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HomeMy WebLinkAboutB15-0477r: - surd Date: W 2013 210304 (13-12005) Catculvtions Package Tinme:o8:59 AM Page: 1 of 46 Butler Manufacturing Company BUTTE 1540 Genessee Street COUNTY Kansas City; MO 44141-6917MAR 0 4 ZO i5 DEVELOPMENT SERVICES . I -STRUCTURAL � DESIGN FD A BUTTE COUNTY DEVELOPMENT ]SERVICES REVIEWED FOR CODE TOMPLIANCE DATE 7 (t^J^ By Project: WiUadsen QROFESS Name: 13-12005 �Q�� �p,El Nq� Builder PO #: g`� jbbsite: 1376 Mesa Road NO —EXP. 713 rn� City; State: Durham; California 95938 ;County: Butte Country United TF IFO�� AAA TABLE OF CONTENTS Building Loading - expanded Report ... ............. .......... . 2 Bracing Summary Re ipo......... ..... 9 Secondary • Summary'Report,...................................... ... ...... .14 Framing - Summary Reort.. ............. ......... .. 23 Covering = Summary Report . , ... .:. ... ..... .............................. ...42 Building Pricing Suiivnary. ....... ... ' ... ..44. y File: 13-12005 Version: 2013. f a Butler Manufacturing, a division of Bludeope Buildings North. America, Inc. BUTLER Date: 7/5/2013 y Butler Nlinulactsiring210304 (13-12005) Calculations Package Time: 08:59 AM s Page: 2 of 46 Building Loading - Expanded Report Shape: Carport , Loads and Codes - Shape: Carport ^ yCalifornia City: Durham County: Butte . State: = Country: United States i • . Building Code: 2010 California Building Standards Code Built Up: 05AISC - ASD . Rainfall: 4.00 inches per hour a ` Based on Building Code: 2009 International Building Code Cold Form: 07AISI - ASD 3000.00 psi Concrete Building Use: Standard Occupancy Structure Dead and Collateral Loads Collateral Gravity:3.00 psf Frame Weight (assumed for seismic):2.50 psf rs r Collateral Uplift: • 0.00 psf Side. Type Mag - Units Shape Applied to Description ' 2:1 D 3.516 psf Entire Frm " Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 2.57 Wall: 2, Canopy: 1 2:1 D 10.950 psf, Entire • Pur Covering Weight - 26 Butlenb II Unpunched: Wall: 2, Canopy: 1 • - i , ` 4:1 D 3.516 psf - Entire Frm Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 2.57: Wall: 4, Canopy: 1 r ' ; •, 4:1 .. D 0.950 psf Entire Pur j Covering Weight - 26 Butlerib II Unpunched: Wall: 4, Canopy: 1 c A D 2.592 psf Rect Fmi ' Covering Weight - 26 Butlerib, II Unpunched + Secondary Weight 1.64: Roof A ? A D . 0.950 , psf Rect PurCovering Weight - 26 Butlerib II Unpunched : Roof A t B D ' . 2.592 psf , Rect Fr. - Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.64: Roof. B B ` . D' 0.950 psf Rect Pur - Covering Weight - 26 Butle.nb II Unpunched: Roof B L Roof Live Load " , • ` + Roof Live Load. 20.00 psf Reducible Wind Load G ,. Wind Speed: 85.00 mph l `" Gust Factor. 1.0000 ' Wind Enclosure: Free Roof - Clem Wind Importance Factor: 1.000 Height Used 15/0/0 (Type: Eave) Least Horiz. Dimension: 25/0/0 ` Base Elevation: 0/0/0 t , Primary Zone Strip Width: 12/6/4 ^ . NOT Windbome Debris Region Velocity Pressure: (qz) 18.50 psf Parts / Portions Zone Strip Width: 3/0/0 Topographic Factor. 1.0000 qz= 0.00256 • (1.00) • (85.00)`2 ' (1.00)' ,^ Directionality Factor. 0.8500 The Low Rise' Method is Used , ^ Wind Exposure (Factor): C (0.849) y Basic Wind Pressure: 13.35 psf , Snow Load ' Ground Snow Load: 0.00 psf Rain Surcharge: 0.00. c ` • ,."' ; Flat Roof Snow: 0.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Design Snow (Sloped): 0.00 psf + Thermal Category (Factor): Unheated (120) Snow Accumulation Factor: 1.000. Obstructed or Not Slippery Snow Importance: 1.000 Slope Reduction: 1.00 t ' j .Ground /Roof Conversion: 0.70 Slope Used: 4.764 ( 1.000:12) y Snow Load Q Wall: 2 - Canopy:.l Ground Snow Load 0.00 psf. Snow Exposure Category (Factor): 2 Partially Exposed (1.00) a Flat Roof Snow: 0.00 psfThermal Category (Factor): Unheated (120). Snow Uniform 0.00 Of i Obstructed or Not Slippery . . ' Snow Accumulation Factor: 1.000 Rain Surcharge: 0.00. , Snow lmportance: 1.000 Slope Reduction: 1.00 , Ground / Roof Conversion: 0.70 Slope Used: 4.764 (1.000:12) ' ' Snow Load (a3 Wall:4 - Canopy: 1 . • • ' Ground Snow Load: 0.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Flat Roof Snow: 0.00 psf Thermal Category (Factor): Unheated (120) } + SnowUniform,0.00 Of Obstructed or Not Slippery Snow Accumulation Factor: 1.000 Rain Surcharge: 0.00. . - Snow Importance: 1.000 Slope Reduction: 1.00 ` Ground / Roof Conversion: 0.70 Slope Used: 4.764 ('1.000:12) 1 Qt -:Tile: File: 13-12005. Version: 2013.1. Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.. , *Q- aurcER Date: 7/5/2013 210304 (13-12005) Calculations Package Time: 08:59 AM Butler Manufdetur,np Page: 3 of 46 Seismic Load Mapped Spectral Response - SO 1.00 %g % Snow Used in Seismic: 0.00 . Mapped Spectral Response - S 1 X7.00 %g Seismic Snow Load: 0.00 psf Seismic Design Category: D Frame Redundancy Factor: 1.3000 Seismic Importance: 1.000 Brace Redundancy Factor 1.3000 Frame Seismic Factor (Cs): 0.1666x W Soil Profile Type: Stiff soil (D, 4) Brace Seismic Factor (Cs): 0.17942 W Diaphragm'Condition: Flexible Framing R -Factor: 3.5000 Framing Fundamental Period: 02115 Bracing R -Factor: 3.2500 Bracing Fundamental Period: 0.1331 Fundamental Period Height Used: 12/6/4 Design Spectral Response - Sds: 0.5831 " Design Spectral Response- Shc: 0.3348 Side Type Mag Units. Shape Applied to Description 2:1 E 1.502, psf Entire Frm Seismic: Covering Weight - 26 Butlerib;11 Unpunched + Secondary Weight 2.57 + (Includes. 3.000 Collateral 2.500 Frame Weight) : Wall: 2, Canopy: 1 2:1 E 1.618 'psf Entire Brc, Seismic: Covering Weight - 26 Butlerib Il Unounched + Secondary Weight 2.57 + (Includes 3.000 Collateral 2.500 Frame Weight) : Wall: 2, Canopy: 1 4:1 E' 1.502 ' psf, Entire Frm Seismic: Covering Weight - 26 Butlerib 11 Unpunched +,Secondary Weight 2.57 + (Includes 3.000 Collateral 2.500 Frame Weight) : Wall: 4, Canopy: 1 4:1 E 1.618 psf Entire Bre Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 2.57 + (Inchrdes 3.000 Collateral 2.500 Frame Weight) : Wall: 4, Canopy: 1 A E 1.348 psf Red Frm Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.64 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof A A E 1.452 psf Rect Brc Seismic: Covering Weight - 26 Butierib 11 Unpunched + Secondary Weight 1.64 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof A B E 1.348 psf Rect Frm Seismic: Covering Weight -26 Butlerib 11 Unpunched + Secondary Weight 1.64 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof B B ,. E 1.452 psf Rect. Brc Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 1.64 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof B 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: 13-12005" Version: 2013.1'a Butler Manufacturing, a division of B1ueScope Buildings North" America; Inc: , B!----- Date: 7/5/2013 Bullet ManuraeturIno 210304 (13-12005) Calculations Package Time: 08:59 AM Y Page: 4 of 46 ileaion innd Cnmhinnfinna _ Wrnminm No. Oriftin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.01> + CG + 1> 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^ + 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 + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0 D + 1.0 CG + 1.0 W 1> D + CG + W 1> 8 System 1.000 1.0 D + 1.0 CG + 1.0 <W 1 + CG + <W 1 9 System 1.000 1.0 D + 1.0 CG + 1.0 W2> + CG + W2> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 + CG + <W2 11 System 1.000 1.0 D + 1.0 CG + 1.0 W3> + CG + W3> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W4 + CG + <W4 13 System 1.000 1.0 MW MW - Wall: 1 14 System 1.000 1.0 MW MW - Wall: 2 15 System 1.000 1.0 MW MW - Wall: 3 16 System 1.000 1.0 MW MW - Wall: 4 17 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> D + CU + W 1> 18 System 1.000 0.600 D + 0.600 CU + 1.0 <W 1 D + CU + <W 1 19 System 1.000 0.600 D + 0.600 CU + 1.0 W2> + CU + W2> 20 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 + CU + <W2 21 System 1.000 0.600 D + 0.600 CU + 1.0 W3> + CU + W3> 22 System 1.000 0.600 D + 0.600 CU + 1.0 <W4 + CU + <W4 23 System 1.000 1.0 D+ 1.0 CG+ 0.750 L+ 0.750W1> D +CG+L+Wl> 24 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W 1 D + CG + L + <W 1 25 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> + CG + L + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 + CG + L + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W3> + CG + L + W3> 28 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W4 + CG + L + <W4 29 System 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG+ + CG + F> + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + CG + <E + EG+ 31 System 1.000 0.600 D + 0.600 CU + 0.910 F> + 0.700 EG- D + CU + F> + EG - 32 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- + CU + <E + EG - 33 Special 1.000 1.0 D + 1.0 CG + 1.750 P> + 0.700 EG+ + CG + F> + EG+ 34 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ + CG + <E + EG+ 35 Special 1.000 0.600 D + 0.600 CU + 1.750 F> + 0.700 EG- + CU + F> + EG - 36 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- D + CU + <E + EG - 37 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 E> + 0.700 EG+ + CG + Fj + EG+ 38 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ + CG + <E + EG+ 39 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 E> + 0.700 EG- + CU + E> + EG - 40 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- + CU + -<E + EG - 41 System Derived 1.000 1.0 MWB MWB - Wall: 1 42 System Derived 1.000 1.0 MWB MWB - Wall: 2 43 System Derived 1.000 1.0 MWB MWB - Wall: 3 44 System Derived 1.000 1.0 MWB MWB - Wim: 4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.700 EG++ 0.910 EB> D + CG + Pj + EG+ + EB> .46 System Derived 1.000 1.0 D + 1.0 CG + 0.910 E> + 0.700 EG++ 0.273 EB> D + CG + E> + EG+ + EB> 47 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG++ 0.910 EB> D + CG + <E + EG+ + EB> 48 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG++ 0.273 EB> D + CG + <E + EG+ + EB> 49 System Derived 1.000 0.600 D + 0.600 CU + 0.273 F> + 0.700 EG-+ 0.910 EB> + CU + E> + EG- + EB> 50 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG-'+ 0.273 EB> + CU + E> + EG- + EB> 51 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG-+ 0.910 EB> + CU + <E + EG- + EB> 52 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG-+ 0.273 EB> D + CU + <E + EG- + EB> 53 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ D + CG + EB> + EG+ 54 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- + CU + EB> + EG - 55 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.760 EG++ 0.910 <EB + CG + F> + EG++ <EB 56 System Derived 1.000 1.0 D + 1.0 CG + 0.910 F> + 0.700 EG++ 0.273 <EB D + CG + E> + EG+ + <EB 57 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG++ 0.910 <EB D + CG + <E + EG+ + <EB 58 System Derived 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG++ 0.273 <EB D + CG + <E + EG+ + <EB 59 System Derived 1.000 0.600 D + 0.600 CU + 0.273 F> + 0.700 EG-+ 0.910 <EB D + CU + E> + EG- + <EB 60 System Derived 1.000 0.600 D + 0.600 CU + 0.910 P> + 0.700 EG-+ 0.273 <EB D + CU + F> + EG- + <EB 61 System Derived 1.000 0.600 D + 0.600 CU + 0.273 <E + 0.700 EG-+ 0.910 <EB + CU + <E + EG- + <EB 62 System Derived 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG-+ 0.273 <EB D + CU + <E + EG- +,-TB 63 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ D + CG + <EB + EG+ 64 Special 1.000 0.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- D + CU + <EB + EG - File: 13-12005 Version: 2013.1a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I BurcER Date: 7/5/2013 BOW rffea„f cWr,rM 210304 (13-12005) Calculations Package Time: 08:59 AM �.� Page: 5 of 46 Deacon rend rnmhinatinne - Rrarino No. Ori ' Factor Application Description 1 System 1.000 1.0D+1.0WI> +WI> 2 System 1.000 1.0 D + 1.0 <W 1 D + <W 1 3 System 1.000 1.0 MW MW - Well: 1 4 System 1.000 1.0 MW MW - Wall: 2 5 System 1.000 1.0 MW MW - Wall: 3 6 System 1.000 1.0 Mw MW - Well: 4 7 System 1.000 .1.0 D + 0.700 F> D+E> 8 System 1.000 1.0 D + 0.700 <E D+<E 9 System Derived 1.000 1.0 D + 1.0 CG + 1.0 W I> + CG + W 1> 10 System Derived 1.000 1.0 D + 1.0 CG + 1.0 <W l D + CG + <W 1 11 System Derived 1.000 0.600 D + 0.600 CU + 1.0 W 1> + CU + W 1> 12 System Derived 1.000 0.600 D + 0.600 CU + 1.0 <W 1 + CU + <W 1 13 System Derived 1.000 1.0 D + 1.0 CG + 0.700 F> + 0.700 EG+ D + CG + Fj + EG+ 14 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <E + 0.700 EG+ D + CG + <E + EG+ 15 System Derived 1.000 0.600 D + 0.600 CG + 0.700 E> + 0.700 EG- + CG + F> + EG - 16 System Derived 1.000 0.600 D + 0.600 CG + 0.700 <E + 0.700 EG- + CG + <E + EG - nasion r nod rn.nhanaKn..c _ P..rli.. 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 W 1> D + CG + W 1> 3 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 + CG + <W2 4 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> + CU + W 1> 5 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 + CU + <W2 6 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 WI> D +CG+L+WI> 7 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 + CG + L + <W2 8 System Derived 1.000 1.0 D + 1.0 CG + 0.700 EB> + 0.700 EG+ D + CG + EB> + EG+ 9 System Derived 1.000 0.600 D + 0.600 CU + 0.700 EB> + 0.700 EG- D + CU + EB> + EG - 10 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <EB + 0.700 EG+ D + CG + <TB + EG+ 11 System Derived 1.000 0.600 D + 0.600 CU + 0.700 <EB + 0.700 EG- + CU + <EB + EG - "Col n iwlaa %,omefnaaons - %Ytn No. Origin Factor Application Description 1 System 1 1.000 11.0 wl> IWI> neaion i And rnmhinaHnna - Rnnf - Panal No. Origin Factor Application Description 1 System 1.000 11.0 D + 1.0 L + L 2 System1.000 2 1.0 D + 1.0 <W2 D + <W2 3 System 1.000. 0.600D+1.0WI> +Wl> "WW u JwUu wmofnaaoar - wau -raver No. Origin Factor Application Description 1 system I .1.000 1.0 wl> l> Deftertinn rend rnmhinaHnna - Framino No. Origin Factor DefH DefV Application Description 1 System 1.000 0 180 1.0 L 2 System 1.000 0 180 0.700 WI> WI> 3 system 1.000 0 180 0.700 <W 1 <W1 4 system 1.000 0 180 0.700 W2> W2> 5 system 1.000 0 180 0.700 <W2 <W2 6 system 1.000 0 180 0.700 W3> W> 7 System 1.000 0 180 0.700 <W4 <W4 8 System . 1.000 10 0 1.0 F> + 1.0 EG- E> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - 10 System 1.000 60 0 0.700 W 1> W> 11 system 1.000 60 0 0.700 <W 1 <W1 12 System 1.000 60 0 0.700 W2> W2> 13 System 1.000 60 0 0.700 <W2 <W2 14 System 1.000 60 0 0.700 W3> W> 15 System 1.000 60 0 0.700 <W4 <W4 File: 13-12005 Version: 2013.1 a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. r eur�ER Date: 7/5/2013 Bullet rAsmrtM,a�ng _ - 210304 (13-12005) Calculations Package Time; 08:59 AM ........_....•._ Page: 6 of 46 neilPetinn read Vnmhinatinna - P—lin Deflection Load Combinations - Girt ' No. Origin -_---Factor No. Origin Deflection lication Description ' Description 1 System 1.000 150 1 "0 L Deflection Load Combinations - Roof - Panel 2 System 1.000 180 0.700 Wl>' • 1> 1 1.000 60 1 60 10.700 <W2. 3 2 1.000 180 . 0.700 <W2 2 Deflection Load Combinations - Girt ' No. Origin .Factor I Deflection. Application Description I. System 1 1.000 1 90 10.700 WI> 1> Deflection Load Combinations - Roof - Panel No.] Origin Factor I Def H I Def V,Application Description 1 1.000 60 1 60 10.700 <W2. 2 Load Type Descriptions D Material Deadweight C Collateral Load . CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load : ASL^ Alternate Span Live Load, Shifted Right r AASL 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, Hall; I Span PF2 Partial Load; Full, 2 Spans PH2 Partial Load, Hali; 2 Spans S> Snow - Notional Right <S Snow - Notional Left SMS Specified Mm. 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 W I> Wind Load, Case 1, Right <W 1 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, II Ridge, Right f WPL Wind Load, II Ridge, Left WPAI Wind Parallel - Ref A, Case 1 ' WPA2 Wind Parallel - Ref A, Case 2 WPBI Wind Parallel.- Ref B, Case I t WPB2 Wind Parallel -RefB,Case 2 WPCI WindParallel- RefC,CaseI ? WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref]), Case 1 WPD2 Wind Parallel - Ref D, Case 2 , WB I> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case 1, Left WB2> 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 F> 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' "r 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 *AL> Auxiliary Live Load, Right, Left <AL' Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left,'Left AL' h Aux Live, Right 'AL Aux Live, Left . AL'>(1) Auxiliary Live Load, Right, Right, Aisle 1. *AI.>(1) Auxiliary Live Load, Right, Left, Aisle 1 'Auxiliary <AL'(I) Auxiliary Live Load, Left, Right; Aisle 1 . <'AL(1) Live Load, Left, Left, Aisle I 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) AuxiliaryLive Load, Right, Right, Aisle 3 OAL>(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 File: 13-12005' Version: 2013.1a 'Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. . BurtER Date: 7/5/2013 210304 (13-12005) Calculations Package Time: 08:59 Alva s nb, Mem ,raaru,;no ... Page: 7 of 46 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 5 <OAL(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 1 WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <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 Ul User Defined Load -1 U2 User Defined Load - 2 U3 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 UB 1 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 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear File: 13-12005 Version: 2013.1a Butler•Manufacturing, a division of B1ueScope Buildings North America, InC.'' No. Origin Factor Application ' Description " 1 'System. 1.000 1.0D+1.0W1> +Wl> 2 ,. System 1.000 1.0 D +.1.0 <W 1 , + <W 1' -3 System' 1.000 1.0 MW MW - Wall: 1 ' 4 System 1.000 1.0 Mw ` -wall: 2 MW `} etvr�ER 1.000 Date: 7/5/2013 6 . System • 210304 (13-12005) Calculations Package -Time: 08:59 AM 1.0 Mw MW - Wall: 4 7 Butler w 1.000 1.0 D + 0.700 E?_ D+E> , 81 ' 1.000 1.0 D +0.700 <E • : D+<E Page: 9 of 46 System Derived �' Bracing -Summary-Report 10 System Derived 1.000 1.0 D + 1.0 CG + 1.0 <W 1 D + CG + <W 1 11 System Derived • 1.000 0.600 D + 0.600 CU + 1.0 W 1> + CU + W 1> 12 Shape: Carport 1.000 0.600 D + 0.600 CU + 1.0 <W l + CU + <W l 13 ' s Loads and Codes -Shape: Carport 1.0 D + 1.0 CG + 0.700 F> + 0.700 EG+ + CG + Fj + EG+ ;. 14 System Derived 1.000 r . City: Durham County:Butte State: California Country: United States . System Derived t ' . Building Code: 2010 California Building Standards Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour' ' System Derived +' Based on Building Code: 2009 International Building Code Cold Form: 07AISI -ASD .3000.00 psi Concrete Building Use: Standard Occupancy Structure Dead and Collateral Loads Roof Live Load' ' �• Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.59 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf + " rr Wind Load Snow Load Seismic Load " .. Wind Speed 85.00 mph, Ground Snow Load: 0.00 psf ° Mapped Spectral Response - Ss:71.00 %g c ' The'Low Rise'.Method is Used Flat Roof Snow: 0.00 psf Mapped Spectral Response - 51 27.00 %g Wind Exposure (Factor): C (0.849) Design Snow (Sloped): 0.00 psf Seismic Design Category: D Parts Wind Exposure Factor. 0.849 Rain Surcharge: 0.00 Seismic Importance: 1.000 Wind Enclosure: Free Roof - Clear Exposure Category (Factor): 2 Partially Exposed (1.00) Framing Fundamental Period: 0.2115 • °r „ Wind Importance Factor: 1.000 Snow Importance: 1.000 Bracing Fundamental Period 0.133 1 ' ' Topographic Factor: 1.0000 Thermal Category (Factor): Unheated (1.20). - . ' ; Farming R -Factor: 3.5000 j Ground / Roof Conversion: 0.70 Bracing R -Factor: 3.2500 i NOT Windbome Debris Region % Snow Used in Seismic: 0.00 Soil Profile Type: Stiff soil (D, 4) Base Elevation: 0/0/0 Seismic Snow Load: 0.00 psf ' Diaphragm Condition: Flexible Primary Zone Strip Width: 12/6/4 Obstructed or Not Slippery . Frame Redundancy Factor: 1.3000 , Parts / Portions Zone Strip Width: 3/0%0 ' , Brace Redundancy Factor:1.3000 Basic Wind Pressure: 13.35 psf Frame Seismic Factor (Cs): 0.1666 x W • Brace Seismic Factor (Cs): 0.1794 x W `' I ' Design Spectral Response - Shc: 0,3348 1 4 , • ' Design Spectral Response - Sds: 0.5831 • '. Deflection Conditions r Frames are vertically supporting:Metal Roof Purlins and Panels -Frames are laterally supporting:Metal Wall Girts and Panels" Purlins are supporting Metal Roof Panels s ! Girts are supporting:Metal Wall Panels Design Load Combinations - Bracing No. Origin Factor Application ' Description " 1 'System. 1.000 1.0D+1.0W1> +Wl> 2 ,. System 1.000 1.0 D +.1.0 <W 1 , + <W 1' -3 System' 1.000 1.0 MW MW - Wall: 1 ' 4 System 1.000 1.0 Mw ` -wall: 2 MW 5" ;system ' 1.000 1.0 Mw MW - Wall: 3: 6 . System 1.000 1.0 Mw MW - Wall: 4 7 System 1.000 1.0 D + 0.700 E?_ D+E> , 81 System 1.000 1.0 D +0.700 <E • : D+<E 9 ' System Derived 1.000 1.0 D + 1.0 CG + 1.0 W 1> D + CG + W l> 10 System Derived 1.000 1.0 D + 1.0 CG + 1.0 <W 1 D + CG + <W 1 11 System Derived • 1.000 0.600 D + 0.600 CU + 1.0 W 1> + CU + W 1> 12 System Derived 1.000 0.600 D + 0.600 CU + 1.0 <W l + CU + <W l 13 System Derived 1.000 1.0 D + 1.0 CG + 0.700 F> + 0.700 EG+ + CG + Fj + EG+ ;. 14 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <E + 0.700 EG+. • D + CG + <E + EG+ 15 System Derived 1.000 0.600 D + 0.600 CG 4:0.700 F> + 0.700 D+CG+E>+EG- System Derived 1.000 0.600 D + 0.600 CG + 0.700 <E + 0.700 EG- ` + CG :+ <E + EG - Diagonal Bracing Member Design Summary- Roof A Mem Bracing Length Angle Design . Seismic Stress Stress Governing Design Comment No. Sha ft .000 web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web O >> PASSED. Axial W Factor Factor Ratio Load Case Status _ 1 R 0.375202 39. -0.4 1.0000' " 1.0000 0.166 1.OD+I.00G+0.700<E+0.700EG+ passed 2 R 0.375 20.2 39. -0.4 . 1.0000 1.0000 0.166. 1.OD+I.00G+0.700E>+0.700EG+ passed Mem. End Diagonal Connection Design Information. 1 Left lot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.700<E+0.700EG+, Factored F = 0.42, E factor =1.000, stress increase =1.000, slot offset, _ .000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right lot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.700<E+0.700EG+, Factored F = 0.42, E factor =1.000, stress increase 1.000, slot offset, .000 web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web O >> PASSED. 2 Left lot: Web Thk = 0.134, Load Case 1.01>+1.00G470.700E>+9.700EG+, Factored F = 0.42, E factor =1.000, stress increase =1:000, slot offset, 000, web flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right, lot: Web Thk = 0.134, Load Case 1.01)+1.00G+0.700E>+0.700EG+, Factored F = 0.42, E factor =1.000, stress increase 1.000, slot offset, _ .000 web -flange weld OK, web direct shear OK, web punching shear 0& tensile fracture ofweb O >>:PASSED. F eur�ER Date: 7%5/2013 Bow v.n,,,,et,a, 210304 (13-12005) Calculations Package Time; 08:59 A Page: 11 of 46 Mem End Diagonal Connection Design Information. 1 Left lot: Web Thk = 0.134, Load Case 1.OD+0.700E>, Factored F = 0.44, 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 lot: Web Thk = 0.134, Load Case 1.OD+0.700F>, Factored F = 0.44, E factor =1.000, stress increase =1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OY,, web punching shear OK, tensile fracture of web O >> PASSED.. 2 Left lot: Web Thk = 0.134, Load Case 1.OD+0.700<E, Factored F = 0.44, E factor= 1.000, stress increase =,1.000, slot offset, = 3.000, web -flange Dia oval Eiracing Member Design Summary: Roof B Right lot: Web Thk = 0.134, Load Case 1.OD+0.700.<E, Factored F = 0.44, E factor =1.000, stress increase =1.000, slot offset, = 3.000, web -flange [weld OK, web direct shear OK, web punching shear OY., tensile fracture of web O >> PASSED. Mem.. 1.0000 Bracing 1.OD+0.700F> Length Angle Design Seismic Stress Stress -0. Governing 1.0000 Design Comment Dassed No.. Shape R Axial Factor., Factor Ratio Load Case Status fi • R 0.375 20.20 39. .-O.AAI Mem End Diagonal Connection Design Information. 1 Left lot: Web Thk = 0.134, Load Case 1.OD+0.700E>, Factored F = 0.44, 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 lot: Web Thk = 0.134, Load Case 1.OD+0.700F>, Factored F = 0.44, E factor =1.000, stress increase =1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OY,, web punching shear OK, tensile fracture of web O >> PASSED.. 2 Left lot: Web Thk = 0.134, Load Case 1.OD+0.700<E, Factored F = 0.44, 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 ofweb OK, >> PASSED. Right lot: Web Thk = 0.134, Load Case 1.OD+0.700.<E, Factored F = 0.44, E factor =1.000, stress increase =1.000, slot offset, = 3.000, web -flange [weld OK, web direct shear OK, web punching shear OY., tensile fracture of web O >> PASSED. 1.0000 1.0000 0.171 1.OD+0.700F> passed , 2 R 0.375 - 20.2 39. -0. 1.0000 1.0000 0.171 1 1.OD+0.700<E I I Dassed Mem End Diagonal Connection Design Information. 1 Left lot: Web Thk = 0.134, Load Case 1.OD+0.700E>, Factored F = 0.44, 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 lot: Web Thk = 0.134, Load Case 1.OD+0.700F>, Factored F = 0.44, E factor =1.000, stress increase =1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OY,, web punching shear OK, tensile fracture of web O >> PASSED.. 2 Left lot: Web Thk = 0.134, Load Case 1.OD+0.700<E, Factored F = 0.44, 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 ofweb OK, >> PASSED. Right lot: Web Thk = 0.134, Load Case 1.OD+0.700.<E, Factored F = 0.44, E factor =1.000, stress increase =1.000, slot offset, = 3.000, web -flange [weld OK, web direct shear OK, web punching shear OY., tensile fracture of web O >> PASSED. Portal Brace Member Design Summary: Sidewall 2, Bay 1 Knee Brace Demon - .. Bracing' Length Design Seismic Stress Stress Load Design Left Right Shape, ft Axial Factor Factor Ratio Case . Status End Conn End Conn Left KBD 2L 3.00.00.188-0.375 " 3.50 2.56 2.5000 1.0000 0.588 1.OD+I.00G+0.700P> passed (2) 3/4 A325 . (2) 3/4 A325 0.7837 Bending coefficient (Cb) = 1.00 Shear 1.28 Column Connection: Web Seismic Amplified Shear 3.20 Shear Stress Ratio +0.700EG+ Stress Increase Used ' 1.0000 Horizontal Deflection = 1.55 ' Seismic Amplification Factor 2.5000 • H/1.55 = 93 > 10 passed Right KBD 2L 3.Ox3.OxO.188-0.375 3.50 2A7 2.5000 1.0000 0.566 1.OD+I.00G+0.700<E passed (2) 3/4 A325 (2) 3/4 A325 • weld both sides, MZE bucklinglyielding & shear/rupture OK, web punching shear OIC, portal beam block shear OK, bolt group eccentricity = 1,50, bolt shear stress = 4.15 OK => passed +0.700EG+ Knee Brace Connection Design Left KBDKnee/Column Factored F = 6.4k, E factor = 2.500, stress increase = 1.900, 0.375 x 4.000 S2 stiffener one side, S2 bending OK, 0.125 S2 to flange weld both sides, 3/16 KC gusset weld => passed 4 Butler Manufacturing, a division of 151ueScope Buildings North America, Inc. KBC standard connection 2 3/4 in. A325SC -Bolt shear OK=> passed -KnmMeam: RightKBD' ee/Column: Factored F = 6.2, E factor= 2.500, stress increase =1.000, 0.375 x 4.000 S2 stiffeaer one•side, S2 bending OK; 0.125 S2 to flange . weld both sides, 3/16 KC gusset weld => passed -Knee/Beam: KBC standard connection 2 3/4 in. A325SC' Bolt shear OK=> passed • Portal BraceBeamDesign Design Size 3P 5xl/4xO.1345x7 ' Kx =1.0 Combined Ratio 0.972 < 1.03 Design passed ky =1.0 ' Axial Force ' " 2.21(k) Lx =16.50(ft) Seismic Amplified Force 5.52 Ly=16.50(ft) " Compressive Stress Ratio, 0.2758 Lb=16.50(ft) Moment 38.05(in-k) CMx =1.0 Seismic Amplified Moment 95.12 CMy =1.0 Bending Stress Ratio ` 0.7837 Bending coefficient (Cb) = 1.00 Shear 1.28 Column Connection: Web Seismic Amplified Shear 3.20 Shear Stress Ratio 0.1718 Governing Drift Case: 1.05E+1OEG- Stress Increase Used ' 1.0000 Horizontal Deflection = 1.55 ' Seismic Amplification Factor 2.5000 • H/1.55 = 93 > 10 passed Load Case . I.OD+I.00G+0.700E>+0.700EG+ • LeftConnection Design: Web Shear Tab 4.Ox10.OxO.250 w/ (2) 3/4 A325T, Factored F = 5:1 Factored V = 3.0, E factor = 2.500 stress factor =1.000, 0.125 weld both sides, MZE buckling/yielding & shear/rupture OK, web punching shear OK, portal beam block shear OK, bolt group eccentricity = 1.50, bolt shear stress = 3.86 OK => passed Right Connection Design: Web Shear Tab 4.Ox10.OxO.250 w/ (2) 3/4 A325T, Factored F = 5.5 Factored V = 3.2, E factor = 2.500 stress factor =1.000, 0.125 • weld both sides, MZE bucklinglyielding & shear/rupture OK, web punching shear OIC, portal beam block shear OK, bolt group eccentricity = 1,50, bolt shear stress = 4.15 OK => passed File: 13-12005 Version: 2013.1 a Butler Manufacturing, a division of 151ueScope Buildings North America, Inc. eurcER Date: 7/5/2013 atab„man,factwi3O 210304 (13-12005) Calculations Package Time: 08:59 AM Page: 13 of 46 Portal Brace Member Design Summary: Sidewall 4, Bay 2 Knee Brace Design Bracing Length Design Seismic Stress Stress Load .. Design Left Right Sha _ ft Axial Factor Factor , Ratio Case . Status End Conn End Conn Left KBD 2L 3.00.00.188-0:375 3.50 2.56 . 2.5000 ' 1.0000 0.588 1.OD+I.00G+0.700<E passed (2) 3/4 A325 (2) 3/4 A325 3.20 Shear Stress Ratio 0.1718 Governing Drift Case: 1.OE>+LOEG- Stress Increase Used +0.700EG+ Horizontal Deflection= 1.50 Seismic Amplification Factor 2.5000 H/1.50 = 96 > 10 passed Right KBD 2L 3.00.04.188-0.375 3.50 2.47 2:$000 1.0000 0.566 1.01>+1.00G+0.700F> passed (2) 3/4 A325 (2) 3/4 A325 Right Connection Design: Web Shear Tab 4.Ox 10.0x0.250 w/, (2) 3/4 A325T, Factored F = 5.3 Factored V = 3.2, E factor = 2.500 stress factor =1.000, 0.125 weld both sides, MZE buckling/yielding & shear/rupture OK, web punching shear OK, portal beam block shear OK, bolt group +0:700EG+ .. eccentricity =1.50, bolt shear stress = 4.05 OK => passed Portal Brace Beam Design i Design Size 3P 5x1/4xO.I345x7 Kx =.1.0 Combined Ratio 0.961 < 1.03 Design passed Ky =1.0 Axial Force 2.12(k) Lx = 16:50(8) Seismic Amplified Force 5.30 Ly = 16.50(ft) Compressive Stress Ratio 02647 Lb = 16.50(ft) Moment 38.05(in-k) CMx =1.0 Seismic Amplified Moment 95.11 CMy =1.0 . Bending Stress Ratio. 0.7836 Bending coefficient (Cb) = 1.00 Shear 1.28 Column Connection: Web Seismic Amplified Shear 3.20 Shear Stress Ratio 0.1718 Governing Drift Case: 1.OE>+LOEG- Stress Increase Used 1.0000 Horizontal Deflection= 1.50 Seismic Amplification Factor 2.5000 H/1.50 = 96 > 10 passed Load Case I.OD+I.00G+0.700<E+0.700EG+ Left Connection Design: Web Shear Tab 4.OxI O.OxO.250 w/ (2) 3/4 A3 25T, Factored F = 5.317actored V = 3.0, E factor = 2.500 stress factor =,1.000, 0.125 weld both sides, MZE bucklinglyielding & shear/rupture OK, web punching shear OK, portal beam block shear OK, bolt group eccentricity = 1.50, bolt shear stress = 3.94 OK => passed Right Connection Design: Web Shear Tab 4.Ox 10.0x0.250 w/, (2) 3/4 A325T, Factored F = 5.3 Factored V = 3.2, E factor = 2.500 stress factor =1.000, 0.125 weld both sides, MZE buckling/yielding & shear/rupture OK, web punching shear OK, portal beam block shear OK, bolt group eccentricity =1.50, bolt shear stress = 4.05 OK => passed File: 13-12005 Version: 2013. l a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. . •. i m Y • +i Origin Factor Application . Description 1. ~+ el/TLER 1.000 Date: 7/5/2013 ' + CG + L 210304 (13-12005) Package Time: 08:59 A1vi B�rb, i�����^�_. .Calculations 1.0 D + 1.0 CG + 1.6 W 1> D + CG + W> 3 Page: 14 of 46 +� ` Secondary�Summary-Report _ + CG + <W2 Loads and Codes - Shape: Carport System 1.000 ' City: Durham County: Butte State: California Country: United States Building Code: 2010 California Building Standards Code Built Up: 05AISC.