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HomeMy WebLinkAboutB16-2465 000-000-000BUTLER , ~ J Date: 10/18/2016 Butler Manufacturing 16-023615-01 Letter, of Certification Time: 04:24 PM , ' r ' Page: I of 2 ' LeteOf -7147=77 rt &;: -77 a, Contact: Troy Ferguson . Project: Efficient Energy Concepts Name: North Valley Building Systems, Inc. ' Builder PO #: 16-974 Address: 30 Seville Court _ a Jobsite: Troxel Road City, State: Chico, California 95928 City, State: Durham, .California 95938 Country: United States County, Country: Butte, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Overall Building Description �I Loads and Codes - Shape: Solar t, City: Durham County: Butte_ State: - California -Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: 10A1SC - ASD Rainfall: 1: 3.30 inches per hour . Based on Building Code: 2012 International Building Code Cold Form: 12AIS1 - ASD `fc: 3000.00 psi Concrete • Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) • " , .Y Dead and'Collateral Loads Roof Live Load 99 4 Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: 2.psf Roof Live Load: 20.00 psf Reducible • Collateral Uplift: 0.00 psf ' Frame Weight (assumed for seismic):2.50 psf 4 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: 61.00 %g Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf Mapped MCE Acceleration: Sl :27.00 %g • .Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 . A Site Class: Stiff soil (D) Wind Enclosure: Free Roof - Clear/Obstr 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: 0.5335 Thermal Nctoi: Unheated - Ct:.1.20 Design Acceleration Parameter: Sd 1: 0.3348 NOT Windbome Debris Region Ground / Roof Conversion: 0.70 Seismic,Design Category: D Base Elevation: 0/0/0 Unobstructed, Slippery ; Seismic Snow Load: 0.00 psf ".Primary Zone Strip Width: 2a:.14/5/0 • _ % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 3/0/0 • Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psf _ Fundamental Period Height Used: 14/5/0 Transverse Direction Parameters r Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 �` F A • Fundamental Period: Ta: 0.2367 - f R -Factor: 3.50 Overstrength Factor: Omega: 2.50 - a'• '' Deflection Amplification Factor: Cd: 3.00 r K Base Shear: V: 0.1524 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 - f!✓J1 1(f Fundamental Period: Ta: 0.1414 80 1 • - n r ' _ t R -Factor: 3.25 Overstrength Factor: Omega: 2.50• �a11'TE Deflection Amplification Factor: Cd: 3.25 • - ,r Base Shear: V: 0.1642 x W ('OUNTY f �f ,• . NOU 07 ?n;r .PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES - DEisE.e ,rA .,;: �-r' REVIEWED FOR SERVInI{ '' CODE COMPLIANCE , A.I. T� DAT E = -` 'BYw .. - ... - -. .may. •f -'� `. .. File: 16-023615-01 Version: 2016.1d ; Butler Manufacturing, a division of BlueScope Buildings North America, Inc. - 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.) Hei ht Hei ht 2 Pitch Pitch Hei ht -Solar 20/0/0 30/0/0 600. 1442 601 14/10/0 14/0/0. .0.500:12 ' Loads and Codes - Shape: Solar t, City: Durham County: Butte_ State: - California -Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: 10A1SC - ASD Rainfall: 1: 3.30 inches per hour . Based on Building Code: 2012 International Building Code Cold Form: 12AIS1 - ASD `fc: 3000.00 psi Concrete • Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) • " , .Y Dead and'Collateral Loads Roof Live Load 99 4 Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: 2.psf Roof Live Load: 20.00 psf Reducible • Collateral Uplift: 0.00 psf ' Frame Weight (assumed for seismic):2.50 psf 4 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: 61.00 %g Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf Mapped MCE Acceleration: Sl :27.00 %g • .Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 . A Site Class: Stiff soil (D) Wind Enclosure: Free Roof - Clear/Obstr 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: 0.5335 Thermal Nctoi: Unheated - Ct:.1.20 Design Acceleration Parameter: Sd 1: 0.3348 NOT Windbome Debris Region Ground / Roof Conversion: 0.70 Seismic,Design Category: D Base Elevation: 0/0/0 Unobstructed, Slippery ; Seismic Snow Load: 0.00 psf ".Primary Zone Strip Width: 2a:.14/5/0 • _ % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 3/0/0 • Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psf _ Fundamental Period Height Used: 14/5/0 Transverse Direction Parameters r Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 �` F A • Fundamental Period: Ta: 0.2367 - f R -Factor: 3.50 Overstrength Factor: Omega: 2.50 - a'• '' Deflection Amplification Factor: Cd: 3.00 r K Base Shear: V: 0.1524 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 - f!✓J1 1(f Fundamental Period: Ta: 0.1414 80 1 • - n r ' _ t R -Factor: 3.25 Overstrength Factor: Omega: 2.50• �a11'TE Deflection Amplification Factor: Cd: 3.25 • - ,r Base Shear: V: 0.1642 x W ('OUNTY f �f ,• . NOU 07 ?n;r .PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES - DEisE.e ,rA .,;: �-r' REVIEWED FOR SERVInI{ '' CODE COMPLIANCE , A.I. T� DAT E = -` 'BYw .. - ... - -. .may. •f -'� `. .. File: 16-023615-01 Version: 2016.1d ; Butler Manufacturing, a division of BlueScope Buildings North America, Inc. - 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.) Hei ht Hei ht 2 Pitch Pitch Hei ht -Solar Bur�Efz Date: 10/18/2016 Buller Manufacturing 16-023615-01 16-023615-01 Letter of Certification . Time: 04:24 PM Page: 2 of 2 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 information for this specific building site. - 1 The design of this 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 of the Standards listed in the Building Code or later editions. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by 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 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 co ction unless specifically agreed to iri the contract documents. . The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract docu s indicated in this letter. OQ� SS/On, EL No. C 82293 �0 Z Exp. 3-31-18, m / c.,q FY6e M Date: t Z`j Engineer's �q%c C'VI\, Engineer in responsible charge ` CF CAL�F�� - i a File: 16-023615-01 _ Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. y 'y Date: 10/18/2016 B[JTLER Butler Manutc4ur a,ng 16-023615-01 Calculations Package Time: 04:10 PM .�..w. _ .. Page: I of 49 Butler Manufacturing Company _ 1540 Genessee Street Kansas City, MO 64102 STRUCTURAL DESIGN DATA Project: Efficient Energy Concepts Name: 16-023615-01 , Builder PO #: 16-974 r r Jobsite: Troxel Road City, State: Durham, California 95938 BiJTTE County: Butte C'01JNTY Country: United States NOV O 7 2016 DEVELOPMENT SERVICES TABLE OF CONTENTS BuildingLoading - Expanded Report.....................................................................................................................................'........ 2 Bracing- Summary Report .................................................................................................. ...................................................... 8. Secondary- Summary Report ................................................................................................................................. .................. 20 Framing- Summary Report..................................................................................... ............ .......................... 28 Covering - Summary Report ..... :........................................................................... .... Appendix................................................................................................................... Lty '9�. ........................ 45 777 No. C 82293 oc Exp.3-31-18 * Iii?S(r„�f6 File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, ,Inc. sur�ER Date: 10/18/2016 Butr Man,f-,u,,ng 16-023615701, Calculations Package Time: 04:1 o PM Page- 2 of 49 Biulding;I oading 'Expandecl,;Report`` Shape: Solar Loads and Codes - Shape: Solar ` al City: Durham County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: I OAISC - ASD Rainfall: I: 3.30 inches per hour; Based on Building Code: 2012 International Building Code • . , Cold Form: 12AISI - ASD Pc: 3000.00 psi Concrete Building Risk/Occupancy Category: ry�II (Standard Occupancy Structure) .: Dead and Collateral Loads ' Collateral Gravity:5.00 psf Frame Weight (assumed for seismic):2.50 psf Collateral Uplift: 0.00 psf Side Type Mag Units Shape Applied to Description A D 2.987 -psf Entire Frm Covering Weight - 26 Butlerib II Unpunched+ Secondary Weight 2.04 Roof A A D 0.950 psf Entire Pur Covering Weight - 26 Butlerib II Unpunched : Roof. A Roof Live Load Roof Live Load: 20.00 psf Reducible Wind Load Wind Speed: Volt: 110.00 (Vasd: 85.21) mph t' Gust Factor: G:1.0000 i Wind Enclosure: Free Roof- Clear/Obstr Least Horiz Dimension: 20/0/0 Height Used: 15/0/0 (Type: Eave) ,4 Base Elevation: 0/0/0 h NOT Windbome Debris Region Primary Zone Strip Width: 2a: 14/5/0 Parts / Portions Zone Strip Width: a: 3/0/0 Velocity Pressure: qz: 30.98 psf qz-- 0.00256 * (1.00) * (110.00)^2 * (1.00) ` Topographic Factor: Kzt: 1.0000 The Envelope Pro_ cedure' is Used ` Directionality Factor: Kd: 0.8500 i % Wind Exposure: C - Kz: 0.849 Basic Wind Pressure: q: 22.35 psf Snow Load Ground Snow Load: pg: 0.00 psf Rain Surcharge: 0.00 Flat t 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 Unobstructed, Slippery Snow Importance: Is: 1.000 Slope Reduction: Cs: 1.00 Ground / Roof Conversion: 0.70 Slope Used: 2 ,386 deg.,( 0.500:12 ) Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Transverse Direction Parameters Mapped MCE Acceleration: Ss: 61.00 %g Ordinary Steel Moment Frames Mapped MCE Aceeleration: SI: 27.00 %g ' Redundancy Factor: Rho: 1.30 Site Class: Stiff soil (D) Fundamental Period: Ta: 0.2367 Seismic Importance: Ie: 1.000 ; R -Factor: 3.50 Design Acceleration Parameter>S,ds: 0.5335 Overstrength Factor: Omega: 2.50 w r Design Acceleratio Parameter: Sd 0.3348 Deflection Amplification Factor: Cd: 3.00 Seisnuic Design Category: D ,1^ 7 "" Base Shear: V: 0.1524x W /o Snow Used'in Seisiruc: 0:00P r, Seisnuc Siiow.Lo2 0.00 psf t� j i, Longitudinal Direction Parameters Diaphragm Condition: Flexible Ordinary Steel Concentric Braced Frames Fundamental `Period.Height Used:,14/5/0: `.:�, Redundancy Factor: Rho: 1.30 tUl��o 'j wy1 Fundamental Period: Ta: 0. 14 80 R -Factor: 3.25 �? ! 3 14 • y� 4, Overstrength Factor: Omega: 2.50 14 Deflection Amplification Factor: Cd: 3.25 JM � -`Base Shear: V:.0.I642x W - File: 16-023615-01 r Version: 2016.1d Butler Manufacturing, a division of BlueScope Buildings North America, Inc.:',• ' Date: 10/18/2016 SUTLER 16-023615-01 Calculations Package Time: 04:10 PM Page: 3 of 49 Side Type Mag Units Shape Applied to Description A E 1.599 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 2.04 + (Includes 5.000 Collateral 2.500 Frame Weight) : Roof: A A E 1.722 psf Entire Brc Seismic: Covering Weight - 26 Butlerib H Unpunched + Secondary Weight 2.04 + (Includes 5.000 Collateral 2.500 Frame Weight) : Roof: A Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Desieo Load Combinations - Framine No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 + CG + <W 1 5 System 1.000 1.0 D + 1.0 CO + 0.6 W2> + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 7 System 1.000 1.0D+1.0CG+0.6W3> +CG+W3> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W3 + CG + <W3 9 System 1.000 1.0 D + 1.0 CG + 0.6 W4> + CG + W4> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W4 + CG + <W4 11 System 1.000 1.0 D + 1.0 CG + 0.6 W5> D + CG +!W5> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W6 +CG+<W6 13 System 1.000 0.6 MW MW -Wall: 1 14 System 1.000 0.6 MW MW - Wall: 2 15 System 1.000 0.6 MW MW - Wall: 3 16 System 1.000 0.6 MW MW - Wall: 4 17 System 1.000 0.6 D + 0.6 CU + 0.6 WI > D +CU+Wl> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 19 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 +CU+<W2 21 System 1.000 0.6 D + 0.6 CU + 0.6 W3> + CU + W 3> 22 System 1.000 0.6 D + 0.6 CU + 0.6 <W3 +CU+<W3 23 System 1.000 0.6D+0.6CU+0.6W4> +CU+W4> 24 System 1.000 0.6 D + 0.6 CU + 0.6 <W4 + CU + <W4 25 System 1.000 0.6 D + 0.6 CU + 0.6 W5> + CU + W 5> 26 System 1.000 0.6 D + 0.6 CU + 0.6 <W6 +CU+<W6 27 System 1.000 1.0D+I.0CG+0.75L+0.45WI> D +CG+L+WI> 28 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D +CG+L+<W1 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 31 System 1.000 1.0D+1.0CG+0.75L+0.45W3> +CG+L+W3> 32 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W3 +CG+L+<W3 33 System 1.000 1.0D+I.0CG+0.75L+0.45W4> +CG+L+W4> 34 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W4 + CG + L + <W4 35 System 1.000 1.0D+I.0CG+0.75L+0.45W5> +CG+L+W5> 36 System 1.000 1.0D+I.0CG+0.75L+0.45<W6 +CG+L+<W6 37 System 1.000 1.0 D+ 1.0 CG+ 0.91F>+0.7EG+ +CG+E>+EG+ 38 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 39 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + CU + Fj + EG - 40 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG - 41 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ + CG + F> + EG+ 42 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 43 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- + CU + Fj + EG - 44 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 45 OW Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ + CG + Fj + EG+ 46 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 47 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + Fj + EG - 48 ONE Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 49 System Derived 1.000 0.6 MWB - Wall: 1 50 System Derived 1.000 0.6 MWl3 Wall: 2 51 System Derived 1.000 0.6 MWB Wall: 3 52 System Derived 1.000 0.6 MWB Wall: 4 File: 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 10/18/2016 BUTLER 16-023615-01 Calculations Package Time: 04:10 PM Page: 4 of 49 53 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG++ 0.91 EB> D + CG + E> + EG+ + EB> ,54' System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> + CG + <E + EG+ + EB> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> + CU + E> + EG- + EB> 58 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> + CU + E> + EG- + EB> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> + CU + <E + EG- + EB> 60 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 61 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 62 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 63 OW Connection 1.000 1.0 D + 1.0 CG + 2.45 EB> + 0.7 EG+ D + CG + EB> + EG+ 64 OW Connection 1.000 0.6 D + 0.6 CU + 2.45 EB> + 0.7 EG- + CU + EB> + EG - 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + Fj + 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 + CG + <E + EG+ + <EB 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + Fj + EG- + <EB 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 <EB + CU + Fj + EG- + <EB 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB + CU + <E + EG- + <EB 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB 73 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ + CG + <EB + EG+ 74 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - 75 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <EB + 0.7 EG+ D + CG + <EB + EG+ -76 OW Connection 1.000 0.6 D + 0.6 CU + 2.45 <EB + 0.7 EG- + CU + <EB + EG - Design Load Combinations - Bracing No. Origin Factor I Application Description 1 System 1.000 1.0 D + 0.6 W 1> + W 1> 2 System 1.000 1.0 D + 0.6 <W 1 + <W 1 3 System 1.000 0.6 MW MW -Wall: 1 4 System 1.000 0.6 MW NfW - Wall: 2 5 System 1.000 0.6 MW MW - Wall: 3 6 System 1.000 0.6 MW NfW - Wall: 4 7 System 1.000 1.0 D + 0.7 E> D + F> 8 System 1.000 1.0 D + 0.7 <E D + <E 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + CG + W 1> 10 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1 > D + CU + W1 > 12 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 13 System Derived 1.000 1.0 D + 1.0 CG + 0.7 F> + 0.7 EG+ D + CG + E> + EG+ 14 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ + CG + <E + EG+ 15 System Derived 1.000 0.6 D + 0.6 CG + 0.7 F> + 0.7 EG- + CG + Fj + EG - 16 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG - Design Load Combinations - Purlin No. On*gln Factor I IApplication Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System 1.000 1.0D+1.0CG+0.6W1> D +CG+Wl> 3 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 4 System 1.000 0.6D+0.6CU+0.6W1> +CU+Wl> 5 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 +CU+<W2 6 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D +CG+L+W1> 7 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 8 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 9 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- + CU + EB> + EG - 10 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 11 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- + CU + <EB + EG - Load File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 10/18/2016 BUTLER , n�,�, Mnnufneturing 16-023615-01. Calculations Package Time: 04:10 PM ._...�...�......_..�..... Page: 5 of 49 n—ion 1-nd r—hinafinnc _ Rnnf _ Panal No. Origin Factor Application Des cri tion 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> +W1> Design Load Combinations - Wall - Panel No. Origin Factor Application Description 1 Svstem 1 1.000 10.6W]> 1W I> No. Origin Factor DefH DefV Application Description 1 System 1.000 0 180 1.0 L System 2 System 1.000 60 180 0.42 W 1> Wl> 3 System 1.000 60 180 0.42 <W 1 <WI 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 W3> W3> 7 System 1.000 60 180 0.42 <W3 <W3 8 System 1.000 60 180 0.42 W4> W4> 9 System 1.000 60 180 0.42 <W4 <W4 10 System 1.000 60 180 0.42 W5> W5> 11 System .1.000 60 180 0.42 <W6 W6 12 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG - 13 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - 14 System Derived 1.000 10 0 1.0 EB> EB> 15 System Derived 1.000 10 0 1.0 <EB kEB nnfl—tin. f .—I C.mhi—finnc - P—lin No. Origin Factor Deflection Application Description . 1 System 1.000 150 1.0 L 2 System 1.000 180 0.42 W 1> Wl> 3 System 1.000 180 0.42 <W2 <W2 Factor I Deflection 1> mons - nool - Factor I Def f 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 ASLA Alternate Span Live Load, Shifted Right AASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L. Live - Notional Left S Snow Load US1* Unbalanced Snow Load 1, Shifted Right *USI Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, 1 Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow -Notional Right <S Snow -Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right <SMS Specified Min. Roof Snow - Notional Left PSI Partial Load, Half Span 1 PS2 Partial Load, Half Span 2 W Wind Load W 1> Wind Load, Case 1, Right <W I Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPB 1 Wind Parallel - Ref B, Case 1 File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, 6 division of B1ueScope Buildings North America, Inc. aurcER Date: 10/18/2016 16-023615-01 Calculations Package Time: 04:10 PM Page: 6 of 49 WPB2 Wind Parallel - Ref B, Case 2 WPC 1 Wind Parallel - Ref C, Case 1 WPC2 -' Wind Parallel - Ref C, Case 2 WPD 1 Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WBI> Wind Brace Reaction, Case I, Right <WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load F> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* 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 I AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <'AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 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 1 <ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle I ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle,2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2' ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load Ul User Defined Load - 1 U2 User Defined Load - 2 U3 User Defined Load- 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB 1 User Brace Reaction - 1 UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 10/18/2016 BL/TLER 16-023615-01 Calculations Package Time: 04:10 PM w.._..._.,...�..,.. Page: 7 of 49 <*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 2 + 4 <*> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. B!lTLER Date: 10/18/2016 .16-023615-01 Calculations Package Time: 04:10 PM Butler Manufacturing --- �--- Page: 8 of 49 MUMS BracingSu�rimary Report: Shape: Solar - Loads and Codes - Shape: Solar City: Durham County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: l OAISC - ASD Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 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 Gravity:5.00 psf Roof Covering + Second. Dead Load: 2.99 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: 61.00 %g Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf Mapped MCE Acceleration: S1: 27.00 %g Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Site Class: Stiffsoil (D) Wind Enclosure: Free Roof- Clear/Obstr " 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: 0.5335 Thermal Factor: Unheated - Ct: 1.20 Design Acceleration Parameter: Shc: 0.3348 NOT Windbome Debris Region Ground /Roof Conversion: 0.70 Seismic Design Category: D Base Elevation: 0/0/0 Unobstructed, Slippery Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 14/5/0 % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 3/0/0 Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psf Fundamental Period Height Used: 14/5/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2367 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1524 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1480 R -Factor: 3.25 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1642 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels, Frames are -laterally supporting:Metal Wall Girts`and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels File: 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope.Buildings North America; jnc. aurcER Date: 10/18/2016 BY1er Man,fa6ur,na16-023615-01 Calculations' Package Time: 04:10 PM �..,._...,.w...�.... Page:' 9 of 49 Design Load Combinations - Bracing No. Origin Factor I Application Description 1 System - 1.000 1.0 D + 0.6 W 1> + W 1> 2 System 1.000 1.0 D + 0.6 <W 1 D + <W1 3 System 1.000 0.6 MW MW - Wall: 1 4 System 1.000 0.6 MW MW - Wall: 2 5 System 1.000 0.6 MW MW - Wall: 3 6 System 1.000 0.6 MW MW - Wall: 4 7 System 1.000 1.0 D + 0.7 E> D + F> 8 System 1.000 1.0 D + 0.7 <E D + <E 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 10 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 11 System Derived 1.000 0.6D+0.6CU+0.6W1> D +CU+W1> 12 " System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 + CU + <W l 13 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ + CG + Fj + EG+ 14 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ + CG + <E + EG+ 15 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- + CG + E> + EG - 16 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- + CG + <E + EG - File' 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. t t ' File' 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. t aur�EEz Date: 10/18/2016 16-023615-01 Calculations Package Time: 04:10 PM Page: 10 of 49 x n:fl..nnsi R i..o U.—h— n....., Ca.mmo Rnnf A Mem. Bracing Length Angle Design I Seismic I Stress Stress Governing Design Comment No. Shape ft weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Axial k Factor I Factor I Ratio I Load Case Status 1 R 0.375 34.0133.9 -0.84 1.0000 1.0000 0.328 0.6MW Wall 1 passed 2 R 0.375 34.01 33.9 0.00 1.0000 1.0000 0.000 1 0.6D+0.6CU+0.6<W 1 passed Mem. End I Diagonal Connection Design Information 1 Left Clevis Connection Per DP 3.15.2, SQW 5.0x5.00.375, Design angle = 33.0 deg, flange offset = 7.164 in., SQW To Web and Clip Weld 3/16" 1 - side Fillet Right Slot: Web Thk = 0.134, Load Case 0.61AW Wall 1, Factored F = 0.84, 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 0.6D+0.6CU+0.6<W l , Factored F = 0.00, 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 Clevis Connection Per DP 3.15.2, SQW 5.Ox5.Ox0.375, Design angle = 33.0 deg, flange offset = 7.164 in., SQW To Web and Clip Weld 3/16" 1 - side Fillet File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Bur�Eiz Date: 10/18/2016 16-023615-01 Calculations Package Time: 04:10 PM Page: 11 of 49 II x Diagonal Bracing Member DP%iPn Summarv: Sidewnll 2 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment ' No. Shape R web -flange 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 R 0.375 32.16 25.8 -1.28 1.0000 1.0000 0.500 0.6MW Wall 3 passed 2 R0.375 32.16 25.8 0.01 1.0000 1.0000 0.003 1.OD+I.00G+0.6<Wl passed Mem. End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 1.42, E factor = 2.000, 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+I.00G+0.7<E+0.7EG+, Factored F = 1.42, E factor = 2.000, 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 = 0.01, E factor = 2.000, 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+0.7E>+0.7EG+, Factored F = 0.01, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 10/18/2016 BL/TLER -------,�,�,�„,� 16-023615-01 Calculations Package Time: 04:10 PM Page: 12 of 49 Portal Frame to Main Frame Connection Design Information Wall 4 bay 1 Left Portal Clip Design Left Main Frame Clip Design 1 row of(2) 0.750” A325T 1 row of(2) 0.750" A325T 3MZE0440607000002B 3MZE0740614600002B Horizontal Shear 1.00 Horizontal Shear. 1.00 Vertical Shear 0.00 Vertical Shear 0.00 Bolt Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.04 PASSED. Bolt Group Shear Strength Ratio 0.04 PASSED. Clip Buckling Min Thickness 0.144 PASSED. Clip Buckling Min Thk has S na PASSED. Clip Weld Fillet Both Sides 0.188 PASSED. Clip Weld Fillet One Side 0.188 PASSED. Web Rupture Min Thickness na PASSED. Web Rupture Min Thickness 0.003 PASSED. Right Portal Clip Design Right Main Frame Clip Design 1 row of 2 0.750" A325T 1 row of(2) 0.750" A325T 3MZE0440607000002B 3MZE0740614600002B Horizontal Shear 1.00 Horizontal Shear 1.00 Vertical Shear 0.00 Vertical Shear 0.00 Bolt,Group Coefficient 2.00 Bolt Group Coefficient 2.00 Bolt Group Shear Strength Ratio 0.04 PASSED. olt Group Shear Strength Ratio 0.04 PASSED. Clip Buckling Min Thickness 0.144 PASSED. Clip Buckling Min Thk has S na PASSED. Clip Weld Fillet Both Sides 0.188- PASSED. Clip Weld Fillet One Side 0.188 PASSED. Web Rupture Min Thickness na PASSED. Web Rupture Min Thickness 0.003 PASSED. File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 10/18/2016 BUTLER • Butter Manufacturin016-023615-01 Calculations Package Time: 04:10 PM .....