0 CG 0.750 S 0.750 WPA1 0.600 D 1.0 WPA1 1.OD +1.OWPDI 1.0 D 1.0 CG 0.750 L 0.750 WPDI 1.0 D+ 1.0 CG 0.750 S +0.750 WPDI D.600 D 1.0 WPDI 1.0 D 1.0 WPA2 1.0 D 1.0 CG 0.750 L 0.750 WPA2 1.0 D 1.0 CG 0.750 S 0.750 WPA2 0.600 D 1.0 WPA2 1.OD+1.OWPD2 1.0 D 1.0 CG 0.750 L 0.750 WPD2 1.0 D 1.0 CO 0.750 S 0.750 WPD2 0.600 D 1.0 WPD2 1.OD +1.0WPB1 1.0 D 1.0 CG 0.750 L 0.750 WPB1 1.0 D+ 1.0 CO 0.750 S +0.750 WPB1 0.600 D+ 1.0 WPB1 1.OD +1.OWPC1 1.0 D 1.0 CG 0.750 L 0.750 WPC1 1.0 D+ 1.0 CG 0.750 S 0.750 WPCI 0.600 D+ 1.0 WPC1 1.0 D 1.0 WPB2 1.0 D 1.0 CG 0.750 L 0.750 WPB2 1.0 D 1.0 CG 0.750 S 0.750 WPB2 0.600 D 1.0 WPB2 1.0 D 1.0 WPC2 1.0 D 1.0 CG 0.750 L 0.750 WPC2 1.0 D 1.0 CG 0.750 S 0.750 WPC2 D.600 D 1.0 WPC2 0.700 E> 0.700 <E 1.0 E> 1.0 <E 1.0 WPA1 1.0 WPD1 1.0 WPA2 1.0 WPD2 1.0 WPB1 1.0 WPC1 1.0 WPB2 1.0 WPC2 Calculations Package Application E> <E E> <E WPA1 WPDI WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 7 of 221 D+CG+L+<E +EG++EB> D +CO +B> EG- +EB> D CG <E EG- EB> D CG E> EG- EB> D +CO <E EG- +ER> D+CG+S +E>+EG++EB> D+CG+S+<E +EG++EB> D CO ER> EG- D CO S EB> EG+ D CO E> EG+ <ER D CO <E EG+ <EB D+CG+L +E>+EG++<EB D+CG+L+<E +EG++<EB D CO E> EG- <EB D CO <E EG- <ER D CO E> EG- <EB D+ CO +<E+ EG-+<EB D+CG+S +E>+EGii <EB D+CG+S+<E +EG+i <EB D +CO <EB +EG- D +CO +S <EB +EG+ D WPA1 D +CG +L +WPA1 D +CG +S +WPA1 D WPA1 D +WPD1 D +CG +L +WPDI D +CG +S +WPDI D +WPD1 D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 D CG S WPD2 D WPD2 D +WPBI D +CO +L +WPB1 D +CO +S +WPB1 D WPB1 D WPC1 D +CG +L +WPC1 D +CG +S+WPC1 D WPC1 D WPB2 D CG L WPB2 D CG S WPB2 D WPB2 D WPC2 D+CG+L +WPC2 D CG S WPC2 D WPC2 Description VP BUILDINGS V RCO- PRUDEN Design Load Combinations Purlin No. Origin Factor Application Description 1 System 1.000 1.0 D 1.0 CG 1.0 S D CO S 2 System 1.000 1.OD +l.00G +1.OS +1.OSD D +CG +S +SD 3 System 1.000 1.0 D+ 1.0 CG 1.0 US 1 D CG US 1 4 System 1.000 1.OD +1.00G +1.0 *US1 D +CG *US1 5 System 1.000 1.OD +1.00G +1.OPFI D +CG +PFI(Span1) 6 System 1.000 1.0 D+ 1.0 CG 1.0 PF 1 D CG PF 1(Span 6) 7 System 1.000 1.0 D+ 1.0 CG+ 1.0 PH1 D +CG +PHI(Span 1) 8 System 1.000 1.0 D+ 1.0 CG 1.0 PH1 D CG PH1(Span 6) 9 System 1.000 1.0 D+ 1.0 CG 1.0 PF2 D CG PF2(Spans 1 and 2) 10 System 1.000 1.0 D 1.0 CG 1.0 PF2 D CG PF2(Spans 2 and 3) 11 System 1.000 1.0 D 1.0 CG 1.0 PF2 D CG PF2(Spans 3 and 4) 12 System 1.000 1.0 D+ 1.0 CG 1.0 PF2 D CG PF2(Spans 4 and 5) 13 System 1.000 1.0 D+ 1.0 CG 1.0 PF2 D CG PF2(Spans 5 and 6) 14 System 1.000 1.0 D+ 1.0 WI> D+ W1> 15 System 1.000 1.0 D 1.0 <W2 D <W2 16 System 1.000 0.600 D+ 1.0 WI> D+ W1> 17 System 1.000 0.600 D 1.0 <W2 D <W2 18 System 1.000 1.OD +1.00G +0.750S +0.750W1> D+CG+S +WI> 19 System 1.000 1.0 D 1.0 CG 0.750 S 0.750 <W2 D CG S <W2 20 System Derived 1.275 1.200 D 1.200 CG 0.200 S 1.0 EB> 0.700 EG+ D CG S EB> EG+ 21 System Derived 1.275 0.900 D 0.900 CG 1.0 EB> 0.700 EG- D CG EB> EG- 22 System Derived 1.275 1.200 D 1.200 CG 0.200 S 1.0 <EB 0.700 EG+ D CG S <EB EG+ 23 System Derived 1.275 0.900 D 0.900 CG 1.0 <EB 0.700 EG- D CG <EB EG- 24 System Derived 1.000 1.0 D 1.0 WPA1 D WPA1 25 System Derived 1.000 0.600 D 1.0 WPA1 D WPA1 26 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA1 D CG S WPA 1 27 System Derived 1.000 1.0 D 1.0 WPD1 D WPDI 28 System Derived 1.000 0.600 D 1.0 WPDI D WPDI 29 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPDI D CG S WPDI 30 System Derived 1.000 1.0 D 1.0 WPA2 D WPA2 31 System Derived 1.000 0.600 D 1.0 WPA2 D WPA2 32 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA2 D CG S WPA2 33 System Derived 1.000 1.0 D 1.0 WPD2 D WPD2 34 System Derived 1.000 0.600 D 1.0 WPD2 D WPD2 35 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD2 D CG S WPD2 36 System Derived 1.000 1.0 D 1.0 WPB 1 D +WPB 1 37 System Derived 1.000 0.600 D 1.0 WPB 1 D+ WPB 1 38 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB 1 D CG S +WPB 1 39 System Derived 1.000 1.0 D 1.0 WPC1 D WPC 1 40 System Derived 1.000 D.600 D 1.0 WPC 1 D WPC 1 41 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC I D CG S +WPC 1 42 System Derived 1.000 1.0 D 1.0 WPB2 D WPB2 43 System Derived 1.000 0.600 D 1.0 WPB2 D WPB2 44 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB2 D CG S WPB2 45 System Derived 1.000 1.0 D 1.0 WPC2 D WPC2 46 System Derived 1.000 0.600 D 1.0 WPC2 D WPC2 47 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC2 D CG S WPC2 Design Load Combinations Girt No. I Origin I Factor I 1 System 1.000 1.O CG 1.0 Wl> 2 System I 1.000 11.0 CG 1.0 <W2 Design Load Combinations Roof Panel No. I Origin I Factor I 1 System 1.000 1.0 D 1.0 S 2 System 1.000 1.0 D+ 1.0 S+1.0 SD 3 System 1.000 1.0 D 1.0 US 1 4 System 1.000 1.0 D+ 1.0 *US1 5 System 1.000 1.0 D 1.0 WI> 6 System 1.000 1.0 D 1.0 <W2 Design Load Combinations Wall Panel No. I Origin I Factor I 1 I System I 1.000 I1.0 W1> 2 System 1.000 1.0 <W2 Calculations Package Application Application Application D +S D +S +SD D +USI* D *US1 D +W1> 1- <W2 'W1> <W2 VPC File:CA0501692 -01 OE1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 8 of 221 I Description CG +WI> <W2 Description Description VP BUILDINGS VARCO•PRUDEN Deflection Load Combinations Framin No. Origin Factor Def H Def V 1 System 1.000 0 2 System 1.000 0 3 System 1.000 0 4 System 1.000 0 5 System 1.000 0 6 System 1.000 0 7 System 1.000 0 8 System 1.000 0 9 System 1.000 0 10 System Derived 1.000 0 11 System Derived 1.000 0 12 System Derived 1.000 0 13 System Derived 1.000 0 14 System Derived 1.000 0 15 System Derived 1.000 0 16 System Derived 1.000 0 17 System Derived 1.000 0 18 System 1.000 60 19 System 1.000 60 20 System 1.000 60 21 System 1.000 60 22 System Derived 1.000 60 23 System Derived 1.000 60 24 System Derived 1.000 60 25 System Derived 1.000 60 26 System Derived 1.000 60 27 System Derived 1.000 60 28 System Derived 1.000 60 29 System Derived 1.000 60 30 System 1.000 60 31 System 1.000 60 32 System Derived 1.000 60 33 System Derived 1.000 60 Deflection Load Combinations Purlin No. I Origin 1 System 2 System 3 System 4 System 21 No. I 1 2 3 4 Origin System System System System 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I Factor 1 Deflection 1.000 150 1.000 150 1.000 150 1.000 150 1.0 L 1.0 S 1.0 S 1.0 SD 1.0 US1* 1.0 *US1 0.700 Wl> 0.700 <W1 0.700 W2> 0.700 <W2 0.700 WPA1 0.700 WPD1 0.700 WPA2 0.700 WPD2 0.700 WPBI 0.700 WPCI 0.700 WPB2 0.700 WPC2 0.700 WI> 0.700 <W1 0.700 W2> 0.700 <W2 0.700 WPA1 0.700 WPD1 0.700 WPA2 0.700 WPD2 0.700 WPBI 0.700 WPC1 0.700 WPB2 0.700 WPC2 0.600 E> 0.700 EG- 0.600 <E 0.700 EG- 0.600 EB> 0.600 <EB Deflection Load Combinations Girt I No. I Origin I Factor I Deflection I System 1 1.000 I 180 10.700 W1> S 1.000 180 0.700 <W2 Deflection Load Combinations Roof Panel VPC File:CA0501692 -010E1 vpc 1 1.0 S 1.0 S 1.0 SD 1.0 US1* 1.0 *US1 I Factor I Def H I Def V I 1.000 150 150 1.0 S 1.000 150 150 1.0 S 1.0 SD 1.000 150 150 1.0 US1* 1.000 150 150 1.0 *US1 Load Type Descriptions D Material Dead Weight CG Collateral Load for Gravity Cases L Live Load ^ASL Alternate Span Live Load, Shifted Left S Snow Load *US1 Unbalanced Snow Load 1 Shifted Left *US2 Unbalanced Snow Load 2, Shifted Left SS Sliding Snow Load PFl Partial Load, Full, 1 Span PF2 Partial Load, Full, 2 Spans W Wind Load <W1 Wind Load, Case 1 Left Calculations Package Application Application Application Application C CU ASLA PL2 USI US2* SD RS PHI PH2 WI> W2> L S S SD US1* *USI WI> <W1 W2> <W2 WPA1 WPD1 WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 W1> <W1 W2> <W2 WPA1 WPD1 WPA2 WPD2 WPB I WPCI WPB2 WPC2 E> EG- <E EG- EB> <EB S S SD US1* *US1 Wl> <W2 S S SD US1* *US1 Description Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Unbalanced Snow Load 1 Shifted Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Rain Surcharge Load Partial Load, Half, 1 Span Partial Load, Half, 2 Spans Wind Load, Case 1 Right Wind Load, Case 2, Right VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 9 of 221 Description Description Description VP BUILDINGS VARCO•PRUOEN <W2 <W3 <W4 <W5 <W6 WPR WPA1 WPB1 WPC I WPDI WBl> WB2> WB3> WB4> WB5> WB6> E <E EG+ EB> FL *FL AL *AL> *AL *AL *AL>(1) *AL(1) *AL(1) *AL>(2) *AL(2) *AL(2) *AL>(3) *AL(3) *AL(3) *AL>(4) *AL(4) *AL(4) *AL>(5) *AL(5) *AL(5) ALB> WALB> ALB >(I WALB >(1) ALB >(2) WALB >(2) ALB >(3) WALB >(3) ALB >(4) WALB >(4) ALB >(5) WALB>(5) WALB UO U2 U4 U6 U8 UB UB2 UB4 UB6 UB8 R V VPC File:CA0501692 010E1 vpc Wind Load, Case 2, Left Wind Load, Case 3, Left Wind Load, Case 4 Left Wind Load, Case 5, Left Wind Load, Case 6, Left Wind Load, II Ridge, Right Wind Parallel Ref A, Case I Wind Parallel Ref B, Case 1 Wind Parallel Ref C, Case I Wind Parallel Ref D, Case I Wind Brace Reaction, Case 1 Right Wind Brace Reaction, Case 2, Right Wind Brace Reaction, Case 3, Right Wind Brace Reaction, Case 4, Right Wind Brace Reaction, Case 5, Right Wind Brace Reaction, Case 6, Right Seismic Load Seismic Load, Left Vertical Seismic Effect, Additive Seismic Brace Reaction, Right Floor Live Load Alternate Span Floor Live Load, Shifted Left Auxiliary Live Load Auxiliary Live Load, Right, Left Auxiliary Live Load, Left, Left Aux Live, Left Auxiliary Live Load, Right, Left, Aisle 1 Auxiliary Live Load, Left, Left, Aisle 1 Aux Live, Left, Aisle 1 Auxiliary Live Load, Right, Left, Aisle 2 Auxiliary Live Load, Left, Left, Aisle 2 Aux Live, Left, Aisle 2 Auxiliary Live Load, Right, Left, Aisle 3 Auxiliary Live Load, Left, Left, Aisle 3 Aux Live, Left, Aisle 3 Auxiliary Live Load, Right, Left, Aisle 4 Auxiliary Live Load, Left, Left, Aisle 4 Aux Live, Left, Aisle 4 Auxiliary Live Load, Right, Left, Aisle 5 Auxiliary Live Load, Left, Left, Aisle 5 Aux Live, Left, Aisle 5 Aux Live Bracing Reaction, Right Wind, Aux Live Bracing Reaction, Right Aux Live Bracing Reaction, Right, Aisle I Wind, Aux Live Bracing Reaction, Right, Aisle I Aux Live Bracing Reaction, Right, Aisle 2 Wind, Aux Live Bracing Reaction, Right, Aisle 2 Aux Live Bracing Reaction, Right, Aisle 3 Wind, Aux Live Bracing Reaction, Right, Aisle 3 Aux Live Bracing Reaction, Right, Aisle 4 Wind, Aux Live Bracing Reaction, Right, Aisle 4 Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction User Defined Load User Defined Load 2 User Defined Load 4 User Defined Load 6 User Defined Load 8 User Brace Reaction User Brace Reaction 2 User Brace Reaction 4 User Brace Reaction 6 User Brace Reaction 8 Rain Load Shear Calculations Package W3> W4> W5> W6> WP WPL WPA2 WPB2 WPC2 WPD2 <WB1 <WB2 <WB3 <WB4 <WB5 <WB6 E> EG EG- <EB FL* FD AL <AL* AL* AL >(1) <AL (I) AL *(1) AL >(2) <AL *(2) AL *(2) AL >(3) <AL *(3) AL *(3) AL >(4) <AL *(4) AL *(4) AL >(5) <AL *(5) AL *(5) ALB <ALB <WALB <ALB(1) <WALB(1) <ALB(2) <WALB(2) <ALB(3) <WALB(3) <ALB(4) <WALB(4) <ALB(5) <WALB(5) AD UI U3 U5 U7 U9 UBI UB3 UB5 UB7 UB9 T VPC Version .5.3b Date: 11/9/2005 Time:4.03.31 PM Page: 10 of 221 Wind Load, Case 3, Right Wind Load, Case 4, Right Wind Load, Case 5, Right Wind Load, Case 6, Right Wind Load, Parallel to Ridge Wind Load, II Ridge, Left Wind Parallel Ref A, Case 2 Wind Parallel Ref B, Case 2 Wind Parallel Ref C, Case 2 Wind Parallel Ref D, Case 2 Wind Brace Reaction, Case 1 Left Wind Brace Reaction, Case 2, Left Wind Brace Reaction, Case 3, Left Wind Brace Reaction, Case 4, Left Wind Brace Reaction, Case 5, Left Wind Brace Reaction, Case 6, Left Seismic Load, Right Vertical Seismic Effect Vertical Seismic Effect, Subtractive Seismic Brace Reaction, Left Alternate Span Floor Live Load, Shifted Right Floor Dead Load Auxiliary Live Load, Right, Right Auxiliary Live Load, Left, Right Aux Live, Right Auxiliary Live Load, Right, Right, Aisle 1 Auxiliary Live Load, Left, Right, Aisle 1 Aux Live, Right, Aisle 1 Auxiliary Live Load, Right, Right, Aisle 2 Auxiliary Live Load, Left, Right, Aisle 2 Aux Live, Right, Aisle 2 Auxiliary Live Load, Right, Right, Aisle 3 Auxiliary Live Load, Left, Right, Aisle 3 Aux Live, Right, Aisle 3 Auxiliary Live Load, Right, Right, Aisle 4 Auxiliary Live Load, Left, Right, Aisle 4 Aux Live, Right, Aisle 4 Auxiliary Live Load, Right, Right, Aisle 5 Auxiliary Live Load, Left, Right, Aisle 5 Aux Live, Right, Aisle 5 Aux Live Bracing Reaction Aux Live Bracing Reaction, Left Wind, Aux Live Bracing Reaction, Left Aux Live Bracing Reaction, Left, Aisle 1 Wind, Aux Live Bracing Reaction, Left, Aisle 1 Aux Live Bracing Reaction, Left, Aisle 2 Wind, Aux Live Bracing Reaction, Left, Aisle 2 Aux Live Bracing Reaction, Left, Aisle 3 Wind, Aux Live Bracing Reaction, Left, Aisle 3 Aux Live Bracing Reaction, Left, Aisle 4 Wind, Aux Live Bracing Reaction, Left, Aisle 4 Aux Live Bracing Reaction, Left, Aisle 5 Wind, Aux Live Bracing Reaction, Left, Aisle 5 Auxiliary Dead Load User Defined Load 1 User Defined Load 3 User Defined Load 5 User Defined Load 7 User Defined Load 9 User Brace Reaction 1 User Brace Reaction 3 User Brace Reaction 5 User Brace Reaction 7 User Brace Reaction 9 Temperature Load VP BUILDINGS VARCO- PRUDEN Calculations Package Date: 11/9/2005 Time: 4 PM Page: 11 of 221 User Applied Surface Loads (Local Coordinate System) Side Shape Units Type Description Mag X -Loc Y -Loc Frm Brc Grt Pur Pnl Supp. Dir Loc. A PT k E> SEISMIC BRACING FROM 1.00 103/11/0 20/6/11 N Y N N N N RIGHT OF COMPACTOR A PT k <E SEISMIC BRACING FROM 1.00 103/11/0 20/6/11 N Y N N N N LEFT OF COMPACTOR A PT k E> SEISMIC BRACING FROM 1.00 103/11/0 49/0/11 N Y N N N N RIGHT OF COMPACTOR A PT k <E SEISMIC BRACING FROM 1.00 103/11/0 49/0/11 N Y N N N N LEFT OF COMPACTOR A PT k WPCI WIND BRACING FROM 2.80 103/11/0 20/6/11 N Y N N N N RIGHT OF COMPACTOR A PT k WPD2 WIND BRACING FROM 2.80 103/11/0 20/6/11 N Y N N N N RIGHT OF COMPACTOR A PT k WPA1 WIND BRACING FROM 2.80 103/11/0 20/6/11 N Y N N N N LEFT OF COMPACTOR A PT k WPBI WIND BRACING FROM 2.80 103/11/0 20/6/11 N Y N N N N LEFT OF COMPACTOR A PT k WPCI WIND BRACING FROM 2.80 103/11/0 49/0/11 N Y N N N N RIGHT OF COMPACTOR A PT k WPD2 WIND BRACING FROM 2.80 103/11/0 49/0/11 N Y N N N N RIGHT OF COMPACTOR A PT k WPA1 WIND BRACING FROM 2.80 103/11/0 49/0/11 N Y N N N N LEFT OF COMPACTOR A PT k WPB1 WIND BRACING FROM 2.80 103/11/0 49/0/11 N Y N N N N LEFT OF COMPACTOR VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN User Defiled Frame Point Loads for Cross Section: A Side Units Type Description 2003 k D COMPACTOR 2003 k CG COMPACTOR 2003 k L COMPACTOR 2003 k S COMPACTOR 2003 k SD COMPACTOR 2003 k <W1 COMPACTOR 2003 k <W1 COMPACTOR 2003 k WI> COMPACTOR 2003 k W1> COMPACTOR 2003 k <W2 COMPACTOR 2003 k <W2 COMPACTOR 2003 k W2> COMPACTOR 2003 k W2> COMPACTOR 2003 k E> COMPACTOR 2003 k E> COMPACTOR 2003 k EG- COMPACTOR 2003 k <E COMPACTOR 2003 k <E COMPACTOR 2003 k EG+ COMPACTOR 2003 k WPA1 COMPACTOR 2003 k WPA1 COMPACTOR 2003 k WPDI COMPACTOR 2003 k WPDI COMPACTOR 2003 k WPA2 COMPACTOR 2003 k WPA2 COMPACTOR 2003 k WPD2 COMPACTOR 2003 k WPD2 COMPACTOR 2003 k WPBI COMPACTOR 2003 k WPBI COMPACTOR 2003 k WPCI COMPACTOR 2003 k WPCI COMPACTOR 2003 k WPB2 COMPACTOR 2003 k WPB2 COMPACTOR 2003 k WPC2 COMPACTOR 2003 k WPC2 COMPACTOR 2003 k WI> COMPACTOR BRACING 2003 k <W1 COMPACTOR BRACING 2004 k D COMPACTOR 2004 k CG COMPACTOR 2004 k L COMPACTOR 2004 k S COMPACTOR 2004 k SD COMPACTOR 2004 k <W1 COMPACTOR 2004 k WI> COMPACTOR 2004 k <W2 COMPACTOR 2004 k W2> COMPACTOR 2004 k EG- COMPACTOR 2004 k EG+ COMPACTOR 2004 k WPA1 COMPACTOR 2004 k WPDI COMPACTOR 2004 k WPA2 COMPACTOR 2004 k WPD2 COMPACTOR 2004 k WPBI COMPACTOR 2004 k WPCI COMPACTOR 2004 k WPB2 COMPACTOR 2004 k WPC2 COMPACTOR 2004 k WI> COMPACTOR BRACING 2004 k <W1 COMPACTOR BRACING VPC File:CA0501692 -010E1 vpc Calculations Package Date: 11/9/2005 Time: 4.03.31 PM Page: 12 of 221 Magi LocI Offset H or V Supp. Dir Coef. Loc. -0.70 36/0/10 NA NA N DOWN 1.000 OF -0.90 36/0/10 NA NA N DOWN 1.000 OF 2.60 36/0/10 NA NA N DOWN 1.000 OF 3.20 36/0/10 NA NA N DOWN 1.000 OF 2.40 36/0/10 NA NA N DOWN 1.000 OF 0.50 36/0/10 NA NA N RIGHT 1.000 OF 310 36/0/10 NA NA N UP 1.000 OF 0.70 36/0/10 NA NA N RIGHT 1.000 OF 4.10 36/0/10 NA NA N UP 1.000 OF -0.10 36/0/10 NA NA N LEFT 1.000 OF -0.60 36/0/10 NA NA N DOWN 1.000 OF 0.10 36/0/10 NA NA N RIGHT 1.000 OF 0.50 36/0/10 NA NA N UP 1.000 OF 0.80 36/0/10 NA NA N RIGHT 1.000 OF -0.10 36/0/10 NA NA N DOWN 1.000 OF 0.30 36/0/10 NA NA N UP 1.000 OF -0.80 36/0/10 NA NA N LEFT 1.000 OF 0.10 36/0/10 NA NA N UP 1.000 OF -0.30 36/0/10 NA NA N DOWN 1.000 OF -0.70 36/0/10 NA NA N LEFT 1.000 OF 410 36/0/10 NA NA N UP 1.000 OF -0.50 36/0/10 NA NA N LEFT 1.000 OF 3.10 36/0/10 NA NA N UP 1.000 OF -0.10 36/0/10 NA NA N LEFT 1.000 OF 0.50 36/0/10 NA NA N UP 1.000 OF 0.10 36/0/10 NA NA N RIGHT 1.000 OF -0.60 36/0/10 NA NA N DOWN 1.000 OF -0.70 36/0/10 NA NA N LEFT 1.000 OF 4.10 36/0/10 NA NA N UP 1.000 OF -0.50 36/0/10 NA NA N LEFT 1.000 OF 310 36/0/10 NA NA N UP 1.000 OF -0.10 36/0/10 NA NA N LEFT 1.000 OF 0.50 36/0/10 NA NA N UP 1.000 OF 0.10 36/0/10 NA NA N RIGHT 1.000 OF -0.60 36/0/10 NA NA N DOWN 1.000 OF 2.80 36/0/4 NA NA N OUT 1.000 OF 2.80 36/0/4 NA NA N IN 1.000 OF -0.70 33/6/2 NA NA N DOWN 1.000 OF -0.90 33/6/2 NA NA N DOWN 1.000 OF 2.60 33/6/2 NA NA N DOWN 1.000 OF 3.30 33/6/2 NA NA N DOWN 1.000 OF -2.40 33/6/2 NA NA N DOWN 1.000 OF 3.10 33/6/2 NA NA N UP 1.000 OF 4.20 33/6/2 NA NA N UP 1.000 OF -0.60 33/6/2 NA NA N DOWN 1.000 OF 0.50 33/6/2 NA NA N UP 1.000 OF 0.30 33/6/2 NA NA N UP 1.000 OF -0.30 33/6/2 NA NA N DOWN 1.000 OF 4.20 33/6/2 NA NA N UP 1.000 OF 310 33/6/2 NA NA N UP 1.000 OF 0.50 33/6/2 NA NA N UP 1.000 OF -0.60 33/6/2 NA NA N DOWN 1.000 OF 4.20 33/6/2 NA NA N UP 1.000 OF 3.10 33/6/2 NA NA N UP 1.000 OF 0.50 33/6/2 NA NA N UP 1.000 OF -0.60 33/6/2 NA NA N DOWN 1.000 OF -2.80 33/5/12 NA NA N OUT 1.000 OF 2.80 33/5/12 NA NA N IN 1.000 OF VPC Version .5.3b VP BUILDINGS VARCO- PRUOEN Calculations Package R 9d,_Q" n 3 3 41-11/ 7 L 1 p /2' VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 13 of 221 VP BUILDINGS VARCO. PRUDEN it i~ r. Y User Defined Frame Point Loads for Cross Section: B1 Side I Units I Type Description Magl Locl Offset I H or V I Supp. Dir Coef. Loc. 2 k WI> CORNER WIND LOAD 0.30 59/1/8 NA NA N RIGHT 1.000 IF 2 k <W1 CORNER WIND LOAD 3.70 59/1/8 NA NA N LEFT 1.000 IF 2 k W2> CORNER WIND LOAD 4 40 59/1/8 NA NA N RIGHT 1.000 IF 2 k <W2 CORNER WIND LOAD 0.50 59/1/8 NA NA N RIGHT 1.000 IF 2 k WPAI CORNER WIND LOAD 3.80 59/1/8 NA NA N LEFT 1.000 IF 2 k WPD1 CORNER WIND LOAD 3.80 59/1/8 NA NA N LEFT 1.000 IF 2 k WPA2 CORNER WIND LOAD -0.40 59/1/8 NA NA N LEFT 1.000 IF 2 k WPD2 CORNER WIND LOAD -0.40 59/1/8 NA NA N LEFT 1.000 IF 2 k WPB1 CORNER WIND LOAD 3.80 59/1/8 NA NA N LEFT 1.000 IF 2 k WPC1 CORNER WIND LOAD 3.80 59/1/8 NA NA N LEFT 1.000 IF 2 k WPB2 CORNER WIND LOAD -0.40 59/1/8 NA NA N LEFT 1.000 IF 2 k WPC2 CORNER WIND LOAD -0.40 59/1/8 NA NA N LEFT 1.000 IF 7 7 (113 /1 R' Calculations Package 3 14R' -11 1/1 R" VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 14 of 221 VP BUILDINGS vAACO VPC File:CA0501692-01 vpc Calculations Package ICD1 f.AP22 C ai 7 I I 4L.V. i 14:=$ 74:=5" 1 )7rv_ry (L5" VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 15 of 221 V. C. VP BUILDINGS VARCO•PRUDEN Shape: Compactor Loading Chute Loads and Codes Shape: Compactor Loading Chute City- Port Angeles County- Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Allow Overstress:Frm: 1.03, Sec: 1.03, Brc: 1.03 Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Side Type Mag Units A D 3.608 psf A D 1130 psf Live Load Live Load: 20.00 psf Not Reducible Wind Load Wind Speed: 100.00 mph Wind Enclosure: Partially Enclosed Height Used: 34/9/0 (Type: Mean) Base Elevation: 0 /0 /0 Primary Zone Strip Width: 6/0/0 Velocity Pressure: (qz) 25.60 psf Topographic Factor 1.0000 Directionality Factor 0.8500 Wind Exposure (Factor): D (1 192) Basic Wind Pressure: 25.94 psf Snow Load Ground Snow Load: 39.68 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Accumulation Factor 1.000 Snow Importance: 1.000 Ground Roof Conversion: 1.00 Start 30/6/0 Wall Start Height: 2/10/2 Snow Drift Height: 0/0/0 Snow Drift Width: 0 /0 /0 Upper Roof Width: 104/0/0 Sliding Snow- 0.00 psf Drifting Snow 0.00 psf Applied Drift Load: 0.00 psf Truncated Snow 0.00 psf Truncated Width: 0/0/0 Proximity: 20/0/0 Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response S1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Performance Design Category D Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 VPC File:CA0501692 010E1 vpc Shape Applied to Entire Frm Entire Pur Snow Drift on Roof A Snow Drift Number 1 Snow Density 19 16 lb /ft3 Snow Uniform: 1/3/11 Calculations Package State: Washington Built Up: 89AISC Cold Form: 01AISI Rainfall: 4.00 inches per hour Frame Weight (assumed for seismic):2.90 psf Description Covering Weight 24 SSR Secondary Weight 2.48 Roof: A Covering Weight 24 SSR Roof: A Gust Factor 0.8942 Wind Importance Factor 1.000 Least Horiz. Dimension: 16/5/0 NOT Windbome Debris Region Parts Portions Zone Strip Width: N/A qz= 0.00256 (1.00) (100.00) ^2 (1.00) The 'Low Rise' Method is Used User Modified Country- United States Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Thermal Category (Factor): Heated (1.00) Unobstructed, Slippery Roof Rain Surcharge: 0.00 Slope Reduction: 1.00 Slope Used: 4 764 1.000:12 Snow Drift (from Wall 2, Shape Transfer Station) Average Height: 2/10/2 Upper Roof Slope: 0.000 0.000:12 End 0 /0 /0 Wall End Height: 2/10/2 Snow Drift Height: 0/0/0 Snow Drift Width: 0 /0 /0 Upper Roof Width: 104/0/0 Sliding Snow 0.00 psf Drifting Snow 0.00 psf Applied Drift Load: 0.00 psf Truncated Snow 0.00 psf Truncated Width: 0 /0 /0 Proximity 20/0/0 Seismic Snow Load: 0.00 psf Frame Redundancy Factor Brace Redundancy Factor 1 4000 Soil Profile Type: Very dense soil and soft rock (C, 3) Framing Seismic Period: 0.4785 Bracing Seismic Period: 0.2863 Seismic Period Height Used: 34/9/0 Design Spectral Response Sds: 0.8273 Design Spectral Response Sdl 0.4411 VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 16 of 221 VP BUILDINGS VAACO.PRUDEN Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Deflection Limit Override H/180 Calculations Package Date: 11/9/2005 Time:4 PM Page: 17 of 221 Side Type Mag Units Shape Applied to Description 2 E 0.549 psf Rect Frm Brc Seismic: Covering Weight 24 Panel Rib Secondary Weight 1.20 Wall: 2 2 E 0.236 psf Rect Frm Brc Seismic: Covering Weight 1.00 NBVP Other Wall: 2 2 E 21.274 psf Rect Frm Brc Seismic: Covering Weight 90.00 NBVP Tilt Wall Wall: 2 3 E 0.755 psf Spec Frm Brc Seismic: Covering Weight 24 Panel Rib Secondary Weight 2.08 Wall: 3 3 E 0.236 psf Rect Frm Brc Seismic: Covering Weight 1.00 NBVP Other Wall: 3 3 E 21.274 psf Rect Frm Brc Seismic: Covering Weight 90.00 NBVP Tilt Wall Wall: 3 4 E 0.503 psf Rect Frm Brc Seismic: Covering Weight 24 Panel Rib Secondary Weight 1.01 Wall: 4 4 E 0.236 psf Spec Frm Brc Seismic: Covering Weight 1.00 NBVP Other Wall: 4 4 E 21.274 psf Rect Frm Brc Seismic: Covering Weight 90.00 NBVP Tilt Wall Wall: 4 A E 3.193 psf Entire Frm Seismic: Covering Weight 24 SSR+ Secondary Weight 2.48 (Includes 7.000 Collateral 2.900 Frame Weight) Roof: A A E 3.193 psf Entire Brc Seismic: Covering Weight 24 SSR+ Secondary Weight 2.48 (Includes 7.000 Collateral 2.900 Frame Weight) Roof: A Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations Framing No. Origin Factor Application Description 1 System 1.000 1.0 D+ 1.0 CG l .0 L D CG L 2 System 1.000 1.0 D+ 1.0 CG 1.0 S D CG S 3 System 1.000 1.0 D+ 1.0 CG 1.0 S+ 1.0 SD D CG S SD 4 System 1.000 1.0 D 1.0 CG 1.0 PF1 D CG PF 1(Span 1) 5 System 1.000 1.0 D+ 1.0 CG 1.0 PF1 D CG PFl (Span 3) 6 System 1.000 I.OD +I.00G +1.OPHI D CG PH1(Span 1) 7 System 1.000 1.0 D 1.0 CG 1.0 PH1 D CG PHl (Span 3) 8 System 1.000 1.0 D 1.0 CG 1.0 PF2 D CG PF2(Spans 1 and 2) 9 System 1.000 1.0 D+1.0 CG 1.0 PF2 D CG PF2(Spans 2 and 3) 10 System 1.000 1.0 D+ 1.0 Wl> D+ W1> 11 System 1.000 1.0 D 1.0 <W1 D <W 1 12 System 1.000 1.0 D 1.0 W2> D W2> 13 System 1.000 1.0 D 1.0 <W2 D <W2 14 System 1.000 1.OD +1.00G+0.750L +0.750W1> D +CG +L +W1> 15 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 <W1 D CG L <W 1 16 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 W2> D CG L W 2> 17 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 <W2 D CG L <W2 18 System 1.000 1.0 D 1.0 CG 0.750 S 0.750 W 1> D CG S W l> 19 System 1.000 1.0 D 1.0 CG 0.750 S 0.750 <W1 D CG S <W l 20 System 1.000 1.0 D+ 1.0 CG 0.750 S 0.750 W2> D CG S W2> 21 System 1.000 1.0 D 1.0 CG 0.750 S 0.750 <W2 D CG S <W2 22 System 1.000 0.600 D 1.0 W I> D+ W 1> 23 System 1.000 0.600 D 1.0 <WI D <W 1 24 System 1.000 0.600 D 1.0 W2> D W2> 25 System 1.000 0.600 D 1.0 <W2 D+ <W2 26 System 1.000 1.OD +1.00G +0.910E> +0.700EG+ D +CG +E>+EG+ 27 System 1.000 1.0 D+ 1.0 CG 0.910 <E+ 0.700 EG+ D CG <E EG+ 28 System 1.000 1.0 D 1.0 CG 0.750 L+ 0.975 E> 0.750 EG+ D CG L Fj EG+ 29 System 1.000 1.0 D 1.0 CG 0.750 L 0.975 <E 0.750 EG+ D CG L <E EG+ 30 System 1.000 0.600 D 0.600 CG 0.910 E> 0.700 EG- D CG E> EG- 31 System 1.000 0.600 D 0.600 CG 0.910 <E 0.700 EG- D CG <E EG- 32 System 1.275 D.900 D 0.900 CG 1.300 E> 1.0 EG- D CG E> EG- 33 System 1.275 0.900 D 0.900 CG 1.300 <E 1.0 EG- D CG <E EG- 34 System 1.275 1.200 D 1.200 CG 0.200 S 1.300 E> 1.0 EG+ D+CG+S+E>+EG+ 35 System 1.275 1.200 D 1.200 CG 0.200 S 1.300 <E 1.0 EG+ D+CG+S+<E+EG+ 36 Special 1.275 0.900 D 0.900 CG 2.500 E> 1.0 EG- D CG E> EG- 37 Special 1.275 0.900 D 0.900 CG 2.500 <E 1.0 EG- D+ CG <E EG- 38 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 E> 1.0 EG+ D+CG+S+E>+EG+ 39 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ D+CG+S+<E+EG+ VPC File:CA0501692 -01 OE1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN 40 AISC Special 1 700 41 AISC Special 1 700 42 AISC Special 1 700 43 AISC Special 1700 44 System Derived 1.000 45 System Derived 1.000 46 System Derived 1.000 47 System Derived 1.000 48 System Derived 1.000 49 System Derived 1.000 50 System Derived 1.275 51 System Derived 1.275 52 System Derived 1.275 53 System Derived 1.275 54 Special 1.275 55 Special 1.275 56 System Derived 1.000 57 System Derived 1.000 58 System Derived 1.000 59 System Derived 1.000 60 System Derived 1.000 61 System Derived 1.000 62 System Derived 1.275 63 System Derived 1.275 64 System Derived 1.275 65 System Derived 1.275 66 Special 1.275 67 Special 1.275 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 System Derived 1.000 85 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 88 System Derived 1.000 89 System Derived 1.000 90 System Derived 1.000 91 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 96 System Derived 1.000 97 System Derived 1.000 98 System Derived 1.000 99 System Derived 1.000 VPC File:CA0501692 -01OE1 vpc Calculations Package 0.900 D 0.900 CG 0.900 D 0.900 CG 1.200 D 1.200 CG 0.200 S 1.200 D 1.200 CG 0.200 S 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 EB> 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 EB> 1.0 D +1.00G +0.750 L+ 0.293E> +0.750 EG+ +I400EB> 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 EB> 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 EB> 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 EB> 1.200 D +1.200CG +0.2005 +0.390E +1.O EG+ +1 400 EB> 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 EB> 0.900 D 0.900 CG 2.500 EB> 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.0 D 1.0 CG 0.273 F> 0.700 EG+ 1 400 <ED 1.0 D+ 1.0 CG +0.273 <E +0.700 EG++ 1 400 <EB 1. 0D +1.00G +0.750L +0.293F> +0.750 EG+ +1400 <EB 1.0 D +1.00G +0.750L +0.293 <E +0.750 EG+ +1 400 <EB 0.600 D 0.600 CG 0.273 F> 0.700 EG- 1 400 <EB 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 <EB 1.200 D +1.200CG +0.2005 +0.390E> +1.O EG+ +1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 <EB 0.900 D 0.900 CO 2.500 <EB 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ 1.OD +1.OWPA1 1.0 D 1.0 CG 0.750 L 0.750 WPAI 1.0 D 1.0 CG 0.750 S 0.750 WPAI 0.600 D 1.0 WPA1 1.OD +1.OWPDI 1.0 D 1.0 CG 0.750 L 0.750 WPDI 1.0 D 1.0 CG 0.750 S 0.750 WPDI 0.600 D 1.0 WPD1 1.0 D 1.0 WPA2 1.0 D 1.0 CO 0.750 L 0.750 WPA2 1.0 D 1.0 CG 0.750 S 0.750 WPA2 0.600 D 1.0 WPA2 1.OD +1.OWPD2 1.0 D 1.0 CG 0.750 L 0.750 WPD2 1.0 D 1.0 CG 0.750 S 0.750 WPD2 0.600 D 1.0 WPD2 1.OD +1.OWPB1 1.0 D 1.0 CO 0.750 L 0.750 WPB 1 1.0 D+ 1.0 CG 0.750 S 0.750 WPB 1 0.600D +1.0WPBI I.OD +1.OWPC1 1.0 D+ 1.0 CG 0.750 L +0.750 WPCI 1.0 D 1.0 CG 0.750 S 0.750 WPC1 0.600D +1.OWPC1 1.0 D 1.0 WPB2 1.0 D 1.0 CG 0.750 L 0.750 WPB2 1.0 D 1.0 CO 0.750 S 0.750 WPB2 0.600 D 1.0 WPB2 1.0 D 1.0 WPC2 1.0 D 1.0 CG 0.750 L 0.750 WPC2 1.0 D 1.0 CG 0.750 S 0.750 WPC2 ,0.600 D 1.0 WPC2 VPC Version :5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 18 of 221 D CG D CG D CG S D CG S D CG E> EG+ EB> D +CG <E EG+ +EB> D+CG+L+E>+EG++EB> D+CG+L+<E +EG++EB> D +CG +F> EG- +EB> D CG <E EG- EB> D +CG +F> EG- +EB> D +CG <E EG- +EB> D+CG+S +E>+EG++EB> D+CG+S+<E +EG++EB> D CO EB> EG- D CO S ER> EG+ D CG E> EG+ <EB D CO <E EG+ <EB D+CG+L+E>+EG I 1<EB D+CG+L+<E +EGII<EB D +CG +E>+ EG- +<EB D +CG <E EG- <EB D +CG +F>+ EG- +<EB D +CG <E EG- <EB D+CG+S +E>+EGII EB D+CG+S+<E+EG I I<EB D +CG <EB +EG- D +CO+S <EB +EG+ D+ WPAI D +CG +L+WPA1 D +CG +S +WPA1 D WPAI D +WPD1 D +CG +L +WPDI D CG S WPD1 D WPD1 D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 D CG S WPD2 D WPD2 D+ WPB1 D +CG +L +WPBI D +CG +S +WPB1 D WPB1 D WPC1 D +CG +L +WPCI D +CG +S +WPC1 D+ WPCI D WPB2 D CG L WPB2 D CG S WPB2 D WPB2 D WPC2 D CG L WPC2 D CG S WPC2 D WPC2 VP BUILDINGS VARCO PRUDEN Design Load Combinations Bracing No. Origin Factor Application Description 1 System 1.000 0.700 E> E> 2 System 1.000 0.700 <E <E 3 System 1.275 1.0 F> E> 4 System 1.275 1.0 <E <E 5 System 1.000 1.0 WPAI WPAI 6 System 1.000 1.0 WPD1 WPD1 7 System 1.000 1.0 WPA2 WPA2 8 System 1.000 1.0 WPD2 WPD2 9 System 1.000 1.0 WPB1 WPB1 10 System 1.000 1.0 WPC1 WPC1 11 System 1.000 1.0 WPB2 WPB2 12 System 1.000 1.0 WPC2 WPC2 Design Load Combinations Purlin No. Origin Factor Application Description 1 System 1.000 1.OD +1.0CG +1.0S D +CG +S 2 System 1.000 1.0 D 1.0 CG 1.0 S 1.0 SD D +CG +S +SD 3 System 1.000 1.OD+1.OWI> D +Wl> 4 System 1.000 1.0 D 1.0 <W2 D <W2 5 System 1.000 0.600 D 1.0 WI> D W 1> 6 System 1.000 0.600 D 1.0 <W2 D <W2 7 System 1.000 1.0 D+ 1.0 CG+ 0.750 S+ 0.750 WI> D +CG +S +W1> 8 System 1.000 1.0 D+ 1.0 CG 0.750 S 0.750 <W2 D CG S <W2 9 System 1.275 1.200 D 1.200 CG 0.200 S 1.0 E> 0.700 EG+ D CO S F> EG+ 10 System 1.275 1.200 D 1.200 CG 0.200 S 1.0 <E 0.700 EG+ D CG S <E EG+ 11 System 1.275 0.900 D 0.900 CG 1.0 E> 0.700 EG- D CG E> EG- 12 System 1.275 0.900 D 0.900 CG 1.0 <E 0.700 EG- D CG <E EG- Design Load Combinations Roof Panel I No. I Origin I Factor I 1 System 1.000 1.0 D 1.0 S 2 System 1.000 1.0 D+1.0 S 1.0 SD 3 System 1.000 1.0 D+ 1.0 WI> 4 System 1.000 1.0 D 1.0 <W2 Calculations Package Design Load Combinations Girt No. Origin Factor Application Description 1 System 1.000 1.0 WI> WI> 2 System 1.000 1.0 <W2 <W2 3 System Derived 1.000 0.700 EB> EB> 4 System Derived 1.275 1.0 EB> EB> 5 System Derived 1.000 0.700 <EB <EB 6 System Derived 1.275 1.0 <EB <EB 7 System Derived 1.000 1.0 WPAI WPAI 8 System Derived 1.000 1.0 WPD1 WPDI 9 System Derived 1.000 1.0 WPA2 WPA2 10 System Derived 1.000 1.0 WPD2 WPD2 11 System Derived 1.000 1.0 WPB1 WPB1 12 System Derived 1.000 1.0 WPC I WPC I 13 System Derived 1.000 1.0 WPB2 WPB2 14 System Derived 1.000 1.0 WPC2 WPC2 Design Load Combinations Wall Panel I No. I Origin I Factor I 1 I System 1 1. I1.0 W 1> 2 System 1.000 1.0 <W2 Application Application D +S D +S +SD D +W1> D <W2 1 W1> <W2 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 19 of 221 Description Description VP BUILDINGS VARCO.PRUDEN Deflection Load Combinations No. Origin Factor 1 System 1.000 2 System 1.000 3 System 1.000 4 System 1.000 5 System 1.000 6 System 1.000 7 System 1.000 8 System Derived 1.000 9 System Derived 1.000 10 System Derived 1.000 11 System Derived 1.000 12 System Derived 1.000 13 System Derived 1.000 14 System Derived 1.000 15 System Derived 1.000 16 System 1.000 17 System 1.000 18 System 1.000 19 System 1.000 20 System Derived 1.000 21 System Derived 1.000 22 System Derived 1.000 23 System Derived 1.000 24 System Derived 1.000 25 System Derived 1.000 26 System Derived 1.000 27 System Derived 1.000 28 System 1.000 29 System 1.000 30 System Derived 1.000 31 System Derived 1.000 Deflection Load Combinations Purlin No. I Origin I Factor I Deflection 1 1 System 11.0001 150 2 System 1.000 150 Deflection Load Combinations Girt No. I Origin 1 Factor I Deflection 1 System 1.000 180 2 System 1.000 180 Deflection Load Combinations Roof Panel No. 1 Origin 1 Factor I Def H I Def VI 1 1 System 1 1.000 1 150 1 150 11.0 S 2 S 1.000 150 150 1.0 S 1.0 SD User Applied Surface Loads Local Coordinate System) Side I Shape Units Type Description A SP psf SD NOW DRIFT FROM SFER A SP psf SD SNOW DRIFT FROM SFER A SP psf SD SNOW DRIFT FROM SFER A SP psf SD SNOW DRIFT FROM NSFER VPC File:CA0501692 -010E1 vpc Framing Def H Def V 0 180 0 180 0 180 0 180 0 180 0 180 0 180 0 180 0 180 0 180 0 180 0 180 0 180 0 180 0 180 60 0 60 0 60 0 60 0 60 0 60 0 60 0 60 0 60 0 60 0 60 0 60 0 60 0 60 0 60 0 60 0 Calculations Package 1.0 L 1.0 S 1.0 S+ 1.0 SD 0.700 Wl> 0.700 <WI 0.700 W2> 0.700 <W2 0.700 WPA1 0.700 WPD1 0.700 WPA2 0.700 WPD2 0.700 WPB1 0.700 WPC1 0.700 WPB2 0.700 WPC2 0.700 W l> 0.700 <W1 0.700 W2> 0.700 <W2 0.700 WPA1 D.700 WPDI 0.700 WPA2 0.700 WPD2 D.700 WPB1 0.700 WPCI 0.700 WPB2 D.700 WPC2 0.600 E> 0.700 EG- 0.600 <E 0.700 EG- 0.600 EB> 0.600 <EB 1 11.0 S 1.0 S 1.0 SD Wi> 1 0.700 <W2 Application Application Application Application L S S +SD W l> <WI W2> <W2 WPA1 WPD1 WPA2 WPD2 WPB1 WPCI WPB2 WPC2 WI> <W1 W2> <W2 WPA1 WPDI WPA2 WPD2 WPBI WPC 1 WPB2 WPC2 E> EG- <E EG- EB> <EB S S +SD 1 Wl> <W2 S S SD VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 20 of 221 Description Description Description Description Mag I X -Loc Y -Loc I Frm Brc Grt Pur Pnl Lupo. Dir Loc. 29 48 0/0/0 30/7/4 Y NN Y Y N IN OF 29 48 0/0/0 0/0/0 Y N N Y Y N IN OF 0.00 15/4/11 0/0/0 Y N N Y Y N IN OF 0.00 15/4/11 30/7/4 Y N N Y Y N IN OF VP BUILDINGS VARCO.PRUDEN Calculations Package User Defined Frame Line Loads for Cross Section: A.1 Side I Units I Type I Description I Magl I Loc1 Mag2 I Loc2 I Supp. Dir I Coef. Loc. I I 3 Of I SD (SNOW DRIFT FROM TRANSFER >Resolved I 70.671 0 /0 /0 70.671 30/7/41 N DOWN 1.000 OF 1 rom Plane User Defined Frame Line Loads for Cross Section: A I Side I Units I Type I Description I Magi I Loc1 I Mag22 I Loc2 I Supp. I Dir I Coef. I Loc. I 3 1 plf I SD SNOW DRIFT FROM TRANSFER >Resolved 156.451 0/0/01 156.451 30/7/41 N DOWN 1.000 OF I From Plane Y 3 VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 21 of 221 VP BUILDINGS vARCO- PRUDEN r N Calculations Package 3 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 22 of 221 VP BUILDINGS VARCO•PRUDEN VP BUILDINGS VAR<O•RRl1DEN Occupancy 2 'Standard Occupancy Structure Seismic Use Group 1 I 1.00 Site Class I C IVery dense soil and soft rock FRAME DIRECTION BRACING DIRECTION Ss 124 100% Type I OSMF I Type I OCBF I S 50.900% C 0.028 C 0.020 Tx 0.4645 sec h„ 133.479Ifeet h„ 33.479 feet Ty 0.2784 sec Cu 1 4 C 1 4 F 1.0000 Tmax 0.6503 sec T 0.3897 sec F„ 1.3000 T 0.4645 sec T 0.2784 sec S 1.2410 R 3.5 R 3.5 SMt 0.6617 n 3 n 2 S 0.8273 Cd 3 Cd 4.5 5D1 0.4411 C 0.2364 C 0.2364 T 0 1066 sec C (max.) 0.2713 C (max.) 0 4528 T 0.5332 sec C (min.) 0.0364 C (min.) 0.0364 Design Category D C (min. Categories E &F) 0.0000 C (min. Categories E &F) 0 0000 IC, Use 1 0.23641 1 Use I 0.23641 Diaphragm 0.2S I W 0 1655 Wp Fp 0.4SDSIEwp 0.3309 wp Maximum Date: 11/9/2005 Calculations Package Time: 4.03.31 PM Page: 23 of 221 No. CA0501692 -01 SEISMIC Date November 11, 2005 IBC2003, ASCE 7 -02 Prepared by KPT Reviewed by Notes: VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS MARCO- RRUDEN Reactions Expanded Report. Shape: Transfer Station Builder Contact: Ryan Grouws Name: CHG Building Systems, Inc. Address: 1120 SW 16th, Suite A-4 City, State Zip: Renton, Washington Country United States Loads and Codes Shape: Transfer Station City. Port Angeles County- Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1 197) Parts Wind Exposure Factor 1 197 Wind Enclosure: Partially Enclosed Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 20/9/10 Parts Portions Zone Strip Width: 10/4/13 Basic Wind Pressure: 26.05 psf Load Type Descriptions D Material Dead Weight CG Collateral Load for Gravity Cases L Live Load AASL Alternate Span Live Load, Shifted Left S Snow Load *US1 Unbalanced Snow Load 1 Shifted Left *US2 Unbalanced Snow Load 2, Shifted Left SS Sliding Snow Load PFI Partial Load, Full, 1 Span PF2 Partial Load, Full, 2 Spans W Wind Load <WI Wind Load, Case I Left <W2 Wind Load, Case 2, Left <W3 Wind Load, Case 3, Left <W4 Wind Load, Case 4, Left <W5 Wind Load, Case 5, Left <W6 Wind Load, Case 6, Left WPR Wind Load, II Ridge, Right WPA1 Wind Parallel Ref A, Case 1 WPB1 Wind Parallel Ref B, Case 1 WPCI Wind Parallel Ref C, Case 1 WPDI Wind Parallel Ref D, Case 1 WBI> Wind Brace Reaction, Case 1, Right WB2> Wind Brace Reaction, Case 2, Right WB3> Wind Brace Reaction, Case 3, Right WB4> Wind Brace Reaction, Case 4, Right WB5> Wind Brace Reaction, Case 5, Right WB6> Wind Brace Reaction, Case 6, Right VPC File:CA0501692 -010E1 vpc Calculations Package Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):5.40 psf Snow Load Ground Snow Load: 39.68 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 1.00 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Project: Port Angeles Transfer Station Builder PO 15226 Jobsite: 3501 West 18th Street 98055 City, State Zip: Port Angeles, Washington 98363 County Country Clallam, United States State: Washington Built Up: 89AISC Cold Form: 01AISI C CU ASLA PL2 USl* US2* SD RS PH1 PH2 WI> W2> W3> W4> W5> W6> WP WPL WPA2 WPB2 WPC2 WPD2 <WBI <WB2 <WB3 <WB4 <WB5 <WB6 Live Load Live Load: 20.00 psf Not Reducible Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Unbalanced Snow Load 1 Shifted Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Rain Surcharge Load Partial Load, Half, 1 Span Partial Load, Half, 2 Spans Wind Load, Case 1 Right Wind Load, Case 2, Right Wind Load, Case 3, Right Wind Load, Case 4 Right Wind Load, Case 5, Right Wind Load, Case 6, Right Wind Load, Parallel to Ridge Wind Load, II Ridge, Left Wind Parallel Ref A, Case 2 Wind Parallel Ref B, Case 2 Wind Parallel Ref C, Case 2 Wind Parallel Ref D, Case 2 Wind Brace Reaction, Case I Left Wind Brace Reaction, Case 2, Left Wind Brace Reaction, Case 3, Left Wind Brace Reaction, Case 4, Left Wind Brace Reaction, Case 5, Left Wind Brace Reaction, Case 6, Left VPC Version .5.3b Date: 11/9/2005 Time:4.03.31 PM Page: 24 of 221 Country United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response 51:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0.4759 Bracing Seismic Period: 0.2848 Framing R-Factor 3.5000 Bracing R-Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor 1.3000 Brace Redundancy Factor 1 4000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. VP BUILDINGS VARCO PRUDEN E <E EG+ EB> FL *FL AL *AL> *AL *AL *AL>(1) *AL(1) *AL.(1) J>( 2 *AL(2) Al-( 2 *AL>(3) *AL(3) AL( 3 *AL>(4) *AL(4) Au 4 *AL>(5) *AL(5) AL( 5 ALB> WALB> ALB >(1) WALB >(1) ALB >(2) WALB >(2) ALB >(3) WALB >(3) ALB >(4) WALB >(4) ALB >(5) WALB >(5) WALB UO U2 U4 U6 U8 UB UB2 UB4 UB6 UB8 R V VPC File:CA0501692 010E1 vpc Seismic Load Seismic Load, Left Vertical Seismic Effect, Additive Seismic Brace Reaction, Right Floor Live Load Alternate Span Floor Live Load, Shifted Left Auxiliary Live Load Auxiliary Live Load, Right, Left Auxiliary Live Load, Left, Left Aux Live, Left Auxiliary Live Load, Right, Left, Aisle 1 Auxiliary Live Load, Left, Left, Aisle 1 Aux Live, Left, Aisle 1 Auxiliary Live Load, Right, Left, Aisle 2 Auxiliary Live Load, Left, Left, Aisle 2 Aux Live, Left, Aisle 2 Auxiliary Live Load, Right, Left, Aisle 3 Auxiliary Live Load, Left, Left, Aisle 3 Aux Live, Left, Aisle 3 Auxiliary Live Load, Right, Left, Aisle 4 Auxiliary Live Load, Left, Left, Aisle 4 Aux Live, Left, Aisle 4 Auxiliary Live Load, Right, Left, Aisle 5 Auxiliary Live Load, Left, Left, Aisle 5 Aux Live, Left, Aisle 5 Aux Live Bracing Reaction, Right Wind, Aux Live Bracing Reaction, Right Aux Live Bracing Reaction, Right, Aisle 1 Wind, Aux Live Bracing Reaction, Right, Aisle I Aux Live Bracing Reaction, Right, Aisle 2 Wind, Aux Live Bracing Reaction, Right, Aisle 2 Aux Live Bracing Reaction, Right, Aisle 3 Wind, Aux Live Bracing Reaction, Right, Aisle 3 Aux Live Bracing Reaction, Right, Aisle 4 Wind, Aux Live Bracing Reaction, Right, Aisle 4 Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction User Defined Load User Defined Load 2 User Defined Load 4 User Defined Load 6 User Defined Load 8 User Brace Reaction User Brace Reaction 2 User Brace Reaction 4 User Brace Reaction 6 User Brace Reaction 8 Rain Load Shear Calculations Package E> EG EG- <EB FL* FD AL <AL* AL* AL >(1) <AL *(1) AL *(1) AL >(2) <AL *(2) AL *(2) AL >(3) <AL *(3) AL *(3) AL >(4) <AL *(4) AL *(4) AL >(5) <AL *(5) AL *(5) ALB <ALB <WALB <ALB(1) <WALB(1) <ALB(2) <WALB(2) <ALB(3) <WALB(3) <ALB(4) <WALB(4) <ALB(5) <WALB(5) AD U1 U3 U5 U7 U9 UB1 UB3 UB5 UB7 UB9 T VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 25 of 221 Seismic Load, Right Vertical Seismic Effect Vertical Seismic Effect, Subtractive Seismic Brace Reaction, Left Alternate Span Floor Live Load, Shifted Right Floor Dead Load Auxiliary Live Load, Right, Right Auxiliary Live Load, Left, Right Aux Live, Right Auxiliary Live Load, Right, Right, Aisle 1 Auxiliary Live Load, Left, Right, Aisle 1 Aux Live, Right, Aisle 1 Auxiliary Live Load, Right, Right, Aisle 2 Auxiliary Live Load, Left, Right, Aisle 2 Aux Live, Right, Aisle 2 Auxiliary Live Load, Right, Right, Aisle 3 Auxiliary Live Load, Left, Right, Aisle 3 Aux Live, Right, Aisle 3 Auxiliary Live Load, Right, Right, Aisle 4 Auxiliary Live Load, Left, Right, Aisle 4 Aux Live, Right, Aisle 4 Auxiliary Live Load, Right, Right, Aisle 5 Auxiliary Live Load, Left, Right, Aisle 5 Aux Live, Right, Aisle 5 Aux Live Bracing Reaction Aux Live Bracing Reaction, Left Wind, Aux Live Bracing Reaction, Left Aux Live Bracing Reaction, Left, Aisle 1 Wind, Aux Live Bracing Reaction, Left, Aisle 1 Aux Live Bracing Reaction, Left, Aisle 2 Wind, Aux Live Bracing Reaction, Left, Aisle 2 Aux Live Bracing Reaction, Left, Aisle 3 Wind, Aux Live Bracing Reaction, Left, Aisle 3 Aux Live Bracing Reaction, Left, Aisle 4 Wind, Aux Live Bracing Reaction, Left, Aisle 4 Aux Live Bracing Reaction, Left, Aisle 5 Wind, Aux Live Bracing Reaction, Left, Aisle 5 Auxiliary Dead Load User Defined Load 1 User Defined Load 3 User Defined Load 5 User Defined Load 7 User Defined Load 9 User Brace Reaction 1 User Brace Reaction 3 User Brace Reaction 5 User Brace Reaction 7 User Brace Reaction 9 Temperature Load VP BUILDINGS VA RCO. PRU DEN 1 Overall Building Description Transfer Station Compactor Loading Chute Overall Shape Description 1 Roof 1 1 Roof 2 I From Grid 1 To Grid I Width 1 Length 1 Eave Ht. I Eave Ht. 2 I Pitch I Pitch 2 I Dist. to Ridge I Peak Height 1 1 A I B I 1 1 170/0/0. 1 104/0/0 1 33/5/12 1 33/5/12 I 1.000:121 1.000:12 1 85/0/0 1 40/6/12 Shape Q Calculations Package Overall Overall Floor all Area Roof Area Eave Min. Eave Roof M. Roof Peak Width Length I (sq. ft.) Areal I (sq. ft.) I (sq. ft.) 'Max. I Height I Height 2 'Max. I Pitch Roof' Pitch Height 170/0/0 16/ 104/0/0 I 17285 1 3261 1 17345 I 33/5/12 36//0/4 I 33/5/12 I 1.000:121 1.000:12 I 40/6/12 Total For All Shams' 17786 1 21785 I 17847 I 143'_11 3/ 1 R" A .F 745 14=5'" 74S VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 26 of 221 A) f' n VP BUILDINGS VARCO•PRUDEN Wall. 1, Frame at: 1/0/0 Design Load Combinations Framing No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 40 41 42 43 44 45 46 47 48 49 52 53 54 55 56 57 58 59 60 61 64 65 66 67 68 69 70 71 72 73 74 75 76 77 Origin System System System System System System System System System System System System System System System System System System System System System System System System System System System System System System System System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.275 1.275 1.275 1.275 1.000 1.000 1.000 1.000 1.000 1.000 1.275 1.275 1.275 1.275 1.000 1.000 1.000 1.000 1.000 1.000 1.275 1.275 1.275 1.275 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 VPC File:CA0501692 -010E1 vpc Calculations Package Application 1.0 D 1.0 CG 1.0 L 1.0 D+ 1.0 CG 1.0 S 1.0D+1.000 +1.OS +1.0SD 1.OD +1.00G +1.OUSI* 1.OD +1.00G +1.0 *US1 1.0 D+ 1.0W1> 1.0 D+ 1.0 <W1 1.0 D+ 1.0 W2> 1.0 D 1.0 <W2 1.0 D 1.0 CG 0.750 L 0.750 Wl> 1.0 D 1.0 CG 0.750 L 0.750 <W1 1.0 D 1.0 CG 0.750 L 0.750 W2> 1.0 D 1.0 CO 0.750 L 0.750 <W2 1.0D +1.0CG+0.750S +0.750WI> 1.0D +1.000 +0.750S +0.750 <WI 1.0 D 1.0 CG 0.750 S 0.750 W2> 1.0D +1.000+0.7505 +0.750 <W2 D.600 D+ 1.0 WI> 0.600 D 1.0 <W1 D.600 D 1.0 W2> D.600 D 1.0 <W2 1.0 D+ 1.0 CG 0.910 E> 0.700 EG+ 1.0 D +1.00G +0.910 <E +0.700EG+ 1.0 D 1.0 CO 0.750 L 0.975 E> 0.750 EG+ 1.0 D 1.0 CO 0.750 L 0.975 <E 0.750 EG+ 0.600 D 0.600 CO 0.910 E> 0.700 EG- D.600 D 0.600 CO 0.910 <E 0.700 EG- D.900 D 0.900 CG 1.300 E> 1.0 EG- D.900 D 0.900 CG 1.300 <E 1.0 EG- 1. 200D +1.20000 +0.200S +1.300E> +1.0EG+ 1.200 D 1.200 CG 0.200 S 1.300 <E 1.0 EG+ 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 E13> 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 EB> 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 EB> 1.0 D+ 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 EB> 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 EB> 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 EB> 1.200 D 1.200 CO 0.200 S 0.390 E> 1.0 EG+ 1 400 ES> 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 EB> 1.0 D 1.0 CG 0.273 E> 0.700 EG++ 1 400 <EB 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 <EB 1. 0D+ l.00G +0.750L +0.293F> +0.750 EG+ +1 400 <EB 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 <EB 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 <ED 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 <EB 0.900 D +0.900 CG +0.390 <E+ 1.0 EG 1 400 <E13 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 <ES 1.OD +1.OWPA1 1.0 D 1.0 CG 0.750 L 0.750 WPAI 1.0 D 1.0 CG 0.750 S 0.750 WPA1 0.600 D 1.0 WPA1 1.OD +1.OWPD1 1.0 D 1.0 CG 0.750 L 0.750 WPDI 1.0 D+ 1.0 CG+ 0.750 S+ 0.750 WPD1 0.600 D 1.0 WPD1 1.0 D 1.0 WPA2 1.0 D 1.0 CO 0.750 L 0.750 WPA2 1.0 D 1.0 CG 0.750 S 0.750 WPA2 0.600 D 1.0 WPA2 1.0 D 1.0 WPD2 1.0 D 1.0 CO 0.750 L 0.750 WPD2 VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 27 of 221 Description D CO +L D CG S D +CG +S +SD D +CO +US1* D +CO *US1 D+ W1> D <W1 D W2> D <W2 D +CG +L +WI> D +CO +L <WI D +CG +L +W2> D +CO +L+ <W2 D +CO +S +WI> D +CO +S <W1 D +CG +S +W2> D +CO +S <W2 D +W1> D <Wl D +W2> D <W2 D CG E> EG+ D +CO <E +EG+ D CO L E> EG+ D +CG +L <E+EG+ D +CO +E> +EG- D+CO+<E+EG- D+CG+E>+EG- D+CO+<E+EG- D +CO +5 +E> +EG+ D+ CO S +<E+ EG+ D CG E> EG+ EB> D CG <E EG+ EB> D+CG+L +E>+EG++EB> D+CG+L+<E +EG++EB> D CG E> EG- EB> D CG <E EG- EB> D CG E> EG- EB> D CG <E EG- EB> D+CG+S +E>+EG++EB> D+CG+S+<E +EG++EB> D +CO +E> EG+ <EB D CO <E EG+ <EB D+CG+L +E>+EG++<EB D+CG+L+<E +EG++<EB D CG E> EG- <EB D CO <E EG- <ED D +CO+E> EG- <EB D CG <E EG- <EB D+CG+S +E>+EGiI<EB D+CG+S+<E+EG I I <ES D+ WPAI D +CG +L +WPA1 D CG S WPAI D WPA1 D WPDI D +CG +L +WPDI D CG S WPDI D WPDI D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 VP BUILDINGS VAR CO PRUDEN Calculations Package 78 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD2 79 System Derived 1.000 0.600 D 1.0 WPD2 80 System Derived 1.000 1.0 D 1.0 WPBI 81 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB1 82 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPBI 83 System Derived 1.000 0.600 D 1.0 WPBI 84 System Derived 1.000 1.0 D 1.0 WPC 1 85 System Derived 1.000 1.0 D 1.0 CG 0.750 L+ 0.750 WPCI 86 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC 1 87 System Derived 1.000 0.600 D 1.0 WPC1 88 System Derived 1.000 1.0 D 1.0 WPB2 89 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB2 90 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB2 91 System Derived 1.000 0.600 D 1.0 WPB2 92 System Derived 1.000 1.0 D 1.0 WPC2 93 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPC2 94 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC2 95 System Derived 1.000 0.600 D 1.0 WPC2 D CG S WPD2 D WPD2 D+ WPBI D +CG +L+WPB1 D +CG +S +WPB1 D +WPBI D +WPC1 D +CG +L +WPCI D +CG +S +WPC1 D+ WPCI D +WPB2 D CG L WPB2 D CG S WPB2 D WPB2 D WPC2 D CG L WPC2 D CG S WPC2 D WPC2 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 28 of 221 VP BUILDINGS VAR CO PRUDEN Wall: 1, Frame at: 1/0/0 Frame ID:Post Beam at A Type X -Loc Gridl Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty /Diam. (in.) Column Base Elev Load Type D CG L S SD USI* *USl WI> <W1 W2> <W2 EG+ <E EG- EB> <EB WPAI WPD1 WPA2 WPD2 WPI31 WPC1 WPB2 WPC2 Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: A VPC File:CA0501692 -010E1 vpc Desc. Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Brc -4.53 Brc Brc 3 71 Brc Brc Brc Brc 3.71 Brc Brc Bre Interior Column 1/4/8 A -3.1 9x16 05 4 1.000 100' -6' Hx Hz Vy 1.30 0.91 2.59 3.24 9 14 -8.49 0.19 -0.19 Calculations Package 1.05 5.38 5.42 3.67 1 72 0.03 0.32 -0.32 5 47 5.10 -8.67 -2.84 0.04 5.56 -8.67 -2.84 0.04 5.56 Vy Vy Interior Column 32/6/11 A -5 9 x 16 0.5 4 1.000 100' -6' Hx Hz Vy 2.65 2.11 6.04 7.55 4.53 0.23 0.45 4 40 0.23 0.45 4 40 16.90 15.70 0.35 -0.35 Frame Type:Post Beam 1 70 13.32 13.09 -8.34 -4.36 0.39 0.75 -0.75 5.47 5.09 5.35 7.56 1.62 3.52 5.33 7.55 1.61 3.51 Vy Vy '1-A.111'4 112 xv)- 4t /2„/Hz Interior Column Interior Column 57/3/11 82/0/11 A -6 A -7 11 x 16 9 x 16 0.5 4 1.000 100' 6' Vy Hx Hz Vy 2.44 -0.01 2.16" 147 -0.02 2.46 4 19 -0.04 7.06 5.24 -0.05 8.77 -0.04 2.40 4.77 9 46 5.57 1 45 15.77 7.32 4.88 10.30 14.66 7.00 -4 47 12.63 1 48 -0.29 1 17 -2.53 0.33 0.07 0.09 0.11 0.52 1 12 -0.33 -0.07 -0.09 -0.11 -0.52 1 12 4 1.000 100' -6' Hx Hz -6.57 0.10 -4.88 0.07 -0.74 0.01 0.95 -0.01 -6.63 0.10 -4.90 0.07 -0.80 0.01 0.93 -0.01 VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 29 of 221 11.33 0.08 -8.46 0.06 1.32 1.65 -0.01 11 10 0.08 -8.36 0.06 1.09 1 74 -0.01 Interior Column 109/9/11 A -8 9 x 16 0.5 4 1.000 100' -6' Hx Hz Vy -0.01 3 11 -0.02 3.25 -0.05 9.30 -0.06 11.68 -0.04 2.40 13.83 2.57 9.25 13 72 -8.47 17.32 -0.35 3.95 -0.01 -0.02 -0.01 0.02 0.01 1 40 1 40 15.10 1119 1 73 2.18 15.89 11.52 -2.52 1.85 VP BUILDINGS VA RC D- PRUDEN Type X -Loc Gridl Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty/Diam. (in.) Column Base Elev Load Type D CG L Interior Column 143/11/3 A- 9.9 9x16 AS 4 1.000 100' -6" Desc. Hx Hz Vy Frm 1.28 Frm 0.98 Frm 2.81 S Frm 3.51 SD Frm US1* Frm 5.82 *US1 Frm 1.04 W1> Frm 9.34 3.94 <W1 Frm -8.68 5.92 W2> Frm 0.08 <W2 Frm 1.90 F> Frm 0.19 EG+ Frm 0.35 <E Frm -0.19 EG- Frm -0.35 EB> Brc <EB Brc WPA1 Brc -4.53 WPDI Brc 3.36 WPA2 Brc -0.51 WPD2 Brc 0.66 WPB1 Brc 5.82 WPC1 Brc 3.90 WPB2 Brc 1.80 WPC2 Brc 0.12 Calculations Package Date: 11/9/2005 Time: 4.03.31 PM Page: 30 of 221 Frame Reactions Load Cases at Frame Cross Section: A X -Loc 1/4/8 32/6/11 57/3/11 82/0/11 109/9/11 Gridl Grid2 A -3.1 A -5 A -6 A -7 A -8 Ld Description Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) 1 D CG L 4.80 10.81 8.10 -0.07 11.68 -0.08 15.66 2 D CG S 5.45 12.32 9 15 -0.08 13.39 -0.09 18.04 3 D CG S SD 5.45 12.32 9 15 -0.12 15.79 -0.13 20.44 4 D CG US1 3.26 6.47 8.68 -0.03 14.08 -0.03 20.18 5 D CG *US 1 7.59 18.09 9 48 -0.03 6.07 -0.03 8.92 6 D W I> 9 14 -4.12 16.90 10.43 15.77 -4.88 4.87 -8.14 9.23 10.61 7 D <W 1 -8.49 2.36 15.70 5.68 14.66 4.56 -4 48 10.48 -8.49 14.21 8 D W2> -0.41 1 70 0.96 -0.01 1.87 -0.01 2.77 9 D <W2 1.34 3.04 1.28 -0.01 -0.37 -0.02 -0.84 10 D+CG +L+W1> 6.85 0.09 12.67 -0.52 11.83 1.56 3.60 2.19 6.87 3.04 11 D CG L <W 1 -6.37 1 40 11 78 3.04 10.99 1.80 3.41 0.44 -6.42 0.34 12 D CG L W2> 2.86 6.03 5.94 -0.06 9 70 -0.06 13.07 13 D +CG +L <W2 4.18 9.59 6.18 -0.06 8.02 -0.07 10.37 14 D CG S W I> 6.85 0.57 12.67 0.61 11.83 2.35 3.59 3.48 6.86 4.83 15 D CG S <W l -6.37 1.89 11 78 4.17 10.99 2.59 3 42 1 72 -6.43 2.12 16 D CG S W2> 3.35 7 16 6.73 -0.07 10.98 -0.07 14.86 17 D CG S <W2 4.66 10.72 6.96 -0.07 9.30 -0.08 12.15 18 D +W1> 914 -4.64 16.90 1149 15.77 5.86 4.87 -9.00 9.24 11.85 19 D <W 1 -8.49 -2.89 15.70 -6.75 14.66 5.54 -4 48 11.34 -8.48 15 46 20 D W2> -0.94 -2.76 -0.02 -0.01 1.01 -0 01 1.52 21 D <W2 0.82 1.98 0.30 -0.01 1.23 -0.02 2.08 22 D CG E> EG+ 0.17 2.44 0.32 5.30 0.30 4.34 0.06 5.50 -0.05 7.34 23 D CG <E EG+ -0.17 2.44 -0.32 5.30 -0.30 4.22 -0.11 5.30 -0.02 7.34 24 D CG L F> EG+ 0.18 4.39 0.34 9.86 0.32 7.51 0.03 10.86 -0.09 14.38 25 D CG L <E EG+ -0.18 4.39 -0.34 9.86 -0.32 7.38 -0.15 10.65 -0.06 14.38 26 D +CG +E>+EG- 0.17 110 0.32 2.33 0.30 2.04 0.07 2.09 -0.02 2.84 27 D CG <E EG- -0.17 1 10 -0.32 2.33 -0.30 1.92 -0.10 1.89 0.00 2.84 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO•PRUDEN Calculations Package Date: 11/9/2005 Time:4 PM Page: 31 of 221 28 D CG Ej EG- 0.24 1.66 0.45 3.54 0.42 3.08 0.09 3.18 -0.04 4.32 29 D CG <E EG- -0.24 1.66 -0.45 3.54 -0.42 2.91 -0.14 2.90 0.00 4.32 30 D CG S Ej EG+ 0.24 3.62 0.45 7.99 0.42 6.35 0.08 8.56 -0.08 11.36 31 D CG S <E EG+ -0.24 3.62 -0.45 7.99 -0.42 6.18 -0.16 8.28 -0.04 11.36 40 D CG E> EG+ EB> -6.33 0.04 5.22 0.10 12.95 0.09 4.29 -0.00 5.43 -0.04 7.34 41 D CG <E EG+ EB> -6.33 -0.07 5.22 -0.10 12.95 -0.09 4.26 -0.05 5.37 -0.03 7.34 42 D+CG+L+E>+EG++EB> -6.33 0.04 3.27 0.10 17.52 0.10 7 46 -0.03 10.78 -0.08 14.38 43 D+CG+L+<E +EG++EB> -6.33 -0.07 3.27 -0.10 17.52 -0.10 7 43 -0.09 10.72 -0.07 14.38 44 D CG E> EG- EB> -6.33 0.04 -6.56 0.10 9.99 0.09 2.00 0.01 2.02 -0.01 2.84 45 D CG <E EG- EB> -6.33 -0.07 -6.56 -0.10 9.99 -0.09 1.96 -0.04 1.96 -0.01 2.84 46 D CG E> EG- EB> -6.33 0.06 -6.00 0.14 11 19 0.13 3.02 0.01 3.08 -0.02 4.32 47 D CG <E EG- EB> -6.33 -0.09 -6.00 -0.14 11 19 -0.13 2.97 -0.06 3.00 -0.01 4.32 48 D+CG+S +Ej+EG++EB> -6.33 0.06 -4.04 0.14 15.64 0.13 6.29 -0.01 8.46 -0.06 11.36 49 D+CG+S+<E +EG++EB> -6.33 -0.09 -4.04 -0.14 15.64 -0.13 6.24 -0.08 8.37 -0.05 11.36 52 D CG E> EG+ <EB 0.05 9.57 6.33 0.11 1.84 0.09 4.29 -0.00 5.43 -0.04 7.34 53 D CG 4 <E EG+ <EB -0.05 9.57 6.33 -0.08 1.84 -0.09 4.26 -0.05 5.37 -0.03 7.34 54 D+CG+L+Ej+EG++<EB 0.05 11.53 6.33 0.12 2.73 0.10 7 46 -0.03 10.78 -0.08 14.38 55 D+CG+L+<E +EG++<EB -0.05 11.53 6.33 -0.09 2.73 -0.10 7 43 -0.09 10.72 -0.07 14.38 56 D+CG+E>+EG-+<EB 0.05 8.23 6.33 0.11 -4.80 0.09 2.00 0.01 2.02 -0.01 2.84 57 D+CG+<E+EG-+<EB -0.05 8.23 6.33 -0.08 -4.80 -0.09 1.96 -0.04 1.96 -0.01 2.84 58 D+CG+E>+EG-+<EB 0.07 8.80 6.33 0.15 3.60 0.13 3.02 0.01 3.08 -0.02 4.32 59 D+CG+<E+EG-+<EB -0.07 8.80 6.33 -0.12 3.60 -0.13 2.97 -0.06 3.00 -0.01 4.32 60 D+CG+S+E>+EG++<EB 0.07 10.76 6.33 0.15 0.85 0.13 6.29 -0.01 8.46 -0.06 11.36 61 D+CG+S+<E +EG'' <EB -0.07 10.76 6.33 -0.12 0.85 -0.13 6.24 -0.08 8.37 -0.05 11.36 64 D WPAI 3 71 7.36 2.70 -4.13 0.09 -9 17 0.06 11.99 65 D CG L WPA1 -2.78 -2.35 5.28 2.12 0.01 1 42 -0.01 2.01 66 D CG S WPA1 -2.78 1.86 6.42 2.91 0.01 2.70 -0.02 3.79 67 D WPAI 3.71 7.88 3.76 5 11 0.09 10.03 0.07 13.24 68 D WPDI 1.54 0.23 -4.90 -2.44 0.06 -6.30 0.04 -8.08 69 D +CG +L +WPD1 2.02 0.17 3.63 3.39 -0.01 3.57 -0.02 4.94 70 D CG S+ WPDI 2.51 0.17 4 76 4 18 -0.01 4.85 -0.03 6.72 71 D WPDI -2.06 0.23 5.96 3 42 0.07 7 16 0.05 -9.32 72 D WPA2 1.34 0.45 1.03 1 70 0.00 0.84 -0.01 1.38 73 D CG L WPA2 4 18 0.34 8.08 6.50 -0.05 8.93 -0.06 12.04 74 D CG S WPA2 4.67 0.34 9.21 7.28 -0.06 10.21 -0.07 13.82 75 D WPA2 0.82 0.45 -0.03 0.72 0.01 -0.02 -0.01 0.14 76 D WPD2 6.86 4.39 0.01 -0.87 3.39 -0.03 3.81 -0.02 5.30 77 D CG L WPD2 8.32 3.30 0.01 6.66 7 77 -0.07 11 15 -0.07 14.97 78 D CG S WPD2 8.81 3.30 0.01 7 79 8.55 -0.08 12.44 -0.08 16.75 79 D WPD2 6.34 4.39 0.01 1.93 2.42 -0.02 2.94 -0.02 4.05 80 D WPBI 3.71 7.36 2.68 -4.19 0.09 -8.94 0.06 12.78 81 D +CG +L +WPBI 2.78 2.35 5.30 2.08 0.01 1.59 -0.01 142 82 D CG S WPB I -2.78 1.86 6.43 2.87 0.01 2.87 -0.02 3.20 83 D WPB 1 3.71 7.89 3.74 5.16 0.09 -9.81 0.07 14.03 84 D WPC1 1.54 0.23 -4.89 -2.46 0.06 -6.21 0.04 -8.41 85 D +CG +L +WPC1 2.02 0.17 3.64 3.37 -0.01 3.64 -0.02 4.69 86 D CG S +WPC 1 2.51 0.17 4 77 4 16 -0.01 4.93 -0.03 6.47 87 D WPC1 -2.06 0.23 5.96 3 44 0.07 7.07 0.05 -9.66 88 D WPB2 1.34 0.45 1.05 1.64 0.00 1.07 -0.01 0.59 89 D CG L WPB2 4.18 0.34 8.09 6.45 -0.05 9 10 -0.06 1144 90 D CG S WPB2 4.67 0.34 9.23 7.24 -0.06 10.38 -0.07 13.23 91 D WPB2 0.82 0.45 -0.01 0.67 0.01 0.20 -0.01 -0.65 92 D WPC2 6.86 4.39 0.01 -0.86 3.37 -0.03 3.90 -0.02 4.96 93 D CG L WPC2 8.32 3.30 0.01 6.66 7 75 -0.07 11.22 -0.07 14 72 94 D CG S WPC2 8.80 3.30 0.01 7 79 8.54 -0.08 12.51 -0.08 16.50 95 D WPC2 6.34 4.39 0.01 1.92 2.39 -0.02 3.04 -0.02 3 72 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN X -Loc 143/11/3 Gridl Grid2 A- 9.9 Ld Description Hx Hz Vy Cs (application factor not shown) (k) (k) (k) 1 D +CG +L 5.07 2 D +CG +S 5.78 3 D +CG +S +SD 578 4 D +CG +US1* 8.09 5 D +CG *US1 3.31 6 D W l> 9.34 -2.66 7 D <W l -8.68 -4.64 8 D W2> 1.36 9 D <W2 -0.62 10 D +CG +L +W1> 7.01 142 11 D +CG +L <Wl -6.51 -0.07 12 D +CG +L +W2> 443 13 D +CG +L <W2 2.94 14 D +CG +S +WI> 7.01 1.94 15 D +CG +S <W1 -6.51 0.46 16 D +CG +S +W2> 4.96 17 D +CG +S <W2 3.47 18 D+WI> 9.34 317 19 D <W I -8.68 5 15 20 D W2> 0.85 21 D <W2 113 22 D+CG +E> +EG+ 0.17 2.51 23 D +CG <E +EG+ -0.17 2.51 24 D +CG +L +E>+EG+ 0.19 4.63 25 D +CG +L +<E +EG+ -0.19 4.63 26 D +CG +E> +EG- 0.17 112 27 D+CG+<E+EG- -0.17 1 12 28 D CG E> EG- 0.25 1.69 29 D CG <E EG- -0.25 1.69 30 D +CG +S +E> +EG+ 0.25 377 31 D +CG +S <E +EG+ -0.25 377 40 D +CG+E> +EG+ +EB> 0.05 2.51 41 D +CG <E +EG+ +EB> -0.05 2.51 42 D+CG+L +E>+EG++EB> 0.06 4.63 43 D+CG+L+<E +EG++EB> -0.06 4.63 44 D CG E> EG- EB> 0.05 1 12 45 D CG <E EG- EB> -0.05 1 12 46 D CG E> EG- EB> 0.07 1.69 47 D +CG <E +EG +EB> -0.07 1.69 48 D+CG+S +E>+EG++EB> 0.07 3 77 49 D+CG+S+<E +EG++EB> 0.07 3 77 52 D +CG +F> +EG+ +<EB 0.05 2.51 53 D+CG <E +EG+ <EB -0.05 2.51 54 D+CG+L +E>+EG++<EB 0.06 4.63 55 D+CG+L+<E +EG++<EB -0.06 4.63 56 D +CG +E>+EG <EB 0.05 1.12 57 D CG <E EG- <EB -0.05 1 12 58 D CG E> EG- <EB 0.07 1.69 59 D +CG +<E +EG <EB -0.07 1.69 60 D+CG+S +E>+EG++<EB 0.07 3.77 61 D+CG+S+<E +EG++<EB -0.07 3.77 64 D +WPAI 3.25 65 D +CG +L +WPAI 0.97 66 D +CG +S +WPA1 1.50 67 D +WPA1 3.76 68 D WPD1 -2.08 69 D +CG +L +WPD1 1.85 70 D +CG +S +WPDI 2.38 71 D WPD1 -2.59 72 D WPA2 0.77 73 D +CG +L +WPA2 3.99 74 D +CG +S +WPA2 4.51 75 D WPA2 0.26 Calculations Package VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 32 of 221 VP BUILDINGS VARCO- PRUDEN 76 D WPD2 1.94 77 D CG L WPD2 4.86 78 D +CG +S +WPD2 5.39 79 D WPD2 1 43 80 D+ WPB1 -4.53 81 D+CG +L +WPB1 0.01 82 D +CG +S +WPB1 0.54 83 D +WPB1 5.05 84 D +WPCI 2.62 85 D +CG +L +WPC1 144 86 D +CG +S +WPC1 1.97 87 D +WPC) 3.13 88 D +WPB2 -0.51 89 D +CG +L +WPB2 3.02 90 D +CG +S +WPB2 3.55 91 D +WPB2 1.03 92 D WPC2 1 40 93 D +CG +L +WPC2 446 94 D CG S WPC2 4.98 95 D WPC2 0.89 Calculations Package Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load -Hx) Case (Hx) Case -Hz) Case (Hz) Case (Vy) Case (Vy) Case -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (Ic) (in-k) (in-k) 1/4/8 A-3 1 6.33 40 8.49 7 914 6 7.89 83 11.53 54 32/6111 A -5 6.33 52 15.70 7 16.90 6 1149 18 18.09 5 57/3/11 A -6 14.66 7 15 77 6 5.86 18 9 48 5 82/0/11 A -7 4 48 7 4.87 18 11.34 19 15.79 3 109/9/11 A -8 8.49 7 9.24 18 15.46 19 20.44 3 143/11/3 A- 9.9 8.68 7 9.34 6 5.15 19 8.09 4 Bracing X -Loc Grid I Descrintion 1 1/4/8 3.1 -A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 32/6/11 I 5 -A I Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time:4 PM Page: 33 of 221 VP BUILDINGS VARCO- PRUDEN Wall: 5, Frame at: 1/4/8 Design Load Combinations Framing No. Origin 1 System 2 System 3 System 4 System 5 System 6 System 7 System 8 System 9 System 10 System 11 System 12 System 13 System 14 System 15 System 16 System 17 System 18 System 19 System 20 System 21 System 22 System 23 System 24 System 25 System 26 System 27 System 28 System 29 System 30 System 31 System 40 System Derived 41 System Derived 42 System Derived 43 System Derived 44 System Derived 45 System Derived 46 System Derived 47 System Derived 48 System Derived 49 System Derived 52 System Derived 53 System Derived 54 System Derived 55 System Derived 56 System Derived 57 System Derived 58 System Derived 59 System Derived 60 System Derived 61 System Derived 64 System Derived 65 System Derived 66 System Derived 67 System Derived 68 System Derived 69 System Derived 70 System Derived 71 System Derived 72 System Derived 73 System Derived 74 System Derived 75 System Derived 76 System Derived 77 System Derived Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.275 1.275 1.275 1.275 1.000 1.000 1.000 1.000 1.000 1.000 1.275 1.275 1.275 1.275 1.000 1.000 1.000 1.000 1.000 1.000 1.275 1.275 1.275 1.275 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 VPC File:CA0501692 -010E1 vpc Calculations Package Application 1.0 D 1.0 CG 1.0 L 1.0 D 1.0 CG 1.0 S 1.0 D 1.0 CG 1.0 S 1.0 SD 1.OD +1.0CG+1.0US1* 1.OD +1.00G +1.0 *USI 1.OD +1.0WI> 1.0 D+ 1.0 <W1 1.0 D 1.0 W2> 1.0 D 1.0 <W2 1.0 D 1.0 CO 0.750 L +0.750 Wl> 1.0 D 1.0 CG 0.750 L 0.750 <W1 1.0 D 1.0 CG 0.750 L 0.750 W2> 1.O D+ 1.O CG 0.750 L+ 0.750 <W2 1.0 D+ 1.0 CG 0.750 S 0.750 WI> 1.0 D 1.0 CO 0.750 S 0.750 <WI 1.0 D 1.0 CG 0.750 S 0.750 W2> 1.0 D 1.0 CG 0.750 S 0.750 <W2 D.600 D 1.0 WI> D.600 D 1.0 <W1 0.600 D 1.0 W2> 13.600 D 1.0 <W2 1.0 D +1.00G+0.910E> +0.700EG+ 1.OD +1.00G +0.910 <E +0.700EG+ 1.0 D 1.0 CG 0.750 L 0.975 E> 0.750 EG+ 1.0 D 1.0 CG 0.750 L 0.975 <E 0.750 EG+ 0.600 D 0.600 CG 0.910 E> 0.700 EG- 0.600 D 0.600 CO 0.910 <E 0.700 EG- 0.900 D 0.900 CG 1.300 E> 1.0 EG- 0.900 D 0.900 CO 1.300 <E 1.0 EG- 1.200D +1.20000 +0.2005 +1.300E> +1.0EG+ 1.200 D 1.200 CG 0.200 S 1.300 <E 1.0 EG+ 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 EB> 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 EB> 1. 