- ASD Rainfall: 4.00 inches per hour ' Based on Building Code: 2009 International Building Code Cold Form' 07AISI - ASD 3000.00 psi Concrete , Building Use: Standard Occupancy Structure 6. System 1.000 1.0D+I.0CG+0.750L+0.750W1> • v ,1 Dead and Collateral Loads t `' Roof Live Load r i Collateral Gravity 3.00 psf Roof Covering + Second Dead Load: 2.59 psf Roof Live Load: 20.00 psf Reducible ' Collateral Uplift: 0.00 psf; Frame Weight (assumed for seismic):2.50 psf ' ¢" + CG + EB> + EG+ t ; 9 Wind Load . Snow Load_ Seiamlc Load Wind Speed: 85.00 mph Ground Snow Load 0.00 psf Mapped Spectral Response - Ss:71.00 %g TheLow Rise Method is Used Flat Roof Snow. 0.00 psf y Mapped Spectral Response - S1:27.00 %g ` Wind Exposure (Factor): C (0.849) Design Snow (Sloped): 0.00 psf Seismic Design Category: D x + Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 ' Seismic Importance: 1.000 • , Wind Enclosure: Free Roof -Clear -. Exposure Category (Factor): 2 Partially Exposed (1.00) Framing Fundamental Period 02115 Wind Importance Factor: 1.000 Snow Importance: 1.000 Bracing Fundamental Period 0.1331 • _ Topographic Factor: 1.0000 Thermal Category (Factor): Unheated (1.20) Framing R -Factor. 3.5000 r Ground / Roof Conversion: 0.70 Bracing R -Factor. 3.2500 NOT Windboine Debris Region % Snow Used in Seismic: 0.00 Soil Profile Type: Stiff soil (D, 4) i . '• " Base Elevation: 0/0/0 Seismic Snow Load: 0.00 psf Diaphragm Condition: Flexible ; Primary Zone Strip Width: 12/6/4 Obstructed or Not Slippery Frame Redundancy Factor: 1.3000 Parts / Portions Zone Strip Width: 3/0/0 Brace Redundancy Factor 1.3000 Basic Wind Pressure: 13.35 psf Frame Seismic Factor (Cs): 0.1666 x W". ' Brace Seismic Factor (Cs): 0.1794 x W 1 Design Spectral Response - Shc: 0.3348 Design Spectral Response - Sds: 0.5831 * Desizn Load Combinations - PurOn -A 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 + 1.6 W 1> D + CG + W> 3 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 + CG + <W2 4 System 1.000 0.600 D + 0.600 CU + 1.0 W 1> D + CU + W l> S System -' 1.000 0.600 D + 0.600 CU+ 1.0 <W2 + CU + <W2 6. System 1.000 1.0D+I.0CG+0.750L+0.750W1> +CG+L+Wl> 7 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 + CG + L + <W2 , 8 System Derived 1.000 1.0 D + 1.0 CG + 0.700 EB> + 0.700 EG+D + CG + EB> + EG+ t ; 9 System Derived 1.000 .600 D + 0.600 CU + 0.700 EB> + 0.700 EG- + CU + EB> + EG- " 10 System Derived 1.000 1.0 D + 1.0 CG + 0.700 <EB + 0.700 EG+ + CG + <EB + EG+ 11 System Derived 1.000 .600 D + 0.600 CU + 0.700 <EB + 0.700 EG- + CU + <EB + EG - Desi Load Combinations - Girt �. .. No. I Origin FactorAp System Description. 1.. 1.000 . 1.O W1> lam, . Deflection Load Combinations - Purlin Y No. Ori ' Factor : Deflection -Application Description 1 System ... 1.000 150 1.0 L 2• System ' 1.000 180, 700W1> 1> • 3 S em `' 1.000 180 700 <W2 ' 2 1 ' Bf./TLER Date: 7/5/2013 210304 (13-12005) Calculations Package Time: 08:59 Alva BuIb,1��,;� ... _ "' Page: 15 of 46 �. x ' NO: 1 Open `. 1 '` ,.r�- • - - . 1. f � ' • � Y , ..+ ., - , •. - - , File: 13-12005 • Version: 2013.1 a ' '' ' Butler Manufacturing, a division of BlueScope Buildings North America, Inc:.. • ' ,, ,�1 .. _ .. ... � . • � �.. 1 t' � � � . ,, _ t� ... . � t 1 t' �. �� � � . ,� _. --� .� � ' � � • ., - .. '. B[/TLER - Date: 7/5/2013. a�xb„�,�,��,,,�� 210304 (13-12005) Calculations Package Time: 08:59 AIV {.. t `”. ... Pager 17 of 46 Wall• 3 ''d'- .. ' .ice '•, .. ' . ' + v Open i File: 13-12005 Version: 20131a ' Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. ' 1, ti �' , �.. ,..f�• i � � � a ` .. � t. � �, ti .. j ;� � f .. f �� �' , �.. ,..f�• r � � � a #� .. � Des . Len Description Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id R 16.00 Status - in Bud Shr Cmb. Wcp Cs in. Bad Shr Crab Wcp Cs Bud Shr Cmb Wcp Cs in 1,1 ' 33.00 10.000.068 Z Con Yes 46.5 0.98 0.60 0.99 0.00 7 0.99 0.13 0.51 0.00 7 34.5 • 1,2 20.00 10.00x0.113 Z Con Yes. 46.5 0.99 0.10 0.51 0.00 7 34.5 0.94 0:10 0.48 0.00 7 2,1 3.50 10.000.079 EZ Sim Yes 0.0 0.02 0.00 0.02 0.00 7 311 33.0 10.000.068 Z Con Yes 46.5 " 0.88 0.75 1.03 0.00 7 1.00 0.12 0.52 0.00 7 46.5 3,2 . 20.0 10.00x0.113 Z Con Yes 46.5 1.00 0.10 0.51 0.00 7 46.5 0.7.7 0.08 0.39 0.00 7 , 4,1 29.5 10.000.079 EZ Sim Yes 0.01 0.71 0.00 0.71 0.00 7 4 20.0 10.00x0.079 EZ Sim Yes ..0.0 0.41' 0:00 0.00 0.00 4 r s Maximum Sec ndary Deflections for Shape Car iort on Side A , Design Id Se ent . Deflectio in. - Ratio Location ft Load Case Description . 1 1 -1.22 (U291) 16.00 1 L 1 2 0.15 (U1325) 38.88 1 L Width. • -3 i 1:17 (U302 )... 16.00 1 L 3 2 0.14 ( U1377) 39.38 1 L, 4 1 -1.31 ( IJ270 ), ` 15.00 1 L a 4 2 '•0.15. F. (IJ131'9 37.50 1 L Purlin Anchors a Forces for Shape Carport. RoofA. Panel TvDe is BRU Pitch = 1.000:12 ` . m Ba Y Thiclmess Loa s d(p Ld Case # Purlins • Length Simple? Diaphxagxn Allowable Dell Actual Defl Width. 1 0.068 -15.90' 1 3 33.00 N 12.54 1.100 0.093 2, 0.113 -15.90. 1 3 20.00 t N, 12.54 0.667' 0.030 Reference cated (a3 .orce per Anch. Force per Anch Allow " Req'd, Actual Required Available Diaphragm Diaphragm Diaphragm Frm-Line L' Anchor(k) Anchors Anchors Stiffness Stiffness Allow Shr Stress Ratio a ;1(0.00) Frame 0.03D 0.001) - 0.12 0 00.129 .1.236 0.108 0.001 0.013 i ter .; •, 2(33.00) Frame " 0.041. ' 0.001) 0.31 0 0 0.147 6.237 -0.10 0.002 0.014 3(53.00) Frame • 0.01U 0.00U 0.31 0 , - - .0 0.043 3.514 0.108 0.001 0.007 • • e • i • • e r t, Detail Lap Exterior. , Interior' Exterior % % % % Ld Lap % % % % Des . Len Description Design Detail Lap Exterior. , Interior' Exterior % % % % Ld Lap % % % % Ld ' % % % % Ld Lap Id ft .13.50 Status in. Bnd Shr. Cmb Wcp Cs in Bad Shr Cmb W Cs Bud. Shr Cmb .Wcp s in 1,1 . 20.00 10.00x0.113 Z Con Yes 46.5 0.12 0 .' 0 0.111 ' 0.988 0.108 0.94 0.10 0.48 0.00 7 0.99 0.10 0.51 0.00 7 34.5 1,2• 33.00 10.000.068 Z Con Yes 46.5 0.99 0.13 0.51 0.00 7 34.5 0.98 0.60 0.99 0.00 7 - 2,1 3.50 10.000.079 EZ Sim Yes 0.0 0.02 0.00 0.02 0.00 7 3,1 20.00 10.00x0.113 Z Con. Yes 46.5 0.77 0.08 0.39 0.00 7 1.00 0.10 0.51 0.00 7 46.5 3,2 33.0 10.00x0.068 Z Con Yes 46.5 1.00 0.12 0.52 0.00 7 46.5 0.88 0.75 1.03 0.00 7 '. 4,1, 16.5 10.00x0.079 EZ Sim Yes 0.0 0.50 0.00 0.20 0.00 .4 4 33.00 10.000.079 EZ Sim Yes . 0.0 • J 0.71' 0.00 0.00 0.00 '7 '. Maximum Seconds" Deflections for Shape C ort on Side B Design Id . ' . " Se ent . Deflectio in Ratio. -Location(ft) Load Case Description . 1 1 - 0.15 (IJ1328) 14.00 1 L . 1. 2- -1.23 (I/288) , 36.38 1 L ; • .. `2 Stiffness 1 0.113 - -15.90 1 3 20.00 0.14. (IJ1384) .13.50 1 a' L 32• .. 0.068 -1.18 (IJ300) 36.88 1 L, c' t' ., 4 ' 1 -0.17. ( IJ1178) 8.00 1 L, -'L .2 • .. -1:27. (IJ279)- 31.00 1 .e Purlin'Anchora a Forces for Shape Carport. Roof B Panel TvDe is BRU Pitch = 1.000:12 • - r Bay , Thickness Load(psf) Ld Case ' # Purlins Length Simple? ' Diaphragm • Allowable'Defl Actual Defl Diaphragm Diaphragm Line L' Anchor(k)Anchors Width Anchors Stiffness 1 0.113 - -15.90 1 3 20.00 N 12.54 0.667 0.027 . 2 . 0.068 -15.90. 1 3 33.00 • N '12.54 1.100 0.095 ' cated orceper Anch. Force per Anch. Allow ' Req'd . Actual Required Available Diaphragm Diaphragm Diaphragm Line L' Anchor(k)Anchors Anchors Stiffness Stiffness ' Allow Shr Stress Ratio 2f, Frame' O.00U O.00U 0.31 000.0174.3930.108 F000.147 6.9240.108rame 0.03D • O.00D 0.12 0 .' 0 0.111 ' 0.988 0.108 0.001 0.014 ' Des ' Len Description Design Detail Lap Exterior ' IInterior • ' Exterior % % % % Ld Lap ° ' % surcER Date: 7/5/2013 I Ld % A 210304 (13-12005) Calculations Package Time: 08 :59 AM r Lap Id it Page: 21 of 46- 6AWall• Status in 13nd Shr Cmb' Wcp Wall-2 - Can oDY_1 in. Bnd Shr Cmb Wcp I Cs..Bnd Shr Cmb Wcp Cs in. 1,1 3.5 10.000.060 Z Sim . Yes 0.0 34.50.. 1 L 0.03 0.00 0.02 0.00 '4 1,2 16.5 10.000.060 Z Sim Yes 0.0 .. 0.30 0.00 0.30 0.00 7' r •. •' Maximum S ondary Designs for Sha De Carport on Side 2 1,3 29.5 Des ' Len Description Design Detail Lap Exterior ' IInterior • ' Exterior % % % % Ld Lap % % % % I Ld % % % % Ld Lap Id it -1.58 Status in 13nd Shr Cmb' Wcp Cs in. Bnd Shr Cmb Wcp I Cs..Bnd Shr Cmb Wcp Cs in. 1,1 3.5 10.000.060 Z Sim . Yes 0.0 34.50.. 1 L 0.03 0.00 0.02 0.00 '4 1,2 16.5 10.000.060 Z Sim Yes 0.0 .. 0.30 0.00 0.30 0.00 7' r •. •' ` 1,3 29.5 10.000.060 Z Sim Yes 0.0 ', • i ., ' 0.96 0.00 0.96 0.00 7 s File: 13-12005 Version: 2013.1a 1,4 3.5 10.000.060 Z Sim . Yes 0.0 0.03 0.00 0.02 0.00 4 , 2,1 -20.0 10.000.060 C Sim Yes 0.0 0.21 0.00 0.00 0.00 7 2,2 33.0 ' 10.00x0.060 C Sim Yes 0.0 0.70 0.00 0.00 0.00 7 .. •F Maximum Secondary Deflections for Shape C ort on Side 2 Design Id Segment Deflecti in. Ratio Location(R) Load Case 7 Description 1 2 -0.15 (L/1281) 11.50 1 A L i .•. 1 3 -1.58 ( U224) 34.50., 1 s L , 1 4 ' 2 1 • -0.10 (U1905) 12.00 1 . L' w .. 2 .. 2.. -1.15 I/308 • 34.50.. 1 L R r •. •' T: ° 1 '. � •. ', ' { .. ~ 1. ', • i ., ' s File: 13-12005 Version: 2013.1a '' 'Butler Manufacturing, a division of B1ueScope Buildings North America, Inc:; i ...t� - : Description Design Detail Lap Exterior Interior Exterior % %. % % Ld Lap % % % % Des Len - : Description Design Detail Lap Exterior Interior Exterior % %. % % Ld Lap % % % % Ld % % . % % Ld Lap Id (R)Status in Bnd Shr Cmb Wcp Cs. in. Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs in. 1;1 3.50, 10.00x0.060 Z Sim Yes 0.0 0.03 0.00 0.02 0.00 4 1,2 , 29.50 10.00x0.06,0 Z Sim Yes 0.0 0.96 0.00, 0.96 0.00 7 1,3 , ' 16.5 10.00x0.060 Z Sim Yes 0.0 0.30 0.00 0.30 0.00 7 ' 1,4 3.5 . 10.00x0.060 Z Sim Yes 0.0 0.03 0.00 0.02 0.00 4 2,1 33.0 10.000.060 C Sim Yes 0.0 0.70 0.00 0.00 0.00 7 2,2 20.0 10.000.060 C Sim Yes 0.0 0.21 0.00 0.00 0.001 7 • k ' ' Maximum Second Deflections for Shape Carport on Side 4'- Desijm Id Segment. Deflectio in Ratio Location(ft) Load Case Description 1 _ 2 -1.58 (U224) 18.00 1 L" 1 3 - y, . -0.15 (IJ1281) 41.00 . - 1 L' ,1 4 2. 1 • -1.15 (IJ308) 18.50 1 L ; 2 -2- -0.10 U1905 • 41.00.. • • 1 L' 1 e BUTLER Date: 7/5/2013' - 210304 (13-12005) Calculations Package Time:08:59 AM . a1R1lf rYrG�InHCCYl�Ip _. , .' ' Page: 23 of 46' -Summary Resort Loads and Codes - Shape: Carport City: Durham County: Butte , State: California Country: United States Building Code: 2010 California Building Standards Code Built Up: . 05AISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2009 International Building Code Cold Form: 07AISI - ASD 3000.00.psi Concrete ' « Building Use: Standard Occupancy Structure - - Dead and Collateral Loads + , i + Roof Live Load ` e ' Collateral Gravity 3.00 psf Roof Covering +•Second. Dead Load: 2.59 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: 85.00 mph Ground Snow Load: 0.00 psf Mapped Spec hal Response - Ss:71.00 %g � • 1 The law Rise' Method is Used' Flat Roof Snow: 0.00 psf Mapped Spectral Response ; S 1:27.00 %g' .Wind Exposure (Factor); C (0.849) Design Snow (Sloped): 0.00 psf , Seismic Design Category: D Parts Wind Exposure Factor. 0.849, Rain Surcharge: 0.00 Seismic Importance: .1.000 Wind Enclosure: Free Roof - Clear Exposure Category (Factor): 2 Partially Exposed (1.00) Framing Fundamental Period: 0.2115 r " _ Wind Importance Factor: 1.000 Snow Importance: 1.000 Bracing Fundamental Period 0.1331 Topograpbic Factor: 1.0000 Thermal Category (Factor): Unheated (1.20) Framing R -Factor. 3.5000 Ground / Roof Conversion: 0.70 Bracing R -Factor. 3.2500 a` NOT Windborne Debris Region % Snow Used in Seismic: 0.00 Soil Profile Type: Stiff soil (D, 4) - Base Elevation: 0/0/0 • ''r r Seismic Snow Load: 0.00 psf Diaphragm Condition: Flexible i Primary Zone Strip Width: 12/6/4Obstructed or Not Slippery Frame Redundancy Factor:1.3000 Parts / Portions Zone Strip Width '3/0/0 Brice Redundancy Factor: 1.3000 , Basic Wind Pressure: 13.35 psf Frame Seismic Factor (Cs): 0.1666 x W Brace Seismic Factor (Cs): 0.1794 x W ' y . DesignSpectral Respouse-Shc : 0.3348. Design Spectral Response - Sds: 0.5831 i a Deflection Conditions « 4 . - Frames are vertically supporting:Metal Roof Purlins and Panels , ' Frames are laterally, supporting:Metal Wall Girts and Panels Purlins are suppor ing:Metal Roof Panels Girts are supporting:Metal Wall Panels et .. � ' •off . v. ,.` � ¢,,.� .. r • . File: 13-12005 . Version: 2013.1a �.. Butler Manufacturing, -a division of B1ueScope Buildings North America, lnc. Date: 7/5/2013 " BUTLER Butler Menufaetur3rp 210304 (13-12005) _ Calculations Package Time: 08:59 AM Page: 25 of 46: Frame Location Design Parameters: Location I Avg. Bay space I Description a Group I Tnb. OverrideDesign Status 0/6/0 15/3/0 VRigild Frame with Posts 1 90:0000 Automatic Design +' 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^ + 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 + 1.0 PL2 D + CG + PL2(Spans I and 2) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0 D + 1.0 CG + 1.0 W 1> + CG + W 1> 8 System 1.000 1.0 D + 1.0 CG + 1.0 <W l D + CG + <W 1 9 System 1.000 1.0 D + 1.0 CG + 1.0 W2> + CG + W2> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 + CG + <W2 11 System 1.000 1.0 D + 1.0 CG + 1.0 W3> + CG + W3> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W4 + CG + <W4 13 System 1.000 1.0 MW MW -wan: 1 14 System 1.000 1.0 MW MW - Wall: 2 15 System • 1.000 1.0 MW MW - Wall: 3 16 System 1.000 1.0 MW MW - Wall: 4 17 . System 1.000 0.600 D + 0.600 CU + 1.0 W 1> + CU + W l> - 18 System 1.000 0.600 D + 0.600 CU + 1.0 <W 1 + CU + <W 1 19 System 1.000. 0.600 D + 0.600 CU + 1.0 W2> + CU + W2> 20 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 + CU + <W2 21 System .. 1.000 0.600 D + 0.600 CU + 1.0 W3> + CU + W3> 22 System 1.000 0.600 D + 0.600 CU + 1.0 <W4 + CU + <W4 23 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W 1> D + CG + L + W 1> 24 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W l D + CG + L + <W l , 25 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W7> + CG + L + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W2 + CG + L + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W3> + CG + L + W3> 28 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W4 + CG + L + <W4 29 System 1.000 1.0 D + 1.0 CG + 0.910 F> + 0.700 EG+ + CG + P> + EG+ .. . 30 System 1.000 1.0 D + 1.0 CG + 0.910 <E + 0.700 EG+ + CG + <E + EG+ 31 System 1.000 0.600 D + 0.600 CU + 0.910 F> + 0.700 EG- + CU + F> + EG - 32 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU + <E + EG - 33 Special 1.000 1.0 D + 1.0 CG + 1.750 F> + 0.700 EG+ D + CG + F> + EG+ 34 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ D + CG + <E + EG+ 35 Special 1.000 0.600 D + 0.600 CU + 1.750 F> + 0.700 EG- + CU + F> + EG - 36 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG-' D +.CU + <E + EG - 37 OMF Correction 1.000 1.0 D + 1.0 CG + 2.450 P> + 0.700 EG+ + CG + Fj + EG+ 38 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 <E + 0.700 EG+ + CG + <E + EG+ 39 . OMT Connection 1.000 0.600 D + 0.600 CU + 2.450 F> + 0.700 EG- D + CU + Fj + EG - 40 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- +.CU + <E + EG- ' Frame Member Sizes Mem No.. Fig Width in. Fig Thk in. Web Thk in. Depthl in Depth2 (in- , Length (it): Weight Flg Fy si) Web Fy (ksi). Splice Jt.l Codes Jt.2 Shape 10001. • 5.00 0:1345 ' 0.1345 10.00 10.00 3'.80 53.6 55.00 55.00 SS SS 3P 10002 5.00 0.1345 0.1345 10.00 10.00 3.80 53.6 55.00 55.00 SS SS 3P 1 5.00 0.1345 0.1345 12.00 12.00 • 11.18 120.7 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1644 12.00 9.00 12.41 141.6 55.00 55.00 KN SP 3P 3 5.00 0.1345 0.1644 9.00 12.00' 12.41I 416 55.00 55.00 SP KN 3P 4 5.00 0.1345 0.1345 12.00 12.00, 11.18 120. 55.00 55.00 BP KN 3P eurcEsr Date: 7%5/2013 ' Butler Manuiaeturirg 210304 (13-12005) Calculations Package Time: 08:59 AM ' Page: 26 of 46 Boundary Condition Summar Member . X -Loc Y -Loc Supp. X Supp. Y Moment Di laoement X in Di lacement Yin. Displacement rad 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 4 25/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 25/0/0 12/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 10002 0/0/0 12/0/0 Yes Yes Yes 0/0/0.. 0/0/0 0.0000 Values shown are resisting forms of the foundation Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 1 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. r • load Load Type, Desc. Hx 1 V l • a + , Values shown are resisting forms of the foundation Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 1 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column Exterior Column 0/0/0 25/0/0 1-B 1-A 8 X 13 8 X 13 0.375 0.375 4-0.750 4-0.750 100'-0" 100'-0" I Hrz left load Load Type, Desc. Hx V . Hx V Load Uplift D Frm 0.2 1.1 -0.2 1.1 Mom ccw -. CG. Frm 0.2 0.9 -0.2 0.9 Case - L> Frm 0.8 5.1 -0.8 5.1 (Vy) - <L Frm 0.8 5.1 -0.8 5.1 ASL^ Frm 1.1 3.6 -1.1 3.6 t ^ASL Frm -0.3 1.5 0.3 1.5 in -k W l> Fret 0.3 3.5 -0.6 1.6 1.4 - :. <W 1 Frm 0.6 1.6 -0.3 3.5 19 8.5 W2> Frm -0.2 -3.1 0.5 -1.0 25/0/0" I -A :. <W2 Frm -0.5 -1.0 0.2 -3.1 - W3> - Frm -0.5 -2.5 0.5 -2.5 - <W4. Frm : 0.4 2.4 -0.4 2.4 - MW Frm - -- MW Frm 0.6 0.5. 1.4 -0.5 - MW Frm - _ _ MW Frm -1.4 -0.5 -0.6 .. 0-5 - CU Fret L Frm 0.8 5.1 -0.8 5.1 - F>' Fret -0.4 -0.4 -0.4 0.4 - . - EG+ Frm 0.1 0.3 -0.1 0.3 - - <E Fm 0.4 0.4 0.4 -0.4 - EG- Frm -0.1 -0.3 0.1 -0.3 Maximum Combined Reactions Summary with Factored Loads - Framing - Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method X -Loc' Grid I Hrz left load Hrz ]tight Load Ha 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 in -k in -k 0/0/0 1-B 1.416 1.4 3 - - 2.4' 19 8.5 23 25/0/0" I -A :. 1.4 3 1.4 14 2.4 20 8:5 24 aurc�R Date: 7/5/2013 210304 (13-12005) Calculations Package - Time; 08:59 AM .._ ._. Page: 27 of 46 Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction Vertical Load Reaction D 0.0 0.0 2.4 2.3 CG 0.0 0.0 1.8 1.8 U 0.0 0.0 10.2 10.2 <L 0.0 0.0 10.2 10.2 ASL^ 0.0 0.0 7.3 7.3 AASL 0.0 0.0 3.0 3.0 Wl> 0.3 0.3 5.2 5.2 <W1 '' 0.3 0.3 5.2 5.2 W2> 0.3 0.3 4.1. 4.1 <W2 0.3 0.3 4.1 4.1 W3> . 0.0 0.0 5.0 5.0. <W4 0.0 0.0 4.7 4.7 MW 0.0 0.0 0.0 0.0 MW 2.0 2.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 2.0 2.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.01 10.2 10.2 F> 0.8 0.8 0.0 0.0 EG+ 0.0 0.0 0.6 0.6 <E 0.8 0.8 0.0 0.0 EG- 0.0 0.0 0.6 0.6. -. i` Base Plate Summary Base Connection Design is Based on 3000.00(psi) Concrete X -Loc Grid Mem. Thickness Base Plate Summary Base Connection Design is Based on 3000.00(psi) Concrete X -Loc Grid Mem. Thickness Width Length Num Of. Bolt Diam. Type Welds to Welds to Welding Description 10001 No.(in.),in S5 0.24 in. Bolts . in. N/A Flame Web 0/0/0. 1-B 1 0.375 8 13 4 0.750 Grade OS -0.1875 OS -0.1875 ' Both F -OS -0.1250,W -OS -0.1250 2 1 S9 1.03 11.524 A36 N/A N/A 25/0/0 1-A 4 0.375 8 13 4 0.750 Grade OS -0.1875 OS -0.1875 N/A . '0.1875 2.000, Both F -OS -0.1250,W -OS -0.1250 3 • 1 S9 A36 11.524 70.10 Web Stiffener ummary Mem No. Stiff No.. Desc: Loc. 11 Web Depth in. • h/t a/h a in Thick. in ,' Width in. Side Welding Description 10001 1 S5 0.24 9.731 72.35. N/A N/A 0.1875 2.000 Both F -OS -0.1250,W -OS -0.1250 10002 1 S5 , 0.24 9.731 72.35 N/A N/A 0.1875 2.000 Both F -OS -0.1250,W -OS -0.1250 2 1 S9 1.03 11.524 70.10 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 2 2 :. S5 0.15 10.933 66.50 N/A N/A . '0.1875 2.000, Both F -OS -0.1250,W -OS -0.1250 3 • 1 S9 11.37 11.524 70.10 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -0S-0.1250 3.. 2 ` . S5 12.25 10.933 1 66.50 N/A I N/A 1 0.1875 1'2.000 1 Both F -OS -0.1250 W -OS -0.1250 Bolted End -Plate Connections late = 55.00 kvi End -Plate Dimensions Bolt Outside Flange Inside Fl e . Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gagesln/Out Configuration I Pitches lst/2nd Consguration Pitches Istt2nd .No. No. in. in in. in. in ID Desc. in. ID I Deso. in. 1 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11' Flush' 2.50 2 1 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 2: SP 0.375 6.00 10.04 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 1 SP 0.375 6.00 10.04 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 4 2• KN(Top) 0.375 6.00- 13.00 0.750 A325N/PT 3.00. 11 Flush 2.50 11 Flush 2.50 eurcEra Date: 7/5/2013 210304 (13-12005) Calculations Package Time: 08:59 AM Page: 28 of 46 Moment Connections: Outside Ram Required Strength Design Strength Ratios Mem. Jt Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k Proc. Tension Shear Bending Weld Weld T Weld Weld 1 2 38 -3.3 IA 171.7 AISC DG-16/Thin plate 0.461 0.032 'YieldingRu 0.747 0.000 0.000 0.046 0.516 0.631 2 1 38 -3.3 IA 171.7 AISC DG-16/1'hinplate 0.461 0.032 0.747 0.000 0.000 0.046 0.516 0.631 2 2 21 0.6 0.0 34.3 AISC DG-16/Thin plate 0.157 0.001 0.254 0.000 0.000 0.001 0.516 0.631 3 1 21 0.6 0.0 34.3 AISC DG-16/Thin plate 0.157 0.001 0.25 0.000 0.000 0.001 0.516 0.631 3 2 37 -3.3 1. 171.7 AISC DG-16/Thin plate 0.461 0.032 0.747 0.000 0.000 0.046 0.516 0.631 4 2 37 -3.3 1. 171.7 AISC DG-16/Thin plate 0.461 0.032 0.74 0.0001 0.000 0.046 0.51 0.631 Inside Flange R S Design S Ratios Mem. Jt Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k Proc. Tension Shear I Bending Yielding Rupture Tearing Weld Weld 1 2 39 0.5 1.0 119.5 AISC DG-16/rhin plate 0.371 0.022 0.601 0.000 0.000 0.032 0.516 0.631 2 1 39 0.5 1.0 119.5 AISC DG-16/Thin plate 0.371 0.022 0.601 0.000 0.000 0.032 0.516 0.631 2 2 23 -IA 0.6 132.5 AISC DG-16/rhin plate 0.539 0.013 0.871 0.000 0.000 0.019 0.516 0.631 3 1 23 -IA 0.6 132.5 AISC DG-16/I'hinplate 0.539 0.013 0.871 0.000 0.000 0.019 0.516 0.631 3 2 40 0.5 1.0 119.5 AISC DG-16/Thin plate 0.371 0.022 0.601 0.000 0.000 0.032 0.516 0.631 4 2 40 0.51 1.01 119.5 AISC DG-16/Thin plat. 0.3711 0.022 0.601 0.0001 0.000 0.0321 0.5161 0.631 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 0 9/3/13 GFB2050 0.157 24 Ixx in.4 0 1/1/] GFB2037 0.064 21 Shear 0 1/l/1 GFB2037 0.064 21 Shear 0 9/3/13 GFB2050 0.156 23 Qa Frame Desien Member Summary - Controlline Load Case and Maximum Combined Stresses Der Member (Locations are frnm Jnint 1 1 Parameters Used for Axial and Flexural Desipn Mem No. Controlling Cases R Strength Available Strength Strength Ratios Ag in.2 Alh 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 8.61 10001 4.15 10.00 24 68.23 0.1 1.00 -61.8 0.0 87.6 1 183.6 39.0 0.34 123.1 10001 4.15 10.00 2.80 24 1.12 2.4 1.73 0.02 98.71 20.3 1.00 1.15 0.59 0.12 10002 4.15 10.00 23 11.0 0.1 0.67 -61.8 0.0 87.6 1.12 183.6 39.0 0.34 98.78 10002 4.15 10.00 0.65 23 3 -2.4 137.48 26.9 26.9 20.3 0.67 69.46 2.81 0.12 1 10.25 12.00 24 98.78 -7.1 1.00 -173.6 0.0 25.9 4 211.7 39.0 1.00 1 8.55 12.00 2.80 24 1.1 -1.4 1.73 0.0 98.71 16.7 1.00 1.15 0.591 0.08 2 0.46 12.00 24 -1.8 -213.9 0.0 53.5 248.5 39.0 0.88 2 0.46 12.00 23 5.4 30.5 0.18 3 11.46 12.00 23 -1.8 -213.6 0.0 53.5 248.5 39.0 0.88 3 11.46 12.00 24 -5. 30.5 0.18 4 10.25 12.00 23 -7.1 174.1 0.0 25.9 211.7 39.0 1.01 4 8.55 12.00 3 1. 16.7 0.09 Parameters Used for Axial and Flexural Desipn Mem No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Alh 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 10001 4.15 49.80 49.8 49.8 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.00 1.00 1.14 0.65 1.00 10002 4.15 49.80 49.8 49.8 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.00 1.00 1.14 0.65 1.00 1 10.25 123.06 123.1 123.1 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.65 1.00 1.15 0.59 0.88 2 0.46 137.48 11.0 11.0 3.27 0.67 69.46 2.81 11.58 1.12 13.64 1.76 0.03 98.78 1.00 1.00 1.18 0.65 0.79 3 11.46 137.48 26.9 26.9 3.27 0.67 69.46 2.81 11.58 1.113. 1.76 0.03 98.78 1.29 1.00 1.18 0.65 0.79 4 10.25 123.06 123.11.123.1 2.9 0.67 65. 2.80 10.91 1.1 12.61 1.73 0.0 98.71 1.65 1.00 1.15 0.591 0.88 File: 13-12005 Version: 2013.1 a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date:' 7/5/2013 , BUTLER . Butler Menuh!e LrInq 210304 (13-12005) .Calculations Package Time: 08:59 AM, Page: 29 of 46 Deflecdon Load Combinadons - Framin No. Origin" Factor DefH Def V APPEcation " Description 1 System 1.000 0, 180 1.0 L 2 System 1.000 0 180 0.700 W l> WI> 3 System 1.000 0 180 0.700 <W 1 <W1 4 System 1.000 0 180 0.700 W2> W2> 5 System 1.000 0 180 0.700 <W2 <W2 6 System " 1.000 0 180 0.700 W3>, W> " 7 System 1.000 0 180 0.700 <W4 <W4 8 System 1.000 10 0 1.0 F> + 1.0 EG- E> + EG- 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG_ 10 System " " 1.000 '60 0 0.700 Wl> WI> 11 System 1.000 60 0 0.700 <WI <WI 12 ' System 1.000 60 0 0.700 W2>. W2> 13 System 1.000 60 0 0.700 <W2 <W2 14 System 1.000 60 0 0.700 W3> W> 15 : System 1 1.000 1 60 1 0 10.700 <W4<W4 eurcER Date: 7/5/2013--------------. 210304(13-12005) Calculations Package Time: 08:59 AM Butler Manufacturing Page: 30 of 46 Wall: 4, Frame at: 30/0/0 Frame Cross Section: 2 m IS, LL .. 10002 I - 10001 v i Dimension Key 1 4'-0" I. 2 11'-8" 3 1 5/8" 4 F-1 1/16" , 5 2 g Y-2 3/4" 6 0'-0" 7 2'-10 9/16" 8 1n" 9 13'-01/2" Ridge Ht. 10 4'-0 3/16" 1.000:12 ' i, Frame Clearances Horiz Clearance between members 1(CX002) and 4(CX003): 22-8 11/16" Vert Clearance at member 1(CX002): 10'-2 13/16" Vert Clearance at member 4(CX003): 10'-2 13/16" Finished Floor Elevation = 100'-0" (Unless Noted otherwise) File: 13-12005 Version: 2013.1 a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc: . i Date: 7/5/2013 Bf./TLER 210304 (13-12005) Calculations Package Time: 08:59 AM Page: 31 of 46 Frame Location Deafen Parameters: Hanna., r Baa r•,,...�.i..aK...,a _ F..o...a�.. 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 <I + CG + Q. 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL + CG + ^ASL 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CO + PL2(Spans 1 and 2) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0D+I.0CG+I.0W1> +CG+WI> 8 System 1.000 1.0D+I.0CG+1.0<W1 +CG+<Wl 9 System 1.000 1.0 D + 1.0 CG + 1.0 W2>' + CG + W2> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 + CG + <W2 I 1 System 1.000 1.0 D + 1.0 CG + 1.0 W3> + CG + W3> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W4 + CG + <W4 13 System 1.000 1.0 MW MW - Wall: 1 14 System 1.000 1.0 MW MW - Wall: 2 15 System 1.000 1.0 MW MW - Wall: 3 16 System 1.000 1.0 MW MW - Wall: 4 17 System 1.000 0.600D+0.600 CU+1.0W1> +CU+WI> 18 System 1.000 0.600D+0.600 CU+1.0<WI +CU+<Wl 19 System 1.000 0.600 D + 0.600 CU + 1.0 W2> + CU + W2> 20 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 + CU + <W2' 21 System 1.000 0.600 D + 0.600 CU + 1.0 W3> + CU + W3> 22 System. 1.000 0.600 D + 0.600 CU + 1.0 <W4 + CU + <W4 23 System 1.000 1.0D+I.0CG+0.750L+0.750W1> +CG+L+WI> 24 system 1.000 1.0D+I.0CG+0.750L+0.750<WI +CG+L+<Wl 25 System 1.000 1.0D+I.0CG+0.750L+0.750W2> +CG+L+W2> 26 System 1.000 1.0D+1.0CG+'0.750L+0.750<W2 +CG+L+<W2 27 System 1.000 1.0D+I.0CG+0.750L+0.750W3> +CG+L+W3> 28 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W4 + CG + L + <W4 29 System 1.000 1.0 D + 1.0 CG + 0.910 F> + 0.700 EG+ + CG + Fj + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.910 < + 0.700 EG+ D + CG + <Z + EG+ 31 System 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + CU + P> + EG - 32 System 1.000 0.600 D + 0.600 CU + 0.910 <6 + 0.700 EG- + CU + -<E + EG - 33 Special 1.000 1.0 D + 1.0 CG + 1.750 P> + 0.700 EG+ D + CG + F> + EG+ 34 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ + CG + <E + EG+ 35 Special 1.000 0.600 D + 0.600 CU + 1.750 T> + 0.700 EG- + CU + E> + EG-' 36 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- + CU + -clB + EG - 37 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 E>,+ 0.700 EG+ + CG + E> + EG+ 38 OMF Connection 1.000 1.0 D + 1.0 CG + 2.450 <P + 0.700 EG+ + CG + -<B + EG+ 39 OMB Connection 1.000 0.600 D + 0.600 CU + 2.450 F> + 0.700 EG- + CU + F> + EG - 40 OMT Connection 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- + CU + <E+ EG - 41 System Derived 1.000 1.0 MWB MWB - Wall: 1 42 System Derived 1.000 1.0 MWB MWB - Wall: 2 43 System Derived. 1.000 1.0 MWB MWB - Wall: 3 44 System Derived 1.000 1.0 MWB MWB - Wall: 4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.273 T> + 0.700 EG++ 0.910 EB> + CG + F,> + EG++ EB> 46 System Derived 1.000 1.0D+I.0CG+0.910E>+0.700. EG++0.273EB> +CG+F>+EG++EB> 47 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG++ 0.910 EB> + CG + -<P, + EG++ EB> 48 System Derived 1.000 1.0 D + 1.0 CG + 0.910 < + 0.700 EGF + 0.273 EB> D + CG + <E + EG+ + EB> 49 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E>'+ 0.700 EG- + 0.910 EB> + CU + E> + EG- + EB> 50 System Derived 1.000 0.600 D + 0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> + CU + E> + EG- + EB> 51 System Derived 1.000 0.600D+0.600 CU + 0.273 <6 + 0.700 EG- +0.910EB> +CU+<+EG-+EB> 52 System Derived 1.000 0.600D+0.600 CU + 0.910 -T + 0.700 EG- +0.273EB> +CU+-T+EG-+EB> 53 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0.700 EG+ + CG + EB> + EG+ 54 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG- + CU + EB> + EG - 55 System Derived 1.000 1.0D+I.00G+0.273E>+0.700EG++0.910<EB +CG+E>+EG++<EB 56 System Derived 1.000 1.0D+I.0CG+0.910F>+0.700EG++0.273-TB +CG+F>+EG++-cEB 57 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG++ 0.910 <EB D + CG +<E + EG++ Q?B 58 System Derived 1.000 1.0D+I.0CG+0.910<E+0.700 EG++0.273<EB +CG+-q,+EG++<EB 59 System Derived 1.000 0.600D+0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB +CU+E>+EG-+-<EB 60 System Derived 1.000 0.600D+0.600 CU + 0.910 E> + 0.700 EG- +0.273<EB +CU+F>+EG-+-<PB 61 System Derived 1.000 0.600 D + 0.600 CU + 0.273 -q, + 0.700 EG- + 0.910 <EB D + CU + <E + EG- + <EB 62 -System Derived 1.000 0.600 D+ 0.600 CU + 0.910 <E + 0.700 EG- + 0.273 <EB + CU + -<E + EG- + 4?B 63 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EG+ D + CG + 4113 + EG+ 64 Special. 1.000 10.600 D + 0.600 CU + 1.750 <EB + 0.700 EG- + CU + <EB + EG- . File: 13-12005 Version: 2013.1 a • . Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 1 f BurcErz Date: 7/5/2013 eue+erMa� "�_ 210304 (13-12005) Calculations Package Time: 08:59 AM .. ._ Page: 32 of 46 { Frame Member Sizes Mem No. Fig Width in. Flg Thk 010 Web Thk in0 Depthl in Depth2 in Length ft Weight Fig Fy Web Fy ' Splice Jt 1 Codes Jt2 Shape 10001 5.00 0.1345 0.1345 10.00 10.00 3.80 53.6 55.00 55.00 SS SS 3P 10002 5.00 0.1345 0.1345 10.00 10.00 3.80 53.6 55.00 55.00 SS SS 3P 1 5.00 0.2500 0.1345 12.00 12.00 11.18 173.9 55.00 55.00 BP KN 3P 2 5.00 0.1875 0.1345 11.75 9.00 12.41 141.5 55.00 55.00 KN SP 3P 3 5.00. 0.1875 0.1345 9.00 11.75 12.41 141.5 55.00 55.00 SP KN 3P 4 .. 5.00 0.2500 0.1345 12.00 12.00 11.18 173.9 55.00 55.00 BP KN , 3P Total Frame Weight = 738.0 (p) (Includes all plates) ' Boundary Condition Summar Member I X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in Displacement Y in Displacement rad 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 4 25/0/0 0/0/0 Yes Yes No 0/0/0 1 0/0/0 0.0000 10001 25/0/0 12/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 10002 0/0/0 12/0/0 Yes Yes I Yes 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: 2 j Type Exterior Column i I Hz V X -Loc 0/0/0 Gridl - Grid2 2-B Base Plate W x L (in.) 8 X 13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam (in.) 4-0.750 Column Base Elev. 100'-0" Exterior Column 25/0/0 2-A 8 X 13 0.375 4-0.750 100'-0" Ha left Load Load Tym Desc. Hx Hz 1, Vy Hx I Hz V Load Vrt Down D Frm 0.3 . Load 1.6 -0.3 - 1.6 (-Hx) Case CG Frm 0.3 (-Hz) IA -0.3 Case 1.4 Case - L> Frm 0.7 Case 5.4 -0.7 5.4 - <L Frm 0.7 5A -0.7 5.4 ASL^ Frm 1.1 3.6 -1.1 3.6 - - AASL Frm -0.4 0.9 1.8 0.4 63 1.8 - - W 1> Frm 0.4 - 4.4 -0.8 2.0 - 23 <W l Frm 0.8 1.0 2.0 -0.4 63 4.4 - - W2> Frm -0.3 -3.9 0.7 -1.3 - - <W2 Frm -0.7 -1.3 0.3 - -3.9 - W3> Frm -0.5 -2.7 0.5- <W4 Frm 0.4 2.4 -0.4 - 2.4 MW, Frm - - MW-. Frm 0.9 - 0.8 2.1 -0.8 MW Frm - - - - - - MW Frm -2.1 - -0.8 -0.9 0.8 CU Frm _ _ _ L Frm 0.7 - 5.4 -0.7 5.4 - - F> Frm -0.5 - -0:5 -0.5 0.5 - - - EG+ Frm 0.1 - 0.4 -0.1 0.4 - - <E Frm 0.5 - 0.5 0.5 -0.5 - - EG- Frm -0.1 - -0.4 0.1 -0.4 MWB Brc 0.0 -OA -0.5 -0.0 -0.4 -0.5 - MWB Brc - MWB Brc -0.0 -OA 0.5 0.0 -0.4 0.5 MWB Brc - - - _ EB> Brc 0.0 -0.5 -0.7 -0.0 -0.6 -0.8 <0 • Brc -0.0 0.6 0.7 0.0 0.5 0.7 + Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural anal is using the Direct Analysis Method X -Loc Grid Ha left Load Hrz Right Load Hrz In Load HaOut Load Uplift Load Vrt Down load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Ma) Case (Mzz) Case in -k in=k 2.1 16 1.7 24 0.9 53 1.0 63 2.9 19' 10.5. 