�...._..w.�...�.... Page: 13 of 49 Frame Cross Section: B �M x Dimension Key 1 8" 2 l'-0 1/2" Frame Clearances Horiz Clearance between members 1(CX004) and 4(CX004): 26'-2" " Vert. Clearance at member 1(CX004): 12'-9 3/16' Vert. Clearance at member 4(CX004): 12'-9 3/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER 16-023615-01 Calculations Package Frame Location Design Parameters: Date: 10/18/2016 Time: 04:10 PM Page: 14 of 49 1 0/0/0 1 0/0/0 [Portal Frame 1 0.0000 1 1 - I Automatic Desien I Design Load Combinations - Framing No. Ori ' Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1' D + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 W3> + CG + W3> 8 System 1.000 1.6 D + 1.0 CG + 0.6 <W3 +CG+<W3 9 System 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W4 + CG + <W4 11 System 1.000 1.0 D + 1.0 CG + 0.6 W5> + CG + W5> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W6 + CG + <W6 13 System 1.000 0.6 MW MW - Wall: 1 14 System 1.000 0.6 MW NIW - Wall: 2 15 System 1.000 0.6 MW N4W - Wall: 3 16 System 1.000 0.6 MW MW - Wall: 4 17 System 1.000 0.6D+0.6CU+0.6W1> D +CU+Wl> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 19 System 1.000 0.6 D + 0.6 CU + 0.6 W2> +CU+W2> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 21 System 1.000 0.6D+0.6CU+0.6W3> +CU+W3> 22 System 1.000 , 0.6 D + 0.6 CU + 0.6 <W3 + CU + <W 3 23 System 1.000 0.6 D + 0.6 CU + 0.6 W4> + CU + W4> 24 System 1.000 0.6 D + 0.6 CU + 0.6 <W4 + CU + <W4 25 System 1.000 0.6 D + 0.6 CU + 0.6 W5> + CU + W 5> 26 System 1.000 0.6 D + 0.6 CU + 0.6 <W6 + CU + <W6 27 System 1.000 1.0D+1.0CG+0.75L+0.45W1> +CG+L+W1> 28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 + CG + L + <W 1 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 +CG+L+<W2 31 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W3> +CG+L+W3> 32 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W3 +CG+L+<W3 33 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W4> +CG+L+W4> 34 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W4 + CG + L + <W4 35 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W5> +CG+L+WS> 36 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W6 +CG+L+<W6 37 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 38 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 39 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + CU + F> + EG - 40 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG - 41 Special. 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ + CG + F> + EG+ 42 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 43 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- + CU + E> + EG - 44 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 45 ONE Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + F> + EG+ 46 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 47 OMT Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + F> + EG - 48 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG_ - + CU + <E + EG - 49 System Derived 1.000 0.6 MWB MWB - Wall: 1 50 System Derived 1.000 0.6 MWB MWB - Wall: 2 51 System Derived 1.000 0.6 MWB MWB - Wall: 3 52 System Derived 1.000 0.6 MWB MWB - Wall: 4 53 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB> D + CG + F> + EG+ + EB> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> + CG + F> + EG+ + EB> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB>. D + CG + <E + EG+ + EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> + CU + F> + EG- + EB> 58 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> + CU + F> + EG- + EB> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> + CU + <E + EG- + EB> 60 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> + CU + <E + EG- + EB> File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings.North America, Inc. aur�ER Fig Width • 1 1 ' Date: 10/18/2016 Depthl Depth2 16-023615-01 Calculations Package Time: 04:10 PM Fig Fy Web Fy Splice Codes Shape No. in. in. in. Page: 15 of 49 5 61 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ + CG + EB> + EG+ R.2 62 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 9.00 63 OW Connection 1.000 1.0 D + 1.0 CG + 2.45 EB> + 0.7 EG+ D + CG + EB> + EG+ BP 64 ONE Connection 1.000 0.6 D + 0.6 CU + 2.45 EB> + 0.7 EG- D + CU + EB> + EG - 0.1345 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB + CG + Fj + EG+ + <EB r 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 0.1875 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 <EB + CG + <E + EG++ <EB 55.00 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB + CG + <E + EG+ + <EB 6.00 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + Fj + EG- + <EB 209.7 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 <EB - + CU + F> + EG- + <EB 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB _ + CU + <E + EG- + <EB 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+ + CG + <EB + EG+ 74 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- r + CU + <EB + EG- + 75 OMT Connection 1.000 1.0 D + 1.0 CG + 2.45 <EB + 0.7 EG+ D + CG + <EB + EG+ 76 ONE Connection 1.000 0.6 D + 0.6 CU + 2.45 <EB + 0.7 EG- + CU + <EB + EG - Frame Member Sues 3 Mem. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi it.l R.2 1 6.00 0.2500 0.1345 9.00 9.00 13.75 209.7 55.00 55.00 BP KN 3P 2 5.00 0.1875 0.1345 9.00 9.00 13.82 143.9 55.00 55.00 KN ,SS 3P 3 5.00 0.1875 0.1345 9.00 9.00 13.82 143.9 55.00 55.00 KN SS 3P 4 6.00 0.2500 0.1345 9.00 9.00 13.75 209.7 55.00 55.00 BP KN 3P Total Frame Weight = 707.2 (p) (includes all plates) u�,�aAry r��acr;,,� cmmar., MemberX-Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 4 0/0/0 29/0/0 0/0/0 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 File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER 16-023615-01 Calculations Package Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: B Date: 10/18/2016 Time: 04:10 PM Page: 16 of 49 Type Exterior Column , Exterior Column X -Loc 0/0/0 29/0/0 Grid -Grid2 B-1 B-2 Base Plate W x L (in.) 8 X] 0 8 X 10 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-01, Load Type Desc.` Hx Vy Hx V D Frm 0.04 0.33 -0.04 0.33 CG Frm - - - - L> Frm <L Frm Wl> Frm <W1 Frm W2> Frm <W2 Frm - W3> Frm <W3 Frm W4> Frm <W4 Frm W5> Fnn <W6 Frm MW Frrn MW Frin MW Frm MW Frm CU Frm L Frm F> Frm EG+ Frm <E Frrn EG- Frm MWB Brc -1.15 -1.18 -1.15 1.18 MWB Brc - - - - MWB Brc 0.19 0.20 0.19 -0.20 MWB Brc - - - - EB> Brc -0.53 -0.54 -0.53 0.54 <EB Brc 0.09 0.09 0.09 -0.09 File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc: BUTLER eY1er �ar,,� 16-023615-01 Calculations Package Sum of forces with Reactions Check - Framing Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 0.7 0.7 CG 0.0 0.0 0.0 0.0 L> 0.0 0.0 0.0 0.0 <L 0.0 0.0 0.0 0.0 W1> 0.0 0.0 0.0 0.0 <WI 0.0 0.0 0.0 0.0 W2> 0.0 0.0 0.0 0.0 <W2 0.0 0.0 0.0 0.0 JW3> 0.0 0.0 0.0 0.0 <W3 0.0 0.0 0.0 0.0 W4> 0.0 0.0 0.0 0.0 <W4 0.0 0.0 0.0 0.0 W5> 0.0 0.0 0.0 0.0 <W6 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 0.0 0.0 I-> 0.0 0.0 0.0 0.0 EG+ 0.0 0.0 0.0 0.0 <E 0.0 0.0 0.0 0.0 EG- 0.0 0.0 0.0 0.0 MWB 2.3 2.3 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0:4 0.4 0.0 0.0 MWB 0.0 0.0 0.0 0.0 EB> 1.1 1.1 0.0 0.0 <EB 0.2 0.2 0.0 0.0 Maximum Combined Reactions Summarywith Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. Date: 10/18/2016 Time: 04:10 PM Page: 17 of 49 X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom cew Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std k OS -0.1875 k B-2 k 0.375 k 10 k) 4 (in -k) 5.0 (in -k Std 0/0/0 B-1 0.91 62 1 0.19 73 0 29/0/0 0.95 1.29 0.75 62 0.48 73 0.95 1.29 61 61 29/0/0 B-2 0.97 61 0.13 74 0.12 51 1.28 61 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4*droll) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole . Welds to Welds to Load Shear No. in. in. in. Shear Rods in. in. in. Type Flange Web 0/0/0 B-1 1 0.375 8 10 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 29/0/0 B-2 4 0.375 8 10 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loadine Base Plate Connection Strength Ratios X -Loc Maximum Shear Case I Maximum Tension Case I Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Shear Comp Case k k Case k k Case k k Case k k k Case 0/0/0 0.93 -0.76 62 0.93 -0.76 62 0.19 0.49 73 29/0/0 0.041 61 0 29/0/0 0.95 1.29 61 0.12 -0.12 51 0.95 1.29 61 61 0.018 61 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.040 62 0.020 62 0 0 0.006 73 0.021 62 0.007 73 0.009 62 0.037 62 29/0/0 0.041 61 0.003 51 0 0 0.015 61 0.003 51 0.017 61 0.018 61 0.038 61 File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America,'Inc. BL/TLER 16-023615-01 Calculations Package Web Stiffener Summary Date: 10/18/2016 Time: 04:10 PM Page: 18 of 49 Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gagesln/Out ft in. ID Desc. in. in. in. No. Description I 1 S3 12.97 8.500 N/A N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 4 1 S3 12.97 8.500 N/A N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions I Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint Gagesln/Out Confi ratio Pitches lst/2nd Confi ration Pitches lst/2nd ID Desc. in. ID Desc. in. No. No. (in -k) in. in. in. in. Yieldin in. 1 2 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 2 1 KN(Face)' 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 3 1 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 4 2 KN(Face) 0.375 6.00 14.50 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 Moment Connections: Outside Flange 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 Yieldin Rupture Tearing Weld Weld 1 2 63 -0.0 1.5 214.4 AISC DG-161Thin plate 0.376 0.020 0.825 0.324 0.479 0.019 0.959 0.516 2 1 63 -0.0 1.5 214.4 AISC DG-16/Thin plate 0.376 0.020 0.825 0.324 0.479 0.019 0.959 0.516 3 1 63 -0.0 1.5 214.4 AISC DG-16/Thin plate 0.375 0.020 0.828 0.324 0.479 0.019 0.848 0.516 4 2 63 -0.0 1.5 214.4 AISC DG-16/Thin plate 0.375 0.020 0.828 0.324 0.479 0.019 0.848 0.516 Inside Flange Required Strength Design Strength Ratios Mem. it. Ld Axial Shear Moment Bolt Bolt I Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 64 -0.0 1.3 205.9 AISC DG-16/Thin plate 0.361 0.017 0.793 0.324 0.479 0.016 0.959 0.516 2 1 64 -0.0 1.3 205.9 AISC DG-16/Thin plate 0.361 0.017 0.793 0.324 0.479 0.016 0.959 0.516 3 1 64 -0.0 1.3 205.9 AISC DG-16/Thin plate 0.360 0.017 0.796 0.324 0.479 0.016 0.814 0.516 4 2 64 -0.0 1.3 205.9 AISC DG-16/Thin plate 0.360 0.017 0.796 0.324 0.479 0.016 0.814 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) Flanee Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case I Design Note 1 4 0/0/0 0/0/0 0/0/0 0/0/0 HFB3060 HFB3060 0.000 0.000 1 1 Mom -y Frame Desien Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) Parameters Used for Axial and Flexural Desien Mem. Controlling Cases Require Strength Available Strength Stren 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 I Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 14.29 1 13.00 9.00 49 172.30 0.7 1.00 108.0 0.0 136.7 2 451.9 122.8 0.24 314.0 1 10.83 9.00 3.91 49 1.56 0.7 2.38 0.03 75.87 21.4 1.00 1.11 0.88 0.03 2 2.56 9.00 49 314.0 0.0 0.94 92.6 0.0 100.2 1.56 107.3 58.4 0.86 75.87 2 11.28 9.00 0.88 49 4 -0.7 155.96 156.0 156.0 21.1 1.50 64.32 9.00 0.03 3 2.56 9.00 49 172.30 0.0 1.00 -92.6 0.0 100.2 107.3 58.4 0.86 3 11.28 9.00 49 -0.7 21.1 0.03 4 13.00 9.00 49 -0.7 -108.0 0.0 54.8 451.9 122.8 0.25 4 10.83 9.00 49 0.7 21.4 0.03 Parameters Used for Axial and Flexural Desien Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy ' Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 13.00 155.96 156.0 156.0 4.14 1.50 64.32 9.00 14.29 3.00 15.55 4.54 0.07 172.30 1.68 1.00 1.09 0.94 1.00 2 2.56 314.00 314.0 314.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 2.27 1.00 1.11 0.88 1.00 3 2.56 314.00 314.0 314.