GENERAL INFORMATION FOR COLUMN BASE REACTIONS

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2 U09Y0061A - GaragePlus - RV Storage R1 of North Watery Lane Ph: (435) Brigham City, UT 84302Fax: (435) 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

3 U09Y0061A - GaragePlus - RV Storage R2 of 12 NUCOR BUILDING SYSTEMS Job #: U09Y0061A Page: Frame : Frame Line By: NBSUT\bbirch Date: Job Name: GARAGEPLUS - RV STORAGE File: E01 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A Y B C Z X COL01 COL02 COL X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) LOAD CASE 1 - DEAD LOAD CASE 6 - SNOW COL COL COL COL COL COL LOAD CASE 2 - COLLATERAL LOAD CASE 7 - WIND CASE 1 TO RIGHT COL COL COL COL COL COL LOAD CASE 3 - FLOOR DEAD LOAD CASE 8 - WIND CASE 1 TO LEFT COL COL COL COL COL COL LOAD CASE 4 - ROOF LIVE LOAD CASE 9 - WIND CASE 2 TO RIGHT COL COL COL COL COL COL LOAD CASE 5 - FLOOR LIVE LOAD CASE 10 - WIND CASE 2 TO LEFT COL COL COL COL COL COL

4 U09Y0061A - GaragePlus - RV Storage R3 of 12 NUCOR BUILDING SYSTEMS Job #: U09Y0061A Page: Frame : Frame Line By: NBSUT\bbirch Date: Job Name: GARAGEPLUS - RV STORAGE File: E01 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A Y B C Z X COL01 COL02 COL 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 COL COL COL COL COL COL LOAD CASE 12 - LONG. WIND 1 TO FRONT LOAD CASE 15 - ALTERNATE SNOW 1 COL COL COL COL COL COL LOAD CASE 13 - SEISMIC TO RIGHT LOAD CASE 16 - ALTERNATE SNOW 2 COL COL COL COL COL COL

5 U09Y0061A - GaragePlus - RV Storage R4 of 12 NUCOR BUILDING SYSTEMS Job #: U09Y0026A Page: Frame : Frame Line 32,24-23 By: NBSUT\bbirch Date: Job Name: GARAGEPLUS - RV STORAGE File: E02 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A Y B C Z X COL01 COL02 COL X Y Z X Y Z Member (kips) (kips) (kip-ft) Member (kips) (kips) (kip-ft) LOAD CASE 1 - DEAD LOAD CASE 6 - SNOW COL COL COL COL COL COL LOAD CASE 2 - COLLATERAL LOAD CASE 7 - WIND CASE 1 TO RIGHT COL COL COL COL COL COL LOAD CASE 3 - FLOOR DEAD LOAD CASE 8 - WIND CASE 1 TO LEFT COL COL COL COL COL COL LOAD CASE 4 - ROOF LIVE LOAD CASE 9 - WIND CASE 2 TO RIGHT COL COL COL COL COL COL LOAD CASE 5 - FLOOR LIVE LOAD CASE 10 - WIND CASE 2 TO LEFT COL COL COL COL COL COL

6 U09Y0061A - GaragePlus - RV Storage R5 of 12 NUCOR BUILDING SYSTEMS Job #: U09Y0026A Page: Frame : Frame Line 2, By: NBSUT\bbirch Date: Job Name: GARAGEPLUS - RV STORAGE File: E02 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** A Y B C Z X COL01 COL02 COL 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 COL COL COL COL COL COL LOAD CASE 12 - LONG. WIND 1 TO FRONT LOAD CASE 15 - ALTERNATE SNOW 1 COL COL COL COL COL COL LOAD CASE 13 - SEISMIC TO RIGHT LOAD CASE 16 - ALTERNATE SNOW 2 COL COL COL COL COL COL

7 NUCOR BUILDING SYSTEMS Job #: U09Y0026A Page: Frame : Hip Rafter at 1-A,1-B,25-1,25-b By: NBSUT\bbirch Date: 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 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 COL COL COL COL LOAD CASE 2 - COLLATERAL LOAD CASE 8 - WIND CASE 1 TO RIGHT COL COL COL COL LOAD CASE 3 - FLOOR DEAD LOAD CASE 9 - WIND CASE 1 TO LEFT COL COL COL COL LOAD CASE 4 - ROOF LIVE LOAD CASE 10 - WIND CASE 2 TO RIGHT COL COL COL COL LOAD CASE 5 - FLOOR LIVE LOAD CASE 11 - WIND CASE 2 TO LEFT COL COL COL COL LOAD CASE 6 - SNOW LOAD CASE 12 - LONG. WIND 1 TO BACK COL COL COL COL

8 NUCOR BUILDING SYSTEMS Job #: U09Y0026A Page: Frame : Hip Rafter at 1-A,1-B,25-1,25-b By: NBSUT\bbirch Date: 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 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 COL COL COL COL LOAD CASE 14 - SEISMIC TO RIGHT COL COL

9 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: 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 COL COL COL COL LOAD CASE 2 - COLLATERAL LOAD CASE 10 - WIND CASE 2 TO RIGHT COL COL COL COL LOAD CASE 3 - FLOOR DEAD LOAD CASE 11 - WIND CASE 2 TO LEFT COL COL COL COL LOAD CASE 4 - ROOF LIVE LOAD CASE 12 - LONG. WIND 1 TO BACK COL COL COL COL LOAD CASE 5 - FLOOR LIVE LOAD CASE 13 - LONG. WIND 1 TO FRONT COL COL COL COL LOAD CASE 6 - SNOW LOAD CASE 14 - SEISMIC TO RIGHT COL COL COL COL LOAD CASE 7 - USER OVERRIDE SNOW LOAD CASE 15 - SEISMIC TO LEFT COL COL COL COL LOAD CASE 8 - WIND CASE 1 TO RIGHT COL COL

10 U09Y0061A - GaragePlus - RV Storage R9 of 12 NUCOR BUILDING SYSTEMS Job #: U09Y0063A Page: Frame FL: 25.1,25,1,and Frame Lines and 2 and 27 and By: NBSUT\bbirch Date: 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 COL COL COL COL LOAD CASE 2 - COLLATERAL LOAD CASE 11 - LONG. WIND 2 TO BACK COL COL COL COL LOAD CASE 3 - ROOF LIVE LOAD CASE 12 - LONG. WIND 2 TO FRONT COL COL COL COL LOAD CASE 4 - SNOW LOAD CASE 13 - LONG. WIND 3 TO BACK COL COL COL COL LOAD CASE 5 - WIND CASE 1 TO RIGHT LOAD CASE 14 - LONG. WIND 3 TO FRONT COL COL COL COL LOAD CASE 6 - WIND CASE 1 TO LEFT LOAD CASE 15 - LONG. WIND 4 TO BACK COL COL COL COL LOAD CASE 7 - WIND CASE 2 TO RIGHT LOAD CASE 16 - LONG. WIND 4 TO FRONT COL COL COL COL LOAD CASE 8 - WIND CASE 2 TO LEFT LOAD CASE 17 - SEISMIC TO RIGHT COL COL COL COL LOAD CASE 9 - LONG. WIND 1 TO BACK LOAD CASE 18 - SEISMIC TO LEFT COL COL COL COL

11 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 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

12 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 Seismic Earth + Live H* V V 4/1/2009

13 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

14 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

15 A ' 34.33' ' psf 10.17'

16 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]: ' Dist. To Ridge [W]: ' Bldg. Length [D]: ' Left Eave Ht. [LEH]: ' ght Eave Ht. [REH]: ' 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: ' ' ' ' ' ' LEH W B CE Bay GE GS P D CS 'SW Top-of-Parapet: ' FSW Top-of-Parapet: ' ' Opening Area: 0.00 sf EW Top-of-Parapet: ' 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: ' K d : 0.85 K zt : 1.00 R i : 1.00 q h : psf I: 1 K h : 1.01 G: ---- GC pi : ± 0.18 Components and Cladding, Walls 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 Endwall Wind Column Sidewall Girt Endwall Girt Wall Panel 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, of 6

17 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 a Pressure Suction in Zones All 1 2 2' 3 3' Item (ft 2 ) (psf) (psf) (psf) (psf) (psf) Purlin/Joist ####### Panel (A: 5 sf) Fastener (A: 5 sf) Values Below are for Overhang Portion of Roof Purlin/Joist a ####### Panel (A: 5 sf) h Fastener (A: 5 sf) Main Wind Force Resisting Systems Lateral Structural (p = qh x C, C = GCpf - GCpi) Case W1R (GCpi = -0.18) Case W1L (GCpi = -0.18) psf psf psf (C2: -0.51) psf (C2: -0.22) (C3: -0.51) 9.80 psf (C1: 0.62) Internal Suction 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) psf psf psf (C2: -0.87) (C3: -0.58) (C2: -0.58) 4.10 psf (C1: 0.26) Internal Pressure psf (C4: -0.51)-8.10 psf (C1: -0.51) Internal Pressure psf (C3: -0.87) 4.10 psf (C4: 0.26) Wind Direction Wind Direction Copyright Nucor Building Systems, of 6

