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HomeMy WebLinkAbout3501 Bldg G W 18th St Technical - BuildingTECHN Number of technical. pages CAL „\ock„,„ c`0 ok(\ oc)c)7 s oel c3 °roc Pc) gi+) f \e Permit Address 3501 6) Project description P A True S4A^ S rd1oi 1 0-F-R c)-e. i Date the permit was finaled O-zo•-cff, VP BUILDINGS VARCO.PRUDEN Building Loading Expanded Report Reactions Expanded Report. Bracing Summary Report Secondary Summary Report Framing Summary Report Covering Expanded Report. FEB 1 5 2006 POGP.EMOTR fF ∎GN GROUP I VPC File:CA0600160 -01OE1 vpc STAFF B Calculations Package VP Buildings, Inc. 3200 Players Club Circle Memphis, TN 38125 -8843 STRUCTURAL DESIGN DATA Project: Port Angeles Transfer Station Name. CA0600160 -01 OE 1 Builder PO 105.570 Jobsite• 3501 West 18th Street City, State: Port Angeles, Washington 98363 County Clallam Country United States TABLE OF CONTENTS Kathryn A. Moga 1EXPIRES 12 23- ol VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 1 of 75 2 9 26 31 40 73 VP BUILDINGS VARCO- PRUDEN 'r'v .etvtrs. ad 4-r. en wiz Shape: Staff Building Loads and Codes Shape: Staff Building 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•7.00 psf Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to A D 3.046 psf Entire Frm A D 1.130 psf Entire Pur B D 3.046 psf Entire Frm B D 1.130 psf Entire Pur Live Load Live Load: 20.00 psf Reducible Wind Load Wind Speed: 100.00 mph Wind Enclosure: Enclosed Height Used: 15/0/0 (Type: Mean) Base Elevation: 0/0/0 Primary Zone Strip Width: 11/3/0 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 Roof Snow Load: 25.00 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 S1:50.90 %g Seismic Hazard Use Group: Group I Seismic Performance Design Category D Seismic Importance: 1.000 Frame Seismic Factor (Cs): 0.2364 Brace Seismic Factor (Cs): 02364 Framing R-Factor 3.5000 Bracing R- Factor 3.5000 Side Type Mag Units Shape 1 E 0.542 psf Entire 2 E 0.670 psf Entire 3 E 0.542 psf Entire 4 E 0.380 psf Entire A E 3.084 psf Entire A E 3.084 psf Entire B E 3.084 psf Entire Brc Frm B E 3.084 psf Entire Brc VPC File:CA0600160 01 OE1 vpc Applied to Frm Brc Frm Brc Frm Brc Frm Brc Frm Calculations Package State: Washington Built Up: 89AISC Cold Form: 01AISI Rainfall: 4.09 inches per hour Frame Weight (assumed for seismic):3.00 psf Description Covering Weight 24 SSR Secondary Weight I.92 Roof: A Covering Weight 24 SSR Roof: A Covering Weight 24 SSR Secondary Weight 1.92 Roof: B Covering Weight 24 SSR Roof: B Gust Factor 0.8922 Wind Importance Factor: 1.000 Least Horiz. Dimension: 24/0/0 NOT Windbome Debris Region Parts Portions Zone Strip Width: 3/0/0 qz= 0.00256 (1.00) (100.00) ^2 (1.00) The All Heights' Method is Used Description Seismic: Covering Weight 24 Panel Rib Secondary Weight 1 17 Wall: 1 Seismic: Covering Weight 24 Panel Rib Secondary Weight 1 71 Wall: 2 Seismic: Covering Weight 24 Panel Rib Secondary Weight 1 17 Wall: 3 Seismic: Covering Weight 24 Panel Rib Secondary Weight 0.49 Wall: 4 Seismic: Covering Weight 24 SSR Secondary Weight 1.92 (Includes 7.000 Collateral 3.000 Frame Weight) Roof: A Seismic: Covering Weight 24 SSR Secondary Weight 1.92 (Includes 7.000 Collateral 3.000 Frame Weight) Roof: A Seismic: Covering Weight 24 SSR Secondary Weight 1.92 (Includes 7.000 Collateral 3.000 Frame Weight) Roof: B Seismic: Covering Weight 24 SSR Secondary Weight 1.92 (Includes 7.000 Collateral 3.000 Frame Weight) Roof: B 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: 0.86 Slope Used: 14.036 3.000:12 Seismic Snow Load: 0.00 psf Frame Redundancy Factor 1.0000 Brace Redundancy Factor 1.0000 Soil Profile Type: Very dense soil and soft rock (C, 3) Framing Seismic Period: 0.1731 Bracing Seismic Period: 0.1104 Seismic Period Height Used: 9/9/0 Design Spectral Response Sds: 0.8273 Design Spectral Response Sdl 0.4411 VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 2 of 75 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 Design Load Combinations No. Origin 1 System 2 System 3 System 4 System 5 System 6 System 7 System 8 System 9 System 10 System 11 System 12 System 13 System 14 System 15 System 16 System 17 System 18 System 19 System 20 System 21 System 22 System 23 System 24 System 25 System 26 System 27 System 28 System 29 System 30 System 31 Special 32 Special 33 Special 34 Special 35 AISC Special 36 AISC Special 37 AISC Special 38 AISC Special 39 System Derived 40 System Derived 41 System Derived 42 System Derived 43 System Derived 44 System Derived 45 System Derived 46 System Derived 47 System Derived 48 System Derived 49 Special 50 Special 51 System Derived 52 System Derived 53 System Derived 54 System Derived 55 System Derived 56 System Derived VPC File:CA0600160 -010E1 vpc Calculations Package Date: 2/6/2006 Time: 9 40 AM Page: 3 of 75 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. Framing Factor Application 1.000 1.OD +1.00G +1.OL 1.000 1.0 D+ 1.0 CG 1.0 S 1.000 1.OD +1.00G +1.OUS1* 1.000 1.0 D+ 1.0 CG 1.0 *US 1 1.000 1.OD +1.OW1> 1.000 1.0 D+ 1.0 <W1 1.000 1.0 D 1.0 W2> 1.000 1.0 D 1.0 <W2 1.000 1.0 D 1.0 CG 0.750 L 0.750 W l> 1.000 1.0 D+ 1.0 CG+ 0.750 L 0.750 <W1 1.000 1.0 D 1.0 CG 0.750 L 0.750 W2> 1.000 1.0 D 1.0 CG 0.750 L 0.750 <W2 1.000 1.0 D 1.0 CG 0.750 S 0.750 W 1> 1.000 1.0 D 1.0 CG 0.750 S 0.750 <W1 1.000 1.0 D 1.0 CG 0.750 S 0.750 W2> 1.000 1.0 D 1.0 CG 0.750 S 0.750 <W2 1.000 0.600 D 1.0 WI> 1.000 0.600 D 1.0 <W1 1.000 1600 D 1.0 W2> 1.000 0.600 D 1.0 <W2 1.000 1.0 D 1.0 CG 0.700 E> 0.700 EG+ 1.000 1.0 D 1.0 CG 0.700 <E 0.700 EG+ 1.000 1. 0D +1.0CG +0.750L +0.750E +0750EG+ 1.000 1. OD +1.0CG +0.750L +0.750<E +0.750EG+ 1.000 0.600 D 0.600 CG 0.700 E> 0.700 EG- 1.000 0.600 D 0.600 CO 0.700 <E 0.700 EG- 1.275 0.900 D 0.900 CG+ 1.0 E> 0.700 EG- 1.275 0.900 D 0.900 CG 1.0 <E 0.700 EG- 1.275 1.200 D 1.200 CG+ 0.200 S 1.0 E> 0.700 EG+ 1275 1.200 D 1.200 CG+ 0.200 S 1.0 <E 0.700 EG+ 1.275 0.900 D 0.900 CG 2.500 E> 1.0 EG- 1.275 0.900 D 0.900 CG 2.500 <E 1.0 EG- 1.275 1.200 D 1.200 CG 0.200 S 2.500 E> 1.0 EG+ 1.275 1.200 D+ 1.200 CG +0.200 S +2.500 <E+ 1.0 EG+ 1 700 0.900 D 0.900 CG 1 700 0.900 D 0.900 CG 1.700 1.200 D 1.200 CG 0.200 S 1 700 1.200 D 1.200 CG 0.200 S 1.000 1.0 D 1.0 CG 0.210 E> 0.700 EG+ 0.700 EB> 1.000 1.0 D+ 1.0 CG 0.210 <E 0.700 EG+ 0.700 EB> 1.000 1.0 D 1.0 CG 0.750 L+ 0.225E> +0.750 EG+ +0.750EB> 1.000 1.0 D 1.0 CG 0.750 L 0225 <E 0.750 EG+ 0.750 EB> 1.000 0.600 D 0.600 CG+ 0210 E> 0.700 EG- 0.700 EB> 1.000 0.600 D 0.600 CG 0210 <E 0.700 EG- 0.700 EB> 1275 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 1200 D 1.200 CG 0.200 S 0.300 E> 0.700 EG+ 1.0 EB> 1.275 1200 D 1200 CG 0200 S 0300 <E 0.700 EG+ 1.0 EB> 1.275 0.900 D 0.900 CG 2.500 EB> 1.0 EG- 1.275 1200 D 1200 CG+ 0.200 S 2.500 EB> 1.0 EG+ 1.000 1.0 D 1.0 CG 0.210 E> 0.700 EG++ 0.700 <EB 1.000 1.0 D 1.0 CG 0210 <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 1.0 D 1.0 CO 0.750 L 0225 <E 0.750 EG+ 0.750 <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 CG 0.210 <E 0.700 EG- 0.700 <EB VPC Version .5.3c Description CG L CG S +CO +US1* +CG *US1 WI> +<W1 W2> <W2 +CG +L +Wl> +CG +L <Wl CG L W2> +CO +L <W2 +CG +S +WI> +CG +S +<W1 CG S W2> +CO +S +<W2 W l> <W1 W2> <W2 CG E> EG+ CO <E EG+ CG L E> EG+ CO L <E EG+ +CG +E> +EG- +CO+<E+EG- +CO+F.>+EG- +CO+<E+EG- +CG +S +E> +EG+ CO S <E EG+ +CG +F.> +EG- +CG+<E+EG- CG S E> EG+ CO S <E EG+ CG CG CG S CG S CG E> EG+ EB> CG <E EG+ EB> G+L +E>+EG++EB> G+L+<E +EG++EB> CG E> EG- EB> CO <E EG- EB> CG E> EG- EB> CO <E EG- EB> G+S +E>+EG++EB> G+S+<E +EG++EB> CO EB> EG- CO S EB> EG+ CG E> EG+ <EB CO <E EG+ <EB CG+L +E>+EG++<EB G+L <E +EGII <EB CG E> EG- <EB CG <E EG- <EB VP BUILDINGS VARCO•PRUDEN 57 System Derived 1.275 58 System Derived 1.275 59 System Derived 1.275 60 System Derived 1.275 61 Special 1.275 62 Special 1.275 63 System Derived 1.000 64 System Derived 1.000 65 System Derived 1.000 66 System Derived 1.000 67 System Derived 1.000 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 System Derived 1.000 85 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 88 System Derived 1.000 89 System Derived 1.000 90 System Derived 1.000 91 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 96 System Derived 1.000 97 System Derived 1.000 98 System Derived 1.000 99 System Derived 1.000 100 System Derived 1.000 101 System Derived 1.000 102 System Derived 1.000 103 System Derived 1.000 104 System Derived 1.000 105 System Derived 1.000 106 System Derived 1.000 107 System Derived 1.000 108 System Derived 1.000 109 System Derived 1.000 110 System Derived 1.000 Design Load Combinations Bracing No. Origin Factor 1 System 1.000 2 System 1.000 3 System 1.275 4 System 1.275 5 System 1.000 6 System 1.000 7 System 1.000 8 System 1.000 Design Load Combinations Purlin I No. I Origin I Factor I VPC File:CA0600160 010E1 vpc 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- 1.200D +1.200 CG +0.2005 +2.500 <EB 1.0 EG+ 1.0 D 0.750 Wl> 0.750 WB1> 1.0 D 0.750 <W1 0.750 WB1> 1.OD +1.OWP +1.OWB1> 1.0 D+ 1.0 CG+ 0.750L +0.563 WI> +0.563 WB1> 1.0 D+ 1.0 CG+ 0.750 L 0.563 <W1 0.563WB1> 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 W131> 1.0 D 1.0 CG +0.750 S +0.563 Wl> 0.563 1.0 D+ 1.0 CG+ 0.750 S 0.563 <W1 0.563 WB1> 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB1> 0.600 D 0.750 W I> 0.750 WB1> 0.600 D 0.750 <W1 0.750 WB 1> 0.600D +1.0WP +1.OWB1> 1.0 D 0.750 Wl> 0.750 <W131 1.0 D +0.750 <W1 +0.750 <WB1 1.OD +1.0WP +1.0<WBl 1.0 D+ 1.0 CG +0.750 L +0.563 W1> +0.563 <WB1 1.OD +1.0CG +0.750L +0.563 <W1 +0.563 <WB1 1.0 D+ 1.0 CG+ 0.750 L 0.750 WP +O 750 <WB1 1.0D +1.0CG +0.750S +0.563 Wl> +0.563 <WB1 1.OD +I.00G +0.750S +0.563 <W1 +0.563<WB1 1.0D +1.0CG +0.7505 +0.750WP +0.750 <WB1 0.600 D 0.750 W 1> 0.750 <WB1 0.600 D 0.750 <W1 0.750 <WB1 0.600 D 1.0 WP 1.0 <WB1 1.0 D 0.750 W2> 0.750 WB2> 1.0 D 0.750 <W2 0.750 WB2> 1.OD +1.0WP +1.OWB2> 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 WB2> 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 WB2> 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB2> 1.0 D+ 1.0 CG +0.750 S 0.563 W2> 0.563 WB2> 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 WB2> 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB2> 0.600 D 0.750 W2> 0.750 W132> 0.600 D 0.750 <W2 0.750 WB2> 0.600 D 1.0 WP 1.0 WB2> 1.0 D 0.750 W2> 0.750 <WB2 1.0 D 0.750 <W2 0.750 <WB2 1.OD +1.0WP +1.0 <WB2 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 <WB2 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 <WB2 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 <WB2 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 <WB2 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 <WB2 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 <WB2 0.600 D 0 750 W2> 0.750 <WB2 D.600 D 0.750 <W2 0.750 <WB2 0.600 D 1.0 WP 1.0 <WB2 0.700 E> 0.700 <E 1.0E> 1.0 <E 1.0 Wl> 1.0 <W1 1.0 W2> 1.0 <W2 Calculations Package Application Application <E Wl> <W1 W2> <W2 VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 4 of 75 CG E> EG- <EB CG <E EG- <EB G+S +E>+EG I I-<EB G+S+<E +EGII <EB CG <EB EG- CG S <EB EG+ +W1 +WB1> <W1 +WB1> +WP +WB1> +CG +L +WI +WB1> +CG +L <W1 +WBI> +CG +L +WP +WB1> +CG +S +WI +WB1> +CG +S <W1 +WB1> +CG +S +WP +WBI> +W1 +WB1> +<WI+WBI> +WP +WB1> +W1 <WBI <Wl <WB1 +WP+ <WBl +CG +L +W1 <WB1 +CG +L +<WI <WB1 +CG +L +WP <WB1 +CG +S +WI <WB1 +CG +S +<WI +<WB1 +CG +S +WP <WBI Wl> <WB1 +<WI <WBI +WP <WB1 W2> WB2> <W2 WB2> WP WB2> +CG +L +W2 +WB2> CG+ L <W2 WB2> CG L WP WB2> CG S W2> WB2> CU S <W2 WB2> CG S WP WB2> W2> WB2> <W2 WB2> WP WB2> W2> <WB2 <W2 <WB2 WP <WB2 CG L W2> <WB2 +CG +L +<W2 +<WB2 CG L WP <WB2 CG+ S W2>+ <WB2 CG S <W2 <WB2 +'CG +S+ WP+ <WB2 W2> <WB2 <W2 <WB2 WP <WB2 Description Description VP BUILDINGS VAACO- PRUDEN 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 Derived 17 System Derived 18 System Derived 19 System Derived 20 System Derived 21 System Derived 22 System Derived 23 System Derived 24 System Derived 25 System Derived 26 System Derived 27 System Derived 28 System Derived 29 System Derived 30 System Derived 31 System Derived Design Load Combinations Girt No. I Origin I Factor I 1 System 1.000 2 System 1.000 3 System 1.000 Design Load Combinations Roof Panel No. I Origin I Factor I 1 2 3 4 5 System System System System System Deflection Load Combinations No. Origin Factor 1 System 1.000 2 System 1.000 3 System 1.000 4 System 1.000 5 System 1.000 6 System 1.000 7 System 1.000 8 System 1.000 9 System 1.000 10 System 1.000 11 System 1.000 12 System 1.000 13 System 1.000 14 System 1.000 15 System 1.000 VPC File:CA0600160 010E1 vpc 1.000 1.OD +1.00G +1.OS 1.000 1.OD +1.00G +1.OUS1* 1.000 1.OD +1.00G +1.0 *US1 1.000 1.0 D 1.0 CG+ 1.0 PF1 1.000 1.OD +I.00G +1.OPEI 1.000 1.OD +1.00G +1.OPH1 1.000 1.0 D+ 1.0 CG 1.0 PHI 1.000 1.0 D+ 1.0 CG+ 1.0 PF2 1.000 1.0 D 1.0 CG 1.0 PF2 1.000 1.0 D 1.0 WI> 1.000 1.0 D 1.0 <W2 1.000 D.600 D 1.0 W 1> 1.000 D.600 D 1.0 <W2 1.000 1.0 D+ 1.0 CG 0.750 S 0.750 WI> 1.000 1.0 D 1.0 CG 0.750 S 0.750 <W2 1.275 1.200 D 1.200 CG 0.200 S 1.0 EB> 0.700 EG+ 1.275 D.900 D 0.900 CG 1.0 EB> 0 700 EG- 1275 1.200 D 1.200 CG 0.200 S 1.0 <EB 0.700 EG+ 1.275 0.900 D 0.900 CG+ 1.0 <EB 0.700 EG- 1.000 1.0 D+ 1.0 WP 1.0 WB1> 1.000 0.600 D 1.0 WP 1.0 WB I> 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB 1> 1.000 1.OD +1.0 WP +1.0 <WB1 1.000 0.600 D 1.0 WP 1.0 <WB 1 1.000 1.0 D +1.0CG +0.7505 +0.750WP +0.750 <WB1 1.000 1.OD +1.0WP +1.OWB2> 1.000 D.600 D 1.0 WP 1.0 WB2> 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB2> 1.000 1.0 D 1.0 WP 1.0 <WB2 1.000 D.600D +1.0 WP +1.0 <WB2 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 <WB2 1.00G +1.0W1> 1.00G +1.0<W2 1.00G +1.0WP 1.000 1.OD +1.OS 1.000 1.0 D+ 1.0 US1* 1.000 1.0 D 1.0 *US1 1.000 1.OD +1.0W1> 1.000 1.0 D 1.0 <W2 Design Load Combinations Wall Panel No. I Origin I Factor I 1 System 1.000 1.0 W 1> 2 System I 1.000 11.0 <W2 +ramin Def H Def V 0 180 1.0 L 0 180 1.0 S 0 180 1.OUS1* 0 180 1.0 *US1 0 180 0.700 WI> 0 180 0.700 <W1 0 180 0.700 W2> 0 180 0.700 <W2 0 180 0.700 WP 60 0 0.700 WI> 60 0 0.700 <WI 60 0 0.700 W2> 60 0 D.700 <W2 60 0 D.700 WP 60 0 0.600 E> 0.700 EG- Calculations Package Application Application Application Application CG S +CG +US1* +CG *US1 +CG +PF1(Span 1) CG PF1(Span 3) CG+ PH1(Span 1) CG PH1(Span 3) CG PF2(Spans 1 and 2) CG PF2(Spans 2 and 3) WI> <W2 WI> <W2 +CG +S +WI> +CG +S +<W2 CG S EB> EG+ +CG +EB +EG- +CG +S <EB +EG+ CO <EB EG- WP WB1> +WP +WBI> +CO +S +WP +WB1> WP <WB1 WP <WB1 CG S WP <WB1 WP WB2> WP WB2> CG S WP WB2> WP <WB2 WP <WB2 CO S WP <WB2 CG+ Wl> CO+ <W2 CG+ WP W l> <W2 L S US1* *US1 WI> <W1 W2> <W2 WP WI> <WI W2> <W2 WP E> EG- VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 5 of 75 Description Description Description Description VP BUILDINGS VARCO•PRUD[N 116 I System 1 1.000 160 I 0 10.600 <E 0:700 EG- Deflection Load Combinations No. I Origin I Factor 1 System 1.000 2 System 1.000 3 System 1.000 Deflection Load Combinations No. I Origin I Factor 1 System 1.000 2 System 1.000 3 System 1.000 Deflection Load Combinations Roof Panel No. I 1 2 3 Origin System System System VPC File:CA0600160 010E1 vpc Purlin I Deflection I 150 1.0 S 150 1.0 US1* 150 1.0 *US1 Girt I Deflection 180 0.700 W 1> 180 0.700 <W2 180 0.700 WP I Factor I Def H I Def V I 1.000 150 150 1.0 S 1.000 150 150 1.0 US1* 1.000 150 150 1.0 *US1 Load Type Descriptions D Material Dead Weight CG Collateral Load for Gravity Cases L Live Load AASL Alternate Span Live Load, Shifted Left S Snow Load *US1 Unbalanced Snow Load 1, Shifted Left *US2 Unbalanced Snow Load 2, Shifted Left SS Sliding Snow Load PF1 Partial Load, Full, 1 Span PF2 Partial Load, Full, 2 Spans W Wind Load <WI Wind Load, Case 1, Left <W2 Wind Load, Case 2, Left <W3 Wind Load, Case 3, Left <W4 Wind Load, Case 4, Left <W5 Wind Load, Case 5, Left <W6 Wind Load, Case 6, Left WPR Wind Load, II Ridge, Right WPA1 Wind Parallel Ref A, Case 1 WPB1 Wind Parallel Ref B, Case 1 WPC1 Wind Parallel Ref C, Case 1 WPD1 Wind Parallel Ref D, Case I 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 *AI> 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(1) 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 5 Al>(3) Auxiliary Live Load, Right, Left, Aisle 3 *A1.,(3) Auxiliary Live Load, Left, Left, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 Calculations Package Application Application Application C CU ASLA P12 US1* US2* SD RS PHI PH2 W l> W2> W3> W4> W5> W6> WP WPL WPA2 WPB2 WPC2 WPD2 <WB1 <WB2 <WB3 <WB4 <WB5 <WB6 E> EG EG- <EB FL* FD AL <AL* AL* AL >(1) <AL *(1) AL *(1) AL >(2) <AL *(2) AL *(2) AL >(3) <AL *(3) AL 3 AL >(4) I<E EG- S US1* *US1 Wl> <W2 WP S US1* *US1 VPC Version .5.3c Date: 2/6/2006 Time: 9'04 40 AM Page: 6 of 75 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, II Ridge, Left Wind Parallel Ref A, Case 2 Wind Parallel Ref B, Case 2 Wind Parallel Ref C, Case 2 Wind Parallel Ref D, Case 2 Wind Brace Reaction, Case 1, Left Wind Brace Reaction, Case 2, Left Wind Brace Reaction, Case 3, Left Wind Brace Reaction, Case 4, Left Wind Brace Reaction, Case 5, Left Wind Brace Reaction, Case 6, Left Seismic Load, Right Vertical Seismic Effect Vertical Seismic Effect, Subtractive Seismic Brace Reaction, Left Alternate Span Floor Live Load, Shifted Right Floor Dead Load Auxiliary Live Load, Right, Right Auxiliary Live Load, Left, Right Aux Live, Right Auxiliary Live Load, Right, Right, Aisle 1 Auxiliary Live Load, Left, Right, Aisle 1 Aux Live, Right, Aisle 1 Auxiliary Live Load, Right, Right, Aisle 2 Auxiliary Live Load, Left, Right, Aisle 2 Aux Live, Right, Aisle 2 Auxiliary Live Load, Right, Right, Aisle 3 Auxiliary Live Load, Left, Right, Aisle 3 Aux Live, Right, Aisle 3 Auxiliary Live Load, Right, Right, Aisle 4 VP BUILDINGS VARCO- PRUDEN AL>( 4 *AL(4) *AL(4) AL>( 5 *AL(5) *AL(5) ALB> WALB> ALB >(1) WALB >(I) 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:CA0600160 010E1 vpc Auxiliary Live Load, Right, Left, Aisle 4 Auxiliary Live Load, Left, Left, Aisle 4 Aux Live, Left, Aisle 4 Auxiliary Live Load, Right, Left, Aisle 5 Auxiliary Live Load, Left, Left, Aisle 5 Aux Live, Left, Aisle 5 Aux Live Bracing Reaction, Right Wind, Aux Live Bracing Reaction, Right Aux Live Bracing Reaction, Right, Aisle 1 Wind, Aux Live Bracing Reaction, Right, Aisle I Aux Live Bracing Reaction, Right, Aisle 2 Wind, Aux Live Bracing Reaction, Right, Aisle 2 Aux Live Bracing Reaction, Right, Aisle 3 Wind, Aux Live Bracing Reaction, Right, Aisle 3 Aux Live Bracing Reaction, Right, Aisle 4 Wind, Aux Live Bracing Reaction, Right, Aisle 4 Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction User Defined Load User Defined Load 2 User Defined Load 4 User Defined Load 6 User Defined Load 8 User Brace Reaction User Brace Reaction 2 User Brace Reaction 4 User Brace Reaction 6 User Brace Reaction 8 Rain Load Shear Calculations Package <AL 4 AL 4 AL >(5) <AL 5 AL 5 ALB <ALB <WALB <ALB(1) <WALB(1) <ALB(2) <WALB(2) <ALB(3) <WALB(3) <ALB(4) <WALB(4) <ALB(5) <WALB(5) AD U1 U3 U5 U7 U9 UB1 UB3 UB5 UB7 UB9 T VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 7 of 75 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 I 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 I User Brace Reaction 3 User Brace Reaction 5 User Brace Reaction 7 User Brace Reaction 9 Temperature Load VP BUILDINGS VARCO- PRUDEN Calculations Package 1 nr -a' 17-1 R.N. l 1 2 4 VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 8 of 75 CI VP BUILDINGS VARCO- PRUOEN Shape: Staff Building Builder Contact: Ryan Grouws Name: CHG Building Systems, Inc. Address: 1120 SW 16th, Suite A-4 City State Zip: Renton, Washington Country United States Loads and Codes Shape: Staff Building City Port Angeles County Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity•7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.030) Parts Wind Exposure Factor: 1.030 Wind Enclosure: Enclosed Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 