GENERAL INFORMATION FOR COLUMN BASE REACTIONS

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U09Y0061A - GaragePlus - RV Storage R1 of 12 1050 North Watery Lane Ph: (435) 919-3100 Brigham City, UT 84302Fax: (435) 919-3101 Page R1 of Date: 3/24/09 GENERAL INFORMATION FOR COLUMN BASE REACTIONS FOR REVIEW FOR CONSTRUCTION Job Name: GaragePlus - RV Storage Nucor Job Number: U09Y0061A Customer: Mako Steel Inc. Nucor Engineer: Brian Birch Column base reactions are included in this packet for a building designed by Nucor Building Systems. These reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to which the building may be subject, per the appropriate building code and loading information provided to Nucor Building Systems at the date of design. Reaction packets marked "PRELIMINARY" are subject to change and are usually provided at the request of the customer, although the Nucor Engineer believes he is working with undefined, incomplete or assumed information. Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations to be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction, and the case which produces the largest reaction at a particular column should be used for design. Sign conventions for computer generated frame reactions are as follows and should be taken in the sense of the frame sketch given on the reactions sheets. GLOBAL X GLOBAL Y GLOBAL Z ( + to right) ( + upward) ( + counter-clockwise) + X + Y Anchor bolt diameter, grade, location and projection is provided on the Anchor Bolt Plan. Anchor bolt embedment lengths and types are not provided by Nucor Building Systems. This Information is closely related to the complete foundation design which should be done by a Registered Professional Engineer familiar with the local site conditions and construction practices. + Z

U09Y0061A - GaragePlus - RV Storage R2 of 12 NUCOR BUILDING SYSTEMS Job #: U09Y0061A Page: Frame : Frame Line 3-23 4-24 By: NBSUT\bbirch Date: 03-30-09 Job Name: GARAGEPLUS - RV STORAGE File: E01 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A Y B 17.17 17.17 C Z X 2.00 12.00 12.00 2.00 36.69 33.83 33.83 COL01 COL02 COL03 0.00 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD LOAD CASE 6 - SNOW COL01 0 2 0 COL01-1 6 0 COL02 0 3 0 COL02 0 6 0 COL03 0 2 0 COL03 1 6 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL LOAD CASE 7 - WIND CASE 1 TO RIGHT COL01 0 1 0 COL01 1-5 0 COL02 0 1 0 COL02 0-5 0 COL03 0 1 0 COL03 0-4 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 3 - FLOOR DEAD LOAD CASE 8 - WIND CASE 1 TO LEFT COL01-1 16 0 COL01 0-5 0 COL02 0 31 0 COL02 0-3 0 COL03 1 16 0 COL03-1 -6 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 4 - ROOF LIVE LOAD CASE 9 - WIND CASE 2 TO RIGHT COL01-1 5 0 COL01 1-7 0 COL02 0 7 0 COL02 0-6 0 COL03 1 5 0 COL03-1 -5 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 5 - FLOOR LIVE LOAD CASE 10 - WIND CASE 2 TO LEFT COL01-1 41 0 COL01 1-6 0 COL02 0 82 0 COL02 0-4 0 COL03 1 41 0 COL03-1 -8 0 ----------------------------------------------------------------------------------------------------------

U09Y0061A - GaragePlus - RV Storage R3 of 12 NUCOR BUILDING SYSTEMS Job #: U09Y0061A Page: Frame : Frame Line 3-23 4-24 By: NBSUT\bbirch Date: 03-30-09 Job Name: GARAGEPLUS - RV STORAGE File: E01 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A Y B 17.17 17.17 C Z X 2.00 12.00 12.00 2.00 36.69 33.83 33.83 COL01 COL02 COL03 0.00 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 1 TO BACK LOAD CASE 14 - SEISMIC TO LEFT COL01-2 -7 0 COL01 3 173 0 COL02-4 -7 0 COL02 5 1 0 COL03-2 -8 0 COL03 0-1-73 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 12 - LONG. WIND 1 TO FRONT LOAD CASE 15 - ALTERNATE SNOW 1 COL01 2-7 0 COL01 0 5 0 COL02 4-7 0 COL02 0 4 0 COL03 2-8 0 COL03 0 0 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 13 - SEISMIC TO RIGHT LOAD CASE 16 - ALTERNATE SNOW 2 COL01 0-73 1 0 COL01 0 0 0 COL02-5 -1 0 COL02 0 4 0 COL03 1 173 0 COL03 0 5 0 ----------------------------------------------------------------------------------------------------------

U09Y0061A - GaragePlus - RV Storage R4 of 12 NUCOR BUILDING SYSTEMS Job #: U09Y0026A Page: Frame : Frame Line 32,24-23 By: NBSUT\bbirch Date: 03-30-09 Job Name: GARAGEPLUS - RV STORAGE File: E02 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A Y B 17.17 17.17 C Z X 2.00 12.00 12.00 2.00 36.69 33.83 33.83 0.00 COL01 COL02 COL03 0.00 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD LOAD CASE 6 - SNOW COL01 0 2 0 COL01 0 5 0 COL02 0 6 0 COL02 0 16 0 COL03 0 2 0 COL03 0 5 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL LOAD CASE 7 - WIND CASE 1 TO RIGHT COL01 0 1 0 COL01 0-5 0 COL02 0 2 0 COL02 0-13 0 COL03 0 1 0 COL03 0-4 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 3 - FLOOR DEAD LOAD CASE 8 - WIND CASE 1 TO LEFT COL01 0 16 0 COL01 0-4 0 COL02 0 31 0 COL02 0-11 0 COL03 0 16 0 COL03 0-6 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 4 - ROOF LIVE LOAD CASE 9 - WIND CASE 2 TO RIGHT COL01 0 5 0 COL01 0-6 0 COL02 0 17 0 COL02 0-15 0 COL03 0 5 0 COL03 0-5 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 5 - FLOOR LIVE LOAD CASE 10 - WIND CASE 2 TO LEFT COL01 0 41 0 COL01 0-5 0 COL02 0 82 0 COL02 0-13 0 COL03 0 41 0 COL03 0-7 0 ----------------------------------------------------------------------------------------------------------

U09Y0061A - GaragePlus - RV Storage R5 of 12 NUCOR BUILDING SYSTEMS Job #: U09Y0026A Page: Frame : Frame Line 2,24 3-23 By: NBSUT\bbirch Date: 03-30-09 Job Name: GARAGEPLUS - RV STORAGE File: E02 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A Y B 17.17 17.17 C Z X 2.00 12.00 12.00 2.00 36.69 33.83 33.83 0.00 COL01 COL02 COL03 0.00 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 11 - LONG. WIND 1 TO BACK LOAD CASE 14 - SEISMIC TO LEFT COL01-2 -6 0 COL01 0 173 0 COL02-3 -17 0 COL02 0 1146 0 COL03-2 -6 0 COL03 0-1-73 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 12 - LONG. WIND 1 TO FRONT LOAD CASE 15 - ALTERNATE SNOW 1 COL01 2-6 0 COL01 0 4 0 COL02 4-17 0 COL02 0 6 0 COL03 2-6 0 COL03 0-1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 13 - SEISMIC TO RIGHT LOAD CASE 16 - ALTERNATE SNOW 2 COL01 0 173 0 COL01 0-1 0 COL02-5 -1 0 COL02 0 6 0 COL03 0 1-72 0 COL03 0 4 0 ----------------------------------------------------------------------------------------------------------

NUCOR BUILDING SYSTEMS Job #: U09Y0026A Page: Frame : Hip Rafter at 1-A,1-B,25-1,25-b By: NBSUT\bbirch Date: 03-30-09 Job Name: GARAGEPLUS - RV STORAGE File: E04 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** U09Y0061A - GaragePlus - RV Storage R6 of 12 Z Y X C 1.41 24.28 12.00 33.83 36.69 2.45 COL01 COL02 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD LOAD CASE 7 - USER OVERRIDE SNOW COL01 0 2 0 COL01 0 15 0 COL02 0 1 0 COL02 0 6 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL LOAD CASE 8 - WIND CASE 1 TO RIGHT COL01 0 1 0 COL01 0-6 0 COL02 0 1 0 COL02 0-4 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 3 - FLOOR DEAD LOAD CASE 9 - WIND CASE 1 TO LEFT COL01 0 9 0 COL01 0-5 0 COL02 0 0 0 COL02 0-2 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 4 - ROOF LIVE LOAD CASE 10 - WIND CASE 2 TO RIGHT COL01 0 5 0 COL01 0-8 0 COL02 0 2 0 COL02 0-5 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 5 - FLOOR LIVE LOAD CASE 11 - WIND CASE 2 TO LEFT COL01 0 21 0 COL01 0-6 0 COL02 0 0 0 COL02 0-3 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 6 - SNOW LOAD CASE 12 - LONG. WIND 1 TO BACK COL01 0 7 0 COL01-3 -8 0 COL02 0 2 0 COL02-3 -5 0 ----------------------------------------------------------------------------------------------------------

NUCOR BUILDING SYSTEMS Job #: U09Y0026A Page: Frame : Hip Rafter at 1-A,1-B,25-1,25-b By: NBSUT\bbirch Date: 03-30-09 Job Name: GARAGEPLUS - RV STORAGE File: E04 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** U09Y0061A - GaragePlus - RV Storage R7 of 12 Z Y X C 1.41 24.28 12.00 33.83 36.69 2.45 COL01 COL02 X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 13 - LONG. WIND 1 TO FRONT LOAD CASE 15 - SEISMIC TO LEFT COL01 3-8 0 COL01 0-1 0 COL02 3-5 0 COL02 0 1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 14 - SEISMIC TO RIGHT COL01 0 1 0 COL02 0-1 0 ----------------------------------------------------------------------------------------------------------

U09Y0061A - GaragePlus - RV Storage R8 of 12 NUCOR BUILDING SYSTEMS Job #: U09Y0026A Page: Frame : Half Frame at B -1 and B-25 By: NBSUT\bbirch Date: 03-30-09 Job Name: GARAGEPLUS - RV STORAGE File: E03 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD LOAD CASE 9 - WIND CASE 1 TO LEFT COL01 0 3 0 COL01 0-6 0 COL02 0 3 0 COL02 0-5 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL LOAD CASE 10 - WIND CASE 2 TO RIGHT COL01 0 1 0 COL01 0-8 0 COL02 0 1 0 COL02 0-9 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 3 - FLOOR DEAD LOAD CASE 11 - WIND CASE 2 TO LEFT COL01 0 16 0 COL01 0-7 0 COL02 0 0 0 COL02 0-6 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 4 - ROOF LIVE LOAD CASE 12 - LONG. WIND 1 TO BACK COL01 0 5 0 COL01 0-9 0 COL02 0 5 0 COL02 0-9 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 5 - FLOOR LIVE LOAD CASE 13 - LONG. WIND 1 TO FRONT COL01 0 41 0 COL01 0-9 0 COL02 0 0 0 COL02 0-9 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 6 - SNOW LOAD CASE 14 - SEISMIC TO RIGHT COL01 0 7 0 COL01 0 1 0 COL02 0 5 0 COL02 0-1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 7 - USER OVERRIDE SNOW LOAD CASE 15 - SEISMIC TO LEFT COL01 0 16 0 COL01 0-1 0 COL02 0 15 0 COL02 0 1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 8 - WIND CASE 1 TO RIGHT COL01 0-6 0 COL02 0-8 0 ----------------------------------------------------------------------------------------------------------

U09Y0061A - GaragePlus - RV Storage R9 of 12 NUCOR BUILDING SYSTEMS Job #: U09Y0063A Page: Frame FL: 25.1,25,1,and Frame Lines 1 0.9 and 2 and 27 and By: NBSUT\bbirch Date: 04-01-09 Job Name: GARAGEPLUS - RV STORAGE OPTION #2 File: F03 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD LOAD CASE 10 - LONG. WIND 1 TO FRONT COL01 1 1 0 COL01 1-1 0 COL02-1 1 0 COL02-1 -1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL LOAD CASE 11 - LONG. WIND 2 TO BACK COL01 0 1 0 COL01 1-1 0 COL02 0 1 0 COL02-1 -1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 3 - ROOF LIVE LOAD CASE 12 - LONG. WIND 2 TO FRONT COL01 1 1 0 COL01 1-1 0 COL02-1 1 0 COL02-1 -1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 4 - SNOW LOAD CASE 13 - LONG. WIND 3 TO BACK COL01 1 1 0 COL01 1-1 0 COL02-1 1 0 COL02-1 -1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 5 - WIND CASE 1 TO RIGHT LOAD CASE 14 - LONG. WIND 3 TO FRONT COL01-1 -2 0 COL01 1-1 0 COL02-1 1 0 COL02-1 -1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 6 - WIND CASE 1 TO LEFT LOAD CASE 15 - LONG. WIND 4 TO BACK COL01 1 1 0 COL01 1-1 0 COL02 1-1 0 COL02-1 -1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO RIGHT LOAD CASE 16 - LONG. WIND 4 TO FRONT COL01-1 -2 0 COL01 1-1 0 COL02-1 1 0 COL02-1 -1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 8 - WIND CASE 2 TO LEFT LOAD CASE 17 - SEISMIC TO RIGHT COL01 1 1 0 COL01-1 -1 0 COL02 1-1 0 COL02-1 1 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 9 - LONG. WIND 1 TO BACK LOAD CASE 18 - SEISMIC TO LEFT COL01 1-1 0 COL01 1 1 0 COL02-1 -1 0 COL02 1-1 0 ----------------------------------------------------------------------------------------------------------

U09Y0061A - GaragePlus - RV Storage R10 of 12 NUCOR BUILDING SYSTEMS JOB NAME: JOB NUMBER: ENGINEER: LONGITUDINAL PORTAL FRAME REACTIONS (These reactions must be combined with the appropriate longitudinal frame reactions) Line: Frame Line H (KIPS) V (KIPS) C,A 10 20 SEISMIC 23,22,17,16,11, 3 7 WIND 10,5,4 H* H* V V * - Horizontal bracing reactions are orthogonal to horizontal frame reactions. 3/30/2009

U09Y0061A - GaragePlus - RV Storage R11 of 12 NUCOR BUILDING SYSTEMS JOB NAME: JOB NUMBER: ENGINEER: LATERAL X-BRACING REACTIONS (These reactions must be combined with the appropriate Lateral frame reactions) Line: Bay: H (KIPS) V (KIPS) 1 to 25 A-B,B-C 3 4 WIND 38 39 Seismic 23.205 22 Earth + Live H* V V 4/1/2009

add note to drawings U09Y0061A - GaragePlus - RV Storage R12 of 12 NUCOR BUILDING SYSTEMS JOB NAME: JOB NUMBER: ENGINEER: BRACING LOADS TO WALL BY OTHERS LOAD INTO SIDEWALL ALONG LINE(S) C SEISMIC RV Storage BSW H (KIPS) H (KIPS) = 711 Kips / Wall 441 Kips/ Wall WIND / SEISMIC TO THE RIGHT BRACED BAYS BUILDING RV Storage Wall BSW WIND / SEISMIC TO THE LEFT 2/26/09

A1 NUCOR BUILDING SYSTEMS DESIGN CALCULATIONS U09Y0026A PAGE: OF: BY: DATE: 3/1/09 CHK: DATE: GaragePlus - RV Storage REV: DATE: APPENDIX THIS IS FOR DESIGN USE ONLY, NOT FOR DETAILING. PAGE DESCRIPTION Loads Bracing and Portal Purlins Spandrel Beam and Mez Beam and Framed Openings Primary Framing

A2 17.167' 34.33' 17.167' 28.47 psf 10.17'

A3 IBC/ASCE 7-05 Wind Loading Version 3.2 (2/13/09 by ) Geometry Project No.: Description: Code Edition: 2005 Building Type: Gable Roof: Nucor Classic Roof Bldg. Width [B]: 34.3330' Dist. To Ridge [W]: 17.1665' Bldg. Length [D]: 431.3330' Left Eave Ht. [LEH]: 33.8333' ght Eave Ht. [REH]: 33.8333' Left Roof Slope: 2.00:12 Right Roof Slope: 2.00:12 Bay Width [Bay]: urlin Trib. Width [P]: W Girt Trib Ht. [GE]: W Girt Trib. Ht. [GS]: EW Girt Length: SW Girt Length: 17.3333' 5.0000' 12.5000' 11.1660' 12.5000' 17.3333' LEH W B CE Bay GE GS P D CS 12.5000'SW Top-of-Parapet: 0.0000' FSW Top-of-Parapet: 0.0000' 17.3333' Opening Area: 0.00 sf EW Top-of-Parapet: 0.0000' Loading Information Wind Speed: 85 mph Bldg. Porosity: Enclosed Wind Exposure: C Hurricane Prone Region? Yes MBMA Occ. Category: II-96 Interior Partition Walls? No General Loading Calculations h: 33.8333' K d : 0.85 K zt : 1.00 R i : 1.00 q h : 15.84 psf I: 1 K h : 1.01 G: ---- GC pi : ± 0.18 Components and Cladding, Walls 5 4 4 5 5 Wall a Parapet Structural Case 1: Windward a a Total Load Case 2: Leeward Total Load 5 a a = 3.43 ft. Tributary Pressure Suction Suction Area Zones 4,5 Zone 4 Zone 5 Item (ft 2 ) (psf) (psf) (psf) Sidewall Wind Column 586 12.83-14.25-14.26 Endwall Wind Column 423 13.01-14.44-14.62 Sidewall Girt 194 13.87-15.29-16.33 Endwall Girt 156 14.10-15.53-16.80 Wall Panel 52 15.30-16.73-19.20 Note: Value of GCp in results above reduced by 10% per Not of Figure 6-11A since slope angle is 10. Maximum Windward Leeward Projection K h_par q p Total LoadTotal Load Item (ft) (psf) (psf) (psf) BSW Parapet --- --- --- --- --- FSW Parapet --- --- --- --- --- EW Parapet --- --- --- --- --- Copyright Nucor Building Systems, 2004. 1 of 6

A4 IBC/ASCE 7-05 Wind Loading Continued Components and Cladding, Roofs a a a a Applicable Roof Slope Angle = 9.46 deg a = 3.43 ft. 3 2 3 3 2 3 a Pressure Suction in Zones All 1 2 2' 3 3' Item (ft 2 ) (psf) (psf) (psf) (psf) (psf) 2 1 2 2 1 2 Purlin/Joist ####### Panel (A: 5 sf) Fastener (A: 5 sf) 10.00 10.77 10.77-15.52-17.11-17.11-21.86-29.78-29.78 ---- ---- ---- -34.53-44.03-44.03 ---- ---- ---- Values Below are for Overhang Portion of Roof 3 2 3 3 2 3 Purlin/Joist a ####### Panel (A: 5 sf) 4.75 7.92-12.67-14.25-34.84-34.84 ---- ---- -39.60-58.60 ---- ---- h Fastener (A: 5 sf) 7.92-14.25-34.84 ---- -58.60 ---- Main Wind Force Resisting Systems Lateral Structural (p = qh x C, C = GCpf - GCpi) Case W1R (GCpi = -0.18) Case W1L (GCpi = -0.18) -8.08 psf -3.53-3.53 psf -8.08 psf (C2: -0.51) psf (C2: -0.22) (C3: -0.51) 9.80 psf (C1: 0.62) Internal Suction -2.40 psf (C4: -0.15)-2.40 psf (C1: -0.15) Internal Suction 9.80 psf (C4: 0.62) Wind Direction Wind Direction Case W2R (GCpi = +0.18) Case W2L (GCpi = +0.18) -13.78 psf -9.23 psf -9.23 psf (C2: -0.87) (C3: -0.58) (C2: -0.58) 4.10 psf (C1: 0.26) Internal Pressure -8.10 psf (C4: -0.51)-8.10 psf (C1: -0.51) Internal Pressure -13.78 psf (C3: -0.87) 4.10 psf (C4: 0.26) Wind Direction Wind Direction Copyright Nucor Building Systems, 2004. 2 of 6

IBC/ASCE 7-05 Wind Loading Continued Main Wind Force Resisting Systems, continued Lateral Structural (p = qh x C, C = GCpf - GCpi) Case W5B (GCpi = +0.18) Case W5F (GCpi = +0.18) -8.08 psf (C2: -0.51) E: -14.10 psf (C2E: - U09Y0061A - Garageplus - RV Storage -8.08 psf (C3: -0.51) -8.08 psf (C2: -0.51) -8.08 psf (C3: -0.51) E: -14.10 psf (C3E: -0.89) A5-4.28 psf (C1: -0.27) Edge Dim (C2E): 6.87 ft. Longitudinal Wind -4.28 psf (C4: -0.27) -4.28 psf (C1: -0.27) Edge Dim (C3E): 6.87 ft. Longitudinal Wind -4.28 psf (C4: -0.27) Case W6B (GCpi = -0.18) Case W6F (GCpi = -0.18) -13.78 psf (C2: -0.87) E: -19.80 psf (C2E: - -13.78 psf (C3: -0.87) -13.78 psf -13.78 psf (C3: -0.87) E: -19.80 psf (C3E: -1.25) -9.98 psf (C1: -0.63) Edge Dim (C2E): 6.87 ft. Longitudinal Wind -9.98 psf (C4: -0.63) -9.98 psf (C1: -0.63) Edge Dim (C3E): 6.87 ft. Longitudinal Wind -9.98 psf (C4: -0.63) Case W7B (GCpi = +0.18) Case W7F (GCpi = +0.18) -3.53 psf (C2: -0.22) E: -6.30 psf (C2E: - -3.53 psf (C3: -0.22) -3.53 psf (C2: -0.22) -3.53 psf (C3: -0.22) E: -6.30 psf (C3E: -0.40) -4.28 psf (C1: -0.27) Edge Dim (C2E): 6.87 ft. Longitudinal Wind -4.28 psf (C4: -0.27) -4.28 psf (C1: -0.27) Edge Dim (C3E): 6.87 ft. Longitudinal Wind -4.28 psf (C4: -0.27) Case W8B (GCpi = -0.18) Case W8F (GCpi = -0.18) -9.23 psf (C2: -0.58) E: -12.00 psf (C2E: - -9.23 psf (C3: -0.58) -9.23 psf (C2: -0.58) -9.23 psf (C3: -0.58) E: -12.00 psf (C3E: -0.76) -9.98 psf (C1: -0.63) Edge Dim (C2E): 6.87 ft. Longitudinal Wind -9.98 psf (C4: -0.63) -9.98 psf (C1: -0.63) Edge Dim (C3E): 6.87 ft. Longitudinal Wind -9.98 psf (C4: -0.63) Copyright Nucor Building Systems, 2004. 3 of 6

A6 IBC/ASCE 7-05 Wind Loading Continued Longitudinal Structural (p = qh x C, C = GCpf - GCpi) Case W5B (GCpi = -0.18) -8.08 psf Case W5F (GCpi = -0.18) (C2: -0.51) -8.08 psf (C2: -0.51) 9.80 psf (C1: 0.62) Internal Suction Wind Direction -2.40 psf (C4: -0.15) -2.40 psf (C4: -0.15) Internal Suction Wind Direction -4.28 psf -4.28 psf (C3: -0.27) (C3: -0.27) Case W6B (GCpi = +0.18) -13.78 psf Case W6F (GCpi = +0.18) -13.78 psf (C2: -0.87) (C2: -0.87) 9.80 psf (C1: 0.62) 4.10 psf (C1: 0.26) Internal Pressure Wind Direction -8.10 psf (C4: -0.51) -8.10 psf (C4: -0.51) Internal Pressure Wind Direction 4.10 psf (C1: 0.26) -9.98 psf (C3: -0.63) -9.98 psf (C3: -0.63) Copyright Nucor Building Systems, 2004. 4 of 6

A7 Wall Sheeting Span Wall Selection: Classic Wall Grade 80 26 ga Minimum Girt Thickness For Fastener Check: 0.06 a = 3.43 ft. Pressure Suction Suction Zones 4,5 Zone 4 Zone 5 Max Wall Panel Span (ft) Interior Edge Simple Span 7.50 7.50 7.47 2 Span 7.50 7.50 7.50 3 Span 7.50 7.50 7.50 Fastener Check N/A 7.50 7.50 Note: These Panel Spans are Based on Values Found In the EDM. Section 6.8.2 Roof Sheeting Span Max gravity load (psf): 80.00 Roof Selection: Classic Roof Panel Grade 50-24 Gag Min. Purlin Thk.: Interior Purlin Spacing For CFR Roof: 5.00 dge Zone Purlin Spacing For CFR Roof: a = 3.43 ft. Pressur e / Max Wall Panel Span (ft) Gravity Simple Span 3.74 2 Span 3.74 Suction Suction Suction Suction Suction Zone 1 Zone 2 Zone 2' Zone 3 Zone 3' 5.50 5.50 N/A 5.19 N/A 5.50 5.50 N/A 5.19 N/A 3 Span 4.17 5.50 5.50 N/A 5.50 N/A Fastener Check N/A 5.50 5.50 N/A 5.50 N/A Note: These Panel Spans are Based on Values Found In the EDM. Section 6.8 Copyright Nucor Building Systems, 2004. 5 of 6

A8 Translucent Wall Panels Span Wall Selection: None a = 3.43 ft. Pressure Suction Suction Zones 4,5 Zone 4 Zone 5 Max Wall Panel Span (ft) Interior Edge 3 Span N/A N/A N/A 2 Span N/A N/A N/A Simple Span N/A N/A N/A Note: These Panel Spans are Based on Values Found In the EDM. Section 6.8.2 Translucent Roof Panels Span Wall Selection: None a = 3.43 ft. Pressur e / Max Wall Panel Span (ft) Gravity Suction Suction Suction Suction Suction Zone 1 Zone 2 Zone 2' Zone 3 Zone 3' Simple Span N/A N/A N/A N/A N/A N/A 2 Span N/A N/A N/A N/A N/A N/A 3 Span N/A N/A N/A N/A N/A N/A Note: These Panel Spans are Based on Values Found In the EDM. Section 6.8.2 Copyright Nucor Building Systems, 2004. 6 of 6