18 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) psf (C2: -0.51) E: psf (C2E: - U09Y0061A - Garageplus - RV Storage psf (C3: -0.51) psf (C2: -0.51) psf (C3: -0.51) E: psf (C3E: -0.89) A psf (C1: -0.27) Edge Dim (C2E): 6.87 ft. Longitudinal Wind psf (C4: -0.27) psf (C1: -0.27) Edge Dim (C3E): 6.87 ft. Longitudinal Wind psf (C4: -0.27) Case W6B (GCpi = -0.18) Case W6F (GCpi = -0.18) psf (C2: -0.87) E: psf (C2E: psf (C3: -0.87) psf psf (C3: -0.87) E: psf (C3E: -1.25) psf (C1: -0.63) Edge Dim (C2E): 6.87 ft. Longitudinal Wind psf (C4: -0.63) psf (C1: -0.63) Edge Dim (C3E): 6.87 ft. Longitudinal Wind psf (C4: -0.63) Case W7B (GCpi = +0.18) Case W7F (GCpi = +0.18) psf (C2: -0.22) E: psf (C2E: psf (C3: -0.22) psf (C2: -0.22) psf (C3: -0.22) E: psf (C3E: -0.40) psf (C1: -0.27) Edge Dim (C2E): 6.87 ft. Longitudinal Wind psf (C4: -0.27) psf (C1: -0.27) Edge Dim (C3E): 6.87 ft. Longitudinal Wind psf (C4: -0.27) Case W8B (GCpi = -0.18) Case W8F (GCpi = -0.18) psf (C2: -0.58) E: psf (C2E: psf (C3: -0.58) psf (C2: -0.58) psf (C3: -0.58) E: psf (C3E: -0.76) psf (C1: -0.63) Edge Dim (C2E): 6.87 ft. Longitudinal Wind psf (C4: -0.63) psf (C1: -0.63) Edge Dim (C3E): 6.87 ft. Longitudinal Wind psf (C4: -0.63) Copyright Nucor Building Systems, of 6

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

20 A7 Wall Sheeting Span Wall Selection: Classic Wall Grade 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 Span Span Fastener Check N/A Note: These Panel Spans are Based on Values Found In the EDM. Section Roof Sheeting Span Max gravity load (psf): Roof Selection: Classic Roof Panel Grade 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 Span 3.74 Suction Suction Suction Suction Suction Zone 1 Zone 2 Zone 2' Zone 3 Zone 3' N/A 5.19 N/A N/A 5.19 N/A 3 Span N/A 5.50 N/A Fastener Check N/A 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, of 6

21 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 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 Copyright Nucor Building Systems, of 6

22 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]: ' ' ' Left Eave Ht. [LEH]: ' ght Eave Ht. [REH]: ' 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: ' ' ' ' ' ' LEH W B CE Bay GE GS P D CS W Col. Trib. Width [CE]: 'SW Top-of-Parapet: ' FSW Top-of-Parapet: ' W Col. Trib. Width [CS]: ' Opening Area: 0.00 sf EW Top-of-Parapet: ' 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: ' K d : 0.85 K zt : 1.00 R i : 1.00 q h : psf I: 1 K h : 0.88 G: ---- GC pi : ± 0.18 Components and Cladding, Walls 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 Endwall Wind Column Sidewall Girt Endwall Girt Wall Panel 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, of 6

23 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 a Pressure Suction in Zones All 1 2 2' 3 3' Item (ft 2 ) (psf) (psf) (psf) (psf) (psf) Purlin/Joist (A: 35sf) Panel (A: 5 sf) Fastener (A: 5 sf) Values Below are for Overhang Portion of Roof Purlin/Joist a (A: 35sf) Panel (A: 5 sf) h Fastener (A: 5 sf) Main Wind Force Resisting Systems Lateral Structural (p = qh x C, C = GCpf - GCpi) Case W1R (GCpi = -0.18) Case W1L (GCpi = -0.18) psf psf 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 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) psf psf psf psf (C2: -0.87) (C3: -0.58) (C2: -0.58) (C3: -0.87) Internal Pressure Wind Direction 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, of 6

24 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) psf (C2: -0.51) E: psf (C2E: - U09Y0061A - Garageplus - RV Storage psf (C3: -0.51) psf (C2: -0.51) A psf (C3: -0.51) E: psf (C3E: -0.89) psf (C1: -0.27) Edge Dim (C2E): 6.00 ft. Longitudinal Wind psf (C4: -0.27) psf (C1: -0.27) Edge Dim (C3E): 6.00 ft. Longitudinal Wind psf (C4: -0.27) Case W6B (GCpi = -0.18) Case W6F (GCpi = -0.18) psf (C2: -0.87) E: psf (C2E: psf (C3: -0.87) psf psf (C3: -0.87) E: psf (C3E: -1.25) psf (C1: -0.63) Edge Dim (C2E): 6.00 ft. Longitudinal Wind psf (C4: -0.63) psf (C1: -0.63) Edge Dim (C3E): 6.00 ft. Longitudinal Wind psf (C4: -0.63) Case W7B (GCpi = +0.18) Case W7F (GCpi = +0.18) psf (C2: -0.22) E: psf (C2E: psf (C3: -0.22) psf (C2: -0.22) psf (C3: -0.22) E: psf (C3E: -0.40) psf (C1: -0.27) Edge Dim (C2E): 6.00 ft. Longitudinal Wind psf (C4: -0.27) psf (C1: -0.27) Edge Dim (C3E): 6.00 ft. Longitudinal Wind psf (C4: -0.27) Case W8B (GCpi = -0.18) Case W8F (GCpi = -0.18) psf (C2: -0.58) E: psf (C2E: psf (C3: -0.58) psf (C2: -0.58) psf (C3: -0.58) E: psf (C3E: -0.76) psf (C1: -0.63) Edge Dim (C2E): 6.00 ft. Longitudinal Wind psf (C4: -0.63) psf (C1: -0.63) Edge Dim (C3E): 6.00 ft. Longitudinal Wind psf (C4: -0.63) Copyright Nucor Building Systems, of 6

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

26 A13 Wall Sheeting Span Wall Selection: Classic Wall Grade 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 Span Span Fastener Check N/A Note: These Panel Spans are Based on Values Found In the EDM. Section Roof Sheeting Span Max gravity load (psf): Roof Selection: Classic Roof Panel Grade 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 Span 3.74 Suction Suction Suction Suction Suction Zone 1 Zone 2 Zone 2' Zone 3 Zone 3' N/A 5.50 N/A N/A 5.50 N/A 3 Span N/A 5.50 N/A Fastener Check N/A 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, of 6

27 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 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 Copyright Nucor Building Systems, of 6

28 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 feet Length feet Extra Length for Distance to Ridge feet Roof Slope, s: : 12 Side Building Low Eave Height (Front SW) feet High Eave Height (Back SW) feet Mean Roof Height 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 = **Note: ASCE Section , states "Where the soil properties are not known in sufficient 1-second period response acceleration, S 1 S1 = 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) 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 feet Wall Length feet Top Elevation feet **** Top Elevation feet **** Upper Wall Weight 3.00 psf Upper Wall Weight 3.00 psf Top of Masonry Elevation feet Top of Masonry Elevation feet Lower Wall Weight psf Lower Wall Weight 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 feet Top Elevation feet Wall Weight 3.00 psf Upper Wall Weight 3.00 psf Top of Masonry Elevation Lower Wall Weight feet 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

29 A16 Seismic Considerations: IBC / ASCE (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 psf Floor Dead psf Floor Live psf **** Floor Live 0.00 psf Elevation feet Elevation 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

