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HomeMy WebLinkAbout039-370-103 (2)• _. Date: 11/22/2017 17-026916701 Calculations Package Time: 11:39 AM' Page: l . of 42 Butler Manufacturing Company` 1540 Genessee Street Kansas City; MO 64102 - STRUCTURAL DESIGN DATA j; ' Project: George Rafe - - Name:,17-026916-01 - r Builder PO #:.17-107:1 r. Jobsite: 1745 Walnut Tree Lane City, State:'Chico, California., 95928 ' PERMIT # Z ... County: Butte BUTTE COUNTY DEVELOPMENT SERVICES Country: United. States, REVIEWED FOR C DEC MPLIANCE - DAT Y 1 di :'TABLE OF .CONTENTS Building Loading _.Expanded Report....................................... ...:............:....:...::,.:. ' 2 ... Bracing - Sumniary,Report:......:....::... : . 9 ...... ....... ........ .... ..:... ..... . ......... Secondary- Summary Report........................ .......................................:.:.......... ................................... 15' Framing -Summary Report .......:..........:. :. :...:.......:... ..................'" 24 ...................... ............................ Covering- Summary, Report ......:.......::... ....................37. Appendix: ............. :..... ` - .... '40 eason: T is.docdment.Ma �OFESS Ips b en lectt nically signed Q PTA 1. a d, ale-by-SamueP G �, F2 Nadoes, PE using my, Digita'Qo y 8 gna#ure i fiPE seal c, 1317-2928 1 l LE a xed. P nted cop{ies o anis N' 'C. 85445 :;o W (13�)-37(1-1(13 d cur�ient re not considered * `" ` UJI)I'I'IO\ CO h;\1S. S'f(LR;�(:I: (9ilUj`K ` sggneo an tiled -land the �, si nature musttie verifieif on �q� �,I V 1 - , aiy electronic -copy OF.. CA1 �F0 12/11/2017 1 C D te: 2017.11.28 i 1ST59�8'00 I 1/28./2017 File: 17-026916-0.1 l Version: 2017.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc: 1 - ett�su.Eir • .Date: 11/22/2017 8"; 17-026916-01 Calculations Package AM ; anuftc, tm ,Time:11:39 Page: 2 of 42 uildin Loadin - x anded a ort Shape:.George Rafe Shop Loads and Codes = Shape: George Rafe Shop : City: Chico County: Butte State: California Country: United States Building Code: Califomia Building Standard Code - 2016 Edition Structural: l OAISC - ASD Rainfall: I' 3.30 inches per hour Based on Building Code: 2015 International Building Code Cold Form: 12AISI - ASD fcs 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) . , Dead and Collateral Loads Collateral Gravity:3.00 psf Frame Weight (assumed for seismic):2.50 psf Collateral Uplift: O'.00'psf " Side Type Mag 'Units Shape Applied to Description A D 2.319 . psf Entire ` Frm Covering Weight - 26 Butlerib lI Unpunched + Secondary Weight 1.37: Roof: A A D 0.950psf Entire Pure Covering Weight, 26 Buderib Il Unpunched : Roof: A B D :2.319 psf Entire Frn, Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.37: Roof: B B D 0.950 psf Entire Pur Covering Weight - 26 Buderib II Unpunched: Roof: B Roof Live Load . Roof Live Load: 20.00 psf Reducible - Wind Load' .. Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Gust Factor: G: 1.0000 . Wind Enclosure: Enclosed .. T Least Horiz. Dimension: 30/0/0. - Height Used: 1,5/0/0 (Type: Eave) Base Elevation: 0/0/0 NOT Windbome Debris Region Primary Zone Strip Width: 2a: N/A , • Parts / Portions Zone Strip Width: a: N/A Velocity Pressure: gz:.30.98 psf qz= 0.00256 • (1.00)• (110.00)`2 • (1.00) Topographic Factor: Kzt: 1.0000 The'Envelope Procedure' is Used. Directionality Factor: Kd: 0.8500. Wind Exposure: C-- Kz: 0.849 Basic Wind Pressure: q: 22.35 psf' .- • Snow Load f Ground Snow Load: pg: 0.00 psf . , Rain Surcharge: 0.00 . Flat Roof Snow: pf 0.00 psf Exposure Factor: 2 Partially Exposed Cc: 1.00 , Design Snow (Sloped): ps: 0.00 psf Thermal Factor: Unheated = Ct: 1.20 Snow Accumulation Factor: 1.000 •. ' Slope Reduction: Cs: 1.00 �" Snow Importance: Is: 1.000 Slope Used: 4.764 deg.,(1.000:12 ) Ground/ Roof Conversion: 0.70 • Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Transverse Direction Parameters Mapped MCE Acceleration: Ss: 62.00 %g �. - Ordinary Steel Moment Frames Mapped MCE Acceleration: Sl>27.40 %g kedundancy Factor: Rho: 1.30 • Site Class: Stiff soil (D) ' Fundamental Period: Ta: 0.2044 Seismic Importance: le: 1.000 R -Factor: 3.50 • _ Design Acceleration Parameter. Sds: 0.5390 Oversirength Factor Omega: 2.50 Design Acceleration, Parameter: Shc : 0.3383 Deflection Amplification Factor: Cd: 3.00 Seismic Design Category: D Base Shear: V: O1540x W t • - % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf ' Longitudinal Direction Parameters Diaphragm Condition: Flexible ... Ordinary Steel Concentric Braced Frames . Fundamental Period Height Used: 12/0_/0 y ., Redundancy Factor: Rho: 1.30 ? Fundamental Period: Ta: 0.1289 • R -Factor: 3.25 ". Overstrength Factor: Omega:.2.00 Deflection Amplification Factor: Cd: 3.25 A Base Shear: V: 0.1658x W ; File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of BlueScope Buildings North 'America,, Inc.. �• ' BVT�.ER Date: 11/22/2017 BMW M,,,;,,,�,o„, 17-026916:01 Calculations Package Time:11:39 AM Page: 3 of 42 Side Type Mag Units Shape Applied to 2 E 0.202 psf Entire Frm 2 E 0.217 psf Entire Brc 3 E 0.298 psf Entire Frm 3 E. 0.321 psf Entire Brc 4 E 0.202 psf Entire Frm 4 E 0.217 psf Entire Brc A E 1.204 psf Entire Fnn A E 1.297 psf Entire Brc B E 1.204 psf Entire Frm B E 1.297 psf Entire Brc Deflection Conditions. . 10 System Frames are vertically supporting: Metal Roof Purlins and Panels Frames are laterally supporting: Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels System Girts are supporting:Metal Wall Panels MW -Wall: 3 nvsian 1 And CnmhinaNnnc - Framino Description Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.36: Wall: 2 Seismic: Covering Weight - 26 Butlerib 11 Punched + Secondary Weight 0.36: Wall: 2 Seismic: Covering Weight - 26 Butlerib 11 Punched + Secondary Weight 0.99: Wall: 3 Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.99: Wall: 3 Seismic: Covering Weight- 26 Butlerib if Punched + Secondary Weight 0:36: Wall: 4 Seismic: Covering Weight'- 26 Butlerib II Punched + Seconda_ry Weight 0.36: Wall: 4 Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.37 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A Seismic: Covering Weight- 26 Butlerib II Unpunched + Secondary Weight 1.37 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.37 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: B Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 1.37 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: B File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division, of BlueScope Buildings North America, Inc. I 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 D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1 > D + CG + W l > 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0:6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG +WPL 8. System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG +WPR 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW -Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> . 14 System . 1.000 0.6 D + 0.6 CU + 0.6 <W l D + CU + <W l . 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU.+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W 2 17 System 1.000 .6 D + 0.6 CO + 0.6 WPL D + CU + WPL 1.8 System • 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 19 System 1.000 1.0 D + 1.0 CG + 0.75 L +.0.45 W 1> D + CG + L + W I> 20 System 1.000 1:0D+1.0CG+0.75L+0.45<W1 D+CG+L+<W1 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0D+I.0CG+0.75L.+0.45WPR +CG+L+WPR 25 System . 1.00,0 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + F> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E>'+ 0.7 EG- D + CU + F> + EG-* 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special . 1.060 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ D + CG + Fj + EG+ 30 Special 1.000' 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D +CG + <E + EG+ 31 Special 1:000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU .+ Fj + EG - 32 Special. 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- . 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E>'+ 0.7 EG+ D + CG + Fj + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + F> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6WB1> . D+CG+WPR+WB1> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D+CU+WPR +WBI>• 39 System Derived 1.600 1.0 D +.1.0 CG + 0.75 L +'0.45 WPR +0.45WB1> D+.CG+L+WPR+WBI>: 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W.B 1 . D + CG +WPR + <W B I 41 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WB1 D+,CU+WPR+<WBI . 42 System Derived 1.000 1.0 D + l .0 .CG + 0.751 + 0.45 WPR + 0.45 <WB 1 D + CG + L + WPR + <W B l File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division, of BlueScope Buildings North America, Inc. BUTLER Date: 11/22/2017 17-026916-01 Calculations Package Time: 11:39 AM Page: 4 of 42 Origin 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> + CG +WPR + WB2> 1.0 D + 0.6 W 1> D + W l> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> + CU + WPR + WB2> System' 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 1.0 D + 0.6 <W2 D + <W2 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B2 + CG + WPR + <WB2 System 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <W132 + CU +WPR + <WB2 1.0 D + 0.6 W4> D + W4> 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 System 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 0.6 MW MW - Wall: 2 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 W B3> D + CU + WPL + WB3> System 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L +,0.45 WPL + 0.45 WB3> D + CG + L + WPL + W B3> 1.0 D + 0.7 F> D + E> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133 + CG + WPL + <WB3 System Derived 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 System Derived 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 1.0 D + 1.0 CG + 0.6 W3> + CG + W3> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> System Derived 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> + CG + L + WPL + WB4> 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 + CG + L + WPL + <WB4 61 System Derived 1.000 0.6 MWB MWB -Wall: 1 62 System Derived 1.000 0.6 MWB MWB - Wall: 2 63 System Derived 1.000 0.6 MWB MWB -Wall: 3 64 System Derived 1.000 0.6 MWB N4WB - Wall: 4 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG++ 0.273 EB> D + CG + F> + EG++ EB> 67 System Derived 1.000 1:0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG++ EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 EB> D + CG + <E + EG++ EB> 69 System Derived 1.000 .6 D + 0.6 CU + 0.273 1> + 0.7 EG- + 0.91 EB> D + CU + F> + EG- + EB> 70 System Derived 1.000 .6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> 71 System Derived 1.000 .6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 .6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 74 Special 1.000 .6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB D + CG + F> + EG++ <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG++ 0.273 <EB D + CG + F> + EG++ <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 <EB D + CG + <E + EG++ <EB 79 System Derived 1.000 .6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + F7 + EG- + <EB 80 System Derived 1.000 .6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 <EB D + CU + F> + EG- + <EB 81 System Derived - 1.000 .6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 82 System Derived 1.000 .6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 84 Special 1.000 .6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - Design Load Combinations - Bracing No. Origin Factor Application Description . 1 System 1.000 1.0 D + 0.6 W 1> D + W l> 2 System 1.000 1.0 D + 0.6 <W 1 D + <W 1 3 System' 1.000 1.0 D + 0.6 W2> D + W2> ' 4 System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 1.0 D + 0.6 W3> D + W3> 6 System 1.000 1.0 D + 0.6 <W3 D + <W3 7 System 1.000 1.0 D + 0.6 W4> D + W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW -Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.7 F> D + E> 14 System 1.000 1.0 D + 0.7 <E D+<E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG+ W 1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> + CG + W3> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. stirtER Date: 11/22/2017 17-026916-01 Calculations Package Time:11:39 AM BUUW,,,,nuftctwbla Page: 5 of 42 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + CU + W 1> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W] D + CU + <W1 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W> D + CU + W 3> 28 'System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W3 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4> 30- System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 F> + 0.7 EG+ + CG + P> + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.6 D + 0.6 CG + 0.7 F> + 0.7 EG- D + CG + E> + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- ID + CG + <E + EG - Design Load Combinations - Purlin No. Origin Factor Application Description I System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB1> D +CG+W1>+WBI> 3 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6WB1> +CG+<W2+WB1> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+WI>+WBI> 5 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> D+CU+<W2+WBI> 6 System Derived 1.000 I.OD+I.00G+0.75L+0.45W1>+0.45WB1> D+CG+L+WI>+WBI> 7 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45WB1> D + CG + L + <W2 + WBI > 8 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6<WB1 D+CG+WI>+<WBI 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <W B I D + CG + <W2 + <WB I 10 System Derived 1.000 0.6 D.+0.6CU+0.6W1>+0.6<WBl D +CU+W1>+<WBI II System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6<WBI D + CU + <W2 + <WBI 12 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45<WBI D+CG+L+WI>+<WBI 13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WBJ D + CG + L + <W2 + <WB I 14 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB2> D+CG+WI>+WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1 > + 0.6 WB2> D + CU + W I > + WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> D + CU + <W2 + WB2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB2> D + CG + L + W 1> + WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB2 D + CG + W1> + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 + CG + <W2 + <WB2 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1 > + 0.6 <WB2 D + CU + W1> + <WB2 23 System Derived 1.000 0 .6 D + 0.6 CU + 0.6 <W2 + 0.6 <WM D + CU + <W2 + <WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB2 D + CG + L + W1 > + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB2 26 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB3> D+CG+WI>+WB3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> D + CU + W 1> + WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D + CU + <W2 + WB3> 30 System Derived 1.000 I:0D+I.0CG+0.75L+0.45W1>+0.45WB3> D+CG+L+WI>+WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3>; D + CG + L + <W2 + WB3> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB3 + CG + W 1> + <WB3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3 34 System Derived 1.000. 0.6 D + 0.6 CU + 0.6 W I> + 0.6 <WB3 + CU + W l> + <WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 D + CU + <W2 + <WB3 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB3 D + CG + L + W1> + <WB3 37 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45<WB3 D+CG+L+<W2+<WB3 38 System Derived 1.000 I.0D+I.0CG+0.6W1>+0:6WB4> D+CG+W1>+WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + W B4> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4> D + CU + W1> + WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> D + CU + <W2 + WB4> 42 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB4> r D+CG+L+W1>+WB4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> D + CG + L + <W2 + WB4> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W I > + 0.6 <WB4 D + CG + W1 > + <WB4, 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB4 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1 > + 0.6 <WB4 D +, CU + W1> + <WB4 47 System Derived 1.000 0.6 D +.0.6 CU + 0.6 <W2 + 0.6 <WB4 D + CU + <W2 + <WB4 48 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45<W64 D+CG+L+WI>+<WB4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 D + CG + L + <W2 + <WB4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 51 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 52 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ File: 17-026916701 Version: 2017.2a Butler Manufacturing, a division of BltieScope Buildings North America, Inc. IL BL/TLER BMW Mmuft twit 17-026916-01 Calculations Package Date: 11/22/2017 Time: 11:39 AM Page: 6 of 42 53 1 System Derived 1.000 �.