A9 IBC/ASCE 7-05 Wind Loading Version 3.2 (2/13/09 by ) Geometry Project No.: Description: Side Buildings Code Edition: 2005 Building Type: Gable Roof: Nucor Classic Roof Bldg. Width [B]: Dist. To Ridge [W]: Bldg. Length [D]: 15.3330' 7.6665' 8.0000' Left Eave Ht. [LEH]: 17.5000' ght Eave Ht. [REH]: 17.5000' Left Roof Slope: 2.00:12 Right Roof Slope: 2.00:12 Bay Width [Bay]: urlin Trib. Width [P]: W Girt Trib Ht. [GE]: W Girt Trib. Ht. [GS]: EW Girt Length: SW Girt Length: 7.0000' 5.0000' 12.5000' 11.1660' 14.0000' 7.0000' LEH W B CE Bay GE GS P D CS W Col. Trib. Width [CE]: 14.0000'SW Top-of-Parapet: 0.0000' FSW Top-of-Parapet: 0.0000' W Col. Trib. Width [CS]: 7.0000' Opening Area: 0.00 sf EW Top-of-Parapet: 0.0000' Loading Information Wind Speed: 85 mph Bldg. Porosity: Enclosed Wind Exposure: C Hurricane Prone Region? Yes MBMA Occ. Category: II-96 Interior Partition Walls? No General Loading Calculations h: 17.5000' K d : 0.85 K zt : 1.00 R i : 1.00 q h : 13.79 psf I: 1 K h : 0.88 G: ---- GC pi : ± 0.18 Components and Cladding, Walls 5 4 4 5 5 Wall a Parapet Structural Case 1: Windward a a Total Load Case 2: Leeward Total Load 5 a a = 3.00 ft. Tributary Pressure Suction Suction Area Zones 4,5 Zone 4 Zone 5 Item (ft 2 ) (psf) (psf) (psf) Sidewall Wind Column 123 12.50-13.75-15.08 Endwall Wind Column 245 11.85-13.09-13.77 Sidewall Girt 78 12.93-14.17-15.94 Endwall Girt 175 12.17-13.41-14.41 Wall Panel 52 13.32-14.56-16.71 Note: Value of GCp in results above reduced by 10% per Not of Figure 6-11A since slope angle is 10. Maximum Windward Leeward Projection K h_par q p Total LoadTotal Load Item (ft) (psf) (psf) (psf) BSW Parapet --- --- --- --- --- FSW Parapet --- --- --- --- --- EW Parapet --- --- --- --- --- Copyright Nucor Building Systems, 2004. 1 of 6

A10 IBC/ASCE 7-05 Wind Loading Continued Components and Cladding, Roofs a a a a Applicable Roof Slope Angle = 9.46 deg a = 3.00 ft. 3 2 3 3 2 3 a Pressure Suction in Zones All 1 2 2' 3 3' Item (ft 2 ) (psf) (psf) (psf) (psf) (psf) 2 1 2 2 1 2 Purlin/Joist (A: 35sf) Panel (A: 5 sf) Fastener (A: 5 sf) 10.00 10.00 10.00-14.14-14.89-14.89-22.17-25.92-25.92 ---- ---- ---- -33.82-38.33-38.33 ---- ---- ---- Values Below are for Overhang Portion of Roof 3 2 3 3 2 3 Purlin/Joist a (A: 35sf) Panel (A: 5 sf) 5.39 6.89-11.66-12.41-30.33-30.33 ---- ---- -42.01-51.01 ---- ---- h Fastener (A: 5 sf) 6.89-12.41-30.33 ---- -51.01 ---- Main Wind Force Resisting Systems Lateral Structural (p = qh x C, C = GCpf - GCpi) Case W1R (GCpi = -0.18) Case W1L (GCpi = -0.18) -7.03 psf -3.07-3.07 psf -7.03 psf (C2: -0.51) psf (C2: -0.22) (C3: -0.51) 8.53 psf (C1: 0.62) 3.57 psf (C1: 0.26) Internal Suction Wind Direction -2.09 psf (C4: -0.15)-2.09 psf (C1: -0.15) 8.53 psf (C4: 0.62) Net Lat < 10 psf. Add 0.16 psf to windward wall. Net Lat < 10 psf. Add 0.16 psf to windward wall. Case W2R (GCpi = +0.18) Case W2L (GCpi = +0.18) -11.99 psf -8.03 psf -8.03 psf -11.99 psf (C2: -0.87) (C3: -0.58) (C2: -0.58) (C3: -0.87) Internal Pressure Wind Direction -7.05 psf (C4: -0.51)-7.05 psf (C1: -0.51) Internal Suction Wind Direction Internal Pressure Wind Direction 3.57 psf (C4: 0.26) Net Lat < 10 psf. Add 0.16 psf to windward wall. Net Lat < 10 psf. Add 0.16 psf to windward wall. Copyright Nucor Building Systems, 2004. 2 of 6

IBC/ASCE 7-05 Wind Loading Continued Main Wind Force Resisting Systems, continued Lateral Structural (p = qh x C, C = GCpf - GCpi) Case W5B (GCpi = +0.18) Case W5F (GCpi = +0.18) -7.03 psf (C2: -0.51) E: -12.27 psf (C2E: - U09Y0061A - Garageplus - RV Storage -7.03 psf (C3: -0.51) -7.03 psf (C2: -0.51) A11-7.03 psf (C3: -0.51) E: -12.27 psf (C3E: -0.89) -3.72 psf (C1: -0.27) Edge Dim (C2E): 6.00 ft. Longitudinal Wind -3.72 psf (C4: -0.27) -3.72 psf (C1: -0.27) Edge Dim (C3E): 6.00 ft. Longitudinal Wind -3.72 psf (C4: -0.27) Case W6B (GCpi = -0.18) Case W6F (GCpi = -0.18) -11.99 psf (C2: -0.87) E: -17.23 psf (C2E: - -11.99 psf (C3: -0.87) -11.99 psf -11.99 psf (C3: -0.87) E: -17.23 psf (C3E: -1.25) -8.69 psf (C1: -0.63) Edge Dim (C2E): 6.00 ft. Longitudinal Wind -8.69 psf (C4: -0.63) -8.69 psf (C1: -0.63) Edge Dim (C3E): 6.00 ft. Longitudinal Wind -8.69 psf (C4: -0.63) Case W7B (GCpi = +0.18) Case W7F (GCpi = +0.18) -3.07 psf (C2: -0.22) E: -5.48 psf (C2E: - -3.07 psf (C3: -0.22) -3.07 psf (C2: -0.22) -3.07 psf (C3: -0.22) E: -5.48 psf (C3E: -0.40) -3.72 psf (C1: -0.27) Edge Dim (C2E): 6.00 ft. Longitudinal Wind -3.72 psf (C4: -0.27) -3.72 psf (C1: -0.27) Edge Dim (C3E): 6.00 ft. Longitudinal Wind -3.72 psf (C4: -0.27) Case W8B (GCpi = -0.18) Case W8F (GCpi = -0.18) -8.03 psf (C2: -0.58) E: -10.44 psf (C2E: - -8.03 psf (C3: -0.58) -8.03 psf (C2: -0.58) -8.03 psf (C3: -0.58) E: -10.44 psf (C3E: -0.76) -8.69 psf (C1: -0.63) Edge Dim (C2E): 6.00 ft. Longitudinal Wind -8.69 psf (C4: -0.63) -8.69 psf (C1: -0.63) Edge Dim (C3E): 6.00 ft. Longitudinal Wind -8.69 psf (C4: -0.63) Copyright Nucor Building Systems, 2004. 3 of 6

A12 IBC/ASCE 7-05 Wind Loading Continued Longitudinal Structural (p = qh x C, C = GCpf - GCpi) Case W5B (GCpi = -0.18) -7.03 psf Case W5F (GCpi = -0.18) (C2: -0.51) -7.03 psf (C2: -0.51) 8.53 psf (C1: 0.62) Internal Suction Wind Direction -2.09 psf (C4: -0.15) -2.09 psf (C4: -0.15) Internal Suction Wind Direction -3.72 psf -3.72 psf (C3: -0.27) (C3: -0.27) Case W6B (GCpi = +0.18) -11.99 psf Case W6F (GCpi = +0.18) -11.99 psf (C2: -0.87) (C2: -0.87) 8.53 psf (C1: 0.62) 3.57 psf (C1: 0.26) Internal Pressure Wind Direction -7.05 psf (C4: -0.51) -7.05 psf (C4: -0.51) Internal Pressure Wind Direction 3.57 psf (C1: 0.26) -8.69 psf (C3: -0.63) -8.69 psf (C3: -0.63) Copyright Nucor Building Systems, 2004. 4 of 6

A13 Wall Sheeting Span Wall Selection: Classic Wall Grade 80 26 ga Minimum Girt Thickness For Fastener Check: 0.06 a = 3.00 ft. Pressure Suction Suction Zones 4,5 Zone 4 Zone 5 Max Wall Panel Span (ft) Interior Edge Simple Span 7.50 7.50 7.50 2 Span 7.50 7.50 7.50 3 Span 7.50 7.50 7.50 Fastener Check N/A 7.50 7.50 Note: These Panel Spans are Based on Values Found In the EDM. Section 6.8.2 Roof Sheeting Span Max gravity load (psf): 80.00 Roof Selection: Classic Roof Panel Grade 50-24 Gag Min. Purlin Thk.: Interior Purlin Spacing For CFR Roof: 5.00 dge Zone Purlin Spacing For CFR Roof: a = 3.00 ft. Pressur e / Max Wall Panel Span (ft) Gravity Simple Span 3.74 2 Span 3.74 Suction Suction Suction Suction Suction Zone 1 Zone 2 Zone 2' Zone 3 Zone 3' 5.50 5.50 N/A 5.50 N/A 5.50 5.50 N/A 5.50 N/A 3 Span 4.17 5.50 5.50 N/A 5.50 N/A Fastener Check N/A 5.50 5.50 N/A 5.50 N/A Note: These Panel Spans are Based on Values Found In the EDM. Section 6.8 Copyright Nucor Building Systems, 2004. 5 of 6

A14 Translucent Wall Panels Spans Wall Selection: None a = 3.00 ft. Pressure Suction Suction Zones 4,5 Zone 4 Zone 5 Max Wall Panel Span (ft) Interior Edge 3 Span N/A N/A N/A 2 Span N/A N/A N/A Simple Span N/A N/A N/A Note: These Panel Spans are Based on Values Found In the EDM. Section 6.8.2 Translucent Roof Panels Span Wall Selection: None a = 3.00 ft. Pressur e / Max Wall Panel Span (ft) Gravity Suction Suction Suction Suction Suction Zone 1 Zone 2 Zone 2' Zone 3 Zone 3' Simple Span N/A N/A N/A N/A N/A N/A 2 Span N/A N/A N/A N/A N/A N/A 3 Span N/A N/A N/A N/A N/A N/A Note: These Panel Spans are Based on Values Found In the EDM. Section 6.8.2 Copyright Nucor Building Systems, 2004. 6 of 6

A15 Seismic Considerations: IBC / ASCE 7-05 Input Data Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Spreadsheet Revision Number : 2.1 Latest Revision Date : 7/17/2008 Building Data Input: Project No.: Description: ASCE 7-05 Nature of Occupancy Standard Buildings Engineer : Gable/Single Slope Gable Date : Width 34.33 feet Length 447.33 feet Extra Length for Distance to Ridge 17.17 feet Roof Slope, s:12 2.00 : 12 Side Building Low Eave Height (Front SW) 33.83 feet High Eave Height (Back SW) 33.83 feet Mean Roof Height 35.26 feet 4/8/2009 Roof Level Diaphragm Flexible * *Note: Mezzanine Level Diaphragm Rigid * Seismic Data Input: ASCE 7-05 states "Where diaphragms are not flexible, the design shall include the torsion moment plus the accidental torsional moments caused by an assumed 5% displacement in either direction of the building masses. Due to the configuration of rigid frame metal buildings, accidental torsion is NOT required in the lateral seismic calculations. Thus accidental torsion due to diaphragm rigidity shall only be applied to the longitudinal seismic calcs. Short period response acceleration, S S Ss = 1.153 **Note: ASCE 7-05 - Section 11.4.2, states "Where the soil properties are not known in sufficient 1-second period response acceleration, S 1 S1 = 0.387 detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site." As a result, Site Class D will be used on nearly all buildings. Site Classification C ** Roof Loading: ***Note: 20% of flat roof snow load used in seismic dead load calculations per NBS standards when flat roof snow load is greater than 30 psf. DO NOT include snow drift loads in seismic dead Self weight (SW) 2.00 psf load. Roof Dead Load (RDL) 3.00 psf Roof Collateral Load (CDL) 3.00 psf ****Note: Full Height Hardwall is applied at mean roof height (mrh) at Endwalls. Enter the height Roof Snow (Pf) 17.50 psf *** required to account for the full dead load of the wall. Exterior Wall #1 (Left EW) Loads: Exterior Wall #3 (Right EW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Exclude Wall in Lateral Seismic Calculations. (Shear Wall Supports Self Weight) Wall Length 34.33 feet Wall Length 34.33 feet Top Elevation 35.26 feet **** Top Elevation 35.26 feet **** Upper Wall Weight 3.00 psf Upper Wall Weight 3.00 psf Top of Masonry Elevation 16.33 feet Top of Masonry Elevation 16.33 feet Lower Wall Weight 150.00 psf Lower Wall Weight 150.00 psf Exterior Wall #2 (Front SW) Loads: Exterior Wall #4 (Back SW) Loads: Full Height Wall Full Height Wall w/ Parapet Full Height Wall Full Height Wall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Partial Height Hardwall Partial Height Hardwall w/ Parapet Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Exclude Wall in Longitudinal Seismic Calculations. (Shear Wall Supports Self Weight) Top Elevation 33.83 feet Top Elevation 33.83 feet Wall Weight 3.00 psf Upper Wall Weight 3.00 psf Top of Masonry Elevation Lower Wall Weight 16.33 feet 150.00 psf I t i W ll #5 (P titi ) L d Nt The weight of a concrete or masonry wall may be excluded from the seimic load calculations Page 1 of 2 4/8/2009

A16 Seismic Considerations: IBC / ASCE 7-05 - (Continued) Input Data Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Spreadsheet Revision Number : 2.1 Latest Revision Date : 7/17/2008 Project No.: Description: Engineer : Date : 4/8/2009 Mezzanine #1 Loads: Eave Ext Loads: Floor Dead 84.00 psf Floor Dead 12.00 psf Floor Live 62.50 psf **** Floor Live 0.00 psf Elevation 16.33 feet Elevation 33.83 feet ****Note: 1) Use 25% percent of Floor Live Load ONLY if mezzanine designed for Storage (125 psf or greater) 2) Use 10 psf (or actual weight if greater) for partition walls on mezzanine Crane Loads : Aisle #1 Crane Loads : Aisle #2 Number of Aisles with this crane info. Number of Aisles with this crane info. Crane Type: (TR / UH / Mono) TRDG Crane Type: (TR / UH / Mono) TRDG Crane Beam+Channel Crane Beam+Channel Rail Wt Rail Wt 0.00 plf 0.00 plf Bridge Wt. Bridge Wt. Hoist & Trolley Hoist & Trolley Elevation Elevation Crane Loads : Aisle #3 Number of Aisles with this crane info. Crane Type: (TR / UH / Mono) Crane Beam+Channel Rail Wt Bridge Wt. Hoist & Trolley Elevation TRDG 0.00 plf Page 2 of 2 4/8/2009

A17 Lateral Seismic Calculations: IBC / ASCE 7-05 Lateral Calcs. (1) Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Spreadsheet Revision Number : 2.1 Latest Revision Date : 7/17/2008 Frame Description / Location: Frame Line 1-25 Project No.: Building Data Input Echo: Description: Engineer : ASCE 7-05 Occupancy Category II Date : 3/23/2009 Seismic Force Resisting System Post & Beam Gable/Single Slope Gable Width 34.33 feet Length 447.33 feet Distance to Ridge 17.17 feet Roof Slope, s:12 2.00 : 12 Low Eave Height 33.83 feet High Eave Height 33.83 feet Mean Roof Height 35.26 feet Bay Width 18.00 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information: Wall Length Exterior Wall #2 (Front SW): 18.00 feet Wall Length Exterior Wall #4 (Back SW): 18.00 feet Roof concentrated loads: Mezzanine Information: Crane Information: Loading Area - Mezzanine #1: 617.99 sq. ft. Quantity of Cranes / Bay - Aisle #1: * Concentrated Loads - Mezzanine #1: Length of Runway - Aisle #1: ** Loading Area - Eave Ext. 83.99 sq. ft. Quantity of Cranes / Bay - Aisle #2: * Concentrated Loads - Mezzanine #2: Length of Runway - Aisle #2: ** Seismic Data Input Echo: Quantity of Cranes / Bay - Aisle #3: * Length of Runway - Aisle #3: ** Short period response acceleration, Ss Ss = 1.153 1-second period response acceleration, S1 S1 = 0.387 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa = 1.00 Site Coefficient Fv: Fv = 1.41 ***Note: Max spectral response for short periods (Eq 11.4-1): Sms = 1.153 Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.547 Design spectral response for short periods (Eq 11.4-3): Sds = 0.769 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.365 Seismic Design Category: D Response Modification Coefficient, R: 3.25 *** System Overstrength Factor, Ω O : 2 *** Deflection Modification Factor, C d : 3.25 *** Building Period Coefficient, Ct: 0.03 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.434 Seismic Load Output: ASCE 7-05 - Sections 12.2.3, 12.2.3.1 and 12.2.3.2 states, "Where different seismic forceresisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." In summary, the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that same direction. Likewise, the deflection amplification factor, C d, and the system overstrength factor, Ω O, in the direction under consideration shall not be less than the largest value of this factor for any of the systems used in that same direction. Seismic Base Shear, V (Eq 12.8-1) 29.49 kips Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.237 Distribution Exponent, k 1.00 Alt. Roof Weight: Alt. Panel Load: Multistory Distribution 35.92 psf 0.153 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads W x h x Factor, C vx F x M Roof Weight: Panel Load: Roof Loads 4944 lbs 35.26 feet 174343 2.81 kips 98.93 ft-kips 23.25 psf 0.099 kips/ft Exterior Wall #3 (Right EW) Loads 1950 lbs 25.82 feet 50338 0.81 kips 20.91 ft-kips Frame Concentrated Loads 8.17 feet Load Elevation Exterior Wall #2 (Front SW) Loads 1827 lbs 16.92 feet 30907 0.50 kips 8.41 ft-kips 0.259 kips 32.50 feet Exterior Wall #4 (Back SW) Loads 945 lbs 25.08 feet 23704 0.38 kips 9.57 ft-kips 44100 lbs 8.17 feet 360149 5.80 kips 47.33 ft-kips 1.751 kips 32.50 feet Crane Aisle #1 0 lbs -- -- -- -- -- -- Crane Aisle #2 0 lbs -- -- -- -- -- -- Crane Aisle #3 0 lbs -- -- -- -- -- -- Mezzanine #1 90536 lbs 16.33 feet 1478754 23.79 kips 388.64 ft-kips 23.79 kips 16.33 feet Eave Ext 1008 lbs 17.50 feet 17637 0.28 kips 4.97 ft-kips 0.28 kips 17.50 feet Totals 145310 lbs -- 2135831 34.37 kips 578.76 ft-kips Frame Base Shear: 29.486 kips Page 1 of 2 3/23/2009

A18 Lateral Seismic Calculations: IBC / ASCE 7-05 Lateral Calcs. (2) Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Spreadsheet Revision Number : 2.1 Latest Revision Date : 7/17/2008 Frame Description / Location: Full building lateral load Project No.: Building Data Input Echo: Description: Engineer : ASCE 7-05 Occupancy Category II Date : 3/27/2009 Seismic Force Resisting System Post & Beam Gable/Single Slope Gable Width 34.33 feet Length 447.33 feet Distance to Ridge 17.17 feet Roof Slope, s:12 2.00 : 12 Low Eave Height 33.83 feet High Eave Height 33.83 feet Mean Roof Height 35.26 feet Bay Width 431.33 feet Frame Located at Bay: Left Endwall Interior Frame Right Endwall Int. Frame w/ Partition Hardwall (SW) Information: Roof Concentrated Load Information: Wall Length Exterior Wall #2 (Front SW): 431.33 feet Wall Length Exterior Wall #4 (Back SW): 431.33 feet Roof concentrated loads: Mezzanine Information: Crane Information: Loading Area - Mezzanine #1: 14808.85 sq. ft. Quantity of Cranes / Bay - Aisle #1: * Concentrated Loads - Mezzanine #1: Length of Runway - Aisle #1: ** Loading Area - Mezzanine #2: Quantity of Cranes / Bay - Aisle #2: * Concentrated Loads - Mezzanine #2: Length of Runway - Aisle #2: ** Seismic Data Input Echo: Quantity of Cranes / Bay - Aisle #3: * Length of Runway - Aisle #3: ** Short period response acceleration, Ss Ss = 1.153 1-second period response acceleration, S1 S1 = 0.387 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the crane quantities when crane information is used for more than one aisle. Seismic Data Output: **Note: Enter runway length, DO NOT double runway length as other seismic Occupancy Importance Factor, Ie 1.00 sheets have asked you to do previously. Site Coefficient Fa: Fa = 1.00 Site Coefficient Fv: Fv = 1.41 ***Note: Max spectral response for short periods (Eq 11.4-1): Sms = 1.153 Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.547 Design spectral response for short periods (Eq 11.4-3): Sds = 0.769 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.365 Seismic Design Category: D Response Modification Coefficient, R: 3.25 *** System Overstrength Factor, Ω O : 2 *** Deflection Modification Factor, C d : 3.25 *** Building Period Coefficient, Ct: 0.03 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.434 Seismic Load Output: ASCE 7-05 - Sections 12.2.3, 12.2.3.1 and 12.2.3.2 states, "Where different seismic forceresisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." In summary, the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that same direction. Likewise, the deflection amplification factor, C d, and the system overstrength factor, Ω O, in the direction under consideration shall not be less than the largest value of this factor for any of the systems used in that same direction. Seismic Base Shear, V (Eq 12.8-1) 693.68 kips Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.237 Distribution Exponent, k 1.00 Alt. Roof Weight: Alt. Panel Load: Multistory Distribution 32.24 psf 3.289 kips/ft Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment Frame Uniform Loads W x h x Factor, C vx F x M Roof Weight: Panel Load: Roof Loads 118471 lbs 35.26 feet 4177740 68.02 kips 2398.66 ft-kips 19.42 psf 1.981 kips/ft Interior Wall #5 (Partition) Loads 0 lbs -- -- -- -- Frame Concentrated Loads Load Elevation Exterior Wall #2 (Front SW) Loads 43780 lbs 16.92 feet 740612 12.06 kips 203.99 ft-kips 6.277 kips 32.50 feet Exterior Wall #4 (Back SW) Loads 22645 lbs 25.08 feet 568008 9.25 kips 231.97 ft-kips 1056756 lbs 8.17 feet 8630159 140.51 kips 1147.52 ft-kips 42.446 kips 32.50 feet Crane Aisle #1 0 lbs -- -- -- -- -- -- Crane Aisle #2 0 lbs -- -- -- -- -- -- Crane Aisle #3 0 lbs -- -- -- -- -- -- Mezzanine #1 2169497 lbs 16.33 feet 35435045 576.94 kips 9423.34 ft-kips 576.94 kips 16.33 feet Mezzanine #2 0 lbs 17.50 feet -- -- -- -- 17.50 feet Totals 3411149 lbs -- 49551564 806.78 kips 13405.49 ft-kips Frame Base Shear: 693.683 kips Page 1 of 2 3/27/2009

A19 Longitudinal Seismic Calculations: IBC / ASCE 7-05 Longitudinal Calcs. Equivalent Lateral Force Procedure (per ASCE 7 - Section 12.8) Spreadsheet Revision Number : 2.1 Latest Revision Date : 7/17/2008 Building Data Input Echo: Project No.: Description: ASCE 7-05 Occupancy Category II Engineer : Low SW Force Resisting System Portal Frame (IMF) Date : High SW Force Resisting System Portal Frame (IMF) Gable/Single Slope Gable Width 34.33 feet Length 447.33 feet Distance to Ridge 17.17 feet Roof Slope, s:12 2.00 : 12 Low Eave Height 33.83 feet High Eave Height 33.83 feet Mean Roof Height 35.26 feet 3/23/2009 Hardwall Information: Roof Concentrated Load Information: Wall Length Exterior Wall #2 (Front SW): 447.33 feet Wall Length Exterior Wall #4 (Back SW): 447.33 feet Roof concentrated loads: Qty. = Wall Length Interior Wall #5 (Partition): 34.33 feet Mezzanine Information: Crane Information: Loading Area - Mezzanine #1: 15358.29 sq. ft. Quantity of Cranes - Aisle #1: * Concentrated Loads - Mezzanine #1: Length of Runway - Aisle #1: ** Loading Area - Eave Extention 2087.26 sq. ft. Quantity of Cranes - Aisle #2: * Concentrated Loads - Mezzanine #2: Length of Runway - Aisle #2: ** Seismic Data Input Echo: Quantity of Cranes - Aisle #3: * Length of Runway - Aisle #3: ** Short period response acceleration, Ss Ss = 1.153 1-second period response acceleration, S1 S1 = 0.387 *Note: Enter quantity of cranes for one aisle only, DO NOT increase the Seismic Data Output: crane quantities when crane information is used for more than one aisle. Occupancy Importance Factor, Ie 1.00 **Note: Enter runway length, DO NOT double runway length as other seismic Site Coefficient Fa: Fa = 1.00 sheets have asked you to do previously. Site Coefficient Fv: Fv = 1.41 Max spectral response for short periods (Eq 11.4-1): Sms = 1.153 ***Note: Max spectral response for 1-second period (Eq 11.4-2): Sm1 = 0.547 Design spectral response for short periods (Eq 11.4-3): Sds = 0.769 Design spectral response for 1-second periods (Eq 11.4-4): Sd1 = 0.365 Seismic Design Category: D Response Modification Coefficient, R: 4.5 *** System Overstrength Factor, Ω O : 2.5 *** Deflection Modification Factor, C d : 4 *** Building Period Coefficient, Ct: 0.028 Approximate Fundamental Period, Ta (Eq 12.8-7): 0.484 Seismic Load Output: Seismic Base Shear, V (Eq 12.8-1) 462.43 kips Seismic Response Coefficient, Cs (Eq 12.8-1 to 12.8-6) 0.167 Distribution Exponent, k 1.00 ASCE 7-05 - Sections 12.2.3, 12.2.3.1 and 12.2.3.2 states, "Where different seismic forceresisting systems are used in combination to resist seismic forces in the same direction of structural response, other than those combinations considered as dual systems, the more stringent system limitation contained in Table 12.2-1 shall apply." In summary, the response modification coefficient, R, used for design in the direction under consideration shall not be greater than the least value of R for any of the systems utilized in that same direction. Likewise, the deflection amplification factor, Cd, and the system overstrength factor, WO, in the direction under consideration shall not be less than the largest value of this factor for any of the systems used in that same direction. Multistory Distribution Seismic Considerations Eff. Seismic Weight Elevation Vertical Dist. Seismic Force Seismic Base Moment W x h x Factor, C vx F x M Roof Loads 122866 lbs 35.26 feet 4332744 43.13 kips 1521.00 ft-kips Bracing Uniform Loads Exterior Wall #1 (Left EW) Loads Exterior Wall #3 (Right EW) Loads Interior Wall #5 (Partition) Loads 0 lbs 17.64 feet -- -- -- Bracing Concentrated Loads Load Elevation 1950 lbs 1950 lbs 25.82 feet 25.82 feet 50339 50338 0.50 kips 0.50 kips 12.94 ft-kips 12.94 ft-kips Roof Snow: Total Seismic W: 17.50 psf 18.30 psf 84114 lbs 84116 lbs 8.17 feet 8.17 feet 686918 686943 6.84 kips 6.84 kips 55.84 ft-kips 55.85 ft-kips Seismic Dead W: Seismic Factor: 18.30 psf 0.167 Exterior Wall #2 (Front SW) Loads 45404 lbs 16.92 feet 768090 7.65 kips 129.35 ft-kips 3.823 kips 33.83 feet Exterior Wall #4 (Back SW) Loads 23485 lbs 25.08 feet 589083 5.86 kips 147.09 ft-kips 8.17 feet 4.348 kips 33.83 feet Crane Aisle #1 0 lbs -- -- -- -- -- -- Crane Aisle #2 0 lbs -- -- -- -- -- -- Crane Aisle #3 0 lbs -- -- -- -- -- -- Mezzanine #1 2249990 lbs 16.33 feet 36749763 365.84 kips 5975.36 ft-kips 402.42 kips 16.33 feet Eave Ext. 25047 lbs 17.50 feet 438324 4.36 kips 76.36 ft-kips 4.80 kips 17.50 feet Totals 2638922 lbs -- 44352542 441.52 kips 7986.72 ft-kips Bracing Base Shear: 462.426 kips Page 1 of 2 3/23/2009