30 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 feet Length feet Distance to Ridge feet Roof Slope, s: : 12 Low Eave Height feet High Eave Height feet Mean Roof Height feet Bay Width 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): feet Wall Length Exterior Wall #4 (Back SW): feet Roof concentrated loads: Mezzanine Information: Crane Information: Loading Area - Mezzanine #1: sq. ft. Quantity of Cranes / Bay - Aisle #1: * Concentrated Loads - Mezzanine #1: Length of Runway - Aisle #1: ** Loading Area - Eave Ext 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 = second period response acceleration, S1 S1 = *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 ): Sms = Max spectral response for 1-second period (Eq ): Sm1 = Design spectral response for short periods (Eq ): Sds = Design spectral response for 1-second periods (Eq ): Sd1 = 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 ): Seismic Load Output: ASCE Sections , and 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 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 ) kips Seismic Response Coefficient, Cs (Eq to ) Distribution Exponent, k 1.00 Alt. Roof Weight: Alt. Panel Load: Multistory Distribution psf 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 feet kips ft-kips psf kips/ft Exterior Wall #3 (Right EW) Loads 1950 lbs feet kips ft-kips Frame Concentrated Loads 8.17 feet Load Elevation Exterior Wall #2 (Front SW) Loads 1827 lbs feet kips 8.41 ft-kips kips feet Exterior Wall #4 (Back SW) Loads 945 lbs feet kips 9.57 ft-kips lbs 8.17 feet kips ft-kips kips feet Crane Aisle #1 0 lbs Crane Aisle #2 0 lbs Crane Aisle #3 0 lbs Mezzanine # lbs feet kips ft-kips kips feet Eave Ext 1008 lbs feet kips 4.97 ft-kips 0.28 kips feet Totals lbs kips ft-kips Frame Base Shear: kips Page 1 of 2 3/23/2009

31 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 feet Length feet Distance to Ridge feet Roof Slope, s: : 12 Low Eave Height feet High Eave Height feet Mean Roof Height feet Bay Width 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): feet Wall Length Exterior Wall #4 (Back SW): feet Roof concentrated loads: Mezzanine Information: Crane Information: Loading Area - Mezzanine #1: 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 = second period response acceleration, S1 S1 = *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 ): Sms = Max spectral response for 1-second period (Eq ): Sm1 = Design spectral response for short periods (Eq ): Sds = Design spectral response for 1-second periods (Eq ): Sd1 = 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 ): Seismic Load Output: ASCE Sections , and 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 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 ) kips Seismic Response Coefficient, Cs (Eq to ) Distribution Exponent, k 1.00 Alt. Roof Weight: Alt. Panel Load: Multistory Distribution psf 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 lbs feet kips ft-kips psf kips/ft Interior Wall #5 (Partition) Loads 0 lbs Frame Concentrated Loads Load Elevation Exterior Wall #2 (Front SW) Loads lbs feet kips ft-kips kips feet Exterior Wall #4 (Back SW) Loads lbs feet kips ft-kips lbs 8.17 feet kips ft-kips kips feet Crane Aisle #1 0 lbs Crane Aisle #2 0 lbs Crane Aisle #3 0 lbs Mezzanine # lbs feet kips ft-kips kips feet Mezzanine #2 0 lbs feet feet Totals lbs kips ft-kips Frame Base Shear: kips Page 1 of 2 3/27/2009

32 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 feet Length feet Distance to Ridge feet Roof Slope, s: : 12 Low Eave Height feet High Eave Height feet Mean Roof Height feet 3/23/2009 Hardwall Information: Roof Concentrated Load Information: Wall Length Exterior Wall #2 (Front SW): feet Wall Length Exterior Wall #4 (Back SW): feet Roof concentrated loads: Qty. = Wall Length Interior Wall #5 (Partition): feet Mezzanine Information: Crane Information: Loading Area - Mezzanine #1: sq. ft. Quantity of Cranes - Aisle #1: * Concentrated Loads - Mezzanine #1: Length of Runway - Aisle #1: ** Loading Area - Eave Extention 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 = second period response acceleration, S1 S1 = *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 ): Sms = ***Note: Max spectral response for 1-second period (Eq ): Sm1 = Design spectral response for short periods (Eq ): Sds = Design spectral response for 1-second periods (Eq ): Sd1 = 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: Approximate Fundamental Period, Ta (Eq ): Seismic Load Output: Seismic Base Shear, V (Eq ) kips Seismic Response Coefficient, Cs (Eq to ) Distribution Exponent, k 1.00 ASCE Sections , and 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 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 lbs feet kips ft-kips Bracing Uniform Loads Exterior Wall #1 (Left EW) Loads Exterior Wall #3 (Right EW) Loads Interior Wall #5 (Partition) Loads 0 lbs feet Bracing Concentrated Loads Load Elevation 1950 lbs 1950 lbs feet feet kips 0.50 kips ft-kips ft-kips Roof Snow: Total Seismic W: psf psf lbs lbs 8.17 feet 8.17 feet kips 6.84 kips ft-kips ft-kips Seismic Dead W: Seismic Factor: psf Exterior Wall #2 (Front SW) Loads lbs feet kips ft-kips kips feet Exterior Wall #4 (Back SW) Loads lbs feet kips ft-kips 8.17 feet kips feet Crane Aisle #1 0 lbs Crane Aisle #2 0 lbs Crane Aisle #3 0 lbs Mezzanine # lbs feet kips ft-kips kips feet Eave Ext lbs feet kips ft-kips 4.80 kips feet Totals lbs kips ft-kips Bracing Base Shear: kips Page 1 of 2 3/23/2009

33 A20 Rigidity of Frames and Shear Walls

34 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 B C D E F G H I J 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 Q 1 R 1 S 1 T 1 Clear CM Cells Clear CR Cells

35 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) A B C D eccentricity accidental eccentricity Polar Moment of Inertia E ex ey x direction y direction J F G H I J East-West walls(x) Initial Total Shear Amplification Factor K Wall Vi Torsional Irregularity Ay Total Shear in walls L NONE M N O P Q R S T 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 b(Extreme) Building Lengths Horizontal Forces E-W length(x) N-S Length(y) E-W Force(x) N-S Force(y)

36 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 B C D E F G H I J 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 Q 1 R 1 S 1 T 1 Clear CM Cells Clear CR Cells from Seismic spreadsheet for Mezzanine Seismic Shear kips/ft * ft = kips of base shear

37 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) A B C D eccentricity accidental eccentricity Polar Moment of Inertia E ex ey x direction y direction J F G H I J East-West walls(x) Initial Total Shear Amplification Factor K Wall Vi Torsional Irregularity Ay Total Shear in walls L b(Extreme) M N O P Q R S T 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 NONE / 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)

38 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) : Tier Height (b), h b : k/ft*18' Load Case Combination Name: Comb. # Active ASR WL EQ CR Earth+ Live 1.3 WL 1 Y EQ 2 Y WL + CR 3 N CS 4 Y WL 5 N EQ 6 N N N 1.00 Case Reactions: Load Horiz. Vert. Case (+ = Right) (+ = Up) WL EQ CR Earth+ Live

39 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) kips Select Brace Size: No. of Braces, n : Design Rod Only 2 Module Width, b : ft. Tier Height (a), h a : ft. Alternate Height: ft. Multi Tiered Brace: Select Brace Size (b): Tier Height (b), h b : Design Brace Size 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: 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 Clevis B2 \ Tier a RB5 5/8" Rod Clevis B3 / Tier b RB0 1 1/4" Rod Clevis B4 \ Tier b RB0 1 1/4" Rod Clevis 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 ) B RB5 5/8" Rod /16 1"ø B RB5 5/8" Rod /16 1"ø B RB0 1 1/4" Rod /4 1¼"ø B RB0 1 1/4" Rod /4 1¼"ø

40 A27 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Date : Design Method, (ASD / LRFD): Allowable Stress Ratio, ASR: 1.70 Applied Horizontal Load: kips. Brace Geometry: Select Brace Type: No. of Braced Bays, n: Independent Crane Columns 2 Module Width, b: ft. Tier Height, h: 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 : 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 : 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: in. Combined Tension & Shear Results: OK Remarks ASD Allowable Strength Ratio See AISC Section J4 Nominal Tensile Yielding Strength (Angle) R n kips R n = F y A g ASD Adjusted Nominal Strength R n /Ω kips φ = 0.90 (LRFD) = 1.67 (ASD) Nominal Tensile Rupture Strength (Angle) R n kips R n = F u A eff Nominal Block Shear Strength (Angle) R n kips 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 R n = 1.2 L c t F u 2.4d t F u Nominal Shear Strength (Bolts) R n kips R n = F nv A b ASD Adjusted Nominal Strength R n /Ω kips φ = 0.75 (LRFD) = 2.00 (ASD) ASD Allowable Strength R n /Ω kips Minimum from above.