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- + CU + <EB + EG- nada. 1 And rnmhinnt:nne _ G:rt No. Origin I Factor I Application Description I 2 System System 1.000 1.000 l .O CG + 0.6 W l > 1.0 CG + 0.6 <W2 CG + W I > CG + <W2 necipn IAnd ramhinatinnc - R-4- Panel No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 L +L ' 2 System 1.000 1.0 D + 0.6 <W2 D + <W2 3 System 1.000 0.6D+0.6W1> D+WI> neci- 1 And rnmhinnr:nnc - Wun - Pond No. Origin Factor Application I Description 1 2 System System 1.000 0.6 Wl> 1.000 0.6 <W2 1> kW2 nnflnrt:nn 1 nod rn...h:..oN.. _ c...... No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L System 2 System 1.000 60 180 .42 WI> WI> 3 System 1.000 60 180 .42 <W 1 <WI 4 System 1.000 60 180 .42 W2> W2> 5 System 1.000 60 180 .42 <W2 <W2 6 System 1.000 60 180 :42 WPL WPL 7 System 1.000 60 180 .42 WPR PRS 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- E + EG- na9urt:nn I i:..d rnmh:not:n..c _ P. -H.. No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L 2 System 1.000 180 .42 W1> I> 3 System 1.000 180 0.42 <W2 W2 neflertian 1 And rnmhinatinnc - (_irt No. Origin Factor Deflection Application Description I 2 System 1.000 System 1.000 90.42 90 Wl> .42 <W2 1> W2 Deflection Load Combinations - Roof- Panel No. Origin Factor I Def H Def V Application Description 1 System 1.000 1 60 1 60 10.42 <W2 J<W2 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L.> Live - Notional Right <L Live - Notional Left S Snow Load USI* Unbalanced Snow Load 1, Shifted Right *US] Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, 1 Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load; Half,2 Spans S> Snow - Notional Right <S Snow - Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right <SMS . Specified Min. Roof Snow -Notional Left PSI Partial Load, Half Span 1 PS2 Partial Load, Half Span 2 W Wind Load W 1> 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 File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BL/TLER , Date:.. l 1/22/2017 suaw,u, ubwtwbv 17-026916-01 Calculations Package Time: 11:39 AM Page: 7 of 42 W6> Wind Load, Case 6, Right <W6 r Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPBI Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPCI Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WBI 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* 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* Aux Live, Right *AL Aux Live, Left AL'>(1) Auxiliary Live Load, Right, Right, Aisle 1 •AL>(1) Auxiliary Live Load, Right, Left, Aisle 1 <AL•(1) Auxiliary Live Load, Left, Right, Aisle 1 <<AL(1) Auxiliary Live Load; Left, Left, Aisle 1 AL'(1) Aux Live, Right, Aisle 1 •AL(1) Aux Live, Left, Aisle 1 AL'>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL'(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL'(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL'>(3) . Auxiliary Live Load, Right, Right, Aisle 3 •AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL'(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL•(3) Aux Live, Right, Aisle 3 •AL(3) Aux Live, Left, Aisle 3 AL'>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL'(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL•(4) Aux Live, Right, Aisle 4 1•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 <•AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL•(5) Aux Live, Right, Aisle 5 •AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(1) Aux Live Bracing Reaction, Right, Aisle I <ALB(1) Aux Live Bracing Reaction, Left, Aisle I 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 U 1 User Defined Load - I 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 - I 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: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of B1tieScope Buildings North America, I.nc. r a• ' c . m r q ' . ' "� :' ! �_� .. '♦ a ••, <h The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building su lier'.s engineer.. File: 17-026916-01, Version:. 2017.2a Butler Manufacturing, a di"sion.of BlueScope Buildings North America, Ina surt.Esz Date: 11/22/2017 , 17-026916-01 Calculations Package Time: 11:39 AM Page: 9 of 42 racin - Summa Re ort Shape: George Rafe Shop Loads and Codes- Shape: George Rafe Shop City: Chico County: Butte State: California Country: United States Building Code: California Building Standard Code - 2016 Edition + • Structural: l OAISC - ASD Rainfall: L• 3.30 inches per hour Based on Building Code: 2015 International Building Code • Cold Form:. 12AISI - ASD Pc: 3000.00 psi Concrete Building Risk)Occupancy Category: II (Standard Occupancy Structure) ' Dead and Collateral Loads. Roof Live Load Collateral Graviry:3.00, psf Roof Covering + Second. Dead Load: 2.32 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: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure' is Used Flat Roof Snow: pf 0.00 psf Mapped MCE Acceleration: Ss: 62.00 %g Wind Exposure: C - Kz' 0.849 Design Snow (Sloped): ps: 6.00 psf Mapped MCE Acceleration: S 1: 27.40 %g Parts Wind Exposure Factor: 0.849 'Rain Surcharge: 0.00 Site Class: Stiff soil (D) Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed- Ce: 1.00" Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sds: 0.5390 Thermal Factor: Unheated - Ct: 1.20 Design Acceleration Parameter:Shc : 0.3383 NOT Windbome Debris Region Ground / Roof Conversion: 0.70'.Seismic Design Category: D Base Elevation: 0/0/0 Seismic Snow Load: 0.00 psf -Primary Zone.Strip' Width: 2a: N/A % Snow Used in Seismic: 0.00 ' Parts / Portions Zone Strip Width: a: N/A Diaphragm Condition: Flexible " Basic Wind.Pressure: q: 22.35 psf Fundamental Period Height,Used: 12/0/0, Transverse Direction Parameters Ordiniry Stee•I Moment Frames Redundancy Factor: Rho: 1.30' Fundamental Period: Ta: 0.2044 R -Factor: 3.50 Oversirength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1540 x W ` Longitudinal Direction Parameters ;. Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 - Fundamental Period: Ta: 0.1289 t ; R -Factor. 3.25 Overstrength Factor: Omega: 2.00 " Deflection Amplification Factor: Cd: 3.25 Base Shear: V.::0.1658 x W File: 17-026916701 Version:•2017.2a; Butler Manufacturing, a division of BlueScope Buildings. North America, Inc. ' BurcER Date: 11/22i2011 8UUW M"Ur.hffrro 17-026916-01 Calculations Package ,, Time: 11:39 AM Page:' 11 of 42 ncfl flr R— .. M-1- n..- G. D....f A Mem. Bracing Length.Angle 1 Design Seismic Stress Stress 'Governing Design Comment No. s 8 weld OK, web direct shear OK, web'punching shear OK; tensile fracture of web OK; >> PASSED:.` Axial k Factor ' Factor Ratio Load Case Status, 1 R0.375 '32.36 29.4 -0.23 1.0000 1:0000 0.091 1.OD+I..00G+0.7<E+0.7EG+ passed 2 R.0.375 32.36 29.4 -0.23 .1.0000 1.0000 0.091 • I.OD+I.00G+0.7F>+0.7EG+' Dassed, ncfl flr R— .. M-1- n..- G. D....f A Mem. Bracing Length.Angle 1 Design Seismic Stress Stress 'Governing Design Comment No. Sha 8 weld OK, web direct shear OK, web'punching shear OK; tensile fracture of web OK; >> PASSED:.` Axial k Factor ' Factor Ratio Load Case Status, 1 R0.375 '32.36 29.4 -0.23 1.0000 1:0000 0.091 1.OD+I..00G+0.7<E+0.7EG+ passed 2 R.0.375 32.36 29.4 -0.23 .1.0000 1.0000 0.091 • I.OD+I.00G+0.7F>+0.7EG+' Dassed, Mem. End ' 'Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load.Case I.OD+I.00G+0.7<E+0.7EG+, Factored F = 0:23, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK,. web punching shear OK, tensile fracture of web OK,.— PASSED. Right Slot:'Web•Thk = 0.134, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F = 0.23, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, --web-flange weld OK, web direct shear OK, web'punching shear OK; tensile fracture of web OK; >> PASSED:.` 2 • Left Slot: Web Thk = 0.134; Load Case 1.OD+I.00G+0.7F>+0.7EG+, Factored F = 0.23, E factor = 1.000, stress increase= 1:.000, slot offset, 3.000, .= web -flange weld OK, web direct'shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED.' ; Right Slot: Web Thk = 0.134, Load Case I.OD+I ,OCG+0.7F>+0.7EG+, Factored F =0.23, 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 OK, •» PASSED. stmER Date: 11/22/2017 17-026916-01 Calculations Package Time: 11:39 AM Page: 12 of 42 it it Diaonnal Rracino Memlwr Desion Summnrv- Rnnf R' Mem. Bracing Length s Design Seismic Stress Stress 3 Design it it Diaonnal Rracino Memlwr Desion Summnrv- Rnnf R' Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Sha ft K, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Axial k Factor Factor Ratio Load Case ' Status 1 R 0.375 32.36 29.4 -0.23 1.0000 1.0000 0.091 l .OD+0.7F> passed 2 R 0.375 32.36 ' 29.4 -0.23 1.0000 1.0000 0.091 1.OD+0.7<E passed Mem. End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case l .OD+0.7E>, Factored F = 0.23, E factor = 1.000, stress increase = 1.000, slot offset, ='3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Right Slot: WebThk = 0.134, Load Case 1.OD+0.7E>, Factored F = 0.23, E factor = 1.000; stress increase = 1.000, slot offset, = 3.000, web -flange weld K, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. 2 Left Slot: Web Thk = 0.134, Load Case 1.OD+0.7<E, Factored F = 0.23, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+0.7<E, Factored F = 0.23, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punchingshear OK, tensile fracture. of web OK, » PASSED. . File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Diagonal Bracing Member Des' n'Summa : Sidewall 2 " Mem. Bracing ". Length Angle Design Seismic Stress Stress Governing Design Comment No. Sha ft eld.OK web direct shear OK; web punching shear OK, tensile fracture of web OK >> PASSED. Axial k Factor Factor Ratio -Load Case Status' I. • R 0.375 30.91. 22.8 1.02 ' 1.0000 , l .0000 0.400 l .OD+0.6<W4 . passed 2 R,0.375 30.91 22.8 . -1.02 1.0000 1..00001 0.400• LOD+0.6W4> passed Mem. End . Diagonal ConnectionDesign Information 1 Left Slot: Web Thk = 0.188, Load Case 1.OD+0.6<W4, Factored F = 1.02, 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 ofweb OK, » PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+0.6<W4; FactoredF =1.02; E factor = 1.000, stress increase = 1.000, slot offset,,=.3.000; web -flange eld.OK web direct shear OK; web punching shear OK, tensile fracture of web OK >> PASSED. 2 Left Slot: Web.Thk = 0.134, Load Case l .OD+0.6W4>; Factored,F = 1.02, E factor =•1.000, stress increase = 1:000; slot offset, = 3.000, web -Flange weld OK, web direct shear OK, web punching shear OK; tensile fracture of web OK, -»PASSED. Right Slot: Web Thk' = 0:134; Load Case 1.OD+0.6W4>, Factored F = 1.02; 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. ' =Date: 11/22/2017 BMW ManufmURW, - • 17-026916-01 Calculations Package Time:"11:39 atvl Page' 14 of 42 Die onal Bracing Member Des' n Summa :'Sidewall 4 Mem. • . Bracing Length Angle Design I Seismic I Stress Stress f Governing ' Design Comment • ' No. t '' Sha ft eld OK' web direct shear OF, web l5unchin shear OK, tensile fracture of web OK, >> PASSED.' Axial k Factor Factor' Ratio ' " Load Case 'Status :I ' , R 0.375 30.91 '" 22.8. `-1:02 1:0000 1.0000 0.400 • I.OD+0.6W2> passed .2 R 0.375. 30.91 22.8 -1.02 1.0000. 1.0000 •0.400 I.OD+0.6<W2 ' Y ssed Mem. 'End Diagonal Connection Design Information . . r •' • V. Left Slot: Web Thk = 0.134, Load Case 1.OD+0.6W 2>, Factored F = 1.02, E factor =J.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.. ' 'F Right Slot: Web Thk = 0.134, Load Case l .OD+0:6W2>, Factored= 1.02, E factor = 1.000, stress increase =.1.000, slot offset, = 3.000; web -flange eld OK' web direct shear OF, web l5unchin shear OK, tensile fracture of web OK, >> PASSED.' 2 Left Slot: Web Thk = 0.134, Load Case 1.OD+0.6<W2, Factored F = 1.02, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK; >> PASSED., Right Slot: Web Thk = 0.188, Load Case l .OD+0.6<W2;` Factored F = 1.02, E factor = 1.000, stress increase =' 1.000, slot offset, = 3.000, web -flange eld OK' web direct shear OK, web punchinishear OK tensile fracture of web OK, >> PASSED. • - - Date:- 11/22/2017 17-026916-01 Calculations Package, Time:11:39 AM ,,,,.,,,;,,,,ro_ Page: 15 of 42 Seconda = Summa •Re ort'° Loads and Codes - Shape: George Rafe Shop City: t Chico County: Butte State: .. California Country:, UnitedStates Building Code: California Building Standard Code - 2016 Edition • Structural:" I OAISC : ASD Rainfall: l: 3.30 inches per hour • Based on Building Code: 2015 IntemationaF Building Code ' ' Cold Form: � 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) , Dead and Collateral Loads Roof Live'Load Collateral Gravity:3'.00 psf Roof Covering' +. Second. Dead Load: 2.32 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 ' �� t. ' Seismic Load ' Wind Speed:•Vult: 110.00 (Vasd:85.21) mph Ground Snow Load: pg: 0.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure . The'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf ' Mapped MCE Acceleration` Ss: 62.00 %g Wind Exposure: C.- Kz: 0.849 Design Snow'(Sloped): ps 0.00 psf Mapped MCE Acceleration: Sl: 27.40 %g Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0100 ` i' Site Class: Stiff soil (D) Wind Enclosure: Enclosed ,. Exposure Factor: 2 Partially Exposed - Ce: LOO Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000. . ' Snow, importance: Is: 1.000. Design Acceleration Parameter: Sds; 0.5390 - Thermal Factor: Unheated- Ct: 1.20 Design Acceleration Pa`rarneter: Shc: 03383 NOT Windbome Debris Region ;' Ground /Roof Conversion: 0.70 Seismic Design "Category`. D • Base Elevation: 0/0/0 Seismic'Snow Load: 0.00 psf Primary Zone Strip Width: 2a: N/A %Snow Used in Seismic: 0:00 Parts / Portions Zone Strip Width: a: N/A .' ' Diaphragm Condition: Flexible" Basic Wind Pressure: q: 22.35 psf Fundamental Period Height.Used: 12/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 - Fundamental Period: Ta: 0.2044 i r R-Factor: 3.50 Overstrength Factor: Omega: 2.50 " Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0,1540 x W . • Longitudinal "Direction Parameters ' Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.3.0 , ' . Fundamental Period: Ta: 0.1289 R-Factor:'3.25 ' t ` r '" Overstrength Factor: Omega.2:00 r Deflection Amplification Factor: Cd: 3.25: I _ Base Shear: V: 0.1658 x W File: 17-026916-01 ; . - - Version: 2017:2a ' Butler Manufacturing, a division of BlueScope Buildings North,America, Inc. `'• • ' ,' , B�/TLER 17-026916-01 Calculations Package Design Load Combinations - Purlin Date: 11/22/2017 Time: 11:39 AM Page: 16 of 42 No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB1> D +CG+W1>+WBI> 3 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6WB1> D+CG+<W2+WB1> 4 System Derived 1.000 0.6D+0.6CU+0.6 W1>+0.6WB1> D +CU+WI>+WBI> 5 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> D +CU+<W2+WB1> 6 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WBI> D +CG+L+W1>+WB1> 7 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB 1> + CG + L + <W2 + WB I> 8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB 1 D + CG + W1> + <WB 1 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 D + CG + <W2 + <WB 1 10 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB1 D +CU+W1>+<WBI 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB 1 D + CU + <W2 + <WB 1 12 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45<WBI + CG + L + W1> + <WBI 13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <W B 1 + CG + L + <W2 + <W B I 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB2> D + CG + W1> + WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2> D + CU + W1> + WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> + CU + <W2 + W B2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I> + 0.45 WB2> D + CG + L + W1 > + WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W) > + 0.6 <WB2 + CG + W 1 > + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 D + CU + W1 > + <WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 + CU + <W2 + <WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB2 +CG+L+WI>+<WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB3> + CG + W 1 > + WB3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> + CU + W 1> + WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D + CU + <W2 + WB3> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB3> + CG + L + W 1> + WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> D + CG + L + <W2 + W133> 32 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6<WB3 +CG+W1>+<WB3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3 34 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB3 +CU+WI>+<WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 + CU + <W2 + <WB3 36 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45<WB3 +CG+L+WI>+<WB3 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 + CG + L + <W2 + <WB3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB4> + CG + W 1 > + W B4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + W134> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4> + CU + W l> + W B4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> + CU + <W2 + WB4> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I> + 0.45 WB4> + CG + L + W I > + W B4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> D + CG + L + <W2 + WB4> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB4 + CG + W 1> + <WB4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 + CG + <W2 + <WB4 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1 > + 0.6 <WB4 + CU + W 1 > + <W B4 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 + CU + <W2 + <WB4 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1 > + 0.45 <WB4 + CG + L + W l > + <W B4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 D + CG + L + <W2 + <WB4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 51 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 52 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 53 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- P + CU + <EB + EG - Design Load Combinations - Girt No. Origin I Factor I Application Description 1 2 System System 1 1.000 1.000 1.0 CG + 0.6 W 1> 1.0 CG + 0.6 <W2 CG + W1> CG + <W2 Deflection Load Combinations - Purlin No. Origin Factor Deflection ' Application Description 1 System 1.000 150 1.0 L 2 System 1.000 180 .42 W1> 1> 3 System 1.000 180 .42 <W2 <W2 File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. No: Ori in Factor I Deflection Application I- Description 1 System 1.000 1 90 .42 Wl> l> 2 S stem 1.000 90 .42 <W2 kW2 `Date: 11/22/2017 17-026916-01 Calculations Package Time: 11:39 AM Page: 18 of 42 all: Detail Exterior.. Interior' 4 Exterior' , Des Len' Description- Fy(ksi) ' Design Lap %: %.