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B15-1869
STRUCTURAL CALCULATIONS' FOUNDATI'ON•DESIGN , STORAGE BUILDING for • 4 -WESTGATE HARDWOODS, 9.296 MIDWAY DURHAM, CA 95938: JUL°21 2015 - Submitted To.. ng, Butte County Building Department . BUTT , COUNT Y '. .. s AUG 0 3 015 July 2812015 .bEVELOp NT SERVICE 3 PERMIT # ` BUTTE COUNTY.REVELOPMENT SERVICES REV EWER FOR q CODEC SANE (ginZ 060720 0 , _ 00-k �1 EXP. 12 31-�(p MANNING ENGINEERINGf 2540 Zanella Way, Suite � 10 -� This document and its entire contents are the sole property of , MANNING ENGINEERING, and are to be used as supportive material for the Ch I CO C " 95928 submittal of this specific project only. This document is not to be reproduced, • . , ' changed, modified or copied in any form or manner whatsoever, nor shall it be used by or disclosed to any person firm or corporation for any purpose 530-893-5937 whatsoever without the written permission of MANNING ENGINEERING. c 'r Fi L ���� 1 a JOB: WESTGATE ' JOB NO.: '15-6146' L MANNING ENGINEERING CALCULATION OF METAL BUILDING FOUNDATION DESIGN PAGE: I DATE: %_ -?-'3 - 1'9 Vertical = 1500 psf (Table 1806.2) Lateral = 100 psf/ft Lateral Sliding = 130 psf fc = 2500 psi Fy = 60.0 ksi Fy =,3.6 ksi Project Information Project Name: STORAGE BUILDING for WESTGATE HARDWOODS Project Address: 9296 MIDWAY _ DURHAM, CA 95938 Building Description: 1 30' x 50"24" End Use of Building: Storage Metal Building Mfg'r: Butler Manufacturing Company File No. 15-006854 Date: 04/29/2015 Building Contractor: Modern Building Company Inc. 3083 Southgate Lane { Chico, CA 95927 Codes and Loads Enforcement Agency: Butte County Building Department Governing Code: 2013 CBC EQ.Design Catagory: D Wind Speed: .110 mph V / Closed/Open: Open Exposure: C Site Class D Soil Class: Class 5 Design Parameters PAGE: I DATE: %_ -?-'3 - 1'9 Vertical = 1500 psf (Table 1806.2) Lateral = 100 psf/ft Lateral Sliding = 130 psf fc = 2500 psi Fy = 60.0 ksi Fy =,3.6 ksi 1 _ JOB WESTGATE HARDWOODS JOB NO. 15-6146 MANNING ENGINEERING CALCULATION OF FOUNDATION DESIGN PAGE Z DATE m M ■ - �� �Yit52� M u:ry,l :el'Y�:'ii 1 95 W,q 4f M - �� �Yit52� M u:ry,l :el'Y�:'ii i.ViS q 3 WESTGATE HARDWOODS COLUMN C COLUMN 7/25/2015 FOUNDATION DESIGN Load Combinations H (kips) V (kips) H (kips) . SOILS DESIGN CRITERIA:' 2013 CBC D + Lr = 1.30 7.52 Allow. Bearing Pressure = 1500 psf D + S = (Table 1806.2) Lateral Bearin 100 psf/ft depth (16-10) " (Table 1806.2, 1806.3.4) 1.05 Lateral Sliding Resistance 130 psf (16-11) " (Table 1806.2) Skin Ffiction = 250 psf ,1.84 (1810.3.3.1.4) FRAMELINE: 1 COLUMN C COLUMN A 6.16 Load Cases Hx (kips) V (kips) Hx (kips) V (kips) 0.30 *Reactions: D = . 0.22 1.67 -0.22 1.39 5.45 CG = 0.08 0.45 -0.08 0.45 4.69 Lr = 1.00 5.40 -1.01 5.40 1.06 S= (16-14) ". D +/- 0.75(0.7E) + 0.75S = 0.30 2.12 0.30 +W = 4.7 7 4.22 9.76 5.02 6.04 -W = -9.43 -21.39 -8.81 -10.70 w +E= (16-16) " Max = 5.48 ` 8.07 6.16 -E= (Max. per CBC) Min = --- -11.'56 ' Per Metal Building Mfg'r 0 )LUMN Length = COLUMN C COLUMN A 36.00 i Load Combinations H (kips) V (kips) H (kips) . V (kips) 2013 CBC D + Lr = 1.30 7.52 1.31 7.24 (16-10) (1605.3.1) D + S = 0.30 2.12 0.30 1.84 (16-10) " D + 0.751-r = 1.05 6.17 1.06 5.89 (16-11) " D + 0.75S = 0.30 2.12 0.30 ,1.84 (16-11) " - D +/- 0.6W = 3.16 4.65 6.16 4.85 (16-12) " D +/- 0.7E = 0.30 2.12 0.30 1.84 (16-12) " D +/- 0.75(0.6W) + 0.751-r = 3.20 8.07 5.45 8.15 (16-13) " D +/- 0.75(0.6W) + 0.75S = 2.45 4.02 4.69 4.10 (16-13) " D +/- 0.75(0.7E) + 0.751-r = 1.05 6.17 1.06 5.89 (16-14) ". D +/- 0.75(0.7E) + 0.75S = 0.30 2.12 0.30 1.84 (16-14) " 0.6D +/- 0.6W = 3.04 3.80 6.04 4.12 (16-15) " 0.6D +/- 0.7E = ' 0.1$ 1.27 0.18 1.10 (16-16) " Max = 5.48 ` 8.07 6.16 8.15 (Max. per CBC) Min = --- -11.'56 - -5.32 (Min. per CBC) Max = � 5.53 .-7.99- - 5.72 7.25 Per Metal Building Mfg'r Min = / --- 11.83 --- -5.58 Per Metal Building Mfg'r )LUMN Length = 4.00 ft Width = . 4.00 ft Depth = 36.00 i Top of Ft'g epth =m'11S 00 in Min. Footing Area: 10.00 in For Bearing = 4.03 ft^2 SF = 4.0 For Uplift = 20.57 ft12 Slab Resistance = , 4.98 k SF = 1.4 Lateral Thrust: Bearing = 3.92 k Sliding = 2.08 k SF = 1.1 T (hairpin) = 3.19 k As (min) = 0.10 in^2 COLUMN A: Length = 3.00 ft Width = 3.00 ft Depth = 36.00 in Top of Ft'g Depth = 10.00 in Min. Footing Area: For Bearing= 4.07 ft^2 O.K. SF= 2.2 0. K. For Uplift = 9.70 ft^2 Slab Resistance = 3.92 k 0. K. SF = 2.1 0. K. Lateral Thrust: Bearing = 2.94 k Sliding = 1.17 k 0. K. SF = 0.7 T (hairpin) = 3.55 k As (min) = 0.11 in^2 MANNING ENGINEERING JOB: WESTGATE t JOB NO: 15-6146 \L MANNING ENGINEERING CALCULATION OF FOUNDATION DESIGN FOOTING I.D. FRAMELINE 1 & 3 - COLUMN A, PAGE: DATE: -7 CONCRETE SLAB INFLUENCE –— fc= 2.5 ksi fy = 60 ksi Footing Size : I = 3.00 ft 4y Thickness = 6 inches w = 3.00 ft Reinforcement = #3's @ 18"o.c. top of ft'g = 10 inches (from top of slab) (As= 0.074 inA2/ft) Slab Bending Capacity 07 33 �40 ,4sf 1, q a0.85 f' = 0.173 2' 173 ` a 11.11 – 0.4Sfy(I – ) OMnl = 2.09'k, 0Mnw = 2.09'k 1.4wL2 11-f it — 2 = 0.053 L z where w = 75.0 psf (self -weight of slob) Un- =11.92! :. L L 6.31 ft LW 6.31 ft ' Y Slab Influence Around Footing sides covered by slab = 2 Asiab 0/ ft'g = 6.77 W2 % ft'g covered by slab = 75% Asian trib. = 79.50 ft^2 (tributary area of slab resisting uplift) Slab Influence Over Footing 60% Weight of Slab = 3.58 kips Ap1ef o/ ft'g = 6.77 ft^2. Weight of Pier 0.34 kips Additional Uplift Resistance = 3.92 kips LATERAL TIE TO SLAB V,nax = 5.53 kips Thairpin = 3.19 kips As -min.= 0.12 in^2 USE # S x 2b FT. LONG HAIRPIN 5'-0" 10'-0" 20-4- #4 0.0491 0.0982 0.1963 #5 0.0767 0.153 0.3068 #6 0.1104 0.2209 0.4418 USE # S x 2b FT. LONG HAIRPIN JOB: WESTGATE- JOB NO: 15-6146 L MANNING ENGINEERING CALCULATION OF FOUNDATION' DESIGN FOOTING I.D. FRAMELINE 1 - COLUMN C PAGE: s DATE: CONCRETE SLAB INFLUENCE ' Pc= 2.5 ksi 20'-0" fy = 60 ksi Footing Size : 1= 3.00 ft Thickness = 6 inches w= 3.00 ft Reinforcement = #3's @ 18"o.c. top of ft'g = 10 inches (from'top of slab) (As = 0.074 inA2/ft) 0.3068 #6 0.1104 Slab Bending Capacity". 0.4418 Asf 17 A = = 0.85 f'cb 0.173 a 011.1=0.4gf11(d-2i OM"/ = 2.50'k 0Mnti, = 2:50'k 1.4wL'-. Z 1Lf 1t = = 0.053 L where w = 75.0 psf (self -weight of slab) . Z Mn Mu' L LI = 6.89ft Lw = 6.89ft � Slab Influence Around Footing r sides covered by slab = 2 Asiab o/ ft'g = 9.63 ft"2 % ft'g covered by slab = 107% Adab trib. = 99.94 ft"2 . (tributary area of slab resisting uplift) Slab Influence Over Footing - 60% Weight of Slab = 4.50 kips Ap1, o/ ft'g = 9.63 ft"2 Weight of Pier = 0.48 kips Additional Uplift Resistance = 4.98 kips LATERAL TIE TO SLAB Vmax = 5.72 kips Theirpin = 3.30 kips As min.= •0.12 in"2 USE #S x-ZO FT. LONG HAIRPIN 5'-0" 10'-0" 20'-0" #4 0.0491 0.0982 0.1963 #5 0.0767 .153 0.3068 #6 0.1104 0.2209 0.4418 USE #S x-ZO FT. LONG HAIRPIN MANNING ENGINEERING COLUMN C-2 COLUMN C-3 (e WESTGATE HARDWOODS H (kips) V (kips) H (kips) V (kips) 7/25/2015 FOUNDATION DESIGN . 0.01 0.42 0.01 0.42 FRAMELINE: C (portal frame) D + S = 0.01 COLUMN C-2 COLUMN C-3 Load Cases 1 Hx (kips) V (kips) Hx kis V (kips) "Reactions: D = 0.01 0.42 -0.01 0.42 CG = 0.01 0.42 (16-11) " to D +/- 0.6W = 0.26 0.97 0.27 1.03 (16-12) " S= 0.01 0.42. 0.01 0.42 +W = 0.41 0.92 0.44 1.01 -W = -0.49 49 -1.01 -0.48 -0.92 +E= 0.87. (16-13) D +/- 0.75(0.7E) + 0.75Lr = 0.01 -E= 0.01 0.42 (16-14) " • Per Metal Building Mfg'r ' MANNING ENGINEERING COLUMN C-2 COLUMN C-3 , Load Combinations H (kips) V (kips) H (kips) V (kips) 2013 CBC D + Lr = . 0.01 0.42 0.01 0.42 (16-10) (1605.3.1) D + S = 0.01 0.42 0.01 • 0.42 (16-10) it" D + 0.75Lr = 0.01 0.42 0.01 0.42 D + 0.75S = 0.01 0.42 0.01 0.42 (16-11) " to D +/- 0.6W = 0.26 0.97 0.27 1.03 (16-12) " D +/- 0.7E = 0.01 0.42. 0.01 0.42 (16-12) " D +/- 0.75(0.6W) + 0.75Lr = 0.19 0.83 0.21 0.87 (16-13) D +/-.0.75(0.6W) + 0.75S = 0.19 0.83 0.21 0.87. (16-13) D +/- 0.75(0.7E) + 0.75Lr = 0.01 0.42 0.01 0.42 (16-14) " D +/- 0.75(0.7E) + 0.75S = 0.01 0.42 0.01 0.42 (16-14). " 0.61D +/- 0.6W = 0.25 0.80 0.27 0.86 - (16-15) 0:6D +/- 0.7E = 0.01 1 0.25 0.01 0.25 (16-16) " Max = 0.29 0.97 1 0.28 1.03 (Max. per CBC) ' Min = -0.35 --- -0.30 (Min. per CBC) Max- 0.28 0.97 0.30, 1.03 Per Metal Building Mfg'r Min = --- -0.49 -- -0.49. Per Metal Building Mfg'r MANNING ENGINEERING MANNING ENGINEERING -* COLUMN C COLUMN 7 WESTGATE HARDWOODS Load Combinations H (kips) V (kips) 7/25/2015 FOUNDATION DESIGN 2013 CBC D + Lr = 1.07 6.81 SOILS DESIGN CRITERIA: 6.15 (16-10) (1605.3.1) D + S = 0.30 Allow. Bearing Pressure = 1500 psf (16-10) " (Table 1806.2) Lateral Bearinq = 100 psf/ft depth 5.07 (Table 1806.2, 1806.3.4) D + 0.75S = Lateral Sliding Resistance = F 130 psf 1.83 (Table 1806.2) Skin Faction = 250 psf 5.08 (1810.3.3.1.4) FRAMELINE: 2 COLUMN C COLUMN A 7r (y� Load Cases Hx (kips) V (kips) Hx kips V kis V,aAAe- * Reactions: D = 0.22 2.04 -0.21 1.38 rSr4,-C CG= 0.08 0.45 -0.08 0.45 ®a Lr = 0.77 4.32 -0.77 4.32 2.49 S= 1.83 (1*6-14) " 0.6D +/- 0.6W = 2.66 4.64 +W = 4.14 5.24 7.98 4.32 1.49 -W = -7.80 -15.02 -7.24 -8.73 8.09 +E = 7.01 (Max. per CBC} Min = -- -7.52 -E_ -4.14 (Min. per CBC) Max = 4.67. • Per Metal Building M(g'r MANNING ENGINEERING -* COLUMN C COLUMN A "COLUMN C Length= Load Combinations H (kips) V (kips) H. (kips) V (kips) 2013 CBC D + Lr = 1.07 6.81 1.06 6.15 (16-10) (1605.3.1) D + S = 0.30 2.49 0.29 1.83 (16-10) " D + 0.75Lr = 0.88 5.73 0.87 5.07 (16-11) " D + 0.75S = 0.30 2.49 0.29 1.83 (16-11) " D +/- 0.6W = 2.78 5.63 5.08 4.42 (16-12) D. +/- 0.7E = 0.30 2.49 0.29 1.83 (16-12) " D +/- 0.75(0.6W) + 0.75Lr = 2.74 8.09 4.46 '7.01 (16-13) " D +/- 0.75(0.6W) + 0.75S = 2.16 4.85 3.88 3.77 (16-13) " D +/- 0.75(0.7E) + 0.75Lr = 0.88 5.73 0.87, 5.07. (16-14) " D +/- 0.75(0.7E) + 0.75S = 0.30 2.49 .0.29 1.83 (1*6-14) " 0.6D +/- 0.6W = 2.66 4.64 4.96 3.69 (16-15) " 0.6D +/- 0.7E = 0.18 1.49 0.17 1.10 (16-16) " Max = 4.50 8.09 5.08 7.01 (Max. per CBC} Min = -- -7.52 --- -4.14 (Min. per CBC) Max = 4.67. 7.68 4.96 7.32 Per Metal Building Mtg'r Min= --- -9.93 --- -5.34 Per Metal Building Mfg'r MANNING ENGINEERING "COLUMN C Length= 4.00 ft COLUMN A: Length = 4.00 ft Width = 4.00 ft Width = 4.00 ft Depth = 36.00 in Depth = 36.00 in Top of Ft'g Depth = 10.00 in Top of Ft'g Depth = 10.00 in Min. Footing Area: Min. Footing Area: For Bearing = 4.04 ft^2 For Bearing= 3.66 ft^2 SF = 4.0 0. K. SF = 4.4 O.K. For Uplift = 17.27 ft^2 For Uplift = 9.29 ft^2 Slab Resistance = 9.68 k Slab Resistance = 9.68 k SF = 2.2 0. K. SF = 4.1 0. K. Lateral Thrust: Lateral Thrust: Bearing = 3.92 k Bearing = 3.92 k Sliding = 2.08 k Sliding = 2.08 k , SF= 1.3 0. K. SF = 1.2 0. K. T (hairpin) = 2.70 k T (hairpin) = 2.93 k • As (min) = 0.08 in^2 As (min) = 0.09 in"2 MANNING ENGINEERING V,E JOB: WESTGATE JOB NO: 15-6146 MANNING ENGINEERING CALCULATION OF FOUNDATION DESIGN PAGE: DATE: -7 FOOTING I.D. FRAMELINE 2 5'-0" 10'-0" CONCRETE SLAB INFLUENCE #4 fc= 2.5 ksi 0.0982 fy = 60 ksi Footing Size: •1 = 4.00 ft Thickness = 6 inches w= 4.00 ft - Reinforcement = #3's @ 18"o.c. top of ft'g`= 10 inches (from top of slab) (As= 0.074 in^2/ft) 0.2209 Slab Bending Capacity 4sf 1' rt = = 0.173 0.85 f'cb , a 0.11'2 = 0.4Sf,1'(d-21 OMnl 3.22'k 0Mnw = 2.58'k 1.4wL'- z INN — = 0.053 L where w = 75.0 psf (self -weight of slab) 2 OMn = MU L L l = 7.83 ft L w _ 7.01 ft Slab Influence Around Footing sides covered by slab = 3 Asiab o/ ft'g = 12.83 ft^2 % ft'g covered by slab = 80% Asiab trib. = 200.86 ft^2 (tributary area of slab resisting uplift) Slab Influence Over Footinq 60% Weight of Slab = 9.04 kips Apier o/ ft'g = 12.83 ft^2 Weight of Pier = 0.64 kips Additional Uplift Resistance = 9.68 kips LATERAL TIE TO SLAB Vmax = 4.96 kips Thairpin = 2:86 kips As min.= 0.11 in^2. USE #S x 20 FT. LONG HAIRPIN 5'-0" 10'-0" 20'-0" #4 0.0491 0.0982 0.1963 #5 0.0767 .534 0.3068 r#6 0.1104 0.2209 0.4418 USE #S x 20 FT. LONG HAIRPIN Foot2000 v2.2.6, Copyright © 1999-2008 Spyder Software 7/25/2015 5:50:18 PM Company Info I Project Info Manning Engineering ]Project: WESTGATE HARDWOODS 2540 Zanella Way; Suite 10 ILocation: 9296 MIDWAY Chico, CA, 95928 1 DURHAM, CA 95928 Phone: 530-893-5937 (Client: MODERN BUILDING COMPANY INC. Fax: 530-891-5925 ]Job No.: 15-6146 E-mail: tom@manningengineering.net ]Footing Id: FRAMELINE 2 - COLUMN C FOUNDATION PARAMETERS Concrete.Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy........................................ Column Size ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1..33 increase) ................... Seismic Load Soil Bearing Strength ................................. Footing Width ...................................................... Footing Length ..................................................... FootingDepth ...................................................... Punching Shear Stress ............................................... Beam Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel .................. Gravity Only Soil Bearing ......................... ......... .... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 2.50 ksi HardRock 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.500 ksf 4.00 ft. 4.00 ft. 36.00 in. 3.67 psi n/a psi ASTM -A615 .03 in' (1-#4) 2.81 int (15-#4) .03 int (1-#4) 2.81 in' (15-#4) .652 ksf 1.082 ksf .652 ksf I IA DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.O.LL + 1.6WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) �2�<��-��) 0��%� Dead Load 2.49 0.00 0.49 E). Live Load 4.32 0.00 0.00 Wind Load 5.24 0.00 1.10 ' "� ®, � �11 11 m %. �® Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 �ILW 2 W = 4.00' As = 1-#4 Bars L = 4.00' As = 1-#4 Bars ::::13.001, over Foot2000 v2.2.6, Copyright(D 1999-2008 Spyder Software 7/25/2015 5:50:18 PM ' Company Info I Project Info Manning Engineering ,Project: WESTGATE HARDWOODS 2540 Zanella Way; Suite 10 [Location: 9296 MIDWAY Chico, CA, 95928 1 DURHAM, CA 95928 Phone: 530-893-5937 lClient: MODERN BUILDING COMPANY INC. ' Fax: 530-891-5925 Job No.: 15-6146 E-mail: tom@manningengineering.net lFooting Id: FRAMELINE 2 - COLUMN A FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................:.. HardRock Concrete Cover ..................................................... 3.0 in. Steel Ultimate Strength, Fy......................................... 60.0 ksi Column Size ......................................................... 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength ................................. 1.500 ksf Footing Width ................................ 4.00 ft. Footing Length ..................................................... 4.00 ft. Footing Depth ...................................................... 36.00 in. Punching Shear Stress .............................................. 1.90 psi Beam .Shear Stress .................................................. n/a psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .05 in' (1-#4) Longitudinal Bottom Temperature and Shrinkage Steel ............:... 2.81 in (15-#4) Transverse Bottom Reinforcement Required for Strength .............. .05 in (1-#4) Transverse Bottom Temperature and Shrinkage Steel .................. 2.81 in (15-#4) Gravity Only Soil Bearing......... ........... ...... .564 ksf Wind Load Soil Bearing ............................................. 1.110 ksf Seismic Load Soil Bearing ........................................... .564 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, ;ft -kips) MZ, (ft -kips) Dead Load 1.83 0.00 0.00 Live Load 4.32 0.00 0.00 Wind Load 8.73 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 36.00" 110,44- X H 1 W = 9.00' As 1-#9 Bars As = 1-#4 Bars ::::13.001, over Y * COLUMN C Length = * COLUMN C COLUMN A WESTGATE HARDWOODS Load Combinations H (kips) V (kips) 7/25/2015 FOUNDATION DESIGN " 2013 CBC D + Lr = 0.01 2.97 SOILS DESIGN CRITERIA: - 2.37 (16-10) (1605.3.1) ' D + S = 0.01 Allow. Bearing Pressure = 1500 psf r (16-1o) (Table 1806.2) Lateral Bearin = 100 psf/ft depth 1.90 (Table 1806.2, 1806.3.4) D + 0.75S = Lateral Sliding Resistance• 1.07 0.00 130 psf D +/- 0.6W = (Table 1806.2) -� Skin Friion = 250 psf (16-12) (1810.3.3.1.4) FRAMELINE: 3 COLUMN C COLUMNA I1 I� Load Cases Hx (kips) V (kips) Hx (kis V (kips 2.65 *Reactions: D = -0.01 0.99 2.29 0.40 1.24 CG = D +/- 0.75(0.7E) + 0.751-r = 0.08 2.50 0.08 - Lr = D +/- 0.75(0.7E) + 0.75S = 1.90 1.07 1.89 r (16-14) " S= - 0.27 2.26 1.98 1.30 (16-i5) " +W = 0.44 2.70 3.30 1.68 (16-16) " -W = -2.84 -3.73 -3.22 -2.82 (Max. per CBC) +E = - -1.60 --- ' -1.40 (Min. per CBC) -E= 1.71 4.70 1.98 4.78 ' Per Metal Building Mfg'r + * COLUMN C Length = * COLUMN C COLUMN A 4.00 ft Load Combinations H (kips) V (kips) H (kips) V (kips) 2013 CBC D + Lr = 0.01 2.97 0.00 2.37 (16-10) (1605.3.1) ' D + S = 0.01 1.07 0.00 0.48 (16-1o) D + 0.751-r = 0.01 , 2.50 0.00 1.90 (16-11) " D + 0.75S = 0.01 1.07 0.00 0.48 (16-11) " D +/- 0.6W = 0.27 2.69 1.98 1.49 (16-12) D +/- 0.7E = 0.01 1.07 0.00 0.48 .(16-12) " D +/- 0.75(0.6W) + 0.751-r = 0.21 3.71 1.49 2.65 (16-13) D +/- 0.75(0.6W) + 0.75S = 0.21 2.29 1.49 1.24 (16-13) " D +/- 0.75(0.7E) + 0.751-r = 0.01 2.50 0.00 1.90 (16-14) " D +/- 0.75(0.7E) + 0.75S = 0.01 1.07 0.00 0.48 (16-14) " 0.613 +/- 0.6W = - 0.27 2.26 1.98 1.30 (16-i5) " 0.6D +/- 0.7E = 0.01 0.64 0.00 0.29 (16-16) " Max = 1.70 3.71 1.98 '2.65 (Max. per CBC) Min = - -1.60 --- ' -1.40 (Min. per CBC) Max = 1.71 4.70 1.98 4.78 Per Metal Building Mfg'r Min = --- =1.83 --- I 4.46 Per Metal Building Mfg'r * COLUMN C Length = 4.00 ft COLUMN A: Length = 3.00 ft Width = 4.00 ft Width = 3.00 ft Depth = 36.00 in Depth = 36.00 in Top of Ft'g Depth = 10.00 in Top of Ft'g Depth = 10.00 in Min. Footinq Area: Min. Footing Area: For Bearing = 2.35 ft^2 For Bearing = 2.39 ft^2 SF = 6.8 O.K. SF= 3.8 O.K. For Uplift = 3.18 ft^2 For Uplift = 7.76 ft^2 Slab Resistance = 4.89 k Slab Resistance = 3.92 k SF = 9.2- O.K. SF = 2.6 O.K. Lateral Thrust: Lateral Thrust - Bearing = 3.92 k Bearing = 2.94 k Sliding = 2.08 k Sliding = 1.17 k SF= 3.5 O.K. SF = 2.1 O.K. T_ (hairpin) = 0.99 k T (hairpin) = 1.14 k As (min) = 0.03 in^2 As (min) = 0.04 in^2 MANNING ENGINEERING i JOB: WESTGATE PAGE: Z JOB NO: 15-6146 DATE: -7 S MANNING ENGINEERING CALCULATION OF FOUNDATION DESIGN FOOTING I.D. FRAMELINE 3 - COLUMN C 5'-0" CONCRETE SLAB INFLUENCE 20'-0" #4 fc= 2.5 ksi 0.0982 0.1963 fy = 60 ksi ' Footing Size: I= 4.00 ft 0.1534 Thickness = 6 inches w= 4.00 ft , Reinforcement = #3's @ 18"o.c. top of ft'g = 10 inches .(from top of slab) ' (As= 0.074 in^2/ft) Slab Bending Capacity , `lsf pa , = _ • 0.85 f'cb 0.173 0.11.,=0"4gfy(d—z1 0Mnl 2.46'k OMnw = 2.46'k 1.4wL'-, z tblit — = 0.053 L where w = 75.0 psf (self -weight of slab) 2 M-111 = Mu :. L L 1 = 6.85 ft L w .= 6.85 ft Slab Influence Around Footinq sides covered by slab = 2 ' Asiab o/ ft'g = 9.38 ft^2 ' %•ft'g covered by slab = 59% Asiab trib. = 98.23 ft^2 (tributary area of slab resisting uplift) Slab'Influence Over Footing 60% Weight of Slab = 4.42 kips Ap1ef o/ ft'g = 9.38 ft^2 Weight of Pier = 0.47 kips Additional Uplift Resistance' = 4.89 kips LATERAL TIE TO SLAB Vmax = 1.71 kips Thairpin = 0.99 kips AS min.= 0.04 in^2 USE #S x 2OFT. LONG HAIRPIN 5'-0" 10'-0" 20'-0" #4 0.0491 0.0982 0.1963 #5 0.0767 0.1534 0.3068 #6 0.1104 0.2209 0.4418 USE #S x 2OFT. LONG HAIRPIN Foot2000 v2.2.6, Copyright © 1999-2008 Spyder Software 7/25/2015 6:04:00 PM Company Info I Project Info Manning Engineering (Project: WESTGATE HARDWOODS 2540 Zanella Way; Suite 10 ILocation: 9296 MIDWAY Chico, CA, 95928 1 DURHAM, CA 95928 Phone: 530-893-5937 (Client: MODERN BUILDING COMPANY INC. ' Fax: 530-891-5925 (Job No.: 15-6146 E-mail: tom@manningengineering.net (Footing Id: FRAMELINE 3 - COLUMN C FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ...................................................... Concrete Cover ..................................................... Steel Ultimate Strength, Fy................... ........... .. ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength ................................. Footing Width ...................................................... FootingLength ..................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam Shear Stress .................................................. Reinforcing Standards per .............................. Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel.................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ............................................. Seismic Load Soil Bearing .......................................... LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 2.50 ksi HardRock 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.500 ksf. 4.00 ft. 4.00 ft. 36.00 in. 1.59 psi n/a psi ASTM -A615 .02 in' (1-#4) 2.81 int (15-#4) .02 int (1-#4) 2.81 int (15-#4) .412 ksf .693 ksf .412 ksf 13 1A DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + LOLL + 1.6WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.07 0.00 0. 4 9 = Live Load 1.90 0.00 0.00 Wind Load 2.70 0.00 1.20 = l�Q� /l1 �e�7 , r���/(�• Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 W = 4.00' As = 1-#4 Bars X L = 4.00' As = 1-114 Bars ::::T3. over00" Foot2000 v2.2.6, Copyright © 1999-2008 Spyder Software 7/25/2015 6:03:46 PM ' Company Info I Project Info Manning Engineering JProject: WESTGATE HARDWOODS 2540 Zanella Way; Suite 10 Location: 9296 MIDWAY Chico, CA, 95928 DURHAM, CA 95928 ' Phone: 530-893-5937 ]Client: MODERN BUILDING COMPANY INC. Fax: 530-891-5925 lJob No.: 15-6146 E-mail: tom@manningengineering.net IFooting Id: FRAMELINE 3 - COLUMN B FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c........................ Concrete Type ....................................................... Concrete Cover ...................................................... Steel Ultimate Strength, Fy............... .......... ........... ColumnSize ........................................................ Allowable Soil Bearing Strength .................................... Wind Load Soil Bearing Strength, (1.33 increase) ................... Seismic Load Soil Bearing Strength ................................. FootingWidth ...................................................... FootingLength ...................................................... FootingDepth ...................................................... Punching Shear Stress .............................................. Beam.Shear Stress .................................................. Reinforcing Standards per .......................................... Longitudinal Bottom Reinforcement Required for Strength............ Longitudinal Bottom Temperature and Shrinkage Steel ................ Transverse Bottom Reinforcement Required for Strength .............. Transverse Bottom Temperature and Shrinkage Steel.................. Gravity Only Soil Bearing .......................................... Wind Load Soil Bearing ...................................... . .... Seismic Load Soil Bearing.......... .... LOADING PARAMETERS — FACTORED LOAD CASES CONSIDERED: 2.50 ksi HardRock 3.0 in. 60.0 ksi 6.00 in. by 6.00 in. 1.500 ksf 1.995 ksf 1.500 ksf 3.00 ft. 3.00 ft. 36.00 in. n/a psi n/a psi ASTM -A615 .00 in 2.11 in .00 in 2.11 in .791 ksf 1.286 ksf .791 ksf (11-#4) (11-#4) 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + LOLL + 1.6WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 1.05 0.00 0.00 Live Load 4.45 0.00 0.00 Wind Load 4.45 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 36.00" X ME W = 3.00' WESTGATE HARDWOODS 7/25/2015 ' FOUNDATION DESIGN -Anchor Bolt Design FRAMELINE: 2 * COLUMN C COLUMN A Load Cases H (kips) V (kips) H (kips). V (kips) *.Reactions: D = 0.22 2.04 -0.21 1.38 CG = 0.08 0.45 -0.08 0.45 Lr = 0.77 4.32 -0.77 4.32 ' S = 0.00 0.00 0.00 0.00 W = 7.80 15.02 7.98 8.73 E = 0.00 0.00 0.00 0.00 " Per Metal Building Mfg'r * COLUMN C COLUMN A Load Combinations H (kips) V (kips) H (kips) V (kips) ACI 318-11 1 AD 0.42 3.49 0.41 2.56 (9-1) - (9.2) 1.2D + 0.5Lr 0.75 5.15 0.73 4.36 (9-2) " 1.2D + 0.5S 0.36 2.99 0.35 2.20. (9-2) ' 1.2D + 1.6Lr +/- 0.5W 5.49 17.41 5.57 13.47 (9-3) " 1.2D + 1.6S +/- 0.5W 4.26- 10.50 4.34 6.56 (9-3) " 1.2D +/- 1.OW + 0.5Lr 8.55 20.17 . 8.71 13.09 (9-4) ' 1.2D +/- 1.OW + 0.5S 8.16 18.01 8.33 10.93 1.2D +/-1.OE + 0.2S 0.36 2.99. 0.35 2.20. (9-5) " 0.9D +/- 1.OW 8.07 17.26 8.24. 10.38. (9-6) " 0.9D +/- 1.0E 0.27 2.24 0.26 1.65 (9-7) " Max = 8.55 20.17 8.71 13.47 "(Max. perACQ Min = --- -21.04 --- -11.77 (Min. per ACI) ICP vwrw.hilti.us Profis Anchor 2.5.5 Company: MANNING ENGINEERING Page: 1 ' Specifier: Thomas W. Manning, PE Project: WESTGATE Address: 2540 Zanella Way, Suite 10, Chico, CA 95928 Sub -Project I Pos. No.: JOB NO. 15-6146 Phone I Fax: 530-893-5937 1530-891-5925 Date: 7/25/2015 E -Mail Specifier's comments: FRAMELINE 2 ' 1 Input data Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 3/4 Effective embedment depth: he, = 4.724 in. ' Material: ASTM F 1554 Proof: Design method ACI 318-11 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.375 in. ' Anchor plate: I, x ly x t = 13.000 in. x 8.000 in. x 0.375 in.; (Recommended plate thickness: not calculated) Profile: W shape (AISC); (L x W x T x FT) = 10.500 in. x 5.810 in. x 0.300 in. x 0.510 in. Base material: cracked concrete, 2500, fc' = 2500 psi; h = 46.000 in. ' Reinforcement: tension: condition A, shear: condition A; anchor reinforcement: tension, shear _ edge reinforcement: > No. 4 bar with stirrups Seismic loads (cat. C, D. E, or F) Tension load: yes (D.3.3.4.3 (b)) ' Shear load: yes (D.3.3.5.3 (a)) Geometry [in.] & Loading [Ib, in.lb] PU .z2"< o ° 1 - .L - °F p .2s F. _ a .'ed> - - r a r.r to ' - . - ;f . 1�:3�:}'. ;•:i%^:�_ - ..\..'•:='.xa';+rr+;•:�{ - .,}. .:T.,.,:i,;�!� .:cam•: _ i •i tIto - K &y l� ' Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Kill AG, FL -9494 Schaan HIM is a registered Trademark of Hilli AG, Schaan _�.r) ' www.hilti.us - Profis Anchor 2.5.5 Company: MANNING ENGINEERING Page: 2 Specifier: Thomas W. Manning, PE Project: WESTGATE ' Address: 2540 Zanella Way, Suite 10, Chico, CA 95928 Sub -Project I Pos. No.: JOB NO. 15-6146 Phone I Fax: 530-893-5937 1530-891-5925 Date: 7/25/2015 E -Mail: ' 2 Load case/Resulting anchor forces y Load case: Design loads ~ Anchor reactions [lb] Tension force: (+Tension, -Compression) 03 04 Anchor Tension force Shear force Shear force x Shear force y 1 5261 2178 2178. 0 ' 2 5261 2178 2.178 0 x 3 5261 2178 2178' 0 Tens!on 4 5261 2178 " 2178 0 max. concrete compressive strain: - IN .01 02 ' max. concrete compressive stress: - [psi] . resulting tension force In (xty)=(0.000/0.000): 21044 [ib] _ resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 3 Tension load Load Nua [Ib] Capacity ON,; [Ib] . Utilization SN = Nua/oNe Status ' Steel Strength' 5261. 14529 37, OK Pullout Strength' 5261 6867 77 'OK Concrete Breakout Strength"' N/A N/A N/A N/A Concrete Side -Face Blowout, direction •" N/A N/A N/A N/A ' anchor having the highest loading ""anchor group (anchors in tension) ' Tension Anchor Reinforcement has been selected! 3.1 Steel Strength Nsa = n Ase.N futa ACI 318-11 Eq. (D-2) Nsteet 2, Nua ACI 318-11 Table DAA A " ' Variables n Asa,N [in 21 fut. [psi] 1 0.33 58000 ' Calculations , N. [Ib] ' 19372 ' Results ' Nm (Ib] �sieei Nsa [Ibl Nua [lb] . 19372 0.750 14529 5261 ' Input data and results must be checked for agreement with the existing conditions and for plausibilityl ' PROFIS Anchor (c) 2003.2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademark of HIM AG, Schaan wwww.hilti.us Profis Anchor 2.5.5 Company: MANNING ENGINEERING Page: 3 Specifier. Thomas W. Manning, PE Project: WESTGATE Address: 2540 Zanella Way, Suite 10, Chico, CA 95928 Sub -Project I Pos. No.: JOB NO. 15-6146 Phone I Fax: 530-893-5937 1530-891-5925 Date: 7/25/2015 E -Mail: ' 3.2 Pullout Strength NPN — tPap Np ACI 318-11 Eq. (D-13) NP = 8 Abrg f� ACI 318-11 Eq. (D-14) NPN 2t Nua ACI 318-11 Table D.4.1.1 ' Variables tPc.p AID, [in. 1 1 a fc [psi] . 1.000 0.65 1.000 2500 ' Calculations Np [lb] 13080 ' Results Npn [lb] concrete 4)selsndc Ononducuio Npn [Ib] Nua [lb] - 13080 0.700 0.750 1.000 6867. 5261 Input data and results must be checked for agreement with the existing conditions and for plausibility! ' PROFIS Anchor( c) 2003.2009 Kill AG, FL -9494 Schean Hill Is a registered Trademark of Hill AG, Schaan www.hilti.us Profis Anchor 2.5.5 Company: MANNING ENGINEERING - Page: 4 Specifier: Thomas W. Manning, PE Project: WESTGATE ' Address: 2540 Zanella Way, Suite 10, Chico, CA 95928 Sub -Project I Pos. No.; JOB NO. 15-6146 Phone I Fax: 530-893-5937 ( 530-891-5925 Date: 7/25/2015, E -Mail: ' 4 Shear load Load Vua [lb] Capacity OV, [lb] Utilization pv = VuJ/ Vn Status Steel Strength` 2178 7555 29 OK r ' Steel failure (with lever arm)' N/A N/A N/A . N/A Pryout Strength" 8713 31571 28 OK Concrete edge failure in direction "' N/A N/A N/A N/A anchor having the highest loading "anchor group (relevant anchors) ' Shear Anchor Reinforcement has been selected! 4.1 Steel Strength ' Vsa = n 0.6 Ase,v fut. ACI 318-11 Eq. (D-29) Vsteel z Vua ACI 318-11 Table D.4.1.1 Variables ' n Ase,y [in Z] fut. [psi] 1 0.33 58000 Calculations °• Vs. [ib] 11623 ,. Results " Vs. [I b] 4,steei V. [!bl Vua [!b] 11623 0.650 7555 2178 4.2 Pryout Strength ' ' V`Pe — kw L\ANco/l 'I/ee.N yled.N IVc.N %Vcp,N Nb, ACI 318-11 Eq. (D-41) 0 Vcpg a Vua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANco = 9 hef ACI 318-11 Eq. (D-5) 1 i g1ec,N 1 l 5 1.0 ACI 318-11 Eq. (D-8) l 5 1.0 ACI 318-11 Eq. (0-10) %Ved,N = 0.7+0.3 \15h.15h.):5, .er tllcp,N = MAX(cC", 1 raCet1 5 1.0 .. ACI 318-11 Eq. (D-12) ' ' Nb = kc xa `ff. hef-5 ACI 31.8-11 Eq. (D-6) " Variables I 1 kcp hef [In.] ed N Cn•] ec2 N [in.) t ca min [in.] ' 2 4.724 0.000 0.000 22.000 %Ve.N cac [In.] ke %a Tc [psi) r .' 1.000 - 24 1.000. ' 2500 . Calculations t 1 • ANc [In 2] ANco [in IVec1,N 111ec2 N %Ved N tllcp N Nb [ib] ' 367.61 200.88 1.000 1.000 1.000 1.000 12323 Results Vcpg [lb] �Wncrete �seismlc (I'nonductie Vcpg [lb] Vua [I b] ' 45101 0.700 1.000 1.000 31571 8713 Input data and results must be checked for agreement with the existing conditions and for plausibility! . PROFIS Anchor( c) 2003-2009 Hiltl AG, FL -9494 Schaan HIM is a registered Trademark of Kid AG, Schaan + www.hiltl.us Profis Anchor 2.5.5 Company: MANNING ENGINEERING Page: 5 Specifier: Thomas W. Manning, PE Project: WESTGATE Address: 2540 Zanella Way, Suite 10, Chico, CA 95928 Sub -Project I Pos. No.: JOB NO. 15-6146 Phone I Fax: 530-893-5937 1530-891-5925 Date: 7/25/2015 E -Mail: 5 Combined tension and shear loads ON ov r Utilization (SNy I%I Status 0.766 0.288 5/3 77 OK acv=13ry+P'V: 6 Warnings • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Part D.3.3.4.3 (b), Part D.3.3.4.3 (c), or Part D.3.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Part D.3.3.5.3 (a), Part D.3.3.5.3 (b); or Part D.3.3.5.3 (c). • Part D.3.3.4.3 (b) / part D.3.3.5.3 (a) requires that the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Part D.3.3.4.3 (c) / part D.3.3.5.3 (b) waives the ductility requirements and requires that the anchors shall be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Part D.3.3.4.3 (d) / part D.3.3.5.3 (c) waives the ductility requirements and requires the design strength of the anchors to equal or exceed the maximum tension / shear obtained. from design load combinations that include E, with E increased by Kitt. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-11, Part D.5.2.9 for information about Anchor Reinforcement. • The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-11, Part D.6.2.9 for information about Anchor Reinforcement. • Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Anchor calculations. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor (c) 2003-2009 Hild AG, FL -9494 Schaan HiIG Is a registered Trademark of HIM AG. Schaan j r 1 j DRAWING INDEX DRAWING RELEASE HISTORY GENERAL NV T ES DRAWING TITLE PAGES TYPE DATE DESCRIPTION MATERIALS ASTM DESIGNATION Cover Sheet. 1 Anchor Rods 51412015 FOR CONSTRUCTION 3PLATE WELDED SECTIONS ASM. AS72,AM1.A101e GRADE55 COLD FORMED LIGHT GAGE SHAPES ASST. AIDI I GRADE TD Notes 2 Permit Drawings 5/5/2015 PERMIT SET- For Building Dept. Approval BRACE RODS AR2. ASID GRADE 50 HOT ROLLED MILL SHAPES A38, A529. ASIA. ASBB. A992 GRADE 36 OR 50 Anchor Rod Plan 3.4 HOT ROLLED ANGLES A57S AST I. ASKS A992 GRADE 50 ® HOLLOW STRUCTURAL SECTION (KSS) A500 GRADE Primary Structural 5.10 GADDING MU A792 GRADE 50 OR GRACE 80 VP BUILDINGS Secondary Structural 11.18 A325& A490 SOLT TIGHTEWNG REQUIREMENTS VARCO PRUDEN Covering 19-26 IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER SOLT TIGHMESS W ACCORDANCE WITH APPLICABLE Special Drawings REGULATIONS SEE Rose SPECIFICATION FOR STRUCTURAL JOINTS USwG A325 OR "90 BOLTS FOR MORE WFORMIATlom ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO OETERMNE a dld5ion of BlueSmpe Bu9d8lgs North America, Inc. Standard Standard Erection Details ME BOLT TIGHTNESS ME SNUG TIGHT OR PRE -TENSION) UNLESS REOURED OTHERWISE BY LOCAL JURISDICTION ' OR CONTACT. Planograph Details ALL M90 BOLTS SHALL BE'PRE-TENSIONED. 4725 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAYBE ' SNUG-nGHT- EXCEPT AS FOLLOWS: ' PRETENSION A325 BOLTS P BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY. PRE -TENSION A325 BOLTS P BUILDING SUPPORTS M1PCH WERY THAT CREATES VIBRATION. I.PACT, OR STRESS REVERSALS ON CONNECTIONS. �Q�pFE O� \ i.l4Q �O A.. 41,9 9C PRETENSION A325 80LT5 P LOCATED IN HIGH SEISMIC MEAS. FOR IBC BASED CODES: HIGH SEISMIC IS DESIGN CATEGORY D. E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS. �O �Z\ This building has been designed for a future expansion along /L(J�U�P 0 PRE -TENSION ANY CONNECTIONWmN DESIGNATION Al C. SUP CRITICAL (SC) CONWECTIONS MUST BE FREE OF P.M. ' Grid 1. The frame hes been designed with a 301-0^ tributary area. ly C54705 G' Z OIL OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES The longitudinal bracing system however has not been designed ME ACCEPTABLE for any additional future loads. Therebefore any future expansion 1y CANADA ALL A325 AND U90 BOLTS SHALL BE'PRE-TENSIONED.EXCEPT FOR SECONDARY MEMBERS AND FWNGE may require additional longitudinal bracing. A B vl r• i i SECONDARY MEMBERS AND FLANGE GRACE CONNECTIONS ME ALWAYS -SNUG TIGHTENED UNLESS INpCAlEO OMERNISE IN CIV L �`P/. �9\Lc ERECTION DRAWING DETAILS. Obi OF • R. Maddox CODES AND LOADS - IamapprovingtillsDrawingSet WHEN MULTIPLE BUILDINGS ME WWLVED. SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES. SULORIG DIMENSIONS. ` 510412015 HEIGHTS. FRAMING SYSTEMS. ROOF SLOPES. ETC- MAY RESULT W DIFFERENT LOAD APPLICATION FACTORS THAN • - • - WIND LOADS ME APPLIED D OVERALL BUILDING ENVELOPE. COMMOED B LJLS 8 BEE CANlNECTE FOR ES MER O T SUBJECT COMMON WALLS BENNEEN CONNECTED SHAPES ME NOT SUBIECT 70 EXTERNAL WIND LOADS. / Bugdeg Code: 2013 CBC , Based m BUldng Coda: 2012 W e lcrwl Buila irg Code AT' i 30 A Se SuldkV FEWOporpanry GvegaryJ (lox Haled: Ag. Shag., Ten p). Ccllalwal Crawy, 1.00 pd (Nat lndudrg blas w) 6:5- ^ ^.