11/3/0 Parts Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 22.42 psf Per Article 2.9 in the Builder Agreement, VP Buildings assumes that the Builder has called the local Building Official or Project Engineer to obtain all code and loading information for this specific building site. Load Type Descriptions D Material Dead Weight CG Collateral Load for Gravity Cases L Live Load AASL Alternate Span Live Load, Shifted Left S Snow Load *US1 Unbalanced Snow Load 1, Shifted Left *US2 Unbalanced Snow Load 2, Shifted Left SS Sliding Snow Load PF1 Partial Load, Full, 1 Span PF2 Partial Load, Full, 2 Spans W Wind Load <W1 Wind Load, Case 1, Left <W2 Wind Load, Case 2, Left <W3 Wind Load, Case 3, Left <W4 Wind Load, Case 4, Left <W5 Wind Load, Case 5, Left <W6 Wind Load, Case 6, Left WPR Wind Load, II Ridge, Right WPA1 Wind Parallel Ref A, Case 1 WPB1 Wind Parallel Ref B, Case 1 WPC1 Wind Parallel Ref C, Case 1 WPD1 Wind Parallel Ref D, Case 1 WB1> 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:CA0600160 -010E1 vpc Calculations Package ;s- Roof Covering Second. Dead Load: 3.05 psf Frame Weight (assumed for seismic):3.00 psf Snow Load Roof Snow Load: 25.00 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 105.570 Jobsite: 3501 West 18th Street 98055 City State Zip: Port Angeles, Washington 98363 County Country Clallam, United States State: Washington Built Up: 89AISC Cold Form: 01AISI C CU ASLA PL2 US1* US2* SD RS PHI PH2 W l> W2> W3> W4> W5> W6> WP WPL WPA2 WPB2 WPC2 WPD2 <WB1 <WB2 <WB3 <WB4 <WB5 Country United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible Collateral Load Collateral Load for Wind Cases Alternate Span Live Load, Shifted Right Partial Live, Full, 2 Spans Unbalanced Snow Load 1, Shifted Right Unbalanced Snow Load 2, Shifted Right Snow Drift Load Rain Surcharge Load Partial Load, Half, 1 Span Partial Load, Half, 2 Spans Wind Load, Case 1, Right Wind Load, Case 2, Right Wind Load, Case 3, Right Wind Load, Case 4, Right Wind Load, Case 5, Right Wind Load, Case 6, Right Wind Load, Parallel to Ridge Wind Load, II Ridge, Left Wind Parallel Ref A, Case 2 Wind Parallel Ref B, Case 2 Wind Parallel Ref C, Case 2 Wind Parallel Ref D, Case 2 Wind Brace Reaction, Case 1, Left Wind Brace Reaction, Case 2, Left Wind Brace Reaction, Case 3, Left Wind Brace Reaction, Case 4, Left Wind Brace Reaction, Case 5, Left VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 9 of 75 Seismic Load Mapped Spectral Response Ss:124 10 %g Mapped Spectral Response S 1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category. D Framing Seismic Period: 0.1731 Bracing Seismic Period: 0.1104 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- PRUDEN WB6> E <E EG} EB> FL *FL AL *AL> *AL *AL AL>( 1 *AL(1) *AL(1) AL>( 2 A-( 2 A-( 2 AL>( 3 A-( 3 *AL(3) AL>( 4 *AL(4) *AL(4) AL>( 5 *AL(5) *AL(5) ALB> WALB> ALB WALB >(1) ALB >(2) WALB>(2) ALB WALB >(3) ALB >(4) WALB >(4) ALB WALB >(5) WALB UO U2 U4 U6 U8 UB UB2 UB4 UB6 UB8 R V VPC File:CA0600160 010E1 vpc Wind Brace Reaction, Case 6, Right Seismic Load Seismic Load, Left Vertical Seismic Effect, Additive Seismic Brace Reaction, Right Floor Live Load Alternate Span Floor Live Load, Shifted Left Auxiliary Live Load Auxiliary Live Load, Right, Left Auxiliary Live Load, Left, Left Aux Live, Left Auxiliary Live Load, Right, Left, Aisle 1 Auxiliary Live Load, Left, Left, Aisle 1 Aux Live, Left, Aisle 1 Auxiliary Live Load, Right, Left, Aisle 2 Auxiliary Live Load, Left, Left, Aisle 2 Aux Live, Left, Aisle 2 Auxiliary Live Load, Right, Left, Aisle 3 Auxiliary Live Load, Left, Left, Aisle 3 Aux Live, Left, Aisle 3 Auxiliary Live Load, Right, Left, Aisle 4 Auxiliary Live Load, Left, Left, Aisle 4 Aux Live, Left, Aisle 4 Auxiliary Live Load, Right, Left, Aisle 5 Auxiliary Live Load, Left, Left, Aisle 5 Aux Live, Left, Aisle 5 Aux Live Bracing Reaction, Right Wind, Aux Live Bracing Reaction, Right Aux Live Bracing Reaction, Right, Aisle 1 Wind, Aux Live Bracing Reaction, Right, Aisle 1 Aux Live Bracing Reaction, Right, Aisle 2 Wind, Aux Live Bracing Reaction, Right, Aisle 2 Aux Live Bracing Reaction, Right, Aisle 3 Wind, Aux Live Bracing Reaction, Right, Aisle 3 Aux Live Bracing Reaction, Right, Aisle 4 Wind, Aux Live Bracing Reaction, Right, Aisle 4 Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction, Right, Aisle 5 Wind, Aux Live Bracing Reaction User Defined Load User Defined Load 2 User Defined Load 4 User Defined Load 6 User Defined Load 8 User Brace Reaction User Brace Reaction 2 User Brace Reaction 4 User Brace Reaction 6 User Brace Reaction 8 Rain Load Shear Calculations Package <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) 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: 2/6/2006 Time: 9 40 AM Page: 10 of 75 Wind Brace Reaction, Case 6, Left Seismic Load, Right Vertical Seismic Effect Vertical Seismic Effect, Subtractive Seismic Brace Reaction, Left Alternate Span Floor Live Load, Shifted Right Floor Dead Load Auxiliary Live Load, Right, Right Auxiliary Live Load, Left, Right Aux Live, Right Auxiliary Live Load, Right, Right, Aisle 1 Auxiliary Live Load, Left, Right, Aisle 1 Aux Live, Right, Aisle 1 Auxiliary Live Load, Right, Right, Aisle 2 Auxiliary Live Load, Left, Right, Aisle 2 Aux Live, Right, Aisle 2 Auxiliary Live Load, Right, Right, Aisle 3 Auxiliary Live Load, Left, Right, Aisle 3 Aux Live, Right, Aisle 3 Auxiliary Live Load, Right, Right, Aisle 4 Auxiliary Live Load, Left, Right, Aisle 4 Aux Live, Right, Aisle 4 Auxiliary Live Load, Right, Right, Aisle 5 Auxiliary Live Load, Left, Right, Aisle 5 Aux Live, Right, Aisle 5 Aux Live Bracing Reaction Aux Live Bracing Reaction, Left Wind, Aux Live Bracing Reaction, Left Aux Live Bracing Reaction, Left, Aisle 1 Wind, Aux Live Bracing Reaction, Left, Aisle 1 Aux Live Bracing Reaction, Left, Aisle 2 Wind, Aux Live Bracing Reaction, Left, Aisle 2 Aux Live Bracing Reaction, Left, Aisle 3 Wind, Aux Live Bracing Reaction, Left, Aisle 3 Aux Live Bracing Reaction, Left, Aisle 4 Wind, Aux Live Bracing Reaction, Left, Aisle 4 Aux Live Bracing Reaction, Left, Aisle 5 Wind, Aux Live Bracing Reaction, Left, Aisle 5 Auxiliary Dead Load User Defined Load 1 User Defined Load 3 User Defined Load 5 User Defined Load 7 User Defined Load 9 User Brace Reaction 1 User Brace Reaction 3 User Brace Reaction 5 User Brace Reaction 7 User Brace Reaction 9 Temperature Load VPC Version .5.3c VP BUILDINGS VARCO.PRUDEN Calculations Package Date: 2/6/2006 Time: 9 40 AM Page: 11 of 75 Overall Building Description Shape 1 Overall Overall Floor all Area Roof Area Eave Min. Eave Roof Min. Roof Peak Width I Length I (sq. ft.) Areal I (sq. ft.) I (sq. ft.) 'Max. I Height I Height 2 'Max. I Pitch I Pitch 1 Height Staff Building I 24/0/0 I 43/0/0 I 1032 I 1378 I 1064 I 9/9/0 I 9/9/0 I 3.000:12 I 3.000:12 I 12/9/0 Overall Shape Description Roof 1 I Roof 2 I From Grid I To Grid I Width I Length I Eave Ht. I Eave Ht. 2 I Pitch I Pitch 2 I Dist. to Ridge I Peak Height A I B I 1 -A I 1 -B I 24/0/0 1 43/0/0 I 9/9/0 I 9/9/0 I 3.000:12 1 3.000:121 I2/0/0 I 12/9/0 2 4 VPC File:CA0600160 -01 OE1 vpc VPC Version .5.3c VP BUILDINGS vARCO- PRUDEN Wall: 4, Frame at: 0/6/0 Design Load Combinations Framing No. Origin 1 System 2 System 3 System 4 System 5 System 6 System 7 System 8 System 9 System 10 System 11 System 12 System 13 System 14 System 15 System 16 System 17 System 18 System 19 System 20 System 21 System 22 System 23 System 24 System 25 System 26 System 27 System 28 System 29 System 30 System 39 System Derived 40 System Derived 41 System Derived 42 System Derived 43 System Derived 44 System Derived 45 System Derived 46 System Derived 47 System Derived 48 System Derived 51 System Derived 52 System Derived 53 System Derived 54 System Derived 55 System Derived 56 System Derived 57 System Derived 58 System Derived 59 System Derived 60 System Derived 63 System Derived 64 System Derived 65 System Derived 66 System Derived 67 System Derived 68 System Derived 69 System Derived 70 System Derived 71 System Derived 72 System Derived 73 System Derived 74 System Derived 75 System Derived 76 System Derived 77 System Derived Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.275 1.275 1.275 1.275 1.000 1.000 1.000 1.000 1.000 1.000 1.275 1.275 1.275 1.275 1.000 1.000 1.000 1.000 1.000 1.000 1.275 1.275 1.275 1.275 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 VPC File:CA0600160 -01OE1 vpc Calculations Package Application 1.0 D 1.0 CG 1.0 L 1.0 D+ 1.0 CG 1.0 S 1.OD +1.00G +1.OUS1* 1.OD +1.00G +1.0 *US1 1.OD +1.0W1> 1.0 D+ 1.0 <W1 1.0 D+ 1.0 W2> 1.0 D+ 1.0 <W2 1.O D+ 1.O CG 0.750 L+ 0.750 W l> 1.0 D+ 1.0 CG 0.750 L+ 0.750 <W1 1.0 D+ 1.0 CG +0.750 L+ 0.750 W2> 1.0 D 1.0 CO 0.750 L 0.750 <W2 1.O D+ 1.O CG +0.750 S +0.750 W1> 1.0 D+ 1.0 CG +0.750 S +0.750 <Wl 1.0 D+ 1.0 CG +0.750 S +0.750 W2> 1.O D+ 1.O CG 0.750 S+ 0.750 <W2 0.600D +1.0W1> 0.600 D+ 1.0 <W1 9.600 D 1.0 W2> 0.600 D 1.0 <W2 1.0 D 1.0 CG 0.700 E> 0.700 EG+ 1.0 D+ 1.0 CG +0.700 <E +0.700 EG+ 1.0 D 1.0 CG 0.750 L 0.750 E> 0 750 EG+ 1.0 D+ 1.0 CG 0.750 L 0.750 <E 0.750 EG+ 9.600 D 0.600 CG 0.700 E> 0.700 EG- 0.600 D 0.600 CG 0.700 <E 0.700 EG- 0.900 D 0.900 CG 1.0 E> 0.700 EG- 0.900 D 0.900 CG 1.0 <E 0.700 EG- 1.200 D 1.200 CG 0.200 S 1.O E> 0.700 EG+ 1200 D 1.200 CG 0.200 S 1.0 <E 0.700 EG+ 1.0 D 1.0 CG 0.210 E> 0.700 EG+ 0.700 EB> 1.0 D+ 1.0 CG 0.210 <E 0.700 EG+ 0.700 EB> 1.0 D 1.0 CO 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> D.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> 1.0 D+ 1.0 CG+ 0.210 E> 0.700 EG+ 0.700 <EB 1.0 D 1.0 CG 0.210 <E 0.700 EG+ 0.700 <EB 1.0 D 1.0 CG 0.750 L 0.225 E> 0.750 EG+ 0.750 <EB 1.0 D 1.0 CO 0.750 L 0.225 <E 0.750 EG+ 0.750 <EB 0.600 D 0.600 CG+ 0.210 E> 0.700 EG- 0.700 <EB D.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 CO+ 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 1.0 D 0.750 Wl> 0.750 WB1> 1.0 D 0.750 <W1 0.750 'WB1> 1.OD +1.0WP +1.OWB1> 1.0 D+ 1.0 CG+ 0.750 L+ 0.563 Wl>+ 0.563 WB1> 1.0 D 1.0 CO 0.750 L 0.563 <W1 0.563 WB1> 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB1> 1.0 D 1.0 CG 0.750 S 0.563 W l> 0.563 WB1> 1.0 D+ 1.0 CG +0.7505 +0.563 <W1+ 0.563 WB1> 1.0 D+ 1.0 CG +0.7505 +0.750WP +0.750WB1> D.600 D 0.750 W I> 0.750 WB1> 0.600 D 0.750 <W1 0.750 WB1> 9.600D +1.0WP +1.OWB1> 1.0 D 0.750 Wl> +0.750 <WB1 1.O D 0.750 <W1 0.750 <WB 1 1.0D+ 1.0 WP 1.0 <WB1 VPC Version .5.3c Date: 2/6/2006 Time: 9'04 40 AM Page: 12 of 75 Description CG L CG S +CG +US1* CG+ *US1 +Wl> <W1 W2> <W2 +CO +L +WI> +CG +L <W1 CG L W2> +CG +L <W2 +CG +S +WI> +CG +S <W1 CG S W2> +CG +S +<W2 W l> <W1 W2> <W2 CG E> EG+ +CG +<E +EG+ +CG +L +E> +EG+ CG L <E EG+ CO E> EG- CG <E EG- CG E> EG- CG <E EG- CG S E> EG+ CG S <E EG+ CG E> EG+ EB> +CG <E EG+ +EB> G+L +E>+EG++EB> G+L +<E +EG++EB> CG E> EG- EB> CG <E EG- EB> CG E> EG- EB> CG <E EG- EB> G+S +E>+EG++EB> G+S+<E +EG++EB> CG E> EG+ <EB CG <E EG+ <EB G+L +E>+EG++<EB G+L+<E +EG++<EB CG E> EG- <EB CG <E EG- <EB CG E> EG- <EB CO- <E EG- <EB G+S +E>+EG++<EB G+S+<E +EG++<EB +W1 +WB1> +<W1 +WB1> +WP +WB1> +CG +L +WI +WB1> +CG +L +<W1 +WB1> +CG+L+ WP WB1> +CG +S +WI +WB1> +CG +S <W1 +WB1> CG S WP WB1> +W1 +WB1> +<W1 +WB1> +WP +WB1> +W1 <WB1 +<W1 <WB1 +WP+ <WB1 VP BUILDINGS VARCO- PRUDEN Calculations Package 78 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.563 W 1> 0.563 <WB1 79 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.563 <W1 0.563 <WB1 80 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 <WB1 81 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 W 1> 0.563 <WB 1 82 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 <W I 0.563 <WB I 83 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 <WB1 84 System Derived 1.000 0.600 D 0.750 W 1> 0.750 <WB1 85 System Derived 1.000 D.600 D 0.750 <W1 0.750 <WB1 86 System Derived 1.000 0.600 D 1.0 WP 1.0 <WB I 87 System Derived 1.000 1.0 D 0.750 W2> 0.750 WB2> 88 System Derived 1.000 1.0 D 0.750 <W2 0.750 WB2> 89 System Derived 1.000 1.0 D 1.0 WP 1.0 WB2> 90 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 WB2> 91 System Derived 1.000 1.0 D 1.0 CG 0.750 L+ 0.563 <W2 0.563 WB2> 92 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB2> 93 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 WB2> 94 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 WB2> 95 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB2> 96 System Derived 1.000 0.600 D 0.750 W2> 0.750 WB2> 97 System Derived 1.000 0.600 D 0.750 <W2 0.750 WB2> 98 System Derived 1.000 0.600 D 1.0 WP 1.0 WB2> 99 System Derived 1.000 1.0 D 0.750 W2> 0.750 <WB2 100 System Derived 1.000 1.0 D 0.750 <W2 0.750 <WB2 101 System Derived 1.000 1.0 D 1.0 WP 1.0 <WB2 102 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 <WB2 103 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 <WB2 104 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 <WB2 105 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 <WB2 106 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 <WB2 107 System Derived 1.000 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 <WB2 108 System Derived 1.000 D.600 D 0.750 W2> 0.750 <WB2 109 System Derived 1.000 D.600 D 0.750 <W2 0.750 <WB2 110 System Derived 1.000 D.600 D 1.0 WP 1.0 <WB2 VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9:04 40 AM Page: 13 of 75 +CG +L+ Wl +<WB1 +CG +L <W1 <WB1 CG L WP <WB1 +CG +S +WI +<WB1 +CG+S+<W1 +<WB1 CG S WP <WB1 +Wl +<WB1 +<W1 <WB1 WP <WB1 W2> WB2> <W2 WB2> WP WB2> CG L W2> WB2> CG L <W2 WB2> CG L WP WB2> CG S W2> WB2> +CG +S +<W2 +WB2> CG S WP WB2> W2> WB2> <W2 WB2> WP WB2> W2> <WB2 <W2 <WB2 WP <WB2 CG L W2> <WB2 CG L <W2 <WB2 CG L WP <WB2 +CG +S +W2 +<WB2 +CG +S <W2 <WB2 +CG +S +WP +<WB2 W2> <WB2 <W2 <WB2 WP <WB2 VP BUILDINGS VARCO- PRUDEN Wall: 4, Frame at: 0/6/0 Frame ID:Rigid Frame Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: 1 Type X -Loc Gridl Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Bolt Qty/Diam. (in.) Column Base Elev Load Type Desc. D CG L S US1* *US 1 W l> <W1 W2> <W2 E> EG+ <E EG- EB> <EB WB1> WP <WB1 WB2> <WB2 Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Frm Brc Brc Brc Frm Brc Brc Brc VPC File:CA0600160 -010E1 vpc Lit Vy Calculations Package Exterior Column 0/0/0 1 -B 8x10 0.375 4 0.750 100' -0" Hx Hz 0.10 0.14 0.39 0.49 0.41 0.41 -0.98 0.32 1.03 0.27 -0.23 0.04 0.23 -0.04 0.03 -0.02 0.03 0.03 -0.02 0.03 -0.02 Vy 0.40 0.47 1.35 1.69 0.68 2.14 1.59 -0.85 1.05 -0.30 -0.22 0.15 0.22 -0.15 1 70 1.64 1.64 1 76 1.69 1 49 1 70 1 76 1.69 1 70 Frame Reactions Load Cases at Frame Cross Section: 1 X -Loc I 0/0/0 I Gridl Grid2 I 1 -B I Ld I Description I Fix I Hz I Vy I Cs I (application factor not shown) I (k) I (k) I (k) I 1 D CG L 0.63 2.23 2 D +CG +S 0.73 2.57 3 D +CG +US1* 0.65 1.56 4 D +CG *US1 0.65 3.01 5 D +W1> -0.88 119 -0.10 -0.14 -0.39 -0.49 -0.41 -0.41 -0.32 0.98 -0.27 1.03 -0.24 -0.04 0.24 0.04 -0.03 0.02 -0.03 -0.03 0.02 -0.03 0.02 Exterior Column 24/0/0 1 -A 8x10 0.375 4 0.750 100' -0" Hx Vy 0.40 0.47 135 1.69 2.14 0.68 -0.85 1.59 -030 1.05 0.22 0.15 -0.22 -0.15 0.02 -0.02 0.02 1 49 -0.03 0.02 -0.03 Hx (k) -0.63 -0.73 -0.65 -0.65 -0.41 24/0/0 1 -A I Vy I (k) 2.23 2.57 3.01 1.56 -0.45 Frame Type:Rigid Frame Vy Hx VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 14 of 75 VP BUILDINGS VARCO.PRUDEN Calculations Package 6 D <W 1 0.41 -0.45 0.88 1.19 7 D W2> -0.93 -0.65 -0.36 0.10 8 D <W2 036 0.10 0.93 -0.65 9 D +CG +L +W1> -0.20 0.69 -0.77 1.25 10 D +CG +L <W1 0.77 1.25 0.20 0.69 11 D CG L W2> -0.24 1.10 -0.73 1.66 12 D +CG +L +<W2 0.73 1.66 0.24 1.10 13 D +CG +S +W1> -0.13 0.95 -0.84 1.51 14 D+CG+S+<W1 0.84 1.51 0.13 0.95 15 D CG S W2> -0.17 136 -0.80 1.92 16 D CG S <W2 0.80 1.92 0.17 136 17 D W 1> -0.92 1.35 -037 -0.61 18 D +<W1 037 -0.61 0.92 1.35 19 D W2> -0.97 -0.81 -032 -0.06 20 D <W2 0.32 -0.06 0.97 -0.81 21 D +CG +E> +EG+ 0.10 0.82 -0.43 113 22 D CG <E EG+ 0.43 1.13 -0.10 0.82 23 D +CG +L +E> +EG+ 0.39 1.83 -0.74 2.16 24 D +CG +L <E +EG+ 0.74 2.16 -038 1.83 25 D CG E> EG- -0.05 027 -0.28 0.58 26 D CG <E EG- 0.27 0.58 0.06 0.27 27 D CG E> EG- -0.05 0.47 -0.42 0.90 28 D CO <E EG- 0.41 0.90 0.06 0.47 29 D +CG +S +E> +EG+ 0.18 1.27 -0.65 171 30 D CO S <E EG+ 0.64 171 -0.17 1.27 39 D +CG +E> +EG+ +EB> 0.23 1.19 -0.22 -033 1.04 40 D CG <E EG+ EB> 0.33 1.19 -0.12 -023 0.94 41 D+CG+L +E>+EG 0.53 1.28 0.72 -0.64 2.06 42 D+CG+L+<E +EG++EB> 0.63 1.28 0.82 -0.53 1.96 43 D CG E> EG- EB> 0.08 1 19 -0.77 -0.18 0.48 44 D CG <E EG- EB> 0.18 1.19 -0.68 -0.08 0.39 45 D CG E> EG- EB> 0.14 1 70 1.02 -0.28 0.77 46 D CG <E EG- EB> 0.28 1.70 -0.89 -0.13 0.64 47 D+CG+S +E>+EG++EB> 0.36 170 -0.21 -0.51 1.57 48 D+CG+S+<E +EG++EB> 0.50 1.70 -0.08 -0.36 144 51 D +CG +E>+EG+ +<EB 020 2.08 -0.30 1.01 52 D CG <E EG+ <EB 0.30 2.17 -020 0.91 53 D+CG+L +E>+EG++<EB 0.49 3.18 -0.60 2.03 54 D+CG+L+<E +EG++<EB 0.60 328 -0.49 1.93 55 D CG E> EG- <EB 0.05 1.53 -0.15 0.45 56 D CG <E EG- <EB 0.14 1.62 -0.05 036 57 D CG E> EG- <EB 0.09 226 -0.23 0.73 58 D CG <E EG- <EB 023 2.39 -0.09 0.59 59 D+CG+S +E>+EG++<EB 032 3.07 -0.46 1.53 60 D+CG+S <E +EG++ <EB 0.46 320 -0.32 140 63 D +W1 +WB1> -0.62 1.32 2.06 -0.35 -0.22 64 D <W1+WB1> 035 1.32 1.50 0.62 -0.78 65 D+WP +WB1> 0.16 176 2.78 -0.16 1.07 66 D +CG+L +W1 WB1> 0.00 0.99 0.04 0.72 142 67 D CG L <W1 WB 1> 0.72 -0.99 0.46 0.00 1.00 68 D +CG +L +WP +WBI> 0.58 1.32 -0.50 -0.58 0.79 69 D CG S W 1> WB 1> 0.07 -0.99 029 -0.80 1.68 70 D CG S <W1 WB I> 0.80 -0.99 0.71 -0.07 126 71 D CG S WP WB 1> 0.65 1.32 -0.24 -0.65 1.04 72 D+ W 1> WB 1> -0.66 1.32 2.22 -0.31 -0.38 73 D <W 1 WB 1> 0.31 1.32 1.66 0.66 -0.94 74 D+WP +WB1> 0.12 176 2.94 -0.12 1.23 75 D W 1> <WB 1 -0.65 0.48 -0.32 -0.25 76 D +<Wl +<WB1 0.32 1.04 0.65 -0.81 77 D+WP+<WB1 0.11 0.61 -0.11 1.12 78 D +CG +L +W1 <WB1 -0.03 1.95 -0.70 1.40 79 D +CG +L <W1 +<WB1 0.70 2.37 0.03 0.98 80 D +CG +L +WP +<WB1 0.54 2.05 -0.54 0.75 81 D +CG +S +W1 <WB1 0.04 220 -0.77 1.65 82 D +CG +S +<Wl +<WB1 0.77 2.62 -0.04 123 83 D+CG+S+WP+<WB1 0.61 230 -0.61 1.01 84 D W 1> <WB 1 -0.69 032 -0.28 -0.41 85 D+ <W 1 <WB 1 028 0.88 0.69 -0.97 86 D+WP+<WB1 0.07 0.45 -0.07 1.28 VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 15 of 75 VP BUILDINGS VARCO- PRUDEN Calculations Package 87 D W2> WB2> -0.66 1.32 1.65 -0.31 0.19 88 D <W2 WB2> 0.31 1.32 1.09 0.66 -0.37 89 D WP WB2> 0.16 1 76 2.78 -0.16 1.07 90 D CG L W2> WB2> -0.03 -0.99 035 -0.69 1 73 91 D CG L <W2 WB2> 0.69 -0.99 0.77 0.03 1.31 92 D +CG +L +WP +WB2> 0.58 1.32 -0.50 -0.58 0.79 93 D CG S W2> WB2> 0.04 -0.99 0.60 -0.77 1.98 94 D CG S <W2 WB2> 0.77 -0.99 1.02 -0.04 1.56 95 D CG S WP WB2> 0.65 1.32 -0.24 -0.65 1.04 96 D W2> WB2> -0.69 1.32 1.81 -0.28 0.03 97 D <W2 WB2> 028 1.32 1.25 0.69 -0.53 98 D WP WB2> 0.12 1 76 2.94 -0.12 1.23 99 D W2> <WB2 -0.69 0.89 -0.28 0.16 100 D <W2 <WB2 0.28 1.45 0.69 -0.40 101 D +WP <WB2 0.11 0.61 -0.11 112 102 D CG L W2> <WB2 -0.06 2.26 -0.67 1 71 103 D CG L <W2 <WB2 0.67 2.68 0.06 1.29 104 D CG L WP <WB2 0.54 2.05 -0.54 0.75 105 D CG S W2> <WB2 0.01 2.51 -0.74 1.96 106 D CG S <W2 <WB2 0.74 2.93 -0.01 1.54 107 D CG S WP <WB2 0.61 2.30 -0.61 1.01 108 D W2> <WB2 -0.73 0.73 -0.24 -0.00 109 D <W2 <WB2 0.24 1.29 0.73 -0.56 110 D WP <WB2 0.07 0.45 -0.07 1.28 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 24/0/0 I l A I 0.84 113 I 0.97 120 1.76 165 I I I 1.35 118 I 3.01 5 I Bracing X -Loc I Grid 0/0/0 I 1 -B Description Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 16 of 75 VP BUILDINGS VARCO•PRUDEN Vy Calculations Package Wall: 4, Frame at: 10/9/0 Frame ID:Rigid Frame Frame Type:Rigid Frame x Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: 2 Type Exterior Column Exterior Column X -Loc 0 /0 /0 24/0/0 Gridl Grid2 2 -B 2 -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 0.750 4 0.750 Column Base Elev 100' -0' 100' -0' Load Type Desc. Hx Hz Vy Hx Vy D Frm 0.19 0.71 -0.19 0.71 CG Frm 0.34 1.15 -0.34 1.16 L Frm 0.84 2.87 -0.84 2.87 S Frm 120 4.12 1.20 4.13 US 1 Frm 1.00' 1.67 1.00 5.21 *US1 Frm 1.00 5.21 1.00 1.67 W 1> Frm -2.38 3.89 -0.77 -2.07 <W1 Frm 0.77 -2.07 2.38 3.89 W2> Frm -2.51 -2.55 -0.65 -0.73 <W2 Frm 0.65 -0.73 2.51 2.55 F> Frm -0.57 -0.53 -0.59 0.53 EG+ Frm 0.10 0.36 -0.10 036 <E Frm 0.57 0.53 0.59 -0.53 EG- Frm -0.10 -036 0.10 -0.36 EB> Brc -0.02 1.64 0.02 -0.02 <EB Brc 0.04 1.70 1.65 -0.04 0.03 WB1> Brc -0.02 1.70 0.02 -0.03 WP Frm 0.31 -2.86 -0.31 -2.86 <WB1 Brc 0.04 176 1.71 -0.04 0.03 WB2> Brc -0.02 1.70 0.02 -0.03 <WB2 Brc 0.04 176 171 -0.04 0.03 Frame Reactions Load Cases at Frame Cross Section: 2 X -Loc I 0/0/0 I 24/0/0 I Gridl Grid2 I 2 -B I 2 -A Ld I Description I Hz I Hz I Vy I Hx I Vy Cs I (application factor not shown) I (k) I (k) I (k) I (k) I (k) I 1 D CG L 136 4.73 1.36 4.73 2 D CG S 1.73 5.99 1.73 5.99 3 D +CG +US1* 1.52 3.53 1.52 7.07 4 D +CG *US1 1.52 7.07 1.52 3.53 5 D W 1> -2.20 3 18 -0.96 1.36 Vy •Hx I i I I I I I I VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 17 of 75 VP BUILDINGS VARCO.PRUDEN Calculations Package 6 D <W 1 0.96 1.36 2.20 3.18 7 D W2> 2.32 1.85 -0.83 -0.03 8 D <W2 0.83 -0.03 2.32 1.85 9 D +CG +L +WI> -0.64 1.10 I73 2.47 10 D +CG +L +<WI 173 2.47 0.64 1.10 11 D CG L W2> -0.73 2.10 1.64 3.46 12 D +CG +L +<W2 1.64 346 0.73 2.10 13 D +CG +S +W1> -0.36 2.04 -2.00 3.41 14 D +CG +S +<W1 2.00 3.41 0.36 2.04 15 D +CG +S +W2> -0.46 3.04 1.91 4.40 16 D +CG +S <W2 1.91 4.40 0.46 3.04 17 D +W1> 2.27 3.46 -0.88 1.64 18 D <W1 0.88 1.64 2.27 3.46 19 D W2> -2.40 -2.13 -0.76 -0.31 20 D <W2 0.76 -0.31 2.40 -2.13 21 D +CG +E> +EG+ 0.20 1.74 1.01 2.48 22 D CG <E EG+ 0.99 2.48 -0.18 1 74 23 D CG L E> EG+ 0.80 3.88 1.67 4.68 24 D CG L <E EG+ 1.66 4.68 -0.79 3.88 25 D CG E> EG- -0.16 0.49 -0.65 1.24 26 D CG <E EG- 0.64 1.24 0.17 0.49 27 D CG E> EG- -0.17 0.89 -0.99 1.96 28 D CG <E EG- 0.97 1.96 0.19 0.89 29 D +CG +S +E> +EG+ 0.37 2.77 1.53 3.84 30 D +CG +S <E +EG+ 1.51 3.84 -0.35 2.77 39 D +CG +E> +EG+ +EB> 0.46 3.15 -0.70 2.21 40 D CG <E EG+ EB> 0.70 3.37 -0.46 1.98 41 D+CG+L +E>+EG++EB> 1.08 5 40 1.34 438 42 D+CG+L+<E +EG++EB> 1.34 5.64 1.08 4.14 43 D CG E> EG- EB> 0.11 1.91 -0.35 0.96 44 D CG <E EG- EB> 0.35 2.13 -0.10 0.74 45 D +CG +E> +EG +EB> 0.20 2.91 -0.55 1.56 46 D CG <E EG- EB> 0.55 3.23 -0.20 1.24 47 D+CG+S +E>+EG++EB> 0.75 4.79 1 10 344 48 D+CG+S+<E +EG++EB> 1.09 5.11 -0.74 3.12 51 D CG E> EG+ <EB 0.50 1.19 0.84 -0.75 2.24 52 D CG <E EG+ <EB 0.74 1.19 1.07 -0.50 2.02 53 D+CG+L +E>+EG++<EB 1.13 1.28 2.92 1.39 4.43 54 D+CG+L+<E +EG++<EB 1.39 1.28 3.16 1.13 4.18 55 D CG E> EG- <EB 0.15 1.19 -0.40 -0.39 1.00 56 D CG <E EG- <EB 0.39 119 -0.18 -0.15 0.78 57 D +CG +E>+EG <EB 0.27 1.70 -0.38 -0.62 1.62 58 D CG <E EG- <EB 0.61 1.70 -0.06 -0.26 1.30 59 D+CG+S +E>+EG++<EB 0.81 170 1.50 1.16 3.50 60 D+CG+S+<E +EG++<EB 1.15 1.70 1.82 -0.81 3.18 63 D W 1> WB I> 1.62 -0.93 -0.75 -0.86 64 D <W1 WB 1> 0.75 0.43 1.62 2.23 65 D +WP +WB1> 0.48 -0.45 -0.48 2.17 66 D +CG +L+WI +WB1> -0.20 2.78 1.57 2.84 67 D +CG +L <W1 +WB1> 1.57 3.81 020 1.81 68 D +CG +L +WP +WB1> 1.37 3.15 1.37 1.85 69 D +CG +S +W1 >+WB1> 0.07 3.73 .1.85 378 70 D +CG +S +<W1 +WB1> 1.85 475 -0.07 2.76 71 D +CG +S +WP +WB1> 1.64 4.09 1.64 2.79 72 D +W1 +WB1> 1.69 1.22 -0.67 114 73 D <Wl +WB1> 0.67 0.15 1.69 2.51 74 D WP WB 1> 0.40 -0.73 -0.40 2.46 75 D +W1 +<WB1 1.57 1.32 3.49 -0.80 -0.82 76 D <W1 <WBI 0.80 1.32 2.12 1.57 -2.18 77 D WP <WB 1 0.54 1 76 3.85 -0.54 -2.12 78 D +CG +L +W1 +<WB1 -0.17 0.99 0.87 1.61 2.87 79 D +CG +L +<WI +<WB1 1.61 0.99 1.89 0.17 1.85 80 D CG L WP <WB1 1.42 1.32 0.59 1 42 1.90 81 D +CG +S+ WI +<WB1 0.11 0.99 1.81 1.88 3.81 82 D +CG +S <Wl +<WB1 1.88 0.99 2.83 -0.11 2.79 83 D CG S WP <WB1 1.69 1.32 1.53 1.69 2.84 84 D+ Wl +<WB1 1.64 132 3 77 -0.72 1 10 85 D <W1 <WB1 0 72 1.32 -2.40 1.64 -2.47 86 D WP <WB 1 0.47 1 76 -4 14 -0.47 -2.40 VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 18 of 75 VP BUILDINGS VARCO.PRUDEN 87 D W2> WB2> 171 0.06 -0.65 0.14 88 D <W2 WB2> 0.65 1 43 1 71 1.23 89 D WP WB2> 0.48 -0.45 -0.48 -2.17 90 D +CG +L +W2 +WB2> -0.27 3.53 1.50 3.59 91 D +CG +L <W2 +WB2> 1.50 4.56 0.27 2.56 92 D +CG +L +WP +WB2> 1.37 315 1.37 1.85 93 D CG S W2> WB2> 0.00 447 178 4.53 94 D CG S <W2 WB2> 1 78 5.50 -0.00 3.50 95 D CG S WP WB2> 1.64 4.09 1.64 2.79 96 D W2> WB2> 1.79 -0.22 -0.58 -0.15 97 D <W2 WB2> 0.58 1.15 1 79 1.51 98 D WP WB2> 0.40 -0.73 -0.40 -2.46 99 D W2> <WB2 1.66 1.32 2.49 -0.70 0.18 100 D <W2 <WB2 0.70 1.32 1 12 1.66 1 19 101 D WP <WB2 0.54 1 76 3.85 -0.54 2.12 102 D CG L W2> <WB2 -0.24 0.99 1.62 1.54 3.62 103 D CG L <W2 <WB2 1.54 0.99 2.64 0.24 2.60 104 D+CG+L+WP+<WB2 1.42 1.32 0.59 1 42 1.90 105 D CG S W2> <WB2 0.04 0.99 2.56 1.81 4.56 106 D CG S <W2 <WB2 1.81 0.99 3.58 -0.04 3.54 107 D CG S WP <WB2 1.69 1.32 1.53 1.69 2.84 108 D W2> <WB2 1 74 132 -2.77 -0.63 -0.10 109 D <W2 <WB2 0.63 132 1 41 1 74 1 47 110 D WP <WB2 0.47 1 76 -4 14 -0.47 -2.40 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 24/0/0 12 -A I 2.00 113 I 2.40 120 I I I 1.76 101 I 3.46 118 I 7.07 13 Bracing X -Loc I Grid I 0/0/0 I B -2 I Calculations Package Description Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 19 of 75 VP BUILDINGS VARCO.PRUDEN Wall. 4, Frame at: 28/0/0 Frame ID:Rigid Frame Frame Reactions Load Cases at Frame X -Loc I Gridl Grid2 Ld I Description I Cs I (application factor not shown) I 1 D +CG +L 2 D +CG +S 3 D +CG +US1* 4 D +CG *US1 5 D +W1> VPC File:CA0600160 -010E1 vpc b a Vy Cross Section: 3 0/0/0 3 -B Hx I Vy (k) I (k) 1.59 5.26 2.10 6.90 1.85 4.06 1.85 8.15 2.59 3.68 Calculations Package 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 24/0/0 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 0.750 4 0.750 Column Base Elev 100' -0" 100' -0' Load Type Desc. Hx Vy Hx Hz Vy D Fnn 0.22 0.80 -0.22 0.80 CG Frm 0.41 1.33 -0.41 1.33 L Frm 0.96 3.12 -0.96 3.12 S Frm 147 4.76 147 4.76 US 1 Frm 1.22 1.92 1.22 6.01 *US1 Frm 1.22 6.01 1.22 1.92 Wl> Frm -2.81 -449 -0.84 -2.38 <W1 Frm 0.84 2.38 2.81 -4 49 W2> Frm -2.94 2.95 -0.71 -0.85 <W2 Frm 0.71 -0.85 2.94 2.95 E> Frm -0.66 -0.62 -0.68 0.62 EG+ Frm 0.13 0.41 -0.13 0.41 <E Frm 0.66 0.62 0.68 -0.62 EG- Frm -0.13 -0.41 0.13 -0.41 EB> Brc 0.03 0.02 -0.03 172 1.18 <EB Brc -0.02 -0.02 0.02 1.18 WB1> Brc 0.03 0.02 -0.03 178 1.22 WP Frm 0.40 -3.06 -0.40 3.06 <WB1 Brc -0.02 -0.02 0.02 1.21 WB2> Brc 0.03 0.02 -0.03 178 1.22 <WB2 Brc -0.02 -0.02 0.02 121 24/0/0 I I 3 I IHxIHzIVy I (k) I (k) I (k) I 1.59 5.26 -2.10 6.90 1.85 8.15 1.85 4.06 1.06 1.58 Frame Type:Rigid Frame Vy VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 20 of 75 VP BUILDINGS VARCO.PRUDEN 6 D <W1 7 D W2> 8 D+ <W2 9 D +CG +L +WI> 10 D +CG +L <W1 11 D +CG +L +W2> 12 D +CG +L +<W2 13 D +CG +S +W1> 14 D +CG +S <W1 15 D +CG +S +W2> 16 D +CG +S +<W2 17 D +W1> 18 D <W1 19 D +W2> 20 D <W2 21 D +CG +E +EG+ 22 D +CG <E +EG+ 23 D +CG +L +E> +EG+ 24 D +CG +L +<E +EG+ 25 D +CG +E> +EG- 26 D +CG <E +EG- 27 D +CG +E> +EG- 28 D +CG <E +EG- 29 D +CG +S +E> +EG+ 30 D +CG +S <E +EG+ 39 D +CG +E> +EG+ +EB> 40 D +CG <E +EG+ +EB> 41 D+CG+L +E>+EG++EB> 42 D+CG+L+<E+EG-H-EB> 43 D +CG +E> +EG +EB> 44 D +CG <E +EG +EB> 45 D +CG +E +EG +EB> 46 D +CG <E +EG +EB> 47 D+CG+S+E>+EG++EB> 48 D+CG+S+<E +EG++EB> 51 D +CG +E> +EG+ <EB 52 D +CG +<E +EG+ <EB 53 D+CG+L +E>+EG++<EB 54 D+CG+L+<E +EG++<EB 55 D +CG +E> +EG <EB 56 D +CG <E +EG +<EB 57 D +CG +E> +EG <EB 58 D +CG <E +EG <EB 59 D+CG+S +E>+EG++<EB 60 D+CG+S+<E +EG I <EB 63 D +W1 +WBI> 64 D <W1 +WB1> 65 D +WP +WB1> 66 D+CG +L +W1 +WB1> 67 D +CG+L <W1 +WB1> 68 D +CG +L +WP +WB1> 69 D +CG +S +WI +WB1> 70 D +CG +S <W1 +WB1> 71 D +CG +S +WP +WB1> 72 D +W1 +WB1> 73 D <W1 +WB1> 74 D +WP +WB1> 75 D +W1 +<WB1 76 D +<W1 <WB1 77 D +WP <WB1 78 D +CG +L +WI <WB1 79 D +CG +L +<W1 <WB1 80 D +CG +L +WP <WB1 81 D +CG +S +W1 <WB1 82 D +CG +S +<W1 <WBI 83 D +CG +S +WP <WB1 84 D +W1 <WB1 85 D <W1 <WB1 86 D +WP +<WB1 Calculations Package 1.06 1.58 2.59 3.68 2.72 2.15 -0.93 -0.05 0.93 -0.05 2.72 2.15 -0.75 1.11 1.98 2.69 1.98 2.69 0.75 1.11 -0.85 2.26 1.88 3.84 1.88 3.84 0.85 226 -0.37 2.34 -2.36 3.92 236 3.92 037 2.34 -0.47 3.50 2.26 5.07 2.26 5.07 0.47 3.50 2.68 4.01 -0.97 1.90 0.97 1.90 2.68 -4.01 2.80 -2.47 -0.84 -0.37 0.84 -0.37 2.80 -2.47 0.26 1.99 1.20 2.86 1.18 2.86 -024 1.99 0.95 4.32 1.96 525 1.94 525 -0.94 432 -0.17 0.56 -0.77 143 0.75 1 43 0.19 0.56 -0.18 1.02 1.16 2.25 1.14 225 020 1.02 0.48 3.19 1.82 4.42 1.80 4 42 -0.46 3.19 0.60 2.31 -0.88 1.21 1 72 0.88 2.57 -0.60 1.21 1.47 132 4.66 1.62 1.29 4.04 1.62 4.94 132 1.29 3 76 0.17 0.88 -0.45 1.21 029 0.45 1.14 -0.17 1.21 0.04 0.31 147 -0.71 I 72 0.64 0.71 1.84 -0.31 1 72 027 0.97 3.64 1.38 172 2.81 1.37 4.01 -0.97 172 2.44 0.57 2.28 -0.85 338 0.85 2.54 -0.57 3.12 1.29 4.63 1.59 5.81 1.58 4.91 1.28 5.53 0.14 0.85 -0.42 1.95 0.42 1.11 -0.14 1.69 027 1.43 -0.67 3.00 0.66 1.80 -0.26 2.63 0.93 3.60 1.33 5.17 132 3.97 -0.92 4.80 1.86 2.54 -0.87 1.33 1.90 0.87 -0.97 1.86 1.33 -3 48 0.66 -2.23 -0.66 1 78 3 47 -0.21 1.97 1.84 1.00 2.45 1.84 3.15 021 1.00 127 1.68 2.20 1.68 1.33 127 0.17 320 -2.22 1.00 3.68 222 438 -0.17 1.00 2.50 2.06 3 43 2.06 1.33 2.50 1.95 2.87 -0.78 1.33 -2.22 0.78 1.29 1.95 1.33 3.80 0.57 2.55 -0.57 178 3.80 1.90 2.58 -0.83 -0.08 0.83 1.00 1.90 1.65 0.61 -2.27 -0.61 1.04 -0.24 1.94 1.81 3.82 1.81 3.12 024 2.63 1.64 2.17 1.64 3.09 0.14 3.17 2.19 5.05 2.19 4.36 -0.14 3.87 2.02 3.40 2.02 4.32 1.99 2.90 -0.75 -0.40 0.75 1.32 1.99 1.97 0.52 2.59 -0.52 1.36 VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 21 of 75 VP BUILDINGS VARCO.PRUDEN Bracing X -Loc I Grid I 24/0/0 I A -3 I Calculations Package 87 D W2> WB2> 1.96 1.39 -0.77 133 -0.75 88 D <W2 WB2> 0.77 0.18 1.96 1.33 2.32 89 D WP WB2> 0.66 -2.23 -0.66 1.78 3 47 90 D +CG +L+W2 +WB2> -0.28 2.83 177 1.00 331 91 D CG L <W2 WB2> 177 4.01 0.28 1.00 2.13 92 D CG L WP WB2> 1.68 2.20 1.68 1.33 1.27 93 D CG S W2> WB2> 0.10 4.06 -2.15 1.00 4.54 94 D CG S <W2 WB2> 2.15 5.24 -0.10 1.00 336 95 D CG S WP WB2> 2.06 3.43 2.06 1.33 2.50 96 D W2> WB2> 2.05 1 71 -0.69 1.33 1.07 97 D <W2 WB2> 0.69 -0.14 2.05 1.33 -2.65 98 D WP WB2> 0.57 2.55 -0.57 1.78 3.80 99 D W2> <WB2 1.99 1 42 -0.74 1.08 100 D <W2 <WB2 0.74 0.15 1.99 -0.50 101 D +WP <WB2 0.61 2.27 -0.61 1.04 102 D +CG +L +W2 +<WB2 -0.31 2.81 174 4.68 103 D CG L <W2 <WB2 1.74 3.99 0.31 3.50 104 D +CG +L +WP <WB2 1.64 2.17 1.64 3.09 105 D CG+ S W2> <WB2 0.07 4.04 2.12 5.91 106 D CG S <W2 <WB2 2.12 5.22 -0.07 4.73 107 D CG S WP <WB2 2.02 340 -2.02 4.32 108 D W2> <WB2 2.08 1 74 -0.65 0.76 109 D <W2 <W132 0.65 -0.17 2.08 -0.82 110 D WP <WB2 0.52 2.59 -0.52 136 Description Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 22 of 75 Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Ha Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load -Hx) Case (Hx) Case -Hz) Case (Hz) Case (Vy) Case (Vy) Case -Mzz) Case (Mzz) Case (k) (k) (k) (k) (k) (k) (in-k) (in -k) 4.01 17 0/0/0 24/0/01 3 -A I 2.36 113 I 2.80 120 I 178 65 I I I 4.01 118 I 8.15 13 VP BUILDINGS VARCO.PRUDEN Vy ti 7 Hx Calculations Package Wall: 4, Frame at: 42/6/0 Frame ID:Rigid Frame Frame Type:Rigid Frame 9A'J1" Values shown are resisting forces of the foundation. Reactions Load Type at Frame Cross Section: 4 Type Exterior Column Exterior Column X -Loc 0/0/0 24/0/0 Gridl Grid2 4 -B 4 -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 0.750 4 0.750 Column Base Elev. 100' -0" 100' -0" Load Type Desc. Fix Vy Hx Hz Vy D Frm 0.12 0.48 -0.12 0.48 CG Frm 0.19 0.65 -0.19 0.65 L Frm 0.54 1.86 -0.54 1.86 S Frm 0.68 2.33 -0.68 233 US1* Frm 0.57 0.94 -0.57 2.94 *US1 Frm 0.57 2.94 -0.57 0.94 Wl> Frm 1.35 2.19 -0.44 1.17 <W1 Frm 0.44 117 135 2.19 W2> Frm 142 144 -0.37 -0.41 <W2 Frm 0.37 -0.41 1.42 1.44 E> Frm -0.32 -0.30 -0.33 0.30 EG+ Frm 0.06 0.20 -0.06 0.20 <E Frm 0.32 0.30 033 -0.30 EG- Fnn -0.06 -0.20 0.06 -0.20 EB> Brc -0.02 -0.02 0.02 118 <EB Brc 0.02 0.01 -0.02 172 117 WB1> Brc -0.02 -0.02 0.02 1.21 WP Frm 0.06 -2.01 -0.06 -2.01 <WB1 Brc 0.02 0.01 -0.02 178 1.21 WB2> Brc -0.02 -0.02 0.02 1.21 <WB2 Brc 0.02 0.01 -0.02 178 1.21 Vy 'Hx Frame Reactions Load Cases at Frame Cross Section: 4 X -Loc I 0/0/0 I 24/0/0 I I I Gridl Grid2 I 4 -B I 4 -A I I Ld I Description I Hx I Vy I fix I Hz I Vy I I I Cs I (application factor not shown) I (k) I (k) I (k) I (k) I (k) I I 1 D CG L 0.85 2.99 -0.85 2.99 2 D CG S 0.99 3.46 -0.99 3.46 3 D +CG +US1* 0.88 2.07 -0.88 4.07 4 D CG+ *US1 0.88 4.07 -0.88 2.07 5 D W 1> 1.23 1.71 -0.56 -0.68 VPC File:CA0600160 -010E1 vpc VPC Version :5.3c Date: 2/6/2006 Time: 9 40 AM Page: 23 of 75 VP BUILDINGS vARCO.RRUDEN Calculations Package 6 D <W1 0.56 -0.68 1.23 171 7 D W2> 1.30 -0.96 -0.48 0.07 8 D <W2 0.48 0.07 1.30 -0.96 9 D +CG +L +W1> -0.29 0.88 1.04 1.65 10 D +CG +L <W1 1.04 1.65 0.29 0.88 11 D CG L W2> -0.34 1.45 -0.99 2.22 12 D CG L <W2 0.99 2.22 0.34 1.45 13 D +CG +S +W1> -0.19 1.23 1.15 2.00 14 D +CG +S <W1 1.15 2.00 0.19 1.23 15 D CG S W2> -0.24 1.80 1.09 2.57 16 D CG S <W2 1.09 2.57 0.24 1.80 17 D W l> 1.27 1.90 -0.51 -0.88 18 D <W 1 0.51 -0.88 127 1.90 19 D W2> 1.34 1.15 -0.44 -0.13 20 D <W2 0.44 -0.13 1.34 1 15 21 D CG E> EG+ 0.13 1.06 -0.58 1 48 22 D +CG <E +EG+ 0.58 148 -0.12 1.06 23 D +CG +L +E +EG+ 0.52 2.45 1.01 2.91 24 D +CG +L +<E +EG+ 1.00 2.91 -0.51 2.45 25 D CG E> EG- -0.08 0.33 -0.38 0.75 26 D +CG <E +EG- 037 0.75 0.09 0.33 27 D +CG +E> +EG- -0.08 0.58 -0.57 1.18 28 D +CG <E +EG- 0.56 1.18 0.09 0.58 29 D +CG +S +E> +EG+ 0.23 1.66 -0.88 227 30 D+CG+ S +<E+ EG+ 0.87 2.27 -0.22 1.66 39 D CG E> EG+ EB> 027 1.20 -0.41 2.16 40 D CG <E EG+ EB> 0.41 1.32 -0.27 2.03 41 D+CG+L +E>+EG++EB> 0.68 2.60 -0.82 3.63 42 D+CG+L+<E +EG++EB> 0.82 2.73 -0.67 3.49 43 D CG E> EG- EB> 0.07 0.46 -0.20 1 43 44 D CG <E EG- EB> 0.20 0.59 -0.06 1.30 45 D +CG +E> +EG +EB> 0.13 0.77 -0.32 2.15 46 D CG <E EG- EB> 032 0.95 -0.12 1.97 47 D+CG+S +E>+EG++EB> 0.44 1.86 -0.63 323 48 D+CG+S+<E +EG++EB> 0.63 2.04 -0.43 3.05 51 D +CG +E> +EG+ <EB 0.29 1.22 -0.43 1.21 0.52 52 D CG <E EG+ <EB 0.43 1.34 -0.29 1.21 0.39 53 D+CG+L +E>+EG I I <EB 0.70 2.62 -0.85 129 1.87 54 D+CG+L+<E +EG++<EB 0.84 2.76 -0.70 1.29 173 55 D CG E> EG- <EB 0.09 0.48 -0.23 1.21 -0.22 56 D CG <E EG- <EB 022 0.61 -0.09 1.21 -0.34 57 D CG E> EG- <EB 0.16 0.80 -0.35 1 72 -0.20 58 D +CG <E +EG <EB 0.35 0.98 -0.15 1.72 -0.38 59 D+CG+S +E>+EG I i <EB 0.47 1.89 -0.66 1 72 0.88 60 D+CG+S+<E+EGI I <EB 0.66 2.07 -0.46 1.72 0.70 63 D +W1 +WB1> -0.90 118 -0.43 0.52 64 D +<W1 +WB1> 0.43 -0.41 0.90 -0.25 65 D +WP +WB1> 0.17 1.54 -0.17 -0.31 66 D +CG +L +W1 +WBI> -0.05 1.29 -0.95 2.56 67 D +CG +L <W1+WB1> 0.95 1.86 0.05 1.98 68 D +CG +L +WP +WB1> 0.75 1.01 -0.75 1.94 69 D +CG +S +WI +WB1> 0.05 1.63 1.05 2.90 70 D +CG +S <W1 +WB1> 1.05 221 -0.05 233 71 D +CG +S +WP +WB1> 0.85 136 -0.85 2.28 72 D +WI +WBI> -0.95 1.37 -0.39 0.32 73 D+ <W 1 WB 1> 0.39 -0.60 0.95 -0.45 74 D WP WB 1> 0.12 1 73 -0.12 -0.50 75 D +W1 <WBI -0.88 115 -0.46 133 1.30 76 D <W1 <WB 1 0.46 -0.38 0.88 1.33 -2.07 77 D +WP +<WB1 0.20 1.51 -0.20 178 -2.73 78 D +CG +L +WI <WB1 -0.03 1.30 -0.97 1.00 1.19 79 D CG +L <W1 <WBI 0.97 1.88 0.03 1.00 0.62 80 D +CG +L +WP +<WB1 0.78 1.03 -0.78 1.33 0.12 81 D +CG +S +W1 <WB1 0.07 1.65 1.07 1.00 1.54 82 D CG S <W 1 <WB 1 1.07 2.23 -0.07 1.00 0.97 83 D +CG +S +WP <WB1 0.88 138 -0.88 133 0.47 84 D +W1 <WB1 -0.93 1.35 -0.41 1.33 149 85 D <W1 <WB 1 0.41 -0.58 0.93 1.33 2.26 86 D WP <WBI 0.15 1 70 -0.15 1 78 2.92 VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 24 of 75 VP BUILDINGS VARCO.PRUDEN 87 D W2> WB2> -0.95 -0.61 -0.38 1.08 88 D <W2 WB2> 0.38 0.16 0.95 031 89 D +WP +WB2> 0.17 1.54 -0.17 -0.31 90 D CG L W2> WB2> -0.09 1 71 -0.91 2.98 91 D +CG +L <W2 +WB2> 0.91 2.29 0.09 2.40 92 D CG L WP WB2> 0.75 1.01 -0.75 1.94 93 D CG S W2> WB2> 0.01 2.06 1.02 333 94 D CG+ S <W2 WB2> 1.02 2.64 -0.01 2.75 95 D CG S WP WB2> 0.85 1.36 -0.85 2.28 96 D W2> WB2> 1.00 -0.81 -0.33 0.89 97 D <W2 WB2> 0.33 -0.04 1.00 0.12 98 D WP WB2> 0.12 1 73 -0.12 -0.50 99 D W2> <WB2 -0.93 -0.59 -0.41 1.33 -0.73 100 D <W2 <WB2 0.41 0.18 0.93 1.33 1.51 101 D WP <WB2 0.20 1.51 -0.20 1.78 2.73 102 D CG L W2> <WB2 -0.07 1 72 -0.93 1.00 1.62 103 D CG L <W2 <WB2 0.93 2.30 0.07 1.00 1.04 104 D +CG +L +WP <WB2 0.78 1.03 -0.78 1.33 0.12 105 D CG S W2> <WB2 0.03 2.07 1.03 1.00 1.97 106 D CG S <W2 <WB2 1.03 2.65 -0.03 1.00 1.39 107 D +CG +S +WP +<WB2 0.88 1.38 -0.88 133 0.47 108 D W2> <WB2 -0.98 -0.78 -0.36 1.33 -0.93 109 D <W2 <WB2 036 -0.01 0.98 1.33 1.70 110 D WP <WB2 0.15 1 70 -0.15 1 78 -2.92 Maximum Reactions Summary Framing X -Loc Grid Hrz left Load Hrz Right Load Hrz In -Hx) Case (Hx) Case -Hz) (k) (k) (k) 0/0/0 24/0/0 14 -A I 1.15 113 I 1.34 120 I Bracing X -Loc I Grid I 24/0/0 I A-4 I Calculations Package Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Case (Hz) Case (Vy) Case (Vy) Case -Mzz) Case (Mzz) Case (k) (k) (k) (in -k) (in -k) 1 78 1 101 I 2.92 186 I 4.07 13 I Descri2tion Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 25 of 75 VP BUILDINGS VA RCO- PRVDEN ae 4s >i _414161'1'041., r x ia K ,r 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: Staff Building Loads and Codes Shape: Staff Building City. Port Angeles County. Clallam Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity•7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.030) Parts Wind Exposure Factor 1.030 Wind Enclosure: Enclosed Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 11/3/0 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. Origin 1 System 2 System 3 System 4 System 5 System 6 System 7 System 8 System VPC File:CA0600160 010E1 vpc Bracing Factor I 1.000 0.700 E> 1.000 D.700 <E 1.275 1.0 E> 1.275 1.0 <E 1.000 1.0 Wl> 1.000 1.0 <W1 1.000 1.0 W2> 1.000 1.0 <W2 Calculations Package Roof Covering Second. Dead Load: 3.05 psf Frame Weight (assumed for seismic):3.00 psf Snow Load Roof Snow Load: 25.00 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 State: Washington Built Up: 89AISC Cold Form: 01AISI VPC Version :5.3c Date: 2/6/2006 Time: 9'04 40 AM Page: 26 of 75 Country United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response S1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0.1731 Bracing Seismic Period: 0.1104 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): 02364 E> <E E> <E Wl> <WI W2> <W2 Description VP BUILDINGS VARCO -P RU DEN I 1911 SR 1 T_3" Diagonal Bracing Member Design Summary Roof A Mem. Bracing Length Angle Design Seismic No. I Le Shape I (ft) 1 1 Axial (k) I Factor 2 1 I R 0.375 1 21.061 38.51 1.00 1.000 Calculations Package 141 n d5 (41 1 0101 Stress 1 Factor 1.27501 1.27501 Stress Ratio 0.268 0.268 li Governing Load Case 1.0<E 1.0E> 1 Design Status I passed passed I 14' -R" Mem.I End 1 Diagonal Connection Design Information 1 Left lot: design angle 32.6 deg, web thk 1/8 in. F 1.00k, E factor 1.000, stress increase 1.275, slot offset eb direct shear OK, web punching shear OK, tensile fracture of web OK passed Right lot: design angle 32.6 deg, web thk 1/8 in. F 1.00k, E factor 1.000, stress increase 1.275, slot offset eb direct shear OK, web punching shear OK, tensile fracture of web OK passed 2 Left lot: design angle 32.6 deg, web thk 1/8 in. F 1.00k, E factor 1.000, stress increase 1275 slot offset eb direct shear OK, web punching shear OK, tensile fracture of web OK passed Right lot: design angle 32.6 deg, web thk 1/8 in. F 1.00k, E factor 1.000, stress increase 1.275, slot offset eb direct shear OK, web punching shear OK, tensile fracture of web OK passed VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 27 of 75 151 n 14 rat 1 as Comment 2 in. web /flange weld OK, 2 in. web /flange weld OK, 2 in. web /flange weld OK, 2 in. web /flange weld OK, VP BUILDINGS VARCO.PRUDEN li 2 Mem.I End 1 Left Right 2 Left Right Bracing Shape R 0.375 R 0.375 1 d'-A" !1)0 14 ,-11 n ds /911 Rd Diagonal Bracing Member Design Summary- Roof B Mem I Length Angle Design (ft) Axial (k) 21.06 38.5 1.0 I 21.06 38.5 1.021 Calculations Package Seismic I Factor 1.0000 1.000 1 T_4" Stress I Stress I Factor Ratio 1.27501 0.275 I 1.2751 0.275 Governing Load Case 1.0E> 1.0 <E Design Status I passed I passed Diagonal Connection Design Information Slot: design angle 32.6 deg, web thk 1/8 in. F 1.02k, E factor 1.000, stress increase 1.275, slot offset 2 in web direct shear OK, web punching shear OK, tensile fracture of web OK passed Slot: design angle 32.6 deg, web thk 1/8 in. F 1.02k, E factor 1.000, stress increase 1.275, slot offset 2 in web direct shear OK, web punching shear OK, tensile fracture of web OK passed Slot: design angle 32.6 deg, web thk 1/8 in. F 1.02k, E factor 1.000, stress increase 1.275, slot offset 2 in web direct shear OK, web punching shear OK, tensile fracture of web OK passed Slot: design angle 32.6 deg, web thk 1/8 in. F 1.02k, E factor 1.000, stress increase 1.275, slot offset 2 in web direct shear OK, web punching shear OK, tensile fracture of web OK passed VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 28 of 75 (5)-n an Comment web /flange weld OK, web /flange weld OK, web /flange weld OK, web /flange weld OK, Q O VP BUILDINGS VARCO•PRUDEN Y Diagonal Bracing Member Design Summary- Sidewall 2 Mem. Bracing No. Shape 1 R 0.5 2 R 0.5 Calculations Package 17'_'1" 1 Length Design Seismic Stress Stress (ft) 1 Angle I Axial (k) I Factor I Factor I Ratio 0.629 I 17 181 33.91 2.081 2.0000 1.2750 0.629 1 Governing Load Case 1.0<E 1.0E> I Design Status I passed I passed Mem.I End I Diagonal Connection Design Information 1 Left Slot: design angle 29.0 deg, web thk 1/8 in. F 2.08k, E factor 2.000, stress increase 1.275, slot offset 2 in web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot: design angle 29.0 deg, web thk 1/8 in. F 2.08k, E factor 2.000, stress increase 1.275, slot offset 2 in web direct shear OK, web punching shear OK, tensile fracture of web OK passed 2 Left Slot: design angle 29.0 deg, web thk 1/8 in. F 2.08k, E factor 2.000, stress increase 1.275, slot offset 2 in web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot: design angle 29.0 deg, web thk 1/8 in. F 2.08k, E factor 2.000, stress increase 1.275, slot offset 2 in web direct shear OK, web punching shear OK, tensile fracture of web OK passed VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 29 of 75 11Y_3" Comment web /flange weld OK, web /flange weld OK, web /flange weld OK, web /flange weld OK, Q Q VP BUILDINGS VARCO- PRUDEN 1 n'_q. Diagonal Bracing Member Design Summary: Sidewall 4 Mem 2 1 Bracing Shape R 0.5 R 0.5 Calculations Package Length I Angle I Design Seismic I Stress I Stress (ft) I Axial (k) Factor q Factor q Ratio 0.711 I I 13.621 43.61 2.35 2.00001 1.27501 0.711 Governing Load Case 1.0E> 1.0<E Design Status passed passed Mem.I End I Diagonal Connection Design Information 1 Left Slot: design angle 38.1 deg, web thk 1/8 in. F 235k, E factor 2.000, stress increase 1.275, slot offset 2 in. web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot: design angle 38.1 deg, web thk 1/8 in. F 235k, E factor 2.000, stress increase 1.275, slot offset 2 in. 