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Home My WebLink About3501 W 18th St - Metal Canopy Technical - BuildingTECHNICAL Permit Address 3501 \n giA Project description (Y \&*(k,\ CM0 Pc1 J Date the permit was finaled Number of technical pages Li- 3 P A rrxr SN{cullov1 VP BUILDINGS VAACO-PRUDEN M6 P Design VP Buildings, Inc. 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA Project: Port Angeles Transfer Station Name: CA0501693-01OE1 Builder PO 105 570 Jobsite: 3501 West 18th Street City, State Port Angeles, Washington 98363 County Clallam Country United States TABLE OF CONTENTS Date: 11/7/2005 Time: 4.54.37 PM Page: 1 of 43 FILE Letter of Certification 2 Building Loading Expanded Report 4 Reactions Summary Report 10 Bracing Summary Report 19 Secondary Summary Report 25 Framing Summary Report 28 Covering Summary Report 43 VPC File:CA0501693-010E1 vpc VPC Version .5.3a VP BUILDINGS VARCO- PRUDEN Letter of Certification 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 Loads and Codes Shape: Metal Canopy City Port Angeles County Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.030) Parts Wind Exposure Factor 1.030 Wind Enclosure: Open Wind Importance Factor. 1.000 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 7/0/12 Parts Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 22.42 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. 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) [Dl 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 u �i certification is'based upon the premise that all components furnished by VP BUILDINGS will be erected or constructed in strict complianc yr lei Ir. 't is furnished by VP BUILDINGS. VP BUT 3200 Pia ers Metal Canopy Overall Width I 19/0/0 I VPC File•CA050169 EXPIRES 07 18- O( Design Project: Port Angeles Transfer Station Builder PO 105.570 Jobsite: 3501 West 18th Street City State: Port Angeles, Washington 98363 County Country Clallam, United States Overall I Floor Area Wall Area I Roof Area I Max. Eave I Min. Eave I Max. Roof I Min. Roof I Peak Length (sq. ft.) I (sq. ft.) I (sq. ft.) I Height I Height 2 I Pitch I Pitch I Height 14/0/0 I 266 932 I 267 I 14/11/0 I 13/4/0 I 1.000:12 I I Clallam P.E. Prepared by 1 J 5 -8843 -1O +aS State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: 2.87 psf Frame Weight (assumed for seismic):5.00 psf Snow Load Ground Snow Load: 39.68 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1.000 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 Reviewed by 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 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0.2329 Bracing Seismic Period: 0.1457 Framing R-Factor 3.5000 Bracing R-Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor 1.0000 Brace Redundancy Factor 1.0000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 2 of 43 Country United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 VP BUILDINGS VARCO.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. 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, TX Florence, SC Quincy FL New Millennium Building Systems Butler IN Lake City FL Design VPC File:CA0501693 -010E1 vpc VP Alabama Plant. .[Manufacture Only] VP Headquarters. .[Design Only] VP Arkansas Service Center .[Design Only] VP California Service Center .[Design and Manufacture] VP Missouri Service Center .[Design and Manufacture] VP North Carolina Service Center.[Design and Manufacture] VP Wisconsin Service Center .[Design and Manufacture] VP Mexico Service Center .[Design and Manufacture] STRUCTURAL STEEL FABRICATION Addison Steel, Inc. Orlando, FL PKM Steel Service, Inc. Salina, KS Qualico Steel Co. Inc. Webb, AL (This information is presented in compliance with VP Buildings' AISC Certification responsibilities.) VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 3 of 43 VP BUILDINGS VA RCO -RR UDEN Building Loading Expanded Report Shape: Metal Canopy Loads and Codes Shape: Metal Canopy City- Port Angeles County Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Allow Overstress:Frm: 1.03, Sec: 1.03, Brc: 1.03 Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Side Type Mag Units A D 2.870 psf A D 1130 psf Live Load Live Load: 20.00 psf Reducible Wind Load Wind Speed: 100.00 mph Wind Enclosure: Open Height Used: 15/0/0 (Type: Mean) Base Elevation. 0/0/0 Primary Zone Strip Width: 7/0/12 Velocity Pressure: (qz) 25.60 psf Topographic Factor 1.0000 Directionality Factor 0.8500 Wind Exposure (Factor): D (1.030) Basic Wind Pressure: 22.42 psf Snow Load Ground Snow Load: 39.68 psf Design Snow (Sloped): 25.00 psf Snow Accumulation Factor 1.000 Snow Importance: 1.000 Ground Roof Conversion: 0.70 Shape Entire Entire Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response 51:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Performance Design Category D Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Side Type Mag Units Shape Applied to A E 3.515 psf Entire Frm A E 3.515 psf Entire Brc Applied to Frm Pur 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 State: Washington Built Up: 89AISC Cold Form: 01AISI Rainfall: 4.00 inches per hour Frame Weight (assumed for seismic):5.00 psf Description Covering Weight 24 SSR Secondary Weight 1 74 Roof: A Covering Weight 24 SSR Roof: A Gust Factor 0.9009 Wind Importance Factor 1.000 Least Horiz. Dimension: 14/0/0 NOT Windbome Debris Region Parts Portions Zone Strip Width: 3/0/0 qz= 0.00256 (1.00) (100.00) ^2 (1.00) The All Heights' 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 Factor 1.0000 Brace Redundancy Factor 1.0000 Soil Profile Type: Very dense soil and soft rock (C, 3) Framing Seismic Period: 0.2329 Bracing Seismic Period: 0.1457 Seismic Period Height Used: 14/1/8 Design Spectral Response Sds: 0.8273 Design Spectral Response Shc 0.4411 Description Seismic: Covering Weight 24 SSR+ Secondary Weight 1 74 (Includes 7.000 Collateral 5.000 Frame Weight) Roof: A Seismic: Covering Weight 24 SSR Secondary Weight 1 74 (Includes 7.000 Collateral 5.000 Frame Weight) Roof: A Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. VPC File:CA0501693 010E1 vpc VPC Version 5.3a Country United States Date: 11/7/2005 Time:4.54.37 PM Page: 4 of 43 VP BUILDINGS VARCO- PRUDEN Design Load Combinations Framin No. Origin Factor 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 1.275 26 System 1.275 27 System 1.275 28 System 1.275 29 Special 1.275 30 Special 1.275 31 Special 1.275 32 Special 1.275 33 AISC Special 1 700 34 AISC Special 1 700 35 AISC Special 1 700 36 AISC Special 1 700 37 System Derived 1.000 38 System Derived 1.000 39 System Derived 1.000 40 System Derived 1.000 41 System Derived 1.000 42 System Derived 1.000 43 System Derived 1.275 44 System Derived 1.275 45 System Derived 1.275 46 System Derived 1.275 47 Special 1.275 48 Special 1.275 49 System Derived 1.000 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 1.275 56 System Derived 1.275 57 System Derived 1.275 58 System Derived 1.275 59 Special 1.275 60 Special 1.275 61 System Derived 1.000 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 VPC File:CA0501693 -010E1 vpc Design Application 1.OD +I.00G +I.OL 1.OD +1.0CG +1.0S 1.OD +1.OWI> 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 <WI 1.0 D 1.0 CG 0 750 S +0.750 W2> 1.0 D 1.0 CG 0.750 S 0.750 <W2 0.600D +1.OWI> 0.600 D 1.0 <W1 0.600 D 1.0 W2> 0.600 D 1.0 <W2 1.0 D 1.0 CG 0.700 E> 0.700 EG+ 1.0 D 1.0 CG 0.700 <E 0.700 EG+ 1.0 D 1.0 CG 0.750 L 0.750 E> 0.750 EG+ 1.0 D+ 1.0 CG+ 0.750 L 0.750 <E 0.750 EG+ 0.600 D 0.600 CG 0.700 E> 0 700 EG- 0.600 D 0.600 CG 0.700 <E 0.700 EG- 0.900 D 0.900 CG 1.0 E> 0.700 EG- 0.900 D 0.900 CG 1.0 <E 0.700 EG- 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 2.500 E> 1.0 EG- 0.900 D 0.900 CG 2.500 <E 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 E> 1.0 EG+ 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ 0.900 D 0.900 CG 0.900 D 0.900 CG 1.200 D 1.200 CG 0.200 S 1.200 D 1.200 CG 0.200 S 1.0 D 1.0 CG 0.210 E> 0.700 EG+ 0 700 EB> 1.0 D 1.0 CG 0.210 <E 0.700 EG+ 0.700 ER> 1.0 D 1.0 CG 0.750 L 0.225 E> 0.750 EG+ 0.750 EB> 1.0 D 1.0 CG 0.750 L 0.225 <E 0.750 EG+ 0.750 EB> 0.600 D 0.600 CG 0.210 E> 0.700 EG- 0.700 EB> 0.600 D 0.600 CG 0.210 <E 0.700 EG- 0.700 EB> 0.900D +0.900 CG 0.300 E> 0 700 EG- 1.0 EB> 0.900 D 0.900 CG 0.300 <E 0.700 EG- 1.0 EB> 1.200 D 1.200 CG 0.200 S 0.300 E> 0.700 EG+ 1.0 EB> 1.200 D 1.200 CG 0.200 S 0.300 <E 0.700 EG+ 1.0 EB> 0.900 D 0.900 CG 2.500 EB> 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.0 D+ 1.0 CG 0.210 E> 0.700 EG+ 0.700 <EB 1.0 D 1.0 CG 0.210 <E 0.700 EG+ 0.700 <EB 1.0 D 1.0 CG 0.750 L 0.225 E> 0.750 EG+ 0 750 <EB 1.0 D+ 1.0 CG 0.750 L 0.225 <E 0.750 EG+ 0.750 <EB 0.600 D 0.600 CG 0.210 E> 0.700 EG- 0.700 <EB 0.600 D 0.600 CG 0.210 <E 0.700 EG- 0.700 <EB 0.900 D 0.900 CG 0.300 E> 0.700 EG- 1.0 <EB 0.900 D 0.900 CG 0.300 <E 0.700 EG- 1.0 <ER 1.200 D 1.200 CG 0.200 S 0.300 E> 0.700 EG+ 1.0 <EB 1.200 D 1.200 CG 0.200 S 0.300 <E 0 700 EG+ 1.0 <EB 0.900 D 0.900 CG 2.500 <EB 1.0 EG- 1.200D+ 1.200 CG+ 0.200S +2.500 <EB +1.0EG+ 1.0 D 0.750 WI> 0.750 WB1> 1.0 D 0.750 <WI +0.750 WB1> 1.OD +1.OWP +1.OWB1> 1.0 D 1.0 CG +0.750 L +0.563 Wl> 0.563 WB1> 1.0 D 1.0 CG 0.750 L 0.563 <WI 0.563 WBI> 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB1> VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 5 of 43 Description D CG L D +CG +S D +WI> D <Wl D W2> D <W2 D +CG +L +WI> D +CG +L <Wl D +CG +L +W2> D +CG +L <W2 D +CG Wl> D +CG +S <W1 D +CG +S +W2> D +CG +5 <W2 D +Wl> D +<W1 D W2> D <W2 D +CG +F> +EG+ D +CG +<E +EG+ D +CG +L +F> +EG+ D +CG +L <E +EG+ D+CG +F> +EG- D+CG+<E+EG- D+CG+E>+EG- D+CG+<E+EG- D +CG +S +B> +EG+ D +CG +S <E +EG+ D CG E> EG- D CG <E EG- D CG S E> EG+ D +CG +S <E EGA- D +CG D CG D CG S D CG S D +CG +B>+ 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+EEB> D CG EB> EG- D CG S EB> EG+ D CG E> EG+ <EB D CG <E EG+ <EB D+CG+L +Ej+EG++<EB D+CG+L+<E+EG I I <EB D CG E> EG- <EB D CG <E EG- <EB D +CG +B> EG- <EB D CG <E EG- <EB D+CG+S +E> +EG++<EB D+CG+S+<E+EG I I <EB D CG <EB EG- D CG S <EB EG+ D +WI +WB1> D <WI +WBI> D+WP +WB1> D+CG +L +WI +WB1> D+CG+L <W1 +WB1> D CG+ L+ WP WB1> Design 67 System Derived 1.000 1.0 D 1.0 CG 0 750 S 0.563 W1> +0.563 WBI> 68 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 <WI 0.563 WB1> 69 System Derived 1.000 1.0 D 1.0 CG 0 750 S 0.750 WP 0.750 WB1> 