• �I LIVE LOADS AMID RAINFALL Read U. lead 21LOD pd (Resuciblel +S NDATIONS _J2 CONCRETE FOUNDATIONS Canprtsive SImrgN(Min)-(a 30M pd Ar . .j SNOW LOAD �� •cA• � Rod �aD0n5v(SIIOId): D.OD pd' '5. Srow ECal(F darl: 1Fuly�d(-90) mmom� SnPYblmalance:OB00Tbwrrd Calegay(FWcd:UNmaIM(120I t 6 r « WIND LOAD The1—A1WM001Pd IsU d - A itsASM Speed: 110.06 (8521) RAIL WSrd FRxsR :C B dt YNrd P—:24.11 ed . i TepogreeNC Feoor. 1.0000 ` ® WMd Endasla s: Partially FJdosed. 6550 Nota All YAndews, Omra WolspM aner IosaRed opWn95 mal be dpdgrad for M sp4dBod ebpe YAM loads EARMDLNRE DESIGN DATA i Lmerel Pam Redstirg SI deals using EHNiYalenl Form Procedure Mapped Spectral Response- Ss50.50%a. S1:2270%g NOTE: Seismic Design Data is Shown for Reference ` Salemfe DedgnCafega.. 0(Ses Ban 71914aing We Ala—) Onty. Per$eGiIOn 7013.7, seiSn',ic loading is nal - SeMRNc Snox Load: 0.00 pd S.Ric INp,mace: I ODD required for Low Hazard Ag Stor. ge Buildings. i Sod Profile Type: SOB sod (D. 4) Design Spectral Respmse-Sds 0.5195 So 1: 02915 Ordinary Sled Mmard Frame Frena Redrllda cy Fact. . FrmNrg RFartm 3.5000. Frain Sesnlc Fads (Ca), 0.1484. Design Base Shear A 0.1484 W Ordnary Steel Calmlolc Braced Fmmea Brum Redrdawy Facalr13000 waA.de T4aWrsF04 om MP•w TAara Au -FGAR -5(3.•:0:5 Bmang RFaam 3.2500. Bram Sdsmc Factor (Cal: 0.1598. Desfgl Bax Shear =0.1598W .. 4E VP ENGINEERS SEAL APPLIES DHLY TO THE WORN PRODUCT OF VP AND ESIGN AND PERFORMANCE REOUFTEMENTS SPECIFIED BY W. THE VP THIS DRAWING. INCLUDING THE W;OR AT WN HEREON, REMAINS PROVIDED SOLELY FOR ERECTING THE BUNTING DESCRIBED THE PROPERTY OF W BUODWGS IT IS W THE APPLICABLE PURCHASE ORDER AND I �' \✓`y COVER SHEET MG ERS SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF W OTHER PRODUCT OR COMPONENT FLO09SHM BY VP EXCEPT TD ANY ESIGN OR PERFORMANCE REDUWEMENTS SPECIFIED BY W. SWILL NOT BE MODIFIED. REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP SUILOINGS. rl7 TA C A TI L,WILJf1IT. /`�-/%�- / M1W IIB Bu1dA brc g rJtS-07uf5aal R °'^' WeyygP NaN�.4odl ` G000 OUAURENO Y THE GENERAL NSHI CONTRACTOR AAIOR ERECTOR IN ACCORDANIS SOLELY CE WORNNAA4AP INERECTINGLE BUILDING W ACCORDANCE WfM iN19DRAWWG. THIS DRAWING. FOR DETAILS REFERENCED W � ACCREDITED AC472 err O r_ CNir�M �BuhDINcs Msrols r "" .• THIS DRAW WG. ALL APPLICABLE STANDARDS BUILDINGSCORRECT ERECTION CURIES AND INDUSTRY STANpM05 PERT4INWG TO F • L95 H PROPER piEGT10N.INCLUDING THE CORRECT USE OF TEMPORARY BRACING - o,a TBD .+evreaa 301A.2c �' I u - o _ o , u - _ l) BL ANCHOR ROD PLAN FOR CONSTRUCTION HYT91M Furor EIf ,Btr - M WedR Cthe-I l :•a T1$ BUILDING IS DESIGNED WTTI BRACING DIAGONALS IN THE DESIGNATED THE VP ENGINEERS SEAL APPLIES ONLY THE OF w� + FOR ERECTING THE W BVYEIngf ANCHOR ROD PLAN . BAYS. COLUA00RASE RFACnoaBASE PLATES AN)AN114ORRODSARE o amPERFORMANCCEDUCT IN THEAAPwrABLEPPiRRCHASASEORDERLELYAND SHALL NOT BEMODIFI ED,REPROODUCED 32MR v—aEeCwo naEcN,TN3BI25 AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED . REOUIREUENTS SPECIFIED BY VP. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP ' WM0JT CONSULTING THE BUILDING SUPPLIERS ENGINEER VP ENGINEERS SEAL DOES NOT APPLY BUILDINGS. A41dv BW®rrg 6+ iSGBBEY+-01 ' TO THE PERFORMANCE OR DESIGN OF ` THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 1p1<^Wm1Bal8 HmN.aa6s c• ANY OTHER PROGUCT OR COLIPONENT GOOD QUALM WORIO,LWSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS ra Out L California VP BUILDINGS SIMS FURNISHED BYVP E%CEPTTO ANY DRAWING. DETAILS REFERENCED IN THIS ORAVANG. ALL APPLICABLE VP BUILDINGS ERECTION a te" Hwa iL(ISKr• ANON PERCORMUICe REDUDTEMENTS SPECIFIED BY VP. OUIOEB, ANO PIpUSTRY STANDaR04 PERTAMWO TO PROPER ERECrCN. INCLUDING THE CORRECT USE OF TEMPORARY BRACING NDS rn •r. TBp . ZOIAjO v`3 salmis 10:53:37 NUE.E WE9paB Xa dHoods•ERaG0 .1815 m neO.n Norm ".nuc Frame Member Schedule 1 8 1/2^ QBolt Connection 6 Plate Schedule - Dimension Key Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight Id Qty Grade Bolt Bolt Plate Rows Rows Washer PartNo CX003 1 8.0000 .2500 .1345 1-0" 1-9" 23'-2 3/4" 563# rj`, v wsro* 4" .• N I Dia. Length Thick., Out In • a:.. pa R5XO03 2 5.0000 .2500 .1345 1-8" 9" 13'-5 11/16"• 2270 - - A 6 A325 3/4" 2 1/2" 1/2" " 1 2 Yes 0097284 ' RBX004 3 5.0000 .1875 .1345 9" 11" 14'-1 11/16" 1720 „j B 6 A325 3/4" 2 1/2" 3/8" 1 2 Yes 0097284 CX004 4 5.0000 .1875 .1345 1'-0" 1'-2" 20'-0 5/16" 2710 C B A325 3/4" 2 1/2" 3/8" 2 2 Yes 0097284 Frame Clearances Horiz. Clearance between members l(CX003) and 4(CX004): 25'-19" Vert. Clearance at member 1(CX003): 21'-2 3/16" Vert. Clearance at member 4(CX004): 20'-0 5/16" Finished Floor Elevation -.100'-0" (Unless Noted Otherwise) 7 2 e 51 –O" BL .. . BL v, cr C:r'`?G, fJ) 4 4-0" 30'-1 1/4" 1.000:12 - - u c n V • I I' _ B I • - I ELBX003 e I 1 RBX004 I I• (2)GFB2063 I . .._ ., .. ,. 1 8 1/2^ - Dimension Key - r I 1 PERMIT SET- For Building DepL Approval t. USE 12 X 112 A]25dd BOLT Ia9BBD) AND NUf (47120) WlOWASHERS. SNUGTIGHTENSOLTS FOR ALL SECONDARY CONNECTIONS, THEW ENGWEERS SEN APPLIES ONLY DESIIGGN� PERRFFORRMANCDUCT E� AND IN TAPE APPLICABLE PURCHASE ORDER NA SHALL NOT BEEMDUWFlED.REPRODUCED VP Bu2dnga 2=PImNaab Gree Me=hI,TNWI2s FRAME CROSS SECTION AT FRAME LJNE(S)2 SECONDARY CLIP CONNECTIONS, AND RANGE BRACE cc NE'CnONS. UNLESS NOTED OTKMVLSE L SLOT REBffCRCELT 47 PLATES NEED NOT BE LOCATED ON THE SAME IGFB2050 OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WAREN APPROVAL OF W BUILDINGS THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPOSWU FOR ACCURATE GOOD ouALnY WORIOUNSHIP W ERECTING TILLS BUaDRNo N ACCORDANCE WTH TH6 wW •e Modem BVldbg lK —. Wmgam I.Mm—d9 rj`, v wsro* 4" .• N I o e I I DRAWING. DUALS REFERENCED IN 1115 DRAWING. ALL APPLxAaM VP BUILDINGS ERECTION GLADES. ANO INDUSTRY STANDARDS PERTNNING To PROPER ERECTION. VP BURDWGS • a:.. pa m•a iii 1 i x o O - x I - NTS '''"' TBD . - - 5/42015. 105242 LVa IWM H-f—de-Ep.-d-• 3.6. 15 r@ „j I GFB2050 i 4. ' ,�• U 7 2 e 51 –O" BL .. . BL v, cr C:r'`?G, fJ) 4 4-0" FRAME CROSS SECTION AT FRAME LINE (S) 1 8 1/2^ - Dimension Key - S v Name =10. SD LVa4 a. F ams 2 PERMIT SET- For Building DepL Approval t. USE 12 X 112 A]25dd BOLT Ia9BBD) AND NUf (47120) WlOWASHERS. SNUGTIGHTENSOLTS FOR ALL SECONDARY CONNECTIONS, THEW ENGWEERS SEN APPLIES ONLY DESIIGGN� PERRFFORRMANCDUCT E� AND IN TAPE APPLICABLE PURCHASE ORDER NA SHALL NOT BEEMDUWFlED.REPRODUCED VP Bu2dnga 2=PImNaab Gree Me=hI,TNWI2s FRAME CROSS SECTION AT FRAME LJNE(S)2 SECONDARY CLIP CONNECTIONS, AND RANGE BRACE cc NE'CnONS. UNLESS NOTED OTKMVLSE L SLOT REBffCRCELT 47 PLATES NEED NOT BE LOCATED ON THE SAME REQUIREMENTS SPECIFIED BY W. THE VP ENGINEERS SEN DOES NOT APPLY TO THE. PERFORMANCE OR DESIGN OF OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WAREN APPROVAL OF W BUILDINGS THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPOSWU FOR ACCURATE GOOD ouALnY WORIOUNSHIP W ERECTING TILLS BUaDRNo N ACCORDANCE WTH TH6 wW •e Modem BVldbg lK —. Wmgam I.Mm—d9 ISgNN15A-01 v wsro* SB2E OF THE WEB AS THE HILLSIDE WASHM - • - ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP E=PT TO ANY OESGNORPERFORMNCE D-- CalilRmia DRAWING. DUALS REFERENCED IN 1115 DRAWING. ALL APPLxAaM VP BUILDINGS ERECTION GLADES. ANO INDUSTRY STANDARDS PERTNNING To PROPER ERECTION. VP BURDWGS .. _ c•LBS u F' W-P..HarWePde 7 REOUNEMENTS SF`ECIRED BY W. INCLUDING THE CORRECT USE OF TEMPORARY BRACING w 201e,2c NTS '''"' TBD . - - 5/42015. 105242 LVa IWM H-f—de-Ep.-d-• 3.6. 15 Da te:4/ 29/ 201.5 15-006854 Calculations Package Time: 04:30 PM Page: I of 62 'VP Buildings 3200 Players Club Circle Memphis, TN 38125-8843 STRUCTURAL DESIGN DATA Project: Westgate Hardwoods Name: Westgate Hardwoods - Expansion - 3.6.15 Builder PO #: TBD Jobsite: 9296 Midway City, State: Durham, California 95938 County: Butte Country: United States TABLE OF CONTENTS Letter of Certification 2 BuildingLoading 7 Expanded Report .............................. ................................................................................................ Reactions - Summary Report w/Controlling Load Comb ......................................................................................................................... 11 Bracing -Summary Report ........................................................... ............................................................................. ....... ...... 21 Secondary -Summary Report .................................. .................................................................................................................................. 32 Framing- Summary Report .... ....................... ............................. : ......... .................. ............................................................................... 42 Covering- Expanded Report........................... ....................................................................................................................................... 61 1-.ECEIVED JUN 1 2015 File: Westgate Hardwoods - Expansion - 3.6.15. Version: 2014.2c' Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Da te:4/ 29/ 207.5 1$-006854 Calcidat mis Package Time: 04:30 PM Page: 15 of 62 Wall: 4, Frame at: 1/0/0 Frame ID:Rigid Frame with Endpost's Frame Type:Rigid Frame, End Posts Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete RPneti-_ IInf.rtn rod I -d Tvno t r-. r'rnce C-6- 1 - JUN . 1 2015 Type Exterior Column Interior Column Load Hrz Right X -Loc 0/0/0 15/0/0 Hrz Out Load Grid -Grid2 1-C I -B I -A Mom cw Base Plate W x L (in.) 9 X 13 8 X 8.5 8 X 13 , Base Plate Thickness (in.) 0.375 0.313 0.375 (-Hz) Anchor Rod Qty/Diam. (in.) 4-0.750 2 - 0.750' 4-0.750 Case Column Base Elev. 100'-0" 100'-0" 100'-0" (Mzz) Load Type Load Description Desc. Hx_......_ V • Hx Hz V Hx V D CG Material Dead Weight Collateral Load for GravityCases Frm Frm 022?h167, 0 O8 0''45 W� - - (in -k 020` 0`22 1 39, _ . V Live- Notional Right rin M-PI0 .• 16] 83 7 99 r' <L Live - Notional Left Frm 1.00 5.40 15/0/0 1-B - - v � m oad; �"i i ig' i ��"" 'Tr_ " =7 54 0.20 1 <W 1 Wind Load, Case I, Left Frm -4.77 -16.23 8r7 -4.96 16 0.19 :1:070;, - W2> Wind Load, Case 2, Right Frm 2.00 3.80 - - 237 0.11 <W2 Wind Load, Case 2, Left Prm €'04 77 4.03 - - - 9x76:. t -7.07 - WPL Wind Load, 11 Ridge, Left Frm �f � 9.4w JIM a - -8.37 -5.54 WPR Wind Load, 11 Ridge, Right Frm. -8.41 -17.44 - go 8`-58'1 -2.55 MW Minimum Wind Load Frtn v MW Minimum Wind Load Frm 3,81 `$t22 6.78 -4_.22 MW Minimum Wind Load Frm - _ _ MW Minimum Wind Load Frm -9.21 5.02 2.325#03 CUCollateral Load for Wind Cases Frm L Roof Live Load Frm 1.00 5.40 -1.01 5.40 Exterior Column 30/0/0 Maximum Combined Reactions Summary with Factored Loads -Framing ' Note: All reactions are based on I st order structural analysis. Annrnnrinte I and Fartnrc mist he nnnlird fir ef-im, of f nnd�tinne t X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ecw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k (k (k) (k) (k) (k (in -k) (in -k 0/0/0 I -C 5 33 a' 17 3.20 22 .• 16] 83 17 7 99 r' 22 - 15/0/0 1-B - - 2.98 4 3.20. 3 0.20 1 - 30/0/0 I -A 5.59 8r7 16 SE58� a 14 �7z25 a 1 - File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. a Date:4/29/2015 ' 15-006854 Calculations Package Time: 04:30 PM Page: 13 of62 Wall: 4 ��r,,.., Frame ID:Portal Frame Frame Type-Puortra Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Rvarfi6nc -[I. r.H.-I 1 nad T... at lz_-. rte„« c -ti- r ^AGE i VED JUN 1 2015 Type Exterior Column Exterior Column X -Loc 0/0/0 24/0/0 Grid I - Grid2 C-2 C-3 Base Plate W x L (in.) 8 X 11 8 X 11 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-01, 100'-0" Load Type Load Description Desc. Hx ..._:_.Vy Hx V . D Material Dead Weight Frm '-Q. - CG Collateral Load for Gravity Cases Frm L> Live - Notional Right Fmn <L Live - Notional Left Frm - W l> Wind Load,ase , ig t rm - - <W 1 Wind Load, Case 1, Left Fmn - W2> Wind Load, Case 2, Right Fmn - - <W2 Wind Load, Case 2, Left Frm - - MW Minimum Wind Load Frm - - MW Minimum Wind Load Fmn - MW Minimum Wind Load Fmn - MW Minimum Wind Load Firn Cu Collateral Load for Wind Cases Frm L Roof Live Load Frm - - WPR Wind Load Ridpj, Right Frm -_ WBI> Wind Brace Reaction, Case 1, Right Brc -0.44 -0.91 a -0.43 0.91 <WBI Wind Brace Reaction, Case 1, Left Brc 043 091 +044 -0.91-__ WB2> Wind Brace Reaction, Case 2, Right Brc <WB2 Wind Brace Reaction, Case 2, Left Brc 0.43 0193 ! 0.44 0 Q2 WPL Wind Load, 11 Ridge, Left Frm - _ - ' WB3> Wind Brace Reaction, Case 3, Right Brc -0.44 -0.91 -0.43 0.91 - <WB3 Wind Brace Reaction, Case 3, Left Brc @FM 0:87 0.42 -0.87 WB4> Wind Brace Reaction, Case 4, Right" Brc -0.44 -0.91 -0.43 0.91 <WB4 Wind Brace Reaction, Case 4, Left Brc 0.41 0.87 0.42 -0.87 MWB Minimum Wind Bracing Reaction Brc -0.40 -0.82 -0.39 0.82 MWB Minimum Wind Bracing Reaction Brc - - - - MWB Minimum Wind Bracing Reaction Brc 0.39 0.82 0.40 -0.82 MWB Minimum Wind Bracing Reaction Brc - - File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. r * D a te:4/ 29/ 2015 15-006854 Calculations Package Time: 04:30 PM IV Page: 14 of 62 Maximum Combined Reaclions Summary with Factored Loads - Framing Note: All reactions are based on I st order structural analysis. Appropriate Load Factors must be applied for d sign of foundations. X -Loc, Grid 14rz left Load Hrz Right Load I-1rz In Load I -Ira Out Load Uplift Load Vrt Down Load Mom cw Load Mom cccv Load Hx V (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case D + CU + WPR + WB2> -0.28 (k -0.29 (k) (k) D + CG + WPR + <WB2 (k) 0.97 _ _(k _ _ -0.13 (k) 29 (in -k) 0.27 (in -k) 0.26 0/0/0C-28 43 X26 0.27 280'•49 -0.23 0.49 45 1 MWB - Wall: 3 43 28 1 -0.49 24/0/0 C-3 c Q O 25 0.26 29 i 0 ,4.5 45 1Q.1 t 25 Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: C ' Note: All reactions are based on I st order structural analysis. 1 ASD Load Combinations - FramingF No. X -Loc Factor 0/0/0 Description 24/0/0 System Derived 1.000 Grid 1 - Grid2 D + CG + WPR + WB2> C-2 System Derived . C-3 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> Ld Description Hx Vy Hx V 29 Cs (application factor not shown) (k) (k) (k) (k) 1.000 25 D+CG+WPR+WB2> -0.28 -0.18 -0.30 1.03 IMWB - Wall: 3 26 D + CU + WPR + WB2> -0.28 -0.35 -0.29 0.86 28 D + CG + WPR + <WB2 0.27 0.97 0.25 -0.13 29 D+CU+WPR+<WB2 0.27 0.80 0.26 -0.29 43 MWB - Wall: 1 -0.24 -0.49 -0.23 0.49 45 1 MWB - Wall: 3 0.23. 1 0.49 1 0.24 1 -0.49 ASD Load Combinations - FramingF No. Origin Factor Application Description 25 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 W B2> D + CG + WPR + WB2> 26 System Derived . 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D+CLI +WPR +WB2>, 28 System Derived 1.000 I.0D+I.0CG+0.6.WPR+0.6<WB2 D+CG+WPR+<WB2 29 System Derived 1.000 0.6D+0.6CLI +0.6WPR +0.6<WB2 D+CLI +WPR +<WB2 43 System Derived 1.000 0.6 MWB MWB -Wall: I 45 System Derived 1 1.000 10.6 MWB IMWB - Wall: 3 q4�= [VPD. ' JUN 1 2015 File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of BlueScope Buildings North America. Inc. ' Date:4/29/2015 15-006854 Calcidafions Package Time: 04:30 PM ' y Page: 17 of 62 Will: 4, Frame at: 25/0/0 Frame ID:Rigid Frame r Frame Type:Rigid Frame VyJUN 1 2015 Ing ANNi'a'a'S Lti°dGNE Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 2 Type Exterior Column Exterior Column X -Loc 0/0/0 30/0/0 Grid I - Grid2 2-C - 2-A Base Plate W x L (in.) 9 X 13 _ 8 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-01, Load Type Load Description Desc. Hx I Vy Hx Hz V D Material Dead Weight Frm ' O iz,I� ] 62: 2fi 0!2 - CG Collateral Load for Gravi Cases Frm SO 6 MRS0:08 M - 0 45:2 t L> Live -Notional Right Fmt` Ole7s7 .-, :4:320,77 - `' V_4132 <L_ Live - Notional Left Frm 0.77 4.32 0.77_ - 4.32 W I > ` � Wind Load, Case I, RigT _ Frm-5.90 13.26 {-5:97 _ '- "=2:84 <W1 Wind Load, Case I, Left Frm 4.69 13.09 0.11 3 W2> Wind Load, Case 2, Right Frm _ • .1.51 2.94 1.90 0.06 <W2 Wind Load, Case 2, Left Frm a3h73 3.11 a7 -5.82 MW Minimum Wind Load Frm MW Minimum Wind Load Frm 3.14 3.57 5.59 -3.57 MW Minimum Wind Load Frm - - MW Minimum Wind Load Frm " '-7gk3"1 v fi+�.�c 4.01 1.90 4.01 Cu Collateral Load for Wind Cases Frm - - - - _ L Roof Live Load Frm 0.77 4'1-3249 -0.77 WPR Wind Load y RidCasee, RiL Frm ' -6.56 ' ��'`-� 9IM-1, 7 24 -2.0 WB I> Wind Brace Reaction, 1, Right n <WB I Wind Brace Reaction, Case 1, Left Brc -0.05 -0.08 0.05 - 4.65 WB2> Wind Brace Reaction, Case 2, Right Brc 0.11 0.12 -0.11 -5.10 -4.92 <WB2 Wind BraceAeaction, Case 2, Left Brc -0.05 -0.09 0.05 - 4.80 WPL Wind Load, 11 Ridge, Left Frm ' -7.37 -17.27' -6.90 - -4.55 - WB3> Wind Brace Reaction, Case 3, Right Brc 0.11 0.12 -0.11 -5.11 -4.90 <WB3 Wind Brace Reaction, Case 3, Left Brc -0.05 -0.09 0.05 - 4.87 - WB4> Wind Brace Reaction, Case 4, Right Brc 0.11 0.12 -0.11 -5.13 -4.91 - <WB4 Wind Brace Reaction, Case 4, Left Brc -0.05 -0.09 0.05 - 4.88 - MWB Minimum Wind Bracing Reaction Brc 0.10 0.10 -0.10 -4.68 -4.29 MWB Minimum Wind Bracing Reaction Brc - - - - , _ MWB Minimum Wind Bracing Reaction Brc -0.05 -0.08 0.05 4.27 MWB Minimum Wind Bracing Reaction Brc _ File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. ' Da te:4/ 29 / 201.5 .15=006854 Calculations Package Time: 04:30 PM 1 Page: 18 of 62 Maximum Combined Reactions Summary with Factored Loads - Framing ' Note: All reactions are based on Ist order structural analysis. Appropriate Load Factors must be applied for d sign of foundations. X -Loc Grid Hrz leli Load I-Irz Right Load Iia In Load Flrz Out Load Uplifl Load Vri Down Load Mom cw Load Mom cc%v Load Hx Vy (-Hx) Case (lix) Case (-Hz) Case (1iz) Case (-Vy) Case Ivy) Case (-Mv) Case 1 (Mzz) Case -1.14 - (k) - D+CU+ WPL+ WB4> (k) D + CU + <W2 (k) 2.84 (k) - I __(k) (k) D + CG + L + <W2 (in -k) 6.71 (in -k) - 0/0/0 2-C + 439 .� 's 10 2.54 18 -4.70 -3.06 . s -2.37 �9F44 416gTlr -2.11 18 -4.10 - 6.29 - 30/0/0 2-A 4.70 25 4:6 14 3.08 37 38 D+ CU + WPL + W B4> 4 85. : 38 -4.33 30 -4.85 - - 41 D+CLI +WPL+<WB4 Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Note: All reactions are based on I st order structural analysis. ' ASD Load Combinations - Framing No. X -Loc Factor 0/0/0 Description 30/0/0 System 1.000 0.6 MW Grid 1 - Grid2 14 2-C . 1.000 2-A D+CU+<W2 18 Ld Description Hx Vy Hx Hz V 1.0 D + 1.0 CG + 0.6 WPR + 0.6 W B2> Cs (application factor not shown) (k) (k) (k) (k) (k System Derived 10 MW - Wall: 4 4.39 -2.41 -1.14 - 2.41 D+CU+ WPL+ WB4> 14 D + CU + <W2 2.36 2.84 4.66 - -2.67 18 D + CG + L + <W2 2.54 6.71 2.73 - 2.45 s 25 D+ CG + WPR+ WB2> -3.58 -6.27 -4.70 -3.06 . s -2.37 30 D+CG+L+WPR+<WB2 -2.11 -1.03 -4.10 - 6.29 - 37 D+ CG + WPL + W B4> 4.07 -8.22 -4.50 -3.08 -3.85 38 D+ CU + WPL + W B4> 4.23 -9.32 -4.33 -3.08 -4.85 - - 41 D+CLI +WPL+<WB4 4.33 -9.44 1 -4.23 - 1.02 ' ASD Load Combinations - Framing No. Ori in Factor A licalion Description 10 System 1.000 0.6 MW MW - Wall: 4 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 ` D+CU+<W2 18 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 25 . System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 W B2> D + CG + WPR + W B2> 30 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45<WB2 D + CG + L + WPR + <WB2 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + W B4> 38 System Derived 1.000 0.6 D+0.6 CU+0.6 WPL+0.6 WB4> , . D+CU+ WPL+ WB4> 41 System Derived 1.000 0.6D+0.6CU+0.6WPL+0.6<WB4 D+CLI +WPL+<WB4 Bracing X -Loc Grid Description , - 0/0/0 30/0/0 2-C , 2-A Portal Frame is next to column. See portal frame section for reactions � _ - - . - ,��..,_„•„-..,x., �D.ta onal bracm at base is attached to column. ReactionseARE3included:wiihaframerreachons. X -Loc Grid Description , - 0/0/0 30/0/0 2-C , 2-A Portal Frame is next to column. See portal frame section for reactions � _ - - . - ,��..,_„•„-..,x., �D.ta onal bracm at base is attached to column. ReactionseARE3included:wiihaframerreachons. i:-, .if I silk JUN 1 2015 File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014 2c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. • " Date:4/29/201.5 15-006854 Calculations Package Time: 04:30 PM Page: 19 of 62 Wall: 4, Frame at: 49/0/0 Frame ID:Post & Beam Frame Type:Post & Beata ' _ JUN' 1 2015 FU FU L ac EEPH Values shown are resisting forces of the foundation. ' Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 3 Type Exterior Column Interior Column Exterior Column X -Loc 0/0/0 15/0/0 30/0/0 Grid I - Grid2 3-C 3-B 3-A Base Plate W x L (in.) 8 X 11 8 X 8.5 8 X 8.5 Base Plate Thickness (in.) 0.375 0.313 0.313. ` Anchor Rod Qty/Diam. (in.) 4-0.750 2-0.750 2-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Load Descri tion Desc. Hx Vy Hx Hz V Hx Hz V D Material Dead Weight Frrn t IN 0 5,7�' • - '0�83� - 9�0.'40" ' CG Collateral Load for Gravity Cases Frm 08 `• 0 22GG - -u!08 LU ..,. , a . .• . Live - Notional Right -F, Fmi 1.69 - _ e '�5 "M� - 1.68 <L Live - Notional Left Frm 1.69 4.45 - . 1.68 ASL^ Alternate Span Live Load, Shifted Right Frm -0.22 2.23 - z I"89N' ^ASL Alternate S an Live Load Shifted Left Fnn �7g40h 2.21 0.21 W 1> Wind Load, Case 1, Right Frm - 1725 03i{ 5 35 -2.86 - - -2.22 <W 1 Wind Load, Case I, Left' Frm 756 a:L- -0.19 ¢28 W2> Wind Load, Case 2, Right Frm 0.17 - 0.61Of643 0.28 <W2' Wind Load, Case 2, Left Frm -0.92 - - -1.59 30 0.32 MW Minimum Wind Load Frm -0.22 - - 0.02 2.11 0.20 MW Minimum Wind Load Fan 235 -0.02 - - 0.02 - - - Cu Collateral Load for Wind Cases Frm - - L Roof Live Load Frm - ; _ `ll? lrfi94455 1.69 WPR Wind Load, II Ridge, Right Frm - =5.36 `:.h .; 3:33 ��,- ::.26 X226. - WBI> Wind grace eaction,ase , i1Ug_h Brc2.94 -4.43 - 8.99 <WB I Wind Brace Reaction, Case 1, Left Brc - 0.20 - -0.29 -0.04 5.10 -4.27 WB2> Wind Brace Reaction, Case 2, Right Brc 1.10 -0.65 -1.24 - - 4.94 <WB2 Wind Brace Reaction, Case 2, Left Brc 5.58 -3.39 -5.60 -0.04 5.10 -4.68 WPL Wind Load, 11 Ridge, Left Fan - -2.52 - -7.58 -3.22 - -3.08 WB3> Wind Brace Reaction, Case 3, Right Brc 0.02 2.94 -4.46 - - 9.22 <WB3 Wind Brace Reaction, Case 3, Left Brc 0.20 -0.30 -0.04 5.11 4.48 WB4> Wind Brace Reaction, Case 4, Right Brc 1.10 -0.65 -1.24 - - 4.93 <WB4 Wind Brace Reaction, Case 4, Left Brc 5.60 -3.39 -5.63 -0.04 5.13 -4.76 MWB Minimum Wind Bracing Reaction,' Brc -0.12 - - 4.31 MWB Minimum Wind Bracing Reaction Brc 3.97 -2.42 -3.99 - - 0.02 MWB Minimum Wind Bracing Reaction Brc - - -0.03 4.68 -4.19 MWB Minimum Wind Bracing Reaction Brc 2.42 -3.54 3.53 File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden -Buildings is a division of BlueScope Buildings North America; Inc. Date:4/ 29/201.5 15-006854 Calculations Package Time: 04:30 PM Page: 20 of 62 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on I st order structural analysis. Annrnnrinte I and Fnrinrs muct he nnnhed fnr decinn nl'rnimrinlinne X -Loc . Grid I-Irz left Load 1-Irz Right Load I-Irz In Load HrzOut Load Uplift Load Vrt Down Load Mom cw Load Mom ccNv Load Ld Description (-I-lx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz). Case (Mzz) Case System Derived D+CG+t> ._(k).. - (k) 5.50 (k) - (k) 5 (k) - -0.38 .-(k),,- 3.02 (in -k) rH (in -k) -0.85 - 0/0/0 3-C (141 12 -2.80. -3.48 43 - -1.20 - 8 1,34 143 6r; 32 0.10 - 0.30 - 15/0/0 3-B 2 02 ` 30 175 21 2.80 6 3� O8 5 7.43 •• 43 - -2.80 -4.03 - -1.45 30/0/0 3-A 1.96 42�Q8 0.01 8�3 -1.93 4.53 42 4f46 43�4+778 1.31 23 -0.01 - 4.78 Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 3 Note- All rencIinns are haled nn I st nrder strurlural nnnlvsis ARIL i.nnd Cnmhinnli-- Frnmino No. X -Loc 0/0/0 Application 15/0/0 1 System 30/0/0 1.0 D + 1.0 CG + 1.0 L> D + CG + L> Grid I - Grid2 3-C 1.000 3-13 D + CG + W I> 6 3-A 1.000 Ld Description Hx Vy Hx Hz Vy D + CG + <W2 Hz V Cs (application factor not shown) (k) (k) (k) (k) (k 0.6 D + 0.6 CU + 0.6 <WI (k (kI System Derived D+CG+t> - 2.35 - 23 5.50 1.000 - 2.17 - 5 D + CG + W 1> - -0.38 - 3.02 -2.15 rH 1.000 -0.85 - 6 D+CG+<WI - -1.03 - -2.80. -3.48 43 - -1.20 - 8 D +.CG + <W2 - 0.11 - - 0.10 - 0.30 - 12 MW - Wall: 4 -1.41 -0.01 0.01 - _ 14 D+ CU + <W I - -1.34 - -2.80 -4.03 -0.12 -1.45 21 D+CG+WPR+WBI> -0.34 1.75 0.01 -4.82 -1.93 4.53 23 D+CG+L+WPR +WBI> - 1.17 1.31 0.01 -0.01 -1.45 4.78 30 D+CG+WPR+<WB2 - 2.99 -2.02 -0.02 -5.52 -1.96 3.06 -3.67 32 D+ CG + L+ WPR + <W132 3.67 -1.51 -0.01 -0.54 =1.47 2.30 -1.37 42 D + CG + WPL + <W134 2.50 -2.02 -0.02 -6.87 -1.96 3.08 -4.22 - 43 D+CU+WPL+<WB4 2.19 -2.02 -0.02 -7.43 -1.96 3.08 -4.46 - ARIL i.nnd Cnmhinnli-- Frnmino No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 5 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W I> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W 1 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 12 System 1.000 0.6 MW MW - Wall: 4 14 System 1.000 0.6 D + 0.6 CU + 0.6 <WI D + CU + <W 1 21 System Derived 1.000 I.OD+I.00G+0.6WPR+0.6WB1> D+CG+WPR+WBI> 23 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 WPR +0.45 WB I> D+CG+L+ WPR+ WBI> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 . • D + CG + WPR + <W B2 32 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W B2 D + CG + L + WPR + <W B2 42 System Derived 1.000 1.0 D+ 1.0 CG+0.6 WPL+0.6<W134 D + CG + WPL + <WB4 43 1 'System Derived 1 1.000 10.6D+0.6CU+0.6WPL+0.6<WB4 D+CU+WPL+<WB4 Bracin X -Loc Grid Description 0/0/0 3-C Portal Frame is next to column. See portal frame section for reactions 15/0/0 3-B Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 30/0/0 3-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. JUN 1 215 �6�'+lEtiJdodL•i+ �oda,2�i+G�'.:.d 3�® File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. ' ��r y pis �• . � � ,. _ ,yai • � ' j • i' Date:4/29/2015 15-006854.CakuMdons Package Time: 04:30 PM Page: 1 of 62 - • t . .;� � to ;'.' ,�� �,. -. � , =_ •, rVP Buildings F 3200 Players Club.Circle ' a a . • a ,. Memphis, TN 38125-8843 '� : • «'. = r STRUCTURAL DESIGN. DATA � Y r a a . • r'� ., � : � . •.� +Tar � • '" +� ' -,.BUTTE' COUNTY t Project: Westgate Hardwoods ' y AUG 0 3.2015 Name:�Westgate Hardwoods - ,Ekpansion -'3.6.15,°; Builder PO #: TBD DEVELOPMENT k - 'Jobsite: 9296 Midway SERVICES .. , .. r f City, State Durham, California 95938 COUnty Butte 'PERMIT # ' SERVICES Country: United States a�rrs�� VIENED FOR CODEC®MPLIANCE DATE I I g I L�=BY— F ; TABLE OF CONTENTS , Letter of Certification::;' ..................... ........:� ......... '..........:.......... ......... ..:.. ..... .... ....... .. ....� .: .........2 Building Loading - Expanded Report.....' ........:.....................................................................................3 • r•t Reactions - Summary Report mi/Controlling Load Comb t ............. ... ............. ......... .. ..... :.. .11 Bracing - Summary Report :............. .. . .. `...:...: ..... ... ......... ....... ...... .......... ....... ... ..21 Secondary Summary Report...: .................................... ... .... .......... .... ......... ...........................32 Framing - Summary Report ............:...:.:.....:..:.... '....... ,.:.:..... 42 . - Covering-Expanded Report .............................: .............................. .... .... .. ......... ........................................ 61 File: Westgate Hardwoods _ Expansion - 3.6.15 ri, i. z `.Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope.Buildings North America, Inc. F1 - I5-006854 Calculations Package ,.Date:4/29/2015 Time: 04:30 PM Page: 2 of 62 . Letter of Certification Contact: Jeff Hayes Project: Westgate Hardwoods Name: Modem Building Inc. Builder PO #: TBD Address: PO Box 772 Jobsite: 9296 Midway City, State: Chico, California 95927 City, State: Durham, California 95938 Country: United States County, Country: Butte, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below All loading and building design criteria sho below have been specified by contract and applied in accordance with the building code. Overall Building Description � / Shape Overall Width Overall Len Floor Area (s . ft. Wall_ Area (s . ft. Roof Area (s . ft. Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak •Hei t 30 x 50 ". 30/0/0 50/0/0 1 . 1500 1 3640 1 1505 1 24/0/0 1 21/6/0 1 1.000:12 Loads and Codes - Shape: 30 x 50 City: Durham County: Butte_ State: California Country: United States Building Code: 2013 CBC Built Up: 10AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2012 International Building Code . Cold Form: , l0AIS1- ASD 3000.00 psi Concrete Building Risk/Occupancy Category: I (Low Hazard: Ag, Storage, Temp) Dead and Collateral Loads Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.11 psf , Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Wind Speed: 110.00 (85.21) mph The'Low Rise' Method is Used Wind Exposure (Factor): C (0.916) - Parts Wind Exposure Factor: 0.916 Wind Enclosure: Partially Enclosed' t Topographic Factor: 1.0000 ' NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts / Portions Zone Strip Width_: 3/0/0 Basic Wind Pressure: 24.11 psf - Snow Load Ground Snow Load: 0.00 psf Flat Roof Snow: 0.00 psf Design Snow (Sloped): 0.00 psf Rain Surcharge: 0.00 Exposure Category (Factor): 1 Fully Exposed (0.90) Snow Importance: 0.800 ' Thermal Category (Factor): Unheated (1.20) Ground / Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery NOTE: Seismic Design Data is shown for Reference Only. Per Section 1613.1; seismic loading is not required for Low Hazard Ag Storage Buildings. Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Mapped Spectral Response - Ss:58.50 %g Mapped Spectral Response - S1:22.70 %g Seismic Design Category: D „ Seismic Importance: 1.000 Framing Fundamental Period: 0.3410 Bracing Fundamental Period: 0.2083 Framing R -Factor: 3.5000 Bracing R -Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1. 3000 Frame Seismic Factor (Cs): 01484 x W Brace Seismic Factor (Cs): 0.1598 x W Design Spectral Response - Sd 1: 0.2945 Design Spectral Response - Sds: 0.5195 Building design loads and governing building code is provided by the Builder and is not validated by Varco Pruden Buildings, a.division of BlueScope Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. 1 The design of this building is in accordance with Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc., nor does it apply to unauthorized modifications to building components. -Furthermore, it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Varco Pruden Buildings, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. RICHARD MADDOX Date: 4/29/2015 Engineer's Seal: Engineer in responsible charge r �.: - 'File: Westgate Hardwoods - Expansion - 3.6.151 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Q�OFESS/O1 p IDA. p. q, ���O FZ V vJ o= C64705 X z 0 w CIV F OF Cpl.\FO . - , -f ; \ � . - ':. • 1 . - Date 4/29/2015 ` ' - 15-006854 Calculations Package Time: 04:30 PM Page: 3 of 62 Buffding LoadingT.Expanded Report Shape: 30 x 50 ' .. Loads and Codes- Shape: 30 x.5 w City:. Durham 5 . County:, 'Butte State: California' �Country: United States Building Code:.2013 CBC ,. Built Up: IOAISC - ASD °Rainfall: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Form: ,. IOAISI - ASD 3000.00 psi Concrete Building Risk/Occupancy Category: I (Low Hazard: Ag, Storage, Temp) \.0 Dead and Collateral Loads Collateral Gravity: 1.00 psf, 7 Frame Weight (assumed for seismic).2.50 psf Collateral Uplift: 0.00 psf ' • Side Type Mag Umts Shape',. Applied to Description ' A D % ^ 2.114: 'psf ' Entire Frm ." Covering Weight.= 26 Panel Rib +' Secondary Weight. 1.20: Roof: A. ; A- ". D i 0:910 psf - Entire , Pur : r. Covering Weight - 26 Panel Rib : Roof: A . Roof Live Load 'r \ ,. ^ `, +xv ' - Roof Live Load: 20.00 psf Reducible Wind Load Wind Speed. 110.00 (85.21) mph �. - r Gust Factor::1 0000 Wind Enclosure: Partially Enclosed ♦Least Horiz. Dimension: 30/0/0. Height Used: 21/6/0 (Type: Eave)' ` + Base Elevation: 0/0/0 : ' , . �x ' ' NOT Windbome Debris Region Primary Zone Strip Width: 6/0/0 n ' r. „ Parts / Portions Zone Strip Width: 3/0/0 Velocity Pressure'_ (qz) psf t ` qi= 0.00256' (1.00)' (110.00)^2 ' (1.00): .30.98 Topographic Factor: 1.0000 _ ' The'Low Rise' Method is Used F: ' Directionality Factor: 0.8500.: Wind Exposure (Factor)`. C (0.916) / t Basic Wind Pressure: 24.11 psf Snow Load Ground Snow Load: 0.00 psf `' ✓" Rain Surcharge: 0.00 Flat Roof Snow: 0.00 psf. -; '" Snow Exposure Category (Factor): 1 Fully Exposed (0.90),' ; Design Snow (Sloped): 0.00 psf Thermal Category (Factor): Unheated (1.20)' • - Snow Accumulation Factor: 1:000 `� Unobstructed, Slippery ' •" Snow Importance: 0.800 Slope Reduction: 1.00 Ground / Roof Conversion: 0.70 y , Slope Used: 4.764 ( 1.000:12) y Seismic Load t .. Mapped Spectral Response Ss:58.50 %g. `• % Snow Used in Seismic: 0.00 Mapped Spectral Response - S1:22,70 %g } j \ Seismic Snow Load: 0.00 psf " Sei$mic Design Category: D ' 1 • Frame Redundancy Factor: 1.3000 Seismic Importance: 1.000' Brace Redundancy F2CtOr:1.300t) Frame Seismic Factor (Cs): 0. 1484X 2 ' Soil Profile Type: Stiff soil (D, 4) t Brace Seismic Factor (Cs): 0.1598X W Diaphragm Condition: Flexible' ' Framing R-Factor: 3.5000 ' ' ' ° Framing Fundamental Period: 0.3410 + •' Bracing R-Factor: 3.2500 `* Bracing Fundamental Period: 0.2083 = ' Fundamental Period Height; Used: 22/9/0 Design Spectral Response - Sds: 0.5195 ; Design Spectral Response - Sd1: 0.2945. ` ` r Side Type Mag ", Units "' : 'Shape Applied to ' r ` , Description j ., k E 0.268 psf Entire Frm- ' Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.90: Wall: 1 1 E 0.289 psf Entire Brc ; ' , Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.90: Wall: 1;. ' 2 E .'' 