A20 Rigidity of Frames and Shear Walls

A21 Input Values Center of Mass Calc Center of Rigidity & Shear Forces Calc DIST FROM DATUM East-West walls(x) Rigidity of wall Distance from Datum North-South walls(y) Rigidity of wall Distance from Datum LABEL Length (ft) Width (ft) x direction (ft) y direction (ft) W (psf) Wall Rx y direction (ft) Wall Ry x direction (ft) A 431.333 54.333 0 0 1 1 91.1 0 1 38.46 0 B 1 2 3.448 54.333 2 38.46 47.9259222 C 1 3 3 38.46 95.8518442 D 1 4 4 38.46 143.7777662 E 1 5 5 38.46 191.7036882 F 1 6 6 38.46 239.6296102 G 1 7 7 38.46 287.5555322 H 1 8 8 38.46 335.4814542 I 1 9 9 38.46 383.4073762 J 1 10 10 38.46 431.33 K 1 L 1 M 1 N 1 Building Lengths Horizontal Forces Seismic Design Category O 1 East-West length(x) North-South length(y) East-West Force(x) North-South Force(y) P 1 431.333 34.333 402.42 Q 1 R 1 S 1 T 1 Clear CM Cells Clear CR Cells

Load applied to portal Frames on FSW From Mezzanine Load U09Y0061A - Garageplus - RV Storage Load applied to shear wall on BSW A22 Input Values Center of Mass Calc Center of Mass Center of Rigidity DIST FROM DATUM X Y XR YR LABEL Length (ft) Width (ft) x direction (ft) y direction (ft) W (psf) 215.67 27.17 215.67 1.98 A 431.333 54.333 0 0 1 B 0 0 0 0 1 C 0 0 0 0 1 D 0 0 0 0 1 eccentricity accidental eccentricity Polar Moment of Inertia E 0 0 0 0 1 ex ey x direction y direction J F 0 0 0 0 1 0.00 25.19 21.57 1.72 7297682.66 G 0 0 0 0 1 H 0 0 0 0 1 I 0 0 0 0 1 J 0 0 0 0 1 East-West walls(x) Initial Total Shear Amplification Factor K 0 0 0 0 1 Wall Vi Torsional Irregularity Ay Total Shear in walls L 0 0 0 0 1 1 387.51 NONE 1.00 387.51 M 0 0 0 0 1 2 14.94 14.94 N 0 0 0 0 1 3 0.00 0.00 O 0 0 0 0 1 4 0.00 0.00 P 0 0 0 0 1 5 0.00 0.00 Q 0 0 0 0 1 6 0.00 0.00 R 0 0 0 0 1 7 0.00 0.00 S 0 0 0 0 1 8 0.00 0.00 T 0 0 0 0 1 9 0.00 0.00 10 0.00 0.00 Center of Rigidity & Shear Forces Calc E-W walls(x) Rigidity Distance from Datum N-S walls(y) Rigidity Distance from Datum North-South walls(y) Initial Total Shear Amplification factor Wall Rx y direction (ft) Wall Ry x direction (ft) Wall Vi Torsional Irregularity Ax Total Shear in walls 1 91.1 0 1 38.46 0 1 12.30 1b(Extreme) 2.25 12.30 2 3.448 54.333 2 38.46 47.9259222 2 9.57 9.57 3 0 0 3 38.46 95.8518442 3 6.84 6.84 4 0 0 4 38.46 143.7777662 4 4.10 4.10 5 0 0 5 38.46 191.7036882 5 1.37 1.37 6 0 0 6 38.46 239.6296102 6-1.37-1.37 7 0 0 7 38.46 287.5555322 7-4.10-4.10 8 0 0 8 38.46 335.4814542 8-6.84-6.84 9 0 0 9 38.46 383.4073762 9-9.57-9.57 10 0 0 10 38.46 431.33 10-12.30-12.30 Building Lengths Horizontal Forces E-W length(x) N-S Length(y) E-W Force(x) N-S Force(y) 431.333 34.333 402.42 0

A23 Input Values Center of Mass Calc Center of Rigidity & Shear Forces Calc DIST FROM DATUM East-West walls(x) Rigidity of wall Distance from Datum North-South walls(y) Rigidity of wall Distance from Datum LABEL Length (ft) Width (ft) x direction (ft) y direction (ft) W (psf) Wall Rx y direction (ft) Wall Ry x direction (ft) A 431.333 54.333 0 0 1 1 91.1 0 1 38.46 0 B 1 2 3.448 54.333 2 38.46 47.92588 C 1 3 3 38.46 95.85168 D 1 4 4 38.46 143.77748 E 1 5 5 38.46 191.70328 F 1 6 6 38.46 239.62908 G 1 7 7 38.46 287.55488 H 1 8 8 38.46 335.48068 I 1 9 9 38.46 383.40648 J 1 10 10 38.46 431.33 K 1 L 1 M 1 N 1 Building Lengths Horizontal Forces Seismic Design Category O 1 East-West length(x) North-South length(y) East-West Force(x) North-South Force(y) P 1 431.333 34.333 1310.2 Q 1 R 1 S 1 T 1 Clear CM Cells Clear CR Cells 576.94 from Seismic spreadsheet for Mezzanine Seismic Shear + 1.7 kips/ft * 431.33 ft = 1310.2 kips of base shear

A24 Input Values Center of Mass Center of Rigidity Center of Mass Calc DIST FROM DATUM X Y XR YR LABEL Length (ft) Width (ft) x direction (ft) y direction (ft) W (psf) 215.67 27.17 215.67 1.98 A 431.333 54.333 0 0 1 B 0 0 0 0 1 C 0 0 0 0 1 D 0 0 0 0 1 eccentricity accidental eccentricity Polar Moment of Inertia E 0 0 0 0 1 ex ey x direction y direction J F 0 0 0 0 1 0.00 25.19 21.57 1.72 7297663.77 G 0 0 0 0 1 H 0 0 0 0 1 I 0 0 0 0 1 J 0 0 0 0 1 East-West walls(x) Initial Total Shear Amplification Factor K 0 0 0 0 1 Wall Vi Torsional Irregularity Ay Total Shear in walls L 0 0 0 0 1 1 0.70 1b(Extreme) 2.58 0.70 M 0 0 0 0 1 2 0.70 0.70 N 0 0 0 0 1 3 0.00 0.00 O 0 0 0 0 1 4 0.00 0.00 P 0 0 0 0 1 5 0.00 0.00 Q 0 0 0 0 1 6 0.00 0.00 R 0 0 0 0 1 7 0.00 0.00 S 0 0 0 0 1 8 0.00 0.00 T 0 0 0 0 1 9 0.00 0.00 10 0.00 0.00 Center of Rigidity & Shear Forces Calc E-W walls(x) Rigidity Distance from Datum N-S walls(y) Rigidity Distance from Datum North-South walls(y) Initial Total Shear Amplification factor Wall Rx y direction (ft) Wall Ry x direction (ft) Wall Vi Torsional Irregularity Ax Total Shear in walls 1 91.1 0 1 38.46 0 1 163.14 NONE 1.00 163.14 2 3.448 54.333 2 38.46 47.92588 2 156.00 156.00 3 0 0 3 38.46 95.85168 3 148.86 148.86 4 0 0 4 38.46 143.77748 4 141.73 141.73 5 0 0 5 38.46 191.70328 5 134.59 134.59 6 0 0 6 38.46 239.62908 6 134.59 134.59 7 0 0 7 38.46 287.55488 7 141.73 141.73 8 0 0 8 38.46 335.48068 8 148.86 148.86 9 0 0 9 38.46 383.40648 9 156.00 156.00 10 0 0 10 38.46 431.33 10 163.14 163.14 163 / 2.5(2.5 frames per wall in spreadsheet) = 65.2 kips/braced frame (worst case) Building Lengths Horizontal Forces E-W length(x) N-S Length(y) E-W Force(x) N-S Force(y) 431.333 34.333 0 1310.2

A25 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Date : per MBMA Research Project 506 ( 1992) & AISC Steel Construction Manual (13th Edition) Version: 1.9 (Date: 07/01/08) By DJE 3/27/2009 Select Brace Type: Height Load Magnitude (kip) by Load Case Load Location: (ft.) WL EQ CR Earth+ Live Tier Height (a+b), h (a+b) : 36.6944 1.000 5.700 0.000 0.000 Tier Height (b), h b : 16.0000 1.000 65.256 0.000 44.200 2.445 k/ft*18' Load Case Combination Name: Comb. # Active ASR WL EQ CR Earth+ Live 1.3 WL 1 Y 1.33 1.300 2 EQ 2 Y 1.70 2.000 0.5 WL + CR 3 N 1.33 0.650 1.000 CS 4 Y 1.00 1.000 1.3 WL 5 N 1.33 1.300 EQ 6 N 0.85 1.000 7 N 1.00 8 N 1.00 Case Reactions: Load Horiz. Vert. Case (+ = Right) (+ = Up) WL -1.000-1.535 EQ -41.909-42.496 CR Earth+ Live -22.100-20.598

A26 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Date : per MBMA Research Project 506 ( 1992) & AISC Steel Construction Manual (13th Edition) Select Brace Type: Design Method, (ASD / LRFD): Tier Post & Beam (EW) Brace Critical Load: (a) Allowable Stress Ratio, ASR: 1.70 Applied Load: (2 EQ) 11.4 kips Multi Tiered Brace Critical Load: (a+b) Allowable Stress Ratio, ASR: 1.70 Applied Load: (2 EQ) 141.912 kips Select Brace Size: No. of Braces, n : Design Rod Only 2 Module Width, b : 17.1667 ft. Tier Height (a), h a : 20.6944 ft. Alternate Height: 20.6944 ft. Multi Tiered Brace: Select Brace Size (b): Tier Height (b), h b : Design Brace Size 16.0000 ft. Version: 1.9 (Date: 07/01/08) By DJE 3/27/2009 Section Designation: BU13x15 Web Depth, d w : (WF = Total Depth, d) 12.0 in. Web Thickness, t w : 0.15 in. Flange Width, b f : 5.0 in. Flange Thickness, t f : 0.25 in. 7/8" Rod with Clevis Required for 1 bay of Bracing. See Angle Bracing Design For lower Tier Brace w/ Hillside Washer Results: NG Tot. Lateral Drift: 0.028 Memb. Mat. Member Axial Axial Stress Min. t w Brace Lateral ID Orient. Elev. Code Description (k) Allowed Ratio (in.) Elong. Drift (in.) B1 / Tier a RB5 5/8" Rod 8.944 9.916 0.902 Clevis 0.019 0.012 B2 \ Tier a RB5 5/8" Rod 8.944 9.916 0.902 Clevis 0.019 0.012 B3 / Tier b RB0 1 1/4" Rod 48.332 41.934 1.153 Clevis 0.021 0.016 B4 \ Tier b RB0 1 1/4" Rod 48.332 41.934 1.153 Clevis 0.021 0.016 Gusset Plate Connection Results: OK Gusset Plate Information Memb. Weld Gusset Mat. Member Min. t w Height Width Thick. Weld Bolt Dia. ID Ratio Ratio Code Description (in.) (A) (B) (t g ) (in.) (d b ) B1 0.106 0.279 RB5 5/8" Rod 0.052 6.000 6.000 0.500 3/16 1"ø B2 0.106 0.279 RB5 5/8" Rod 0.052 6.000 6.000 0.500 3/16 1"ø B3 0.723 0.965 RB0 1 1/4" Rod 0.468 6.000 6.000 1.000 1/4 1¼"ø B4 0.723 0.965 RB0 1 1/4" Rod 0.468 6.000 6.000 1.000 1/4 1¼"ø

A27 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Date : Design Method, (ASD / LRFD): Allowable Stress Ratio, ASR: 1.70 Applied Horizontal Load: 142.000 kips. Brace Geometry: Select Brace Type: No. of Braced Bays, n: Independent Crane Columns 2 Module Width, b: 15.8333 ft. Tier Height, h: 14.4583 ft. per AISC Steel Construction Manual (13th Edition) Version: 1.1 (Date: 11/14/07) By DJE Lower Tier Bracing Design 3/27/2009 Column Properties: W16X36 Total Column Depth, d c : 15.9 in. Web Thickness, t w : 0.295 in. Flange Width, b f : 6.99 in. Flange Thickness, t f : 0.43 in. Select Brace Size: Angle Brace Material: L2-1/2X2-1/2X3/8 A36 No. of Bolts/Connx, n b : 2 Bolt Spacing, S: 3.75 Bolt Diameter, d b : 1"ø Bolt Material: A325 Required Tensile Strength, R u : 96.148 kips. Slenderness Ratio, L/r z : 267 OK Required End Distance, l v : 1.75 in. Required Edge Distance, l h : 1.25 in. Required Bolt Spacing, S: 2.6667 in. Combined Tension & Shear Results: OK Remarks ASD Allowable Strength Ratio 0.951 See AISC Section J4 Nominal Tensile Yielding Strength (Angle) R n kips 211.752 R n = F y A g ASD Adjusted Nominal Strength R n /Ω kips 126.798 φ = 0.90 (LRFD) = 1.67 (ASD) Nominal Tensile Rupture Strength (Angle) R n kips 121.070 R n = F u A eff Nominal Block Shear Strength (Angle) R n kips 119.006 R n = 0.6 F u A nv + F u A nt 0.6 F y A gv + F u A nt Nominal Bearing Strength (Angle) R n kips 127.238 R n = 1.2 L c t F u 2.4d t F u Nominal Shear Strength (Bolts) R n kips 150.796 R n = F nv A b ASD Adjusted Nominal Strength R n /Ω kips 101.155 φ = 0.75 (LRFD) = 2.00 (ASD) ASD Allowable Strength R n /Ω kips 101.155 Minimum from above.

A28 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Date : Angle Clearance @ Column: 3/4 in. Gusset Plate Thickness, t g : 1/2 in. Gusset Plate Material: A572 Gr. 50 Gusset Length Override: 12 in. per AISC Steel Construction Manual (13th Edition) Version: 1.1 (Date: 11/14/07) By DJE W B 3/27/2009 R v R Base Plate Thickness, t base : 3/8 in. Cap Plate Thickness, t cap : 3/8 in. Column Depth, d c : 15.9 in. e v M R h A Required Tensile Strength, R: 96.15 kips Vert. Component Strength, R v : 64.83 kips Horiz. Component Strength, R h : 71.00 kips Vertical Eccentricity, e v : 3.37 in. Horizontal Eccentricity, e h : 2.89 in. Gusset Plate Height, A: 12.00 in. Gusset Plate Width, B: 8.00 in. Splice Plate Size, C: 0.5" x 3.5" x 18.5" Gusset Plate Weld, W: 1/4 in. e h FF Moment, M = R h (e v ) + R v (e h ) = 426.00 in.-k R Vertical Force, f = v v 2Lweld = 2.70 k / in. 3 L Moment of Inertia, I = weld = 144.00 in. 3 R p 12 Horizontal Force, f = h h 2L = 2.96 k / in. 2 L Section Modulus, S = weld x 6 Flexure Force, f Resultant Force, = M 2 b S x fr = = = 2 2 ( f + f ) + f = b h v 24.00 in. 2 8.88 k / in. 12.14 k / in. Gusset Plate Results: OK Remarks ASD Allowable Strength Ratio 0.725 See AISC Section J4 ASD Weld Strength Ratio 0.962 R n = 0.6 F exx (Sin θ) (S weld ) Nominal Weld Strength (Gusset) R n /Ω k / in. 12.622 φ = 0.75 (LRFD) = 2.00 (ASD) Nominal Flexural Strength (Gusset) M n /Ω in-kips 817.584 M n = Per AISC Section F11 Nominal Shear Yielding Strength (Guseet) R n /Ω kips 302.529 R n = 0.6F y A g ; Where φ = 1.00, = 1.50 φ = 0.75 (LRFD) = 2.00 (ASD) Nominal Shear Rupture Strength (Guseet) R n /Ω kips 267.313 R n = 0.6F u A nv Nominal Block Shear Strength (Gusset) R n /Ω kips 169.858 R n = 0.6 F u A nv + F u A nt 0.6 F y A gv + F u A nt Nominal Bearing Strength (Gusset) R n /Ω kips 132.600 R n = 1.2 L c t F u 2.4d t F u ASD Allowable Strength R n /Ω kips 132.600 Minimum from above. weld

A29

A30 NUCOR BUILDING SYSTEMS BRACING PROGRAM Job Name: Job Number: U0Y90061A Designer: Date: 2/17/2009 File: B01 ---------------------------------------------------------------------------------------- S T R U C T U R A L G E O M E T R Y ---------------------------------------------------------------------------------------- Number of Boxes: 1 Information for Box MS: Width: 34.33 Ft. Length: 431.33 Ft. Left Eave Ht.: 33.83 Ft. Left Roof Slope: 2.00 : 12 Right Eave Ht.: 33.83 Ft. Right Roof Slope: 2.00 : 12 Girt Offset: 8.00 In. Purlin Offset: 10.00 In Ridge Location: 17.17 Ft. Main Frame Spans: 2@17.1667 Bay Spacing: 17.6667,22@18.0000,17.6667 Endwall Spacing --> Left: 2@17.1667 Right: 2@17.1667 Girt Elevations --> BSW: 7.5000,13.5000,18.5000,23.5000,28.5000,31.1667 FSW: 7.5000,13.5000,18.5000,23.5000,28.5000,31.1667 Purlin Spacing --> RP1: 1.3333,3@5.0000,0.6535 RP2: 1.3333,3@5.0000,0.6535 ---------------------------------------------------------------------------------------- L O A D I N G C O N D I T I O N S ---------------------------------------------------------------------------------------- Building Code & Year: IBC/ASCE 7-05 1996 MBMA Occupancy Cat.: 2 Sds/Sd1: 0.798 / 0.420 Wind Speed: 85 MPH Seismic Ss / S1: 1.153 / 0.387 Exposure Condition: C Design Category: D Importance Factor, Iw: 1.00 R Factor: 4.5 Coastal?: No Roof Snow: 17.50 PSF Enclosure Condition: Enclosed Seismic Dead Weight: 18.30 PSF MRH Pressure: 16.26 PSF Total Seismic Wt, W: 21.00 PSF Roof Seismic Factor: 0.167 rho/omega: 1.30 / 2.50 Wind Coefficients --> Load Front Back Case Wall Wall W5B 0.70-0.24 W5F -0.24 0.70 Wind Pressures --> To Interior Zone Exterior Zone Elev. W5B W5F W5B W5F (Ft.) (PSF) (PSF) (PSF) (PSF) 42.9 11.33 11.33 15.62 15.62 Leeward --- -3.83-3.83-7.12-7.12 Net Pressure on Building --> Case W5B W5F PSF 18.79-18.79 User-Applied Loads --> Load Roof/ Load Load Frame Roof Wall Case Wall Dir. Magnitude Line Grid Elevation Description (ID) (ID) (X,Y) (Kips) (ID) (ID) (Ft.) EQB r1 x 2.17 25 C Wall Seismic EQB r1 x 2.17 25 A Wall Seismic EQF r1 x -2.17 1 C Wall Seismic EQF r1 x -2.17 1 A Wall Seismic EQF r1 x -2.17 25 A Wall Seismic EQF r1 x -2.17 25 C Wall Seismic EQB r1 x 2.17 1 C Wall Seismic EQB r1 x 2.17 1 A Wall Seismic Load Combinations --> ID ASR Name 1) 1.00 W5B 2) 1.00 W5F 3) 1.70 EQB 4) 1.70 EQF

A31 NUCOR BUILDING SYSTEMS Job #: U0Y90061A Page: Building: B01 By : Date: 2/17/2009 ^^^ BRACING DESIGN SUMMARY REPORT -- BY CONTROLLING LOAD COMBINATION ^^^ ------------------------------------------------------------------------------- BRACES ------------------------------------------------------------------------------- Memb. Frame Grid/ Mat. Member Load Axial Axial Min ID Lines Top Elev. Orient. code desc. comb. (k) Allowed tw ------------------------------------------------------------------------------- B1 24-23 C-B / RB5 5/8_ROD 4 3.43 12.49 --- B2 24-23 C-B \ RB5 5/8_ROD 3 2.94 12.49 --- B3 24-23 B-A / RB5 5/8_ROD 3 2.94 12.49 --- B4 24-23 B-A \ RB5 5/8_ROD 4 3.43 12.49 --- B5 23-22 C-B / RB5 5/8_ROD 4 3.43 12.49 --- B6 23-22 C-B \ RB5 5/8_ROD 3 3.38 12.49 --- B7 23-22 B-A / RB5 5/8_ROD 3 3.38 12.49 --- B8 23-22 B-A \ RB5 5/8_ROD 4 3.43 12.49 --- B9 17-16 C-B / RB5 5/8_ROD 4 4.72 12.49 --- B10 17-16 C-B \ RB5 5/8_ROD 3 4.72 12.49 --- B11 17-16 B-A / RB5 5/8_ROD 3 4.72 12.49 --- B12 17-16 B-A \ RB5 5/8_ROD 4 4.72 12.49 --- B13 11-10 C-B / RB5 5/8_ROD 4 4.80 12.49 --- B14 11-10 C-B \ RB5 5/8_ROD 3 4.82 12.49 --- B15 11-10 B-A / RB5 5/8_ROD 3 4.82 12.49 --- B16 11-10 B-A \ RB5 5/8_ROD 4 4.80 12.49 --- B17 5-4 C-B / RB5 5/8_ROD 4 3.66 12.49 --- B18 5-4 C-B \ RB5 5/8_ROD 3 3.77 12.49 --- B19 5-4 B-A / RB5 5/8_ROD 3 3.77 12.49 --- B20 5-4 B-A \ RB5 5/8_ROD 4 3.66 12.49 --- B21 3-2 C-B / RB5 5/8_ROD 4 2.85 12.49 --- B22 3-2 C-B \ RB5 5/8_ROD 3 3.25 12.49 --- B23 3-2 B-A / RB5 5/8_ROD 3 3.25 12.49 --- B24 3-2 B-A \ RB5 5/8_ROD 4 2.85 12.49 --- B25 23-22 C 33.83 / RB7 7/8_ROD 3 26.17 25.44 0.384 B26 23-22 C 33.83 \ RB7 7/8_ROD 4 26.61 25.44 0.391 B27 23-22 C 16.92 / RB7 7/8_ROD 3 27.75 25.44 0.410 B28 23-22 C 16.92 \ RB7 7/8_ROD 4 24.20 25.44 0.352 B29 17-16 C 33.83 / RB7 7/8_ROD 3 24.74 25.44 0.361 B30 17-16 C 33.83 \ RB7 7/8_ROD 4 24.64 25.44 0.359 B31 17-16 C 16.92 / RB7 7/8_ROD 3 26.24 25.44 0.385 B32 17-16 C 16.92 \ RB7 7/8_ROD 4 25.28 25.44 0.370 B33 11-10 C 33.83 / RB7 7/8_ROD 3 24.87 25.44 0.363 B34 11-10 C 33.83 \ RB7 7/8_ROD 4 24.95 25.44 0.364 B35 11-10 C 16.92 / RB7 7/8_ROD 3 25.43 25.44 0.372 B36 11-10 C 16.92 \ RB7 7/8_ROD 4 26.36 25.44 0.387 B37 5-4 C 33.83 / RB7 7/8_ROD 3 27.32 25.44 0.403 B38 5-4 C 33.83 \ RB7 7/8_ROD 4 26.91 25.44 0.396 B39 5-4 C 16.92 / RB7 7/8_ROD 3 24.53 25.44 0.358 B40 5-4 C 16.92 \ RB7 7/8_ROD 4 28.11 25.44 0.416 B41 23-22 A 33.83 / RB7 7/8_ROD 3 26.17 25.44 0.384 B42 23-22 A 33.83 \ RB7 7/8_ROD 4 26.61 25.44 0.391 B43 23-22 A 16.92 / RB7 7/8_ROD 3 27.75 25.44 0.410 B44 23-22 A 16.92 \ RB7 7/8_ROD 4 24.20 25.44 0.352 B45 17-16 A 33.83 / RB7 7/8_ROD 3 24.74 25.44 0.361 B46 17-16 A 33.83 \ RB7 7/8_ROD 4 24.64 25.44 0.359 B47 17-16 A 16.92 / RB7 7/8_ROD 3 26.24 25.44 0.385 B48 17-16 A 16.92 \ RB7 7/8_ROD 4 25.28 25.44 0.370 B49 11-10 A 33.83 / RB7 7/8_ROD 3 24.87 25.44 0.363 B50 11-10 A 33.83 \ RB7 7/8_ROD 4 24.95 25.44 0.364 B51 11-10 A 16.92 / RB7 7/8_ROD 3 25.43 25.44 0.372 B52 11-10 A 16.92 \ RB7 7/8_ROD 4 26.36 25.44 0.387 B53 5-4 A 33.83 / RB7 7/8_ROD 3 27.32 25.44 0.403 B54 5-4 A 33.83 \ RB7 7/8_ROD 4 26.91 25.44 0.396 B55 5-4 A 16.92 / RB7 7/8_ROD 3 24.53 25.44 0.358 B56 5-4 A 16.92 \ RB7 7/8_ROD 4 28.11 25.44 0.416 See Portal Frame Design ----------------------------------------------------------------------- STRUTS ----------------------------------------------------------------------- Memb. Frame Grid/ Mat. Member Load Axial Axial ID Lines Elev. code desc. comb. (k) Allowed ----------------------------------------------------------------------- S25R 25-24 C 0.41 10E60B4 EaveStrut 3-6.10 17.14 S27R 24-23 C 0.41 10E60B4 EaveStrut 3-11.53 17.14 S29 23-22 C 33.83 08S075 BoxStrut 3-17.58 34.00 S29 23-22 C 33.83 10E60B2 EaveStrut S31R 22-21 C 0.41 10E60B2 EaveStrut 1-1.35 5.04 S33R 21-20 C 0.41 10E60B2 EaveStrut 1-1.35 5.04 S35R 20-19 C 0.41 10E60B2 EaveStrut 3-2.56 8.57 S37R 19-18 C 0.41 10E60B2 EaveStrut 3-3.92 8.57 S39R 18-17 C 0.41 10E60B2 EaveStrut 3-5.27 8.57 S41 17-16 C 33.83 08S075 BoxStrut 3-13.21 34.00 S41 17-16 C 33.83 10E60B2 EaveStrut S43R 16-15 C 0.41 10E60B2 EaveStrut 4-2.99 8.57 S45R 15-14 C 0.41 10E60B2 EaveStrut 4-1.63 8.57 S47R 14-13 C 0.41 10E60B2 EaveStrut 1-0.47 5.04 S49R 13-12 C 0.41 10E60B2 EaveStrut 1-0.48 5.04 S51R 12-11 C 0.41 10E60B2 EaveStrut 3-1.97 8.57 S53 11-10 C 33.83 08S075 BoxStrut 4-14.38 34.00 S53 11-10 C 33.83 10E60B2 EaveStrut S55R 10-9 C 0.41 10E60B2 EaveStrut 4-6.34 8.57 S57R 9-8 C 0.41 10E60B2 EaveStrut 4-4.98 8.57 S59R 8-7 C 0.41 10E60B2 EaveStrut 4-3.62 8.57 S61R 7-6 C 0.41 10E60B2 EaveStrut 2-1.35 5.04 S63R 6-5 C 0.41 10E60B2 EaveStrut 2-1.35 5.04 S65 5-4 C 33.83 08S075 BoxStrut 4-19.17 34.00 S65 5-4 C 33.83 10E60B2 EaveStrut 08E099 Good for 13.29 Kips W/ 2 Bolt Connection. See Eave Strut Design