41 A28 Project No. : Description : A DIVISION OF NUCOR CORPORATION Engineer : Date : Angle 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: kips Vert. Component Strength, R v : kips Horiz. Component Strength, R h : kips Vertical Eccentricity, e v : 3.37 in. Horizontal Eccentricity, e h : 2.89 in. Gusset Plate Height, A: 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 ) = in.-k R Vertical Force, f = v v 2Lweld = 2.70 k / in. 3 L Moment of Inertia, I = weld = 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 in k / in k / in. Gusset Plate Results: OK Remarks ASD Allowable Strength Ratio See AISC Section J4 ASD Weld Strength Ratio R n = 0.6 F exx (Sin θ) (S weld ) Nominal Weld Strength (Gusset) R n /Ω k / in φ = 0.75 (LRFD) = 2.00 (ASD) Nominal Flexural Strength (Gusset) M n /Ω in-kips M n = Per AISC Section F11 Nominal Shear Yielding Strength (Guseet) R n /Ω kips 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 R n = 0.6F u A nv Nominal Block Shear Strength (Gusset) R n /Ω kips 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 R n = 1.2 L c t F u 2.4d t F u ASD Allowable Strength R n /Ω kips Minimum from above. weld

42 A29

43 A30 NUCOR BUILDING SYSTEMS BRACING PROGRAM Job Name: Job Number: U0Y90061A Designer: Date: 2/17/2009 File: B 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: Ft. Length: Ft. Left Eave Ht.: Ft. Left Roof Slope: 2.00 : 12 Right Eave Ht.: Ft. Right Roof Slope: 2.00 : 12 Girt Offset: 8.00 In. Purlin Offset: In Ridge Location: Ft. Main Frame Spans: 2@ Bay Spacing: ,22@ , Endwall Spacing --> Left: 2@ Right: 2@ Girt Elevations --> BSW: , , , , , FSW: , , , , , Purlin Spacing --> RP1: ,3@5.0000, RP2: ,3@5.0000, L O A D I N G C O N D I T I O N S Building Code & Year: IBC/ASCE MBMA Occupancy Cat.: 2 Sds/Sd1: / Wind Speed: 85 MPH Seismic Ss / S1: / Exposure Condition: C Design Category: D Importance Factor, Iw: 1.00 R Factor: 4.5 Coastal?: No Roof Snow: PSF Enclosure Condition: Enclosed Seismic Dead Weight: PSF MRH Pressure: PSF Total Seismic Wt, W: PSF Roof Seismic Factor: rho/omega: 1.30 / 2.50 Wind Coefficients --> Load Front Back Case Wall Wall W5B W5F Wind Pressures --> To Interior Zone Exterior Zone Elev. W5B W5F W5B W5F (Ft.) (PSF) (PSF) (PSF) (PSF) Leeward Net Pressure on Building --> Case W5B W5F PSF 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 C Wall Seismic EQB r1 x A Wall Seismic EQF r1 x C Wall Seismic EQF r1 x A Wall Seismic EQF r1 x A Wall Seismic EQF r1 x C Wall Seismic EQB r1 x C Wall Seismic EQB r1 x A Wall Seismic Load Combinations --> ID ASR Name 1) 1.00 W5B 2) 1.00 W5F 3) 1.70 EQB 4) 1.70 EQF

44 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 B C-B / RB5 5/8_ROD B C-B \ RB5 5/8_ROD B B-A / RB5 5/8_ROD B B-A \ RB5 5/8_ROD B C-B / RB5 5/8_ROD B C-B \ RB5 5/8_ROD B B-A / RB5 5/8_ROD B B-A \ RB5 5/8_ROD B C-B / RB5 5/8_ROD B C-B \ RB5 5/8_ROD B B-A / RB5 5/8_ROD B B-A \ RB5 5/8_ROD B C-B / RB5 5/8_ROD B C-B \ RB5 5/8_ROD B B-A / RB5 5/8_ROD B B-A \ RB5 5/8_ROD B C-B / RB5 5/8_ROD B C-B \ RB5 5/8_ROD B B-A / RB5 5/8_ROD B B-A \ RB5 5/8_ROD B C-B / RB5 5/8_ROD B C-B \ RB5 5/8_ROD B B-A / RB5 5/8_ROD B B-A \ RB5 5/8_ROD B C / RB7 7/8_ROD B C \ RB7 7/8_ROD B C / RB7 7/8_ROD B C \ RB7 7/8_ROD B C / RB7 7/8_ROD B C \ RB7 7/8_ROD B C / RB7 7/8_ROD B C \ RB7 7/8_ROD B C / RB7 7/8_ROD B C \ RB7 7/8_ROD B C / RB7 7/8_ROD B C \ RB7 7/8_ROD B C / RB7 7/8_ROD B C \ RB7 7/8_ROD B C / RB7 7/8_ROD B C \ RB7 7/8_ROD B A / RB7 7/8_ROD B A \ RB7 7/8_ROD B A / RB7 7/8_ROD B A \ RB7 7/8_ROD B A / RB7 7/8_ROD B A \ RB7 7/8_ROD B A / RB7 7/8_ROD B A \ RB7 7/8_ROD B A / RB7 7/8_ROD B A \ RB7 7/8_ROD B A / RB7 7/8_ROD B A \ RB7 7/8_ROD B A / RB7 7/8_ROD B A \ RB7 7/8_ROD B A / RB7 7/8_ROD B A \ RB7 7/8_ROD See Portal Frame Design STRUTS Memb. Frame Grid/ Mat. Member Load Axial Axial ID Lines Elev. code desc. comb. (k) Allowed S25R C E60B4 EaveStrut S27R C E60B4 EaveStrut S C S075 BoxStrut S C E60B2 EaveStrut S31R C E60B2 EaveStrut S33R C E60B2 EaveStrut S35R C E60B2 EaveStrut S37R C E60B2 EaveStrut S39R C E60B2 EaveStrut S C S075 BoxStrut S C E60B2 EaveStrut S43R C E60B2 EaveStrut S45R C E60B2 EaveStrut S47R C E60B2 EaveStrut S49R C E60B2 EaveStrut S51R C E60B2 EaveStrut S C S075 BoxStrut S C E60B2 EaveStrut S55R 10-9 C E60B2 EaveStrut S57R 9-8 C E60B2 EaveStrut S59R 8-7 C E60B2 EaveStrut S61R 7-6 C E60B2 EaveStrut S63R 6-5 C E60B2 EaveStrut S C S075 BoxStrut S C E60B2 EaveStrut 08E099 Good for Kips W/ 2 Bolt Connection. See Eave Strut Design

45 A32 S67R 4-3 C E60B4 EaveStrut S69R 3-2 C E60B4 EaveStrut S71R 2-1 C E60B4 EaveStrut S73L A E60B4 EaveStrut S75L A E60B4 EaveStrut S A S075 BoxStrut S A E60B2 EaveStrut S79L A E60B2 EaveStrut S81L A E60B2 EaveStrut S83L A E60B2 EaveStrut S85L A E60B2 EaveStrut S87L A E60B2 EaveStrut S A S075 BoxStrut S A E60B2 EaveStrut S91L A E60B2 EaveStrut S93L A E60B2 EaveStrut S95L A E60B2 EaveStrut S97L A E60B2 EaveStrut S99L A E60B2 EaveStrut S A S075 BoxStrut S A E60B2 EaveStrut S103L 10-9 A E60B2 EaveStrut S105L 9-8 A E60B2 EaveStrut S107L 8-7 A E60B2 EaveStrut S109L 7-6 A E60B2 EaveStrut S111L 6-5 A E60B2 EaveStrut S A S075 BoxStrut S A E60B2 EaveStrut S115L 4-3 A E60B4 EaveStrut S117L 3-2 A E60B4 EaveStrut S119L 2-1 A E60B4 EaveStrut COST & WEIGHT SUMMARY IN DOLLARS & LBS Cables Rods Angles Pipe Purlin Portals Total Struts Struts COST WEIGHT

46 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 C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A Summation REACTIONS -- LOAD CASE W5F Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A

47 A34 10 C A C A C A C A C A C A C A C A C A C A Summation REACTIONS -- LOAD CASE EQB Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A Summation REACTIONS -- LOAD CASE EQF Frame Grid Horizontal Vertical Moment Line Line + = right + = up + = counterclockwise C A C A C A C A C A C A

48 A35 19 C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A C A Summation (Mezzanine Seismic load) = 60.1 kips roof base shear < So ok

49 A36 NUCOR BUILDING SYSTEMS Job # : U09Y0061A Job Name: GARAGEPLUS - RV STORAGE Frame : Portal Frame at Bays Date : 2/18/ 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 : Ft. Bay width : 0.00 Ft. LEFT RIGHT Dim to ridge : Ft Ft. Roof slope : 0.00/ /12 Eave height : Ft Ft. Girt offset : In In. Typ. Girt spacing : 6.00 Ft. Purlin offset : In In. Typ. Purlin spacing: 5.00 Ft. Col. spacing : Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace : N N N N N Flange Brace : Location (ft): WP2 Girt Brace : N N N N N Flange Brace : Location (ft): Other Braces: Column : COL01 COL02 Left Brace : Y Y Right Brace : Y Y Location (ft): 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 /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 : Roof Snow load : Floor dead load : Floor live load : Ground Snow load: Ce = 1.00 Ss = S1 = Seismic Design Category = D Site Class = D R = 4.50 Cd = 3.00 Sds = Sd1 = rho = 1.00 omega = Wind speed Wind pressure : Mph Exp. : C : Psf Building is Enclosed Wind pressure coefficients C1 C2E C2 C3 C3E C4 W1R W1L W2R W2L W5B W5F W6B W6F W7B W7F W8B W8F Tributary Widths Panel Trib. Width (ft) WP WP RP 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 RP COL RP SL RP RLL RP W1R WP