'web direct shear OK, web punching shear OK, tensile fracture of web OK passed 2 Left Slot: design angle 38.1 deg, web thk 1/8 in. F 235k, E factor 2.000, stress increase 1275, slot offset 2 in. web direct shear OK, web punching shear OK, tensile fracture of web OK passed Right Slot: design angle 38.1 deg, web thk 1/8 in. F 235k, E factor 2.000, stress increase 1.275, slot offset 2 in. 'web direct shear OK, web punching shear OK, tensile fracture of web OK passed VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 30 of 75 Comment LL web /flange weld OK, web /flange weld OK, web /flange weld OK, web /flange weld OK, VP BUILDINGS VARCO. PRUDEN ALE -ai�a. te�ix..- w.+A&.., ^:rz G.:•' xfs: ISi�t:onditftiSiimmar itr Loads and Codes Shape: Staff Building 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 Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 11/3/0 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 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 Derived 1.275 17 System Derived 1.275 18 System Derived 1.275 19 System Derived 1.275 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 Design Load Combinations Girt No. I Origin 1 Factor I 1 I System 1 1.000 11.0 CG+ 1.0 Wl> VPC File:CA0600160 -010E1 vpc Calculations Package Clallam Application Application State: Washington Built Up: 89AISC Cold Form: OIAISI Roof Covering Second. Dead Load: 3.05 psf Frame Weight (assumed for seismic):3.00 psf Snow Load Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 0.70 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof 1.0 D+ 1.0 CG LOS 1.OD +I.00G +1.0US1* 1.OD +1.00G +1.0 *US1 1.OD +1.00G +1.OPF1 1.OD +I.00G +1.OPF1 1.OD +1.00G +1.OPHI 1.OD +I.00G +1.0PH1 1.0 D 1.0 CG 1.0 PF2 1.OD +1.00G +1.OPF2 1.OD +1.0W1> 1.OD +1.0 <W2 0.600D +1.0W1> 0.600 D 1.0 <W2 1.0 D+ 1.0 CG+ 0.750 S 0.750 WI> 1.0 D+ 1.0 CG+ 0.750 S 0.750 <W2 1.200 D 1.200 CG 0.200 S 1.0 EB> 0.700 EG+ D.900 D 0.900 CG 1.0 EB> 0.700 EG- 1.200 D 1.200 CG 0.200 S 1.0 <EB 0.700 EG+ 0.900 D 0.900 CG 1.0 <EB 0.700 EG- 1.OD +1.0 WP +1.OWB1> D.600D +1.0 WP+1.OWB1> 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB1> 1.OD +1.0WP +1.0 <WB1 0.600 D+ 1.0 WP 1.0 <WB1 1.0 D+ 1.0 CG +0.7505+ 0.750 WP +0.750 <WB1 1.OD +1.0WP +1.OWB2> 0.600D +1.0WP +1.OWB2> 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB2> 1.OD +1.0WP +1.0 <WB2 0.600 D 1.0 WP 1.0 <WB2 1.0 D+ 1.0 CG+ 0.750 S 0.750 WP 0.750 <WB2 Date: 2/6/2006 Time: 9 40 AM Page: 31 of 75 Country- United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response S1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0.1731 Bracing Seismic Period: 0.1104 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 .5.3c Description CG+ S CG+ US1* CG+ *US1 +CG +PF1(Span 1) CG+ PF1(Span 3) +CG +PH1(Span 1) CG+ PH1(Span 3) CG PF2(Spans 1 and 2) CG+ PF2(Spans 2 and 3) W1> <W2 W l> <W2 +CG +S +Wl> +CG +S <W2 CG+ S EB> EG+ +CG EB> +EG- +CG +S <EB +EG+ CG <EB EG- +WP +WB1> +WP +WB1> +CG +S +WP +WB1> WP <WB1 WP <WB1 +CG +S +WP <WB1 WP WB2> +wP +WB2> CG S WP WB2> WP <WB2 WP <WB2 CG S WP <WB2 Description ECG +WI> VP BUILDINGS MARCO- PRUDEN 2 3 System System 1.000 1.0 CG 1.0 <W2 1.000 1.0 CG+ 1.0 WP Deflection Load Combinations Purlin No. I Origin I Factor I Deflection I 1 System 1.000 150 1.0 S 2 System 1.000 150 1.0 US1* 3 System 1.000 150 1.0 *US1 Calculations Package Application <W2 G WP i US1* *US1 Deflection Load Combinations Girt No. I Origin I Factor I Deflection I Application Description 1 System 1.000 180 0.700 W 1> W 1> 2 System 1.000 180 0.700 <W2 <W2 3 System 1.000 180 0.700 WP WP VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 32 of 75 Description VP BUILDINGS �A RCO- PRUDEN Wall: 1 1 Dimension Key 1 4' -0' 2 3' 5 1/4 3 4'-6' 4 3' -0" 5 3' -6' Calculations Package 7 i1 I Maximum Secondary Designs for Shape Staff Building on Side 1 Detail Exterior I Interior Exterior Des Len Description Design Lap 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.) 1,1 744 8.50x0.059 C Sim Yes 0 0.17 0.06 0.18 0.00 1 2,1 7 44 8.50x0.059 C Sim Yes 0 034 0.17 038 0.00 1 3,1 4.00 8.50x0.059 C Sim Yes 0 0.02 0.00 0.02 0.00 1 4,1 4.50 8.50x0.059 Z Sim Yes 0 0.09 0.00 0.09 0.00 1 5,1 15.50 8.50x0.059 Z Sim Yes 0 0.83 0.00 0.83 0.00 1 6,1 4.00 8.50x0.059 C Sim Yes 0 0.01 0.00 0.01 0.00 1 7,1 24.00 8.50x0.105 Z Sim Yes 0 0.94 0.00 0.94 0.00 1 Maximum Secondary Deflections for Shape Staff Building on Side 1 Design Id I Segment I Deflection(in.) Ratio Location(ft) I Load Case Description 1 1 0.00 (IJ4406) 4.00 1 Wl> 2 1 0.04 (L/2291) 4.00 1 Wl> 3 1 4 1 5 1 033 (11569) 8.00 1 WI> 6 1 7 1 147 (11196) 11.50 1 W l> VPC File:CA0600160 -010E1 vpc VPC Version :5.3c Date: 2/6/2006 Time: 9 40 AM Page: 33 of 75 VP BUILDINGS VARCO.PRUDEN Wall: 2 Jk Dimension Key 1 6' 2 4'-0' 3 3' 5 1/4" 4 2' 3 3/4' 5 7 7/8' 6 3' -41/4" 7 1 11 7/8" 8 32 7/8' 9 2' -8' 10 4' 1 11 3' -0" 12 3' -6' Q Calculations Package 99 I 19 1T f!^ I n. 7^ 1190. Maximum Secondary Designs for Shape Staff Building on Side 2 Detail Exterior Interior Exterior Des Len Description Design Lap Ld Lap IA1 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 14.50 8.50x0.059 Z Sim Yes 0 0.73 0.00 0.73 0.00 1 1,2 0.66 8.50x0.059 Z Sim Yes 0 0.00 0.00 0.00 0.00 1 2,1 14.50 8.50x0.059 Z Sim Yes 0 0.56 0.00 0.56 0.00 1 2,2 17.25 8.50x0.073 Z Sim Yes 0 0.99 0.06 0.99 0.00 1 2,3 10.25 8.50x0.059 Z Sim Yes 0 0.49 0.00 0.49 0.00 1 3,1 7 44 8.50x0.059 C Sim Yes 0 0.01 0.08 0.08 0.00 1 4,1 7 44 8.50x0.059 C Sim Yes 0 0.10 0.03 0.11 0.00 1 5,1 744 8.50x0.059 C Sim Yes 0 0.10 0.07 0.13 0.00 1 6,1 744 8.50x0.059 C Sim Yes 0 0.12 0.09 0.15 0.00 1 7,1 7 44 8.50x0.059 C Sim Yes 0 0.12 0.04 0.13 0.00 1 8,1 4.00 8.50x0.059 C Sim Yes 0 0.02 0.00 0.02 0.00 1 9,1 1.99 8.50x0.059 Z Sim Yes 0 0.02 0.00 0.02 0.00 1 10,1 3.24 8.50x0.059 Z Sim Yes 0 0.04 0.00 0.04 0.00 1 11,1 0.66 8.50x0.059 Z Sim Yes 0 0.00 0.00 0.00 0.00 1 11,2 2.67 8.50x0.059 Z Sim Yes 0 0.03 0.00 0.03 0.00 1 12,1 4.00 8.50x0.059 C Sim Yes 0 0.01 0.00 0.01 0.00 1 13,1 335 8.50x0.059 WD Sim Yes 0 0.00 0.00 0.00 0.00 1 14,1 744 8.50x0.059 C Sim Yes 0 0.11 0.08 0.14 0.00 1 15,1 744 8.50x0.059 C Sim Yes 0 0.15 0.05 0.16 0.00 1 16,1 3.58 8.50x0.059 Z Sim Yes 0 0.06 0.00 0.06 0.00 1 Maximum Secondary Deflections for Shape Staff Building on Side 2 Design Id I Segment I Deflection(in.) I Ratio I Location(ft) I Load Case Description 1 I 2 0.25 I (IJ690) I 7.00 1 I Wl> VPC File:CA0600160 -010E1 vpc VPC Version :5.3c Date: 2/6/2006 Time: 9 40 AM Page: 34 of 75 VP BUILDINGS VARCO -P RUDEN Calculations Package 2 1 0.19 0893) 7.00 1 W 1> 2 2 0.55 (U376) 23.00 1 W l> 2 3 0.09 (U1423) 36.75 1 Wl> 3 1 0.00 (118905) 3.50 1 W 1> 4 1 0.00 (116961) 3.50 1 W 1> 5 1 0.00 (06201) 4.00 1 Wl> 6 1 0.00 (U5264) 4.00 1 Wl> 7 1 0.00 (115803) 4.00 1 W 1> 8 1 9 1 10 1 11 1 11 2 12 1 13 1 14 1 0.00 05641) 4.00 1 W1> 15 1 0.00 (114844) 4.00 1 W 1> 16 1 VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 35 of 75 VP BUILDINGS VA RCO- PRUDEN Wall. 3 9 Dimension Key 1 4' -0' 2 3' 5 1/4 3 2' 10 1/2' 4 3' -0" 5 3'-6' Maximum Secondary Designs Des Id 1,1 2,1 3,1 4,1 5,1 6,1 7,1 Len (ft) 744 744 4.00 2.88 17 13 4.00 24.00 Design Id 1 2 3 4 5 6 7 Description 8.50x0.059 C Sim 8.50x0.059 C Sim 8.50x0.059 C Sim 8.50x0.059 Z Sim 8.50x0.059 Z Sim 8.50x0.059 C Sim 8.50x0.092 Z Sim 11 Maximum Secondary Deflections for Shape Staff Building on Side 3 1 Segment Deflection(in.) Ratio Location(ft) 1 0.00 (I /5019) 4.00 0.04 (1.12151) 4.00 VPC File:CA0600160 -010E1 vpc 9 Calculations Package 74 for Shape Staff Building on Side 3 Detail Exterior 1 Interior 1 Exterior Design Lap Ld Lap Ld Ld Lap Status (in.) Bnd Shr Cmb Wcp Cs (in.) I Bnd Shr Cmb Wcp Cs Bnd Shr I Cmb Wcp Cs (in.) Yes 0 0.13 0.09 0.16 0.00 1 Yes 0 0.36 0.19 0.41 0.00 1 Yes 0 0.02 0.00 0.02 0.00 1 Yes 0 0.04 0.00 0.04 0.00 1 Yes 0 1.00 0.00 1.00 0.00 1 Yes 0 0.01 0.00 0.01 0.00 1 Yes 0 0.99 0.00 0.99 0.00 1 0.48 (L/428) 8.50 1.59 (I/181) 11.50 Load Case 1 1 1 1 1 Description WI> WI> Wl> W l> VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 36 of 75 VP BUILDINGS VARCO- PRUDEN Wall: 4 0 x dsh I. Dimension Key 1 6' 2 4' -0' 3 3' 5 1/4 4 2' -3 3/4 5 3' -2' 6 3'-0" 7 3'-6" Calculations Package 79 T 9" 74f I. d Maximum Secondary Designs for Shape Staff Building on Side 4 Detail Exterior Interior Des Len Description Design Lap Ld Lap Ld off" Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd 1,1 10.25 8.50x0.059 Z Sim Yes 0 0.38 0.00 038 0.00 1 1,2 17.25 8.50x0.059 Z Sim Yes 0 1.00 0.00 1.00 0.00 1 1,3 7.83 8.50x0.059 Z Sim Yes 0 022 0.00 0.22 0.00 1 2,1 10.25 8.50x0.059 Z Sim Yes 0 030 0.00 0.30 0.00 1 2,2 17.25 8.50x0.059 Z Sim Yes 0 0.77 0.00 0.77 0.00 1 2,3 14.50 8.50x0.059 Z Sim Yes 0 1.03 0.10 1.03 0.00 1 3,1 744 8.50x0.059 C Sim Yes 0 0.22 0.10 0.24 0.00 1 4,1 744 8.50x0.059 C Sim Yes 0 0.12 0.09 0.15 0.00 1 5,1 4.00 8.50x0.059 C Sim Yes 0 0.02 0.00 0.02 0.00 1 6,1 2.67 8.50x0.059 Z Sim Yes 0 0.03 0.00 0.03 0.00 1 7,1 4.00 8.50x0.059 C Sim Yes 0 0.01 0.00 0.01 0.00 I Maximum Secondary Deflections for Shape Staff Building on Side 4 Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.07 (1J1850) 5.00 1 Wl> 1 2 0.49 (1J423) 18.75 1 WI> 1 3 0.00 (L/4171) 31.50 1 Wl> 2 1 0.05 (1/2379) 5.00 1 WI> 2 2 038 1/547 18.75 1 Wl> 2 3 033 (L/525) 35.00 1 Wl> 3 1 0.00 (IJ3478) 4.00 1 WI> 4 1 0.00 (I/5256) 4.00 1 WI> 5 1 6 1 7 1 VPC File:CA0600160 010E1 vpc VPC Version .5.3c Shr Date: 2/6/2006 Time: 9 40 AM Page: 37 of 75 Exterior Ld Lap Cmb Wcp Cs (in.) VP BUILDINGS VARCO- PRUDEN Roof: A st 9 1 Calculations Package 19 99 9 '9 9 9 ,7_9^ Maximum Secondary Designs for Shape Staff Building on Side A Detail Exterior Interior I Exterior Des Len Description Design Lap Id Lap Ld IA Lap Id (ft) Status (in.) Bnd Shr Cmb I Wcp Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs (in.) 1,1 10.75 8.50x0.073 Z Sim Yes 0 0.00 0.19 0.00 0.85 3 1,2 17.25 8.50x0.073 Z Con Yes 18 0.00 0.25 0.00 0.85 3 0.50 0.26 0.80 0.91 3 18 1,3 15.00 8.50x0.059 Z Con Yes 12 0.50 0.24 0.80 0.91 3 12 0.75 0.58 0.95 0.00 3 2,1 10.75 8.50x0.073 Z Sim Yes 0 0.00 0.19 0.00 0.83 3 2,2 17.25 8.50x0.073 Z Con Yes 18 0.00 0.24 0.00 0.83 3 0.49 0.26 0.78 0.89 3 18 2,3 15.00 8.50x0.059 Z Con Yes 12 0.49 0.23 0.78 0.89 3 12 0.73 0.57 0.93 0.00 3 3,1 10.75 8.50x0.059 Z Sim Yes 0 0.08 0.00 0.45 0.00 18 3,2 17.25 8.50x0.059 Z Sim Yes 0 0.78 0.00 0.78 0.00 3 3,3 15.00 8.50x0.059 Z Sim Yes 0 0.55 0.00 0.55 0.00 3 Maximum Secondary Deflections for Shape Staff Building on Side A Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 -0.10 (L/1198) 5.50 3 *US1 1 2 -0.37 1/561 18.25 3 *US1 1 3 -0.13 (L/1302) 37.00 3 *US1 2 1 -0.10 (1/1229) 5.50 3 *US1 2 2 -036 (1/575) 18.25 3 *US1 2 3 -0.13 1/1335 37.00 3 *US1 3 1 -0.05 1/2552 5.50 3 *US1 3 2 -0.39 (1/532) 19.25 3 *US1 3 3 -0.19 (L/899) 35.00 3 *US1 VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 38 of 75 VP BUILDINGS VAP.CO- PRUDEN Roof: B Maximum Secondary Designs for Shape Staff Building on Side B Detail Exterior I Interior I Exterior Des Len Description Design Lap Ld Lap Ld Ld Lap Id (ft) Status (in.) Bnd Shr Cmb Wcp Cs (in.) I Bnd Shr Cmb Wcp Cs I Bnd Shr Cmb Wcp Cs (in.) 1,1 15.00 8.50x0.059 Z Con Yes 12 0.75 0.58 0.95 0.00 2 0.50 0.24 0.80 0.91 2 12 1,2 17.25 8.50x0.073 Z Con Yes 18 0.50 0.26 0.80 0.91 2 18 0.00 0.25 0.00 0.85 2 1,3 10.75 8.50x0.073 Z Sim Yes 0 0.00 0.19 0.00 0.85 2 2,1 15.00 8.50x0.059 Z Con Yes 12 0.73 0.57 0.93 0.00 2 0.49 0.23 0.78 0.89 2 12 2,2 17.25 8.50x0.073 Z Con Yes 18 0.49 0.26 0.78 0.89 2 18 0.00 0.24 0.00 0.83 2 2,3 10.75 8.50x0.073 Z Sim Yes 0 0.00 0.19 0.00 0.83 2 3,1 15.00 8.50x0.059 Z Sim Yes 0 0.55 0.00 0.55 0.00 2 3,2 17.25 8.50x0.059 Z Sim Yes 0 0.78 0.00 0.78 0.00 2 3,3 10.75 8.50x0.059 Z Sim Yes 0 0.16 0.00 0.37 0.00 27 Maximum Secondary Deflections for Shape Staff Building on Side B Design Id Segment Deflection(in.) Ratio I Location(ft) Load Case 1 1 -0.13 (111336) 6.00 2 1 2 -0.37 1/554 25.00 2 1 3 -0.10 (111198) 37.25 2 2 1 -0.13 (111370) 6.00 2 2 2 -0.36 0568) 25.00 2 2 3 -0.10 (111229) 37.25 2 3 1 -0.19 (11899) 8.00 2 3 2 -0.39 (1J532) 23.50 2 3 3 -0.05 (112552) 37.25 2 Purlin Anchorage Forces Shape A B VPC File:CA0600160 -010E1 vpc Calculations Package 91 I 99 91 99 91 I 99 11 7 17'_x" Force(k) I Resistance(k) INumb. Purlins I Roof Angle (Pitch) I 5 1.69 I 2.92 I 5 1 14.036( 3.000:12) I Description US1* US1* US1* US1* US1* US1* US1* US1* US1* VPC Version :5.3c Date: 2/6/2006 Time: 9 40 AM Page: 39 of 75 VP BUILDINGS VARCO.PRUOEN �amms�ammtiry�eoo�.- Loads and Codes Shape: Staff Building City. Port Angeles County- Building Code: 2003 International Building Code Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity7.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 100.00 mph Wind Exposure (Factor): D (1.030) Parts Wind Exposure Factor: 1.030 Wind Enclosure: Enclosed Wind Importance Factor 1.000 Topographic Factor 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 11/3/0 Parts Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 22.42 psf VPC File:CA0600160 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: 01AISI Roof Covering Second. Dead Load: 3.05 psf Frame Weight (assumed for seismic):3.00 psf Snow Load Roof Snow Load: 25.00 psf Design Snow (Sloped): 25.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (0.90) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground Roof Conversion: 0.70 Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Country United States Rainfall: 4.00 inches per hour Allow Overstress: Frm: 1.03, Sec: 1.03, Brc: 1.03 Live Load Live Load: 20.00 psf Reducible Seismic Load Mapped Spectral Response Ss:124.10 %g Mapped Spectral Response S 1:50.90 %g Seismic Hazard Use Group: Group 1 Seismic Importance: 1.000 Seismic Performance Design Category D Framing Seismic Period: 0.1731 Bracing Seismic Period: 0.1104 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 .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 40 of 75 VP BUILDINGS VARCO- PRUDEN Wall: 4, Frame at: 0/6/0 Frame Cross Section: 1 Dimension Key 1 4' -0" 2 3' 5 1/4" 3 2' 3 3/4' 4 1 7 13/16" 5 2' -0" 6 4'-6" 7 2 8 2 5/8" 9 12' -9" e Y Frame Clearances Horiz. Clearance between members 1(CX001) and 4(CX002): 22' 7' Vert. Clearance at member 1(CX001): 8' 3" Calculations Package VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 41 of 75 i VP BUILDINGS VARCO- PRUDEN Vert. Clearance at member 4(CX002): 8' 3" Finished Floor Elevation 100' -0' (Unless Noted Otherwise) Calculations Package VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 42 of 75 VP BUILDINGS VARCO- PRUDEN Frame Location Design Parameters: I Location I Avg. Bay Space I 0/6/0 I 5/7/8 IRigid Frame Design Load Combinations Framing No. Origin Factor 1 System 1.000 2 System 1.000 3 System 1.000 4 System 1.000 5 System 1.000 6 System 1.000 7 System 1.000 8 System 1.000 9 System 1.000 10 System 1.000 11 System 1.000 12 System 1.000 13 System 1.000 14 System 1.000 15 System 1.000 16 System 1.000 17 System 1.000 18 System 1.000 19 System 1.000 20 System 1.000 21 System 1.000 22 System 1.000 23 System 1.000 24 System 1.000 25 System 1.000 26 System 1.000 27 System 1.275 28 System 1.275 29 System 1.275 30 System 1.275 31 Special 1.275 32 Special 1.275 33 Special 1.275 34 Special 1.275 35 AISC Special 1 700 36 AISC Special 1 700 37 AISC Special 1.700 38 AISC Special 1 700 39 System Derived 1.000 40 System Derived 1.000 41 System Derived 1.000 42 System Derived 1.000 43 System Derived 1.000 44 System Derived 1.000 45 System Derived 1.275 46 System Derived 1.275 47 System Derived 1.275 48 System Derived 1.275 49 Special 1.275 VPC File:CA0600160 -010E1 vpc Calculations Package Description Application I Angle I Group I Trib. Override I 1 90.0000 1 I I Date: 2/6/2006 Time: 9 40 AM Page: 43 of 75 Design Status Automatic Design DESCRIPTION VP Buildings RIGID FRAMES (Type 'RF are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS. The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC 'Specification for Structural Steel Buildings' 9th Edition. MATERIAL. Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529 A572, A570, or A607 Grade 50. 