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HomeMy WebLinkAbout3501 Bldg D W 18th St Technical - BuildingTECHNICAL Permit CD(-2 26 Address 3oi W I2.4h 5 icL Project description PA- Tvzxlsfer Sta4oV\ S ca e, k6SP. Date the permit was finaled pq -Z0-06 Number of technical pages (o9 VP BUILDINGS VARCO•PRUDEN 'ALE 1hioUSE ",b" Calculations Package VP Buildings, Inc. 3200 Players Club Circle Memphis, TN 38125 -8843 STRUCTURAL DESIGN DATA Project: Port Angeles Transfer Station Name CA0501694 -01OE1 Builder PO 15226 Jobsite 3501 West 18th Street City, State Port Angeles, Washington 98363 County Clallam Country United States TABLE OF CONTENTS Letter of Certification 2 Building Loading Expanded Report 4 Reactions Expanded Report. 11 Bracing Summary Report 27 Secondary Summary Report 34 Framing Summary Report 44 Covering Summary Report 67 10anges andVAdditions :,p- 4 VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 1 of 67 FI VP BUILDINGS VARC0- PlUUCN 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 Loads and Codes Shape: Scale House City- Port Angeles County. Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity? 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: Enclosed Wind Importance Factor 1 000 Topographic Factor 1 0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 22.42 psf This certification DOES N apply to unauthorized Furthermore, it is strict compliance Sincerely Shape Scale House VP BUILDIN 3200 Players C VPC File:CA0501' Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof J Min. Roof Width I Length I (sq. ft.) I (sq. ft.) I (sq. ft.) I Height I Height 2 I Pitch I Pitch 12/11/4 I 34/11/4 I 452 I 828 I 458 I 8/6/0 I 8/6/0 I 2.000 I 2.000 I Clallam Roof Covering Second. Dead Load: 3.30 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: 42.61 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 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. The steel design is in accordance with VP BUILDINGS standard design practices, which have been established based upon pertinent procedures and recommendations of the following organizations American Institute of Steel Construction (AISC) American Iron and Steel Institute (AISI) American Welding Society (AWS) [DI I] American Society for Testing and Materials (ASTM) Metal Building Manufacturers Association (MBMA) AISC Category MB Manufacturer Certification. design of the foundation or other on -site structures or components not supplied by VP BUILDINGS, nor does it systems provided by VP BUILDINGS. based upon the premise that all components fumished by VP BUILDINGS will be erected or constructed in d by VP BUILDINGS. Calculations Package Project: Port Angeles Transfer Station Builder PO 15226 Jobsite: 3501 West 18th Street City State: Port Angeles, Washington 98363 County Country Clallam, United States State: Washington Built Up. 89AISC Cold Form. 01AISI Prepared by kf) Reviewed by l'C1.- VPC Version .5.3b Live Load Live Load: 20.00 psf Reducible Date: 11/8/2005 Time: 12.3707 PM Page: 2 of 67 Country United States Rainfall: 4.00 inches per hour Allow Overstress: Frm. 1 03, Sec: 1.03, Brc: 1 03 Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response 51:50.90 %g Seismic Hazard Use Group: Group 1 Peak Height 9/6/15 Seismic Importance: 1 000 Seismic Performance Design Category D Framing Seismic Period: 0 1551 Bracing Seismic Period: 0.0996 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 VP BUILDINGS VARCO- PRUUEN 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 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] Washington, MO Grapeland, TX Norfolk, NE Florence, SC Brigham City UT El Paso, TX Florence, SC Quincy FL New Millennium Building Systems Butler, IN Lake City FL VPC File:CA0501694 -010E1 vpc Calculations Package STRUCTURAL STEEL FABRICATION Addison Steel, Inc. Orlando, FL PKM Steel Service, Inc. Salina, KS Qualico Steel Co. Inc. Webb, AL (This information is presented in compliance with VP Buildings' AISC Certification responsibilities.) VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 3 of 67 VP BUILDINGS VARCO- PRUUEN ,BuiIdirig.:o ding'- Expanded Report Shape: Scale House Loads and Codes Shape: Scale House 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 Gravity 00 psf Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to A D 3.298 psf Entire Frm A D 1130 psf Entire Pur B D 3.298 psf Entire Frm B D 1130 psf Entire Pur Live Load Live Load: 20.00 psf Reducible Wind Load Wind Speed: 100.00 mph Wind Enclosure: Enclosed Height Used: 15/0/0 (Type: Eave) Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Velocity Pressure: (qz) 25.60 psf Topographic Factor 1 0000 Directionality Factor 0.8500 Wind Exposure (Factor): D (1 030) Basic Wind Pressure: 22.42 psf Snow Load Ground Snow Load: 42.61 psf Design Snow (Sloped): 25 00 psf Snow Accumulation Factor 1.000 Snow Importance: 1 000 Ground Roof Conversion: 0.70 Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response S 1:50.90 %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 1 E 0.513 psf Entire 2 E 0.528 psf Entire 3 E 0.513 psf Entire 4 E 0.528 psf Entire A E 3 025 psf Entire A E 3.025 psf Entire Brc B E 3 025 psf Entire Frm B E 3.025 psf Entire Brc VPC File:CA0501694 010E1 vpc Applied to Frm Brc Frm Brc Frm Brc Frm Brc Frm Calculations Package State: Washington Built Up 89AISC Cold Form: OIAISI Rainfall: 4 00 inches per hour Frame Weight (assumed for seismic):2.50 psf Description Covering Weight 24 SSR Secondary Weight 2.17 Roof: A Covering Weight 24 SSR Roof: A Covering Weight 24 SSR Secondary Weight 2.17 Roof: B Covering Weight 24 SSR Roof: B Gust Factor 0.8949 Wind Importance Factor 1 000 Least Horiz. Dimension: 12/11/4 NOT Windbome Debris Region Parts Portions Zone Strip Width: 3/0/0 qz= 0.00256 (1 00) (100.00) ^2 (1.00) The 'Low Rise' Method is Used User Modified VPC Version .5.3b Country United States Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Thermal Category (Factor): Heated (1 00) Unobstructed, Slippery Roof Rain Surcharge: 0.00 Slope Reduction: 0.93 Slope Used: 9 462 2.000 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: 0.1551 Bracing Seismic Period: 0.0996 Seismic Period Height Used: 8/6/0 Design Spectral Response Sds: 0 8273 Design Spectral Response Sdl 0 4411 Date: 11/8/2005 Time: 12.3707 PM Page: 4 of 67 Description Seismic: Covering Weight 24 Panel Rib Secondary Weight 1 05 Wall: 1 Seismic: Covering Weight 24 Panel Rib Secondary Weight 1 12 Wall: 2 Seismic: Covering Weight 24 Panel Rib Secondary Weight 1 05 Wall: 3 Seismic: Covering Weight 24 Panel Rib Secondary Weight 1.12 Wall: 4 Seismic: Covering Weight 24 SSR Secondary Weight 2.17 (Includes 7 000 Collateral 2.500 Frame Weight) Roof: A Seismic: Covering Weight 24 SSR Secondary Weight 2.17 (Includes 7.000 Collateral 2.500 Frame Weight) Roof: A Seismic: Covering Weight 24 SSR Secondary Weight 2.17 (Includes 7.000 Collateral 2.500 Frame Weight) Roof: B Seismic: Covering Weight 24 SSR Secondary Weight 2.17 (Includes 7.000 Collateral 2.500 Frame Weight) Roof: B VP BUILDINGS VARCO- PRUDEN Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Deflection Limit Override H/180 Calculations Package Date: 11/8/2005 Time: 12.37 PM Page: 5 of 67 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations Framing No. Origin Factor Application Description 1 System 1 000 10D+ 1.0 CG 1.0 L D CG L 2 System 1.000 1.0 D 1.0 CG 1 0 S D CG S 3 System 1 000 10D+10 W1> D+ W1> 4 System 1 000 1.0 D 1.0 <W1 D <W 1 5 System 1 000 1.0 D 1.0 W2> D W2> 6 System 1 000 1 0 D 1.0 <W2 D <W2 7 System 1 000 1.0D +1000 +0.750L+0750W1> D +CO +L +W1> 8 System 1.000 1 0 D 1.0 CG 0 750 L 0.750 <WI D +CO +L <W1 9 System 1 000 10 D 1 0 CG 0 750 L 0 750 W2> D CG L W2> 10 System 1.000 1 0 D 1.0 CG 0.750 L 0.750 <W2 D CG L <W2 11 System 1.000 1.0 D 1.0 CG 0 750 S 0.750 W 1> D CO S W I> 12 System 1 000 1.0D+1 O CG 0 750 S+ 0.750 <W1 D CG S <W 1 13 System 1 000 1.0 D 1.0 CO 0.750 S 0.750 W2> D CG S W2> 14 System 1 000 1 0 D 1.0 CG 0.750 S 0.750 <W2 D CG S <W2 15 System 1.000 0.600D +10W1> D +W1> 16 System 1 000 0.600 D 1.0 <W1 D <W 1 17 System 1.000 0.600 D 1.0 W2> D W2> 18 System 1 000 0.600 D 1.0 <W2 D <W2 19 System 1 000 1 0 D 1.0 CG 0.700 E> 0 700 EG+ D CG E> EG+ 20 System 1.000 1.0 D 1 0 CO 0.700 <E 0 700 EG+ D CG <E EG+ 21 System 1.000 10D +1.000 +0750L +0.750E +0.750EG+ D +CG +L +E +EG+ 22 System 1 000 1.0 D 1 0 CO 0.750 L 0 750 <E 0.750 EG+ D +CG +L <E +EG+ 23 System 1.000 0.600 D 0.600 CG 0.700 E> 0 700 EG- D CG E> EG- 24 System 1.000 0.600 D 0 600 CG 0 700 <E 0 700 EG- D CG <E EG- 25 System 1.275 0.900 D 0.900 CG 1 0 E> 0.700 EG- D CG E> EG- 26 System 1.275 0.900 D 0.900 CG 1.0 <E 0.700 EG- D CG <E EG- 27 System 1.275 1.200 D 1.200 CG 0.200 S 1 0 E> 0.700 EG+ D CG S E> EG+ 28 System 1.275 1.200 D 1.200 CG 0.200 S 1.0 <E 0.700 EG+ D CG S <E EG+ 29 Special 1.275 0.900 D 0.900 CG 2.500 E> 1.0 EG- D CG E> EG- 30 Special 1.275 0.900 D 0.900 CG 2.500 <E 1 0 EG- D CO <E EG- 31 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 E> 1 0 EG+ D CG S E> EG+ 32 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 <E l 0 EG+ D CG S <E EG+ 33 AISC Special 1 700 0.900 D 0.900 CG D CG 34 AISC Special 1 700 0.900 D 0.900 CG D CG 35 AISC Special 1 700 1.200 D 1.200 CG 0.200 S D CG S 36 AISC Special 1 700 1.200 D 1.200 CG 0.200 S D CG S 37 System Derived 1.000 1.0 D 1 0 CG 0.210 E> 0.700 EG+ 0.700 EB> D CG E> EG+ EB> 38 System Derived 1 000 1.0 D 1 0 CG 0.210 <E 0.700 EG+ 0 700 EB> D CG <E EG+ EB> 39 System Derived 1.000 1.0 D 1 0 CG 0.750 L 0.225 E> 0.750 EG+ 0 750 EB> D+CG+L+E>+EG++EB> 40 System Derived 1.000 1.0 D 1 0 CG 0.750 L 0.225 <E 0.750 EG+ 0.750 EB> D+CG+L <E +EG++EB> 41 System Derived 1 000 0.600 D 0.600 CG 0.210 E> 0.700 EG- 0.700 EB> D CG E> EG- EB> 42 System Derived 1.000 0.600 D 0.600 CG 0.210 <E 0 700 EG- 0 700 EB> D CO <E EG- EB> 43 System Derived 1.275 0.900 D 0.900 CG 0.300 E> 0 700 EG- 1 0 EB> D CG E> EG- EB> 44 System Derived 1.275 0.900 D 0.900 CG 0.300 <E 0.700 EG- 1 0 EB> D CG <E EG- EB> 45 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.300 E> 0.700 EG+ 1 0 EB> D+CG+S +E>+EG++EB> 46 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.300 <E 0 700 EG+ 1 0 EB> D+CG+S <E +EG++EB> 47 Special 1.275 0.900 D 0.900 CG 2.500 EB> 1 0 EG- D CG EB> EG- 48 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 EB> 1 0 EG+ D CG S EB> EG+ 49 System Derived 1.000 1.0 D 1 0 CG 0.210 E> 0 700 EG+ 0 700 <EB D CG E> EG+ <EB 50 System Derived 1 000 1.0 D 1 0 CG 0.210 <E 0.700 EG+ 0 700 <EB D CG <E EG+ <EB 51 System Derived 1.000 1.0 D 1 0 CG 0 750 L 0.225 E> 0.750 EG+ 0.750 <EB D+CG +L +E +EG++ <EB 52 System Derived 1.000 1.0 D 1.0 CG 0 750 L 0.225 <E 0.750 EG+ 0.750 <EB D+CG+L +<E +EG I I <EB 53 System Derived 1 000 0.600 D 0.600 CG 0.210 E> 0.700 EG- 0.700 <EB D CG E> EG- <EB 54 System Derived 1.000 0.600 D 0.600 CG 0.210 <E 0 700 EG- 0.700 <EB D CG <E EG- <EB 55 System Derived 1.275 0.900 D 0.900 CG 0.300 E> 0 700 EG- 1 0 <EB D CG E> EG- <EB 56 System Derived 1.275 0.900 D 0.900 CG 0.300 <E 0.700 EG- 1 0 <EB D CG <E EG- <EB VPC File:CA0501694 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN 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 Design Load Combinations Bracing No. I Origin Factor 1 System 1.000 2 System 1 000 3 System 1.275 4 System 1.275 5 System 1.000 6 System 1.000 7 System 1 000 8 System 1.000 9 System 1.000 10 System 1.000 11 System 1.000 12 System 1 000 Desig i Load Combinations Purlin No. Origin Factor 1 System 1 000 2 System 1 000 3 System 1.000 4 System 1.000 5 System 1 000 6 System 1.000 7 System 1 000 8 System Derived 1.275 9 System Derived 1.275 10 System Derived 1.275 11 System Derived 1.275 12 System Derived 1.000 13 System Derived 1.000 14 System Derived 1.000 VPC File:CA0501694 010E1 vpc 0.700 E> 0.700 <E 1 0 E> 1.0 <E 1 0 WPAI 1 0 WPDI 1.0 WPA2 1 0 WPD2 1 0 WPBI I 0 WPC I 1 0 WPB2 1 0 WPC2 Calculations Package 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+ 1OD +10WPAI l OD +1.0CG+0750L +0750WPA1 10D +1.000 +07505 +0750WPAI 0.600 D 1 0 WPAI I OD+ 1 OWPD1 1.0D +1 OCG +0750L +0750WPDI 10D +1 OCG+0750S +0750WPDI 0600D +10WPDI 1 0 D 1 0 WPA2 1 0D+ 1.0 CG 0 750 L 0 750 WPA2 10D+10 CG 0 750 S+0.750 WPA2 0.600 D 1 0 WPA2 1 0 D 1 0 WPD2 10D+10 CG 0750L+ 0.750 WPD2 1 0 D 1.0 CO 0 750 S 0.750 WPD2 0.600 D 1 0 WPD2 IOD +1OWPB1 1 0 D 1.0 CO 0 750 L 0 750 WPBI 1.0 D+ 10 CO +07505+ 0.750 WPB1 0.600 D 1 0 WPBI 1.OD +1.OWPC1 10D +1000 +0750L +0.750WPC1 10D +10CG +0750S +0750WPCI 0.600 D 1 0 WPC1 1 0 D I 0 WPB2 10 D+ 1.00G +0750L +0750 WPB2 1.0 D 1 0 CO 0.750 S 0.750 WPB2 0 600 D l O WPB2 1 0 D 1 0 WPC2 1.0D+10 CG+ 0750L+ 0750 WPC2 1 0 D+ 1 0 CO +-0 750 S+ 0.750 WPC2 0 600 D+ 1 0 WPC2 Application Application 1.0D +1.0CG +105 10D +10 W1> IOD +1.0<W2 0.600D +IOW1> 0.600 D 1 0 <W2 l OD +I.00G +0.7505 +0.750W1> 1.0D+ I O CG 0 750 S+0.750 <W2 1.200 D 1.200 CG 0.200 S 1 0 EB> 0 700 EG+ 0.900 D 0.900 CG 1.0 EB> 0.700 EG- 1.200 D 1.200 CG 0.200 S 1.0 <EB 0 700 EG+ 0.900 D 0.900 CG 1.0 <EB 0 700 EG- 1.OD +IOWPAI 0.600 D 1.0 WPA1 1.0 D 1.0 CG 0.750 S 0.750 WPAI VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 6 of 67 D +CG+S +E>+EG++ <EB D+CG+S <E +EG++ <EB D CO <EB EG- D CO S <EB EG+ D WPAI D +CG+L +WPAI D +CG+S +WPAI D +WPAI D WPD1 D +CG +L +WPDI D +CG +S +WPDI D WPDI D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 D CG S WPD2 D WPD2 D WPB I D +CG +L +WPBI D +CG +S +WPBI D WPBI D WPCI D +CG +L+ WPCI D +CG +S +WPCI D WPCI D WPB2 D CG L WPB2 D CG S WPB2 D WPB2 D WPC2 D CG L WPC2 D +CG +S+ WPC2 D WPC2 E> <E E> <E WPAI WPDI WPA2 WPD2 WPBI WPC I WPB2 WPC2 Description Description D +CO +S D Wl> D <W2 D +Wl> D <W2 D +CG +S +WI> D +CG +S +<W2 D CO S EB> EG+ D CO EB> EG- D CG S <EB EG+ D CG <EB EG- D WPAI D+ WPAI D +CG +S +WPAI VP BUILDINGS VARCO.PRUDEN Calculations Package 15 System Derived 1 000 1.0 D 1.0 WPDI 16 System Derived 1 000 0.600 D+ 1 0 WPDI 17 System Derived 1 000 1 0 D 1.0 CG 0 750 S 0.750 WPDI 18 System Derived 1.000 1.0 D 1 0 WPA2 19 System Derived 1 000 0.600 D 1 0 WPA2 20 System Derived 1.000 1 0 D 1 0 CG 0 750 S 0.750 WPA2 21 System Derived 1 000 1.0 D 1.0 WPD2 22 System Derived 1.000 0.600 D 1 0 WPD2 23 System Derived 1.000 I 0 D 1 0 CG 0.750 S 0.750 WPD2 24 System Derived 1 000 1 0 D 1 0 WPB1 25 System Derived 1 000 0.600 D 1 0 WPB1 26 System Derived 1 000 1 0 D I 0 CG 0.750 S 0.750 WPB1 27 System Derived 1 000 1 0 D 1 0 WPC 1 28 System Derived 1.000 0 600 D 1 0 WPC1 29 System Derived 1 000 1.0 D I 0 CG 0 750 S 0.750 WPC 1 30 System Derived 1 000 10 D 1 0 WPB2 31 System Derived 1 000 0 600 D 1 0 WPB2 32 System Derived 1.000 I 0 D 1 0 CG 0.750 S 0.750 WPB2 33 System Derived 1 000 1.0 D 1 0 WPC2 34 System Derived 1 000 