50 A37 W1R WP W1L WP W1L WP W2R WP W2R WP W2L WP W2L WP W5B WP W5B WP W5F WP W5F WP W6B WP W6B WP W6F WP W6F WP W7B WP W7B WP W7F WP W7F WP W8B WP W8B WP W8F WP W8F WP EQR RP EQL RP 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 RP P-3 RP P-2 RP P-1 RP P-4 Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL COL C-11 Rafter RDL COL C-12 Rafter COL COL C-13 Rafter COL COL C-14 Rafter SL COL C-15 Rafter SL COL C-16 Rafter RLL COL C-17 Rafter RLL COL C-18 Rafter FDL COL C-43 Mezanine Beam FDL COL C-44 Mezanine Beam FLL COL C-46 Mezanine Beam FLL COL C-45 Mezanine Beam W1R COL C-7 Wind W1R COL C-19 Rafter W1R COL C-42 Rafter W1L COL C-20 Rafter W1L COL C-41 Rafter W1L COL C-9 mez Seismic W2R COL C-8 mez Seismic W2R COL C-21 Rafter W2R COL C-40 Rafter W2L COL C-22 Rafter W2L COL C-39 Rafter W2L COL C-10 mez Seismic W5B COL C-23 Rafter W5B COL C-38 Rafter W5F COL C-24 Rafter W5F COL C-37 Rafter W6B COL C-25 Rafter W6B COL C-36 Rafter W6F COL C-26 Rafter W6F COL C-35 Rafter W7B COL C-27 Rafter W7B COL C-34 Rafter W7F COL C-28 Rafter W7F COL C-33 Rafter W8B COL C-29 Rafter W8B COL C-32 Rafter W8F COL C-30 Rafter W8F COL C-31 Rafter EQR COL C-4 mez Seismic EQR COL C-1 Roof Seismic EQR COL C-3 mez Seismic EQR COL C-47 EQL COL C-6 mez Seismic EQL COL C-48 EQL COL C-5 mez Seismic EQL COL 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 W1L 4) 1.33 SW + RDL + FDL W2L 5) 1.33 SW + RDL + FDL W1R 6) 1.33 SW + RDL + FDL W2R 7) 1.33 SW + RDL + COL SL + FDL + FLL W1L 8) 1.33 SW + RDL + COL SL + FDL + FLL W2L 9) 1.33 SW + RDL + COL SL + FDL + FLL W1R 10) 1.33 SW + RDL + COL SL + FDL + FLL W2R 11) 1.33 SW + RDL + COL + SL + FDL + FLL W1L 12) 1.33 SW + RDL + COL + SL + FDL + FLL W2L 13) 1.33 SW + RDL + COL + SL + FDL + FLL W1R 14) 1.33 SW + RDL + COL + SL + FDL + FLL W2R 15) 1.33 SW + RDL + FDL W5B 16) 1.33 SW + RDL + FDL W6B

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

52 A39 Job : U09Y0061A GARAGEPLUS - RV STORAGE NUCOR BUILDING SYSTEMS Date: 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 W Chkpt 1 6 Depth Section 1 width thick Fy T/L Flg Web B/R Flg 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 W F8.75 F8.75 W Chkpt Depth Section 1 2 width thick Fy width thick Fy T/L Flg Web B/R Flg 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 W F8.75 F8.75 W Chkpt Depth Section 1 2 width thick Fy width thick Fy T/L Flg Web B/R Flg Frame Weight (lbs) = 4340 Deflections (in): 10 yr Wind dx = 0.44 = H/ 846 WIND CASE 1 TO RIGHT Seismic dx = = H/ 128 SEISMIC TO LEFT Story Drift = = 0.023H SEISMIC TO LEFT Drift Index = 0.06 SW+RDL+COL+0.50SL+FDL+FLL+1.30W8B+NLL Maximum dx = = H/ 128 SW+RDL+COL+0.50SL+FDL+FLL+1.30W5F+NLL Maximum dy = = MOD 1, 1.16SW+1.16RDL+1.16COL+1.16FDL+FLL+EQL Max. Live dy = = MOD 1, SW+RDL+COL+SL+FDL+FLL+NLR

53 A40 NUCOR BUILDING SYSTEMS Job # : U09Y0061A Job Name: GARAGEPLUS - RV STORAGE Frame : Portal Frame at Bays Date : 2/18/ 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 :12 W FWS3 FWS FWS width thick Fy height depth length width thick length Fy - Top Plate Stiffener Web Bot Plate 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 :12 W FWS3 FWS FWS width thick Fy height depth length width thick length Fy - Top Plate Stiffener Web Bot Plate 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 F H left right width thick length Fy size size - Left Plate Top Weld CJP1 CJP1 Right Plate Web Weld WP14 WP14 Stiffener 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 F S left right width thick length Fy size size - Left Plate Top Weld FWD5 FWD5 Right Plate Web Weld WP13 WP14 Stiffener 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 - F FWS4 FWS4 FWS F1554 Gr.36 - width thick length Fy - Base Plate 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 - F FWS4 FWS4 FWS F1554 Gr.36 - width thick length Fy - Base Plate Splice Load Combinations: No. ASR Cases SW + RDL + COL + SL + FDL + FLL SW + RDL + COL + RLL + FDL + FLL SW + RDL + FDL W1L SW + RDL + FDL W2L SW + RDL + FDL W1R SW + RDL + FDL W2R SW + RDL + COL SL + FDL + FLL W1L SW + RDL + COL SL + FDL + FLL W2L

54 A SW + RDL + COL SL + FDL + FLL W1R SW + RDL + COL SL + FDL + FLL W2R SW + RDL + COL + SL + FDL + FLL W1L SW + RDL + COL + SL + FDL + FLL W2L SW + RDL + COL + SL + FDL + FLL W1R SW + RDL + COL + SL + FDL + FLL W2R SW + RDL + FDL W5B SW + RDL + FDL W6B SW + RDL + FDL W7B SW + RDL + FDL W8B SW + RDL + FDL W5F SW + RDL + FDL W6F SW + RDL + FDL W7F SW + RDL + FDL W8F SW + RDL + COL SL + FDL + FLL W5B SW + RDL + COL SL + FDL + FLL W6B SW + RDL + COL SL + FDL + FLL W7B SW + RDL + COL SL + FDL + FLL W8B SW + RDL + COL SL + FDL + FLL W5F SW + RDL + COL SL + FDL + FLL W6F SW + RDL + COL SL + FDL + FLL W7F SW + RDL + COL SL + FDL + FLL W8F SW + RDL + COL + SL + FDL + FLL W5B SW + RDL + COL + SL + FDL + FLL W6B SW + RDL + COL + SL + FDL + FLL W7B SW + RDL + COL + SL + FDL + FLL W8B SW + RDL + COL + SL + FDL + FLL W5F SW + RDL + COL + SL + FDL + FLL W6F SW + RDL + COL + SL + FDL + FLL W7F SW + RDL + COL + SL + FDL + FLL W8F SW RDL COL FDL + FLL + EQL SW RDL COL FDL + FLL + EQR SW RDL FDL + EQL SW RDL FDL + EQR SW RDL COL SL FDL + FLL Special Seismic Special Seismic Special Seismic Special Seismic

55 A42

56 A43 NUCOR BUILDING SYSTEMS Job #: U09Y0061A Page: Frame : Portal Frame at Bays By: NBSUT\bbirch Date: 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 COL COL COL COL LOAD CASE 2 - COLLATERAL LOAD CASE 12 - LONG. WIND 1 TO FRONT COL COL COL COL LOAD CASE 3 - FLOOR DEAD LOAD CASE 13 - LONG. WIND 2 TO BACK COL COL COL COL LOAD CASE 4 - ROOF LIVE LOAD CASE 14 - LONG. WIND 2 TO FRONT COL COL COL COL LOAD CASE 5 - FLOOR LIVE LOAD CASE 15 - LONG. WIND 3 TO BACK COL COL COL COL LOAD CASE 6 - SNOW LOAD CASE 16 - LONG. WIND 3 TO FRONT COL COL COL COL LOAD CASE 7 - WIND CASE 1 TO RIGHT LOAD CASE 17 - LONG. WIND 4 TO BACK COL COL COL COL LOAD CASE 8 - WIND CASE 1 TO LEFT LOAD CASE 18 - LONG. WIND 4 TO FRONT COL COL COL COL LOAD CASE 9 - WIND CASE 2 TO RIGHT LOAD CASE 19 - SEISMIC TO RIGHT COL COL COL COL LOAD CASE 10 - WIND CASE 2 TO LEFT LOAD CASE 20 - SEISMIC TO LEFT COL COL COL COL

