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Home My WebLink About3501 Bldg E W 18th St Technical - BuidingPermit 6 Z i g Address 350l W Protect description 6ui a Date the permit Was finaled Number of technical pages C e,\A 0 C Si01�on 20 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 Additional Revised Details: Notes Pg. 4 -1 14 Bracing Pg. 49 -1 52, 54 54 -1 Secondary Pg. 57 57 1 63 63 -1 65 72, 72 1 73 Framing Pg. 75 75 -1 75 -2, 92, 92 -1 z 33 z� s+ 4 3 VPC File:CA0501695 -010E1 vpc f< W r 1-tcr Design VP Buildings, Inc. 3200 Players Club Circle Memphis, TN 38125 -8843 STRUCTURAL DESIGN DATA Project: Port Angeles Transfer Station Name: CA0501695 -01OE1 Builder PO 15226 Jobsite: 3501 West 18th Street City, State Port Angeles, Washington County Clallam Country United States TABLE OF CONTENT )EXPIRES 12 23- o? VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 1 of 112 FILE 2 5 22 46 55 74 112 VP BUILDINGS VARCO•PRUDEN Letter of.C erti£catibn 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 MRWF Building Recieving Canopy Loads and Codes Shape: MRWF Building City. Port Angeles County. Clallam Building Code: 2003 International Building Code Building Use: Hazardous Special Occupancy 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 (1.053) Parts Wind Exposure Factor 1.053 Wind Enclosure: Enclosed Wind Importance Factor 1 150 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0 /0 /0 Primary Zone Strip Width: 10/0/0 Parts Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 26.35 psf Loads and Codes Shape: Recieving Canopy City. Port Angeles County- Clallam Building Code: 2003 International Building Code Building Use: Hazardous Special Occupancy 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 (1.053) Parts Wind Exposure Factor 1.053 Wind Enclosure: Enclosed Wind Importance Factor 1 150 Topographic Factor 1.0000 NOT Windbome Debris Region VPC File:CA0501695 -010E1 vpc Design Overall I Overall I Floor Area I Wall Area I Roof Area I Max. Eave I Min. Eave I Max. Roof I Min. Roof Width Length (sq. ft.) (sq. ft.) (sq. ft.) Height Height 2 Pitch Pitch 50/0/0 30/0 /0 I 24/0 /0 I 720 I 78 I 722 I 17/0/0 I 17/0/0 I 1.000:12 11.000:12 Total For All Shapes' 3237 I 3093 I 3248 I State: Washington Built Up: 89AISC Cold Form: OIAISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):3.00 psf Snow Load Ground Snow Load: 36.08 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1 100 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 0.70 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 State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):3.00 psf Snow Load Ground Snow Load: 36.08 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1 100 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 0.70 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Date: 11/8/2005 Time: 6:06:55 PM Page: 2 of 112 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 Reducible Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response 51:50.90 %g Seismic Hazard Use Group: Group 2 Peak Height 19/1/0 18/3/0 Seismic Importance: 1.250 Seismic Performance Design Category D Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Framing R-Factor 3.5000 Bracing R-Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor 1.2680 Brace Redundancy Factor 1 4620 Frame Seismic Factor (Cs): 0.2955 Brace Seismic Factor (Cs): 0.2955 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. 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 Reducible Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response S1:50.90 %g Seismic Hazard Use Group: Group 2 Seismic Importance: 1.250 Seismic Performance Design Category D Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Framing R-Factor 3.5000 VPC Version .5.3b VP BUILDINGS VARCO-PRUDEN Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 26.35 psf Sincerely, VP BUILDINGS 3200 Players Club Circle, Memphis TN 38125 -8843 VPC File:CA0501695 -010E1 vpc Design 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) [DI 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 fumished by VP BUILDINGS. P.E. Prepared by MO Reviewed by MO Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor1.2680 Brace Redundancy Factor:1 4620 Frame Seismic Factor (Cs): 0.2955 Brace Seismic Factor (Cs): 0.2955 VPC Version :5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 3 of 112 VP BUILDINGS YA RCO- 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. VP Alabama Plant. .[Manufacture Only] VP Headquarters. .[Design Only] VP Arkansas Service Center .[Design Only] VP Califomia 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 Hancock Salem, VA Canam Vulcraft Vulcraft Vulcraft Vulcraft ISP Socar Quincy Washington, MO Grapeland, TX Norfolk, NE Florence, SC Brigham City UT El Paso, DC Florence, SC Quincy FL New Millennium Building Systems Butler, IN Lake City FL Design 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 File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6 PM Page: 4 of 112 CA0501695 -01 11/9/05 MO Page 4 -1 of 112 ADDITIONAL DRAWING NOTES. NBVP Not by VP Interior Stud wall NBVP Assumed NBVP Stud wall total weight is 10 psf Actual wall weight should not exceed assumed weight. Design and /or erection requirements for the connection of the stud wall (NBVP) to VP support members have not been provided by VP buildings. The requirements for these connections should be determined by a licensed professional engineer with knowledge of the metal building system. Stud wall (NBVP) must provide horizontal support of VP wall panel at 1 -0" o.c. maximum spacing. Fastening must be typical to detail WC04A1 NOTE TO DETAILER: Include detail WC04A1 Indicate location and total assumed weight of the stud wall (see page VP BUILDINGS VAP,CO•PRUDEN 'BulldingLoading Expanded Report Shape: MRWF Building Loads and Codes Shape: MRWF Building City. Port Angeles County. Clallam Building Code: 2003 International Building Code Building Use: Hazardous Special Occupancy Allow Overstress:Frm: 1.03, Sec: 1.03, Brc: 1.03 Dead and Collateral Loads Collateral Gravity•7.00 psf Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to A D 0.100 plf Line Pur A D 19.500 plf Line Frm Pur A D 19.500 plf Line Frm Pur A D 2.453 psf Entire Frm A D 1 130 psf Entire Pur B D 0.100 plf Line Pur B D 19.500 plf Line Frm Pur B D 19.500 plf Line Frm Pur B D 2.453 psf Entire Frm B D 1 130 psf Entire Pur Live Load Live Load: 20.00 psf Reducible Wind Load Wind Speed: 100.00 mph Wind Enclosure: Enclosed Height Used: 17/0/0 (Type: Eave) Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Velocity Pressure: (qz) 29 44 psf Topographic Factor 1.0000 Directionality Factor 0.8500 Wind Exposure (Factor): D (1.053) Basic Wind Pressure: 26.35 psf Snow Load Ground Snow Load: 36.08 psf Design Snow (Sloped): 25.00 psf Snow Accumulation Factor 1.000 Snow Importance: 1 100 Ground Roof Conversion: 0.70 Seismic Load Mapped Spectral Response Ss :124.10 %g Mapped Spectral Response Si :50.90 %g Seismic Hazard Use Group: Group 2 Seismic Performance Design Category D Seismic Importance: 1.250 Frame Seismic Factor (Cs): 0.2955 Brace Seismic Factor (Cs): 0.2955 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Side Type Mag Units Shape Applied to 1 E 0.674 psf Entire Frm Brc 2 E 0.852 psf Spec Frm Brc 3 E 0.677 psf Spec Frm Brc 4 E 0.700 psf Spec Frm Brc A E 3.679 psf Entire Frm A E 3.679 psf Entire Brc VPC File:CA0501695 -010E1 vpc Design Seismic: Covering Weight Seismic: Covering Weight Seismic: Covering Weight Seismic: Covering Weight Seismic: Covering Weight State: Washington Built Up: 89AISC Cold Form: 01AISI Rainfall: 4.00 inches per hour Frame Weight (assumed for seismic):3.00 psf Gust Factor 1.0000 Wind Importance Factor 1 150 Least Horiz. Dimension: 50/0/0 Description Dummy load Skirt wall load Skirt Wall load Covering Weight 24 SSR Secondary Weight 1.32 Roof: A Covering Weight 24 SSR Roof: A Dummy load Skirt Wall load Skirt Wall load Covering Weight 24 SSR Secondary Weight 1.32 Roof: B Covering Weight 24 SSR Roof: B NOT Windbome Debris Region Parts Portions Zone Strip Width: 5/0/0 qz= 0.00256 (1 15) (100.00) ^2 (1.00) The 'Low Rise' Method is Used Country United States Snow Exposure Category (Factor): 2 Partially Exposed (0.90) 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 Factorl 4620 Soil Profile Type: Very dense soil and soft rock (C, 3) Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Seismic Period Height Used: 17/0/0 Design Spectral Response Sds: 0.8273 Design Spectral Response Sdl 0.4411 Date: 11/8/2005 Time: 6:06:55 PM Page: 5 of 112 Description 24 Panel Rib Secondary Weight 1 16 Wall: 1 24 Panel Rib Secondary Weight 1 76 Wall: 2 24 Panel Rib Secondary Weight 1 17 Wall: 3 24 Panel Rib Secondary Weight 1.25 Wall: 4 24 SSR Secondary Weight 1.32 (Includes 7.000 Collateral 3.000 Frame Weight) Roof: A Seismic: Covering Weight 24 SSR Secondary Weight 1.32 (Includes 7.000 Collateral VPC Version .5.3b VP BUILDINGS VARCO-PRUDEN A E 5.762 plf Line Frm Brc A E 5 762 plf Line Frm Brc B E 3.679 psf Entire Frm B E 3.679 psf Entire Brc B E 5.762 plf Line Frm Brc B E 5 762 plf Line Frm 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 Desig t 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 1.000 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 36 Special 1.275 37 Special 1.275 38 Special 1.275 39 Special 1.275 40 AISC Special 1 700 41 AISC Special 1 700 42 AISC Special 1 700 43 AISC Special 1 700 44 System Derived 1.000 45 System Derived 1.000 46 System Derived 1.000 VPC File:CA0501695 -010E1 vpc Design Date: 11/8/2005 Time: 6:06:55 PM Page: 6 of 112 3.000 Frame Weight) Roof: A Seismic Effect From Skirt wall load Roof: A Seismic Effect From Skirt Wall load Roof: A Seismic: Covering Weight 24 SSR+ Secondary Weight 1.32 (Includes 7.000 Collateral 3.000 Frame Weight) Roof: B Seismic: Covering Weight 24 SSR+ Secondary Weight 1.32 (Includes 7.000 Collateral 3.000 Frame Weight) Roof: B Seismic Effect From Skirt Wall load Roof: B Seismic Effect From Skirt Wall load 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. Application 1.OD +1.00G +1.OL 1.OD +1.0CG +1.OASLA 1.0D +1.0CG +1.0 ^ASL 1.OD +1.00G +1.OPL2 1.0 D 1.0 CG 1.0 PL2 1.OD +1.0CG +1.OS 1.0 D 1.0 CG 1.0 S 1.0 SD 1.OD +1.00G +1.0US1* 1.OD +1.00G +1.0 *US1 1.OD +1.OWI> 1.OD +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 W1> 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 CG 0.750 L 0.750 <W2 1.0 D 1.0 CG 0.750 S 0.750 WI> 1.0 D 1.0 CG 0.750 S 0.750 <W1 1.0 D+ 1.0 CG +0.7505 +0.750W2> 1.0 D 1.0 CG 0.750 S 0.750 <W2 0.600D +1.OWI> 0.600 D 1.0 <WI 0.600 D 1.0 W2> 0.600 D 1.0 <W2 1.0 D 1.0 CG 0.888 E> 0.700 EG+ 1.0 D 1.0 CG 0.888 <E 0.700 EG+ 1.O D+ 1.0 CG +0.750 L +0.951 E> +0.750EG+ 1.0 D+ 1.0 CG 0.750 L +0.951 <E +0.750 EG+ 0.600 D 0.600 CG 0.888 E> 0.700 EG- 0.600 D 0.600 CG 0.888 <E 0.700 EG- 0.900 D 0.900 CG 1.268 E> 1.0 EG- 0.900 D 0.900 CG 1.268 <E 1.0 EG- 1.200 D 1.200 CG 0.200 S 1.268 E> 1.0 EG+ 1.200 D 1.200 CG 0.200 S 1.268 <E 1.0 EG+ 0.900 D 0.900 CG 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. 0D +1.0CG +0.266E> +0.700EG+ +1462 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 EB> 1.0 D 1.0 CG 0.750 L 0.285 E> 0.750 EG+ 1 462 EB> VPC Version .5.3b 1 Description D CG L D+CG +ASL^ D +CG+ ^ASL D CG PL2(Spans 1 and 2) D CG PL2(Spans 2 and 3) D CG S D +CG +S +SD D +CG +US1* D +CG *US1 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 +S +WI> 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 +Ej+EG++EB> VP BUILDINGS VARCO- RRUDEN 47 System Derived 48 System Derived 49 System Derived 50 System Derived 51 System Derived 52 System Derived 53 System Derived 54 Special 55 Special 56 System Derived 57 System Derived 58 System Derived 59 System Derived 60 System Derived 61 System Derived 62 System Derived 63 System Derived 64 System Derived 65 System Derived 66 Special 67 Special 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 78 System Derived 79 System Derived 80 System Derived 81 System Derived 82 System Derived 83 System Derived 84 System Derived 85 System Derived 86 System Derived 87 System Derived 88 System Derived 89 System Derived 90 System Derived 91 System Derived 92 System Derived 93 System Derived 94 System Derived 95 System Derived 96 System Derived 97 System Derived 98 System Derived 99 System Derived Design Load Combinations Bracing No. Origin 1 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:CA0501695 010E1 vpc 0.700E> 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 Design 1.000 1.0 D 1.0 CG 0.750 L 0.285 <E 0.750 EG+ 1 462 EB> 1.000 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 EB> 1.000 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 EB> 1.275 0.900 D 0.900 CG 0.380 E> 1.0 EG- 1 462 EB> 1.275 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 EB> 1.275 1.200 D 1.200 CG 0.200 S 0.380 F> 1.0 EG+ 1 462 EB> 1.275 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG+ 1 462 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 1.0D +1.0CG +0.266F> +0.700 EG+ +1462 <EB 1.000 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 <EB 1.000 1.0 D 1.0 CG 0.750 L 0.285 E> 0.750 EG+ 1 462 <EB 1.000 1.0 D+ 1.0 CG 0.750 L 0.285 <E 0.750 EG+ 1 462 <EB 1.000 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 <EB 1.000 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 <EB 1.275 0.900 D 0.900 CG 0.380 E> 1.0 EG- 1 462 <EB 1.275 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 <EB 1.275 1.200 D 1.200 CG 0.200 S 0.380 F> 1.0 EG+ 1 462 <EB 1.275 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG+ 1 462 <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 1.0D +1.0WPA1 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPA1 1.000 1.OD +1.00G +0.750S +0.750WPAI 1.000 0.600 D 1.0 WPA1 1.000 1.0 D+ 1.0 WPD1 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPD1 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD1 1.000 0.600 D+ 1.0 WPD1 1.000 1.0 D 1.0 WPA2 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPA2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA2 1.000 0.600 D 1.0 WPA2 1.000 1.0 D 1.0 WPD2 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPD2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD2 1.000 0.600 D 1.0 WPD2 1.000 1.0 D 1.0 WPB1 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB1 1.000 1.0 D+ 1.0 CG +0.7505 +0.750WPB1 1.000 0.600 D 1.0 WPB1 1.000 1.0 D 1.0 WPC1 1.000 1.0 D+ 1.0 CG +0.750 1.000 1.0 D+ 1.0 CG +0.750 1.000 0.600 D 1.0 WPC1 1.000 1.0 D 1.0 WPB2 1.000 1.0 D 1.0 CG 0.750 1.000 1.0 D+ 1.0 CG +0.750 1.000 0.600 D 1.0 WPB2 1.000 1.0 D 1.0 WPC2 1.000 1.0 D 1.0 CG 0.750 1.000 1.0 D+1.0 CG +0.750 1.000 0.600 D 1.0 WPC2 L +0.750 WPC1 S 0.750 WPC1 L 0.750 WPB2 S 0.750 WPB2 L 0.750 WPC2 S 0.750 WPC2 Application E> <E E> <E WPA1 WPDI WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 VPC Version .5.3b Date: 11/8/2005 Time: 6:06.55 PM Page: 7 of 112 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>+EG-H-<EB D+CG+L+<E+EG 1 +<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>+EG1s -<EB D+CG+S+<E+EG i 1 <EB D CG <EB EG- D CG S <EB EG+ D +WPA1 D +CG +L +WPA1 D +CG +S +WPA1 D WPAI 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 WPCI D +CG +L +WPC1 D +CG +S+WPCI 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 Description VP BUILDINGS VARCO•PRUUEN Design Load Combinations Purlin 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 Derived 14 System Derived 15 System Derived 16 System Derived 17 System Derived 18 System Derived 19 System Derived 20 System Derived 21 System Derived 22 System Derived 23 System Derived 24 System Derived 25 System Derived 26 System Derived 27 System Derived 28 System Derived 29 System Derived 30 System Derived 31 System Derived 32 System Derived 33 System Derived 34 System Derived 35 System Derived 36 System Derived 37 System Derived 38 System Derived 39 System Derived 40 System Derived Design No. 1 1 2 Design No. 1 1 2 3 4 5 6 Design 1 No. I 2 1 Load Combinations Origin System System Load Combinations Origin System System System System System System Load Combinations Origin 1 System System VPC File:CA0501695 010E1 vpc 1 Factor Application 1.000 1.0D +1.0CG +1.0S 1.000 1.OD +1.0CG +1.OS +1.OSD 1.000 1.OD +1.00G +1.OUS1* 1.000 1.OD +I.00G +1.0 *USI 1.000 1.OD +1.00G +1.0PFI 1.000 1.OD +1.0CG +1.0PF1 1.000 1.0D+ 1.0 W I> 1.000 1.OD +1.0 <W2 1.000 0.600 D 1.0 W 1> 1.000 0.600 D 1.0 <W2 1.000 1.0 D+ 1.0 CG 0.750 S+ 0.750 W 1> 1.000 1.0 D+ 1.0 CG +0.7505 +0.750<W2 1.275 1.200 D 1.200 CG 0.200 S 1.0 EB> 0.700 EG+ 1.275 0.900 D 0.900 CG 1.0 EB> 0.700 EG- 1.275 1.200 D 1.200 CG 0.200 S 1.0 <EB 0.700 EG+ 1.275 0.900 D 0.900 CG 1.0 <EB 0.700 EG- 1.000 1.0 D 1.0 WPA1 1.000 0.600 D 1.0 WPAI 1.000 I.0 D 1.0 CG 0.750 S 0.750 WPA1 1.000 1.0D +1.0WPD1 1.000 0.600 D 1.0 WPD1 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD1 1.000 1.0 D 1.0 WPA2 1.000 0.600 D 1.0 WPA2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA2 1.000 1.0 D 1.0 WPD2 1.000 0.600 D 1.0 WPD2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD2 1.000 1.0D +1.0WPB1 1.000 0.600 D 1.0 WPB 1 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB 1 1,000 1.OD+1.OWPCI 1.000 0.600 D+ 1.0 WPC1 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC 1 1.000 1.0 D 1.0 WPB2 1.000 0.600 D 1.0 WPB2 1.000 1.0 D+ 1.0 CG 0.750 S 0.750 WPB2 1.000 1.0 D 1.0 WPC2 1.000 0.600 D 1.0 WPC2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC2 Girt 1 Factor 1.000 ILO CG +1.0WI> 1.000 1.0 CG 1.0 <W2 -Roof Panel 1 Factor 1 1.000 1.OD +1.0S 1.000 1.0D +1.OS +1.OSD 1.000 1.0 D+ 1.0 US 1 1.000 1.OD +1.0 *US1 1.000 1.OD +1.OWI> 1.000 1.0 D+ 1.0 <W2 Wall Panel Factor 1 1.000 11.0 WI> 1.000 11.0 <W2 Deflection Load Combinations Framing No. Origin 1 Factor 1 Def H 1 Def V 1 System 1.000 0 180 1.0 L 2 System 1.000 0 180 1.0 S 3 System 1.000 0 180 1.0 S 1.0 SD Design Application Application Application Application I CG W 1> CG <W2 ID S 1D +S +SD D +US1* D *US1 D +W1> ID <W2 WI> 1< W2 1 L S S SD VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 8 of 112 1 Description I)+CG +S D +CG +S +SD D +CG +USI* D +CG+ *USI D +CG +PF1(Span 1) D CG PF1 (Span 2) D +W1> D <W2 D +W1> D <W2 D +CG +S +Wl> D +CG +S <W2 D +CG +S EB> +EG+ D +CG EB> +EG- D +CG +S <EB +EG+ D +CG <EB +EG- D +WPA1 D WPAI D +CG +S +WPA1 D +WPD1 D +WPD1 D +CG +S+WPD1 D WPA2 D WPA2 D +CG +S +WPA2 D WPD2 D WPD2 D +CG +S +WPD2 D WPB1 D WPB1 D +CG +S +WPB1 D WPC1 D WPCI D +CG +S +WPCI D WPB2 D WPB2 D +CG +S +WPB2 D WPC2 D WPC2 D CG S WPC2 Description Description Description Description VP BUILDINGS V *RCO- PRUDEN 4 System 5 System 6 System 7 System 8 System 9 System 10 System Derived 11 System Derived 12 System Derived 13 System Derived 14 System Derived 15 System Derived 16 System Derived 17 System Derived 18 System 19 System 20 System 21 System 22 System Derived 23 System Derived 24 System Derived 25 System Derived 26 System Derived 27 System Derived 28 System Derived 29 System Derived 30 System 31 System 32 System Derived 33 System Derived 1.000 0 180 1.OUS1* 1.000 0 180 1.0 *US1 1.000 0 180 0.700 Wl> 1.000 0 180 0.700 <W1 1.000 0 180 0.700 W2> 1.000 0 180 0.700 <W2 1.000 0 180 D.700 WPA1 1.000 0 180 0.700 WPDI 1.000 0 180 0.700 WPA2 1.000 0 180 0.700 WPD2 1.000 0 180 0.700 WPB1 1.000 0 180 D.700 WPC1 1.000 0 180 0.700 WPB2 1.000 0 180 0.700 WPC2 1.000 60 0 0.700 Wl> 1.000 60 0 0.700 <W1 1.000 60 0 D.700 W2> 1.000 60 0 0.700 <W2 1.000 60 0 D.700 WPA1 1.000 60 0 0.700 WPDI 1.000 60 0 D.700 WPA2 1.000 60 0 0.700 WPD2 1.000 60 0 D.700 WPB1 1.000 60 0 0.700 WPCI 1.000 60 0 0.700 WPB2 1.000 60 0 0.700 WPC2 1.000 60 0 0.600 E> 0.700 EG- 1.000 60 0 0.600 <E 0.700 EG- 1.000 60 0 0.600 EB> 1.000 60 0 0.600 <EB Deflection Load Combinations Purlin No. 1 Origin 1 Factor 1 Deflection 1 D CG L AASL S *US1 *US2 SS PEI PF2 W <W1 <W2 <W3 <W4 <W5 <W6 1 System 2 System 3 System 4 System Load Type Descriptions 1.000 1.000 1.000 1.000 Deflection Load Combinations Girt No. 1 Origin 1 Factor 1 Deflection 1 System 1.000 180 2 System 1 1.000 I 180 Deflection Load Combinations Roof Panel No. 1 Origin 1 Factor 1 Def H 1 Def V1 1 System 1.000 150 150 1.0 S 2 System 1.000 150 150 1.0 S 1.0 SD 3 System 1.000 150 150 1.0 US1* 4 System 1.000 150 150 1.0 *US1 VPC File:CA0501695 010E1 vpc Material Dead Weight Collateral Load for Gravity Cases Live Load Alternate Span Live Load, Shifted Left Snow Load Unbalanced Snow Load 1, Shifted Left Unbalanced Snow Load 2, Shifted Left Sliding Snow Load Partial Load, Full, 1 Span Partial Load, Full, 2 Spans Wind Load Wind Load, Case l Left 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 150 150 150 150 1.0 S 1.0 S 1.0 SD 1.0 US1* 1.0 *US1 0.700 Wl> 0.700 <W2 Design Application Application Application C CU ASV' PL2 US1* US2* SD RS PHI PH2 Wl> W2> W3> W4> W5> W6> WP US1* *US1 Wl> <W1 W2> <W2 WPA1 WPD1 WPA2 WPD2 WPBI WPC WPB2 WPC2 W1> <Wl W2> <W2 WPA1 WPD1 WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 E> EG- <E EG- EB> <EB 1 S S SD US1* *US1 1 'Wl> <W2 S S SD US1* *US1 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 VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 9 of 112 Description Description Description VP BUILDINGS VAI&CO•PRUUEN WPR WPAI WPB1 WPC1 WPD1 W131> WB2> W133> WB4> W135> 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 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 User Applied Surface Loads (Local Coordinate System) Side Shape 1 Units Type 1 Description A LN plf E> Receiving Canopy load A LN plf E> Receiving Canopy load A LN plf <E Receiving Canopy load A LN plf <E Receiving Canopy load VPC File:CA0501695 010E1 vpc Wind Load, 11 Ridge, Right Wind Parallel Ref A, Case 1 Wind Parallel Ref B, Case 1 Wind Parallel Ref C, Case 1 Wind Parallel Ref D, Case 1 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 1 Wind, Aux Live Bracing Reaction, Right, Aisle 1 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 Design WPL WPA2 WPB2 WPC2 WPD2 <WB 1 <WB2 <WB3 <WB4 <WB5 <WB6 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 Ul U3 U5 U7 U9 UB1 UB3 UB5 UB7 UB9 T Wind Load, 11 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 Altemate 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 1 Mag I X -Loc l Y -Loc 1 Frm 1 Brc 1 Grt 1 Pur 1 Pill ISupp.I Dir 1 Loc. 138.00 0/0/0 -0/1/0 N Y N N N N RIGHT OF 138.00 0/0/0 13/0/0 N Y N N N N RIGHT OF 138.00 0/0/0 -0/1/0 N Y N N N N LEFT OF 138.00 0/0/0 13/0/0 N Y N N N N LEFT OF VPC Version .5.3b Date: 11/8/2005 Time: 6 PM Page: 10 of 112 VP BUILDINGS VA R CO•PR U O EN A LN plf A LN plf A LN plf A LN plf A LN plf A LN plf B LN plf B LN plf B LN plf B LN plf B LN plf B LN plf B LN plf B LN plf B LN plf B LN plf Dummy load Dummy load Skin wall load Skirt wall load Skirt Wall load Skirt Wall load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Dummy load Dummy load Skirt Wall load Skirt Wall load Skirt Wall load Skirt Wall load Design 0.10 0 /0 /C -0/1/0 N N N Y N N IN OF 0.10 25/0/0 25/0/0 N N N Y N N IN OF 19.50 50/4/0 -0/1/0 Y NN Y N N IN OF 19.50 50/4/0 25/0/C Y NN Y N N IN OF 19.50 32/0/0 24/9/11 Y NN Y N N IN OF I9.50 50/4/0 24/9/11 Y N N Y N N IN OF 138.00 50/3/C -0/1 /0 N Y N N N N LEFT OF 138.00 50/3/0 17/0/0 N Y N N N N LEFT OF 138.00 50/3/0 -0/1 /0 N Y N N N N RIGHT OF 138.00 50/3/0 17/0/0 N Y N N N N RIGHT OF 0.10 24/5/0 -0/1/0 N N N Y N N IN OF 0.10 50/3/0 25/0/0 N N N Y N N IN OF 19.50 0/0/0 -0/1/0 Y NN Y N N IN OF 19.50 0/0/0 25/0/0 Y N N Y N N IN OF 19.50 0/0/0 24/9/1I Y NN Y N N IN OF 19.50 18/4/0 -24/9/11Y NN Y N N IN OF VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 11 of 112 VP BUILDINGS VARCO- PRUDEN User Defined Frame Point Loads for Cross Section: 3 1 Side 1 Units 1 Type 1 Description 1 k F: 1 k <E 4 k F. 4 k <E User Defined Frame Line Side Units Type 2 plf D 2 plf CG 2 plf L 2 plf S 2 plf WI> 2 plf <W1 2 plf W2> 2 plf <W2 2 plf WPA1 2 plf WPD1 2 plf WPA2 2 plf WPD2 2 plf WPBI 2 pif WPC1 2 plf WPB2 2 plf WPC2 3 plf D 3 plf CG 3 plf L 3 plf S 3 plf Wl> 3 plf <W1 3 plf W2> 3 plf <W2 3 pif WPA1 3 plf WPD1 3 plf WPA2 3 plf WPD2 3 plf WPB1 3 plf WPCI 3 plf WPB2 3 plf WPC2 VPC File:CA0501695 010E1 vpc Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Loads for Cross Section: 3 Description Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load Receiving Canopy load 'X 2 11.4 1t7. Design 1 Magl 1 Locl 1 Offset 1 H or V 1 Supp. 1 Dir 1 Coef. 1 Loc. 0.3016/11/14 NA N N RIGHT 1.000 CL -0.3C 16/11/14 NA N N LEFT 1.000 CL 0.3016/11/14 NA N N RIGHT 1.000 CL 0.3016/11/14 NA N N LEFT 1.000 CL Magl Locl Mag2 Loc2 Supp. Dir Coef. 38.00 0/1/0 38.00 13/0/0 N DOWN 1.000 -87 70 0/1/0 -87 70 13/0/0 N DOWN 1.000 210.00 0/1/0 210.00 13/0/0 N DOWN 1.000 313.00 0 /1 /0 313.00 13/0/C N DOWN 1.000 272.00 0 /1 /0 272.0C 13/0/0 N UP 1.000 155.00 0 /1 /0 155.00 13/0/0 N UP 1.000 194.00 0 /1 /0 194.00 13/0/0 N UP 1.000 76.2C 0 /1 /0 76.2C 13/0/0 N UP 1.000 189.00 0 /1 /0 189.00 13/0/0 N UP 1.000 120.00 0 /1 /0 120.00 13/0/C N UP 1.000 111.00 0/1/0 111.00 13/0/0 N UP 1.000 41 4C 0 /1 /0 41 4C 13/0/0 N UP 1.000 190.00 0/1/0 190.0C 13/0/0 N UP 1.000 120.0C 0/1/0 120.00 13/0/0 N UP 1.000 111.00 0 /1 /0 111.00 13/0/0 N UP 1.000 41.00 0/1/C 41.00 13/0/0 N UP 1.000 38.00 0/1/0 38.0Cr 17/0/0 N DOWN 1.000 -87 7C 0 /1 /0 -87 70 17/0/0 N DOWN 1.000 210.00 0 /1 /0 210.00 17/0/C N DOWN 1.000 313.00 0/1/0 313.00 17/0/0 N DOWN 1.000 155.00 0 /1 /0. 155.00 17/0/0 N UP 1.000 272.00 0 /1 /C' 272.00 I7 /0 /0 N UP 1.000 76.26 0 /1 /0 76.2C 17/0/0 N UP 1.000 194.00 0 /1 /0 194.00 17/0/0 N UP 1.000 190.00 0 /1 /0 190.00 17/0/C N UP 1.000 120.00 0 /1 /0 120.00 17/0/0 N UP 1.000 111.00 0/1/0 111.00 17/0/0 N UP 1.000 41 4C 0 /1 /0 4146 17/0/C N UP 1.000 272.00 0 /1 /0 272.00 17 /0 /0 N UP 1.000 155.00 0/1/0 155.00 17/0/0 N UP 1.000 194.00 0/1/0 194.00 17/0/0 N UP 1.000 76.001 0 /1 /0 76.00. 