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HomeMy WebLinkAboutB16-2031 047-270-030 (2)BP#.�� ,03D �7,�'Z7�' Assessor's Parce # �oloset� in �h� r envelope-are the folf.r,MffnCz- ite'f is - i - Residential Construe+;ts,; :i�eq:. ` Title 24 Energy C4r.ulatiora .. _ Engineered Truss details y' Structural calcuia�iori Soils investigation" Report t` Ct�F!Cal Fire OBC 7A :rformation Flood Elevation Certificatb/Flood plain Declaration Special Inspection.Sh et _ BCCiViD Rule 207 Form Slope Setback attachment f "1 x oil 1Ir a ,. ,r g y Ir 1 j" - �M' • � JAI `� i'II ` * x, , a' mol n � m W �- " "tY: �J I 1 t N Y i•rr� J}° e t ,.. � err" ri � �� . • �'� . t , ' ij qqYrr i Trf Butte County Department of Developrrl'ent Services PERMIT CENTER • 7 County Center Drive, Oroville, CA 95965 tU Main'Phone"(530) 538-7601 Fax (530) 5384785 �Ciy�t': buttx:ouu tt'.n�t'dtls PLAN -CHANGE, CHECK, 0R RETURN Owner's Name: Anderson Brothers Corp. Contact,Person Name.- Andy Wood / North Valley Building Systems, Inc Contact emadt, andy@northvalleybuilding.com Contact PhoneNumber: (530) 570-8618 Date Submitted: 08/04/2017 Permit Number-: B16-2031 Assessor's Parcel Number: 047-270-030 0 .COMPLETE SET OF PLANS PARTIAL SET ORPAGES OF PLANS (LIST PAGES BELOW Please check any that. apply: 0 Response to Plan Check Letter? 0 Response to Building. Inspection Correction Notice? 0 Is there additional square footage? 0 Is unfinished area being in -filled -or completed? E&Other: Changed Occupancy,, Electrical and added Restrooms LIST OF ITEMS SUBMTTED FORM NO DBP -06 1. Three Complete sets of plans minus Metal Building Plans that did not change 2. One copy of the site plan 11 x 17 3. Two copies of the revised Energy Calculations 4. 51 Minimum 1 hour plan change fee -to be collected attime of submission. Plans Examiner will determine if additional plan checking fees are required: O' Minimum $127.00 paid 0 Additional Fee Amount Due:' K:\NEW WEBSITE\Buildittg\Building Fore; - rt ' r'" P LA N C H A N'G E. P- 06_Plan_Change .7 x B L(i-:.1131::. 1 1147-2711-1130 AUGUST 4,21117 ' PLAN CHANGE .-. BUTTE COUNTY DEPARTMENT OF -DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Building permit iWill not be issued until completed plan submitted APN: ()47_97(1-f13n Bullding.Permit# .. -Brothers Corporafinn Submit completed,form in .person or by mail. or fax to: Butte County Development Services - Building, 7 County Center Drive Oroville;.CA 95965 Phone: (530)538-7601 Fax:' (530)538=2140 Owner Mailing Address:Owner Phone: ! 53fU 894-5432 Jobsite Address: Project Sq. Ft,:, O40 Project Type: I Construction 0 Demolition. .Jobsite .Contact: Andy Wood Company: 9Jobsite Phone: 'B.rief description`: of project::_nnstrurt a Rn4n snuarP fontr�engiineered steel building By signing below; l acknowledge thot 11 am responsible'for cori plying with ::the requirements of Ordinance 2006-3925 (Chapter31, Article Vll),reldted.to recovery, of oonstruction and; demolition debris and the Iack;Of compliance may result in delays in issuance.ofbuilding/demolition:permit(s), hold on final inspection(s) and/or penalties. Applicant: - (Owner/ Contractor) Sigoature Date (19/13/7(11 R (Circle) (2) MATERIAL 1 Reuse— Recycle Dispose FACILITIES/SERVICE_PROVIDERS TO BE USED 3 Inert Material (Concrete,.asphaftj Grind and. Reuse. on site Lunitier X Self -Use and Old Durham Wood Plant/Tree Debris; Dry Wall X Butte County Neal Road Landfill MetalX Chico ScrapMetal Cardboard X Counly Neal Road Landfill Other.ne.bds. 'Butte X fill Other: RecoveryPlan approved: - BUTTE COUNTY Date: (Building Di9Wgr_0ING DIVI IN •� Tr�.� Please refer,to the Butte County. oR nline ic 9Ocal recycling service providers at:www.RecycleButte.net. ` /�� BUTTE • • COUiVTY ' c • K:\BUILDING\2011\Approved forms\Res Green Bldg. forms\Waste Diversion -Recycling forms.doc SEP 13 2016 DEVELOPMENT SERVICES eurcEs� Butler Manurac,ul"- 16-019178-01 Letter of Certification Date: 8/24/2016 Time: 08:26 PM Page: 1 of 2 Ietter.of Cerhficahon Floor Area Wall Area Roof Area (s . ft.) (s . ft.) (s . ft.) Max. Eave Contact: Jessica Hopper Project: Anderson Bros Corporation Peak Height Name: North Valley Building Systems, Inc. Builder PO #: 16-961 Warehouse AddressA0 Seville Court Jobsite: 13633 Anderson Brothers Drive 6000 5270 6021 City, State: Chico, California 95928 City, State: Chico, California 95973 1.000:]2 1.000:12 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. R -Factor: 3.25 Overstrength Factor: Omega:.2.50 Loads and Codes - Shape: Warehouse City: Chico County: Butte / State: Califomia Country: United States Building Code:'Califomia Building Standards Code - 2013 Edition Structural: IOAISC - ASD Rainfall: 1: 0.10 inches per hour Based on Building Code: 2012 International Building Code, Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: -2.00 psf Collateral Uplift' " 0.00 psf Frame Weight (assumed for seismic):2.50 psf . Wind Load . Wind Speed: Vult: 110.00 (Vasd: 85.21) mph The'Envelope Procedure' is Used Wind Exposure: C - Kz: 0.860 Parts Wind Exposure Factor: 0.860 Wind Enclosure: Enclosed Topographic Factor: Kzt •1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 12/0/0 Parts / Portions Zone Strip Width: a: 6/0/0 Basic Wind Pressure: q: 22.66 psf Snow Load Ground Snow Load: pg: 0.00 psf Flat Roof Snow: pf: 0.00 psf Design Snow (Sloped): ps; 0.00 psf Rain Surcharge: 0.00 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 .Ground / Roof Conversion; 0.70 . Unobstructed, Slippery Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 60.00 %g Mapped MCE Acceleration: SI: 27.00 %g Site Class: Stiff soil (D) Seismic Importance: Ie; 1.000 Design Acceleration Parameter: Sds: 0.5280 Design Acceleration Parameter: Shc: 0.3348 Seismic Design Category:'D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height.Used: 16/0/0 Shape V Overall Width Overall Len h Floor Area Wall Area Roof Area (s . ft.) (s . ft.) (s . ft.) Max. Eave Min. Eave eight 2 Max. Roof Min. Roof 1 Pitch I Pitch Peak Height R -Factor: 3.50 Warehouse 60/0/0 100/0/0 6000 5270 6021 l6/0/0 16/0/0 1.000:]2 1.000:12 18/610 Ordinary Steel Concentric Braced Frames Loads and Codes - Shape: Warehouse City: Chico County: Butte / State: Califomia Country: United States Building Code:'Califomia Building Standards Code - 2013 Edition Structural: IOAISC - ASD Rainfall: 1: 0.10 inches per hour Based on Building Code: 2012 International Building Code, Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: -2.00 psf Collateral Uplift' " 0.00 psf Frame Weight (assumed for seismic):2.50 psf . Wind Load . Wind Speed: Vult: 110.00 (Vasd: 85.21) mph