70 System Derived 1.000 0.600 D 0.750 W 1> 0.750 WB1> 71 System Derived 1.000 0.600 D 0 750 <W1 0 750 WB1> 72 System Derived 1.000 0.600 D 1.0 WP 1.0 WB1> 73 System Derived 1.000 1.0 D 0.750 WI> 0 750 <WB1 74 System Derived 1.000 1.0 D 0.750 <W1 0 750 <WBI 75 System Derived 1.000 1.0 D 1.0 WP 1.0 <WB1 76 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.563 W 1> 0.563 <WB1 77 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.563 <WI +0.563 <WB1 78 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 <WB1 79 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 WI> 0.563 <WB1 80 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 <W I 0.563 <WB1 81 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 <WB1 82 System Derived 1.000 0.600 D 0.750 Wl> 0.750 <WBI 83 System Derived 1.000 0.600 D 0.750 <W1 0.750 <WB1 84 System Derived 1.000 0.600 D 1.0 WP 1.0 <WBI 85 System Derived 1.000 1.0 D 0.750 W2> 0.750 WB2> 86 System Derived 1.000 1.0 D 0 750 <W2 0.750 WB2> 87 System Derived 1.000 1.0 D 1.0 WP 1.0 WB2> 88 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 WB2> 89 System Derived 1.000 1.0 D 1.0 CG 0 750 L 0.563 <W2 0.563 WB2> 90 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB2> 91 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 WB2> 92 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 WB2> 93 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP 0 750 WB2> 94 System Derived 1.000 0.600 D 0.750 W2> 0.750 WB2> 95 System Derived 1.000 0.600 D 0 750 <W2 0.750 W132> 96 System Derived 1.000 0.600 D 1.0 WP 1.0 WB2> 97 System Derived 1.000 1.0 D 0.750 W2> 0.750 <WB2 98 System Derived 1.000 1.0 D 0.750 <W2 0.750 <WB2 99 System Derived 1.000 1.0 D 1.0 WP 1.0 <WB2 100 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 <WB2 101 System Derived 1.000 1.0 D 1.0 CG 0 750 L 0.563 <W2 0.563 <WB2 102 System Derived 1.000 1.0 D 1.0 CG 0 750 L 0.750 WP 0.750 <WB2 103 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 <WB2 104 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 <WB2 105 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 <WB2 106 System Derived 1.000 0.600 D 0.750 W2> 0.750 <WB2 107 System Derived 1.000 0.600 D 0.750 <W2 0.750 <WB2 108 System Derived 1.000 0.600 D 1.0 WP 1.0 <WB2 VPC File•CA0501693 -01OE1 vpc VPC Version .5.3a Date: 11/7/2005 Time: 4 54.37 PM Page: 6 of 43 D +CG +S +W1 +WB1> D +CG +S <Wl +WBI> D +CO +S +WP +WB1> D +WI +WBI> D <W1 +WB1> D +WP +WB1> D +Wl <WB1 D <W1 +<WB1 D WP <WB1 D +CG +L +WI <WB1 D +CG +L <W1 <WB1 D +CO +L +WP <WB1 D +CO +S +W1 <WB1 D +CG +S <WI <WB1 D +CO +S +WP <WB1 D WI> <WB1 D <W1 <WB1 D +WP <WB1 D W2> WB2> D <W2 WB2> D+WP +WB2> D CG L W2> WB2> D CO L <W2 WB2> D CO L WP WB2> D CG S W2> WB2> D CO S <W2 WB2> D +CO +S +WP +WB2> D+W2 +WB2> D <W2 WB2> D +WP +WB2> D W2> <WB2 D <W2 <WB2 D WP <WB2 D CG L W2> <WB2 D CO L <W2 <WB2 D CO L+ WP +<WB2 D CO S W2> <WB2 D CO S <W2 <WB2 D CO S WP <WB2 D W2> <WB2 D +<W2 <WB2 D WP <WB2 Design Load Combinations Bracing No. Origin Factor Application Description 1 System 1.000 0.700 E> F> 2 System 1.000 0.700 <E <E 3 System 1.275 1.0 E> E> 4 System 1.275 1.0 <E <E 5 System 1.000 1.0 WI> WI> 6 System 1.000 1.0 <W1 <W1 7 System 1.000 1.0 W2> W2> 8 System 1.000 1.0 <W2 <W2 Design Load Combinations Purlin No. Origin Factor Application Description 1 System 1.000 1.0 D+ 1.0 CG 1.0 S D CG S 2 System 1.000 1.0D +1.0W1> D WI> 3 System 1.000 1.0 D 1.0 <W2 D <W2 4 System 1.000 1.0 D 1.0 WP D WP 5 System 1.000 0.600 D 1.0 W l> D+ W l> 6 System 1.000 0.600 D 1.0 <W2 D <W2 7 System 1.000 0.600 D 1.0 WP D WP 8 System 1.000 1.OD +I.00G +0.750S +0.750W1> D +CG +S +WI> 9 System 1.000 1.0D +1.0CG +0.7505 +0.750 <W2 D +CG +S <W2 10 System 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP D CG S WP I I System 1.275 1.200 D 1.200 CG 0.200 S 1.0 E> 0.700 EG+ D CO S E> EG+ 12 System 1.275 1.200 D 1.200 CG 0.200 S 1.0 <E 0.700 EG+ D CG S <E EG+ VP BUILDINGS VAACO- PRUDEN 1 3 1 4 System System Design Load Combinations Girt No. I Origin I Factor 1 System 1.000 1.0 WI> 2 System 1.000 1.0 <W2 3 System 1.000 1.0 WP Design Load Combinations Roof Panel No. I Origin I Factor I 1 System 2 System 3 System Design Load Combinations Wall Panel I No. I Origin 1 Factor I 1 1 System 1 1.000 11.0 Wl> 2 System 1.000 1.0 <W2 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 1.000 11 System 1.000 12 System 1.000 13 System 1.000 14 System 1.000 1 System 2 System 3 System 1.275 0.900 D 0.900 CG 1.0 E> 0.700 EG- 1.275 0.900 D 0.900 CG 1.0 <E 0.700 EG- 1.000 1.000 1.000 VPC File:CA0501693 010E1 vpc 1.000 1.OD+1.OS 1.000 1.0 D+ 1.0 WI> 1.000 1.0 D 1.0 <W2 Framin Def H Def V 0 180 0 180 0 180 O 180 O 180 0 180 0 180 60 0 60 0 60 0 60 0 60 0 60 0 60 0 Deflection Load Combinations Purlin I No. I Origin I Factor I Deflection I 11 I System 1 1.000 I 150 11.0 S Deflection Load Combinations Girt I No. I Origin I Factor I Deflection I 180 180 180 Deflection Load Combinations Roof Panel I No. I Origin I Factor I Def H I Def VI 11 I System 1 1.000 1 150 1 150 11.0 S 1.0 L 1.0 S 0.700 WI> 0.700 <W1 0.700 W2> 0.700 <W2 0.700 WP 0.700 Wl> 0.700 <W1 0.700 W2> 0.700 <W2 0.700 WP D.600 E> 0.700 EG- 0.600 <E 0.700 EG- 0.700 Wl> 0.700 <W2 0.700 WP Load Type Descriptions D Material Dead Weight CG Collateral Load for Gravity Cases L Live Load ^ASL Alternate Span Live Load, Shifted Left S Snow Load *US1 Unbalanced Snow Load I Shifted Left *US2 Unbalanced Snow Load 2, Shifted Left SS Sliding Snow Load PF1 Partial Load, Full, 1 Span PF2 Partial Load, Full, 2 Spans W Wind Load <W1 Wind Load, Case 1 Left <W2 Wind Load, Case 2, Left <W3 Wind Load, Case 3, Left <W4 Wind Load, Case 4 Left Design Application Application Application Application Application Application Application C CU ASL^ PL2 US I US2* SD RS PH1 PH2 WI> W2> W3> W4> W5> Wl> <W2 WP D +S D +W1> D <W2 WI> W2 L S Wl> <W1 W2> <W2 WP Wl> <W1 W2> <W2 WP E> EG- <E EG- IS 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 VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 7 of 43 1 D CG +E> +EG- D +CG <E +EG- Description Description I Description Description I Description IS I Description Wl> <W2 WP Description VP BUILDINGS VARCO- PRUDEN <W5 <W6 WPR WPA1 WPB I WPC1 WPD1 WB1> WB2> WB3> WB4> WB5> WB6> E <E EG+ EB> FL *FL AL *AL> *AL *AL *AL>(1) *AL(1) *AL(1) *AL>(2) *AL.(2) *AL(2) *AL>(3) *AL(3) *AL(3) *AL>(4) *AL(4) *AL(4) *AL>(5) *AL(5) *AL(5) ALB> WALB> ALB >(1) WALB >(1) ALB >(2) WALB >(2) ALB >(3) WALB >(3) ALB >(4) WALB >(4) ALB >(5) WALB >(5) WALB UO U2 U4 U6 U8 UB UB2 UB4 UB6 UB8 R V VPC File•CA0501693 -010E1 vpc Wind Load, Case 5, Left Wind Load, Case 6, Left Wind Load, II 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 W6> WP WPL WPA2 WPB2 WPC2 WPD2 <WB1 <WB2 <WB3 <WB4 <WB5 <WB6 F> 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, Case 6, Right Wind Load, Parallel to Ridge Wind Load, Ridge, Left Wind Parallel Ref A, Case 2 Wind Parallel Ref B, Case 2 Wind Parallel Ref C, Case 2 Wind Parallel Ref D, Case 2 Wind Brace Reaction, Case 1 Left Wind Brace Reaction, Case 2, Left Wind Brace Reaction, Case 3, Left Wind Brace Reaction, Case 4 Left Wind Brace Reaction, Case 5, Left Wind Brace Reaction, Case 6, Left Seismic Load, Right Vertical Seismic Effect Vertical Seismic Effect, Subtractive Seismic Brace Reaction, Left Alternate Span Floor Live Load, Shifted Right Floor Dead Load Auxiliary Live Load, Right, Right Auxiliary Live Load, Left, Right Aux Live, Right Auxiliary Live Load, Right, Right, Aisle 1 Auxiliary Live Load, Left, Right, Aisle 1 Aux Live, Right, Aisle 1 Auxiliary Live Load, Right, Right, Aisle 2 Auxiliary Live Load, Left, Right, Aisle 2 Aux Live, Right, Aisle 2 Auxiliary Live Load, Right, Right, Aisle 3 Auxiliary Live Load, Left, Right, Aisle 3 Aux Live, Right, Aisle 3 Auxiliary Live Load, Right, Right, Aisle 4 Auxiliary Live Load, Left, Right, Aisle 4 Aux Live, Right, Aisle 4 Auxiliary Live Load, Right, Right, Aisle 5 Auxiliary Live Load, Left, Right, Aisle 5 Aux Live, Right, Aisle 5 Aux Live Bracing Reaction Aux Live Bracing Reaction, Left Wind, Aux Live Bracing Reaction, Left Aux Live Bracing Reaction, Left, Aisle 1 Wind, Aux Live Bracing Reaction, Left, Aisle 1 Aux Live Bracing Reaction, Left, Aisle 2 Wind, Aux Live Bracing Reaction, Left, Aisle 2 Aux Live Bracing Reaction, Left, Aisle 3 Wind, Aux Live Bracing Reaction, Left, Aisle 3 Aux Live Bracing Reaction, Left, Aisle 4 Wind, Aux Live Bracing Reaction, Left, Aisle 4 Aux Live Bracing Reaction, Left, Aisle 5 Wind, Aux Live Bracing Reaction, Left, Aisle S 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 I User Brace Reaction 3 User Brace Reaction 5 User Brace Reaction 7 User Brace Reaction 9 Temperature Load VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 8 of 43 VP BUILDINGS VARCO- PRUDEN C a VPC File:CA0501693 -010E1 vpc Design 2 4 f7 VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 9 of 43 VP BUILDINGS VARCO- PRUDEN Reactions Summary Report Shape: Metal Canopy Builder Contact: Ryan Grouws Name: CHG Building Systems, Inc. Address: 1120 SW 16th, Suite A-4 City State Zip. Renton, Washington 98055 Country United States Loads and Codes Shape: Metal Canopy City. Port Angeles County Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.030) Parts Wind Exposure Factor 1.030 Wind Enclosure: Open Wind Importance Factor. 1.000 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 7/0/12 Parts Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 22.42 psf Load Type Descriptions D Material Dead Weight CG Collateral Load for Gravity Cases L Live Load AASL Altemate Span Live Load, Shifted Left S Snow Load *US1 Unbalanced Snow Load 1 Shifted Left *US2 Unbalanced Snow Load 2, Shifted Left SS Sliding Snow Load PF1 Partial Load, Full, 1 Span PF2 Partial Load, Full, 2 Spans W Wind Load <W1 Wind Load, Case 1 Left <W2 Wind Load, Case 2, Left <W3 Wind Load, Case 3, Left <W4 Wind Load, Case 4 Left <W5 Wind Load, Case 5, Left <W6 Wind Load, Case 6, Left WPR Wind Load, II Ridge, Right WPA1 Wind Parallel Ref A, Case 1 WPB1 Wind Parallel Ref B, Case I WPC1 Wind Parallel Ref C, Case 1 WPDI Wind Parallel Ref D, Case 1 WB I> Wind Brace Reaction, Case 1 Right WB2> Wind Brace Reaction, Case 2, Right WB3> Wind Brace Reaction, Case 3, Right WB4> Wind Brace Reaction, Case 4 Right WB5> Wind Brace Reaction, Case 5, Right VPC File:CA0501693 -010E1 vpc Design State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: 2.87 psf Frame Weight (assumed for seismic):5.00 psf Snow Load Ground Snow Load: 39.68 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1.000 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 P011. 