0.600 D 1 0 WPC2 35 System Derived 1.000 1 0 D 1 0 CG 0.750 S 0.750 WPC2 Design Load Combinations Girt I No. I Origin I Factor 1 System 1.000 +1 0 Wl> 2 System I 1 000 11 0 <W2 Design Load Combinations Roof Panel I No. I Origin I Factor I 1 System 1.000 1 0 D+ 1 0 S 2 System 1 000 1 0 D 1 0 WI> 3 System 1 000 1 0 D 1.0 <W2 Application Application D+ WPDI D WPDI D +CG +S+ WPDI D WPA2 D WPA2 D CG S WPA2 D WPD2 D WPD2 D CG S WPD2 D +WPB1 D +WPB1 D +CG +S+ WPB1 D +WPCI D WPCI D +CG +S +WPC1 D WPB2 D WPB2 D CG S WPB2 D WPC2 D WPC2 D CG S WPC2 I WI> <W2 D +S D +W1> D <W2 Design Load Combinations Wall Panel I No. I Origin I Factor I Application 1 System 1 000 1 0 W1> IW1> 2 System I 1 000 11.0 <W2 Deflection Load Combinations Framing No. Origin Factor Def H Def V Application System 1 000 0 180 1.0 L 2 System 1.000 0 180 1.0 S 3 System 1 000 0 180 0.700 W 1> 4 System 1 000 0 180 0 700 <W1 5 System 1 000 0 180 0 700 W2> 6 System 1.000 0 180 0 700 <W2 7 System Derived 1 000 0 180 0.700 WPA1 8 System Derived 1.000 0 180 0 700 WPD1 9 System Derived 1 000 0 180 0 700 WPA2 10 System Derived 1 000 0 180 0 700 WPD2 11 System Derived 1 000 0 180 0 700 WPB1 12 System Derived 1 000 0 180 0 700 WPCI 13 System Derived 1 000 0 180 0.700 WPB2 14 System Derived 1.000 0 180 0 700 WPC2 15 System 1 000 60 0 0.700 WI> 16 System 1 000 60 0 0.700 <WI 17 System 1 000 60 0 0 700 W2> 18 System 1.000 60 0 0 700 <W2 19 System Derived 1 000 60 0 0 700 WPAI 20 System Derived 1 000 60 0 0.700 WPDI 21 System Derived 1 000 60 0 0.700 WPA2 22 System Derived 1 000 60 0 0.700 WPD2 23 System Derived 1 000 60 0 0 700 WPB I 24 System Derived 1.000 60 0 0 700 WPCI 25 System Derived 1 000 60 0 0 700 WPB2 26 System Derived 1.000 60 0 0.700 WPC2 27 System 1.000 60 0 0.600 E> 0.700 EG- 28 System 1.000 60 0 0.600 <E 0.700 EG- I S W 1> <WI W2> <W2 WPA1 WPDI WPA2 WPD2 WPB1 WPCI WPB2 WPC2 W 1> <WI W2> <W2 WPAI WPDI WPA2 WPD2 WPBI WPC 1 WPB2 WPC2 E> EG- <E EG- VPC File:CA0501694 -01 OE1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 7 of 67 Description Description Description Description VP BUILDINGS VAR CO. MU DEN 29 System Derived 1.000 30 System Derived 1 000 Deflection Load Combinations No. I Origin I Factor 1 I 1 System 1 1000 Deflection Load Combinations I No. I Origin I Factor I 1 System 1000 2 I System 1 1 000 Deflection Load Combinations I No. I Origin I Factor 1 1 1 System I 1.000 VPC File:CA0501694 010E1 vpc 60 0 10.600 <EB Purlin I Deflection I 1 150 11 0 S Girt I Deflection I 180 180 Roof Panel IDefHIDefVI 1 150 I 150 I1 0 S 0.700 Wi> 0 700 <W2 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 *US 1 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,11 Ridge, Right WPA1 Wind Parallel Ref A, Case 1 WPB1 Wind Parallel Ref B, Case 1 WPCI Wind Parallel Ref C, Case 1 WPDI Wind Parallel Ref D Case 1 WBI> Wind Brace Reaction, Case 1, Right WB2> Wind Brace Reaction, Case 2, Right WB3> Wind Brace Reaction, Case 3, Right WB4> Wind Brace Reaction, Case 4, Right WB5> Wind Brace Reaction, Case 5, Right WB6> Wind Brace Reaction, Case 6, Right E Seismic Load <E Seismic Load, Left EG+ Vertical Seismic Effect, Additive EB> Seismic Brace Reaction, Right FL Floor Live Load *FL Alternate Span Floor Live Load, Shifted Left AL Auxiliary Live Load *AL> Auxiliary Live Load, Right, Left *AL Auxiliary Live Load, Left, Left *AL Aux Live, Left *AL >(1) Auxiliary Live Load, Right, Left, Aisle 1 *AL(I) Auxiliary Live Load, Left, Left, Aisle 1 *AL(1) Aux Live, Left, Aisle 1 *AL >(2) Auxiliary Live Load, Right, Left, Aisle 2 *AL(2) Auxiliary Live Load, Left, Left, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 *AL(3) Auxiliary Live Load, Left, Left, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 *AL >(4) Auxiliary Live Load, Right, Left, Aisle 4 *AL(4) Auxiliary Live Load, Left, Left, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 *AL >(5) Auxiliary Live Load, Right, Left, Aisle 5 Calculations Package Application Application Application C CU ASLA PL2 US1* US2* SD RS PHI PH2 W 1> W2> W3> W4> W5> W6> WP WPL WPA2 WPB2 WPC2 WPD2 <WB I <WB2 <WB3 <WB4 <WB5 <WB6 E> EG EG- <EB FL* FD AL <AL* AL* AL >(1) <AL *(1) AL *(1) AL >(2) <AL *(2) AL *(2) AL >(3) <AL *(3) AL *(3) AL >(4) <AL *(4) AL *(4) AL >(5) <AL *(5) IEB> <EB IS 1 I W1> <W2 IS Date: 11/8/2005 Time: 12.37 PM Page: 8 of 67 Description Description Description Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Unbalanced Snow Load 1, Shifted Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Rain Surcharge Load Partial Load, Half, 1 Span Partial Load, Half, 2 Spans Wind Load, Case 1, Right Wind Load, Case 2, Right 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,11 Ridge, Left Wind Parallel Ref A, Case 2 Wind Parallel Ref B, Case 2 Wind Parallel Ref C, Case 2 Wind Parallel Ref D Case 2 Wind Brace Reaction, Case 1 Left Wind Brace Reaction, Case 2, Left Wind Brace Reaction, Case 3, Left Wind Brace Reaction, Case 4, Left Wind Brace Reaction, Case 5 Left Wind Brace Reaction, Case 6, Left Seismic Load, Right Vertical Seismic Effect Vertical Seismic Effect, Subtractive Seismic Brace Reaction, Left 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 VPC Version .5.3b VP BUILDINGS VARCO-PRUDEN *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:CA0501694 010E1 vpc 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 Calculations Package AL *(5) ALB <ALB <WALB <ALB(1) <WALB(1) <ALB(2) <WALB(2) <ALB(3) <WALB(3) <ALB(4) <WALB(4) <ALB(5) <WALB(5) AD U1 U3 U5 U7 U9 UB1 UB3 UB5 UB7 UB9 T Date: 11/8/2005 Time: 12.3707 PM Page: 9 of 67 Aux Live, Right, Aisle 5 Aux Live Bracing Reaction Aux Live Bracing Reaction, Left Wind, Aux Live Bracing Reaction, Left Aux Live Bracing Reaction, Left, Aisle 1 Wind, Aux Live Bracing Reaction, Left, Aisle 1 Aux Live Bracing Reaction, Left, Aisle 2 Wind, Aux Live Bracing Reaction, Left, Aisle 2 Aux Live Bracing Reaction, Left, Aisle 3 Wind, Aux Live Bracing Reaction, Left, Aisle 3 Aux Live Bracing Reaction, Left, Aisle 4 Wind, Aux Live Bracing Reaction, Left, Aisle 4 Aux Live Bracing Reaction, Left, Aisle 5 Wind, Aux Live Bracing Reaction, Left, Aisle 5 Auxiliary Dead Load User Defined Load I 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 .5.3b VP BUILDINGS VARCO.P R UO EN Calculations Package 1R' -Z 1 /d' H'_(Y, 2 4 VPC File -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 10 of 67 co VP BUILDINGS VARCO. P RUC EN Reactions- Expanded Report Shape: Scale House Builder Contact: Ryan Grouws Name: CHG Building Systems, Inc. Address: 1120 SW 16th, Suite A -4 City State Zip Renton, Washington Country United States Loads and Codes Shape: Scale House City- Port Angeles County. Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity 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 Enclosed Wind Importance Factor 1 000 Topographic Factor 1 0000 NOT Windbome Debris Region Base Elevation. 0/0/0 Primary Zone Strip Width: 6/0/0 Parts Portions Zone Strip Width: 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 ^ASL Alternate Span Live Load, Shifted Left S Snow Load *US I Unbalanced Snow Load I Shifted Left *US2 Unbalanced Snow Load 2, Shifted Left SS Sliding Snow Load PFI Partial Load, Full, 1 Span PF2 Partial Load, Full, 2 Spans W Wind Load <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 I WPBI Wind Parallel Ref B, Case 1 WPCI Wind Parallel Ref C, Case I WPDI Wind Parallel Ref D, Case 1 WBI> Wind Brace Reaction, Case 1, Right WB2> Wind Brace Reaction, Case 2, Right WB3> Wind Brace Reaction, Case 3, Right WB4> Wind Brace Reaction, Case 4, Right WB5> Wind Brace Reaction, Case 5 Right VPC File:CA0501694 -010E1 vpc Calculations Package 98055 City State Zip Port Angeles, Washington 98363 County Country Clallam, United States State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: 3.30 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: 42.61 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 PO 15226 Jobsite: 3501 West 18th Street 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. C CU ASL^ PL2 US I* US2* SD RS PHI PH2 WI> W2> W3> W4> W5> W6> WP WPL WPA2 WPB2 WPC2 WPD2 <WB I <WB2 <WB3 <WB4 <WB5 Live Load Live Load: 20.00 psf Reducible Seismic Load Mapped Spectral Response Ss:I24 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 1551 Bracing Seismic Period: 0.0996 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 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, 1 Span Partial Load, Half, 2 Spans Wind Load, Case 1, Right Wind Load, Case 2, Right Wind Load, Case 3, Right Wind Load, Case 4, Right Wind Load, Case 5 Right Wind Load, Case 6, Right Wind Load, Parallel to Ridge Wind Load, II Ridge, Left Wind Parallel Ref A, Case 2 Wind Parallel Ref B, Case 2 Wind Parallel Ref C, Case 2 Wind Parallel Ref D Case 2 Wind Brace Reaction, Case 1 Left Wind Brace Reaction, Case 2, Left Wind Brace Reaction, Case 3, Left Wind Brace Reaction, Case 4, Left Wind Brace Reaction, Case 5 Left VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 11 of 67 Country. United States Rainfall: 4 00 inches per hour Allow Overstress: Frm. 1 03 Sec: 1 03 Brc: 1 03 VP BUILDINGS VARCO- PRUDEN WB6> E <E EG+ EB> FL *FL AL *AL> *AL *AL AL *AL(1) AL( 1 AL *AL(2) *AL(2) *AL >(3) *AL(3) AL( 3 AL *AL(4) A-( 4 *AL *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:CA0501694 -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 I 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 Calculations Package <WB6 E> EG EG- <EB FL* FD AL <AL* AL* AL >(l <AL *(1) AL *(1) AL >(2) <AL *(2) AL *(2) AL >(3) <AL *(3) AL *(3) AL >(4) <AL *(4) AL *(4) AL >(5) <AL *(5) AL *(5) ALB <ALB <WALB <ALB(1) <WALB(1) <ALB(2) <WALB(2) <ALB(3) <WALB(3) <ALB(4) <WALB(4) <ALB(5) <WALB(5) AD U1 U3 U5 U7 U9 UBI UB3 UB5 UB7 UB9 T Date: 11/8/2005 Time: 12.37'07 PM Page: 12 of 67 Wind Brace Reaction, Case 6, Left Seismic Load, Right Vertical Seismic Effect Vertical Seismic Effect, Subtractive Seismic Brace Reaction, Left Altemate Span Floor Live Load, Shifted Right Floor Dead Load Auxiliary Live Load, Right, Right Auxiliary Live Load, Left, Right Aux Live, Right Auxiliary Live Load, Right, Right, Aisle 1 Auxiliary Live Load, Left, Right, Aisle 1 Aux Live, Right, Aisle 1 Auxiliary Live Load, Right, Right, Aisle 2 Auxiliary Live Load, Left, Right, Aisle 2 Aux Live, Right, Aisle 2 Auxiliary Live Load, Right, Right, Aisle 3 Auxiliary Live Load, Left, Right, Aisle 3 Aux Live, Right, Aisle 3 Auxiliary Live Load, Right, Right, Aisle 4 Auxiliary Live Load, Left, Right, Aisle 4 Aux Live, Right, Aisle 4 Auxiliary Live Load, Right, Right, Aisle 5 Auxiliary Live Load, Left, Right, Aisle 5 Aux Live, Right, Aisle 5 Aux Live Bracing Reaction Aux Live Bracing Reaction, Left Wind, Aux Live Bracing Reaction, Left Aux Live Bracing Reaction, Left, Aisle 1 Wind, Aux Live Bracing Reaction, Left, Aisle 1 Aux Live Bracing Reaction, Left, Aisle 2 Wind, Aux Live Bracing Reaction, Left, Aisle 2 Aux Live Bracing Reaction, Left, Aisle 3 Wind, Aux Live Bracing Reaction, Left, Aisle 3 Aux Live Bracing Reaction, Left, Aisle 4 Wind, Aux Live Bracing Reaction, Left, Aisle 4 Aux Live Bracing Reaction, Left, Aisle 5 Wind, Aux Live Bracing Reaction, Left, Aisle 5 Auxiliary Dead Load User Defined Load 1 User Defined Load 3 User Defined Load 5 User Defined Load 7 User Defined Load 9 User Brace Reaction 1 User Brace Reaction 3 User Brace Reaction .5 User Brace Reaction 7 User Brace Reaction 9 Temperature Load VPC Version .5.3b VP BUILDINGS VARCO.PRUDEN Overall Building Description Shape I Overall I Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof M. Roof Peak Width Length I (sq. ft.) I (sq ft.) I (sq ft.) I Height I Height 2 I in Pitch I Pitch Height Scale House I 12/11/4 I 34/11/4 I 452 I 828 I 458 I 8/6/0 I 8/6/0 I 2.000 12 I 2.000 I 9/6/15 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 A I B I 1 -A I 1 -B I 12/11/4 I 34/11/4 I 8/6/0 I 8/6/0 I 2.000 2.000 6/5/10 I 9/6/15 Calculations Package I, a'.1 ve' Lit 2 4 VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 13 of 67 VP BUILDINGS VARCO PRUDEN Wall. 2 (Grid.A L'J Calculations Package Date: 11/8/2005 Time: 12.37 PM Page: 14 of 67 V 1 R'_3 1 /4' Y Portal Brace reactions ARE included with frame reactions. See respective frame cross sections for reactions. VPC File:CA0501694 -010E1 vpc VPC Version .5.3b VP BUILDINGS VANCO.PRUDEN Wall: 4 Grid B) lJ Vy Calculations Package v Date: 11/8/2005 Time: 12.3707 PM Page: 15 of 67 I• Vy Vy "Hx Hx Hx +R'_1 1 0„1, 1 "I "I 1 1 Portal Brace reactions ARE included with frame reactions. See respective frame cross sections for reactions. VPC File:CA0501694 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN Wall: 4, Frame at: 1/0/0 Design Load Combinations Framing No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 37 38 39 40 41 42 43 44 45 46 49 50 51 52 53 54 55 56 57 58 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 Origin System System System System System System System System System System System System System System System System System System System System System System System System System System System System System 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 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 I.