23- 3'1.7 1.7 23 2.1 14 1.0 53 1.0 63 2.9 20 10.5 • 24, ji 1 File: 13-12005 Version: 2013.1a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 1 + r� ; + BfJTLER Date: 7/5/2013 UUM, ld,n,„,a,, lno 210304 (13-12005) Calculations Package Time: 08:59 AM Page: 33 of 46 r Sum of Forces with Reactions Check- Framin Load Type Horizontal Load Reaction Vertical Load Reaction D 0.0 0.0 3.5 3.3 CG 0.0 0.0 2.9 2.9 I> 0.0 0.0 10.9 10.9 <L 0.0 0.0 10.9 10.9 ASL^ 0.0 0.0 72 7.2 ^ASL 0.0 0.0 3.7 3.7 Wl> 0.3 0.3 6.5 6.5 <Wl 0.3 0.3 6.5 6.5 W2> 0.4 0.4 5.2' 5.2 <W2 0.4 0.4 5.2 52 W3> 0.0 0.0 5.5 5.5 <W4 0.0 0.0 4.7 4.7 MW 0.0 0.0 0.0 0.0 MW 3.0 3.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 3.0 3.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 1; 0.0 0.0 10.9 10.9 F> 1.1 1.1 0.0 0.0 EG+ 0.0 •0.0 0.7 0.7 <E 1.1 1.1 0.0. 0.0 EG- . 0.0 0.0 " 0.7 0.7 MWB 0.0 0.0 0.0 1.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 1.0 MWB 0.0 - 0.0 0.0 0.0 EB> 0.0 0.0 0.0 1.4 <EB 0.0 0.0 0.0 1.4 Base Plate Summary Base Connection Design is Based on 3000.00 i Concrete X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Dian. Type Welds to Welds to Welding Description 10001 No. in in in. Bolts in N/A a Web 0/0/0- 2-B'_ 1 0.375 8 13 4 0.750 Grade OS -0.1875 OS -0.1875 2.000 Both F -OS -0.1250,W -OS -0.1250 10002 1 S5 1.67 9.731 A36 N/A N/A 25/0/0 2-A 4 0.375 8 13 4 0.750 Grade OS -0.1875 OS -0.1875 N/A 0.1875 2.000 Both F -OS -0.1250,W -OS -0.1250 1 •1 S9 A36. 11.294 83.97 . - . Web Stiffener ummary _ Mem. No. Stiff No. Desc. Loc it Web Depth in. h/t a/h a in. Thick. in Width in. Side Welding Description 10001 1 S5 1.67 9.731 72.35 N/A N/A 0.1875 2.000 Both F -OS -0.1250,W -OS -0.1250 10001 2 S5 024 9.731 72.35 N/A N/A 0.1875 2.000 Both F -OS -0.1250,W -OS -0.1250 10002 1 S5 1.67 9.731 .72.35 N/A N/A •0.1875 2.000 Both F -OS -0.1250,W -OS -0.1250 10002 2 S5 0.24 9.731 72.35 N/A N/A 0.1875 2.000 Both F -OS -0.1250,W -OS -0.1250 1 •1 S9 10.16 11.294 83.97 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 1 2 S2 7.95 11.339 84.30 N/A N/A 0.3750 4.000 Far F -BS -0.1875,W -OS -0.1875,F -BS -0.1875 4 1 S9 10.16 11.294 83.97 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -0S-0.1250 4 2 S2 7.95 11.339 84.30 N/A N/A 0.3750 4.000 Near F -BS -0.1875 W -OS -0.1875 -BS-0.1875 Bolted End -Plate Connections late = 55.00 ks File: 13-12005 - Version: 2013.1a Butler Manufacturing, "a division of B1ueScope Buildings North America, Inc. End -Plate Dimensions Bolt Outside Flange Inside ange Thick. "Width Length Diam. Spec/Joint Gages In/Out Consguration Pitches Ist/2nd Consguration Pitches 1st2nd Mem. Jt Type No. No. in . in. in in. " in. ID Desc. in. ID Desc. in. 1 2 KN(Face) 0.500 6.00 12.25 0.750 A325N/PT 3.00 " 11 Flush (0) 0.00 11 Flush 0.00 2 1 KN(Face) 0.500 6.00 12.25 0.750 A325N/PT 3.00 11 Flush (0) 0.00 11 Flush 0.00 2 2 SF 0.375 6.00 10.04 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 1 SP 0.375 6.00 10.04 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 2 KN(Face) , 0.500 6.00 1225 0.750 A325N/PT 3.00 11 Flush (0) 0.00 11 Flush 0.00 4 2 KN ace 0.500 6.00 12.25 0.750 A325N/PT 3.00 11 Flush 0 0.00 11 Flush 0.00 File: 13-12005 - Version: 2013.1a Butler Manufacturing, "a division of B1ueScope Buildings North America, Inc. BL/TLER BiR1ei N1ai,,,�„ring 210304 (13-12005) Calculations Package Moment Connections: Date: 7/5/2013 Time: 08:59 AM Page: 34 of 46 Outside Flange I Required Strang& Design Strength Ratios Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate I Shear Shear Bearing Flange Web No. No. Cs (1i) (k) (in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 24 -2.2 5.7 266.7 AISC DG-16/rhinplate 0.725 0.129 0.712 0.000 0.000 0.139 0.647 0.516 2 1 24 -2.2 5.7 266.7 AISC DG-16/rhinplate 0.725 0.129 0.712 0.000 0.000 0.139 0.647 0.516 2 2 21 0.6 0.0 31.0 AISC DG- I6/rhinplate 0.143 0.001 0.230 0.000 0.000 0.001 0.719 0.51 3 1 21 0.6 0.0 31.0 AISC DG-16/rhinplate 0.143 0.001 0.230 0.000 0.000 0.001 0.719 0.516 3 2 23 -2 5. 266.4 AISC DG-16/Thin plate 0.729 0.129 0.719 0.000 0.000 0.131 0.647 0.51 4 2 23 -2. 5. 266.4 AISC DG-16/rhin late 0.72 0.129 0.711 0.000 0.000 0.139 0.647 0.516 Inside Flange Rempired S Design Strength Ratios Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs 0.080 20 Loc. in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 39 0.4 0.7 141.3 AISC DG-16/Thin plate 0.410 0.017 0.403 0.000 0.000 0.018 0.959 0.516 2 1 39 0.4 0.7 141.3 AISC DG-16/Thin plate 0.413 0.017 0.407 0.000 0.000 0.017 0.959 0.516 2 2 23 -1.7 0.7 153.0 AISC DG-16/rhin plate 0.622 0.016 0.999 0.000 0.000 0.023 0.719 0.51 3 1 23 -1.7 0.7 153.0 AISC DG-16/Thin plate 0.62 0.016 0.999 0.000 0.000 0.023 0.719 0.51 3 2 40 0. 0. 141.3 AISC DG-16/Thin plate 0.410 0.01 0.403 0.000 0.000 0.018 0959 0.516 4 2 40 0' 0. 1413 AISC DG-16/rhin late 0.410 0.01 0.403 0.000 0.000 0.018 0.959 0.516 Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 0 9/3/13 GFB2050 0.240 24 Shear 0 1/1/1 GFB2037 0.080 19 Mom -x 0 1/1/] GFB2037 0.080 20 Loc. 0 9/3/13 GFB2050 0.239 23 Mrx Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses Der Member (Locations are from Joint 11 Parameters Used for Axial and Flexural Design Mem No. Controlling Cases R Strength Available Stength Strength Ratios Lb in. Ag in.2 Afn in.2 Axial Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Rpc Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx May + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 2.65 10001 4.15 10.00 24 0.2 9.82 -76.8 0.0 87.6 1.00 183.6 39.0 OA2 1.00 10001 4.15 10.00 123.3 24 3.0 125 103.35 5.21 20.3 2.08 19.13 3.18 0.15 10002 4.15 10.00 23 0.2 0.89 -76.8 0.0 87.6 10.9 183.6 39.0 OA2 79.17 10002 4.15 10.00 15.19 23 -3.0 130.64 1.00 1.001.13 20.3 0.8 0.78 3 0.15 1 7.80 12.00 57 -4.1 79.17 -72. -72.4 50.9 15.19 596.1 96.3 0.91 1.28 1 0.00 12.00 0.78 16 2.1 1233 1233 17.4 1.25 103.35 5.21 0.12 2 0.46 11.75 24 -2.2 1.601 -266.7 0.0 70.8 0.89 397.9 55.7 0.69 2 0.46 11.75 23 6.5 17.4 0.37 3 IIA5 11.75 23 -2.2 -266A 0.0 70.8 397.9 55.7 0.69 3 11.45 11.75 24 -6.5 17.4 0.37 4 7.80 12.00 45 -3.511 775. 73. 50.9 596.1 963 0.93 4 .0.00 12.00 14 -2.1 17.4 0.12 Parameters Used for Axial and Flexural Design 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 in3 Zx in3 Zy in3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 10001 4.15 49.80 49.8 49.8 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.00 1.00 1.14 0.65 1.00 10002 4.15 49.80 49.8 49.8 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.00 1.00 1.14 0.65 1.00 1 7.80 123.31 123.3 123.3 4.05 125 103.35 5.21 17.22 2.08 19.13 3.18 0.06 179.85 1.69 1.00 1.11 0.98 0.89 2 0.46 137A6 10.9 10.9 3.40 0.94 79.17 3.91 13.48 1.56 15.19 2.40 0.03 130.64 1.00 1.001.13 0.8 0.78 3 11.45 137.4 26.9 26.9 3.40 0.94 79.17 3.91 13.48 1.56 15.19 2.40 0.03 130. 1.28 1.00 1.13 0.8 0.78 4 7.80123.31 1233 1233 4.05 1.25 103.35 5.21 17.2 2.08 19.13 3.18 0.06 179.85 1.601 1.00 1.11 0.981 0.89 File: 13-12005 Version: 2013.1 a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 7/5/2013 Bl/TLER Butler Mlanutmaturinpr 210304 (13-12005) Calculations Package Time: 08:59 AM ..�. Page:, 35 of 46 Deilecdon Load Combinadons - Framin No. Origin Factor Def H Def V Application Description ' 1 System, 1.000 0 180 1.0 L " 2 System 1.000 0 180 .700 W l> Wl> 3 System 1.000 0 180 .700 <101 <Wl 4 System 1.000 0 180 .700 W2> W2> 5 system 1.000 0 180 0.700 <Wz <W2 6 System 1.000 0 180 .700 W>. W> 7 System 1.000 0 180 0.700 <W4<W4 8 System 1:000. 10 0 1.0 F> +'1.0 EG- + EG - 9 System. 1.000 10 0 1.0 <E +1.0 EG- + EG - 10 System 1.000 • 60 0 0.700 Wl> Wl> 11 system 1.000 60 0 0.700 �' V1 <Wl 12 System 1.000 60 0 0.700 W2> W2> 13 System 1.000 60 0 0.700 <W2 <W2 14 System 1.000 60 0 0.700 W3> W> 15 System 1.000 1 60 1 0- 16.700 <W4 <W4 Controlling Frame Deflection Rados for Cross Section: 2 E Description Ratio Deflection in. Member I Joint"Load Case' Load Case Description Max. Horizontal Deflection OV 1074) -0.120 4 2 12 W2>' " Max. Vertical Deflection for S 1 Ll913 -0.312 3 1 1 L • Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare flame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base sitity. Therefore, these deflections may be considerably overstated .. - Frame Lateral Stillness (x): 3.162 (k/in) Fundamental Period (calculated) (T): 0.452 (sec.) 1. File: 13-12005. Version: 2013.1a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc: eunER Date: 7/5/2013 8Y11etMenufta„ring 210304 (13-12005) Calculations Package Time: 08:59 AM Page: 36 of 46. ' Wall: 4, Frame at: 46/6/0 Frame Cross Section: 3 KJ Dimension Key 1 4'-0" 2 111-8" 3 15/8" 4 l'-1 1/16" 5 2" ® 3'-2 3/4" 6 0'-0" 7 2'-10 9/16." 8 1/2" 9 13'-0 1/2" Ridge Ht. 10 4'-03/16" 1.000:12 Frame Clearances Horiz Clearance between members 1(CX004) and 4(CX005): 22-8 11/16" Vert. Clearanceat member 1(CX004): 10'-2 13/16." Vert. Clearance at member 4(CX005): 10'-2 13/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 13-12005 Version: 2013.1 a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. . i I aur�ER Date: 7/5/2013 Butler Manufacturing_. 210304 (13-12005) Calculations Package Time: 08:59 AM Page: 37 of 46 Frame Location Desien Parameters: nasi.. I -a rn. hi-N..wc _ Ti.o...i.... No. Ori ' 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 Q. D + CG + Q. 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASLA + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 AASL + CG + AASL 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 7 System 1.000 I.0D+I.0CG+I.0W1> D +CG+WI> 8 System 1.000 1.0 D + 1.0 CG + 1.0 <WI D +CG+<WI 9 System 1.000 1.0 D + 1.0 CG + 1.0 W2> + CG + W2> 10 System 1.000 1.0 D + 1.0 CG + 1.0 <W2 D + CG + <W2 11 System 1.000 1.0 D + 1.0 CG + 1.0 W3> D + CG + W3> 12 System 1.000 1.0 D + 1.0 CG + 1.0 <W4 D + CG + <W4 13 System 1.000 1.0 MW MW - Wall: I 14 System 1.000 1.0 Mw MW - Wall: 2 15 System 1.000 1.0 Mw MW - Wall: 3 16 System 1.000 1.0 MW MW - Wall: 4 17 System 1.000 0.600D+0.600 CU+1.0WI> +CU+WI> 18 System 1.000 0.600D+0.600 CU+1.0<W1 +CU+<W1 19 System 1.000 0.600 D + 0.600 CU + 1.0 W2> + CU + W2> 20 System 1.000 0.600 D + 0.600 CU + 1.0 <W2 + CU + <W2 21 System 1.000 0.600 D + 0.600 CU + 1.0 W3> + CU + W3> 22 System 1.000 0.600 D + 0.600 CU + 1.0 <W4 + CU + <W4 23 System 1.000 1.0D+I.0CG+0.750L+0.750W1> +CG+L+WI> 24 System 1.000 1.0D+I.0CG+0.750L+0.750<Wl +CG+L+<Wl 25 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 W2> +CG+L+W2> 26 System 1.000 1.0D+I.0CG+0.750L+0.750<W2 +CG+L+<W2 27 System 1.000 1.0D+I.0CG+0.750L+0.750W3> +CG+L+W3> 28 System 1.000 1.0 D + 1.0 CG + 0.750 L + 0.750 <W4 + CG + L + <W4 29 System 1.000 1.0D+I.0CG+0.910F>+0.700EG+ +CG+F>+EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.910 < + 0.700 EG+ +CG+-T+EG+ 31 System 1.000 0.600 D+0.600 CU+0.910 E>+0.700 EG- +CU+F>+EG- 32 System 1.000 0.600 D + 0.600 CU + 0.910 <E + 0.700 EG- D + CU +<E + EG - 33 Special 1.000 1.0 D + 1.0 CG + 1.750 E> + 0.700 EGF + CG + F> + EG+ 34 Special 1.000 1.0 D + 1.0 CG + 1.750 <E + 0.700 EG+ + CG + -cE + EG+ 35 Special 1.000 0.600D+0.600CU+1.750F>+0.700EG- . +CU+F>+EG- 36 Special 1.000 0.600 D + 0.600 CU + 1.750 <E + 0.700 EG- + CU + -<E + EG - 37 OMFConnection. 1.000 1.0D+I.0CG+2.450F>+0.700EG+ +CG+F>+EG+ 38 OMFConnection 1.000 1.0D+I.0CG+2.450<F+0.700 EG+ +CG+-<E+EG+ 39 OMF Connection 1.000 0.600 D + 0.600 CU + 2.450 F> + 0.700 EG- + CU + Fj + EG - 40 . OW Connection 1.000 0.600 D + 0.600 CU + 2.450 <E + 0.700 EG- D + CU + <F + EG - 41 System Derived 1.000 1.0 MWB MWB - Wall: 1 42 System Derived 1.000 1.0 MWB MWB -gull: 2 43 System Derived 1.000 1.0 MWB MWB - Wall: 3 44 System Derived 1.000 1.0 MWB MWB - Wall: 4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.700 EG++ 0.910 EB> + CG + P> + EG++ EB> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.910 P> + 0.700 EG++ 0.273 EB> + CG + F> + EG++ EB> 47 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG++ 0.910 EB> + CG + -<E + EG++ EB> 48 System Derived 1.000 1.0 D + 1.0 CG + 0.910 -cE + 0.700 EG++ 0.273 EB> + CG + -<E + EG++ EB> 49 System Derived 1.000 0.600D+0.600 CU + 0.273 E> + 0.700 EG- +0.910EB> +CU+F>+EG-+EB> 50 System Derived 1.000 0.600D+0.600 CU + 0.910 E> + 0.700 EG- + 0.273 EB> +CU+F>+EG-+EB> 51 System Derived 1.000 0.600D+0.600 CU + 0.273 <E + 0.700 EG- +0.910EB> +CU+-T+EG-+EB> 52 System Derived 1.000 0.600D+0.600 CU + 0.910 <E + 0.700 EG- +0.273EB> +CU+-q,+EG-+EB> 53 Special 1.000 1.0 D + 1.0 CG + 1.750 EB> + 0:700 EG+ D + CG + EB> + EG+ 54 Special 1.000 0.600 D + 0.600 CU + 1.750 EB> + 0.700 EG + CU + EB> + EG - 55 System Derived 1.000 1.0D+I.0CG+0.273F>+0.700EG++0.910<EB +CG+F>+EG++<EB 56 System Derived 1.000 1.0D+I.0CG+0.910P>+0.700EG++0.273<EB +CG+P>+EG++<EB 57 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.700 EG++0.910<EB +CG+<+EG++�?B 58 System Derived 1.000 1.0 D + 1.0 CG + 0.910 -Q + 0.700 EG++ 0.273 <EB D + CG + <E + EG++ <EB 59 System Derived 1.000 0.600 D + 0.600 CU + 0.273 E> + 0.700 EG- + 0.910 <EB + CU + F> + EG- + <B 60 System Derived 1.000 0.600D+0.600 CU + 0.910 E> + 0.700 EG- + 0.273 <EB D + CU + E> + EG- + <EB 61 System Derived 1.000 0.600D+0.600 CU + 0.273 <E + 0.700 EG- +0.910<EB +CU+<+EG- +-qB 62 System Derived 1.000 0.600D+0.600 CU + 0.910 <E + 0.700 EG- +0.273<EB D + CU + <E + EG- + <B 63 Special 1.000 1.0 D + 1.0 CG + 1.750 <EB + 0.700 EGF D + CO + <EB + EG+ 64 1 Special 1 1.000 0.600 D + 0.600 CU + 1.750 <PB + 0,700 EG- + CU + <EB + EG - File: 13-12005 Version: 2013.1 a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. , eurcER Date: 7/5/2013 Buser Menuraawfirm , 210304 (13-12005) Calculations Package Time: 08:59 AM .�_ Page: 38 of 46 Frame Member Sizes Mem. No. Fig Width is Fig Thk in Web Thk in Depthl in. Depth2 in Length" R Weight Fig Fy Web Fy si Splice Jt i Codes JL2 Shape, 10001 5.00 0.1345 0.1345 10.00 10.00 3.80 53.6 55.00 55.00 SS SS 3P 10002 5.00 0.1345 0.1345 10.00 10.00 3.80 53.6 55.00 55.00 SS SS 3P 1 5.00 0.2500 0.1345 12:00 12.00 11.18 171.7 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 11.75 9.00 12.41 119.0 55.00 55.00 KN SP 3P 3 5.00 0.1345 0.1345 9.00 11.75 12.41 119.0 55.00 55.00 SP KN 3P 4. 5.00 0.2500 0.1345 12.00 12.00, 11.18 171. 55.00 55.00 BP j KN 3P I ores rrame wergar = oaa. i gyp) kmcivaes au plates) Rnnndar rnndifinn Cnm- MemberX-Loc ' Y -Loc Su . X Su . Y Moment Di lacement X in. Di lacement Y in. D' lacement md. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 4 25/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 25/0/0 12/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 10002 0/0/0 12/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 ' Values shown are resisting forms of the foundation Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 3 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam: (in.) Column Base Elev. Exterior Cohmm 0/0/0 3-B 8 X 13 0.375 4-0.750 100'-0" Exterior Column 25/0/0 3-A 8 X 13 0.375 4-0.750 100'-0" Load Hrz Right Load Load Type Desc. Hx Hz Vv Hx Hz V Load Mom cvv Load D Frm 0.1 0.9 -0.1 - 0.9 - (-Hz) Case CG Frm 0.1 0.6 -0.1 - 0.6 . Case (Mzz) Case L> Frm 0.7 3.8 -0.7 3.8 - <L Frm 0.7 3.8 -0.7 3.8 - 0/0/0 - ASL^ Frm 0.9 2.9 -0.9 53 2.9 - 1.5 - ^ASL Frm -02 - 1'.0 0.2 - 1.0 - 1.2 3 -Wl> Frm 0.2 2.3 -0.4 1 63 1.1. 20 - - <Wi Frm 0.4 - 1.1 -0.2 2.3 - - - W2> Frm -0.2 - -2.1 0.4 -0.7 <W2 Frm -0.4 - -0.7 0.2 -2.1 W3> Frm -0.3 - -1.8 0.3 - -1.8 _ <W4 Frm 0.3 - 1.7 -0.3 - 1.7 MW, Frm - -' MW Frm 0.3 - 0.3 0.8 - -0.3 - MW Frm - - - - - - MW Frm -0.8 - -0.3 -0.3 - 0.3 - CU Frm - - L• Frm 0.7 3.8 -0.7 - 3.8 - E;� Frm -0.3 -0.3 -0.3 0.3 - EG+ Frm 0.0 - 0.2 -0.0 - 0.2 _ <E Frm 0.3 - 0.3 0.3 - -0.3 EG- Frm -0.0 - -0.2 0.0 - -0.2 MWB Brc -0.0 -0.4 0.5 0.0 -0.4 0.5 - MWB Brc - - - - - _ MWB Brc 0.0 -OA -0.5 -0.0 -0.4- • MWBBre - - - - - EB> Brc -0.0 -0.5 0.7 0.0 -0.6 0.7 <FB Brc 0.0 0.6 1 -0.8 -0.0. .0.5. -0.7 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analvsis,Method X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz out ILoadl Uplift Load Vrt Down Load Mom cvv Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) -'Case (Vy) Case (-Ma) Case (Mzz) Case in -k in -k 0/0/0 3-B 0.8 • 16 1.2 3 1.0 53 1.0 163 1.5 19 6.1 23 - - 25/0/0 3-A 1.2 3 0.8 14 1 1.0 53 1.0 1 63 1.5 20 6.1 - 24 eurcER Date: 7/5/2013 ` awb; M--te win 210304 (13-12005) Calculations Package Time: 08:59 AM Page: 39 of 46 . Sum of Forces with Reactions Check- Framing Load Type z Vertical Load Reaction D 0.0 0.0 Load Type Horizontal Load Reaction ' Vertical Load Reaction D 0.0 0.0 1.9 1.7 CG 0.0 0.0 1.2 1.2 L> 0.0 0.0 7.7 7.7 <L., 0.0 0.0 7.7 7.7: + ASL^ 0.0 0.0 5.8 5.8 ^ASL 0.0 0.0 , 1.9 1.9 ' Wl> 0.2 0.2 3.4 3.4 <W1 0.2 02 3.4 3.4 W2> 0.2 .02 2.7 2.7 <W2 0.2 0.2 2.7 2.7 W3> 0.0 0.0 3.5 3.5 <W4 0.0 0.0 3.4 3.4 MW 0.0 0.0 0.0 0.0 MW 1.1 1.1 0.0 0.0' MW 0.0 0.0 0.0 0.0 MW 1.1 1.1 0.0 0.0 Cul 0.0 0.0 0.0 0.0 L 0.0 0.0 7.7 7.7 , F> 0.6 0.6 0.0 0.0 EG+ 0.0 0.0 0.4 0.4 <E 0.6 0.6 0.0 0.0 - EG- 0.0 0.0 0.4 0.4. MWB . 0.0 0.0 0.0 1.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 1.0 MWB 0.0 0.0 0.0 0.0 EB> . 0.0 0.0 0.0 IA <EB 0.0 0.0 ' 0.0 IA Base Plate Summary Base Connection Design is Basad on 3000.00 i Concrete X -Loc Grid Mem. Thickness Width Length Num. Of Bolt Diam. Type Welds.to Welds to Welding No. No. in. in. in. Bolts in. in Flange Web 0/0/0 3-B 1 0.375 8 13 4 0.750 Grade '.OS -0.1875 OS -0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 1 2 S2• 7.95 11.436 A36 N/A N/A 25/0/0 3-A 4 0.315 8 13 4 0.750 Grade OS -0.1875 OS -0.1875 N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 4 2 S2 • A36 IIA36 85.03 Web Stiffener ummary Mem: Stift Desc. Loc. Web Depth hh a/h a Thick. Width Side Welding No. No. 'No. ft in in: in in is in ID Description . . Desc. • is 1 S9 10.16 11.418 84.89 N/A' N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 1 2 S2• 7.95 11.436 85.03 N/A N/A 0.3750 4.000 Near F -BS -0.1875,W -OS -0.1875,F -BS -0.1875 4 1 S9 10.16 11.418 84.89 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 4 2 S2 • 7.95 IIA36 85.03 N/A N/A 0.3750 • 4.000 Far F -BS -0.1875 W -OS -0.1875 -BS-0.1875 Bolted End -Plate Connections late = 55.00 ks End -Plate Dimensions - Bolt Outside Flange Inside Fl e Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Contiguration I Pitches lsd2nd Configuration • Pitches lst/2nd 'No. No. in: in in, in. in. ID I Desc. in. ID Desc. • is 1 2 . KN(Face) 0.375 ' 6.00 12.25 - 0.750 A325N/PT 3.00' 11 Flush (0)" 0.00 111 Flush' 0.00' 2 1 KN(Face) 0.375 6.00 1225 0.750 A325N/PT 3.00 11 Flush (0) 0.00 11 Flush 0.00 2 2 SP 0.375 6.00 10.04 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 1 SP 0375 6.00 10.04 0.750 A325N/PT 3.00 11 1 Flush 2.50 11 Flush 2.50 3 2 KN(Face) 0.375 6.00 12.25 0.750 A325N/PT 3.00 11 Flush (0) 0.00 11 Flush 0.00 4 2 KN ace 0.375 6.00 1225 10.750, A325N/PT 1 3.00 11 Flush 0 0.00 11 Flush 0.00 eurcEs� Date: 7/5/2013 Butler Manufacturing 210304 (13-12005) Calculations Package Time: 08:59 AM Page: 40 of 46 Mnmant Cnnnorfinna• t Outside Flange Required Strength Design Strength Ratios Mem. it I Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) in -k Proc. Tension Shear Ben ' Yiel ' Rupture Tearing Weld Weld 1 2 24 -1.4 3.4 161.9 AISC DG-16/Thin plate 0.479 0.078 0.767 0.000 0.000 0.112 0.647 0.516 2 1 24 -1.4 3.4 161.9 AISC DG-16/I'hinplate 0.486 0.078 0.782 0.000 0.000 0.100 0.647 0.516 2 2 21 0.4 0.0 21.8 AISC DG-16/Thin plate 0.101 0.001 0.163 0.000 0.000 0.001 0.516 0.516 3 1 21 0.4 0.0 21.8 AISC DG-16/Thin plate 0.101 0.001 0.163 0.000 0.000 0.001 0.516 0.516 3' 2 23 -1. 3. 161.8 AISC DG- I6/Thinplate 0.485 0.078 0.781 0.000 0.000 0.100 0.647 0.516 4 2 23 -L 3. 161.8 AISC DG-16/Thin late 0.478 0.078 0.766 0.0001 0.000 0.11 0 .6471 0.516 Inside Flange Romquired S Design Strength Ratios Mem. JL Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k Proc. Tension Shear Ben ' I Yielding Rupture Tearing Weld Weld 1 2 39 0.2 0.4 76.1 AISC DG-16/Thin plate 0.241 0.010 0.386 0.000 0.000 -0.014 0.959 0.516 2 1 39 0.2 OA 76.1 AISC DG- I6/fhinplate 0.241 0.010 0.386 0.000 0.000 0.014 0.959 0.516 2 2 23 -1.1 OA 87.5 AISC DG-16/Thin plate 0.353 0.009 0.570 0.000 0.000 0.013 0.516 0.516 3 1 23 -1.1 0.4 87.5 AISC DG- I 6nldn plate 0.353 0.009 0.570 0.000 0.000 0.013 0.516 0.516 3 2 40 0 0. 76.1 AISC DG-16/Thin plate 0.241 0.010 0.386 0.000 0.000 0.01 0.959 0.516 4 2 40 0. 0. 76.1, AISC DG-16/I'hin late 0.241 0.010 0.38 0.000 0.000 0-M 0.959 0.516 f�9anot. Rront. C..mmo.v Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 0 Axial 9/3/13 GFB2050 0.134 24 Shear 0 Mom -y 1/l/1 GFB2037 0.043 21 Depth 3 1/0/4 1/l/1 GFB2037 0.043 21 VC 3 9/2/15 9/3/13 GFB2050 0.134 23 in. t .ama Tna:m. M -h.. c.. _ Pnrametvrs iicod fnr Atial and Fla-ral nnaio Mem. No. Controlling Cases Req aired Strength Available Strength Strength Ratios Lb in. Ag in.2 Afa in.2 Axial Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Rpe Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft. in. Flexure k k in -k in -k k k in -k in -k Flexure 2.65 10001 4.15 10.00 24 0.1 9.8 -40.9 0.0 87.6 1.00 183.6 39.0 0.22 1.00 10001 4.15 10.00 123.3 24 1.6 125 103.35 521 20.3 2.08 19.13 3.18 0.08 10002 4.15 10.00 23 0.1 0.89 -40.9 0.0 87.6 10.9 183.6 39.0 0.22 .62.33 10002 4.15 10.00 12.24 23 -1.6 94.59 1.00 1.00 20.3 0.59 0.76 3 0.08 1 7.80 12.00 57 -1.7 62.33 -33.8 -73.0 50.9 12.2 574.3 96.3 0.83 1.27 1 8.56 12.00 0.76 3 -1.1 123.31 123.3 123.3 17.4 1.25 103.35 5.21 0.07 2 0.46 11.75 24 -1.4 1.73 -161.9 0.0 41.9 0.89 208.2 39.0 0.79 2 0.46 11.75 23 3.9 17.1 0.23 3 11.45 11.75 23 -IA -161.8 0.0 41.9 208.2 39.0 0.79 3 11.45 11.75 24 -3.9 17.1 0.23 4 7.80 12.00 45 -2.3 -30.7 73.0 50.9 596.1 96.3 0.83 4 8.5 12.00 3 1. 17.40.07 Pnrametvrs iicod fnr Atial and Fla-ral nnaio Mem. No. Loc. ft . Lx in.. Ly/Lt in. Lb in. Ag in.2 Afa 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 Rpe Qs Qa 10001 4.15 49.80 49.8 49.8 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 6823 1.00 1.00 1.14 0.65 1.00 10002 4.15 49.80 49.8 49.8 2.65 0.67 43.0 2.80 8.61 1.1 9.8 1.73 0.0 68.23 1.00 1.00 1.1 0.65 1.00 1 7.80 123.31 123.3 123.3 4.05 125 103.35 521 17.22 2.08 19.13 3.18 0.06 179.85 1.51 1.00 1.11 0.98 0.89 2 0.46 137A6 10.9 10.9 2.89 0.67 .62.33 2.80 10.61 1.12 12.24 1.73 0.02 94.59 1.00 1.00 1.15 0.59 0.76 3 11.45 137.46 26.9 26.9 2.89 0.67 62.33 2.80 10.61 1.1 12.2 1.73 0.02 94.59 1.27 1.00 1.15 0.59 0.76 4 7.80 123.31 123.3 123.3 4.05 1.25 103.35 5.21 17.2 2.08 19.13 3.18 0.06 179.85 1.73 1.00 1.11 0.98 0.89 •1 } i ( File: 13-12005 Version: 2013.1a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 1 eurcEsz Date: 7%5/2013 Butler Menufaetm,n0 210304 (13-12005) Calculations Package Time:08:59 AM. ' Page: 41 of 46 Deflecdon Load Combinations - Framin No. Origin Factor DefH Defy Application Description 1 system 1.000 0 180 1.0 L 2 system 1.000 0 180 0.700 WI> WI> 3 System 1.000 0 , 180 0.700 <W 1 <Wl 4 system 1.000 0 180 0.700 Wv W2> 5 System 1.000 0 180 0.700 <W2 <W2 6 system 1.000 0 180 0.700 W3> W> 7 system 1.000 0 180 0.700 <W4 <W4 8. System 1.000 10 0 1.0 P> + 1.0 EG- E> + EG - 9 system 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - 10 System ' 1.000 60 0 0.700 Wl>' WI> 11 system 1.000 60 0 0.700 <W l <WI 12 System 1.000 60 0 0.700 W2> 2>. 13 system 1.000 60 0 0.700 <W2 <W2 14 System 1.000 60 0 .0.700 W3> W> 15 System 1.000 60 0 0.700 <W4 <W4 Controlling Frame Deflection Ratios for Cross Secdon: 3 i Description Ratio Deflection in.) IMemberl Joint I Load Case Load Case Description ax. Horizontal Deflection (H/1700). -0.076 4 2' 12 W2> Max. Vertical Deflection for Span I LJ918 -0.310 3 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 I Frame Lateral Stiffness (K): 2.703 (Win) Fundamental Period (calculated) (T): 0.355 (sec.) t File: 13-12005 Version: 2013.1 a Butler Manufacturing, a division. of B1ueScope Buildings North America, Inc: Zone Units I Type Description . . Actual Locl Allow:. I Ratio Dir. Coef. ,Entire Surface psf. 1. B(JTLER 20.88 Date:7&2013 _.. ` 57.000 0.37 Butler Manurnctmino 210304 (13-12005) Calculations Package Time: 08:59 AM Side Zone in Extension psf <W2. Standard Spacing is Adequate ' ' 26.73 -3/0/0 57.000 0.47 IN Page: 42 of 46 Side Zone in Extension psf Coverin>±_SttM ary_Report _ Standard Spacing is Adequate . 39.03 -3/0/0- 55.000 Shape: Carport OUT -2.967 Side Zone in Extension psf Loads and Codes - Shape: Carport Standard Spacing is Adequate 26.73 47/0/0 City: Durham County: Butte State: California Country: United States 1.932 ' Building Code: 2010 California Building Standards Code Built Up: 05AISC - ASD Rainfall: 4.00 inches per hour Standard Spacing is Adequate ' Based on Building Code: 2009 International Building Code t Cold Form 07AISI - ASD 3000.00 psi Concrete 55.000 0.71 Building Use: Standard Occupancy Structure a Interior Edge Zone psf <W2 - Standard Spacing is Adequate 20.65 3/0/0 57.000 Dead and Collateral Loads IN Roof Live Load Interior Edge Zone psf Collateral Gravity:3.00 psf, Roof Covering + Second. Dead Load: 2.59 psf Roof Live Load: 20.00 psf Reducible 3/0/0 ' Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf ti Interior Edge Zone ' Wind Load Snow Load Seismic Load + 44/0/0 57.000 Wind Speed: 85.00 mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:71.00 %g Interior Edge Zone psf. The Low Rise' Method is Used Flat Roof Snow: 0.00 psf Mapped Spectral Response - S1:27.00 %g i 44/0/0 55.000 Wind Exposure (Factor): C (0.849) Design Snow (Sloped): 0.00 psf Seismic Design Category: D Interior Edge Zone . psf Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Seismic Importance: 1.000 47/0/0 57.000 Wind Enclosure: Free Roof - Clear Exposure Category (Factor): 2 Partially Exposed (1.00) Framing Fundamental Period: 0.2115 I A76 Interior Edge Zone Wind Importance Factor: 1.000 Snow Importance: 1.000 Bracing Fundamental Period 0.1331 19. " Topographic Factor: 1.0000 Thermal Category (Factor): Unheated (1.20) Framing R -Factor. 3.5000• -1.499 Interior Edge Zone psf Ground/ Roof Conversion: 0.70 Bracing R -Factor. 3.2500 20.65 44/0/0 NOT Windbome Debris Region % Snow Used is Seismic: 0.00 Soil Profile Type: Stiff soil (D, 4) I A76 Interior. Edge Zone Base Elevation: 0/0/0 Seismic Snow Load: 0.00 psf Diaphragm Condition: Flexible 19.44 44/0/0 Primary Zone Strip Width: 12/6/4 Obstructed or Not Slippery Frame Redundancy Factor. 1.3000 -1.499 Interior Edge Zone Parts / Portions Zone Strip Width: 3/0/0 BraceRedundancy Factor.1.3000 Standard Spacing is Adequate ' 20.65 Basic Wind Pressure: 13.35 psf 57.000 Frame Seismic Factor (Cs): 0.1666 x W' IN 1.476 Interior Edge Zone psf Brace Seismic Factor (Cs): 0.1794 x W Standard Spacing is Adequate . r 3/0/0 Design Spectral Response - Shc : 0.3348 0.35 OUT -11499 Interior Area Design Spectral Response - Sds: 0.5831 .. <W2 Standard Spacing is Adequate . l overing Desi n Loads - Roof: A 3/0/0 57.000 Zone Units I Type Description . . Actual Locl Allow:. I Ratio Dir. Coef. ,Entire Surface psf. L Standard Spacing is Adequate ' 20.88 -3/0/0 57.000 0.37 IN 0.997 Side Zone in Extension psf <W2. Standard Spacing is Adequate ' ' 26.73 -3/0/0 57.000 0.47 IN 1.932 Side Zone in Extension psf W 1> Standard Spacing is Adequate . 39.03 -3/0/0- 55.000 0.71 OUT -2.967 Side Zone in Extension psf <W2 Standard Spacing is Adequate 26.73 47/0/0 57.000 0.47 • IN 1.932 Side Zone in Extension psf W 1> Standard Spacing is Adequate 39.03 47/0/0 55.000 0.71 OUT- -2.967 Interior Edge Zone psf <W2 - Standard Spacing is Adequate 20.65 3/0/0 57.000 ` 0.36 IN I A76. Interior Edge Zone psf W 1> Standard Spacing is Adequate 19. 3/0/0 55.000 0.35 OUT -1.499 Interior Edge Zone psf WW2 Standard Spacing is Adequate 20.65 44/0/0 57.000 0.36 IN 1.476 Interior Edge Zone psf. W 1> Standard Spacing is Adequate 19. 44/0/0 55.000 0.35 OUT -1.499 Interior Edge Zone . psf WW2 Standard Spacing is Adequate 20.65 47/0/0 57.000 0.36 IN I A76 Interior Edge Zone psf W 1> ', Standard Spacing is Adequate, 19. 47/0/0 .55.000 0.35 OUT -1.499 Interior Edge Zone psf <W2 Standard Spacing is Adequate 20.65 44/0/0 57.000 0.36 IN I A76 Interior. Edge Zone psf W 1> Standard Spacing is Adequate 19.44 44/0/0 55.000 0.35 OUT -1.499 Interior Edge Zone psf <W2 Standard Spacing is Adequate ' 20.65 3/0/0. 57.000 0.36 IN 1.476 Interior Edge Zone psf W 1> Standard Spacing is Adequate . 19. 3/0/0 55.000 0.35 OUT -11499 Interior Area psf <W2 Standard Spacing is Adequate . 13. 3/0/0 57.000 0.24 IN 0.966 Interior Area sf W 1> Standard S acro is Ad uate .' • 12:63 3/0/0 55.000 0.23. •OUT -0.989 • Date: 7/5/2013 BflTLER 210304 (13-12005) Calculations Package Time: 08:59 AM Page: 43 of 46 ('nvorino rlo.ion inoA. _ Rnnf• R Zone Units Type Description Actual Locl Allow. Ratio Du. Coe£ Entire Surface psf L Standard Spacing is Adequate 20.88 -3/0/0 57.000 0.37 IN 0.997 Side Zone in Extension psf <W2 Standard Spacing is Adequate 26.73 -3/0/0 57.000 0.47 IN 1.932 Side Zone in Extension psf W 1> Standard Spacing is Adequate 39.03 -3/0/0 55.000 0.71 OUT -2.967 Side Zone in Extension psf <W2 Standard Spacing is Adequate 26.73 47/0/0 57.000 0.47 IN 1.932 Side Zone in Extension psf W 1> Standard Spacing is Adequate 39.03 47/0/0 55.000 0.71 OUT -2.967 Interior Edge Zone psf <W2 Standard Spacing is Adequate 20.65 3/0/0 57.000 0.36 IN 1.476 Interior Edge Zone psf W 1> Standard Spacing is Adequate 19. 3/0/0 55.000 0.35 OUT -1.499 Interior Edge Zone psf <W2 Standard Spacing is Adequate 20.65 44/0/0 57.000 0.36 IN 1.476 Interior Edge Zone psf W 1> Standard Spacing is Adequate 19. 44/0/0 55.000 0.35 OUT -1.499 Interior Edge Zone psf <W2 Standard Spacing is Adequate 20.65 47/0/0 57.000 0.36 IN I A76 Interior Edge Zone psf W 1> Standard Spacing is Adequate 19. 47/0/0 55.000 0.35 OUT -1.499 Interior Edge Zone psf <W2 Standard Spacing is Adequate 20.65 44/0/0 57.000 0.36 IN I A76 Interior Edge Zone psf W 1> Standard Spacing is Adequate 19. 44/0/0 55.000 0.35 OUT -1.499 Interior Edge Zone psf <W2 Standard Spacing is Adequate 20.65 3/0/0 57.000 0.36 IN I A76 Interior Edge Zone psf W 1> Standard Spacing is Adequate 19. 3/0/0 55.000 0.35 OUT -1.499 Interior Area psf <W2 Standard Spacing is Adequate 13.84 3/0/0 57.000 0.24 IN 0.966 Interior Area psf W 1> Standard Spacing is Adequate 12.63 3/0/0 55.000 0.23 OUT -0.989 Cnvorino Torsion r nod. _ W.O. 2 _ f'onnnv 1 Zone Units Type Description Actual Locl Allow. Ratio Du. Coe£ Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 73.000 0.29 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 26.73 0/0/0 73.000 0.37 IN 1.932 Side Zone psf W 1> Standard Spacing is Adequate 39.03 0/0/0 66.000 0.59 OUT -2.967 Side Zone psf <W2 Standard Spacing is Adequate 26.73 50/0/0 73.000 0.37 IN 1.932 Side Zone psf W 1> Standard Spacing is Adequate 39.03 501010 66.000 0.59 OUT -2.967 Side Zone psf <W2 Standard Spacing is Adequate 26.73 5010/0 73.000 0.37 IN 1.932 Side Zone psf W 1> Standard Spacing is Adequate 39.03 50/0/0 66.000 0.59 OUT -2.967 Side Zone psf <W2 Standard Spacing is Adequate 26.73 3/0/0 73.000 0.37 IN 1.932 Side Zone psf W 1> Standard Spacing is Adequate 39.03 3/0/0 66.000 0.59 OUT -2.967 Side Zone psf <W2 Standard Spacing is Adequate 26.73 0/0/0 73.000 0.37 IN 1.932 Side Zone psf W 1> Standard Spacing is Adequate 39.03 0/0/0 66.000 0.59 OUT -2.967 Interior Edge Zone psf <W2 Standard Spacing is Adequate 20.65 47/0/0 73.000 0.28 IN I A76 Interior Edge Zone psf W 1> Standard Spacing is Adequate 19. 47/0/0 66.000 0.29 OUT -1.499 Interior Edge Zone psf <W2 Standard Spacing is Adequate 20.65 6/0/0 73.000 0.28 IN 1.476 Interior Edge Zone psf W 1> Standard Spacing is Adequate 19. 6/0/0 66.000 0.29 OUT -1.499 Interior Edge Zone psf <W2 Standard Spacing is Adequate 20.65 3/0/0 73.000 0.28 IN 1.476 Interior Edge Zone psf W 1> Standard Spacing is Adequate 19. 3/0/0 66.000 0.29 OUT -1.499 i'nvorino l -ion rood. _ W.11• d - f`onnnv 1 Zone Units Type Description Actual Loel Allow. Ratio Dir. Coe£ Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 73.000 0.29 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 26.73 0/0/0 73.000 0.37 IN 1.932 Side Zone psf W 1> Standard Spacing is Adequate 39.03 0/0/0 66.000 0.59 OUT -2.967 Side Zone psf <W2 Standard Spacing is Adequate 26.73 50/010 73.000 0.37 IN 1.932 Side Zone psf W 1> Standard Spacing is Adequate 39.03 50/010 66.000 0.59 OUT -2.967 Side Zone psf <W2 Standard Spacing is Adequate 26.73 5010/0 73.000 0.37 IN 1.932 Side Zone psf W 1> Standard Spacing is Adequate 39.03 50/010 66.000 0.59 OUT -2.967 Side Zone psf <W2 Standard Spacing is Adequate 26.73 3/0/0 73.000 0.37 IN 1.932 Side Zone psf W 1> Standard Spacing is Adequate 39.03 3/0/0 66.000 0.59 OUT -2.967 Side Zone psf <W2 Standard Spacing is Adequate 26.73 0/0/0 73.000 0.37 IN 1.932 Side Zone psf W 1> Standard Spacing is Adequate 39.03 0/0/0 66.000 0.59 OUT -2.967 Interior Edge Zone psf <W2 Standard Spacing is Adequate 20.65 47/0/0 73.000 0.28 IN I A76 Interior Edge Zone psf W 1> Standard Spacing is Adequate 19. 