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 2.27 1.00 1.11 0.88 1.00 4 13.00 155.96 156.0 156.0 4.14 1.50 64.32 9.00 14.29 3.00 15.55 4.54 0.07 172.30 1.66 1.00 1.09 0.94 0.97 File: 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 10/18/2016 BUTLER 16-023615-01 Calculations Package Time: 04:10 PM Page: 19 of 49 Deflection Load Combinations - Framin No. Origin Factor DefH Defy I Application Description 1 System 1.000 0 180 1.0 L 2 System 1.000 60 180 0.42 Wl> Wl> 3 System 1.000 60 180 0.42 <W 1 <W l 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 W3> W3> 7 System 1.000 60 180 0.42 <W3 <W3 8 System 1.000 60 180 0.42 W4> W4> 9 System 1.000 60 180 0.42 <W4 <W4 10 System 1.000 60 180 0.42 W5> W5> 11 System 1.000 60 180 0.42 <W6 <W6 12 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG - 13 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - 14 System Derived 1.000 10 0 1.0 EB> EB> 15 System Derived 1.000 10 0 1.0 <EB <EB Controlling Frame Deflection Ratios for Cross Section: B Description Ratio I Deflection in.) IMemberl Joint I Load Case I Load Case Description Max. Horizontal Deflection H/161 0.993 1 1 1 2 1 14 1 EB> • Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections ofprimary 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. Y Frame Lateral Stiffness (K): 1.071 (k/in) Fundamental Period (calculated) (T): 0.816 (sec.) File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Ori Date: 10/18/2016 Application ,. - - •16-023615-01 Calculations Package Time: 04:10 PM eut�,�o���,� �a v- System 1.000 , 1.0 D + 1.0 CG + 1.0 L , Page: 20 of 49 rySummary Report 1.000 1.0 D +.1.0 CG + 0.6 W l> ' ` • Loads and Codes - Shape: Solar i - System City: Durham County: Butte State: California -_ Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: ' IOAISC - ASD ` Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 Intemational Building Code I ICold Form: 12AISI - ASD Pc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard I Occupancy Structure) - System, 1.000 0.6D+0.6CU+0.6<W2• +CU+<W2 Dead and Collateral Loads r Roof Live Load Collateral Gravity:5.00 psf Roof Covering + Second. Dead Load: 2.99 psfY r Roof Live Load: 20.00 psf Reducible Collaferal Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf 1.0 D+1.O.CG+0.75L+0.45<W2 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 ` -e Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf '+. a: Mapped MCE Acceleration: Ss: 61.00 %g Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf t : , ` Mapped MCE Acceleration: S1: 27.00 %g ` Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 - Site Class: Stiff soil (D) - - Wind Enclosure: Free Roof - Clear/Obstr 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: 0.5335 Thermal Factor: Unheated - Ct: 1.20 .. .i Design Acceleration Parameter: Sill: 0.3348 NOT Windbome Debris Region Ground / Roof Conversion: 0.70Seismic Design Category: D Base Elevation: 0/0/0 Unobstructed, Slippery _'. ? Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2ai 14/5/0 % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 3/0/0 . " Diaphragm Condition: Flexible - Basic Wind Pressure: q: 22.35 psf 1 -a Fundamental Period Height Used: 14/5/0 T Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: -1.30 Fundamental Period: Ta: 0.2367 R -Factor: 3.50 t Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 - - Base Shear: V: 0. 15 24 x W YLongitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 - Fundamental Period: Ta: 0.1480 R -Factor: 3.25 , 4 ' Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.25 Base Shear: Y: 0.1642 x W No. Ori Factor Application ,. - - Description 1 System 1.000 , 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System 1.000 1.0 D +.1.0 CG + 0.6 W l> ' ` • + CG +,W 1> 3 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 4 System 1.000 0.6 D + 0.6 CU + 0.6 WI > ; � + CU + W 1> ' 5 System, 1.000 0.6D+0.6CU+0.6<W2• +CU+<W2 6 Systeme 1.000 1.0D'+I.0CG+0.75L+0.45,WI> +CG+L+WI> 7 System 1.000 1.0 D+1.O.CG+0.75L+0.45<W2 +CG+L+<W2 8 System Derived 1.000 1.0 D + 1.0 CG .+ 0.7 EB> + 0.7 EG+ + CG + EB> + EG+ 9 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 10 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+' D + CG + <EB + EG+ 11 S stem Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- + CU + <EB + EG - Design Load Combinations - Girt - .- I File: 16-023615-01 Version: 2016.1d `+ Butler Manufacturing, a division of BlueScope Buildings North Arrlerica, Inc. eur�ER Date: 10/18/2016 16-023615-01 Calculations Package Time:04:1O PM Page: 21 of 49 Deflection Load Combinations - Purlin No. Origin Factor Deflection Application Description 1 System 1.000 150jl,�,.4( L 2 System 1.000 1802Wl> WI>3 S stem 1.000 1802 <W2 %2 action Load Combinations - Girt Origin FoDeflection Application Description System 1 1.000 1 90 10.42 WI> 1> -71 :> , 7777777777' Ir File: 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 10/18/2016 BUTLER Butler Ma -u acturing• 16-023615-01 Calculations Package ` Time: 04:10 PM _.. Page: 23 of 49 w —4 Walli=_ 7 7 1 } Dimension Key 61' +1 s�t .. •,•�' ' - ,. t. - ••� ~' • -., . • + • • r .. : may., ' • pis • ; j. � - _ _ • I 17 :• ' 4 File: 16-023615-01'Version: 2016.1d • ' . Butler Manufacturing, a division of BlueScope Buildings North America,<Inc: - ., J 1. �. r S J - T • a ,� '-r 1 .' , - + � - r ' � { _ y Date: 10/18/2016 . , ° BUTLER - ~ • —16-023615-01 Calc'ulatio`ns Package Time: 04:10 PM - Page: 25 of 49 t . , IV J { ♦M t , • I ' t 1 x r J - - .' /,^ � 1, ; t ' ' + • - .(„ ^ . Dimension Key 1 6" ' Fr 14 File: 16-023615-01'. cl, Version: 2016.1d' Butler Manufacturing, a'division of B1ueScope Buildings North America, Inc: i Len Description - Fy(ksi) Design Detail Lap i Exterior % % % % i Lap % % i % Ld Y % % I % Ld i 21x ft Maximum Secondary Designs for Sha pe Solar on Side A Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % I % Ld Lap Id ft I Status in. Bnd Shr Cmb I Wcp Cs in. Bnd Shr Cmb. Wcp Cs Bnd Shr Cmb Wcp Cs in. 1,1 30.00 8.50x0:088 Z Sim -60.0 Yes 0.0 0.92 0.00 0.00 0.00 7 2,1 30.00 8.50x0.060 EZ Sim -60.0' Yes 0.0 0.73 0.00 0.00 0.00 7, 3,1 30.00 8:500.060 EZ Sim -60.0. Yes 0.0 0.73 0.00 0.00 0.00 7 Maximum Sec ndary Deflections for Shape Solar on Side A Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 1.98 (L/175 ) 15.00 1 1.01 2 1 . -1.20 (L/290 ) 15.00 1 LOL 3 1 -1.20 L/289 15.00 - 1 1.01, File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. r eurcER Thickness Load(psf) Ld Case Date: 10/18/2016 Length Simple? Diaphragm Width 16-023615-01 Calculations Package Actual Defl Time: 04:10 PM Butbr Manufacturing -17.94 I 7 30.00 Y 20 09 1.000 0.134 AR, STD Page: 27 of 49 . _ Purlin Anchorage Forces for Shape Solar Roof A Panel Type is BRU Pitch = 0.500:12 AR Clip if re 'd - EPC3 Shr Stress Ratio 1(0.00) Frame 0.36U 0.04U (k) 0.22 0 0,0 1.673 5.115 0.086 0.014 0.167 2(30.00) Frame 0.36U 0.04U k 0.22 0 0,0 1.673 5.115 0.086 0.014 0.167 Bay Thickness Load(psf) Ld Case #Purlins Length Simple? Diaphragm Width Allowable Defl Actual Defl 1 0.088 -17.94 I 7 30.00 Y 20 09 1.000 0.134 Reference Located @ Force per Anch. Force per Anch. Allow Req'd AR Actual Required Available Diaphragm Diaphragm Diaphragm Frm-Line Lin k Anchor Anchors AR, STD Stiffness Stiffness Allow Shr Stress Ratio 1(0.00) Frame 0.36U 0.04U (k) 0.22 0 0,0 1.673 5.115 0.086 0.014 0.167 2(30.00) Frame 0.36U 0.04U k 0.22 0 0,0 1.673 5.115 0.086 0.014 0.167 6 File: 16-023615-01 Version: 2016. 1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. ' BUTLER - Date:. 10/18/2016 '16-023615-01 Calculations Package Time: o4:loPM a�„�,�e�,,x,�,,�a Page: 28 of 49 -_SummaryReptirtMIMI - Loads and Codes - Shape: Solar - City: Durham County: Butte _ State: California Country: United States `Building Code: California Building Standards Code - 2013 Edition Structural: 1 OAISC - ASD Rainfall:, I: 3.30 inches per hour Based on Building Code: 2012 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 Gravity:5.00 psf Roof Covering + Second. Dead Load'., 2.99 psf : Roof Live Load: 20.00 psf Reducible ' Collateral Uplift: 0.00,psf Frame Weight (assumed for seismic):2.50 psf - • , t. ` 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: 61.00 %g Wind Exposure: C - Kz: 0.849 Design, Snow (Sloped): ps: 0.00 psf '• w Mapped MCE Acceleration: Sl: 27.00 %g t Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Site Class: Stiff soil (D) . Wind Enclosure: Free Roof- Clear/Obstr 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: 0.5335 ' Thermal Factor: Unheated' Ct: 1:20 Design Acceleration Parameter: Sd1: 0.3348 NOT Windbome Debris Region Ground /Roof Conversion: 0.70 Seismic Design Category: D Base Elevation: 0/0/0 Unobstructed, Slippery • Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 14/5/0 r % Snow Used in Seismic: 0.00 Parts/ Portions Zone Strip Width: a: 3/0/0 Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psf Fundamental Period Height.Used: 14/5/0 o t Transverse Direction Parameters Ordinary Steel Moment Frames' r t Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2367 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 •. Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1524 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames r - Redundancy Factor: Rho: 1.30 ` Fundamental Period: Ta: 0.1480 . R -Factor: 3.25 Overstrength Factor: Omega: 2.50 ' Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1642 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels - Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels File: 16-023615-01 y ;'' Version: 2016.1d ' Butler Manufacturing, a division of B1ueScope Buildings North America, Inc:. I surcER Date: 10/18/2016 16-023615-01 Calculations Package Time: 04:10 PM .....r... �. Page: 29 of 49 E Frame Cross Section: 1 Dimension Key 1 8 1/2" 2 2 @ 2'-6 1/8" Frame Clearances Horiz Clearance between members l(CX001) and 4(CX002): 16'-7" Vert. Clearance at member 1(CX001): 13'-3 1/8" Vert. Clearance at member 4(CX002): 12'-6 13/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 10/18/2016 BUTLER � 16-023615-01 Calculations Package Time: 04:10 PM Page: 30 of 49 Location I Avg. Bay Space I Description I Angle I Group Trib. Override I Desigi Status 0/6/0 1 15/0/0 Solar Rigid Endwall #I EW 1 1 90.0000 Automatic Design 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W l> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W l D + CG + <W1 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 + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 W3> + CG + W3> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W3 + CG + <W3 9 System 1.000 1.0 D + 1.0 CG + 0.6 W4> + CG + W4> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 11 System 1.000 1.0D+I.0CG+0.6W5> +CG+W5> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W6 D + CG + <W6 13 System 1.000 0.6 MW MW -Wall: 1 14 System 1.000 0.6 MW MW - Wall: 2 15 System 1.000 0.6 MW MW - Wall: 3 16 System 1.000 0.6 MW MW - Wall: 4 17 System 1.000 0.6D+0.6CU+0.6W1> +CU+W1> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 19 System 1.000 0.6 D + 0.6 CU + 0.6 W2> +CU+W2> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 +CU+<W2 21 System . 1.000 0.6D+0.6CU+0.6W3> +CU+W3> 22 System 1.000 0.6 D + 0.6 CU + 0.6 <W3 +CU+<W3 23 System 1.000 0.6 D + 0.6 CU + 0.6 W4> + CU + W4> 24 System 1.000 0.6 D + 0.6 CU + 0.6 <W4 + CU + <W4 25 System 1.000 0.6 D+ 0.6 CU+ 0.6W5> D +CU+W5> 26 System 1.000 0.6 D + 0.6 CU + 0.6 <W6 +CU+<W6 27 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D +CG+L+Wl> 28 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D +CG+L+<W1 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 31 System 1.000 1.0D+I.0CG+0.75L+0.45W3> +CG+L+W3> 32 System 1.000 1.0D+I.0CG+0.75L+0.45<W3 +CG+L+<W3 33 System 1.000 1.0D+I.0CG+0.75L+0.45W4> +CG+L+W4> 34 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W4 + CG + L + <W4 35 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W5> + CG + L + W5> 36 System 1.000 1.0 D+ 1.O CG+ 0.75 L+0.45<W6 +CG+L+<W6 37 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + Ej + EG+ 38 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + CG + <E + EG+ 39 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + CU + Ej + EG - 40 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG - 41 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ + CG + Ej + EG+ 42 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ + CG + <E + EG+ 43 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + F> + EG - 44 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- + CU + <E + EG - 45 ONE Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + E> + EG+ 46 ONE Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 47 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- + CU + E> + EG - 48 OW Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- + CU + <E + EG - 49 System Derived 1.000 0.6 MWB MWB -Wall: 1 50 System Derived 1.000 0.6 MWB MWB - Wall: 2 51 System Derived 1.000 0.6 MWB MWB - Wall: 3 52 System Derived 1.000 0.6 MWB MWB - Wall: 4 53 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> + CG + F> + EG+ + EB> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + Ej + EG+ + EB> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 58 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> + CU + Ej + EG- + EB> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> + CU + <E + EG- + EB> 60 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> + CU + <E + EG- + EB> File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Mem. Fig Width Fig Thk s Depthl Depth2 Length Weight Fig Fy Web Fy R Codes Shape No. in. �ur�Err in. in. Date: 10/18/2016 ft) (P) 16-023615-01 Calculations Package -Time:04:10 PM Butler Manufacturing R.2 1. 5.00 0.1345 0.1345 12.00 12.00 Page: 31 of 49 159.0 61, . R _"Special _ . 