105.570 Jobsite: 3501 West 18th Street City State Zip: Port Angeles, Washington 98363 County Country Clallam, United States C CU ASLA PL2 US1* US2* SD RS PH1 PH2 W l> W2> W3> W4> W5> W6> WP WPL WPA2 WPB2 WPC2 WPD2 <WB1 <WB2 <WB3 <WB4 <WB5 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 Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Unbalanced Snow Load I Shifted Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Rain Surcharge Load Partial Load, Half, I 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, 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 VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 10 of 43 Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response S 1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category. D Framing Seismic Period: 0.2329 Bracing Seismic Period: 0.1457 Framing R- Factor 3.5000 Bracing R-Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor• f .0000 Brace Redundancy Factor 1.0000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. VP BUILDINGS MARCO- PRUDEN WB6> E <E EG+ EB> FL *FL AL *AL> *AL *AL *AL>(1) *AL(1) *AL(1) *AL>(2) *AL.(2) *ALP) *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) WALB UO U2 U4 U6 U8 UB UB2 UB4 UB6 UB8 R V VPC File:CA0501693 -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 F> 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 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 I 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 VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 11 of 43 VP BUILDINGS VARCO- PRUDEN c a Design Date: 11/7/2005 Time: 4.54.37 PM Page: 12 of 43 Overall Building Description Shape I Overall I Overall I Floor Area I Wall Area I Roof Area I Max. Eave I Min. Eave I Max. Roof I Min. Roof I Peak Width Length (sq. ft.) (sq. ft.) (sq ft.) Height Height 2 Pitch Pitch Height Metal Canopy I 19/0/0 I 14/0/0 I 266 I 932 267 I 14/11/0 I 13/4/0 I 1.000:12 I I Overall Shape Description I Roof 1 I Roof 2 I From Grid I To Grid I Width I Length I Eave Ht. I Eave Ht. 2 I Pitch I Pitch 2 I Dist. to Ridge I Peak Height I I A I I 1 -A I 1 -B I 19/0/0 I 14/0/0 I 13/4/0 I 14/11/0 I 1.000:12 I 2 P) 4 VPC File•CA0501693 -010E1 vpc VPC Version .5.3a VP BUILDINGS VAACO- PRUDEN Wall. 2 (Grid.A Design n1 "III Portal Brace reactions ARE included with frame reactions. See respective frame cross sections for reactions. VPC File•CA0501693 -01OE1 vpc VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 13 of 43 VP BUILDINGS VARCo-PRUDEN Wall. 4 (Grid.B Vy x Design Vy Portal Brace reactions ARE included with frame reactions. See respective frame cross sections for reactions. /Hx VPC File:CA0501693 -01OE1 vpc VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 14 of 43 VP BUILDINGS VARCO- PRUDPN Wall. 2, Frame at: 1/0/0 Design Load Combinations Framing No. Origin 1 System 2 System 3 System 4 System 5 System 6 System 7 System 8 System 9 System 10 System 11 System 12 System 13 System 14 System 15 System 16 System 17 System 18 System 19 System 20 System 21 System 22 System 23 System 24 System 25 System 26 System 27 System 28 System 37 System Derived 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 49 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 61 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 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 1.275 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 1.000 VPC File:CA0501693 -010E1 vpc Design Application 1.0 D+ 1.0 CG+1.0L 1.0 D 1.0 CG 1.0 S 1.OD +1.0WI> 1.0 D+ 1.0 <WI 1.OD +I.0W2> 1.0 D 1.0 <W2 1.0 D 1.0 CG 0.750 L 0.750 W 1> 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 CG 0.750 L 0.750 <W2 1.0 D 1.0 CG 0.750 S 0.750 W I> 1.0 D 1.0 CG +0750 S +0.750 <WI 1.0 D 1.0 CG 0.750 S 0 750 W2> 1.0 D 1.0 CG 0.750 S 0.750 <W2 0.600D +1.0W1> 0.600D +1.0 <W1 0.600 D 1.0 W2> 0.600 D 1.0 <W2 1.0 D 1.0 CG 0.700 E> 0.700 EG+ 1.0 D+1.0 CG+0700<E+0.700 EG+ 1. 0D +1.0CG +0.750L +0.750F> +0.750EG+ 1.0 D 1.0 CG 0.750 L 0.750 <E 0.750 EG+ 0.600 D 0.600 CG 0 700 E> 0.700 EG- 0.600 D 0.600 CG 0 700 <E 0 700 EG- 0.900 D 0.900 CG 1.0 E> 0.700 EG- 0.900 D 0.900 CG 1.0 <E 0.700 EG- 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+ 1.0 D 1.0 CO 0.210 E> +0.700 EG+ 0.700 EB> 1.0 D+ 1.0 CG +0.210 <E +0.700 EG+ +0.700 EB> 1.0 D 1.0 CO 0.750 L 0.225 E> 0.750 EG+ 0.750 EB> 1.0 D 1.0 CO 0.750 L 0.225 <E 0.750 EG+ 0.750 EB> 0.600 D 0.600 CG 0.210 E> 0.700 EG- 0 700 EB> 0.600 D 0.600 CO 0.210 <E 0.700 EG- 0 700 EB> 0.900 D 0.900 CG 0.300 E> 0.700 EG- 1.0 EB> 0.900 D 0.900 CG 0.300 <E 0.700 EG- 1.0 EB> 1.200 D 1.200 CG 0.200 S 0.300 F> 0.700 EG+ 1.0 EB> 1.200 D 1.200 CG 0.200 S 0.300 <E 0.700 EG+ 1.0 EB> 1.0 D+ 1.0 CG 0.210 E> +0.700 EG+ +0.700 <EB 1.0 D 1.0 CO 0.210 <E 0.700 EG+ 0.700 <EB 1.0 D 1.0 CO 0.750 L 0.225 F> 0.750 EG+ 0.750 <EB 1.0 D 1.0 CO 0.750 L 0.225 <E 0.750 EG+ 0.750 <EB 0.600 D 0.600 CO 0.210 E> 0.700 EG- 0.700 <EB 0.600D+0.60000 +0.210 <E +0.700 EG- +0700 <EB 0.900 D 0.900 CG 0.300 E> 0.700 EG- 1.0 <EB 0.900 D 0.900 CG 0.300 <E 0.700 EG- 1.0 <EB 1.200D +1.200 CG +0.200 S+ 0.300E> +0.700 EG+ +1.0 <ER 1.200 D 1.200 CG 0.200 S 0.300 <E 0.700 EG+ 1.0 <ER 1.0 D 0.750 WI> +0.750 WB1> 1.0 D 0.750 <W1 +0.750 WB1> I.OD +1.0WP +1.OWB1> 1.0 D 1.0 CG 0.750 L 0.563 W 1> 0.563 WB1> 1.0 D+ 1.0 CG 0.750 L 0.563 <W1 0.563 WB1> 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB1> 1.0 D 1.0 CG 0.750 S 0.563 W I> 0.563 WB1> 1.0 D+ 1.0 CG +0.7505 +0.563 <W1+ 0.563 WB1> 1.0 D 1.0 CG 0.750 S 0 750 WP 0 750 WB1> 0.600 D 0.750 W l> 0.750 WB1> 0.600 D 0.750 <W1 0.750 WB1> 0.600 D+ 1.0 WP 1.0 WBI> 1.0 D +0.750 WI> 0.750 <WB1 1.0 D 0.750 <W l 0.750 <WB1 1.OD +1.0WP +1.0<WBI 1.0 D 1.0 CG 0.750 L 0.563 W 1> 0.563 <WB1 1.0D +1.0CG +0.750L +0.563 <WI +0.563 <WE1 VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 15 of 43 Description D CG L D CG S D +WI> D <W1 D W2> D <W2 D +CO +L +WI> D +CO +L <W1 D +CG +L +W2> D +CG +L <W2 D +CO +S +WI> D +CO+S <W1 D +CG +S +W2> D +CO +S <W2 D WI> D <WI D W2> D <W2 D +CG +F> +EG+ D CO <E EG+ D +CO +L +F> +EG+ D+ CO L+<E+ EG+ D +C, +F> +EG- D+CO+<E+EG- D+CO+F>+EG- D+CO+<E+EG- D +S +E> +EG+ D +CO+S <E +EG+ D CO E> EG+ EB> D CO <E EG+ EB> D +CG+L +E>+EG H D+CG+L+<E +EG H D CO F> EG- EB> D +<E EG- +EB> D +CG +F> EG- +EB> D +CO <E EG- +EB> D +CG+S+E>+EG++EB> D+CG+S+<E +EG++EB> D +CO+E> +EG+ <EB D CO <E EG+ <EB D+CG+L +E>+EG++ <EB D+CG+L+<E+EG I <EB D CO E> EG- <EB D CO <E EG- <EB D +CG +F> EG- <EB D +CO <E EG- <EB D +CG+S +E>+EG++<EB D+CG+S+<E +EG++<EB D +W1 +WB1> D <W1 +WB1> D +WP +WB1> D +CG +L +W1 +WB1> D+CG +L <W1 +WB1> D +CG +L +WP+WB1> D +CO +S +Wl +WB1> D +CO +S <W1 WB1> D+CG +S +WP +WB1> D +WI +WB1> D <W1 +WB1> D WP WB1> D +WI <WB1 D <W1 <WB1 D+WP <WBI D +CG +L +WI <WB1 D +CG +L <WI <WB1 VP BUILDINGS VARCO- PRUDEN Design 78 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0 750 WP 0 750 <WB1 79 System Derived 1.000 1.0 D 1.0 CG 0 750 S 0.563 W 1> 0.563 <WB1 80 System Derived 1.000 1.0 D 1.0 CG 0 750 S 0.563 <WI 0.563 <WB I 81 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 <WB1 82 System Derived 1.000 0.600 D 0.750 W 1> 0.750 <WBI 83 System Derived 1.000 0.600 D 0.750 <W1 0 750 <WB1 84 System Derived 1.000 0.600 D 1.0 WP 1.0 <WB 1 85 System Derived 1.000 1.0 D 0.750 W2> 0 750 WB2> 86 System Derived 1.000 1.0 D 0 750 <W2 0 750 WB2> 87 System Derived 1.000 1.0 D 1.0 WP 1.0 WB2> 88 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 WB2> 89 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 WB2> 90 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WP 0 750 WB2> 91 System Derived 1.000 1.0 D 1.0 CG 0 750 S 0.563 W2> 0.563 WB2> 92 System Derived 1.000 1.0 D 1.0 CG 0 750 S 0.563 <W2 0.563 WB2> 93 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB2> 94 System Derived 1.000 0.600 D 0.750 W2> 0.750 WB2> 95 System Derived 1.000 0.600 D 0.750 <W2 0.750 WB2> 96 System Derived 1.000 0.600 D 1.0 WP 1.0 WB2> 97 System Derived 1.000 1.0 D 0 750 W2> 0 750 <WB2 98 System Derived 1.000 1.0 D 0.750 <W2 0 750 <WB2 99 System Derived 1.000 1.0 D 1.0 WP 1.0 <WB2 100 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 <WB2 101 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 <WB2 102 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 <WB2 103 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 <WB2 104 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 <WB2 105 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0 750 WP 0.750 <WB2 106 System Derived 1.000 0.600 D 0 750 W2> 0 750 <WB2 107 System Derived 1.000 0.600 D 0.750 <W2 0.750 <WB2 108 System Derived 1.000 0.600 D 1.0 WP 1.0 <WB2 VPC File:CA0501693 -010E1 vpc VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 16 of 43 D +CG +L +WP <WB1 D +CG +S +Wl +<WB1 D +CG +S <W1 +<WB1 D +CG +S +WP <WBI D +W1 WB1 D <W1 WB1 D WP WB1 D +W2 +WB2> D W2 WB2> D +WP +WB2> D CG L W2> WB2> D CO L <W2 WB2> D CG L WP WB2> D CG S W2> WB2> D CG S <W2 WB2> D CG S WP WB2> D W2> WB2> D <W2 WB2> D +WP +WB2> D W2> <WB2 D <W2 <WB2 D WP <WB2 D CG L W2> <WB2 D CG L <W2 <W82 D CG L WP <WB2 D CO S W2> <WB2 D CO S <W2 <WB2 D CG S WP <WB2 D W2> <WB2 D W2 <WB2 D WP <WB2 VP BUILDINGS VARCO -PRU DEN Wall. 2, Frame at: 1/0/0 Frame ID:Rigid Frame Values shown are resisting forces of the Reactions Load Type at Frame Cro s 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 WI> Frm <W1 Frm W2> Frm <W2 Frm F> Frm EG+ Frm <E Frm EG- Frm EB> Brc <EB Brc WB 1> Brc WP Frm <WB I Brc WB2> Brc <WB2 Brc Bracing X -Loc I 0/0/0 I 19/0/0 Grid A -2 B -2 VPC File:CA0501693 -010E1 vpc Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load -Hx) Case (Hx) Case (k) (k) 0 9//0/0 I 2 -B I 0.44 122 I 0.41 1 21 I 19/0/0 72 foundation. Section: 2 Exterior Column 0/0/0 2 -A 8x9 0.375 4 0.750 100' -0' Hx Hz Vy 0.04 0 46 0.07 0.47 0.20 1.34 0.25 1.67 0.05 -0.70 0.09 1.28 -0.05 -0.70 -0.09 1.28 0.25 0.38 0.02 0.16 -0.25 -0.38 -0.02 -0.16 -0.01 -0.23 0.53 0.01 0.23 -0.53 -0.04 -0.88 2.00 -0.10 1 49 0.04 0.88 -2.00 0.04 -0.88 2.00 0.04 0.88 2.00 Hrz In -Hz) (k) 0.88 0.88 Exterior Column 19/0/0 2 -B 9x9 0.375 4 0 750 100' -0' Hx Hz Vy -0.04 0.50 -0.07 0.47 0.20 1.34 -0.25 1.67 0.18 -0.93 0.34 1 70 0.18 -0.93 0.34 1 