•. , % i . % Ld Lap ' % % I % % Ld %.I %; % • % " Ld Lap r Id ft 'Status in: Bnd Shr Curb We Cs in. Bnd Shr Crrib We Cs Bnd •Shr Cmb ,Wc Cs I I 28.50 8.50x0.113 Z Sim 60.0 ' .Yes 0..0 1.01-10.00 0.00. 0.00 1 Maximum Ser ndaryDeflections for Sha• a Geor a Rafe Sho on Side 3 1 Detail Exterior Interior, Exterior Des Len Description-.Fy(ksi) Design Lap. . % % % '% Ld Lap % % % % . Ld .% % % %. Ld .Lap Id ft Status. in. Bnd Shy Cmb Wep Cs in. Bnd .Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs in. 1,1 10.00 8.500.060 Z Sim -60.0 Yes 0.0,• 0.31 0.00 0.19 0.00 1 .50x0 , 2,1 10.00 8.060 Z Sim -60.0. Yes, ' O. 0.31 0.00 0.19 0.00 1 3;1, 10.00 8.50x0.060 C Sim -60.0 Yes - • 0.0 ' 0.03 0.00 0.00 0.00 1 4,1 12,83 8.500 Design Id Segment.. Deflection in: _ Ratio Location ft Load Case Descri tion . • ' 1 l ..0.05, : : ( L/2521) ; ; 5.00 1 : 0.42W I> - 2� 11 0.05 ; ( L12521) 5.00 • 1 0.42W1> 3 4 • I 0.1.1 -(U1196) 6.00 1 0.42W1> ' 5 1 2.43..: U148 .15.00 1 ` 0.42W1> .060 C Sim 60.0 Yes 0.0 0.45 0.16 0.49 0.00 .1 Maximum Ser ndaryDeflections for Sha• a Geor a Rafe Sho on Side 3 1 Detail Exterior Interior, Exterior Des Len Description-.Fy(ksi) Design Lap. . % % % '% Ld Lap % % % % . Ld .% % % %. Ld .Lap Id ft Status. in. Bnd Shy Cmb Wep Cs in. Bnd .Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs in. 1,1 10.00 8.500.060 Z Sim -60.0 Yes 0.0,• 0.31 0.00 0.19 0.00 1 .50x0 , 2,1 10.00 8.060 Z Sim -60.0. Yes, ' O. 0.31 0.00 0.19 0.00 1 3;1, 10.00 8.50x0.060 C Sim -60.0 Yes - • 0.0 ' 0.03 0.00 0.00 0.00 1 4,1 12,83 8.500 Design Id Segment.. Deflection in: _ Ratio Location ft Load Case Descri tion . • ' 1 l ..0.05, : : ( L/2521) ; ; 5.00 1 : 0.42W I> - 2� 11 0.05 ; ( L12521) 5.00 • 1 0.42W1> 3 4 • I 0.1.1 -(U1196) 6.00 1 0.42W1> ' 5 1 2.43..: U148 .15.00 1 ` 0.42W1> i' Detail Exterior . - _ Interior Exterior Dei Len Description -. Fy(ksi) Design •lap, %: % I,-% ' I . %'Ld LapI.% • % % % Ld % % : . % % Ld Lap Id ft Status - in: Bnd Shr Cmb We Cs in. Bnd Y. Cmb We Cs Bnd Shr Cmb We Cs in: 1,1 28.50 .8.50x0.113 Z Sim -60.0 • Yes . 0.0. 1.01 0.00 0.00 0.00 1 . 6 i' Detail Exterior . - _ Interior Exterior Dei Len Description -. Fy(ksi) Design •lap, %: % I,-% ' I . %'Ld LapI.% • % % % Ld % % : . % % Ld Lap Id ft Status - in: Bnd Shr Cmb We Cs in. Bnd Y. Cmb We Cs Bnd Shr Cmb We Cs in: 1,1 28.50 .8.50x0.113 Z Sim -60.0 • Yes . 0.0. 1.01 0.00 0.00 0.00 1 . ' -Date: 11/22/2017 17=026916-01 Calculations Package Time.: 11:39 AM Page: 22 of 42 z oof: A Maximum Secondary Designs for Sha pe George Rafe Shop on Side A ' Des Len + Description - Fy(ksi) Design Detail Lap 1 ,Exterior. Interior Exterior . ' % % % % Ld Lap %; %' % % Ld % % % ; % Ld Lap Id " ft -1.55 Status in. Bnd Shr Cmb Wcp Cs in. Bnd 'Shr Cmb Wcp Cs Bnd Shr Cmb Wep Cs 00 l;] 30.00 10.00x0.088 Z Sim-60.0Yes 0.0 0.000 0.000 . , BR.3 - 1.03 0.00 1.00 0.00 1 ` 0.086 0.000 '0.000 • 2,1 • 30.00 10.00x0.088 Z Sim -60.0 Yes. 0.0' . 1'.0. 0.086 • 0.000 - 0.94 0.00 0.91 0.00 "P, - 0.19 - 0 0,0 0.436 1.388 3,1 30.00 10.00x0.060 EZ Sim -60.0 .Yes 0.0 ' 0.84 0.00 0.93 0.00 25 Maximum Sec ndiry Deflections for Shape Georg a Rafe Shop on Side A Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 . ' -2.24 - • (L/152) 15.50 1' 1'.OL '21 •' -1.95 (L/175) 15.50', •1' 1.01, 3' 1 -1.55 L/221 15.50 - 1 LOU . Purlin Anchors a Forces for Shape George Rafe Shop, Roof A' Panel Type is BRU Pitch= 1.000:12 AR Clip if re 'd - PC7 ' � - Bay Thickness Load(psf) Ld Case #Purlins Length •�, Simple? Diaphragm Allowable Dell 2.000 • .. 0.082 . 0.19 0 •• ` AO 0. ; • 0.436 1.388 ' ' • 0.086 0.006. 0.065 ' BR.I • 0.18T (in -k) 4.35' 1 1,0 1. 0.000 .0.000 BR.2 0.18T (in -k) 4.35 1 1,0 Reference Fnn-Line File: 177 Located @Force per Anch. Lin k ' � � Width ' Actual AR STD Actual Defl 1 • .. . 0.088 -15.90 • 1 3 30.00 Y 15.05 2.000 • .. 0.082 . Reference Fnn-Line File: 177 Located @Force per Anch. Lin k .17orce per .Anchor Anch. Allow Req'd AR Anchors Actual AR STD Required Stiffness . Available Stiffness � Diaphragm Allow- Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame 0.11 U • 0.03U (k) : 0.19 0 •• ` AO 0. ; • 0.436 1.388 ' ' • 0.086 0.006. 0.065 ' BR.I • 0.18T (in -k) 4.35' 1 1,0 ' 0.086 0.000 .0.000 BR.2 0.18T (in -k) 4.35 1 1,0 • 0.086 • 0.000 0.000 . , BR.3 - 0.18T (in -k)' 4.35 1 l; 0 ` 0.086 0.000 '0.000 • BR .4 0.18T (in -k) 4.35 1 1'.0. 0.086 • 0.000 - .0.000 . 2(30.00) Frame 0:11 U 0.03U k 0.19 - 0 0,0 0.436 1.388 •' 0.086 0.006 0.065 026916-01 Version: •2017.2a •i . ' Butler Manufacturing, a division ofBltie$cope Buildings North America,. Inc. •'r+.: ' Bf,/TLER Date: 11/22/2017 BUuW ft 17-026916-01 'Calculations Package Time: 11:39AM . Page: 23 of 42 oof: B Maximum Secondary Desi ns for Sha e'"'rae Rafe ShoD on Side B Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior . % %' % .. % Ld Lap % "% % % Ld ..% % % ; o Ld Lap Id ft '` ' Status in. Bnd Shr, Cmb We Cs in: Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1;1 30.00 10.00x0.088 Z Sim 60.0 Yes 0.0 14.35 1.. ''..1•;0 0.086 '. 1.03 0.00 1.0010.0'0 0.00 I 0.18T (in -k) '4.354 .1 1; 0 ? : '' 2,1 30.00 10.00x0.088 Z Sim -60.0 "Yes 0.0 0.11U 0.03U (k). 0.19 -' 0 0,0 0.436 0.94 0.00 0.91 0.00 -1 3 1 ' 30.00 10.00x0.060 EZ Sim -60.0 Yes 0.0 0.84 0.00 0.93 43 - - Maximum Rw•nnda_ nl nfl tinnc fns Chanty fa.n a Qofo Ch..;- S:dn R - .. Design Id Se mens- - . Deflection in. • Ratio ..' Location ft Load Case ' Description 1 1 2.24 t (L/152)-, 14.50 1 I.OL 2 r 1 1'.95( L/1'75) 14.50. '1 .1 I.OL 3' 1 -1'.55 ' L/221 .' 14.50 I r ' I.OL P -H. Annhn o Fn e f Chow /fin.. n Qofn Chnn D..nf Q� Dn..nl T.. .� DDIf D:..,a. - 1 nnn.t t �AD l�I:� :! ...-.a n/,•f' Bay Thickness Load(pso Ld Case # Purlins Length Simple? Diaphragm Width Allowable Defl Actual Defl 1 0.088, 15.90. 1. 3. 30.00 Y` 115.05 2.000 .' 0.082 Reference Frm=Line Located @ Force per Anch. Lin k . , Force per Anchor Anch: Allow Req'd AR Anchors Actual AR, ,STD Required Stiffness . Available • Stiffness Diaphragm Allow Diaphragm Shr Diaphragm Stress Ratio Frame, 0.11U 0.03U (k) 0.19. 0 0,0. 0.436, , 1.:388 0.086 0.006 0.065. ' BR.1 0.18T (in -k) 4.35 1 - 1,0 , 0.086 0.000 0.000 BR.2 ' 0.18T (in -k) 4.35 : 1 1,9 '0.086, _. 0.060 0.000 BR.3 0.18T'(in=k) 14.35 1.. ''..1•;0 0.086 '. 0.000,. 0.000,. BRA 0.18T (in -k) '4.354 .1 1; 0 ? : '' 0.086' , • "0.000 0.000 • 2(30.06 Frame 0.11U 0.03U (k). 0.19 -' 0 0,0 0.436 1.388 0.086 0.006 0.065 eurtER Date: 11/22/2017 17-026916-01 Calculations Package Time: 11:39 AM ,,,,,,,,,,,,,,� ` Page: 24 of 42 [Framing - Summary Report Loads and Codes - Shape: George Rafe Shop City: Chico County: Butte State: California Country: United States' Building Code: California Building Standard Code - 2016 Edition Structural: 10AISC - ASD Rainfall: I: 3.30 inches per hour ' Based on Building Code: 2015 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) ' Dead and Collateral Loads ,: Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.32 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf t Frame. Weight (assumed for seismic):2.50 psf , Wind Load Snow Load Seismic Load f Wind Speed: Vult: 110.00 (Vasd: 85.21) mph . Ground Snow Load: pg: 0.00 psf Lateral Force Resisting Systems using Equivalent ` Force Procedure The'Envelope Procedure' is Used Flat Roof Snow: pf 0.00 psf Mapped MCE Acceleration: Ss: 62.00 %g , Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf- , --Mapped MCE Acceleration: S1: 27.40 %g . Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Site Class: Stiff soil (D) ' Wind Enclosure: Enclosed ' s - - Exposure Factor: 2 Partially Exposed Ce: 1.00. Seismic Importance: le: 1.000 ' Topographic Factor: Kit: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sds: 0.5390 ' i Thermal Factor: Unheated - Cr: 1.20 Design Acceleration Parameter: Shc : 0.33,83 NOT Windbome Debris Region Ground / Roof Conversion:'0.70 Seismic Design Category: D ` Base Elevation: 0/0/0 Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: N/A h • % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: N/A Diaphragm Condition: Flexible Basic Wind Pressure: q: 2235 psf Fundamental Period Height Used: 12/0/0 • ' - Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 - • Fundamental Period: Ta: 0.2044 ' . R -Factor. 3.50 'r Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1540 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period` Ta: 0.1289 ' . R -Factor: 3.25 + Overstrength Factor: Omega: 2.00 +• F Deflection Amplification Factor: Cd: 3.25 • r > ,Base Shear: V: 0.1658 x W " Deflection Conditions Frames are'vertically supporting:Metal Roof Purlins and Panels " Frames are laterally supporting:Metal Wall Giits and Panels Purlins are supporting:Metal Roof Panels Girts are supporting: Metal Wall Panels File: 17-026916-011 v Version:2017.2a • , Butler Manufacturing, a divtsion.of BlueScope Buildings North America, Inc.. }_ ` � Date:. 11/22/2017 �. • BUTLER. _ 17-02691b-01 •Calculations Package ` .. Time: 11:39"AM, AM MOW uim� , , Page: 25442 ' Wall: 4 Frameat: 1/0/0 - Frame Cross Section:'l M CO .. , GFB �.. GFB • y Dimension Key .. - . 24-6" ;• 3 1-1 1716" 4 2 @.4'.-5 3/4 5 ` 13'-3" Ridge At. Frame Clearances . Honz. Clearance between members l.(CX001) and 4(CX002): 27'' 3/4" ; Vert. Clearance at member 1(CX001): 10'-2 f/161 ` Vert. Clearance at member 4(CX002): 10'-2 1/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise): File: 1.7-026916-01 Version: 2017.2a" ;..' ._ . _ . . Butler Wntifadii ing, a•division'of glueScope Buildings'North.America, I,nc: �" ' eur�Est 17-026916-01 Calculations Package Date: 11/22/2017 Time: 11:39 AM Page: 26 of 42 Frame Location Design Parameters: Design Load Combinations - Framing No. Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0. CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1 > D + CG + W 1 > 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W l 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000. 0.6D+0.6CU+0.6W1> D+CU+WI> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W l D + CU + <W l 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 16 System 1.000 0.6 D +46 CU + 0.6 <W2 D + CU + <W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI> 20 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<Wl 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W 2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + Fj + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG +• 1.75 F> + 0.7 EG+ D + CG + Fj + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- D + CU + F> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + F> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6WB1> +CG+WPR+WBL> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WBI> +CU+WPR+WBI> 39 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR+WBI> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB l + CG + WPR + <WB l 41 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WBl +CU+WPR+<WB1 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB I + CG + L + WPR + <WB 1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> + CG + WPR + WB2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> + CU +WPR + WB2> 45 System Derived 1.000 I.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> + CG + L + WPR + WB2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 + CG + WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <W132 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W132 + CG + L + WPR + <WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + W133> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 W133> + CU +WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> + CG + L + WPL + W B3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133 D + CG + WPL + <W133 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W133 D + CU + WPL + <W133 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133 D + CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 W134> + CU +WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <W134 59 System Derived 1.000.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU +WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <W134 File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLER Dater 11/22/2017, , ' 17-026916-01. Calculations Package T�tne:11:39 AM �."y.�°..ft_ Page: 27'of 42 Flg Width ' 61 System Derived 1.000 0.6 MWB MWB -Wall: 1 Weight Flg Fy' 62 System Derived 1.000 0.6 MWB MMB - Wall: 2 in. in. 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 ksi ksi 64 System Derived 1.000 0.6 MWB MWB- Wall: 4- 0.1345 0.1345 65 System Derived 1.000 1.0 D + 1.0 CG +.0.273 E> + 0.7 EG+ +.0.91 EB> . D + CG +.E> + EG++ EB> 55.00 BP 66' System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ t 0.273 EB> D + CG + Ej + EG++ EB> 0.1345 13.00 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> + CG + <E + EG+ +'EB> KN SP 68 System Derived 1.000 1.0 D + 1.0 :CG + 0'.91 <E •l+ 0.7 EG+ + 0:273 EB> D + CG + <E + EG+ + EB> • . 9.00 13.00 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F>'+ 0.7 EG- +, 0.91 EB> D + CU + F> + EG-+ EB> KN' 3P 70 System Derived 1.000 0.6 D + 0.6' CU + 0.91 F> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> 15.00 11.16- . 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D+' CU + <E + EG- + EB> 3P Frin 72 System Derived 1.000 6.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU +.<E + EG- + EB> WPR 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ - D + CG + EB> + EG+ 74 Special 1.000 .6 D + 0.6 CU + 1.75 EB> + 0.7 EG- - D 4- CU + EB> + EG - f 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG++ 0.91 <EB D + CG + Fj + EG++<EB 2.22 -0.67 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + F> + EG++ <EB 77 System Derived - 1.000 1'.0 D + 1.0 CG + 0.273,<E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG++ <EB -2.22 -0.67 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB Frm . 79 System Derived 1.000 .6 D + 0.6 CU,+ 0.273 E> + 0.7 EG= + 0.91 <EB D + CO + F> + EG- + <EB L Frm 80 System Derived 1.000 .6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 <EB D + CU + F> + EG- + <EB F> 81 System Derived 1.000 .6 D + 0.6 CU + 0.273<E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB _ 82 System Derived 1.000 :6 D + 0.6 CU + 6.91 <E + 0.7 EG- + 0.273 <EB D + CO + <E + EG- + <EB 0.19 83 Special 1.000 1.0 D + 1.0 CG + 1'.75 <EB + 0.7'EG+ + CG + <EB + EG+ ' 84 Special . 1.000 .6 D + 0.6 CU + 1.75 <EB.+ 03 EG- D + CU + <EB + EG-. • FrAmP Momhar Civnc - Mem. Flg Width ' Flg Thk Weli Thk Depth Depth2 Length Weight Flg Fy' Web Fy. Splice Codes Shape No. in. in. in. in. in. ft Base Connection Design is Based on 3000.00 (psi) Concrete ksi ksi Jt.I R.2 -0.28 1 5.00 0.1345 0.1345 12.00 15.00 11.16 128.8 55.00 55.00 BP KN 3P 2 • 5.00 -0:1345 0.1345 13.00 9.00 14.92 158.1 .55.00. 55.00 KN SP 3P 3 5.00 0.1345 �• 0.1345 9.00 13.00 14.92 158.1 55.00 55.00 SP KN' 3P 4 5.00 0.1345 0.1345' 12:00 15.00 11.16- . 128.8 55.00 55.00 BP KN 3P Type . ' X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in) Anchor Rod Qty/Diam. (in.) Column Base Elev. Member X -Loc Y -Loc Su : X Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 4 0/0/0 0/0/0 30/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0. 0/0/0 0/0/0 0/0/0 0.0000 0.0000 0.79 -0:28 Values shown are resisting' forces of the foundation. . Base Connection Design is Based on 3000.00 (psi) Concrete . Rparfinnc _ Ilnforinrad r nud Tv nt Fra (• `ro Q."i 1 0.28 0.69. -0.28 . - 0.69 ; L>. Frm '1.40 3.47-1.40. r 3.47 <L. Frm 1.40. 3.47 -1.40 3.47 W i> Frm -2.63 Total Frame Weight = 573.7 (p) (Includes all plates) BoundaryCondition Summa <W 1 Frm 0.10 -2.71 2.63 =4.66 Type . ' X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in) Anchor Rod Qty/Diam. (in.) Column Base Elev. Member X -Loc Y -Loc Su : X Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 4 0/0/0 0/0/0 30/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0. 0/0/0 0/0/0 0/0/0 0.0000 0.0000 0.79 -0:28 Values shown are resisting' forces of the foundation. . Base Connection Design is Based on 3000.00 (psi) Concrete . Rparfinnc _ Ilnforinrad r nud Tv nt Fra (• `ro Q."i 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 8X 13 0.375 4-0.750 . 100'-01, ' :.Exterior Column 30/0/0. 1-A 8 X 13 0.375 4-6.750 100'-0" Su . Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 4 0/0/0 0/0/0 30/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0. 0/0/0 0/0/0 0/0/0 0.0000 0.0000 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 8X 13 0.375 4-0.750 . 