A32 S67R 4-3 C 0.41 10E60B4 EaveStrut 4-12.74 17.14 S69R 3-2 C 0.41 10E60B4 EaveStrut 4-11.39 17.14 S71R 2-1 C 0.41 10E60B4 EaveStrut 4-6.10 17.14 S73L 25-24 A -0.41 10E60B4 EaveStrut 3-6.10 17.14 S75L 24-23 A -0.41 10E60B4 EaveStrut 3-11.53 17.14 S77 23-22 A 33.83 08S075 BoxStrut 3-17.58 34.00 S77 23-22 A 33.83 10E60B2 EaveStrut S79L 22-21 A -0.41 10E60B2 EaveStrut 1-1.35 5.04 S81L 21-20 A -0.41 10E60B2 EaveStrut 1-1.35 5.04 S83L 20-19 A -0.41 10E60B2 EaveStrut 3-2.56 8.57 S85L 19-18 A -0.41 10E60B2 EaveStrut 3-3.92 8.57 S87L 18-17 A -0.41 10E60B2 EaveStrut 3-5.27 8.57 S89 17-16 A 33.83 08S075 BoxStrut 3-13.21 34.00 S89 17-16 A 33.83 10E60B2 EaveStrut S91L 16-15 A -0.41 10E60B2 EaveStrut 4-2.99 8.57 S93L 15-14 A -0.41 10E60B2 EaveStrut 4-1.63 8.57 S95L 14-13 A -0.41 10E60B2 EaveStrut 1-0.47 5.04 S97L 13-12 A -0.41 10E60B2 EaveStrut 1-0.48 5.04 S99L 12-11 A -0.41 10E60B2 EaveStrut 3-1.97 8.57 S101 11-10 A 33.83 08S075 BoxStrut 4-14.38 34.00 S101 11-10 A 33.83 10E60B2 EaveStrut S103L 10-9 A -0.41 10E60B2 EaveStrut 4-6.34 8.57 S105L 9-8 A -0.41 10E60B2 EaveStrut 4-4.98 8.57 S107L 8-7 A -0.41 10E60B2 EaveStrut 4-3.62 8.57 S109L 7-6 A -0.41 10E60B2 EaveStrut 2-1.35 5.04 S111L 6-5 A -0.41 10E60B2 EaveStrut 2-1.35 5.04 S113 5-4 A 33.83 08S075 BoxStrut 4-19.17 34.00 S113 5-4 A 33.83 10E60B2 EaveStrut S115L 4-3 A -0.41 10E60B4 EaveStrut 4-12.74 17.14 S117L 3-2 A -0.41 10E60B4 EaveStrut 4-11.39 17.14 S119L 2-1 A -0.41 10E60B4 EaveStrut 4-6.10 17.14 ---------------------------------------------------------------------- COST & WEIGHT SUMMARY IN DOLLARS & LBS ---------------------------------------------------------------------- Cables Rods Angles Pipe Purlin Portals Total Struts Struts ---------------------------------------------------------------------- COST 0 1222 0 1034 0 0 2256 WEIGHT 0 2021 0 1223 0 0 3245

A33 NUCOR BUILDING SYSTEMS Job #: U0Y90061A Page: Building: B01 By : Date: 2/17/2009 ^^^ REACTION REPORT -- BY LOAD CASE ^^^ -------------------------------------------------------------- REACTIONS -- LOAD CASE W5B -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 25 C 0.00-0.00-0.00 25 A 0.00-0.00-0.00 24 C 0.00 0.00-0.00 24 A 0.00 0.00-0.00 23 C -1.66-3.26-0.00 23 A -1.66-3.26-0.00 22 C 0.00 3.26-0.00 22 A 0.00 3.26-0.00 21 C 0.00 0.00-0.00 21 A 0.00 0.00-0.00 20 C -0.00 0.00 0.00 20 A -0.00 0.00 0.00 19 C -0.00 0.00 0.00 19 A -0.00 0.00 0.00 18 C -0.00 0.00 0.00 18 A -0.00 0.00 0.00 17 C -1.45-2.58 0.00 17 A -1.45-2.58 0.00 16 C -0.00 2.58 0.00 16 A -0.00 2.58 0.00 15 C -0.00 0.00 0.00 15 A -0.00 0.00 0.00 14 C -0.00 0.00 0.00 14 A -0.00 0.00 0.00 13 C -0.00 0.00 0.00 13 A -0.00 0.00 0.00 12 C -0.00-0.00 0.00 12 A -0.00-0.00 0.00 11 C -1.32-2.34 0.00 11 A -1.32-2.34 0.00 10 C -0.00 2.34 0.00 10 A -0.00 2.34 0.00 9 C -0.00 0.00 0.00 9 A -0.00 0.00 0.00 8 C -0.00-0.00 0.00 8 A -0.00-0.00 0.00 7 C -0.00-0.00 0.00 7 A -0.00-0.00 0.00 6 C -0.00-0.00 0.00 6 A -0.00-0.00 0.00 5 C -1.26-2.46 0.00 5 A -1.26-2.46 0.00 4 C 0.00 2.46-0.00 4 A 0.00 2.46-0.00 3 C 0.00 0.00-0.00 3 A 0.00 0.00-0.00 2 C 0.00-0.00-0.00 2 A 0.00-0.00-0.00 1 C 0.00 0.00-0.00 1 A 0.00 0.00-0.00 -------------------------------------------------------------- Summation -11.38 0.00 -------------------------------------------------------------- REACTIONS -- LOAD CASE W5F -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 25 C -0.00 0.00 0.00 25 A -0.00 0.00 0.00 24 C -0.00-0.00 0.00 24 A -0.00-0.00 0.00 23 C -0.00 2.46 0.00 23 A -0.00 2.46 0.00 22 C 1.26-2.46-0.00 22 A 1.26-2.46-0.00 21 C 0.00-0.00-0.00 21 A 0.00-0.00-0.00 20 C 0.00-0.00-0.00 20 A 0.00-0.00-0.00 19 C 0.00-0.00-0.00 19 A 0.00-0.00-0.00 18 C 0.00 0.00-0.00 18 A 0.00 0.00-0.00 17 C 0.00 2.34-0.00 17 A 0.00 2.34-0.00 16 C 1.32-2.34-0.00 16 A 1.32-2.34-0.00 15 C 0.00-0.00-0.00 15 A 0.00-0.00-0.00 14 C 0.00 0.00-0.00 14 A 0.00 0.00-0.00 13 C 0.00 0.00-0.00 13 A 0.00 0.00-0.00 12 C 0.00 0.00-0.00 12 A 0.00 0.00-0.00 11 C 0.00 2.58-0.00 11 A 0.00 2.58-0.00

A34 10 C 1.45-2.58-0.00 10 A 1.45-2.58-0.00 9 C 0.00 0.00-0.00 9 A 0.00 0.00-0.00 8 C 0.00 0.00-0.00 8 A 0.00 0.00-0.00 7 C 0.00 0.00-0.00 7 A 0.00 0.00-0.00 6 C 0.00 0.00-0.00 6 A 0.00 0.00-0.00 5 C -0.00 3.26 0.00 5 A -0.00 3.26 0.00 4 C 1.66-3.26 0.00 4 A 1.66-3.26 0.00 3 C -0.00 0.00 0.00 3 A -0.00 0.00 0.00 2 C -0.00 0.00 0.00 2 A -0.00 0.00 0.00 1 C -0.00-0.00 0.00 1 A -0.00-0.00 0.00 -------------------------------------------------------------- Summation 11.38 0.00 -------------------------------------------------------------- REACTIONS -- LOAD CASE EQB -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 25 C -0.00-0.01 0.00 25 A -0.00-0.01 0.00 24 C -0.00 0.00 0.00 24 A -0.00 0.00 0.00 23 C -8.09-14.77 0.00 23 A -8.09-14.77 0.00 22 C -0.00 14.77 0.00 22 A -0.00 14.77 0.00 21 C -0.00 0.00 0.00 21 A -0.00 0.00 0.00 20 C -0.00 0.00 0.00 20 A -0.00 0.00 0.00 19 C -0.00 0.00 0.00 19 A -0.00 0.00 0.00 18 C -0.00-0.00 0.00 18 A -0.00-0.00 0.00 17 C -7.65-13.97 0.00 17 A -7.65-13.97 0.00 16 C -0.00 13.97 0.00 16 A -0.00 13.97 0.00 15 C -0.00 0.00 0.00 15 A -0.00 0.00 0.00 14 C -0.00-0.00 0.00 14 A -0.00-0.00 0.00 13 C -0.00 0.00 0.00 13 A -0.00 0.00 0.00 12 C -0.00-0.00 0.00 12 A -0.00-0.00 0.00 11 C -7.41-13.78 0.00 11 A -7.41-13.78 0.00 10 C -0.00 13.78 0.00 10 A -0.00 13.78 0.00 9 C -0.00 0.00 0.00 9 A -0.00 0.00 0.00 8 C -0.00-0.00 0.00 8 A -0.00-0.00 0.00 7 C -0.00-0.00 0.00 7 A -0.00-0.00 0.00 6 C -0.00-0.00 0.00 6 A -0.00-0.00 0.00 5 C -7.15-14.20 0.00 5 A -7.15-14.20 0.00 4 C 0.00 14.20-0.00 4 A 0.00 14.20-0.00 3 C 0.00 0.00-0.00 3 A 0.00 0.00-0.00 2 C 0.00-0.00-0.00 2 A 0.00-0.00-0.00 1 C 0.00 0.01-0.00 1 A 0.00 0.01-0.00 -------------------------------------------------------------- Summation -60.63 0.00 -------------------------------------------------------------- REACTIONS -- LOAD CASE EQF -------------------------------------------------------------- Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise -------------------------------------------------------------- 25 C -0.00 0.01 0.00 25 A -0.00 0.01 0.00 24 C -0.00-0.00 0.00 24 A -0.00-0.00 0.00 23 C -0.00 13.92 0.00 23 A -0.00 13.92 0.00 22 C 7.05-13.92-0.00 22 A 7.05-13.92-0.00 21 C 0.00-0.00-0.00 21 A 0.00-0.00-0.00 20 C 0.00-0.00-0.00 20 A 0.00-0.00-0.00

A35 19 C 0.00-0.00-0.00 19 A 0.00-0.00-0.00 18 C 0.00 0.00-0.00 18 A 0.00 0.00-0.00 17 C 0.00 13.67-0.00 17 A 0.00 13.67-0.00 16 C 7.37-13.67-0.00 16 A 7.37-13.67-0.00 15 C 0.00-0.00-0.00 15 A 0.00-0.00-0.00 14 C 0.00 0.00-0.00 14 A 0.00 0.00-0.00 13 C 0.00 0.00-0.00 13 A 0.00 0.00-0.00 12 C 0.00 0.00-0.00 12 A 0.00 0.00-0.00 11 C 0.00 14.05-0.00 11 A 0.00 14.05-0.00 10 C 7.68-14.05-0.00 10 A 7.68-14.05-0.00 9 C 0.00-0.00-0.00 9 A 0.00-0.00-0.00 8 C 0.00 0.00-0.00 8 A 0.00 0.00-0.00 7 C 0.00 0.00-0.00 7 A 0.00 0.00-0.00 6 C 0.00 0.00-0.00 6 A 0.00 0.00-0.00 5 C 0.00 15.07-0.00 5 A 0.00 15.07-0.00 4 C 8.20-15.07-0.00 4 A 8.20-15.07-0.00 3 C 0.00 0.00-0.00 3 A 0.00 0.00-0.00 2 C 0.00 0.00-0.00 2 A 0.00 0.00-0.00 1 C -0.00-0.01 0.00 1 A -0.00-0.01 0.00 -------------------------------------------------------------- Summation 60.63 0.00 462.43-402.348 (Mezzanine Seismic load) = 60.1 kips roof base shear < 60.63 So ok

A36 NUCOR BUILDING SYSTEMS Job # : U09Y0061A Job Name: GARAGEPLUS - RV STORAGE Frame : Portal Frame at Bays Date : 2/18/2009 3 Designer: NBSUT\bbirch File : F01.nfr ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : RCS Frame width : 18.00 Ft. Bay width : 0.00 Ft. LEFT RIGHT Dim to ridge : 18.00 Ft. 0.00 Ft. Roof slope : 0.00/12 0.00/12 Eave height : 33.83 Ft. 33.83 Ft. Girt offset : -12.00 In. -12.00 In. Typ. Girt spacing : 6.00 Ft. Purlin offset : 11.31 In. 11.31 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing : 18.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace : N N N N N Flange Brace : 0 0 0 0 0 Location (ft): 7.5 13.5 19.5 25.5 29.7 WP2 Girt Brace : N N N N N Flange Brace : 0 0 0 0 0 Location (ft): 7.5 13.5 19.5 25.5 29.0 Other Braces: Column : COL01 COL02 Left Brace : Y Y Right Brace : Y Y Location (ft): 16.0 16.0 ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Mezzanine Beam Connection Building Code & Year : IBC/ASCE 7-05 1986/1996 MBMA occupancy class : 1/2 AISC Specification : 2005 ASD L O A D S (Psf) Roof Dead load : 3.00 Roof Coll load : 3.00 Roof Live load : 20.00 Roof Snow load : 17.50 Floor dead load : 100.00 Floor live load : 250.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.153 S1 = 0.387 Seismic Design Category = D Site Class = D R = 4.50 Cd = 3.00 Sds = 0.798 Sd1 = 0.420 rho = 1.00 omega = 2.500 Wind speed Wind pressure : 85.00 Mph Exp. : C : 16.06 Psf Building is Enclosed Wind pressure coefficients C1 C2E C2 C3 C3E C4 W1R 0.850 0.000-0.890-0.398 0.000-0.312 W1L -0.312 0.000-0.398-0.890 0.000 0.847 W2R 0.487 0.000-1.250-0.758 0.000-0.672 W2L -0.672 0.000-0.758-1.250 0.000 0.487 W5B -0.270-0.890-0.510-0.510 0.000-0.270 W5F -0.270 0.000-0.510-0.510-0.890-0.270 W6B -0.630-1.250-0.870-0.870 0.000-0.630 W6F -0.630 0.000-0.870-0.870-1.250-0.630 W7B -0.270-0.398-0.223-0.223 0.000-0.270 W7F -0.270 0.000-0.223-0.223-0.398-0.270 W8B -0.630-0.758-0.583-0.583 0.000-0.630 W8F -0.630 0.000-0.583-0.583-0.758-0.630 Tributary Widths Panel Trib. Width (ft) WP1 0.00 WP2 0.00 RP1 0.00 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1-0.000-0.000 0.000 18.000 COL RP1-0.000-0.000 0.000 18.000 SL RP1-0.000-0.000 0.000 18.000 RLL RP1-0.000-0.000 0.000 18.000 W1R WP1 0.000 0.000 0.000 33.833

A37 W1R WP2 0.000 0.000 0.000 33.833 W1L WP1-0.000-0.000 0.000 33.833 W1L WP2-0.000-0.000 0.000 33.833 W2R WP1 0.000 0.000 0.000 33.833 W2R WP2 0.000 0.000 0.000 33.833 W2L WP1-0.000-0.000 0.000 33.833 W2L WP2-0.000-0.000 0.000 33.833 W5B WP1-0.000-0.000 0.000 33.833 W5B WP2 0.000 0.000 0.000 33.833 W5F WP1-0.000-0.000 0.000 33.833 W5F WP2 0.000 0.000 0.000 33.833 W6B WP1-0.000-0.000 0.000 33.833 W6B WP2 0.000 0.000 0.000 33.833 W6F WP1-0.000-0.000 0.000 33.833 W6F WP2 0.000 0.000 0.000 33.833 W7B WP1-0.000-0.000 0.000 33.833 W7B WP2 0.000 0.000 0.000 33.833 W7F WP1-0.000-0.000 0.000 33.833 W7F WP2 0.000 0.000 0.000 33.833 W8B WP1-0.000-0.000 0.000 33.833 W8B WP2 0.000 0.000 0.000 33.833 W8F WP1-0.000-0.000 0.000 33.833 W8F WP2 0.000 0.000 0.000 33.833 EQR RP1 0.000 0.000 0.000 18.000 EQL RP1-0.000-0.000 0.000 18.000 ----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Special Klf Klf Ft. Ft. Load # Description RP1-0.266-0.266 13.467 27.166 P-3 RP1 0.208 0.208 27.200 37.900 P-2 RP2 0.208 0.208 16.400 27.200 P-1 RP2-0.266-0.266 27.200 40.640 P-4 Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL COL01 0.000-0.810 0.000 31.200 C-11 Rafter RDL COL02 0.000-0.810 0.000 31.200 C-12 Rafter COL COL01 0.000-0.410 0.000 31.200 C-13 Rafter COL COL02 0.000-0.410 0.000 31.200 C-14 Rafter SL COL01 0.000-2.390 0.000 31.200 C-15 Rafter SL COL02 0.000-2.390 0.000 31.200 C-16 Rafter RLL COL01 0.000-2.730 0.000 31.200 C-17 Rafter RLL COL02 0.000-2.730 0.000 31.200 C-18 Rafter FDL COL01 0.000-14.620 0.000 16.000 C-43 Mezanine Beam FDL COL02 0.000-14.620 0.000 16.000 C-44 Mezanine Beam FLL COL01 0.000-38.625 0.000 16.000 C-46 Mezanine Beam FLL COL02 0.000-38.625 0.000 16.000 C-45 Mezanine Beam W1R COL01 2.500 0.000 0.000 31.200 C-7 Wind W1R COL01 0.000 3.090 0.000 31.200 C-19 Rafter W1R COL02 0.000 3.090 0.000 31.200 C-42 Rafter W1L COL01 0.000 3.090 0.000 31.200 C-20 Rafter W1L COL02 0.000 3.090 0.000 31.200 C-41 Rafter W1L COL02-2.500 0.000 0.000 31.200 C-9 mez Seismic W2R COL01 2.500 0.000 0.000 31.200 C-8 mez Seismic W2R COL01 0.000 3.090 0.000 31.200 C-21 Rafter W2R COL02 0.000 3.090 0.000 31.200 C-40 Rafter W2L COL01 0.000 3.090 0.000 31.200 C-22 Rafter W2L COL02 0.000 3.090 0.000 31.200 C-39 Rafter W2L COL02-2.500 0.000 0.000 31.200 C-10 mez Seismic W5B COL01 0.000 3.090 0.000 31.200 C-23 Rafter W5B COL02 0.000 3.090 0.000 31.200 C-38 Rafter W5F COL01 0.000 3.090 0.000 31.200 C-24 Rafter W5F COL02 0.000 3.090 0.000 31.200 C-37 Rafter W6B COL01 0.000 3.090 0.000 31.200 C-25 Rafter W6B COL02 0.000 3.090 0.000 31.200 C-36 Rafter W6F COL01 0.000 3.090 0.000 31.200 C-26 Rafter W6F COL02 0.000 3.090 0.000 31.200 C-35 Rafter W7B COL01 0.000 3.090 0.000 31.200 C-27 Rafter W7B COL02 0.000 3.090 0.000 31.200 C-34 Rafter W7F COL01 0.000 3.090 0.000 31.200 C-28 Rafter W7F COL02 0.000 3.090 0.000 31.200 C-33 Rafter W8B COL01 0.000 3.090 0.000 31.200 C-29 Rafter W8B COL02 0.000 3.090 0.000 31.200 C-32 Rafter W8F COL01 0.000 3.090 0.000 31.200 C-30 Rafter W8F COL02 0.000 3.090 0.000 31.200 C-31 Rafter EQR COL01 3.250 0.000 0.000 16.000 C-4 mez Seismic EQR COL01 4.040 0.000 0.000 31.200 C-1 Roof Seismic EQR COL02 3.250 0.000 0.000 16.000 C-3 mez Seismic EQR COL02 4.045 0.000 0.000 31.200 C-47 EQL COL01-3.333 0.000 0.000 16.000 C-6 mez Seismic EQL COL01-4.045 0.000 0.000 31.200 C-48 EQL COL02-3.333 0.000 0.000 16.000 C-5 mez Seismic EQL COL02-4.040 0.000 0.000 31.200 C-2 (unspecified) ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW + RDL + COL + SL + FDL + FLL 2) 1.00 SW + RDL + COL + RLL + FDL + FLL 3) 1.33 SW + RDL + FDL + 1.30W1L 4) 1.33 SW + RDL + FDL + 1.30W2L 5) 1.33 SW + RDL + FDL + 1.30W1R 6) 1.33 SW + RDL + FDL + 1.30W2R 7) 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W1L 8) 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W2L 9) 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W1R 10) 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W2R 11) 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W1L 12) 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W2L 13) 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W1R 14) 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W2R 15) 1.33 SW + RDL + FDL + 1.30W5B 16) 1.33 SW + RDL + FDL + 1.30W6B

A38 17) 1.33 SW + RDL + FDL + 1.30W7B 18) 1.33 SW + RDL + FDL + 1.30W8B 19) 1.33 SW + RDL + FDL + 1.30W5F 20) 1.33 SW + RDL + FDL + 1.30W6F 21) 1.33 SW + RDL + FDL + 1.30W7F 22) 1.33 SW + RDL + FDL + 1.30W8F 23) 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W5B 24) 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W6B 25) 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W7B 26) 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W8B 27) 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W5F 28) 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W6F 29) 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W7F 30) 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W8F 31) 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W5B 32) 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W6B 33) 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W7B 34) 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W8B 35) 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W5F 36) 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W6F 37) 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W7F 38) 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W8F 39) 1.45 1.16SW + 1.16RDL + 1.16COL + 1.16FDL + FLL + EQL 40) 1.45 1.16SW + 1.16RDL + 1.16COL + 1.16FDL + FLL + EQR 41) 1.45 0.74SW + 0.74RDL + 0.74FDL + EQL 42) 1.45 0.74SW + 0.74RDL + 0.74FDL + EQR 43) 1.00 1.20SW + 1.20RDL + 1.20COL + 0.20SL + 1.20FDL + FLL

A39 Job : U09Y0061A GARAGEPLUS - RV STORAGE NUCOR BUILDING SYSTEMS Date: 04-08-09 Page: 1 Frame: Portal Frame at Bays By : NBSUT\bbirch File: F01 *** DESIGN SUMMARY REPORT *** Built Up Rafter - RAF01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.63 F8.63 W188 66 1 0.3 0.00 181.1 0.33 0.33 0.33 66 6-23.00 0.70 0.57 0.57 Chkpt 1 6 Depth 25.17 25.17 Section 1 width thick Fy T/L Flg 8.0 0.6250 55.00 Web 0.1875 55.00 B/R Flg 8.0 0.6250 55.00 Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.75 F8.75 W220 65 11-80.9 0.23-141.0 0.22 0.22 0.42 66 7 7.77 0.14 0.20 0.20 2 F8.75 F8.75 W220 65 16-24.4 0.07-199.6 0.31 0.39 0.43 66 12 4.52 0.08 0.12 0.12 Chkpt 7 11 12 16 Depth 24.00 24.00 24.00 Section 1 2 width thick Fy width thick Fy T/L Flg 8.0 0.7500 55.00 8.0 0.7500 55.00 Web 0.2200 55.00 0.2200 55.00 B/R Flg 8.0 0.7500 55.00 8.0 0.7500 55.00 Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.75 F8.75 W220 66 21-81.1 0.23 141.1 0.22 0.22 0.42 65 17-7.77 0.14 0.20 0.20 2 F8.75 F8.75 W220 66 26-24.5 0.07 201.0 0.40 0.31 0.43 65 22-4.44 0.08 0.12 0.12 Chkpt 17 21 22 26 Depth 24.00 24.00 24.00 Section 1 2 width thick Fy width thick Fy T/L Flg 8.0 0.7500 55.00 8.0 0.7500 55.00 Web 0.2200 55.00 0.2200 55.00 B/R Flg 8.0 0.7500 55.00 8.0 0.7500 55.00 Frame Weight (lbs) = 4340 Deflections (in): 10 yr Wind dx = 0.44 = H/ 846 WIND CASE 1 TO RIGHT Seismic dx = -2.88 = H/ 128 SEISMIC TO LEFT Story Drift = -8.64 = 0.023H SEISMIC TO LEFT Drift Index = 0.06 SW+RDL+COL+0.50SL+FDL+FLL+1.30W8B+NLL Maximum dx = -2.88 = H/ 128 SW+RDL+COL+0.50SL+FDL+FLL+1.30W5F+NLL Maximum dy = -0.06 = L/3633 @ MOD 1, 1.16SW+1.16RDL+1.16COL+1.16FDL+FLL+EQL Max. Live dy = -0.02 = L/9999 @ MOD 1, SW+RDL+COL+SL+FDL+FLL+NLR