0.260 psf Entire • Frm - s Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.84 : Wall- 2 2 E 0.280 psf Entire Brc - Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.84: Wall: 2 3,,-, E 0.268, psf 'Entire Fnn -Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 0.90 :.Wall: 3 - 3 E Entire Brc + Seismic: Covering Weight = 26 Panel Rib + Secondary Weight 0.90 :.Wall: 3 , ..0.289 „psf A E 0.833 psf Entire Firm ... Seismic: Covering Weight - 26 Panel Rib + Secondary Weight 1.20 + (Includes 1.000 Collateral 2.500 Frame Weight) : Roof: A A E 0.897' . psf Entire. Brc _' ' Seismic: Covering Weight - 26 Panel Rib +Secondary Weight 1.20 + (Includes 1.000 - ; Collateral 2.500 Frame Weight) : Roof: A , 7 File: Westgate Hardwoods - Expansion -. 3.6.15' w,'; •,.Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/29/2015 15-006854 Calculations Package Time: 04:30 PM Page: 4 of 62 Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Will Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels - Desian Load Combinations - Framing No. Ori ' Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 5 System . 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W l> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W l 7 System 1.000 I.Q. D + 1.0 CG + 0.6 W2> + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall:3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> + CU + W 1> ' 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 + CU + <W 1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 17 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + CG + L + W l> 18 System 1:000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W 1 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> + CG + WPR + WB 1> 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I> + CU + WPR + WB 1> 23 System Derived 1.000 1.0 D.+ 1.0 CG + 0.75 L + 0.45 WPR+ 0.45 WB 1> + CG + L + WPR + WB 1> 24 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG + WPR + <WB I 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR +.<WB1 26 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 D + CG + L + WPR + <WB I 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 28 System Derived 1.000 0.6 D.+ 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 29 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> + CG + L + WPR + WB2> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 31 System Derived 1.000, 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 32 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 + CG + L + WPR + <WB2 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL+ WB3> 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> + CU + WPL + WB3> 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 36 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 37 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL +. <WB3 38 System Derived 1.000 1.6 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 39 System Derived 1.006 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> + CG + WPL + WB4> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4>, + CU + WPL + WB4> 41 System Derived 1.000 1.6 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL,+ <WB4 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W134 D + CU + WPL + <WB4 44 System Derived 1.000 1.0 D + 1.0 CG + 6.75 L + 0.45 WPL + 0.45 <WB4 + CG + L + WPL + <WB4 45 System Derived 1.000 0.6 MWB MWB - Wall: 1 46 System Derived 1.000 0.6 MWB B - Wall: 2 47 System Derived 1.000 0.6 MWB B - Wall: 3 EBI 48 System Derived 1.000 0.6 MWB - Wall: 4 Desi n Load Combinations - Bracing No. Origin Factor Application Description I System 1.000 1.0D+0.6W1> D+WI> 2 System 1.000 1.0 D + 0.6 <W l D + <W l 3 System 1.000 1.0 D + 0.6 W2> D + W2> 4 System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 1.0 D + 0.6 W3> D + W3> File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/ 29/ 2015 15-006854 Calculations Package Time: 04:30 PM Page: 5 of 62 6 System 1.000 1.0 D + 0.6 <W3 D + <W3 7 System 1.000 1.0 D + 0.6 W4> D + W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 0.6 MW. MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + CG + W 1> 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> + CG + W3> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 20 System Derived 1.600 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 21 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + CU + W 1> 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <Wl D + CU + <W1 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> + CU + W3> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 + CU + <W3 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> + CU + W4> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 + CU + <W4 Design Load Combinations - Purlin No. Ori 'n Factor 'Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System Derived 1.000 1.0D+1.0CG+0.6W1>+0.6W131> D +CG+WI>+WB1> 3 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 W131> D + CG + <W2 + WB 1> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D +CU+W]>+WBI> 5 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 W131> D + CU + <W2 + WB 1> 6 System Derived 1.000 1.0D+1.0CG+0.75L+0.45W1>+0.45WB1> D +CG+L+W]>+WB1> 7 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB 1> + CG + L + <W2 + WB 1> 8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W ]> + 0.6 <WB I D + CG + W 1> + <W131 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB I + CG + <W2 + <WB 1 10 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<W13I D+CU+WI>+<WB1 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB 1 D +.CU + <W2 + <WB 1 12 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB 1 D + CG + L + W ]> + <WB 1 13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB 1 D + CG + L + <W2 + <WB 1 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB2> + CG + W l> + WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> • D + CG + <W2 + WB2> 16 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB2> +CU+W]>+WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> D + CU + <W2 + WB2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W l> + 0.45 WB2> D + CG + L + W 1> + WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W l> + 0.6 <W132 D + CG + W 1> + <W132 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <W132 D + CG + <W2 + <W132 22 System Derived 1.000 0.6 D+0.6 CU+0.6 W]>+0.6 <WB2 +CU+ W]>+<WB2 23 System Derived 1.000 0.6 D.+ 0.6 CU + 0.6 <W2 + 0.6 <W132 D + CU + <W2 + <WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W l> + 0.45 <WB2 + CG + L + W ]> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <W132 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W l> + 0.6 WB3> + CG + W 1> + WB3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 28 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB3> +CU+WI>+WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 W133> D + CU + <W2 + WB3> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W l> + 0.45 WB3> D + CG + L + W l> + WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> + CG + L + <W2 + WB3> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W l> + 0.6 <W133 + CG + W l> + <WB3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <W133 D + CG + <W2 + <W133 34 System Derived 7.000 0.6 D + 0.6 CU + 0.6 W l> + 0.6 <WB3 + CU + W 1> + <WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <W133 D + CU + <W2 + <W133 36 System Derived 1.000 1.0 D + 1..0 CG + 0.75 L + 0.45 W 1> + 0.45 <W133 D + CG + L + W 1> + <WB3- 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 D + CG + L + <W2 + <WB3 38 System Derived 1.000 1.0D+1.0CG+0.6W1>+0.6�WB4> D+CG+WI>+WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 WB4> D + CU + W l> + WB4> File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. M Date:4/ 29/ 2015 15-006854 Calculations Package Time: 04:30 PM Page: 6 of 62 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> D + CU + <W2 + W134> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB4> + CG + L + W 1> + WB4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> + CG + L + <W2 + WB4> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <W134 D + CG + W 1> + <WB4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <W134 D + CG + <W2 + <W134 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D + CU + W1> + <W134 47 System Derived 1.000 0.6 D-+ 0.6 CU + 0.6 <W2 + 0.6 <W134 D + CU + <W2 + <WB4 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB4 D + CG + L + W 1> + <WB4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 + CG + L + <W2 + <WB4 Design Load Combinations - Girt Desi n Load Combinations - Roof - Panel No. No. Origin Factor I Application escrition1 I Description 1.000 I 2 System System 1.000 1.000 0.6 W 1> 0.6 <W2 1> f<W2 Desi n Load Combinations - Roof - Panel No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 L + L 2 System 1.000 1.0 D + 0.6 <W2 D + <W2 3 System 1.000 0.6 D + 0.6 W 1> + W 1> Desi n Load Combinations - Wall - Panel No. Origin Factor Application Description 1 2 System System 1 1.000 1.000 0.6 Wl> 0.6 <W2 Pl> J<W2 Deflection Load Combinations - Framing No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L. 2 System 1.000 60 180 0.42 Wl> Wl> 3 System 1.000 60 180 0.42 <W l <Wl 4. System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL VVTL 7 System 1.000 60 180 0.42 WPR WPR 8 System Derived 1.000 0 180 0.42 W131> WB1> 9 System Derived 1.000 0 180 0.42 <WB 1 <W13 1 10 System Derived 1.000 0 180 0.42 WB2> W132> 11 System Derived 1.000 0 180 0.42 <W132 <W132 12 System Derived 1.000 0 180 0.42 WB3> W133> 13 System Derived 1.000 0 180 0.42 <WB3 <W133 14 System Derived 1.000 0 180 0.42 WB4> W134> 15 System Derived 1.000 0 180 0.42 <WB4 <VVF134 16 System Derived 1.000 60 0 0.42 WB I> WBl> 17 System Derived 1.000 60 0 0.42 <WB 1 WB 1 18 System Derived 1.000 60 0 0.42 WB2> W132> 19 System Derived 1.000 60 0 0.42 <WB2 <W132 20 System Derived 1.000 60 0 0.42 W13 > W133> 21 System Derived 1.000 60 0 0.42 <WB3 <WB3 22 System Derived 1.000 60 0 0.42 W134> W134> 23 1 System Derived 1 1.000 1 60 1 0 10.42 <W134 <WB4 Deflection Load Combinations - Purlin No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L L 2 System 1.000 180 0.42 W1> 1> 3 System 1.000 180 0.42 <W2 W2 Deflection Load Combinations - Girt No. Origin Factor I Deflection IApplication Description 1 2 System System 1.000 1.000 90 1 90 0.42 Wl> 0.42 <W2 Pl> J<W2 Deflection Load Combinations - Roof - Panel No. I Origin I Factor I Def H I Def V Application Description File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/ 29/ 2015 ' .15-006854 Calculations Package Time: 04:30 PM Page:, 7 of 62 1 System 1 1.000 1 60 1 60 10.42 <W2 I<W2 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASW Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left • S Snow Load USI* Unbalanced Snow Load 1, Shifted Right *USI Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2,, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, 1 Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow- Notional Right <S . Snow - Notional Left SMS . Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right <SMS Specified Min. Roof Snow - Notional Left PSI Partial Load, Half Span 1 PS2 Partial Load, Half Span 2 W Wind Load Wl> Wind Load, Case 1, Right <W1 Wind Load, -Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 . Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right -. <W5 Wind Load, -Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI _ Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPB 1 Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPC I Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPD1 Wind Parallel -. Ref D, Case l WPD2 Wind Parallel - Ref D, Case 2 WB 1> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case 1, Left WW> Wind Brace Reaction, Case 2, Right . <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case. 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction; Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left ` MW Minimum Wind Load. MWB Minimum Wind Bracing Reaction E Seismic Load. E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG, Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB . Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right '*FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*>. Auxiliary Live Load, Right, Right *ALS Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* .. Aux Live, Right *AL Aux Live, Left AL*>(1) Auxiliary Live Load, Right, Right, Aisle I *Al.>(!) Auxiliary Live Load, Right, Left, Aisle 1 <AL*(1) Auxiliary Live Load, Left, Right, Aisle 1 <*AL(1) Auxiliary Live Load, Left, Left; Aisle 1 AL*(I) Aux Live, Right, Aisle 1 *AL(1) Aux Live, Left, Aisle 1 AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) -'Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary. Live Load, Left, Right, Aisle 3' <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load; Right; Right, Aisle 4 *AL>(4) Auxiliary Live Load; Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4. *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(1) Aux Live Bracing Reaction, Right, Aisle 1 <ALB(1) Aux Live Bracing. Reaction, Left, Aisle I WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle l <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 File: Westgate Hardwoods - Expansion -3.6.15: Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/29/2015 15-006854 Calculations Package Time: 04:30 PM Page: 8 of 62 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle -4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction; Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) .Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind; Aux Live Bracing Reaction; Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load U 1 User Defined Load - 1 U2 User Defined Load ; 2 03 User Defined Load - 3 U4 User Defined Load - 4: - U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load- 7 U8 User Defined Load = 8 U9 User Defined Load- 9 UB User Brace Reaction UB1 User Brace Reaction - 1 UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 U139 User Brace Reaction - 9 R Rain Load T Temperature Load V _ Shear File: Westgate Hardwoods - Expansion.- 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date:4/29/ 2015 15-006854 Calculations Package Time: 04:30 PM Page: ' 11 of 62 Reactions -SummaryReport w/Controlling Load Comb Shape: 30 x.50 Builder Contact: Jeff Hayes Project: Westgate Hardwoods Name: Modern Building Inc. Builder PO #: TBD Address: PO Box 772 Jobsite: 9296 Midway . City, State Zip: Chico, California 95927 City,.State Zip: Durham, Cal ifomia 95938 Country: Uni[ed States County, Country: Butte, United States Loads and Codes - Shape: 30 x 50 City: Durham County:. Butte State: California Country: United States Building Code: 2013 CBC Built Up: 10AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2012 International Building Code - Cold Form`. 10AIS1 - ASD 3000.00 psi Concrete Building Risk/Occupancy Category: I (Low Hazard: Ag; Storage, Temp) Dead and Collateral Loads Roof Live Load Collateral Gravity: 1.00 psf. Roof Covering + Second: Dead Load: 2.11 psf Roof Live Load:. 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed: 110.00 (85.21) mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:58.50%g The'Low Rise' Method is Used Flat Roof Snow: 0.00 psf Mapped Spectral Response - S1:22.70 %g Wind Exposure (Factor): C (0.916) Design Snow (Sloped): 0.00 psf Seismic Design Category: D Parts Wind Exposure Factor: 0.916 Rain Surcharge: 0.00 Seismic Importance: 1.000 Wind Enclosure: Partially Enclosed Exposure Category (Factor):, I Fully Exposed (0.9.0) Framing Fundamental Period: 0.3410. Topographic Factor:' 1.0000 Snow Importance: 0.800 Bracing Fundamental Period: 0.2083 Thermal Category (Factor): Unheated (1.20) •Framing R -Factor: 3.5000 NOT Windbome.Debris Region Ground / Roof Conversion: 0.70 Bracing R -Factor: 3.2500 Base Elevation: 0/0/0 % Snow Used in Seismic: 0.00. Soil Profile Type: Stiff soil (D, 4) Primary Zone Strip Width: 6/0/0 Seismic Snow Load: 0.00 psf Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: 3/0/0 Unobstructed, Slippery Frame Redundancy Factor: 1. 3000 Basic Wind Pressure: 24.11 psf Brace Redundancy Factor: 1:3 000 :. Frame Seismic Factor (Cs): 0.1484 x W Brace Seismic Factor (Cs): 0.1598 x W . . Design Spectral Response - Shc: 03945 Design Spectral Response- Sds: 0.5195 File: Westgate Hardwoods _ Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/29/2015 15-006854 Calculations Package Time: 04:30 PM Page: 12 of 62 Overall Buildino Descrintinn Shape Overall Width Overall Len Floor Area (sq. ft. Wall Area Roof Area (s . ft.) (sq. ft.) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch. Peak Hei t 30 x 50 1 30/0/0 50/0/0 1500 3640 1505 24/0/0 21/6/0 1.000:12 <*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.26 Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Type Exterior Column Exterior Column, X -Loc 0/0/0 24/0/0 Grid - Grid2 C-2 C-3 Base Plate W z L (in:) 8 X 11 8 X 11 Base Plate Thickness (in.) 0.375 0.375. _ Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-01. ad Type - Load Description Desc: Hx _ Vy, Hx V D Material Dead Weight Frm 0.01 0.42 -0.01 0.42 - CG 'Collateral Load for Gravity Cases _ Firn 7- - [� Live - Notional Right _ Frm - - - - <L Live - Notional Left Frrn Wl> Wind Load, Case 1, Right Frm <Wl Wind Load, Case 1, Left Frm - . - W2> Wind Load,:Case 2, Right, Frm. - - <W2 Wind Load, Case 2, Left Frm- MW Minimum Wind Load Frm - - - -. MW Minimum Wind Load Frm - - MW Minimum Wind Load Frm _ MW Minimum Wind Load Frm - - - CU Collateral Load for Wind Cases. Frm- L Roof Live Load Frm WPR Wind Load, 11 Ridge, Right Fmt" - - - WB1> Wind Brace Reaction, Case 1, Right Brc- -0.44 -0.91 -0.43 0.91 - - <WB1 Wind Brace Reaction, Case i, Left Brc 0.43 0.91 • 0.44 -0.91 . WB2> Wind Brace Reaction, Case 2, Right Brc -0.49 -1.01 -0.48 1.01 <WB2 Wind Brace Reaction, Case 2, Left Brc 0.43 0.92 0.44 , -0.92 - WPL Wind Load, 11 Ridge, Left Frm - - - WB3> Wind Brace Reaction, Case 3, Right Brc -0.44 -0.91 -0.43 0.91 - <WB3 Wind Brace Reaction, Case 3; Left Brc 0.41 0.87 0.42 -0.87 - WB4> Wind Brace Reaction, Case 4; Right ' Brc -0.44 -0.91 -0.43 0.91 - - <WB4 Wind Brace Reaction, Case 4, Left' Bre :0.41- 0.87 0.42 -0.87 - - MWB Minimum Wind Bracing Reaction Brc -0.40 -0.82 -0.39 .0.82 - - MW B -Minimum Wind Bracing Reaction Brc - - - - - - MWB Minimum Wind Bracing Reaction Brc, 0.39 0.82 0.40 -0.82 - MWB Minimum Wind Bracing Reaction - Brc - - File: Westgate Hardwoods - Expansion 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc.. Date:4/29/2015 15-006854 Calculations Package Time: 04:30 PM Page: 14 of 62 . Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Annrnnriate. inad Factors must he. annlied fnr desiun of fnundatinne X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Hx V 43 (-Hx) " Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case -0.28 -0.35 - -0.29 (k - (k D + CG +WPR + <WB2 0.27 0.97 0.25 -0.13 - (k) 29 (k) 0.27 (in -k) 0.26 (in -k 43 0/0/0 C-2 0.28 26 0.27 28 - MWB - Wall: 3 - 1 0.49 0.49 43 0.97 28 - 24/0/0 C-3 0.30 25 0.26 29 - - 0.49 45 1.03 25 - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: C Nnte• -AII reartinnc are hated nn I et nyder st-rtnral analysis - ACII I.nad('nmhinatinne _ Framing No. X -Loc Factor Application 0/0/0 25 24/0/0 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG +WPR + WB2> Grid - Grid2' System Derived C-2 D + CU + WPR + WB2> C-3 System Derived Ld Description Hx Vy Hx V 43 Cs (application factor not shown (k) (k) (k) (k WB - Wall: 3 25 D +CG + WPR + WB2> -0.28 -0.18 -0.30 1.03 - 26 D + CU +WPR + WB2> -0.28 -0.35 - -0.29 0.86 - - 28 D + CG +WPR + <WB2 0.27 0.97 0.25 -0.13 - -. 29 D + CU + WPR + <WB2 0.27 0.80 0.26 -0.29- 43 MWB - Wall: 1 -0.24 -0.49 -0.23 0.49 - 1451 MWB - Wall: 3 0.23 1 0.49 1 0.24 1 -0.49 - ACII I.nad('nmhinatinne _ Framing No. Ori in Factor Application Description. 25 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG +WPR + WB2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 28 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 + CG +WPR + <WB2 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 43 System Derived 1.000 0.6 MWB WB - Will: 1 45 System Derived 1.000 0.6 MWB WB - Wall: 3 File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/ 29/ 2015 15-006854 Calculations Package Time: 04:30 PM Page: 15 of 62 Wali,/4)Frame at: 1/0/0 Fram��''ttDD:Rigid Frame with Endposts Frame Type:Rigid Frame, End Posts f YY F _ Fk W Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tvne at Frame Cross Section: 1 s---- Type Exterior Column X -Loc 0/0/0--% Grid - Grid2 1-C Base Plate W x L (in.) 9 X 13-'' Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elm 100'-0" Interior Column Exterior Column 15/0/0 30/0/0 -, 1-B. j 1-A 8 X 8.5 8 X13 0.313 0.375 2-0.750 4-0.750 100'-0" 100'-0" Load Type Load Description Desc. Hx Vy Hx Hz Vy I Hx VY I D Material Dead Weight Frm 0.22 1.67 - - 0.20 -0.22 1.39 - CG Collateral Load for Gravity Cases Frni 0.08 0.45 (-Hx) . - -O.OR 0.45 - Z> Live - Notional Right - Ftm 1.00 5.40 (Hz) Case - -1.01 5.40 - <L Live -Notional Left Frm 1.00 5.40 Case (Mzz) -1.01 5.40 - Wl> Wind Load, Case 1, Right Frm -7.54 -16.46 - 5.34 - -7.19 3.52 <WI Wind Load, Case 1, Left Frm 4.77e -16.23' - 4.96 - 0.19 (in -k) W2> Wind Load, Case 2, Right Fnn 2.00 3.80 - - - 2.37 0.11 <W2 Wind Load, Case 2, Left Frm - - 9.76 -7.07 - WPL Wind Load, 11 Ridge, Left Frni 9.43 -21. - - -8.37 -5.54 - WPR Wind Load, 11 Ridge, Right Frm 1 -17.44 - - -2.55 MW Minimum Wind Load Frm - - 0.20 - MW Minimum Wind Load Frm, 3.81 4.22 - - - 6.78 4.22 MW Minimum Wind Load Frm - - - - - - - MW Minimum Wind Load Fmi . -9.21 -5.02 - - - -2.32 5.02 - CU Collateral Load for Wind Cases Frm- L I Roof Live Load Frm 1 1.00 5.40 -1.01 5.40 - Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. Annronriate Load Factnrs must he annlied for desion of Mundatinns- X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) . Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k) (in -k) (in -k 0/0/0 1-C 5.53 17 3.20 22 - - - 11.83 17 7.99 22 - - - 15/0/0 1-B - - 2.98 4 3.20 3 - - 0.20 1 - - - 30/0/0 1-A 5.59 8. 5.72 16 - - - 5.58 14 7.25 1 - - - File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date:4/29/2015 I5-006854 Calculations Package Timate: 04:30 PM Page: 16 of 62 Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 1 Note- All reactinns are haled nn 1 qt nrder stnictural analvsis ASD Load Combinations - Framintr No. X -Loc Factor 0/0/0 15/0/0 1 System 30/0/0 1.0 D + 1.0 CG + 1.0 U D + CG + U 3 Grid - Grid2 1.000 1-C 1-B 4 System I -A 1.0 D + 1.0 CG + 0.6 <W1 . D + CG + <W1 Ld Description Hx . Vy Hx Hz I NY Hx V D + CU + <W1 16 Cs (application factor not shown) (k) (k) (k) (k) (k) (k) (k 22 System 1 D+CG+L> 1.31 7.52 - 0.20 -1.31 7.25 - - 3 D + CG+ W1>. 4.22 -7.75 3.20 0.20 4.62 -0.27 .4 D + CG + <W1 -2.56 -7.62 -2.98 0.20 -0.19.- 8 D + CG + WPR -4.74 -8.34 - 0.20 -5.59 0.32 - 14 D + CU + <W1 -2.73 -8.74 -2.98 0.12 -0.02 -5.58 - 16 D + CU + <W2 . 2.99 3.42 - 0.12 5.72 -3.41 - 17 D,+ CU + WPL -5.53 -11.83 - 0.12 -5.16 -2.49 - - 22 D + CG + L + <W2 1 3.20 1 7.99 1-1 - 1 0.20 1 3.33 1 2.71 1- ASD Load Combinations - Framintr No. Ori in Factor Application Description. 1 System 1.000 1.0 D + 1.0 CG + 1.0 U D + CG + U 3 System 1.000 1.0 D + 1.0 CG + 0.6 W1> D + CG + W1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 . D + CG + <W1 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 17 System 1.000 0.6 D + 0.6 CU + 0:6 WPL + CU + WPL 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 11 File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Type Exterior Column Exterior Column X -Loc 0/0/0 30/0/0 Grid - Grid2. 2-C 2-A . Base Plate W x L (in.) 9 X 13 8 X 13 Base Plate Thickness (in.) 0.375 0.375. Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'=0" Load Type .. Load Description Desc: Rx Vy. Hx Hz V D Material Dead Weight Frm 0.21 1.62 -0.21 1.38 - CG Collateral Load for Gravity Cases Frm 0.08 0.45 -0.08 - 0.45 - LU Live - Notional Right Frm 0.77 4.32 -0.77 . - 4.32 <L Live - Notional Left Frm 0.77 4.32 -0:77 - 4.32 Wl> Wind Load, Case 1; Right Frm -5.90 -13.26 75.97 -2.84 -. <Wl Wind Load, Case 1, Left Frin -3.69 -13.09 0.11 -8,73 - W2> Wind Load, Case 2, Right Fmi 1.51 2.94 1.90 0.06 - <W2 • Wind Load, Case 2, Left Frm 3:73 3.11 7.98 -5.82 - - MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm' 3.14 3.57 5:59 - -3.57 - MW Minimum Wind Load Frm - - - - - MW Minimum Wind Load, Frin -7.31 -4.01 -1.90 - 4.01 - CU Collateral Load for Wind Cases Frm - - - L Roof Live Load Frm 0.77 4.32 -0.77 4.32 -. WPR Wind Load, 11 Ridge, Right Frm `-6.56 -14.01 -7.24 - -2.09 - WBI> Wind Brace Reaction, Case 1, Right Brc 0.11 0.11 -6.11 -5.10 -4.68 - <WBl Wind Brace Reaction, Case ];Left Brc -0.05 -0.08 0.05 - 4.65 - WB2> Wind Brace Reaction, Case 2, Right Brc 0.11 0:12 -0.11 -5.10- <WB2 Wind Brace Reaction, Case 2, Left Brc -0.05 -0.09 0.05 - 4.80 - WPL Wind Load, 11 Ridge, Left Frm -7.37 -17.27 -6.90 -4.55 • - - WB3> Wind Brace Reaction, Case 3, Right Brc 0.11 0.12 -0.11 -5.11 -4.90 - - <WB3 Wind Brace Reaction, Case 3, Left Brc -0.05 -0.09 0.05 - 4.87 - WB4> Wind Brace Reaction, Case 4, Right ; Brc 0:11 0.12 -0.11 -5.13 -4.91 - <WB4 Wind Brace Reaction, Case 4, Left Brc -0.05 -0.09 0.05 - 4.88 MWB Minimum Wind Bracing Reaction Brc 0.10 0.10 -0.10 -4.68 ,4.29 -, MWB Minimum Wind Bracing Reaction Brc - - - - MWB Minimum Wind Bracing Reaction Brc, -0.05 -0.08 0.05 - 4.27 - MWB Minimum Wind Bracing Reaction Brc - - - - - - File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date:4/29/2015 15-006854 Calculations Package Time: 04:30 PM Page: 1.8 of 62 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Annronriate Load Factors must he annhed for desivn of foundations_ X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load Hx Vy. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mn) Case (Mzz) Case -1.14 1.000 k D + CU + WPL + WB4> (k D + CU + <W2 (k) 2.84 (k) (k) (k D + CG + L + <W2 (in -k) 6.71 (in -k 0/0/0 2-C 4.39 10 2.54 18 - - - - 9.44 41 6.71 18 4.10 - - - - 30/0/0 2-A 4.70 25 4.66 14 3.08 37 38 - 4.85 38 6.29 .30 -4.85 - - D + CU + WPL + <WB4 Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Note- All re"actinm are hazed on 1st order stnirmral analvsiz ASt) I.nad rnrnhinatinne - Frarnino No. X -Loc Factor 0/0/0 Description 30/0/0 System 1.000 0.6 MW Grid - Grid2 14 2-C 1.000 2-A D + CU + <W2 . 18 Ld Description Hx Vy. Hx Hz V 1.6 D + 1.0 CG + 0.6 ATR + 0.6 WB2> Cs (application factor not shown) (k) (k 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 + CG + L + WPR + <WB2 37 System Derived 10 MW - Wall: 4 4.39 -2.41 -1.14 1.000 2.41 D + CU + WPL + WB4> 14 D + CU + <W2 2.36 2.84 4.66 -2.67 18 D + CG + L + <W2 2.54 6.71 2.73. 2.45 - - 25 D + CG + WPR + WB2> -3.58 -6.27 4.70 -3.06 -2.37 - - - 30 D + CG + L +.WPR + <WB2 -2.11 -1.03 4.10 - 6.29 - - 37 D + CG + WPL + WB4> 4.07 -8.22 4.50 -3.08 -3.85 - - - 38 D + CU + WPL + WB4> 4.23 - -9.32 -4.33 -3.08 -4.85 - - 41 D + CU + WPL + <WB4 -4.33 -9.44 1 4.23 1 - 1 1.02 - - ASt) I.nad rnrnhinatinne - Frarnino No. Ori in Factor Application Description 10 System 1.000 0.6 MW MW.- Wall:4 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 . 18 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L+ <W2 25 System Derived 1.600 1.6 D + 1.0 CG + 0.6 ATR + 0.6 WB2> D + CG + WPR + WB2> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 + CG + L + WPR + <WB2 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 41 1 System Derived 1 1.000 10.6 D + 0.6 CU + 0.6 WPL + 0.6 <W134 P + CU + WPL + <WB4 Rrnrino X -Loc Grid Description 0/0/0 30/0/0 2-C 2-A Portal Frame is next to column. See portal frame section for reactions Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/ 29/ 2015 15-006854 Calculations Package Time: 04:30 PM Page: 19 of 62 Wall: 4, Frame at: 49/0/0 Frame ID:Post & Beam Frame Type:Post & Beam 0 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete � RoarNnm _ II.f-M-1 I nad T...t F -a fine. Q -firm• i Type Exterior Column Interior Column Exterior Column X -Loc Gridl - Grid2 0/0/0 3-C > 15/0/0 3-B Base Plate W x L (in.) 8 X 8.5 8X8.5 Base Plate Thickness (in.) 0.375 0.313 6.313 Anchor Rod Qty/Dam. (in.)4 - 0.750 2-0.750 2-0.750 Column Base Elev. 100'-0" 100--0" 100'-0" ad Type, .. Load.Descrition Desc. Hx _ Vy Hx Hz Vy Hx Hz V DMaterial Dead Weight Frm 0.57 0.83. - 0.40 CG Collateral Load for Gravity Cases Frm 0; 08 0.22 - 0.08 I.> Live - Notional Right Frm 1.69 4.45 - - 1.68 <L Live - Notional Left Frm 1.69 - 4.45 - - 1.68 ASL^ Alternate Span Live Load, Shifted Right. • Frm -0.22 -. 2.23: - 1.89 Oe ^ASL Alternate Span Live Load, Shifted Left Frm - 1.90 -,. - 2.21 - -0.21 - W1> Wind Load, Case 1, Right Frm - -1.72 5.03 -5.35 -2.86 22 - <Wl Wind Load, Case 1, Left Frm - -2.81 4.67 -7.56 -0.19 -2.82 - W2> Wind Load, Case 2, Right Frm 0.17 - 0.61' 8 - <W2 Wind Load, Case 2, Left Frm -0.92 -1.593.30 -0.32 MW Minimum Wind Load Frrn -0.22 0;02 .I 1 0.20 MW, Minimum Wind Load Frm. -2.35 -0.02 0.02 - CU Collateral Load for Wind Cases Fnn - L Roof Live Load Frm 1.69 - 4.45 1.68 WPR Wind Load, 11 Ridge, Right Frm -1.69' - - -5.36 -3.22. -2.26 WB1> Wind Brace Reaction, Cased, Right Brc 0.02 2.94 -4:43 - 8.99 <WB1 Wind Brace Reaction, Case 1, Left Brc , 0.20 -0.29 -0.04 5.10 4.27 WB2> Wind Brace Reaction, Case 2, Right Brc - 1:10 -0.65 -1.24 - - 4.94 <WB2 Wind Brace Reaction, Case 2, Left Brc 5.58 -3.39 -5.60 -0.04 5.10 -4.68 WPL Wind Load, 11 Ridge, Left Frm -2.52 - -7.58 -3.22 - -3:08 WB3> Wind Brace Reaction, Case 3, Right Brc - 0.02 2.94 -4.46 - - 9.22 <WB3 Wind Brace Reaction, Case 3, Left Brc - 0.20 -0.30 -0.04 5.11 4.48 WB4> Wind Brace Reaction, Case 4, Right Brc - 1.10 -0.65 = -1.24 - 4.93 <WB4 Wind Brace Reaction, Case 4, Left Brc 5.60 -3.39 -5.63 -0.04 5.13 4.76 MWB Minimum Wind Bracing Reaction Brc - -. -0.12 - - 4.31 - W MB Minimum Wind Bracing Reaction Brc 3.97 -2.42 -3.99 - • - 0.02 MWB Minimum Wind Bracing Reaction Brc - - - - -0.03 4.68 -4.19 MWB Minimum Wind Bracing Reaction Brc - 2.42 -3.54 - - 3.53 File: Westgate Hardwoods - Expansion 3.6:15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4%29/2015 15-006854 Calculations Package Time: 04:30 PM Page:.,20 of 6' Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on I st order structural analysis. Annronriate Load Factors must be annlied for desien of foundation -- X -Loc Grid' Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load 1.0D+1.0CG+0.6<Wl' _ D+CG+<Wl (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k (k) + CG + WPR + WB 1> (k D + CG+ L> (k) 1.0 D + 1:0 CG + 0.75 L + 0.45 WPR + 0.45 WB I> (k) 5.50 (k - (k) D + CG + WPR + <WB2 (in -k) - D+CG+WI> (in -!q_ 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 ' ' 0 3-C 1.41 ' 12 - - - - - 10.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 1.34 14 3.67 32 - - - D + CG + <W2 15/0/0 3-B 2:02 30 1.75 21 2.80 6 3.02 5 7.43' 43 5.50 1 - - - 30/0/0 3-A •1.96. 42 1.98 8 - - 3.08 42 4.46 43 4.78 23 - - - - Maximum Frame Reactions - Factored Load Cases at Frame Cross Section: 3 Note- All reactions are hawed on 1 at nrder stnichiml analvsis ASD Load Combinations - Framing No. X -Loc 0/0/0 Application 15/0/0 .1 System 30/0/0 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 5 Grid - Grid2 3-C 1.0 D + 1.0 CG + 0.6 W 1> 3-B 6 System 3-A 1.0D+1.0CG+0.6<Wl' _ D+CG+<Wl Ld Description Hx V Hx Hz Vy Hx -Hz V MW : Wall: 4 Cs (application factor not "shown 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 21 (k) (k k + CG + WPR + WB 1> 1 D + CG+ L> 2.35. 1.0 D + 1:0 CG + 0.75 L + 0.45 WPR + 0.45 WB I> - 5.50 - - 2.17 D + CG + WPR + <WB2 5 - D+CG+WI> -0.38 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 ' ' 3.02 -2.15 -1.71 -.. -0,85 D + CG + WPL + <WB4 6 D+CG+zWI -1'.03- . 10.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 -2.80 -3.48 -0.12 - -1.20- 8 D + CG + <W2 0.11 - 0.10 1.98 0.30 12 MW -Wall: 4 -1.41 -0.01 - 0.01 - - - 14 D+ CU + <Wl - -1.34 ' -2.80 -4.03 -0.12 - 4.45 21 D +. CG + WPR + WB'I>. - -0.34 1.75 0.01 -4.82 -1.93 - 4.53 23 D+CG+L+WPR+WB1>. - 1.17 1.31 0.01 -0.01 -1.45 4.78 30 - D + CG + WPR + <WB2 - 2.99 -2.02 -0.02 -5.52 -1.96 3.06 -3.67 - - 32 ' D + CG + L + WPR + <WB2 - 3.67 -1.51 -0.01 -0.54 -1.47, 2:30 -1.37 - - 42 D + CG + WPL + <WB4 - 2.50 -2.02 -0.02 -6.87 -1.96 3.08 -4.22 - - 43 D + CU + WPL + <WB4 - 2.19 -2.02 -0.02 -7.43' -1.96 3.08 -4.46 - - ASD Load Combinations - Framing No. Ori 'n Factor Application Description .1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 5 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 6 System '1.000 1.0D+1.0CG+0.6<Wl' _ D+CG+<Wl 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 12 System 1.000 0.6 MW MW : Wall: 4 14 System, 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> ' + CG + WPR + WB 1> 23 System Derived. 1.000 1.0 D + 1:0 CG + 0.75 L + 0.45 WPR + 0.45 WB I> D + CG + L + WPR + WB l> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 32 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 ' ' + CG+ L + WPR + <WB2 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 43 • System Derived 1 1.000 10.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 ID + CU + WPL + <WB4 Bracing X -Loc Grid Description ' 3-C. Portal Frame is next to column. See portal frame section for reactions 15/0/0 3-B Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 30/0/0 3-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings -North America, Inc. ' r File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings -North America, Inc. ' Date:4/ 29/ 2015 15-006854;Calculations Package Time: 04:30 PM Page: 21 of 62 Bracing=Summary Report _ ' � r Shape: 30 x 50 ` .. ' � + � . • . * � � ' Loads and Codes - Shape: 30 x 50 City: Durham County: Butte State: California Country: United States' Building Code: 2013 CBC Built Up: 10AISC - ASD Rainfall: 4.00 inches per hour. Based on Building Code: 2012 International Building CodeCold Form: 10AIS1- ASD r 3000.00 psi Concrete + . Building Risk/Occupancy Category: I (Low Hazard: Ag, Storage, Temp) Dead and Collateral Loads Roof Live Load .. Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.11 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf ' Frame Weight.(assumed for seismic):2.50 psf Wind LoadSnow Load ' Seismic Load Wind Speed: 110.00 (85.21) mph Ground Snow Load: 0.00 psf.. Mapped Spectral Response - Ss:58.50 %g ' The'Low Rise' Method is Used Flat Roof Snow: 0.00 psf . Mapped Spectral Response - S1:22.70 %g Wind Exposure (Factor): C (0.916) Design Snow (Sloped): 0:00 psf Seismic Design Category: D . Parts Wind Exposure Factor: 0.916 Rain Surcharge. 0.00; • ' Seismic Importance: 1.000, Wind Enclosure: Partially Enclosed Exposure. Category (Factor):.l Fully Exposed (0.90) Framing Fundamental Period: 0.3410 ' Topographic Factor:` 1.0000 Snow Importance: 0.800 Bracing Fundamental Period: 0.2083 s. Thermal Category (Factor): Unheated (1.20) Framing R -Factor: 3.5000 NOT Windbome Debris Region Ground / Roof Conversion: 0.70 Bracing R -Factor: 3.2500 Base Elevation: 0/0/0 , % Snow Used in Seismic: 0.00 Soil Profile Type: Stiff soil (D, 4) Primary Zone Strip Width: 6/0/0 Seismic Snow Load: 0.0.0 psf Diaphragm Condition: Flexible - ' Parts / Portions Zone Strip Width: '3/0/0 unobstructed, Slippery . Frame Redundancy Factor: 1.3000 Basic Wind Pressure_: 24.11 psf, Brace Redundancy. Factor: 1.3000 Frame Seismic Factor (Cs): 0.1484 x W ` Brace Seismic Factor (Cs): 0.1598 x W Design Spectral Response - Shc: 0.2945 �. • _ .. - , ' Design Spectral Response - Sds: 0.5195 , _ ? Deflection Conditions T, -r Frames are vertically suppoiting:Metal Roof Purling and Panels „` .. Frames are laterally supporting:Metal Wall Girts and Panels " Purlins are supporting:Metal Roof Panels i- "" Girts are supporting:Metal Wall Panels Desi n Load Combinations Bracin No. Origin Factor s = Application Description 1 System 1.000 1.0 D+0.6 Wl> + Wl> 2 System ' 1.000 - 1.0 D + 0.6 <W l + <W 1 - 3 System 1.000. 1.0 D + 0.6 W2> D + W2> 4 System 1.000 1.0 D + 0.6 <W2D +'<W2 ' S System 1.000 1.0 D + 0.6 W3> D + W3> 6 System 1.000 1.0 D + 0.6 <W3 D + <W3 '• 7' System 1.000 1.0 D + 0.6 W4> D + W4> 8 " System 1.000 1,0 D.+ 0.6 <W4 - `. + <W4 . 9 System 1.000 0.6 Mw •.:. :{ , .. .. ' W,- Wall: 1' 10 System 1.000 0.6 MW '' . W _ Wall: 2 . I I System 1.000 0.6 MW + . W - Wall: 3 . 12 System 1.000 0.6 MW MW - Wall: 4 13 System Derived . 1.900 1.0 D + 1:0 CG:f 0.6 W.1> - ,' . + CG + W 1> '14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W lD + CG + <W l 15 System Derived 1.000 1.0 D + 1,0 CG +,0s6 W2> + CG + W2> 16 System Derived 1.000 1.0 D .+ 1.0 CG + 0.6 <W2 D + CG + <W2' 17 System Derived 1.000 1.0 D + 1.0 CG + 0:6 W3> ! . + CG + W3> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3' D + CG + <W3 19 System Derived 1.000 1.0 D + 1:0 CG + 0.'6,w4>.: `- " D + CG + W4> ` 20 System Derived 1.600 1.0 D + 1.0 CG + 0:6 <W4 D + CG + <W4. . 21 System Derived 1.000 0.6 D + 0:6 CU + 6.6 W 1> .` + CU + W 1> ` 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W l + CU + <W l 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 24 System Derived ' 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W3> ' File: Westgate Hardwoods - Expansion^-, 3.6:15 V_ ersion: 2014.26 Varco Pruden Buildings is a division of BlueScope Buildings North 'America,, lnc: r , DateA/29/2015 15-006854 Calculations Package Time: 04:30 PM Page: 23 of 62 Y , niaonnal Rrarino Mamhar nPdon Cummar - Rnnf A - - - Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape (ft) weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial k Factor Factor Ratio Load Case Status 1 R0.375 27.88 30.3 -0.90 1.0000 1.0000 0.351 I.OD+0.6<Wl passed OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 R0.375 27.67 30.3 -0.90 1.0000 ' 1.0000. 0.351 1.OD+0.6Wi> passed 3 R 0.5 28.15 30. -2.92 - 1.0000 1.0000 0.637 1.OD+0.6<W2 passed 4 0,05 28.18 30. -2.92 1.0000 1.0000 .0.637 1.OD+0.6W2> passed Mem. End Diagonal Connection Design Information 1 Lett Slot: Web Thk = 0.134, Load Case 1.OD+0.6<W l , Factored F=0.90, E factor= 1.000, stress increase .= 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK; tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+0.6<Wl, Factored F = 0.90, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.134; Load Case l .OD+0.6W 1>, Factored F = 0.90, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange eld. OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right ot: Web Thk = 0.134, Load Case 1.OD+0.6W l>, Factored F = 0.90, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange Feld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. 3 Left[eld oWeb Thk = 0.134, Load Case 1.OD+0.6<W2, Factored F=2.92, E factor= 1.000, stress increase= 1.000, slot offset, = 3.000, web -flange OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right ot: Web Thk = 0.134, Load Case 1.OD+0.6<W2, Factored F = 2.92, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange eld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. 4 Left Slot: Web Thk = 0.134, Load Case l .OD+0.6W2>, Factored F = 2.92, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear. OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+0.6W2>, Factored F = 2.92, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. File: Westgate Hardwoods - Expansion - 3.6.1.5 Version: 2014.26 Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc.. Date:4/29/2015 15,006854 Calculations Package Time: 04:30 PM Page: 24 of 62. Dia onal Bracing Member Design Summary: Sidewall 2 Mem. Bracing Length Angle Design Seismic . Stress Stress Governing Design Comment No. Shape (ft) Slot: Web Thk =0.134, Load Case 1.OD+0.6W4>, Factored F = 4.46, E factor= 1.000, stress increase =-1.000, slot offset, =3.000, web -flange Axial k Factor Factor Ratio Load Case Status 1 RO.5 31.07 41.9 ' -4.46 1.0000 1.0000 0.973 1.OD+0.6<W4 passed 2 R 0.5 31.79 41.9 -4:46 . 1.0000 1.0000 .0.973 1.OD+0.6W4> passed Mem. End Diagonal Connection Design Information 1 Left RBCI Base Clip Right Slot: Web Thk = 0.134, Load Case 1.OD+0.6<W4, Factored F = 4.46, E factor .= 1.000, stress increase =.1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. 2 Left Slot: Web Thk =0.134, Load Case 1.OD+0.6W4>, Factored F = 4.46, E factor= 1.000, stress increase =-1.000, slot offset, =3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK; >> PASSED. Right Slot: Web Tbk = 0.134, Load Case 1.OD+0.6W4>, Factored F = 4.46, E factor = 1.000, stress increase = 1.000, slot offset; = 3.000, web -flange eld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. File: Westgate Hardwoods - Expansion - 3.6.15- Version: 2014.2c. Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Mem. Bracing Length .Angle Design . Seismic Stress :Stress Goveming Design Comment No. Shape ft Clevis Connection Per DP 3.15:2, S W5x5xO.M, Weld To Flange 0.188.One, Web Weld PASSED.. Axial Factor Factor Ratio Load Case .Status 1 R 0.5 - 25.02 58.0 -3.8 1.0000 1.0000 0.837 l .OD+I.00G+0.6<W4 passed 2 R 0.5 • 23.48. 55.1 . ' -308 1.0000 L00001 0.671 . 1.OD+I.00G+0.6W3> assed Mem. End Diagonal Connection Design Information 1 Left Clevis Connection Per DP 3.15.2, SQW5x5xO.375, Weld To Flange 0.188 One, Web Weld PASSED. Ri ht CB clip 2 Left RCB clip Ri ht Clevis Connection Per DP 3.15:2, S W5x5xO.M, Weld To Flange 0.188.One, Web Weld PASSED.. Date:4/29/2015 15-006854 Calculations Package Time: 04:30 PM Page: 26 of 62 Y. Left.Main Frame Clip Design (1) row of (2) 0.750" A325T i i i (1) row of 2 0.750" A325T 3MZE0600607000002B. 3MZE0600614400002B Horizontal Shear .1.00 Horizontal Shear 1.00 X ' Partal Frame M Main Frame C:nnnectinn npsion Infnrmatinn. Wall d_ hav 2 - Left Portal Clip Design Left.Main Frame Clip Design (1) row of (2) 0.750" A325T (1) row of 2 0.750" A325T 3MZE0600607000002B. 3MZE0600614400002B Horizontal Shear .1.00 Horizontal Shear 1.00 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient ' 2.00 Bolt Group Shear Strength Ratio 0.04 PASSED. Bolt Group Shear Strength Ratio 0.04 PASSED. Bucklin Min Thickness 0.203 PASSED. Cli Bucklin Min Thickness 0.24 D.Cli Weld Fillet Both Sides . 0.188 PASSED. Cli Weld Fillet One Side 0.188 UPASSED.Cli D.eb Ru ture Min Thickness na PASSED. eb Ru ture Min Thickness 0.003 D. Right Portal Clip Design Right Main Frame Clip Design 1 row of 2 0.750" A325T 1 row of 2 0.750" A325T 3MZE0600607000002B 3MZE0600614400002B Horizontal Shear 1.00 Horizontal Shear 1.00 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 . Bolt Group Shear Strength Ratio 0.04 PASSED. Bolt Group Shear Strength Ratio 0.04 PASSED. Clip Buckling Min Thickness 0.203 PASSED. Clip Buckling Min Thickness 0.24 PASSED. Clip Weld Fillet Both. Sides 0.188 PASSED. Clip Weld Fillet One Side 0.188 PASSED. Web Rupture Min Thickness na PASSED. Web Rupture Min Thickness 0.003 PASSED. File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 U + U 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L - + <L 3 System 1.000 1.0D+lbCG+0.6W1> rD+CGI+Wl> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 +<W1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + W2> 6 System 1.000 1.0 D +.1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 0.6 MW MW -Wall: 1 File: Westgate Hardwoods - Expansion -. 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of BlueScope Buildings North America, Ina ,' . Date:4/ 29/ 2015 15-006854 Calculations Package Time: 04:30 PM Page: 28 of 62 8 System 1.000 0.6 MW MW - Wall: 2 9 System 1.000 0.6 MW MW - Wall: 3 10 System 1.000 0.6 MW MW - Wall: 4 11 System 1.000 0.6D+0.6CU+0.6W1> +CU+WI> . 12 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 13 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 15 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + CG + L + W 1> 16 System 1.000 1.0 D + 1.0 CG + 0.75 L + 6.45 <W 1 D + CG + L + <W 1 17 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> + CG +WPR + WB 1> 20 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I> + CU +WPR + WB 1> 21 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB 1> + CG + L +WPR + WB 1> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG +WPR + <WB 1, 23 System Derived 1.000 0.6 D+0.6 CU+0.6 WPR +0.6 <WB1 +CU+WPR+<WB1 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 + CG + L + WPR + <WB 1 25 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> + CU + WPR + WB2> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> + CG + L + WPR + WB2> 28 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 + CG + WPR + <WB2 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 + CG + L + WPR + <WB2 31 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 32 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> + CU + WPL + WB3> 33 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> . + CG + L + WPL + WB3> 34 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3. 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0:75 L + 0.45 WPL + 0.45 WB4> D + CG+ L + WPL + WB4> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0:6 <WB4 D + CG + WPL + <WB4 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 + CG + L + WPL + <WB4 43 System Derived 1.000 0.6 MWB WB - Wall: 1 44 System Derived 1.000 0.6 MWB WB - Wall: 2 45 System Derived 1.000 0.6 MWB WB - Wall: 3 46 System Derived 1.000 0.6 MWB WB - Wall: 4 Frame Member Sizes Total Frame Weight = 886.9 (p) (Includes all plates) Boundary Condition Summary Member Mem. Flg Width Flg Thk Web Thk Depthl Depth2 gth Weight Flg Fy Web Fy Splice Codes Shape 8 X 11 No. in. in. in. in: in. 4-0.750 ksi ksi Jt.I Jt.2 Load Type Desc. 1 6.00 0.2500 0.1345 10.00 10.00 87 !22.87 347.3 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 33 . 96.1 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 33 96.1 55.00 55.00 KN SS 3P 4 6.00 0:2500 0.1345 10.00 10.00 347.3 55.00 . 55.00 BP KN 3P Total Frame Weight = 886.9 (p) (Includes all plates) Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 4 0/0/0 24/0/0 0/0/0 Yes 0/0/0 Yes Yes No Yes No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: C Type Exterior Column Exterior Column X -Loc 0/0/0 24/0/0 Grid] - Grid2 C-2 C-3 Base Plate W x L (in.) 8 X 11 8 X 11 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx Vy Hx I V D Frm 0.01 0.42 -0.01 1 0.42 - File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/29/2015 ` 15-006854 Calculations Package Time: 04:30 PM Page: 29 of 62 CG. Frm - - - L> Frm <L Frm - - W l> Frnr - - <W 1 Frm- W2> Frm - . - <W2 Frm MW Frm _ - - MW Frm _ MW Frm _ MW Frm - - - CU Frm _ L Fim - WPR Frm WB1> Brc, -0.44 -0.91 -0.43 0.91 . <WB1 Brc 0.43 0.91: 0.44 -0.91 WB2> Brc -0.49, 4.01 -0.48 1.01 <WB2 Brc 0.43 0.92 0.44 4.92 WPL Frm - _ WB3> Bic -0.44. -0.91 -0.43 .0.91 - - <WB3 Brc 0.41 0.87 0.42 -0.87 - WB4> Brc -0.44 ' -0.91 -0.43 0.91 <WB4 Brc 0.41 0.87 0.42 -0.87 - - MWB Brc -0:40 -0.82 -0.39 0.82 - - MWB Brc - - MWB Brc 0.39 0.8Z' 0.40 -0.82 - - MWB I Brc I- - - Sum of Forces with Reactions Check- Framing - Load Type Horizontal Load Reaction „ Vertical Load Reaction k (k D . 0.0 0.00.9 0.8 . CG 0.0 0.0 0.0 0.0 L> 0.0 0.0 0.0 0.0 <L, 0.0 0.0 0.0 0.0 Wl> 0.0 0.0 0.0 0.0 <Wl' 0.0 0.0 0.0 0.0 W2> 0.0 0.0 0.0 0.0 <W2 0.0, .. .0.0,- . 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 .' t , .• 0.0 0.0 0.0 MW 0.0 0.0 - 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 .0.0 :. 0.0 0.0 WPR 0.0 0.0 0.0 0.0 WB1> 0.9 0.9 0.0 0.0. -<WBI 0.9 0.9 0.0 0.0 WB2> 1.0 1.0 0.0 0.0 <WB2 0.9 0.91 0.0 0.0 WPL 0.0 0.0 0.0 0.0 ' WB3> 0.9 0.9 0.0 .0.0 <WB3 0.8 0.8 0.0 0.0 WB4> 0.9 0.9 0.0 0.0 <WB4 0.8 •0.8 0.0 .0.0 MWB 0.8 0.8 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.8 0.8 , . 0.0 0.0 MWB 0.0 0.0 0.0 0.0 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. X -Loc Grid I Hrz left Load Hrz. RightjLoadj Hrz In I Load I Hrz Out Load - Uplift jLoadjVrt Down Load Mom cw jLoadjMom ccw Load File: Westgate Hardwoods - Expansion - 3.6:15. Version: 2014.2c Varco Pruden Buildings. is a division of B1ueScope Buildings North America, Inc. . 1 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. X -Loc Grid I Hrz left Load Hrz. RightjLoadj Hrz In I Load I Hrz Out Load - Uplift jLoadjVrt Down Load Mom cw jLoadjMom ccw Load File: Westgate Hardwoods - Expansion - 3.6:15. Version: 2014.2c Varco Pruden Buildings. is a division of B1ueScope Buildings North America, Inc. Date:4/ 29/ 2015 15-006854 Calculations Package Time: 04:30 PM Page: 30 of 62 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4•drod) X -Loc Grid (-Hx) Case I (ix) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-M-) Case (Mzz) Case in. in. (k Rods (k in. (k Type (k I Web (k C-2 k 0.375 (in -k 11 (in -k 4 0/0/0 C-2 0.28 26 0.27 28 - C-3 - 0.375 0.49 43 0.97 28 - - - - 24/0/0 C-3 0.30 25 0.26 29 - - - - 0.49 45 1.03 25 - - - - Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4•drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. Shear Rods in. in. in. Type Flange I Web 0/0/0 C-2 1 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 24/0/0 C-3 4 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case I Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case . X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load in. Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Shear Comp Case Weld (k) Case Case (k) Case 26 k Case k (k) (k) Case' 0/0/0 0.29 -0.36 26 0.24 -0.49 43 0.26 0.99 28 24/0/0 - - 0 24/0/0 0.29 1.04 25 0.24 -0.49 45 019 1.04 25 - 0.014 25 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.013 26 0.013 43 N/A 0 2.000 0 0.010 28 0.014 43 0.012 28 0.013 28 0.011 28 24/0/0 0.013 25 0.013 45 - 0 4 0 0.011 25 0.014 45 0.013 25 0.014 25 0.012 25 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages In/Out (ft) in. No. No. in. in. (in.) in. Description 1 1 S3 22.09 9.500 N/A N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 4 1 S3 22.09 9.500 N/A N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250 Bolted End -Plate Connections (Plate Fy = 55.00 ksi) Moment Connections: Outside Flange Re uired Strength Design End -Plate Dimensions I Bolt Outside Flange Inside Flange Mem. it Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration I Pitches l st/2nd Configuration Pitches I st/2nd No. No. No. in. in. in. in. (in -k in. ID Desc. in. ID Desc. in. 1 2 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 1 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 1 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 4 1 2 1 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 Moment Connections: Outside Flange Re uired Strength Design Strength Ratios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear I Shear Bearing Flange Web No. No. Cs (k) (in -k Proc. Tension Shear Bending Yielding] Ru cure TearinR I Weld Weld 1 2 25 0.2 0.7 80.6 AISC DG-16/Thin plate 0.352 0.014 0.561 0.000 0.000 0.023 0.959 0.516 2 1 25 0.2 0.7 80.6 AISC DG-16/Thin plate 0.35 0.01 0.561 0.000 0.000 0.023 0.959 0.516 3 1 25 0.2 0.7 80.6 AISC DG-16/Thin plate 0.350 0.014 0.566 0.000 0.000 0.023 0.516 0.516 4 2 125 0.2 0.71 80.61 AISC DG-16/Thin plate 1 0.350 0.014 0.566 0.000 0.000 0.023 0.516 0.516 Inside Flan a Required Strength Design Strength Ratios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing FlangejWeld No. No. Cs in -k Proc. Tension Shear Bendin Yieldin Ru ture Tearin Weld 1 2 26 0.2 0.6 75.5 AISC DG-16/Thin plate 0.330 0.011 0.526 0.000 0.000 0.018 0.9592 1 26 0.2 0.6 75.5 AISC DG-16/Thin plate 0.330 0.011 0.526 0.000 0.000 0.018 0.9593 1 26 0.2 0.6 75.5 AISC DG-16/Thin plate 0.328 0.011 0.530 0.000 0.000 0.018 0.5164 2 26 0.2 0.6 75.5 AISC DG-16/Thin late 0.328 0.011 . 0.530 0.000 0.000 0.018 0.516 • Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/29/2015 15-006854 Calculations Package Time: 04:30 PM Page: 31 of 62' - Parameters Used fnr Airial and Flexural Desion t Mem. Controlling Cases Require Strength Available Strength, Strength Ratios Ag. Afn Ixx Axial Sx Axial. Sheat Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth • + Shear Pr Vr Mrx Mry Pc • VC Mcx Mcy + Shear No. ft in. Flexure 180 k i'.k in -k in -k k, k in -k in -k Flexure 16.18 1. 22.12 10.00 28 213.94 " -1.0 1.00 -73.2 0.0 19.2 2 244.6 121.4 0.32 252.0 1 ` 18.43 10.00 2.80 26 ,. 0.3 1.72 0.0 55.09 21.3 1.00 1.13 0.67 0.01 2 2.17 9.00 25 252.0 0.2 ' 0.67 63.8 0.0 83.1 1.1 100.5 39.0 0.64 55.09 2, 0.42 9.00 0.6 28 4 0.6 265.42 265. 265: 20.9 • 1.50 80.9 9.00 0.03 31 2.17 9.00 25' 213.9 0. 1.00 .-66.0 0.0 83.1 20 100.5 39.0 0.66 0.42 WB3> 3 ' 0.42 9.00 1.000 60 25 0.42 <W]33 , , .-0.7 22 System Derived 1.000 60 20.9 0.42 WB4> ' 4> 23 0.03 4 22.12 10.00 '25 '1.0 -80.4 0.0 19.2 244.6 121.4 0.36 4 18.43 10.00 25 0.3 21.31 0.01 - Parameters Used fnr Airial and Flexural Desion t Mem. Loc. Lx Ly/Lt Lb Ag. Afn Ixx lyy Sx Sy Zx Zy J _ Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 . inA in.3 in.3 in.3 in.3 in.4 in.6 <W2 6 " System 1.000 60 180 1 22.12 265.42 265.4 265.4 4.28' 1.50 80.92 9.00 16.18 3.00 17.66 4.54 0.07 213.94 1.66 1.00 1.09 0.9 1.00 2 2.17 252.00 252.0 252.0 • 2.52 0.67 33.89 2.80 7.53 •1.1 8.53 1.72 0.0 55.09 2.30 1.00 1.13 0.67 1.00 3 . 2.17 252.00 252.0 252.0 2.52 ' 0.67 33.89 2.80 7.53 1.1 8.53 1.72 0.02 55.09 2.30 1.00 1.13 0.6 1.00 4 22.12 265.42 265. 265: 4.28 • 1.50 80.9 9.00 16.18 . 3.00 -17.66. 4.5 • 0.07 213.9 1:66 1.00 1.09 0.9 1.00 Deflection Load Combinations - Framin r - C No. Oriin Factor Def H Def V Application Description 'I System 1.000 0 180 1.0 L L ' 2 System 1.000 60 180 0.42 W1> l> 3 System 1.000 60 180 0.42 <W 1 <wl 4 • System. 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 " System 1.000 60 180 0.42 WPL ' - I ' L 7 System 1.000 60 180 0.42 WPR WPR 8 System Derived 1.000 0 180 0.42 WB I>WBI> 9 System Derived '.1.000 0 180 0.42 <WB1 <WB1 10 System Derived 1.000 0 180 0.42 WB2> WB2> 11 System Derived 1.000 0 180 0.42 <WB2 �' " <WB2 ' 12 System Derived 1.000 0 180 0.42 WB3> WB3> 13 System Derived 1.000 0 180 0.42 <WB3 ' _ WB3 14 System Derived 1.000 0 180 0.42 WB4> WBO 15 System Derived 1.000 0 180 0.42 <W134WB4 16 System Derived 1.000 60 0 0.42 WB I> WBI> 17 System Derived 1.000 60 0 0.42 <WB 1 <WB 1 18 System Derived, 1.000 60 0 0.42 WB2> WB2> ' 19 System Derived 1.000 60 0 0.42 <WB2 <WB2 20 System Derived 1.000 60 0 ` 0.42 WB3> 3> ` .21 System Derived 1.000 60 -0 0.42 <W]33 WB3 22 System Derived 1.000 60 .. 0 . 0.42 WB4> ' 4> 23 1 System Derived 1 1.000 1 60 1 ' 0 10.42 <WB4 r WB4 Controlling Frame Deflection Ratios for Cross Section: C Description Ratio Deflection in.) IMemberl Joint Load Case - Load Case Description Max. Horizontal Deflection ( H/219) 1.231 • 4. 2 18 WB2> Max. Vertical Deflection for Span 1 U99999 0.002 3 • 2 11 <WB2 �r • Negative horizontal deflection is left - • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. 7. Frame Lateral Stiffness (K): 0.000 (Win) t Fundamental Period (calculated) (T): 0.000 (sec.)' File: Westgate Hardwoods - Expansion - 3.6.1.5, • Version: 2014.26 • Varco Pruden Buildings• is a division of BlueScope`Buildings North America, Inc. Date:4/29/2015 15-006854 Calculations Package Time: 04:30 PM Page: 32 of 62 Secondary -Summary Report Loads and Codes - Shape: 30 x 50 City: Durham County: Butte State: California Country: United States Building Code: 2013 CBC Built Up: 10AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Form: IOAISI - ASD 3000.00 psi Concrete Building Risk/Occupancy Category: I (Low Hazard: Ag, Storage, Temp) Dead and Collateral Loads Collateral Gravity: 1.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 110.00 (85.21) mph The 'Low Rise' Method is Used Wind Exposure (Factor): C (0.916) Parts Wind Exposure Factor: 0.916 Wind Enclosure: Partially Enclosed Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 6/0/0 Parts / Portions Zone Strip Width: 3/0/0 Basic Wind Pressure: 24.11 psf Desi n Load Combinations - Purlin Roof Covering +Second. Dead Load: 2.11 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: 0.00 psf Flat Roof Snow: 0.00 psf Design Snow (Sloped): 0.00 psf Rain Surcharge: 0.00 Exposure Category (Factor): I Fully Exposed (0.90) Snow Importance: 0.800 Thermal Category (Factor): Unheated (1.20) Ground / Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Mapped Spectral Response - Ss:58.50 %g Mapped Spectral Response - SI :22.70 %g Seismic Design Category: D Seismic Importance: 1.000 Framing Fundamental Period: 0.3410 Bracing Fundamental Period: 0.2083 Framing R -Factor: 3.5000 Bracing R -Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor: 1. 3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1484 x W Brace Seismic Factor (Cs): 0.1598 x W Design Spectral Response - Sill: 0.2945 Design Spectral Response - Sds: 0.5195 No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB1> D +CG+WI>+WB1> 3 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB 1> + CG + <W2 + WB I> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WBI> D +CU+WI>+WBI> 5 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB 1> + CU + <W2 + WB I> 6 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0+45WB1> D + CG + L + WI> + WBI> 7 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB I> + CG + L + <W2 + WB 1> 8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB I D + CG + W 1> + <WB 1 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 + CG + <W2 + <WB 1 10 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <WB 1 D + CU + W 1> + <WB 1 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB 1 + CU + <W2 + <WB I 12 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB I D + CG + L + W 1> + <WB 1 13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB 1 + CG + L + <W2 + <WB 1 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W I> + 0.6 WB2> + CG + W 1> + WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WI> + 0.6 WB2> +CU+WI>+WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> + CU + <W2 + WB2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W i> + 0.45 WB2> D + CG + L + W l> + WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W l> + 0.6 <WB2 D + CG + W 1> + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WI > + 0.6 <WB2 + CU + W l> + <WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D + CU + <W2 + <WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W l> + 0.45 <WB2 D + CG + L + W 1> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB3> + CG + W 1> + WB3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 28 System Derived 1.000 0.6 D+0.6 CU+0.6 W1>+0.6 WB3> +CU+ W]>+WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D + CU + <W2 + WB3> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WI > + 0.45 WB3> + CG + L + W I> + WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> + CG + L + <W2 + WB3> 32 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6<WB3 +CG+WI>+<WB3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 + CG + <W2 + <WB3 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W l> + 0.6 <WB3 + CU + W 1> + <WB3 File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. i r Date:4/29/2015 15-006854 Calculations Package Time: 04:30 PM i Page: 33 of 62 35.. System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 + CU + <W2 + <WB3 36 System Derived 1:000 1.0 D + 1.0 CG + 0.75 L`+ 0.45 W 1> + 0.45 <WB3 + CG + L + W 1> + <WB3 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 + CG + L + <W2 + <WB3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB4> ` D + CG + W 1> + WB4> 39 System Derived 1.600 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG +<W2 + WB4> • ' 40 System Derived 1.000 0.6 D + 0.6 CU .+. 0.6 W 1> + 0.6 WB4> l + CU +'W 1> + WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> D + CU + <W2 + WB4> 42 Systein Derived 1.000 1.0 D + 1.0 CG + 0.75 L +.0.45 W 1> + 0.45 WB4> ', + CG + L + W 1> + WB4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0:45 WB4> D + CG + L+ <W2 + WB4> - 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB4 - . ED + CG + W 1> + <WB4 a 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB4 46' System Derived 1.000 0.6 D + 0.6 CU + 0.6ND, 1> + 0.6'<WB4 D + CU + W l> + <WB4 47 System Derived 1.000 0.6 D + 0.6 GU + 0.6 <W2 + 0.6 <WB4 D + CU +'<W2 + <WB4 r' 48 System Derived. 1.000 1.0 D:+ 1.0 CG + 0.75 L + 0.45 W 1> •+ 0.45 <WB4 ' - + CG + L + W l> + <WB4 ` 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0:45.<W2 + 0.45 <WB4`` + CG + L + <W2 + <WB4 necion I.nnd C nmhinatinnc - Cirf - t No. Ori in Factor - A lication - - Description 1 System 1.000 0.6 Wl> 2 System 1.000 .. 0.6 <W2 - W2 Factor D Deflection ± A lication - ' . 1. eflection.Application Description. System 1.000 . 150.: 1.0 L L r 2 System 1.000 180 0.42 W 1> W l> 3 System' .. 1.000 ' 180 9.42 <W2 <W2 t.. Deflection Load Combinations - Girt No. Factor D Deflection ± A lication - ' . 1. 1 -.2 ' System' ' S stem 1:000.. .1.000.. ` 90 90 0.42 W1> .. - 0.42 <W2 :. - W2 • - Deflection Load Combinations- Purlin No. Origin eflection.Application Description. System 1.000 . 150.: 1.0 L L r 2 System 1.000 180 0.42 W 1> W l> 3 System' .. 1.000 ' 180 9.42 <W2 <W2 t.. Deflection Load Combinations - Girt No. Factor D Deflection ± A lication - ' . 1. 1 -.2 ' System' ' S stem 1:000.. .1.000.. ` 90 90 0.42 W1> .. - 0.42 <W2 :. - W2 • - t.. Deflection Load Combinations - Girt No. Origin ' Factor Deflection ± A lication - ' . Description - •I> 1 -.2 ' System' ' S stem 1:000.. .1.000.. ` 90 90 0.42 W1> .. - 0.42 <W2 :. - W2 • - No. Origin ' Factor Deflection ± A lication - ' . Description - •I> 1 -.2 ' System' ' S stem 1:000.. .1.000.. ` 90 90 0.42 W1> .. - 0.42 <W2 :. - W2 • - Date:4/29/2015 15-006854 Calculations Package Thine: 04:30 PM Page: 34 of 62 Wall: i r , Dimension Key 1 4'-0 2 Y-6" 3 T-10" 4 P-2" Marimnm Cecnndary Ducionc fnr Chane i0 x 5f1 nn Gide 1 File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap ft Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. rd 15.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.36 0.30 0.47 0.00 1 0.24 0.17 0.30 0.00 1 10.5 15.00 8.50x0.060ZCon-60.0 Yes 10.5 0.24 0.17 0.30 0.00 1 10.5 0.36 0.30 0:47.0.00 1 15.00 8.500.060 Z Con -60.0 Yes 10.5 0.43 0.36 0.56 0.60 1 0.29 0.20 0.35 0.00 1 10.5 2,2 15.00 8.500.060 Z Con -60.0 Yes 10.5 0.29 0.20 0.35 0.00 1 10.5 0.43 0.36 0.56 0.00 l 3,1 15.00 8.500.060 Z Con -60.0 Yes 10.50.36 0.34 0.50 0.00 1 0.25 0.19 0.31 0.00 1 10.5 3,2 15.00 8.50x0.060 Z Con -60.0 Yes 10.5 1 0.25 0.16 0.30 0.00 1 10.5 0.38 10.53 0.29 0.48 0.00 1 4,1 15.00 8.500.060 Z Sim -60.0 Yes 0.0 0.00 0.00 0.00 1 File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/29/2015 15-006854 Calculations Package . Time: 04:30 PM Pager 35 of 62 Maximum Secondary Deflections for Shane 30 x 50 on Side 1 Desi Id Segment Deflection in. Ratio Location(ft) Load Case Description 1 1 0.09' ( U1900) • 6.00. 1. 0.42W1> ; 1 2 0.10 ( U1857) , .23.88 1. 0.42W1> 2 r 1 0.11 ( U1615) ' 6.06 1 0.42W1> .- 2 2 0.11 - . (111578) 23.88 '1 0.42W 1> 3 1 0.12 '(IJ1469) . 6.50 ; 1 0.42W1> _ 3 2 0.07 ( U2432) 24.38 - 1 0:42W1> t 4 1 0.18• r U985 •7.50 1 Des Len Description - Fy(ksi) . Design Detail )Lap Exterior. • Interior ~% Exterior o . Deflection in. % •% Ld Lap ' % % % % Ld .% % ' % % Ld Lap Id ft 1 Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs (inJ 1,1' 25.00 8.50x0.060 Z Con -60.0 Yes . 34.5 0.94 0.41 0.85 0.00 2 , 0.60 0.25 0.65 0.00 1 22.5 1,2 25.00 8.56x0.060 Z Con -60.0 Yes -34.5 0.60 0.25 0.65 0.00 1 22.5 0.94 0.41 0.85 0.06 2 , 2,1 25.00 8:50x0.060 Z Con=60.0 Yes 34.5 0.93 0.00 0.65 .0.00 1. 0.74 0.30 0.79 0.00 1 34.5 2,2 25.00 8.50x0.060 Z Con -60.0 Yes 34.5 0.74 0.30 0.79 0.00 1 34.5 0.93. 0.00 0.65 0.00 1 Maximum See ndary Deflections for Shape 30 x 50 on Side 2 Design Id Segment.. Deflection in. Ratio 'Location(ft) Load Case , 0.42W1> Description 2. 0.58 Y 1 0.56. (U511) 10.50 1. 0.63 ( U456) 10,50 1 0.42W1>. 2 2- 0.64 U449 39.38 1 0.42W1>. , 0.42W1> '1 2. 0.58 (U500) 39.38 • 1 0.42VJ1>, - 2 s 1 0.63 ( U456) 10,50 1 0.42W1>. 2 2- 0.64 U449 39.38 1 0.42W1>. Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % . % % ' % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Cmb We Cs in. Bnd Shr Crab We Cs Bnd Shr Cmb We Cs in. 1,1 15.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.36 0.30 0.47 0.00 l 0.24 0.17 0.30 0.00 1 10.5 1,2 15.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.24 0.17 0.30 0.00 1 10.5 0.36 0.30 0.47 0.00 1 2,1 15.00 8.50x0.060 Z Con -60.0 _Yes 10.5 0.43 0.36 0.56 0.00 1 0.29, 0.20 0.35 0.00 1 10.5 2,2 15.00 8.50x0.060 Z Con -60.0 Yes • 10.5 0.29 0.20 0.35 0.00 1 10.5 0.43 0.36 0.56 0.00 1 3,1 15.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.38 0.29 0.48 0.00 1 0.25 0.16 0.30 0.00 1 10.5 3,2 15.00 ` 8.50x0.060 Z Con -60.0 ' Yes 10.5 0.25 0.19 0.31 0.00 ' 1 16.5 0.36 0.34 0.50 0.00 1 File: Westgate Hardwoods -Expansion - 3.6. 15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. r Date:4/29/2015 15-006854 Calculations' Package -Time: 04:30 PM Page: 38 of 62 1 4,1 .115.001 8.50x0.060 Z Sim -60.0 1 "Yes 1' 0.0 I I I I I I 0.53 10.00 0.00 10.00 11 Maximum Sec ndary Deflections for Shape 30 x 50 on Side 3' Design Id - Segment Deflection(in.) Ratio • - Location(ft) Load Case Description 1 1 0.09 (U1900) 6.00 1 0.42W1> 11 2 • 0.10 (U1857) 23.88 1 0.42W1> 2 .1 0.11 (I/1615) 6.00 , 1 0.42W1> 2 2 0.11 , ( U1578) 23.88 1 0;42W 1> 3 1 0.07 ( U2518) " 6.00 I 0.42W1> 3 , 2 .0.12 " (U1445) 23:38 1 0.42W1> 4 1 0.18 (U985 7.50 1 1 -• 0.42W1>. 0 Date:4/ 29/ 2015 15-006854 Calculations Package Time: 04:30 PM Page: 40 of 62 Roof: A M - i-- ni.d- f . Ctrs an Q CA.. ciao e Maximum Secondary Deflections for Shane 30 x 50 on Side A Desi Id Len Description - Fy(ksi) Design Detail Lap Exterior Interior. Exterior % % % % Ld Lap % % % % Ld % % % ` % Ld Lap 3 ft (L530) Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bud Shr Cmb We Cs rd 25.00 8.50x0:068 Z Con -60.0 Yes 46.5 0.95 0.00 0.67 '0.00 4 0.84 0.28 1.01 0.92 7 46.5 25.00 8.50x0.068 Z Con -60.0 Yes 46.5 0.84 0.28 1.01 0.92 7 46.5 0.95 0.00 0.67 0.00 4 25.00 8.50x0.079 EZ Sim -60.0 Yes 0.0 0.74 0.00 0.84 0.00 16 2,2 25.00 8.50x0.079 EZ Sim -60.0 Yes 0.0 0.74 0.00 0.84 0.00, 22 3,1 25.00 8.50x0.088ZCon-60.0 Yes 46.5 0.63 0.00 0.90 0.00 16 0.55 0.13 0.63 0.52 19 34.5 3,2 25.00 8.50x0.088 Z Con -60:0 Yes 46.5 0.55 0.13 0.65 0.52 19 34.5 0.63 0.00 0.97 0.00 16 4,1 25.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.41 0.00 0.51 0.00 43 4,2 25.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.34 0.00 0.81 0.00 16 Maximum Secondary Deflections for Shane 30 x 50 on Side A Desi Id Segment Deflection in. Ratio. Location ft Load Case Descrition . 1 0.70 (I.All 10:50 2' 0.42W1> 1 2 0.71 ( U406) 39.38 2 0.42W 1> 2 1 0.77 (L373) 13.00 2 0.42W1> 2 2 0.77 (L373) 37.00 2 0.42W1> 3 1 0.54 (L530) 10.50 2 0.42W1> 3 2 0.55 ( U522 ) 39.38 2 0.42W1> 4 1 0.52 (L556) 13.00 2 0.42W1> 4 . 2 0.52 (U556) 37.00 2 0.42W1> File: Westgate Hardwoods - Expansion 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. M Date:4/ 29/ 2015 ` 15-006854 Calculations Package. Tame: 04:30 PM Page: 41, of 62 Pnrlin Anchnraoe Fnrcec fnr Shane 30 x 50- Rnnf A- Panel Tvne is PR- Pitch = t-OIIILI? AR Clin if ren♦d _ Fpr,4 Bay Thickness Load(psf), : Ld Case # Purlins Length Simple? Diaphragm AllowableDefl Actual Defl Diaphragm Diaphragm Diaphragm .Frm-Line Width 1 0.068 -13.87 .1 -i-, 6. 25.00 N ' ' , .30.10, 0.833 0.015 2 0.068 -13.87 1- 6 25.00 N 30.10 0.833 0.015 P "- Reference Located Force per Force per Anch. Allow Req'd AR Actual Required Available r Diaphragm Diaphragm Diaphragm .Frm-Line Anch. Line(k)Anchor Anchors . AR, STD Stiffness' , Stiffness Allow Shr Stress Ratio 1(0.00) Frame 0.02U O.00U (k) . • ' 0.14 , ' ' 0 0,0 0.086 2.245 0.126 0.000 0.004 - 2(25.00) Frame O.00D O.00D (k) 0.28 ' • 0 0,0 0.007 '6.052. 0.126 0.000 0.000 3(50.00) Frame 0.02U - O.00U (k) 0.14' 0 0,0 0.086 2.245 0:126 0:000 0.004 T r t' . • ` l a r, • File: Westgate Hardwoods.