1.0 D 1.0 CG 1.0 L 1.0 D+ 1.0 CG 1.0 S 1.0 D+ 1.0 CG 1.0 US1* 1.OD +I.00G +1.0 *US1 I.OD +1.OW1> 1.0 D+ 1.0 <W1 1.0 D 1.0 W2> 1.0 D 1.0 <W2 1.OD +1.00G +0.750L +0.750W1> 1.OD +1.00G +0.750L +0.750 <WI 1.0 D 1.0 CG 0.750 L 0.750 W2> 1.0 D 1.0 CG 0.750 L 0.750 <W2 1.0 D+ 1.0 CG+ 0.750S +0.750W1> 1.0D +1.0CG +0.7505 +0.750<W1 1.OD +1.00G +0.750S +0.750W2> 1.0 D 1.0 CO 0.750 S 0.750 <W2 0.600 D+ 1.0 WI> D.600 D 1.0 <W1 0.600 D 1.0 W2> 0.600 D 1.0 <W2 1.0 D+ 1.0 CG +0.700 E> +0.700 EG+ 1.0 D 1.0 CG 0.700 <E 0.700 EG+ 1.0 D 1.0 CG 0.750 L 0.750 E> 0.750 EG+ 1.0 D 1.0 CO 0.750 L 0.750 <E 0.750 EG+ 0.600 D 0.600 CG 0.700 E> 0.700 EG- 0.600 D 0.600 CG 0.700 <E 0.700 EG- 0.900 D 0.900 CG 1.0 E> 0.700 EG- 0.900 D 0.900 CO 1.0 <E 0.700 EG- 1.200 D 1.200 CG 0.200 S 1.O 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 CG 2.500 <E 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 E> 1.0 EG+ 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ 0.900 D 0.900 CG 0.900 D 0.900 CG 1.200 D 1.200 CG 0.200 S 1.200 D 1.200 CG 0.200 S 1.0 D+ 1.0 CG +0.210 E> +0.700 EG+ 0.700 EB> 1.0 D+ 1.0 CO +0.210 <E +0.700EG++ 0.700 EB> 1.0 D 1.0 CO 0.750 L+ 0.225 E> 0.750 EG+ 0.750 EB> 1.0 D 1.0 CO 0.750 L 0.225 <E 0.750 EG+ 0.750 EB> 0.600 D 0.600 CG+ 0.210 E> 0.700 EG- 0.700 EB> 0.600 D 0.600 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- VPC Version :5.3c Description CG L CG S +CO +US1* CG *US 1 W l> <W1 W2> <W2 +CO +L +WI> +CG +L +<Wl CG L W2> +CO +L +<W2 +CG +S +WI> +CO +S +<W1 CG S W2> +CO +S <W2 W l> <W1 W2> <W2 CG E> EG+ CO <E EG+ CG L E> EG+ CO L <E EG+ CO E> EG- CO <E EG- CO E> EG- CG <E EG- CO S E> EG+ CO S <E EG+ CO E> EG- CO <E EG- CG +S +E +EG+ +CO +S +<E +EG+ CG CG CG S CG S CG E> EG+ EB> CO <E EG+ EB> G+L +E>+EG++EB> G+L+<E +EG++EB> CG E> EG- EB> CO <E EG- EB> CO E> EG- EB> CO <E EG- EB> G+S +E>+EG++EB> G+S+<E +EG++EB> CG EB> EG- VP BUILDINGS VAACO•PRUDEN 50 Special 1.275 51 System Derived 1.000 52 System Derived 1.000 53 System Derived 1.000 54 System Derived 1.000 55 System Derived 1.000 56 System Derived 1.000 57 System Derived 1.275 58 System Derived 1.275 59 System Derived 1.275 60 System Derived 1.275 61 Special 1.275 62 Special 1.275 63 System Derived 1.000 64 System Derived 1.000 65 System Derived 1.000 66 System Derived 1.000 67 System Derived 1.000 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 System Derived 1.000 85 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 88 System Derived 1.000 89 System Derived 1.000 90 System Derived 1.000 91 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 96 System Derived 1.000 97 System Derived 1.000 98 System Derived 1.000 99 System Derived 1.000 100 System Derived 1.000 101 System Derived 1.000 102 System Derived 1.000 103 System Derived 1.000 104 System Derived 1.000 105 System Derived 1.000 106 System Derived 1.000 107 System Derived 1.000 108 System Derived 1.000 109 System Derived 1.000 110 System Derived 1.000 Calculations Package 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.0 D 1.0 CG 0.210 E>+ 0.700 EG+ 0.700 <EB 1.OD +1.00G +0.210 <E +0.700EG+ +0700 <EB 1.0 D 1.0 CG 0.750 L 0.225 E> 0.750 EG+ 0.750 <EB 1.0 D 1.0 CG 0.750 L 0.225 <E 0.750 EG++ 0.750 <EB 0.600 D 0.600 CG 0.210 E> 0.700 EG- 0.700 <ED 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 0300 <E 0.700 EG- 1.0 <EB 1.200D +1.200CG +0.2005 +0.300F> +0.700 EG+ +1.0 <EB 1.200 D 1.200 CG+ 0200 S 0.300 <E 0.700 EG++ 1.0 <EB 0.900 D 0.900 CG 2.500 <EB 1.0 EG- 1.200 D 1.200 CG 0.200 S 2.500 <EB 1.0 EG+ 1.0 D +0.750 W1>+ 0.750 WBI> 1.0 D 0.750 <W T+ 0.750 WB1> 1.OD +1.OWP +1.OWB1> 1.0 D+ 1.0 CG+ 0.750 L+ 0.563 W1> +0.563 WB1> 1.0 D+ 1.0 CG+ 0.750 L 0.563 <W1 0.563 WBI> 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB1> 1.0 D+ 1.0 CG +0.750 S 0.563 Wl> 0.563 WB1> 1.0 D+ 1.0 CG+ 0.750 S +0.563 <WI +0.563 WB1> 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB1> 0.600 D 0.750 W 1> 0.750 WBI> 0.600 D 0.750 <W1 0.750 WB1> D.600D +1.0WP +1.OWB1> 1.0 D 0.750 WI> 0.750 <WBI 1.0 D +0.750 <WI +0.750 <WB1 1.OD +I.OWP +1.0<WB1 1.0 D+ 1.0 CG+ 0.750L +0.563 Wl> +0.563 <WB1 1.0D +1.0CG +0.750L +0.563 <WI +0.563 <WB1 1.0 D+ 1.0 CG+ 0.750L +0.750 WP +0.750 <WB1 1.0 D 1.0 CG+ 0.750 S 0.563 W I> 0.563 <WB1 1.OD +1.0CG +0.750S +0.563 <WI +0.563 <WB1 1.0 D+ 1.0 CG +0.7505+ 0.750 WP +0.750 <WB1 0.600 D 0.750 W 1> 0.750 <WB1 0.600 D 0.750 <WI 0.750 <WB1 0.600D +1.0 WP +1.0 <WBI 1.0 D +0750 W2> 0.750 WB2> 1.0 D 0 750 <W2 0.750 WB2> 1.OD +1.0WP +1.OWB2> 1.0 D 1.0 CG 0.750 L 0.563 W2> +0.563 WB2> 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 WB2> 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB2> 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 WB2> 1.0 D 1.0 CG+ 0.750 S 0.563 <W2 0.563 WB2> 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB2> 0.600 D 0:750 W2> 0.750 WB2> 0.600 D 0.750 <W2 0.750 WB2> 0.600 D 1.0 WP 1.0 WB2> 1.0 D 0.750 W2> 0.750 <WB2 1.0 D 0.750 <W2 0.750 <WB2 1.0 D 1.0 WP 1.0 <WB2 1.0 D 1.0 CG+ 0.750 L 0.563 W2> 0.563 <WB2 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 <WB2 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 <WB2 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 <WB2 1.0D+1.0CG +0.7505 +0.563 <W2 +0.563 <W132 1.0 D 1.0 CG+ 0.750 S 0.750 WP 0.750 <WB2 0.600 D 0.750 W2> 0.750 <WB2 0.600 D 0.750 <W2 0.750 <WB2 0.600 D 1.0 WP 1.0 <WB2 Frame Member Sizes Mem. J Fig Width Fig Thk Web Thk Depthl Depth2 Length No. I (in.) I (in.) I (in.) I (in.) I Sin.) I (ft) 1 5.00 0.1345 0.1345 8.50 8.50 9.02 2 5.00 0.1345 0.1345 11.00 11.00 12.37 3 5.00 0.1345 0.1345 11.00 11.00 12.37 VPC File:CA0600160 01OE1 vpc Weight I Flg Fy I Web Fy I Splice I Codes I Shape (p) I (ksi) I 1 Jt.l I Jt.2 91.0 50.00 50.00 BP KN 3P 127 4 50.00 50.00 KN SP 3P 127 4 50.00 50.00 SP KN 3P VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 44 of 75 CG S EB> EG+ +CG +E> +EG+ <EB CG <E EG+ <EB G+L+E>+EGII <EB G+L+<E +EG++<EB CG E> EG- <EB CG <E EG- <EB CG+ E> EG- <EB CG <E EG- <EB G+S +E>+EG++<EB G+S+<E +EG++<EB CG <EB EG- CG S <EB EG+ +W1 +WB1> <W1 +WBI> WP WB1> +CG +L +WI +WB1> +CG +L <W1 +WB1> +CG +L +WP +WB1> +CG +S +WI +WBI> +CG +S <W1 +WB1> +CG +S +WP +WBI> +W1 +WBI> <W1 +WBI> +WP +WB1> +Wl +<WB1 +<W1 +<WB1 WP <WB1 +CG +L +W1 <WB1 +CG +L <WI <WB1 CG+ L WP +<WB1 +CG +S+ W1 <WB1 +CG +S <W1 +<WB1 +CG +S +WP +<WB1 +W1 <WB1 <W1 <WB1 +WP +<WB1 W2> WB2> <W2 WB2> +WP +WB2> CG L W2> WB2> CG L <W2 WB2> CG L WP WB2> CG S W2> WB2> CG S <W2 WB2> +CG +S +WP +WB2> W2> WB2> <W2 WB2> WP WB2> W2> <WB2 <W2 <WB2 WP <WB2 CG L W2> <WB2 CG L <W2 <WB2 CG L WP <WB2 CG S W2> <WB2 +CG +S <W2 <WB2 CG S WP <WB2 W2> <WB2 <W2 <WB2 WP <WB2 VP BUILDINGS VA RCO-PR UD EN 4 Date: 2/6/2006 Calculations Package Time: 9 40 AM Page: 45 of 75 5.00 I 0.1345 I 0.1345 I 8.50 I 8.50 I 9.02 1 91.01 50.00 I 50.00 I BP 1 KN I 3P Total Frame Weight 436.9 (p) (Includes all plates) Frame Pricing Weight 489.3 (p) (Includes all pieces) Boundary Condition Summary Member I X -Loc I Y -Loc I Supp. X I Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) 1 0 /0 /0 0 /0 /0 Yes Yes No 0 /0 /0 0/0/0 0.0000 4 I 24/0/0 0/0/0 I Yes I Yes I No I 0/0/0 0 /0 /0 I 0.0000 Frame Reactions Load Cases at Frame Cross Section: 1 X -Loc 0/0/0 24/0/0 Gridl Grid2 1 -B 1 -A Ld Description Hx Hz Vy Hx Vy Cs (application factor not shown) (k) (k) (k) (k) (k) 1 D CG L 0.63 2.23 -0.63 2.23 2 D CG S 073 2.57 -0.73 2.57 3 D +CG +US1* 0.65 1.56 -0.65 3.01 4 D +CG *US1 0.65 3.01 -0.65 1.56 5 D W 1> -0.88 1 19 -0.41 -0.45 6 D <W1 0.41 -0.45 0.88 1.19 7 D W2> -0.93 -0.65 -0.36 0.10 8 D <W2 0.36 0.10 0.93 -0.65 9 D +CG +L +W1> -0.20 0.69 -0.77 125 10 D +CG +L <Wl 0.77 1.25 0.20 0.69 11 D+ CG L W2> -0.24 1.10 -0.73 1.66 12 D +CG +L +<W2 0.73 1.66 0.24 1.10 13 D +CG +S +W1> -0.13 0.95 -0.84 1.51 14 D +CG +S <W1 0.84 1.51 0.13 0.95 15 D CG S W2> -0.17 136 -0.80 1.92 16 D CG S <W2 0.80 1.92 0.17 1.36 17 D +WI> -0.92 1.35 -0.37 -0.61 18 D <W 1 037 -0.61 0.92 1.35 19 D W2> -0.97 -0.81 -0.32 -0.06 20 D <W2 0.32 -0.06 0.97 -0.81 21 D +CG +E> +EG+ 0.10 0.82 -0.43 1.13 22 D CG <E EG+ 0.43 1.13 -0.10 0.82 23 D CG L E> EG+ 0.39 1.83 -0.74 2.16 24 D +CG +L <E +EG+ 0.74 2.16 -0.38 1.83 25 D CG E> EG- -0.05 027 -0.28 0.58 26 D CG <E EG- 027 0.58 0.06 027 27 D CG E> EG- -0.05 0.47 -0.42 0.90 28 D CG <E EG- 0.41 0.90 0.06 0.47 29 D +CG +S +E> +EG+ 0.18 1.27 -0.65 1.71 30 D +CG +S <E +EG+ 0.64 171 -0.17 127 39 D CG E> EG+ EB> 023 1 19 -0.22 -0.33 1.04 40 D CG <E EG+ EB> 033 1 19 -0.12 -0.23 0.94 41 D+CG+L +E>+EG++EB> 0.53 1.28 0.72 -0.64 2.06 42 D+CG+L+<E +EG++EB> 0.63 1.28 0.82 -0.53 1.96 43 D CG E> EG- EB> 0.08 1.19 -0.77 -0.18 0.48 44 D CG <E EG- EB> 0.18 1 19 -0.68 -0.08 0.39 45 D CG E> EG- EB> 0.14 1.70 1.02 -0.28 0.77 46 D CG <E EG- EB> 0.28 1 70 -0.89 -0.13 0.64 47 D+CG+S +E>+EG++EB> 036 1.70 -0.21 -0.51 1.57 48 D+CG+S+<E +EG++EB> 0.50 170 -0.08 -0.36 1.44 51 D +CG +E> +EG+ <EB 0.20 2.08 -0.30 1.01 52 D +CG <E +EG+ <EB 0.30 2.17 -0.20 0.91 53 D+CG+L +E>+EG++<EB 0.49 3.18 -0.60 2.03 54 D+CG+L+<E +EG++<EB 0.60 3.28 -0.49 1.93 55 D +CG +E +EG <EB 0.05 1.53 -0.15 0.45 56 D CG <E EG- <EB 0.14 1.62 -0.05 0.36 57 D CG E> EG- <EB 0.09 2.26 -0.23 0.73 58 D CG+ <E EG- <EB 023 2.39 -0.09 0.59 59 D+CG+S +E>+EG++<EB 032 3.07 -0.46 1.53 60 D+CG+S+<E +EG++<EB 0.46 3.20 -0.32 140 63 D +W1 +WB1> -0.62 1.32 -2.06 -0.35 -0.22 64 D <W1 WB 1> 0.35 1.32 1.50 0.62 -0.78 65 D +WP +WB1> 0.16 176 -2.78 -0.16 1.07 66 D CG L W 1> WB 1> -0.00 -0.99 0.04 -0.72 1 42 67 D CG L <W1 WB 1> 0 72 -0.99 0.46 0.00 1.00 VPC File:CA0600160 -010E1 vpc VPC Version .5.3c VP BUILDINGS VARCQ- PRUDEN Calculations Package 68 D +CG +L +WP +WB1> 0.58 1.32 -0.50 -0.58 0.79 69 D +CG +S +W1 +WB1> 0.07 -0.99 0.29 -0.80 1.68 70 D CG S <W1 WB 1> 0.80 -0.99 0.71 -0.07 1.26 71 D +CG +S +WP +WB1> 0.65 1.32 -0.24 -0.65 1.04 72 D W I> WB 1> -0.66 1.32 -2.22 -0.31 -0.38 73 D+ <W1 WB 1> 0.31 1.32 1.66 0.66 -0.94 74 D WP WB 1> 0.12 1.76 -2.94 -0.12 1.23 75 D W 1> <WB 1 -0.65 0.48 -0.32 -0.25 76 D <W1 <WB 1 0.32 1.04 0.65 -0.81 77 D+ WP <WB1 0.11 0.61 -0.11 1.12 78 D +CG +L +W1 +<WB1 -0.03 1.95 -070 140 79 D +CG +L +<W1 <WB1 0.70 2.37 0.03 0.98 80 D CG L WP <WB1 0.54 2.05 -0.54 0.75 81 D +CG +S +W1 +<WB1 0.04 220 -0.77 1.65 82 D CG S <W1 <WB1 0.77 2.62 -0.04 1.23 83 D +CG +S +WP <WB1 0.61 2.30 -0.61 1.01 84 D W1>+ <WB 1 -0.69 032 -0.28 -0.41 85 D +<W1 <WB1 0.28 0.88 0.69 -0.97 86 D WP <WB1 0.07 0.45 -0.07 1.28 87 D W2> WB2> -0.66 1.32 1.65 -0.31 0.19 88 D <W2 WB2> 0.31 1.32 -1.09 0.66 -0.37 89 D WP WB2> 0.16 1.76 2.78 -0.16 1.07 90 D CG L W2> WB2> -0.03 -0.99 0.35 -0.69 1 73 91 D CG L <W2 WB2> 0.69 -0.99 0.77 0.03 131 92 D CG L WP WB2> 0.58 1.32 -0.50 -0.58 0.79 93 D CG S W2> WB2> 0.04 -0.99 0.60 -0.77 1.98 94 D CG S <W2 W132> 0.77 -0.99 1.02 -0.04 1.56 95 D CG S WP WB2> 0.65 -1.32 -0.24 -0.65 1.04 96 D W2> WB2> -0.69 1.32 1.81 -0.28 0.03 97 D <W2 WB2> 0.28 1.32 125 0.69 -0.53 98 D WP WB2> 0.12 1 76 2.94 -0.12 123 99 D W2> <WB2 -0.69 0.89 -0.28 0.16 100 D <W2 <WB2 0.28 1 45 0.69 -0.40 101 D +WP <WB2 0.11 0.61 -0.11 1.12 102 D CG L W2> <WB2 -0.06 2.26 -0.67 1 71 103 D CG L <W2 <WB2 0.67 2.68 0.06 129 104 D +CG +L +WP <WB2 0.54 2.05 -0.54 0.75 105 D CG S W2> <WB2 0.01 2.51 -074 1.96 106 D CG S <W2 <WB2 0.74 2.93 -0.01 1.54 107 D +CG +S +WP <WB2 0.61 230 -0.61 1.01 108 D W2> <WB2 -0.73 0.73 -0.24 -0.00 109 D <W2 <WB2 0.24 1.29 0.73 -0.56 110 D WP <WB2 0.07 0.45 -0.07 1.28 Date: 2/6/2006 Time: 9 40 AM Page: 46 of 75 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) 24/0/0 11 -A 0.84 113 I 0.97 120 I 1.76 65 I I I 135 118 I 3.01 13 Sum of Forces with Reactions Check Framing Horizontal Ver ical Load Type Load Reaction Load Reaction (k) PO (k) (k) D 0.00 0.00 0.86 0.80 CG 0.00 0.00 0.95 0.95 L 0.00 0.00 2.71 2.71 S 0.00 0.00 338 3.38 US 1' 0.00 0.00 2.82 2.82 *US1 0.00 0.00 2.82 2.82 W 1> 129 129 2.44 2.44 <WI 1.29 1.29 2.44 2.44 W2> 1.29 1.29 135 135 <W2 1.29 1.29 1.35 1.35 E> 0.47 0.47 0.00 0.00 EG+ 0.00 0.00 0.29 0.29 VPC File:CA0600160 -010E1 vpc VPC Version .5.3c VP BUILDINGS VARCO- PRUDEN Base Plate Summary X -Loc 1 Grid 1 Mem. 1 Thickness No. 1 (in.) 24/0/0 1 -A 14 I 0.375 Bolted Connections (A325 Bolts) Calculations Package <E 0.47 0.47 0.00 0.00 EG- 0.00 0.00 0.29 0.29 EB> 0.00 0.00 0.00 1.62 <EB 0.00 0.00 0.00 1.62 WB1> 0.00 0.00 0.00 1.67 WP 0.00 0.00 2.98 2.98 <WB1 0.00 0.00 0.00 1.67 WB2> 0.00 0.00 0.00 1.67 <WB2 0.00 0.00 0.00 1.67 Width I Length I Num. Of I Bolt Diam. I Type I Welds to (in.) (in.) Bolts (in.) Flange 8 8 I 10 I 4 I 0.750 I A36 I OS 0.1875 Web Stiffener Summary Mem. I Stiff. I Desc. Loc. Web Depth h/t I a/h I a I Thick. I Width I Side No. No. (ft) (in.) (in.) (in.) (in.) 4 1 I 1 I S3 I 8.22 I 8.231 I N/A I N/A N/A 1 0.1875 12.0 0 I Both Bolt Rows -Out I Rows -In Moment Out I Moment In Mem. it. Type Conn. Thick. Width Length Diam. Pitcj 2 4 2 4 Ld Actual Capacity IA1 Actual I Capacity No. No. (in.) (in.) (in.) (in, m. Bolt Bolt Bolt Bolt Cs (in-k) (in -k) Cs (in -k) (in -k) 1 2 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 1 0 1 0 36 202.2 247 7 35 202.2 247 7 2 1 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 1 0 1 0 36 202.2 247 7 35 202.2 247 7 2 2 SP STD 0.375 6.00 1134 0.750 2.50 1 0 1 0 18 26.1 144.7 2 68.4 144 7 3 1 SP STD 0.375 6.00 11.34 0.750 2.50 1 0 1 0 18 26.1 144 7 2 68.4 144.7 3 2 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 1 0 1 0 36 202.2 247 7 35 202.2 247 7 4 2 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 1 0 1 0 36 202.2 247 7 35 202.2 247 7 Flange Brace Summary I Member I From Member Joint I From Side Point 1 I Part I Design Note 2 1/10/12 10/1/13 FB2060 2 10/4/12 1/7/13 FB2060 3 1/5/11 1/7/13 FB2060 3 9/11/11 10/1/13 FB2060 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. Lo Depth Load Axial Shear Mom -x Mom Axial Shear Bnd -X Bnd -Y Stress /Force Sum No. I c. ft I in. I Case I k I k I y in -k in -k I ksi I ksi I ksi I ksi I Axial 1 Shear 1 Bnd -X 1 Bnd -Y 1 Bnd +Ax 1 Shear 1 8.25 8.50 2 -2.6 -0.7 72.1 0.0 1.05 0.66 10.28 0.00 22.89 17.55 26.61 26.61 0.426 0.037 2 8.64 11.00 4 -0.7 0.1 74.3 0.0 0.25 0.09 820 0.00 18.45 13.06 22.21 22.21 0.380 0.007 3 336 11.00 3 -0.7 -0.1 74.3 0.0 0.25 0.09 8.20 0.00 2031 13.06 22.21 22.21 0.380 0.007 4 8.25 8.50 2 -2.6 0.7 72.1 0.0 1.05 0.66 10.28 0.00 22.89 17.55 26.61 26.61 0.426 0.037 Mem. Loc. Depth Area Rx Ry Lx Ly -1 Ly -2 Klx Klyl Kly2 Sx Lbl Rt -1 Lb2 Rt -2 Qs Qa Cbl Cb2 No. I ft I in. I in.2 I in. I I in. in. I in. I in. I /Rx I /Ry I /Ry I in.3 I in. 1 in. 1 in. I in. 1 8.25 8.50 2.45 3.49 1.07 99.02 9.8 7.6 42.6 91 71 7.01 99.0 1.34 7.6 1.30 0.89 1.00 175 1.02 2 8.64 11.00 2.79 4.38 1.00 141.05 54.0 24 0 32.2 53.8 23.9 9.06 54.0 1.27 24.0 1.26 0.74 1.00 1.35 1.02 3 3.36 11.00 2.79 4.38 1.00 141.05 24.0 54.0 32.2 23.9 53.8 9.06 24.0 1.26 54.0 1.27 0.74 1.00 1.02 1.35 4 8.25 8.50 2.45 3.49 1.07 99.02. 9.8 7.6 42.6 9.1 7.1 7.01 99.0 134 7.6 1.30 0.89 1.00 175 1.02 Deflection Load Combinations Framin No. Origin Factor Def H Def V 1 System 1.000 0 180 1.0 L 2 System 1.000 0 180 1.0 S 3 System 1.000 0 180 1.0 US1* 4 System 1.000 0 180 1.0 *US1 5 System 1.000 0 180 0.700 W 1> 6 System 1.000 0 180 0.700 <W1 7 System 1.000 0 180 0.700 W2> 8 System 1.000 0 180 D.700 <W2 9 System 1.000 0 180 0.700 WP Application IL 5 US1* *US1 Wl> <W1 W2> <W2 WP VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 47 of 75 Description Welds to Web OS- 0.1875 OS- 0.1875 Welding Description F -FP W- OS- 0.1875 F- FP,W- OS- 0.1875 VP BUILDINGS VARCO- PRUDEN Calculations Package 10 System 1.000 60 0 0.700 W 1> W I> 11 System 1.000 60 0 0.700 <W1 <W1 12 System 1.000 60 0 D.700 W2> W 13 System 1.000 60 0 0.700 <W2 <W 14 System 1.000 60 0 D.700 WP WP 15 System 1.000 60 0 0.600 E> 0.700 EG- 6> EG- 16 System 1.000 60 0 0.600 <E 0.700 EG- <E EG- Date: 2/6/2006 Time: 9 40 AM Page: 48 of 75 Maximum Frame Deflection Summary for Cross Section: 1 Description I Deflection (in.) I Ratio !Member' Joint I Load Case Load Case Description Max. Horizontal Deflection I -0.216 (H/479) 4 2 11 <W1 Max. Vertical Deflection for Span 1 -0.216 i (I11295) I 3 I 1 2 I 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:CA0600160 -010E1 vpc VPC Version .5.3c VP BUILDINGS VARC0- PRUDEN Wall: 4, Frame at: 10/9/0 Frame Cross Section: 2 e Y Dimension Key 1 4' -0' 2 3' 5 1/4" 3 2' -3 3/4 4 1 7 13/16" 5 2' -0' 6 4'-6" 7 2@2' -0" 8 2 5/8' 9 12' -9' Frame Clearances Horiz. Clearance between members 1(CX003) and 4(CX004): 22' 7' Vert. Clearance at member 1(CX003): 8' -3' Calculations Package VPC File:CA0600160 -010E1 vpc VPC.Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 49 of 75 VP BUILDINGS VARC 0- PRUDEN Vert. Clearance at member 4(CX004): 8' 3' Finished Floor Elevation 100' -0' (Unless Noted Otherwise) Calculations Package VPC File:CA0600160 -01 OE1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 50 of 75 VP BUILDINGS MARCO- RRUDEN Frame Location Design Parameters: I Location I Avg. Bay Space I I 10/9/0 I 13/9/0 [Rigid Frame VPC File:CA0600160 -01OE1 vpc Calculations Package Description Date: 2/6/2006 Time: 9 40 AM Page: 51 of 75 I Angle I Group I Trib. Override I Design Status 1 90.0000 I I I Automatic Design DESCRIPTION VP Buildings RIGID FRAMES (Type 'RF are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC 'Specification for Structural Steel Buildings" 9th Edition. MATERIAL. Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529 A572, A570, or A607 Grade 50. Design Load Combinations Framing No. Origin Factor Application 1 System 1.000 1.O D+ 1.O CG 1.O L 2 System 1.000 1.O D+ 1.O CG 1.O S 3 System 1.000 1.0 D 1.0 CG+ 1.0 US 1* 4 System 1.000 1.0 D+ 1.0 CG+ 1.0 *US1 5 System 1.000 1.0 D+ 1.0 WI> 6 System 1.000 1.0 D 1.0 <W1 7 System 1.000 1.0 D 1.0 W2> 8 System 1.000 1.0 D 1.0 <W2 9 System 1.000 1.0 D 1.0 CG+ 0.750 L+ 0.750 WI> 10 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 <W1 11 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 W2> 12 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 <W2 13 System I.000 1.0 D 1.0 CG 0.750 S 0.750 WI> 14 System 1.000 1.0 D 1.0 CO 0.750 S 0.750 <W1 15 System 1.000 1.0 D 1.0 CG 0.750 S 0.750 W2> 16 System 1.000 1.0 D 1.0 CG 0.750 S 0.750 <W2 17 System 1.000 0.600 D+ 1.0 Wl> 18 System 1.000 0.600 D 1.0 <W1 19 System 1.000 0.600 D 1.0 W2> 20 System 1.000 0.600 D 1.0 <W2 21 System 1.000 1.0 D 1.0 CG 0.700 E> 0.700 EG+ 22 System 1.000 1.0 D 1.0 CG 0.700 <E 0.700 EG+ 23 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 E> 0.750 EG+ 24 System 1.000 1.0 D 1.0 CO 0.750 L 0.750 <E 0.750 EG+ 25 System 1.000 0.600 D 0.600 CG 0.700 E> 0.700 EG- 26 System 1.000 0.600 D 0.600 CG 0.700 <E 0.700 EG- 27 System 1.275 0.900 D 0.900 CG 1.0 E> 0.700 EG- 28 System 1.275 0.900 D 0.900 CO 1.0 <E 0.700 EG- 29 System 1.275 1.200 D 1.200 CG+ 0.200 S 1.0 E> 0.700 EG+ 30 System 1.275 1.200 D 1.200 CG 0.200 S 1.0 <E 0.700 EG+ 31 Special 1.275 D.900 D 0.900 CG+ 2.500 E> 1.0 EG- 32 Special 1.275 0.900 D 0.900 CG 2.500 <E 1.0 EG- 33 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 E> 1.0 EG+ 34 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ 35 AISC Special 1 700 0.900 D 0.900 CG 36 AISC Special 1 700 0.900 D 0.900 CG 37 AISC Special 1 700 1.200 D 1.200 CG+ 0.200 S 38 AISC Special 1.700 1.200 D 1.200 CG 0.200 S 39 System Derived 1.000 1.0 D 1.0 CG 0.210 E> 0.700 EG+ 0.700 EB> 40 System Derived 1.000 1.0 D 1.0 CG 0210 <E 0.700 EG+ 0.700 EB> 41 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0.225 E> 0.750 EG+ 0.750 EB> 42 System Derived 1.000 1.0 D 1.0 CG 0.750 L 0225 <E 0.750 EG+ 0.750 EB> 43 System Derived 1.000 0.600 D 0.600 CG 0.210 E> 0.700 EG- 0.700 EB> 44 System Derived 1.000 0.600 D 0.600 CG+ 0.210 <E 0.700 EG- 0.700 EB> 45 System Derived 1.275 0.900 D 0.900 CG 0.300 E> 0.700 EG- 1.0 EB> 46 System Derived 1.275 0.900 D 0.900 CG 0.300 <E 0.700 EG- 1.0 EB> 47 System Derived 1275 1.200 D 1.200 CG 0.200 S 0.300 E> 0.700 EG+ 1.0 EB> 48 System Derived 1275 1.200 D 1200 CG 0200 S 0300 <E 0.700 EG+ 1.0 EB> 49 Special 1275 0.900 D 0.900 CG 2.500 EB> 1.0 EG- VPC Version .5.3c Description CG L CG S +CO +US1* +CG *US1 WI> <Wl W2> <W2 +CG +L +WI> +CG +L <W1 CG L W2> +CO +L <W2 +CG +S +WI> +CG +S <W1 CG S W2> +CG +S +<W2 W l> +<WI W2> <W2 +CG +E> +EG+ CO <E EG+ CO L E> EG+ CG L <E EG+ CO E> EG- CO <E EG- CG E> EG- CG <E EG- CG S E> EG+ CG S <E EG+ CG E> EG- CO <E EG- CO S E> EG+ CO S <E EG+ CG CG CG S CG S CO E> EG+ EB> CG <E EG+ EB> CG+L +E>+EG++EB> CG+L+<E+EGH-EB> CO E> EG- EB> CO <E EG- EB> CG E> EG- EB> CO+ <E EG- EB> G+S +E>+EG++EB> G+S+<E +EG++EB> CG EB> EG- VP BUILDINGS VARC O.P RUDEN 50 Special 1.275 51 System Derived 1.000 52 System Derived 1.000 53 System Derived 1.000 54 System Derived 1.000 55 System Derived 1.000 56 System Derived 1.000 57 System Derived 1.275 58 System Derived 1.275 59 System Derived 1,275 60 System Derived 1275 61 Special 1,275 62 Special 1.275 63 System Derived 1.000 64 System Derived 1.000 65 System Derived 1.000 66 System Derived 1.000 67 System Derived 1.000 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 System Derived 1.000 85 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 88 System Derived 1.000 89 System Derived 1.000 90 System Derived 1.000 91 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 96 System Derived 1.000 97 System Derived 1.000 98 System Derived 1.000 99 System Derived 1.000 100 System Derived 1.000 101 System Derived 1.000 102 System Derived 1.000 103 System Derived 1.000 104 System Derived 1.000 105 System Derived 1.000 106 System Derived 1.000 107 System Derived 1.000 108 System Derived 1.000 109 System Derived 1.000 110 System Derived 1.000 Frame Member Sizes Mem. No. 2 3 Calculations Package 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.OD +1.0CG +0.210E> +0.700 EG+ +0.700 <EB 1.0 D+ 1.0 CG 0.210 <E 0.700 EG+ 0.700 <ED 1. 