The'Envelope Procedure' is Used Wind Exposure: C - Kz: 0.860 Parts Wind Exposure Factor: 0.860 Wind Enclosure: Enclosed Topographic Factor: Kzt •1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 12/0/0 Parts / Portions Zone Strip Width: a: 6/0/0 Basic Wind Pressure: q: 22.66 psf Snow Load Ground Snow Load: pg: 0.00 psf Flat Roof Snow: pf: 0.00 psf Design Snow (Sloped): ps; 0.00 psf Rain Surcharge: 0.00 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 .Ground / Roof Conversion; 0.70 . Unobstructed, Slippery Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 60.00 %g Mapped MCE Acceleration: SI: 27.00 %g Site Class: Stiff soil (D) Seismic Importance: Ie; 1.000 Design Acceleration Parameter: Sds: 0.5280 Design Acceleration Parameter: Shc: 0.3348 Seismic Design Category:'D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height.Used: 16/0/0 r-� C<I(zy Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho:'1.30 Fundamental Period: Ta: 0.2573 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1509 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1600 R -Factor: 3.25 Overstrength Factor: Omega:.2.50 j-� Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1625 x WBUM PERMIT # �S 3 BUTTE COUNTY DEVELOPMENT SERVICES COUNTY REVIEWED FOR C®D COMPLIA C DATE 42 SEP 13 2016 BY DEVELOPMENT SERVICES File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. . r-� C<I(zy sur�ER Date: 8/24/2016 Butler Man Manufacturing 16-019178-01 Letter of Certification Time: 08:26 PM Page: 2 of 2 Building design loads and,goveming 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: The design of this building is in accordance with Butler Manufacturing, a division of B1ueScopeBuildings North America; Inc. design practices which have been established based upon pertinent procedures andrecommendations 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 construction unless specifically agreed to in the contract documents... The undersigned engineer in responsible charge certifies that this building has been designed in accordance with the contract documents as indicated in this letter. ' ESS/p w E No. C 82293 z M Exp. 3=1-18 rn zo CIVI 4.4 e Date: Engineer s Seal Enweer m responsible g' p nsible charge . File 167019178-01 Version: 2016.1c . Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 Bt1TLER � . Butler Manufacturing 16-019178701 Calculations Package Time: 08:11 PM Page: 1 of 87 Butler Manufacturing Company, 1540 Genessee Street Kansas City, MO 64102' Y - STRUCTURAL DESIGN DATA Project: Anderson Bros Corporation Name: 16-019178-01 Builder PO #: 16-961 Jobsite: 13633 Anderson Brothers Drive 61 (V-V)D3) BLtTIE City, State: Chico, California 95973 COUNTY County: Butte SEP 13 2016 Country: United States DEVELOPMENT SERVICES t TABLE OF CONTENTS BuildingLoading - Expanded Report ...................... ......:........ ......................:............................................................................... 2 Bracing- Summary Report ......................................................................................................... ......................... 12 Secondary- Summary Report ........................................................................................ .......................................................... 18 Framing- Summary Report ...:..........................................:...................................... ......... _ ..................... 30 Covering - Summary Report..:.........................'......................................................::..... .. .. ... �/�/ 79 Appendix................................................................................................................. ;. ' . w�'W E LS.Cj. .c . ......................... 82 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 B[JTLER Butler Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM Page: 2 of 87 Building Loading -Expanded Report Shape: Warehouse Loads and Codes - Shape: Warehouse City: Chico County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: l OAISC - ASD Rainfall: I: 0.10 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 Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Side Type Mag Units Shape Applied to ' Description A D 2.003 psf Entire Frm Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.05: Roof: A A D 0.950 psf Entire Pur Covering Weight - 26 Butlerib II Unpunched: Roof: A B D 2.003 psf Entire Frm Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.05: Roof B B D 0.950 psf Entire Pur Covering Weight - 26 Butlerib II Unpunched: Roof. B Roof Live Load Roof Live Load: 20.00 psf Reducible Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Gust Factor: G: 1.0000 Wind Enclosure: Enclosed Least Horiz. Dimension: 60/0/0 Height Used: 16/0/0 (Type: Eave) Base Elevation: 0/0/0 NOT Windborne Debris Region Primary`Zone Strip Width: 2a: 12/0/0 Parts / Portions Zone Strip Width: a: 6/0/0 Velocity Pressure: qz: 30.98 psf qz= 0.00256' (1.00)' (110.00)^2 ' (1.00) Topographic Factor: Kzt: 1.0000 The 'Envelope Procedure' is Used Directionality Factor: Kd: 0.8500 Wind Exposure: C - Kz: 0.860 Basic Wind Pressure: q: 22.66 psf Snow Load Ground Snow Load: pg: 0.00 psf Rain Surcharge: 0.00 Flat Roof Snow: pf: 0.00 psf Exposure Factor: 2 Partially Exposed Ce: 1.00 Design Snow (Sloped): ps: 0.00 psf Thermal Factor: Unheated - Ct: 1.20 Snow Accumulation Factor: 1.000 Unobstructed, Slippery Snow Importance: Is: 1.000 Slope Reduction: Cs: 1.00 Ground / Roof Conversion: 0.70 Slope Used: 4.764 deg. ( 1.000:12 ) Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Transverse Direction Parameters Mapped MCE Acceleration: Ss: 60.00 %g Ordinary Steel Moment Frames Mapped MCE Acceleration: Sl : 27.00 %g Redundancy Factor: Rho: 1.30 Site Class: Stiff soil (D) Fundamental Period: Ta: 0.2573 Seismic Importance: le: 1.000 R -Factor: 3.50 Design Acceleration Parameter: Sds: 0:5280 Overstrength Factor: Omega: 2.50 Design Acceleration Parameter: Shc : 0.3348 Deflection Amplification Factor: Cd: 3.00 Seismic Design Category: D Base Shear: V: 0.1509x W % Snow Used in Seismic: 0.00 t Seismic Snow Load: 0.00 psf Longitudinal Direction Parameters Diaphragm Condition: Flexible Ordinary Steel Concentric Braced Frames Fundamental Period Height Used: 16/0/0 Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1600 r R -Factor: 3.25 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1625x W Side Type Mag Units Shape Applied to Description 1 E 0.223 psf Entire Frm Seismic: Covering Weight - 26 Butlerib 11 Punched + Secondary Weight 0.53: Wall: 1 I E 0.240 psf Entire Brc Seismic: Covering Weight - 26 Butlerib 11 Punched + Secondary Weight 0.53: Wall: 1 2 E 0.229 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.57: Wall: 2 2 E 0.246 psf Entire Brc Seismic: Covering Weight - 26 Butlerib 11 Punched + Secondary Weight 0.57: Wall: 2 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 B[JTLER Butler Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM Page: 3 of 87 3 E 0.223 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.53: Wall: 3 3 E 0.240 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.53: Wall: 3 4 E 0.308 psf Entire Frm Seismic: Covering Weight - 26 Butlerib 11 Punched + Secondary Weight 1.09: Wall: 4 4 E 0.331 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 1.09: Wall: 4 A E 1.132 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.05 + (Includes 1.000 1.0 D + 1.0 CG + 0.6 <W ] D + CG + <W 1 9 System 1.000 1.0 D + 1.0 CG + 0.6 W2> 3.000 Collateral 2.500 Frame Weight) : Roof: A A E 1.219 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.05 + (Includes 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 12 System 1.000 1.0 D + 1.0 CG + 0.6 WPR 3.000 Collateral 2.500 Frame Weight) : Roof: A B E 1.132 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.05 + (Includes 1.000 0.6 MW MW - Wall: 2 15 System 1.000 0.6 MW 3.000 Collateral 2.500 Frame Weight) : Roof. B B E 1.219 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.05 + (Includes 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 3.000 Collateral 2.500 Frame Weight) : Roof: B Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels 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 D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL . . 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> . 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W ] D + CG + <W 1 9 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 . 11 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 12 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 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 W 1> D + CU + W 1> 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 + W 2> 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 WPL D + CU + WPL 22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR 23 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D +CG+L+WI> 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W 1 25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> +D + CG + L + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L"+ <W2 27 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG'+ L + WPL 28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L +WPR 29 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + Fj + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 31 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + Fj + EG - 32 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 33 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 34 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 35 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 36 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- + CU + <E + EG - 37 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + Ej + EG+ 38 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 39 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 40 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 41 System Derived 1.000 1.0D+1.0CG+0.6WPR +0.6WB1> D+CG+WPR+WBI> 42 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> +CU+WPR+WB1> 43 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WB1> +CG+L+WPR+WBI> 44 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6<WBI D+CG+WPR+<WBI 45 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WB1 46 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WBI D+CG+L+WPR+<WB1 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler Manufacturing16-019178-01 Calculations Package Time: 08:11 PM ....,.._�_.,...._....�... Page: 4 of 87 47 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> + CG +WPR + WB2> 48 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> + CG + L + WPR + WB2> 50 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 + CG + WPR + <WB2 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 52 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 53 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> + CU +WPL + WB3> 55 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> + CG + L +WPL + WB3> 56 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 + CG + WPL + <WB3 57 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 + CU + WPL + <WB3 58 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 + CG + L + WPL + <WB3 59 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> + CG + WPL + WB4> 60 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> + CU + WPL + WB4> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> + CG + L + WPL + WB4> 62 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 + CG + WPL + <WB4 63 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 64 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 65 System Derived 1.000 0.6 MWB - Wall: 1 66 System Derived 1.000 0.6 MWB MWB - Wall: 2 67 System Derived 1.000 0.6 MWB MWB - Wall: 3 68 System Derived 1.000 0.6 MWB MWB - Wall: 4 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 70 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> D + CG + Ej + EG+ + EB> 71 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 EB> D + CG + <E + EG++ EB> 72 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 73 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 74 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG-+ 0.273 EB> D + CU + E> + EG- + EB> 75 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 76 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 77 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 78 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 81 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 82 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 85 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB + CU + <E + EG- + <EB 86 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB 87 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ + CG + <EB + EG+ 88 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- + CU + <EB + EG - File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler Manufacturin 16-019178-01 Calculations Package Time: 08: 11 PM Page: 5 of 87 Design Load Comhinations - Bracinv No. Origin Factor Application Description 1 System 1.000 1.0 D + 0.6 W 1> + W 1> 2 System 1.000 1.0 D + 0.6 <W1 D + <W1 3 System 1.000 1.0 D + 0.6 W2> D + W2> 4 System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 1.0 D + 0.6 W> D + W 3> 6 System 1.000 1.0 D + 0.6 <W3 D + <W3 7 System 1.000 1.0 D + 0.6 W4> D + W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 • System 1.000 1.0 D + 0.7 E> " D + E> 14 System 1.000 1.0 D + 0.7 <E D + <E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1 > D + CG + W 1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 + CG + <W3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 22 System Derived' 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W l> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W3 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 D + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.6 D + 0.6 CG'+ 0.7 F> + 0.7 EG- D + CG + E> + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG- ' r t File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER 16-019178-01 Calculations Package Time: 08:11 PM Butler Manufac uf..ino Page: 6 of 87 llesl n No. Load COmomanons - Origin rurnn Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System Derived 1.000 1.0D+1.0CG+0.6W1>+0.6WB1> 1.0CG+0.6W1>CG D +CG+WI>+WB1> 3 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB 1> D + CG + <W2 + WB 1> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WBU D+CU+WI>+WB1> 5 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB 1> + CU + <W2 + WB 1> 6 System Derived 1.000 1.0D+1.0CG+0.75L+0.45W1>+0.45WB1> +CG+L+W1>+WB1> 7 System Derived 1.000 1.0D+1.0CG+0.75L+0.45<W2+0.45WB1> +CG+L+<W2+WB1> 8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <W B 1 D + CG + W1> + <WB 1 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 D + CG + <W2 + <WB 1 10 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB1 D+CU+Wl>+<WB1 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB 1 D + CU + <W2 + <WB 1 12 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB 1 + CG + L + W1> + <WB 1 13 System Derived 1.000 1.0D+1.0CG+0.75L+0.45<W2+0.45<WB1 +CG+L+<W2+<WB1 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W> + 0.6 WB2> D + CG + W 1> + WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W> + 0.6 WB2> + CU + W 1> + WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> + CU + <W2 + WB2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB2> +CG+L+WI>+WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB2 + CG + W 1> + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 + CG + <W2 + <WB2 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 + CU + W 1> + <WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 + CU + <W2 + <WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB2 D + CG + L + W1> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB3> + CG + W 1> + WB3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 WB3> + CU + W 1> + WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D + CU + <W2 + WB3> 30 System Derived 1.000 1.0D+1.0CG+0.75L+0.45W1>+0.45VIM> +CG+L+WI>+WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> D + CG + L + <W2 + WB3> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB3 + CG + W 1> + <WB3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <WB3 + CU + W 1> + <WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 +CU+<W2+<WB3 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB3 + CG + L + W 1> + <WB3 37 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 <W2+0.45 <WB3 +CG+L+<W2+<WB3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB4> D + CG + W1> + WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4> D + CU + W1> + WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> D + CU + <W2 + WB4> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB4> + CG + L + W 1> + WB4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> + CG + L + <W2 + WB4> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB4 D + CG + W l> + <WB4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB4 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D+CU+W1>+<WB4 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 D + CU + <W2 + <WB4 48 Systcm Derivcd 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1 > + 0.45 <WB4 D + CG + L + W 1> + <WB4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 + CG + L + <W2 + <WB4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 51 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 52 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 53 1 System Derived 1 1.000 10.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG- DesiRn Load Commnanons - wrr Dcscrition No. System 1.000 A lication + L 1000 �_-,,EFactor 1.000 1.0CG+0.6W1>CG + W1>12 3 System 000 1.0 CG + 0.6 <W2 CG + <W2 DesiRn No. Load Combmanons - Origin cool - ranef FactorApplication Description 1 System 1.000 1.0 D + 1.0 L + L 2 System 1.000 1.0 D + 0.6 <W2 D + <W 2 3 System 1.000 0.6 D + 0.6 W 1> D + W 1> File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�E-R " Butler Manufacturing 16-019178-01 Calculations Package Design Load Combinations - Wall -Panel Date: 8/24/2016 Time: 08:11 PM Page: 7 of 87 No. Origin Factor Application Description 1 2 System. System 1 1.000 1.000 0.6 W 1> 0.6 <W2 IWI> W2 Deflection Load Combinations - Framing Deflection Load Combinations - Purlin No. Ori ' Factor DefH DefV A lication Descri tion 1 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 Wl> Wl> r54 System 1.000 60 180 0.42 <W 1 W1 'USI System 1.000 60 180 0.42 W2> 2> SD System 1.000 60 180 0.42 <W2 <W2 PFI System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 F> + 1.0 EG- F> + EG - 9 System 1.000 1 10 0 1.0 <E + 1.0 EG- 1<E + EG - Deflection Load Combinations - Purlin No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L L 2 System 1.000 180 0.42 W 1> W 1> 3 System 1.000 180 0.42 <W2 <W2 Deflection Load Combinations - Girt No. Deflection Load Combinations - Roof - Panel No. Origin Factor DefH DefV Application Description I System 1.000 1 60 1 60 10.42 <W2 W2 Load Type Descriptions D 9rigin Origin Factor Deflection Application Description 1 2 System S stem 1.000 1.000 90 90 0.42 W 1> 0.42 <W2 1> J<W2 Deflection Load Combinations - Roof - Panel No. Origin Factor DefH DefV Application Description I System 1.000 1 60 1 60 10.42 <W2 W2 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L ' Roof Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left S Snow Load 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 Wl> Wind Load, Case 1, Right <W 1 Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - RcfA, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPB 1 Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPCI Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref D Case 1 WPD2 Wind Parallel - Ref D, Case 2 WB 1> Wind Brace Reaction, Case 1, Right <WBI Wind Brace Reaction, Case 1, Lcft WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Lcft 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 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. aurcEFr Date: 8/24/2016 Butler------Manufaeturirre 16-019178-01 Calculations Package Time: 08:11 PM Page: 8 of 87 E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right 'FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right '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*>(]) Auxiliary Live Load, Right, Right, Aisle 1 •AL>(1) Auxiliary Live Load, Right, Left, Aisle 1 <AL*(]) Auxiliary Live Load, Left, Right, Aisle 1 <*AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL•(1) Aux Live, Right, Aisle 1 'AL(1) Aux Live, Left, Aisle 1 AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 'AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL'(2) Auxiliary Live Load, Left, Right, Aisle 2 <•AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL'(2) Aux Live, Right, Aisle 2 "AL(2) Aux Live, Left, Aisle 2 AL ->(3) Auxiliary Live load, Right, Right, Aisle 3 •AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL'(3) Auxiliary Live Load, Left, Right, Aisle 3 <'AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL"(3) Aux Live, Right, Aisle 3 'AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 'AU(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 •AU(S) 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 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load UI 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 UBS 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: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER , Butler m-04U„na 16-019178-01 Calculations Package Time: 08:11 PM ........,.—���� Page: 9 of 87 iT.— nornnd 1W--. Pnief I —A. fnr 1--.. Confine• 1 . Side Units Type I- Description Ma 1 I Locl I Offset I H or V _I Supp. I Dir. I Coef. I Loc. 1k 1 k I WPR WPL eak Anis Loading 2.60 eak Axis Loading -2.60 7/3/0 7/3/0 N . N N N N N IN OUT 1.000 WA 1.000 WA d Q 1 mAQ � o FnXr File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLER Butler Manufacturing 16-019178-01 Calculations Package User Defined Frame Point Loads for Cross Section: 6 Date: 8/24/2016 Time: 08:11 PM Page: 10 of 87 Side Units Type Description Mag 1 I Locl 1 Offset I H or V I Supp. I Dir.•Coef. I Loc. 1 1 k k WPR WPL eak Axis Loading eak Axis Loadin 2.60 -2.60 7/3/0 7/3/0 N N N N N I IN N OUT 1 1.000 1.000 1 WA WA 1J Sol N, File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 . Bl1TLER ' Butter Manuf—turingg 16-019178-01 Calculations Package Time: 08:11 PM Page: 11 of 87 Zdl L <•> 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 suppliers engineer 77777 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. - 2 i r - 4 L <•> 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 suppliers engineer 77777 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. r - BUTLER ;, r Date: 8/24/2016 ^Butler ManWacturing 16-019178-01, Calculations.Package Time: 08:11 PM Page: 12 of 87' Bracts 3 -Summa rine ort " Shape: Warehouse Loads and Codes - Shape: Warehouse City: Chico - County: Butte State` California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: l0AISC - ASD Rainfall: I: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: ' 12A1SI - ASD fc: 3000.00 psi Concrete• Building Risk/Occupancy Category: lI (Standard Occupancy Structure) Dead and Collateral Loads y Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second: Dead Load: 2.00 psfRoof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf - Wind Load. Snow Load- ` a 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 E �, Mapped MCE Acceleration: Ss: 60.00 %g Wind Exposure: C - Kz: 0.860 Design Snow (Sloped): ps: 0.00 psf } Mapped MCE Acceleration: S1: 27.00 %g Parts Wind Exposure Factor: 0.860 _ Rain Surcharge: 0.00 Site Class: Stiffsoil (D) Wind Enclosure: Enclosed 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: 0.5280 Thermal Factor: Unheated - Ct: 1.20 Design Acceleration Parameter: Shc : 0.3348 NOT Windbome Debris Region Ground /Roof Conversion: 0.70 • i Seismic Design Category: D Base Elevation: 0/0/0 Unobstructed, Slippery • Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 12/0/0 • % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 6/0/0 Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.66 psf . Fundamental Period Height Used: 16/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 ' r - ` • Fundamental Period: Ta: 0.2573 R -Factor: 3.50 r Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 c Base Shear: V: 0.1509 x W T - • 1 Longitudinal Direction Parameters r Ordinary Steel Concentric Braced Frames * Redundancy Factor: Rho: 1.30 - Fundamental Period: Ta: 0.1600 R -Factor: 3.25 Overstrength Factor: Omega: 2.50 ' Deflection Amplification Factor: Cd: 3.25 ' Base Shear: V: 0.1625 x W Deflection Conditions i - Frames are vertically supporting:Metal Roof Purlins and Panels ' Frames are laterally supporting:Metal Wall Girts and Panels. Purlins are supporting:Mctal Roof Paricls Girts are supporting: Metal Wall Panels File: 16-019178-01 Version: 2016.1c ; < Butler Manufacturing, a division of B1ueScope Buildings NOrth'America; Inc. k • • ' , ' ti t Date: 8/24/2016 BUTLER 16-019178-01 Calculations Package Time: 08:11 PM h- k Page: 13 of 87 Design Load Combinations - Bracing No. Ori ' FactorApplication 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 + <W 1 3 System 1.000 1.0 D + 0.6 W2> D + W2> 4 System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 1.0 D + 0.6 W3> D + W3> 6 System 1.000 1.0 D + 0.6 <W3 D + <W3 7 System, 1.000 1.0 D + 0.6 W4> D + W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.7 F> D + F> 14 System 1.000 1.0 D + 0.7 <E D + <E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W l D + CG + <W 1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> • + CG + W3> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 + CG + <W3 21, System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 23 System Derived 1.000. 