0D+ 1. OCG+ 0.750L +0.293E> +0.750 EG+ +1400EB> 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 EB> 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 EB> 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 EB> 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 EB> 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 EB> 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 <EB 1.0 D+ 1.0 CG +0.273 <E +0.700 EG++ 1 400 <EB 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 <EB 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 <EB 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 <EB 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 <EB 1.OD +1.OWPA1 1.0 D+ 1.0 CG +0.750 L +0.750 WPAI 1.0 D 1.0 CG 0.750 S 0.750 WPA1 0.600 D 1.0 WPA1 1.OD +1.OWPDI 1.0 D 1.0 CG 0.750 L 0.750 WPDI 1.0 D 1.0 CG 0.750 S 0.750 WPDI 0.600 D 1.0 WPD1 1.0 D 1.0 WPA2 1.0 D 1.0 CG 0.750 L 0.750 WPA2 1.0 D 1.0 CG 0.750 S 0.750 WPA2 0.600 D 1.0 WPA2 1.0 D 1.0 WPD2 1.0 D 1.0 CG 0.750 L 0.750 WPD2 VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 34 of 221 Description D CG L D +CG+S D +CG+S +SD D +CG +USI* D +CG *US1 D+ W1> D <WI D W2> D <W2 D +CO +L +WI> D+ CO +L +<W1 D +CG +L +W2> D+CO +L <W2 D +CG +S +WI> D +CO+S <WI D +CG +S +W2> D +CG +S <W2 D +W1> D <WI D W2> D <W2 D CO E> EG+ D +CO <E EGA- D +CO +L +E> +EG+ D +CG +L+ <E +EG+ D CG E> EG- D CG <E EG- D CG E> EG- D CG <E EG- D CG S E> EG+ D CG S <E EG+ D CG E> EG+ EB> D CG <E EG+ EB> D+CG+L +Ej+EG++EB> D+CG+L+<E +EG++EB> D +CO +E> EG- +EB> D CO <E EG- EB> D +CG +F> EG- +EB> D CO <E EG- EB> D+CG+S +E>+EG++EB> D+CG+S+<E +EG++EB> D CG E> EG+ <EB D +CO +<E EG+ <EB D+CG+L +E>+EGII <EB D+CG+L+<E+EGII <EB D +CG +E> EG- <EB D CO <E EG- <EB D +CO +E> EG- <EB D CG <E EG- <EB D+CG+S +E>+EG++<EB D+CG+S+<E +EG++<EB D +WPAI D +CG +L +WPAI D +CG +S +WPAI D WPAI D +WPDI D +CG +L +WPD1 D +CG +S +WPDI D+ WPDI D WPA2 D +CG +L +WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 VP BUILDINGS VARCO PRUDEN Calculations Package 78 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD2 D CG S WPD2 79 System Derived 1.000 0.600 D 1.0 WPD2 D WPD2 80 System Derived 1.000 1.0 D 1.0 WPB 1 D WPB I 81 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB 1 D CG L +WPB 1 82 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB 1 D CG S WPBI 83 System Derived 1.000 0.600 D 1.0 WPB 1 D WPBI 84 System Derived 1.000 1.0 D 1.0 WPCI D WPCI 85 System Derived 1.000 1.0 D 1.O CG 0.750 L 0.750 WPC 1 D+ CG L WPCI 86 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPCI D CG S WPCI 87 System Derived 1.000 D.600 D 1.0 WPC 1 D WPCI 88 System Derived 1.000 1.0 D 1.0 WPB2 D WPB2 89 System Derived 1.000 1.0 D 1.0 CG 0 750 L 0.750 WPB2 D CG L WPB2 90 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB2 D CG S WPB2 91 System Derived 1.000 D.600 D 1.0 WPB2 D WPB2 92 System Derived 1.000 1.0 D 1.0 WPC2 D WPC2 93 System Derived 1.000 1.0 D 1.0 CG 0.750 L+ 0.750 WPC2 D CG L WPC2 94 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC2 D CG S WPC2 95 System Derived 1.000 0.600 D 1.0 WPC2 D WPC2 96 System 1.000 1.0 V Shear VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 35 of 221 VP BUILDINGS VA RC 0- PRUDEN Wall. 5, Frame at: 1/4/8 Frame ID:CT 1 Frame at 'B' RtNI 1.4 1,R/ SD Frm US1* Frm *US1 Frm WI> Frm <WI Frm W2> Frm <W2 Frm F> Frm EG+ Frm <E Frm EG- Frm EB> Brc <EB Brc WPA1 Brc WPD1 Brc WPA2 Brc WPD2 Brc WPB1 Brc WPC1 Brc WPB2 Brc WPC2 Brc Frm Vy VPC File:CA0501692 -010E1 vpc 'Hx Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: B1 Type Exterior Column X -Loc 0/0/0 Gridl Grid2 BI 1 Base Plate W x L (in.) 11 x 13 Base Plate Thickness (in.) 0.750 Anchor Bolt Qty /Diam. (in.) 4 1.500 Column Base Elev 100' -6' Load Type Desc. Hx Hz Vy D Frm 4.32 2.63 CG Frm 4.95 -0.33 L Frm 1414 -0.93 S Frm 17.67 1 17 Calculations Package Frame Type:Continuous Truss r_� r A X44' -11 'i11 n Interior Column 26/0/13 B1 3.1 13 x 17 0.500 4 -.L00 100' -6' Hx Hz Exterior Column 170/0/0 B1 10 11x13 0 750 4 1.500 100' -6' Vy Hx Hz Vy 11.38 -4.32 10.73 12.03 -4.95 9 14 34.36 14.14 26.13 42.95 17.68 32.66 22.76 3.35 24.01 22.77 48.31 11.96 5.75 6112 11.97 15.72 26.84 3.64 5.76 58.49 11.66 36.23 14 72 4.54 5.32 54.20 27 79 -49.20 1176 2.86 1175 -0.85 173 0.29 5.25 7 43 15.25 11.21 7.30 7 47 0.09 5.89 3.92 1.63 176 -0.12 4.29 176 3.25 7.30 7 47 -0.09 5.89 3.92 1.63 176 0.12 -4.29 176 3.25 0.27 2315 111 -0.27 23.68 0.68 17.23 -27.04 -0.57 -0.68 18.87 30.11 17 78 14.84 55.18 15 71 19.64 11.54 16.38 -27.09 39.85 9.32 17.30 59 42 1 76 2112 -8.08 171 17.02 4 40 11.88 19.53 7.37 -4.60 18.30 -23.15 -18.50 17.04 53.83 16.10 25.10 11.80 18.04 29.39 39.30 9 45 18.01 -62.05 -2.48 23.31 -6.73 2.10 11.56 3.99 11.80 19.16 8.06 -4.33 14.66 18.91 VPC Version .5.3b Vy Date: 11/9/2005 Time: 4 PM Page: 36 of 221 Hx VP BUILDINGS VARCO- PRUDEN Calculations Package Frame Reactions Load Cases at Frame Cross Section: B1 X -Loc 0/0/0 26/0/13 170/0/0 Gridl Grid2 B1 1 Bl 31 B1 10 Ld Description Hx Hz Vy Hx Hz Vy Hx Hz Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) (k) (k) (k) 1 D CG L 23 41 1.37 57 76 -23.42 45.99 2 D CG S 26.94 1 13 66.35 26.95 52.53 3 D CG S SD 26.94 1 13 66.35 -26.95 52.53 4 D CG USl 32.03 5.65 47 41 32.05 68.18 5 D CG *US 1 21.23 3.45 84.53 21.24 35.59 6 D W l> 22.52 1.02 5.76 -47.11 7.33 25.50 7 D <W1 10.40 7 17 5.32 -42.83 23 47 38.47 8 D W2> 7 44 -0.24 -0.37 5.18 12.45 9 D <W2 4.61 7.88 3.94 10.92 -0.48 10 D +CG +L +Wl> -0.26 113 4.32 5.31 1114 12.29 11 D CG L <W 1 8.83 5.00 3.99 8.52 0.96 2.56 12 D CG L W2> 11.05 -0.55 40.36 20.52 40.76 13 D CG L <W2 20.09 5.54 43.60 -8.45 31.06 14 D +CG +S +Wl> 2.39 1.31 4.32 11 75 13.79 17 19 15 D CG S <W 1 11 48 4.83 3.99 14.96 1.69 7 46 16 D CG S W2> 13.70 -0.72 46.80 -23.17 45.66 17 D +CG +S <W2 22.74 5.36 50.04 1110 35.96 18 D W 1> -24.25 2.07 5.76 51.66 9.06 -29 79 19 D <W 1 12.13 6.12 5.32 -47.38 25.20 -42.76 20 D W2> -9 17 1.29 -4.92 3 45 8.16 21 D <W2 2.88 6.83 -0.61 12.65 -4 77 22 D +CG +E> +EG+ 3.86 -4.58 0.09 3176 14.07 23.63 23 D CG <E EG+ 17 15 9.01 -0.09 21.05 -6.94 20.66 24 D CG L E> EG+ 14.07 5.77 0.09 58.13 25.02 43.49 25 D +CG +L <E +EG+ 28.31 8.79 -0.09 46.65 17.38 40.31 26 D+CG+E>+EG- 2.32 5.33 0.09 16.39 7.90 11 13 27 D+CG+<E+EG- 10.98 8.26 -0.09 5.68 -0.77 8.16 28 D+CG+E>+EG- 2.91 7.52 0.12 24 42 11.68 16.75 29 D+CG+<E+EG- 16.08 11.89 -0.12 9 12 1 49 12.51 30 D +CG +S +E> +EG+ 6.92 7.30 0.12 48.62 21.52 35.74 31 D +CG +S <E +EG+ 25.91 12.11 -0.12 33.31 11.33 31.51 40 D CG E> EG+ EB> 8.89 32.58 0.03 26.46 11.95 55.74 41 D CG <E EG+ EB> 12.87 36.66 -0.03 23.24 -9.81 54.85 42 D+CG+L +E>+EGH -EB> 19 43 31 73 0.03 52.56 22.72 75.53 43 D+CG+L+<E +EG++EB> 23 71 36.10 -0.03 49 11 20.43 74.57 44 D CG E> EG- EB> 2.71 31.83 0.03 11.09 5.78 43.24 45 D CG <E EG- EB> 6.70 35.90 -0.03 7.87 3.64 42.35 46 D +CG +E> +EG +EB> 411 31.68 0.04 17.51 -8.49 48.41 47 D CG <E EG- EB> 9.81 37.50 -0.04 12.92 5.43 47 14 48 D+CG+S +E>+EG++EB> 13.95 31.90 0.04 41 70 18.33 67 41 49 D+CG+S+<E +EG++EB> 19.64 37 72 -0.04 37 11 15.27 66.14 52 D CG Ej EG+ <EB 9 46 -24 13 37.68 0.03 27.21 12.53 26.42 19.57 53 D CG <E EG+ <EB 13 45 -24.13 33.60 -0.03 23.99 10.39 26.42 -20.46 54 D+CG +L+E>+EG++<EB 20.01 2413 38.53 0.03 53.31 -23.30 26.42 0.22 55 D+CG+L+<E+EG I I <EB 24.28 24 13 34 16 -0.03 49.86 21.01 26.42 -0.73 56 D CG E> EG- <EB 3.29 24 13 38.43 0.03 11.84 -6.35 26.42 32.07 57 D CG <E EG- <EB 7.28 24.13 34.36 -0.03 8.63 -4.22 26.42 32.96 58 D CG E> EG- <EB 4.69 24.13 38.58 0.04 18.26 -9.07 26.42 -26.90 59 D CG <E EG- <EB 10.38 24 13 32.76 -0.04 13.67 -6.01 26.42 28.16 60 D+CG+S +E>+EG++<EB 14.52 2413 38.36 0.04 42.45 18.91 26.42 7.90 61 D+CG+S+<E +EG++<EB 20.22 -2413 32.54 -0.04 37.86 15.85 26.42 -917 64 D WPAI 13.46 17 47 -43.80 11.39 -8.92 65 D CG L WPA1 6.54 12.73 7 79 -8.10 24 73 66 D CG S WPA1 9.19 12.56 14.23 10.75 29.63 67 D WPA1 15.19 16.42 -48.36 13 12 13.21 68 D WPDI 7.21 1638 24.47 -28.48 5.00 17.30 -48.69 69 D CG L WPD1 11.22 12.28 18.72 19.28 12.89 12.97 5 10 70 D CG S WPD1 13.87 12.28 18.89 25.73 15.54 12.97 -0.20 71 D WPD1 -8.94 16.38 25.52 33.03 6.73 17.30 52.98 72 D WPA2 2.56 23.74 3.30 2.62 27 74 73 D CG L WPA2 18.55 17 44 43.11 18.60 52.22 74 D CG S WPA2 21.20 17.26 49.55 -21.25 57 12 75 D WPA2 0.83 22.69 1.25 -0.89 23.45 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 37 of 221 VP BUILDINGS VARCO- PRUDEN Calculations Package 76 D WPD2 8.72 11.88 16.90 18.74 -8.92 18.30 12.43 77 D CG L WPD2 23.17 -8.91 13.05 54 70 -23.33 13 73 22.10 78 D CG S WPD2 25.82 -8.91 13.22 61 14 25.98 13.73 27.00 79 D WPD2 6.99 11.88 17.95 14 19 7 19 18.30 16.72 80 D WPB 1 14 17 19.66 -42.46 11 78 14.38 81 D +CG +L +WPB1 6.00 14.38 8.80 7.81 20.64 82 D CG S +WPB 1 8.65 14.20 15.24 10.46 25.53 83 D WPB 1 15.90 18.61 -47.01 13.50 18.67 84 D WPC 1 7 48 18.04 26.76 -27.93 5.12 18.01 51.33 85 D CG L +WPC 1 11.02 13.53 20.44 19 70 12.79 13.51 7.07 86 D CG S WPCI 13.67 13.53 20.62 26.14 15.44 13.51 -2.18 87 D +WPC1 -9.21 18.04 -27.81 32.48 6.85 18.01 55.62 88 D WPB2 1.85 25.93 4.65 -2.23 22.28 89 D CG L WPB2 18.01 19.08 44 12 18.31 48.13 90 D CG S WPB2 20.66 18.91 50.57 20.96 53.03 91 D WPB2 0.12 24.88 0.10 -0.50 17.99 92 D WPC2 8.32 11.80 16.54 1944 -8.66 14.66 -8.19 93 D CG L WPC2 22.87 -8.85 12.77 55.22 23 13 11.00 25.28 94 D CG S WPC2 25.52 -8.85 12.95 61.66 25 78 11.00 30.18 95 D WPC2 6.59 11.80 17.59 14.89 -6.93 14.66 12.48 96 Shear Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load -Hx) Case (Hx) Case -Hz) Case (Hz) Case (Vy) Case (Vy) Case -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in (in 0 /0 /0 131 1 24.25 18 32.03 4 24 13 52 38.58 58 37 72 49 26/0/13 B1 31 5.32 7 5.76 6 51.66 18 84.53 5 170/0/0 B1 10 32.05 4 25.20 19 26.42 52 55.62 87 75.53 42 Bracing X -Loc I Grid I Description 0/0/0 1 B1 I Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 170 /0 /0 110- BI I Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File•CA0501692 -01OE1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 38 of 221 VP BUILDINGS VARCO-PRUDEN Wall: 5, Frame at: 22/0/0 Frame ID:RF Truss Calculations Package 'Hx 7n-n Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: C Type Exterior Column Exterior Column X -Loc 0/0/0 170/0/0 Gridl Grid2 C I C 10 Base Plate W x L (in.) 11 x 13 11 x 13 Base Plate Thickness (in.) 0.750 0.750 Anchor Bolt Qty /Diam. (in.) 4 1.500 4 1.500 Column Base Elev 100' -6' 100' -6' Load Type Desc. Hx Hz Vy Hx Hz Vy D Frm 9.01 14.94 -9.01 14.90 CG Frm 10.06 12.68 10.06 12.68 L Frm 28.75 36.23 -28.74 36.23 S Frm 35.93 45.28 35.92 45.29 SD Frm US1* Frm 35.14 28.76 3517 59.87 *USI Frm 35.74 60.92 35.68 2910 WI> Frm -4448 59.84 30.73 -46.59 <W1 Frm 29.62 -47.52 43.14 56.61 W2> Frm 13.10 7.81 -0.72 5.42 <W2 Frm 1 76 4 40 11 70 -4 49 F> Frm -6.83 311 -6.86 3.11 EG+ Frm 3.58 4.52 3.58 4.51 <E Frm 6.83 3.11 6.86 311 EG- Frm 3.58 -4.52 3.58 -4.51 EB> Brc 0.39 13.89 -22.21 -0.39 14 70 23.50 <EB Brc -0.11 27.55 0.11 30.18 WPA1 Brc 36.78 9.91 77.33 37.05 14.35 -80.84 WPD1 Brc 26.63 -20.20 26.79 16.99 WPA2 Brc 3.57 13.53 3116 3.77 13.57 -27.56 WPD2 Brc 6.53 24 48 -6.44 36.68 WPBI Brc 36.98 10.75 75.03 36.85 13.18 -82.61 WPCI Brc -26.74 15.79 26.70 17.62 WPB2 Brc 3.76 14.37 28.87 3.57 12.40 -29.26 WPC2 Brc 6.45 26.23 -6.56 29.06 Frm Frame Type:Rigid Frame Truss Vy VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 39 of 221 'Hx VP BUILDINGS VAACO- PRUDEN Calculations Package Frame Reactions Load Cases at Frame Cross Section: C X -Loc 0 /0 /0 170/0/0 Gridl Grid2 C 1 C 10 Ld Description Hx Hz Vy Hx Hz Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) 1 D CG L 47.82 63.85 -47.80 63.81 2 D CG S 55.00 72.91 54.98 72.87 3 D CG S SD 55.00 72.91 54.98 72.87 4 D CG US1 54.21 56.38 54.23 87 45 5 D CG *US 1 54.81 88.55 54 75 56.68 6 D W 1> 35.47 -44.90 21 72 31.69 7 D <W 1 -20.61 32.58 34 13 -41 71 8 D W2> -4 10 7.13 -9 72 20.32 9 D <W2 10.77 19.34 2.70 10.41 10 D+CG+L+Wl> 7.27 9.92 17.57 19.81 11 D CG L <W 1 18.42 19 16 -8.26 12.29 12 D +CG +L +W2> 30.80 48.94 -4115 58.81 13 D +CG +L <W2 41.95 58.09 31.84 51.38 14 D +CG +S +Wl> 12.66 16.71 22.96 26.61 15 D CG S <W 1 23.80 25.95 13.65 19.09 16 D CG S W2> 36.19 55.73 -46.54 65.61 17 D CG S <W2 47.34 64.88 37.23 58.18 18 D W l> 39.08 50.87 25.33 37.65 19 D <W 1 -24.21 38.56 37 73 -47.67 20 D W2> 7 70 1 15 -6.12 14.36 21 D <W2 7 16 13.36 6.30 4 45 22 D +CG +E>+EG+ 15.37 27.96 -27.81 33.57 23 D +CG +<E +EG+ 2779 33.62 15.33 27.91 24 D +CG +L +E> +EG+ 36.66 55.16 -49.99 6116 25 D CG L <E EG+ 49.98 61.22 36.62 55 11 26 D +CG +E> +EG- 2.72 10.58 15.17 16.22 27 D CG <E EG- 15 15 16.24 2.69 10.56 28 D CG E> EG- 4 70 16.29 22.49 24.35 29 D CG <E EG- 22.45 24.38 -4.66 16.27 30 D CG S E> EG+ 2478 42.69 -42.56 50.70 31 D CG S <E EG+ 42.53 50.77 -24 73 42.63 40 D CG F> EG+ EB> 20.27 1944 1 16 -24.00 20.58 1.31 41 D CG <E EG+ EB> 24.00 1944 0.54 20.25 20.58 3.01 42 D+CG+L +E>+EG++EB> 41.87 19.44 26.18 -45.86 20.58 26.15 43 D+CG+L+<E +EG++EB> 45.87 19.44 28.00 -41.85 20.58 24.33 44 D CG E> EG- EB> 7.62 1944 18.54 11.36 20.58 18.66 45 D CG <E EG- EB> 11.35 19 44 16.84 7.61 20.58 -20.36 46 D CG E> EG- EB> 1147 1944 11.98 16.80 20.58 11.38 47 D CG <E EG- EB> 16.79 19.44 -9.55 11 45 20.58 13.80 48 D+CG+S +E>+EG++EB> 31.55 1944 14.42 36.87 20.58 14.98 49 D+CG+S+<E +EG++EB> 36.87 1944 16.84 31.52 20.58 12.56 52 D CG E> EG+ <EB 19.56 68.51 -23.29 73.84 53 D CG <E EG+ <EB 23.29 70.20 19.55 72.15 54 D+CG+L+E>+EG I I <EB 41 17 95.85 -45.16 101.30 55 D+CG+L+<E+EG++<EB 45.16 97.67 -41 15 99 48 56 D +CG +F> EG- <EB 6.92 5112 10.65 56.49 57 D CG <E EG- <EB 10.64 52.82 -6.91 54.80 58 D +CG+E>+EG <EB 10.76 57.69 16.10 63.78 59 D CG <E EG- <EB 16.09 60.12 10.75 61.35 60 D+CG+S +E>+EG i '<EB 30.84 84.08 36.17 90.13 61 D+CG+S+<E +EG I I <EB 36.17 86.51 30.82 87 71 64 D WPA1 -27 77 9.91 -62.39 28.04 14.35 -65.94 65 D +CG +L +WPA1 13.05 743 3.20 12.83 10.76 5.88 66 D CG S WPA1 18.44 7 43 3.59 18.22 10.76 0.92 67 D WPA1 31.37 9.91 -68.37 31.64 14.35 71.90 68 D WPDI 17.63 5.26 17 78 2.09 69 D CG L+ WPD1 20.65 39.64 -20.53 42.01 70 D CG S WPD1 26.04 46.43 -25.91 48.80 71 D WPDI 21.23 11.24 21.38 -8.05 72 D WPA2 5.44 13.53 16.22 5.23 13.57 12.66 73 D CG L WPA2 37.95 10.15 31 43 37 79 10.17 34.08 74 D CG S WPA2 43.34 10.15 38.22 -43.18 10.17 40.88 75 D WPA2 1.84 13.53 -22.19 1.63 13.57 18.62 VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 40 of 221 VP BUILDINGS VA RC 0- PRUDE Calculations Package 76 D WPD2 15.54 39 42 15 45 51.58 77 D CG L WPD2 45.53 73 15 -45.45 82.26 78 D CG S WPD2 50.92 79.94 50.83 89.05 79' D WPD2 11.94 33.44 11.84 45.62 80 D WPB 1 27.97 10.75 -60.09 27.84 13.18 -67 71 81 D +CG +L +WPBI 12.90 8.06 148 12.98 9.89 7.21 82 D CG S WPB1 18.29 8.06 5.31 18.37 9.89 -0.42 83 D WPB 1 31.57 10.75 -66.06 31 45 13 18 73.67 84 D WPC1 17 73 -0.84 17.69 -2.72 85 D +CG +L +WPCI 20.58 42.96 -20.59 41.54 86 D +CG +S +WPC1 25.96 4975 25.98 48.33 87 D WPC 1 21.33 -6.82 21.30 -8.68 88 D WPB2 5.25 14.37 13.93 5.44 12.40 14.36 89 D CG L WPB2 37.81 10.78 33 15 37.94 9.30 32.81 90 D CG S WPB2 43.20 10.78 39.94 -43.33 9.30 39.60 91 D WPB2 1.65 14.37 19.90 1.83 12.40 20.32 92 D WPC2 15.46 41 17 15.56 43.96 93 D CG L WPC2 45 47 74.47 -45.54 76.55 94 D CG S WPC2 50.86 81.26 50.92 83.34 95 D WPC2 11.86 35.19 11.96 38.00 96 Shear Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load -Hx) Case (Hx) Case -Hz) Case (Hz) Case (Vy) Case (Vy) Case -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 170 /0 /0 I C 10 54.98 12 I 37 00 19 I I I 20.58 140 I 73.67 183 I 101 30 154 I I I I Bracing X -Loc I Grid I Description 0/0/0 1-C Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 170/0/0 I 10-C I Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 41 of 221 VP BUILDINGS VARCO- PRUDEN Wall. 5, Frame at: 44/0/0 Frame ID:RF Truss H x Calculations Package Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: D Type Exterior Column Exterior Column X -Loc 0/0/0 170/0/0 Gridl Grid2 D -1 D -I0 Base Plate W x L (in.) 11 x 13 13 x 13 Base Plate Thickness (in.) 0.750 0.750 Anchor Bolt Qty/Diam. (in.) 4 1.500 4 1.500 Column Base Elev 100' -6' 100' -6' Load Type Desc. Hx Hz Vy Ex Hz Vy D Frm 9.28 15.42 -9.28 15.70 CG Frm 10.29 13.09 10.29 13.09 L Frm 29.39 37 40 -29.39 37 40 S Frm 36.74 46.74 36.73 46.75 SD Frm US1 Frm 35.95 29.69 35.92 6179 *US1 Frm 36.52 62.88 36.52 30.05 WI> Frm -43.14 57.86 30.54 -47.58 <W1 Frm 30.55 -47.55 43.28 57.89 W2> Frm 1110 -417 1.57 6.13 <W2 Frm 149 6.13 1117 -417 E> Frm 7.03 3.22 714 3.22 EG+ Frm 3.67 4.67 3.66 4.66 <E Frm 7.03 3.22 714 3.22 EG- Frm 3.67 -4.67 3.66 -4.66 EB> Brc -0.10 27.25 0.10 29 71 <EB Brc 0.40 14.84 22.22 -0.40 15.65 -23.47 WPA1 Brc -28.87 30.90 29.05 19.24 WPD1 Brc 35.86 14.10 -82.20 36.12 14.35 7917 WPA2 Brc 5.00 29.92 -4.90 32.89 WPD2 Brc 2.01 10.22 22.68 2.21 15.17 26.70 WPB1 Brc 28.98 -27 14 28.93 23 72 WPC1 Brc 36.02 15.54 -80.89 35.90 14.93 -83.51 WPB2 Brc 4.89 33.69 5.02 28.41 WPC2 Brc 2.24 10.16 1913 2.06 12.15 -25.63 Frm Frame Type:Rigid Frame Truss VPC File:CA0501692 -01 OE1 vpc VPC Version .5.3b Vy Date: 11/9/2005 Time: 4 PM Page: 42 of 221 Hx VP BUILDINGS VARCO PRUDEN Calculations Package Frame Reactions Load Cases at Frame Cross Section: D X Loc 0 /0 /0 170/0/0 I I Gridl Grid2 D -1 D -10 I 1 Ld Description Hx Hz Vy Hx Hz Vy I I Cs (application factor not shown) (k) (k) (k) (k) (k) (k) I 1 D CG L 48.96 65.91 48.95 66.18 2 D CG S 56.31 75.25 56.29 75.53 3 D CG S SD 56.31 75.25 56.29 75.53 4 D CG US 1 55.52 58.20 55.49 90.57 5 D CG *US l 56.09 91.39 56.09 58.84 6 D W 1> 33.86 -42.44 21.26 31.88 7 D <W 1 -21.27 32.13 34.00 -42.19 8 D W2> 1.82 11.25 10.85 21.83 9 D <W2 10.77 21.55 1.90 11.53 10 D +CG +L +W1> 9.26 1316 18.70 2115 11 D CG L <W 1 18.70 20.90 -9 14 13.42 12 D +CG +L +W2> 33.29 53.43 -42.78 6143 13 D CG L <W2 42.73 61 15 33.22 53.71 14 D +CG +S +W1> 14.77 20.17 24.21 28.16 15 D CG S <W 1 24.21 27.90 14.65 20.43 16 D CG S W2> 38.80 60.44 -48.29 68.44 17 D CG S <W2 48.24 68.16 38.73 60.72 18 D +W1> 37.57 -48.61 24.97 38.16 19 D <W1 24.98 38.30 3771 -48.47 20 D W2> 5.53 5.08 7 13 15.55 21 D <W2 7.06 15.38 5.61 5.25 22 D +CG +E> +EG+ 15.74 28.85 -28.63 34.97 23 D CG <E EG+ 28.53 34 71 15.63 29 12 24 D +CG +L +E> +EG+ 37.51 56.92 51.32 63.46 25 D CG L <E EG+ 51.22 63.20 37.39 57 19 26 D+CG+E>+EG- 2.78 10.91 15.67 16.94 27 D+CG+<E+EG- 15.57 16.76 2.67 11.09 28 D+CG+E>+EG- 4.81 16.80 -23.23 25.43 29 D+CG+<E+EG- 23.09 25.17 -4.66 17.07 30 D CO S E> EG+ 25.35 44.04 -43.77 52.73 31 D CG S <E EG+ 43.64 52.41 25.20 44.37 40 D CG F> EG+ EB> 20.07 69.05 23.93 74.52 41 D CG <E EG+ EB> 23.91 70.81 20.03 72.76 42 D+CG+L +E>+EG++EB> 42.16 97.27 -46.30 102.86 43 D+CG+L+<E +EG++EB> 46.27 9915 -42.12 100.98 44 D CG E> EG- E13> 7 11 51 11 10.98 56.49 45 D CG <E EG- EB> 10.95 52.87 7.08 54 73 46 D CG F> EG- EB> 11.06 57.88 16.58 64 10 47 D CG <E EG- EB> 16.54 60.39 11.01 61.59 48 D+CG+S +E>+EG++EB> 31.61 8512 3713 9140 49 D+CG+S+<E +EG++EB> 37.09 87.63 31.56 88.89 52 D CG E> EG+ <EB 20.77 20.77 -0.21 24.64 21.91 0.06 53 D CG <E EG+ <EB 24.61 -20.77 1.54 20.74 21.91 1.69 54 D+CG+L +E>+EG++<EB 42.86 -20.77 28.01 -47.00 -21.91 28.41 55 D+CG+L+<E+EG I I <EB 46.98 20.77 29.89 -42.82 -21.91 26.52 56 D CG E> EG- <EB 7.81 20.77 18.15 11.68 -21.91 17.97 57 D CG <E EG- <EB 11.65 -20.77 16.40 7 78 -21.91 19 73 58 D +CG +E> +EG <EB 1176 20.77 11.38 17.29 21.91 10.36 59 D CG <E EG- <EB 17.25 -20.77 -8.87 11 71 21.91 12.87 60 D+CG+S +E>+EG I I <EB 32.31 -20.77 15.86 37.83 21.91 16.94 61 D+CG+S+<E +EG I I <EB 37 79 -20.77 18.37 32.26 -21.91 14 43 64 D WPA1 19.59 15.49 19 77 3.54 65 D +CG +L +WPA1 19.96 33.38 19.82 42.41 66 D+ CG S+ WPAI 25 47 40.39 25.33 49 42 67 D+ WPA1 -23.30 21.65 23.48 -9.82 68 D WPD1 -26.58 14 10 -66.78 26.85 14.35 -63 47 69 D +CG +L +WPD1 1472 10.58 5.09 14.51 10.76 2.54 70 D +CG +S +WPD1 20.23 10.58 1.92 20.02 10.76 447 71 D WPD1 30.29 14 10 72.95 30.56 14.35 -69 75 72 D WPA2 14.28 45.34 14 17 48.58 73 D CG L WPA2 45.37 79.00 -45.27 81.50 74 D CG S WPA2 50.88 86.01 50.78 88.51 75 D WPA2 10.57 39 17 10.46 42.31 VPC File•CA0501692 -01OE1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 43 of 221 VP BUILDINGS VARCO- PRUDEN Calculations Package 76 D WPD2 7.27 10.22 7.26 7.07 15.17 11.01 77 D CG L WPD2 40.10 7.67 39.55 39.95 11.38 36.81 78 D CG S WPD2 45.61 7.67 46.56 -45.46 11.38 43.82 79 D WPD2 3.56 10.22 13 43 3.36 15.17 17.29 80 D+ WPB 1 19 70 11 72 19.65 -8.02 81 D +CG +L+ WPBI 19.88 36.21 19.91 39.05 82 D +CG +S +WPB1 25.39 43.21 25.42 46.06 83 D WPBI 23.41 17.88 23.36 14.30 84 D WPC 1 26.74 15.54 -65.47 26.63 14.93 -67.81 85 D +CG +L +WPC1 14.60 11.65 -411 14.68 11.20 5.80 86 D +CG +S +WPCI 20.11 11.65 2.90 -20.18 11.20 1.22 87 D+ WPC 1 30.45 15.54 71.64 30.34 14.93 74.09 88 D WPB2 14 17 49 11 14.29 44 10 89 D CG L WPB2 45.28 81.83 -45.37 78.14 90 D CG S WPB2 50.79 88.84 50.87 85.15 91 D WPB2 10.46 42.94 10.58 37.83 92 D WPC2 7.04 10.16 3 71 7.22 12.15 -9.93 93 D CG L WPC2 39.93 7.62 42.21 -40.06 -9 11 37.61 94 D CG S WPC2 45 44 7.62 49.22 -45.57 -9 11 44.62 95 D WPC2 3.33 10.16 -9.88 3.51 12.15 16.21 96 Shear Date: 11/9/2005 Time: 4.03.31 PM Page: 44 of 221 Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load -Hx) Case (Hx) Case -Hz) Case (Hz) Case (Vy) Case (Vy) Case -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 1 1 I D -10 I 56.29 12 I 37 71 19 I 21.91 152 I I I 74 09 187 I 102 86 142 Bracing X -Loc I Grid I Description 0/0/0 1 -D Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 170/0/0 I 10 -D I Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN Wall. 5, Frame at: 66/0/0 Frame ID:RF Truss Calculations Package 0 +70._rr Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cro°s Section: E Type Exterior Column Exterior Column X -Loc 0 /0 /0 170/0/0 Grid! Grid2 E -1 E -10 Base Plate W x L (in.) 11 x 13 11 x 13 Base Plate Thickness (in.) 0.750 0.750 Anchor Bolt Qty/Diam. (in.) 4 1.500 4 1.500 Column Base Elev 100' -6' 100' -6' Load Type Desc. Hx Hz Vy Hx Hz Vy D Frm 8.84 14 77 -8.84 14 70 CG Frm 10.03 12.66 10.03 12.66 L Frm 28.65 36.16 28.65 36.16 S Frm 35.81 45.19 35.82 45.20 SD Frm US1 Frm 35.05 28.71 35.03 59 74 *US1 Frm 35.59 60.79 35.61 29.06 WI> Frm -47.83 -62.76 33.04 50.09 <W1 Frm 32.95 50.06 47.92 -62.80 W2> Frm 16.55 10.86 1.68 1.80 <W2 Frm 1.67 1.80 16.56 10.86 E> Frm -6.88 3.11 -6.84 3.11 EG+ Frm 3.57 4.51 3.57 4.50 <E Frm 6.88 3.11 6.84 3.11 EG- Frm 3.57 -4.51 3.57 -4.50 EB> Brc 0.49 18.18 -27.27 -0.49 19.82 -29.69 <EB Brc -0.08 22.24 0.08 23.46 WPAI Brc -25.22 12.98 -64.56 25.37 19.33 72.55 WPDI Brc 37.90 -4145 38.20 37.33 WPA2 Brc 7.90 17 73 19.88 7.82 18.29 19.04 WPD2 Brc -4.82 4.63 5.04 15.88 WPB1 Brc 25.31 14.07 -64.63 25.28 17 76 71 78 WPC1 Brc 38.12 35.50 38.00 -40.24 WPB2 Brc 7.81 18.83 19.89 7.91 16.72 18.32 WPC2 Brc 5.02 8.33 4.82 7.55 Frm Frame Type:Rigid Frame Truss VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 45 of 221 /Hz VP BUILDINGS Vg0.CO- PP.UDEN Calculations Package Frame Reactions Load Cases at Frame Cross Section: E X -Loc I 0/0/0 I 170/0/0 Gridl Grid2 E -1 E -10 Ld Description Hx Hz Vy Hx Hz Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) 1 D CG L 47.52 63.58 -47.52 63.51 2 0 CG S 54.68 72.62 54.69 72.55 3 D CG S SD 54.68 72.62 54.69 72.55 4 D CG US1 53.92 56.13 53.91 87.09 5 D CG *US 1 54 46 88.22 54 48 56.41 6 D WI> 38.99 -47.99 24.20 35.40 7 D+<W1 -24 11 35.29 39.07 -48.11 8 D +W2> 771 3.91 716 16.50 9 D <W2 7 17 16.57 7 72 3.83 10 D +CG +L +W1> 449 747 15.58 16.90 11 D CG L <W 1 15.64 17.00 -4.42 7.37 12 D +CG +L +W2> 27.95 46.40 3910 55.82 13 D CG L <W2 39 10 55.90 27.94 46.33 14 D CG S W 1> 9.86 14.25 -20.95 23.68 15 D +CG +S <W1 21.02 23.78 -9.80 1415 16 D +CG +S +W2> 33.32 53.17 -4447 62.60 17 D CG S <W2 44 48 62.67 33.31 53 11 18 D+ Wl> -42.52 53.90 27 73 -41.28 19 D+<W1 -27.65 -41 19 42.61 53.98 20 D W2> 11.25 2.00 3.63 10.62 21 D <W2 3.63 10.66 11.25 -2.05 22 D +CG +E> +EG+ 1511 2775 -27.60 33.34 23 D CG <E EG+ 27.63 33 42 15.15 27.68 24 D CG L E> EG+ 36.33 54.90 -49 71 60.88 25 D CG L <E EG+ 49 75 60.96 36.37 54.82 26 D +CG +E> +EG- 2.56 10.46 15.05 16.09 27 D+CG+<E+EG- 15.08 16.13 2.60 10.43 28 D +CG +E> +EG- 446 16.12 22.30 2416 29 D+CG+<E+EG- 22.36 24.21 -4.52 16.07 30 D +CG +S +E> +EG+ 2443 42.42 -42.27 5041 31 D CG S <E EG+ 42.33 50.51 -24.49 42.33 40 D CG E> EG+ EB> 20.18 25.46 -8.44 -23.93 27 74 10.21 41 D +CG <E +EG+ +EB> 23.94 25.46 -6.74 -20.19 2774 11.91 42 D+CG+L +E>+EG++EB> 41 72 25.46 18.84 -45.73 27 74 17 19 43 D+CG+L+<E +EG++EB> 45.74 25.46 20.66 -41 73 27 74 15.37 44 D CG E> EG- EB> 7.63 25.46 -25.73 11.38 27 74 27 46 45 D CG <E EG- EB> 11.39 25.46 -24.03 7.64 27 74 29 16 46 D CG E> EG- EB> 11 42 25.46 19.22 16.77 27 74 -20.24 47 D CG <E EG- EB> 16.78 25.46 16.80 11 43 27 74 22.67 48 D+CG+S +E>+EG++EB> 31.39 25.46 7.07 36.74 27 74 6.01 49 D+CG+S+<E +EG++EB> 36.75 25.46 9.50 31 40 27 74 3.59 52 D +CG +E> +EG+ +<EB 19.38 60.87 -23.13 64.20 53 D CG <E EG+ <EB 23 14 62.57 -19.39 62.50 54 D+CG+L +E>+EG++<EB 40.91 88.15 -44.93 91.60 55 D+CG+L+<E +EG++<EB 44.94 89.97 -40.93 89 78 56 D +CG +E> +EG +<EB 6.83 43.58 10.58 46.95 57 D CG <E EG- <EB 10.59 45.28 -6.84 45.25 58 D +CG +E> +EG <EB 10.61 50.09 15.97 5417 59 D CG <E EG- <EB 15.98 52.51 10.63 51 74 60 D+CG+S +E>+EG++<EB 30.58 76.38 35.94 80.42 61 D+CG+S+<E +EG I i <EB 35.95 78.81 30.60 78.00 64 D WPA1 -16.37 12.98 -49.80 16.53 19.33 57.86 65 D +CG +L +WPA1 2145 973 6.12 -21.33 14.50 0.06 66 D CG S WPA 1 26.82 9 73 12.90 -26.70 14.50 6.84 67 D WPA I 19.91 12.98 55.70 20.07 19.33 -63.73 68 D WPDI 29.06 -26.68 29.36 -22.63 69 D +CG +L +WPD1 11.93 23.46 11.71 26.48 70 D CG S WPD1 17.30 30.23 17.08 33.26 71 D WPD1 32.60 32.59 32.90 -28.51 72 D WPA2 16.74 17 73 5.11 16.66 18:29 -4.34 73 D CG L WPA2 46.28 13.30 39.64 -46.23 13.72 40.19 74 D CG S WPA2 51.66 13.30 46.41 51.60 13.72 46.97 75 D WPA2 13.21 17 73 11.02 13.13 18.29 10.22 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 46 of 221 VP BUILDINGS VARCOPRUDEN Calculations Package 76 D WPD2 4.02 19 40 3.80 30.57 77 D +CG +L+WPD2 36.74 58.02 36.58 66.38 78 D CG S WPD2 42.11 64 79 -41.95 73.16 79 D WPD2 0.48 13 49 -0.26 24.69 80 D WPB1 16.47 14.07 -49.86 16.44 17 76 57.08 81 D +CG +L +WPB1 21.38 10.56 6.07 -2140 13.32 0.64 82 D CG S WPB1 26.75 10.56 12.85 26.77 13.32 7 42 83 D WPB1 -20.00 14.07 55.77 19.98 17 76 -62.96 84 D WPCI -29.28 -20.73 29 16 25.55 85 D +CG +L+WPC1 1177 27.92 11.86 24.29 86 D CG S WPC1 17 14 34.69 17.23 31.07 87 D WPC 1 32.81 26.64 32.69 31 42 88 D WPB2 16.65 18.83 5.13 16.75 16.72 3.62 89 D +CG +L +WPB2 46.21 1412 39.62 -46.29 12.54 40.74 90 D CG S WPB2 51.59 14 12 46.40 51.67 12.54 47.52 91 D WPB2 13.11 18.83 11.03 13.22 16.72 -9.50 92 D WPC2 3.82 23.10 -4.02 22.25 93 D CG L WPC2 36.59 60.79 36.74 60.14 94 D CG S WPC2 41.96 67.57 -42.11 66.91 95 D WPC2 0.28 17.20 -0.48 16.37 96 Shear Date: 11/9/2005 Time: 4 PM Page: 47 of 221 Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load -Hx) Case (Hx) Case -Hz) Case (Hz) Case (Vy) Case (Vy) Case -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 1 /0 /0 I E -10 I 54.69 12 I 42.61 19 I I 27 74 140 I 63 73 167 I 91.60 54 I I I Bracing X -Loc I Grid I Description 0 /0 /0 1 -E Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 170/0/0 I 10 -E I Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDtN Wall: Design No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 40 41 42 43 44 45 46 47 48 49 52 53 54 55 56 57 58 59 60 5, Frame at: 86/6/8 Load Combinations Framin Origin Factor System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.000 System 1.275 System 1.275 System 1.275 System 1.275 System Derived 1.000 System Derived 1.000 System Derived 1.000 System Derived 1.000 System Derived 1.000 System Derived 1.000 System Derived 1.275 System Derived 1.275 System Derived 1.275 System Derived 1.275 System Derived 1.000 System Derived 1.000 System Derived 1.000 System Derived 1.000 System Derived 1.000 System Derived 1.000 System Derived 1.275 System Derived 1.275 System Derived 1.275 61 System Derived 1.275 64 System Derived 1.000 65 System Derived 1.000 66 System Derived 1.000 67 System Derived 1.000 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 VPC File:CA0501692 -010E1 vpc Calculations Package Application 1.0 D 1.0 CG 1.0 L 1.0 D 1.0 CG 1.0 S 1.0 D 1.0 CG 1.0 S 1.0 SD 1.OD +I.00G +I.OUS1* 1.OD +1.00G +1.0 *US1 1.OD +1.0WI> 1.OD +1.0 <W1 1.0 D 1.0 W2> 1.OD +1.0 <W2 1.0 D+ 1.0 CO 0.750 L+ 0.750 WI> 1.0 D 1.0 CO 0.750 L +0.750 <WI 1.0 D 1.0 CG 0.750 L 0.750 W2> 1.0 D 1.0 CO 0.750 L 0.750 <W2 1.0D +1.0CG +0.7505 +0.750WI> 1.0 D 1.0 CO 0.750 S +0.750<WI 1.0 D 1.0 CG 0.750 S 0.750 W2> 1.0 D 1.0 CO 0.750 S 0.750 <W2 0.600 D+ 1.0 WI> 0.600 D 1.0 <WI 0.600 D 1.0 W2> 0.600 D 1.0 <W2 1.OD +1.00G+0.910E> +0.700EG+ 1.0 D+ 1.0 CG +0.910 <E +0700 EG+ 1.0 D 1.0 CG 0.750 L 0.975 E> 0.750 EG+ 1.0 D 1.0 CG 0.750 L 0.975 <E 0.750 EG+ 0.600 D 0.600 CG 0.910 E> 0.700 EG- 0.600 D 0.600 CG 0.910 <E 0.700 EG- 0.900 D 0.900 CG 1.300 E> 1.0 EG- 0.900 D 0.900 CG 1.300 <E 1.0 EG- 1.200 D 1.200 CG 0.200 S 1.300 E> 1.0 EG+ 1.200 D 1.200 CG 0.200 S 1.300 <E 1.0 EG+ 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 EB> 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 EB> 1.0 D 1.0 CO 0.750 L 0.293 E> 0.750 EG+ 1 400 EB> 1.0 D+ 1.0 CG+ 0.750 L 0.293 <E 0.750 EG+ 1 400EB> 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 EB> 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 F> 1.0 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 EB> 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 EB> 1.200 D 1.200 CG 0.200 5 0.390 <E 1.0 EG+ 1 400 EB> 1.0 D 1.0 CG 0.273 F> 0.700 EG+ 1 400 <EB 1.0 D 1.0 CG 0.273 <E+ 0.700 EG+ 1 400 <EB 1. OD +1.0CG +0.750L +0.293E> +0.750 EG+ +1400 <EB 1.0 D+ 1.0 CG+ 0.750 L 0.293 <E 0.750 EG+ 1 400 <EB 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 <EB 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 <EB 1.OD +1.OWPA1 1.0 D 1.0 CG 0.750 L 0.750 WPAI 1.0 D 1.0 CO 0.750 S 0.750 WPA1 0.600 D 1.0 WPA1 1.OD +1.OWPDI 1.0 D 1.0 CG 0.750 L 0.750 WPDI 1.0 D 1.0 CG 0.750 S 0.750 WPDI 0.600 D 1.0 WPD1 1.0 D 1.0 WPA2 1.0 D 1.0 CG 0.750 L 0.750 WPA2 1.0 D 1.0 CG 0.750 S 0.750 WPA2 0.600 D 1.0 WPA2 1.0 D 1.0 WPD2 1.0 D 1.0 CO 0.750 L 0.750 WPD2 VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 48 of 221 Description D CO L D CG S D +CG +S +SD D +CG +US1* D +CG *US1 D +W1> D <W1 D W2> D <W2 D +CO +L +WI> D +CO +L <WI D+CG +L +W2> D+CO+L +<W2 D +CO +S +WI> D +CO +S +<W1 D +CG +S +W2> D +CO +S +<W2 D +WI> D <W1 D W2> D <W2 D CG E> EG+ D CO <E EG+ D +CO +L +E> EGA- D +CO +L +<E +EG+ D CO E> EG- D CO <E EG- D CO E> EG- D CO <E EG- D CO S E> EG+ D +CG +S +<E +EG+ D +CG +B> EG+ +EB> D CO <E EG+ EB> D+CG+L +E>+EG++EB> D+CG+L+<E +EG++EB> D CO E> EG- EB> D CG <E EG- EB> D +CG +B> EG- +EB> D CO <E EG- EB> D+CG+S +E>+EG++EB> D+CG+S+<E +EG++EB> D CG E> EG+ <EB D +CO <E EG+ <EB D+CG+L +E>+EGII <EB D+CG+L+<E +EGI+<EB D +CO +B> EG- <EB D CO <E EG- <EB D +CO +E> EG- <EB D CO <E EG- <EB D+CG+S +E>+EG++<EB D+CG+S+<E+EG I r<EB D +WPAI D +CG +L +WPA1 D +CG +S +WPA1 D +WPAI D +WPDI D +CG +L +WPDI D +CG +S +WPD1 D+ WPD1 D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 VP BUILDINGS VARCO•PP,UDEN Calculations Package 78 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD2 79 System Derived 1.000 0.600 D 1.0 WPD2 80 System Derived I.000 1.0 D 1.0 WPB I 81 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB1 82 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPBI 83 System Derived I.000 0.600 D 1.0 WPB I 84 System Derived 1.000 1.0 D+ 1.0 WPC1 85 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPC1 86 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC I 87 System Derived 1.000 0.600 D 1.0 WPCI 88 System Derived 1.000 1.0 D 1.0 WPB2 89 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB2 90 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB2 91 System Derived 1.000 0.600 D 1.0 WPB2 92 System Derived 1.000 1.0 D+ 1.0 WPC2 93 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPC2 94 System Derived 1.000 1.0 D 1.0 CG 0 750 S 0.750 WPC2 95 System Derived 1.000 0.600 D 1.0 WPC2 VPC File:CA0501692 01 OE 1 vpc VPC Version .5.3b D CG S WPD2 D WPD2 D +WPB1 D +CG +L +WPB1 D +CG +S +WPB1 D +WPBI D WPCI D +CG +L+ WPC1 D +CG +S +WPCI D WPCI D WPB2 D CO L WPB2 D CO S WPB2 D WPB2 D WPC2 D CG L WPC2 D CG S WPC2 D WPC2 Date: 11/9/2005 Time: 4 PM Page: 49 of 221 VP BUILDINGS VARCO- PRUDEN Wall: 5, Frame at: 86/6/8 Frame ID:CB Endframe at Line 'F (1) 0 Vy Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: E.9 Type Exterior Column X -Loc 0/0/0 Gridl Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty/Diam. (in.) Column Base Elev Load Type Desc. D Frm CG Frm L Frm S Frm SD Frm USl* Frm *USI Frm WI> Frm <W 1 Frm W2> Frm <W2 Frm F> Frm EG+ Frm <E Frm EG- Frm EB> Brc <EB Brc WPA1 Brc WPDI Brc WPA2 Brc WPD2 Brc WPB 1 Brc WPCI Brc WPB2 Brc WPC2 Brc VPC File:CA0501692 010E1 vpc E.9 1 9x13 0. 4 1.000 100' -6' Hx Vy 0.13 1 73 0.20 144 0.56 4 11 0.71 5.14 0.96 2.40 0.42 7.80 -4 71 12.61 6.50 3.09 -8.42 5.23 2.79 4.29 5.43 -6.44 0.07 0.51 5.43 6.44 -0.07 -0.51 3 48 -6.92 3.29 -9.52 0.58 0.19 0.40 -2.41 3.30 -6.45 2.87 -8.40 0.40 0.66 -0.02 1.29 Calculations Package Vy Frame Type:Continuous Beam, End Posts Vy Vy 0110 Vy Vy a '.41.x. .9k ilk_ )11rr_.p^ 'Hx /Hz Interior Column 7/9/0 2 -F 9x16 0.5 4 1.000 100' -6' Hx Hz Vy 0.80 9.04 -8.40 0.13 -0.13 Interior Column 32/6/0 4 -F 16x16 03 4 1.000 100' -6' Hx Hz Vy 2.98 2.30 6.56 8.20 1 73 14.59 14.01 -9 49 13.01 12.82 1 11 -4 44 0.21 7.07 0.82 -0.21 7.07 -0.82 7.38 10.74 1.21 2.15 -6.75 -9.25 1.83 -0.67 Interior Column 57/3/0 5 -F 14 x 16 0..5 4 1.000 I 00'-6' Hx Hz Vy 3.01 2.06 5.88 7.35 1.65 12.98 14.89 13.74 13.83 7 43 -4.91 1 40 0.22 1.35 0.74 -0.22 1.35 -0.74 VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 50 of 221 7.32 -9 70 1 45 -0.92 7 44 -9.96 1.34 1 19 Interior Column 82/0/0 6 -F 14 x 16 05 4 1.000 100' -6' Hx Hz Vy 3.08 1.96 5.61 7.01 5.76 8.10 15.83 -9 18 14 71 -8.85 -2.63 2.30 0.23 0.44 0.70 -0.23 -0.44 -0.70 5.40 7.67 1.37 -0.90 5.38 7.62 1.39 -0.85 VP BUILDINGS VARCO PRUDEN Type X -Loc Gridl Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty/Diam. (in.) Column Base Elev Load Type D CG L S SD USI* *USl Wl> <W1 W2> <W2 E> EG+ <E EG- EB> <EB WPAI WPDI WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 Desc. Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Brc Brc Brc Brc Brc Brc Brc Brc Brc Brc VPC Fi1e•CA0501692 010E1 vpc Interior Column 106/9/0 7 -F 14 x 16 4 1.000 100' -6' Hx Hz Calculations Package Interior Column Interior Column 134/6/0 162/3/0 8 -F 9 -F 16 x 16 9 x 16 0.5 0.5 4 1.000 4 1.000 100' -6' 100' -6' Vy Hx Hz _Vy Hx Hz Vy 3.06 316 0.80 -0.13 2.04 2.74 -0.20 5.83 7.81 -0.56 7.28 9 77 -0.71 Exterior Column 170/0/0 E.9 10 9 x 13 DS 4 1.000 100' -6' Hx Vy 1 40 1 49 4.25 5.31 12.53 16.34 -0.96 8.57 1 70 2.77 -0.42 1.82 16.11 7.61 15.86 12.20 9.87 -4.64 5.55 14.97 12.99 14 73 14.61 -9 17 2.84 10.59 0.87 1.99 -0.92 2.00 4.50 -4 40 6.55 3.04 0.24 0.78 0.23 3.01 0.15 -2.17 2.51 0.72 0.97 -0.07 0.53 -0.24 -0.78 -0.23 3.01 -0.15 2.17 -2.51 -0.72 -0.97 0.07 -0.53 712 -8.39 3.39 -6.48 -9.57 11.59 3.09 -8.33 1.34 2.02 -0.50 0.80 1 10 1 18 -0.19 1.05 7.02 -8.80 3.38 718 -9.34 12.55 3.07 -9.99 1 44 1.61 -0.49 0.10 -0.88 -2.14 -0.18 2.71 Date: 11/9/2005 Time: 4.03.31 PM Page: 51 of 221 Frame Reactions Load Cases at Frame Cross Section: E.9 X -Loc I 0/0/0 I 7/9/0 32/6/0 57/3/0 82/0/0 Gridl Grid2 I E.9 1 I 2 -F 4 -F 5 -F 6 -F Ld Description I Hx Vy I Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Cs (application factor not shown) I (k) (k) I (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) 1 D CG L 0.89 7.28 0.80 11.84 10.95 10.65 2 D CG S 1.04 8.31 0.80 13.48 12.42 12.06 3 D CG S SD 1.04 8.31 0.80 13 48 12.42 12.06 4 D CG US 1 1.29 5.57 0.80 7.01 6.72 10.80 5 D CG *US 1 0.75 10.97 0.80 19.86 18.05 13.14 6 D W 1> -4.57 10.88 9.04 0.80 14.01 -6.51 14.89 10.73 15.83 -6.10 7 D <W 1 6.64 1.36 -8.40 0.80 13.01 -9.84 13.83 -4 42 14.71 5.77 8 D W2> -8.29 3.50 0.80 1.88 1.90 0.45 9 D <W2 2.92 6.02 0.80 1 45 4 41 0.77 10 D CG L W l> -2.78 3.20 6.78 0.80 10.50 3.08 11 17 -0.82 11.88 2.37 11 D +CG +L <W1 5.63 3.94 -6.30 0.80 -976 0.58 10.38 3.91 11.03 2.61 12 D CG L W2> 5.56 2.33 0.80 9.37 5.80 7.28 13 D +CG +L+ <W2 2.84 947 0.80 6.87 10.53 7.52 14 D CG S W 1> -2.67 2.43 6.78 0.80 10.50 4.31 11 17 0.28 11.88 3.42 15 D +CG +S <W1 5.74 471 -6.30 0.80 -976 1.81 10.38 5.01 11.03 3.66 16 D CG S W2> 5.46 3.10 0.80 10.60 6.90 8.33 17 D CG S <W2 2.95 10.24 0.80 8.10 11.63 8.58 18 D W 1> -4.63 11.57 9.04 0.48 14.01 7 70 14.89 11.93 15.83 7.33 19 D <W1 6.58 -2.05 -8.40 0.48 13.01 11.03 13.83 5.62 14 71 7.00 20 D W2> -8.34 -4.20 0.48 0.68 3 10 -0.78 21 D <W2 2.87 5.32 0.48 -2.65 3.20 -0.46 22 D +CG +E> +EG+ -4.57 2.33 0.12 0.80 0.19 12.29 0.20 4.36 0.21 5.93 23 D CG <E EG+ 5.32 9.39 -0.12 0.80 -0.19 -0.58 -0.20 6.81 -0.21 5.13 24 D CG L F> EG+ -4 49 0.36 0.13 0.80 0.20 17 71 0.21 8.72 0.23 10.20 25 D CG L <E EG+ 6.10 12.92 -0.13 0.80 -0.20 3.92 -0.21 11.35 -0.23 9.35 26 D+CG+E>+EG- 4.80 -4.32 0.12 0.48 0.19 9.03 0.20 1.30 0.21 2.93 27 D CG <E EG- 5.09 7 40 -0.12 0.48 -0.19 3.84 -0.20 3 75 -0.21 2.14 VPC Version .5.3b VP BUILDINGS VAR CO- PRUDEN Calculations Package Date: 11/9/2005 Time: 4.03.31 PM Page: 52 of 221 28 D CG E> EG- -6.84 -6.04 0.17 0.72 0.27 13.12 0.29 2.07 0.30 4 41 29 D CG <E EG- 7.29 10.71 -0.17 0.72 -0.27 5.26 -0.29 5.58 -0.30 3.27 30 D CG S E> EG+ -6.46 3.03 0.17 0.96 0.27 17.99 0.29 6.54 0.30 8.72 31 D CG S <E EG+ 7.67 13 72 -0.17 0.96 -0.27 -0.40 -0.29 10.04 -0.30 7.59 40 D CG E> EG+ EB> 1 10 1 77 0.04 0.80 0.06 7 78 0.06 5.22 0.06 5.65 41 D CG <E EG+ EB> 1.86 5.29 -0.04 0.80 -0.06 3.92 -0.06 5.95 -0.06 5.41 42 D+CG+L +E>+EG++EB> -0.78 4 75 0.04 0.80 0.06 12.88 0.06 9.64 0.07 9.90 43 D+CG+L+<E +EG++EB> 2.40 8.52 -0.04 0.80 -0.06 8.75 -0.06 10.43 -0.07 9.65 44 D+CG+E>+EG-+EB> 1.33 -0.22 0.04 0.48 0.06 4.52 0.06 2.16 0.06 2.65 45 D CG <E EG- EB> 1.63 3.30 -0.04 0.48 -0.06 0.66 -0.06 2.89 -0.06 2.42 46 D+CG+E>+EG-+EB> 1.89 -0.18 0.05 0.72 0.08 6.69 0.09 3.30 0.09 4.01 47 D CG <E EG- EB> 2.35 4.85 -0.05 0.72 -0.08 1 17 -0.09 4.35 -0.09 3.67 48 D+CG+S +E>+EG++EB> 1.51 2.83 0.05 0.96 0.08 11.55 0.09 7 76 0.09 8.32 49 D+CG+S+<E +EG++EB> 2.73 7.86 -0.05 0.96 -0.08 6.04 -0.09 8.82 -0.09 7.98 52 D CG E> EG+ <EB 1 10 1 77 0.04 0.80 0.06 7 78 0.06 5.22 0.06 5.65 53 D CG <E EG+ <EB 1.86 5.29 -0.04 0.80 -0.06 3.92 -0.06 5.95 -0.06 5.41 54 D+CG+L +E>+EG++<EB -0.78 4 75 0.04 0.80 0.06 12.88 0.06 9.64 0.07 9.90 55 D+CG+L+<E +EG I I <EB 2.40 8.52 -0.04 0.80 -0.06 8.75 -0.06 10.43 -0.07 9.65 56 D CG E> EG- <EB 1.33 -0.22 0.04 0.48 0.06 4.52 0.06 2.16 0.06 2.65 57 D CG <E EG- <EB 1.63 3.30 -0.04 0.48 -0.06 0.66 -0.06 2.89 -0.06 2.42 58 D CG E> EG- <EB 1.89 -0.18 0.05 0.72 0.08 6.69 0.09 3.30 0.09 4.01 59 D CG <E EG- <EB 2.35 4.85 -0.05 0.72 -0.08 1 17 -0.09 4.35 -0.09 3.67 60 D+CG+S+E>+EG++<EB 1.51 2.83 0.05 0.96 0.08 11.55 0.09 7 76 0.09 8.32 61 D+CG+S+<E+EG++<EB 2.73 7.86 -0.05 0.96 -0.08 6.04 -0.09 8.82 -0.09 7.98 64 D WPA1 3.61 5.19 0.80 4.39 -4.31 2.32 65 D CG L WPA 1 3.36 1.06 0.80 4.67 3.99 5.20 66 D CG S WPA1 3 47 1.84 0.80 5.90 5.09 6.25 67 D WPA1 3.55 5.88 0.48 5.59 5.52 3.55 68 D WPD1 3.42 7 79 0.80 7 75 -6.69 -4.59 69 D +CG +L +WPD1 3.22 -0.88 0.80 2.15 2.21 3.50 70 D +CG +S +WPD1 3.33 -0.11 0.80 3.38 3.31 4.55 71 D WPD1 3.37 -8.48 0.48 -8.95 7.89 5.82 72 D WPA2 0.71 1.91 0.80 4 19 4 46 4 45 73 D CG L WPA2 1 19 6.39 0.80 11 10 10.57 10.28 74 D CG S WPA2 1.30 7 16 0.80 12.33 11.67 11.33 75 D WPA2 0.66 1.22 0.48 3.00 3.25 3.22 76 D WPD2 0.53 -0.68 0.80 0.83 2.09 2.18 77 D CG L WPD2 1.05 4 44 0.80 8.58 8.79 8.57 78 D CG S WPD2 1 16 5.22 0.80 9.81 9.89 9.63 79 D WPD2 0.48 1.38 0.48 -0.36 0.88 0.94 80 D WPB1 3 43 -4 72 0.80 3 77 -4 43 -2.30 81 D +CG +L +WPB1 3.23 142 0.80 5.14 3.90 5.22 82 D +CG +S+WPB1 3.33 2.19 0.80 6.37 5.01 6.27 83 D +WPB1 3.38 5.41 0.48 -4.96 5.63 3.53 84 D WPC1 3.00 -6.67 0.80 -6.26 -6.95 -4.54 85 D CG L +WPC 1 2.91 -0.04 0.80 3.26 2.01 3.54 86 D CG S WPC1 3.01 0.73 0.80 4 49 3.11 4.59 87 D WPC 1 2.95 7.36 0.48 7 46 -8.16 5.77 88 D WPB2 0.54 2.39 0.80 4.82 4.35 4 47 89 D CG L WPB2 1.06 6.75 0.80 11.57 10.48 10.30 90 D CG S WPB2 1 16 7.52 0.80 12.80 11.59 11.35 91 D WPB2 0.48 1 70 0.48 3.62 3 14 3.24 92 D WPC2 0.11 0.44 0.80 2.32 1.82 2.23 93 D CG L WPC2 0.74 5.29 0.80 9 70 8.59 8.61 94 D CG S WPC2 0.84 6.06 0.80 10.93 9.69 9.67 95 D WPC2 0.06 -0.25 0.48 1.12 0.62 1.00 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO•FRUD[N X -Loc Gridl Grid2 Ld Description Cs (application factor not shown) 1 D +CG +L 2 D +CG +S 3 D +CG +S +SD 4 D +CG +US1* 5 D +CG *US1 6 D +WI> 7 D <W1 8 D +W2> 9 D <W2 10 D +CG +L +W1> 11 D +CG +L <W1 12 D +CG +L +W2> 13 D +CG +L <W2 14 D +CG+S +WI> 15 D +CG +S <Wl 16 D +CG +S +W2> 17 D +CG +S +<W2 18 D +W1> 19 D <W1 20 D W2> 21 D <W2 22 D +CG +E>+EG+ 23 D +CG <E +EG+ 24 D +CG +L +E> +EG+ 25 D +CG +L <E +EG+ 26 D +CG +E> +EG- 27 D +CG <E +EG- 28 D +CG +E> +EG- 29 D +CG <E +EG- 30 D +CG +S +E> +EG+ 31 D+CG +S <E +EG+ 40 D +CG +E>+EG+ +EB> 41 D +CG <E +EG+ +EB> 42 D+CG+L +E>+EG++EB> 43 D+CG+L+<E +EG++EB> 44 D +CG +E>+EG +EB> 45 D +CG+ <E +EG +EB> 46 D +CG+E>+EG +EB> 47 D CG <E EG- EB> 48 D+CG+S +E>+EG++EB> 49 D+CG+S+<E +EG++EB> 52 D +CG +E> +EG+ <EB 53 D +CG+ <E +EG++ <EB 54 D+CG+L +E>+EG++<EB 55 D+CG+L+<E +EG++<EB 56 D+CG +E>+EG <EB 57 D +CG <E+EG <EB 58 D +CG +E>+EG <EB 59 D +CG <E +EG <EB 60 D+CG+S+E>+EG-H-<EB 61 D+CG+S+<E +EGII <EB 64 D +WPAI 65 D +CG +L +WPA1 66 D +CG +S +WPA1 67 D+ WPAI 68 D +WPDI 69 D +CG +L +WPDI 70 D +CG +S +WPD1 71 D +WPDI 72 D+ WPA2 73 D +CG +L +WPA2 74 D +CG +S +WPA2 75 D+ WPA2 VPC File:CA0501692 -010E1 vpc Calculations Package I 106/9/0 134/6/0 162/3/0 I I 7 -F 8 -F 9 -F I Hx Hz Vy Hx Hz Vy Hx Hz Vy I (k) (k) (k) (k) (k) (IQ (k) (k) (k) 10.92 13 71 0.80 12.38 15.66 0.80 12.38 15.66 0.80 17.63 22.23 0.80 6.80 8.67 0.80 16.11 -4.55 15.86 -9.04 9.87 0.80 14.97 -9.93 14.73 1146 -917 0.80 3.93 1 17 0.80 1 44 1.24 0.80 12.09 3.76 11.89 2.60 7 40 0.80 11.23 -0.27 11.05 0.79 -6.88 0.80 10.12 10.26 0.80 6.09 8.45 0.80 12.09 4.85 11.89 4.07 7 40 0.80 11.23 0.82 11.05 2.26 -6.88 0.80 11.21 11 73 0.80 7 18 9.92 0.80 16.11 5.78 15.86 10.31 9.87 0.48 14.97 11 15 14 73 12.72 -9 17 0.48 2.71 -0.09 0.48 2.67 2.51 0.48 0.22 6.31 0.21 3.83 0.13 0.80 -0.22 4.90 -0.21 9.31 -0.13 0.80 0.23 10.77 0.23 9.55 0.14 0.80 -0.23 9.25 -0.23 15 42 -0.14 0.80 0.22 3.26 0.21 0.12 0.13 0.48 -0.22 1.84 -0.21 5.59 -0.13 0.48 0.31 4.88 0.30 0.42 0.19 0.72 -0.31 2.85 -0.30 8.24 -0.19 0.72 0.31 9.31 0.30 6.08 0.19 0.96 -0.31 7.29 -0.30 13.91 -0.19 0.96 0.06 5.82 0.06 5.75 0.04 0.80 -0.06 5.39 -0.06 7.39 -0.04 0.80 0.07 10.24 0.07 11.60 0.04 0.80 -0.07 9 78 -0.07 13.36 -0.04 0.80 0.06 2.76 0.06 2.03 0.04 0.48 -0.06 2.34 -0.06 3.68 -0.04 0.48 0.09 4.17 0.09 3.16 0.06 0.72 -0.09 3.56 -0.09 5.50 -0.06 0.72 0.09 8.60 0.09 8.82 0.06 0.96 -0.09 7.99 -0.09 1117 -0.06 0.96 0.06 5.82 0.06 5.75 0.04 0.80 -0.06 5.39 -0.06 7.39 -0.04 0.80 0.07 10.24 0.07 11.60 0.04 0.80 -0.07 9 78 -0.07 13.36 -0.04 0.80 0.06 2.76 0.06 2.03 0.04 0.48 -0.06 2.34 -0.06 3.68 -0.04 0.48 0.09 4.17 0.09 3.16 0.06 0.72 -0.09 3.56 -0.09 5.50 -0.06 0.72 0.09 8.60 0.09 8.82 0.06 0.96 -0.09 7.99 -0.09 1117 -0.06 0.96 -4.06 5.24 0.80 4 13 5.46 0.80 5.22 6.92 0.80 5.28 -6.50 0.48 -6.51 -8.43 0.80 2.29 3.06 0.80 3.39 4.53 0.80 7 73 -9.69 0.48 4.40 5.17 0.80 10.47 13.27 0.80 11.57 14 73 0.80 3 18 3.91 0.48 170/0/0 E.9 10 Hx Vy (k) (k) -0.89 7 13 1.04 8.19 1.04 8.19 1.29 11 45 -0.75 4 70 4.77 -4 16 2.71 -9 19 1.05 3.39 6.42 1.64 -4.23 1.90 1.37 1.87 1 44 7.56 4 16 3.79 -4.34 2.70 1.27 1.08 1.55 8.36 4.06 4.58 4.72 -4 72 2.76 -9 75 1.00 2.83 6.47 2.20 -2.35 5.54 1.59 0.96 -2.92 8.91 1.31 4.01 2.12 3.65 1.82 -0.93 3.04 5.33 2.59 1.20 3 42 8.32 2.21 1 78 -0.97 3.94 0.21 2.57 1 44 7.20 -0.17 5.73 -0.74 2.05 0.44 0.67 1.07 3.05 0.62 1.09 1 45 6.03 0.24 4.07 -0.97 3.94 0.21 2.57 1 44 7.20 -0.17 5.73 -0.74 2.05 0.44 0.67 1.07 3.05 0.62 1.09 1 45 6.03 0.24 4.07 3.52 5.08 3.30 1.21 3.40 2.00 3.47 5.64 3.22 -6.93 3.07 -0.18 3 18 0.62 3.17 7 49 -0.63 2.20 1 13 6.67 1.23 7 46 -0.58 1.64 VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 53 of 221 VP BUILDINGS VAACO.PRUDEN Calculations Package 76 D WPD2 1.95 1.98 77 D +CG +L +WPD2 8.64 10.87 78 D+CG +S +WPD2 973 12.34 79 D WPD2 0.73 0.72 80 D WPB1 3.96 5.64 81 D +CG +L +WPB1 4.20 5.16 82 D +CG +S +WPB1 5.29 6.62 83 D WPBI 5.19 -6.90 84 D WPC 1 -6.28 -9.39 85 D +CG +L +WPC1 2.47 2.34 86 D +CG +S +WPC1 3.56 3.81 87 D+ WPC1 7.50 10.65 88 D WPB2 4.50 4 77 89 D +CG +L +WPB2 10.55 12.96 90 D +CG +S +WPB2 11.64 14.43 91 D WPB2 3.27 3.51 92 D WPC2 2.18 1.02 93 D +CG +L +WPC2 8.81 10.15 94 D +CG +S +WPC2 9.90 11.61 95 D WPC2 0.96 -0.24 0.80 -0.33 0.35 0.80 -0.90 5.28 0.80 1.01 6.08 0.48 -0.27 -0.21 0.80 3.52 5 78 0.80 3.29 0.68 0.80 3.40 1 48 0.48 3.46 -6.34 0.80 3.20 -8.60 0.80 3.06 1 43 0.80 3 16 -0.63 0.48 3.15 -9 16 0.80 -0.62 1.50 0.80 1 12 6.14 0.80 1.23 6.94 0.48 -0.57 0.94 0.80 -0.31 1.32 0.80 -0.89 4.03 0.80 -0.99 4.83 0.48 -0.26 1.87 Date: 11/9/2005 Time:4.03.31 PM Page: 54 of 221 Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load -Hx) Case (Hx) Case -Hz) Case (Hz) Case (Vy) Case (Vy) Case -Mzz) Case (Mzz) Case (k) (k) (k) (k) (IQ (lc) (in -k) (in -k) 0 /0 /0 E.9 1 8.34 20 7.67 31 11.57 18 13.72 31 7/9/0 2 -F 8.40 7 9.04 6 0.96 30 32/6/0 4 -F 13.01 7 14.01 6 11.03 19 19.86 5 57/3/0 5 -F 13.83 7 14.89 6 11.93 18 18.05 5 82/0/0 6 -F 14 71 7 15.83 6 7.33 18 13.14 5 106/9/0 7 -F 14.97 7 16.11 6 1115 19 17.63 4 134/6/0 8 -F 14 73 7 15.86 6 12.72 19 22.23 4 162/3/0 9 -F 917 7 9.87 6 0.96 30 170/0/0 E.9 10 4 77 6 6.47 21 9 75 19 11 45 4 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VAP.CO•P RU DEN VP BUILDINGS VARCO- PRUOEN Seismic with Orthogonal Force Combination Reactions from Reactions Report Factor Horizontal 1 -19.57 k 0 7 -3.66 k 7 14 k 0.3 2.14 k 15 65 k -46.95 k D Cg E+ E reported Orthogonal Force EB reported EB input override Total Anchor Rod type* A36 threaded rods Anchor Rod Size Number of rods Total shear Total tension Stress Factor Rod Capacity Check: Per rod* Shear Tension only Combined Tension Base Plate Capacity Check: Base Plate thickness Column depth Flange width Flange thickness Yield stress Ultimate stress Bearing stress Plate capacity Tw Tf VPC File:CA0501692 -010E1 vpc Anchor Rods and Base Plate Page I I of Ref UBC 1633.1,2213.8.3.1 AISC Tables J3.2, J3.3, DM 3.2.1 pg. 7 Date: I 11/11/2005 Author Arlo Hulick I Revision 6 I 9/18/2003 I Designer I KPT I Ctr• I CA 52.85 k -37.39 k 1 1/2' Calculations Package Vertical (Down is positive) 28 79 k 4 66 k Factors included in reported seismic reaction. 3.22 k ['Includes 1/1.4 0.97k 23.47 k U Includes 1/1.4 7041k� 4 bolt pitch 5.00 52.85 k bolt gage 5.00 37.39 k 1.275 in in Actual Allowed S/R 13.21 k 22.21 k O.K. 0 59 9.35 k 43 12 k O.K. 0.22 9.35 k 32 40 k O.K. 0.29 0 7500 in. 12 in. 8 in. 0.375 in. 50 ksi 65 ksi 11 75 ksi 129.30 kips 92.41 kips 4.50 kips O.K. fa SF *1.2 *Fu 99 45 ksi O.K. SF *(2 *Tf Tw) Job CA0501692 -01 Incudes rho frames Includes omega Li Includes rho brace Includes omega omega 3 I VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 55 of 221 VP BUILDINGS VARCD•PRUDEN Shape: Compactor Loading Chute Loads and Codes Shape: Compactor Loading Chute City. Port Angeles County- Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1 192) Parts Wind Exposure Factor 1 192 Wind Enclosure: Partially Enclosed Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts Portions Zone Strip Width: N/A Basic Wind Pressure: 25.94 psf VPC File:CA0501692 -010E1 vpc Calculations Package State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):2.90 psf Snow Load Ground Snow Load: 39.68 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 1.00 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Date: 11/9/2005 Time: 4.03.31 PM Page: 56 of 221 Country. United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Not Reducible Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response S1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category- D Framing Seismic Period: 0.4785 Bracing Seismic Period: 0.2863 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor Brace Redundancy Factor 1 4000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Overall Shape Description Roof 1 I Roof 2 I From Grid I To Grid I Width I Length I Eave Ht. I Eave Ht. 2 I Pitch I Pitch 2 I Dist. to Ridge I Peak Height I A I I I I 1 -F I 30/6/0 I 16/5/0 I 36/0/4 I 33/5/12 I 1.000:12 I VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN N r Calculations Package 3 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 57 of 221 r L it VP BUILDINGS VARCO- PRUOEN Wall: 2, Frame at: 1/0/0 Design Load Combinations Framin No. Origin Factor 1 System I.000 2 System 1.000 3 System 1.000 10 System 1.000 11 System 1.000 12 System 1.000 13 System 1.000 14 System 1.000 15 System 1.000 16 System 1.000 17 System 1.000 18 System 1.000 19 System 1.000 20 System 1.000 21 System 1.000 22 System 1.000 23 System 1.000 24 System 1.000 25 System 1.000 26 System 1.000 27 System 1.000 28 System 1.000 29 System 1.000 30 System 1.000 31 System 1.000 32 System 1.275 33 System 1.275 34 System 1.275 35 System 1.275 44 System Derived 1.000 45 System Derived 1.000 46 System Derived 1.000 47 System Derived 1.000 48 System Derived 1.000 49 System Derived 1.000 50 System Derived 1.275 51 System Derived 1.275 52 System Derived 1.275 53 System Derived 1.275 56 System Derived 1.000 57 System Derived 1.000 58 System Derived 1.000 59 System Derived 1.000 60 System Derived 1.000 61 System Derived 1.000 62 System Derived 1.275 63 System Derived 1.275 64 System Derived 1.275 65 System Derived 1.275 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 VPC File:CA0501692 -010E1 vpc Calculations Package Application 1.0 D 1.0 CG 1.0 L 1.0 D 1.0 CG 1.0 S 1.0 D 1.0 CG 1.0 S 1.0 SD 1.OD +1.0WI> 1.OD +1.0 <W1 1.0 D 1.0 W2> 1.0 D 1.0 <W2 1.0D +1.0CG +0.750L +0.750W1> 1.0 D 1.0 CG 0.750 L 0.750 <WI 1.OD +1.00G +0.750L +0.750W2> 1.0 D 1.0 CG 0.750 L 0.750 <W2 1.0 D+ 1.0 CG +0.750S +0.750WI> 1.0 D+ 1.0 CO +0.7505 +0.750 <W1 1.0 D 1.0 CG 0.750 S 0.750 W2> 1.0 D 1.0 CG 0.750 S 0.750 <W2 D.600D +1.0WI> 0.600 D 1.0 <Wl 0.600 D 1.0 W2> 0.600 D 1.0 <W2 1.0 D+ 1.0 CG 0.910 E> 0 700 EG+ 1.0 D+ 1.0 CG 0.910 <E 0.700 EG+ 1.0 D 1.0 CG 0.750 L 0.975 E> 0.750 EG+ 1.0 D 1.0 CG 0.750 L 0.975 <E 0.750 EG+ 0.600 D 0.600 CG 0.910 E> 0.700 EG- 0.600 D 0.600 CG 0.910 <E 0.700 EG- 0.900 D 0.900 CG 1.300 E> 1.0 EG- 0.900 D 0.900 CG 1.300 <E 1.0 EG- 1.200D +1.200 CG +0.2005+ 1.300 E> 1.0 EG+ 1.200 D 1.200 CG 0.200 S 1.300 <E 1.0 EG+ 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 EB> 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 EB> 1.0 D 1.0 CG 0.750 L+ 0.293 E> 0.750 EG+ 1 400 EB> 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 EB> 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 EB> 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 EB> 1.200 D 1.200 CG 0.200 S 0.390 F> 1.0 EG+ 1 400 ER> 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 EB> 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 <EB 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 <EB 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 <EB 1.0 D+ 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 <EB D.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 <EB 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 F> 1.0 EG+ 1 400 <EB 1.200 D 1.200 CO 0.200 S 0.390 <E 1.0 EG+ 1 400 <EB 1.OD+1.OWPAI 1.0 D 1.0 CG 0.750 L 0.750 WPAI 1.0 D 1.0 CG 0.750 S 0.750 WPAI 0.600 D 1.0 WPAI 1.OD +I.OWPDI 1.0 D 1.0 CG 0.750 L 0.750 WPDI 1.0 D 1.0 CG 0.750 S 0.750 WPDI 0.600 D 1.0 WPD1 1.0 D 1.0 WPA2 1.0 D 1.0 CG 0.750 L 0.750 WPA2 1.0 D 1.0 CG 0.750 S 0.750 WPA2 0.600 D 1.0 WPA2 1.0 D 1.0 WPD2 1.0 D 1.0 CG 0.750 L 0.750 WPD2 1.0 D 1.0 CG 0.750 S 0.750 WPD2 0.600 D 1.0 WPD2 VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 58 of 221 Description D CG L D CG S D +CG +S +SD D +Wl> D +<W1 D W2> D <W2 D +CO +L +W1> D +CG +L <Wl D +CG +L +W2> D +CO +L <W2 D +CO +S +WI> D +CO +S +<WI D +CO +S +W2> D +CO +S <W2 D +Wl> D <Wl D W2> D <W2 D CO B> EG+ D CG <E EG+ D +CG +L +E> +EG+ D +CO +L +<E+EG+ D +CO +E> +EG- D+CO+<E+EG- D+CO+E>+EG- D+CG+<E+EG- D +CO +S +B> +EG+ D +CO +S <E +EG+ D CO B> EG+ EB> D CO <E EG+ EB> D+CG+L +Fj+EG++EB> D+CG+L+<E +EG++EB> D CG E> EG- EB> D CG <E EG- EB> D CG E> EG- EB> D +CO +<E EG- +EB> D+CG+S +E>+EG+-+EB> D+CG+S+<E +EG++EB> D+CG +B> EG+ +<EB D CO <E EG+ <EB D+CG+L +E>+EG++<EB D+CG+L+<E +EG++<EB D CO E> EG- <EB D +CG <E EG- <EB D +CO +B> EG- <EB D CO <E EG- <EB D+CG+S +E>+EG++<EB D+CG+S+<E +EG++<EB D +WPAI D +CG +L +WPAI D CG S WPAI D +WPAI D WPDI D +CG +L +WPD1 D +CG +S +WPDI D WPDI D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 D CG S WPD2 D WPD2 VP BUILDINGS VARCO- PRUDEN Calculations Package 84 System Derived 1.000 1.0 D 1.0 WPB1 85 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB 1 86 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB 1 87 System Derived 1.000 0.600 D+ 1.0 WPBI 88 System Derived 1.000 1.0 D 1.0 WPCI 89 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPCI 90 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPCI 91 System Derived 1.000 0.600 D 1.0 WPCI 92 System Derived 1.000 1.0 D 1.0 WPB2 93 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB2 94 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB2 95 System Derived 1.000 0.600 D 1.0 WPB2 96 System Derived 1.000 1.0 D 1.0 WPC2 97 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPC2 98 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC2 99 System Derived 1.000 D.600 D 1.0 WPC2 VPC File:CA0501692 010E1 vpc VPC Version .5.3b D WPB1 D +CG +L +WPBI D +CG +S +WPB1 D WPB1 D WPCI D +CG +L +WPCI D +CG +S +WPCs D WPC1 D WPB2 D CG L WPB2 D CG S WPB2 D WPB2 D WPC2 D CG L WPC2 D CG S WPC2 D WPC2 Date: 11/9/2005 Time:4 PM Page: 59 of 221 VP BUILDINGS VARCO- PRUDEN Wall: 2, Frame at: 1/0/0 Frame ID:Post Beam at Al Calculations Package Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: A.1 Type Interior Column Interior Column X -Loc 1/4/8 29/1/8 Grid1 Grid2 Al 7 Al -8 Base Plate W x L (in.) 9 x 23 9 x 23 Base Plate Thickness (in.) 0.5 0 S Anchor Bolt Qty/Diam. (in.) 4 1.000 4 1.000 Column Base Elev 100' -6' 100' -6' Load Type Desc. Hx Hz Vy Hx Hz Vy D Frm 1.29 1 18 CG Frm 0.91 0.91 L Frm 2.59 2.59 S Frm 3.24 3.24 SD Frm 1.08 1.08 Wl> Frm 8.17 310 7.64 3.09 <W1 Frm 7.59 -4 17 7.09 -4 17 W2> Frm 0.61 0.61 <W2 Frm -0.47 -0.47 E> Frm 0.19 0.07 0.18 EG+ Frm 0.29 0.29 <E Frm -0.19 -0.07 -0.18 EG- Frm -0.29 -0.29 EB> Brc -0.71 -0.84 0.84 <EB Brc 0.90 0.71 -0.90 WPAI Brc -417 -417 WPDI Brc 3.10 3.09 WPA2 Brc -0.47 -0.47 WPD2 Brc 0.61 0.61 WPBI Brc 4.17 -4.17 WPCI Brc 3.10 3.09 WPB2 Brc -0.47 -0.47 WPC2 Brc 0.61 0.61 Frame Type:Post Beam VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 60 of 221 VP BUILDINGS VARCO- PRUDEN Frame Reactions Load Cases at Frame Cross Section: A.1 X -Loc 1/4/8 Gridl Grid2 Al 7 Ld Description Hx Hz Cs (application factor not shown) (k) Calculations Package 29/1/8 Al -8 Vy Hx Hz Vy (k) (k) (k) (k) (k) 1 D +CG +L 4.79 4.68 2 D +CG +S 5.44 5.33 3 D +CG +S +SD 6.52 6.41 10 D +W1> 8.17 1.80 7.64 1.91 11 D <W 1 7.59 -2.88 7.09 -2.98 12 D W2> 1.90 1 79 13 D <W2 0.82 0.71 14 D +CG +L +W1> 6.13 1.82 573 172 15 D +CG +L <W1 5.69 1.02 5.32 0.91 16 D +CG +L +W2> 4.60 449 17 D +CG +L+<W2 3.79 3.68 18 D +CG +S +W1> 6.13 2.31 5.73 2.20 19 D CG S <W 1 5.69 1.50 5.32 1 40 20 D +CG +S +W2> 5.08 4.98 21 D +CG +S <W2 4.28 4.17 22 D +W1> 8.17 2.32 7.64 2.38 23 D <W 1 7.59 3 40 7.09 3.46 24 D W2> 1.38 1.32 25 D <W2 0.30 0.24 26 D +CG +E> +EG+ 0.17 2.47 0.16 2.29 27 D CG <E EG+ -0.17 2.34 -0.16 2.29 28 D +CG +L +E> +EG+ 0.18 443 0.17 4.25 29 D +CG +L <E +EG+ -0.18 4.29 -0.17 4.25 30 D +CG +E> +EG- 0.17 118 0.16 1.05 31 D CG <E EG- -0.17 1.05 -0.16 1.05 32 D CG E> EG- 0.25 178 0.23 1.59 33 D CG <E EG- -0.25 1.60 -0.23 1.59 34 D +CG +S +E> +EG+ 0.25 3.67 0.23 345 35 D +CG +S <E +EG+ -0.25 3.48 -0.23 345 44 D CG E> EG+ EB> -0.99 0.05 1.24 0.05 3 48 45 D CG <E EG+ EB> -0.99 -0.05 1.20 -0.05 3 48 46 D+CG+L +Ej+EG++EB> -0.99 0.06 3.20 0.05 5.44 47 D+CG+L+<E +EG++EB> -0.99 -0.06 3.16 -0.05 5.44 48 D CG E> EG- EB> -0.99 0.05 -0.04 0.05 2.23 49 D CG <E EG- EB> -0.99 -0.05 -0.08 -0.05 2.23 50 D CG E> EG- EB> -0.99 0.07 0.54 0.07 2.77 51 D CG <E EG- EB> -0.99 -0.07 0.48 -0.07 2.77 52 D+CG+S +E>+EG++EB> -0.99 0.07 2.42 0.07 4.63 53 D+CG+S+<E +EG++EB> -0.99 -0.07 2.37 -0.07 4.63 56 D +CG +E> +EG+ <EB 0.05 3.69 0.99 0.05 1.03 57 D CG <E EG+ <EB -0.05 3.65 0.99 -0.05 1.03 58 D+CG+L +E>+EG I r <EB 0.06 5.65 0.99 0.05 2.99 59 D+CG+L+<E +EGH <EB 0.06 5.60 0.99 0.05 2.99 60 D CG F> EG- <EB 0.05 2.40 0.99 0.05 -0.21 61 D CG <E EG- <EB -0.05 2.36 0.99 -0.05 -0.21 62 D CG F> EG- <EB 0.07 2.98 0.99 0.07 0.33 63 D CG <E EG- <EB -0.07 2.93 0.99 -0.07 0.33 64 D+CG+S +E>+EG++<EB 0.07 4.87 0.99 0.07 2.18 65 D+CG+S+<E+EG I I <EB 0.07 4.81 0.99 0.07 2.18 68 D WPAI -2.88 2.98 69 D +CG +L +WPAI 1.02 0.91 70 D +CG +S +WPA1 1.50 140 71 D WPA1 3.40 3.46 72 D +WPDI 1.80 1.91 73 D +CG +L +WPD1 1.82 172 74 D +CG +S +WPD1 2.31 2.20 75 D WPD1 -2.32 2.38 76 D WPA2 0.82 0.71 77 D CG L WPA2 3.79 3.68 78 D +CG +S +WPA2 4.28 4.17 79 D WPA2 0.30 0.24 80 D +WPD2 1.90 179 81 D CG L WPD2 4.60 4.49 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 61 of 221 VP BUILDINGS VARCO- PRVDEN 82 D +CG +S +WPD2 83 D+WPD2 84 D +WPB1 85 D +CG +L+WPB1 86 D +CG +S +WPB1 87 D +WPB1 88 D +WPC1 89 D +CG +L +WPC1 90 D +CG +S +WPC1 91 D +WPC1 92 D +WPB2 93 D +CG +L +WPB2 94 D +CG +S +WPB2 95 D WPB2 96 D WPC2 97 D+CG +L +WPC2 98 D +CG +S +WPC2 99 D WPC2 Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load -Hx) Case (Hx) Case (k) (k) 29/1/ 8 8 I Al -8 I 0.99 144 I 0.99 156 Bracing X -Loc I Grid 1/4/8 Al 7 29/1/8 I Al -8 I VPC File:CA0501692 -010E1 vpc Calculations Package 5.08 1.38 -2.88 1.02 1.50 3.40 1.80 1.82 2.31 2.32 0.82 3 79 4.28 0.30 1.90 4.60 5.08 1.38 Hrz In -Hz) (k) 7.59 7.09 4.98 1.32 -2.98 0.91 1 40 3 46 1.91 1 72 2.20 2.38 0.71 3.68 4 17 0.24 1 79 4 49 4.98 1.32 Load Hrz Out Load Uplift Case (Hz) Case -Vy) (k) (k) 3.40 11 8.17 10 11 I 7.64 10 3.46 Load Vrt Down Load Mom cw Load Mom ccw Load Case (Vy) (k) 23 6.52 23 6.41 Description Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC Version .5.3b I I I Date: 11/9/2005 Time: 4 PM Page: 62 of 221 Case -Mzz) Case (Mzz) Case (in -k) (in -k) VP BUILDINGS VARCO PRUDEN Bracing Summary Report DESCRIPTION Diagonal Roof Bracing is typically used by VP Buildings to resist lateral wind loads and seismic forces acting perpendicular to the rigid frames. This Diagonal 'X' Bracing transmits the applied loads throughout the roof planes, delivering them to vertical bracing systems, and eventually into the foundation. Vertical Bracing systems are typically diagonal 'X' Bracing similar to roof plane bracing, although may also utilize vertical diaphragms, moment resisting frames, concentric braced frames utilizing tension /compression members or tension only members, or other types of bracing systems, as permitted by Specifications. ANALYSIS: VP Buildings Diagonal Bracing is analyzed by the Stiffness Method for the applied wind loads and seismic loads acting on the structure. All diagonal members are assumed to be considered to have pinned connections, while moment frames are typically assumed to be AISC Type 1 Construction (rigid frames). with pinned base connections. DESIGN Diagonal Bracing is designed for axial forces, using the prevailing AISC Allowable forces acting on the Net Area of each member Moment frames are also designed in accordance with AISC allowed working stresses. MATERIAL. Typical Rod Bracing used by VP Buildings is 65 ksi Structural Steel. Angle bracing is typically 50 ksi steel, tube bracing is 46 ksi, and moment frames are typically designed and constructed from 50 ksi steel. Shape: Transfer Station Loads and Codes Shape: Transfer Station City- Port Angeles County. Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1 197) Parts Wind Exposure Factor 1 197 Wind Enclosure: Partially Enclosed Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 20/9/10 Parts Portions Zone Strip Width: 10/4/13 Basic Wind Pressure: 26.05 psf Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Deflection Limit Override H/180 Design Load Combinations No. Origin 1 System 2 System 3 System 4 System 5 System 6 System 7 System 8 System 9 System 10 System 11 System 12 System VPC File:CA0501692 -010E1 vpc Bracing Factor 1.000 0.700 E> 1.000 0.700 <E 1.275 1.0 F> 1.275 1.0 <E 1.000 1.0 WPAI 1.000 1.0 WPD1 1.000 1.0 WPA2 1.000 1.0 WPD2 1.000 1.0 WPB1 1.000 1.0 WPC 1.000 1.0 WPB2 1.000 1.0 WPC2 Calculations Package Application State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):5 40 psf Snow Load Ground Snow Load: 39.68 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 1.00 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Country United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Not Reducible Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response SI:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0.4759 Bracing Seismic Period: 0.2848 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor1.3000 Brace Redundancy Factor 1 4000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. E> <E E> <E WPA1 WPD1 WPA2 WPD2 WPB 1 WPC1 WPB2 WPC2 VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 63 of 221 Description VP BUILDINGS VAR CO -PR UD EN rI`V 7 (2� o re,f) n 4Ev A6- V o23(t w (ter` -!U I T! fINL 1- C; t (47 02 6.,4, 0 FPM i.., 0.6 r6r -r- ,i f. rd- (17 V= 6'2 7k-- s tfAvnt- fff 7" No. G� c 2 Page 4 of Date H rM as Prepared by e--4 7 T Reviewed by F lc- 1- 00 7. 1. USE 12 X 1 1/2 A325 SNUG TOHTENED BOLTS FOR PURLN TO FRAME, GRT TO FRAME, AND ORT TO CLP CONNECTIONS UNLESS NOTED OTHERWISE. 2. SLOT RENFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SDE OF THE WEB AS THE HLLSIDE WASHER 3 F o fi o T19 DRAMA NaflO1}E Ir EN 5E5E01 ROAM TE PROPERTY OF w MUMS O WRONGED SMELT FOREnECT10 THE 131.111715/1 114 11j 0 MY OTHER PURPOSE Wa& NtTour5171ww1rEN P M.. OF w 9R➢YG3 71E C1E5 CONTRlCra1MOME ECTTtN SJIFLY RESC1613E FO11I071MT1 SCCD aP111 NCPIQNN916' INgMEErCpfRpO11M9001107. N 071.11171115,17E WIT,T 11 H,15 E754,4 D TI9 PNWPA /1101511775111 3151051571 PEIRA Vmo TO PROPER Encnort Na1NSal)E mwECT USE Cf MAMMY fl +noon 1/P RPf: haoe Name Tracer station 3 VP Buildings, Inc. 3200 Players Club Circle Memphis TN 38125 REvIa,E I =I I I I I I I I I NTS oescar EN s 117757 FlLENUIE r GnNalso .n1nFl U I ROOF BRACING PLAN B14°ER CHG Building Systems, Inc. I E ET Environmental I LOG Port Angeles, Washington R Port Angeles Transfer Station I "Er's 15226 0 H H 4 wcsERSa. 5.2f mew CA0501692 -01 11/2/2005 VP BUILDINGS I aumaaEO No 24 o b14 Page C 4 ,02, of Date 11, v -I L Prepared by Reviewed by 2 No al o' Page C- of' Date -1 r Prepared by k---F Reviewed by VP BUILDINGS VARCD.PRUDEN H S D D N HSS6x (Fy 46ksi) CL of Strut Align Center Line of Struts in Adjacent Bays (Horizontal Vertical) 1/2" Plate w /(4) 1" A325 -SC Horizontal Short Slots (No Paint Code) CL Rod Pad per Bracing Design Fh Fv Note to Detailer Use VPC Generated SQW /RWB Brace Plate Ref Design Manual Section 5.1 BRACING DESIGN DETAIL RB5 o. CL Rod Per Bracing Design 3/16' N 3/16' V A 3/4" Plate X X 10/25/04 Engineering Process Manual 0 Min. Edge Dist.(TYP) 3/16' V Min edge dist (typ) 1/2" I I 10' 'I I� (MIN) Job No CA0501692 -01 Page. C�, of Date 11/8/2005 Prepared By KPT Reviewed By LINE 1 10 J SEE TUBE STRUT DESIGN" DETAILS FL B -C D -E A ,WP I 3/8" Plate Center plate vertically on strut Roof Rod Conn Plate to WP VPC SQW/RWB t MP Plate None 6 0 (MIN) ti T1 1 VP BUILDINGS VARCO- PRUDEN i A co z 07/16/04 TYP LINE 1 LINE 10: FL B -C FL :D -E 1/4 1/4 BRACING DESIGN DETAIL RB1 1 Ref Design Manual Sections 5 1 1 and 5.1 4 SECTION A -A CL Plate A w o a) „t U V FO O T2 Min. Edge Dist.(TYP) 1/4 J\ 1/4" V A A 3/4" Plate Engineering Process Manual Job No CA0501692 -01 Page c,'4,pc; of Date 11/9/2005 Prepared By KPT Reviewed By Fv 't Fh CL Rod Pad per Bracing Design Note. to. Detailer Use VPC Generated SQW /RWB Brace Plate VP BUILDINGS VARCO- PRUDEN Roof A. I a. c C. (4)993 H: ¢R 15) 1 S- /9" 7n'-li 1 1 2 Calculations Package 17) 14 54 (3) 13 1911; 1 ,R)R 1n 111) /Is) nn (91) -n 39 A1579) A 9 41' (24) 9 21 (25) 1 R5' 17 -41/9" Diagonal Bracing Member Design Summary. Roof A Mem. Bracing Length I Angle Design Seismic Stress I Stress Governing Design No. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status 1 R 0.5 27.30' 431 3.12 1.0000 1.0000 0.602 1.0WPD1 passed 2 R 0.5 27.52 43.1 3.98 1.0000 1.000C 0.768 1.0WPB2 passed 3 R0.75 34.83 52.3 11.83 1.0000 1.000G 1.014 1.0WPC1 passed 4 R 0.75 34.65 52.3 10.87 1.0000 1.0000 0.932 1.OWPB2 passed 5 R 1 125 35.19 52.8 -22.63 1.0000 1.0000 0.862 1.0WPC1 passed 6 R 1 125 35.20 52.8 -20.68 1.0000 1.000C 0.788 1.0WPB1 passed 7 R 1.0 22.39 19 4 16.47 1.0000 1.000C 0.794 1.OWPCI passed 8 R 1.0 22.39 19 4 16.81 1.0000 1.0000 0.811 1.0WPA1 passed 9 R0.5 26.84 44.9 3.15 1.0000 1.0000 0.609 1.OWPDI passed 10 R 0.5 26.84 44.9 -4.11 1.0000 I.0000 0.793 1.0WPB2 passed 11 R0.75 34.32 541 11.39 1.0000 1.0000 0.977 1.0WPC1 passed 12 R 0.75 34.32 54 1 10.65 1.0000 1.0000 0.913 1.0WPB2 passed 13 R 1 125 34.39 54.6 21 40 1.0000 1.000C 0.815 1.0WPC1 passed 14 R 1 125 34.39 54.6 19.99 1.0000 1.000C 0.762 1.0WPB1 passed 15 R 1.0 21.06 20.6 17 4C 1.0000 1.0000 0.839 1.0WPD2 passed 16 R 1.0 21.06. 20.6 17.00 1.0000 1.0000. 