- Expansion = 3.6;15 Version: 2014.2c , Varco Pruden Buildingsis a division of BlueScope Buildings North America, Inc. • Date•4/?9/2015 15-006854 Calculations Package Tii ie:.04:30 PM " Page: 42. of 62 Fra ming'_Summary_ Report Loads and Codes - Shape: 30 x 50 City: Durham- County: Butte State::. .California' ' Country: United States ' Building Code: 2013 CBC Built Up: IOAISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Form: , .. l OAISI -. ASD 3000.00 psi Concrete Building Risk/Occupancy Category: I (Low Hazard: Ag, Storage; Temp)'" ; Dead and Collateral Loads , . Roof Live Load Collateral Gravity: I'00 psf Roof Covering + Second. Dead Load: 2.11 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed, for seismic):2.50 psf •. Wind Load Snow Load Seismic Load ' Wind Speed: 110.00 (85.21) mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:58.50 %g - The 'Low Rise', Method is Used Flat Roof Snow: 0.00 psf Mapped Spectral Response - S1:22.70 %g Wind Exposure (Factor):- C (0.916) Design Snow (Sloped): 0.00 psf Seismic Design Category: D , Parts Wind Exposure Factor: 0.916' Rain Surcharge: 0.00 Seismic Importance: 1.000 • Wind Enclosure: Partially Enclosed Exposure Category.'(Factor): 1 Fully Exposed (0.90) Framing Fundamental Period: 0.3410 " Topographic Factor: 1.0000 Snow Importance: 0.800 Bracing Fundamental Period: 0.2083 Thermal Category (Factor): Unheated (1.20) Framing R -Factor: 3.5000 NOT Windbome Debris Region Ground /.Roof Conversion: 0.70 Bracing R -Factor: 3:2500 . Base Elevation: 0/0/0. % Snow Used in Seismic: 0.00 Soil Profile Type: Stiff soil (D, 4) Primary Zone Strip Width: 6/0/0 Seismic Snow Load: 0.00 psf • Diaphragm Condition: Flexible , Parts / Portions Zone Strip Width: 3/0/0 Unobstructed, Slippery Frame Redundancy factor: 1. 3000 Basic Wind Pressure: 24.11 psf Brace Redundancy Factor:1.3000 Frame Seismic Factor (Cs): 0.1484 x W ' a - Brace Seismic Factor (Cs): 0.1598 x W ; ` Design Spectral Response - Shc: 0.2945 - Design Spectral Response- Sds: 0.5195 Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels " Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels File: Westgate Hardwoods - Expansion - 3.6.15 Version:.2014.2c Varco Pruden Buildings is a division of B1ueScope.Buildings North America, Inc. Date:4/29/2015 15-006854 Calculations Package Time: 04:30 PM Page: 44 of 62 Horiz. Clearance between members 2(CX001) and 5(CX002): 25'11" Vert. Clearance at member 2(CX001): 20'-5 15/16" Vert. Clearance at member 5(CX002): 19'-10 3/8" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Frame Location Location I Avg. Bay Space I Description Angle I Group Trib. Override I Design Status 1/0/0 1 13/0/0 • Wigid Frame with Endposts 90.0000 30/0/0 Stress Check Design Load Combinations - Framing No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W I 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG + WPR 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> + CU + W 1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 17 System 1.000 ' 0.6 D + 0.6 CU + 0.6 WPL + CU + WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D +CG+L+WI> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W l+ CG +.L + <W l 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L + WPR Frame Memher Rips Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth in. Depth2 in: Length ft Weight (p) Fig Fy (ksi) Web Fy (ksi) Splice A.] Codes Jt.2 Shape 1 8.00 0.2500 0.1345 12.00 24.00 20.50 455.2 55.00 55.00 BP SS ' 3P 2 8.00 0.2500 0.2500 24.00 24.00 2.73 108.1 55.00 55.00 SS KN 3P 3 5.00 '0.1875 0.1644 28.00 9.00 15.23 239.4 55.00 55.00 KN SP 3P 4 5.00 0.1875 0.1345 9.00 13.00 13.45 175. 55.00 55.00 SP KN 3P 5 5.00 0.1875 0.1345 12.00 15.00 20.85 269.6 55.00 55.00 BP KN 3P 6 5.25 0.0880 0.1760 8.50 8.50 22.67 200.2 60.00 1 60.00 1 BP SS 2C Total Frame Weight = 1448.0 (p) (includes all plates) Frame Member Releases Member Joint 1 . Joint 2 6. No Yes Roundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Dis lacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 • 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 5 30/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 15/0/0 22/9/0 Yes No No 0/0/0 0/0/0 0.0000. Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 1 Type Exterior Column Interior Column Exterior Column F---X-Loc 1 0/0/0 1 15/0/0 30/0/0 File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/29/2015 .15-006854 Calculations Package Time: 04:30 PM Page: 45 of 62 Gridl - Grid2 1-C Base Plate W x L (in.) 9 X 13 Base Plate Thickness (in:) 0.375 Anchor Rod Qty/Diam. (in.). 4-0.750 . Column Base Elev. 100'-0" 1-B 1-A 8 X 8.5 8X13 0.313 .0.375 2-0.750 4-0.750 100'-0" 100'-0" Load Type Desc. Hx Vy Hx Hz Vy Hx V D Frm 0.22 1.67 - U> 0.20 -0.22 1.39 - CG Frm 0.08 0.45 0.0 .0.0 - -0.08 0.45 - L> Frm 1.00 5.40 20.0 - - -1.01 5.40 - <L Frm 1.00 5.40 W2> .. - -1.01 5.40 - Wl> Fina -7.54 -16.46 - 5.34 -7.19 -3.52 - <Wl Frm 4.77 -16.23 - -4.96 - 0.19 -10.70 - W2> Frm 2.00 3.80 - 0.0 - 2.37 0.11 - <W2 Frm 4.77 4.03 - 0.0 - 9.76 -7.07 - WPL Frm -9.43 -21.39 MW - -8.37 -5.54 7- WPR , Frm -8.41 -17.44 0.0 - -8.81 -2.55 - - MW Frm - 10.8 - - - - - MW Frm 3.81 4.22 - - -• 6.78 MW Fmi - - 4 - 3 MW Fim -9.21 -5:02 - - - -2.32 5.02 - CU . Frm - - - - - - _ L Frm 1.00 5:40 - -1.01 5.40 - Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction (k):. (k) Vertical Load Reaction (k) (k D 0.0 0.0 3.4 3.1 - " CG 0.0 -0.0 0.9 0.9 U> 0.0 0.0 10.8 10.8 <L 0.0 .0.0 10.8 10.8 Wl> 14.7 14.7 20.0 20.0 <W l 4.6 4.6 26.9 26.9 W2> .. 4.4_ 4.4 3.9 3.9 <W2 14.5. 14.5 3.0 3.0 WPL 17.8 17.8 26.9 26.9 WPR . 17.2 17.2 20.0 20.0 MW 0.0 0.0 0.0 0.0 MW 10.6 10.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 11.5 11.5 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 10.8 10.8, Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural anal sis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. (in.). (-Hx) Case (Hx) Case (-Hz). Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 15/0/0 1-B 6 0.313 k 8.5 k) 2 (in -k) - (in -k Std 0/0/0 1-C 5.53 17 3.20 22 8 - - - 11.83 17 7.99 22 OS -0.1875 - - - 15/0/0 1-B - - - - 2.98 4 3.20 3 - - 0.20 1 - - 15/0/0 22/9/0 - - 2.90 4 3.12 3 0.20 1 - 30/0/0 1-A 5.59 1 8 1 5.72 1 16 - 5.58 1 1 1 7.25 1 1 - Base Plate Summary - Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi - Grade A36 Anchor Rods used to determine quantity and diameter Ga e & Pitch standards are based on ACI -318 Appendix D `criteria for "cast -in- lace anchor rods inspace= 4•drod X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to No.. in. in. (in.). Rods in. in. in. Type Flange Web 0/0/0 1-C 1 0.375 9 •13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 15/0/0 1-B 6 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted 30/0/0 1-A 5 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. . Date:4/ 29/ 2015 15-006854 Calculations Package Time: 04:30 PM Page: 46 of 62 Pinned Race Plate Cnnnartinn IAndino Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load in. Shear Case Tension Case V + T Case Bendin Case Bearing Case Tension Shear Comp Case k (k) Case Case 0/0/0 Case 12 k Case k k k Case 0/0/0 5.59 -3.01 12 5.58 -11.51 17 3.19 8.13 22 0.60 -8.68 4.44 13 15/0/0 3.20 0.12 13 - - 0 - 0.20 1 - - - 0 30/0/0 1 5.83 -3.41 16 1 0.02 -5.63 14 1.31 1 7.34 1 1 0.064 - - 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tension Case V + T Case Bendin Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.242 12 0.299 17 N/A 0 2.000 0 0.063 22 0.349 17 0.049 22 0.097 17 0.177 17 15/0/0 - 0 - 0 0.959 0 2 0 - 0 - 0 - 0 - 0 - 0 30/0/0 0.253 16 0.147 14 2.9 0 204.2 0 0.064 1 0.213 14 0.118 1 0.093 1 0.172 16 Weh Ctiffenor Cummary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Desc. in. ID ft in. 2 1 KN(Face) KN(Face) in. in. in. 0.750 0.750 Description 2 1 S3 0.22 23.500 N/A N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1256- 4 I 1 S9 12.17 12.714 94.53 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 Rnited Rnd_Platr Cnnnartinne /Plato Fu = QG.nn LAI Mem. No. Jt. No. Type End -Plate Dimensions Bolt Outside Flange Inside Flan e Thick. (in.) Width (in.) Length (in. Diam. (in. Spec/Joint Gages ln/Out in. Confi ration Pitches lst/2nd Configuration Pitches lst/2nd ID Desc. in. ID Desc. (in.) 2 3 2 1 KN(Face) KN(Face) 0.375 0.375 8.00 6.00 31.38 31.32 0.750 0.750 A325N/PT A325N/PT 3.50 3.50 13 13 Flush 2.00/2.00 31 Flush 2.00/2.00 41 Extended 3.25/2.00 Ext/Gusset 3.25/2.00 M.-..# rnn orfin 3.25 31Extended 3.25 3.25 31 Extended 3.25 3.25 31 Extended 3.25 3.25 31 Extended 3.25 Outside Flange tsusset to t. i3u x u.vuu x 4.55 br-tsb-u.1 a i3, Design Stren h Ratios Mem. 3 2 SP 0.375 6.00 14.80 0.750 A325N/PT 3.00 31 Extended 4 1 SP 0.375 6.00 14.76 0.750 A325N/PT 3.00 31 Extended 4 2 KN(Top) 0.375 6.00 20.75 0.750 A325N/PT 3.00 31 Extended 5 2 KN(ToD) 0.375 6.00 20.75 0.750 A325N/PT 3.00 31 Extended M.-..# rnn orfin 3.25 31Extended 3.25 3.25 31 Extended 3.25 3.25 31 Extended 3.25 3.25 31 Extended 3.25 Outside Flange Required Strength Design Stren h Ratios Mem. A. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Bendin Yieldin Ru ture Tearin Weld Weld 2 2 6 -3.0 4.0 761.2 AISC DG-16/Thin plate 0.335 0.041 0.972 0.000 0.000 0.03 0.959 0.959 3 1 6 -3.0 4.0 761.2 AISC DG-16/Thin plate 0.335 0.041 0.97 0.000 0.000 0.037 0.899 0.959 3 2 16 -2.9 3. 204.2 AISC DG-16/Thin plate 0.334 0.046 0.741 0.213 0.315 0.043 0.757 0.631 4 1 16 2.9 34 204.2 AISC DG-16/Thin plate 0.334 0.046 0.741 0.213 0.315 0.043 0.757 0.631 4 2 24 4.8 1.4 425.9 AISC DG-16/Thin plate 0.405 0.020 0.856 0.258 0.38 0.018 0.918 0.516 5 2 24 -4.8 1.4 425.9 AISC DG-16/Thin late 0.405 0.020 0.856 0.258 0.382 0.018 0.918 0.516 Inside Flan a Required Strength Design Stren h Ratios Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k in -k Proc. Tension Shear Bendin Yieldin Ru ture Tearin Weld Weld 2 2 17 5.2 10.5 1183.5 AISC DG-16/Thin plate 0.75 0.14 0.976 0.000 0.000 0.138 0.983 0.959 3 1 17 5.2 10.5 1183.5 AISC DG-16/Thin plate 0.75 0.14 0.976 0.000 0.000 0.138 0.799 0.959 3 2 24 2.3 3.5 218. AISC DG-16/Thin plate 0.399 0.048 0.885 0.25 0.376 0.045 0.905 0.631 4 1 24 2.3 3.5 218. AISC DG-16/Thin plate 0.399 0.048 0.885 0.254 0.376 0.045 0.905 0.631 4 2 16 3.3 2.5 384.2 AISC DG-16/Thin plate 0.42 0.03 0.898 0.271 0.400 0.031 0.962 0.516 5 2 16 3.3 2.5 384.2 AISC DG-16/Thin late 0.42 0.03 0.898 0.271 0.400 0.031 0.962 0.516 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Pinned Cnnnerfinns- Maximum Shear Case Maximum Tension Case I Stren h Ratios Mem. No. Jt. I Ld No. Cs I Axial (k I Shear k Ld Cs I Axial k I Shear k Bolt Tension Bolt Shear Bolt V + T Plate Bendin Flange Yieldingi Flange Bearing Flange Weld Web Weld Flange Brace Summary File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/29/2015 15-006854 Calculations -Package Time: 04:30 PM Page: 47 of 62 Member From Member Joint 1 From Side Point l - Part Axial Load per FB (k) Load Case Design Note 3 1/5/11 4/3/0 GFB3021 0.547 6 Bolt She 3 10/8/11 13/6/0 GFB2050 0.472. 16 Moment 4 2/6/0 18/6/0 ` GFB2037 0.292 14 Bearing 4 11/6/0 27/6/0 GFB2050 0.534. 24 ' Std 5.' . 7/6/0 7/6/0 GFB2050 0.558 24 GFB 5 12/6/0 12/6/0 GFB2063 0.683 24 Flexure 5 17/6/0 1-7/6/0 GFB2063.. 0.655 24 0.068 Tnn OF PncYSummary - - - - X -Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purlin Bolt She FB/WSF Shear Mom -x Reaction Force . Qa Moment Shear Depth R1 R2 Purlin Vr Bearing Mry Bearing 15/0/0 1-B 3.12 1.53 Std 64.45 3.01 N 1.16 24.74 0.088 GFB 3.70 4.42 3.20 k in -k in -k Flexure 69.54 1 20.51. N 0.50 18.10 0.068 GFB 2.86 4.42 2.96 Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 PnrnrnPtPrc rtcpd fnr Axial and FlPxnral nncian Mem. No.. Control Cases Required Strength Available Strength Strength Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial " . Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial . Qa Mem. Loc. Depth + Shear Pr, Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure 1.00 k k in -k in -k k . k in -k in -k Flexure 69.54 1 20.51. .24.00 17 3012.65 11.8 1.00 1223.5 0.0 236.3 3 .1251.3 250.2 1.00 27.4 1 20:51 24.00 3.92 17 ' 1.57 5.0 2.53 0.06 757.37 8.3 0.96 1:00 0.78 0.6.0 2 0.00 24.00 13 9.5 8.7 0.94 986.1 25.2 325.9 1.56 1363.4 137.6 0.92 160.4 2 .0.19 24.00 0.83 17 5 5.4 238.39 60.0 60.0 53.5 0.94 122.9 3.91 0.10 3 1.10 28.00 17' 193.68 5.2 1.00 1183.5 0.0 211.7 6 1171.7 51.0 1.02 60.0 3 1.10 . 28.00 3.91. 17 • 1.49 -10.5 0.00 0.01 - 69.23 12.9 1:00 0.00 0.81 4 12.29 13.00 24 1.8 -388.9. 0.0 117.9 442.3 54.5 0.89 4 12.29 13.00 1 -6.1 15.6 0.39 5 15.00 14.27 24 -4.8 -472.7 0.0 61.8 485.6 53.3 1.01 5 0.00 12.00 16 -5.7.. 17.0 :0.33 6 11.38 8.50 3 0:2 -218.5 0.0 33.1 230.9 56.2 0.95 6 0.00 8.50 1 13 1 -3.2 15.8 0.20 PnrnrnPtPrc rtcpd fnr Axial and FlPxnral nncian Mem. No.. Loc. ft : Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx -in.3 IZy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs . Qa 1 20.51 248.74 248.7 248.7 7.16 2.00 '709.54 21.34 59.13 5.33 .66.07 8.11 '0.10 3009.01. 1.84' 0.99 1.00 0.65 1.00 2 0.00 248.74 248.7 248.7 9.88 2:00 894.46 21.36 69.54 5.34 82.02 8.37 0.21 3012.65 1.80 1.00 1.15 0.71 1.00 3 1.10 304.11 27.4 27.4 6.42 .' 0.94 651.41 3.92 46.53 ' 1.57 57.44 2.53 0.06 757.37 1.00 0.96 1:00 0.78 1.00 4 12.29 304.11 9.5 9.5 3.57 0.94 99.51 3.91 15.31 1.56 17.37 2.40 0.03 160.4 1.05 1.00 Ll1 0.83 1.00 5 15.00 238.39 60.0 60.0 3:7 0.94 122.9 3.91 17.2 1.56 19.69 2.41 0.03 193.68 1.00 1.00 1.09 0.81 .0.72 6 11.38 273.00 60.0 60.0 2.60 2.60 27.31 3.91. 6.43 • 1.49 0.00 0.00 0.01 - 69.23 1.00. 1:00 0.00 File: Westgate Hardwoods - Expansion 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/ 29/ 2015 15-006854 Calculations Package Time: 04:30 PM Page:. 48 of 62 User Defined Frame Point Loads for Cross Section: 1 Side I Units T e • Description Ma 1 Locl Offset H or V Supp. Dir. Coef. Loc. 1 k Wl> Weak Axis Load 2.00 12/0/0 N N N " IN 1.000 WA . Y neflection Laad Comhinatinns'- Framinv No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W1> Wl> 3 System 1.000 60 180 0.42 <W 1 <W1 4 System. I :000 60 180 0.42 W2> 2> 5 System 1.000 60 180. 0.42 <W2 W2 6 System 1.000 60 180 0.42 WPL WPL 7 System :. 1- 11.000 60 180 0.42 WR.. WPR :. Description Ratio. Deflection in. Member Joint Load Case Load Case'Descrition Max. Horizontal Deflection (H/93) • 2.618 5 2 7 WPR ax. Vertical Deflection for Span 1 L530 0:610 4 1 ' S <W2. - Controllin Frame Deflection Ratios for Cross Section: 1 • Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated: Frame Lateral Stiffness (K): 0.000.(k/in) Fundamental Period (calculated) (T): 0.000 (sec.) File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c . Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 1 L530 0:610 4 1 ' S <W2. - File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c . Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. 15-006854'Calculations Package 4, Date:4/29/2015 Time: 04:30 PM Page:. 49 of 62 Wall: 4, Frame at: 25/0/0- , Frame Cross Section: 2 7. 03 LL LL LL vo 'P 1 (2)GFB , .r r GFB' �Y •- •� ` ` .. 1. \ .. rt 'y t - •# _ .. _ � I J GFB Dimension Key - F w 1 8 1/2.. r Y[ •• \ 2 0'-0" 5 2'-7 1/4"' 6 Y-6" 7 2 @ ?'-Olr 1 Frame Clearances " . Horiz. Clearance between members 1(CX003) and 4(CX004): 25'-8" t y File: Westgate Hardwoods - Expansion - 3.6.15'~ Version: 2014.2c Varco Pruden Buildings is a division of BlueScope. Buildings North America, Inc. . . Date:4/29/2015 15-006854 Calculations Package Time:04:30PM Page: 50 of 62 Vert. Clearance at member I(CX003): 21'-2 3/16" Vert. Clearance at member 4(CX004): 20'-0 5/16" Finished Floor Elevation = I00'-0" (Unless Noted Otherwise)- Frame Location.Desi n Parameters: Location I Avg. Bay Space I Description Angle Group Trib. Override Design Status 25/0/0 1 24/0/0 Pigid Frame 90.0000 - Stress Check llesian I nad ('nmhinatinne _ Framino - No. Ori ' Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L. + CG + <L 3 System 1.600 1.0 D + 1.0 CG + 0.6 W l> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W l D + CG +:<W 1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 0.6 MW MW - Wall: I 8 System 1.000 0.6 MW MW - Wall: 2 9 System 1.000 0.6 MW MW - Wall: 3 10 System 1.000 0.6 MW MW - Wall: 4 Al System 1.000 0.6 D+0.6 CU+0.6 Wl> D +CU+WI> 12 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W l 13 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 15 System . 1.000 1.0 D + 1:0 CG + 0.75 L + 0.45 W l> D + CG + L + W l> 16 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W 1 17 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 19 System Derived ' 1.060 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> + CG + WPR + WB 1> 20 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1> D + CU + WPR + WB 1> 21 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB 1>. + CG + L + WPR + WB 1> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG + WPR + <WB 1 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 6.6 <WB 1 + CU + WPR + <WB 1 24 System Derived 1.000 1.0 D + 1.6 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 + CG + L + WPR + <WB 1 25 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> + CG + WPR + WB2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR,+ W112>27 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2>, + CG + L + WPR + WB2> 28 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 29 . System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <W132 30 System Derived 1.000 1.0 D + 1.0" CG + 0.75 L + 0.45 WPR + 0.45 <W132 D + CG + L + WPR + <WB2 31 System Derived 1:000 1.0 D + 1.0 CG + 0.6 WPL + 6.6 WB3> D + CG + WPL + WB3> 32 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 33 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0:45 WPL + 0.45 W133> + CG + L + WPL + WB3> 34 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W133 D + CU + WPL + <WB3 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 + CG + L+ WPL + <WB3 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL-+ 0.6 WB4> + CU + WPL + WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> + CG + L + WPL + WB4> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 + CG + WPL + <WB4 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W134 D + CU + WPL,+ <WB4 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 D + CG + L + WPL + <WB4 43 System Derived 1.000 0.6 MWB MWB - Wall: 1 44 System Derived 1.000 0.6 MWB MWB - Wall: 2 45 System Derived 1.000 0.6 MWB MW13 - Wall: 3 46 1 System Derived 1 1.000 10.6 MWB MWB - Wall: 4 Frame Memher Cres. - - - - - Mem. Fig Width Fig Thk Web Thk Depth Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. in. _ in. in. in. in. ft) (p) - (ksi) (ksi) Jt.I Jt.2 1 8.00 0.2500 0.1345 12.00 21.00 23.23 528.9 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 20.00 9.00 15.23 226.7 55.00 55.00 KN SP 3P 3 5.00 0.1875 0.1345 9.0011.00 13.45 166.1 55.00 55.00 SP KN 3P 4 5.00 0.1875 0.1345 12.00 14.00 20.85 .266.41 55.00 55.00 BP KN 3P File: Westgate Hardwoods - Expansion 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc.. Date:4/ 29/ 2015 ` 15-006854 Calculations Package Time: 04:30 PM - Pager 51 of 62 Total Frame Weight = 1188.1 (p) (Includes all plates) Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment I Displacement X(in.) Dis lacement Y in. Displacement rad. 1 4 0/0/0 0/0/0 30/0/0 0/0/0 Yes Yes Yes Yes No No : 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 2 Type Exterior Column Exteri X -Loc Gridl - Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) . Anchor Rod Qty/Diam. (in.) Column Base Elev. or Column ' 0/0/0 30/0/0 2-C 2-A 9 X 13 8 X 13 0.375 .• 0.375 470.750 4-0.750 100'-0" 100'-0" Vertical Load Reaction k Load Type Desc. Hx Vy Hx Hz V 0.0 D Frm 0.21 1.62 -0.21 - 1.38 8.6 CG Frm 0.08- 0.45 -0.08 8.6 0:45 - Wl> h Frm 0.77 4.32 -0.77 <Wl 4:32 - - <L• Frm 0.77 4.32 0.77 - 4.32 3.0 Wl> Frm -5.90 -1126 1-5.97 2.7 -2.84 - - 0.0 <W 1 Frm. -3.69 -13.09 0.11 - -8.73 - 0.0 W2> Frm 1.51 2.94 1.90 0.0 0.06 - MW <W2 Frm 3.73 3.11 7.98 CU -5.82 0.0 MW Frm- L 0.0 0.0 8.6 8.6 MW Frm 3.14 3.57 5.59. - -3.57 - - MW Frm MW Frm -7.31 -4.01 -1.90 4.01 - CU Frm - - - L Frm 0.77 4.32 -0.77 4.32 - V,/PR Frm -6.56 -14.01 -7.24 -2.09 - - - WB1> Brc 0.11 0:11 -6.11 -5.10 -4.68 - - <WB1 Brc -0.05 -0.08 0.05 - 4.65 -, WB2> Brc 0.11 0.12 -0.11 -5.10 -4.92 <WB2 Brc -0.05 -0.09 0.05 4.80 - - WPL Fret -7.37 -17.27 -6.90 4.55 - - WB3> Brc 0.11 0.12 -0.11 -5.11 .4.90 - <WB3 Brc 0.05 -0.09 0.05 4.87 - WB4> Brc 0.11 0.12 -0.11 -5.13 -4.91 - <WB4 ` Brc -0.05 -0.09 0.05 - 4.88 MWB Brc 0.10 0.10 -0.10 4.68 4.29 MWB Brc - - _ MWB Brc -0.05 -0.08 0.05 - 4.27 - - - MWB Brc - - - - - Sum of Forces with Reactions Check - Framine Load Type Horizontal Load Reaction Vertical Load Reaction k D 0.0 0.0.. 3.1 3.0 CG 0.0 0.0 0.9 0.9 U 0:0 0.0 8.6 '8.6 <L 0.0 0.0 8.6 8.6 Wl> 11.9 11.9 16.1 16.1 <Wl 3.6 3.6 21.8 21.8 W2> 3.4 3.4 " . 3:0 3.0 <W2 11.7 11.7 2.7 2.7 MW. 0.0 0.0", 0.0 0.0 MW 8.7 8.7 0.0 0.0 . MW 0.0 0.0 . 0.0 0.0 MW 9.2 9.2 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 8.6 8.6 File Westgate Hardwoods Expansion - 3.6.15' Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/ 29/ 2015 WANW. 15-006854 Calculations Package Time: 04:30 PM Page: 52 of 62 WPR 13.8 13.8 16.1 16.1 WBI> 0.0 0.0 0.0 4.6 <WB1 0.0 0.0 0.0 4.6 WB2> 0.0 0.0 6.0 4.8 <WB2 0.0 0.0 0.0 4.7 WPL 14.3 14.3 21.8 21.8 WB3> 0.0 0.0 0.0 4.8 <WB3 0.0 0.0 0.0 4.8 WB4> 0.0 0.0 0.0 4.8 <WB4 0.0 0.0 0.0 4.8 MWB 0.0 0.0 0.0 4.2 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 4.2 MWB 0.01 0.0 0.0 0.0 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 30/0/0 2-A 4 0.375 (k 13 No 4 in -k 5.0 in -k Std 0/0/0 2-C 4.39 10 2.54 18 - 30/0/0 - - 9.44 41 6.71 18 3.99 - 30 3.08 30/0/0 2-A 4.70 25 4.66 14 3.08 37 - - 4.85 38 6.29 30 6.00 - 0.750 A325N/PT Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55:00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4•drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. Shear Rods in. in. in. Type Flange Web 0/0/0 2-C 1 0.375 9 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 30/0/0 2-A 4 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection adin Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load in. Shear Case Tension Case V + T Case BendingCase 1 BeatingCase Web Tension Shear Com Case k Case Case k 0/0/0. Case 10 k Case k k k Case 0/0/0 4.45 -2.41 10 4.41 -9.15 35 2.53 6.86 18 - - 38 0 30/0/0 4.75 -2.67 14 4.34 -5.18 38 3.99 6.37 30 3.08 -5.18 4.34 38 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tension Case V + T Case BendingCase 1 BeatingCase Web Tension Case Com Case Weld Case Weld Case 0/0/0. 0.193 10 0.238 35 23.28 0, A325N/PT 0 0.053 18 0.278 35 0.041 18 0.077 35 0.140 35 30/0/0 0.231 38 0.135 38 S9 0 10.700 0 0.055 30 0.196 38 0.102 30 0.161 38 0.152 38 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages In/Out ft in. No. in. in. in. in. Description I 1 S10 1 Alternate Web Thick.= 0.1875 0.1875 3.500 Opposite W -OS -0.1250 11 Flush 16.63 31 Extended 3.25 2 1 KN(Face) 0.500 6.00 23.28 0.750 A325N/PT Fillet 11 1 2 S3 21.38 20.500 N/A N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 3 1 S9 12.25 10.700 79.55 N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. 1250,F -OS -0. 1250 Bolted End -Plate Connections (Plate Fj = 55.00 ksi) File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration I Pitches lst/2nd No. No. in. in. in. in. in. ID I Desc. in. ID Desc. in. 1 2 KN(Face) 0.500 8.00 23.36 0.750 A325N/PT 3.00 11 Flush 16.63 31 Extended 3.25 2 1 KN(Face) 0.500 6.00 23.28 0.750 A325N/PT 3.00 11 Flush 16.63 31 Extended 3.25 2 2 SP 0.375 6.00 12.28 0.750 A325N/PT 3.00 11 Flush 5.63 31 Extended, 3.25 3 1 SP 0.375 6.00 12.26 0.750 A325N/PT 3.00 11 Flush 5.63 31 Extended 3.25 3 2 KN(Top) 0.375 6.00 19.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 4 2 KN(Top) 0.375 6.00 19.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. W Date:4/ 29/ 2015 15-006854 Calculations Package Time: 04:30 PM Page: 53 of 62 Moment Connections: Outside Flange Required Stren Design StrengthRatios • Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear I Shear Bearing Flange Web No. No. Cs (k) (k) (in±L Proc. Tension Shear Bending Yieldingj Rupture Tearing Weld Weld 1 2 6 -2.3 3.5 627.8 AISC DG-16/Thin plate 0.937 0.071 0.926 0.000 0.000 0.086 0.959 0.516 2 1 6 -2.3 3.5 627.8 AISC DG-16/Thin plate 0.937 0.071 0.926 0.000 0.000 0.086 0.710 0.516 2 2 14 -2.2 2.8 148.8 AISC DG-16/Thin plate 0.600 0.057 0.956 0.000 0.000 0.092 0.959 0.516 3 1 14 -2.2 2.8 148.8 AISC DG-16/Thin plate 0.600 0.057 0.956 0.000 0.000 0.09 0.959 0.516 3 2 24 -6.3 1.1 374.3 AISC DG- 16/1hin plate 0.368 0.01 0.78 0.235 0.34 0.013 0.83 0.516 4 2 24 -6.3 1.1 374.3 AISC DG-16/Thin late 0.368 0.01 0.78 ' 0.235 0.34 0.013 0.834 0.516 Inside Flan a Re uired Strength Design StrengthRatios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k) Proc. Tension Shear Bendin Yielding Rupture Tearing Weld Weld 1 2 35 3.9 8.6 966.9 AISC DG-16/Thin plate 0.715 0.116 0.904 0.337 0.499 0.085 0.737 0.516 2 1 35 3.9 8.6 966.9 AISC DG-16/Thin plate 0.715 0.116 0.904 0.337 0.499 0.085 0.799 0.516 2 2 30 1.7 3.0 174.5 AISC DG-16/Thin plate 0.320 0.040 0.702 0.270 0.399 0.039 0.959 0.516 3 1 30 1.7 3.0 174.5 AISC DG-16/Thin plate 0.320 0.040 0.70 0.270 0.399 0.039 0.959 6 3 2 14 2.6 2.0 318. AISC DG-16/Thin plate 0.37 0.027 0.796 0.239 0.353 0.025 0.849 6 �O516 4 2 14 2.6 2.0 318. AISC DG-16/Thin late 0.37 0.027 0.796 0.239 0.353 0.025 0.849 • Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB_Lkj Load Case Design Note 2 1/8/11 4/3/0 (2)GFB2081 0.341 6 Shear 2 10/11/11 13/6/0 GFB2050 0.458 14 . Mom -y 3 11/6/0 27/6/0 (2)GFB2050 0.273 30 + 4 7/6/0 7/6/0 GFB2050 0.489 28 Pc 4 12/6/0 12/6/0 GFB2050 0.628 30 No. 4 1 17/6/0 1 17/6/0 2 GFB2063 0.310 1 30 k Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses per Member ocations are from Joint 1 Parameters Used for Axial and Flexural Design Mem. Controlling Cases Required Strength Available Strength Strength Ratios Ag Afn Ixx Axial Sx Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mex Mcy + Shear No. ft in. Flexure 60 180 k k in -k in -k k k in -k in -k Flexure 50.20 1 21.42 21.00 35 2296.78 9.4 1.00 1015.1 0.0 223.0 2 1046.4 250.2 0.99 21.7 1 21.42 21.00 5.21 35 2.08 4.0 3.21 0.07 508.28 9.6 0.99 1.00 0.94 0.41 2 0.93 20.00 35 10.3 3.9 0.94 966.9 0.0 169.1 1.56 1005.4 95.0 0.97 114.23 2 0.93 20.00 0.85 35 4 -8.610.1 240.31 60.0 60.0 3.64 0.94 108.39 3.91 0.85 3 12.36 11.00 30 173.14 1. 1.00 -342.5 0.0 109.0 368.8 56.4 0.94 3 12.36 11.00 1 -5.2 18.7 0.28 4 15.00 13.50 30 -6. -409.4 0.0 62. 459. 54.0 0.94 4 0.00 12.00 25 4.7 17.0 0.28 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 <W2 6 System 1.000 60 180 1 21.42 256.98 257.0 257.0 6.76 2.00 527.14 21.34 50.20 5.33 55.63 8.09 0.10 2296.78 1.82 1.00 1.00 0.65 1.00 2 0.93 308.42 21.7 21.7 5.12 1.25 326.91 5.21 32.69 2.08 37.47 3.21 0.07 508.28 1.00 0.99 1.00 0.94 1.00 3 12:36 308.42 10.3 10.3 3.30 0.94 68.25 3.91 12.41 1.56 13.93 2.39 0.03 114.23 1.05 1.00 1.12 0.85 1.00 4 15.00 240.31 60.0 60.0 3.64 0.94 108.39 3.91 16.06 1.56 18.27 2.40 0.03 173.14 1.00 1.00 1.10 0.82 0.7 Deflection Load Combinations - Framing No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 Wl> Wl> 3 System 1.000 60 180 0.42 <W l <Wl 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System Derived 1.000 0 180 0.42 WB I> WBl> File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Date:4/ 29/ 2015 15-006854 Calculations Package Tike: 04:30 PM Page: 54 of 62 9 System Derived 1.000 0 180 0.42 <WB1 <WB1 10 System Derived, 1.000 0 180 0.42 WB2> WB2> 11 System Derived 1.000 0 180 0.42 <WB2 _ <WB2 12 System Derived. 1.000 .. 0 180 0.42 WB3> WB3> ' 13 System Derived 1.000 0 180 0.42 <WB3 WB3 14 System Derived 1.000 0 180 0.42 WB4>' WB4> 15 System Derived 1.000 0 180 0.42 <WB4 <WB4 , 16 System Derived. 1.000 60 0 0.42 WB I> WB1> 17 System Derived 1.000 60 0 0.42 <WB 1 <WB 1 18 System Derived 1.000 60 0 0.42 WB2> WB2> 19 System Derived 1.000 60 0 0.42 <WB2 • • <WB2 20 System Derived 1.0 00 60 0 0.42 WB3> 21 System Derived' 1.000 60 -0 0.42 <WB3 - ; <WB3 22 System Derived 1.000 60 0 0.42 WB4> WB4> ; 23 S stem Derived. 1.000. 60 . 0 0.42 <WB4 F<WB4 Controlling Frame Deflection Ratios for Cross Section:2 Description Ratio Deflection (in.. Member ' Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 (H/81) U579 3.016 -0.561 4 3 2 1 .: 6 WL 1 L Date:4/ 29/ 2015 15-006854 Calculations Package Time: 04:30 PM Page:. 56 of 62 Vert. Clearance at member I (CX005): 21'-10 3/8" Finished Floor Elevation= 100'-0" (Unless Noted Otherwise) Frame Location Design Parameters: 1 49/0/0 1 13/0/0 [Post & Beam 1 90.0000 1 1 - I Stress Check I Design Load Combinations - Framing No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASLA 4 System 1.000 1.0 D + 1.0 CG + 1.0 AASL D+CG + AASL 5 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> + CG + W l> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W l 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 17 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W l> D + CG + L + W l> 18 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W1 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB I> + CG + WPR + WB 1> 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1> + CU + WPR + WB 1> 23 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB I> + CG + L + WPR + WB 1> 24 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 D + CG + WPR + <WB 1 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 + CU + WPR + <WB l 26 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 + CG + L + WPR + <WB I 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 29 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> + CG + L + WPR + WB2> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 + CG + WPR + <WB2 31 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 32 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 + CG + L + WPR + <WB2 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> + CG + L + WPL + WB3> 36 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 + CG + WPL + <WB3 37 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 + CG + L + WPL + <WB3 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W]34> + CG + WPL + WB4> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> + CU + WPL + WB4> 41 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> + CG + L + WPL + WB4> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 + CU + WPL + <WB4 44 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 + CG + L + WPL + <WB4 45 System Derived 1.000 0.6 MWB MWB - Wall: 1 46 System Derived. 1.000 0.6 MWB WB - Wall: 2 47 System Derived 1.000 0.6 MWB MWB - Wall: 3 48 System Derived 1 1.000 10.6 MWB MWB - Wall: 4 Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) , (ksi ksi it.I ]t.2 1 6.00 0.2500 0.1345 10.00 10.00 23.23 360.3 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 15.00 15.00 7.17 81.0 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1345 15.00 15.00 6.92 78.3 55.00 55.00 SS SS 3P File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco-Pruden Buildings is a division of B1ueScope Buildings North America, Inc. . Date:4/29/2015 I5-006854 Calculations Package Time: 04:30 PM Page: 57 of 62 4 5.00 0.1345 0.1345 15.00 15.00 7.36 83.3 55.00 55.00 SS SS 3P 5 5.00 0.1345 0.1345 15.00 15.00 7.23 89.7 55.00 55.00 SS SS 3P 6 5.25 0.0730 0.1460 8.50 8.50 20.64 151.3 60.00 60.00 BP SS 2C 7 5.25 0.0790 0.1580 8.50 8.50 20.57 163. 60.06 60.00 BP SS 2C Total Frame Weight =,1007.0 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 , 1 No Yes 6 No Yes 7 No Yes Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 1 30/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 15/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete - Reactions - Unfactored Load Tvne at Frame Cross Section: 3 Type Exterior Column Interior Column Exterior Column X -Loc 0/0/0 15/0/0 30/0/0 Grid - Grid2 3-C 3-B . 3-A Base Plate W x L (in.) 8 X 11 8 X 8.5 8 X 8.5 Base Plate Thickness (in.) 0.375 0.313 0.313 Anchor Rod Qty/Diam. (in.) 4-0.750 2-0.750 2-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type : Desc. Hx Vy Hx Hz . V Hx HzrOA k D Frm 0.57 - - 0.83 - - - - CG Frm 0.08 - 0.22 - - L> Frm - 1.69 - 4.45 - <L Frm - 1.69 - 4.45 - - ASL^ Frm -0.22 - - 2.23 - - ^ASL Frm 1.90 - 2.21 - 0:21 - Wl> ' Frm - -1.72 - 5.03 -5.35 -2.86 - -2.22 <W l Frm - -2.81 - 4.67 -7.56 -0.19 - -2.82 - W2> Frm - 0.17_ - 0.61 0.64 - 0.28 <W2 Frm - -0.92 -1.59 3.30 -0.32 - MW Frm - MW Frm -0.22 - 0.02 2.11 0.20 MW Fnn - - - - - MW Frm -2.35 -0.02 - 0.02 - - - CU Frm - - - - - - L Fnn 1.69 4.45 - 1.68 WPR Frm -1.69 -5.36 -3.22 -2.26 - WB1>. Brc 0.02 2.94 4.43 - 8.99 - <WB1 Brc 0.20 - -0.29 -0.04 5.10 4.27 - WB2> Brc 1:10 -0.65 - -1.24 - - 4.94 - <WB2 Brc 5.58. -3.39 - -5.60 -0.04 5.10 4.68 - WPL Frm - -2.52 - - -7.58 -3.22 - -3.08 - - WB3> Brc - 0.02 2.94 - -4.46 - - 9.22 - - <WB3 Brc - - 0.20 - -0.30 -0.04 5.11 4.48 WB4> Brc - 1.10 -0.65 -1.24 - 4.93 <WB4 Brc - .5.60 -3.39 -5.63 -0.04 5.13 4.76 MWB Brc - - - -0.12 - 4.31 - MWB Brc - 3.97 -2.42 - -3.99 - - 0.02 MWB Brc - - - - -0.03 4.68 -4.19 MWB Brc 2.42 - -3.54 - - 3.53 - - Sum of Forces with Reactions Check - Framina File: Westgate Hardwoods - Expansion - 3.6:15 Version: 2014.2c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Horizontal Vertical Load Type Load Reaction Load Reaction k k k D 0.0 0.0 1.8 1.8 File: Westgate Hardwoods - Expansion - 3.6:15 Version: 2014.2c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date:4/29/2015 15-006854 Calculations Package Time: 04:30 PM Page: 58 of 62 Maximum Combined Reactions Summary with Factored Loads - Framing Nnte- All reactinns are haled on 1st order-mirtural analvsis X -Loc CG 0.0 0.0 0.4 0.4 Hrz In Load L> 0.0 0.0 7.8 7.8- Load Mom cw <L 0.0 0.0 7.8 7.8 (-Hx) Case ASL^ 0.0 0.0 3.9 3.9 Case (-Vy) ^ASL 0.0 0.0 3.9• 3.9 (Mzz) Case Wl> 6.8 6.8 9.3 9.3 OS -0.1875 k <W1 1.5 1.5 13.2 13.2 k 2 W2> 1.4 1.4 1.1 1.1 3-C 1.41 <W2 6.8 6.8 2.8 2.8 - - MW 0.0 0.0 0.0 0.0 Bolted - 2 MW 4.7 4.7 0.0 0.0 1.75 21 MW 0.0 0.0 0.0 0.0 43 5.50 MW 5.0 5.0 0.0 0.0 30/0/0 3-A CU 0.0 0.0 . 