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:CA0501694 -010E1 vpc Calculations Package Application 1.OD +10CG +10L 1OD +10CG +1.0S 10D +l0WI> 1OD +1.0<Wl 1.OD +1.0W2> 1 0 D 1 0 <W2 1.0D+ 1 0CG +0750L +0750 W1> 10D+ 10 CG+0750L+ 0.750 <W1 1 0D +1 0CG +0750L +0750 W2> 10 D+1 0CG+0750L +0750 <W2 1.0 D 1 0 CG 0 750 S 0.750 WI> 1 OD +1.0CG +0750S +0750 <W1 100+1 O CG 0 750 S+0.750 W2> 10D+ 1.0CG+ 0750S+ 0.750 <W2 0.600 D+ 1.0W1> 0.600D +10 <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+ 10 D+ 1 OCG +0700 <E +0700EG+ 1 0 D 1.0 CG 0 750 L 0.750 E> 0.750 EG+ 1 OD +I.00G +0.750L +0750 <E +0.750EG+ 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 CO 1.0 E> 0 700 EG- 0.900 D 0.900 CO 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+ 10 D+ 1 OCG+0.210E +0700EG +0700EB> 1.0 D+ 1.0 CG +0.210 <E+ 0 700 EG+ 0 700 EB> I.OD +1 0CG +0750L +0.225E +0750EG-f +0.750EB> 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 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 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.OD +10CG +0.210E +0700EG+ +0700 <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 EG+ 1 0 <EB 1.OD +IOWPAI 10D+ 10 CG+ 0750L+ 0750 WPAI 10D+1.0 CG+ 0750S+ 0.750 WPAI 0.600 D 1.0 WPAI 1.OD+10WPDI 10 D+1.0 CG+ 0.750L+ 0750 WPDI 1.0 D +1.00G +0750 S+ 0750 WPD1 0.600D +10WPDI 10D +1.OWPA2 1.0 D 1.0 CG 0 750 L 0 750 WPA2 10 D+ 1 0 CG 0 750 S+0.750 WPA2 0.600 D 1.0 WPA2 1.OD +1.OWPD2 1.0 D+ 10 CG 0.750 L 0 750 WPD2 1.0 D 1.0 CG 0.750 S 0.750 WPD2 0.600 D I 0 WPD2 I.OD +10WPB1 VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 16 of 67 Description D CG L D CG S D +W1> D <W1 D W2> D <W2 D +CO +L +WI> D +CO +L <W1 D +CG +L +W2> D +CO +L <W2 D +CO +S +W1> D+CO +S <W1 D +CG +S +W2> D +CO +S +<W2 D +Wl> D <W1 D W2> D <W2 D +CO +E +EG+ D CO <E EG+ D +CO +L +E +EG+ D +CO +L <E +EG+ D CO E> EG- D CO <E EG- D CO E> EG- D CO <E EG- D CO S E> EG+ D +CO +S <E +EG+ D CG E> EG+ EB> D +CO <E +EG+ +EB> D+CG+L +E>+EG++EB> D +CG +L <E +EG++EB> D +CG +E EG- +EB> D +CG <E +EG +EB> D CG E> EG- EB> D CO <E EG- EB> D +CG+S +E>+EG++EB> D +CG +S <E +EG++EB> D CO E> EG+ <EB D CO <E EG+ <EB D +CG+L +E>+EG-H <EB D+CG+L+<E +EG++ <EB D CO E> EG- <EB D CO <E EG- <EB D +CG +E +EG <EB D CO <E EG- <EB D+CG+S+E>+EG I I <EB D +CG +S <E +EG++ <EB D WPAI D +CG +L +WPAI D CG S WPAI D+ WPAI D WPDI D+CG+L+ WPDI D +CG +S +WPDI D WPDI D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 D CG S WPD2 D WPD2 D +WPB1 VP BUILDINGS VARCO.PRUDEN Calculations Package 78 System Derived 1 000 1.0 D 1 0 CG 0 750 L 0 750 WPB 1 79 System Derived 1.000 1.0 D 1 0 CG 0 750 S 0.750 WPB 1 80 System Derived 1 000 0.600 D 1 0 WPB 1 81 System Derived 1 000 1 0 D 1 0 WPC1 82 System Derived 1.000 1.0 D 1 0 CG 0 750 L 0 750 WPC1 83 System Derived 1.000 1.0 D 1.0 CG 0 750 S 0.750 WPC 1 84 System Derived 1 000 0.600 D+ 1 0 WPCI 85 System Derived 1 000 1.0 D 1 0 WPB2 86 System Derived 1.000 1.0 D 1.0 CG 0 750 L 0 750 WPB2 87 System Derived 1 000 1 0 D I 0 CG 0.750 S 0.750 WPB2 88 System Derived 1 000 0.600 D 1 0 WPB2 89 System Derived 1 000 1 0 D 1.0 WPC2 90 System Derived 1 000 1.0 D 1 0 CG 0.750 L 0.750 WPC2 91 System Derived 1.000 1.0 D 1 0 CG 0 750 S 0 750 WPC2 92 System Derived 1.000 0.600 D 1 0 WPC2 VPC File•CA0501694 010E1 vpc VPC Version .5.3b D +CG +L +WPB1 D +CG +S +WPBI D WPBI D WPC1 D +CG +L +WPC1 D +CG +S +WPC1 D WPC1 D WPB2 D CG L WPB2 D CG S WPB2 D WPB2 D WPC2 D CG L WPC2 D CG S WPC2 D WPC2 Date: 11/8/2005 Time: 12.3707 PM Page: 17 of 67 VP BUILDINGS VARCO.PRUDEN LdI I Cs I 1 2 3 4 Wall: 4, Frame at: 1/0/0 Frame ID:end RF L S W1> <W1 W2> <W2 E> EG+ <E EG- EB> <EB WPAI WPD1 WPA2 WPD2 WPBI WPC 1 WPB2 WPC2 X -Loc Gridl Grid2 Description (application factor not shown) D CG L D CG S D +W1> D <WI VPC Fi1e•CA0501694 010E1 vpc 0/0/0 1 -B Hx I (k) I 0.24 0.28 1 11 1.02 Calculations Package Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: 1 Type Exterior Column X -Loc 0/0/0 Gridl Grid2 1 -B Base Plate W x L (in.) 8 x 10 Base Plate Thickness (in.) 0.375 Anchor Bolt Qty/Diam. (in.) 4 9,756 j I Column Base Elev 101' -0' Load Type Desc. Hx Vy D Frm 0 03 0.32 CG Frm 0.05 0 42 Frm 0.15 1.21 Frm 0.19 1.51 Frm 1 14 2.19 Frm 0.98 -0.33 Frm 1.35 1 71 Frm 0.77 0.16 Frm -0.23 -0.32 Frm 0.02 0 13 Frm 0.23 0.32 Frm -0 02 -0.13 Brc Brc Brc 0.34 1.50 Brc 0.37 107 Brc 0 13 1 01 Brc 0.16 -0.59 Brc 0.26 1.33 Brc 0.32 -0.98 Brc 0.05 -0.84 Brc 0 11 -0 49 Frame Reactions Load Cases at Frame Cross Section: 1 Vy (k) 1.95 2.26 1.88 -0 01 +7-11 IM Exterior Column 12/11/4 1 -A 8 x 10 0.375 4 0...7-50 100' -0' Hx Vy -0 03 -0 05 -0.15 -0 19 -0.98 1 14 -0 77 1.35 -0.23 -0.02 0.23 0 02 -0.26 -0.32 -0.05 -0 11 -0.34 -0.37 -0 13 -0.16 Frame Type:Rigid Frame 0.32 0 42 1.21 1.51 -0.33 2.19 0 16 1 71 0.32 0.13 -0.32 -0 13 1.33 -0.98 -0.84 -0.49 1.50 1 07 1 01 -0.59 12/11/4 1 -A Hx I Vy (k) I (k) -0.24 1.95 -0.28 2.26 1 02 -0.01 1 11 1.88 Vy VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 18 of 67 VP BUILDINGS VARCO.PRUOEN 5 D W2> 6 D <W2 7 D +CG +L +W1> 8 D +CG +L <W1 9 D +CG +L +W2> 10 D +CG +L +<W2 11 D +CG +S +W1> 12 D +CG +S <W1 13 D +CG +S +W2> 14 D +CG +S <W2 15 D +W1> 16 D +<W1 17 D W2> 18 D <W2 19 D +CG +E +EG+ 20 D +CG <E +EG+ 21 D +CG +L +E +EG+ 22 D +CG +L <E +EG+ 23 D +CG +E +EG- 24 D +CG <E +EG- 25 D +CG +E +EG- 26 D +CG +<E +EG- 27 D+CG +S +E +EG+ 28 D +CG +S <E +EG+ 37 D +CG +E +EG+ +EB> 38 D +CG +<E +EG +EB> 39 D +CG +L +E +EG++EB> 40 D+CG+L+ <E +EG+ +EB> 41 D +CG +E +EG +EB> 42 D +CG <E +EG +EB> 43 D +CG +E +EG +EB> 44 D +CG +<E +EG +EB> 45 D+CG +S +E +EG+ +EB> 46 D+CG +S +<E +EG++EB> 49 D +CG +E +EG+ +<EB 50 D +CG <E +EG <EB 51 D +CG +L +E>+EG +<EB 52 D+CG+L+<E+EG-H-<EB 53 D +CG +E +EG <EB 54 D +CG +<E +EG +<EB 55 D +CG +E +EG <EB 56 D +CG +<E +EG <EB 57 D+CG+S +E>+EG++<EB 58 D+CG +S <E +EG+ +<EB 61 D +WPAI 62 D +CG +L +WPA1 63 D +CG +S +WPAI 64 D +WPAI 65 D +WPDI 66 D +CG +L +WPDI 67 D +CG +S +WPDI 68 D +WPDI 69 D WPA2 70 D+CG +L +WPA2 71 D +CG +S +WPA2 72 D WPA2 73 D +WPD2 74 D +CG +L +WPD2 75 D +CG +S +WPD2 76 D WPD2 77 D+ WPB1 78 D +CG +L +WPB1 79 D +CG +S +WPBI 80 D +WPB 1 81 D +WPC1 82 D +CG +L +WPC1 83 D +CG +S +WPCI 84 D +WPC1 85 D WPB2 Calculations Package 1.32 1.39 -0.81 0 48 0.81 0 48 1.32 1.39 -0.66 0 01 -0.94 1 41 0.94 141 0.66 0.01 -0.81 0.37 -0.78 177 0 78 1 77 0.81 0.37 -0 63 0.23 -0.97 1.63 0.97 163 0.63 0.23 -0 79 0.60 -0.81 2.00 0.81 2.00 0 79 0.60 1 12 2.00 1 00 -0 14 1 00 -0 14 1 12 2.00 1.33 1.52 -0.79 0.35 0 79 0.35 1.33 1.52 -0.06 0.61 -0.26 1.06 0.26 1 06 0.06 0 61 0 04 1.51 -0.38 1.99 0.38 1.99 -0 04 1.51 -0.12 0.13 -0.20 0.58 0.20 0.58 0 12 0.13 -0.16 0.26 -0.29 0.90 0.29 0.90 0.16 0.26 -0 07 0.96 -0.38 1 60 0.38 1.60 0.07 0.96 0.05 0 77 -0 14 0.90 014 0.90 -005 077 0 16 1 68 -0.26 1.82 0.26 1.82 -0 16 1.68 -0 01 0.29 -0 09 0.42 0.09 0 42 0.01 0.29 -0.00 0 48 -0.13 0.68 0.13 0.68 0.00 0 48 0 09 1 19 -0.22 1.38 0.22 1.38 -0.09 1 19 0.05 0 77 -0 14 0.90 0.14 0.90 -0.05 0.77 0 16 1.68 -0.26 1.82 0.26 1.82 -0 16 1.68 -0 01 0.29 -0 09 0 42 0 09 0 42 0.01 0.29 -0.00 0 48 -0 13 0.68 013 0.68 0.00 0.48 0.09 1 19 -0.22 1.38 0.22 1.38 -0 09 119 0.37 1 18 -0.29 1 01 0.45 0.52 -0.39 0.66 0.48 0 75 -0 42 0.88 0.36 1.31 -0.28 1 13 0 40 -0 75 -0.36 -0.66 0.48 0.85 -0 44 0.92 0.50 1 07 -0.47 1 15 0.39 -0.88 -0.34 -0.78 0 16 -0.70 -0 08 -0.52 0.29 0.89 -0.24 102 0.32 1 12 -0.26 1.25 015 -0.82 -0.07 -0.65 019 -0.27 -015 -0.17 0.32 1.21 -0.29 1.29 0.35 1 44 -0.31 1.51 018 -0.39 -013 -0.30 0.29 1 01 -0.37 1 18 0.39 0.66 -0 45 0.52 0 42 0.88 -0.48 0.75 0.28 113 -0.36 1.31 0.36 -0 66 -0 40 -0.75 0 44 0.92 -0 48 0.85 0 47 1 15 -0.50 1.07 0.34 -0.78 -0.39 -0.88 0.08 -0.52 -0 16 -0 70 VPC File:CA0501694 -01 OE1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 19 of 67 VP BUILDINGS VARCO.PRUDEN Calculations Package 86 D CG L WPB2 0.24 1 02 -0.29 0.89 87 D CG S +WPB2 0.26 1.25 -0.32 1 12 88 D WPB2 0 07 -0 65 -0.15 -0.82 89 D WPC2 0 15 -0 17 -0 19 -0.27 90 D CG L +WPC2 0.29 1.29 -0.32 1.21 91 D CG S +WPC2 0.31 1.51 -0.35 1 44 92 D WPC2 0 13 -0.30 -0.18 -0.39 VPC File:CA0501694 010E1 vpc VPC Version .5.3b 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) 2.26 2.00 15 1 1 -A I 1.02 3 I 1.33 18 2.00 16 2.26 12 Date: 11/8/2005 Time: 12.37 PM Page: 20 of 67 VP BUILDINGS VARCO- PRUDEN Wall. 4, Frame at: 17/8/0 Frame ID:Rigid Frame Values shown are resisting forces of the Reactions Load Type at Frame Cro s Type X -Loc Grid 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 Wl> Frm <W1 Frm W2> Frm <W2 Frm E> Frm EG+ Frm <E Frm EG- Frm EB> Brc <EB Brc WPA1 Brc WPD1 Brc WPA2 Brc WPD2 Brc WPBI Brc WPCI Brc WPB2 Brc WPC2 Brc Frame Reactions Load Cases at Frame Cross Section: 2 X -Loc I 0/0/0 I Gridl Grid2 I 2 -B I Ld I Description I Hx I Hz I Cs I (application factor not shown) I (k) I (k) 1 D +CG +L 0.41 2 D +CG +S 0.48 3 D W 1> 1.56 4 D+<W1 1.51 VPC File:CA0501694 -010E1 vpc a foundation. Section: 2 Exterior Column 0/0/0 2 -B 8 x 10 0.375 4 D.750" I 100' -0' Hx Hz Vy 0.05 0 47 0.09 0 75 0.26 2.10 0.33 2.66 1 61 3.22 1 45 -0.56 1.98 2.36 1.08 0.30 -0 40 -0.56 0 03 0.23 0.40 0.56 -0 03 -0.23 -0 19 -0 18 0.09 0 09 0.62 -0.14 2.40 0.61 -0.19 2.07 0.26 -0.26 1 65 0.25 -0.06 1.34 0.52 -0 07 2.09 0.50 -0 17 1.84 0.15 -0.19 1.34 0.14 -0.05 1 12 Calculations Package Vy 'Hx 12 -11 1 /d' Exterior Column 12/11/4 2 -A 8 x 10 0.375 4 100' -0' Hx Hz Vy -0.05 0 47 -009 075 -0.26 2.10 -0.33 2.66 1 45 -0.56 1.61 3.22 1 08 0.30 1.98 2.36 -0.40 0.56 -0 03 0.23 0.40 -0.56 0 03 -0.23 -0 18 -0.20 0 09 0.10 -0.52 -0 07 -2.10 -0.50 -0 17 1.86 -0 15 -0 19 1.37 -0 14 -0 05 1 12 -0 62 -0 14 -2.41 -0 61 -0.18 2.09 -0.26 -0.25 1 69 -0.25 -0 06 1.35 12/11/4 2 -A I VyIHxIHzI VY I I (k) I (k) I (k) I (k) I 3.32 -0.41 3.32 3.88 -0 48 3.88 2.74 1.51 -0 08 -0 08 1.56 2.74 Frame Type:Rigid Frame Vy 'Hz VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 21 of 67 VP BUILDINGS VARC 0- PRODEN Calculations Package 5 D+W2> 1.92 1 89 1 14 0 77 6 D+<W2 1 14 0.77 1.92 1.89 7 D +CG +L +W1> -0.86 0.38 143 2.38 8 D +CG +L <WI 143 2.38 0.86 0.38 9 D +CG +L +W2> 114 103 116 302 10 D +CG +L <W2 116 3 02 1 14 1 03 1I D +CG +S +WI> -0.81 0.80 149 2.80 12 D +CG +S <WI 149 2.80 0.81 0.80 13 D +CG +S +W2> 1 09 1 45 1.21 344 14 D +CG+S <W2 1.21 344 1.09 1 45 15 D+ W I> 1.58 2.93 1 49 -0.27 16 D <W 1 1 49 -0.27 1.58 2.93 17 D+W2> 1.95 2.08 1 12 0.58 18 D+<W2 1 12 0.58 1.95 2.08 19 D CG E> EG+ -0 11 0.98 -0 44 1 77 20 D CG <E EG+ 044 177 011 0.98 21 D CG L E> EG+ 0.07 2.54 -0.66 3.39 22 D CG L <E EG+ 0.66 3.39 -0 07 2.54 23 D CG E> EG- -0.21 0 18 -0.35 0.97 24 D+CG+<E+EG- 0.35 0.97 0.21 0 18 25 D CG E> EG- -0.28 0.37 -0.51 1.50 26 D+CG+<E+EG- 0.51 1.50 0.28 0.37 27 D CG S E> EG+ -0.13 1.59 -0 66 2.72 28 D CG S <E EG+ 0.66 2.72 013 1.59 37 D +CG +E +EG +EB> 008 -013 113 -0.25 -013 1.35 38 D CG <E EG+ EB> 0.25 -0 13 1.37 -0.08 -0 13 1 12 39 D +CG +L +E +EG++EB> 0.28 -014 2.70 -0.45 -014 2.94 40 D+CG+L +<E +EG i I EB> 0 45 -0.14 2.96 -0.28 -0 14 2.69 41 D CG E> EG- EB> -0.02 -0 13 0.33 -0 15 -0.13 0.55 42 D CG <E EG- EB> 0 15 -0 13 0.57 0.02 -0.13 0.31 43 D CG E> EG- EB> -0.01 -0 19 0.59 -0.23 -0 18 0.90 44 D CG <E EG- EB> 0.23 -0 19 0.93 0.01 -0 18 0.57 45 D +CG+S +E +EG +EB> 014 -019 1.81 -0.38 -0.18 2.12 46 D +CG +S <E +EG++EB> 0.38 -019 2.14 -0.14 -018 178 49 D CG E> EG+ <EB 0 08 0 06 1.32 -0.25 0.06 1.56 50 D CG <E EG+ <EB 0.25 0 06 1.55 -0 08 0.06 1.33 51 D +CG+L +E +EG++ <EB 0.28 0 07 2.90 -0.45 0.07 3 16 52 D+CG+L +<E +EG++<EB 0 45 0 07 3 16 -0.28 0.07 2.91 53 D CG E> EG- <EB -0 02 0 06 0.51 -0 15 0 06 0 76 54 D CG <E EG- <EB 0 15 0.06 0 75 0.02 0.06 0.52 55 D CG E> EG- <EB -0 01 0.09 0.85 -0.23 0.09 1.21 56 D CG <E EG- <EB 0.23 0 09 1 19 0 01 0.09 0.87 57 D+CG+S +E>+EG+ <EB 014 0.09 2.07 -0.38 0.09 2.42 58 D+CG+S <E +EG+ <EB 0.38 0.09 2.41 -0.14 0.09 2.08 61 D WPA1 0.67 -0 14 1.92 -0.57 -0 07 1.63 62 D CG L WPA 1 0.81 -0 10 1 00 -0 73 -0 05 1.22 63 D CG S WPA1 0.86 -0 10 1 42 -0.78 -0 05 1.64 64 D WPAI 0.65 -0 14 2.11 -0.55 -0 07 1.82 65 D +WPDI 0.66 -0 19 1.59 -0.56 -0 17 1.39 66 D CG L +WPDI 0.80 -0 14 1.24 -0.72 -0 13 1 40 67 D CG S WPD 1 0.85 -0.14 1 67 -0.77 -0 13 1.82 68 D +WPDI 0.64 -019 I78 -0.53 -0.17 1.58 69 D WPA2 0.31 -0.26 1 18 -0.20 -0.19 -0.90 70 D CG L WPA2 0.54 -0 19 1.55 -0 46 -0 14 1 76 71 D CG S WPA2 0.59 -0 19 1.98 -0.51 -0 14 2.19 72 D WPA2 0.29 -0.26 1.37 -0.18 -0.19 1 09 73 D WPD2 0.30 -0.06 -0.87 -0 19 -0 05 -0.65 74 D CG L +WPD2 0.53 -0 05 1 79 -0 45 -0 04 1.95 75 D CG S +WPD2 0.58 -0.05 2.21 -0.50 -0.04 2.37 76 D WPD2 0.28 -0 06 1 06 -0 17 -0.05 -0.84 77 D WPB I 0.57 -0.07 1.61 -0.68 -0.14 1.94 78 D CG L +WPB 1 0 73 -0 06 1.23 -0.81 -0.10 0.99 79 D CG S +WPB 1 0.79 -0 06 1.65 -0.87 -0.10 1 41 80 D WPB1 0.55 -0 07 1.80 -0.66 -0 14 2.13 81 D WPC I 0.56 -0 17 1.37 -0.66 -0 18 1 62 82 D CG L +WPC 1 0 72 -0.13 1 42 -0.80 -0 14 1.23 83 D CG S WPC I 0.77 -0 13 1.84 -0.86 -0 14 1.65 84 D WPC 1 0.54 -0 17 1.56 -0.64 -0.18 1.81 85 D WPB2 0.21 -0.19 -0.87 -0.31 -0.25 1.21 VPC File:CA0501694 -01OE1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 22 of 67 VP BUILDINGS VARCO.PRUDEN 86 D CG L +WPB2 0 46 -0 15 1 79 -0.54 -0 19 1.53 87 D CG S +WPB2 0.51 -0 15 2.21 -0.59 -0 19 1.95 88 D WPB2 0 19 -0 19 1 06 -0.29 -0.25 1 40 89 D WPC2 0 19 -0 05 -0 64 -0.30 -0 06 -0.88 90 D CG L +WPC2 0 45 -0 04 1.96 -0.53 -0 05 1 78 91 D CG S WPC2 0.50 -0 04 2.38 -0.58 -0.05 2.20 92 D WPC2 0 17 -0 05 -0 83 -0.28 -0 06 1 07 Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load -Hx) Case (Hx) Case -Hz) Case (Hz) Case (Vy) Case (Vy) Case -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 0/0/0 2-B I 12/11/4 2 -A I 1.51 13 I 1.95 18 I 0,25 185 I 0 0 09 09 155 2.93 I 16 I 3.88 12 Bracing X -Loc I Grid 0/0/0 B -2 12/11/4 A -2 Calculations Package 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 File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 23 of 67 VP BUILDINGS VARCD -PR LID EN Wall: 4, Frame at: 33/11/4 Frame ID end RF Calculations Package L x 1 7' -11 11d' Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: 3 Type Exterior Column Exterior Column X -Loc 0/0/0 12/11/4 Gridl Grid2 3 -B 3 -A Base Plate W x L (in.) 8 x 10 8 x 10 Base Plate Thickness (in.) 0.375 0.375 Anchor Bolt Qty/Diam. (in.) 4 S1*�u I d 4 1 Column Base Elev 100' -0' 100' -0' Load Type Desc. Hx Hz Vy Hx Hz Vy D Frm 0 03 0.31 -0 03 0.31 CG Frm 0 05 0 42 -0 05 0.42 L Frm 015 119 -0.15 119 S Frm 0.19 148 -0.19 148 W 1> Frm 1 12 2.16 -0.97 -0.32 <W1 Frm 0.97 -0.32 1 12 2.16 W2> Frm 1.33 168 -0.76 0.16 <W2 Frm 0 76 0.16 1.33 1.68 E> Frm -0.22 -0.31 -0.22 0.31 EG+ Frm 0.02 013 -0.02 013 <E Frm 0.22 0.31 0.22 -0.31 EG- Frm -0 02 -0.13 0 02 -0 13 EB> Brc 018 0.20 0.18 018 <EB Brc 0 09 -0 10 0 09 -0.09 WPA1 Brc 0.35 -0 13 -0.90 -0.31 -0 07 -0.89 WPD1 Brc 0.34 -0.18 165 -0.26 -0.17 149 WPA2 Brc 0.14 -0.25 -0.29 -0.10 -019 -0.30 WPD2 Brc 0.13 -0 06 1 05 -0.05 -0.05 -0.87 WPB1 Brc 0.31 -0.07 -0.87 -0.36 -0.14 -0.91 WPC1 Brc 0.26 -016 146 -0.34 -018 1.67 WPB2 Brc 0.10 -019 -0.27 -0.15 -0.25 -0.32 WPC2 Brc 0.05 -0 05 -0.87 -0 13 -0.06 1 06 Frame Type:Rigid Frame Vy 'Hx Date: 11/8/2005 Time: 12.37 PM Page: 24 of 67 Frame Reactions Load Cases at Frame Cross Section: 3 X -Loc I 0 /0 /0 12/11/4 I I I Gridl Grid2 I 3 -B I 3 -A I I I I Ld I Description I Hx I Hz I Vy I Hx I Hz I Vy I I I I I Cs I (application factor not shown) I (k) I (k) I (k) I (k) I (k) I (k) I I 1 D CG L 0.23 1.92 -0.23 1.92 2 D CG S 0.27 2.21 -0.27 2.21 3 D W 1> 1 09 1.84 1 00 -0 01 4 D <WI 1 00 -0.01 1 09 1.84 VPC File:CA0501694 -01OE1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN Calculations Package 5 D +W2> 1.30 1.36 -079 047 6 D+ <W2 0.79 047 1.30 1.36 7 D +CG+L +WI> -065 0.00 -0.92 1.38 8 D+CG +L <W1 0.92 1.38 0.65 000 9 D CG L W2> -0.80 0.36 -0 77 1 74 10 D CG L <W2 0 77 1 74 0.80 0.36 11 D CG S W 1> -0.62 0.22 -0.95 1.60 12 D +CG +S +<WI 0.95 160 062 0.22 13 D CG S W2> -0.77 0.58 -0.80 1.96 14 D CG S <W2 0.80 1.96 0.77 0.58 15 D W 1> 1 10 1.97 -0.99 -0.13 16 D <W 1 0.99 -0 13 1 10 1.97 17 D W2> 1.31 1 49 -0.78 0.34 18 D <W2 0.78 0.34 1.31 1 49 19 D CG E> EG+ -0 06 0.60 -0.25 1.04 20 D CO <E EG+ 0.25 1 04 0 06 0.60 21 D +CG +L +E +EG+ 004 148 -0.37 1.95 22 D +CG +L +<E +EG+ 0.37 1.95 -004 148 23 D+CG+E>+EG- -0 11 0 13 -0.19 0.57 24 D +CG <E +EG- 0.19 0.57 0.11 0.13 25 D+CG+E>+EG- -0.16 