100'-01, ' :.Exterior Column 30/0/0. 1-A 8 X 13 0.375 4-6.750 100'-0" Load T Desc. Hx Hz V Hx . - Hz V D Frm 0.28 0.79 -0:28 ' .- 0.79 CG Frm 0.28 0.69. -0.28 . - 0.69 ; L>. Frm '1.40 3.47-1.40. r 3.47 <L. Frm 1.40. 3.47 -1.40 3.47 W i> Frm -2.63 -4:66 -0:10. -2.71 '. . ... . <W 1 Frm 0.10 -2.71 2.63 =4.66 W2> Frm -2.56 -2.82 -0.17 •-0.86 <W2 Frm 0.17 -0.86 2.56 -2.82 - WPL Frin -0.37 .-3:31 0.24 - -4.06 WPR Frm -0:24 -4.06 0.37 3.31 MW. Frm f MW Frm • 0.86 0.67. 2.22 -0.67 MW F ' MW : Frm ' -2.22 -0.67 -0.86 ' . 0.67 CU: Frm . L Frm 1.40 3.47 =1.40 3.47 F> Frm -0.31 -0.24 -0.31 0.24 _ EG+ Frm . 0.08 0.19 -0.08 0.19 aun.ERDate: 11/22/2017 17-026916-01 Calculations Package Time: 11:39 AM Page: 28 of 42 Horizontal Load Reaction k k <E Frm 0.31 0.01 0.24 0.31 CG -0.24 0.0 1.4 1.4 L> EG- Frm -0.08 6.9 -0.19 0.08 0.0 -0.19 6.9 Wl> 2.7 2.7 WB1> Bic 0.03 -1.57 -0.64 -0.03 -1.49 -0.64 2.7 2.7 3:7 3.7 <WBI Brc -0.03 - 0.66 0.03 - 0.63 7.4 7.4 WPR - 0.1 ' WB2> Brc 0.03 .-1.57 -0.64 -0.03 -1.49 -0.65 MW 3.1. 3.1 0.0 <WB2 Brc -0.03 - 0.66 0.03 - 0.63 3.1 7 0.0 CU WB3> Brc 0.03 -1.49 -0.62 -0.03 .-1.57 -0.68 .6.9 - 0.6 0.6 <WB3 Brc 403 0.0 0.64 0.03 - 0.66 0.6 0.6 0.0 0.0 WB4>' Brc 0.03 .4:49 -0.62 -0.03 -1.57 -0.68 0.0: 1.3 <WB1 0.0 <WB4 Brc -0.03 WB2> 0.64 0.03 - 0.66 <WB2 0.0 0.0 0.0 MWB Brc 0.03 -1.52 -0.62 -0.03 -1:51 =0.66 0.0 0.0 1.3. WB4> MWB Brc - - <WB4 - - - 1.3 MWB' 0.0 0.0 MWB Brc -0.02 0.0 0.64 0.02 0.0 0.64 0.0 0.0 0.0 1.3 MWB Bic 0.0 � 0.0. 0.0 EB> 0.0 0.0 0.0 0.5 ' <EB 0.0 EB> Brc 0.01 -0.62 -0.26 -0.0 f -0.62 -0.27 - <EB Brc -0.01 0.26 0.01 0.26 C..m of Fn rnne ur:f6 AnorHnnc !`6urL _Fro m:na Load Type Horizontal Load Reaction k k Vertical Load Reaction k .. k D 0.0 0.01 1.6 1.6 CG 0.0 0.0 1.4 1.4 L> 0.0 0.0 6.9 6.9 <L 0.0 0.0 6.9 6.9 Wl> 2.7 2.7 7.4 7.4 <W1 2.7 2.7 7.4 7.4 W2> 2.7 2.7 3:7 3.7 <W2 2.7 2.7 3.7 3.1 WPL 0.1 0.1 7.4 7.4 WPR - 0.1 ' 0.1- 7.4 7.4 MW 0.0 0.0 '0.0 0.0 MW 3.1. 3.1 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 3.1 3.1 0.0 0.0 CU 0.0 0.0 0.0 0.0. . L . 0.0 0.0 6.9 .6.9 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 WB1> 0.0 0.0 0.0: 1.3 <WB1 0.0 0.0 0.0 1.3 WB2> 0.0 0.0 0.0 1.3 <WB2 0.0 0.0 0.0 1.3 WB3> 0.0 0.0 . 0.0 1.3 <WB3 0.0 0.0 0.0 1.3. WB4> '0.0 0.0 0.0 1.3 <WB4 0.0 0.0 0.0 1.3 MWB' 0.0 0.0 0.0 1.3 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 1.3 MWB 0.0 0.0 � 0.0. 0.0 EB> 0.0 0.0 0.0 0.5 ' <EB 0.0 0.0 0.0 0.5 X -Loc . Grid Hrz left. Load Hrz Right Load Hrz, In Load Hrz Out Load Uplift . Load •Vrt Down Load Mom cw, Load Mom ccw Load (-HX) Case (Hx), Case (-Hz) Case (Hz) Case (_VY) ;Case (Vy). Case (_M. Case (Ivlzz) Case Maximum Combined Reactions Summary with Factored Loads -Framing k . W.t- All r tin am ha i nn I & -i- crn.nr. l ...1h ic" k X -Loc . Grid Hrz left. Load Hrz Right Load Hrz, In Load Hrz Out Load Uplift . Load •Vrt Down Load Mom cw, Load Mom ccw Load (-HX) Case (Hx), Case (-Hz) Case (Hz) Case (_VY) ;Case (Vy). Case (_M. Case (Ivlzz) Case k k k k k k in -k in -k 0/0/0 1-B 1.41 13 1.95 1 1.08 73 2.35 44 4.94 1 30/0/0 1-A 1.95. 1 1.41 .14 1.08 73 2.37. 56. 4.94 1 File: 17-026916-01 Version: 2017.2a Butler' Manufacturing, a division of B1ueScope Buildings North America, Inc. etmER ButMe Mnutaetio110 17-026916-01 Calculations Package Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gape & nitch standards are haled nn Arl-41 R Annendiv D crit. is fnr "ract_in_nlar." nrhnr -1. /Min = A*A-AI Date: 11/22/2017 Time: 11:39 AM Page: 29 of 42 X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. PitchE Load Shear Hole Welds to Welds to Axial Frame Shea No. in. in. in. Case Rods in. in.T k Case Flange Web 0/0/0 1-B 1 0.375 8 13 No 4 0.750 5.0 20.94 Std OS -0.1875 OS -0.1875 30/0/0 1-A 4 0.375 8 13 No 4 0.750 5.0 0.94 Std OS -0.1875 OS -0.1875 Pinnpd Race Plat. rnnn.cfinn 1 -dins Ra.. plot. (nnn.nf:nn 4t..nafh ilnf:nc X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum B cingfWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load Web k k Case k k Case k k Case k k k Case 0/0/0 1.97 4.95 2 0.05 -2.35 44 1.97 4.95 20.94 0.107 -2.35 0.05 44 30/0/0 1.97 4.95 1 0.05 -2.37 56 1.97 4.95 1 0.94 -2.37 0.05 56 Ra.. plot. (nnn.nf:nn 4t..nafh ilnf:nc X -Loc Rod Load Rod Load Rod Load RodLoad Thick. Coc. Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tension Case V+T Case BendingCase 1.29 Bearin Case Tension Case Com Case Weld Case Weld Case 0/0/0 0.107 2 0.061 44 N/A 0 2.000 0 0.043 2 0.089 44 0.080 2 0.053 2 0.073 2 30/0/0 0.107 1 0.062 56 0.750 0 3.00 0 0.043 1 0.090 56 0.080 1 0.053 1 0.072 1 W.h Cfiff.n.r %­ ­ Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. GagesIn/Out ft in. No. No. in. in. in. in. Description 2 1 S9 1.29 12.759 94.86 N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250 3 1 1 S9 13.63 12.759 94.86 N/A N/A 0.1875 2.000 Both SP -BS -0.1875 W-BS-0.I250,F-OS-0.1250 Rnlf.rl FnA_pl�f. (`nnn.nHnnc /pl.fu Fv - GG An 1 a % M. -..f C. - ti. - Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. 1t. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. No. in. in. in. in. Proc. in. ID Desc. in. ID Desc. in. 1 2 KN(Top) 0.375 6.00 16.00 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 2 1 KN(Top) 0.375 6.00 16.00 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 16.00 0.750 A325N/PT' 3.00 11 Flush 2.50 11 Flush 2.50 4 2 KN(Top) 0.375 6.00 16.00 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 M. -..f C. - ti. - Outside Flange Required Strength Design Strength Ratios • Mem. 1t. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 2 -5.0 1.9 234.3 AISC DG-16/Thin plate 0.461 0.039 0.748 0.000 0.000 0.063 0.516 0.516 2 1 2 -5.0 1.9 234.3 AISC DG-16/Thin plate 0.461 ' 0.039 0.748 0.000 0.000 0.063 0.516 0.516 2 2 13 1.1 0.0 41.5 AISC DG- 16/fhin plate 0.198 0.000 0.320 0.000 0.000 0.000 0.516 0.516 3 1 13 1.1 1 0.0 41.5 AISC DG- 16/fhin plate 0.198 0.000 0.320 0.000 0.000 0.000 0.516 0.516 3 2 1 -5.0 1.9 234.3 AISC DG- 16/fhin plate 0.461 0.039 0.748 0.000 0.000 0.063 0.516 0.516 4 2 1 5.0 1.9 234.3 AISC DG-16/fhin late 0.461 0.039 0.748 0.000 0.000 0.063 0.516 0.516 Inside Flange Required Strengt I Design StrengthRatios Mem. 1t. Ld Axial I Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 13 2.3 0.9 139.1 AISC DG- 16/fhin plate 0.365 0.018 0.593 0.000 0.000 0.030 0.516 0.516 2 1 13 2.3 0.9 139.1 AISC DG-16/Thin plate 0.365 0.018 0.593 0.000 0.000 0.030 0.516 0.516 2 2 1 -2.0 '0.2 118.6 AISC DG- 16/fhin plate 0.469 0.003 0.758 0.000 0.000 0.006 0.516 0.516 3 1 1 -2.0 0.2 118.6 AISC DG- I6/1'hin plate 0.469 0.003 0.758 0.000 0.000 0.006 0.516 0.516 3 2 14 2.30.9 139.1 AISC DG- 16/fhin plate 0.365 0.018 0.593 0.000 0.000 0.030 0.516 0.516 4 2 14 2.3 0.9 139.1 AISC DG- 16/fhin plate 0.365 0.018 0.593 0.000 0.000 0.030 0.516 0.516 Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 11/22/2017 NUFLER ei,„,,,n„ r,m;,,ro 17.-026916-01 Calculations Package Time: 11:39 AM a = _ Page: 30 of 42 Flange Rrace. Summary - Member From Member Joint 1 From Side Point I Part • Axial Load r FB k Load Case Desi Note 1 7/6/0 7/6/0. GFB2035 0.245 2 •' 2 4/5/0 10/6/14_ GFB2650 0.117 2 ti ,'2 13/10/12 r`_, 1/I/1,. • GFB2037 .0.084 •; 1 Mrx ,• 3 1/0/4 • 1/1/1• + GFB2037, 0.084" 2 Shear 3 10/6/0,, . • 10/6/14 _ ' GFB2050 0.117 r 1 . k 4 7/6/0 . - 7/6/0 �• GFB2035 `0.245 1 _ Flexure Frame 11 cion Mamiw Qnmmak, - ('nnfr ILa i nad !`ae nd Mo m (`nm6:nnd Qfnn , Controllin Cases . Require StrengthAvailable Strength., Strength Ratios Ag Afn - Ixx Axial Sx Axial Shear Mom -x Mom -y Axial Shear . Mom -x Mom -y Axial Qa Mem.,, Loc. Depth + Shear,' Pr Vr Mrx Mry Pc Vc Mcx . Mcy. + Shear No. ft . in: Flexure WPR ` k k in -k in -k' k k in -k in -k Flexure 14.68 1 10.19 •15.00 2 154.97 -5.0 1:00 ,-234.3 -_' 0.0' 38.2. 2 254:4 39.0 0.991 12.7 1 10.19 15.00 '_ 2 ' 1.12 -1.9 1.74 0.02 116.06 •13.3 1.00 .1.13 0.56 0.14 2 0.58 .'13.00 2 39.0 -2.3 0.67 -216.5 0.0 40.3 1.12 225.9 39.0 :0.99 116.06 2 0.58 13.00 0.56 2 '. 4 4.2 122.31 32.3 32.3 15.4 0.67 ' 110.14 2.81 0.28 1.12 17.29. 1.75 0.02 - 154.97 -2.3 1.00 -216.7 0.0 i .. 39.7 ...' 225.9 39.0 ' 0.99 3 13.72 13.00 i 1 -4.2 15.4 0.28 ` 4 10.19 15.00 1 5.0 -234.3 0.0 38.2 254.4 39.0 0.99 4 .10.19 '• l 5.00 1 •• . ' 1.9 13.3 0.14 , 3 13.72 .13.00 1 Ag Afn - Ixx y Sx Sy Zx Zy 0 J I •Cw Cb' . Rpg - Rpc Qs Qa No. ft-- in: in. r. in:2 in.2 : in.4 in.4 in.3 in.3 in.3 , Parameters Used for Axial and Flexural Design in.4 Mem: Loc. Lx Ly/Lt Lb Ag Afn - Ixx ` lyy Sx Sy Zx Zy 0 J I •Cw Cb' . Rpg - Rpc Qs Qa No. ft-- in: in. in. in:2 in.2 : in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 7 System 1.000 60 180. .42 WPR WPR ` 1 10.19 122.31 32.3 32.3 3.33 0.67 110.14 , '2.81 14.68 1.12 17.29 1.75 0.02 154.97 1.11 1:00 1.09 0.52 0.69 2 0.58 164.66 •` 12.7 12.7 3.06 0.67 • 78.79 `2.80 12.12 1.12 14:10 1.74 0.02 116.06 1.00 1.00 .1.13 0.56 0.73 3 13.72 164.66 39.0 39.0 • 3.06 0.67 78.79 2.80 12.12 1.12 14.10 1.74 0.02 116.06 1.39 `. 1.00 1.13 0.56 0.74 4 10.19 122.31 32.3 32.3 3.33 0.67 ' 110.14 2.81 14.68 1.12 17.29. 1.75 0.02 - 154.97 1.11 1.00 1.09 0.52 0.69 Deflection Load Combinations+ Framin " No. Origin '. Factor DefH Def V, e Controlling rame Deflection Ratios for Cross Section: 1 Application Description 1 System 1.000. 0 . 180 1.0 L Load Case 2 System 1.000 60 180 .42 W1> 1>' 3 System 1.000 60. 180 - .42 <W 1 <Wl 4 System 1.000 60 180 .42 W2> W2> ' 5 System 1.000 60 180 .42 <W2 • <W2 6 System " 1:000 60 180 .42 WPL s PL , 7 System 1.000 60 180. .42 WPR WPR ` 8 System 1.000 10 0 1.0 F> +'L0 EG- + E&9 System .1.000 10 0 1,0 <E + 1.0 EG- ' ' E + EG - Controlling rame Deflection Ratios for Cross Section: 1 • '. Description "- Ratio _ -Deflection in. Member Joint Load Case = Load Case Description L .. ax. Horizontal Deflection • (H/553) � 0.231 1 . 2 • ,2• ' , • ' Wl> • t ax. Vertical Deflection fors an' 1 L/574 3 .1 A. • Negative horizontal deflection is left ' s • Negative vertical deflection is down r, , ' Lateral deflections of primary frames are calculated ona bare frame basis and do not include resistance from systems such as roof and endvJall diaphragms or partial base fixity.' Therefore, these deflections may be considerably overstated.' Frame Lateral Stiffness (K): 2.864 (k/in) Fundamental Period (calculated) (T): 0.381 (sec.)'- File: 17-026916-01 Version: 2017.2a - Butler Manufacturing, a division of Blu8cope Buildings North America, Inc. L .. • Date: • 11/22/2017 ''• •; 17-026916-01 Calculations Package Time: 11:39 AM ,,,,�,,,;,,,� Page: 31 of 42 Wa1L• 4 Frame at: 29/6/0 Frame Cross Section: 2 , .00 CD ' Q' j ^ Y t X Dimension Key , 2 4"-6",t c 31'-1 1/1611. i - 4. 2 ® 4'-5 3/4" 5 13.-3„ Ridge Ht. Frame Clearanees• , r Horiz. Clearance between members 1(CX003) and 4(CX004): 28'-0,3/4". , Vert. Clearance at member I(CX003): 10'-2 1/2" Vert. Clearance at member'4(CX004): 10'-2'1/2" ' ' Finished Floor Elevation 100'-0" (Unless Noted Otherwise) ;• , { r ,. ' Filer 17-026916-01 Version: 2017.2a'•, ► " . Butler Manufacturing, a division of B1ueScope Buildings North America, Inc., ettmt:Ea Date: 11 /22/2017 SLOWM,,UfAMV1;M 17-026916-01 Calculations Package Time:11:39 AM Page: 32 of 42 Frame LocationDesi n Parameters: Location Avg. Bay Space Description I Angle I Grouo I Trib. Override I Desien Status 1 29/6/0 1 14/9/0 (George Rafe Shop Rigid Endwall #I EW 3 1 90.0000 1 1 - I Automatic Design I Desipn IAnd Cnmhinatinns - Framinv No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L.> D + 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 + 0.6 W 1> D + CG + W I> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 8 System .1.000 1.0 D + 1.0 CG + 0.6 WPR + CG + WPR 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW, MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 14 System 1.000 3.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 15 System- 1.000 3.6 D + 0.6 CU + 0.6 W2> +CU+W25 16 System 1.000 .6 D + 0.6 CU + 0.6 <W2 . + CU + <W2 17 System 1.000 :6 D + 0.6 CU + 0.6 WPL + CU +WPL 18 System 1.000 .6 D + 0.6 CU + 0.6 WPR + CU +WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45WI> D +CG+L+W1> 20 System 1.000 1.0 D + 1.0 CG + 6.75 L + 0.45 <W1 D + CG + L + <W1 2l System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> , + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + F> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 E.G- + CU + Fj + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 G- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ + CG + F> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- D + CU + F> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ + CG + F> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + F> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU +,<E + EG - 37 System Derived 1.000 1.0D+1.00G+0.6WPR +0.6WB1> +CG+WPR+WB1> 38 System Derived 1,000 .6D+0.6CU+0.6WPR+0.6WB1> +CU+WPR+WBI> 39 System Derived 1:000 1.0D+1.00G+0.75L+0.45WPR +0.45WBI> D + CG + L + WPR + WB I >. 40 System Derived 1.000 1.0 D + I,0 CG + 0.6 WPR + 0.6 <W B 1 + CG + WPR + <WB 1 41 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WBl +CU+WPR+<WB1 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 + CG + L + WPR + <WB I 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> + CG +WPR + WB2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU +WPR + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L +WPR + WB2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG +WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 50 System Derived 1,000 0.6 D +.0.6 CU + 0.6 WPL + 0.6 WB3> + CU +WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45. WPL + 0.45 WB3> D + CG + L + WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 6.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W133. D + CU + WPL + <WB3 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133 D + CG + L + WPL +<WB3. 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W B4> D + CG +WPL + WB4> 56 System Derived 1.000 .6 D + 0.6 CU + 0.6 WPL + 0.6 W B4>+ CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 W B4> D + CG'+ L + WPL + W B4> 58 System Derived 1'.000 1.0 D .+ 1.0 CG + 0.6 WPL + 0.6 <W134 - + CG + WPL + <WB4 59 System Derived 1.000 .6D+0.6CU+0.6WPL +0.6<WB4 D+.CU+WPL+<WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL +.0.45 <W B4 D + CG + L + WPL +.<WB4 File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 11/22/,2017' ' Bf./7ZER . + 17-026916:01 Calculations Package Time: 11:39 Page: 33 of 42'- 2'-61 Flg Width 61 System Derived 1.000 0.6 MWB MWB -Wall: 1 Weight Flg Fy 62 System Derived 1.000 0.6 MWB MWB -Wall: 2 in. in. 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 ksi ksi 64 System Derived L'000 0.6 MWB MWB - Wall: 4 0.1345 0.1875 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG++ 0.91 EB> D + CG + Fj + EG++ EB> 55.00 BP 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG++ 0:273 EB> + CG + E>+ EG++EB> ' 0.1345. 12.00 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> . -111 - SP 68 System Derived 1.000 1.0 D + I.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG++ EB> 9.00 12.00 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> , D + CU + F> + EG- + EB> KN 3P 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> 10.00 11.14 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 3P ' 2.13 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 0.64 Cu 74 Special 1.000 0.6 D + 0'.6' CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - G- L Frm 1.23 System Derived SystemDerived 1.000 1'.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + Fj + EG++ <EB Frm -0.30 76 System Derived 1.000 1.0 D + 1.0 CG + 0:91 F> + 0.7 EG+'+ 0,273 <EB + CG + E> + EG++ <EB - 0.19 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0:7 EG+ + 0.91 <EB • , D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG++ <EB 79 System Derived , 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB D + CU + Fj + EG-+ <EB 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E>.+ 0.7 EG -+0.273 <EB" ' D + CU + F> + EG-+ <EB 81 System Derived . 1.000 0.6 D + 0.6 CU'+ 0.273. <E + 0.7 EG- + 0.91 LEB D + CU + <E + EG- + <EB '82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1'.75 <EB + 0.7 EG+ + CG + <EB + EG+ 84 Special 1.000 .6 D + 0.6 Cu + 1.75 <EB +.0.7 EG- D + CU + <EB + EG - Mem. Flg Width Flg Thk Web Thk Depthl Depth2 Length Weight Flg Fy Web Fy Splice Codes' Shape No. in. in. in. in. in. 11 L> ksi ksi it.I Jt.2 3.39.. 1 5.00 0.1345 0.1875 10.00 10.00 1114 128.1 55.00 55.00 BP KN 3P 2 5.00, 0:1345. 0.1345. 12.00 • 9.00 14.92 154.3 .55.00 55.00..KN -111 - SP 3P 3 5.00 0.1345 0.1345 9.00 12.00 14.92 154.3 55.00 55.00 SP KN 3P 4 5.00 ' 6.1345 0.1875: 10.00 10.00 11.14 128.1 55.00 55.00 BP KN 3P ' rota: rrame weignr = �ow.o : tp) tmcluaes au plates) . _ Boundary Condition Summary Member X -Loc Y -Loc Su : X Su . Y Moment Displacement X in. - Displacement Y in. Dis lacement ZZ rad. 1 4 010/0 0/0/0 30/0/0' 0/0/0 Yes Yes Yes No Yes No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete ' - RPartin ns - IInfarM rod t.nod TvnP at Fro -!ince Cortinn• 7 Type Exterior Column X -Loc 0/0/0• GridI =Grid2 2-B Base Plate W x L (in.) 8 X 11 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam.• (in.) 4. - 0.750 Column Base Elev, 100'-0., Exterior Column + 30/0/0 2-A 8 X' 11 0.375 4 - 0.750 '• 100'-0"" Load T Desc. Hx Hzr,3.39 Hx Hz V D Frm 0.24 .'