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ ^ + CG + EB> + EG+ 2 5.00 62 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- + CU + EB> + EG - 80.2 55.00 ' 63 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + Fj + EG+ + <EB 5.00 0.1345 64 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 55.00 55.00 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 0.1345 0.1345 66- System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB + CG + <E + EG+ + <EB 55.00 ' 67 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB + CU + E> + EG- + <EB 68 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB + CU + Fj + EG- + <EB 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB + CU + <E + EG- + <EB 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 71 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ + CG + <EB + EG+ 72 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- - + CU + <EB + EG- Framo Mom6nr S:vnc Mem. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (P) (ksi ksi Jt.I R.2 1. 5.00 0.1345 0.1345 12.00 12.00 14.09 159.0 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 9.66 80.2 55.00 ' 55.00 KN SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 8.90 74.1 55.00 55.00 SS KN 3P 4 5.00 0.1345 0.1345 12.00 12.00 - 13.32 151.7 55.00 55.00 BP KN 3P Total Frame Weight = 465.0 (p) ' (Includes all plates) Boundary Condition Summar Member X -Loc Y -Loc Supp. X Supp. Y Moment Dis lacement X in. Displacement Yin. Displacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 4 _ 20/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 } r i File: 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLERDate: 10/18/2016 2? 16-023615-01 Calculations Package Time: 04:10 PM Page: 32 of 49 Values shown are resisting forces of the foundation. ; Base Connection Design is Based on 3000.00 (psi) Concrete Reartinne - iTnfnetnred r.nad T- nt Frame (rues Certinne 1 Type Exterior Column X -Loc 0/0/0 Gridl -Grid2 1-B Base Plate W x L (in.) 8 X 13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-0" Exterior Column 20/0/0 1-A 8 X 13 0.375 4 -0.750 100'-0" - Load Type Desc, HX Vy HX V D Frm 0.08 0.66 -0.08 0.66 CG Frm 0.11 0.75 -0.11 0.75 L> Frm 0.40 2.72 -0.40 2.72 <L Frm 0.40 2.72 -0.40 2.72 W 1> Frm 0.40 3.01 -0.22 1.26 ' <Wl Frm 0.40 1.55 -0.23 2.72 W2> Frm -0.32 -2.64 0.18 -0.78 <W2 Frm -0.32 -1.02 0.18 -2.41 W3> Frm -0.46 -2.02 0.26 -2.83 <W3 Frm -0.46 -3.16 0.25 -1.69 W4> Frm -0.46 -2.99 .0.25 -1.85 <W4 Frm -0.46 -2.18 0.26 -2.66 W5> Frm -0.64 -3.62 0.36 -3.16 <W6 Frm 0.42 2.40 -0.24 2.09 MW Frm - - - MW Frm 0.95 1.41 2.51 -1.41 MW Frm - - - MW Frm -2.51 -1.50 -1.05 1.50 CU Frm - - - - L Frm 0.40 2.72 -0.40 2.72 E> Frm -0.23 -0.35 -0.25 0.37 EG+ Frm 0.02 0.17 -0.02 0.17 <E Frm 0.23 0.35 0.25 -0.37 EG- Frm -0.02 -0.17 0.02 -0.17 MWB Brc - - - - MWB We - - - - MWB Brc -0.01 -0.03 0.01 0.95 MWB Brc - - - - EB> Brc - - <EB Brc -0.01 0.45 File: 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Sur�ER Date: 10/18/2016 Butler Manufacturing 16-023615-01 Calculations Package Time: 04:10 PM Page: 33 of 49 Sum of Forces with Reactions Check - Framing Load Type r Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 1.4 1.3. CG 0.0 0.0 1.5 1.5 L> 0.0 0.0 5.4 5.4 <L 0.0 0.0 5.4 5.4 W1> 0.2 0.2 4.3 4.3 <W 1 0.2 0.2 4.3 4.3 W2> 0.1 0.1 t 3.4 3.4 <W2 0.1 0.1 3.4 3.4 W3> 0.2 0.2 4.8 4.8 <W3 0.2 0.2 4.8 4.8 W4> 0.2 0.2 4.8 4.8 <W4 0.2 0.2 4.8 4.8 W5> 0.3 0.3 6.8 6.8 <W6 0.2 0.2 4.5 4.5 MW 0.0 0.0 0.0 0.0 MW 3.5 3.5 `0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 3.6 3.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 5.4 5.4 F> 0.5 0.5 0.0 0.0 EG+ 0.0 0.0 0.3 0.3 <E 0.5 0.5 0.0 0.0 EG- 0.0 0.0 0.3 0.3 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.9 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.4 Maximum Combined Reactions Summary with Factored Loads - Framing Note- All reactinnc are hated nn 1 qt nrder ctnirhrral anal-ic X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out LoadUplift Gage Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std k OS -0.1875 k 1-A k 0.375 k 13 k 4 in -k 5.0 in -k Std 0/0/0 1-B 1.50 16 0.69 36 0 25 0 1.77 25 4.81 27 0.057 25 0.075 28 20/0/0 1-A 0.65 41 1.51 14 1.50 25 4.67 28 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 Gane & nitnc qtandarrlc are hated nn Ari -"i 1 R Ann-iiz T) criteria fnr "ract-in-nl-" nnrhnr rMe (Min cnace = d*drnd) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. k Rods in. in. in. Type Flange Web 0/0/0 1-B 1 0.375 8 , 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 1-A 4 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Race PIatP !'nnnartinn T.nadino Race Plate f -Petinn Ctranath Patine X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial I Load Shear Tension Load Shear CompLoad Load Shear Axial came Shea Load k k Case k k Case k k Case k k k Case 0/0/0 1.52 0.90 16 0.34 1.77 25 0.68 4.83 27 0 0 20/0/0 1.52 -0.85 14 0.17 -1.50 25 0.59 4.64 28 20/0/0 0.066 14 0 Race Plate f -Petinn Ctranath Patine X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bending Case Bearin Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.066 16 0.046 25 0 0 0.042 27 0.067 25 0.078 27 0.052 27 0.054 27 20/0/0 0.066 14 0.039 25 0 0 0.040 28 0.057 25 0.075 28 0.050 28 0.052 28 File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER 16-023615-01 Calculations Package Web Stiffener Summary Date: 10/18/2016 Time: 04:10 PM Page: 34 of 49 Mem. Stiff.' Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. in. ID ft in. No. No. in. in. in. in. Description 1 1 S3 13.27 11.731 N/A N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250 4 1 1 S9 12.54 11.752 87.37 N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Moment Connections: Outside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Consguration Pitches Ist/2nd Configuration Pitches Ist/2nd in. ID Desc. in. ID Desc. in. No. No. No. in. in. in. in. Proc. 1 2 KN(Face) 0.375 6.00 10.01 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 1 KN(Face) 0.375 6.00 9.99 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 3 2 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 4 2 KN(Face) 0.375 6.00 10.00 1 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 Moment Connections: Outside Flange Required Stren Design StrengthRatios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear BendingYieldin Yielding Rupture Tearing Weld Weld 1 2 46 -0.1 2.1 114.7 AISC DG-16/Thin plate 0.489 0.042 0.791 0.0001 0.000 0.068 0.516 0.516 2 1 46 -0.1 2.1 114.7 AISC DG-16/Thin plate 0.489 0.042 0.791 0.000 0.000 0.068 0.516 0.516 3 2 45 -0.3 2.0 117.2 AISC DG-16/Thin plate 0.496 0.042 0.802 0.000 0.000 0.067 0.516 0.516 4 2 45 -0.3 2.0 117.21 AISC DG-16/Thin plate 1 0.496 0.042 0.802 0.000 0.000 0.067 0.516_2:5A 0.516 Inside Flange Required Stren Design StrengthRatios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing I Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 47 -0.1 0.7 82.6 AISC DG-16/Thin plate 0.352 0.015 0.569 0.0000.000 k 0.024 0.516 0.516 2 1 47 -0.1 0.7 82.6 AISC DG-16/Thin plate 0.352 0.015 0.569 0.000 0.000 0.024 0.516 0.516 3 2 48 0.0 0.7 86.6 AISC DG-16/Thin plate 0.372 0.015 0.601 0.000 0.000 0.024 0.516 0.516 4 2 48 0.0 0.7 86.6 AISC DG-16/Thin plate 1 0.372 0.015 0.601 0.000 0.000 0.024 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) Flange Brace Summary Member FromMember Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Desi Note 2 3 0/8/14 7/1/2 2/6/0 17/6/2 GFB2037 GFB2037 0.167 0.175 28 1 16 Mom -y Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Parameters Used for Axial and Flexural Design Mem. Controlling Cases Required Strength Available Strength Strength Ratios Ag Afn Ixx Axial Sx Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx I Mry Pc Ve Mcx My I + Shear No. ft in. Flexure k k in -k in -k k k in -k in -k Flexure 10.91 1 13.30 12.00 27 98.71 4.8 1.00 110.0 0.0 16.6 2 200.1 39.0 0.78 180.1 1 0.00 12.00 2.80 16 1.12 1.5 1.72 0.02 55.09 16.7 1.00 1.13 0.67 0.09 2 1.25 9.00 28 30.0 -0.5 0.67 -66.5 0.0 13.0 1.12 95.2 39.0 0.72 55.09 2 0.52 9.00 0.67 27 4 3.9 151.34 151.3 151.3 20.9 0.67 65.44 2.80 0.19 3 0.00 9.00 28 98.71 -0.7 1.00 95.0 0.0 13.0 169.5 39.0 0.59 3 7.95 9.00 28 -3.7 20.9 0.18 4 12.61 12.00 28 4.6 -87.5 0.0 18.4 211.7 39.0 0.62 4 0.00 12.00 14 -1.5 16. 1 1 0.09 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn Ixx Iyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. I in. I in.2 I in.2 I in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 13.30 159.63 159.6 159.6 2.92 0.67 65.44 2.80 10.91 1.1 12.61 1.73 0.02 98.71 1.65 1.00 1.15 0.59 0.98 2 1.25 199.17 180.1 180.1 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.25 1.00 1.13 0.67 1.00 3 0.00 199.17 180.1 30.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.25 1.00 1.13 0.67 1.00 4 12.61 151.34 151.3 151.3 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.65 1.00 1.15 0.59 0.96 File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. eur�ER Date: 10/18/2016 16-023615=01 Calculations Package Time: 04:10 PM Page: 35 of 49 Deflection road Cnmhinatinnc - Frnminv No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L W5> L 2 System 1.000 60 180 0.42 Wl> Wl> 3 System 1.000 60 180 0.42 <W 1 <W1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 W3> W> 7 System 1.000 60 180 0.42 <W3 <W3 8 System 1.000 60 180 0.42 W4> W4> 9 System 1.000 60 180 0.42 <W4 <W4 10 System 1.000 60 180 0.42 W5> W5> 11 System 1.000 60 180 0.42 <W6 <W6 12 System 1.000 10 0 1.0 E> + 1.0 EG- + EG - 13 System 1.000 M 0E + EG- Cnntrnllino FFamo r)nflnrtinn Rntinc for mace Cootinnr 1 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 (H/1396) L/959 0.111 -0.220 4 2 3 1 .10 1 W5> L * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwal I diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 1.217 (k/in) Fundamental Period (calculated) (T): 0.514 (sec.) File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. . aurcER Date: 10/18/2016 Butler Manufacturing 16-023615-01 Calculations Package Time: 04:10 PM Frame Location Desien Parameters: Trib. Page: 37 of 49 1 29/6/0 1 15/0/0 (Solar Rieid Endwall #2 EW 3 1 90.0000 1 1 - I Automatic Desien I Load Combinations - 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W l> 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 + L0 CG + 0.6 W2> + CG + W 2> 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 W3> + CG + W3> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W3 + CG + <W3 9 System 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W4 + CG + <W4 11 System 1.000 1.0 D + 1.0 CG + 0.6 W5> + CG + W5> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W6 + CG + <W6 13 System 1.000 0.6 MW MW - Wall: 1 14 System 1.000 0.6 MW MW - Wall: 2 15 System 1.000 0.6 MW N4W - Wall: 3 16 System 1.000 0.6 MW MW - Wall: 4 17 System 1.000 0.6D+0.6CU+0.6W1> D +CU+W1> t 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 19 System, 1.000 0.6 D + 0.6 CU + 0.6 W2> +CU+W2> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 +CU+<W2 21 System 1.000 0.6 D + 0.6 CU + 0.6 W3> + CU + W3> 22 System 1.000 0.6 D + 0.6 CU + 0.6 <W3 +CU+<W3 23 System 1.000 0.6 D + 0.6 CU + 0.6 W4> +CU+W4> 24 System 1.000 0.6 D + 0.6 CU + 0.6 <W4 +CU+<W4 25 System 1.000 0.6 D + 0.6 CU +0.6 W5> D +CU+WS> 26 System 1.000 0.6 D + 0.6 CU + 0.6 <W6 + CU + <W6 27 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D +CG+L+W1> 28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W 1 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 31 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W3> + CG + L + W3> 32 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W3 +CG+L+<W3 33 System 1.000 1.0D+1.0CG+0.75L+0.45W4> +CG+L+W4> 34 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W4 +CG+L+<W4 35 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W5> + CG + L + W5> 36 System 1.000 1.0D+1.0CG+0.75L+0.45<W6 +CG+L+<W6 37 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + CG + E> + EG+ 38 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 39 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + CU + E> + EG - 40 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG - 41 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ + CG + E> + EG+ 42 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ + CG + <E + EG+ 43 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + Fj + EG - 44 Special 1.000 0.6 D +.0.6 CU + 1.75 <E + 0.7 EG- + CU + <E + EG - 45 ONE Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ + CG + E> + EG+ 46 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 47 ONE Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + F> + EG - 48 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- + CU + <E + EG - 49 System Derived 1.000 0.6 MWB N4WB - Wall: 1 50 System Derived 1.000 0.6 MWB MWB - Wall: 2 51 System Derived 1.000 0.6 MWB MWB - Wall: 3 52 System Derived 1.000 0.6 MWB N4WB - Wall: 4 53 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB> + CG + Fj + EG+ + EB> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + F> + EG+ + EB> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG++ EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 58 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + Fj + EG- + EB> 59 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 60 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 10/18/2016 BUTLER �o��, n -n-? 