17/0/0 N UP 1.000 3 3 VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 12 of 112 Loc. IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF IF VP BUILDINGS VARCO- PRUOEN User Defined Frame Point Loads for Cross Section: 4 Side 1 Units 1 Type 1 Description 2 I p I D 'Skirt Wall load >Resolved From Plane 3 p D Skirt Wall load >Resolved From Plane User Defined Frame Point Loads 1 Side 1 Units 1 Type 1 23 I P I D 'Skirt User Defined Frame Line Loads Side 1 Units 1 Type I D 3 plf D (Skirt for Cross Section: 5 Description wall load >Resolved From Plane Wall load >Resolved From Plane VPC File:CA0501695 010E1 vpc for Cross Section: 5 Description Wall load >Resolved From Plane Wall load >Resolved From Plane Design n. -n. 1 Magl 1 Locl I Offset I H or V I Supp. 1 Dir 1 Coef. I Loc. OF 125.98 24/9/111 NA NA N DOWN 1 1.0 I OF 3 Magl Locl 1 233.18 24/9/111 233.18 24/9/11 Magl 1 Locl 1 20.411 0/1/01 20.41 0 /1 /0 Date: 11/8/2005 Time: 6:06.55 PM Page: 13 of 112 Offset I H or V 1 Supp. 1 Dir I Coef. I Loc. NA 1 NA NAI N DOWN 1 1. OF Mag2 1 Loc2 1 Supp. 1 Dir I Coef. 1 Loc. 20.411 25/0/01 N DOWN 1 1.003 1 OF 20.411 1 25/0/0 N DOWN 1.003 OF VPC Version .5.3b VP BUILDINGS vonACO- RRUDEN VPC File:CA0501695 -01 vpc 94_9" Design 2 4 �(/L HO/gir 5V-9 eVALL AfrtVP II i o rS� VPC Version :5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 14 of 112 t9 VP BUILDINGS VARCO PRUDEN Shape: Recieving Canopy Loads and Codes Shape: Recieving Canopy City. Port Angeles County. Clallam Building Code: 2003 International Building Code Building Use: Hazardous Special Occupancy Allow Overstress:Frm: 1.03, Sec: 1.03, Brc: 1.03 Dead and Collateral Loads Collateral Gravity•7.00 psf Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to A D 9.000 plf Line Frm Pur A D 8.000 plf Line Frm Pur A D 3.019 psf Entire Frm A D 1.130 psf Entire Pur B D 9.000 plf Line Frm Pur B D 8.000 plf Line Frm Pur B D 3.019 psf Entire Frm B D 1 130 psf Entire Pur Live Load Live Load: 20.00 psf Reducible Wind Load Wind Speed: 100.00 mph Wind Enclosure: Enclosed Height Used: 17/0/0 (Type: Eave) Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Velocity Pressure: (qz) 29 44 psf Topographic Factor 1.0000 Directionality Factor 0.8500 Wind Exposure (Factor): D (1.053) Basic Wind Pressure: 26.35 psf Snow Load Ground Snow Load: 36.08 psf Design Snow (Sloped): 25.00 psf Snow Accumulation Factor 1.000 Snow Importance: 1 100 Ground Roof Conversion: 0.70 Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response S1:50.90 %g Seismic Hazard Use Group: Group 2 Seismic Performance Design Category D Seismic Importance: 1.250 Frame Seismic Factor (Cs): 0.2955 Brace Seismic Factor (Cs): 0.2955 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Side Type Mag Units Shape Applied to 1 E 0.717 psf Spec Frm Brc 2 E 0.798 psf Rect Frm Brc 4 E 0.798 psf Rect Frm Brc A E 3.847 psf Entire Frm A E 3.847 psf Entire Brc A E 2.659 plf Line Frm Brc A E 2.364 plf Line Frm Brc B E 3.847 psf Entire Frm VPC File:CA0501695 -010E1 vpc Design Skirt Wall load Skirt Wall load Covering Weight Covering Weight Skirt Wall load Skirt Wall load Covering Weight Covering Weight State: Washington Built Up: 89AISC Cold Form: OIAISI Rainfall: 4.00 inches per hour Frame Weight (assumed for seismic):3.00 psf Description 24 SSR Secondary Weight 1.89 Roof: A 24 SSR Roof: A 24 SSR Secondary Weight 1.89 Roof: B 24 SSR Roof: B Gust Factor 1.0000 Wind Importance Factor 1 150 Least Horiz. Dimension: 50/0/0 NOT Windbome Debris Region Parts Portions Zone Strip Width: 5/0/0 qz= 0.00256 (1 15) (100.00) ^2 (1.00) The 'Low Rise' Method is Used Snow Exposure Category (Factor): 2 Partially Exposed (0.90) 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 Factor1.2680 Brace Redundancy Factorl 4620 Soil Profile Type: Very dense soil and soft rock (C, 3) Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Seismic Period Height Used: 17/0/0 Design Spectral Response Sds: 0.8273 Design Spectral Response Sdl 0.4411 Description Seismic: Covering Weight 24 Panel Rib Secondary Weight 1.31 Wall: 1 Seismic: Covering Weight 24 Panel Rib Secondary Weight 1.58 Wall: 2 Seismic: Covering Weight 24 Panel Rib Secondary Weight 1.58 Wall: 4 Seismic: Covering Weight 24 SSR Secondary Weight 1.89+ (Includes 7.000 Collateral 3.000 Frame Weight) Roof: A Seismic: Covering Weight 24 SSR Secondary Weight 1.89 (Includes 7.000 Collateral 3.000 Frame Weight) Roof: A Seismic Effect From Skirt Wall load Roof: A Seismic Effect From Skirt Wall load Roof: A Seismic: Covering Weight 24 SSR Secondary Weight 1.89 (Includes 7.000 Collateral 3.000 Frame Weight) Roof: B VPC Version .5.3b Date: 11/8/2005 Time: 6 PM Page: 15 of 112 Country. United States VP BUILDINGS VARCO-PRUDEN B E 3.847 psf Entire Brc B E 2.659 plf Line Frm Brc B E 2.364 plf Line Frm 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 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 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 Special 31 Special 32 Special 33 Special 34 AISC Special 35 AISC Special 36 AISC Special 37 AISC Special 38 System Derived 39 System Derived 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 Special 49 Special 50 System Derived 51 System Derived VPC File:CA0501695 -010E1 vpc Design Framing Factor Application 1.000 1.OD +1.00G +1.OL 1.000 1.OD +1.00G +1.OS 1.000 1.OD +1.00G +1.0S +1.0SD 1.000 1.OD +1.OW1> 1.000 1.0 D 1.0 <W1 1.000 1.0 D 1.0 W2> 1.000 1.OD +1.0 <W2 1.000 1.0 D +1.00G +0.750L +0.750W1> 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 W1> 1.000 1.0 D+ 1.0 CG +0.750 S +0.750 <W1 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 D.600D +1.OWI> 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 0.888 E> 0.700 EG+ 1.000 1.0 D 1.0 CG 0.888 <E 0.700 EG+ 1.000 1.0 D 1.0 CG 0.750 L 0.951 E>+ 0.750 EG+ 1.000 1.0 D 1.0 CG 0.750 L+ 0.951 <E 0.750 EG+ 1.000 0.600 D 0.600 CG 0.888 E> 0.700 EG- 1.000 0.600 D 0.600 CG 0.888 <E 0.700 EG- 1.275 0.900D+0.900CG+1.268F>+1.0EG- 1.275 0.900 D 0.900 CG 1.268 <E 1.0 EG- 1.275 1.200 D 1.200 CG 0.200 S 1.268 E> 1.0 EG+ 1.275 1.200 D 1.200 CG 0.200 S 1.268 <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 1.0 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 0.266 F> 0.700 EG+ 1 462 EB> 1.000 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 EB> 1.000 1. 0D+ 1.00G +0.750L +0.285E> +0.750 EG+ +1 462EB> 1.000 1.0 D 1.0 CG 0.750 L 0.285 <E 0.750 EG+ 1 462 EB> 1.000 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 EB> 1.000 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 EB> 1.275 0.900 D 0.900 CG 0.380 F> 1.0 EG- 1 462 EB> 1.275 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 EB> 1.275 1.200 D 1.200 CG 0.200 S 0.380 E> 1.0 EG+ 1 462 EB> 1.275 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG+ 1 462 EB> 1.275 0.900 D 0.900 CG 2.500 EB> 1.0 EG- 1.275 1.200 D+ 1.2000G +0.200S +2.500 EB> +1.0EG+ 1.000 1.0 D 1.0 CG 0.266 E> 0.700 EG+ 1 462 <EB 1.000 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 <EB VPC Version :5.3b Date: 11/8/2005 Time: 6:06.55 PM Page: 16 of 112 Seismic: Covering Weight 24 SSR+ Secondary Weight 1.89+ (Includes 7.000 Collateral 3.000 Frame Weight) Roof: B Seismic Effect From Skirt Wall load Roof: B Seismic Effect From Skirt Wall load 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. Description D CG L D CG S D +CG +S +SD 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 +S +WI> D +CG +S <W1 D +CG +S +W2> D +CG +S <W2 D +WI> 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> 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 VP BUILDINGS VARCO-PRUDEN 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 1 2 3 4 5 6 7 8 9 10 11 12 System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Special Special 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 Design Load Combinations Bracing No. Origin Factor System System System System System System System System System System System System Design Load Combinations Purlin No. Origin I 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 VPC File:CA0501695 010E1 vpc 1.000 1. OD+ 1.00G +0.750L +0.285E> +0.750EG+ +1 462 <EB 1.000 1.0 D 1.0 CG 0.750 L 0.285 <E 0.750 EG++ 1 462 <EB 1.000 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 <EB 1.000 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 <EB 1.275 0.900 D +0.900 CG +0.380 E>+ 1.0 EG 1 462 <EB 1.275 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 <EB 1.275 1.200 D 1.200 CG 0.200 S 0.380E 1.0 EG+ 1 462 <EB 1.275 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG+ 1 462 <EB 1.275 D.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+ I.000 1.0D +1.OWPA1 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPA1 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA1 1.000 0.600 D 1.0 WPA1 1.000 1.0D +1.0WPD1 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPD1 1.000 1.0D +1.0CG +0.7505 +0.750WPD1 1.000 0.600 D+ 1.0 WPD1 1.000 1.0D +1.0WPA2 1.000 1.0 D 1.0 CG 0.750 L+ 0.750 WPA2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA2 1.000 D.600 D 1.0 WPA2 1.000 1.0 D 1.0 WPD2 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPD2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD2 1.000 0.600 D 1.0 WPD2 1.000 1.0 D+ 1.0 WPB1 1.000 1.0 D +1.00G +0.750L +0.750 WPB1 1.000 1.0 D +1.00G +0.7505 +0.750WPB1 1.000 0.600 D 1.0 WPB1 1.000 1.OD +1.OWPC1 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPC1 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPCI 1.000 0.600 D 1.0 WPC1 1.000 1.0D +1.0WPB2 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB2 1.000 D.600 D 1.0 WPB2 1.000 1.0 D 1.0 WPC2 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPC2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC2 1.000 0.600 D 1.0 WPC2 1.000 1.000 1.275 1.275 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.700 E> 0.700 <E 1.0 E 1.0 <E 1.0WPA1 1.0 WPD1 1.0 WPA2 1.0 WPD2 1.0WPB1 1.0 WPC1 1.0 WPB2 1.0 WPC2 Design Application 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.OWI> 1.0D +1.0 <W2 0.600D +1.0WI> 0.600 D 1.0 <W2 1.OD +1.0CG +0.750S +0.750W1> 1.0 D 1.0 CG 0.750 S 0.750 <W2 F> <E E> <E WPA1 WPD1 WPA2 WPD2 WPB1 WPCI WPB2 WPC2 VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 17 of 112 D+CG+L +E>+EG11 <EB D+CG+L+<E+EG-H-<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 +WPA1 D +CG +L +WPA1 D +CG +S +WPAI D +WPAI 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 D CG S WPD2 D WPD2 D+ WPB1 D +CG +L +WPB1 D +CG +S +WPB1 D+ WPB1 D WPCI 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 Description Description D CG S D +CG +S +SD D +W1> D <W2 D +Wl> D <W2 D +CG +S +WI> D +CG +S <W2 VP BUILDINGS ARCO- PRUDEN 9 10 11 12 System System System System Design Load Combinations No. 1 Origin 1 1 1 System 2 System Design Load Combinations No. 1 Origin 1 System 2 System 3 System 4 System Girt Factor 1 1.000 11.0 Wl> 1.000 11.0 <W2 Design Load Combinations Wall Panel No. 1 Origin 1 Factor 1 1 System 2 System Roof Panel Factor 1 1.000 1.OD +1.0S 1.000 1.OD +1.OS +1.OSD 1.000 1.OD +1.OW1> 1.000 1.O D 1.0 <W2 1 1.000 11.0 WI> 1.000 11.0 <W2 Deflection Load Combinations No. Origin Factor 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 Derived 1.000 0 9 System Derived 1.000 0 180 10 System Derived 1.000 0 180 11 System Derived 1.000 0 180 12 System Derived 1.000 0 180 13 System Derived 1.000 0 180 14 System Derived 1.000 0 180 15 System Derived 1.000 0 180 16 System 1.000 60 0 17 System 1.000 60 0 18 System 1.000 60 0 19 System 1.000 60 0 20 System Derived 1.000 60 0 21 System Derived 1.000 60 0 22 System Derived 1.000 60 0 23 System Derived 1.000 60 0 24 System Derived 1.000 60 0 25 System Derived 1.000 60 0 26 System Derived 1.000 60 0 27 System Derived 1.000 60 0 28 System 1.000 60 0 29 System 1.000 60 0 30 System Derived 1.000 60 0 31 System Derived 1.000 60 0 Deflection Load Combinations Purlin No. 1 Origin 1 Factor 1 Deflection 1 I System 1 1.000 150 2 System 1.000 I 150 Deflection Load Combinations Girt 1 No. 1 Origin 1 Factor 1 Deflection 1 I System 1 1.000 I 180 2 System 1.000 180 Deflection Load Combinations Roof Panel VPC File:CA0501695 -01OE1 vpc Design 1.275 1.200 D 1.200 CG 0.200 S 1.0 E> 0.700 EG+ 1.275 1.200 D 1.200 CG 0.200 S 1.0 <E 0.700 EG+ 1.275 D.900 D 0.900 CG 1.0 E> 0.700 EG- 1.275 0.900 D 0.900 CG 1.0 <E 0.700 EG- Framing Def H Def V 180 1.0 L 180 1.O S 180 1.OS +1.0SD 180 D.700 WI> 180 D.700 <W1 180 0.700 W2> 180 0.700 <W2 180 0.700 WPAI 0.700 WPD1 0.700 WPA2 D.700 WPD2 D.700 WPB1 0.700 WPC1 0.700 WPB2 0.700 WPC2 D.700 Wl> 0.700 <W1 0.700 W2> 0.700 <W2 0.700 WPAI 0.700 WPDI 0.700 WPA2 0.700 WPD2 0.700 WPB1 0.700 WPC1 0.700 WPB2 0.700 WPC2 0.600 E> 0.700 EG- 0.600 <E 0.700 EG- D.600 EB> 0.600 <EB 1 1.O S 1.0 S 1.0 SD 0.700 Wl> 10.700 <W2 Application Application Application Application Application Application D +CG +S +E> +EG+ D +CG +S <E +EG+ D CG E> EG- D CG <E EG- 1> W2 1 D +S D +S +SD D +W1> D <W2 WI> <W2 1 L S S SD WI> <W1 W2> <W2 WPA1 WPDI WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 Wl> <WI W2> <W2 WPA1 WPD1 WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 E> EG- <E EG- EB> <EB S S +SD Wl> <W2 VPC Version .5.3b Date: 11/8/2005 Time: 6 PM Page: 18 of 112 Description Description Description Description Description Description VP BUILDINGS vq RCD- PRUDEN I No. 1 Origin 1 Factor 1 Def H Def V1 1 1 I System 1 1.000 1 150 150 I1.0 S 2 System 1.000 150 150 1.0 S 1.0 SD Design Application User Applied Surface Loads g_,ocal Coordinate System) Side 1 Shape Units Type Description Mag X -Loc Y -Loc 1 Frm A LN plf D Skirt Wall load 9.00 0/0/0 -0/1/0 Y A LN plf D Skirt Wall load 9.00 0/0/0 15/0/0 Y A LN plf D Skirt Wall Load 8.00 0/0/0 14/9/4 Y A LN plf D Skirt Wall load 8.00 24/0/0 14/9/4 Y B LN plf D Skirt Wall load 9.00 24/0/0 -0/1/0 Y B LN plf D Skirt Wall load 9.00 24/0/0 15/0/0 Y B LN plf D Skirt Wall load 8.00 0/0/0 14/9/4 Y B LN plf D Skirt Wall load 8.00 24/0/0 14/9/4, Y 1 S s SD VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 19 of 112 Description Pur Pnl Supp. Y N N Y N N Y N N Y N N Y N N Y N N Y N N Y N N Loc. OF OF OF OF OF OF OF OF VP BUILDINGS VARCO- PRUOEN User Defined Frame Point Loads for Cross Section: 1 Side 1 Units 1 Type 1 Description Skirt Wall load >Resolved From Plane Skirt Wall load >Resolved From Plane 2 D 3 I p p D User Defined Frame Line Loads for Cross Section: 1 Side 1 Units 1 Type 1 Description 2 I plf I D 'Skirt Wall load >Resolved From Plane 3 plf D Skirt Wall load >Resolved From Plane VPC File:CA0501695 010E1 vpc Y X 2 Design 1 Mayl 1 Locl 1 Offset 1 H or V 1 Supp. 1 Dir 1 Coef. 1 Loc. DOWN N.41 AA1 NAI N DOWN 1 ..000033 OF 100.52 14/9/4 100.52! 14/9/4! Magl 1 Locl 1 Mag2 1 Loc2 1 Supp. 1 Dir 1 Coef. 1 Loc. 1 I -9 421 0 /1 /01 -9 42! 15/0 /0 N DOWN I 1.003 OF I 3 sD VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 20 of 112 VP BUILDINGS VARCO- PRUDEN VPC File:CA0501695 -010E1 vpc Design 2 4 VPC Version :5.3b Date: 11/8/2005 Time: 6:06.55 PM Page: 21 of 112 VP BUILDINGS VARCO- PRUDEN ;Rea Exp Report Shape: MRWF Building 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: MRWF Building City Port Angeles County. Clallam Building Code: 2003 International Building Code Building Use: Hazardous Special Occupancy Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.053) Parts Wind Exposure Factor 1.053 Wind Enclosure: Enclosed Wind Importance Factor 1 150 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 26.35 psf 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. Load Type Descriptions D CG L ^ASL S *US1 *US2 SS PFI PF2 W <WI <W2 <W3 <W4 <W5 <W6 WPR WPA1 WPBI WPC 1 WPDI WB1> WB2> WB3> WB4> WB5> VPC File:CA0501695 010E1 vpc Material Dead Weight Collateral Load for Gravity Cases Live Load Alternate Span Live Load, Shifted Left Snow Load Unbalanced Snow Load 1 Shifted Left Unbalanced Snow Load 2, Shifted Left Sliding Snow Load Partial Load, Full, 1 Span Partial Load, Full, 2 Spans Wind Load Wind Load, Case 1 Left 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, 11 Ridge, Right Wind Parallel Ref A, Case 1 Wind Parallel Ref B, Case 1 Wind Parallel Ref C, Case 1 Wind Parallel Ref D, Case 1 Wind Brace Reaction, Case I 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 Design 98055 City State Zip: Port Angeles, Washington 98363 County Country. Clallam, United States State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):3.00 psf Snow Load Ground Snow Load: 36.08 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1 100 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 0.70 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 C CU ASL^ PL2 US1* US2* SD RS PHI PH2 W l> W2> W3> W4> W5> W6> WP WPL WPA2 WPB2 WPC2 WPD2 <WB 1 <WB2 <WB3 <WB4 <WB5 VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 22 of 112 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 Reducible Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response S1:50.90 %g Seismic Hazard Use Group: Group 2 Seismic Importance: 1.250 Seismic Performance Design Category. D Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 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:l 4620 Frame Seismic Factor (Cs): 0.2955 Brace Seismic Factor (Cs): 0.2955 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 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 VP BUILDINGS VARCO.PRUDEN WB6> E <E EG+ EB> FL *FL AL *AL> *AL *AL *AL>(1) *AL(1) Aul *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 >(1) WALB >(1) ALB >(2) WALB >(2) ALB >(3) WALB >(3) ALB >(4) WALB >(4) ALB >(5) WALB >(5) WAL B UO U2 U4 U6 U8 UB UB2 UB4 UB6 UB8 R V VPC File:CA0501695 -010E1 vpc 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 1 Wind, Aux Live Bracing Reaction, Right, Aisle 1 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 Design <WB6 E> EG EG- <EB FL* FD AL <AL* AL* AL >(1) <AL *(1) AL *(I) 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 UBI UB3 UB5 UB7 UB9 T VPC Version :5.3b Date: 11/8/2005 Time: 6 PM Page: 23 of 112 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 Overall Building Description Shape (g> E �y MRWF Building Recieving Canon) Overall Shape Description 1 Roof 1 1 Roof 2 I From Grid 1 To Grid 1 Width I Length 1 Eave Ht. 1 Eave Ht. 2 1 1 A 1 B I A -2 1 2 -J 1 50/0/0 1 50/4/0 1 17/0/0 1 17/0/0 1 VPC File:CA0501695 -010E1 vpc Design Overall Overall Floor all Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Width I Length I (sq. ft.) Areal I (sq. ft.) I (sq. ft.) I Height I Height 2 I Pitch I Pitch 50/0/0 30/0 /0 I 24/0/0 I 720 I 2311 1 1 2525 722 I 17/0/0 I 17/0/0 11 000:12 I 1.000:12 Total For All Shapes' 3237 1 3093 1 3248 1 2 4 Pitch 1 Pitch 2 I Dist. to Ridge II Peak Height 1.000:12 I 1.000:12 1 25/0/0 I 19/1/0 VPC Version .5.3b Date: 11/8/2005 Time: 6:06.55 PM Page: 24 of 112 FI 1 f Peak Height 19/1/0 18/3/0 VP BUILDINGS VARCO- PRUDEN Wall: 2 (Grid.A Design v Portal Brace reactions ARE included with frame reactions. See respective frame cross sections for reactions. VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 25 of 112 ft* Fix l e v VP BUILDINGS VARCO- PRUDEN Design Wall. 4, Frame at: 1/0/0 Design Load Combinations Framing No. Origin 1 Factor Application 1 Description 1 System 1.000 1.0 D 1.0 CG 1.0 L D CG L 2 System 1.000 1.0 D 1.0 CG 1.0 ASL^ D CG +ASL^ 3 System 1.000 1.0 D 1.0 CG 1.0 ^ASL D CG ^ASL 6 System 1.000 1.0 D 1.0 CG 1.0 S D CG S 7 System 1.000 1.OD +1.0CG +1.0S +1.0SD D +CG +S +SD 8 System 1.000 1.0 D 1.0 CG 1.0 US1* D +CG +USI* 9 System 1.000 1.0 D+ 1.0 CG 1.0 *USI D CG *US 1 10 System 1.000 1.0D +1.0W1> D +W1> 11 System 1.000 1.0 D 1.0 <WI D <W1 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 +WI> 15 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 <W1 D +CG +L <WI 16 System 1.000 1.0 D 1.0 CG 0.750 L+ 0.750 W2> D CG L W2> 17 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 <W2 D +CG +L <W2 18 System 1.000 1.0D +1.0CG +0.750S +0.750W1> D +CG +S +W1> 19 System 1.000 1.0 D+ 1.0 CG 0.750 S 0.750 <W 1 D CG S <W 1 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 l> D W 1> 23 System 1.000 0.600 D 1.0 <W1 D <W1 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 1.0 D 1.0 CG 0.888 E> 0.700 EG+ D CG E> EG+ 27 System 1.000 1.0 D 1.0 CG 0.888 <E 0.700 EG+ D CG <E EG+ 28 System 1.000 1. OD +1.00G +0.750L +0.951E> +0.750EG+ D +CG +L +E> +EG+ 29 System 1.000 1.0 D 1.0 CG 0.750 L 0.951 <E 0.750 EG+ D CG L <E EG+ 30 System 1.000 0.600 D 0.600 CG 0.888 E> 0.700 EG- D+ CG E> EG- 31 System 1.000 0.600 D 0.600 CG 0.888 <E 0.700 EG- D CG <E EG- 32 System 1.275 0.900 D 0.900 CG 1.268 E> 1.0 EG- D CG E> EG- 33 System 1.275 0.900 D 0.900 CG 1.268 <E 1.0 EG- D+ CG <E EG- 34 System 1.275 1.200 D 1.200 CG 0.200 S 1.268 E> 1.0 EG+ D CG S E> EG+ 35 System 1.275 1.200 D 1.200 CG 0.200 S 1.268 <E 1.0 EG+ D CG S <E EG+ 44 System Derived 1.000 1.0 D 1.0 CG 0.266 E> 0.700 EG+ 1 462 EB> D CG E> EG+ EB> 45 System Derived 1.000 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 EB> D CG <E EG+ EB> 46 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.285 E> 0.750 EG+ 1 462 EB> D+CG+L+E>+EG-H-EB> 47 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.285 <E 0.750 EG-F 1 462 EB> D+CG+L+<E +EG++EB> 48 System Derived 1.000 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 EB> D CG E> EG- EB> 49 System Derived 1.000 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 EB> D CG <E EG- EB> 50 System Derived 1.275 0.900 D 0.900 CG 0.380 E> 1.0 EG- 1 462 EB> D CO E> EG- EB> 51 System Derived 1.275 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 EB> D CG <E EG- EB> 52 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.380 E> 1.0 EG+ 1 462 EB> D+CG+S+E>+EG-H-EB> 53 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG+ 1 462 EB> D+CG+S+<E +EG++EB> 56 System Derived 1.000 1.0 D 1.0 CG 0.266 E> 0.700 EG+ 1 462 <E13 D CG F> EG+ <EB 57 System Derived 1.000 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 <EB D CG <E EG+ <EB 58 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.285 F> 0.750 EG+ 1 462 <EB D+CG+L +E>+EG++<EB 59 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.285 <E 0.750 EG+ 1 462 <EB D+CG+L+<E +EG++<EB 60 System Derived 1.000 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 <EB D CG E> EG- <EB 61 System Derived 1.000 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 <EB D CG <E EG- <EB 62 System Derived 1.275 0.900 D 0.900 CG 0.380 F> 1.0 EG- 1 462 <EB D CG E> EG- <EB 63 System Derived 1.275 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 <EB D CG <E EG- <EB 64 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.380 E> 1.0 EG+ 1 462 <EB D+CG+S +E>+EG++<EB 65 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG+ 1 462 <EB D+CG+S+<E +EG++<EB 68 System Derived 1.000 1.0 D 1.0 WPA1 D WPA1 69 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPA1 D CG L WPA 1 70 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA1 D CG S WPAI 71 System Derived 1.000 0.600 D 1.0 WPA1 D WPA1 72 System Derived 1.000 1.0 D+ 1.0 WPDI D WPDI 73 System Derived 1.000 1.0 D 1.0 CG 0.750 L+ 0.750 WPD1 D+ CG L WPD1 74 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD 1 D CG S WPD 1 75 System Derived 1.000 0.600 D 1.0 WPD1 D WPDI 76 System Derived 1.000 1.0 D 1.0 WPA2 D WPA2 77 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPA2 D CG L WPA2 78 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA2 D CG S WPA2 79 System Derived 1.000 0.600 D 1.0 WPA2 D WPA2 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6 PM Page: 26 of 112 VP BUILDINGS VARCO- PRUDEN Design 80 System Derived 1.000 1.0 D 1.0 WPD2 81 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPD2 82 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD2 83 System Derived 1.000 0.600 D 1.0 WPD2 84 System Derived 1.000 1.0 D 1.0 WPB 1 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 WPBI 87 System Derived 1.000 0.600 D 1.0 WPB 1 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 WPC 1 91 System Derived 1.000 0.600 D 1.0 WPC 1 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 0.600 D 1.0 WPC2 VPC File:CA0501695 010E1 vpc VPC Version :5.3b 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+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 Date: 11/8/2005 Time: 6:06:55 PM Page: 27 of 112 VP BUILDINGS VARCO- RRUOEN Wall: 4, Frame at: 1/0/0 Frame ID:cb at Endwall VPC File:CA0501695 010E1 vpc Vy Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: 3 Type Exterior Column X -Loc 0/0/0 Gridl Grid2 3 -J Base Plate W x L (in.) 9 x 13 Base Plate Thickness (in.) 0.375 Anchor Bolt Qty/Diam. (in.) 4 1.000 Column Base Elev 100' -6' Load Type Desc. Hx Hz Vy D Frm -0.02 0.15 CG Frm -0.06 -0.06 L Frm -0.11 0.25 ASL^ Frm -0.11 -0.93 ^ASL Frm 0.09 2.03 S Frm -0.19 -0.11 SD Frm US 1 Frm -0.12 -0.60 *USI Frm 0.03 2.96 Wl> Frm 1.31 1.33 <WI Frm 2.04 0.93 W2> Frm -2.19 -0.89 <W2 Frm 116 1.37 Fj Frm 1.03 1.53 EG+ Frm -0.01 <E Frm 1.03 1.53 EG- Frm 0.01 EB> Brc 0.21 10.21 -6.65 <EB Brc -0.11 6.88 WPA1 Brc 1 72 7.62 -6.64 WPD1 Brc 148 3.56 WPA2 Brc 0.82 -6.49 5.47 WPD2 Brc 0.59 4 76 WPB1 Brc 1.69 7.07 5.34 WPC1 Brc 147 3.56 WPB2 Brc 0.78 5.94 -417 WPC2 Brc 0.58 4 76 >nx Design 9 T 7.' sn -n^ Interior Column 13/8/8 2 -E 0.375 -O 4 0. 100' -6' Hx Hz Vy 2.07 3.86 9.56 3.85 1 73 13.81 Frame Type:Continuous Beam Vy Interior Column 41/3/8 2 -C 17Jcll 0.375 4 O. 100 -6' Hx Hz Vy x Exterior Column 50/0/0 3 -A 11 x 13 0.375 /i 4 0. 