-0.24 0.77, CG Frm . 0.24 -0.24 0.66 L> Frin 1.23 1.23 3.39.. <L` Frm 1.23 -1.23 3.39 W1> Frm -2.81 -0.27 -2.89<W 1. Fnn 0.27 . 2.81 5.12 W2> Frm -2.86 -3.34 -0.28 -111 - <W2 Frm 0.28.. -1.11. 2.80 r -3.34 - WPL Frm -0.41 3'.56 0.24 4.45 „ WPR Frm' -0.24 -4.45 0.41 =3.56 MW Frm MW Frm 0.85 0.64. 2.13 -0.64 •.. _ MW Frm MW. Frm -2.13 -0.64 -0,85 0.64 Cu Frm ' L Frm 1.23 3.39 -1.23 3.39 •` . r F� Frm -0.30 -0.24 -0.30 0.24 - EG+ Frm 0.07 - 0.19 -0.07 0.19 eurtEa Horizontal Load Reaction g k Vertical Load Reaction k k D 0.0 0.0 1.6 Date: 11/22/2017 CG 0.0 17-026916-01 Calculations Package Time: 11:39 AM 1.3 L> 0.0 0.0 6.8 6.8 <L 0.0 0.0 6.8 6.8 Wl> 3.1 3.1 8.0 Page: 34 of 42 <W1 <E Frm 0.30 &0 0.24 0.30 3.1 -0.24 4.5 <W2 3.1 3.1 4.5 EG- Frm -0.07 0.2 -0.19 0.07 WPR -0.19 0.2 8.0 8.0 MW 0.0 WBI> Brc -0.02 MW 0.66 0.02 0.0 0.63 MW 0.0 •. 0.0 0.0 0.0 <WB1 Brc 0.03 1.57 -0.68 -0.03 1.49 -0.61 0.0 0.0 L 0.0 0.0 WB2> Brc -0.02 - 0.66 0.02 - 0.63 0.0 0.0 0.4 0.4 <E <WB2 Brc 0.03 1.57 -0.68 -0.03 1.49 -0.61 0.4 WB1> 0.0 0.0 0.0 WB3> Brc -0.02 - 0.64 0.02 WB2> 0.66 0.0 00 1.3 <WB2 0.0 <WB3 Brc 0.03 1.49 -0.66 -0.03 1.57 -0.64 <WB3 0.0 0.0 0.0 1.3 WB4> Brc -0.02 - 0.64 0.02 - 0.66 0.0 1.3 MWB 0.0 0.0 <WB4 Brc 0.03 1.49 -0.66 -0.03 1.57 -0.64 0.0 0.0 0.0 1.3 . MWB MWB Brc -0.02 - 0.64 ' 0.02 - 0.64 0.5 • <EB 0.0 0.0 0.0';. MWB Brc - - - - - - MWB. Brc 0.03 1.52 -0.66 -0.03 1.51 -0.62 MWB Brc - _ - _ EB> Brc 0.26 0.26 <EB Brc 0.01 0.62 -0.27 -0.01 0.62 -0.26 Sum of Forces with Reactions Check - Framine Load Type Horizontal Load Reaction g k Vertical Load Reaction k k D 0.0 0.0 1.6 1.5 CG 0.0 0.0 1.3 1.3 L> 0.0 0.0 6.8 6.8 <L 0.0 0.0 6.8 6.8 Wl> 3.1 3.1 8.0 8.0 <W1 3.1 3.1 8.0 &0 W2> 3.1 3.1 4.5 4.5 <W2 3.1 3.1 4.5 4.5 WPL 0.2 0.2 8.0 8.0 WPR 0.2 0.2 8.0 8.0 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 L 0.0 0.0 6.8 6.8 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 WB1> 0.0 0.0 0.0 1.3 <WBI 0.0 '0.0 0.0 1.3 WB2> 0.0 0.0 00 1.3 <WB2 0.0 0.0 0.0 1.3 WB3> 0.0 0.0 0.0. 1.3 <WB3 0.0 0.0 0.0 1.3 WB4> 0.0 0.0 0.0 1.3 <WB4 0.0 0.0 0.0 1.3 MWB 0.0 0.0 0.0 1.3 MWB 0.0 0.0 0.0 . 0.0 MWB 0.0 0.0 0.0 1.3 . MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 0.5 • <EB 0.0 0.0 0.0';. 0.5 Maximum Combined, Reactions Summary with Factored Loads - Framing Nnte• All reartinnc are hated nn'1 qt nr?ier ctmrhiral analvcic 1.08 83 2.61 14 4:82 - ' X=Loc . Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Our Load Uplift Load •Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy), Case . (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k in -k in -k 0/0/0 2-B 1.54 13 1.71 1 1.08 83. 2.62. 47 4.82. 1 30/0%0 2-A 1:71 1 1.54 14 b File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc: aur�ER 17-026916-01 Calculations Package Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gape & oitch standards are based on ACI -318 Annendix D criteria for "cast-in-nlace" anchor rndq (Min snare = 4*drnri) Date: 11/22/2017 Time: 11:39 AM Page: 35 of 42 X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Axial Frame Shea No. in. in. in. Case k Rods in. in. in. T Flan a Web 0/0/0 2-B 1 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 30/0/0 2-A 4 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension CaT471 Maximum Com Case Maximum Bracin A Case X -Loc- Shear Axial Load Shear Tension Conc. ear Comp Load Shear Axial Frame Shea Load Web k k Case k k Tension k k Case k k k Case 0/0/0 '1.73 4.83 2 0.02 -2.62 Case .73 4.83 2 0.94 -2.62 0.02 47 30/0/0 1.73 4.82 1 1.54 -2.60 2 .73 4.82 1 0.94 -2.60 0.02 59 Base Plate Connection Strength Ratios X -Loc Rod iLoad Desc. Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tension Case V+T Case Bending Case Bearin Case Tension Case Com Case Weld Case Weld Case 0/0/0 0.094 2 0.068 47 N/A 0 2.000 0 0.050 2 0.093 47 0.092 2 0.048 2 0.084 2 30/0/0 0.094 1 0.068 14 Flush 2.50 11 0 3 0 0.050 1 0.092 14 0.092 1 0.048 1 0.084 1 Web Stiffener Summary Mem. Stiff. Desc. Loc. , Web Depth h/t a/h a Thick. Width Side Welding No. No. GagesIn/Out ft in. No. No. in. in. in. in. Description 2 1 S9 0:87 11.764 87.47- N/A N/A 0.2500 2.000 1 Both SP-BS-0.2500,W-BS-0.I250,F-09-0.1250 3 1 S9 14.05 11.764 87.47 N/A N/A 0.2500 2.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Moment Connections: Outside Flange I Required Strength Design End -Plate Dimensions I Bolt Outside Flange Inside Flange Mem. 3t. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches Ist/2nd Configuration I Pitches Ist/2nd No. No. No. in. in. in. in. (in -k) in. ID I Desc. in. ID I Desc. in. 1 2 KN(Top) 0.500 6.00 11.00 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 2 1 KN(Top) 0.500 6.00 11.00 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) 0.500 6.00 11.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2:50 4 2 KN(Top) 0.500 6.00 11.00 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 Moment Connections: Outside Flange I Required Strength Design Strength Ratios' Mem. it. Ld Axial Shear' Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 2 4.8 1.7. 213.2 AISC DG-16/Thin plate 0.654 0.035 0.649 0.000 0.000 0.043 0.670 0.719 2 1 2 4.8 1.7 213.2 AISC DG-16/Thin plate 0.654 0.035 0.649 0.000 0.000 0.043 0.670 0.719 2 2 13 1.1 0.0 59.7 AISC DG-16/Thin plate 0.276 0.000 0.445 0.000 0.000 0.001 0.516 0.516 3 1 13 1.1 0.0 59.7 AISC DG-16/Thin plate 0.276 0.000 0.445 0.000 0.000 0.001 0.516 0.516 3 2 1 -4.8 1.7 213.2 AISC DG-16/Thin plate 0.654 0.035 0.649 0.000 0.000 0.043 0.670 0.719 4 2 1 -4.8 1.7 213.2 AISC DG-16/Thin late 0.654 0.035 0.649 0.000 0.000 0.043 0.670 0.719 Inside Flange Required Strength I Design Strength Ratios Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Bendin Yielding Rupture Tearing Weld Weld 1 2 13 2.6 0.9 149.9 AISC DG-16/Thin plate . 0.562 0.019 0.558 0.000 0.000 0.023 0.575 0.719 2 1 13 2.6 0.9 149.9 AISC DG-16/Thin plate 0.562 0.019 0.558 0.000 0.000 0.023 0.575 0.719 2 2 1 -1.7 0.1 148.3 AISC DG-16/Thin plate 0.601 0.003 0.971 0.000 0.000 . 0.004 0.552 0.516 3 1 1 -1.7 0.1 148.3 AISC DG-16/Thin plate 0.601 0.003 0.971 0.000 0.000 0.004 0.552 0.516 3 2 14 2.6 0.9 149.9 AISC DG-16/Thin plate 0.562 0.019 0.558 0.000 0.000 0.023 0.575 0.719 4 2 14 2.6 0.9 149.9 AISC DG-16/Thin late 0.562 0.019 0.558 0.000 0.000 0.023 0.575 0.719 • Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) File: 17-026916-01 Version: 2011.2a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. etmER - -Date: 11/22/2017 BUUWhurlufa w ft 17-026916-01 Calculations Package Time:11:39 AM Page: 364 42 Flonaa Rrora Cummory , ' Member From Member Joint 1 From Side Point 1 Part. Axial Load per FB k Load Case Design Note 2 4/5/0 10/6/14 GFB2050 0.094 22 Mom -y 2 13/10/12 1/1/1 GFB2037 • 0.120 1 Mem. 3. 1/0/4- ' 1/l/1 GFB2037 0.120. `. , 2 Mrx 3 10/6/0 10/6/14 GFB2050. .0.095. 21 Shear . Froma naeian Mamhar Q. mo _�!`nnt-Hinn I -.,I (`uca o.A 1Nnvim.,m f nml.:nnA Cf:uc.....o. M. -h- It nnof:nnc o.o f nm ln:nf 1 1 - Parameters. Used for Axial and Flexural Desien ` r Mem. Control lin Cases Require Strength,- Available Strength - Strength Ratios Ag Afn lxx Axial Sx Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc, VC Mcx Mcy + Shear . No. ft in.' Flexure 60 180 k k in -k in -k k k ' in -k in -k 'Flexure 9.43 1' 10.24 10.00 2 • 68.31 •4.8 1.00 -213.2 0.0 -61.7 T 229.3 -28.5 , 0.97 10.1 1 9.10 10.00 - 72.80 2 1.12 1.7 r 0.02 98.71 3Z.1 ' 1.00 1.15 0.59 0.05 2 0.38 - 12.00 2 43.9 -2.1 • 0.67 -203.8 0.0 41'.1 1.12 .211.7 39.0 0.99 98.71 2 ' 0.38 12.00 0.59 2 ' 4 4.3 122.89 32.9 32.9 16.7 • , 47.13 2.81 0.26 3 14.13 12.00 1 68.31 -2.1 1.00 -203.8 0.0 40.3 211.7 39.0 0.99 3 '14.13 12.00 1 -4.3 16.7 0.26 4' 10.24 10.00 1 -4.8 -213.2 0.0 61'.7 229.3 28.5 0.97 4 Y 9.10 ` 10.00 1 1.7 37.1 0.05 Parameters. Used for Axial and Flexural Desien ` r Mem. Loc. Lx Ly/Lt Lb Ag Afn lxx lyy Sx Sy Zx 2y • J Cw Cb Rpg Rpc Qs Qa No: ft . in. in., in. in.2 iri.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 •- <W2 6 . System 1.000 60 180 1 10.24 122.89 32.9 32.9 3.17 0.67 47.13 2.81 9.43 1.12 11.07 1.77 0.03. 68.31 1.11 1.00 1.170.71 1.0 <E + 1.0 EG- 0.89 2 0.38 169.59 10.1 10.1 2.92 ' 0.67 .65.44 - 72.80 10.91 1.12 12.61 1.73. 0.02 98.71 1.00 ' 1.00 1.15 0.59 0.76 3 14.13 169.59 43.9 43.9 2.92 • 0.67 65.44 2.80 10.91 1.12 12.61 1.73. 0.02 98.71 • 1.52 1.00 .1.15 0.59 0.76 4 10.24 122.89 32.9 32.9 3.17 0.67 , 47.13 2.81 9.43 1.12 11.07 1.77. + 0.03 68.31 1.11 1.00 1.17 0.71 0.89 nl flarfinn I nod ir-hin.tinnc - Fromina - No. Origin Factor DefH Def V . Application • r' Description 1 System 1.000 • 0 •180 1.0 L • . L 2 System 1.000 60 180 .42,Wl> Wl> 3 - System 1.000 60 180. :42 <W 1 <W1 , 4 System 1.000 60 180 0.42 W2> 2>, 5 System 1.000 60 180 0.42 <W2. <W2 6 . System 1.000 60 180 .42 WPL WPL 7 System 1.000 60 180 0.42 WPR WOR, 8 System .1.000 '10 0 1.0 E> + 1.0 EG- +, EG - 9 System 1.000 10 .0 • 1.0 <E + 1.0 EG- <E + EG - Controlling Frame Deflection Ratios for Cross Section: 2 ! Description - Ratio .Deflection in. Member Joint' Load Case Load Case Description •1 • L ax. Horizontal Deflection (H/311) "-0.413; .. 4 2 3 •Y ' - • <W 1 ax. Vertical Deflection for S 1 L/399 -0 • Negative horizontal deflection is left ' • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated.: , Frame Lateral Stiffness (K): 1.877 (k/in) - Fundamental Period (calculated) (T): 0.462 (sec.) File: 17-026916-01 ' Version: 2017.2a .: Butler Manufacturing, a'division of BlueScope Buildings North America, Inc: .873 •. 3 •.`_ 1 •1 • L C.'YE- Dater 11/22/2017 17-026916-01 Calculations Package Time: 11:39 AM " - Page: 37 of 42 C6erin -'Summa Re ort *3 Shape: George Rafe Shop Loads and Codes - Shape: George Rafe Shop ' •y , +* City: Chico County:, Butte. State: -California i Country: United States-•- ; • -� Building Code>Califomia Building Standard Code - 2016'Edition Structural:. 1 OAISC - ASD - . Rainfall: h 3.30 inches per hour ;r , Based on Building Code: 2015 International Building Code Cold Form: 12AISI - ASD - fc: 3000.00 psi Concrete: Building Risk /Occupancy Category: H (Standard Occupancy Structure) " Dead and Collateral Loads •, _ Roof Live Load Collateral Graviry:3.00 psf Roof Covering + Second. Dead Load: 2.32 psf e r Roof Live Load: 20.00 psf Reducible ' ' . Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf ' Wind Load Snow LoadSeismic Load ' Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00+psf Lateral Force Resisting Systems using Equivalent - Force Procedure The'Envelope Procedure' is Used' • • Flat Roof Snowy pf: 0.00 psf , Mapped MCE Acceleration: Ss: 62.00 %g. • , ' Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf Mapped MCE Acceleration: S L 27.40 %g Parts Wind Exposure Factor: 0.849: Rain Surcharge: 0.00 Site Class: Stiffsoil (D) Wind Enclosure: Enclosed y Exposure Factor:,2 Partially Exposed - Ce: 1.00, Seismic Importance: le: 1.000: . Topographic Factor: Kzt: 1.0000 Snow Importance: Is:` 1.000 Design Acceleration Parameter Sds: 0.5390. + Thermal Factor: Unheated - Ct: 1.20 Design Acceleration Parameter: Shc : 0.3383 ' NOT Windborne Debris Region Ground / Roof Conversion: 0.70•' Seismic Design' Category: D•1' .Base Elevation: 0/0/0 Seismic Snow Load: 0.00 psf Primary Zone Strip. W idth: 2a: N/A % Snow Used in Seismic: 0.00 ' Parts / Portions Zone Strip Width: a: N/A Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psf ' Fundamental Period Height Used: 12/0/0 s, r . ' Transverse Direction Parameters + Ordinary Steel Moment Frames ' • Redundancy Factor Rho: 1,30 ` Fundamental Period: Ta: 0.2044' _ R-Factor: 3.50 Overstrength Factor: Omega: 2.50' t + + Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1540 x W ' Longitudinal Direction Parameters, t Ordinary Steel Concentric Braced Frames ' ' Redundancy Factor: Rho: 1.30 - Fundamental Period: Ta:.0.1289 - . R-Factor: 3.25 - ' Overstiength Factor: Omega: 2.00 i Deflection Amplification Factor: Cd: 3.25 ' •.. ^. '.. Base Shear: V: 0.1658 x W File: 17-026916701 • �� -Version: 2017.2a ` Butler Manufacturing, a division ofBlueScope Buildings, North America, Inc: eur�Ea 8~man„,t„ r,,, 17-026916-01 Calculations Package Covering Design Loads - Wall: 2 Date: 11/22/2017 Time: 11:39 AM Page: 38 of 42 Zone Units Type Description Actual Loci Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 19.31 0/0/0 23.0000.84 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 0/0/0 24.000 0.60 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 15.69 3/0/0 23.000 .0.68 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 14.48 3/0/0 24.000 0.60 IN 1.080 Covering Design Loads - Wall: 3 Zone Units I Type Descri tion Actual Loch Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 19.31 0/0/0 23.000 0.84 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 0/0/0 24.000 0.60 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 19.31 27/0/0 23.000 0.84 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 27/0/0 24.000 0.60 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 15.69 3/0/0 23.000 0.68 OUT -1.170 Interior Area Psf <W2 I Standard Spacing is Adequate 1 14.48 3/0/0 24.0001 0.60 IN 1.080 Covering Design Loads - Wall: 4 Zone Units Type Description Actual I Loci Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 19.31 27/0/0 23.000 0.84 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 27/0/0 24.000 0.60 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 15.69 0/0/0 23.000 0.68 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 14.48 0/0/0 24.000 0.60 IN 1.080 Covering Design Loads - Roof: A Zone Units Type Description Actual Loci Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 56.000 0.37 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 7.39 27/0/0 56.000 0.13 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 27/0/0 52.000 0.50 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 27/0/0 56.000 0.13 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.39 27/0/0 52.000 0.76 OUT -2.980 Side Zone psf <W2 Standard Spacing is Adequate 7.39 0/0/0 56.000 0.13 IN 0.480 Side Zone psf. W 1> Standard Spacing is Adequate 25.98 0/0/0 52.000 0.50 OUT -1.980 Interior Area psf <W2 Standard Spacing is Adequate 7.39 0/0/0 56.000 0.13 IN 0.480 Interior Area psf W 1> Standard Spacing is Adequate 15.25 0/0/0 52.000 0.29 OUT -1.180 Covering Design Loads - Roof: B Zone Units Type Description Actual Loci Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 56.000 0.37 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 7.39 3/0/0 56.000 0.13 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 3/0/0 52.000 0.50 OUT -1.980 Side Zone psf <W2 Standard Spacing is Adequate 7.39 3/0/0 56.000 0.13 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 3/0/0 52.000 0.50 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 0/0/0 56.000 0.13 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.39 0/0/0 52.000 0.76 OUT -2.980 Interior Area psf <W2 Standard Spacing is Adequate 7.39 3/0/0 56.000 0.13 IN 0.480 Interior Area psf W i> Standard Spacing is Adequate 15:25 3/0/0 52.000 0.29 OUT -1.180 Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: 1 Open Exposed to wind Wall: 2 Butlerib II Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Wall: 3 Butlerib II Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Wall; 4 Butlerib lI Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Roof A Butlerib II Unpunched 26 Butler -Cote Cool Solar White System Generated Not Applicable 41/0/0 [Roof. B Butlerib II Unpunched 26 Butler -Cote Cool Solar White I System Generated 1 Not Applicable 1 41/0/0 Filer 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. + Date: 11/22/2017 aurLER eudw„�i ufactat�g .17-026916-01 Calculations Package. Time: 11:39 AM . .Page: 39 of 42 • Fastener Data Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl.' Ice Damming Wall: 1 None. Wall: 2 Torx CMC SB, CMC SDS SB, SDS Stitch Standard Option Yes . None ...... •, No No Stitch ' Wall: 3 Torx CMC SB, CMC SDS SB, SDS Stitch Standard Option, Yes None No No Stitch all:4 Torn CMC SB; CMC SDS SB, SDS Stitch : . • Standard.Option Yes . None. No No Stitch Roof. A Hex CMC SDS, CMC SDM SDS, SDM Stitch . Standard Option. Yes, None No ' No Stitch Roof. B Hex CMC SDS, CMC SDM SDS, SDM Stitch Standard Option Yes None.. No No Stitch B(l7zER Date: 11/22/2017 ,., ,�,„, „�, 17=026916-01 Calculations Package T me:11:39 AM - Page: 40 of 42 Appendix wma zones iengtn cnecx s ,. ,ico r s.nla ' <1Alirid Loading Components &Cladding', pow 441 W D.W Tool • Design ore .i21 :3 ,wwre•! reuv,•- A7S?i' AStE7�10:U+:30; • OD.L43c t!•1er•iU: Poem i, -41. - --- IaoO lOQ4trrL6�laaY.. (prmaaR/som Q- lthtSun&d ePr) iOmiar7 . fatkN6diP�Vri )— r�zaru 1E�ve6t c-' 1SEedt W (Rj 3l1 °ler lQN i f0 r . .Lt +_nsi_ - �• 'FiJYe tt l•o�wdciDem 1, {11( iM6tcd+r•' fl�Rli lj[%.- 712 fapmn Factor K;: ®. Kia . - : D .' [ntenNl Preum chi tf GY„ 0.15' TAk Zwi-i Topa ldcfactor, K"- lID 'K,. 0 ',GtatfaRor6a 0,81 sn•�ias�• ' ISOaf iftdt/]2 � 1 k ii &W �- -- - Y faGOr Ki.' OAS a • D Imd9npe'. GeNe ' T t..= .. �1.RlsStf!` a.MHO 0.30 0 MM' ALEeXcAi '10,a., :'298 '41L0 - � '•SUL al•.7.`• 4 y�yr<• w..L1 4!�2:a's . LM ,ico r s.nla .il•-r17D CAA �II43a 1 '2 17D` .i21 :3 :-72t1 A7S?i' '.03E - S1; .1.08 -41. Z :3JSJ ;• 018 • � , OA8 64 ..7118 1 �dSs' Alsl ReO....