0.6D+,0.6CU+0.6W1> D+CU+W1> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 25 ' System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> + CU + W3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W3 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> + CU + W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 F>'+ 0.7 EG+ D + CG + Ej + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- p + CG + <E + EG- File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America,'Inc. . t i File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America,'Inc. Date: 8/24/2016 B[JTLER ButlerM----- Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM Page: 14 of 87 Diaeonal Bracine Member Desien Summary: Roof A Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial Factor I Factor Ratio Load Case Status 1 R0.375 23.01 31.1 -2.37 1.0000 1.0000 0.926 1.OD+I.00G+0.6W2> passed flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. 2 R 0.375 23.01 31.1 -2.37 1.0000 1.0000 0.926 1.OD+I.00G+0.6<W2 passed 3 R0.375 27.16 45.0 -0.52 1.0000 1.0000 0.203 1.OD+I.00G+0.6W2> passed 4 R 0.375 27.16 45.0 -0.52 1.0000 1.0000 0.203 1.OD+I.00G+0.6<W2 passed Mem. End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.6W2>, Factored F = 2.37, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web - flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.6W2>, Factored F = 2.37, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web - flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.6<W2, Factored F = 2.37, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web - flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.6<W2, Factored F = 2.37, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web - flange weld OK, web direct shear OK, web punching shear 01C, tensile fracture of wcb OK, >> PASSED. 3 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.6W2>, Factored F = 0.52, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web - flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.6 W2>, Factored F = 0.52, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web - flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, » PASSED. 4 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.6<W2, Factored F = 0.52, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web - flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case LOD+I.00G+0.6<W2, Factored F = 0.52, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web - flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BU] -LER Bu(yr Mniy(�(yring �4 16-019178-01 Calculations Package Date: 8/24/2016 Time: 08:11 PM Pau: 15 of 87 �- 11 t 7YT1T t 7YP1T 7(r.f7t- _ 194 � 5 VA ninannal RrArina Mpmhpr npsipn Summnrve Rnnf R Mem. Bracing +, Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. Axial Factor Factor Ratio 1 Status 1 R 0.5 23.01 31.1 -2.96 1.0000 1.0000 0.644 1.OD+I.00G+0.7E>+0.7EG+ passed cb-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofwcb OK, >> PASSED. 2 R 0.5 23.01 31.1 -2.94 1.0000 1.0000 0.640 1.OD+I.00G+0.7<E+0.7EG+ passed 3 R 0.625 27.16 45.0 -5.45 1.0000 1.0000 0.733 1.OD+I.00G+0.7E>+0.7EG+ passed I !_ R 0.6251 27.16 45.0 -5.44 1.0000 _ 0.732 1.OD+I.00G+0.7<E+0.7EG+ _ �- 11 t 7YT1T t 7YP1T 7(r.f7t- _ 194 � 5 VA ninannal RrArina Mpmhpr npsipn Summnrve Rnnf R Mem. Bracing +, Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. Axial Factor Factor Ratio Load Case Status 1 R 0.5 23.01 31.1 -2.96 1.0000 1.0000 0.644 1.OD+I.00G+0.7E>+0.7EG+ passed cb-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofwcb OK, >> PASSED. 2 R 0.5 23.01 31.1 -2.94 1.0000 1.0000 0.640 1.OD+I.00G+0.7<E+0.7EG+ passed 3 R 0.625 27.16 45.0 -5.45 1.0000 1.0000 0.733 1.OD+I.00G+0.7E>+0.7EG+ passed 4 R 0.6251 27.16 45.0 -5.44 1.0000 .1.0000 0.732 1.OD+I.00G+0.7<E+0.7EG+ passed Mem. End -Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 2.96, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 2.96, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 2.94, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 2.94, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flan c weld OK, web direct shear OK, web punching shear OK, tensile fracture ofwcb OK, >> PASSED. 3 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 5.45, E factor = 1.000; stress increase = 1.000, slot offset, = 3.000, cb-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofwcb OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 5.45, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. 4 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 5.44, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 5.44, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture ofwcb OK, >> PASSED. File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: t'24/2016 BUTLER Time -18 PM • 16-019178-01 Calculations Package E 6utier Manu.—tu. ing Page:16 of 87 Dia onat Bracing Member Desi n Summa : Sidewall 2 apassed Comment Mem. Bracing Length Angle Design Seismic Stress Stress 7Goveming No. Shape ft Axial Factor Factor Ratio eR 0.75 25.25 38.7 -6.40 1.3000 1.0000 0.766 1.OD+IE+0.7EG+ 2 R 0.75 25.25 38.7 6.43 1.3000 1.0000 0.769 1.OD+I>+0.71 G 3 Mem. End Diagonal Connection Desi Information 5 1 Left Slot: Web Thk = 0.134, Load Case 1.OD+1.00G+0.7<E+0.7EG+, Factored F = 12.8 1, E factor= 2.000, r SSED. se = 1.000, slot offset, _ 3.000, web -flange weld OK, web direct shear OK, web punching shear OK tensile fracture of web OK Right Slot: We Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 12.8 1, E factor = 2.000, PASSED. ss se = 1.000, slot offset, _ 3.000, web -flan a weld OK, web direct shear OK, web unchin shear OK, tensile fracture of web OK, 2 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7F>+0.7EG+, Factored F =12.86, r, factor = 2.000, .:tress increase = 1.000, slot offset, _ 3.000, web -flange weld OK, web direct shear OK, web punching shear OK tensile fracture of web OK =j PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F =12.86, Efactor = 2.000; PSED. increase — 1.000, slot offset, _ z nnn wAuflanve weld OK. web direct shear OK web unchin shear OK tensile fracture of web OK i Version: 2016.1 c File: 16-019178-01 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER + Butler ------ turing 16-019178-01 Calculations Package Date: 8/24/2016 Time: 08:11 PM Page: 17 of 87 Portal Brace Member Design Summary: Sidewall 4, Bay 3 Knee Brace Desien Bracing Length Design Seismic Stress Stress Load Design Left Right Shape ft Axial Factor Factor Ratio Case Status End Conn End Conn Left KBD 2L 3.00.00313-0.375 4.24 4.94 2.5000 1.0000 0.279 1.OD+I.00G+0.7<E+0 passed (2) 3/4 A325 (2) 3/4 A325 6.12 Shear Stress Ratio 0.3003 Governing Drift Case: 1.OE>+l .OEG- Stress Increase Used' .7EG+ Horizontal Deflection = 2.89 Seismic Amplification Factor 2.5000 H/2.89 = 66 > 10 passed Right KBD 2L 3.Ox3.Ox0.188-0.375 4.24 3.66 2.5000 1.0000 0.849 l .OD+I.00G+0.7E>+0 passed (2) 3/4 A325 (2) 3/4 A325 bending OK, haunch web yielding OK, haunch web crippling OK => passed .7EG+ Knee Brace Connection Design Portal Brace Beam Design Left KBDKnee/Column: Factored F = 12.4k, E factor = 2.500, stress increase = 1.000, 0.375 x 6.000 S2 stiffener one side, S2 bending OK, 0.188 S2 to flange Design Size 3P 6xl/4x0.I345x8 weld both sides, 3/16 KC gusset weld => passed Combined Ratio 0.758 < 1.03 Design passed Ky = 1.0 Knee/Beam: KBC standard connection 2 3/4 in. A325SC, Bolt shear OK => passed 3.49(k) Right KBDKnee/Column: Factored F = 9. 