0.26 -0.29 0.88 26 D CG <E EG- 0.29 0.88 0.16 0.26 27 D CG S E> EG+ -007 0.95 -0.37 1.57 28 D +CG +S <E +EG+ 0.37 1.57 0.07 0.95 37 D CG E> EG+ EB> 0 05 -0.12 0.89 -0.14 -0 13 1.01 38 D CG <E EG+ EB> 0.14 -0 12 1.03 -0 05 -0 13 0.88 39 D +CG+L +E>+EG+ +EB> 016 -013 1.80 -0.26 -014 1.92 40 D+CG+L <E +EG++EB> 0.26 -013 1.94 -0.16 -014 178 41 D CG E> EG- EB> -0.01 -0.12 0 43 -0 09 -0.13 0.54 42 D CG <E EG- EB> 009 -012 0.56 0.01 -013 041 43 D CG E> EG- EB> -0 00 -0 18 0.68 -0 13 -0 18 0.84 44 D CG <E EG- EB> 0.13 -0 18 0.87 0.00 -0 18 0.65 45 D+CG+S +E>+EG++EB> 0 08 -0 18 1.37 -0.22 -0.18 1.53 46 D+CG+S +<E +EG+ +EB> 0.22 -018 1.56 -0.08 -018 1.34 49 D CG E> EG+ <EB 0 05 0 06 0.68 -0 14 0.06 0.82 50 D CG <E EG+ <EB 0.14 0 06 0.82 -0.05 0 06 0.69 51 D +CG+L +E>+EG <EB 0 16 0 06 1.57 -0.26 0.07 1 72 52 D+CG+L <E +EG+ +<EB 0.26 0.06 171 -016 0.07 1.58 53 D CG E> EG- <EB -0 01 0 06 0.22 -0 09 0.06 0.36 54 D CG <E EG- <EB 0.09 0.06 0.35 0.01 0 06 0.22 55 D CG E> EG- <EB -0 00 0 09 0.38 -0 13 0.09 0.58 56 D CG <E EG- <EB 0.13 0.09 0.57 000 009 0.39 57 D+CG+S +E>+EG+ +<EB 0.08 0 09 1.07 -0.22 0.09 1.27 58 D +CG+S +<E +EG++ <EB 0.22 0 09 1.26 -0.08 0.09 1 08 61 D WPA1 0.39 -0 13 -0.58 -0.34 -0.07 -0.57 62 D CG L WPA1 0 46 -0 10 0.94 -0 43 -0 05 0.95 63 D CG S WPA 1 0.49 -0 10 1 17 -0 46 -0 05 1 17 64 D WPA1 0.37 -0 13 -0.71 -0.33 -0 07 -0 70 65 D+ WPDI 0.37 -0 18 1.33 -0.29 -0.17 1 17 66 D +CG +L +WPD1 045 -013 0.38 -0.39 -0.13 0.50 67 D CG S+ WPDI 0 48 -0 13 0.61 -0.42 -0 13 0 73 68 D WPD1 0.36 -0 18 1 46 -0.28 -0.17 1.30 69 D WPA2 0 18 -0.25 0.02 -0 13 -0.19 0.02 70 D CG L WPA2 0.30 -0 19 1 40 -0.27 -0.14 1 40 71 D CG S WPA2 0.33 -0.19 1.62 -0.30 -0 14 1.62 72 D WPA2 0 16 -0.25 -0 10 -0 12 -0.19 -0.11 73 D +WPD2 0 16 -0.06 -0.74 -0.08 -0 05 -0.56 74 D CG L WPD2 0.29 -0.04 0.83 -0.23 -0 04 0.96 75 D CG S +WPD2 0.32 -0.04 L05 -0.26 -0.04 1 19 76 D WPD2 0.14 -0 06 -0.86 -0.07 -0 05 -0.69 77 D +WPB 1 0.35 -0.07 -0.56 -0.39 -0 14 -0 60 78 D CG L +WPB 1 0 43 -0 05 0.96 -0.46 -0 10 0.93 79 D CG S WPB I 0 46 -0.05 1 19 -0 49 -0 10 1 16 80 D WPB 1 0.33 -0 07 -0.69 -0.38 -0.14 -0.72 81 D WPC 1 0.29 -0 16 1 15 -0.37 -0 18 1.36 82 D CG L +WPC 1 0.39 -0 12 0.52 -0 45 -0.14 0.37 83 D CG S +WPC 1 0 42 -0 12 0 74 -0 48 -0.14 0.59 84 D +WPC 1 0.28 -0 16 1.27 -0.36 -0.18 148 85 D WPB2 0 14 -0 19 0 05 -0.18 -0.25 -0.01 VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 25 of 67 VP BUILDINGS VARDO.PRUDEN Calculations Package 86 D CG L WPB2 0.27 -0.14 1 42 -0.31 -0 19 1.38 87 D CG S +WPB2 0.30 -0 14 1.64 -0.33 -0 19 160 88 D+ WPB2 0 12 -0 19 -0 08 -0 17 -0.25 -0 13 89 D WPC2 0.08 -0 05 -0.55 -0 16 -0 06 -0 75 90 D CG L WPC2 0.23 -0 04 0.97 -0.29 -0 05 0.82 91 D CG S WPC2 0.26 -0 04 1 19 -0.32 -0 05 1 05 92 D WPC2 0.07 -0 05 -0 68 -0 15 -0 06 -0.87 Date: 11/8/2005 Time: 12.37 PM Page: 26 of 67 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) 12/11//4 13 -A I 1 00 13 I 1.3 18 I 0.25 185 10 0 09 1.97 09 55 1.97 I 16 I 2.21 12 I Bracing I X -Loc I Grid 0/0/0 I B -3 12/I1/4 A -3 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 File:CA0501694 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO•PRUOEN Bracing. Summary Report: DESCRIPTION Diagonal Roof Bracing is typically used by VP Buildings to resist lateral wind loads and seismic forces acting perpendicular to the rigid frames. This Diagonal 'X' Bracing transmits the applied loads throughout the roof planes, delivering them to vertical bracing systems, and eventually into the foundation. Vertical Bracing systems are typically diagonal 'X' Bracing similar to roof plane bracing, although may also utilize vertical diaphragms, moment- resisting frames, concentric braced frames utilizing tension/compression members or tension only members, or other types of bracing systems, as permitted by Specifications. ANALYSIS VP Buildings Diagonal Bracing is analyzed by the Stiffness Method for the applied wind loads and seismic loads acting on the structure. All diagonal members are assumed to be considered to have pinned connections, while moment frames are typically assumed to be AISC Type 1 Construction (rigid frames). with pinned base connections. DESIGN Diagonal Bracing is designed for axial forces, using the prevailing AISC Allowable forces acting on the Net Area of each member Moment frames are also designed in accordance with AISC allowed working stresses. MATERIAL. Typical Rod Bracing used by VP Buildings is 65 ksi Structural Steel. Angle bracing is typically 50 ksi steel, tube bracing is 46 ksi, and moment frames are typically designed and constructed from 50 ksi steel. Shape: Scale House Loads and Codes Shape: Scale House City- Port Angeles County- Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity 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: Enclosed Wind Importance Factor 1.000 Topographic Factor 1 0000 NOT Windborne Debris Region Base Elevation. 0/0/0 Primary Zone Strip Width: 6/0/0 Parts Portions Zone Strip Width: 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 Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Design Load Combinations No. I Origin 1 System 2 System 3 System 4 System 5 System 6 System 7 System 8 System 9 System 10 System VPC File:CA0501694 010E1 vpc Bracing Factor 1 000 0 700 E> 1.000 0700 <E 1.275 I O E> 1.275 1.0 <E 1.000 I 0 WPA1 1 000 1.0 WPDI 1.000 1.0 WPA2 1 000 1.0 WPD2 1.000 1.0 WPBI 1.000 1.0 WPC1 Calculations Package State: Washington Built Up 89AISC Cold Form: OIAISI Roof Covering Second. Dead Load: 3.30 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: 42.61 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 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 E> <E E> <E WPA1 WPDI WPA2 WPD2 WPB I WPC1 VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 27 of 67 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: 0.1551 Bracing Seismic Period: 0.0996 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 Description VP BUILDINGS VARCO.PAU DEN System System 1 000 1 0 WPB2 1 000 1 0 WPC2 Calculations Package I WPB2 WPC2 VPC File•CA0501694 -010E1 vpc VPC Version .53b Date: 11/8/2005 Time: 12.37 PM Page: 28 of 67 VP BUILDINGS VNACO -P AUDEN 11 no X91 n ci Calculations Package 1R'_4 lid' 1'i)n Date: 11/8/2005 Time: 12.3707 PM Page: 29 of 67 Diagonal Bracing Member Design Summary- Roof A Mem.I Bracing Len h An Desi n Seismic Stress Stress Governin Design Comment No. Shape I (ft) I g le 1 Axial (k) I Factor I Factor I Ratio I Load Case I Status R 0.375 17.2 24.9 419 2 1 R 0.375 I 17.271 24.91 -0.181 1.0000 1.0000 0 062 I 1.0W D1 I passed I IMem.I End I Diagonal Connection Design Information 1 Left Slot: design angle 18.9 deg, web thk 1/8 in. F 0 19k, E factor 1 000, stress increase 1.275, slot offset 2 in. web /flange'weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot: design angle 18.9 deg, web thk 1/8 in. F 0 19k, E factor 1.000, stress increase 1.275 slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed 2 Left Slot: design angle 18.9 deg, web thk 1/8 in. F 0 18k, E factor 1.000, stress increase 1 000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot: design angle 18.9 deg, web thk 1/8 in. F 0 18k, E factor 1 000, stress increase 1 000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed VPC File:CA0501694 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCD- PRUDEN i it Calculations Package I, "I Diagonal Bracing Member Design Summary Roof B Mem. B racing Length Angle Design Seismic Stress Stress No. I Shape 1 (ft) I Axial (k) I Factor I Factor I Ratio o 062 R 0.375 2 I R 0.375 1 17.27 24.9 0 19 1 0000 1.2 0.051 Governing Design Load Case I Status 1.0WPC1 I passed I 1 0<E passed '91 non 'a\ n c1 IMem.I End I Diagonal Connection Design Information 1 Left Slot: design angle 18.9 deg, web thk 1/8 in. F 0.18k, E factor 1.000, stress increase 1 000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot: design angle 18.9 deg, web thk 1/8 in. F 0 18k, E factor 1 000, stress increase 1.000, slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed 2 Left Slot: design angle 18.9 deg, web thk 1/8 in. F 0 19k, E factor 1.000, stress increase 1.275 slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot: design angle 18.9 deg, web thk 1/8 in. F 0 19k, E factor 1 000, stress increase 1.275 slot offset 2 in. web /flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK passed VPC Fi1e•CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 30 of 67 Comment VP BUILDINGS VARCD -PRU DEN Y Portal Brace Beam Design Design Size Combined Ratio 0.135 1 03 Axial Force Seismic Amplified Force Compressive Stress Ratio Moment Seismic Amplified Moment Bending Stress Ratio Shear Seismic Amplified Shear Shear Stress Ratio Stress Increase Used VPC File:CA0501694 -010E1 vpc 1ri' -1 1/4' Calculations Package 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 Shape I (ft) I Axial (k) Seismic I Factor Left KBD 2L 3 0x3.0x0.1875 -0.375 3 45 0.90 2.5000 Right KBD 2L 3.0x3.0x0.1875 -0.375 1 3 45 0.891 1.0000 L i Stress 1 Stress Factor Ratio 1.27501 0.141 1 00001 0 071 Load Case 1.0E> 1 OWPC1 Date: 11/8/2005 Time: 12.3707 PM Page: 31 of 67 Design Left 1 Right Status End Conn d Conn I passed 1 (2) 3/4 A325 1 (2) 3/4 A325 1 passe (2) 3/4 A325 (2) 3/4 A325 Knee Brace Connection Design Left KBD Knee/Column: F 0.9k, E factor 2.500, stress increase 1.275 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 passed Right KBD Knee /Column. F 0.9 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 passed 3P 6x3/16x0.1345x8 Design passed 0.82(k) 2.05 0.0317 13 05(in -k) 32.62 0 1035 0.45 1 11 0.0450 1.2750 Kx 1 0 Ky 1 0 Lx 16.27(ft) Ly 11.39(ft) Lb 11.39(ft) CMx =1.0 CMy =1.0 Bending coefficient (Cb) 2.30 Column Connection. Governing Drift Case: 0.700WPB2 Hon. Deflection -0 42 VPC Version .5.3b VP BUILDINGS VMCO.PRU DEN Calculations Package Seismic Amplification Factor 2.5000 Load Case 1.0E> Left Connection Design. FS (4) 3/4 A325N, F 1 1 V 1 1 E factor 2.500 stress factor web yielding OK, haunch web crippling OK passed Right Connection Design: FS (4) 3/4 A325N, F 2.0 V 1 I E factor 2.500 stress factor web yielding OK, haunch web crippling OK passed VPC File:CA0501694 010E1 vpc H -0 42 242 60 Passed 1.275 bolt shear tension 1.275, bolt shear tension VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 32 of 67 OK, local FS bending OK, haunch OK, local FS bending OK, haunch VP BUILDINGS VARCO -PRU DEN 1 R'_R' Calculations Package Portal Brace Member Design Summary. Sidewall 4, Bay 2 Knee Brace Design Bracing Length Design Seismic Stress Stress Load 'Design' Left Right Shape 1 (ft) 1 Axial (k)1 Fac 1 Factor 1 Ratio Case Status End Conn I End Conn Left KBD 2L 3 0x3 Ox0 1875 -0.375 3 45 0.9.1 1.0000 1.000 0.073 1 OWPDI passed (2) 3/4 A325 (2) 3/4 A325 Right KBD 2L 3 0x3.0x0.1875 -0.375 1 3 45 0.881 2.5000 1.275 0.137 1 1 OE> I passed (2) 3/4 A325 I (2) 3/4 A325 Knee Brace Connection Design Left KBD Knee /Column: F 0.9k, 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 passed Right KBD Knee /Column: F 0.9 E factor 2.500, stress increase 1.275 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 passed Portal Brace Beam Design Design Size 3P 6x3/16x0 1345x8 Kx 1 0 Combined Ratio 0.139 1 03 Design passed Ky 1 0 Axial Force 0.83(k) Lx 16.27(ft) Seismic Amplified Force 2.08 Ly 11.39(ft) Compressive Stress Ratio 0.0321 Lb 11.39(ft) Moment 13.52(in -k) CMx 1.0 Seismic Amplified Moment 33 79 CMy 1.0 Bending Stress Ratio 0.1072 Bending coefficient (Cb) 2.30 Shear 0 46 Column Connection. Seismic Amplified Shear 1 15 Shear Stress Ratio 0.0466 Stress Increase Used 1.2750 Seismic Amplification Factor 2.5000 Load Case 1.OE> Left Connection Design: FS (4) 3/4 A325N, F 2.1 V 1.2, E factor 2.500 stress factor 1.275, bolt shear tension OK, local FS bending OK, haunch web yielding OK, haunch web crippling OK passed Right Connection Design: FS (4) 3/4 A325N, F=1 1 V 1 1 E factor 2.500 stress factor 1.275 bolt shear tension OK, local FS bending OK, haunch web yielding OK, haunch web crippling OK passed VPC File:CA0501694 -010E1 vpc 4 li 1 R'_4 1 /d' I A '_n:'I/ Governing Drift Case: 0 700WPA2 Horz. Deflection 0 41 H/0 41 249 60 Passed VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 33 of 67 VP BUILDINGS VARCO. PRUDEN Seetirida -i Sum Report Loads and Codes Shape: Scale House City. Port Angeles County. 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: Enclosed Wind Importance Factor 1 000 Topographic Factor 1 0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 22.42 psf Design Load Combinations Purlin No. Origin Factor 1 System 1.000 2 System 1 000 3 System 1 000 4 System 1.000 5 System 1.000 6 System 1 000 7 System 1.000 8 System Derived 1.275 9 System Derived 1.275 10 System Derived 1.275 11 System Derived 1.275 12 System Derived 1.000 13 System Derived 1 000 14 System Derived 1 000 15 System Derived 1 000 16 System Derived 1.000 17 System Derived 1.000 18 System Derived 1 000 19 System Derived 1.000 20 System Derived 1.000 21 System Derived 1.000 22 System Derived 1 000 23 System Derived 1 000 24 System Derived 1.000 25 System Derived 1.000 26 System Derived 1 000 27 System Derived 1.000 28 System Derived 1.000 29 System Derived 1.000 30 System Derived 1.000 31 System Derived 1 000 32 System Derived 1.000 33 System Derived 1 000 34 System Derived 1 000 35 System Derived 1 000 VPC File:CA0501694 010E1 vpc Clallam Calculations Package State: Washington Built Up: 89AISC Cold Form: 01AISI Roof Covering Second. Dead Load: 3.30 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: 42.61 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 Application 1.OD +1.0CG +10S 1.OD +1.0WI> 1.OD +10<W2 0.600 D+ 1.0W1> 0.600 D 1.0 <W2 1.0 D+ 1.0 CG 0.750 S 0.750 W1> 10D +1 0CG +0750S +0.750 <W2 1.200 D 1.200 CG 0.200 S 1 0 EB> 0 700 EG+ 0.900 D 0.900 CG 1.0 EB> 0.700 EG- 1.200 D 1.200 CG 0.200 S 1 0 <EB 0.700 EG+ 0.900 D 0.900 CG 1.0 <EB 0 700 EG- I.OD +10WPA1 0.600 D 1.0 WPAI 10D +1.0CG +0750S +0.750WPAI 1.0 D+ 1.0 WPD1 0.600 D 1.O WPDI OD +10CG +07505 +0.750WPD1 1.0 D+ 1.0 WPA2 0.600 D 1 0 WPA2 10D +1.0CG +0.7505 +0.750WPA2 1.0 D 1.0 WPD2 0 600 D 1 0 WPD2 1.O D 1.O CG 0.750 S 0.750 WPD2 1.OD +1.OWPB1 0.600 D 1.0 WPB I 1.0D+ 1 O CG 0.750 S+ 0.750 WPB 1 1.OD +10WPC1 0.600D +1.OWPCI 1.0 D+ 10 CG+ 0.750 S 0.750 WPC1 10D +1.0WPB2 0.600 D 1.0 WPB2 1.0 D 1.0 CG 0.750 S 0.750 WPB2 1.OD+1.OWPC2 0.600 D 1.0 WPC2 1.O D 1.O CG 0.750 S 0.750 WPC2 Date: 11/8/2005 Time: 12.3707 PM Page: 34 of 67 Country United States Rainfall. 