70 0.22 -0.34 -0.02 0.16 -0.22 0.34 0.02 -0.16 0.01 -0.23 0.57 0.01 0.23 -0.57 0.04 -0.88 2.14 0.39 1.97 -0.04 0.88 2.14 0.04 -0.88 2.14 -0.04 0.88 2.14 Load Case 63 63 Design 1 O -n Frame Type:Rigid Frame Vy x Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (Hz) Case (Vy) (k) (k) 0.88 175 3.22 84 4 0.88 75 3.82 8 Case (Vy) Case -Mzz) Case (Mzz) Case (k) (in -k) (in -k) 2.91 67 2.91 67 Description Portal Brace is attached to column. Reactions ARE included with frame reactions. Portal Brace is attached to column. Reactions ARE included with frame reactions. VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 17 of 43 VP BUILDINGS VARCO PRUDEN 0/0/0 I 1 -A 19/0/0 I 1 -B Bracing X -Loc 0/0/0 19/0/0 Wall. 2, Frame at: 13/0/0 Frame ID:Rigid Frame Values shown are resisting forces of the 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 ElPv Load Type Desc. D Frm CG Frm L Frm S Frm W 1> Frm <W1 Frm W2> Frm <W2 Frm E> Frm EG+ Frm <E Frm EG- Frm EB> Brc <EB Brc WBl> Brc WP Frm <WB 1 Brc WB2> Brc <WB2 Brc Grid A -1 B -1 -Hx) Case (k) 0.17 I26I 0.44 22 VPC File:CA0501693 -010E1 vpc foundation. Section: 1 Exterior Column 0/0/0 1 -A 8x9 0.375 4 0.750 100' -0' Hx Hz Vy 0.04 0.46 0.07 0.47 0.20 1.34 0.25 1.67 0.05 -0.70 -0.09 1.28 -0.05 -0.70 0.09 1.28 0.25 0.38 0.02 0.16 -0.25 -0.38 -0.02 -0.16 0.01 -0.23 -0.51 0.01 0.23 0.51 0.05 -0.88 1.90 -0.10 1 49 0.05 0.88 1.90 0.05 -0.88 1.90 -0.05 0.88 1.90 Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In (Hx) Case -Hz) (k) (k) 0.47 121 0.88 0.41 84 0.88 1 Hx Exterior Column 19/0/0 1 -B 9x9 0.375 4 0.750 100' -0' Hx Hz Vy -0.04 0.50 -0.07 0.47 0.20 1.34 -0.25 1.67 0.18 -0.93 0.34 1 70 0 18 -0.93 0.34 1 70 0.22 -0.34 -0.02 0.16 0.22 0.34 0.02 -0 16 -0.01 -0.23 -0.60 0.01 0.23 0.60 -0.05 -0.88 2.24 0.39 1.97 0.05 0.88 2.24 -0.05 -0.88 2.24 0.05 0.88 2.24 Load Case 1 63 63 Design i c e _n' Hrz Out Load (Hz) Case (k) 0.88 75 0.88 75 Frame Type:Rigid Frame Vy Uplift Vy) (k) 3 12 3.91 'Hx Date: 11/7/2005 Time: 4.54.37 PM Page: 18 of 43 Load Vrt Down Load Mom cw Load Mom ccw Load Case (Vy) Case -Mzz) Case (Mzz) Case (k) (in -k) (in -k) 1 72 I 2.97 179 I I 1 Description Portal Brace is attached to column. Reactions ARE included with frame reactions. Portal Brace is attached to column. Reactions ARE included with frame reactions. VPC Version .5.3a VP BUILDINGS VARCO- PRUDEN Shape: Metal Canopy Loads and Codes Shape: Metal Canopy City Port Angeles County Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity 7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.030) Parts Wind Exposure Factor 1.030 Wind Enclosure: Open Wind Importance Factor 1.000 Topographic Factor. 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 7/0/12 Parts Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 22.42 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. I Origin 1 System 2 System 3 System 4 System 5 System 6 System 7 System 8 System VPC File:CA0501693 -010E1 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 Wl> 1.000 1.0 <W1 1.000 1.0 W2> 1.000 1.0 <W2 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. Application State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: 2.87 psf Frame Weight (assumed for seismic):5.00 psf Snow Load Ground Snow Load: 39.68 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1.000 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 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 E> <E E> <E WI> <WI W2> <W2 VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 19 of 43 Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response S1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0.2329 Bracing Seismic Period: 0.1457 Framing R- Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor 1.0000 Brace Redundancy Factor 1 0000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Description VP BUILDINGS VARCO- PR'UDEN VPC Fi1e•CA0501693 -010E1 vpc Design /91 Diagonal Bracing Member Design Summary Roof A Mem. Bracing Length Angle Design Seismic Stress Stress No. I Shape (ft) I Axial (k) Factor I Factor Ratio 1.0000 0.000 1 2 I R R 0.375 0.375 I 19.871 57.8 0 00 1.00001 1.000 0.000 I Governing Load Case 1.0W2> 1.0W2> Mem.I End I Diagonal Connection Design Informati I Left SQW 5.0x5.0x3/8 to web and stiffener, design angle 56.1 deg, flange offset 4in. F 0 0.00 k -in, web /stiffener bending OK, web punching shear OK, flange/web weld OK, SQW weld 3/16 fillet both sides passed Right SQW 5.0x5.0x3/8 to web and stiffener design angle 56.1 deg, flange offset 4in. F 0 0.00 k -in, web /stiffener bending OK, web punching shear OK, flange/web weld OK, SQW weld 3/16 fillet both sides passed 2 Left SQW 5.0x5.0x3/8 to web and stiffener, design angle 56.1 deg, flange offset 4in. F 0 0.00 k -in, web /stiffener bending OK, web punching shear OK, flange/web weld OK, SQW weld 3/16 fillet both sides passed Right SQW 5.0x5.0x3/8 to web and stiffener, design angle 56.1 deg, flange offset 4in. F 0 0.00 k -in, web /stiffener bending OK, web punching shear OK, flange/web weld OK, SQW weld 3/16 fillet both sides passed Design Status I passed I passed Date: 11/7/2005 Time: 4.54.37 PM Page: 20 of 43 Comment on .0k, E factor 1.000, stress increase 1.000, Me to web weld 3/16 fillet one side, SQW to stiffener .0k, E factor 1.000, stress increase 1.000, Me to web weld 3/16 fillet one side, SQW to stiffener .0k, E factor 1.000, stress increase 1.000, Me to web weld 3/16 fillet one side, SQW to stiffener .0k, E factor 1.000, stress increase 1 000, Me to web weld 3/16 fillet one side, SQW to stiffener VPC Version .5.3a VP BUILDINGS YARCO PRUDEN 0 Knee Brace Connection Design Design 1 1 Date: 11/7/2005 Time: 4.54.37 PM Page: 21 of 43 The following apply to all portal braces unless otherwise specified. Lateral supports for portal beam at kicker locations are required Four 3/4 inch A325 bolts for portal beam to frame connection at each end. 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 capacity 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 1 Knee Brace Design Bracing Length Design I Seismic 1 Stress I Stress Load IDesign1 Left Shape (ft) Axial (k) Factor Factor Ratio Case Status End Conn Left KBD 2L 3.0x3.0x0.1875 -0.375 4.24 5.54 1.0000 1.00001 0.449 1.0W2> passed (2) 3/4 A325 Right KBD 2L 3.0x3.0x0.1875 -0.375 4.241 5.541 1.0000 1.0000 0.449 1.0 <W2 'passed I (2) 3/4 A325 VPC File:CA0501693 010E1 vpc VPC Version .5.3a Right End Conn (2) 3/4 A325 (2) 3/4 A325 VP BUILDINGS VARCO- PRUDEN Portal Brace Beam Design Design Size Combined Ratio 0.286 1.03 Axial Force Compressive Stress Ratio Moment Bending Stress Ratio Shear Shear Stress Ratio Stress Increase Used Load Case Left Connection Design: Right Connection Design: VPC File:CA0501693 010E1 vpc 3P 6x3/16x0.1345x8.5 Design passed 3.91(k) 0.0507 70.46(in -k) 0.2357 1.96 0.1007 1.0000 1.0<W2 FS (4) 3/4 A325N, F 3.9 V 2.0, E factor web yielding OK, haunch web crippling OK FS (4) 3/4 A325N, F 3.9 V 2.0, E factor web yielding OK, haunch web crippling OK Design VPC Version .5.3a Kx =1.0 Ky 1.0 Lx 12.00(ft) Ly 6.00(ft) Lb 6.00(ft) CMx= 1.0 CMy 1.0 Bending coefficient (Cb) 2.30 Column Connection: Flange Special Left KBD Knee /Column. F 5.5k, E factor 1.000, stress increase 1.000, 3/8 x 4 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 Right KBD Knee /Column. F 5.5, E factor 1.000, stress increase 1.000, 3/8 x 4 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 1 000 stress factor passed 1.000 stress factor passed Date: 11/7/2005 Time: 4 54.37 PM Page: 22 of 43 Governing Drift Case: 0.700 <W2 Horz. Deflection 1.32 H/1.32 121 60 Passed 1 000, bolt shear tension OK, local FS bending OK, haunch 1 000, bolt shear tension OK, local FS bending OK, haunch VP BUILDINGS VARCO- PRUDEN Portal Brace Beam Design Design Size Combined Ratio 0.320 1.03 Axial Force Y A._n. /I Portal Brace Member Design Summary Sidewall 4, Bay 1 Knee Brace Design Bracing I Length I Design Seismic I Stress I Stress Load IDesignl Left Right Shape (ft) Axial (k) Factor Factor Ratio Case Status End Conn 1 End Conn Left KBD 2L 3.0x3.0x0.1875 -0.375 4.24 6.19 1.0000 1.00001 0.502 1.0<W2 passed (2) 3/4 A325 (2) 3/4 A325 Right KBD 2L 3.0x3.0x0.1875 -0.375 I 4.241 6.191 1.0 1. 0.502 1.0W2> I passed I (2) 3/4 A325 I (2) 3/4 A325 Knee Brace Connection Design Left KBD Knee /Column: F 6.2k, E factor 1.000, stress increase 1.000, 3/8 x 4 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 Right KBD Knee /Column: F 6.2, E factor 1.000, stress increase 1.000, 3/8 x 4 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 3P 6x3/16x0.1345x8.5 Design passed 4.38(k) Design 19'1T Kx 1.0 Ky= 1.0 Lx 12.00(ft) /i '_n' /I VPC File -010E1 vpc VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 23 of 43 VP BUILDINGS VARCO- PRUDEN Compressive Stress Ratio Moment Bending Stress Ratio Shear Shear Stress Ratio Stress Increase Used Load Case Left Connection Design. Right Connection Design: VPC File:CA0501693 010E1 vpc 0.0567 78.83(in -k) 0.2637 2.19 0.1127 1.0000 1.0<W2 Design FS (4) 3/4 A325N, F 4 4 V 2.2, E factor 1 000 stress factor web yielding OK, haunch web crippling OK passed FS (4) 3/4 A325N, F 4 4 V 2.2, E factor 1.000 stress factor web yielding OK, haunch web crippling OK passed Ly 6.00(ft) Lb 6.00(ft) CMx= 1.0 CMy 1.0 Bending coefficient (Cb) 2.30 Column Connection: Flange Special VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 24 of 43 Governing Drift Case: 0.700W2> Horz. Deflection 1.34 H/1.34 134 60 Passed 1 000, bolt shear tension OK, local FS bending OK, haunch 1 000, bolt shear tension OK, local FS bending OK, haunch VP BUILDINGS VARCO PRUDEN 5LI LI 7-21) a 9 02_. r 2 7 c ..r /y a 1,3 y k cgr" c or--L M J q 1., Z 30, ‘4 7 93 Z 7 sLik I No Page Z y of Date Prepared by /37 Reviewed by t r r 1 2 t o of Page Date T") Prepa by Reviewed by W/ 1:7 0-T- I Z .e7 tfa 1", S it Pi Z VP BUILDINGS VAACO- PAUDEN Secondary Summary Report Loads and Codes Shape: Metal Canopy City Port Angeles County Building Code: 2003 International Building Code Building Use: Staidard Occupancy Structure Dead and Collateral Loads Collateral Gravity psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.030) Parts Wind Exposure Factor 1.030 Wind Enclosure: Open Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 7/0/12 Parts Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 22.42 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 