0D +1.0CG +0750L +0.225E>+0.750 EG+ +0.750 <EB 1.0D +1.000 +0750L +0225 <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 1.200D +1200CG +0.2005 +0.300E> +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 0200 S 2.500 <EB 1.0 EG+ 1.0 D 0.750 W 1> 0.750 WB1> 1.0 D+ 0.750 <Wl 0.750 WB1> 1.0D +1.0WP +1.0WBI> 1.0 D+ 1.0 CG+ 0.750 L+ 0.563 W1>+ 0.563 WB1> 1.0 D+ 1.0 CG+ 0.750 L 0.563 <W1 0.563 WB1> 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB1> 1.0 D+ 1.0 CG +0.750 S 0.563 Wl> 0.563 WB1> 1.0 D 1.0 CG 0.750 S 0.563 <W1 0.563 WBI> 1.0 D+ 1.0 CG +0.7505 +0.750WP +0.750WB1> 0.600 D 0.750 W 1> 0.750 WB1> 0.600 D 0.750 <W1 0.750 WB1> 0.600 D 1.0 WP 1.0 WBI> 1.0 D 0.750 Wl> 0.750 <WB1 1.0 D 0.750 <W1 0.750 <WB1 1.OD +1.0WP +1.0 <WB1 1.0 D+ 1.0 CG +0.750 L +0.563 Wl> +0.563 <WB1 1.0 D 1.0 CG 0.750 L 0.563 <W1 0.563 <WB1 1.0 D+ 1.0 CG+ 0.750 L+ 0.750 WP 0.750 <WB1 1.0 D+ 1.0 CG +0.750 S 0.563 WI> +0.563 <WB1 1.0 D+ 1.0 CG +0.7505 +0.563 <W1 +0.563 <WB1 1.0 D+ 1.0 CG +0.7505 +0.750WP +0.750 <WB1 0.600» +0.750 Wl> +0.750 <WB1 0.600 D 0.750 <W1 0.750 <WB1 D.600 D 1.0 WP 1.0 <WB1 1.0 D 0.750 W2> 0.750 WB2> 1.0 D 0.750 <W2 0.750 WB2> 1.OD +1.0WP +1.OWB2> 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 WB2> 1.0 D 1.0 CG 0 750 L+ 0.563 <W2 0.563 WB2> 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB2> 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 WB2> 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 WB2> 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB2> 0.600 D 0.750 W2> 0.750 WB2> 0.600 D 0.750 <W2 0.750 WB2> 0.600 D 1.0 WP 1.0 WB2> 1.0 D 0.750 W2> 0.750 <WB2 1.0 D 0.750 <W2 0.750 <WB2 1.OD +I.OWP +1.0 <WB2 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 <WB2 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 <WB2 1.0 D 1.0 CO 0.750 L 0.750 WP 0.750 <WB2 1.0 D 1.0 CO 0.750 S 0.563 W2> 0.563 <WB2 1.0 D 1.0 CO 0.750 S 0.563 <W2 0.563 <WB2 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 <WB2 0.600 D 0.750 W2> 0.750 <WB2 0.600 D 0.750 <W2 0.750 <WB2 0.600 D 1.0 WP 1.0 <WB2 I Flg Width Fig Thk Web Thk Depthl Depth2 Length (in.) I (in.) I (in.) I (in.) I (in.) I (ft) 5.00 0.1345 0.1345 8.50 8.50 9.02 5.00 0.1345 0.1345 11.00 11.00 12.37 5.00 0.1345 0.1345 11.00 11.00 12.37 VPC File:CA0600160 010E1 vpc CG S EB> EG+ CO E> EG+ <EB CG <E EG+ <EB G+L +E>+EG1i <EB G+L+<E +EGII <EB CG+ E> EG- <EB CO <E EG- <EB CG E> EG- <EB +CG <E EG- <EB G+S +E>+EGII <EB G+S+<E +EG++ <EB +CG <EB +EG- +CG +S <EB +EG+ +W1 +WB1> <W1 +WB1> +WP +WB1> +CG +L +WI +WB1> +CG +L +<W1 +WB1> CG L WP WB1> +CG+ S WI> WB1> CG+ S +<W1 +WB1> +CG +S +WP +WB1> +Wl +WB1> <W1 +WB1> +WP +WB1> Wl> <WB1 +<Wl <WB1 +WP <WB1 +CG +L +WI <WB1 +CG +L <W1 +<WBI +CG +L +WP <WB1 +CG +S +WI <WB1 +CG +S <Wi <WBI +CG +S +WP <WBI +Wl <WB1 <W1 +<WB1 WP <WB1 +W2> +WB2> <W2 WB2> WP W132> CG L W2> WB2> CO L <W2 WB2> CO L WP WB2> +CG +S +W2 +WB2> CG S <W2 WB2> +CG +S +WP +WB2> W2> WB2> <W2 WB2> WP WB2> W2> <WB2 +<W2 <WB2 WP <WB2 CG L W2> <WB2 CG L <W2 <WB2 CO L WP <WB2 +CG +S +W2> <WB2 +CG+ S +<W2 +<W132 +CG +S +WP <WB2 W2> <WB2 <W2 <WB2 WP <WB2 Weight I Flg Fy I Web Fy I Splice I Codes (p) (ksi) I (Its)) Jt.1 Jt.2 91.0 50.00 50.00 BP KN 127 4 50.00 50.00 KN SP 127 4 50.00 50.00 SP KN VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 52 of 75 I Shape 3P 3P 3P VP BUILDINGS VgRCO- PRUDEN Calculations Package 4 I 5.00 I 0.1345 I 0.1345 I 8.50 I 8.50 I 9.02 I 91.01 50.00 I 50.00 I BP I KN I 3P Total Frame Weight 436.9 (p) (Includes all plates) Frame Pricing Weight 503.5 (p) (Includes all pieces) Boundary Condition Summary Member I X -Loc I Y -Loc I Supp. X I Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 4 I 24/0/0 I 0/0/0 I Yes I Yes I No I 0.0000 0/0/0 0 /0 /0 0.0000 Frame Reactions Load Cases at Frame Cross Section: 2 X -Loc 0/0/0 24/0/0 Gridl Grid2 2 -B 2 -A Ld Description Hx Hz Vy Hx Vy Cs (application factor not shown) (k) (k) (lc) (k) (k) 1 D +CG +L 136 473 1.36 4.73 2 D CG S 1 73 5.99 1 73 5.99 3 D +CG +US1* 1.52 3.53 1.52 7.07 4 D CG *US I 1.52 7.07 1.52 3.53 5 D W I> -2.20 3.18 -0.96 1.36 6 D <W I 0.96 1.36 2.20 3.18 7 D W2> -2.32 1.85 -0.83 -0.03 8 D <W2 0.83 -0.03 232 1.85 9 D CG L W 1> -0.64 1.10 1 73 2.47 10 D +CG +L +<W1 173 2.47 0.64 1.10 11 D CG L W2> -0.73 2.10 1.64 3.46 12 D +CG +L <W2 1.64 3.46 0.73 2.10 13 D +CG +S +WI> -0.36 2.04 2.00 3.41 14 D +CG +S <W1 2.00 3.41 036 2.04 15 D CG S W2> -0.46 3.04 1.91 4.40 16 D +CG +S <W2 1.91 4.40 0.46 3.04 17 D W 1> -2.27 3.46 -0.88 1.64 18 D <W 1 0.88 1.64 2.27 3 46 19 D W2> 2.40 2.13 -0.76 -0.31 20 D <W2 0.76 -031 2.40 -2.13 21 D CG E> EG+ 0.20 1.74 1.01 2.48 22 D CG <E EG+ 0.99 2.48 -0.18 1.74 23 D CG L E> EG+ 0.80 3.88 1.67 4.68 24 D CG L <E EG+ 1.66 4.68 -0.79 3.88 25 D CG E> EG- -0.16 0.49 -0.65 1.24 26 D CG <E EG- 0.64 1.24 0.17 0.49 27 D CG E> EG- -0.17 0.89 -0.99 1.96 28 D CG <E EG- 0.97 1.96 0.19 0.89 29 D +CG +S +E +EG+ 037 2.77 1.53 3.84 30 D CG+ S <E EG+ 1.51 3.84 -0.35 2.77 39 D CG E> EG+ EB> 0.46 3.15 -0.7A 2.21 40 D CG <E EG+ EB> 0.70 3.37 -0.46 1.98 41 D+CG+L +E>+EGH -EB> 1.08 5 40 1.34 4.38 42 D+CG+L +<E +EG++EB> 1.34 5.64 1.08 414 43 D +CG +E +EG +EB> 011 1.91 -0.35 0.96 44 D CG <E EG- EB> 0.35 2.13 -0.10 0.74 45 D CG E> EG- EB> 0.20 2.91 -0.55 1.56 46 D CG <E EG- EB> 0.55 3.23 -0.20 1.24 47 D+CG+S +E>+EG++EB> 0.75 4 79 1.10 3.44 48 D+CG+S+<E +EG++EB> 1.09 511 -0.74 312 51 D CG +E EG+ <EB 0.50 119 0.84 -0.75 2.24 52 D CG <E EG+ <EB 0.74 1.19 1.07 -0.50 2.02 53 D+CG+L +E>+EG++<EB 1.13 1.28 2.92 1.39 4.43 54 D+CG+L+<E +EG I I <EB 139 1.28 3.16 1 13 4.18 55 D CG E> EG- <EB 0.15 1.19 -0.40 -0.39 1.00 56 D CG <E EG- <EB 0.39 1.19 -0.18 -0.15 0.78 57 D CG E> EG- <EB 0.27 1 70 -0.38 -0.62 1.62 58 D CG <E EG- <EB 0.61 1 70 -0.06 -0.26 1.30 59 D+CG+S +E>+EG++<EB 0.81 170 1.50 1.16 3.50 60 D+CG+S <E +EG++<EB 1.15 170 1.82 -0.81 3.18 63 D W l> WE I> 1.62 -0.93 -0.75 -0.86 64 D <W1 WB 1> 0.75 0.43 1.62 -2.23 65 D WP WB 1> 0.48 -0.45 -0.48 -2.17 66 D +CG +L +W1 +WB1> -0.20 2.78 1.57 2.84 67 D +CG +L <W1 +WB1> 1.57 3.81 0.20 1.81 VPC File:CA0600160 -010E1 vpc VPC Version :5.3c Date: 2/6/2006 Time: 9:04 40 AM Page: 53 of 75 VP BUILDINGS vARCO•PRUDEN Calculations Package 68 D +CG +L +WP +WB1> 137 3.15 1.37 1.85 69 D +CG +S+W1 +WB1> 0.07 3.73 1.85 3.78 70 D+ CG+ S+ <W1 WB1> 1.85 475 -0.07 2.76 71 D +CG +S +WP +WB1> 1.64 4.09 1.64 2.79 72 D +W1 +WB1> 1.69 1.22 -0.67 1.14 73 D +<W1 +WB1> 0.67 0.15 1.69 2.51 74 D WP WB 1> 0.40 -0.73 -0.40 2.46 75 D W 1> <WB 1 1.57 132 3.49 -0.80 -0.82 76 D <WI <WB1 0.80 132 2.12 1.57 -2.18 77 D+WP+<WB1 0.54 1 76 3.85 -0.54 -2.12 78 D +CG +L +W1 <WBI -0.17 0.99 0.87 1.61 2.87 79 D +CG +L <W1 <WB1 1.61 0.99 1.89 0.17 1.85 80 D CG L WP <WB1 1 42 132 0.59 1 42 1.90 81 D +CG +S +W1 +<WB1 0.11 0.99 1.81 1.88 3.81 82 D CG S <W1 <WB1 1.88 0.99 2.83 -0.11 2.79 83 D CG S WP <WB1 1.69 1.32 1.53 1.69 2.84 84 D +W1 <WB1 1.64 1.32 3.77 -0.72 1.10 85 D <W1 <WB1 0.72 1.32 2.40 1.64 -2.47 86 D+WP+<WB1 0.47 1 76 -4 14 -0.47 2.40 87 D W2> WB2> 1 71 0.06 -0.65 0.14 88 D <W2 WB2> 0.65 1 43 1 71 1.23 89 D WP WB2> 0.48 -0.45 -0.48 2.17 90 D CG L W2> WB2> -0.27 3.53 1.50 3.59 91 D CG L <W2 WB2> 1.50 4.56 0.27 2.56 92 D +CG +L +WP +WB2> 137 3.15 1.37 1.85 93 D CG S W2> WB2> 0.00 4.47 1.78 4.53 94 D CG S <W2 WB2> 1.78 5.50 -0.00 3.50 95 D CG S WP WB2> 1.64 4.09 1.64 2.79 96 D W2> WB2> 1 79 -0.22 -0.58 -0.15 97 D <W2 WB2> 0.58 1.15 1 79 1.51 98 D WP W132> 0.40 -0.73 -0.40 2.46 99 D W2> <WB2 1.66 132 -2.49 -0.70 0.18 100 D <W2 <WB2 0.70 132 1 12 1.66 1.19 101 D WP <WB2 0.54 1 76 3.85 -0.54 -2.12 102 D CG L W2> <WB2 -0.24 0.99 1.62 1.54 3.62 103 D CG+ L <W2 <WB2 1.54 0.99 2.64 0.24 2.60 104 D CG L WP <WB2 1.42 1.32 0.59 1 42 1.90 105 D +CG +S+W2> +<WB2 0.04 0.99 2.56 1.81 4.56 106 D +CG +S+<W2 <WB2 1.81 0.99 3.58 -0.04 3.54 107 D CG S WP <WB2 1.69 1.32 1.53 1.69 2.84 108 D W2> <WB2 1 74 132 -2.77 -0.63 -0.10 109 D <W2 <WB2 0.63 132 1.41 1 74 1 47 110 D WP <WB2 0.47 1 76 -4 14 -0.47 2.40 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) 24/ 12_A I 2.00 113 I 2.40 120 I I 11 76 1 101 13 46 118 I 7.07 1 I Sum of Forces with Reactions Check Framing Horizontal Ver ;cal Load Type Load Reaction Load Reaction (k) fig (k) (k) D 0.00 0.00 1 47 1 41 CG 0.00 0.00 2.31 2.31 L 0.00 0.00 5 74 5.74 S 0.00 0.00 8.25 8.25 US1* 0.00 0.00 6.88 6.88 *US1 0.00 0.00 6.88 6.88 Wl> 3.16 3.16 5.95 5.95 <W1 3.16 3.16 5.95 5.95 W2> 3.16 316 3.29 3.29 <W2 3.16 316 3.29 3.29 E> 1.16 116 0.00 0.00 EG+ 0.00 0.00 0.71 0.71 VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 54 of 75 VP BUILDINGS VARCO-PRUDEN <E EG- EB> <EB WB1> WP <WB1 WB2> <WB2 1 16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Web Stiffener Summary Mem. 1 Stiff. 1 Desc. I Loc. Web Depth h/t No. No. (ft) I (in.) 1 4 1 1 1 S3 1 8.22 I 8.231 I N/A Bolted Connections (A325 Bolts) 1.16 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 071 0.00 0.00 0.00 571 0.00 0.00 0.00 Flange Brace Summary Member I From Member Joint 1 I From Side Point 1 2 1/10/12 10/1/13 2 10/4/12 1/7/13 3 1/5/11 1/7/13 3 9/11/11 10/1/13 Deflection Load Combinations Framing No. Origin Factor 1 Def H I Def V 1 System 1.000 0 180 1.0 L 2 System 1.000 0 180 1.0 S 3 System 1.000 0 180 1.0 US1* 4 System 1.000 0 180 1.0 *US1 5 System 1.000 0 180 0.700 Wl> 6 System 1.000 0 180 3.700 <W1 7 System 1.000 0 180 3.700 W2> 8 System 1.000 0 180 0.700 <W2 9 System 1.000 0 180 1.700 WP Calculations Package 0.00 0.71 1.62 1.62 1.67 571 1.67 1.67 1.67 Base Plate Summary X -Loc Mem. Thickness Width Length Num. Of Bolt Diam. Welds to Welds to i Grid I No. I (in.) I (in.) I (in.) I Bolts I (in.) I Type I Flanv Web 0/0/0 0 24/0/0 2-A 14 1 I 0 375 8 I 10 I 4 I 0.750 I A36 I OS- 0.1875 OS- 0.1875 a/h I a Thick. Width (in.) 1 (in.) I (in.) I N/A I N/A 1 0.1875 1 2.000 1 N N/A 0.1875 2.000 Mem. 1 Loc. 1 Depth 1 Area I Rx I Ry 1 Lx Ly -1 Ly -2 Klx Kly1 Kly2 No. ft in. in.2 in. in. in. in. in. /Rx /Ry /Ry 1 8.25 8.50 2.45 3 49 1.07 99.02 9.8 7.6 42.6 9.1 7.1 2 8.64 11.00 2.79 4.38 1.00 141.05 54.0 24.0 32.2 53.8 23.9 3 336 11.00 2.79 4.38 1.00 141.05 24.0 54.0 32.2 23.9 53.8 4 8.25 8.50 2.45 3.49 1.07 99.02. 9.8 7.6 42.6 9 1 7.1 Application Side Both Both Bolt Rows -Out I Rows -In I Moment Out Moment In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 IA Actual Capacity Ld Actual Capacity No. No. (in.) (in.) (in.) (in.) (in.) Bolt Bolt Bolt Bolt Cs (in -k) (in -k) Cs (in-k) (in -k) 1 2 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 1 0 1 0 36 202.2 247 7 35 202.2 247 7 2 1 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 1 0 1 0 36 202.2 247 7 35 202.2 247 7 2 2 SP STD 0375 6.00 11.34 0.750 2.50 1 0 2 0 18 66.4 144.7 2 162.3 195.0 3 1 SP STD 0375 6.00 11.34 0.750 2.50 1 0 2 0 18 66.4 144.7 2 162.3 195.0 3 2 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 1 0 1 0 36 202.2 247 7 35 202.2 247 7 4 2 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 1 0 1 0 36 202.2 247 7 35 202.2 247 7 Part I Design Note (2)FB2060 FB2060 FB2060 (2)FB2060 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. 1 Loc. 1 Depth 1 Load Axial Shear Mom -x 1 Mom -y 1 Axial 1 Shear Bnd -X Bnd -Y 1 I Stress /Force 1 Sum No. ft in. Case k k in -k in -k ksi ksi ksi ksi Axial I Shear Bnd -X I Bnd -Y 1 Bnd +Ax Shear 1 8.25 8.50 2 -6.0 17 170.8 0.0 2.44 1.56 24.38 0.00 22.89 17.55 26.61 26.61 1.008 0.089 2 8.64 11.0C 4 1.6 0.3 177.0 0.0 0.59 0.21 19.54 0.00 18.45 13.06 22.21 22.21 0.906 0.016 3 336 11.00 3 1.6 -0.3 177.0 0.0 0.59 0.21 19.54 0.00 20.31 13.06 22.21 22.21 0.906 0.016 4 8.25 8.50 2 -6.0 1.7 170.8 0.0 2.44 1.56 24.38 0.00 22.89 17.55 26.61 26.61 1.008 0.089 Sx 1 Lb l 1 Rt -1 1 Lb2 1 Rt -21 Qs I Qa Cbl I Cb2 in.3 in. in. in. in. 7.01 99.0 1.34 7.6 1.30 0.89 1.00 1 75 1.02 9.06 54.0 1.27 24.0 1.26 0.74 1.00 134 1.02 9.06 24.0 126 54.0 1.27 0.74 1.00 1.02 134 7.01 99.0 1.34 7.6 I.30 0.89 1.00 1 75 1.02 1 4. S US1* *US1 W l> <W1 W2> <W2 WP VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 55 of 75 Welding Description F -FP W- OS- 0.1875 F- FP,W- OS- 0.1875 Description VP BUILDINGS VARCO- PRUDEN Calculations Package 10 System 1.000 60 0 0.700 WI W 1> 11 System 1.000 60 0 0.700 <W1 <W 1 12 System 1.000 60 0 D.700 W2> W2> 13 System 1.000 60 0 0.700 <W2 <W2 14 System 1.000 60 0 D.700 WP WP 15 System 1.000 60 0 D.600 E> 0.700 EG- E> EG- 16 System 1.000 60 0 D.600 <E 0.700 EG- <E EG- VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 56 of 75 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 -0.527 (H/196) 4 2 11 <W1 Max. Vertical Deflection for Span 1 I -0.526 I (1/531) I 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. VP BUILDINGS VA RCO- P RUDEN Wall: 4, Frame at: 28/0/0 Frame Cross Section: 3 Y i 3 Dimension Key 1 4' -0" 2 3' 5 1/4 3 2' 3 3/4' 4 1 7 13/16' 5 2'-0' 6 4'-6" 7 2 2' -0' 8 2 5/8' 9 12' -9' Frame Clearances Horiz. Clearance between members 1(CX005) and 4(CX006): 22' 7' Vert. Clearance at member 1(CX005): 8' 3' Calculations Package VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 57 of 75 VP BUILDINGS VARCO- PRUDEN Vert. Clearance at member 4(CX006): 8' 3' Finished Floor Elevation 100' -0' (Unless Noted Otherwise) Calculations Package VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 58 of 75 VP BUILDINGS VARCO- PRUDEN Frame Location Design Parameters: I Location I Avg. Bay Space I Description 28/0/0 I 15/10/8 (Rigid Frame Calculations Package Date: 2/6/2006 Time: 9 40 AM Page: 59 of 75 I Angle I Group I Trib. Override I Design Status 1 90.0000 I I I Automatic Design DESCRIPTION VP Buildings RIGID FRAMES (Type 'RF are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS. The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN: RIGID FRAMES are designed in accordance with the AISC 'Specification for Structural Steel Buildings" 9th Edition. MATERIAL. Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529 A572, A570, or A607 Grade 50. Design Load Combinations No. Origin 1 System 2 System 3 System 4 System 5 System 6 System 7 System 8 System 9 System 10 System 11 System 12 System 13 System 14 System 15 System 16 System 17 System 18 System 19 System 20 System 21 System 22 System 23 System 24 System 25 System 26 System 27 System 28 System 29 System 30 System 31 Special 32 Special 33 Special 34 Special 35 AISC Special 36 AISC Special 37 AISC Special 38 AISC Special 39 System Derived 40 System Derived 41 System Derived 42 System Derived 43 System Derived 44 System Derived 45 System Derived 46 System Derived 47 System Derived 48 System Derived 49 Special VPC File:CA0600160 010E1 vpc Framing Factor Application 1.000 1.0 D+ 1.0 CG 1.0 L 1.000 1.0 D+ 1.0 CG 1.0 S 1.000 1.OD +I.00G +1.OUS1* 1.000 1.OD +1.00G +1.0 *US1 1.000 1.0D +1.0W1> 1.000 1.0 D 1.0 <W1 1.000 1.0 D+ 1.0 W2> 1.000 1.0 D 1.0 <W2 1.000 1.0 D+ 1.0 CG 0.750 L+ 0.750 W 1> 1.000 1.0 D 1.0 CG+ 0.750 L 0.750 <W1 1.000 1.0 D+ 1.0 CG 0.750 L+ 0.750 W2> 1.000 1.0 D+ 1.0 CG 0.750 L+ 0.750 <W2 1.000 1.0 D+ 1.0 CG 0.750 S 0.750 W 1> 1.000 1.0 D+ 1.0 CG+ 0.750 S 0.750 <W1 1.000 1.0 D+ 1.0 CG+ 0.750 S 0.750 W2> 1.000 1.0 D 1.0 CG 0.750 S 0.750 <W2 1.000 0.600 D 1.0 W 1> 1.000 0.600 D 1.0 <W1 1.000 0.600 D 1.0 W2> 1.000 0.600 D 1.0 <W2 1.000 1.0 D 1.0 CG 0.700 E> 0.700 EG+ 1.000 1.0 D 1.0 CG 0.700 <E 0.700 EG+ 1.000 1.0 D 1.0 CG 0.750 L 0.750 E> 0.750 EG+ 1.000 1.0 D+ 1.0 CG 0.750 L 0.750 <E 0.750 EG+ 1.000 0.600 D 0.600 CG 0.700 E> 0.700 EG- 1.000 0.600 D 0.600 CG 0.700 <E 0.700 EG- 1.275 0.900 D 0.900 CG 1.0 E> 0.700 EG- 1.275 0.900 D 0.900 CG 1.0 <E 0.700 EG- 1.275 1. 200 1.200CG +0.200S +1.O 0.700EG+ 1.275 1.200 D 1.200 CG 0.200 S 1.0 <E 0.700 EG+ 1.275 0.900 D 0.900 CG 2.500 E> 1.0 EG- 1.275 0.900 D 0.900 CG 2.500 <E 1.0 EG- 1.275 1.200 D 1.200 CG 0.200 S 2.500 E> 1.0 EG+ 1.275 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ 1 700 0.900 D 0.900 CG 1 700 0.900 D 0.900 CG 1.700 1.200 D 1.200 CG 0.200 S 1.700 1.200 D 1.200 CG 0.200 S 1.000 1.0 D 1.0 CG 0.210 E> 0.700 EG+ 0.700 EB> 1.000 1.0 D 1.0 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 1.0 D 1.0 CG 0.750 L 0.225 <E 0.750 EG+ 0.750 EB> 1.000 0.600 D 0.600 CG 0.210 E> 0.700 EG- 0.700 EB> 1.000 0.600 D 0.600 CG 0.210 <E 0.700 EG- 0.700 EB> 1.275 0.900 D 0.900 CG 0.300 E> 0.700 EG- 1.0 EB> 1.275 0.900 D 0.900 CG 0.300 <E 0.700 EG- 1.0 EB> 1.275 1.200 D 1.200 CG 0.200 S 0.300 F> 0.700 EG+ 1.0 EB> 1.275 1.200 D 1.200 CG 0.200 S 0.300 <E 0.700 EG+ 1.0 EB> 1.275 0.900 D 0.900 CG 2.500 EB> 1.0 EG- VPC Version .5.3c Description CG L CG S +CG +US1* CG *US1 W l> +<W1 W2> <W2 +CO +L +WI> +CO +L +<W1 CG L W2> +CO +L +<W2 +CG +S +Wl> +CO +S <W1 CG S W2> +CO +S +<W2 W l> <W1 W2> <W2 CG E> EG+ CO <E EG+ CG L E> EG+ CO L <E EG+ +CO +F> +EG- +CO+<E+EG- +CO+E>+EG- +CO+<E+EG- CG +S E> EG+ CO S <E EG+ +CO +E> +EG- +CG+<E+EG- +CO +S +E> +EG+ CO S <E EG+ CG CG CG S CG S CG F> EG+ EB> CG <E EG+ EB> G+L +E>+EG++EB> G+L+<E +EG++EB> CG E> EG- EB> CO <E EG- EB> CG E> EG- EB> CO <E EG- EB> CG+S +E>+EG++EB> G+S+<E +EG++EB> CG EB> EG- VP BUILDINGS VARCO.PRUUEN 50 Special 1.275 51 System Derived 1.000 52 System Derived 1.000 53 System Derived 1.000 54 System Derived 1.000 55 System Derived 1.000 56 System Derived 1.000 57 System Derived 1.275 58 System Derived 1.275 59 System Derived 1.275 60 System Derived 1.275 61 Special 1.275 62 Special 1.275 63 System Derived 1.000 64 System Derived 1.000 65 System Derived 1.000 66 System Derived 1.000 67 System Derived 1.000 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 System Derived 1.000 85 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 88 System Derived 1.000 89 System Derived 1.000 90 System Derived 1.000 91 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 96 System Derived 1.000 97 System Derived 1.000 98 System Derived 1.000 99 System Derived 1.000 100 System Derived 1.000 101 System Derived 1.000 102 System Derived 1.000 103 System Derived 1.000 104 System Derived 1.000 105 System Derived 1.000 106 System Derived 1.000 107 System Derived 1.000 108 System Derived 1.000 109 System Derived 1.000 110 System Derived 1.000 Frame Member Sizes Mem. I Flg Width Flg Thk No. I (in.) (in.) 1 5.00 0.1875 2 5.00 0.1345 3 5.00 0.1345 VPC File:CA0600160 010E1 vpc Web Thk (in.) 0.1345 0.1345 0.1345 Depthl (in.) 8.50 11.00 11.00 Calculations Package 1.200 D 1.200 CG 0.200 S 2.500 EB> 1.0 EG+ 1.0D +1.0CG+0.210E> +0.700 EG+ +0.700 <EB 1.0 D 1.0 CG +0.210 <E +0.700 EG+ 0.700 <EB 1.0 D 1.0 CG 0.750 L 0.225 E> 0.750 EG+ 0.750 <EB 1.0D+ 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 1200 CG 0.200 S 0.300 E> 0.700 EG+ 1.0 <EB 1.200 D 1200 CG 0.200 S 0.300 <E 0.700 EG+ 1.0 <EB 0.900 D 0.900 CO 2.500 <EB 1.0 EG- 1200 D 1.200 CG 0200 S 2.500 <EB 1.0 EG+ 1.0 D 0.750 W 1> 0.750 WB1> 1.0 D 0.750 <W1 0.750 'WB1> 1.OD +1.0WP +1.OWB1> 1.0 D 1.0 CG +0.750 L +0.563 Wl> +0.563 WB1> 1.0 D 1.0 CG 0.750 L 0.563 <W1 0.563 WB1> 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB1> 1.0 D 1.0 CG+ 0.750 S 0.563 Wl> 0.563 WB1> 1. 