100' -6' Vy Hx Hz Vy 2.38 0.02 0.30 4 48 0.06 1.03 10.68 0.11 -2.16 5.09 0.11 1.95 0.65 -0.09 1.62 15.75 0.19 3.60 5.19 13.05 0.12 -0.85 10.83 3.95 -0.03 -0.91 6.83 11 71 6.18 15.54 3.68 7.27 -6.14 10.63 5.56 10.62 2.75 1.63 7.63 10.81 2.76 6.64 -6.55 5.90 3.67 -2.26 0.11 177 0.10 -8.36 3.46 8.13 1.04 1.20 0.01 -0.26 -0.11 177 -0.10 8.36 3.46 -8.13 1.04 1.20 -0.01 0.26 -0.09 -0.09 -0.21 -2.70 3.48 -0.14 -0.14 0.11 2.70 3 71 10.65 1147 1 70 1.85 -0.82 -6.49 -6.90 149 1.64 2.82 -6.57 -6.72 -0.76 1.55 1.06 -2.43 2.16 -0.56 1.94 2.58 10.57 14.50 2.00 -2.12 -0.62 -6.43 -8.23 1.62 1.94 3.49 -6.48 -9 77 1.06 1.82 -0.85 2.37 3.48 -0.69 -2.23 3.24 Frame Reactions Load Cases at Frame Cross Section: 3 X -Loc 1 0/0/0 1 13/8/8 1 41/3/8 1 50/0/0 1 Gridl Grid2 1 3 -J 1 2 -E 1 2-C 1 3 -A 1 Ld 1 Description I Hx I Hz 1 Vy I Hx 1 Hz I Vy I Hx 1 Hz 1 Vy 1 Hx I Hz 1 Vy I VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 28 of 112 VP BUILDINGS vARCO- RRUDEN Design Cs (application factor not shown) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) 1 D +CG +L -0.19 0.34 15.50 17.54 0.19 2.89 2 D CG ASL^ -0.19 -0.84 9 79 11.94 0.19 2.68 3 D CG ^ASL 0.01 2.12 7.67 7.50 -0.01 0.90 6 D CG S -0.27 -0.03 19 75 22.60 0.27 -4.32 7 D CG S SD -0.27 -0.03 19 75 22.60 0.27 -4.32 8 D +CG +US1* -0.20 -0.52 1113 19.91 0.20 1.58 9 D+ CG *US l -0.05 3.05 16.77 10.80 0.05 1.64 10 D W 1> 1.34 1 18 6.83 -9.63 6.18 13.17 3.65 7.57 11 D <W 1 2.02 1.08 -6.14 -8.56 5.56 -8.24 2.78 1.33 12 D W2> -2.22 -0.74 5.56 -8.43 -2.73 6.94 13 D <W2 1.13 1.52 -4 48 3.52 3.69 1.96 14 D CG L W l> 1 15 -0.72 5.12 433 4.63 3.21 -2.59 3 11 15 D CG L <W 1 1.36 0.97 -4.61 5.14 -4 17 6.90 2.23 3.57 16 D +CG +L +W2> 1.81 -0.39 7.39 6.76 1.90 2.63 17 D CG L <W2 0.70 1.30 8.20 10.44 2.92 -4.04 18 D CG S W 1> 1.21 -0.99 5.12 7.52 4.63 7.01 -2.53 2.03 19 D CG S <W 1 1.31 0.70 -4.61 8.33 -4 17 10.70 2.29 -4.65 20 D +CG +S +W2> 1.87 -0.67 10.58 10.56 1.84 1.55 21 D +CG +S <W2 0.64 1.03 11.39 14.24 2.98 512 22 D W 1> 1.33 1.24 6.83 10.46 6.18 14.12 3.66 7 45 23 D <W 1 2.03 1.02 -6.14 -9.39 5.56 -9 19 2.77 1 45 24 D W2> 2.21 -0.80 -6.39 -9.38 -2.74 6.82 25 D <W2 1 14 1 46 5.31 -4 48 3.68 -2.08 26 D CG E> EG+ 1.00 1.27 0.10 8.24 0.09 0.28 -2.98 6.31 27 D CG <E EG+ 0.82 1 45 -0.10 5.10 -0.09 15.12 3.16 -8.13 28 D +CG +L +E> +EG+ 115 118 0.11 15.58 0.09 7.82 3.12 5.19 29 D CG L <E EG+ 0.80 1 73 -0.11 12.21 -0.09 23.72 3.47 10.28 30 D+CG+E>+EG- -0.95 1.30 0.10 4 41 0.09 -4.15 3.04 6.96 31 D+CG+<E+EG- 0.87 1 41 -0.10 1.26 -0.09 10.70 3.11 7 47 32 D +CG +E>+EG- 1.36 1.86 0.14 6.55 0.12 5.63 -4.33 9.92 33 D+CG+<E+EG- 1.24 2.02 -0.14 2.05 -0.12 15.57 4 45 10.71 34 D +CG +S +E>+EG+ 145 1.85 0.14 13.18 0.12 1.97 -4.24 8.46 35 D CG S <E EG+ 115 2.02 -0.14 8.68 -0.12 23 18 4.54 12.17 44 D CG Ej EG+ EB> -0.06 14.93 10.05 0.03 7.01 0.03 5.34 1 14 3.95 3.83 45 D CG <E EG+ EB> 0.49 14.93 -9.23 -0.03 6.06 -0.03 9.80 0.71 3.95 -8.16 46 D+CG+L+Ej+EG++EB> -0.17 14.93 -9.89 0.03 14.26 0.03 13.26 112 3.95 5.30 47 D+CG+L+<E +EG++EB> 0.42 14.93 -9.02 -0.03 13.25 -0.03 18.03 0.86 3.95 -9.94 48 D CG E> EG- EB> -0.01 14.93 10.08 0.03 3.17 0.03 0.92 1 19 3.95 3.17 49 D CG <E EG- EB> 0.54 14.93 -9.27 -0.03 2.23 -0.03 5.37 0.66 3.95 7.50 50 D CG E> EG- EB> -0.14 14.93 10.23 0.04 4.84 0.04 1.66 1.56 3.95 -2.39 51 D CG <E EG- EB> 0.64 14.93 -9.07 -0.04 3.49 -0.04 8.03 1.07 3.95 -8.57 52 D+CG+S+E>+EG++EB> -0.23 14.93 10.23 0.04 1147 0.04 9.27 147 3.95 3.84 53 D+CG+L+<E+EG++EB> 0.55 14.93 -9.06 -0.04 10.12 -0.04 15.63 116 3.95 10.03 56 D CG E> EG+ <EB -0.52 9 74 0.03 6.94 0.03 5.27 -0.68 3.95 6.68 57 D CG <E EG+ <EB 0.03 10.55 -0.03 5.99 -0.03 9 72 1 17 3.95 2.35 58 D+CG+L+E>+EG I I <EB -0.62 9.89 0.03 14.19 0.03 13.18 -0.66 3.95 5.20 59 D+CG+L+<E +EG++<EB -0.04 10.77 -0.03 13.18 -0.03 17.95 1.32 3.95 0.56 60 D CG E> EG- <EB -0.47 9 70 0.03 3.10 0.03 0.84 -0.73 3.95 7.33 61 D CG <E EG- <EB 0.08 10.52 -0.03 2.16 -0.03 5.30 1 11 3.95 3.00 62 D CG E> EG- <EB -0.60 9.55 0.04 4.78 0.04 1.59 1 11 3.95 8.12 63 D CG <E EG- <EB 0.18 10.72 -0.04 3.43 -0.04 7.95 1.53 3.95 1.93 64 D+CG+S+E>+EG I 1 <EB -0.69 9.56 0.04 11 40 0.04 9 19 1.01 3.95 6.67 65 D+CG+S+<E+EG I I <EB 0.09 10.72 -0.04 10.06 -0.04 15.55 1.62 3.95 0.48 68 D WPAI 1 70 7.62 -6.49 -8.58 -9.09 1.68 1.85 -0.52 69 D +CG +L +WPA1 112 5.71 -471 5.12 6.27 111 1.39 -2.96 70 D CG S WPAI 1.07 5 71 -4.98 8.31 10.06 1.05 1.39 -4.04 71 D WPAI 1 71 7.62 -6.55 -9 41 10.04 -1.69 1.85 -0.64 72 D WPDI 1 45 3.72 -4 41 -4.52 1 46 1.64 3.13 73 D CG L WPD 1 0.94 2.95 8.24 9.69 -0.95 1.23 -0.23 74 D CG S WPD1 0.88 2.68 11 43 13.49 -0.89 1.23 1.31 75 D WPDI 1 46 3.66 5.24 5 47 1 47 1.64 3.00 76 D WPA2 0.79 -6.49 5.32 4.49 -4.34 -0.73 1.55 -0.76 77 D CG L WPA2 0.45 -4.87 3.83 8.19 9.83 -0.40 1 16 3 14 78 D CG S WPA2 0.39 4.87 -4.10 11.38 13.62 -0.35 1 16 -4.22 79 D WPA2 0.80 -6.49 5.38 5.32 5.30 -0.74 1.55 -0.88 80 D WPD2 0.56 4.92 -0.35 0.22 -0.54 1.94 2.88 81 D CG L WPD2 0.27 3.85 11.29 13.25 -0.25 1 46 -0.41 VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6:06.55 PM Page: 29 of 112 VP BUILDINGS VA R CO•P RUO EN Design 82 D CG S WPD2 0.22 3.58 14 48 83 D WPD2 0.57 4.86 1 18 84 D +WPB1 1.66 7.07 5.19 -8.50 85 D +CG +L +WPB1 1.10 5.30 3.73 5.18 86 D CG S WPB1 1.04 5.30 -4.00 8.37 87 D WPB1 1.67 7.07 5.25 -9.33 88 D WPCI 144 3.72 -4.36 89 D +CG +L +WPC1 0.94 2.95 8.28 90 D +CG +S +WPCI 0.88 2.68 1147 91 D+ WPCI 1 45 3.65 5.19 92 D WPB2 0.76 5.94 -4.01 -4.40 93 D CG L WPB2 0.42 -4 45 -2.85 8.25 94 D CG S WPB2 0.36 -4.45 3.12 1144 95 D WPB2 0.77 5.94 -4.07 5.23 96 D WPC2 0.55 4.91 -0.29 97 D CG L WPC2 0.27 3.84 11.33 98 D +CG +S +WPC2 0.21 3.57 14.53 99 D WPC2 0.56 4.85 1 12 17.05 -0.20 146 149 -0.73 -0.55 1.94 2.76 12.12 1.98 -2.12 -0.32 4.00 1.34 1.59 2.81 7 79 1.28 1.59 3.89 13.07 1.99 2.12 -0.44 5.85 1.60 1.94 3.79 8.70 1.05 1 45 0.27 12.49 -0.99 145 -0.81 -6.80 1.61 1.94 3.67 7.39 1.04 1.82 -0.55 7.54 -0.63 1.37 -2.99 11.34 -0.57 1.37 -4.07 -8.34 1.05 1.82 -0.67 110 -0.67 -2.23 3.54 12.26 -0.35 1.67 0.08 16.06 -0.30 1.67 -0.99 -2.05 -0.68 -2.23 3.42 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 (Hz) Case -Hz) Case (Hz) Case (Vy) Case (Vy) Case -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in -k) 0/0/0 3 -J 2.22 12 2.03 23 14.93 44 10.23 50 10.77 59 13/8/8 2 -E 6.14 11 6.83 10 10.46 22 19 75 6 41/3/8 2-C 5.56 11 6.18 10 14.12 22 23.72 29 50/0/0 3 -A 4.33 32 4.54 35 3.95 44 3.95 56 12.17 35 9.92 32 Bracing 1 X -Loc 1 Grid 1 Description 0/0/0 I 3 -J Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 50/0/0 3 -A I Portal Brace is attached to column. Reactions ARE included with frame reactions. VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 30 of 112 VP BUILDINGS VARCO- PRUDEN Wall: 4, Frame at: 26/0/0 Design Load Combinations Framin 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 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 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 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:CA0501695 -01OE1 vpc g Design 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 +1.00G +1.0US1* 1.OD +1.00G +1.0 *US1 1.OD +1.OW1> 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 WI> 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 CG 0.750 L 0.750 <W2 1.0 D 1.0 CG 0.750 S 0.750 WI> 1.0 D 1.0 CG 0.750 S +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 0.600 D 1.0 WI> 0.600 D 1.0 <W1 D.600 D 1.0 W2> 0.600 D 1.0 <W2 1.0 D 1.0 CG 0.888 E> 0.700 EG+ 1.0 D 1.0 CG 0.888 <E 0.700 EG+ 1.0 D 1.O CG 0.750 L+ 0.951 E> 0.750 EG+ 1.0 D +1.00G +0.750L +0.951 <E +0.750EG+ 0.600 D 0.600 CG 0.888 E> 0.700 EG- 0.600 D 0.600 CG 0.888 <E 0.700 EG- D.900 D 0.900 CG 1.268 E> 1.0 EG- 0.900 D 0.900 CG 1.268 <E 1.0 EG- 1.200 D 1.200 CG 0.200 S 1.268 E> 1.0 EG+ 1.200 D 1.200 CG 0.200 S 1.268 <E 1.0 EG+ 1. OD +1.00G +0.266E> +0.700 EG+ +1462EB> 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 EB> 1.0 D 1.0 CG 0.750 L 0.285 E> 0.750 EG+ 1 462 EB> 1.0 D +1.00G +0.750L +0.285 <E +0.750 EG+ +1 462 EB> D.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 EB> 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 EB> 0.900 D 0.900 CG 0.380 E> 1.0 EG- 1 462 EB> 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 EB> 1.200 D 1.200 CG 0.200 S 0.380 F> 1.0 EG+ 1 462 EB> 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG+ 1 462 EB> 1.0 D+ 1.0 CG +0.266 E> +0.700 EG++ 1 462 <EB 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 <EB 1.0 D 1.0 CG 0.750 L 0.285 E> 0.750 EG+ 1 462 <EB 1.0 D+ 1.0 CG 0.750 L 0.285 <E 0.750 EG+ 1 462 <EB 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 <EB 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 <EB 0.900 D 0.900 CG 0.380 E> 1.0 EG- 1 462 <EB 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 <EB 1.200 D 1.200 CG 0.200 S 0.380 E> 1.0 EG+ 1 462 <EB 1200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG++ 1 462 <EB 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.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 D.600D +1.0WPD1 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: 11/8/2005 Time: 6:06:55 PM Page: 31 of 112 Description D CG L D CG S D +CG +S +SD D +CG +US1* D +CG *US1 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 +S +WI> 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+ 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 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 WPA1 D+CG+L+WPA1 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 VP BUILDINGS VARCO JPRUDEN Design 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 WPB1 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 WPB1 83 System Derived 1.000 0.600 D 1.0 WPB1 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 WPC 1 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 VPC File:CA0501695 010E1 vpc VPC Version .5.3b 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 +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 Date: 11/8/2005 Time: 6:06:55 PM Page: 32 of 112 VP BUILDINGS VARCO•PRUDEN Wall: 4, Frame at: 26/0/0 Frame ID:Copy of Rigid Frame Frame Type:Rigid Frame Vy Design Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: 4 Type Exterior Column Exterior Column X -Loc 0/0/0 50/0/0 Gridl Grid2 4 -J 4 -A Base Plate W x L (in.) 9 x 13 11 x 13 Base Plate Thickness (in.) 0.375 0.375 (,p Anchor Bolt Qty/Diam. (in.) 4 1.000 4 0 Column Base Elev 100' -6' 100' -6' Load Type Desc. Hx Hz Vy Hx Hz Vy D Frm 1.09 2.66 1.09 3.08 CG Fri 2.27 4 77 -2.27 4.64 L Frm 3.66 7.25 3.66 7.25 S Frm 8.12 17.04 -8.12 16.58 SD Frm US1* Frm 8.01 10.59 -8.01 23.30 *USI Frm 8.50 24.02 -8.50 10.39 W 1> Frm -8.88 14 45 2.21 -9.35 <W1 Frm -2.37 -9.35 9.03 14.45 W2> Frm 7.35 -8.72 0.68 3.62 <W2 Frm -0.84 3.62 7.50 -8.72 E> Frm -2.32 1.69 2.69 1.69 EG+ Frm 0.63 1.27 -0.63 1.27 <E Frm 2.32 1.69 2.69 1.69 EG- Frm -0.63 1.27 0.63 1.27 EB> Brc -0.13 6.81 0.13 -2.70 3.50 <EB Brc 0.17 10.21 -6.81 -0.17 2.70 3.50 WPA1 Brc 3.51 7.65 3.65 1.85 -9.01 WPD1 Brc 3.35 6.89 -17.51 3.50 1.64 13.72 WPA2 Brc 1.96 2.67 2.11 1.55 3.67 WPD2 Brc 1.80 8.01 12.53 1.94 1.94 -8.38 WPB1 Brc 3.61 -6.69 3.47 -2.12 -9.97 WPCI Brc 3.46 6.31 15.76 3.32 1.94 15.48 WPB2 Brc -2.06 171 1.92 1.82 -4.63 WPC2 Brc 1.91 7 44 10.77 1 76 -2.23 10.14 Frame Reactions Load Cases at Frame Cross Section: 4 X -Loc I 0/0/0 1 50/0/0 I Gridl Grid2 1 4 -J I 4 -A I Ld 1 Description I Hx I Hz I Vy I Fix I Hz I Vy I Cs I (application factor not shown) 1 (k) 1 (k) 1 (k) 1 (k)_ 1 (k) 1 (k) 1 1 1 I D+ CG L 1 7.02 1 1 14.68 1 7.02 1 1 14.98 1 Vy VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6.06:55 PM Page: 33 of 112 VP BUILDINGS VARCO- PRUDEN Design 2 D+CG +S I I 49 2446 1149 24.30 3 D CG S SD 11 49 24 46 11 49 24.30 4 D +CG +US1* 11.37 18.02 11.37 31.02 5 D CG *US I 11.87 31 45 11.87 18.12 6 D+ W 1> 7 79 11.80 1 12 -6.27 7 D <W 1 1.28 -6.69 7.95 11.37 8 D W2> -6.26 -6.06 -0.41 -0.53 9 D <W2 0.25 -0.96 6.42 5.64 10 D +CG +L +W1> -0.55 2.02 -4.45 6.15 11 D +CG +L <W1 4.33 5.85 0.67 2.32 12 D +CG +L +W2> 0.60 6.32 5.59 10.45 13 D CG L <W2 5.47 10.15 -0.48 6.62 14 D +CG +S +W1> 2.80 9.36 7.80 13.15 15 D +CG +S <W1 7.68 13.19 -2.68 9.32 16 D CG S W2> 3.95 13.66 -8.94 17 45 17 D +CG +S <W2 8.83 1749 3.83 13.62 18 D+ Wl> -8.22 12.86 1.56 7.50 19 D <W1 172 776 8.38 12.60 20 D W2> -6.69 7 13 0.03 1 77 21 D <W2 -0.19 -2.02 6.85 -6.87 22 D +CG +E> +EG+ 175 6.82 -6.19 10.11 23 D +CG <E +EG+ 5.86 9.81 141 711 24 D +CG+L +E> +EG+ 4.37 12.21 -914 15.72 25 D +CG +L +<E +EG+ 8.78 1542 -4.02 12.51 26 D +CG +E> +EG- -0.48 2.07 3.97 5.25 27 D+CG+<E+EG- 3.63 5.07 0.81 2.25 28 D+CG+E>+EG- -0.54 3.28 5.81 7.83 29 D+CG+<E+EG- 5.34 7.56 1.02 3.55 30 D +CG +S +E> +EG+ 3.35 1145 -970 15.99 31 D +CG +S <E +EG+ 9.23 15.72 -2.87 1171 40 D CG E> +EG+ +EB> 2.99 17.82 -4.32 3.95 1418 41 D CG <E EG+ EB> 4.22 18.72 -2.89 3.95 13.28 42 D+CG+L +E>+EG++EB> 5.72 23.29 7 15 3.95 19 71 43 D+CG+L+<E +EG++EB> 7.04 24.25 5.61 3.95 18.75 44 D +CG +E> +EG +EB> 0.76 13.08 -2.10 3.95 9.31 45 D CG <E EG- EB> 2.00 13.98 -0.66 3.95 8.42 46 D +CG +E> +EG +EB> 1.32 1474 3.23 3.95 1144 47 D CG <E EG- EB> 3.08 16.02 1 18 3.95 10.16 48 D+CG+S +E>+EG++EB> 5.21 22.90 712 3.95 19.61 49 D+CG+S+<E +EG++EB> 6.97 24.18 5.07 3.95 18.33 52 D +CG +E> +EG+ <EB 3.43 14.93 2.09 -477 3.95 3.95 53 D CG <E EG+ <EB 4.67 14.93 1.20 3.33 3.95 3.05 54 D+CG+L +E>+EG I <EB 6.16 14.93 3.37 7.59 3.95 9 48 55 D+CG+L+<E +EG 1 1 <EB 7 49 14.93 4.34 -6.06 3.95 8.52 56 D CG Ej EG- <EB 1.21 14.93 -6.84 -2.54 3.95 -0.92 57 D CG <E EG- <EB 2.44 14.93 5.94 1 11 3.95 1.81 58 D +CG +E> +EG <EB 177 14.93 5.18 3.67 3.95 1.22 59 D CG <E EG- <EB 3.53 14.93 3.90 1.62 3.95 -0.07 60 D+CG+S +E>+EG++<EB 5.66 14.93 2.98 7.56 3.95 9.38 61 D+CG+S+<E +EG++<EB 7 42 14.93 4.27 5.51 3.95 8.10 64 D +WPAI -2.42 -4.99 2.56 1.85 5.93 65 D +CG +L +WPA1 3.47 7.13 3.37 1.39 6.40 66 D CG S WPA1 6.83 14 47 -6.72 1.39 13 40 67 D WPAI 2.86 -6.05 3.00 1.85 7 16 68 D WPDI 2.26 6.89 14.85 2.41 1.64 10.64 69 D +CG +L +WPD1 3.59 5.17 -0.27 3.48 1.23 2.87 70 D +CG+S +WPDI 6.94 5.17 7.07 -6.83 1.23 9.87 71 D WPDI -2.70 6.89 15.92 2.84 1.64 11.87 72 D WPA2 -0.88 -0.01 1.02 1.55 -0.59 73 D CG L WPA2 4.63 10.87 -4.53 1 16 10.41 74 D CG S WPA2 7.98 18.20 7.88 116 17 40 75 D WPA2 1.31 1.07 1 45 1.55 1.82 76 D WPD2 -0.71 8.01 -9.87 0.85 1.94 5.30 77 D CG L WPD2 4 76 6.01 3.47 -4.65 1 46 6.88 78 D CG S WPD2 8.11 6.01 10.81 -8.00 1 46 13.87 79 D WPD2 1 15 8.01 10.93 1.29 1.94 -6.53 80 D WPBI -2.52 -4.03 2.38 -2.12 -6.89 81 D +CG +L +WPB1 3.40 7.85 3.50 1.59 5.68 82 D CG S +WPB 1 6.75 15.19 -6.86 1.59 12.68 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 34 of 112 VP BUILDINGS VARCO.PRUOEN Design 83 D+WPB1 -2.96 5.10 2.82 -2.12 -8.12 84 D+ WPC1 -2.37 6.31 13.10 2.23 1.94 12.39 85 D+CG+L+WPC1 3.51 4.74 1.04 3.62 1 45 1.55 86 D CG +S +WPC]. 6.86 474 8.38 -6.97 145 8.55 87 D+ WPC 1 -2.81 6.31 14 17 2.66 1.94 13.63 88 D WPB2 -0.98 0.94 0.83 1.82 1.55 89 D CG L WPB2 4.56 11.58 -4.66 1.37 9.69 90 D CG S WPB2 7.91 18.92 -8.01 1.37 16.69 91 D WPB2 1 41 -0.12 1.27 1.82 -2.78 92 D WPC2 -0.82 744 -8.11 0.67 -2.23 7.05 93 D CG L WPC2 4.68 5.58 4 79 -4.78 1.67 5.56 94 D CG S WPC2 8.03 5.58 12.13 -8.14 1.67 12.56 95 D WPC2 1.25 744 -9 18 1.11 -2.23 -8.29 Date: 11/8/2005 Time: 6:06:55 PM Page: 35 of 112 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 (Fix) Case -Hz) Case (Hz) Case (Vy) Case (Vy) Case -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) .22 0/0/0 50/0/0 14 -A I 1 87 15 I 8.38 19 I 3.95 140 I 3.5 52 I 13 63 187 31 02 14 I I Bracing X -Loc 1 Grid Description 0/0/0 4 -J Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 50/0/0 I 4 -A Portal Brace is attached to column. Reactions ARE included with frame reactions. VPC File:CA0501695 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN Wall: 4, Frame at: 49/4/0 Frame ID:Rigid Frame with Endposts Frame Type:Rigid Frame, End Posts Vy Vy Vy ‘zt l' Design Hx 'Hx •1/4 SPY -11" Vy Hx Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: 5 Type Exterior Column Post Post Exterior Column X -Loc 0/0/0 13/6/0 36/6/0 50/0/0 Gridl Grid2 q 5 -J 5 -F 5 -D a 5 -A Base Plate W x L (in.) 13 x 13 Base Plate Thickness (in.) 0.375 0.375 4.3 Anchor Bolt Qty/Diam. (in.) 4 0.8(f 4 0 Column Base Elev 100' -6' 114' -0' 114' -0' 100' -6' Load Type Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx Vy D Frm 0.86 2.17 -0.86 2.20 CG Frm 112 2.22 112 2.22 L Frm 1.92 3.81 1.92 3.81 S Frm 4.01 7.93 -4.01 7.93 SD Frm US1* Frm 4.01 5.07 -4.01 11.04 *US1 Frm 4.14 11.04 -414 5.07 W1> Frm -4.20 -8.64 3.29 -6.17 <W1 Frm 3.26 -6.17 4.18 -8.64 W2> Frm 2.77 5.63 1.85 316 <W2 Frm 1.83 3.16 2.75 5.63 F> Frm -1.39 1.01 146 1.01 EG+ Frm 0.37 0.77 -0.37 0.74 <E Frm 1.39 1.01 146 1.01 EG- Frm -0.37 -0.77 0.37 -0.74 EB> Brc <EB Brc WPA1 Brc 2.20 5.07 2.25 -4.65 WPD1 Brc 3.61 -8.40 3.71 7 41 WPA2 Brc -0.77 -2.06 0.81 1.65 WPD2 Brc 2.18 5.39 2.28 -4 40 WPB1 Brc -2.24 -4.66 2.20 5.07 WPC1 Brc 3.70 7 41 3.60 -8.40 WPB2 Brc -0.81 1.65 0.77 -2.06 WPC2 Brc 2.27 -4.40 2.16 5.39 Frame Reactions Load Cases at Frame Cross Section: 5 X -Loc 1 0/0/0 1 13/6/0 1 36/6/0 1 50/0/0 Gridl Grid2 I 5 -J 1 5 -F 1 5 -D 1 5 -A Ld I Description 1 Hx 1 Vy I Hx I Hz 1 Vy I Hx I Hz I Vy I Hx 1 Vy I Cs 1 (application factor not shown) 1 (k) 1 0c) (k) I (k) I (k) 1 (k) 1 (k) 1 (k) 1 (k) 1 (k) 1 1 D CG L 1 3.91 I 8.19 1 I I I I I I 3.91 I 8.23 VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 36 of 112 VP BUILDINGS VARCD- PRUDEN 2 D+CG +S 3 D +CG +S +SD 4 D+CG +US1* 5 D +CG *US1 6 D +W1> 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 +W1> 15 D +CG +S +<W1 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 +Ej+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 +Ej+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++<EB 61 D+CG+S+<E +EG++<EB 64 D +WPAI 65 D+CG+L +WPAI 66 D +CG +S +WPA1 67 D WPA1 68 D +WPD1 69 D +CG +L +WPD1 70 D +CG +S +WPD1 71 D WPD1 72 D WPA2 73 D +CG +L +WPA2 74 D +CG +S +WPA2 75 D WPA2 76 D WPD2 77 D +CG +L +WPD2 78 D +CG +S +WPD2 79 D WPD2 80 D +WPB1 81 D +CG+L +WPB1 82 D+CG +S +WPB1 Design 6.00 12.32 -6.00 12.35 6.00 12.32 -6.00 12.35 6.00 9 46 -6.00 15 46 6.12 15.43 -6.12 9.50 3.34 -6.48 2.42 3.97 2.40 -4.01 3.31 -6.44 1.91 3.47 0.99 -0.96 -0.97 1.00 1.88 3.43 0.28 0.76 -0.97 2.65 0.98 2.61 -0.30 0.80 1.35 3.02 -2.04 4.90 2.06 4.87 1.37 3.05 1.84 3.85 2.53 5 74 2.55 5.71 1.86 3.89 2.92 6.11 3.60 8.00 3.62 7.96 2.93 6.15 3.68 7.34 2.77 -4.85 -2.74 -4.87 3.66 7.32 -2.25 -4.33 1.34 1.84 1.31 1.86 2.23 -4.31 1.02 4.03 3.54 5.84 3 48 5.83 -0.95 4.04 2.39 6.86 5.10 8.79 5.03 8.79 2.32 6.87 -0.30 119 2.22 3.04 2.16 2.99 0.37 1.24 -0.35 1.89 3.26 4.53 3.17 4 46 0.44 1.96 1.80 6.34 5.41 8.91 5.32 8.91 1 71 6.35 1.88 4.66 2.64 5.21 2.62 5.20 1.86 4.67 3.31 7.54 -4 13 8.12 4 11 8.11 3.29 7.54 0.56 1.82 1.32 2.41 1.30 2.36 -0.54 1.87 0.89 2.79 197 3.63 1.94 3.56 -0.86 2.86 3.03 7.24 -411 8.02 4.09 8.01 3.00 7.24 1.88 4.66 2.64 5.21 2.62 5.20 1.86 4.67 3.31 7.54 -4 13 8.12 4 11 8.11 3.29 7.54 0.56 1.82 1.32 2.41 1.30 2.36 -0.54 1.87 0.89 2.79 1.97 3.63 1.94 3.56 -0.86 2.86 3.03 7.24 -411 8.02 4.09 8.01 3.00 7.24 1.34 2.90 1.38 -2.45 1 78 3.44 1 75 3 79 3.34 6.53 3.31 6.88 1.68 3.77 1 73 3.33 -2.74 -6.23 2.85 5.21 0.72 0.94 -0.64 172 2.29 4.04 2.21 4.81 -3.09 710 3.20 -6.09 0.09 0.10 -0.05 0.56 2.85 5.70 2.82 6.04 4 42 8.79 -4.38 9 14 -0.25 -0.76 0.30 -0.33 1.31 3.22 1 42 -2.20 1.80 3.20 172 3.98 3.36 6.29 3.28 7.07 1.66 -4.09 177 3.08 1.38 -2.49 1.33 -2.87 1 75 3.75 1 78 3 47 3.31 6.85 3.35 6.57 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6 PM Page: 37 of 112 VP BUILDINGS VARCO.PRUDEN Design 83 D WPBI 1 72 3.35 1.68 3 75 84 D WPC 1 -2.84 5.24 2.73 -6.20 85 D CG L WPC l 0.65 1.69 -0.73 0.98 86 D +CG +S +WPC1 2.22 478 2.30 4.07 87 D WPC 1 3.18 -6.11 3.08 7.08 88 D WPB2 0.05 0.52 -0.10 0.14 89 D CG L WPB2 2.82 6.01 2.86 5.73 90 D CG S WPB2 4.39 9 10 -4 42 8.82 91 D WPB2 -0.29 -0.35 0.25 -0.74 92 D WPC2 1 41 -2.23 1.30 3.19 93 D CG L WPC2 1 73 3.94 1.81 3.23 94 D CG S WPC2 3.29 7.04 3.37 6.33 95 D WPC2 1 75 3 10 1.65 -4.07 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) 0/0/0 5 -J 3.68 18 6.12 5 7.34 18 15.43 5 13/6/0 5 -F 36/6/0 5 -D 50/0/0 5 -A 6.12 5 3.66 19 7.32 19 15 46 4 VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 38 of 112 VP BUILDINGS VAACO.PRUDEN Shape: Recieving Canopy Loads and Codes Shape: Recieving Canopy City. Port Angeles County. Clallam Building Code: 2003 International Building Code Building Use: Hazardous Special Occupancy Dead and Collateral Loads Collateral Gravity psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.053) Parts Wind Exposure Factor 1.053 Wind Enclosure: Enclosed Wind Importance Factor 1 150 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 26.35 psf VPC File:CA0501695 -010E1 vpc Design State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):3.00 psf Snow Load Ground Snow Load: 36.08 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1 100 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 0.70 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Live Load Live Load: 20.00 psf Reducible Date: 11/8/2005 Time: 6 PM Page: 39 of 112 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 S1:50.90 %g Seismic Hazard Use Group: Group 2 Seismic Importance: 1.250 Seismic Performance Design Category D Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 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 4620 Frame Seismic Factor (Cs): 0.2955 Brace Seismic Factor (Cs): 0.2955 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 1 To Grid 1 Width I Length 1 Eave Ht. I Eave Ht. 2 1 Pitch 1 Pitch 2 I Dist. to Ridge I Peak Height 1 A 1 B 1 2 I 2 J I 30/0/0 I 24/0/0 1 17/0/0 I 17/0/0 I 1.000:12 1 1.000:12 I 15/0/0 I 18/3/0 1 VPC Version .5.3b VP BUILDINGS VARC 0 •r RUDEN Design 2 4 et pall VPC File:CA0501695 -01OE1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 40 of 112 VP BUILDINGS MARCO- PRUDEN Wall: 4, Frame at: 1/0/0 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 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 38 System Derived 39 System Derived 40 System Derived 41 System Derived 42 System Derived 43 System Derived 44 System Derived 45 System Derived 46 System Derived 47 System Derived 50 System Derived 51 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 62 System Derived 63 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 Framing 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 1.275 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 1.000 1.000 VPC File:CA0501695 -01OE1 vpc Design 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 +1.0W1> 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 W1> 1.OD +I.00G +0.750L +0.750 <W1 1.0 D 1.0 CG 0.750 L 0.750 W2> 1.0 D 1.0 CG 0.750 L 0.750 <W2 1.0D +1.0CG +0.750S +0.750W1> 1.O D+ 1.O CG +0.750 S +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 0.600 D 1.0 WI> 0.600 D+ 1.0 <W1 0.600 D 1.0 W2> 0.600 D 1.0 <W2 1.0 D 1.0 CG 0.888 E> 0.700 EG+ 1.0 D 1.0 CG 0.888 <E 0.700 EG+ 1.0 D+ 1.0 CG +0.750 L+ 0.951 E> +0750 EG+ 1.0 D 1.O CG 0.750 L 0.951 <E 0.750 EG+ 0.600 D 0.600 CG 0.888 E> 0.700 EG- 0.600 D 0.600 CG 0.888 <E 0.700 EG- 0.900D +0.9000G +1.268E>+1.OEG- 0.900 D 0.900 CG 1.268 <E 1.0 EG- 1.200D+ 1.200 CG 0.200 S 1.268 E> 1.0 EG+ 1.200 D 1.200 CG 0.200 S 1.268 <E 1.0 EG+ 1.0 D 1.0 CG 0.266 E> 0.700 EG+ 1 462 EB> 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 EB> 1.0 D 1.0 CG 0.750 L 0.285 E> 0.750 EG+ 1 462 EB> 1.0D +1.0CG +0.750L +0.285 <E +0750 EG+ +1462EB> 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 EB> 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 EB> 0.900 D 0.900 CG 0.380 E> 1.0 EG- 1 462 EB> 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 EB> 1.200 D 1.200 CG 0.200 S 0.380 E> 1.0 EG+ 1 462 EB> 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG+ 1 462 EB> 1.0 D 1.0 CG 0.266 E> 0.700 EG+ 1 462 <EB 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 <EB 1.0 D 1.0 CG 0.750 L 0.285 E> 0.750 EG+ 1 462 <EB 1.0 D 1.0 CG 0.750 L 0.285 <E 0.750 EG+ 1 462 <EB 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 <EB 0.600 D 0.600 CG 0266 <E 0.700 EG- 1 462 <EB 0.900 D 0.900 CG 0.380 E> 1.0 EG- 1 462 <EB 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 <EB 1.200D +1.200CG +0.2005 +0.380F> +1.0EG+ +1462 <E13 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG++ 1 462 <EB 1.0 D+ 1.0 WPA1 1.0 D+ 1.0CG +0.750 L +0.750 WPA1 1.0 D 1.0 CG 0.750 S 0.750 WPA1 0.600 D 1.0 WPAI 1.OD +1.OWPDI 1.0 D 1.0 CG 0.750 L 0.750 WPDI 1.0 D+ 1.0 CG +0.7505 +0750WPDI 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 1.0D +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 VPC Version :5.3b Date: 11/8/2005 Time: 6:06.55 PM Page: 41 of 112 Description D CG L D CG S D +CG +S +SD 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 +S +WI> D +CG +S <Wl 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+ 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 E> EG E13> D CG <E EG- EB> D+CG+S +E>+EG++EB> D+CG+S+<E +EG++EB> 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>+EGii <EB D+CG+S+<E +EGii<EB D +WPAI D +CG +L +WPA1 D +CG +S +WPAI D WPA1 D +WPD1 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 VP BUILDINGS VARCO•PRUOEN Design 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 WPB1 80 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB1 81 System Derived 1.000 0.600 D 1.0 WPB1 82 System Derived 1.000 1.0 D 1.0 WPC 1 83 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPC1 84 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC 1 85 System Derived 1.000 0.600 D 1.0 WPCI 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 D +WPB1 D +CG +L +WPB1 D +CG +S +WPB1 D WPB1 D +WPCI 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 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 42 of 112 VP BUILDINGS VAACO PRUDEN Wall: 4, Frame at: 1/0/0 Frame ID:Rigid Frame Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross 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 Desc. D Frm CG Frm L Frm S Frm SD Frm Wl> Frm <W1 Frm W2> Frm <W2 Frm E> Frm EG+ Frm <E Frm EG- Frm EB> Brc <EB Brc WPAI Brc WPD1 Brc WPA2 Brc WPD2 Brc WPB1 Brc WPC1 Brc WPB2 Brc WPC2 Brc X -Loc Gridl Grid2 Ld 1 Description Cs 1 (application factor not shown) 1 D +CG +L 2 D +CG +S 3 D +CG +S +SD VPC File:CA0501695 01 OE1 vpc Hx 0.19 0.27 0.65 0.97 Hx (k) 111 1 43 1 43 Section: 1 Exterior Column 0/0/0 1-G 4 13 0.375 /.p 4 0 100 -6' Vy 1 19 1.31 3.16 4.70 Frame Reactions Load Cases at Frame Cross Section: 1 1.34 5.70 0.58 3.55 -0.58 3.55 1.34 5.70 -0.99 3.92 0.22 177 -0.22 177 0.99 3.92 -0.81 -0.97 -0.81 0.97 0.09 0.43 -0.09 0.44 0.81 0.97 0.81 -0.97 -0.09 -0.43 0.09 -0.44 -0.82 -4 77 0.91 -4 11 -0.64 3.69 0.70 3.25 -0.47 -2.99 0.55 2.33 -0.29 1.91 0.35 1 47 -0.91 -4.11 0.82 -4.77 -0.70 3.25 0.64 3.69 -0.55 -2.33 0.47 -2.99 -0.35 1 47 0.29 1.91 0/0/0 1-G 1 Vy 1 (k) 5.66 7.20 7.20 Design ;n -n• Exterior Column 30/0/0 B 13 0.375 4 