47/0/0 66.000 0.29 OUT -1.499 Interior Edge Zone psf <W2 Standard Spacing is Adequate 20.65 6/0/0 73.000 0.28 IN I A76 Interior Edge Zone psf W 1> Standard Spacing is Adequate 19. 6/0/0 66.000 0.29 OUT -1.499 Interior Edge Zone psf <W2 Standard Spacing is Adequate 20.65 3/0/0 73.000 0.28 IN I A76 Interior Edge Zone psf W 1> Standard Spacing is Adequate 19. 3/0/0 66.000 0.29 OUT -1.499 File: 13-12005 Version: 2013.1 a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Fastener Data almoof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: 1 Not Applicable Y Open BfJTtERI Not Applicable Date: 7/5/2013Ac-' Canopy: 1 210304 (13-12005) Calculations Package Time: 08:59 AM ' Butler ManuftcWrft, System Generated . 41/0/0 , Wall: 3 Open Exposed to wind, Page: 44 of 46 , Panel Data Stitch -' Wall: 4 Open Wall/Roof" Type Thickness Finish- ,Color • Direction• Gable Dir Max. L4ength Cool Gray Stone -• System Generated Wall: 1 41/0/0 ' Open- Exposed to wind 26 Butler -Cote Cool Gray Stone System Generated I 41/0/0: oof B Wall: 26 Butler -Cote Cool Gray Stone, _ 1 Not Applicable 1 41/0/0 No Stitch t Roof A Hex CMC SDS, CMC SDM SDS, SDM Stitch t Fastener Data almoof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: 1 Not Applicable 2 ' Open Wall: 2 Not Applicable Canopy: 1 Butierib II Unpunched 26 Butler Cote . Cool Gray Stone System Generated Not Applicable 41/0/0 , Wall: 3 Open Exposed to wind, No Stitch -' Wall: 4 Open aU, 3 Not Applicable Canopy: 2 . Buderib II Unpunched 26 Butler -Cote Cool Gray Stone -• System Generated Not Applicable 41/0/0 ' Roof A Butlerib II Unpunched 26 Butler -Cote Cool Gray Stone System Generated Not Applicable 41/0/0: oof B Butlerib II U ched . 26 Butler -Cote Cool Gray Stone, System Generated 1 Not Applicable 1 41/0/0 Fastener Data almoof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: 1 Not Applicable Wall: 2 Not Applicable Canopy: 1 Hex CMC SDS, CMC SDM SDS, SDM Stitch Standard Option Yes None No No Stitch aU, 3 Not Applicable all•.4 - Not Applicable Canopy: 2 Hex CMC SDS, CMC SDM SDS, SDM Stitch Standard Option Yes None No No Stitch t Roof A Hex CMC SDS, CMC SDM SDS, SDM Stitch Standard Option Yes None No No Stitch oof B Hex CMC SDS, CMC SDM SDS, SDM Stitch Standard Option Yes None No No Stitch w .. •• •• BfJTLER Date: 7/5/2013.' • 210304 (13-12005) Calculations Package Time: 08:59 AM Birt1er Manufacturingr Page: 45 of 46 , ' t .t Appendiz 3 1. MBMA County Load Check S" S •=:County Nantes, W. -,,a. v% 11'• 42. ;.Tt (. 10 90 '0:449"•+ ;,,'OA ; 8 V, ?•12 ' letfersdn`, , 10. 90 Oi294 �0113 i8 71r; +Y12. 4:Jahrrpso6i 0`195::U:U84 =8 ! 11 i ;12 l afayal' te 4 ,• 101x; 90j 1;100.1 0:305' s7 1U' 12 Lm+sence ` ' F 10"r 90 0:603 0.260 :7 10- f 12 'Lie' 10 ; 90 T p.400 } 0:141 8 11= 12 ) Lm661n < r ; ' 1Qt 96. `0:183 40.080 `B 11 `112 ;til F3iuePr N , 10� 9C 0:2113 Or104t :8 11 X12 0:610 X0.190 ,a 10'; 112,Lonok'e± ,togeri .'t. , - • •• 40 . 90 ' ,0:240 - � U'101 <• •_8 11' x,12 ' Mt�disoa� c. ' 15590. ` 0'385, 0.1`40 8 10. X12 ' Maeaon'+i 5 90 0:178 0:07,8- .'8 11 ,12 PAilter 16;` 90•. 3;328 1;.255 7 f9;< `t2 ''MlssissIW. : w t 9p`•. 90� 0:114 0218 :`7 10_ 12 Momgg'.: 10,r 90 0:260 0.103, '8 111 X12 '•`M a• tYi... ` ► 10.' 90 0.2,38 0:097 8 11 12nNevacfa - ' ti 10 f 90 0:319 ; 0:121 a 11' r ,12 `NovR4n 10 90 0,263 0:104 `8 11; 12 i0uachI64-: l 101 9Q 0:422 0:142 '`8 A V 12. 7'0 ' 10'1. 90 0.744 ' b225 .'8 `10 ;12 • ' Phillip. 10'"• 90'• '0:233 ` :0_U95 � *a.1-14 }0884 12. Pike 3:144 ` ;7 410„ ;12 IPolnsetT , ' 10 ti 90 0;208 0 088 8 11, 12 '"Polk 10 90z 0.3485 '0.126, .'8. 11's - 12 Pope a 10'• 80 0:762 0228`12 ;:Phiine, 90.. 0:503 , 0'163'{� 12 Pulaski. • ja sot 0:944 0:259: ;7 !10' -12 Randolph; . 10''. 90 � 1.261 { 0_356 7 ' 10 # 12 SL Francis r t 4222 Eb 12 �1t ` s IQ 9Q 0 bid 8 11'` 3,12 ; 10.: 90 0,441 } 0.151 :8 104 12�y j ti 10 90, 0,2t4> °OA@i fa a1` ' 12 3ebasIltan, - 10 ; 901 0.188'.A:081 •80 8 .14-s �;y12Seir3er - 10 8Q ti 0.853 0 209 .7 1`0:186 10' 12 $t>arji 10'� 90" 0,594, :T 10•; Y12 Stono , ` 5,' 90 i 0.236 0`096' : g 11' 12 } Unloa± ' 10 9Q; 0:52$ i X0;167 .'8 10' t2 :VanBu►en,k 90 ' .'0.20$ Y 0.091 i8 1.1; x.12 Washrtgton y,; : 10 10Y 901 90 0.752 02 7 0,949„ '0 268 S7 10' 10: 92 12 }White rWood►utf ` - 10 90 t , x0.342 111 x'•12 :Yelp, { . •-; y CALIFORNIA • -0(2400) 85" 1:501 4;800, s4 ,;B:i; 8J12 };AAarat9d6". ' ± y �, GS :"0 1500 8S lad9 O:i28 -"4 r8' 6., '.Alpine , Butte: i' 85A 0:'533 f02.1.t .4 6< 18 ' {0(1640)` 0(1500}', 85 85-11 0 O.T32;� ' d;290 'g 1:500 a 0`600 4 jb ' 6 8J12 8 e avelas' `Colt�a '' Conire Costa;' • ; 5{306}; 85,ti 1:548 `0-756 4 Y6•'{ 16 .'Del �Barte' .. • File: 13-12005 Version.: 2013.1a ' Butler Manufacturing; a division of B1ueScope Buildings North America, Inc: } ' Date: 7/5/2013 Butler Manufacturing 210304 (13-12005) Calculations Package � Time: 08:59 AM . � •����� � Page: 46 of 46 2. Eave strut check - t, t:f t t, { ri•i t , t) 11- t r ,I , I + F. Ii=- t e • ,'4 �tt I� i. i ! '• i'J . t! �.� ' I .' 4 { 7 pj J III !' j I. 7 •+1 I tt !`{t J4 + i 1_ _'.�! 1'j' s I f�' 7 r j r.l t q +-r t,•i.; t 11 ,, , , {t rt r !-- ' 1 'll i;11` , `�tj'i t, 'i•i Y ; {'" ' 1 i 1.4 ILMI {afl. I :: _..�.:•;.� ` is �' I r J - t• ! + tt C 2 1.1 ' , Y Y` ; I I'. �. 1` tj! 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T'' r < ,..t tJ I: itj. �- a 15� k { � i II j f �=r (' t. , � (t'� , `I I {ky. c. � kit<j ��' i� ! fIa { i F 1 I f l I f: �• > r �} � rl 'I + - = I .#...', r f.., ! � T t 3 j 1 i•� I .{ i J �, t . � ,rl . ( t i ; � . l i it' fiC � r t t Air I r' ! , • � i(,'j t`y`..��.� / t /�.. 'N. t •� +t - �j 1 it t� � r < j e, I y,� I f F !�''! ; C 1 't l '1 d ' I � 1 1 I a L' (. �V]]'••.� �tYV:® ,. , L 7 �-t ', 1f� ', l.f ','�'( {{'a� � � �•-�; E j �;'_ >�- .r, �If.:{ �� fl- r.: • r a e..a,t.lrl rlJJL S Ji., ,..��:(..�,I.� {',-{ i 3i, ;•I:i i-�••tl'{ [.-r. %f �t I;t°I �'s'il t.. ta.k.tl. - . • ibl. �%x� �ri��• YiG�J� J �1(J1 YJ F� // I l `. I.�' `ir �, i -� 4; r '•� ' � t !. ! - I t 1 { � I t , ! 1 ' � r,f, � { } i I .�'! ; I T i. �!¢btriPplin�SSt�R � I' I t J � I '•jt �' j t �s` ( t I t 1. Y' 1 • �� I- i'' I ,��'i t.�..t t t ° } 1 tt 1 1 J �" � t '' tf ''�!� � 3'� Ij+ 11`a { v . Ia# �IJ' I� ; 1: t , .i i�•j+41 ' 1 ,rl Ji'I�) r 1 •�nc� �:x(nq' I i.�11w `43.e»�q$ 4C ,,:al!Ct�i.jl,$ ['t ;It '' i ` K!•]GC I J�� ! Pl1�.cz.W 1 �r,' ��r '�y�. rJ�' rc. 'k F V p, �} sDa r: J i + '' { ,L;! 1. - .i .T—• /'1 (, +7 i ,, r •, < <': t1 t t�•:;. I+ i j 1 I. '11 i`i•i`� t. .��'I I.1 i•iiTl"i I.3 {. .l,. a'i'i''•t,_ I-!. !'i 1.►. i't .,i..i. 1 i- Il t zr . File: 13-12005 Version: 2013. l a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. t 1 - sureEa 13~„ nutnMr a Date: 7/5/2013 210304 (13-12005) LOC Time: 08:57 AM Page: I of 2 Overall Width Overs" Len gi h T Contact: Jessica Hopper Project: Willedsen Name. North Valley Building System, Inc. Builder PO #: Address- 30 Seville Court Jobsite: 1376 Mesa Road City, State: Chico. California 95928' 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 shown below have been specified by contract and applied in accordance with the building code. 1754 1755 Loads and Codes Shape: Carport Shape Overall Width Overs" Len gi h T Floor Area (sq. ft.) I Wall Area fk (Sq. _) I Roof Area (Sq_ fl_) Max. Eave Height ni.,Eht av ii. t 2 � Max. Roof I Min. Roof Peak PitchI Pitch Height Collateral Gravfty:3.00 psf RoofCoveringt Second. Dead Load: 2.59 psf Roof Live Load: 20.00 psf Reducible carport 25/0/0 47/0/0 1 1175 1754 1755 1 12/00 121010 1.000:121 1.000:1 1110/8 Category: D Seismic Importance: 1.000 Loads and Codes Shape: Carport City: Durham County. Butte State: California Country: United States Building Code: 2610 California Building Standards Code Built Up: OSAISC - ASD Rainfall: 4.00 inches per, hour Based on Building Code: 2009 1 ' ntern2tional Building Code Cold Form: 07AISI - ASO 300.60 psi Concrete Building Use: Standard Occupancy Structure Dead and Collateral Loads Roof Live Land Collateral Gravfty:3.00 psf RoofCoveringt Second. Dead Load: 2.59 psf Roof Live Load: 20.00 psf Reducible Collateral uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf %Mnd Load Snow Load Seismic Load Wind Speed. 85.00 Fph Ground Snow Load. 0.00 psf Mapped Spectral Response - Ss:71.00 %g The'Low Rise' Method is Used Flat Roof Snow 0.00 psf Wind Exposure` (Factor): r CW.W) i Design Snoiv 0.00 MappW Spectral Response - SI:27.00 %g Seismic Design (Sloped): psf Pans Wind ExilOSV. 0.944 i Rain Surcharge: 0.00 i��WJ7 Category: D Seismic Importance: 1.000 Wind Enclosure; Froe'koof- Exposure Category (Factor): Partially Expos6d I Framing Fundamental Period: 01115 - I * %. I d (1.00) Wind Impornince Faictor:' 1'.060- Show Importance: 1.000 Bracing Fundamental Period*: 0.1331 Topographic Factor.'I.0.000 Thermal Category (Factor): Unheated (1.20) Framing R -Factor. 3.5000 Ground/ RoofConveision: 0.70 Bmcing R -Factor: 3.2500 NOT Windbome Debri.i Regi5n % Snow Used in Seismic:, 0.00 Soil Profile Type: Stiff soil (D, 4) Base Elevation: 0/0/0 Seismic Snow Load: 0.00 psf Diaphragm Condition: Flexible Primary Zone Strip Width: 1216/4 Obstructed or Not Slippery Frame Redundancy Factor. 1.3000 Parts/ Portions Zone Strip Width: 3/0/0 BUTTE, Brace Redundancy Factor. 1.3000 Basic Wind Pressure: 13.35 psrC OUNTY Frame Seismic Factor (Cs): 6.1666 x W Brace Seismic Factor (Cs): 0.1794 x W MAR 0 4 2015 -Design Spectral Response - SdI: 0.3348 Design Spectral Response - S& 0.5831 DEVELOPMENT SERVICES Building design loads and governing building code is provided by the Builder and is not validated by Butler Manufacturing, a division ofBIucScopc 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. The design of this building is in accordance with Butler Manufacturing, a division offflueScope Buildings North America,- Inc. design Practices which have been established based upon pertinent procedures and re'Lornmendations ofthe S(andarils listed in the Building Code or later editions. PERMIT # BU7,E COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE B Fi1c. 13-120015 Version: 2013.1 a Butler Mantifitcatring,a division Of BItICSCOPC BtAildings 640il1i America, Inc. 'CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX:209-966-4744 SHEET OF��7 JOB NO. I3Z DATE: - lzov►� Z� � �.1�-�--rte nvu j 0 [U13 65�b ; L- � 'me- �- �o ce; BUTTE ` COUNTY MAR 0 4 2015 DEVELOPMENT r 'SSE' RVICEES" PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES �h 3 REVIEWED FOR p CODEC MPLIANCE DATE 1 1 BY �" I Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.6599 Longitude = -121.75560000000002 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data'. -are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 0.582 (Ss, Site Class B) 1-..0-0..22.4_(S1-,-Site-Class-B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.6599 Longitude = -121.75560000000002 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.335 ,Fv = 1.953 Period Sa (sec) , (g) 0.2 0.777 (SMs, Site Class D) 1.0 0.437 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.6599 Longitude = -121.75560000000002 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.335 ,Fv = 1.953 Period Sa (sec) (g) 0.2 0.518 (SDs, Site Class D) 1.0 0.291 (SD1, Site Class D) 61 <TLER Date: 7/5/2013 Butter manu,—tu„na 210304 (13-12005) Calculations Package Time: 08:59 AM Page: 8 of 46 M L dT_n" 1, <+> 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 yq not be relocated without consulting the budding supplier's engmeer. File: 13-12005 Version: 2013.1 a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 1l BUTLER Date: 7/5/2013 Butter . Manufacturing 210304 (13-12005) Calculations Package Time:08:59 AM Page: 26 of 46 Boundary Condition Summary Member I 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 4 25/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 25/0/0 12/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 10002 0/0/0 12/0/0 Yes Yes Yes 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 X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1-B 8 X 13 0.375 4-0.750 100'-0" Exterior Column 25/0/0 1-A 8 X 13 0.375 4-0.750 100'-01, Load Hrz Right ----L-oad-T- -Desc. - -Hx-- ---V - --Rx-- --V - -- --- Vrt Down D Frm 0.2 1.1 -0.2 1.1 (-Hx) CG Frm 0.2 0.9 -0.2 0.9 Case (-Vy) L> Frm 0.8 5.1 -0.8 5.1 Case <L Frm 0.8 5.1 -0.8 5.1 k ASL^ Frm 1.1 3.6 -1.1 3.6 in -k ^ASL Frm -0.3 1.5 0.3 1.5 - W 1> Frm 0.3 3.5 -0.6 1.6. 23 <W 1 Frm 0.6 1.6 -0.3 3.5 3 1.4 W2> Frm -0.2 -3.1 0.5 -LO 20 8.5 <W2 Frm -0.5 -1.0 0.2 -3.1 W3> Frm -0.5 -2.5 0.5 -2.5 <W4 Frm 0.4 2.4 -0.4 2.4 MW Frm - - - - MW Frm 0.6 0.5 1.4 -0.5 MW Frm - - - - MW Frm -1.4 -0.5 -0.6 0.5 CU Frm - L Frm 0.8 5.l -0.8 5.1 E> Frm -0.4 -0.4 -0.4 0.4 EG+ Frim 0.1 0.3 -0.1 0.3 <E Frm 0.4 0.4 0.4 -0.4 EG- Frm -0.1 -0.3 0.1 -0.3 Maximum Combined Reactions Summary with Factored Loads'- Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method 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 I (-Hz) Case i (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) k) k k k k in -k) in -k 0/0/0 I -B 1.4 16 1.4 3 2.4 19 8.5 23 25/0/0 I -A 1.4 3 1.4 l4 2.4 20 8.5 24 File: 13-12005 Version: 2013.1 a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 61 BUTLER Date: 7/5/2013 Butler Manufacturing 210304 (13-12005) Calculations Package Time: 08:59 AM Page: 32 of 46 Frame Member Sizes Mem. No. Fig Width in. Fig Thk in. Web Thk it Depthl in. Depth2 in. Length (ft) Weight (p) Fig Fy (ksi Web Fy ksi Splice Jt.I Codes A.2 Shape 10001 5.00 0.1345 0.1345 10.00 10.00 3.80 53.6 55.00 55.00 SS SS 3P 10002 5.00 0.1345 0.1345 10.00 10.00 3.80 53.6 55.00 55.00 SS SS 3P 1 5.00 0.2500 0.1345 12.00 12.00 11.18 173.9 55.00 55.00 BP KN 3P 2 5.00 0.1875 0.1345 11.75 9.00 12.41 141.5 55.00 55.00 KN SP 3P 3 5.00 0.1875 0.1345 9.00 11.75 12.41 141.5 55.00 55.00 SP KN 3P 4 5.00 0.2500 0.1345 12.00 12.00 11.18 173.91 55.00 55.00 BP KN 3P Total Frame Weight = 738.0 (p) (Includes all plates) Boundary Condition Summary Member I X -Loc I 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 4 25/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 25/0/0 12/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 10002 0/0/0 12/0/0 Yes Yes I Yes 0/0/0 0/0/0 0.0000 Values'shown-are-resisting-forces-ofthe-foundation--- Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross 2 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exte ' Column 0/0/0 2-13 8 X . 75 \. 4-0.750 100'-011 Exterior Column 25/0/0 2-A 8 X 13 0.375 4-0.750 1001-011 Load Hrz Right Load Load Type Desc. Hx Hz vy Hx Hz I V Load Mom cw Load D Frm 0.3 1.6 -0.3 Case 1.6 Case (-Hz) Case CG Frm 0.3 1.4 -0.3 Case 1.4 Case (Ma) Case L> Frm 0.7 5.4 -0.7 5.4 k) <L Frm 0.7 5.4 -0.7 5.4 .M 2-B ASL^ Frm 1.1 3.6 -Ll 53 3.6 63 2.9 19 ^ASL Frm -0.4 1.8 0.4 1.8 2-A 1.7 23 W 1> Frm 0.4 4.4 -0.8 63 2.0 20 10.5 1 24 <W 1 W2> Frm Frm 0.8 -0.3 2.0 -3.9 -0.4 0.7 4.4 -1.3 J\ <W2 Frm -0.7 -1.3 0.3 -3.9 W3> Frm -0.5 -2.7 0.5 -2.7 <W4 Fnn 0.4 2.4 -0.4 2.4 - MW Frm - - - - - MW Frm 0.9 0.8 2.1 -0.8 MW Frm - - - - MW Frm -2.1 -0.8 -0.9 0.8 - - CU Frm - - - - L Frm 0.7 5.4 -0.7 5.4 - F> Frm -0.5 -0.5 -0.5 0.5 EG+ Frm 0.1 0.4 -0.1 0.4 <E Frm 0.5 0.5 0.5 -0.5 EG- Frm -0.1 -0.4 0.1 -0.4 MWB Brc 0.0 -0.4 -0.5 -0.0 -0.4 -0.5 MWB Brc - - - - - - MWB Brc -0.0 -0.4 0.5 0.0 -0.4 0.5 MWB Brc - - - - - - EB> Brc 0.0 -0.5 -0.7 -0.0 -0.6 -0.8 <EB Brc 1 -0.0 0.6 0.7 0.0 0.5 0.7 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method X -Loc Grid Hrz left Load Hrz Right Load HrzIn Load HrzOut Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Ma) Case (Ma) Case k) k k) k) k) k) in -k) in -k) 0/0/0 2-B 2.1 16 1 1.7 24 0.9 53 1.0 63 2.9 19 10.51 23 25/0/0 2-A 1.7 23 2.1 14 1.0 53 1.0 63 2.9 20 10.5 1 24 File: 13-12005 Version: 2013.1a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 7/5/2013 Butler Manufacturing 210304 (13-12005) Calculations Package . Time: 08:59 AM Page: 38 of 46 Frame Member Sizes Mem. No. Fig Width in Fig Thk in Web Thk in. Depthl in.) Depth2 in.) Length ft) Weight (p) Fig Fy (ksi Web Fy ksi Splice Jt.l Codes dt.2 Shape 10001 5.00 0.1345 0.1345 10.00 10.00 3.80 53.6 55.00 55.00 SS SS 3P 10002 5.00 0.1345 0.1345 10.00 10.00 3.80 53.6 55.00 55.00 SS SS 3P 1 5.00 0.2500 0.1345 12.00 12.00 11.18 171.7 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 11.75 9.00 12.41 119.0 55.00 55.00 KN SP 3P 3 5.00 0.1345 0.1345 9.00 11.75 12.41 119.0 55.00 55.00 SP KN 3P 4 5.00 0.2500 0.1345 12.00 12.00 11.18 171.71 55.00 55.00 BP KN 3P Total Frame Weight = 688.7 (p) (Includes all plates) Boundary Condition Summary Member I X -Loc Y -Loc Supp. X I Supp. Y I Moment I 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 4 25/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10001 25/0/0 12/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 10002 0/0/0 12/0/0 Yes Yes Yes 0/0/0 0/0/0 0.0000 -Values shown are resisting foices 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 X -Loc 0/0/0 Gridl -Grid2 3-13 Base Plate W x L (in.) 8 X 13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-0" Exterior Column 25/0/0 3-A 8 X 13 0.375 4-0.750 100'-0" Hrz left Load Type Desc. Hx Hz I Vy Hx Hz I V Uplift D Frm 0.1 Load 0.9 -0.1 Mom ccw 0.9 CG Frm 0.1 Case 0.6 -0.1 (-Hz) 0.6 (Hz)Case L> Frm 0.7 Case 3.8 -0.7 (-Mzz) 3.8 (Mzz) <L Frm 0.7 3.8 -0.7 k) 3.8 k) ASL^ Frm 0.9 2.9 -0.9 k) 2.9 in -k) ^ASL Frm -0.2 1.0 0.2 0.8- LO 1.2 W I> Frm 0.2 53 2.3 -0.4 1.5 1.1 6.1 <W 1 Frm 0.4 1.1 -0.2 25/0/0 2.3 1.2_3_ W2> Frm -0.2 14 -2.1 0.4 1.0 -0.7 1.5 <W2 Frm -0.4 24 -0.7 0.2 -2.1 W3> Frm -0.3 -1.8 0.3 -1.8 <W4 Frm 0.3 1.7 -0.3 1.7 MW Frm - - - - MW Frm 0.3 0.3 0.8 -0.3 MW Frm - - - - MW Frm -0.8 -0.3 -0.3 0.3 CU Frm - - - - L Frm 0.7 3.8 -0.7 3.8 F> Frm -0.3 -0.3 -0.3 0.3 EG+ Frm 0.0 0.2 -0.0 0.2 <E Frm 0.3 0.3 0.3 -0.3 EG- Frm -0.0 -0.2 0.0 -0.2 MWB Brc -0.0 -0.4 0.5 0.0 -0.4 0.5 MWB Brc - - - - - - MWB Brc 0.0 -0.4 -0.5 -0.0 -0.4 -0.5 MWB Brc - - - - - - EB> Brc -0.0 -0.5 0.7 0.0 -0.6 0.7 <EB Brc 1 0.0 0.6 -0.8 1 -0.0 0.5 -0.7 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions based on 2nd order structural analysis using the Direct Analysis Method X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Loadl Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz)Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) k) k) k) k) k) in -k) in -k 0/0/0 3-B 0.8- 16 1.2 3 1.0 . 53 1.0 63 - 1.5 19 6.1 23 25/0/0 3-A 1.2_3_ 0.8 14 1.0 53 1.0 63 1.5 ZO 6.1 24 File: 13-12005 Version: 2013.1a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 SHEET_ 7OF JOB NO. 11"P52.0 DATE: W I t.f I it .4C-fA r�-.G ovz� �-=1.gj_L ALP- �,Tl . _ - + Ea 0.60 "* 000':*+ 440.60--1 f- 0.901':' MAX Hx • ' - Eb -0.60 0.00 1" 't,'0.60 -7 .rA-0:90`.*c: MIN Hx , •. Ec 4o-0.00'1'"!'", 0.60 .'Zom'"-t:•`0.70:t`t' MAX Ht ' r, } Ed "' 0.00'1`.:x+: -0.50 .IIA 0.50'-!--0;7041' MINHt `y Ee 1+1"•0.60M^'''�0.000Y' 0.60 u': -0.901q. MAXH "+t Ef _ 0407-'� x'0,00,=- 0.40 'S:: '0'1(P, 7 MIN a - E is�w,k 0.60."§-�' +O.00.:RH arg0.604 0.90 MAXV 3; Eh -0.60 'sL J i 0.'00' -'•*`O:bO+a' -0.90 MIN - 1 - ' r •. • t Ht MIN MAX ' { ' MAX W O ?.Rs MIN W D ' - ADJUSTED x 0.87 • We 0.78• lt` 0:001 0:78 w-; <t 0.70 MAX Hx - _ Wb 1.83 " + 0.G0 +1+183 -� -�'-:0:70-'x' MIN Hx - We •035 i-..: 0.00 , 03S + -- 3:83:x•' _ MAX H, 133% • 1 '+0:00:^? -0.35 ;x10.35,1 11.444:M MIN Ht .x. 1:13'+'+.' �k 0.00 iv I' 4' 1:131:1! 8. - . MAX H . • _ SHEET OF *p'X.O:OO:;m:� �Vsi,'0:00.9s•:. 0.00 CRANDALL ENGINEERING 0.60+H+Wh` - Wg Date: 41502.68 MAX V , • Wh "' '0:20r.L.".. '•j "'10.00;'!13 N 0,26".±t -3.39 108 NO: 13032 4958 POOIDERO8A WAV - T .. W. -• - + ' P.O. BOX T24 - r �' - •MIOPINE9. CA 98946 • • 1 ! PHONE 209-968-4844 PAR: 209-969-4744 . • .. • - ----- - ----- ---- RIGID FRAME ON ISOLATED OR TIED PIER w + 1 MANUFACTURER: BUTLER •. .. - - - , ` BUILDING NO: 13-12005 _ r1 BUILDING UNE: 28 CLIENT: NVBS _. LOCATION: DURHAM (BUTTE CO), CA , 108 NO: 13032' • - + , 1 _ • - ` , I CRITICAL SERVICE LOADS + ` ` • + METAL BUILDING LOAD REACTIONS PER MANUFACTURER WIND ADJUST= 0.870 - + f 1 a 0.5 1.0 ASSEMBLY, 0.5 OTHER + - Hx Ht V . , + Seismic SOS- 0.613 - DEAD LOAD D .30 1.60 i'L + - Or = 2.5 FOR ANCHOR DESIGN - a P.- 1.3 • Hx Hx HxiHt V • - COLLATERAL LOADS - - .30 1.40- Gravity D 0.60 0.00 .0.60 3.00 . ] L.r Uplift Do 0.30 0.00 1 0.30 1.60 ' 30.00 MATERIALlum H H 0.00 0.00 0.00 ' + - • uvE Loao L ^- L a.o0 a.Go 0.00 .0.00 • • ROOF LOAD V .70 Lr -:5.40 5.40 0.70 0.00 0.70 ` SNOW LOADS S r - 51 - d 1 52E Sa 0.00 ;xu OOO as+ !3000 x MO.00 M� MAX Hx H • - �• S3 Sb 0.00 '[.a.000 •a; ^x-000 ?++O:OO.f`x MIN Hx - - "`� 7 54 - Sc,:. 000..rr. .4. 000:•++:%x0.00:;.1 0.00 MAXV SS - _ Sd `'0.001 0.00 MINV + T _ - + Ea 0.60 "* 000':*+ 440.60--1 f- 0.901':' MAX Hx • ' - Eb -0.60 0.00 1" 't,'0.60 -7 .rA-0:90`.*c: MIN Hx , •. Ec 4o-0.00'1'"!'", 0.60 .'Zom'"-t:•`0.70:t`t' MAX Ht ' r, } Ed "' 0.00'1`.:x+: -0.50 .IIA 0.50'-!--0;7041' MINHt `y Ee 1+1"•0.60M^'''�0.000Y' 0.60 u': -0.901q. MAXH "+t Ef _ 0407-'� x'0,00,=- 0.40 'S:: '0'1(P, 7 MIN a - E is�w,k 0.60."§-�' +O.00.:RH arg0.604 0.90 MAXV 3; Eh -0.60 'sL J i 0.'00' -'•*`O:bO+a' -0.90 MIN - 1 - ' r •. • t Ht MIN MAX ' { ' MAX W O ?.Rs MIN W D ' - ADJUSTED x 0.87 • We 0.78• lt` 0:001 0:78 w-; <t 0.70 MAX Hx - _ Wb 1.83 " + 0.G0 +1+183 -� -�'-:0:70-'x' MIN Hx - We •035 i-..: 0.00 , 03S + -- 3:83:x•' _ MAX H, 133% Wd '+0:00:^? -0.35 ;x10.35,1 11.444:M MIN Ht .x. 1:13'+'+.' �k 0.00 iv I' 4' 1:131:1! 8. We 383 '✓x 0.00: 1.83 4-':0:70:1 MAX H . • _ Wf *p'X.O:OO:;m:� �Vsi,'0:00.9s•:. 0.00 - MIN - 0.60+H+Wh` - Wg 0.35-x? ` 1 035-`r 3.83 MAX V , - Wh "' '0:20r.L.".. '•j "'10.00;'!13 N 0,26".±t -3.39 MIN ., _ - + Ea 0.60 "* 000':*+ 440.60--1 f- 0.901':' MAX Hx • ' - Eb -0.60 0.00 1" 't,'0.60 -7 .rA-0:90`.*c: MIN Hx , •. Ec 4o-0.00'1'"!'", 0.60 .'Zom'"-t:•`0.70:t`t' MAX Ht ' r, } Ed "' 0.00'1`.:x+: -0.50 .IIA 0.50'-!--0;7041' MINHt `y Ee 1+1"•0.60M^'''�0.000Y' 0.60 u': -0.901q. MAXH "+t Ef _ 0407-'� x'0,00,=- 0.40 'S:: '0'1(P, 7 MIN a - E is�w,k 0.60."§-�' +O.00.:RH arg0.604 0.90 MAXV 3; Eh -0.60 'sL J i 0.'00' -'•*`O:bO+a' -0.90 MIN - 1 - ' r •. • t Ht MIN MAX ' { ' MAX W O ?.Rs MIN W D •- MAX W/ Do • .-. MIN W1 Do - VMIN MAX • MAX W/ 09 3.be 143 F`r <. 0.00"i!;'`rId. 43'1 10.35 D+ H+ 0.75Wc r0.75L+ 0.75 Lr 231 133% • •. -- �, MIN W/ DR r; 6.06 0.00w Ari.0.06. 3!. . 0 I 0.6D+H+Wh 316 133% T { - MAX W/00 .x. 1:13'+'+.' �k 0.00 iv I' 4' 1:131:1! 8. D+ H+ 0.75Wc40.75L+0.75 Lr 231 133% - MIN W/ Do :vA.0:12?=7:"0.00;0: :40:12y"L •.94 0.60+H+Wh` - 316 133% - . CRANDALL ENGINEERING Sheet 'I of P.O. Box 124 Midpines, CA 95345 Job No.jZ Phone:. (209) 966-4844 Fax: (209) 966-4744 NONCONSTRAINED POLE FOUNDATION PER CBC SECTION 187.3.2.1 ESTIMATE FOUNDATION: MINIMUM DEPTH tip: 2 ft. FOOTING B ==in. TRIAL INCREMENT fir. s _ in. LATERAL SOIL PRESSURE: BASE VALUE: ADJUST FOR DURATION OF LOAD: ALLOW 1/2" MOTION: N :." (Y or N) DESIGN VALUE: 200 pcf APPLIED FORCE: P = raga lbs. @ H = =ft. D -d D S1 A d -14.82 2.00 133.33 15.80 16.82 -11.15 2.50 166.67 12.64 13.65 -8.53 3.00 200.00 10.53 11.53 -6.51 3.50 233.33 9.03 10.01 -4.87 4.00 266.67 7.90 8.87 -3.48 4.50 300.00 7.02 7.98 -2.27 5.00 333.33 6.32 7.27 -1.18 5.50 366.67 5.74 6.68 -0.19 6.00 400.00 5.27 6.19 0.72 6.50 433.33 4.86 5.78 1.58 7.00 466.67 4.51 5.42 2.39 7.50 5_00.00 4.21 5.11 3.16 8.00 533.33 3.95 4.84 3.90 8.50 566.67 3.72 4.60 4.62 9.00 600.00 3.51 4.38 5.31 9.50 633.33 3.33 4.19 5.98 10.00 666.67 3.16 4.02 6.64 10.50 700.00 3.01 3.86 7.29 11.00 733.33 2.87 3.71 7.92 11.50 766.67 2.75 3.58 8.54 12.00 800.00 2.63 3.46 9.15 12.50 833.33 2.53 3.35 9.75 13.00 866.67 2.43 3.25 10.35 13.50 900.00 2.34 3.15 10.94 14.00 933.33 2.26 3.06 11.52 14.50 966.67 2.18 2.98 12.10 15.00 1000.00 2.11 2.90 12.68 15.50 1033.33 2.04 2.82 13.24 16.00 1066.67 1.97 2.76 13.81 16.50 1100.00 1.91 2.69 14.37 17.00 1133.33 1.86 2.63 2. Backfill around post shall be either 2000 psi concrete or fully tamped sand per UBC Section 1806.7.3. 3. Lateral soil pressure shall be chosen from UBC Table 18-1-A or from soils report. Values from table may be doubled when structure will not be adversely affected by 1/2" motion at ground surface. 08:52:08 AM 16 -Aug -13 MINIMUM DEPTH = 6.00 ft. 1. Footing dimension 'B' is either diameter of round post or footing or diagonal dimension of square post or footing. 2. Backfill around post shall be either 2000 psi concrete or fully tamped sand per UBC Section 1806.7.3. 3. Lateral soil pressure shall be chosen from UBC Table 18-1-A or from soils report. Values from table may be doubled when structure will not be adversely affected by 1/2" motion at ground surface. 08:52:08 AM 16 -Aug -13 `CRANDALL ENGINEERING SHEET I® of 4958 PONDEROSA WAY JOB NO: P.O. BOX 124 MIDPINES, CA 95345 DATE: PNONE:209-966-4844 FAX: 209-966-4744 c� LIPL4FT 5=-n"4p W T = IPA 4 44-11, 60 AJV Ho \ l � ...................................................................................... CRANDALL ENGINEERING 4958 PONDEROSA WAY PA BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4644 FAX: 209-966-4744 PROJECT: WILLADSEN CARPORT MEMBER: WHITMORE BLOCK FOR FOOTING MATERIALS: CONCRETE Fc = 2500 PSI STEELFy= 40000 PSI FACTORED MOMENTS + Mu = 3.09 K -FT -Mu = 0.00 K -FT b = 0.85 OK 6 = 0.90 SHEET: �` OF JOB NO: I �Z- ESTIMATE SECTION: WIDTH = 19.20 IN DEPTH = 19.20 IN +M COVER (BOTTOM) = 2 IN D+= 16.58 IN -MCOVER (TOP) = 2 IN D-= 16.58 IN POSITIVE BENDING: MIN = 200/Fy = 0.0050 As = 1.59 MAX = 0.75 Pb = 0.0232 As = 7.38 # OF REINFORCING BARS TO USE = 3.00 #4 As = 0.60 SQ. IN T= As x fy = 24 K a=T/.85xfcxb= 0.59 IN Mr =T x (D- a/2) _ 32.56 K -FT Mr= 29.31 K -FT = PROVIDED MOMENT CAPACITY REQ'D Mu = 3.09 K -FT l?I>>>»»r>»s ............................... NEGATIVE BENDING: MIN = 200/Fy= 0.0050 As = 1.59 MAX = 0.75 Pb = 0.0232 As = 7.38 # OF - REINFORCING BARS TO USE = 0.67 #4 As = 0.13 SQ. IN T= As x fy = 5.336 K a=T/.85xfcx b= 13 IN Mr=Tx(D-a/2)= 7.34 Mr= 6. K-FT=PROVI D�MOMENTCAPACITY REQ'D Mu = 00 K FT)EEEEi;i ii:'>?i; STURRUPS /TIES = #3 POSITIVE REINFORCING = #4 NEGATIVE REINFORCING = #4 LRFD ANCHORAGE DESIGN � L I FORCES TO ANCHORS MIN/MAX Hi ":q:I 11 %r;? -Hs i ,4 H:i4Hi 4 9lkiR,4'v ?F l LOAD CASE IAX W1 Dg 2.S6 440.0(.1"C"E�2:56:JY,: �=r;12.88-W� 1.2D+1.6Lr+O.BWa aIN W1 D -2.82 X.U:00:"-,`"+ *�2:82'Ad'+c:ib: 1:42:''x`*+ - 0.9D+1.6Wb+1.6H IAXW Do 2.20 '..@.i:0.00:*''`=+Y41>2.20."";:� 41r.",11:20 -L;" 1.213+1.6Lr+0.8Wa AIN W Do .3.09 ;"1'F0.00& 1303:09 W ? "+0:16 -'" 0.90+1.6Wb+1.6H V MIN MA% MAXW 0 W12A6'k?.;V6:06-C, 15.76 1 1.213+ 1.6Lr+ 0.8Wc 14 MIN W/ D 3.`O.O6i'w""'.5"=0.00 �: "�?O.Obn -3.S4 0.90+1.6Wh+1.611 131 MAX W/ Do i4" 280W4?'S.0.00 1..:ZU8014.08 1.20+1.6Lr+0.8Wc 14 MIN W/ Do J',.,-021 -, F;Z+0.00 C :6.21;7'. -4.80 0.90+1.6Wh+1.6H 131 SOC"C'ORABOVE _Y' SHEET `LOF_ Date: - 8/16/13 JOBNO:, 13032 RF ISO 3/4 T �r_ 1 BOLT HEAOTYPES 0 NONE(L-BOLT) 1 SQUARE HEAD 2 HEAVY SQUARE 3 HEX HEAD 4 HEAVY HEX SHEAR ANGLE AREA: 0 SQ. IN. CONCRETE Hsa= 0.00 STEEL Hsa = 0.00 A) TENSION ON BOLT GROUP ' 1) STEEL STRENGTH ).bNn) 0.0-75 =0.75 ¢1453 = 43587 Ib 43.59 K 2) CONCRETE BREAKOUT dI= 0.75 EDGE ADJUSTED hef= 6.00 IN 1.5 X hef= 9 IN BLOCK 8= 23 IN BLOCK D= 23 IN A� a 529 SO, IN. A_ = 324 SQ IN. A�-n ANco i'p OK Wec,N= 1.00 CONCENTRIC CONNECTION Wed,N: a,min= 9 IN 1.5 X hef= 15 IN Wed,N = 0.88 WGN = 1.00 CONCRETE LIKELY TO CRACK Wcp,N : 1.00 CAST IN PLACE ANCHORS Nb- 17636 Ib kc= 24 FOR CIP ONcbg= 14254 Ib = 14.25 K 3) CONCRETE PULLOUT 0.70 Wc,P = 1.00 CONCRETE LIKELY TO CRACK - Np: eh= 2.250 AK= 425.50 SO. IN. FOR L -BOLTS Np - 3796.9 FOR HEADED BOLTS Np - 0.0 (bNpn = 7973 Ib n 7.97 K 4) CONCRETE SIDE -FACE BLOWOUT _ W.ed,V = 0.90 FOR L -BOLTS lbNsb= N/A NOR HEADED BOLTS: 0.4 hef- 4.00 IN 26.61 m,min - 9 IN GOVERNING IPVnx= .bNsb - N/A B) SHEAR ON BOLT GROUP c�Vcbg= 12.22 K 1) STEEL SHEAR 4,= 0.65 .bNsa = 22665 Ib 22.67 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE cat = Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V= 1.25 CONCRETE LIKELY TO CRACK HI DIRECTION c,s= 9.00 OR 1.5 Xc,t= 13.50 2.20 GOVERNS: 9.00 Ak= 371.25 SO. IN. A_= 364.50 SOL IN. Ay, c= n AVW MrIlK W,ed,V =_O.90_ HI SINGLE ANCHOR SHEAR STRENGTH le- 6.00 IN Vb- 12405 Ib = 12.40 K epVcbg- 10.66 K GROUP (bVcbg- 15.99 K 3) BREAKOUT FOR ANCHOR GROUP 0.00 HI DIRECTION d,t= 14.00 OK SI = 9.00 0.79 1.5 X 2,t = 21.00 0.00 GOVERNS: 9.00 A, - 490.00 SO, IN. A_- 882.00 SQ. IN. - - A, -n AVm r1j K Wed,V - 0.83 HI SINGLE ANCHOR SHEAR STRENGTH , • � le= , 6.00 IN Vb- 24066 Ib 24.07 K GROUP coVcbg- 10.39 K 4) BLOWOUT FOR ANCHOR GROUP 0.00 FOR L-80LTS ¢Nsb - N/A HOR HEADED BOLTS: 0.4 hef= 4.00 IN 1.50 r ,min= 9 IN 0.19 ,bNsb= N/A 5) PRYOUT STRENGTH FOR GROUP dt= 0.70 kcp = 2.00 0.00 Ncbg- 19005 LB SEE TENSION ABOVE -¢Vcpg= 26607 Ib 26.61 K TENSION SUMMARY: 0.00 STEEL STRENGTH �bNsa - 43.59 0.00 EMBEDMENT STRENGTH - BREAKOUT: dbNrbg- 14.25 0.00 0.00 EMBEDMENT STRENGTH - PULLOUT: oNpn= 7.97 -2.82 0.00 EMBEDMENT STRENGTH - BLOWOUT: ONsb= N/A 0.00 0.00 GOVERNING (oNn- 7.97 K C) INTERACTION 0.00 0.2 ONn- 1.59 K 0.2.�Vnx= 2.08 K 0.2,�Vny- 2.08 K SHEET \%-# OF np Date: 8/16/13 JOB NO: 13032 RF ISO 4/4 = 0.75 H2 DIRECTION 4t= 9.00 1.5Xc,t= 13.50 GOVERNS: 9.00 AK= 425.50 SO. IN. 4,Vcbg= 15.99 A-- 364.50 SO, IN. BREKOUT FOR FULL GROUP AK c= n AV=' 10.39 _ W.ed,V = 0.90 OVsb- N/A N/A J H2 SINGLE ANCHOR SHEAR STRENGTH 26.61 le- 6.00 - IN GOVERNING IPVnx= - Vb- 12405 Ib 12.40 K c�Vcbg= 12.22 K 10.39 K GROUP dtVcbg- 36.65. K -2.82 H2 DIRECTION c,t= 14.00 cat = 9.00 1.5Xc,1= 21.00 GOVERNS: 9.00 A, - 490.00 SQ, IN. OR A_= 882.00 SQ, IN. 2.20 0.00 0.00 Wed,V = 0.83 0.00 H2 SINGLE ANCHOR SHEAR STRENGTH 0.21 le= 6.00-- IN 0.00 Vb= 24066 Ib = 24.07 K GROUP OVcbg- 10.39 K -3.09 SHEARSUMMARY: I Hi H2 STEEL STRENGTH c tWa - 22.67 22.67 BREAKOUT FOR ANCHORS NEAREST EDGE 4,Vcbg= 15.99 36.65 BREKOUT FOR FULL GROUP OVcbg- 10.39 10.39 EMBEDMENT STRENGTH - BLOWOUT: OVsb- N/A N/A EMBEDMENT STRENGTH - PRYOUT V 26.61 26.61 0.00 GOVERNING IPVnx= 10.39 K 0.00 GOVERNING oVny= 10.39 K LOAD CASE Vx Vy Nu Vx/0.2(tVnx V /0.2 Vn Nu/0.2 Nn Vux/ Vnx Vu / Vn Nu/ Nn F <1.27 1.20+1.6Lr+0.8Wa 2.56 0.00 0.00 .1.23 0.00 0.00 0.25 0.00 0.00 0.25 OK 0.9D+1.6Wb+1.6H -2.82 0.00 0.00 1.36 0.00 0.00 0.27 0.00 0.00 0.27 OR 1.20+1.6Lr+0.8Wa 2.20 0.00 0.00 1.06 0.00 0.00 0.21 0.00 0.00 0.21 OK 0.9D + 1.6Wb + 1.6H -3.09 0.00 0.00 1.49 0.00 0.00 0.30 0.00 0.00 0.30 OK 1.2+0.25DSD+O. Ec+fl L+0.2S 0.79 1.50 0.00 0.38 0.72 0.00. 0.00 0.00 0.00 0.00 OK 1.2+0.2505 D+0. Ed+fl L+0.25 0.79 4.25 0.00 0.38 0.60 0.00 0.00 0.00 0.00 0.00 OK 1.2+0.2SDSD+ O. Ec+ f1 L+0.2S 0.40 1.50 0.00 0.19 0.72 0.00 0.00 0.00 0.00 0.00 OK 1.2+0.2SDSD+0. Ed+fl L+0.2S 0.40 -1.25 1 0.00 0.19 0.60 0.00 0.00 1 0.00 0.00 0.00 OK 0.9D+1.6Wb+1.6H -2.82 0.00 0.00 1.36 0.00 0.00 0.27 0.00 0.00 0.27 OK 0.91) + 1.OEb + 1.6H -0.06 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.90+1.6Wb+1.6H -3.09 0.00 0.00 1.49 0.00 0.00 0.30 0.00 0.00 0.30 OK 1.21)+L+ 1.OEf+0.2Sa -0.04 0.00 0.00 0.02 0.00 0.00 0.00 0.00 -0.00 0.00 OR 1.20+ 1.6Lr+ 0.8Wc 2.16 0.00 0.00 1.04 0.00 0.00 0.21 0.00 0.00 0.21 OK 0.91)+1.6Wh+1.6H 0.06 0.00 3.54 0.03 0.00 2.22 0.00 0.00 0.44 0.44 OK 1.20+1.6U+0.8Wc 1.80 0.00 0.00 0.87 0.00 0.00 0.00 0.00 0.00 0.00 OK OAD + 1.6Wh + 1.6H -0.21 0.00 4.80 0.10 0.00 3.01 0.00 0.00 0.60 0.60 OK APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION CERTIFICATE OF BOLTING INSPECTION Date: 9/25/13 Project: Willadsen Carport.I BUTTE COUNTY Client: NUBS #30 Seville Court Chico, CA 95928 Inspector: B. Forsythe MAR 042015 DEVELOPMENT SERVICES Bolt Size Req'd Tension Test Torque Turn of the Nut Impact Test in dia) (Ibs) (ft -lbs turn past snug) (set) 3/4" 28,000+5% 360- n/a n/a DESCRIPTION OF WORK Arrived at the jobsite at 1500 hours to perform special inspection of high strength bolting at the Carport Structure. Before tightening the bolts we verified that the materials used in this assembly were in conformance with the requirements of section 2 (Bolts, Nuts, Washers and Paint) and section 3 (Bolted Parts) of the RCSC Specifications. The bolts used in this structure are %" diameter A325 grade high strength bolts with hardened steel washers beneath hardened steel nuts. We were not present during the installation 'of the high strength bolts or the tensioning of joints. The Delayed Verification Inspection procedure was performed per Section 9(c) of the RCSC Specifications.' We performed Arbitration Inspection per Section 9(b). A representative sample of 5 bolts from each diameter, length, and grade used in,this structure were tightened in the Skidmore Wilhelm tension -indicating device using a calibrated dial -indicator torque wrench.