57 A44 NBP Light Gage Analysis - WIN32 Version /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 Z120 1 Yes Top x comb Z105 2 Yes Top x comb Support Connection Codes: ======= ========== ===== Support No WC WC WC Vertical Reactions: (kips) ======== ========= (negative reaction for gravity loads) Load Support No. Comb Blanket Insulation Thickness: 0.00 Load Cases: Purlin spacing o.c. ==== ===== Building Code: IBC/ASCE 7-05 Code General Loads: Load Case Uniform Load (psf) Load Case Name Pressure Wind Load Suction Wind Load 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 Shear Shear Shear Shear Shear ======================== Maximum Values on All Spans ======================== Displ. Axial Shear Moment Moment Ten. Comp. Shear Mom. T&M P&M V&M Max x span comb ============================================================================= Weak Axis Shear Weak Axis Moment on column Load Combinations: ==== ============ Act. All. Load Case No. Load Combination Name #? Fac Y Wind Pressure 2 Y Wind Suction 3 Y Wind Pressure Deflection 4 Y Wind Suction Deflection Deflection Limitations: ========== =========== The 50 year deflection limit = L/ The 50 year maximum deflection = 2.18" Deflection limitations were applied to combinations 3-4 Total system weight = lbs. Total system cost = 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 10Z Z Material Summary: ======== ======= Section Weight Cost Fy 10Z Z

58 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 Unbraced Length - Minor L by ft Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE Clear Distance between Transverse Stiffeners a in. Lateral-torsional buckling factor C b Kx Factor K x Ky Factor K y Kz Factor K z Select Wide-flange or Built-up Section: BU None None None Section Description: BU24x Enter WF-Section: Total Depth d in Web Thickness t w in Outside Flange Width b of in Outside Flange Thickness t of in Inside Flange Width b if in Inside Flange Thickness t if in U09Y0061A - Garageplus - RV Storage Material Strength F y ksi 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 Web Yield Strength F yw ksi Ultimate Strength F u ksi Factor of Safety (Allowable Stress Factor) S f Axial (compression => + pos., tension => - neg.) P a kips Shear (absolute value) V x kips Moment (outside flange in compression => + pos.) M x ft-kip Shear (absolute value) V y kips Moment (absolute value) M y ft-kip Design Results: OK ASD Combined Strength Ratio CSR ASD Shear Strength Ratio (x-axis) V rx /V cx ASD Shear Strength Ratio (y-axis) V ry /V cy 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 in in in in. Member Deflection (about x-axis) Δ x-axis in 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 in in in in. Member Deflection (about y-axis) Δ y-axis in 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

59 A46 NBP Light Gage Analysis - WIN32 Version /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 Z075 1 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 2 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 3 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 4 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 5 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 6 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 7 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 8 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 9 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.)

60 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 x span comb ============================================================================= Support Connection Codes: ======= ========== ===== Support No 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 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 Dead Load Live Load Wind Load Edge Zone Wind Load Collateral Load Snow Load Alternate Snow Load Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay 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 Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear PSF for NUCON Framing

61 A Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear

62 A Shear Shear Load Combinations: ==== ============ Act. All. Load Case No. ad Combination Name #? Fac Lo 1 Y Live Load Only 2 Y DL + COL + LL 3 Y DL + COL + SL 4 Y DL WL 5 Y DL WL 6 Y DL + COL SL WL) 7 Y DL + COL + SL WL / 2) 8 Y DL+COL+ASL 9 Y DL+COL+SL (Pattern Set 1, Bay 1) 10 Y DL+COL+SL (Pattern Set 1, Bay 20) 11 Y DL+COL+SL (Pattern Set 2, Bay 1) 12 Y DL+COL+SL (Pattern Set 2, Bay 20) 13 Y DL+COL+SL (Pattern Set 3, Bays 1 & 14 Y DL+COL+SL (Pattern Set 3, Bays 2 & 15 Y DL+COL+SL (Pattern Set 3, Bays 3 & 16 Y DL+COL+SL (Pattern Set 3, Bays 4 & 17 Y DL+COL+SL (Pattern Set 3, Bays 5 & 18 Y DL+COL+SL (Pattern Set 3, Bays 6 & 19 Y DL+COL+SL (Pattern Set 3, Bays 7 & 20 Y DL+COL+SL (Pattern Set 3, Bays 8 & 21 Y DL+COL+SL (Pattern Set 3, Bays 9 & 1 22 Y DL+COL+SL (Pattern Set 3, Bays 10 & 1 23 Y DL+COL+SL (Pattern Set 3, Bays 11 & 1 24 Y DL+COL+SL (Pattern Set 3, Bays 12 & 1 25 Y DL+COL+SL (Pattern Set 3, Bays 13 & 1 26 Y DL+COL+SL (Pattern Set 3, Bays 14 & 1 27 Y DL+COL+SL (Pattern Set 3, Bays 15 & 1 28 Y DL+COL+SL (Pattern Set 3, Bays 16 & 1 29 Y DL+COL+SL (Pattern Set 3, Bays 17 & 1 30 Y DL+COL+SL (Pattern Set 3, Bays 18 & 1 31 Y DL+COL+SL (Pattern Set 3, Bays 19 & 2 Deflection Limitations: ========== =========== The deflection limit with DEAD LOAD = L/ The maximum deflection with DEAD LOAD = 1.80" The deflection limit without DEAD LOAD = L/ The maximum deflection without DEAD LOAD = 1.44" Deflection limitations were applied to combinations 1-4,8-31 Total system weight = lbs. Total system cost = 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 08Z Z Z Z Z Z Z Z Z Z Z Z Z

63 A Z Z Z Z Z Z Z Material Summary: ======== ======= Section Weight Cost Fy 08Z Z

64 A51 NBP Light Gage Analysis - WIN32 Version /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 Z060 1 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 2 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 3 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 4 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 5 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 6 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 7 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 8 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 9 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.) Z Yes Discr x comb Discrete brace locations (ft. from left supp.)

65 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 x span comb ============================================================================= Support Connection Codes: ======= ========== ===== Support No 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 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 Dead Load Live Load Wind Load Edge Zone Wind Load Collateral Load Snow Load Alternate Snow Load Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay Pattern SL, Bay 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 Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear

66 A Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear

67 A Shear Shear Load Combinations: ==== ============ Act. All. Load Case No. ad Combination Name #? Fac Lo 1 Y Live Load Only 2 Y DL + COL + LL 3 Y DL + COL + SL 4 Y DL WL 5 Y DL WL 6 Y DL + COL SL WL) 7 Y DL + COL + SL WL / 2) 8 Y DL+COL+ASL 9 Y DL+COL+SL (Pattern Set 1, Bay 1) 10 Y DL+COL+SL (Pattern Set 1, Bay 20) 11 Y DL+COL+SL (Pattern Set 2, Bay 1) 12 Y DL+COL+SL (Pattern Set 2, Bay 20) 13 Y DL+COL+SL (Pattern Set 3, Bays 1 & 14 Y DL+COL+SL (Pattern Set 3, Bays 2 & 15 Y DL+COL+SL (Pattern Set 3, Bays 3 & 16 Y DL+COL+SL (Pattern Set 3, Bays 4 & 17 Y DL+COL+SL (Pattern Set 3, Bays 5 & 18 Y DL+COL+SL (Pattern Set 3, Bays 6 & 19 Y DL+COL+SL (Pattern Set 3, Bays 7 & 20 Y DL+COL+SL (Pattern Set 3, Bays 8 & 21 Y DL+COL+SL (Pattern Set 3, Bays 9 & 1 22 Y DL+COL+SL (Pattern Set 3, Bays 10 & 1 23 Y DL+COL+SL (Pattern Set 3, Bays 11 & 1 24 Y DL+COL+SL (Pattern Set 3, Bays 12 & 1 25 Y DL+COL+SL (Pattern Set 3, Bays 13 & 1 26 Y DL+COL+SL (Pattern Set 3, Bays 14 & 1 27 Y DL+COL+SL (Pattern Set 3, Bays 15 & 1 28 Y DL+COL+SL (Pattern Set 3, Bays 16 & 1 29 Y DL+COL+SL (Pattern Set 3, Bays 17 & 1 30 Y DL+COL+SL (Pattern Set 3, Bays 18 & 1 31 Y DL+COL+SL (Pattern Set 3, Bays 19 & 2 Deflection Limitations: ========== =========== The deflection limit with DEAD LOAD = L/ The maximum deflection with DEAD LOAD = 1.80" The deflection limit without DEAD LOAD = L/ The maximum deflection without DEAD LOAD = 1.44" Deflection limitations were applied to combinations 1-4,8-31 Total system weight = lbs. Total system cost = 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 08Z Z Z Z Z Z Z Z Z Z Z Z Z