4.00 inches per hour Allow Overstress: Frm. 1 03 Sec: 1 03, Brc: 1 03 Live Load Live Load: 20.00 psf Reducible Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response 51:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1 000 Seismic Performance Design Category D Framing Seismic Period: 0 1551 Bracing Seismic Period: 0.0996 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. VPC Version :5.3b Description D CG S D +W1> D <W2 D +WI> D <W2 D +CG +S+ WI> D +CG +S <W2 D CG S EB> EG+ D CO EB> EG- D CG S <EB EG+ D CO <EB EG- D WPA1 D WPA1 D +CG +S +WPAI D+ WPDI D WPD1 D CG S WPDI D WPA2 D WPA2 D +CG +S +WPA2 D WPD2 D WPD2 D CG S WPD2 D +WPBI D +WPB1 D +CG +S +WPBI D WPC! D WPC1 D +CG +S +WPCI D WPB2 D WPB2 D CG S WPB2 D WPC2 D WPC2 D CO S WPC2 VP BUILDINGS VARCO.PRUDEN Design Load Combinations Girt No. I Origin 1 Factor I System 1.0 W1> 2 I System 1 000 11.0 <W2 Calculations Package Application I W1> <W2 Date. 11/8/2005 Time: 12.37 PM Page: 35 of 67 Description Deflection Load Combinations Purlin I No. I Origin 1 Factor I Deflection 1 Application I Description 1 1 I System I 1.000 I 150 11.0 S IS Deflection Load Combinations Girt I No. I Origin I Factor I Deflection I Application I Description l I System 11 000 I 180 I0 700 W 1> 1 I> 2 System 1.000 180 0 700 <W2 <W2 VPC File:CA0501694 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN Wall: 1 Dimension Key 1 3' 11 2 3' -61/4 3 1 7 5/8' 4 3'- 015/16' 5 1 5 1/16' 6 8' 7 1 -0' 8 1 -4 1/4 9 3' -0' 71 Calculations Package F02 a FO1 d+ 1 7 1 A Date: 11/8/2005 Time: 12.37 PM Page: 36 of 67 Maximum Secondary Designs for Shape Scale House on Side 1 Detail I Exterior I Interior I Exterior Des Len Description Design Lap Ld Lap Ld Ld Lap Id (ft) Status (in.) I Bnd Shr Cmb Wcp Cs (in.) I Bnd Shr Cmb Wcp Cs I Bnd Shr Cmb Wcp Cs (in.) 1,1 3.92 8.50x0.059 C Sim Yes 0 0 01 0 03 0.03 0 00 1 2,1 3.51 8.50x0.059 C Sim Yes 0 0.01 0 00 0 01 0 00 1 3,1 3.51 8.50x0.059 C Sim Yes 0 0.01 0 00 0.01 0 00 1 4,1 12.94 8.50x0.059 C Sim Yes 0 0 71 0.00 0.71 0 00 1 5,1 3.26 8.50x0 059 C Sim Yes 0 0.01 0.04 0 04 0 00 1 6,1 3.52 8.50x0.059 C Sim Yes 0 0.01 0 04 0.04 0 00 1 VPC File:CA0501694 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO.PRUDEN Calculations Package 7 1 4.50 8.50x0 059 C Sim Yes 0 0 00 0 00 0.00 0.00 1 8,1 4.50 8.50x0 059 C Sim Yes 0 0 00 0 00 0.00 0.00 1 9,1 6.89 8.50x0.059 Z Sim Yes 0 0 43 0 00 0 43 0.00 1 Maximum Secondary Deflections for Shape Scale House on Side 1 Design Id Segment Deflection(in.) I Ratio Location(ft) Load Case Description 1 1 2 1 3 1 4 1 0.21 (L/729) 6.50 1 W 1> 5 1 6 1 7 1 8 1 9 1 0.11 (L/1363) 6.50 1 WI> VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 37 of 67 VP BUILDINGS VARCO.PRUDEN n Wall. 2 Dimension Key 1 1 -0' 2 1 -6' 3 3' -0' 4 3' -6' 5 2' -9 1/4' 6 4' -0' 7 3' -8' 8 6' F02 F02 C' Calculations Package is 1 1 9 C' F03 Maximum Secondary Designs for Shape Scale House on Side 2 Detail Exterior I Interior I Exterior Des Len Description Design Lap Ld Lap I Ld I Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 17.27 8.50x0.059 C Sim Yes 0 0 70 0.00 0.70 0.00 1 1,2 17.67 8.50x0.059 C Sim Yes 0 0 76 0.00 0 76 0 00 1 2,1 3.50 8.50x0 059 C Sim Yes 0 3,1 17.27 8.50x0.059 C Sim Yes 0 0.50 0.00 0.50 0.00 1 3,2 17 67 8.50x0 059 C Sim Yes 0 0.55 0.00 0.55 0.00 1 4,1 3.50 8.50x0.059 C Sim Yes 0 0.00 0 00 0 00 0.00 1 5 1 .3.50 8.50x0.059 C Sim Yes 0 0 00 0.00 0.00 0 00 1 6,1 1.67 8.50x0.059 C Sim Yes 0 0 00 0.00 0.00 0 00 1 Maximum Secondary Deflections for Shape Scale House on Side 2 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.34 (L/579) 9.00 1 W 1> 1 2 0.38 (L/524) 25 77 1 W 1> 2 1 3 1 0.24 (L/810) 9 00 1 WI> 3 2 0.28 (11715) 25 77 1 W 1> 4 1 5 1 6 1 VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 38 of 67 VP BUILDINGS VARCO.PRU DEN Wall. 3 Dimension Key 1 3' -6' 2 3' -8 1/4 3 1 -9' 4 3' -41/4 5 1 -6 15/16' 6 3 1/16' 7 3' -0' 8 2'-8 15/16' 9 1 -0' 10 1-41/4 Calculations Package in 1 a 1 a FO1 1 Date: 11/8/2005 Time: 12.37 PM Page: 39 of 67 Maximum Secondary Designs for Shape Scale House on Side 3 Detail I Exterior I Interior Exterior Des Len Description Design Lap I Ld Lap Ld Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) I Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1 1 7 19 8.50x0.059 C Sim Yes 0 0 10 0.02 0 10 0.00 1 2,1 7 19 8.50x0.059 C Sim Yes 0 0.20 0.09 0.22 0.00 1 3,1 3.50 8.50x0.059 C Sim Yes 0 0.01 0.02 0.03 0.00 1 4,1 3.50 8.50x0.059 C Sim Yes 0 0 01 0.03 0.03 0.00 1 5,1 3.51 8.50x0.059 C Sim Yes 0 0.01 0.00 0.01 0 00 1 6,1 1 75 8.50x0.059 C Sim Yes 0 0 01 0.00 0.01 0.00 1 VPC File:CA0501694 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO- PRUDEN Calculations Package 7 1 7.83 8.50x0 059 C Sim Yes 0 0.22 0.00 0.22 0.00 1 8,1 3.69 8.50x0 059 C Sim Yes 0 0.00 0 03 0 03 0.00 1 9 1 3.00 8.50x0 059 WD Sim Yes 0 0 00 0.00 0 00 0 00 1 10,1 9.50 8.50x0 059 C Sim Yes 0 0.83 0.11 0.83 0.00 1 Maximum Secondary Deflections for Shape Scale House on Side 3 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.00 (L/7534) 3.50 1 WI> 2 1 0.00 (L/3909) 3.50 1 W 1> 3 I 4 1 5 1 6 1 7 1 0.00 (U3826) 4 00 1 WI> 8 1 9 1 10 1 0.24 (L/660) 6.00 1 W i> VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 40 of 67 VP BUILDINGS VARCO.PRUOEN 7 a Wall. 4 Dimension Key 1 1 -0' 2 1 -6' 3 3' -8' 4 4' -0' 5 2' -6' 6 3' -0' 7 6' F03 v Al 11 Calculations Package F02 1 Maximum Secondary Designs for Shape Scale House on Side 4 Detail Exterior I Interior Exterior Des Len Description Design Lap Ld Lap I Ld Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1 1 17 67 8.50x0 059 C Sim Yes 0 0 76 0.00 0.76 0.00 1 1,2 17.27 8.50x0 059 C Sim Yes 0 0 70 0 00 0 70 0 00 I 2,1 3.50 8.50x0 059 C Sim Yes 0 0.00 0.00 0.00 0.00 1 3 1 3.50 8.50x0.059 C Sim Yes 0 0.00 0.00 0.00 0.00 1 4,1 3.50 8.50x0.059 C Sim Yes 0 5 1 1 67 8.50x0.059 C Sim Yes 0 0 00 0 00 0.00 0.00 I 6,1 17 67 8.50x0.059 C Sim Yes 0 0.55 0 00 0.55 0.00 1 6,2 17.27 8.50x0.059 C Sim Yes 0 0.50 0.00 0.50 0 00 1 Maximum Secondary Deflections for Shape Scale House on Side 4 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.38 (1J524) 9.50 1 WI> I 2 0.34 (IJ579) 25 67 1 W 1> 2 1 3 1 4 1 5 1 6 1 0.28 (IJ715) 9.50 I W 1> 6 2 0.24 (L/810) 25.67 I W 1> VPC File -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 41 of 67 VP BUILDINGS VARCO.PRUDEN Roof: A 4 I Calculations Package 1 R,'_Q 1 /A' Date: 11/8/2005 Time: 12.37 PM Page: 42 of 67 Maximum Secondary Designs for Shape Scale House on Side A Detail I Exterior I Interior I Exterior Des Len Description Design Lap Ld Lap Ld Ld Lap Id (ft) Status (in.) I Bnd Shr Cmb Wcp Cs (in.) I Bnd Shr I Cmb Wcp Cs I °Ao Bnd Shr Cmb I Wcp Cs (in.) 1,1 17 67 8.50x0 073 Z Sim Yes 0 0.94 0 00 0.94 0 00 7 1,2 17.27 8.50x0 073 Z Sim Yes 0 0.89 0 00 0.89 0 00 7 2,1 17 67 8.50x0 059 Z Sim Yes 0 0 00 0.30 0 00 0.96 7 2,2 17.27 8.50x0 059 Z Sim Yes 0 0 00 0.29 0.00 0.96 7 3 1 17.67 8.50x0 059 EZ Sim Yes 0 0.60 0.00 0.60 0.00 7 3,2 17.27 8.50x0.059 EZ Sim Yes 0 0.57 0 00 0.57 0.00 7 Maximum Secondary Deflections for Shape Scale House on Side A Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case I Description 1 1 -0 43 (L/464) 9.50 1 S 1 2 -0.39 (11498) 25 67 1 S 2 1 -0.38 (L/522) 9.50 1 S 2 2 -0.35 (11561) 25 67 1 S 3 1 -0.24 (L/839) 9.50 1 S 3 2 -0.22 (L/902) 25 67 I S VPC Fi1e:CA0501694 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCD.RRUDEN Roof. B Maximum Secondary Designs for Shape Scale House on Side B Detail I Exterior I Interior I Des Len Description Design Lap I Ld Lap I Ld Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs I Bnd 1 1 17.27 8.50x0.073 Z Sim Yes 0 0.89 0.00 0.89 0.00 7 1,2 17 67 8.50x0.073 Z Sim Yes 0 0.94 0.00 0.94 0.00 7 2,1 17.27 8.50x0.059 Z Sim Yes 0 0.00 0.29 0 00 0.96 7 2,2 17.67 8.50x0 059 Z Sim Yes 0 0 00 0.30 0.00 0.96 7 3 1 17.27 8.50x0.059 EZ Sim Yes 0 0.57 0.00 0.57 0.00 7 3,2 17 67 8.50x0 059 EZ Sim Yes 0 0.60 0.00 0.60 0 00 7 Maximum Secondary Deflections for Shape Scale House on Side B Design Id Segment I Deflection(in.) I Ratio I Location(ft) I Load Case 1 1 -0.39 (U498) 9 00 1 1 2 -0 43 (11464) 25 77 1 2 1 -0.35 (U561) 9.00 1 2 2 -0.38 (U522) 25 77 I 3 1 -0.22 (U903) 9.00 1 3 2 -0.24 (11839) 25 77 1 Purlin Anchorage Forces Shape A B "ter '.t 1R-1 1/4" Force(k) I Resistance(k) I Numb. Purlins I Roof Angle (Pitch) I 0.36 0.36 I 1.27 I 3 19 462 2.000 Calculations Package 9s 9 °/D Shr Description S S S S S S VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 43 of 67 Exterior Ld Lap Cmb Wcp Cs (in.) VP BUILDINGS VARCO.PRUDEN Following solution applies to. Entire Roof Area Purlin Shape 8 5 in deep Zee X 2.5 in flange Bay Spacings (ft). Purlin 't' (in) Bay #1 16.27 0 059 Bay #2 16 5 0 059 Ridge Purlin Purlins Typical 11 1 x 1 x 1/8' Sag Angle n u Frame Line 2001 AISI D 3.2 1 PURLIN ANCHORAGE Resistance at 'Mid -Bay" One Row of Sag Angles Center Line Roof Cladding: SSR Roof System (Standard) Desian Loading Gravity Load 7 psf Dead Load 30 8 psf Total Load 37 8 psf Diaphragm Analysis Maximums Act Shear Load 0 014 k/ft I 0 018 k/ft Allow Shear w/ SF of 2.45 Shear Stress Ratio 0 77 Safe Max. Lat. Deflection 0 04 in L/360 Safe purlins 3 Purlin Anchorage Analysis AISI D3.2.1 n 4 Max P 0 08 kips (force is up slope direction) at Location Shown Resistance provided 1 14 kips Safe Ridge Detail Provide (11 Row of Sag Angles at Centerline Bay Typical ALL Bays PL 0 08 kips 1 x 1 x 1/8' Sag Angles (Typ) Center Line of Bay Job No CA0501694 -01 Page. 443, Date 11/8/2005 Prep By EJB Rev 11 June 2005 u Frame Line VP BUILDINGS VARGO- PRUDEN Framing Summary: Report Loads and Codes Shape: Scale House City- Port Angeles County- Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity? 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: Enclosed Wind Importance Factor 1 000 Topographic Factor 1 0000 NOT Windbome Debris Region Base Elevation. 0/0/0 Primary Zone Strip Width. 6/0/0 Parts Portions Zone Strip Width. 3/0/0 Basic Wind Pressure: 22.42 psf VPC File:CA0501694 010E1 vpc Clallam Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Deflection Limit Override H/180 Calculations Package State: Washington Built Up 89AISC Cold Form: OIAISI Roof Covering Second. Dead Load: 3.30 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: 42.61 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: 103 Live Load Live Load: 20 00 psf Reducible VPC Version .5.3b Date. 11/8/2005 Time: 12.37 PM Page: 44 of 67 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 1551 Bracing Seismic Period: 0.0996 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. VP BUILDINGS VARCO.PRUDEN Wall. 4, Frame at: 1/0/0 Frame Cross Section: 1 Ec Dimension Key 1 8 1/2' 2 2 @3'-6' 3 1 -6' 4 1 7 7/16' 5 2 @2'-4 6 3 1/4 7 9'- 615/16' V 51 B'.6 16" C Y sni Frame Clearances Horiz. Clearance between members 1(CX001) and 4(CX002): 10' -0 1/4 Vert. Clearance at member 1(CX00I): 7' 1 5/8" Vert. Clearance at member 4(CX002): 7' 1 5/8" Finished Floor Elevation 100' -0" (Unless Noted Otherwise) Calculations Package I 1 6 '6 11/ 6" 0 00:12 1-- FB VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 45 of 67 VP BUILDINGS VARCO.PRUDEN Frame Location Design Parameters: I Location I Avg. Bay Space I I 1/0/0 I 9/4/0 lend RF Description Calculations Package Date: 11/8/2005 Time: 12.3707 PM Page: 46 of 67 I Angle I Group I Trib. Override I Design Status 1 90.0000 I I I Hold Depth and Design DESCRIPTION VP Buildings RIGID FRAMES (Type 'RF are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS. The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment- resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN RIGID FRAMES are designed in accordance with the AISC 'Specification for Structural Steel Buildings' 9th Edition. MATERIAL. Structural steel plate, bar, and /or sheet intended for use in RIGID FRAME bolted and /or welded constructions typically will be of material based on the requirements of ASTM A529 A572, A570, or A607 Grade 50. Design Load Combinations Framin No. Origin Factor Application Description 1 System 1000 10D +10CG +10L D +CG +L 2 System 1 000 1.0 D+10 CG 1 O S D+CG+S 3 System 1000 1OD +1.OWI> D +W1> 4 System 1 000 1.0 D+ 1 0 <W1 D+ <W 1 5 System 1.000 1 0 D 1 0 W2> D W2> 6 System 1 000 1 0 D 1.0 <W2 D <W2 7 System 1000 1.OD +10CG +0750L +0750W1> D +CG +L +W1> 8 System 1000 10D +1.0CG +0750L +0750 <W1 D+CG+L+<W1 9 System 1 000 1.0 D+ 1 0 CG 0.750 L 0.750 W2> D CG L W2> 10 System 1.000 1 0 D 1.0 CG 0.750 L 0 750 <W2 D +CG +L <W2 11 System 1 000 1 0 D 1 0 CG 0 750 S+0.750 W 1> D CG S W 1> 12 System 1 000 1.0 D+1.0 CG 0 750 S+ 0.750 <W1 D CG S <W 1 13 System 1 000 1.0 D+ 1.0 CG 0 750 S+ 0 750 W2> D CG S W2> 14 System 1 000 1 0 D+ 1 0 CG 0.750 S+ 0.750 <W2 D CG S <W2 15 System 1 000 0.600 D+ 1 0 W 1> D+ W 1> 16 System 1 000 0.600 D 1 0 <W1 D <W I 17 System 1 000 0 600 D 1 0 W2> D W2> 18 System 1 000 0.600 D 1 0 <W2 D <W2 19 System 1 000 1 O D I O CG 0 700 E> 0.700 EG+ D CG E> EG+ 20 System 1 000 l 0 D 1 0 CG 0.700 <E 0 700 EG+ D CG <E EG+ 21 System 1 000 1 0 D 1 0 CG 0 750 L 0.750 E> 0.750 EG+ D +CO +L +E +EG+ 22 System 1 000 1 0 D 1.0 CG 0.750 L 0 750 <E 0.750 EG+ D CG L <E EG+ 23 System 1.000 0 600 D 0.600 CG 0 700 E> 0 700 EG- D CG E> EG- 24 System 1 000 0.600 D 0 600 CG 0 700 <E 0.700 EG- D CG <E EG- 25 System 1.275 0.900 D 0.900 CG 1 0 E> 0 700 EG- D CG E> EG- 26 System 1.275 0.900 D 0.900 CG 1 0 <E 0.700 EG- D CG <E EG- 27 System 1.275 1.200 D 1.200 CG 0.200 S 1.0 E> 0.700 EG+ D CG S E> EG+ 28 System 1.275 1.200 D 1.200 CG 0.200 S 1 0 <E 0 700 EG+ D CG S <E EG+ 29 Special 1.275 0.900 D 0.900 CG 2.500 E> 1.0 EG- D CG E> EG- 30 Special 1.275 0.900 D 0.900 CG +•2.500 <E I 0 EG- D CG <E EG- 31 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 E> 1 0 EG+ D CG S E> EG+ 32 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 <E 1 0 EG+ D CG S <E EG+ 33 AISC Special 1 700 0.900 D 0.900 CG D CG 34 AISC Special 1 700 0.900 D 0.900 CG D CG 35 AISC Special 1 700 1.200 D 1.200 CG 0.200 S D+CG+S 36 AISC Special 1 700 1.200 D 1.200 CG 0.200 S D+CG+S 37 System Derived 1 000 1.0 D 1 0 CG 0.210 E> 0 700 EG+ 0 700 EB> D CG E> EG+ EB> 38 System Derived 1 000 1.0 D 1 0 CG 0.210 <E 0 700 EG+ 0 700 EB> D CG <E EG+ EB> 39 System Derived 1.000 1.0 D 1 0 CG 0.750 L 0.225 E> 0 750 EG+ 0.750 EB> D +CG+L +E +EG++EB> 40 System Derived 1.000 1.0 D 1 0 CG 0 750 L 0.225 <E 0.750 EG+ 0 750 EB> D +CG+L+<E +EG++EB> 41 System Derived 1.000 0.600 D 0.600 CG 0.210 E> 0 700 EG- 0.700 EB> D CG E> EG- EB> 42 System Derived 1.000 0.600 D 0 600 CG 0.210 <E 0.700 EG- 0.700 EB> D CO <E EG- EB> 43 System Derived 1.275 0.900 D 0.900 CG 0.300 E> 0 700 EG- 1 0 EB> D CG E> EG- EB> 44 System Derived 1.275 0.900 D 0.900 CG 0.300 <E 0 700 EG- 1.0 EB> D CO <E EG- EB> 45 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.300 E> 0:700 EG+ 1 0 EB> D+CG+S +E>+EG+ +EB> 46 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.300 <E 0.700 EG+ 1 0 EB> D+CG +S +<E +EG+ +EB> 47 Special 1.275 0.900 D 0.900 CG 2.500 EB> I 0 EG- D CG EB> EG- 48 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 EB> 1 0 EG+ D CG S EB> EG+ 49 System Derived 1 000 1.0 D 1.0 CG 0.210 E> 0.700 EG+ 0 700 <EB D CG E> EG+ <EB VPC File•CA0501694 -01OE1 vpc VPC Version .5.3b 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 Frame Member Sizes I Mem. Width FIg Thk No. I FIg (in.) I (in.) 1 5 00 0.1345 2 5 00 0 1345 3 5 00 0 1345 4 5 00 0 1345 Boundary Condition Summary Member I X -Loc I 1 4 I 0/0/0 I 12/11/4 Frame Reactions Load Cases at Frame Cross Section: 1 I X -Loc I 0/0/0 I Gridl Grid2 I I -B I Ld I Description I Hx I Vy I Cs I (application factor not shown) I (k) I (k) 1 D +CG +L 0.24 1.95 2 D +CG +S 0.28 2.26 3 D+W1> 1 1.88 4 D <W1 1 02 -0.01 5 D W2> I.32 1.39 VPC File:CA0501694 -010E1 vpc Calculations Package 10D +10CG +0.210 <E +0700EG+ +0700 <EB I 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 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.OD +IOWPA1 1.0 D 1 0 CG 0.750 L 0 750 WPA1 1.0 D 1 0 CG +0750 S 0.750 WPAI 0.600 D 1 0 WPA1 1.OD +IOWPD1 1 0 D+ 1.0 CG +0.750 L+ 0 750 WPD1 10 D+ 1.0CG+ 0750 S+ 0750 WPDI 0600D +10WPDI 1OD +1.OWPA2 1.0 D 1 O CG 0 750 L 0.750 WPA2 1 OD+ 1.0CG +0.750S +0750 WPA2 0.600 D 1 0 WPA2 1.0 D 1.0 WPD2 1 O D 1.0 CG 0 750 L 0.750 WPD2 1.0 D+ 1,0 CG +07505+ 0.750 WPD2 0 600 D 1 0 WPD2 1.OD +IOWPB1 1.0 D 1 0 CG 0.750 L 0 750 WPB1 1 O D+ 10 CG 0.750 S+ 0.750 WPB1 0.600D +10WPB1 IOD +I,OWPC1 I0D +1 0 CG 0.750 L 0.750 WPCI 1.OD +1 OCG+ 0.750 S+ 0750 WPC1 0600D +IOWPC1 1.OD +10WPB2 1.0D+1 O CG 0 750 L 0.750 WPB2 1.0 D 1 0 CG 0 750 S 0 750 WPB2 0600D +10WPB2 1.OD+10WPC2 1.0 D+1 O CG 0.750 L 0 750 WPC2 1.0 D+ 1.0 CG +0.750 S +0.750 WPC2 0 600 D 1.0 WPC2 I Web Thk I (in.) 0 1345 0 1345 0.1345 0 1345 Y -Loc 0/0/0 0/0/0 Depthl (in.) 9.00 10.50 9 04 9.00 I Supp. X I Yes I Yes Depth2 Length Weight I Flg Fy (in.) I (ft) I (p) I (ksi) 9 00 7.90 85.9 50.00 9 04 5.84 59 7 50.00 10.50 5.84 59 7 50.00 9 00 7.90 85.9 50.00 Total Frame Weight 291 1 (p) Frame Pricing Weight 378.0 (p) Hx (k) -0.24 -0.28 1 02 1 11 -0.81 12/11/4 I -A I Vy I (k) 1.95 2.26 -0 01 1.88 0.48 VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 47 of 67 D+ CG <E EG+ <EB D+CG+L +E> +EG+ <EB D +CG+L +<E +EG++ <EB D CG E> EG- <EB D CG <E EG- <EB D CG E> EG- <EB D CG <E EG- <EB D +CG+S +E>+EG <EB D+CG+S <E +EG++<EB D +CG+ <EB +EG- D +CG +S <EB +EG+ D WPA1 D CG L WPAI D +CG +S +WPAI D WPA1 D WPDI D +CG +L +WPD1 D +CG +S +WPDI D WPD1 D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 D CG S WPD2 D WPD2 D +WPB1 D +CG +L +WPB1 D +CG +S +WPB1 D +WPB1 D WPC1 D +CG +L +WPCI D CG S WPC1 D +WPC1 D WPB2 D CG L WPB2 D CG S WPB2 D WPB2 D WPC2 D CG L WPC2 D CG S WPC2 D WPC2 I Web Fy Splice (ksi) I Jt.1 50 00 BP 50 00 KN 50.00 SP 50 00 BP (Includes all plates) (Includes all pieces) Codes I Shape Jt.2 KN 3P SP 3P KN 3P KN 3P Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) I Yes No 0/0/0 0/0/0 0 0000 Yes I No I 0/0/0 0/0/0 0.0000 VP BUILDINGS VARCO.PRUDEN 6 D <W2 7 D +CG +L +W1> 8 D +CG +L <W1 9 D +CG +L +W2> 10 D +CG+L +<W2 11 D +CG +S +W1> 12 D +CG +S +<WI 13 D +CG +S +W2> 14 D +CG +S <W2 15 D +W1> 16 D +<W1 17 D +W2> 18 D +<W2 19 D +CG +E +EG+ 20 D +CG <E +EG+ 21 D +CG +L +E +EG+ 22 D +CG +L <E +EG+ 23 D +CG +E +EG- 24 D +CG <E +EG- 25 D +CG +E +EG- 26 D +CG <E +EG- 27 D +CG +S +E +EG+ 28 D +CG +S +<E +EG+ 37 D +CG +E +EG+ +EB> 38 D +CG +<E +EG+ +EB> 39 D+CG +L +E>+EG++EB> 40 D +CG+L +<E +EG++EB> 41 D +CG +E> +EG +EB> 42 D +CG +<E +EG +EB> 43 D +CG +E +EG +EB> 44 D +CG <E +EG +EB> 45 D+CG+S +E>+EG+ +EB> 46 D+CG +S <E +EG+ +EB> 49 D +CG +E +EG <EB 50 D+CG +<E+EG <EB 51 D+CG +L +E +EG++ <EB 52 D+CG+L <E +EG++ <EB 53 D +CG +E +EG <EB 54 D +CG <E +EG +<EB 55 D +CG +E +EG +<EB 56 D+CG <E +EG <EB 57 D +CG +S +E>+EGII <EB 58 D+CG +S <E +EG++ <EB 61 D +WPAI 62 D +CG +L +WPAI 63 D +CG +S +WPAI 64 D +WPAI 65 D +WPDI 66 D +CG +L +WPDI 67 D +CG +S +WPDI 68 D+ WPDI 69 D WPA2 70 D +CG +L +WPA2 71 D +CG +S +WPA2 72 D WPA2 73 D +WPD2 74 D +CG +L +WPD2 75 D +CG +S +WPD2 76 D+ WPD2 77 D +WPBI 78 D +CG +L +WPB1 79 D +CG +S +WPB1 80 D +WPB1 81 D +WPCI 82 D +CG +L +WPC1 83 D +CG +S +WPC1 84 D +WPCI 85 D WPB2 86 D +CG +L +WPB2 Calculations Package 0.81 0 48 1.32 1.39 -0 66 0.01 -0.94 1 41 0.94 1 41 0.66 0.01 -0.81 0.37 -0 78 1 77 0 78 1 77 0.81 0.37 -0.63 0.23 -0.97 1.63 0.97 1.63 0.63 0.23 -0 79 0.60 -0.81 2.00 0.81 2.00 0 79 0.60 1 12 2.00 1 00 -0 14 1 00 -0 14 1 12 2.00 1.33 1.52 -0 79 0.35 0 79 0.35 1.33 1,52 -0 06 0.61 -0.26 1.06 0.26 1 06 0.06 0.61 0 04 1.51 -0.38 1.99 0.38 1.99 -0 04 1.51 -012 013 -0.20 0.58 0.20 0.58 0 12 0.13 -016 0.26 -0.29 0.90 0.29 0.90 016 0.26 -0 07 0.96 -0.38 1.60 0.38 1.60 0.07 0.96 0.05 0 77 -0.14 0.90 0.14 0.90 -0.05 0 77 0 16 1 68 -0.26 1.82 0.26 1.82 -0.16 1 68 -0 01 0.29 -0.09 0 42 0 09 0 42 0.01 0.29 -0 00 0 48 -0.13 0.68 0.13 0.68 0.00 0 48 0 09 1 19 -0.22 1.38 0.22 1.38 -0 09 1 19 005 077 -014 0.90 014 0.90 -005 077 0 16 1 68 -0.26 1.82 0.26 1.82 -0 16 1.68 -0 01 0.29 -0.09 0 42 0 09 0.42 0.01 0.29 -0 00 0 48 -0.13 0.68 0 13 0 68 0 00 0 48 0 09 1 19 -0.22 1.38 0.22 1.38 -0.09 1 19 0.37 1 18 -0.29 1 01 0 45 0.52 -0.39 0.66 0.48 0 75 -0.42 0.88 0.36 1.31 -0.28 1 13 0 40 -0.75 -0.36 -0.66 0 48 0.85 -0.44 0.92 0.50 1 07 -0 47 1 15 0.39 -0.88 -0.34 -0.78 0 16 -0 70 -0 08 -0.52 0.29 0.89 -0.24 102 0.32 1 12 -0.26 1.25 0.15 -0.82 -0.07 -0.65 0.19 -0.27 -015 -0.17 0.32 1.21 -0.29 1.29 0.35 1 44 -0.31 1.51 0.18 -0.39 -0.13 -0.30 0.29 1 01 -0.37 1 18 0.39 0.66 -0 45 0.52 0 42 0.88 -0 48 0 75 0.28 1 13 -0.36 1.31 0.36 -0.66 -0 40 -0.75 0.44 0.92 -0 48 0.85 0 47 1 15 -0.50 1.07 0.34 -0.78 -0.39 -0.88 0.08 -0.52 -0.16 -0.70 0.24 1.02 -0.29 0.89 VPC File•CA0501694 -01OE1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 48 of 67 VP BUILDINGS VARCO- PRUDEN Calculations Package 87 D CG S +WPB2 0.26 1.25 -0.32 112 88 D WPB2 0.07 -0 65 -0 15 -0.82 89 D WPC2 0.15 -0 17 -0 19 -0.27 90 D CG L +WPC2 0.29 1.29 -0.32 1.21 91 D +CG +S +WPC2 0.31 1.51 -0.35 144 92 D WPC2 0 13 -0.30 -0 18 -0.39 Date: 11/8/2005 Time: 12.3707 PM Page: 49 of 67 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 12/11 //4 11 -A I 1 02 13 I 1 33 18 I I I I I 2.00 I 16 I 2.26 12 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 70 0.64 CG 0 00 0 00 0.85 0.85 L 0 00 0 00 2.42 2.42 S 0 00 0.00 3 03 3.03 Wl> 2.13 2.13 2.52 2.52 <WI 2.13 2.13 2.52 2.52 W2> 2.13 2.13 1.55 1.55 <W2 2.13 2.13 1.55 1.55 E> 0 45 0.45 0 00 0.00 EG+ 0.00 0.00 0.26 0.26 <E 0 45 0 45 0 00 0.00 EG- 0 00 0 00 0.26 0.26 EB> 0.00 0 00 0.00 0 00 <EB 0 00 0.00 0 00 0 00 WPA1 0 08 0.08 2.83 2.83 WPD1 0 04 0.04 2.05 2.05 WPA2 0 08 0.08 1 85 1.85 WPD2 0 04 0.04 107 1 07 WPBI 0 08 0 08 2.83 2.83 WPC 1 0 04 0 04 2.05 2.05 WPB2 0.08 0 08 1.85 1.85 WPC2 0.04 0.04 107 107 Base Plate Summary X -Loc I Grid Mem. Thickness Width Len h Num. Of Bolt Diam. T e Welds to Welds to gt Yp No. I (in.) I (in.) I (in.) Bolts I (in.) I Flange Web OS-0.1875 0/0/0 12/11/4 1 1-B -A 14 I 0.375 I 8 I 10 I 4 10 750 I A36 I OS 0.1875 OS -0 1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web De th h/t a/h a Thick. Width Side Welding No. I No. I (ft) I p (in.) I I (in.) I (in.) I (in.) Description 11 8.731 4 1 S S 3 3 7 11 I 8.731 I N/A N/A N/A 1 0.1875 12.000 I Both F- FP,W -OS- 0.1875 Bolted Connections (A325 Bolts) Bolt I Rows -Out I Rows -In I Moment Out I Moment In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch I 2 4 I 2 4 I Ld Actual I Capacity I Ld Actual Capacity No. No. (in.) (in.) (in.) (in.) (in.) Bolt Bolt Bolt Bolt Cs (in -k) (in -k) Cs (in -k) (in -k) 1 2 KN(Face) STD 0.500 6.00 10.56 0 750 2.50 1 0 1 0 34 217.6 237.8 33 217.6 237.8 2 1 KN(Face) STD 0.500 6.00 10.73 0.750 2.50 1 0 1 0 34 217.6 237.8 33 217 6 237.8 2 2 SP STD 0.375 6.00 9 17 0 750 2.50 1 0 1 0 16 14 1 110 4 2 28.8 110.4 3 1 SP STD 0.375 6.00 9 17 0.750 2.50 1 0 1 0 16 14 1 110.4 2 28.8 110 4 3 2 KN(Face) STD 0.500 6.00 10.73 0.750 2.50 1 0 1 0 34 217.6 237.8 33 217.6 237.8 4 2 KN(Face) STD 0.500 6.00 10.56 0.750 2.50 1 0 1 0 34 217.6 237.8 33 217.6 237.8 Flange Brace Summary I Member I From Member Joint 1 I From Side Point 1 I Part I Design Note VPC File:CA0501694 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO.PRUDEN 1 2 2 3 3 4 Calculations Package 3/6/0 3/6/0 FB2050 1/2/15 3/11/7 FB2054 3/6/15 1/7/7 FB2050 1/6/0 1/7/7 FB2050 3/10/0 3/11/7 FB2054 3/6/0 3/6/0 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. Loc. De th Load Axial Shear Mom -x Mom Axial Shear Bnd -X Bnd -Y Stress /Force Sum No. I ft I in. I y Case k k in -k in -k I ksi I ksi I ksi I ksi I Axial I Shear I Bnd -X Bnd -Y I Bnd +Ax Shear 1 7.00 9 00 15 2.0 0.4 63.3 0.0 0.80 0.33 9 07 0.00 30.00 16.55 26.61 26.61 0.341 0.020 2 0.31 10.50 15 0.6 1 7 60.6 0 0 0.21 1.25 6.61 0 00 30.00 14.12 22.39 22.39 0.295 0.089 3 5 16 10.50 16 0.6 1 7 60.6 0.0 0.21 1.25 6.61 0.00 30 00 14 12 22.39 22.39 0.295 0 089 4 7.00 9 00 16 2.0 -0 4 63.3 0.0 0.80 0.33 9.07 0.00 30.00 16.55 26.61 26.61 0.341 0 020 Mem. Loc. Depth Area Rx Ry Lx Ly -1 Ly -2 Klx Klyl KIy2 Sx Lbl Rt -1 Lb2 Rt -2 Qs Qa Cbl Cb2 I No. I ft in. I in.2 I in. I in. I in. in. I in. I /Rx I /Ry I /Ry I in.3 I in. I in. I in. I in. I 1 7 00 9.00 2.52 3 67 1 05 85 65 43 7 0.0 35 0 41 4 0 0 6.98 43 7 1.30 0.0 0.00 0.89 1.00 1.00 0.00 2 0.31 10.50 2.72 4.21 1 02 61.96 8.2 16.7 14 7 8.1 16.4 9 17 8.2 1.27 16.7 1.27 0 75 1 00 1.00 1 75 3 5 16 10.50 2.72 4.21 1 02 61.96 16.7 8.2 14 7 16.4 8.1 9 17 16.7 1.27 8.2 1.27 0 75 100 1 75 1 00 4 7 00 9 00 2.52 3.67 1 05 85 65 43 7 0.0 35 0 41 4 0.0 6.98 43 7 1.30 0 0 0 00 0.89 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> W 1> 4 System 1 000 0 180 0 700 <WI <WI 5 System 1 000 0 180 0.700 W2> W2> 6 System 1 000 0 180 0 700 <W2 <W2 7 System Derived 1.000 0 180 0 700 WPA1 WPA1 8 System Derived 1 000 0 180 0.700 WPDI WPD1 9 System Derived 1 000 0 180 0 700 WPA2 WPA2 10 System Derived 1 000 0 180 0 700 WPD2 WPD2 11 System Derived 1 000 0 180 0 700 WPB I WPB1 12 System Derived 1.000 0 180 0 700 WPC1 WPC1 13 System Derived 1.000 0 180 0 700 WPB2 WPB2 14 System Derived 1.000 0 180 0.700 WPC2 WPC2 15 System 1000 60 0 0700W1> WI> 16 System 1 000 60 0 0 700 <W1 <W1 17 System 1.000 60 0 0.700 W2> W2> 18 System 1.000 60 0 0 700 <W2 <W2 19 System Derived 1.000 60 0 0.700 WPAI WPA1 20 System Derived 1 000 60 0 0 700 WPD1 WPD1 21 System Derived 1 000 60 0 0 700 WPA2 WPA2 22 System Derived 1.000 60 0 0.700 WPD2 WPD2 23 System Derived 1.000 60 0 0.700 WPB 1 WPB 1 24 System Derived 1.000 60 0 0 700 WPC1 WPC1 25 System Derived 1 000 60 0 0 700 WPB2 WPB2 26 System Derived 1.000 60 0 0.700 WPC2 WPC2 27 System 1.000 60 0 0.600 E> 0 700 EG- E> EG- 28 System 1 000 60 0 0 600 <E 0 700 EG- <E EG- 29 System Derived 1 000 60 0 0.600 EB> EB> 30 System Derived 1.000 60 0 0.600 <EB <EB Maximum Frame Deflection Summary for Cross Section: 1 Description I Deflection (in.) I Ratio (Member' Joint I Load Case I Load Case Description Max. Horizontal Deflection -0 180 (H/501) 4 2 16 <WI Max. Vertical Deflection for Span 1 -0 029 I (04438) 3 I 1 I 2 S Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 50 of 67 VP BUILDINGS VARCO- PRUDEN Wall: 4, Frame at: 17/8/0 Frame Cross Section: 2 a Dimension Key 1 8 1/2' 2 2 3' -6' 3 1 -6' 4 1 7 7/16' 5 2 2'-4' 6 3 1/4 7 9'- 615/16' (2)Fc rr_ I Frame Clearances Horiz. Clearance between members 1(CX003) and 4(CX004): 10' -0 1/4 Vert. Clearance at member 1(CX003): 7' 1 5/8' Vert. Clearance at member 4(CX004): 7' 1 5/8" Finished Floor Elevation I00' -0' (Unless Noted Otherwise) Calculations Package F- 1 16" 000:1 I L r (2)FB VPC File•CA0501694 -01OE1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 51 of 67 VP BUILDINGS VARCO- PRUOEN Calculations Package VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 52 of 67 VP BUILDINGS VARCD- PRUDEN Frame Location Design Parameters: I Location I Avg. Bay Space I 17/8/0 I 16/5/10 (Rigid Frame Design Load Combinations Framing No. Origin. Factor 1 System 1 000 2 System 1 000 3 System 1 000 4 System I 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 1000 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 Fi1e -010E1 vpc Calculations Package Description Date: 11/8/2005 Time: 12.37 PM Page: 53 of 67 I Angle I Group I Trib. Override I Design Status 1 90.0000 I I I Hold Depth and Design DESCRIPTION VP Buildings RIGID FRAMES (Type 'RF are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type I 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 IOD +10CG +1.OL 10D +10CG +105 10D +1.OW1> 10D+10 <W1 1 0 D 1 0 W2> 1 0 D 1 0 <W2 l OD +I OCG +0750L +0750WI> 10 D+ 1 0CG +0750L +0750 <Wl 1.0D+1 O CG 0.750L+ 0 750 W2> 10D +10CG +0750L +0750 <W2 1.0 D 1 0 CG 0 750 S 0.750 WI> 1 OD +1.0CG +0750S +0.750 <W1 1.0 D 1.0 CG 0 750 S 0.750 W2> 1 0 D+ l 0 CG 0.750 S+ 0.750 <W2 0.600D +1OWI> 0.600 D 1.0 <WI 0.600 D 1.0 W2> 0.600D +1.0<W2 1.0 D+ 1.0 CG 0 700 E> 0 700 EG+ I OD+ 1.00G +0.700 <E +0700EG+ 10D +1.00G +0750L +0.750E +0.750EG+ 1.0 D+ 10 CG+ 0750L +0750 <E +0750EG+ 0600D +0600 CG+ 0700E>+ 0700 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 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 1.200D +1.2000G +0.200S 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+ 0700EB> 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 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+ 10D +1 0 CG 0.210 E> 0.700 EG+ 0.700 <EB VPC Version .5.3b Description D CG L D +CG +S D +WI> D <WI D W2> D <W2 D +CG +L +WI> D +CG +L +<WI D +CG +L +W2> D +CG +L <W2 D +CG +S +WI> D +CG +S +<W1 D +CG +S +W2> D +CG +S <W2 D +Wl> D+ <WI D W2> D <W2 D CG E> EG+ D CG <E EG+ D+ CG+ L E>+ EG+ D+CG+L <E +EG+ D +CG +E +EG- D+CG+<E+EG- D+CG+E>+EG- D+CG+<E+EG- D +CG +S +E +EG+ D CG S <E EG+ D CG E> EG- D CG <E EG- D CG S E> EG+ D +CG +S <E EGA- D +CG D CG D +CG +S D CG S D +CG +E +EG+ +EB> D CG <E EG+ EB> D+CG+L +E>+EG EB> D+CG +L +<E +EG++EB> D CG E> EG- EB> D CG <E EG- EB> D CG E> EG- EB> D CG <E EG- EB> D+CG+S +E>+EG++EB> D+CG+S <E +EG++EB> D +CG+ EB> +EG- D +CG +S +ER +EG+ D +CG +E +EG+ <EB VP BUILDINGS VARCO PRUDEN Calculations Package 50 System Derived 1 000 1 0 D 1 0 CG 0.210 <E 0.700 EG+ 0.700 <EB 'D CG <E EG+ <EB 51 System Derived 1.000 1.0 D 1 0 CG 0 750 L 0.225 E> 0 750 EG+ 0.750 <EB D +CG +L +E +EG <EB 52 System Derived 1 000 1 0 D 1.0 CG 0 750 L 0.225 <E 0.750 EG+ 0.750 <EB D+CG +L <E +EG++ <EB 53 System Derived 1 000 0.600 D 0 600 CG 0.210 E> 0.700 EG- 0 700 <EB D CG E> EG- <EB 54 System Derived 1 000 0.600 D 0.600 CG 0.210 <E 0 700 EG- 0 700 <EB D CG <E EG- <EB 55 System Derived 1.275 0.900 D 0.900 CG 0.300 E> 0 700 EG- 1 0 <EB D CG E> EG- <EB 56 System Derived 1.275 0.900 D 0.900 CG 0.300 <E 0 700 EG- 1 0 <EB D CG <E EG- <EB 57 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.300 