0/4 100' -6' Hx -0.19 -0.27 -0.65 -0.97 Vy 1 19 1.31 3.16 4 70 30/0/0 1 -B Hx I Vy (k) 1 (k) 1 11 5.66 1 43 7.20 1 43 7.20 Frame Type:Rigid Frame Vy >Hx VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 43 of 112 VP BUILDINGS VARCO- PRUDEN Design 4 D +W1> 116 -4.51 0.39 -2.35 5 D <W1 -0.39 2.35 116 -4.51 6 D W2> -0.80 2.73 0.04 -0.57 7 D <W2 -0.04 -0.57 0.80 2.73 8 D +CG +L +WI> -0.06 0.60 -0.51 2.21 9 D +CG +L <W1 0.51 2.21 0.06 0.60 10 D +CG +L +W2> 0.21 1.93 -0.78 3.55 11 D +CG +L <W2 0.78 3.55 -0.21 1.93 12 D +CG +S +WI> 0.18 175 -0.75 3.37 13 D +CG +S <W1 0.75 3.37 -0.18 175 14 D +CG +S +W2> 0.44 3.09 1.02 4.70 15 D CG S <W2 1.02 4 70 -0.44 3.09 16 D W 1> 1.23 -4.98 0.47 -2.83 17 D <W 1 -0.47 2.83 1.23 -4.98 18 D+ W2> -0.88 3.20 0.11 1.05 19 D <W2 -0.11 1.05 0.88 3.20 20 D +CG +E> +EG+ -0.20 1.95 1.24 3.67 21 D CG <E EG+ 1.24 3.66 0.20 1.96 22 D +CG +L +E> +EG+ 0.24 4.28 178 6.12 23 D +CG +L <E +EG+ 178 6.11 -0.24 4.29 24 D +CG +E> +EG- -0.51 0.35 -0.93 2.05 25 D CG <E EG- 0.93 2.06 0.51 0.34 26 D CG E> EG- -0.70 0.60 1.35 3.04 27 D CG <E EG- 1.35 3.05 0.70 0.59 28 D+CG +S +E> +EG+ -0.19 3.15 1.86 5.62 29 D +CG +S <E +EG+ 1.86 5.60 0.19 3.17 38 D +CG +E> +EG+ +EB> 0.30 2.55 -0.73 3.07 39 D CG <E EG+ EB> 0.73 3.06 -0.30 2.56 40 D+CG+L +E>+EG++EB> 0.78 4.92 1.24 5.48 41 D+CG+L+<E +EG++EB> 1.24 5.47 -0.78 4.93 42 D CG E> EG- EB> -0.00 0.95 -0.43 1 45 43 D CG <E EG- EB> 0.43 1 46 0.00 0.94 44 D CG E> EG- EB> 0.02 1 46 -0.63 2.18 45 D CG <E EG- EB> 0.63 2.20 -0.02 1 44 46 D+CG+S +E>+EG++EB> 0.52 4.01 1 14 4 76 47 D+CG+S+<E +EG++EB> 1 14 4 74 -0.52 4.02 50 D +CG +E> +EG+ <EB 0.30 2.55 -0.73 3.07 51 D CG <E EG+ <E13 0.73 3.06 -0.30 2.56 52 D+CG+L +E>+EGH -<EB 0.78 4.92 1.24 5.48 53 D+CG+L+<E +EG++<EB 1.24 5.47 -0.78 4.93 54 D CG E> EG- <EB -0.00 0.95 -0.43 1 45 55 D CG <E EG- <EB 0.43 1 46 0.00 0.94 56 D CG E> EG- <EB 0.02 1 46 -0.63 2.18 57 D CG <E EG- <EB 0.63 2.20 -0.02 1 44 58 D+CG+S +E>+EG I I <EB 0.52 4.01 1 14 4.76 59 D+CG+S+<E+EG 1 14 4 74 -0.52 4.02 62 D WPAI -0.63 3.58 0.72 -2.91 63 D CG L WPA I 0.33 1.29 -0.27 1 79 64 D CG S WPA1 0.57 2.45 -0.50 2.95 65 D WPAI -0.71 -4.06 0.80 3.39 66 D WPDI -0.46 -2.50 0.52 -2.06 67 D +CG +L +WPDI 0.46 2.11 -0.42 2.44 68 D CG S WPDI 0.70 3.26 -0.66 3.59 69 D WPDI -0.53 -2.97 0.59 -2.53 70 D WPA2 -0.28 1.80 0.37 1 13 71 D CG L WPA2 0.60 2.63 -0.53 3.13 72 D CG S WPA2 0.84 3.78 -0.77 4.28 73 D WPA2 -0.35 -2.28 0.44 1.61 74 D WPD2 -0.10 -0.72 0.16 -0.28 75 D CG L WPD2 0.73 3.44 -0.69 3.77 76 D CG S WPD2 0.97 4.60 -0.92 4.93 77 D WPD2 -0.18 1 19 0.24 -0.75 78 D +WPB1 -0.72 -2.91 0.63 3.58 79 D +CG +L +WPBI 0.27 1 79 -0.33 1.29 80 D CG S WPB1 0.50 2.95 -0.57 2.45 81 D +WPB 1 -0.80 3.39 0.71 -4.06 82 D WPC1 -0.52 -2.06 0.46 -2.50 83 D CG L WPC1 0.42 2.44 -0.46 2.11 84 D CG S +WPC 1 0.66 3.59 -0.70 3.26 VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6 PM Page: 44 of 112 VP BUILDINGS VARCO PRUDEN Design 85 D WPC1 -0.59 2.53 0.53 -2.97 86 D WPB2 -0.37 1 13 0.28 1.80 87 D CG L WPB2 0.53 3.13 -0.60 2.63 88 D CG S WPB2 0.77 4.28 -0.84 3 78 89 D WPB2 -0.44 1.61 0.35 2.28 90 D WPC2 -0.16 -0.28 0.10 -0.72 91 D CG L WPC2 0.69 3.77 -0.73 3.44 92 D CG S WPC2 0.92 4.93 -0.97 4.60 93 D WPC2 -0.24 -0.75 0.18 1 19 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6 PM Page: 45 of 112 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) 4.98 30/0/0 11 B I 1.86 128 I 1.23 17 I I I I 4.98 J 117 7.20 12 VP BUILDINGS VARCO.PRUOEN Shape: MRWF Building Loads and Codes Shape: MRWF Building City. Port Angeles County. Clallam Building Code: 2003 International Building Code Building Use: Hazardous Special Occupancy Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.053) Parts Wind Exposure Factor 1.053 Wind Enclosure: Enclosed Wind Importance Factor 1 150 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 26.35 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 VPC File•CA0501695 -01OE1 vpc Bracing Factor 1.000 0.700 E> 1.000 0.700 <E 1.275 1.0 E> 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 Design ,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. State: Washington Built Up: 89AISC Cold Form: OIAISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):3.00 psf Snow Load Ground Snow Load: 36.08 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1 100 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 0.70 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof 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 Reducible Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response 51:50.90 %g Seismic Hazard Use Group: Group 2 Seismic Importance: 1.250 Seismic Performance Design Category D Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Framing R-Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor1.2680 Brace Redundancy Factor 1 4620 Frame Seismic Factor (Cs): 0.2955 Brace Seismic Factor (Cs): 0.2955 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 WPAI WPDI WPA2 WPD2 WPB1 WPC I VPC Version :5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 46 of 112 Description VP BUILDINGS VARCO.PRUDEN System System 1.000 1.0 WPB2 1.000 1.0 WPC2 Design IWPB2 C2 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 47 of 112 VP BUILDINGS VARCO- PRUDEN Diagonal Bracing Member Design Summary Roof A Mem. Bracing Length Angle I Design No. Shape I (ft) I I Axial (k) I 1 R 0.5 27.35 24.8 -4.65 2 R 0.5 27.35 24.8 -4.65 3 R 0.625 28.58 31.8 -9 74 4 R 0.625 28.571 31.8 -9 74, IMem.l End 1 Left Right 2 Left Right 3 Left Right 4 Left Right Seismic Factor 1.0000 1.0000 1.0000 1.00001 Design Stress Stress Factor I Ratio 1.2750 0.704 1.2750 0.704 1.2750 0.943 1.2750 0.943 Governing Load Case 1.0<E 1.0E 1.0<E 1.0E Design Status I passed passed passed passed Diagonal Connection Design Information Slot: design angle 20.9 deg, web thk 1/8 in. F 4.65k, E factor 1.000, stress increase 1.275, slot web direct shear OK, web punching shear OK, tensile fracture of web OK passed Slot: design angle 20.9 deg, web thk 1/8 in. F 4.65k, E factor 1.000, stress increase 1.275, slot web direct shear OK, web punching shear OK, tensile fracture of web OK passed Slot: design angle 20.9 deg, web thk 1/8 in. F 4.65k, E factor 1.000, stress increase 1.275, slot web direct shear OK, web punching shear OK, tensile fracture of web OK passed Slot: design angle 20.9 deg, web thk =1 /8 in. F 4,65k, E factor 1.000, stress increase 1.275, slot web direct shear OK, web punching shear OK, tensile fracture of web OK passed Slot w/ Back pl: design angle 28.4 deg, web thk 1/8 in. F 9 74k, E factor 1.000, stress increase weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Slot w/ Back pl: design angle 28.4 deg, web thk 1/8 in. F 9 74k, E factor 1.000, stress increase weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Slot: design angle 28.4 deg, web thk 3/16 in. F 9 74k, E factor 1.000, stress increase 1.275, slo web direct shear OK, web punching shear OK, tensile fracture of web OK passed Slot w/ Back pl: design angle 28.4 deg, web thk =1 /8 in. F 9 74k, E factor 1.000, stress increase weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed (St 1 R9 rri n dn VPC File•CA0501695 -01OE1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6 PM Page: 48 of 112 Comment f offset 2 in. web /flange weld OK, offset 2 in. web /flange weld OK, offset 2 in. web /flange weld OK, offset 2 in. web /flange weld OK, 1.275, slot offset 2 in. web /flange 1.275, slot offset 2 in. web /flange t offset 2 in. web /flange weld OK, 1.275, slot offset 2 in. web /flange VP BUILDINGS VA R CO•P R U D EN Design Strut Bracing Member Design Summary Roof A Mem.l Bracing I Length I Design j Seismic I Stress I Stress No. Shane (ft) Axial (k) Factor Factor 1 Ratio 3 1 T 5.0x5.0x0.1875 1 25.001 9 791 2.00001 1.27501 0.867 1 Goveming Load Case 1.0<E Design Status 1 passed 1 IMem.I End Strut Connection Design Information 3 Left Frame Clip 001 SP130040060 w/ (2) 1 in. A325SC, clip tensile rupture block shear OK, clip buckling OK, Me shear OK, clip to web weld 3/16 fillet one side, clip to flange weld 3/16 fillet both sides passed Right Frame Clip 002SP130040070 w/ (2) 1 in. A325SC, clip tensile rupture block shear OK, clip buckling OK, Me shear OK, clip to web weld 3/16 fillet one side, clip to flange weld 1/2 fillet both sides passed VPC File:CA0501695 -01OE1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6 PM Page: 49 of 112 Description Eave Strut, Collector 72.97 k -in, web punching 62.96 k -in, web punching VP BUILDINGS VARCO- PCUDFN Note to Detailer Use WP indicated below HSS 5 x 5 x 0 1875 (Fy 46ksi) H S C B N CL of Strut Align Center Line of Struts in Adjacent Bays (Horizontal Vertical) 1/2" Plate w /(2) 1" A325 -SC Horizontal Short Slots (No Paint Code) CL Rod Pad per Bracing Design Fh Fv •I; 1. 1 BRACING DESIGN DETAIL RB5 Ref Design Manual Section 5 1 3/16' 3/16' SEE TUBE STRUT DESIGN DETAILS 3/16' N 3/16" V 1/2" Plate i v 1/2' JL (MAX (MIN) X X 10/25/04 Engineering Process Manual Min. Edge Dist.(TYP) Job No CA0501695 -01 Page 44— of 7 /2_ Date 11/9/2005 O Prepared By MO Reviewed By 3/16" V WP 1 3/8" Plate Center plate vertically on strut 1/2 FIg (MIN) 1/2" Stiffener (S5) (MIN) T1 v r Roof Rod Conn r Plate to WP C VPC SQW/RWB l: MP Plate r None 1 VP BUILDINGS VARCO- PRUDEN Mem. Bracing R 0.375 2 R 0.375 3 R 0.375 4 R 0.375 5 R 0.5 6 R 0.5 VPC File:CA0501695 -010E1 vpc X91 1 K9 141 ft AS 41 n'i1 Diagonal Bracing Member Design Summary Roof B Length I Angle I Design I Seismic I No. Shape (ft) Axial (k) Factor 27.3 24.8 2.14' 1.0000 27.34 24.8 -2.03 1.0000 1 25.87 12.4 2.05 1.0000 25.87 12.4 -2.05 1.0000 26.98 23.8 -4.50 1.0000 26.98 23.8 -4.50 1.0000 Mem.' End I 1 Left Slot: design angle 20.9 deg, web thk 1/8 in web direct shear OK, web punching shear OK, Right Slot: design angle 20.9 deg, web thk 1/8 in web direct shear OK, web punching shear OK, 2 Left Slot: design angle 20.9 deg, web thk =1/8 in web direct shear OK, web punching shear OK, Right Slot: design angle 20.9 deg, web thk 1/8 in web direct shear OK, web punching shear OK, 3 Left Slot: design angle 8.0 deg, web thk 1/8 in. web direct shear OK, web punching shear OK, Right Slot: design angle 8.0 deg, web thk 1/8 in. web direct shear OK, web punching shear OK, 4 Left Slot: design angle 8.0 deg, web thk 1/8 in. web direct shear OK, web punching shear OK, Right Slot: design angle 8.0 deg, web thk 1/8 in. web direct shear OK, web punching shear OK, 5 I Left (Slot: design angle 19.9 deg, web thk =1 /8 in Design /F1 1 49 Date: 11/8/2005 Time: 6:06:55 PM Page: 50 of 112 Stress I Stress I Factor Ratio 1.0000 0.733 1.0000 0.698 1.2750 0.552 1.2750 0.552 1.2750 0.681 1.27501 0.681 Q B 1 1 �6295 51�'� Governing Load Case 1.0WPC2 1.OWPBI 1.0E 1.0<E 1.0E> 1.0<E 9F-n Design Status passed passed passed passed passed passed Diagonal Connection Design Information F 2.14k, E factor 1.000, stress increase 1.000, slot offset 2 in. tensile fracture of web OK passed F 2.14k, E factor 1.000, stress increase 1.000, slot offset 2 in. tensile fracture of web OK passed F 2.03k, E factor 1.000, stress increase 1.000, slot offset 2 in. tensile fracture of web OK passed F 2.03k, E factor 1.000, stress increase 1.000, slot offset 2 in. tensile fracture of web OK passed F 2.05k, E factor 1.000, stress increase 1.275, slot offset 2 in. tensile fracture of web OK passed F 2.05k, E factor 1.000, stress increase 1.275, slot offset 2 in. tensile fracture of web OK passed F 2.05k, E factor 1.000, stress increase 1.275, slot offset 2 in. tensile fracture of web OK passed F 2.05k, E factor 1.000, stress increase 1.275, slot offset 2 in. tensile fracture of web OK passed F 4.50k, E factor 1.000, stress increase 1.275, slot offset 2 in. VPC Version .5.3b Comment web /flange weld OK, web /flange weld OK, web /flange weld OK, web /flange weld OK, web /flange weld OK, web /flange weld OK, web /flange weld OK, web /flange weld OK, web /flange weld OK, VP BUILDINGS VARCO- PRUDEN web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot: design angle 19.9 deg, web thk 3/16 in. F 4.50k, E factor =1.000, stress increase 1.275, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed 6 Left Slot: design angle 19.9 deg, web thk 3/16 in. F 4.50k, E factor 1.000, stress increase 1.275, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot: design angle 19.9 deg, web thk 1/8 in. F 4.50k, E factor 1.000, stress increase 1.275, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Design VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6 PM Page: 51 of 112 VP BUILDINGS VARCO- PRUOEN c n Y Design v Portal Brace Beam Design Design Size 3P 8x1 /2x3 /16x8 Kx 1.0 Combined Ratio 0.847 1.03 Design passed Ky 1.0 Axial Force 11.62(k) Lx 25.00(ft) Seismic Amplified Force 29.06 Ly 15.00(ft) Compressive Stress Ratio 0.1349 Lb 15.00(ft) Moment 321.27(in -k) CMx =1.0 Seismic Amplified Moment 803.17 CMy 1.0 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b I Date: 11/8/2005 Time: 6 PM Page: 52 of 112 tlir PAL s The following apply to all portal braces unless otherwise specified: kt'--k- ert G j Lateral supports for portal beam at kicker locations are required 37 s7i Fr° 6.s Four 3/4 inch A325 bolts for portal beam to frame connection at each end. 4_. All portal beam stiffeners are full depth 3/16 inch thick, both sides of the web with one side 3/16 inch weld to the Web and flanges. These stiffeners are located over the end supports and struts. Struts are double angles with 3/8 inch separation, connected at both ends with two 3/4 inch A325 bolts, 3 inches apart. This is a slip critical connection with a 34.5 kip rapacity including 1.33 stress increase). Spacers between double angles are used automatically if the design length is greater than 24 inches. If the design length is 24 inches or less, angles are designed as single. Clips are 3/8 inch thick at the column web and bottom flange of a portal beam where angles are connected. Portal Brace Member Design Summary. Sidewall 2, Bay 2 Knee Brace Design Bracing I Length I D I Sei I Stres [Stress I Load Design Left I Right Shape (ft) Axial (k) Factor Factor Ratio Case Status End Conn End Conn Left KBD 2L 3.0x3.0x0.3125 -0.375 7.07 12.6 2.500q 1.275 0.596 1.0E passed (2) 3/4 A325 (2) 3/4 A325 Right KBD 2L 3.0x3.0x0.3125 -0.375 1 7.071 12.621 2.50001 1.27 0.596 I 1.0 <E !passed I (2) 3/4 A3 I (2) 3/4 A325 Knee Brace Connection Design Left KBD Knee/Column: F 12.6k, E factor 2.500, stress increase 1.275, 3/8 x 4 S2 stiffener both sides, S2 bending OK, 3/16 S2 to flange weld both sides, 3/16 KC gusset weld passed Knee/Beam: KBC standard connection (2) 3/4 in. A325SC, Bolt shear OK nassed Right KBD Knee/Column: F 12.6, E factor 2.500, stress increase 1.275, 3/8 x 5 S2 stiffener one side, S2 bending OK, 3/16 S2 to flange weld both sides, 3/16 KC gusset weld passed Knee/Beam: KBC standard connection (2) 3/4 in. A325SC, Bolt shear OK nassed VP BUILDINGS VARCO. PRUDEN Bending Stress Ratio Shear Seismic Amplified Shear Shear Stress Ratio Stress Increase Used Seismic Amplification Factor Load Case VPC File:CA0501695 -010E1 vpc Design 0.7116 5.35 13.39 0.4000 1.2750 2.5000 1.0E> Left Connection Design: FS (4) 3/4 A325N, F 29 1 V 13.4, E factor haunch web yielding OK, haunch web crippling Right Connection Design: FS (4) 3/4 A325N, F 29.1 V 13.4, E factor haunch web yielding OK, haunch web crippling Bending coefficient (Cb) 2.30 Column Connection: Flange Special Governing Drift Case: 0.600<E+0.700EG- Horz. Deflection 1.04 H/1.04 =195 60 Passed Date: 11/8/2005 Time: 6 PM Page: 53 of 112 2.500 stress factor 1.275, bolt shear tension OK, local FS bending OK, OK passed 2.500 stress factor 1.275, bolt shear tension OK, local FS bending OK, OK passed VPC Version .5.3b VP BUILDINGS 0 Portal Brace Forces Deflections RY1 2.1 kip w Okip RX1 1 61kip Load Case 0 6 Eh O RX2 1 61 kip RY2 2.1 kip Member Number O Global Joint Number Kickers 2L3x3x5/16 Forces End1 End2 Member Area Length I Axial Shear Moment Axial Shear Moment (in2) (ft) (in4) (kip) (kip) (kip -in) (kip) (kip) (kip -in) 1 16.39 11.29 104 17 -2.10 1 61 0 00 2.10 -1 61 218 14 3 16.39 5 00 104 17 3 15 -3 64 218.14 -3 15 3 64 0 00 2 16.39 11.29 104 17 2.10 1 61 0 00 2.10 1 61 218.18 4 16.39 5 00 104 17 -3 15 -3.64 218.18 3 15 3 64 0 00 5 11.27 5 00 141 11 6.86 3.15 0 00 -6.86 -3 15 188.83 6 11.27 15 00 141 11 1 61 -2.10 188.83 -1 61 2.10 188.89 7 11.27 5 00 141 11 -3 64 3 15 188.89 3.64 -3 15 0 00 8 3.55 7 07 3.02 -7 42 0 00 7 42 0 00 9 3.55 7 07 3.02 7 42 0 00 7 42 0 00 Deflections End1 End2 Member X Y Rotation X Y Rotation (in) (in) (rad) (in) (in) (rad) 1 0 00 0 00 -0.01 0 85 0 00 0.00 3 0.85 0 00 0 00 0 94 0 00 0 00 2 0 00 0.00 -0 01 0 85 0 00 0.00 4 0.85 0 00 0 00 0 94 0 00 0 00 5 0.94 0 00 0 00 0 94 -0 08 0 00 6 0.94 -0 08 0 00 0 94 0 08 0 00 7 0 94 0 08 0 00 0 94 0 00 0 00 8 0.85 0 00 0 94 -0 08 9 I 0.85 0.00 0.94 0 08 Member Joint Number Job CA0501695 -01 Page: (2- Designer MO Date: 11/08/05, Angle 45 00 degrees (Between Horizontal and Kicker CL) Column 1Beam bf 10.00 in bf 8.00 in tf 0.625 in tf 0.625 in tw 0.1875 in tw 0.1875 in d 22.00 in d 8.00 in 0 6X h T C. )CJ 9f'/ T f =s t-li ��o z yf i VP BUILDINGS VARCO.RRUDEN c r —c— Y 1_nh /X Diagonal Bracing Member Design Summary Sidewall 4 Mem. Bracing I Length I Angle I Design I Seismic I Stress I Stress I Governing I Design I Comment No. Shape (ft) Axial (k) Factor Factor Ratio Load Case Status R 1.0 2 I R 1.0 I 28.201 28.281 33.41 12.241 2.00001 2 00001 1.27501 0.926 I 1.0<E I passed I Mem. End 1 Diagonal Connection Design Information 1 Left RWB 8.0x6.0x3/8 to web and end pl, design angle 31.5 deg, dim A 6.000in. F 12.2k, E factor 2.000, stress increase 1.275, Me 2.43 k -in, plate bending OK, web punching shear OK, RWB to web weld 3/16 fillet one side, RWB to plate weld 3/16 fillet both sides passed Right SP Haunch Clip, F 12.2k, E factor 2.000, stress increase 1.275, design angle 31.5 deg, For SP clip design see roof strut connection design I ,�4 RRVISEt 2 Left SP Haunch Clip, F 12.2k, E factor 2.000, stress increase 1.275, design angle 31.5 deg, For SP clip design see roof strut connection design Right RWB 8.0x6.0x3/8 to web and end pl, design angle 31.5 deg, dim A 6.000in. F 12.2k, E factor 2.000, stress increase 1.275, Me 2.43 k-in, plate bending OK, web punching shear OK, RWB to web weld 3/16 fillet one side, RWB to plate weld 3/16 fillet both sides passed R.EVISED Design 7 -4" 11J_n4 VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 54 of 112 VP BUILDINGS VARCO- PRUDEN A Note to Detailer Use WP indicated below z F Ref Design Manual Sections 5 1 1 and 5.1 4 SECTION A-A T2 4- BRACING DESIGN DETAIL RB11 Min. Edge Dist.(TYP) 3/16' 3/16' V A CL Plate FO 1/2" Plate IW P 3/16" 3/16' 07/16/04 Engineering Process Manual O Job No CA0501695 -01 Page. i of I Z Date 11/9/2005 Prepared By MO Reviewed By Fv t Fh CL Rod Pad per Bracing Design Note to Detailer. Revise VPC Generated Brace Plate to RWB Detailed to Work Point VP BUILDINGS VARCO- PRUDEN S Summary Report Loads and Codes Shape: MRWF Building City- Port Angeles County. Building Code: 2003 International Building Code Building Use: Hazardous Special Occupancy Dead and Collateral Loads Collateral Gravity psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.053) Parts Wind Exposure Factor 1.053 Wind Enclosure: Enclosed Wind Importance Factor 1 150 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 26.35 psf Design Load Combinations Purlin 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 Derived 14 System Derived 15 System Derived 16 System Derived 17 System Derived 18 System Derived 19 System Derived 20 System Derived 21 System Derived 22 System Derived 23 System Derived 24 System Derived 25 System Derived 26 System Derived 27 System Derived 28 System Derived 29 System Derived 30 System Derived 31 System Derived 32 System Derived 33 System Derived 34 System Derived 35 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 1.275 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 1.000 1.000 1.000 1.000 1.000 VPC File:CA0501695 010E1 vpc Clallam Design Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):3.00 psf Snow Load Ground Snow Load: 36.08 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1 100 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 0.70 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 State: Washington Built Up: 89AISC Cold Form: 01AISI 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 +I.OUS1* 1.0 D 1.0 CG 1.0 *US 1 1.OD +1.00G +1.OPF1 1.OD +1.00G +1.OPF1 1.OD +1.OW1> 1.0 D 1.0 <W2 0.600D+1.OWI> 0.600 D 1.0 <W2 1.0D +1.0CG +0.7505 +0.750W1> 1.0 D 1.0 CG 0.750 S 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.OD +1.OWPA1 0.600 D 1.0 WPAI 1.0D+1.0CG +0.7505 +0.750WPA1 1.OD +1.OWPD1 0.600 D 1.0 WPDI 1.0D +1.0CG +0.7505 +0.750WPD1 1.OD+1.OWPA2 0.600 D 1.0 WPA2 1.0 D 1.0 CG 0.750 S 0.750 WPA2 1.0 D 1.0 WPD2 0.600 D 1.0 WPD2 1.0 D 1.0 CG 0.750 S 0.750 WPD2 1.OD +1.OWPB1 0.600 D 1.0 WPB 1 1.0 D+ 1.0 CG 0.750 S +0.750 WPB1 1.OD +1.OWPC1 0.600 D 1.0 WPC1 1.0 D+ 1.0 CG 0.750 S +0.750 WPC1 1.OD +1.OWPB2 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 Reducible Date: 11/8/2005 Time: 6:06:55 PM Page: 55 of 112 Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response Si :50.90 %g Seismic Hazard Use Group: Group 2 Seismic Importance: 1.250 Seismic Performance Design Category D Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor:1.2680 Brace Redundancy Factor 1 4620 Frame Seismic Factor (Cs): 0.2955 Brace Seismic Factor (Cs): 0.2955 VPC Version .5.3b Description D CG S D +CG +S +SD D +CG +US1* D +CG *US1 D +CG +PF1(Span 1) D CG PF1(Span 2) D +WI> D <W2 D +WI> D <W2 D +CG +S +WI> D +CG +S <W2 D CG S EB> EG+ D CG EB> EG- D CG S <EB EG+ D CG <EB EG- D WPA1 D+ WPAI D +CG +S +WPAI D WPD1 D +WPD1 D CG S WPDI D WPA2 D WPA2 D CG S WPA2 D WPD2 D WPD2 D CG S WPD2 D +WPB1 D WPB1 D +CG +S +WPBI D +WPC1 D +WPCI D +CG +S +WPCs D WPB2 VP BUILDINGS VARCO- PRUDEN 36 System Derived 37 System Derived 38 System Derived 39 System Derived 40 System Derived Design Load Combinations No. 1 Origin 1 I System 2 System VPC File:CA0501695 010E1 vpc 1.000 0.600 D 1.0 WPB2 Deflection Load Combinations Purlin No. 1 Origin 1 Factor Deflection 1 System 1.000 150 2 System 1.000 150 3 System 1.000 150 4 System 1.000 150 Deflection Load Combinations Girt 1 No. I Origin 1 Factor 1 Deflection 1 I System 1 1.000 1 180 2 2 System 1.000 180 1.000 1.0D +1.0CG +0.7505 +0. 1.000 1.0 D 1.0 WPC2 1.000 0.600 D 1.0 WPC2 1.000 1.0 D+1.0 CG 0.750 S+0 Girt 1 Factor 1 1 1.000 11.00G +1.OW1> 1.000 1.O CG 1.0 <W2 1.0 S 1.0 S 1.0 SD 1.0 US1* 1.0 *US1 10.700 Wl> 0.700 <W2 Design 750 WPB2 .750 WPC2 Application Application Application D WPB2 D CG S WPB2 D WPC2 D WPC2 D CG S WPC2 I CG W l> CG <W2 I S SD US1* *US1 Wl> W2 VPC Version .5.3b Date: 11/8/2005 Time: 6:06.55 PM Page: 56 of 112 Description Description Description VP BUILDINGS VARCO- PRUDEN Wall: 1 1q,1 FO1 51 F9 11,f Design use S'P*lemc marEc�co' 11 11 .J at 11 13 7 VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6 PM Page: 57 of 112 I. w.. 1/9" L 97'-7" I MR 1 /9' L Dimension Key 1 3' 1 3/4 2 2' -0' 3 1 -8 1/2' 4 3'-4 1/4" 5 3' -0' 6 1 -0" 7 4'-0 3/4' Maximum Secondary Designs for Shape MRWF Building on Side 1 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 0.12 0.09 0.15 0.00 1 2,1 7 44 8.50x0.059 C Sim Yes 0 0.11 0.08 0.13 0.00 1 3,1 5.00 8.50x0.059 C Sim Yes 0 0.04 0.00 0.04 0.00 1 4,1 5.00 8.50x0.059 C Sim Yes 0 0.02 0.00 0.02 0.00 1 5,1 8.71 8.50x0.059 Z Sim Yes 0 0.47 0.00 0.47 0.00 1 5,2 13.15 8.50x0.065 Z Sim Yes 0 0.94 0.00 0.94 0.00 1 6,1 11.00 8.50x0.059 Z Sim Yes 0 0.38 0.00 0.38 0.00 1 7 1 744 8.50x0.059 C Sim Yes 0 0.01 0.08 0.08 0.00 1 8,1 15.58 8.50x0.105 C Sim Yes 0 0.95 0.07 0.98 0.00 I 9,1 15.58 8.50x0.082 C Sim Yes 0 0.92 0.00 0.95 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 8.15 8.50x0.059 C Sim Yes 0 0.11 0.05 0.12 0.00 1 12,1 8.15 8.50x0.059 C Sim Yes 0 0.24 0.14 0.28 0.00 1 13,1 6.44 8.50x0.059 Z Sim Yes 0 0.27 0.00 0.27 0.00 1 13,2 13.71 8.50x0.065 Z Sim Yes 0 1.01 0.00 1.01 0.00 1 14,1 8.00 8.50x0.059 C Sim Yes 0 0.23 0.00 0.23 0.00 1 15,1 8.00 8.50x0.059 C Sim Yes 0 0.21 0.00 0.21 0.00 1 16,1 2.50 8.50x0.059 C Sim Yes 0 0.01 0.00 0.01 0.00 1 17,1 8.35 8.50x0.059 Z Sim Yes 0 0.30 0.00 0.30 0.00 1 18,1 6.44 8.50x0.059 Z Sim Yes 0 0.18 0.00 0.18 0.00 1 18,2 13.71 8.50x0.059 Z Sim Yes 0 0.98 0.00 0.98 0.00 1 19 1 2.50 8.50x0.059 C Sim Yes 0 0.01 0.00 0.01 0.00 1 20,1 27.58 -No- 0 1.07 0.04 1.07 0.00 1 VP BUILDINGS VA R CO•P R UD EN DESCRIPTION of MEMBER LOCATION Axial Load 0.00 X' Axis Moment 311.00 "'Y' Axis Moment 0 00 Shear Load 3.80 MEMBER. DATA Flange Width 5 Inches Flange Thickness 0.25 Inches Web Thickness 0.1875 Inches Total Depth 8.5 Inches Flange to Web Weld 1/8 in. one side ACTUAL STRESSES f 0 00 ksi fb 26 15 ksi f 0 00 ksi f„ 2.38 ksi Combined Stress Ratio 1.03 Say OK (Chap. H, Eq. H1 2) Shear Stress Ratio 0 12 OK Comb Shear Tension Stress (Chap. G, Eq. G5 -1) Flange to Web Weld Stress 0.21 NOTE. No bolt holes were calculated in flanges at point of Max. stress. 2°, .L A'i c.. INPUT DATA F 50 ksi F„ 65 ksi 9th Ed AISC SECTION CHECK 3 Plate Beam Column kips in -k in -k kips Cmx 1 00 C 1.00 AXIAL 'X' BENDING BENDING SHEAR 0 00 1 0 Unsupported Lx Unsupported Ly Unsupported Lb Allowable Stress 27 60 feet 8.40 feet 8.40 feet 1.00 Area (in 4.00 Full Ix (in 50.6 Eff Ix (in 50 6 Eff S (in 11.89 ly (in 5.21 S, (in 2.08 RESULTS Secondary design.xls K 1.00 K 1.00 MEMBER. PROPERTIES .AISC ;SPECIFICATJQP CHECK Q.