0.820 1.0WPA1 passed VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 65 of 221 Comment VP BUILDINGS VARCO- PRUDEN Calculations Package VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 66 of 221 IMem.I End I Diagonal Connection Design Information 1 I Left IRPSA, design angle 43.1 deg, F 3 lk, E factor 1.000, stress increase 1.000, Me 0.59 k -in, 1/4 in. RPSA to flange weld OK Right RPLA, design angle 43.1 deg, F 3.1k, E factor 1.000, stress increase 1.000, Me 8.05 k -in, 1/4 in. RPLA to flange weld OK I 2 I Left IRPSA, design angle 43.1 deg, F 4.0k, E factor L000, stress increase 1.000, Me 0.75 k -in, 1/4 in. RPSA to flange weld OK Right RPSA, design angle 43.1 deg, F 4.0k, E factor 1.000, stress increase 1.000, Me 0.75 k -in, 1/4 in. RPSA to flange weld OK 3 Left RPSA, design angle 52.3 deg, F 11.8k, E factor 1.000, stress increase 1.000, Me 21 44 k -in, 1/4 in. RPSA to flange weld OK Right SQW 7.0x7.0x3/8 to web and strut clip, design angle 52.3 deg, flange offset 5in. F 11.8k, E factor 1.000, stress increase 1.000, Me 9.61 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed 4 Left SQW 7.0x7.0x3/8 to web and strut clip, design angle 52.3 deg, flange offset 5in. F 10.9k, E factor 1.000, stress increase 1.000, Me 8.83 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed Right RPLA, design angle 52.3 deg, F 10.9k, E factor 1.000, stress increase 1.000, Me 49.83 k -in, 1/4 in. RPLA to flange weld OK 5 Left RWB 6.0x8.0x3/8 to web and strut clip, design angle 52.8 deg, flange offset 5in. F 22.6k, E factor 1.000, stress increase 1.000, Me 11.04 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 3/16 fillet both sides passed Right RWB 6.0x8.0x3/8 to web and strut clip, design angle 52.8 deg, flange offset 5in. F 22.6k, E factor 1.000, stress increase 1.000, Me 11.04 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 3/16 fillet both sides passed 6 Left RWB 6.0x8.0x3/8 to web and strut clip, design angle 52.8 deg, flange offset 5in. F 20.7k, E factor 1.000, stress increase 1.000, Me 10.09 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 3/16 fillet both sides passed Right RWB 6.0x8.0x3/8 to web and strut clip, design angle 52.8 deg, flange offset 5in. F 20.7k, E factor 1.000, stress increase 1.000, Me 10.09 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 3/16 fillet both sides passed 7 Left IRWB 10.0x6.0x3/8 to web and strut clip, design angle 14 1 deg, flange offset 5in. F 16.5k, E factor 1.000, stress increase 1.000, Me 28.80 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 1/8 fillet both sides passed Right Slot: design angle 15.8 deg, web thk 3/4 in. F 16.47k, E factor 1.000, stress increase 1.000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed 8 Left Slot: design angle 15.8 deg, web thk 5/8 in. F 16.81k, E factor 1.000, stress increase 1.000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right RWB 10.0x6.0x3/8 to web and strut clip, design angle 14.1 deg, flange offset 5in. F 16.8k, E factor 1.000, stress increase 1.000, Me i= 29.39 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 1/8 fillet both sides passed 9 Left RPSA, design angle 44.9 deg, F 3.2k, E factor 1.000, stress increase 1.000, Me 1.62 k -in, 1/4 in. RPSA to flange weld OK Right SQW 7.0x7.0x3/8 to web and strut clip, design angle 44.9 deg, flange offset 5in. F 3.2k, E factor 1.000, stress increase 1.000, Me 0.03 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed 10 Left SQW 7.0x7.0x3/8 to web and strut clip, design angle 44.9 deg, flange offset 5in. F 4 1k, E factor= 1.000, stress increase 1.000, Me 0.04 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed Right RPSA, design angle 44.9 deg, F 4 I k, E factor 1.000, stress increase 1.000, Me 2.11 k -in, 1/4 in. RPSA to flange weld OK 11 Left SQW 7.0x7.0x3/8 to web and strut clip, design angle 54 1 deg, flange offset 5in. F 11 4k, E factor 1.000, stress increase 1.000, Me 11 48 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed Right SQW 7.0x7.0x3/8 to web and strut clip, design angle 54.1 deg, flange offset 5in. F 11 4k, E factor 1.000, stress increase 1.000, Me 11 48 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed 12 Left SQW 7.0x7.0x3/8 to web and strut clip, design angle 54.1 deg, flange offset 5in. F 10.6k, E factor 1.000, stress increase 1.000, Me 10.73 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed Right SQW 7.0x7.0x3/8 to web and strut clip, design angle 54.1 deg, flange offset 5in. F 10.6k, E factor 1.000, stress increase 1.000, Me 10.73 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed 13 Left RWB 6.0x8.0x3/8 to web and strut clip, design angle 54.6 deg, flange offset 5in. F 21 4k, E factor 1.000, stress increase 1.000, Me 5.92 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 3/16 fillet both sides passed Right RWB 6.0x8.0x3/8 to web and strut clip, design angle 54.6 deg, flange offset 5in. F 21 4k, E factor 1.000, stress increase 1.000, Me 5.92 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 3/16 fillet both sides passed 14 Left RWB 6.0x8.0x3/8 to web and strut clip, design angle 54.6 deg, flange offset 5in. F 20.0k, E factor 1.000, stress increase 1.000, Me 5.53 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 3/16 fillet both sides passed Right RWB 6.0x8.0x3/8 to web and strut clip, design angle 54.6 deg, flange offset 5in. F 20.0k, E factor 1.000, stress increase 1.000, Me 5.53 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 3/16 fillet both sides passed 15 Left IRWB 10.0x6.0x3/8 to web and strut clip, design angle 15.0 deg, flange offset 5in. F 17 4k, E factor 1.000, stress increase 1.000, Me L 28.12 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 1/8 fillet both sides passed Right Slot w/ Back pl: design angle 16.8 deg, web thk 1/2 in. F 17 40k, E factor 1.000, stress increase 1.000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed 16 Left Slot: design angle 16.8 deg, web thk 5/8 in. F'= 17.00k, E factor 1.000, stress increase 1.000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right RWB 10.0x6.0x3/8 to web and strut clip, design angle 15.0 deg, flange offset 5in. F 17.0k, E factor 1.000, stress increase 1.000, Me r 27 47 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 1/8 fillet both sides passed VP BUILDINGS VARCO- PRUDEN Strut Bracing Member Design Summary. Roof A Mem. Bracing Length Design No. I Shape (ft) Axial (k) 8 T 5.0x5.0x0.1875 9 T 5.0x5.0x0.1875 10 T 6.0x6.0x0.1875 17 FF 2.5x0.12x8.5 18 FF 2.5x0.12x8.5 19 T 5.0x5.0x0.1875 20 T 6.0x6.0x0.1875 22 FF 2.5x0.059x8.5 VPC File:CA0501692 -010E1 vpc Calculations Package Seismic I Stress I Stress Governing Design Factor Factor Ratio Load Case Status 22.00 19.57 1.0000 1.0000 0.851 1.0 WPA2 passed 22.00 20.82 1.0000 1.0000 0.921 1.0WPA2 passed 22.00 1710 2.0000 1.2750 0.606 1.0E> passed 20.63 19 42 1.0000 1.0000 0.896 1.0WPD2 passed 20.63 21.36 1.0000 1.0000 0.981 1.0WPD2 passed 20.63 20.60 1.0000 1.0000 0.759 1.0WPD2 passed 20.63 17.35 2.0000 1.2750 0.538 1.0<E passed 16.38 19 40 1.0000 1.0000 0.655 1.0WPD2 passed Strut Connection Design Information Mem.l End I 8 I Right 'Frame Clip 6MZE1140810000002B Left 'Frame Clip 6MZE1140810000002B 9 I Left 'Frame Clip 6MZE1140810000002B Right 'Frame Clip 6MZE1140810000002B 10 Left Frame Clip 3 /4 "PLATEw/ (4) 1 in. A325SC, clip tensile rupture block shear OK, clip buckling OK, 41e 102.761€ in, web punching shear OK, clip to web weld 3/16 fillet one side, clip to flange weld 1/4 fillet both sides passed SEE PG 64.05 FOR CONNECTIONDETAtL Right Frame Clip 3%4 "PLATE w/ (4) 1 in. A325SC, clip tensile rupture block shear OK, clip buckling OK, M-4 30.11 k in, web punching shear IOK, clip to web weld 3/16 fillet one side, clip to flange weld 7/4 fillet both sides passed SEE PG 64 FOR C 17 I Left 'Frame Clip GCR1031040 Right 'Frame Clip GCR1031040 18 I Left Frame Clip GCR1031040 Right 'Frame Clip GCR1031040 19 I Left 'Frame Clip 6MZE1140810000002B Right Frame Clip 6MZE1140810000002B 20 Left Frame Clip 3 /4 "PLATE (4) 1 in. A325SC, clip tensile rupture block shear OK, clip buckling OK, Mo 113 in, web punching shear OK, clip to web weld 3/16 fillet one side, clip to flange weld V4fillet both sides passed SEE PG 64.05 FO Right Frame Clip 3/4 PLATE w/ (4) 1 in. A325SC, clip tensile rupture block shear OK, clip buckling OK, 4_ 7. 7.:44E-in, web punching shear OK, clip to web weld 3/16 fillet one side, clip to flange weld 1 /4fillet both sides passed SEE PG 64.05 FOR CONNECT7ONDETAIL 22 Left Frame Clip GCR 1030500 w /(2) 7/8 4, clip tensile rupture block shear OK, clip buckling OK, clip towel!' weld 3/16 fillet one side, clip to One weld 3/I6filld one side passed Right Frame Clip GCR1030500 w/ (2) 7/8 in. clip tensile rupture block shear OK, clip buckling OK, clip to web weld 3/16 fillet one side, clip to flange weld 3/16 fillet one side passed VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 67 of 221 Description Braced Bay Strut Braced Bay Strut Eave Strut, Collector Braced Bay Strut Braced Bay Strut Braced Bay Strut Eave Strut, Collector End Bay Strut VP BUILDINGS VARCO PRUDEN Roof B. Calculations Package Diagonal Bracing Member Design Summary Roof B Mem. Bracing Length I Angle Design Seismic Stress I Stress Governing Design No. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status 1 R 0.625 34.01 55.5 5.89 1.0000 1.0000 0.727 1.0WPA2 passed 2 R0.625 34.02 55.5 -6.19 1.0000 1.0000 0.764 1.OWPCI passed 3 R 0.875 30.29 49.0 13.29 1.0000 1.0000 0.837 1.0WPA1 passed 4 R 0.875 30.28 49.0 13.31 1.0000 1.0000 0.839 1.0WPD2 passed 5 R0.875 20.371 17.3 1179 1.0000 1.0000 0.743 1.0WPB1 passed 6 R 0.875 20.37 17.3 11.54 1.0000 1.0000 0.727 1.0WPD2 passed 7 R 1.0 26.09 40.8 16.46 1.0000 1.0000 0.794 1.0WPB2 passed 8 R 1.0 26.08 40.8 17 15 1.0000 1.0000 0.827 1.0WPC1 passed 9 R 1.0 21.05 20.6 16.54 1.0000 1.0000 0.798 1.0WPB2 passed 10 R 1.0 21.06 20.6 17.30 1.0000 1.0000 0.834 1.0WPC1 passed 11 R 0.625 34.52 53.8 -6.05 1.0000 1.0000 0.747 1.0WPA2 passed 12 R 0.625 34.34 53.8 -6.49 1.0000 1.0000 0.801 1.0WPC1 passed 13 R0.875 30.70 47.2 13.59 1.0000 1.0000 0.856 1.0WPA1 passed 14 R 0.875 30.70 47.2 13.88 1.0000 1.0000 0.874 1.0WPD2 passed 15 R0.875 2142 16.3 11.34 1.0000 1.0000 0.714 1.OWPB1 passed 16 R0.875 2142 16.3 11.56 1.0000 1.0000 0.728 1.0WPC1 passed 17 R 1.0 26.92 39.0 17.06 1.0000 1.0000 0.823 1.0WPB2 passed 18 R 1.0 27 14 39.0 18.09 1.0000 1.0000 0.873 1.0WPC1 passed 19 R 1.0 22.39 19 4 17.04 1.0000 1.0000 0.822 1.0WPB2 passed 20 R 1.0 22.39 194 16.80 1.0000 1.0000 0.810 I.OWPCI passed VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 68 of 221 Comment VP BUILDINGS VARCO- PRUDEN Calculations Package Date: 11/9/2005 Time: 4 PM Page: 69 of 221 IMem.I End I Diagonal Connection Design Information 1 Left RPSA, design angle 55.5 deg, F 5.9k, E factor 1.000, stress increase 1.000, Me 13.93 k -in, 1/4 in. RPSA to flange weld OK Right SQW 7.0x7.0x3/8 to web and strut clip, design angle 55.5 deg, flange offset 5in. F 5.9k, E factor 1.000, stress increase 1.000, Me 6.86 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed 2 Left SQW 7.0x7.0x3/8 to web and strut clip, design angle 55.5 deg, flange offset 5in. F 6.2k, E factor 1.000, stress increase 1.000, Me 7.21 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed Right RPSA, design angle 55.5 deg, F 6.2k, E factor 1.000, stress increase 1.000, Me 14.64 k -in, 1/4 in. RPSA to flange weld OK 3 Left SQW 7.0x7.0x3/8 to web and strut clip, design angle 49.0 deg, flange offset 5in. F 13.3k, E factor 1.000, stress increase 1.000, Me 4.62 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed Right RPSA, design angle 49.0 deg, F 13.3k, E factor 1.000, stress increase 1.000, Me 1 12 k -in, 1/4 in. RPSA to flange weld OK 4 Left RPSA, design angle 49.0 deg, F 13.3k, E factor 1.000, stress increase 1.000, Me =1 12 k -in, 1/4 in. RPSA to flange weld OK Right SQW 7.0x7.0x3/8 to web and strut clip, design angle 49.0 deg, flange offset 5in. F 13.3k, E factor 1.000, stress increase 1.000, Me ,4.63 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed 5 I Left IRPSA, design angle 17.3 deg, F 11.8k, E factor 1.000, stress increase 1.000, Me 55.82 k -in, 1/4 in. RPSA to flange weld OK Right RPSA, design angle 17.3 deg, F 11.8k, E factor 1.000, stress increase 1.000, Me 55.82 k -in, 1/4 in. RPSA to flange weld OK 6 Left RPSA, design angle 17.3 deg, F 11.5k, E factor 1.000, stress increase 1.000, Me 54.62 k -in, 1/4 in. RPSA to flange weld OK I Right IRPSA, design angle 17.3 deg, F 11.5k, E factor 1.000, stress increase 1.000, Me 54.62 k -in, 1/4 in. RPSA to flange weld OK 7 Left RPSA, design angle 40.8 deg, F 16.5k, E factor 1.000, stress increase 1.000, Me 22.18 k -in, 1/4 in. RPSA to flange weld OK Right SQW 7.0x7.0x3/8 to web and strut clip, design angle 40.8 deg, flange offset 5in. F 16.5k, E factor 1.000, stress increase 1.000, Me 5.92 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed 8 Left SQW 7.0x7.0x3/8 to web and strut clip, design angle 40.8 deg, flange offset 5in. F 17 lk, E factor 1.000, stress increase 1.000, Me 6.17 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed Right RPSA, design angle 40.8 deg, F 17 lk, E factor 1.000, stress increase 1.000, Me 23.11 k -in, 1/4 in. RPSA to flange weld OK 9 Left WB 10.0x6.0x3/8 to web and strut clip, design angle 15.0 deg, flange offset 5in. F 16.5k, E factor 1.000, stress increase 1.000, Me 1 26.71 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 3/16 fillet both sides passed Right Slot: design angle 16.8 deg, web thk 5/8 in. F 16.54k, E factor 1.000, stress increase 1.000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed 10 Left Slot w/ Back pl: design angle 16.8 deg, web thk 1/2 in. F 17.30k, E factor 1.000, stress increase 1.000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right RWB 10.0x6.0x3/8 to web and strut clip, design angle 15.0 deg, flange offset 5in. F 17.3k, E factor 1.000, stress increase 1.000, Me r= 27.95 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 1/8 fillet both sides passed 11 I Left IRPSA, design angle 53.8 deg, F 6.1k, E factor 1.000, stress increase 1.000, Me 12.50 k -in, 1/4 in. RPSA to flange weld OK Right RPSA, design angle 53.8 deg, F 6.1k, E factor 1.000, stress increase 1.000, Me 3.96 k -in, 1/4 in. RPSA to flange weld OK 12 Left IRPLA, design angle 53.8 deg, F 6.5k, E factor 1.000, stress increase 1.000, Me 22.58 k -in, 1/4 in. RPLA to flange weld OK Right RPSA, design angle 53.8 deg, F 6.5k, E factor 1.000, stress increase 1.000, Me 13.41 k -in, 1/4 in. RPSA to flange weld OK 13 I Left IRPLA, design angle 47.2 deg, F 13.6k, E factor 1.000, stress increase 1.000, Me 29.89 k-in, 1/4 in. RPLA to flange weld OK Right RPSA, design angle 47.2 deg, F 13.6k, E factor 1.000, stress increase 1.000, Me 5.01 k -in, 1/4 in. RPSA to flange weld OK 14 I Left IRPLA, design angle 472 deg, F 13.9k, E factor 1.000, stress increase 1.000, Me 30.52 k -in, 1/4 in. RPLA to flange weld OK Right RPSA, design angle 47.2 deg, F 13.9k, E factor 1.000, stress increase 1.000, Me 5.12 k -in, 1/4 in. RPSA to flange weld OK 15 I Left IRPLA, design angle 16.3 deg, F 11.3k, E factor 1.000, stress increase 1.000, Me 44.05 k -in, 1/4 in. RPLA to flange weld OK Right RPSA, design angle 16.3 deg, F 11.3k, E factor 1.000, stress increase 1.000, Me 55.17 k -in, 1/4 in. RPSA to flange weld OK 16 I Left RPLA, design angle 16.3 deg, F 11.6k, E factor 1.000, stress increase 1.000, Me 44.91 k -in, 1/4 in. RPLA to flange weld OK Right RPSA, design angle 16.3 deg, F 11.6k, E factor 1.000, stress increase 1.000, Me 56.25 k-in, 1/4 in. RPSA to flange weld OK 17 Left RPLA, design angle 39.0 deg, F 17 lk, E factor 1.000, stress increase 1.000, Me 9.86 k -in, 1/4 in. RPLA to flange weld OK Right SQW 7.0x7.0x3/8 to web and strut clip, design angle 39.0 deg, flange offset 5in. F 17 lk, E factor 1.000, stress increase 1.000, Me 8.81 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed 18 Left SQW 7.0x7.0x3/8 to web and strut clip, design angle 39.0 deg, flange offset 5in. F 18.1k, E factor 1.000, stress increase 1.000, Me 9.34 k -in, flange/web bending OK, SQW to web weld 3/16 fillet one side, SQW to strut clip weld 3/16 fillet both sides passed Right RPSA, design angle 39.0 deg, F 18.1k, E factor 1.000, stress increase 1.000, Me 29 41 k -in, 1/4 in. RPSA to flange weld OK 19 Left IRWB 10.0x6.0x3/8 to web and strut clip, design angle 14.1 deg, flange offset 5in. F 17.0k, E factor 1.000, stress increase 1.000, Me 29 78 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 1/8 fillet both sides passed Right Slot: design angle 15.8 deg, web thk 5/8 in. F 17.04k, E factor 1.000, stress increase 1.000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed 20 Left Slot: design angle 15.8 deg, web thk 3/4 in. F 16.80k, E factor 1.000, stress increase 1.000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right RWB 10.0x6.0x3/8 to web and strut clip, design angle 14 1 deg, flange offset 5in. F 16.8k, E factor 1.000, stress increase 1.000, Me 29.37 k -in, flange/web bending OK, RWB to web weld 3/16 fillet one side, RWB to strut clip weld 1/8 fillet both sides passed VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO•PRUDEN Strut Bracing Member Design Mem. Bracing No. Shape 2 FF 2.5x0.059x8.5 5 FF 2.5x0.12x8.5 8 T 5.0x5.0x0.1875 9 T 6.0x6.0x0.1875 20 T 5.0x5.0x0.1875 21 T 6.0x6.0x0.1875 2 Left Right 5 ILeft Right 8 ILeft Right 9 Left Right 20 I Left Right 21 Left Right VPC File:CA0501692 -010E1 vpc Summary Roof B I Length Design (ft) I Axial (k) I 16.38 20.35 20.63 20.67 20.63 16.02 20.63 15.85 22.00 19 75 22.001 16.18 Frame Clip GCR1030500 w/ (2) 7/8 flange weld 3/16 fillet one side p Frame Clip GCR1030500 'Frame Clip GCR1031040 Frame Clip GCR1031040 rame Clip 6MZE1140810000002B Frame Clip 6MZE1140810000002B Frame Clip 3 /4'-'PL4TE w/ (4) 1 in. OK, clip to web weld 3/16 fillet one Frame Clip 3/4 ",PLATE w/ (4) 1 in. OK, clip to web weld 3/16 fillet one 'Frame Clip 6MZE1140810000002B IFrame Clip 6MZE1140810000002B Frame Clip 3/4" PLATE w/ (4) 1 in. OK, clip to web weld 3/16 fillet one Frame Clip 3/4" PLATE w/ (4) 1 in. OK, clip to web weld 3/16 fillet one Calculations Package Seismic Stress Stress Governing Design Factor I Factor I Ratio Load Case I Status 1.0000 1.0000 0.686 1.0WPC2 passed 1.0000 1.0000 0.951 1.0WPD2 passed 1.0000 1.0000 0.583 1.0WPB2 passed 2.0000 1.2750 0.493 1.0<E passed 1.0000 1.0000 0.860 1.0WPB2 passed 2.00001 1.2750 0.573 1.0E> passed Date: 11/9/2005 Time: 4 PM Page: 70 of 221 Description End Bay Strut Braced Bay Strut Braced Bay Strut Eave Strut, Collector Braced Bay Strut Eave Strut, Collector IMem.l End I Strut Connection Design Information in. clip tensile rupture block shear OK, clip buckling OK, clip to web weld 3/16 fillet one side, clip to assed A325SC, clip tensile rupture block shear OK, clip buckling OK, Ma web punching p g sear side, clip to flange weld 1/4 fillet both sides passed SEE PG 64.05 F O R CONNEC7IONDETAIL A325SC, clip tensile rupture block shear OK, clip buckling OK, Ms 3 1 web punching shear side, clip to flange weld i/4 fillet both sides Passed SEE PG 64.05'FOR. CONNECTION DETAIL A325SC, clip tensile rupture block shear OK, clip buckling OK, '11- in, web punching shear side, clip to flange weld 1/4fillet both sides passed SEE PG 04.05 FOR CONNECTION DETAIL A325SC, clip tensile rupture block shear OK, clip buckling OK, 9; web punching shear side, clip to flange weld //4 'fillet both sides passed SEE PG 64.05 F CONNECTION DETAIL VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN Wall 2. r Y h 77 —y. Calculations Package I' VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 71 of 221 Diagonal Bracing Member Design Summary Endwall 2 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. I Shape I (ft) I I Axial (k) I Factor I Factor I Ratio I Load Case I Status 1 I R 0.875 I 45.781 48.41 12.001 1.00001 1.00001 0.756 I N/A I passed I 2 R 0.875 4 7.691 50.41 12.001 1.00001 1.000 0.756 N/A passed IMem. End I Diagonal Connection Design Information 1 Left Slot w/ Back pl: design angle 47.0 deg, web thk 3/16 in. F 12.00k, E factor 1.000, stress increase 1.000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot w/ Back pl: design angle 47.0 deg, web thk 3/16 in. F 12.00k, E factor 1.000, stress increase 1.000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed 2 Left Slot w/ Back pl: design angle 491 deg, web thk 3/16 in. F 12.00k, E factor 1.000, stress increase 1.000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot w/ Back p1: design angle 491 deg, web thk 3/16 in. F 12.00k, E factor 1.000, stress increase 1.000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed 1/2' VP BUILDINGS VARCO-PRUDEN Wa113: Y 114 7 X90' 1M' 97' Calculations Package 77_Q" 70'_7 1 /7 Diagonal Bracing Member Design Summary. Sidewall 3 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design No. I Shape I (ft) I I Axial (k) Factor I Factor I Ratio Load Case 1 Status 1 2R 1.25 37 17 56.3 35.68 2.0000 1.2750 0.864 1.0E> passed 2 2R 1.25 37 15 56.3 28.17 2.0000 1.2750 0.682 1.0 <E passed 3 2R 1.25 36.39 58.0 27 71 2.0000 1.2750 0.671 1.0E> passed 4 2R 1.25 36.39 58.0 35.56 2.00001 1.2750 0.861 1.0<E passed VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time:4 PM Page: 72 of 221 l 7,4 1/7" Comment Mem.l End Diagonal Connection Design Information 1 Left RWB 6.0x8.0x3/4 to web and end p1, design angle 55.3 deg, dim A 6.000in. F 35 7k, E factor 2.000, stress increase 1.275 Me 6.79 k -in, plate bending OK, web punching shear OK, RWB to web weld 1/4 fillet both sides, RWB to plate weld 1/4 fillet both sides passed Right SP Haunch Clip, F 35.7k, E factor 2.000, stress increase 1.275, design angle 55.3 deg, For SP clip design see roof strut connection design 2 Left SP Haunch Clip, F 28.2k, E factor 2.000, stress increase 1.275, design angle 55.3 deg, For SP clip design see roof strut connection design Right RWB 6.0x8.0x3/4 to web and end pl, design angle 55.3 deg, dim A 6.000in. F 28.2k, E factor 2.000, stress increase 1.275 Me 5.37 k -in, plate bending OK, web punching shear OK, RWB to web weld 1 /4-fillet both sides, RWB to plate weld 7/4 both sides passed 3 Left RWB 6.0x8.0x3/4 to web and end pl, design angle 57.0 deg, dim A 6.000in. F 27 7k, E factor 2.000, stress increase 1.275 Me 0.40 k -in, plate bending OK, web punching shear OK, RWB to web weld 1/4`• fillet both sides, RWB to plate weld ;ll4' fillet both sides passed Right SP Haunch Clip, F 27 7k, E factor 2.000, stress increase 1.275, design angle 57.0 deg, For SP clip design see roof strut connection design 4 Left SP Haunch Clip, F 35.6k, E factor 2.000, stress increase 1.275, design angle 57.0 deg, For SP clip design see roof strut connection design Right RWB 6.0x8.0x3/4 to web and end p1, design angle 57.0 deg, dim A 6.000in. F 35.6k, E factor 2.000, stress increase 1.275 Me 0.51 k -in, plate bending OK, web punching shear OK, RWB to web weld 1/4 fillet both sides, RWB to plate weld 1/4 fillet both sides passed VP BUILDINGS VARCO.PRUDEN Wall 5: Diagonal Bracing Member Design Summary Sidewall 5 Mem. Bracing No. Shape 1 2 3 4 2R 1 125 2R 1 125 2R 1 125 2R 1125 VPC File:CA0501692 010E1 vpc I Length Angle Design Seismic (ft) I I Axial (k) I Factor 36.39 58.0 32.53 2.000C 36.40 58.0 -26.21 2.000C 3715 56.3 -26.76 2.000C 3718 56.3 32.79 2.00001 Calculations Package Mem.I End I I Diagonal Connection Design In I Left RWB 6.0x8.0x3/4 to web and end pl, design angle 57 0 deg, dim A 6.000in. F k -in, plate bending OK, web punching shear OK, RWB to web weld 714-fillet both Right SP Haunch Clip, F 32.5k, E factor 2.000, stress increase 1.275, design angle design 2 Left SP Haunch Clip, F 26.2k, E factor 2.000, stress increase 1.275, design angle design Right RWB 6.0x8.0x3/4 to web and end pl, design angle 57.0 deg, dim A= 6.000in. F k -in, plate bending OK, web punching shear OK, RWB to web weld 174 fillet both 3 Left RWB 6.0x8.0x3/4 to web and end p1, design angle 55.3 deg, dim A 6.000in. F k -in, plate bending OK, web punching shear OK, RWB to web weld l /4:fillet both Right SP Haunch Clip, F 26.8k, E factor 2.000, stress increase 1.275, design angle design 4 Left SP Haunch Clip, F 32.8k, E factor 2.000, stress increase 1.275, design angle design Right RWB 6.0x8.0x3/4 to web and end pl, design angle 55.3 deg, dim A 6.000in. F k -in, plate bending OK, web punching shear OK, RWB to web weld 1/4 fillet both V-0' Stress I Stress I Governing Factor I Ratio I Load Case 1.2750 0.971 1.0<E 1.2750 0.783 1.0E> 1.2750 0.799 1.0 <E 1.2750 0.979 1.0E> Design Status passed passed passed passed formation 32.5k, E factor 2.000, stress increase 1.275 Me 0 47 sides, RWB to plate weld 114 fillet both sides passed 57.0 deg, For SP clip design see roof strut connection 57.0 deg, For SP clip design see roof strut connection 26.2k, E factor 2.000, stress increase 1.275, Me 0.38 sides, RWB to plate weld 1 /4fillet both sides passed 26.8k, E factor 2.000, stress increase 1.275, Me 5 10 sides, RWB to plate weld 1 /4`fillet both sides passed 55.3 deg, For SP clip design see roof strut connection 55.3 deg, For SP clip design see roof strut connection 32.8k, E factor 2.000, stress increase 1.275 Me 6.25 sides, RWB to elate weld 1/4 fillet both sides passed VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 73 of 221 Comment VP BUILDINGS VA RCO-PRUDEN Shape: Compactor Loading Chute Loads and Codes Shape: Compactor Loading Chute City. Port Angeles County Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity•7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1 192) Parts Wind Exposure Factor 1 192 Wind Enclosure: Partially Enclosed Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts Portions Zone Strip Width: N/A Basic Wind Pressure: 25.94 psf Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Deflection Limit Override H/180 Calculations Package Roof Coh ering Second. Dead Load: Varies Frame Weight (assumed for seismic):2.90 psf Snow Load Ground Snow Load: 39.68 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 1.00 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations Bracing No. Origin Factor 1 System 1.000 0.700 E> 2 System 1.000 0.700 <E 3 System 1.275 1.0 E> 4 System 1.275 1.0 <E 5 System 1.000 1.0 WPAI 6 System 1.000 1.0 WPDI 7 System 1.000 1.0 WPA2 8 System 1.000 1.0 WPD2 9 System 1.000 1.0 WPB1 10 System 1.000 1.0 WPC 1 11 System 1.000 1.0 WPB2 12 System 1.000 1.0 WPC2 VPC File:CA0501692 010E1 vpc State: Washington Built Up: 89AISC Cold Form: 01AISI Application Date: 11/9/2005 Time: 4 PM Page: 74 of 221 Country United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Not Reducible Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response S1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0.4785 Bracing Seismic Period: 0.2863 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor 1.3000 Brace Redundancy Factor 1 4000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 E> <E E> <E WPAI WPDI WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 VPC Version .5.3b Description VP BUILDINGS VARCO- PRUUEN Roof A. Mem.I End 1 Left Right 2 Left Right Calculations Package Diagonal Bracing Member Design Summary. Roof A Mem. Bracing Length Angle Design Seismic No. I Shape I (ft) I I Axial (k) I Factor I 2 R 0.375 I 33 46 64.01 -0.01 1 0001 Stress I Stress Factor Ratio I 1.00001 0.004 I 1.00001 0.004 Governing Load Case 1.0WPA1 1.0WPD1 I Design Status I passed I passed I Diagonal Connection Design Information SQW 5.0x5.0x3/8 to web and strut clip, design angle 63.5 deg, flange offset 5in. F 0.0k, E factor D.01 k -in, web /strut clip bending OK, web punching shear OK, flange/web weld OK, SQW to web weld weld 3/16 fillet both sides passed SQW 5.0x5.0x3/8 to web and strut clip, design angle 63.5 deg, flange offset 5in. F 0.0k, E factor 0.01 k -in, web /strut clip bending OK, web punching shear OK, flange/web weld OK, SQW to web weld weld 3/16 fillet both sides passed SQW 5.0x5.0x3/8 to web and strut clip, design angle 63.5 deg, flange offset 5in. F 0.0k, E factor D.01 k -in, web /strut clip bending OK, web punching shear OK, flange/web weld OK, SQW to web weld weld 3/16 fillet both sides passed SQW 5.0x5.0x3/8 to web and strut clip, design angle 63.5 deg, flange offset 5in. F 0.0k, E factor 0.01 k -in, web /strut clip bending OK, web punching shear OK, flange/web weld OK, SQW to web weld weld 3/16 fillet both sides passed VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 75 of 221 Comment 1.000, stress increase 1.000, Me 3/16 fillet one side, SQW to strut clip 1.000, stress increase 1.000, Me 3/16 fillet one side, SQW to strut clip 1.000, stress increase 1.000, Me 3/16 fillet one side, SQW to strut clip 1.000, stress increase 1.000, Me 3/16 fillet one side, SQW to strut clip VP BUILDINGS VARCO- PRUDEN Strut Bracing Member Design Summary. Roof A I Mem. Bracing Length Design No. I Shape I (ft) I Axial (k) I 1 2 1 I FF 2.5x0.059x8.5 1 14.92 4.121 FF 2.5x0 14.92 4.26 Mem.I End 1 Left Frame Clip GCR1031040 w/ (2) 3/4 in. clip flange weld 3/16 fillet both side passed Right Frame Clip GCR1031040 w/ (2) 3/4 in. clip flange weld 3/16 fillet both side passed 2 Left Frame Clip GCR1031040 w/ (2) 3/4 in. clip flange weld 3/16 fillet both side passed Right Frame Clip GCR1031040 w/ (2) 3/4 in. clip flange weld 3/16 fillet both side passed VPC File:CA0501692 -010E1 vpc Calculations Package Seismic Factor 1!0000 1 1.0000 Stress I Stress Factor Ratio 1.00001 0.179 1 1.00001 0.184 Governing Load Case 1.0WPC2 1.0WPA2 I Strut Connection Design Information tensile rupture block shear OK, clip buckling tensile rupture block shear OK, clip buckling tensile rupture block shear OK, clip buckling tensile rupture block shear OK, clip buckling Date: 11/9/2005 Time: 4.03.31 PM Page: 76 of 221 Design Description Status I passed I Spandrel Beam, Collector passed Spandrel Beam, Collector OK, clip to web weld 3/16 fillet one side, clip to OK, clip to web weld 3/16 fillet one side, clip to OK, clip to web weld 3/16 fillet one side, clip to OK, clip to web weld 3/16 fillet one side, clip to VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN Wail Diagonal Bracing Member Design Summary. Endwall 3 Calculations Package Mem. Bracing Length Angle Design Seismic Stress Stress Governing No. I Shape I (ft) I I Axial (k) Factor I Factor Ratio Load Case 0.741 N/A R 0.625 2 I R 0.625 1 43 50.01 6.00 1.00001 1 0000 0.741 I N/A I Mem.I End I I Diagonal Connection Design Information 1 Left Slot w/ Back pl: design angle 50.5 deg, web thk 1/8 in. F 6.00k, E factor 1.000, stress increase weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot w/ Back pl: design angle 50.5 deg, web thk 1/8 in. F 6.00k, E factor 1.000, stress increase weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed 2 Left Slot w/ Back pl: design angle 48.5 deg, web thk 1/8 in. F 6.00k, E factor 1.000, stress increase weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot w/ Back p1: design angle 48.5 deg, web thk 1/8 in. F 6.00k, E factor 1.000, stress increase weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed VPC File:CA0501692 010E1 vpc I Design Status 1 passed I passed VPC Version :5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 77 of 221 Comment 1.000, slot offset 2 in. web /flange 1.000, slot offset 2 in. web /flange 1.000, slot offset 2 in. web /flange 1.000, slot offset 2 in. web /flange VP BUILDINGS VARCO•PRUDEN Secondary Summary Report Loads and Codes Shape: Transfer Station City Port Angeles County- Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1 197) Parts Wind Exposure Factor 1 197 Wind Enclosure: Partially Enclosed Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 20/9/10 Parts Portions Zone Strip Width: 10/4/13 Basic Wind Pressure: 26.05 psf Design Load Combinations Purlin No. Origin Factor 1 System 1.000 2 System 1.000 3 System 1.000 4 System 1.000 5 System 1.000 6 System 1.000 7 System 1.000 8 System 1.000 9 System 1.000 10 System 1.000 11 System 1.000 12 System 1.000 13 System 1.000 14 System 1.000 15 System 1.000 16 System 1.000 17 System 1.000 18 System 1.000 19 System 1.000 20 System Derived 1.275 21 System Derived 1.275 22 System Derived 1.275 23 System Derived 1.275 24 System Derived 1.000 25 System Derived 1.000 26 System Derived 1.000 27 System Derived 1.000 28 System Derived 1.000 29 System Derived 1.000 30 System Derived 1.000 31 System Derived 1.000 32 System Derived 1.000 33 System Derived 1.000 34 System Derived 1.000 35 System Derived 1.000 VPC File:CA0501692 010E1 vpc Clallam Calculations Package State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):5.40 psf Snow Load Ground Snow Load: 39.68 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 1.00 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed Slippery Roof Application 1.0 D+ 1.0 CG 1.0 S 1.0 D+ 1.0 CG 1.0 S 1.0 SD 1.OD +I.00G +1.OUS1 I.OD +1.00G +1.0 *US1 1.OD +1.00G +1.0PFI 1.OD +1.00G+I.OPF1 1.OD +1.0CG +1.0PHI 1.OD +I.00G +1.0PHI 1.0 D 1.0 CO 1.0 PF2 1.0 D 1.0 CO 1.0 PF2 1.OD+1.00G +I.0PF2 1.0 D 1.0 CG 1.0 PF2 1.0 D 1.0 CG 1.0 PF2 1.0 D+ 1.0W1> 1.0 D 1.0 <W2 0.600D +1.0W1> D.600 D 1.0 <W2 1.0 D 1.0 CO 0.750 S; +0.750 Wl> 1.0D +1.000 +0.7505 +0.750 <W2 1.200 D 1.200 CG 0.200 S 1.0 EB> 0.700 EG+ 0.900 D 0.900 CG 1.0 EB> 0.700 EG- 1.200 D 1.200 CG 0.200 S 1.0 <EB 0.700 EG+ 0.900 D 0.900 CG 1.0 <EB 0.700 EG- 1.0 D 1.0 WPA1 D.600 D 1.0 WPA1 1.0 D 1.0 CG 0.750 S 0.750 WPA1 1.0 D +1.OWPD1 0.600 D 1.0 WPD1 1.0 D 1.0 CG 0.750 S 0.750 WPD1 1.0 D 1.0 WPA2 0.600 D 1.0 WPA2 1.0 D 1.0 CG 0.750 5 +0.750 WPA2 1.0D +1.0WPD2 D.600 D 1.0 WPD2 1.0 D 1.0 CG 0.750 S I+ 0.750 WPD2 Date: 11/9/2005 Time: 4 PM Page: 78 of 221 Country United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Not Reducible Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response S1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0.4759 Bracing Seismic Period: 0.2848 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor 1.3000 Brace Redundancy Factor 1 4000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. VPC Version .5.3b Description D CG S D +CG +S +SD D CO US1* D +CG *US1 D +CG +PF1(Span 1) D CG PF1(Span 6) D CG PHI (Span 1) D CG PHI (Span 6) D CG PF2(Spans 1 and 2) D CG PF2(Spans 2 and 3) D CG PF2(Spans 3 and 4) D CG PF2(Spans 4 and 5) D CG PF2(Spans 5 and 6) D Wl> D <W2 D +Wl> D <W2 D +CG +S +WI> D +CO +S <W2 D CG S EB> EG+ D CG EB> EG- D CG S <EB EG+ D CO <EB EG- D WPA1 D+ WPAI D +CG +S +WPA1 D WPD1 D WPDI D +CG +S +WPD1 D WPA2 D WPA2 D CG S WPA2 D WPD2 D WPD2 D CG S WPD2 VP BUILDINGS VAACO.PRUDEN 36 System Derived 1.000 1.0 D+ 1.0 WPB1 37 System Derived 1.000 0.600 D 1.0 WPB1 38 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB1 39 System Derived 1.000 1.0 D+ 1.0 WPC1 40 System Derived 1.000 0.600 D 1.0 WPCI 41 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC 1 42 System Derived 1.000 1.0 D 1.0 WPB2 43 System Derived 1.000 0.600 D 1.0 WPB2 44 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB2 45 System Derived 1.000 1.0 D 1.0 WPC2 46 System Derived 1.000 0.600 D 1.0 WPC2 47 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC2 Design Load Combinations Girt I No. I Origin I Factor I Application I 2 1 I System I 1.000 I1.0CG +1.0WI> CG +W1> System 1.000 1.0 CG 1.0 <W2 CG <W2 Deflection Load Combinations Purlin No. I Origin I Factor I Deflection I System 1.000 150 1.0 S 2 System 1.000 150 1.0 S 1.0 SD 3 System 1.000 150 1.0 US1* 4 System 1.000 150 1.0 *US1 Calculations Package Application D WPB1 D WPB1 D+CG +S +WPB1 D +WPC1 D WPC1 D +CG +S +WPCI D WPB2 D WPB2 D CG S WPB2 D WPC2 D WPC2 D CG S WPC2 S S SD US1* *US1 Date: 11/9/2005 Time: 4.03.31 PM Page: 79 of 221 Description Description Deflection Load Combinations Girt I No. Origin I Factor I Deflection I Application I Description 1 I System I 1.000 I 180 0.700 WI> IWl> 2 System 1.000 180 0.700 <W2 kW2 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO PRUDEN Wall: 1 Dimension Key 1 4' -0' L Calculations Package a usce pane 7 7 7 7 I i i i 2 3' 5 04 3 2'-4 3/16' VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 80 of 221 VP BUILDINGS VARCO PRUDEN Calculations Package Maximum Secondary Designs for Shape Transfer Station on Side 1 Detail I Exterior I Interior I Exterior Des Len Description Design LapI %I% I% UILapI %I %LdI %L.dILap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb W Cs (in.) 1,1 I 16.00 8.50x0.073 Z Sim I Yes Yes 10 0 I I I I 0 0 0. 0 0.98 0.00 5 I I I I 2,1 16.00 8.50x0.082 Z Sim Maximum Secondary Deflections for Shape Transfer Station on Side 1 Design Id Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I 1 1 0.46 2 1 I 0.49 (L/389) I 88..0000 I 0 Description VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 81 of 221 VP BUILDINGS VARCOPRUDEN Wall: 2 Dimension Key 1 1-4 1/2' 2 4' -0" 3 3' 5 1/4' 4 3' -2' 5 5 3/4' 6 3' -2 1/2' norm OPEN Calculations Package I 99 9 1 I �1 711 717 4f I 1'/ I 71 7 I 'Z I 9Q? 71 717 I 1 Q�3 3Q_i 912,1 70 7 1 7,f]�_,14 9 11 1,i 7 q "s 6' Hiah Conc Ct 70,1 91,f V.1_117' 9719" �d i 1 45'-411/1R" SECONDARY ELEVATION AT A 74L9' Date: 11/9/2005 Time: 4 PM Page: 82 of 221 X Y400;/" 31' -7 3/1F' Maximum Secondary Designs for Shape Transfer Station on Side 2 Detail Exterior Interior Exterior Des Len Description Design Lap Ld Lap U Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1 1 35.50 8.50x0.073 ZC Sim Nest Yes 0 0.99 0.00 0.99 0.00 1 2,1 35.50 8.50x0.082 Z Con Nest Yes 0 0.88 0.00 0.88 0.00 1 3,1 35.50 8.50x0.073 ZC Sim Nest Yes 0 0.97 0.00 0.97 0.00 1 4,1 35.50 8.50x0.082 Z Con Nest Yes 0 0.90 0.00 0.90 0.00 1 5,1 35.50 8.50x0.082 ZC Sim Nest Yes 0 0.98 0.00 0.98 0.00 1 6,1 35.50 8.50x0.082 Z Con Nest Yes 0 0.98 0.00 0.98 0.00 1 7,1 35.50 8.50x0.120 Z Con Nest Yes 0 0.91 0.00 0.91 0.00 1 8,1 4.17 8.50x0.059 C Sim Yes 0 0.02 0.08 0.09 0.00 1 9,1 4.17 8.50x0.059 C Sim Yes 0 0.19 0.16 0.25 0.00 5 10,1 4 17 8.50x0.059 C Sim Yes 0 0.02 0.10 0.10 0.00 1 11 1 3.21 8.50x0.059 C Sim Yes 0 0.00 0.00 0.00 0.00 1 12,1 3.75 8.50x0.059 Z Sim Yes 0 0.02 0.07 0.07 0.00 1 13,1 20.29 8.50x0.065 Z Sim Yes 0 0.95 0.00 0.95 0.00 1 14,1 3.67 8.50x0.059 Z Sim Yes 0 0.05 0.00 0.05 0.00 1 15,1 35.50 8.50x0.120 Z Con Nest Yes 0 0.97 0.00 0.97 0.00 1 16,1 35.50 8.50x0.105 ZC Sim Nest Yes 0 0.91 0.00 0.91 0.00 1 17,1 35.50 8.50x0.082 Z Con Nest Yes 0 1.00 0.00 1.00 0.00 1 18,1 8.18 8.50x0.059 Z Con Yes 12 0.86 0.37 0.93 0.00 1 0.52 0.20 0.56 0.00 1 12 18,2 24.75 8.50x0.059 Z Con Yes 12 0.52 0.24 0.57 0.00 1 12 0.81 0.46 0.93 0.00 1 0.55 0.25 0.61 0.00 1 12 18,3 24.75 8.50x0.059 Z Con Yes 24 0.55 0.30 0.63 0.00 1 18 0.82 0.55 0.99 0.00 1 0.60 0.28 0.66 0.00 1 18 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VAR CO- PRUDE Calculations Package 19,1 24 75 8.50x0.092 Z Con Yes 24 0.97 0.00 0.97 0.00 1 0.55 0.16 0.57 0.00 1 24 19,2 24 75 8.50x0.065 Z Con Yes 24 0.55 0.13 0.56 0.00 1 12 0.94 0.42 1.03 0.00 1 0.53 0.19 0.56 0.00 1 12 19,3 32.56 8.50x0.073 Z Con Yes 12 0.53 0.16 0.55 0.00 1 12 0.93 0.00 0.93 0.00 1 20,1 24 75 8.50x0.092 Z Con Yes 36 1.03 0.00 1.03 0.00 1 0.63 0.17 0.65 0.00 1 36 20,2 24 75 8.50x0.065 Z Con Yes 24 0.63 0.14 0.64 0.00 1 24 0.89 0.43 0.98 0.00 1 0.57 0.20 0.60 0.00 1 24 20,3 32.56 8.50x0.073 Z Con Yes 18 0.57 0.16 0.59 0.00 1 18 0.93 0.00 0.93 0.00 1 21,1 24.75 8.50x0.105 Z Con Yes 24 1.01 0.00 1.01 0.00 1 0.56 0.14 0.58 0.00 1 24 21,2 24 75 8.50x0.073 Z Con Yes 24 0.56 0.11 0.57 0.00 1 12 0.92 0.35 0.98 0.00 1 0.56 0.19 0.59 0.00 1 12 21,3 32.56 8.50x0.073 Z Con Yes 12 0.56 0.15 0.58 0.00 1 12 1.02 0.00 1.02 0.00 1 22,1 24 75 8.50x0.105 Z Con Yes 24 1.03 0.02 1.03 0.00 1 0.57 0.14 0.58 0.00 1 24 22,2 24 75 8.50x0.073 Z Con Yes 24 0.57 ,0.11 0.58 0.00 1 12 0.93 0.35 0.99 0.00 1 0.56 0.19 0.59 0.00 1 12 22,3 32.56 8.50x0.073 Z Con Yes 12 0.56 0.15 0.58 0.00 1 12 1.03 0.00 1.03 0.00 1 23,1 4.17 8.50x0.059 C Sim Yes 0 0.03 0.14 0.15 0.00 1 24 1 417 8.50x0.059 C Sim Yes 0 0.01 0.05 0.05 0.00 1 25,1 3.21 8.50x0.059 C Sim Yes 0 0.00 0.00 0.00 0.00 1 26,1 9 13 8.50x0.059 Z Sim Yes 0 0.28 0.00 0.28 0.00 1 27,1 24.75 8.50x0.120 Z Con Yes 36 0.97 0.02 0.97 0.00 1 0.58 0.12 0.59 0.00 1 36 27,2 24 75 8.50x0.073 Z Con Yes 24 0.58 0.10 0.59 0.00 1 12 0.95 0.38 1.03 0.00 1 0.55 0.17 0.58 0.00 1 12 27,3 32.56 8.50x0.082 Z Con Yes 12 0.55 0.14 0.57 0.00 1 12 0.95 0.00 0.95 0.00 1 28,1 24.75 8.50x0.092 Z Con Yes 18 0.95 0.00 0.95 0.00 1 0.50 0.13 0.52 0.00 1 18 28,2 24 75 8.50x0.065 Z Con Yes 24 0.50 0.13 0.52 0.00 1 12 0.92 0.45 1.03 0.00 1 0.62 0.12 0.64 0.00 1 12 28,3 32.56 8.50x0.105 Z Con Yes 36 0.62 0.12 0.64 0.00 1 36 0.98 0.00 0.98 0.00 1 29,1 32.56 8.50x0 105 Z Sim Yes 0 0.96 0.00 0.96 0.00 1 30,1 32.56 8.50x0 120 Z Sim Yes 0 1.01 0.00 1.01 0.00 1 31,1 32.56 8.50x0.073 ZC Sim Nest Yes 0 1.02 0.00 1.02 0.00 1 Maximum Secondary Deflections for Shape Transfer Station on Side 2 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case 1 1 2.14 (U191 18.38 0 2 1 2.02 (11203) 18.38 0 3 1 2.10 (U195) 18.38 0 4 1 2.06 (11199) 18.38 0 5 1 2.25 (11182) 18.38 0 6 1 2.25 (11182) 18.38 0 7 1 2.15 (11190) 18.38 0 9 1 0.00 1/7444 2.00 0 13 1 0.68 (11357) 10.00 0 15 1 2.28 (11180) 18.38 0 16 1 2.09 1/196 18.38 0 17 1 2.27 1/180 18.88 0 18 1 0.78 1/427 12.50 0 18 2 0.23 (111290) 40.25 0 18 3 0.53 (11558) 65.50 0 18 4 0.40 (11686) 91 75 0 19 1 0.95 (11312) 11.00 0 19 2 -0.10 1/3094 37 75 0 19 3 1.33 (11280) 67.00 0 20 1 0.91 (11328) 11.00 0 20 2 -0.16 (111886) 37 75 0 20 3 1.30 (11288) 67.00 0 21 1 0.99 1/299 11.00 0 21 2 -0.17 (1)1714) 3775 0 21 3 1 45 (1)258) 67.00 0 22 1 0.89 (11332) 11.00 0 22 2 -0.19 (111580) 37 75 0 22 3 1 44 (11259) 67.00 0 26 1 0.04 (1)2906) 4.50 0 27 1 0.95 (11312) 11.00 0 27 2 -0.21 (111445) 37 75 0 27 3 1 42 (11263) 67.00 0 28 1 0.87 (11340) 10.50 0 28 2 -0.15 (111999) 36.25 0 28 3 1.56 (11239) 67.00 0 29 1 1.84 (11203) 15.50 0 30 1 1.93 1/194 15.50 0 31 1 1.85 (11203) 15.50 0 Description VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 83 of 221 VP BUILDINGS VARCO PRUDEN Wall. 3 Dimension Key 1 1 5 1/2' /7 1_V 11 9 I 1�Q I 1�d 11 5 11 4 1ud 11,5 A 1 11 1_2_1. 11 _WO i 4 1 1 d 111 Al FO1 1 1131 I j3 13 2 4' -0' 99'_n' Calculations Package A4 41 Hiah Conc Curb I� 99 SECONDARY ELEVATION AT 10 3 3' 5 1/4' 4 3'-6' 'd A A 10.,1-1/7 /7 1 .4 1 /7 5 3'-4 1/4' 6 2' -6 3/4 Maximum Secondary Designs for Shape Transfer Station on Side 3 Detail Exterior Interior Exterior Des Len Description Design Lap Ld Lap Ld Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 7 44 8.50x0.059 C Sim Yes 0 0.16 0.05 0.17 0.00 1 2,1 7 44 8.50x0.059 C Sim Yes 0 0.46 0.24 0.52 0.00 1 3,1 3.50 8.50x0.059 Z Sim Yes 0 0.04 0.11 0.11 0.00 1 4,1 15.15 8.50x0.059 Z Con Yes 12 0.69 0.48 0.85 0.00 1 0.47 0.27 0.54 0.00 1 12 4,2 22.00 8.50x0.059 Z Con Yes 24 0.47 0.28 0.55 0.00 I 12 0.83 0.53 0.99 0.00 1 0.55 0.29 0.62 0.00 1 12 4,3 22.00 8.50x0.059 Z Con Yes 24 0.55 0.29 0.62 0.00 1 12 0.83 0.53 0.99 0.00 1 0.48 0.28 0.55 0.00 1 12 4 4 20.63 8.50x0.059 Z Con Yes 24 0.48 0.27 0.55 0.00 1 12 0.75 0.49 0.89 0.00 1 0.50 0.27 0.57 0.00 1 12 4,5 17.38 8.50x0.059 Z Con Yes 24 0.50 0.30 0.58 0.00 1 12 0.72 0.54 0.90 0.00 1 5,1 3.35 8.50x0.059 WD Sim Yes 0 0.00 0.00 0.00 0.00 1 6,1 22.00 8.50x0.105 Z Con Yes 36 0.98 0.06 0.98 0.00 1 0.73 0.14 0.75 0.00 1 36 6,2 22.00 8.50x0.073 Z Con Yes 24 0.73 0.18 0.75 0.00 1 18 0.64 0.59 0.87 0.00 1 0.53 0.24 0.58 0.00 1 18 6,3 22.00 8.50x0.059 Z Con Yes 24 0.53 0.22 0.57 0.00 1 12 0.85 0.56 1.02 0.00 1 0.51 0.30 0.60 0.00 1 12 6,4 20.63 8.50x0.059 Z Con Yes 24 0.51 0.29 0.59 0.00 1 12 0.82 0.54 0.98 0.00 1 0.55 0.30 0.62 0.00 1 12 6,5 17.38 8.50x0.059 Z Con Yes 24 0.55 0.32 0.64 0.00 1 12 0.80 0.59 0.99 0.00 1 7,1 8.33 8.50x0.059 C Sim Yes 0 0.68 0.58 0.89 0.00 1 8,1 20.00 8.50x0.059 C Sim Yes 0 0.61 0.00 0.61 0.00 1 9,1 7.33 8.50x0.059 Z Sim Yes 0 0.04 0.24 0.24 0.00 1 10,1 22.00 8.50x0.120 Z Con Yes 36 0.94 0.06 0.94 0.00 1 0.67 0.11 0.68 0.00 1 36 10,2 22.00 8.50x0.073 Z Con Yes 24 0.67 0.15 0.68 0.00 1 24 0.77 0.37 0.86 0.00 1 0.60 0.26 0.66 0.00 1 24 10,3 22.00 8.50x0.059 Z Con Yes 24 0.60 0.25 0.65 0.00 1 12 0.84 0.59 1.02 0.00 1 0.56 0.33 0.65 0.00 1 12 10,4 20.63 8.50x0.059 Z Con Yes 24 0.56 0.32 0.64 0.00 1 18 0.83 0.57 1.01 0.00 1 0.62 0.33 0.70 0.00 1 18 10,5 17.38 8.50x0.059 Z Con Yes 24 0.62 0.36 0.72 0.00 1 18 0.98 0.00 0.98 0.00 1 11,1 22.00 8.50x0.073 Z Con Yes 36 1.02 0.00 1.02 0.00 5 0.72 0.31 0.78 0.00 5 36 11,2 22.00 8.50x0.059 Z Con Yes 24 0.72 0.28 0.77 0.00 5 24 0.77 0.60 0.97 0.00 5 0.70 0.37 0.79 0.00 5 24 11,3 22.00 8.50x0.059 Z Con Yes 24 0.70 0.39 0.80 0.00 5 24 0.73 0.63 0.97 0.00 5 0.69 0.38 0.79 0.00 5 24 11 4 20.62 8.50x0.059 Z Con Yes 24 0.69 0.36 0.78 0.00 5 24 0.75 0.59 0.95 0.00 5 0.64 0.31 0.71 0.00 5 24 11,5 17.38 8.50x0.065 Z Con Yes 24 0.64 0.34 0.72 0.00 5 24 0.94 0.00 0.94 0.00 5 12,1 8.33 8.50x0.065 C Sim Yes 0 0.97 0.20 0.99 0.00 1 13,1 16.67 8.50x0.059 Z Con Yes 18 0.81 0.59 1.00 0.00 1 0.64 0.35 0.72 0.00 1 18 13,2 22.00 8.50x0.059 Z Con Yes 24 0.64 0.35 0.72 0.00 1 18 0.81 0.60 1.00 0.00 1 0.60 0.34 0.68 0.00 1 18 13,3 20.62 8.50x0.059 Z Con Yes 24 0.60 0.32 0.68 0.00 1 18 0.78 0.55 0.96 0.00 1 0.61 0.32 0.69 0.00 1 18 13,4 17.38 8.50x0.059 Z Con Yes 24 0.61 036 0.71 0.00 1 18 0.99 0.00 0.99 0.00 1 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 84 of 221 VP BUILDINGS VARCOPRUDEN Calculations Package Maximum Secondary Deflections for Shape Transfer Station on Side 3 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case 1 1 0.00 (1)4377) 4.00 0 2 1 0.05 (L/1677) 4.00 0 4 1 0.11 (U1592) 5.50 0 4 2 0.32 (1)814) 25.65 0 4 3 0.31 (1)843) 48.15 0 4 4 0.17 (1)1490) 69 15 0 4 5 0.31 (0672) 89 77 0 6 I 0.67 (1)365) 9 46 0 6 2 0.40 (1)656) 32.50 0 6 3 0.30 (1)888) 55.50 0 6 4 0.19 (U1272) 76.00 0 6 5 0.34 (1)619) 96.63 0 7 1 0.14 (1)720) 4.00 0 8 1 0.45 (1)539) 10.00 0 9 1 0.00 (116456) 4 46 0 10 1 0.44 (11558) 8.96 0 10 2 0.50 (1)524) 32.50 0 10 3 0.30 (1)887) 55.50 0 10 4 0.20 (1)1228) 76.00 0 10 5 0.36 (1)587) 96.63 0 11 1 0.61 (1)404) 10.46 0 11 2 0.21 (111241) 33.50 0 11 3 0.43 (1)615) 55.00 0 11 4 -0.18 (111412) 76.50 0 11 5 0.37 (1)568) 96.63 0 12 1 0.16 (1)628) 4.00 0 13 1 0.22 1/921 6.50 0 13 2 0.39 (11682) 27.67 0 13 3 -0.17 (1)1463) 49 17 0 13 4 0.36 (1)572) 69.29 0 Description VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 85 of 221 VP BUILDINGS VA RC 0 P RUD EN Wall. 4 -r. Dimension Key 1 4' -0' 2 3' 5 1/4' 3 2' 2" 4 1 -4 1/2' 5 I -0' T_Q" 141,9" Calculations Package 94'�q" 6' Hia one Curb 94 Yil l'_IP SECONDARY ELEVATION AT F 9TH' Maximum Secondary Designs for Shape Traisfer Station on Side 4 Detail Exterior Interior Exterior Des Len Description Design Lap Ld Lap Ld Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 9 13 8.50x0.059 Z Sim Yes 0 0.31 0.01 0.31 0.00 1 2,1 9 13 8.50x0.059 Z Sim Yes 0 0.33 0.01 0.33 0.00 1 3,1 9 13 8.50x0.059 Z Sim Yes 0 0.36 0.01 0.36 0.00 1 4,1 9 13 8.50x0.059 Z Sim Yes 0 0.39 0.01 0.39 0.00 1 5,1 7 75 8.50x0.059 Z Sim Yes 0 0.27 0.00 0.27 0.00 1 5,2 24 75 8.50x0.120 Z Con Yes 18 0.79 0.43 0.90 0.00 1 0.86 0.34 0.93 0.00 1 18 5,3 24 75 8.50x0.092 Z Con Yes 18 0.86 0.32 0.92 0.00 1 18 0.79 0.16 0.81 0.00 1 0.73 0.42 0.84 0.00 1 18 5,4 24 75 8.50x0.092 Z Con Yes 18 0.73 0.43 0.85 0.00 1 18 0.50 0.00 0.50 0.00 1 0.85 0.51 0.99 0.00 1 18 5,5 24 75 8.50x0.082 Z Con Yes 18 0.85 0.51 0.99 0.00 1 18 0.51 0.20 0.55 0.00 1 0.71 0.35 0.79 0.00 1 18 5,6 27 75 8.50x0.120 Z Con Yes 18 0.71 0.38 0.81 0.00 1 18 0.86 0.10 0.86 0.00 2 0.93 0.28 0.97 0.00 1 18 5,7 27 75 8.50x0.120 Z Con Yes 18 0.93 0.30 0.98 0.00 1 18 0.88 0.48 1.01 0.00 1 5,8 7 75 8.50x0.059 Z Sim Yes 0 0.27 0.00 0.27 0.00 1 6,1 33 19 G '13 1.19(p �36ksi) Yes 0 7,1 3319 CYS'x33.9 =36ksi Yes 0 8,1 22.00 C 15x339(F y :36ksi Yes 0 9,1 22.00 C 1 (Fp 36k .I Yes 0 10,1 C154.14.(Fx 36ks Yes 0 11 1 10.00 8.50x0.059 Z Sim Yes 0 0.19 0.00 0.19 0.00 1 11,2 24 75 8.50x0.059 Z Con Yes 18 0.87 0.47 0.99 0.00 1 0.62 0.27 0.67 0.00 1 18 11,3 24 75 8.50x0.059 Z Con Yes 18 0.62 0.27 0.68 0.00 1 18 0.86 0.49 0.99 0.00 1 0.65 0.31 0.72 0.00 1 18 11 4 24 75 8.50x0.059 Z Con Yes 24 0.65 .0.33 0.73 0.00 1 24 0.86 057 1.03 0.00 1 0.68 0.30 0.74 0.00 1 24 11,5 27 75 8.50x0.059 Z Con Yes 24 0.68 0.28 0.74 0.00 1 24 0.86 0.48 0.98 0.00 1 0.38 0.20 0.43 0.00 1 24 11,6 13.00 8.50x0.059 Z Con Yes 12 0.38 0.14 0.40 0.00 1 12 0.58 0.21 0.58 0.00 2 VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 86 of 221 VP BUILDINGS VRRCO- PRUDEN Calculations Package 12,1 0.72 8.50x0.082 C Sim Yes 0 13,1 33.19 C15x339,(F,--36ksi Yes 0 14,1 2.75 8.5 Z Sim Yes 0 0.01 0.05 0.05 0.00 1 15,1 2.75 8.50x0.059 Z Sim Yes 0 0.01 0.06 0.06 0.00 1 16,1 2.75 8.50x0.059 Z Sim Yes 0 0.01 0.06 0.06 0.00 1 17,1 22.00 +C 15x33:9'(Fy=36k4 Yes 0 18,1 2.75 8.50x0.059 Z Sim Yes 0 0.01 0.07 0.07 0.00 1 19,1 22.00 015x33.9 (F,=36ksi Yes 0 20,1 0.95 8.50x0.082 C Sim Yes 0 21,1 2.78 8.50x0.082 C Sim Yes 0 22,1 3.01 8.50x0.082 C Sim Yes 0 23,1 4.21 8.50x0.082 C Sim Yes 0 24,1 3.51 8.50x0.082 C Sim Yes 0 25,1 3319 C1Sx319(F, =36ksi Yes 0 26,1 25.00 C1543 :9- (Fp36ksi Yes 0 27,1 25.00 C15x339(F� =36ksi Yes 0 28,1 3.28 8.50x0.082 C Sim Yes 0 29 1 1.20 8.50x0.082 C Sim Yes 0 30,1 33.19 C 13x33 9 (Fy 36ksi Yes 0 31 1 25.00 C1Sz33.9,(F, 36ksi Yes 0 32,1 25.00 0;15x33 0,(Fy 6ksi Yes 0 33,1 0.97 8.50x0.082 C Sim Yes 0 Maximum Secondary Deflections for Shape Transfer Station o 1 Side 4 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case 1 1 0.00 (113123) 4.00 0 2 1 0.03 (112871) 4.00 0 3 I 0.04 (U2640) 4.00 0 4 1 0.04 (U2440) 4.00 0 5 1 0.00 (113503) 4.00 0 5 2 1.21 (11245) 18.25 0 5 3 -0.12 (112478) 36.50 0 5 4 0.39 (11755) 69.25 0 5 5 0.33 (11889) 94.50 0 5 6 0.14 1/2310 117.25 0 5 7 1.66 (11200) 151.00 0 5 8 0.00 (113505) 166.25 0 6 1 7.57 1/53 16.50 0 7 1 7.51 (1/53) 16.50 0 8 1 0.72 (11364) 11.00 0 9 1 0.95 (11279) 11.00 0 11 1 0.00 (113904) 5.00 0 11 2 0.65 (11460) 20.50 0 11 3 0.35 (11853) 47.25 0 11 4 0.43 1/683 71.50 0 11 5 0.63 (11531) 98.75 0 11 6 -0.09 (111782) 116.50 0 13 1 7.51 (1153) 16.50 0 17 1 0.72 (1/365) 11.00 0 19 1 0.95 (11279) 11.00 0 25 1 8.41 (1/47) 16.50 0 26 1 1.05 1/286 12.50 0 27 1 0.96 1/312 12.50 0 30 1 8.46 (1/47) 16.50 0 31 1 1.05 (11286) 12.50 0 32 1 0.96 1/312 12.50 0 Description VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 87 of 221 VP BUILDINGS VARCO- PRUDEN VP BUILDINGS VARCO -P RUMEN Calculations Package Door Jamb Design For Job CA0501692 -01 Page: of 22' x 28' Roll -Up Door Date: 11/1/05 (Ref 9th Edition AISC) Rev 2 8/26/2003 Designer KPT Cntr• CA Hot Rolled Jamb Design A 22 Door Width (ft) 28 Door Height (ft) 33.19' 33.19 Door Jamb Length (ft) 4 17 Unbraced Length (ft) 6160. Total Door Weight (Ibs) 'I 24 Drum Width (in) Mmax 688 in -k Wind (3.7 kip (18 inches) (from VPC) (60% Door Wt.) Allowable Stress Increase 1.00 Try I C15 x 33.9 V I Fy 36 KSI Cc= 2n 126.10 Fy f 3.696 k 9.96 in z F 16.34 KSI (E2 1) fb 755 in -k 42 in Fb 12 x 10 Cb 50 04 x 6.79 0.37 16.34x1 17.96 21.6x1 0.37 KSI Use C15 x 33 9 Fy 36 KSI A 28' I V 755 in -k S 42 in A 9.96 in r 5.62 in r 0.904 in I 315.0 in d /A 6.79 Cb 1.0 Kl /r 70.87 Kl 55.35 17.96 KSI 21.60 KSI 5. 0.60 Fy 0.85 (H1 -3) 22' VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 88 of 221 VP BUILDINGS VAACO -PRU DEN VP BUILDINGS VARCO- PRUCEN Hot Rolled Jamb Desian A 25 Door Width (ft) 28 Door Height (ft) 33.19' 33.19 Door Jamb Length (ft) 4 17 Unbraced Length (ft) 7000 Total Door Weight (Ibs) r' 24 Drum Width (in) Try C15 x 33.9 V Page: of 25' x 28' Roll -Up Door Date: 11/1/05 (Ref 9th Edition AISC) Rev 2 8/26/2003 Designer KPT Cntr CA Mmax 769 in -k Wind 4.2 kip 18 inches (from VPC) (60% Door Wt.) Allowable Stress Increase 1.00 Cc 2 n E F Door Jamb Design For Job CA0501692 -01 F 36 KSI 126.10 Calculations Package f 4.2 k 9.96 in F 16.34 KSI (E2 -1) fb 845 in -k 42 in Fb 12 x 10 Cb 50.04 x 6.79 0.42 16.34x1 21.6x1 0 42 KSI 20.11 KSI 21.60 KSI 0.60 F 2011 0.96 (H13) Use C15 x 33 9 Fy 36 KSI 25' r 1 r 28' 845 in -k r S 42 in A 9.96 in r 5.62 in r 0.904 in I 315.0 in d /A 6.79 Cb 1.0 Kl /r 70.87 Kl 55.35 VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 89 of 221 VP BUILDINGS VARCO -PRU DEN Wall: 5 f' Dimension Key 1 1-4 1/2' c/,1)4X/ 51 S7 S1 I CA S1 I C7 C9 CA A9 Ad z7 /71 I 7 I 11 19 911_7 1 /7" 2 1 5 1/2' 3 4'-0' Calculations Package 97_0. 77_0. SECONDARY ELEVATION AT 1 4 3' 5 1/4' 5 3'4 1/4' 191 FO1 191 1 3 I 1 d 94 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 90 of 221 6 3' -6' 7 2' -6 3/4 Maximum Secondary Designs for Shape Tra isfer Station on Side 5 Detail Exte for Interior Exterior Des Len Description Design Lap Ld Lap Ld Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 22.00 8.50x0.065 Z Con Yes 18 0.97 0.00 0.97 0.00 1 0.58 0.28 0.64 0.00 1 18 1,2 22.00 8.50x0.059 Z Con Yes 24 0.58 0.25 0.63 0.00 1 12 0.85 0.51 1.00 0.00 1 0.51 0.27 0.58 0.00 1 12 1,3 22.00 8.50x0.059 Z Con Yes 18 0.51 0.29 0.58 0.00 1 12 0.75 0.52 0.92 0.00 1 0.48 0.28 0.56 0.00 1 12 1 4 15.15 8.50x0.059 Z Con Yes 12 0.48 0.27 0.55 0.00 1 12 0.72 0.49 0.87 0.00 1 2,1 22.00 8.50x0.065 Z Con Yes 36 1.03 0.00 1.03 0.00 1 0.66 0.31 0.73 0.00 1 36 2,2 22.00 8.50x0.059 Z Con Yes 24 0.66 0.28 0.71 0.00 1 24 0.78 0.51 0.93 0.00 1 0.48 0.21 0.53 0.00 1 24 2,3 22.00 8.50x0.073 Z Con Yes 24 0.48 0.23 0.54 0.00 1 18 0.65 0.60 0.88 0.00 1 0.74 0.18 0.76 0.00 1 18 2,4 22.00 8.50x0.105 Z Con Yes 36 0.74 0.14 0.76 0.00 1 36 0.97 0.06 0.97 0.00 1 3,1 22.00 8.50x0.073 Z Con Yes 36 0.84 0.39 0.92 0.00 1 0.65 0.28 0.70 0.00 1 36 3,2 22.0C 8.50x0.059 Z Con Yes 24 0.65 0.25 0.69 0.00 1 12 0.83 0.58 1.01 0.00 1 0.56 0.32 0.65 0.00 1 12 3,3 16.67 8.50x0.059 Z Con Yes 12 0.56 0.34 0.66 0.00 1 12 0.82 0.61 1.02 0.00 1 4,1 22.00 8.50x0.073 Z Con Yes 36 0.94 0.00 0.94 0.00 1 0.62 0.27 0.68 0.00 1 36 4,2 22.00 8.50x0.059 Z Con Yes 24 0.62 0.24 0.67 0.00 1 12 0.76 0.54 0.93 0.00 1 0.55 0.23 0.60 0.00 1 12 4,3 22.00 8.50x0.073 Z Con Yes 24 0.55 0.26 0.61 0.00 1 24 0.59 0.62 0.85 0.00 1 0.68 0.15 0.70 0.00 1 24 4,4 22.00 8.50x0.120 Z Con Yes 36 0.68 0.11 0.69 0.00 1 36 0.93 0.06 0.93 0.00 1 5,1 22.00 8.50x0.073 Z Con Yes 36 1.02 0.00 1.02 0.00 5 0.74 0.31 0.80 0.00 5 36 5,2 22.00 8.50x0.059 Z Con Yes 24 0.74 0.28 0.79 0.00 5 18 0.78 0.61 0.99 0.00 5 0.63 0.36 0.72 0.00 5 18 5,3 22.00 8.50x0.059 Z Con Yes 18 0.63 0.36 0.72 0.00 5 18 0.78 0.61 0.99 0.00 5 0.73 0.28 0.79 0.00 5 18 5,4 22.00 8.50x0.073 Z Con Yes 36 0.73 0.31 0.80 0.00 5 36 1.01 0.00 1.01 0.00 5 6,1 8.33 8.50x0.065 C Sim Yes 0 0.97 0.20 0.99 0.00 I 7,1 7 44 8.50x0.059 C Sim Yes 0 0.46 0.24 0.52 0.00 1 8,1 7 44 8.50x0.059 C Sim Yes 0 0.16 0.05 0.17 0.00 1 9,1 3.50 8.50x0.059 Z Sim Yes 0 0.04 0.11 0.11 0.00 1 10,1 3.35 8.50x0.059 WD Sim Yes 0 0.00 0.00 0.00 0.00 1 11 1 8.33 8.50x0.059 C Sim Yes 0 0.68 0.58 0.89 0.00 1 12,1 20.00 8.50x0.059 C Sim Yes 0 0.61 0.00 0.61 0.00 1 13,1 7.33 8.50x0.059 Z Sim Yes 0 0.04 0.24 0.24 0.00 1 VP BUILDINGS VARCO PRUDEN Calculations Package Maximum Secondary Deflections for Shape Transfer Station on Side 5 Design Id Segment Deflection(in.) Ratio i Location(ft) Load Case 1 1 0.54 (11455) 10.38 0 1 2 0.18 (111456) 33.50 0 1 3 0.36 (11729) 55.00 0 1 4 0.11 (111627) 75.50 0 2 1 0.52 (11479) 10.38 0 2 2 0.13 (111979) 33.00 0 2 3 0.43 (11609) 55.00 0 2 4 0.67 (11365) 78.50 0 3 1 0.55 (1/454) 9.88 0 3 2 0.25 (111044) 33.50 0 3 3 0.27 (11750) 53.50 0 4 1 0.58 (11427) 10.38 0 4 2 0.14 (111880) 33.00 0 4 3 0.54 (11486) 55.50 0 4 4 0.44 (11561) 79.00 0 5 1 0.61 (11406) 9.88 0 5 2 0.28 (11956) 33.50 0 5 3 0.28 (11936) 54.50 0 5 4 0.60 (11408) 78.00 0 6 1 0.16 (U628) 4.00 0 7 1 0.05 (111677) 4.00 0 8 1 0.00 (114377) 4.00 0 11 1 0.14 (11720) 4.00 0 12 1 0.45 (11539) 10.00 0 13 1 0.00 (1)6454) 3.00 0 Description VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 91 of 221 VP BUILDNGS VARCO- PRUDEN Wall: 6 Dimension Key 1 4'-0' 2 3' 5 1/4' 3 2'-4 3/16' 4 5 3/4' 5 3'-2 1/2' I/ Q Q V N�V �i/ \VNV\III// \f/ \V /I~ C II al Cull! Hion Conc Cu P,I Maximum Secondary Designs Des Len Id (ft) 1,1 24.69 8.50x0.082 ZC Sim Nest 2,1 24.69 8.50x0.082 ZC Sim Nest 3,1 24.698.50x0.092 ZC Sim Nest 4,1 4 17 8.50x0.059 C Sim 5,1 3.21 8.50x0.059 C Sim 6,1 24.69 8.50x0.092 ZC Sim Nest 7,1 24.69 8.50x0.073 ZC Sim Nest Description Maximum Secondary Deflections for Shape Transfer Station on Side 6 I Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I 1 1 1.07 (11277) 12.50 0 2 1 1 17 (11253) 12.50 0 3 1 1 12 (U264) 12.50 0 6 1 1.22 (V244) 12.50 0 7 1 1.07 (11278) 12.50 0 VPC File:CA0501692 -010E1 vpc Calculations Package 7d' SECONDARY ELEVATiON AT B for Shape Transfer Station on Side 6 Detail I Exterior I Interior I Exterior I Design Lap Ld Lap U Ld La Status (in.) Bnd Shr Cmb Wcp Cs (in.) I Bnd Shr Cmb Wcp Cs I Bnd Shr Cmb I Wep Cs (in.) Yes 0 0.89 0.00 0.89 0.00 5 Yes 0 0.98 0.00 0.98 0.00 1 Yes 0 0.93 0.00 0.93 0.00 1 Yes 0 0.01 0.05 0.05 0.00 1 Yes 0 0.00 0.00 0.00 0.00 1 Yes 0 1.01 0.00 1.01 0.00 1 Yes 0 0.94 0.00 0.94 0.00 1 Description VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 92 of 221 VP BUILDINGS VARCO- PRUDEN Calculations Package Date: 11/9/2005 Time: 4 PM Page: 94 of 221 Maximum Secondary Designs for Shape Tra_.sfer Station on Side A Detail Exterior Interior Exterior Des Len Description Design Lap Ld Lap Ld Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 22.00 8.50x0.105 Z Con Yes 36 1.03 0.00 1.03 0.00 16 0.70 0.13 0.70 0.00 16 36 1,2 22.00 8.50x0.082 Z Con Yes 36 0.70 0.11 0.70 0.00 16 12 0.43 0.00 1.01 0.00 16 0.60 0.15 0.60 0.00 16 12 1,3 22.00 8.50x0.082 Z Con Yes 24 0.56 0.22 0.60 0.00 3 24 0.78 0.33 0.84 0.00 3 0.62 0.25 0.89 0.94 3 24 1 4 20.63 8.50x0.082 Z Con Yes 18 0.62 0.23 0.89 0.94 3 12 0.82 0.57 1.00 0.00 3 0.54 0.22 0.82 0.90 3 12 1,5 17.38 8.50x0.082 Z Con Yes 18 0.54 0.23 0.82 0.90 3 18 0.79 0.00 0.79 0.00 16 2,1 10.40 8.50x0.059 Z Sim Yes 0 0.05 0.07 0.52 0.76 3 3,1 22.00 8.50x0.082 Z Con Yes 24 0.94 0.42 1.03 0.00 3 0.73 0.24 0.96 0.96 3 24 3,2 22.00 8.50x0.082 Z Con Yes 36 0.73 0.22 0.96 0.96 3 18 1.00 0.26 1.00 0.00 16 0.59 0.20 0.82 0.85 3 18 3,3 22.0C 8.50x0.082 Z Con Yes 24 0.59 0.21 0.82 0.85 3 12 0.87 0.38 0.95 0.00 3 0.58 0.21 0.82 0.85 3 12 3,4 20.63 8.50x0.082 Z Con Yes 18 0.58 0.20 0.82 0.85 3 12 0.88 0.36 0.95 0.00 3 0.54 0.22 0.82 0.91 3 12 3,5 17.38 8.50x0.073 Z Con Yes 18 0.54 0.23 0.82 0.91 3 12 0.99 0 40 0.99 0.00 16 4,1 4 75 8.50x0.059 C Sim Yes 0 0.12 0.11 0.17 0.00 16 5,1 22.00 8.50x0.092 ZS3 Con Yes 36 0.66 0.02 0.96 0.00 16 0.84 0.17 0.84 0.00 16 36 5,2 22.00 8.50x0.082 ZS3 Con Yes 36 0.86 0.15 0.86 0.00 16 18 0.89 0.48 1.01 0.00 3 0.64 0.13 0.64 0.00 16 18 5,3 22.00 8.50x0.092 Z Con Yes 24 0.63 0.14 0.63 0.00 16 18 0.48 0.00 1.00 0.00 3 0.35 0.12 0.64 0.00 3 18 5,4 20.63 8.50x0.082 Z Con Yes 18 0.64 0 13 0.64 0.00 16 12 1.03 0.36 1.03 0.00 16 0.54 0.22 0.82 0.90 3 12 5,5 17.38 8.50x0.082 Z Con Yes 18 0.54 0.23 0.82 0.90 3 12 0.82 0.28 0.82 0.00 16 6,1 10.40 8.50x0.059 Z Sim Yes 0 0.05 0.07 0.52 0.76 3 7 1 4 75 8.50x0.059 C Sim Yes 0 0.12 0.11 0.17 0.00 16 8,1 22.00 8.50x0.092 Z Con Yes 36 0.96 0.23 0.96 0.00 16 0.75 0.23 0.96 0.93 3 36 8,2 22.00 8.50x0.082 Z Con Yes 36 0.75 0.20 0.96 0.93 3 18 0.89 0.48 1.01 0.00 3 0.64 0.23 0.91 0.96 3 18 8,3 22.00 8.50x0.082 Z Con Yes 24 0.64 0.24 0.91 0.96 3 18 0.88 0.38 0.95 0.00 3 0.64 0.24 0.91 0.96 3 18 8,4 20.63 8.50x0.082 Z Con Yes 18 0.64 0.23 0.91 0.96 3 12 1.02 0.36 1.02 0.00 16 0.54 0.22 0.82 0.90 3 12 8,5 17.38 8.50x0.082 Z Con Yes 18 0.54 0.23 0.82 0.90 3 12 0.82 0.28 0.82 0.00 16 9,1 10.40 8.50x0.059 Z Sim Yes 0 0.05 0.07 0.52 0.76 3 10,1 22.00 8.50x0.092 ZS3 Con Yes 36 0.68 0.02 1.02 0.00 16 0.80 0.15 0.80 0.00 16 36 10,2 22.0C 8.50x0.082 Z Con Yes 36 0.81 0.13 0.81 0.00 16 36 0.78 0.34 0.85 0.00 3 0.64 0.14 0.64 0.00 16 36 10,3 22.00 8.50x0.082 Z Con Yes 24 0.64 0.15 0.64 0.00 16 18 1.03 0.00 0.93 0.00 11 0.64 0.24 0.69 0.00 3 18 10,4 20.63 8.50x0.082 Z Con Yes 18 0.69 0.17 0.69 0.00 16 18 0.90 0.49 1.02 0.00 3 0.64 0.16 0.64 0.00 16 18 10,5 17.38 8.50x0.082 ZS3 Con Yes 18 0.63 0.18 0.63 0.00 16 12 0.10 0.00 0.52 0.00 1 11 1 4.03 8.50x0.059 C Sim Yes 0 0.13 0.12 0.18 0.00 3 12,1 10.40 8.50x0.059 Z Sim Yes 0 0.05 0.07 0.52 0.76 3 13,1 22.00 8.50x0.082 Z Con Yes 18 0.99 0.03 0.99 0.00 3 0.59 0.21 0.81 0.82 3 18 13,2 22.00 8.50x0.082 Z Con Yes 36 0.59 0.19 0.81 0.82 3 12 1.01 0.30 1.01 0.00 16 0.53 0.22 0.78 0.85 3 12 13,3 22.00 8.50x0.073 Z Con Yes 24 0.53 0.23 0.78 0.85 3 12 0.78 0.41 0.88 0.00 3 0.53 0.23 0.78 0.85 3 12 13,4 20.63 8.50x0.082 Z Con Yes 18 0.53 0.22 0.78 0.85 3 12 0.79 0.39 0.89 0.00 3 0.50 0.24 0.79 0.90 3 12 13,5 17.38 8.50x0.065 Z Con Yes 18 0.50 0.25 0.79 0.90 3 12 0.81 0.54 0.97 0.00 3 14,1 22.00 8.50x0.065 Z Con Yes 24 0.04 0.06 0.69 1.01 3 0.60 0.29 0.88 0.95 3 24 14,2 22.00 8.50x0.082 Z Con Yes 36 0.60 0.26 0.88 0.95 3 12 0.79 0.51 0.94 0.00 3 0.52 0.28 0.83 0.95 3 12 14,3 22.00 8.50x0.059 Z Con Yes 24 0.52 0.30 0.83 0.95 3 12 0.78 0.54 0.95 0.00 3 0.53 0.30 0.83 0.95 3 12 14,4 20.63 8.50x0.082 Z Con Yes 18 0.53 0.28 0.83 0.95 3 12 0.79 0.51 0.94 0.00 3 0.46 0.27 0.77 0.90 3 12 14,5 17.38 8.50x0.059 Z Con Yes 12 0.46 0.28 0.77 0.90 3 12 0.02 0.33 0.63 0.93 3 15,1 22.00 8.50x0.092 Z Con Yes 12 0.30 0.00 0.98 0.00 16 0.18 0.06 0.59 0.00 16 12 15,2 22.00 8.50x0.082 Z Con Yes 36 0.36 0.07 0.36 0.00 16 12 0.81 0.32 0.81 0.00 16 0.38 0.20 0.60 0.68 3 12 15,3 22.00 8.50x0.059 Z Con Yes 24 0.38 0.21 0.60 0.68 3 12 0.89 0.00 0.81 0.00 5 0.37 0.21 0.59 0.67 3 12 15,4 20.63 8.50x0.082 Z Con Yes 18 0.37 0.20 0.59 0.67 3 12 0.67 0.29 0.67 0.00 16 0.29 0.08 0.29 0.00 16 12 15,5 17.38 8.50x0.082 Z Con Yes 12 0.04 0.02 0.60 0.00 I 12 0.06 0.00 1.02 0.00 1 16,1 22.0C 8.50x0.065 Z Sim Yes 0 0.88 0.00 0.88 0.00 3 16,2 22.00 8.50x0.065 Z Sim Yes 0 1.02 0.00 1.02 0.00 3 16,3 22.00 8.50x0.065 Z Sim Yes 0 1.02 0.00 1.02 0.00 3 16,4 20.63 8.50x0.065 Z Sim Yes 0 0.90 0.00 0.90 0.00 3 16,5 17.38 8.50x0.059 Z Sim Yes 0 0.66 0.00 0.66 0.00 3 17 1 4 75 8.50x0.059 C Sim Yes 0 0.13 0.12 0.18 0.00 16 18,1 10.40 8.50x0.059 Z Sim Yes 0 0.02 0.24 0.49 0.72 3 19 1 4 75 8.50x0.059 C Sim Yes 0 0.13 0.12 0.18 0.00 16 20,1 10.40 8.50x0.059 Z Sim Yes 0 0.02 0.24 0.49 0.72 3 21,1 4 75 8.50x0.059 C Sim Yes 0 0.13 0.12 0.18 0.00 16 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VA RCO- PRUDEN Calculations Package Maximum Secondary Deflections for Shape Transfer Station on Side A Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 -0.66 (U373) 10.46 0 1 2 -0.35 (L/761) 33.50 0 1 3 -0.48 1/546 55.00 0 1 4 -0.36 (1/689) 76.50 0 1 5 -0.30 (11647) 96.13 0 2 1 -0.05 1/2127 5.96 0 3 1 -0.80 (11309) 10.46 0 3 2 -0.36 (11737) 33.50 0 3 3 -0.57 0463) 55.00 0 3 4 -0.36 (1/688) 76.50 0 3 5 -0.30 (11659) 95.63 0 4 1 0.00 (1/8757) 2.50 0 5 1 -0.74 (L/335) 10.46 0 5 2 -0.32 (1/827) 33.50 0 5 3 -0.47 (1/560) 55.00 0 5 4 -0.36 (11683) 76.50 0 5 5 -0.26 (11762) 96.13 0 6 1 -0.05 (1/2127) 5.96 0 7 1 0.00 (1/8757) 2.50 0 8 1 -0.78 (1/314) 10.46 0 8 2 -0.39 (1/683) 33.50 0 8 3 -0.55 (11476) 55.00 0 8 4 -0.39 (11630) 76.50 0 8 5 -0.30 (11664) 96.13 0 9 1 -0.05 (112127) 5.96 0 10 1 -0.73 (11339) 10.46 0 10 2 -0.23 (1/1146) 33.50 0 10 3 -0.51 (1/516) 55.00 0 10 4 -0.35 (117.16) 76.50 0 10 5 -0.26 1/770 96.13 0 11 1 0.00 (118330) 2.50 0 12 1 -0.05 (112127) 5.96 0 13 1 -0.69 (1/355) 10.46 0 13 2 -0.30 (1/871) 33.50 0 13 3 -0.48 (1/546) 55.00 0 13 4 -0.29 (1/848) 76.50 0 13 5 -0.28 (11707) 96.13 0 14 1 -0.60 (11409) 9.96 0 14 2 -0.23 (111130) 33.50 0 14 3 -0.41 (1/639) 55.00 0 14 4 -0.23 (111054) 76.50 0 14 5 -0.24 (1/827) 96.13 0 15 1 -0.32 (1/780) 10.46 0 15 2 -0.19 (111374) 33.50 0 15 3 -0.28 (1/944) 55.00 0 15 4 -0.17 111445) 76.50 0 15 5 -0.12 1/1658 96.13 0 16 1 -0.66 (11376) 11.96 0 16 2 -0.87 (11302) 33.00 0 16 3 -0.87 (11302) 55.00 0 16 4 -0.67 (11367) 76.50 0 16 5 -0.30 (11666) 94.63 0 17 1 0.00 (118330) 2.50 0 18 1 -0.06 (111764) 4.50 0 19 1 0.00 (118330) 2.50 0 20 1 -0.06 1/1764 4.50 0 21 1 0.00 (118330) 2.50 0 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 95 of 221 VP BUILDINGS VARCO- PRUDEN IIG1P Roof: A NOTE TO DETAIZER: Add EPC 3 at eave purlin and firstpurlin run uphill from eave purlins AT1'4 rr. f ref (c L ra (2..e /^4 G't,S eta rt. ra GT vim. f tr!°° jrs. C l- c, I 1A1 I 1.4,1 f- F .I 1/i 116a ci) I 1�, 1 I. I\ '1 7 i I comp) IIG-o I/ 59 5,2(comp) z7 9 1_D 9 R9 Calculations Package 7 \I 142 I s 79'_0' I. 4frz, 4r7>A 1/:1 11 i 143 14 14 z 1Ri fwd I 144 I x x L 7Q' -71" VPC File:CA0501692 -010E1 vpc VPC Version .5.3b 11 1d 1d 145 I 1 1 1 14 5 1 16_5 P 12_4_117 Date: 11/9/2005 Time: 4.03.31 PM Page: 93 of 221 II I*' VP BUILDINGS VARCO•PRUDEN Roof: B I I L1P NOTE TO DETAILER: Add EPC 3 at eave purlin and first purlin run uphill from eave purlins A77fi G I-1 pIer 7fi-Na c ja Co1T7Ci t rc rCe.ee-le. r Calculations Package 4F,4 14 d t4 54 6,4(comp) 4 f I ;4. 