0D+ 1.00G +0.750S +0.563<WI +0.563WB1> 1.0D +1.0CG +0.7505 +0.750WP +0.750WB1> 0.600 D 0.750 W 1> 0.750 WB1> 0.600 D 0.750 <W1 0.750 WB1> 0.600D +1.0WP +1.OWB1> 1.0 D 0.750 W 1> 0.750 <WE 1 1.0 D 0.750 <W1 0.750 <WB1 1.OD +1.0WP +1.0<WB1 1.0 D+ 1.0 CG +0.750 L +0.563 Wl> 0.563 <WB1 1.0 D+ 1.0 CG+ 0.750 L+ 0.563 <WI 0.563 <WB1 1.0 D +1.00G +0.750L +0.750WP +0.750 <WB1 1.0 D+ 1.0 CG +0.750 S 0.563 Wl> 0.563 <WB1 1.0 D+ 1.0 CG +0.750S +0.563 <W1 +0.563 <WB1 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 <WB1 0.600 D 0.750 W 1> 0.750 <WB1 0.600 D 0.750 <W1 0.750 <WB1 0.600 D 1.0 WP 1.0 <WB1 1.0 D 0.750 W2> 0.750 WB2> 1.0 D 0.750 <W2 0.750 WB2> 1.0 D 1.0 WP 1.0 WB2> 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 WB2> 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 WB2> 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB2> 1.O D 1.O CG 0.750 S 0.563 W2> 0.563 WB2> 1.0 D +1.00G +0.7505 +0.563 <W2 +0.563WB2> 1. OD +1.0CG +0.750S +0.750WP +0.750WB2> 0.600 D 0.750 W2> 0.750 WB2> 0.600 D 0.750 <W2 0.750 WB2> 0.600D +1.0WP+1.OWB2> 1.0 D 0.750 W2> 0.750 <WB2 1.0 D 0.750 <W2 0.750 <WB2 1.OD +1.0WP +1.0 <WB2 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 <WB2 1.O D 1.0 CG 0.750 L 0.563 <W2 0.563 <WB2 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 <WB2 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 <WB2 1.0 D+ 1.0 CG +0.7505 +0.563 <W2 +0.563 <WB2 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 <WB2 D.600 D 0.750 W2> 0.750 <WB2 0.600 D 0.750 <W2 0.750 <WB2 0.600 D 1.0 WP 1.0 <WB2 Depth2 (in.) 8.50 11.00 11.00 Length Weight Flg Fy I (ft) I (P) I Qsi) 9.02 106.6 50.00 12.37 127 4 50.00 12.37 127 4 50.00 I Web Fy (ksi) 50.00 50.00 50.00 CO S EB> EG+ CG E> EG+ <EB CG <E EG+ <EB G+L +E>+EGII<EB G+L+<E +EGII<EB CO E> EG- <EB CO <E EG- <EB CG E> EG- <EB CO <E EG- <EB G+S +E>+EG++<EB G+S+<E +EG++<EB CO <EB EG- CO S <EB EG+ +W1 +WB1> <W1 +WB1> +WP +WB1> +CG +L +WI +WB1> +CG +L <W1+WB1> CG L WP WB1> +CG +S+ W1 WB1> +CG +S <W1 +WB1> +CG +S+WP +WB1> +Wl +WB1> +<W1 +WB1> +WP +WB1> +W1 +<WB1 +<W1 <WB1 WP <WB1 +CG +L +W1 <WB1 +CG +L +<W1 +<WB1 CG+ L WP <WBI +CG +S +Wi +<WB1 +CG +S +<W1 <WB1 CO S WP <WB1 +W1 <WB1 +<W1 <WB1 +WP <WBI W2>+ WB2> <W2 WB2> WP WB2> CG L W2> WB2> CO L <W2 WB2> CG L WP WB2> CG S W2> WB2> CO S <W2 WB2> CG S WP WB2> W2> WB2> <W2 WB2> WP WB2> W2> <WB2 <W2 <WB2 WP <WB2 CO L W2> <WB2 CO L <W2 <WB2 +CG +L +WP <WB2 CO S W2> <WB2 CO S <W2 <WB2 +CG +S +WP +<W132 W2> <WB2 +<W2 <W132 WP <WB2 VPC Version .5.3c Splice Jt.1 BP KN SP Date: 2/6/2006 Time: 9 40 AM Page: 60 of 75 I Codes I Shape Jt.2 KN 3P SP 3P KN 3P VP BUILDINGS VARCO•PRUPEN Calculations Package 4 I 5.00 I 0.1875 I 0.1345 I 8.50 I 8.50 I 9.02 I 106.61 50.00 I 50.00 I BP I KN I 3P Total Frame Weight 468.0 (p) (Includes all plates) Frame Pricing Weight 536.9 (p) (Includes all pieces) Boundary Condition Summary Member I X -Loc I Y -Loc I Supp. X I Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes l No 0/0/0 0 /0 /0 0.0000 4 I 24/0/0 0 /0 /0 Yes I Yes I No I 0/0/0 0/0/0 0.0000 Frame Reactions Load Cases at Frame Cross Section: 3 X -Loc 0/0/0 24/0/0 Gridl Grid2 3 -B 3 -A Ld Description Hx Vy Hx Hz Vy Cs (application factor not shown) (k) (k) (k) (k) (k) 1 D CG L 1.59 5.26 1.59 5.26 2 D CG S 2.10 6.90 -2.10 6.90 3 D +CG +US1* 1.85 4.06 1.85 8.15 4 D +CG *US1 1.85 8.15 1.85 4.06 5 D W1> 2.59 3.68 1.06 1.58 6 D <W 1 1.06 1.58 2.59 -3.68 7 D W2> -2.72 2.15 -0.93 -0.05 8 D <W2 0.93 -0.05 2.72 -2.15 9 D+CG +L +W1> -0.75 1.11 1.98 2.69 10 D +CG +L <W1 1.98 2.69 0.75 1.11 11 D CG L W2> -0.85 2.26 1.88 3.84 12 D +CG +L <W2 1.88 3.84 0.85 2.26 13 D CG S W 1> -0.37 2.34 -2.36 3.92 14 D +CG +S <W1 2.36 3.92 037 2.34 15 D CG S W2> -0.47 3.50 2.26 5.07 16 D CG S <W2 2.26 5.07 0.47 3.50 17 D W l> -2.68 -4.01 -0.97 1.90 18 D <W 1 0.97 1.90 2.68 -4.01 19 D W2> 2.80 2.47 -0.84 -037 20 D <W2 0.84 -0.37 2.80 -2.47 21 D CG E> EG+ 0.26 1.99 1.20 2.86 22 D CG <E EG+ 1 18 2.86 -0.24 1.99 23 D +CG +L +E> +EG+ 0.95 4.32 1.96 5.25 24 D CG L <E EG+ 1.94 5.25 -0.94 432 25 D +CG +E +EG- -0.17 0.56 -0.77 143 26 D CG <E EG- 0.75 1.43 0.19 0.56 27 D CG E> EG- -0.18 1.02 1 16 2.25 28 D CG <E EG- 1.14 2.25 0.20 1.02 29 D +CG +S +E> +EG+ 0.48 3.19 1.82 4.42 30 D +CG +S <E +EG+ 1.80 4.42 -0.46 3.19 39 D CG E> EG+ EB> 0.60 2.31 -0.88 1.21 1 72 40 D CG <E EG+ EB> 0.88 2.57 -0.60 1.21 1 47 41 D+CG+L +E>+EG++EB> 1.32 4.66 1.62 1.29 4.04 42 D+CG+L+<E +EG++EB> 1.62 4.94 1.32 1.29 3.76 43 D CG E> EG- EB> 0.17 0.88 -0.45 1.21 0.29 44 D CG <E EG- EB> 0.45 1.14 -0.17 1.21 0.04 45 D CG E> EG- EB> 031 1 47 -0.71 1.72 0.64 46 D CG <E EG- EB> 0.71 1.84 -0.31 1 72 0.27 47 D+CG+S +E>+EG++EB> 0.97 3.64 1.38 172 2.81 48 D+CG+S+<E +EG++EB> 137 4.01 -0.97 1.72 2.44 51 D +CG+E> +EG+ <EB 0.57 2.28 -0.85 338 52 D CG <E EG+ <EB 0.85 2.54 -0.57 3.12 53 D+CG+L +E>+EG++<EB 1.29 4.63 1.59 5.81 54 D+CG+L+<E +EG++<EB 1.58 4.91 1.28 5.53 55 D CG E> EG- <EB 0.14 0.85 -0.42 1.95 56 D +CG <E +EG <EB 0.42 1.11 -0.14 1.69 57 D CG E> EG- <EB 0.27 143 -0.67 3.00 58 D CG <E EG- <EB 0.66 1.80 -0.26 2.63 59 D+CG+S +E>+EG++<EB 0.93 3.60 1.33 5.17 60 D+CG+S+<E +EG++<EB 132 3.97 -0.92 4.80 63 D+ WI WBl> 1.86 -2.54 -0.87 1.33 1.90 64 D <W1 +WBI> 0.87 -0.97 1.86 1.33 348 65 D WP WB I> 0.66 -2.23 -0.66 1 78 3.47 66 D +CG +L +W1 >+WB1> -0.21 1.97 1.84 1.00 2.45 67 D +CG +L <W1 +WB1> 1.84 3.15 0.21 1.00 1.27 VPC File:CA0600160 -01 OE1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 61 of 75 VP BUILDINGS VARCO- PRUUEN Calculations Package 68 D +CG +L +WP +WB1> 1.68 2.20 1.68 1.33 127 69 D +CG +S +W1 +WB1> 0.17 3.20 -2.22 1.00 3.68 70 D+CG+S+<W1 +WB1> 2.22 4.38 -0.17 1.00 2.50 71 D +CG +S +WP +WB1> 2.06 343 2.06 1.33 2.50 72 D +W1 +WB1> 1.95 2.87 -0.78 133 2.22 73 D +<W1 +WB1> 0.78 1.29 1.95 1.33 3.80 74 D WP WB 1> 0.57 2.55 -0.57 1 78 3.80 75 D +W1 <WBI 1.90 2.58 -0.83 -0.08 76 D <W1 <WB 1 0.83 1.00 1.90 1.65 77 D+WP+<WB1 0.61 2.27 -0.61 1.04 78 D +CG +L+ W1 <WB1 -024 1.94 1.81 3.82 79 D +CG +L <W1 <WB1 1.81 3.12 0.24 2.63 80 D +CG +L +WP <WB1 1.64 2.17 1.64 3.09 81 D +CG +S +W1 <WB1 0.14 3.17 2.19 5.05 82 D +CG +S <W1 <WB1 2.19 4.36 -0.14 3.87 83 D +CG +S +WP <WBI 2.02 340 2.02 432 84 D +W1 <WB1 1.99 2.90 -0.75 -0.40 85 D <W1 <WB 1 0.75 1.32 1.99 1.97 86 D+WP+<WB1 0.52 2.59 -0.52 1.36 87 D W2> WB2> 1.96 1.39 -0.77 1.33 -0.75 88 D <W2 WB2> 0.77 0.18 1.96 1.33 -2.32 89 D WP WB2> 0.66 2.23 -0.66 1.78 3.47 90 D +CG +L +W2 +WB2> -0.28 2.83 1.77 1.00 3.31 91 D +CG +L +<W2 +WB2> 177 4.01 0.28 1.00 2.13 92 D CG L WP WB2> 1.68 2.20 1.68 1.33 127 93 D +CG +S +W2 +WB2> 0.10 4.06 2.15 1.00 4.54 94 D CG S <W2 WB2> 2.15 5.24 -0.10 1.00 336 95 D CG S WP WB2> 2.06 3.43 -2.06 1.33 2.50 96 D W2> WB2> -2.05 1 71 -0.69 1.33 1.07 97 D <W2 W132> 0.69 -0.14 2.05 1.33 -2.65 98 D WP WB2> 0.57 2.55 -0.57 1 78 -3.80 99 D W2> <WB2 1.99 1 42 -0.74 1.08 100 D <W2 <WB2 0.74 0.15 1.99 -0.50 101 D WP <WB2 0.61 2.27 -0.61 1.04 102 D CG L W2> <WB2 -0.31 2.81 1.74 4.68 103 D CG L <W2 <WB2 1 74 3.99 0.31 3.50 104 D +CG+L +WP <WB2 1.64 2.17 1.64 3.09 105 D CG S W2> <WB2 0.07 4.04 2.12 5.91 106 D CG S <W2 <WB2 2.12 5.22 -0.07 4.73 107 D CG S WP <WB2 2.02 3.40 -2.02 4.32 108 D W2> <WB2 -2.08 1 74 -0.65 0.76 109 D <W2 <WB2 0.65 -0 17 2.08 -0.82 110 D WP <WB2 0.52 2.59 -0.52 1.36 Date: 2/6/2006 Time: 9 40 AM Page: 62 of 75 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) 24/0/01 3 -A I 2.36 113 I 2.80 20 I 1.78 165 I I 4.01 18 I 8.15 3 Sum of Forces with Reactions Check Framing Horii ontal Ver ical Load Type Load Reaction Load Reaction (k) (k) (k) (k) D 0.00 0.00 1.66 1.60 CG 0.00 0.00 2.67 2.67 L 0.00 0.00 6.24 6.24 S 0.00 0.00 9.52 9.53 US 1 0.00 0.00 7.94 7.94 *USI 0.00 0.00 7.94 7.94 W 1> 3.64 3.64 6.87 6.87 <W1 3.64 3.64 6.87 6.87 W2> 3.64 3.64 3.80 3.80 <W2 3.64 3.64 3.80 3.80 E> 1.34 1.34 0.00 0.00 EG+ 0.00 0.00 0.82 0.82 VPC File:CA0600160 -010E1 vpc VPC Version .5.3c VP BUILDINGS VARCO•PRUOEN Mem. Jt. No. No. 1 2 2 1 2 2 3 1 3 2 4 2 <E EG- EB> <EB WB1> WP <WB1 WB2> <WB2 1.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Base Plate Summary X -Loc Grid Mem. Thickness I I No. I (in.) 1 0.375 24/0/0 3 -A 14 I 0.375 Web Stiffener Summary Mem. I Stiff. Desc. I No. No. 1 1 S3 1 2 S4 4 1 S3 4 2 S4 Bolted Connections (A325 Bolts) Flange Brace Summary Member I From Member Joint 1 2 1/10/12 2 10/4/12 3 1/5/11 3 9/11/11 1 8.25 8.50 2 0.25 11.00 3 11 75 11.00 4 8.25 8.50 Mem. I Loc. I Depth I Area I Rx I No. ft in. in.2 in. 1 8.25 8.50 2.97 3.60 2 0.25 11.00 2.79 4.38 3 1175 11.0C 2.79 4.38 4 8.25 8.50 2.97 3.60 Deflection Load Combinations No. Origin Factor 1 System 1.000 2 System 1.000 3 System 1.000 4 System 1.000 5 System 1.000 6 System 1.000 7 System 1.000 VPC File:CA0600160 01OE1 vpc Ry I in. 1.15 1.00 1.00 1.15 1.34 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Loc. Web Depth h/t a/h (ft) I (in.) I I I 8.22 8.125 N/A N/A Alternate Web Thick 8.22 8.125 N/A N/A Alternate Web Thick Framing IDefHIDefVI 0 180 1.0 L 0 180 1.0 S 0 180 1.OUS1* 0 180 1.0 *US1 0 180 0.700 Wl> 0 180 0.700 <WI 0 180 0.700 W2> Calculations Package 0.00 0.82 0.00 0.00 0.00 6.11 0.00 0.00 0.00 Bolt Type Conn. Thick. Width Length Diam. Pitch (in.) (in.) (in) (in.) fin.) KN(Face) STD 0.500 6.00 11.00 0.750 2.50 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 SP STD 0.375 6.00 11.34 0.750 2.50 SP STD 0.375 6.00 11.34 0.750 2.50 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 Width I Length I Num. Of I Bolt Diam. (in.) (in.) Bolts (in.) 8 I 10 I 4 I 0.750 I 8 10 4 0.750 I From Side Point 1 10/1/13 1/7/13 1/7/13 10/1/13 Frame Design Member Summary Controlling Load Case and Maximum Actual Forces I Mem. Lo Depth Load Axeom -x Mom -y Axial No. I c. ft I in. I Case I ial k I Shar k I M in -k I in -k I ksi 0.00 0.82 1 16 1.16 1.19 6.11 1.19 1.19 1.19 a I Thick. (in.) I (in.) N/A 0.1875 0.1644 0.1875 N/A 0.1875 0.1644 0.1875 Lx I Ly -1 I Ly -2 I Klx Klyl IKly2 in. in. in. /Rx /Ry /Ry 99.02 9.8 7.6 41.3 8.5 6.6 141.05 7.6 22.7 32.2 7.6 22.7 141.05 22.7 7.6 32.2 22.7 7.6 99.02 9.8 7.6 41.3 8.5 6.6 Width I (in.) 2.000 2.000 2.000 2.000 Type I A I A36 Side Both Opposite Fillet Both Opposite Fillet Welds to Flange OS- 0.1875 OS- 0.1875 Rows -Out I Rows -In I Moment Out I 2 4 2 4 Ld Actual Capacity I Ld Bolt Bolt I Bolt Bolt I Cs (in -k) (in -k) Cs 1 0 1 0 36 232.4 247 7 35 1 0 1 0 36 232.4 247 7 35 1 0 2 0 18 70.2 144.7 2 1 0 2 0 18 70.2 144.7 2 1 0 1 0 36 232.4 247 7 35 1 0 1 0 36 232.4 247 7 35 Application Welding Description F -FP W- OS- 0.1875 W- OS- 0.1875 F -FP W-OS- 0.1875 W- OS- 0.1875 Part I Design Note (2)FB2060 FB2060 FB2060 (2)FB2060 2 -6.9 -2.1 -207.9 0.0 2.32 1.92 23.00 0.00 25.65 17 78 2 -3.6 5.8 -200.4 0.0 1.29 4.00 20.58 0.00 20.31 13.06 2 -3.6 5.8 -200.4 0.0 1.29 4.00 20.58 0.00 20.31 13.06 2 -6.9 2.1 207.9 0.0 2.32 1.92 23.00, 0.00 25.65 17 78 Sx I in .3 9.04 9 74 9 74 9.04 Lb1 I Rt -1 I in. in. 99 0 1.41 7.6 1.26 22.7 1.26 99.0 1.41 IL S US1* *US1 W l> <WI W2> VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 63 of 75 Description Welds to Web OS-0.] 875 OS- 0.1875 Moment In Actual Capacity (in -k) (in -k) 232.4 232.4 171.3 171.3 232.4 232.4 247 7 247 7 195.0 195.0 247 7 247 7 Combined Stresses per Member (Locations are from Joint 1) Actual Stresses I Allowable I Stress Condition I Shear Bnd -X Bnd -Y Stress /Force Sum ksi I ksi I ksi I Axial I Shear I Bnd -X I Bnd -Y I Bnd +Ax I Shear 28.70 3018 0.879 0.108 22.21 22.21 0.985 0.306 22.21 22.21 0.985 0.306 28.70 30.18 0.879 0.108 Lb2 I Rt -2 I Qs I Qa I Cb 1 I Cb2 in. in. 7.6 1.36 1.00 1.00 1 75 1.02 22.7 1.26 0.74 1.00 1.02 138 7.6 1.26 0.74 1.00 1.38 1.02 7.6 1.36 1.00 1.00 1 75 1.02 VP BUILDINGS VARCO- PRUDEN Calculations Package 8 System 1.000 0 180 0.700 <W2 <W2 9 System 1.000 0 180 D.700 WP WP 10 System 1.000 60 0 0.700 W 1> W 1> 11 System 1.000 60 0 0.700 <W1 <W1 12 System 1.000 60 0 0.700 W2> W2> 13 System 1.000 60 0 0.700 <W2 <W2 14 System 1.000 60 0 0.700 WP WP 15 System 1.000 60 0 0.600 E> 0.700 EG- E> EG- 16 System 1.000 60 0 0.600 <E 0.700 EG- <E EG- Date: 2/6/2006 Time: 9 40 AM Page: 64 of 75 Maximum Frame Deflection Summary for Cross Section: 3 Description I Deflection (in.) I Ratio (Member' Joint I Load Case I Load Case Description Horizontal Deflection -0.522 (H/198) 4 2 11 <W1 Max. vl Vertical Deflection for Span 1 I -0.542 I (11515) I 2 2 I 2 I 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:CA0600160 -010E1 vpc VPC Version .5.3c VP BUILDINGS VARCO-PRUDEN Wall: 4, Frame at: 42/6/0 Frame Cross Section: 4 Dimension Key 1 4' -0" 2 3' 5 1/4 3 2' 3 3/4' 4 1 7 13/16' 5 2' -0' 6 4'-6" 7 2 2' -0' 8 2 5/8" 9 12' -9' Q Y Frame Clearances Horiz. Clearance between members 1(CX002) and 4(CX001): 22' 7' Vert. Clearance at member 1(CX002): 8' -3 Calculations Package Date: 2/6/2006 Time: 9 40 AM Page: 65 of 75 VPC File:CA0600160 -010E1 vpc VPC Version :5.3c VP BUILDINGS VARCO- PRUOEN Vert. Clearance at member 4(CX001): 8' 3' Finished Floor Elevation 100' -0' (Unless Noted Otherwise) Calculations Package VPC File:CA0600160 -010E1 vpc VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 66 of 75 VP BUILDINGS CO- PRUDEN Frame Location Design Parameters: Location I Avg. Bay Space I 42/6/0 I 7/9/0 (Rigid Frame Calculations Package Description Date: 2/6/2006 Time: 9:04 40 AM Page: 67 of 75 I Angle I Group I Trib. Override I Design Status 1 90.0000 1 I I Automatic Design DESCRIPTION VP Buildings RIGID FRAMES (Type 'RF are solid -web framing systems consisting of tapered or uniform rafters rigidly connected to tapered or uniform depth columns. The frame provides a clear span (no interior columns) and is designed to support the applied loads as specified. (AISC Type 1 Construction) ANALYSIS: The boundary conditions established for RIGID FRAMES assume the rafter beam is a fully continuous member, spanning from building eave to building eave, with exterior columns rigidly attached (moment resisting connection). The Exterior Columns are typically pinned connected (free to rotate) at their base connection to the foundation. DESIGN• RIGID FRAMES are designed in accordance with the AISC 'Specification for Structural Steel Buildings' 9th Edition. MATERIAL. Structural steel plate, bar, and/or sheet intended for use in RIGID FRAME bolted and/or welded constructions typically will be of material based on the requirements of ASTM A529 A572, A570, or A607 Grade 50. Design Load Combinations Framing No. Origin Factor Application Description 1 System 1.000 1.0 D 1.0 CG 1.0 L Ib CG +L 2 System 1.000 1.0 D 1.0 CG 1.0 S IP +CG +S 3 System 1.000 1.0 D 1.0 CG 1.0 US1* ID CG US1* 4 System 1.000 1.0 D+ 1.0 CG 1.0 *US 1 u CG *US I 5 System 1.000 1.OD +1.OW1> IP Wl> 6 System 1.000 1.0 D 1.0 <W1 IN <W1 7 System 1.000 1.0 D 1.0 W2> I D W2> 8 System 1.000 1.0 D 1.0 <W2 I' <W2 9 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 W I> I I CG L W 1> 10 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 <W1 I I CG L <W 1 11 System 1.000 1.0 D+ 1.0 CG +0.750 L+ 0.750W2> IP +CG +L +W2> 12 System 1.000 1.OD +I.00G +0.750L +0.750 <W2 IP +CG +L <W2 13 System 1.000 1.OD +1.00G +0.7505 +0.750W1> III +CG +S +W1> 14 System 1.000 1.OD +1.0CG +0.7505 +0.750 <Wl IP +CG +S +<W1 15 System 1.000 1.OD +1.0CG +0.750S +0.750W2> IP +CG +S +W2> 16 System 1.000 1.0 D+ 1.0 CG 0.750 S 0.750 <W2 I) +CG+S+<W2 17 System 1.000 0.600D +1.OW1> IP Wl> 18 System 1.000 0.600 D 1.0 <W1 I D <W I 19 System 1.000 0.600 D 1.0 W2> ID W2> 20 System 1.000 0.600 D 1.0 <W2 I s <W2 21 System 1.000 1.0 D 1.0 CG 0.700 E> 0.700 EG+ II +CG +E +EG+ 22 System 1.000 1.0 D 1.0 CG 0.700 <E 0.700 EG+ Ito CG <E EG+ 23 System 1.000 1.0 D 1.0 CG 0.750 L 0.750 E> 0.750 EG+ IP +CG +L +E> +EG+ 24 System 1.000 1.OD +1.00G +0750L +0.750 <E +0.750EG+ II +CG+L+<E+EG+ 25 System 1.000 0.600 D 0.600 CG 0.700 E> 0.700 EG- lb CG E> EG- 26 System 1.000 0.600 D 0.600 CG 0.700 <E 0.700 EG- lb CG <E EG- 27 System 1.275 0.900 D 0.900 CG 1.0 E> 0.700 EG- lb CG E> EG- 28 System 1.275 0.900 D 0.900 CG 1.0 <E 0.700 EG- lb CG <E EG- 29 System 1.275 1.200 D 1.200 CG 0.200 S 1.0 E> 0.700 EG+ I P CG S E> EG+ 30 System 1.275 1.200 D 1.200 CG 0.200 S 1.0 <E 0.700 EG+ ID CG S <E EG+ 31 Special 1.275 0.900 D 0.900 CG+ 2.500 E> 1.0 EG- I1 CG E> EG- 32 Special 1.275 0.900 D 0.900 CG 2.500 E 1.0 E G I I CG <E EG- 33 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 E> 1.0 EG+ t CG S E> EG+ 34 Special 1.275 1.200 D 1.200 CG 0.200 S 2.500 <E 1.0 EG+ D CG S <E EG+ 35 AISC Special 1.700 0.900 D 0.900 CG D CG 36 AISC Special 1 700 0.900 D 0.900 CG D CG 37 AISC Special 1.700 1.200 D 1.200 CG 0.200 S D CG S 38 AISC Special 1 700 1.200 D 1.200 CG 0.200 S ID CG S 39 System Derived 1.000 1.0 D 1.0 CG 0.210 E> 0.700 EG+ 0.700 EB> D CG E> EG+ EB> 40 System Derived 1.000 1.0 D 1.0 CG 0.210 <E 0.700 EG+ 0.700 EB> D CG <E EG+ ER> 41 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> 42 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> 43 System Derived 1.000 D.600 D 0.600 CG 0.210 E> 0.700 EG- 0.700 EB> D CG E> EG- EB> 44 System Derived 1.000 0.600 D 0.600 CG 0.210 <E 0.700 EG- 0.700 EB> D CG <E EG- EB> 45 System Derived 1.275 0.900 D 0.900 CG 0.300 E> 0.700 EG- 1.0 EB> D CG E> EG- EB> 46 System Derived 1.275 D.900 D 0.900 CG 0.300 <E 0.700 EG- 1.0 EB> CG <E EG- EB> 47 System Derived 1275 1.200 D 1.200 CG 0.200 S 0.300 E> 0.700 EG+ 1.0 EB> G+S +E>+EG++EB> 48 System Derived 1.275 1.200 D 1.200 CG 0.200 S 0.300 <E 0.700 EG+ 1.0 EB> CG+S+<E +EG++EB> 49 Special 1.275 0.900 D 0.900 CG 2.500 EB> 1.0 EG- CG EB> EG- VPC File:CA0600160 -010E1 vpc VPC Version .5.3c VP BUILDINGS VARCO- PRUDEN 50 Special 1.275 51 System Derived 1:000 52 System Derived 1.000 53 System Derived 1.000 54 System Derived 1.000 55 System Derived 1.000 56 System Derived 1.000 57 System Derived 1.275 58 System Derived 1.275 59 System Derived 1.275 60 System Derived 1.275 61 Special 1.275 62 Special 1.275 63 System Derived 1.000 64 System Derived 1.000 65 System Derived 1.000 66 System Derived 1.000 67 System Derived 1.000 68 System Derived 1.000 69 System Derived 1.000 70 System Derived 1.000 71 System Derived 1.000 72 System Derived 1.000 73 System Derived 1.000 74 System Derived 1.000 75 System Derived 1.000 76 System Derived 1.000 77 System Derived 1.000 78 System Derived 1.000 79 System Derived 1.000 80 System Derived 1.000 81 System Derived 1.000 82 System Derived 1.000 83 System Derived 1.000 84 System Derived 1.000 85 System Derived 1.000 86 System Derived 1.000 87 System Derived 1.000 88 System Derived 1.000 89 System Derived 1.000 90 System Derived 1.000 91 System Derived 1.000 92 System Derived 1.000 93 System Derived 1.000 94 System Derived 1.000 95 System Derived 1.000 96 System Derived 1.000 97 System Derived 1.000 98 System Derived 1.000 99 System Derived 1.000 100 System Derived 1.000 101 System Derived 1.000 102 System Derived 1.000 103 System Derived 1.000 104 System Derived 1.000 105 System Derived 1.000 106 System Derived 1.000 107 System Derived 1.000 108 System Derived 1.000 109 System Derived 1.000 110 System Derived 1.000 Frame Member Sizes Mem. No. 1 2 3 I Flg.Width Fig Thk Web Thk Depth1 (in.) I (in.) I (in.) I (in.) 5.00 0.1345 0.1345 8.50 5.00 0.1345 0.1345 11.00 5.00 0.1345 0.1345 11.00 VPC File:CA0600160 -01 0E1 vpc Calculations Package 1.200 D 1.200 CG+ 0.200 S 2.500 EB> 1.0 EG+ 1.0 D 1.0 CG 0.210 E> 0.700 EG+ 0.700 <EB 1.0 D+ 1.0 CG +0.210 <E +0.700 EG+ 0.700 <EB 1. OD +1.0CG +0750L +0.225E +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 D.600 D 0.600 CO 0210 <E 0.700 EG- 0.700 <EB 0.900 D 0.900 CG 0.300 E> 0.700 EG- 1.0 <EB D.900 D 0.900 CG+ 0.300 <E 0.700 EG- 1.0 <EB 1.200 D 1.200 CG+ 0200 S 0.300 F> 0.700 EG+ 1.0 <EB 1.200 D 1.200 CG 0200 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 0200 S 2.500 <EB 1.0 EG+ 1.0 D 0.750 W1> +0.750 WB1> 1.0 D 0.750 <W l 0.750 WB1> 1.OD +I.OWP +1.OWB1> 1.0 D 1.0 CG 0.750 L+ 0.563 W 1> 0.563 WB1> 1.0 D+ 1.0 CG+ 0.750L +0.563 <W1+ 0.563 WB1> 1.0 D 1.0 CG 0.750 L+ 0.750 WP+ 0.750 WB1> 1.0 D 1.0 CG 0.750 S 0.563 Wl> +0.563 WB1> 1.0 D 1.0 CG 0.750 S 0.563 <WI 0.563 WB1> 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 WB1> 0.600 D 0.750 W 1> 0.750 WB1> 0.600 D 0.750 <W 1 0.750 WB1> 0.600 D 1.0 WP 1.0 WB1> 1.0 D 0.750 WI> 0.750 <WB1 1.0D +0.750 <W1 +0.750 <WB1 