0.0 '0.0 3.08 L 0.0 0.0 7.8 7.8 WPR 7.6 7.6 9.3 9.3 WB1> 0.0 0.0 0.0 4.6 <WB1 0.0 0.0 0.0 4.6 WB2> 0.0 0.0 0.0 4.8 <WB2 0.0 0.0 0.0 4.7 WPL 7.9 7.9 13.2 13.2 WB3> 0.0 0.0 0.0 4.8 <WB3 ' 0:0 0.0 0.0 4.8 WB4> 0.0 0.0 0.0 4.8 <WB4 0.0 0.0 0:0 4.8 MWB 0.0 0.0 0.0 4.2 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 4.2 MWB 0.0 0.0 0.0 0.0 Maximum Combined Reactions Summary with Factored Loads - Framing Nnte- All reactinns are haled on 1st order-mirtural analvsis X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) _ Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std k OS -0.1875 k 3-B k 0.313 k 8.5 k 2 in -k - in -k Std 0/0/0 3-C 1.41 12 - - - 8.5 - - 1.34 14 3.67 32 Bolted Bolted - 2 2.02 15/0/0 3-B 2.02 30 1.75 21 2.80 6 3.02 5 7.43 43 5.50 1 -4.46 1.96 - - 30/0/0 3-A 1.96 42 1.98 8 - 3.08 42 4.46 43 4.78 23 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Cape Rc nitch standards are hated on ACl_I1 R Annendix T) criteria fnr "cast-in-nlace" anchnr rndc (Min snare = 4«drnd) X -Loc Grid Mem. Thickness Width Length Stiff: Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. Shear Rods (in.) (in. (in.) Type Flange Web 0/0/0 3-C 1 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 15/0/0 3-B 7 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted 30/0/0 3-A 6 0.313 8 8.5 No 2 0.750 - - Std Bolted Bolted - Pinned Rase Plate Cnnnectinn IAndino Races Plata Cnnnaotinn CtrPnoth Ratine .X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum B cingfWA Case X -Loc Shear Axial Load Shear . Tension Load Shear Comp Load Shear Axial Frame Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Shear Comp Case k k Case Case k Case k k Case k k k Case 0/0/0 1.41 -0.01 12 - -1.34 14 - 3.67 32 0.60 -0.69 0.00 13 15/0/0 3.02 -2.71 13 0.02 -7.42 43 - 5.50 2 2.02 -7.42 0.02 43 30/0/0 1.98 0.05 16 1.96 -4.46 43 1.45 4.78 23 3.08. -4.46 1.96 43 Races Plata Cnnnaotinn CtrPnoth Ratine .X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.061 12 0.035 14 0 - 0 0.038 32 0.037 14 0.045 32 0.050 32 0.052 12 15/0/0 - 0 - 0 0 - 0 - 0 - 0 - 0 - 0 - 0 30/0/0 - 0 - 0 0 - 0 - 0 - 0 - 0 - 0 - 0 File: Westgate Hardwoods - Expansion - 3.6:15 Version: 2014.2c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. Date:4/29/2015 15-006854 Calculations Package Time: 04:30 PM Page: 59 of 62 Web Stiffener Summary Mem. Stiff. Desc: Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Desc. (in.) ID Desc. in. (ft) (in.) KN(Face) KN Face 0.375 0.375 (in. in. in. A325/- A325/- Description 1 1 S2 21.88 9.500 70.63 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 4 1 S5 0.35 14.731 109.52 N/A N/A 0.1875 2.000 Both F -OS -0. 1250,W -OS -0. 1250 5 1 S5 6.97 14.731 109.52 N/A N/A 0.1875 2.000 Both F -OS -0. 1250,W -OS -0. 1250 Bolted End -Plate Connections Plate Fy = 55.00 ksi Mem. No. it. No. Type End -Plate Dimensions I Bolt Outside Flange Inside Flange Thick. (in. Width (in. Length (in. Diam. (in. Spec/Joint Gages In/Out (in. Confi tion Pitches lst/2nd Confi ration Pitches lst/2nd ID Desc. (in.) ID Desc. in. 1 2 2 1 KN(Face) KN Face 0.375 0.375 8.00 6.00 16.08 16.02 0.500 0.500 A325/- A325/- 3.00 • 3.00 11 11 Flush 3.00 11 Flush 3.00 Flush 3.00 11 1 Flush 3.00 Pinned Connections: Flange Brace Summary Member Maximum Shear Case Maximum Tension Case Stren h Ratios Mem. it. Ld Axial Shear Ld Axial Shear Bolt Bolt Bolt Plate Flange Flange Flange Web No. No. Cs (k GFB2066 Cs (k (k Tension Shear V+T BendingYieldin 0.050 Bearing Weld Weld 1 2 32 1.8 1.9 32 1.8 1.9 0.056 0.089 0.000 0.045 0.018 0.036 0.029 0.047 2 2 4 0.1 1.7 33 2.7 1.0 0.086 0.082 0.0001 0.088 0.061 0.033 0.043 0.042 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Desi2 Note 2 2/7/12 4/3/0 GFB2066 0.052 43 Bolt Shear 3 5/6/12 13/6/0 GFB2066 0.045 3 Moment 4 3/7/11 18/6/0 GFB2066 0.031 4 Bearing 5 5/3/6 27/6/0 GFB2066 0.050 34 Std Top OF Post Summary X -Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purlin Bolt Shear FB/WSF Shear Mom -x Reaction Force Qa Moment Shear Depth RI R2 Purlin Vr Bearing Mry Bearing 15/0/0 3-B 3.02 1.88 Std 46.23 2.16 N 1.68 39.70 0.088 GFB 3.70 4.42 3.56 k in -k in -k Flexure 14.68 1 12.00 • N 0.76 39.70 0.068 GFB 2.86 4.42 3.56 ' Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses mr Member (Locations are from Joint 1 ) Parameters Used for Axial and Flexural Design Mem. No. Controlling Cases Re uired Strength Available Strength Strengzh Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure 1.00 k k in -k in -k k k in -k in -k Flexure 14.68 1 12.00 10.00 13 154.97 0.7 1.00 0.6 86.4 141.2 3 152.0 121.4 0.72 60.0 1 0.00 10.00 2.81 12 1.12 1.4 1.75 0.02 154.97 21.3 1.00 1.09 0.52 0.07 2 6.70 15.00 4 60.0 -0.0 0.67 65.3 0.0 27.8 1.12 254.4 39.0 0.26 154.97 2 0.47 15.00 0.52 4 5 1.7 164.19 108.0 60.0 13.3 0.67 110.1 2.81 0.13 3 7.22 15.00 2 154.97 -6.2 1.00 -84.8 0.0 35.7 6 254.4 39.0 0.34 90.0 3 7.22 15.00 3.21 1 1.18 -2.7 0.00 0.00, 56.99 13.3 1.00 0.00 0.20 4 0.00 15.00 1 60.0 0.2 2.33 -84.8 0.0 109.8 1.33 254.4 39.0 0.33 61.85 4 0.00 15.00 1 2.7 13.3 0.20 5 0.64 15.00 3 0.0 66.7 0.0 109.8 254.4 39.0 0.26 5 6.62 15.00 3 1.8 13.3 0.14 6 7.50 8.50 21 -4.5109. 0.0 27.5 164.1 40.3 0.88 6 0.00 8.50 16 -2.0 9.0 0.22 7 10.71 8.50 13 2.7 193.8 0.0 83.7 201.8 42.3 0.96 7 0.00 8.50 13 -3.0 1 11. 0.27 Parameters Used for Axial and Flexural Design Mem. No. Loc. R Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 ZX in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 12.00 262.88 262.9 262.9 4.28 1.50 80.92 9.00 16.18 3.00 17.66 4.54 0.07 213.94 1.01 1.00 1.09 0.92 1.00 2 6.70 161.43 111.0 51.0 3.33 0.67 110.14 2.81 14.68 1.12 17.29 1.75 0.02 154.97 1.15 1.00 1.09 0.52 0.78 3 7.22 161.43 60.0 60.0 3.33 0.67 110.14 2.81 14.68 1.12 17.29 1.75 0.02 154.97 1.42 1.00 1.09 0.52 0.70 4 0.00 164.19 60.0 60.0 3.33 0.67 110.1 2.81 14.68 1.12 17.29 1.75 0.02 154.97 1.43 1.00 1.09 0.52 1.00 5 0. 164.19 108.0 60.0 3.33 0.67 110.1 2.81 14.68 1.12 17.29 1.75 0.02 154.97 1.07 1.00 1.09 0.52 1.00 6 7.50 235.84 90.0 90.0 2.15 2.15 22.76 3.21 5.03 1.18 0.00 0.00 0.00, 56.99 1.00 1.00 0.00 7 10.71 256.94 60.0 60.0 2.33 2.33 24.59 3.49 5.62 1.33 0.00 0.00 0.00 61.85 1.00 1.00 0.00 File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of BlueScope Buildings North America, Inc. JI, Date:4/ 29/ 2015 15-006854 Calculations Package Time: 04:30 PM Page: 60 of 62 User Defined Frame Point Loads for Cross Section: 3 Side I Units I - Type Description Mag 1 I Loc 1 I Offset I H or V I Supp. I Dir. I Coe£ Loc. 1 I k I Wl> WeakAxis 1 2.00 12/0/0 N NA4 N I IN 1 1.000 WA L u c' Deflection Load Combinations - Framing No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L 0.006 2 System 1.000 60 180 0.42 Wl> wl> 3 System 1.000 60 180 0.42 <W 1 <wl 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System Derived 1.000 0 180 0.42 WB I> WBI> 9 System Derived 1.000 0 180 0.42 <WB1 <WBI 10 System Derived 1.000 0 180 0.42 WB2> WB2> 11 System Derived 1.000 0 180 0.42 <WB2 <WB2 12 System Derived 1.000 0 180 0.42 WB3> WB3> 13 System Derived 1.000 0 180 0.42 <W133 <WB3 14 System Derived 1.000 0 180 0.42 WB4> 4> 15 System Derived 1.000 0 180 0.42 <WB4 <WB4 16 System Derived 1.000 60 0 0.42 WB I> l> 17 System Derived 1.000 60 0 0.42 <WB1 <WB1 18 System Derived 1.000 60 0 0.42 WB2> WB2> 19 System Derived 1.000 60 0 0.42 <WB2 <WB2 20 System Derived 1.000 60 0 0.42 WB3> WB3> 21 System Derived 1.000 60 0 0.42 <W133 WB3 22 System Derived 1.000 60 0 0.42 WB4> �14> 23 S stem Derived 1.000 60 0 0.42 <WB4 4 Controlling Frame Deflection Ratios for Cross Section: 3 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/38407 ) 0.006 6 26 WPL Max. Vertical Deflection for Span 1 ( U4267 ) -0.039 3 1 1 L Max. Vertical Deflection for Span 2 U4050 -0.041 5 1 1 L ' Negative horizontal deflection is left ' Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. Zone Units Type Descri tion Actual Locl Allow. ' • � , -{ Coef, . �. � . Date:4/29/2015 W1> Need Lower and Upper Girt r 0/0/0- 15-006854 Calculations Package • Time: 04:30 PM 0.64 ' Page: 61 of 62 Covering= Expanded Report psf <W2 Shape: 30 x 50.' 20.98 0/0/0 Loads and Codes -_ Shape: 30 x 50 _ IN City: Durham County: Butte ^ t State: California Country: United States „ Building Code: 2013 CBC t y' Built Up: IOAISC - ASD Rainfall: 4.00 inches per hour " Based on Building Code: 2012 International Building Code' ' ' 'Cold Form: , l0AIS1- ASD 3000.00 psi Concrete " Building Risk/Occupancy Category: I (Low Hazard: Ag; Storage, Temp) -1.810 ' Dead and Collateral Loads' psf Roof Live Load Collateral Gravity: 1.00 psf Roof Covering + Second. Dead Load: 2.11 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf IN 1.450 Interior Area psf 'Wind Load Snow Load Seismic Load Wind Speed: 110.00 (85.21) mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:58.50 %g The'Low Rise' Method is Used Flat Roof.Snow: 0.00 psf Mapped Spectral Response- S1:22.70 %g Wind Exposure (Factor): C (0.916) Design Snow (Sloped): 0.00 psf ,. Seismic Design Category: D„ 'Parts Wind Exposure Factor: 0.916 Rain Surcharge: 0.00 Seismic Importance: 1.000 Wind Enclosure: Partially Enclosed Exposure Category (Factor): 1 Fully Exposed (0.90) Framing Fundamental Period: 0.3410 ' Topographic Factor: 1.0000 Snow Importance: 0.800 Bracing Fundamental Period: 0.2083 Thermal Category (Factor): Unheated (1.20) ,: Framing R -Factor: 3.5000 - ' ' NOT Windbome Debris Region Ground / Roof Conversion: 0.70 Biacing R -Factor: 3.2500 ' ' Base Elevation: 0/0/0 % Snow Used in Seismic: 0.00 Soil Profile Type: Stiff soil (D, 4) Primary Zone Strip Width: 6/0/0 Seismic Snow Load: 0.00 psf ' , Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: 3/0/0 Unobstructed, Slippery Frame Redundancy Factor]. Basic Wind Pressure: 24.11 psf Brace Redundancy Factor: 1. 3000 ; + Frame Seismic Factor (Cs): 0.1484 x W " Brace Seismic Factor (Cs): 0.1598 x W - - Design Spectral Response - Sd1: 0.2945 Design Spectral Response - Sds: 0.5195 ' I Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Y ' Frames are laterally supporting:Metal Wall Girts and Panels 1 -Purlins=are supporting:Metal Roof Panels - Girts are supporting:Metal Wall Panels Covering Design Loads -Wall: 1 Zone Units Type Descri tion Actual Locl Allow. Ratio . Dir. Coef, End Zone psf W1> Need Lower and Upper Girt 26.18 0/0/0- 41.000 0.64 OUT -1.810 End Zone psf <W2 Need Lower Girt 20.98 0/0/0 26.000 0.81 IN 1.450 End Zone psf *1> Need Lower and Upper Girt 26.18 27/0/0 41.000 0.64 OUT -1.810 End Zone' psf <W2 Need Lower Girt - 20.98 27/0/0 26.000 0.81 IN 1.450 Interior Area psf Wl> Need Lower Girt 22.28 3/0/0 23.000 0.97 • OUT -1.540 Interior Area psf, <W2 Need Lower Girt 1 20.98 3/0/0 1 26.0001 0.81 1 IN 1.450 Coverine Desion Loads - Wall: 2 Zone Units Type ' . Description i Actual Loci Allow. Ratio Dir. Coef. End Zone psf Wl> Need Lower Girt . 26.18 0/0/0 39.000 0.67 OUT -1.810 End Zone psf <W2 Need Lower Girt 20.98 0/0/0 44.000 ' 0.48 • IN 1.450 End Zone psf Wl> • Need Lower Girt 26.18 47/0/0. 39.000 0.67 'OUT =1.810 End Zone' psf <W2 Need Lower Girt 20.98 47/0/0 44.000 0.48 IN 1.450 Interior Area psf Wl> Need Lower Girt 22.28 • 3/0/0 39.600 0.57 OUT -1.540 Interior Area psf .. <W2 Need Lower Girt 20.98 .3/0/0 1 44.0001 0.48 IN 1.450 CnvPrino rlpdon Lnads - Wall- i - - Zone ' Units Type Description Actual . Loci : Allow. Ratio Dir. Coef. End Zone psf Wl> Need Lower and Upper Girt 26.18 0/0/0 41.000 0.64 OUT -1.810 End Zone psf <W2 Need Lower Girt 20.98 0/0/0 26.000 • 0.81 IN 1.450 End Zone psf Wl> Need Lower and Upper Girt 26.18 27/0/0 41.000 0.64 OUT -1.810 End Zone psf <W2 Need Lower Girt 20.98 27/0/0 • 26.000 0.81 IN 1.450 Interior Area psf Wl> + ' Need Lower Girt 22.28 3/0/0 23.000 0.97 _ OUT =_ 1.540 Interior Area psf <W2 `Need Lower Girt 20.98 3/0/0 26.000 0.81 IN 1.450 Covering Design Loads - Roof: A ; A File: Westgate Hardwoods - Expansion - 3.6:15 y • Version: 2014.26 Varco Pruden Buildings is a.division of B1ueScope,Buildings North America, Inc. Date:4/29/2015 15-006854 Calculations Package Tike: 04:30 PM Page: 62 of 62 Zone Units T e Descri tion Actual Loci Allow. Ratio . Dir. Coef. Entire Surface _ psf L Standard Spacing is Adequate 20. 0/0/0 38.000 0.55 IN 0.997' Comer Zone psf <W2 Standard Spacing is Adequate .13.21 12/0/0 38.000 : 0.35 IN . 0.850 Comer Zone psf W 1> Non -std Spacing: 4/3/0 Required 45.0 12/0/0 47.000 0.96 OUT -3.150 Exterior Edge Zone psf <W2 Standard Spacing is Adequate 13.21 6/0/0 38.000 0.35 IN 0.850 Exterior Edge Zone psf W 1> Standard Spacing is Adequate 33.45 6/0/0 34.600 '6.98 OUT -2.350 Exterior Edge Zone , psf <W2 Standard Spacing is Adequate 13.21 44/0/0 38.000 0135 IN 0.850 Exterior Edge Zone 'psf W 1> Standard Spacing is Adequate 33.45 '44/0/0 34.000 0.98 OUT -2.350 Comer Zone psf <W2 Standard Spacing is Adequate 13.21 38/0/0 38.000 0.35 IN 0.850 Comer Zone psf W 1> Non -std Spacing: 4/3/0 Required 45.0 38/0/0 47.000 0.96 OUT -3.150 Interior Edge Zone psf <W2 Standard Spacing is Adequate 13.21 6/0/0 38.000 0.35 IN 0.850 Interior Edge Zone psf W 1> Standard Spacing is Adequate 30.56 6/0/0 34.000 0,90' OUT -2.150 Side Zone psf <W2 Standard Spacing is Adequate 13.21 44/0/0 38.000 0.35 IN 0.850 Side Zone psf Wl> Standard Spacing is Adequate 26.2 44/0/0 34.000 0.77 OUT -1.850 Interior Edge Zone psf <W2 Standard Spacing is Adequate 13.21 44/0/0 38.000 0.35 IN 0.850 Interior Edge Zone psf W 1> Standard Spacing is Adequate 30.56 44)0/0 34.600 0.90 OUT -2.150 Interior Edge Zone psf <W2 Standard Spacing is Adequate 13.21 12/0/0 38.000 0.35 IN 0.850 Interior Edge Zone psf W l> Standard Spacing is Adequate 30.56 12/0/0 34.000 0.90 OUT -2.150 Interior Area psf <W2 Standard Spacing is Adequate 13.21 6/0/0 38.000 035 IN 0.850 Interior Area sf Wl> Standard S acin is AA -ate 23:3 . 6/0/0 34.000. 0.69 OUT 1. 50 P-1 Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: l Panel Rib 26 KXL (Kynar) Standard Color Left to Right Peak Out 40/0/0 Wall: 2 Panel Rib 26 KXL (Kynar) Standard Color Left to Right Peak Out 40/0/0 Wall: 3 Panel Rib 26 KXL (Kynar) Standard Color Left to Right • Peak Out 40/0/0 Wall: 4 Open No No Wall: 4 Not Applicable Roof. A Panel Rib 26 Galvalume Standard Color System Generated Not Applicable 40/0/0 Fastener Data Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: 1. SS Capped Standard Option Standard .Option Yes None No No Wall: 2 SS Capped Standard Option Standard Option Yes None No No Wall: 3 SS Capped Standard Option Standard Option Yes None No No Wall: 4 Not Applicable Roof. A Stainless Steel Capped Standard Option Standard Option. Yes None No No File: Westgate Hardwoods - Expansion - 3.6.15 Version: 2014.2c Varco Pruden Buildings is a division of B1ueScope Buildings North America, Inc. L B15-1869 Access: An approved fire apparatus access road not less than 20 feet wide shall be provided for access within 150 feet of all portions of the building. Call 530-538-7888 to schedule a site visit prior to final to verify fire access layout and � 41 markings. Address: Ensure structure has appropriate building identification. Minimum 4" high and 0.5" stroke. Ensure the street address is posted at the street main entrance and on the main or first building encountered. Building Identification: Ensure that other buildings on site are identified with same standard as address. Buildings can be numbered, lettered or named, but must be same label as staff on site uses. Fire Extinguishers: Extinguishers must be mounted on a bracket or in a cabinet with the top not more than five feet above the floor. Extinguishers may be required to have a sign mounted above in order to be visible from a distance. Extra Hazard Occupancy (Hazardous Materials, flammable liquid, vehicle repair, cooking areas, woodworking uses) Provide a minimum of (1) 2A40BC rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 2000 square feet and the travel distance to a fire extinguisher shall not exceed 50 feet from any point. Storage: Storage shall be maintained 2 feet or more below the ceiling in non sprinklered areas of buildings or a minimum of 18 inches below sprinkler deflectors in sprinklered areas of building li Comply with Butte County Fire rrs accErrED BY BucomvTY Department & Cal -Fire Requirements � BUILDING DIVISON AS A PART OF APPROVED PLAN. RLVMW AM' prior to Building Division Final.'Contact APPROVAL 15 GRANT= By ANOTHER FOR T�3 Butte County Fire for requirements & AGENCY OR DEPARTMENT ITEM./► i j inspections. 530.538.7888 rn DRAWING INDEX VING TITLE Notes Anchor Rod Plan Primary Structural V//VP BUILDINGS I SecondarvStructural VARCO PRUDEN a division of BlueScope Buildings North America, Inc. Standard Erection Details Planouraph Details PAGES TYPE 1 Anchor Rods 2 Permit Drawings 3-4 5-10 1148 -19-26 This building has been designed for a future expansion along Grid 1. The frame has been designed with a 30'-0" tributary area. The longitudinal bracing system however has not been designed for any additional future loads. Therebefore any future expansion may require additional longitudinal bracing. DRAWING RELEASE HISTORY 5A 12015 I FOR CONSTRUCTION 5A512D15 I PERMIT SET- For Building Dept Q?,OFESS/0 O pA.tij qe. V C64705A OX z triCIV ���' -1 OF CAt�FO� R. Maddox I am approving this Drawing Set THE VP ENGINEERS SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEERS SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VREXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BV VP. THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF VP BUILDINGS. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. ; THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. N38125 RS — FGAR—'Jd4=16 �PWCSAgeeo Qrtiriad GENERAL NOTES MATERIALS ASTM DESIGNATION 3 PLATE WELDED SECTIONS A529, A572, A1011, A1018 GRADE 55 COLD FORMED LIGHT GAGE SHAPES A653, At 011 GRADE 60 BRACE RODS A572, A510 GRADE 50 HOT ROLLED MILL SHAPES A36, A529, A572. AS88, A992 GRADE 36 OR 50 HOT ROLLED ANGLES A529, A572, A588, A992 GRADE 50 HOLLOW STRUCTURAL SECTION (HSS) A5W GRADE B CLADDING A653, A792 GRADE 50 OR GRADE 80 A325 & A490 BOLT TIGHTENING REQUIREMENTS IT IS THE RESPONSIBILITY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGULATIONS. SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A325 OR A490 BOLTS FOR MORE INFORMATION. SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS (LE SNUG TIGHT OR PRE -TENSION) UNLESS REQUIRED OTHERWISE BY LOCAL JURISDICTION OR CONTACT. ALL A490 BOLTS SHALL BE "PRE -TENSIONED'. A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS MAY BE SNUG -TIGHT' EXCEPT AS FOLLOWS; PRE -TENSION A325 BOLTS IF BUILDING SUPPORTS A CRANE GREATER THAN 5 TON CAPACITY. PRE -TENSION A325 BOLTS IF BUILDING SUPPORTS MACHINERY THAT CREATES VIBRATION. IMPACT, OR STRESS REVERSALS ON CONNECTIONS. PRE -TENSION A325 BOLTS IF LOCATED IN HIGH SEISMIC AREAS. FOR IBC BASED CODES; HIGH SEISMIC IS DESIGN CATEGORY D, E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS. PRE -TENSION ANY CONNECTION WITH DESIGNATION A325 -SC. SUP CRITICAL (SC) CONNECTIONS MUST BE FREE OF PAINT, OIL, OR OTHER MATERIALS THAT REDUCE FRICTION AT CONTACT SURFACES. GALVANIZED OR LIGHTLY RUSTED SURFACES ARE ACCEPTABLE. IN CANADA ALL A325 AND A490 BOLTS SHALL BE "PRE -TENSIONED", EXCEPT FOR SECONDARY MEMBERS AND FLANGE BRACES. SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWAYS "SNUG TIGHTENED" UNLESS INDICATED OTHERWISE IN ERECTION DRAWING DETAILS. CODES AND LOADS WHEN MULTIPLE BUILDINGS ARE INVOLVED, SPECIFIC LOAD FACTORS FOR DIFFERING OCCUPANCIES, BUILDING DIMENSIONS, HEIGHTS, FRAMING SYSTEMS, ROOF SLOPES, ETC., MAY RESULT IN DIFFERENT LOAD APPLICATION FACTORS THAN INDICATED BELOW. SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE COMMON WALLS BETWEEN CONNECTED SHAPES ARE NOT SUBJECT TO EXTERNAL WIND LOADS. Building Code: 2013 CBC Based on Building Code:: 2012 International Building Code 30 x 50: Building RisklOoarpancy Category:) (Low Hazard: Ag, Storage, Temp), Collateral Gravity. 1.00 psf (Not Including bldg wt) LIVE LOADS AND RAINFALL Roof Live Load 20.00 psf (Reducible) Rainfall: 4.00 inches per how CONCRETE FOUNDATIONS Compressive Strength (Min.) - fc 3000 psi BUTTE SNOW LOAD Ground Snow. 0.00 psf, flat Roof Snow. 0.00 psf, Design Snow (Sloped): 0.00 psf COUNTY Snow Exposure Category (Factor): 1 Fhdiy Evosed (0.90) Snow Importance: 0.800 Themwl Category (Factor): Unheated (1.20) AUG 0 3 2015 VWND LOAD The'Low, Rise' Method is Used uwnd Speed: 110.00 (85.21) mph, VvInd Exposure: C DEVELOPMENT BasicVNnd Pressure: 24.11 psf SERVICES Topographic Factor: 1.0000 Wind Enclosure: Partially Enclosed, 0.550 Note: A8 windows, doors, skylights and other covered operhings �� ` T. 1 " ✓I must be designed for the speafied above wind loads J vl�t/••sS J EARTHQUAKE DESIGN DATA Lateral Force Resisting Systems using Equivalent Force Procedure Mapped Spectral Response- Ss:58.50 %g, 51:22.70 %g NOTE: Seismic Design Data is shown for Reference SelsmicDesign Categay.D(See Bolt Tightening Note Above) Only: Per Section 1613.1, seismic Isnot y g Seismic Snow Load: 0.00 psf Selsmiclmportance: 1.000 required for Low Hazard Ag Storage Buildings. Sal Profile Type: Stiff soil (D, 4) Design Spectral Response- Sds: 0.5195, Soil: 0.2945 PERMIT # Ordinary Steel Moment Frames BUTTE COUNTY DEVELOPMENT SERVK Frame Redundancy Factor I.MW REVIEWED FOR Framing R-Fador.3.5000• Frame SeisnicFactor(Cs):0.1484,Design Base Shear=0.14a4W CODE COMPLIANCE Ordinary Steel Concentric Braced Frames _ Brace Redundancy.25m, race �� I Lj BY� Bracing Rfador. 3.2500, Brace Seismic Fedor (Cs): 0.1598, Design Base Sh�11=159R w COVER SHEET euLOERModem Building Ina ... 15406854-01 ACCREDITED =TOMER Westgate Hardwoods - /NGS OATS 5/5/2.015 . AC472 . - - LOCATON Durham. Calitomia - wxo6 VPCVERsDw- 2014.2c OMMMICHECK ' ALBS . PROJECT Westgate Hardwoods - PAGE 1 SMOERSP TBD - - . - FLENMiE' •�bbnel BLwBoop, aJtlLN MMAnwAn lc - . - - 5/42015 10:53:35 Westgate Hardwoods - Expansion - 3.6.15 - Fc �- L BUILDER/CONTRACTOR RESPONSIBILITIES VP Buildings follows the guidelines as outlined in the AISC and MBMA Codes of Standard Practice. VP Buildings standard product specifications, design, fabrication, quality criteria shall govern all wok unless stipulated otherwise in the contract documents. In case of discrepancies between VP Buildings structural plans and plans for other trades, VP Buildings structural plans shall govern. It is the responsibility of the Builder to obtain approvals and permits from all governing agenda and judsdicdons as required. Approval of VP Buildings drawings constitutes the builders acceptance of VP interpretation of the contract purchase order. Unless specific design criteria concerning Interface design and details are furnished as pail of the contract VP Buildings design assumptions shall govern VP engineers are not Project Engineers or Engineer of Record for the overall project. VP engineering supply sealed engineering design data and drawings for VP supplied material as part of the overall project for use by others to obtain permits, approvals, and coordinate with other trades. The builder or A/E firm are responsible for the overall project coordination, including coordination with appropriate inspection and testing agencies. All interface and/or compatibility of any materials not furnished by VP are to be considered and coordinated by the builder or A/E firm CONSTRUCTION & ERECTION RESPONSIBILITY The Builder is responsible far construction in strict acoodanee with VP Buildings CONSTRUCTION' drawings and all applicable product installation guides. VP is not responsible for work done from any other VP drawings Mat are not marked 'FOR CONSTRUCTION", nor any drawings prepared by others. As erected field assemblies of members shall be as specified in MBNA Cade of Standard Practice . (in Canada - CSA S16), which require L/500 tolerance of installed members, Occasional field work including shimming, cutting, coping, and drilling for final fit -up are considered pari of erection. Specified field work and field welding condition indicated an these drawings shag also be included in the erectors scope of work See Erection Guide far shimming procedure. For building with tap riding bridge cranes see Crane Data drawing for column plumb tolerance: . The building erector shall be property licensed and experienced in erecting metal building systems. The Builder is responsible for having knowledge of, and shall comply with, all OSHA requirements, and all other governing site safety criteria The builder is responsible for designing, supplying, locating and installing temporary supports and bracing during erection of ire building. VP bracing is designed for code required loads after building completion and shag not be considered as adequate enation bracing. See Erection Guide. EXISTING STRUCTURES VP must be advised of any existing structure that is within 20 R of VP's building. Loadings of both buildings may be affected when adjacent buildings are within this distance. VP cannot be responsible for the design or loading of existing buildings. BRACING Tension brace rods wok in pairs to balance forces caused by initial tensioning. Care must be taken while tightening brace rods so as not to cause accidental or misalignment of components. All rods roust be installed loose and then lightened. Rods should not exhibit excessive sag.' For long or heavy rods, or angles it maybe necessary to support the rods at rid -bay by suspending them from secondary members. Bracing for seismic or wind loading of objects or equipment that are not a part of the VP structure must be designed by a qualified professional to deliver lateral loads to primary, frames and rod bracing struts. Equipment bracing and suspension connections mut not impose torsion or minor axis loads, or cause local distortion in any VP components. VP accepts no responsibility for design or installation of bracing systems not furnished by VP. FIELD WELDING All field welding shag be done at the direction of a design professional, and done in accordance with governing requirements (AWS in USA CWB in Canada) by welders qualified to perform the welding as directed by the applicable welding procedure specification WS). A WPS shall be prepared by the contractor for each welding variation specified. The contractor is responsible for any special welding inspection as required by local jurisdiction. Filler metal shall be 70 list (480 MPa) tensile strength. For welds in high seismic force resisting system (Seismic Cat D, E or F), minimum Charpy V44otch toughness shall meet AJSC•341 atteria (20 ft4bs min @ ODeg F). Interpass temperatures shall not exceed 55ODeg F (30ODeg C). DELIVERIES It is the responsibility of the builder to have adequate equipment available at the job site to unload trucks In a safe and timely mariner. The Builder will be responsible for all retention charges from carriers as a result ofjob site unloading delays. Claims for damage or shorts MUST be noted on the Big-ot-Lading or delivery receipt and filed against the carder by the consignee as per VPs Terns of Sates (F.O.B. Plant) under the Uniform Commercial Code. It is critical that damages or shorts be noted on the Billoklading or you have little recourse with the carder. Immediately upon delivery of material, material quantities are verified by the Builder against quhantites billed on the shipping document Neither the Manufacturer nor the carrier is responsible for material shortages against quantities billed on the shipping document If such shortages are not noted on the shipping documents upon delivery of material and acknowledged by the carriers agent For materials concealed in bundles, boxes, or crates, shortages must be reported immediately upon unpacking. Should products get wet, bundled and crated materials must be unpacked and unbundled immediately to provide drainage of trapped moisture. See Erection Guide for properjob site storage procedure. SEALANTS Sealants shall be applied in sbtct accordance with VP details or weather tightness wig be compm mdsed Sealant mut be applied in temperatures and weather conditions consistent with labeling. INDEPENDENT MEZZANINES Independent mezzanines mut be designed by a professional engineer. The engineer must ensure that proper isolation from the VP building has been provided to avoid structural damage due to differential movements, or inadvertently apply loads to the VP structure. VP accepts no responsibility for the design of the independent rneaardne. i FIRE CODE COMPLIANCE It is the responsibility of the project design professional and builder to comply with local fire code regulations including consideration of, but not lindted to, building use and occupancy, all building construction materials. separation requirements, egress requirements, fire protection systems, eta Builder shag advise VP of any special requirements to be furnished by VP. FIELD MODIFICATIONS Modifications to this building from details and instructions contained on these drawings must be approved in writing by VP Buildings engineers, or other lioensed structural engineer. This includes, but is not limited to, removal of roof or wall deciding, removing or nerving any flange braces or rod braces, cutting of openings for doors, windows or RTVs, correction of fabrication errors. air- The taThe owner shall not impose loads to this structure beyond what is specified for this building in the contract deements. VP Buildings accepts no responsibility for the consequences of any unauthorized additions, alterations, or added loads to this structure. If the builder Intends to invoice VP Buildings for mocti ications in excess of $1000, The builds must notify VP Buildings irtmhee iately, and obtain a Work Autxaizaton from VP Buildings prior to proceeding. All final claims must be sufimited to VP Buildings with all supporting documentation within 30 days of the building completion. Claims submitted without work authorizations, or after 30 days will not be accepted. Correction of minor misfits, shimming and plumbing, moderate amount of reaming, chilling, chipping / cutting and minor welding are considered by Cade of Standard Practice to be pat of erection are not subject to claim reimbursement. CONCRETE/MASONRY/CONVENTIONAL STUD WALLS The engineer responsible for the design of the wall system is responsible for coordinating with, or specifying to VP Buildings, any wall to steel compatibility Issues such as drift and deflection compatibility, special base details, and wall to VP steel connections. All fasteners, sealed and counterflashing ofwall systems are to be provided by contractor. The engineer responsible for the wall shall design the anchorage to VP supporting elements consistent with Code required forces. PANELS Oil caning is an inherent characteristic of cold farmed steel panels. It is the result of sural factors that include induced stresses in the raw material delivered to VP, fabrication methods, installation procedures, and pest installation thermal face& Thru fastened panels will exhibit some dimpling when installed, especially when insulation is installed between parcels and secondary supports. Dimpling can be minimized by careful installation, taking care not to over drive fasteners. Roof nimble is a phenomenon that is caused by wind gusts lifting up on the roof panels and then springing bade into place. Ag panels epeience this action to some degree, especially with concealed dip Standing Seam panels. Roof rumble noise may be minimized by providing a layer of blanket insolation between the panels and any hard support surface such as steel secondary members, substrates such as plywood, steel decking, or rigid board insulation. A minimum of 3 inch thick blanket is recommended over steel secondary members, or 2 inch over substrates. Oil canning, dimpling, and roof rumble do not ailed the structural integrity or weather tightness of the panels and is not grounds for rejection of panels. The Standing Seam joint detail is designed with an interlocking feature for ease of installation. However, it is imperative that installed Standing Seam panels be secured to the secondary sWdural members and property learned prior to departure from the job site each day. THE VP ENGINEER'S SEAL APPLIES ONLh TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEERS SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VP. SKYLIGHTS Local building departments may require added fall restraint due to conditions that may afled the Buildings 3200 Players Club Circle Memphis TN 38125 ERECTION NOTES skylight structural integrity. It is the responsibility of the builder to determine and provide any VP BUILDINGS added fag restraint under the skylight as maybe required by you building department THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WiTH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, All. APPLICABLE VP BUILDINGSDurham ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACINGawnERe RAIN WATER RUNOFF LOCAx DN California Drainage systems must be designed by the project professional to complywith code requirements. DRAwwCHECK ALBS VP is not responsible for drainage designs, overflow sappers, down piping, air- The project vPcER VEON: 2014.2. professional and contractor are responsible to ensure that primary drains and overflow devices . - - - such as scuppers and auxiliary drains are provided as required for the required rain intensity at mal6pe Mo1°'^""a. the building perimeter and at valley conditions to prevent poling. STEEL SHOP COAT The purpose of VP's shop coat is to provide protection for the steel members during transportation, during temporary job site storage and during erection. Standard shop forrn lation is not designed to perform as a finish coat when exposed to environments! conditions. Members shall be kept free of the grand and property drained during job site storage. It is the Builder's responsibility to ensure tuft if a finish coat is being applied over VP shop coat dud the painting contractor verifies compatibility between his finish coat and VPs shop coat _ VP BUILDINGS ACCREDITATiONS AND APPROVALS Fabricator Approvals IAS AC472 Approvals: (www.iasxdine:orgIMetal_Building_Systems/MB.htmQ Listed under BlueScope Buildings North America, Inc. City of Los Angeles, CA 017800031; City of Houton, TX 767 & 429; City of Phoenix. AZ C19.02008: Clark County 43 & 833 Design Approvals IAS AC472 Approvals: (www.tasordin e.orglMetal_Buildtng_Systems/MB.tdmih Listed under Varco Pruden Buildings, a Division of BlueScope Buildings North America, Inc. Canadian CSA Ab60 Certifications .