(5) foot pound readings on the wrench were recorded for each bolt size in order to establish an average job test torque to provide a tension not less than five percent in excess of the minimum tension specified in Table 4 of the RCSC Specifications. The inspecting wrench was then applied to 10 Percent of the bolts in the structure, but not less than 2 bolts selected randomly at each connection. If any bolt fails at each connection, then all bolts within that connection were tested. Each bolt assembly was installed and tightened to a snug -tight condition by the contractor prior to tightening. There were.a total of 36 bolts in the structure; IOwere tested using the above mentioned procedure. ' Based on the above mentioned procedure, it is our judgment that, structure have been properly tensioned in accordance with the RC .contained in the AISC Manual for Steel Construction. BUTTE WOO rad Fors e BUILDING DIVISION,- InspectorAPPR"� . �..�'' . the 3060 Thomtree Drive, Suite 10 0 Chico, CA 95973 0 Telephone: (530) 891-6625 ° Facsimile: (530) 891-4243 3060,Thorntree Drive, Suite 10 ° Chico, CA 95973 ° Telephone: (530)'891-6625 ° Facsimile: (530) 8914243 CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PROJECT SPECIFIC SOILS REPORT BASED ON N.R.C.S. DATA: Project Name: Client ��'S/ e--�) "rz� Address or Location: F2!5. Co Sq el — ���,1��C®g •■ Basis of Soil Information: Sheet I of 21 Job No. laosm Date: 1 S4112 AUG 18 2013 This report is based on information available from the Natural Resources Conservation Service, United States Department of Agriculture, Web Soil Survey. Available online at: �. http://websoilsurvey.nres.usda.gov/ Access Date: BUTTE 4 General Soil Information: MAR 0 4 2015 `r r Soil Name(s): DEVELOPMENT SERVICES Limitations for dwellings without basements and mall commercial buildings: Slope: PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES Proposed. Mitigation: _ nrAnr%nirn rnn Proposed Mitigation: Other: Proposed Mitigation: Seismic Hazard: Is location shown on CA. Geologic Survey Maps as specific hazard Zone: -pl-'No ❑ Yes - Hazard Proposed Mitigation: Soil Classification and Design Values: Seismic Site Class: . Unified Classification Symbol(s) Per NRCS Engineering Properties: q! CBC Table 1804.2 Material Class: Allowable Foundation Pressure: 04P® psf Lateral Bearing: psf/f below natural grade Lateral Sllding: Its = cv--7 5 or Resistance = psf �e., Ca,�2 .7 PHONE: 209-968-4844 FAX: 209-966-4744 R TOPO! map printed on 08/19/13 from "Gal"rfomia.tpo" and "Untitled.tpg" 1L1-9/.UUU vv 1L1'•4b.UUU W 1L1"4S.000' W W(ibti4121"44MU' W ?� _' �1 r' ` � k j � ,�,/r'ri ✓/ Jam/ .v �`^"�� , �y ° ,...I �` •,.,1t.a>�D` �,r���i "� � �l � _ . � � 1�.,/r}�� /f +•j.""-,",�..•�.r°? 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Y �1 '� E6bV.IK.5a iV rw AN.: XM IC , e S Ii + at`• A,. ail=u• •z • 1 121e47.000' W 121°46.000' W 171045.000' W WGSR4 171044 nnn, W n\ Siff 015 1 MILE v1;> %IOW FEET 0 500 M MMAS Printed from TOM 02001 AaiiOnal GWWdphic HOW= (V.VW.EOPO.cam) 3 Conterminous 48 States 2005 ASCE 7 Standard Latitude =.39.6599 Longitude = -121.75560000000002 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 0.582 (Ss, Site Class B) 1.0 0.224 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.6599 Longitude = -121.75560000000002 Spectral Response Accelerations SMs and SMI SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.335 ,Fv = 1.953 Period Sa (sec) (g) 0.2 0.777 (SMs, Site Class D) . 1.0 0.437. (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.6599 Longitude = -121.75560000000002 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.335 ,Fv = 1.953 Period Sa (sec) (g) 0.2 0.518 (SDs, Site Class D) 1.0 0.291 (SD1, Site Class D) rl y •` .. " � �{ s 'i � >. ti i, ',�f} ti �+ [> r r., ♦ �f tx ,1l �. < `r` r` '!.. �. a t t 'le�..f J 1}r � � s� v.3..✓ 1 T. A � fir. � •>" ` • v ./ � .4 1 I � 1 •�.�5 �T�.►"'2 •� •� 1 �. A �J i 4 �% �,{ P/•�C. ` ��` �` .+ ,ii- �/•t.+"� - � 5 P!{, u r t•�4l r,r�}tr�1L"4 k� l � sK'., . t .. .} �!� r .� • r:� }i t v:Y ry Pt.. :�,. `yyt A � "".o7ib'i- .f � ,1. • r{ �e i1 ! � •Y s.J ' }Y; y` f ���Y�Y +�.r,3 1.• ' l f y�tl� i dry � �,`, . $:1675 *4 { **� • t,. •. POT •-`-.r`� ``�` All4 301 }�•*` .rye. • • t 4 •` yy' .», r i it ` .4 Mesa Rd' ,- P: `� .. r• ! +`` xpto"�, t ,s� ;'sti�� t LCA i'i' ,_' 'l �,�} i�r 1 • �� -. '.sF•rr-M^' J .v :�.,,..3. _ A Z•j� a.�'a �,! .°. }`. ` %„ r f � , f � l �• , 7 r ' f mot Is t� 77 I 4 t Soil Map—Butte Area, California, Parts of Butte and Plumas Counties (WILLADSEN) MAP LEGEND MAP INFORMATION Area of Interest (AOI) 1�t Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000. " Area of Interest (AOI) IS Stony Spot Warning: Soil Map may not be valid at this scale. Soils [—] Soil Map Unit Polygons Very Stony Spot Enlargement of maps beyond the scale of mapping can cause r Wet Spot misunderstanding of the detail of mapping and accuracy of soil line ., Soil Map Unit Lines placement. The maps do not show the small areas of contrasting 0 Soil Map Unit Points p Other soils that could have been shown at a more detailed scale. -- P.— Special Line Features Special Point Features Please rely on the bar scale on each map sheet for map V Blowout Water Features measurements. ,,. Streams and Canals Borrow Pit Source of Map: Natural Resources Conservation Service Transportation Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Clay Spot +44 Rails Coordinate System: Web Mercator (EPSG:3857) 0 Closed Depression, Interstate Highways Maps from the Web Soil Survey are based on the Web Mercator Gravel Pit US Routes projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the ^'• Gravelly Spot Major Roads Albers equal-area conic projection, should be used if more accurate Landfill calculations of distance or area are required. Local Roads Lava Flow This product is generated from the USDA-NRCS certified data as of Background 9 the version date(s) listed below. Marsh or swamp � Aerial Photography Soil Survey Area: Butte Area, California, Parts of Butte and Mine or Quarry Plumas Counties (r Miscellaneous Water Survey Area Data: Version 9, Jun 2, 2009 p�} Perennial Water Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. dV Rock Outcrop Date(s) aerial images were photographed: Aug 5, 2011—Apr 29, Saline Spot 2012 . Sandy Spot The orthophoto or other base map on which the soil lines were Severely Eroded Spot compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting Sinkhole of map unit boundaries may be evident. Slide or Slip 0 Sodic Spot USDA Natural Resources Niiiiiiiiiiii Conservation Service Web Soil Survey National Cooperative Soil Survey 8/15/2013 Page 2 of 3 ti Soil Map—Butte Area, California, Parts of Butte and Plumas Counties ';'Map Unit Legend WILLADSEN - k -'6•e. u ( Butte Area, California Parts of'Butte and Plumas Counties CA612< -• MERE* Y • .{ 'b+'�'6 -�:n`^ •Y 'Ya. r .Yl^.-,.,1�:.5 'x' %3's .fr L" j.h%En�b�.t Sf" ,tF2Y.4' ]. :.K(.W # vm �" (,...a,.,� v�! .r Nix `°� A,, . vr,, ` zt�rwr mss.. oa M p Unit Name ' Q � dent,, of AOl t . , t , 301 } `' WAFAP-HAMSLOUGH s, ;' 2.4 26.3% ' COMPLEX, 0 TO 2 " PERCENT SLOPES 675 CLEARHAYES-HAMSLOUGH 6.8 73.7% x COMPLEX, 0 TO 2 WILLADSEN - k -'6•e. u ( Butte Area, California Parts of'Butte and Plumas Counties CA612< -• MERE* Y • .{ 'b+'�'6 -�:n`^ •Y 'Ya. r .Yl^.-,.,1�:.5 'x' %3's .fr L" j.h%En�b�.t Sf" ,tF2Y.4' ]. :.K(.W # vm �" (,...a,.,� v�! .r Nix `°� A,, . vr,, ` zt�rwr mss.. Map Umt Symbol `; M p Unit Name Acres in AOI � dent,, of AOl t , t , 301 } `' WAFAP-HAMSLOUGH s, ;' 2.4 26.3% ' COMPLEX, 0 TO 2 " PERCENT SLOPES 675 CLEARHAYES-HAMSLOUGH 6.8 73.7% x COMPLEX, 0 TO 2 . , PERCENT SLOPES Totals for Area of Interest ' ' 9.3 100.0% �,M .. - • l - . , a r ' ' . _ � 1. � • ..f' 1 • . ' ; i' '• i � USDA . Natural Resources , • , 8/15/2013 ' Web Soil Survey ri® Conservation Service National Cooperative Soil Survey Page 3 of 3l r Dwellings and Small Commercial Buildings (CA)—Butte Area, California, Parts of Butte and Plumas Counties Dwellings and Small Commercial Buildings (CA) Soil properties influence the development of building sites, including the selection of the site, the design of the structure, construction, performance after construction, and maintenance. This table shows the degree and kind of soil limitations that affect dwellings with and without basements and small commercial buildings. The ratings in the table are both verbal and numerical. Rating class terms indicate the extent to which the soils are limited by all of the soil features that affect building site development. "No limitations" indicates that the soil has features that are very favorable for the specified use. Good performance and very low maintenance can be expected. "Limitations" indicates that the soil has features that are moderately favorable to unfavorable for the specified use. The limitations can be overcome or minimized by special planning, design, or installation. Fair performance and moderate maintenance can be expected. Numerical ratings in the table indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the use (1.00) and the point at which the soil feature is not a limitation (0.00). Dwellings are single-family houses of three stories or less. For dwellings without basements, the foundation is assumed to consist of spread footings of reinforced concrete built on undisturbed soil at a depth of 2 feet or at the depth of maximum frost penetration, whichever is deeper. For dwellings with basements, the foundation is assumed to consist of spread footings of reinforced concrete built on undisturbed soil at a depth of about 7 feet. The ratings for dwellings are based on the soil properties that affect the capacity of the soil to support a load without movement and on the properties that affect excavation and construction costs. The properties that affect the load -supporting capacity include depth to a water table, ponding, flooding, subsidence, linear extensibility (shrink -swell potential), and compressibility. Compressibility is inferred from the Unified classification. The properties that affect the ease and amount of excavation include depth to a water table, ponding, flooding, slope, depth to bedrock or a cemented pan, hardness of bedrock or a cemented pan, and the amount and size of rock fragments. Small commercial buildings are structures that are less than three stories high and do not have basements. The foundation is assumed to consist of spread footings of reinforced concrete built on undisturbed soil at a depth of 2 feet or at the depth of maximum frost penetration, whichever is deeper. The ratings are based on the soil properties that affect the capacity of the soil to support a load without movement and on the properties that affect excavation and construction costs. The properties that affect the load -supporting capacity include depth to a water table, ponding, flooding, subsidence, linear extensibility (shrink -swell potential), and compressibility (which is inferred from the Unified classification). The properties that affect the ease and amount of excavation include flooding, depth to a water table, ponding, slope, depth to bedrock or a cemented pan, hardness of bedrock or a cemented pan, and the amount and size of rock fragments. WILLADSEN USDA Natural Resources Web Soil Survey 8/15/2013 :" Conservation Service National Cooperative Soil Survey Page 1 of 3 Dwellings and Small Commercial Buildings (CA)—Butte Area, California, Parts of Butte and WILLADSEN Plumas Counties Report—Dwellings and Small Commercial Buildings (CA) [Onsite investigation may be needed to validate the interpretations in this table and to confirm the identity of the soil on a given site. The numbers in the value columns range from 0.01 to 1.00. The larger the value, the greater the potential limitation. The table shows only the top limitations for any given soil. The soil may have additional limitations] I 71 wx�''w, 'R,.,n'S "e+•'..."^ `. yp� vtaCi �`.S" d%S � �'`3s' JC '�;'' 'mak 4'::.�i � � �. ..1"3cg t)wellmgs.and Small Commeraal Buildings (CA) -Butte Area, Califomia Parts 'Are.Plumes Counties i.Wi.....w ofPButte and w ;Map symbol and soih xPctaof `�N1•i.-'i+ Dwellingswithoutbase*ments Dwllings withYbasem,.'en .yiti{'iK�'•g^#'r".aX'+��f. Y.:i2 '`F"vtwT. 'S:.s.: iSmall commercial'bwng ame x 3map �tcA) �a" c�rlC'A)M�z ` atlTValue ��4 101 a rid F V upt + Rating class and value ' ��. w �Rimltin �featu�es rriitin �featu�es 9� �Ifm g fe Itin ature �>� >�:.: .t.�kInn;' 675—CLEARHAYES- HAMSLOUGH COMPLEX, 0 TO 2 ` PERCENT SLOPES Clearhayes, sandy 70 Limitations Limitations Limitations clay loam Flooding >= rare 1.00 Flooding >= rare 1.00 Flooding >= rare 1.00 Saturation from 18 to 0.95 Saturation < 2.5' depth 1.00 Saturation from 18 to 0.95 30" depth 30" depth Fragments (>3") 25 to 0.01 Fragments (>3") 25 to 0.01 Fragments (>3") 25 to 0.01 50% 50% 50% 301—WAFAP- HAMSLOUGH COMPLEX, 0 TO 2 PERCENT SLOPES Wafap, gravelly loam 70 Limitations Limitations Limitations Flooding >= rare 1.00 Flooding >= rare 1.00 Flooding >= rare 1.00 Saturation < 18" depth 1.00 Saturation < 2.5' depth 1.00 Saturation < 18" depth 1.00 Shrink -swell (LEP >6) 1.00 Shrink -swell (LEP >6) 1.00 Shrink -swell (LEP >6) 1.00 Fragments (>3") >50% 1.00 Fragments (>3") >50% 1.00 Fragments (>3") >50% 1.00 Hamsough day 15, Lim talions ,,'� b =m� Limations s 7 f Ya z L ons.,:.:. r ... , .. , �c, rndat Ponded (any tluration) 100 (any 1 00 Pontled duratwn)i, 1 q0 „,y� P"ontled duration) (any bAp ..,k aL "^i F;loodmg >� arara '� r�--:-bH4YCaXia. 1 00 Flooclmg ? � rare 1 00 iFlootlmg >-- rases t $ � t 1TMOQh a , Saturations<' 18 de th pay" 1 00 Saturation <2�5 eleptiiJ OOSa uratio <18 depth100' Y1 �Sfinnk swell (LEP >6)f1'00 Shnnk swellt(LEP>6)u '1�00Shnnk swell (LEP >6) 1 g0 _ USDA Natural Resources Y Conservation Service Web Soil Survey National Cooperative Soil Survey 8/15/2013 Page 2 of 3 Dwellings and Small Commercial Buildings (CA)—Butte Area, California, Parts of Butte and Plumas Counties WILLADSEN ' x�ar., a�av*y;«.a•y: *,•cx°E:v, .��``u�. 'r.• v2.T+S mi,'�",""y"�e«''ipt-..c�.h'*ki•��. �,^. PDwellings and Small Commercial Bu11' Ings (CAFButte Areap.California Parts of Butte and Plumas Counties j .+xa. '-'+'vut->av?q-saggysh5r „,.;*ze�a�,�•^.ti�y,-,, ...stiKyR!a., 4};eibi'•Xp "•"w•s'tC ��' , � +' Mapssymbol and soil;,Pct- y:..„ of�'Dwellings.without ^x--'�,r,�y�sat-� �'+'c-k,'Y—R4v'c�i basement,t,. •�.+��.""" t+R6i. � liings with basements iM". p:Small commercial26uildi6gs t riameti maps s7Sra°'!CA) x (CA) 3�(CAI�a a. Unit r -•c .�"'�;.. t4+t�.. �Y-��Rmltmg N', '+�� Rmiting,featu r�VF vadk lue ♦ U��Iri':" fe tu'res is3Y=+LY.:,.sF�:r-..A:.✓.'ffiSY.SC: rV� ii.tJ�:.w..* a �._;Yt.%:V•,.; 16r..rt.-.:reP a,+'3' ,limiting featuresY 675—CLEARHAYES- HAMSLOUGH , COMPLEX, 0 TO 2 ' PERCENT SLOPES Hamslough, day 15 Limitations Limitations Limitations Ponded (any duration) 1.00 Ponded (any duration) 1.00 Ponded (any duration) 1.00 Flooding >= rare 1.00 Flooding — rare 1.00 Flooding >= rare 1.00 Saturation < 18" depth 1.00 Saturation < 2.5' depth 1.00 Saturation < 18" depth 1.00 Shrink -swell (LEP >6) 1.00 Pan (thick) <40" depth 1.00 Shrink -swell (LEP >6) 1.00 Pan from 20 to 40" - 0.71 Shrink -swell (LEP >6) 1.00 Pan from 20 to 40" 0.71 Data Source Information 'Soil Survey Area: Butte Area, California, Parts of Butte and Plumas Counties +' Survey Area Data: Version 9, Jun 2, 2009 USDA Natural Resources. Web Soil Survey 8/15/2013 ' Conservation service National Cooperative Soil Survey Page 3 of 3 Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties Engineering Properties This table gives the engineering classifications and the range of engineering properties for the layers of each soil in the surrey area. Depth to the upper and lower boundaries of each layer is indicated. Texture is given in the standard terms used by the U.S. Department of Agriculture. These terms are defined according to percentages of sand, silt, and clay in the fraction of the soil that is less than 2 millimeters in diameter. "Loam," for example, is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent sand. If the content of particles coarser than sand is 15 percent or more, an appropriate modifier is added, for example, "gravelly." Classification of the soils is determined according to the Unified soil classification system (ASTM, 2005) and the system adopted by the American Association of State Highway and Transportation Officials (AASHTO, 2004). The Unified system classifies soils according to properties that affect their use as construction material. Soils are classified according to particle -size distribution of the fraction less than 3 inches in diameter and according to plasticity index, liquid limit, and organic matter content. Sandy and gravelly soils are identified as GW, GP, GM, GC, SW, SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH, CH, and OH; and highly organic soils as PT. Soils exhibiting engineering properties of two groups can have a dual classification, for example, CL -ML. The AASHTO system classifies soils according to those properties that affect roadway construction and maintenance. In this system, the fraction of a mineral soil that is less than 3 inches in diameter is classified in one of seven groups from A-1 through A-7 on the basis of particle -size distribution, liquid limit, and plasticity index. Soils in group A-1 are coarse grained and low in content of fines (silt and clay). At the other extreme, soils in group A-7 are fine grained. Highly organic soils are classified in group A-8 on the basis of visual inspection. If laboratory data are available, the A-1, A-2, and A-7 groups are further classified as A -1-a, A -1-b, A-2-4, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an additional refinement, the suitability of a soil as subgrade material can be indicated by a group index number. Group index numbers range from 0 for the best subgrade material to 20 or higher for the poorest. Rock fragments larger than 10 inches in diameter and 3 to 10 inches in diameter are indicated as a percentage of the total soil on a dry -weight basis. The percentages are estimates determined mainly by converting volume percentage in the field to weight percentage. Percentage (of soil particles) passing designated sieves is the percentage of the soil fraction less than 3 inches in diameter based on an ovendry weight. The sieves, numbers 4, 10, 40, and 200 (USA Standard Series), have openings of 4.76, 2.00, 0.420, and 0.074 millimeters, respectively. Estimates are based on laboratory tests of soils sampled in the survey area and in nearby areas and on estimates made in the field. Liquid limit and plasticity index (Atterberg limits) indicate the plasticity characteristics of a soil. The estimates are based on test data from the survey area or from nearby areas and on field examination. WILLADSEN LJSDA Natural Resources Web Soil Survey 8/15/2013 .® Conservation Service National Cooperative Soil Survey Page 1 of 7 Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties WILLADSEN References: American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. USDA Natural Resources Web Soil Survey 8/15/2013 Conservation Service National Cooperative Soil Survey Page 2 of 7 Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties WILLADSEN Report—Engineering Properties Absence of an entry indicates that the data were not estimated. The asterisk'*' denotes the representative texture; other possible textures follow the dash. uSDa Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/15/2013 Page 3 of 7 N Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties WILLADSEN ar,,,,' ez" -,,: -: -. - Engineering,Propertles.-: Butte Area California; :ffi.". ,Buts�'l,�•'�. �Ftek.� Parts of, -: \.a,,rT*:.f�%,dq and Plumas�CountieN ;• :��.+Fsv�3�rv�t sL.2. ,. ti_ •: `�wxF�v-i�ls ,< . 13 ':..,fi6tl�'Y!iT' .7?;F^.$ix`e?i7?3.sY+rfliai'`.*.R'��'y�:ea.,p7-"�eE.1�Jism._ _�=..�-��7trk'Sk13iSF.�s.���L,�'4«.iZ�"85 }"* »�»kJ.3i}A<.y%t4.uq.i%1 f.�}<�i?sY. Wit£ ^+: r4++"•$ i^tijY° 6^M,J.K.ry�.iY Mca;� ..a.-.. ..f"3. ;h..'l...af, x,. , ;Map unit symbol and soil fi•i x�,. "#*= z 4,Fs5 sys: .., •�name''�,��#r�x .: .x•� � �..�'. Depth, r`4r �"ifs,,�.. ., .. . ...4.�'�.'R R_ «�•d .. Ad >ie. .M... ,± i;., USUA,;texture, = �i,,. ,;, .; v. ��„' " �,;,, �� �'�.��..._ . ��, p.'}� y x...�4 .'�Y. g.Classification t �#ii>izs L•+xt}z 'fi'ut'^iS' � xP ASHTO "._ q.�Y.�`�Fi.`.X; ;. :. �y 3' . ..e,.... -. �+' �. ;�x,5µ'.�' ;SyFragments . z, '..`d wC.^EE'uvfta.a$f..'tY 'l f _ }y. :. � +�' . w5, . Reccentage,passing; �.0.`7.i°.. a..�::.: - iY:, t+iYx' Y..�.'�i',.•.;S.�ia5:�•.--+�: 0A �I '�•Yr. � i�M1 K.Krs•8-S'1Lt.{'.x,•` sleve.;numbe kr- air•.,�y!{aYid:.:r .5"i-14-',i,.SiF�# sa;,, - ,.�:-..: ;;200.. �. e:':%.hn, %Liquid k}2 - t�tt' ?i'a!$,,�4'�� �}h', Plasticityr :4e, 3 `:4e, dext :unified i 111'� 40 s9.e�*,��=,4C5r{.'%Y In •. Pct Pct Pct 301—WAFAP- HAMSLOUGH COMPLEX, 0 TO 2 PERCENT SLOPES Wafap, gravelly loam 0-1 "Gravelly loam, Very CL A-6 0 0-15 45-90 40-85 30-80 15-65 31-46 10-18 gravelly sandy clay loam, loam 1-5 'Cobbly clay loam, CL A-7-6 0 0-25 60-90 55-85 40-80 25-70 34-51 15-25 - Gravelly day loam, cobbly loam, gravelly loam, very gravelly sandy day loam, loam 5-13 *Very cobbly day loam, CL' A-7-6 0-10 10-75 25-90 20-85 15-85 5-80 42-62 21-33 Extremely gravelly sandy clay loam, gravelly clay loam, very gravelly sandy clay loam, very gravelly clay, extremely cobbly day loam, very gravelly sandy day, very gravelly clay loam 13-32 'Extremely cobbly clay CH A-7-6 0-10 10-75 25-90 20-85 15-85 5-80 40-58 21-33 loam, Very gravelly clay loam, very gravelly sandy clay, very gravelly clay, very cobbly clay loam, very gravelly sandy clay loam, gravelly clay loam, extremely gravelly - sandy clay loam _ USDA, Natural Resources Conservation Service F Web Soil Survey National Cooperative Soil Survey 8/15/2013 Page 4 of 7 Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties WILLADSEN w v n in, e�` 'i .,,^.tr!cne- in Pct Pct Pct 32-39 *Extremely cobbly clay GC A-7-6 0-10 10-75 25-90 20-85 15-85 5-80 40-58 21-33 loam, Very cobbly clay loam, very gravelly sandy clay loam, gravelly clay loam, extremely gravelly sandy clay loam, very gravelly clay loam, very gravelly sandy clay, very gravelly day 3946 *Extremely gravelly sandy GC A-2-6 0-10 45-75 25-55 20-50 15-50 5-30 30-51 13-29 clay loam, Extremely cobbly sandy clay loam, extremely gravelly sandy clay, extremely cobbly sandy clay *Cemented cobbly gravelly material H kamsqug ' M­ �,,clay! c -bl o 3, -4.1 r j,Co y- clay ay CH A'7_6� - G725: P� gravelly 'Gay � `Extremelygravelly 11y 0ff 40-96 35t65 3M85 25�80 52�i4. 294 G aVely lay Gay very: gravelly clay * 1927 EA gravelly sandy,. PC A 2 Z 0 25 d0 40 75 35 70 30, 70 X15-65 41 44 4144 ng - clay Very gravelly sandy clay lbbl q.. day extremely-- graVel!y. day zl; 'Cemented cobbly vrave material -17 usak Natural Resources r8iiiiiiiiiii Conservation Service Web Soil Survey National Cooperative Soil Survey 8/15/2013 Page 5 of 7 Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties WILLADSEN T, ...<.�e,� •. {`..�- ,` s �f�x,Z - v%.?af ��� ": Efneerin Pro eeie.�utteArea;CalrforniaafParts , 4 r.k'411'1`1_R4+„s.fnn of.utte a,dx .,`YP"ltumF4aag rC"o,Y+ui'n?i tie'.s<: l'a..'. 1°�' kY 'u`gbt'"'«•2y,.. `t�. r$ar' i.,E:. .,4_ ' ..�..,. .a ...:. ✓ &'} �'c�i�ir.'' �i"5�5. �s�'Lf. 5r�M LY.^�i�'a �i . Edi.-N�@�.2?.!!�H°):.. 1�.§ ��4 .i _.� _ ..a. 1... x. Map.unitsymboldnd-soil: � name�x •� :- A, s. k f! .; .„Depth l ~�'r`}$..'� U$UA texture " = *� f p �k g Classification . °.*.. r <, t '�QcdAlS�HTTQ.`!y a �.,s.j� = R ,{Fragments. c'jiAT'zs.. ... ., . ss�''X`'"r.s:'SP3iJCx3 D; - `�4 ..r Parcentage �a ,w .� passing t �.< sle ,e numbq'r' � Lih :id �Plastic index, #< '�` �; �f"•y%. k'tiG ..,' .ry` `C - y; s Unifietlk "• � ' rt%N'' .r" k ;s';!inches�'• Inches G .r..,�` w. ��..'.:a } ., r ;:c' t';: In Pct Pct Pct 675--CLEARHAYES- HAMSLOUGH COMPLEX, 0 TO 2 ' PERCENT SLOPES Clearhayes, sandy clay 0-2 'Sandy clay loam, SC A-7-6 0 0-10 65-100 60-95 35-95 15-75 33-48 12-18 loam Gravelly loam, gravelly sandy loam, day loam, loam 2-10 "Gravelly sandy clay loam, SC A-7-6 0 • 0-25 55-95; 50-90 40-90 • 20-70 30-51 11-25 r Gravelly loam, very R gravelly -sandy clay loam, clay loam, sandy clay loam, gravelly clay ' loam 10-19 "Gravelly sandy day loam, SC A-2-7 0 0-25 55-95 50-90 40-90 20-70 30-51 11-25. Gravelly clay loam, sandy clay loam, clay ' loam, very gravelly sandy day loam, gravelly loam 19-28 'Extremely gravelly sandy GC A-2-6 0-25 10-50 30-75 25-70 15-65 5-40 0-41 NP -21 loam, Very cobbly ` sandy day loam, very gravelly. coarse sandy loam, extremely gravelly loamy coarse sand, extremely gravelly ". sandy clay loam 28-38 'Extremely gravelly loamy GP -GM A -1-a 0-25 10-50 30-75 25-70 15-65 5-40 0-41 NP -21 ' coarse sand, Extremely , _ gravelly sandy clay loam, extremely gravelly sandy loam, very gravelly coarse sandy loam, very cobbly sandy _ clay loam ' USDA" Natural Resources Web Soil Survey 8/15/2013 , aiiiiiin _ Conservation Service - ' National Cooperative Soil Survey Page 6 of 7 tW�,. L7.y, Y+j�jTj - - ...rks:S�. T2:".'a,.. ; ,'�ry"'k.. ; Engmeerm�g P,ropertiesButtereaCahfornlaParts;of�Butte=a•ndPlumas"CountiesFwg,�`�t- .1•Yd;�"„tez.,'•}"-,may.. "N' I, �" , "�, ti`-�' 5! > -i?a '.=#?rr u .rY : x :cam`:` ..r ;a.%:::s a '.?d.=K• zR: -': a? s.' ,,.r_.n' :,ir.M`4�, ':�;.& 'f�F.u:as, wMapunttsymbotandsoil# Depth �P3'sr.�tim�� �USDA:textuie r Classification '- .'gcr.,-.a�.s�; """ �k�« F Fragments ��2 _ .. . ;' kr,.. -.'sa_4=.P'ta:. i<..%.'id' �rs,"'�^1.:s;�t =�Percentage+Passing sie"ve number ` �r' °i5%di :asu'"y : j ;_, � 1 r r!' Uqui 3 �p ..�;'✓V F�. "• la ticity' W t ..,� „� .� �' Fey •�qq �.�., . N".' •{Y;in �u� �'�' '' y' i `Rif a mfi .lJed �:� ks� ".�S ' ..� ,: AASHTO� �m.�5: s � • 'k>�10 �^"'YLY•�:&`�"^'"• � 10 .s-� ^s.:endW..��jiiv�.�.; t •�a ?s'�.,;�:q4. ,10x, � �.� 40 �,200)�. :�, -5`b7 }=� '7� : �`�,�. �F �� ar ��_`•> �i��'._.€it. ��''is':nn?ar:. ,y}. Inchesiinchesx �zrhr.•>w���� �S?`��ass".;..aW< n�a�.r.'� �-.�-.s"x`�«Yx:'4.,t .s...,sn �:_:. s. rc.... rr:,ai&.> � �%ess.�z E.±t�.Y.�_�k'u°sa�.z,.. �: �:�n,_ a. !� .u..�,:. r.. �'�^ .ix:?�z?mA' .t-,....r..�'..e ... �`ra�x.s.H„v:,.s. In Pct Pct 'Pct 38-46 *Extremely' gravelly sandy GC A-2-6 0-25, 10-50 30-75'` 25-70 15-65 5-40 ' 0-41 NP-21 clay' loam, Very gravelly ” coarse sandy loam, very cobbly sandy clay loam, extremely gravelly sandy loam, extremely - gravelly loamy coarse sand .: _ ....:, "." "Bedrock— •_.. r•: . xy�.;: r.._.., , 'wslet,,_! �Y HamSIOU h"Edam: n gt .Y�._yx,' Y .'$"'�:.• � A-3 ii:;'xitryr. �.::.x.:. f;V- :i«;az. w r. ^hx:�.:-c.N"r�"�, '.n"' 'v7f+c ,� +R Gla 'Gravel clams L' Y9'3:_F" :a k x � '�' CH : _. „.. ' 'SM <;,:k*,S: '4 F n...: s_ x "L rAz7 6 '. T .. GE! r'�(`�`��zT .�:.: -0 f wa`C' F,.. `:, r ::. .C:;-: t. 0 25. fk}(CkF :i A<"La�S - '° 80=95 '?9-:. :$':tW:T3V:t; �''',,g- 75-90 65 9Ak' . =55 85hr z 155 80 r _29 443 zse �. �m"'• .:S:f'c'" .'?S-..... �- ..fin.,.., .. .: .. .x a9,f dV':i..Fk 5..'e. :.A:r obbl �cla '' :.'. a ,C,: Cla dECa!v�'. S'd°hi t'lY... ": s ., �', ,Y.i'G..'i .�.uc -YIM,..54Sa..mt SRaa-��ru�Ji:`>'S...yq+: '.l.wssxL;aSa'c Y-" P M-'d .yJ "'d: `aN' .. z.'x'c .,:!. '.' .: .�"�` Y ,�.c Fi. R' y.,::.- 14c1:9" � �-x';.�� Y. . �' Extcemel Cavell da chi Y 9 Y Y y�tis;:��g��^�.�%-�r ,;;�s� s+' ';' Gravell cla cla .GCS � z.. A.2;,7� m ��-�,;,w � iai. z . '�' L 0 40 �s- , ,SCS !': iE. ? "� 40 90 _ .�,z<_;, .x-:�. �L, '' � -'� �'�� ..:25 *�" �'" %r-� ..� '�.#`y 80s .:�.� ;tea 3 �s -� 52 74 r 29 44_ ,R ravel) 4_tL;c; a s E `�^ �. J� .. x n' � a •;�• ,1 27s ,OUP � -4 0su?.=• °`Extreme) ' oaveli sand r ,Y ?�rtus GC� °„ `A 2 7� `0 t25 40 40:75 . ,d'zic..ci`.k.7 r35 E70 30 703 15 fi5 4174k A��:t`k:�- MR561-'p . � `:`Te"i,At'6'�'� g 'S'-RFS,'' x` •, �y}*;�. .`,. '3": •. ,. .. Y�''trx..} �=CxK�vE k� d? !�gzm.'Tx g s.. k : �`.4?s`:`$Ee„y'1''Ssvf �"C F.�? v. , ��,:& 4u .•���t. "-«5. � '.�1.`�vaEs `eaa''l.'� �^ Y,x. �����• :. �K:..✓.e:me.nw '•�m� .i'm '�s. :L P:p'�� � �s`�_ 'L 3G'i .,�.bs.i-s'tC�. Swam! � ;x;�r�' `n` .iiM`"«3� .E;.. 3^ :..Vi3.'� "f F' :x. — A '' ' j .: _ .. .. I v. -'e^..... -: ».xk .:� E"A' `1? >F''II-2 __, L+tw'''f°.%'.-_*xJvr� -"'""�'r#fi'b'! +:... : 'k matei�al frya� xk�.A:�.Lmi/:�. � _: f3 ...... >^.` . r. Wy-nwY,+s P.r3-:;,,x.....:�,a_�. pow �s� zk'c'-�e`=` - 3' 'Cemeited a: i`?pL?n?.: .. .. < .. ..�;.a.^{N .n • ....E 4 IZ/ Physical Soil Properties—Butte Area, California, Parts of Butte and Plumas Counties Physical Soil Properties This table shows estimates of some physical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based on field observations and on test data for these and similar soils. Depth to the upper and lower boundaries of each layer is indicated. Particle size is the effective diameter of a soil particle as measured by sedimentation, sieving, or micrometric methods. Particle sizes are expressed as classes with specific effective diameter class limits. The broad classes are sand, silt, and clay, ranging from the larger to the smaller. Sand as a soil separate consists of mineral soil particles that are 0.05 millimeter to 2 millimeters in diameter. In this table, the estimated sand content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Silt as a soil separate consists of mineral soil particles that are 0.002 to 0.05 millimeter in diameter. In this table, the estimated silt content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Clay as a soil separate consists of mineral soil particles that are less than 0.002 millimeter in diameter. In this table, the estimated clay content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of sand, silt, and clay affects the physical behavior of a soil. Particle size is important for engineering and agronomic interpretations, for determination of soil hydrologic qualities, and for soil classification. The amount and kind of clay affect the fertility and physical condition of the soil and the ability of the soil to adsorb cations and to retain moisture. They influence shrink - swell potential, saturated hydraulic conductivity (Ksat), plasticity, the ease of soil dispersion, and other soil properties. The amount and kind of clay in a soil also affect tillage and earthmoving operations. Moist bulk density is the weight of soil (ovendry) per unit volume. Volume is measured when the.soil is at.field.moisture capacity, that is, the moisture content at 1/3- or 1/10 -bar (33kPa or 10kPa) moisture tension. Weight is determined after the soil is dried at 105 degrees C. In the table, the estimated moist bulk density of each soil horizon is expressed in grams per cubic centimeter of soil material that is less than 2 millimeters in diameter. Bulk density data are used to compute linear extensibility, shrink -swell potential, available water capacity, total pore space, and other soil properties. The moist bulk density of a soil indicates the pore space ' available for water and roots. Depending on soil texture, a bulk density of more than 1.4 can restrict water storage and root penetration. Moist bulk density is influenced by texture, kind of clay, content of organic matter, and soil structure. WILLADSEN USDA Natural Resources . Web Soil Survey 6/15/2013 Conservation Service National Cooperative Soil Survey Page 1 of 5 Physical Soil Properties—Butte Area, California, Parts of Butte and Plumas Counties WILLADSEN Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates in the table are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity (Ksat) is considered in the design of soil drainage systems and septic tank absorption fields. Available water capacity refers to the quantity of water that the soil is capable of storing for use by plants. The capacity for water storage is given in inches of water per inch of soil for each soil layer. The capacity varies, depending on soil properties that affect retention of water. The most important properties are the content of organic matter, soil texture, bulk density, and soil structure. Available water capacity is an important factor in the choice of plants or crops to be grown and in the design and management of irrigation systems. Available water capacity is not an estimate of the quantity of water actually available to plants at any given time. Linear extensibility refers to the change in length of an unconfined clod as moisture content is decreased from a moist to a dry state. It is an expression of the volume change between the water content of the clod at 1/3- or 1/10 -bar tension (33kPa or 10kPa tension) and oven dryness. The volume change is reported in the table as percent change for the whole soil. The amount and type of clay minerals in the soil influence volume change. Linear extensibility is used to determine the shrink -swell potential of soils. The shrink -swell potential is low if the soil has a linear extensibility of less than 3 percent; moderate if 3 to 6 percent; high if 6 to 9 percent; and very high if more than 9 percent. If the linear extensibility is more than 3, shrinking and swelling can cause damage to buildings, roads, and other structures and to plant roots. Special design commonly is needed. Organic matter is the plant and animal residue in the soil at various stages of decomposition. In this table, the estimated content of organic matter is expressed as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of organic matter in a soil can be maintained by returning crop residue to the soil. Organic matter has a positive effect on available water capacity, water infiltration, soil organism activity, and tilth. It is a source of nitrogen and other nutrients for crops and soil organisms. Erosion factors are shown in the table as the K factor -(Kw and KD and the T factor. Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and Ksat. Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. Erosion factor Kw indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Erosion factor Kf indicates the erodibility of the fine -earth fraction, or the material less than 2 millimeters in size. LLSDn Natural Resources Web Soil Survey 8/15/2013 Conservation Service National Cooperative Soil Survey Page 2 of 5 Iq I Physical Soil Properties—Butte Area, California, Parts of Butte and Plumas Counties Erosion factor T is an estimate of the maximum average annual rate of soil erosion by wind and/or water that can occur without affecting crop productivity over a sustained period. The rate is in tons per acre per year. Wind erodibility groups are made up of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group 1 are the most susceptible to wind erosion, and those assigned to group 8 are the least susceptible. The groups are described in the "National Soil Survey Handbook." Wind erodibility index is a numerical value indicating the susceptibility of soil to wind erosion, orthe tons per acre per year that can be expected to be lost to wind erosion. There is a close correlation between wind erosion and the texture of the surface layer, the size and durability of surface clods, rock fragments, organic matter, and a calcareous reaction. Soil moisture and frozen soil layers also influence wind erosion. 'Reference: United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430 -VI. (http://soils.usda.gov) WILLADSEN USDA Natural Resources Web Soil Survey 8/15/2013 i Conservation Service National Cooperative Soil Survey Page 3 of 5 Physical Soil Properties -Butte Area, California, Parts of Butte and Piumas Counties Report -Physical Soil Properties WILLADSEN '� �t :s?.�j$ fi�..�:5 i' _. y,.-;w5'�t. w b�:-� �:.. ��� �.e�`�+Si„+r9":^„'t���+� .. ..».'3r' Properties`-Butte'Area '.�r ,i !_": "y�.'.i"�'' i¢c. ,5'iai � tr.:.. ��v.r��•. 'R:e:.�i` 'h„ t _ ., .•i '..rtS liforniaPaof<Butte .mi �.�:F t'$4• -..� ». O!lk.A. :. t' �}: ii�'lh'� . •�•j' .-��s'.ti✓_,„4.`��e Y� ... kik 5' x. T#" 1fi _R"fT 7`'r., „G' r•=Ma" �s inbol ?'Ue P Y_ u.. P th .,. "Sand �� a w'e�ka°`s ���.,. Silt: � {r�.�-� Gla � yy� ��::, '°Moist ._ �,��:: Saturated hydraulic �,, ,. x:c.: Avallablei water�}��extensitiility: ' . Linear•; Or anrcd 9;-_. ��m.atter�r.,:`factors; *t�iErosion �erodlblhty• erodibllity�< ,andsoil,name«' ,.`��bulk m,density ;coniluctrvity.KcapacitX. "',+,>.�,.r�4•' r s ,group" , Indexx r,.�,t� M. 'Zi ��:i,�:.',irF,s.�R3..r.naa�c.,>t:,?..w..z,�.:'£as.8a'�.,?r�:.*�,aa�"r°#„�: : ,,p �x:X'�'�:: .<,s...r<.�:,:«;'�...>�:t3'aFk�:sx�..?.p�,....aC�v-4 �.: s;✓-;... r.n. ,t �:,. «,,,» .t.i�#;iY �.�.:.Si�sz.2 In Pct Pct Pct g/cc micro m/sec In/In Pct Pct 301-WAFAP- HAMSLOUG H COMPLEX, OTO2 PERCENT SLOPES Wafap, 0-1 -41- -37- 16-22- 26 1.45-1.55 1.40-9.00 0.09-0.16 2.0-3.0 2.0-5.0 .15 .28 4 7 38 gravelly loam 1-5 -34- -38- 22-28-35 1.40-1.50 1.40-5.00 0.08-0.19 2.0-6.0 1.0-3.0 .15 .32 5-13 -33- -31- 30-36-45 1.40-1.50 0.42-3.00 0.02-0.17 4.5-9.0 1.0-3.0 .10 .28 13-32 -30- -31- 30-39-45 1.40-1.50 0.42-3.00 0.02-0.17 4.5-9.0 0.2-1.0 .02 .28 32-39 -31- -31- 30-38-45 1.40-1.50 0.42-3.00 0.02-0.17 4.5-9.0 0.2-1.0 .02 .28 39-46 -56- -15- 20-30-40 1.45-1.55 1.00-4.00 0.02-0.12 1.0-7.5 0.1-0.3 .02 .15 - - - - - 0.01-0.42 - - - .02 .02 €Hams1 . ti h 0 3 x,:22 • ``-28 :rt 40 50=!60 1.30 1.45 'U:42 1 40 010-0 15 9 0 93 5 2.0 5tU .° 17' .20 2 ,� x �4 "' : 86 �xX. '. fir.. �. .h ,..', r x i?., r.t l`i' ..y _..,ro." ,,,, ' :. e ,_. v+„ .:.::. - F4 ,,, „' v?-: , r? - 'a ",v ?C° v. .g.. 'F�rxn ��:`,4':' i-„}zp •:Vk .7 -4 3}14 40 50 60 1 30 145 U 42 1 40r O s10-0 15 9 0 13 5 2 0 5 0 15 24 'x $22 X28„ +� � _ n_ ._ • _,Q z._ :. . .. y ee. �,,c� Offils 4 ::..;fix 's Jaz 14 ] 9 ;.:-e a* 22 $� i•TM F'v.� 28 rtR 'q;.#14 40 50„ 60, 1 30 1 45„ :v 0.42 1 40 } 0:05-0 14 9 0 13 5 30 5k2,U z. 05 28 J- :` y '19 27 48X~ + 2 + 30 50g 60+ 1 35 1^45 0:42 2 00'13.1 0:03-0 14 4 513 052q 02; 15 rh..: s _,ry•t+ .r = -, c.3 k Lei:'. 1;:50160J'0:0 1 -042's USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/15/2013 Page 4 of 5 Physical Soil Properties -Butte Area, California, Parts of Butte and Plumas Counties WILLADSEN r«Y .=.r.,�� 1• t �.L, a a t�.«^y�:�A�, ,.#',,.-. ? W". .. t�".y � i_rl.'i' ;E0N,� f'JxS'� ��i?F;.+r x:ra •swR� s t �::j��. by ,C �F'�.F} ai4s^ t9'.: s%i.^n•^-tk. Area, California; Pacts,of:.Butfe an d,Plumas:,Countie sv ->;r s_ t�; k�.���i. :ar .. .....� Y:. .,.,i-� .P. -r,_. . , . ,Physical.'Soil;Properties=Butte ,-.,•s. h..�'v�i,.,--€A,. i.,1_F °w�§, ..'#±�^rrn?k:'n"RS�ii" ,• ,_ "� ^Y :fSC3Y Map syrribol ; Viand soil name ,z g i...%'� :.. lDeOhr r,<-3cSdya SancJt' - , . r' , n,aa Sllt;. , �7`..:.: ";•� q t Clayb ,; +..u_+as ;i '. Molstr ... =L bulk r :'y!',"a.'.. ,�r ,Satu.cated�� k4 'k+-�i� .r. .: hydcauhc -water' .„ s s'. .1,";`""°..',..eai' ,Available rr�.,. a- -�.. «�`Llnear;: ,... .. ., t`,extenslb0ity.t 'Organic.., .;a.:,�-,.. matter , ._,...» r,,}":.`'y ,s Erosion r� •, .t;+9 . - factorsz n reit �:, ^• ss t.'';" -Windw A ; ..-s:: erodibihty . jiie �ifi;a .j, J 5. t. Wmd'� erodlbllity. ' s > ;�4 :, a., ,ri �`� Sf; density - }+. conductivityyy capacity ...•'}:. '" ar Yr, i':!if n .✓ts`f9 rou ph<'.yyc,- i Iriiex i 3 ., e• r k � + ^$ �f s �Sk�� In Pct Pct Pct 9/cc micro m/sec In/In Pct Pct 675- CLEARHAYE S- HAMSLOUG H COMPLEX, OT02 PERCENT SLOPES Clearhayes, 0-2 -57- -18- 18-25-27 1.45-1.55 3.00-16.00 0.09-0.21 2.0-4.0 2.0-5.0 .17 .20 4 5 56 sandy day loam 2-10 -52- -14- 17-34-35 1.45-1.55 1.40-14.00 0.09-0.20 2.0-0.0 1.0-3.0 .10 .17 10-19 -56- -15- 17-30-35 1.45-1.55 1.40-14.00 0.09-0.20 2.0-6.0 1.0-3.0 .10 .17 19-28 -04- -19- 2-17-30 1.50-1.60 0.14-141.00 0.01-0.14 0.0-4.0 0.0-0.5 .05 .24 28-38 -80- -18- 2-2-30 1.60-1.70 0.14-141.06 0.01-0.14 0.0-4.0 0.0-0.5 .05 .32 38-46 -56- -18- 2-26-30 1.45-1.55 0.14-141.00 0.01-0.14 0.0-4.0 0.0-0.5 .02 .24 s :y c # Hamslou h 91 0'3 x Z3 -'`28 t r4. 40.50=,60. �! 1.30 1 45`' 0.42 1 AM. .v� 0--X10-0.15 m 4 :: da 'Y;..+° Y rd W '( . 'N, YY ".-p 3F 14 y: 22 �. 28 40 50 60 1-.3 1 45 • t 42 1 40n F _z 010-0 15.. g 9 0 13.5,Zj t "•:.: t`tl 2 0 5;0 {� 15' 24 .:i` x .0 z T c ��5 14*19 m22�, : 28 € 4050 60 1`3U 1 45 0.42 140 r 0 05-0 14 9 01M'3 5,` 0 20 05 < sa 5 k 19 27� =48 ' - '"71 2 ' 30 50= 60 1 45. -0.42 200 0:03-0 14. 4 5 13 5'' 5' ` 0 5 20 ; X02 , .135 .' i a _ .15 Wa _' t Y A- X- /i g 02 � 02 '� � y+31 �T'' �5 k.✓eel Kk.. fi.RS"i.'.xs t Data Source Information Soil Survey Area: Butte Area, California, Parts of Butte and Plumas Counties Survey Area Data: Version 9, Jun 2, 2009 USDA Natural Resources Web Soil Survey is Conservation Service National Cooperative Soil Survey 8/15/2013 Page 5 of 5 r� APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION CERTIFICATE OF BOLTING INSPECT ON BUTTE Date: 9/25/13 Project: Willadsen Carport COUNTY MAR 0 4 2015 Client: NVBS Inspector: B. Forsythe DEVELOPMENT SERVICES -t #30 Seville Court Chico, CA .95928 Bolt Size in dia Req'd Tension lbs Test Torque ft -lbs Turn of the Nut turn past snuff Impact Test sec) 28,000+5% 360 n/a n/a DESCRIPTION OF WORK Arrived at the jobsite at .1500 hours to perform special inspection of high strength bolting at the Carport Structure. Before tightening the bolts we verified that the materials used in this assembly were in conformance with the requirements of section 2 (Bolts, Nuts, Washers and Paint) and section 3 (Bolted Parts) of the RCSC Specifications. The bolts used in this structure are %" diameter A325 grade high strength bolts with hardened steel washers beneath hardened steel nuts. We were not present during the installation of the high strength bolts or the tensioning of joints. The Delayed Verification Inspection procedure was performed per Section 9(c) of the RCSC Specifications. We performed Arbitration Inspection per Section 9(b). A representative sample of 5 bolts from each diameter, length, and grade used in this structure were tightened in the Skidmore Wilhelm tension -indicating device using a calibrated dial -indicator torque wrench.(5) foot pound readings on the wrench were recorded for each bolt size in order to establish an average job test torque to provide a tension not less than five percent in excess of the minimum tension specified in Table 4 of the RCSC Specifications. The inspecting wrench was then applied to 10 percent of the bolts in the structure, but not less than 2 bolts selected randomly at each connection. If any bolt fails at each connection, then all bolts within that connection were tested. - Each bolt assembly was installed and tightened to a snug -tight condition by the contractor prior to tightening. There were a total of 36 bolts in the structure, 10 were tested using the above mentioned procedure. Based on the above mentioned procedure, it is our judgment that a structure have been properly tensioned in accordance with the RC contained in the AISC Manual for Steel Construction. rad Fors4fie Inspector the 3060 Thorntree Drive, Suite 10 ° Chico, CA 95913 ° Telephone: (530) 891-6625 ° Facsimile: (530) 891-4243 1 �j NTC APPLIED TESTING CONSULTANTS MATERIALS ENGINEERING TESTING AND INSPECTION Inspection Report for Reinforcing Placement DATE: 9/19/13PROJECT: Willadsen Carport OCT'.21 2013 Client: NVBS INSPECTOR: B. Forsythe #30 Seville Ct. $Y: Chico, CA 95928 DESCRIPTION OF WORK: Arrived at the jobsite at 1100 hours to perform special inspection of reinforcing steel placement for the Caisons Foundation and Anchor Bolts. Verified proper reinforcing placement, size, laps, spacing and clearances per detail B, C, D/A3. All work was in compliance with approved plans and specifications. No problems were noted during placement. Brad Forsytfie Inspector 3060 Thorntree Drive, Suite 10 ° Chico, CA 95973 ° Telephone: (530) 891-6625 ° Facsimile: (530) 891-4243 jolt j \' A/ w ..WELL (E) 1 w C� 1 GRAVEL DRIVE AREA PROPO STORAGE � EXISTING AG s ADDITION STORAGE S13 SF. 2520 SF . • ; Flood Zone I F.I.R.M.0076 CARPORT I 825 Sr-. ` EXISTNG RESIDENCE �SEPTIG ICI SYSTEM (EThe 2013J ..CGBC ani 4 _ 1 Standards.as I apr - AG PAVED — _ — '+ x.. .? DRIVE _ MESA ROAD G1 I DETAIL ` 4 1 11f=50' OWNER: LARRY WILLAOSEN 1316 MESA ROAD DURHAM. CA 95938 ,41d,- o"!"77) SITE ADDRESS: 1316 MESA ROAD DURHAM, CA %WS INDEX OF DRAWINGS =, NOTE:j TWIS SITE PLAN 16 5ASEP ON .E' •; I I r ,�-- -- NOSMAI ONLY. SITE PLAN205: NO FED SURVEY WAS PERFORrED R I'SD ----- =J_ G2- NOTES - - - ! APPROVED P Al FLOOR 4 FOUNDATION PLAN • _ _ — = LANS AND � — — — PERMIT SHgLL BE ON SITE �. ,42 ELEVATIONS FOR ALL INSPECTIONS A3 SECTION I ON 4 DETAILS SITE PLAN: 1 •� =100' ± � - .. s Revisions: t SERVICES s -- 1 ✓ 3 Ly Ikatp In \ PROPOSED ' _ GROUP U _ PROJECT ' SITE s ., CARPORT I 825 Sr-. ` EXISTNG RESIDENCE �SEPTIG ICI SYSTEM (EThe 2013J ..CGBC ani 4 _ 1 Standards.as I apr - AG PAVED — _ — '+ x.. .? DRIVE _ MESA ROAD G1 I DETAIL ` 4 1 11f=50' OWNER: LARRY WILLAOSEN 1316 MESA ROAD DURHAM. CA 95938 ,41d,- o"!"77) SITE ADDRESS: 1316 MESA ROAD DURHAM, CA %WS INDEX OF DRAWINGS =, NOTE:j TWIS SITE PLAN 16 5ASEP ON .E' •; I I r ,�-- -- NOSMAI ONLY. SITE PLAN205: NO FED SURVEY WAS PERFORrED R I'SD ----- =J_ G2- NOTES - - - ! APPROVED P Al FLOOR 4 FOUNDATION PLAN • _ _ — = LANS AND � — — — PERMIT SHgLL BE ON SITE �. ,42 ELEVATIONS FOR ALL INSPECTIONS A3 SECTION I ON 4 DETAILS SITE PLAN: 1 •� =100' ± � - .. s Revisions: t SERVICES s -- 1 ✓ 3 Ly Ikatp In \ PROPOSED ' _ GROUP U _ CARPORT I 825 Sr-. ` EXISTNG RESIDENCE �SEPTIG ICI SYSTEM (EThe 2013J ..CGBC ani 4 _ 1 Standards.as I apr - AG PAVED — _ — '+ x.. .? DRIVE _ MESA ROAD G1 I DETAIL ` 4 1 11f=50' OWNER: LARRY WILLAOSEN 1316 MESA ROAD DURHAM. CA 95938 ,41d,- o"!"77) SITE ADDRESS: 1316 MESA ROAD DURHAM, CA %WS INDEX OF DRAWINGS =, NOTE:j TWIS SITE PLAN 16 5ASEP ON .E' •; I I r ,�-- -- NOSMAI ONLY. SITE PLAN205: NO FED SURVEY WAS PERFORrED R I'SD ----- =J_ G2- NOTES - - - ! APPROVED P Al FLOOR 4 FOUNDATION PLAN • _ _ — = LANS AND � — — — PERMIT SHgLL BE ON SITE �. ,42 ELEVATIONS FOR ALL INSPECTIONS A3 SECTION I ON 4 DETAILS SITE PLAN: 1 •� =100' ± � - .. s Revisions: `Loot 2@i&CALGreen Residential Mandatory Measures Checklist July 1, 2011 Feature or Measure Required TI:ANNING.AND DESIGN SHEET G2 OF Site Development (4.'.106) FILE: anuosEr+ n�aro Storm water drainage manement shall be implemented during construction. CRANDALL ENGINEERING 49" PONDENCOA WAY P.O.t3oXt64 MpP*E9" OA 98848 PHONE FALTµ -WATEkEFFICIENCY AND CONSERVATION . X80 SEVILLE CT. C H I C 0" CA 9 8 8 8 8 PHONE 18801 345-7296 Indb&'Water_Use; 4.303 JOB: 13016 Indoor water use shall be reduced by at least 200/ousing one of the following methods. 1. Water saying fixtures or flow restrictors shall be used. 2 A 20% reduction in baseline water use shall be demonstrated NA When using the calculation method specified in Section 4.303.1, multiple showerheads shall not exceed maximum flow rates. KA Plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with specified performance requirements. NA Outd odr :Water `Use. 4:304 Automatic irrigation systems controllers installed at the time offinal inspection shall be weather -based NA MATERIAL CONSERVATION ANDRESOURCE _. - ... 'Euhanced:D&abQt ,andredueed,Mahitenanae:4:4 . Joints and openings. Annular spaces around pipes, electric cables, conduits, or other openings in plates at exterior walls shall be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or similar method acceptable to the enforcing agency. ✓ ,Coiiiatiu'clm►-Wits eReduetim,'Dic deal^imd:R ", s 4.4 - A minimum of 60% of the construction waste generated at the site is diverted to recycle or salvage. This is achieved either by using City pre -certified landfills or implementation of a waste management plan. Waste manaRement plan shall be re roved by Environmental Services Department 1/ i;Bulldln' 'Ma1rd®ariee �d U asHon 341 _ =: An operation and maintenance manual shall be provided to the building ant or owner. E4VIR0r0&.iVTAL: UAiTfY' .'^s�• ? K •>Eollut>aiE�CoriLial� 4:SOd ' w .c . r .�zs:G, F.. - _ � _= Duct openings and otherrelated air distribution component openings shall be covered during construction. NA Adhesives sealants and caulks shall be compliant with VOC and other toric compourul limits. Paints, steins and other coatings shall be compliant with VOC limas. ✓ Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other toxic compounds. ✓ Carpet and carpet systems shall be compliant with VOC limits. NA Documentation shall be provided to the City building inspector verifying that compliant VOC limit finish materials have been used. ✓ 50% offloor area receiving resilient flooring shall comply with the VOC-emission limits defined in the Collaborative for High Performance Schools (CHPS) Low -emitting Materials List or be certified under the Resilient Floor Covering Institute FloorScore program NA Particleboard, median density fiberboard WF), and hardwood plywood used in interior finish systems shall camplywith low fomalde de emission standards. NA liate•Ior�lVldfstureCainfrol; 4:SU � 1" - ""� _'=:�r�.f ti,;..: '"'� � - - Vapor retarder and capillary break is installed at slab on grade foundations. NA Moisture content ofbuil&u materials used in wall and floor fi-sming is checked before enclosure. NA -ENVIRONMENTAL U*UTY cont'' x •i`k . x ?. r _ , ti k_ r . EnvL onmiadsl .Co'mfort 4:5 �` x: �." e -14A Whole house exhaust fans shall have insulated louvers or covers which close when the fan is off. Covers or loves shall have a minimum insulation value of R-4.2. Duct systems are sized, designed, and equipment is selected using the following methods: 1. Establish heat loss and heatgain values according to Air Conditioning Contractors of America (ACCA) Manual J or equivalent 2 Size duct systems according to ACCA 29-D (Manual D) or equivalent. 3. Select heating and cooling equipment accor ' to ACCA 36-5 anal S or equivalait, NA INSTAI.LERANI);SPECti-LINSPMCFdR UALIIniCATIONS :. p -malifiCaU0I16 '�.. 'Mr�:-`"'"r"rs.,''a� r -a3 ^`[- as •r ;,.s:,�= ..c j HVAC system installers are trained and certified in the proper instsilation ofHVAC systcrm. NA Vetifltl®ie 03 : ;� sv x _ . Verification of compliance with this code may include construction documents, plans specifications builder or installer certification, inspection reports, or other methods acceptable to the enforcing agency which show substantial conformance. ✓ 1/ INDICATES ITEMS WHERE CONTRACTOR SHALL PROVIDE LOCAL BUILDING DEPARTMENT WITH ALL DOCUMENTATION AS REQUIRED. CsENERAL NOTES I. ENGINEERING DESIGN LOADS ROOF LIVE LOAD: MINIMUMS PER CBC TABLE 16O1A.1 WIND LOADING BASED ON: 85 MPH/EXPOWRE "C" SEISMIC DESIGN: SITE CATEGORY: D SEISMIC IMPORTANCE FACTOR 10 66.11% 51 - 21% 5D5 - 0.5831 SDI - 03348 5DC - "D" SRS - OCBF/OSMF BASE SWEAR- SEE BUTLER CALCULATIONS CS - 0.1666 / O.r194 ANALYSES BY EQUIVALENT LATERAL FORE METHOD 2. CONSTRUCTION SHALL CONFORM TO THESE PLANS AND ALL APPLICABLE CODES AND LOCAL ORDINANCES INCLUDING THE FOLLOWING: 2010 CALIFORNIA STATE BUILDING CODE, TITLE 24, PART 2 2010 CALIFORNIA STATE ELECTRICAL CODE,TITLE 24, PART 3 2010 CALIFORNIA STATE MECHANICAL CODE, TITLE 24, PART 4 2010 CALIFORNIA STATE PLUMBING CODE, TITLE 24, PART 5 2010 CALIFORNIA STATE ENERGY CODE, TITLE 24, PART 6 2010 CALIFORNIA STATE FIRE CODE, TITLE 24, PART 9 2010 CALIFORNIA GREEN BUILDING STANDARDS CODE 3. STEEL BUILDING SHALL BE DESIGNED BY OTHERS TO CBC AND MBMA REQUIREMENTS. MANUFACTURER SHALL PROVIDE SHOP DRAWINGS AND CALCULATIONS AS REQUIRED BY LOCAL BUILDING DEPARTMENT. 4. EACW SUBCONTRACTOR SHALL EXAMINE THE PLANS CAREFULLY WITH RESPECT TO ADJONING WORK ANY CONFLICTS SHALL BE REPORTED TO THE ENGINEER PRIOR TO THE BEGINNING OF WORK SPECIAL INSPECTIONS 'NO SPECIAL INSPECTIONS ARE REQUIRED FOR THIS PROJECT PER GBG SECTION 1104.1, EXCEPTION 3. SOIL NOTES I. FOUNDATION DESIGN IS BASED ON INFORMATION PROVIDED BY NATURAL RESOURCES CONSERVATION SERVICE ON LINE WEBSITE ACCESSED ON 5/3/13. 2. SOIL CLASSIFICATION IS LISTED AS 'CLEARWAYS-HAMSLOUGH' , UNIFIED SOIL CLASSIFICATIONS SC, GC, GP OR GM WHICH CONFORM WITH CLASS 4 MATERIAL PER CBC TABLE 18041. ALLOWABLE SOIL BEARING CAPACITY: 2000 PSF (CBC TABLE 18042) LATERAL BEARING CAPACITY: 150 PCF 3. THE SITE 15 RELATIVELY LEVEL AND EXCAVATION WILL BE LIMITED TO REMOVAL OF THE ORGANIC AND LOOSE MATERIAL. NO STRUCTURAL FILL 15 REQUIRED AND ANY MINOR FILL REQUIRED TO REPLACE OVEREXCAVATION AT SOFT SPOTS, TREE ROOTS, ETC, IS TO CONSIST OF CLEAN GRAVEL. CONCRETE NOTES I. CONCRETE SHALL BE A COMMERCIALLY AVAILABLE TRANSIT- MIX PROPERLY PROPORTIONED AND DELIVERED TO THE SITE IN READY -MIX TRJCKS. AGGREGATE SIZE SHALL BE A MAXIMUM OF I -I/2" IN FOUNDATIONS AND 3/4" AT ALL OTHER LOCATIONS. SLUMP SHALL NOT EXCEED 4". CURING COMPOUND SHALL BE SPRAYED ON ALL EXPOSED SURFACES IMMEDIATELY AFTER FINAL TOWELING. 2. ALL CEMENT SHALL CONFORM TO ASTM STANDARD C-150. ALL AGGREGATES SHALL CONFORM TO ASTM STANDARD C-33. 3. CONCRETE USED FOR FOUNDATIONS AND SLA55 ON GRADE SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 3000 PSI. AND SHALL NOT CONTAIN LESS THAN 5 SACKS OF CEMENT PER CUBIC YARD. 4. ALL REINFORCING BARS SHALL BE GRADE 40 (PY-40)000 P51) EXCEPT WHERE NOTED OTHERWISE. REINFORCING SHALL CONFORM TO A5TM STANDARD A-615 EXCEPT WHERE WELDING OF REBAR 15 REQUIRED WHERE REINFORCING CONFORMING TO ASTM A106 SHALL BE USED. 5. REINFORCING MAY BE WELDED ONLY A5 SHOWN ON THESE PLANS. TACK WELDING TO HOLD FOR ALIGNMENT SHALL NOT BE ALLOWED UNLESS APPROVED BY THE ENGINEER PREHEAT ALL 01 AND LARGER BAR PER AWS D14-92, PREHEAT NOT REQUIRED FOR BAR SIZES o6 AND SMALLER 6. REINFORCING SHALL BE LAID OUT TO MINIMIZE THE NUMBER OF SPLICES. SPLICES IN CONTINUOUS REINFORCEMENT FOR BAR SIZES 03 THROUGH 08, SHALL LAP AS NOTED ON THE PLANS OR AS FOLLOWS: GRADE 40 REINFORCING BARS: MINIMUM OF 40 BAR DIAMETERS. GRADE 60 REINFORCING BARS: MINIMUM OF 60 BAR DIAMETERS. WIRE MESH: 12" OR 2 -WIRE SPACES, WHICHEVER 15 GREATER WHERE ALL BARS IN A MAT OR SECTION OF A BEAM ARE SPLICED AT THE SAME LOCATION OR MORE THAN 12" OF FRESH CONCRETE 15 TO BE PLACED BELOW THE, BARS, THE ABOVE DISTANCES SHALL BE INCREASED AN ADDITIONAL 30%. SPLICES IN BARB LARGER THAN 18 SHALL BE ONLY AS SHOWN ON THE PLANS. 1. UNLESS 54101IN OTHERWISE, THE MINIMUM CONCRETE COVER FOR REINFORCING SHALL BE 2' EXCEPT WHEN CONCRETE 15 TO BE PLACED DIRECTLY AGAINST EARTH WHERE IT SHALL BE 3" S. ALL ANCHOR BOLTS SHALL CONFORM WITH ASTM A-301. S. SPECIAL INSPECTION OF CONCRETE FOR FOUNDATIONS AND SLABS -ON -GRADE 15 NOT REQUIRED PER EXCEPTIONS 1 4 3 TO CBC SECTION 1104.4. BUTTE COU BUILDING DIV uruew NORTH VALLEY BUILDING SYSTEMS TITLE;SCALE: CARPORT 1=0R LARRY WILLADSEN 1316 MESA ROAD, DURHAM (BUTTE CO), CA MOTES Revisions: NA SHEET G2 OF FILE: anuosEr+ n�aro CRANDALL ENGINEERING 49" PONDENCOA WAY P.O.t3oXt64 MpP*E9" OA 98848 PHONE FALTµ X80 SEVILLE CT. C H I C 0" CA 9 8 8 8 8 PHONE 18801 345-7296 JOB: 13016 o r v n' m U U OC O 9 6 L L- 9 16 1 0 6 9 1 B H O H d 85898 1/O 1001HO 1 O a 1 A 8 8 O" "AV -906- 7Lrd MYF•406'Qw QIOM 91•¢96 83*On XOG � AVM r6ONOMOd 096V 0 o r r N 111 LL C OWBISAS ON1a71f19 A311VA H.LUON ONI�mm-nvclNvuo c��U = p.0 l7 .� `,E - '" x EER L Z y i -q (v m ZLU LL. •C .N o l Q LL E Q' aCi �� . w ? C7 m = NV 7d NOI IV C7Nno=l t Noo- W U � LY . 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I y CL 4 .. } 1 • 4 • I I� �N ' LaLJ�aWU.C�..t�.>n,'� { I i TD Lu W i' �� ��o f o ° -LLI 10 z z LU LL L =v�� Er 0 O w z •, * ,.815E ' 4• \ e - c��U �Z • '" x EER L tli -q (v to V o l Q �� od��dO� o • ��� W W'• Amo woz QL L- iZ� a ll"Q Owa O w ( aFP A e V o' �� m 4> m 0-0 �� ao m m g o -,es A. -1 4y c. \\, \ \\ a.� �- } CJ \ V CL SO U a N 4 Q;o Wp \------------- 5 \A) 9 mJ. 17 X \ ,.I _I IN., \\ \ +� 7� r I rQ lu m W W W wu �a "�,�. I v W z m IL LD \o - LU} _ in Lon, o '� ui JI _ -. I I c w CL+ �aQi.. I y CL 4 .. } 1 • 4 • I I� �N ' LaLJ�aWU.C�..t�.>n,'� { I i TD Lu W i' �� ��o f o ° -LLI 10 z z LU LL L =v�� Er 0 O w z •, * ,.815E ' 4• \ e - BUTLER STEEL GABLE TRIM. FACTORY FINISHED ' "I PREFMISHED BUtLERIB II WITH BUTLER PRIMER FIELD PAINT PER OWNER`" { ,, STEEL ROOFING. COLOR i ! i ✓EXISTING "COOL GRAY STONE" / —�! ` �: ` BUILONG u I: i; is i; I a is I, I ISI il•'s t i i i� IS if ji i _ IV EXISTING — — — BUILDING , IFIELD MODIFY GUTTER, EAVE STRUT AND GUTTER BY EAVE STRUT AND f` .x BUTLER FACTORY FINISHED KNEE BRACE ROOFING WITH BUTLER PRIMER FIELD BY BUTLER PAINT PER OWNER " -CONCRETE CONCTE ESST PEDESTALSTALS ' I EXPOSED STEEL PEDESTALS /A5 REQUIRED COLUMNS BY BUTLER /AS REQUIRED Ce/ AA W?Q WiL Q SOUTH ELEVATION EAST ELEVATION Qo� > 4"t BUTLER STEEL GABLE TRIM. FACTORY FINISHED PREFINISHED BUTLER15 II > r ,> i ! WITH BUTLER PRIMER FIELD PAINT PER OWNER /5TEEL ROOFING. COLOR GLR ," ! ; . "COOL GRAY STONE" ' ! I; i; i. I •i i u iI f: 1; `i F t 'r I it if li 11 Ei 'i fi tt ' if it {i I; iE Ii 'I i; it .II i( l( i it I: 11 II i .I i� tt I: Ii � �! I I; li I { ! iI fi I� ii f•': 1 ! � f I, i • : !r :` : 4 �{ �-. .: i ii :{ it �. .I II I ;i I: �. i� u U �. � E h u 1} li i !; (-+I: I. h I• � �I � I / l ' EXISTING ;BUILDING ISTING %BUILDING EAVE STRUT AND GUTTER BY BYEBUTLRERE BUTLER FACTORY FINISHED WITH BUTLER PRIMER FIELD PAINT PER OWNERCONCRETE f , ; CONCRETE PEDESTALSEXPOSED STEEL I/ . f / , PEDESTALS /AS REQUIRED COLUMNS BY BUTLER T iC/ 1 W=—Q WEST ELEVATION > Q�OFESSION - ,.,. /AS REQUIRED / uL i PERMIT # NORTH ELEVATION BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE 1 DATE_ j i g BYTE \ pl-[Phone: NORTH VALLEY BUILDING SYSTEMS nE; CARPORT FOR LARRY WILLAOSEN 1316 MESA ROAD, DURHAM MUM CO), CA E L E VAT I ONS Revisions: SCALE:TL lie" SHEET .42 OF 5 RLE: C\Uun\ANDY�De�ctap\IJ07Y cam luz-AZdro RANDALL E N G IN E E R ING Pondaroaa Way PO Bos 124 ldpinaa, CA 96848 (209)966-4644 Fa:: (209)96 6-4744 11 THREE SEVENS LANE966 C H I C O. C A 9 6 9 7 8 PHONE [ 6 301 346-72 9 6 JOB: 13037 BUTLER15 STEEL ROOFING WITH FACTORY APPLIED FINISH STEEL C 1 CANOPY STRUT BY BUTLER I" IN 12" Z -PURLINS a 51'- O STEEL FRAME BY BUTLER BY BUTLER CANOPY BEAM STEEL C EAVE BY BUTLER STRUT BY BUTLER ( - STEEL FRAM BY BUTLER d, Z X • ASTM A301 GRADE C a i L 'J' OR 'L' SWAPED BOLT > - = DOUBLE TUM `" OF 3 a TOP " 4 - 3/4" J -BOLTS PROJECTION PER _ CONCRETE BUILDING ^' SLAB ON MANUFACTURER \ GRADE TOP CONG 2.1/2" 21/2" J. t- T — - -- 1 - = I L-4-41 - 3/4" J -BOLTS o_j_4 04 VERTICAL �n 1 u_ j_—vi I• -1_ ( i ..; : TOTAL OF 8 NEAT CUT A REMOVE a EXISTING CONCRETE ! ' i ( hL �� '--- i •3 SPIRAL e SLAB WHERE REQUIRED i": -1 1 r -- 2'-0"-0 DRILLED CONCRETE FOOTING. G TYPICAL OF 6 —i �- =f j.T DETAIL a 1_ !- _-� f< J_ "'I''O° I L _4-4 .1 I r r -I- -t j _; ! i.E-1 1 1 ::I_ .4 —i CONCRETE PEDESTAL c � I ' :1 `A Z X G AND FOOTING AT CONCRETE _ 04 VERTICAL U L L A3 EACH FRAME SLAB -ON TOTAL OF 8 GRADE FLOOR >4x 3 SPIRAL . SLOPE TO DRAIN t .SECTION C '—i � 1 � ' 1 _� 7__ � hi i 1-1 I 1 � � �— I i•I--1 i �--� '- _. ,j _ L� i f I �- COUNTY DEVELOPMENT SERVICES i , • > =I i I_ I \, '; BUTTE REVIEWED FOR - I 11 J-1 ': • C.I.P. CONCRETE FOOTING IN AUGURED ODE COMPLIANCE t=, '=1 C �- I HOLE 1 I i i ! ` I I (7 11 _ I/ossp BY/o . C'q SECTION A1 ��ay -- — 1/4°•P-0° • —&I i—i 32934 A DETAIL D , �. 6/30/14 CIVIL OP Of CALM 8/19/13 ' SHEET TITLE: CARPORT FOR LARRY WILLADSEN Revisions: SCALE: urs 1316 MESA ROAD, DURHAM (BUTTE CO), CA "= SECTIONS 4 DETAILS Flws\,�,\�,tcp\,303 W�� A3 NORTH VALLEY BUILDING ilYBTEMB LJ CRANDAL L ENGINE�ING CARP0RT\o32-Aaa®y • - •SO SEVILLE CT.' 49M POF43MOSA WAY P.O. Box U4 JOB: C H I C 0, CA 9 6 9 2 8 ` N�P9E0, CA 9x84813032 5 PHONE 1 5 5 0 1 345-7240 209•O'4" PAX 200-66&4744 OF i COVER SHEET 1 Andror nod drasdngs NOTES 2 PemttdraaNrgs BUTLER R°°PLAN 3 ® PRIMARY STRUCTURAL 4$ SECONDARY STRUCTURAL 9.16 Butler Manufacturing COVERING 1722 a division of BlueScope Buildings North America, Inc. SPECIAL. mAw w STANDARD ERECTION DETAILS PLANOGRAPH DETAILS 7IM13 FOR CONSTRUCTION 7/82013 PERMIT SET' For MdWB Dep! AWm of PERMIT # " BUTTE COUNTY ELOPMENT SERVICES REVIEWED FOR ,�-CODE COMPLIANCE .DATE �1i BY GENERAL NOTES MATERIALS ASTM DESIGNATION 3 PLATE WELDED SECTIONS A% 9. AS72. A1M 1, A101S GRADE 55 COLD FORMIC LIGHT GAGE SHAPES ASI, A1011 GRADE SO BRACE RODS A57Z A510 GRADE 50 HOT ROLLED MOLL SHAPES A38, A529, A57Z A54 AM GRADE 38 OR 50 HOT ROU.EDANGLES ASS. MM ASM, AM GRADE SD HOLLOW STRUCTURAL SECTION (HSS) ASM GRADE B CLADDING; ASS& AM GRADE SD OR GRADE 80 A326 & A4W BOLT TiGKMING REQUIREMENTS R IS THE:ESPONsmajTY OF THE ERECTOR TO ENSURE PROPER BOLT TIGHTNESS IN ACCORDANCE WITH APPLICABLE REGsUTATION& SEE RCSC SPECIFICATION FOR STRUCTURAL JOINTS USING A3U OR A490 BOLTS FOR MORE (FORMATION. SEE ERECTION GUIDE FOR BOLT TIGHTENING INSTRUCTIONS. THE FOLLOWING CRITERIA MAY BE USED TO DETERMINE THE BOLT TIGHTNESS (LE -SIO TORT OR PTS -TEUTON) UNLESS REQUIRED OTHERWISE BY LOCAL AI TON OR CONTRACT. ALL AdW BOLTS SHALL BE'PRE-TENS'. A325 BOLTS IN PRIMARY FRAMING AND BRACING CONNECTIONS HAY BE 'SNUG-TiGH ' EXCEPT AS FOLLOV PRE -TENSION AWS BOLTS IF BUILDING SUPPORTS ACRAHE GREATER THAN STUN CAPACITY. PRETENSION AM BOLTS IF BUIIDONG SUPPORTS MA 4NM THAT CREATES VIBRATION, NMPAIM OR STRESS REVERSALS ON CONNECTIONS. PRETENSION A325 BOLT'S IF LOCATED IN NIGH SEISMIC AREAS. FOR IBC BASED CODES; HM SEISMIC IS DEIGN CATEGORY D. E OR F. SEE CODES AND LOADS SECTION BELOW FOR DETAILS. PRE -TENON ANY CONNECTION WITH DESIGNATION A32'SSC. SLIP CRITICAL (SC) CONNECTIONS MUST BE FREE OF PAINT, OIL OROTHERMATERIALS VAT REDUCE F=TICNATCONTACT SURFACES. GALVANIZEDORLIGHTLY RUSTED SURFACES ARE ACCEPTABLE IN CAPIACA ALL A326 AND A400 BOLTS SHALL SE'PPSTEMSOID'. EXCEPT FOR SECONDARY MB 0ERS AND FLANGE BRACES. SECONDARY MEMBERS AND FLANGE BRACE CONNECTIONS ARE ALWWAYS'SNW TIGHT'. UNLESS INDICATED OTMERNLSE IN ERECTION DRAWING DETAILS. CODES AND LOADS VMEN MULTIPLE S1I.DOIGS ARE IN110LVED, t>PEdFNC LOIUD FACTOR8 FOR DIF'FETttNO OCCUPANCIES, Sham DwamoNs, HEiGHT8 FRAMO/li SYST9dS ROOF StAPEB ETC MAY RESULT IN O1F°FERBNT LOADAPPLICAT10H1 FACTORS THAN INDICATED BELOW SEE CALCULATIONS FOR FURTHER DETAILS. WIND LOADS ARE APPLIED TO OVERALL BUILDING ENVELOPE COMMON WALLS SETNEEN CONNECTED SHAPES ME NOT SUBJECT TO EXTERNAL NAND LOADS. Brading Ooft 2010 commis afthg SMnWmds Cods Based an Building Cods 2009 ddemational BuROM Code Cimpan: Binding U =Swdwd O=Mancy Unrobue, Con"d GraWy: 3.00 psf (Hol YKNdhG LJVE LOADS AND RAINFALL Rod Lkv Wad WM Pat (Reduable) Rah. 1: s.OD Intlros per hour CONCRETE FOUNDATIONS Carnpressi a SbeVth Oft.) • Nt 3000 psl SNOW LOAD Ground Snwr. *00 psf. Flat Rod Snow O.W pet. Design Snow(Sloped): CLOD psf Snow Pspawe Category (Fade* 2 Par" Eked (1.00) Snowimpatenae: 1.000 Thermal Cdegmy (Fact** Uddfated (1.20) oq,01FESS/p y VWND LOAD �Q�' �Q F P� T i Wind 85.00 no. VAIN Eapoaure: c 50 1`G 89* Wind ftemaw. 1= pd IE5 Wind Im1, 1, os Fackn 1.000, FTa TopoW*hlc Factor: 1.0000 s NO. m . 032 lArnd Endwure: Free Rad -Clear IN Nota M W Wawa, doors. OkyOglda and o" aoaared openings =e . mum be dasww for ft epeeIII above wind bads EARTHOUME DESIGN DATA Lateral Face Redding Systam u*q Eawa km Face wee Seismic Design Cs 00 iSm �TWftft Note Abora) A Seia *&rwwtaat 0.0opsf /I Seismic ImpaAance: 1.000 Sall PraNe Type: Siff ad (D, 4) Design Spedrof Rmip , se -Oft a5831, Sd1: *3349 Ordinary Sed M www Frames Frame RedwWancyFada:1.3000 Fremhg R*=W. 3.5000, Fame Sebmie Fedor (Gy, a ISM Deatgn One Sherr • a ordinary Stew Camentric BraeeO Frames Braga Redundancy Fador.1.3000 Bradrg R•FaCar. 