1.OD +1.0WP +1.0<WB1 1.0 D 1.0 CG+ 0.750 L+ 0.563 Wl> 0.563 <WB1 1.0 D+ 1.0 CG+ 0.750 L 0.563 <W1 0.563 <WB1 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 <WB1 1.0 D+ 1.0 CG +0.750 S 0.563 WI> 0.563 <WB1 1.0 D+ 1.0 CG+ 0.750S +0.563 <W1 +0.563 <WB1 1.0D +1.0CG +0.7505 +0.750WP +0.750 <WB1 0.600 D 0.750 W 1> 0.750 <WB1 0.600 D 0.750 <W1 0.750 <WB1 0.600 D 1.0 WP 1.0 <WB1 1.0 D 0.750 W2> 0.750 WB2> 1.0 D 0.750 <W2 0.750 WB2> 1.0 D 1.0 WP 1.0 WB2> 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 WB2> 1.0 D 1.0 CG 0.750 L+ 0.563 <W2 0.563 WB2> 1.0 D 1.0 CG 0.750 L 0.750 WP 0.750 WB2> 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 WB2> 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 WB2> 1.O D 1.0 CG 0.750 S 0.750 WP 0.750 WB2> 0.600 D 0.750 W2> 0.750 WB2> 0.600 D 0.750 <W2 0.750 WB2> 0.600 D 1.0 WP 1.0 WB2> 1.0 D 0.750 W2> 0.750 <WB2 1.0 D 0.750 <W2 0.750 <WB2 1.0 D+ 1.0 WP 1.0 <WB2 1.0 D 1.0 CG 0.750 L 0.563 W2> 0.563 <WB2 1.0 D 1.0 CG 0.750 L 0.563 <W2 0.563 <WB2 1.0 D+ 1.0 CG+ 0.750 L 0.750 WP 0.750 <WB2 1.0 D 1.0 CG 0.750 S 0.563 W2> 0.563 <WB2 1.0 D 1.0 CG 0.750 S 0.563 <W2 0.563 <WB2 1.0 D 1.0 CG 0.750 S 0.750 WP 0.750 <WB2 D.600 D 0.750 W2> 0.750 <WB2 0.600 D 0.750 <W2 0.750 <WB2 D.600 D 1.0 WP 1.0 <WB2 Date: 2/6/2006 Time: 9 40 AM Page: 68 of 75 CG S EB> EG+ CG E> EG+ <EB CG <E EG+ <EB G+L +E>+EGII <EB G+L+<E +EGII <EB CG E> EG- <EB CG <E EG- <EB CG E> EG- <EB CG <E EG- <EB G+S +E>+EGiI <EB G+S+<E+EG-H-<EB CG <EB EG- CG S <EB EG+ +W1 +WB1> <W1 +WB1> +WP +WBI> +CG +L +WI +WB1> +CG +L <W1 +WB1> +CG +L +WP +WB1> +CG +S +WI +WB1> +CG +S +<W1 +WB1> +CG +S +WP +WB1> +Wl +WB1> +<W1 +WB1> +WP +WB1> +WI <WBI <W1 +<WB1 +WP <WB1 +CG +L +WI +<WB1 +CG +L +<W1 +<WB1 +CG +L +WP +<WB1 +CG +S +W1 +<WB1 +CG +S+<W1 <WB1 CG S WP <WB1 +Wl <WBI <W1 <WBI WP <WB1 W2> WB2> <W2 WB2> WP WB2> CG L W2> WB2> CG L <W2 WB2> CG L WP WB2> CG S W2> WB2> CG S <W2 WB2> CG S WP WB2> W2> WB2> <W2 WB2> WP WB2> W2> <WB2 <W2 <WB2 WP <WB2 CG L W2> <WB2 +CG +L <W2 +<WB2 CG L WP <WB2 +CG +S +W2 +<WB2 +CG +S +<W2 <WB2 CG S WP <WB2 W2> <WB2 <W2 <WB2 WP <WB2 Depth2 Length Weight Fig Fy Web Fy Splice Codes (in.) (ft) I (p) I Qcsi) I (ksi) I Jt.1 I Jt.2 8.50 9.02 91.0 50.00 50.00 BP KN 11.00 12.37 127 4 50.00 50.00 KN SP 11.00 1237 127 4 50.00 50.00 SP KN VPC Version .5.3c Shape 3P 3P 3P VP BUILDINGS VARCO.PRU DEN Boundary Condition Summary Member I X -Loc I Y -Loc 1 I 0/0/0 I 0/0/0 4 j 24/0/0 0/0/0 Calculations Package 4 1 5.00 1 0.1345 1 0.1345 1 8.50 I 8.50 1 9.02 I 91.01 50.00 I 50.00 1 BP 1 KN 1 3P Total Frame Weight 436.9 (p) (Includes all plates) Frame Pricing Weight 4893 (p) (Includes all pieces) Frame Reactions Load Cases at Frame Cross Section: 4 X -Loc 0/0/0 24/0/0 Gridl Grid2 4 -B 4 -A Ld Description Hx Vy Hx Hz Vy Cs (application factor not shown) (k) (k) (k)_ (k) (k) 1 D CG L 0.85 2.99 -0.85 2.99 2 D CG S 0.99 3.46 -0.99 3.46 3 D +CG +USI* 0.88 2.07 -0.88 4.07 4 D CG+ *US1 0.88 4.07 -0.88 2.07 5 D W 1> 1.23 1 71 -0.56 -0.68 6 Di- <W 1 0.56 -0.68 1.23 1 71 7 D W2> 1.30 -0.96 -0.48 0.07 8 D <W2 0.48 0.07 130 -0.96 9 D +CG +L +W1> -0.29 0.88 1.04 1.65 10 D +CG +L <W1 1.04 1.65 029 0.88 11 D CG L W2> -0.34 1 45 -0.99 2.22 12 D CG L <W2 0.99 2.22 034 1.45 13 D +CG +S +Wl> -0.19 1.23 1.15 2.00 14 D +CG +S <Wl 1.15 2.00 0.19 1.23 15 D +CG +S +W2> -0.24 1.80 1.09 2.57 16 D CG S <W2 1.09 2.57 0.24 1.80 17 D +WI> 1.27 1.90 -0.51 -0.88 18 D <W 1 0.51 -0.88 1.27 1.90 19 D W2> 1.34 1.15 -0.44 -0.13 20 D <W2 0.44 -0.13 134 1.15 21 D +CG +E +EG+ 0.13 1.06 -0.58 148 22 D +CG <E +EG+ 0.58 1.48 -0.12 1.06 23 D +CG +L +E> +EG+ 0.52 2.45 1.01 2.91 24 D +CG +L <E +EG+ 1.00 2.91 -0.51 2.45 25 D CG E> EG- -0.08 0.33 -0.38 0.75 26 D CG <E EG- 0.37 0.75 0.09 0.33 27 D +CG +E> +EG- -0.08 0.58 -0.57 1.18 28 D +CG +<E +EG- 0.56 1.18 0.09 0.58 29 D+CG+ S E> +EG+ 0.23 1.66 -0.88 227 30 D CO S <E EG+ 0.87 2.27 -0.22 1.66 39 D CG E> EG+ EB> 0.27 1.20 -0.41 2.16 40 D CG <E EG+ EB> 0.41 132 -0.27 2.03 41 D+CG+L +E>+EG++EB> 0.68 2.60 -0.82 3.63 42 D+CG+L+<E +EG++EB> 0.82 2.73 -0.67 3 49 43 D CG E> EG- EB> 0.07 0.46 -0.20 1 43 44 D CG <E EG- EB> 020 0.59 -0.06 130 45 D CG+ E> EG- EB> 0.13 0.77 -032 2.15 46 D CG <E EG- EB> 0.32 0.95 -0.12 1.97 47 D+CG+S +E>+EG++EB> 0.44 1.86 -0.63 3.23 48 D+CG+S+<E +EG++EB> 0.63 2.04 -0.43 3.05 51 D CG E> EG++ <EB 0.29 1.22 -0.43 1.21 0.52 52 D CG <E EG+ <EB 0.43 1.34 -0.29 1.21 0.39 53 D+CG+L +E>+EG++<EB 0.70 2.62 -0.85 129 1.87 54 D+CG+L+<E +EG++<EB 0.84 2.76 -0.70 129 173 55 D CG E> EG- <EB 0.09 0.48 -0.23 1.21 -0.22 56 D CG <E EG- <EB 022 0.61 -0.09 1.21 -0.34 57 D +CG +E> +EG <EB 0.16 0.80 -0.35 172 -0.20 58 D +CG +<E +EG <EB 035 0.98 -0.15 1.72 -0.38 59 D+CG+S +E>+EG++<EB 0.47 1.89 -0.66 I 72 0.88 60 D+CG+S+<E +EG++<EB 0.66 2.07 -0.46 172 0.70 63 D +WI +WBI> -0.90 118 -0.43 0.52 64 D <W 1 WB 1> 0 43 -0.41 0.90 -0.25 65 D WP WB 1> 0.17 1.54 -0.17 -0.31 66 D CG L W 1> WB 1> -0.05 1.29 -0.95 2.56 67 D +CG +L +<W1 +WB1> 0.95 1.86 0.05 1.98 Date: 2/6/2006 Time: 9 40 AM Page: 69 of 75 Supp. X I Supp. Y I Moment I Displacement X(in.) I Displacement Y(in.) I Displacement ZZ(rad.) Yes I Yes I No I 0/0/0 I 0 /0 /0 I 0.0000 Yes Yes No 0 /0 /0 0 /0 /0 0.0000 VPC File:CA0600160 -010E1 vpc VPC Version .5.3c VP BUILDINGS VA RCO. PRUDEN 68 D +CG +L +WP +WB1> 69 D +CG +S +WI +WBI> 70 D +CG +S +<W1 +WB1> 71 D +CG +S+WP +WB1> 72 D +W1 +WB1> 73 D <W1 +WB1> 74 D +WP +WB1> 75 D +WI <WB1 76 D <W1 <WB1 77 D +WP +<WB1 78 D +CG +L +WI <WB1 79 D +CG +L <W1 <WB1 80 D +CG +L +WP +<WB1 81 D +CG +S +WI <WB1 82 D +CG +S +<W1 +<WBI 83 D +CG +S +WP <WB1 84 D +W1 +<WB1 85 D+ <Wl <WB1 86 D +WP +<WB1 87 D +W2> +WB2> 88 D <W2 WB2> 89 D +WP +WB2> 90 D +CG +L +W2 +WB2> 91 D +CG +L <W2 +WB2> 92 D +CG +L +WP +WB2> 93 D +CG +S +W2 +WB2> 94 D +CG +S +<W2 +W132> 95 D +CG +S +WP +WB2> 96 D +W2 +WB2> 97 D <W2 +WB2> 98 D +WP +WB2> 99 D W2> <WB2 100 D <W2 <WB2 101 D +WP <WB2 102 D +CG +L +W2 +<WB2 103 D +CG +L +<W2 <WB2 104 D +CG +L +WP +<WB2 105 D +CG +S +W2 <WB2 106 D +CG +S +<W2 <WB2 107 D +CG +S +WP <WB2 108 D +W2 <WB2 109 D +<W2 +<WB2 110 D WP <WB2 Calculations Package 0.75 1.01 -0.75 1.94 0.05 1.63 1.05 2.90 1.05 2.21 -0.05 2.33 0.85 1.36 -0.85 2.28 -0.95 1.37 -0.39 0.32 0.39 -0.60 0.95 -0.45 0.12 173 -0.12 -0.50 -0.88 1.15 -0.46 1.33 1.30 0.46 -0.38 0.88 1.33 -2.07 0.20 1.51 -0.20 1.78 -2.73 -0.03 1.30 -0.97 1.00 1.19 0.97 1.88 0.03 1.00 0.62 0.78 1.03 -0.78 1.33 0.12 0.07 1.65 1.07 1.00 1.54 1.07 2.23 -0.07 1.00 0.97 0.88 1.38 -0.88 133 0.47 -0.93 1.35 -0.41 1.33 1.49 0.41 -0.58 0.93 133 -2.26 0.15 1.70 -0.15 1.78 2.92 -0.95 -0.61 -0.38 1.08 038 0.16 0.95 031 0.17 1.54 -0.17 -0.31 -0.09 1 71 -0.91 2.98 0.91 2.29 0.09 2.40 0.75 1.01 -0.75 1.94 0.01 2.06 1.02 3.33 1.02 2.64 -0.01 2.75 0.85 1.36 -0.85 2.28 1.00 -0.81 -0.33 0.89 033 -0.04 1.00 0.12 0.12 1.73 -0.12 -0.50 -0.93 -0.59 -0.41 133 -0.73 0.41 0.18 0.93 133 1.51 0.20 1.51 -0.20 1 78 -2.73 -0.07 1 72 -0.93 1.00 1.62 0.93 230 0.07 1.00 1.04 0.78 1.03 -0.78 133 0.12 0.03 2.07 1.03 1.00 1.97 1.03 2.65 -0.03 1.00 139 0.88 138 -0.88 1.33 0.47 -0.98 -0.78 -0.36 1.33 -0.93 036 -0.01 0.98 1.33 1 70 0.15 1 70 -0.15 1 78 -2.92 Date: 2/6/2006 Time: 9 40 AM Page: 70 of 75 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) 24 0/0 14 -A I 1.15 113 I 1.34 120 I I I 1.78 1 101 I 2.92 186 I 4.07 13 Sum of Forces with Reactions Check Framing Horizontal Ver ical Load Type Load Reaction Load Reaction (k) M (k) (k) D 0.00 0.00 1.02 0.96 CG 0.00 0.00 1.30 1.30 L 0.00 0.00 3.72 3 72 S 0.00 0.00 4.66 4.66 US1* 0.00 0.00 3.88 3.88 *US1 0.00 0.00 3.88 3.88 Wl> 1.78 178 3.36 3.36 <W1 178 178 3.36 336 W2> 1 78 1.78 1.86 1.86 <W2 1 78 1 78 1.86 1.86 E> 0.65 0.65 0.00 0.00 EG+ 0.00 0.00 0.40 0.40 VPC File:CA0600160 -010E1 vpc VPC Version :5.3c VP BUILDINGS VARCO- RRUDEN Calculations Package <E 0.65 0.65 0.00 0.00 EG- 0.00 0.00 0.40 0.40 EB> 0.00 0.00 0.00 1.16 <EB 0.00 0.00 0.00 1.16 WB1> 0.00 0.00 0.00 1.19 WP 0.00 0.00 4.01 4.01 <WB1 0.00 0.00 0.00 1.19 WB2> 0.00 0.00 0.00 1.19 <WB2 0.00 0.00 0.00 1.19 Date: 2/6/2006 Time: 9 40 AM Page: 71 of 75 Base Plate Summary X -Loc I Grid I Mem. I Thickness I Width I L ength Num. Of I Bolt Diam. I Type I Welds to I Welds to No. (in.) (in.) (in.) Bolts (in.) Flange Web 24/0 0 i 4 A 14 I 0375 I 8 I 10 4 I 0.750 I A36 I OS 0.1875 I OS- 0.1875 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth hit a/h a Thick. Width Side Welding No. I No. I I (ft) I (in.) I (in.) I (in.) I (in.) I I Description 1 4 I 1 I S3 I 8.22 I 8.231 N/A N/A I N/A 1 0.1875 1 2.000 I Both I F -FP,W OS- 0.1875 Bolted Connections (A325 Bolts) Bolt Rows -Out I Rows -In I Moment Out I Moment In Mem. Jt. Type Conn. Thick. Width Length Diam. Pitch 2 4 2 4 Ld Actual Capacity Ld Actual Capacity No. No. (in.) (in.) (in.) (in.) (in.) Bolt Bolt I Bolt I Bolt I Cs (in -k) (in-4 Cs (in -k) (in -k) 1 2 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 1 0 1 0 36 202.2 247 7 35 202.2 247 7 2 1 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 1 0 1 0 36 202.2 247 7 35 202.2 247 7 2 2 SP STD 0.375 6.00 1134 0.750 2.50 1 0 1 0 18 36.6 144.7 2 93.0 144 7 3 1 SP STD 0375 6.00 11.34 0.750 2.50 1 0 1 0 18 36.6 144.7 2 93.0 144.7 3 2 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 1 0 1 0 36 202.2 247 7 35 202.2 247 7 4 2 KN(Face) STD 0.500 6.00 11.00 0.750 2.50 1 0 1 0 36 202.2 247 7 35 2022 247 7 Flange Brace Summary Member I From Member Joint 1 I From Side Point 1 I Part I Design Note 2 1/10/12 10/1/13 FB2060 2 10/4/12 1/7/13 FB2060 3 1/5/11 1/7/13 FB2060 3 9/11/11 10/1/13 FB2060 Frame Design Member Summary Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 I Actual Forces I Actual Stresses Allowable I Stress Condition Mem. I Loc. I Depth I Lo I Axial I' Shear I M om -x I Mom -y I Axial I Shear IBnd -X I Axial I I Bnd -Y I Stress /Force I Sum I No. ft in. Case k k in -k in -k ksi ksi ksi ksi Shear Bnd -X I Bnd -Y Bnd +Ax Shear 1 8.25 8.50 2 3.5 1.0 -97.9 0.0 141 0.89 13.97 0.00 22.89 17.55 26.61 26.61 0.578 0.051 2 8.64 11.00 4 -0.9 0.2 101.1 0.0 0.34 0.12 1116 0.00 18.45 13.06 22.21 22.21 0.518 0.009 3 336 11.00 3 -0.9 -0.2 101.1 0.0 034 0.12 11.16 0.00 20.31 13.06 22.21 22.21 0.518 0.009 4 8.25 8.50 2 3.5 1.0 -97.9 0.0 141 0.89 13.97 0.00 22.89 17.55 26.61 26.61 0.578 0.051 Mem. Loc. Depth Area Rx Ry Lx Ly -1 Ly -2 Klx Klyl K1y2 Sx Lbl Rt -1 Lb2 Rt -2 Qs Qa Cbl Cb2 No. I ft I in. I in.2 I in. I in. in. I in. I in. I /Rx I /RY I /Ry I in.3 I in. I in. I in. I in. 1 8.25 8.50 2.45 3.49 1.07 99.02 9.8 7.6 42.6 9.1 7.1 7.01 99.0 1.34 7.6 130 '0.89 1.00 1 75 1.02 2 8.64 11.00 2.79 4.38 1.00 141.05 54.0 24.0 32.2 53.8 23.9 9.06 54.0 1.27 24.0 1.26 0 74 1.00 1.35 1.02 3 3.36 11.00 2.79 438 1.00 141.05 24.0 54.0 32.2 23.9 53.8 9.06 24.0 1.26 54.0 1.27 0.74 1.00 1.02 1.35 4 8.25 8.50 2.45 3.49 1.07 99.02 9.8 7.6 42.6 9.1 7.1 7.01 99.0 134 7.6 1.30 0.89 1.00 175 1.02 Deflection Load Combinations Framing No. Origin Factor Def H I Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 1.0 S S 3 System 1.000 0 180 1.0 US1* US1* 4 System 1.000 0 180 1.0 *US1 *US1 5 System 1.000 0 180 0.700 Wl> WI> 6 System 1.000 0 180 0.700 <W1 <W1 7 System 1.000 0 180 1700 W2> W2> 8 System 1.000 0 180 0.700 <W2 <W2 9 System 1.000 0 180 0.700 WP WP VPC File:CA0600160 -010E1 vpc VPC Version .5.3c VP BUILDINGS VARCO•PRUDEN 10 System 1.000 60 0 D.700 W 1> 11 System 1.000 60 0 0.700 <W1 12 System 1.000 60 0 0.700 W2> 13 System 1.000 60 0 0.700 <W2 14 System 1.000 60 0 0 700 WP 15 System 1.000 60 0 D.600 E> 0.700 EG- 16 System 1.000 60 0 D.600 <E 0.700 EG- Calculations Package W I> <WI W2> <W2 WP E> EG- <E EG- 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. Date: 2/6/2006 Time: 9 40 AM Page: 72 of 75 Maximum Frame Deflection Summary for Cross Section: 4 Description I Deflection (in.) I Ratio (Member/ Joint I Load Case I Load Case Description Max. Horizontal Deflection -0.297 (H/348) 4 2 11 <W1 Max. Vertical Deflection for Span 1 I -0.297 I (I/941) I 3 I 1 I 2 I S VPC File:CA0600160 -010E1 vpc VPC Version .5.3c VP BUILDINGS VARCO.PRUDEN tSYel lil�i$It{( k81?t?Tt Shape: Staff Building Loads and Codes Shape: Staff Building 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: 11/3/0 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 Covering Design Loads Wall: 1 Zone End Zone End Zone End Zone End Zone Interior Area Interior Area Units I Type psf Wl> psf psf psf psf psf CoverinQDesign Loads Wall: 2 Zone I Units I End Zone psf End Zone psf End Zone psf End Zone psf Interior Area psf Interior Area psf Covering Design Loads Wall: 3 Zone I Units I Type I End Zone psf WI> End Zone psf <W2 End Zone psf WI> End Zone psf <W2 Interior Area psf WI> Interior Area psf <W2 Covering Design Loads Wall: 4 VPC File:CA0600160 010E1 vpc <W2 Wl> <W2 W 1> <W2 Type WI> <W2 Wl> <W2 Wl> <W2 Clallam Calculations Package Roof Covering Second. Dead Load: 3.05 psf Frame Weight (assumed for seismic):3.00 psf Snow Load Roof Snow Load: 25.00 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 Description Need Lower Girt Standard Spacing is Adequate Need Lower Girt Standard Spacing is Adequate Need Lower Girt Standard Spacing is Adequate Description Need Lower Girt Standard Spacing is Adequate Need Lower Girt Standard Spacing is Adequate Need Lower Girt Standard Spacing is Adequate Description Need Lower Girt Standard Spacing is Adequate Need Lower Girt Standard Spacing is Adequate Need Lower Girt Standard Spacing is Adequate State: Washington Built Up: 89AISC Cold Form: OIAISI Actual I Locl 35 42 0/0/0 26.45 0/0/0 35.42 21/0/0 26.45 21/0/0 28.69 3/0/0 26.45 3/0/0 VPC Version .5.3c Date: 2/6/2006 Time: 9 40 AM Page: 73 of 75 Country. United States Rainfall: 4 00 inches per hour Allow Overstress: Frrn: 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: 0.1731 Bracing Seismic Period: 0.1104 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. Allow I Ratio Dir. 73.0001 0.49 OUT 26.000 1.02 IN 73.000 0.49 OUT 26.000 1.02 IN 73.000 0.39 OUT 26.000 1.02 IN I Actual I Locl I Allow I Ratio I 35.42 0/0/0 73.000 0.49 26.45 0/0/0 26.000 1.02 35 42 40/0/0 73.000 0.49 26.45 40/0/0 26.000 1.02 28.69 3/0/0 73.000 0.39 26.45 3/0/0 26.000 1.02 Actual I Locl I Allow I Ratio Dir I Coef 35 42 0/0/0 73.000 0.49 OUT 1.580 26.45 0/0/0 26.000 1.02 IN 1 180 35 42 21/0/0 73.000 0.49 OUT 1.580 26.45 21/0/0 26.000 1.02 IN 1.180 28.69 3/0/0 73.000 0.39 OUT 1.280 26.45 3/0/0 26.00 1.02 IN 1.180 Dir. OUT IN OUT IN OUT IN I Coef. 1.580 1.180 1.580 1 180 1.280 1.180 I Coef. 1.580 1 180 1.580 1 180 1.280 1 180 VP BUILDINGS VARCO- PRUDEN Zone End Zone End Zone End Zone End Zone Interior Area Interior Area Covering_Design Loads Roof: A Zone Units Type Entire Surface psf S Entire Surface psf *US1 Corner Zone psf W I> Corner Zone psf <W2 Side Zone psf W 1> Side Zone psf <W2 Corner Zone psf W 1> Corner Zone psf <W2 Side Zone psf W 1> Side Zone psf <W2 Corner Zone psf W 1> Corner Zone psf <W2 Side Zone psf W 1> Side Zone psf <W2 Corner Zone psf Wl> Corner Zone psf <W2 Side Zone psf WI> Side Zone psf <W2 Interior Area psf W 1> Interior Area psf <W2 Covering Design Loads Roof: B Zone Units Type Entire Surface psf S Entire Surface psf US1* Corner Zone psf W 1> Corner Zone psf <W2 Side Zone psf W 1> Side Zone psf <W2 Corner Zone psf W I> Corner Zone psf <W2 Side Zone psf W 1> Side Zone psf <W2 Corner Zone psf W 1> Corner Zone psf <W2 Side Zone psf Wl> Side Zone psf <W2 Corner Zone psf WI> Corner Zone psf <W2 Side Zone psf Wl> Side Zone psf <W2 Interior Area psf W 1> Interior Area psf <W2 Panel Data Wall/Roof Wall: 1 Wall: 2 Wall: 3 Wall: 4 Roof: A Roof: B Fastener Data Wall/Roof I Wall: 1 Wall: 2 Wall: 3 I Units I psf psf psf psf psf psf 1 Type Panel Rib Panel Rib Panel Rib Panel Rib SSR SSR Type I Wl> <W2 W l> <W2 W l> <W2 Type Color Match Carbon Color Match Carbon Color Match Carbon VPC File:CA0600160 010E1 vpc I Thickness I 24 24 24 24 24 24 Description Standard Spacing is Adequate Standard Spacing is Adequate Non -std Spacing: 2/0/0 Required Standard Spacing is Adequate Non -std Spacing: 4/6/0 Required Standard Spacing is Adequate Non -std Spacing: 2/0/0 Required Standard Spacing is Adequate Non -std Spacing: 4/6/0 Required Standard Spacing is Adequate Non -std Spacing: 2/0/0 Required Standard Spacing is Adequate Non -std Spacing: 4/6/0 Required Standard Spacing is Adequate Non -std Spacing: 2/0/0 Required Standard Spacing is Adequate Non -std Spacing: 4/6/0 Required Standard Spacing is Adequate Standard Spacing is Adequate Standard Spacing is Adequate Description Standard Spacing is Adequate Standard Spacing is Adequate Non -std Spacing: 2/0/0 Required Standard Spacing is Adequate Non -std Spacing: 4/6/0 Required Standard Spacing is Adequate Non -std Spacing: 2/0/0 Required Standard Spacing is Adequate Non -std Spacing: 4/6/0 Required Standard Spacing is Adequate Non -std Spacing: 2/0/0 Required Standard Spacing is Adequate Non -std Spacing: 4/6/0 Required Standard Spacing is Adequate Non -std Spacing: 2/0/0 Required Standard Spacing is Adequate Non -std Spacing: 4/6/0 Required Standard Spacing is Adequate Standard Spacing is Adequate Standard Spacing is Adequate 1 Length Standard Option Standard Option Standard Option Calculations Package Description Need Lower Girt Standard Spacing is Adequate Need Lower Girt Standard Spacing is Adequate Need Lower Girt Standard Spacing is Adequate Finish 1 KXL KXL KXL KXL KXL KXL Date: 2/6/2006 Time: 9 40 AM Page: 74 of 75 Actual I Locl I Allow I Ratio I Dir. I Coef. 35 42 0/0/0 73.000 0.49 OUT 1.580 26.45 0/0/0 26.000 1.02 IN 1.180 35 42 40/0/0 73.000 0.49 OUT 1.580 26.45 40/0/0 26.000 1.02 IN 1.180 28.69 3/0/0 73.000 0.39 OUT 1.280 26.45 3/0/0 26.000 1.02 IN 1.180 Actual Locl Allow I Ratio Dir. 26.13 0/0/0 75.000 035 IN 42.80 0/0/0 75.000 0.57 IN 65.68 3/0/0 76.000 0.86 OUT 16.37 3/0/0 75.000 0.22 IN 41.02 3/0/0 40.004 1.03 OUT 16.37 3/0/0 75.000 0.22 IN 65.68 3/0/0 76.000 0.86 OUT 16.37 3/0/0 75.001) 022 IN 41.02 40/0/0 40.000 1.03 OUT 16.37 40/0/0 75.000 0.22 IN 65.68 40/0/0 76.0001 0.86 OUT 16.37 40/0/0 75.000 022 IN 41.02 40/0/0 40.000 1.03 OUT 16.37 40/0/0 75.000 022 IN 65.68 40/0/0 76.000 0.86 OUT 16.37 40/0/0 75.000 0.22 IN 41.02 3/0/0 40.000 1.03 OUT 1637 3/0/0 75.000 022 IN 23.08 3/0/0 37.000 0.62 OUT 16.37 3/0/0 75.0001 022 IN Coef. 1.000 1.667 2.980 0.680 1.880 0.680 2.980 0.680 1.880 0.680 -2.980 0.680 1.880 0.680 -2.980 0.680 1.880 0.680 1.080 0.680 Actual Locl Allow I Ratio Dir. Coef. 26.13 43/0/0 75.000 035 IN 1.000 42.80 43/0/0 75.000 0.57 IN 1.667 65.68 3/0/0 76.000 0.86 OUT -2.980 16.37 3/0/0 75.0001 0.22 IN 0.680 41.02 3/0/0 40.000 1.03 OUT 1.880 16.37 3/0/0 75.000 022 IN 0.680 65.68 3/0/0 76.001) 0.86 OUT -2.980 1637 3/0/0 75.000 022 IN 0.680 41.02 40/0/0 40.000 1.03 OUT 1.880 16.37 40/0/0 75.000 0.22 IN 0.680 65.68 40/0/0 76.0001 0.86 OUT 2.980 16.37 40/0/0 75.0001 0.22 IN 0.680 41.02 40/0/0 40.000 1.03 OUT 1.880 16.37 40/0/0 75.000 022 IN 0.680 65.68 40/0/0 76.000 0.86 OUT -2.980 16.37 40/0/0 75.000 0.22 IN 0.680 41.02 3/0/0 40.000 1.03 OUT 1.880 16.37 3/0/0 75.000 0.22 IN 0.680 23.08 3/0/0 37.000 0.62 OUT 1.080 16.37 3/0/0 75.000 0.22 IN 0.680 Color I Direction I Gable Dir I Max. Length Cool Sierra Tan Left to Right Peak Out 41/0/0 Cool Sierra Tan Left to Right Peak Out 41/0/0 Cool Sierra Tan Left to Right Peak Out 41/0/0 Cool Sierra Tan Left to Right Peak Out 41/0/0 Cool Regal White Right to Left Not Applicable 51/0/0 Cool Regal White Right to Left Not Applicable 51/0/0 Spacing 'Washers! Insul. Block I Mod. Ctrl. 'Ice Damming Standard Option No None No Yes Standard Option No None No Yes Standard Option No None No Yes VPC Version .5.3c VP BUILDINGS VA RC0-PRUDEN all: 4 'r oof: A oof: B Date: 2/6/2006 Calculations Package Time: 9 40 AM Page: 75 of 75 Color Match Carbon Standard Option Standard Option No None No Yes Stainless Steel Capped Standard Option Ice Damming UL90 Uplift Yes None No Yes Stainless Steel Capped Standard Option Ice Damming UL90 Uplift Yes None No Yes VPC File:CA0600160 -010E1 vpc VPC Version :5.3c