� �-1.. -. .2 :030: -ILEO.. 0:18 ,:a ; OLA iA' ;1 g6' w . '=-Jn 3 0.30 3ZmI a18: ALE L4 :'298 '41L0 - � '•SUL al•.7.`• 4 y�yr<• w..L1 4!�2:a's . LM ,ico r s.nla .il•-r17D CAA :72Jf-.. '2 17D` .i21 :3 :-72t1 A7S?i' 4W_S am OM tw ,..� S�Ie/fsR7.ereOt'1tiae3SMl - . U MYntisamrath tU:. Z5 ne Iwiwi ate9 ai ROpf,.meuieiis Bt'1=' isae nAin '' lar ,ico r 6q GW +!- CAA P, (pili Coen. '2 090;• 0.18•• '.03E - S1; .1.08 4.100 Z nm:' 110;• 018: 038 SJ? =12E "1y.2 3' 030• -1i6+ 016'• 0n 8.1+ . '=-Jn 02' j 's ." :o.�' • ba6`, u4A �. :. o.Er � t'•im `=73.T� : . `!�'N➢n,a1�d3A6psfifreq!dreATd.w!6d�a�itt., � Tae iq Stido lcstl :•1 '2 =1:37 -1i.1 File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 'woos' rwr.eti• := WA -.I lar. GTF4mae ;tit ;� oas ;. ata ; . aha • ; aa� .. n.�- 1'�;9i:i. � o.�; azo � j 's ." :o.�' • ba6`, u4A �. :. o.Er � t'•im `=73.T� : . `!�'N➢n,a1�d3A6psfifreq!dreATd.w!6d�a�itt., � '•SUL al•.7.`• 4 y�yr<• w..L1 4!�2:a's . File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 11/22/2017 sww Manuftchwft 17-026916-01 Calculations Package Time: 11:39 AM Page: 41 of 42 Coil door check 500- lb Excentfldty �y WX M+ M.6". 26.1025*.104n; Allowable M11ff53r612k1p4.n: MUM -"->Ali bwable M 'OK: He"er Revitiati j cPHseZ Om--M/e2 6.2, Idis %_2 0.0275' 4)'ft W4, E34 kl ,4n A "'0 :Allowable M >'M .-M3x:tMh,-d, OK File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ` BL/TLER - Date: 11/22/2017 17-026.916-01 Calculations Package Time.: 11:39 AM Page: 42 of 42 Estimated weight ;. -Wldg lenith 30 Esd 'Weight; .,BugdRig vndth , 30 ft ` ti :� Purlin depth sR 10 in 1. Area: a ; , 900 sq: Welghtipurlin; ;,L 515' If' .. � �.; Y•zr P Esti fraMe.we��t �' 2.5' psf ""'�� 4069 Est. puriin .uretght: pd L!w1 ."M .4.2! Total est nreigfit;; 3'.19 iPs? Actt mmeweigfit11 12161b • A[t1 PurUn..wewgh}t ib � • '....y1400 .. •. •. > Total Ad,,Wetght 2 91°:`Oi� ' - � ' . ' File: 17-026916-01 Version: 2017.2' ButlerManufacfuring,''di—sion of BlueScope 13uildings North America, Inc. , RafeSho •. 30/0/0 30/0/0 - ' eurtEa Date: 11/22/2017 • 12/0/0 17-026916-01 Letter of Certification Time:11:40 AM ' SUDWby, ...._....,.....� � . • Page: 1 of 2' etter of Certification, Contact: Jessica Hooper Project: George Rafe F - Name: North Valley Building Systems : Builder PO #: 17 -1071 - Address: 30 Seville Court Jobsite: 1745 Walnut Tree Lane City, State: Chico, California 95928 ^ City, State: Chico, ,California 95928 Country: United States County, Country: Butte, United Stat es• This is to certify that the above referencedproject 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. Overall Building Description. Shape. Overall Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof Min. Roof Peak Width .Length ' (s . ft:) . (s . ft.) (s : ft.) 'Height Height2 Pitch .Pitch Height George '.' Loads and Codes - Shape: George Rafe Shop City: Chico County: Butte State: ' ' California: .-Country: United States Building Code: California Building Standard Code - 2016 Edition Structural: l0AISC - ASD' Rainfall: I: 3.30 inches per hour Based on Building Code: 2015 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: ,11(Standard Occupancy Structure) Dead and Collateral Loads ; Roof Live Load =" Collateral Gravity:3.00 psf. Roof Covering + Second. Dead Load: 2.32 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):250 psf Wind Load Snow Load .. ' ' Seismic Load Wind Speed- Vult: 110.00 (Vasd: 85.21) mph 'Ground Sriow Load: pg: 0.00 psf- ' Lateral Force Resisting Systems using Equivalent :. Force "Procedure ; .. The'Envelope Procedure' is Used Flat Roof Snow: pf: 000 psf Mapped MCE Acceleration: Ss: 62.00 %g Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf Mapped MCE Acceleration: S1: 27.40 %g, Parts Wind Exposure Factor: 0849_ Rain Surcharge: 0.00. Site Class: Stiff soil'(D) Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00" Seismic Importance: Ie: 7,000 ' Topographic Factor: K_ zt: 1.0000 Snow Importance: Is: 1.000 " Design Acceleration Parameter: Sds: 0.5390 Thermal Factor: Unheated.- Ct: 1.20. Design Acceleration Parameter: Shc": 0.3383 NOT Windborne Debris Region Ground / Roof Conversion: 0.70. • Seismic Design Category:,D Base Elevation: 0/0/0, . : . Seismic Snow Load: 0.00 psf Primary Zone Strip Width. 2a: N/A . ! - :, .. : % Snow Used in Seismic`. 0.00 ` Parts/ Portions Zone Strip Width: a: N/A Diaphragm Condition:, Flexible Basic Wind Pressure: q;"22.35 psf i Fundamental Period Height Used: 12/0/0 r " Transverse Direction Parameters.. , ' Ordinary Steel Moment Frames. ' Redundancy Factor: Rho: Fundamental Period::Ta: 0.2044 - R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor. Cd: 3.00 ' a Base Shear: V::0.1540 x W • . - Longitudinal Direction Parameters Ordinary Steel ConceritricBiaced Frames ' Redundancy Factor: Rho:'1.30 • Fundamental Period: Ta: 0.1289 - . r R -Factor: 3.25 t1 J ' O.verstrength Factor: Omega 200 • Deflection Amplification Factor. Cd: 3.25 r BaseShear: V: 0.1658 xW' ' 8 • --370 71117-29, 039 -103):� fc) f \IS. S'fOR,,\ .:h; {100) {'. ` •.: r( 12/11/2017 t'(. ' File: 17-026916-0 t Version: 2017.2a - Butler Manufacturing; a division of BlueScope Buildings.North America; Inc. RafeSho •. 30/0/0 30/0/0 900. 1478 903 ` 12/0/0 12/0/0 • 1.000:12 1.000:12 13/3/0 • "z • ' i • . _. • ,, � � � , r � ` Date: 11/22/2017 , - • 5 B[JTLER' • , 1.17-026916-01 Letter of Certification . r Time: 11:40 AM • Page: 2 of 2 I r • ` Building design loads and governing building code is provided by the Builder and is not .validated by Butler Manufacturing, a division of BlueScope Buildings ' ' North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to, obtain all code and loading t information for this specific building site. The design ofthis.building is in accordance with Butler Manufacturing, a division of BlueScope Buildings North-America, Inc. design practices which have , been established based upon pertinent procedures and recommendations ofthe Standards listed in the Building Code or later editions.', ri This certification DOES NOT apply to* the design ofthe foundation or'other on-site'structures or components not supplied by Butler•Manufacturing, a division ; '• of BlueScope,Buildings North America; Inc., nor does it apply to unauthorized modifications to building components. - Furthermore, it is understood that 4 certification is based upon the premise that all components will be erected or constructed in strict'compliance with pertinent documents for this project. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies ihatthis building has been designed in accordance with'the contract documents'as indicated in this letter. x ' ea15n, :.T is dESS 1b etnically signedO . Cc17 .a d ale y-Samue . ads; PE using my igl IS gnre—PE"seal J Q-C 854*415 m a xP nted co tes f thi * tfn Cn dc ent re not cnsi eyed ` s�gne .ant aledAnd (` s� C -1 NQ , S. nalure'must be verifi o 9p N. a iy electronic co F OF CA1 �F D,a te: 2017.11.2` 1 �� t. = D51568'00' I 1/25/2017- Samuel /28/2017Samuel C.'Nadores Date' 11/28/17 Engineer's Sea]-' Engineer in responsible charge ` i. f n '' r File: 177026916-01 = Version 201.7.2a Butler Manufacturing, a division of BlueScope Buildings.Nortli America, lno ' , i _ CRANDALL ENGINEERING _ 5448 MERRILL MILL ROAD MARIPOSA, CA 95338 Sheet of ^_ Job No. —T0T>-7 Date: t FOUNDATION DESIGN FOR PRE-ENGINEERED STEEL BUILDING: Project Name: P �. �n=,=F: t-�, F� ,. ems'- oQROFESS/ l Client: r. Building Manufacturer:" Job # s� C. lk> gTFOF CAUF.O� Building Location: 7 2011 Latitude/Longitude: ®� C) n m . A( mV, J -Elevation:- • . Inspecting Authority: Engineering Design Criteria: —� Z g PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES Roof Load: REVIEWED FOR 20 P.S.F. (Reducible) per CBC Table 1607.11 CODE COMPLIANCE ❑ Snow; DATE2 BY ❑ Other: Wind: Speed: I Exposure: B .7 C 1117-29.28 Seismic: Risk Category: - 039-370-.103 Soil Profile: 17 :u».11r10w 7•0 Accelerations: See sheet 2 SDC: 12111 /2017 Soil: Basis for Design: N -�`> - t� iLed--V.A. - — 4T -o e i<n Allowable Foundation Pressure: I psf Lateral Bearing: ktoo psf/f below natural grade Lateral Sliding: µs = -®- or Resistance = I" psf PHONE: 209-966-4844 19 C.,:!Z- c1 ` 1 r 11/28/2017 Design Maps Summary Report ag Design Maps Summar Report P Y p User -Specified Input Report Title Rafe Garage Addn. Tue November 28, 2017 22:59:02 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.70490N, 121.8393°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output SS = 0.616 g SMS = 0.805 g Sos = 0.537 g S1 = 0.274 g SMI = 0.507 g SUI = 0.338 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. ens€ p. i53 GGSL r1.t5 a.ss r.L2 w,e Q M4 aim MCGRDe�igal > 3 hs S re1ckr urn For PGA,„ TL, CRS, and CR, values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 1:? https://earthquake. usgs.gov/cn 1 /designmaps/us/summary.php?template=minimal&latitude=39.7049&longitude=-121.8393&siteclass=3&riskcategory=0... 1 /1 Fundamental Period: Ta: 0.1289 R -Factor. 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658x W File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. a.5149, -L 4"� To sur�Etz Date: 11/22/2017 17-026916-01 Calculations Package Time: 11:39 AM a�„a, menuracw„�8 ������•_ � Page: 2 of 42 kk .... ,�- Shape: George Rafe Shop Loads and Codes - Shape: George Rafe Shop City: Chico County: Butte State: California Country: United States Building Code: California Building Standard Code - 2016 Edition. Structural: 10A1SC - ASD Rainfall: 1: 3.30 inches per hour Based on Building Code: 2015 International Building Code Cold Form: 12AISl - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf / Frame Weight (assumed for seismic):2.50 psf Collateral Uplift: 0.00 psf' Side Type Mag Units Shape Appliedto Description A D 2.319 psf Entire Frm Covering Weight - 26 Buderib II Unpunched + Secondary Weight 1.37: Roof. A A D 0.950 psf Entire Pur Covering Weight - 26 Butlerib II Unpunched: Roof: A B D 2.319 psf Entire Frm Covering Weight - 26 Buderib II Unpunched + Secondary Weight 1.37: Roof B B D 0.950 psf Entire Pur Covering Weight - 26 Buderib 11 Unpunched: Roof: B Roof Live Load / Roof Live Load: 20.00 psf Reducible Wind Load Wind Speed: Vult: 11 ,d: 85.21) mph Gust Factor: G: 1.0000 Wind Enclosure: Enclosed Least Horiz Dimension: 30/0/0 Height Used: 15/0/0 (Type: Eave) Base Elevation: 0/0/0 NOT Windbome Debris Region Primary Zone Strip Width: 2a: N/A Parts / Portions Zone Strip Width: a: N/A Velocity Pressure: qz: 30.98 psf qz=0.00256 * (1.00) * (110.00)^2 * (1.00) Topographic Factor: KzL 1.0000 The'Envelope Procedure is Used Directionality Factor: Kd: 0.8500 / Wind Exposure: C - Kz: 0.849 V Basic Wind Pressure: q: 22:35-psf Snow Load Ground Snow Load: pg: 0.00 psf Rain Surcharge: 0.00 Flat Roof Snow. pf: 0.00 psf Exposure Factor: 2 Partially Exposed Ce: 1.00 Design Snow (Sloped): ps: 0.00 psf Thermal Factor: Unheated - Ct: 1.20 Snow Accumulation Factor: 1.000 Slope Reduction Cs: 1.00 Snow Importance: Is: 1.000 Slope Used: 4.764 deg. ( 1.000:12 ) Ground / Roof Conversion: 0.70 Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Transverse Direction Parameters Mapped MCE Acceleration: Ss: 62.00 %g lei Ordinary Steel Moment Frames Mapped MCE Acceleration: SI: 27.40 %g (ice Redundancy Factor: Rho: 1.30 Site Class: Stiff soil (D) Fundamental Period: Ta: 0.2044 Seismic Importance: Ie: 1.000/ ..Design -✓ - R -Factor. 3.50 Acceleration Parameter: Sds: 0:5390 _.. ✓ _ __Overstrength-Factor:-Omega:-2:50 Design Acceleration Parameter: Shc : 0.3383 Deflection Amplification Factor: Cd: 3.00 Seismic Design Category: D Base Shear: V: 0.1540x W % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Q� Longitudinal Direction Parameters Diaphragm Condition: Flexible Ordinary Steel Concentric Braced Frames Fundamental Period Height Used: 12/0/0 Redundancy Factor: Rho: 1.30 . Fundamental Period: Ta: 0.1289 R -Factor. 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658x W File: 17-026916-01 Version: 2017.2a Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. M Date: 11/22/2017 9ulIer. M.f. 17-026916-01 Calculations Package Time: 11:39 AM Page: 8 of 42 1.10,V <*>The building is designed with bracing diagonals in the designated bays. Column base base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 17-026916-01 Vers'ion: 2017.2a Butler Manufacturing; a division of BlueScope Buildings North America, Inc. t BUTLER Date: 11/22/2017 boner Men.f=-0-g 17-026916-01 Calculations Package Time: 11:39 AM •.._..�.�.....,._._. Page: 27 of 42 nuts snows arc resisting tortes or me rounaanon Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 1 Type Exterior Column Exterior Column X -Loc 0/0/0 30/0/0 Gridl -Grid2 I -B I -A Base Plate W x L (in.) 8 X 13 8 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) . 4-0.750 4-0.750 Column Base Elev. 100'-01' 100'-0" Load Type Desc. Hx I Hz Vy Hx Hz V D Frm 0.28 0.79 -0.28 0.79 CG Frm 0.28 0.69 -0.28 0.69 L> Frm 1.40 3.47 -1.40 3.47 <L Frm 1.40 3.47 -1.40 3.47 Wl> Frm -2.63 4.66 -0.10 -2.71 <W1 Frm 0.10 -2.71 2.63 4.66 W2>. Frn -2.56 -2.82 -0.17 -0.86 <W2 Frm 0.17 -0.86 2.56 -2.82 WPL Frm -0.37 -3.31 0.24 4.06 WPR Frm -0.24 -4.06 0.37 -3.31 MW Frm - - - - MW Frm 0.86 0.67 2.22. -0.67 MW Frm - - t. MW Frm-2.22 -0.67 -0.86 0.67 CU Frm - - - - L Frm 1.40' 3.47 -1.40 3.47 .� F> Frm -0.31 -0.24 -0.31 0.21' EG+ Frm 0.08 0.19 0.08 ,0.19 <E Frm 0.31 0.24 0.31 -0.24 - EG- Fnn -0.08 - -0.19 0.08 -0.19 WBI> Brc 0.03 -1.57 -0:64 3 -1.49 -0.64 <WBI Brc -0.03 - 0.6 6VO 0.03 - 0.63 WB2> Brc -0.03. -1.49 _ -0.65. <WB2 Brc -0. 0.03 - 0.63 WB3> Brc 0.03 -1.49 -0.62 -0.03 -1.57 -0.68 <WB3 Brc -0.03 - 0.64 0.03 - 0.66 WB4> Brc -0.03 -1.57 -0.68 <WB4 Brc -0. 0.03 0.66 MWB Brc 0.03 -1.52 -0.62 -0.03 -1.51 -0.66 MWB Brc - - - - - MWB Brc -0.02' 0.64 0.02 0.64 MWB Brc - - - - EB> Brc 0.01 -0.62 -0.26 -0.01 -0.62. -0.27 <EB Brc -0.01 - 0.26 0.01 0.26 Sum of Forces with Reactions Check- Framin Load T e_ - YP - Horizontal Load Reaction k - . - (k-)-- k k Vertical Load Reaction --- --k-- - - - -- k -- ' -• - D 0.0 0.0 1.6 1.6 CG 0.0 0.0 1.4 1.4 L> 0.0 0.0 6.9 6.9 <L 0.0 0.0' 6.9 6.9 Wl > 2.7 2.7 7.4 7.4 <Wl 2.7 2.7 7.4 7.4 W2> 2.7 2.7 3.7 3.7 <W2 ' 2.7 2.7 3.7 3.7 WPL 0.1 0.1 7.4 7.4 WPR 0.1 0.1 7.4 7.4 MW 0.0 0.0 0.0 0.0 MW 3.1 3.1 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 3.1 3.1 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 6.9 6.9 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 WB1> 0.0 0.0 0.0 1.3 <WB1 0.0 0.0 0.0 1.3 WB2> 0.0 0.0 0.0 1.3 <WB2 0.0 0.0 0.0 1.3 WB3> 0.0 0.0 0.0 1.3 <WB3 0.0 0.0 0.0 1.3 WB4> 0.0 0.0 0.0 1.3 <WB4 0.0 0.0 0.0 1.3 0/1 M3 LEOLT A NEW EO'U d LMIA 10900 - . 2T. LEO- 3 e"r 43 AXVP1 E00 000•i +„,'i✓LEO '^y 93 HNEW;,;L59Z 0"0�.^ti 00'0 pq^000 ?',:IOOAOfi�T, 13 H XVW ,,;LL'O•',R1' L9'0 iZ90 -7. i x0;0i✓�, l +3 HNIWiiyr0• ,� ;OETI: r+ 00'0 •ir EOE O-^+?�,^3 P3 IN %tlpi 'q"Ci'?+M;{x.eD�Ow;[ L9'0 `(+^„E0;0+. 13 IN NEW'i•eE0'R F''iLEV?+.a j`,.M 00'0'. {•.,. LE'P q3 IN XMI ,�0.'0:p4 -'LEro'b^r'r...00'0'=,^c LE -0 -3 ANEW ED -S- T62_,:- `WM!'.3T6:L�:.:>'"' 4M A )EVEN 99'0 .r ZOp;'+i 100"0 OM H NEW :'<'99'0.. xd'u 000".' -1 '.ZO'0^'_'. IM N XVW ;y, :zqs-,,:; 16'L j°:'OO,OX,X"'.•'<.;LT6 L-?ii.� +M aH NEW :'klws t+b r S6T, q 000 VI6 L;,,<' +: PM xX riW :>; 89'0::: LS;ki:; LS'T Os'x •H NEW ;O'i0:9r?`r; ''iT62';T:. !F.'t 00'O:Kgf 16'Z' qM -H )EVEN ',s:, 09'0,'X'Xq.'W z,;i„-'00'0`-," 59'0 eM =msaweas 00'T [ 031snL0V os'o A NlWl 00'0�q, A XVW 00'0•H NIW;�'00:0'r; ..00'0._*.+00'0,^,.;..;z00'0 ,>aro';] 00'0 6Ef I Eri I 00'0 I EZ -T I +1 00'0 1 00'0 1 00'0 I 00'0 I 1 00'0 1 000 1 00'0 1 00'0 IN RRE :NOLLV7013sn E 306 GO 3WVS/M 03N007 I 10111INI L 03N007 NOLLV70[ NWnl00 N91S3O NOiivaNnOi Osv CL'0 I !Z000'0 0x'0 I d0 OVOl3M EO'[ BO'O 00'0 1 00'0 0 A I aIIErN NI IN 0'0 CMMM1 3 N91s30 uomo" OOi Z6'T = d/ Os'x ^ 91 (nlln 4lW VI P.PAPV111 O'T of vs) 00'T =d Lauapunpa0 1 0'0 Ko =msaweas oro = x 1 os'o = 11 00'T = Lsn10V ONIM RRE :NOLLV7013sn E 306 GO 3WVS/M 03N007 I 10111INI L 03N007 NOLLV70[ NWnl00 N91S3O NOiivaNnOi Osv 4CO41 :ON 130f VD'OJIH3 :NOLLtl701 SEAN :1N3fD qL :3Nnsmallna 9169ZO-LT :ON Maws Ming :83unl7VinNtlW r5'ETA BVIS HIM 103 11VMUN3 8 18 d 8££S6 `esodijeyy : LU :0NV180 801 N91S3Q NOI1ddNnoA 9Niuiin813315 peoa lloyy 111+ueW 9"Sg MUM ' -10 L33111 ONIV33NION311VONvao E) 0 0'0 1 OVOl3M 0'0 H HIM /M031VW NOdn 00 07 .4"'9 99'0 1 0'0 Pro V3 savol 1tltl31V1107 LL'0 0'0 02'0 0 OV0101/30 A aH •H 4CO41 :ON 130f VD'OJIH3 :NOLLtl701 SEAN :1N3fD qL :3Nnsmallna 9169ZO-LT :ON Maws Ming :83unl7VinNtlW r5'ETA BVIS HIM 103 11VMUN3 8 18 d 8££S6 `esodijeyy : LU :0NV180 801 N91S3Q NOI1ddNnoA 9Niuiin813315 peoa lloyy 111+ueW 9"Sg MUM ' -10 L33111 ONIV33NION311VONvao E) 0 WEIGHT OF SLAB TO RESIST UPLIFT: SLABMr = Fsx AsxT/2x1/12 = 0.220 K- FT SLAB WT= 0.050 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT 2.97 FT EFFECTIVE SLAB WEIGHT= WIDTH Wt = 0.148 K/LF FOOTINGS UPLIFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: , FOOTING WT=Wf= 0.300 KlF SLAB WT=Ws= 0.148 KLF - TOTALWTvWf•Ws= 0.448 KLF ' ENDWALL Mr=133%x Fs x TOP Asx I d-2")xj/12= 9.60 K -FT EFFECTIVE ENDWALL L= SORT (2x Mr/WT)= 6.54 FT , FOR 2 -SIDES -TOTAL WT=2x Lx TOTAL WT= 5.87 K AT INTERIOR& CORNER W/ RETURN FOR 1 -SIDE -TOTAL WT=Lx TOTAL WI= 2.93 K AT CORNIER AVAILABLE FOOTING WT THIS LOCATION= 5.87 X0.60 3.52 K MAXIMUM UPLIFT= 2.32 K>;,OK BEARING: SOIL PRESSU RE: INCREASE FOR WI DTH= 0% - INCREASEFORDEPTH- 0% ALLOWABLE SP= 1.50 KSF EFFECTIVE LENGTH OF FOOTING FROM POST BASE Mr=.BOTTOMAsx Fsxjx(D-3•)/12 9.00 K -FT - L=SORT(2x MF/W)= 3.00 FTEACHSIDE ..BEARING CAP-SP.x.B/12 = .2.00 KLF FOR 2 -SIDES -TOTAL WT=2x Lx TOTAL WT=- ' 12.00 K AT INTERIOR & CORNER W/ RETURN FOR 1 -SIDE -TOTAL WT= Lx TOTAL WT= 6.00 K AT CORNTER . AVAILABLE THIS LOCATION= 12.00 K a MAX VERTICAL LOAD v 4.95 K TIES TO SLAB MAX H(CORNERS)= 2.00 K MIN 2(INTERIOR)= 0.00 K FOR90-CORNERTIE REQUIREDAs • 0.10 SO, IN. FOR R4 TOTAL Of 1 As= 0.20 i FOR 454 HAIRPIN REQUIRED As v NA SQ, IN. FOR 04 TOTAL OF 1 -> As = 0.20 REQ'D SPREAD FOR SLAB STEEL= NA FEET TOTAL REQUIRED HAIRPIN LENGTH= NA FEET LRFD ANCHORAGE DESIGN �. CRITICAL LRFD FORCES TO ANCHORS t -Ha MIN/MAX^- --Hx ?