E> 0.700 EG+ 1 0 <EB D +CG +S +E +EG++ <EB 58 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.300 <E 0.700 EG+ 1 0 <EB D+CG+S +<E +EG+ <EB 59 Special 1.275 0.900 D 0.900 CG 2.500 <EB 1.0 EG- D CG <EB EG- 60 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ D CG S <EB EG+ 61 System Derived 1.000 1 0 D+ 1 0 WPAI D +WPAI 62 System Derived 1 000 1.0 D 1 0 CG 0.750 L 0 750 WPAI D CG L WPA1 63 System Derived 1 000 1.0 D 1.0 CG 0 750 S 0 750 WPAI D CG S +WPAI 64 System Derived 1 000 0 600 D 1 0 WPAI D WPAI 65 System Derived 1 000 1.0 D 1 0 WPDI D WPDI 66 System Derived 1 000 1.0 D 1 0 CG 0.750 L 0 750 WPDI D CG L +WPDI 67 System Derived 1 000 1 0 D 1 0 CG 0 750 S 0.750 WPDI D CG S WPD I 68 System Derived 1 000 0.600 D 1 0 WPDI D WPD1 69 System Derived 1 000 1 0 D+ 1 0 WPA2 D+ WPA2 70 System Derived 1 000 1.0 D 1 0 CG 0 750 L 0.750 WPA2 D CG L WPA2 71 System Derived 1 000 1 0 D 1 0 CG 0 750 S 0.750 WPA2 D CG S WPA2 72 System Derived 1 000 0.600 D 1 0 WPA2 D WPA2 73 System Derived 1 000 1 0 D+ 1 0 WPD2 D +WPD2 74 System Derived 1 000 1 0 D 1 0 CG 0.750 L 0.750 WPD2 D CG L +WPD2 75 System Derived 1.000 1.0 D 1 0 CG 0 750 S 0.750 WPD2 D CG S +WPD2 76 System Derived 1 000 0.600 D 1 0 WPD2 D WPD2 77 System Derived 1 000 1.0 D+ 1 0 WPB1 D+ WPB1 78 System Derived 1 000 1 0 D 1.0 CG 0.750 L 0.750 WPB 1 D CG L +WPB 1 79 System Derived 1 000 1 0 D 1 0 CG 0 750 S 0.750 WPB 1 D CG S +WPB 1 80 System Derived 1 000 0.600 D I 0 WPB 1 D WPB 1 81 System Derived 1 000 1 0 D+ 1 0 WPC 1 D +WPC 1 82 System Derived 1 000 I 0 D 1.0 CG 0 750 L 0 750 WPC I D CG L +WPC I 83 System Derived 1 000 1 0 D 1 0 CG 0.750 S 0.750 WPC 1 D CG S +WPC 1 84 System Derived 1.000 0.600 D 1.0 WPC 1 D WPC I 85 System Derived 1 000 1 0 D 1 0 WPB2 D WPB2 86 System Derived 1 000 1 0 D 1 0 CG 0 750 L 0 750 WPB2 D CG L +WPB2 87 System Derived 1 000 1 0 D 1 0 CG 0 750 S 0 750 WPB2 D CG S +WPB2 88 System Derived 1 000 0.600 D 1.0 WPB2 D WPB2 89 System Derived 1 000 1 0 D 1.0 WPC2 D WPC2 90 System Derived 1 000 1 0 D 1 0 CG 0.750 L 0 750 WPC2 D CG L +WPC2 91 System Derived 1 000 1 0 D 1 0 CG 0 750 S 0 750 WPC2 D CG S +WPC2 92 System Derived 1 000 0.600 D 1 0 WPC2 D WPC2 Frame Member Sizes Mem. Width Fig Thk Web Thk Depth! Depth2 Length Weight Fig Fy Web Fy l Splice Codes Shape No. I (in.) I (in.) I (in.) I (in.) I (in.) I (ft) I (p) I (ksi) I (ksi) I Jt.1 I Jt.2 1 5 00 0 1345 0 1345 9 00 9.00 7.90 85.9 50.00 50 00 BP KN 3P 2 5 00 0 1345 0 1345 10.50 9 00 5.84 59 6 50 00 50.00 KN SP 3P 3 5 00 0 1345 0 1345 9 00 10.50 5.84 59.6 50.00 50.00 SP KN 3P 4 5 00 0.1345 0 1345 9 00 9.00 7.90 85.9 50 00 50.00 BP KN 3P Total Frame Weight 291 0 (p) (Includes all plates) Frame Pricing Weight 396.9 (p) (Includes all pieces) Boundary Condition Summary I Member I X -Loc I Y -Loc I Supp. X I Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) I 1 0/0/0 0 /0 /0 Yes Yes No 0 /0 /0 0 /0 /0 0.0000 4 I 12/11/4 I 0/0/0 I Yes I Yes I No I 0/0/0 0 /0 /0 0.0000 Frame Reactions Load Cases at Frame Cross Section: 2 I X -Loc I 0/0/0 I 12/11/4 I Grid1 Grid2 I 2 -B I 2 -A I E Ld I Description I Hx I Hz I Vy I Hx I Hz I Vy I I Cs I (application factor not shown) I (k) I (k) I (k) I (k) I (k) I (k) I 1 D CG L 0.41 3.32 -0.41 3.32 2 D CG S 048 3.88 -048 3.88 3 D W 1> 1.56 2.74 1.51 -0 08 4 D <W 1 1.51 -0.08 1.56 2.74 5 D+W2> 1.92 1.89 114 077 I I I I I I I I VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 54 of 67 VP BUILDINGS VARCO- PRUDEN Calculations Package 6 D <W2 114 0.77 1.92 189 7 D +CG +L +W1> -086 0.38 143 2.38 8 D +CG +L <WI 143 2.38 0.86 0.38 9 D +CG +L +W2> 114 103 116 302 10 D +CG +L +<W2 1 16 3.02 1 14 1 03 11 D +CG +S +W1> -081 0.80 149 2.80 12 D +CG +S <W1 149 2.80 0.81 0.80 13 D +CG +S +W2> 1 09 1 45 1.21 344 14 D +CG +S <W2 1.21 344 1 09 1 45 15 D +W1> 1.58 2.93 149 -0.27 16 D <W I 1 49 -0.27 1.58 2.93 17 D +W2> 1.95 2.08 112 0.58 18 D <W2 1 12 0.58 1.95 2.08 19 D CG E> EG+ -0 11 0.98 -0.44 1 77 20 D CG <E EG-1- 0.44 1 77 0 11 0.98 21 D +CG +L +E +EG+ 0.07 2.54 -066 3.39 22 D CG L <E EG+ 0.66 3.39 -007 2.54 23 D CG E> EG- -0.21 0 18 -0.35 0.97 24 D CG <E EG- 0.35 0.97 0.21 0.18 25 D CG E> EG- -0.28 0.37 -0.51 1.50 26 D +CG +<E +EG- 0.51 1.50 0.28 0.37 27 D +CG +S +E +EG+ -013 1.59 -066 2.72 28 D +CG +S +<E +EG+ 0.66 2.72 0.13 1.59 37 D CG E> EG+ EB> 0.08 -0 13 1 13 -0.25 -0.13 1.35 38 D CG <E EG+ EB> 0.25 -0.13 1.37 -0 08 -0 13 1 12 39 D+CG+L +E>+EG++E13> 0.28 -0.14 2.70 -0 45 -0.14 2.94 40 D+CG+L +<E +EG +EB> 0 45 -0 14 2.96 -0.28 -0.14 2.69 41 D CG E> EG- EB> -0 02 -0 13 0.33 -0.15 -0.13 0.55 42 D CG <E EG- EB> 0 15 -0.13 0.57 0 02 -0.13 0.31 43 D CG E> EG- EB> -0 01 -0 19 0.59 -0.23 -0.18 0.90 44 D CG <E EG- EB> 0.23 -0 19 0.93 0.01 -0 18 0.57 45 D+CG+S+E>+EG++EB> 0 14 -0 19 1.81 -0.38 -0 18 2,12 46 D+CG+S <E +EG++EB> 0.38 -0.19 2.14 -014 -0.18 178 49 D CG E> EG+ <EB 0 08 0.06 1.32 -0.25 0.06 1.56 50 D +CG +<E +EG+ <EB 0.25 0.06 1.55 -008 0.06 1.33 51 D +CG+L +E +EG++ <EB 0.28 0.07 2.90 -0.45 0 07 3 16 52 D+CG+L +<E +EG++ <EB 0.45 0 07 3 16 -0.28 0.07 2.91 53 D CG E> EG- <EB -0 02 0.06 0.51 -0 15 0 06 0 76 54 D CG <E EG- <EB 015 006 075 002 0.06 0.52 55 D CG E> EG- <EB -0.01 0.09 0.85 -0.23 0 09 1.21 56 D CG <E EG- <EB 0.23 009 119 0.01 0.09 087 57 D+CG+S+E>+EG-H-<EB 014 0.09 2.07 -0.38 0.09 2.42 58 D+CG+S <E+EG++ <EB 0.38 0.09 2.41 -014 0.09 2.08 61 D +WPA1 0.67 -014 1.92 -0.57 -0.07 1.63 62 D CG L WPA1 0.81 -0 10 1.00 -0.73 -0 05 1.22 63 D +CG +S +WPAI 0.86 -0.10 142 -078 -005 1.64 64 D WPAI 0.65 -0 14 2.11 -0.55 -0 07 1.82 65 D +WPDI 0.66 -0 19 1.59 -0.56 -0.17 1.39 66 D CG L +WPDI 0.80 -0.14 1.24 -0 72 -0.13 1 40 67 D CG S WPDI 0.85 -0 14 1.67 -0.77 -0 13 1.82 68 D WPDI 0 64 -0.19 1 78 -0.53 -0.17 1.58 69 D WPA2 0.31 -0.26 1 18 -0.20 -0 19 -0.90 70 D CG L WPA2 0.54 -0.19 1.55 -0.46 -0.14 1 76 71 D CG S WPA2 0.59 -0 19 1.98 -0.51 -0 14 2.19 72 D WPA2 0.29 -0.26 1.37 -0.18 -0.19 1 09 73 D WPD2 0.30 -0 06 -0 87 -0.19 -0 05 -0.65 74 D'+ CO L WPD2 0.53 -0 05 1 79 -0 45 -0 04 1.95 75 D CG S WPD2 0.58 -0 05 2.21 -0.50 -0.04 2.37 76 D WPD2 0.28 -0.06 1 06 -0 17 -0.05 -0.84 77 D+WPB1 0.57 -0.07 1 61 -0.68 -0.14 1.94 78 D CG L +WPB 1 0.73 -0.06 1.23 -0.81 -0 10 0.99 79 D CG S +WPB 1 0.79 -0.06 1.65 -0.87 -0 10 1 41 80 D+WPB1 0.55 -0 07 1.80 -0.66 -0.14 2.13 81 D +WPC 1 0.56 -0.17 1.37 -0.66 -0.18 1.62 82 D CG L WPC l 0 72 -0.13 1 42 -0.80 -0 14 1.23 83 D CG S WPCI 0 77 -0 13 1.84 -0.86 -0 14 1.65 84 D +WPC 1 0.54 -0.17 1.56 -0.64 -0.18 1.81 85 D+ WPB2 0.21 -0 19 -0.87 -0.31 -0.25 1.21 86 D CG L WPB2 0 46 -0 15 1 79 -0.54 -0 19 1.53 VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 55 of 67 VP BUILDINGS VARCO- PRUOEN Calculations Package 87 D CG S +WPB2 0.51 -0 15 2.21 -0.59 -0 19 1.95 88 D WPB2 0 19 -0 19 106 -0.29 -0.25 1 40 89 D WPC2 0 19 -0 05 -0 64 -0.30 -0 06 -0 88 90 D CG L +WPC2 0 45 -0 04 1.96 -0.53 -0 05 1 78 91 D CG S WPC2 0.50 -0.04 2.38 -0.58 -0 05 2.20 92 D WPC2 0 17 -0.05 -0.83 -0.28 -0 06 1 07 Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load -Hx) Case (Hx) Case -Hz) Case (Hz) Case (Vy) Case (Vy) Case -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in -k) (in -k) 17 1.51 12/ 12 -A 1.51 13 1.95 8 I 0.25 185 10 09 155 I 2.93 1 3.88 12 Sum of Forces with Reactions Check Framing Horizontal Verical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.00 0 00 1.00 0.95 CG 0.00 0 00 1 49 1 49 L 0.00 0.00 4.21 4.21 S 0.00 0 00 5.33 5.33 W 1> 3 06 3 06 3 77 3 77 <W1 3.06 3 06 3 77 3 77 W2> 3.06 3 06 2.06 2.06 <W2 3.06 3.06 2.06 2.06 E> 0.79 0 79 0.00 0.00 EG+ 0.00 0.00 0 45 0.45 <E 0 79 0 79 0.00 0.00 EG- 0.00 0.00 0 45 0 45 EB> 0.00 0 00 0 00 0.38 <EB 0 00 0 00 0 00 0 18 WPAI 0.11 0.11 4.28 4.50 WPD1 0.11 011 4.30 3.93 WPA2 011 011 2.57 3.03 WPD2 0.11 011 2.58 2.47 WPB I 0.11 0 11 4.28 4.50 WPCI 011 011 4.30 3.93 WPB2 0.11 0.11 2.57 3.03 WPC2 011 0.11 2.58 2.47 Base Plate Summary X -Loc 1 Grid Mem. Thickness Width Len Num. Of Bolt Diam. T e Welds to Welds to I No. I (in.) I (in.) I (in.) I Bolts I (in.) I YP I Flange Web 12/11/4 I 2 2-B -A 14 I 0.375 I 8 I 10 I 4 I 0.750 I A36 I OS -0 1875 I OS 0 1875 I Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t No. No. I (ft) I (in.) 1 1 S3 711 8.731 N/A I 2 S2 5 46 8.450 62.83 4 1 S3 711 8.731 N/A 4 2 S2 5 46 8.450 62.83 Bolted Connections (A325 Bolts) a/h I a Thick. I Width I Side (in.) (in.) (in.) N/A N/A 01875 2.000 Both N/A N/A 0.3750 4 000 Far N/A N/A 0.1875 2.000 Both N/A N/A 0.3750 4.000 Near Bolt I Rows -Out I Rows -In Moment Out I Moment In Mem. it. Type Conn. Thick. Width Length Diam. Pitch I 2 4 2 4 Ld Actual I Capacity I Ld Actual Capacity No. No. (in.) (in.) (in.) (in.) (in.) Bolt Bolt Bolt Bolt Cs (in -k) (in -k) Cs (in -k) (in -k) 1 2 KN(Face) STD 0.500 6.00 10.56 0.750 2.50 1 0 1 0 34 217.6 237.8 33 217.6 237.8 2 1 KN(Face) STD 0.500 6.00 10.73 0.750 2.50 1 0 1 0 34 217.6 237.8 33 217 6 237.8 2 2 SP STD 0.375 6.00 9 13 0 750 2.50 1 0 1 0 15 20.1 109.9 2 50 0 109.9 3 1 SP STD 0.375 6.00 9 13 0 750 2.50 1 0 1 0 15 20.1 109.9 2 50.0 109.9 3 2 KN(Face) STD 0.500 6.00 10.73 0.750 2.50 1 0 1 0 34 217 6 237.8 33 217.6 237.8 4 2 KN(Face) STD 0.500 6.00 10.56 0 750 2.50 1 0 1 0 34 217.6 237.8 33 217.6 237.8 VPC Fi]e:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 56 of 67 Welding Description F -FP W- OS- 0.1875 F- BS- 0.1875, W -OS -0 1875 F -FP W -OS -O 1875 F-BS-0 1875,W-0S-0 1875 VP BUILDINGS VARCO.PRUDEN Calculations Package Flange Brace Summary Member I From Member Joint 1 I From Side Point I I Part I Design Note 1 3/6/0 3/6/0 (2)FB2050 2 1/2/15 3/11/7 (2)FB2054 2 3/6/15 1/7/7 FB2050 3 1/6/0 1/7/7 FB2050 3 3/10/0 3/11/7 (2)FB2054 4 3/6/0 3/6/0 (2)FB2050 Date: 11/8/2005 Time: 12.37 PM Page: 57 of 67 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. I Depth I Load I Axial I Shear I Mom -x I Mom -y I Axial I Shear IBnd -X Bnd -YI I Stress /Force I Sum I No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial I Shear Bnd -X Bnd -Y Bnd +Ax Shear 1 6.06 9.00 71 2.2 -0.1 26.6 14.2 0.86 0.12 3.53 12.63 20.38 16.55 26.61 26.61 0 640 0.007 2 0.31 10.50 15 0.9 2.5 88.1 0 0 0.34 1.81 9.61 0.00 30.00 14 12 22.39 22.39 0 429 0 129 3 5 16 10.50 16 0.9 2.5 88.1 0 0 0.34 1.81 9.61 0.00 30 00 14 12 22.39 22.39 0 429 0 129 4 6.06 9.00 88 1 4 -0.3 3 1 18.4 0.56 0.27 0 41 16.43 30 00 16.55 26.61 26.61 0 633 0.016 I Mem. Loc. Depth Area Rx R Lx -1 -2 KIx KI 1 Kl 2 Sx Lbl Rt -1 Lb2 121-2 -2 Qs Qa Cbl Cb2 No. I ft I in. I in.2 in. I in. I in. I L in. I L in. I /Rx I /Ry /Ry in.3 I in. in. I in. I in. I Q 1 6.06 9.00 2.52 3.67 1 05 85 65 65.5 0 0 35 0 62.1 0 0 7.53 43 7 1.30 0.0 0 00 0.89 1 00 1.00 0 00 2 0.31 10.50 2.72 4.21 1.02 61.96 8.2 16.7 14 7 8.1 16.4 9 17 8.2 1.27 16.7 1.27 0 75 1 00 1 00 1 75 3 516 10.50 2.72 4.21 102 61.96 16.7 8.2 14.7 16.4 8.1 917 16.7 1.27 8.2 1.27 0.75 100 175 1.00 4 6.06 9 00 2.52 3.67 1.05 85.65 65.5 0.0 35 0 62.1 0 0 7.53 43.7 1.30 0.0 0 00 0.89 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 W I> WI> 4 System 1 000 0 180 0 700 <WI <W1 5 System 1.000 0 180 0 700 W2> W2> 6 System 1 000 0 180 0.700 <W2 <W2 7 System Derived 1.000 0 180 0.700 WPA1 WPA1 8 System Derived 1.000 0 180 0 700 WPD1 WPD1 9 System Derived 1.000 0 180 0.700 WPA2 WPA2 10 System Derived 1.000 0 180 0 700 WPD2 WPD2 11 System Derived 1 000 0 180 0.700 WPB 1 WPB1 12 System Derived 1 000 0 180 0 700 WPCI WPC1 13 System Derived 1.000 0 180 0.700 WPB2 WPB2 14 System Derived 1 000 0 180 0 700 WPC2 WPC2 15 System 1 000 60 0 0 700 W 1> WI> 16 System 1 000 60 0 0 700 <W1 <WI 17 System 1 000 60 0 0 700 W2> W2> 18 System 1.000 60 0 0 700 <W2 <W2 19 System Derived 1 000 60 0 0 700 WPA1 WPA1 20 System Derived 1 000 60 0 0.700 WPD1 WPD1 21 System Derived 1 000 60 0 0.700 WPA2 WPA2 22 System Derived 1 000 60 0 0.700 WPD2 WPD2 23 System Derived 1 000 60 0 0.700 WPB1 WPB1 24 System Derived 1.000 60 0 0 700 WPC1 WPC1 25 System Derived 1.000 60 0 0.700 WPB2 WPB2 26 System Derived 1 000 60 0 0.700 WPC2 WPC2 27 System 1.000 60 0 0.600 E> 0 700 EG- E> EG- 28 System 1 000 60 0 0.600 <E 0.700 EG- <E EG- 29 System Derived 1 000 60 0 0.600 EB> EB> 30 System Derived 1.000 60 0 0.600 <EB <EB Maximum Frame Deflection Summary for Cross Section: 2 Description I Deflection (in.) I Ratio 'Member' Joint I Load Case I Load Case Description Max. Horizontal Deflection I 0.260 (H/347) 1 2 15 W 1> Max. Vertical Deflection for Span 1 -0 051 I (L/2515) I 2 2 2 S Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VPC File:CA0501694 -010E1 vpc VPC Version .5.3b VP BUILDINGS VARCO.PRUDEN Calculations Package VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 58 of 67 VP BUILDINGS VARCO.PRUDEN Wall. 4, Frame at: 33/11/4 Frame Cross Section: 3 a Dimension Key 1 8 1/2' 2 2 3' -6' 3 1 -6' 4 1 7 7/16' 5 2 @2'-4 6 31/4 7 9'-6 15/16' 1?, N /x Frame Clearances Horiz. Clearance between members 1(CX005) and 4(CX006): 10' -0 1/4 Vert. Clearance at member I(CX005): 7' 1 5/8' Vert. Clearance at member 4(CX006): 7' 1 5/8" Finished Floor Elevation 100' -0' (Unless Noted Otherwise) Calculations Package 6" 0 0:12 r5, 1 FB VPC File•CA0501694 -01OE1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 59 of 67 VP BUILDINGS VARCO- PRUDEN Calculations Package VPC Fi1e•CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 60 of 67 VP BUILDINGS VARCO- PRUUEN Frame Location Design Parameters: I Location I Avg. Bay Space I 1 33/11/4 I 9/1/10 lend RF 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 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 I 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 l .