= Qa= r r r equiv Job No. CA0501695 -01 Page: -7 _I of= /(2- 11/09/05 MO Date: Prepared Location: Rev 14 (03- 22 -05) 1 00 1 00 3.55 1 14 1 46 Cb 1.00 ALLOWABLE STRESSES F 30.00 ksi (Sec. D1 Fb 25 50 ksi (Eq. F1 -6) Fb 36.07 ksi (Eq. F2 -3) F„ 20.00 ksi (Eq. F4 -1) Member Weight 14 lbs/ft. MAX Slender Ratio 93.2 200 No stiffs required. SERVICABILITY DATA AL U AD+L U Aconc• U CA (Table B5.1) (Eq. A -B5-8 10) VP BUILDINGS vnRco- reuotN Design Maximum Secondary Deflections for Shape MRWF Building on Side 1 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.00 (L/5472) 4.00 1 W 1> 2 1 0.00 (U6031) 4.00 1 W 1> 3 1 4 1 5 1 0.06 (111702) 4.50 1 Wl> 5 2 028 (U564) 15.21 1 Wl> 6 1 0.05 (112309) 4.50 1 WI> 7 1 0.00 (U9605) 3.50 1 WI> 8 1 0.58 (11324) 8.00 1 Wl> 9 1 0.57 (11330) 8.00 1 W l> 10 1 11 1 0.00 06276) 4.50 1 Wl> 12 1 0.03 (112956) 4.50 1 W 1> 13 1 0.00 (114293) 3.00 1 WI> 13 2 0.33 (11498) 13.44 1 W I> 14 1 0.00 (U3518) 4.00 1 Wl> 15 1 0.00 (114016) 4.00 1 WI> 16 1 17 1 0.03 (112952) 4.00 1 Wl> 18 1 0.00 (U6380) 3.00 1 WI> 18 2 0.30 (U541) 13.44 1 Wl> 19 1 20 1 2.16 (1/153) 14.00 1 Wl> VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 58 of 112 VP BUILDINGS VARC 0- PRUPEN Wall: 2 Dimension Key 1 1 -0' 2 1 -6 13/16' 3 2' 11 15/16' 4 3'-4 1/4 5 9' 6 2' -9' 7 8 15/16' 8 3'-6 1/8' 9 1-4 1/4' 10 7 3/4' 11 3' -0' Wall 2 Opening A. A. 1S 1 I I 141 9T- 0" Design -2 11,1 (NPet% C' v Maximum Secondary Designs for Shape MRWF Building on Side 2 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.) 1,1 744 8.50x0.059 C Sim Yes 0 0.01 0.09 0.09 0.00 1 2,1 7 44 8.50x0.059 C Sim Yes 0 0.01 0.09 0.09 0.00 1 3,1 3.35 8.50x0.059 WD Sim Yes 0 0.00 0.00 0.00 0.00 1 4,1 24.33 8.50x0.059 C Situ Yes 0 0.84 0.00 0.84 0.00 1 4,2 26.00 8.50x0.065 C Sim Yes 0 1.02 0.00 1.02 0.00 1 5,1 744 8.50x0.059 C Sim Yes 0 0.02 0.14 0.14 0.00 1 6,1 744 8.50x0.059 C Sim Yes 0 0.11 0.08 0.14 0.00 1 7,1 3.00 8.50x0.059 C Sim Yes 0 0.01 0.04 0.04 0.00 1 8,1 3.51 8.50x0.059 C Sim Yes 0 0.01 0.00 0.01 0.00 1 9,1 3.51 8.50x0.059 C Sim Yes 0 0.01 0.00 0.01 0.00 1 10,1 5.00 8.50x0.059 C Sim Yes 0 0.03 0.05 0.06 0.00 1 11 1 5.00 8.50x0.059 C Sim Yes 0 0.02 0.00 0.02 0.00 1 12,1 6.19 8.50x0.059 WD Sim Yes 0 0.00 0.00 0.00 0.00 1 13,1 32.33 8.50x0.120 ZC Sim Nest Yes 0 0.71 0.00 0.71 0.00 1 14,1 32.33 8.50x0.105 Z Sim Yes 0 1.01 0.00 1.01 0.00 I 15,1 32.33 8.50x0.065 Z Sim Yes 0 0.98 0.00 0.98 0.00 1 Maximum Secondary Deflections for Shape MRWF Building on Side 2 Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I Description 1 1 0.00 (U8008) 3.50 1 WI> 2 1 0.00 I (U8423) I 3.50 I 1 I Wl> VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6.06:55 PM Page: 59 of 112 VP BUILDINGS VARCO- PRUDEN Design 3 1 4 1 0.84 (11332) 13.00 1 Wl> 4 2 1.23 (11243) 36.83 1 WI> 5 1 0.00 (1/5289) 3.50 1 WI> 6 1 0.00 (1/5876) 4.00 1 W 1> 7 I 8 1 9 1 10 1 11 1 12 1 13 1 1.93 (1/194) 15.50 1 Wl> 14 1 1.94 (1/194) 15.50 1 Wl> 15 1 1.68 (11223) 15.50 1 Wl> VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06.55 PM Page: 60 of 112 VP BUILDINGS VARCO PRUDEN C Wall: 3 Design 4 1 9 Wall 3 1 Maximum Secondary Designs for Shape MRWF Building on Side 3 Detail Exterior I Interior I Exterior Des Len Description Design Lap I p U11-4131% L.d I I I %I% Ld I Lap Id (ft) Status (in.) Bnd Sly Cmb We Cs (in.) Bnd Shr Cmb We p Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 13.50 8.50x0.059 C Sim Yes 0 0.33 0.00 0.33 0.00 1 1,2 23.00 8.50x0.065 C Sim Yes 0 0.99 0.00 0.99 0.00 1 1,3 13.50 8.50x0.059 C Sim Yes 0 0.33 0.00 0.33 0.00 1 Maximum Secondary Deflections for Shape MRWF Building on Side 3 Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I Description 1 1 0.11 (U1463) 7.00 1 Wl> 1 2 1.01 (U273) 25.00 1 Wl> 1 3 0.11 (U1463) 43.00 1 Wl> VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 61 of 112 VP BUILDINGS VARCO- PRUDEN Wall: 4 Dimension Key 1 1 -0' 2 4' -0' 3 3' 5 1 /4' 4 1 -6 13/16' 5 2' 11 15/16' 6 9" 7 2' -0' R 1 Design a7 Wall 4 Maximum Secondary Designs for Shape MRWF Building on Side 4 Detail Exterior I Interior I Exterior Des Len Description Design Lap Ld Lap I Id (fl) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 32.33 8.50x0.082 ZC Sim Nest Yes 0 0.73 0.00 0.73 0.00 1 2,1 3.44 8.50x0.059 C Sim Yes 0 0.01 0.02 0.02 0.00 1 3,1 2.50 8.50x0.059 C Sim Yes 0 0.00 0.00 0.00 0.00 1 4,1 32.33 8.50x0.092 ZC Sim Nest Yes 0 0.73 0.00 0.73 0.00 1 5,1 32.33 8.50x0.120 Z Sim Yes 0 0.91 0.00 0.91 0.00 1 6,1 26.00 8.50x0.065 C Sim Yes 0 1.02 0.00 1.02 0.00 1 6,2 24.33 8.50x0.059 C Sim Yes 0 0.84 0.00 0.84 0.00 1 Maximum Secondary Deflections for Shape MRWF Building on Side 4 Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I Description 1 1 2.02 (U186) 16.50 1 Wl> 2 1 3 1 4 1 2.02 (U186) 16.50 1 Wl> 5 1 1 76 (L/214) 16.50 1 WI> 6 1 1.23 (L/243) 13.50 1 Wl> 6 2 0.84 (U332) 37.50 1 WI> VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 62 of 112 VP BUILDINGS VARCO.PRUD[N Roof: A Ir7 Design N. Maximum Secondary Deflections for Shape MRWF Building on Side A Design Id Segment Deflection(in.) Ratio Location(ft) Load Case 1 1 1.34 (U224) 11.00 0 1 2 -0.71 (U394) 40.00 0 2 1 1.30 (U230) 11.00 0 2 2 -0.79 (U353) 40.00 0 3 1 1.32 (1)228) 11.50 0 3 2 1.22 (1)229) 39.50 0 4 1 1.30 (1)230) 11.00 0 4 2 -0.79 (1)353) 40.00 0 5 1 1.32 (1)227) 11.50 0 S'C2,F•2 H/ L P V Sir 7 1 9 9 9 79 49 Description VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 63 of 112 S9 R9 1 91'x• t-rt A C`-) /P- -1 4c 5 �/1S�Eti�KS Tf- F/g6o47 11-ed- f A7 o� P>bc G A7 7V-47 PAPS. Maximum Secondary Designs for Shape MRWF Building 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 26.00 8.50x0.092 Z Con Yes 48 1.02 0.00 1.02 0.00 4 0.92 0.16 0.97 0.74 4 48 1,2 24.33 8.50x0.105 Z Con Yes 36 0.92 0.16 0.97 0.74 4 36 0.95 0.00 0.95 0.00 4 2,1 26.00 8.50x0.105 Z Con Yes 48 1.00 0.00 1.00 0.00 5 0.95 0.16 0.97 0.72 4 48 2,2 24.33 8.50x0.105 Z Con Yes 36 0.95 0.15 0.97 0.72 4 36 0.82 0.00 0.82 0.00 6 3,1 26.00 8.50x0.120 Z Con Yes 48 0.76 0.00 1.00 0.00 14 0.99 0.17 1.01 0.75 4 48 3,2 24.33 8.50x0.082 Z Con Yes 36 0.99 0.16 1.01 0.75 4 36 1.02 0.00 1.02 0.00 4 4,1 26.00 8.50x0.105 Z Con Yes 48 1.00 0.00 1.00 0.00 5 0.95 0.16 0.97 0.72 4 48 4,2 24.33 8.50x0.105 Z Con Yes 36 0.95 0.15 0.97 0.72 4 36 0.82 0.00 0.82 0.00 6 5,1 26.00 8.50x0.092 Z Con Yes 48 0.99 0.00 0.99 0.00 4 0.89 0.19 0.91 0.00 4 36 5,2 24.33 8.50x0.082 Z Con Yes 36 0.89 0.19 0.91 0.00 4 36 0.96 0.36 1.02 0.00 4 6,1 26.00 8.50x0.073 Z Con Yes 48 0.99 0.00 0.99 0.00 4 0.83 0.25 0.86 0.00 4 36 6,2 24.33 8.50x0.073 Z Con Yes 36 0.83 0.24 0.86 0.00 4 36 0.95 0.00 0.95 0.00 4 7,1 26.00 8.50x0.082 Z Sim Yes 0 0.98 0.00 0.98 0.00 4 7,2 24.33 8.50x0.082 Z Sim Yes 0 1.02 0.00 1.02 0.00 4 RAF pviet -iid pv/L.I'J To S-rut, G JE 7 No. 6A-o5 9S" Page—,4 3 of Date 05 Prepared by fro Reviewed by 9'rvO W"- NVvr Deflection track and its connection to purlin is NBVP Do NOT attach stud or wall cladding to deflection track. Keep wall fasteners far enough away from track to provide for vertical deflection. VP BUILDINGS VAR CO -DRUD EN Following solution applies to. Purlin Shape 8.5 in deep Zee X 2.5 in flange Bay Spacings (ft): Purlin 't' (in) Bay #1 25 0.092 Bay #2 23.25 0.092 FL #1 0.80 1 0.85 0.94 1st Clio Eave Purlin 1st Clip Eave Purlin 1st Clio Eave Purlin FL #2 1.07 1 1 14 0.94 2001 AISI D 3.2.1 PURLIN ANCHORAGE Resistance at Frame Lines with Continuous Purlins FL #3 0 74 1 0.85 0.87 Roof Cladding: SSR Roof Thru Fastened to Eave Purlin Design Loadinq: Gravity Load 28.5 psf Dead Load 2.5 psf Total Load 31 psf Diaohraam Analysis Maximums Act Shear Load 0 032 k/ft 0 05 k/ft Allow Shear w/ SF of 2.45 Shear Stress Ratio 0.64 Safe Max. Lateral Deflection 0 48 in LJ360 Safe 2001 AISI w /2004 Supplement Purlin Anchorage Analysis (kips) Horiz. Roof Dim 25.1 ft Roof Pitch Total No. of purlin rows 7 np 7 1 00 /12 At Interior Frames- Provide (1) anchorage clips placed as indicated below Place clips at the closest purlin to the dimension shown. Dimensions are feet from low eave. Endframe Line 1 P 0.80 kips (force is up slope direction) Total resistance provided per frame= 0.85 kips Safe At Endframe Line 1 Provide (1) anchorage clips placed as indicated below Place clips at the closest purlin to the dimension shown. Dimensions are feet from low eave. Endframe Line 3 PL 0.74 kips (force is up slope direction) Total resistance provided per frame= 0.85 kips Safe At Endframe Line 3 Provide (1) anchorage clips placed as indicated below Place clips at the closest purlin to the dimension shown. Dimensions are feet from low eave. Job No. CA0501695 -01 Page: 63 off`= "2— Date: 11/9/2005 Prep By MO Rev 11 June 2005 Clip Type EPC -3 Clip Type EPC -3 Clip Type EPC -3 FL P Clips R SR VP BUILDINGS VA RC O PRUDEN 5 6 6 7 7 VPC File:CA0501695 -010E1 vpc Design 2 -0.92 (L/303) 40.00 0 I 1 17 (U257) 11.50 0 2 -0.72 (1)390) 40.00 0 1 1.63 (1)184) 13.50 0 2 1.23 (U227) 37.50 0 VPC Version .5.3b Date: 11/8/2005 Time: 6:06.55 PM Page: 64 of 112 VP BUILDINGS VARCO -PRU DEN Roof. B r cc 9 a 4 1 5, R1 7 1 Design 51'v4 Xicvf t er.' 1 1 Maximum Secondary Deflections for Shape MRWF Building on Side B Design Id Segment Deflection(in.) Ratio Location(ft) Load Case 1 1 -0.70 (11398) 10.00 0 1 2 1.36 (11221) 38.83 0 2 1 -0.78 (11357) 10.00 0 2 2 1.32 (0227) 38.83 0 3 1 -0.78 (11357) 10.00 0 3 2 1.32 (11227) 38.83 0 4 1 -0.78 (11357) 10.00 0 4 2 1.32 (11227) 38.83 0 5 1 -0.91 (11307) 10.50 0 :i 9 Date: 11/8/2005 Time: 6:06:55 PM Page: 65 of 112 �waE� g7 i2 2(com H 1 1 R>. 1 7 9 i I a A- vi95rC3 Maximum Secondary Designs for Shape MRWF Building 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 Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 24.33 8.50x0.105 Z Con Yes 36 0.95 0.00 0.95 0.00 3 0.92 0.16 0.97 0.74 3 36 1,2 26.00 8.50x0.092 Z Con Yes 48 0.92 0.16 0.97 0.74 3 48 1.02 0.00 1.02 0.00 3 2,1 24.33 8.50x0.105 Z Con Yes 36 0.82 0.00 0.82 0.00 5 0.95 0.15 0.97 0.72 3 36 2,2 26.00 8.50x0.105 Z Con Yes 48 0.95 0.16 0.97 0.72 3 48 1.00 0.00 1.00 0.00 6 3,1 24.33 8.50x0.105 Z Con Yes 36 0.82 0.00 0.82 0.00 5 0.95 0.15 0.97 0.72 3 36 3,2 26.00 8.50x0.105 Z Con Yes 48 0.95 0.16 0.97 0.72 3 48 1.00 0.00 1.00 0.00 6 4,1 24.33 8.50x0.105 Z Con Yes 36 0.86 0.00 0.88 0.00 1 0.95 0.15 0.97 0.72 3 36 4,2 26.00 8. .1-C° 3:r eon-- -ado- 48 0.95 0.16 0.97 0.72 3 48 1.03 0.00 1.07 0.00 14 5,1 24.33 8.50x0.082 Z Con Yes 36 0.96 0.36 1.02 0.00 3 0.89 0.19 0.91 0.00 3 36 5,2 26.00 8.50x0.092 Z Con Yes 48 0.89 0.19 0.91 0.00 3 36 0.99 0.00 0.99 0.00 3 6,1 24.33 8.50x0.073 Z Con Yes 36 0.95 0.00 0.95 0.00 3 0.83 0.24 0.86 0.00 3 36 6,2 26.00 8.50x0.073 Z Con Yes 48 0.83 0.25 0.86 0.00 3 36 0.99 0.00 0.99 0.00 3 7,1 24.33 8.50x0.082 Z Sim Yes 0 1.02 0.00 1.02 0.00 3 7,2 26.00 8.50x0.082 Z Sim Yes 0 0.98 0.00 0.98 0.00 3 Description VPC File:CA0501695 -010E1 vpc VPC Version .5.3b 1 6 :.kG VP BUILDINGS VARCO- PRUOEN 5 6 6 7 7 2 1 2 1 2 Design 1.33 1/225 38.83 0 -0.71 (11396) 10.00 0 1 18 (11254) 38.83 0 1.23 1/227 12.50 0 1.63 1/184 36,83 0 Purlin Anchorage Forces Shape I Force(k) I Resistance(k) [Numb. Purlins Roof Angle (Pitch) I A B I 0.45 I 6.65 I 7 14 764 1.000:12 VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 66 of 112 VP BUILDINGS VARCO- PRUDFN Partition Misc. 1 Design 'X VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06.55 PM Page: 67 of 112 VP BUILDINGS VARCO- PRUDEN Loads and Codes Shape: Recieving Canopy City. Port Angeles County. Building Code: 2003 International Building Code Building Use: Hazardous Special Occupancy Dead and Collateral Loads Collateral Gravity psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.053) Parts Wind Exposure Factor 1.053 Wind Enclosure: Enclosed Wind Importance Factor 1 150 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 26.35 psf 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 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 Design Load Combinations I No. I Origin 1 I System 2 System Purlin Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.275 1.275 1.275 1.275 Girt I Factor I 1 1.000 1.0 Wl> 1.000 11.0 <W2 Deflection Load Combinations Purlin No. 1 Origin I Factor I Deflection 1 System 1 1.000 1 150 2 S ystem 1.000 150 Deflection Load Combinations Girt No. 1 Origin I Factor 1 Deflection 1 System 1.000 180 2 I System 1 1.000 1 180 VPC File:CA0501695 01OE1 vpc Clallam Design State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):3.00 psf Snow Load Ground Snow Load: 36.08 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1 100 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 0.70 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof 11.0 S 1.0 S 1.0 SD 0.700 Wl> 0.700 <W2 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> 0.600 D 1.0 <W2 1.0D +1.0CG +0.750S +0.750WI> 1.0 D 1.0 CO 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+ D.900 D 0.900 CG 1.0 E> 0.700 EG- 0.900 D 0.900 CO 1.0 <E 0.700 EG- Application Application Application Live Load Live Load: 20.00 psf Reducible Date: 11/8/2005 Time: 6 PM Page: 68 of 112 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 S1:50.90 %g Seismic Hazard Use Group: Group 2 Seismic Importance: 1.250 Seismic Performance Design Category D Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor 1.2680 Brace Redundancy Factor 1 4620 Frame Seismic Factor (Cs): 0.2955 Brace Seismic Factor (Cs): 0.2955 Description D +CG +S D +CG +S +SD D +Wl> D <W2 D +W1> D <W2 D +CG +S +WI> D +CO +S <W2 D CG S E> EG+ D +CO +S <E +EG+ D CO E> EG- D CO <E EG- I Description 1W1> W2 1 SD VPC Version :5.3b Description I Description 1W1> W2 VP BUILDINGS VARCO. PRUDEN Wall: 1 Design Wall t canopy VPC File :CA0501695 -010E1 vpc VPC Version .5.3b r Date: 11/8/2005 Time: 6:06.55 PM Page: 69 of 112 Maximum Secondary Designs for Shape Recieving Canopy on Side 1 Detail! Exterior I Interior I Exterior Des Len Description Design Lap Ld Lap Ld Lap Id (ft) Status (in.) I Bnd I Shr I Cmb I W Cs (in.) I Bnd I Shr I Cmb I Wcp Cs I Bnd I Shr 1 Cmb Wcp Cs 1 (in.) 1,1 1 30.001 8.50x0.105 C Sim I Yes 1 0 I I I I 10.96 1 0.00 10.96 1 0.00 1 I I I I 1 Maximum Secondary Deflections for Shape Recieving Canopy on Side 1 I Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I Description 1 1 1 I 1 47 I (11245) I 15.00 I 1 I Wl> vP BUILDINGS VARCO-PRUDEN Wall. 2 Dimension Key 1 1 -0' 2 2' 11 15/16" Design 1 Wall 2 Maximum Secondary Designs for Shape Recieving Canopy on Side 2 Detail I Exterior Date: 11/8/2005 Time: 6 PM Page: 70 of 112 Interior I Exterior Des Len Description Design Lap Lap Ld Lap Id (ft) Status (in.) Bnd Shr Cmb I Ld W Cs I (in.) Bnd Shr Cmb I Ld Wcp Cs I Bnd I Shr Cmb Wcp Cs (in.) 1,1 1 24.001 8.50x0.059 C Sim I Yes 101 I I I I 1 0.68 1 0.00 1 0.68 1 0.00 1 I I I I I Maximum Secondary Deflections for Shape Recieving Canopy on Side 2 Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I Description 1 I 1 I 0.66 I 0421 I 11.50 I 1 I W 1> VPC File:CA0501695 -010E1 vpc VPC Version .5.3b VP BUILDINGS MARCO PRUDEN Wall: 4 Dimension Key 1 1 -0' 2 2' 11 15/16" Design 44 Wall 4 Canopy Maximum Secondary Designs for Shape Recieving Canopy on Side 4 Detail Exterior I Interior I Exterior 1 Des Len Description Design Lap Ld Lap Ld Ld Lap Id (ft) Status (in.) Bnd I Shr I Cmb Wcp Cs I (in.) I Bnd Shr I Cmb I Wcp Cs I Bnd Shr Cmb I Wcp Cs I (in.) 1,1 1 24.001 8.50x0.059 C Sim I Yes 10 I I I I I 10.68 10.00 10.68 10.00 1 I I I Maximum Secondary Deflections for Shape Recieving Canopy on Side 4 Design Id 1 Segment 1 Deflection(in.) 1 Ratio 1 Location(ft) 1 Load Case' Description 1 1 1 I 0.66 1 (U421) 1 12.50 1 1 1 Wl> VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6.06.55 PM Page: 71 of 112 VP BUILDINGS VARCO.PRUDEN Roof: A 3/6 7/i L ..GEG G Lrf o rb (.2) 1 6. /f,25 a 9 u ,'t A'JN A i �f7f? c 3 %5 .,,k, -t- c>-) Pq �3 Design A ;4` Date: 11/8/2005 Time: 6:06:55 PM Page: 72 of 112 Maximum Secondary Deflections for Shape Recieving Canopy on Side A I Design Id I Segment Deflection(in.) I Ratio I Location(ft) I Load Case I Description 1 1 1.30 (0213) 12.50 1 S 2 1 1.07 (11258) 12.50 1 S 3 1 -0.99 (1)279) 12.50 1 S 4 1 -0.63 (1)435) 12.50 1 S VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Maximum Secondary Designs for Shape Recieving Canopy on Side A Detail I Exterior I Interior I Exterior Des Len Description Design Lap I I I I Ld I Lap I I I Ld I I I I Ld I Lap Id (ft) Status (in.) Bnd Shr Cmb We p Cs (in.) Bnd Shr Cmb Wcp Cs B Shr Cmb We p Cs (in.) 1,1 24.00 8.50x0.092 Z Sim Yes 0 1.01 0.00 1.01 0.00 8 2,1 24.00 8.50x0.082 Z Sim Yes 0 0.95 0.00 0.95 0.00 8 3,1 24.00 8.50x0.073 Z Sim Yes 0 0.96 0.00 0.96 0.00 8 4,1 24.00. 8.50x0.073 Z Sim Yes 0 0.87 0.00 0.87 0.00 8 VP BUILDINGS VA RCO- PRUDEN I V/ 3/g fQ u/ r A 3 I/ r Prepared by Reviewed by No C /6 7s` v/ Page o f //z Date 1/- E4 �S VP BUILDINGS VARCO- PRUDEN a C v d I S P5 SeE (4, Design d 4 Purlin Anchorage Forces I Shape I Force(k) I Resistance(k) (Numb. Purlins I Roof Angle (Pitch) I A B I 0.49 I 2.21 I 6 I 4764( 1.000:12) Maximum Secondary Deflections for Shape Recieving Canopy on Side B I Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I Description 1 1 1.30 (U213) 11.50 1 S 2 1 1.07 0258) 11.50 1 S 3 1 -0.99 (U279) 11.50 1 S 4 1 -0.63 (U435) 11.50 1 S VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6.06:55 PM Page: 73 of 112 N A-wQ rre; *5 !✓o't5 oN fa h. b 3 Maximum Secondary Designs for Shape Recieving Canopy on Side B Detail Exterior I Interior I Exterior Des Len Description Design Lap Ld Lap %%1% Ld %1%%1% Ld Lap Id (ft) Status (in.) Bnd' Shr I Cmb I Wcp Cs' (in.) I Bnd I Shr I Cmb Wcp Cs I Bnd Shr I Cmb Wcp Cs (in.) 1,1 24.00 8.50x0.092 Z Sim Yes 0 1.01 0.00 1.01 0.00 8 2,1 24.00 8.50x0.082 Z Sim Yes 0 0.95 0.00 0.95 0.00 8 3,1 24.00 8.50x0.073 Z Sim Yes 0 0.96 0.00 0.96 0.00 8 4,1 24.00 8.50x0.073 Z Sim Yes 0 0.87 0.00 0.87 0.00 8 VP BUILDINGS VARCO -PRU PEN Framing: »,Summary Re port Loads and Codes Shape: M Building City- Port Angeles County- Building Code: 2003 International Building Code Building Use: Hazardous Special Occupancy Dead and Collateral Loads Collateral Gravity psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.053) Parts Wind Exposure Factor 1.053 Wind Enclosure: Enclosed Wind Importance Factor 1 150 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 26.35 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:CA0501695 010E1 vpc Clallam Design State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):3.00 psf Snow Load Ground Snow Load: 36.08 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1 100 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 0.70 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Live Load Live Load: 20.00 psf Reducible VPC Version :5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 74 of 112 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 S1:50.90 %g Seismic Hazard Use Group: Group 2 Seismic Importance: 1.250 Seismic Performance Design Category D Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Framing R-Factor 3.5000 Bracing R-Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor 1.2680 Brace Redundancy Factor•I 4620 Frame Seismic Factor (Cs): 0.2955 Brace Seismic Factor (Cs): 0.2955 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. FB VP BUILDINGS VARCO- PRUDEN Wall: 4, Frame at: 1/0/0 Frame Cross Section: 3 m Dimension Key 1 81/2' 2 4' -0' 3 3' 5 1 /4' 4 1-6 13/16" 5 2' 11 15/16' 6 1-6 11/16" 7 2 @2'71/2" 8 3 3/8" 9 2 2'-6' 10 19' 1 14' -14 1 /9" 4(md.' -6" c t nnn 12 25'� (2)FB Frame Clearances Horiz. Clearance between members 1(CX001) and 6(CX002): 46' 7' Vert. Clearance at member 1(CX001): 15' 5 1/8" Vert. Clearance at member 6(CX002): 15' 5 1/8" Vert Clearance at member 7(EPX001): 16' 5 1/8' Vert. Clearance at member 8(EPX002): 16'-0 1/8' Finished Floor Elevation 100'-0" (Unless Noted Otherwise) Design ss r4 _s 25'_1 111.12 LL (41 12)FB '7 I. a'-Ft 1M' VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 75 of 112 FB VP ENDPOST TO RAKE BEAM CONNECTION Detail EPC-4 Channel Use. 24. Bolt to adjacent purlins w/ (2) 1/2" dia A325 ea. end A 3/16" Flush end plate Weld 3/16 one side web and flanges Ref Design Manual Sect. 3 6 A Min. 4 Stub Post Use: 3/45 x6 p:4 /046 tyre Max tY1 3 1 V 5" wide x 3/16" clip I Stiff Use (tYP) x 7 °wiry- F 5 Job No Page. 7-c of 2- Date I/ Prepared By t-ro mISCDET1.XLS 1(2) 1/2" dia A325 I 3" min max 1/8 V clip to stub web VP BUILDINGS VARCO-PRUDEN lw-t v< r 53 5- -71,g G No. k4't- Page _z of Date 1 I —g off Prepared by 't' Reviewed by (3) /4.3z 5 GEN T /�oe.�C p 1 e. s `+f -Th-rr VP BUILDINGS VARCO- PRUDEN Frame Member Geometry bf 5.00 in. flange width tf 0.31 in. flange thickness tw 0 16 in. web thickness d 12.00 in. beam depth Brace Lengths Lx 7.07 ft unbraced length --x Ly 4.5 ft unbraced length -y Lb 4.50 ft unbraced length -flange Cb 1.00 bending coefficient Allowable stress increase factor 1.2751 AISC '97 Haunch Moment ,A T SE -o- Section Properties. I Area N Z N Sx Flange 1 442 sq. in. 9 131 inA3 8.545 inA3 Web 1.87 sq. in. 5.318 inA3 3.545 inA3 Total 4 755 sq in 23.58 inA3 20 64 inA3 Calculate Qs. b/t 8 h/t 69 19 kc 1 Lower limit for b/t 95 /sgrt(RyFy /kc) Upper limit for b/t 195 /sgrt(RyFy /kc) Qs 1 From AISC 9th Ed. Section F Fb 33 ksi From AISC 9th Ed. Section F Fv 21.06 ksi Mu 868.2 k" References: AISC '97 Sec. 11.2.a, DM 1.8.2 S2 Author Arlo Hulick 1 Rev 101 3/25/2004 Type 4 stiffener bs 4.5 in. is 0.375 in. ns 1 alpha 45 deg. 12.21 25.07 Rpg MIN(1 1- 0.0005 *(Aw /Af)*((h /t)- 760 /SQRT(Ry*Fb))) 1 Mp Z Fy 1297 k" Mu Least of the following: 1) Rafter Plastic Flexural Strength* Mu1 1 1 Ry Mp 1569 k" 2) Local Buckling Strength: Mu2 Ry *Qs *Fy *Rpg *Sx 1248 k' 3) Lateral- Torsional Buckling Strength. Mu3 SF *Fb *Rpg *Sx 868.2 k' 4) Panel Zone Strength* Mu4 SF *Fv *h *dc *tw Ry *Fy *dc *Astiff *sin(alpha) Job CA0501695 -01 Page. of 11' Date: I 11/9/2005 Designer I MO I Ct CA width (set to zero if none) thickness sides stiffener angle Other input parameters dc 12 in. depth of opposing member dbolt 0 in bolt diameter in flange Pa 1 k axial force in member Fy 55 ksi yield strength Fu 65 ksi ultimate strength 1469 k' VP BUILDINGS VARCO- PRUDEN Frame Member Geometry bf 10.00 in. flange width tf 0.63 in. flange thickness tw 0 19 in. web thickness d 12.00 in. beam depth Brace Lengths Lx 14.93 ft unbraced length -x Ly 2.35 ft unbraced length -y Lb 1.56 ft unbraced length -flange Cb 1 00 bending coefficient Allowable stress increase factor 1.2751 Section Properties: I Area I Z Flange 5.962 sq in. 35.55 Web 2.016 sq. in. 5 417 Total 13.94 sq. in. 76.51 Qs 1 From AISC 9th Ed. Section F Fb From AISC 9th Ed Section F Fv Mu 1545 k" AISC '97 Haunch Moment Calculate Qs. b/t 8 h/t 57.33 kc 1 Lower limit for b/t 95 /sgrt(RyFy /kc) Upper limit for b/t 195 /sgrt(RyFy /kc) C OLUF -0 SFa -7i References: AISC '97 Sec. 11.2.a, DM 1.8.2 S2 Author Arlo Hulick 1 Rev 101 3/25/2004 inA3 inA3 inA3 I Sx 34 17 inA3 3.611 inA3 71.95 inA3 36.3 ksi 22 ksi Type 4 stiffener bs 4.5 in. is 0.375 in. ns 1 alpha 45 deg. 12.21 25.07 Rpg MIN(1 1- 0.0005 *(Aw /Af) *((h /t)- 760 /SQRT(Ry *Fb))) 1 Mp Z Fy 4208 k" Mu Least of the following: 1) Rafter Plastic Flexural Strength. Mu1 1 1 Ry Mp 5092 k" 2) Local Buckling Strength. Mu2 Ry *Qs *Fy *Rpg *Sx 4353 k' 3) Lateral- Torsional Buckling Strength. Mu3 SF *Fb *Rpg *Sx 3330 k' 4) Panel Zone Strength: Mu4 SF *Fv *h *dc *tw Ry *Fy *dc *Astiff*sin(alpha) Job CA0501695 -01 Page. I R -y- of i I Z Date. I 11/9/2005 Designer I MO ICtrI CA width (set to zero if none) thickness sides stiffener angle Other input parameters dc 12 in depth of opposing member dbolt 0 in bolt diameter in flange Pa 1 k axial force in member Fy 55 ksi yield strength Fu 65 ksi ultimate strength 1545 k' VP BUILDINGS VARCO PRUDEN Note: Tension Side Plate: Member data: Desian Forces: bf 5.0 in. Mx 869 in -k tf 0.3125 in. T 0 kips tw 0.1644 in. V 1 kips d 12.0 in. A 1.87 Af= 1.56 am 120 With: (:8.:) 7 /8" A 325 -X :.Bolts in. x I in in AISC Moment Connection 1 in.:thick 4375 y tar- 50 ,ksls Check per DM. 3.1..2 1 125" I- 4.5" Pe 2.09375 (0.875/4) 707(0.125 1 787 in. Flange Force-Ft= 74:3 kips C 1.090 Cb =0.913 Stiff. Force FS 13.0 kips Flange Fillet Weld: Dreq•d 74.34 [2 (5 +0.3125) 0.1644] 0.928 (1) 1.03) I -Weld Provided: CotrtgleteJbint Penetration Weld I Web Fillet Weld: D 0.60(50) x 0.1644 2.66 /l 6ths (Near Flanges) 2x0.928 I USE; 41167' Fillet Weld Stiffener Length: Stiffener Tension [M /S(stiff) T/A] x Ast (Based on Web Shear) Lreq 0.00 [0.3 (65) 1 x 0.1644 x (2) 1.03] No tendon Stiffener is :used .I Stiffener to Web Weld: D 0.00 /[2x 3 x 0.928 (1)1.03] Fillet weld one side MOMCONstxls 4.5" Tension Side Results: Bolt Stress 70.2% Weld Stress CJP Plate Bend 99.2% Connection Capacity 902 in-kips Primary Variables: Section Properties:(wlo web) Pf (4.5 0.3125 )/2 2.09375 in. S(flange) 18.27 in w= 1/8 in. S(stiffener) in dp 7/8 in. Area 3.13 in by 6 in. Comp. side stiffs NOT USED 'Me 37.20- in -k Allowable Stress Factor '1 =Req`d TO 0.981 In Job No. I CA0501695 01 Page: I R-t t 2-. Date: I 11/09/05 Prepared By I MO Location: I CA Rev.8 (1 10 -03) 7 43 /16ths 0.00 kips 0.00 in. 0.00 /16ths CJP 3/16" 4.5 in. VP BUILDINGS VARCO- PRUDEN Design Date: 11/8/2005 Time: 6 PM Page: 76 of 112 Frame Location Design Parameters: E Location I Avg. Bay Space I Description I Angle I Group I Trib. Override I Design Status 1/0/0 I 13/6/0 kb at Endwall 1 90.0000 I I I 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. Design Load Combinations Framing No. Origin Factor Application Description 1 System 1.000 1.0 D 1.0 CG 1.0 L 0 CG L 2 System 1.000 1.0 D 1.0 CG 1.0 ASL^ D CG +ASL^ 3 System 1.000 1.0 D 1.0 CG 1.0 ^ASL D CG ^ASL 4 System 1.000 1.0 D+ 1.0 CG 1.0 PL2 D CG PL2(Spans 1 and 2) 5 System 1.000 1.0 D+ 1.0 CG 1.0 PL2 D CG PL2(Spans 2 and 3) 6 System 1.000 1.0 D 1.0 CG 1.0 S D CG S 7 System 1.000 1.0 D+ 1.0 CG+ 1.0 S+ 1.0 SD D +CG +S +SD 8 System 1.000 1.0 D 1.0 CG 1.0 US1* D +CG +USI* 9 System 1.000 1.0 D 1.0 CG 1.0 *US1 D +CG *USI 10 System 1.000 1.O D+ 1.O WI> D+ Wl 11 System 1.000 1.0 D 1.0 <WI 0+ <W1 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 I.O D+ 1.O CG 0.750 L+ 0.750 W 1> D CG L W 1> 15 System 1.000 1.OD +1.00G +0.750L +0.750 <W1 D +CG +L +<W1 16 System 1.000 1.O D 1.O CG 0.750 L 0.750 W2> D CG L W2> 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.OD +1.00G +0.7505 +0.750WI> D +CG +S +WI> 19 System 1.000 1.O D 1.O CG 0.750 S 0.750 <W1 D CG S <W 1 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.O D 1.O CG 0.750 S 0.750 <W2 D CG S <W2 22 System 1.000 D.600 D+ 1.0 WI> D+ WI> 23 System 1.000 0.600 D 1.0 <WI D+ <W1 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 1.0 D 1.0 CO 0.888 E> 0.700 EG+ D CG E> EG+ 27 System 1.000 1.0 D 1.0 CG 0.888 <E 0.700 EG+ D CG <E EG+ 28 System 1.000 1. OD +1.00G +0.750L+0.951E> +0.750EG+ D +CG +L +E> +EG+ 29 System 1.000 1.0 D 1.0 CG 0.750 L 0.951 <E 0.750 EG+ D +CG +L <E +EG+ 30 System 1.000 0.600 D 0.600 CG 0.888 E> 0.700 EG- D CG E> EG- 31 System 1.000 0.600 D 0.600 CG 0.888 <E 0.700 EG- D+ CG +<E+ EG- 32 System 1.275 0.900 D 0.900 CG 1.268 E> 1.0 EG- D CG Ej EG- 33 System 1.275 0.900 D 0.900 CG 1.268 <E 1.0 EG- D CG <E EG- 34 System 1.275 1.200 D 1.200 CG 0.200 S 1.268E 1.0 EG+ D CG S E> EG+ 35 System 1.275 1.200 D 1.200 CG 0.200 S 1.268 <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 F> EG- 37 Special 1.275 0.900 D 0.900 CG 2.500 <E 1.0 EG- D CO <E EG- 38 Special 1.275 1.200 D 1.200 CG 0.200 S 2.50017 1.0 EG+ D CG S Fj 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+ 40 AISC Special 1 700 0.900 D 0.900 CG D CG 41 AISC Special 1 700 0.900 D 0,900 CG D CG 42 AISC Special 1 700 1.200 D 1.200 CG 0.200 S D+CG+S 43 AISC Special 1 700 1.200 D 1.200 CG 0.200 S D+CG+S 44 System Derived 1.000 1.0 D 1.0 CG 0.266 E> 0.700 EG+ 1 462 EB> D CG E> EG+ EB> 45 System Derived 1.000 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 EB> D CG <E EG+ EB> 46 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.285 E> 0.750 EG+ 1 462 EB> D+CG+L +E>+EG++EB> 47 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.285 <E 0.750 EG+ 1 462 EB> D+CG+L+<E +EG++EB> 48 System Derived 1.000 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 EB> D CO E> EG- EB> VPC'File:CA0501695 -010E1 vpc VPC Version :5.3b VP BUILDINGS vnMCO.rRUDEN 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 99 System Derived System Derived System Derived System Derived System Derived Special Special System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Special Special 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 1.000 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 EB> 1.275 0.900 D 0.900 CG 0.380 F> 1.0 EG- 1 462 EB> 1.275 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 EB> 1.275 1.200 D 1.200 CG 0.200 S 0.380 E> 1.0 EG+ 1 462 EB> 1.275 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG+ 1 462 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 0.266 E> 0.700 EG+ 1 462 <EB 1.000 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 <EB 1.000 1.0 D 1.0 CG 0.750 L 0.285 E> 0.750 EG++ 1 462 <EB 1.000 1.0 D 1.0 CG 0.750 L 0.285 <E 0.750 EG+ 1 462 <EB 1.000 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 <EB 1.000 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 <EB 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 5.00 0.1875 0.1644 12.00 12.00 15.85 231.0 50.00 50.00 BP KN 3P 2 5.00 0.2500 0.1345 12.00 12.00 13.38 185.6 50.00 50.00 KN SS 3P 3 5.00 0.2500 0.1345 12.00 12.00 11.00 164.0 50.00 50.00 SS SP 3P 4 5.00 0.3125 0.1345 12.00 12.00 16.01 266.0 50.00 50.00 SP SS 3P 5 5.00 0.3125 0.1644 12.00 12.00 8.36 125.7 50.00 50.00 SS KN 3P 6 10.00 0.6250 0.1875 12.00 12.00 15.85 815.0 50.00 50.00 BP KN 3P 7 6.00 0.2500 0.1345 10.00 10.00 15.93 248.7 50.00 50.00 BP CP 3P 8 6.00 0.2500 0.1345 10.00 10.00 15.51 242.6 50.00 50.00 BP CP 3P Total Frame Weight 2278.5 (p) (Includes all plates) Frame Member Releases Member I Joint 1 7 No 8 No 1.275 0.900 D 0.900 CG 0.380 E> 1.0 EG- 1 1.275 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 1.275 1.200D +1.200CG +0.2005 +0.380E> +1. 