9 1 1 n 15 1'_ 1 7' 7f1_71 77'_)' 77'_n• 911.,6_1/1" I VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time:4.03.31 PM Page: 96 of 221 0 I/ tad ----I 19,4f5ojnp) Z I I l `4M1 I 71 9 I N91 1Z I 7 I 'f1'''A 74 7 9YR I 74 d I /741 737 774 I 74 I 7• 1 74 7 911 N. I II /a 74 d I/ r 4 1 3a 7 I 3a 1 \I II tin 7,1 a I' 247 I I 73 11 I 23 1 93 7 I 23 I 9 3 4 t T 2 757 1 :F. 7. I 7S 1 1 f_412' III VP BUILDINGS VARCO- PRUDEN Calculations Package Date: 11/9/2005 Time: 4.03.31 PM Page: 97 of 221 Maximum Secondary Designs for Shape Tra isfer Station on Side B Detail Exterior Interior Exterior Des Len Description Design Lap Ld Lap Ld Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wet) Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 17.38 8.50x0.073 Z Con Yes 12 0.91 0.00 0.91 0.00 16 0.55 0.25 0.84 0.94 4 12 1,2 20.63 8.50x0.073 Z Con Yes 24 0.55 0.24 0.84 0.94 4 18 0.97 0.32 0.97 0.00 16 0.63 0.25 0.92 0.99 4 18 1,3 22.00 8.50x0.073 Z Con Yes 24 0.63 0.26 0.92 0.99 4 24 0.80 0.46 0.92 0.00 4 0.63 0.26 0.68 0.00 4 24 1,4 22.00 8.50x0.073 Z Con Yes 24 0.63 0.25 0.68 0.00 4 18 0.42 0.00 1.00 0.00 16 0.71 0.11 0.71 0.00 16 18 1,5 22.00 8.50x0.105 Z Con Yes 36 0.70 0.13 0.70 0.00 16 36 1.02 0.00 1.02 0.00 16 2,1 10.40 8.50x0.059 Z Sim Yes 0 0.02 0.05 0.49 0.73 4 3,1 17.38 8.50x0.065 Z Con Yes 12 0.99 0.00 0.99 0.00 16 0.62 0.26 0.93 1.03 4 12 3,2 20.63 8.50x0.082 Z Con Yes 24 0.62 0.26 0.93 1.03 4 24 0.92 0.37 0.99 0.00 4 0.66 0.24 0.93 0.98 4 24 3,3 22.00 8.50x0.073 Z Con Yes 24 0.66 0.25 0.93 0.98 4 12 1.00 0.00 1.00 0.00 4 0.65 0.25 0.92 0.97 4 12 3,4 22.00 8.50x0.082 Z Con Yes 24 0.65 0.24 0.92 0.97 4 24 1.01 0.26 1.01 0.00 16 0.75 0.22 0.98 0.97 4 24 3,5 22.00 8.50x0.082 Z Con Yes 24 0.75 0.24 0.98 0.97 4 24 1.00 0.05 1.00 0.00 16 4,1 4 75 8.50x0.059 C Sim Yes 0 0.13 0.12 0.18 0.00 4 5,1 10.40 8.50x0.059 Z Sim Yes 0 0.02 0.05 0.49 0.73 4 6,1 17.37 8.50x0.082 Z Con Yes 12 0.82 0.28 0.82 0.00 16 0.55 0.23 0.83 0.92 4 12 6,2 20.63 8.50x0.073 Z Con Yes 24 0.55 0.22 0.83 0.92 4 12 0.90 0.49 1.03 0.00 4 0.64 0.13 0.64 0.00 16 12 6,3 22.00 8.50x0.092 Z Con Yes 24 0.35 0.12 0.65 0.00 15 18 0.48 0.00 1.03 0.00 15 0.56 0.17 0.59 0.00 4 18 6,4 22.0C 8.50x0.082 ZS3 Con Yes 24 0.59 0.12 0.59 0.00 16 12 0.96 0.26 0.96 0.00 16 0.71 0.11 0.71 0.00 16 12 6,5 22.00 8.50x0.105 ZS3 Con Yes 24 0.71 0.12 0.71 0.00 16 24 1.03 0.02 1.03 0.00 4 7,1 4 75 8.50x0.059 C Sim Yes 0 0.13 0.12 0.18 0.00 4 8,1 17.37 8.50x0.065 Z Con Yes 12 0.99 0.00 0.99 0.00 16 0.62 0.26 0.93 1.03 4 12 8,2 20.63 8.50x0.082 Z Con Yes 24 0.62 0.26 0.93 1.03 4 24 0.92 0.37 0.99 0.00 4 0.66 0.24 0.93 0.98 4 24 8,3 22.00 8.50x0.073 Z Con Yes 24 0.66 0.25 0.93 0.98 4 12 1.00 0.00 1.00 0.00 4 0.65 0.25 0.92 0.97 4 12 8,4 22.00 8.50x0.082 Z Con Yes 24 0.65 0.24 0.92 0.97 4 24 1.01 0.26 1.01 0.00 16 0.75 0.22 0.98 0.97 4 24 8,5 22.00 8.50x0.082 Z Con Yes 24 0.75 0.24 0.98 0.97 4 24 1.00 0.05 1.00 0.00 16 9,1 10.40 8.50x0.059 Z Sim Yes 0 0.02 0.05 0.49 0.73 4 10,1 17.37 8.50x0.065 Z Con Yes 12 0.73 0.56 0.92 0.00 4 0.58 0.23 0.86 0.94 4 12 10,2 20.63 8.50x0.082 Z Con Yes 24 0.58 0.25 0.86 0.94 4 24 0.93 0.37 1.00 0.00 4 0.67 0.24 0.94 0.99 4 24 10,3 22.00 8.50x0.073 Z Con Yes 24 0.67 0.25 0.94 0.99 4 12 0.99 0.00 0.99 0.00 4 0.65 0.25 0.92 0.97 4 12 10,4 22.00 8.50x0.082 Z Con Yes 24 0.65 0.24 0.92 0.97 4 24 1.01 0.26 1.01 0.00 16 0.75 0.22 0.98 0.97 4 24 10,5 22.00 8.50x0.082 Z Con Yes 24 0.75 0.24 0.98 0.97 4 24 1.00 0.05 1.00 0.00 16 11 1 17.38 8.50x0.073 Z Sim Yes 0 0.93 0.00 0.93 0.00 4 12,1 17.37 8.50x0.065 Z Con Yes 12 0.71 0.48 0.86 0.00 4 0.53 0.19 0.75 0.80 4 12 12,2 20.63 8.50x0.082 Z Con Yes 24 0.53 0.22 0.75 0.80 4 24 1.02 0.28 1.02 0.00 16 0.68 0.25 0.95 1.00 4 24 12,3 22.00 8.50x0.073 Z Con Yes 24 0.68 0.25 0.95 1.00 4 12 0.97 0.00 0.97 0.00 4 0.64 0.24 0.92 0.97 4 12 12,4 22.00 8.50x0.082 Z Con Yes 24 0.64 0.24 0.92 0.97 4 24 1.02 0.26 1.02 0.00 16 0.75 0.22 0.98 0.97 4 24 12,5 22.00 8.50x0.082 Z Con Yes 24 0.75 0.24 0.98 0.97 4 24 1.00 0.05 1.00 0.00 16 13,1 4 75 8.50x0.059 C Sim Yes 0 0.13 0.12 0.18 0.00 4 14,1 17.37 8.50x0.082 Z Con Yes 12 0.33 0.00 0.93 0.00 15 0.65 0.15 0.65 0.00 16 12 14,2 20.63 8.50x0.082 ZS3 Con Yes 24 0.64 0.15 0.64 0.00 16 24 0.94 0.38 1.02 0.00 4 0.76 0.19 0.76 0.00 16 24 14,3 22.00 8.50x0.073 Z Con Yes 24 0.77 0.18 0.77 0.00 16 12 0.87 0.51 1.01 0.00 4 0.64 0.24 0.69 0.00 4 12 14 4 22.00 8.50x0.082 ZS3 Con Yes 24 0.64 0.24 0.68 0.00 4 18 0.70 0.17 0.99 0.00 5 0.66 0.09 0.66 0.00 16 18 14,5 22.00 8.50x0.120 Z Con Yes 24 0.65 0.10 0.65 0.00 16 24 1.00 0.02 1.00 0.00 16 15,1 4 75 8.50x0.059 C Sim Yes 0 0.16 0.14 0.21 0.00 16 16,1 10.40 8.50x0.059 Z Sim Yes 0 0.02 0.05 0.49 0.73 4 17 1 17.37 8.50x0.059 Z Con Yes 12 0.94 0.44 0.94 0.00 16 0.48 0.24 0.74 0.82 4 12 17,2 20.63 8.50x0.065 Z Con Yes 24 0.48 0.24 0.74 0.82 4 18 0.78 0.49 0.92 0.00 4 0.61 0.28 0.92 1.01 4 18 17,3 22.00 8.50x0.065 Z Con Yes 24 0.61 0.29 0.92 1.01 4 18 0.86 0.52 1.01 0.00 4 0.58 0.29 0.89 0.99 4 18 17 4 22.00 8.50x0.065 Z Con Yes 24 0.58 0.28 0.89 0.99 4 12 0.97 0.36 0.97 0.00 16 0.65 0.25 0.92 0.96 4 12 17,5 22.00 8.50x0.073 Z Con Yes 24 0.65 0.27 0.92 0.96 4 24 1.01 0.33 1.01 0.00 16 18,1 4.75 8.50x0.059 C Sim Yes 0 0.16 0.15 0.22 0.00 16 19 1 17.37 8.50x0.059 Z Con Yes 12 0.49 0.26 0.49 0.00 16 0.27 0.05 0.27 0.00 16 12 19,2 20.63 8.50x0.120 Z Con Yes 24 0.01 0.00 0.59 0.00 11 24 0.29 0.00 1.03 0.00 5 0.30 0.05 0.82 0.00 5 24 19,3 22.00 8.50x0.059 Z Con Yes 24 0.33 0.08 0.34 0.00 4 18 0.74 0.50 0.90 0.00 4 0.37 0.15 0.40 0.00 4 18 19,4 22.00 8.50x0.082 ZS3 Con Yes 24 0.04 0.02 0.32 0.00 10 12 0.09 0.03 0.52 0.00 10 0.30 0.07 0 43 0.00 8 12 19,5 22.00 8.50x0.082 Z Con Yes 12 0.23 0.08 0.46 0.00 12 12 0.40 0.01 0.89 0.00 12 20,1 22.00 8.50x0.082 Z Con Yes 24 0.90 0.27 0.90 0.00 16 0.68 0.24 0.91 0.91 4 24 20,2 22.00 8.50x0.073 Z Con Yes 24 0.68 0.22 0.91 0.91 4 18 1.00 0.31 1.00 0.00 16 0.59 0.27 0.90 1.00 4 18 20,3 22.00 8.50x0.065 Z Con Yes 24 0.59 0.27 0.90 1.00 4 12 0.81 0.56 0.99 0.00 4 0.74 0.25 1.00 1.01 4 12 20,4 22.00 8.50x0.082 Z Con Yes 36 0.74 0.27 1.00 1.01 4 36 0.95 0.37 1.02 0.00 4 21,1 22.00 8.50x0.082 Z Con Yes 18 1.00 0.03 1.00 0.00 4 0.61 0.22 0.83 0.84 4 18 21,2 22.00 8.50x0.073 Z Con Yes 24 0.61 0.20 0.83 0.84 4 12 1.01 0.30 1.01 0.00 14 0.50 0.22 0.75 0.83 4 12 21,3 22.00 8.50x0.073 Z Con Yes 24 0.50 0.22 0.75 0.83 4 12 1.03 0.30 1.03 0.00 16 0.61 0.20 0.83 0.84 4 12 21 4 22.00 8.50x0.082 Z Con Yes 18 0.61 0.22 0.83 0.84 4 18 0.99 0.03 0.99 0.00 4 22,1 4.75 8.50x0.059 C Sim Yes 0 0.13 0.11 0.17 0.00 4 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUOEN Calculations Package Maximum Secondary Deflections for Shape Transfer Station on Side B Design Id Segment Deflection(in.) Ratio Location(ft) Load Case 1 1 -0.31 (L/634) 8.00 0 1 2 -0.32 (U776) 27.38 0 1 3 -0.53 (U496) 49.00 0 1 4 -0.34 U773) 70.50 0 1 5 -0.68 (U361) 93.50 0 2 1 -0.07 111734 5.50 0 3 1 -0.33 (11592) 8.00 0 3 2 -0.33 [1756) 27.38 0 3 3 -0.63 (11420) 49.00 0 3 4 -0.33 (LJ789) 70.50 0 3 5 -0.91 (11272) 93.50 0 4 1 0.00 (118177) 2.50 0 5 1 -0.07 (111734) 5.50 0 6 1 -0.29 (11672) 8.00 0 6 2 -0.40 (11612) 27.38 0 6 3 -0.52 (11510) 49.00 0 6 4 -0.39 (11677) 70.50 0 6 5 -0.74 (11332) 93.50 0 7 1 0.00 (118177) 2.50 0 8 1 -0.33 ([1592) 8.00 0 8 2 -0.33 (11756) 27.38 0 8 3 -0.63 (1/420) 49.00 0 8 4 -0.33 (11789) 70.50 0 8 5 -0.91 (11272) 93.50 0 9 1 -0.07 (111734) 5.50 0 10 1 -0.27 (1)721) 8.00 0 10 2 -0.37 (11677) 27.37 0 10 3 -0.62 (11428) 49.00 0 10 4 -0.34 (11781) 70.50 0 10 5 -0.90 (11273) 93.50 0 11 1 -0.48 0408) 9.00 0 12 1 -0.23 (U864) 7.50 0 12 2 -0.40 (11615) 27.38 0 12 3 -0.60 (11438) 49.00 0 12 4 -0.34 (U772) 70.50 0 12 5 -0.90 (11273) 93.50 0 13 1 0.00 (U8177) 2.50 0 14 1 -0.21 (0916) 7.50 0 14 2 -0.40 (11620) 27.38 0 14 3 -0.59 [1446) 49.00 0 14 4 -0.40 (U662) 70.50 0 14 5 -0.66 1/374 93.50 0 15 1 0.00 (U8177) 2.50 0 16 1 -0.07 (111734) 5.50 0 17 1 -0.21 (11930) 7.50 0 17 2 -0.31 (U788) 27.38 0 Description VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 98 of 221 23,1 22.00 8.50x0.065 Z Con Yes 24 1.03 0.38 1.03 0.00 6 0.62 0.30 0.91 0.97 4 24 23,2 22.00 8.50x0.059 Z Con Yes 24 0.62 0.27 0.91 0.97 4 12 0.79 0.53 0.95 0.00 4 0.49 0.28 0.80 0.93 4 12 23,3 22.00 8.50x0.059 Z Con Yes 24 0.49 0.28 0.80 0.93 4 12 0.79 0.53 0.94 0.00 4 0.62 0.27 0.90 0.97 4 12 23,4 22.00 8.50x0.065 Z Con Yes 24 0.62 0.30 0.90 0.97 4 24 0.04 0.32 0.70 1.02 4 24,1 22.00 8.50x0.059 Z Con Yes 12 0.03 0.05 0.60 0.88 4 0.47 0.25 0.70 0.77 4 12 24,2 22.00 8.50x0.059 Z Con Yes 24 0.47 0.22 0.70 0 77 4 12 0.86 0.32 0.86 0.00 16 0.35 0.20 0.57 0.66 4 12 24,3 22.00 8.50x0.059 Z Con Yes 24 0.35 0.20 0.57 0.66 4 12 0.84 0.32 0.84 0.00 16 0.44 0.12 0.44 0.00 16 12 24,4 22.00 8.50x0.073 Z Con Yes 12 0.22 0.10 0.56 0.00 12 12 0.38 0.00 1.01 0.00 12 25,1 22.00 8.50x0.065 Z Sim Yes 0 0.90 0.00 0.90 0.00 4 25,2 22.00 8.50x0.073 Z Sim Yes 0 0.86 0.00 0.86 0.00 4 25,3 22.00 8.50x0.073 Z Sim Yes 0 0.86 0.00 0.86 0.00 4 25,4 22.00 8.50x0.065 Z Sim Yes 0 0.89 0.00 0.89 0.00 4 26,1 10.40 8.50x0.059 Z Sim Yes 0 0.05 0.24 0.53 0.77 4 27 1 4.75 8.50x0.059 C Sim Yes 0 0.13 0.11 0.17 0.00 4 28,1 10.40 8.50x0.059 Z Sim Yes 0 0.05 0.24 0.53 0.77 4 29,1 4.75 8.50x0.059 C Sim Yes 0 0.13 0.11 0.17 0.00 4 30,1 10.40 8.50x0.059 Z Sim Yes 0 0.05 0.24 0.53 0.77 4 31 1 3.07 8.50x0.059 C Sim Yes 0 0.05 0.07 0.09 0.00 4 32,1 4.75 8.50x0.059 C Sim Yes 0 0.13 0.11 0.17 0.00 4 VP BUILDINGS VARCO- PRUDEN Calculations Package 17 3 -0.45 (1)584) 49.00 0 17 4 -0.29 (0897) 70.50 0 17 5 -0.70 (L/355) 93.50 0 18 1 0.00 (08177) 2.50 0 19 1 -0.05 (1)3778) 6.50 0 19 2 -0.18 (01407) 26.88 0 19 3 -0.35 (L/756) 49.00 0 19 4 -0.18 (01434) 70.50 0 19 5 -0.47 (11519) 93.50 0 20 1 -0.76 (11327) 10.38 0 20 2 -0.35 1/747 33.50 0 20 3 -0.41 (0644) 54.50 0 20 4 -0.73 (11340) 77.50 0 21 1 -0.71 (11349) 10.38 0 21 2 -0.35 (0761 33.50 0 21 3 -0.35 1/754 54.50 0 21 4 -0.71 (11349) 77.50 0 22 1 0.00 (118517) 2.50 0 23 1 -0.62 0402) 9.88 0 23 2 -0.28 (11953) 33.50 0 23 3 -0.28 (11939) 54.50 0 23 4 -0.61 (11403) 77.50 0 24 1 -0.49 (11504) 10.38 0 24 2 -0.19 1/1354 33.50 0 24 3 -0.21 (111252) 54.50 0 24 4 -0.39 (11629) 77.50 0 25 1 -0.68 (11364) 11.88 0 25 2 -0.78 (11339) 33.00 0 25 3 -0.78 (11339) 55.00 0 25 4 -0.67 (11369) 76.50 0 26 1 -0.05 (112088) 4.50 0 27 1 0.00 (118596) 2.50 0 28 1 -0.05 02088) 4.50 0 29 1 0.00 (118596) 2.50 0 30 1 -0.05 (112088) 4.50 0 32 1 0.00 (118596) 2.50 0 Purlin Anchorage Forces Shape I Force(k) I Resistance(k) INumb. Purlins I Roof Angle (Pitch) I A 15.64 B I 10.56 I 47 48 I 85 14 764 1.000:12) VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 99 of 221 VP BUILDINGS VARCO- PRUDEN VP BUILDINGS VARCO- PRUDEN Following solution applies to: ENTIRE ROOF 1st CIiD Eave Purlin 1st CIiQ Eave Purlin VPC File:CA0501692 -010E1 vpc Calculations Package 2001 AISI D.3.2.1 PURLIN ANCHORAGE Resistance at Frame Lines with Continuous Purlins Purlin Shape 8.5 in deep Zee X 2.5 in flange Bay Spacings (ft): Purlin 't" (in) Bay #1 22 0.082 Bay #2 22 0.082 Bay #3 22 0 082 Bay #4 20.625 0.082 Bay #5 17.375 0.082 Horiz. Roof Dim 85.3 ft Total No. of purlin rows 19 Roof Claddina: SSR Roof System (Standard) Design Loading_ Gravity Load 25 psf Dead Load 10 psf Total Load 35 psf Diaphragm Analysis Maximums Act Shear Load 0.013 k/ft 1 0.018 k/ft Allow Shear w/ SF of 2.45 Shear Stress Ratio 0 73 Safe Max. Lateral Deflection 0.41 in L/360 Safe 2001 AISI w/2004 Supplement Purlin Anchorage Analysis (kips) FL #1 FL #2 FL #3 FL #4 FL #5 FL #6 1 15 1.59 1 48 1 43 1.35 0.88 2 2 2 2 2 2 1.50 2.27 2.27 2.27 2.27 1.50 0.76 0.70 0.65 0.63 0.59 0.59 Roof Pitch n 19 1.00 /12 At Interior Frames- Provide (2) anchorage clips placed as indicated below Place clips at the closest purlin to the dimension shown. Dimensions are feet from low eave. 1st Clio 2nd Clio Clip Type Eave Purlin 2nd Purlin EPC-3 Endframe Line 1 P 1 15 kips (force is up slope direction) Total resistance provided per frame= 1.50 kips Safe At Endframe Line 1 Provide (2) anchorage clips placed as indicated below Place clips at the closest purlin to the dimension shown. Dimensions are feet from low eave. 2nd Clio Clip Type 2nd Purlin EPC -3 Endframe Line 6 PL 0.88 kips (force is up slope direction) Total resistance provided per frame= 1.50 kips Safe Job No. Page: Date: 11/1/2005 Prep By KPT Rev 11 June 2005 At Endframe Line 6 Provide (2) anchorage clips placed as indicated below Place clips at the closest purlin to the dimension shown. Dimensions are feet from low eave. 2nd Clip Clip Type 2nd Purlin EPC -3 VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 100 of 221 CA0501692 -01 FL P Clips R SR VP BUILDINGS VARCO- PRUDtN Loads and Codes Shape: Compactor Loading Chute City. Port Angeles County. Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity•7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1 192) Parts Wind Exposure Factor 1 192 Wind Enclosure: Partially Enclosed Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts Portions Zone Strip Width: Basic Wind Pressure: 25.94 psf Design Load Combinations No. Origin 1 System 2 System 3 System Derived 4 System Derived 5 System Derived 6 System Derived 7 System Derived 8 System Derived 9 System Derived 10 System Derived 11 System Derived 12 System Derived 13 System Derived 14 System Derived N/A Design Load Combinations Purlin No. Origin Factor 1 System 1.000 2 System 1.000 3 System 1.000 4 System 1.000 5 System 1.000 6 System 1.000 7 System 1.000 8 System 1.000 9 System 1.275 10 System 1.275 11 System 1.275 12 System 1.275 Girt Factor 1.000 1.000 1.000 1.275 1.000 1.275 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Deflection Load Combinations Purlin No. I Origin 1 Factor I Deflection 1 System System 1 1.000 1 150 2 1.000 150 Deflection Load Combinations Girt I No. I Origin I Factor I Deflection I 1 1 System 1 1.0001 180 2 System 1.000 180 VPC File:CA0501692 010E1 vpc 1.0 Wl> 1.0 <W2 0.700 EB> 1.0 EB> D.700 <EB 1.0 <EB 1.0 WPA1 1.0 WPD1 1.0 WPA2 1.0 WPD2 1.0 WPB1 1.0 WPC1 1.0 WPB2 1.0 WPC2 11.0 S 1.0 S 1.0 SD 1 0.700 W l> 0.700 <W2 Calculations Package State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):2.90 psf Snow Load Ground Snow Load: 39.68 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 1.00 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Application 1.0 D 1.0 CG 1.0 S 1.0 D 1.0 CG 1.0 S 1.0 SD 1.OD +1.0W1> 1.0 D+ 1.0 <W2 D.600 D 1.0 WI> D.600 D 1.0 <W2 1.0 D 1.0 CG 0.750 S 0.750 WI> 1.0 D 1.0 CG 0.750 S 0.750 <W2 1.200 D 1.200 CG 0.200 S 1.0 E> 0.700 EG+ 1.200 D 1.200 CG 0.200 S 1.0 <E 0.700 EG+ 0.900 D 0.900 CG 1.0 E> 0.700 EG- D.900 D 0.900 CG 1.0 <E 0.700 EG- Application Application Application Country United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Not Reducible Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response S1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0 4785 Bracing Seismic Period: 0.2863 Framing Bracing R-Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor1.3000 Brace Redundancy Factor 1 4000 Frame Brace Seismic Factor (Cs): 0.2364 Description D +CG +S D +CG +S +SD D +Wl> D <W2 D +WI> D <W2 D +CG +S+WI> D +CG +S <W2 D +CG +S +E> +EG+ D +CG +S <E +EG+ D CO E> EG- D CO <E EG- W I> <W2 EB> EB> <EB <EB WPAI WPD1 WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 S S +SD W l> <W2 VPC Version .5.3b Date: 11/9/2005 Time:4 PM Page: 101 of 221 Description Description Description VP BUILDINGS VARCO- PRUDEN Wall: 2 Dimension Key 1 4' -0' c r. 2 3' 5 1/4' Calculations Package r1 1 11 ns� nt p el 91 91 9 1 9 1 9 1 11 S' t igh Co2c 1 R' -A" 3 2' -2 1/4' 4 7 3/4' VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 102 of 221 VP BUILDINGS VARCO.PRUDEN Calculations Package Maximum Secondary Designs for Shape Compactor Loading Chute on Side 2 Detail Exterior I Interior Exterior I Des Len Description Design Lap Ld Lap Lap Id (ft) Status (in.) Bnd I Shr Cmb I Wcp Cs (in.) I Bnd Shr I Cmb I W Ld cp Cs I Bnd I Sh r Cmb I W Ld cp Cs I (in.) 1,1 16.42 8.50x0.073 Z Sim Yes 0 0.95 0.00 0.95 0.00 1 2,1 16.42 8.50x0.082 Z Sim Yes 0 0.96 0.00 0.96 0.00 1 3,1 16.42 8.50x0.059 Z Sim Yes 0 0.36 0.00 0.80 0.00 12 Maximum Secondary Deflections for Shape Compactor Loading Chute on Side 2 Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I 1 1 0.48 (U414) 8.00 1 2 1 0.51 (U389) 8.00 1 3 1 0.23 (U874) 8.00 1 Description WI> W l> Wl> VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 103 of 221 VP BUILDINGS VARCO- PRUDEN Wall: 3 d s C' C Dimension Key 1 1-4 1/2' Lm L Calculations Package A 1 /Aker. ran N 71 71 7 1 11 11 11 1 7T -9" 3n' -a^ SECONDARY ELEVATION AT Al 1 Lrn 2 4' -0' 3 3'51/4' 4 3 1/2' VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 104 of 221 C a a VP BUILDINGS VA RCO- PRUDEN Calculations Package Date: 11/9/2005 Time: 4.03.31 PM Page: 105 of 221 Maximum Secondary Designs for Shape Compactor Loading Chute on Side 3 Detail I Exterior I Interior I Exterior I Des Len Description Design Lap I I I I Ld I Lap I I I I Ld I I I 1.d I Lap Id (ft) Status (in.) Bnd Shr Cmb W Cs (in.) Bnd I Shr Cmb W Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 30.50 8.50x0.092 Z Sim Yes 0 0.94 0.00 0.94 0.00 1 2,1 30.50 8.50x0.092 Z Sim Yes 0 1.03 0.00 1.03 0.00 1 3,1 30.50 8.50x0.082 ZC Sim Nest Yes 0 0.97 0.00 0.97 0.00 1 4,1 30.50 8.50x0.082 ZC Sim Nest Yes 0 0.95 0.00 0.95 0.00 1 Maximum Secondary Deflections for Shape Compactor Loading Chute on Side 3 Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I Description 1 1 1 42 (U235) 15.38 1 Wl> 2 1 1.55 (U214) 15.38 1 Wl> 3 1 1 46 (L/228) 15.38 1 Wl> 4 1 1 43 (U232) 15.38 1 Wl> VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN Wall: 4 Dimension Key 1 4' -0' "zi r EI EI Calculations Package nslu nt p el o 1 1 1 1 1 2 3' 5 1/4' VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 106 of 221 VP BUILDINGS VARCO -PRU DEN Calculations Package Maximum Secondary Designs for Shape Compactor Loading Chute on Side 4 Detail Exterior I Interior Des Len Description Design Lap I I I Ld I Lap I I I I Ld I I I I Ld I Lap Id (ft) Status (in.) Bnd Shr Cmb We Cs (in.) Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs (in.) 2,1 I 16.421 8.50x0.082 Z Sim Yes 0 0 I I I I 1 0.99 10.00 1 0.99 10. 0 1 1 I I I I I Maximum Secondary Deflections for Shape Compactor Loading Chute on Side 4 Design Id I Segment I Deflection(in.) I Ratio Location(ft) I Load Case I Description 1 2 1 0.52 I (L/377) I 8.00 I 1 I W i> VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 107 of 221 Exterior VP BUILDINGS VAPCO- PRUDEN Roof: A VPC File•CA0501692 -01OE1 vpc Calculations Package .VOTE TO DETAILER: Add EPC 3 at eave purlin and first purlin run uphill from eave purlins 1 1 /1 1 11 .11 1, 11 11 11 11 91 91 r Z1 L 1 g'-S" VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 108 of 221 VP BUILDINGS VARCO.PRUDEN Calculations Package Maximum Secondary Designs for Shape Compactor Loading Chute on Side A Detail I Exterior I Interior Des Len Description Design Lap Ld La Ld Ld La Id (ft) Status (in.) Bnd I Shr I Cmb Wcp Cs I (in.) Bnd I Shr I Cmb I Wcp Cs I Bnd I Shr Cmb I Wcp Cs I (in.) 1,1 16.42 8.50x0.092 Z Sim Yes 0 0.93 0.00 0.93 0.00 5 2,1 16.42 8.50x0.073 Z Sim Yes 0 0.98 0.00 0.98 0.00 5 3,1 16.42 8.50x0.065 Z Sim Yes 0 0.97 0.00 0.97 0.00 5 Maximum Secondary Deflections for Shape Compactor Loading Chute on Side A Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I Description 1 1 -0.24 (U741) 8.00 2 S SD 2 1 -0.24 (U760) 8.00 2 S SD 3 1 -0.17 (U1078) 8.00 2 S SD Purlin Anchorage Forces Shape A I Force(k) I Resistance(k) 'Numb. Purlins I Roof Angle (Pitch) I -0.13 I 6.46 I 16 I -4 764 1.000:12) I VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 109 of 221 Exterior VP BUILDINGS VARCO- PRUDENT Framing= S ummary Report Loads and Codes Shape: Transfer Station City. Port Angeles County- Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1 197) Parts Wind Exposure Factor 1.197 Wind Enclosure: Partially Enclosed Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 20/9/10 Parts Portions Zone Strip Width: 10/4/13 Basic Wind Pressure: 26.05 psf Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Deflection Limit Override H/180 VPC File:CA0501692 -010E1 vpc Calculations Package State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):5.40 psf Snow Load Ground Snow Load: 39.68 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 1.00 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 110 of 221 Country United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Not Reducible Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response SI :50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category- D Framing Seismic Period: 0.4759 Bracing Seismic Period: 0.2848 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor Brace Redundancy Factor 1 4000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. VP BUILDINGS VARCO- PRUDEN Wall: 1, Frame at: 1/0/0 Frame Cross Section: A 60' 3 11/16' I q'• r 18 Pa gQ '-G 3/1.§" 1: 6012 3 9 Dimension Key 1 1-4 1/2' 2 4'-0' 3 3' 5 1/4' 4 2'-4 3/16' 5 1- 611/16' 6 1 -8 1/8' 7 3 3/8' 8 4 2'-6' 9 1 -0' 10 2' -6' 11 2 @1 -83/4' 12 40' -6 3/4' VPC File•CA0501692 01OE1 vpc Frame Clearances Vert. Clearance at member 19(EPX001): 33' 11 1/4 Vert. Clearance at member 20(EPX002): 36' -6 7/16' Vert. Clearance at member 21(EPX003): 38' 7 3/16' Vert. Clearance at member 22(EPX004): 37' -0 7/16' Vert. Clearance at member 23(EPX005): 34' -8 11/16' Vert. Clearance at member 24(EPX006): 31 10 9/16' Finished Floor Elevation 100' -0' (Unless Noted Otherwise) Calculations Package C II FB 8 1/2' OUTSET L FB CJ FB RS' -.431 :1 9A 1' t U oEtith L1Nt(S) A ENDPOST POST TO PURLIN STRUT j1° EhIp�GSr 3Ac VIE V (►1 1 /2 4 ba32s CONNECTION W/ ADDED POST SECTION (BOLTED) BR09F0V3 R 10/13/2005 VPC Version .5.31) Date: 11/9/2005 Time: 4.03.31 PM Page: 111 of 221 r Z1C FF I'L ^1" e c-i k,I t� FB FIELD LOCATF DRILL 01)9/16' e HOLES 1 160 11 /g Gtr., COLUMN SUPPORT BKT (_PCB_) CLIP (FFC_) /6 F X 6' 4TlfP pair 1 4 7t6A 6 1tS IPeV ._,c N b L o" NOTE. ALL BOLTS TO BE 1/2' X 1 1/2' A325 BOLTS (49080) VP BUILDINGS VARCO- PRUDEN Frame Location Design Parameters: I Location I Avg. Bay Space I Description I 1/0/0 I 16/0/0 (Post Beam at A Calculations Package I Angle I Group I Trib. Override I 1 90.0000 I I I Date: 11/9/2005 Time: 4 PM Page: 112 of 221 Design Status Stress Check DESCRIPTION VP Buildings POST AND BEAM ENDWALL FRAMES (Type 'PB ")are gage or solid -web framing consisting of a uniform continuous beam connected to uniform depth columns at the sidewall and also supported by one or more uniform depth Endposts. The frame is designed to support the applied vertical loads as specified. ANALYSIS. The boundary conditions established for POST AND BEAM ENDWALL FRAMES assume the rafter beam is a fully continuous member spanning from building eave to building eave, attached to the sidewall columns and typically pin connected to one or more Endposts. The Endposts are typically pinned at their base connection to the foundation. DESIGN POST AND BEAM ENDWALL FRAMES are designed in accordance with the AISC 'Specification for Structural Steel Buildings' 9th Edition. MATERIAL. Structural steel plate, bar, and/or sheet intended for use in POST AND BEAM ENDWALL FRAMES welded constructions typically will be of material based on the requirements of ASTM A529 A572, A570, or A607 Grade 50. Design Load No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 Combinations Origin System System System System System System System System System System System System System System System System System System System System System System System System System System System System System System System Special Special Special Special AISC Special AISC Special AISC Special AISC Special System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived VPC File:CA0501692 -010E1 vpc Framing Factor Application 1.000 I.OD +I.00G +I.OL 1.000 1.OD +l.00G +1.OS 1.000 1.OD +1.0CG +1.0S +1.0SD 1.000 1.OD +I.00G +l.OUS1* 1.000 1.0 D +1.00G +1.0 *USl 1.000 1.0 D+ 1.0 W l> 1.000 1.OD +1.0 <Wl 1.000 1.0 D 1.0 W2> 1.000 1.0 D 1.0 <W2 1.000 1.0 D 1.0 CG 0.750 L 0.750 WI> 1.000 1.0 D 1.0 CG 0.750 L 0.750 <W1 1.000 1.0 D 1.0 CG 0.750 L 0.750 W2> 1.000 1.0 D 1.0 CG 0.750 L 0.750 <W2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WI> 1.000 1.0 D+ 1.0 CG +0.750 S +0.750 <WI 1.000 1.0 D 1.0 CG 0.750 S 0.750 W2> 1.000 1.0 D 1.0 CG 0.750 S 0.750 <W2 1.000 0.600D +1.OWl> 1.000 0.600 D 1.0 <W1 1.000 0.600 D 1.0 W2> 1.000 0.600 D 1.0 <W2 1.000 1.0 D +1.00G +0.910E> +0.700EG+ 1.000 1.0 D 1.0 CG 0.910 <E 0.700 EG+ 1.000 1.0 D 1.0 CG 0.750 L 0.975 E> 0.750 EG+ 1.000 1.0 D 1.0 CG 0.750 L 0.975 <E 0.750 EG+ 1.000 0.600 D 0.600 CG 0.910 E> 0.700 EG- 1.000 0.600 D 0.600 CG 0.910 <E 0.700 EG- 1.275 0.900 D 0.900 CG 1.300 E> 1.0 EG- 1.275 D.900 D 0.900 CG 1.300 <E 1.0 EG- 1.275 1.200 D 1.200 CG 0.200 S 1.300 F_> 1.0 EG+ 1.275 1.200 D 1.200 CG 0.200 S 1.300 <E 1.0 EG+ 1.275 0.900 D 0.900 CG 2.500 E> 1.0 EG- 1.275 0.900 D 0.900 CG 2.500 <E 1.0 EG- 1.275 1.200 D 1.200 CG 0.200 S 2.500 F> 1.0 EG+ 1.275 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ 1 700 D.900 D 0.900 CG 1 700 D.900 D 0.900 CG 1 700 1.200D +1.2000G +0.200S 1 700 1.200 D 1.200 CG 0.200 S 1.000 1.0 D 1.0 CG 0.273 F> 0.700 EG+ 1 400 EB> 1.000 1.0 D 1.0 CG 0.273 <E 0.700 EG++ 1 400 EB> 1.000 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 EB> 1.000 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 EB> 1.000 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 EB> 1.000 D.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> 1.275 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 EB> 1.275 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 EB> 1.275 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 EB> VPC Version :5.3b Description D CG L D CG S D +CG +S +SD D +CO +US1* D CG *USI D +W1> D <W1 D W2> D <W2 D +CG +L +W1> D +CG +L <W1 D +CG +L +W2> D +CG +L <W2 D +CG +5 +W1> D +CG +S <W1 D +CG +S +W2> D +CG +S <W2 D +Wl> D <Wl D W2> D <W2 D CG E> EG+ D CG <E EG+ D +CG +L +E> +EG+ D +CO +L +<E +EG+ D +CO +F> EG- O +CG+<E+EG- D+CO+E>+EG- D+CO+<E+EG- D +CO +S +F> +EG+ D +CG +S <E +EG+ D +CO +F> +EG- D+CO+<E+EG- D +CG +S +E> +EG+ D +CO +S <E +EG+ D CG D CG D CG S D CG S D +CO +E> +EG+ +EB> D +CO <E +EG+ +EB> D+CG+L +E>+EG++EB> D+CG+L+<E +EG++EB> D +CO +F> EG- +EB> D CG <E EG- EB> D +CG +B> EG- +EB> D CG <E EG- EB> D+CG+S +E>+EG++EB> VP BUILDINGS VARCO- PRUDEN 49 System Derived 1.275 50 Special 1.275 51 Special 1.275 52 System Derived 1.000 53 System Derived 1.000 54 System Derived 1.000 55 System Derived 1.000 56 System Derived 1.000 57 System Derived 1.000 58 System Derived 1.275 59 System Derived 1.275 60 System Derived 1.275 61 System Derived 1.275 62 Special 1.275 63 Special 1.275 64 System Derived 1.000 65 System Derived 1.000 66 System Derived 1.000 67 System Derived 1.000 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 System Derived 1.000 85 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 88 System Derived 1.000 89 System Derived 1.000 90 System Derived 1.000 91 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 Frame Member Sizes Mem. Flg Width Flg Thk Web Thk No. (in.) (in.) (in.) 1 5.00 0.1875 0.1345 2 5.00 0.1875 0.1345 3 6.00 0.2500 0.1345 4 6.00 0.2500 0.1345 5 6.00 0.3125 0.1345 6 6.00 0.1875 0.1345 7 6.00 0.1875 0.1345 8 6.00 0.1875 0.1345 9 5.00 0.1345 0.1345 10 5.00 0.1345 0.1345 11 5.00 0.1875 0.1345 12 5.00 0.1875 0.1345 13 5.00 0.1875 0.1345 14 6.00 0.2500 0.1875 15 6.00 0.2500 0.1875 16 6.00 0.2500 0.1875 17 5.00 0.1875 0.1345 VPC File:CA0501692 -010E1 vpc Calculations Package 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 EB> 0.900 D 0.900 CG 2.500 EB> 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.0 D+ 1.0 CG +0.273 E> +0.700 EG++ 1 400 <EB 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 <EB 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ I 400 <EB 1.0 D +1.00G +0.750L +0.293 <E +0.750 EG+ +1 400 <EB 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 <EB 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 <EB 0.900 D 0.900 CG 2.500 <EB 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ 1.OD +1.OWPA1 1.0 D 1.0 CO 0.750 L 0.750 WPA1 1.0D +1.000 +0.750S +0.750WPA1 0.600 D 1.0 WPA1 1.OD +1.OWPDI 1.0 D 1.0 CO 0.750 L 0.750 WPD1 1.0 D 1.0 CO 0.750 S 0.750 WPDI 0.600D +1.OWPD1 1.OD +1.OWPA2 1.0 D 1.0 CG 0.750 L 0.750 WPA2 1.0 D 1.0 CG 0.750 S 0.750 WPA2 0.600 D 1.0 WPA2 1.0 D 1.0 WPD2 1.0 D 1.0 CG 0.750 L 0.750 WPD2 1.0 D 1.0 CG 0.750 S 0.750 WPD2 0.600 D 1.0 WPD2 1.OD +1.OWPB1 1.0 D+ 1.0 CG +0.750 L+ 0.750 WPB1 1.0 D+ 1.0 CO 0.750 S 0.750 WPB1 0.600 D+ 1.0 WPB1 1.OD +1.OWPC1 1.0 D 1.0 CG 0.750 L 0.750 WPC1 1.0 D 1.0 CO 0.750 S 0.750 WPC1 0.600 D 1.0 WPC1 1.0 D 1.0 WPB2 1.0 D 1.0 CG 0.750 L 0.750 WPB2 1.0 D 1.0 CG 0.750 S 0.750 WPB2 D.600 D 1.0 WPB2 1.0 D 1.0 WPC2 1.0 D 1.0 CG 0.750 L 0.750 WPC2 1.0 D 1.0 CG 0.750 S 0.750 WPC2 0.600 D 4 1.0 WPC2 Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape (in.) (in.) (ft) (p) Qcsi) (ksi) Jt.1 Jt.2 12.00 12.00 1.86 23.0 50.00 50.00 SS SS 3P 12.00 12.00 2.82 43.6 50.00 50.00 SS SP 3P 12.00 12.00 22.29 355.3 50.00 50.00 SP SS 3P 12.00 12.00 6.18 95.5 50.00 50.00 SS SS 3P 12.00 12.00 2.91 62.5 50.00 50.00 SS SP 3P 12.00 12.00 16.09 219.2 50.00 50.00 SP SS 3P 12.00 12.00 5.84 75.8 50.00 50.00 SS SS 3P 12.00 12.00 2.47 39 4 50.00 50.00 SS SP 3P 12.00 12.00 5.00 57.3 50.00 50.00 SP SS 3P 12.00 12.00 12.83 135.5 50.00 50.00 SS SP 3P 12.00 12.00 3.46 48.4 50.00 50.00 SP SS 3P 12.00 12.00 5.79 67 7 50.00 50.00 SS SS 3P 12.00 12.00 18.85 2311 50.00 50.00 SS SP 3P 12.00 12.00 3.21 66.7 50.00 50.00 SP SS 3P 12.00 12.00 5.83 102.3 50.00 50.00 SS SS 3P 12.00 12.00 25.24 453.2 50.00 50.00 SS SP 3P 12.00 12.00 3.17 47.6 50.00 50.00 SP SS 3P VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 113 of 221 D+CG+S+<E +EG++EB> D CG EB> EG- D CG S EB> EG+ D +CG +E> EG+ +<EB D +CG <E EG+ +<EB D+CG+L +E>+EG++<EB D+CG+L+<E +EGII <EB D +CG +E> EG- <EB D CO <E EG- <EB D +CG +E> EG- <EB D +CG <E EG- <EB D+CG+S+E>+EG 1<EB D+CG+S+<E+EG I I <EB D +CG+ <EB +EG- D +CG +S <EB +EG+ D WPA1 D +CG +L +WPA1 D +CG +S +WPAI D +WPAI D+WPDI D +CG +L+ WPD1 D +CG +S +WPD1 D+ WPDI D+ WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 D CO S WPD2 D WPD2 D WPB1 D +CG +L +WPB1 D +CG +S +WPB1 D+ WPB1 D +WPC1 D +CG +L +WPCI D +CG +S +WPC1 D +WPCI D WPB2 D CG L WPB2 D CO S WPB2 D WPB2 D WPC2 D CG L WPC2 D CG S WPC2 D WPC2 VP BUILDINGS VARCO.CRUDEN 18 5.00 01875 0.1345 12.00 12.00 1.86 23.0 50.00 50.00 SS SS 3P 19 5.00 0.3750 0.1875 15.00 I5.00 33.44 755.0 50.00 50.00 BP CP 3P 20 8.00 0.5000 0.1875 15.00 15.00 36.04 1331.9 50.00 50.00 BP CP 3P 21 10.00 0.5000 0.1644 15.00 15.00 38.10 1630.0 50.00 50.00 BP CP 3P 22 6.00 0.2500 0.1345 15.00 15.00 36.54 641.8 50.00 50.00 BP CP 3P 23 6.00 0.5000 0.1345 15.00 15.00 34.22 943.9 50.00 50.00 BP CP 3P 24 5.00 0.3750 0.1644 15.00 15.00 31.38 674 4 50.00 50.00 BP CP 3P Total Frame Weight 8124 4 (p) (Includes all plates) Frame Member Releases Member I Joint 1 I Joint 2 19 No Yes 20 No Yes 21 No Yes 22 No Yes 23 No Yes 24 No Yes Calculations Package Date: 11/9/2005 Time: 4.03.31 PM Page: 114 of 221 Boundary Condition Summary Member X -Loc I Y -Loc I Supp. X Supp. Y I Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 19 1/4/8 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 20 32/6/11 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 21 57/3/11 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 22 82/0/11 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 23 109/9/11 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 24 143/11/3 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 Base Plate Summary X -Loc Grid I Mem. Thickness Width Length Num. Of Bolt Diam. I Type Welds to Welds to I No. (in.) (in.) (in.) Bolts (in.) Flange Web 1/4/8 A -3.1 19 0.5 9 16 4 1.000 A36 OS- 0.1875 OS- 0.1875 32/6/11 A -5 20 0.5 9 16 4 1.000 A36 OS -0.1875 OS- 0.1875 57/3/11 A -6 21 as I l 16 4 1.000 A36 OS- 0.1875 OS -0.1875 82/0/11 A -7 22 0.5 9 16 4 1.000 A36 OS- 0.1875 OS- 0.1875 109/9/11 A -8 23 0.5 9 16 4 1.000 A36 OS- 0.1875 OS -0.1875 143/11/3 A- 9.9 24 0.5 9 16 4 1.000 A36 OS- 0.1875 OS- 0.1875 Web Stiffener Summary Mem. I Stiff. Desc. I Loc. Web Depth I h/t a/h a Thick. Width I Side Welding No. No. (ft) (in.) I (in.) (in.) (in.) Description 1 1 S2 1.30 11.625 86.43 N/A N/A 0.1875 2.000 Both F- OS- 0.1875,W- OS- 0.1875 4 1 S2 5.55 11.500 85.50 N/A N/A 0.1875 2.500 Both F- OS -0.1875,W- OS- 0.1875 7 1 S2 5.22 11.625 86.43 N/A N/A 0.1875 2.500 Both F- OS -0.1875,W -OS -0.1875 12 1 S2 0.63 11.625 86.43 N/A N/A 0.1875 2.000 Both F -OS 0.1875,W -OS- 0.1875 15 1 S2 0.63 11.500 61.33 N/A N/A 0.1875 2.500 Both F OS- 0.1875,W -OS- 0.1875 18 1 S2 0.63 11.625 86.43 N/A N/A 0.1875 2.000 Both F- OS- 0.1875,W -OS- 0.1875 Bolted Connections (A325 Bolts) Bolt Rows -Out Rows-In Moment Out Moment In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 Ld Actual Capacity Ld Actual Capacity No. No. (in.) (in.) (in.) (in.) (in.) Bolt Bolt Bolt Bolt Cs (in -k) (in -k) Cs (in -k) (in -k) 2 2 SP STD 0.500 6.00 13.00 0.750 2.50 1 0 1 0 18 159.2 2791 5 211.9 2791 3 1 SP STD 0.500 6.00 13.00 0.750 2.50 1 0 1 0 I8 159.2 279.1 5 211.9 2791 5 2 SP STD 0.500 6.00 13.00 0.750 2.50 1 0 1 0 5 297.6 300.9 18 218.1 300.9 6 1 SP STD 0.500 6.00 13.00 0.750 2.50 1 0 1 0 5 297.6 300.9 18 218.1 300.9 8 2 SP STD 0.375 6.00 13.04 0.750 2.50 1 0 1 0 5 62.8 155.7 18 58.1 155.7 9 1 SP STD 0.375 6.00 13.04 0.750 2.50 1 0 1 0 5 62.8 155.7 18 58.1 155.7 10 2 SP STD 0.375 6.00 13.00 0.750 2.50 1 0 1 0 4 43.1 155.1 19 32.5 155.1 11 1 SP STD 0.375 6.00 13.00 0.750 2.50 1 0 1 0 4 43.1 155.1 19 32.5 155.1 13 2 SP STD 0.500 6.00 13.00 0.750 2.50 2 0 1 0 4 332.2 376.6 19 249.6 2791 14 1 SP STD 0.500 6.00 13.00 0.750 2.50 2 0 1 0 4 332.2 376.6 19 249.6 279.1 16 2 SP STD 0.500 6.00 13.00 0.750 2.50 1 0 1 0 19 193.5 279 1 4 257 4 279 1 17 1 SP STD 0.500 6.00 13.00 0.750 2.50 1 0 1 0 19 193.5 279 1 4 257 4 2791 19 2 CP STD 0.375 6.00 16.00 0.500 3.00 1 0 1 0 0 0.0 181.5 0 0.0 181.5 20 2 CP STD 0.375 9.00 16.00 0.750 3.00 1 0 1 0 0 0.0 2517 0 0.0 2517 21 2 CP STD 0.375 11.00 16.00 0.750 3.00 1 0 1 0 0 0.0 2517 0 0.0 2517 22 2 CP STD 0.375 7.00 16.00 0.500 3.00 1 0 1 0 0 0.0 175.3 0 0.0 175.3 23 2 CP STD 0.375 7.00 16.00 0.500 3.00 1 0 1 0 0 0.0 194 4 0 0.0 194.4 24 2 CP STD 0.375 6.00 16.00 0.500 3.00 1 0 1 0 0 0.0 181.5 0 0.0 181.5 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN Calculations Package Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part 1 0/4/1 60/2/13 FB2064 3 6/9/4 49/0/11 FB2064 3 16/3/4 39/6/11 FB2064 4 3/5/12 30/0/11 FB2064 5 2/0/10 25/3/11 FB2064 7 2/0/12 6/3/11 FB2064 8 0 /11 /10 1/6/11 FB2064 9 1/6/0 1/6/11 FB2064 10 6/0/0 11/0/11 FB2064 12 3/11/10 25/3/11 FB2064 13 12/5/2 39/6/11 FB2064 13 17/2/2 44/3/11 FB2064 14 3/1/0 49/0/11 FB2064 15 4/7/7 53/9/11 FB2064 16 13/0/8 68/0/11 FB2064 16 24/0/8 79/0/11 FB2064 17 3/0/5 83/3/7 FB2064 19 9/0/4 9/6/4 FB2080 19 13/2/4 13/8/4 FB2080 19 17/4/4 17/10/4 FB2080 19 21/6/4 22/0/4 FB2080 19 25/8/4 26/2/4 FB2080 20 9/0/4 9/6/4 FB2080 20 13/2/4 13/8/4 FB2080 20 17/4/4 17/10/4 FB2080 20 21/6/4 22/0/4 FB2080 20 25/8/4 26/2/4 FB2080 21 19/5/4 19/11/4 (2)FB2080 22 11/1/4 11/7/4 FB2080 22 19/5/4 19/11/4 FB2080 22 27/9/4 28/3/4 FB2080 23 13/2/4 13/8/4 FB2080 23 21/6/4 22/0/4 FB2080 24 9/0/4 9/6/4 FB2080 24 13/2/4 13/8/4 FB2080 24 17/4/4 17/10/4 FB2080 24 21/6/4 22/0/4 FB2080 24 27/9/4 28/3/4 FB2080 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 115 of 221 Design Note VP BUILDINGS VARCO- PRUDEN Calculations Package Date: 11/9/2005 Time: 4 PM Page: 116 of 221 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth I Load Axial Shear Mom -x Mom -y Axial Shear Bnd -X Bnd -Y Stress /Force Sum No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial I Shear Bnd -X Bnd -Y Bnd +Ax Shear 1 1.28 12.00 5 0.1 -0.7 5.6 0.0 0.02 0.43 0.40 0.00 30.00 1113 26.68 26.68 0.015 0.039 2 3 41 12.00 18 0.4 3.4 159.2 0.0 0.13 2.14 11.51 0.00 30.00 11 13 17.22 26.68 0.668 0.192 3 915 12.00 5 0.0 -0.0 458.3 0.0 0.00 0.00 24.28 0.00 30.00 11.37 27.92 27.92 0.870 0.000 4 5.59 12.00 5 0.8 -9.2 575.9 0.0 0.17 5.95 28.65 0.00 30.00 11.37 27.92 27.92 1.026 0.523 5 0.26 12.0C 5 -0.6 7 4 552.5 0.0 0.12 4.82 24.47 0.00 23.23 11.63 30.14 36.78 0.817 0.414 6 0.00 12.00 5 -0.5 5.8 -297.6 0.0 0.13 3.70 18.58 0.00 19.25 1113 24.26 24.26 0.772 0.332 7 1.03 12.00 4 0.1 1.6 110.5 0.0 0.03 0.99 6.90 0.00 30.00 11 13 9 44 24.26 0.731 0.089 8 0.00 12.00 4 -0.4 4.8 207.6 0.0 0.10 3.04 12.96 0.00 22.94 1113 24.26 24.26 0.539 0.274 9 4.96 12.0C 4 0.2 1.9 137.9 0.0 0.05 1.20 12.64 0.00 30.00 10.93 21.87 21.87 0.578 0.109 10 3.63 12.00 4 0.0 0.2 182.3 0.0 0.00 0.10 17.93 0.00 30.00 10.93 21.87 21.87 0.820 0.009 11 4.04 12.00 4 -0.5 -6.2 295.5 0.0 0.15 3.95 21.36 0.00 21.62 1113 2146 26.68 1.002 0.354 12 0.00 12.00 4 0.5 5.6 -295.5 0.0 0.14 3.61 21.36 0.00 30.00 1113 2146 26.68 0.995 0.324 13 18.85 12.00 4 -0.5 5.9 332.2 0.0 0.14 3 77 24.01 0.00 19.56 11 13 26.68 26.68 0.907 0.339 14 3.80 12.00 4 -0.6 7 7 -642.2 0.0 0.12 3.58 30.26 0.00 21 44 17.52 30.00 32.54 1.015 0.204 15 0.00 12.00 4 0.8 9.9 -642.2 0.0 0.16 4.58 30.26 0.00 30.00 17.52 30.00 32.54 1.014 0.261 16 15.54 12.00 19 0.5 0.2 -416.8 0.0 0.10 0.07 20.85 0.00 30.00 17.52 23.07 32.54 0.904 0.004 17 0.00 12.00 4 -0.4 -4.9 257 4 0.0 0.12 3 16 18.60 0.00 17 11 11 13 26.68 26.68 0.704 0.284 18 0.00 12.00 4 0.1 0.7 5.5 0.0 0.02 0 43 0.40 0.00 30.00 11 13 26.68 26.68 0.015 0.038 19 9.02 15.00 6 4.1 -4.3 726.2 0.0 0.64 1.60 24.00 0.00 30.00 1414 23.64 37.50 1.015 0.113 20 17.35 15.00 18 11.5 -0.8 1847.3 0.0 1.08 0.32 3110 0.00 30.00 14.39 33.00 37.50 0.979 0.022 21 19 44 15.00 6 4.9 0.1 1826.4 0.0 0.40 0.05 24.92 0.00 30.00 11 47 24.26 29 74 1.027 0.004 22 19 44 15.00 18 9.0 0.0 563.6 0.0 1.82 0.02 22.76 0.00 30.00 7.15 27 14 27.32 0.839 0.003 23 13.19 15.00 18 11.9 -2.4 -919.6 0.0 1.50 1.27 21.30 0.00 30.00 7.67 21.89 37.50 0.973 0.165 24 9.02 15.00 6 2.7 -41 725.3 0.0 0.44 173 24.57 0.00 30.00 11.07 23.81 37.50 1.032 0.156 Mem. Loc. Depth I Area Rx Ry Lx Ly -1 Ly -2 Klx Klyl K1y2 Sx LbI Rt -1 Lb2 Rt -2 Qs Qa Cbl Cb2 No. ft in. in.2 in. in. in. in. in. /Rx /Ry /Ry in.3 in. in. in. in. 1 1.28 12.00 3 44 4.91 1.07 15.35 20.1 0.0 3.1 18.9 0.0 13.84 20.1 1.30 0.0 0.00 0.89 1.00 1.00 0.00 2 3 41 12.00 344 4.91 1.07 375.48 28.5 0.0 76.4 26.7 0.0 13.84 134.1 1.35 0.0 0.00 0.89 1.00 1.00 0.00 3 915 12.00 4.55 5.15 141 375.48 28.5 28.5 72.9 20.3 20.2 18.87 28.5 1.64 28.5 1.64 0.93 1.00 175 175 4 5.59 12.00 4.55 515 141 375.48 28.5 0.0 72.9 20.3 0.0 20.1C 57.0 1.65 0.0 0.00 0.93 1.00 1.00 0.00 5 0.26 12.00 5.28 5.23 146 298.03 28.5 0.0 57.0 19.5 0.0 22.58 57.0 1.69 0.0 0.00 1.00 1.00 1.00 0.00 6 0.00 12.00 3.81 5.02 1.33 298.03 28.5 0.0 59 4 21 4 0.0 16.02 85.5 1.61 0.0 0.00 0.81 1.00 1.00 0.00 7 1.03 12.00 3.81 5.02 1.33 298.03 28.5 0.0 59 4 21 4 0.0 16.02 228.0 1 70 0.0 0.00 0.81 1.00 1.00 0.00 8 0.00 12.00 3.81 5.02 1.33 36.12 28.5 0.0 7.2 214 0.0 16.02 57.0 1.60 0.0 0.00 0.81 1.00 1.00 0.00 9 4.96 12.00 2.92 4 73 0.98 261.90 28.5 0.0 55.4 29 1 0.0 10.91 28.5 1.24 0.0 0.00 0.73 1.00 1.00 0.00 10 3.63 12.00 2.92 4 73 0.98 261.90 28.5 28.5 55.4 29 1 29 1 10.17 28.5 1.24 28.5 1.24 0.73 1.00 1 75 1 75 11 4.04 12.00 3.44 4.91 1.07 261.90 28.5 0.0 53.3 26.7 0.0 13.84 114.0 1.34 0.0 0.00 0.89 1.00 1.00 0.00 12 0.00 12.00 3.44 4.91 1.07 334.15 28.5 0.0 68.0 26.7 0.0 13.84 114.0 1.34 0.0 0.00 0.89 1.00 1.00 0.00 13 18.85 12.00 3 44 4.91 1.07 334 15 28.5 0.0 68.0 26.7 0.0 13.84 57.0 1.31 0.0 0.00 0.89 1.00 1.00 0.00 14 3.80 12.00 516 4.97 1.32 334.15 28.5 0.0 67.2 21.6 0.0 21.22 57.0 1.61 0.0 0.00 1.00 1.00 1.00 0.00 15 0.00 12.00 5.16 4.97 1.32 410.92 28.5 0.0 82.7 21.6 0.0 21.22 57.0 1.61 0.0 0.00 1.00 1.00 1.00 0.00 16 15.54 12.0C 516 4.97 1.32 410.92 30.0 0.0 82.7 22.7 0.0 19.99 132.0 1.67 0.0 0.00 1.00 1.00 1.00 0.00 17 0.00 12.0C 3 44 4.91 1.07 410.92 30.0 0.0 83.6 28.1 0.0 13.84 30.0 1.30 0.0 0.00 0.89 1.00 1.00 0.00 18 0.00 12.00 3.44 4.91 1.07 15.35 20.7 0.0 3.1 19.5 0.0 13.84 241 1.30 0.0 0.00 0.89 1.00 1.00 0.00 19 9.02 15.00 6.42 6.19 110 407.27 45.6 50.0 65.8 41.3 45.3 30.26 108.3 141 50.0 1.35 1.00 1.00 1.00 1.00 20 17.35 15.0C 10.63 6.61 2.00 438.45 50.0 50.0 66.4 24.9 24.9 59 40 50.0 2.29 50.0 2.29 1.00 1.00 1.00 1.00 21 19 44 15.00 12.30 6.77 2.60 463.20 100.0 100.0 68.4 38.4 38.4 73.30 233.3 3.13 223.9 3 11 0.99 1.00 1.00 1.00 22 19 44 15.00 4.95 6.31 1.35 444.45 100.0 100.0 70.4 74.2 74.2 24 77 100.0 1.62 100.0 1.62 0.91 1.00 1.00 1.00 23 13.19 15.0C 7.88 6.63 1.51 416.70 50.0 50.0 62.9 331 331 43.17 158.3 1.89 100.0 179 1.00 1.00 1.00 1.00 24 9.02 15.0C 6.09 6.28 113 382.57 45.6 50.0 60.9 40.3 441 29.52 108.3 142 50.0 1.37 1.00 1.00 1.00 1.00 VPC File:CA0501692 -010E1 vpc VPC Version :5.3b VP BUILDINGS vARCO- PRUDEN User Defned Fr ^me Point Loads for Cross Section: A Side Units Type Description 2003 k D COMPACTOR 2003 k CG COMPACTOR 2003 k L COMPACTOR 2003 k S COMPACTOR 2003 k SD COMPACTOR 2003 k <W1 COMPACTOR 2003 k <W I COMPACTOR 2003 k WI> COMPACTOR 2003 k Wl> COMPACTOR 2003 k <W2 COMPACTOR 2003 k <W2 COMPACTOR 2003 k W2> COMPACTOR 2003 k W2> COMPACTOR 2003 k E> COMPACTOR 2003 k E> COMPACTOR 2003 k EG- COMPACTOR 2003 k <E COMPACTOR 2003 k <E COMPACTOR 2003 k EG+ COMPACTOR 2003 k WPA1 COMPACTOR 2003 k WPA1 COMPACTOR 2003 k WPDI COMPACTOR 2003 k WPDI COMPACTOR 2003 k WPA2 COMPACTOR 2003 k WPA2 COMPACTOR 2003 k WPD2 COMPACTOR 2003 k WPD2 COMPACTOR 2003 k WPB1 COMPACTOR 2003 k WPB1 COMPACTOR 2003 k WPCI COMPACTOR 2003 k WPC1 COMPACTOR 2003 k WPB2 COMPACTOR 2003 k WPB2 COMPACTOR 2003 k WPC2 COMPACTOR 2003 k WPC2 COMPACTOR 2003 k W I> COMPACTOR BRACING 2003 k <W 1 COMPACTOR BRACING 2004 k D COMPACTOR 2004 k CG COMPACTOR 2004 k L COMPACTOR 2004 k S COMPACTOR 2004 k SD COMPACTOR 2004 k <Wl COMPACTOR 2004 k W I> COMPACTOR 2004 k <W2 COMPACTOR 2004 k W2> COMPACTOR 2004 k EG- COMPACTOR 2004 k EG+ COMPACTOR 2004 k WPAI COMPACTOR 2004 k WPDI COMPACTOR 2004 k WPA2 COMPACTOR 2004 k WPD2 COMPACTOR 2004 k WPB1 COMPACTOR 2004 k WPC1 COMPACTOR 2004 k WPB2 COMPACTOR 2004 k WPC2 COMPACTOR 2004 k W 1> COMPACTOR BRACING 2004 k <W I COMPACTOR BRACING Calculations Package Date: 11/9/2005 Time: 4 PM Page: 117 of 221 Mag1 Loc1 Offset H or V Supp. Dir Coef. Loc. -0.70 36/0/10 NA NA N DOWN 1.000 OF -0.90 36/0/10 NA NA N DOWN 1.000 OF 2.60 36/0/10 NA NA N DOWN 1.000 OF 3.20 36/0/10 NA NA N DOWN 1.000 OF -2.40 36/0/10 NA NA N DOWN 1.000 OF 0.50 36/0/10 NA NA N RIGHT 1.000 OF 3.10 36/0/10 NA NA N UP 1.000 OF 0.70 36/0/10 NA NA N RIGHT 1.000 OF 4.10 36/0/10 NA NA N UP 1.000 OF -0.10 36/0/10 NA NA N LEFT 1.000 OF -0.60 36/0/10 NA NA N DOWN 1.000 OF 0.10 36/0/10 NA NA N RIGHT 1.000 OF 0.50 36/0/10 NA NA N UP 1.000 OF 0.80 36/0/10 NA NA N RIGHT 1.000 OF -0.10 36/0/10 NA NA N DOWN 1.000 OF 0.30 36/0/10 NA NA N UP 1.000 OF -0.80 36/0/10 NA NA N LEFT 1.000 OF 0.10 36/0/10 NA NA N UP 1.000 OF -0.30 36/0/10 NA NA N DOWN 1.000 OF -0.70 36/0/10 NA NA N LEFT 1.000 OF 410 36/0/10 NA NA N UP 1.000 OF -0.50 36/0/10 NA NA N LEFT 1.000 OF 3.10 36/0/10 NA NA N UP 1.000 OF -0.10 36/0/10 NA NA N LEFT 1.000 OF 0.50 36/0/10 NA NA N UP 1.000 OF 0.10 36/0/10 NA NA N RIGHT 1.000 OF -0.60 36/0/10 NA NA N DOWN 1.000 OF -0.70 36/0/10 NA NA N LEFT 1.000 OF 4.10 36/0/10 NA NA N UP 1.000 OF -0.50 36/0/10 NA NA N LEFT 1.000 OF 3.10 36/0/10 NA NA N UP 1.000 OF -0.10 36/0/10 NA NA N LEFT 1.000 OF 0.50 36/0/10 NA NA N UP 1.000 OF 0.10 36/0/10 NA NA N RIGHT 1.000 OF -0.60 36/0/1C NA NA N DOWN 1.000 OF 2.80 36/0/4 NA NA N OUT 1.000 OF 2.80 36/0/4 NA NA, N IN 1.000 OF -0.70 33/6/2 NA NA N DOWN 1.000 OF -0.90 33/6/2 NA NA N DOWN 1.000 OF 2.60 33/6/2 NA NA N DOWN 1.000 OF 3.30 33/6/2 NA NA N DOWN 1.000 OF -2.40 33/6/2 NA NA N DOWN 1.000 OF 3.10 33/6/2 NA NA N UP 1.000 OF 4.20 33/6/2 NA NA N UP 1.000 OF -0.60 33/6/2 NA NA N DOWN 1.000 OF 0.50 33/6/2 NA NA N UP 1.000 OF 0.30 33/6/2 NA NA N UP 1.000 OF -0.30 33/6/2 NA NA N DOWN 1.000 OF 4.20 33/6/2 NA NA N UP 1.000 OF 310 33/6/2 NA NA N UP 1.000 OF 0.50 33/6/2 NA NA N UP 1.000 OF -0.60 33/6/2 NA NA N DOWN 1.000 OF 4.20 33/6/2 NA NA N UP 1.000 OF 3.10 33/6/2 NA NA N UP 1.000 OF 0.50 33/6/2 NA NA N UP 1.000 OF -0.60 33/6/2 NA NA N DOWN 1.000 OF -2.80 33/5/12 NA NA N OUT 1.000 OF 2.80 33/5/12 NA NA N IN 1.000 OF VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS YARCO.PRUDEN Deflection Load Combinations No. Origin Factor 1 System 1.000 2 System 1.000 3 System 1.000 4 System 1.000 5 System 1.000 6 System 1.000 7 System 1.000 8 System 1.000 9 System 1.000 10 System Derived 1.000 11 System Derived 1.000 12 System Derived 1.000 13 System Derived 1.000 14 System Derived 1.000 15 System Derived 1.000 16 System Derived 1.000 17 System Derived 1.000 18 System 1.000 19 System 1.000 20 System 1.000 21 System 1.000 22 System Derived 1.000 23 System Derived 1.000 24 System Derived 1.000 25 System Derived 1.000 26 System Derived 1.000 27 System Derived 1.000 28 System Derived 1.000 29 System Derived 1.000 30 System 1.000 31 System 1.000 32 System Derived 1.000 33 System Derived 1.000 Maximum Frame Deflection Summary for Description Max. Vertical Deflection for Span 1 Max. Vertical Deflection for Span 2 Max. Vertical Deflection for Span 3 Max. Vertical Deflection for Span 4 Max. Vertical Deflection for Span 5 VPC File:CA0501692 01OE1 vpc Framing Def H Def V 0 180 1.0 L 0 180 1.0 S 0 180 1.OS +I.OSD 0 180 1.0 US1* 0 180 1.0 *US1 O 180 0.700 Wl> O 180 0.700 <W1 0 180 0.700 W2> 0 180 0.700 <W2 0 180 0.700 WPAI O 180 0.700 WPDI 0 180 0.700 WPA2 0 180 0.700 WPD2 0 180 0.700 WPB1 O 180 0.700 WPCI 0 180 0.700 WPB2 0 180 D.700 WPC2 60 0 0.700 WI> 60 0 0.700 <W1 60 0 0.700 W2> 60 0 0.700 <W2 60 0 0.700 WPAI 60 0 0.700 WPD1 60 0 0.700 WPA2 60 0 0.700 WPD2 60 0 0.700 WPBI 60 0 0.700 WPCI 60 0 0.700 WPB2 60 0 0.700 WPC2 60 0 0.600 E> 0.700 EG- 60 0 0.600 <E 0.700 EG- 60 0 0.600 EB> 60 0 0.600 <EB Cross Section: A Deflection (in.) I -0.496 0.154 -0.457 0.132 -0.698 Calculations Package Ratio (1/754 (1/1928 (1/650 (1/2525 (11586 3 Application I Member I 2 6 9 14 17 Joint 2 2 2 1 1 COD I Load Case I 5 4 4 4 4 VPC Version .5.3b 1 /2' L S S SD US1* *US1 Wl> <W1 W2> <W2 WPAI WPDI WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 W I> <WI W2> <W2 WPA1 WPD1 WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 E> EG- <E EG- EB> <EB Date: 11/9/2005 Time:4-03.31 PM Page: 118 of 221 Description Load Case Description *USI US1* US I* US1* US1* Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VP BUILDINGS VARCO- PRUDEN Wall: 5, Frame at: 1/4/8 Frame Cross Section: B1 v SFB n SFB WW1 1J 161 g LL a, m co u to co •a m^ IIC1iid h(u SFB Dimension Key 1 8 1/2' 2 4' -0' 3 3' 5 1/4' 4 1-6 11/16' 5 2'-4 1/2' 6 1 -8 1/8' 7 3'-0 7/8' 8 2 2'-4 1/2' 9 4 2' -6' 10 1-0' 11 2' -6' 12 2 @1 -83/4' 13 3 3/8' 14 40' -6 3/4" 4'Yy �R'_!1 1111R' Calculations Package 85-0 m LL N FRAM E O5s SC Frame Clearances Horiz. Clearance between members 1(CX001) and 7(CX002): 158' 5 11/16' Horiz. Clearance between members 1(CX001) and 7(CX002): 158' 5 11/16' Vert. Clearance at member 2(CX001): 27' 10 1 /16' Vert. Clearance at member 6(CX002): 27' 11 Vert. Clearance at member 8(EPX007): 29' 11 1/16' Finished Floor Elevation 100' -0' (Unless Noted Otherwise) VPC File:CA0501692 -010E1 vpc CO :1z CO LL N CO m U. VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 119 of 221 CO y N LL 4 r ��p Feq_ Ct l•: ,a.Ll4 N E•71 SFB 1SFB .CIleck pet' DM 3.10 Web Chord Splice Design I Job No: ICA0501692-01 Page: Rev 4 (4-1-05) I Prepared by IKPT Location: Notes. t-Alc rAt (fir fP- B-b TOP G-1-1/IC Tension 308.00 !kips Shear 1- 1 'kips N S.F 11.70 1 Left Chord 1/t bf I 6 tin tf= I. 0:376 lin. ds I, 8 lin. /114 V ts Right Chord PAiSCSeisibic bf 1. 10 lin. tf I ,0.625 lin. R.:Desi ieft ds 30. lin. ,R tS I 0.5 lin. Designight Fy 1 50: lksi :Ail0At 1.03 streSs rat Tension Stiff. SI Extended Pit. 1 1 04 Bolts in a Row Diameter 0 1 1 1/2 H 0 A490-1 X Iv b A325-1 X 1 TENSION CONTROL Not Used riCut Edges I Nri 2 Nro 1 r 6 LIP 5.000 F 3 10,a al Plate Thickness: 1.250 in. Plate Width: 11 in. ftit..4.-- Plate Length: 14.25 in..*— Stiffener Depth: 4.5625 in. rt:r1 Stiffener Length: 8 in. Stiffener Weld: 114 in. Bolt Tens. Cap: 735.03 kips Plate Tens. Cap 384.52 kips Dend Fo Fl Left PL Right PL' 2.1875 in 2.1875 2.1875 0.375 In 0.375 0.625 2.4375 in 2.4375 2.1875 4 in 1 1.5625 1 2.6250 1 2.6250 1in Last bolt t lin edgedisti lin edge dist en Web Chord Splice Desig Notes. rl.fT( B -10 BOTTOM Tension 1269.00:'kips Shear= I 1.00 _Ikips S.F I 1.70- I /346- Left Chord 1 /d.t bf I. 10 tf= 0.5 lin. ds I 8 lin. 1/4 is I .0;625 lin. Right Chord D AISC:Seismic. bf= I 70: Iin. tf 1 =0.625 tin. ds I' '30 lin. is 0:5 tin. Fy I 50 Iksi DTension Stiff 1 D 4 Bolts in a Row. Diameter 0 1 1 1/2 Iv O A490 :I X 1v IV A325- LX I V TENSION CONTROL Not Used I V D Cut Edges Nri 2 Nro 1 El L Extended. Plt. 0 Deslgn,.ieft Pit Design Right Pit Allow i:O3.stress tat CT. Job No: ICA0501692 -01 Rev 4 (4-1 -05) Preparedby :J KPT (yr re-,4-7 GI 1 1 r 5.000 cm Page: 1 OZ togatlon :I Plate Thickness: Plate Width: Plate Length: Stiffener Depth: Stiffener Length: Stiffener Weld: Bolt Tens. Cap: Plate Tens. Cap: Dend Fo Fi 2.5625 0.5 2.6875 in in in 4 in I 1.3125 I 2.6250 I 2.6250 1.250 11 15 544.59 380.65 in. in. rul.t- in. 11 1 1LN in. V/TM in. in. kips kips Left PL Right PL' 2.5625 2.5625 0.5 0.625 2.6875 2.5625 Iin Last bolt t Iin edge dist in edge dist VP BUILDINGS �A RCO- PRUDEN Frame Location Design Parameters: I Location I Avg. Bay Space I I 1/4/8 I 11/8/4 ICT I Frame at'B' Description Calculations Package Angle I Group I Trib. Override I Design Status I 90.0000 I I I Stress Check DESCRIPTION VP Buildings CONTINUOUS TRUSS Frames (Type 'CT consist of open -web tapered or uniform depth rafters connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for CONTINUOUS TRUSS Frames assume the rafter beam is a fully continuous member spanning from building eave to building eave, with the top chords and bottom chords both attached to the sidewall columns and typically pin connected (free to rotate) to one or more interior columns. The Exterior Columns and Interior Columns are typically pinned (free to rotate) at their connection to the foundation. DESIGN: CONTINUOUS TRUSS Frames are designed in accordance with the AISC 'Specification for Structural Steel Buildings' 9th Edition. MATERIAL. Structural steel angles, plate, bar and sheet intended for use in CONTINUOUS TRUSS Frames welded construction typically will be of material based on the requirements of ASTM A529, A572, A570, or A607 Grade 50. Design Load Combinations Framing No. Origin Factor Application Description 1 System 1.000 1.OD +1.00G +1.OL D +CG +L 2 System 1.000 1.0 D 1.0 CG 1.0 S D CG S 3 System 1.000 1.O D+ 1.0 CG 1.O S+ 1.O SD D CG S SD 4 System 1.000 1.OD +I.00G +I.OUS1* D +CG +USI* 5 System 1.000 1.0 D 1.0 CG 1.0 *US 1 D CG *US 1 6 System 1.000 1.O D+ 1.O W1> D+ W1> 7 System 1.000 1.0 D 1.0 <WI D <W 1 8 System 1.000 1.0 D 1.0 W2> D W2> 9 System 1.000 1.0 D 1.0 <W2 D <W2 10 System 1.000 1.OD +I.00G +0.750L +0.750WI> D +CG +L +W1> 11 System 1.000 1.O D 1.O CG 0.750 L 0.750 <W1 D CG L <W 1 12 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 W2> D CG L W2> 13 System 1.000 1.OD +1.00G +0.750L +0.750 <W2 D +CG +L <W2 14 System 1.000 1.OD +1.00G +0.750S +0.750WI> D +CG +S +W1> 15 System 1.000 1.0 D 1.0 CG 0.750 S 0.750 <W1 D +CG +S <W1 16 System 1.000 1.0 D 1.0 CG 0.750 S 0.750 W2> D CG S W2> 17 System 1.000 1.0 D 1.0 CG 0.750 S 0.750 <W2 D CG S <W2 18 System 1.000 0.600 D+ 1.0 WI> D+Wl> 19 System 1.000 0.600 D 1.0 <WI D <W l 20 System 1.000 0.600 D 1.0 W2> D W2> 21 System 1.000 0.600 D 1.0 <W2 D <W2 22 System 1.000 1.O D 1.O CG 0.910 E> 0.700 EG+ D CG F> EG+ 23 System 1.000 1.0 D+ 1.0 CG 0.910 <E+ 0.700 EG+ D CG <E EG+ 24 System 1.000 1.O D 1.0 CG 0.750 L 0.975 E> 0.750 EG+ D CG L E> EG+ 25 System 1.000 1.O D 1.O CG 0.750 L 0.975 <E 0.750 EG+ D CG L <E EG+ 26 System 1.000 0.600 D 0.600 CG 0.910 E> 0.700 EG- D CG F> EG- 27 System 1.000 0.600 D 0.600 CO 0.910 <E 0.700 EG- D CG <E EG- 28 System 1.275 0.900 D 0.900 CG 1.300 E> 1.0 EG- D CG Ej EG- 29 System 1.275 0.900 D 0.900 CG 1.300 <E 1.0 EG- D CG <E EG- 30 System 1.275 1.200 D 1.200 CG 0.200 S 1.300 F> 1.0 EG+ D+CG+S+E>+EG+ 31 System 1.275 1.200 D 1.200 CG 0.200 S 1.300 <E 1.0 EG+ D+CG+S+<E+EG+ 32 Special 1.275 0.900 D 0.900 CG 2.500 E> 1.0 EG- D +CG +E> +EG- 33 Special 1.275 0.900 D 0.900 CG 2.500 <E 1.0 EG- D CG <E EG- 34 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 E> 1.0 EG+ D+CG+S+E>+EG+ 35 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ D+CG+S+<E+EG+ 36 AISC Special 1 700 0.900 D 0.900 CG D CG 37 AISC Special 1 700 0.900 D 0.900 CG D CG 38 AISC Special 1 700 1.200 D 1.200 CG 0.200 S D+CG+S 39 AISC Special 1 700 1.200 D 1.200 CG 0.200 S D+CG+S 40 System Derived 1.000 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 EB> D CG E> EG+ EB> 41 System Derived 1.000 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 EB> D CG <E EG+ EB> 42 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.293 F> 0 750 EG+ 1 400 EB> D+CG+L +E>+EG++EB> 43 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 EB> D+CG+L+<E +EG++EB> 44 System Derived 1.000 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 EB> D CG E> EG- EB> 45 System Derived 1.000 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> D CG <E EG- EB> 46 System Derived 1.275 1900 D 0.900 CG 0.390 F> 1.0 EG- 1 400 EB> D CG E> EG- EB> 47 System Derived 1.275 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 EB> D CG <E EG- EB> 48 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 EB> D+CG+S+E>+EG++EB> VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 121 of 221 VP BUILDINGS VA RCA- PRUDEA 49 System Derived 1.275 50 Special 1.275 51 Special 1.275 52 System Derived 1.000 53 System Derived 1.000 54 System Derived 1.000 55 System Derived 1.000 56 System Derived 1.000 57 System Derived 1.000 58 System Derived 1.275 59 System Derived 1.275 60 System Derived 1.275 61 System Derived 1.275 62 Special 1.275 63 Special 1.275 64 System Derived 1.000 65 System Derived 1.000 66 System Derived 1.000 67 System Derived 1.000 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived I.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 System Derived 1.000 85 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 88 System Derived 1.000 89 System Derived 1.000 90 System Derived 1.000 91 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 96 System 1.000 Frame Member Sizes Mem. I Flg Width Flg Thk No. (in.) (in.) 1 8.00 0.5000 2 8.00 0.5000 6 10.00 0.6250 7 10.00 0.6250 8 11.50 0.3125 TRX001 TRX002 TRX003 TRX004 TRX005 TRX006 VPC File:CA0501692 -010E1 vpc Calculations Package 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 EB> 0.900 D 0.900 CG 2.500 EB> 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.0 D+ 1.0 CG +0.273 E> +0.700 EG++ 1 400 <EB 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 <ER 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 <EB 1.0 D+ 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 <EB 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 <EB 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB D.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 <ER 1.200D+1.200CG +0.2005 +0.390 <E +1.0 EG+ +1 400 <EB 0.900 D 0.900 CG 2.500 <EB 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ I.OD +1.OWPAI 1.0 D 1.0 CG 0.750 L 0.750 WPAI 1.0 D +1.00G +0.750S+0.750WPA1 0.600 D 1.0 WPAI 1.0 D +1.OWPDI 1.0 D 1.0 CG 0.750 L 0.750 WPD 1 1.0 D 1.0 CG 0.750 S 0.750 WPDI 0.600 D 1.0 WPDI 1.OD +1.OWPA2 1.0 D 1.0 CG 0.750 L 0.750 WPA2 1.0 D 1.0 CG 0.750 S 0.750 WPA2 0.600 D 1.O WPA2 1.0 D 1.0 WPD2 1.0 D 1.0 CG 0.750 L 0.750 WPD2 1.0 D 1.0 CG 0.750 S 0.750 WPD2 0.600 D 1.0 WPD2 1.OD +1.0WPB1 1.0 D+ 1.0 CG +0.750 L +0.750 WPB1 1.0 D 1.0 CG 0.750 S 0.750 WPB1 0.600 D 1.0 WPB1 1.OD +1.OWPC1 1.0 D+ 1.0 CG +0.750 L +0.750 WPC1 1.0 D+ 1.0 CG +0.750 S 0.750 WPCI 0.600D +1.OWPCI 1.0 D 1.0 WPB2 1.0 D 1.0 CG 0.750 L 0.750 WPB2 1.0 D 1.0 CG 0.750 S 0.750 WPB2 0.600 D 1.0 WPB2 1.0 D 1.0 WPC2 1.0 D 1.0 CG 0.750 L 0.750 WPC2 1.0 D 1.0 CG 0.750 S 0.750 WPC2 0.600 D 1.0 WPC2 1.0 V Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.2 0.3125 12.00 60.74 27 73 1799.8 50.00 50.00 BP SS 3P 0.5000 60.74 55.56 4.60 892.6 50.00 50.00 SS PLFTK 3P 0.5000 60.58 55.48 4.60 905.2 50.00 50.00 SS PLFTK 3P 0.3125 12.00 60.58 27 73 2216.5 50.00 50.00 BP SS 3P 0.1644 16.00 16.00 29 42 1031.1 50.00 50.00 BP CP 3P 60.00 60.00 7.96 884.9 60.00 60.00 28.75 2312.3 60.00 60.21 43.25 2270.6 60.21 60.00 14 75 964.8 60.00 60.00 60.00 60.00 47.50 2979.3 17 71 1529.2 Total Frame Weig it 17786.2 Frame Pricing Weight 19702.7 (p) (p) D+CG+S+<E +EG++EB> D CG EB> EG- D CG S EB> EG+ D CO E> EG+ <EB D CG <E EG+ <EB D+CG+L +E>+EG++<EB D+CG+L+<E +EGII <ER D CO E> EG- <EB D +CG <E EG- <ER D CG E> EG- <EB D +CG <E EG- <ER D+CG+S+E>+EG-H-<EB D+CG+S+<E+EGII <EB D +CG <EB +EG- D +CG +S <EB EG+ D WPA1 D +CG +L +WPA1 D +CG +S +WPAI D WPAI D +WPDI D +CG +L +WPD1 D +CG +S +WPDI D+ WPD1 D WPA2 D CG L WPA2 D +CG +S +WPA2 D WPA2 D WPD2 D +CG +L +WPD2 D CG S WPD2 D+ WPD2 D +WPBI D+CG +L +WPB1 D +CG +S +WPB1 D WPBI D +WPC1 D +CG +L+ WPCI D +CG +S +WPC1 D +WPC1 D WPB2 D CG L WPB2 D CG S WPB2 D WPB2 D+ WPC2 D CG L WPC2 D CG S WPC2 D WPC2 Shear (Includes all plates) (Includes all pieces) VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 122 of 221 VP BUILDINGS VARCO.PRUDEN Frame Member Releases I Member I Joint 1 I Joint 2 I 8 I No I Yes I Bolted Connections (A325 Bolts) Calculations Package Boundary Condition Summary. Member I X -Loc I Y -Loc I Supp. X I Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) 1 0/0/0 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 7 170/0/0 0/6/0 Yes Yes No 0 /0 /0 0/0/0 0.0000 8 26/0/13 0/6/0 Yes Yes No 0/0/0 0 /0 /0 0.0000 Base Plate Summary X -Loc 1 Grid I Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. I (in.) I (in.) I (in.) I Bolts I (in.) I I Flange I Web 0/0/0 B1 1 1 0750 11 13 4 1.500 A36 OS- 0.2500 OS- 0.2500 26/0/13 B1 3.1 8 0.500 13 17 4 X.00 A36 OS- 0.1875 OS- 0.1875 170/0/0 B1 10 7 0.750 11 13 4 1.500 A36 OS- 0.2500 OS- 0.2500 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth lilt a Thick. Width Side I No. I No. I (ft) I (in.) I I a/h I (in.) I (in.) I (in.) I Both 6 I 11 S3 I 0.31 I 59.021 I N/A I N/A I N/A 1 0.5000 1 4 750 I Both Bolt Rows -Out I Rows -In I Moment Out I Moment In Mem. R. Type Conn. Thick. Width Length Diam. Pitch 2 I 4 I 2 1 4 I Actual Capacity Ld Actual Capacity No. No. (in.) (in.) (in.) (in.) (in.) Bolt Bolt Bolt Bolt I Ld Cs (in -k) I (in -k) I Cs I (in -k) I (in -k) 2 2 PLFTK STD 1.500 10.00 69.02 1.500 0 0 0 0 0 0.0 0.0 0 0.0 0.0 6 2 PLFTK STD 1.250 11.00 67.95 1.500 0 0 0 0 0 0.0 0.0 0 0.0 0.0 8 2 CP STD 0.375 12.50 21.94 0.750 3.00 1 0 1 0 0 0.0 0.0 0 0.0 0.0 Note: Column connections (bolts, plate thickness, flange and web welds) at chord interface are determined by maximum chord splice properties. Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note 1 11/1/4 11/7/4 SFB4040 1 19/5/4 19/11/4 SFB5110 1 23/7/4 24/1/4 SFB6044 3 81/6/11 SFB6050 3 78/0/11 SFB6050 7 0 /0 /0 68/0/11 SFB6050 7 0 /0 /0 60/2/13 (2)SFB6050 7 0/0/0 58/6/11 (2)SFB6050 7 0/0/0 56/2/3 (2)SFB6050 7 0/0/0 49/0/11 (2)SFB6050 27 39/6/11 SFB6094 27 30/0/11 FB6094 27 20/6/11 FB6094 27 11/0/11 (2)FB6094 27 1/6/11 SFB6094 55 1/6/11 (2)FB6094 55 11/0/11 (2)FB6094 65 20/6/11 (2)FB6094 65 30/0/11 SFB6094 65 39/6/11 SFB6094 65 49/0/11 (2)FB6094 65 58/6/11 (2)FB6094 98 68/0/11 (2)FB6094 104 78/0/11 (2)SFB6094 104 81/6/11 (2)SFB6050 7 15/3/4 15/9/4 SFB4094 7 19/5/4 19/11/4 SFB5110 VPC File:CA0501692- 01OEl.vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 123 of 221 Welding Description F -FP W- OS- 0.2500 F- FP,W- OS- 0.1875 VP BUILDINGS VARCO- PRUDEN Calculations Package VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 124 of 221 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 I I Actual Forces I Actual Stresses I Allowable I Stress Condition Mem. Loc. Depth Load Axial Shear Mom -x J Mom- y Axial Shear Bnd -X Bnd -Y Stress /Force I Sum No. ft in. Case k k in -k I in -k I ksi I ksi I ksi I ksi I Axial I Shear I Bnd -X Bnd -Y I Bnd +Ax I Shear 1 27.39 60.741 4 -8.0 31.5 10362.6 0.0 0.30 170 24.80 0.00 26.23 2.31 26.44 37.50 0.948 0.738 2 0.21 60.74 4 41 173.9 10005.5 0.0 0.11 5.86 19.02 0.00 30.00 5.90 30.00 37.50 0.638 0.993 6 0.21 60.58 4 59.2 148.7 8557.8 0.0 141 5.04 1310 0.00 26.11 5.97 2514 37.50 0.568 0.845 7 27.38 60.58 4 70.3 27.0 8862.6 0.0 2.27 1 46 16.21 0.00 23 75 2.33 24.79 37.50 0.743 0.627 8 24.52 16.00 5 -84.5 0.0 0.0 0.0 8.70 0.00 0.00 0.00 9.69 9.51 15.69 2177 0.898 0.000 Mem. Loc. Depth Area Rx Ry Lx Ly -1 Ly -2 Klx Klyl Kly2 Sx Lbl Rt -1 Lb2 Rt -2 Qs Qa Cbl Cb2 No. I ft I in. I in.2 I in. I in. in. I in. I in. I /Rx I /Ry I /Ry I in.3 I in. I in. I in. I in. 1 27.39 60.741 26.55 2179' 1.27 388.87 471 0.0 26.8 371 0.0 417.83 471 176 0.0 0.00 1.00 1.00 1.00 0.00 2 0.21 60.74 37 67 20.53 1.07 388.87 60.0 0.0 28.4 56.0 0.0 526.08 60.0 1.58 0.0 0.00 1.00 1.00 1.00 0.00 6 0.21 60.58 42.01 21.65 1.58 388.87 60.0 0.0 26.9 38.0 0.0 653.20 157.3 2.22 0.0 0.00 1.00 1.00 1.00 0.00 7 27.38 60.58 30.94 23.07 1.84 388.87 471 0.0 25.3 25.7 0.0 546.60 157.3 2.41 0.0 0.00 1.00 0.85 1.00 0.00 8 24.52 16.00 9 72 7 12 2.86 353.08 353 1 0.0 49.6 123.6 D.0 61.51 353.1 3.39 0.0 0.00 0.73 0.94 1.00 0.00 VP BUILDINGS VARCO- PRUDEN Splice Location at 0.000 (ft) for Section TRX001 TPBCK TPBC2 TPTCK TPTC2 Type Ld Cs 5/8/14 13/8/0 5/3/14 13/3/0 60.00 60.00 60.00 60.00 Tension Tension Shear (k) (k) Field Splice Data for Section TRX001 Type X -Loc Depth Length Width (in.) (in.) (in.) 14.13 12.00 13.75 13 75 10.00 10.00 10.00 10.00 TPBCK 36 388.27 0.00 0 0.00 TPBC2 18 159.31 4.99 5 17 73 TPTCK 39 328.71 0.00 24 10.64 TPTC2 39 328.71 0.00 5 3 43 Note: Bolting Plates are designed for all Load C accompanying tension. Truss Top Chord Plate Knee TPTCK Truss Bottom Chord Plate Knee TPBCK Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 VPC File:CA0501692 010E1 vpc Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) 1.500 6 1.500 4.88 4.00 4.50 0.00 2.63 2.63 4.69 1.250 6 1125 4.25 3.00 3.75 0.00 2.75 2.00 3.75 1.500 6 1.500 4.50 4.00 4 75 0.00 2.63 2.63 4.69 1.500 6 1.500 4.50 4.00 4 75 0.00 2.63 2.63 4.69 Shear Plate Bolt Flange Stem Ld Shear Tension Capacity Capacity Weld Size Weld Size Cs (k) (k) (k) (k) (in.) (in.) 0.00 0.01 80.23 145.97 Calculations Package 558.95 459.93 267.27 200.50 540.04 542.91 540.04 542.91 0.5000 0.2500 0.2500 0.2500 0.2500 0.1875 0.3750 0.3750 Gusset Type Length Width Thick. (in.) (in.) (in.) Flange Flange Flange Flange 4.625 3 750 4.625 4.625 8.000 6.000 9.000 9.000 ases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 125 of 221 0.375 0.375 0.750 0.750 Gusset to Gusset to Plate Flange Weld Size Weld Size (in.) (in.) 0.2500 0.2500 0.1875 0.1875 0.3750 0.3750 0.3750 0.3750 VP BUILDINGS MARCO- PRUDEN Top Chord I Actual Forces I Actual Stresses Allowable Stresses I Stress Condition Mem. 1 Design Shear Loc. Load Axial Shear Mom -x Axial Shear Bnd -X Axial Shear Bnd -X Sum No. Group Case I (ft) I Case I (k) I (k) I On-k) I (ksi) I (ksi) I (ksi) I (ksi) I (ksi) I (ksi) I Bnd +Ax I Shear I 11 I 462 15 1 5.306 1 18 1 135.491 12.94 1 74.14 I 16.42 I 2.06 I 6.28 1 23.20 20.00 I 30.00 I 0.98 0.10 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Top Chord Effective Section Properties Mem. 1 Design Loc. Aeff Set Seb Lx Ly CMx No. Group I (ft) I (in.2) I (in.3) I (in.3) I (ft) I (ft) I 11 1 462 5.306 1 7 78 I 17 17 1 11 48 110.2711 2.500 1 1.00 Top Chord Gross Section Properties Design1 Tee Flange Group 462 I 6.0 x 0.3750 Tee Web 8.0 x 0.7500 Bottom Chord I I Actual Forces I Actual Stresses I Allowable Stresses 1 Stress Condition Mem. Desi Shear Loc. Load Axial Shear Mom -x Axial Shear Bnd -X Axial Shear Bnd -X Sum No. I Gro p I Case I (ft) I Case I (k) I (k) I (in -k) (ksi) I (ksi) I (ksi) I (ksi) I (ksi) I (ksi) I Bnd +Ax I Shear 3 I 679 1 5 1 5.470 1 4 1 206.33 I 17 73 1 0.00 121 16 15 40 I 0.00 1 22.56 I 20.00 I 30.00 I 0.94 I 0.27 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties Mem. I Design I L I Aeff I Set Seb I Lx I Ly I C I No. Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 3 1 679 1 5.470 1 8.81 1 30.89 7.93 110.470110.0001 1.00 I Bottom Chord Gross Section Properties Desi Flange Tee Web Area Rx R J Cw Ixx I Sxt Sxb Q I Group I Tee Flan g I I (in.2) I (in.) I (in) I (in.4) I (in.6) I (in.4) I (in.4) I (in.3) I (in.3) IFlaangeI Stem 1 679 I 9.0 x 0.7500 I 8.0 x 0.3750 1 9 75 1 2.40 1 2.16 I 1 406 I 3.00 1 56.07 1 45.60 1 32.58 I 7.98 1 1.00 1 0.73 Lattice Truss Design Member Summary for Section TRX001 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger. (See WS -TL 11) I End 1 End 2 Weld Weld Weld I Actual Forces I Lattice Allowable Stress Mem.' Design' Qty No. I Len I Gusset Gusset Length Length Size I Tension 'Compress.' Tension 'Compress. Ratio Load No. Group Spacers (ft) Criteria Criteria Criteria (in.) (in.) (k) (k) (k) (k) Axial Case 9 36 2 2 11 423 Omit L3 at Omit L3 at 16.00 0.1875 20.09 29.57 106.91 46.52 -0.64 5 Gusset Gusset 10 8 2 5.000 Omit L3 at 5.00 0.1250 4.54 -4.38 19.86 6.51 -0.67 5 Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Design' Size S acin Area Rx Ry R H J Cw lyy Group I (in.) g I (in.2) I (in.) I (in.) I (in.) I I (in.4) I (in.6) I Ixx (in.4) I (in.4) I 36 I L 4.0 x 4.0 x 0.25 1 0.750 1 3.87 I 1.250 1 1.915 1 2.480 1 0.85 I 0.088 I 0.1010 1 6.0000 114 1929 I Lattice Gusset Data for Section TRX001 I Type X -Loc Y -Loc I Axial (k) 1 Top Chord 5/3/14 1 33/2/9 I 0.00 Calculations Package Shear (k) 0.00 Date: 11/9/2005 Time: 4 PM Page: 126 of 221 I Area Rx I Ry I J I Cw I Ixx I Iyy I Sxt I Sxb I Qs I Qs (in.2) (in.) (in.) (in.4) (in.6) (in.4) (in.4) (in.3) (in.3) Flange Stem 1 8.25 1 2.71 1 0.92 1.230 1 6.51 1 60.72 1 7.03 1 18.78 I 11.81 1 1.00 1 1.00 Moment' Length Width I Th Gusset to Stem I Gusset to Plate I Lattice (in -k) (in.) (in.) (in.) Weld Size (in.) Weld Size (in.) Quantity 0.00 1 20 1 2.000 1 0.7500 I 0.2500 I I 1 VPC File:CA0501692 -01 0E1 vpc VPC Version .5.3b VP BUILDINGS MARCO- PRUDEN Splice Location at 0.000 (ft) for Section TRX002 TPBC1 18 159.31 4.99 5 TPTC1 39 328.71 0.00 5 TPBC2 19 6914 26.08 5 TPTC2 4 70.10 1.36 5 Note: Bolting Plates are designed for accompanying tension. Truss Plate Top Endl TPTC1 Truss Plate Bottom Endl TPBC1 Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 Top Chord VPC File:CA0501692 -01OE1 vpc I Actual Forces Axial Shear Mom -x (k) (k) (in -k) 177 46 20.65 5.64 180.15 20.65 20.48 146.36 54.95 -8.39 134.31 54.95 42.60 134 70 49.56 32.28 70.00 49.56 18.16 Calculations Package Field Splice Data for Section TRX002 Type X -Loc Depth Length Width Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) (in.) (in.) (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) TPBC1 13/8/0 60.00 12.00 10.00 1.250 6 1 125 4.25 3.00 3.75 0.00 2.75 2.00 3 75 TPTCI 13/3/0 60.00 13.75 10.00 1.500 6 1.500 4.50 4.00 4.75 0.00 2.63 2.63 4.69 TPBC2 42/3/12 60.00 13.50 10.00 0.750 8 0.750 3.63 2.00 3.25 0.00 1.25 1.25 2.69 TPTC2 41/10/13 60.00 10.00 7.00 0.750 8 0.750 3.50 2.00 3.50 0.00 1.25 1.25 2.69 Tension Shear Plate Bolt Flange Stem Type Ld Tension Shear Ld Shear Tension Capacity Capacity Weld Size Weld Size Type Cs (k) (k) Cs (k) (k) (k) (k) (in.) (in.) Gusset Gusset to Gusset to Length Width Thick. Plate Flange (in.) (in.) (in.) Weld Size Weld Size (in.) (in.) 17 73 0.01 262.70 199 70 0.3125 0.1875 Flange 3.750 6.000 0.375 0.1875 0.1875 3.43 145.97 534.00 535.63 0.1875 0.2500 Flange 4.625 9.000 0.625 0.2500 0.3750 40.16 0.01 90.76 80.10 0.2500 0.2500 3.86 37.68 69 73 99.60 0.1875 0.2500 all Load Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with I Actual Stresses i Axial Shear Bnd -X (ksi) (ksi) (ksi) 26.17 3.94 0.55 26.57 3.94 2.01 20.19 10.50 0.82 19.81 10.50 4 19 19.86 947 3.17 10.32 9 47 1 79 I Allowable Stresses I Stress Condition Mem. Design Shear Loc. Load Axial Shear Bnd -X No. Group Case (ft) Case I I (ksi) (ksi) (ksi) 13 374 5 1.500 4 30.00 20.00 30.00 17 374 5 2.375 5 30.00 20.00 30.00 19 374 5 2.049 18 21.36 20.00 30.00 24 374 5 3.012 5 30.00 20.00 30.00 26 374 5 2.375 5 30.00 20.00 30.00 30 374 5 2.377 4 30.00 20.00 30.00 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 127 of 221 30 Bnd +Ax 0.89 0.95 0.97 0.80 0.77 0.40 Sum Shear 0.20 0.20 0.52 0.52 0.47 0.47 VP BUILDINGS VARCO PRUDEN Top Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 13 374 1.500 6.78 15.93 9.89 4.000 2.500 1.00 17 374 2.375 6.78 15.93 9.89 4 750 2.375 1.00 19 374 2.049 6.78 15.93 9.89 4 112 3.073 1.00 24 374 3.012 6.78 15.93 9.89 5.387 2.375 1.00 26 374 2.375 6.78 15.93 9.89 4 750 2.375 1.00 30 374 2.377 6.78 15.93 9.89 5.750 4 750 1.00 Top Chord Gross Section Properties Design) Tee Flange Tee Web Group 374 1 6.0 x 0.3750 1 8.0 x 0.6250 Bottom Chord I Mem. Design Shear Loc. No. I Group Case I (ft) 12 649 5 4.950 18 649 5 1.024 4 649 5 2.241 649 5 9.542 Load Case 4 2 2 4 Bottom Chord Effective Section Properties I em. Design Loc. Aeff Set Seb Lx Ly CMx M No. I Group I (ft) I (in.2) I (in.3) I (in.3) I (ft) I (ft) I 12 649 4.950 8.44 25.63 6.23 8.750 10.000 1.00 18 649 1.024 8.44 25.63 6.23 3.695 7.823 1.00 4 649 2.241 8.44 25.63 6.23 5.803 7 125 1.00 25 649 9.542 8.44 25.63 6.23 10.500 9.500 1.00 Bottom Chord Gross Section Properties Design Group 649 I 15 27 2 16 5 1 20 23 2 21 37 2 22 36 2 23 8 2 Tee Flange I Tee Web 9.0 x 0.7500 I 7.0 x 0.3750 VPC File:CA0501692 -010E1 vpc Calculations Package Actual Forces Axial Shear Mom -x (k) (k) 1 (in -k) 212.12 23.84 0.00 222.31 23.84 0.00 222.31 54.95 -0.00 144.79 54.95 -0.00 I Area Rx I (in Ry I J Cw I (i lxx I Iyy (in.2) (in.) (in.) .4) (in.6) (in.4n.4) 1 7.25 1 2.73 1 0.98 1 0.757 1 3.80 1 53.90 1 6.91 Actual Stresses Axial I Shear Bnd -X (ksi) (ksi) (ksi) 22.63 8.20 0.00 23.71 8.20 0.00 23.71 18.91 0.00 1544 18.91 0.00 25 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Area I Rx) I Ry I J I Cw I Ixx I Iyy I Sxt I Sxb I Qs I Qs (in.2) in. (in.) (in (in (in.4) (in.4) (in.3) (in.3 Flange Stem 1 9.38 1 2.05 1 2.21 1 1.389 1 2.72 139 41 1 45.59 1 27.00 I 6.27 1 1.00 1 0.86 Lattice Truss Design Member Summary for Section TRX002 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) End 1 End 2 Weld Weld Weld Actual Forces Mem. Design Qty No. Len Gusset Gusset Length Length Size Tension Compress. No. Group Spacers (ft) Criteria Criteria Criteria 14 23 2 2 6.403 Omit L3 at Omit L3 at Gusset Gusset 2 6.897 Omit L3 at Lap Surplus 0 5.000 Omit L3 at Lap Surplus 2 6.473 Omit L3 at Lap Surplus 2 5.017 Omit L3 at Lap Surplus 2 7.349 Omit L3 at Lap Surplus 2 5.000 Omit L3 at Lap Surplus 27 37 2 2 6.897 Whitmore section 28 34 2 2 7.620 Omit 13 at Gusset 29 8 2 5.000 Omit L3 at Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Omit L3 at Gusset (in.) (in.) (k) (k) 8.00 0.1875 22.71 13.49 9.00 0.1875 4.00 0.1250 10.00 0.1875 16.00 0.3125 24.00 0.1875 5.00 0.1250 17.00 0.3125 16.00 0.2500 5.00 0.1250 I Allowable Stresses 1 Stress Condition Axial I Shear Bnd -X Sum (ksi) (ksi) (ksi) Bnd +Ax Shear 23.09 20.00 30.00 0.98 0.41 24.52 20.00 30.00 0.97 0.41 24.83 20.00 25.83 0.95 0.95 22.47 20.00 25.83 0.69 0.95 16.35 28.48 60.22 33.78 -0.84 5 3.60 2.94 13.56 3.16 -0.93 5 30.86 16.93 50.55 23.93 -0.71 19 52.39 -83.36 116.58 91.92 -0.91 5 80.77 58.84 106.91 65.35 -0.90 18 4.77 5.02 19.86 6.51 -0.77 5 50.41 -68.36 116.58 6915 -0.99 5 67.08 -49.57 98.07 51.56 -0.96 18 3.27 3.86 19.86 6.51 -0.59 5 VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 128 of 221 Sxt Sxb Qs Qs (in.3)1 (in.3) 'Flange 1 Stem 17.53 1 10.17 1 1.00 1 1.00 Lattice Allowable Stress Tension Compress. Ratio Load (k) (k) Axial Case 50.55 2413 -0.56 19 VP BUILDINGS VARCO PRUDEN Calculations Package Design Size Spacing Area Rx Ry Rp H J Cw lxx Iyy Group (in.) (in.2) (in.) (in.) (in.) (in.4) (in.6) (in.4) (in.4) 23 L 3.0 x 2.0 x 0.1875 0.625 1.83 0.961 0.966 1.614 0.71 0.024 0.0115 1.6900 1 7077 27 L 3.0 x 3.0 x 0.1875 0.625 2.18 0.933 1 461 1.879 0.85 0.027 0.0180 1.9000 4.6526 5 L 2.0 x 2.0 x 0.125 0.49 0.620 0.391 0.63 0.003 0.0008 0.1890 0.1890 37 L 3.0 x 3.0 x 0.375 0.625 4.22 0.910 1.504 1.891 0.86 0.202 0.1304 3.4900 9.5414 36 L 4.0 x 4.0 x 0.25 0.625 3.87 1.250 1.868 2.444 0.84 0.088 0.1010 6.0000 13.5042 8 L 1.5 x 1.5 x 0.125 0.625 0.72 0.465 0.869 1.049 0.88 0.004 0.0006 0.1555 0.5424 34 L 3.0 x 3.0 x 0.3125 0.625 3.55 0.918 1 490 1.887 0.86 0.119 0.0780 2.9900 7.8804 Lattice Gusset Data for Section TRX002 Type 1 X -Loc I Y -Loc I Axial Shear Moment Length Width Thick. Gusset to Stem Gusset to Plate Lattice (k) I (k) I (in -k) I (in.) I (in.) I (in.) I Weld Size (in.) I Weld Size (in.) I Quantity I B Bottom Chord ottom Chord 1 42/3/ 2 1 28/10/1 I 32.93 I 37.87 I -62 98 I 15 1 3.000 1 0.3750 I 0.2500 I 0.2500 1 VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time:4.03.31 PM Page: 129 of 221 VP BUILDINGS VAACO- PRUDEN Splice Location at 0.000 (ft) for Section TRX003 Field Splice Data for Section TRX003 Type X -Loc Depth Length Width (in.) (in.) (in.) TPBC1 42/3/12 60.00 TPTC1 41/10/13 60.21 TPBCR 85/0/0 60.21 TPTCR 85/0/0 60.21 Type Ld Cs Top Chord Tension Tension Shear (k) (k) 15 13 10.00 9.88 9 75 VPC File:CA0501692 010E1 vpc 8.00 7.00 8.00 7.00 TPBC1 19 6914 26.08 5 40.16 TPTC1 4 70.10 1.36 5 3.86 TPBCR 4 114.24 19.29 4 19.29 TPTCR 19 107.29 5.38 4 22.73 Note: Bolting Plates are designed for all Load accompanying tension. Truss Plate Top Endl TPTC1 Truss Plate Bottom Endl TPBC1 Truss Top Chord Plate Ridge TPTCR Truss Bottom Chord Plate Ridge TPBCR Calculations Package 4t 48 Shear Plate Bolt Flange Stem Ld Shear Tension Capacity Capacity Weld Size Weld Size Type Cs (k) (k) (k) (k) (in.) (in.) Actual Stresses Axial Shear Bnd -X (ksi) (ksi) (ksi) 13 43 16.04 0.00 4.20 16.04 0.00 4 14 12.20 0.00 12.93 12.20 0.00 12.86 10.43 0.00 18.63 10.43 0.00 18.57 9.04 0.00 21.39 9.04 0.00 21.25 9.57 2.86 50 L l^ 54 Date: 11/9/2005 Time: 4.03.31 PM Page: 130 of 221 56 Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) 0.750 8 0.750 3.63 2.00 3.25 0.00 1.25 1.25 2.69 0.750 8 0.750 3.50 2.00 3.50 0.00 1.25 1.25 2.69 1.000 6 1.000 3.63 2.75 3 75 0.00 1 75 1 75 3.38 1.000 6 0.875 3 75 2.50 3.50 0.00 2.00 1.50 3.06 Gusset Length Width Thick. (in.) (in.) (in.) VPC Version .5.3b Gusset to Gusset to Plate Flange Weld Size Weld Size (in.) (in.) 0.01 83.57 86.03 0.1875 0.2500 37.68 7412 88.85 0.2500 0.1875 114.24 136.84 135.58 0.2500 0.2500 0.01 148.26 125.44 0.2500 0.1875 Flange 3.000 5.250 0.375 0.1875 0.1875 Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with Actual Forces Allowable Stresses I Stress Condition Mem. Design Shear Loc. Load Axial Shear Mom -x Axial Shear Bnd -X Sum No. Group Case (ft) Case I (k) (k) (in -k) I (ksi) (ksi) (ksi) I Bnd +Ax Shear 32 243 5 3.750 4 70.10 39.84 0.00 30.00 20.00 30.00 0.45 0.80 36 243 5 3.800 5 -25.21 39.84 -0.00 2419 20.00 30.00 0.17 0.80 38 243 5 3.800 5 -24.82 30.30 0.00 2419 20.00 30.00 0.17 0.61 42 243 5 1.900 5 77.56 30.30 0.00 2419 20.00 30.00 0.53 0.61 44 243 4 3.800 5 7717 25.92 0.00 2419 20.00 30.00 0.53 0.52 48 243 4 3.800 5 11178 25.92 -0.00 24.19 20.00 30.00 0.77 0.52 50 243 4 3.800 5 111.39 22.45 0.00 2419 20.00 30.00 0.77 0.45 54 243 4 3.800 2 128.32 22.45 -0.00 2419 20.00 30.00 0.88 0.45 56 243 4 3.800 5 127.52 23.77 41.07 2419 20.00 30.00 1.00 0.48 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VP BUILDINGS VARCO- PRUDEN Top Chord Effective Section Properties Mem. Design Loc. Aeff Set I Seb Lx Ly CMx No. Group (ft) (in.2) (in.3) I (in.3) (ft) (ft) 32 243 3 750 5.22 12.76 4.32 3 750 4 750 1.00 36 243 3.800 5.22 12.76 4.32 4 750 4 750 1.00 38 243 3.800 5.22 12.76 4.32 4 750 4 750 1.00 42 243 1.900 5.22 12.76 4.32 4 750 4 750 1.00 -44 243 3.800 5.22 12.76 4.32 4 750 4 750 1.00 48 243 3.800 5.22 12.76 4.32 4.750 4 750 1.00 50 243 3.800 5.22 12.76 4.32 4 750 4.750 1.00 54 243 3.800 5.22 12.76 4.32 4 750 4.750 1.00 56 243 3.800 5.22 12.76 4.32 6.250 4 750 1.00 Calculations Package Top Chord Gross Section Properties Design Tee Flan Area Rx R J Cw Ixx I Sxt Sxb Qs Qs Group I g i a Tee Web I (in.2) (in.) I (in.) I (in.4) I (in.6) I (in.4) I (in.4) (in.3) I (in.3) IFlaangeI Stem 243 I 6.0 x 0.6250 1 6.0 x 0.3750 1 6.00 1.93 1.37 1 0.594 1 0.73 1 22.30 1 11.28 14.35 14 40 1 1.00 1 1.00 I Bottom Chord I Actual Forces I Actual Stresses I Allowable Stresses I Stress Condition Mem. Design Shear Loc. Load Axial Shear Mom -x Axial Shear Bnd -X Axial Shear Bnd -X Sum No. Group Case (ft) I Case I (k) (k) (in -k) I (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) I Bnd+Ax Shear 31 167 5 2.813 4 80.35 44.02 -0.00 16.48 18.41 0.00 1715 20.00 30.00 0.96 0.92 37 167 5 7.600 4 22.72 35.16 0.00 4.66 14.71 0.00 1715 20.00 30.00 0.27 0.74 43 167 4 4 750 5 73.84 27 75 0.00 16.76 11.61 0.00 30.00 20.00 30.00 0.56 0.58 49 167 4 8.550 18 -67.92 24.27 0.00 13.93 10.15 0.00 1715 20.00 30.00 0.81 0.51 55 167 4 3.800 18 -8112 20.81 0.00 16.64 8.70 0.00 1715 20.00 30.00 0.97 0.44 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties Mem. Design Loc. Aeff Set I Seb Lx Ly CMx No. Group (ft) (in.2) (in.3) I (in.3) (ft) (ft) 31 167 2.813 4.41 10.52 3.98 8.500 9.500 1.00 37 167 7.600 4 41 10.52 3.98 9.500 9.500 1.00 43 167 4 750 4 41 10.52 3.98 9.500 9.500 1.00 49 167 8.550 4 41 10.52 3.98 9.500 9.500 1.00 55 167 3.800 4.41 10.52 3.98 5.833 9.500 1.00 Date: 11/9/2005 Time: 4 PM Page: 131 of 221 Bottom Chord Gross Section Properties Design Tee Flange I Tee Web I Area I Rx I R I (J) (in.6) I lxx (in.4) I Iyy (in.4) I (in.3) I Sxb IF1QeI Stem Group (in.2) (in.) (in. m.4 in.6) m.3 I 167 I 7.0 x 0.3750 I 6.0 x 0.3750 1 4.88 1 1.98 11 48 1 0.229 1 0.47 1 19.09 1 10.75 1 11.51 I 4.05 1 1.00 1 1.00 I Lattice Truss Design Member Summary for Section TRX003 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) End 1 End 2 Weld Weld Weld Actual Forces Lattice Allowable Stress Mem. Design Qty No. Len Gusset Gusset Length Length Size Tension Compress. Tension Compress. Ratio Load No. Group Spacers (ft) Criteria Criteria Criteria (in.) (in.) (k) (k) (k) (k) Axial Case 33 31 2 2 6.250 Omit L3 at Omit L3 at 15.00 0.1875 37.25 -49.80 79.28 52.19 -0.95 5 Gusset Gusset 34 31 2 2 6.897 Omit L3 at Lap 15.00 0.1875 48.50 36.59 79.28 47.21 -0.78 18 Surplus 35 8 2 2 5.000 Omit L3 at Lap 5.00 0.1250 3.15 -4.89 19.86 6.51 -0.75 5 Surplus 39 31 2 2 6.897 Whitmore Whitmore 17.00 0.1875 32.42 -41.80 79.28 47.21 -0.89 5 section section 40 27 2 2 6.897 Omit L3 at Omit L3 at 12.00 0.1875 38.28 28.11 60.22 33.78 -0.83 18 Gusset Gusset 41 8 2 2 5.000 Omit L3 at Lap 5.00 0.1250 3 15 5.41 19.86 6.51 -0.83 5 Surplus 45 31 2 2 6.897 Omit L3 at Lap 12.00 0.1875 24.67 35 76 79.28 47.21 -0.76 4 Surplus 46 23 2 2 6.897 Omit L3 at Lap 10.00 0.1875 33 47 -21 79 50.55 22.68 -0.96 19 Surplus 47 8 2 2 5.000 Omit L3 at Lap 5.00 0.1250 3.15 5.75 19.86 6.51 -0.88 5 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO PRUDEN Calculations Package Surplus 51 27 2 2 6.897 Omit L3 at Lap 10.00 0.1875 19.04 30.97 60.22 33.78 -0.92 4 Surplus 52 23 2 2 6.897 Omit L3 at Lap 9.00 0.1875 28.70 16.15 50.55 22.68 -0.71 19 Surplus 53 11 1 0 5.000 Sum of Shear 5.00 0.1875 3.76 -6.83 25.33 9 70 -0.70 5 Lag and 13 57 31 2 2 8.004 Omit 1.3 at Omit 1.3 at 12.00 0.1875 14.89 29.92 79.28 38.86 -0.77 4 Gusset Gusset 58 18 0 5.017 Omit L3 at 8.00 0.1875 19.36 14.21 39 78 14.87 -0.96 18 Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Design Size I Spacing I Area I Rx I Ry I Rp I H I J I Cw I Ixx I Iyy Group (in.) (in.2) (in.) (in.) (in.) (in.4) (in.6) (in.4) (in.4) 31 L 3.0 x 3.0 x 0.25 0.375 2.87 0.926 1.380 1.809 0.84 0.063 0.0413 2.4600 5 4664 8 L 1.5 x 1.5 x 0.125 0.375 0.72 0.465 0.766 0.965 0.86 0.004 0.0006 0.1555 0.4218 27 L 3.0 x 3.0 x 0.1875 0.375 2.18 0.933 1.367 1.807 0.84 0.027 0.0180 1.9000 4.0739 23 L 3.0 x 2.0 x 0.1875 0.375 1.83 0.961 0.869 1.558 0.69 0.024 0.0115 1.6900 1.3820 11 L 3.0 x 2.0 x 0.1875 0.92 0.961 0.435 0.59 0.012 0.0058 0.8470 0.3050 Lattice Gusset Data for Section TRX003 Type X -Loc I Y -Loc Axial (k) Bottom Chord 42/3/12 31/3/5 39.84 Top Chord 55/1/4 37/4/5 4.39 Top Chord 85/0/0 39/10/4 -8.26 Shear Moment Length Width Thick. Gusset to Stem (k) I (in -k) I (in.) I (in.) I (in.) I Weld Size (in.) 45.67 18.82 11 6.000 0.3750 0.2500 4170 276.24 24 3.000 0.3750 0.1875 10.32 5.30 12 2.000 0.3750 0.1875 VPC Fi1e•CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 132 of 221 Gusset to Plate Lattice Weld Size (in.) I Quantity 0.2500 1 1 1 VP BUILDINGS VARCO•PRUDEN Splice Location at 0.000 (ft) for Section TRX004 Top Chord Calculations Package Field Splice Data for Section TRX004 Type X -Loc Depth Length Width Thick. (in.) (in.) (in.) (in.) TPBCR 85/0/0 60.21 TPTCR 85/0/0 60.21 TPBC2 99/3/6 60.21 TPTC2 99/8/6 60.21 5 Tension Type Ld Tension Shear Cs (k) (k) 9.88 9 75 10.88 10.25 VPC File:CA0501692 010E1 vpc 9.00 1.000 9.00 1.000 9.00 1.250 9.00 1.000 TPBCR 4 114.24 19.29 4 19.29 114.24 TPTCR 19 107.29 5.38 4 22.73 0.01 TPBC2 4 16145 9.61 4 9.61 16145 TPTC2 19 129 75 2.62 4 3.82 0.01 Note: Bolting Plates are designed for all Load Cases. accompanying tension. Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 Truss Top Chord Plate Ridge TPTCR Truss Bottom Chord Plate Ridge TPBCR Shear Plate Bolt Flange Stem Ld Shear Tension Capacity Capacity Weld Size Weld Size Cs (k) (k) (k) (k) (in.) (in.) 133.33 138.23 0.1875 0.2500 190.63 124.01 0.2500 0.1875 Flange 3.000 5.250 0.500 0.1875 0.1875 259.05 219 78 0.1875 0.2500 Flange 3.750 6.000 0.500 0.2500 0.2500 151.58 138.18 0.2500 0.1875 Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with Actual Forces Axial Shear I Mom -x (k) I (k) I (in -k) 171.34 22.30 40.40 171 72 14.22 -0.00 192.83 14.22 0.00 62 Type Actual Stresses Axial I Shear I Bnd -X (ksi) I (ksi) I (ksi) 21 42 6.73 2.11 21 46 4.29 0.00 24.10 4.29 0.00 7 Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) 6 1.000 3.63 2.75 3.75 0.00 175 175 3.38 6 0.875 3.75 2.50 3.50 0.00 2.00 1.50 3.06 6 1125 3.88 3.00 4.00 0.00 2.00 2.00 3.75 6 1.000 4.00 2.75 3 75 0.00 1 75 1 75 3.38 Gusset Length Width Thick. (in.) (in.) (in.) Allowable Stresses Axial Shear I Bnd -X (ksi) I (ksi) I (ksi) 24.83 20.00 30.00 24.83 20.00 30.00 24.83 20.00 30.00 Mem. Design Shear Loc. Load No. I Group I Case I (ft) Case 61 428 4 2.450 4 63 428 4 3.800 4 67 428 4 2.813 4 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VPC Version .5.3b Date: 11/9/2005 Time:4 PM Page: 133 of 221 67 Gusset to Gusset to Plate Flange Weld Size Weld Size (in.) (in.) I Stress Condition Sum Bnd +Ax Shear 0.95 0.34 0.86 0.21 0.97 0.21 VP BUILDINGS VAACO- PRUDEN Top Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. I Group I (ft) I (in.2) I (in.3) I (in.3) I (ft) I (ft) I 61 428 2.450 7.22 17.86 5.80 6.250 4.750 1.00 63 428 3.800 7.22 17.86 5.80 4 750 4 750 1.00 67 428 2.813 7.22 17.86 5.80 3.750 4.750 1.00 Gross Section Properties Top Chord Design Tee Flange Group 1 428 I 8.0 x 0.6250 Bottom Chord Mem. Design Shear Loc. Load No. I Group 1 Case 1 (ft) 1 Case 5 263 4 4.883 18 I 263 I 4 14 750 14 Tee Web I 6.0 x 0.5000 62 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties I Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. I Gro I (ft) I (in.2) I (in.3) I (in.3) I (ft) I (ft) I 62 I 263 14 750 1 5.53 1 12.73 1 5.22 1 8.500 1 9500 Bottom Chord Gross Section Properties Design Group 263 I Tee Flange I Tee Web 8.0 x 0.3750 I 6.0 x 0.5000 Lattice Truss Design Member Summary for Section TRX004 Note:Unequal leg fillet welds used for welds up to 0.500 in. only End 2 Gusset Criteria Mem. Design Qty No. Group 59 23 2 No. Spacers 2 60 11 1 0 5.000 64 23 2 2 6.897 65 18 Design Group 23 11 18 1 0 6.250 66 8 2 5.000 Size L 3.0 x 2.0 x 0.1875 L 3.0 x 2.0 x 0.1875 L 3.0 x 3.0 x 0.25 Lattice Gusset Data for Section TRX004 VPC File:CA0501692 -010E1 vpc End 1 Gusset Criteria Omit L3 at Gusset Type I X -Loc I Y -Loc I Axial (k) Top Chord I 85/0/0 1 39/10/4 I 6.58 Bottom Chord 99/3/6 33/7/12 9.61 Calculations Package Omit L3 at Gusset I Shear (k) I 8.22 0.08 I Area Rx (in.2) (in.) 1 8.00 1 1.93 Actual Forces I Actual Stresses Axial Shear I Mom -x Axial I Shear I Bnd -X (k) (k) (in -k) (ksi) (ksi) (ksi) 154.24 19.92 I -0•00 27.89 I 6.25 I 0.00 1.00 I 1.00 Rx J ICwIIxxl (in.) (in) (in.4) (in.6) (in.4) 1 6.00 1 2.01 1 1.64 1 0.391 1 1.01 1 24.28 I (Areal (in.2) 'Spacing' I Area I Rx I Ry I Rp I H (in.) (in.2) (in.) (in.) (in.) 0.500 1.83 0.961 0.917 1.585 0.70 0.92 0.961 0.435 0.59 144 0.926 0.585 0.63 Allowable Stresses I Axial Shear Bnd -X (ksi) I (ksi) 1 (ksi) 1 30.00 I 20.00 I 30.00 J Cw lxx Iyy (in.4) (in.6) I (in.4) (in.4) 0.024 0.0115 1.6900 1.5377 0.012 0.0058 0.8470 0.3050 0.031 0.0206 1.2300 1.2300 VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 134 of 221 Ry I J I Cw I lxx (i Iyy I Sxt I Sxb I Qs I Qs (in.) (in.4) (in.6) (in.4) (in.4) (in.3) Flange Stem 1.83 1 0.901 11 74 129 74 1 26.73 I 19 13 I 5.86 1 1.00 1 1.00 I Stress Condition I Sum Bnd +Ax Shear I 0.72 0.31 0.93 0.31 Iyy Sxt Sxb Qs Qs (in.4) I (in.3) I (in.3) (Flange Stem 16.06 1 13.63 I 5.28 1 1.00 1 1.00 Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) Weld Weld Weld I Actual Forces I Lattice Allowable 1 Stress Len Length Length Size I Tension Compress. Tension Compress. Ratio (ft) Criteria (in.) (in.) 1 (k) (k) I (k) (k) 1 Axial 8.004 Omit L3 at 10.00 0.1875 31.89 16.85 50.55 20.53 -0.82 Gusset Sum of Shear 5.00 0.1875 3.74 7.21 25.33 9 70 -0.74 4 Lag and L3 Omit L3 at Lap 8.00 0.1875 9.52 19.62 50.55 23.68 -0.83 4 Surplus Omit L3 at 8.00 0.1875 12.02 10.65 39 78 12.22 -0.87 96 Gusset Omit L3 at 5.00 0.1250 2.62 5.75 19.86 6.51 -0.88 4 Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Load Case 19 Moment Length Width Thick. Gusset to Stem Gusset to Plate Lattice (in -k) I (in.) I (in.) I (in.) I Weld Size (in.) I Weld Size (in.) I Quantity -4.22 14 12 I 10 1 5.000 1 0.5000 I 0.1875 I I 1 VP BUILDINGS VARCO-PRUDEN Splice Location at 0.000 (ft) for Section TRX005 69 73 Top Chord Calculations Package 81 Date: 11/9/2005 Time: 4 PM Page: 135 of 221 VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Field Splice Data for Section TRX005 Type X -Loc Depth Length Width Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) (in.) (in.) (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) TPBCI 99/3/6 60.00 10.88 9.00 1.250 6 1 125 3.88 3.00 4.00 0.00 2.00 2.00 3 75 TPTCI 99/8/6 60.00 10.25 9.00 1.000 6 1.000 4.00 2.75 3 75 0.00 1 75 1 75 3.38 TPBC2 146/7/7 60.00 9.88 9.00 0.500 8 0.750 3.38 2.00 3.50 0.00 1.25 1.25 2.69 TPTC2 147/0/7 60.00 10.50 9.00 0.500 8 0.750 3.63 2.00 3.25 0.00 1.63 1.25 2.69 Tension Shear Plate Bolt Flange Stem Gusset Gusset to Gusset to Type Ld Tension Shear Ld Shear Tension Capacity Capacity Weld Size Weld Size Type Length Width Thick. Plate Flange Cs (k) (k) Cs (k) (k) (k) (k) (in.) (in.) (in.) (in.) (in.) Weld Size Weld Size (in.) (in.) TPBCI 4 161 45 9.61 4 9.61 161 45 238.72 228.46 0.1875 0.3125 Flange 3 750 6.000 0.625 0.3125 0.2500 TPTC1 19 12975 2.62 4 3.82 0.01 131.90 138.18 0.3125 0.1875 TPBC2 29 23.16 5.37 4 38.16 13.82 37.50 123.72 0.1875 0.2500 TPTC2 83 27.53 2.39 4 3.80 0.01 36.12 85.31 0.2500 0.1875 Note: Bolting Plates are designed for all Load Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with accompanying tension. Truss Plate Top Endl TPTC1 Truss Plate Bottom Endl TPBCI Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 I Actual Forces Actual Stresses Allowable Stresses I Stress Condition Mem. Design Shear Loc. Load Axial Shear Mom -x Axial Shear Bnd -X Axial Shear I Bnd -X I Sum No. Group Case (ft) Case I (k) (k) (in -k) I (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Bnd +Ax Shear 69 483 5 1.950 4 193.21 715 35.35 23.60 2.95 1.50 25.60 20.00 30.00 0.98 0.15 73 483 5 3.800 4 200.11 7 15 0.00 24 44 2.95 0.00 25.60 20.00 30.00 0.95 0.15 75 483 5 3.800 4 200.49 10.71 -0.00 24 49 4.42 0.00 25.60 20.00 19.55 0.96 0.22 79 483 5 3.800 4 187.51 10.71 0.00 22.90 4.42 0.00 25.60 20.00 30.00 0.89 0.22 81 483 4 3.800 4 187.90 18.83 -0.00 22.95 7 77 0.00 25.60 20.00 19.55 0.90 0.39 85 483 4 3.800 4 156.91 18.83 -0.00 19 17 7 77 0.00 25.60 20.00 19.55 0.75 0.39 87 483 4 3.800 4 157.30 28.33 -0.00 19.21 1170 0.00 25.60 20.00 19.55 0.75 0.58 91 483 4 3.800 4 108.27 28.33 -0.00 13.22 1170 0.00 25.60 20.00 19.55 0.52 0.58 93 483 4 3.800 4 108.66 37.81 0.00 13.27 15.61 0.00 25.60 20.00 30.00 0.52 0.78 97 483 4 2.813 4 -4917 37.81 -0.00 6.01 15.61 0.00 25.60 20.00 19.55 0.23 0.78 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VP BUILDINGS VA RC 0- PRUDEN Top Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb No. Group (ft) (in.2) (in.3) (in.3) 69 483 1.950 7.25 22.08 5.21 73 483 3.800 7.25 22.08 5.21 75 483 3.800 7.25 22.08 5.21 79 483 3.800 7.25 22.08 5.21 81 483 3.800 7.25 22.08 5.21 85 483 3.800 7.25 22.08 5.21 87 483 3.800 7.25 22.08 5.21 91 483 3.800 7.25 22.08 5.21 93 483 3.800 7.25 22.08 5.21 97 483 2.813 7.25 22.08 5.21 Top Chord Gross Section Properties Design Tee Flange Group I 483 I 8.0 x 0.7500 1 Bottom Chord Design I Tee Flange Group 295 1 Mem. Design No. Group Gross Section Properties Tee Web 8.0x0.3125 1 6.0x0.6250 VPC File:CA0501692 -010E1 vpc Calculations Package Lx Ly CMx (ft) (ft) 5 750 4 750 1.00 4 750 4.750 1.00 4 750 4.750 1.00 4 750 4.750 1.00 4 750 4 750 1.00 4 750 4 750 1.00 4.750 4 750 1.00 4.750 4.750 1.00 4 750 4 750 1.00 3 750 4 750 1.00 Bottom Chord Actual Forces Shear I Mom -x (k) I (in -k) 9.61 0.00 14 19 0.00 23.68 -0.00 33.18 0.00 41.96 0.00 Bottom Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. I Group (ft) I (in.2) (in.3) I (in.3) I (ft) I (ft) 68 295 5.750 5.86 12.00 6.06 10.500 9.500 1.00 74 295 4 750 5.86 12.00 6.06 9.500 9.500 1.00 80 295 4.750 5.86 12.00 6.06 9.500 9.500 1.00 86 295 4 750 5.86 12.00 6.06 9.500 9.500 1.00 92 295 4 750 5.86 12.00 6.06 8.500 9.500 1.00 section section 72 11 1 0 5.000 Sum of Shear Lag and L3 76 23 2 2 6.897 Omit L3 at Lap Surplus 77 23 2 2 6.897 Omit L3 at Lap Surplus 78 8 2 2 5.000 Omit L3 at Lap Surplus 82 23 2 2 6.897 Omit L3 at Lap Surplus 83 27 2 2 6.897 Omit L3 at Lap Surplus Tee Web I Area Rx I Ry I J I Cw I Ixx I Iyy I Sxt I Sxb I Qs I Qs (in.2) (in.) (in.) (in.4) (in.6) (in.4_ (in.4) (in.3) (in.3) Flange Stem 7.0 x 0.3125 1 8.19 1 2.02 1.98 1 1 196 1 1.84 1 33.28 1 32.02 1 23.60 I 5.25 1 1.00 1 0.65 Axial I (ksi) 28.64 27.90 24.07 17 18 7.20 Actual Stresses I Shear Bnd -X (ksi) I (ksi) 2.44 0.00 3.60 0.00 6.00 0.00 8.41 0.00 10.64 0.00 Allowable Stresses Axial Shear I Bnd -X (ksi) I (ksi) I (ksi) 30.00 20.00 30.00 30.00 20.00 30.00 30.00 20.00 30.00 30.00 20.00 30.00 30.00 20.00 30.00 Mem. Design Shear Loc. Load Axial No. I Group I Case I (ft) I Case I (k) 68 295 4 5.750 4 167.82 74 295 4 4 750 4 163.45 80 295 4 4 750 4 141.06 86 295 4 4 750 4 100.66 92 295 4 4 750 4 42.20 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 136 of 221 I Stress Condition Sum Bnd +Ax 0.95 0.93 0.80 0.57 0.24 Shear 0.12 0.18 0.30 0.42 0.53 Area I Rx I R J I Cw I Ixx I Iyy I Sxt I Sxb Qs Qs (in.2) (in (in 2 (in.4 (in.6) (in.4) (in.4) (in.3) (in.3 'Flange' Stem 1 6.25 1 2.05 1 1 47 1 0.570 1 1.69 1 26.21 I 13 46 1 12.79 I 6.15 1 1.00 1 1.00 Lattice Truss Design Member Summary for Section TRX005 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) End 1 End 2 Weld Weld Weld Actual Forces Lattice Allowable Stress Qty No. Len Gusset Gusset Length Length Size Tension Compress. Tension Compress. Ratio Load Spacers (ft) Criteria Criteria Criteria (in.) (in.) (k) (0 (k) (k) Axial Case 70 23 2 2 7.620 Whitmore Weld Length Whitmore 10.00 0.1875 7.93 15.25 50.55 19.84 -0.77 96 section section 71 19 2 2 6.897 Whitmore Whitmore 11.00 0.1875 4.34 11.57 39 78 11.86 -0.98 96 5.00 0.1875 3.14 -6.60 25.33 9 70 -0.68 4 8.00 0.1875 12.47 13.55 50.55 22.13 -0.61 96 8.00 0.1875 11.64 14.78 50.55 22.13 -0.67 5 5.00 0.1250 3.14 -6.47 19.86 6.51 -0.99 4 8.00 0.1875 19.58 15.76 50.55 22.13 -0.71 19 9.00 0.1875 20.05 25.97 60.22 33.78 -0.77 4 VP BUILDINGS VARCO•PRU DEN Calculations Package Cw I Ixx Iyy (in.6) 1 (in.4) (in.4) 0.0115 1.6900 1.3095 0.0051 0.5410 1.2828 0.0058 0.8470 0.3050 0.0006 0.1555 0.3952 0.0180 1.9000 3.9398 0.0413 2.4600 5.2857 84 8 2 2 5.000 Omit L3 at Lap 5.00 0.1250 3.14 -6.16 19.86 6.51 -0.95 4 Surplus 88 27 2 2 6.897 Whitmore Whitmore 22.00 0.1875 32.66 24.17 60.22 33 78 -0.72 19 section section 89 31 2 2 6.897 Whitmore Weld Length Whitmore 39.00 0.1875 28.45 39.07 79.28 47.21 -0.83 4 section section 90 8 2 2 5.000 Omit L3 at Lap 5.00 0.1250 3.14 5.68 19.86 6.51 -0.87 4 Surplus 94 27 2 2 6.897 Omit L3 at Lap 14.00 0.1875 45.76 32.57 60.22 33 78 -0.96 19 Surplus 95 31 2 2 6.250 Omit L3 at Omit L3 at 14.00 0.1875 33 41 -47.26 79.28 52.19 -0.91 4 Gusset Gusset 96 8 2 5.000 Omit L3 at 5.00 0.1250 2.63 -4.29 19.86 6.51 -0.66 4 Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Design Size I Spacing] Area Rx Ry Rp I H I J Group (in.) I (in.2) (in.) (in.) (in (in.4) 23 L 3.0 x 2.0 x 0.1875 0.313 1.83 0.961 0.846 1.546 0.69 0.024 19 L 2.0 x 2.O x 0.1875 0.313 1 44 0.612 0.944 1.215 0.86 0.018 11 L 3.0 x 2.0 x 0.1875 0.92 0.961 0.435 0.59 0.012 8 L 1.5 x 1.5 x 0.125 0.313 0.72 0.465 0.741 0.946 0.86 0.004 27 L 3.0 x 3.O x 0.1875 0.313 2.18 0.933 1.344 1 789 0.84 0.027 31 L 3.0 x 3.0 x 0.25 0.313 2.87 0.926 1.357 1 792 0.84 0.063 Lattice Gusset Data for Section TRX005 Type X -Loc I Y -Loc I Axial I Shear I Moment I Length Width I Thick. I Gusset to Stem I Gusset to Plate I Lattice (k) (k) (in -k) (in.) (in.) (in.) Weld Size (in.) Weld Size (in.) Quantity Bottom Chord 99/3/6 33/7/12 10.01 20.62 -9.91 14 4.000 0.6250 0.2500 1 Top Chord 105/5/2 38/1/13 4 73 2.78 28.29 26 2.000 0.3125 0.1875 1 Top Chord 133/10/0 35/9/6 7.00 37.87 293.53 32 6.000 0.3125 0.1875 1 Bottom Chord 138/1/13 30/4/14 917 8.72 0.00 20 3.000 0.6250 0.2500 1 Bottom Chord 146/7/7 29/8/6 37.81 40.51 -47.85 11 6.000 0.6250 0.2500 1 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 137 of 221 VP BUILDINGS VARCO- PRUOEN Splice Location at 0.000 (ft) for Section TRX006 TPBC1 146/7/7 TPTC1 147/0/7 TPBCK 164/3/4 TPTCK 164/8/3 Type Ld Cs TPBC1 29 23.16 5.37 4 38.16 TPTC1 83 27.53 239 4 3.80 TPBCK 36 268.85 0.00 0 0.00 TPTCK 36 30714 0.00 4 59.31 Note: Bolting Plates are designed for all Load accompanying tension. Truss Top Chord Plate Knee TPTCK Truss Bottom Chord Plate Knee TPBCK Truss Plate Top Endl TPTC1 Truss Plate Bottom Endl TPBC1 Top Chord 99 Tension Tension Shear Ld (k) (k) Cs VPC File:CA0501692 010E1 vpc 98 Calculations Package 103 \I 104 105 Field Splice Data for Section TRX006 Type X -Loc Depth Length Width Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) (in.) (in.) (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) 60.00 9.88 11.00 0.500 8 0.750 3.38 2.00 3.50 0.00 1.25 1.25 2.69 60.00 r 1 y 0.50 7.00 0.500 8 0.750 3.63 2.00 3.25 0.00 1.63 1.25 2.69 60.00 ,[5010 11.00 1: 250, 6 150 '.7S 4.44 500 0.00 60.00 l J 25 1100 1.250 6 1.500 5.00 4.00 5.00 0.00 Shear Plate Bolt Flange Stem Shear Tension Capacity Capacity Weld Size Weld Size Type (k) (k) (k) (k) (in.) (in.) Gusset Length Width (in.) (in.) VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 138 of 221 Gusset to Gusset to Thick. Plate Flange (in.) Weld Size Weld Size (in.) (in.) 13.82 55.08 116.66 0.1875 0.2500 0.01 37.30 98.08 0.1875 0.1875 0.00 272.00 267.67 0.2500 0.3125 146.72 410.89 525.97 0.2500 0.3125 Flange 4.625 8.000 0.500 02 0.25 Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with I Actual Forces I Actual Stresses I Allowable Stresses I Stress Condition Mem. Design Shear Load Axial Shear Mom -x Axial Shear Bnd -X Axial Shear Bnd -X Sum No. Group Case (ft) Case I (k) I (k) I On-k) (ksi) (ksi) (ksi) (ksi) (ksi) I (ksi) I Bnd +Ax 99 282 4 1.950 4 -49.55 47.52 35.35 7.93 11.35 2.17 17.93 20.00 30.00 0.52 103 282 4 1.221 19 51.31 47.52 12.76 8.21 11.35 1.51 17.93 20.00 30.00 0.51 105 282 4 3.721 19 51 19 54.91 79.55 8.19 13.11 9 40 20.17 20.00 30.00 0.75 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Shear 0.57 0.57 0.66 VP BUILDINGS VARCO- PRUDEN Top Chord Effective Section Properties Mem. I Design I Loc. I Aeff I Set I Seb Lx Ly I CMx No. Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 99 282 1.950 5.78 14.67 8.24 5 750 4 750 1.00 103 282 1.221 5.78 14.67 8.24 5.000 4.750 1.00 105 282 3.721 5.78 14.67 8.24 9.272 2.500 1.00 Top Chord Gross Section Properties IDesign' Tee Flange Group I 282 1 6.0 x 0.3750 Bottom Chord Mem. Design Shear Loc. Load No. I Group I Case I (ft) 1 Case 98 04 1 642 1 4 17 332 I 2 4 4 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties Mem. I Design Loc. I Aeff I Set I Seb I Lx I Ly I CMx No. Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 104 I 642 7 7.332 1 9.38 1 29.08 1 11.65 1 9 472 1.00 I Bottom Chord Gross Section Properties Design Group I 642 1 Lattice Truss Design Member Summary for Section TRX006 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) End 1 End 2 Weld Weld Weld I Length Length Size I Criteria (in.) (in.) Omit L3 at 12.00 0.3125 Gusset Omit 13 at Lap 13.00 0.3125 46.48 Surplus Omit L3 at Lap 6.00 0.1875 5.60 Surplus Whitmore 24.00 0.3125 115.70 section Mem. Design Qty No. Len Gusset No. Group Spacers (ft) Criteria 100 33 2 2 7.620 101 37 2 2 7.071 102 11 1 0 5.000 106 40 2 2 10.534 Whitmore section Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Design Group 33 37 11 40 Tee Flange I Tee Web 10.0 x 0.5000 I 8.0 x 0.6250 Size L 3.0 x 2.0 x 0.375 L 3.0 x 3.0 x 0.375 L 3.0 x 2.0 x 0.1875 L 4.0 x 4.0 x 0.375 0.500 Lattice Gusset Data for Section TRX006 Type I X -Loc I Y -Loc I Axial Bottom Chord 1 146/7/7 I 29/8/6 I 17.29 Top Chord 164/8/3 33/2/9 38.59 VPC File:CA0501692 010E1 vpc 'Spacing (in.) 0.500 0.500 Tee Web 8.0 x 0.5000 Area I Rx (in.2) (in.) 3.50 0.937 4.22 0.910 0.92 0.961 5.71 1.230 Calculations Package Actual Forces Axial Shear I Mom -x (k) I (k) I (in -k) 51.86 I 54.91 I 0.00 183.84 54.91 -0.00 Gusset Criteria Omit L3 at Gusset Shear (k). 19.88 51.29 I Area Rx Ry J (in.2) (in.) (in.) (in.4) 1 6.25 2.73 1 1.05 1 0.439 Ry (in.) 0.961 1 454 0.435 1.849 Actual Stresses Axial I Shear I Bnd -X (ksi) (ksi) (ksi) 5 19 I 10.34 I 0.00 18.38 10.34 0.00 Area Rx I Ry (in.2) I (in.in.) 1 10.00 1 2.68 1 2.05 I H I 0.71 1.852 0.86 0.59 2.414 0.85 J (in.4) 0.171 0.202 0.012 0.282 Cw lxx (in.6) 1 (in.4) 1.98 1 46.61 I Cw (in.6) 0.0826 0.1304 0.0058 0.3247 Iyy (in.4) 6.83 Sxt I Sxb (in.3) 1 (in.3) 16.25 I 8.46 1 Allowable Stresses 1 Axial I Shear I Bnd -X (ksi) I (ksi) I (ksi) 1 20.11 I 20.00 I 30.00 J Cw Ixx Iyy Sxt (in.4) 1 (in.6) 1 (in.4) I (in.4) I (in.3) 1.068 1 4.68 1 71.93 1 41.83 1 30.29 Actual Forces I Lattice Allowable Stress Tension Compress. Tension Compress. Ratio (k) (k) I (k) (k) Axial 63.95 -44 41 96.69 52.26 -0.85 -67.20 116.58 67.04 1.00 4 -6.89 25.33 9 70 -0.71 4 79.23 157 74 79 13 1.00 19 lxx lyy (in.4) (in.4) 3.0700 3.2348 3.4900 8.9267 0.8470 0.3050 8.6400 19.5141 VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 139 of 221 Moment Length Width Thick. Gusset to Stem Gusset to Plate (in -k) I (in.) I (in.) I (in.) I Weld Size (in.) I Weld Size (in.) 30.69 15 35.07 I 19 1 3. 1 0.5000 1 0.2500 0.1875 1 3 I Qs Flange 1 1.00 1 Qs Stem 1.00 I Stress Condition Sum Bnd +Ax Shear 1 0.26 0.52 0.91 0.52 1 Sxb Qs Qs (in.3) 1Faange 1 Stem 111 74 1 1.00 1 1.00 Load Case 19 Lattice Quantity 1 VP BUILDINGS VARCO- PRUDEN User Defined Frame Point Loads for Cross Section: B1 Side Units Type Description Magl Locl Offset I H or V 1 Supp. Dir Coef. Loc. 2 k Wl> CORNER WIND LOAD 0.30 59/1/8 NAI NA N RIGHT 1.000 IF 2 k <W1 CORNER WIND LOAD 3 70 59/1/8 NA NA N LEFT 1.000 IF 2 k W2> CORNER WIND LOAD 4 40 59/1/8 NA NA N RIGHT 1.000 IF 2 k <W2 CORNER WIND LOAD 0.50 59/1/8 NA NA N RIGHT 1.000 IF 2 k WPA1 CORNER WIND LOAD 3.80 59/1/8 NA NA N LEFT 1.000 IF 2 k WPDI CORNER WIND LOAD 3.80 59/1/8 NA NA N LEFT 1.000 IF 2 k WPA2 CORNER WIND LOAD -0.40 59/1/8 NA NA N LEFT 1.000 IF 2 k WPD2 CORNER WIND LOAD -0.40 59/1/8 NA NA N LEFT 1.000 IF 2 k WPB1 CORNER WIND LOAD 3.80 59/1/8 NA NA N LEFT 1.000 IF 2 k WPC1 CORNER WIND LOAD 3.80 59/1/8 NA NA N LEFT 1.000 IF 2 k WPB2 CORNER WIND LOAD -0.40 59/1/8 NA NA N LEFT 1.000 IF 2 k WPC2 CORNER WIND LOAD -0.40 59/1/8 NA NA N LEFT 1.000 IF 2 ?Rxn 14r1 Calculations Package 2 143' -11 31 1R' 3 Deflection Load Combinations Framing No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 S S 3 System 1.000 0 180 1.0 S 1.0 SD S SD 4 System 1.000 0 180 1.O US1* US1 5 System 1.000 0 180 1.0 *US1 *US1 6 System 1.000 0 180 0.700 WI> Wl> 7 System 1.000 0 180 0.700 <WI <WI 8 System 1.000 0 180 0.700 W2> W2> 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700 WPA1 WPA1 11 System Derived 1.000 0 180 0.700 WPDI WPDI 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 WPD2 14 System Derived 1.000 0 180 0.700 WPBI WPB1 15 System Derived 1.000 0 180 0.700 WPCI WPCI 16 System Derived 1.000 0 180 0.700 WPB2 WPB2 17 System Derived 1.000 0 180 0.700 WPC2 WPC2 18 System 1.000 60 0 0.700 Wl> WI> 19 System 1.000 60 0 0.700 <WI <WI 20 System 1.000 60 0 0.700 W2> W2> 21 System 1.000 60 0 0.700 <W2 <W2 22 System Derived 1.000 60 0 0.700 WPA1 WPAI 23 System Derived 1.000 60 0 0.700 WPDI WPDI 24 System Derived 1.000 60 0 0.700 WPA2 WPA2 25 System Derived 1.000 60 0 0.700 WPD2 WPD2 26 System Derived 1.000 60 0 0.700 WPBI WPBI 27 System Derived 1.000 60 0 0.700 WPCI WPC1 28 System Derived 1.000 60 0 D.700 WPB2 WPB2 29 System Derived 1.000 60 0 0.700 WPC2 WPC2 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 140 of 221 VP BUILDINGS VARCO- PRUDEN Calculations Package 30 System 1.000 60 0 '0.600 E> 0.700 EG- E> EG- 31 System 1.000 60 0 0.600 <E 0.700 EG- <E EG- 32 System Derived 1.000 60 0 0.600 EB> EB> 33 System Derived 1.000 60 0 0.600 <EB <EB Date: 11/9/2005 Time: 4 PM Page: 141 of 221 Maximum Frame Deflection Summary for Cross Section: Bl I Description I Deflection (in.) I Ratio (Member' Joint I Load Case I Load Case Description Max. Horizontal Deflection 1.879 (H/207) 2 2 18 Wl> Max. Vertical Deflection for Span 1 0.236 (U1160) 13 1 4 US1* Max. Vertical Deflection for Span 2 5.401 (11312) 69 2 4 USl Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN Wall: 5, Frame at: 22/0/0 Frame Cross Section: C SFB (.:)SFB cL T }SF v C1 x Dimension Key 1 8 1/2' 2 4'-0' 3 3' 5 1/4' 4 1- 611/16' 5 1 -8 1/8' 6 3'-0 7/8' 7 4 2'-6' 8 1 -0' 9 2'-6' 10 2 @1 -83/4' 11 3 3/8' 12 40' -6 3/4' Frame Clearances Horiz. Clearance between members 1(CX003) and 6(CX004): 158' -6 1/4' Horiz. Clearance between members 1(CX003) and 6(CX004): 158' -6 1/4' Vert. Clearance at member 2(CX003): 28'-0 1/16' Vert. Clearance at member 5(CX004): 28'-0 1/16' Finished Floor Elevation 100' -0' (Unless Noted Otherwise) VPC File:CA0501692 -010E1 vpc Calculations Package VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 142 of 221 10 U. ac Y�F' v LL to LL y LL N CO co 85' -0" 1 4' -9" MAIM V: move's* m CO m m ACV u_ m LL v co N N y LL U. N �,I_ \,�,1 SFB (2)SF r' tr. --"1(2)SF en Web chor0§p1160 Desigh, I. job'tsio: ICA0501692-01 11 Page:, I H; cI Rev 4 (4-1-05) I Prepared by IKPT ILCicatiori:1 e Check per DM 3.10 Notes. 14- Gel-LANA-I C-1 TOP G1-1,00: Tension I 483.00 Ikips Shear I, 100 'kips S.F I 1:70 1/4 V Left Chord bf= I 10 'lin. tf I 0.75 Iin. ds 29: ts I 0625 lin. Right Chord bf= I 6 lin. tf I 0.625 in. Deslgn1.eftPit ds 8 in. 1:]DesIgn Right Pit ts 0.S2 lin. Fy F 50 lksi El iOqw 1.0S stress rat Tension Stiff 111 Extended Pit. D 4 Bolts in a Row Dianieter 0 I 1 1/2 I v 0 A490- x v 0A325-IX I TENSION CONTROL Hr Not Used D Cut Edges Nri 2 Nro 1 1/4 ['AEC Seismic El 5.000 U Plate Thickness: Plate Width: Plate Length: Stiffener Depth: Stiffener Length: Stiffener Weld: Bolt Tens. Cap: Plate Tens. Cap: Dend Fo Fl 2.125 in 0.75 in 2.125 in 4 in I 22.8750 I 2.6250 I 2.6250 1.500 in. 11 in. --134t TULA- 1 7Crp-( 4 7500 in. S in. 1/4 in. 722.18 kips 626.93 kips Left PL 2.125 0.75 2.125 Right PL 2.125 0.625 2.25 lin 'Last bolt t lin edge dist lin edge dist en Web Chord::$plice Design :lob No: ICA0501692 -01 I Page: I i4 .a Rev 4 (4 -1 -05) I Prepared by IKPT ILocation:l Check p KDM 3.10 Notes. 0 bf tf ds is Fy 11-Afe: Cif( C -1 BOTTOM C-I -toes Tension I 446.00 (kips Shear I 1.00 Ilkips S.F I Left Chord bf= 1 10 lin. tf= I 0.75 lin. ds I 29 lin. is I 0.6,25 lin. Right Chord I 10 lin. in. I 9 in. 0.5 lin. I 50 Iksi Tension Stiff. 19 Extended Pit. 1 0 4 Bolts in a Row Diameter 0 I 1 1/2 0 A490- X V O A325 -IX TENSION CONTROL Not Used 0 Cut Edges N ri 2 Nro 1 I v 1/4 AISC Seismic El EI Design Left Pit Design Right Pit Allow 1.03•stre4 fat I< 5.000 2 29 29 X29. P29 Plate Thickness: 1 in. Plate Width: 11 in. Plate Length: 4.4 5— in. Stiffener Depth:' 46250 in. Stiffener Length: g in. Stiffener Weld: 1/4 in. Bolt Tens. Cap: 721.95 kips Plate Tens. Cap: 455.97 kips Dend Fo Fi Left PL 2.25 in 2.25 0.75 in 0.75 2.5 in 2.5 4 in I 22.5000 I 2.6250 I 2.7500 Right PL 2.25 1 2.25 lin 'Last bolt t in edge dist in edge dist CIleck per DM 3.10 Notes. C-10 BOTTOM 4-i Tension I. 446.00 lkips Shear I 1.00 'kips S.F I '1 I 3/8 Left Chord bf I 10 lin. tf 1.1 lin. ds 8 lin. /114 ts I 0.625 lin. Right Chord Dasc seismic bf tf ds ts Fy en web Chord Job No: ICA0501692-01 1 Page: Rev 4 (4-1-05) I Prepared br IKPT 'Location:I 1L./4c -AN FAf-tcp_ (yp (2 I 10 lin. 045' lin. r'; 29 lin. I 0.625 lin. I 50"lksi Tension Stiff. 1 1=14 Bolts in a Row Diameter 0 1 1 1/2 0 A490- X V Q A325- X TENSION CONTROL Not Used 0 Cut Edges Nri 2 Nro 1 Extended Pit. El Design t.affPit' pesign Right pit El Allow L03 stress rat 5.000 +11 U Plate Thickness: 11/ tasct in. Plate Width: 11 in. Plate Length: )5 in. Stiffener Depth:& 48780 in. Stiffener Length: 8 in. Stiffener Weld: 1/4 in. Bolt Tens. Cap 639.66 kips Plate Tens. Cap: 452.61 kips Dend Fo Fi 2.25 1 2.25 4 in in in in I 1 7500 I 2.6250 I 2.6250 Left PL 2.25 1 2.25 Right PL 2.25 0.75 2.5 I in 'Last bolt t in edge dist lin edge dist VP BUILDINGS VARCO- PRUDEN Frame Location Design Parameters: Location I Avg. Bay Space I I 22/0/0 I 21/3/12 IRF Truss Description Calculations Package Date: 11/9/2005 Time: 4.03.31 PM Page: 144 of 221 I Angle I Group I Trib. Override I Design Status 1 90.0000 I I I Automatic Design Design Load Combinations Framing No. Origin Factor Application Description 1 System 1.000 1.0D +1.0CG +1.0L D +CG +L 2 System 1.000 1.0 D 1.0 CG 1.0 S D CG S 3 System 1.000 1.OD +1.0CG +1.OS +1.OSD D +CG +S +SD 4 System 1.000 1.OD+1.00G +1.OUS1* D +CG +US1* 5 System 1.000 1.0 D 1.0 CG 1.0 *US1 D +CG *US1 6 System 1.000 1.0 D 1.0 WI> D +WI> 7 System 1.000 1.0 D 1.0 <W l D <W 1 8 System 1.000 1.0 D 1.0 W2> D W2> 9 System 1.000 1.0 D 1.0 <W2 D <W2 10 System 1.000 1.OD +1.00G +0.750L +0.750W1> D +CG +L +WI> 11 System 1.000 1.O D 1.O CG 0.750 L 0.750 <W1 D CG L <W 1 12 System 1.000 1.OD +1.00G +0.750L +0.750W2> D +CG +L +W2> 13 System 1.000 1.OD +1.00G +0.750L +0.750 <W2 D +CG +L <W2 14 System 1.000 1.O D+ 1.O CG 0.750 S 0.750 W 1> D CG S W l> 15 System 1.000 1.O D+ 1.O CG 0.750 S+ 0.750<W1 D CG S <W 1 16 System 1.000 1.0 D 1.0 CG 0.750 S 0.750 W2> D CG S W2> 17 System 1.000 1.0 D+ 1.0 CG 0.750 S 0.750 <W2 D CG S <W2 18 System 1.000 0.600 D 1.0 W 1> D W I> 19 System 1.000 0.600 D 1.0 <WI D <W 1 20 System 1.000 0.600 D 1.0 W2> D W2> 21 System 1.000 0.600 D 1.0 <W2 D+ <W2 22 System 1.000 1.0 D 1.0 CG 0.910 E> 0.700 EG+ D CG E> EG+ 23 System 1.000 1.0 D 1.0 CG 0.910 <E 0.700 EG+ D CO <E EG-i- 24 System 1.000 1.0 D 1.0 CG 0.750 L 0.975 E> 0.750 EG+ D CG L E> EG+ 25 System 1.000 1.O D 1.O CG 0.750 L 0.975 <E 0.750 EG+ D CG L <E EG+ 26 System 1.000 0.600 D 0.600 CG 0.910 F> 0.700 EG- D CG E> EG- 27 System 1.000 0.600 D 0.600 CO 0.910 <E 0.700 EG- D CO <E EG- 28 System 1.275 0.900 D 0.900 CG 1.300 E> 1.0 EG- D CG E> EG- 29 System 1.275 0.900 D 0.900 CG 1.300 <E 1.0 EG- D CG <E EG- 30 System 1.275 1.200 D 1.200 CG 0.200 S 1.300 E> 1.0 EG+ D CG S E> EG+ 31 System 1.275 1.200 D 1.200 CG 0.200 S 1.300 <E 1.0 EG+ D CG S <E EG+ 32 Special 1.275 0.900 D 0.900 CG 2.500 E> 1.0 EG- D CG E> EG- 33 Special 1.275 0.900 D 0.900 CG 2.500 <E 1.0 EG- D CG <E EG- 34 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 E> 1.0 EG+ D CG S E> EG+ 35 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ D CG S <E EG+ 36 AISC Special 1 700 0.900 D 0.900 CG D CG 37 AISC Special 1 700 0.900 D 0.900 CG D CG 38 AISC Special 1 700 1.200 D 1.200 CG 0.200 S D CG S 39 AISC Special 1 700 1.200 D 1.200 CG 0.200 S D CG S 40 System Derived 1.000 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 EB> D CG Ej EG+ EB> 41 System Derived 1.000 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 EB> D CG <E EG+ EB> 42 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 EB> D+CG+L +Ej+EG++EB> 43 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 EB> D+CG+L+<E +EG++EB> 44 System Derived 1.000 0.600 D 0.600 CG 0.273 F> 0.700 EG- 1 400 EB> D CO F> EG- EB> 45 System Derived 1.000 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> D CO <E EG- EB> 46 System Derived 1.275 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 EB> D CG E> EG- EB> 47 System Derived 1.275 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 EB> D CG <E EG- EB> 48 System Derived 1.275 1.200 D 1.200 CG 0200 5 0.390 E> 1.0 EG+ 1 400 EB> D+CG+S +E>+EG++EB> 49 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 EB> D+CG+S+<E +EG++EB> 50 Special 1.275 0.900 D 0.900 CG 2.500 EB> 1.0 EG- D CG EB> EG- 51 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ D CG S EB> EG+ 52 System Derived 1.000 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 <EB D CG E> EG+ <EB 53 System Derived 1.000 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 <EB D CG <E EG+ <EB 54 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 <EB D+CG+L +Ej +EG++<EB 55 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.293 <E 0 750 EG+ 1 400 <EB D+CG+L+<E +EG++<EB 56 System Derived 1.000 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 <EB D CO E> EG- <EB 57 System Derived 1.000 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB D CO <E EG- <EB 58 System Derived 1.275 0.900 D 0.900 CG 0.390 F> 1.0 EG- 1 400 <EB D CG F> EG- <EB 59 System Derived 1.275 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 <EB D+ CG <E EG- <EB 60 System Derived 1.275 1.200 D 1200 CG 0.200 S 0.390 F> 1.0 EG+ 1 400 <EB D+CG+S +E>+EG I I <EB 61 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 <EB D+CG+S+<E +EG I I <EB 62 Special 1.275 0.900 D 0.900 CG 2.500 <EB 1.0 EG- D CG <EB EG- VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO-PRUDEN 63 Special 1.275 64 System Derived 1.000 65 System Derived 1.000 66 System Derived 1.000 67 System Derived 1.000 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 System Derived 1.000 85 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 88 System Derived 1.000 89 System Derived 1.000 90 System Derived 1.000 91 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 96 System 1.000 Frame Member Sizes Mem. Flg Width Flg Thk No. (in.) (in.) 1 10.00 0.7500 2 10.00 0.7500 5 10.00 0.7500 6 10.00 0.7500 TRX007 TRX008 TRX009 TRX010 TRX011 TRX012 Boundary Condition Summary I Member I X -Loc 1 I 0/0/0 6 170/0/0 Base Plate Summary X -Loc Grid 0/0/0 170/0/0 VPC File:CA0501692 -010E1 vpc 1.200 D 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ 1.0 D +1.OWPA1 1.0 D 1.0 CG 0.750 L 0.750 WPA1 1.0 D 1.0 CG 0.750 S 0.750 WPA1 0.600D +1.OWPAI 1.0D +1.0WPD1 1.0 D 1.0 CG 0.750 L 0.750 WPD1 1.0 D 1.0 CG 0.750 S 0.750 WPD1 0.600 D 1.0 WPD1 1.0 D 1.0 WPA2 1.0 D 1.0 CG 0.750 L 0.750 WPA2 1.0 D 1.0 CG 0.750 S 0.750 WPA2 0.600 D 1.0 WPA2 1.0D +1.0WPD2 1.0 D 1.0 CG 0.750 L 0.750 WPD2 1.0 D 1.0 CG 0.750 S 0.750 WPD2 0.600 D 1.0 WPD2 1.OD +I.OWPB1 1.0 D 1.0 CG 0.750 L 0.750 WPB1 1.0 D 1.0 CG 0.750 S 0.750 WPB 1 0.600D +1.0WPB1 1.0 D +1.0WPC1 1.0 D+ 1.0 CG +0.750L +0.750WPC1 1.0 D 1.0 CG 0.750 S 0.750 WPC1 0.600 D+ 1.0 WPC1 1.0 D 1.0 WPB2 1.0 D 1.0 CG 0.750 L 0.750 WPB2 1.0 D 1.0 CG 0.750 S 0.750 WPB2 0.600 D 1.0 WPB2 1.0 D 1.0 WPC2 1.0 D 1.0 CG 0.750 L 0.750 WPC2 1.0 D 1.0 CG 0.750 S 0.750 WPC2 0.600 D 1.0 WPC2 1.0 V Web Thk (in.) 0.3750 0.6250 0.6250 0.3750 Mem. I Thickness No. (in.) C 1 1 0.750 C 10 6 0.750 Depth 1 (in.) 12.00 60.39 60.39 12.00 58.00 58.00 58.00 58.20 58.00 58.00 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h No. I No. I I (ft) I (in.) 1 5 I 1 I S3 I 0.39 I 58.500 N/A N/A Calculations Package Depth2 Length I Weight (in.) I (ft) I (p) 60.39 27.89 2655.2 55.37 4 43 1087.5 55.37 4.43 1087.5 60.39 27.89 2655.2 58.00 17 72 1969.2 58.00 47.50 3587.2 58.20 14 75 1094.3 58.00 14 75 1094.3 58.00 47.50 3594.8 58.00 17 72 2000.1 Total Frame Weight 20825.4 Frame Pricing Weight 22875.4 a Thick. Width (in.) I (in.) I (in.) I N/A 1 1.00001 4.625 I N/A 1.0000 4.625 Flg Fy Web Fy Splice Codes Shape (ksi) (ksi) Jt.1 Jt.2 50.00 50.00 BP SS 3P 50.00 50.00 SS PLFTK 3P 50.00 50.00 SS PLFTK 3P 50.00 50.00 BP SS 3P (p) (P) Y -Loc I Supp. X I Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) Displacement ZZ(rad.) I 0/6/0 Yes I Yes I No I 0/0/0 I 0 /0 /0 I 0.0000 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 Length Num. Of Bolt Diam. Type (in.) I Bolts I (in.) 13 13 I 4 I 1.500 I A36 I Side Both Both D CO S <EB EG+ D WPA1 D +CG +L+WPAI D CG S WPA1 D WPA1 D +WPD1 D +CG +L +WPD1 D +CG +S +WPD1 D+ WPD1 D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 D CG S WPD2 D WPD2 D WPB1 D +CG +L +WPB1 D +CG+S +WPB1 D WPB1 D WPC1 D +CG +L +WPC1 D +CG +S +WPCI D WPC1 D WPB2 D CG L WPB2 D CG S WPB2 D WPB2 D WPC2 D CG L WPC2 D CG S WPC2 D WPC2 Shear (Includes all plates) (Includes all pieces) Welds to Flange OS- 0.1875 OS- 0.1875 VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 145 of 221 Welds to Web BS- 0.1875 BS- 0.1875 Welding Description F -FP W- OS- 0.3125 F- FP,W- OS- 0.3125 VP BUILDINGS VARCO-PRUDEN Bolted Connections (A325 Bolts) Bolt Rows -Out I Rows -In I Moment Out I Moment In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 1A Actual Capacity Ld Actual Capacity No. No. (in.) (in.) (in.) (in.). (in.) Bolt I Bolt I Bolt I Bolt I Cs I (in -k) I (in -k) I Cs (in -k) I (in -k) 1 5 12 I PLFTK I STD 1 1500 1 11.00 1 66.77 I 1.50 I 1 0 I 0 I 0 I 0 I I Pitch2 4.001 I Note: Column connections (bolts, plate thickness, flange and web welds) at chord interface are determined by maximum chord splice properties. Flange Brace Summary Member From Member Joint 1 Design Note 1 11/1/4 1 23/7/4 1 0/0/0 3 3 3 13 13 13 13 13 43 43 53 53 65 71 77 83 89 95 101 101 6 11/1/4 6 23/7/4 6 0/0/0 Mem. 1 Loc. No. I ft 1 19 49 2 0.21 5 0.21 6 19 49 Depth I Area I in. in.2 46.23 31.67 60.39 51.56 60.39 51.56 46.23 31.67 VPC File:CA0501692 010E1 vpc Rx in. 18.13 21.39 21.39 18.13 RyI in. 1.99 1.56 1.56 1.99 Calculations Package From Side Point 1 11/7/4 24/1/4 28/3/4 81/6/11 78/0/11 68/0/11 58/6/11 49/0/11 39/6/11 30/0/11 20/6/11 11/0/11 1/6/11 1/6/11 11/0/11 20/6/11 30/0/11 39/6/11 49/0/11 58/6/11 68/0/11 78/0/11 81/6/11 11/7/4 24/1/4 28/3/4 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Actual Forces I Actual Stresses Mem. Loc. Depth Load Axial ear om -x Mom -y Axial Shear nd -X Bnd -Y No. I I in. I Case I k I Sh k I M in -k I in -k I ksi I B ksi I ksi ksi I ft 1 19 49 46.23 2 76.7 -49.6 11594.7 0.0 2.42 2.97 26.10 0.00 2 0.21 60.39 2 56.6 284.5 15806.7 0.0 110 7 78 20.10 0.00 5 0.21 60.39 5 -40.2 289.9 16100.2 0.0 0.78 7.93 20.47 0.00 6 19 49 46.23 5 -60.5 50.5 11810.2 0.0 1.91 3.03 26.58 0.00 Lx I Ly -1 I Ly -2 I Klx I Klyl I Kly2 I in. in. in. /Rx /Ry /Ry 388.85 50.1 0.0 32.2 25.2 0.0 388.85 58.0 0.0 27.3 371 0.0 388.85 58.0 0.0 27.3 371 0.0 388.85 50.1 0.0 32.2 25.2 0.0 Part (2)SFB4000 (2)SFB6000 SFB6090 (2)SFB6033 (2)SFB6030 (2)SFB6030 (2)SFB6074 (2)FB6074 (2)FB6074 (2)FB6074 (2)FB6074 SFB6080 SFB6080 SFB6080 SFB6080 (2)FB6074 (2)FB6074 (2)FB6074 (2)FB6074 (2)SFB6074 (2)SFB6030 (2)SFB6030 (2)SFB6033 (2)SFB4000 (2)SFB6000 SFB6090 Date: 11/9/2005 Time: 4.03.31 PM Page: 146 of 221 Member (Locations are from Joint 1 Allowable I Stress Condition Stress /Force 1 Sum 1 Axial I Shear I Bnd -X I Bnd -Y I Bnd +Ax I Shear 26.88 5.92 27.65 37.50 1.025 0.503 26.23 9 49 30.00 37.50 0.707 0.820 26.23 9 49 30.00 37.50 0.708 0.835 26.88 5.92 27.65 37.50 1.025 0.512 Sx I Lbl I Rt -1 I in.3 in. in. 444.29 150.4 2.55 786.42 58.0 2.20 786.42 58.0 2.20 444.29 150.4 2.55 VPC Version .5.3b Lb2 I Rt -2 I Q Qa Cb1 Cb2 in. in. 0.0 0.00 1.00 1.00 1.00 0.00 0.0 0.00 1.00 1.00 1.00 0.00 0.0 0.00 1.00 1.00 1.00 0.00 0.0 0.00 1.00 1.00 1.00 0.00 VP BUILDINGS VARCO- PRUDEN Splice Location at 0.000 (ft) for Section TRX007 TPBCK 5/8/8 TPTCK 5/3/11 TPBC2 23/4/7 TPTC2 22/11/10 Type Ld Cs 9 3 Tension Tension Shear Ld (k) (k) Cs TPBCK 36 445.21 0.00 0 0.00 TPTCK 36 482.11 0.00 5 76.53 TPBC2 83 95.33 32.34 5 51.33 TPTC2 4 110.54 1.33 5 3 70 Note: Bolting Plates are designed for all Load accompanying tension. Truss Top Chord Plate Knee TPTCK Truss Bottom Chord Plate Knee TPBCK Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 VPC File:CA0501692 010E1 vpc Shear Shear Tension (k) (k) Calculations Package 11 Field Splice Data for Section TRX007 Type X -Loc Depth Length Width Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) (in.) (in.) (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) 58.00 1100 11.00 1 .500 6 1.500 550 4.00 5.00 0.00 58.00 14,25 11:00 1.500 6 1.500 5.00 4.00 5.00 0.00 58.00 9.63 11.00 0.875 6 0.875 4 13 2.50 3 75 0.00 1.50 1.50 3.06 58.00 10.25 7.00 0.875 6 1.000 4.00 2.75 3 75 0.00 1 75 1 75 3.38 Plate Bolt Flange Stem Capacity Capacity Weld Size Weld Size (k) (k) (in.) (in.) Top Chord 1 I Actual Forces Actual Stresses I Mem. Design Shear I Loc. Load Axial Shear Mom -x Axial Shear Bnd -X (k (in -k) 71.38 143.66 62.57 13.67 62.57 14 11 10 Gusset Type Length Width Thick. (in.) (in.) (in.) 5 00 B 475 11 Allowable Stresses Axial I Shear I Bnd -X (ksi) I (ksi) I (ksi) I (ksi) 12.61 30.00 20.00 30.00 1.20 30.00 20.00 30.00 1.24 30.00 20.00 30.00 No. I Group I Case I (ft) I Case I (k) I I (ksi) I (ksi) 9 485 5 4.278 5 137.90 17.30 13.24 11 485 5 2.500 4 199.61 25.05 11.61 15 485 5 4 750 4 110.52 13.87 11.61 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VPC Version :5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 147 of 221 Gusset to Gusset to Plate Flange Weld Size Weld Size (in.) (in.) 0%625 045 0.25 0.625 0475 0:31 0.00 477 46 240.91 FP 0.3125 274.40 300.00 304.12 FP FP 0.01 124.28 95.89 0.3125 0.3125 7 73 110.34 138.22 0.2500 0.2500 Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with Stress Condition Sum Bnd +Ax Shear 1.00 0.66 0.87 0.58 0.50 0.58 VP BUILDINGS VARCO•PRUDEN Top Chord Effective Section Properties I Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. 1 Group I (ft) I (in.2) (in.3) I (in.3) I (ft) 1 (ft) 9 485 4.278 7.97 21.51 1111 9.278 2.500 1.00 11 485 2.500 7.97 21.51 1111 5.000 2.500 1.00 15 485 4 750 7.97 21.51 11 11 5 750 4.750 1.00 Top Chord Gross Section Properties Design Tee Flange Group I 485 I 6.0 x 0.6250 I Bottom Chord 1 Actual Forces Mem. 1 Design Shear 1 Loc. 1 Load 1 Axial 1 Shear I Mom -x No. Group Case (ft) Case (k) (k) (in -k) 3 10 I 942 5 1 8 833 14 1 214.62 I 71.38 I 0.00 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties 1 Mem. Design Loc. Aeff Set Seb Lx Ly CMx M No. I Group I (ft) I (in.2) (in.3) I (in.3) (ft) I (ft) 10 I 942 I8.833I13.25 50.94113.62 0.750110.0001 1.00 I Bottom Chord Gross Section Properties Design Group 42 11 39 36 10.0 x 1.0000 1 Design' Tee Flange Group 942 I Lattice Truss Design Member Summary for Section TRX007 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) End 1 End 2 Weld Weld Weld Actual Forces I Lattice Allowable Stress Mem. Design Qty No. Len Gusset Gusset Length Length No. Group Spacers (ft) Criteria Criteria Criteria 7 42 2 2 10.462 Whitmore 8 11 1 0 4.833 Omit L3 at Lap 6.00 0.1875 7.09 -8.11 25.33 9.92 -0.82 5 Surplus 12 39 2 2 6.954 Omit L3 at Lap 21.00 0.2500 56.66 -90.03 132.60 98.87 -0.91 5 Surplus 13 36 2 2 7.512 Sum of Shear 23.00 0.1875 87.35 55.07 106.91 64.95 -0.85 18 Lag and L3 14 8 2 4.833 Sum of Shear 5.00 0.1250 3 45 -4.87 19.86 6.96 -0.70 5 Lag and L3 Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Size L 4.0 x 4.0 x 0.5 L 3.0 x 2.0 x 0.1875 L 4.0 x 4.0 x 0.3125 L 4.0 x 4.0 x 0.25 Tee Web 8.0 x 0.6250 Calculations Package Date: 11/9/2005 Time: 4-03.31 PM Page: 148 of 221 I( ea Rx 1 Ry 1 J I Cw I lxx Iyy I Sxt I Sxb I Qs 1 Qs (in.2) (in.) (in.) (in.4) (in.6) (in.4) (in.4) (in.3) (in.3) Flange Stem 1 8.75 1 2.76 11 14 11 139 1 4.26 1 66.64 11 41 1 24.00 I 11 40 1 1.00 1 1.00 Actual Stresses Axial Shear 1 Bnd -X (ksi) I (ksi) (ksi) 23.70 1 14.28 1 0.00 1 14.28 0.00 Tee Web 1 Area I Rx 1 Ry 1 J 1 Cw 1 but 1 in.2 (in.) in.) (in.4) (in.6) (in.4) 9.0 x 0.5000 1 14.50 1 2.74 1 2.40 1 3 708 1 9.92 1108.791 1 Spacing I Area I Rx 1 Ry Rp I H I J I (in.) (in.2) (in.) (in.) (in.) (in.4) 0.625 7 49 1.210 1.924 2.456 0.86 0.644 0.92 0.961 0.435 0.59 0.012 0.625 4.80 1.240 1.885 2.447 0.85 0.166 0.625 3.87 1.250 1.868 2.444 0.84 0.088 Allowable Stresses Axial 1 Shear I Bnd -X (ksi) 1 (ksi) I (ksi) 23.68 20.00 26.85 23.68 I 20.00 I 30.00 Iyy (in.4) 83.43 I Sxt (in.3) 53.03 VPC File:CA0501692 OE 1 vpc VPC Version .5.3b Sxb (in.3) 1 13.69 Stress Condition Sum 1 Bnd +Ax Shear 1.00 1 0.71 0.62 0.71 Qs I Qs Flange I Stem 1 1.00 1 0.89 Size Tension Compress.1 Tension Compress. Ratio Load (in.) (in.) (k) (k) 1 (k) (k) Axial Case 34.00 0.4375 155.22 -95.86 206.91 102.28 -0.94 67 section Cw I Ixx I Iyy (in.6) (in.4) (in.4) 1 0.7324 11 .0000 27 7244 0.0058 0.8470 03050 0.1926 7.3500 17.0528 0.1010 6.0000 13.5042 VP BUILDINGS VARCO-PRUDEN Splice Location at 0.000 (ft) for Section TRX008 Type Ld Cs TPBC1 TPTC1 TPBC2 TPTC2 Top Chord Mem. No. 17 21 23 27 29 33 35 39 Design Group 568 568 568 568 568 568 568 568 Tension Tension Shear Ld (k) (k) Cs Shear Case 5 5 5 5 2 2 4 4 VPC File:CA0501692 010E1 vpc Shear Shear Tension (k) (k) 41 568 4 45 568 4 Chord Design Notes: Actual chord stresses are based on effective or gross section Actual chord shears shown occur at locations of controlling I Actual Forces Loc. Load I Axial Shear Mom -x (ft) Case I (k) (k) (in -k) 2.073 4 110.61 50.87 3.800 5 76.09 50.87 3.800 5 75.64 39.99 3.800 5 148.43 39.99 3.800 5 147.99 29.04 3.800 5 198.90 29.04 3.800 5 198.45 24.54 3.800 5 227.51 24.54 3.800 5 227.06 20.39 3.800 5 233.39 20.39 Calculations Package Plate Bolt Flange Stem Capacity Capacity Weld Size Weld Size (k) (k) (in.) (in.) 83 95.33 32.34 5 51.33 0.01 105.49 95 71 0.1875 0.3125 4 110.54 1.33 5 3 70 7 73 124.41 138.22 0.2500 0.2500 5 178.32 4.50 4 16.55 100.19 280.38 218.90 0.2500 0.2500 67 145.47 2.45 5 4 47 0.01 153.95 174.91 0.3125 02500 Actual Stresses Axial Shear Bnd -X (ksi) (ksi) (ksi) 9.62 12.55 12.06 1.29 -0.00 7.80 12.06 0.00 -0.00 7 76 9 48 0.00 -0.00 15.22 9 48 0.00 -0.00 15.18 6.88 0.00 -0.00 20.40 6.88 0.00 -0.00 20.35 5.82 0.00 0.00 23.33 5.82 0.00 0.00 23.29 4.83 0.00 4140 23.94 4.83 1.83 Field Splice Data for Section TRX008 Type X -Loc Depth Length Width Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) (in.) (in.) (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) TPBC1 23/4/7 58.00 9.63 9.00 0.875 6 0.875 4.13 2.50 3 75 0.00 1.50 1.50 3.06 TPTC1 22/11/10 58.00 10.25 9.00 0.875 6 1.000 4.00 2.75 3 75 0.00 1 75 1 75 3.38 TPBC2 70/8/7 58.00 11.00 9.00 1.250 6 1 125 4.00 3.00 4.00 0.00 2.00 2.00 3 75 TPTC2 70/3/10 58.00 11.25 9.00 1.000 6 1 125 4.25 3.00 4.00 0.00 2.00 2.00 3 75 Gusset Type Length Width Thick. (in.) (in.) (in.) Axial (ksi) 30.00 25.66 25.66 25.66 25.66 25.66 25.66 25.66 25.66 25.66 properties depending on location of controlling forces along Chord length. axial and bending forces. The maximum chord shear is not reflected in table. VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 149 of 221 Gusset to Gusset to Plate Flange Weld Size Weld Size (in.) (in.) Flange 3 750 6.000 0.625 0.2500 0.2500 Note: Bolting Plates are designed for all Load Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with accompanying tension. Truss Plate Top Endl TPTC1 Truss Plate Bottom Endl TPBC1 Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 I Allowable Stresses I Stress Condition Shear Bnd -X I Sum (ksi) (ksi) I Bnd +Ax Shear 20.00 30.00 0.46 0.60 20.00 30.00 0.30 0.60 20.00 30.00 0.30 0.47 20.00 30.00 0.59 0.47 20.00 30.00 0.59 0.34 20.00 30.00 0.80 0.34 20.00 30.00 0.79 0.29 20.00 30.00 0.91 0.29 20.00 30.00 0.91 0.24 20.00 30.00 1.01 0.24 VP BUILDINGS VARC 0- PRUPEN Top Chord Effective Section Properties Mem. I Design Loc. Aeff Set Seb Lx Ly CMx No. 1 Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 17 568 2.073 8.81 21 13 7.37 3 748 3.073 1.00 21 568 3.800 8.81 21 13 7.37 4 750 4.750 1.00 23 568 3.800 8.81 21 13 7.37 4.750 4 750 1.00 27 568 3.800 8.81 21 13 7.37 4 750 4 750 1.00 29 568 3.800 8.81 21 13 7.37 4.750 4 750 1.00 33 568 3.800 8.81 21 13 7.37 4 750 4.750 1.00 35 568 3.800 8.81 21 13 7.37 4.750 4 750 1.00 39 568 3.800 8.81 21 13 7.37 4 750 4.750 1.00 41 568 3.800 8.81 21 13 7.37 4.750 4 750 1.00 45 568 3,800 8.81 21 I3 7.37 5.750 4.750 1.00 Top Chord Gross Section Properties Desi Tee Flange Tee Web Area Rx Ry J Cw lxx Iyy Sxt Sxb Qs Qs g 1 (in.2) 1 I l l I I 1( I I 1 Group m.2) (in.) (in.) (in.4) (in.6 in.4) (in.4) (in.3) (in.3) Flange Stem 568 I 8.0 x 0.7500 I 6.0 x 0.6250 1 9 75 1 1.97 1 1.81 1 1.613 1 3.26 1 37.82 1 32.12 1 22.60 17 45 1 1.00 1 1.00 Bottom Chord I Actual Forces 1 Actual Stresses I Allowable Stresses 1 Stress Condition Mem. 1 Design Shear Loc. Load Axial Shear Mom -x Axial Shear Bnd -X Axial Shear Bnd -X Sum No. Gro p 1 Case 1 (ft) 1 Case 1 k) 1 (k) 1 (in -k) 1 (ksi) 1 (ksi) (ksi) 1 (ksi) 1 (ksi) 1 (ksi) Bnd +Ax Shear 16 405 5 5.648 4 139 43 56.20 -0.00 17.99 13.83 0.00 20.10 20.00 30.00 0.89 0.69 22 405 5 8.550 4 72.67 45.68 -0.00 9.38 11.25 0.00 20.10 20.00 30.00 0.47 0.56 28 405 5 4 750 5 118.94 34.55 0.00 16.69 8.50 0.00 30.00 20.00 30.00 0.56 0.43 34 405 4 4 750 5 159 40 26.74 0.00 22.37 6.58 0.00 30.00 20.00 30.00 0.75 0.33 40 405 4 4 750 5 178.00 22.60 -0.00 24.98 5.56 0.00 30.00 20.00 30.00 0.83 0.28 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties Mem. 1 Design Loc. Aeff Set Seb Lx Ly CMx No. Group 1 (ft) 1 (in.2) 1 (in.3) 1 (i 1 (ft) 1 (ft) 1 16 405 5.648 7.13 16.29 6.71 8.498 9.500 1.00 22 405 8.550 713 16.29 6.71 9.500 9.500 1.00 28 405 4 750 7 13 16.29 6.71 9.500 9.500 1.00 34 405 4.750 713 16.29 6.71 9.500 9.500 1.00 40 405 4 750 7 13 16.29 6.71 10.500 9.500 1.00 Calculations Package VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 150 of 221 Bottom Chord Gross Section Properties Design' Tee Flange Tee Web Area Rx R J Cw lxx I Sxt Sxb Qs Qs Group 1 1 (in.2) 1 (in.) 1 (in.) 1 (in.4) 1 1 (in.4) 1 (in.4) 1 (in.3) 1 (in.3) 1 F1aanp�e1 S tem 405 1 8.0 x 0.5000 1 6.0 x 0.6250 1 7 75 1 2.02 1 1.66 1 0.822 1 2.10 1 31 78 21 46 I 1744 1 6.79 1 1.00 1 1.00 Lattice Truss Design Member Summary for Section TRX008 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) End 1 End 2 Weld Weld Weld Actual Forces Lattice Allowable Stress Mem. Design Qty No. Len Gusset Gusset Length Length Size Tension Compress. Tension Compress. Ratio Load No. Group Spacers (ft) Criteria Criteria Criteria (in.) (in.) (k) (k) (k) (k) Axial Case 18 33 2 2 6.116 Omit L3 at Omit L3 at 12.00 0.3125 41.29 -64.37 96.69 67.04 -0.96 5 Gusset Gusset 19 31 2 2 6.777 Omit L3 at Lap 19.00 0.1875 64.05 -41 43 79.28 48.13 -0.86 83 Surplus 20 8 2 2 4.833 Omit L3 at Lap 5.00 0.1250 3.42 -6.14 19.86 6.96 -0.88 5 Surplus 24 33 2 2 6.777 Omit L3 at Lap 11.00 0.3125 37.57 56.07 96.69 60.54 -0.93 5 Surplus 25 27 2 2 6.777 Omit L3 at Lap 15.00 0.1875 48.44 33.50 60.22 34.34 -0.98 83 Surplus 26 8 2 2 4.833 Omit L3 at Lap 5.00 0.1250 3.42 -6.87 19.86 6.96 -0.99 5 Surplus 30 31 2 2 6.777 Omit L3 at Lap 12.00 0.1875 29.65 -40.71 79.28 48.13 -0.85 2 Surplus 31 27 2 2 6.777 Omit L3 at Lap 12.00 0.1875 37 49 25.59 60.22 34.34 -0.75 83 Surplus VP BUILDINGS VARCO- PRUDEN Lattice Gusset Data for Section TRX008 Type X -Loc Y -Loc Axial (k) Bottom Chord 23/4/1 29/10/6 50.87 Top Chord 55/1/4 37/4/5 2.04 Bottom Chord 70/8/1 33/9/12 18.14 Calculations Package Design Size Spacing Area Rx Ry Rp H J Cw x Iyy Group I Ix (in.) (in.2) (in.) (in.) (in.) (in.4) (in.6) (in.4) (in.4) 33 L 3.0 x 2.0 x 0.375 0.625 3.50 0.937 1.013 1.619 0.73 0.171 0.0826 3.0700 3.5919 31 L 3.0 x 3.0 x 0.25 0.625 2.87 0.926 1 475 1.883 0.86 0.063 0.0413 2.4600 6.2456 8 L 1.5 x 1.5 x 0.125 0.625 0.72 0.465 0.869 1.049 0.88 0.004 0.0006 0.1555 0.5424 27 L 3.0 x 3.0 x 0.1875 0.625 2.18 0.933 1 461 1.879 0.85 0.027 0.0180 1.9000 4.6526 11 L3.0 x 2.0 x 0.1875 0.92 0.961 0.435 0.59 0.012 0.0058 0.8470 0.3050 23 L 3.0 x 2.0 x 0.1875 0.625 1.83 0.961 0.966 1.614 0.71 0.024 0.0115 1.6900 1 7077 Date: 11/9/2005 Time: 4.03.31 PM Page: 151 of 221 32 11 1 0 4.833 Sum of Shear 5.00 0.1875 3.01 7.37 25.33 9.92 -0.74 5 Lag and L3 36 27 2 2 6.777 Omit L3 at Omit L3 at 11.00 0.1875 21 73 34 40 60.22 34.34 1.00 4 Gusset Gusset 37 23 2 2 6.777 Omit L3 at Omit L3 at 10.00 0.1875 31.69 18.80 50.55 24.87 -0.76 96 Gusset Gusset 38 11 1 0 4.833 Sum of Shear 5.00 0.1875 3.01 7.66 25.33 9.92 -0.77 5 Lag and L3 42 27 2 2 6.777 Omit L3 at Lap 9.00 0.1875 13.80 -28.59 60.22 34.34 -0.83 4 Surplus 43 23 2 2 7.512 Omit L3 at Omit L3 at 9.00 0.1875 28.19 -21.24 50.55 22.98 -0.92 96 Gusset Gusset 44 8 2 4.833 Omit L3 at 5.00 0.1250 2.51 -6.81 19.86 6.96 -0.98 5 Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Shear Moment I Length I Width I Thick. I Gusset to Stem I Gusset to Plate I Lattice (k) (in -k) (in.) (in.) (in.) Weld Size (in.) Weld Size (in.) Quantity 39 45 -42.43 10 4.000 0.6250 0.2500 1 30.36 204.93 23 2.000 0.6250 0.2500 1 14.29 9.38 14 4.000 0.6250 0.2500 1 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO PRUDEN Splice Location at 0.000 (ft) for Section TRX009 47 Tension Type Ld Tension Shear Ld Cs (k) (k) Cs Top Chord Mem. Design Shear Loc. Load No. I Grout) I Case I (ft) Case 47 568 4 2.813 5 51 568 4 3.800 5 53 568 4 4 750 5 VPC File:CA0501692 -010E1 vpc Calculations Package Field Splice Data for Section TRX009 Type X -Loc Depth Length Width Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) (in.) (in.) (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) TPBC1 70/8/7 58.00 11.00 8.00 1.250 6 1 125 4.00 3.00 4.00 0.00 2.00 2.00 3.75 TPTC1 70/3/10 58.20 11.25 9.00 1.000 6 1.125 4.25 3.00 4.00 0.00 2.00 2.00 3.75 TPBCR 85/0/0 58.20 10.88 8.00 1.250 6 1125 3.88 3.00 4.00 0.00 2.00 2.00 3.75 TPTCR 85/0/0 58.20 11.25 9.00 1.000 6 1125 4.25 3.00 4.00 0.00 2.00 2.00 3.75 Shear Plate Bolt Flange Stem Shear Tension Capacity Capacity Weld Size Weld Size (k) (k) (k) (k) (in.) (in.) Actual Forces Axial Shear Mom -x (k) I (k) I (in -k) 232.95 16.27 -0.00 219.28 16.27 0.00 218.82 19 40 59 14 Actual Stresses Axial I Shear I Bnd -X (lcsi) (ksi) (ksi) 23.89 3.86 0.00 22.49 3.86 0.00 22.44 4.60 2.62 Type Gusset Length Width Thick. (in.) (in.) (in.) Allowable Stresses Axial Shear Bnd -X (ksi) I (ksi) I (ksi) 25.66 20.00 30.00 25.66 20.00 30.00 26.10 20.00 30.00 VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 152 of 221 Gusset to Gusset to Plate Flange Weld Size Weld Size (in.) (in.) 0.3125 0.3125 TPBC1 5 178.32 4.50 4 16.55 100.19 242.19 227.94 0.1875 0.3125 Flange 3 750 6.000 0.625 TPTC1 67 145.47 2.45 5 4.47 0.01 153.95 174.91 0.3125 0.2500 TPBCR 3 142.33 24.03 3 24.03 142.33 242.19 223.85 0.1875 0.2500 Flange 3.750 6.000 0.625 0.2500 0.2500 TPTCR 67 144.97 411 5 43.77 0.01 153.95 172.80 0.3125 0.2500 Note: Bolting Plates are designed for all Load Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with accompanying tension. Truss Plate Top Endl TPTC1 Truss Plate Bottom Endl TPBC1 Truss Top Chord Plate Ridge TPTCR Truss Bottom Chord Plate Ridge TPBCR I Stress Condition Sum I Bnd +Ax I Shear 0.93 0.19 0.88 0.19 0.97 0.23 VP BUILDINGS VARCO PRUDEN Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Top Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. I Group I (ft) (in.2) I (in.3) I (in.3) (ft) I (ft) 47 568 2.813 8.81 21 13 7.37 3 750 4 750 1.00 51 568 3.800 8.81 21 13 7.37 4 750 4 750 1.00 53 568 4 750 8.81 21 13 7.37 6.250 4.750 1.00 Top Chord Gross Section Properties I Design' Tee Flange Tee Web Group 1 568 1 8.0 x 0.7500 I 6.0 x 0.6250 Bottom Chord Mem. 1 Design No. I Group 46 I 292 52 292 Chord Design No Actual chord stre Actual chord she Bottom Chord Mem. I Design No. I Group 46 292 52 292 Shear Case 4 tes: Loc. Load Axial Shear (ft) I Case I (k) I (k) 3.750 I 5 1 174.83 I 18.14 0.950 83 -93.82 16.56 sses are based on effective or gross section properties depending on location of controlling forces along Chord length. ars shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Effective Section Properties I Loc. Aeff Set Seb Lx Ly CMx (ft) I (in.2) I (in.3) I (in.3) I (ft) I (ft) 1 0.950 1 3.750 5.91 5.91 112 12.04 1 6.13 1 5.84 1 9.500 1 1.00 Bottom Chord Gross Section Properties 'Design' Tee Flange Tee Web Group 1 292 1 7.0 x 0.3750 I 6.0 x 0.6250 Lattice Truss Design Member Summary for Section TRX009 Note:Unequal leg fillet welds used for welds up to 0.500 in. only I End 1 End 2 Mem. Design Qty No. Len Gusset Gusset No. Group Spacers (fl) I Criteria Criteria 48 23 2 2 6.117 Omit L3 at Gusset 49 23 2 2 6.777 50 11 1 0 4.833 54 23 2 2 7.901 Omit L3 at Gusset 55 19 2 4.850 Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. I Design Size Group' 211 3 L3.0 x 2.0 x 0.1875 L 3.0 x 2.0 x 0.1875 Lattice Gusset Data for Section TRX009 Type X -Loc Y -Loc I Axial I (k) Bottom Chord I 70/8/7 1 33/9/12 I 16.27 I Top Chord 85/0/0 39/10/4 7.92 VPC File:CA0501692 -010E1 vpc Calculations Package I Actual Forces Actual Stresses 1 I Mom -x Axial Shear Bnd -X (in -k) I (ksi) I (ksi) I (ksi) I 0•00 1 14.72 14 16 I 0.00 I Area Rx Ry J Cw Ixx (in.2) (in.) (in.) (in.4) (in.6) (in.4) 1 6.38 1 2.06 1 1.30 1 0.611 1 1 73 1 26.97 1 I Spacing' Area I Rx I Ry R I H (in.) (in.2) (in.) (in.) (in.), 0.625 1 0.92 1 0 0.961 1 0.435 1.614 I 0.59 Shear (k) 23.56 2.95 I( ea I Rx I Ry I J I Cw I Ixx I Iyy I Sxt I Sxb I Qs Qs (in.2) (in.) (in.) (in.4) (in.6 (in.4) (in.4) (in.3) m.3) Flange Stem 1 9 75 1 1.97 1 1.81 1 1.613 1 3.26 1 37.82 1 32.12 22.60 17 45 1 1.00 1.00 Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) Weld Weld Weld I Actual Forces I Lattice Allowable I Stress Length Length Size 1 Tension Compress.' Tension Compress.' Ratio Criteria (in.) (in.) (k) (k) (k) (k) Axial Omit L3 at 8.00 0.1875 5.98 20.59 50.55 26.45 -0.78 Gusset Omit L3 at Lap 8.00 0.1875 20.13 18.80 50.55 24.87 -0.76 Surplus Sum of Shear 5.00 0.1875 3.59 -8.64 25.33 9.92 -0.87 5 Lag and 13 Omit L3 at 9.00 0.1875 27.06 19 42 50.55 21.95 -0.89 4 Gusset Omit 13 at 8.00 0.1875 24 11 16.44 39 78 22.30 -0.74 83 Gusset Moment (in -k) -21.21 -4.59 Length (in.) 10 13 J (in.4) 0.024 0.012 Allowable Stresses Axial Shear I Bnd -X i) (ks I (ksi) I Qcsi) 30.00 I 20.00 I 30.00 16.13 20.00 30.00 Cw (in.6) 0.0115 0.0058 Iyy I Sxt I (in.4 (in.3) 10.84 1 13.08 I Ixx Iyy (in.4) (in.4) 1 0.8470 1 0.3050 I Width Thick. Gusset to Stem Gusset to Plate Lattice (in.) I (in.) I Weld Size (in.) Weld Size (in.) Quantity 4.000 1 0.6250 I 0.2500 1 2.000 0.6250 0.2500 1 VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 153 of 221 1 Stress Condition I Sum Bnd +Ax 1 Shear I 0.99 I 0.23 0.91 0.21 Sxb (in.3) 6.25 I Qs I Qs Flange Stem 1 1.00 1 1.00 Load Case 4 96 VP BUILDINGS VARCO- PRUDEN Splice Location at 0.000 (ft) for Section TRX010 4 Calculations Package 60 Field Splice Data for Section TRX010 Type X -Loc Depth Length Width Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) (in.) (in.) (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) TPBCR 85/0/0 58.20 10.88 8.00 1.250 6 1125 3.88 3.00 4.00 0.00 2.00 2.00 3.75 TPTCR 85/0/0 58.20 11.25 9.00 1.000 6 1125 4.25 3.00 4.00 0.00 2.00 2.00 3.75 TPBC2 99/3/9 58.20 11.00 8.00 1.250 6 1 125 4.00 3.00 4.00 0.00 2.00 2.00 3 75 TPTC2 99/8/6 58.20 11.25 9.00 1.000 6 1125 4.25 3.00 4.00 0.00 2.00 2.00 3.75 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 154 of 221 Tension Shear Plate Bolt Flange Stem Gusset Gusset to Gusset to Type Ld Tension Shear Ld Shear Tension Capacity Capacity Weld Size Weld Size Type Length Width Thick. Plate Flange Cs (k) (k) Cs (k) (k) (k) (k) (in.) (in.) (in.) (in.) (in.) Weld Size Weld Size (in.) (in.) TPBCR 3 142.33 24.03 3 24.03 142.33 242.19 228.09 0.1875 0.2500 Flange 3.750 6.000 0.625 0.2500 0.2500 TPTCR 67 144.97 4.11 5 43 77 0.01 153.95 174.85 0.3125 0.2500 TPBC2 4 175.98 4.30 5 16.87 100.55 242.19 227.95 0.1875 0.3125 Flange 3 750 6.000 0.625 0.3125 0.3125 TPTC2 83 145.49 2.46 4 4 40 0.01 153.95 174.91 0.3125 0.2500 Note: Bolting Plates are designed for all Load Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with accompanying tension. Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 Truss Top Chord Plate Ridge TPTCR Truss Bottom Chord Plate Ridge TPBCR Top Chord I I Actual Forces I Actual Stresses I Allowable Stresses I Stress Condition I Mem. Design Shear Loc. Load Axial Shear Mom -x Axial Shear Bnd -X I Axial I Shear I Bnd -X I Sum I No. I Group I Case I (ft) I Case I (k) I (k) (in -k) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Bnd +Ax Shear 58 568 5 1.500 4 216.37 19.87 58.16 22.19 4 71 2.57 26.10 20.00 30.00 0.96 0.24 60 568 5 3.800 4 216.82 16.60 -0.00 22.24 3.93 0.00 25.66 20.00 30.00 0.87 0.20 64 568 5 2.813 4 230.03 16.60 -0.00 23.59 3.93 0.00 25.66 20.00 30.00 0.92 0.20 VP BUILDINGS VARCO- PRUDEN Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Top Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. I Group I (ft) I (in.2) I (in.3) I (in.3) I (ft) I (ft) 58 568 1.500 8.81 21 13 7.37 6.250 4 750 1.00 60 568 3.800 8.81 2113 7.37 4.750 4.750 1.00 64 568 2.813 8.81 2113 7.37 3.750 4.750 1.00 Top Chord Gross Section Properties 'Design Tee Flange Group 1 568 I 8.0 x 0.7500 Bottom Chord Tee Web I 6.0 x 0.6250 I Actual Forces Load Shear Mom -x Case (k) I (k) I (in -k) 83 -93.82 I 16.16 I 0.00 4 172.65 18.46 0.00 Mem. Design Shear Loc. No. I Group Case I (ft) 4 292 4 4.897 59 I 292 5 14 750 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties I Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. I Group I (ft) I (in.2) I (in.3) I (in.3) I I (ft) 59 I 292 1 4 4.897 50 1 5.91 1 12.04 1 6.13 1 8.500 1 9.500 1.00 I Bottom Chord Gross Section Properties Design) Tee Flange I Tee Web Group 292 I 7.0 x 0.3750 I 6.0 x 0.6250 Size I Spacing' Area I Rx I Ry I Rp I H (in.) (in.2) (in.) (in.) (in.) 23 11 I L 3.0 x 2.0 x 0.1875 1 0.625 1 0.92 1 0 961 1 0.435 1 1.614 I 0.59 I Design Group Lattice Gusset Data for Section TRX010 Type I X -Loc Y -Loc I Axial (k) Top Chord 85/0/0 39/10/4 7 73 Bottom Chord I 99/3/9 1 33/9/1 I 16.60 VPC File:CA0501692 -01 OE1 vpc Calculations Package Shear (k) 2.71 23.81 I (in.2) I Rx I (in Ry I J I (in.6) I Ixx I lyy I Sxt I Sxb I Qs I Qs .2) (in.) (in.) (in.4) m.6) (in.4) (in.4) (in.3) (in.3) Flange Stem 1 9 75 1 1 9 7 1 1 8 1 I 1.613 1 3 2 6 1 37.82 1 32.12 1 22.60 17 45 1 1.00 1 1.00 Actual Stresses Axial I Shear I Bnd -X (ksi) (ksi) (ksi) 14 72 I 4.06 I 0.00 29.23 4.63 0.00 I Area Rx Ry (in.2) I (in.) I (in.) 1 6.38 1 2.06 1 1.30 J Ixx I Iyy (in.4) Cw I (in.6) (in.4) (in.4) 1 0.611 11 73 1 26.97 I 10.84 I Lattice Truss Design Member Summary for Section TRX010 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) End 1 End 2 Weld Weld Weld Actual Forces I Lattice Allowable 1 Stress Mem. Design Qty No. Len Gusset Gusset Length Length Size Tension Compress.' Tension Compress.' Ratio No. Group Spacers (ft) Criteria Criteria Criteria (in.) (in.) (k) (k) (k) (k) Axial 56 23 2 2 7.901 Omit 1.3 at Omit L3 at 9.00 0.1875 26.42 19.99 50.55 21.95 -0.91 Gusset Gusset 57 11 1 0 4.833 Sum of Shear 5.00 0.1875 3.59 -8.50 25.33 9.92 -0.86 4 Lag and 1.3 61 23 2 2 6.777 Omit L3 at Lap 8.00 0.1875 20.60 18.80 50.55 24.87 -0.76 96 Surplus 62 23 2 2 6.117 Omit L3 at Omit L3 at 8.00 0.1875 6.88 21.00 50.55 26.45 -0.79 5 Gusset Gusset 63 8 2 4.833 Omit L3 at 5.00 0.1250 2.52 -6.70 19.86 6.96 -0.96 4 Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. J (in.4) 0.024 0.012 Date: 11/9/2005 Time: 4.03.31 PM Page: 155 of 221 I Allowable Stresses I Stress Condition I Axial Shear Bnd -X Sum (ksi) I (ksi) I (ksi) Bnd +Ax I Shear 0.91 0.20 130. 0 I 20.00 I 30.00 0.97 I 0.23 Cw (in.6) 0.0115 0.0058 lxx (in.4) 1.6900 0.8470 VPC Version .5.3b Sxt 1 Sxb (in.3) I (in.3) 13.08 I 6.25 I" (in.4) 1 7077' 0.3050 I Qs 1 Qs Flange Stem 1 1.00 1 1.00 Load Case 5 Moment I Length' Width I Thick. I Guss to Stem I Gusset to Plate Lattice I (in -k) (in.) (in.) (in.) Weld Size (in.) Weld Size (in.) Quantity -21.64 I 10 14 000 1 0.6250 I 0.2500 I I 1 I VP BUILDINGS VARCO•PRUDEN Splice Location at 0.000 (ft) for Section TRX011 66 70 Top Chord O a Field Splice Data for Section TRX011 Type X -Loc Depth Length Width Thick. Num. (in.) (in.) (in.) (in.) Of Bolts 9.00 1.250 6 9.00 1.000 6 9.00 0.875 6 9.00 0.875 6 TPBC1 99/3/9 58.00 11.00 TPTC1 99/8/6 58.00 11.25 TPBC2 146/7/10 58.00 10.63 TPTC2 147/0/7 58.00 10.25 Tension Type Ld Tension Shear Ld Cs (k) (k) Cs TPBC1 4 175.98 4.30 5 TPTC1 83 145.49 2.46 4 TPBC2 67 95.78 32.53 4 TPTC2 5 112.54 1.58 4 Note: Bolting Plates are designed for accompanying tension. Truss Plate Top Endl TPTC1 Truss Plate Bottom Endl TPBC1 Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 VPC File:CA0501692 -010E1 vpc 72 Calculations Package 76 78 82 Bolt Pitch Pitch2 Gage Diam. (in.) (in.) (in.) (in.) 1125 4.00 3.00 4.00 1125 4.25 3.00 4.00 0.875 413 2.50 3.75 1.000 4.00 2.75 3 75 Gage2 (in.) 0.00 0.00 0.00 0.00 Date: 11/9/2005 Time: 4.03.31 PM Page: 156 of 221 Edge Inside (in.) 2.00 2.00 2.50 1 75 Edge Adjustl Outside (in.) (in.) 2.00 3.75 2.00 3.75 1.50 3.06 1 75 3.38 Shear Plate Bolt Flange Stem Gusset Gusset to Gusset to Shear Tension Capacity Capacity Weld Size Weld Size Type Length Width Thick. Plate Flange (k) (k) (k) (k) (in.) (in.) (in.) (in.) (in.) Weld Size Weld Size (in.) (in.) 16.87 100.55 280.38 218.91 0.2500 0.2500 Flange 3.750 6.000 0.625 0.2500 0.3125 4 40 0.01 153.95 174.91 0.3125 0.2500 50.95 0.01 105.49 95.58 0.1875 0.3125 4.39 8.60 124.41 138.21 0.2500 0.2500 all Load Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with Actual Forces Actual Stresses I Allowable Stresses I Stress Condition Mem. Design Shear Loc. Load Axial Shear Mom -x Axial Shear Bnd -X Axial Shear Bnd -X I Sum No. Group Case (ft) Case (k) (k) (in -k) (ksi) (ksi) (ksi) I (ksi) (ksi) (ksi) I Bnd +Ax Shear 66 568 5 1.950 4 230.48 20.71 40.72 23.64 4.91 1.80 25.66 20.00 30.00 1.00 0.25 70 568 5 3.800 4 223.94 20.71 -0.00 22.97 4.91 0.00 25.66 20.00 30.00 0.90 0.25 72 568 5 3.800 4 224.38 24.84 -0.00 23.01 5.89 0.00 25.66 20.00 30.00 0.90 0.29 76 568 5 3.800 4 195.50 24.84 0.00 20.05 5.89 0.00 25.66 20.00 30.00 0.78 0.29 78 568 2 1.900 4 195.94 29.03 0.00 20.10 6.88 0.00 25.66 20.00 30.00 0.78 0.34 82 568 2 3.800 4 145.53 29.03 -0.00 14.93 6.88 0.00 25.66 20.00 30.00 0.58 0.34 84 568 4 3.800 4 145.97 39.51 0.00 14.97 9.37 0.00 25.66 20.00 30.00 0.58 0.47 88 568 4 3.800 4 74.02 39.51 -0.00 7.59 9.37 0.00 25.66 20.00 30.00 0.30 0.47 90 568 4 3.800 4 74.46 50.47 -0.00 7.64 11.96 0.00 25.66 20.00 30.00 0.30 0.60 94 568 4 3.750 5 112.54 50.47 0.00 12.77 11.96 0.00 30.00 20.00 30.00 0.43 0.60 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VPC Version .5.3b VP BUILDINGS VARCO PRUDEN Top Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 66 568 1.950 8.81 21 13 7.37 5.750 4 750 1.00 70 568 3.800 8.81 21 13 7.37 4 750 4.750 1.00 72 568 3.800 8.81 21 13 7.37 4.750 4 750 1.00 76 568 3.800 8.81 21 13 7.37 4.750 4 750 1.00 78 568 1.900 8.81 21 13 7.37 4 750 4 750 1.00 82 568 3.800 8.81 21 13 7.37 4.750 4 750 1.00 84 568 3.800 8.81 21 13 7.37 4 750 4 750 1.00 88 568 3.800 8.81 21 13 7.37 4.750 4 750 1.00 90 568 3.800 8.81 21 13 7.37 4 750 4.750 1.00 94 568 3 750 8.81 21 13 7.37 3.750 4 750 1.00 Bottom Chord Bottom Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. Group (ft) I (in.2) I (in.3) (in.3) I (ft) I (ft) 65 405 5 750 7 13 16.29 6.71 10.500 9.500 1.00 71 405 4 750 7 13 16.29 6.71 9.500 9.500 1.00 77 405 4 750 7 13 16.29 6.71 9.500 9.500 1.00 83 405 8.550 713 16.29 6.71 9.500 9.500 1.00 89 405 7.563 713 16.29 6.71 8.500 9.500 1.00 Calculations Pat kage Date: 11/9/2005 Time: 4.03.31 PM Page: 157 of 221 Top Chord Gross Section Properties 'Design' Tee Flange Tee Web Area Rx R J Cw lxx I Sxt Sxb Qs Qs Group I (in.2) (in.) I (in) I (in.4) I (in.6) I (in.4) I (in.4) I (in.3) I (in.3) 1Flangel Stem 568 I 8.0 x 0.7500 I 6.0 x 0.6250 1 9 75 1 1.97 1 1.811 1 1.613 1 3.26 1 37.82 1 32.12 1 22.60 17 45 1 1.00 1 1.00 1 I Actual Forces I Actual Stresses I Allowable Stresses 1 Stress Condition Mem. Design Shear I Loc. I Load Axial Shear I Mom -x Axial Shear I Bnd -X Axial Shear Bnd -X Sum No. Group Case (ft) Case (k) (k) (in -k) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Bnd +Ax Shear 65 405 5 5.750 4 175.50 22.91 0.00 24.63 5.64 0.00 30.00 20.00 30.00 0.82 0.28 71 405 5 4 750 4 156.91 27.04 -0.00 22.02 6.66 0.00 30.00 20.00 30.00 0.73 0.33 77 405 4 4 750 4 116.80 34 16 0.00 16.39 8.41 0.00 30.00 20.00 30.00 0.55 0.42 83 405 4 8.550 5 74.45 45.13 -0.00 9.61 1111 0.00 20.10 20.00 30.00 0.48 0.56 89 405 4 7.563 5 14174 55.34 -0.00 18.29 13.62 0.00 20.10 20.00 30.00 0.91 0.68 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Gross Section Properties Design Tee Flange Tee Web Area Rx R J Cw x I Sxt Sxb Qs Qs I Group I I I (in.2) I (in.) I (in.) I (in.4) I (in.6) I Ix (in.4) I (in.4) I (in.3) I (in.3) 'Flange] Stem 1 405 I 8.0 x 0.5000 I 6.0 x 0.6250 17 75 1 2.02 1 1.66 1 0.822 1 2.10 1 31 78 1 21 46 117 44 I 6.79 1 1.00 1 1.00 Lattice Truss Design Member Summary for Section TRX011 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) End 1 End 2 Weld (Weld Weld Actual Forces Lattice Allowable Stress Mem. Design Qty No. Len Gusset Gusset Length Length Size Tension Compress. Tension Compress. Ratio Load No. Group Spacers (ft) Criteria Criteria Criteria (in.) (in.) (k) (k) (k) (k) Axial Case 67 23 2 2 7.512 Omit L3 at Omit L3 at Omit L3 at 9.00 0.1875 28.69 21.24 50.55 22.98 -0.92 96 Gusset Gusset Gusset 68 27 2 2 6.777 Omit L3 at Omit L3 at 9.00 0.1875 13.81 29.03 60.22 34.34 -0.85 5 Gusset Gusset 69 11 1 0 4.833 Sum of Shear 5.00 0.1875 3.01 7.54 25.33 9.92 -0.76 4 Lag and L3 73 23 2 2 6.777 Omit L3 at Lap 10.00 0.1875 32.12 18.80 50.55 24.87 -0.76 96 Surplus 74 29 2 2 6.777 Omit L3 at Lap 11.00 0.1875 21 76 34.83 66.30 38.65 -0.90 5 Surplus 75 11 1 0 4.833 Sum of Shear 5.00 0.1875 3.01 7.25 25.33 9.92 -0.73 4 Lag and L3 79 27 2 2 6.777 Omit L3 at Lap 112.00 0.1875 37.91 -25.63 60.22 34.34 -0.75 67 Surplus 80 31 2 2 6.777 Omit L3 at Lap '12.00 0.1875 29 71 -40.70 79.28 48.13 -0.85 2 Surplus VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VA RCO- PRUDEN Calculations Package 81 8 2 2 4.833 Omit L3 at Lap 5.00 0.1250 3.01 -6.75 19.86 6.96 -0.97 4 Surplus 85 27 2 2 6.777 Omit L3 at Omit L3 at 15.00 0.1875 47.89 33.58 60.22 34.34 -0.98 67 Gusset Gusset 86 33 2 2 6.777 Omit L3 at Omit L3 at 11.00 0.3125 37.65 55 40 96.69 60.54 -0.92 4 Gusset Gusset 87 8 2 2 4.833 Omit L3 at Lap 5.00 0.1250 3.01 -6.04 19.86 6.96 -0.87 4 Surplus 91 31 2 2 6.777 Omit L3 at Lap 19.00 0.1875 63.27 -41.52 79.28 48.13 -0.86 67 Surplus 92 33 2 2 6.117 Omit L3 at Omit L3 at 12.00 0.3125 41 17 -63.88 96.69 67.03 -0.95 4 Gusset Gusset 93 8 2 4.833 Omit L3 at 5.00 0.1250 3.03 -4.39 19.86 6.96 -0.63 4 Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Design Size Spacing Area Rx Ry Rp H J Cw Ixx Iyy Group (in.) (in.2) (in.) (in.) (in.) (in.4) (in.6) (in.4) (in.4) 23 L 3.0 x 2.0 x 0.1875 0.625 1.83 0.961 0.966 1.614 0.71 0.024 0.0115 1.6900 1 7077 27 L 3.0 x 3.0 x 0.1875 0.625 2.18 0.933 1 461 1.879 0.85 0.027 0.0180 1.9000 4.6526 11 L3.0 x 2.0 x 0.1875 0.92 0.961 0.435 0.59 0.012 0.0058 0.8470 0.3050 29 L 3.0 x 2.0 x 0.25 0.625 2.40 0.953 0.982 1.610 0.72 0.054 0.0264 2.1800 2.3141 31 L 3.0 x 3.0 x 0.25 0.625 2.87 0.926 1 475 1.883 0.86 0.063 0.0413 2.4600 6.2456 8 L 1.5 x 1.5 x 0.125 0.625 0.72 0.465 0.869 1.049 0.88 0.004 0.0006 0.1555 0.5424 33 L 3.0 x 2.0 x 0.375 0.625 3.50 0.937 1.013 1.619 0.73 0.171 0.0826 3.0700 3.5919 Lattice Gusset Data for Section TRX011 Type I X -Loc I Y -Loc 1 Axial Shear I Moment Length Width Thick. Gusset to Stem (k) I (k) I (in -k) (in.) I (in.) I (in.) I Weld Size (in.) Bottom Chord 99/3/9 33/9/12 18.46 14.67 9.55 14 4.000 0.6250 0.2500 Top Chord 105/5/2 38/1/13 3.38 22.87 157.84 25 2.000 0.6250 0.2500 Top Chord 133/10/0 35/9/6 0.60 51.53 347.84 25 3.000 0.6250 0.2500 Bottom Chord 146/7/10 29/10/6 50.47 39 16 -41.99 10 4.000 0.6250 0.2500 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 158 of 221 Gusset to Plate I lattice Weld Size (in.) I Quantity 1 1 1 1 VP BUILDINGS VARCO- PRUDEN Splice Location at 0.000 (ft) for Section TRX012 Top Chord Tension Type U Tension Shear Ld Cs (k) (k) Cs VPC File:CA0501692 -010E1 vpc 95 Calculations Package Actual Forces I Axial I Shear I Mom -x (k) I (k) I (in -k) 112.53 61 77 17.08 202.10 -61 77 13.61 170.54 70.46 95.82 100 Shear Plate Bolt Flange Stem Shear Tension Capacity Capacity Weld Size Weld Size (k) (k) (k) (k) (in.) (in.) \I/ Actual Stresses Axial I Shear Bnd -X (ksi). (ksi) I i) 14 12 11 46 1.50 25.36 11 46 1 19 21 40 13.07 8.41 102 101 Field Splice Data for Section TRX012 Type X -Loc Depth Length Width Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) (in.) (in.) (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) TPBC1 146/7/10 58.00 10.63 11.00 0.875 6 0.875 4 13 2.50 3 75 0.00 2.50 1.50 3.06 TPTC1 147/0/7 58.00 10.25 7.00 0.875 6 1.000 4.00 2.75 3 75 0.00 1 75 1 75 3.38 TPBCK 164/3/8 58.00 400, 11.00 1.500 6 1c500 5.50 4.00 5.00 0.00 TPTCK 164/8/5 58.00 1425 11.00 .1 00 .500 6 1.500 5.00 4.00 '5.0 0.00 Gusset Gusset to Gusset to Type Length Width Thick. Plate Flange (in.) (in.) (in.) Weld Size Weld Size (in.) (in.) TPBC1 67 95.78 32.53 4 50.95 0.01 131.96 95.77 0.3125 0.3125 TPTC1 5 112.54 1.58 4 4.39 8.60 110.34 138.22 0.2500 0.2500 TPBCK 36 445.21 0.00 0 0.00 0.00 540.96 311.02 FP 0.3750 500 8 0625 0:25 0.25 TPTCK 36 482.11 0.00 4 75.52 271.58 300.00 304.04 FP FP 4.75 11 0.625 0.375 0.3125 Note: Bolting Plates are designed for all Load Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with accompanying tension. Truss Top Chord Plate Knee TPTCK Truss Bottom Chord Plate Knee TPBCK Truss Plate Top Endl TPTC1 Truss Plate Bottom Endl TPBCI I Allowable Stresses Axial I Shear I Bnd -X (ksi) (ksi) (ksi) 30.00 20.00 30.00 30.00 20.00 30.00 30.00 20.00 30.00 Mem. I Design I Shear I Loc. Load No. Group Case (ft) Case 96 485 4 1.000 5 100 485 4 2.500 5 102 485 4 5.000 2 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 159 of 221 I Stress Condition Sum% Bnd +Ax 0.52 0.89 0.99 L ov Shear 0.57 0.57 0.65 VP BUILDINGS VARCO•PRUDEN Top Chord Effective Section Properties Mem. 1 Design 1 Loc. Aeff 1 Set 1 Seb I Lx 1 Ly 1 CMx No Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 96 485 1.000 7.97 21.51 1111 5.7 4.7 1.00 100 485 2.500 7.97 21.51 1111 5.000 2.500 1.00 102 485 5.000 7.97 21.51 1111 9.277 2.500 1.00 Top Chord I Design' Group 1 485 1 Design Group 949 1 Gross Section Properties Tee Flange Tee Web 6.0 x 0.6250 I 8.0 x 0.6250 Bottom Chord 1 Actual Forces 1 Mem. 1 Design 1 Shear 1 Loc. 1 Load 1 Axial 1 Shear 1 Mom -x 1 Axial 1 Shear No. G Case ft) Case (k) (k) (in -k) (ksi) (ksi) 1 1 1 1 949 1 1 9 1.000 1 5 1 347.30 1 70.46 1 0.00 1 23 15 1 12.53 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties Mem. 1 Design 1 Loc. 1 Aeff Set 1 Seb 1 Lx 1 Ly 1 CMx I No Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 95 01 1 949 1 1.000 1 13.75 45.64 1 13.50 1 9 469 110.0001 1 00 1 Bottom Chord Gross Section Properties Tee Flange 10.0 x 1.0000 Lattice Truss Design Member Summary for Section TRX012 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) Lattice Allowable Stress Tension Compress. Ratio (k) 64 76 Mem. Design Qty No. Len No. Group Spacers (ft) 97 36 2 2 7.512 98 39 2 2 6.954 Omit L3 at Lap 21.00 0.2500 Surplus 99 0 4.833 Omit L3 at Lap 6.00 0.1875 Surplus 2 10.460 Whitmore 23.00 0.4375 section Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Design Group 36 39 11 42 11 1 103 42 2 Size L 4.0 x 4.0 x 0.25 L 4.0 x 4.0 x 0.3125 L 3.0 x 2.0 x 0.1875 L 4.0 x 4.0 x 0.5 Lattice Gusset Data for Section TRX012 Type I X -Loc Y -Loc 1 Axial (k) Bottom Chord 146/7/10 1 29/10/6 I 30.95 VPC File:CA0501692 010E1 vpc End 1 Gusset Criteria Calculations Package Area Rx I Ry I J I Cw I Ixx 1 Iyy 1 Sxt I Sxb in.2) (in.) (in.) (in.4) (in.6 (in.4) (in.4) (in.3) (in.3) 8.75 2.76 11 14 11 139 1 4.26 1 66.64 1 11 41 1 24.00 I 11 40 Tee Web 1 Area 1 Rx 1 Ry (in.) (in.) 8.0 x 0.6250 1 15.00 1 2.52 1 2.36 End 2 Gusset Criteria Omit L3 at Gusset 1 !Spacing' A 1 Rx 1 Ry I Rp in.) (in.2) (in.) (in.) (in.) 0.625 3.87 1.250 1.868 2.444 0.625 4.80 1.240 1.885 2.447 0.92 0.961 0.435 0.625 7 49 1.210 1.924 2.456 1 Actual Stresses I Allowable Stresses Stress Condition Bnd -X 1 Axial 1 Shear 1 Bnd -X Sum 1 (ksi (ksi) (ksi) (ksi) Bnd +Ax Shear 0.00 1 23.68 1 20.00 1 30.00 0.61 I 0.63 0.00 23.68 20.00 30.00 0.98 0.63 Weld Weld Weld I Actual Forces Length Length Size 1 Tension Criteria (in.) (in.) Omit L3 at 26.00 0.1875 Gusset 0.84 0.85 0.59 0.86 J (in.4) 1 3.984 H I (in.4) 0.088 0.166 0.012 0.644 1 Cw 1 Ixx 1 lyy 1 Sxt 1 (in.6) (in.4) (in.4) (in.3) 1 11 11 1 95.00 1 83.50 (k) 86.01 55.88 7 10 152.48 Cw (in.6) 0.1010 0.1926 0.0058 0.7324 Compress. (k) 53.92 -88.87 7.98 -97 16 1 47.50 I (k) 106.91 132.60 98.87 -0.90 4 25.33 206.91 Sxb (in.3) 13.57 Ixx 1 Iyy (in.4) 1 (in.4) 6.0000 13.5042 7.3500 17.0528 0.8470 0.3050 11.0000 27 7244 VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 160 of 221 Qs 1 Qs Flange Stem 1.00 1 1.00 1 Qs Qs 1 Flange Stem 1 1.00 1 1.00 Load Axial Case -0.83 67 9.92 -0.80 4 102.30 -0.95 83 1 Shear 1 Moment 1 Length 1 Width 1 Thick. 1 Gusset to Stem 1 Gusset to Plate 1 Lattice (k) (in -k) (in.) (in.) (in.) Weld Size (in.) Weld Size (in.) Quantity 1 36.82 1 -41.22 I 17 1 3.000 1 0.6250 1 0.2500 1 1 1 VP BUILDINGS VARCO- PRUOEN Calculations Package Date: 11/9/2005 Time:4 PM Page: 161 of 221 Deflection Load Combinations Framin t_ No. Origin Factor Def H Def V Application Description I System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 S S 3 System 1.000 0 180 1.0 S 1.0 SD S SD 4 System 1.000 0 180 1.0 US1* USI* 5 System 1.000 0 180 1.0 *US1 *US1 6 System 1.000 0 180 0.700 Wl> W1> 7 System 1.000 0 180 0.700 <W1 <W1 8 System 1.000 0 180 0.700 W2> W2> 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700 WPA1 WPA1 11 System Derived 1.000 0 180 0.700 WPDI WPD1 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 WPD2 14 System Derived 1.000 0 180 0.700 WPB1 WPB1 15 System Derived 1.000 0 180 0.700 WPC1 WPC1 16 System Derived 1.000 0 180 0.700 WPB2 WPB2 17 System Derived 1.000 0 180 0.700 WPC2 WPC2 18 System 1.000 60 0 0.700 Wl> W1> 19 System 1.000 60 0 D.700 <W1 <W1 20 System 1.000 60 0 0.700 W2> W2> 21 System 1.000 60 0 0.700 <W2 <W2 22 System Derived 1.000 60 0 0.700 WPA1 WPA1 23 System Derived 1.000 60 0 0.700 WPDI WPDI 24 System Derived 1.000 60 0 0.700 WPA2 WPA2 25 System Derived 1.000 60 0 0.700 WPD2 WPD2 26 System Derived 1.000 60 0 0.700 WPB1 WPB1 27 System Derived 1.000 60 0 0.700 WPC1 WPC1 28 System Derived 1.000 60 0 0.700 WPB2 WPB2 29 System Derived 1.000 60 0 0.700 WPC2 WPC2 30 System 1.000 60 0 0.600 E> 0.700 EG- E> EG- 31 System 1.000 60 0 0.600 <E 0.700 EG- <E EG- 32 System Derived 1.000 60 0 0.600 EB> EB> 33 System Derived 1.000 60 0 0.600 <EB <EB Maximum Frame Deflection Summary for Cross Section: C Description I Deflection (in.) I Ratio IMemberl Joint I Load Case I Load Case Description Horizontal Deflection 0.606 (H/644) 2 2 30 E> EG- Max. IMax. Vertical Deflection for Span 1 5 735 (U342) 47 1 5 *US1 Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS MARCO PRUDEN Wall. 5, Frame at: 44/0/0 Frame Cross Section: D rt. !)SFB )SFB Dimension Key 1 8 1/2' 2 4' -0' 3 3' 5 1/4' 4 1 -6 11/16' 5 1 -8 1/8' 6 3'-0 7/8' 7 4 @2'-6' 8 1 -0' 9 2'-6' 10 2 @1 -83/4 11 33/8' 12 40' -6 3/4' VPC File:CA0501692 -010E1 vpc Calculations Package 4 9" m m tin --1 03. m LL LL u- LL m LL LL v N co izi Frame Clearances Horiz. Clearance between members 1(CX005) and 6(CX006): 158' 7 1/2' Horiz. Clearance between members 1(CX005) and 6(CX006): 158' 7 1/2' Vert. Clearance at member 2(CX005): 27' 10' Vert. Clearance at member 5(CX006): 27' 10' Finished Floor Elevation 100' -0' (Unless Noted Otherwise) 4 N N m LL m LL m r II "N INNOV„' FRAME CROSS SECTION AT FRAME LINE(S) VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 162 of 221 10 (2)SF (2)SF Check per DM 3.10 CI Open Webi t, Job No: I ,CA0501692-01 Notes. fLAric d1/ errr D-1 TOP c-/ Tension I 278.00 lkips Shear 1 65.00 !kips S.F 1 1.00, 1 Left Chord bf I 10 un. tf 1 0.75 lin. ds 1 30 ,1n. ts 1 0.75 1in. Right Chord bf I 6 •lin. ff I 0.375 lin. ds 1 8 lin. ts I 0.75 lin. Fy I 60 Iksi I v AISCSeismi 1:] Design Left Olt 1;11pe.si Pit 01 Alieliti.04•StreSSiat Tension Stiff E I Extended Pit. LI 4:13Olts-in a'Roinf Diameter 0 11 1/2 0 A4S0-•I X I v *A325-] X TENSION CONTROL Not Used El Cut Edges Nri 2 Nro 1 Rev 4 (4-1-05) Prepgred by* IKPT 5.000 3 30 3 Page: I /C3 0) ILototiohl Plate Thickness: Plate Width: Plate Length: Stiffener Depth: Stiffener Length: Stiffener Weld: Bolt Tens. Cap: Plate Tens. Cap: Dend Fo Fi 2.125 in 0.75 in 2.125 in 4 in I 23.8750 I 2.6250 I 2.6250 1.500 in. 11 in. --14725-- in. 4 7500 in. 8 in. 1/4 in. 422.98 kips 366.27 kips Left PL Right PL' 2.125 0.75 2.125 Iin Last bolt t lin edge dist lin edge dist —12 'a 121,7 f LILA, FI4LANI 4 r 4 2.125 0.375 2.5 Right Chord bf I 6 lin. tf I 0.375 'lin. ds 8 lin. ts I: 0: lin. Fy I 50 Iksi Tension Stiff b Extended Plt. 0 4 Bolts in a RoW ev Notes: D-1 TOP Tension I 278.00 I kips Shear I 65.00 'kips S.F I 1.00 Left Chord bf I 10 in. tf 035 in. ds I 30 lin. 7/16 ts 0.75 lin. MSc Seismic 0 Design Left, pit CI Design Right Pit All 1.03 stress rat Checic per pm 3.10 en Web. Chord Splice Design Jot; No: ICA0501692-01 Page; 1 Rev 4 (4-1-05) I Prepared by I KPT .Locotion:1 V 11/2 I A325- IX I v Diameter 0 0 A490- X TENSION CONTROL Not Used CI Cut Edges Nri 2 Nro 1 H, El V 1/4 (7 C 5.000 1,4 301 14; 02 Plate Thickness: Plate Width: Plate Length: Stiffener Depth: Stiffener Length: Stiffener Weld: Bolt Tens. Cap: Plate Tens. Cap: Dend Fo Fl 2.125 in 0.375 in 2.5 in 4 in I 1.5000 I 2.6250 I 2.6250 1.500 11 14.25 4.7500 8 318 429.35 331.82 Left PL 2.125 0.75 2.125 in. in. in. in. in. in. kips kips Right PC 2.125 0.375 2.5 lin 'Last bolt t lin edge dist lin edge dist Check per DM 3.10 Notes. D-1 BOTTOM Z...-1-//ze Tension 11435.00 lkips Shear I 1.00 I kips S.F I 1 70: I Left Chord bf 1,10 lin. ff 1 015> lin. ds 30 lin. ts 0.75 lin. Right Chord AiSC,SefsrniC bf I ''10' lin. peIgn !Jet tf 1 lin. Pt ds I 9 lin. ts lin. IQ Pe-sign iS19!lt Fy jksi r ,14-_ 143 stresS. rat I Tension Stiff. Nil Extended Pit. 04 Bolts in a Row Diameter 0 j 1 1/2 A325- i X v CI nriNeti ChoraSplice Design I Job No: ICA0501692-01 I- Page: I lg.; 0; Rev 4 (4-1-05) I Prepared by I KPT ILbeationd 0 A490 X eJ eet V 1 TENSION CONTROL Not Used ['Cut Edges Nri 2 Nro 1 14 5.000 Dend Fo Fi Plate Thickness: 1 1:250 in. Plate Width: 11 in. 2 a Plate Length: -147875 in. rxr7,4 Stiffener Depth: 40250 in. Stiffener Length: in. Stiffener Weld: 114 in. Bolt Tens. Cap 734.58 kips Plate Tens. Cap 452.78 kips 2.25 0.75 2.5 4 in in in in I 23.5000 I 2.6250 I 2.7500 Left PL 2.25 0.75 2.5 Right PL 2.25 1 2.25 I in 'Last bolt t lin edge dist 1 lin edge dist Notes. Check per. DM 3 D -1 BOTTOM G4 -Ib�' Tension 1 435.00 'Ikips Shear= I' 1.00 I kips S.F I 1.70 Left Chord bf= I 10. "lin. tf= I 0.75 `)in. ds I .30 lin. ts= I ;:0.75 lin. Right Chord bf= I."10 "lin. tf= I 1 lin. ds I. 9; lin. is 0.5• lI in. Fy I 50 p en Web Chord Splice Design: I Job:No: 1CA0501692 -01 I Page: I IC; 04 Plate Thickness: 1.500 in. 1 0 Rev 4 (4 -1 -05) I Prepared by BKPT 'Location :I Plate Width: 11 in 12 r -'o Tension Stiff El Extended Pit. 1 4 Bolts in a-Row Diameter 0 1 1 1/2 I V 0 A490- I X 1 1r O A X I V TENSION CONTROL Not Used Cut Edges. I Nri 2 Nro 1 AISc Seismic Iv 3/8 design Leff; Pit Design tsight Pit- .Allow, 1.03 stress rat U 5.000 0 0 3O Plate Length: 14.875 .n.— l t c p. !o Stiffener Depth: S 4.6230 in. I Stiffener Length: r in. Stiffener Weld: I/4 31-1-6-- in. Bolt Tens. Cap: 629.63 kips Plate Tens. Cap: 607 17 kips Left PL Right PL' 2.25 in 2.25 2.25 1 in 0.75 1 2.25 in 2.5 2.25 Dend Fo Fi 4 in I 2.7500 I 2.6250 I 2.7500 l in Last bolt t lin edge dist 1 lin edge dist VP BUILDINGS VARCO- PRUDEN Frame Location Design Parameters: Location I Avg. Bay Space I 44/0/0 I 22/0/0 IRF Truss Design Load Combinations Framing No. Origin Factor 1 System 1.000 2 System 1.000 3 System 1.000 4 System 1.000 5 System 1.000 6 System 1.000 7 System 1.000 8 System 1.000 9 System 1.000 10 System 1.000 11 System 1.000 12 System I.000 13 System 1.000 14 System 1.000 15 System 1.000 16 System 1.000 17 System 1.000 18 System 1.000 19 System 1.000 20 System 1.000 21 System 1.000 22 System 1.000 23 System 1.000 24 System 1.000 25 System 1.000 26 System 1.000 27 System 1.000 28 System 1.275 29 System 1.275 30 System 1.275 31 System 1.275 32 Special 1.275 33 Special 1.275 34 Special 1.275 35 Special 1.275 36 AISC Special 1 700 37 AISC Special 1 700 38 AISC Special 1 700 39 AISC Special 1 700 40 System Derived 1.000 41 System Derived 1.000 42 System Derived 1.000 43 System Derived 1.000 44 System Derived 1.000 45 System Derived 1.000 46 System Derived 1.275 47 System Derived 1.275 48 System Derived 1.275 49 System Derived 1.275 50 Special 1.275 51 Special 1.275 52 System Derived 1.000 53 System Derived 1.000 54 System Derived 1.000 55 System Derived 1.000 56 System Derived 1.000 57 System Derived 1.000 58 System Derived 1.275 59 System Derived 1.275 60 System Derived 1.275 61 System Derived 1.275 62 Special 1.275 VPC File:CA0501692 -010E1 vpc Calculations Package Description I Angle I Group I Trib. Override I 1 90.00001 I Application 1.0 D 1.0 CG 1.0 L 1.0 D 1.0 CG 1.0 S 1.OD +1.0CG +1.OS +1.0SD 1.OD +1.00G +1.0US1* 1.OD+1.00G +1.0 *US1 1.0 D+ 1.0W1> 1.0 D 1.0 <W1 1.0 D 1.0 W2> 1.0 D 1.0 <W2 1.0 D+ 1.0 CG +0.750L +0.750W1> 1.0 D+ 1.0 CO +0.750L +0.750<WI 1.0 D 1.0 CG 0.750 L 0.750 W2> 1.0 D 1.0 CO 0.750 L 0.750 <W2 1.0 D 1.0 CG 0.750 S 0.750 Wl> 1.0 D 1.0 CG 0.750 S 0.750 <WI 1.0 D 1.0 CG 0.750 S 0.750 W2> 1.0 D 1.0 CG 0.750 S 0.750 <W2 0.600D +1.0W1> 0.600D +1.0 <WI 0.600 D 1.0 W2> 0.600 D 1.0 <W2 I.OD +1.00G+0.910E>+0.700EG+ 1.0 D+ 1.0 CG 0.910 <E 0.700 EG+ 1. 0D +1.0CG +0.750L +0.975F> +0.750EG+ 1.0 D 1.0 CO 0.750 L 0.975 <E 0.750 EG+ 0.600 D 0.600 CO 0.910 F> 0.700 EG- 0.600 D 0.600 CO 0.910 <E 0.700 EG- 0.900 D 0.900 CG 1.300 F> 1.0 EG- 0.900 D 0.900 CG 1.300 <E 1.0 EG- 1.200 D+ 1.200 CG +0.200 S+ 1.300 E>+ 1.0 EG+ 1.200 D 1.200 CG 0.200 S 1.300 <E 1.0 EG+ 0.900 D 0.900 CO 2.500 E> 1.0 EG- 0.900 D 0.900 CG 2.500 <E 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 E> 1.0 EG+ 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ 0.900 D 0.900 CG 0.900 D 0.900 CG 1.200 D 1.200 CG 0.200 S 1.200 D 1.200 CG 0.200 S 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 EB> 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 EB> 1.0 D 1.0 CG 0.750 L 0.293 F> 0.750 EG+ 1 400 EB> 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG++ 1 400 EB> 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 EB> 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 EB> 1.200 D 1.200 CG 0.200 S 0.390 F> 1.0 EG+ 1 400 EB> 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 EB> 0.900 D 0.900 CG 2.500 EB> 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 <EB 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 <EB 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 <EB 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 <EB 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 <EB 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 <EB 0.900 D 0.900 CG 2.500 <EB 1.0 EG- VPC Version :5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 164 of 221 Design Status Stress Check Description D CG L D CG S D +CG +S +SD D +CG +US1* D +CG *US1 D +WI> D +<WI D W2> D <W2 D +CO +L +WI> D +CO +L +<WI D +CG +L +W2> D +CG +L <W2 D+CG +S +W1> D +CG +S <Wl D +CG +S +W2> D +CO +S <W2 D +WI> D <W1 D W2> D <W2 D CG E> EG+ D +CO <E +EG+ D CG L E>+ EG+ D +CO +L <E+EG+ D +CO +E> +EG- D+CO+<E+EG- D+CO+F>+EG- D+CO+<E+EG- D +CO +S +E> +EG+ D +CG+S+ <E +EG+ D CO E> EG- D CO <E EG- D CO S E> EG+ D +CG +S +<E +EG+ D CG D CG D CG S D CG S D CG E> EG+ EB> D +CO <E +EG+ +EB> D+CG+L +Ej+EG++EB> D+CG+L+<E+EG++EB> D CG E> EG- EB> D +CO <E EG- +EB> D CG E> EG- EB> D +CG <E +EG +EB> D+CG+S +E>+EG++EB> D+CG+S+<E +EG++EB> D CG EB> EG- D CG S EB> EG+ D +CO +F> EG+ <EB D +CO <E +EG+ +<EB D+CG+L +E>+EGII <EB D+CG+L+<E +EGII<EB D CO E> EG- <EB D CO <E EG- <EB D CG E> EG- <EB D CO <E EG- <EB D+CG+S +E>+EGII <EB D+CG+S+<E +EG++<EB D CG <EB EG- VP BUILDINGS VARCO•PRUDEN Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth hit a/h No. I No. I (ft) I (in.) 2 5 I 1 I S3 I 0.39 I 57.849 I N/A I N/A Calculations Package 63 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ D CG S <EB EG+ 64 System Derived 1.000 1.0 D 1.0 WPA1 D WPA1 65 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPA1 D CG L WPA 1 66 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA1 D CG S WPA1 67 System Derived 1.000 0.600 D 1.0 WPA1 D WPA1 68 System Derived 1.000 1.0 D 1.0 WPD1 D WPD1 69 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPD1 D CG L WPD1 70 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD1 D CG S WPDI 71 System Derived 1.000 0.600 D 1.0 WPD1 D WPD1 72 System Derived 1.000 1.0 D 1.0 WPA2 D WPA2 73 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPA2 D CG L WPA2 74 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA2 D CG S WPA2 75 System Derived 1.000 0.600 D 1.0 WPA2 D WPA2 76 System Derived 1.000 1.0 D 1.0 WPD2 D WPD2 77 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPD2 D CG L WPD2 78 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD2 D CG S WPD2 79 System Derived 1.000 0.600 D 1.0 WPD2 D WPD2 80 System Derived 1.000 1.0 D 1.0 WPB1 D +WPB I 81 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB1 D CG L WPB1 82 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB1 D +CG +S +WPB1 83 System Derived 1.000 0.600 D 1.0 WPB1 D WPB1 84 System Derived 1.000 1.0 D 1.0 WPC I D WPC 1 85 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPC 1 D CG L +WPC 1 86 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC I D CG S +WPC l 87 System Derived 1.000 0.600 D+ 1.0 WPC1 D+ WPC1 88 System Derived 1.000 1.0 D 1.0 WPB2 D WPB2 89 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB2 D CG L WPB2 90 System Derived .1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB2 D CG S WPB2 91 System Derived 1.000 0.600 D 1.0 WPB2 D WPB2 92 System Derived 1.000 1.0 D 1.0 WPC2 D WPC2 93 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPC2 D+ CG L WPC2 94 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC2 D CG S WPC2 95 System Derived 1.000 0.600 D 1.0 WPC2 D WPC2 96 System 1.000 1.0 V Shear Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.l Jt.2 1 10.00 0.7500 0.3750 12.00 59 74 27 72 2627.3 50.00 50.00 BP SS 3P 2 10.00 0.7500 0.7500 59 74 54.55 4.61 1210.5 50.00 50.00 SS PLFTK 3P 5 12.00 0.7500 0.7500 59 74 54.55 4.61 1265.2 50.00 50.00 SS PLFTK 3P 6 12.00 0.7500 0.3750 12.00 59 74 27 72 2912.8 50.00 50.00 BP SS 3P TRX013 60.00 60.00 17 79 1980.7 TRX014 60.00 60.00 47.50 3787.5 TRX015 60.00 60.21 14 75 1183.0 TRX016 60.21 60.00 14.75 1152.8 TRX017 60.00 60.00 47.50 3789 4 TRX018 60.00 60.00 17 79 2014.7 Total Frame Weig it 21924.0 (p) (Includes all plates) Frame Pricing Weight 24037 4 (p) (Includes all pieces) Boundary Condition Summary Member I X -Loc Y -Loc I Supp. X I Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) 1 I 0 /0 /0 I 0/6/0 I Yes I Yes I No I 0 /0 /0 0 /0 /0 0.0000 6 170/0/0 0/6/0 Yes Yes No 0 /0 /0 0 /0 /0 0.0000 Base Plate Summary X -Loc Grid I Mem. I Thickness I Width I Length I Num. Of I Bolt Diam. I Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 I D -10 16 I 0.750 I 13 I 13 I 4 I 1.500 I A36 I OS 0.1875 I BS 0.1875 a Thick. Width (in.) I (in.) I (in.) N/A 1.0000 4.625 N/A 1 1.00001 4.625 I Side Both Both VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 165 of 221 Welding Description F -FP W- OS- 0.3125 F- FP,W -0S- 0.3125 VP BUILDINGS VARCO•PRUDEN Calculations Package Bolted Connections (A325 Bolts) Bolt Rows -Out Rows -In I Moment Out I Moment In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 U Capacity IA Actual Capacity No. No. (in.) (in.) (in.) (in.) (in.) Bolt 1 Bolt Bolt I Bolt I Cs I (in -k) (in -k) I Cs 1 (in -k) (in -k) 1 5 1 2 1 PLFTK 1 STD 1 1.500 1 12 00 1 69.02 1 1.50 I 1 I 0 0 1 0 1 0 1 0.0 0.0 0 0.0 0.0 Note: Column connections (bolts plate thickness, flange and web welds) at chord interface are determined by maximum chord splice properties. Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Design Note 1 11/1/4 11/7/4 (2)SFB3114 1 19/5/4 19/11/4 (2)SFB5064 I 23/7/4 24/1/4 (2)SFB5114 3 81/6/11 (2)SFB6050 3 78/0/11 (2)SFB6044 3 68/0/11 (2)SFB6044 13 58/6/11 (2)SFB6094 13 49/0/11 (2)FB6094 13 39/6/11 (2)FB6094 13 30/0/11 (2)FB6094 13 20/6/11 (2)FB6094 43 11/0/11 (2)FB6094 43 1/6/11 SFB6094 53 1/6/11 SFB6094 53 11/0/11 (2)FB6094 65 20/6/11 (2)FB6094 71 30/0/11 (2)FB6094 77 39/6/11 (2)FB6094 83 49/0/11 (2)FB6094 89 58/6/11 (2)SFB6094 95 68/0/11 (2)SFB6044 101 78/0/11 (2)SFB6044 101 81/6/11 (2)SFB6050 6 15/3/4 15/9/4 (2)SFB4050 6 19/5/4 19/11/4 (2)SFB5064 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 1 Actual Forces Actual Stresses 1 Allowable I Stress Condition 1 Mem. Loc. D th Load Axial Shear Mom -x Mom Axial Shear Bnd -X Bnd -Y Stress /Force Sum No. 1 ep Y ft in. Case k 1 k in -k 1 in -k ksi ksi 1 ksi 1 ksi 1 Axial 1 Shear 1 Bnd -X 1 Bnd -Y 1 Bnd +Ax 1 Shear 1 19 49 45.97 2 79 1 50.8 11869.3 0.0 2.51 3.06 26.911 0.00 26.86 5.99 30.00 37.50 0.981 0.512 2 0.21 59 74 2 59.0 279.8 16113.6 0.0 1.01 6.45 19 14 0.00 25.73 13.93 30.00 37.50 0.672 0.463 5 0.21 59 74 5 -42.4 -285.1 16418.0 0.0 0.69 6.57 17.68 0.00 26.92 13.93 27 70 37.50 0.661 0.472 6 27.38 59 74 2 79 4 50.7 16667 1 0.0 2.00 2.34 23.00 0.00 26.65 3.49 28.38 37.50 0.880 0.669 Mem. Loc. Depth Area Rx Ry Lx Ly -1 Ly -2 Klx Klyl Kly2 Sx Lbl Rt -1 Lb2 Rt -2 Qs Qa Cbl Cb2 No. 1 ft in. in.2 in. in. in. in. 1 in. 1 /Rx 1 /Ry 1 /Ry 1 in.3 1 in. i n. 1 in 1 in. 1 19 49 45.97 31.57 18.04 1.99 388.84 50.1 50.1 32.3 25.2 25.2 441.03 100.3 2.54 50.1 2.53 1.00 1.00 1 75 1 75 2 0.21 59 7 58.39 20.68 1 48 388.84 60.0 0.0 28.2 40.7 0.0 841 70 60.0 2.12 0.0 0.00 1.00 1.00 1.00 0.00 5 0.21 59 7 61.39 21.19 1.88 388.84 60.0 0.0 27.5 31.9 0.0 928.49 157.3 2.68 0.0 0.00 1.00 1.00 1.00 0.00 6 27.38 59 7 39.69 23.27 2.33 388.84 47 1 0.0 25.1 20.2 0.0 724.62 157.3 2.99 0.0 0.00 1.00 0.96 1.00 0.00 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 166 of 221 VP BUILDINGS VARCO- PRUDEN Splice Location at 0.000 (ft) for Section TRX013 1 9 3 Calculations Package Field Splice Data for Section TRX013 Type X -Loc Depth Length Width Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) (in.) (in.) (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) TPBCK 5/7/14 60.00 34.875, 11.00 1.500 6 1.500 5.50 4.00 5.00 0.00 TPTCK 5/2/14 60.00 14.25 .0.00 1.500 6 1.500 1.00 4.00 £00 0.00 TPBC2 23/4/9 60.00 9.63 11.00 0.875 6 0.875 4.13 2.50 3.75 0.00 1.50 1.50 3.06 TPTC2 22/11/10 60.00 11.88 7.00 0.875 8 0.875 3.88 2.50 3.75 0.00 1.50 1.50 3.06 Tension Shear Plate Bolt Flange Stem Gusset Gusset to Gusset to Type U Tension Shear IA Shear Tension Capacity Capacity Weld Size Weld Size Type Length Width Thick. Plate Flange Cs (k) (k) Cs (k) (k) (k) (k) (in.) (in.) (in.) (in.) (in.) Weld Size Weld Size (in.) (in.) TPBCK 36 414.20 0.00 0 0.00 0.00 477 46 240.91 FP 0.2500 3.00 8.000 0.625 0.250 0.250 TPTCK 2 277 77 64.03 2 64.03 277 77 247.50 297.88 0.3750 FP 4.75 &0. 0 7 S 9- 0 375 TPBC2 87 88.59 32.00 5 5310 0.01 91.31 96.11 0.3125 0.3125 TPTC2 4 105.58 1.37 5 3.82 2.73 130.99 146.28 0.1875 0.2500 Flange 2.625 5.000 0.750 0.2500 0.2500 Note: Bolting Plates are designed for all Load Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with accompanying tension. Truss Top Chord Plate Knee TPTCK Truss Bottom Chord Plate Knee TPBCK Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 Top Chord I Actual Forces I Actual Stresses Allowable Stresses I Stress Condition I Mem. Desi Shear Loc. Load Axial Shear Mom -x Axial Shear Bnd -X Axial Shear Bnd -X Sum No. I Group I Case I (ft) I Case I (k) I (k) I (in -k) I (ksi) I (ksi) I (ksi) I (ksi) I (ksi) (ksi) I Bnd +Ax I Shear 9 462 5 4.312 2 165.47 73.75 99.96 21.27 1174 8.47 30.00 20.00 30.00 0.99 0.59 11 462 5 2.500 4 194.69 64.68 1411 25.02 10.30 119 30.00 20.00 30.00 0.87 0.51 15 462 5 4 750 4 105.56 64.68 14.57 13.57 10.30 1.23 30.00 20.00 30.00 0.49 0.51 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 167 of 221 VP BUILDINGS VARCO PRUDEN Top Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. Grout) I (ft) I Qin.2) I (in.3) 1 (in.3) I (ft) 1 (ft) I 9 462 4.312 7 78 17 17 11 48 9.312 2.500 1.00 11 462 2.500 7 78 17 17 11 48 5.000 2.500 1.00 15 462 4 750 7 78 17 17 11 48 5.750 4 750 1.00 Top Chord Gross Section Properties Design' Tee Flange Group 462 I 6.0 x 0.3750 I Bottom Chord Mem. Design Shear Loc. No. I Grout) I Case I (ft) 3 942 5 5.512 10 I 942 I 5 I8833I Load Case 4 I 4 Tee Web 8.0 x 0.7500 Actual Forces Axial Shear 1 Mom -x (k) I (k) 1 (in -k) 340.461 73.75 1 -0.00 211.07 73 75 -0.00 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties Mem. 1 Design 1 Loc. 1 Aeff 1 Set 1 Seb 1 Lx 1 Ly 1 CMx No. G (ft) (in.2) (in.3) (in.3 (ft) (ft) 10 3 I 942 1 8.833 1 13.25 1 50.94 1 13.62 1 0.750110.0001 1.00 1 Bottom Chord Gross Section Properties Design Tee Flange Tee Web I Group 1 942 1 10.0 x 1.00(X) I 9.0 x 0.5000 Lattice Truss Design Member Summary for Section TRX013 Note:Unequal leg fillet welds used for welds up to 0.500 in. only End 1 End 2 Mem. Design Qty No. Len No. Group Spacers (ft) 7 42 2 2 10.570 8 11 1 0 5.000 12 39 2 2 7.071 Design Group 42 11 39 36 Size L 4.0 x 4.0 x 0.5 L 3.0 x 2.0 x 0.1875 L 4.0 x 4.0 x 0.3125 L 4.0 x 4.0 x 0.25 VPC File:CA0501692 010E1 vpc Gusset Criteria Calculations Package Gusset Criteria 1 Area 1 Rx 1 Ry 1 J 1 Cw 1 lxx 1 �Iyy 1 Sxt 1 Sxb 1 Qs 1 Qs 1 (in. (in. (in. (in. (in.6) (in.4) in.4) (in.3) (in.3) Flange Stem 1 8.25 1 2.71 1 0.92 I 1.230 1 6.51 1 60.72 1 7.03 1 18.78 1 11.81 1 1.00 1 1.00 I Actual Stresses Axial 1 Shear I B -X (ksi) (ksi) (ksi) 23.48 1 14 75 1 0.00 14.56 14 75 0.00 Area Rx 1 Ry (in.2) (in.) 1 (in.) 1 14.50 2.74 1 2.40 Weld Length Criteria Whitmore section Omit L3 at Lap Surplus Omit L3 at Lap Surplus 13 36 2 2 7.620 14 8 2 5.000 Omit L3 at Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. 'Spacing' Area I 1 Rx Ry 1 Rp 1 H in.) (in.) (in. (in.) 0.750 7 49 1.210 1.973 2.495 0.86 0.92 0.961 0.435 0.59 0.750 4.80 1.240 1.932 2.484 0.85 0.750 3.87 1.250 1.915 2.480 0.85 23.00 0.1875 5.00 0.1250 J (in.4) 0.644 0.012 0.166 0.088 Allowable Stresses Axial Shear 1 Bnd -X (ksi) I (ksi) I (ksi) 23.68 1 20.00 1 26.85 23.68 20.00 26.85 1 Cw (in.6) 0.7324 0.0058 0.1926 0.1010 1 1 lxx Iyy 1 (in.4) (in.4) 11.0000 29 1510 0.8470 0.3050 7.3500 17.9251 6.0000 14.1929 VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 168 of 221 I J Cw Ixx Iyy Sxt 1 Sxb I Qs 1 Qs (in.4) I (in.6) I (in.4) I (in.4) I (in.3) (in.3) Flange Stem 1 3.708 1 9.92 1108.791 83 43 1 53.03 1 13.69 1 1.00 1 0.89 Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) Weld Weld 1 Actual Forces I Lattice Allowable 1 Stress Length Size 1 Tension Compress.] Tension Compress.' Ratio Load (in.) (in.) (k) (k) (k) (k) Axial Case 34.00 0.4375 156.65 -92.61 206.91 100.62 -0.92 71 6.00 0.1875 6.92 -8.37 25.33 9 70 -0.86 5 21.00 0.2500 54.26 -91 47 132.60 97.83 -0.93 5 88.57 52.74 106.91 64 78 0.83 5 3.15 5.02 19.86 6.51 -0.77 5 I Stress Condition I 1 Sum Bnd +Ax 1 Shear 1 0.99 1 0.74 I 0.61 0.74 VP BUILDINGS VARCO- PRUDEN Splice Location at 0.000 (ft) for Section TRX014 Field Splice Data for Section TRX014 Type X -Loc Depth Length Width (in.) (in.) (in.) TPBC1 23/4/9 TPTC1 22/11/10 TPBC2 70/8/10 TPTC2 70/3/10 Tension Type Ld Tension Shear Ld Cs (k) (k) Cs Top Chord 60.00 60.00 60.00 60.00 Mem. Design Shear Loc. No. Group Case (ft) 17 685 5 2.073 4 21 685 5 0.950 5 23 685 5 3.800 5 27 685 5 0.950 5 29 685 2 3.800 5 33 685 2 3.800 5 35 685 4 3.800 5 39 685 4 3.800 5 41 685 4 0.950 5 45 685 4 3.800 5 VPC File:CA0501692 010E1 vpc 9.63 9.00 0.875 11.88 11.00 0.875 12.25 9.00 1.250 13.00 11.00 1.000 Shear Shear Tension (k) (k) Actual Forces Load I Axial Shear Mom -x Case I (k) (k) (in -k) 105.65 52.63 9.93 -81.08 52.63 0.00 -80.62 41.39 -0.00 153.44 41.39 0.00 152.97 30.08 -0.00 203.94 30.08 -0.00 203.48 25.43 0.00 232.61 25.43 -0.00 232.15 2114 -0.00 238.60 2114 42.74 Calculations Package Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) 6 0.875 4 13 2.50 3 75 0.00 1.50 1.50 3.06 8 0.875 3.88 2.50 3 75 0.00 1.50 1.50 3.06 6 1.250 4.25 3.50 4.25 0.00 2.25 2.25 413 8 1.000 4.00 2.75 3 75 0.00 1 75 1 75 3.38 Plate Bolt Flange Stem Capacity Capacity Weld Size Weld Size Type (k) (k) (in.) (in.) Actual Stresses Axial Shear Bnd -X (ksi) (ksi) (ksi) 11.05 16.04 1.23 7 72 16.04 0.00 7.68 12.61 0.00 14.61 12.61 0.00 14.57 9 17 0.00 19 42 9 17 0.00 19.38 7 75 0.00 22.15 7 75 0.00 22.11 6.44 0.00 22.72 6.44 1.21 Gusset Length Width Thick. (in.) (in.) (in.) TPBC1 87 88.59 32.00 5 53.10 0.01 10549 95.93 0.1875 0.3125 TPTC1 4 105.58 1.37 5 3.82 2.73 145.34 128.75 0.2500 0.1875 Flange 3.000 5.000 0.375 0.1875 0.1875 TPBC2 5 182.23 4.59 4 1715 104.23 27179 271.31 0.2500 0.2500 Flange 4.125 7.000 0.625 0.2500 0.2500 TPTC2 71 143.13 2.43 5 4.63 0.01 17111 152.75 0.2500 0.1875 Note: Bolting Plates are designed for all Load Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with accompanying tension. Truss Plate Top Endl TPTC1 Truss Plate Bottom Endl TPBC1 Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 Allowable Stresses I Stress Condition Axial Shear I Bnd -X I Sum (ksi) (ksi) (ksi) Bnd +Ax Shear 30.00 20.00 30.00 0.41 0.80 24.68 20.00 30.00 0.31 0.80 24.68 20.00 2178 0.31 0.63 24.68 20.00 30.00 0.59 0.63 24.68 20.00 2178 0.59 0.46 24.68 20.00 21 78 0.79 0 46 24.68 20.00 30.00 0.79 0.39 24.68 20.00 2178 0.90 0.39 24.68 20.00 2178 0.90 0.32 24.68 20.00 30.00 0.97 0.32 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 169 of 221 Gusset to Gusset to Plate Flange Weld Size Weld Size (in.) (in.) VP BUILDINGS VARCO- PRUDEN Top Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 17 685 2.073 9.56 33.89 8.01 3.748 3.073 1.00 21 685 0.950 9.56 33.89 8.01 4 750 4 750 1.00 23 685 3.800 9.56 33.89 8.01 4.750 4 750 1.00 27 685 0.950 9.56 33.89 8.01 4 750 4.750 1.00 29 685 3.800 9.56 33.89 8.01 4.750 4 750 1.00 33 685 3.800 9.56 33.89 8.01 4.750 4.750 1.00 35 685 3.800 9.56 33.89 8.01 4 750 4.750 1.00 39 685 3.800 9.56 33.89 8.01 4 750 4 750 1.00 41 685 0.950 9.56 33.89 8.01 4 750 4.750 1.00 45 685 3.800 9.56 33.89 8.01 5 750 4.750 1.00 Bottom Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. Group I (ft) (in.2) (in.3) (in.3) (ft) I (ft) 16 405 6.598 7.13 16.29 6.71 8.498 9.500 1.00 22 405 8.550 713 16.29 6.71 9.500 9.500 1.00 28 405 4 750 7 13 16.29 6.71 9.500 9.500 1.00 34 405 4 750 7 13 16.29 6.71 9.500 9.500 1.00 40 405 4 750 7 13 16.29 6.71 10.500 9.500 1.00 Calculations Package Top Chord Gross Section Properties Design! Tee Flange Tee Web I Area I Rx I Ry I J Ixx I lyy I (in.3) I Sxb Qs Qs Group (in.2) (in.) (in.4) (in.6) .6) (in.4) (in.4 .3) (in.3) Flan a Stem 685 I 10.0 x 0.7500 1 8.0 x 0.3750 1 10.50 1 2.34 1 2.44 1 1.547 3.79 1 57.37 1 62.54 1 35.30 I 8.05 1 1.00 1 0.73 I Bottom Chord 1 1 Actual Forces I Actual Stresses I Allowable Stresses I Stress Condition 'Mem. Design I Shear Loc. Load Axial Shear I Mom -x I Axial Shear I Bnd -X Axial Shear Bnd -X I Sum I No. Group Case (ft) Case (k) (k) (in -k) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Bnd +Ax Shear 16 405 5 6.598 4 135.81 58.12 0.00 17.52 14.31 0.00 20.10 20.00 30.00 0.87 0.72 22 405 5 8.550 4 -68.95 47.27 0.00 8.90 11.63 0.00 20.10 20.00 30.00 0.44 0.58 28 405 5 4 750 5 122.59 35.76 -0.00 17.21 8.80 0.00 30.00 20.00 30.00 0.57 0.44 34 405 4 4 750 5 163.13 27 71 0.00 22.90 6.82 0.00 30.00 20.00 30.00 0.76 0.34 40 405 4 4 750 5 181.84 23 42 -0.00 25.52 5.77 0.00 30.00 20.00 30.00 0.85 0.29 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Gross Section Properties Design Tee Flange Tee Web Area Rx Ry Qs Group I (in.2) •2) I (in.) Y (in.) I J (in.4) Cw (in.6) I lxx (in.4) Iyy Sxt Qs Q (in.4) (in.3) I Sxb s (in.3) Flange Stem 405 1 8.0 x 0.5000 I 6.0 x 0.6250 17 75 1 2.02 1 1.66 1 0.822 1 2.10 1 31 78 1 21 46 117 44 1 6.79 1 1.00 1 1.00 1 Lattice Truss Design Member Summary for Section TRX014 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) End 1 End 2 Weld Weld Weld Actual Forces Lattice Allowable Stress Mem. Design Qty No. Len Gusset Gusset Length Length Size Tension Compress. Tension Compress. Ratio Load No. Group Spacers (ft) Criteria Criteria Criteria (in.) (in.) (k) (k) (k) (k) Axial Case 18 36 2 2 6.249 Omit U at Omit U at 20.00 0 1875 40.11 -65 77 106.91 67.07 -0.98 5 Gusset Gusset 19 31 2 2 6.897 Omit L3 at Lap 20.00 0.1875 65.20 -40.33 79.28 47.21 -0.85 87 Surplus 20 8 2 2 5.000 Omit L3 at Lap 5.00 0.1250 3.09 -6.37 19.86 6.51 -0.98 5 Surplus 24 34 2 2 6.897 Omit L3 at Lap 13.00 0.2500 36.57 57.08 98.07 58.79 -0.97 5 Surplus 25 27 2 2 6.897 Omit L3 at Lap 15.00 0.1875 49.33 32.60 60.22 33.78 -0.97 87 Surplus 26 11 1 0 5.000 Sum of Shear 5.00 0.1875 3.09 7 10 25.33 9 70 -0.73 5 Lag and L3 30 31 2 2 6.897 Omit L3 at Lap 13.00 0.1875 28.85 -41 49 79.28 47.21 -0.88 2 Surplus 31 27 2 2 6.897 Omit L3 at Lap 12.00 0.1875 38.23 -24.87 60.22 33.78 -0.74 87 Surplus VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 170 of 221 VP BUILDINGS VARCO.PRUDEN 32 11 1 0 5.000 36 31 2 2 6.897 37 23 2 2 6.897 38 11 1 0 5.000 Calculations Package Date: 11/9/2005 Time: 4.03.31 PM Page: 171 of 221 Sum of Shear 5.00 0.1875 3.09 7.60 25.33 9 70 -0.78 5 Lag and L3 Omit L3 at Lap 12.00 0.1875 21 12 35.08 79.28 47.21 -0.74 4 Surplus Omit L3 at Lap 10.00 0.1875 32.31 19.04 50.55 22.68 -0.84 96 Surplus Sum of Shear 5.00 0.1875 3.09 7.89 25.33 9 70 -0.81 5 Lag and L3 42 27 2 2 6.897 Omit L3 at Lap 9.00 0.1875 13.39 -29 16 60.22 33 78 -0.86 4 Surplus 43 27 2 2 7.620 Omit L3 at Omit L3 at 9.00 0.1875 28.66 21 42 60.22 30.38 -0.71 96 Gusset Gusset 44 11 0 5.000 Omit L3 at 6.00 0.1875 2.58 7.01 25.33 9 70 -0.72 5 Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Design Size Spacing Area Rx Ry Rp H J Cw Ixx Iyy Group (in.) (in.2) (in.) (in.) (in.) (in.4) (in.6) (in.4) (in.4) 36 L 4.0 x 4.0 x 0.25 0.375 3.87 1.250 1 777 2.375 0.83 0.088 0.1010 6.0000 12.2174 31 L 3.0 x 3.0 x 0.25 0.375 2.87 0.926 1.380 1.809 0.84 0.063 0.0413 2.4600 5.4664 8 L 1.5 x 1.5 x 0.125 0.375 0.72 0.465 0.766 0.965 0.86 0.004 0.0006 0.1555 0.4218 34 L 3.0 x 3.0 x 0.3125 0.375 3.55 0.918 1.394 1.812 0.85 0.119 0.0780 2.9900 6.8953 27 L 3.0 x 3.0 x 0.1875 0.375 2.18 0.933 1.367 1.807 0.84 0.027 0.0180 1.9000 4.0739 11 L 3.0 x 2.0 x 0.1875 0.92 0.961 0.435 0.59 0.012 0.0058 0.8470 0.3050 23 L 3.0 x 2.0 x 0.1875 0.375 1.83 0.961 0.869 1.558 0.69 0.024 0.0115 1.6900 1.3820 Lattice Gusset Data for Section TRX014 Type 1 X -Loc 1 Y -Loc I Axial Shear Moment Len th Width Thick. Gusset to Stem Gusset to Plate Lattice (k) I (k) I (in -k) I g (in.) I (in.) I (in.) I Weld Size (in.) Weld Size (in.) I Quantity Bottom Chord I 23/4/9 I 29/8/6 I 52.63 I 39 45 I 105.37 I 12 1 6.000 1 0. 1 6250 I 0.2500 I Bottom Chord 70/8/10 33/7/12 18.80 13.09 14.57 14 4.000 0.6250 0.2500 1 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VA RC 0- PRUDEN Type Ld Cs Splice Location at 0.000 (ft) for Section TRX015 47 Top Chord Mem. Design I Shear No. I Group I Case 47 664 4 51 664 4 53 664 4 Tension Tension Shear Ld (k) (k) Cs VPC File:CA0501692 -010E1 vpc Calculations Package 46 Shear Shear Tension (k) (k) 245.48 278.97 173.96 161.03 252.60 220.83 173.96 159.33 Actual Forces Loc. I Load I Axial I Shear I Mom -x I (ft) Case (k) (k) (in -k) 2.812 5 238.13 16.86 -0.00 3.800 5 224.56 16.86 -0.00 3.800 5 224.09 19.85 48.84 Plate Bolt Flange Stem Capacity Capacity Weld Size Weld Size Type (k) (k) (in.) (in.) 0.1875 0.3125 Flange 0.2500 0.1875 0.1875 0.2500 Flange 0.2500 0.1875 Actual Stresses Axial Shear I Bnd -X (ksi) I (ksi) I (ksi) 22.68 3.46 0.00 21.39 3 46 0.00 21.34 4.07 I.31 Gusset Length Width Thick. (in.) (in.) (in.) Allowable Stresses Axial Shear I Bnd -X (ksi) (ksi) I (ksi) 23.29 20.00 27.61 23.29 20.00 27.61 23.29 20.00 30.00 VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 172 of 221 Field Splice Data for Section TRX015 Type X -Loc Depth Length Width Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) (in.) (in.) (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) TPBCI 70/8/10 60.00 12.25 9.00 1.250 6 1.250 4.25 3.50 4.25 0.00 2.25 2.25 413 TPTC1 70/3/10 60.21 13.00 9.00 1.000 8 1.000 4.00 2.75 3.75 0.00 175 175 3.38 TPBCR 85/0/0 60.21 10.88 9.00 1.250 6 1 125 3.88 3.00 4.00 0.00 2.00 2.00 3.75 TPTCR 85/0/0 60.21 13.00 9.00 1.000 8 1.000 4.00 2.75 3.75 0.00 175 175 3.38 Gusset to Gusset to Plate Flange Weld Size Weld Size (in.) (in.) 0.3125 0.2500 TPBC1 5 182.23 4.59 4 1715 104.23 4 125 7.000 0.625 TPTC1 71 143.13 2.43 5 4.63 0.01 TPBCR 3 146.43 24 72 3 24 72 146.43 3.750 6.000 0.625 0.2500 0.2500 TPTCR 87 142.65 4.60 5 45.06 0.01 Note: Bolting Plates are designed for all Load Cases Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with accompanying tension. Truss Plate Top Endl TPTC1 Truss Plate Bottom Endl TPBCI Truss Top Chord Plate Ridge TPTCR Truss Bottom Chord Plate Ridge TPBCR I Stress Condition Sum% I Bnd +Ax I Shear 0.97 0.17 0.92 0.17 0.96 0.20 VP BUILDINGS VARCO•PRUDEN Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Top Chord Effective Section Properties I Mem. I Design I Loc. I Aeff I Set I Seb Lx I S y I CMx No. Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 47 664 2.812 9.56 34 75 12.45 3 750 4 750 1.00 51 664 3.800 9.56 34.75 12.45 4 750 4 750 1.00 53 664 3.800 9.56 34.75 12.45 6.250 4 750 1.00 Top Chord Gross Section Properties Design' Tee Flange Tee Web Group 664 1 8.0 x 0.7500 Bottom Chord I Mem. Design Shear Loc. Load No. I Group I Case (ft) 1 Case I 46 326 4 3.750 5 52 I 326 15 4 750 12 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. I Group I (ft) I (in.2) I (in.3) I (in.3) I (ft) I (ft) 46 52 I 326 1 750 1 6.28 113 49 1 6.30 1 3 5.83 3 3 1 9500 I l 00 I Bottom Chord Gross Section Properties 9.0 x 0.5000 Actual Forces Axial Shear I Mom -x (k) I (k) 1 (in -k) 178.79 I 18.80 I 0.00 148.49 1 17.06 0.00 'Design) Tee Flange Tee Web Group 1 326 1 8.0 x 0.3750 I 6.0 x 0.6250 Lattice Truss Design Member Summary for Section TRX015 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) Weld Weld Weld Actual Forces Lattice Allowable Stress Mem. Design Qty No. Len No. Group Spacers (ft) 48 23 2 2 6.250 End 1 Gusset Criteria 49 23 2 2 6.897 Omit L3 at Lap Surplus 50 11 1 0 5.000 Sum of Shear Lag and L3 54 27 2 2 8.004 Omit L3 at Gusset 55 19 2 5.017 Omit L3 at Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Design Group 23 11 27 Lattice Gusset Data for Section TRX015 Type Size L 3.0 x 2.0 x 0.1875 L 3.0 x 2.0 x 0.1875 L 3.0 x 3.0 x 0.1875 Bottom Chord 1 70/8/10 1 33/7/12 Top Chord 85/0/0 39/10/4 VPC File:CA0501692 -010E1 vpc Omit L3 at Gusset X -Loc I Y -Loc Axial (k) 16.86 4 74 Calculations Package End 2 Gusset Criteria Omit L3 at Gusset I Shear (k) I 51.21 5.92 Area Rx Ry J Cw x Iyy Sxt Sxb Qs Qs I (in.2) I (in.) I (in.) I (in.4) I (in.6) I Ix (in.4) I (in.4) I (in.3) I (in.3) 1Flange 1 Stem 1 10.50 1 2.96 11 75 I 1.500 1 4.36 1 91 77 1 32.09 1 37.24 1 12.60 1 1.00 1 0.92 I I Area I Rx (in.2) I (in.) 1 6.75 2.04 Actual Stresses Axial Shear I Bnd -X (ksi) I (ksi) I (ksi) 28.46 I I 4 72 0.00 23 64 4.28 0.00 Length Criteria Omit 13 at Gusset I Spacing I Area I I Rx Ry I Rp I H (in (in (in.) (in.) (in.) 0.500 1.83 0.961 0.917 1.585 0.70 0.92 0.961 0.435 0.59 0.500 2.18 0.933 1413 1.842 0.85 I Moment I Length I Width (in -k) (in.) (in.) I 24 76 I 10 1 5.000 10.84 16 2.000 Allowable Stresses Axial 1 Shear Bnd -X (ksi) 1 (ksi) (ksi) 30.00 I 20.00 30.00 30.00 20.00 30.00 Ry J Cw Ixx Iyy Sxt (in.) (in.4) (in.6) I (in.4) (in.4) 1 (in.3) 1.55 1 0.629 1 1 79 1 28.22 1 16.12 I 14 41 Date: 11/9/2005 Time: 4 PM Page: 173 of 221 I Stress Condition I Sum Bnd+Ax Shear I 0.95 0.24 0.79 0.21 Sxb I Qs I Qs (in.3) Flange Stem 6.39 1 1.00 1 1.00 Length Size Tension Compress. Tension Compress. Ratio Load (in.) (in.) (k) (k) (k) (k) Axial Case 8.00 0.1875 6.57 -21.08 50.55 25.42 -0.83 4 8.00 0.1875 20.53 19.04 50.55 23.68 -0.80 96 5.00 0.1875 3.68 -8.91 25.33 9 70 -0.92 5 9.00 0.1875 27.31 19 71 60.22 28.59 -0.69 4 8.00 0.1875 24.81 16.13 39 78 21.29 -0.76 87 J Cw Ixx (in.4) (in.6) (in.4) 0.024 0.0115 1.6900 0.012 0.0058 0.8470 0.027 0.0180 1.9000 I Gusset to Plate Lattice Weld Size (in.) 1 Quantity Iyy I (in.4) 1.5377 0.3050 4.3547 Thick. 1 Gusset to Stem (in.) 1 Weld Size (in.) 0.6250 I 0.2500 I I 1 0.5000 0.1875 1 VPC Version :5.3b VP BUILDINGS VARCO- PRUDEN Splice Location at 0.000 (ft) for Section TRX016 TPBCR TPTCR TPBC2 TPTC2 Type Ld Cs Top Chord 85/0/0 85/0/0 99/3/6 99/8/6 60.21 60.21 60.21 60.21 4 58 Field Splice Data for Section TRX016 Type X -Loc Depth Length Width Thick. (in.) (in.) (in.) (in.) 10.88 13.00 11.00 13.00 Tension Tension Shear Ld (k) (k) Cs TPBCR 3 146.43 24 72 3 24 72 TPTCR 87 142.65 4.60 5 45.06 TPBC2 4 179.89 4.38 5 17 49 TPTC2 87 143.11 2.44 4 4.55 Note: Bolting Plates are designed for all Load accompanying tension. Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 Truss Top Chord Plate Ridge TPTCR Truss Bottom Chord Plate Ridge TPBCR 9.00 1.250 9.00 1.000 9.00 1.250 9.00 1.000 Mem. Design Shear Loc. Load Axial Shear No. I Grout) I Case I (ft) I Case I (k) I (k) 58 619 5 2.450 4 221.63 20.35 60 619 5 3.800 4 222.09 17.20 64 619 5 0.938 4 235.20 17.20 VPC File:CA0501692 -010E1 vpc Calculations Package I \I/ Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) 6 1 125 3.88 3.00 4.00 0.00 2.00 2.00 3 75 8 1.000 4.00 2.75 3.75 0.00 175 175 3.38 6 1125 4.00 3.00 4.00 0.00 2.00 2.00 3.75 8 1.000 4.00 2.75 3.75 0.00 175 175 3.38 Shear Plate Bolt Flange Stem Shear Tension Capacity Capacity Weld Size Weld Size (k) (k) (k) (k) 146.43 252.60 225.26 0.01 166.67 15940 104.55 252.60 225.13 0.01 166.67 159.47 Cases. Cases listed in table rep 60 59 Actual Forces I Actual Stresses I Mom -x Axial Shear Bnd -X (in-k) I (ksi) I (ksi) I (ksi) 48.04 22.16 4.65 1.51 0.00 22.21 3.93 0.00 0.00 23.52 3.93 0.00 Gusset Gusset to Gusset to Type Length Width Thick. Plate Flange (in.) (in.) (in.) (in.) (in.) Weld Size Weld Size (in.) (in.) 0.1875 0.2500 Flange 3.750 6.000 0.625 0.2500 0.2500 0.2500 0.1875 0.1875 0.3125 Flange 3 750 6.000 0.625 0.3125 0.3125 0.2500 0.1875 resent Maximum Tension with accompanying shear and Maximum Shear with Allowable Stresses Axial Shear I Bnd -X (ksi) I (ksi) I (ksi) 24.23 20.00 30.00 24.23 20.00 30.00 24.23 20.00 30.00 VPC Version :5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 174 of 221 9 Stress Condition Sum% I Bnd +Ax I Shear 0.97 0.23 0.92 0.20 0.97 0.20 VP BUILDINGS VARCO- PRUDEN Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Top Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. I Group I (ft) I (in.2) I (in.3) I (in.3) (ft) I (ft) I 58 619 2.450 9.06 29.67 10.09 6.250 4 750 1.00 60 619 3.800 9.06 29.67 10.09 4 750 4 750 1.00 64 619 0.938 9.06 29.67 10.09 3 750 4 750 1.00 Top Chord Gross Section Properties 'Design' Tee Flange Group 1 619 I 8.0 x 0.7500 I Bottom Chord Mem. Design Shear Loc. Load No. I Group Case I (ft) 1 Case 4 326 4 1.083 2 I 326 5 14 750 14 Bottom Chord Effective ffective Section Properties em. Design Loc. Aeff Set Seb Lx Ly CMx I No. I Group I (ft) I (in.2) I (in.3) I (in.3) I (ft) I (ft) I 59 4 I 326 14 7 750 16 28 113 49 1 6.30 1 8.500 19 500 1 1 .00 I Bot Ch Desi Tee Flange G roup 326 I Lat Truss Design Mem Summary for Section TRX016 Note:Unequal leg fillet welds used for welds up to 0.500 in. only End 1 End 2 Mem. Design Qty No. Len Gusset Gusset No. Group Spacers (ft) Criteria Criteria 56 27 2 2 8.004 Omit 1.3 at Gusset Gross Section Properties 8.0 x 0.3750 57 11 1 0 5.000 61 23 2 2 6.897 62 23 2 2 6.250 63 11 a 0 5.000 Design Group 27 11 23 Size L 3.0 x 3.0 x 0.1875 L 3.0 x 2.0 x 0.1875 L 3.0 x 2.0 x 0.1875 Lattice Gusset Data for Section TRX016 Type X -Loc I Y -Loc I Top Chord 85/0/0 1 39/10/4 I Bottom Chord 99/3/6 33/7/12 VPC File:CA0501692 -010E1 vpc Calculations Package D 11/9/2005 Time: 4 PM Page: 175 of 221 Tee Web I m Area I Rx 1 Ry 1 J 1 (in.6) 1 lxx I Iyy Sxt 1 Sxb Qs I Qs 1 (in.2) (in.) (in.) (in.4) in.6) (in.4) (in.4 (in.3) (in.3) Flange Stem 8.0 x 0.5 110.001 2 11 79 11 458 1 3 .54 1 67.55 1 32. 