binations No. Origin 1 System 2 Sy 3 System 4 System 5 Sy 6 System 7 System 8 System 9 System 10 System 11 System 12 System 13 System 14 System Purlin Factor 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 Design Load Combinations Girt I No. I Origin I Factor I 1 System 1.000 1.0 Wl> 2 System 1.000 1.0 <W2 3 System 1.000 1.0 WP Deflection Load Combinations Purlin I No. I Origin I Factor I Deflection 1 1 I System 1 1.000 I 150 11.0 S Deflection Load C ombinations Girt I No. Origin 1 Factor 1 Deflection 1 System 1.000 180 2 System 1.000 180 3 System 1.000 180 VPC File 010E1 vpc Clallam Roof Covering Second. Dead Load: 2.87 psf Frame Weight (assumed for seismic):5.00 psf 1 Snow Load Ground Snow Load: 39.68 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1.000 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 1.0 D 1.0 CG 1.0 S 1.OD +1.0Wl> 1.0 D+ 1.0 <W2 1.OD +1.OWP 0.600D +1.0WI> 0.600 D 1.0 <W2 0.600 D +1.OWP 1.0 D 1.0 CG 0.750 S 0.750 WI> 1.0 D 1.0 CG 0.750 S 0.750 <W2 1.0 D 1.0 CG 0.750 S 0.750 WP 1.200 D 1.200 CG 0.200 S 1.0 E> 0.700 EG+ 1.200 D 1.200 CG 0.200 S 1.0 <E 0.700 EG+ 0.900 D 0.900 CG 1.0 E> 0.700 EG- 0.900 D 0.900 CG 1.0 <E 0 700 EG- 1 0.700 WI> 0700 <W2 0.700 WP Design Application State: Washington Built Up: 89AISC Cold Form: OIAISI Application Application Application Country United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1 03 Live Load Live Load: 20.00 psf Reducible Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response SI:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0.2329 Bracing Seismic Period: 0.1457 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 Factor1.0000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Wl> <W2 WP 1 IS 1 Wl> <W2 WP VPC Version .5.3a D +CG +S D +WI> D <W2 D WP D +Wl> D <W2 D WP D +CG +S +WI> D +CG +S +<W2 D +CG +S +WP D +CG +S +E> +EG+ D +CG +S <E +EG+ D +CG+F> +EG- D+CG+<E+EG- Date: 11/7/2005 Time: 4.54.37 PM Page: 25 of 43 Description Description Description Description VP BUILDINGS MARCO -PRU DEN Roof: A Des Ler Id (ft; 1 1,1 1 14.001 2, 14.00 Y Maximum secondary Designs for Shape Metal Canopy on Detail 1 Design Lap Status (in.) Bnd Description Side A 8.50x0.082 Z Sim 1 Yes 1 0 1 0.85 1 0.00 1 0.85 1 0.00 91 8.50x0.059 EZ Sim Yes 0 0.01 0 15 0.29 0.43 9 Maximum Secondary Deflections for Shape Metal Canopy on Side A VPC File:CA0501693 -010E1 vpc Design Exterior Ld Lap Shr Cmb Wcp Cs (in.) 1 Interior VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 26 of 43 t Exterior 1 L ap Bnd I Shr Cmb Wcp Cs d B d S; Cmb Wcp Cs Ld L (in.) VP BUILDINGS VARCO-PRUDEN Design Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I 1 1 2 1 I -0.07 I I 7.00 I 1 Description S S Date: 11/7/2005 Time: 4.54.37 PM Page: 27 of 43 Purlin Anchorage Forces Shape I Force(k) I Resistance(k) I Numb. Purlins I Roof Angle (Pitch) I A I 0.63 I 2.27 I 7 14 764 1.000:12) I VPC Fi1e•CA0501693 -010E1 vpc VPC Version .5.3a VP BUILDINGS VARCO- PRUDEN Framing Summary Report Loads and Codes Shape: Metal Canopy City Port Angeles County Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed. 100.00 mph Wind Exposure (Factor): D (1.030) Parts Wind Exposure Factor 1.030 Wind Enclosure: Open Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 7/0/12 Parts Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 22.42 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:CA0501693 -010E1 vpc Design State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: 2.87 psf Frame Weight (assumed for seismic):5.00 psf Snow Load Ground Snow Load: 39.68 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1.000 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 .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 28 of 43 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 S 1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0.2329 Bracing Seismic Period: 0.1457 Framing R-Factor 3.5000 Bracing R- Factor 3.5000 Soil Profile Type: Very dense soil and soft rock (C, 3) Frame Redundancy Factor 1.0000 Brace Redundancy Factor1.0000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 0.2364 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. VP BUILDINGS VARCO.PRUDEN Wall. 2, Frame at: 1/0/0 Frame Cross Section. 2 Dimension Key 1 8 1/2' 2 3'- 611/16' 3 2' -8 3/4' 4 3 3/8' Y x Frame Clearances Horiz. Clearance between members 1(CX001) and 4(CX002): 16' 3' Vert. Clearance at member 1(CX00I): 12'-0' Vert. Clearance at member 4(CX002): 13'-4 1/4' Finished Floor Elevation 100' -0' (Unless Noted Otherwise) Design 5(a>2' �I IIllHI� f31 19' -0 11116" 1 000 u. u. r21 1 VPC File:CA0501693 -010E1 vpc VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 29 of 43 VP BUILDINGS VARCO PRUDEN Frame Location Design Parameters: Location I Avg. Bay Space I 1/0/0 I 7/0/0 Rigid Frame 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 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 1.275 26 System 1.275 27 System 1.275 28 System 1.275 29 Special 1.275 30 Special 1.275 31 Special 1.275 32 Special 1.275 33 AISC Special 1 700 34 AISC Special 1 700 35 AISC Special 1 700 36 AISC Special 1 700 37 System Derived 1.000 38 System Derived 1.000 39 System Derived 1.000 40 System Derived 1.000 41 System Derived 1.000 42 System Derived 1.000 43 System Derived 1.275 44 System Derived 1.275 45 System Derived 1.275 46 System Derived 1.275 47 Special 1.275 48 Special 1.275 49 System Derived 1.000 VPC File:CA0501693 01OE1 vpc Description Design Application I Angle I Group I Trib. Override I 1 90.0000 I I I 1.0 D 1.0 CG 1.0 L 1.0D +1.0CG +1.0S 1.OD +1.0WI> 1.OD +1.0 <Wl 1.OD +1.0W2> 1.0 D 1.0 <W2 1.0 D 1.0 CG 0.750 L +0.750 Wl> 1.0D +1.0CG +0.750L +0750 <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 0.600 D 1.0 W2> 0.600 D 1.0 <W2 1.0 D 1.0 CG 0.700 E> 0.700 EG+ 1.0 D 1.0 CG 0.700 <E 0.700 EG+ 1. 0D +1.0CG +0.750L +0.750E> +0.750EG-f 1.0 D 1.0 CG 0.750 L 0.750 <E 0.750 EG+ 0.600 D 0.600 CG 0.700 E> 0.700 EG- 0.600 D 0.600 CG 0.700 <E 0.700 EG- 0.900 D 0.900 CG 1.0 E> 0.700 EG- 0.900 D 0.900 CG 1.0 <E 0.700 EG- 1.200 D 1.200 CG 0.200 S 1.0 E> 0.700 EG+ 1.200 D 1.200 CG 0.200 S 1.0 <E 0.700 EG+ 0.900 D 0.900 CG 2.500 F> 1.0 EG- 0.900 D 0.900 CG 2.500 <E 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 E> 1 0 EG+ 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ 0.900 D 0.900 CG 0.900 D 0.900 CG 1.200 D 1.200 CG 0.200 S 1.200 D 1.200 CG 0.200 S 1.0 D 1.0 CG 0.210 B> 0.700 EG+ +0.700 EB> 1.0 D 1.0 CG 0.210 <E 0.700 EG+ 0.700 EB> 1.0 D 1.0 CG 0.750 L 0.225 E> 0.750 EG+ 0.750 EB> 1.0 D 1.0 CG 0.750 L 0.225 <E 0.750 EG+ 0 750 EB> 0.600 D 0.600 CG 0.210 E> 0.700 EG- 0.700 EB> 0.600 D 0.600 CG 0.210 <E 0.700 EG- 0.700 EB> 0.900 D 0.900 CG 0.300 E> 0.700 EG- 1.0 EB> 0.900 D 0.900 CG 0.300 <E 0.700 EG- 1.0 EB> 1.200 D 1.200 CG 0.200 S 0.300 E> 0.700 EG+ 1.0 EB> 1.200 D 1.200 CG 0.200 S 0.300 <E 0.700 EGl- 1.0 EB> 0.900 D 0.900 CG 2.500 EB> 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.0 D 1.0 CG 0.210 E> 0.700 EG+ +0.700 <EB VPC Version .5.3a Date: 11/7/2005 Time: 4 54.37 PM Page: 30 of 43 Design Status Automatic Design Description D +CG +L D +CG +S D +W1> D +<WI D W2> D <W2 D +CG +L +Wl> 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 +CG +S <W2 D +Wl> D <Wl D W2> D <W2 D CG E> EG+ D CG <E EG+ D +CG +L +E> +EG+ D+ CG +L +<E EGA- D +CG +E> +EG- D+CG+<E+EG- D+CO+E>+EG- D+CO+<E+EG- D +CO +S+F> +EG+ D +CO +S <E +EG+ D +CO +E>+EG- D+CO+<E+EG- D +S +F> +EG+ D +CG +S <E +EG+ D CG D CG D CG S D CG S D +CG +F>+ EG+ +EB> D +CO <E EG+ +EB> D +CG+L +E>+EG+ +EB> D+CGI-L+<E +EG++EB> D +CG+E> +EG +EB> D CO <E EG- EB> D CG E> EG- EB> D CG <E EG- EB> D+CG+S +E>+EG++EB> D+CG+S+<E +EG++EB> D CO EB> EG- D CO S EB> EG+ D +CO +B> +EG+ <EB 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 96 97 98 99 100 101 102 103 104 105 106 107 108 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 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 Frame Member Sizes Mem. I Fig Width I Flg Thk I Web Thk I No. (in.) (in.) (in.) 1 7.00 0.2500 0.1345 2 5.00 0.1345 0.1345 3 5.00 0.1345 0.1345 4 8.00 0.2500 0.1345 VPC File:CA0501693 -01OE1 vpc 1.000 1.0 D 1.0 CG 0.210 <E 0 700 EG+ 0.700 <EB 1.000 1. OD +1.00G +0.750L +0.225E> +0750 EG+ +0.750 <EB 1.000 1.0 D 1.0 CG 0.750 L 0.225 <E 0.750 EG+ 0.750 <EB 1.000 0.600 D 0.600 CG 0.210 F> 0.700 EG- 0 700 <EB 1.000 0.600 D 0.600 CG 0.210 <E 0 700 EG- 0.700 <EB 1.275 0.900 D 0.900 CG 0.300 E> 0.700 EG- 1 0 <EB 1.275 0.900 D 0.900 CG 0.300 <E 0.700 EG- 1.0 <EB 1.275 1.200 D 1.200 CG 0.200 S 0.300 F> 0.700 EG+ 1.0 <EB 1.275 1.200 D 1.200 CG 0.200 S 0.300 <E 0.700 EG+ 1.0 <EB 1.275 0.900 D 0.900 CG 2.500 <EB 1.0 EG- 1.275 1.200 D I.200 CG 0.200 S 2.500 <EB 1.0 EG+ 1.000 1.0 D 0.750 W I> 0.750 WB1> 1.000 1.0 D 0.750 <W1 0.750 WB1> 1.000 1.OD +I.OWP +1.OWB1> 1.000 1.0 D+ 1.0 CG 0.750 L +0.563 W1> +0.563 WB1> 1.000 1.0 D+ 1.0 CG 0.750 L+ 0.563 <W1 0.563 WB1> 1.000 1.0 D+ 1.0 CG 0.750 L+ 0 750 WP 0.750 WB1> 1.000 1.0 D+ 1.00G +0.750S +0.563 Wl> +0.563 WB1> 1.000 1.0 D 1.0 CG 0.750 S 0.563 <W l 0.563 WB1> 1.000 1.0 D+ 1.0 CG+ 0.750 S 0.750 WP 0 750 WB1> 1.000 0.600 D 0.750 W 1> 0.750 WB1> 1.000 0.600 D 0.750 <W 1 0 750 WB1> 1.000 0.600 D 1.0 WP 1.0 WB1> 1.000 1.0 D 0.750 W 1> 0.750 <WB1 1.000 1.O D 0.750 <W1 0.750 <WB I 1.000 1.OD +1.0WP +1.0 <WB1 1.000 1.0 D 1.0 CG 0.750 L 0.563 WI> 0.563 <WB1 1.000 1.0 D+ 1.0 CG 0.750 L 0.563 <W1 0.563 <WB1 1.000 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 <WB1 1.000 1.0 D+ 1.0 CG +0.750 S +0.563 W1> +0.563 <WB1 1.000 1.O D 1.O CG 0.750 S 0.563 <W1 0.563 <WB1 1.000 1.0 D+ 1.O CG 0.750 S+ 0 750 WP 0.750 <WB 1 1.000 0.600 D 0.750 W l> 0.750 <WB l 1.000 0.600 D 0.750 <W1 0.750 <WB1 1.000 0.600 D 1.0 WP +1.0 <WB1 1.000 1.0 D 0.750 W2> 0.750 WB2> 1.000 1.0 D 0.750 <W2 0.750 WB2> 1.000 1.0 D 1.0 WP 1.0 WB2> 1.000 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 WB2> 1.000 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 WB2> 1.000 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB2> 1.000 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 WB2> 1.000 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 WB2> 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB2> 1.000 0.600 D 0.750 W2> 0.750 WB2> 1.000 0.600 D 0.750 <W2 0.750 WB2> 1.000 0.600 D 1.0 WP 1.0 WB2> 1.000 1.0 D 0 750 W2> 0.750 <WB2 1.000 1.0 D 0.750 <W2 0.750 <WB2 1.000 1.0D +1.0 