A40 NUCOR BUILDING SYSTEMS Job # : U09Y0061A Job Name: GARAGEPLUS - RV STORAGE Frame : Portal Frame at Bays Date : 2/18/2009 3 Designer: NBSUT\bbirch File : F01.nfr ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ See IMF Connection Check For end plate connections. Knee Connection - COL01 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/fv Weld Weld Weld Areq/A req/(w1+w2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio - 0.00:12 W250 0.73 FWS3 FWS4 0.83 0.00 0.83 FWS3 0.83 0.56 0 - width thick Fy height depth length width thick length Fy - Top Plate 8.0 0.7500 55.0 23.21 Stiffener Web 0.2500 55.0 25.17 24.00 Bot Plate 4.0 0.5000 36.0 23.21 - Knee Connection - COL02 Web ----------------? Top Plate ------------------? ----- Bottom Plates ----- --?Horiz./Diagonal Stiffener--? Roof Web fv/fv Weld Weld Weld Areq/A req/(w1+w2) W3req/W3 Weld Areq/A W4req/W4 Stiff. No. Theta Axial Slope Matl Ratio W1 W2 W3 Ratio Ratio Ratio W4 Ratio Ratio Matl Stiff. Degrees Ratio - 0.00:12 W250 0.72 FWS3 FWS4 0.83 0.00 0.82 FWS3 0.82 0.56 0 - width thick Fy height depth length width thick length Fy - Top Plate 8.0 0.7500 55.0 23.21 Stiffener Web 0.2500 55.0 25.17 24.00 Bot Plate 4.0 0.5000 36.0 23.21 - Splice Connection - Moment Connection from COL01 To RAF01 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio - 4/8BE F101.0 F101.0 8-1.250-H 1-0.02 0.86-3.9 0.85 0.88 1-0.02 0.86-3.9 0.42 - left right width thick length Fy size size - Left Plate 10.0 1.000 33.55 55.0 Top Weld CJP1 CJP1 Right Plate 10.0 1.000 33.55 55.0 Web Weld WP14 WP14 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld CJP1 CJP1 - Splice Connection - Moment Connection from RAF01 To COL02 Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio - 4/8BE F121.0 F121.0 8-1.250-S 1-0.02-0.86-3.9 0.81 0.79 1-0.02-0.86-3.9 0.52 - left right width thick length Fy size size - Left Plate 12.0 1.000 33.55 55.0 Top Weld FWD5 FWD5 Right Plate 12.0 1.000 33.55 55.0 Web Weld WP13 WP14 Stiffener 0.0 0.000 0.00 0.0 Bottom Weld FWD5 FWD5 - Base Plate - COL01 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/ft fv/fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design - F8.38 8-1.000 FWS4 FWS4 FWS3 0.64 0.03 0.07 0.06 0.04 0.07 F1554 Gr.36 - width thick length Fy - Base Plate 8.00 0.375 24.00 55.0 - Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/ft fv/fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design - F8.38 8-1.000 FWS4 FWS4 FWS3 0.64 0.03 0.07 0.06 0.05 0.07 F1554 Gr.36 - width thick length Fy - Base Plate 8.00 0.375 24.00 55.0 - Splice Load Combinations: No. ASR Cases --- ---- ----- 1 1.00 SW + RDL + COL + SL + FDL + FLL 2 1.00 SW + RDL + COL + RLL + FDL + FLL 3 1.33 SW + RDL + FDL + 1.30W1L 4 1.33 SW + RDL + FDL + 1.30W2L 5 1.33 SW + RDL + FDL + 1.30W1R 6 1.33 SW + RDL + FDL + 1.30W2R 7 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W1L 8 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W2L

A41 9 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W1R 10 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W2R 11 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W1L 12 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W2L 13 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W1R 14 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W2R 15 1.33 SW + RDL + FDL + 1.30W5B 16 1.33 SW + RDL + FDL + 1.30W6B 17 1.33 SW + RDL + FDL + 1.30W7B 18 1.33 SW + RDL + FDL + 1.30W8B 19 1.33 SW + RDL + FDL + 1.30W5F 20 1.33 SW + RDL + FDL + 1.30W6F 21 1.33 SW + RDL + FDL + 1.30W7F 22 1.33 SW + RDL + FDL + 1.30W8F 23 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W5B 24 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W6B 25 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W7B 26 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W8B 27 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W5F 28 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W6F 29 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W7F 30 1.33 SW + RDL + COL + 0.50SL + FDL + FLL + 1.30W8F 31 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W5B 32 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W6B 33 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W7B 34 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W8B 35 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W5F 36 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W6F 37 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W7F 38 1.33 SW + RDL + COL + SL + FDL + FLL + 0.65W8F 39 1.27 1.16SW + 1.16RDL + 1.16COL + 1.16FDL + FLL + EQL 40 1.27 1.16SW + 1.16RDL + 1.16COL + 1.16FDL + FLL + EQR 41 1.27 0.74SW + 0.74RDL + 0.74FDL + EQL 42 1.27 0.74SW + 0.74RDL + 0.74FDL + EQR 43 1.00 1.20SW + 1.20RDL + 1.20COL + 0.20SL + 1.20FDL + FLL 44 1.70 Special Seismic 45 1.70 Special Seismic 46 1.70 Special Seismic 47 1.70 Special Seismic

A42

A43 NUCOR BUILDING SYSTEMS Job #: U09Y0061A Page: Frame : Portal Frame at Bays By: NBSUT\bbirch Date: 03-30-09 Job Name: GARAGEPLUS - RV STORAGE File: F01 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) ---------------------------------------------------------------------------------------------------------- LOAD CASE 1 - DEAD LOAD CASE 11 - LONG. WIND 1 TO BACK COL01 1 3 0 COL01 0-4 0 COL02-1 3 0 COL02 0-4 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL LOAD CASE 12 - LONG. WIND 1 TO FRONT COL01 0 1 0 COL01 0-4 0 COL02 0 1 0 COL02 0-4 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 3 - FLOOR DEAD LOAD CASE 13 - LONG. WIND 2 TO BACK COL01 0 16 0 COL01 0-4 0 COL02 0 16 0 COL02 0-4 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 4 - ROOF LIVE LOAD CASE 14 - LONG. WIND 2 TO FRONT COL01 0 3 0 COL01 0-4 0 COL02 0 3 0 COL02 0-4 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 5 - FLOOR LIVE LOAD CASE 15 - LONG. WIND 3 TO BACK COL01 0 41 0 COL01 0-4 0 COL02 0 41 0 COL02 0-4 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 6 - SNOW LOAD CASE 16 - LONG. WIND 3 TO FRONT COL01 0 3 0 COL01 0-4 0 COL02 0 3 0 COL02 0-4 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 7 - WIND CASE 1 TO RIGHT LOAD CASE 17 - LONG. WIND 4 TO BACK COL01-2 -8 0 COL01 0-4 0 COL02-2 2 0 COL02 0-4 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 8 - WIND CASE 1 TO LEFT LOAD CASE 18 - LONG. WIND 4 TO FRONT COL01 2 2 0 COL01 0-4 0 COL02 2-8 0 COL02 0-4 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 9 - WIND CASE 2 TO RIGHT LOAD CASE 19 - SEISMIC TO RIGHT COL01-2 -8 0 COL01-8 -20 0 COL02-2 2 0 COL02-8 20 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 10 - WIND CASE 2 TO LEFT LOAD CASE 20 - SEISMIC TO LEFT COL01 2 2 0 COL01 8 20 0 COL02 2-8 0 COL02 8-20 0 ----------------------------------------------------------------------------------------------------------

A44 NBP Light Gage Analysis - WIN32 Version 7.130 02/03/09 AISI Spec Year = 2004 Input File: Z:\Weak_axis Summary Report for project name: Weak Axis Bending Loads For Columns ======= ====== === ======= ==== ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp.? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_m neg_m -T-----P-----V-----M------------------- 1 16.33 10Z120 1 Yes Top 1 2 ----- 0.00 0.645 0.00-2.72 9.98-11.08 0.00 0.00 0.13 1.08 1.08 1.08 0.54 x 92.2 0.0 0.0 103.8 92.2 0.0 0.0 0.0 92.2 92.2 92.2 92.2 comb 2 0 2 1 2 0 0 2 2 2 2 2 2 14.71 10Z105 2 Yes Top 2 3 0.00 ----- 0.483 0.00-2.45 8.08-8.98 0.00 0.00 0.17 1.00 1.00 1.00 0.50 x 82.4 0.0 0.0 82.4 82.4 0.0 0.0 0.0 82.4 82.4 82.4 82.4 comb 2 0 2 1 2 0 0 2 2 2 2 2 Support Connection Codes: ======= ========== ===== Support No. 1 2 3 WC WC WC Vertical Reactions: (kips) ======== ========= (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 1-2.45-4.66-2.21 2 2.72 5.18 2.45 3-1.72-3.26-1.55 4 1.91 3.62 1.72 Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing 18.00 o.c. ==== ===== Building Code: IBC/ASCE 7-05 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 12.8 Pressure Wind Load 2-14.2 Suction Wind Load 3-14.2 Edge Suction Wind Load Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 230.90 0.00 230.90 16.33 1 2 Shear 230.90 0.00 230.90 14.71 2 1 Shear -256.50 5.43-256.50 16.33 2 2 Shear -256.50 0.00-256.50 9.28 2 1 Shear -256.50 0.00-256.50 5.43 2 2 Shear -256.50 9.28-256.50 14.71 ======================== Maximum Values on All Spans ======================== Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. 0.645 0.00-2.72 9.98-11.08 0.00 0.00 0.17 1.08 1.08 1.08 0.54 x 92.2 0.0 0.0 103.8 92.2 0.0 0.0 0.0 92.2 92.2 92.2 92.2 span 1 0 1 1 1 0 0 2 1 1 1 1 comb 2 0 2 1 2 0 0 2 2 2 2 2 ============================================================================= Weak Axis Shear Weak Axis Moment on column Load Combinations: ==== ============ Act. All. Load Case No. Load Combination Name #? Fac. 1 2 1 Y 1.33 1.30 0.00 Wind Pressure 2 Y 1.33 0.00 1.30 Wind Suction 3 Y 1.33 0.91 0.00 Wind Pressure Deflection 4 Y 1.33 0.00 0.91 Wind Suction Deflection Deflection Limitations: ========== =========== The 50 year deflection limit = L/ 90.00 The 50 year maximum deflection = 2.18" Deflection limitations were applied to combinations 3-4 Total system weight = 195.63 lbs. Total system cost = 142.89 dollars ===== ====== ==== General Notes: ======= ===== * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification Purlin Production List: ====== ========== ==== Purlin Section Length 1 10Z120 16.33 2 10Z105 14.71 Material Summary: ======== ======= Section Weight Cost Fy 10Z105 86.20 64.99 55.0 10Z120 109.43 77.89 55.0

A DIVISION OF NUCOR CORPORATION Project No. : Description : MAIN REPORT: DESIGN SUMMARY Engineer : Date : Span and Loading Conditions GENERAL INFORMATION Beam A Beam A Beam A Beam A ( ) Case 1 Case 2 Case 3 Case 4 Member Length L bx ft. 31.04 5.00 37.57 15.00 Unbraced Length - Minor L by ft. 15.71 50.00 7.50 5.00 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE Clear Distance between Transverse Stiffeners a in. Lateral-torsional buckling factor C b 1.750 1.000 1.000 1.000 Kx Factor K x 1.000 1.000 1.000 1.000 Ky Factor K y 1.000 1.000 1.000 1.000 Kz Factor K z 1.000 1.000 1.000 1.000 Select Wide-flange or Built-up Section: BU None None None Section Description: BU24x46 -- -- -- Enter WF-Section: Total Depth d in. 24.000 -- -- -- Web Thickness t w in. 0.150 -- -- -- Outside Flange Width b of in. 8.000 -- -- -- Outside Flange Thickness t of in. 0.625 -- -- -- Inside Flange Width b if in. 8.000 -- -- -- Inside Flange Thickness t if in. 0.625 -- -- -- U09Y0061A - Garageplus - RV Storage Material Strength F y ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Shear Modulus G ksi 11,200 11,200 11,200 11,200 Flange Yield Strength F yf ksi 55 55 55 55 Web Yield Strength F yw ksi 55 55 55 55 Ultimate Strength F u ksi 70 70 70 70 Factor of Safety (Allowable Stress Factor) S f 1.000 1.000 1.000 1.000 Axial (compression => + pos., tension => - neg.) P a kips 79.800 Shear (absolute value) V x kips 7.550 Moment (outside flange in compression => + pos.) M x ft-kip 138.500 Shear (absolute value) V y kips 2.720 Moment (absolute value) M y ft-kip 11.080 Design Results: OK -- -- -- ASD Combined Strength Ratio CSR 1.015 -- -- -- ASD Shear Strength Ratio (x-axis) V rx /V cx 0.647 -- -- -- ASD Shear Strength Ratio (y-axis) V ry /V cy 0.014 -- -- -- Deflection Results (Major-axis) OK -- -- -- Deflection Limits (about x-axis) L / 180 L / 180 L / 180 L / 180 Maximum Deflection (about x-axis) Δ max in. 2.069 in. 0.333 in. 2.505 in. 1.000 in. Member Deflection (about x-axis) Δ x-axis in. 0.547 in. -- -- -- Deflection Results (Minor-axis) OK -- -- -- Deflection Limits (about y-axis) L / 180 L / 180 L / 180 L / 180 Maximum Deflection (about y-axis) Δ max in. 1.047 in. 3.333 in. 0.500 in. 0.333 in. Member Deflection (about y-axis) Δ y-axis in. 0.318 in. -- -- -- Spreadsheet Revision Number : 2.6 Latest Revision Date : 7/6/2007 Portal Column Weak Axis Bending Check 3/30/2009 Remarks Assumes Lbx = L <= See cell comment & Chapter G. <= See cell comment & Section G2. <= See cell comment <= See cell comment Standard for steel shown Standard for steel shown Major Axis (x-axis) Minor Axis (y-axis) Remarks Eq. H1-1a or H1-1b Major Axis (x-axis) Minor Axis (y-axis) Remarks Limits as numerals (i.e. 360 = L/360) Δ x-axis Δ max Remarks Limits as numerals (i.e. 360 = L/360) Δ y-axis Δ max A45 Page 1 of 1 Main Report

A46 NBP Light Gage Analysis - WIN32 Version 7.130 02/03/09 AISI Spec Year = 2004 Input File: Z:\P01 Summary Report for project name: GARAGEPLUS - RV STORAGE ======= ====== === ======= ==== ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp.? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_m neg_m -T-----P-----V-----M------------------- 1 17.33 08Z075 1 Yes Discr 1 2 ----- 28.50-0.887 0.00 2.67 6.16-7.72 0.00 0.00 0.41 0.92 0.92 0.92 0.89 x 89.0 0.0 208.0 79.0 208.0 0.0 0.0 179.5 79.0 79.0 79.0 79.0 comb 8 0 8 8 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.59 10.75 2 18.00 08Z060 2 Yes Discr 2 3 28.50 15.00-0.247 0.00 2.12 3.04-7.72 0.00 0.00 0.62 0.64 0.64 0.64 0.90 x 113.2 0.0 0.0 216.0 0.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 3 18.00 08Z060 3 Yes Discr 3 4 15.00 15.00-0.468 0.00 2.03 3.16-6.12 0.00 0.00 0.68 0.72 0.72 0.72 0.99 x 102.8 0.0 216.0 102.8 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 8 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 4 18.00 08Z060 4 Yes Discr 4 5 15.00 15.00-0.407 0.00 2.01 3.02-6.12 0.00 0.00 0.68 0.72 0.72 0.72 0.99 x 113.2 0.0 0.0 216.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 5 18.00 08Z060 5 Yes Discr 5 6 15.00 15.00-0.423 0.00 2.00 3.02-6.00 0.00 0.00 0.67 0.70 0.70 0.70 0.97 x 102.8 0.0 216.0 0.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 6 18.00 08Z060 6 Yes Discr 6 7 15.00 15.00-0.419 0.00 2.00 3.02-6.00 0.00 0.00 0.67 0.70 0.70 0.70 0.97 x 113.2 0.0 0.0 216.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 7 18.00 08Z060 7 Yes Discr 7 8 15.00 15.00-0.420 0.00 2.00 3.02-5.99 0.00 0.00 0.67 0.70 0.70 0.70 0.97 x 102.8 0.0 216.0 0.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 8 18.00 08Z060 8 Yes Discr 8 9 15.00 15.00-0.419 0.00 2.00 3.02-5.99 0.00 0.00 0.67 0.70 0.70 0.70 0.97 x 113.2 0.0 0.0 216.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 9 18.00 08Z060 9 Yes Discr 9 10 15.00 15.00-0.419 0.00 2.00 3.02-5.99 0.00 0.00 0.67 0.70 0.70 0.70 0.97 x 102.8 0.0 216.0 0.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 10 18.00 08Z060 10 Yes Discr 10 11 15.00 15.00-0.419 0.00 2.00 3.02-5.99 0.00 0.00 0.67 0.70 0.70 0.70 0.97 x 113.2 0.0 0.0 216.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 11 18.00 08Z060 11 Yes Discr 11 12 15.00 15.00-0.419 0.00 2.00 3.02-5.99 0.00 0.00 0.67 0.70 0.70 0.70 0.97 x 102.8 0.0 216.0 0.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 12 18.00 08Z060 12 Yes Discr 12 13 15.00 15.00-0.419 0.00 2.00 3.02-5.99 0.00 0.00 0.67 0.70 0.70 0.70 0.97 x 113.2 0.0 0.0 216.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 13 18.00 08Z060 13 Yes Discr 13 14 15.00 15.00-0.419 0.00 2.00 3.02-5.99 0.00 0.00 0.67 0.70 0.70 0.70 0.97 x 102.8 0.0 216.0 0.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 14 18.00 08Z060 14 Yes Discr 14 15 15.00 15.00-0.420 0.00 2.00 3.02-5.99 0.00 0.00 0.67 0.70 0.70 0.70 0.97 x 113.2 0.0 0.0 216.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 15 18.00 08Z060 15 Yes Discr 15 16 15.00 15.00-0.419 0.00 2.00 3.02-6.00 0.00 0.00 0.67 0.70 0.70 0.70 0.97 x 102.8 0.0 216.0 0.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 16 18.00 08Z060 16 Yes Discr 16 17 15.00 15.00-0.423 0.00 2.00 3.02-6.00 0.00 0.00 0.67 0.70 0.70 0.70 0.97 x 113.2 0.0 0.0 216.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 17 18.00 08Z060 17 Yes Discr 17 18 15.00 15.00-0.407 0.00 2.01 3.02-6.12 0.00 0.00 0.68 0.72 0.72 0.72 0.99 x 102.8 0.0 216.0 0.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 18 18.00 08Z060 18 Yes Discr 18 19 15.00 15.00-0.468 0.00 2.03 3.16-6.12 0.00 0.00 0.68 0.72 0.72 0.72 0.99 x 113.2 0.0 0.0 113.2 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 8 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 19 18.00 08Z060 19 Yes Discr 19 20 15.00 28.50-0.247 0.00 2.12 3.04-7.72 0.00 0.00 0.62 0.64 0.64 0.64 0.90 x 102.8 0.0 216.0 0.0 216.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 20 17.33 08Z075 20 Yes Discr 20 21 28.50 ----- -0.887 0.00 2.67 6.16-7.72 0.00 0.00 0.41 0.92 0.92 0.92 0.89 x 119.0 0.0 0.0 129.0 0.0 0.0 0.0 28.5 129.0 129.0 129.0 129.0 comb 8 0 8 8 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.59 10.75

A47 Roofing is screwed down ======================== Maximum Values on All Spans ======================== Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -0.887 0.00 2.67 6.16-7.72 0.00 0.00 0.68 0.92 0.92 0.92 0.99 x 119.0 0.0 0.0 129.0 0.0 0.0 0.0 15.0 129.0 129.0 129.0 15.0 span 20 0 20 20 20 0 0 18 20 20 20 18 comb 8 0 8 8 8 0 0 8 8 8 8 8 ============================================================================= Support Connection Codes: ======= ========== ===== Support No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC Vertical Reactions: (kips) ======== ========= (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1-0.7-2.0-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-2.0-0.7 2-1.2-3.0-2.2-2.4-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.4-2.2-3.0-1.2 3-1.1-2.7-2.0-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.0-2.7-1.1 4 0.1 0.7 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.7 0.1 5 0.5 1.8 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.8 0.5 6 0.1 0.7 1.0 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.0 0.7 0.1 7-0.6-1.5-0.9-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-0.9-1.5-0.6 8-1.8-4.8-3.8-4.0-4.0-4.0-4.0-4.0-4.0-4.0-4.0-4.0-4.0-4.0-4.0-4.0-4.0-4.0-3.8-4.8-1.8 9-1.1-2.3-1.2-1.4-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.4-1.2-1.8-0.8 10-0.8-1.8-1.2-1.4-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.4-1.2-2.3-1.1 11-0.7-2.2-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.0-2.7-1.1 12-1.1-2.7-2.0-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.2-0.7 13-1.1-2.8-1.6-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.4-1.2-1.8-0.8 14-0.7-2.2-2.1-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.4-1.2-1.8-0.8 15-0.8-1.8-1.6-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.4-1.2-1.8-0.8 16-0.8-1.9-1.2-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.4-1.2-1.8-0.8 17-0.8-1.8-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.4-1.2-1.8-0.8 18-0.8-1.8-1.2-1.4-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.4-1.2-1.8-0.8 19-0.8-1.8-1.2-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.4-1.2-1.8-0.8 20-0.8-1.8-1.2-1.4-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.4-1.2-1.8-0.8 21-0.8-1.8-1.2-1.4-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.4-1.2-1.8-0.8 22-0.8-1.8-1.2-1.4-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.4-1.2-1.8-0.8 23-0.8-1.8-1.2-1.4-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.4-1.2-1.8-0.8 24-0.8-1.8-1.2-1.4-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.4-1.2-1.8-0.8 25-0.8-1.8-1.2-1.4-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.2-1.8-0.8 26-0.8-1.8-1.2-1.4-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.4-1.2-1.8-0.8 27-0.8-1.8-1.2-1.4-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.8-0.8 28-0.8-1.8-1.2-1.4-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.2-1.9-0.8 29-0.8-1.8-1.2-1.4-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.6-1.8-0.8 30-0.8-1.8-1.2-1.4-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.1-2.2-0.7 31-0.8-1.8-1.2-1.4-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.6-2.8-1.1 Load Cases: Purlin spacing 5.00 o.c. ==== ===== Building Code: IBC/ASCE 7-05 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.0 Dead Load 2 20.0 Live Load 3-13.9 Wind Load 4-19.5 Edge Zone Wind Load 5 3.0 Collateral Load 6 17.5 Snow Load 7 38.4 Alternate Snow Load 8 17.5 Pattern SL, Bay 1 9 17.5 Pattern SL, Bay 2 10 17.5 Pattern SL, Bay 3 11 17.5 Pattern SL, Bay 4 12 17.5 Pattern SL, Bay 5 13 17.5 Pattern SL, Bay 6 14 17.5 Pattern SL, Bay 7 15 17.5 Pattern SL, Bay 8 16 17.5 Pattern SL, Bay 9 17 17.5 Pattern SL, Bay 10 18 17.5 Pattern SL, Bay 11 19 17.5 Pattern SL, Bay 12 20 17.5 Pattern SL, Bay 13 21 17.5 Pattern SL, Bay 14 22 17.5 Pattern SL, Bay 15 23 17.5 Pattern SL, Bay 16 24 17.5 Pattern SL, Bay 17 25 17.5 Pattern SL, Bay 18 26 17.5 Pattern SL, Bay 19 27 17.5 Pattern SL, Bay 20 Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 50.00 0.00 50.00 17.33 1 2 Shear 15.00 0.00 15.00 18.00 1 3 Shear 15.00 0.00 15.00 18.00 1 4 Shear 15.00 0.00 15.00 18.00 1 5 Shear 15.00 0.00 15.00 18.00 1 6 Shear 15.00 0.00 15.00 18.00 1 7 Shear 15.00 0.00 15.00 18.00 1 8 Shear 15.00 0.00 15.00 18.00 1 9 Shear 15.00 0.00 15.00 18.00 1 10 Shear 15.00 0.00 15.00 18.00 1 11 Shear 15.00 0.00 15.00 18.00 1 12 Shear 15.00 0.00 15.00 18.00 1 13 Shear 15.00 0.00 15.00 18.00 1 14 Shear 15.00 0.00 15.00 18.00 1 15 Shear 15.00 0.00 15.00 18.00 1 16 Shear 15.00 0.00 15.00 18.00 1 17 Shear 15.00 0.00 15.00 18.00 1 18 Shear 15.00 0.00 15.00 18.00 1 19 Shear 15.00 0.00 15.00 18.00 1 20 Shear 50.00 0.00 50.00 17.33 2 1 Shear 100.00 0.00 100.00 17.33 2 2 Shear 100.00 0.00 100.00 18.00 2 3 Shear 100.00 0.00 100.00 18.00 2 4 Shear 100.00 0.00 100.00 18.00 2 5 Shear 100.00 0.00 100.00 18.00 2 6 Shear 100.00 0.00 100.00 18.00 10 PSF for NUCON Framing