68 A Z Z Z Z Z Z Z Material Summary: ======== ======= Section Weight Cost Fy 08Z

69 A56 NBP Light Gage Analysis - WIN32 Version /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 Z060 1 Yes Discr x comb Discrete brace locations (ft. from left supp.) Z060 2 Yes Discr x comb Discrete brace locations (ft. from left supp.) 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 x span comb ============================================================================= Support Connection Codes: ======= ========== ===== Support No WC WC WC Vertical Reactions: (kips) ======== ========= (negative reaction for gravity loads) Load Support No. Comb 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 Dead Load Live Load Wind Load Edge Zone Wind Load Collateral Load Snow Load Alternate Snow Load Pattern SL, Bay 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 Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Shear Extra Dead Load for Nucon Framing Load Combinations: ==== ============ Act. All. Load Case No. Load Combination Name #? Fac Y Live Load Only 2 Y DL + COL + LL 3 Y DL + COL + SL 4 Y DL WL 5 Y DL WL 6 Y DL + COL SL WL) 7 Y DL + COL + SL WL / 2) 8 Y DL+COL+ASL 9 Y DL+COL+SL (Pattern Set 1, Bay 1) 10 Y DL+COL+SL (Pattern Set 1, Bay 2) 11 Y DL+COL+SL (Pattern Set 2, Bay 1) 12 Y DL+COL+SL (Pattern Set 2, Bay 2) Deflection Limitations: ========== =========== The deflection limit with DEAD LOAD = L/ The maximum deflection with DEAD LOAD = 1.72" The deflection limit without DEAD LOAD = L/ The maximum deflection without DEAD LOAD = 1.37" Deflection limitations were applied to combinations 1-4,8-12

70 A57 Total system weight = lbs. Total system cost = 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 08Z Z Material Summary: ======== ======= Section Weight Cost Fy 08Z

71 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): ft No. Rows on Slope (n): 5 Collateral: 5.00 psf Purlin Depth (d): 8.00 in Spacing: 5.00 ft Live/Snow: psf Roof Slope (s): 2.00:12 Roof Panel Type: Roof Panel by Others Bay Layout: ,22@18, > 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) , ± ±735 W Provide WC detail at all purlins , ± ±1,205 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±941 W Provide WC detail at all purlins , ± ±1,205 W Provide WC detail at all purlins ±735 W Provide WC detail at all purlins.

72 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: ft Max. Deflection: L/150 Section: 10C060 Roof Trib. Width: 1.17 ft Vertical Loads Horizontal Loads DL: 3.00 psf Bay Roll Force: k/ft [+ for downslope loading] COL: 3.00 psf Horz. Wind Load: k/ft [+ for suction, - for pressure] RLL: psf Weight / Ft: 6.71 lbs/ft SL: psf Strong Axis: H (H / V ) (H: BxBm in Roof Plane, V: BxBm in Wall Plane) WL(Roof): psf Axial WL: 0.00 kips Load Combinations Code: IBC / ASCE 7 AISI Version: Comb #: ASR DL COL RLL SL WL vertical, w (kips/ft): horiz, w (kips/ft): M vert (in-kips): M horiz (in-kips): P (kips): x : y : CSR->Eq. C : Eq. C : Eq. C : 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): nd Connx Bolts Req'd:

73 A60 α Δ

74 A61 NUCOR BUILDING SYSTEMS JOB NAME: JOB NUMBER: ENGINEER: EAVE EXTENSION LOADS TRIB.WIDTH TRIB.WIDTH INPUT VERTICAL LOADS: 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: 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)= LEEWARD SNOW LOAD (PSF)= WIND LOAD (KIP-FT) = /27/09

75 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 : kips. Required Shear Strength, V r : kips. Required Moment Strength, M r : 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 in. Web Thickness, t w : 0.23 in in. Flange Width, b f : 5.25 in. 6.0 in. Outside Flange Thickness, t of : 0.33 in in. Inside Flange Thickness, t if : 0.33 in 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 : in. Plate Thickness, t p : in. End-Plate Stiffener Information: End-Plate Stiffener Information: Stiffener Designation: None Stiffener Designation: None

76 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 : in. Bolt Dimension, P b : 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 : 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.

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

78 A65 LG Framed Opening Design Version: 1.8 (Date: 01/24/09) By LRD Wind Load (psf): 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.): Opening Ht. (ft.): Self Supporting Hardwall Height (ft.): Nested Girt Elevation: Framing Condition : 0 Extended Header Left Right 0 Opening Opening 0 Width (ft.): Jamb Offset (ft): Axial DL at Each Jamb (kips): 1 2 Openings in Bay 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.): Panel Panel Override Unbrc'd Length (ft.): Stress Ratios M: 0.84 & V: 0.12 & M/V: 0.44 & P: 0.16 & M/P: 1.01 & Deflection: 0.11 & Analysis Results Moment (ft-k): 3.02 & Shear (kips): 0.6 & Ireq (in^4): 1.38 & Bot./Left Reaction (kips): 0.6 & Top/Right Reaction (kips): 0.6 & 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 ) Jamb Results are given in the form of "Left Jamb Result & Right Jamb Result".

79 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 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 lb/ft Moment of Inertia Ix 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 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: C8X 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 E 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 Simple Span Strong Axis Deflection: in. = L/ Calculations: Compactness Checks per AISC 13th : Chapter B - Case 1 3/1/09 JET

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

81 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 : 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: 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 : 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 : in. Column / Support Rafter Material: A572 Gr. 55 Mezzanine Beam / Other Material: A572 Gr. 55 Design Results OK Warnings Shear Ratio (Bolts): Bearing Ratio (Angle): Bearing Ratio (Beam): Bearing Ratio (Column/Support): Shear Yielding Ratio (Angle): Shear Rupture Ratio (Angle): Block Shear Ratio (Angle): Block Shear Ratio (Coped Beam): --

82 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 : 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: 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 : 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 : in. Column / Support Rafter Material: A572 Gr. 55 Mezzanine Beam / Other Material: A572 Gr. 55 Design Results OK Warnings Shear Ratio (Bolts): Bearing Ratio (Angle): Bearing Ratio (Beam): Bearing Ratio (Column/Support): Shear Yielding Ratio (Angle): Shear Rupture Ratio (Angle): Block Shear Ratio (Angle): Block Shear Ratio (Coped Beam): --

83 NUCOR BUILDING SYSTEMS U09Y0061A - Garageplus - RV Storage A70 Job # : U09Y0061A Job Name: GARAGEPLUS - RV STORAGE Frame : Frame Line 4-24 Date : 2/18/ Designer: NBSUT\bbirch File : E F R A M E D E S C R I P T I O N Frame type : EMG Frame width : Ft. Bay width : Ft. LEFT RIGHT Dim to ridge : Ft Ft. Roof slope : 2.00/ /12 Eave height : Ft Ft. Girt offset : 0.00 In In. Typ. Girt spacing : 6.00 Ft. Purlin offset : 8.00 In In. Typ. Purlin spacing: 5.00 Ft. Col. spacing : 2@ 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 : Location (ft): WP2 Girt Brace : N N N N N N Flange Brace : Location (ft): WP3 Girt Brace : N N N N N N Flange Brace : Location (ft): Other Braces: Column : COL01 COL02 COL03 Left Brace : Y Y Y Right Brace : Y Y Y Location (ft): L O A D I N G C O N D I T I O N S Building Code & Year : IBC/ASCE /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 : Roof Snow load : Floor dead load : Floor live load : Ground Snow load: Ce = 1.00 Ss = S1 = Seismic Design Category = D Site Class = D R = 3.50 Cd = 3.00 Sds = Sd1 = rho = 1.00 omega = Wind speed Wind pressure : Mph Exp. : C : Psf Building is Enclosed Wind pressure coefficients C1 C2E C2 C3 C3E C4 W1R W1L W2R W2L W5B W5F W6B

84 W6F W7B W7F W8B W8F A71 Wind Loads for Endwall Column Pressure Suction Column Id (PSF) (PSF) COL COL COL Wind Loads for Endwall Rafter Interior Zone Pressure Suction Pressure Suction Edge Zone Pressure Suction Pressure Suction Tributary Widths Panel Trib. Width (ft) WP WP WP RP RP 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 RP RDL RP COL RP COL RP SL RP SR RP RLL RP RLR RP W1R RP W1R RP W1L RP W1L RP W2R RP W2R RP W2L RP W2L RP W5B RP W5B RP W5B WP W5B WP W5B WP W5F RP W5F RP W5F WP W5F WP W5F WP EQR RP EQR RP EQL RP EQL RP LRD RP RRD RP Load On Hor. Vert. Moment Loc Case Mem Kips Kips K-Ft. Ft. W1R SPAN W1R SPAN W1L SPAN W1L SPAN W2R SPAN W2R SPAN W2L SPAN W2L SPAN