1 31 79 1 10.20 1 1.00 1 1.00 1 Actual Forces Axial Shear Mom -x (k) I (k) (in-k) 1 148.49 16.64 0.00 176.60 I 19 13 I -0.00 59 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Tee Web I 6.0 x 0.6250 Omit L3 at Gusset 1 Actual Stresses 1 Axial Shear Bnd -X (ksi) I (ksi) 1 (ksi) 1 23.64 4 18 0.00 28 12 I 4 80 I 0.00 Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. acing Area Rx 1 Ry I Rp 1 H 'Spacing I (in.2) I (in.) (in.) (in.) 0.500 2.18 0.933 1 413 1.842 0.92 0.961 0.435 0.500 1.83 0.961 0.917 1.585 Axial Shear (k) (k) 10.54 0.61 17.20 I 23.83 I Area' Rx I Ry I J I Cw I Ixx 1 (in.2) (in.) (in.) (in.4) (in.6) (in.4) 1 6.75 1 2.04 1 1.55 1 0.629 1 1 79 128.221 Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) Weld Weld Weld I Actual Forces Lattice Allowable Stress Length Length Size I Tension Compress. Tension 'Compress. Ratio Criteria (in.) (in.) (k) (k) (k) (k) Axial Omit 13 at 9.00 0.1875 26.63 20.31 60.22 28.59 -0.71 Gusset Sum of Shear 5.00 0.1875 3.69 -8.76 25.33 9 70 Lag and L3 Omit L3 at Lap 8.00 0.1875 21.02 19.04 50.55 23.68 Surplus Omit L3 at 8.00 0.1875 6.58 21.50 50.55 25.42 Gusset Omit 13 at 6.00 0.1875 2.58 -6.90 25.33 9 70 Gusset 0.85 0.59 0.70 I Moment Length M (in -k) (in.) 1 17.09 1 15 16.66 9 J (in.4) 0.027 0.012 0.024 Width' Thick.' (in.) (in.) 2.000 1 0.5000' 4.000 0.6250 Allowable Stresses Axial Shear Bnd -X (ksi) I (ksi) (ksi) 30.00' 20.00 I 30.00 30.00 20.00 30.00 Iyy (in.4) 16.12 1 Cw I lxx (in.6). (in.4) 0.0180 1.9000 0.0058 0.8470 0.0115 1.6900 Gusset to Stem Weld Size (in.) 0.1875 0.2500 Sxt (in.3) 14 41 VPC Version :5.3b I Sxb Qs Qs (in.3) (Flange I Stem 1 6.39 1 1.00 1 1.00 Iyy (in.4) 4.3547 0.3050 1.5377 I Stress Condition I Sum% Bnd +Ax 1 Shear I 0.79 0.21 0.94 1 0.24 Load Case 5 -0.90 4 -0.80 96 -0.85 5 -0.71 4 Gusset to Plate Lattice Weld Size (in.) I Quantity I VP BUILDINGS VARCO- PRUDEN Splice Location at 0.000 (ft) for Section TRX017 TPBC1 TPTC1 TPBC2 TPTC2 Type Top Chord 99/3/6 99/8/6 146/7/7 147/0/7 60.00 60.00 60.00 60.00 Field Splice Data for Section TRX017 Type X -Loc Depth Length Width (in.) (in.) (in.) Tension U Tension Shear U Cs (k) (k) Cs VPC File:CA0501692 010E1 vpc 11.00 9.00 13.00 11.00 10.63 9.00 11.88 11.00 76 Thick. (in.) TPBC1 4 179.89 4.38 5 17 49 TPTC1 87 143.11 2.44 4 4.55 TPBC2 71 89 43 32.20 4 52.69 TPTC2 5 107.54 1.62 4 4.53 Note: Bolting Plates are designed for all Load Cases. accompanying tension. Truss Plate Top End I TPTC1 Truss Plate Bottom Endl TPBCI Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 1.250 1.000 0.875 1.000 104.55 0.01 0.01 3.56 Calculations Package Num. Of Bolts 6 8 6 8 Bolt Diam. (in.) 1 125 1.000 0.875 0.875 Gusset Gusset to Gusset to Type Length Width Thick. Plate Flange (in.) (in.) (in.) Weld Size Weld Size (in.) (in.) 280.38 218.91 0.2500 0.2500 Flange 3 750 6.000 0.625 0.2500 0.3125 171 11 152.75 0.2500 0.1875 105.49 95.80 0.1875 0.3125 131.01 116.96 0.2500 0.1875 Flange 0.000 0.000 0.0000 0.0000 Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with Shear Plate Bolt Flange Stem Shear Tension Capacity Capacity Weld Size Weld Size (k) (k) (k) (k) (in.) (in.) Actual Forces Axial Shear Mom -x 4.00 4.00 4 13 3.88 Pitch Pitch2 Gage Gage2 (in.) (in.) (in.) (in.) 3.00 2.75 2.50 2.50 4.00 3 75 3.75 3 75 0.00 0.00 0.00 0.00 Edge Inside (in.) 2.00 1 75 2.50 1.50 Edge Adjustl Outside (in.) (in.) 2.00 3 75 1 75 3.38 1.50 3.06 1.50 3.06 Mem. Design Shear Loc. Load No. Group Case (ft) Case (k) (k) (in -k) 66 685 5 1.950 4 235.66 2146 42.04 70 685 5 3.800 4 229.02 2146 0.00 72 685 5 3.800 4 229.48 25.74 -0.00 76 685 5 3.800 4 200.53 25.74 0.00 78 685 2 3.800 4 200.99 30.06 -0.00 82 685 2 3.800 4 150.54 30.06 -0.00 84 685 4 3.800 4 151.00 40.89 -0.00 88 685 4 3.800 4 79.03 40.89 0.00 90 685 4 3.800 4 79 48 52.21 0.00 94 685 4 3.750 5 107.54 52.21 0.00 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Actual Stresses Axial Shear Bnd -X (ksi) (ksi) (ksi) 22.44 6.54 1 19 21.81 6.54 0.00 21.85 7.84 0.00 19 10 7.84 0.00 19 14 9 16 0.00 14.34 9 16 0.00 14.38 12.46 0.00 7.53 12.46 0.00 7.57 15.91 0.00 11.25 15.91 0.00 Allowable Stresses Axial Shear Bnd -X (ksi) (ksi) (ksi) 24.68 20.00 30.00 24.68 20.00 30.00 24.68 20.00 2178 24.68 20.00 30.00 24.68 20.00 2178 24.68 20.00 2178 24.68 20.00 2178 24.68 20.00 30.00 24.68 20.00 30.00 30.00 20.00 30.00 VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 176 of 221 I Stress Condition Sum Bnd +Ax Shear 0.96 0.33 0.88 0.33 0.89 0.39 0.77 0.39 0.78 0.46 0.58 0.46 0.58 0.62 0.30 0.62 0.31 0.80 0.37 0.80 VP BUILDINGS VARCO.PRUDEN Top Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 66 685 1.950 9.56 33.89 8.01 5.750 4 750 1.00 70 685 3.800 9.56 33.89 8.01 4.750 4 750 1.00 72 685 3.800 9.56 33.89 8.01 4.750 4.750 1.00 76 685 3.800 9.56 33.89 8.01 4 750 4 750 1.00 78 685 3.800 9.56 33.89 8.01 4.750 4 750 1.00 82 685 3.800 9.56 33.89 8.01 4.750 4 750 1.00 84 685 3.800 9.56 33.89 8.01 4 750 4 750 1.00 88 685 3.800 9.56 33.89 8.01 4 750 4 750 1.00 90 685 3.800 9.56 33.89 8.01 4 750 4.750 1.00 94 685 3 750 9.56 33.89 8.01 3.750 4 750 1.00 Top Chord Gross Section Properties 'Design' Tee Flange I Tee Web Group 1 685 1 10.0 x 0.7500 I 8.0 x 0.3750 Bottom Chord Bottom Chord Effective Section Properties Mem. Design I Loc. Aeff Set 1 Seb I Lx Ly I CMx No. Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 65 405 5 750 7 13 16.29 6.71 10.500 9.500 1.00 71 405 4 750 7 13 16.29 6.71 9.500 9.500 1.00 77 405 4 750 7 13 16.29 6.71 9.500 9.500 1.00 83 405 8.550 713 16.29 6.71 9.500 9.500 1.00 89 405 2.850 713 16.29 6.71 8.500 9.500 1.00 Calculations Package Area Rx Ry J Cw Ixx Iyy (in.2) I (in.) I (in.) (in.4) I (in.6) 1 (in.4) (in.4) 1 10.50 1 2.34 1 2.44 1 1.547 1 3.79 1 57.37 62.54 Date: 11/9/2005 Time: 4.03.31 PM Page: 177 of 221 Sxt Sxb Qs Qs (in.3) I (in.3) (Flange Stem 35.30 I 8.05 1 1.00 1 0.73 1 Actual Forces I Actual Stresses I Allowable Stresses I Stress Condition Mem. Design Shear Loc. Load Axial Shear Mom -x Axial Shear Bnd-X Axial Shear Bnd -X' Sum %1 1 No. G Case (ft) Case (k) I (k) I (in -k) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) Bnd +Ax Shear 65 405 5 5.750 4 179.34 23.74 0.00 25.17 5.84 0.00 30.00 20.00 30.00 0.84 0.29 71 405 5 4 750 4 160.66 28.01 0.00 22.55 6.90 0.00 30.00 20.00 30.00 0.75 0.34 77 405 4 4 750 4 120.47 35.35 -0.00 16.91 8.70 0.00 30.00 20.00 30.00 0.56 0.44 83 405 4 8.550 5 70.73 46.68 -0.00 913 1149 0.00 20.10 20.00 30.00 0.45 0.57 89 405 4 2.850 5 138.10 57.22 0.00 17.82 14.08 0.00 20.10 20.00 30.00 0.89 0.70 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Gross Section Properties Design Tee Flange Tee Web Area' Rx I Ry I J 1 Cwt Ixx1 lyy 1 1 Sxt Sxb I Qs 1 Qs 1 Group I I (in.2) (in.) in.) (in.4) @n.6) (in.4) (in.4) (in.3) (in.3) Flange Stem 405 1 8.0 x 0.5000 I 6.0 x 0.6250 17 75 1 2.02 1 1.66 1 0.822 1 2.10 1 31 78 1 21 46 1 17 44 I 6.79 1 1.00 1 1.00 1 Lattice Truss Design Member Summary for Section TRX017 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) End 1 End 2 Weld Weld Weld Actual Forces Lattice Allowable Stress Mem. Design Qty No. Len Gusset Gusset Length Length Size Tension Compress. Tension Compress. Ratio Load No. Group Spacers (ft) Criteria Criteria Criteria (in.) (in.) (k) (k) (k) (k) Axial Case 67 27 2 2 7.620 Omit L3 at Omit L3 at 9.00 0.1875 29 16 -21 42 60.22 30.38 -0.71 96 Gusset Gusset 68 27 2 2 6.897 Omit L3 at Lap 9.00 0.1875 13.45 -29.60 60.22 33.78 -0.88 5 Surplus 69 11 1 0 5.000 Sum of Shear 5.00 0.1875 3.09 7 77 25.33 9 70 -0.80 4 Lag and L3 73 23 2 2 6.897 Omit L3 at Lap 10.00 0.1875 32.74 19.04 50.55 22.68 -0.84 96 Surplus 74 31 2 2 6.897 Omit L3 at Lap 12.00 0.1875 21.20 35.50 79.28 47.21 -0.75 5 Surplus 75 11 1 0 5.000 Sum of Shear 5.00 0.1875 3.09 7 48 25.33 9 70 -0.77 4 Lag and L3 79 27 2 2 6.897 Omit L3 at Lap 12.00 0.1875 38.64 24.96 60.22 33.78 -0.74 71 Surplus 80 31 2 2 6.897 Omit L3 at Lap 13.00 0.1875 28.94 -41 46 79.28 47.21 -0.88 2 Surplus VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN 81 11 1 0 5.000 85 27 2 2 6.897 86 34 2 2 6.897 Whitmore section 87 8 2 2 5.000 91 31 2 2 6.897 Omit L3 at Lap 19.00 0.1875 64.39 -40.44 79.28 47.21 -0.86 71 Surplus 92 36 2 2 6.250 Omit L3 at Omit L3 at 20.00 0.1875 40.33 -65.26 106.91 67.06 -0.97 4 Gusset Gusset 93 8 2 5.000 Omit L3 at 5.00 0.1250 2.95 -4.53 19.86 6.51 -0.70 4 Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Design Size Spacing Area Rx Ry Rp H J Cw Ixx Iyy Group (in.) (in.2) (in.) (in.) (in.) (in.4) (in.6) (in.4) (in.4) 27 L 3.0 x 3.0 x 0.1875 0.375 2.18 0.933 1.367 1.807 0.84 0.027 0.0180 1.9000 4.0739 11 L 3.0 x 2.0 x 0.1875 0.92 0.961 0.435 0.59 0.012 0.0058 0.8470 0.3050 23 L 3.0 x 2.0 x 0.1875 0.375 1.83 0.961 0.869 1.558 0.69 0.024 0.0115 1.6900 1.3820 31 L 3.0 x 3.0 x 0.25 0.375 2.87 0.926 1.380 1.809 0.84 0.063 0.0413 2.4600 5.4664 34 L 3.0 x 3.0 x 0.3125 0.375 3.55 0.918 1.394 1.812 0.85 0.119 0.0780 2.9900 6.8953 8 L 1.5 x 1.5 x 0.125 0.375 0.72 0.465 0.766 0.965 0.86 0.004 0.0006 0.1555 0.4218 36 L 4.0 x 4.0 x 0.25 0.375 3.87 1.250 1 777 2.375 0.83 0.088 0.1010 6.0000 12.2174 Lattice Gusset Data for Section TRX017 Type X -Loc Y -Loc I Axial (k) Bottom Chord 99/3/6 33/7/12 19 13 Top Chord 133/10/0 35/9/6 22.33 Bottom Chord 146/7/7 29/8/6 52.21 Date: 11/9/2005 Calculations Package Time: 4.03.31 PM Page: 178 of 221 Shear (k) 14 71 21.22 39 15 Sum of Shear 5.00 0.1875 3.09 -6.98 25.33 9 70 -0.72 4 Lag and L3 Sum of Shear 17.00 0.1875 48.76 32.70 60.22 33 78 -0.97 71 Lag and 13 Whitmore 27.00 0.2500 36.67 56.40 98.07 58.79 -0.96 4 section Omit L3 at Lap 5.00 0.1250 3.09 -6.27 19.86 6.51 -0.96 4 Surplus Moment (in-k) Length I Width I Thick. Gusset to Stem Gusset to Plate I La -k) (in.) (in.) (in.) Weld Size (in.) Weld Size (in.) Quantity 14.83 14 4.000 0.6250 0.2500 1 0.00 11 3.000 0.3750 0.1875 1 104 41 12 6.000 0.6250 0.2500 1 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN Splice Location at 0.000 (ft) for Section TRX018 Field Splice Data for Section TRX018 Type X -Loc Depth Length Width (in.) (in.) (in.) TPBC1 146/7/7 60.00 10.63 11.00 TPTC1 147/0/7 60.00 11.88 7.00 TPBCK 164/4/2 60.00 14.875 11.00 TPTCK 164/9/2 60.00 14.25 11.00 Tension Type Ld Tension Shear Ld Cs (k) (k) Cs TPBC1 71 89 43 32.20 4 52.69 0.01 131.96 95.98 TPTC1 5 107.54 1.62 4 4.53 3.56 165.44 174.43 TPBCK 36 414.20 0.00 0 0.00 0.00 540.96 311.02 TPTCK 2 277.59 63.97 2 63.97 277.59 247.50 297.90 Note: Bolting Plates are designed for all Load Cases. Cases listed in table accompanying tension. Truss Top Chord Plate Knee TPTCK Truss Bottom Chord Plate Knee TPBCK Truss Plate Top Endl TPTC1 Truss Plate Bottom End1= TPBC1 Top Chord VPC File:CA0501692 -010E1 vpc Actual Forces I Axial Shear Mom -x (k) I (k) I (in -k) 107.52 63.84 17.64 197 11 63.84 14.04 165.40 72.79 99.69 Calculations Package o Shear Plate Bolt Flange Stem Shear Tension Capacity Capacity Weld Size Weld Size Type (k) (k) (k) (k) (in.) (in.) Actual Stresses Axial I Shear Bnd -X (ksi) (ksi) I (ksi) I 13.82 10.16 1 49 25.33 10.16 1 19 21.26 11.59 8.44 101 102 Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) 0.875 6 0.875 413 2.50 3.75 0.00 2.50 1.50 3.06 1.000 8 0.875 3.88 2.50 3 75 0.00 1.50 1.50 3.06 1.500 6 3.500 5.50 4.00 5.00 0.00 5 L500 6 1.500 5.00 4.00 5.00 0.00 Gusset Length Width Thick. (in.) (in.) (in.) 0.3125 0.3125 0.1875 0.2500 Flange 3.000 5.000 0.750 0.2500 0.2500 0.5000 0.3125 5.00 8.000 0625 0.250 0.250, 0.3750 FP 4:75 8.000 0.75 0.4375 0.375 represent Maximum Tension with accompanying shear and Maximum Shear with Allowable Stresses Axial I Shear I Bnd -X (ksi) I (ksi) I (ksi) 30.00 20.00 30.00 30.00 20.00 30.00 30.00 20.00 30.00 Mem. I Design I Shear I Loc. I Load No. Group Case (ft) Case 96 462 4 1.000 5 100 462 4 2.500 5 102 462 4 5.000 2 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 179 of 221 L Gusset to Gusset to Plate Flange Weld Size Weld Size (in.) (in.) Stress Condition Sum% Bnd +Ax I Shear 0.51 0.51 0.88 0.51 0.99 0.58 VP BUILDINGS VARCO- PRUDEN Top Chord Effective Section Properties I Mem. Design Loc. Aeff Set Seb Lx 1 Ly CMx No. I Group (ft) 1 (in.2) (in.3) (in.3) 1 (ft) (ft) 96 462 1.000 7 78 17 17 11 48 5.750 4.750 1.00 100 462 2.500 7 78 17 17 11 48 5.000 4 750 1.00 102 462 5.000 7 78 17 17 11 48 9.311 2.500 1.00 Top Chord Gross Section Properties 'Design' Tee Flange Group 1 462 I 6.0 x 0.3750 Bottom Chord Mem. Design 1 Shear 1 Loc. 1 Load No. Group 1 Case 1 (ft) I Case 95 01 I 949 I 4 I6166 5 5 Chord Design Notes: Tee Web 8.0 x 0.7500 Actual Forces Axial Shear Mom -x (k) I (k) I (in-k) 1 343.97 I 72.79 1 0.00 Calculations Package I Area Rx Ry (in.2) (in.) I (in.) 1 8.25 1 2.71 1 0.92 Actual Stresses Axial' Shear Bnd -X' (ksi) (ksi) (ksi) 14.26' 12.94 0.00 1 22.93 12.94 0. J Cw lxx Iyy Sxt Sxb Qs Qs (in.4) 1 (in.6) I (in.4) 1 (in.4) I (in.3) I (in.3) Flange Stem 1.230 1 6.51 1 60.72 1 7.03 I 18.78 1 11.81 1 1.00 1 1.00 Allowable Stresses Axial' Shear Bnd -X (ksi) (ksi) (ksi) 23.68' 20.00 30.00 23.68 20.00 30.00 Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties Mem. Design' Loc.1 Aeff' Set 1 Seb' Lx I Ly 1 CMx I No. Gro (ft) (in.2) (in.3) (in.3) (ft) (ft) 01 I 949 1 9 750 6.166 1 13 75 1 45.64 1 13.50 1 9.51 1.00 I Bottom Chord Gross Section Properties Design) Tee Flange Tee Web Group 949 I 10.0 x 1.0000 I 8.0 -x 0.6250 Area Rx Ry (in.2) I (in.) I (in.) 1 15.00 1 2.52 1 2.36 J (in.4) 1 3.984 Cw Ixx (in.6) (in.4) 1 11 11 1 95.00 1 Iyy (in.4) 83.50 Sxt (in.3) 47.50 Date: 11/9/2005 Time: 4 PM Page: 180 of 221 I Stress Condition I Sum Bnd +Ax I Shear 0.60 0.65 0.97 0.65 I Sxb Qs Qs (in.3) IFlange I Stem 1 13.57 1 1.00 1 1.00 Lattice Truss Design Member Summary for Section TRX018 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) End 1 Weld Actual Forces I Lattice Allowable I Stress Mem. Design Qty No. Len Gusset No. Group Spacers (ft) Criteria 97 36 2 2 7.620 98 39 2 2 7.071 99 11 1 0 5.000 103 42 2 2 10.568 Design Group 36 39 11 42 Size L 4.0 x 4.0 x 0.25 L 4.0 x 4.0 x 0.3125 L 3.0 x 2.0 x 0.1875 L 4.0 x 4.0 x 0.5 VPC File:CA0501692 010E1 vpc End 2 Gusset Criteria Omit L3 at Gusset Weld Weld Length Size (in.) (in.) 26.00 0.1875 Length Criteria Omit L3 at Gusset Omit L3 at Lap Surplus Omit 1.3 at Lap Surplus Omit L3 at Lap Surplus Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. 'Spacing' Area I Rx Ry I Rp H (in.) (in.2) (in.) (in.) (in.) 0.750 3.87 1.250 1.915 2.480 0.85 0.750 4.80 1.240 1.932 2.484 0.85 0.92 0.961 0.435 0.59 0.750 7 49 1.210 1.973 2.495 0.86 Tension (k) 87.20 21.00 0.2500 54.39 -90.28 6.00 0.1875 6.94 -8.24 22.00 0.4375 (in.4) 0.088 0.166 0.012 0.644 Cw (in.6) 0.1010 0.1926 0.0058 0.7324 Compress. Tension Compress. Ratio (k) I (k) (k) I Axial 52.68 106.91 64.60 0.82 4 VPC Version :5.3b Load Case 132.60 97.83 -0.92 4 25.33 9 70 -0.85 4 153.85 -93.85 206.91 100.64 -0.93 87 I(in. 6.0000 14 1929 7.3500 17.9251 0.8470 0.3050 11.0000 29 1510 Lattice Gusset Data for Section TRX018 Type Axial Shear Moment Length Width Thick. Gusset to Stem Gusset to Plate Lattice 1 X -Loc Y -Loc I (k) 1 (k) I (in -k) 1 (in.) I (in.) I (in.) 1 Weld Size (in.) 1 Weld Size (in.) I Quantity Bottom Chord 1 146/7/7 29/8/6 I 35.53 I 40.86 I 34.64 1 17 1 3.000 1 0.6250 I 0.2500 I I 1 VP BUILDINGS VA RCO- PRUDEN Calculations Package VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 181 of 221 Deflection Load Combinations 'ramin No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 S S 3 System 1.000 0 180 1.0 S 1.0 SD S SD 4 System 1.000 0 180 1.0 US1* US1* 5 System 1.000 0 180 1.0 *US1 *US1 6 System 1.000 0 180 0.700 WI> Wl> 7 System 1.000 0 180 0.700 <W1 <WI 8 System 1.000 0 180 0.700 W2> W2> 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700 WPAI WPA1 11 System Derived 1.000 0 180 0.700 WPD1 WPD1 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 WPD2 14 System Derived 1.000 0 180 0.700 WPB1 WPB1 15 System Derived 1.000 0 180 0.700 WPC1 WPC1 16 System Derived 1.000 0 180 0.700 WPB2 WPB2 17 System Derived 1.000 0 180 0.700 WPC2 WPC2 18 System 1.000 60 0 0.700 W1> Wl> 19 System 1.000 60 0 0.700 <W1 <W1 20 System 1.000 60 0 0.700 W2> W2> 21 System 1.000 60 0 0.700 <W2 <W2 22 System Derived 1.000 60 0 0.700 WPA1 WPA1 23 System Derived 1.000 60 0 0.700 WPD1 WPD1 24 System Derived 1.000 60 0 0.700 WPA2 WPA2 25 System Derived 1.000 60 0 0.700 WPD2 WPD2 26 System Derived 1.000 60 0 0.700 WPB1 WPB1 27 System Derived 1.000 60 0 0.700 WPC1 WPC1 28 System Derived 1.000 60 0 0.700 WPB2 WPB2 29 System Derived 1.000 60 0 0.700 WPC2 WPC2 30 System 1.000 60 0 0.600 E> 0.700 EG- E> EG- 31 System 1.000 60 0 0.600 <E 0.700 EG- <E EG- 32 System Derived 1.000 60 0 0.600 EB> EB> 33 System Derived 1.000 60 0 0.600 <E13 <EB Maximum Frame Deflection Summary for Cross Section: D Description I Deflection (in.) I Ratio 'Member Joint I Load Case I Load Case Description ax. Horizontal Deflection 0.611 (H1638) 2 1 18 Wl> ax. Vertical Deflection for Span I 5.470 (I1358) I 44 2 I 5 *USI Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VP BUILDINGS VAACO- PRUDEN Wall: 5, Frame at: 66/0/0 Frame Cross Section: E 4 :461-9- U- LL u. N LL LL CV gi ?)SFB )SFB 7 X tI Dimension Key 1 8 1/2' 2 4' -0' 3 3' 5 1/4 4 2' -6 3/4 5 3'-6' 6 2' 3 1/4" 7 1- 611/16' 8 1 -8 1/8' 9 3'-0 7/8' 10 4 2' -6' 11 1 -0' 12 2' -6" 13 2 @1 -83/4' 14 3 3/8' 15 40' -6 3/4' VPC File:CA0501692 -010E1 vpc 1 Calculations Package 85' -0' yNTI ■ri''t taau EN 1 "f m LL'LL m m LL LL LL m LL v LL LL v N 1 N N N N __.,II, I �II CV CV rigrs\I/\II\II\1- 11 Frame Clearances Horiz. Clearance between members 1(CX007) and 6(CX008): 158' -8 1/4' Horiz. Clearance between members I (CX007) and 6(CX008): 158' -8 1/4' Vert. Clearance at member 2(CX007): 27' -9 15/16' Vert. Clearance at member 5(CX008): 27' -9 15/16' Finished Floor Elevation 100' -0' (Unless Noted Otherwise) m u. N FRAME ROSS SECTroN AT FRAME LINE(S) c VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 182 of 221 (2)SF (2)SF r en Weld Chord Splice Design Rev 4 (4 -1 -05) I Check per DM 3 Notes: 1 8r- &4 CYi C' c E -1 TOP Tension I "483.00 (kips Shear I 1.00 Ikips S.F 1.70 1 Left Chord bf= I 10 -lin. tf= F. 0.7"5 ,lin. ds I" 30 'lin. 1/4 is 1 "0:625, lin. Right Chord bf= I 6' 'lin. tf 0.625 lin. ds I' 8 lin. is I; 0.625 lin. Fy= I 50: lksi Tension Stiff. 0 Extended Pit.. i 04 Bolts in a Row Diameter 0 11 1/2 Iv 0 A490- X V O _A325- Ix I TENSION CONTROL. Not Used Cut Edges Nri 2 Nro 1 V V 1/4 0 AISC Seismic Design Leff Plt. Design Piglht'Plt Allow I:03 "St'ess rat 12) Job No: 1CA0501692 -01 Preparedb KPT 14 U 5.000 30 0 U U I Page: I 1? a1 !tocation:I Plate Thickness: Plate Width: Plate Length: Stiffener Depth: Stiffener Length: Stiffener Weld: Bolt Tens. Cap: Plate Tens. Cap: Dend Fo Fi 2.125 in 0.75 in 2.125 in 4 in I 23.8750 I 2.6250 I 2.6250 1.500 in. 11 in. in. 4.7500 in. 8 in. 1/4 in. 723.97 kips 622.20 kips Left PL Right PL 2.125 2.125 0.75 0.625 2.125 2.25 lin 'Last bolt t in edge dist lin edge dist FLI CheckperD 3.10 Notes: 0 Web Ch�rd SpIie Design Job No ICA0501692-01 I Page: Rev 4 (4-1-05) I Piepared by•1 KPT ILoCation: E-1 TOP Tension I 483.00 lkips Shear 1.00 lkips N S.F I 1.70' 1 3/8 V Left Chord bf 1 id lin. tf I 0.,75 I in. ds I 30 lin. 3/8 ts I 0.625 lin. Right Chord bf I 6 lin. ff 0.625 tin. ds .8 lin. ts 0.625 lin. Fy 1 50 I ksi Tension Stiff 61 Extended Pit. i —1 '111 VOW 1 .0 stress rat 1 El 4 Bolts in a Row Diameter 0 1 1 1/2 0 A490- IX Iv 10 A325- X Used CONTROL Not ed 0 Cut Edges Nri 2 Nro 1 "ClAiSC Seismic El Design Left Pit I v I v El Design Right Pit 7 4101, a 5.000 44 3Q 30 30' V; 02 Plate Thickness: Plate Width: Plate Length: Stiffener Depth: Stiffener Length: Stiffener Weld: Bolt Tens. Cap: Plate Tens. Cap: Dend Fo Fi 2.125 in 0.625 in 2.25 in 4 in I 1 7500 1 2.6250 I 2.6250 1.500 in. 11 in. 14.25 in. 4 7500 in. 11 in. 5/16 in. 704.21 kips 642.35 kips Left PL 2.125 0.75 2.125 Right PL 2.125 0.625 2.25 lin Last bolt t lin edge dist lin edge dist Op: WO chord Splice Pesign. Job No: 1CA0501692-01 Rev 4 (4-1-05) I ‘Prepotocl 1KPT Ite4ation:1 U Check per DM Notes: N( E-1 BOTTOM bf I 10 lin. ff I 0.75 lin. ds I 30 lin. ts 0.625 lin. Right Chord bf 101 lin. tf 1 :lin. ds lin. ts 0:5 'lin. Fy 50 lksi Not Used 0 Cut Edges Nri Nro CH r.r Tension I 448.00 'kips Shear I 1.00 I kips S.F I 1 1.70 I 1/4 Left Chord .0 4:Bolts.in a Row Diameter 0 1 1/2 0 A490- X V A325-1 X I TENSION CONTROL Tension Stiff El Extended Pit. I v 2 1 1/4 AISC Seismic Oesidii. Left Pt 0 DeglOrt‘glgtft-Pit =CI Allow'1,01'grets rat 5.000 0.1 U r4 a77, Plate Thickness: (1/2 t250 in. Plate Width: 11 in. Plate Length: 14.75 in. Stiffener Depth: 4:6250 in. Stiffener Length: t in. Stiffener Weld: 1/4 in. Bolt Tens. Cap: 723.75 kips Plate Tens. Cap: 448.50 kips 30 3Q 30 Dend Fo Fi Left PL 2.25 in 2.25 0.75 in 0.75 2.5 in 2.5 4 in Right PL' 2.25 1 2.25 I 23.5000 lin 'Last bolt t I 2.6250 lin edge dist 2.6250 in edge dist pen iNeb choid:Splice-Detign „Iola No: ICA0501692-01 I- Page: I /g; a4 Plate Thickness: 1.500 in. Rev 4 (4-1-05) I Prepared by* 1KPT !Location:1 Plate Width: 11 in. Check per DM 3.10 Notes. rtfr-Tc rAfzic... cr E-1 BOTTOM H4107 Tension I 448,00 Shear 1_13V lkips S.F I 1.70 Left Chord bf I lin. tf Is 0.75 lin. ds I 30. lin. 3/16 ts I 0.625 lin. Right Chord O AISCS&smlc bf I 10 lin. tf I 1 lin. 0 PeSign Left Pit ds 8 lin. osign f*It Pit Is 0.5 lin. Fy 60 lksi 1 El 4 Bolts in a Row Diameter 0 I 1 1/2 I O90- X v A325-1 X 1 v TENSION CONTROL Not Used 0 Cut Edges Nri 2 Nro 1 N 3/8 V Tension Stiff. El Extended Pit. Mow 14°Istrest rat 14 5.000 PO '36 30 30 30 30 Plate Length: 14.75 in. Stiffener Depth: 4:6250 in. Stiffener Length: s; T. in. Stiffener Weld: 3/16 in. Bolt Tens. Cap: 625.24 kips Plate Tens. Cap: 589.12 kips Dend Fo Fi Left PL Right PL' 2.25 in 2.25 2.25 1 in 0.75 1 2.25 in 2.5 2.25 4 in 1 7500 I 2.6250 I 2.6250 lin 'Last bolt t lin edge dist lin edge dist VP BUILDINGS vARCO.PRUDEN Frame Location Design Parameters: Location I Avg. Bay Space I I 66/0/0 I 21/3/4 IRF Truss Design Load Combinations Framing No. Origin Factor 1 System 2 System 3 System 4 System 5 System 6 System 7 System 8 System 9 System 10 System 11 System 12 System 13 System 14 System 15 System 16 System 17 System 18 System 19 System 20 System 21 System 22 System 23 System 24 System 25 System 1.000 26 System 1.000 27 System 1.000 28 System 1.275 29 System 1.275 30 System 1.275 31 System 1.275 32 Special 1.275 33 Special 1.275 34 Special 1.275 35 Special 1.275 36 AISC Special 1 700 37 AISC Special 1 700 38 AISC Special 1 700 39 AISC Special 40 System Derived 41 System Derived 42 System Derived 43 System Derived 44 System Derived 45 System Derived 46 System Derived 47 System Derived 48 System Derived 49 System Derived 50 Special 51 Special 52 System Derived 53 System Derived 54 System Derived 55 System Derived 56 System Derived 57 System Derived 58 System Derived 59 System Derived 60 System Derived 61 System Derived 62 Special VPC File:CA0501692 -010E1 vpc Calculations Package Description i Angle I Group Trib. Override 1 90.0000 I Application 1.000 I.OD +1.0CG +1.0L 1.000 1.OD +1.00G +I.OS 1.000 1.OD +1.00G +1.OS +1.OSD 1.000 1.OD +1.00G +1.OUSI* 1.000 1.OD +I.00G +1.0 *US1 1.000 1.OD +1.OWl> 1.000 1.O D 1.0 <W1 1.000 1.O D 1.0 W2> 1.000 1.O D+ 1.0 <W2 1.000 1.0 D+ 1.0 CG +0.750 L +0750 W1> 1.000 1.0 D +1.0CG+0.750L +0.750 <W1 1.000 1.O D 1.O CG 0.750 L 0.750 W2> 1.000 1.0 D 1.O CG 0.750 L 0.750 <W2 1.000 1.0 D+ 1.0 CG+ 0.750 S+ 0750 WI> 1.000 1.0 D +1.00G +0.750S +0.750 <Wl 1.000 1.O D 1.O CG 0.750 S 0.750 W2> 1.000 1.O D 1.O CG 0.750 S 0.750 <W2 1.000 0.600D+ 1.O W1> 1.000 0.600 D 1.0 <W1 1.000 0.600 D 1.0 W2> 1.000 0.600 D 1.0 <W2 1.000 1.0 D+ 1.0 CG +0.910 F> +0.700 EG+ 1.000 1.O D 1.O CG 0.910 <E 0.700 EG+ 1.000 1.O D+ 1.O CG 0.750 L+ 0.975E>+ 0.750 EG+ 1.0 D 1.0 CG 0.750 L 0.975 <E 0.750 EG+ 0.600 D 0.600 CO 0.910 E> 0.700 EG- 0.600 D 0.600 CG 0.910 <E 0.700 EG- 0.900 D 0.900 CG 1.300 E> 1.0 EG- 0.900 D 0.900 CG 1.300 <E 1.0 EG- 1.200 D 1.200 CG 0.200 S 1.300 E> 1.0 EG+ 1.200 D 1.200 CG 0.200 S 1.300 <E 1.0 EG+ 0.900 D 0.900 CO 2.500 E> 1.0 EG- 0.900 D 0.900 CG 2.500 <E 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 E 1.0 EG+ 1.200 D+ 1.200 CG +0.2005 +2.500 <E +1.0EG+ 0.900 D 0.900 CG 0.900 D 0.900 CG 1.200 D 1.200 CO 0.200 S 1 700 1.200 D 1.200 CG 0.200 S 1 .000 1.0 D 1.0 CG 0.273 E> 0.700 EG+ I 400 EB> 1.000 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 EB> 1.000 1.0D +1.00G +0.750 L+ 0.293 E> 0.750 EG+ 1 400EB> 1.000 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 EB> 1.000 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 EB> 1.000 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> 1.275 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 EB> 1.275 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 EB> 1.275 1.200 D 1.200 CG 0.200 S 0.390E 1.0 EG+ 1 400 EB> 1.275 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 EB> 1.275 0.900 D 0.900 CG 2.500 EB> 1.0 EG- 1.275 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.000 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 <EB 1.000 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 <EB 1.000 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 <EB 1.000 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 <EB 1.000 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 <EB 1.000 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB 1.275 0.900 D 0.900 CG 0.390 F> 1.0 EG- 1 400 <EB 1.275 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 <EB 1.275 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 <EB 1.275 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 <EB 1.275 0.900 D 0.900 CG 2.500 <EB 1.0 EG- VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 184 of 221 Design Status Automatic Design Description D CG L D CG S D +CO+S+SD D +CO +US1* D CG *USI D+ Wl> D <Wl D W2> D <W2 D+CG +L+W1> D +CO +L <WI D +CG +L +W2> D +CG +L +<W2 D +CO +S +WI> D +CG +S <W1 D +CG +S +W2> D +CO +S <W2 D +WI> D +<Wl D W2> D <W2 D +CO +E> +EG+ D CO <E EG+ D +CO +L +E> +EG+ D +CO +L +<E +EG+ D +CO +F> +EG- D+CG+<E+EG- D+CG+E>+EG- D+CO+<E+EG- D +CG +S +E> +EG+ D +CG +S <E +EG+ D +CO +F> +EG- D+CO+<E+EG- D +CO +S +E> +EG+ D +CG+S <E +EG+ D CG D CG D +CG +S D CO S D +CG +E> EG+ +EB> D CO <E EG+ EB> D+CG+L +E>+EG++EB> D+CG+L+<E +EG++EB> D CG E> EG- EB> D +CO <E EG- +ED> D CG F> EG- +ED> D +CO <E+ EG- +EB> D+CG+S +E>+EG++EB> D+CG+S+<E +EG++EB> D+ CO+ EB> +EG- D +CG +S EB> +EG+ D +E> EG+ <EB D +CO <E EG+ +<EB D+CG+L +F>+EG++<EB D+CG+L+<E +EGII <ED D CO E> EG- <EB D +CO <E EG- +<EB D CO E> EG- <ED D +CO <E EG- +<EB D+CG+S +E>+EG++<EB D+CG+S+<E +EG++<EB D +CO <EB +EG- VP BUILDINGS VARCO- PRUDEN Web Stiffener Summary Mem. I Stiff. I Desc. I Loc. I Web D I hit No. No. (ft) (in.) N/A 5 2 I 1 I S3 I 0.39 I 57.500 I N/A Calculations Package 63 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ D CG S <EB EG+ 64 System Derived 1.000 1.0 D 1.0 WPAI D WPAI 65 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPAI D CG L WPAI 66 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA1 D CG S WPAI 67 System Derived 1.000 0.600 D 1.0 WPA1 D WPA1 68 System Derived 1.000 1.0 D 1.0 WPDI D WPD1 69 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPD1 D CG L WPD I 70 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD1 D CG S WPD 1 71 System Derived 1.000 0.600 D 1.0 WPD1 D WPD1 72 System Derived 1.000 1.0 D 1.0 WPA2 D WPA2 73 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPA2 D CG L WPA2 74 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA2 D+ CG S WPA2 75 System Derived 1.000 0.600 D 1.0 WPA2 D WPA2 76 System Derived 1.000 1.0 D 1.0 WPD2 D WPD2 77 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPD2 D CG L WPD2 78 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD2 D CG S WPD2 79 System Derived 1.000 0.600 D 1.0 WPD2 D WPD2 80 System Derived 1.000 1.0 D 1.0 WPB1 D WPB1 81 System Derived 1.000 1.0 D 1.0 CG 0.750 L+ 0.750 WPB1 D CG L WPBI 82 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB1 D CG S WPB 1 83 System Derived 1.000 0.600 D 1.0 WPB1 D WPB1 84 System Derived 1.000 1.OD +1.OWPC1 D +WPCI 85 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPC1 D+ CG L WPC1 86 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC1 D CG S +WPCI 87 System Derived 1.000 0.600 D+ 1.0 WPC1 D+ WPCI 88 System Derived 1.000 1.0 D 1.0 WPB2 D WPB2 89 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB2 D CG L WPB2 90 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB2 D CG S WPB2 91 System Derived 1.000 0.600 D 1.0 WPB2 D WPB2 92 System Derived 1.000 1.0 D 1.0 WPC2 D +WPC2 93 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPC2 D CG L WPC2 94 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC2 D CG S +WPC2 95 System Derived 1.000 0.600 D 1.0 WPC2 D WPC2 96 System 1.000 1.0 V Shear Frame Member Sizes Mem. Flg Width Fig Thk Web Thk Depthl Depth2 Length I Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) I (p) (ksi) (ksi) Jt.1 Jt.2 1 10.00 0.7500 0.3750 12.00 59.39 27 72 2616.5 50.00 50.00 BP SS 3P 2 10.00 0.7500 0.6250 59.39 54.20 4.61 1108.3 50.00 50.00 SS PLFTK 3P 5 10.00 0.7500 0.6250 59.39 54.20 4.61 1108.3 50.00 50.00 SS PLFTK 3P 6 10.00 0.7500 0.3750 12.00 59.39 27 72 2620.9 50.00 50.00 BP SS 3P TRX019 60.00 60.00 17.82 1956.1 TRX020 60.00 60.00 47.50 3546.2 TRX021 60.00 60.21 14 75 1057.5 TRXO22 60.21 60.00 14 75 1057.5 TRX023 60.00 60.00 47.50 3546.1 TRX024 60.00 60.00 17.82 1957.1 Total Frame Weight 20574.5 (p) (Includes all plates) Frame Pricing Weight 22587.6 (p) (Includes all pieces) Boundary Condition Summary Member I X -Loc I Y -Loc Supp. X I Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) I 1 I 0/0/0 0/6/0 Yes I Yes I No I 0/0/0 I 0 /0 /0 0.0000 6 170/0/0 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 Base Plate Summary X Loc I Grid I Mem. Thickness I Width I Length I Num. Of I Bolt Diam. I Type I Welds to I Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web BS-0.1875 0/0/0 170/0/0 I E -10 16 1 gm 0.750 I 11 I 13 I 4 I 1.500 I A36 I OS 0.1875 I BS- 0.1875 a/h I a Thick. Width (in.) I (in.) I (in.) N/A I N/A I1.0000I 4.625 N/A N/A 1.0000 4.625 Side Both Both VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 185 of 221 Welding Description F -FP W- OS-0.3125 F- FP,W- OS- 0.3125 VP BUILDINGS VARCO- PRUDEN Bolted Connections (A325 Bolts) Calculations Package Bolt 1 Rows -Out 1 Rows -In 1 Moment Out I Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 Ld Actual Capacity 1 Ld No. No. (in.) (in.) (in.) (in.) (in.) Bolt 1 Bolt I Bolt I Bolt 1 Cs 1 (in -k) (in -k) Cs 1 5 1 2 1 PLFTK I STD 1 1.500 I 11.00 1 68.77 1 1.500 I I Pitch2= 4.001 0 I 0 I 0 I 0 Note: Column connections (bolts, plate thickness, flange and web welds) at chord interface are determined Flange Brace Summary Member From Member Joint 1 1 13/0/0 1 23/7/4 3 3 3 13 13 13 13 13 43 43 53 53 65 71 77 83 89 95 101 101 6 13/0/0 6 23/7/4 From Side Point 1 13/6/0 24/1/4 81/6/11 78/0/11 68/0/11 58/6/11 49/0/11 39/6/11 30/0/11 20/6/11 11/0/11 1/6/11 1/6/11 11/0/11 20/6/11 30/0/11 39/6/11 49/0/11 58/6/11 68/0/11 78/0/11 81/6/11 13/6/0 24/1/4 Part (2)SFB4020 (2)SFB5114 (2)SFB6050 (2)SFB6044 (2)SFB6044 (2)SFB6094 (2)FB6094 (2)FB6094 (2)FB6094 (2)FB6094 (2)FB6094 (2)FB6094 (2)FB6094 (2)FB6094 (2)FB6094 (2)FB6094 (2)FB6094 (2)FB6094 (2)SFB6094 (2)SFB6044 (2)SFB6044 (2)SFB6050 (2)SFB4020 (2)SFB5114 Date: 11/9/2005 Time: 4.03.31 PM Page: 186 of 221 by maximum chord splice properties. Design Note Moment In 1 Actual 1 Capacity (in -k) (in -k) Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 I Actual Forces 1 Actual Stresses 1 Allowable I Stress Condition Mem. I Loc. I Depth 1 Load in. Case 45.73 2 59.39 2 59.39 5 45.73 5 No. ft 1 19 49 11543.5 2 0.20 15674.5 5 0.20 15977.3 6 19 49 11766.5 1 Mem. 1 Loc. 1 No. f t 1 1949 2 0.20 5 0.20 6 1949 Depth 1 Area in. 1 in.2 45.73 31 48 59.39 50.94 59.39 50.94 45.73 31.48 Axial I Shear 1 Mom -x Mom -y 1 Axial 1 Shear 1 Bnd -X I Bnd -Y Stress /Force k k in -k 76.3 -49 4 56.8 272.1 -40.4 -277 4 -60.2 50.3 in -k ksi ksi ksi ksi Axial 1 Shear 1 Bnd -X 1 Bnd -Y 1 Bnd +Ax 1 Shear 0.0 2.42 3.00 26.361 0.00 26.84' 6.05 29.23 0.0 111 7.57 20.44 0.00 26.09 9.82 30.00 0.0 0.79 7 72 20.83 0.00 26.09 9.82 29.53 0.0 1.91 3.05 26.87 0.00 26.84, 6.05 29.23 Rx 1 Ry Lx 1 Ly -1 1 Ly -2 1 Klx 1 Kly1 1 K1y21 in. i in. i n. in. /Rx /Ry /Ry 17.95 1.99 388.83 50.1 0.0 32.5 25.1 0.0 21.08 1.57 388.83 60.0 0.0 27 7 38.2 0.0 21.08 1.57 388.83 60.0 0.0 27 7 38.2 0.0 17.95 1.99 388.83 50.1 0.0 32.5 25.1 0.0 Sx I Lbl I Rt -1 in.3 in. in. 437.87 127.6 2.55 766.99 60.0 2.21 766.99 107 1 2.22 437.87 127.6 2.55 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b 37.50 0.983 37.50 0.718 37.50 0.732 37.50 0.983 Sum 1 0.495 0.771 0.786 0.504 Lb2 1 Rt -2 Qs Qa Cbl Cb2 in. 1 in. 0.0 0.00 1.00 1.00 1.00 0.00 0.0 0.00 1.00 1.00 1.00 0.00 0.0 0.00 1.00 1.00 1.00 0.00 0.0 0.00 1.00 1.00 1.00 0.00 VP BUILDINGS VARCD-PRUDEN Splice Location at 0.000 (ft) for Section TRX019 Field Splice Data for Section TRX019 Type X -Loc Depth Length Width (in.) (in.) (in.) TPBCK 5/7/8 TPTCK 5/2/8 TPBC2 23/4/9 TPTC2 22/11/10 Type Ld Cs TPBCK 36 TPTCK 36 TPBC2 87 TPTC2 4 9 3 Tension Tension Shear Ld (k) (k) Cs 447.92 0.00 0 0.00 482.11 0.00 5 76.25 92.43 32.99 5 5112 104.27 1.33 5 3.70 Note: Bolting Plates are designed for all Load accompanying tension. Truss Top Chord Plate Knee TPTCK Truss Bottom Chord Plate Knee TPBCK Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 Top Chord VPC File:CA0501692 -010E1 vpc Calculations Package \I/ 0.00 504.90 262.24 300.00 Actual Forces I xial Shear Mom -x A (k) I (k) (in -k) 130.05 71 14 144.99 189.98 62.34 13.64 104.25 62.34 14.09 11 Shear Plate Bolt Flange Stem Shear Tension Capacity Capacity Weld Size Weld Size Type (k) (k) (k) (k) (in.) (in.) 311.02 FP 0.3125 304.18 FP FP Actual Stresses Axial I Shear I Bnd -X (ksi) (ksi) (ksi) 16.32 13.20 12.72 23.84 11.56 1.20 13.08 11.56 1.24 10 Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Bolts (in.) (in.) 60.00 1 4.75 11.00 1.500 6 1.500 5.50 4.00 5.00 0.00 60.00 14.25 1100 1.500 6 1.500 5.00 4.00 5.00 0.00 60.00 1113 11.00 0.875 6 0.875 413 2.50 3.50 0.00 3.00 60.00 10.38 7.00 0.875 6 0.875 3.88 2.50 3.75 0.00 2.50 15 Edge Adjustl Outside (in.) (in.) 1.50 3.06 1.50 3.06 I Allowable Stresses Axial Shear I Bnd -X (ksi) (ksi) (ksi) 30.00 20.00 30.00 30.00 20.00 30.00 30.00 20.00 30.00 Mem. Design Shear Loc. Load No. I Group Case (ft) I Case 9 485 5 4.327 5 11 485 5 2.500 4 15 485 5 4 750 4 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 187 of 221 I Sum Bnd +Ax 0.97 0.83 0.48 Gusset Gusset to Gusset to Length Width Thick. Plate Flange (in.) (in.) (in.) Weld Size Weld Size (in.) (in.) 5 8 0.50 0.1875 0.1875 4.75 17: 262 0.373 0 3125 0.01 94 75 95.46 0.3125 0.2500 4 76 106.87 105.82 0.2500 0.2500 Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with Stress Condition Shear 0.66 0.58 0.58 VP BUILDINGS VARCO- PRUDEN Top Chord Effective Section Properties 1 M em. Design Loc. Aeff Set Seb Lx Ly CMx No. 1 Group 1 (ft) 1 (in.2) 1 in.3) 1 in.3) 1 (ft) 1 (ft) I 9 485 4.327 7.97 21.51 1111 9.327 2.500 1.00 11 485 2.500 7.97 21.51 1111 5.000 2.500 1.00 15 485 4 750 7.97 21.51 11 11 5.750 4 750 1.00 Top Chord Design Group 1 485 1 Bottom Chord Gross Section Properties Tee Flange I Tee Web 6.0 x 0.6250 1 8.0 x 0.6250 Bottom Chord Gross Section Properties Design' Tee Flange Tee Web Group 917 1 10.0 x 1.0000 1 8.0 x 0.5000 Lattice Truss Design Member Summary for Section TRX019 Note:Unequal leg fillet welds used for welds up to 0.500 in. only End 1 End 2 Mem. Design Qty No. Len Gusset Gusset No. Group Spacers (ft) Criteria Criteria 7 42 2 2 10.583 Whitmore section Design Group 42 11 39 36 Size L 4.0 x 4.0 x 0.5 L 3.0 x 2.0 x 0.1875 L4.0x4.Ox0.3125 L 4.0 x 4.0 x 0.25 Lattice Gusset Data for Section TRX019 Type X -Loc Y -Loc Axial Shear 1 (k (k) Bottom Chord 1 23/4/9 1 29/8/6 1 34 76 1 39.97 VPC File:CA0501692 -010E1 vpc Calculations Package 1 Area Rx (in.2) (in.) 1 8.75 1 2.76 Bottom Chord Effective Section Properties 1 Mem. I Design Loc. 1 Aeff 1 Set Seb I Lx I Ly I CMx No. Group (ft) (in.2) (in.3) I (in.3) (ft) (ft) 10 3 1 917 8.833 1 12.75 1 43.09 1 11.04 1 0.750110.0001 1.00 1 1 Ry J Cw Ixx (in.) (in.4) (in.6) (in.4) 1 1 14 1 1 139 1 4.26 1 66.64 1 Actual Stresses 1 Axial Shear Bnd -X 1 (k 1 (ksi) 1 (ksi) 23.64 1 15.81 1 0.00 1 14 73 15•81 0.00 1 Area Rx Ry J Cw Ixx (in.2) 1 (in.) 1 (in.) 1 (in.4) 1 (in.6) 1 (in.4) 1 14.00 1 2.39 1 2.44 1 3.667 1 9.08 1 80.02 Weld Weld Weld 1 Length Length Size 1 Criteria (in.) (in.) Whitmore 43.00 0.4375 section 1 Spacing' Area 1 Rx 1 Ry 1 Rp 1 H 1 (in.) (in.) (in.) 0.625 7 49 1.210 1.924 2.456 0.86 0.92 0.961 0.435 0.59 0.625 4.80 1.240 1.885 2.447 0.85 0.625 3.87 1.250 1.868 2.444 0.84 Iyy (in.4) 11 41 1 Sxt (in.3) 24.00 Date: 11/9/2005 Time:4.03.31 PM Page: 188 of 221 Allowable Stresses Axial Shear 1 Bnd -X (ksi) 1 (ksi) 1 (ksi) 24.05 20.00 30.00 23.72 1 20.00 1 30.00 Actual Forces Mem. Design Shear Loc. Load Axial Shear Mom -x No. I Group I Case 1 (ft) 1 Case (k 1 (k) 1 (in -k) 10 1 917 1 5 1 8.833 1 4 2 6.27 1 71 14 1 -0.00 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. 8 11 1 0 5.000 Omit L3 at Lap 6.00 0.1875 7.20 -8.12 25.33 Surplus 12 39 2 2 7.071 Omit L3 at Lap 21.00 0.2500 59.57 -88.16 132.60 Surplus 13 36 2 2 7.620 Omit L3 at Omit L3 at 26.00 0.1875 85.31 58.18 106.91 Gusset Gusset 14 8 2 5.000 Omit L3 at Lap 5.00 0.1250 3.49 -4.86 19.86 Surplus Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Sxb 1 Qs I Qs (in.3) Flange Stem 11 40 1 1.00 1 1.00 1 Stress Condition 1 Sum Bnd +Ax 1 Shear 1 0.98 1 0.79 0.62 0.79 Iyy 1 Sxt 1 Sxb 1 Qs 1 Qs (in.4 (in.3) (in.3) Flange Stem 83.42 1 44.81 1 11.09 1 1.00 1 1.00 Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) Actual Forces 1 Lattice Allowable Stress Tension Compress. Tension Compress. Ratio (k) (k) 1 (k) 1 (k) Axial 151.30 -99.35 206.91 100.42 -0.99 J Cw Ixx Iyy (in.4) 1 (in.6) 1 (in.4) 1 (in.4) 1 0.644 0.7324 11.0000 27 7244 0.012 0.0058 0.8470 0.3050 0.166 0.1926 7.3500 17.0528 0.088 0.1010 6.0000 13.5042 VPC Version .5.3b Load Case 18 9 70 -0.84 5 97.83 -0.90 5 64 78 -0.90 18 6.51 -0.75 5 1 Moment Length Width Thick. Gusset to Stem Gusset to Plate Lattice (in -k) 1 (in.) 1 (i 1 (in.) 1 Weld Size (in.) 1 Weld Size (in.) 1 Quantity 1 33.89 1 17 1 3.000 1 0.5000 1 0.1875 1 1 1 1 VP BUILDINGS VARC04 Top Chord Splice Location at 0.000 (ft) for Section TRX020 ,o TPBC1 23/4/9 TPTC1 22/11/10 TPBC2 70/8/10 TPTC2 70/3/10 21 Tension Type Ld Tension Shear Cs (k) (k) TPBCI 87 92.43 32.99 5 TPTC1 4 104.27 1.33 5 TPBC2 5 172.23 4.53 4 TPTC2 71 146.83 2.50 5 Note: Bolting Plates are designed for accompanying tension. Truss Plate Top Endl TPTC1 Truss Plate Bottom Endl TPBCI Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 VPC File:CA0501692 -010E1 vpc Calculations Package Shear Plate Bolt Flange Stem Ld Shear Tension Capacity Capacity Weld Size Weld Size Type Cs (k) (k) (k) (k) (in.) (in.) Field Splice Data for Section TRX020 Type X -Loc Depth Length Width Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) (in.) (in.) (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) 60.00 14.63 10.00 0.875 6 0.875 413 2.50 3.50 0.00 3.00 1.50 3.06 60.00 10.38 9.00 0.875 6 0.875 3.88 2.50 3 75 0.00 2.50 1.50 3.06 60.00 11.00 10.00 1.250 6 1125 4.00 3.00 4.00 0.00 2.00 2.00 3.75 60.00 11.25 9.00 1.250 6 1 125 4.25 3.00 4.00 0.00 2.00 2.00 3 75 Gusset Length Width (in.) (in.) 5112 0.01 110.20 95.27 0.1875 0.2500 3.70 4 76 124 41 105.82 0.2500 0.2500 16.47 96.71 308.39 207.05 0.2500 0.1875 Flange 3 750 6.000 0.375 0.1875 0.1875 4 46 0.01 153.95 174.91 0.3125 0.2500 Flange 0.000 0.000 0.0000 0.0000 all Load Cases. Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with Actual Forces I Actual Stresses Allowable Stresses Mem. Design Shear Loc. Load Axial Shear Mom -x I Axial Shear Bnd -X Axial Shear Bnd -X No. Group Case (ft) Case (k) (k) (in -k) (ksi) (ksi) (ksi) (ksi) (ksi) (ksi) 17 568 5 2.073 4 104.34 50.67 9.60 11.84 12.01 1.29 30.00 20.00 30.00 21 568 5 3.800 5 75.92 50.67 0.00 7 79 12.01 0.00 25.66 20.00 30.00 23 568 5 3.800 5 75 47 39.82 0.00 7 74 944 0.00 25.66 20.00 30.00 27 568 5 3.800 5 145.51 39.82 -0.00 14.92 9 44 0.00 25.66 20.00 30.00 29 568 2 3.800 5 145.06 28.90 -0.00 14.88 6.85 0.00 25.66 20.00 30.00 33 568 2 3.800 5 193.99 28.90 -0.00 19.90 6.85 0.00 25.66 20.00 30.00 35 568 4 3.800 5 193.55 24 43 -0.00 19.85 5.79 0.00 25.66 20.00 30.00 39 568 4 3.800 5 -22142 24.43 -0.00 22.71 5.79 0.00 25.66 20.00 30.00 41 568 4 3.800 5 220.97 20.31 -0.00 22.66 4.81 0.00 25.66 20.00 30.00 45 568 4 3.800 5 226.95 20.31 41.32 23.28 4.81 1.83 25.66 20.00 30.00 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 189 of 221 Gusset to Gusset to Thick. Plate Flange (in.) Weld Size Weld Size (in.) (in.) I Stress Condition Sum Bnd +Ax Shear 0.44 0.60 0.30 0.60 0.30 0.47 0.58 0.47 0.58 0.34 0.78 0.34 0.77 0.29 0.89 0.29 0.88 0.24 0.98 0.24 VP BUILDINGS VARCO- CRUDEN Top Chord Effective Section Properties Mem. No. 17 21 23 27 29 33 35 39 41 45 Top Chord Gross Section Properties 'Design I Tee Flange Group 1 568 1 Design Group 568 568 568 568 568 568 568 568 568 568 Bottom Chord Mem. Design No. Group 16 387 22 387 28 387 34 387 40 387 Loc. Aeff Set (ft) (in.2) (in.3) 2.073 8.81 21 13 3.800 8.81 21 13 3.800 8.81 21 13 3.800 8.81 21 13 3.800 8.81 21 13 3.800 8.81 21 13 3.800 8.81 21 13 3.800 8.81 21 13 3.800 8.81 21 13 3.800 8.81 21 13 8.0 x 0.7500 1 Shear 1 Loc. Case 1 (ft) 5 7.548 5 8.550 5 4 750 4 4 750 4 4 750 VPC File:CA0501692 010E1 vpc Seb (in.3) 7.37 7.37 7.37 7.37 7.37 7.37 7.37 7.37 7.37 7.37 Lx (ft) 3 748 4.750 4 750 4 750 4 750 4.750 4.750 4 750 4 750 5 750 Tee Web 1 Area (in.2) 1 9 75 6.0 x 0.6250 Calculations Package Ly CMx (ft) 3.073 1.00 4.750 1.00 4 750 1.00 4 750 1.00 4 750 1.00 4750 1.00 4 750 1.00 4 750 1.00 4 750 1.00 4 750 1.00 1 Actual Forces Load Axial Shear I Mom -x Case (k) (k) 1 (in -k) 4 133.91 55.98 0.00 4 -69.64 45.49 -0.00 5 115.29 34.38 -0.00 5 154.16 26.61 0.00 5 171.99 22.50 -0.00 Rx Ry J Cw (in.) I (in.) I (in.4) 1 (in.6) 1.97 1 1.81 1 1.613 1 3.26 Ixx I Iyy I Sxt I Sxb IQs I Qs (in.4) (in.4) (in.3) (in.3) Flange Stem 1 37.82 1 32.12 1 22.60 1 7 45 1 1.00 1 1.00 Actual Stresses 1 Allowable Stresses 1 Stress Condition Axial Shear Bnd -X Axial Shear Bnd -X Sum (ksi) I (ksi) I (ksi) I (ksi) I (ksi) I (ksi) I Bnd +Ax Shear 18.79 19.90 0.00 20.74 20.00 30.00 0.91 1.00 9 77 16.18 0.00 20.74 20.00 26.85 0.47 0.81 17 74 12.22 0.00 30.00 20.00 26.85 0.66 0.61 23.72 9 46 0.00 30.00 20.00 30.00 0.79 0.47 26.46 8.00 0.00 30.00 20.00 26.85 0.99 0.40 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties Mem. Design I (c. I Aef� I Set I Seb I Lx I Ly CMx I No. Group (ft) (in.2) (in.3 (in.3 (ft) (ft) 16 387 7.548 6.50 19.80 5.77 8.498 9.500 1.00 22 387 8.550 6.50 19.80 5.77 9.500 9.500 1.00 28 387 4 750 6.50 19.80 5 77 9.500 9.500 1.00 34 387 4 750 6.50 19.80 5.77 9.500 9.500 1.00 40 387 4 750 6.50 19.80 5.77 10.500 9.500 1.00 Bottom Chord Gross Section Properties Design' Tee Flange Tee Web Group 387 1 9.0 x 0.5000 7.0 x 0.3750 Gusset Gusset 19 31 2 2 6.897 Omit L3 at Lap Surplus 20 8 2 2 5.000 Omit L3 at Lap Surplus 24 33 2 2 6.897 Omit L3 at Lap Surplus 25 31 2 2 6.897 Omit L3 at Lap Surplus 26 11 1 0 5.000 Sum of Shear Lag and L3 30 31 2 2 6.897 Omit L3 at Lap Surplus 31 27 2 2 6.897 Omit L3 at Lap Surplus Date: 11/9/2005 Time: 4 PM Page: 190 of 221 I Area I Rx I Ry I J I Cw I Ixx I Iyy I Sxt I Sxb I Qs I Qs I (in.2) (in.) (in.) (in.4) (in.6) (in.4) (in.4) (in.3) (in.3) Flange Stem 1 7 13 1 2.19 1 2.07 1 0.498 1 1 19 1 34.13 1 30.41 1 20.92 1 5.82 1 1.00 1 0.89 1 Lattice Truss Design Member Summary for Section TRX020 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) End 1 End 2 Weld Weld Weld Actual Forces Lattice Allowable Stress Mem. Design Qty No. Len Gusset Gusset Length Length Size Tension Compress. Tension Compress. Ratio No. Group Spacers (ft) Criteria Criteria Criteria (n.) (in.) (k) (k) (k) (k) Axial 18 34 2 2 6.249 Omit L3 at Omit L3 at 15.00 0.2500 44 19 -63.32 98.07 65.38 -0.97 19.00 01875 5.00 0.1250 11.00 0.3125 14.00 0.1875 5.00 0.1875 12.00 0.1875 11.00 0.1875 VPC Version .5.3b Load Case 5 62.75 -44.28 79.28 47.21 -0.94 18 3.42 -6.13 19.86 6.51 -0.94 5 39.81 54.93 96.69 55.27 -0.99 5 47 42 35.16 79.28 47.21 -0.74 18 3.42 -6.83 25.33 9 70 -0.70 5 30.70 39.86 79.28 47.21 -0.84 2 36.71 -26.03 60.22 33.78 -0.77 18 VP BUILDINGS VAACO•PRUDEN 32 11 1 0 5.000 Sum of Shear 5.00 0.1875 3 42 7.31 25.33 9 70 -0.75 5 Lag and L3 36 27 2 2 6.897 Omit L3 at Lap 10.00 0.1875 21 79 33 70 60.22 33.78 1.00 4 Surplus 37 23 2 2 6.897 Omit L3 at Lap 10.00 0.1875 31.04 18.41 50.55 22.68 -0.81 96 Surplus 38 11 1 0 5.000 Sum of Shear 5.00 0.1875 3 42 7.59 25.33 9 70 -0.78 5 Lag and L3 42 27 2 2 6.897 Omit L3 at Lap 9.00 0.1875 14.57 -28.02 60.22 33.78 -0.83 4 Surplus 43 23 2 2 7.620 Whitmore Whitmore 15.00 0.1875 27.53 -20.71 50.55 20.47 1.01 96 section section 44 11 0 5.000 Omit L3 at 6.00 0.1875 2.86 -6.73 25.33 9 70 -0.69 5 Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Design Size Spacing Area Rx Ry Rp H J Cw I Ixx Iyy Group (in.) (in.2) (in.) (in.) (in.) (in.4) (in.6) (in.4) (in.4) 34 L 3.0 x 3.0 x 0.3125 0.625 3.55 0.918 1 490 1.887 0.86 0 119 0.0780 2.9900 7.8804 31 L 3.0 x 3.0 x 0.25 0.625 2.87 0.926 1 475 1.883 0.86 0.063 0.0413 2.4600 6.2456 8 L 1.5 x 1.5 x 0.125 0.625 0.72 0.465 0.869 1.049 0.88 0.004 0.0006 0.1555 0.5424 33 L 3.0 x 2.0 x 0.375 0.625 3.50 0.937 1.013 1.619 0.73 0.171 0.0826 3.0700 3.5919 11 L 3.0 x 2.0 x 0.1875 0.92 0.961 0.435 0.59 0.012 0.0058 0.8470 0.3050 27 L 3.0 x 3.0 x 0.1875 0.625 2.18 0.933 1 461 1.879 0.85 0.027 0.0180 1.9000 4.6526 23 L 3.0 x 2.0 x 0.1875 0.625 1.83 0.961 0.966 1.614 0.71 0.024 0.0115 1.6900 1 7077 Lattice Gusset Data for Section TRX020 Type I X -Loc Y -Loc I Axial (k) Bottom Chord I 23/4/9 I 29/8/6 I -46.45 Bottom Chord 70/8/10 33/7/12 15.72 Calculations Package Date: 11/9/2005 Time: 4.03.31 PM Page: 191 of 221 Shear I Moment I Length I Width I Thick. I Gusset to Stem I Gusset to Plate I Lattice (k) (in -k) (in.) (in.) (in.) Weld Size (in.) Weld Size (in.) I Quantity 34.82 18.08 1 1 1 .97 I 15 14 000 1 0.3750 I 0.187 I 0.2500 I 1 I VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN Splice Location at 0.000 (ft) for Section TRX021 Field Splice Data for Section TRX021 Type X -Loc Depth Length Width (in.) (in.) (in.) TPBC1 70/8/10 TPTC 1 70/3/10 TPBCR 85/0/0 TPTCR 85/0/0 Type Ld Cs 47 60.00 60.21 60.21 60.21 Tension Tension Shear (k) (k) 11.00 11.25 9.88 11.25 Top Chord Mem. I Design I Shear I Loc. I Load No. I Group I Case I (ft) I Case 47 529 4 2.812 5 51 529 4 3.800 5 53 529 4 3.800 5 VPC File:CA0501692 010E1 vpc 9.00 9.00 9.00 9.00 TPBC1 5 172.23 4.53 4 16.47 TPTCI 71 146.83 2.50 5 4 46 TPBCR 3 137 40 23.19 3 23.19 TPTCR 87 146.35 4.77 5 42.91 Note: Bolting Plates are designed for all Load accompanying tension. Truss Plate Top Endl TPTC1 Truss Plate Bottom Endl TPBC1 Truss Top Chord Plate Ridge TPTCR Truss Bottom Chord Plate Ridge TPBCR 46 Calculations Package 51 53 Shear Plate Bolt Flange Stem Ld Shear Tension Capacity Capacity Weld Size Weld Size Type Cs (k) (k) (k) (k) (in.) (in.) 96.71 259.05 220.29 0.2500 0.2500 Flange 0.01 245.17 201.53 0.3125 0.1875 Flange 137 40 266.93 168.66 0.1875 0.2500 Flange 0.01 245.17 199.07 0.3125 0.1875 Flange Cases. Cases listed in table represent Maximum Tension with Actual Forces Axial Shear I Mom -x (k) I (k) I (in -k) 226.51 16.21 -0.00 213.24 16.21 -0.00 212.80 19.24 47.22 Actual Stresses Axial Shear Bnd -X (ksi) I (ksi) I (ksi) 25 17 4.94 0.00 23.69 4.94 0.00 23.64 5.86 1.59 Allowable Stresses Axial I Shear I Bnd -X (ksi) (ksi) (ksi) 24.59 20.00 2178 24.59 20.00 2178 24.59 20.00 30.00 VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 192 of 221 Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) 1.250 6 1 125 4.00 3.00 4.00 0.00 2.00 2.00 3.75 1.250 6 1 125 4.25 3.00 4.00 0.00 2.00 2.00 3 75 1.250 6 1.000 3.63 2.75 3 75 0.00 1 75 1 75 3.38 1.250 6 1 125 4.25 3.00 4.00 0.00 2.00 2.00 3 75 If v Gusset Gusset to Gusset to Length Width Thick. Plate Flange (in.) (in.) (in.) Weld Size Weld Size (in.) (in.) 3.750 6.000 0.500 0.2500 0.2500 3.750 6.000 0.375 0.1875 0.1875 3.375 6.000 0.500 0.2500 0.1875 3 750 6.375 0.375 0.1875 0.1875 accompanying shear and Maximum Shear with 1 Stress Condition Sum% I Bnd +Ax I Shear 1.02 0.25 0.96 0.25 1.02 0.29 VP BUILDINGS VARCO.PRUDEN Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Top Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. Group I (ft) I (in.2) I (in.3) I (in.3) I (ft) I (ft) 47 529 2.812 8.06 27 77 7.82 3 750 4 750 1.00 51 529 3.800 8.06 27 77 7.82 4 750 4 750 1.00 53 529 3.800 8.06 27 77 7.82 6.250 4 750 1.00 Top Chord Gross Section Properties 'Design' Tee Flange Group 1 529 1 8.0 x 0.7500 Bottom Chord Tee Web 8.0 x 0.3750 1 Actual Forces 1 Axial Shear 1 Mom -x (k) (k) 1 (in-k) -95.26 I 16.53 I 0.00 Bottom Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. I Group I (ft) I (in.2) I (in.3) (in.3) (ft) (ft) I 52 I 263 13 3 750 800 1 5.53 1 12.73 1 5.22 1 5 5.833 1 9.500 1 1.00 I Bottom Chord Gross Section Properties Design Tee Flange Group 1 263 1 8.0 x 0.3750 Design Group 23 11 Calculations Package Tee Web 1 Area (in.2) 6.0 x 0.5000 1 6.00 Actual Stresses Axial 1 Shear 1 Bnd -X (ksi) 1 (ksi) 1 (ksi) 30.52 I 5.67 I 0.00 15.88 5.19 0.00 Rx 1 Ry 1 J (in.) 1 (in.) 1 (in.4) 2.01 1 1.64 1 0.391 Size S acin Area Rx Ry R H I (in.) g I (in.2) (in.) I (in.) I (in.) L 3.0 x 2.O x 0.1875 1 0.375 1 0 1 0. 1 0.435 I 1.558 I 0.59 Lattice Gusset Data for Section TRX021 Type I X -Loc Y -Loc I Axial I Shear I (k) (k) Bottom Chord 1 70/8/10 1 33/7/12 1 16.21 1 23.09 1 Area I Rx I Ry I J lyy I Sxt I Sxb I Qs I Qs (in.2) (in.) (in.) (in.4) (in.6) (in.4) (in.4) (in.3) (in.3) Flange Stem 1 9.00 1 2.46 1 1.89 1 1.266 1 2.36 54.56 1 32.04 1 29 76 1 7.89 1 1.00 1 0.73 Moment (in -k) 15.70 J (in.4) 0.024 0.012 Allowable Stresses Axial I Shear Bnd -X (ksi) (ksi) (ksi) 30.00 I 20.00 30.00 18.87 20.00 30.00 Mem. Design Shear Loc. Load No. I Group I Case (ft) Case 46 I 263 4 1 3.750 15 52 2 5 3.800 19 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. I Cw I Ixx I Iyy I Sxt I Sxb I Qs I (in.6) (in.4) (in.4) (in.3) (in.3) Flange 1 1.01 24.28 1 16.06 1 13.63 1 5.28 1 1.00 Lattice Truss Design Member Summary for Section TRX021 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) 1 1 End 1 End 2 Weld Weld Weld 1 Actual Forces 1 Lattice Allowable 1 Stress Mem. Design Qty No. Len Gusset Gusset Length Length Size 1 Tension Compress. Tension Compress. Ratio No. Group Spacers (ft) Criteria Criteria Criteria (in.) (in.) (k) (k) I (k) (k) I Axial 48 23 2 2 6.250 Omit L3 at Omit L3 at 8.00 0.1875 7.61 -20.26 50.55 24.58 -0.82 Gusset Gusset 49 23 2 2 6.897 Omit L3 at Lap 8.00 0.1875 19 74 18.41 50.55 22.68 -0.81 96 Surplus 50 11 1 0 5.000 Sum of Shear 5.00 0.1875 4.08 -8.55 25.33 9 70 -0.88 5 Lag and L3 54 23 2 2 8.004 Omit L3 at Lap 9.00 0.1875 26.46 18.99 50.55 19.28 -0.99 4 Surplus 55 19 2 5.017 Omit L3 at 7.00 0.1875 23.27 16.70 39 78 21.29 -0.78 19 Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Cw (in.6) 0.0115 0.0058 Ixx Iyy I (in.4) I (in.4) I I 1.6900' 1.3820 I 0.8470 0.3050 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time:4 PM Page: 193 of 221 1 Stress Condition Sum% 1 Bnd +Ax 1 Shear I 1.02 0.28 0.84 0.26 Qs Stem 1.00 Load Case 4 I Length Width Thick. Gusset to Stem Gusset to Plate Lattice (in.) I (in.) I (n.) I Weld Size (in.) I Weld Size (in.) 1 Quantity 1 9 1 4.000 1 0.5000 1 0.1875 1 1 1 VP BUILDINGS VARCO- PRUDEN Splice Location at 0.000 (ft) for Section TRX022 TPBCR TPTCR TPBC2 TPTC2 85/0/0 85/0/0 99/3/6 99/8/6 58 4 Field Splice Data for Section TRX022 Type X -Loc Depth Length Width (in.) (in.) (in.) 60.21 60.21 60.21 60.21 9.88 11.25 11.00 11.25 Tension Type Ld Tension Shear Ld Cs (k) (k) Cs Top Chord I Mem. Design Shear Loc. Load No. I Group I Case I (ft) I Case 58 515 5 1.500 4 60 515 5 3.800 4 64 515 5 2.813 4 VPC File:CA0501692 -010E1 vpc 9.00 9.00 9.00 9.00 TPBCR 3 137 40 23.19 3 23.19 TPTCR 87 146.35 4.77 5 42.91 TPBC2 4 169.84 4.31 5 16.82 TPTC2 87 146.94 2.50 4 4.39 Note: Bolting Plates are designed for all Load Cases. accompanying tension. Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 Truss Top Chord Plate Ridge TPTCR Truss Bottom Chord Plate Ridge TPBCR Thick. (in.) 1.250 1.250 1.250 1.250 13740 0.01 97.09 0.01 Calculations Package 1 Actual Forces Axial Shear I Mom -x (k) (k) (in-k) 210.33 19 72 58.05 210.77 16.56 0.00 223.57 16.56 0.00 60 59 Y 64 Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) 6 1.000 3.63 2.75 3.75 0.00 175 175 3.38 6 1 125 4.25 3.00 4.00 0.00 2.00 2.00 3.75 6 1 125 4.00 3.00 4.00 0.00 2.00 2.00 3.75 6 1 125 4.25 3.00 4.00 0.00 2.00 2.00 3.75 Shear Plate Bolt Flange Stem Shear Tension Capacity Capacity Weld Size Weld Size Type (k) (k) (k) (k) (in.) (in.) 266.93 173.49 0.1875 0.2500 Flange 3.375 268.30 205.53 0.2500 0.1875 Flange 3.750 259.05 220.30 0.2500 0.2500 Flange 3.750 268.30 205.64 0.2500 0.1875 Flange 3.750 Actual Stresses Axial I Shear I Bnd -X (ksi) I (ksi) I (ksi) 23.37 5.84 2.72 23.42 4.91 0.00 24.84 4.91 0.00 Gusset Length Width (in.) (in.) 6.000 6.250 6.000 6.000 Allowable Stresses I Axial Shear Bnd -X (ksi) I (ksi) I Qcsi) 25.87 20.00 30.00 25.75 20.00 30.00 25.75 20.00 30.00 VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 194 of 221 Gusset to Gusset to Thick. Plate Flange (in.) Weld Size Weld Size (in.) (in.) 0.500 0.2500 0.1875 0.500 0.1875 0.1875 0.500 0.2500 0.2500 0.500 0.1875 0.1875 Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with Stress Condition Sum% I Bnd +Ax I Shear 1.02 0.29 0.91 0.25 0.96 0.25 VP BUILDINGS VARCO- PRUOEN Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Top Chord Effective Section Properties Mem.' Design' Loc.' Aeff Set I Seb I Lx Ly CMx No. Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 58 515 1.500 8.06 19.99 6.05 6.250 4 750 1.00 60 515 3.800 8.06 19.99 6.05 4 750 4 750 1.00 64 515 2.813 8.06 19.99 6.05 3.750 4 750 1.00 Top Chord Gross Section Properties Design' Tee Flange Group 515 1 8.0 x 0.7500 Bottom Chord 1 Actual Forces Mem.' Design' Shear' Loc.' Load' Axial Shear Mom -x No. Group Case (ft) Case (k) (k) (in -k) 59 I 263 1 5 1 4.750 1 4 1 166.60' 18.40 10 00 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties Mem. 1 Design 1 Loc. 1 Aeff 1 Set Seb Lx Ly CMx No. Group (ft) (in.2) (in.3) I (in.3) (ft) (ft) 4 59 I 263 1 4 4.883 50 1 5.53 1 12.73 1 5.22 1 8.500 9.500 1 1.00 Bottom Chord Gross Section Properties Design' Tee Flange Group 263 1 8.0 x 0.3750 Lattice Gusset Data for Section TRX022 Type X -Loc Y -Loc Axial (k) Top Chord 1 85/0/0 1 39/10/4 1 7.06 Bottom Chord 1 99/3/6 1 33/7/12 1 16.56 VPC File:CA0501692 010E1 vpc Tee Web 6.0 x 0.5000 Calculations Package Design' Size 'Spacing' Area' Rx Ry Rp H Group (in.) (in.2) (in.) (in.) (in.) 11 I L 3.0 x 2.0 x 0.1875 1 0.500 1 0.92 1 0.961 1 0.435 1 1.585 Tee Web Area Rx Ry J Cw Ixx Iyy Sxt Sxb Qs Qs (in.2) I (in.) I (in.) (in.4) (in.6) (in.4) (in.4) (in.3) (in.3) Flange Stem 6.0 x 0.5000 6.00 1 2.01 1 1.64 1 0.391 1 1.01 1 24.28 1 16.06 1 13.63 1 5.28 1 1.00 1 1.00 Lattice Truss Design Member Summary for Section TRX022 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) End 1 End 2 Weld Weld Weld Actual Forces Lattice Allowable Stress Mem. Design Qty No. Len Gusset Gusset Length Length Size No. Group Spacers (ft) Criteria Criteria Criteria (in.) (in.) 56 23 2 2 8.004 Omit L3 at Omit L3 at 8.00 0.1875 Gusset Gusset 57 11 1 0 5.000 Sum of Shear 5.00 0.1875 4.09 -8.42 25.33 9 70 -0.87 4 Lag and L3 61 23 2 2 6.897 Omit L3 at Lap 8.00 0.1875 20.23 18.41 50.55 23.68 -0.78 96 Surplus 62 23 2 2 6.250 Omit L3 at Omit L3 at 8.00 0.1875 7.61 20.70 50.55 25.42 -0.81 5 Gusset Gusset 63 8 2 5.000 Omit L3 at 5.00 0.1250 2.86 -6.63 19.86 6.51 1.02 4 Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Shear (k) 1.53 23.35 Area Rx (in Ry J Cw Ixx Iyy Sxt Sxb Qs Qs (in.2) (in.) (in.) (in.4) (in.6) (in.4) (in.4) (in.3) (in.3) Flange Stem 1 9.00 1 1.89 1 1.89 1 1.375 1 2.40 1 32.06 1 32.06 1 21.38 1 6.11 1 1.00 1 1.00 Moment (in -k) 3.79 16.04 Actual Stresses Axial 1 Shear 1 Bnd -X (ksi) 1 (ksi) 1 (ksi) 15.88 5.06 0.00 30.12 I 5 77 I 0.00 0.70 0.59 Length (in.) 12 9 J (in.4) 0.024 0.012 1 Allowable Stresses Axial Shear Bnd -X (ksi) (ksi) (ksi) 18.87 20.00 30.00 30.00 20.00 30.00 Tension (k) 25.81 Compress. (k) 19.58 Cw 1 Ixx (in.6) 1 (in.4) 0.0115 0.0058 1.6900 0.8470 Width 1 Thick. 1 Gusset to Stem (in.) 1 (n.) 1 Weld Size (in.) 2.000' 0.5000' 0.1875 4.000 0.5000 0.1875 Tension (k) 50.55 VPC Version .5.3b Date: 11/9/2005 Time:4 PM Page: 195 of 221 Iyy (in.4) 1.5377 0.3050 1 Stress Condition Sum Bnd +Ax Shear 0.84 0.25 1.00 0.29 Compress. Ratio Load (k) Axial Case 20.53 -0.95 5 Gusset to Plate I Lattice Weld Size (in.) Quantity VP BUILDINGS VARCO- PRUUEN Splice Location at 0.000 (ft) for Section TRX023 Type Field Splice Data for Section TRX023 Type X -Loc Depth Length Width Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) (in.) (in.) (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) TPBC1 99/3/6 60.00 11.00 10.00 1.250 6 1125 4.00 3.00 4.00 0.00 2.00 2.00 3.75 TPTC1 99/8/6 60.00 11.25 9.00 1.250 6 1125 4.25 3.00 4.00 0.00 2.00 2.00 3.75 TPBC2 146/7/7 60.00 14.63 10.00 0.875 6 0.875 413 2.50 3.50 0.00 3.50 1.50 3.06 TPTC2 147/0/7 60.00 10.25 9.00 0.875 6 0.875 3.88 2.50 3.75 0.00 2.38 1.50 3.06 Tension Ld Tension Shear (k) Cs (k) TPBC1 4 169.84 TPTC1 87 146.94 TPBC2 71 92.97 TPTC2 5 106.32 Top Chord 4.31 2.50 33.16 1.57 Ld Cs 5 4 4 4 VPC File:CA0501692 010E1 vpc Note: Bolting Plates are designed for all Load Cases. accompanying tension. Truss Plate Top Endl TPTC1 Truss Plate Bottom End l TPBC1 Truss Plate Top End2 TPTC2 Truss Plate Bottom End2 TPBC2 Shear Plate Bolt Flange Stem Shear Tension Capacity Capacity Weld Size Weld Size (k) (k) (k) (k) (in.) (in.) 16.82 4.39 50.73 4.39 97.09 0.01 0.01 5.81 Actual Forces Mem. Design Shear Loc. Load I Axial Shear Mom -x No. Group Case (11) Case (k) (k) (in -k) 66 568 5 1.950 4 224.02 20.64 40.64 70 568 5 3.800 4 217.82 20.64 0.00 72 568 5 3.800 4 218.26 24 75 -0.00 76 568 5 3.800 4 190.53 24 75 -0.00 78 568 2 3.800 4 190.97 28.90 0.00 82 568 2 3.800 4 142.51 28.90 0.00 84 568 4 3.800 4 142.95 39.36 -0.00 88 568 4 3.800 4 73.71 39.36 0.00 90 568 4 3.800 4 7415 50.28 -0.00 94 568 4 3.750 5 106.32 50.28 0.00 Chord Design Notes: Calculations Package Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 196 of 221 Gusset Gusset to Gusset to Type Length Width Thick. Plate Flange (in.) (in.) (in.) Weld Size Weld Size (in.) (in.) 308.39 207.07 0.2500 0.1875 Flange 3.750 6.000 0.375 0.1875 0.2500 298.37 210.22 0.2500 0.2500 Flange 3.750 6.000 0.625 0.2500 0.2500 110.20 95.16 0.1875 0.2500 124.41 105.81 0.2500 0.2500 Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with Actual Stresses I Allowable Stresses I Stress Condition Axial Shear Bnd -X I Axial Shear Bnd -X I Sum (ksi) (ksi) (ksi) I (ksi) (ksi) (ksi) Bnd +Ax Shear 22.98 4.89 1.80 25.66 20.00 30.00 0.97 0.24 22.34 4.89 0.00 25.66 20.00 30.00 0.87 0.24 22.39 5.87 0.00 25.66 20.00 30.00 0.87 0.29 19.54 5.87 0.00 25.66 20.00 30.00 0.76 0.29 19.59 6.85 0.00 25.66 20.00 30.00 0.76 0.34 14.62 6.85 0.00 25.66 20.00 30.00 0.57 0.34 14.66 9.33 0.00 25.66 20.00 30.00 0.57 0.47 7.56 9.33 0.00 25.66 20.00 30.00 0.29 0.47 7.60 11.92 0.00 25.66 20.00 30.00 0.30 0.60 12.06 11.92 0.00 30.00 20.00 30.00 0.40 0.60 VP BUILDINGS VARCO- PRUDEN Top Chord Effective Section Properties Mem. Design Loc. Aeff Set Seb Lx Ly CMx No. Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 66 568 1.950 8.81 2113 7.37 5.750 4.750 1.00 70 568 3.800 8.81 21 13 7.37 4 750 4.750 1.00 72 568 3.800 8.81 21 13 7.37 4 750 4 750 1.00 76 568 3.800 8.81 21 13 7.37 4 750 4.750 1.00 78 568 3.800 8.81 21 13 7.37 4 750 4.750 1.00 82 568 3.800 8.81 21 13 7.37 4 750 4 750 1.00 84 568 3.800 8.81 21 13 7.37 4 750 4 750 1.00 88 568 3.800 8.81 21 13 7.37 4 750 4 750 1.00 90 568 3.800 8.81 21 13 7.37 4 750 4 750 1.00 94 568 3 750 8.81 21 13 7.37 3.750 4 750 1.00 Top Chord Design Group 568 1 Bottom Chord Gross Section Properties Tee Flange 8.0 x 0.7500 Design' Tee Flange Group 387 1 9.0 x 0.5000 Mem. Design Qty No. No. Group Spacers 67 23 2 2 Len (ft) 7.620 68 27 2 2 6.897 69 11 1 0 5.000 73 23 2 2 6.897 74 27 2 2 6.897 75 11 1 0 5.000 79 27 2 2 6.897 80 31 2 2 6.897 Bottom Chord Gross Section Properties VPC File:CA0501692 -010E1 vpc End 1 Gusset Criteria Tee Web 1 Actual Forces Mem. I Design Shear Loc. Load I Axial I Shear Mom -x No. Group Case (ft) Case (k) (k) (in -k) 65 387 5 5.750 4 169 42 22.82 0.00 71 387 5 4 750 4 151.59 26.92 0.00 77 387 4 4 750 4 113.04 34.00 -0.00 83 387 4 8.550 5 7143 44.94 -0.00 89 387 4 7.563 5 136.23 55.12 -0.00 Chord Design Notes: Bottom Chord Effective Section Properties Mem. Design I Loc. Aeff Set I Seb I Lx Ly CMx No. Group (ft) (in.2) (in.3) (in.3) (ft) (ft) 65 387 5.750 6.50 19.80 5.77 10.500 9.500 71 387 4.750 6.50 19.80 5 77 9.500 9.500 77 387 4 750 6.50 19.80 5.77 9.500 9.500 83 387 8.550 6.50 19.80 5 77 9.500 9.500 89 387 7.563 6.50 19.80 5.77 8.500 9.500 Tee Web 7.0 x 0.3750 Lattice Truss Design Member Summary for Section TRX023 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Calculations Package Area Rx (in.2) (in.) 6.0 x 0.6250 1 9 75 1 1.97 1 Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. End 2 Gusset Criteria Whitmore section 1.00 1.00 1.00 1.00 1.00 Ry I J (in.) (in.4) 1.81 1 1.613 Cw (in.6) 1 3.26 Actual Stresses Axial' Shear I Bnd -X (ksi) (ksi) (ksi) 26.07 8.11 0.00 23.32 9.57 0.00 17.39 12.09 0.00 10.03 15.98 0.00 19 12 19.60 0.00 Ixx (in.4) 37.82 1 Iyy (in.4) 32.12 1 Sxt (in.3) 22.60 1 Allowable Stresses I Axial (ksi) 30.00 30.00 30.00 20.74 20.74 Shear (ksi) 20.00 20.00 20.00 20.00 20.00 Bnd -X (ksi) 30.00 30.00 26.85 26.85 26.85 Date: 11/9/2005 Time:4.03.31 PM Page: 197 of 221 Sxb (in.3) 7 45 1 Stress Condition Sum Bnd +Ax 0.87 0.78 0.65 0.48 0.92 Qs Flange 1 1.00 Area Rx Ry J Cw Ixx I» Sxt Sxb Qs Qs (in.2) I (in.) I (in.) I (in.4) I (in.6) I (in.4) (in.4) I (in.3) (in.3) Flange' Stem 1 7 13 1 2.19 1 2.07 1 0.498 1 1 19 34 13 1 30.41 1 20.92 1 5.82 1 1.00 1 0.89 Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) Qs Stem 1.00 ov Shear 0.41 0.48 0.60 0.80 0.98 Weld Weld Weld Length Length Size Criteria (in.) (in.) Whitmore 15.00 0.1875 section Omit L3 at Lap 9.00 0.1875 14.59 28.47 60.22 33 78 -0.84 5 Surplus Sum of Shear 5.00 0.1875 Lag and L3 Omit L3 at Lap 10.00 0.1875 Surplus Omit L3 at Lap 11.00 0.1875 Surplus Sum of Shear 5.00 0.1875 Lag and L3 Omit L3 at Lap 11.00 0.1875 Surplus Omit L3 at Lap 12.00 0.1875 Surplus Actual Forces Lattice Allowable Stress Tension Compress. Tension Compress. Ratio Load (k) (k) (k) (k) Axial Case 28.04 20.71 50.55 20.47 1.01 96 3.42 7 47 25.33 9 70 -0.77 4 31 48 18.41 50.55 22.68 -0.81 96 21.83 3413 60.22 33.78 1.01 5 3.42 7 19 25.33 9 70 -0.74 4 37 13 26.07 60.22 33 78 -0.77 19 30.75 39.86 79.28 47.21 -0.84 2 VPC Version .5.3b VP BUILDINGS VARCO-PRUDEN 81 11 1 0 5.000 Sum of Shear 5.00 0.1875 3 42 -6.71 25.33 9 70 -0.69 4 Lag and L3 85 31 2 2 6.897 Omit L3 at Omit L3 at 14.00 0.1875 46.90 35.22 79.28 47.21 -0.75 19 Gusset Gusset 86 33 2 2 6.897 Omit L3 at Omit L3 at 11.00 0.3125 39.88 54.29 96.69 55.27 -0.98 4 Gusset Gusset 87 8 2 2 5.000 Omit L3 at Lap 5.00 0.1250 3.42 -6.02 19.86 6.51 -0.93 4 Surplus 91 31 2 2 6.897 Omit L3 at Lap 19.00 0.1875 61.99 -44.35 79.28 47.21 -0.94 19 Surplus 92 34 2 2 6.250 Omit L3 at Omit L3 at 15.00 0.2500 44 43 -62.85 98.07 65.37 -0.96 4 Gusset Gusset 93 8 2 5.000 Omit L3 at 5.00 0.1250 3.26 -4.39 19.86 6.51 -0.67 4 Gusset Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Note:Structural Channel C6x8.2 substituted for lattice per DM 2.10. Design Size Spacing Area Rx Ry Rp H J Cw Ixx lyy Group (in.) (in.2) (in.) (in.) (in.) (in.4) (in.6) (in.4) (in.4) 23 L 3.0 x 2.0 x 0.1875 0.625 1.83 0.961 0.966 1.614 0.71 0.024 0.0115 1.6900 1 7077 27 L 3.0 x 3.0 x 0.1875 0.625 2.18 0.933 1 461 1.879 0.85 0.027 0.0180 1.9000 4.6526 11 L 3.0 x 2.0 x 0.1875 0.92 0.961 0.435 0.59 0.012 0.0058 0.8470 0.3050 31 L 3.0 x 3.0 x 0.25 0.625 2.87 0.926 1 475 1.883 0.86 0.063 0.0413 2.4600 6.2456 33 L 3.0 x 2.0 x 0.375 0.625 3.50 0.937 1.013 1.619 0.73 0.171 0.0826 3.0700 3.5919 8 L 1.5 x 1.5 x 0.125 0.625 0.72 0.465 0.869 1.049 0.88 0.004 0.0006 0.1555 0.5424 34 L 3.0 x 3.0 x 0.3125 0.625 3.55 0.918 1 490 1.887 0.86 0.119 0.0780 2.9900 7.8804 Lattice Gusset Data for Section TRX023 Type X -Loc Y -Loc I Axial I Shear (k) I (k) Bottom Chord 99/3/6 33/7/12 16.02 18.42 Top Chord 133/10/0 35/9/6 1.38 -49.96 Bottom Chord 146/7/7 29/8/6 -46.09 34.57 Calculations Package Moment Length Width Thick. Gusset to Stem Gusset to Plate Lattice (in -k) I (in.) I (in.) I (in.) Weld Size (in.) Weld Size (in.) Quantity 2.00 15 4.000 0.3750 0.1875 1 337.20 24 3.000 0.6250 0.2500 1 11.52 12 4.000 0.3750 0.2500 0.2500 1 VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time: 4 PM Page: 198 of 221 VP BUILDINGS VARCO•FRU°EN Splice Location at 0.000 (ft) for Section TRX024 Type Ld Cs 96 Tension Tension Shear Ld (k) (k) Cs TPBC1 71 92.97 33.16 4 50.73 0.01 TPTC1 5 106.32 1.57 4 4.39 5.81 TPBCK 36 447.92 0.00 0 0.00 0.00 TPTCK 36 482.11 0.00 4 75.23 259.68 Note: Bolting Plates are designed for all Load Cases. accompanying tension. Truss Top Chord Plate Knee TPTCK Truss Bottom Chord Plate Knee TPBCK Truss Plate Top Endl TPTC1 Truss Plate Bottom Endl TPBC1 Top Chord 1 Mem. I Design No. Group 96 485 100 485 102 485 VPC File:CA0501692 -010E1 vpc Calculations Package 128.96 95.34 106.87 105.81 504.90 311.02 300.00 304.11 1 Actual Forces I Shear I Loc. Load Axial Shear Mom -x Case (ft) Case (k) I (k) I (in-k) 4 1.000 5 106.30 61.53 17.05 4 2.500 5 192.50 61.53 13.58 4 5.000 2 161.88 70.20 96.71 0.3125 0.2500 FP FP a I/ Shear Plate Bolt Flange Stem Shear Tension Capacity Capacity Weld Size Weld Size (k) (k) .