WP +1.0 <WB2 1.000 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 <WB2 1.000 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 <WB2 1.000 1.O D 1.O CG 0.750 L 0.750 WP 0.750 <WB2 1.000 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 <WB2 1.000 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 <WB2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 <WB2 1.000 D.600 D 0.750 W2> 0.750 <WB2 1.000 0.600 D 0.750 <W2 0.750 <WB2 1.000 0.600D +1.0 WP +1.0 <WB2 Depth] (in.) 8.00 8.81 8.81 8.00 Design Depth2 Length Weight Flg Fy Web Fy (in.) I (ft) I (p) I (ksi) I (ksi) 8.00 12.68 206.4 50.00 50.00 8.81 8.82 69.5 50.00 50.00 8.81 8.82 68.9 50.00 50.00 8.00 1415 253.6 50.00 50.00 Total Frame Weight 598.4 (p) (Includes all plates) Splice Jt. l BP KN SS BP VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 31 of 43 D +CG +<E EG+ <EB D +CG+L +E> +EGIi <EB D+CG+L+<E +EG+ <EB D CG E> EG- <EB D CG <E EG- <EB D +CG +F> EG- <EB D +CG +<E +EG +<EB D+CG+S+E>+EG I I <EB D +CG+S+<E +EGII D +CG <EB +EG- D +CG +S <EB +EG+ D +Wl +WB1> D <W1 +WBI> D +WP +WB1> D +CG +L +WI +WB1> D +CG +L <W1 +WB1> D CG+ L+ WP WB1> D +CG +S +W1 +WB1> D +CG +S +<W1 +WBI> D +CG +S +WP +WB1> D +WI +WB1> D <W1 +WBI> D +WP +WBI> D +W1 <WB1 D <W1 +<WBI D +WP +<WBI D +CG +L +WI <WB1 D +CG +L+ <W1 +<WB1 D +CG +L +WP+ <WB1 D +CG +S +W1 <WBI D +CG +S +<W1 +<WB1 D +CG +S+ WP+ <WB1 D +WI <WB1 D <W1 +<WB1 D WP <WB1 D W2> WB2> D <W2 WB2> D +WP +WB2> D CG L W2> WB2> D +CG +L +<W2 +WB2> D +CG +L +WP +WB2> D CG S W2> WB2> D +CG +S +<W2 +WB2> D CG S WP WB2> D +W2 +WB2> D <W2 WB2> D WP WB2> D W2> <WB2 p +<W2 <WB2 D +WP <WB2 D CO L W2> <WB2 D +CG +L <W2 <WB2 D +CG +L +WP <WB2 D +CG +S +W2> <WB2 D CO S <W2 <WB2 D CO S WP <WB2 D +W2 <WB2 D <W2 <WB2 D +WP <WB2 Codes I Shape Jt.2 KN 3P SS 3P KN 3P KN 3P VP BUILDINGS VARCO- PRUDEN Design Boundary Condition Summary J Member X -Loc I Y -Loc I Supp. X I Supp. Y J Moment J Displacement X(in.) I Displacement Y(in.) 1 Displacement ZZ(rad.) J 1 0 /0 /0 I 0 /0 /0 I Yes I Yes I No 0 /0 /0 0 /0 /0 0.0000 4 19/0/0 0 /0 /0 Yes Yes No I 0 /0 /0 0/0/0 0.0000 Frame Reactions Load Cases at Frame Cross Section: 2 X -Loc 0/0/0 19/0/0 Grid] Grid2 2 -A 2 -B Ld Description Hx Hz Vy Hx Hz Vy Cs (application factor not shown) (k) (k) (k) (k) (k) (k) 1 D +CG +L 0.31 2.27 -0.31 2.31 2 D CG S 0.36 2.60 -0.36 2.65 3 D W 1> -0.01 -0.24 0.14 -0.42 4 D <W 1 -0.05 -0.82 0.30 1 19 5 D W2> -0.01 -0.24 0.14 -0.42 6 D <W2 -0.05 -0.82 0.30 1 19 7 D+CG +L +W1> 0.22 141 -0.12 1.28 8 D +CG +L +<W1 0.19 0.97 -0.01 0.70 9 D +CG +L +W2> 0.22 141 -0.12 1.28 10 D +CG +L <W2 0.19 0.97 -0.01 0.70 11 D +CG +S +W1> 0.26 1.66 -0.16 1.53 12 D CG S <W 1 0.23 1.22 -0.04 0.95 13 D CG S W2> 0.26 1.66 -0.16 1.53 14 D +CG +S +<W2 0.23 1.22 -0.04 0.95 15 D W 1> -0.02 -0.42 0.16 -0.62 16 D <W I -0.06 1.01 0.31 1.39 17 D W2> -0.02 -0.42 0 16 -0.62 18 D <W2 -0.06 1.01 0.31 1.39 19 D +CG +E> +EG+ 0.30 1.31 0.02 0.85 20 D CG <E EG+ -0.05 0.78 -0.28 1.33 21 D CG L E> EG+ 0.47 2.34 -0.11 1.84 22 D CG L <E EG+ 0.09 1 77 -0.44 2.36 23 D+CG+E>+EG- 0.23 0.71 0.10 0.23 24 D CG <E EG- -0.13 0 17 -0.20 0.71 25 D+CG+E>+EG- 0.34 1 10 0.13 0.42 26 D CG <E EG- -0.17 0.34 -0.30 1 10 27 D CG S E> EG+ 0.45 1.95 0.02 1.27 28 D CG S <E EG+ -0.05 1 18 -0.42 1.96 37 D +CG +E> +EG+ +EB> 0.17 -0.16 1.50 -0.07 -0.16 142 38 D CG <E EG+ EB> 0.07 -0.16 1.34 -0.16 -0.16 1.56 39 D+CG+L+E>+EG- I-+EB> 0.32 -0.18 2.54 -0.22 -0.18 2.45 40 D+CG+L+<E+EG++EB> 0.21 -018 2.37 -0.32 -0.18 2.61 41 D+CG +E> +EG +EB> 0.09 -0.16 0.89 0.00 -0.16 0.80 42 D CG <E EG- EB> -0.01 -0.16 0.73 -0.09 -0.16 0.94 43 D +CG +E> +EG +EB> 0.15 -0.23 1.37 -0.01 -0.23 1.23 44 D CG <E EG- EB> -0.01 -0.23 1 14 -0.14 -0.23 1 43 45 D+CG+S +E>+EG++EB> 0.26 -0.23 2.21 -0.12 -0.23 2.09 46 D+CG+S+<E +EG++EB> 0.11 -0.23 1.98 -0.25 -0.23 2.29 49 D CG E> EG+ <EB 0.19 0.16 0.75 -0.09 0.16 0.62 50 D CO <E EG+ <EB 0.08 0.16 0.59 -0.18 0.16 0.76 51 D+CG+L +E>+EG I I <EB 0.34 0.18 1 74 -0.24 0.18 1.59 52 D+CG+L+<E +EG I I <EB 0.23 0.18 1.57 -0.33 0.18 175 53 D +CG +E> +EG +<EB 0.11 0.16 0.15 -0.01 0.16 -0.00 54 D CG <E EG- <EB 0.00 0.16 -0.01 -0.10 0.16 0.14 55 D CG E> EG- <EB 0 17 0.23 0.30 -0.03 0.23 0.09 56 D CG <E EG- <EB 0.02 0.23 0.07 -0.16 0.23 0.29 57 D+CG+S +E>+EG I I <EB 0.29 0.23 1 14 -0.15 0.23 0.94 58 D+CG+S+<E +EG I I <EB 0.13 0.23 0.92 -0.28 0.23 1 15 61 D W l> WB1> -0.03 -0.66 1 44 0.13 -0.66 1 42 62 D <W1 WBl> -0.06 -0.66 1.00 0.24 -0.66 0.84 63 D +WP +WB1> -0.11 -0.88 0.97 0.39 -0.88 0.68 64 D CG L WI> WB1> 0.21 -0.50 2.66 -0.13 -0.50 2.66 65 D CG L <W1 WB I> 0.18 -0.50 2.34 -0.04 -0.50 2.23 66 D +CG +L +WP +WB1> 0.15 -0.66 2.31 0.07 -0.66 2.10 67 D +CG +S +W1 +WBI> 0.24 -0.50 2.91 -0.17 -0.50 2.91 68 D CG S <W1 WB1> 0.22 -0.50 2.59 -0.08 -0.50 2.48 69 D CG S WP WBl> 0.19 -0.66 2.56 0.03 -0.66 2.36 70 D +W1 +WB1> -0.05 -0.66 1.25 0.15 -0.66 1.22 VPC File:CA0501693 -010E1 vpc VPC Version 5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 32 of 43 VP BUILDINGS VARCO. PRUDEN Design 71 D +<W1 +WB1> -0.07 -0.66 0.82 0.26 -0.66 0.64 72 D +WP +WB1> -0.12 -0.88 0.79 041 -0.88 0.47 73 D +WI <WB1 0.04 0.66 1.57 0.06 0.66 1.80 74 D <W1 +<WB1 0.01 0.66 2.00 0.18 0.66 2.38 75 D WP <WB1 -0.02 0.88 3.03 0.30 0.88 3.61 76 D +CG +L +W1 <WB1 0.26 0.50 0.41 -0.18 0.50 0.25 77 D CG L+ <W l <WB1 0.23 0.50 0.08 -0.09 0.50 -0.18 78 D CG L WP <WB I 0.22 0.66 -0.69 0.00 0.66 1 11 79 D +CG +S +WI +<WBI 0.29 0.50 0.66 -0.22 0.50 0.50 80 D CG S <W1 <WB1 0.27 0.50 0.33 -0.13 0.50 0.07 81 D CG S WP <WB1 0.25 0.66 -0.44 -0.04 0.66 -0.86 82 D W l> <WB1 0.02 0.66 1 75 0.08 0.66 2.00 83 D <W1 <WB1 -0.01 0.66 2.19 0.19 0.66 -2.58 84 D WP <WB1 -0.03 0.88 3.22 0.32 0.88 3.82 85 D W2> WB2> -0.03 -0.66 1 44 0.13 -0.66 1 42 86 D <W2 WB2> -0.06 -0.66 1.00 0.24 -0.66 0.84 87 D WP WB2> -0.11 -0.88 0.97 0.39 -0.88 0.68 88 D +CG +L +W2 +WB2> 0.21 -0.50 2.66 -0.13 -0.50 2.66 89 D CG L <W2 WB2> 0.18 -0.50 2.34 -0.04 -0.50 2.23 90 D CG L WP WB2> 0.15 -0.66 2.31 0.07 -0.66 2.10 91 D CG S W2> WB2> 0.24 -0.50 2.91 -0.17 -0.50 2.91 92 D Co S <W2 WB2> 0.22 -0.50 2.59 -0.08 -0.50 2.48 93 D CG S WP WB2> 0.19 -0.66 2.56 0.03 -0.66 2.36 94 D W2> WB2> -0.05 -0.66 1.25 0.15 -0.66 1.22 95 D <W2 WB2> -0.07 -0.66 0.82 0.26 -0.66 0.64 96 D WP WB2> -0.12 -0.88 0.79 0.41 -0.88 0.47 97 D W2> <WB2 0.04 0.66 1.57 0.06 0.66 1.80 98 D <W2 <WB2 0.01 0.66 2.00 0.18 0.66 2.38 99 D WP <WB2 -0.02 0.88 3.03 0.30 0.88 3.61 100 D CG L W2> <WB2 0.26 0.50 0.41 -0.18 0.50 0.25 101 D CG L <W2 <WB2 0.23 0.50 0.08 -0.09 0.50 -0.18 102 D CG L WP <WB2 0.22 0.66 -0.69 0.00 0.66 1 11 103 D CG S W2> <WB2 0.29 0.50 0.66 -0.22 0.50 0.50 104 D CG +'S <W2 <WB2 0.27 0.50 0.33 -0.13 0.50 0.07 105 D CG S WP <WB2 0.25 0.66 -0.44 -0.04 0.66 -0.86 106 D W2> <WB2 0.02 0.66 1 75 0.08 0.66 2.00 107 D <W2 <WB2 -0.01 0.66 -2.19 0.19 0.66 2.58 108 D WP <WB2 -0.03 0.88 3.22 0.32 0.88 3.82 Date: 11/7/2005 Time: 4.54.37 PM Page: 33 of 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) (k) (k) (k) (k) (in-k) (in-k) 1 9 0/0 I 2 -B I 0.44 122 I O 0 47 41 172 I 0.88 163 I 0.88 175 I 3.82 184 I 2.91 I 67 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 0.98 0.96 CG 0.00 0.00 0.94 0.94 L 0.00 0.00 2.68 2.68 S 0.00 0.00 3.34 3.34 Wl> 0.14 0.14 1.63 1.63 <W1 0.25 0.25 2.98 2.98 W2> 0.14 014 1.63 1.63 <W2 0.25 0.25 2.98 2.98 F> 0.47 0.47 0.00 0.04 EG+ 0.03 0.00 0.33 0.33 <E 0.47 0.47 0.00 0.04 EG- 0.03 0.00 0.33 0.33 EB> 0.00 0.00 0.00 110 <EB 0.00 0.00 0.00 110 WB1> 0.00 0.00 0.00 415 WP 0.29 0.29 3 47 3 47 <WB1 0.00 0.00 0.00 4 15 VPC File:CA0501693 -010E1 vpc VPC Version .5.3a VP BUILDINGS VARCO- PRUDEN WB2> <WB2 I 0.00 I 0.00 I 0.00 4 15 Base Plate Summary X -Loc Grid Mem. Th ickness Width Length Num. Of Bolt Diam. Type No. I (in.) (in.) (in.) Bolts I (in.) I 9 109/00/0 2 2-A -B 14 I 0.375 I 9 8 9 I 4 4 I 0.750 I A36 Bolted Connections (A325 Bolts) Flange Brace Summary I Member I From Member Joint 1 I From Side Point 1 2 3 1/8/4 I 16/0/11 6/0/6 3/6/11 Maximum Frame Deflection Summary for Cross Section: 2 Design Welds to Flange OS- 0.1875 OS- 0.1875 Date: 11/7/2005 Time: 4.54.37 PM Page: 34 of 43 Welds to Web 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. I No. (ft) (in.) (in.) I (in.) (in.) Description 1 1 S3 11.97 7.500 N/A N/A N/A 0.2500 3.000 Both F -FP W- OS- 0.1875 1 2 S2 9.65 7.500 55 76 N/A N/A 0.3750 4.000 Far F- BS- 0.1875,W -OS -0 1875 1 3 S5 0.13 7.500 55.76 N/A N/A 0.5000 5.000 Near W -BS- 0.1875 4 1 S5 0 17 7.500 55.76 N/A N/A 0.5000 5.000 Near W -BS 0.1875 4 2 S3 13.32 7.500 N/A N/A N/A 0.3125 3.500 Both F -FP W- OS- 0.1875 4 3 S2 11.06 7.500 55.7 �NLA..,. N11A. S1L3750 4.000 Near F- BS- 01875,W -OS- 0.1875 E. P/ E- 2- 1 1 $v'lty 1- RedgfOut 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.) (in.) (in.) (in.) I Bolt I Bolt I Bolt I Bolt I Cs I (in -k) I (in -k) I Cs I (in -k) (in -k) 1 2 KN(Face) AISC 7.00 8.72 0.00 0 0 0 0 34 211.8 0.0 33 211.8 0.0 2 1 KN(Face) AISC 6.00 8.72 0.00 0 0 0 0 34 211.8 0.0 33 211.8 0.0 3 2 KN(Face) AISC 6.00 8.72 0.00 0 0 0 0 34 211.8 0.0 33 211.8 0.0 4 2 KN(Face) AISC 8.00 8.72 0.00 0 0 0 0 34 211.8 0.0 33 211.8 0.0 Part I Design Note FB2050 FB2050 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 I Actual Forces I Actual Stresses I Allowable I Stress Condition I Mem I Lo Depth Load I Axial I Shear I Mom -x I Mom -y I Axial I Shear Bnd- XBnd -Y Stress I /Force Sum No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial I Shear Bnd -X I Bnd -Y Bnd +Ax Shear 1 10.33 8.00 84 3.2 0.0 16.6 109.2 0.71 0.03 116 26.74 30.00 19.27 30.00 30.00 0.954 0.002 2 7.05 8.81 72 0.2 01 38.3 0.0 0.10 0.05 5.64 0.00 30.00 16.91 14.21 26.61 0.397 0.003 3 0.00 8.81 72 0.2 0.3 35.2 0.0 0.10 0.26 4.80 0.00 30.00 16.91 14.21 26.61 0.338 0.015 4 11.92 8.00 72 1 7 -0 4 59 7 125.9 0.34 0.41 3.68 23.61 30.00 19.27 26.25 28.30 0.975 0.021 Mem. Loc. Depth Area Rx R Lx -1 L -2 Klx Kl l Kl 2 Sx Lbl Rt -1 Lb2 Rt -2 s a Cbl Cb2 I No. I ft in. I in.2 I in. in. in. I L n. n. I /Rx I /Ry I /Ry I in.3 I in. I in. I in. I in. I I 1 10.33 8.00 4.51 3.56 178 144.00 216.0 0.0 60.6121.3 0.0 14.33 144.0 2.13 0.0 0.00 0.99 1.00 1.00 0.00 2 7.05 8.81 2.49 3.60 1.06 195.68 30.0 0.0 54 4 28.3 0.0 6.79 150.0 1.37 0.0 0.00 0.89 1.00 1.00 0.00 3 0.00 8.81 2.49 3.60 1.06 195.68 30.0 0.0 54 4 28.3 0.0 7.33 150.0 1.37 0.0 0.00 0.89 1.00 1.00 0.00 4 11.92 8.00 5 01 3.60 2.06 160.25 240.4 0.0 66.8 116.5 0.0 16.20 160.3 2.43 0.0 0.00 0.94 1.00 1.00 