1.275 1.200D +1.20000+0.2005 +0.380 <E +1. 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 1.000 1.0 D 1.0 WPA1 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPA1 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA1 1.000 D.600 D 1.0 WPAI 1.000 1.0D +1.0WPD1 1.000 1.0 D 1.0 CG 0.750 L+ 0.750 WPD1 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD1 1.000 D.600 D 1.0 WPD1 1.000 1.0 D+ 1.0 WPA2 1.000 1.0 D 1.0 CG 0.750 L+ 0.750 WPA2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPA2 1.000 0.600 D 1.0 WPA2 1.000 1.0 D 1.0 WPD2 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPD2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPD2 1.000 0.600 D 1.0 WPD2 1.000 1.0D +1.0WPB1 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB I 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB 1 1.000 0.600 D 1.0 WPB1 1.000 1.0 D+ 1.0 WPC1 1.000 1.0 D 1.0 CG 0.750 L+ 0.750 WPC1 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC l 1.000 0.600 D 1.0 WPC I 1.000 1.0 D 1.0 WPB2 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB2 1.000 D.600 D 1.0 WPB2 1.000 1.0 D+ 1.0 WPC2 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPC2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC2 1.000 0.600 D 1.0 WPC2 VPC File:CA0501695 010E1 vpc Joint 2 Yes Yes Design 462 <EB 462 <EB 0 EG+ 1 462 <EB 0 EG+ 1 462 <EB 1.0 EG+ VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 77 of 112 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 EB> EG- D CG S EB> EG+ D CG E> EG+ <EB D CO <E EG+ <EB D+CG+L +E>+EG++<EB D+CG+L+<E +EG++<EB D +CG +B> 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++<EB D CG <EB EG- D CG S <EB EG+ D +WPA1 D +CG +L +WPA1 D +CG +S +WPA1 D+ WPA1 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 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 CO L WPB2 D CG S WPB2 D WPB2 D WPC2 D CG L WPC2 D CG S WPC2 D WPC2 VP BUILDINGS VnRCO.PRUDEN Design Date: 11/8/2005 Time: 6:06:55 PM Page: 78 of 112 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 0/0/0 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 50/0/0 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 7 13/8/8 0/6/0 Yes Yes No 0/0/0 0/0/0 0.0000 8 41/3/8 0/6/0 Yes Yes No 0/0/0 0 /0 /0 0.0000 Frame Reactions Load Cases at Frame Cross Section: 3 X -Loc 0/0/0 13/8/8 41/3/8 50/0/0 Gridl Grid2 3 -J 2 -E 2 -C 3 -A U Description Fix Hz Vy Hx Hz Vy Hx Hz Vy Fix Hz Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) 1 D CG L -0.22 0.33 15.54 17.59 0.22 2.94 2 D CG ASL^ -0.21 -0.84 9.82 11.99 0.21 2.73 3 D CG ^ASL 0.01 2.15 7.67 7.50 -0.01 0.90 4 D CG PL2(Spans 1 and 2) -0.12 1 17 11.59 11.61 0.12 -2.43 5 D CG PL2(Spans 2 and 3) -0.19 -0.81 9 77 13.00 0.19 1.37 6 D CG S -0.30 -0.05 19.80 22.67 0.30 -4 40 7 D CG S SD -0.30 -0.05 19.80 22.67 0.30 -4 40 8 D CG US 1 -0.22 -0.52 11 17 19.96 0.22 1.63 9 D CG *US 1 -0.06 3.07 16.77 10.82 0.06 1.65 10 D W1> 1 41 1.26 6.83 -9.52 6.18 13.01 3.58 7 41 11 D <W 1 2.12 1.26 -6.14 -8.72 5.56 -8.46 2.68 1 11 12 D W2> -2.31 -0.84 5.42 -8.24 -2.65 6.74 13 D <W2 1.22 1.68 -4.61 3.71 3.61 1 77 14 D CG L W 1> 1.22 -0.80 5.12 444 4.63 3.36 2.52 2.95 15 D CG L <W 1 1 42 1.09 -4.61 5.04 -4 17 6.78 2.17 3.44 16 D CG L W2> 1.89 -0.49 7.52 6.94 1.82 2.45 17 D CG L <W2 0.75 1 40 8.12 10.34 2.87 3.94 18 D CG S W l> 1.29 1.08 5.12 7.64 4.63 7 18 2.46 1.85 19 D CG S <W 1 1.36 0.81 -4.61 8.24 -4 17 10.59 2.24 -4.53 20 D CG S W2> 1.96 -0.77 10.72 10.75 1 76 1.35 21 D CG S <W2 0.68 1 12 11.32 14 15 2.94 5.03 22 D +W1> 140 1.33 6.83 10.35 6.18 13.96 3.59 7.29 23 D <W 1 2.13 1 19 -6.14 -9.55 5.56 -9 42 2.67 1.22 24 D W2> -2.30 -0.91 -6.25 -9 19 2.66 6.62 25 D <W2 1.23 1.61 5.44 -4.66 3.60 1.89 26 D +CG +E>+EG+ 111 141 0.10 8.42 0.09 0.52 2.87 6.06 27 D+CG+<E+EG-I- 0.91 1.61 -0.10 4.95 -0.09 14.92 3.07 7.93 28 D CG L E> EG+ 1.28 1.35 0.11 15.78 0.09 8.10 -2.99 4.90 29 D CG L <E EG+ 0.89 1.89 -0.11 12.07 -0.09 23.53 3.38 10.08 30 D +CG +E> +EG- 1.05 145 0.10 4.58 0.09 3.92 2.93 6.73 31 D+CG+<E+EG- 0.97 1.57 -0.10 1 11 -0.09 10.49 3.02 7.26 32 D +CG +E> +EG- 1.51 -2.07 0.14 6.79 0.12 5.30 -418 9.58 33 D+CG+<E+EG- 1.38 2.25 -0.14 1.84 -0.12 15.27 4.31 10.40 34 D +CG +S +E>+EG+ 1.61 2.06 0.14 13.44 0.12 2.33 -4.08 8.10 35 D +CG +S <E +EG+ 1.28 2.25 -0.14 8.48 -0.12 22.90 441 11.88 44 D CG E> EG+ EB> -0.11 14.93 10.09 0.03 7.08 0.03 5.45 1.09 3.95 3.93 45 D CG <E EG+ EB> 0.50 14.93 -9 18 -0.03 6.04 -0.03 9 77 0.69 3.95 -8.13 46 D+CG+L+Ej+EG++EB> -0.22 14.93 -9.95 0.03 14.36 0.03 13.39 1.06 3.95 5.44 47 D+CG+L+<E +EG++EB> 0.43 14.93 -8.98 -0.03 13.24 -0.03 18.02 0.85 3.95 -9.93 48 D +CG +E> +EG +EB> -0.05 14.93 10.13 0.03 3.24 0.03 1.01 115 3.95 3.27 49 D CG <E EG- EB> 0.56 14.93 -9.22 -0.03 2.19 -0.03 5.33 0.64 3.95 7 46 50 D CG E> EG- EB> -0.20 14.93 10.29 0.04 4.93 0.04 1 79 1.51 3.95 -2.51 51 D CG <E EG- EB> 0.67 14.93 -9.00 -0.04 3.44 -0.04 7.96 1.04 3.95 -8.51 52 D+CG+S +E>+EG++EB> -0.30 14.93 10.29 0.04 11.58 0.04 9 42 1 41 3.95 3.99 53 D+CG+S+<E +EG++EB> 0.57 14.93 -9.00 -0.04 10.09 -0.04 15.59 114 3.95 -9.98 56 D CG E> EG+ <EB -0.57 9.68 0.03 7.03 0.03 5.39 -0.62 3.95 6.55 57 D CG <E EG+ <EB 0.03 10.59 -0.03 5.98 -0.03 9 71 1 16 3.95 2.36 58 D+CG+L+E>+EG++<EB -0.69 9.82 0.03 14.30 0.03 13.33 -0.59 3.95 5.05 59 D+CG+L+<E +EG I I <EB -0.04 10.79 -0.03 13.18 -0.03 17.96 1.32 3.95 0.55 60 D CG E> EG- <EB -0.52 9.64 0.03 3.18 0.03 0.96 -0.68 3.95 7.22 61 D CG <E EG- <EB 0.09 10.55 -0.03 2.14 -0.03 5.28 1 10 3.95 3.02 62 D CG E> EG- <EB -0.67 9 48 0.04 4.88 0.04 1 73 1.04 3.95 7.97 63 D CO <E EG- <EB 0.20 10.77 -0.04 3.39 -0.04 7.91 1.51 3.95 1.98 64 D+CG+S+E>+EG++<EB -0.77 9 48 0.04 11.52 0.04 9.36 -0.94 3.95 6.49 65 D+CG+S+<E+EG++<EB 0.10 10.78 -0.04 10.04 -0.04 15.53 1.61 3.95 0.50 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b VP BUILDINGS VA RCO. PRUDEN Design 68 D+ WPAI 1 72 7.62 -6.42 -8.62 -9 15 1 70 1.85 -0.46 69 D CG L WPAI 1 13 5.71 -4.68 5 12 6.26 1 11 1.39 2.95 70 D CG S WPAI 1.06 5.71 -4.96 8.32 10.07 1.05 1.39 -4.05 71 D WPAI 1 73 7.62 -6.49 -9 45 10.10 1 71 1.85 -0.58 72 D WPD1 1 47 3.78 -4 45 -4.56 1 48 1.64 3.17 73 D +CG +L +WPD1 0.94 2.97 8.25 970 -0.95 1.23 -0.23 74 D CG S WPDI 0.87 2.69 11 45 13.51 -0.88 1.23 1.33 75 D WPDI 1 48 3.70 5.28 5.52 1 49 1.64 3.05 76 D WPA2 0.80 -6.49 5.28 4.51 -4.37 -0.74 1.55 -0.74 77 D CG L WPA2 0.44 -4.87 3.82 8.20 9.85 -0.39 1 16 3.16 78 D CG S WPA2 0.37 4.87 -4 10 11 40 13.66 -0.33 1 16 -4.26 79 D WPA2 0.81 -6.49 5.35 5.34 5.32 -0.75 1.55 -0.86 80 D WPD2 0.56 4.95 -0.36 0.22 -0.54 1.94 2.89 81 D CG L WPD2 0.26 3.85 11.31 13.29 -0.24 1 46 -0.45 82 D CG S WPD2 0.19 3.57 14.51 17 10 -0.17 1 46 1.54 83 D WPD2 0.58 4.88 1 19 -0.74 -0.55 1.94 2.77 84 D WPBI 1.69 7.07 5 13 -8.53 12.17 -2.00 -2.12 -0.26 85 D +CG +L +WPBI 110 5.30 3.70 5.18 4.00 1.34 1.59 -2.81 86 D +CG+S +WPBI 1.04 5.30 3.99 8.38 7.81 1.27 1.59 3.90 87 D WPB 1 1 70 7.07 5.20 -9.37 13 12 2.01 -2.12 -0.38 88 D WPC1 1 46 3.77 -4.39 5.89 1.61 1.94 3.83 89 D CG L +WPC 1 0.93 2.97 8.29 8.70 1.05 1 45 0.26 90 D CG S WPC1 0.87 2.69 11 49 12.52 -0.98 1 45 -0.83 91 D+ WPC 1 1 47 3.70 5.22 -6.84 1.63 1.94 3.72 92 D WPB2 0.77 5.94 3.97 -4 41 7 40 1.05 1.82 -0.54 93 D CG L WPB2 0.41 -4 45 -2.84 8.27 7.57 -0.62 1.37 3.01 94 D CG S WPB2 0.34 -4.45 3.12 11 47 11.38 -0.55 1.37 -4.11 95 D WPB2 0.78 5.94 -4.05 5.25 -8.36 1.06 1.82 -0.65 96 D WPC2 0.55 4.94 -0.30 1 10 -0.67 -2.23 3.54 97 D CG L WPC2 0.25 3.85 11.36 12.30 -0.34 1.67 0.05 98 D CG S WPC2 0.19 3.57 14.56 16.11 -0.27 1.67 1.05 99 D WPC2 0.57 4.87 1 13 2.05 -0.68 -2.23 3 43 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) (IQ (k) (IQ (k) (in-k) (in-k) 0/0/0 3 -J 2.31 12 2.13 23 14.93 44 10.29 50 10.79 59 13/8/8 2 -E 6.14 11 6.83 10 10.35 22 19.80 6 41/3/8 2-C 5.56 11 6.18 10 13.96 22 23.53 29 50/0/0 3 -A 418 32 4.41 35 3.95 44 3.95 56 11.88 35 9.58 32 Sum of Forces with Reactions Check Framing Horizontal Verical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.00 0.00 5.04 4.94 CG 0.00 0.00 7.25 7.25 L 0.00 0.00 18.33 18.33 ASLA 0.00 0.00 6.06 6.06 AASL 0.00 0.00 6.03 6.03 S 0.00 0.00 25.85 25.85 SD 0.00 0.00 0.00 0.00 USI* 0.00 0.00 16.79 16.79 •US1 0.00 0.00 16.83 16.83 WI> 4.99 4.99 21.31 21.31 <W1 4 79 4 79 21.96 21.96 W2> 4.95 4.95 12.69 12.69 <W2 4.83 4.83 13.35 13.35 E> 4 49 4 49 0.00 0.02 EG+ 0.01 0.00 1.98 1.99 <E 4.49 4.49 0.00 0.02 EG- 0.01 0.00 1.98 1.99 EB> 0.00 0.00 0.00 10.31 <EB 0.00 0.00 0.00 10.31 WPAI 0.02 0.02 22.11 29.58 WPDI 0.01 0.01 13.72 7.00 VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6 PM Page: 79 of 112 VP BUILDINGS VARCO•PRUDEN Design WPA2 0.06 0.06 13.49 19.82 WPD2 0.03 0.03 510 2.75 WPB1 0.32 0.32 23.56 31.03 WPC1 0.15 0.15 14.33 7.61 WPB2 0.28 0.28 14.94 21.27 WPC2 0.12 0.12 5.70 2.15 Date: 11/8/2005 Time: 6:06:55 PM Page: 80 of 112 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.) (in.) I Bolts I (in.) I I Flange I Web 0/0/0 3 -J 1 0.375 9 13 4 1.000 A36 0S -0.1875 0S- 0.1875 13/8/8 2 -E 7 0.375 8 11 4 0.750 A36 0S- 0.1875 0S -0.1875 41/3/8 2-C 8 0.375 8 I 4 0.750 A36 0S -0.1875 0S- 0.1875 50/0/0 3 -A 6 0.375 11 13 4 0.750 A36 0S- 0.1875 0S -0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. I (ft) (in.) I I (in.) I (in.) (in.) I Description 1 1 S3 14.90 11.625 N/A N/A I■/A 0.2500 2.000 Both F -FP W- OS- 0.1875 2 1 S2 11.96 11.500 85.50 N/A N/A 0.1875 2.000 Both F -OS 0.1875,W -0S -0.1875 5 1 S2 0.42 11.375 6919 N/A N/A 0.2500 2.000 Both F- OS- 0.1875,W -OS -0.1875 6 1 S2 10.83 10.750 57.33 N/A N/A 0.3750 5.000 Near F- BS- 0.1875,W -0S- 0.1875 6 2 S3 14.90 10.750 N/A N/A N/A 0.3750 4.500 Both F -FP W-OS-0.1875 6 3 S4 Alternate Web Thick 0.2500 0.3750 4.500 Opposite Fillet W -BS -0.1875 Bolted Connections (A325 Bolts) Bolt Rows -Out Rows -In I Moment Out I Moment In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch I 2 4 2 4 14 Actual Capacity I Ld Actual Capacity No. No. (in.) (in.) (in.) (in.) (in.) Bolt Bolt I Bolt I Bo I Cs (in -k) (in -k) Cs (in -k) (in -k) 1 2 KN(Face) STD 0.750 6.00 11.98 0.750 2.50 2 0 2 0 41 430.2 564.7 40 430.2 564 7 2 1 KN(Face) STD 0.750 6.00 12.10 0.750 2.50 2 0 2 0 41 430.2 564.7 40 430.2 564 7 3 2 SP STD 0.625 6.00 13.04 0.750 2.50 1 0 2 0 23 232.1 341.9 7 437.6 493.8 4 1 SP STD 0.625 6.00 13.04 0.750 2.50 1 0 2 0 23 232.1 341.9 7 437.6 493.8 5 2 KN(Face) AISC 6.00 11 73 0.00 0 0 0 0 41 700.4 0.0 40 700.4 0.0 6 2 KN(Face) AISC 10.00 11 73 0.00 0 0 0 0 41 700.4 0.0 40 700.4 0.0 7 2 CP STD 0.375 7.00 11.00 0.500 3.00 1 0 1 0 0 0.0 0.0 0 0.0 0.0 8 2 CP STD 0.375 7.00 11.00 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 13/6/1 14/0/1 FB2060 2 1/3/0 22/2/3 FB2064 2 8/4/8 15/0/11 FB2064 3 0/5/15 10/6/11 FB2064 3 9/5/15 1/6/11 FB2064 4 1/6/0 1/6/11 FB2064 4 15/0/0 15/0/11 FB2064 5 3/5/13 19/6/11 FB2064 5 6/1/5 22/2/3 FB2064 6 13/6/1 14/0/1 FB2060 7 6/11/4 7/5/4 (2)FB2054 8 6/11/4 7/5/4 (2)FB2054 VPC File:CA0501695 010E1 vpc VPC Version :5.3b Design Note Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 I Actual Forces I Actual Stresses Allowable I Stress Condition Mem. Loc. Depth Load Axial Shear Mom -x Mom -y Axial Shear Bnd -X Bnd -Y Stress /Force Sum No. ft I in. I Case k k in -k in -k I ksi ksi ksi ksi Axial I Shear I Bnd -X I Bnd -Y Bnd +Ax Shear 1 11.941 12.00 33 -2.3 1.2 187 4 0.0 0.59 0.65 13.91 0.00 27.02 19.37 15.17 34 71 0.934 0.033 2 12.54 12.00 6 0.9 7 4 518.3 0.0 0.23 4 79 30.09 0.00 30.00 11.37 29 73 29 73 1.012 0.421 3 0.00 12.00 6 -0.7 12.1 518.3 0.0 0.17 7.82 30.09 0.00 24.53 11.37 29 73 29 73 1.018 0.687 4 16.35 12.00 6 -0.8 12.8 -626.3 0.0 0.16 8.36 30.49 0.00 25.01 11.63 30.00 37.50 1.022 0.719 5 0.00 12.00 6 11 9.6 -626.3 0.0 0.22 5.12 29.61 0.00 30.00 15.53 30.00 37.50 0.994 0.330 6 11.50 12.00 47 9.9 -0.8 163.7 545.4 0.68 0.41 2.32 26.18 30.00 18.74 33.00 37.50 0.791 0.022 7 6.94 10.00 22 10.3 11 328.3 0.0 2.42 0.83 21.64 0.00 30.00 15.21 30.00 30.00 0.802 0.055 8 6.94, 10.00 22 14.0 -0.8 -291.5 0.0 3.26 0.65 19.22 0.00 30.00 15.21 30.00, 30.00 0.749 0.042 1 Mem. 1 Loc. 1 Depth I Area 1 Rx 1 Ry 1 Lx 1 Ly -1 1 Ly -2 1 Klx 1 Klyl 1 K1y21 Sx 1 Lbl 1 Rt -1 1 Lb2 1 Rt -2 1 Qs 1 Qa 1 Cb1 1 Cb2 VP BUILDINGS VARCO PRUDEN Design No. ft I in. I in.2 in. in. in. I in. in. I /Rx /RY I /Ry in.3 I in. in. in. in. I 1 11.941 12.00 3 79 4 79 1.02 179.14 60.0 0.0 56.1 59.0" 0.0 13.47 162.1 1.36 0.0 0.00 0.91 1.00 1.00 0.00 2 12.54 12.00 4.05 5.05 113 145.00 54.0 0.0 28.7 47.6 0.0 17.22 54.0 1.36 0.0 0.00 0.99 1.00 1.00 0.00 3 0.00 12.00 4.05 5.05 113 135.97 54.0 0.0 26.9 47.E 0.0 17.22 54.0 1.36 0.0 0.00 0.99 I.00 1.00 0.00 4 16.35 12.00 4.65 5.15 118 196.18 54.0 0.0 38.1 45.1 0.0 20.54 54.0 140 0.0 0.00 1.00 1.00 1.00 0.00 5 0.00 12.00 5.00 5.04 1 14 84 79 54.0 0.0 16.8 47.3 0.0 21 15 54.0 1.38 0.0 0.00 1.00 1.00 1.00 0.00 6 11.50 12.00 14.52 5.41 2.68 179.14 45.0 0.0 49 7 16.8 0.0 70.69 30.0 2.98 0.0 0.00 1.00 1.00 1.00 0.00 7 6.94 10.00 4.28 4.35 1 45 197.16 83.3 97.8 45.3 57 4 67 4 15.17 83.3 1 70 107.9 1 72 0.95 1.00 1 75 1.63 8 6.94 10.00 4.28 4.35 1 45 192.16 83.3 97.8 44.2 57 4I 67.4 15.171 83.3 1 70 102.9 1 72 0.95 1.00 1 75 1.62 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 81 of 112 VP BUILDINGS VARCO,RUDEN Design Date: 11/8/2005 Time: 6 PM Page: 82 of 112 User Defined Frame Point Loads for Cross Section: 3 Side I Units I Tyne I Description I Magl I Locl I Offset I H or V Supp. I Dir I Coef. I Loc. I 1 k E> Receiving Canopy load 0.30 16/11/14 NA NA N RIGHT 1.000 CL 1 k <E Receiving Canopy load -0.30 16/11/14 NA NA N LEFT 1.000 CL 4 k E> Receiving Canopy load 0.30 16/11/14 NA NA N RIGHT 1.000 CL 4 k <E Receiving Canopy load -0.30 16/11/14 NA NA N LEFT 1.000 CL User Def ned Frame Line Loads for Cross Section: 3 Side Units Type Description Magl Locl Mag2 I Loc2 Supp. Dir Coef. Loc. 2 plf D Receiving Canopy load 38.00 0 /1 /0 38.00 13/0/0 N DOWN 1.000 IF 2 plf CG Receiving Canopy load -87 70 0 /1 /0 -87 70 13/0/0 N DOWN 1.000 IF 2 plf L Receiving Canopy load 210.00 0 /1 /0 210.00 13/0/0 N DOWN 1.000 IF 2 plf S Receiving Canopy load 313.00 0 /1 /0 313.00 13/0/0 N DOWN 1.000 IF 2 plf Wl> Receiving Canopy load 272.00 0 /1 /0 272.00 13/0/0 N UP 1.000 IF 2 plf <W1 Receiving Canopy load 155.00 0 /1 /0 155.00 13/0/0 N UP 1.000 IF 2 plf W2> Receiving Canopy load 194.00 0 /1 /0 194.00 13/0/0 N UP 1.000 IF 2 plf <W2 Receiving Canopy load 76.20 0 /1 /0 76.20 13/0/0 N UP 1.000 IF 2 plf WPAI Receiving Canopy load 189.00 0/1/0 189.00 13/0/0 N UP 1.000 IF 2 plf WPDI Receiving Canopy load 120.00 0/1/0 120.00 13/0/0 N UP 1.000 IF 2 plf WPA2 Receiving Canopy load 111.00 0 /1 /0 111.00 13/0/0 N UP 1.000 IF 2 plf WPD2 Receiving Canopy load 41 40 0/1/0 41 4C 13/0/0 N UP 1.000 IF 2 plf WPB1 Receiving Canopy load 190.00 0/1/0 190.00 13/0/0 N UP 1.000 IF 2 plf WPC1 Receiving Canopy load 120.00 0 /1 /0 120.00 13/0/0 N UP 1.000 IF 2 plf WPB2 Receiving Canopy load 111.00 0/1/0 111.00 13/0/0 N UP 1.000 IF 2 plf WPC2 Receiving Canopy load 41.00 0/1/0 41.0C 13/0/0 N UP 1.000 IF 3 plf D Receiving Canopy load 38.00 0 /1 /0 38.00 17/0/0 N DOWN 1.000 IF 3 plf CG Receiving Canopy load -87 70 0/1/0 -87 70 17/0/0 N DOWN 1.000 IF 3 plf L Receiving Canopy load 210.00 0 /1 /0 210.00 17/0/0 N DOWN 1.000 IF 3 plf S Receiving Canopy load 313.00 0/1/0 313.00 17/0/0 N DOWN 1.000 IF 3 plf W 1> Receiving Canopy load 155.00 0 /1 /0 155.00 17/0/0 N UP 1.000 IF 3 plf <W1 Receiving Canopy load 272.00 0 /1 /0 272.00 17/0/0 N UP 1.000 IF 3 plf W2> Receiving Canopy load 76.20 0 /1 /0 76.2C 17/0/0 N UP 1.000 IF 3 plf <W2 Receiving Canopy load 194.00 0 /1 /0 194.00 17/0/0 N UP 1.000 IF 3 plf WPAI Receiving Canopy load 190.00 0/1/0 190.00 17/0/0 N UP 1.000 IF 3 plf WPDI Receiving Canopy load 120.00 0 /1 /0 120.00 17/0/0 N UP 1.000 IF 3 plf WPA2 Receiving Canopy load 111.00 0/1/0 111.00 17/0/0 N UP 1.000 IF 3 plf WPD2 Receiving Canopy load 41 40 0/1/0 41 40 17/0/0 N UP 1.000 IF 3 plf WPB1 Receiving Canopy load 272.00 0 /1 /0 272.00 17/0/0 N UP 1.000 IF 3 plf WPC1 Receiving Canopy load 155.00 0 /1 /0 155.00 17/0/0 N UP 1.000 IF 3 plf WPB2 Receiving Canopy load 194.00 0/1/0 194.00 17/0/0 N UP 1.000 IF 3 plf WPC2 Receiving Canopy load 76.00, 0 /1 /0 76.001 17/0/0 N UP 1.000 IF Deflection Load Combinations Framing No. I Origin I Factor I Def H I Def V I 1 System 1.000 0 180 1.0 L 2 System 1.000 0 180 1.0 S 3 System 1.000 0 180 1.0 S 1.0 SD 7 3 1 crrar Application I L S S SD VPC File:CA0501695 01OE1.vpc VPC Version .5.3b Description VP BUILDINGS vAPCO.PRUUEN Design 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 Wl> WI> 7 System 1.000 0 180 0.700 <W1 <W I 8 System 1.000 0 180 0.700 W2> W 9 System 1.000 0 180 0.700 <W2 <W2 10 System Derived 1.000 0 180 0.700 WPA1 WPAI 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 <W t <W I 20 System 1.000 60 0 0.700 W2> W 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 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 <EB <ER Date: 11/8/2005 Time: 6:06:55 PM Page: 83 of 112 Maximum Frame Deflection Summary for Cross Section: 3 Description I Deflection (in.) I Ratio 'Member] Joint I Load Case I Load Case Description Max. Horizontal Deflection -0.871 (H/211) 6 2 31 <E EG- Max. Vertical Deflection for Span 1 -0.022 (116814) 2 2 2 S Max. Vertical Deflection for Span 2 -0.825 (11401) 4 1 3 S SD Max. Vertical Deflection for Span 3 -0.024 1/3678 5 1 3 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:CA0501695 -010E1 vpc VPC Version :5.3b VP BUILDI VARCO•PRUDEN N Wall. 4, Frame at: 26/0/0 Frame Cross Section: 4 (2)FB I FB Dimension Key 1 8 1/2' 2 4' -0' 3 3' 5 1/4' 4 1 -6 13/16" 5 2' 11 15/16' 6 1-6 11/16" 7 2 @2'71/2' 8 3 3/8' 9 2 2'-6' 10 19' 1 4 (a) 4' -F" 2 r 1 non, 03 03 LL LL Frame Clearances Horiz. Clearance between members 1(CX003) and 6(CX004): 43' 7' Vert. Clearance at member 1(CX003): 14' 3 13/16' Vert. Clearance at member 6(CX004): 14' 1 5/16' Finished Floor Elevation 100' -0' (Unless Noted Otherwise) Design m m LL LL -n" GDAR (•D(1CC Q r TI(lnl AT I_DARAG I 11.1M/C1 A 'S-- Lnoo12 VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6:06.55 PM Page: 84 of 112 m LL LL v I I1 1 (2)FB VP BUILDINGS VARCO- FRUDEN Design Date: 11/8/2005 Time: 6 PM Page: 85 of 112 Frame Location Design Parameters: I Location I Avg. Bay Space I Description I Angle I Group I Trib. Override I Design Status 26/0/0 I 24/2/0 (Copy of Rigid Frame 1 90.0000 I I I Stress Check DESCRIPTION. VP Buildings RIGID FRAMES (Type 'RF are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID 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 are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN• RIGID 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 RIGID FRAME bolted and/or welded constructions 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 I Description 1 System 1.000 1.0 D 1.0 CG 1.0 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 CO 1.0 US1* D +CG +USI* 5 System 1.000 1.OD +1.00G +1.0 *USI D +CG *US1 6 System 1.000 1.0 D+ 1.0 W I> D W l> 7 System 1.000 1.OD +1.0 <Wl 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.OD +LOCG +0.750L +0.750 <W1 D+CG +L <W1 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.OD +1.00G +0.750S +0.750W1> 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.OD +1.00G +0.750S +0.750W2> 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 I> D W l> 19 System 1.000 0.600 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 1.0 D 1.0 CG 0.888 F> 0.700 EG+ D CG E> EG+ 23 System 1.000 1.0 D 1.0 CG 0.888 <E 0.700 EG+ D CG <E EG+ 24 System 1.000 1.0 D 1.0 CG 0.750 L 0.951 E>+0.750EG+ D +CG +L +E>+EG+ 25 System 1.000 1.0 D 1.0 CG 0.750 L 0.951 <E 0.750 EG+ D CG L <E EG+ 26 System 1.000 0.600 D 0.600 CG 0.888 E> 0.700 EG- D CG Ej EG- 27 System 1.000 0.600 D 0.600 CG 0.888 <E 0.700 EG- D CG <E EG- 28 System 1.275 D.900 D 0.900 CG 1.268 E> 1.0 EG- D CG E> EG- 29 System 1.275 0.900 D 0.900 CG 1.268 <E 1.0 EG- D CG <E EG- 30 System 1.275 1.200 D 1.200 CG 0.200 S 1.268E 1.0 EG+ D CG S F> EG+ 31 System 1.275 1.200 D 1.200 CG 0.200 S 1.268 <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 F> 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 D.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 0.266 E> 0.700 EG+ 1 462 EB> D CG F> EG+ EB> 41 System Derived 1.000 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 EB> D CG <E EG+ EB> 42 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.285 E> 0.750 EG+ 1 462 EB> D+CG+L +E>+EG++EB> 43 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.285 <E 0.750 EG+ 1 462 EB> D+CG+L+<E +EG++EB> 44 System Derived 1.000 D.