16-023615-01 Calculations Package Time: 04:10 PM ...... � µ Page: 38 of 49 Fig Width 61 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ + CG + EB> + EG+ Weight 62 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - No. 63 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + P> + EG+ + <EB ft) 64 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB' D + CG + Fj + EG+ + <EB 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 12.00 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 <EB D + CG + <E + EG++ <EB KN 67 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB D + CU + Fj + EG- + <EB 9.00 68 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB + CU + E> + EG- + <EB KN 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB + CU + <E + EG- + <EB 0.1345 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB 55.00 71 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ + CG + <EB + EG+ 0.1345 72 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- + CU + <EB + EG- T........o M-1- C. - Mem. Fig Width Fig Thk Web Thk Depth Depth2 Length Weight Fig Fy I Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (p) (ksi ksi it.1 R.2 1 5.00 0.1345 0.1345 12.00 12.00 14.09 159.0 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 9.66 80.2 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1345 9.00 1 9.00 8.90 74.1 55.00 55.00 SS KN 3P 4 5.00 0.1345 0.1345 12.00 12.00 13.32 151.7 55.00 55.00 BP KN 3P Total Frame Weight = 465.0 (p) (includes all plates) Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 4 0/0/0 0/0/0 20/0/0 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 File: 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. aurcEiz Date: 10/18/2016 Bune'm-ul-turin8 16-023615-01 Calculations Package Time: 04:10 PM a� Page: 39 of 49 -� Values shown are resisting forces ofthe foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 2 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 2-B 8 X 13 0.375 4-0.750 100'-0" Exterior Column 20/0/0 2-A 8 X 13 0.375 4-0.750 100'-0" Load Type Desc. Hx Vy Hx Hz V .D Frm 0.08 . 0.66 -0.08 0.66 CG Frm 0.11 0.75 -0.11 0.75 L> Frm 0.40 2.72 -0.40 2.72 <L Frm 0.40 2.72 -0.40 2.72 W 1> Frm 0.40 3.01 -0.22 1.26 <W l Fr n 0.40 1.55 -0.23 2.72 W2> Frm` -0.32 -2.64 0.18 -0.78 <W2 Frm -0.32 -1.02 0.18 -2.41 W3> Frm -0.46 -2.02 0.26 -2.83 <W3 Frm -0.46 -3.16 0.25 -1.69 W4> Frm -0.46 -2.99 0.25 -1.85 <W4 Frm -0.46 -2.18 0.26 -2.66 W5> Frm -0.64 -3.62 0.36 -3.16 <W6 Frrn 0.42 2.40 -0.24 2.09 MW Frm - - - - MW Frm 0.90 1.34 2.46 -1.34 MW Fnn - - - - MW Frm -2.51 -1.50 -1.05 1.50 CU Frm - - - - L Frm 0.40 2.72 -0.40 2.72 F> Frm -0.23 -0.35 -0.25 0.37 EG+ Frm 0.02 0.17 -0.02 0.17 <E Frm 0.23 0.35 0.25 -0.37 EG- Frm -0.02 -0.17 0.02 -0.17 MWB Brc - - - - MWB Brc - MWB Brc 1.92 -0.94 MWB Brc - - EB> Brc - - <EB Brc 0.86 -0.44 File: 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Date: 10/18/2016 16-023615-01 Calculations Package Time: 04:10 PM Page: 40 of 49 Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 1.4 1.3 CG 0.0 0.0 1:5 1.5 L> 0.0 0.0 5.4 5.4 <L 0.0 0.0 5.4 5.4 W1> 0.2 0.2 4.3 4.3 <W1 0.2 0.2 4.3 4.3 W2> 0.1 0.1 3.4 3.4 <W2 0.1 0.1 3.4 3.4 W3> 0.2 0.2 4.8 4.8 <W3 0.2 0.2 4.8 4.8 W4> 0.2 0.2 4.8 4.8 <W4 0.2 0.2 4.8 4.8 W5> 0.3 0.3 6.8` 6.8 <W6 0.2 0.2 4.5 4.5 MW 0.0 0.0 0.0 0.0 MW 3.4 3.4 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 3.6 3.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 5.4 5.4 E> 0.5 0.5 0.0 0.0 EG+ 0.0 0.0 0.3 0.3 <E 0.5 0.5 0.0 0.0 EG- 0.0 0.0 0.3 0.3 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.9 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.4 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. X - Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load VrtDown Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case i (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std k OS -0.1875 k 2-A k .0.375 k 13 k) 4 (in -k) 5.0 (in -k Std 0/0/0 2-B 1.50 16 1 0.69 36 1 - 25 - - 1.77 25 4.81 27 0.057 25 0.075 28 20/0/0 2-A 0.65 1 41 1.48 14 - 1.51 71 1.50 25 4.67 28 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 age & pitch standards are based on ACI -318 Appendix D criteria for "cast -in- lace" anchor rods ins ace = 4*drod X -Loc Grid Mem., Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. k Rods in. in. in. Type Flange Web 0/0/0 2-B 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 2-A 4 .0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loadine Base Plate Connection Streneth Ratios X -Loc Maximum Shear Case Maximum Tension Case MaximumComp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial came Shea Load k k Case k k Case k k Case k k k Case 0/0/0 1.52 -0.90 16 0.34 -1.77 25 0.68 4.83 27 - - - 0 20/0/0 1.49 -0.80 14 0.17 -1.50 25 0.59 4.64 28 1.51 -0.49 0.04 72 Base Plate Connection Streneth Ratios X -Loc Rod Load Rod ILoad Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bendin Case Bearinp, Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.066 16 0.046 25 0 0 0.042 27 0.067 25 0.078 27 0.052 27 0.054 27 20/0/0 0.065 72 0.039 25 0 0 0.040 28 0.057 25 0.075 28 0.079 72 0.052 28 File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 10/18/2016 BUTLER Butler Manuftaurinp 16-023615-01 Calculations Package Time: 04:10 PM Page: 41 of 49 _rt Web Stiffener Summar Mem. Stiff. Desc. Loc. Web Depth h/t a/h Mem. Thick. Width Side Welding No. No. Spec/Joint ft I in. I I I in (in. in. Desc. Description 1 1 S3 13.27 11.731 N/A N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 4 1 S9 ]2.54 11.752 87.37 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. It. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Confi ratioc.n Pitches 1st/2nd Confi ration Pitches Ist/2nd ID Desin. ID Desc. in. No. No. Shear in. in. in. in. Weld in. 1 2 KN(Face) 0.375 6.00 10.01 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 1 KN(Face) 0.375 6.00 9.99 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 3 2 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50/2.50 11 Flush 2.50/2.50 4 2 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 Moment Connections: Outside Flange Required Strength Design StrengthRatios' Mem: Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. I No. Cs k k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 46 -0.1 2.1 114.7 AISCDG-16/Thin plate 0.489 0.042 0.791 0.000 0.000 0.068 0.516 0.516 2 1 46 -0.1 2.1 114.7 AISC DG-16/Thin plate 0.489 0.042 0.791 0.000 0.000 0.068 0.516 0.516 3 2 45 -0.3 2.0 117.2 AISC DG-16/Thin plate 0.496 0.042 0.802 0.000 0.000 0.067 0.516 0.516 4 2 45 -0.3 2.0 117.2 AISC DG-16/Thin plate 1 0.496 0.042 0.802 0.000 0.000 0.067 0.516 0.516 Inside Flange Required Strength Design StrengthRatios * Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bendin Yieldin Rupture Tearing Weld Weld 1 2 47 -0.1 0.7 82.6 AISC DG-16/Thin plate 0.352 0.015 0.569 0.000 0.000 0.024 0.516 0.516 2 1 47 -0.1 0.7 82.6 AISC DG-16/Thin plate 0.352 0.015 0.569 0.000 0.000 0.024 0.516 0.516 3 2 48 0.0 0.7 86.6 AISC DG-16/Thin plate 0.372 0.015 0.601 0.000 0.000 0.024 0.516 0.516 4 2 48 0.0 0.7 86.6 AISC DG-16/Thin plate 0.372 0.015 0.601 0.000 0.000 0.024 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) Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 2 3 0/8/14 7/1/2 2/6/0 GFB2037 17/6/2 GFB2037 0.158 0.175 28 16 Shear Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) Parameters Used for Axial and Flexural Design Mem. Controlling Cases Required Strength Available Strength Strength Ratios Ag Afir 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 k k in -k in -k k k in -k in -k Flexure 10.91 1 13.30 12.00 27 98.71 4.8 1.00 -110.0 0.0 16.6 2 200.1 39.0 0.78 180.1 1 0.00 12.00 2.80 16 1.12 1.5 1.72 0.02 55.09 16.7 1.00 1.13 0.67 0.09 2 1.25 9.00 28 30.0 -0.5 0.67 -66.5 0.0 13.0 1.12 95.2 39.0 0.72 55.09 2 0.52 9.00 0.67 27 4 3.9 151.34 151.3 151.3 20.9 0.67 65.44 2.80 0.19 3 0.00 9.00 28 98.71 -0.7 1.00 95.0 0.0 13.0 169.5 39.0 0.59 3 7.95 9.00 28 -3.7 20.9 0.18 4 12.61 12.00 28 4.6 -87.5 0.0 18.4 211.7 39.0 0.62 4 0.00 12.00 14 -1.5 16.7 0.09 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afir lxx lyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs Qa No. ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 1 13.30 159.63 159.6 159.6 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.65 1.00 1.15 0.59 0.98 2 1.25 199.17 180.1 180.1 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.25 1.00 1.13 0.67 1.00 3 0.00 199.17 180.1 30.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.25 1.00 1.13 0.67 1.00 4 12.61 151.34 151.3 151.3 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.65 1.00 1.15 0.59 0.96 File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. F sur�ER Date: 10/18/2016 --------- 16-023615-01 Calculations Package Time: 04:10 PM r Page: 42 of 49 --..Deflection Load Combinations - Framin .. _. No. Ori • Factor DefH Defy A lication Descri tion 1 System 1.000 0 ti 180 1.0 2 ; 2 System 1.000 60 180 0.42 W I> W 1> 3 System 1.000 60 180 0.42 <W l". W 1 4 System . 1.000 60 180 0.42 W2> ¢ " `. W2> 5 System 1.000 60 180 0.42 <W2 W2 6 System 1.000 60 _ 180 0.42 W3> 6' W3> 7 System 1.000 60 ' 1,80 0.42.<W3 ', W3 . 8 System 1.000 60 180 0.42 W4> 4> 9' - System y r 1:000: ,`'60° 180, 0.42 <W4 .c < ms`s' W4 10 System 1.000 -60 180 0:42 W5> ' ,` 5> _ 11 System 1.000 60 180 0.42 <W6 <W6 12 System 1.000 10 0 1.0 F> +.1.0 EG- E> + EG - 13 -S stem 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 Max. Horizontal Deflection (H/1396) 0.1114 2 ; 10 WS> Max. Vertical Deflection for Span I L/959 -0.220, .' 3 ' . 1 • • 1 L ►Negative horizontal deflection is left ► Negative vertical deflection is down , ""4 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. a , Frame Lateral Stiffness (K): 1.217 (k/in) 'Fundamental Period (calculated) (T): 0.514 (sec.) File: 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of B1ueScope Buildings North America,'Inc.• - A +.:.. 4, r ". ;., •' Date: 10/18/2016 '=a�aerraanuractu„� 16-023615-01 *Calculations Package - Time:04:10 PM `� .• r Page: 43 of 49 . Covenng,->Suu _ Report = �,r ..;z x . , ���. +. Shape: Solar Loads and Codes.- Shape: Solar City: Durham +. County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition , Structural: 1 OAISC - ASD Rainfall: I: 3.30 inches per hour ' Based on Building Code: 2012 International Building Code Cold Form: - 12AISI - ASD i fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure). y. y - » Dead and Collateral Loads - ,._ ' . Roof Live Load • Collateral Gravity:5.00 psf Roof Covering +Second. Dead Load: 2.99 psf Roof Live Load: 20.00 psf Reducible ' Collateral Uplift: 0.00 psf r.., Frame Weight (assumed for seismic):2.50 psf , .' Wind Load1, Snow Load . "Seismic Load -z .,,• Wind Speed: Vult: 110.00 (Vasd 85.21) mph Ground Snow Load: pg: 0.00 psf, " Lateral Force Resisting Systems using Equivalent t' ^" /' + - Force Procedure • ' The 'Envelope Procedure is Used Flat Roof Snow: pf 0.00 psf Mapped MCE Acceleration: Ss: 61.00 °/ug F Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf Mapped MCE Acceleration: S1: 27.00 %g ,+ Parts Wind Exposure Factor: 0.849 Rain Surcharge- 0.00 Site Class: Stiff soil (D) Wind Enclosure: Free Roof ' Clear/Obstr 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: 0.5335„ Thermal Factor: Unheated - Ct: 1.20 Design Acceleration Parameter:'Shc: 0.3348 • NOT W indbome Debris Region Ground /Roof Conversion: 0.70 Seismic Design Category: D Base Elevation: 0/0/0 Unobstructed, Slippery Seismic Snow Load: 0.00 psf r Primary Zone Strip Width: 2a: 14/5/0 % Snow Used in Seismic: 0.00 ; r Parts / Portions Zone Strip Width: a: 3/0/0 , , - ' Diaphragm Condition: Flexible y Basic Wind Pressure: q: 22.35 psf Fundamental Period Height Used: 14/5/0 - Transverse Direction Parameters Ordinary Steel Moment Frames °� !' ' •+ ' r.'+ -.+ Redundancy Factor: Rho: 1.30 _ - �. • a Fundamental Period: Ta: 0.2367 • c. , R -Factor: 3.50 ' Overstrength Factor: Omega: 2.50 .' Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1524 x W t s Longitudinal Direction Parameters '+ r + ,s Ordinary Steel Concentric Braced Frames . N ;+ 'r Redundancy Factor: Rho: 1.30 ' - 41 Fundamental Period: Ta: 0.1480 R -Factor: 3.25 0. ' , ' �' "_ O, erstrength Factor: Omega: 2.50 ,,• , . Deflection Amplification Factor: Cd: 3.25 ' Base Shear: V: 0.1642 x W ' t + • File: 16-023615-01• i t, • Version: 2016.1d -' . a� Butler Manufacturing, a division of BlueScope Buildings North America; Inc t;' �r Date: 10/18/2016 BUTLER- 16-023615-0I ,Calculations Package Time: 04:10 PM ..._i Page: 44 of 49 i Covering Design Loads - Roof: A - t Zone Units Typ e Descrition Actual Loch Allow. Ratio Dir. Ccef. Entire 'Surface " psf L , Standard Spacing is Adequate 20.93 0/0/0 69.000 0.30 IN 0:999 SideZone psf <W2 Standard Spacing is Adequate 31.21 3/0/0 69:000 , 0.45 IN 2.256 Side'Zone psf - W 1> t ° Standard Spacing is Adequate 45.91 3/0/0 64.000 0.72 OUT -3.466 Side Zone psf <W2 Standard Spacing is Adequate 31.21 3/0/0 69.000 0.45 IN 2.256 Side Zone psf W 1> "` Standard Spacing is Adequate " 45.91 3/0/0 64.000 0.72 OUT -3.466 Side Zone psf <W2 Standard Spacing is Adequate 31.21 3/0/0 69.000 0.45 IN 2.256 Side Zone psf W 1> Standard. Spacing is Adequate 45.91 3/0/0 64.000 0.72 OUT -3.466 Side Zone psf <W2 . Standard Spacing is Adequate 31.21 27/0/0 69.000 0.45 IN 2.256 Side Zone psf W 1> Standard Spacing is Adequate" 45.91 • 27/0/0 64.000 0.72 OUT -3.466 Side Zone psf <W2 Standard Spacing is Adequate 31.21 27/0/0 69.000 0.45 IN 2.256 Side Zone psf W 1> Standard Spacing is Adequate 45.91 27/0/0 64.000 0.72 OUT -3.466 Side Zone psf <W2 ' f Standard Spacing is Adequate r S 31'.21 27/0/0 69.000 0.45 IN 2.256 ' Side Zone psf W 1> Standard Spacing is Adequate ° f 45.91 27/0/0 64.000 0.72 OUT -3.466 Side Zone psf . <W2 Standard Spacing is Adequate 31.21 27/0/0 69.000 0.45 IN 2.256 Side Zone psf W 1> Standard Spacing is Adequate 45.91 27/0/0 64.000 0.72 OUT -3.466 Side Zone 1 psf, <W2 Standard Spacing is Adequate " 31.21 3/0/0 69.000 0.45 ^ IN 2.256 Side Zone psf W l> Standard Spacing is Adequate 45.91 3/0/0 64.000 0.72 OUT -3.466 Interior Edge Zone psf- <W2 Standard Spacing is Adequate - 28.31 6/0/0 69.000 0.41. IN 2.040 Interior Edge Zone psf W l> Standard Spacing is Adequate . 36.84 6/0/0 64.000 0.58 OUT -2.790 Interior Edge Zone ` psf <W2 Standard Spacing is Adequate' ' 28.31 6/0/0 69.000 0.41 IN 2.040 Interior Edge Zone psf W 1> Standard Spacing is Adequate 36.84 '' 6/0/0 64.000 -0.58 OUT -2.790 Interior Edge Zone psf <W2 Standard Spacing is Adequate 28.31 6/0/0 69.000 0.41 IN 2.040 ,,.Interior Edge Zone psf W 1> Standard Spacing is Adequate 36.84 6/0/0 64.000 .0.58 OUT -2.790 Interior Edge Zone psf <W2' ` Standard Spacing is Adequate 28.31 " 24/0/0 69.000 0.41 IN 2.040 Interior Edge Zone psf ' W 1> Standard Spacing is Adequate 36.84 24/0/0 64.000 0.58 OUT -2.790 Interior Edge Zone psf <W2 Standard Spacing is Adequate 28.31 24/0/0 69.000 0.41 IN 2.040 Interior Edge Zone psf W I> Standard Spacing is Adequate '' 36.84 24/0/0 64.000 0.58' OUT -2.790 Interior Edge Zone psf " <W2 Standard Spacing is Adequate 28.31 24/0/0 69.000 0.41 IN 2:040 Interior Edge Zone psf W 1> Standard Spacing is Adequate 36:84 24/0/0 64.000 0.58 OUT -2.790 Interior Edge Zone psf <W2 Standard Spacing is Adequate 28.31 24/0/0 69.000 0.41 IN 2.040 Interior Edge Zone psf W 1> Standard Spacing is Adequate 36.84 24/0/0 64.000 0.58. OUT -2.790 Interior Edge Zone. psf <W2 Standard Spacing is Adequate 28.31 6/0/0 69.000 0.41 IN 2.040 Interior Edge Zone psf W 1> Standard Spacing is Adequate 36.84 6/0/0 64.000 0.58 OUT -2.790 Interior Area psf <W2 Standard Spacing is Adequate 16.08 6/0/0 69.000 0.23 IN 1.128 Interior Area psf W 1> Standard Spacing is Adequate - 14.92 6/0/0 64.000 0.23 OUT ..-1.155 Panel Data Wall/Roof Type Thickness I Finish Color Direction Gable Dir Max. Length Wall: 1 Open Exposed to wind None. Wall: 2 Open Wall: 2 None. Wall: 3' Open Exposed to wind Wall: 4 Open oof. A Butlerib II Unpunched 26 AIZn Plain AIZn . System Generated Not Applicable 41/0/0 Fattener Pata � � � 1• - � - Wall/Roof . Type Length Spacing . u Washers Insul. Block Mod. CUL Ice Damming Wall: l None. Wall: 2 None. Wall: 3 None. Wall: 4 None. " Roof. A, - Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes None No No Stitch Date: 10/18/2016 BUTLER Butler Manufactur,ng 16-023615-01 Calculations Package Time: 04:10 PM ~ Page: 45 of 49 _ - Ap_pendtx _ 1) Minimum Loads (MBSM 2012) County Name Snow Wind Rain Seismic S W, Wz W3/W4 W. 11 12 County Seat S. S, T, Jefferson" Johnson -10 �, .„ 105 120 - 76 ; ;, 8;_; 11 _Pine Bluff_ Clarksville _0353,,_„_0150 0.230 0.114 ._ 12 12 10 -,115 _ 105 115 120 76 8 11 Lata e Lawrence 5 10 105 105 115 115 120 120 7fi 76 • $ 7 11 10 Lewisville Walnut Ridge 0.158 0.8840.310 O.085 12 12 ,.Lees � Lincoln , 105 105 115 115. 120° 120 76 76 8 ' 11 Mananna� Star City _0721 0.317 0264~ 0.140 �10 10 �12,� 12 Liflle River 10 10_5 115 120 76 8 11 Ashdown0.149 Booneville -0.190 0 Q81 �; 0.100 12 12 Logan 10 105 115 12076 Madison 10 105 115 120. 76 8 11 Huntsville 0.196 0.104 12 Marion 15 105 105 115 115 120 120, 76 76 8 - 10 Yellville 0.312 0.143 12 Miller 5 8 11 Texarkana 0.145 0.080 12 Monroe 10 105 115 120 76 Clarendon 0.564 0.217 12 7 10 Montgom� Nevada 10�; X105 145 12075 8_ _11_ Mount Ida 0.206 _0.1 03 12 12 10 105 115 120 76 8 11 Prescott - 0.193 0.07 Newton 10 106 115 120 7fi 8 8 11 11 Jaspe Camden �0,256�0.124 0.210 0.103 „_12 12 Ouachita 10 105 115 120 76 Perry 10 105 115 120 76 8 1 T Perryvige0.331 0.14112„� Phillips 10 « 105 115 120 76 8 10 Helena 0.584 0.223 12 , Pike Poinsett 10�„ 105 115 120 76 8 11 Murfreesoo Hanisburg 0.187 2.262 0.095 0.833 12 10 105 115 120 76 7 10 12 Palk 10 105 115 120 76_ 8 11 Mena 0.089 12 Pope 10 105 115 120 76 8 11 Russellville _0.169 0.275 0.127 12 Prairie Pulaski 10 105 105 115 115, 120 120 76 76 7 10 Des Arc Little Rock 0.616_0.229 0.405 0.164 12 12 10 ' 8 11 Randolph 10 105 11_5. 120 76 7 10_ Pocahontas - 0.792 �0 279 St. Francis 10 1&-1 15 120 76 7 10 _ Frrest City' o _ 1.001 0.358 ,__,12,,,, 12 Saline ._ Scott 10 10 105 106 115 -r.........._ 115 120 _.,r.__.� 120 76 76 8 °' 11 .._ ,,......__ Benton 30 0.330 0.141 .._._ 12 12 - 8 11 Waldron 0.179 0.094 Searcy_ Sebastian ____ 10_ „°,,,105115 12076 8 10 Marshall _0.346_0151 0.175 0.092- 12 _12. 10 105 115 120 76 8 11 Greenwood Sevier Sharp' 10 105 ,..,..___,.._.-w,__...,.-.....___..._.,.r____. 105 115 115 120 120 76 76 8 ,....,- 7 11 _ 10 De Queen x__.. _..�.__. Ash Flat 0.153 . _..._ 1 0.579 0.083 0.219 12 _ r 12 _ .__. _ 10 Stone _ _ 10 12076 10_,,,,° Mountain View 0.469 0.189 12 Union 5 _105_115 105 115 120 76 ,,,,,,,,,,7 8 11 El Dorado 0.190 0.096 12 Van Buren _ _...__ Washington 10 __ _-. 10 105 .�.._.� 105 115 ._-- _..�.........�.,. 115 ' 120 120 76 .tr 76 ti 10 .. ..� ... ._._.. 8 11 Clinton 0.411 ' 0.170 0.167 0.093 12 r _. Fayetteville 12 _White 10 X10 105_115 120767 10 Searcy 0.602 0.223 12 , Woodruff 105 115 120 76. 7 10 Augusta 0.767 0.278 12 Yell 10 105 115 120 76 8 11 Danville 0.235 0.115 12 .. CALBFOGRNIA . Alameda Alpine 0(2400) CS 100 100' 110 110` 115 115' 72 72' 2.18__3,111.698 3.32 4.91 Markleevill 1.698 1.903 0.671 0.710 8112 6 Amador 01500. 100' 110' 115' 72' 2.62 3.68 Jackson 0.432 0.224 6112 Butte 01500 100 110 115 72 3.30 4.68 Oroville 0.597 0.260 16 _Calaxeras .. 0(.1500) 100 ~110' -2.50-3.52- _San Andreas, _0.428_0.272_ -6112= File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 10/18/2016 B[/TLER ----------- 16-023615-01 Calculations Package Time: 04:10 PM Page: 46 of 49 2) Roof Panel Check SuDDorted in VISION -,Job' No.- New Tables 26 Ga. Butlerib® II Roof Page 1 Date Butler Manufacturing = 10118116 ASD - Panel Available Strength (psf) 7Prepared- Bjxx Reviewed:xx Equal Support Spaces Renal 15 611712016 _ R�e,•eixwLbw �?.? Panel Span Lengths. it. Suction (-) Loads Pressure (•) Loads Length • of 01 s 2 S 3 04 ! 5 86 ASD - Available Strength Deflection ASD Deflection Panel c....«i.n A= L r 60 Panel e = L 1 60 (ft.) spans 1.5 or 3 1 or 2 1.50 1.50 --- --- --- --- 455 2140 4440 218 4273 2 or 4 1 or 2 2.00 2.00 I I I 1 ___ 289 k"4 1873 163 1803 2.5 or 5 1 or 2 2.50 2.50 I I I 1 ___ 198 4?/ 959 131 923 3 or 6 i 1 or 2 3.00 3.00 ___ 143 hw 555 109 534 3.25 or 6.5i 1 or 2 I I I 1 3.25 3.25 I I I 1 ___ 124 I / 436 100 420 3.5 or 7 ' 1 or 2 3-50- 3.50 ' --- --- --- --- 108 a/ 349 93 336 3.75 or 7.51 1 or 2 3.75 3.75 1 - I I 1 95 11U 284 87 273 4 or 8 1 or 2 4.00 4.00 84 'IV 234 82 225 4.25 or 8.5 ! 1 or 2 4.25 4.25 --- --- --- --- 75 195 77 188 4.5 or 9 ! 1 or 2 4.50 4.50 I ___ I ___ I ___ I ---67 --- 164 71 158 4.75 or 9-5! 1 or 2 4.75 4.75 I ___ I ___ 1 ___ I ___ 61 --- 140 64 135 5 or 10 11 or 2 5.001 5.00 1 --- I --- I ___ I ___ 55 ••• 1 120 57 115 4.50 1 3 1.50 11.50 11.50 1 --- 1 --- 1 --- 515 z1V 8378 247 8064 6.00 I 3 2-00 2.00 2.00 I I --- 336 X4 3535 185 3402 7.50 1 3 2.50 2.50 2.50 I - I --- 234 /.?/ 1810 148 1742 9.00 1 3 3.00 1 3.00 1 3.00 1 - - I I --- 172 hl?. 1047 124 1008 9.75 1 3 3-25 3-25 3.25 """ I - I --- 149 k -d 824 114 793 10.50 3 3.50 3.50 3.501 I -" I --- 131 N 660 106 635 11.25 3 3.75 3.75 3.75 --- --- --- 115 A7 536 99 516 12.00 3 4.00 4.00 4.00 I I 1 ___ 103 Lt.' 442 93 425 12.75 3 4.25 4.25 4.25 --- --- --- 92 .:' 368 87 355 13.50 i 3 4.50 4.50 4.50 83 ,?? 310 82 299 14.25 3 I 1 I 4.75 ' 4.75 ' 4.75 ' --- --- --- 75 5:: 264 78 254 15.00 I 3 5.00 5.00 5.0 - I 1 68 6F 226 73 218 6.00 a 4 1.50 1.50 1.50 11.50 etc. --- 497 2/.4 8894 238 8560 8.00 a 4 2.00 2.00 2.00 2.00 etc. --- 321 /84 3752 178 3611 10.00 Z.4 1-11-1-4.- . - - 1 I >2.50 2.50 2.50 2.50 , etc. -- 223- ,:7/ 1921 ',143 1849 12.00 1 a 4 3.00 3.003.00 1 0 1 etc. --- 163 hw 1112 119 1070 13.00 1 a 4 3.25 3.25 3.25 3.25 etc. I --- 141 411 874 110 842 14.00 1 a 4 3.50 13.50 1 3.50 1 3.50 1 etc. 1 --- 123 94 700 102 674 15.00 I a 4 3.75 13.75 13.75 13.75 I etc. I--- 109 17 569 95 548 16.00 I a 4 4.00 1 4.00 1 4.00 1 4.00 1 etc. I --- 97 &1 469 89 451 17.00 1 a 4 4.25 14.25 14.25 14.25 1 etc. 1--- 86 391 84 376 18.00 1 a 4 4.50 14.50 14.50 14.50 1 etc. 1--- 78 ?? 329 79 317 19.00 I a 4 4.75 14.75 14.75 4.75 etc. --- 70 t� 280' 75 270 20.00 1 a 4 5.00 15.00 1 5.00 1 5.00 1 etc. 1 __ 64 --- 1 240 69 231 3) File: 16-023615-01 Version: 2016.1d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i } BL/TLER Al +- Date: 10/18/2016 F " ' 16-023615-01-Calculations Package Time: 04:10 PM � Butbr MantRacturelnp t , Page: 47 of 49 ' "- • 1.3.4.5.4 MBINIA RECO-InIEVDATION FOR- OPEN BUILDINGS ' )~ •= 9d1t9K.[GCer]AE � � ♦ r t ` ' �� ��.i � ,`ar.. • r _� I _ - Y J Where r , qh= Velocity Pressure KB=Frame Width Factor ; Ks=Shielding Factor Yi ti i (�=Solidity Ratio=As/Ae } GCpf= External Pressure Coefficient "•x ct .. -- As= Effective Solid Area of the Endwall ..- y 'Ae=Total Endvdall Area for an Equivalent Enclosed Building ' 1'4 B<=100 ft l,qh(psf)' GCpf B n As (sf) Ae (sf) tp KB KS ' MW (psf) 22:351,;0.61 X20$_.. . 39:8487 288,3333,+0.138. 1.6 0.692143 1fi' F (P) = 4353.491 rt` P (Psf) _ . 1510 r' r MBMA Recommendation for Open Buildings User load (psf) P-MW = -0.40 4) x ESTIALATED FRAntIENRTIGHT r e - , ' ,- , ♦ Ecti—ted Frame Wcight Xow•Te i "^�, • - - Estimated Weight 13 j, Purlin Depth (in) , gage. 3 7" 436 3.5" 4.53 10.1 5.15 • + • 11.5" = 6.06 t ES1T IATED f +F+ Estimated FramePurlin No. Pudin Building , Nl ieght (p) Weight (plt) lines Length (R) s ' 2.5 451 9 ,'29 r r ACTUAL R { i Frame Purlin Area (R2) Weight (p) ` Weight (p) 972 _ 1244 �."• Fp < Vii•, . < + ' • Total Estimated Total Actual • i t r VIteirht s R'eipjtt s ..k,. 4.47 3.69 ` s ` s{- • •eF, Filer 16-023615-01 ' r . . Version: 2016.1d, Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. • ' • r L Date: 10/18/2016 '16-023615-01 Calculations Package Time: O4:1O PM aeB !:rrre * Page: 48 of 49 5) Haunch Bearing Stiffener review �. •• �, .� - Bearing stiffeners design for location # - 1 Located at - - x - k17.O00O i Y - 156.0521 Z - 0.0000 Touching side 7D - 3 Touching side category: Rafter . Touching side attribute: Frame Envelope - (Roof Front) r Element case - 0 - - Member index - 0 Element index - 2 Element type: Knee Plate , stiffener is perpendicular to: Knee Plate Preliminary stiffener line From point: - _ - X. - 17.0000 I Y - 156.0521 ; Z - - 0.0000 - - To point: , X - 8.0000 Y - 156.0521 2 - 0.0000 MaxMin force search result: min force = -2.168((LC= 65) Max force 12.701 (LC= 49) . Min -farce for stiffener design - -2..1682 Max force for.stiffener design - e2015 • Ful'l depth�siiffener s Flanges & Webs with Concentrated'Forces Job ea> ` Ref: DP 2.13, OP 3.8.1 and AISC Design Guide #13 Date: -. 1OM16 , • Design Tool _ PreparedBy: Design Method=ASDUriit Systema Revieared By: - rld efiC Ree::: 2-2-- -29Ndtesr 9 NOWS:�._. ._...�. • .. Geometryinput Required . . GIEMBER d (in)= Y2.000 Strength • ' • FLANGE bf (m) _ ' ,.. g Pr (kips) , t + If (in) FTension WEB tai (n)= ' 3 -Plate Double Symrriettic-'Plate .. 0:1345 Looationi 111.2,S North America'e d - 8 _.-•.__ •.. c HiN P• �r Other Input weld (in t°•-. 0.125 k(in)- 0.1345 ' N (in) - 1 i override I - Fy(ks0 ='.� ,xs +gg - •»as'r•+-, Fu (ksi) _ " k E (ks) = 29.000- aCin) = • Print (OetauO Pr'vlter) - _. . • Web P2 h..kl Metal Building System Knee Area' - + = i , Flaege Local ' Wab local Wableeal Veb Sidr•ay Cempt°rclan Deslgn Medtad(S.%M) Boding ,Yiddiig GipPling B.,%Sng B.N6.g . Web Pon 1 SAW Web - Co1 n 1 Zona St— Franga Wdd :nrgth ASDL LRFD LSD ....:� ..