(k) (k) (in.) (in.) 0.2500 0.2500 0.3125 FP Type Actual Stresses Axial I Shear I Bnd -X I (ksi) (ksi) (ksi) 13.34 11 41 1.50 24 16 11 41 1 19 20.31 13.02 8.49 101 102 Field Splice Data for Section TRX024 Type X -Loc Depth Length Width Thick. Num. Bolt Pitch Pitch2 Gage Gage2 Edge Edge Adjustl (in.) (in.) (in.) (in.) Of Diam. (in.) (in.) (in.) (in.) Inside Outside (in.) Bolts (in.) (in.) (in.) TPBC1 146/7/7 60.00 11.63 11.00 0.875 6 0.875 413 2.50 3.50 0.00 3.50 1.50 3.06 TPTC1 147/0/7 60.00 10.25 7.00 0.875 6 0.875 3.88 2.50 3.75 0.00 2.38 1.50 3.06 TPBCK 164/4/8 60.00 J4.75 11.00 1.500 6 1.500 5.50 4.00 100 0.00 TPTCK 164/9/8 60.00 14.25 11.00 1.500 6 1.500 5.00 4.00 5.00 0.00 Gusset Length Width Thick. (in.) (in.) (in.) 5 8 0.50 4,75 11 0.625 Allowable Stresses Axial 1 Shear 1 Bnd -X (ksi) 1 (ksi) I (ksi) 30.00 20.00 30.00 30.00 20.00 30.00 30.00 20.00 30.00 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlling forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. VPC Version .5.3b Date: 11/9/2005 Time:4.03.31 PM Page: 199 of 221 L Gusset to Gusset to Plate Flange Weld Size Weld Size (in.) (in.) 01875 01875 0'375 0.3125 Cases listed in table represent Maximum Tension with accompanying shear and Maximum Shear with 1 Stress Condition Sum Bnd +Ax 0.49 0.84 0.96 Shear 0.57 0.57 0.65 VP BUILDINGS VARCO- PRUDEN Top Chord Effective Section Properties Mem. I Design I Loc. Aeff Set Seb Lx Ly CMx No. Group (ft) (n.2) 1 (in.3) (in.3) I (ft) 1 (ft) 96 485 1.000 7.97 21.51 1111 5.750 4.750 1.00 100 485 2.500 7.97 21.51 11 11 5.000 4 750 1.00 102 485 5.000 7.97 21.51 1111 9.325 2.500 1.00 Calculations Package Top Chord Gross Section Properties Design Tee Flange I Tee Web I ea Rx 1 Ry) 1 mJ 1 Cw 1 (Ixx I Iyy Sxt I Sxb I Qs 1 Qs Group m.2) (in.) (in. .4) (in.6 in.4) (in.4) (in.3) (in.3) Flange Stem 1 485 6.0 x 0.6250 1 8.0 x 0.6250 1 8.75 1 2.76 1 1 14 1 1.139 1 4.26 1 66.64 I 11 41 1 24.00 1 11 40 1 1.00 1 1.00 I Bottom Chord 1 1 Actual Forces 1 Actual Stresses 1 Allowable Stresses I Stress Condition 1 Mem. Design I Shear I Loc. Load Axial Shear Mom -x Axial Shear Bnd -X Axial Shear Bnd -X Sum /o No. Group Case (ft) Case I (k) (lc) I (in -k) (ksi) I (ksi) I (ksi) I (ksi) I (ksi) I (ksi) I Bnd +Ax Shear 95 917 14 1 7.332 5 1-209 34.52 I 70.20 I O 0.00 14.94 00 23.89 1 15.60 I 0.00 1 24.05 1 20.00 I 30.00 1 0 99 1 0.78 Chord Design Notes: Actual chord stresses are based on effective or gross section properties depending on location of controlmg forces along Chord length. Actual chord shears shown occur at locations of controlling axial and bending forces. The maximum chord shear is not reflected in table. Bottom Chord Effective Section Properties Mem. I Design 1 Loc. I Aeff Set Seb Lx Ly CMx No. Group (ft) (in.2) I (in.3) (in.3) (ft) I (ft) I I 95 101 1 917 1 7.332 1 12.75 1 43 09 1 11.04 ,1 9.525 110.0001 1.01 Bottom Chord Gross Section Properties Design Tee Flange I Tee Web Area 1 Rx I Ry 1 J I Cw I Ixx I Iyy I Sxt Group (in.2) (in.) (in.) (in.4) (in.6) (in.4) (in.4) (in.3) 917 I 10.0 x 1.0000 1 8.0 x 0.5000 1 14.00 1 2.39 1 2.44 1 3.667 1 9.08 1 80.02 1 83 42 1 44.81 Lattice Truss Design Member Summary for Section TRX024 Note:Unequal leg fillet welds used for welds up to 0.500 in. only Weld size shown is the small leg and other leg is 0.125 in. larger (See WS -TL 11) 1 End 1 End 2 Weld Weld Weld Actual Forces I Lattice Allowable 1 Stress Mem. Design Qty No. Len 1 Gusset Gusset Length Length Size Tension Compress.) Tension 'Compress.] Ratio Load No. Group Spacers (ft) Criteria Criteria Criteria (in.) (in.) (k) (k) (k) (k) Axial Case 97 36 2 2 7.620 Omit L3 at Omit L3 at 25.00 0.1875 84.00 58.11 106.91 64 78 -0.90 19 Gusset Gusset 98 39 2 2 7.071 Omit L3 at Lap 20.00 0.2500 59.65 -87.02 132.60 97.83 -0.89 4 Surplus 99 11 1 0 5.000 Omit L3 at Lap 6.00 0.1875 7.21 7.99 25.33 9 70 -0.82 4 Surplus 103 42 2 2 10.581 Whitmore 31.00 0.4375 148.57 100.74 206.91 100.44 1.00 19 section Lattice Design Notes:Allowable Tension and Compression values listed in table represent the angle capacities not the capacity of welds. Design Size Spacing Area Rx R R H J 8n P g Y P Group (in.) 1 (in.2) (in.) I (in.) (in.) (in.4) 36 L 4.0 x 4.0 x 0.25 0.625 3.87 1.250 1.868 2.444 0.84 0.088 39 L 4.0 x 4.0 x 0.3125 0.625 4.80 1.240 1.885 2.447 0.85 0.166 11 L3.0 x 2.0 x 0.1875 0.92 0.961 0.435 0.59 0.012 42 L 4.0 x 4.0 x 0.5 0.625 7 49 1.210 1.924 2.456 0.86 0.644 YY (in.6) I (in.4) (in.4) 0.1010 6.0000 13.5042 0.1926 7.3500 17.0528 0.0058 0.8470 0.3050 0.7324 11.0000 27 7244 Lattice Gusset Data for Section TRX024 Type I X -Loc Y -Loc I I Axial I Shear Moment I Length I Width I Thick. I Gusset to Stem I Gusset to Plate I Lattice 1 (k) (k) in -k) (in.) (i (in.) Weld Size (in.) Weld Size (in.) Quantity Bottom Chord 1 146/7/7 1 29/8/6 I 33.39 I 38.40 1 32.55 1 17 1 3.000 1 0.5000 I 0.1875 I 1 1 1 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 200 of 221 Sxb I Qs Qs (in.3) I Flange Stem 11.09 1.00 1.00 VP BUILDINGS VARCO- PRUDEN Deflection Load Combinations ■ramin No. Origin Factor Def H Def V 1 System 1.000 2 System 1.000 3 System 1.000 4 System 1.000 5 System 1.000 6 System 1.000 7 System 1.000 8 System 1.000 9 System 1.000 10 System Derived 1.000 11 System Derived 1.000 12 System Derived 1.000 13 System Derived 1.000 14 System Derived 1.000 15 System Derived 1.000 16 System Derived 1.000 17 System Derived 1.000 18 System 1.000 19 System 1.000 20 System 1.000 21 System 1.000 22 System Derived 1.000 23 System Derived 1.000 24 System Derived 1.000 25 System Derived 1.000 26 System Derived 1.000 27 System Derived 1.000 28 System Derived 1.000 29 System Derived 1.000 30 System 1.000 31 System 1.000 32 System Derived 1.000 33 System Derived 1.000 VPC File:CA0501692 01OE1 vpc 0 180 1.O L 0 180 1.0 S 0 180 1.OS +1.OSD 0 180 1.0 US1* 0 180 1.0 *US1 0 180 0.700 Wl> 0 180 0.700 <W1 0 180 0.700 W2> 0 180 0.700 <W2 0 180 0.700 WPA1 0 180 0.700 WPD1 0 180 0.700 WPA2 0 180 0.700 WPD2 0 180 0.700 WPB1 0 180 0.700 WPC1 0 180 0.700 WPB2 0 180 0.700 WPC2 60 0 0.700 WI> 60 0 0.700 <W1 60 0 0.700 W2> 60 0 0.700 <W2 60 0 0.700 WPA1 60 0 0.700 WPD1 60 0 0.700 WPA2 60 0 0.700 WPD2 60 0 0.700 WPB1 60 0 0.700 WPC1 60 0 0.700 WPB2 60 0 0.700 WPC2 60 0 0.600 E> 0.700 EG- 60 0 0.600 <E 0.700 EG- 60 0 0.600 EB> 60 0 0.600 <EB Maximum Frame Deflection Summary for Cross Section: E Description 1 Deflection (in.) Max. Horizontal Deflection I -0.609 Max. Vertical Deflection for Span 1 5.683 Calculations Package Ratio (H/640 I/345 Application (Member! Joint 1 Load Case 1 4 2 1 1 5 9 I L S S SD US1* *US1 WI> <WI W2> <W2 WPA1 WPD1 WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 Wl> <WI W2> <W2 WPA1 WPDI WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 E> EG- <E EG- EB> <EB VPC Version .5.3b Date: 11/9/2005 Time:4 PM Page: 201 of 221 Description Load Case Description <WI *US 1 Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VP BUILDINGS VARCO- PRUDEN Wall. 5, Frame at: 86/6/8 Frame Cross Section: E.9 Dimension Key 1 8 1/2' 2 4' -0' 3 3' 5 1/4 4 1 -6 11 /16" 5 1 -8 1/8' 6 2 @1- 67/16' 7 2 2'-4 1/2' 8 4 @2'-6' 9 1 -0' 10 2' -6' 11 2 @1 -83/4' 12 3 3/8" 13 40' -6 3/4' _q" 94L9" 4.L.,9" r RAivl r t e (2.7 4 Q;24 /rip a 3" 9419" Frame Clearances Horiz. Clearance between members 1(CX009) and 17(CX010): 164' 1 Vert. Clearance at member 1(CX009): 30'-6 3/16' Vert. Clearance at member 17(CX010): 31 -0' Vert. Clearance at member 18(EPX008): 33' 11 11/16' Vert. Clearance at member 19(EPX009): 36' 2 13/16' Vert. Clearance at member 20(EPX010): 38' -9 3/16' Vert. Clearance at member 21(EPX011): 37' 2 7/16' Vert. Clearance at member 22(EPX012): 34'-4 11/16' Finished Floor Elevation 100' -0' (Unless Noted Otherwise) Calculations Package T T FRAME LINE(S) E.9 94' Full Frame Endwall Rafter 1 -1/2" I 3" J tS N 5/16 L 6" Slotted Hole 972,9' 13/16" x1 7/8" Full Frame Clip t 3/8" Wind Cdumn VPC File:CA0501692 -010E1 vpc VPC Version :5.3b Date: 11/9/2005 Time: 4 03.31 PM Page: 202 of 221 VP BUILDINGS VARCO- PRUUEN Calculations Package Date: 11/9/2005 Time: 4 PM Page: 203 of 221 Frame Location Design Parameters: I Location 1 Avg. Bay Space 1 Description 1 Angle 1 Group 1 Trib. Override 1 Design Status 86/6/8 1 11/8/12 ICB Endframe at Line 'F' 1 90.0000 1 1 1 Stress Check DESCRIPTION VP Buildings CONTINUOUS BEAM Frames (Type 'CB ")are solid -web framing consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns at the sidewall and also supported by one or more uniform depth interior columns. The frame is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS. The boundary conditions established for CONTINUOUS BEAM Frames assume the rafter beam is a fully continuous member spanning from building eave to building eave, rigidly attached to the sidewall columns and typically pin connected (free to rotate) to one or more interior columns. The Exterior Columns and Interior Columns are typically pin connected (free to rotate) at their base. DESIGN CONTINUOUS BEAM Frames are designed in accordance with the AISC 'Specification for Structural Steel Buildings' 9th Edition. MATERIAL. Structural steel plate, bar and/or sheet intended for use in CONTINUOUS BEAM Frames welded constructions typically will be of material based on the requirements of ASTM A529, A572, A570, or A607 Grade 50. DESCRIPTION VP Buildings FRAMES are typically solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns, and are designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS. The boundary conditions established for VP Buildings FRAMES assume the rafter beam is a fully continuous member spanning from building eave to building eave, with exterior columns rigidly attached (moment- resisting connection). The Exterior Columns and Interior Columns, if any are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN• VP Buildings FRAMES are designed in accordance with the AISC Specification for Structural Steel Buildings' 9th Edition. MATERIAL. Structural steel plate, bar, and/or sheet intended for use in VP Buildings FRAME welded constructions typically will be of material based on the requirements of ASTM A529 A572, A570, or A607 Grade 50. Design Load Combinations Framin No. Origin Factor Application Description 1 System 1.000 1.O D+ 1.O CG 1.O L D CG L 2 System 1.000 1.O D+ 1.O CG 1.O S D CG S 3 System 1.000 1.OD +1.00G +1.0S +1.OSD D +CG +S +SD 4 System 1.000 1.0 D 1.0 CG 1.0 US1* D +CG +US1* 5 System 1.000 1.OD +1.0CG +1.0 *US1 D +CG *US1 6 System 1.000 1.OD +1.OWI> D +WI> 7 System 1.000 1.0D +1.0 <W1 D <W1 8 System 1.000 1.0 D 1.0 W2> D W2> 9 System 1.000 1.0 D 1.0 <W2 D <W2 10 System 1.000 1.OD +1.00G +0.750L +0.750W1> D+CG +L +WI> 11 System 1.000 1.O D 1.O CG 0.750 L 0.750 <W1 D CG L <W 1 12 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 W2> D CG L W2> 13 System 1.000 1.0 D+ 1.0 CG 0.750 L+ 0.750 <W2 D CG L <W2 14 System 1.000 1.0D +1.0CG +0.7505 +0.750WI> D +CG +S +WI> 15 System 1.000 1.0 D+ 1.0 CG 0.750 S +0.750 <W1 D CG S <W 1 16 System 1.000 1.0 D+ 1.0 CG 0.750 S 0.750 W2> D CG S W2> 17 System 1.000 1.0 D 1.0 CG 0.750 S 0.750 <W2 D CG S <W2 18 System 1.000 D.600 D 1.0 W 1> D W l> 19 System 1.000 D.600 D 1.0 <W1 D <W 1 20 System 1.000 0.600 D 1.0 W2> D W2> 21 System 1.000 0.600 D 1.0 <W2 D <W2 22 System 1.000 1.O D 1.O CG 0.910 E> 0.700 EG+ D CG F> EG+ 23 System 1.000 1.0 D 1.0 CG 0.910 <E 0.700 EG+ D CG <E EG+ 24 System 1.000 1.O D 1.O CG 0.750 L 0.975 E> 0.750 EG+ D CG L E> EG+ 25 System 1.000 1.0 D 1.0 CG 0.750 L 0.975 <E 0.750 EG+ D CG L <E EG+ 26 System 1.000 0.600 D 0.600 CG 0.910 E> 0.700 EG- D CG E> EG- 27 System 1.000 0.600 D 0.600 CG 0.910 <E 0.700 EG- D CG <E EG- 28 System 1.275 0.900 D 0.900 CG 1.300 E> 1.0 EG- D CG E> EG- 29 System 1.275 0.900 D 0.900 CG 1.300 <E 1.0 EG- D+ CG <E EG- 30 System 1.275 1.200 D 1.200 CG 0.200 S 1.300 E> 1.0 EG+ D CG S E> EG+ 31 System 1.275 1.200 D 1.200 CG 0.200 S 1.300 <E 1.0 EG+ D+CG+S+<E+EG+ 32 Special 1.275 0.900 D 0.900 CG 2.500 E> 1.0 EG- D+ CG E> EG- 33 Special 1.275 0.900 D 0.900 CG 2.500 <E 1.0 EG- D CG <E EG- 34 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 E> 1.0 EG+ D CG S E> EG+ 35 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ D+CG+S+<E+EG+ VPC File:CA0501692 -01OE1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN 36 AISC Special 1 700 37 AISC Special 1 700 38 AISC Special 1 700 39 AISC Special 1 700 40 System Derived 1.000 41 System Derived 1.000 42 System Derived 1.000 43 System Derived 1.000 44 System Derived 1.000 45 System Derived 1.000 46 System Derived 1.275 47 System Derived 1.275 48 System Derived 1.275 49 System Derived 1.275 50 Special 1.275 51 Special 1.275 52 System Derived 1.000 53 System Derived 1.000 54 System Derived 1.000 55 System Derived 1.000 56 System Derived 1.000 57 System Derived 1.000 58 System Derived 1.275 59 System Derived 1.275 60 System Derived 1.275 61 System Derived 1.275 62 Special 1.275 63 Special 1.275 64 System Derived 1.000 65 System Derived 1.000 66 System Derived 1.000 67 System Derived 1.000 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 System Derived 1.000 85 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 88 System Derived 1.000 89 System Derived 1.000 90 System Derived 1.000 91 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 VPC File:CA0501692 -010E1 vpc Calculations Package 0.900 D 0.900 CG 0.900 D 0.900 CG 1.200 D 1.200 CG 0.200 S 1.200 D 1.200 CG 0.200 S 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 EB> 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 EB> 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 EB> 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 EB> 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 EB> 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 EB> I. 200D+ 1.200CG +0.200S +0.390E> +1.O EG+ +1 400 EB> 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 EB> 0.900 D 0.900 CG 2.500 EB> 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 <EB 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 <EB 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 <EB 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 <EB 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 <EB 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 <EB 0.900 D 0.900 CG 2.500 <EB 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ 1.OD +1.OWPA1 1.0 D 1.0 CG 0.750 L 0.750 WPA1 1.0 D 1.0 CG 0.750 S 0.750 WPA1 0.600 D 1.0 WPA1 1.0 D +1.OWPD1 1.0 D 1.0 CG 0.750 L 0.750 WPD1 1.0 D 1.0 CG 0.750 S 0.750 WPD1 0.600 D 1.0 WPD1 1.0 D 1.0 WPA2 I.0 D+ 1.0 CG +0.750 L +0.750 WPA2 1.0 D 1.0 CG 0.750 S 0.750 WPA2 0.600 D 1.0 WPA2 1.0 D 1.0 WPD2 1.0 D 1.0 CG 0.750 L 0.750 WPD2 1.0 D 1.0 CG 0.750 S 0.750 WPD2 0.600 D 1.0 WPD2 1.OD +1.OWPB1 1.0 D 1.0 CG 0.750 L 0.750 WPB 1 1.0 D 1.0 CG 0.750 S 0.750 WPBI D.600 D 1.0 WPB1 1.OD +1.OWPC1 1.0 D 1.0 CG +0750 L +0.750 WPC1 1.0 D 1.0 CG 0.750 S 0.750 WPC1 D.600 D 1.0 WPC1 1.0 D 1.0 WPB2 1.0 D 1.0 CG 0.750 L 0.750 WPB2 1.0 D 1.0 CG 0.750 S 0.750 WPB2 0.600 D 1.0 WPB2 1.0 D 1.0 WPC2 1.0 D 1.0 CG 0.750 L 0.750 WPC2 1.0 D 1.0 CG 0.750 S 0.750 WPC2 0.600 D 1.0 WPC2 VPC Version .5.3b Date: 11/9/2005 Time:4 PM Page: 204 of 221 D CG D CG D CG S D +CG +S D +CG +E> +EG+ +EB> D CG <E EG+ EB> D+CG+L +E>+EG++EB> D+CG+L+<E +EG++EB> D CG E> EG- EB> D +CG +<E EG- +EB> D CG E> EG- EB> D CG <E EG- EB> D+CG+S +E>+EG++EB> D+CG+S+<E +EG++EB> D CG EB> EG- D CG S EB> EG+ D CG E> EG+ <EB D CG <E EG+ <EB D+CG+L +E>+EG11 <EB D+CG+L+<E +EG++<EB D CG E> EG- <EB D +CG <E EG- <EB D CG E> EG- <EB D +CG +<E +EG <EB D+CG+S +E>+EG++<EB D+CG+S+<E +EG11 <EB D CG <EB EG- D CG S <EB EG+ D WPA1 D +CG +L +WPM D CG S WPA1 D WPA1 D WPD1 D +CG +L +WPD1 D +CG +S +WPD1 D WPD1 D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 D CG S WPD2 D WPD2 D WPB1 D +CG +L +WPB1 D +CG+S +WPB1 D WPB1 D WPC1 D +CG +L +WPC1 D +CG +S +WPC1 D WPC1 D WPB2 D CG L WPB2 D CG S WPB2 D WPB2 D WPC2 D CG L WPC2 D CG S WPC2 D WPC2 VP BUILDINGS V*RCO- PRUDEN• Calculations Package Frame Member Releases Member 1 Joint 1 1 Joint 2 18 No Yes 19 No Yes 20 No Yes 21 No Yes 22 No Yes 23 No Yes 24 No Yes Date: 11/9/2005 Time: 4 PM Page: 205 of 221 Frame Member Sizes Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.2 1 6.00 0.3750 0.1345 12.00 28.00 32.33 838.2 50.00 50.00 BP KN 3P 2 5.00 0.3750 0.1644 30.00 30.00 11.90 320.5 50.00 50.00 KN SS 3P 3 5.00 0.2500 0.1644 30.00 18.00 9 75 226.5 50.00 50.00 SS SP 3P 4 5.00 0.2500 0.1345 18.00 18.00 10.76 193.1 50.00 50.00 SP SS 3P 5 5.00 0.1875 0.1345 18.00 9.00 13.91 178.4 50.00 50.00 SS SP 3P 6 5.00 0.1875 0.1345 9.00 16.00 10.94 136.6 50.00 50.00 SP SS 3P 7 5.00 0.1875 0.1345 16.00 10.00 13 47 163.8 50.00 50.00 SS SS 3P 8 5.00 0.1875 0.1345 10.00 10.00 1141 123.0 50.00 50.00 SS SS 3P 9 5.00 0.1875 0.1345 10.00 10.00 2.45 32.8 50.00 50.00 SS SP 3P 10 5.00 0.1875 0.1345 10.00 10.00 10.00 114.2 50.00 50.00 SP SS 3P 11 5.00 0.2500 0.1345 10.00 10.00 11.27 144.8 50.00 50.00 SS SS 3P 12 5.00 0.2500 0.1345 10.00 10.00 10.74 146.9 50.00 50.00 SS SP 3P 13 5.00 0.2500 0.1345 10.00 16.00 1715 252.8 50.00 50.00 SP SS 3P 14 5.00 0.2500 0.1345 16.00 16.00 10.73 177.8 50.00 50.00 SS SP 3P 15 5.00 0.2500 0.1345 16.00 16.00 14.73 240.2 50.00 50.00 SP SS 3P 16 5.00 0.2500 0.1345 16.00 24.00 9.96 163.3 50.00 50.00 SS KN 3P 17 5.00 0.2500 0.1345 12.00 26.00 32.33 592.6 50.00 50.00 BP KN 3P 18 15.00 0.3750 0.1875 15.00 15.00 33.47 16391 50.00 50.00 BP CP 3P 19 13.00 0.5000 0.1875 15.00 15.00 35.73 1944.9 50.00 50.00 BP CP 3P 20 13.00 0.5000 0.1875 15.00 15.00 38.27 2080.8 50.00 50.00 BP CP 3P 21 13.00 0.5000 0.1875 15.00 15.00 36.70 1997 7 50.00 50.00 BP CP 3P 22 15.00 0.3750 0.1875 15.00 15.00 33.89 1658.8 50.00 50.00 BP CP 3P 23 6.00 0.3750 0.1644 15.00 15.00 33.63 719.0 50.00 50.00 BP SS 3P 24 6.00 0.3750 0.1644 15.00 15.00 33.63 740.3 50.00 50.00 BP SS 3P Total Frame Weig it 14826.1 (p) (Includes all plates) Frame Pricing Weight 15335.5 (p) (Includes all pieces) Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 0/0/0 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 17 170/0/0 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 18 32/6/0 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 19 57/3/0 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 20 82/0/0 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 21 106/9/0 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 22 134/6/0 0/6/0 Yes Yes No 0/0/0 0 /0 /0 0.0000 23 7/9/0 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 7/9/0 34/1/8 Yes No No 0/0/0 0/0/0 0.0000 24 162/3/0 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 162/3/0 34/1/8 Yes No No 0/0/0 0/0/0 0.0000 Base Plate Summary X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 E.9 1 1 0.5 9 13 4 1.000 A36 OS -0.1875 0S- 0.1875 7/9/0 2 -F 23 0.5 9 16 4 1.000 A36 OS -0.1875 OS- 0.1875 32/6/0 4 -F 18 0.5 16 16 4 1.000 A36 OS -0.1875 0S- 0.1875 57/3/0 5 -F 19 05 14 16 4 1.000 A36 0S- 0.1875 0S- 0.1875 82/0/0 6 -F 20 0.5 14 16 4 1.000 A36 0S- 0.1875 0S- 0.1875 106/9/0 7 -F 21 0.5 14 16 4 1.000 A36 OS -0.1875 OS- 0.1875 134/6/0 8 -F 22 0.5 16 16 4 1.000 A36 0S- 0.1875 OS -0.1875 162/3/0 9 -F 24 0.5 9 16 4 1.000 A36 OS- 0.1875 0S- 0.1875 170/0/0 E.9 10 17 0.5 9 13 4 1.000 A36 0S- 0.1875 0S- 0.1875 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO•PRUDEN Calculations Package Date: 11/9/2005 Time: 4.03.31 PM Page: 206 of 221 Web Stiffener Summar Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. I No. I (ft) (in.) (in.) (in.) (in.) Description 1 1 S3 29.98 27.250 N/A N/A N/A 0.3750 2.500 Both F -FP W- OS- 0.1875 1 2 S4 Alternate Web Thick 0.2500 0.3125 2.500 Opposite Fillet WAS -0.1875 4 1 S2 10.13 17.500 130.11 N/A N/A 0.1875 2.000 Both F- OS- 0.1875,W- OS- 0.1875 6 1 S2 10.31 15.225 113.20 N/A N/A 0.1875 2.000 Both F -0S -0.1875,W- OS- 0.1875 8 1 S2 10.78 9.625 71.56 N/A N/A 0.1875 2.000 Both F -0S- 0.1875,W- OS- 0.1875 12 1 S2 0.63 9.500 70.63 N/A N/A 0.1875 2.000 Both F -0S- 0.1875,W- OS- 0.1875 14 1 S2 0.63 15.500 115.24 N/A N/A 0.1875 2.000 Both F- OS -0.1875,W- OS- 0.1875 16 1 S1 5.96 21 497 159.83 3.00 64 49 0.2500 2.000 Opposite Fillet Std 17 1 S3 30.47 25.500 N/A N/A N/A 0.2500 2.000 Both F- FP,W- OS- 0.1875 Bolted Connections (A325 Bolts) Bolt Rows -Out Rows -In Moment Out Moment In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 Ld Actual Capacity Ld Actual Capacity No. No. (in.) (in.) (in.) (in.) (in.) Bolt Bolt Bolt Bolt Cs (in -k) (in -k) Cs (in -k) (in -k) 1 2 KN(Face) STD 0.750 6.00 30.00 0.750 2.50 4 0 4 0 37 2330.0 3000.9 36 2330.0 3000.9 2 1 KN(Face) STD 0.750 6.00 30.00 0.750 2.50 4 0 4 0 37 2330.0 3000.9 36 2330.0 3000.9 3 2 SP STD 0.500 6.00 19.05 0.750 2.50 1 0 3 0 29 456.4 458.3 24 635.0 778.3 4 1 SP STD 0.500 6.00 19.00 0.750 2.50 1 0 3 0 29 456.4 458.3 24 635.0 778.3 5 2 SP STD 0.375 6.00 10.02 0.750 2.50 1 0 1 0 18 91 1 109.0 25 99.5 109.0 6 1 SP STD 0.375 6.00 10.02 0.750 2.50 1 0 1 0 18 91 1 109.0 25 99.5 109.0 9 2 SP STD 0.375 6.00 11.03 0.750 2.50 2 0 1 0 5 129 1 165.7 18 107 4 125.6 10 1 SP STD 0.375 6.00 11.03 0.750 2.50 2 0 1 0 5 129 1 165.7 18 107 4 125.6 12 2 SP STD 0.500 6.00 11.00 0.750 2.50 1 0 1 0 19 146.4 225.5 4 143.2 225.5 13 1 SP STD 0.500 6.00 11.01 0 750 2.50 1 0 1 0 19 146.4 225.5 4 143.2 225.5 14 2 SP STD 0.375 6.00 17.00 0.750 2.50 1 0 2 0 18 148.4 225.1 4 260.5 309 4 15 1 SP STD 0.375 6.00 17.00 0.750 2.50 1 0 2 0 18 148.4 225.1 4 260.5 309 4 16 2 KN(Face) STD 0.625 6.00 24.00 0.750 2.50 3 0 3 0 37 12214 1509.5 36 12214 1509.5 17 2 KN(Face) STD 0.625 6.00 24.00 0.750 2.50 3 0 3 0 37 1221 4 1509.5 36 1221.4 1509.5 18 2 CP STD 0.375 16.00 16.00 0.500 3.00 1 0 1 0 0 0.0 0.0 0 0.0 0.0 19 2 CP(RWB) STD 0.375 14.00 16.00 0.500 3.00 1 0 1 0 0 0.0 0.0 0 0.0 0.0 20 2 CP STD 0.375 14.00 16.00 0.500 3.00 1 0 1 0 0 0.0 0.0 0 0.0 0.0 21 2 CP STD 0.375 14.00 16.00 0.500 3.00 1 0 1 0 0 0.0 0.0 0 0.0 0.0 22 2 CP STD 0.375 16.00 16.00 0.500 3.00 1 0 1 0 0 0.0 0.0 0 0.0 0.0 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part 1 11/1/4 11/7/4 FB2100 1 19/5/4 19/11/4 FB3010 1 23/7/4 24/1/4 FB3024 1 27/9/4 28/3/4 SFB3040 2 0/11/7 81/6/11 FB4030 2 6/11/7 75/6/11 FB4030 3 4/8/4 68/0/11 FB3024 4 4/5/4 58/6/11 FB2100 4 9/2/4 53/9/11 FB2100 5 3/2/3 49/0/11 FB2084 5 12/8/3 39/6/11 FB2054 6 8/3/4 30/0/11 FB2074 7 2/0/15 25/3/11 FB2080 8 2/10/5 11/0/11 FB2054 9 0/11/7 1/6/11 FB2054 10 1/6/0 1/6/11 FB2054 11 1/0/0 11/0/11 FB2054 11 10/6/0 20/6/11 FB2054 12 3/11/13 25/3/11 FB2054 13 7/5/15 39/6/11 FB2064 13 12/2/15 44/3/11 FB2074 13 16/11/15 49/0/11 FB2084 14 4/7/2 53/9/11 FB2084 15 8/1/6 68/0/11 FB2084 16 0/10/9 75/6/11 FB2094 16 6/10/8 81/6/11 FB3014 17 11/1/4 11/7/4 FB2094 17 19/5/4 19/11/4 FB3000 17 27/9/4 28/3/4 FB3024 VPC File•CA0501692 01OE1 vpc VPC Version .5.3b Design Note VP BUILDINGS VARCO•PRUDEN Calculations Package 20 32/8/4 33/2/4 (2)FB2080 21 34/10/4 35/4/4 (2)FB2080 23 11/1/4 11/7/4 FB2080 23 19/5/4 19/11/4 FB2080 23 27/9/4 28/3/4 FB2080 24 3/6/0 4/0/0 FB2080 24 11/1/4 11/7/4 FB2080 24 19/5/4 19/11/4 FB2080 24 27/9/4 28/3/4 FB2080 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 Actual Forces Actual Stresses Allowable Stress Condition Mem. Loc. Depth Load Axial Shear Mom -x Mom -y Axial Shear Bnd -X Bnd -Y Stress /Force Sum No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial Shear Bnd -X Bnd -Y Bnd +Ax Shear 1 27 78 26.80 25 13.0 5.6 1902.5 0.0 1.63 1.60 27 47 0.00 23.07 2.22 28.72 37.50 1.015 0.720 2 1.99 30.00 31 7 4 11.2 2426.1 0.0 0.86 2.33 33.43 0.00 34.53 3.35 36.33 47.81 0.943 0.695 3 7.07 21.31 29 7 1 7.2 -810.1 0.0 1.20 2.10 23.04 0.00 31.26 6.62 24 79 36.81 0.962 0.317 4 0.00 18.00 29 -6.7 7.3 582.0 0.0 1.38 310 20.38 0.00 30.19 6.26 26.62 36.73 0.803 0.495 5 0.00 18.00 5 1.6 7 7 -496.6 0.0 0.38 3.27. 21.27 0.00 22.04 4.84 25.46 25.46 0.850 0.674 6 10.37 16.00 5 -0.3 7.6 -471.5 0.0 0.08 3.62 23.58 0.00 2179 6.16 25.83 25.83 0.916 0.587 7 0.28 15.88 5 1.6 8.3 -443.8 0.0 0.40 3.96 24.07 0.00 2177 6.26 25.85 25.85 0.947 0.633 8 10.81 10.00 4 1.0 3.0 -234.2 0.0 0.33 2.34 21.24 0.00 19.30 15.01 22.19 2719 0.969 0.156 9 0.00 10.00 4 1.8 5.7 234.2 0.0 0.56 4.39 21.24 0.00 25.21 15.01 22.19 2719 0.978 0.292 10 8.59 10.00 4 1.3 0.0 233.0 0.0 0.41 0.03 22.89 0.00 20.62 15.01 2719 2719 0.857 0.002 11 11.86 10.00 4 -2.0 -8.0 -4014 0.0 0.52 6.28 29.07 0.00 22.50 15.21 30.00 36.07 0.986 0.413 12 0.00 10.00 4 -0.7 7.6 -4014 0.0 0.18 5.93 29.07 0.00 19.36 15.21 30.00 36.07 0.975 0.390 13 17 72 16.00 4 -2.2 -9 4 710.8 0.0 0.48 4.52 28.90 0.00 23.57 6.26 29.08 29.08 1.010 0.722 14 0.00 16.0C 4 -0.4 111 710.8 0.0 0.08 5.32 28.90 0.00 22.15 6.26 29.08 29.08 0.996 0.849 15 13.11 16.0C 25 0.4 0.5 640.1 0.0 0.09 0.23 28.10 0.00 30.0C 6.26 29.08 29.08 0.966 0.036 16 0.88 16.88 25 0.3 -0.4 641.9 0.0 0.07 0.16 26.30 0.00 30.00 5.60 28.96 28.96 0.908 0.029 17 23.61 22.83 24 -9.0 2.6 759.2 0.0 1.63 0.87 20.95 0.00 20.97 3.02 22.67 28.23 0.983 0.288 18 17 11 15.00 6 6.5 0.0 1437 7 0.0 0.47 0.00 16.67 0.00 30.00 14.14 20.71 21 15 0.805 0.000 19 18.19 15.00 6 10.7 0.0 1624.6 0.0 0.69 0.00 16.77 0.00 30.00 14.39 17 44 27.37 0.962 0.000 20 19.34 15.00 6 6.1 0.0 1837.5 0.0 0.39 0.00 18.97 0.00 30.00 14.39 19.53 27.37 0.971 0.000 21 18.56 15.0C 6 4.6 0.0 1794 4 0.0 0.29 0.00 18.53 0.00 30.00 14.39 18.05 27.37 1.027 0.000 22 17.28 15.0C 6 9.0 0.0 1643.8 0.0 0.65 0.00 19.06 0.00 30.0C 1414 20.43 2115 0.933 0.000 23 111C 15.0C 6 -0.8 3.1 -806.5 0.0 0.12 1.31 22.98 0.00 21.85 11.07 23.61 37.50 0.979 0.118 24 19 44 15.0C 6 -0.8 1.5 -971 4 0.0 0.12 0.66 27.68 0.00 20.72 11.07 27.64 37.50 1.007 0.059 Mem. Loc. Depth I Area Rx I Ry Lx Ly -1 Ly -2 Klx Klyl Kly2 Sx Lbl Rt -1 Lb2 Rt -2 Qs Qa Cbl Cb2 No. ft in. in.2 in. in. in. in. in. /Rx /Ry /Ry in.3 in. in. in. in. 1 27 78 26.80 8.00 11.09 1.30 360.25 50.0 26.9 48.7 38.5 20.7 69.26 50.0 1.57 26.9 1.57 1.00 0.93 1 75 1 75 2 1.99 30.00 8.56 11.67 0.96 356.62 114 30.0 30.6 12.0 314 72.57 114 1.23 72.0 1.24 1.00 1.00 175 175 3 7.07 21.31 5.92 8.23 0.94 356.62 28.5 0.0 43.4 30.4 0.0 3516 114.1 1.24 0.0 0.00 0.96 1.00 1.00 0.00 4 0.00 18.00 4.85 7.28 1.04 356.62 18.4 0.0 49.0 17.8 0.0 28.56 1141 1.31 0.0 0.00 0.96 1.00 1.00 0.00 5 0.00 18.00 4.25 7.03 0.96 298.23 28.5 0.0 42.4 29 7 0.0 23.34 57.0 1.23 0.0 0.00 0.85 1.00 1.00. 0.00 6 10.37 16.00 3.98 6.34 0.99 298.23 28.5 0.0 47.0 28.8 0.0 20.00 57.0 1.26 0.0 0.00 0.86 1.00 1.00 0.00 7 0.28 15.88 3.96 6.30 0.99 298.30 28.5 0.0 47.3 28.7 0.0 18.44 57.0 1.26 0.0 0.00 0.86 1.00 1.00 0.00 8 10.81 10.00 3.17 417 111 298.30 28.5 0.0 71.5 25.7 0.0 11.03 114.0 1.38 0.0 0.00 0.91 1.00 1.00 0.00 9 0.00 10.00 317 417 111 36.12 28.5 0.0 8.7 25.7 0.0 11.03 114.0 1.38 0.0 0.00 0.91 1.00 1.00 0.00 10 8.59 10.00 3 17 4.17 1.11 261.90 28.5 28.5 62.8 25.7 25 7 10.18 28.5 1.33 28.5 1.33 0.91 1.00 1 75 1 75 11 11.86 10.00 3 78 4.27 1 17 261.9C 28.5 0.0 61.3 24.3 0.0 13.81 57.0 1.39 0.0 0.00 1.00 1.00 1.00 0.00 12 0.00 10.00 3.78 4.27 1 17 334 43 28.5 0.0 78.2 24.3 0.0 13.81 57.0 1.39 0.0 0.00 1.00 1.00 1.00 0.00 13 17 72 16.00 4.58 6.55 1.07 334.43 28.5 0.0 51.0 26.7 0.0 24.60 57.0 1.31 0.0 0.00 0.97 1.00 1.00 0.00 14 0.00 16.00 4.58 6.55 1.07 394.27 28.5 0.0 60.2 26.7 0.0 24.60 57.0 1.31 0.0 0.00 0.97 1.00 1.00 0.00 15 1311 16.0C 4.58 6.55 1.07 394.27 30.0 30.0 60.2 28.1 28.1 22.78 30.0 1.30 30.0 1.30 0.97 1.00 175 175 16 0.88 16.88 4.70 6.87 1.05 394.27 30.0 30.0 57 4 28.5 28.5 24 40 30.0 1.29 30.0 1.29 0.97 1.00 1 75 1 75 17 23.61 22.83 5.50 8.98 0.97 366.08 50.0 0.0 61.2 514 0.0 36.24 100.0 1.25 0.0 0.00 0.94 0.97 1.00 0.00 18 1711 15.00 13.92 6.82 3.89 410.60 392.3 0.0 60.2 100.8 0.0 86.25 4017 4.57 0.0 0.00 0.71 1.00 1.00 0.00 19 18.19 15.00 15.63 6.82 3 42 436.47 392.3 0.0 64.0 114.6 0.0 96.86 428.8 4.35 0.0 0.0C 0.91 1.00 1.00 0.00 20 19.34 15.0C 15.63 6.82 3 42 464.20 392.3 0.0 68.1 114.6 0.0 96.86 392.3 4.27 0.0 0.00 0.91 1.00 1.00 0.00 21 18.56 15.00 15.63 6.82 3.42 445.45 392.3 0.0 65.3 114.6 0.0 96.86 418.3 4.32 0.0 0.00 0.91 1.00 1.00 0.00 22 17.28 15.00 13.92 6.82 3.89 414.64 392.3 0.0 60.8 100.8 0.0 86.25 406.7 4.58 0.0 0.00 0.71 1.00 1.00 0.00 23 1110 15.00 6.84 6.40 140 403.50 91.3 100.0 63.0 65.0 71.2 35.09 133.3 173 100.0 1.69 1.00 1.00 1.00 1.00 24 19 44 15.0C 6.84 6.40 1 40 403.50 100.0 100.0 63.0 71.2 71.2 35.09 100.0 1.69 100.0 1.69 1.00 1.00 1.00 1.00 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 207 of 221 VP BUILDINGS VARCO PRUDEN Calculations Package Date: 11/9/2005 Time: 4 PM Page: 208 of 221 Deflection Load Combinations Framin' No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 S S 3 System 1.000 0 180 1.0 S 1.0 SD S SD 4 System 1.000 0 180 1.0 US1* US1* 5 System 1.000 0 180 1.0 *USI *USI 6 System 1.000 0 180 0.700 Wl> WI> 7 System 1.000 0 180 3.700 <W1 <W1 8 System 1.000 0 180 1700 W2> W2> 9 System 1.000 0 180 1700 <W2 <W2 10 System Derived 1.000 0 180 3.700 WPA1 WPA1 11 System Derived 1.000 0 180 D.700 WPD1 WPD1 12 System Derived 1.000 0 180 0.700 WPA2 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 WPD2 14 System Derived 1.000 0 180 0.700 WPB WPBI 15 System Derived 1.000 0 180 0.700 WPC1 WPC1 16 System Derived 1.000 0 180 0.700 WPB2 WPB2 17 System Derived 1.000 0 180 0.700 WPC2 WPC2 18 System 1.000 60 0 1700 Wl> WI> 19 System 1.000 60 0 0.700 <W1 <W1 20 System 1.000 60 0 0.700 W2> W2> 21 System 1.000 60 0 0.700 <W2 <W2 22 System Derived 1.000 60 0 0.700 WPAI WPAI 23 System Derived 1.000 60 0 0.700 WPD1 WPDI 24 System Derived 1.000 60 0 1700 WPA2 WPA2 25 System Derived 1.000 60 0 0 700 WPD2 WPD2 26 System Derived 1.000 60 0 0.700 WPBI WPBI 27 System Derived 1.000 60 0 0.700 WPC1 WPCI 28 System Derived 1.000 60 0 0.700 WPB2 WPB2 29 System Derived 1.000 60 0 0.700 WPC2 WPC2 30 System 1.000 60 0 D.600 E> 0.700 EG- E> EG- 31 System 1.000 60 0 D.600 <E 0.700 EG- <E EG- 32 System Derived 1.000 60 0 D.600 EB> EB> 33 System Derived 1.000 60 0 0.600 <EB <EB Maximum Frame Deflection Summary for Cross Section: E.9 Description 1 Deflection (in.) Ratio Member Joint 1 Load Case Load Case Description Max. Horizontal Deflection 4.392 (H185) 1 2 30 E> EG- Max. Vertical Deflection for Span 1 0.385 (1/954) 3 1 7 <Wl Max. Vertical Deflection for Span 2 0.239 (U1243) 5 2 6 Wl> Max. Vertical Deflection for Span 3 -0.687 (U432) 8 1 5 *US1 Max. Vertical Deflection for Span 4 -0.753 (U394) 10 2 4 USI* Max. Vertical Deflection for Span 5 0.338 1/986 12 2 7 <W1 Max. Vertical Deflection for Span 6 -0.702 1/575 15 2 4 US1* Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS YARCO•PRUDEN Loads and Codes Shape: Compactor Loading Chute City- Port Angeles County. Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1 192) Parts Wind Exposure Factor 1 192 Wind Enclosure: Partially Enclosed Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts Portions Zone Strip Width: N/A Basic Wind Pressure: 25.94 psf Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Deflection Limit Override H/180 VPC File:CA0501692 -010E1 vpc Calculations Package State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):2.90 psf Snow Load Ground Snow Load: 39.68 psf Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 1.00 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Country. United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Not Reducible VPC Version .5.3b Date: 11/9/2005 Time: 4 PM Page: 209 of 221 Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response SI :50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0.4785 Bracing Seismic Period: 0.2863 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor-1.3000 Brace Redundancy Factor1 4000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. VP BUILDINGS VARCO.PRUDEN Wall: 2, Frame at: 1/0/0 Frame Cross Section: A.1 FB _FB c R d 9 FB a E" _FB _FB Dimension Key 1 1 -4 1/2' 2 4' -0' v, VPC File:CA0501692 -010E1 vpc 3 3' 5 1/4' 4 2' -2 1/4' Frame Clearances Vert. Clearance at member 6(EPX0I5): 33' 11 5/16' Vert. Clearance at member 7(EPX016): 31 7 9/16' Finished Floor Elevation 100' -0' (Unless Noted Otherwise) Calculations Package 1.10 97' -o" FRAME CROSS SECTION AT FRAME LINE(S) A.1 FB FB FB r FB 1 FB -r VPC Version .53b Date: 11/9/2005 Time:4-03.31 PM Page: 210 of 221 5 73/4' 6 1 -0 11/16' 7 2 @1 75/8' 8 33/8' VP BUILDINGS VARCO-PRUDEN Frame Location Design Parameters: 1 Location Avg. Bay Space 1 Description 1/0/0 1 8/5/8 1Post Beam at Al Design Load No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 Combinations Origin System System System System System System System System System System System System System System System System System System System System System System System System System System System System System System System System System System System Special Special Special Special AISC Special AISC Special AISC Special AISC Special System Derived System Derived System Derived System Derived System Derived VPC File:CA0501692 -010E1 vpc Calculations Package Framin Factor Application 1.000 1.0 D+ 1.0 CG 1.0 L 1.000 1.0 D 1.0 CG 1.0 S 1.000 1.OD +1.00G +1.0S +1.OSD 1.000 1.0 D 1.0 CG 1.0 PF1 1.000 1.OD +I.00G +I.OPFI 1.000 1.OD +1.00G +1.0PH1 1.000 1.0 D 1.0 CG 1.0 PHI 1.000 1.OD +1.00G +1.OPF2 1.000 1.0 D 1.0 CG 1.0 PF2 1.000 1.O D+ 1.O W1> 1.000 1.O D+ 1.0 <W1 1.000 1.O D 1.0 W2> 1.000 1.O D+ 1.0 <W2 1.000 1.0 D 1.0 CG 0.750 L 0.750 W l> 1.000 1.0 D+ 1.O CG 0 750 L+ 0.750 <W1 1.000 1.O D 1.O CG 0.750 L 0.750 W2> 1.000 1.0 D 1.0 CG 0.750 L 0.750 <W2 1.000 1.0 D 1.0 CG 0.750 S 0.750 W l> 1.000 1.0 D 1.0 CG 0.750 S 0.750 <W1 1.000 1.0 D 1.O CG 0.750 S 0.750 W2> 1.000 1.0 D 1.O CG 0.750 S 0.750 <W2 1.000 0.600 D 1.0 WI> 1.000 0.600 D 1.0 <W1 1.000 0.600 D 1.0 W2> 1.000 0.600 D 1.0 <W2 1.000 1.0 D+ 1.0 CG +0.910 E> +0.700 EG+ 1.000 1.O D+ 1.O CG 0.910 <E+ 0.700 EG+ 1.000 1.O D 1.O CG 0.750 L 0.975 E> 0.750 EG+ 1.000 1.O D+ 1.O CG 0.750 L+ 0.975 <E+ 0.750 EG+ 1.000 0.600 D 0.600 CG 0.910 E> 0.700 EG- 1.000 0.600 D 0.600 CG 0.910 <E 0.700 EG- 1.275 D.900 D 0.900 CG 1.300 E> 1.0 EG- 1.275 0.900 D 0.900 CG 1.300 <E 1.0 EG- 1.275 1.200 D 1.200 CG 0.200 S 1.300 E 1.0 EG+ 1.275 1.200 D 1.200 CG 0.200 S 1.300 <E 1.0 EG+ 1.275 0.900 D 0.900 CG 2.500 E> 1.0 EG- 1.275 0.900 D 0.900 CG 2.500 <E 1.0 EG- 1.275 1.200 D 1.200 CG 0.200 S 2.500 E> 1.0 EG+ 1.275 1.200 D 1.200 CG 0.200 S 2.500 <E 1.O EG+ 1 700 0.900 D 0.900 CG 1 700 0.900 D 0.900 CG 1 700 1.200 D 1.200 CG 0.200 S 1 700 1.200 D 1.200 CG 0.200 S 1.000 1.0 D 1.0 CG 0.273 F> 0.700 EG++ 1 400 EB> 1.000 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 EB> 1.000 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 EB> 1.000 1.0 D 1.0 CG 0.750 L+ 0.293 <E 0.750 EG+ 1 400 EB> 1.000 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 EB> Date: 11/9/2005 Time: 4:03.31 PM Page: 211 of 221 Angle 1 Group 1 Trib. Override 1 Design Status 1 90.0000 1 1 8/6/0 1 Automatic Design DESCRIPTION VP Buildings POST AND BEAM ENDWALL FRAMES (Type 'PB ")are gage or solid -web framing consisting of a uniform continuous beam connected to uniform depth columns at the sidewall and also supported by one or more uniform depth Endposts. The frame is designed to support the applied vertical loads as specified. ANALYSIS: The boundary conditions established for POST AND BEAM ENDWALL FRAMES assume the rafter beam is a fully continuous member spanning from building eave to building eave, attached to the sidewall columns and typically pin connected to one or more Endposts. The Endposts are typically pinned at their base connection to the foundation. DESIGN POST AND BEAM ENDWALL FRAMES are designed in accordance with the AISC 'Specification for Structural Steel Buildings' 9th Edition. MATERIAL. Structural steel plate, bar and/or sheet intended for use in POST AND BEAM ENDWALL FRAMES welded constructions typically will be of material based on the requirements of ASTM A529 A572, A570, or A607 Grade 50. VPC Version :5.3b Description D CG L D CG S D +CG +S +SD D CG PF1(Span 1) D CG PF1(Span 3) D +CG +PHI(Span 1) D CG PHI (Span 3) D CG PF2(Spans 1 and 2) D CG PF2(Spans 2 and 3) D +Wl> D <W1 D W2> D <W2 D +CG +L +W1> D +CG +L <W1 D +CG +L +W2> D +CG +L <W2 D +CG +S +W1> D +CG +S +<W1 D +CG +S +W2> D +CG +S <W2 D +W1> D <W1 D W2> D+ <W2 D CG E> EG+ D CG <E EG+ D+CG +L +E> +EG+ D +CG +L+<E +EG+ D CG E> EG- D CG <E EG- D CG E> EG- D CG <E EG- D CG S E> EG+ D+ CG+ S +<E EG+ D +CG +E> +EG- D+CG+<E+EG- D+CG +S +E> +EG+ D +CG +S <E +EG+ D CG D CG D +CG +S D CG S D +CG +E> EG+ +EB> D CG <E EG+ EB> D+CG+L +E>+EG++EB> D+CG+L+<E +EG++EB> D CG E> EG- EB> VP BUILDINGS VARCO•PRUDEN 49 System Derived 1.000 50 System Derived 1.275 51 System Derived 1.275 52 System Derived 1.275 53 System Derived 1.275 54 Special 1.275 55 Special I.275 56 System Derived 1.000 57 System Derived 1.000 58 System Derived 1.000 59 System Derived 1.000 60 System Derived 1.000 61 System Derived 1.000 62 System Derived 1.275 63 System Derived 1.275 64 System Derived 1.275 65 System Derived 1.275 66 Special 1.275 67 Special 1.275 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 System Derived 1.000 85 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 88 System Derived 1.000 89 System Derived 1.000 90 System Derived 1.000 91 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 96 System Derived 1.000 97 System Derived 1.000 98 System Derived 1.000 99 System Derived 1.000 Frame Member Sizes Mem. I Flg Width Flg Thk No. I (in.) (in.) 1 5.00 0.1875 2 5.00 ,0.1875 3 5.00 0.1875 4 5.00 0.1875 5 5.00 0.1875 6 5.00 0.2500 7 5.00 0.1875 Frame Member Releases 1 Member 1 Joint 1 6 I No 7 No VPC File:CA0501692 010E1 vpc Joint 2 Yes Yes Calculations Package 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 EB> 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 EB> 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 EB> 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 EB> 0.900 D 0.900 CG 2.500 EB> 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 <EB 1.0 D+ 1.0 CG +0.273 <E +0.700 EG++ 1 400 <EB 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 <EB 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 <EB 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 <EB 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 <EB 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 <EB 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 <EB 0.900 D 0.900 CG 2.500 <EB 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ 1.0D+1.0WPA1 1.0 D 1.0 CG 0.750 L+ 0.750 WPA1 1.0 D 1.0 CG 0.750 S 0.750 WPA1 0.600D +1.0WPA1 1.0 D +1.OWPD1 1.0 D+ 1.0 CG +.0.750 L+ 0.750 WPDI 1.0 D 1.0 CG 0.750 S 0.750 WPDI 0.600 D 1.0 WPDI 1.0 D 1.0 WPA2 1.0 D 1.0 CG 0.750 L 0.750 WPA2 1.0 D 1.0 CG 0.750 S 0.750 WPA2 0.600 D 1.0 WPA2 1.0 D 1.0 WPD2 1.0 D 1.0 CG 0.750 L 0.750 WPD2 1.0 D 1.0 CG 0.750 S 0.750 WPD2 0.600 D 1.0 WPD2 1.OD+1.OWPB1 1.0 D 1.0 CG 0.750 L 0.750 WPB1 1.0D +1.0CG +0.7505 +0.750WPB1 0.600D +1.OWPB1 1.OD +1.OWPC1 1.0 D 1.0 CG 0.750 L+ 0.750 WPC 1 1.0 D 1.0 CG 0.750 S 0.750 WPC 1 0.600 D+ 1.0 WPCI 1.0 D 1.0 WPB2 1.0 D 1.0 CG 0.750 L 0.750 WPB2 1.0 D 1.0 CG 0.750 S 0.750 WPB2 0.600 D 1.0 WPB2 1.OD +1.OWPC2 1.0 D 1.0 CG 0.750 L 0.750 WPC2 1.0 D 1.0 CG 0.750 S 0.750 WPC2 0.600 D 1.0 WPC2 Date: 11/9/2005 Time: 4 PM Page: 212 of 221 D CG <E EG- EB> D CG E> EG- EB> D CG <E EG- EB> D+CG+S+E>+EG++EB> D+CG+S+<E +EG++EB> D CG EB> EG- D CG S EB> EG+ D CG E> EG+ <EB D CG <E EG+ <EB D+CG+L+E>+EG-H-<EB D+CG+L+<E +EG++<EB D CG E> EG- <EB D CG <E EG- <EB D CG E> EG- <EB D CG <E EG- <EB D+CG+S +E>+EG++<EB D+CG+S+<E +EG++<EB D +CG <EB +EG- D+CG +S <EB EG+ D+ WPAI D +CG +L +WPAI D+CG +S +WPAI D +WPA1 D WPDI D +CG +L +WPD1 D +CG +S +WPD1 D WPDI D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 D CG S WPD2 D WPD2 D +WPB1 D +CG +L +WPB1 D +CG +S +WPB1 D +WPBI D +WPC1 D +CG +L +WPC1 D +CG +S +WPCI D+ WPC1 D WPB2 D CG L WPB2 D CG S WPB2 D WPB2 D WPC2 D +CG +L +WPC2 D CG S WPC2 D WPC2 Web Thk Depthl Depth2 Length Weight I Flg Fy Web Fy Splice Codes Shape (in.) (in.) (in.) (ft) (p) (ksi) (ksi) Jt.1 Jt.2 0.1345 15.00 15.00 0.62 6.7 50.00 50.00 SS SS 3P 0.1345 15.00 15.00 5.82 76.C 50.00 50.00 SS SS 3P 0.1345 15.00 15.00 19 10 259 4 50.00 50.00 SS SP 3P 0.1345 15.00 15.00 2.93 48.2 50.00 50.00 SP SS 3P 0.1345 15.00 15.00 2.14 29 4 50.00 50.00 SS SS 3P 0.1345 22.00 22.00 33.44 649.2 50.00 50.00 BP CP 3P 0.1345 22.00 22.00 3113 542.5 50.00 50.00 BP CP 3P Total Frame Weight 1611 4 (p) (Includes all plates) Frame Pricing Weight 1784.9 (p) (Includes all pieces) VPC Version .5.3b VP BUILDINGS VAACO- PRUDEN Boundary Condition Summary Member 1 X -Loc 1 Y -Loc 6 I 1/4/8 0/6/0 7 29/1/8 0/6/0 Bolted Connections (A325 Bolts) Calculations Package 1 Supp. X 1 Supp. Y 1 Moment Displacement X(in.) 1 Displacement Y(in.) 1 Displacement ZZ(rad.) 1 Yes I Yes I No 0 /0 /0 I 0 /0 /0 I 0.0000 Yes Yes No 0/0/0 0/0/0 0.0000 Base Plate Summary X -Loc 1 Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to I No. I (in.) I (in.) I (in.) I Bolts I (in.) I Flange I Web 29/1/8 I Al -8 1 I OS I 9 I 23 I 4 I 1.000 I A36 I OS-0.1875 0.1875 I OS- 0.1875 Web Stiffener Summary I Mem. Stiff. Loc. Web D th a Thick. Width Side Weldin M No. I No. I Desc. (ft) (in.) I h/t I a/h I (in.) I (in.) I (in.) I I Description 5 I 1 I S2 I 0.92 14.625 I 108.74 I N/A I N/A 1 0.1875 1 2.000 I Both I F OS 0.1875,W -OS- 0.1875 Bolt 1 Rows -Out 1 Rows -In 1 Moment Out 1 Moment In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 Ld Actual Capacity U Actual Capacity I No. No. (in.) (in.) (in.) (in.) (in.) I Bolt I Bolt I Bolt Bolt I Cs I (in -k) I (in -k) I Cs I (in -k) I (in -k) 3 2 SP STD 0.375 6.00 16.00 0.750 2.50 1 0 2 0 87 133.4 205.0 3 206.1 282.3 4 1 SP STD 0.375 6.00 16.00 0.750 2.50 1 0 2 0 87 133.4 205.0 3 206.1 282.3 6 2 CP STD 0.375 6.00 23.00 0.500 3.00 1 0 1 0 0 0.0 271.6 0 0.0 271.6 7 2 CP STD 0.375 6.00 23.00 0.500 3.00 1 0 1 0 0 0.0 2671 0 0.0 2671 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part 2 2/5/4 3/0/11 FB2080 3 6/7/7 13/0/11 FB2080 3 16/7/7 23/0/11 FB2080 5 0/2/11 28/8/5 FB2080 6 9/0/4 9/6/4 FB3010 6 13/2/4 13/8/4 FB3010 6 17/4/4 17/10/4 FB3010 6 21/6/4 22/0/4 FB3010 6 25/8/4 26/2/4 FB3010 7 9/0/4 9/6/4 FB3010 7 13/2/4 13/8/4 FB3010 7 17/4/4 17/10/4 FB3010 7 21/6/4 22/0/4 FB3010 7 25/8/4 26/2/4 FB3010 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 1 Actual Forces 1 Actual Stresses 1 Allowable 1 Stress Condition Mem. Loc. Depth I Load I Axial Shear Mom -x Mom -y I Axial Shear Bnd -X I Bnd -Y I Stress /Force I Sum No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial 1 Shear Bnd -X 1 Bnd -Y Bnd +Ax Shear 1 149 15.00 28 0.8 -0.4 3.9 0.0 0.20 0.2C 0.211 0.00 30.0C 7.03. 30.00 30.00 0.014 0.028 2 4.95 15.00 3 0.3 3.4 257.0 0.0 0.07 175 13.97 0.00 30.00 7.03 26.02 26.02 0.537 0.249 3 8.62 15.00 3 0.0 0.1 442.1 0.0 0.00 0.07 25.85 0.00 30.0C 7.03 26.02 26.02 0.993 0.010 4 0.00 15.00 3 -0.3 3.9 206.1 0.0 0.08 1.98 11.21 0.00 20.86 7.03 26.02 26.02 0.435 0.281 5 0.00 15.00 3 0.0 0.5 -4.5 0.0 0.01 0.27 0.24 0.00 30.00 7.03 26.02 26.02 0.009 0.039 6 9.02 22.00 10 1.8 3.8 -650.4 0.0 0.33 1.33 18.86 0.00 30.0C1 3.25 2140 28.33 0.881 0.409 7 17.35 22.00. 10 1.9 0.7 721.2 0.0 0.40 0.24 25.15 0.00 30.0C1 3.22 24.50 24.82 1.026 0.076 Mem. Loc. Depth I Area I Rx Ry Lx Ly -1 Ly -2 Klx Klyl Kly2 Sx I Lbl Rt -1 Lb2 I Rt -2 Qs Qa Cbl Cb2 No. ft in. in.2 in. in. in. in. in. /Rx /Ry /Ry in.3 in. in. in. in. 1 149 15.0C 3.84 5.99 1.01 17.89 24.0 0.0 3.0 23.8 0.0 18.391 36.7 1.27 0.0 0.00 0.87 1.00 1.00 0.00 2 4.95 15.00 3.84 5.99 1.01 334.15 24.0 0.0 55.8 23.8 0.0 18.39 24.0 1.26 0.0. 0.00 0.87 1.00 1.00 0.00 3 8.62 15.00 3.84 5.99 1.01 334.15 24.0 24.0 55.8 23.8 23.8 1710 24.0 1.26 24.0 1.26 0.87 1.00 175 175 4 0.00 15.00 3.84 5.99 1.01 334.15 24.0 0.0 55.8 23.8 0.0 18.39 24.0 1.26 0.0 0.00 0.87 1.00 1.00 0.00 5 0.00 15.00 3.84 5.99 1.01 15.22 19.6 0.0 2.5 19 4 0.0 18.39 23.0 1.26 0.0 0.00 0.87 1.00 1.00 0.00 6 9.02 22.00 5.39 8.69 0.98 408.82 45.6 50.0 47 1 46. 50.9 34 49 108.3 1.26 50.0 1.25 0.94 1.00 1.00 1.00 41 7 17.35 22.00 4.78 8.39 0.90 381.07 50.0 50.0 45.4 55.3 55.3 28.68 50.0 119 50.0 119 0.83 1.00 1.00 1.00 VPC File:CA0501692 -01 OE1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 213 of 221 Design Note VP BUILDINGS MARCO PRUDEN User Defined Frame Line Loads for Cross Section: A.1 Side 1 Units I Type 1 Description 1 Magl Locl 1 Mag2 I Loc2 1 Supp. 1 Dir 1 Coef. 1 Loc. 3 plf SD (SNOW DRIFT FROM TRANSFER >Resolved 70.671 0/0/01 70.671 30/7/41 N I DOWN 1.000 I OF 'From Plane Maximum Frame Deflection Summary for Cross Section: A.1 Description Calculations Package Date: 11/9/2005 Time:4.03.31 PM Page: 214 of 221 Deflection Load Combinations 7 ramina No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 S S 3 System 1.000 0 180 1.0 S 1.0 SD S SD 4 System 1.000 0 180 0.700 Wl> Wl> 5 System 1.000 0 180 0.700 <W1 <W1 6 System 1.000 0 180 0.700 W2> W2> 7 System 1.000 0 180 0.700 <W2 <W2 8 System Derived 1.000 0 180 0.700 WPAI WPAI 9 System Derived 1.000 0 180 0.700 WPD1 WPD1 10 System Derived 1.000 0 180 0.700 WPA2 WPA2 11 System Derived 1.000 0 180 0.700 WPD2 WPD2 12 System Derived 1.000 0 180 0.700 WPBI WPB1 13 System Derived 1.000 0 180 0.700 WPC1 WPCI 14 System Derived 1.000 0 180 0.700 WPB2 WPB2 15 System Derived 1.000 0 180 0.700 WPC2 WPC2 16 System 1.000 60 0 0.700 W 1> WI> 17 System 1.000 60 0 0.700 <W1 <WI 18 System 1.000 60 0 0.700 W2> W2> 19 System 1.000 60 0 0.700 <W2 <W2 20 System Derived 1.000 60 0 0.700 WPA1 WPAI 21 System Derived 1.000 60 0 0.700 WPD1 WPD1 22 System Derived 1.000 60 0 0.700 WPA2 WPA2 23 System Derived 1.000 60 0 0.700 WPD2 WPD2 24 System Derived 1.000 60 0 0.700 WPBI WPBI 25 System Derived 1.000 60 0 0.700 WPCI WPCI 26 System Derived 1.000 60 0 0.700 WPB2 WPB2 27 System Derived 1.000 60 0 0.700 WPC2 WPC2 28 System 1.000 60 0 0.600 E> 0.700 EG- E> EG- 29 System 1.000 60 0 0.600 <E 0.700 EG- <E EG- 30 System Derived 1.000 60 0 0.600 EB> EB> 31 System Derived 1.000 60 0 0.600 <EB <EB 1 Deflection (in.) I Ratio (Member' Joint I Load Case I Load Case Description Max. Vertical Deflection for Span 1 I -0.513 1 (L/649) 1 3 1 1 1 3 I S SD Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC File:CA0501692 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO•PRUDEN Wall: 2, Frame at: 15/11/0 Frame Cross Section: A Dimension Key 1 4 v c y E—, 2 3' 5 1/4" 3 2' -2 1/4' Frame Clearances Finished Floor Elevation 100' -0' (Unless Noted Otherwise) VPC File:CA0501692 -010E1 vpc Calculations Package 12 2 '-Q" 30' -7 1l 4 QQQj2 rc 2l6' fc� �t"lr,6 Fi'4 rtry -A" FRAME CROSS SECTION AT FRAME LINE(S) A 4 7 3/4' 5 I -0 11/16" VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 215 of 221 r v 6 2@ 1 7 5/8' 7 3 3/8' VP BUILDINGS VARCO PRUDEN E C G, T'([' 0 f'►, T (2) %2 G xa2 C S) 1's 2 i.s?? No GAoc-rb 1 12 Page 2t of Date II II o S Prepared by k- r Reviewed by VP BUILDINGS VARCO- PRUDEN Calculations Package Frame Location Design Parameters: Location 1 Avg. Bay Space 1 Description I Angle 1 Group I Trib. Override 1 Design Status 15/11/0 1 7/11/8 Rafter A 1 90.0000 1 1 8/6/0 1 Automatic Design Design Load Combinations Framin No. Origin Factor Application Description 1 System 1.000 1.O D+ 1.0 CG 1.O L D CG L 2 System 1.000 1.0 D 1.0 CG 1.0 S D CG S 3 System 1.000 1.0 D 1.0 CG 1.0 S 1.0 SD D +CG +S +SD 4 System 1.000 1.O D+ 1.O W 1> D W 1> 5 System 1.000 1.O D 1.0 <W 1 D <W 1 6 System 1.000 1.0 D 1.0 W2> D W2> 7 System 1.000 1.0 D 1.0 <W2 D <W2 8 System 1.000 1.O D+ 1.O CG 0.750 L+ 0 750 W l> D CG L W 1> 9 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 <W1 D CG L <W 1 10 System 1.000 1.0 D+ 1.0 CG 0.750 L+ 0.750 W2> D CG L W2> 11 System 1.000 1.0 D+ 1.0 CG 0.750 L+ 0.750 <W2 D CG L <W2 12 System 1.000 1.OD +1.00G +0.750S +0.750W1> D +CG +S +Wl> 13 System 1.000 1.0 D 1.O CG 0.750 S 0.750 <W1 D CG S <W 1 14 System 1.000 1.O D 1.O CG 0.750 S 0.750 W2> D CG S W2> 15 System 1.000 1.O D 1.O CG 0.750 S 0.750 <W2 D CG S <W2 16 System 1.000 0.600 D 1.0 W 1> D W 1> 17 System 1.000 0.600 D 1.0 <W1 D <W 1 18 System 1.000 0.600 D 1.0 W2> D W2> 19 System 1.000 0.600 D 1.0 <W2 D <W2 20 System 1.000 1.OD +1.00G +0.910F> +0.700EG+ D +CG +E> +EG-- 21 System 1.000 1.0 D 1.0 CG 0.910 <E 0.700 EG+ D +CG <E +EG+ 22 System 1.000 1.0 D 1.0 CG 0.750 L 0.975 E> 0.750 EG+ D CG L Ej EG+ 23 System 1.000 1.0 D+1.0 CG+ 0750 L+ 0.975<E+ 0.750 EG+ D +CG +L +<E +EG+ 24 System 1.000 0.600 D+ 0.600 CG 0.910 E> 0.700 EG- D+CG+ E>+ EG- 25 System 1.000 0.600 D 0.600 CG 0.910 <E 0.700 EG- D CG <E EG- 26 System 1.275 0.900 D 0.900 CG 1.300 E> 1.0 EG- D CG F> EG- 27 System 1.275 0.900 D 0.900 CG 1.300 <E 1.0 EG- D CG <E EG- 28 System 1.275 1.200 D 1.200 CG 0.200 S 1.300 F> 1.0 EG+ D+CG+S+E>+EG+ 29 System 1.275 1.200 D 1.200 CG 0.200 S 1.300 <E 1.0 EG+ D+CG+S+<E+EG-+- 30 Special 1.275 0.900 D 0.900 CG 2.500 F> 1.0 EG- D+ CG+ F> EG- 31 Special 1.275 0.900 D 0.900 CG 2.500 <E 1.0 EG- D CG <E EG- 32 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 F> 1.0 EG+ D+CG+S+E>+EG+ 33 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ D+ CG S <E EG+ 34 AISC Special 1 700 0.900 D 0.900 CG D CG 35 AISC Special 1 700 0.900 D 0.900 CG D CG 36 AISC Special 1 700 1.200 D 1.200 CG 0.200 S D+CG+S 37 AISC Special 1 700 1.200 D 1.200 CG 0.200 S D+CG+S 38 System Derived 1.000 1.0 D 1.0 CG 0.273 E> 0.700 EG+ 1 400 EB> D CG Ej EG+ EB> 39 System Derived 1.000 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 EB> D CG <E EG+ EB> 40 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 EB> D+CG+L +E>+EG++EB> 41 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 EB> D+CG+L+<E +EG++EB> 42 System Derived 1.000 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 EB> D CG E> EG- EB> 43 System Derived 1.000 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 EB> D CG <E EG- EB> 44 System Derived 1.275 0.900 D 0.900 CG 0.390 F> 1.0 EG- 1 400 EB> D CG F> EG- EB> 45 System Derived 1.275 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 EB> D CG <E EG- EB> 46 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 EB> D+CG+S +E>+EG++EB> 47 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 EB> D+CG+S+<E +EG++EB> 48 Special 1.275 0.900 D 0.900 CG 2.500 EB> 1.0 EG- D CG EB> EG- 49 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ D CG S EB> EG+ 50 System Derived 1.000 1.0 D 1.0 CG 0.273 F> 0.700 EG+ 1 400 <EB D CG E> EG+ <EB 51 System Derived 1.000 1.0 D 1.0 CG 0.273 <E 0.700 EG+ 1 400 <EB D CG <E EG+ <EB 52 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.293 E> 0.750 EG+ 1 400 <EB D+CG+L +E>+EG 1 1 <EB 53 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.293 <E 0.750 EG+ 1 400 <EB D+CG+L+<E +EG++<EB 54 System Derived 1.000 0.600 D 0.600 CG 0.273 E> 0.700 EG- 1 400 <EB D CG F> EG- <EB 55 System Derived 1.000 0.600 D 0.600 CG 0.273 <E 0.700 EG- 1 400 <EB D CG <E EG- <EB 56 System Derived 1.275 0.900 D 0.900 CG 0.390 E> 1.0 EG- 1 400 <EB D+ CG F> EG- <EB 57 System Derived 1.275 0.900 D 0.900 CG 0.390 <E 1.0 EG- 1 400 <EB D CG <E EG- <EB 58 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.390 E> 1.0 EG+ 1 400 <EB D+CG+S +E>+EG++<EB 59 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.390 <E 1.0 EG+ 1 400 <EB D+CG+S+<E+EG f f <EB 60 Special 1.275 0.900 D 0.900 CG 2.500 <EB 1.0 EG- D CG <EB EG- 61 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ D CG S <EB EG+ 62 System Derived 1.000 1.0 D 1.0 WPAI D WPA1 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 217 of 221 VP BUILDINGS VARCO- PRUDEN Frame Member Sizes Mem. I Flg Width I Flg Thk 1 Web Thk I Depthl N o. (in.) (in.) (in.) (in.) 5.00 1 2 5 00 I 0.1875 1 0.1345 21.00 Boundary Condition Summary Member 1 X -Loc 1 Y -Loc 1 1 0/0/0 36/0/4 2 1 30/6/0 33/5/12 Calculations Package 63 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPAI 64 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPAI 65 System Derived 1.000 D.600 D 1.0 WPAI 66 System Derived 1.000 1.0 D 1.0 WPD1 67 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPDI 68 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPDI 69 System Derived 1.000 0.600 D 1.0 WPD1 70 System Derived 1.000 1.0 D 1.0 WPA2 71 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPA2 72 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA2 73 System Derived 1.000 0.600 D 1.0 WPA2 74 System Derived 1.000 1.0 D 1.0 WPD2 75 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPD2 76 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD2 77 System Derived 1.000 0.600 D 1.0 WPD2 78 System Derived 1.000 1.0 D+ 1.0 WPB1 79 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB 1 80 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPBI 81 System Derived 1.000 0.600 D 1.0 WPBI 82 System Derived 1.000 1.0 D 1.0 WPC1 83 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPCI 84 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC1 85 System Derived 1.000 0.600 D 1.0 WPC1 86 System Derived 1.000 1.0 D 1.0 WPB2 87 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB2 88 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB2 89 System Derived 1.000 0.600 D 1.0 WPB2 90 System Derived 1.000 1.0 D 1.0 WPC2 91 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPC2 92 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC2 93 System Derived 1.000 0.600 D 1.0 WPC2 VPC File:CA0501692 -010E1 vpc VPC Version .5.3b D +CG +L +WPA1 D +CG +S +WPA1 D+ WPA1 D+ WPDI D +CG +L +WPD1 D +CG +S +WPD1 D +WPDI D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 D CG S WPD2 D WPD2 D WPB1 D +CG +L +WPB1 D +CG +S +WPB1 D WPB1 D WPC1 D +CG +L +WPCI D +CG +S +WPCI D WPC1 D WPB2 D CG L WPB2 D CG S WPB2 D WPB2 D WPC2 D CG L WPC2 D CG S WPC2 D WPC2 Supp. X 1 Supp. Y 1 Moment 1 Displacement X(in.) 1 Displacement Y(in.) 1 Displacement ZZ(rad.) 1 Yes I Yes I N 1 0 /0 /0 I 0 /0 /0 I 0.0000 No Yes No 0/0/0 0/0/0 0.0000 Date: 11/9/2005 Time:4.03.31 PM Page: 218 of 221 Depth2 1 Length 1 Weight Flg Fy Web Fy Splice Codes Shape (in.) (ft) (p) I (ksi) 1 I (ksi) Jt.1 1 Jt.2 1 21.00 1 15.05 I 253 21 50.00 I 50.00 1 SS 1 SS I 3P Total Frame Weight 510.0 (p) (Includes all plates) Frame Pricing Weight 556.5 (p) (Includes all pieces) Flange Brace Summary Member I From Member Joint 1 1 From Side Point 1 1 Part 1 Design Note 1 3/0/0 3/0/11 FB3000 1 15/0/0 15/0/11 FB3000 2 11/6/1 27/0/11 FB3000 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 I Actual Forces 1 Actual Stresses 1 Allowable 1 Stress Condition Mem. Loc. I Depth Load I Axial Shear 1 Mom -x I Mom -y 1 Ax 1 Shear I Bnd -X I Bnd -Y I Stress 1 1 Sum I No. ft in. 1 Case k k i -k in -k ksi ksi ksi ksi Axial I Shear Bnd -X 1 Bnd -Y Bnd +Ax Shear 1 2 15.061 1.511 21.0 0 3 I -0. -0.81 65451 0.01 0 011 0. 3 0 1 24.34 0.00 30.001 3541 24.921 24.971 0.977 1 0.085 Mem. Loc. 1 Depth 1 Area 1 Rx 1 Ry 1 Lx Ly -1 Ly -2 Klx Klyl K1y2 Sx Lbl Rt -1 Lb2 Rt -2 Qs Cbl Cb2 No. ft in. 1 in.2 in. in. in. I in. 1 in. /Rx 1 /Ry 1 /Ry 1 in.3 I in. 1 in. 1 1 in. 1 in. I Qa 1 I 2 15.061 1.511 2 1.001 4.651 8 .051 0.921 3 67.271 24.01 24.0 45.6 26.21 26.21 26.891 24.01 1.20 24.01 1.20 0.83 1.00 1 75 1 1 75 75 VP BUILDINGS VARCO.PRUDEN User Defined Frame Line Loads for Cross Section: A Side 1 Units 1 Type 1 Description 1 Mag1 1 Locl 1 Mag2 Loc2 1 Supp. 1 Dir 1 Coef. 1 Loc. 3 plf I SD (SNOW DRIFT FROM TRANSFER >Resolved I 156.451 0 /0 /0I 156.45 30/7/41 N DOWN 1 1.000 OF From Plane Deflection Load Combinations Framing No. Origin 1 System 2 System 3 System 1.000 0 4 System 1.000 0 5 System 1.000 0 6 System 1.000 0 7 System 1.000 0 8 System Derived 1.000 0 9 System Derived 1.000 0 10 System Derived 1.000 0 11 System Derived 1.000 0 12 System Derived 1.000 0 13 System Derived 1.000 0 14 System Derived 1.000 0 15 System Derived 1.000 0 16 System 1.000 60 17 System 1.000 60 18 System 1.000 60 19 System 1.000 60 20 System Derived 1.000 60 21 System Derived 1.000 60 22 System Derived 1.000 60 23 System Derived 1.000 60 24 System Derived 1.000 60 25 System Derived 1.000 60 26 System Derived 1.000 60 27 System Derived 1.000 60 28 System I.000 60 29 System 1.000 60 30 System Derived 1.000 60 31 System Derived 1.000 60 VPC File:CA0501692 -010E1 vpc Factor Def H Def V 1.000 0 1.000 0 180 180 180 180 180 180 180 180 180 180 180 180 180 180 180 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Calculations Package 1.0 L 1.0 S 1.0 S 1.0 SD 0 700 Wl> 0.700 <W1 0.700 W2> 0.700 <W2 0.700 WPAI 0.700 WPD1 0.700 WPA2 0.700 WPD2 0.700 WPB1 0.700 WPCI 0.700 WPB2 0.700 WPC2 0.700 WI> 0.700 <W1 0.700 W2> 0.700 <W2 0.700 WPA1 0.700 WPDI 0.700 WPA2 0.700 WPD2 0.700 WPB1 0.700 WPCI 0.700 WPB2 0.700 WPC2 0.600 E> 0.700 EG- 0.600 <E 0.700 EG- 0.600 EB> 0.600 <EB Maximum Frame Deflection Summary for Cross Section: A 1 Description 'Max. Vertical Deflection for Span 1 1 Deflection (in.) 1 Ratio 1 -0.825 1 (L/443) 1 1 1 2 1 3 Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. 3 11LA^ Application IMemberl Joint 1 Load Case 1 L S S +SD Wl> <W1 W2> <W2 WPAI WPD1 WPA2 WPD2 WPB1 WPC 1 WPB2 WPC2 Wl> <WI W2> <W2 WPA1 WPDI WPA2 WPD2 WPB 1 WPC 1 WPB2 WPC2 E> EG- <E EG- EB> <EB Date: 11/9/2005 Time: 4 PM Page: 219 of 221 Description Load Case Description S SD VPC Version .5.3b A VP BUILDINGS VARCO•PRUDEN Calculations Package VPC File:CA0501692 -010E1 vpc VPC Version .5.3b Date: 11/9/2005 Time: 4.03.31 PM Page: 220 of 221 Coveringg Su"nimary Report, Shape: Transfer Station Panel Data Wall/Roof Type Thickness Finish Color Direction Wall: I Panel Rib 24 KXL Egyptian White Right to Left Peak Out 41/0/0 Location: 2 NBVP Other 1 1/4 psf 1.00 Supported by others =no Location: 3 NBVP Tilt Wall 8' psf 90.00 Supported by others=yes Wall: 2 Panel Rib 24 KXL Egyptian White Right to Left Peak Out 41/0/0 Location: 2 NBVP Other 1 1/4' psf 1.00 Supported by others =no Location: 3 NBVP Panel 1 1/4' psf= 1.00 Supported by others=no Location: 4 NBVP Tilt Wall 8' psf 90.00 Supported by others =yes Location: 5 NBVP Tilt Wall 8' psf 90.00 Supported by others=yes Wall: 3 Panel Rib 24 KXL Egyptian White Right to Left Peak Out 41/0/0 Location: 2 NBVP Other 1 1/4' psf= 1.00 Supported by others =no Location: 3 NBVP Tilt Wall 8' psf 90.00 Supported by others =yes Wall: 4 Panel Rib 24 KXL Egyptian White Right to Left Peak Out 41/0/0 Location: 2 NBVP Tilt Wall 8' psf 90.00 Supported by others =yes Wall: 5 Panel Rib 24 KXL Egyptian White Right to Left Peak Out 41/0/0 Location: 2 NBVP Other 1 1/4' psf 1.00 Supported by others =no Location: 3 NBVP Tilt Wall 8' psf 90.00 Supported by others =yes Wall: 6 Panel Rib 24 KXL Egyptian White Right to Left Peak Out 41/0/0 Location: 2 NBVP Other 1 1/4' psf= 1.00 Supported by others=no Location: 3 NBVP Tilt Wall 8' psf 90.00 Supported by others =yes Roof: A SSR 24 KXL Egyptian White Right to Left Not Applicable 51/0/0 Roof: B SSR 24 KXL Egyptian White Right to Left Not Applicable 51/0/0 Gable Dir Max. Length Fastener Data Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: 1 Color Match Carbon Standard Option Standard Option No None No Yes Location: 2 Not Applicable Location: 3 Not Applicable Wall: 2 Color Match Carbon Standard Option Standard Option No None No Yes Location: 2 Not Applicable Location: 3 Not Applicable Location: 4 Not Applicable Location: 5 Not Applicable Wall: 3 Color Match Carbon Standard Option Standard Option No None No Yes Location: 2 Not Applicable Location: 3 Not Applicable Wall: 4 Color Match Carbon Standard Option Standard Option No None No Yes Location: 2 Not Applicable Wall: 5 Color Match Carbon Standard Option Standard Option No None No Yes Location: 2 Not Applicable Location: 3 Not Applicable Wall: 6 Color Match Carbon Standard Option Standard Option No None No Yes Location: 2 Not Applicable Location: 3 Not Applicable Roof: A Stainless Steel Capped Standard Option Ice Damming UL90 Uplift Yes None No Yes Roof: B Stainless Steel Capped Standard Option Ice Damming UL90 Uplift Yes None No Yes VP BUILDINGS YARco- PRUDEN Shape: Compactor Loading Chute Panel Data Wall /Roof Type Wall: 1 Open Wall: 2 Panel Rib Location: 2 NBVP Other Location: 3 NBVP Tilt Wall Wall: 3 Panel Rib Location: 2 NBVP Other Location: 3 NBVP Tilt Wall Wall: 4 Panel Rib Location: 2 NBVP Other Location: 3 NBVP Tilt Wall Roof: A SSR Fastener Data Wall /Roof Wall: 1 Wall: 2 Location: 2 Location: 3 Wall: 3 Location: 2 Location: 3 Wall: 4 Location: 2 Location: 3 Roof: A Type Not Applicable Color Match Carbon Not Applicable Not Applicable Color Match Carbon Not Applicable Not Applicable Color Match Carbon Not Applicable Not Applicable Stainless Steel Capped VPC File:CA0501692 010E1 vpc Thickness 24 1 1/4 8' 24 1 1/4' 8" 24 1 1/4' 8' 24 Calculations Package Finish Exposed to wind KXL psf =1.00 psf 90.00 KXL psf =1.00 psf 90.00 KXL psf =1.00 psf 90.00 KXL Length Standard Option Standard Option Standard Option Standard Option Color Egyptian White Supported by others no Supported by others=yes Egyptian White Supported by others =no Supported by others =yes Egyptian White Supported by others =no Supported by others =yes Egyptian White Spacing Standard Option Standard Option Standard Option Ice Damming UL90 Uplift Yes Direction Right to Left Right to Left Right to Left Right to Left No None No None No None None VPC Version :5.3b Date: 11/9/2005 Time: 4-03.31 PM Page: 221 of 221 Gable Dir Max. Length Peak Out 41/0/0 Peak Out 41/0/0 Peak Out 41/0/0 Not Applicable 51/0/0 Washers Insul. Block Mod. Ctrl. Ice Damming No No No No Yes Yes Yes Yes