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 EB> D CG E> EG- EB> 45 System Derived 1.000 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 EB> D CO <E EG- EB> 46 System Derived 1.275 0.900 D 0.900 CG 0.380 F> 1.0 EG- 1 462 EB> D CG E> EG- EB> 47 System Derived 1.275 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 EB> D CG <E EG- EB> 48 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.380 E> 1.0 EG+ 1 462 EB> D+CG+S +E>+EG++EB> 49 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG+ 1 462 EB> D+CG+S+<E +EG++EB> VPC File:CA0501695 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 Frame Member Sizes Mem. Flg Width No. (in.) 1 2 3 4 5 6 Special Special System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Special Special 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 Member I 1 6 6.00 5.00 5.00 5.00 5.00 10.00 Boundary Condition Summary X -Loc 0/0/0 50/0/0 VPC File:CA0501695 010E1 vpc 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 0.266 E> 0.700 EG+ 1 462 <EB 1.000 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 <EB 1.000 1.0 D 1.0 CG 0.750 L 0.285 E> 0.750 EG+ 1 462 <EB 1.000 1.0 D 1.0 CG 0.750 L 0.285 <E 0.750 EG++ 1 462 <EB 1.000 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 <EB 1.000 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 <EB 1.275 0.900 D 0.900 CG 0.380 F> 1.0 EG- 1 462 <EB 1.275 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 <EB 1.275 1.200D +1.200CG +0.2005 +0.380E> +1.0 EG+ +1 462 <EB 1.275 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG+ 1 462 <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.O D+ 1.O WPA1 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPA1 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPAI 1.000 0.600 D 1.O WPA1 1.000 1.0D +1.0WPD1 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPDI 1.000 1.0D +1.0CG +0.7505 +0.750WPD1 1.000 D.600 D 1.0 WPD1 1.000 1.O D 1.O WPA2 1.000 1.0 D 1.0 CG 0.750 L+ 0.750 WPA2 1.000 1.0D +1.0CG +0.7505 +0.750WPA2 1.000 0.600 D 1.0 WPA2 1.000 1.O D 1.O WPD2 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPD2 1.000 1.O D 1.O CG 0.750 S 0.750 WPD2 1.000 0.600 D 1.0 WPD2 1.000 1.O D 1.O WPB 1 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB1 1.000 1.OD +1.0CG +0.750S+0.750WPB1 1.000 0.600 D+ 1.O WPB1 1.000 1.0 D 1.0 WPC1 1.000 1.O D 1.O CG 0.750 L+ 0.750 WPC 1 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC 1 1.000 0.600 D 1.0 WPC1 1.000 1.0 D 1.0 WPB2 1.000 1.0 D 1.0 CG 0.750 L 0.750 WPB2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPB2 1.000 0.600 D 1.0 WPB2 1.000 1.O D 1.O WPC2 1.000 1.0 D 1.0 CG 0.750 L+ 0.750 WPC2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WPC2 1.000 0.600 D 1.0 WPC2 Fig Thk Web Thk Depthl (in.) I (in.) I (in.) 0.3125 0.1644 12.00 0.3750 0.1345 27.00 0.3125 0.1345 15.00 0.3125 0.1345 20.00 0.3750 0.1644 19.00 0.6250 0.1875 12.00 Y -Loc 0/6/0 0/6/0 I SuPP• X I Yes Yes Design Depth2 Length I Weight (in.) (ft) I (p) 33.00 15.85 391 1 15.00 9.63 253.3 20.00 14 75 286.7 19.00 15.50 314.5 29.00 8.88 216.9 27.00 15.85 961 7 Total Frame Weight 2424.2 Frame Pricing Weight 2662.3 Frame Reactions Load Cases at Frame Cross Section: 4 I X -Loc I 0/0/0 I 50/0/0 I I Gridl Grid2 I 4 -J 1 4 -A I Ld I Description I Hx I Hz I Vy I Hx I Hz I VY Cs I (application factor not shown) I (k) I (k) I (k) I (k) I (k) I (k) I Flg Fy I Web Fy Splice (ksi) (ksi) Jt.1 50.00 50.00 BP 50.00 50.00 KN 50.00 50.00 SS 50.00 50.00 SP 50.00 50.00 SS 50.00 50.00 BP (p) (Includes all plates) (p) (Includes all pieces) Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) Yes I No I 0/0/0 I 0 /0 /0 I 0.0000 Yes No 0/0/0 0/0/0 0.0000 VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 86 of 112 D +CG EB> +EG- D +CG +S EB> +EG+ D CO E> EG+ <EB D +CG <E EG+ <EB D+CG+L+E>+EG I I <EB D+CG+L+<E +EGtI<EB D CO E> EG- <EB D +CG <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 +CG <E13 +EG- D +CG +S <EB +EG+ D WPA1 D +CG +L +WPAI 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 +WPBI 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 Codes Jt.2 KN SS SP SS KN KN Shape 3P 3P 3P 3P 3P 3P VP BUILDINGS VARCO- PRUDEN Design 1 D CG L 7.02 14.68 7.02 14.98 2 D CG S 11 49 24.46 11 49 24.30 3 D CG S SD 11 49 24 46 11 49 24.30 4 D CG US 1 11.37 18.02 11.37 31.02 5 D +CG+ *US1 11.87 31 45 11.87 18.12 6 D+ W l> 7 79 11.80 1 12 -6.27 7 D <W1 1.28 -6.69 7.95 11.37 8 D W2> -6.26 -6.06 -0.41 -0.53 9 D <W2 0.25 -0.96 6.42 5.64 10 D +CG +L +W1> -0.55 2.02 -4.45 6.15 11 D +CG +L +<W1 4.33 5.85 0.67 2.32 12 D +CG +L+W2> 0.60 6.32 5.59 10.45 13 D +CG +L <W2 5.47 10.15 -0.48 6.62 14 D +CG +S +WI> 2.80 9.36 7.80 13.15 15 D +CG +S <WI 7.68 13.19 2.68 9.32 16 D CG S W2> 3.95 13.66 -8.94 17 45 17 D CG S <W2 8.83 17 49 3.83 13.62 18 D +W1> -8.22 12.86 1.56 7.50 19 D <W 1 1 72 7 76 8.38 12.60 20 D W2> -6.69 7 13 0.03 1 77 21 D <W2 -0.19 2.02 6.85 -6.87 22 D +CG +E> +EG+ 175 6.82 -6.19 10.11 23 D +CG <E +EG+ 5.86 9.81 141 711 24 D +CG +L +E>+EG+ 4.37 12.21 -914 15.72 25 D +CG +L +<E +EG+ 8.78 1542 -4.02 12.51 26 D +CG +F> +EG- -0.48 2.07 3.97 5.25 27 D+CG+<E+EG- 3.63 5.07 0.81 2.25 28 D CG E> EG- -0.54 3.28 5.81 7.83 29 D+CG+<E+EG- 5.34 7.56 1.02 3.55 30 D +CG +S+E> +EG+ 3.35 1145 -970 15.99 31 D CG S <E EG+ 9.23 15.72 2.87 11 71 40 D CG E> EG+ EB> 2.99 17.82 -4.32 3.95 1418 41 D CG <E EG+ EB> 4.22 18.72 -2.89 3.95 13.28 42 D+CG+L +E>+EG++EB> 5.72 23.29 7 15 3.95 19 71 43 D+CG+L+<E +EG++EB> 7.04 24.25 5.61 3.95 18.75 44 D+CG+E>+EG-+EB> 0.76 13.08 2.10 3.95 9.31 45 D CG <E EG- EB> 2.00 13.98 -0.66 3.95 8.42 46 D +CG +E> +EG +EB> 1.32 14.74 3.23 3.95 1144 47 D +CG <E +EG +EB> 3.08 16.02 I18 3.95 10.16 48 D+CG+S +E>+EG++EB> 5.21 22.90 712 3.95 19.61 49 D+CG+S+<E +EG++EB> 6.97 24.18 5.07 3.95 18.33 52 D CG E> EG+ <EB 3.43 14.93 -2.09 -4.77 3.95 3.95 53 D CG <E EG+ <EB 4.67 14.93 1.20 3.33 3.95 3.05 54 D+CG+L +E>+EG I i <EB 6.16 14.93 3.37 7.59 3.95 9 48 55 D+CG+L+<E +EG I I <EB 7 49 14.93 4.34 -6.06 3.95 8.52 56 D +CG +E> +EG <EB 1.21 14.93 -6.84 -2.54 3.95 -0.92 57 D CG <E EG- <EB 2.44 14.93 5.94 1 11 3.95 1.81 58 D CG F> EG- <EB 1 77 14.93 5.18 3.67 3.95 1.22 59 D CG <E EG- <EB 3.53 14.93 3.90 1.62 3.95 -0.07 60 D+CG+S +E>+EG I I <EB 5.66 14.93 2.98 7.56 3.95 9.38 61 D+CG+S+<E +EG++<EB 7 42 14.93 4.27 5.51 3.95 8.10 64 D WPAI -2.42 -4.99 2.56 1.85 5.93 65 D +CG +L +WPAI 3.47 713 3.37 1.39 6.40 66 D CG S WPA1 6.83 14 47 -6.72 1.39 13 40 67 D WPAI -2.86 -6.05 3.00 1.85 7 16 68 D WPDI -2.26 6.89 14.85 2.41 1.64 10.64 69 D CG L WPDI 3.59 5.17 -0.27 3.48 1.23 2.87 70 D CG S WPD 1 6.94 5.17 7.07 -6.83 1.23 9.87 71 D WPDI -2.70 6.89 15.92 2.84 1.64 11.87 72 D WPA2 -0.88 -0.01 1.02 1.55 -0.59 73 D CG L WPA2 4.63 10.87 -4.53 1 16 10.41 74 D CG S WPA2 7.98 18.20 7.88 1 16 17 40 75 D WPA2 1.31 1.07 1 45 1.55 1.82 76 D WPD2 -0.71 8.01 -9.87 0.85 1.94 5.30 77 D CG L WPD2 4.76 6.01 3 47 -4.65 1 46 6.88 78 D CG S WPD2 8.11 6.01 10.81 -8.00 1 46 13.87 79 D WPD2 1 15 8.01 10.93 1.29 -1.94 -6.53 80 D WPBI -2.52 -4.03 2.38 -2.12 -6.89 81 D +CG +L +WPB1 340 7.85 3.50 1.59 5.68 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 87 of 112 VP BUILDINGS VARCO- RRUDEN Design 82 D CG S WPB1 6.75 15.19 -6.86 1.59 12.68 83 D WPB1 2.96 5.10 2.82 -2.12 -8.12 84 D +WPC1 -2.37 6.31 1310 2.23 1.94 12.39 85 D +CG +L +WPC1 3.51 474 1.04 3.62 1 45 1.55 86 D+ Co S WPC1 6.86 4 74 8.38 -6.97 1 45 8.55 87 D +WPCI -2.81 6.31 1417 2.66 1.94 13.63 88 D WPB2 -0.98 0.94 0.83 1.82 1.55 89 D CG L WPB2 4.56 11.58 -4.66 1.37 9.69 90 D CG S WPB2 7.91 18.92 -8.01 1.37 16.69 91 D WPB2 1 41 -0.12 1.27 1.82 2.78 92 D WPC2 -0.82 7 44 -8.11 0.67 2.23 7.05 93 D CG L WPC2 4.68 5.58 4.79 -4 78 1.67 5.56 94 D CG S WPC2 8.03 5.58 12.13 -8.14 1.67 12.56 95 D WPC2 1.25 7 44 -9 18 1 11 2.23 -8.29 Sum of Forces with Reactions Check Framing Horizontal Ver "ical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.00 0.00 5.98 5.74 CG 0.00 0.00 9 41 9 41 L 0.00 0.00 14.50 14.50 S 0.00 0.00 33.61 33.61 SD 0.00 0.00 0.00 0.00 US1* 0.00 0.00 33.89 33.89 *US1 0.00 0.00 34.41 34.41 WI> 6.66 6.66 23.78 23.80 <W1 6.66 6.66 23.78 23.80 W2> 6.66 6.66 12.33 12.34 <W2 6.66 6.66 12.33 12.34 F> 5.01 5.01 0.00 0.00 EG+ 0.00 0.00 2.53 2.53 <E 5.01 5.01 0.00 0.00 EG- 0.00 0.00 2.53 2.53 EB> 0.00 0.00 0.00 10.31 <EB 0.00 0.00 0.00 10.31 WPA1 0.14 0.14 24.11 16.66 WPD1 0.14 0.15 24 49 31.24 WPA2 0.14 0.14 12.65 6.34 WPD2 0.14 0.15 13.04 20.91 WPB 1 0.14 0.14 24 11 16.66 WPC1 0.14 0.14 24.49 31.24 WPB2 0.14 0.14 12.65 6.34 WPC2 0.14 0.14 13.04 20.91 Date: 11/8/2005 Time: 6:06.55 PM Page: 88 of 112 Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Morn cw Load Mom ccw Load -Hx) Case (Hz) Case -Hz) Case (Hz) Case (Vy) Case (Vy) Case -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 50/0/0 I 4-A I 1 .87 15 18 38 19 I 3.95 140 I 3.95 152 I 13.63 187 I 31.02 I 4 Base Plate Summary X -Loc I Grid I Mem. I Thickness Width I Length Num. Of I Bolt Diam. I Type I Welds to Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 0/0/0 4-J 50/0/0 4 -A 16 1 10 375 I 9 13 4 I 0.750 00 I A36 I OS 0.1875 OS 0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. I (ft) (in.) I I (in.) I (in.) (in.) I I Description 2 1 S3 2.57 26.250 N/A N/A N/A 0.3125 2.000 Both F -FP W- OS- 0.1875 2 2 S4 Alternate Web Thick: 0.1875 0.5000 2.000 Opposite Fillet W- OS- 0.1875 2 3 SI 7 19 18.318 136.20 3.00 55.20 0.3750 2.000 Opposite Fillet Std 4 1 SI 14 75 18.421 136.96 3.00 55.26 0.1875 2.000 Opposite Fillet Std 5 1 SI 3.88 23.937 145.60 3.00 71.81 0.1875 2.000 Both F- OS- 0.1875,W- OS-0.1875 6 1 S3 13.58 25.750 N/A N/A N/A 0.3750 4.500 Both F -FP W- OS-0.1875 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO•PRUDEN 6 2 S4 6 3 I S2 1 10.83 I A 22 527 11 0e14 I N/A 0.2500 0.3750 1 4.000 Opposite B Both F -BS- `1875,W -OS-0 1875 Bolted Connections (A325 Bolts) Design 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 Ld Actual I Capacity I Ld I 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(Top) STD 0.625 6.00 33.00 0.750 2.50 4 0 4 0 37 2016.8 26771 36 2016.8 26771 2 1 KN(Top) STD 0.625 6.00 33.00 0.750 2.50 4 0 4 0 37 2016.8 26771 36 2016.8 2677.1 3 2 SP STD 0.500 6.00 21.05 0.750 2.50 1 0 3 0 18 357.6 529 7 4 794.5 903.3 4 1 SP STD 0.500 6.00 21.07 0.750 2.50 1 0 3 0 18 357.6 529 7 4 794.5 903.3 5 2 KN(Face) STD 0.875 6.00 29.00 0.750 2.50 4 0 4 0 37 2369.7 3195.2 36 2369 7 3195.2 6 2 KN(Face) STD 0.875 10.00 29.00 0.750 2.50 4 0 4 0 37 2369 7 3195.2 36 2369.7 3195.2 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part I Design Note 1 6/11/4 7/5/4 FB3010 1 11/11/4 12/5/4 (2)FB4030 2 4/10/8 19/6/11 (2)FB3014 3 4/3/0 10/6/11 FB2090 3 13/3/0 1/6/11 FB2110 4 1/6/0 1/6/11 FB2114 4 15/0/0 15/0/11 FB2104 5 4/0/0 19/6/11 (2)FB3030 6 11/11/4 12/5/4 (2)FB3030 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 Actual Forces I Actual Stresses I Allowable I Stress Condition Mem. Loc. Depth Load Axial Mom Axial Shear Bnd -X Bnd -Y Stress /Force Sum /o No. ft I in. I ial Shear Mom-x k k in -k I y A in -k ksi ksi ksi ksi I Axial I Shear I Bnd -X I Bnd -Y I Bnd +Ax Shear 1 13.53 32.52 5 32.1 -9.9 1600.4' 0.0 3.57 1.88 19.31 0.00 20.77 2.21 26.26 28.29 0.899 0.85I 2 3.55 23.08 4 13.5 12.6 1247.5 0.0 1.99 4.20 25.58 0.00 23.16 6.94 26.77 37.50 1.026 0.605 3 0.00 15.00 4 12.2 11.2 597 4 0.0 2.41 5 79 22.20 0.00 24 72 7.28 23.48 37.50 1.026 0.796 4 5.93 19.62 4 11.6 2.0 928.8 0.0 2.04 0.79 26.74 0.00 2410 417 29.94 37.50 0.962 0.190 5 6.64 28.71 5 14.0 13 7 1755.3 0.0 1.67 2.98 25.66 0.00 25.42 6.84 28.85 37.50 0.948 0.435 6 11.51 24.671 54 15.0 71 -988.2 544.2 0.89 1.62 6.07 26.12 28.03 5.33 29.25 37.50 0.934 0.303 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. ft I in. I in.2 I in. I in. I in. in. I in. I /Rx /Ry I /Ry in.3 I in. I in. in. I in. 1 13.53 32.52 8.99 12.55 1.12 166.17 22.6 0.0 19.9 20.2 0.0 82.90' 22.6 145 0.0 0.00 0.94 0.77 1.00 0.00 2 3.55 23.08 6.75 9 49 1.08 261 11 27 7 54 1 27.5 25.8 50.3 48.77 27 7 1.31 108.1 1.34 1.00 0.94 1 75 1 75 3 0.00 15.00 5.06 6.32 113 26111 54.0 0.0 41.3 47.6 0.0 26.91 108.1 1.39 0.0 0.00 1.00 1.00 1.00 0.00 4 5.93 19.62 5.68 8.05 1.07 267.09 54.0 54.0 33.2 50.4 50.4 34.73 54.0 1.31 54.0 1.31 1.00 0.99 175 175 5 6.64 28.71 8.35 11.23 0.97 267.09 33.9 0.0 23.8 35.0 0.0 68.39 33.9 1.24 0.0 0.00 1.00 0.95 1.00 0.00 6 11.51 24.671 16.89 10.9C. 2.48 163.50 45.0 0.0 22.5 18.1 0.0 162.81 143.4 2.87 0.0 0.00 1.00 1.00 1.00 0.00 VPC File:CA0501695 -01OE1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 89 of 112 VP BUILDINGS VARCO- PRUOEN User Defined Frame Point Loads for Cross Section: 4 I Side I Units I Type 1 Description I Magl I Locl I Offset I H or V I Supp. I Dir I Coef. I Loc. I 2 p D Skirt Wall load >Resolved From Plane 125.98 24/9/11 N N N DOWN 1.003 OF 3 I p I D (Skirt Wall load >Resolved From Plane I 125.981 24/9/111 NA] NA] N I DOWN 1 1 .003 I OF it Deflection Load Combinations Framin t No. Origin Factor Def H Def V 1 System 1.000 0 180 1.0 L 2 System 1.000 0 180 1.0 S 3 System 1.000 0 180 1.0 S 1.0 SD 4 System 1.000 0 180 1.0 US1* 5 System 1.000 0 180 1.0 *US1 6 System 1.000 0 180 0.700 Wl> 7 System 1.000 0 180 0.700 <W1 8 System 1.000 0 180 0.700 W2> 9 System 1.000 0 180 0.700 <W2 10 System Derived 1.000 0 180 0.700 WPAI 11 System Derived 1.000 0 180 0.700 WPD1 12 System Derived 1.000 0 180 0.700 WPA2 13 System Derived 1.000 0 180 0.700 WPD2 14 System Derived 1.000 0 180 0.700 WPB( 15 System Derived 1.000 0 180 0.700 WPC1 16 System Derived 1.000 0 180 0.700 WPB2 17 System Derived 1.000 0 180 0.700 WPC2 18 System 1.000 60 0 0.700 Wl> 19 System 1.000 60 0 0.700 <W1 20 System 1.000 60 0 0.700 W2> 21 System 1.000 60 0 0.700 <W2 22 System Derived 1.000 60 0 0.700 WPAI 23 System Derived 1.000 60 0 0.700 WPDI 24 System Derived 1.000 60 0 0.700 WPA2 25 System Derived 1.000 60 0 0.700 WPD2 26 System Derived 1.000 60 0 D.700 WPB1 27 System Derived 1.000 60 0 0.700 WPC1 28 System Derived 1.000 60 0 0.700 WPB2 29 System Derived 1.000 60 0 0.700 WPC2 30 User 1.000 60 0 1.0 E> 1.0 EG- 31 User 1.000 60 0 1.0 <E 1.0 EG- 32 System Derived 1.000 60 0 0.600 EB> 33 System Derived 1.000 60 0 0.600 <EB Negative horizontal deflection is left Design 3 Application 1 L S S SD US1* *US1 Wl> <WI W2> <W2 WPA1 WPD1 WPA2 WPD2 WPB1 WPCI WPB2 WPC2 Wl> <WI W2> <W2 WPAI WPDI WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 E> EG- <E EG- EB> <EB Date: 11/8/2005 Time: 6:06:55 PM Page: 90 of 112 Description Maximum Frame Deflection Summary for Cross Section: 4 Description I Deflection (in.) I Ratio 'Member' Joint 1 Load Case I Load Case Description Max. Horizontal Deflection 0.602 I (1-/293) 1 2 I 30 E> EG- Max. Vertical Deflection for Span 1 1.033 /534) 3 2 4 US1* VPC File:CA0501695 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO -PRUD EN Design VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6:06.55 PM Page: 91 of 112 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 -PRU DEN Wall: 4, Frame at: 49/4/0 Frame Cross Section: 5 FBA_ 0 Y i Dimension Key 1 8 1/2" 2 2' 11 15/16' 3 1-6 11/16' 4 2 @2'71/2' 5 3 3/8' 6 19' 1 13' -R" 4 011 25' 1 1116" a.02.4' Frame Clearances Horiz. Clearance between members 1(CX005) and 6(CX006): 44' 5' Vert. Clearance at member 1(CX005): 14' 7 3/8' Vert. Clearance at member 6(CX006): 14' 7' Finished Floor Elevation 100'-0' (Unless Noted Otherwise) Design 1,1 All 9 51 -1 V1 pat 2 VPC File:CA0501695 -010E1 vpc VPC Version :5.3b 1 V-A" Date: 11/8/2005 Time: 6:06:55 PM Page: 92 of 112 1 LL =AFB VP BUILDINGS VAR CO -GAUD EN 1/4"Tk x 3" Wide Stiffener B.S. 3/16' V 1/4" f rot yea' 3/8' PL (FFC2) w/ (2) 3/4' x A325 -SC Bolts 5/16' Plate Washer (PW1 Over Slots. (Vert.13/16" x 1 7/8' Slot in PL) ti ee 5/16 STUB POST 3/16" Tk x 2 1/2" W Stiff B.S. (Shown one side for clarity) Line up with angle connection plate. 1/8 fillet O.S. to Flg and Web. Flange Brace both sides of post. 3 1/2' x 3" x 10GA Bent Clip w/ (4) 1/2" x A325 Bolts Washers i Short slots in 3p1 web. Field drill 9/16' Dia. holes in purlin. 3/8' x 7" x 7' PL Hinge height (Oversized Hole 15/16 IA' Fillet B.S. to Fig A Job No CA0501695 -01 Page q2,-/ of /rz Date 11/8/2005 Prepared By MO Reviewed By 3/8' x 5" PL 3/16' fillet B.S. to 3PL Beam L3x3x3/1.6 w/ 3/4 x A325 -SC Bolt Washers on each side. Typ. both ends. (13/16" x 1 slot in angle) 10GA x 5" Flg. la 3� al 10GA Web, D =7" II 1 11/2' Support Beam Length Hold Web 1/2" from Purlin Web 10GA x 5' Flg 10GA Web, D 7' VP BUILDINGS VA RC 0 PRUDEN Frame Location Design Parameters: Location I Avg. Bay Space I Description 49/4/0 I 12/8/0 !Rigid Frame with Endnosts 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 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 32 Special 33 Special 34 Special 35 Special 36 AISC Special Framin 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 1.275 1.275 1.275 1.275 1 700 VPC File:CA0501695 -010E1 vpc Design Application 1.0 D 1.0 CG 1.0 L 1.0 D 1.0 CG 1.0 S 1.OD +l.0CG +1.0S +1.0SD 1.OD +I.00G +1.0US1* 1.OD+1.00G +1.0 *US1 1.OD +1.0WI> 1.0 D+ 1.0 <W1 1.OD +1.0W2> 1.0 D 1.0 <W2 1.0 D+ 1.0 CG 0.750 L +0.750 Wl> 1.0 D 1.0 CO 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 1.0 D+ 1.0 CO +0.750 S +0.750 WI> 1.0D +1.000 +0.7505 +0.750 <W1 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 <W1 0.600 D 1.0 W2> 0.600 D 1.0 <W2 1.0 D 1.0 CO 0.888 E> 0.700 EG+ 1.0 D 1.0 CO 0.888 <E 0.700 EG+ 1.OD +1.0CG +0.750L +0.951 F> +0.750EG+ 1.0 D 1.0 CG 0.750 L+ 0.951 <E 0.750 EG+ 0.600 D 0.600 CG 0.888 E> 0.700 EG- 0.600 D 0.600 CG 0.888 <E 0.700 EG- 0.900 D 0.900 CG 1.268 E> 1.0 EG- 0.900 D 0.900 CO 1.268 <E 1.0 EG- 1.200D +1.20000 +0.2005 +1.268E> +1.0EG+ 1.200 D 1.200 CG 0.200 S 1.268 <E 1.0 EG+ 0.900 D 0.900 CO 2.500 F> 1.0 EG- 0.900 D 0.900 CO 2.500 <E 1.0 EG- 1.200 D 1.200 CO 0.200 S 2.500 F> 1.0 EG+ 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ 0.900 D 0.900 CG I Angle I Group Trib. Override I 1 90.0000 I I I VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 93 of 112 Design Status Stress Check DESCRIPTION VP Buildings RIGID FRAMES (Type 'RF are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID 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 are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID 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 RIGID FRAME bolted and/or 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. Description D CG L D CG S D +CG +S +SD D +CG +USI* D +CG *US1 D +WI> D <Wl D W2> D <W2 D+ CO L+ WI> D +CO +L <WI D +CO +L +W2> D +CO +L <W2 D +CO +S +WI> D +CO +S <WI D +CG +S +W2> D +CG +S+<W2 D +Wl> D <W1 D W2> O <W2 D CO E> EG+ D CO <E EG+ D +CG +L +E> +EG+ D +CG +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 +CO +S <E +EG+ D +CO +F> +EG- D+CO+<E+EG- D +CO +S +F> +EG+ D +CG +S <E +EG+ D CG VP BUILDINGS MARCO- RRUIDEM 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 Frame Member Sizes Mem. I Flg Width I Flg Thk I Web Thk I Depthl No. (in.) (in.) (in.) (in.) 1 6.00 0.2500 0.1345 12.00 2 5.00 0.2500 0.1345 23.00 3 5.00 0.2500 0.1345 12.00 4 5.00 0.2500 0.1345 13.00 5 5.00 0.2500 0.1345 14.00 VPC File:CA0501695 -01OE1 vpc Design '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 0.266 E> 0.700 EG+ 1 462 EB> 1.0 D 1.0 CO 0.266 <E 0.700 EG+ 1 462 EB> 1. 0D+ 1.00G +0.750L +0.285E> +0.750 EG+ +1 462EB> 1.0 D 1.0 CG 0.750 L 0.285 <E 0.750 EG-f 1 462 EB> 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 EB> 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 EB> 0.900 D 0.900 CG 0.380 E> 1.0 EG- 1 462 EB> 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 EB> 1.200 D 1.200 CG 0.200 S 0.380 E> 1.0 EG++ 1 462 EB> 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG+ 1 462 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+ 1.0 D 1.0 CG 0.266 E> 0.700 EG+ 1 462 <EB 1.0 D 1.0 CG 0.266 <E 0.700 EG++ 1 462 <ED 1.0 D+ 1.0 CG +0.750 L +0.285E> +0.750EG+ +1 462 <E13 1.0 D 1.0 CO 0.750 L 0.285 <E 0.750 EG++ 1 462 <EB 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 <EB 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 <EB 0.900 D 0.900 CG 0.380 E> 1.0 EG- 1 462 <EB 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 <EB 1.200 D 1.200 CO 0.200 S 0.380 E> 1.0 EG+ 1 462 <EB 1.200 D 1.200 CO 0.200 S 0.380 <E 1.0 EG+ 1 462 <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.OWPAI 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 WPAI 1.OD +1.OWPD1 1.0 D+ 1.0 CG+ 0.750 L+ 0.750 WPD1 1.0D +1.0CG +0.7505 +0.750WPD1 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 CO 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 1.0D +1.0CG +0.7505 +0.750WPD2 0.600 D 1.0 WPD2 1.OD +1.OWPB1 1.0 D 1.0 CG 0.750 L+ 0.750 WPB 1 1.0D +1.0CG +0.7505 +0.750WPB1 0.600D +1.0 WPB1 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 I 0.600D +1.0 WPC1 1.0 D 1.0 WPB2 1.0 D 1.0 CO 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 CO 0.750 S 0.750 WPC2 0.600 D 1.0 WPC2 Depth2 I I (in.) 27.00 12.00 13.00 14.00 23.00 Length I Weight I Fig Fy I Web Fy I Splice (ft) (p) (ksi) (ksi) Jt.l 15.85 299 7 50.00 50.00 9.63 185.1 50.00 50.00 14.75 217.2 50.00 50.00 15.50 234.8 50.00 50.00 8.88 178.3 50.00 50.00 VPC Version .5.3b D CG D CG S D CG S D CO 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 CO <E EG+ <EB D+CG+L+E>+EG I I <EB D+CG+L+<E +EG++<EB D +CG +E> EG- <EB D +CG <E EG- <ED D +CG +E> EG- <ED D +CG <E+ EG- <ED D+CG+S +E>+EG++<EB D+CG+S+<E +EG++<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 +WPDI D +CG +S +WPDI D WPDI D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CO 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 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 BP KN SS SP SS Date: 11/8/2005 Time: 6:06:55 PM Page: 94 of 112 Codes I Shape Jt.2 KN 3P SS 3P SP 3P SS 3P KN 3P VP BUILDINGS 'ARCO- PRODEN 6 6.00 0.3125 0.1345 12.00 23.00 15.85 322.4 7 5.00 0.0590 0.1180 8.50 8.50 413 32.3 8 5.00 0.0590 0.1180 8.50 8.50 413 32.3 Total Frame Weight 1502.2 Frame Pricing Weight 1617 4 Frame Member Releases Member I Joint 1 I 7 I No 8 No Boundary Condition Summary Member I X -Loc I 1 0/0/0 6 50/0/0 7 13/6/0 0 13/6/0 8 36/6/0 0 36/6/0 VPC File:CA0501695 010E1 vpc Joint 2 Yes Yes Y -Loc I 0/6/0 0/6/0 14/0/0 18/1/8 14/0/0 18/1/8 Frame Reactions Load Cases at Frame Cross Section: 5 X -Loc 0/0/0 Gridl Grid2 5 -J Ld Description Hx Cs (application factor not shown) (k) 1 D +CG +L 3.91 2 D +CG +S 6.00 3 D +CG +S +SD 6.00 4 D +CG +US1* 6.00 5 D +CG *US1 6.12 6 D +W1> 3.34 7 D+<W1 -2.40 8 D +W2> 1.91 9 D <W2 -0.97 10 D +CG +L +W1> 0.28 11 D +CG +L <W1 0.98 12 D +CG +L +W2> 1.35 13 D +CG +L <W2 2.06 14 D +CG +S +W1> 1.84 15 D +CG +S <W1 2.55 16 D +CG +S +W2> 2.92 17 D +CG +S <W2 3.62 18 D +W1> 3.68 19 D+<W1 -2.74 20 D W2> -2.25 21 D +<W2 1.31 22 D +CG +E>+EG+ 1.02 23 D +CG +<E +EG+ 3.48 24 D +CG +L +E> +EG+ 2.39 25 D +CG +L <E +EG+ 5.03 26 D +CG +E> +EG- -0.30 27 D +CG <E +EG- 2.16 28 D+CG +E> +EG- -0.35 29 D +CG <E +EG- 3.17 30 D +CG +S +E> +EG+ 1.80 31 D +CG +S <E +EG+ 5.32 40 D +CG +E> +EG+ +EB> 1.88 41 D +CG <E+EG+ +EB> 2.62 42 D+CG+L +E>+EG++EB> 3.31 43 D+CG+L+<E +EG++EB> 411 44 D +CG +E> +EG +EB> 0.56 45 D+CG+<E+EG-+EB> 1.30 46 D +CG +E> +EG +EB> 0.89 47 D+CG+<E+EG-+EB> 1.94 48 D+CG+S +E>+EG++EB> 3.03 49 D+CG+S+<E +EG++EB> 4.09 52 D +CG +E> +EG+ <EB 1.88 53 D +CG <E +EG+ <EB 2.62 54 D+CG+L +E>+EG++<EB 3.31 Design 50.00 55.00 55.00 (p) (P) 50.00 BP 55.00 BP 55.00 BP (Includes all plates) (Includes all pieces) Date: 11/8/2005 Time: 6:06.55 PM Page: 95 of 112 KN SS SS 3P 2C 2C Supp. X I Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) Yes Yes No 0/0/0 0/0/0 0.0000 Yes Yes No 0/0/0 0/0/0 0.0000 Yes Yes No 0/0/0 0/0/0 0.0000 Yes No No 0/0/0 0/0/0 0.0000 Yes Yes No 0/0/0 0/0/0 0.0000 Yes No No 0/0/0 0/0/0 0.0000 13/6/0 13/6/0,18/1/8 36/6/0 36/6/0,18/1/8 5 -F 5 -F 5 -D 5 -D Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy Hx Hz Vy (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) (k) 8.19 0.02 -0.02 0.02 -0.02 12.32 0.02 -0.02 0.02 -0.02 12.32 0.02 -0.02 0.02 -0.02 9 46 0.02 -0.02 0.02 -0.02 15.43 0.02 -0.02 0.02 -0.02 -6.48 1.02 0.02 0.94 -0.02 1.02 0.02 0.94 -0.02 -4.01 -0.93 0.02 -0.85 -0.02 -0.93 0.02 -0.85 -0.02 3.47 0.02 -0.02 0.02 -0.02 1.00 0.02 -0.02 0.02 -0.02 0.76 0.77 0.02 0.70 -0.02 0.77 0.02 0.70 -0.02 2.61 -0.70 0.02 -0.64 -0.02 -0.70 0.02 -0.64 -0.02 3.02 0.02 -0.02 0.02 -0.02 4.87 0.02 -0.02 0.02 -0.02 3.85 0.77 0.02 0.70 -0.02 0.77 0.02 0.70 -0.02 5.71 -0.70 0.02 -0.64 -0.02 -0.70 0.02 -0.64 -0.02 6.11 0.02 -0.02 0.02 -0.02 7.96 0.02 -0.02 0.02 -0.02 7.34 1.02 0.01 0.94 -0.01 1.02 0.01 0.94 -0.01 -4.87 -0.93 0.01 -0.85 -0.01 -0.93 0.01 -0.85 -0.01 -4.33 0.01 -0.01 0.01 -0.01 1.86 0.01 -0.01 0.01 -0.01 4.03 0.02 0.02 0.02 -0.02 0.02 0.02 0.02 -0.02 5.83 -0.02 0.02 -0.02 -0.02 -0.02 0.02 -0.02 -0.02 6.86 0.02 0.02 0.02 -0.02 0.02 0.02 0.02 -0.02 8.79 -0.02 0.02 -0.02 -0.02 -0.02 0.02 -0.02 -0.02 119 0.02 0.01 0.02 -0.01 0.02 0.01 0.02 -0.01 2.99 -0.02 0.01 -0.02 -0.01 -0.02 0.01 -0.02 -0.01 1.89 0.03 0.02 0.03 -0.02 0.03 0.02 0.03 -0.02 4.46 -0.03 0.02 -0.03 -0.02 -0.03 0.02 -0.03 -0.02 6.34 0.03 0.03 0.03 -0.03 0.03 0.03 0.03 -0.03 8.91 -0.03 0.03 -0.03 -0.03 -0.03 0.03 -0.03 -0.03 4.66 0.01 0.02 0.01 -0.02 0.01 0.02 0.01 -0.02 5.20 -0.01 0.02 -0.01 -0.02 -0.01 0.02 -0.01 -0.02 7.54 0.01 0.02 0.01 -0.02 0.01 0.02 0.01 -0.02 8.11 -0.01 0.02 -0.01 -0.02 -0.01 0.02 -0.01 -0.02 1.82 0.01 0.01 0.01 -0.01 0.01 0.01 0.01 -0.01 2.36 -0.01 0.01 -0.01 -0.01 -0.01 0.01 -0.01 -0.01 2.79 0.01 0.02 0.01 -0.02 0.01 0.02 0.01 -0.02 3.56 -0.01 0.02 -0.01 -0.02 -0.01 0.02 -0.01 -0.02 7.24 0.01 0.03 0.01 -0.03 0.01 0.03 0.01 -0.03 8.01 -0.01 0.03 -0.01 -0.03 -0.01 0.03 -0.01 -0.03 4.66 0.01 0.02 0.01 -0.02 0.01 0.02 0.01 -0.02 5.20 -0.01 0.02 -0.01 -0.02 -0.01 0.02 -0.01 -0.02 7.54 0.01 0.02 0.01 -0.02 0.01 0.02 0.01 -0.02 VPC Version :5.3b VP BUILDINGS VARCO.PRUDEN 55 D+CG+L+<E +EG)I <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+EG-H-<EB 64 D WPAI 65 D +CG +L +WPA1 66 D +CG +S +WPA1 67 D +WPAI 68 D +WPDI 69 D +CG+L +WPD1 70 D +CG +S +WPD1 71 D +WPDI 72 D WPA2 73 D +CG +L +WPA2 74 D +CG +S +WPA2 75 D WPA2 76 D WPD2 77 D +CG +L +WPD2 78 D +CG +S +WPD2 79 D WPD2 80 D+ WPB1 81 D +CG +L +WPB1 82 D +CG +S +WPB1 83 D+ WPBI 84 D +WPC1 85 D +CG +L +WPC1 86 D +CG +S +WPC1 87 D WPC 1 88 D WPB2 89 D +CG +L +WPB2 90 D +CG +S +WPB2 91 D WPB2 92 D WPC2 93 D+CG-I-L+WPC2 94 D +CG +S +WPC2 95 D WPC2 Design 4 11 8.11 -0.01 0.02 0.56 1.82 0.01 0.01 1.30 2.36 -0.01 0.01 0.89 2.79 0.01 0.02 1.94 3.56 -0.01 0.02 3.03 7.24 0.01 0.03 4.09 8.01 -0.01 0.03 1.34 -2.90 0.02 1 78 3.44 0.02 3.34 6.53 0.02 1.68 3.77 0.01 2.74 -6.23 0.02 0.72 0.94 0.02 2.29 4.04 0.02 3.09 7 10 0.01 0.09 0.10 0.02 2.85 5.70 0.02 4.42 8.79 0.02 -0.25 -0.76 0.01 1.31 3.22 0.02 1.80 3.20 0.02 3.36 6.29 0.02 1.66 -4.09 0.01 1.38 2.49 0.02 1 75 3 75 0.02 3.31 6.85 0.02 1 72 3.35 0.01 -2.84 5.24 0.02 0.65 1.69 0.02 2.22 4 78 0.02 3.18 -6.11 0.01 0.05 0.52 0.02 2.82 6.01 0.02 4.39 9 10 0.02 -0.29 -0.35 0.01 1 41 -2.23 0.02 1 73 3.94 0.02 3.29 7.04 0.02 1 75 3.10 0.01 X -Loc 50/0/0 1 I Gridl Grid2 5 -A I I Ld Description Hx Vy I I Cs (application factor not shown) (k) (k) I 1 1 D +CG +L 3.91 8.23 2 D +CG +S -6.00 12.35 3 D +CG +S +SD -6.00 12.35 4 D +CG +US1* -6.00 15.46 5 D +CG *USI -6.12 9.50 6 D+W1> 2.42 3.97 7 D <W1 3.31 -6.44 8 D W2> 0.99 -0.96 9 D <W2 1.88 3.43 10 D +CG +L +W1> -0.97 2.65 11 D +CG +L <W1 -0.30 0.80 12 D +CG +L +W2> -2.04 4.90 13 D +CG +L <W2 1.37 3.05 14 D +CG +S +W1> 2.53 5.74 15 D +CG +S +<W1 1.86 3.89 16 D +CG +S +W2> 3.60 8.00 17 D +CG +S <W2 2.93 6.15 18 D +WI> 2.77 -4.85 19 D <W1 3.66 7.32 20 D W2> 1.34 1.84 21 D <W2 2.23 -4.31 22 D CG Ej EG+ 3.54 5.84 23 D CG <E EG+ -0.95 4.04 -0.01 -0.02 -0.01 0.02 0.01 -0.01 0.01 0.01 -0.01 -0.01 -0.01 0.01 0.01 -0.02 0.01 0.02 -0.01 -0.02 -0.01 0.02 0.01 -0.03 0.01 0.03 -0.01 -0.03 -0.01 0.03 -0.02 0.02 -0.02 0.02 -0.02 0.02 -0.01 0.01 -0.02 0.02 -0.02 0.02 -0.02 0.02 -0.01 0.01 -0.02 0.02 -0.02 0.02 -0.02 0.02 -0.01 0.01 -0.02 0.02 -0.02 0.02 -0.02 0.02 -0.01 0.01 -0.02 0.02 -0.02 0.02 -0.02 0.02 -0.01 0.01 -0.02 0.02 -0.02 0.02 -0.02 0.02 -0.01 0.01 -0.02 0.02 -0.02 0.02 -0.02 0.02 -0.01 0.01 -0.02 0.02 -0.02 0.02 -0.02 0.02 -0.01 0.01 VPC File:CA0501695 -01 OE 1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 96 of 112 -0. 