-,-a•. (%....! . A1SWA, Ret: 110.1 J«�._ •1103 J104 !M d10.6161 DP 35 DP 5•,.1 I—(Select) r V. �^°,A'�a r WC WSB � , Ytl® ..:. ('"_51N25 ,y_Jy Corrac �I✓ O'B . (" Smg1e Concentrated Fore! a Tern- a _ C Single Can—=ted Fm¢ a Compression- �(;i A PaU of Single C—traced Fors - Campesion Dcubla CcnrPmratad Finis > Tensun. ' ' . TRUE TRUE - -TRUE ; (' Double Car—rrtrated Force > Compression -.• s - s .- -. - le.. - ..�. (.; A Pair of D -We Concentrated I— > C -4-1-• _ ♦- . :,. ^ - . .. . I I A PairafDouble Concentrated Farv±s > SF,�r . ° - - _ . _ .. (` Canoentrazed Fora Parallel to Range > Cmnp;ession 48.34 9.88 - 19.49 • C1. 1.67 1 1.50 2.00 1 1.76 =" L67 L67 12.00 1.67 ' Allowable Strength 6.59 UPS 28,95 6.59 - 0 i_.. ..�. ---_-•' '-_•--- ------- ---'-•' .9.74 ------- • - Ratio 1.927 - , - • File: 16-023615-01 Version: 2016.1 d Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ;j its P y � a ; + y� 1+•. '• - � .t* " r. ' raga 1 ` •. t - 'r ADate: BUTLER 10/18/2016 ` s r _ 16-023615=01 Calculations Package « Time: 04:10 PM butler rdnnufocturng� Page: 49 of 49 a ,•+ 1 - ~ ,° . Reinforcement Required (selected) tYVeb Stiffeners: ` - "' ° 'n ' Nominal -' ''� • -' Allo}�able r k 'Required Strength -:.' r� 611 ...= kips ,,, ., . ' Strength t� • R= c.�en� . _ Y + _ t • -J.OVel'ide7„' flevdorcemant options ' #-.,. '' a .. .. Rn (MPs)... 0 _ !4 ' (kips) •. • r O MIA bs (m) _. Axial Yielding 20.63 .. 1.67 12.35 - • - •a _ '0 Partial Height StOmers (2 -sides) t is .21 OJ875 _ S.: heirYieldalg 66.06 1.5o 45.38' r DEMI Htght Stiffeners(Z-.Ides) Its (m) _ 11- Shear Rupture 84.66 2.00 42.33 "• 0Full Height Stiffemr(1-side) rus(-),- 0.1875 M2•sides StiffenerfFtangeWeld 14.62 2.00 7.31 �.7lidei tYeb.., 4 .....,,.,,..,.. q,. Fexx (kv)'= . � 4y_ ,70 - Web Base Metal - -4•% 60.73 ;. 2.00. 30.36 0 Add bracing (not automated) . wvf (m) _ �. 0.1875 ' � StiffeeerlWeb Wed 33.41 4.00. 16.71 Axle) Compression MA 1 1.67 1 #NIA • '� - �! Stiffener-ta-WebWeld (w,)�) .a,•.. d. r, . Allowable Stiffener Strength 7.31 kipq DP213)15 @3” _ - �� ,•�`+'+'- c" - •_�. . Cont. t ir 3.9 Allowable Strength (Combined) r 10 kips sidr Cont.2•s Ides '?p ( • , r _ Ratio 0.914- (User) 4"@6" .. - ltvi ePCn) _ 0.1345 i ♦ T11`•'• •.',! - ^' ` • - F "• • � r, + '� I 'i dt� Y .. .. 1 rte... - • it . ; + I •4. 6� .. - � . •. * • - 1 l - - 1. Y' Y • y ' . File:. 16-023615-01 Version: 2016.1d *' . Butler Manufacturing,`a division of B1ueScope Buildings North America, Inc. 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Troy Ferguson - North Valley Building Systems Project: Efficient Energy Concepts 2000 Roof Only Foundation PERMIT # I L-7-4t"C' BUTTE COUNTY CE MENT SERVICES REVIEWED FOR CODE COMPLIANCE Address.: Troxel Road, Durham, CA OQROFESS/' C. J04-4/1 LU lorf BATF - —BY— 4: BUTTE COUNTY NOV 0 7 2016 DEVELOPMENT SERVICES 10 1 2 5/1 to Note.: These calculations and details are based on permit drawings by Butler Building Company. These calculations apply only to the structure as defined in the reviewed set of drawings. Any changes to either this set of calculations or the reviewed set of drawings provided by Butler Building Company without the written consent of this Engineer is strictly prohibited and shall render these calculations and specifications void. Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. Summit Structural Design Project Engineer: Design of: Foundations comae - '.:iia.,ere. 4•td•+1'ose •[ UC mui 9 Soil Bearing 1500 psf .,d.. b.. ,,.,f, DI i t UT Sqr Ftg for Resistive Unity e: Gravity (kips) Uplift (kips) to Thickness Length Width Uplift Factor Grid Line DL I CL I LL Wind I Eq Min Size (ft) a 5.3-1- Basic Load Combos UT Sqr Ftg for Resistive Unity Gravity (kips) Uplift (kips) Soil Bearing Thickness Length Width Uplift Factor Grid Line DL I CL I LL Wind I Eq Min Size (ft) (ft) (ft) (ft) Load (kips) (must be > 1) 1A 0.66 0.75 2.72 -3.16 -0.54 1.66 2 3.00 x 3.00 2.79 1.86' 18 0.99 0.75 2.72 -3.62 -0.75 1.72 2 3.00 x 3.00 2-79 1.77 2A 0.66 0.75 2.72 -3.16. -054 1.66 2 3.00 x 3.00 2.79 1.86 28 0.99 0.15 2.72 -3.62 -0.75 1.72 2 3.00 x 3.00 2.79 1.77 i I PROJECT. ENGINEER: SUMMIT" DESIGN OF SUMMIT STRUCTURAL DESIGN www.summitchico.com . .......... . ........ ....... . .. .. F > I , PAGE: DATE: .... ...... A. ....... . ... . ....... . ..... . . ........ Gin icSL 7 -D ... ....... C ... .. .0b....... i PROJECT; SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER: 14. W--. 0 0 9w www.summitchico.com DATE; DESIGN OF , _ 1 : 0i Yl\ , : i I , t i -� =� 4-4 ., o !-7 i h!tQX J !� !i 1L 5! PROJECT.- Q J // =. ENGINEER: DESIGN OF SUMMIT STRUCTURAL DESIGN www.summitchico.com PAGE: ` DATE: 5 E• Anchor DesignerTNI e Software Version 2.4.8025.30 e 1.Proiect informatlo Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data 8, Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB Diameter (inch): 0.750 Effective Embedment depth, hot (inch): 20.000 Anchor category: - Anchor ductility: Yes hmt„ (Inch): 22.25 Cmm (itch): 1.63 Smm (Inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: U = 0.9D + 1.OW Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <F. Company: Summit Structural Design Date: 10/25/2016 Engineer. Andx Johnson, P.E. Page: 1/5 Project: Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summitchico.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (Inch): 24.00 State: Uncracked Compressive strength, io (psi): 2500 Wc.v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (Inch): 13.00 x 8.00 x 0.38 b 1 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson sbun0=rte Comtinny inr. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com M`'L�� Anchor Designer TM Software m Version 2.4.6025.30 <Figure 2> Company: Summit Structural Design Date: 10/25/2016 Engineer. Andy Johnson, P.E. I Page: 2/5 Project: r Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summitchico.com Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB6 (3/4"0) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Surmg.Tie Company Irtc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847,3871 www.stronglia.com r Vi .4 Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB6 (3/4"0) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Surmg.Tie Company Irtc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847,3871 www.stronglia.com • Anchor DesignerTM Software Version 2.4.6025.30 Company: Summlt Structural Design I Date: 10/25/2016 Engineer: Andy Johnson, P.E. Page: 3/5 Project: Anchor Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@summitchico.com 3. Resulting Anchor Forces - 19370 0.75 14528 Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (lb) Vu.. (Ib) Vu.v (Ib) J(V...)'+(VU.y)' (lb) 1 587.8 -117.3 0.0 117.3 2 587.8 -117.3 0.0 117.3 3 587.8 -117.3. 0.0 117.3 4 587.8 -117.3 0.0 117.3 Sum 2351.0 -469.0 0.0 469.0 Maximum concrete compression strain (%.): 0:00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 2351 Resultant compression force (ib): 0 Eccentricity of resultant tension forces In x-axis, e'N. (Inch): 0.00 Eccentricity of resultant tension forces In y-axis, e'Nr (Inch): 0.00 Eccentricity of resultant shear forces In x-axis, e'v. (Inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (Inch): 0.00 01 o2 Y 040F 03 4. Steel Strength of Anchor in Tenslon(Sec. N.. (lb) 0 ON.. (lb) f D.5.11 - 19370 0.75 14528 - 5 Concrete Breakout Strength of Anchor In Tension (Sec D 5 21 Nb = 16d.Jr.hd'�'3 (Eq. 0-7) �c rc (psi) her (In) Nb (lb) 1:00 2500 10.333 39216 QNcbp =p(AN4/Aw.)V16,N'Kd.NY14NSl�p.NNo (Sec. r 0.4.1'& Eq. 0-4) AN. (int) AN.. (in?) Yec,N Y'.ON Y'aN WIP,N Nb (Ib) 0 ONcoo (lb) 1296.00 961.00 1.000 1.000 1.25 1.000 39218 0.70 ` 46279 6 Pullout Strength of Anchor in Tension (Sec D.5-311 ¢Np,, = OW pNp = ¢Y'.,P8Am9f'. (Sec. D.4.1, Eq. D-13 & D-14) Y4,P Aba (in') F. (psi) 0 ONm (lb) 1.4 3.53 2500 0.70 69266 .... ...... ,....... ... - __... _­-­ ..11,11...-11...1.,..1, _... .I...._ 1111.,. 1111_._......-..... . Input data and results must be checked for agreement wlth the existing circumstances; the standards and guidelines must be checked far plausibility. Simpson Stiony-Tie Company lire. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongile.com I- Anchor DesignerTM l , Software Version 2,4.6025.30 Company: Summit Structural Design I Date: 10/25/2016 Engineer: Andy Johnson, P.E. I Page: 4/5 Project: V.. (Ib) 09=4 4 Ogmt^a Ob) Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592,4407 E-mail: andy@summltchico.com B. Steel Strength of Anchor in Shear (Sec.. D.6,11 Shear Forces (Sec, D.7) V.. (Ib) 09=4 4 Ogmt^a Ob) Factored Load, N,. (lb) Design Strength, eNn (lb) Ratio Status 11625 1.0 0.65 7556 588 14528 0.04 Pass 9. Concrete Breakout Strength of Anchor in Shear (Sec. D.6,21 2351 46279 0.05 Pass (Governs) Shear perpendicular to edge In x -direction: 588 69266 0.01 Pass Vb. = minl7(l./da)1•14d.A.*'ccat1•5; 9).4rcc.0-51 (Eq. D-33 & Eq. D-34) Factored Load, V.. (lb) Design Strength, OV. (Ib) Ratio Status la (In) dA (In) to rc (psi) cat (In) Vb. (ib) 7556 0,02 Pass 6.00 0,75 1.00 2500 - 16.00 28800 .18919 0.02 Pass (Governs) OVcbp. = 0 (Avc/Av.)'f o.v%d.vPr.v%.vVb. (Sec. D.4.1 &.Eq. D-31) 235 41669. 0.01 Pass (Governs) Av. (in Z) Avco (ins) 'Neay Y.d.V Y'sv Y"'V Vb. (lb) d QVcby. (lb) 864.00 1152.00 1,000 0.894 1,400 1.000 28800 0.70 18919 Shear parallel to edge In x-dlrectlon: 5.1 % 1.0 Pass Vby = min17(la/d.)1'4d.,1.4facar'•5; 9A.4raca,' 1 (Eq. D-33 & Eq. D-34) 1. (in) da (in) hp N (psi) cm (in). Vby(Ib) 6.00 0.75 1.00 2500 15.50 27461 - oVcbp. = 4 (2)(Avc/Avco)V-'.c.vW d.vY'av%.vVby (Sec. D.4.1 &Eq. D-31). Av. (in') Avca (in') W.rV 'Ped.V 'hc,y YkV Vby (lb) d OVabg. (lb) 837.00 1081.13 1.000 1.000 1.400 1.000 27461 0.70 41669 10 Concrete Pryout Strength of Anchor In Shear (Sec O 6 3) OV.AD = dk,^bD = OkaD(ANc/Awo)'fa1.N'1Vd.NY4,N'PcA:NNb(Eq. D•41) kcp Aft (IgD) Aryw (In') /�o4N l�dd.N Y�c.N W"N Nb (lb) 0 O 4dVCAD (Ib) 2.0 1296.00 961.00 1.000 1.000 1.250 1,000 39218 0.70 92557 11, Results Interaction of Tensile and Shear Forces (Sec, D.7) Tension Factored Load, N,. (lb) Design Strength, eNn (lb) Ratio Status Steel 588 14528 0.04 Pass Concrete breakout 2351 46279 0.05 Pass (Governs) Pullout 588 69266 0.01 Pass Shear Factored Load, V.. (lb) Design Strength, OV. (Ib) Ratio Status Steel 117 7556 0,02 Pass T Concrete breakout x- 469 .18919 0.02 Pass (Governs) II Concrete breakout y- 235 41669. 0.01 Pass (Governs) Pryout 469 92557 0.01 Pass Interaction check Nva/ON. V.10vn Combined Ratio Permissible Status Sec. DJ.1 0.05 0.00 5.1 % 1.0 Pass PAB6 (3/4"1211) with hef = 20.000 inch meets the selected design criteria. Input data and results must be checked for.agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Suvng-Tie Company Ins, 5956 W. Les Posltes Boulevard Pleasanton, CA 94588 Phone: 925:560.9000 Fax: 925.847.3871 www;strongtio•com =t � Department of Development Services. Building Division 7 County Center Drive Oroville, CA 95965 MAIN (530) 538-7601 FAX (530) 538-7785 SPECIAL INSPECTION NOTE For Building Permit # BP�(a�`�l�l,, , Assessor's Parcel # A -2Q— Special Inspections — 2013 California Building Code section 1701: In addition to the inspections required by Section 108, the owner or engineer or architect of record acting as the owner's agent shall employ one or more special inspectors who shall provide inspections during construction on the types of work listed under Section 1701.5. The special inspector shall be a qualified person who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. Duties and Responsibilities of the Special Inspector: 1. The special inspector shall observe the work assigned for conformance with the approved design, drawings and specifications. 2. The special inspector shall furnish inspection reports to the building official and the engineer or architect of record. All discrepancies shall be brought to the immediate attention of the contractor for correction, then, if uncorrected, to the proper design authority and to the building official. 3. The special inspector shall submit a final signed report to the Butte County Building Division stating whether the work requiring special inspection was, to the best of his or her knowledge, in conformance with the approved plans and specifications and the applicable provisions of this code. 4. The special inspector shall advise the contractor that Butte County Building Division inspections cannot be delegated to him or her, so inspections must also be made by the Butte County Building Division. 5. Any change in special inspection firms made after permit issuance shall be approved by the Butte County Building Division prior to the new firm performing any inspections. 6. Special inspections are in addition to the regular inspections performed by the Butte County Building Division. Butte County inspection approval and sign off is not to be construed as authorization to proceed with work which obscures, covers or otherwise prevents proper special inspection. Special Inspection is required for the.following items: ❑ Reinforced Concrete (Taking of test specimens, placement of reinforcing and placing of concrete). ❑ tructural Masonry High Strength Bolting ❑ Welding ❑ Bolts Installed in Concrete ❑ Other: Name of Special Inspection Company