3.2$K Bn= Satrrrdc Factor (CI* 0.1794. Dasgn Baa Sherr - a 1794 W BUTTE COUNTY t3IVISION THE BUTLER M FG. ENGINEERS SEAL APPLIES ONLY TO THE WORK PRODUCT OF BUTLER MFG. AND DEEM AND PERFORMN/CE THIS DRAWNG. INCLUDING TME 04FORWATON HEREON. REMAINS THE PROPERTY OF BUTLER AUG. IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE APPLICABLE PURCI ASE ORDER AND SHALL NOT BE MMODIREM REPRODUCED OR USED BUTLER MANIFACTURNG 1540 GENESSEE ST.KAw" CRY; ML064102 COVER SHEET REQUIREMENTS SPEC09ED BY BUTLER THE BUTLER MFG. ENGINEERS SEAL GOES RIOT APPLY TO THE PEFWIDFMAANCE OR DESIGN OF ANY OTHER PRODUCT OR COMPONENT FURTJIlONED BY BUTLER EXCEPT 70 ANY DESKiN OR PEfFORIAA NC.E REQUIREMENTS SPEP TED BY BUTLER FOR ANY OTHER PURPOSE WITHOUT MOR WHITEN APPROVAL OF BUTLER MFG.No" r - : y euttrt M% �I 6D 21030013-1200% THE GENERAL CONTRACTOR ANOtOR ERECTOR IN SOLELY RESPONSIBLE FOR ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS stam0 IN INCE WITH THIS DRAWING. DETAILS REFERENCED IN THIS ORAWNG, ALL APPLICABLE BUTLER MFG, ERECTION GUIDES. NO INDUSTRY STANDARDS PERTAINING TO PROPER ERECTION. 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KAJU) FR 2 SHEAR ROD ND TENSION PER CURIE OECIP WDED BY ALLOWICINS Y-39 , . 4. 1b2mm + V6 TM FHSPI DOWAGRADE ]R A40 ROD EDGE EFFECTS ( ON ' OF EA6FnDE HUNG FOR ESFROM DWF iSNO NE7T10D li PROJECTION' 1 OF TRN6fERR110 FORCES FROM ANCHOR 200^TO - 152mrNl .. VARIES FOWNGSARE TO IE DETERMINED BY OTHERS. A 3. L*d= OMERNISE SPEORM ANCHOR A0OS ARE DESIGNED L EVBTfOMOF Nm DET�OS•UST•pFLAWAI HMRWSVATM m BOTTOM OF COLUMN LUMN 'SNUDTC/Tr-OOIaELTCIS. SMOOnt Lo 'a 8 z 0' 60.SE PLATE ELEV. SEPLATE AAI CII FI NUSTBEA�Cq RA 1rRSOUARE �ACECASS1/0AN , .ON THIS DRAIAANB OR STEEL NALNOT FIT.M BIiDFR . - m _TOP OF FottOAT10N-CONSIDER saEsvoHLSDEeFDRHOctFwest:rTrNDaFSNaHORROCS EE >. ANY SPACE BETWEEN THE FOUDATIDN. PERASC COOS OF STArDARDFRACTCE• SEC 7.3 + — tD ASO COLUMN BASE IN ANGOR ROD- VARWIONS ARE SLMWISM 8EUW LENOTHI REOUREMEM • CENTERS OF ANY Two ARS vsnM AOOLtMI RASE GROW. «ua STD =1l2- (13mm) O. CI NTERS OF ADAICENTAA OEOUM -1W 21? 21? FLUSH-O'(Orrlm) TOPSOFAFTS ..12 THE SI PROJECTION ABWE TE BOTTOM EC TE BASE PLATE 4 A ONGRiAT®DM BkTNEDI CERFT-NO AR GtipD3 ISASI A DIFFERENT PR JECTIO M A 13E REQUIRED BY ROD AU.]II000LIM/ UNE: «HIP PER t00FT_/OT TO - 21? 21? mn LENGTH. D GNERPRQ1ECi1ON MAY BE RC-0URED BY THE E7C®:TOTAL THE ANCHOR ROD PROJECRtDf MAY MEED TO BE CUTOFF IF - - TYPICAL COLUMN • r . - 1.L14CNOR RODS NUTS. NAROENEDWWS/ERSA/OANY OTHER EWSEDCED RFH9 ARE TO BE FIWNISED SY CONTRACTOR. KAJU) FR 2 SHEAR ROD ND TENSION PER CURIE OECIP WDED BY ALLOWICINS Y-39 , . 4. 1b2mm + V6 TM FHSPI DOWAGRADE ]R A40 ROD EDGE EFFECTS ( ON ' OF EA6FnDE HUNG FOR ESFROM DWF iSNO NE7T10D li PROJECTION' 1 OF TRN6fERR110 FORCES FROM ANCHOR 200^TO - 152mrNl .. VARIES FOWNGSARE TO IE DETERMINED BY OTHERS. A 3. L*d= OMERNISE SPEORM ANCHOR A0OS ARE DESIGNED L EVBTfOMOF Nm DET�OS•UST•pFLAWAI HMRWSVATM m BOTTOM OF COLUMN LUMN 'SNUDTC/Tr-OOIaELTCIS. SMOOnt Lo 'a 8 z 0' 60.SE PLATE ELEV. SEPLATE AAI CII FI NUSTBEA�Cq RA 1rRSOUARE �ACECASS1/0AN , .ON THIS DRAIAANB OR STEEL NALNOT FIT.M BIiDFR . - m _TOP OF FottOAT10N-CONSIDER saEsvoHLSDEeFDRHOctFwest:rTrNDaFSNaHORROCS EE >. ANY SPACE BETWEEN THE FOUDATIDN. PERASC COOS OF STArDARDFRACTCE• SEC 7.3 + — tD ASO COLUMN BASE IN ANGOR ROD- VARWIONS ARE SLMWISM 8EUW LENOTHI REOUREMEM • CENTERS OF ANY Two ARS vsnM AOOLtMI RASE GROW. «ua STD =1l2- (13mm) O. CI NTERS OF ADAICENTAA OEOUM -1W 21? 21? FLUSH-O'(Orrlm) TOPSOFAFTS ..12 THE SI PROJECTION ABWE TE BOTTOM EC TE BASE PLATE 4 A ONGRiAT®DM BkTNEDI CERFT-NO AR GtipD3 ISASI A DIFFERENT PR JECTIO M A 13E REQUIRED BY ROD AU.]II000LIM/ UNE: «HIP PER t00FT_/OT TO - 21? 21? mn LENGTH. D GNERPRQ1ECi1ON MAY BE RC-0URED BY THE E7C®:TOTAL o • _ ,} , • ��' •, ` . - , to k . - - - THE ANCHOR ROD PROJECRtDf MAY MEED TO BE CUTOFF IF - - TYPICAL COLUMN A RIOMCEMER OP ANYARGROIPFROLI COLIaeI - - TERIAS E IS INTERFERENCE TH OTTER PARIS. .. a DESIGN Lacs AND RFAcnoNSARE Rmossm DNTE -.. . F SUGGESTED ANCHOR ROD PROJECTION BASE PLATE DETAIL REAGTiO""`T' D1 (4)3/4" Dia. GR36 A.Roda 2 (4)374" Dia. GR36 A.Rods Plate W=8" L=1'-1" Plate W-8" L=1'-1" Elev.=100'-0" =0" 1 2 3 -Dl .. D2i DI� 1 BUTTE COUNTY 1 E .. !Dl D2!. Dl gpFESSIp Q N,q L F301-0" 17'-0" UJI NO. 03 ` EXP FJ- BL _ _ BL y ANCHOR 'ROD PLAN •' ' died Floor EW.wadon " 1W -(r (Unless s Noted Offmmse) PERM SET- Iding Dept Apiroyal <•a THE BUILDING IS DESIGNED VOM BRACING DIAGONALS IN THE DESIGNATED THE BUTLER MFG. ENGINEER'S SEAL APPLIES THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF - - BATTLER MANUFACTURING • +' BAYS. COLUMN BASE REACTIONS, BASE PLATES AND ANCHOR RODS ARE ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE .1$10 GENESSEE ST, KANSAS CRY: MO 6.4102 ANCHOR ROD PLAN AFFECTED BY THIS BRACING AND OWDONALS MAY NOT BE LOCATED MFG: AND DESIGN AND PERFORM WCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRO OR USED - - ..�'VNTHOUT CONSULTING THE BUILDING SUPPLIERS ENGINEER - REQ REMSPECIFIED BY BUTLER THE FOR ANY OTHER PURPOSE W7T110Uf PRIOR WRITTEN APPROVAL OF PULLER MFG. wR . Irr. - ocxAprcx - "OER North Valley Building Systema. Irm ' . . BUTLER MFG.FG. ENGINEERS SEAL DOES NOT E APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND10R ERECTOR IS SOLELY RESPONSIBLE FOR - �� CUSTOMER � � � � � 210304/1 }12003 ' - • ANY OTHER PRODUCT OR COMPONENT - ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE - � I . � LOrAM* Durham• California B�JTLER � !82013 - , FURNISHED BY BIJiLER EXCEPT TO ANY VMTH THIS DRAWING. DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER _ .' _., ' . • TrRAIOLPEHat ARG • - - • DESIGN OR PERFORMANCE REQUIREMENTS' MFO. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER ;I FRWEa NAlladaMl . - Butler Manufaeturhg - SPECHFtED BY BUTLER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. TwavrHc sweHIIADWRS NTS F0► aFOVEave 2013.1a ' 3 VPCFLFIMH!', IZITHIWI .. i •. - TenoU; - V.ro9(I' - - •. '. .da dlll S[egeuWWrlblAnri061n o • _ ,} , • ��' •, ` . - , to k . - - - r - , r•1 .. PI V 40 o CX001X CX003 % CX005 �J a m 00 E) p - N1 % O - a N t _ i ?o01 i rn v o X x ra w �3U1� COUNTY E-UiLDIi` G DIVISION'. APPROVED 1 6" Dimension Key PERJMT S - F' (Idin9 DepL Approval Shq- N—aCWW 1. USE 12 X 1 12 AM" BOLT (46080) AND NUT (47120) '. THE BUTLER MSG. ENGINEERS SEAL APPLIES THIS DRAYNNG, INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF BUTLERMIANUFACTUFOIG WO WASHERS. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE VYORK PRODUCT OF BUTLER BUTLER MFG. R IS PROVIDED SOLELY FOR ERECTING THE BUBDING DESCRIBED IN THE _ 1540 CENESSEE ST. KANSAS MY, M064102 PRIMARY AND ROOF BRACING PLAN .. SECONDARY CLP CONNECIMM AND FLANGE BRACE CONNECTIONS. MFG• AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED UNLESS NOTED OTHERVNSE. REQUIREMENTS SPECIFIED BY BUTLER THE FOR ANY OTHER PURPOSE YVTIIIOUT PRioR WRnTEN APPROVAL OF BUTLER MFG. etk sr asus9no t s,seFn . Nwh VNIey SUddl g Systems, Inc ' 210304f1 -12005APPLY 2. SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME - BUTLER MFG ENGINEER'S SEK ODES NOT. TO THE PERFORMANCE OR DESIGN OF' THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR - astw� SIDE OF THE V1iEl3 AS THE HBISIDE WASHER. _ ANY OTHER PRODUCT OR COMPONENT ACCURATE GOOD Qumm WORKMANSHP IN ERECTING THIS BUILDING IN ACCORDANCE y .�„m a fie,,,, �'� BUTLER _ FURNISHED BY BUTLER EXCEPT TO ANY %1TH THIS DRAVNNG, DETAILS REFERENCED IN THIS DRAWNG. ALL APPLICABLE BUTLER O0 Mipe j" �: RG. . DESIGN OR PERFORMMICE REOIAREMENTS MFG. ERECTION GLADES, AND INDUSTRY STANDARDS PERTAINING TO PROPER . ano,ec�' VVtlladsen . Butler Manu(acturinl SPECIFIED BY BOILER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING satwoaae: NTS aacensva. vacvcroor.2013.ta 4 O Frame Member schedule Frame Clearances Part Mem width Thick WebThk: Depthl Depth2 Approx.Lgth Approx.Weight Horiz. Clearance between members l(CX001) and 4(CX001)`: 22'-8 3/4" CBX001 10001 5.0000 .1345 .1345 10" 10" 5'-6 3/16" 54i Vert. Clearance at member 1 =001); 10'-3 1/16" CBX002 10002 5.0000 .1345 .1345 10" 10" 5'-6 3/16" 566 Vert. Clearance at member 4(CX001): 10'-3.1/16" CX001 1 5.0000 .1345 .1345 1'-0" 1'-0" 10'-3 1/16" 1211 Finished Floor Elevation 100'-0" (Unless Noted Otherwise), RBX001 2 5.0000 .1345 .1644 1'-0" 9" 12'-6 1/4" ' 1606 RBX002 3 5.0000 .1345 .1644 9" 1'-0" 12'-6 1/4" 1616 O Frame Member Schedule Frame Clearances Part Mem Width Thick WebThk. Depthl Depth2 Approx.Lgth, Approx.Weight Horiz. Clearance between members 1(CX002) and 4(CX003): 22'-8 11/16" CBX003 10001 5.0000 .1345 .1345 10" 10" 5'-6 3/16" 58$ Vert. Clearance at member 1(CX002): 10'-2 13/16" CBX003 10002 5.0000 .1345 .1345 10" 10" 5'-6 3/16" 58$ Vert. Clearance at member 4(CX003): 10'-2 13/16" ' CX002 1 5.0000 .2500 .1345 1'-0" 1'-0" 11'-3" 189$ Finished Floor Elevation 1001.-0" (Unless Noted Otherwise) RBX005 2 5.0000 .1875 .1345 11 3/4" 9" 11'-5 13/16" 1520 RBX003 3 5.0000 .1875. .1345 9" 11-3/4 11'-5 13/16" 152$ CX003 4 5.0000 .2500 .1345 1'-0" 1'-0" 11'-3" 189$ Q Frame Member Schedule Part Mem Width Thick WebThk. Depthl CBX004 10001 5.0000 .1345 .1345 10" CBX005 10002 5.0000 .1345 .1345 10" CX004 1 5.0000 .2500 .1345 1'-0" RBX004 2 5.0000 .1345 .1345 11 3/4" RBX004 3 5.0000 .1345 .1345 9" CX005 4 5.0000 .2500 .1345 1'-0" Depth2 Approx.Lgth Approx.Weight 10" - 5'-6 3/16" 54# 10" 5'=6 3/16" 52# 1'-0" 11'-3" 185# 9" 11'-5 13/16" 130$ 11-3/4" 11'-5 13/16" 130# 1'-0" 11'-3" 1851 Frame Clearances Horiz. Clearance between members 1(CX004) and 4(CX005): 22'=6 11/16" Vert. Clearance at member l(CX004): 10'-2 13/16" Vert. Clearance at member 4(CX005): 10'-2 13/36" Finished Floor Elevation 100'-0" (Unless,Noted Otherwise) RTO SLOT BACKING PLATE MAY EXIST HARDWARE INSTALL IN THIS ORDM HILLSIDE WASHER FLAT WASHER TS' FLAT WASHER A' Hex NUT ROD OIA I NUT A I 8 HILLSIDE 3 a• 095321 096408 46040 043657 1 095230 0951172 M946 043637 5 8 - 095233 095945 - 095946 043657 3 4 095235 095946 095948 043658 B 095237 095947 095948 043656 i0932158 ie«, RG 095948 D95949 043659 1 1 095239 .095949093249 DESIGN OR PERFORMANCE REQUIREMENTS 043659 GCI AT T/B 1/2- (WOOED) EPC3 AT 10'/11 1/2- (HELICO) i t PGI CUP (BOLTED) - ALL DEPTHS REFER TO CROSS SECTION. ALT. CONNECTIONS 1 1 ®KACL (rnwc. � Mw CLP ROY9 •/ 1N I RAXQE ova WL ITF.D1w 00-m 10 m Keorne mwl MOTH. SO AUOOSM OMUCCOONS FLANGE BRACE REQUIREMENTS: RULE%1- ALL FLANGE BRACE$ ON CROSS SECTIONS MUST BE INSTALLED. RULEg2- SINGLE FIANCE BRACES ARE REQUIRED WHEN PART MARK ON CROSS SECTION K NOT ACCOMPANIED BY (2). RULEP3- FLANGE BRACES ARE REGUIREO BOTH SI S OF THE FRAME WEB WHEN PART MARK IS RULFp4- WHENEVER POSSIBLE. PLACEASDTO.E (IED EYIA TOWARD THE CENTER OF THE BUILDINO. "5- WHENevER POSSIBLE. PL ALL SINGLE BRACES ON THE SAME SIDE OF •• 10- d! II 1/2- PURUMS REOURE 3 BOLTS AT EACH DTD OF PURLIN LAP. RAKE EXTENSION CHANNEL (RRECE-) AT 10' PU RUNS (RICK-) AT 11 1/2- PUR14S •(3) 1/Y A307 THIN HEAD BOLT (096636) k NUT (095032) �( ALL OTHER BOLTED CONNUTIONS USE THE STANDARD 1/2- x 1 1/2 - AM DOLTS (491160). PORTA BEAU KN BR11F4 I KNEE BRACE NOTES: ALL CONNECTIONS t/t X 1 I/2' Asn BOLTS(49080) TYPICAL UA • IRM AMOLE ONLY REOIARED WHEN CALICO FOR ON 01E ERECTION ORAYR116S. SDAPIE CIE P%W-m PIGGVS-CK CANOPY I/Z ((BBOLTEEDD) O ace- CUP FCI YAm SUOINO CAVE Smut F - FEET G - GAGE CX- . COLUMN (PLATE) I = INCHES 0 = OPERATION CGX••• - OOLUNN (GAGE) E c EIGHTHS C = RN/COLOR WCX-- = COLUMN (HOTROLL). PANEL/G 3 1 1 7 W1 I61K TO RSX••• = RAFTER (PLATE) • F F I I E C C 0 0 0 C BGX•••' RAFTER (CAGE) 3/4• A325 l zlm 000E WRx-- - RAFTER (NOTROLL) IS INSULATION - TRUSS RAFTER MS NOTED UMSE I B 1 3 0 1 0 3 6 0 3 0 W V NCX-•. - INTERIOR COLUMN •• F F F 1 1 1 1 1 1 E C C PCX--- -PIPE COLUMN LERGIH WIDTH THIN CODE TCX••• = TUBE DOLUL94 SECONDARY (STANDARD) 0 8 2 19 1 1 1 1 7----- EPX•• . EKDPOST (PLATE) • F' F I I E G G . EGX••• - EMDPMT (GAGE) obi; TS LENGTH GAGE ADJUsT.00DEs �� CBX••• -CANOPY (PLATE) 3/4' • A325 SECONDARY (SPECIAL) CSX -1- PIGGYBACK CA14OPY BOLTS 0010821911417--- TYP EACH END • • FF R 1 It 00 • DCC- = 6 1/2' GAGE POST CO MD40EPAMi LIXG1H CA4E TCOOES DCE••• - Or CAGE POST ROD BRAACUNFEG RS - THREADS BOTH DUS 0 3 R S 2 S 1 0 RT = THREADS ONE END - CIEVIS ONE END LE F F 1 I RU- CLEIS BOTH ENDS WA LENGTH RP = THREAD BOTH ENDS - NO IOLLSIOES . e. AF4.A °1 MARK NUMBER KEY C KNIFE PLATE) EN50 COMMON GENERATED MARK NUMBERS A ALL CONMEC110N5 1/Y x 1 1/2- FOR a4 ARM ONLYEREREN DRAKANGREOUM " CAPD A023 DOLTS (49000) TTFRAL U.K ,�M .Mai C4NOPY mau CEE (CTA-) PURL04 A MRN BIALOR40 CAVE SIRUP CUP 0 IVELDED) OR P91 AS 1/4•-14 . I I SIR=. ESNR LMAN FRAME !� - / I'-0 IW " C.0 OPTIONAL COWYN OR N FRAME OPTIONAL .. ROOF ORF1K90N AN0.t 1/4'-14 A 1 1/1' SOfC PANEL COLUMN R MN OR • F FANLL RA) SMUT. FS W (3SJ07) AFTER PtOOYSAat CAN M EXTIEN OM 1 ° 11-0. Olt SM FRAME CROR SECOON FOR 00. RGGYBACX CANOPY 1 1 1 U E� RUf SEE FRA/€OON WL Q ��r piwao I9Yx BURDNG—J I PKfRIBi Y PAYE SRM AT I I RAKE ElrrDG 4 � ��" \.(.\� p0 ELCI CEIP PURLIN /A/\ - a =0 O Oa e o O O NOTE.• FIELD DRILL (3) 9/16' A- / o O O O O O Oa O O 0 RAKE BEAM AS t \\v// O SECTION A -A SMALL EAVE STRUT. LL AT 'O1p . A� I MAN Buxom L" BvxOlw I/2' 10- R 11 1/2' fIl1RUNS CAVE R iNSAA7ED BOOP PANEL CAVE STRUT SEC110N A. SECION MA GME STRUT EAVE AT INSULATED ROOF PAIL PURLIN CONNECTION TO END FRAME m'°Acm PIGGYBACK CANOPY FRAMING PIGGYBACK CANOPY °Op "O `4m PIGGYBACK CANOPY RS 271 CONTINUOUS PURLINS RS1ON3 I RAKE & EAVE EXTENSION CHANNEL RS11S4 ALL PURUN DEPTHS -'LOW EAVE RS(1T4 ALL PURLIN DEPTHS - HIGH SAVE EN53CI to- 2S4nKn BUTTE CONiY EUiL'_'ANG DIVISION A '.3 .•F t �0%/ED �oQ2pf ESSlp�✓j yQ \G,rQ,EI f. pq F� CD LU N0. 031 rj EXP. ��IUl1 /a%i�l OTDMMI.11*11§� MM P! t!nr or Buildlrtg Dept_ Approval 1. USE 1R X 1 1/2 A32S-N BOLT (48080) AND NUT (4712D) THE BUTLER MFG. ENGINEERS SEAL APPLIES THIS DRAWING. INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MANUFACTUW NG BBO WASHERS SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING THE BUDDING DESCRIBED IN THEDI 1540 GENESSEE ST. KANSAS CITY. MO 84102 PRIMARY BRACII�a SE SECONDARY CLIP CONNECTIONS: AND FLANGE BRACE CONNECTIONS. MFG. AND DESIGN AND PERFOWAANCE APPLICABLE PUR04AM ORDER AND SHALL NOT 13E MODIFIM REPRODUCED OR USED t1Y: NxHttrro11a4 e1AD131 North Valley BuBdiIIB Systerm ERG." 21030N13120� UNLESS NOTED OTHERWISE - REQUIREMENTS SPECIFIED BY BUTLER THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG.DAT[' 2 SLOT REINFORCEMENT PLATES NEED NOT BE LOCATED ON THE SAME PULLER THIS ENGINEERS SEAL ODES NOTANYOR APPLY TO THE PERFORMANCE OR DESIGN OF CUSTCUM THE GENERAL CONTRACTOR ERECTOR tS SOLELY RESPONSIBLE FOR ,. SIDE OF THE VYM AS THE WlLSIDE WASHER - ANY OTHER PRODUCT OR COMPONENT ANSiHP ACCURATE GOOD QUALITY Y110RKAAANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE BIiiLER 7rsaD19 - LQOA1pt Dult/am DaIEYilla ie«, RG FURNISHED BY BUTLER EXCEPT TO ANY WETN THIS DRAWING, DETAILS REFERENCED IN THIS DRAWNG. ALL APPLICABLE BUTLER - - vao.Ea: WOladson DESIGN OR PERFORMANCE REQUIREMENTS MFG. ERECTION GLADES. AND INDUSTRY STANDARDS PERTAINING TO PROPER Butter Manufacturing auMWosAtle: LETS e1ADER9Po.. vAu: B SPECIF ED BY BUTLER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. W'Iw1=m 2O13.ta VPCFAFAMA!-aa.a.w - - 1A'AIl N1]l]T - •6�.d1�90R0°diWOFWTNnMktrc Secondary Part Schedule 2 Q �L F. P9 �� Mark Part Thick. Depth Lap, Detail E1 00110CS1911417B1 0.0600 10" W NO O PF20Cl,RSlIT4,kS11S4 ROOF SECONDARY. PLAN E10 00510ES3208414Bll 0.0790 10" RS10N3,PF2OC1,RSllT4,RSllS4 E2 00210CS3211417B1 0.0600 10" Lp PF20Cl,RSllT4,RSllS4 AL F E6 00110ES0302414011 0.0790 10" PF20Cl,RSllT4,RSllS4 E7 00210ES2811414Bll 0.0790 10" 1 6" 0F20C1,RS11T4,RSllS4 .01 Di "Key E8 00310ES1908414Bll 0.0790 10" RS10N3,PF20C1;RSllT4,RS11S4 SWeName=CWpootShape =cwpmtsv4 rte PERNUT Buiiding Dept Approval ' A: UNLESS NOTED. USE �1R X t 12 A325 -N BOLT (49080) AND NUT (471201 ' E9 00410ES1511414A11'0.0790 THIS DRAWING: INCLU06NG_THE INFORMATION HEREON, REMAINS THE PROPERTY OF 10" PF20C1,RSllT4,RSllS4 ,. wo WASHERS. SNUG TiaKrEN BOLTS FOR All SECONDARY CONNECTIONS - ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. R IS PROVIDED SOLELY. FOR ERECTING THE BUILDING DESCRIBED IN THE P1 1OZO302417DG01 0.0600 -10" PF20Cl,RSllT4,RSllS4 MFG' AND OESIfaTI AND ' REOIl1REMENTS.SPECD:IED BY BUTLER TME APPLICABLE PURCHASE ORDER AND MALL NOT BE MODIF , REPRODUCED OR USED ANY OTHER PURPOSE WRHOUT PRIOR WRITTEN APPROVAL OF SUTLER MFG. - P10 00210ZS2311411A1 0.1130 10" 3'-10 1/2" RS02Tl,1(S0lU1 am . ar_ ..ocsa�pt eucert Nath Vag" BuBdh�g System. bw. - P11 00310ZS2311412A1 0.1130 10" 3'=10 1/2" RS02T1,1RS0lUl P2 1OZ1511417GGAl 0.0600• 10" PF20Cl,RSllT4,RSlIS4.,RSION3 P3 1OZ2811417GGBO 0.0600 10" PF20Cl,RSllT4,RSll:4 1 2 3 P4. lOZ2811417GGB1 0.0600 10" PF2GC1,RSllT4,RS11S9 RS PS 1OZ1511417GGAO P6 00110ZS3611416B1 0.0600 0.0680 10" 10" 3'-10 1/2" PF20C1,RSllT4,RS11S RS02T1,RSOlU1 1C1B2 E2 1C1B1 El N N P9 00410ZS3611416B1 0.068.0 10" '3'-10 1/2" RS02T1,RS01Ul 1, C 3 1942 1Ci82-. 3 E10 ,� : • i I I I i t • i s P9(TyP•) Pll ) .n •• _ BUTTE k TY P6 .). P10(Typ•? �C®��� B�U;Lr,)I,JG �Jt 'VISION i1 APPROVED 0 Purlin Brace Schedule OPart Mark Key Id Qty Mark No Spacing. 1 1 v Q v © 1 1 1. E6' 1 8 CPBRB010512(Typ.)1'-1 2 4 'CPBB050108 5'-0" 1/16" l i v EB ( 1 2 EWRC310 3 4 CPBB030404 3'-2 3/4" oao 3 i ,, 1 1 2 1 2 W13, 3 Pl 4 RECE07047 4 8 PEA0306 3'-2 3/4" in 5 ECCE 5 8 PBA0302 2'-10 9/16" See SED: 1C2Bl 1C2B2 BR09PK, BR09RY, BR09RZ,-BR09PH, BR09JH 29'-6"_, 16.1-6"----# IBL HR09JG, BR09K5 BL 1171-0" - ' OF WALL. AND ROOF SHEETS.. APPLY TO THE PERFORMANCE OR SIGN OF THE GENERAL CONTRACTOR ANDJOR ERECTOR IS SOL�Y RESPONSIBLE FOR. . " 270904/13-12008 1 REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ANY OTHER PRODUCT OR COMIPONENT • ACCURATE GOOD QUALITY WORIONWSWP IN ERECTING TNS SUMOM IN ACCORDANCE.. ' ,,G,,,ft a,rtam.Cefft. BUTLER 7182013 FURNWED BY BUrtFR EXCEAf TO MIY . WITH THIS DRAWING, "DETAILS REFERENCED IN THIS DRAVNNG, ALL APPLICABLE BORER DESIGN OR PERFORMANCE REQUIREMENTS MFC: ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAIN WG TO PROPER ladeenRG M - - Suuw Man • orarrcanae: euwasvac g' SPECIFIED BY BOILER ERECTKIN. QICLUD0M0 THE CORRECT USE OF TEMPORARY BRACING T �0 .. , . 'waaaf0e,w12ooe 2 Q �L F. P9 �� W NO O ^, ROOF SECONDARY. PLAN EXP. - Lp �Q AL F 3 4i-0" 1 6" .01 Di "Key SWeName=CWpootShape =cwpmtsv4 rte PERNUT Buiiding Dept Approval ' A: UNLESS NOTED. USE �1R X t 12 A325 -N BOLT (49080) AND NUT (471201 ' THE BUTLER MFG. ENGINEERS SEAL APPLIES THIS DRAWING: INCLU06NG_THE INFORMATION HEREON, REMAINS THE PROPERTY OF : � . BUTLER MANUFACfURBJG - ,. wo WASHERS. SNUG TiaKrEN BOLTS FOR All SECONDARY CONNECTIONS - ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. R IS PROVIDED SOLELY. FOR ERECTING THE BUILDING DESCRIBED IN THE .: 1540 GENESSEE ST. KANSAS CITY. 800641@ • - • ROOF SECONDARY PLAN - - 2; FLANGE BRACES ARE AN INTEGRAL PART Of THE STABO RY Of THE- MFG' AND OESIfaTI AND ' REOIl1REMENTS.SPECD:IED BY BUTLER TME APPLICABLE PURCHASE ORDER AND MALL NOT BE MODIF , REPRODUCED OR USED ANY OTHER PURPOSE WRHOUT PRIOR WRITTEN APPROVAL OF SUTLER MFG. - . -STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION BOILER MFG. FNGdEERS SEAL GOES NOT .FOR am . ar_ ..ocsa�pt eucert Nath Vag" BuBdh�g System. bw. - ' OF WALL. AND ROOF SHEETS.. APPLY TO THE PERFORMANCE OR SIGN OF THE GENERAL CONTRACTOR ANDJOR ERECTOR IS SOL�Y RESPONSIBLE FOR. . " 270904/13-12008 1 REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ANY OTHER PRODUCT OR COMIPONENT • ACCURATE GOOD QUALITY WORIONWSWP IN ERECTING TNS SUMOM IN ACCORDANCE.. ' ,,G,,,ft a,rtam.Cefft. BUTLER 7182013 FURNWED BY BUrtFR EXCEAf TO MIY . WITH THIS DRAWING, "DETAILS REFERENCED IN THIS DRAVNNG, ALL APPLICABLE BORER DESIGN OR PERFORMANCE REQUIREMENTS MFC: ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAIN WG TO PROPER ladeenRG M - - Suuw Man • orarrcanae: euwasvac g' SPECIFIED BY BOILER ERECTKIN. QICLUD0M0 THE CORRECT USE OF TEMPORARY BRACING T �0 .. , . 'waaaf0e,w12ooe • VPCFLDWW:1 12006 .. - - 761017 - 1.'Itb •A/YwaftY�BRA dIWpIblllAmPb.1c EAVE STRUT BEND PBA I. - 6r mom ERECTION NOTE: AND USE (2)11/32' X 1 1/4" T-45 GRAY wtt Lautal urm,= R w SOPOND er Haim WHEN A CHANNEL BRACE DOES NOT UNE UP WITH ANOTHER CHANNEL BRACE OR THE SLOTS IN THE PURUN WEB FOR n FAT SCRUBOLT (097352) ANOSCRUSOLT NUT (097267) (HEAD OF SCRI18pLT TO BE ON OUTSIDE OF EAVE STRUT) A DROP PIN CONNECTION BEND THE CHANNEL TAGS TOWARD L ME PURLIN FSTRUT o- o� THE PURLIN WEB AND USE A SELF -DRILLER (55307) TO ATTACH. PURIM BRACE BRACE ASSY. EAVE MEW CHANNEL - PURUN BRACE (-)(•) (PBA-) FOR TAB ATTACHMENT (CPB-)(TYP.) 0 0 ----- ----- -- u 1- - -- � l ((2 1/4-14 x 11/4" (2) 1/4-14 x 1 1/4' STRMT. SCREWS t ) STRUCT. SCREWS (55307) av tic teLL itArAtir (55307) . tx,axer to . .m �. ,>< Op. To rluxe 1o1s0i NEL NEL® I OF 11 O CE EAVE�STRUT(CPB f o — (� E \) ® AltOlWir cowcmra / Q FLANGE BRACE REOUMEMENTS: / ® ® :• . RULEII- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. DETAIL BR09JG PURLIN USE (2) I/2" CALV. HEX USE PURLIN RULEg2- vKu FIANCE BRACES ARE REQUIRED WHEN PART MARK ON SEAVE TRUT UTS 20) LOCATE (X) CROSS SECTION G NOT ACCOMPANIED BY (2). RUN NUT EACH SIDE OF PURUN - R1AE03- FLANGE swEs ARE REQUIRED .60TH 5IPE5 OF THE FRAME WEB WHEN PART MARK IS ACCOMPANIED BY (2). - - IR)OP/PDH (0971156) 5 EAVE PURLIN - ` (1) 1/4' X 6 1/4" USE WHEN CHANNEL BRACE - USE W41EN CHANNEL BRACE. RULfJh WHENEVER PosseLE, PLACE Sn(iE IiRKES TOWARD THE CENTER OF THE BUILDING. (TYP. PER EACH END) BRACE ASSY. PURUN (PBA-)(TYP.) DROP PIN (097558) (TYP. PER EACH END) RULE#S- WHENEVER POSSIBLE, RACE ALL SINGLE BRACES ON THE SAME DOES UNE UP WITH THE SLOTS W THE PURLIN WEB. DOES NOT LINE UP WITH THE SLOTS IN THE PURLIN WEB. - NOTE: SEE ERECTION DRAWINGS - SDE OF THE FRAME WEB. F LOCATION OR +0' A 11 1/2' PURLINS REQUIRE 3 BOLTS AT EACH END OF PURLIN LAP. - FOR LOW OR HIGH EAVE LOCATIONS •�� /°� a • ^� TYPICAL FLANGE BRACE CONNECTIONS CHANNEL BRACE ENDING AT PURUN WEB o. e.om/ -m SINGLE CHANNEL PURLIN BRACE •1mv2vu aw EAVE STRUT BRACE '• a.cww �a SINGLE CHANNEL PURUN BRACE BRO6AE CON(. PURLIN UIP SHOWN, CONT. CIRT R SIMPLE PURUN BR09JG SELF-ORLLER WITH BLTJT TABS BRO9JH ENDING AT PURUN WE6 LOCATION BR09K5 BR09PH INTERMEDIATE LOCATION N07E: 1. SEE CHART FOR RIDGE BRACE NEST AND ASSEMBLY SELECTION. 11ROTATE 2. NEST CHANNELS TO ACHIEVE Ila CHANNELS END- FRAME - INT. FFtAMi END BAY 1 PURUN BRACE IM. FRAME - INT. FRAME E IMERIOR BAY E .o - - ITT 5" BETWEEN HOLES AND a TO ALIEN USE DROP PINS TO SECURE. HOLES USEDTO o 7 0 0 CHANNEL t PURUN BRACEITT - o.- ] o Clwl7 ADJUST. CODES ADDU 7 SECTION (2 PURUN BRACE 7 1 0 0 _ GAGE GAGE (2) 1/4' x 6 1/4" WITH DROP CHANNELS 2 PURUN BRACE D 1 1 0 EIGHTHS PINS DROP PINS (097556) 3 PURUN BRACE ) 7 7 - O CHANNELS - 1 C E LENGTH CHANNELS FEET millimeters (millimeters) �4jSPURUN. BRACE NL - ] ) ] 7 (4) PURUN BRACE . 7 3 ] CHANNELS SHAPE DEPTH yl �H CLUSTER USIER CHANNEL \RIDGE STANDARD NOTES: .STANDARD NOTES: . DEPTH SHAVE CAGE OEM SHAPE GAS BRACE ® ASSEMBLY - PURLINS HAVE CLUSTERS OF 4 HOLES FOR ATTACMNG PURLIN BRACES. - PURUNS HAVE CLUSTERS OF 4 HOLES FOR ATTACHING PURLIN BRACES. 07 • 7' 2 . ZEE 11 . 0.113 (CARR- THS CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: THESE CLUSTERS ARE REPRESENTED BY ONE OF THE SYMBOLS BELOW: 08 = 8 1/2' C = CEE t2 = 0.098 07 - Y ZS = ZEE tt = 0.113 0 - DO NOT INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. 0 - DO NOT INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. 10 = Ili E - LOW �'V �� 13 = 0.088 H - NI(71 FIVE STRUT 08 . 8 1/2' CS CEE 12 = 0.098 10 10' ES -LOM HAVE STRUT 13. OAB6 INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. -, INSTALL PURUN BRACES AT THIS CLUSTER LOCATION. 11 n 1/2' 14.0.079 15 . 0.073 _ 1t - 11 1/2' 15 - HIGH TAME STRUT 14 = 0.079 88 • BACK TO BACK CEE SEE SECONDARY ROOF DRAWING FOR BRACE REQUIREMENTS SEE SECONDARY ROOF DRAWING FOR BRACE REOUIREMENTS. IB o"0.068 FB = FACE TO BACK CEE 15 = 0.073 _ PURUN 17 • 0'060 FF s FACE 7O FKZ CM 16 . 0.068 - INSTALL PURUN BRACES AT THE RIDGE AND WORK TOWARD THE SAVE. -INSTALL PURLIN BRACES AT THE RIDGE AND .WORK TOWARD THE EAVE. _ 17 . 0.080 - CHANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER - CANNEL BRACE MAY BE LOCATED IN EITHER SET OF SLOTS IN CLUSTER PROVIDED THEY ARE ALIENED FROM EAVE TO FAME IN A GIVEN BAY. PROVIDED THEY ARE ALIGNED FROM FAVE TO EAVE IN A GIVEN BAY. b CHANNEL RIDGE BRACE ASSEMBLY •"gym PURUN BRACE CLUSTER LOCATION " '' PURUN BRACE CLUSTER LOCATION C0°SP'21 `' SECONDARY PART MARK NUMBER " m •"D'0° SPECIAL SECONDARY PART MARK KEY BR09PK SINGLE BRACE AT SYMMETRICAL RIDGE BR09R2Y END BAY CHANNEL LOCATION BR09RZ INTERIOR BAY CHANNEL LOCATION EN51B1 COMMON GENERATED MARK NUMBERS EN51B2 COMMON GENERATED MARIE NUMBERS ERECTION DRAWING PART MARK 2 7/6" ; ' (MUM) /�-FELD / WELDED CLIP CONIEGo-) 8�' � GCI AT 7'/8 t/Y (WELDED) ;r-Ex3 AT+rn, v2• ALL DEPT DC1 CUP (BOLTED) - Ml DEPTHS i4 REFER TO CROSS SECTION. ° �Q��-� C P 2 3/4' - r ALT CONNECTION 2-) I SID. CONN. (it t/2y \I „µ\4S ; O ALT. COrotCCTK1N5 OBAY Row [y tt (e �'1,p� ) JHi +.E G DIV (ctOr�t ( ` (' '�77� 31V W E PURUNf ESS/CIA// f� �`�►� 1 W 1 B 3 BAY NUMBER 46• LU CANOPY (C)/PARTITION(P)/ UPU A \l4 PGI CUP (BMTM) ,--- ��NVO.0327 _ 1_nP 6- , �' ROOF(R)/WALL(W) NUMBER > BUILDING SHAPE 2 3/4- 2�1/1- THE BAY BUNDLE CODE IDENTIFIES THE BUILDING CANOPY/PARTITION/ '13-ME PENDS `-O BOLTED RIP CONNECTION RAKE Y� .cIA BEAN�� a.�• ROOF/WALL PLANE AND BAY (REFER TO CROSS SECTION) ALT. C(to-) STD. CONK- `TION TO- Q It 1/2" PURLINS - - PERMS Approval SECONDARY BUNDLE LOCATION KEY L0 ' "'°0 PURUN AND GIRT SIZES PURLINS AT INTERIOR FRAME "°0"`°0 t' n' PURUN CONNECTION TO END FRAME EN5183 ALL SECONDARY DEPTHS EN53G1 10" 254r m RSOIUI CONTINUOUS PURLINS RS02T1 CONTINUOUS PURLINS wilding DepL 1. UNLESS NOTED, USE 12 X 1 1R AT2FaN BOLT (49080) AND NUT (47120) THE BUTLER MFG. ENGINEERS SEAL APPLIES THIS DRAIMNG. INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MANUFACTURING no WASHERS. SNUG flG11TEN BOLTS FOR ALL SECONDARY CONNECTIONS, ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG. R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1510 GENESSEE ST. KANSAS CITY, Mo 84102 ROOF SECONDARY SED'S 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG. AND OFSIGN AND PERFORMANCE APPUCALBLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED - ate;- 77--r-oesue�loH aAOER NWih Valley Bull01n8 Systems, Ines' AD 21030U1312006 STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BLTTLFR MFG. OF WALL AND ROOF SHEETS. BUTLER MFG: FN(HW SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF _ ulstatcA: - 7!8!2013 THE GENERAL CONTRACTOR AND/OR ERECTOt419 SOLELY RESPONSIVE FOR 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ANY OTHFR PRODUCT OR COMPONENT ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE- BUTLER Lautloa Durfuum Calvomia - FURNISHED 8Y f1Lli1.ER EXCEPT TO ANY DESIGN OR PERFORMANCE REQUIREMENTS WITH THIS DRAWING, DETAILS REFERENCED IN MIS DRAIAANG, ALL APPUCA13LE BUTLER MFG. ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER BLutEer Marwixtwtrtp 1tAAwtctccle R' / RG °� ER' W00dsen DRAVANGSAaA• MS. EIALQIteF0/. Pte' 10 . SPECIFIED BY BUTLER ERECTION. 04CLUDWO THE CORRECT USE OF TEMPORARY BRAGNG. MVCYHASOf. 2013.1a • VPCFLDWW:1 12006 .. - - 761017 - 1.'Itb •A/YwaftY�BRA dIWpIblllAmPb.1c I . . s YIELDED CUTS LISTED FIRST Y B 1/2' PURUN PURUN OR PC27 OR ARCI 1PURUN 10- �{ . PURUN RAKE EYTENSDN CHWNR (RECE-)"AT 10' PVWINS (REOC-) AT 11 1/2• PURLNS '(3) 1/2• A307 TION HEAD BOLT (096636) & NUT (095032) ALL OTHER BOLTED CONNECTIONS. USE THE STANDARD 1/2' X 1 1/2' AM BOLTS (49080). ROTES ALL 00MI :11ONS 1/2' X 1 1/2- A325 BOLTS (49080) TYPICAL VM • TIMA ANGLE OMT POWARED VAIFN CALLER F � MAN (tUEDRRO 9AIPLE CLE EWE TIMn PURLRI PWCJBACK i YIELDED CUTS LISTED FIRST Y B 1/2' PURUN PURUN OR PC27 OR ARCI 1PURUN 10- �{ . PURUN RAKE EYTENSDN CHWNR (RECE-)"AT 10' PVWINS (REOC-) AT 11 1/2• PURLNS '(3) 1/2• A307 TION HEAD BOLT (096636) & NUT (095032) ALL OTHER BOLTED CONNECTIONS. USE THE STANDARD 1/2' X 1 1/2' AM BOLTS (49080). ROTES ALL 00MI :11ONS 1/2' X 1 1/2- A325 BOLTS (49080) TYPICAL VM • TIMA ANGLE OMT POWARED VAIFN CALLER FOR ON TN[ EREMON CROOKS. A MAN (tUEDRRO 9AIPLE CLE EWE TIMn PURLRI PWCJBACK CANOpY GCB- CLP 7/= (19EIM) ALSO . Gm- CUP (OMTE) AS sST uim _ CUP A ALL CONMECDOIIS 1/Y X 1 1/2- A373 BOLTS (490DO) T,RGL UJL A M41 aulmlc - - SAYE SB4R AS • TAYANGLE ONLY REOLMED WEN CALLED FOR ON DHE ERECTION OAAaMGS. i D!N pm..'O.R ANGLE mIE CEI . (ETA..) RUN O PGI 7 OR - POI O .1/4•-74 . I 1/4'� '1 PCZ PCIO' PCS A r.11 •'IA - ' YAW FPANE 1smoff. F5i61 (SUM opnONAL Comm OR MAN FRAME opnopul OOUAm 0R SOFFR PANEL ANGLE I/4' -I4 . 1 IAC SOFFlT PANEL RAFTER - . A .7, 8 1/Y4 lo• (IA-) STRIICT. Ma (36307) RAFTER - PIGGYBACK CANOPY EXTENSION • - OR 11 1/2 PURLINS , 1'-w oz SEE IRAUE CRM SECTION FOR CaL SECTION 'A' aGGra+CY CAIHOPY IXTDHSION ISID, EA UT supu COI SLE iRA14 CROSS SEYTgII FOR OnE t j I� w - [ £ �AT^ Pulm 1i ' 11 w RAIL [XTFNSof RXE EXTENSION i , I • WHEN CLP IS FACTORY WJDED RAFTER ErC4 CLP i�UN CFE . A\ O o _ =O O TO FLANGE, 1)4S BOLT IS NOT REOW I /J m m m — — REFER TO ERECTION DRAVENGS FOR .NOR- FIELD ORP (3) 9/16' A. / o CI OO� O O 01 , ALL CRM MARK NUMBERS AND LOCATIONS HOLES W RAKE CHANF(EL AT \vV// mo _ .. SECTION' A -A SDEWALL EAVE-STRUT. • • ',�, . NAM. 9IAONG INN BWID810 . EAVE SIUM SECTION A -A SE=14 A -A EMS SVW SAVE AT DWWED ROOF PAND. 10- A I 1 1/2' PURLINS [AVE AT DISULO 0 ROOF PAIHEL , ,r o•aaiuAw sca NAw m. mrna NKr. A0.m mi asoyv/N Ia AAa - sain/,A Ad, nn ANTI—ROLL PURUN CLIPS PIGGYBACK CANOPY FRAMING PIGGYBACK CANOPY PIGGYBACK CANOPY RS03J1 WHEN REERRRED BY OEsicm RS1ON3 RAKE & EAVE EXTENSION CHANNEL IRS 11S4 J. ALL. PURUN DEPTHS - LOW EAVE AAr> RS11T4. ALL PURLIN. DEPTHS = HIGH, EAVE SiITTE COUNTY DIVISION i : ''3 - tovED F pgrfl A.�Q�OCI�PEL - _ 4 W �` NO. os c= EXP PERW S wilding D43p#. Approval 1. UNLESS NOTED. USE 12 X i V2 A325 -N BOLT (4WW) AND NUT (4712 0) . ' THE BUTLER MFG. ENGINEERS SEAL APPLIES • TEAS DRAVMG, INCLUDING THE INFORMATION NEREON, REMAINS THE PROPERTY OF BUTLER MANUFACTURING' Vmo NlASMERS. SNUG TK HTEN BOLTS FOR Au SECONDARY CONNECTIONS, ONLY TO THE VVORK PRODUCT OF BUTLER BUTLER MFG R IS PROVIDED SOLELY FOR ERECTING THE B(RLDING DESCRIBED IN THE • 1540 GENESSEE ST.'KANSAS CITY, MO salon '• " ROOF SECONDARY SEVS 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE MFG AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MDOIFI[Ea'REPRODUCEO OR USED STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER.THE FOR ANY OTHER PURPOSE WITHOUT PRIOR VWka TE N APPROVAL OF BUTLER MFG. - - rlescRmeN aunca. M NOValley BUIWnc: Ing Systems. I' • . • OF WAIL AND ROOF SHEETS. .. ... BUTLER MFG. ENGINEERS SEAL GOES NOT. APPLY TO THE PERFORMANCE OR DESIGN OF ,' THE GENERAL CONTRACTOR ANDVOR ERECTOR IS SOLELY RESPONSIBLE FOR _ ... _ _ cu"a"ra . - 21OW4113.12WS 3.•RE660VAL OR ALTERATION OF ANY COMPONENT PROMIBfTED. ANY OTHER PRODUCT OR COMPONENT ACCURATE GOOD. QUALITY VVORKMA? HIP IN ERECTING THIS,BUR�(G IN ACCORDANCE BUTLER 7/62013 .. -• - - - . FURNISHED BY SURER EXCEPT TO ANY . UATM THIS DRAWING: DETAILS REFERENCED IN THDOS RAWNG, ALL APPLICABLE BUTLER _ Wumt Durham. Calftnia ORAw4CIFCAe - , .• DESIGN OR PERFORMANCE REQUIREMENTS. . MFG ERECTION GUIDES, AND INDUSTRY STANDARDS PERTAINING TO PROPER . , r "' PmEGr:. W9adsen - ... Butler Manufaduring RG A RG - - A i. SPECIFIED BY BOILER - ERECTION, INCLUDING THE CORRECT USE OF TBaWARy BRACING. p,Awq fl. • - NTS" _ eiAOOr+s POr - • "IivERsorE 2013.1a P 11 YPG REN,AE 1DIMW- -- ... - -. - _ - ?am* - 1' -"palm .. 44NYand HA.s�. eAs w A>ytl,Am.Ap. Ni BUTTE COUNTY BUILDING GIVIBICN APPROVED �oQROFESS/0N91 F. pgc�Fy �Q \�p,EL C, - NO. 0327 EXP. 6-3 BL SECONDARY ELEVATION AT 1 Ell, Shape Name = CarpK Wag =1 PERMrr SET For TJllding Dept. Approval 1. UNLESS NOTED. USE 1/2 X 1 1A2 A325- N BOLT (49080) AND NUT (47120) . � THE BUTLER MFG. ENGINEERS SEAL APPLIES THIS DRAYNI/G. INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF WO WASHERS.. SNUG TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER - MFG. AND DESIGN AND PERFORMANCE 'BUTLER MFG. ITIS PROVIDED SOLELY FOR ERECTING THE BUILDING• DESCRIBED IN THE, 150 GENESSEE ST. KANSAS CRY, MO 64102 - 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 SPECIFIED BY BUTLER. THE REQUIREMEunjER APPLICABLE K RO40SE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. - .. .. .are: -- ar. asamw. • - aanez • Nath Way BuOdeip System. In0. � .. - . 