A48 2 7 Shear 100.00 0.00 100.00 18.00 2 8 Shear 100.00 0.00 100.00 18.00 2 9 Shear 100.00 0.00 100.00 18.00 2 10 Shear 100.00 0.00 100.00 18.00 2 11 Shear 100.00 0.00 100.00 18.00 2 12 Shear 100.00 0.00 100.00 18.00 2 13 Shear 100.00 0.00 100.00 18.00 2 14 Shear 100.00 0.00 100.00 18.00 2 15 Shear 100.00 0.00 100.00 18.00 2 16 Shear 100.00 0.00 100.00 18.00 2 17 Shear 100.00 0.00 100.00 18.00 2 18 Shear 100.00 0.00 100.00 18.00 2 19 Shear 100.00 0.00 100.00 18.00 2 20 Shear 100.00 0.00 100.00 17.33 3 1 Shear -97.60 0.00-97.60 17.33 3 2 Shear -97.60 0.00-97.60 18.00 3 3 Shear -97.60 0.00-97.60 18.00 3 4 Shear -97.60 0.00-97.60 18.00 3 5 Shear -97.60 0.00-97.60 18.00 3 6 Shear -97.60 0.00-97.60 18.00 3 7 Shear -97.60 0.00-97.60 18.00 3 8 Shear -97.60 0.00-97.60 18.00 3 9 Shear -97.60 0.00-97.60 18.00 3 10 Shear -97.60 0.00-97.60 18.00 3 11 Shear -97.60 0.00-97.60 18.00 3 12 Shear -97.60 0.00-97.60 18.00 3 13 Shear -97.60 0.00-97.60 18.00 3 14 Shear -97.60 0.00-97.60 18.00 3 15 Shear -97.60 0.00-97.60 18.00 3 16 Shear -97.60 0.00-97.60 18.00 3 17 Shear -97.60 0.00-97.60 18.00 3 18 Shear -97.60 0.00-97.60 18.00 3 19 Shear -97.60 0.00-97.60 18.00 3 20 Shear -97.60 0.00-97.60 17.33 5 1 Shear 15.00 0.00 15.00 17.33 5 2 Shear 15.00 0.00 15.00 18.00 5 3 Shear 15.00 0.00 15.00 18.00 5 4 Shear 15.00 0.00 15.00 18.00 5 5 Shear 15.00 0.00 15.00 18.00 5 6 Shear 15.00 0.00 15.00 18.00 5 7 Shear 15.00 0.00 15.00 18.00 5 8 Shear 15.00 0.00 15.00 18.00 5 9 Shear 15.00 0.00 15.00 18.00 5 10 Shear 15.00 0.00 15.00 18.00 5 11 Shear 15.00 0.00 15.00 18.00 5 12 Shear 15.00 0.00 15.00 18.00 5 13 Shear 15.00 0.00 15.00 18.00 5 14 Shear 15.00 0.00 15.00 18.00 5 15 Shear 15.00 0.00 15.00 18.00 5 16 Shear 15.00 0.00 15.00 18.00 5 17 Shear 15.00 0.00 15.00 18.00 5 18 Shear 15.00 0.00 15.00 18.00 5 19 Shear 15.00 0.00 15.00 18.00 5 20 Shear 15.00 0.00 15.00 17.33 6 1 Shear 87.50 0.00 87.50 17.33 6 2 Shear 87.50 0.00 87.50 18.00 6 3 Shear 87.50 0.00 87.50 18.00 6 4 Shear 87.50 0.00 87.50 18.00 6 5 Shear 87.50 0.00 87.50 18.00 6 6 Shear 87.50 0.00 87.50 18.00 6 7 Shear 87.50 0.00 87.50 18.00 6 8 Shear 87.50 0.00 87.50 18.00 6 9 Shear 87.50 0.00 87.50 18.00 6 10 Shear 87.50 0.00 87.50 18.00 6 11 Shear 87.50 0.00 87.50 18.00 6 12 Shear 87.50 0.00 87.50 18.00 6 13 Shear 87.50 0.00 87.50 18.00 6 14 Shear 87.50 0.00 87.50 18.00 6 15 Shear 87.50 0.00 87.50 18.00 6 16 Shear 87.50 0.00 87.50 18.00 6 17 Shear 87.50 0.00 87.50 18.00 6 18 Shear 87.50 0.00 87.50 18.00 6 19 Shear 87.50 0.00 87.50 18.00 6 20 Shear 87.50 0.00 87.50 17.33 7 1 Shear 192.00 0.00 192.00 17.33 7 2 Shear 192.00 0.00 192.00 18.00 7 3 Shear 192.00 0.00 192.00 18.00 7 4 Shear 192.00 0.00 192.00 18.00 7 5 Shear 192.00 0.00 192.00 18.00 7 6 Shear 192.00 0.00 192.00 18.00 7 7 Shear 192.00 0.00 192.00 18.00 7 8 Shear 192.00 0.00 192.00 18.00 7 9 Shear 192.00 0.00 192.00 18.00 7 10 Shear 192.00 0.00 192.00 18.00 7 11 Shear 192.00 0.00 192.00 18.00 7 12 Shear 192.00 0.00 192.00 18.00 7 13 Shear 192.00 0.00 192.00 18.00 7 14 Shear 192.00 0.00 192.00 18.00 7 15 Shear 192.00 0.00 192.00 18.00 7 16 Shear 192.00 0.00 192.00 18.00 7 17 Shear 192.00 0.00 192.00 18.00 7 18 Shear 192.00 0.00 192.00 18.00 7 19 Shear 192.00 0.00 192.00 18.00 7 20 Shear 192.00 0.00 192.00 17.33 8 1 Shear 87.50 0.00 87.50 17.33 9 2 Shear 87.50 0.00 87.50 18.00 10 3 Shear 87.50 0.00 87.50 18.00 11 4 Shear 87.50 0.00 87.50 18.00 12 5 Shear 87.50 0.00 87.50 18.00 13 6 Shear 87.50 0.00 87.50 18.00 14 7 Shear 87.50 0.00 87.50 18.00 15 8 Shear 87.50 0.00 87.50 18.00 16 9 Shear 87.50 0.00 87.50 18.00 17 10 Shear 87.50 0.00 87.50 18.00 18 11 Shear 87.50 0.00 87.50 18.00 19 12 Shear 87.50 0.00 87.50 18.00 20 13 Shear 87.50 0.00 87.50 18.00 21 14 Shear 87.50 0.00 87.50 18.00 22 15 Shear 87.50 0.00 87.50 18.00 23 16 Shear 87.50 0.00 87.50 18.00 24 17 Shear 87.50 0.00 87.50 18.00 25 18 Shear 87.50 0.00 87.50 18.00

A49 26 19 Shear 87.50 0.00 87.50 18.00 27 20 Shear 87.50 0.00 87.50 17.33 Load Combinations: ==== ============ Act. All. Load Case No. ad Combination Name #? Fac. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Lo 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL 3 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + SL 4 Y 1.33 1.00 0.00 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + 0.7 WL 5 Y 1.33 1.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + 1.3 WL 6 Y 1.33 1.00 0.00 1.30 0.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.5 SL + 1.3 WL) 7 Y 1.33 1.00 0.00 0.65 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + SL + 1.3 WL / 2) 8 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+ASL 9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 1, Bay 1) 10 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 DL+COL+SL (Pattern Set 1, Bay 20) 11 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DL+COL+SL (Pattern Set 2, Bay 1) 12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 DL+COL+SL (Pattern Set 2, Bay 20) 13 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 1 & 14 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 2 & 15 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 3 & 16 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 4 & 17 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 5 & 18 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 6 & 19 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 7 & 20 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 8 & 21 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 9 & 1 22 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 10 & 1 23 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 11 & 1 24 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 12 & 1 25 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 13 & 1 26 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 14 & 1 27 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 15 & 1 28 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 16 & 1 29 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 17 & 1 30 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 DL+COL+SL (Pattern Set 3, Bays 18 & 1 31 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 DL+COL+SL (Pattern Set 3, Bays 19 & 2 Deflection Limitations: ========== =========== The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 1.80" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 1.44" Deflection limitations were applied to combinations 1-4,8-31 Total system weight = 1238.54 lbs. Total system cost = 1231.60 dollars ===== ====== ==== General Notes: ======= ===== * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification Purlin Production List: ====== ========== ==== Purlin Section Length 1 08Z075 19.71 2 08Z060 21.62 3 08Z060 20.50 4 08Z060 20.50 5 08Z060 20.50 6 08Z060 20.50 7 08Z060 20.50 8 08Z060 20.50 9 08Z060 20.50 10 08Z060 20.50 11 08Z060 20.50 12 08Z060 20.50 13 08Z060 20.50

A50 14 08Z060 20.50 15 08Z060 20.50 16 08Z060 20.50 17 08Z060 20.50 18 08Z060 20.50 19 08Z060 21.62 20 08Z075 19.71 Material Summary: ======== ======= Section Weight Cost Fy 08Z060 1093.42 1096.74 55.0 08Z075 145.11 134.86 55.0

A51 NBP Light Gage Analysis - WIN32 Version 7.130 02/03/09 AISI Spec Year = 2004 Input File: Z:\P01a From Frame Line 2-24 Summary Report for project name: GARAGEPLUS - RV STORAGE ======= ====== === ======= ==== ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp.? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_m neg_m -T-----P-----V-----M------------------- 1 18.00 08Z060 1 Yes Discr 1 2 ----- 21.75-0.913 0.00 2.09 4.82-6.56 0.00 0.00 0.68 0.96 0.96 0.96 0.92 x 92.4 0.0 216.0 82.1 216.0 0.0 0.0 194.2 82.1 82.1 82.1 82.1 comb 8 0 8 8 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 2 18.00 08Z060 2 Yes Discr 2 3 21.75 15.00-0.232 0.00 1.82 3.83-6.56 0.00 0.00 0.58 0.68 0.68 0.68 0.89 x 102.8 0.0 0.0 0.0 0.0 0.0 0.0 21.8 21.8 21.8 21.8 21.8 comb 11 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 3 18.00 08Z060 3 Yes Discr 3 4 15.00 15.00-0.401 0.00 1.75 3.08-5.27 0.00 0.00 0.59 0.62 0.62 0.62 0.85 x 102.8 0.0 216.0 216.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 4 18.00 08Z060 4 Yes Discr 4 5 15.00 15.00-0.352 0.00 1.73 3.08-5.27 0.00 0.00 0.58 0.62 0.62 0.62 0.85 x 113.2 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 5 18.00 08Z060 5 Yes Discr 5 6 15.00 15.00-0.365 0.00 1.73 3.02-5.18 0.00 0.00 0.58 0.61 0.61 0.61 0.84 x 102.8 0.0 216.0 216.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 6 18.00 08Z060 6 Yes Discr 6 7 15.00 15.00-0.361 0.00 1.72 3.02-5.18 0.00 0.00 0.58 0.61 0.61 0.61 0.84 x 113.2 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 7 18.00 08Z060 7 Yes Discr 7 8 15.00 15.00-0.362 0.00 1.72 3.02-5.17 0.00 0.00 0.58 0.60 0.60 0.60 0.84 x 102.8 0.0 216.0 216.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 8 18.00 08Z060 8 Yes Discr 8 9 15.00 15.00-0.362 0.00 1.72 3.02-5.17 0.00 0.00 0.58 0.61 0.61 0.61 0.84 x 113.2 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 9 18.00 08Z060 9 Yes Discr 9 10 15.00 15.00-0.362 0.00 1.72 3.02-5.17 0.00 0.00 0.58 0.60 0.60 0.60 0.84 x 102.8 0.0 216.0 216.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 10 18.00 08Z060 10 Yes Discr 10 11 15.00 15.00-0.362 0.00 1.72 3.02-5.17 0.00 0.00 0.58 0.60 0.60 0.60 0.84 x 113.2 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 11 18.00 08Z060 11 Yes Discr 11 12 15.00 15.00-0.362 0.00 1.72 3.02-5.17 0.00 0.00 0.58 0.60 0.60 0.60 0.84 x 102.8 0.0 216.0 216.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 12 18.00 08Z060 12 Yes Discr 12 13 15.00 15.00-0.362 0.00 1.72 3.02-5.17 0.00 0.00 0.58 0.60 0.60 0.60 0.84 x 113.2 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 13 18.00 08Z060 13 Yes Discr 13 14 15.00 15.00-0.362 0.00 1.72 3.02-5.17 0.00 0.00 0.58 0.61 0.61 0.61 0.84 x 102.8 0.0 216.0 216.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 14 18.00 08Z060 14 Yes Discr 14 15 15.00 15.00-0.362 0.00 1.72 3.02-5.17 0.00 0.00 0.58 0.60 0.60 0.60 0.84 x 113.2 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 15 18.00 08Z060 15 Yes Discr 15 16 15.00 15.00-0.361 0.00 1.72 3.02-5.18 0.00 0.00 0.58 0.61 0.61 0.61 0.84 x 102.8 0.0 216.0 216.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 16 18.00 08Z060 16 Yes Discr 16 17 15.00 15.00-0.365 0.00 1.73 3.02-5.18 0.00 0.00 0.58 0.61 0.61 0.61 0.84 x 113.2 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 17 18.00 08Z060 17 Yes Discr 17 18 15.00 15.00-0.352 0.00 1.73 3.08-5.27 0.00 0.00 0.58 0.62 0.62 0.62 0.85 x 102.8 0.0 216.0 216.0 216.0 0.0 0.0 201.0 201.0 201.0 201.0 201.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 18 18.00 08Z060 18 Yes Discr 18 19 15.00 15.00-0.401 0.00 1.75 3.08-5.27 0.00 0.00 0.59 0.62 0.62 0.62 0.85 x 113.2 0.0 0.0 0.0 0.0 0.0 0.0 15.0 15.0 15.0 15.0 15.0 comb 8 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 19 18.00 08Z060 19 Yes Discr 19 20 15.00 21.75-0.232 0.00 1.82 3.83-6.56 0.00 0.00 0.58 0.68 0.68 0.68 0.89 x 113.2 0.0 216.0 216.0 216.0 0.0 0.0 194.2 194.2 194.2 194.2 194.2 comb 12 0 8 5 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16 20 18.00 08Z060 20 Yes Discr 20 21 21.75 ----- -0.913 0.00 2.09 4.82-6.56 0.00 0.00 0.68 0.96 0.96 0.96 0.92 x 123.6 0.0 0.0 133.9 0.0 0.0 0.0 21.8 133.9 133.9 133.9 133.9 comb 8 0 8 8 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.84 11.16

A52 Roofing is screwed down ======================== Maximum Values on All Spans ======================== Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -0.913 0.00 2.09 4.82-6.56 0.00 0.00 0.68 0.96 0.96 0.96 0.92 x 92.4 0.0 0.0 133.9 216.0 0.0 0.0 194.2 133.9 133.9 133.9 133.9 span 1 0 20 20 1 0 0 1 20 20 20 20 comb 8 0 8 8 8 0 0 8 8 8 8 8 ============================================================================= Support Connection Codes: ======= ========== ===== Support No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC WC Vertical Reactions: (kips) ======== ========= (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1-0.7-2.0-1.7-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.8-1.7-2.0-0.7 2-0.9-2.7-2.3-2.4-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.3-2.4-2.3-2.7-0.9 3-0.8-2.4-2.0-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.0-2.4-0.8 4 0.4 1.1 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.1 0.4 5 0.8 2.3 1.9 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 1.9 2.3 0.8 6 0.4 1.1 0.9 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 0.9 1.1 0.4 7-0.4-1.1-0.9-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-1.0-0.9-1.1-0.4 8-1.4-3.9-3.3-3.5-3.4-3.4-3.4-3.4-3.4-3.4-3.4-3.4-3.4-3.4-3.4-3.4-3.4-3.5-3.3-3.9-1.4 9-0.9-2.0-1.2-1.4-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.5-0.5 10-0.5-1.5-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.4-1.2-2.0-0.9 11-0.5-1.9-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.0-2.4-0.8 12-0.8-2.4-2.0-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-2.1-1.9-0.5 13-0.8-2.4-1.6-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.5-0.5 14-0.5-1.9-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.5-0.5 15-0.5-1.5-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.5-0.5 16-0.5-1.5-1.2-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.5-0.5 17-0.5-1.5-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.5-0.5 18-0.5-1.5-1.3-1.4-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.5-0.5 19-0.5-1.5-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.5-0.5 20-0.5-1.5-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.5-0.5 21-0.5-1.5-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.5-0.5 22-0.5-1.5-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.5-0.5 23-0.5-1.5-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.3-1.5-0.5 24-0.5-1.5-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.3-1.5-0.5 25-0.5-1.5-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.3-1.3-1.5-0.5 26-0.5-1.5-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.4-1.3-1.5-0.5 27-0.5-1.5-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.3-1.3-1.5-0.5 28-0.5-1.5-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.2-1.5-0.5 29-0.5-1.5-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.7-1.5-0.5 30-0.5-1.5-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.7-2.2-1.9-0.5 31-0.5-1.5-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.3-1.6-2.4-0.8 Load Cases: Purlin spacing 5.00 o.c. ==== ===== Building Code: IBC/ASCE 7-05 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.0 Dead Load 2 20.0 Live Load 3-13.9 Wind Load 4-19.5 Edge Zone Wind Load 5 3.0 Collateral Load 6 17.5 Snow Load 7 32.3 Alternate Snow Load 8 17.5 Pattern SL, Bay 1 9 17.5 Pattern SL, Bay 2 10 17.5 Pattern SL, Bay 3 11 17.5 Pattern SL, Bay 4 12 17.5 Pattern SL, Bay 5 13 17.5 Pattern SL, Bay 6 14 17.5 Pattern SL, Bay 7 15 17.5 Pattern SL, Bay 8 16 17.5 Pattern SL, Bay 9 17 17.5 Pattern SL, Bay 10 18 17.5 Pattern SL, Bay 11 19 17.5 Pattern SL, Bay 12 20 17.5 Pattern SL, Bay 13 21 17.5 Pattern SL, Bay 14 22 17.5 Pattern SL, Bay 15 23 17.5 Pattern SL, Bay 16 24 17.5 Pattern SL, Bay 17 25 17.5 Pattern SL, Bay 18 26 17.5 Pattern SL, Bay 19 27 17.5 Pattern SL, Bay 20 Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 15.00 0.00 15.00 18.00 1 2 Shear 15.00 0.00 15.00 18.00 1 3 Shear 15.00 0.00 15.00 18.00 1 4 Shear 15.00 0.00 15.00 18.00 1 5 Shear 15.00 0.00 15.00 18.00 1 6 Shear 15.00 0.00 15.00 18.00 1 7 Shear 15.00 0.00 15.00 18.00 1 8 Shear 15.00 0.00 15.00 18.00 1 9 Shear 15.00 0.00 15.00 18.00 1 10 Shear 15.00 0.00 15.00 18.00 1 11 Shear 15.00 0.00 15.00 18.00 1 12 Shear 15.00 0.00 15.00 18.00 1 13 Shear 15.00 0.00 15.00 18.00 1 14 Shear 15.00 0.00 15.00 18.00 1 15 Shear 15.00 0.00 15.00 18.00 1 16 Shear 15.00 0.00 15.00 18.00 1 17 Shear 15.00 0.00 15.00 18.00 1 18 Shear 15.00 0.00 15.00 18.00 1 19 Shear 15.00 0.00 15.00 18.00 1 20 Shear 15.00 0.00 15.00 18.00 2 1 Shear 100.00 0.00 100.00 18.00 2 2 Shear 100.00 0.00 100.00 18.00 2 3 Shear 100.00 0.00 100.00 18.00 2 4 Shear 100.00 0.00 100.00 18.00 2 5 Shear 100.00 0.00 100.00 18.00 2 6 Shear 100.00 0.00 100.00 18.00

A53 2 7 Shear 100.00 0.00 100.00 18.00 2 8 Shear 100.00 0.00 100.00 18.00 2 9 Shear 100.00 0.00 100.00 18.00 2 10 Shear 100.00 0.00 100.00 18.00 2 11 Shear 100.00 0.00 100.00 18.00 2 12 Shear 100.00 0.00 100.00 18.00 2 13 Shear 100.00 0.00 100.00 18.00 2 14 Shear 100.00 0.00 100.00 18.00 2 15 Shear 100.00 0.00 100.00 18.00 2 16 Shear 100.00 0.00 100.00 18.00 2 17 Shear 100.00 0.00 100.00 18.00 2 18 Shear 100.00 0.00 100.00 18.00 2 19 Shear 100.00 0.00 100.00 18.00 2 20 Shear 100.00 0.00 100.00 18.00 3 1 Shear -97.60 0.00-97.60 18.00 3 2 Shear -97.60 0.00-97.60 18.00 3 3 Shear -97.60 0.00-97.60 18.00 3 4 Shear -97.60 0.00-97.60 18.00 3 5 Shear -97.60 0.00-97.60 18.00 3 6 Shear -97.60 0.00-97.60 18.00 3 7 Shear -97.60 0.00-97.60 18.00 3 8 Shear -97.60 0.00-97.60 18.00 3 9 Shear -97.60 0.00-97.60 18.00 3 10 Shear -97.60 0.00-97.60 18.00 3 11 Shear -97.60 0.00-97.60 18.00 3 12 Shear -97.60 0.00-97.60 18.00 3 13 Shear -97.60 0.00-97.60 18.00 3 14 Shear -97.60 0.00-97.60 18.00 3 15 Shear -97.60 0.00-97.60 18.00 3 16 Shear -97.60 0.00-97.60 18.00 3 17 Shear -97.60 0.00-97.60 18.00 3 18 Shear -97.60 0.00-97.60 18.00 3 19 Shear -97.60 0.00-97.60 18.00 3 20 Shear -97.60 0.00-97.60 18.00 5 1 Shear 15.00 0.00 15.00 18.00 5 2 Shear 15.00 0.00 15.00 18.00 5 3 Shear 15.00 0.00 15.00 18.00 5 4 Shear 15.00 0.00 15.00 18.00 5 5 Shear 15.00 0.00 15.00 18.00 5 6 Shear 15.00 0.00 15.00 18.00 5 7 Shear 15.00 0.00 15.00 18.00 5 8 Shear 15.00 0.00 15.00 18.00 5 9 Shear 15.00 0.00 15.00 18.00 5 10 Shear 15.00 0.00 15.00 18.00 5 11 Shear 15.00 0.00 15.00 18.00 5 12 Shear 15.00 0.00 15.00 18.00 5 13 Shear 15.00 0.00 15.00 18.00 5 14 Shear 15.00 0.00 15.00 18.00 5 15 Shear 15.00 0.00 15.00 18.00 5 16 Shear 15.00 0.00 15.00 18.00 5 17 Shear 15.00 0.00 15.00 18.00 5 18 Shear 15.00 0.00 15.00 18.00 5 19 Shear 15.00 0.00 15.00 18.00 5 20 Shear 15.00 0.00 15.00 18.00 6 1 Shear 87.50 0.00 87.50 18.00 6 2 Shear 87.50 0.00 87.50 18.00 6 3 Shear 87.50 0.00 87.50 18.00 6 4 Shear 87.50 0.00 87.50 18.00 6 5 Shear 87.50 0.00 87.50 18.00 6 6 Shear 87.50 0.00 87.50 18.00 6 7 Shear 87.50 0.00 87.50 18.00 6 8 Shear 87.50 0.00 87.50 18.00 6 9 Shear 87.50 0.00 87.50 18.00 6 10 Shear 87.50 0.00 87.50 18.00 6 11 Shear 87.50 0.00 87.50 18.00 6 12 Shear 87.50 0.00 87.50 18.00 6 13 Shear 87.50 0.00 87.50 18.00 6 14 Shear 87.50 0.00 87.50 18.00 6 15 Shear 87.50 0.00 87.50 18.00 6 16 Shear 87.50 0.00 87.50 18.00 6 17 Shear 87.50 0.00 87.50 18.00 6 18 Shear 87.50 0.00 87.50 18.00 6 19 Shear 87.50 0.00 87.50 18.00 6 20 Shear 87.50 0.00 87.50 18.00 7 1 Shear 161.50 0.00 161.50 18.00 7 2 Shear 161.50 0.00 161.50 18.00 7 3 Shear 161.50 0.00 161.50 18.00 7 4 Shear 161.50 0.00 161.50 18.00 7 5 Shear 161.50 0.00 161.50 18.00 7 6 Shear 161.50 0.00 161.50 18.00 7 7 Shear 161.50 0.00 161.50 18.00 7 8 Shear 161.50 0.00 161.50 18.00 7 9 Shear 161.50 0.00 161.50 18.00 7 10 Shear 161.50 0.00 161.50 18.00 7 11 Shear 161.50 0.00 161.50 18.00 7 12 Shear 161.50 0.00 161.50 18.00 7 13 Shear 161.50 0.00 161.50 18.00 7 14 Shear 161.50 0.00 161.50 18.00 7 15 Shear 161.50 0.00 161.50 18.00 7 16 Shear 161.50 0.00 161.50 18.00 7 17 Shear 161.50 0.00 161.50 18.00 7 18 Shear 161.50 0.00 161.50 18.00 7 19 Shear 161.50 0.00 161.50 18.00 7 20 Shear 161.50 0.00 161.50 18.00 8 1 Shear 87.50 0.00 87.50 18.00 9 2 Shear 87.50 0.00 87.50 18.00 10 3 Shear 87.50 0.00 87.50 18.00 11 4 Shear 87.50 0.00 87.50 18.00 12 5 Shear 87.50 0.00 87.50 18.00 13 6 Shear 87.50 0.00 87.50 18.00 14 7 Shear 87.50 0.00 87.50 18.00 15 8 Shear 87.50 0.00 87.50 18.00 16 9 Shear 87.50 0.00 87.50 18.00 17 10 Shear 87.50 0.00 87.50 18.00 18 11 Shear 87.50 0.00 87.50 18.00 19 12 Shear 87.50 0.00 87.50 18.00 20 13 Shear 87.50 0.00 87.50 18.00 21 14 Shear 87.50 0.00 87.50 18.00 22 15 Shear 87.50 0.00 87.50 18.00 23 16 Shear 87.50 0.00 87.50 18.00 24 17 Shear 87.50 0.00 87.50 18.00 25 18 Shear 87.50 0.00 87.50 18.00

A54 26 19 Shear 87.50 0.00 87.50 18.00 27 20 Shear 87.50 0.00 87.50 18.00 Load Combinations: ==== ============ Act. All. Load Case No. ad Combination Name #? Fac. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 Lo 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + LL 3 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + SL 4 Y 1.33 1.00 0.00 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + 0.7 WL 5 Y 1.33 1.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + 1.3 WL 6 Y 1.33 1.00 0.00 1.30 0.00 1.00 0.50 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + 0.5 SL + 1.3 WL) 7 Y 1.33 1.00 0.00 0.65 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL + COL + SL + 1.3 WL / 2) 8 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 DL+COL+ASL 9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 1, Bay 1) 10 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 DL+COL+SL (Pattern Set 1, Bay 20) 11 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 DL+COL+SL (Pattern Set 2, Bay 1) 12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.50 DL+COL+SL (Pattern Set 2, Bay 20) 13 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 1 & 14 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 2 & 15 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 3 & 16 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 4 & 17 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 5 & 18 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 6 & 19 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 7 & 20 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 8 & 21 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 9 & 1 22 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 10 & 1 23 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 11 & 1 24 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 12 & 1 25 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 13 & 1 26 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 14 & 1 27 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 15 & 1 28 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 16 & 1 29 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 0.50 DL+COL+SL (Pattern Set 3, Bays 17 & 1 30 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 0.50 DL+COL+SL (Pattern Set 3, Bays 18 & 1 31 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 1.00 1.00 DL+COL+SL (Pattern Set 3, Bays 19 & 2 Deflection Limitations: ========== =========== The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 1.80" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 1.44" Deflection limitations were applied to combinations 1-4,8-31 Total system weight = 1206.82 lbs. Total system cost = 1210.47 dollars ===== ====== ==== General Notes: ======= ===== * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification Purlin Production List: ====== ========== ==== Purlin Section Length 1 08Z060 19.81 2 08Z060 21.06 3 08Z060 20.50 4 08Z060 20.50 5 08Z060 20.50 6 08Z060 20.50 7 08Z060 20.50 8 08Z060 20.50 9 08Z060 20.50 10 08Z060 20.50 11 08Z060 20.50 12 08Z060 20.50 13 08Z060 20.50

A55 14 08Z060 20.50 15 08Z060 20.50 16 08Z060 20.50 17 08Z060 20.50 18 08Z060 20.50 19 08Z060 21.06 20 08Z060 19.81 Material Summary: ======== ======= Section Weight Cost Fy 08Z060 1206.82 1210.47 55.0