0.00 Deflection Load Combinations Framing No. Origin Factor I 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 0.700 W 1> W 1> 4 System 1.000 0 180 0.700 <W 1 <W 1 5 System 1.000 0 180 0.700 W2> W2> 6 System 1.000 0 180 0.700 <W2 <W2 7 System 1.000 0 180 0.700 WP WP 8 System 1.000 60 0 0.700 Wl> Wl> 9 System 1.000 60 0 0.700 <W 1 <W 1 10 System 1.000 60 0 0.700 W2> W2> 11 System 1.000 60 0 0.700 <W2 <W2 12 System 1.000 60 0 0.700 WP WP 13 System 1.000 60 0 0.600 E> 0.700 EG- F> EG- 14 System 1.000 60 0 0.600 <E 0.700 EG- <E EG- VPC File:CA0501693 -01OE1 vpc VPC Version .5.3a VP BUILDINGS VARCO•PRUDEN Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 Design VPC File:CA0501693 -010E1 vpc VPC Version :5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 35 of 43 I Deflection (in.) I Ratio 'Member) Joint I Load Case I Load Case Description -0.130 I (U1565) 2 2 2 123 I E> SEG- Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VP BUILDINGS VARCO- PRUDEN Note: Typical haunch connection. Tension Side Member data: Design Forces: Primary Variables: Section Properties :(w /o web) bf 5.0 in. Mx 211.8 in -k Pf (3.5 0.1345 )/2 1.68275 in. S(flange) 5.83 in3 tf 0.1345 in. T 0 kips w 1/8 in. S(stiffener) in tw 0.1345 in. V 2 kips db 3/4 in. Area 1.35 in d 8.8 in. bp 6 in. Comp. side stiff's NOT USED Pe 1.68275 (0.75/4) 707(0.125)= 1 407 in. C 1 090 Cb= 0.913 Aw 1 15 In` At 0.67 am 0.974 Flange Fillet Weld: Dreq'd USE:.. Reid 0.60(50) x 0 1345 Web Fillet Weld: D 2.17 16ths (Near Flanges) Stiffener Length: (Based on Web Shear) USE: (8)'0.75 in, diam. x 2 in. A325 -X AISC Moment Connection USE: 0.5 in thick x6.in. x 14.6755 in. plate Fy 50 ksi I 1 USE 3116" Fillet Weld No tension stiffener is used:: I N /A Design per DM 3.1 2 1.25' -I- 3.5' Tension Side Results: Bolt Stress 24 6% Weld Stress 67.9% Plate Bend 58.3% 'Connection Capacity= 3211n -kips. Flange Force.Ff 24.4 kips Stiff. Force Fs= 04 kips: Me 8.37 in-k Allowable Stress Factor 1.53 Req'd Tp 0.376 in. 24 41 [2 (5 +0.1345) 0.1345] 0.928 (1.27 o7 1 98 16ths 2 x 0.928 Copy of MOMCONst1693.xls C JF x 3.0" x. Stiffener Tension [M /S(stiff) T /A] x Ast 0.00 kips Lreq 0 [0.3 (65) 1.275 x 0.1345 (1) 1.03) 0 00 in. Stiffener to Web Weld: D 0.00 [2 x 3 x 0.928 (1.275) 1.03] 0 00 /16ths Fillet weld one side Job No. CA0501693 -01OE1 Page: I 35.1 Date: I 11/07/05 Prepared By I BDF Location: I CA Rev 13 (4 -1 -05) Z CJ? 3/16' 3.5 in. No Stiffener VP BUILDINGS VAACO- PRUOFN 0 r---v ric)E A, L N Typ r No CA0501693 -01OE1 Page 35.2 Date 11/8/05 Prepared By BDF Reviewed By 12 '1 e?) ')q A 'FOl -T AL VP BUILDINGS VA RCO- PRUDEN Wall. 2, Frame at: 13/0/0 Frame Cross Section: 1 y Dimension Key 1 8 1/2' 2 3'-6 11/16' 3 2' -8 3/4' 4 3 3/8' V II Y 1 C Frame Clearances Horiz. Clearance between members 1(CX003) and 4(CX004): 16' 3' Vert. Clearance at member 1(CX003): 12'-0' Vert. Clearance at member 4(CX004): 13'4 1/4 Finished Floor Elevation 100' -0' (Unless Noted Otherwise) Design 5(a)2' 9'- 013116" 1 000 rzl 1 VPC File•CA0501693 -01OE1 vpc VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 36 of 43 VP BUILDINGS V *ACO.PRUDEN Frame Location Design Parameters: I Location I Avg. Bay Space I 13/0/0 I 7/0/0 (Rigid 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 Special 30 Special 31 Special 32 Special 33 AISC Special 34 AISC Special 35 AISC Special 36 AISC Special 37 System Derived 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 Special 48 Special 49 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 1.275 1.275 1.275 1.275 1.275 1.275 1.275 1.275 1 700 1 700 1 700 1 700 1.000 1.000 1.000 1.000 1.000 1.000 1.275 1.275 1.275 1.275 1.275 1.275 1.000 VPC File:CA0501693 010E1 vpc Description Design I Angle I Group I Trib. Override I 1 90.0000 I I I DESCRIPTION VP Buildings RIGID FRAMES (Type 'RE") 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. Application 1.0 D 1.0 CG 1.0 L 1.OD +1.0CG +1.0S 1.OD +1.0WI> 1.OD +1.0<W1 1.0 D+ 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 CG 0.750 L 0.750 <Wl 1.0 D+ 1.0 CG +0.750 L +0.750 W2> 1.OD +1.0CG +0750L +0.750 <W2 1.O D+ 1.O CG +0.750 S +0.750 W1> 1.0 D 1.0 CG 0.750 5 +0.750 <WI 1.O D+ 1.O CG 0.750 S +0.750 W2> 1.O D+ 1.O CG 0.750 S 0.750 <W2 0.600 D 1.0 WI> 0.600D +1.0 <W1 0.600 D 1.0 W2> 0.600 D 1.0 <W2 1.0 D 1.0 CG 0.700 E> 0.700 EG+ 1.0 D 1.0 CG 0.700 <E 0.700 EG+ 1.0 D+ 1.00G +0.750 L 0.750 E> 0.750 EG+ 1.0D +1.0CG +0.750L +0.750 <E +0750EG+ 0.600 D 0.600 CG 0 700 E> 0.700 EG- 0.600 D 0.600 CG 0.700 <E 0.700 EG- 0.900 D 0.900 CG 1.0 E> 0.700 EG- 0.900 D 0.900 CG 1.0 <E 0.700 EG- 1.200 D 1.200 CG 0.200 S 1.0 E> 0 700 EG+ 1.200 D+ 1.200 CG+ 0.200 S 1.0 <E 0.700 EG+ 0.900 D 0.900 CG 2.500 E> 1.0 EG- 0.900 D 0.900 CO 2.500 <E 1.0 EG- 1. 200D +1.20000 +0.200S +2.500F> +1.0EG+ 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ 0.900 D 0.900 CG 0.900 D 0.900 CG 1.200 D 1.200 CG 0.200 S 1.200 D 1.200 CG 0.200 S 1.0 D 1.0 CO 0.210 F> 0.700 EG+ 0.700 EB> 1.0 D+ 1.0 CG 0.210 <E +0.700 EG+ 0.700 EB> 1.0 D 1.0 CG 0.750 L 0.225 E> 0.750 EG+ 0.750 EB> 1.0 D 1.0 CO 0.750 L 0.225 <E 0.750 EG+ 0.750 EB> 0.600 D 0.600 CG 0.210 F> 0.700 EG- 0.700 EB> 0.600 D 0.600 CG 0.210 <E 0.700 EG- 0.700 EB> 0.900 D 0.900 CG 0.300 E> 0.700 EG- 1.0 EB> 0.900 D 0.900 CG 0.300 <E 0.700 EG- 1.0 EB> 1.200 D 1.200 CG 0.200 S 0.300 E> 0.700 EG+ 1.0 EB> 1.200 D 1.200 CG 0.200 S 0.300 <E 0.700 EG+ 1.0 EB> 0.900 D 0.900 CG 2.500 EB> 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.0 D 1.0 CG 0.210 E> 0.700 EG+ 0.700 <EB VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 37 of 43 Design Status Automatic Design Description D +CG +L D CG S D +Wl> D <Wl D W2> D <W2 D +CG +L +WI> D+CG +L <Wl D +CG +L +W2> D +CG +L <W2 D +CG +S +WI> D +CG +S <W1 D+ CG+S +W2> D +CG +5 +<W2 D +WI> D <W1 D W2> D <W2 D +CG +F> +EG+ D CO <E EG+ D+CG +L +F>+EG+ D CG L <E EG+ D +CG +E> +EG- D+CG+<E+EG- D+CG+F>+EG- D+CO+<E+EG- D +CG +S +F> +EG+ D CO S <E EG+ D +CG +F>+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 +F> 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 +CO +E> EG+ <EB 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 1.275 56 System Derived 1.275 57 System Derived 1.275 58 System Derived 1.275 59 Special 1.275 60 Special 1.275 61 System Derived 1 000 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 94 System Derived 1.000 95 System Derived 1.000 96 System Derived 1.000 97 System Derived 1.000 98 System Derived 1.000 99 System Derived 1.000 100 System Derived 1.000 101 System Derived 1.000 102 System Derived 1.000 103 System Derived 1.000 104 System Derived 1.000 105 System Derived 1.000 106 System Derived 1.000 107 System Derived 1.000 108 System Derived 1.000 Frame Member Sizes I Mem. I Flg Width I Flg Thk I Web Thk No. (in.) (in.) (in.) 1 7.00 0.2500 0.1345 2 5.00 0.1345 0.1345 3 5.00 0.1345 0.1345 4 8.00 0.2500 0.1345 VPC File:CA0501693 -01OE1 vpc 1.0 D+ 1.0 CG +0.210 <E +0.700EG+ +0700 <EB 1.0 D 1.0 CG 0.750 L 0.225 E> 0.750 EG+ 0 750 <EB 1.0 D 1.0 CG 0.750 L 0.225 <E 0.750 EG+ 0.750 <EB 0.600 D 0.600 CG 0.210 E> 0 700 EG- 0.700 <EB 0.600 D 0.600 CG 0.210 <E 0.700 EG- 0.700 <EB 0.900 D 0.900 CG 0.300 E> 0.700 EG- 1.0 <EB D.900 D 0.900 CG 0.300 <E 0.700 EG- 1.0 <EB 1.200 D 1.200 CG 0.200 S 0.300 F> 0.700 EG+ 1.0 <EB 1.200 D 1.200 CG 0.200 S 0.300 <E 0 700 EG+ 1.0 <EB D.900 D 0.900 CG 2.500 <EB 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ 1.0 D 0.750 Wl> 0.750 WB1> 1.0 D 0.750 <WI 0.750 WBI> 1.0D+1.OWP +1.OW131> 1.0 D 1.0 CG 0 750 L+ 0.563 Wl> 0.563 WB1> 1.0D +1.000 +0750L +0.563 <W1+ 0.563 WBI> 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB1> 1. 0D +1.0CG +0750S +0.563W1 +0.563WB1> 1.0D +1.0CG +0.7505 +0.563 <W1+ 0.563 WB1> 1.0D +1.0CG +0.7505 +0750WP +0.750WB1> 0.600 D 0.750 W 1> 0.750 WB1> 0.600 D 0.750 <W1 0.750 WB1> D.600D +1.0WP+1.0WBI> 1.0 D 0.750 Wl> 0.750 <WBI 1.0 D 0.750 <WI 0.750 <WB1 1.OD +1.0WP+1.0 <WBI 1.0 D+ 1.0 CG +0750L +0.563 W1>+ 0.563 <WB1 1.0 D+ 1.0 CG +0.750 L+ 0.563<WI +0.563<WB1 1.0 D 1.0 CO 0.750 L 0.750 WP 0.750 <WB1 1.0 D 1.0 CG 0.750 S 0.563 Wl> 0.563 <WB1 1.0 D 1.0 CG 0.750 S 0.563 <W 1 0.563 <WB1 1.0 D 1.0 CO 0.750 S 0.750 WP 0.750 <WB1 0.600 D 0.750 W 1> 0.750 <WB1 0.600 D 0.750 <W l 0.750 <WB1 0.600D +1.0WP +1.0 <WB1 1.0 D 0.750 W2> 0.750 WB2> 1.0 D 0.750 <W2 0 750 WB2> 1.OD +I.OWP +1.OWB2> 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 WB2> 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 WB2> 1.0 D 1.0 CG 0 750 L 0.750 WP 0.750 WB2> 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 WB2> 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 WB2> 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB2> 0.600 D 0.750 W2> 0.750 WB2> 0.600 D 0.750 <W2 0.750 WB2> 0.600 D+ 1.0 WP 1.0 WB2> 1.0 D 0.750 W2> 0.750 <WB2 1.0 D 0.750 <W2 0.750 <WB2 1.OD +1.0WP +1.0 <WB2 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 <WB2 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 <WB2 1.0 D 1.0 CO 0.750 L 0.750 WP 0.750 <WB2 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 <WB2 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 <WB2 1.0D +1.0CG +07505 +0.750WP +0.750 <WB2 0.600 D 0.750 W2> 0.750 <WB2 0.600 D 0.750 <W2 0.750 <WB2 0.600 D 1.0 WP 1.0 <WB2 Depthl (in.) 8.00 8.81 8.81 8.00 Design Depth2 I Length Weight (in.) (ft) I (D) 8.00 12.68 206.4 8.81 8.82 69.5 8.81 8.82 68.9 8.00 14 15 253.6 Total Frame Weight 598.4 Flg Fy Web Fy Splice (ksi) I (ksi) I Jt.l 50.00 50.00 BP 50.00 50.00 KN 50.00 50.00 SS 50.00 50.00 BP (p) (Includes all plates) VPC Version .5.3a Date: 11/7/2005 Time: 4.54.37 PM Page: 38 of 43 D CO <E EG+ <EB D +CG+L +E>+EG H<EB D +CG+L +<E +EG++<EB D CG E> EG- <EB D +CG <E EG- <EB D CG F> 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 +W1 +WBI> D <Wl +WBI> D +WP +WBI> D +CG +L +WI +WB1> D +CG +L <W1 +WB1> D +CG +L +WP +WBl> D +CG +S +WI +WB1> D +CG +S <W1 +WB1> D CG S WP WB1> D +WI +WB1> D <W1 WB1> D WP WB 1> D +Wl <WB1 D+ <W1 <WB1 D +WP +<WB1 D +CG +L +Wl +<WB1 D +CG +L <W1 <WBI D +CG +L +WP <WB1 D +CG +S +WI <WB1 D +CG +S <WI <WB1 D +CG +S +WP <WBI D +Wl <WB1 D <Wl +<WB1 D WP <WB1 D +W2 +WB2> D <W2 WB2> D WP WB2> D CG L W2> WB2> D CG L <W2 WB2> D CG L WP WB2> D CG S W2> WB2> D +CG +S <W2 +WB2> D CG S WP WB2> D W2> WB2> D +<W2 +WB2> D WP WB2> D W2> <WB2 D <W2 <WB2 D +WP <WB2 D CO L W2> <WB2 D CO L <W2 <WB2 D CG L WP <WB2 D CO S W2> <WB2 D +CG +S +<W2 <WB2 D CO S WP <WB2 D W2> <WB2 D <W2 <WB2 