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:CA0501694 -010E1 vpc Calculations Package Description I Angle Group I Trib. Override I Design Status 1 90.0000 I I I Hold Depth and Design I Application 10D +10CG +1OL 10D +1.0CG +10S 1OD +1OW1> 1.OD +1.0<W1 1OD +1.0W2> IOD +1.0 <W2 1 0 D 1.0 CG 0.750 L 0 750 WI> 1 0D +1 0CG +0750L +0750 <Wl 1 0 D 1.0 CG 0 750 L 0.750 W2> 10 D+ LOCG+0750L+ 0750<W2 10D +1.0CG +0.7505 +0.750WI> 10D +1.000 +0750S +0750 <WI 10D+10 CG +0 750 S+ 0.750 W2> 10 D+ 1.O CG 0.750 S+ 0.750 <W2 0.600D +IOW1> 0.600 D 1 0 <W1 0.600 D 1 0 W2> 0.600D +10 <W2 1.OD +1 0CG +0700E +0700EG+ 10D +1 0CG +0700 <E +0.700EG+ 1.0 D 1.0 CO 0 750 L 0.750 E> 0.750 EG+ 10D+10 CG+0750L+ 0750<E+ 0.750EG+ 0.600 D 0.600 CG 0.700 E> 0 700 EG- 0 600 D 0.600 CO 0 700 <E 0 700 EG- 0.900 D 0.900 CO 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 CO 2.500 E> 1.0 EG- 0.900 D 0.900 CO 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 OD +1 OCG+0.210E>+ 0700EG++ 0700EB> 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 CO 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 O 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 OD +1.00G +0.210E +0700EG+ +0700 <EB VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 61 of 67 Description D CO L D CG S D +Wl> D <W1 D W2> D +<W2 D +CG +L +Wl> D +CG +L <W1 D CG L W2> D +CO +L +<W2 D +CG +S +W1> D +CG +S <W1 D +CG +S +W2> D +CG +S <W2 D +Wl> D +<W1 D W2> D <W2 D CO E> EG+ D+CO +<E +EG+ D CG L E> EG+ D +CO +L <E +EG+ D CO E> EG- D CO <E EG- D CO E> EG- D CO <E EG- D CO S E> EG+ D CO S <E EG+ D CO E> EG- D CO <E EG- D CO S E> EG+ D+ CO S <E+ EG+ D CG D CG D CG S D CG S D CG E> EG+ EB> D +CO +<E EG+ +EB> D +CG+L +E>+EG++EB> D+CG +L +<E +EG+ +EB> D CG E> EG- EB> D +CG <E +EG +EB> D CG E> EG- EB> D CG <E EG- EB> D+CG+S +E>+EG++EB> D+CG +S <E +EG++EB> D +CO EB> +EG- D +CO+S EB> EGA- D +CO +E +EG+ <EB VP BUILDINGS VARCO- PRUDEN 50 System Derived 51 System Derived 52 System Derived 53 System Derived 54 System Derived 55 System Derived 56 System Derived 57 System Derived 58 System Derived 59 Special 60 Special 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 78 System Derived 79 System Derived 80 System Derived 81 System Derived 82 System Derived 83 System Derived 84 System Derived 85 System Derived 86 System Derived 87 System Derived 88 System Derived 89 System Derived 90 System Derived 91 System Derived 92 System Derived Frame Member Sizes Mem. FIg Width No. I (in.) 1 5 00 2 5 00 3 5.00 4 5 00 Boundary Condition Summary I Member I X -Loc 1 0/0/0 4 I 12/11/4 VPC File:CA0501694 -01OE1 vpc Calculations Package 1 000 10 D+ 1 O CG 0.210<E+ 0 700 EG+ 0 700 <EB 1 000 1 0 D 1.0 CG 0.750 L 0.225 E> 0.750 EG+ 0.750 <EB 1.000 1.0D +1 0CG+0750L +0.225 <E +0.750EG+ +0750 <EB 1 000 0.600 D 0 600 CG 0.210 E> 0 700 EG- 0.700 <EB 1 000 0.600 D 0 600 CO 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 E> 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 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ 1 000 10 D+ 10 WPAI 1000 1.0D +1.0CG +0750L +0750WPA1 1 000 10D+ 1 0CG +0750S +0750 WPA1 1 000 0.600 D+ 1.0 WPAI 1 000 10D+10 WPDI 1 000 1.0 D l 0 CG 0.750 L 0.750 WPDI 1 000 10 D+ I O CG 0 750 S+0.750 WPD1 1 000 0 600 D 1.0 WPD1 1 000 10D+10 WPA2 1000 10D +10CG +0750L +0750WPA2 1 000 1.0 D 1.0 CG 0 750 S 0.750 WPA2 1 000 0 600 D+ 1 0 WPA2 1 000 1.0 D+ 1.0 WPD2 1 000 10 D+ 10 CG 0 750 L+ 0 750 WPD2 1 000 10D+ 1 O CG 0 750 S+ 0.750 WPD2 1 000 0 600 D+ 1 0 WPD2 1 000 1 0 D+ 1.0 WPB I 1 000 1 OD+ 1 OCG +0750L +0750 WPB1 1.000 10D +1 0 CG +07505 +0750WPB1 1 000 0.600 D+ 1 0 WPB 1 1 000 10 D+ 10 WPCI 1 000 1.0D+ 1.O CG 0 750 L+ 0 750 WPC 1 1 000 10D +1 0CG +07505 +0.750 WPCI 1 000 0 600 D 1.0 WPC I 1 000 1.0 D+ 1.0 WPB2 1 000 1 0 D 1 0 CG 0 750 L 0.750 WPB2 1.000 1 O D 1 O CG 0.750 S 0.750 WPB2 1 000 0.600 D 1 0 WPB2 1.000 1.0 D 1 0 WPC2 1.000 1.0 D 1.0 CO 0 750 L 0 750 WPC2 1.000 1 0D+1 0CG +07505 +0.750 WPC2 1 000 0 600 D 1.0 WPC2 FIg Thk (in.) 0.1345 0.1345 0.1345 0 1345 I Web Thk (in.) 0 1345 0 1345 0 1345 0 1345 Depth! I Depth2 I Length Weight (in.) (in.) (ft) (p) 9 00 9 00 7.90 85.9 10.50 9 00 5.84 59.6 9 00 10.50 5.84 59.6 9.00 9.00 7.90 85 9 Total Frame Weight 291 0 Frame Pricing Weight 368.2 Y -Loc I Supp. X I 0 /0 /0 I Yes I Yes I No I 0/0/0 0/0/0 Yes Yes No 0/0/0 Frame Reactions Load Cases at Frame Cross Section. 3 I X -Loc I 0/0/0 I 12/11/4 I I Gridl Grid2 I 3 -B I 3-A I I Ld I Description I Hx I Hz I Vy I Hx I Hz I V Cs I (application factor not shown) (k) I (k) I (k) I (k) I (k) I (k) 1 D CG L 0.23 1.92 -0.23 1.92 2 D CG S 0.27 2.21 -0.27 2.21 3 D W 1> 109 1.84 1 00 -0.01 4 D <W 1 1.00 -0.01 1.09 1.84 5 D W2> 1.30 1.36 -0.79 0.47 Flg Fy I Web Fy I Splice (ksi) I (ksi) I Jt.1 50 00 50.00 BP 50.00 50 00 KN 50.00 50.00 SP 50.00 50.00 BP (p) (Includes all plates) (p) (Includes all pieces) VPC Version :5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 62 of 67 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 E> EG- <EB D +CG <E EG- <EB D +CG+S +E>+EG++ <EB D +CG+S +<E +EG++ <EB D +CG <EB +EG- D+CG +S <EB +EG+ D WPA1 D +CG +L +WPA1 D +CG+S +WPAI D WPAI D WPD1 D +CG +L +WPD1 D +CG +S +WPD1 D WPD1 D WPA2 D CG L WPA2 D CG S WPA2 D WPA2 D WPD2 D CG L WPD2 D CG S WPD2 D WPD2 D +WPB1 D +CG +L +WPBI D +CG +S+ WPB1 D +WPB1 D +WPC1 D +CG +L +WPC1 D +CG +S +WPCI D +WPC1 D WPB2 D +CG +L +WPB2 D CG S WPB2 D WPB2 D WPC2 D CG L WPC2 D +CG +S +WPC2 D WPC2 Codes Shape Jt.2 KN 3P SP 3P KN 3P KN 3P Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) I 0/0/0 0.0000 0 /0 /0 0 0000 VP BUILDINGS MARCO- PRUUFN Calculations Package 6 D <W2 0 79 0 47 1.30 1.36 7 D +CG+L +W1> -065 000 -0.92 1.38 8 D +CG +L <WI 0.92 1.38 0.65 000 9 D+ CG L W2> -0.80 0.36 -0.77 1 74 10 D CG L <W2 0 77 1 74 0.80 0.36 11 D CG S WI> -0.62 0.22 -0.95 1.60 12 D +CG +S +<W1 0.95 160 0.62 0.22 13 D CG S W2> -0 77 0.58 -0.80 1.96 14 D CG S <W2 0.80 1.96 0.77 0.58 15 D W 1 1 10 1.97 -0.99 -0.13 16 D <W 1 0.99 -0 13 1 10 1.97 17 D W2> 1.31 1 49 -0.78 0.34 18 D <W2 0 78 0.34 1.31 1 49 19 D CG E> EG+ -0 06 0.60 -0.25 1 04 20 D CG <E EG+ 0.25 1 04 0 06 0.60 21 D +CG +L +E +EG+ 004 148 -0.37 1.95 22 D CG L <E EG+ 0.37 1.95 -004 148 23 D+CG+E>+EG- -0 11 0.13 -0.19 0.57 24 D +CG <E +EG- 019 0.57 0.11 0.13 25 D+CG+E>+EG- -0 16 0.26 -0.29 0.88 26 D CG <E EG- 0.29 0.88 0.16 0.26 27 D CG S E> EG+ -0.07 0.95 -0.37 1.57 28 D +CG +S <E+EG+ 0.37 1.57 0.07 0.95 37 D CG E> EG+ EB> 0 05 -0 12 0.89 -0.14 -0 13 1.01 38 D CG <E EG+ EB> 0.14 -0.12 1.03 -0 05 -0.13 0.88 39 D +CG+L +E>+EG+ +EB> 0.16 -0.13 1.80 -0.26 -0.14 1.92 40 D+CG +L <E +EG++EB> 0.26 -0.13 1.94 -016 -0.14 178 41 D CG E> EG- EB> -0 01 -0 12 0 43 -0 09 -0 13 0.54 42 D CG <E EG- EB> 0.09 -0 12 0.56 0.01 -0.13 0 41 43 D CG E> EG- EB> -0 00 -0.18 0.68 -0.13 -0.18 0.84 44 D CG <E EG- EB> 0.13 -0.18 0.87 0 00 -0.18 0 65 45 D +CG +S +E>+EG++EB> 0.08 -0.18 1.37 -0.22 -018 1.53 46 D +CG+S +<E +EG++EB> 0.22 -0.18 1.56 -0.08 -0.18 1.34 49 D CG E> EG+ <EB 0.05 0 06 0.68 -0.14 0.06 0.82 50 D CG <E EG+ <EB 0.14 0.06 0.82 -0.05 0.06 0.69 51 D +CG +L +E>+EG++ <EB 016 0.06 1.57 -0.26 0.07 172 52 D+CG +L <E +EG++ <EB 0.26 0.06 1 71 -0 16 0 07 1.58 53 D CG E> EG- <EB -0 01 0.06 0.22 -0 09 0.06 0.36 54 D CG <E EG- <EB 0 09 0 06 0.35 0.01 0.06 0.22 55 D CG E> EG- <EB -000 0.09 0.38 -013 0.09 0.58 56 D CG <E EG- <EB 0 13 0.09 0.57 0.00 0.09 0.39 57 D +CG +S +E>+EG++ <EB 0 08 0.09 1 07 -0.22 0.09 1.27 58 D+CG +S +<E +EG++ <EB 0.22 0.09 1.26 -0 08 0.09 1.08 61 D WPAI 0.39 -0 13 -0.58 -0.34 -0.07 -0.57 62 D CG L +WPAI 0 46 -0.10 0.94 -0 43 -0.05 0.95 63 D CG S +WPAI 0 49 -0.10 1 17 -0 46 -0 05 1 17 64 D WPA1 0.37 -0.13 -0 71 -0.33 -0.07 -0 70 65 D +WPD1 0.37 -0.18 1.33 -0.29 -017 117 66 D CG L WPD1 0.45 -0.13 0.38 -0.39 -0.13 0.50 67 D CG S WPDI 0.48 -013 061 -042 -013 073 68 D WPDI 0.36 -0.18 1 46 -0.28 -0 17 1.30 69 D WPA2 0 18 -0.25 0.02 -0.13 -0.19 0.02 70 D CG L WPA2 0.30 -0.19 1 40 -0.27 -0.14 1 40 71 D CG S WPA2 0.33 -0 19 1 62 -0.30 -0.14 1 62 72 D WPA2 0.16 -0.25 -0 10 -0 12 -0 19 -0.11 73 D WPD2 0.16 -0.06 -0 74 -0 08 -0.05 -0.56 74 D CG L WPD2 0.29 -0.04 0.83 -0.23 -0.04 0.96 75 D CG S WPD2 0.32 -0.04 1 05 -0.26 -0.04 1 19 76 D WPD2 0.14 -0.06 -0.86 -0.07 -0 05 -0.69 77 D WPBI 0.35 -0 07 -0.56 -0.39 -0 14 -0.60 78 D CG L +WPB 1 0 43 -0 05 0.96 -0.46 -0.10 0.93 79 D CG S WPB1 0.46 -0.05 1 19 -0.49 -0 10 1 16 80 D WPB1 0.33 -0 07 -0 69 -0.38 -0 14 -0.72 81 D +WPCI 0.29 -0.16 115 -0.37 -0.18 1.36 82 D CG L +WPC 1 0.39 -0.12 0.52 -0 45 -0.14 0.37 83 D CG S WPC1 0.42 -0.12 0 74 -0.48 -0.14 0.59 84 D +WPC1 0.28 -0.16 1.27 -0.36 -018 148 85 D WPB2 0.14 -0.19 0.05 -0.18 -0.25 -0 01 86 D CG L WPB2 0.27 -0.14 1 42 -0.31 -0 19 1.38 VPC File:CA0501694 -010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.3707 PM Page: 63 of 67 VP BUILDINGS VARCO- PRUCEN Calculations Package 87 D CG S +WPB2 0.30 -0 14 1.64 -0.33 -0 19 1.60 88 D WPB2 0 12 -0 19 -0 08 -0.17 -0.25 -0 13 89 D WPC2 0.08 -0.05 -0.55 -0 16 -0 06 -0 75 90 D CG L WPC2 0.23 -0 04 0.97 -0.29 -0.05 0.82 91 D CG S +WPC2 0.26 -0 04 1 19 -0.32 -0 05 1 05 92 D WPC2 0.07 -0 05 -0.68 -0 15 -0.06 -0.87 Date: 11/8/2005 Time: 12.37 PM Page: 64 of 67 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) 12/11//4 13 I 1 00 13 I 1. 18 0.25 185 10 0 09 1.97 09 155 1.97 I 16 I 2.21 12 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 0.69 0.63 CG 0.00 0 00 0.83 0.83 L 0.00 0.00 2.37 2.37 S 0 00 0.00 2.96 2.96 W 1> 2.09 2.09 2.48 2.48 <W1 2.09 2.09 2.48 2.48 W2> 2.09 2.09 1.52 1.52 <W2 2.09 2.09 1.52 1.52 E> 0 44 0.44 0.00 0 00 EG+ 0.00 0.00 0.25 0.25 <E 044 0 44 0 00 0 00 EG- 0.00 0.00 0.25 0.25 EB> 0 00 0.00 0.00 0.38 <EB 0 00 0 00 0 00 0 18 WPAI 0.04 0.04 2.01 179 WPD1 0 08 0 08 2.77 3 13 WPA2 0.04 0 04 1.05 0.59 WPD2 0.08 0.08 1.81 1.93 WPBI 004 004 2.01 179 WPC1 0 08 0 08 2.77 3 13 WPB2 0 04 0 04 1 05 0.59 WPC2 0.08 0.08 1.81 1.93 Base Plate Summary X -Loc 1 Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds to Welds to No. I (in.) I (in.) I (in.) Bolts I (in.) I Flange Web 3-B 12/11 3-A 4 1 I 0.375 I 8 10 4 I 0 750 I A36 I OS -0 1875 OS -0 1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h No. I No. I I (ft) I (in.) I 1 S3 711 8.731 N/A N/A 1 2 S2 5 46 8.450 62.83 N/A 4 1 S3 711 8.731 N/A N/A 4 2 S2 5 46 8.450 62.83 N/A Bolted Connections (A325 Bolts) a Thick. Width (in.) I (in.) I (in.) N/A 01875 2.000 N/A 0.3750 4 000 N/A 0.1875 2.000 N/A 0.3750 4.000 Side Both Near Both Far Bolt I Rows -Out Rows -In I Moment Out I Moment In 1 Mem. it. 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 Bolt Bolt Cs (in -k) I (in -k) I Cs (in -k) (in -k) 1 2 KN(Face) STD 0.500 6.00 10.56 0.750 2.50 1 0 1 0 34 217.6 237.8 33 217.6 237.8 2 1 KN(Face) STD 0.500 6.00 10 73 0 750 2.50 1 0 1 0 34 217.6 237.8 33 217.6 237.8 2 2 SP STD 0.375 6.00 9 13 0 750 2.50 1 0 1 0 15 13.8 109.9 2 28.2 109.9 3 1 SP STD 0.375 6.00 9 13 0 750 2.50 1 0 1 0 15 13.8 109.9 2 28.2 109.9 3 2 KN(Face) STD 0.500 6.00 10.73 0.750 2.50 1 0 1 0 34 217.6 237.8 33 217 6 237.8 4 2 KN(Face) STD 0.500 6.00 10.56 0.750 2.50 1 0 1 0 34 217.6 237.8 33 217 6 237.8 VPC File:CA0501694 010E1 vpc VPC Version .5.3b Welding Description F -FP W- OS- 0.1875 F -BS -0 1875 W -OS -0 1875 F -FP W -OS -0 1875 F-BS-0 1875,W-0S-0 1875 VP BUILDINGS VgRCO- PRUDEN Flange Brace Summary Member From Member Joint 1 I Mem. No. 1 2 3 4 1 2 2 3 3 4 3/6/0 1/2/15 3/6/15 1/6/0 3/10/0 3/6/0 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per I Actual Forces I Actual Stresses Mem. Axial Shear Mom -x Mom Axial Shear Bnd -X Bnd -Y No. I I I k I k I in -k I Y in -k I ksi I ksi ksi ksi 1 0.2 0.2 2.9 18.0 0.10 0.14 0.39 16.02 2 0.6 1 7 59 6 0 0 0.21 1.23 6.50 0.00 3 0.6 1 7 59 6 0.0 0.21 1.23 6.50 0 00 4 0.3 -0.2 -0.9 18.4 0 0.13 012 16.43 Loc. Depth Load ft in. Case 6.06 9 00 69 0.31 10.50 15 5 16 10.50 16 6.06 9 00 85 Loc. I Depth I Area I ft I in. I in.2 6 06 9.00 2.52 0.31 10.50 2.72 5 16 10.50 2.72 6.06 9 00 2.52 Deflection Load Combinations No. Origin Factor 1 System 2 System 3 System 4 System 5 System 6 System 7 System Derived 8 System Derived 9 System Derived 10 System Derived 11 System Derived 12 System Derived 13 System Derived 14 System Derived 15 System 16 System 17 System 18 System 19 System Derived 20 System Derived 21 System Derived 22 System Derived 23 System Derived 24 System Derived 25 System Derived 26 System Derived 27 System 28 System 29 System Derived 30 System Derived 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 1 000 Rx 3 67 4.21 4.21 3.67 ■ramin Def H Def V 0 180 1.0 L 0 180 1.0 S 0 180 0 700 WI> 0 180 0.700 <W1 0 180 3.700 W2> 0 180 0.700 <W2 0 180 0.700 WPA1 0 180 0 700 WPD1 0 180 0 700 WPA2 0 180 0.700 WPD2 0 180 0 700 WPB1 0 180 0.700 WPC1 0 180 0.700 WPB2 0 180 0.700 WPC2 60 0 0.700 WI> 60 0 0.700 <W1 60 0 0.700 W2> 60 0 0.700 <W2 60 0 0.700 WPAI 60 0 0.700 WPD1 60 0 0 700 WPA2 60 0 0 700 WPD2 60 0 0.700 WPB1 60 0 0 700 WPC! 60 0 0 700 WPB2 60 0 0 700 WPC2 60 0 0.600 E> 0.700 EG- 60 0 0.600 <E 0.700 EG- 60 0 0 600 EB> 60 0 0 600 <EB Calculations Package From Side Point 1 I 3/6/0 3/11/7 1/7/7 1/7/7 3/11/7 3/6/0 Ry I Lx Ly -1 Ly -2 I Klx I Klyl KIy2I in. in. I in. I in. /Rx /Ry I /Ry 1.05 85 65 65.5 0.0 35 0 62.1 0.0 1 02 61.96 8.2 16.7 14 7 8.1 16.4 1 02 61.96 16.7 8.2 14 7 16.4 8.1 1.05 85.65 65.5 0.0 35 0 62.1 0.0 Application Part FB2050 FB2054 FB2050 FB2050 FB2054 FB2050 Sx I in.3 7.53 917 917 7.53 Maximum Frame Deflection Summary for Cross Section: 3 Description I Deflection (in.) I Ratio 'Member' Joint Load Case I Max. Horizontal Deflection 0.177 (H/509) 1 2 15 Max. Vertical Deflection for Span 1 I -0 029 I (114519) 2 2 I 2 VPC File:CA0501694 010E1 vpc Design Note Date: 11/8/2005 Time: 12.3707 PM Page: 65 of 67 Member (Locations are from Joint 1 Allowable I Stress Condition Stress /Force I Sum I Axial Shear I Bnd -X I Bnd -Y Bnd +Ax Shear 30.00 16.55 26.61 26.61 0.617 0 008 30.00 14 12 22.39 22.39 0.290 0 087 30.00 14 12 22.39 22.39 0.290 0 087 30.00 16.55 26.61 26.61 0.622 0.008 Lbl I Rt -1 in. in. 43 7 1.30 8.2 1.27 16.7 1.27 43 7 1.30 VPC Version .5.3b Lb2 I Rt -2 Qs Qa Cbl Cb2 in. in. 0 0 0 00 0.89 1 00 1.00 0 00 16.7 1.27 0.75 1.00 1 00 1 75 8.2 1.27 0.75 1.00 1 75 1 00 0.0 0.00 0.89 1 00 1 00 0 00 L S WI> <WI W2> <W2 WPA1 WPDI WPA2 WPD2 WPB1 WPCI WPB2 WPC2 WI> <W1 W2> <W2 WPAI WPD1 WPA2 WPD2 WPB1 WPC1 WPB2 WPC2 E> EG- <E EG- EB> <EB Description Load Case Description WI> S Negative horizontal deflection is left Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms. Therefore, these deflections may be considerably overstated. VP BUILDINGS VARCD.PRUDEN Calculations Package VPC File:CA0501694-010E1 vpc VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 66 of 67 VP BUILDINGS VA RCO.PRU DEN Fastener Data IWall/Roof Wall: I Wall: 2 Wall: 3 Wall. 4 Roof: A Roof: B 1 Cover ng S ummaiy Report Shape: Scale House Panel Data Wall/Roof I Wall: 1 Wall: 2 Wall: 3 Wall: 4 Roof: A Roof: B Type Panel Rib Panel Rib Panel Rib Panel Rib SSR SSR Type Color Match Carbon Color Match Carbon Color Match Carbon Color Match Carbon Stainless Steel Capped Stainless Steel Capped VPC File:CA0501694 010E1 vpc Thickness I 24 24 24 24 24 24 Calculations Package Finish KXL KXL KXL KXL KXL KXL Length Standard Option Standard Option Standard Option Standard Option Standard Option Standard Option Color Egyptian White Egyptian White Egyptian White Egyptian White Egyptian White Egyptian White Spacing Standard Option Standard Option Standard Option Standard Option Ice Damming UL90 Uplift Ice Damming UL90 Uplift I Direction Right to Left Right to Left Right to Left Right to Left Right to Left Right to Left I Washers No No No No Yes Yes Insul. Block None None None None None None VPC Version .5.3b Date: 11/8/2005 Time: 12.37 PM Page: 67 of 67 Gable Dir I Max. Length Peak Out 41/0/0 Peak Out 41/0/0 Peak Out 41/0/0 Peak Out 41/0/0 Not Applicable 51/0/0 Not Applicable 51/0/0 Mod. Ctrl. 'Ice Damming No Yes No Yes No Yes No Yes No Yes No Yes