A56 NBP Light Gage Analysis - WIN32 Version 7.130 02/03/09 AISI Spec Year = 2004 Input File: Z:\P02 Summary Report for project name: GARAGEPLUS - RV STORAGE - Hip ======= ====== === ======= ==== ---Span--- Des. Des. Brc. Supp. Lt. Rt. Max. -- Max. Computed Forces --- ----- Maximum Computed Load Ratios ---- No Length Sect. Grp.? Type Lt Rt Lap Lap Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M (in) (in) (in) --P--(kip, ft) pos_m neg_m -T-----P-----V-----M------------------- 1 17.17 08Z060 1 Yes Discr 1 2 ----- 21.75-0.612 0.00 2.01 3.88-6.91 0.00 0.00 0.65 0.77 0.77 0.77 0.94 x 88.2 0.0 206.0 78.3 206.0 0.0 0.0 184.3 78.3 78.3 78.3 184.3 comb 8 0 8 8 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.52 10.64 2 17.17 08Z060 2 Yes Discr 2 3 21.75 ----- -0.612 0.00 2.01 3.88-6.91 0.00 0.00 0.65 0.77 0.77 0.77 0.94 x 117.8 0.0 0.0 127.7 0.0 0.0 0.0 21.8 127.7 127.7 127.7 21.8 comb 8 0 8 8 8 0 0 8 8 8 8 8 2 Discrete brace locations (ft. from left supp.) 6.52 10.64 Roofing is screwed down ======================== Maximum Values on All Spans ======================== Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max. -0.612 0.00 2.01 3.88-6.91 0.00 0.00 0.65 0.77 0.77 0.77 0.94 x 117.8 0.0 0.0 127.7 206.0 0.0 0.0 184.3 127.7 127.7 127.7 184.3 span 2 0 2 2 1 0 0 1 2 2 2 1 comb 8 0 8 8 8 0 0 8 8 8 8 8 ============================================================================= Support Connection Codes: ======= ========== ===== Support No. 1 2 3 WC WC WC Vertical Reactions: (kips) ======== ========= (negative reaction for gravity loads) Load Support No. Comb. 1 2 3 1-0.32-1.07-0.32 2-0.53-1.77-0.53 3-0.49-1.64-0.49 4 0.23 0.75 0.23 5 0.56 1.86 0.56 6 0.37 1.23 0.37 7-0.13-0.44-0.13 8-1.21-4.02-1.21 9-0.51-1.40-0.33 10-0.33-1.40-0.51 11-0.33-1.40-0.51 12-0.51-1.40-0.33 Load Cases: Purlin spacing 2.50 o.c. ==== ===== Building Code: IBC/ASCE 7-05 Code General Loads: Load Case Uniform Load (psf) Load Case Name 1 3.0 Dead Load 2 20.0 Live Load 3-22.5 Wind Load 4-34.3 Edge Zone Wind Load 5 3.0 Collateral Load 6 17.5 Snow Load 7 62.0 Alternate Snow Load 8 17.5 Pattern SL, Bay 1 9 17.5 Pattern SL, Bay 2 Linear Loads: Load Span Load start load start x end load end x Case No. Type (lb/ft) (ft) (lb/ft) (ft) 1 1 Shear 25.00 0.00 25.00 17.17 1 2 Shear 25.00 0.00 25.00 17.17 2 1 Shear 50.00 0.00 50.00 17.17 2 2 Shear 50.00 0.00 50.00 17.17 3 1 Shear -85.80 0.00-85.80 17.17 3 2 Shear -85.80 0.00-85.80 17.17 5 1 Shear 7.50 0.00 7.50 17.17 5 2 Shear 7.50 0.00 7.50 17.17 6 1 Shear 43.70 0.00 43.70 17.17 6 2 Shear 43.70 0.00 43.70 17.17 7 1 Shear 155.00 0.00 155.00 17.17 7 2 Shear 155.00 0.00 155.00 17.17 8 1 Shear 43.70 0.00 43.70 17.17 9 2 Shear 43.70 0.00 43.70 17.17 Extra Dead Load for Nucon Framing Load Combinations: ==== ============ Act. All. Load Case No. Load Combination Name #? Fac. 1 2 3 4 5 6 7 8 9 1 Y 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Live Load Only 2 Y 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 DL + COL + LL 3 Y 1.00 1.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 DL + COL + SL 4 Y 1.33 1.00 0.00 0.70 0.00 0.00 0.00 0.00 0.00 0.00 DL + 0.7 WL 5 Y 1.33 1.00 0.00 1.30 0.00 0.00 0.00 0.00 0.00 0.00 DL + 1.3 WL 6 Y 1.33 1.00 0.00 1.30 0.00 1.00 0.50 0.00 0.00 0.00 DL + COL + 0.5 SL + 1.3 WL) 7 Y 1.33 1.00 0.00 0.65 0.00 1.00 1.00 0.00 0.00 0.00 DL + COL + SL + 1.3 WL / 2) 8 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 DL+COL+ASL 9 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.50 DL+COL+SL (Pattern Set 1, Bay 1) 10 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 1.00 DL+COL+SL (Pattern Set 1, Bay 2) 11 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0.50 1.00 DL+COL+SL (Pattern Set 2, Bay 1) 12 Y 1.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.50 DL+COL+SL (Pattern Set 2, Bay 2) Deflection Limitations: ========== =========== The deflection limit with DEAD LOAD = L/ 120.00 The maximum deflection with DEAD LOAD = 1.72" The deflection limit without DEAD LOAD = L/ 150.00 The maximum deflection without DEAD LOAD = 1.37" Deflection limitations were applied to combinations 1-4,8-12

A57 Total system weight = 111.80 lbs. Total system cost = 112.14 dollars ===== ====== ==== General Notes: ======= ===== * Ends of laps are considered as brace points. * Inflection points are considered brace points except for spans with discrete bracing. * All calculations are in accordance with the 2001 North American Specification Purlin Production List: ====== ========== ==== Purlin Section Length 1 08Z060 18.98 2 08Z060 18.98 Material Summary: ======== ======= Section Weight Cost Fy 08Z060 111.80 112.14 55.0

A58 Job Number: Engineer: Job Name: Purlin Run: P01 Version 2.8 (10/20/2008) By AAJ Loading Purlin Layout Information Dead: 3.00 psf Eave to Ridge Distance (W): 17.17 ft No. Rows on Slope (n): 5 Collateral: 5.00 psf Purlin Depth (d): 8.00 in Spacing: 5.00 ft Live/Snow: 32.30 psf Roof Slope (s): 2.00:12 Roof Panel Type: Roof Panel by Others Bay Layout: 17.667,22@18,17.6667 --> 20 Bays. Mid-Bay to Adjacent Frames Bay Width (ft) Purlin Thk. (in) Total Load, W (lbs) Roll Force (lbs) Panel Capacity (lbs) Net Left for Eave Beam (lbs) Line At Frame Lines, From Roof to Rafter Ctr Roll Force (lbs) Purlin Frame Resistance Detail (lbs) (B/T/W/C) Detail Needs and Capacity (lbs) 1 17.67 0.075 12,225-90 ±0 90 1 0.63 0 ±735 W Provide WC detail at all purlins. 2 18.00 0.060 12,455 371 ±0 371 2 0.87 322 ±1,205 W Provide WC detail at all purlins. 3 18.00 0.060 12,455 371 ±0 371 3 0.81 600 ±941 W Provide WC detail at all purlins. 4 18.00 0.060 12,455 371 ±0 371 4 0.81 600 ±941 W Provide WC detail at all purlins. 5 18.00 0.060 12,455 371 ±0 371 5 0.81 600 ±941 W Provide WC detail at all purlins. 6 18.00 0.060 12,455 371 ±0 371 6 0.81 600 ±941 W Provide WC detail at all purlins. 7 18.00 0.060 12,455 371 ±0 371 7 0.81 600 ±941 W Provide WC detail at all purlins. 8 18.00 0.060 12,455 371 ±0 371 8 0.81 600 ±941 W Provide WC detail at all purlins. 9 18.00 0.060 12,455 371 ±0 371 9 0.81 600 ±941 W Provide WC detail at all purlins. 10 18.00 0.060 12,455 371 ±0 371 10 0.81 600 ±941 W Provide WC detail at all purlins. 11 18.00 0.060 12,455 371 ±0 371 11 0.81 600 ±941 W Provide WC detail at all purlins. 12 18.00 0.060 12,455 371 ±0 371 12 0.81 600 ±941 W Provide WC detail at all purlins. 13 18.00 0.060 12,455 371 ±0 371 13 0.81 600 ±941 W Provide WC detail at all purlins. 14 18.00 0.060 12,455 371 ±0 371 14 0.81 600 ±941 W Provide WC detail at all purlins. 15 18.00 0.060 12,455 371 ±0 371 15 0.81 600 ±941 W Provide WC detail at all purlins. 16 18.00 0.060 12,455 371 ±0 371 16 0.81 600 ±941 W Provide WC detail at all purlins. 17 18.00 0.060 12,455 371 ±0 371 17 0.81 600 ±941 W Provide WC detail at all purlins. 18 18.00 0.060 12,455 371 ±0 371 18 0.81 600 ±941 W Provide WC detail at all purlins. 19 18.00 0.060 12,455 371 ±0 371 19 0.81 600 ±941 W Provide WC detail at all purlins. 20 18.00 0.075 12,455-87 ±0 87 20 0.87 322 ±1,205 W Provide WC detail at all purlins. 21 0.63 0 ±735 W Provide WC detail at all purlins.

A59 Double Cee Box Section Combined Stress Analysis Tool Project Name: Job No.: Engineer: Version 2.5 (06/11/08) By AAJ/JET Geometry Total Length: 19.00 ft Max. Deflection: L/150 Section: 10C060 Roof Trib. Width: 1.17 ft Vertical Loads Horizontal Loads DL: 3.00 psf Bay Roll Force: 0.048 k/ft [+ for downslope loading] COL: 3.00 psf Horz. Wind Load: 0.000 k/ft [+ for suction, - for pressure] RLL: 20.00 psf Weight / Ft: 6.71 lbs/ft SL: 35.00 psf Strong Axis: H (H / V ) (H: BxBm in Roof Plane, V: BxBm in Wall Plane) WL(Roof): 39.60 psf Axial WL: 0.00 kips Load Combinations Code: IBC / ASCE 7 AISI Version: Comb #: 1 2 3 4 5 6 7 8 9 10 ASR 1.00 1.00 1.33 1.33 1.33 1.00 1.00 DL 1.00 1.00 0.90 1.00 1.00 0.00 0.00 COL 1.00 1.00 0.00 1.00 1.00 0.00 0.00 RLL 1.00 0.00 0.00 0.00 0.00 1.00 0.00 SL 0.00 1.00 0.00 0.50 1.00 0.00 1.00 WL 0.00 0.00 1.30 1.30 0.65 0.00 0.00 vertical, w (kips/ft): 0.037 0.055-0.050-0.026 0.025 0.030 0.048 horiz, w (kips/ft): 0.048 0.048 0.000 0.024 0.048 0.048 0.048 M vert (in-kips): 20.060 29.536-27.182-14.042 13.275 16.269 25.745 M horiz (in-kips): 25.743 25.743 0.000 12.871 25.743 25.743 25.743 P (kips): 0.000 0.000 0.000 0.000 0.000 0.000 0.000 x : 1.000 1.000 1.000 1.000 1.000 1.000 1.000 y : 1.000 1.000 1.000 1.000 1.000 1.000 1.000 CSR->Eq. C5.2.1-1: Eq. C5.2.1-2: Eq. C5.2.1-3: 0.397 0.501 0.224 0.182 0.242 0.355 0.459 MAX x or y : 0.166" 0.201" 0.175" 0.100" 0.201" 0.201" 0.201" [ L/1372] [ L/1136] [ L/1299] [ L/2271] [ L/1136] [ L/1136] [ L/1136] Horz End Reax (kips): 0.452 0.452 0.000 0.226 0.452 0.452 0.452 nd Connx Bolts Req'd: 2 2 0 2 2 2 2

A60 α Δ

A61 NUCOR BUILDING SYSTEMS JOB NAME: JOB NUMBER: ENGINEER: EAVE EXTENSION LOADS TRIB.WIDTH TRIB.WIDTH INPUT VERTICAL LOADS: 18.00 FT. EAVE EXTENSION (FT) = 4.00 DEAD LOAD (KIPS) = 0.22 GIRT OFFSET (IN) = 8 COLLATERAL LOAD (KIPS) = 0.22 DEAD LOAD (PSF) = 3 LIVE LOAD (KIPS) = 1.44 COLLATERAL LOAD (PSF) = 3 SNOW LOAD (KIPS) = 2.52 LIVE LOAD (PSF) = 20 WINDWARD SNOW LAD (PSF)= 4.46 SNOW LOAD (PSF) = 35 LEEWARD SNOW LOAD (PSF)= WINDWARD SNOW LAD (PSF)= 62 WIND LOAD (KIPS) = 2.85 LEEWARD SNOW LOAD (PSF)= WIND LOAD (PSF) = 39.6 TRIB.WIDTH TRIB.WIDTH MOMENT LOADS: 18.00 FT. DEAD LOAD (KIP-FT) = 0.56 COLLATERAL LOAD (KIP-FT) = 0.56 LIVE LOAD (KIP-FT) = 3.72 SNOW LOAD (KIP-FT) = 6.51 WINDWARD SNOW LAD (PSF)= 11.53 LEEWARD SNOW LOAD (PSF)= WIND LOAD (KIP-FT) = 7.37 2/27/09

A62 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : End-Plate Moment Connections (AISC 13th Edition) Date : Eave Ext conection check 2/27/2009 General Information: Design Method, (ASD / LRFD): ASD Allowable Stress Ratio, ASR: 1.00 Applied Loads: Required Axial Strength, P r : 1.000 kips. Required Shear Strength, V r : 4.900 kips. Required Moment Strength, M r : 12.650 ft-kips. Bolt Information: Bolt Material: Bolt Diameter, d b : User Override Information: Gage Pf Pb per AISC Moment End-Plate Connections (Steel Design Guide Series 16) & AISC 13th Edition A325 "ø Version: 1.2 (Date: 03/25/08) By DJE in. in. in. Section Geometry: Left Right Section Designation: W8X18 BU Section Web Depth, d w : (WF = Total Depth, d ) 8.14 in. 12.0 in. Web Thickness, t w : 0.23 in. 0.17 in. Flange Width, b f : 5.25 in. 6.0 in. Outside Flange Thickness, t of : 0.33 in. 0.25 in. Inside Flange Thickness, t if : 0.33 in. 0.25 in. Column Stiffener Information: Stiffener Designation: F3.25 Beam-To-Col. Beam-To-Beam End-Plate Information: Plate Width, b p : 5.25 in. Plate Width, b p : 5.25 in. Plate Thickness, t p : 0.33 in. Plate Thickness, t p : 0.33 in. Plate Yield Strength, F py : 50.0 ksi. Plate Yield Strength, F py : 50.0 ksi. End-Plate Recommended Dimensions: End-Plate Recommended Dimensions: Plate Width, b p : 5.25 in. Plate Width, b p : 6.0 in. Plate Thickness, t p : 0.2983 in. Plate Thickness, t p : 0.2983 in. End-Plate Stiffener Information: End-Plate Stiffener Information: Stiffener Designation: None Stiffener Designation: None

A63 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : End-Plate Moment Connections (AISC 13th Edition) Date : Eave Ext conection check 2/27/2009 per AISC Moment End-Plate Connections (Steel Design Guide Series 16) & AISC 13th Edition General Dimensions: Standard Bolt Dimensions: Number of Bolts, n: 8 Bolt Diameter, d b : "ø Bolt Gage, g : 3 in. Bolt Dimension, P f : 1.125 in. Bolt Dimension, P b : 1.875 in. Minimum Edge Distance, d e : -- in. Maximum Flange Thickness, t f, max : 0.25 in. Version: 1.2 (Date: 03/25/08) By DJE Detailing Information Distance from n th bolt row to center of end-plate, x n : Distance from outside row, x 0 : in. Distance from 1 st interior row, x 1 : 4.875 in. Distance from 2 nd interior row, x 2 : 3.0 in. Distance from 3 rd interior row, x 3 : in. Left and Right Connection Plate Dimensions: Left End-Plate Width, b p : 5.25 in. Right End-Plate Width, b p : 5.25 in. Left End-Plate Thickness, t p : 0.33 in. Right End-Plate Thickness, t p : 0.33 in. Column Stiffener Flange Weld: FWS3 Right End-Plate Flange Weld: FWS3 Column Stiffener Web Weld: WP13 Right End-Plate Web Weld: WP13 End-Plate Length, l p : 12.5 in. End-Plate Length, l p : 12.5 in. Column Stiffener Designation: F3.25 End-Plate Stiffener Information: Left End-Plate Stiffener: None Right End-Plate Stiffener: None Left End-Plate Stiffener Weld: None Right End-Plate Stiffener Weld: None Left End-Plate Stiffener Length: -- in. Right End-Plate Stiffener Length: -- in.

A64 Specify Nested Girt Elev. Use Old Inventory 2 Openings in Bay

A65 LG Framed Opening Design Version: 1.8 (Date: 01/24/09) By LRD Wind Load (psf): 14.62 Date 3/1/09 Proj. Number: Window Jamb and Header Proj. Name Engineer: Deflection (L/X): 90 Specify Nested Girt Elev. Girt Bay Width (ft.): 18 Use Old Inventory Elev. (ft.) Eave Ht. (ft.): 16 14.9999 Opening Ht. (ft.): 14.9999 0 Self Supporting Hardwall Height (ft.): 11.9999 0 Nested Girt Elevation: 17.5 0 Framing Condition : 0 Extended Header 0 0 0 Left Right 0 Opening Opening 0 Width (ft.): 11 0 0 Jamb Offset (ft): 3.5 0 0 Axial DL at Each Jamb (kips): 1 2 Openings in Bay 0 0 0 0 Design Results Left Opening Right Opening Extended Jamb Header Jamb Header Header Section: Bracing: 8S075 8C060 10C099 10C067 Unbraced Unbraced Girt Panel 8C060 Panel Unbrc'd Length (ft.): 14.9999 11 14.9999 Panel Panel Override Unbrc'd Length (ft.): 5 6 7 8 9 Stress Ratios M: 0.84 & 0.84 --- --- --- 0.84 V: 0.12 & 0.12 --- --- --- 0.29 M/V: 0.44 & 0.44 --- --- --- 0.55 P: 0.16 & 0.16 --- --- --- --- M/P: 1.01 & 1.01 --- --- --- 0.84 Deflection: 0.11 & 0.11 --- --- --- 0.19 Analysis Results Moment (ft-k): 3.02 & 3.02 --- --- --- 2.54 Shear (kips): 0.6 & 0.6 --- --- --- -0.75 Ireq (in^4): 1.38 & 1.38 --- --- --- 1.65 Bot./Left Reaction (kips): 0.6 & 0.6 --- --- --- 0.75 Top/Right Reaction (kips): 0.6 & 0.6 --- --- --- 0.75 Notes: 1) The "Unbraced" bracing setting indicates that the member is braced only by other members framing into it. 2) If only 1 opening is located in a bay, then the Right Opening Width must be set to zero. 3) The jamb offset is defined as the distance from the left grid line to the left jamb of the framed opening. 3) All calculations are per AISI 2004 4) Jamb Results are given in the form of "Left Jamb Result & Right Jamb Result".

Simple Span Channel Bending A66 Note: This Spreadsheet is valid only for simple span AISC channel sections with uniform loads, pinned at both ends. Simple Span Channel Bending: Y Span and Loading Conditions AISC Channel Section Properties: x bar Member Length L 19.00 ft Total Depth d 8.00 in. Clear inside radius T 6.13 in. Number of brace points (Maximum 7) : O.F.F. to web toe k 0.94 in. Location along member from left end (ft) : Area A 3.37 in.^2 Flange Width b f 2.26 in. k Flange Thickness tf 0.39 in. Web Thickness tw 0.22 in. Weight per Foot Wt. 11.50 lb/ft Moment of Inertia Ix 32.50 in.^4 Section Modulus Sx 8.14 in.^3 Radius of Gyration rx 3.11 in. Plastic Modulus Zx 9.63 in.^3 Unbraced Length Lb 228 in. T X X d Moment of Inertia Iy 1.31 in.^4 Applied Loads Section Modulus Sy 0.78 in.^3 X-axis Uniform Load (+ Dn) w x 0.117 k/ft Radius of Gyration ry 0.62 in. Y-axis Uniform Load (+ Dn) w y Plastic Modulus Zy 1.57 in.^3 Axial Load (+P= C,-P= T) P 0.00 kips k Shear Center Location e o 0.70 in. Wind or Gravity Loading (W/G) G Neutral axis to outside Y Stress Factor 1.00 of channel web x bar 0.57 in. e o Torsional Constant J 0.13 in.^4 Channel Section: C8X11.5 14 Warping Constant Cw 16.5 Dist. Between Flange h o 7.61 in. Centroids Channel Yield Strength F y 50 ksi Effective Radius r ts 0.756 E 29000 ksi of Gyration Results/Warnings: Final Design Loads Channel Good Simple Span Moment ( X-Axis ) Mx (ft-kip) 5.28 Simple Span Moment ( Y-Axis ) My (ft-kip) 0.00 Shear ( X-axis ) Va (kip) 1.11 Shear ( Y-axis ) Va (kip) 0.00 Axial P (kip) 0.00 Critical Stress Ratio 1.003 Simple Span Strong Axis Deflection: 0.364 in. = L/ 626.37 Calculations: Compactness Checks per AISC 13th : Chapter B - Case 1 3/1/09 JET

Simple Span Channel Bending A67 Compact Limit Noncompact Limit bf/tf Defined As: Flange check 9.152 24.083 5.795 Compact Bending Checks per AISC 13th : Chapter F2 - Major Axis Mrx (kip-in) 63.36 Lp 26.41 Fcr 12.96 ksi Lr 95.49 Yielding Mn (kip-in) 481.50 Lateral-Torsional Buckling Mn (kip-in) 105.50 <<Controlling Case>> Allowable Strength Mcx (kip-in) 63.17 X-axis bending ratio Mrx/Mcx 1.003 Bending Checks per AISC 13th : Chapter F6- Minor Axis Mry (kip-in) 0 Yielding Mn (kip-in) 78.50 Lateral-Torsional Buckling Mn (kip-in) Limit State Does Not Apply Allowable Strength Mcy (kip-in) 47.01 Y-axis bending ratio Mrx/Mcx 0.000 Shear Checks per AISC 13th : Chapter G2 - Major Axis Nominal Shear Strength Vn x (kips) 52.8 h/t w 36.364 Allowable Shear Strength Vc x (kips) 31.62 Cv 1 Note: Only for Channels with Unstiffened Webs Aw 1.76 in.^2 X-axis shear ratio Vrx/Vcx 0.035 Shear Checks per AISC 13th : Chapter G7 - Minor Axis Nominal Shear Strength Vn y (kips) 52.884 b/t f 5.795 Allowable Shear Strength Vc y (kips) 31.667 Cv 1 Aw 1.76 in.^2 Y-axis shear ratio Vry/Vcy 0.000 3/1/09 JET

A68 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Mezzanine Beam Clips (AISC 13th Edition) Date : per AISC Steel Construction Manual (13th Edition) Version: 1.1 (Date: 09/16/08) By DJE Seismic Spandrel Beam to Column Flange 3/1/09 General Information: Design Method, (ASD / LRFD): ASD Allowable Stress Ratio, ASR: 1.70 Applied Loads: Required Shear Strength, V r : 34.200 kips. Clip Information: Select Angle Size: Angle Material: Single L5X3X5/16 A36 Bolt Information: No. of Bolt Rows/Connx, n: 2 Double Bolt Diameter, d b : 1"ø Bolt Material: A325 Standard Clip Dimensions: Manual Clip Input! Distance to 1 st Bolt, P fo : 3 in. One Vertical Row. Two Vertical Rows. Bolt Spacing, P b : 3 in. AISC Dimension Criteria: Bolt Gage at Support Member, g s : 3.75 in. Minimum End Distance, l v : 1.75 in. Angle Gage, g SL : (Short Leg) 1.75 in. Minimum Edge Distance, l h : 1.25 in. Angle Gage, g LL : (Long Leg) 3.75 in. Minimum Bolt Spacing, S: 2.6667 in. Section Geometry: Column / Support Rafter: Left Mezzanine Beam / Other: Cope Beam! (Single Cope Only) Right Section Designation: BU8x38 Section Designation: BU13x33 Web Depth, d w : (WF = Total Depth, d) 8.0 in. Web Depth, d w : (WF = Total Depth, d) 12.0 in. Web Thickness, t w : 0.5 in. Web Thickness, t w : 0.188 in. Flange Width, b f : 24.0 in. Flange Width, b f : 10.0 in. Flange Thickness, t f : 0.15 in. Flange Thickness, t f : 0.375 in. Column / Support Rafter Material: A572 Gr. 55 Mezzanine Beam / Other Material: A572 Gr. 55 Design Results OK Warnings Shear Ratio (Bolts): 0.267 Bearing Ratio (Angle): 0.370 Bearing Ratio (Beam): 0.658 Bearing Ratio (Column/Support): 0.124 Shear Yielding Ratio (Angle): 0.344 Shear Rupture Ratio (Angle): 0.423 Block Shear Ratio (Angle): 0.446 Block Shear Ratio (Coped Beam): --

A69 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Mezzanine Beam Clips (AISC 13th Edition) Date : per AISC Steel Construction Manual (13th Edition) Version: 1.1 (Date: 09/16/08) By DJE Earth Spandrel Beam to Column Flange 3/1/09 General Information: Design Method, (ASD / LRFD): ASD Allowable Stress Ratio, ASR: 1.00 Applied Loads: Required Shear Strength, V r : 22.100 kips. Clip Information: Select Angle Size: Angle Material: Single L5X3X5/16 A36 Bolt Information: No. of Bolt Rows/Connx, n: 2 Double Bolt Diameter, d b : 1"ø Bolt Material: A325 Standard Clip Dimensions: Manual Clip Input! Distance to 1 st Bolt, P fo : 3 in. One Vertical Row. Two Vertical Rows. Bolt Spacing, P b : 3 in. AISC Dimension Criteria: Bolt Gage at Support Member, g s : 3.75 in. Minimum End Distance, l v : 1.75 in. Angle Gage, g SL : (Short Leg) 1.75 in. Minimum Edge Distance, l h : 1.25 in. Angle Gage, g LL : (Long Leg) 3.75 in. Minimum Bolt Spacing, S: 2.6667 in. Section Geometry: Column / Support Rafter: Left Mezzanine Beam / Other: Cope Beam! (Single Cope Only) Right Section Designation: BU8x38 Section Designation: BU13x33 Web Depth, d w : (WF = Total Depth, d) 8.0 in. Web Depth, d w : (WF = Total Depth, d) 12.0 in. Web Thickness, t w : 0.5 in. Web Thickness, t w : 0.188 in. Flange Width, b f : 24.0 in. Flange Width, b f : 10.0 in. Flange Thickness, t f : 0.15 in. Flange Thickness, t f : 0.375 in. Column / Support Rafter Material: A572 Gr. 55 Mezzanine Beam / Other Material: A572 Gr. 55 Design Results OK Warnings Shear Ratio (Bolts): 0.293 Bearing Ratio (Angle): 0.406 Bearing Ratio (Beam): 0.722 Bearing Ratio (Column/Support): 0.136 Shear Yielding Ratio (Angle): 0.378 Shear Rupture Ratio (Angle): 0.464 Block Shear Ratio (Angle): 0.490 Block Shear Ratio (Coped Beam): --