21 Z 2005 030N1 OF WALL AND ROOF SHEETS.INEERS MFNTS E APPLY TO THE PERFORMANCE OR DESIGN OF �TOESANY T- - - . R .. THE GENERAL CONTRACTOR ANIXOR ERECTOR IS SOLELY RESPONSIBLE FOR ' 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. ' ' OTHER PRODUCT OR COMPONENT GOOD QUALITY NGTHISIBIN • B:JTLER 7I8Q013 - _.ACCORDANCE - - . Ca18aNa . .. . - • ; .. ,. - FURNISHED BY BUTLER EXCEPT W� THIANY S DRAWING. DETAILS REFEREWORMANNCED IN THIS DRAWING, BUTLER � . .. � ladseri DESIGN OR PERFORMANCE REQU02EMENT3. MFG. ERECTION GUIDES; AND INDUSTRY STANDARDS PERTAINING TO PROPER R Butbr Manufaeturinp �'.. A RG aa�L..oe.ctia. � sno►• v 12 ;. SPECIFIED BY SUTLER ERECTION. INCLUDMG THE CORRECT USE OF TEMPORARY BRACING: vPcvwmmIt20111a we'tLewuei III 2M ,. •... _..., .. .. ., • - - remu .. - uvn .. .ai.mamlvm.. eaum ne®w.rr. e. e SPECIFIED BY BUTLER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ofuveoa,cte:auacrrafor HTS wcvtasor,2073.ta 13 . vK F1! a : *;loos - - - - - - - . ,. #.. _ • , - - - _ ram ! _ 14.11 Cr r. y � . ,WUmaelsao.a4mmfemfw,.n.k - SECONDARY ELEVATION AT A • �.. p9 " �Q,�,., �pEL F.rn NO. O M EX . � ._ •. � ,.. - � .. - � � ., ALF r • .. a Dimension Key Shape Name a Carport, VVaIa 2 PERNOT SET- For DePL APProvw L UNLESS NOTED, USE 1R X t IQ Al2SN BOLT (49080) AND NUT (47120) THE BUTLER MFG. ENOINEER•S SEAL APPLIES TMS DRAWNG, INCLUDING TME INFORMATION HEREON• REMAINS THE PROPERTY OF � "" BUTLER MANUFACTURING . - . W . o WASHERS SNUG T*KTEN BOLTS FOR ALL SECONDARY CONNECTIONS:.: ONLY TO THE MRK PRODUCT OF BUTLER AND DESIGN AND PENANCE BUTLER MFG. ITIS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST. KANSAS CITY. MW 4i q ,. ' < ..SECONDARY ELEVATION ATA - 2. FLANGE BRACES ARE AM INTEGRAL PART OF THE STABILITY OF THE MFG. STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTAI.ED PRIOR TO ERECTION REQUIREMENTS SPECIFIED BY BUTLER THE BUTLER MFG. ENGINEER S SEAL DOES NOT APPS PURCIIIASE ORDER AND SHALL NOT BE MOOIFM REPRODUCED OR USED - FOR ANY OTHER PURPOSE WT ROUT PRIOR 11WTTE N APPROVAL OF BUTLER MFG. . mv.1 are:. - - - asaepffde . raaosrt Nath Valley BuOdmg Systems, Ux.' .. OF WAIL AND ROOF SHEETS. 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROMBTED. • APPLY TO TME PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR cusm[rt 210304113-12005 _ * • ,• ' � ANY OTHER PRODUCT OR COMPONENT ACCURATE GOOD QUALITY V40RtQIANN3iiIP IN ERECTING; THIS BUILDING IN ACCORDANCE . wc„v, ainan California � -, .. BUTLER 7 13 .. • .• .. , . a . r _ _ FURNISHED BY BUTLER EXCEPT To ANY WTH TMS DRAWIG, DETAILS REFERENCEDABLE OBMER IN THIS DRAVMGG,, ALL • oww,cwo� 1 ' DESIGN OR PERFORMANCE REQUIREMENTS MFG. ERECTIONGUIDES, AND STANDARDSPERTAINING TO rr oe4a, yy01adyen_ Bullet Mariufaetui no RO , RG e SPECIFIED BY BUTLER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. ofuveoa,cte:auacrrafor HTS wcvtasor,2073.ta 13 . vK F1! a : *;loos - - - - - - - . ,. #.. _ • , - - - _ ram ! _ 14.11 Cr r. y � . ,WUmaelsao.a4mmfemfw,.n.k - - - _ - BUTTE COUNTY, , BUILDING DlVj jC- )N APED ESS/py9 oQN'pf Q`�\G�p,EL wNQ. 032 m EXP. 6- BL SECONDARY ELEVATION AT 3 BL seapeNalne=CarpolL VM0 3 . ' PERMIT SET-alFor ddin9 NpL Approval' . .. '/. UNLESS NOTED, USE 1/2 X 1 In A3 BOLT (49080) AND NUr (47 120) . THE BUTLER MFG. ENGINEER'S BEAL APPLIES THIS DRAWNG. INCLUDING THE MFORMATION HEREON. REMAINS THE PROPERTY OF - BUTTER MANUFACTURING .. -. .. .. ' WI •G TIGHTEN BOLTS FOR ALL SECONDARY CONNECTIONS. ' O WASMERs. SNU ONLY TO T14E WORK. PRODUCT OFHUTLER MFG. AND DESIGN AND PERFORINW= BUTLER MFG: IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST. KANSAS CITY. M064H� '- . SECONDARY ELEVATION AT 3 - - - - ' . 2 RANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE .. :. REQUIREMENTS SPECIFIED BY BUTLER THE APPUBLE PURCHASE ORDER AMD SHALL NOT BE MODIFIED. REPRODUCED OR USED C/1 FOR ANY OTHER PURPOSE WTTHOUr PRIOR WRITTEN APPROVAL OF BUTLER MFG.. - - .. � GN\t �� BM. O85WO1701f. BIRDER North Vali BuOd - System. Inc. .. - ` . 0304!13 12005 STRUCTURAL SYSTEM AND MUST BE PROPERLY KWALLED PRIOR TO ERECTION - •' • BUTLER MFG. ENGINEER'S SEAL DOES NOT .. .. .. OF WALLAND ROOF SHEETS. . - ... APPLY TO THE PERFORMANCE OR'DESIGN OF - ., .. anraeR . THE GENERAL CONTRACTOR AND/OR ERECTOR IS SOLELY RESPONSIBLE FOR w � 3. REMOVAL OR ALTERATION OF ANY COMPONENT IS PROHIBITED. - . _ ANY OTHER PRODUCT OR COMPONENT ACCURATE GOOD QUALITY WORK(uWNSNW IN ERECTMG ITIS BUILDING IN ACCORDANCE [/TLER' 13 ., LDaroe DujN� Calff mb ,.. .. ... - FURNISHED BY BUTLER EXCEPT TO ANY WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAWING, ALL APPLICABLE BUTLER .. - -� WNadseri Butter ManufaeturUp RG - RG .,. .. .. ' • ; .. ' . - '.. _.. :: ...• ..: " - DEStGN OR PERFORMAINCE REQUIREMENTS MFG. ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAlN1NG TO PROPER . auwas�aR;. NTS' eumravo►: 14 SPECIFIED BY BUTLER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. 4°D� 2o1J is 1417.. •syrmaeLsawewo. ramb..Io.m ianan .. rasa q wt f mea�aei+som.aas. mw w k BL BL. • Q SECONDARY ELEVATION AT B Z W N0.03 m cr- EXP. . . .. * Q • .. [ 1 6" Dimension Key: • " S)1aps NBne = Caws, VM = a _ PFRN6T SET For Build Dept Approval 1. UNLESS NOTED. USE 112 X 1.112 A725-N 80Lr (09080) AND,NUT (47120) THE BUTLER MFG, ENGINEER'S SEAL APPLIES THIS DRAVWNG, INCLUDING THE I NFORMATON HEREON, REMAINS THE PROPERTY OF .. aun.ER MANUFACTURING . VNO WASHERS.. SNUG TORTEN BOLTS FOR ALL SEC.ONOARY CONNECTIONS ONLY TO THE WORK PRODUCT OF BUTLER DESIGN MFG. AND DESAND PERFORMANCE CE BUTLER MFG. IT IS PROVIDED SOLELY FOR ERECTING TME BUILDING DESCRIBED IN THE � 1540 GENESSEE ST. KANSAS CRY. MO64ia2 SECONDARY ELEVATION.AT B : • ' . - .. .. . . 2. FLANGE BRACES ARE AN INTEGRAL PART OF THE STABILITY OF THE .. LN� - APPE PURCHASE ORDER AND SHALL NOT BE MCDWIED.�REPRODUCED OR USED - . '.. .. . . . STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO VWTON . .. .. SPECIFIED BY BUTLER THE BUTLER MFG. SEAL ODES NOT ��,5 ' FOR ANY OTHER PURPOSE VVI1HOlR PRIOR VYRITTEN APPROVAL OF BUTLER MFG.. . °"ie', aroEu a+'�R• NOM Way BUMIng Systema, Inc: - OF WALL AND ROOF SHEETS. - .. APPLY TO THE PERFOFftWCE OR DESIGN OF THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR .. . cus�owFx - 21030N13 Oq�gp -ACCURATE GOOD WO N ERECTING 110S 8lALD8iG !N ACCORDANCE _ .. - ,,,,� Durham Caffomte . BUTLER 7/8120 3 _ REMOVAL OR ALTERATION OF AML OOMPONENT IS PROHIBITED. - ... .. _ - ANY OTHER PRODUCT OR COMPONENT - FURNISHED BY BUTLER EXCEPT TO ANY VWRH THIS DRAWLING; DETAILS REFERENCED IN THIS DRAWING, ALL-APPL CAME BUTLER .. .< xrouecr;� yWlaQsen - oa�wroEae12005 . W RG DESIGN OR PE REQUIREMENTS AGO. ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER Butler Man ukduring wuwoswe: NTS sucea=. ' 15 SPECIFlED BY BUTLER ERECTION INCLUDING THE CORRECT U OF TEMPORARY BRACING. vrenerWA. wc�e,cae20137a ianan .. rasa q wt f mea�aei+som.aas. mw w k ,,,� Itrlwa 1 ERECTION DRAWING PART MARK mumm - C o- -off ADJUST. CODES ADJUST: CODES P PORTAL BRACE - e r o 1 BEAM • (2) 3/4' A325 GAGE • " GAGE ^ -- ----- - ----- ---_- BOLTS - R UNLESS NOTED IN H LENGTH ,(If '{ B 7, Phi 3,1 -1 OTT1ERWISe - 99 VV 1 B .3 as uoro �/ twe-! e+ P� - millimeters m�Blmeters IN= 11AICLS Sara �rrvrAlu c"MRAPELT yRa�aLolstn - ..nc MPTH - BAY NUMBERCOUNTER " CANOPY (C) /PARTITION (P)/ "�'TCo�1iO OEM I ' CACI DEPTH SHAPE DACE ROOF(R)/WALL(W) NUMBER 3/4' _ — A323 07 7• Z = zEE - 11.0.,13 FIANCE BRACE REQUIREMFMS: - BOLTS 07 . 7' ZS . ZEE 11 = 0.113 RULE/1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. - tYP EACH END as _ B ,/r e e L�Qr1 ,z = aosB 00 B ,/r cS = CEE ,:.0496 - BUILDING SHAPE RULEY2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON �� GRACE - 20 n 10' 13 = 0.068 ' -�gp__ H LOW SAVE RUTSTRUT. 10 -. 10' ES l0Y! EAVE STRUT .13 - O4B6 - ., _ CROSS SECTION. IS NOT .ACCOMPANIED BY (2). •D 11 = 11 1/2'14 - 0.079 I t ' 11 1/2' HS - HIGH CAVE STRUT 14 - 0.079 RULE83- FLANGE BRACES ARE REWIRED BOTH SIDS OF THE FRAME WEB � t5 = 0473 BB . BACK TO BACK CEE IS = 0473 THE BAY/BUNDLE CODE IDENTIFIES WHEN PART MARK IS ACCOMPANIED 8Y� (2). - - ' 16 = 0.066 TO =FACE TO BANK CEE RULE#4- NHENEVER Possiar, PLACE SINGLE BRACES TOWARD INE - 17 - 0.060 FF = FACE TO FACE � 15 ' 0'068 THE BUILDING CANOPY/PARTITION/ CENTER OF THE BUILDING. - 17 - 0460 RtAE85- WHENEVER POSSIBLE. PLACE ALL SINGLE BRACES ON THE SAME ROOF/WALL PLANE AND BAY SDE OF THE FRAME WEB '• 10• h 11 1/2' PURUNS REO%W 3 BOLTS AT EACH .END OF PURUN IAP. e.nmwi""° TYPICAL FLANGE BRACE CONNECTIONS "�"D' PORTAL BRACING - .n �.s,. 1L00 SECONDARY PART MARK NUMBER '°' SPECIAL SECONDARY PART MARK KEY - "'� "�' SECONDARY BUNDLE LOCATION KEY BROfiAE CONT, PURLIN LAP SHOWN, CONT. -GIRT j, SIMPLE PURUN BRI1F4 KNEE BRACE CONNECTEN TOIL KNIFE PLATE) ENS181 COMMON GENERATED MARK NUMBERS- EN5182 COMMON GENERATED MARK NUMBERS- EN5183 ALL SECONDARY DEPTHS. BUTTE COUNTY BUILDING DIVISION I . oQ�tOf ESS/o/v W NO. 03273 EXP" 6-30 1. UNLESS NOTED. USE 1/a X 1 1R A32SN BOLT (18080) AND NUT (47120) THE BUTLER MFG. ENGINEERS SEAL APPLIES THIS DRAWING" INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MANUFACTURING - V100 WASHERS SNUG TIGHTEN BOLTS FOR ALL. SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER, BUTLER MFG, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST. KANSAS CTTY,.ILIO 84102 ' ' WALL SECONDARY SMS 2. FLANGE BRACES ARE AN WTEGRAt. PART OF THE STAB4,RY OF THE ..MFG. AND DESIGN AND PERFORMANCE APPUCA13LE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO F_RECTLON` . REOUIREMEN'TS SPECIFIED BY BUTLER. THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER M. wle er, .. . oEscwlor.. - •. euLaele NprN1 Valley Bui1061g Systems• Ane. " OF WALL AND ROOF, SHEETS, - BUTLER MFG. ENGINEERS SEAL DOES NOT - _ .. _ 210304/13-12005 3 REMOVAL OR ALTERATION OF ANY.COMPONENT IS PROHIBITED. APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDFOR ERECTOR IS SOLELY RESPONSIBLE FOR aaloret . ANY OTHER PRODUCT OR COMPONENT ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACOORD/WCE LOCA— CNNhelrl CalNmnta 9FUTLER 7/88013 . FURNISHED BY BUTLER EXCEPT TO ANY WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAINING, ALL APPLICABLE BUTLER ' _ - - • 0RAmloam, • . - • ` . DESIGN OR PERFORMANCE REQUIREMENTS INFO. ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER - + PAMCP Wltadsen _ - RG / RG . _ - - . • SPECIFIED BY BUTLER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRAGNG. . . Butler MW"ftdurhv t 0aiwasAae tNaffiREPOI wcverooR20137a 18 'vtK RHh1!•I11p® - , .. .w - -' - - ?a"O. . . u.�f.�i - i •O+�ma1B�w�Peo�WNORM�.�k - ♦ 1 • ,,,� Itrlwa 1 ERECTION DRAWING PART MARK mumm - C o- -off ADJUST. CODES ADJUST: CODES P PORTAL BRACE - e r o 1 BEAM • (2) 3/4' A325 GAGE • " GAGE ^ -- ----- - ----- ---_- BOLTS - R UNLESS NOTED IN H LENGTH ,(If '{ B 7, Phi 3,1 -1 OTT1ERWISe - 99 VV 1 B .3 as uoro �/ twe-! e+ P� - millimeters m�Blmeters IN= 11AICLS Sara �rrvrAlu c"MRAPELT yRa�aLolstn - ..nc MPTH - BAY NUMBERCOUNTER " CANOPY (C) /PARTITION (P)/ "�'TCo�1iO OEM I ' CACI DEPTH SHAPE DACE ROOF(R)/WALL(W) NUMBER 3/4' _ — A323 07 7• Z = zEE - 11.0.,13 FIANCE BRACE REQUIREMFMS: - BOLTS 07 . 7' ZS . ZEE 11 = 0.113 RULE/1- ALL FLANGE BRACES ON CROSS SECTIONS MUST BE INSTALLED. - tYP EACH END as _ B ,/r e e L�Qr1 ,z = aosB 00 B ,/r cS = CEE ,:.0496 - BUILDING SHAPE RULEY2- SINGLE FLANGE BRACES ARE REQUIRED WHEN PART MARK ON �� GRACE - 20 n 10' 13 = 0.068 ' -�gp__ H LOW SAVE RUTSTRUT. 10 -. 10' ES l0Y! EAVE STRUT .13 - O4B6 - ., _ CROSS SECTION. IS NOT .ACCOMPANIED BY (2). •D 11 = 11 1/2'14 - 0.079 I t ' 11 1/2' HS - HIGH CAVE STRUT 14 - 0.079 RULE83- FLANGE BRACES ARE REWIRED BOTH SIDS OF THE FRAME WEB � t5 = 0473 BB . BACK TO BACK CEE IS = 0473 THE BAY/BUNDLE CODE IDENTIFIES WHEN PART MARK IS ACCOMPANIED 8Y� (2). - - ' 16 = 0.066 TO =FACE TO BANK CEE RULE#4- NHENEVER Possiar, PLACE SINGLE BRACES TOWARD INE - 17 - 0.060 FF = FACE TO FACE � 15 ' 0'068 THE BUILDING CANOPY/PARTITION/ CENTER OF THE BUILDING. - 17 - 0460 RtAE85- WHENEVER POSSIBLE. PLACE ALL SINGLE BRACES ON THE SAME ROOF/WALL PLANE AND BAY SDE OF THE FRAME WEB '• 10• h 11 1/2' PURUNS REO%W 3 BOLTS AT EACH .END OF PURUN IAP. e.nmwi""° TYPICAL FLANGE BRACE CONNECTIONS "�"D' PORTAL BRACING - .n �.s,. 1L00 SECONDARY PART MARK NUMBER '°' SPECIAL SECONDARY PART MARK KEY - "'� "�' SECONDARY BUNDLE LOCATION KEY BROfiAE CONT, PURLIN LAP SHOWN, CONT. -GIRT j, SIMPLE PURUN BRI1F4 KNEE BRACE CONNECTEN TOIL KNIFE PLATE) ENS181 COMMON GENERATED MARK NUMBERS- EN5182 COMMON GENERATED MARK NUMBERS- EN5183 ALL SECONDARY DEPTHS. BUTTE COUNTY BUILDING DIVISION I . oQ�tOf ESS/o/v W NO. 03273 EXP" 6-30 1. UNLESS NOTED. USE 1/a X 1 1R A32SN BOLT (18080) AND NUT (47120) THE BUTLER MFG. ENGINEERS SEAL APPLIES THIS DRAWING" INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MANUFACTURING - V100 WASHERS SNUG TIGHTEN BOLTS FOR ALL. SECONDARY CONNECTIONS. ONLY TO THE WORK PRODUCT OF BUTLER, BUTLER MFG, IT IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED IN THE 1540 GENESSEE ST. KANSAS CTTY,.ILIO 84102 ' ' WALL SECONDARY SMS 2. FLANGE BRACES ARE AN WTEGRAt. PART OF THE STAB4,RY OF THE ..MFG. AND DESIGN AND PERFORMANCE APPUCA13LE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED STRUCTURAL SYSTEM AND MUST BE PROPERLY INSTALLED PRIOR TO F_RECTLON` . REOUIREMEN'TS SPECIFIED BY BUTLER. THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER M. wle er, .. . oEscwlor.. - •. euLaele NprN1 Valley Bui1061g Systems• Ane. " OF WALL AND ROOF, SHEETS, - BUTLER MFG. ENGINEERS SEAL DOES NOT - _ .. _ 210304/13-12005 3 REMOVAL OR ALTERATION OF ANY.COMPONENT IS PROHIBITED. APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANDFOR ERECTOR IS SOLELY RESPONSIBLE FOR aaloret . ANY OTHER PRODUCT OR COMPONENT ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACOORD/WCE LOCA— CNNhelrl CalNmnta 9FUTLER 7/88013 . FURNISHED BY BUTLER EXCEPT TO ANY WITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAINING, ALL APPLICABLE BUTLER ' _ - - • 0RAmloam, • . - • ` . DESIGN OR PERFORMANCE REQUIREMENTS INFO. ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER - + PAMCP Wltadsen _ - RG / RG . _ - - . • SPECIFIED BY BUTLER ERECTION, INCLUDING THE CORRECT USE OF TEMPORARY BRAGNG. . . Butler MW"ftdurhv t 0aiwasAae tNaffiREPOI wcverooR20137a 18 'vtK RHh1!•I11p® - , .. .w - -' - - ?a"O. . . u.�f.�i - i •O+�ma1B�w�Peo�WNORM�.�k - n� Covering Schedule Id Qty Length 914 18 161-2 1/2"• 91 18 2'-4 7/8" 92 18 161-2 1/2" Oper. Code:41-SQ,SQ Oper. Code:YY-SQ,SQ Finish:K-Butler-Cote Color:GT-Cool Gray Stone T5(0.6)BRGT20L,(1.3)ST10B,(1.2)WAIDB T6(0.6)BRGT20R,(1.3)ST10B,(1.2)WAlOB- _ T7 0630043 T8 0008736,(0.5)CP410,(2)4CE75 T9(0.2)BRGT20L,(0.4)8T10B,(0.4)WAIOB (2.5)GTR25 7 1 2 3 T7 BRGT20R,(0.4)ST10B,(0.4)WA10B .. T10_ - - - - ----------- ----- -- - - - - - - YTT31 0630 43 008 38,(0.5)CP410,(2)4CE75 a, m T14 (O.1aBRGT2. %. .9)STIOH, (0.4)WAlOB a E+ F E T15 (2!e.GTR25 00 T 6 (0.12)BRGT20R, (0.4)STl0B, (0A)WA10B (18) 92 .Color Details Cool Birch White Cool Birch White XV499,KV50 . Cool Birch White KV499,KV50 Cool Birch White Cool Birch White KV499,KV50 Cool Birch White KV499,KV50 Cool Birch White Cool Birch White KV849' Cool Birch White KV499,KV50 Cool Birch White HV144 Cool Birch White KV499,KV50 Cool Birch White Cool Birch White KV849 Cool Birch White KV499,KV50 Cool Birch White MV144 Cool Birch White' KV499,KV50 E. y i H BUTTE COUNTY - i BUILDING DIVISION Planograph ScheduleQ/J ` -/ Trim Schedule Type Gage OP Fin. Color Direction Id Parts BRO 26 41 K GT Left to Right Tl BRRETT,RBT2,(O.I)WAIOB BRO 26 YY K GT Left to Right T2 (0.6)BRGT20L,(1.3)ST10B,(1.2)WAIOB BIRD 26, 41 K GT Right to Left T3 (0.6)BRGT20R,(1.3)ST10B,(1.2)WA10B 'T7 P -081166,P -081236,P -081242,P -103223,P -104542,P-1045 0 Fastener Schedule T4 BRRETT,RBT2,(0.1)WA10B T5(0.6)BRGT20L,(1.3)ST10B,(1.2)WAIDB T6(0.6)BRGT20R,(1.3)ST10B,(1.2)WAlOB- _ T7 0630043 T8 0008736,(0.5)CP410,(2)4CE75 T9(0.2)BRGT20L,(0.4)8T10B,(0.4)WAIOB (2.5)GTR25 7 1 2 3 T7 BRGT20R,(0.4)ST10B,(0.4)WA10B .. T10_ - - - - ----------- ----- -- - - - - - - YTT31 0630 43 008 38,(0.5)CP410,(2)4CE75 a, m T14 (O.1aBRGT2. %. .9)STIOH, (0.4)WAlOB a E+ F E T15 (2!e.GTR25 00 T 6 (0.12)BRGT20R, (0.4)STl0B, (0A)WA10B (18) 92 .Color Details Cool Birch White Cool Birch White XV499,KV50 . Cool Birch White KV499,KV50 Cool Birch White Cool Birch White KV499,KV50 Cool Birch White KV499,KV50 Cool Birch White Cool Birch White KV849' Cool Birch White KV499,KV50 Cool Birch White HV144 Cool Birch White KV499,KV50 Cool Birch White Cool Birch White KV849 Cool Birch White KV499,KV50 Cool Birch White MV144 Cool Birch White' KV499,KV50 E. y i H BUTTE COUNTY - i BUILDING DIVISION Planograph ScheduleQ/J ` -/ ( Id Details 1,/ [jjrJ/ H'12 jf15 E H 12 T1 P-081166,P-081168,P-GAI -------------------------------------=-----•-_--------------_.----- -� T2 P=081166, P-081183, P-081186, P-104288, P-104544, P-GAI 4. Planograph ScheduleQ/J ` -/ ( Id Details 1,/ [jjrJ/ H'12 jf15 E H 12 T1 P-081166,P-081168,P-GAI -------------------------------------=-----•-_--------------_.----- -� T2 P=081166, P-081183, P-081186, P-104288, P-104544, P-GAI 70_0" T3 P-081166,P-081183,P-081186,P-10.4288,P-104544,P-GAI T4 P-081166, P-081168, P-GAI BL BL TS P-081166,P-081183,P-081186,P-104288,P-104544,P-GAI _ T6 P-081166,P-081183,P-081186,P-104288,P-104544,P-GAI 'T7 P -081166,P -081236,P -081242,P -103223,P -104542,P-1045 0 Fastener Schedule T8 P-105224, P-105225, P-105228 Part Description - T9 P-081166,P-081183,P7081186,P-104288,P-104544,P-GAI 0097230=116 (T-3) 1/9-14' x 1 1/9", 3/8" Hex Hd w/washer ROOF COVERING PLANT11 T10 P-080948,P=081242,P-103223,P-103315,P-104288,P-1045 0 0097357-116 (T-1) 1/4-14 x 7/8", 3/8^ Hex Hd w/Washer P-081166, P-081183; P�081186; P-104288, P-109544; P-GAI .. T12 •P -081166,P -081236;P -081242,P -303223,P -109542,P-1045 0 f T13 P -105224,P -105225,P-105228 ' ' w T14• P-081166,P-081183,P-081186,P-104288,P=104544,P-GAI ' T15 P -080948,P -081242,P -103223,P -103315,P -104288,P-1045 0 T16 P-081166,P-081183,P-081186;.P-104288,P-104544,P-GAI Sha M Name = Carpat Shove-.Qupwt• Shape = COVINPERM SET -For Bullcong Dept' Approval 1• PRE -DRILLING 1/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS . THE BUTLER NIF6. ENGINEER'S SEAL APPLES THIS DRAIMNG, INCLUDING THE INFORMATION HEREON• RBVM THE PROPERTY OF - � BUTLER M4 4 FACTURING- • AMT BE REQUIRED FOR HEAVY GAGE NESTED iEE'n ARDOR FASTENERS" ONLY TO THE NARK PRODUCT OF BUTLER. BUTLER MFG. R IS PROVIDED SOLELY FOR ERECTWO THE BUILDING DESCRIBED IN THE • 1540 GENESSl ST. KANSAS CITY: MO salon ,. ROOF COVERING PLAN TO STRUCTURAL BEANIE -. UFG. AND DESN3N AND PERFORUA NCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MDDIFIM REPRODUCED OR USED . .. - 2 STEEL PANELS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTE!! REOUI E1ENTS SPECIFIED BY BUTLER THE BUTLER MFG. ENGINEERS S SEAL DOES NOT FOR ANY OTHER PURPOSE WRHOUT PRIOR V ITTEN APPROVAL OF BUTLER MFG. wn er o¢acmtcn etam North Valley BudOing Syatama 6u a REMOVAL OR ALTERATION V1RTI701IT PRIOR ALIT1gRI7ATI0N E PROfit&TED. ° 3. PANELS SHOYYM WTTf A LENGTH LESS THAN 9 FT MAY HAVE . APPLY TO THE PERFORMANCE OR DFSKiIi OF . aa�aeex 2103041312009 THE GENERAL CONTRACTOR ANDIOR ERECTOR IS SOLELY RESPONSIBLE FOR TO BE FIELD CUT. ANY OTHER PRODUCT OR COMPONENT FURNISHED BY BUTLER EXCEPT TO ANY ACCURATE GOOD QUALM WORIQINNSIIIP IN ERECTNG THIS BLALDING IN ACCORDANCE 1AIfH THIS ORANAN(i, DETAILS REFERENCED IN THIS DRAWING. ALL BUTLER • BUTLER • 7 3 ouvnaea� . - - - - waw Durhant CaUWnb - .. . .. - - �:. .' xoac�. YNpladxn . - � " t SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECWICATION... OnION OR PERFORMANCE REQUIREMENTS - -. MFG. ERECTION GLIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER Bu11ar Manufadurhm . R0, / RG. SPECIFIED BY BUTLER • r ERECTION, INCLUDING THE CORRECT USE OF TOVORARy BWVCING. `vc e'eo* 2013 to 17 aa»rwoa,as• yadt"s vo,. ' NT8 werlF,w�E:»tmoa •.. .. - . - .: - ramt .. - - Nrt3�. '. . - ., fa+b.aa�.SmaWwwreail�.nak-• BUTTE COUNTY BULDINIG DIVISIC � -WED 09FESS/pN9 478-0" C,Q�\G�PEL BL BL cc NO. 032' EXP. 6 - COVERING ELEVATION ATA *. Planograph Schedule /102 Id Details. U1! Tl P-105224, P-105225, P-105228 • . -- . - - ShapeName=Care %WM=z PERMIT SET For Building Dept Approval ;: 1. PRE-0RB LNG t/8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE BUTLER AFG ENGINEERS SEAL APPLIES THIS DRAVNNG. WCLUDMO THE INFORMATION HEREON, REMAINS THE PROPERTY OF �MANUFACTURING.- BUTLER . . . .. •; MAY 8E REQUIRED FOR HEAVY GAGE NESTED ZEEsAND/OR FASTENERS - M BE RE IR D FORAMS ONLY TO THE WORK PRODUCT OF BUTLER ' BUTLER MFG.. IT FRONDED SOLELY FOR ERECTING THE BUODiNG DESCRIBED IN THE 1S10 GENESSEE ST, KANSAS CITY, M064102 COVERING ELEVATION ATA U MFG. AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED, REPRODUCED OR USED . . • Z STEEL PANELS ARE AN INTEGRAL PART OF THE RAL SYSTEM:. - REQUIREMENTS SPECIFIED BY BUTLER THE . - FOR ANY OTHER PURPOSE VNTHDUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. .. . . ,v. a>e ar, eextvroe euaex.. Nath Valk? BuD&V sygente, pt , - .. 21030Y/ 312005 ' .STRUCTU H REMOVAL OR ALTERATION VNTHOt/f PRIOR AUTHORIZATION IS PROHIBITED. - NENGTH'UT P IOR BUTLER MFG. ENGINEERS SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF .. - _ a STOW.A ' THE GENERAL CONTRACTOR AND I OR ERECTOR IS SOLELY RESPONSIBLE FOR • 3. PANELS SHOWN NATE A S MAY HAVE - -FURNMED ANY OTHER PRODUCT OR COMPONENT ACCURATE GOOD QUALITY WOFUGAANSMP M ERECTING THS BUILDING IN ACCORDANCE 'e<2C13 - tOafi WM rANWnie /g(17'�ER • TO BE FIELD CUT... BUTLER WITH THIS DRAVNNG. DETAILS REFERENTI{1 IN THIS DRAVMG. ALL APPLICABLE BUTLER . - :. .NTS oiuvwo�ex . RG / RG . . . -' 4. SEE .108 DETAILS FOR COVERING AND 7TIA FASTENER �ECIFICATION. DESIGN OR PERFORMANCE MANCE REQ IUIREEMENTS . MFG. ERECTION GUIDES. AND INDUSTRY STANDARIX PERTAINING TOPROPER But1w Manubduring oa�v+oaRae• • - au�esroc . 19 . 'SPECIFIED BY BUTLER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. wevertsgre 201 3 to :ae.Aue ,�,� ' .. .. _ ,gin • ��:��� - - � .a+w.arawac.aru�wa�.w.m I QW�,pFESS/ov L F. pq � 25'-0" Lu N0. 032 y BL BL EXP. 6 - COVERING ELEVATION AT 3 sl SMape Name = Carport wan = 3 . PERI IT SET- Iding Dept- Approval 1. PRE -DRILLING V8 DIAMETER HOLES FOR STRUCTURAL FASTENERS THE BUTLER MFG. ENGINEERS SEAL APPLIES THIS DRAWING, INCLUDING THE INFORMATION HEREON, REMAINS THE PROPERTY OF BUTLER MANUFACTURING - - - - '. MAY BE REQUIRED FOR HEAVY GAGE NESTED ZEE's AND/OR FASTENERS . ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG.. IT IS PROVIDED SOLELY FOR ERECTING THE WADING DESCRIBED IN THE 1540 GENESSEE ST. KANSAS CITY, mo e4i0'2 _ COVERING ELEVATION AT 3. - TO STRUCTURAL BEAMS MFG. AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED 2 STEEL PANELS ARE AN INTEGRAL PART OF THE.STRUCTURAL SYSTEM.; REQUIREMENTS SPECIFIED BY BUTLER THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF BUTLER MFG. Rev. yore. - :" ffifim Nath Vauey Sddtng SYu� I=. . . REMOVAL OR ALTERATION WITHOUT PRIOR AIJTH mz.ATION IS PROHIBITED. BUTLER MFG. ENGINEERS SEAL DOES NOT APPLY TO THE PERFORMANCE OR DESIGN OF .. .. THE GENERAL CONTRACTOR AN WOR ERECTOR IS SOLELY RESPONSIBLE FOR - .. .. - .. CUSTOM* - - 21MM13-12WS 3. PANELS SHOWN WITH A LENGTH LESS THAN S FT MAY HAVE _ - - - ANY OTHER PRODUCT OR COMPONENT - ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE • '��`"�". OUrham, Cafdomie .. _ BATTLER 7/82013 TO BE FIELD CUT. - - . - FURNISHED BY BUTLER EXCEPT TO ANY WITH THIS DRAWING, OETAALS REFERENCED IN THIS DRAWING. ALL APPLICABLE BUTLER - • a A.-O'E r 4. SEE JOB DETAILS FOR COVERING AND TRIM FASTENER SPECIFICATION: DESIGN OR PERFORMANCE REQUIREMENTS - MFG. ERECTION GLADES, AND INDUSTRY STANDARDS PERTAINING TO PROPER - Paoter. VYAadsen Buller Mamdaetun RG RG . SPECIFIED BY BUTLER ERECTION. INCLUDING THE CORRECT USE OF TEMPORARY BRACING. - auwaa ae; - .NTS: e�saEaevcr. - - wC'�'w 2013.1a . 20 . 4 ",* Trim Schedule Id Parts Color Details T1 0640432,(1.5)CP410,4CE75 Cool Birch White KV856 BUTtI_ CML BUILDING Dh r Pkr,-" OVL- QPpFESS/0N� I 47•_op L F pgcee, • h V BL Q NO. 0327 r s EXP. 6 3 COVERING ELEVATION AT B 4 ",* Trim Schedule Id Parts Color Details T1 0640432,(1.5)CP410,4CE75 Cool Birch White KV856 BUTtI_ CML BUILDING Dh r Pkr,-" OVL- QPpFESS/0N� I 47•_op L F pgcee, BL BL Q NO. 0327 r EXP. 6 3 COVERING ELEVATION AT B ` Planograph Schedule Id Details " -T1 P -105224,P -105225,P-105228 J / i • n shape Name = Carport VM = e PEFMT SET- For Buildng Dept. Approval 1. PREARILLING VB DIAMETER HOLES FOR STRUCTURAL FASTENERS � THE BUTLER MFG, ENGINEERS SEAL APPLIES THIS DRAWING. INCLUDING THE INFORMATION HEREON. REMAINS THE PROPERTY OF - - BUTLER MANUFACTURING ' ' MAY BE'REaumo FOR HEAVY GAGE NESTED 2EE'e ANDIOR FASTENERS ONLY TO THE WORK PRODUCT OF BUTLER BUTLER MFG... R IS PROVIDED SOLELY FOR ERECTING THE BUILDING DESCRIBED, IN THE 1540 GENESSEE ST. KANSAS CRY. MO 64102 COVERING ELEVATION AT B ... TO STRUCTURAL BEAMS .. . MFG. AND DESIGN AND PERFORMANCE - APPLICABLE PURCHASE ORDER AND SMALL NOT BE MODIFIED, REPRODUCED OR USED . , . , 2 STEEL PANGS ARE AN INTEGRAL PART OF THE STRUCTURAL SYSTEM. REQUIREMENTS SPECIFIED BY BUTLER THE • FOR ANY OTHER PURPOSE WITHOUT PRIOR WRITTEN APPROVAL OF SUTLER MFG. A - ..ure• er - .. eE�wrnt .. &*DM - Norm veney Bwwhg Systems, Ane: . ;REMOVAL OR ALTERATION WITHOUT. PRIOR AU omzAmN IS PROHIBITED. • ,. BUTLER MFG. ENGINEERS SEAL GOES NOT APPLY TO THE PERFORMANCE OR DESIGN Of THE GENERAL CONTRACTOR ANWOR ERECTOR IS SOLELY RESPONSIBLE FOR _ .. aetowk _ , . 2005 210304!131' MV 1 PANELS SHOWN WITH A LENGTH LESS THAN 5 FT MAY NAVE . • . • ANY OTHER PRODUCT OR COMPONENT ACCURATE GOOD QUALITY WORKMANSHIP IN ERECTING THIS BUILDING IN ACCORDANCE BUTLER 7 3 TO BE FIELD CUT. FURmsKED BY BUTLER ExcEPr TO ANY VN1H THS ORAYNHO, DETAILS REFERENCED IN THIS DRAWING. ALL APPLICABLE BUTLER �au„o,i - - Durham. CaICanNa. 0. SEE 'JOB DETAILS FOR COVERING AND TRIM FASTENER SPEC4FKATION, DESIGN OR PERFORMANCE REQUIREMENTS MFG. ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINNG TO PROPER . . _ wroctt: VypIadunRG B W ler Marwfaetutinp A RG SPECIFIED BY SURER ERECTK>14, INCLUDING THE CORRECT USE OF TEMPORARY BRACING. �ype„ae NTS Ramn'ar v�cv�--2013.1a 21 INC FUM14s`t3.VA 6 • ' •. . � ••. -. - .. - remit waN9 wmMa vt .. GTT AIZ Cx••' = CCWUN (PLATO) SEE DRAWING P-105224. P-105225, AND I IN 0 = OAFRATION CGx•" - COLUMN (GAGE) NOTES: PANEL TO PANEL si PANEL TO PANEL (jQjf� ~ . `ROOF PANEL � EAVE P-ID5228 FOR AND RIVET COLOR DOWNARTSPOUT INSTALLATION STALLA ION E EI S C . `'/COLOR WCX••• = COLUMN (NOTROLL) FASTENER. 2-6' 0.G 1 FASTENER. 2'-6' 0. v- VTIA � pN j''(j`� e PANEL/COVERYIC ATION IF THIGHWIND CABLE NTRIM CUPS BUTLERIB D BUTU7il6 0 WD GABLE TRIM �S35 `CUTTER - W 1 31 1 7 2 6 " . T 0 Rex••' . RAFTER (PLATE) ARE REOUIRED ROOF PANEL ROOF PANEL IRED . ' ` I `{` EAVE LE CCC VRX"' - RAFTER (GAGE) -- I I r wrX"' -RAFTER (GAGE) ) — — — — — — --- — — — — —FINDWALL 7RDA TIER W TLET ROOF PANEL ENDWALL TRIM (X)8738) CONDUCTOR I IN TRX--- . TRUSS RAFTER (BRGT20L) `, \ (BRGT20R) CONDUCTOR PIPE CP410) 1.11 0 1 0 3 6 3 0 W V SEE DWG P-08116.6 `SCRUBOL7 SCRUBOLTSEE DWG. P-081166 PIPE (CP4101 ?6 0412)OUTIET a TTER m • • F F F I I 1 I I E C c �•.• - INTERIOR COWLMI (09 7195) 097196)WALL ADAPTER FIELD CUT 70 75' S5' ELBOW l ^ PCX"' - PIPE mtmm WALL ADAPTER 0 D.C. (4CE75) - 1 WALL PANEL WID1H 1HK COOS TCx•'• =TUBE COLUMN (WA706) 0.G (wA108) 75' ELBOW • n SE r ` 0AR0) SEE DWG. P-081166 CABLE ANGLE CABLE ANGLESEE DWG. P-081166 (4CE75) CONDUCTOR PIPE KIND RIVET (TYP.) zW 0 89Zit 0 1 I a 1 7----- EPX••• . ENDPOST (PLATE) iORX T-]0 I RX T-30 (CP410)ECC • • • • EOX••• - ENOPOST (GAGE) F-ORIWNG SCREW BLIND RIVET (TYP.) SELF-OR4LNC SCREW CONDUCTOR PIPEDEV7 IENOTH CAGE ADJUST.CODES (097364) (2'-0- O.C.) 7364) (2'-0' O.G) ((P410) A iAPE C6X••• ..CANOPY (PLATE) - - i SIDEWALL aCONDUCTOR STRAPDARY (SPECIAL) Cox'•• = PIGCYBACX CANOPY PURLW, EAVE STRUT PURLIN. SAVE FFIT TRW (Si108) CONDUCTOR STRAP � S (CS) (TYP.)31,0 a z 1 17 - - - OR EXTENSION STRUT OR EXTENSION -4' LONG - NSTALL(CS) (IYP.)'`.DCC"• = 6 I/2• CACE POsr ' WALL7s' ElBowF 1 1 E 0C• •SOFFIT TRIM (ST10B) 1-5 B 1-5/8'ORE ENOWALL "7RIL1 I r 4CE75DCE•'• - 10' DACE POST / • 75' ELBOW 4CE75 PANEL_ v ( ) I SIDEwALL 9 COUNITA OEPTIra uncal GAGE ADAST.c00Es 10'-4' LONG - INSTALL ° FlEID CUT FROM ( )SNAPSBEFORE ENDWALL TRLM FIELD CUT FROM SOFFIT TRIM4"flTTRIMRS . 1NREAOs BO1H ENDS BIO x 3/4' SCREW SEE DRAWING P -10522a P -105225,R0 3 5 1 0 <7 TAPPING SCREWC/WOPY BEAM (2'-6" O.C.) AND P-105228 FOR DOWNSPOUT I FLOOR UNE \ 11:_ • • F F I I• "' Ri = THREADS ONE END - CLEATS ONE END - .. INSTALLATION AND RIVET COLOR '� RU = OLEINS 80TH ENDS (097086) (2-6' O.C.) BEAM _ BEAN PART MARK INFORMATION I I iL00R . tLNCTHI _ - I UNE - n - � � . THREAD BOTH ENDS - NO HlLS10£S � p. SLOPE RANGE 1/4:12 THRU 1:12 I n SLOPE RANCE >3:12 THRU 4:12 °• MARK NUMBER KEY °""� �1D '°m GABLE TRIM LEFT WITH BUTLERIS II ROOF " ° ""°m GABLE TRIM RIGHT WITH BUTLERIB II ROOF °"`° 01 m 2 " 4 INCH DOWNSPOUT AT WALL BUTLERIe II, EN50B1 COMMON GENERATED MARK NUMBERS KV499 WALL ADAPT. RET. AT CNPY. W/10' OR 11 I 2' PUR. KV500 WALL ADAPT. RET. AT CNPY. W/10' OR 11 1/T' PUR. KV849 p 4•INCH DOWNSPOUT AT 5' CANOPY KV856 SHADOwAIL SMWALL II AND THERMAWALL/TE7(TUREWAL SEE DRAWINGS P-103223 AND P-104550 BRII ROOF PANEL MARK NO.: � F F II E G G 0 C C C r . FEET LOCK -RIVET (096306) FOR GUTTER INSTALLATION BRU I . INCHES ,. A G YATH LFIICTH CODE E = EIGHTHS SH 6 lx1TTER CER BRIT RIDGE PANEL NARK NO.: PERU f f I I E C G 0 C C C' - CAGE 00 - OPERATION LENGTH CODE C . FN/COLOR BRIT, ROOF 1 36'. COVERAGE - LOCK -RIVET 12' 'SMOOITi- (096306) TYP._ 1 YP. ESIIXR�AN R - EAVE STRUT _ 2 7/ » BEARING BLIILERIB 11 ROOF PANEL EDGE 4. GUTTER - - - - VCWALL PANEL MARK NO.:VCIFFIIE000CCC `CANOPY LENGTH CODE P BEAM 36' COVERAGE •. SMOOTHDITERI. s 12'_,( 1 9/32=}-l— SUApCER 1 1/2' _ • r . - IYP. TYP. (LT. CRAY) t' -. CANOPY INSIDE COLOR 2 7/e� VARIES TYP. BEARNC • VCI WALL PANEL EDGE - °"`_ "' CUTTER w/0 WTHR. SEAL W/BIR ROOF "00 ` �° �OU� MVI4 o Low S.W. CANOPY NV662 BUTLERIB 11 ROOF AND VCI WALL PANELS :' a D`IVI� I -'Io t�I'7 ' r oQ?t()F ESSl�N9 �R L F pq �\co m Lu N0. 03 EXP. o ? • PERMIT S ildin9 Dept Approval THE BORER NEG. ENGINEERS SEAL APPLIES THIS DRAWING, 04CLUDING THE INFORMATION HEREON• REMAINS THE PROPERTY OF BUTLER MANUFACTURING ONLY TO THE VAORK PRODUCT OF BUTLER BIfTLER MFC,- IT i5 PROVIDED SOLELY FOR ERECTA) THE BUILDING DESCRIBED IN THE • 1540GENESSEEsT KANsAscrry Mo64102 COVERING & TRIM SWS MFG. AND DESIGN AND PERFORMANCE APPLICABLE PURCHASE ORDER AND SHALL NOT BE MODIFIED. REPRODUCED OR USED - - - • K - REQUIREMENTS SPECIFIED BY BUTLER THE FOR ANY OTHER PURPOSE WITHOUT PRIOR WNRRTEN APPROVAL OF BUTLER MFG. BUTLER MFG. ENGINEER'S SEAL DOES NOT )Ara; ar Gsaermlloe o1AceR, t4onn Valley Eluld rg Systems. Ox 210304/13.12005 TYP APPLY TO THE PERFORMANCE OR DESIGN OF THE GENERAL CONTRACTOR ANOM ERECTOR IS SOLELY RESPONSIBLE FOR ulstaRit • + - ANY OTHER PRODUCT OR COMPONENT ACCURATE GOOD OUW.ITY VYORIOINNSNIP IN ERECTING THIS BUILDING IN ACCORDANCE - - - - .BUTLER 7IM13 - ... • !- J 4 . FURNISHED BY BUTLER EXCEPT TO ANY . , VITH THIS DRAWING, DETAILS REFERENCED IN THIS DRAINING, ALL APPLICABLE BUTLER - �� • CalI0rllla olawalecc ` - DESIGN OR PERFORMANCE REQUIREMENTS ` - MFG. ERECTION GUIDES. AND INDUSTRY STANDARDS PERTAINING TO PROPER- ' - P'R=cf: W4ledsen RG ' /' RG ` - - SPECIFIED BY BUTLER - ERECTION• INCLUDINGTHE CORRECT USE OF TEMPORARY BRACING. OMwgGr1[: JIM, - - B W br Manutxturtnq 4• eNDGra P40.• �-vvmw 20111a ' ♦ vxP�«•c'Iiir°ss rxmn. .L:um _ .w:oeesl.amwadnro.ws�..,,.a.m � u