D WP <WB2 Codes Jt.2 KN SS KN KN Shape 3P 3P 3P 3P VP BUILDINGS VARCO-PRUDEN I Member I X -Loc Boundary Condition Summary 1 I 0 /0 /0 4 19/0/0 Design Date: 11/7/2005 Time: 4 54.37 PM Page: 39 of 43 Y -Loc I Supp. X I Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) 0 /0 /0 Yes Yes No 0 /0 /0 I 0 /0 /0 0.0000 0 /0 /0 I Yes I Yes I No I 0/0/0 I 0/0/0 0.0000 Frame Reactions Load Cases at Frame Cross Section: 1 X -Loc I 0/0/0 19/0/0 Gridl Grid2 I 1 -A 1 -B Ld Description I Hx Hz Vy Hx Hz Vy Cs (application factor not shown) I (k) (k) (k) (k) (k) (k) 1 D +CG +L 0.31 2.27 0.31 2.31 2 D CG S 0.36 2.60 -0.36 2.65 3 D W 1> -0.01 -0.24 0.14 -0.42 4 D <W 1 -0.05 -0.82 0.30 1 19 5 D W2> -0.01 -0.24 0.14 -0.42 6 D <W2 -0.05 -0.82 0.30 1 19 7 D +CG +L +Wl> 0.22 141 -0.12 1.28 8 D +CG +L <W1 0.19 0.97 -0.01 0.70 9 D +CG +L +W2> 0.22 141 -012 1.28 10 D +CG +L <W2 019 0.97 -0.01 0.70 11 D +CG +S +Wl> 0.26 1.66 -0.16 1.53 12 D CG S <W 1 0.23 1.22 -0.04 0.95 13 D +CG +S+W2> 0.26 1.66 -0.16 1.53 14 D CG S <W2 0.23 1.22 -0.04 0.95 15 D W 1> -0.02 -0 42 0.16 -0.62 16 D <W 1 -0.06 1.01 0.31 1.39 17 D W2> -0.02 -0.42 0.16 -0.62 18 D <W2 -0.06 1.01 0.31 1.39 19 D CG E EG+ 0.30 1.31 0.02 0.85 20 D CG <E EG+ -0.05 0.78 -0.28 1.33 21 D +CG +L +E> +EG+ 047 2.34 -0.11 1.84 22 D CG L <E EG+ 0.09 1 77 0.44 2.36 23 D+CG+E>+EG- 0.23 0.71 0.10 0.23 24 D+CG+<E+EG- -0.13 0.17 -0.20 0.71 25 D+CG+E>+EG- 0.34 1 10 0.13 0.42 26 D+CG+<E+EG- -0.17 0.34 -0.30 1 10 27 D +CG +S +E> +EG+ 0.45 1.95 0.02 1.27 28 D CG S <E EG+ -0.05 1 18 -0.42 1.96 37 D CG E> EG+ EB> 0.19 -0.16 0 77 -0.09 -0.16 0.60 38 D CG <E EG+ EB> 0.08 -0.16 0.61 -0.18 -0.16 0.74 39 D+CG+L +Ej +EG++EB> 0.34 -0.18 176 -0.24 -0.18 1.57 40 D+CG+L+<E +EG++EB> 0.23 -0.18 1.59 -0.33 -018 173 41 D +CG +E> +EG +EB> 0.11 -0.16 0.17 -0.01 -0.16 -0.02 42 D CO <E EG- EB> 0.00 -0.16 0.01 -0.10 -0.16 0.12 43 D CG E> EG- EB> 0.17 -0.23 0.33 -0.03 -0.23 0.06 44 D CG <E EG- EB> 0.02 -0.23 0 10 -0 16 -0.23 0.27 45 D +CG+S +E>+EG++EB> 0.29 -0.23 117 -0.15 -0.23 0.92 46 D+CG+S+<E+EG-H-EB> 0.14 -0.23 0.94 -0.28 -0.23 112 49 D +CG +E> +EG+ <EB 0.17 0.16 148 -0.07 0.16 143 50 D +CG <E +EGF+ <EB 0.06 0.16 1.32 -0.16 0.16 1.58 51 D+CG+L+E>+EG++<EB 0.32 018 2.52 -0.22 0.18 2.47 52 D+CG+L+<E +EG++<EB 0.21 0.18 2.35 -0.32 0.18 2.63 53 D CG E> EG- <EB 0.09 0.16 0.88 0.01 0.16 0.81 54 D CG <E EG- <EB -0.01 0.16 0.72 -0.09 0.16 0.96 55 D +CG +E> +EG <EB 0.15 0.23 1.34 -0.00 0.23 1.26 56 D CG <E EG- <EB -0.01 0.23 1 11 -0.13 0.23 1 46 57 D+CG+S +E> +EG I I <EB 0.26 0.23 2.18 -0.12 0.23 2.11 58 D+CG+S+<E +EG++<EB 0.11 0.23 1.96 -0.25 0.23 2.32 61 D W1>+ WB 1> 0.04 -0.66 1 49 0.06 -0.66 1.87 62 D <W1 +WBI> 0.01 -0.66 1.93 0.18 -0.66 2.45 63 D WP WBI> -0.01 -0.88 2.94 0.30 -0.88 3 71 64 D +CG +L +WI +WB1> 0.26 -0.50 047 -0.18 -0.50 0.19 65 D CG L <W 1 WBI> 0.24 -0.50 0.14 -0.10 -0.50 -0.24 66 D CG L WP WB 1> 0.22 -0.66 -0.62 -0.00 -0.66 1 19 67 D +CG +S +WI +WBI> 0.30 -0.50 0.72 -0.22 -0.50 0.44 68 D CG S <W1 WB1> 0.27 -0.50 0.39 -0.13 -0.50 0.01 69 D CG S WP WBI> 0.25 -0.66 -0.36 -0.04 -0.66 -0.94 70 D +W1 +WBI> 0.02 -0.66 1.68 0.08 -0.66 2.07 VPC File:CA0501693 -010E1 vpc VPC Version .5.3a VP BUILDINGS VARCO.PRUDEN Design 71 D +<W1 +WBI> -0.01 -0.66 2.11 0.19 -0.66 -2.65 72 D WP WB1> -0.03 -0.88 3 12 0.32 -0.88 3.91 73 D +W1 <WB1 -0.03 0.66 1.36 0.13 0.66 149 74 D <W1 +<WBI -0.06 0.66 0.93 0.25 0.66 0.92 75 D WP <WB1 -0.11 0.88 0.87 0.40 0.88 0.77 76 D +CG +L +W1 +<WB1 0.20 0.50 2.61 -0.13 0.50 2.72 77 D +CG +L <Wl <WB1 018 0.50 2.28 -0.04 0.50 2.28 78 D +CG +L +Wp <WB1 0.15 0.66 2.24 0.07 0.66 2.18 79 D CG S W 1> <WB 1 0.24 0.50 2.86 -0 17 0.50 2.97 80 D +CG +S <W1 +<WB1 0.22 0.50 2.53 -0.08 0.50 2.53 81 D +CG +S +WP+<WB1 0.18 0.66 2.49 0.03 0.66 2.43 82 D +W1 <WB1 -0.05 0.66 118 015 0.66 1.29 83 D <W1 <WB 1 -0.08 0.66 0 74 0.26 0.66 0.71 84 D WP <WB1 -0.12 0.88 0.69 0.41 0.88 0.57 85 D W2> WB2> 0.04 -0.66 1 49 0.06 -0.66 1.87 86 D <W2 WB2> 0.01 -0.66 1.93 0.18 -0.66 2.45 87 D WP WB2> -0.01 -0.88 -2.94 0.30 -0.88 3.71 88 D +CG +L +W2 +WB2> 0.26 -0.50 0.47 -0 18 -0.50 0.19 89 D CG L <W2 WB2> 0.24 -0.50 0.14 -0.10 -0.50 -0.24 90 D CG L WP WB2> 0.22 -0.66 -0.62 -0.00 -0.66 1 19 91 D CG S W2> WB2> 0.30 -0.50 0.72 -0.22 -0.50 0.44 92 D CG S <W2 WB2> 0.27 -0.50 0.39 -0 13 -0.50 0.01 93 D CG S WP WB2> 0.25 -0.66 -0.36 -0.04 -0.66 -0.94 94 D W2> WB2> 0.02 -0.66 1.68 0.08 -0.66 -2.07 95 D <W2 WB2> -0.01 -0.66 2.11 0.19 -0.66 2.65 96 D WP WB2> -0.03 -0.88 3 12 0.32 -0.88 3.91 97 D W2> <WB2 -0.03 0.66 1.36 0.13 0.66 1 49 98 D <W2 <WB2 -0.06 0.66 0.93 0.25 0.66 0.92 99 D WP <WB2 -0.11 0.88 0.87 0.40 0.88 0.77 100 D CG L W2> <WB2 0.20 0.50 2.61 -0.13 0.50 2.72 101 D +CG +L <W2 <WB2 0.18 0.50 2.28 -0.04 0.50 2.28 102 D +CG +L +WP <WB2 0.15 0.66 2.24 0.07 0.66 2.18 103 D CG S W2> <WB2 0.24 0.50 2.86 -0.17 0.50 2.97 104 D CG S <W2 <WB2 0.22 0.50 2.53 -0.08 0.50 2.53 105 D CG S WP <WB2 0.18 0.66 2.49 0.03 0.66 2.43 106 D W2> <WB2 -0.05 0.66 1 18 0.15 0.66 1.29 107 D <W2 <WB2 -0.08 0.66 0.74 0.26 0.66 0.71 108 D WP <WB2 -0.12 0.88 0.69 0.41 0.88 0.57 Date: 11/7/2005 Time: 4.54.37 PM Page: 40 of 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) (k) (k) (k) (k) I (in -k) (in-k) 1 9 0/0 I 1 -B I 0.44 122 I 0.41 184 I 0.88 163 I 0.88 175 I 3.91 172 I 2.97 179 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 0.98 0.96 CG 0.00 0.00 0.94 0.94 L 0.00 0.00 2.68 2.68 S 0.00 0.00 3.34 3.34 WI> 0.14 0.14 1.63 1.63 <W1 0.25 0.25 2.98 2.98 W2> 0.14 0.14 1.63 1.63 <W2 0.25 0.25 2.98 2.98 E> 0.47 0.47 0.00 0.04 EG+ 0.03 0.00 0.33 0.33 <E 0 47 0.47 0.00 0.04 EG- 0.03 0.00 0.33 0.33 EB> 0.00 0.00 0.00 110 <EB 0.00 0.00 0.00 110 WB1> 0.00 0.00 0.00 415 WP 0.29 0.29 3 47 3 47 <WB I 0.00 0.00 0.00 4 15 VPC File:CA0501693 -010E1 vpc VPC Version .5.3a VP BUILDINGS VARCO.PRUDEN WB2> <WB2 Design 0.00 0.00 0.00 I 4 15 Base Plate Summary X Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. I Type I No. I (in.) I (in.) I (in.) I Bolts I (in.) I 1 0 4! 0 0/0 1 -B 14 1 I 0.375 I 9 9 9 I 4 4 10 750 I A36 Welds to Flange OS- 0.1875 OS- 0.1875 Date: 11/7/2005 Time: 4 54.37 PM Page: 41 of 43 Welds to Web OS- 0.1875 OS -0 1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth hit a/h a Thick. Width Side I Welding No. No. (ft) (in.) I (in.) I (in.) (in.) Description 1 1 S3 11.97 7.500 N/A N/A N/A 0.2500 3.000 Both F -FP W -OS -0 1875 1 2 S2 9.65 7.500 55 76 N/A N/A 0.3750 4.000 Near F- BS- 0.1875,W- OS- 0.1875 1 3 S5 013 7.500 55.76 N/A N/A 0.5000 5.000 Far W- BS- 0.1875 4 1 S5 017 7.500 55.76 N/A N/A 0.5000 5.000 Far W- BS- 0.1875 4 2 S3 13.32 7.500 N/A N/A N/A 0.3125 3.500 Both F -FP W- OS- 0.1875 4 3 S2 11.06 7.500.- ..•.....,552_. _N/A N/A 0.3750 4.000 Far F- BS -0.1875,W- OS- 0.1875 Bolted Connections (A325 Bolts) c...-F: e_ PA, 6 E SS 21 -k_.......1 Bolt ows -Out I Rows -In I Moment Out I Moment In I Mem. Jt. Type Conn. Thick. Width Length tam. i ch 2 4 2 4 Ld Actual Capacity Ld Actual Capacity No. No. (in.) (in.) (in.) (in.) I (in.) I Bolt I Bolt I Bolt I Bolt I Cs I (in -k) I (in -k) I Cs I (in -k) I (in -k) I 1 2 KN(Face) AISC 7.00 8.72 0.00 0 0 0 0 34 211.8 0.0 33 211.8 0.0 2 1 KN(Face) AISC 6.00 8.72 0.00 0 0 0 0 34 211.8 0.0 33 21L8 0.0 3 2 KN(Face) AISC 6.00 8.72 0.00 0 0 0 0 34 211.8 0.0 33 211.8 0.0 4 2 KN(Face) AISC 8.00 8.72 0.00 0 0 0 0 34 211.8 0.0 33 211.8 0.0 Flange Brace Summary I Member I From Member Joint 1 I From Side Point 1 I Part I Design Note 2 1/8/4 I 16/0/11 FB2050 3 6/0/6 3/6/11 FB2050 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 I Actual Forces I Actual Stresses I Allowable I Stress Condition Mem. I Loc. Depth I Load I Axial I Shear I Mom -x Mom -y I Axial I Shear I Bnd -XI Bnd -YI I Stress /Force I Sum No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial I Shear Bnd -X I Bnd -Y Bnd +Ax I Shear 1 10.33 8.00 84 1.3 0.1 16.4 109.2 0.28 0.12 114 26.74 30.00 19.27 25.83 29.61 0.947 0.006 2 7.05 8.81 84 0.3 -0.0 36.7 0.0 0.10 0.04 5 40 0.00 30.00 16.91 14.21 26.61 0.380 0.002 3 0.00 8.81 84 0.3 0.2 35.3 0.0 0.10 0.17 4.82 0.00 30.00 16.91 14.21 26.61 0.339 0.010 4 11.92 8.00 72 3.9 -0.3 59.6 125.9 0.78 0.32 3.68 23.61 30.00 19.27 26.25 28.30 0.975 0.016 Mem. Loc. Depth Area Rx 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 in. I R in. in. I in. I in. I /Rx /Ry I /Ry in.3 I in. I in. I in. I in. I I i 1 10.33 8.00 4.51 3.56 178 144.00 216.0 0.0 60.6 121.3 0.0 14.33 144.0 2.13 0.0 0.00 0.99 1.00 1.00 0.00 2 7.05 8.81 2.49 3.60 1.06 195.68 30.0 0.0 54 4 28.3 0.0 6.79 150.0 1.37 0.0 0.00 0.89 1.00 1.00 0.00 3 0.00 8.81 2.49 3.60 1.06 195.68 30.0 0.0 54 4 28.3 0.0 7.33 150.0 1.37 0.0 0.00 0.89 1.00 1.00 0.00 4 11.92 8.00 5.01 3.60 2.06 160.25 240.4 0.0 66.8 116.5 0.0 16.20 160.3 2.43 0.0 0.00 0.94 1.00 1.00 0.00 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 0.700 WI> Wl> 4 System 1.000 0 180 0.700 <W1 <W1 5 System 1.000 0 180 0.700 W2> W 6 System 1.000 0 180 0.700 <W2 <W 7 System 1.000 0 180 0.700 WP WP 8 System 1.000 60 0 0.700 Wl> Wl> 9 System 1.000 60 0 0.700 <W1 <W1 10 System 1.000 60 0 0.700 W2> W I 1 System 1.000 60 0 0.700 <W2 <W 12 System 1.000 60 0 0.700 WP WP 13 System 1.000 60 0 0.600 E> 0 700 EG- E> EG- 14 System 1.000 60 0 0.600 <E 0.700 EG- <E EG- Maximum Frame Deflection Summary for Cross Section: 1 VPC File:CA0501693 -010E1 vpc VPC Version .5.3a VP BUILDINGS VARCO- PRUDEN I Deflection (in.) I Ratio I MemberI Joint I Load Case I Load Case Description I Max. Horizontal Deflection -0.227 (H/651 1 2 13 E> EG- Max. Vertical Deflection for Span 1 I -0.130 I (L/1565) I 2 2 2 S Description 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. Design VPC File:CA0501693 -010E1 vpc VPC Version .5.3a Date: 11/7/2005 Time: 4 54.37 PM Page: 42 of 43 VP BUILDINGS VARCO•PRUOEN Design Date: 11/7/2005 Time: 4.54.37 PM Page: 43 of 43 Covering Summary Report Shape: Metal Canopy Panel Data IWall/Roof I Type I Thickness I Finish I Color Direction I Gable Dir I Max. Length Wall. 1 Open Exposed to wind Wall: 2 Open Wall: 3 Open Exposed to wind Wall: 4 Open Roof: A SSR 24 KXL Egyptian White Right to Left Not Applicable 51/0/0 Fastener Data IWall/Roof I Type I Length I Spacing I Washers I hisul. Block I Mod. Ctrl. IIce Damming Wall: I Not Applicable Wall: 2 Not Applicable Wall: 3 Not Applicable Wall. 4 Not Applicable Roof: A Stainless Steel Capped Standard Option Ice Damming UL90 Uplift Yes None No Yes VPC File:CA0501693 -010E1 vpc VPC Version .5.3a