NUCOR BUILDING SYSTEMS U09Y0061A - Garageplus - RV Storage A70 Job # : U09Y0061A Job Name: GARAGEPLUS - RV STORAGE Frame : Frame Line 4-24 Date : 2/18/2009 3 Designer: NBSUT\bbirch File : E01 ----------------------------------------- F R A M E D E S C R I P T I O N ----------------------------------------- Frame type : EMG Frame width : 34.33 Ft. Bay width : 18.00 Ft. LEFT RIGHT Dim to ridge : 17.17 Ft. 17.17 Ft. Roof slope : 2.00/12-2.00/12 Eave height : 33.83 Ft. 33.83 Ft. Girt offset : 0.00 In. 0.00 In. Typ. Girt spacing : 6.00 Ft. Purlin offset : 8.00 In. 8.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing : 2@17.1667 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H COL03 - Top H Bottom V H Column Bracing: WP1 Girt Brace : N N N N N N Flange Brace : 0 0 0 0 0 0 Location (ft): 7.5 13.5 19.5 25.5 31.5 33.2 WP2 Girt Brace : N N N N N N Flange Brace : 0 0 0 0 0 0 Location (ft): 7.5 13.5 19.5 25.5 31.5 35.9 WP3 Girt Brace : N N N N N N Flange Brace : 0 0 0 0 0 0 Location (ft): 7.5 13.5 19.5 25.5 31.5 33.2 Other Braces: Column : COL01 COL02 COL03 Left Brace : Y Y Y Right Brace : Y Y Y Location (ft): 16.0 16.0 16.0 ----------------------------------------- L O A D I N G C O N D I T I O N S ----------------------------------------- Building Code & Year : IBC/ASCE 7-05 1986/1996 MBMA occupancy class : 1/2 AISC Specification : 2005 ASD L O A D S (Psf) Roof Dead load : 3.00 Roof Coll load : 3.00 Roof Live load : 20.00 Roof Snow load : 17.50 Floor dead load : 100.00 Floor live load : 250.00 Ground Snow load: 25.00 Ce = 1.00 Ss = 1.153 S1 = 0.387 Seismic Design Category = D Site Class = D R = 3.50 Cd = 3.00 Sds = 0.798 Sd1 = 0.420 rho = 1.00 omega = 2.500 Wind speed Wind pressure : 85.00 Mph Exp. : C : 15.98 Psf Building is Enclosed Wind pressure coefficients C1 C2E C2 C3 C3E C4 W1R 0.850 0.000-0.890-0.398 0.000-0.312 W1L -0.312 0.000-0.398-0.890 0.000 0.847 W2R 0.487 0.000-1.250-0.758 0.000-0.672 W2L -0.672 0.000-0.758-1.250 0.000 0.487 W5B -0.270-0.890-0.510-0.510 0.000-0.270 W5F -0.270 0.000-0.510-0.510-0.890-0.270 W6B -0.630-1.250-0.870-0.870 0.000-0.630

W6F -0.630 0.000-0.870-0.870-1.250-0.630 W7B -0.270-0.398-0.223-0.223 0.000-0.270 W7F -0.270 0.000-0.223-0.223-0.398-0.270 W8B -0.630-0.758-0.583-0.583 0.000-0.630 W8F -0.630 0.000-0.583-0.583-0.758-0.630 A71 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COL01 12.94-14.38 COL02 15.82-17.26 COL03 12.94-14.38 Wind Loads for Endwall Rafter Interior Zone Pressure 10.00 10.00 Suction 10.00-20.45 Pressure 100.00 10.00 Suction 100.00-20.45 Edge Zone Pressure 10.00 10.00 Suction 10.00-28.44 Pressure 100.00 10.00 Suction 100.00-26.84 Tributary Widths Panel Trib. Width (ft) WP1 18.00 WP2 1.00 WP3 18.00 RP1 18.00 RP2 18.00 ----------------------------------------- P R O G R A M - A P P L I E D L O A D S ----------------------------------------- Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1-0.054-0.054 0.000 17.167 RDL RP2-0.054-0.054 17.167 34.333 COL RP1-0.054-0.054 0.000 17.167 COL RP2-0.054-0.054 17.167 34.333 SL RP1-0.315-0.315 0.000 17.167 SR RP2-0.315-0.315 17.167 34.333 RLL RP1-0.360-0.360 0.000 17.167 RLR RP2-0.360-0.360 17.167 34.333 W1R RP1-0.256-0.256 0.000 17.167 W1R RP2-0.114-0.114 17.167 34.333 W1L RP1-0.114-0.114 0.000 17.167 W1L RP2-0.256-0.256 17.167 34.333 W2R RP1-0.360-0.360 0.000 17.167 W2R RP2-0.218-0.218 17.167 34.333 W2L RP1-0.218-0.218 0.000 17.167 W2L RP2-0.360-0.360 17.167 34.333 W5B RP1-0.397-0.397 0.000 17.167 W5B RP2-0.397-0.397 17.167 34.333 W5B WP1 0.233 0.233 0.000 33.944 W5B WP2 0.016 0.016 0.000 36.694 W5B WP3 0.233 0.233 0.000 33.950 W5F RP1-0.397-0.397 0.000 17.167 W5F RP2-0.397-0.397 17.167 34.333 W5F WP1-0.259-0.259 0.000 33.944 W5F WP2-0.017-0.017 0.000 36.694 W5F WP3-0.259-0.259 0.000 33.950 EQR RP1 0.110 0.110 0.000 17.167 EQR RP2 0.110 0.110 17.167 34.333 EQL RP1-0.110-0.110 0.000 17.167 EQL RP2-0.110-0.110 17.167 34.333 LRD RP1-0.450-0.450 0.000 17.167 RRD RP2-0.450-0.450 17.167 34.333 Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R SPAN1 4.264 0.000 0.000 2.000 W1R SPAN2 1.573 0.000 0.000 32.333 W1L SPAN1-1.568 0.000 0.000 2.000 W1L SPAN2-4.261 0.000 0.000 32.333 W2R SPAN1 2.440 0.000 0.000 2.000 W2R SPAN2 3.385 0.000 0.000 32.333 W2L SPAN1-3.374 0.000 0.000 2.000 W2L SPAN2-2.449 0.000 0.000 32.333

----------------------------------------- U S E R - A P P L I E D L O A D S ----------------------------------------- U09Y0061A - Garageplus - RV Storage A72 Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL SPAN1 0.000-0.220 0.560 3.000 C-5 Eave Ext RDL SPAN1 0.000-0.220-0.560 32.330 C-21 Eave Ext COL SPAN1 0.000-0.220 0.560 3.000 C-6 Eave Ext COL SPAN1 0.000-0.220-0.560 32.330 C-22 Eave Ext SL SPAN1 0.000-2.520 6.510 3.000 C-7 Eave Ext SR SPAN1 0.000-2.520-6.510 32.330 C-23 Eave Ext RLL SPAN1 0.000-1.440 3.720 3.000 C-8 Eave Ext RLR SPAN1 0.000-1.440-3.720 32.330 C-24 Eave Ext FDL COL01 0.000-14.619 0.000 16.000 C-1 Mezanine FDL COL02 0.000-29.238 0.000 16.000 C-2 Mezanine FDL COL03 0.000-14.619 0.000 16.000 C-25 MEZZANINE FLL COL01 0.000-38.625 0.000 16.000 C-4 Mezanine FLL COL02 0.000-77.250 0.000 16.000 C-3 Mezanine FLL COL03 0.000-38.625 0.000 16.000 C-26 MEZZANINE W1R SPAN1 0.000 2.850-7.370 3.000 C-9 Eave Ext W1R SPAN1 0.000 2.850 7.370 32.330 C-20 Eave Ext W1L SPAN1 0.000 2.850-7.370 3.000 C-10 Eave Ext W1L SPAN1 0.000 2.850 7.370 32.330 C-19 Eave Ext W2R SPAN1 0.000 2.850-7.370 3.000 C-11 Eave Ext W2R SPAN1 0.000 2.850 7.370 32.330 C-18 Eave Ext W2L SPAN1 0.000 2.850-7.370 3.000 C-12 Eave Ext W2L SPAN1 0.000 2.850 7.370 32.330 C-17 Eave Ext W5B SPAN1 0.000 2.850-7.370 3.000 C-13 Eave Ext W5B SPAN2 0.000 2.850 7.370 32.330 C-16 Eave Ext W5F SPAN1 0.000 2.850-7.370 3.000 C-14 Eave Ext W5F SPAN1 0.000 2.850 7.370 32.330 C-15 Eave Ext EQR COL01 0.000 69.000 0.000 0.000 C-27 xbrace axial EQR COL02 0.000 69.000 69.000 0.000 C-28 xbrace axial EQR COL02 0.000-69.000 69.000 16.000 C-29 xbrace axial EQR COL03 0.000-69.000 0.000 16.000 C-30 xbrace axial EQL COL01 0.000-69.000-69.000 16.000 C-34 xbrace axial EQL COL02 0.000 69.000-69.000 0.000 C-32 xbrace axial EQL COL02 0.000-69.000-69.000 16.000 C-33 xbrace axial EQL COL03 0.000 69.000 0.000 0.000 C-31 xbrace axial ----------------------------------------- L O A D C O M B I N A T I O N S ----------------------------------------- ASR Cases 1) 1.00 SW + RDL + COL + SL + SR + FDL + FLL 2) 1.00 SW + RDL + COL + RLL + RLR + FDL + FLL 3) 1.33 SW + RDL + FDL + 1.30W1L 4) 1.33 SW + RDL + FDL + 1.30W2L 5) 1.33 SW + RDL + FDL + 1.30W1R 6) 1.33 SW + RDL + FDL + 1.30W2R 7) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + FDL + FLL + 1.30W1L 8) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + FDL + FLL + 1.30W2L 9) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + FDL + FLL + 1.30W1R 10) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + FDL + FLL + 1.30W2R 11) 1.33 SW + RDL + COL + SL + SR + FDL + FLL + 0.65W1L 12) 1.33 SW + RDL + COL + SL + SR + FDL + FLL + 0.65W2L 13) 1.33 SW + RDL + COL + SL + SR + FDL + FLL + 0.65W1R 14) 1.33 SW + RDL + COL + SL + SR + FDL + FLL + 0.65W2R 15) 1.33 SW + RDL + FDL + 1.30W5B 16) 1.33 SW + RDL + FDL + 1.30W5F 17) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + FDL + FLL + 1.30W5B 18) 1.33 SW + RDL + COL + 0.50SL + 0.50SR + FDL + FLL + 1.30W5F 19) 1.33 SW + RDL + COL + SL + SR + FDL + FLL + 0.65W5B 20) 1.33 SW + RDL + COL + SL + SR + FDL + FLL + 0.65W5F 21) 1.00 SW + RDL + COL 22) 1.00 SW + RDL + COL 23) 1.00 SW + RDL + COL + LRD 24) 1.00 SW + RDL + COL + RRD 25) 1.45 1.16SW + 1.16RDL + 1.16COL + 1.16FDL + FLL + EQL 26) 1.45 1.16SW + 1.16RDL + 1.16COL + 1.16FDL + FLL + EQR 27) 1.45 0.74SW + 0.74RDL + 0.74FDL + EQL 28) 1.45 0.74SW + 0.74RDL + 0.74FDL + EQR

Job : U09Y0061A GARAGEPLUS - RV STORAGE NUCOR BUILDING SYSTEMS Date: 04-08-09 Page: 1 Frame: Frame Line 4-24 By : NBSUT\bbirch File: E01 *** DESIGN SUMMARY REPORT *** Wide Flange Members Shipping Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Comb Loc Kips Ratio RAF01 WF818 W 8x 18 50.0 27 6b 0.4 0.00 18.8 0.45 0.45 1 1 6.51 0.29 RAF02 WF818 W 8x 18 50.0 29 11a 0.4 0.00 18.6 0.45 0.45 1 15-6.65 0.30 Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.31 F8.38 W188 31 20-126.7 0.75-35.0 0.11 0.11 0.85 20 16-4.32 0.14 0.10 0.11 2 F8.25 F8.25 W125 20 23 3.9 0.01-44.7 0.21 0.40 0.39 20 27 5.38 0.61 0.14 0.14 Chkpt 16 22 23 27 Depth 24.00 24.00 24.00 Section 1 2 width thick Fy width thick Fy T/L Flg 8.0 0.3125 55.00 8.0 0.2500 55.00 Web 0.1875 55.00 0.1250 55.00 B/R Flg 8.0 0.3750 55.00 8.0 0.2500 55.00 Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.63 F8.63 W220 31 29-184.9 0.64 67.1 0.12 0.12 0.75 31 33b -3.85 0.07 0.10 0.10 2 F8.38 F8.38 W135 31 35-3.7 0.03 70.6 0.50 0.22 0.51 31 35-3.85 0.31 0.10 0.10 Chkpt 28 34 35 40 Depth 24.00 24.00 24.00 Section 1 2 width thick Fy width thick Fy T/L Flg 8.0 0.6250 55.00 8.0 0.3750 55.00 Web 0.2200 55.00 0.1345 55.00 B/R Flg 8.0 0.6250 55.00 8.0 0.3750 55.00 Built Up Column - COL03 U09Y0061A - Garageplus - RV Storage T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.38 F8.31 W188 32 45-127.4 0.75 1.5 0.00 0.00 0.76 18 43a -4.27 0.14 0.11 0.10 2 F8.25 F8.25 W125 20 49 4.0 0.01-43.6 0.20 0.39 0.38 18 51b 5.33 0.60 0.14 0.14 Chkpt 41 47 48 52 Depth 24.00 24.00 24.00 Section 1 2 width thick Fy width thick Fy T/L Flg 8.0 0.3750 55.00 8.0 0.2500 55.00 Web 0.1875 55.00 0.1250 55.00 B/R Flg 8.0 0.3125 55.00 8.0 0.2500 55.00 A73 Frame Weight (lbs) = 3955 Deflections (in): 10 yr Wind dx = -0.01 = H/9999 WIND CASE 2 TO LEFT Seismic dx = -0.01 = H/9999 SEISMIC TO LEFT Story Drift = -0.02 = 0.000H SEISMIC TO LEFT Drift Index = 0.00 SW+RDL+COL+NLL Maximum dx = -0.02 = H/9999 SW+RDL+FDL+1.30W2R Maximum dy = -0.49 = L/ 401 @ MOD 1, SW+RDL+COL+LRD+NLR Max. Live dy = -0.38 = L/ 516 @ MOD 1, SW+RDL+COL+NLL E/W col dx = 0.37 = L/1070 @ COL01, SW+RDL+COL+0.50SL+0.50SR+FDL+FLL+1.30W5F

NUCOR BUILDING SYSTEMS U09Y0061A - Garageplus - RV Storage A74 Job # : U09Y0061A Job Name: GARAGEPLUS - RV STORAGE Frame : Frame Line 4-24 Date : 2/18/2009 3 Designer: NBSUT\bbirch File : E01 ------------------------------------ C O N N E C T I O N S U M M A R Y ------------------------------------ Splice Connection - Moment Connection from RAF01 To RAF02 No Moment Connection at this point Left Right Left Right ----------------- BOLT --------------------- Connx Plate Plate Bolt Load Axial Shear Moment Plate Plate Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio -??? 20480-147454105822248828928.000-S 1 0.35 3.50 0.0 1.00 1.00 18 1.47-1.63 0.0 1.00 - left right width thick length Fy size size - Left Plate 8594856960.0 8594856960.000 8594856960.00-8.0 Top Weld CJP1 FWD* Right Plate 8594856960.0 8594856960.000 8594856960.00 147454184987086028800.0 Web Weld BAD* BAD* Stiffener 0.0 147454211375365095424.000 8594856960.00-0.0 Bottom Weld FWD0 FWD* - Pinned Column Cap from COL01 to RAF01 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio - 4-0.500-S - Pinned Column Cap from COL02 to RAF01 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio - 4-0.500-S - Pinned Column Cap from COL03 to RAF02 Cap Bottom Cap B/R -------------- BOLT --------------- Connx Plate Rft Flg Bolt Load Axial Shear Moment Plate Rft Flg Load Axial Shear Moment Bolt Type Matl Matl Qty/Size Comb Kips Kips Ft-kip Ratio Ratio Comb Kips Kips Ft-kip Ratio - 4-0.500-S - Base Plate - COL01 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/ft fv/fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design - F8.50 8-1.000 FWS3 FWS3 FWS3 0.72 0.00 0.00 0.00 0.00 0.04 A307 - width thick length Fy - Base Plate 8.00 0.500 24.00 55.0 - Base Plate - COL02 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/ft fv/fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design - F8.63 8-1.000 FWS4 FWS4 FWS4 0.78 0.00 0.00 0.00 0.00 0.04 A307 - width thick length Fy - Base Plate 8.00 0.625 24.00 55.0 - Base Plate - COL03 Base T/L B/R ---------- WELD --------- ------ BOLT ------- Plate Bolt Flange Flange Web tp(req)/tp Axial Web Shear Flg Shear ft/ft fv/fv ASTM Matl Qty/Size Weld Weld Weld Ratio Check & Uplift & Uplift Ratio Ratio Design - F8.50 8-1.000 FWS3 FWS3 FWS3 0.72 0.00 0.00 0.00 0.00 0.04 A307 - width thick length Fy - Base Plate 8.00 0.500 24.00 55.0 - Splice Load Combinations: No. ASR Cases --- ---- ----- 1 1.00 SW + RDL + COL + SL + SR + FDL + FLL 2 1.00 SW + RDL + COL + RLL + RLR + FDL + FLL 3 1.33 SW + RDL + FDL + 1.30W1L 4 1.33 SW + RDL + FDL + 1.30W2L 5 1.33 SW + RDL + FDL + 1.30W1R 6 1.33 SW + RDL + FDL + 1.30W2R 7 1.33 SW + RDL + COL + 0.50SL + 0.50SR + FDL + FLL + 1.30W1L 8 1.33 SW + RDL + COL + 0.50SL + 0.50SR + FDL + FLL + 1.30W2L 9 1.33 SW + RDL + COL + 0.50SL + 0.50SR + FDL + FLL + 1.30W1R 10 1.33 SW + RDL + COL + 0.50SL + 0.50SR + FDL + FLL + 1.30W2R 11 1.33 SW + RDL + COL + SL + SR + FDL + FLL + 0.65W1L 12 1.33 SW + RDL + COL + SL + SR + FDL + FLL + 0.65W2L 13 1.33 SW + RDL + COL + SL + SR + FDL + FLL + 0.65W1R 14 1.33 SW + RDL + COL + SL + SR + FDL + FLL + 0.65W2R 15 1.33 SW + RDL + FDL + 1.30W5B 16 1.33 SW + RDL + FDL + 1.30W5F 17 1.33 SW + RDL + COL + 0.50SL + 0.50SR + FDL + FLL + 1.30W5B 18 1.33 SW + RDL + COL + 0.50SL + 0.50SR + FDL + FLL + 1.30W5F 19 1.33 SW + RDL + COL + SL + SR + FDL + FLL + 0.65W5B 20 1.33 SW + RDL + COL + SL + SR + FDL + FLL + 0.65W5F 21 1.00 SW + RDL + COL 22 1.00 SW + RDL + COL

23 1.00 SW + RDL + COL + LRD 24 1.00 SW + RDL + COL + RRD 25 1.27 1.16SW + 1.16RDL + 1.16COL + 1.16FDL + FLL + EQL 26 1.27 1.16SW + 1.16RDL + 1.16COL + 1.16FDL + FLL + EQR 27 1.27 0.74SW + 0.74RDL + 0.74FDL + EQL 28 1.27 0.74SW + 0.74RDL + 0.74FDL + EQR A75

Job : U09Y0061A GARAGEPLUS - RV STORAGE NUCOR BUILDING SYSTEMS Date: 03-30-09 Page: 1 Frame: Frame Line 4-24 By : NBSUT\bbirch File: E01 *** DESIGN SUMMARY REPORT *** Wide Flange Members Shipping Mat'l Load Axial Axial Moment Bend Max Load Shear Shear Length Code ID Fy Comb Loc Kips Ratio Ft-kip Ratio Ratio Comb Loc Kips Ratio RAF01 WF818 W 8x 18 50.0 13 6b 0.8 0.00-14.5 0.34 0.35 13 2a -7.16 0.14 RAF02 WF818 W 8x 18 50.0 13 11a 0.9 0.00-13.5 0.32 0.32 13 14b 7.32 0.15 Built Up Column - COL01 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.31 F8.38 W135 15 19-49.5 0.34 19.9 0.13 0.07 0.47 16 16-2.33 0.20 0.06 0.06 2 F8.25 F8.25 W125 13 24 7.3 0.02 20.3 0.18 0.10 0.18 16 27 2.89 0.31 0.07 0.07 Chkpt 16 22 23 27 Depth 24.00 24.00 24.00 Section 1 2 width thick Fy width thick Fy T/L Flg 8.0 0.3125 55.00 8.0 0.2500 55.00 Web 0.1345 55.00 0.1250 55.00 B/R Flg 8.0 0.3750 55.00 8.0 0.2500 55.00 Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.63 F8.63 W188 16 33-103.8 0.39-47.7 0.10 0.12 0.52 14 28-4.24 0.13 0.12 0.12 2 F8.38 F8.38 W135 14 37 6.2 0.02-48.8 0.16 0.38 0.38 14 39b 5.00 0.42 0.14 0.14 Chkpt 28 34 35 40 Depth 24.00 24.00 24.00 Section 1 2 width thick Fy width thick Fy T/L Flg 8.0 0.6250 55.00 8.0 0.3750 55.00 Web 0.1875 55.00 0.1345 55.00 B/R Flg 8.0 0.6250 55.00 8.0 0.3750 55.00 Built Up Column - COL03 U09Y0061A - Garageplus - RV Storage Wind Combinations for Weak Axis Bending Check T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Loc Kips Ratio Ft-kip Ratio Ratio Check Comb Loc Kips Ratio T/L B/R 1 F8.38 F8.31 W135 16 44-49.4 0.34-22.9 0.08 0.14 0.49 14 43a -2.27 0.19 0.06 0.06 2 F8.25 F8.25 W125 14 49 7.5 0.02-23.4 0.11 0.21 0.21 14 51b 2.84 0.30 0.07 0.07 Chkpt 41 47 48 52 Depth 24.00 24.00 24.00 Section 1 2 width thick Fy width thick Fy T/L Flg 8.0 0.3750 55.00 8.0 0.2500 55.00 Web 0.1345 55.00 0.1250 55.00 B/R Flg 8.0 0.3125 55.00 8.0 0.2500 55.00 A76 Frame Weight (lbs) = 3768 Deflections (in): 10 yr Wind dx = -0.01 = H/9999 WIND CASE 2 TO LEFT Maximum dx = -0.02 = H/9999 SW+RDL+COL+0.50SL+0.50SR+FDL+FLL+1.30W2L Maximum dy = 0.37 = L/ 530 @ MOD 1, SW+RDL+FDL+1.30W5F Max. Live dy = -0.30 = L/ 657 @ MOD 1, SW+RDL+COL+SL+SR+FDL+FLL+0.65W1L E/W col dx = 0.33 = L/1298 @ COL02, SW+RDL+FDL+1.30W5F

A DIVISION OF NUCOR CORPORATION Project No. : Description : MAIN REPORT: DESIGN SUMMARY Engineer : Date : Span and Loading Conditions GENERAL INFORMATION Beam A Beam A Beam A Beam A ( ) Case 1 Case 2 Case 3 Case 4 Member Length L bx ft. 31.04 5.00 37.57 15.00 Unbraced Length - Minor L by ft. 15.71 50.00 7.50 5.00 Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE Clear Distance between Transverse Stiffeners a in. Lateral-torsional buckling factor C b 1.000 1.000 1.000 1.000 Kx Factor K x 1.000 1.000 1.000 1.000 Ky Factor K y 1.000 1.000 1.000 1.000 Kz Factor K z 1.000 1.000 1.000 1.000 Select Wide-flange or Built-up Section: BU None None None Section Description: BU24x24 -- -- -- Enter WF-Section: Total Depth d in. 24.000 -- -- -- Web Thickness t w in. 0.125 -- -- -- Outside Flange Width b of in. 8.000 -- -- -- Outside Flange Thickness t of in. 0.250 -- -- -- Inside Flange Width b if in. 8.000 -- -- -- Inside Flange Thickness t if in. 0.250 -- -- -- U09Y0061A - Garageplus - RV Storage Material Strength F y ksi 55 55 55 55 Elastic Modulus E ksi 29,000 29,000 29,000 29,000 Shear Modulus G ksi 11,200 11,200 11,200 11,200 Flange Yield Strength F yf ksi 55 55 55 55 Web Yield Strength F yw ksi 55 55 55 55 Ultimate Strength F u ksi 70 70 70 70 Factor of Safety (Allowable Stress Factor) S f 1.333 1.000 1.000 1.000 Axial (compression => + pos., tension => - neg.) P a kips 49.500 Shear (absolute value) V x kips 2.330 Moment (outside flange in compression => + pos.) M x ft-kip 19.900 Shear (absolute value) V y kips 2.720 Moment (absolute value) M y ft-kip 11.080 Design Results: OK -- -- -- ASD Combined Strength Ratio CSR 1.028 -- -- -- ASD Shear Strength Ratio (x-axis) V rx /V cx 0.267 -- -- -- ASD Shear Strength Ratio (y-axis) V ry /V cy 0.026 -- -- -- Deflection Results (Major-axis) OK -- -- -- Deflection Limits (about x-axis) L / 180 L / 180 L / 180 L / 180 Maximum Deflection (about x-axis) Δ max in. 2.069 in. 0.333 in. 2.505 in. 1.000 in. Member Deflection (about x-axis) Δ x-axis in. 0.170 in. -- -- -- Deflection Results (Minor-axis) OK -- -- -- Deflection Limits (about y-axis) L / 180 L / 180 L / 180 L / 180 Maximum Deflection (about y-axis) Δ max in. 1.047 in. 3.333 in. 0.500 in. 0.333 in. Member Deflection (about y-axis) Δ y-axis in. 0.795 in. -- -- -- Spreadsheet Revision Number : 2.6 Latest Revision Date : 7/6/2007 E01 Column Weak Axis Bending Check 3/30/2009 Remarks Assumes Lbx = L <= See cell comment & Chapter G. <= See cell comment & Section G2. <= See cell comment <= See cell comment Standard for steel shown Standard for steel shown Major Axis (x-axis) Minor Axis (y-axis) Remarks Eq. H1-1a or H1-1b Major Axis (x-axis) Minor Axis (y-axis) Remarks Limits as numerals (i.e. 360 = L/360) Δ x-axis Δ max Remarks Limits as numerals (i.e. 360 = L/360) Δ y-axis Δ max A77 Page 1 of 1 Main Report

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