85 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 SPAN C-5 Eave Ext RDL SPAN C-21 Eave Ext COL SPAN C-6 Eave Ext COL SPAN C-22 Eave Ext SL SPAN C-7 Eave Ext SR SPAN C-23 Eave Ext RLL SPAN C-8 Eave Ext RLR SPAN C-24 Eave Ext FDL COL C-1 Mezanine FDL COL C-2 Mezanine FDL COL C-25 MEZZANINE FLL COL C-4 Mezanine FLL COL C-3 Mezanine FLL COL C-26 MEZZANINE W1R SPAN C-9 Eave Ext W1R SPAN C-20 Eave Ext W1L SPAN C-10 Eave Ext W1L SPAN C-19 Eave Ext W2R SPAN C-11 Eave Ext W2R SPAN C-18 Eave Ext W2L SPAN C-12 Eave Ext W2L SPAN C-17 Eave Ext W5B SPAN C-13 Eave Ext W5B SPAN C-16 Eave Ext W5F SPAN C-14 Eave Ext W5F SPAN C-15 Eave Ext EQR COL C-27 xbrace axial EQR COL C-28 xbrace axial EQR COL C-29 xbrace axial EQR COL C-30 xbrace axial EQL COL C-34 xbrace axial EQL COL C-32 xbrace axial EQL COL C-33 xbrace axial EQL COL 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 W1L 4) 1.33 SW + RDL + FDL W2L 5) 1.33 SW + RDL + FDL W1R 6) 1.33 SW + RDL + FDL W2R 7) 1.33 SW + RDL + COL SL SR + FDL + FLL W1L 8) 1.33 SW + RDL + COL SL SR + FDL + FLL W2L 9) 1.33 SW + RDL + COL SL SR + FDL + FLL W1R 10) 1.33 SW + RDL + COL SL SR + FDL + FLL W2R 11) 1.33 SW + RDL + COL + SL + SR + FDL + FLL W1L 12) 1.33 SW + RDL + COL + SL + SR + FDL + FLL W2L 13) 1.33 SW + RDL + COL + SL + SR + FDL + FLL W1R 14) 1.33 SW + RDL + COL + SL + SR + FDL + FLL W2R 15) 1.33 SW + RDL + FDL W5B 16) 1.33 SW + RDL + FDL W5F 17) 1.33 SW + RDL + COL SL SR + FDL + FLL W5B 18) 1.33 SW + RDL + COL SL SR + FDL + FLL W5F 19) 1.33 SW + RDL + COL + SL + SR + FDL + FLL W5B 20) 1.33 SW + RDL + COL + SL + SR + FDL + FLL W5F 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) SW RDL COL FDL + FLL + EQL 26) SW RDL COL FDL + FLL + EQR 27) SW RDL FDL + EQL 28) SW RDL FDL + EQR

86 Job : U09Y0061A GARAGEPLUS - RV STORAGE NUCOR BUILDING SYSTEMS Date: 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 b RAF02 WF818 W 8x a 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 W F8.25 F8.25 W Chkpt Depth Section 1 2 width thick Fy width thick Fy T/L Flg Web B/R Flg 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 W b F8.38 F8.38 W Chkpt Depth Section 1 2 width thick Fy width thick Fy T/L Flg Web B/R Flg 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 W a F8.25 F8.25 W b Chkpt Depth Section 1 2 width thick Fy width thick Fy T/L Flg Web B/R Flg A73 Frame Weight (lbs) = 3955 Deflections (in): 10 yr Wind dx = = H/9999 WIND CASE 2 TO LEFT Seismic dx = = H/9999 SEISMIC TO LEFT Story Drift = = 0.000H SEISMIC TO LEFT Drift Index = 0.00 SW+RDL+COL+NLL Maximum dx = = H/9999 SW+RDL+FDL+1.30W2R Maximum dy = = L/ MOD 1, SW+RDL+COL+LRD+NLR Max. Live dy = = L/ MOD 1, SW+RDL+COL+NLL E/W col dx = 0.37 = COL01, SW+RDL+COL+0.50SL+0.50SR+FDL+FLL+1.30W5F

87 NUCOR BUILDING SYSTEMS U09Y0061A - Garageplus - RV Storage A74 Job # : U09Y0061A Job Name: GARAGEPLUS - RV STORAGE Frame : Frame Line 4-24 Date : 2/18/ Designer: NBSUT\bbirch File : E 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 -??? S left right width thick length Fy size size - Left Plate Top Weld CJP1 FWD* Right Plate Web Weld BAD* BAD* Stiffener 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 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 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 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 - F FWS3 FWS3 FWS A307 - width thick length Fy - Base Plate 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 - F FWS4 FWS4 FWS A307 - width thick length Fy - Base Plate 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 - F FWS3 FWS3 FWS A307 - width thick length Fy - Base Plate Splice Load Combinations: No. ASR Cases SW + RDL + COL + SL + SR + FDL + FLL SW + RDL + COL + RLL + RLR + FDL + FLL SW + RDL + FDL W1L SW + RDL + FDL W2L SW + RDL + FDL W1R SW + RDL + FDL W2R SW + RDL + COL SL SR + FDL + FLL W1L SW + RDL + COL SL SR + FDL + FLL W2L SW + RDL + COL SL SR + FDL + FLL W1R SW + RDL + COL SL SR + FDL + FLL W2R SW + RDL + COL + SL + SR + FDL + FLL W1L SW + RDL + COL + SL + SR + FDL + FLL W2L SW + RDL + COL + SL + SR + FDL + FLL W1R SW + RDL + COL + SL + SR + FDL + FLL W2R SW + RDL + FDL W5B SW + RDL + FDL W5F SW + RDL + COL SL SR + FDL + FLL W5B SW + RDL + COL SL SR + FDL + FLL W5F SW + RDL + COL + SL + SR + FDL + FLL W5B SW + RDL + COL + SL + SR + FDL + FLL W5F SW + RDL + COL SW + RDL + COL

88 SW + RDL + COL + LRD SW + RDL + COL + RRD SW RDL COL FDL + FLL + EQL SW RDL COL FDL + FLL + EQR SW RDL FDL + EQL SW RDL FDL + EQR A75

89 Job : U09Y0061A GARAGEPLUS - RV STORAGE NUCOR BUILDING SYSTEMS Date: 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 b a RAF02 WF818 W 8x a b 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 W F8.25 F8.25 W Chkpt Depth Section 1 2 width thick Fy width thick Fy T/L Flg Web B/R Flg 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 W F8.38 F8.38 W b Chkpt Depth Section 1 2 width thick Fy width thick Fy T/L Flg Web B/R Flg 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 W a F8.25 F8.25 W b Chkpt Depth Section 1 2 width thick Fy width thick Fy T/L Flg Web B/R Flg A76 Frame Weight (lbs) = 3768 Deflections (in): 10 yr Wind dx = = H/9999 WIND CASE 2 TO LEFT Maximum dx = = H/9999 SW+RDL+COL+0.50SL+0.50SR+FDL+FLL+1.30W2L Maximum dy = 0.37 = L/ MOD 1, SW+RDL+FDL+1.30W5F Max. Live dy = = L/ MOD 1, SW+RDL+COL+SL+SR+FDL+FLL+0.65W1L E/W col dx = 0.33 = COL02, SW+RDL+FDL+1.30W5F

90 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 Unbraced Length - Minor L by ft Consideration of Tension Field Action for Shear FALSE FALSE FALSE FALSE Clear Distance between Transverse Stiffeners a in. Lateral-torsional buckling factor C b Kx Factor K x Ky Factor K y Kz Factor K z Select Wide-flange or Built-up Section: BU None None None Section Description: BU24x Enter WF-Section: Total Depth d in Web Thickness t w in Outside Flange Width b of in Outside Flange Thickness t of in Inside Flange Width b if in Inside Flange Thickness t if in U09Y0061A - Garageplus - RV Storage Material Strength F y ksi 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 Web Yield Strength F yw ksi Ultimate Strength F u ksi Factor of Safety (Allowable Stress Factor) S f Axial (compression => + pos., tension => - neg.) P a kips Shear (absolute value) V x kips Moment (outside flange in compression => + pos.) M x ft-kip Shear (absolute value) V y kips Moment (absolute value) M y ft-kip Design Results: OK ASD Combined Strength Ratio CSR ASD Shear Strength Ratio (x-axis) V rx /V cx ASD Shear Strength Ratio (y-axis) V ry /V cy 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 in in in in. Member Deflection (about x-axis) Δ x-axis in 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 in in in in. Member Deflection (about y-axis) Δ y-axis in 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