0.01 0.01 -0.01 0.01 -0.01 -0.02 -0.01 -0.01 -0.02 -0.02 -0.03 -0.03 -0.02 -0.02 -0.02 -0.01 -0.02 -0.02 -0.02 -0.01 -0.02 -0.02 -0.02 -0.01 -0.02 -0.02 -0.02 -0.01 -0.02 -0.02 -0.02 -0.01 -0.02 -0.02 -0.02 -0.01 -0.02 -0.02 -0.02 -0.01 -0.02 -0.02 -0.02 -0.01 VP BUILDINGS VARCO- PRUDEN 24 D +CG +L +E> +EG+ 5.10 8.79 25 D +CG +L <E +EG+ -2.32 6.87 26 D CG E> EG- 2.22 3.04 27 D CG <E EG- 0.37 1.24 28 D CG E> EG- 3.26 4.53 29 D CO <E EG- 0.44 1.96 30 D +CG +S +E> +EG+ 5.41 8.91 31 D +CG +S <E +EG+ 1 71 6.35 40 D CG E> EG++ EB> 2.64 5.21 41 D +CG <E +EG+ +EB> 1.86 4.67 42 D+CG+L +E>+EG++EB> -413 8.12 43 D+CG+L+<E +EG++EB> 3.29 7.54 44 D +CG +E> +EG +EB> 1.32 2.41 45 D CG <E EG- EB> -0.54 1.87 46 D +CG +EE> EG- +EB> 1.97 3.63 47 D CG <E EG- EB> -0.86 2.86 48 D+CG+S +Ej+EG++EB> -4.11 8.02 49 D+CG+S+<E +EG++EB> 3.00 7.24 52 D CG E> EG+ <EB -2.64 5.21 53 D +CG <E +EG+ <EB 1.86 4.67 54 D+CG+L+E>+EG I I <EB -4 13 8.12 55 D+CG+L+<E +EG++<EB 3.29 7.54 56 D CG E> EG- <ER 1.32 2.41 57 D CG <E EG- <EB -0.54 1.87 58 D CO E' EG- <EB 1.97 3.63 59 D CG <E EG- <EB -0.86 2.86 60 D+CG+S+E>+EG I i <EB -4 11 8.02 61 D+CG+S+<E +EG++<EB 3.00 7.24 64 D WPA1 1.38 -2.45 65 D +CG +L+ WPA1 1 75 3.79 66 D CG S WPAI 3.31 6.88 67 D+ WPAI 1 73 3.33 68 D WPDI 2.85 5.21 69 D CG L WPDI -0.64 1 72 70 D +CG +S +WPD1 -2.21 4.81 71 D +WPD1 3.20 -6.09 72 D WPA2 -0.05 0.56 73 D +CG +L +WPA2 -2.82 6.04 74 D +CG +S +WPA2 -4.38 914 75 D WPA2 0.30 -0.33 76 D WPD2 1 42 -2.20 77 D CG L WPD2 1 72 3.98 78 D CG S WPD2 3.28 7.07 79 D WPD2 1 77 3.08 80 D+ WPB1 1.33 2.87 81 D+CG +L+ WPB1 1 78 3.47 82 D +CG +S +WPB1 3.35 6.57 83 D +WPB1 1.68 3.75 84 D WPC1 2.73 -6.20 85 D +CG +L +WPCI -0.73 0.98 86 D CG S WPCI -2.30 4.07 87 D WPC 1 3.08 7.08 88 D WPB2 -0.10 0.14 89 D +CG +L +WPB2 2.86 5.73 90 D CG S WPB2 -4.42 8.82 91 D WPB2 0.25 -0.74 92 D WPC2 1.30 3.19 93 D+CG+L+WPC2 1.81 3.23 94 D CG S WPC2 3.37 6.33 95 D WPC2 1.65 -4.07 Design Date: 11/8/2005 Time: 6:06.55 PM Page: 97 of 112 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) 13/6/0 5 -F I 3.68 118 I 6.12 5 0.93 7 1.02 6 7.34 118 I 0.03 30 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN 13/6/0 18/1/8 36/6/0 5 -D 36/6/0 18/1/8 50/0/0 5 -A 6.12 5 3.66 19 Sum of Forces with Reactions Check Framing Horizontal Ver ical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.00 0.00 4.54 4.37 CG 0.00 0.00 444 4 44 L 0.00 0.00 7.61 7.61 S 0.00 0.00 15.86 15.86 SD 0.00 0.00 0.00 0.00 US1* 0.00 0.00 16.12 16.12 *US1 0.00 0.00 16.12 16.12 Wl> 0.92 0.92 14.81 14.82 <W1 0.92 0.92 14.81 14.81 W2> 0.92 0.92 8.79 8.80 <W2 0.92 0.92 8.79 8.80 F> 2.85 2.85 0.00 0.00 EG+ 0.00 0.00 1.51 1.51 <E 2.85 2.85 0.00 0.00 EG- 0.00 0.00 1.51 1.51 EB> 0.00 0.00 0.00 0.00 <EB 0.00 0.00 0.00 0.00 WPA1 0.04 0.04 9 72 9 73 WPD1 0.11 0.11 15.80 15.81 WPA2 0.04 0.04 3.71 3.71 WPD2 0.11 0.11 9 78 9 79 WPB1 0.04 0.04 9 72 9 73 WPC1 0.11 0.11 15.80 15.81 WPB2 0.04 0.04 3.71 3.71 WPC2 0.11 0.11 9 78 9 79 Base Plate Summary X -Loc Grid Mem. Thickness Width I I No. I (in.) I (in.) 0/0/0 5 4 1 0.375 8 13/6/0 5 -F 7 0.375 8 36/6/0 5 -D 8 0.375 8 50/0/0 5 -A 6 0.375 8 Bolted Connections (A325 Bolts) 0.85 7 0.94 6 0.03 30 0.93 7 1.02 6 0.03 30 0.85 7 0.94 6 0.03 30 7.32 19 15 46 4 Length Num. Of I Bolt Diam. I Type I Welds to Welds to (in.) Bolts (in.) Flange Web 13 4 0.750 A36 OS -0.1875 OS- 0.1875 10 2 0.750 A36 OS -0.1875 OS -0.1875 10 2 0.750 A36 OS -0.1875 OS- 0.1875 13 4 0.750 A36 OS -0.1875 OS -0.1875 Design Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side No. I No. (ft) I (in.) I I (in.) I (in.) I (in.) I 2 1 S3 2.10 22.500 N/A N/A N/A 0.2500 2.000 Both 2 2 Si 7 18 14.998 111.51 3.00 45.23 0.2500 2.000 Opposite Fillet 5 1 S3 7.11 22.500 N/A N/A N/A 0.3125 2.000 Both 5 2 S4 Alternate Web Thick 0.1644 0.1875 2.000 Opposite Fillet 5 3 SI 5.10 19.696 146.44 3.00 59.88 0.2500 2.000 Opposite Fillet 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 Ld Actual Capacity Ld Actual Capacity No. No. (in.) (in.) (n.) (in.) (in.) Bolt Bolt Bolt Bolt Cs (in -k) (in -k) Cs (in -k) (in -k) 1 2 KN(Top) STD 0.500 6.00 27.00 0.750 2.50 3 0 3 0 37 1171 1 1280.2 36 1171.1 1280.2 2 1 KN(Top) STD 0.500 6.00 27.00 0.750 2.50 3 0 3 0 37 1171.1 1280.2 36 1171 1 1280.2 3 2 SP STD 0.500 6.00 14.04 0.750 2.50 1 0 2 0 19 195.9 314.1 4 376.2 424.7 4 1 SP STD 0.500 6.00 14.05 0.750 2.50 1 0 2 0 19 195.9 314.1 4 376.2 424.7 5 2 KN(Top) STD 0.625 6.00 23.00 0.750 2.50 3 0 3 0 37 1171 1 1432.9 36 1171 1 1432.9 6 2 KN(Top) STD 0.625 6.00 23.00 0.750 2.50 3 0 3 0 37 1171 1 1432.9 36 1171.1 1432.9 Flange Brace Summary Member I From Member Joint 1 I From Side Point 1 1 13/6/1 14/0/1 2 4/10/8 19/6/11 3 4/3/0 10/6/11 Part FB3040 FB2104 FB2064 VPC File:CA0501695 -010E1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6.06:55 PM Page: 98 of 112 Welding Description F -FP W -OS -0.1875 Std F -FP W -OS -0.1875 W- OS- 0.1875 Std Design Note VP BUILDINGS VARCO•P RUDEN 3 4 4 5 6 Design 13/3/0 1/6/11 FB2070 1/6/0 1/6/11 FB2070 15/0/0 15/0/11 FB2074 6/7/8 22/2/3 FB3010 13/6/1 14/0/1 FB3010 Date: 11/8/2005 Time: 6:06:55 PM Page: 99 of 112 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 I Mem. Loc. Depth I Load I Axial Shear Mom -x Mom -y I Axial Shear Bnd -XJ Bnd -Y I I I Str /Force I Sum No. ft in. Case k k in -k in -k ksi ksi ksi I ksi Axial I Shear Bnd -X Bnd -Y Bnd +Ax Shear 1 13.52 26.35 5 15.7 5.4 -881.3 0.0 2.42 1.56 17.37 0.00 7.89 2.25 2171 25.691 0.994 0.694 2 6.06 15.65 4 -6.9 6.1 509.2 0.0 1.53 2.97 21.28 0.00 23.69 6.55 22.61 29 14 0.993 0.453 3 8.75 12.60 5 -6.2 1.0 427.3 0.0 1.51 0.61 25.34 0.00 24.01 10.28 29.62 29.62 0.906 0.059 4 5.95 13.38 4 -6.1 1.0 454.4 0.0 144 0.56 24.99 0.00 24.20 9.06 29 49 29 49 0.896 0.061 5 6.63 22.38 5 7.2 7.3 -923.8 0.0 1.32 2.49 26.18 0.00 25.45 3.14 27.62 28.28 0.994 0.791 6 13.51 22.55 4 15.7 5.5 -890.7 0.0 2.34 1.86 18.30 0.00 9.54 3.13 23.68 28.70 0.909 0.595 7 2.06 8.50 6 -0.0 0.0 12.5 0.0 24.45 4 71 122.76 123.55 0.103 0.002 8 2.06 8.50 6 -0.0 0.0 12.5 0.0 24.45 4.71 122.76 24.83 0.103 0.002 Mem. Loc. Depth I Area I Rx Ry Lx Ly -1 Ly -2 Klx Klyl I Kly2 Sx I 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 13.52 26.35 6.481 10.43 1.18 169.52 162.2 7.3 24 4 137.6 6.2 50.73 162.2 1.51 7.3 1 49 0.86 0.85 1 75 1 75 2 6.06 15.65 4.54 6.42 1.07 266.98 54.1 0.0 41.6 50.5 0.0 23.93 108.1 1.33 0.0 0.00 0.97 1.00 1.00 0.00 3 8.75 12.60 4.13 5.28 1.12 266.98 54.0 54.0 50.5 48.1 48.1 16.86 54.0 1.35 54.0 1.35 0.99 1.00 175 175 4 5.95 13.38 4.23 5.58 1 11 270.91 54.0 54.0 48.6 48.7 48.7 18.18 54.0 1.34 54.0 1.34 0.98 1.00 175 175 5 6.63 22.38 544 8.82 0.98 270.91 31.5 5.9 30.7 32.2 6.0 35.29 85.6 1.25 5.9 1.24 0.94 1.00 1 75 1 75 6 13.51 22.55 6.70 9.32 1.30 16911 162.1 7.0 27.2 125.1 5.4 48.66 162.1 1.61 7.0 1.57 0.96 0.93 175 175 7 2.06 8.50 1 70 3.23 1 13 49.5(. 49 4 0.0 15.3 43.6 0.0 3.72 49 4 1.58 0.0 0.00 1.00 1.00 8 2.06 8.50 1 70 3.23 1.13 49.501 49 4 0.0 15.3 43.6 0.0 3.72 49 4 1.58 0.0 0.00 1.00 1.00 VPC Fi1e•CA0501695 -01OE1 vpc VPC Version :5.3b VP BUILDINGS VARCO- PRUDEN User Defined Frame Point Loads Type 1 D 'Skirt D Skirt 1 Side 1 Units 1 2 3 I p User Defined Frame Line Loads I 1 3 I plf 1 D 'Skirt 1 Side 1 Units I Type 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 User 1.000 31 User 1.000 32 System Derived 1.000 33 System Derived 1.000 VPC File:CA0501695 010E1 vpc for Cross Section: 5 Description Wall load >Resolved From Plane Wall load >Resolved From Plane for Cross Section: 5 Description wall load >Resolved From Plane Wall load >Resolved From Plane Y ramin Def H Def V 0 180 1.0 L 0 180 1.0 S 0 180 1.OS +1.OSD O 180 1.OUS1* 0 180 1.0 *US1 0 180 0.700 W 1> 0 180 0.700 <W1 0 180 D.700 W2> 0 180 0.700 <W2 0 180 0.700 WPA1 0 180 D.700 WPD1 0 180 D.700 WPA2 0 180 D.700 WPD2 O 180 D.700 WPB1 0 180 0.700 WPC' O 180 D.700 WPB2 0 180 0.700 WPC2 60 0 D.700 W 1> 60 0 D.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 D.700 WPB1 60 0 0.700 WPC1 60 0 0.700 WPB2 60 0 D.700 WPC2 60 0 1.0E +1.0EG- 60 0 1.0 <E 1.0 EG- 60 0 0.600 EB> 60 0 0.600 <EB Maximum Frame Deflection Summary for Cross Section: 5 Design Date: 11/8/2005 Time: 6 PM Page: 100 of 112 Magl I Locl I Offset I H or V I Supp. I Dir I Coef. 1 Loc. OF 233.181 24/9/111 NA A NA1 I N DOWN 1 1. 03 OF Magl 1 Locl 1 Mag2 1 Loc2 1 Supp. I Dir 1 Coef. Loc. 20.411 0/1/01 20.411 25/0/01 N N DOWN DOWN 1 1.003 1 OF Application L S S SD US1* *US1 Wl> <WI W2> <W2 WPA I WPD1 WPA2 WPD2 WPB' WPC1 WPB2 WPC2 W t> <WI W2> <W2 WPA1 WPD1 WPA2 WPD2 WPBI WPC' WPB2 WPC2 E> EG- <E EG- EB> <EB VPC Version :5.3b Description VP BUILDINGS vn RCo- PRUDEN Description IMax. Horizontal Deflection IMax. Vertical Deflection for Span 1 Design Deflection (in.) I Ratio (Member Joint I Load Case 2 -0.887 .326 I (L1420) I 4 1 I 4 Date: 11/8/2005 Time: 6 PM Page: 101 of 112 Load Case Description <E EG- 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:CA0501695 -01OE1 vpc VPC Version .5.3b VP BUILDINGS VAR CO. PRUDEN Loads and Codes Shape: Recieving Canopy City. Port Angeles County. Clallam Building Code: 2003 International Building Code Building Use: Hazardous Special Occupancy Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.053) Parts Wind Exposure Factor 1.053 Wind Enclosure: Enclosed Wind Importance Factor 1.150 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 10/0/0 Parts Portions Zone Strip Width: 5/0/0 Basic Wind Pressure: 26.35 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:CA0501695 -010E1 vpc Design State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: Varies Frame Weight (assumed for seismic):3.00 psf Snow Load Ground Snow Load: 36.08 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1 100 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 0.70 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof VPC Version :5.3b Date: 11/8/2005 Time: 6.06:55 PM Page: 102 of 112 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 Reducible Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response 51:50.90 %g Seismic Hazard Use Group: Group 2 Seismic Importance: 1.250 Seismic Performance Design Category D Framing Seismic Period: 0.2701 Bracing Seismic Period: 0.1674 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor 1.2680 Brace Redundancy Factor:1 4620 Frame Seismic Factor (Cs): 0.2955 Brace Seismic Factor (Cs): 0.2955 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 V>\RCO- PRUDFN Wall: 4, Frame at: 1/0/0 Frame Cross Section: 1 FB Dimension Key 1 8 1/2" 2 2' 11 15/16' 3 1 -6 11/16" 4 3 3' -0" 5 2 @2'11/4 6 3 3/8" 7 18' 3' O 15'-0 51$1.000.1 Frame Clearances Horiz. Clearance between members I (CX007) and 4(CX007): 26' 7' Vert. Clearance at member 1(CX007): 15' 5 1/8' Vert. Clearance at member 4(CX007): 15' 5 1/8' Finished Floor Elevation 100' -0' (Unless Noted Otherwise) Design LL anwr El 15' 0 5/� gQQ VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6 PM Page: 103 of 112 LL fl FB VP BUILDINGS VARCO- PRUDEN Design VPC Fi1e:CA0501095 -01OE1 vpc VPC Version :5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 104 of 112 VP BUILDINGS VAR CO•PRUDEIA Frame Location Design Parameters: I Location I Avg. Bay Space I 1/0/0 I 12/6/0 IRigid Frame 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 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 Special 31 Special 32 Special 33 Special 34 AISC Special 35 AISC Special 36 AISC Special 37 AISC Special 38 System Derived 39 System Derived 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 Special 49 Special VPC File:CA0501695 01OE1 vpc Description Design Framin Factor Application 1.000 1.OD +1.00G +1.0L 1.000 1.OD +1.00G +1.OS 1.000 1.OD +1.00G +1.OS+1.OSD 1.000 1.OD +1.OWl> 1.000 1.O D+1.0 <W 1 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 WI> 1.000 1.O D 1.O CG 0.750 L 0.750 <W 1 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 W l> 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 0.600 D+ 1.O W1> 1.000 0.600 D 1.0 <W1 1.000 D.600 D 1.0 W2> 1.000 0.600 D 1.0 <W2 1.000 1.0 D 1.O CG 0.888 E> 0.700 EG+ 1.000 1.0 D 1.0 CG 0.888 <E 0.700 EG+ 1.000 1.0 D 1.0 CG 0.750 L 0.951 E> 0.750 EG+ 1.000 1.0 D 1.0 CG 0.750 L 0.951 <E 0.750 EG+ 1.000 0.600 D 0.600 CG 0.888 E> 0.700 EG- 1.000 0.600 D 0.600 CG 0.888 <E 0.700 EG- 1.275 D.900 D 0.900 CG 1.268 E> 1.0 EG- 1.275 0.900 D 0.900 CG 1.268 <E 1.0 EG- 1.275 1.200 D 1.200 CG 0.200 S 1.268 F> 1.O EG+ 1.275 1.200 D 1.200 CG 0.200 S 1.268 <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.O EG+ 1.275 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 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 0.266 E> 0.700 EG++ 1 462 EB> 1.000 1.0 D 1.0 CG 0.266 <E 0.700 EG++ 1 462 EB> 1.000 1. 0D+ 1.0CG +0.750L +0.285E> +0.750 EG+ +1 462EB> 1.000 1.0 D 1.0 CG 0.750 L 0.285 <E 0.750 EG+ 1 462 EB> 1.000 0.600 D 0.600 CG 0.266 F> 0.700 EG- 1 462 EB> 1.000 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 EB> 1.275 0.900 D 0.900 CG 0.380 E> 1.0 EG- 1 462 EB> 1.275 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 ER> 1.275 1.200 D 1.200 CG 0.200 S 0.380 E> 1.0 EG++ 1 462 EB> 1.275 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG++ 1 462 EB> 1.275 D.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+ Date: 11/8/2005 Time: 6:06.55 PM Page: 105 of 112 I Angle I Group I Trib. Override I Design Status 1 90.0000 I I I Automatic Design DESCRIPTION. VP Buildings RIGID FRAMES (Type 'RF are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID 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 are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN RIGID 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 RIGID FRAME bolted and/or 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 +W1> D <W1 D W2> D <W2 D+ CO L+ WI> D +CG +L <W1 D +CG +L +W2> D +CG +L <W2 D +CG +S +WI> D +CG +S +<WI D +CG +S +W2> D +CO +S <W2 D +Wl> D <Wl 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+E>+EG- D+CO+<E+EG- D +CO +S +E> +EG+ D+ CO S+<E+ EG+ D +CO +E> +EG- D+CO+<E+EG- D +CO +S +F> +EG+ D +CO +S <E +EG+ D CG D CG D CG S D +CG +S D CO E> EG+ ED> D CO <E EG+ ER> D+CG+L +E>+EG++EB> D+CG+L+<E +EG++EB> D +CG +F> EG- +EB> D CO <E EG- EB> D CO E> EG- EB> D CG <E EG- ER> D+CG+S +E>+EG++EB> D+CG+S+<E +EG++EB> D CG EB> EG- D CG S EB> EG+ VP BUILDINGS VARCO- PRUDEN 50 System Derived 1.000 51 System Derived 1.000 52 System Derived 1.000 53 System Derived 1.000 54 System Derived 1.000 55 System Derived 1.000 56 System Derived 1.275 57 System Derived 1.275 58 System Derived 1.275 59 System Derived 1.275 60 Special 1.275 61 Special 1.275 62 System Derived 1.000 63 System Derived 1.000 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 Frame Member Sizes Mem. I Flg Width I Flg Thk No. (in.) (in.) 1 5.00 0.2500 2 5.00 0.1875 3 5.00 0.1875 4 5.00 0.2500 Boundary Condition Summary I Member I X -Loc Y -Loc 0/6/0 1 4 I 000/0 I 0/6/0 Frame Reactions X -Loc Grid1 Grid2 Ld I Description Cs I (application factor not shown) 1 D +CG +L 2 D +CG +S 3 D +CG +S +SD 4 D +W1> VPC File:CA0501695 -010E1 vpc Design 1.0 D 1.0 CG 0.266 E> 0.700 EG+ 1 462 <EB 1.0 D 1.0 CG 0.266 <E 0.700 EG+ 1 462 <EB 1.0 D 1.0 CG 0.750 L 0.285 E> 0.750 EG+ 1 462 <EB 1.0 D 1.0 CG 0.750 L 0.285 <E 0.750 EG+ 1 462 <EB 0.600 D 0.600 CG 0.266 E> 0.700 EG- 1 462 <EB 0.600 D 0.600 CG 0.266 <E 0.700 EG- 1 462 <EB 0.900 D 0.900 CG 0.380 E> 1.0 EG- 1 462 <EB 0.900 D 0.900 CG 0.380 <E 1.0 EG- 1 462 <EB 1.200 D 1.200 CG 0.200 S 0.380E 1.0 EG+ 1 462 <EB 1.200 D 1.200 CG 0.200 S 0.380 <E 1.0 EG++ 1 462 <EB 0.900 D 0.900 CG 2.500 <EB 1.0 EG- 1.200 D 1.200 CO 0.200 S 2.500 <EB 1.0 EG+ 1.0 D +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 +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 1.0 D 1.0 CG 0.750 S 0.750 WPD2 0.600 D 1.0 WPD2 1.OD +I.OWPBI 1.0 D 1.0 CG 0.750 L 0.750 WPB 1 1.0D +1.0CG +0.7505 +0.750WPB1 0.600D +1.0WPB1 1.0 D+1.0 WPC1 1.0 D 1.0 CG 0.750 L 0.750 WPC 1 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 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 Web Thk I (in.) 0.1345 0.1345 0.1345 0.1345 Depth 1 (in.) 12.00 12.00 12.00 12.00 I Supp. X I Yes Yes Load Cases at Frame Cross Section: 1 0/0/0 1-G Fix I Vy (k) I (k) 1 11 5.66 1 43 7.20 1 43 7.20 1 16 -4.51 Depth2 Length Weight Flg Fy (in.) I (ft) I (P) I (ksi) 12.00 15.85 228.2 50.00 12.00 14.34 190.2 50.00 12.00 14.34 190.2 50.00 12.00 15.85 228.2 50.00 Total Frame Weight 836.8 (p) Frame Pricing Weight 921.9 (p) Supp. Y I Moment Yes No Yes I No 30/0/0 1 -B fix I Vy (k I (k) 1 11 5.66 1 43 7.20 1 43 7.20 0.39 -2.35 D CG E> EG+ <EB D +CG <E EG+ +<EB D+CG+L +Ej+EGII EB D+CG+L+<E +EG++<EB D CO E> 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 1) +CG <EB +EG- D +CG +S <EB +EG+ D +WPAI D +CG +L +WPA1 D CG S WPA1 D +WPA1 D WPDI D +CG +L+ WPDI 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 +WPC1 D +CG +S +WPCI D +WPC1 D WPB2 D CG L WPB2 D CO S WPB2 D WPB2 D WPC2 D CG L WPC2 D CG S WPC2 D WPC2 Web Fy I Splice (ksi) I Jt.l 50.00 BP 50.00 KN 50.00 SP 50.00 BP (Includes all plates) (Includes all pieces) Displacement X(in.) I Displacement Y(in.) I 0/0/0 0/0/0 0/0/0 0/0/0 VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 106 of 112 Codes Jt.2 KN SP KN KN Shape 3P 3P 3P 3P Displacement ZZ(rad.) I 0.0000 0.0000 VP BUILDINGS VA RC 0- PRODEN 5 D <W1 6 D +W2> 7 D <W2 8 D +CG +L +Wl> 9 D +CG +L <W1 10 D +CG +L +W2> 11 D +CG +L <W2 12 D +CG +S +WI> 13 D +CG +S +<W1 14 D+CG +S +W2> 15 D +CG +S <W2 16 D +Wl> 17 D <W1 18 D +W2> 19 D <W2 20 D +CG +E> +EG+ 21 D +CG <E +EG+ 22 D +CG +L+E> +EG+ 23 D +CG +L <E +EG+ 24 D +CG +E> +EG- 25 D +CG +<E +EG- 26 D +CG +E>+EG- 27 D +CG +<E +EG- 28 D +CG +S +E>+EG+ 29 D +CG +S +<E +EG+ 38 D +CG +E> +EG+ +EB> 39 D +CG <E +EG+ +EB> 40 D+CG+L +Ej+EG++EB> 41 D+CG+L+<E +EG++EB> 42 D +CG +E> +EG +EB> 43 D+CG+ <E +EG -+EB> 44 D +CG +E> +EG +EB> 45 D +CG <E +EG +EB> 46 D+CG+S +E>+EG++EB> 47 D+CG+S+<E +EG++EB> 50 D +CG +E>+EG+ <EB 51 D +CG +<E +EG+ +<EB 52 D+CG+L +Ej+EG++<EB 53 D+CG+L+<E +EG++<EB 54 D +CG +E +EG +<EB 55 D +CG <E +EG <EB 56 D +CG +E>+EG <EB 57 D +CG <E +EG <EB 58 D+CG+S+E>+EG++<EB 59 D+CG+S+<E +EG++<EB 62 D WPAI 63 D +CG +L +WPA1 64 D +CG +S +WPA1 65 D +WPA1 66 D +WPD1 67 D +CG +L +WPD1 68 D +CG +S +WPD1 69 D +WPDI 70 D WPA2 71 D +CG +L +WPA2 72 D +CG +S +WPA2 73 D +WPA2 74 D WPD2 75 D +CG +L +WPD2 76 D +CG +S +WPD2 77 D WPD2 78 D +WPBI 79 D +CG +L +WPBI 80 D +CG +S +WPBI 81 D +WPBI 82 D +WPCI 83 D +CG +L +WPCI 84 D +CG +S +WPCI 85 D +WPC1 Design -0.39 2.35 116 -4.51 -0.80 2.73 0.04 -0.57 -0.04 -0.57 0.80 -2.73 -0.06 0.60 -0.51 2.21 0.51 2.21 0.06 0.60 0.21 1.93 -0.78 3.55 0.78 3.55 -0.21 1.93 0.18 175 -0.75 3.37 0.75 3.37 -0.18 175 0.44 3.09 1.02 4 70 1.02 4 70 -0.44 3.09 1.23 -4.98 0.47 -2.83 -0.47 -2.83 1.23 -4.98 -0.88 3.20 0.11 1.05 -0.11 1.05 0.88 3.20 -0.20 1.95 1.24 3.67 1.24 3.66 0.20 1.96 0.24 4.28 1 78 6.12 178 6.11 -0.24 4.29 -0.51 0.35 -0.93 2.05 0.93 2.06 0.51 0.34 -0.70 0.60 1.35 3.04 1.35 3.05 0.70 0.59 -0.19 3.15 1.86 5.62 1.86 5.60 0.19 3.17 0.30 2.55 -0.73 3.07 0.73 3.06 -0.30 2.56 0.78 4.92 1.24 5.48 1.24 5.47 -0.78 4.93 -0.00 0.95 -0.43 145 0.43 I 46 0.00 0.94 0.02 146 -0.63 2.18 0.63 2.20 -0.02 144 0.52 4.01 1 14 4 76 1 14 4 74 -0.52 4.02 0.30 2.55 -0.73 3.07 0.73 3.06 -0.30 2.56 0.78 4.92 1.24 5.48 1.24 5.47 -0.78 4.93 -0.00 0.95 -0.43 145 0.43 146 0.00 0.94 0.02 146 -0.63 2.18 0.63 2.20 -0.02 144 0.52 4.01 1 14 4 76 114 4.74 -0.52 4.02 -0.63 3.58 0.72 -2.91 0.33 1.29 -0.27 179 0.57 2.45 -0.50 2.95 -0.71 -4.06 0.80 3.39 -0.46 -2.50 0.52 -2.06 0.46 2.11 -0.42 2.44 0.70 3.26 -0.66 3.59 -0.53 -2.97 0.59 -2.53 -0.28 1.80 0.37 1 13 0.60 2.63 -0.53 313 0.84 3.78 -0.77 4.28 -0.35 2.28 0.44 1.61 -0.10 -0.72 0.16 -0.28 0.73 3.44 -0.69 3.77 0.97 4.60 -0.92 4.93 -0.18 119 0.24 -0.75 -0.72 -2.91 0.63 3.58 0.27 179 -0.33 1.29 0.50 2.95 -0.57 2.45 -0.80 3.39 0.71 -4.06 -0.52 -2.06 0.46 2.50 0.42 2.44 -0.46 2.11 0.66 3.59 -0.70 3.26 -0.59 -2.53 0.53 -2.97 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 107 of 112 VP BUILDINGS VARCO Design 86 D WPB2 -0.37 1 13 0.28 1.80 87 D CG L WPB2 0.53 3.13 -0.60 2.63 88 D CG S WPB2 0.77 4.28 -0.84 3.78 89 D WPB2 -0.44 1.61 0.35 2.28 90 D WPC2 -0.16 -0.28 0.10 -0.72 91 D CG L WPC2 0.69 3.77 -0.73 3 44 92 D CG S WPC2 0.92 4.93 -0.97 4.60 93 D WPC2 -0.24 -0.75 0.18 119 Date: 11/8/2005 Time: 6:06:55 PM Page: 108 of 112 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) 0/0/0 0//00 I I B I 1 86 128 I 1.23 117 I I I I I 4.98 117 7.20 12 I I I Sum of Forces with Reactions Check Framing Horizontal Ver ical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.00 0.00 2.46 2.38 CG 0.00 0.00 2.63 2.63 L 0.00 0.00 6.31 6.31 S 0.00 0.00 9.39 9.39 SD 0.00 0.00 0.00 0.00 Wl> 0.76 0.76 9.24 9.24 <W1 0.76 0.76 9.24 9.24 W2> 0.76 0.76 5.68 5.68 <W2 0.76 0.76 5.68 5.68 F> 1.62 1.62 0.00 0.00 EG+ 0.00 0.00 0.87 0.87 <E 1.62 1.62 0.00 0.00 EG- 0.00 0.00 0.87 0.87 EB> 0.00 0.00 0.00 0.00 <EB 0.00 0.00 0.00 0.00 WPA1 0.09 0.09 8.88 8.88 WPD1 0.06 0.06 6.93 6.93 WPA2 0.09 0.09 5.32 5.32 WPD2 0.06 0.06 3.38 3.38 WPB1 0.09 0.09 8.88 8.88 WPC1 0.06 0.06 6.93 6.93 WPB2 0.09 0.09 5.32 5.32 WPC2 0.06 0.06 3.38 3.38 Base Plate Summary X -Loc I Grid Mem. Thickness Width Length Num. Of t Diam. Welds to Welds to No. I (in.) I (in.) I (in.) I Bolts I Bol (in.) I Type I Flange I Web 8 0/0/0 30/0/0 i 1 B 1 4 I 0.375 I 8 I 13 I 4 I 0.750 I A36 I OS -0.1875 I OS -0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a Thick. Width Side Welding No. I No. I I (ft) (in.) I I a/h I (in.) I (in.) (in.) I I Description 2 1 S3 0.96 11.625 N/A N/A N/A 0.2500 2.000 Both F -FP W-OS -0.1875 2 2 S4 Alternate Web Thick 0.1644 0.1875 2.000 Opposite Fillet W-OS -0.1875 3 1 S3 13.38 11.625 N/A N/A N/A 0.2500 2.000 Both F -FP W -OS -0.1875 3 2 S4 Alternate Web Thick 0.1644 0.1875 2.000 Opposite Fillet W -OS -0.1875 Bolted Connections (A325 Bolts) Bolt Rows -Out I Rows -In I Moment Out I Moment In I Mem. R. 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 I (in -k) I (in -k) I Cs I (in -k) I (in -k) I 1 2 KN(Top) STD 0.625 6.00 12.00 0.750 2.50 2 0 2 0 35 400.6 495.0 34 400.6 495.0 2 1 KN(Top) STD 0.625 6.00 12.00 0.750 2.50 2 0 2 0 35 400.6 495.0 34 400.6 495.0 2 2 SP STD 0.500 6.00 12.04 0.750 2.50 1 0 1 0 16 141.0 280.3 3 238.0 280.3 3 1 SP STD 0.500 6.00 12.04 0.750 2.50 1 0 1 0 16 141.0 280.3 3 238.0 280.3 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN 3 4 12 2 I KN(Ton) I STD 1 0.625 1 6 00 1 12.00 1 0.750 1 2.50 1 2 0 1 2 1 0 Flange Brace Summary Member I From Member Joint 1 1 13/6/1 2 1/8/13 2 12/10/2 3 1/6/0 3 12/7/4 4 13/6/1 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per I Actual Forces I Actual Stresses I Mem. Loc. I Depth I Load Axial I Shear I Mom -x 1 Mom -y I Axial I Shear I Bnd -X I Bnd -Y I No. ft in. Case k k in -k in -k ksi ksi ksi ksi 1 13.51 12.00 23 -6.1 1.8 -288.7 0.0 1.51 115 18.19 0.00 2 0.46 12.00 23 1.8 5.1 303.0 0.0 0.53 3.27 21.90 0.00 3 13.38 12.00 22 1.8 5.1 303.2 0.0 0.52 3.27 21.91 0.00 4 13.51 12.00 22 -6.1 1.8 288.7 0.0 1.51 115 18.19 0.00 Mem. I Loc. No. ft 1 13.51 2 0.46 3 13.38 4 13.51 Depth in. 12.001 12.00 12.00 12.001 Area Rx I in.2 in. 4.05 5.05 3.44 4.91 3.44 4.91 4.05 5.05 VPC File:CA0501695 010E1 vpc Ry I in. 1 13 1.07 1.07 1 13 Design From Side Point 1 1 14/0/1 12/8/0 1/6/11 1/6/11 12/8/0 14/0/1 Lx I Ly -1 I Ly -2 I Kix Klyl 1Kly2 in in. in. /Rx /Ry /Ry 179 14 162.1 17 1 53.2 142.81 15.0 160.55 11.0 9.8 32.7 10.4 9.2 160.55 9.8 11.0 32.7 9.2 10.4 179 14, 162.1 17 1 53.2 142.8 15.0 Part FB2064 FB2060 FB2064 FB2064 FB2060 FB2064 15.88 13.84 13.84 15.88 (35 400.61 35 400.6 495.0 34 495.0 34 I Design Note Date: 11/8/2005 Time: 6:06:55 PM Page: 109 of 112 400.61 400.6 495.0 495.0 Member (Locations are from Joint 1 Allowable I Stress Condition Stress /Force Sum I Axial I Shear I Bnd -X I Bnd -Y I Bnd +Ax I Shear 7.32 11.37 21.65 29 73 0.941 0.101 24.06 1113 26.68 26.68 0.841 0.293 24.06 1113 26.68 26.68 0.841 0.294 7.32 11.371 21.65 29 73 0.942 0.101 Sx Lbl I Rt -1 I Lb2 I Rt -2 I Qs I Qa I Cbl I Cb2 I in.3 in. in. in. in. 162.1 1 45 17 1 1.35 0.99 1.00 1 75 1 75 11.0 1.30 9.8 1.30 0.89 1.00 1.00 1 75 9.8 1.30 11.0 1.30 0.89 1.00 1 75 1.00 162.1 1 45 17 1 1.35 0.99 1.00 1 75 1 75 VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN User Defined Frame Point Loads for Cross Section: 1 I Side I Units I Type I Description I Magl I Locl I Offset 1 H or V I Supp. I Dir I Coef. I Loc. 2 D Skirt Wall load >Resolved From Plane 100.52 14/9/41 N N N DOWN 1.003 OF 3 1 p 1 D (Skirt Wall load Resolved From Plane I 100.521 14/9/ NAI NAt N DOWN 1 1.003 I OF User Defined Frame Line Loads for Cross Section: 1 I Side I Units I Type 1 Description I 2 plf I D 'Skirt Wall load >Resolved From Plane 3 plf D Skirt Wall load >Resolved From Plane Y Maximum Frame Deflection Summary for Cross Section: 1 Design Magl 1 Loci 1 Mag2 I Loc2 I Supp. 1 Dir I Coe£ 1 Loc. I N DOWN "03 9 421 0/1/0 9 421 15/0/0 N DOWN 1.003 OF 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 0.700 Wl> Wl> 5 System 1.000 0 180 0.700 <WI <W I 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 WPA1 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 WPB WPB1 13 System Derived 1.000 0 180 0.700 WPC( WPC( 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 WI> Wl> 17 System 1.000 60 0 D.700 <W 1 <W1 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 WPAI 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 WPB( WPBI 25 System Derived 1.000 60 0 0.700 WPC( WPC1 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 Description 1 Deflection (in.) 1 Ratio IMemberl Joint I Load Case 1 VPC File:CA0501695 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 6:06:55 PM Page: 110 of 112 Load Case Description VP BUILDINGS VARCO. RUDEN Max. Horizontal Deflection Max. Vertical Deflection for Span 1 Design 4 -0.724 -0.618 (IJ535) 2 I 2 2 Date: 11/8/2005 Time: 6:06:55 PM Page: 111 of 112 <E EG- S 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:CA0501695 -010E1 vpc VPC Version .5.3b