�-;?Ili'-^sg i�Ni�/R ziV ---�=' - • -LCO MAX W/ ON 3.94 ". iU:00'„°„;:,3i30j, .r +,`,-�7:fi6e,).+"ti 1.61r• 1.6H, 0.SWe MATERIALS AND ALLOWABLE STRESSES: MIN W/ -2.19 ./stµ.'•U:OU b't''k; ;'f 3_1 - 125 MAX W/ Do 9.01d11.00.f�:�C 0:1�;,.as;Yse4.', a� 1.2D • 1.6Lr ♦ 1.6H ♦ 0.51Na 12 SHEET OF SOIL: BEARINGCAP: 1.5 KSF r - - Date: 12/6/17 WIDTH INCREASE: 0% PER FOOT IN EXCESS OF V lOB NO: 17037 DEPTH INCREASE: 0% PER FOOT IN EXCESS OF 1'' EW 2/4 CONCRETE fc a 3.0 KSI @ 28 DAYS I REINFORCING Fs= 20.0 KSI ' ' WT= 0.15 KCF - - - ALTERNATE CONCRETE DESIGN CONSTANTS: - N = 9 •lc' - - 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) SLAB: J / WEIGHT OF SLAB TO RESIST UPLIFT: SLABMr = Fsx AsxT/2x1/12 = 0.220 K- FT SLAB WT= 0.050 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT 2.97 FT EFFECTIVE SLAB WEIGHT= WIDTH Wt = 0.148 K/LF FOOTINGS UPLIFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: , FOOTING WT=Wf= 0.300 KlF SLAB WT=Ws= 0.148 KLF - TOTALWTvWf•Ws= 0.448 KLF ' ENDWALL Mr=133%x Fs x TOP Asx I d-2")xj/12= 9.60 K -FT EFFECTIVE ENDWALL L= SORT (2x Mr/WT)= 6.54 FT , FOR 2 -SIDES -TOTAL WT=2x Lx TOTAL WT= 5.87 K AT INTERIOR& CORNER W/ RETURN FOR 1 -SIDE -TOTAL WT=Lx TOTAL WI= 2.93 K AT CORNIER AVAILABLE FOOTING WT THIS LOCATION= 5.87 X0.60 3.52 K MAXIMUM UPLIFT= 2.32 K>;,OK BEARING: SOIL PRESSU RE: INCREASE FOR WI DTH= 0% - INCREASEFORDEPTH- 0% ALLOWABLE SP= 1.50 KSF EFFECTIVE LENGTH OF FOOTING FROM POST BASE Mr=.BOTTOMAsx Fsxjx(D-3•)/12 9.00 K -FT - L=SORT(2x MF/W)= 3.00 FTEACHSIDE ..BEARING CAP-SP.x.B/12 = .2.00 KLF FOR 2 -SIDES -TOTAL WT=2x Lx TOTAL WT=- ' 12.00 K AT INTERIOR & CORNER W/ RETURN FOR 1 -SIDE -TOTAL WT= Lx TOTAL WT= 6.00 K AT CORNTER . AVAILABLE THIS LOCATION= 12.00 K a MAX VERTICAL LOAD v 4.95 K TIES TO SLAB MAX H(CORNERS)= 2.00 K MIN 2(INTERIOR)= 0.00 K FOR90-CORNERTIE REQUIREDAs • 0.10 SO, IN. FOR R4 TOTAL Of 1 As= 0.20 i FOR 454 HAIRPIN REQUIRED As v NA SQ, IN. FOR 04 TOTAL OF 1 -> As = 0.20 REQ'D SPREAD FOR SLAB STEEL= NA FEET TOTAL REQUIRED HAIRPIN LENGTH= NA FEET LRFD ANCHORAGE DESIGN �. CRITICAL LRFD FORCES TO ANCHORS t -Ha MIN/MAX^- --Hx ?�-;?Ili'-^sg i�Ni�/R ziV ---�=' - -LOAD CASE -.- - - -1.2D" -LCO MAX W/ ON 3.94 ". iU:00'„°„;:,3i30j, .r +,`,-�7:fi6e,).+"ti 1.61r• 1.6H, 0.SWe 12 MIN W/ -2.19 ./stµ.'•U:OU b't''k; ;'f 3_1 0.9D.I.OWb•S.6N 125 MAX W/ Do 9.01d11.00.f�:�C 0:1�;,.as;Yse4.', a� 1.2D • 1.6Lr ♦ 1.6H ♦ 0.51Na 12 MIN W/ D. -296 Elvt6b5 fG.;}iZ96.-^.,K wi:i=9:15 (`0 0.9D - 1.OWb. 1.6H 125 W -alta MIN/MAX MA%W/D +;3:37' ti�'�0.00.':`�r 3.94 •�:F:7:66'•i!?% 1.2D. 1.61r•1.6X•O.SWa 12 MIN W/D m-'ll0.02 Vow1:11;11� 1.2"0.2SDS)D•O,E6•fl l•0.2Ss 141 MAXW/Do y3Alivi '+iY'11.00 e'�?3 9.01 L2D•l.6Lr•1.6H.0.5Wa 12 MINW/Do y.':U:D3!. r'.i°;50:00'.'(a; 0.09 .T•0:71i:R•f 1.2D•fll•1.6X• 1.OPE4♦ 0.2f2Sa 94 t ANCHOR BOLT DESIGN - AC1318-05. APPENDIX D fc- 3000 PSI . f-= T SDC"C"ORABOVE Y 611 SHEET f i OF_ Date: 12/6117 JOB NO: 17037 BOLT HEAD TYPES 0 NONE L•BOL 1 SQUARE HEAD 2 HEAVY SQUARE 3 HEX HEAD 4 HEAVY HEX SHEAR ANGLE AREA: 0 SO, IN. CONCRETE Hsa= 0.00 K STEEL Hsa= 0.00 K 1 1.20. L61r+LI,-IGHWa 2.4 2..4 0.00 2.97 7.46 2 0.9D+LOWb+L6H -2.48 -2.48 0.00 2.48 3 LZD+L61r+ L6H+ 0.5Wa 2.68 2.68 0.00 2.68 6.67 4 0.90. I.OWb+L6H -2.69 •2.69 0.00 2.69 -4.33 5 1.2D+LOW- f1L+1.6H+0.5Lr 1.22 1.22 1.57 1.99 2.73 1 O t7 6 1.41) 0.67 0.67 0.00 0.67 2.00 i Hz - L2D+LOWc+f1L+1.6H+O.SU 0.93 0.93 L57 L93 194 0. 8 1.40 0.34 0.34 0.00 0.34 L08 i G 9 L2D♦ L6Lr+ 1.6H+0.5Wa 2.97 L22 0.00 L22 7.46 10 1.2+0.252.0, Ed fl La0.25a 0. 25 05 0.67 0.00 0.67 1.41 11 0.90 ♦ 1.OWI, + L6H 1 -2.69 0.93 0.00 0.93 -4.33 + 12 1.20+Ill. +L6H+ 1. Ed a0.2R5a -0.01 0.34 0.00 0.34 0.68 q ,i ' 13 1.2D+1.6U+1.6H+O.SWf 2.53 2.97 0.00 2.97 7.47 V j 14 0.9D+1.OWb+LGH .2.48 0.05 0.00 0.05 -3.73 • 35 1.2Da 1.61r+1.6M+O.SWf 2.25 -2.69 0.00 2.69 6.68 16 0AD+1.OWb+LGH -2.69 -0.Ol 0.00 0.01 -0.33 i A) TENSION ON BOLT GROUP ' ..._...... .... ............ ........... .............. ... .............. ......... ........................................ ........_.......... ..... _....... . 1) STEEL STRENGTH )�Nn) mv0.75 01,11a = 58116 Ib - 58.12 K , 2) CONCRETE BREAKOUT my 0.75 EDGE ADJUSTED hef= 3.67 IN .1.5X hef= ..5:5- IN BLOCK B = 18.75 IN BLOCK D c 16 IN A. 300 SO. IN. + - ' A_ = 121 SQ. IN. A, m It ANco ,w:01C 4 Wec,N= 1.00 CONCENTRIC CONNECTION - Wed,N: .,min= 7.125 IN LSX hef= 15 IN Wed,N = 0.84 Wc,N= 1.00 CONCRETE LIKELY TO CRACK Wcp,N: 2-00 CAST IN PLACE ANCHORS Nb- 9230 Ib kc = 24 FOR CIP + 4,Ncbg = 14459 It, 14.46 K 3) CONCRETE PULLOUT v 0.70 Wc,P= 1.00 CONCRETE LIKELY TO CRACK Np: eh= 3.000 FOR L -BOLTS Np = 6075.00 FOR HEADED BOLTS Np = 0.00 toNpn= 17010 Ib 37.01 K _ 4).0ONCRETUSJDE•FACE,BLOWOUT,,..,_.-__ _-�_.._ _ ._,.._� ,_._.__.a,T.,_�..... �_�-_-„-_..��_.�__, __ „� _ ..-.-,-�_. __ _.•_,. ,,.,_�,., ,ry. FOR L•BOLTS mNsb= N/A NOR HEADED BOLTS: 0.4 hef= 4.00 IN ca,min= 5.5 IN �Nsb= N/A B) SHEAR ON BOLT GROUP 1) STEELSHEAR (t= 0.65 - 4)Nsa= 30220 Ib - 30.22 K - 2) BREAKOUT FOR ANCHORS NEAREST EDGE Q= 0.75 + Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V= L25 CONCRETE LIKELY TO CRACK - HI DIRECTION c,Jv 24.00 H2 DIRECTION c,s= 7.13 , LSXc„= 10.69 0 LS X c,1= 36.00 GOVERNS: 10.69 GOVERNS: 7.13 ' AK- 281.88 SQ, IN. AK = 789.25 SQ. IN. - A - 228.45 SO, IN. A,,,= 228.45 SQ. IN. ' srr•H•. + An k n AVco OK A„ cv n AVco .. 456.89 Wed,V - 1.00 Wed,V = 0.76 HISINGLE ANCHOR SHEAR STRENGTH H2SINGLE ANCHORSHEAR STRENGTH le= 6.00 -IN e Ib6.00 IN ' VDa 9572 Ib 9.57 K V6= 59173 Ib 59.17 K 4!Vcbg= 11.07 K (bVcbg= 145.54 K GROUP QtVcbg= 22.14 K GROUP pVcbgv 582.16 K 17037 - EW 3/4 y 3) BREAKOUT FOR ANCHOR GROUP I * HI DIRECTION c'„=- 12.33 H2 OIRECf1ON r,l=' 29.00 SHEET OF _ 6l = 24.00 c,, a 7.13 Dale: 12/6/17 1.5 X c',, v 18.19 . 1.5 X 2,l = 43.50 JOB NO: ODD00 GOVERNS: 18.19 .. GOVERNS: 7.13 A = 501.67 SQ. IN. - A� _ ' 1633.13 SO, IN. A_= 66L57 SQ. IN. A-- 3784.50 SO. IN. AKr-n AVco:, 4,' : _ A. e=n AV. ��4�OK Wed,V = L00 Wed,V = 1.00 HI SINGLE ANCHOR SHEAR STRENGTH NZ SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN le= 6.00 IN Vb= 21249 Ib 21.25 K Vbv 78597 Ib 78.60 K GROUPOVcbga 15.11 K GROUPOVcbg= 31.41 K 4) BLOWOUT FOR ANCHOR GROUP FOR L -BOLTS ONsb = N/A HOR HEADED BOLTS: 0.4 heF= 4.00 IN ce,minv 7.125 IN ONsb= N/A 5) PRYOUT STRENGTH FOR GROUP Oa 0.70 kcp ° 2.00 Ncbg= 19279 LB SEE TENSION ABOVE - OVcpg= 26991 Ib 26.99 K TENSION SUMMARY: SHEAR SUMMARY: Hl H2 ONsac 58.12 STEELSTRENGTH bNJa= 30.22 30.22 �ITIEELSTRENGTH EMBEDMENT STRENGTH - BREAKOUT: ONcbg= 14.46 BREAKOUT FOR ANCHORS NEAREST EDGE OVcbg= 22.14 582.16 EMBEDMENT STRENGTH - PULLOUT: ONpn= 17.01 BREKOUT FOR FULL GROUP OVcbg= 15.11 31.41 EMBEDMENT STRENGTH - BLOWOUT: 4,NJb= N/A SEISMICrq,:,: EMBEDMENT STRENGTH - BLOWOUT: OVsb= N/A N/A GOVERNING ON. 14.46 Mt109d;r;':1 EMBEDMENT STRENGTH - PRYOUT OVcp a 26.99 26.99 SEB GOVERNING OVnx= 15.11 C) INTERACTION ESEISMIC'T,- GOVERNING OVny= 2699 Date: 11/22/2017 BurcER 17-026916-01 Calculations Package Time: 11:39 AM 6uue, Menuract�r.�ng.. Page: 33 of 42 l System Derived I 1.000 10.6 MWB IMWB - Wall: 1 1 X61 c� iwwn are resisang rorces or me tounctation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 2 Type Exterior Column Exterior Column X -Lac 0/0/0 30/0/0 Gridl -Grid2 2-B 2-A Base Plate W x L (in.) 8 X 11 8 X 1 1 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Tyve Desc. Hx Hz Vy Hx Hz V D Frm 0.24 0.77 -0.24 0.77 CG Frm 0.24 0.66 -0.24 0.66 L> Frm 1.23 3.39 -1.23 3.39 <L Frm 1.23 3.39 -1.23 3.39 Wl> Frm -2.81 -5.12 -0.27 -2.89 <W I Frm 0.27 -2.89 2.81 5.12 W2> Frm -2.80 - -3.34 -0.28 -1.11 <W2 Frm 0.28 - -1.11 2.80 -3.34 WPL Frm -0.41 - -3.56 0.24 -4.45 WPR Frm -0.24 -4.45 0.41 -3.56 MW Frrn - MW Frm 0.85 0.64 2.13 -0.64 MW Frm - - MW Frm -2.13 -0.64 -0.85 0.64 CU Frm - L Frm 1.23 3.39 -1.23 3.39 E> Frm -0.30 -0.24 -0.30 0.24 EG+ Frm 0.07 0.19 -0.07 0.19 <E Frm 0.30 0.240.30 -0.24 EG- Frm -0.071 -0.19 0.07 -0.19 - WBl> Brc -0.42-----_- 066 0.02 0:63 _ <WBI Brc 0.03:_--LST---,0.68 -0.03 1.49 -0.61 WB2> Brc -0.02 - 0.66 0.02 - 0.63 <VfB2 Brc 0.03 1.57 -0.68 -0.03 1.49 -0.61 ' WB3> Brc 0.02 0.66 <WB3 Brc 0. 0-66 -0.03 1.57 -0.64 WBO Brc -0.02 0.64 0.02 0.66 <V,fB4 Brc 0.03 1.49 -0.66 -0.03 1.57 -0.64 MWB Brc -0.02 - 0.64 0.02 - 0.64 MWB Brc - _ MWB Brc 0.03 1.52 -0.66 -0.03 1.51 -0.62 14WB Brc - _ EB> Brc - - 0.26 - 0.26 <EB Brc 0.01 0.62 -0.27 1 -0.01 1 0.62 Sum of Forces with Reactions Check - Framin -- Horizontal Load Type Load Reaction Vertical Load (k) k (k Reaction k D .0.0 0.0 1.6 1.5 CG 0.0 0.0 1.3 1.3 L> 0.0 0.0 6.8 6.8 <L 0.0 0.0 6.8 6.8 Wl> 3.1 3.1 8.0 8.0 <Wl 3.1 3.1 8.0 8.0 W2> 3.1 3.1 4.5 4.5 <W2 3.1 3.1 4.5 4.5 WPL 0.2 0.2 8.0 8.0 WPR 0.2 0.2 8.0 8.0 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 L 0.0 E> 0.0 6.8 6.8 0.6 EG+ 0.0 0.6 0.0 0.0 0.0 <E 0.6 0.6 • 0.4 0.0 0.4 0.0 EG- 0.0 0.0 0.4 0.4 WB1> 0.0 0.0 0.0 1.3 <WBI 0.0 0.0 0.0 1.3 WB2> 0.0 0.0 0.0 1.3 <WB2 0.0 0.0 0.0 1.3 WB3> 0.0 0.0 0.0 1.3 <WB3 0.0 0.0 0.0 1.3 0/1 M3 LEOLT OTT gM9'O•H-09'0 •,f?vSSV -,kY.�±'i.09,%FC '�M'(�,OO:Ux3;' 09"T- 00/M NIW 6z 11 SCO •1SL'00 (-M9'0(SL'0 - N F 0 t p 09 E.- . 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WEIGHT OFSLAB TO RESIST UPLIFT: 5LABMr = FsxAsx T/2xJ/12 = 0.220 K- Fr SLAB WT= 0.050KSF EFFECTIVE SLAB WIDTH = SQRT(2xMr/WT 2.97 FT EFFECTIVE SLAB WEIGHT= WIDTH x Wt 0.148 K /LF FOOTINGS & THICKENED SLAB EDGF:,. UPLIFT: COMBINED WEIGHT OF PERVITTER AND SLAB TO RESIST UPLIFT: FOOTING Vrr - Wf = 0.300 KLF SLABWT-WI- 0.148 KLF 2.911_ -, tl0b6 4N1' Ll 61104,x TOTAL WT = Wf + Ws= 0.448 KLF 12 MIN PDAO ENDWALL Mr - 133% x Fs x TOP As x ( d - 2") x 12 - 9.60 K -FT EFFECTIVE E N DWALL L = SORT ( 2 . Mr / Wr) = 6.54 FY 1.2D. r.,Mj I I.6H 4 0.5W. FOR2-SIDES-TOTALWr-2x LxTOTALWT= 5.117 K AT IVRIOR& CORNER W/ RETURN -L69 o—*70boWfl`f4'-f-W l4k4f3>iA FORI-SIDE-TOTALWIF- L.TOTALWT= 2.93 X AVAILABLE FOOTING Wr THIS LOCATION- ZRNTER 5.87 , .52 K MAXIMUM UPLIFT= 2.55 K BEARING: SOIL PRESSURE: INCREASE FOR WIDTH= 0% INCREASE FOR DEPTH 0% ALLOWABLE SP - 1.50 KSF EFFECTIVE LENGTH OF FOOTING FROM POST BASE Mr = BOTTOM Asx Fsxjx(D-3')/12 = 9.00 K -FT L- SQRT(2xMr/W) 3.00 FT EACH SIDE BEARING CAP = SP . B/12 2.00 KLF • FOR 2 -SIDES -TOTAL WT = 2 x Lx TOTAL VIT 12.00 K AT INTE RIOR & CORN E R W/ RETU RN FOR 1 -SIDE -TOTAL Vrr - L x TOTAL WT= 6.00 K ATCORNTER AVAILABLE THIS LOCATION 12.00 K MAX VERTICAL LOAD= 4.82 K TIES TO SLAB MAX H (CORNERS) - 1.79 K MIN Z (INTERIOR) - 0.00 K FOR902CORNERTIE REQUIREDAs= 0.09 SQ, IN. FOR #4 TOTALOF 1 A, cuo • FOR452 HAIRPIN REQUIREDId- NA SO, IN. FOR #4 TOTALOF 1 —M - 0.20 iiA REQ'D SPREAD FORSLABSTEEL - NA FEET TOTAL REQUIRED HAIRPIN LENGTH= NA FEET LFIFD ANCHORAGE DESIGN CRITICAL LRFD FORCES TO ANCHORS Hx MIN/MAX LOAD CASE __LCA MAX W/ DR 2.911_ -, tl0b6 4N1' Ll 61104,x 1.20.1. .fit 12 MIN PDAO -2.48 NldXb��P W71: -0-- O.S. Zw %. ,,- 1.2D. r.,Mj I I.6H 4 0.5W. 12 MIN W/ Do -L69 o—*70boWfl`f4'-f-W l4k4f3>iA 0.91) . I.awb . JAN 125 H. MINIMAX MAX W/ Dg 1li2,:A'l L57 1 :l 1LID l. -c - III LIN 0.1Lr 54 MIN W/D9 OAD 4 1.41) MAX W/ D. L57 1.20 I.OWc 4 fIL JAN 0.511 54 MIN W/Do -W.034,`•j 0.00 W4 q I LOB 7;�;. 1 IAD I ANCHOR BOLT DESIGN - AC1318-05. APPENDIX D fc= 3000 PSI fw= SDC'C"ORABOVE Y M �L SHEET - OF_ d Data: 12/6/17 JOB NO: 17037 BOLT HEAD TYPES 0NONE l -BOL 1 SQUARE HEAD 2 HEAVY SQUARE 3 HEX HEAD 4 HEAVY HEX SHEAR ANGLE AREA: 0 SOL IN. CONCRETE Hsa= 0.00 K STEEL Hsa= 0.00 K A) TENSION ON BOLT GROUP 1) STEEL STRENGTH)4)Nn) 4,=0.75 ' (I,Nsav 58116 Ib - 58.12 K -' 21 CONCRETE BREAKOUT 4)= 0.75 EDGE ADJUSTED hef= 3.67 IN " LSXhef=" 5.5 IN BLOCK B c 18.75 IN BLOCK D c 16 IN A,== 300 SQ. IN. -' A- 121 SQ. IN. ' A-<= n ANco i''OK Wec,N= 1.00 CONCENTRIC CONNECTION Wed,N: ca,min= 7.125 IN L.S Xhet= - 15 _ IN Wed,N= 0.84 Wc,N- LOD CONCRETE LIKELY TO CRACK Wcp,N : 1.00 CAST IN PLACE ANCHORS Y - Nb- 9230 Ib kc = 24 FORCIP 4.Ncbg - 14459 Ib 14.46 K 3) CONCRETE PULLOUTm= 0.70 Wc,pv LOO CONCRETE UKELY TO CRACK Np: eh= 3.000 FOR L -BOLTS Np= 6075.00 FOR HEADED BOLTS Np= 0.00 .bNpn v 17010 Ib 17.01 K - ---_-.4),CONCRETE SIDE -FACE -BLOWOUT -- FOR L -BOLTS ONsbv N/A HOR HEADED BOLTS: 0.4 hef= 4.00 IN ca,mfn 5.5 IN - ONsb= N/A B) SHEAR ON BOLT GROUP 1) STEELSHEAR 0.65 .bNsa = 30220 Ib 30.22 K _ 2) BREAKOUT FOR ANCHORS NEAREST EDGE my 0.75 We" LOO CONCENTRIC CONNECTION Wc,V= .L25 CONCRETE LIKELYTO CRACK HI DIRECTION c,s= 24.00 H2 DIRECTION c„= 7.13 y 1.5Xc„= 10.69 0 LS X c,r= 36.00 GOVERNS: 10.69 GOVERNS: 7.13 Ate= 28L88 SO, IN. Ate= 789.25 SQ. IN. , A- = 228.45 SOL IN. A_ - 228.45 SQ, IN. - • A,<<=n AV. g'OK3 Ah -n AVCA 456.89 l - Wed,V - 1.00 Wed,V = 0.76 HI SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH le- 6.00 IN le- 6.00 IN Vb- 9572 Ib • 9.57 K Vb. 59173 Ib = _ 59.17 K 4iVcbg- 1L07 K 4.Vcbg= 145.54 K GROUP 4,Vcbg- 22.14 K + GROUP 41Vcbg- 582.16 K 17037 EW 3/4 3) BREAKOUT FOR ANCHOR GROUP c',i= 29.00 HI DIRECTION c'„= 12.13 7.13 V 0.2 Vn C., = 24.00 43.50 1.5%c'„= 18.19 GOVERNS: GOVERNS: 18.19 AK c 1613.13 AK = $01.67 SQ. IN. A_= 3784.50 A-66157 SO. IN. Aw - n AVco An AVco =, cv OK; Wed,V - Wed,V = 1.00 H2 SINGLE ANCHOR SHEAR STRENGTH 141 SINGLE ANCHOR SHEAR STRENGTH le- 6.00 le= 6.00 IN Vb= 78597 Vb= 21249 Ib 21.25 K GROUP @Vcbg= GROUP IVcbg = 15.11 K 0.00 41 BLOWOUT FOR ANCHOR GROUP 0.26 OK FOR L -BOLTS ON1b= N/A 2.68 NOR HEADED BOLTS: 0.4 hef= 4.00 IN 0.89 0.00 ca,min= 7.125 IN 0.00 0.00 INzb= N/A 0.00 5) PRYOUT STRENGTH FOR GR0UP m= 0.70 kcp= 2.00 0.00 -0433 NcbB= 19279 LB SEE TENSION ABOVE tpVcpg = 26991 Ib 26.99 K TENSION SUMMARY: OR 1.2D+1.OWc+III, +LISH♦O.SLr - STEEL STRENGTH IN'. = 58.12 0.00 EMBEDMENT STRENGTH BREAKOUT: mNc6g= 10.46 0.00 EMBEDMENT STRENGTH• PULLOUT: INpn= 17.01 OK EMBEDMENT STRENGTH -BLOWOUT: IWO= N/A 51 0.00 GOVERNING mNn= 14.46 'P C) INTERACTION 0.00 0.00 0.2 mNnv �'S,rERMyC:� 2.89 0.00 0.2 IVnK= 3.02 N 0.93 1.57 0.00 0.2 QtVnY= 5.40 0.00 H2 DIRECTION c',i= 29.00 V cn - 7.13 V 0.2 Vn L5%c',z= 43.50 Vuv/(bVny GOVERNS: 7.13 AK c 1613.13 SQ. IN. N A_= 3784.50 SQ. IN. D.00 Aw - n AVco L r '4' OKa 0.00 Wed,V - 1.00 0.00 H2 SINGLE ANCHOR SHEAR STRENGTH OR le- 6.00 IN -2.48 Vb= 78597 Ib = '78.60 K GROUP @Vcbg= 31.41 K" 0.00 'MEET i�_ Date: 12/6/17 108 NO: 00000 �11111.1111NUIH mNzac 30.22 30.22 BREAKOUT FOR ANCHORS NEAREST EDGE 4.Vcbg= 22.14 582.16 BREKOUTFOR FULLGROUP mVcbg= 15.11 31.41 EMBEDMENT STRENGTH -BLOWOUT: gtVzb= N/A N/A rt EMBEDMENTSTRENGTH-PRYOUT bV,pa= 26.99 26.99 GOVERNING IV- 15.11 GOVERNING QVny- 2699 f LOAD CASE SELSMic VK V Nu V 0.2 VnK V 0.2 Vn Nu0.2 Nn Vu VnK Vuv/(bVny Nu/ lbNn £ <3.2? 1.21)41.611+ L6H+ 0.5Wa N 2.97 0.00 D.00 0.98 0.00 0.00 0.00 0.00 0.00 0.00 OR 0.91)+1.OWb+1.614 N -2.48 0.00 -3.73 0.82 0.00 1.72 0.00 0.00 0.26 0.26 OK 121)41.6Lr+ 1.614+ O.SWa N 2.68 0.00 0.00 0.89 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.91)+LOWb+16H N -2.69 0.00 -0433 0.89 0.00 2.00 0.00 0.00 0.30 0.30 OR 1.2D+1.OWc+III, +LISH♦O.SLr - N 1.22 L57 0.00 0.40 0.29 0.00 0.00 0.00 0.00 0.00 OK JAD N 0.67 0.00 0.00 0.22 0.00 0.00 0.00 0.00 MOD 0.00 OK 1.21)+ 1.OWc LILL+ 1.6H+O.SLr N 0.93 1.57 0.00 0.31 0.29 0.00 0.00 0.00 0.00 0.00 OK ,AD N 0.34 0.00 0.00 0.11 0.00 0.00 0.00 0.00 0.00 0.00 OK _L2D+ 1.6Lr♦ 1.611+.O.SWa_ N 1.22._ .0.00 0.00 .0.40 0.00 0.00 0.00- - -0.00 .0.00 -.0.00 OK 1.2+0.25D5D+ 0,Ed.11L+0.2Sa Y 0.67 0.00 MOO 0.30 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.91) + 1.OWb + 1.6H N 0.93 0.00 .4.33 0.31 0.00 2.00 0.00 0.00 0.30 0.30 OK 1.2D+f1L+L6H+ 1.0 Ed+0.2f2Sa Y 0.34 0.00 0.00 0.15 0.00 0.00 0.00 0.00 0.00 0.00 OK 120+ :6L,+1.fiH+0.5Wf N 2.97 0.00 0.00 0.98 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.9D+1.OWb+16H N 0.05 MOD -3.73 0.02 0.00 1.72 0.00 0.00 0.26 0.26 OR 12D+L6lr+L6H+O.SWf N -2.69 0.00 0.00 0.89 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.9D+1.OWb+L6H N -0.01 0.00 -4.33 0.00 0.00 2.00 0.00 0.00 0.30 0.30 OK CRANDALL ENGINEERI-EjNG SHEET l5 of 5448 Merrill Mill Road Mariposa, CA 95338 JOB NO. Phone: 209-966-4644 DATE: ( L" /C, /I Perot— �1 tea. c� �� STI Z� - 1•� --v 'A Track (T) Section Properties SSMA HIM. H Kn 11 ll E 0 Effi Op 271 OkkT ON MIMI MOO r: 411n 6 IN .-MV ffi -362T200-33 0;0346.,'. ':0:264 :-'0.90 ` 0 619 ,0;328 -1.532 0110 x':0.645' WA64::;0'190';;'�.3.762 A024`.- 362T20.0-4.3 0.0451 0.343 1.17 0.808 0.427 1.534 0.142 0.643 0.649 0...27.0 5.34 17,39 0.233. 0.3.50 -1..265. 2.090 0.633 .362T200-54 0.0566 0.431 U . .1.47 24 .0.536 1;5.41 6.879 *,0;.372 ',0;832 0.345 10.34 :3372 .0.752 0.460 .,0A42..,..;1.-259 •'A-* .2109i 6.637 362T200-68. 0:0713� 0.543 1:85 1.307 0.675 1.552 0.221 0.519 10.26 0.480 14,37 41703 0.564 -1.250 0.743 2.093..0.6.43.. 362T200-67 .0.167 - .0..6.38 U.-773 2.63 .1.917: .6.9 0.30-8. 