(h :/eng.awbgroup.org/Certification/Pages/CertifiedComparySeadn.aspxo Listed under BlueScope Buildings Nath America, Inc Engineering Certifications of Authorization USA-,PFM76; FL#30427:ID#C-2470; IL#184002649,, KS#E-29; MS#E-0592, MO#E-2010007736: NC#F-0998: OK#CA417OPE: SD#G1787: TX#F4828: WAC030594)0: CAN-AB#P08900: NS#30123; OW00148796: and YT#PP134 ICC Evaluation Reports (www.icoe&og) SSR Roof System - #ESR -2527 State of Florida Product Approvals (www.floidabu iding.org). Approved Products Listed Under VP Buildings, Inc. VP TextureClad - See Trarisarr edcarn Struduroc, Inc Dade Co. ProductApproval (www.ndamtdade.gowbkdldingcode) Approved Products Listed Under Varoo Pruden Buildings, Inc VP Te tureClad - See Transamedcan Slructuroc, Inc Underwriter's Laboratory Approvals (Available only when spedfied in contrad) SSR Roof-UL#TGKX-113: SSR Composite Roof pass 90•U4.#TGKX-113A " SSR Roof vdSuper Bods: Class 90•UIfITGKX-328; Panel No Roof UL pees 604JWGKX-M Pane! Rib Roof UL Class 90-UWGKX-04; VP SLR 11 Roof pass 90•UL#TGla-M -180, -065, -035A -176, -238,-238A -238B Factory Mutual Approved Assemblies (Available only when specified in contract) SSR Roof Systems are approved in various type applications and listed in FM Approval Guide. 24 Ga SSR (0.0227' Nominal), is available in Class 1-60.1-75.1-90. 22Ga SSR (0.0277 F E $S`�O� Nomnal), is available in Class 1-75,1-00•, 1420. Q�0 SLR 11 Roof Systems are approved in various type and listed in FM Approval Guide.. lv� �� A Mq ql applications 24 Ga SLR 11(0,0227 Nominal), is available in Class 1-75 and 1-120. co X C64705 X G? C7 Z W BUTTE COUNTY BUILDING DIVISION tn�gT 5citv5 APPROVED F of cp,%-k PERMIT SET- For Building Dept Approval VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBEDVP IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. - Buildings 3200 Players Club Circle Memphis TN 38125 ERECTION NOTES REV DA7 - DE9CRs+mH 8'4* DER Modem Building Ina CUSTOMER Westgate Hardwoods VP BUILDINGS { THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WiTH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, All. APPLICABLE VP BUILDINGSDurham ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACINGawnERe DATE 5/5/2015 LOCAx DN California CT Wbstgate Hardwoods DRAwwCHECK ALBS Po NTS TBD vPcER VEON: 2014.2. PA" 2 . - - - 5/4/2015 10.5336 FLE E: Vjvdmte Hardwoods - F mansion - 3.6.15 • mal6pe Mo1°'^""a. k• • <->Ln _ - - 0."N. i ~ - . 25':-0" 25 C r V .. Y'. <-i • - 0."N. i ~ . 25':-0" 25 r V BL BL C641015 p .ROD • ANCHOR PLAN BE COUNTY� •yy,, .' .BUILDING DIVISION � �T .. .. Civ APPROVED. op. CAQ OR CONSTRUCTION • ' _ _ Finished Floor Elevation 100-0" rdE'ss Noted Olherwfse . . <� THE BUILDING IS DESIGNED VNTH. BRAGNG DIAGONALS IN THE DESIGNATED' THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT A VP AND - ' � VP BUILDINGS.' IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED VP BuUdings A 381. ANCHOR ROD PLAN . BAYS. COLUMN BASE REACTIONS, BASE PLATES AND ANCHOR RODS ARE . ' DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED 3200 Players Gub Circle Memphis TN • ♦ .. AFFECTED BY THIS BRACING AND DIAGONALS MAY NOT BE RELOCATED - REQUIREMENTS SPECIFIED BY VP. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP_ BUILDINGS.' REV. ' DATE' BY DE9CRGf1oN '' BLINDER Modem Buil ding Inc z •• • JoB-0 . WITHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER VP ENGINE ERS SEAL DOES NOT APPLY . 1 '. -',: TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE gate Hardwoods • ,. - • '' .' ' - `ANY OTHER PRODUCT OR COMPONENT GOOD QUALRY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH.THIS' LD TDNp Durham; California' VP'BUILDINGS s/s/2t115- FURNISHED BY VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ° - . R ppR2{S DRAY KEeR `. DESIGN OR PERFORMANCE ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, MIMT VVBSi gate Hardwoods' ALBS .. .. .. • REQUIREMENTS SPECIFIED BY VP .. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. • '- BVLDERB va TB .' : "` . - • -NTS .' � � p' vac veRBDR: 2014.2c VADE 3 .. . _ - - - • '' 5/d/Tn1$ " In'53'37 RENAME: Vktadoale Hardvdmd4-F]Df•'iflSldl-3-B_1$n®MabnoleV•9mP &dbpa RaTAmwlo, Ye.' -, • 1'-0" 305mm 1'-0" 305mm Dim, A pp I. 305mm " O E � O E I �� - N E \ E LENGTH Nom. E O E I :-I E N E O E Itn �� - E E p E �n -. E E 04 E E ® 2 1 /2' c,1 E Lr) J N c E j N E {ly} WI H -r WID H _ r64mm WI WI M H 2 1/2" 2 1/2" 2,1/2' 2 1/2" 2 J/2" 2 t/2^ 2 1/2". 2 1/2° �. 2 1/2" 2 1/2" - 64mm- 64mm - - 64mm 64mm 64mm I I 164mm. - 64mm I 164mm - . 64mm I I 64mm r _ r r D2 (4)3/4" Dia': GR36 A.Rods D3 (2)3/4" Dia. .GR36 A:. Rods Plate W=B" L=8 1%2" D4 (4)3/4" Dia. GR36 A.Rods. D5 (9)3/4" Dia :'GR36 A.Rods D6 (4)3/4" Dia. GR36 A.Rods D1 (4)3/4" Dia. GR36 A.Rods Plate W=9" L=1'-1" Plate W=8" L=1•'-1" Dim: A=11" Plate -W=9" L=1'-1"Plate 14=8" L=1'-1" Plate W=8" L=11". ' �Elev.=100' Elev.=100'-O" Elev.=100'-0" Elev.=100'-0" „UT r - -., Elev.=100'-0" Elev.=100'-0" : I -ANCHOR RODS, NUTS, HARDENED WASHERS AND ANY OTHER M M A T H Y CTR. EMBEDDED S RE 0 BE FURNISHED B CONTRACTOR. �Dim,B-_ • �1 ..•,_ ..- PITCH DIM. A •f"TTIT"f"T�/—IV HARDENEDJ: WASHER 2. ANCHOR ROD DIAMETERS WERE DETERMINED BY ALLOWABLE SHEAR AND TENSION PER AISC SPECIFICATIONS (FY=36KSI). Q 4" �102mm)' PROJECTION s L VARIES VARIES (ASTM F1554 GRADE 36) ANCHOR ROD LENGTH, EFFECTS OF EMBEDDED ANCHOR ROD EDGE DIMENSIONS AND METHOD OF TRANSFERRING FORCES FROM ANCHOR RODS TO FOOTINGS ARE TO BE DETERMINED BY OTHERS. p s LENGTH o BOTTOM OF COLUMN• ' POST BOTTOM OF COLUMN 3. UNLESS OTHERWISE SPECIFlED, ANCHOR RODS ARE DESIGNED AND DETAILED AS "CAST-IN-PLACE*RODS WITH ' "SNUG TIGHT' CONNECTIONS. _ z £ I JLN a - o �' " BASE PLATE ELEV. Z J 0] ../-GAGE BASE CLIPS BASE _PLATE ti 4 DATION MUST MUSE BE ACCURATELY PLACED AS SHOWN d �. �• -TOP OF FOUNDATION -CONSIDER. .. ON THIS DRAWING OR STEEL WILL NOT FIT. THE BUILDER O } ANY SPACE BETWEEN THE FOUNDATION IS RESPONSIBLE FOR ACCURATE SETTING OF ANCHOR RODS MOTH LEDGE m AND COLUMN BASE IN ANCHOR 'ROD .. REQUIREMENT PER AISC CODE OF STANDARD PRACTICE, SEC 7.5 VARIATIONS ARE SUMMARIZED BELOW. 2.1/2': 2 ,1/2" LENGTH • a a. CENTERS OF ANY TWO AR'S WITHIN A COLUMN BASE 64mm 64mm • STD = 1'/2" {13mm) GROUP: +-1/8" b. CENTERS OF ADJACENT AR GROUPS, +-I/4" THE 4 PROJECTION ABOVE THE BOTTOM OF THE BASE PLATE FLUSH = 0" (Omm) c. TOPS OF AR'S: +-1/2" . „ IS A SUGGESTED MINIMUM TO ENSURE ADEQUATE ANCHOR ROD FOUNDAT ESIGNERERENT PROJECTION MAY BE REQUIRED" BY- THE d. ACLUMULAIEU DIM BETWEEN CENTERS OF AR GROUPS NE + t 4' PER iD FT: NOT OU " ALONG COLUMN LI , . DOFT.,TO " : D8 (4)3/4 Dia., GR36 A.Rods P1ate,W=8" L=11" FOUNDATION THE ANCHOR ROD PROJECTION MAY NEED TO BE CUT OFF. IF THERE IS INTERFERENCE WITH OTHER PARTS. '., TYPICAL GAGE POST- TYPICAL COLUMN EXCEED 1" TOTAL e. DIM FROM CENTER OF ANY AR GROUP FROM ,COLUMN LWE: +-1/4' D7' (2)3/4^ Dia. GR36 A.Rods Plate W=8" L=8 1/2" Dim: A=11" B=1'70". Dim: 'A=ll jh" B=1'-1" Gage=S" Pitch=S" Edge Out=4" ' . SUGGESTED ANCHOR ROD PROJECTION BASE PLATE DETAIL'' ' .- BASE .PLATE DETAIL 5. DESIGN LOADS AND. REACTIONS ARE FURNISHED IN THE REACTIONS REPORT. Elev.=100',-0" Elev.=100'-0^' - 4th" ji£ dTDq CDT .- BUTTE COUNTY * , IuaTa�T,3 BUILDING DIVISION �r cw fig. DROVE® i�� OF CAO .. - • ' FOR CONSTRUCTION - - . THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED - .. .. . VP Buildings „ 3200 Players Gub Cirae MemPnis TIN 3a12s ANCHOR ROD PLAN -DETAILS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED - . :. ' REQUIREMENTS SPECIFIED BY VP. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR BUILDINGS.. - - APPROVAL OF ., WRITTEN AP ROV VP s . - REV DAIS . .. 8Y . NSCRvmx ' BUIDER MOd em Buildin InG 8 5006854-0 f - - VP ENGINEER'S SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF _ C 9101ERWkstgate Hardwoods THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE WE . .. ANY OTHER PRODUCT OR COMPONENT GOOD QUALM WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS VP BUILDINGS 5/5/20,5 L°C"TDN { wtkvn, California • .' FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE. DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, - RRDIE °T VMestgate Hanlwoods VIC)DP.Zffi1 - ' - DRAN HECK ALBS NTS .' 8 LDE acr , TBD vRe vegeoK: 2014.2e °A0E4 ' REQUIREMIENTS SPECIFlED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 6/42U1bhlafaWaoaS-t>�2I19on-s.6.17---"'".._—_--•-�----'.---.�-•-- StGUNUAKY GLIM WNNtG I IUNS, ANU FLANUI= t5KAGt GUNNtG I IUM. r UNLESS NOTED OTHERWISE 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE.SAME - KtuUIKtMtN I S 5I'tGlFltu OT vr. Inc _ VP ENGINEERS SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF wcu run w.. v c rri ..�., , ". �.. .�.� BUILDINGS. REV Dere• BY DExRVItlN : RuaDER Modem Building Ina . JOBt , 15406854-0t are THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE _ 1S1OUERmstgate Hardwoods ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH, 1O0ATm SISM15 SIDE OF THE WEB AS THE HILLSIDE WASHER Durham, California VP BUILDINGS .r _ - • FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE. DRAWING, DETAILS REFERENCED IN THIS DRAWING. ALL APPLICABLE VP BUILDINGS' T ERECTION, ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING O PROPER ON, a - PR ECT Wbstgate Hardwoods ,VrenNam,. OReYdLCXECK ALBS REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. . NTS, eu<DEwa vDr TBD VVDVE{soN: 2014.2c °`9E 5 :. - ' . 5/4/2015 1053:39 RENNIE: Westgate _ 5n®Wbno/0e9wW gat Hardwoods E�anslon - 3.6.1 BWNbw NmTemwlu.lc. ' - I > - - - FLEW Z: �wu_�_u__a.__�_ ewmJ�ion oi�9cop B�Aftrpf lbiTA�rnlq.�c i PERNOT SET- For Building Dept Approval ^ Name = 30k 50 VVall 4 Frame 3 1. USE 1/2 X 1.1/2 A32SN BOLT (49080) AND NUi (47120) . W O WASHERS. SNUG TIGM EN BOLTS FOR ALL SECONDARY CONNECTIONS, THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED, . IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED . ' , . VP Buildings 3200 Players Club Circle Memphis TN 38125 FRAME CROSS SECTION AT FRAME LJ NE(S)S 3 SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS,. - " UNLESS NOTED OTHERWISE REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEERS SEAL DOES NOT APPLY OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP, BUILDINGS. REV wn er DEscnvno5' ee�DEs Modem Building Inc. BO 1 406854-01 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER: TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY STO1"E"VVestgate Hardwoods VP BUILDINGS ,��, THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH.THIS' DRAWING, DETAILS REFERENCED INTHISORAVIANG, ALL APPLICABLE VP BUILDINGS DATE 5/52015 - wcATow Durham; California °JEC Westgate Hardwoods DnnMcnECK ' ALBS " DESIGN OR PERFORMANCE ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, su►DEae vD. r . -NT$ D VxvERsox: 2014.20 rAoe B.. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING • - - r - - _ - - S/d/'MIS IMI%-AA FLEWIME: V16dndc 4lflMi.m.1u_Fnn dnn_'1'R1r. •lMWno149mp BiOfbpa NwTMnk"."c _ Frame Member Schedule RBX006 - Part • Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth Approx.Weight CX006- 1 6.0000 .2500 .1345 10^ 10" 22'-10 7/16" 356@ RBX006 2. 5.0000 .1345 .1.345 9" 9" 21'-0". _ 192@ . 3 5.0000 .1345 .1345 9" 9" CX007 4 6.0000 .2500 .1345 10" 10" 22'-10 7/16" 356# Frame Clearances Aoriz. Clearance between members l(CX006) and 4(CX007): 211 -0 - 22'-8" Vert. Clearance at member l(CX006): 22'-0 15/16" 2 _ Vert. Clearance at member-9(CX007): 22!-0 15/16" ` BUTTE COUNTY. C64705 Finished Floor Elevation 100'-0" (Anless Noted Otherwise) -BUILDING DIVISION, - A QBolt Connection & Plate Schedule Id Qty Grade Bolt Bolt Plate Rows Rows PartNo Dia. Length Thick. Out In A 4 A325 3/4" 2 1/2" 3/9" 1 1 .0097284. ' 3 e RBX006 - c . r ON _ 22'-8" 3 1a�� !� • � •24'-0^ ` BUTTE COUNTY. C64705 -BUILDING DIVISION, PORTAL FRAME, ELEVATION ALONG C - CJVP 2 1'-0.1/2^ i OF CA�1� 1- 8^ , Dimension Key PERMIT SET-. For B.uildin9 Dept Approval so:5o Wall d Frame 2 1. USE 1/2 X 1 1/2 A32'5 -N BOLT (49080) AND NUT (47120) - THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND BUILDINGS. IT PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED ' -; VP Buildings TN PORTAL FRAME ELEVATION ALONG C WO WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, - ' DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED _ 3200 Players Club Cirde Memphis 38125 SECONDARY CUP CONNECTIONS, AND FLANGE BRACE CONNECTIONS,. REQUIREMENTS SPECIFIED BY VP. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. REv ' ogre er oESCRF K M SULeEp Modem Building Inc, Joe. UNLESS NOTED OTHERWISE. VP ENGINEERS SEAL DOES NOT APPLY - ` 1 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE o 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME r TO THE PERFORMANCE OR DESIGN OF 1ST0"ER W%stgate Hardwoods - HER SIDE OF THE WEB AS THE HILLSIDE WAS _ ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS, VP BUILDINGS 5/5/2015 ' =ATI Dudtam, Califomia ` , FURNISHED BY VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS . vnorecT wioaaaa. eUN KECK DESIGN OR PERFORMANCE ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Wbstgate Hdwo arods ALBS . NTS , . 0EN8 °O' TBD vx vEMaw: 2014.2c PA0Q9 REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. " 5/4/2015 1053:45 ILEw E: Wbstpate Hardwoods - Emansion - 3.6.15 • ® "°"°' ms",. a mua. M. ma .b, k RAKE BEAM WALL BRACE ROD • ROD SLOT BACKING PLATE MAY EXIST II , II WALL BRACE II - ROD U ROD DIA. CLEV1S MARK NO.. CLEVIS PIN DIA. 3 8 09757 - - 1. USE 1R X 11/2 A325 -N BOLT (49080) AND NUT (47120) ' W70 WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, _ , . 12"097573 I Nib UKAWINU, 11 tAtIUN HthtUN, Ht OFVP VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED . IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED Bugdings - PRIMARY RY BRACING SEDS 3200 Players Club Circle Memphis TN 36125 - - 5 Ea 09527785278 3 4 0 1 1/4" 7 B 095279 1 099280 JOBB 1500685A 01 ' 1 1 8 095281 9 1 r4-1 095282 _ PROJECT Wbstgate Hanlwoods 130- 097593 1 1/2". I 1/2- 097594 REQUIREMENTS SPECIFIED BY VP. Y BRACE 8FRAME Bum (2 OR 4) A325 BOLTS - 0CATON LOGOON SEGO IN PRIMARY ` - MEMBER PORTAL FRAME FRAME t a.. D1 0 0 091--ol COTTER PINFLAX•� cE 11 ttv EE7O r/ . . - II - I - Hoot c1ANc COMMECI�TIE WEB OF THEVRLL Y 1 -3 x i - 1/2* _ HA1tuWARE INSTALLED JJ - - _ riA E MENBFa. - - - A-325 BOLT - HARDWARE INSTALLED IN THIS ORDER: - 1 CI.EVIS (49080) TYP. IN THIS ORDER: - - HILLSIDE WASHER HILLSIDE WASHER FIAT WASHER 'B' ,, - • - FLANGE BRACE REQUIREMENTS: FLAT WASHER 'T3' - FLAT WASHER 'A'[100 - ,� AUERMVE COIUECTIOW PORTAL COLUMN DEPTH FLANGE BRACE .. FLAT WASHER "A' HEX NUT - > 24' & 136' HFB4106 ! BRACE ROD - FLANGE BRACE REQUIRE - > 36" & 148" HFBSD32 HEX NUT , . - • � ' CORNER POSE WASHERS- RULEf1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED.• WASHERS - ROD DIA NUT A B HILLSIDE 7\ ' RULE#2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON ! - ROD DIA. NUT A B HILLSIDE } 8• - 095321 096408 46040 043657 CROSS SECTION IS NOT ACCOMPANIED BY (2). " 3/8' 095321 D96408 46040 043657 t 2" 095230 095872 095946 043657 GEVIS PIN RULE83-.FIANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB NOTES: 142- 095230 D95872 - 095946 043657 S 8 095233 095945 095946 043657. _ (WITH SHOULDER) WHEN PART MARK IS ACCOMPANIED BY (2). FlD� DRILL 9/1 B' HOLES IN PRIMARY AND PORTAE FRAME WEBS 5 8 095233 095945 095946 043657 ,MAY BE FURNISHED WITHOUT RULE#4-:WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE FOR FLANGE BRACE CONNECTIONS. - 3 4' 095235 095946 095948 04355(1 3 4 D95235 095946 095948 043658 7 8 - .095237 095947 095948 043658 " A SMOULDER, THEN TWO COTTER - CENTER OF THE BUILDING. DRILL 9/16• HOLE IN PORTAL FRAME COLUMN WEB APPROX. 2' 7 8 095277 095947 095948 4 ' , PIN WILL BE PROWDED. RULE85- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME ® ' i 095238 095948 095949 - 043659 t - FROM BOLTING PLATE O BEAM CL. 1. 095238 D95948 095949 - 043659 1 1 8 095239 095949- 095949 043659 SIDE OF THE FRAME WEB. 1 1/8- 095239 095949 095949 043659 f •• 10' & 11 1/2" PURUNS REQUIRE 3 BOLTS AT EACH END OF PURUN LAP. - - ROD BRACING EA°A°A" �'M°0! PORTAL FRAME DETAIL - xe. oue .o �° mY. No.m WALL ROD °"'°°'A'°A'° "'' NQ p1 ROD BRACING THRU ROD SLOT °"'°°'ro'J°° a`' "°°' TYPICAL FLANGE BRACE CONNECTIONS BR M1 CONNECTION TO FRAME BR 1M AT RAKE BEAM BR02H1 COLUMN SHOWN / RAFTER SIMILAR BR02K1 CLENS ASSEMBLY xr BRO6AE CONT. PURLIN LAP SHOWN, CONT. GIRT &SIMPLE PURUN RAKE BEAM OTE: ALL BOLTS TO BE F - FEET G —GAGE . , Cr" = COLUMN (PLATE) - BASIC ERECTION' GUIDE REQUIRED FOR THIS PROJECT: 3 -PLATE F POST _ 1/Y X i'I/2" A325 I =INCHES 0 =OPERATION,- . ` CGX"• -COLUMN (GAGE)' - - - - - RAFTER ' Y .PURUN OLTS (49080).(U.N.O.) E = DCHTHS C nN/COLOR • a . yTCX••• -COLUMN (HOTROLL).. y - - - REFER T0: PANEL/COVERING .. VARCO PRUOEN BUILDINGS W.. W/ 3 1.1 7 2 6 1 K T DRBX••• RAFTER (PLATE)_F F I I E 0 0 0 C C C - BGX••• - RAFTER (CAGE) CLEWS PIN W/ COTTER PIN 1/2' X 1 1/2' A325BOLTS (49080) WITH LENGTH CODE - WRX••' - RAFTER (HOTROLL). BASIC.ERECTION GUIDEHARDENED WASHER (095872) EACH SDE WSULAnON , TRX••' = TRUSS RAFTERBRACE ROD � EPIDAiE (TYP AT PURLIN END OF BRACE) I B 1 3 0 1 0 3 6 0 J 0 WV (SEE ERECTION OWLS) ICX•'• - INTERIOR COLUMNFLANGE BRACE (GFB- OR HFB-) F F F 1I I IL.V ECCPCX"• - PIPE COLUMN LENGTH WIDTH THK .CODE TCX••• = TUBE COLUMNSECONDARY (STANDARD)OB Z 1 9 1 1 4 1 7 - - - - - EPX••' ENDPOST. (PLATE)F FI I E C C • • • • •EGX••• - ENDPOST (GAGE) PC__OEPTH LENGTH GAGE ADJUST.CODES •ELDED CUP)• CAGE ENDPOST SHAD - CBX"• = CANOPY (PLATE)CLENS PIN SECONDARY (SPECIAL), .Y .. CBX"• - PIGGYBACK CANOPY' - ••,.• _/2' x 1 1/2' A325 0 0 1 0 B Z 1 9 1 1 4 1 7- OLTS (49080){(�/I •FPI i. E c c { . DCC••• = 8 1/2" CAGE POST The held Guide (or earreelly eterklg and aeCtlngLL ALL HOLES ROB CLP �Q\ I COUNTERDEPTH LENGTH, GAGE A0.NSF.000ES DCE... =, 10 GAGE POST ,r Vorco Pruden Metol Building Systen9 - - \" Vjj r • I SHAPE - y. I ' I 3 -PLATE I �• • ' - , - ` 'ENDPOST' RAKE ROD BRACING .. ..• - CAGE CORNER POST ITS - THREADS BOTH ENDS O O - _ SHDWN-- - BEAM 13 R S 2 5 II0- : RT = THREADS ONE END - CLEVI.S ONE END - -• • ` _ - l GPBC_ TTER PIN CAGE SIMILAR - - _ •I E • • F F 1 I. ' - - Ce CLIP (CAGE BASE CUP) - - DIA LD-1C1H RU = CUENS BOTH ENDS •~J BACK COVER: 1001 BASIC ERECTION GUIDE I _ ANCHOR ROD _ "RP THREAD BOTH ENDS - NO 14LLSIDES PBC_ (SEE ANCHOR ROD PLAN) Rn. aTemnoN a<Y..Oa ENDWALL BRACE ROD CONN 1Q"' A"A" 1Q'"' M0'p1 ENDPOST.-TOP. BETWEEN PURLINS - �' 'm' - MARK NUMBER KEY IEv p11CN:V _ CORNER POST CONNECTION _ BR14E1 CONNECTION AT BASE BR25CA . NO CAP CHANNEL, -'BRACED TO PURLINS ONLY . EN5061 COMMON GENERATED MARK NUMBERS ENV002 E, BASIC ERECTION GUIDE, STRUCTURAL �Y pF10AC CAGE CORNER POST . NOTE: CUP SHOP WELDED GAGE POST. TO RAKE BEV/ - 8 1/2".POST SHOWN FULL FRAME - 10" POST SIMILAR GAGE POST RAKE BEAM , III , _ .. - ` '• - _. .. - - - . .. • I�' FACTORY ATTACHED WASHER FACTORY ATTACHED: -: (0958723 - 1/2' x 1 1/2' A325 GAGE POST BASE CUPS I - _ - •�• BOLTS (49080) 1) CPBC_ ATTACH WITH �Ij. - - .. L • - _ - �A.Q F:`Sr FILL ALL HOLES 4) 1/2 x 1 1/Y A}25 BOLTS. ,a - • AA A p, 4) 1/2" DIA WASHERS A` . Y [21D I.7.. 'r+ re' (095872) REWIRED AS II GPBC_ T •1 [- ^I SHOWN. ® ^ - 3/4' DIA. ANCHOR RODS' 4• �•"'' . - 1 ' .. t. - _ t. • • BUTTE.COUNTY •. r✓t �Q5 x. - 1 r . 3/4" FLAT WASHERS . • �'' `' •. 8'1/2' POST REQUIRES 1® BUILDING -DIVISION - T (2) ANCHOR RODS - - �•.•�/�p.�(T ' FULL FRAME TO ., 10" POST REQUIRED aJ _ _ _ 1 .. ' • • ' ` APP .9 IOvC.DS ' . ENDPOST CUP ` . (4) ANCHOR RODS - q ' �\ - - • . - PFC4. (PFC2.PFC3 OR ) "°y- • �. 4. CAGE E14DPOST - , ,. - - e . •�l, 'la� Y fi . ANCHOR RODS. NviS . - •r _ _ _ • or -CA .. _ - � AND WASHERS ARB • - . • A• BY BUILDER _ - _ .. � - - _ , rxv.nmorrovo° REv.tam ENDPOST TO FULL• FRAME -wmoe a xEr.xo.m .. GAGE POST BASE CONNECTION PFI OCB FULL FRAME ENDWALL PF13D2 FACTORY ATTACHED BASE CUPPERAAIT SET-.. For Building Dept Approval ' - - 1. USE 1R X 11/2 A325 -N BOLT (49080) AND NUT (47120) ' W70 WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, _ , . THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE I Nib UKAWINU, 11 tAtIUN HthtUN, Ht OFVP VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED . IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED Bugdings - PRIMARY RY BRACING SEDS 3200 Players Club Circle Memphis TN 36125 - - SECONDARY CLIP CONNECTIONS, AND FLANGE BRACE CONNECTIONS, UNLESS NOTED OTHERWISE. t , 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME SIDE OF THE WEB AS THE HILLSIDE WASHER,: " REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEERS SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. „J; REVI' - ogre BY DEeDRPipN ' BDLOER Modem Building Ir1G C19TO1�" W1'stgate HaFdWNoods • i + VP BUILDINGS JOBB 1500685A 01 ' THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH, THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, DATE55/2015 Durham, California _ PROJECT Wbstgate Hanlwoods DRAWRX:NECK ALBS ' . euLDEas va TBD vRcvERsoN: 2014.20 RACE 10 REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING.�S - . - - - - - - - -. • 5141201S. 10,53:45 FLENAME: Wtrstoate HerdvA)ods - EXDansion - 3.6.15 • m ..%.S-sw°xn Ro.OU .k,-- Secondary Part Schedule Q Secondary Bracing Schedule Mark Part Thick. Depth Lap Detail id Qty Mark No Spacing E9 00108HS2411414901 0.0790 8 1/2" BR09W2,BR09Y2 1 9 PBA0406(Typ.) 4'-3" E10 00208HS2411414BOl 0.0790 8 1/2" BR09W2,BR09Y2 2 • 9 PBA0211 2'-7 1/4" Ell 00108ES2411417BOl 0.0600 8 1/2" RS12PF,RSI2PE See SED: E12 00208ES2411417BOl 0.0600 8 1/2" RS12PF,RSI2PE BR09K5, BR0.9RY,. BR09K2 P17 08Z2811416A5BO 0.0680 8 1/2" 3'-10 1'/2" RS02T1,RSO1T1 P18. 08Z2811413A5BO -0:0880 8 1/2" 3'-10 1/2". RS02T1,RS01T1 1R1B1 1R1B2 E11 E12 I N N IN. I I . ..P P18 r' P17(TYp:) P17(Typ•) . I E9. E10 1 24'-0"` 24'40^. 50'-0^ . QPart Mark Key _ �:i(a3 1, RCHB15 ROOF- SECONDARY. PLAN _ BUTTE.COUNTy 7( z BUILDING � • DIVISIONPPROVED it dives. r ` OF cA I 1 11_0" - Q Dimension Key PERNIT SET- For. Buildln9 )dept Approval . - .. - Srye = 3o x 5o 1. UNLESS NOTED USE 1/2 X 11/2 A325�180LT (49080) AND NUT (47120) .. THE VP ENGINEER'S SEAL APPLES ONLY TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED + VP Bu ldings 3200 Players Club Cirde' Memphis TN 38125 ROOF SECONDARY PLAN WTO WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF. THE .. REQUIREMENTS SPECIFIED BY VP. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. REV wTE. e DEWRPTEN 6YLMR Modem Building Inc JOBt STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION OF WALL AND ROOF SHEETS. VP ENGINEERS SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE . WTO1"R Westgate Hardwoods . DOB854d1 ppSTE 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED: ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS �oeamR Durham, California VP BUILDINGS: 5/5(2015 FURNISHED BY VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS 11CT , ,, oALBS R DESIGN OR PERFORMANCE . ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, Westgate Hard�wods ALBS REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING6UEAERa • NTS v TBD VPCVERaCN: 2014.2e PIGE 11 , 5(4/2015 10:53:48 MEtl F: wedges Hardwoods - Evansion - 3.8.15 • d W n 0 ®._! W. 8� kw ,tea M.n... r. - .. AT EAVE STRUT BEND PBA TABS " ' - END FRAME INT. FRAME DETAIL USED FOR INTERIOR BAY AND AT FRAME LINE ewu 6r ewHx r1DDr f USE (2) 1/2" USE (1) 11/32".X 11/4' GALV. HEX NUTS _' AND USE (2)11/32- X 1 1/4" T-45 RAY - / C " - SCRUBOLT (097352) AND SCRUBOLT NUT (097267) F( END BAY - •� FIELD DRILL HIGH EAVE STRUT Loum� Y i-45 GRAY SCRUBOLT 097J52) ((47120) LOCATE " SCRUBOLT NUT (097267 HEAD OF SCRUBOLT TO BE ON OUTSIDE OF EAVE STRUT (HEAD ) (1) 5/18• DIA. (1) NUT ON EACH HEAD OF SCRUBOLT 70 I E OF PURUN EAVE PURUN SEE FACE OF 1 PURLIN BRACE - o ] o o - SEAVE PURLIN HOLE IF REWIRED0. ) BRACE (PBA-) FOR BOLT ••ol BE ON OUTSIDE OF USE TOP HOLE OF BRACE ASSY. UT MEW TAB rnATTACHMENT CHANNEL CONNECTION CONNECTION. 0 I y EAVE STRUT ANTI -ROLL CUP (PBA-) r FOR (2) PURUN BRACE •• - o - o o I " ----- _ ----- --- - IF PRESENT. - - \ - ] ] O 0 CHANNELS BOTTOM OF ROOF SHEET - (3) PURUN BRACE 1] t 11AHE ] ] CHANNELS o - ' ' % • _ CLP R MICK FWM WJM WILL T,WALLY` • ` CpWECt tO THE WED 6 OE - _ - ♦ 4 PURUN BRACE - - -CHlWN LS ] ] ] - - 10' OR rxMa IEWe17t If. FV 81 j EAVE�ST STRUT .; .. 1 o . TYPICAL I" -I CLUSTER ; ALTtTaaTE CONNXTtovs ,, _ p - PURUN STANDARD NOTES: "PURLINS - I -p • - HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. USE (I) 11/32" X 1.1/4' ` FLANGE BRACE REQUIREMENTS: O THESE'CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: Y T-45 GRAY SCRUBOLT 097352). ' RULEjl- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. - - .'EAVE PURUN BRACE - EAVE USE (2) 1/2 GALV. HEX ;'STRUT 0 _ DO NOT. INSTALLPURLIN BRACES AT THIS CLUSTER LOCATION. SCRUBOLT NUT (097267 RULE12- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON EAVE STRUT .. (PBA-) ATB 1/2', 10", NUTS (47120)) LOCATE ((1) HEAD OF SCRUBOLT TO CROSS SECTION IS NOT ACCOMPANIED BY (2). -. BRACE STRAP,; 11 1/2' PURLINS. NUT EACH SIDE OF PUFtLIN � j -INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. BE ON OUTSIDE OF USE (2) 1/2"^ RULE83- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB 8 1/ST (NOT REO. AT 7M PURUN (0. - - SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. , EAVE STRUT GALV. HEX NUTS WHEN PART NARK 5 ACCOMPANIED BY RAC - RULEQ4- WHENEVER POSSIBLE, PLACE SIN(XFBRACES TOWARD THE 11 2 10" 11 1/2" EAVE STRUT -TO 7" EAVE STRUT) (JCP051050)AT,7" EAVE STRUT - EAVE PURUN " - BRACE ASSY. - ., ., a INSTALL PURLIN BRACES AT THE RIDGE AND WORKTOWARDTHE EAVE. 47120 LOCATE (( ) -(1) NUT ON EACH "SNOTE: SEE ROOF FRAMING PLAN FOR CENTER OF THE BUILDING. - RULE 5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME B r +T- 1 I - _. II AVE STRUT ,PURUN (PBA-)(TYP.) -- • ` • NOTE: t" SEE ERECTION DRAWINGS ` _ CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER S12E OF PURLIN '- PBA- LOCATION AND QUANTITY. SIDE OF THE FRAME WEB. - _ FOR LOCATION - LOCATE PBA- IN UPPER POSITION •• 10' B 11 1/2' PURLINS REQUIRE 3 BOLTS AT EACH END OF PURUN IAP, '• FOR LOW OR HIGH EAVE LOCATIONS. r PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. _ WHEN ONLY (1)PBA IS REQUIRED. r w 1CO'ro'/w `°' M0.0D TYPICAL FLANGE BRACE CONNECTIONS CONT. PURLIN LAP SHOWN, CONT. GIRT &SIMPLE PURLIN ' w2m m u isv. rna BR09K2 • `` EAVE BRACE STRAP AND EAVE PURLIN BRACE LOCATED AT EAVE - CENTERLINE OF FRAME . o.rtnr/EAn: rEx. raa .• EAVE STRUT BRACE BRO9KS ar. Daum iEr. Wwm _ PURLIN BRACE CLUSTER LOCATION BR09RY, END BAY CHANNEL LOCATION rax wren r n Ho m HIGH EAVE PURLIN BRACE SROM ALL WALL PANEL TYPE BR06AE DETAIL USED FOR INTERIOR BAY AND AT FRAME UNE ' ' • • ERECTION -DRAWING PART MARK FIELD BEND 1 1/2- SHORTER a - 4• - C `.J PBA- TAB (1) PANEL .CUP HIGH EAVE STRUT " AS SHOW FOR FASTENER @ - CONNECTION TOA VE1�2 .... - - .' L JE - - /8' I. 2 1/21/2°.-J� I{.2 5/8- .. - TOP OF STRUT - 1 •BRACE PB ( ) BOTTOM OF ELD DRILL ADJUST. CODES - GAGE - ADJUST. CODES GAGE .. - .. - •• B r ` _ ROOF SHEET (1) 5/16` DIA. HOLE FOR SCRU-BOLTCHFS Y ,• r t IN LENGTH r• INCH LENGTH I' W 1' B Z I I CONNECTION CIF REWIRED) , :.(millimeters),... millimeters - -SHAP .J • - OR \P RUN SHAPE "°• _ -' DEPTH - A - BAY m ' 1/27 - _ •• ` ,NUMBER M1 , •, ; ..1. ;CANOPY (C)/PARTITION(P)/. P - - •. •7 ., •.. •, ' 1/� DEPTH- .�+ SHAPE .GAGE DEPTH •. }.• .., •: SHAPE' CAGE. •• ',� ..ROOF(R)/WALL(W) NUMBER ; -. USE (1) 11/32' X 1 1/4' ` 07 T- Z =ZEE . 1.1 = 0.113 08 = 81/2r C = CFE '� 12 = 0.098 D7 = 7' .- ., -. ZS ._ ZEE +"• 11 = 0.113 'CS - •- - T-45 GRAY SCRUBOLT (097352) ' - SCRUBOLT NUT (097267) - _ '10 - to' • E = LOW EAVE STRUT 13 - 0.088. '11,= 11 1/2" H - HIGH EAVE STRUT 14 = 0.079 08 = B 1/2' _ = CEE• 12 = 0.098 LOW EAVE STRUT 10 - 10° MS STRU13 - 0.068 BUILDING SHAPE ` �2�/ i BAY/BUNDLE CODE: IDENTIFIES USE (2) 1/2 HEAD OF SCRUSOLT TO BE ON OUTSIDE OF , t5 = O.o73 - 11 = 11 1/2' BB = BACK TO BACK CEE 14 = 0.079- GALV. HEX NUTS EAVE STRUT , (47120) LOCATE r - • •• ' "16 =0.068- +F - n r " • FB = FACE TO BACK CEE 15 = 0.073 r FF = FACE TO FACE CEE 16 - 0.068. ,THE THE BUILDING CANOPY/PARTITION/ •• r . ^ O( ) _ SIDENOF PURUUT ON N *NOTE: NG PLAN FOR_ SEELOCATIONIANDQUANTITY. _ D.li6o r ' R _ 17 _ QD� . PBA- " .. •, -, -ROOF/WALL PLANE AND BAY LOCATE PBA-. IN UPPER POSITION ,- - WHEN ONLY (1)PBA IS REQUIRED. •-+ °"°`^' SSR/HWR/SLR HIGH EAVE STRUT � mBR09Y2 p a 0."fm E1Xp00 SECONDARY PART MARK NUMBER 1 °QL0' 'x0.m SPECIAL SECONDARY PART MARK KEY °"E0 ' N°0 SECONDARY BUNDLE LOCATION KEY '• usoTavm nx.wm PURLIN AND GIRT SIZES - .ALL wALL PANEL TYPE -• EN51131 -� COMMON GENERATED MPRK NUMBERS EN5182 - j - COMMON GENERATED MARK NUMBERS EN 5183 ALL SECONDARY DEPTHS EN53Fi a 1/2° 216mm i 1, EPC2 OR EPC3 WELDED CUP CONNECTION CCI AT 7°/8 1/Y (WELDED) .. I / ` EPC3 AT 10°/11 1/2 (WELDED) a RE CUP (BOLTED) - ALL DEPTHS F O REFER TO CROSS SECTION. ( - "• EAVE STRUT HERO BOLT3(096636) 'EAVE STRUT NOTE . ' - SHIM PLATE-- LATE EAP2 PATE . _ ,ROOF PITCH PqqRR�� I NUIIBE I RANGE R WHEN CALLED WHEN CALIED .TJ TO 1.99 N A OUT ON FRAME N A - .. .. . -,BUTTE COUNTY . r ALT. CONNECTION I7 E e 1 ALT. CONNECTIONS - 1 ENDBAY ' &NUT 095032 BRACE STRAP : 1O 1 ( ) (ESBSI) _ 20 70 2.49. Rass �GnO_N I T.5 TQ 3.49 F�H1 V r , BUILDING DIVISION " 'ROOF 1 Or _ _ - _ I a, AS TO 4.00 ESH2 J ' PURUN .i• SHIM PLATE I� - ' ®®��IN `/rr ® •, 'APPROVED Y -W7 -__� �p11E. t� ,. _'__ - •. • I 1 I (SEE (HART) I 1 I t tl 6 !®M iea CIES aI SHIM PLATE I 1Qf -41st '� (SEE CHART) _ i u z . �y,�/ ID.A. �1` ( PLATE- •r • I t• - • PG7 CUP (BOLTED) • , •�• 4.(EAPI) • SIDEWALL �I ROOF BEAN' �'+- •z • y.��_� - .. ROOF, BEAN COLUMN I. ._ �.eT.p� ,. .. ,C64 M III' ..+ , USE 1/2" X 2' , ' - - COLUMN , • USE 1/2" X 2 I ' A325 BOLT (097280), e1 • • ° `� I - .. A325 BOLT SHIM PLATE LA LIEU OF (4908)) ' . IN LIEU OF (4908 0 �� _. ` . , 1 / _ • • •' .. rYq ' ,1, _ • p's �•� 0 � �ti _ _ • m d' 13, ', ROOF PITCH PART RANGE NUMBER BOLT' EAVE STRUT AND .25 TO 1.99 N A . EAPI PLATE TO FRAME W/ .. 1/Y % 1 1/2' I "BOLT EAVE STRUT AND ` ', EAP2 PLATE TO FRAME W/ �.� \ (6) 1/2' X 1 1/2- •' A325 BOLT (49080)' 1 .5/'4i�013 _ :1ijL- - - _/•'J• • BOLTED CUPCONNECTKIN * •: RAKE BEAM P - •(8) 70 149 • - ?•- �' •,�` _ 6!Y'•' r ' L - OQ-' tlr • , `\ Q•� .� c '`� T.3 E5111 - - A325 BOLT (49080)• -ESH2 �. ;�. AT 10 g 8 1/2' OUTSET �„ y \ (�`�j- . • (REFER TO CROSS SECTION) - .. � 3.5 TO 4.00 • ! V .3- �. £ 1'-3' A7 10' 11 1/2' OUTSET _ - _ •. .ALT. CONNECTION - • - •SHOWN • '. • - - • Y ..- -.. .. ' Y @ 8 1/2• PURLINS- r � • .T. .. .. � _ M • - HIOFI, EAVE STRUTUSES SIMILAR PARTS. IOW EAVE STRUT -• - - 'LOW EAVE STRUT SHOWN+ HIGH EAVE STRUT USES SIMILAR PARTS +a P&MTSET-For Bulldirig Dept Approval + ay. - PURLIN CONNECTION AT INTERIOR,ERAME•• • i[v. D.rtx1V+T/tl' Wtv. ram PURLIN'CONNECTION TO END FRAME' t[v. wsm ffx WTI m 12S12PE , EAVE STRUT W� ATTACHMENT PLATE rev. wam. 7 ex xo m EAVE'. STRUT W/'ATTACHMENT PLATE ' END FRAME' RSO1T1 - CONTINUOUS PURLINS -- RS02T1 - CONTINUOUS PURUNS - PITERIOR FRAME �RS12PF. a • 1. UNLESS NOTED, USE 12 X 1 1/2 A325 -N BOLT (49080) AND NUT (47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND - , e VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED .VP Buildings v , Y ROOF SECONDARY SED S V100 WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. : �. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED ' 3200 Players CA Cirde Memphis TN 38125 ` '2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE, , ; '• • -, REQUIREMENTS SPECIFIED BY VP. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP WEv ' DATE BY °EscWVIION suLDEx STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION , . •• '- VP ENGINEERS SEAL DOES NOT APPLY BUILDINGS. ` Mod Building Inc, 15 1 > OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF . { CUSTp1EW V1B$ig8ta Hardwoods THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE • . DATE ' 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH. L VP BUILDINGS 5/512015 EocATool California •.. FURNISHED BY VP EXCEPT TO ANY- DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS r Wu o mrrr . �aECT Vkstgate Hardwoods DruvmcHECW ALBS 1 ^ ' DESIGN OR PERFORMANCE ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, iWLOEWa 0 s 'NTS . TgD we vegaoH: 2014.20 PAGE 12' . H' REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 4 5J4/2015 - 10:53:48 L11: V"gateHardwoods -.6parlsion-3.6.15'�,t•Mato.s..v.e,msWIbm.Amnk•.1c ., S Name =30m50 Wa11=1 1. UNLESS NOTED, USE 12 X 1 12 A,325-N BOLT (49080) AND NUT (47120). W O, WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED. IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED VP Buiildirigs 3200 Players Club Cirde Memphis TN 38125 SECONDARY ELEVATION AT .1 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF. THE , • STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION — REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEERS SEAL DOES NOT APPLY OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS.' ' REV.•. DALE BT- DEWRPTM M BOIA " Modem Building Inc 1JOB " 1 OF WALL AND ROOF SHEETS. 3. "REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. • TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY 09T0�R Westgate Hardwoods : VP BUILDINGS „�� THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE `. GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS DAIS 5!52015 .. 'DDAmM DuAurm, California Pito ECT .Westgate HaidwoodS ORwwweMECK ALBS DESIGN OR PERFORMANCE ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, .NTS . BULDE D Rs TB . v°cv um: 2014.2c °A0E 13 REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF, TEMPORARY BRACING. .. .. - . . . - -. - R/dYM1S 1M4'3•F'1 REMMIE U6e1na1n 1.IerrAµle_L'vnnneiM_'i'R1rn®•/IonM�3wW BiOfhpa NMEiMnha.le ..- . Secondary Part Schedule Bracing Part Schedule Mark Part Thick. Depth Lap Detail Part Qty Length, G74 08Z2711417A400 0.0600 8 1/2" 2'-10 1/2" WS12A2,WS01G3 04RT3101 1 31'-1" 04RS3110;, .1 31'-10" Detail BR14E1,BR02H1 BROIG2,BR02H1 _ f , .. I , .._-_..----------. _.... .---. _--- - --- --- ---- - - - - - - -- - -IOV 5/4/2015 10:5354 FL's e: yVestoate Hardwoods - Emansion - 3:6.15 • mw"a" "!