0.631.. 1.575, .1.1.99 .3.1.0.4, 1.915 - . ..1:8 : bA.7 I 7.i4 .43.70 . 39' 0.803 .24.06. '6622 .0.91.9 2:666 0 k5 li]�2'!1-b.7-32 2097 0:655 362T250-43 0.0451 0.389 62 0.966 0.510 1.577 0.266 0.818 0.713 0.282 5.56 1739 0.264 0.641 -1.702 0.990 2.460 0.521 362T250-54 0.0566 0.488 1.66 1.225 0.641 1.585. 0.329- 0:816• 0.971 ':0.389 *7.0 2480 0.914 0.360 10.77 3372 0.521 0:812 -1:65 0.986 2,460 0;525 362T250-68 0.0713 0.614 2.09 1.565 0.808 1.597 0.406 0.813 1.337 0.546 10.79 3104 1.259 0.503 15.04 4703 1.040 1.038 -1.686 0.980 2.460 0.530 362T250-97 0.1017 0.875 2.98 2.300 1.155 1.621 0.570 0.807-- :2.180 .0.928 18:34 .4370 2.070 0:851 25.49 6622. -3.016 1.524 -1.667 0.969 2.461 0;541 400T125-18 0.0188 0.122 0.41 .0.297 0.144 1.560 0.017 0.374 0.241 0.072 1.42 153 - - - 0.014 0.052 -0.637 0.400 1.726 0.864 40OT125-27 0.0283 0.184 0.63 0.449 0.217 1.562 0.025 0.372 0.380 0.156 3.08 515 0.049 0,078 -0.633 0.398 1.726 0:866 40OT125-30 0.0.312 0.203 0.69 0.495 0.239 1.562 0.028 0.371 0.427 0:176 3.49 689 0.085 -0.63.2 0.397. 1.726 0.866 40OT125-33 .0.0346 0.225 0.76 0;549 0.265 1.563 6-.031 0.371 - OA84 0.201 3.97 940 . .0.066 0.010 0.095 -0.630 0:396 1.725 0.86T 4007125-43 0.0451 0.293 1.00 0.716 0.344 1.563 0.040 0.369 0.666 0.282 5.57 1 739 0.19,8 0.122 -0.626 0.394 1.724 0.868 400T125-54 0:0566 '6.367, 0;964-'''0.431 1150 'O:M'` 'AA1 7.53:,t -,'27*39 0.8,49 .0:359...1614'• 3372 "0.392 0.154` �:Okl .727 O.bif 40OT125-68 0.0713 0.462 157 1.150 0.541 1.577 0.061 0.363 1.150 0.517 10.22 3435 1.134 0.488 14.62 5205 0.783 0.194 .0.614 0.3B6 1.731 0.874 4007125-97 :6617 6.859 2.24: 1;6t ..:0:768 1 A - 084 0' .357 1 - 673 -.0jQ8. -,1.7-3.5 4W A .:P73, 0176B..'. ',J3.37 2.271 0;28 6.,88* 4007150-27 0.0283 0.198 0.67 0.509 0.246 1.602 0.042 0.461 0.409 0.154 3.04 515 0.053 0.127 -0.824 0.509 1.860 0.804 400T150-300.0312 <0.218 0.74 A-561 0.271 -1.603 :0.046 ',,0:461.1: -0.458. 0.183 •3.61 - .'689.0.071- 0.1407 .-01823'5'0:508 . . 1859--0;804. 40OT150-33 0.0346 0.242 0.82 0.622 0.300 1.603 0.051 0.460 0.519 0,208 4.12 940 0.097 0.155 -0.821 0.507 1.859 0.805 400T150-43 0.6451 0.315.. 1.07 0.811 -0.390, ',1.604 0.066 645 I .01 017.19 0.'293., 5.30 �1739 . . - AM, '0.200., -0.817. 1.857 0.807 40DT150-54 0.0566 0.396 1.35 1.025 0.489 1.610 0.082 0.456 0.960 0.399 7.89 27390.918 0.374 11.19 3372 ...,b:504' 0.422 0.252 -0.811 0.501 1.860 0.810 0:071340OT150-68 O.b� 0.498 1:69 1.306 0.615 1:69, 1162 0.453 :1.286 0.548 10-82 3435 , :1:237 0.513 15.35 -5205 :0.844 .0.320 -0k4 --0;496 1:864 0.814 40OT150-97 0.1017 0.710 2.41 1.903 0:874 1.638 0.141 0.447 1.903 0.874 17.27 4842 1.903 0.832 24.92 7337 2.447 0.463 -0.788 0.487 1.872 0.823 40OT200-33 0.0346 0.277 0.94 . 0.768 0..371 1.666 0113 0:639 0.581 0.220 4.34. -940 .0:110 A336 , -1.229 0.737, 2.166. 0.678 40OT200-43 0.0451 0.360 1.23 1.002 0.482 1.668 0.146 0.637 0.811 0.311 6.14 1739 0.244 0.436 -1.224 0.734 2.164 0.680 �400f2 :.0:0�66 04, :OAK 5 5a! 5 -1.2C6,; i 67 1 x0:162 - �O 63- I 8' J093.,,A M�, 4 . .1 2, 1037 0.397, -11.88' 3372 OA83 -,0.551-..,A;217 t'0.730 .2,165 0.684 406T260.68 0.0713 0.569 1.94 1.617 0.761 1.685 0.227 0.632 1.485 0.591 11.68 3435 1.412 0.549 16.42 5205 0.965 0.702 -1.2'0'9 0.725 2.168 0.689 4007200 97 j .7qT• J_ �0, 9 1 19 38-- i8 '3337 :i'.Ok �,I.lk 50745 -217-j4696 40OT250-43 0.0451 6.406 1.38 1.193 0.573 1.715 0.268 0.813 0.888 0.324 6.40 1739 0.275 0.799 -1.653 0.970 2.517 0.569 -4007280.54 :0:0566 ,509.' 1.7-3. 1.5-1-1. - 0:720. 1.723 0335 '.0811.',1.205 6.445'.; 8.'8-0-, '.2739... 1.137 12...-3.8 33-720.543 ,1.011. 2.517 0 . V2 460T250-68 0.0713 6.641 2.18 1.628 0:908 1:735. 0.418 0.808 1.652 0.622 1128 3435 1.559 0.574 17.19 5205 1.086 1.289 -1.637 0.961 2.518 0.578 ,4007250.97 01017 A9,13 3:11 .2,824 .* 1J§6 1159 0.�89 >'0.'802:.,2:679 1:649 20:72 -46Q', 2.546 0.965 "28:89`` 7397' '--311'48 :1:886 -•=1:618.1'6i950 2521 0::588 550T125.18'? -0:0188 -0.150 -0.51 --0.627 00223- 2:044--0;018 --0.349- - ---• - 0:018-0:108--0:547-0.354 --2.144 0:935 5567125-27 0.0283 -0:226 0.77 0.948 '-0336 2.046 0.027. 6.348 TA6 OAR 3.79 -372 --,Q:060 '0160 .0.543 . 0.352 : 2J6 0436 . 5507125-30 6.0312 0.250 0.85 1.045 0.370 2.046 0.030 0.347 0.897 0.226 4.47 499 0. 081 0:176 -0.542 0.351 2.145.10.9.3.6. 550T125-33 0.0346 . 0.277 0.94 1.159 ,.0:410 2.046 ,0.033,,.0.346` fb2q 6.270 5.33., 680... 0:110 0.195. -'0;54 A .1,, .350 2.145.*10,936 550T125-43 0.0451 0.360 1.23 1.510 0.533 2.047 0.043 0.344 1.428 0.416 8.23 1504 0.244 0.252 -0.537 0.348 2144' 0.937 5507125-54 0;0566 _0:452 1754 :1.903 0.668 -1052. :0:053....0342'.:1:862 * -0;597 11.80, �2739 1.811 0.535', 16.01: 2980 •_mP.532;. :0.483 0.315 .147 0.939 0.145� � i.. 550T125-68 0.0713 0.569 1.94 2.412 0.839 2.058 0.066 0.339 2.412 0.807 15.95 4347 2.379 0.769 23.02 5350 . . . 0.965 0.397 -0.526 0.341 2.152 0.940 :0 01 , 616i-: ' 3 1: 9 �35k "1047 ' W7:0.564: - : 0' '1 ­ " '2,161'0.943'"' 2. - .5.4,-,0:333', 550T150-27 0.0283 0.241 0 .82 1.059 0.376 2.098 0.046 0.436 0.893 0.207 4.10 372 0.064 0.263 -0.716 0.456 2.259 0.900 ��HiR.36-;' 7b.W12-,-' J 6 .14 ---icq A 550T150-33 0.0346 0.294 1.00 1.295 0.459 2.099 0.055 0.434 1.115 0.310 6.12 680 0.117 0.320 -0.714 0.455 2.259 0.900 550,T1 50-43, .0.001. :0.383 • 1:3Q I i 688 . `7_1-,M,67,0:468 JEK-': -50 .7 :901 550T150-54 0.0566 0.480 1.63 2.128 0.747 2.105 0.089 0.430 2.005 0.628 12.41 2739 1.928 0.54-5 17.81 2980 0.513 0.519 ~ -0.704 0.449 2.261 0.903 56M50766 �05 2.66 .2699 0:939 -2:112 -6At' 0'850;,, 161C%AW: -2.569 '.,b:B64;' -,i.a 28 550T150-97 0.1017 0.862 2.93 3.904 1.333 2.128 0.153 0.421 3.904 1.333 26.35 6730 3.904 1.278 38.27 10197 2.973 0.937 -0.684 0.436 2.275 0.909 5507200-33 0:046 0.329 1:12 1.56`x0.555 ,_.,2.1A `0.0.- f.*�: 0:307; C06 680 - - ". -- -.% - - . j, -,: , w 0..694,.`-'17088-' "70"Id-A"L' 231-6 550T200-43 0.0451 0.428 1.46 2.043 0.722 2.185 0.160 0.611 1.690 0.495 9.79 1504 �1-81-3. 0.290 0.900 ' -1.083 .- - 0'.67-1 2.514 0.814 5507200=54-00566 :,0:537-1:63 i ' `2,191=0199 0.6 09-' - a ... .... .. 11 .9. - .1 ��153�0:6318:86-2980; - 1 ...0:817 6. �b 7 55OT200-68 0.0713 0.676 2.30 3.274 1.139 2.200 0.248 0.606 3.027 0.914 18.06 4347 2.894 0.857 25.67 5350 1.146 1.434 -1.070 0.663 2.521 0.820 567200-97,'-.61*10171�.� 4-9 2*1:-'t.� 8 10• j.4.746! j, . 19 29 3. 91 4 M 10197 11.055 76.B5i, 0 2 529 0;826 550T250-43 0.0451 0.473 1.61 2.399 0.848 2.252 0.295 0.790 1.841 0.516 10.20 1504 0.321 1.643 -1.484 0.899 2.810 0.721 ,55OT250T5 y: -Q 05BR, 9�4 z .657-. <79 66 }.'2980 q: 34 10701A Y24: 55OT250-68 0.0713 0.748 2.54 3.849 1.339 2.269 0.460 0.785 3.338 0.960 18.97 4347 3.173 0.897 26.86 5350 1.267 2.627 -1.470 0.890 2.815 0.727 314 b.7V8730 5:073 FiNN f,`;0.735 6007125 18 1.3 0.0188 0.160 0.54 0.776 0.254 2.204 0.019 0.342 0.019 0.132 -0.528 0.347 2.292 0.947 6607125 2T,. :0.0,283 0.24 Q.0- .1*-i6,6'?-'-Ej61`- . :,� :,, �,:K2 0 06*41 tE 606T125-30 0.0'312- . ., _ -K 0.265 0.90 1.288 0.419 2.204 0.031 0.340 1.095 0.249 4.92 456 .4 -IL -'0.086 0.215 -0.518 0.338 2.289 0.949 60OTi25-33 6��0346 6.24! 16 !OA4 1.428 :465 8. .�0;297.-" 9 �0117''0.238-.:,. -§W-h.47..*.� i9f, §49- P600T125-43 0.0451 0.383 1.30 1.861 0.604 2.205' 0 044 0.337 1.768 9 4 1377 0.260 0.307 -0.513 0.335 2.288 0.950 -6007.125-54' 0.0566: 401480 -.1.63, .2.344, J6.756-5 :2.:299 `0 66 •. -2T28 m i-?41.O 592 ;1 -.4 513.- 0 38 z 56i"' ."P.951, 6007125-68 0.0713 0.605 2.06 2.969 0.950 .2.215 0.067 0.332 2.969 0.916 18.09 4347 2.934 0.858 25.69 5350 1.025 0.483 -0.503 0.329 2.296 0.952 160OTM-97, 0:86 2 :�26:' -54 -- k9 i.it26 -*O�5 b 69 6 9 _?,'305. 0:955 60OT125-118 0.1242 1.052 3.58 5.268 1.637 2.237 0.109 0.322 5.268 1.637 56.32 13539 5.411 0.832 -0.483 0M5 2.311 0.956 600T1660!, 0.&0 087 .._7 I - G.M_..C.O-.-, - . ., .. 4141 6607150-30 0.0312 0.281 0.96 1.434 0.467 2.260 0.051 0.427- 1.159 0.253 5.01 456 I..,6 0.091 0.352 -0.685 0.440 2.400 0.*9, , .60OT150-33. -.;0;0346.:i �6. �,, %. 1:0 6 i jil- -Ndl- 0:4261-• 1 4.3M 99 - .'s:622 ' 0.124 0:340 • -U84- OA39 , :i -Ag 0.919 'Web height -to -thickness ratio exceeds 100. Web stiffeners are required at all support points and concentrated loads. 'Allowable moment Includes cold work of forming. 'Where web height -to -thickness ratio exceeds 260 or flange width -to -thickness ratio exceeds 60, effective properties are not calculated. See AISI SIOO Section BI. Application of these products in a non -composite design shall I be approved by a design professional. - See Table Notes on page 15. HIM! gg-M 1. 9. i, �WIDMIIMII Winuntgor 1MI-OR 3-4 ,� - W -M. 1-7 Map -MV, ScrewCapacities 7. ass -7 . ....... Table Notes Shear mRmnu� --Ou!O'dU Shear 0" 9F!,�46�.6.ver.Shear l-�IU.. .. .1p� . "i IRuIHOut Mver ' 1. Capacities based on AISI SIOO Section E4. 6. Pull-out capacity is based on the lesser of pull-out capacity in 2. When connecting materials of different steel thicknesses or sheet closest to screw tip or tension strength of screw. tensile strengths, use the lowest values. Tabulated values 7. Pull -over capacity is based on the lesser of pull -over capacity for assume two sheets of equal thickness are connected. sheet closest to screw header or tension strength of screw. 3: Capacities are based on Allowable Strength Design (ASD) and 8. Values are for pure shear or tension loads. See AISI Section E4.5 - include safety,factor of 3.0. for combined shear and pull -over. 4. Where multiple fasteners are used, screws are assumed to. 9; Screw Shear (Pss), tension (Pts), diameter, and head.dianneter have a center -to -center spacing of at least 3 times the nominal are from CFSEI Tech Note (F701-12). diameter (d). 1-0. Screw shear strength is the average value, and tension strength 5. Screws are assumed to have a center -of -screw to edge -of -steel is the lowest value listed in CFSEI Tech Note (F701 -12). - dimension of at least 1:5 times the nominal diameter (d) of the 11. Higher values for screw strength (Pss, Pts), may be obtained by screw. specifying screws from a specific manufacturer. Allowable Screw Connection Capacity (lbs) NIDetd nslle � �� i S).4 S 7. ass -7 . ....... . . . . Shear mRmnu� --Ou!O'dU Shear 0" 9F!,�46�.6.ver.Shear l-�IU.. .. .1p� . "i IRuIHOut Mver ' 18 0.0188 33 33 :33-- Te if 24 84 18 33 105 55 38 '57,_--'a'159_ 105 60 33 45 127 27 0:0283, 864 544 663 &0566. 3 3'� 5 96" 50_•'-1-5-9" -`.-162 68 0.0713 :110• 166 30 0.0312 33 33 95 40 140 163 -71.1269 1 ""T 71 ,'7 175 , 118 63 175 127 73 211 ,33 .0.0346 .33 45 151 Al 140 :164 72 195 -177;, 84, 265, A5 :265 .3201. .110 '318 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 124 345 302 144 415 54 0.0566 33 , 45 214 lbo 140 344 118 370 t IN 156 1433� ;424 -18 . 0 -:521 2 . I . 68 0.0713 33 45 214 125 140 426 149 195 523 173 386 557 196 545 600 227 656 97 0.1017 .33 45 2f4 '140 140 426, 195 - 95 54: '246 3B6 77 280 7,75. '1;016,, ,32.4 936 118 0.1242, 33 45 214 140 140 426 195 195 54 301 386, 777 342 775 1.016 396 1.06 54 0.05667,.:-1-50 -65.-' ;,214: •140 140, :..-426 171 195 �534. 198 6 `3B ' .'569 M5 ',,625 613 261' -752, 68 0.0713 50 65 214 140 426 i 95 195 J" 249 3K 777 284 775 866 328 14 OAOO­-:�'.L�d�7-65�, _,214 _140 .4 ­1� 7.19 5 - '54B _�3 86,- ��-777---=405L _-'j �75 �_ . . I 6 lu 0.1�42 65 214 140 140 42 6 195 1 195 548 386 386 777 494 775 1,016 572 1,067 Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for 6. Transverse capacity is loading in perpendicular direction of.the fillet welds and E2.5 for flare groove welds, length of the weld., 2. When connecting materials of different steel thicknesses or, 7. For flare groove welds, the effective throat of weld is --tensile-strengths,-use-the-lowest values.-- ---conservatively-astumed-to-be-less-than-2t-.---- 3. Capacities are based on Allowable Strength Design (ASD). 8. For longitudinal fillet welds, a minimum value of EQ E2.4-1, 4., Weld capacities are based on E60 electrodes. For material E2.4-2, and E2.4-4 was used. thinner than 68 mil 0.030" to 0.035" diameter wire electrodes 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and may provide best results. - - E2.4-4 was used. 5. Longitudinal capacity is considered to be loading in the direction 10. For longitudinal flare groove welds, a minimum' value of i of the length of the weld. EQ E2.5-2 and E2.5-3 was used. Weld capacity for matenal thickness greater than 0.10'requlres engineering judgment to determine leg of welds, Wland W2 T_ M%M AT NO MOR III W, A - d-ph-mcp Allowable Weld Capa4 city (lbs in) Ell Te if W®RK I 43 0.0451 33 45 499 864 544 663 &0566. 3 3'� 5 8 32 68 0.0713 33 45 789 1365 859 1048 977, 1'�I -71.1269 :,; ""T 71 ,'7 - - 54 0.0566 50 65 905 1566 985 1202 68 4013A :_ " 1 197. tJ, 41. 97 - ­ 0.1017 - _,� . 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Pans of Butte and Plumas Counties ADDITION `:2Y1'^✓>ih�^y`"!Pvn_4 <-ieae.•355'�:3SC wk.'Vsi;�'w+ ;!v:i+:: +l �%.9Si*:'i F9 "fAi:M;I.� }i''n°.T. .ti'.':.„�in `iF+' w?.?. �' '.r Map,Unit SymboC n Map dolt Name Acrosln;A01 �` Porcelli of AOI° ` �- 445 Chico loam, 0l0 1 percent 4.5 100.0% slopes I Totals for Area of Interest 4.5 100.0% triNatural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey Page 3 of 3 Engineering Properties RAFE STORAGE BUILDING ADDITION This table gives the engineering classifications and the range of engineering properties for the layers of each soil in the survey area. Hydrologic soil group is a group of soils having similar runoff potential under similar stone and cover conditions. The criteria for determining Hydrologic soil group is found in the National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.egov.usda.gov/OpenNonWebContent.aspx? content=17757.wba). Listing HSGs by soil map unit component and not by soil series is a new concept for the engineers. Past engineering references contained lists of HSGs by sail series. Soil series are continually being defined and redefined, and the list of soil series names changes so frequently as to make the task of maintaining a single national list virtually impossible. Therefore, the criteria is now used to calculate the HSG using the component soil properties and no such national series lists will be maintained. All such references are obsolete and their use should be discontinued. Soil properties that influence - runoff potential are those that influence the minimum rale of infiltration for a bare soil after prolonged welting and when not frozen. These properties are depth to a seasonal high water table, saturated hydraulic conductivity after prolonged wetting, and depth to a layer with a very slow water transmission rate. Changes in soil properties caused by land management or climate changes also rause the hydrologic soil group to change. The influence of ground cover is treated independently. There are four hydrologic soil groups. A. 8, C, and D, and three dual groups, A/D, B/D, and CID. In the dual groups, the first letter is for drained areas and the second letter is for undrained areas. The four hydrologic sail groups are described in the following paragraphs Group A. Soils having a high infiltration rale (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rale of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These sails have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or day layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Depth to the upper and lower boundaries of each layer is indicated t Natural Resources Web Soil Survey 101202017 7�1 Conservation Service National Cooperative Soil Survey Page 1 of 5 Engineering Properties Butte Area, Celifomia, Parte of Butte and Plumes Counties Y RAFE STORAGE BUILDING ADDITION i Texture is given in the standard terns used by the U.S. DepaAment of Agriculture. These terms are defined according to percentages of sand, silt, and Gay in the fraction of the soil that is less than 2 millimeters in diameter. 'Loam,- for 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 Slate 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 englneering 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, iliquid limit, and plasticity index. Soils in group A-1 are coarse grained and low in content of fines (sill 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. i Percentage of 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. Three values are provided to Identify the expected Low (L), Representative Value (R), and 'High (H). 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. Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). 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. Three values are provided to Identify the expected Low (L), Representative Value (R), and I igh (H). References: American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials andimethods of sampling and testing. 24th edition. i t lit Natural Resources Web Soil Survey 1 10282017 Conservation Service National Cooperative Soil Survey i Page 2 of 5 i r' t Engineering Properties—Butte Area, California. Parts of Butte and Plumes Counties RAFE STORAGE BUILDING ADDITION American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. 15''N Natural Resources Web Soil Survey 1012812017 Conservation Service .National Cooperative Soil Survey Page 3 of 5 V u g A hm y L•� T4 p Tn �T �1 NT ryT e"m-m-m'm m o g8 =6 88 $8 8 88 88 s� a a• a d e, a a ma # a+6 d d d d d d d ay �.�I a Id a a d a. d 4� 4 ,% p�pZppBig¢g� R•. � �gg A