-'�-'gym sm M.nv. k _ BUILDING DIVISION o APPROVE® F ESSI _ BUILDING DIVISION APPROVE® F ESSI L'IS CL CL 50CL0^ K' BL ,, _ SECONDARY ELEVATION AT C B L, *� ara►a�1s 011r 0F cA�Eo .1 i1-0^ Dimension Key . RMI PET SET- For Building Dept Approval Name -30x50 %w-4 I. UNLESS NOTED; USE 1/2 X 1 1/2 A325�1 BOLT (48080) AND NUT{47120). THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND VP,BUILDINGS.' IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED.. - VP BuOdings ' SECONDARY ELEVATION AT C VNO WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED . ' 3200 Players Club CUde Memphis TN 38125 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE REQUIREMENTS SPECIFIED BY VP. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP. BUILDINGS. rtEv wre' er DE3CRPTM BOER Modem Building Inc STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEERS SEAL DOES NOT APPLY 15406854-01 OF WALL AND ROOF SHEETS. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE 101ERVVf stgffie Hartlwoods . nAre 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. : ANY OTHER PRODUCT OR COMPONENT GOODQUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH. THIS, -- Durham; California �Vlp!:FURNISHED 5/5/2015 . BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, . MODE or VVastgffie Hafdw00ds os eK - .. --,• ._ .. _ - .- - - - ,. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING NTS :. ewcexe vai TBD ,:vPevEtrson:2014.2e PAGE ' RAKE BEAM .. WALL BRACE ROD ROD SLAT BACKING PLATE MAY EXIST ,� II F WALL ROD BRACE ROD DIA. CLEMS MARK NO. CLEVIS PIN GIA. ,X 09757 - a I2' 18 097573 ' OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. 095277 1 1/4' 3 4 095278 ' 7 8 095279 . av,S CLP REO'O W/ • Tw" MAIC FIAMOE BRACE VOL TTTICOLT 1 095280 1 1 B 095281 a t t ♦ 09528 LouTtON Durham, California 1 3 097593 1 1/2' 1 1/2' 097594 RA°E 17 • a NALL P_EL "W7 BE ATIACEM TO SUB ams WITH STRUCTURAL BR/{C FP,WE �� SETX7I�R1' @ FASTENERS AT STANDARD 9M TO - LOGTgN LOG710N �MCY9EH 1--' . o •• •• o I VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED STANO4Is aar SI.B GIRT ae awe aePlx TO - a 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION 0 o I I o o r 0 1 OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. - - + r e Va' to• t t T aiG.e .ace n 8 Aoee 15406864-01 COTTER PIN - Y ' . av,S CLP REO'O W/ • Tw" MAIC FIAMOE BRACE VOL TTTICOLT � s t/T" aTBt Nrw 8 t? Jfp JfoT F It I/r 9Ct SUB x 3 t t 4• LOCATION SECTION -'A' THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS • ' I . ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, VJ' - •� 11 ICO.lSTANO40 an HARDWARE INSTALLED 41 - - _ FRUE Am '� 6 DE HARDWARE INSTALLED - IN THIS ORDER: N . t r Aszs aaTs ClEMS .. .. Clpl(1PGI� IN THIS ORDER: HILLSIDE am E WASHER y - O BOB6 1TVKrL . HILLSIDE WASHER - FLAT WASHER ) _ FLAT WASHER �• FLAT WASHER "A' L ALTERNATE TxmxnoNs u xt t/r A525 BOLTS _ FLAT WASHER 'A' HEX NUT . - u STupNtD GIRT 490150) TTPIC& _ HEX Ntn BRACE ROD o FLANGE BRACE REQUIREMENTS: _ WASHERS. CORNER POST ROD DIA - NUT A WASHERS RS RULE11- ALL FLANGE BRACES ON HRLSIDE RULE12- SINGLE FLANGE BRACES AREOSS REQU DDNS WHENST PART BE INSTALLEMARK ON a SUB ORT , �r5>[E GIARr ABBM O.E) ROD DIA. NUT A B HILLSIDE - pRoee) 15 3/8" 095321 096408 - 46040 043657 f CROSS SECTION IS NOT ACCOMPANIED BY (2). t/� OIAM[Tat 3/8' 095321 D96408 46040 043657 1/2" 095230 095872 095946 043657 CLEVIS BN <RULE83- FLANGE BRACES ARE REQUIRED BOTH SIDES OF THE FRAME WEB d - wNCREiE ANCNORS Al 2' D95230 095872 095946 043657 5 8 095233 095945 095946 043657 - (WITH SHOULDER) WHEN PART MARK IS ACCOMPANIED BY (2). � �1D61) 8 095233 095945 095946 043657 '-- 0952]5 095946 095948 04}658 MAY BE FURNISHED WITHOUT RULE#4- WHENEVER POSSIBLE, PLACE SINGLE BRACES TOWARD THE 4 095235 095946 095948 043658 7 g 0952]7 1195947 095948 043658 A SHOULDER. THEN TWO COTTER CENTER OF THE BUILDING. - 8 095237 095947 095948 4 ' - PIN WILL BE PROMDED. RULE#5- WHENEVER POSSIBLE, PLACE ALL SINGLE BRACES ON THE SAME I •A, 1 0952J8 095948 095949 043659 - SUB JANE LOG110N - 1. 095238 095948 095949 043659_ SIDE OF .THE FRAME WEB. 1 1/8- 095239 095949 095949 043659 PER OEscN 1 1/8" 095239 095949 095949 043859 � - !• 10' & 11 1/2',Pl1RUN5 REQUIRE 3 BOLTS AT EACH END OF PURIJN LAP. RtV.°" °'° m'"°°' WALL ROD aem^°^° "'° ROD BRACING THRU ROD SLOT °� °°'� °`�'�°� ROD BRACING �°�°�°° "°° TYPICAL FLANGE BRACE CONNECTIONS CORNER ZONE BRACING BR01G2 AT RAKE BEAM BR02H1 COLUMN SHOWN / RAFTER SIMILAR BR02K1 CLEMS ASSEMBLY M BRO6AE. CONT. PURLIN LAP SHOWN, CONT. CART k SIMPLE PURUN Ar BR10F5 WALL PLAN VIEW (JAMB SUPPORT) 2 OR 4) A325 BOLTS RAKE ERECTION ERECTION DRAWING PART MARK PRIMARY F POST PORTAL FRAME I - FRAME •r: i I ADJUST. CODES ADJUST. CODES GAGE P ® - 1 CLEMS PIN W/ COTTER PIN - GAGE • , REIGHT - L NGTH BRACE ROD R� ED - ' INCH m IEmeters r (SEE ERECTION OWLS) 1_W1 B 3 . FFFTI millimeters 1/2' K 1 1/2' - SHAPE ' ' • - A-325 BOLTDEPTDEPTH BAY NUMBER o� (49080) TYP. - 'COUNTER - FLANGE BRACE REQUIREMENTS: CANOPY (C)/PARTITION(P)/ PORTAL COLUMN DEPTH FLANGE BRACE GAGE ENDPOST DEPTH t SHAPE + GAGE S > 24' & 136' HF84106 CEVIS PIN .DEPTH • : ,y SHAPE - + • DACE - ROOF(R)/WALL(W) NUMBER . > 36' & L4B' MFOS032 07 = 7' Z = ZEE 11 = 0.113 • -07 7' - ZS = ZEE _ 11 = 0.113 08 = 8 1/2 C•= CEE 12 = 0.098 08 = 8 1/2' CS = CEE 12 = 0.098 ,D = t0• E = LOW EAVE STRUT 13 - 0.086 BUILDING SHAPE Rce QIP 11 = 11 1/2•. H - HIGH EAVE STRUT 14 = 0.079 10 10". _ • HS - HI M FAYVE STRUT. 13 - O.055 _ N14 = 0079 OTES: - 1 - r 15 = 0.073. t1 1 1�2 BB = BACK TO BACK CEE 15 = 0.073 ® FIELD DR01 9/18' HOLES IN PRIMARY AND PORTAL FRAME WEBS , - 16 = 0.068 FB = FACE TO BACK GEE THE BAY/BUNDLE CODE IDENTIFIES FF =FACE TO FADE CEE 16 - 0.068 FOR FLANGE BRACE CONNECTIONS. O o .. 17 - 0.060 _ THE BUILDING CANOPY/PARTITION/ © DRILL 9/16' HOLE IN PORTAL FRAME COLUMN WEH APPROX. 2• CPBC TITER PIN - 17 - 0.060 - FROM Ba TING PLATE O BEAM (J. - - pi pap (CAGE BASE CUP) —ANCHOR ROD •. - ROOF/WALL 'PLANE AND BAY - PBC- (SEE ANCHOR ROD PLAN) • - RMDA!"ArLLJ�.ft° PORTAL FRAME DETAIL � °A mRT -2 ENDWALL BRACE ROD CONN dY ' w.00 SECONDARY PART MARK NUMBER Oaem ' eY'NDm SPECIAL SECONDARY PART MARK KEY REA°"O" arMO" SECONDARY BUNDLE LOCATION KEY BR12J1 CONNECTION TO FRAME BR14E1 ' CONNECTION AT BASE EN5161 COMMON GENERATED MARK NUMBERS EN5182• COMMON GENERATED MARK NUMBERS EN5183 ALL SECONDARY DEPTHS FIELD BOLTON 2 1/2' 22 5/8'/8' J ., .. - CUP IF REQUIRED: I I 1• - 1• GAGE ENDPOST • DIRT cGGWI) - 'BUTTE COUNTY - I BUILDING DIVISION APPR _ j 'n .!i�,(11hIc UP - BOLT C•e ' 7/9• 647- • _ - 'gc� COL NZ c Q RAFTER GIRT CUP (PGI) _ ' y BOLTs MAY BE SHOP FIELD BOLT ON 13 i; 2 1/2• 2 5/8• - ZEE GIRT WELDED (GCI OR GCA-) CLP IF REOUIRED' civy ci Y • ZEE GIRT SHOWN OF CAOf ; Y L CEE GIRT SIMILAR Y & 8 1/2• GIRT_ 7' & 8 1/2' GIRTS" RLr. atOmiova A1.e Nom - pURLIN AND GIRT SIZES - RET.wmm ' GIRT CONN. AT COLUMN Rn'wnm "'r''M6@ GIRT CONN. AT ENDPOST ""'MO" GIRT CONN. AT GAGE ENDPOST - EN53F1 8 1/2' 216mm WSOIG3 OUTSET CONTINUOUS GIRT WS0283 OUTSET CONTINUOUS GIRT wso266 OUTSET SIMPLE ARTS PERMIT SET- For,Building Dept Approval - 1. UNLESS NOTED, USE 1/2 X 1 1/2 A325•N BOLT (49080) AND NUT (47120) , WO WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.. THE VP ENGINEER'S SEAL APPLIES ONLY, TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED VPBuildings 3200 Players Club Cirde Memphis TN 36125 F WALL SECONDARY SED S - 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY VP. THE VP ENGINEER'S SEAL DOES NOT APPLY OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP BUILDINGS. REV DATE-_ BY OESCRn1M BIRDER Modem Building Inc. Aoee 15406864-01 OF WALL AND ROOF SHEETS. 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. , • 4, TO THE PERFORMANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE CUSTOMER Wlastgete Fk d, ods VP BUILDINGS THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS • ' I . ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, DATE 5!52015 LouTtON Durham, California PROJECT, Wbstgate Hardwoods ORAMCNECK ALBS • NTS t•oe TBD • vxveRSDN: 2014.2c RA°E 17 REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING.BULRsOE 5/4/2015 10:53:55 • FLENAMe VVedgate Hardwoods-EXpension-3.6.15,Pb , rBLVec m WMhp+ Am,eo ' GIRT CUP . - (BOLTED) (WELDED) DIM A CORNER COLUMN (PGI) (CCI) AT T GIRT V-O' AT 7' & 8 1/2' EW ARTS IRT CLIP - • (PGI) (GCI) AT B 1/2' GIRT 1'-3' AT 10' & 11 1/2' EW GIRTS GC17- AT Y 8 1/2' GIRT • (GCO-) (GCA-) AT 10' GIRT ORGREATER FOR SPECIAL FRAME SETBACKS CC21- AT 10' & 11 1/2' GIRT (GCO-) (GCA-) AT 11 1/2' GIRT ` GC21- AT ALL OTHER SETBACK DIMS \\ g CORNER COLUMN P Off' ENDWALL GIRT SIDEWALL CIRT Q ZEE GIRT SHOWN CEE GIRT SIMILAR ..ZEE GIRT SHOWN - CEE GIRT SIMILAR RAKE CHANNEL • USE AT OPEN ��' ® ® � / WALLS ONLY CORNER - �� � GIRT CUP ENDWALL � GIRT ► FRAME dN P.• 1/4-14 x 1 1/4 - 40��p�)• STRUCT FSNR (55307) tlAt II1 DIM A: 2 PER GIRT 1'-0' AT 7' & 8 1/2" GIRTS t. GIRT FILLER ANGLE i'-3' AT 10 & 11 1/Y GIRTS (CFA-) W/ (2) 55307 OR GREATER FOR SP GIAL FRAME SETBACKS FIELD LOCATE AND DRILL - NOTE: HELD NOTCH ENDWALL OTC �OIII CLI7 UI W GC21 IN ORT CLIP C -) NOTE: REED NOTCH ENDWALL - - GIRT FLANGE WHEN CORNETT COLUMN ORT MELDNGE COINER COLUMN FLANGE INTERFERES YIN DDWALL GRTS. FLANGE INTERFERES WITH ENDWALL ORT. GIRT CONN.' AT CORNER COLUMN.. �' GIRT CONN. AT CORNER COLUMN ' WSl ZAZ ANY OUTSET GIRT AT EW,, ANY GIRT AT SW WSl PH5 ANY OUTSET GIRT AT EW, NO SW GIRT Covering Schedule Trim Schedule Id Qty Length Type Gage OP Fin. Color Direction Id Parts Color. Details @4 17 30'-4 1/2 PR 26 1 G TD Left to Right Tl MCC1, Cool Dark Bronze RC38AJ Oper. Code:1=SQ,SQ T2 BSI,FPRFI,GGCI,MCC1 Cool Dark 'Bronze-RC38N1 Finish:G=Galvalume Color:TD=Standard Color FIENAME: - 4Mabnaf 8l- BWLVa N"4,An-b,l� 1 + 5/4201 .14:1 Westgate Hardwoods H ' ^ •.. r 8,05 E1gHartsion 3. t EAVE STRUT BEND PBA TABS END FRAME ' . INT. FRAME • - +=- -INT. FRAME r INT. FRAME ERECTION NOTE: USE (2) 1/2" USE (1) 11/32" X 1 1/4" USEV. HE% NUTS AND USE (2)11/32• x t. 1/4' T-45 GRAY FAT SCRUBOLT (097352) AND SCRUBOLT NUT (097287) r ` Ft END BAY - - ' INTERIOR BAY ll%TTM LOGri°H w� WHEN A CHANNEL BRACE DOES NOT LINE UP WITH ANOTHER CHANNEL BRACE OR THE SLOTS IN THE PURLIN WEB FOR T-45 GRAY SCRUBOLT 097352 ( ) - (((47120 LOCATE SCRUB NUT (097267) ) ) 1) NUT ON EACH (HEAD OF SCRUBOLT TO BE OUTSIDE OF EAVE STRUT) , _ _ A DROP PIN CONNECTION BEND THE CHANNEL TABS TOWARD HEAD OF SCRUBOLT TO DE OF PURUN EAVE PURUN SEE FACE OF 1 PURUN BRACE O ] O - O 1 PURUN BRACE O ) O O o' ' THE PURUN WEB AND USE A SELF-DRILLER(55307) TO ATTACH. BE ON OUTSIDE OF USE TOP HOLE OF BRACE ASSY. -'EAVE STRUT VIEW Ct4WNEL CHANNEL ' • Y °1 EAVE STRUT ANTI -ROLL CLIP FOR TAB ATTACHMENT (PBA-) ' O (2) PURUN BRACE �• - IF PRESENT: O O CHANNELS 2 PURUN BRACE "�. .. - _ t/4-ta a 1 t/a' (2) 1/4-14 1 1/4• UCT. SCREWS • - • (3) PURUN BRACE ) )- 1 0 - O 7 O CHANNELS 1,9:21 -1 STROCT. SCREWS , (55307) CKANNELSMP - Mpf R.wC6 rwla W4¢ °AL rroluu. ^' • - ma[a r0 nc am s trc • %Wt Kms' • V + - - - lt (35307) HANNEL ^ HANNEL CE BRACE. FACE OF H EAVE STRUT - 4) PURUN BRACE - CHANN L ] ] 7 7 (4) PURUN BRACE , - CHANNELS - -• - - O C(CPB-) - 3• CPURUNITCLUSTER [711.RA STANDARD NOTES: STANDARD NOTES: 4 4FLANGE . ••• HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN' BRACES. - PURUNS HAVE CLUSTERS -OF 4 HOLES FOR ATTACHING PURLIN BRACES. BRACE REQUIREMENTSi , _-PURLINS THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLSBELOW: THESE CLUSTERS ARE REPRESENTED BY ONEOF THE SYMBOLS BELOW: RULE/1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. RULE♦12- SINGLE FIANCE BRACES ARE REOUIRED WHEN PART MARK ON EAVE PURUNBRACEEAVE EAVE. STRUT (PBA-) AT 8 1/2•, 10'. A USE (2) I/2' CALV. HEX STRUT O - DO NOT INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. O - DO NOT INSTALL PURUN BRACES AT THIS CLUSTER LOCATION, - -' - CROSS SECTION K NOT ACCOMPANIED BY (2). ___--PURUN _ BRACE STRAP 11 1/2' PURLINS. NUT$ (47120) LOCATE ((1) NUT EACH SIDE OF PURLIN ) - INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. _ ] -INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. RULE13- FLANGE BRACES ARE REOVRED BOTH SIDES OF THE FRAME WEB - PART NARK IS ACCOMPANIED BY (2).- (ESBS1) AT B 1/2'. _ (NOT REO. ATT .PURUN EAVE PURUN _ SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS.- SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS. ,. •. -WHEN RULE/4- WHENEVER POSSIBLE. PIKE SINGLE BRACR TOWAIip TME CENTER OF THE BDILQNG. BRACES ON THE $;4ME 10. 11 I/2• EAVE STRUT s TO Y EAVE STRUT) (JCP051050) AT 7- EAVE STRUT I - ° BRACE ASSY: PURUN (PBA -)(TW.) - - -INSTALL PURUN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. - - - - - INSTALL PURUN BRACES AT THE RIDGE AND WORK TOWARD THE EAVE. . USE WHEN CHANNEL BRACE DOES UNE UP PATH 1HE USE WHEN CHANNEL BRACE DOES NOT LINE UP W1 TH RULERS- WHENEVER POSSIBLE, PLACE ALL SINGLE SDE OF THE FRAME WEB. SLOTS M. THE PURUN WEB. THE SLOTS IN THE PURUN WEB. - II AVE STRU74, w - NOTE: SEE ERECTION DRAWINGS _CHANNEL BRACE MAY BE.LOCATED IN EITHER SET OF SLOTS IN CLUSTER -CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER •• 10' & 11 1/2• PURLINS REOIARE 3 BOLTS AT EACH END OF PURUN LAP.' - - FOR LOCATION FOR LOW OR HIGH EAVE LOCATIONS. - - - 'PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN SAY.' - PROVIDED THEY ARE ALIGNED FROM EAVE TO EAVE IN A GIVEN BAY. - - s"�°'"°' " "m TYPICAL FLANGE BRACE CONNECTIONS -. CHANNEL BRACE ENDING AT PURLIN WEB - 1O1 ' ° °' EAVE BRACE STRAP AND EAVE PURLIN BRACE , wBRO9K2 n""""' "' - EAVE STRUT BRACE wBR09K5 °'"'" '� t.. "0'1O PURLIN BRACE CLUSTER LOCATION n oa<a. `" PURLIN BRACE CLUSTER LOCATION m BRO6AE CONT. PURLIN LAP SHOWN, CONT. GIRT k SIMPLE PURUN eR09JGv - SELF -DRILLER WITH BENT TABS LOCATED AT EAVE = CENTERLINE OFFRAME- A BR09RY , END BAY CHANNEL LOCATION BR09RZ INTERIOR BAY CHANNEL LOCATION DETAIL USED FOR INTERIOR BAY AND AT FRAME LINE DETAIL USED FOR INTERIOR BAY AND AT FRAME LINE • ERECTION DRAWING PART. MARK •.: .. FIELD ORSL LOCH EAVE STRUT (I) 5118• DIA: -EAVE PURLIN MOLE OF -BOLTED) ^ @ BRACE (RBA-) FOR SQ1U-B0.T cHxNNEcnoN f�LD BEND I I/2' SNORTER PBA- TAB (1) PANEL NP FOf7H EAVE STRUT AS SHOW FOR FASTENER TOF STTO •EAVE PURUN TOP CONNECTION STRUT 1 1/2 BRACE (PBA-) _ - - ,• r .ADJUST: CODES g -^ ADJUST. CODES " • .. .. , , ,•. r P - eonou of - ELO DRILL - eD1raM OF (1) 5/I6' CIA. i GAGE f _ ,CAGE ' 1 ' _• 1 , R •. ROOF SHEET ROOF SHEET HOLE FOR - ,. r SCRU BOLT •f ' INCH-ELNeTHGler 9 V 9 O J ' (IF REOURED) millimeters s- ° mSHAPESHAPE\U • - ... • . •• •r DEPTH BAY NUMBER r. s- _ •, 48* COUNTER If UP CANOPY4(C)/PARTITION(P)/. 1 ; .. I - ,j. :• I = '. DEPTH SHAPE 'LICE .. r�. DEPTH, SHAPE I . CAGE ROOF(R)/WALL(W) NUMBER. - • • , USE (1) II/32' X 1 1/4' T-45 CRAY SCRUSOLT 097352) - 4 • f • USE (1) 11/321-X 1 1/4' 07 = 7' Z='ZEE. . .• `11 = 0.113 08 - 8 1/2• C v CEE 12 v GM98 r., ZS ZEE ''( 07'=. Y, _ ,,,, II'v Ona " - • - - 1 , ' SCRUBOL7 NUT (097267) - • HEAD OF SCRUSCLT TO ' T-45 CRAY SCRUBaT (097352)~ a '• • SCRUBOLT. NUT (097267) , ." ". 10 =,10' - E 'Low EAVE STRUT 13 = D.Dea H - HIC H EAVE. STRUT 11 v 11 1 2' •; 14 v 0.079 - / , - e'/�' L9.= DEE •12 =. 0.098' ES - LOW EAVE STItUI - ' ' C 10 -' 10' 11- O.OBB. HS EAVE STRUT • '. - `'" 'BUILDING SHAPE' , • • , - 2 2.5/8' _ ' THE BAY/BUNDLE CODE IDENTIFIES BE ON OUTSIDE OF, USE (2> 1/2' EAVE STRUT -CALV. HEX NUTS •.'�HEAO OF=SCRUBOLT TO USE (2).1/2 ON OUTSIDE OF. CALV: HEX NUTS + . s = 0011 - n 11'1/2• -HIGH 14 - 0.079 Be = BALK TO BALK DEE Fe FACE 70 BACK CEE N ,15 0073 VZ" . - _ ((47120) LOCATE _EAVE -STRUT' (((((4I)7120) LOCATE 1 - ' - I6 0068, : 0.060 - FF - FACE TO FACE CK IB - 0.068 - THE BUILDING CANOPY/PARTITION/ - (1)NUT ON EACH -NOTE: SEE ROOF FRAMING PLAN FOR NU7 ON EACH, •NOTE: SEE'ROOF FRAMING PLAN FOR - .17 - 17 - 0.060 !. , 4 E OF PURLIN PBA- LOCATION AND OUANRTY. LOCATE PBA- IN UPPER POSITION SIO SIDE OF PURLIN PBA- LOCATION AND QUANTITY. 'LOCATE . Vit' • - . r^ ROOF/WALL 'PLANE AND BAY, '4 - WHEN ONLY (i)PBA IS REWIRED. ' PBA- IN UPPER POSITION WHEN ONLY. t PBA IS 'REOUIRED. _ L •wBR09W2 �" HIGH EAVE PURLIN BRACE "m""' ` ,•SSR/HOUR/SLR HIGH EAVE STRUT VBR09Y2 °"E ' "' SECONDARY PART'MARK* NUMBER `°' "' -SPECIAL SECONDARY PART MARK •KEY - BENS .w `'" "' "` SECONDARY BUNDLE LOCATION KEY A m w �'- PURLIN AND GIRT SIZES ALL WALL PANEL TYPE ALL WALL PANEL TYPE _ ENS181 .�W COMMON GENERATED MARK'NUMBERS _'• 182.�m COMMON GENERATED MARK NUMBERS _• EN 5183 ALL SECONDARY DEPTHS EN53F1 B 1/2' 216mm 1; EPC2 OR EPW ' LOED CUP CONNECTION •¢ fj' .' CCI, ATY/8111 2-(W(WELDED / EPOS AT 10'/11 I/2' (WELDED) //1//�J• ( PCI CUP (BOLTED) - ALL DEPTHS F p REFER TO CROSS SECTION; ., �. \ f EAI£ STRUT (4) 1/2' A3U7 THIN .HEAD BOLT (096636) ,. STRUT NOTE. EAP2 PLATE $HI PLATyyEppRR1� ONLY REOb. I RAIi' NUYBER WHEN CALLED I .25 TO 1.99 OUT ON FRAME - r - - •• f I ALT. CONNECTION D" �� I F ALT. CCNNECnONS - 1 p I EA\£ & NUT 095032 n - 1 ( ) BRACE STRAP+ I IO .. 20 10 2.49 N A CROSS SECTION I 2.5 70 149 ESN1 •1. r - •' - f I% T • , ENDBAY .• \ ROOT, (E5851)' 1 I OI (0 5 •] I - 15 70 4.00 ESH2 .. f. • E V . PURUN 0� I' .. SHIM PLATE I 1 , - ,s •^ (SEE 01A RT) I• j I - • •t SHIM PLATE 1 , I (- T '' ; r.: - 1 ^ t - p e ' •' . (SEE CHART) (PLATE r EAP2) • - .. . • -BUTTE BF t r • , i COUNTY P01 CL ' IP (BOLTED) -- . .i .. - . _ 'PLATE - (EAPI) -BEAM .. , USE I/2'.x 2 •._ SWEWALL,I S ROW SEAM COLUMN I ROOF USE % 2' I '' - _ , • - �• .. - BUILDING DIVISION y T�.ry/ P fpr-.��( \•/ , '.1r ED . APPROVED f' COLUMN COLUMN _ 8 - _ .0325' BOLT (097280) , r, +IN U BOLT (097280) BO I IN LIEU OF (49080) � � � 11 P . II i� !9 - - fSHIM \ ( !Y4(( i PLATE IN LIEU OF (49080) ' BOLT EAVE STRUT AND r / - •� Z a \'''\ti, RANGE MA®ER BOLT EAVE STRUT AND r .25 TO 1.99 N ,EAPI PLATE TO FRAME W/ ) \ EAP2 PLATE TO FRAME W/ \ (8) I/2•.% 1 1/2• ' Q +gyp.,, •- - r . • B0.7E0 CUP (REFER TO CROSS SECTION) - tl' z - 'RAKE BEAM •. �� ,T - \°' „6 P'� . • it - S ' g" @ � a 2-0 TO 2.49 N/A (8) 1/2' x I I/2' .. 25 T0149 ESNI - A525 BOLT (49080)'- 3.5 TO 4.00 ESH2 ^ ..'-'I'- •• - . \ A325 80LT (49080) •- \ ��\ .. _ ¢�`,i pF Y - \ ••I' -D' AT T & 8 1/2' OUTSET. E' n 1'-3' AT IIA/2' OUTSET •f • 'r _ • • F ,.'„ - r••)F IEC �a dkc Y7uM^: ,!yV� • ri 15_ld' _ T ALT. CONNECTION •' ' '+.. -• ` '4.•Y `•• 10-,& T•• 4� ' • ♦' • IW .. ` t Y & 8 1/2' PURUNS - , • � . '� LOW EAVE STRUT SHOWN - N01 EAVE STRUT USES SULAR PARTS. LOW EAVE STRUT SHOWN - HIGH EAVE STRUT USES 9WLAR-PARfi ` - ' }I-L�,�'� M� - • PURLIN CONNECTION AT INTERIOR FRAME• wRSO1TI w"° R.•.A" PURUN CONNECTION TO END FRAME,,• 'T'" ' a" EAVE STRUT W/ ATTACHMENT.PLATE wR512PE ' " -EAVE STRUT W/ ATTACHMENT, PLATE wRS12PF •, r - `�'�- - CONTINUOUS PURUNS• RSO2T7,- CONTINUOUS PURLIN$ 9111E lOR FRAME - .. END FRAME - I: - jq, SIGN' _ _ �) ' - " ^ • e ' 1 ! ` I - , f ?( „ 1 e,y� ,� SIF • ' / ' ` .F,. ya: CAO 4 ) :' ' �" , P ET- Deft Ap ERNOTS For. Building Approval •f1 _"�. 5', . 4 1. UNLESS NOTED, USE 12 X .1 1/2 A325 -N BOLT (49080) AND NUT (47120) THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT:OF VP AND VP BUILDINGS.' IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED 4 , VP Buildings, : ; • ROOF SECONDARY , SED S V700 WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS.. + DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED 3200 PI iYe18 Club Circle, Memphis TN 38125 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE - REQUIREMENTS SPECIFIED BY VP. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP REV DATE- BY OESCRPTKN ' 81L"R. Modem Buiidiing Ina JOB' 15408854-01 , STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION VP ENGINEER'S SEAL DOES NOT APPLY BUILDINGS. - OF WALL AND ROOF SHEETS. 1, = - ` - TO THE PERFORMANCE OR DESIGN OF - USTOMER : Westgate Hardwoods THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE DATE :; 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED, ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS VP BUILDINGS . 5/52015 LOCAIDN Durham; California FURNISHED BY VP EXCEPT ANY TD r -. PR FNEcr .Wbstgete Hardwoods t ' FAALLBBS GK • " -' .' ' { DESIGN OR PERFORMANCE ERECTION GUIDES, AND INDUSTRY STANDARDSI PERTAINING TO PROPER ERECITION; TBD .NTS AE 20wxvnm: REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. FIENAME: - 4Mabnaf 8l- BWLVa N"4,An-b,l� 1 + 5/4201 .14:1 Westgate Hardwoods H ' ^ •.. r 8,05 E1gHartsion 3. t Covering Schedule Id Qty Type Start Length Gage OP Fin. Color Increment Direction #2 10 PR 21'-6 1/27 26 F K TD 3" Left to Right Oper. Code:F=CR,SQ_ Finish:K=KXL (Kynar) Color:TD=Standard Color Trim Schedule Id Parts T1 HT14,HT10,DFT14,DFT10 T2 (1.2)BA125 T3 CT12,CT10 T4 (2) RKF16 " Color Details Match Wall Color WC20Al Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WCOID9;WC04 Match Wall Color WC20A1 Cool Dark Bronze• RC30B1,RS10R1 Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Direction Id Parts Color Details @1 17 PR 21'-7 7/8^ 26 F K TD Left to Right T1 (2)BA125 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WCOID9,WC04G1 Opera Code:F=CR,SQ T2 CT12,CT10 Match Wall Color WC2.0A1 Finish:K=KXL (Kynar) T3(2)EG201,EG121,(5)PCAlOA,(18)STR2 Cool Dark Bronze RC03B1,RC04B1,RC32Bl,RC39A2, Color:TD=Standard Color RC61B6,WC04G1,WCllFl T4 5CE75,(3).CP510,DN1,(5)DST1 Match Wall Color RC38P1 3 1 r T3 1. PRE -DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS 1 'N VP Buildings 3200 Players Club Cirde Memphis TN 38125 COVERING ELEVATION AT A. . TO STRUCTURAL BEAMSREQUIREMENTS 2. STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. - REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3. PANELS SHOWN WITH A LENGTH LESS THAN 5 FT MAY HAVE TO BE FIELD CUT. 4. SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. • N WITHOUT PRIOR WRITTEN APPROVAL OF VP OR USED FOR ANY OTHER PURPOSE BUILDINGS. H 1. PRE -DRILLING 118 DIAMETER HOLES FOR STRUCTURAL FASTENERS MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS TO THE WORK PRODUCT OF VP AND DESIGN AND PERFORMANCE VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED - VP Buildings 3200 Players Club Cirde Memphis TN 38125 COVERING ELEVATION AT A. TO STRUCTURAL BEAMSREQUIREMENTS 2. STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. - REMOVAL OR ALTERATION WITHOUT PRIOR AUTHORIZATION IS PROHIBITED. 3. PANELS SHOWN WITH A LENGTH LESS THAN 5 FT MAY HAVE TO BE FIELD CUT. 4. SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION. • SPECIFIED.BY VP. THE VP ENGINEERS SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF . ANY OTHER PRODUCT OR COMPONENT FURNISHED BY VP EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS SPECIFIED BY VR. WITHOUT PRIOR WRITTEN APPROVAL OF VP OR USED FOR ANY OTHER PURPOSE BUILDINGS. REV DATE 8Y • euwen DMRPTM Modem Bulldin g Inc . "510wit Westgate Hardwoods . 15406854-01 THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. .. DATE 5/5/2015 LDDAnoN ' CalifoMa PROJECTEDT .Westgate Hardwoods DMw HEDH ALBS BUaGERs Pa TB NTS D' . vPc vERsur 014 2c PADE22 FLEHAwE 5/4/2015 10:54:02 Wediuite Hardwoods = Emansion - 3.6.15 • m "°"° ®'B P' B 1 "°' "° DA"""' " Covering Schedule Trim Schedule Id Qty Type Start Length Gage OP Fin. Color Increment Direction Id Parts Color Details #3 10 PR 23'-9 1/2" 26 F K TD -3" Left to Right T1 HT14,HT10,DFT14,DFT10 Match Wall Color _ WC20A1 Oper. Code:F=CR,SQ T2 (1.2)BA125 Cool Dark Bronze EN52A1,ENVO03,RCOOAI,WCOID9,WC04G1 Finish:K=KXL (Kynar) T3 (2)RKF16 Cool Dark Bronze. RC30Bl,RSlOR1 Color:TD=Standard Color . � � .• � � � .� .� � :.. �: �� •.. _. .. � � _ � .. � �. - .. � .. � �, .. mw ,. _ ,� - r " a � rya .- - - .-. - - - , �. _. - arwcuw ws+vq - rrexyae nmuwuu+a-egxuuiui-a.o.,�u � - - ESp �pF A. 50'0" O� Z�� •- BL BL 4 O C647U5 Z. 'CO.VERING ELEVATION AT C � O1V'OF - - CA PERMIT SET- For Building Dept Approval Name= 30: so VM= a 1. PRE-0RIWNG 1B DIAME=TER HOLES FOR STRUCTURAL FASTENERS THE VP ENGINEER'S SEAL APPLIES ONLY TO THE WORK PRODUCT OF VP AND VP BUILDINGS. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED ` VP Buildings COVERING ELEVATION AT C MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEes AMOR FASTENERS DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED . 3200 Players Club Cirde Memphis TN 38125 TO STRUCTURAL BEAMS , REQUIREMENTS SPECIFIED BY VP. THE OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF VP - . 2. STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM.' VP ENGINEERS SEAL DOES NOT APPLY BUILDINGS.. - - - - - REV DATE BY DEseRPTgR - atuDER Modem BullddnOB g Inc -Ina . 154X)6954-01 REMOVAL OR ALTERATION VNTHOUr PRIOR AUTHORIZATION IS PROHIBITED. TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE a-- Westgate Hardwoods MTE 3. PANELS SHOWN VNTH A LENGTH LESS THAN 5 FT MAY HAVE ' ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH,THIS �aumR Durham, Califomia" VP BUILDINGS 5/5/2015 TO BE FIELD CUT. FURNISHED BY VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS �mEDY ,�,,� DRAv -E" DESIGN OR PERFORMANCE ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, V"gate Hardwoods ALBS 4. SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPEGFlCATION. REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. NTSTBD Bu�DERs Par aERAB�e , vrcveRsoR: 2014.2c w. PAGE 24 - - , �. _. - arwcuw ws+vq - rrexyae nmuwuu+a-egxuuiui-a.o.,�u � - - F —FEET G - GAGE cx+•• COLUMN (PLATE) PR WALL PANEL MARK NO.: W F F 1 1 ECG O C C C F- FEET PANEL ERECTION GUIDE REQUIRED FOR THIS PROJECT: - 3/16' z 1/4' TAPE MASTIC 1 I = INCHES 0 - OPERATION CGX••• -COLUMN (GAGE) LENII CODE 1 = INCHES - CONT. 025390 -1/4-14 x 7/8' ROOF' ( ) E = EIGHTHS C = FIN/COLOR WCX••• = COWNN (HOTROLL) PR ROOF PANEL NARK NO.: R F F 1 1 E C C O C C C - E - EIGHTHS - - •, - .. STITCH FSNR _ LLNG1H LODE G = GAGE REFER TO: I PANEL/COVERING - PR RIDGE PANEL NARK NO.: P F 1 I E G G O C C C O= OPERATION VARCO PRUDEN BUILDING$ - ' W 1 3 1 1 7 2 6 1 K T D RBX... = RAFTER (PLATE) LENGTH C- FIN/COLOR - - ANTI-CAPLLARY BEAD BASIC PANELS & ACCESSORIES • F F I I E G G 0 C C C. BGx••• -RAFTER (CAGE) WRX••• - RAFTER (HOTROLL) 36' COVERAGE - 4, LENGTH CODE INSULATION TRX-,- =TRUSS RAFTER - 12- 1, SMOOTH 1 3/16. - 1. STANDARD ERECTION DETAILS (SED) SUPERSEDE SIMILAR DETAILS ; w _ - I B 1 3 0 1 0 3 6 0 3 0 W V IC%••' -INTERIOR COLUMN EXTERIOR � SURFACE -� '� FOUND IN THE ERECTION GUIDES. REFER TO THE ERECTION , • • F F F 1 1 1 1 1 I E C C PCx••• -PIPE COLUMN , _ I - •- '. GUIDES FOR OTHER DETAILS, INSTALLATION PROCEDURES AND LENGTH WIDTH THK CODE TCX••• =' TUBE COLUMN , BEARING EDGE 2 3132- _ ACCESSORIES NOT DESCRIBED IN THE SEO'S. .. - , SECONDARY (STANDARD) _ PANEL RIB ROOF AND WALL PANEL (PR)- • '• ` . 2. ALL PANEL AND TRIM SURFACES MUST BE FREE OF DIRT AND - 0 B Z 1 9 1 t 4 1 7 - - - - - EPx••• = ENDPOST.(PLATE) - - - - OIL. AT MASTIC AND, SEALANT LOCATIONS. - - • • • F F I I E C C • • • • • ECK••• - ENDPOST (GAGE) - - - DEPTH� LENGTH GAGE ADJUSLCODES •. - - �° '- - , PURLIN BEARING EDGE SHAPE CBX'•' = CANOPY (PLATE) 18R WALL PANEL NARK NO.: RR F F 1 1 E G C O C C C • A SECONDARY (SPECIAL) COX ... = PIGGYBACK CANOPY �'TM CODE- - i _ -• ' - - The Bold guide for ooneat IDataAetion of Varoo 001 OBZ 191141 7- - - •• •. DCC••• = 8 1/2' GAGE POST 36' COVERAGE • 00481 12-14 X 1 1/4' ROOF SEE FOR SM PATTERN F F 11 E C C COUNTR SHAD" LENGTH CAGE ADJUST.CODES DOE... = 10' -GAGE POST • - 12-. swomN E%TQ40R 1 3/16- TYP. . 7YP� I _ �RFq� � Pruderl's wml and Root Systems, tuff -Liter, WalRtas, Doors, Windows, Cullue and Trim. _ •• - ,• • STRUCT FSNR ' , .. ' ' $EE ��3 FOR UL90 PATTERN • ROD BRACING RS - 0 3 R S 2 5 1 0 THREADS BOTH ENDS '2 31/32• TYP. - - _ 00482 ., SEE FOR ICE DAMMING PATTERN I E F F 1 1 RT = RV = THREADS ONE END - CLEVIS ONE DJD CLEWS BOTH ENDS RPR WALL PANEL _ . CIA LENGTH • RP =THREAD BOTH ENDS - NO HILLSIDES - - - - BACK COVER: 4003 BASIC PANGS AND ACCESSOR . • 00484 FOR UL90 CE DAMMING SEE n PATTERN • i ' - - Rp. o.lmron0 xLY..aa - MARK NUMBER KEY" �. a1m�oVaz �. Nam PR ROOF & PR/RPR WALL PANELS ' /10^' "" N°O0 BASIC PANEL AND ACCESSORIES - 1av °""`01/01/00 's"'a'00 '- NOTES . - N1°°/1R^) "'' "pm - PANEL RIB ROOF EN50B1- COMMON GENERATED MARK NUMBERS EN52A1 - EMU CONTAINS: PR ROOF -WALLS: PR, RPR, VR RCOOAI RC03B1 PANEL SIDELAP 1'-O' 1'-0' 1'-0' • -FACE OF - X 1 1/4' ROOF • RAKE FASCIAWALL PANEL FSNR O 1'-0' O.C. - SEE DETAIL - PANEL RIB INSIDE i RC39A2 OR RC39A3 ' ' FASTEN CORNER CAP W/ (8) RAKE FASCIA POP RIVETS - DO RAKE FASCIA - '• - 1/4-14 x 7/8' ROOF / STITCH FSNR FSNR _ (RK F-) 1 1 4" ' x 1/4' TAPE MASTIC -T. (025390) LS 0.05URE (60130) FACE OF - - WALL AN .- FOR GUTTER 3/i 6' x 1/4' TAPE STRAP (RKF-) - - - NOT FASTEN FACE OF CAP OHtCH SIDE FASCIA - (RKF-) t PANEL RIB FILLER - BIRD STOP (BSI) 1 PER PURLIN - 412-14.x 1 I/4' ROOF BOTTOM OF. ROOF SHEET -, - MASTIC (025390) r ATTACHMENTS BOTH. SIDES OF , • ,- CLOSURE 1 T 4- SEAL FASCIA TO CORNER CAP WITH BRONZE TUBE SEALANT (80507) - (FPRF1) FASTEN IN .'FASTEN IN PLACE PLACE W/ 4 POP - ' W/ 4 POP RIVETS RIVETS STRUCT FSNR 2 PER FOOT 1/4-14 x 7/e' ROOF STITCH FSNR 1 PER PURLIN AND ENDLAP &RIDGE CAP Q -. - . ' s ^ ' - --- 4 ------ F - F \ 4 a - / n r/ � A GUTTER CLOSURE (COC-) FASTEN 1N' 1 PER SPACING 1 _ °- , m • ' W.P. r HIGH �EAVE FASCIA r PLACE W/ 10 POP A RIVETS ♦12-14 x 1 1/4• ROOF n g, '-12-14 x 1 1/4' .. WALL STRUCT FSNR - .. t� • EXTENDED TO RAKE A - FASCIA (COPE &.TAB) STRUCT FSNR 1 PER FOOT n U•E a 2) PER FOOT O PANEL RIB �I) OUTSIDE CLOSURE /; - PER FOOT O VR OR RPR- PANEL RIB 1/4-14 x 7/8" ROOF STITCH FSNR - INTERMEDIATE PURLIN e - L. - ' (80140) VEE RIB RPR (80130) METAL ': - \ - d SEAL INSIDE METAL CORNER / 1 PER PURLIN AND • RAKE CHANNEL '' ° CORNER CAP NCC1 �r �• CAP MCC1 W / \ CLOSURE / CLOSl1RE W � I PER SPACING e12-14 x 1 1/4' ROOF • � r -� - 1/4-14 z 7/8' WALL EAVE GUTTER 1'--0' D.C.R -'a ' CUT AWAY •,' SHADED AREA r A -- 8 POP RIVETSSTITCH - BRONZE TUBE SEALANT STRUCT FSNR • •x EG- ` - ( ) ., CUT AWAY 80507 ( ) - 2 PER FOOT - - _ 1/4-14 7/B _ WALL STITCH FSNR - 0 1-0' D.C. _ _ 1/4-14 x 7/8' - PANEL CLOSURE WjZ45' 1•. A • _ SHADED AREA - _ BUILDING EAVE •r' 'ROOF STITCH FSNR ANGLE (PCA-) ,WALL HIGH SIDE EAVE 45• CAVE GUTTER (EG-)' r PANEL SIDELAP eUSE 12-14 x 1 1/2' FASTENERWHD4 OUTSIDE CLOSURE • - PANEL RIB (80140) - - PR / VR �1 PER STRAP - _ % t PANEL AND 1 PER V-0' • • - - _ - NOTCH DETAIL , FASCIA (RKF-) OR 7 PEAK FASCIA (PKF-) 1 ' •• 'BLANKET INSULATION THICKNESS IS VEE RIB (80362) RPR (80130) , WALL PANEL - - A -A ' .. - •' - - GREATER THAN 4+ - NOTCH DETAIL _ .. A -A ' 7 xlV. wM"/W,. — Na 01 PANEL RIB ROOF FSNR PATTERNS, NEV.IQY. Nn Ol PANEL RIB ROOF RAKE TRIM . aAR:eNnln• E Na OI - .- '. PANEL RIB W/ EAVE GUTTER Rr. a•sw.oYn• 1Rz wd ;.. - HIGH EAVE CORNER ASSEMBLY TRV. OAR.,e/4)n• 1Ex Na O1 .. EAVE GUTTER•CORNER.ASSEMBLY RCO4B1 STANDARD RC3OB1 ALL PURLINS AT.PR, VR OR RPR WALL THRU 2:12 RC3281 PR. VR OR RPR WALL RC38AJ ALL WALL SYSTEMS (SSR, HWR, PANEL RIB ROOFS) RC38N1 ALL SYSTEMS EAVE CUTTER (EC-) " - SEE RC39 FOR GUTTER STR - - -- - • . „ 12-14 x 1 1/4' ._ .. - ATTACHMENT ' 4 '". I. I 1 . 'T EJ LJ , BUTTE 1 I E•COUNTY - _ ROOF STRUCT FSNR 1 PER STRAP' - , • - - `GGC_' - ' 1/4-14 a 7/8- r STITCH FSNR 1'-O' O.C. PECK' WALL OF FASCIA (PKF-) BUILDING DIVISION DOWNSPOUT STRAP -(OS71).FASTEN TO CUT AND TAB HOLE IN EAVE GUTTER (EG-) SEAL NIPPLE CUTTER „ r 4 r _ GUTTER STRA (STR2) OR (STR3) - PANEL RIB - APPROVED WALL PANEL WITH 21 A OUTSIDE' CLOSURE ' WALL STITCH FSNR '. IT CONNECTION WITH BRONZE - .. STRIP (80140) BEND TAB TUBE SEALANT (80507) . TO SECURE BOTH OF STRAP HALVES- (DSTI TOGETHER ) - DOWNSPOUT NIPPLE (ONl) FASTEN IN 1/4-14 x 7/8's- °i ROOF STITCH FSNR - - 1. PER STRAP - � • . - - • W P3/4- 7 LI OR ALIGN WITH RAKE FASCIA F E [. p.. - , . �•' +E] Ar G670M. - 2 STRAPS PER - 10' SECTION OF t EAVE GUTTER W/ .• 8 POP RIVETS - - W.P: - .. i/8' X 1 : TAPE - -• MASTIC (027893) P}. \ 1 160 i - • ' - '" 3/16' x 1/C - TAPE MASTIC AT ENDWALL - .y DOWNSPOUT + - * ON TOP OF GUTTER STRAP (STR2) GUTTER \1,PH"' .. Vy0 - 3/4• GAP . - (025390) CONT BOTH SIDES OF CLOSURE _ STITCH FSNR �C6 06 .. STRAP UNDER. ,� • • _ V-0. O.C, _ .�} ' �•.` 411 Z_ - - _ ° ' ROOF PANEL .. - s DOWNSPOUT ELBOW Y-0' O.C. _ - - EAVE STRUT.• (SCE75) FASTEN TO DOWNSPOUT W/ 2 POP RIVETS i • DOWNSPOUT (CP51G) FASTEN TD DOWNSPOUT NIPPLE W/ 3 POP' RIVETS - - EAVE GUTTER '. EC- ( ) f . } 4. '� ^• _-GAVE _ PANEL CLOSURE r • GUTTER ANGLE (PLA-) - - A / • i i i �`• SOFFIT EAVE TRIM •� - W/•' q, 1 - 1 .. • - (_SF1_) ATTACH W/ •4 "�J, �+I V SEE ERECTION DINGS ' • 1/4-14 x 7/B' WALL L ee • FOR QUANTITY OF .,- .' , / , _ ' • FIELD FABRICATE. - - TE STITCH FASTENER O{L' CA - .: DOWNSPOUTS GUTTER JOINT COVER Y -O- O.C. SOFFIT, ' •' * _ r 12-14 z 1 1/4' - - . 4, • .. _ - - .. r 'STRUCT FASTENER H• 1'-0'. O.C- W/O SCFFIT - .. DOWNSPOUT ASSEMBLY''' '0"100^0^"R"'N603 ".. PANEL RIB GUTTER 0¢01^ Po1 R' �O0 .PR. EAVE GUTTER EXPANSION JOINT - °'^°^"`" PANEL RIB ROOF HIGH EAVE TRIM « ` RC38P1 • - ALL SYSTEMS - RC39A2 - . STRAP ATTACHMENT RM B6 - _ _. " FOR BUILDING OVER 160' IN LENGTH ... RCV01.8 ... AT OPEN WALL OR RAKE_ EXT. AT WALL • P.ERMT SET- For. Building Dept Approval THE VP ENGINEER'S SEAL APPLIES ONLY VP Buildings • TO THE WORK PRODUCT OF VP AND VP BUILDINGS. ITIS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED Y' COVED NG S TW M SED�.S ' t DESIGN AND PERFORMANCE IN THE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED 3200 Players Club Circle Memphis TN 38125 REQUIREMENTS SPECIFIED BY VP. THE OR USED FOR ANY OTHER PURPOSE W1`HOUT PRIOR WRITTEN APPROVAL OF VP ' VP ENGINEER'S SEAL DOES NOT APPLY BUILDINGS. REV DATE • BY DE°CRVIL)II euLDER Modem Building Ir1G, , Jose' 15406854-01 - - - - TO THE PERFORMANCE OR DESIGN OF • THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR ACCURATE - cusTaNER - - Westgate Hardwoods- _ •� DATE - • - . , - • - .ANY OTHER PRODUCT OR COMPONENT GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE WITH.THISLaGAT1DN _ owtiam* CallfOfnlB - VP$UILDINGS. 5/5/2015 FURNISHED BY VP EXCEPT TO ANY DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE VP BUILDINGS DRAVRLCHECK ^ DESIGN OR PERFORMANCEERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION, ` PRO�aT Westgate Hardwoods ALBS ` _ REQUIREMENTS SPECIFIED BY VP. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ' - `.. rt BULDERB Poe PAGE 25 - •- ..; �. _ u :. .� , 1 THD . vPcveRaoN: '2014.26 , . - -WestgateREWWE' •�4•bndfAn9e•p BJtltrp, Nw01 AnN4r",Le *.. �M2015 ° 10:54:08 Westgate HardWDods -Expansion - 3.6.15 _ fH - ., .. - ) . . 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