1, E factor = 2.500, stress increase = 1.000, 0.375 x 5.000 S2 stiffener one side, S2 bending OK, 0.188 S2 to flange 8.74 Ly = 14.00(ft) weld both sides, 3/16 KC gusset weld => passed 0.1835 Lb = 14.00(ft) Knee/Beam: KBC standard connection 2 3/4 in. A325SC, Bolt shear OK => passed 88.15(in-k) Portal Brace Beam Design Design Size 3P 6xl/4x0.I345x8 Kx = 1.0 Combined Ratio 0.758 < 1.03 Design passed Ky = 1.0 Axial Force 3.49(k) Lx = 20.00(ft) Seismic Amplified Force 8.74 Ly = 14.00(ft) Compressive Stress Ratio 0.1835 Lb = 14.00(ft) Moment 88.15(in-k) CMx = 1.0 Seismic Amplified Moment 220.38 CMy = 1.0 Bending Stress Ratio 0.5747 Bending coefficient (Cb) = 2.30 Shear • 2.45 Column Connection: Flange Special Seismic Amplified Shear 6.12 Shear Stress Ratio 0.3003 Governing Drift Case: 1.OE>+l .OEG- Stress Increase Used' 1.0000 Horizontal Deflection = 2.89 Seismic Amplification Factor 2.5000 H/2.89 = 66 > 10 passed Load Case I.OD+I.00G+0.7<E+0.7EG+ Left Connection Design: FS (4) 3/4 A325T, F = 8.7 V = 6.1, E factor = 2.500 stress factor = 1.000, bolt shear & tension OK, local FS bending OK, haunch web yielding OK, haunch web crippling OK => passed Right Connection Design: FS (4) 3/4 A325T, Factored F = 8.7Factored V = 6. 1, E factor = 2.500 stress factor = 1.000, bolt shear & tension OK, local FS bending OK, haunch web yielding OK, haunch web crippling OK => passed rr:. - s77 7" 777 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' B[JTLER Date: 8/24/2016 S . , 16-01917841, Calculations Package Time: 08:11 PM ;Page: 18 of 87 Secondary - Sartunaiy Loads and Codes - Shape: Warehouse City: Chico County: Butte " " State: California . Country: • United States Building Code: California Building Standards Code - 2013 Edition, Structural: I OAISC - ASD Rainfall: 1: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: : 12AISI -'ASD fc: 3000.00 psi Concrete Building Fisk/Occupancy Category: II (Standard Occupancy Structure) _ Dead and Collateral Loads . ' v", Roof Live Load Collateral Gravity:3.00 psf Roof Covering +Second: Dead Load; 2.00 psf, + Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for"seismic)i2.50 psf = r Wind Load Snow Load 1 r 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: p£ 0.00 psf ` Mapped MCE Acceleration: Ss: 60.00 %g Wind Exposure: C - Kz: 0.860 Design Snow (Sloped): ps:.0.00 psf Mapped MCE Acceleration: Sl: 27.00 %g Parts Wind Exposure Factor: 0.860 Rain Surcharge: 0.00 t." - Site Class: Stiffsoil (D) Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce 1.00 ti Seismic Importance: le: 1.000 Topographic Factor: Kzt:1.0000 . Snow Importance: Is: 1.000 Design Acceleration Parameter: Sds: 0.5280 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 j Base Elevation: 0/0/0 Unobstructed, Slippery ° .p: " Seismic Snow Load: 0.00 psf _ Primary Zone Strip Width: 2a: 12/0/0 a '. % Snow Used in Seismic: 0.00 { Parts / Portions Zone Strip Width: a: 6/0/0 , _ `i Diaphragm Condition: Flexible i Basic Wind Pressure: q: 22.66 psf Fundamental Period Height Used: 16/0/0 - - Transverse Direction Parameters * Ordinary Steel Moment Frames t - r " ` Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2573 . R -Factor: 3.50 r ' OJerstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 " Base Shear: V: 0.1509 x W M " ' Longitudinal Direction Parameters " Ordinary Steel Concentric Braced Frames. " _ ( Redundancy Factor: Rho: 1.30 ' Fundamental Period: Ta: 0.1600 - t . R -Factor: 3.25. +: Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1625 x W 4, s File: 16-019178-01 - r Version: 2016.1c '. Butler Manufacturing, a division of BlueScope Buildings North America; Inc. BUTLER Butler Manufacturing 16-019178-01 Calculations Package Date: 8/24/2016 Time: 08:11 PM Page: 19 of 87 Design Load Combinations - Purtin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System Derived 1.000 1.0D+1.0CG+0.6W1>+0.6WB1> D +CG+WI>+WB1> 3 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 W131> D + CG + <W2 + WB1> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+W1>+WB1> 5 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> D +CU+<W2+WB1> 6 System Derived 1.000 1.0D+1.0CG+0.75L+0.45W1>+0.45WB1> D +CG+L+WI>+WB1> 7 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB 1> + CG + L + <W 2 + WB 1> 8 System Derived 1.000 1.0D+1.0CG+0.6W1>+0.6<WB1 D +CG+W1>+<WB1 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB1 D + CG + <W2 + <WB1 10 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB 1 D + CU + W1> + <WB 1 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB 1 D + CU + <W2 + <WB 1 12 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB 1 D + CG + L + W1> + <WB 1 13 System Derived 1.000 1.0D+1.0CG+0.75L+0.45<W2+0.45<WB1 D + CG + L + <W2 + <WB 1 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB2> + CG + W 1> + WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2> D + CU + W1> + WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> D + CU + <W2 + WB2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB2> + CG + L + W l> + WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB2 + CG + W 1> + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <WB2 + CU + W 1> + <WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D + CU + <W2 + <WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB2 + CG + L + W 1> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB3> + CG + W 1> + WB3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> D + CU + W 1> + WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D + CU + <W2 + WB3> 30 System Derived 1.000 1.0D+1.0CG+0.75L+0.45W1>+0.45WB3> D +CG+L+WI>+WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> + CG + L + <W2 + WB3> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB3 D + CG + W1> + <WB3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 + CU + W 1> + <WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 D + CU + <W2 + <WB3 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1 > + 0.45 <WB3 D + CG + L + W1 + <WB3 37 System Derived 1.000 1.0D+1.0CG+0.75L+0.45<W2+0.45<WB3 D + CG + L + <W2 + <WB3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB4> D + CG + W1> + WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4> D + CU + W1> + WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> D + CU + <W2 + WB4> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB4> D + CG + L + W1> + WB4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> D + CG + L + <W2 + WB4> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB4 + CG + W 1> + <WB4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W 2 + <W B4 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D + CU + W1> + <WB4 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 D + CU + <W2 + <WB4 48 Systcm Derived 1.000 1.0D+1.0CG+0.75L+0.45W1>+0.45<WB4 D+CG+L+WI>+<WB4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 + CG + L + <W2 + <WB4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 51 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 52 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 53 System Dcrived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG - Design Load Combinations - Girt No. Origin I Factor I Application Dcscri tion 1 2 System System 1 1.000 1.000 1.0 CG + 0.6 W 1> CG + W1> 1.0 CG + 0.6 <W2 CG + <W2 Deflection Load Combinations - Purlin No. Origin Factor Deflection I Application Description 1 System 1.000 150 1.0 L 2 System 1.000 180 0.42 W1> W1> 3 S stem 1.000 180 0.42 <W2 <W2 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Bur�ER Date: 8/24/2016 4r _Btt! r Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM Page: 20 of 87 iletlrcfinn i.nnd Cnmhinafinnc = C_irf _ No. Origin Factor I Deflection Application Description " 1 2 System System 1 1.000 1 90 ' 1.000 90 0.42 W1> 0.42 <W2 IWI> W2 + Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior - _Exterior % % %- % � Lap % . • % • %' % ' ,. BUTLER' %. - % ' � Ld Lap Date: 8/24/2016 ' - • - ft ..16-019178-01 Calculations Package in. Bnd Time: 08:11 PM Cmb Butter Manufacturing Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 20.00 Page: 21 of 87 Yes 0.0 0.94 0.00 ' Pall." 1 0.00 1 ' 1,2 20.00 8.50x0.073 Z Sim -60.0 Yes, 0.0' 0.93 0.00 0.00 0.00 1' 1,3 20.00 8.50x0.073 Z Sim -60.0 Yes 0.0 + 0.94 0.00 0.58 0.00 '1 2,1 20.00 8.50x0.060 Z Sim 60.0 Yes 0.0 1.00 0.00 0.61' 0.00 • � . • .. 2,2 � -fry " 0.0 { 0.93 0.00 t � r ' 1 2,3 20.00 - Yes it � ._ • ,� .. � x -, 0.00 0.61 0.00 . 1W1B1] 1W1B1 1W1B2 v 1 • r . • 'X1'_(1" h • 7tt-(r S �. a _ 'XT1T-' •.f - - _ Maximum Seconder • Designs for Sha pe Warehouse on Side 1 + Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior - _Exterior % % %- % � Lap % . • % • %' % Ld %. % % ' % Ld Lap Id ft 0.42W]> , Status in. Bnd Shr Cmb Wcp Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in. 1,1 20.00 8.50x0.073 Z Sim -60.0 Yes 0.0 0.94 0.00 0.58 0.00 1 ' 1,2 20.00 8.50x0.073 Z Sim -60.0 Yes, 0.0' 0.93 0.00 0.00 0.00 1' 1,3 20.00 8.50x0.073 Z Sim -60.0 Yes 0.0 + 0.94 0.00 0.58 0.00 '1 2,1 20.00 8.50x0.060 Z Sim 60.0 Yes 0.0 1.00 0.00 0.61' 0.00 '• 1 , 2,2 20.00 8.50x0.068 Z Sim -60.0 Yes 0.0 { 0.93 0.00 0.00 0.00 1 2,3 20.00 8.50x0.060 Z Sim�0.0 Yes 0.0 1.00 0.00 0.61 0.00 1 Design Id Sclunent Deflection in. Ratio . Location ft ' Load Case Description ,1 '. r'2 0.65 0.64 ; (L/371) (U378). 10.00 1 1 0 42W 1> T ti 0.42W1> 1 " 3 0.65 (U371 ) ,30.00 50.00 1 t- + ''0.42W]>' t 2 . l 0.62 r 10.00 �• ; 1 0.42W]> , 2 Maximum Seconds Deflections for Shape Warehouse on Side 1 Design Id Sclunent Deflection in. Ratio . Location ft ' Load Case Description ,1 '. r'2 0.65 0.64 ; (L/371) (U378). 10.00 1 1 0 42W 1> T ti 0.42W1> 1 " 3 0.65 (U371 ) ,30.00 50.00 1 t- + ''0.42W]>' t 2 . l 0.62 (U390) 10.00 �• ; 1 0.42W]> , 2 2 0.60 (U397) 30.00 ,t 1 + 0.42W1> 2. 1.3 0.62. U390 50.00 1 ' A s ' 0.42WU : . ` -. i File: 16-019178-01 _ Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America,' Inc.-,,-,, ' .,'r ` t: f.''•r , i Y Des Len Description - Fy(ksi) Design Detail Lap Exterior 4 Interior Exterior % % % % Ld Lap % % % % Ld % % I % % Ld Lap Id ft 49.88 '- Status" in. Bnd Shr Cmb Wcp Cs. in. Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcv Cs in. 1,1 20.00 8.500.060 Z Con -60.0 Yes ' 10.5 2 - 0.05. (L/4883) "'"30.88 0.65 0.00 0.45 0.00 1 0.34 0.20 0.40 0.00 1 10.5 1,2 20.00 8.500.060 Z Con -60.0 Yes" 10.5 0.34 0.18 0.38 0.00 1 ' 10.5 0.54 0:33 0.63 0.00 1 0.26 0.16 0.30 0.00 1 10.5 1,3 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.26 0.17 0:31 0.00 1 10.5 0.38 0.31 0.49 0.00 1 0.26 0.17 0.31 0.00 1 10.5 1,4 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.26 0.16 0.30 0.00 1 10.5 0.54 0.33 0.63 0.00 1 0.34 0.18 0.38 0.00 1 10.5 1,5 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.34 0.20 0.40 0.00 1 10.5` 0.65 0.00 0.00 0.00 1 2,1 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.44 0.00 0.00 0.00 1 0.23 0.14 0.27 0.00 1 10.5 2,2 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.23 0.12 0.26 0.00 1 10:5 0.37 .0.22 0.43 0.00 1 0.17 0.11 0.21 0.00 1 10.5 2,3 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.17 0.12 0.21 0.00 1 10.5 0.26 0.21 0.33 0.00 1 0.17 0.12 0.21 0.00 1 10.5 2,4 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.17 0.11 .0.21 0.00" 1 10.5 0.37 0.22 0.43 0.00 1 0.23 0.12 0.26 0.00 1 10.5 2,5 20.001 8.500.060 Z Con -60.0 Yes 10.5 0.23 0.14 0.27 0.00 1. 10.5 0.44 0.00 0.00, 0.00 1 Maximum Secondary Deflections for Shape Warehouse on Side 2 Design Id Segment Deflection in. patio Location ft 'Load Case Description " 1 1, 0.34 ( L/694 .9.00 c 1 - 0.42W 1> 1 2 0.07 (U3321), 30:88 1 0.42W1> 1 3 0.17 ( L/1442) 49.88 '- 1 0.42W]> 1 4 0.07 ( U3403) _ 69.38 : 1 0.42W 1> 1' , 5 0.34 (L/683) ; 90.88 A • 0.42W1> 2 1 0.23 (U1020) 9.00 1 0.42W1> 2 2 0.05. (L/4883) "'"30.88 1 0.42W1> 2; 3 0.11 (U2121') 49.88 1.. 0.42W1> ; 2 - 4 0.05 (U5005) ' 69.38 1 0.42 W 1> , 2 S 0.23 U1005 . 90.88 1. 0.42 W 1> • `' Date:•8/24/2016 „°,Ma��,a� .16-019178-01`Calcutions Package' Time:'08:11 PM -.._ . la, Page: 23 of 87 Wall. 357,77 F7,71, 777 77, 7771 t•. 1W3B0 1W3B1 • } 1W3B2 Rr Maximumg - econdary Desinns for Shane Warehouse on Side 3 Maximum Sernndary neflertinns fnr Shane Warehm,se nn Side 3 Detail Exterior Interior Exterior Des Len Description - Fy(ksi) Design Lap • % % % % Ld Lap % ' % % % : Ld % % % % Ld Lap •Id ft Status in. Bnd Shr Cmb W Cs in. Bnd -Shr' Cmb We Cs Bnd Shr Cmb W Cs 1,1 . 20.00 8.50x0.073 Z Sim -60.0 Yes 0.0 0.94 0.00 0.58 0.00 'rl 1,2 20.00 8.50x0.073 Z Sim -60.0. Yes 0.0 0.93 0.00 0.00 0.00 1 ..' 1,3 20.00 8.50x0.073 Z Sim -60.0 Yes" 0.0 0.94 0.00 0.58 0.00 1� '^ 2,1 20.00 8.50x0.060 Z Sim -60.0 Yes 0.0 1.00 0.00 0.61 0.00 1- 2,2 20.00 8.50x0.068 Z Sun -60.0 Yes 0.0 0.93 0.00 0.00 0.00 1 " 2,3 20.00 8.50x0.060 Z Sim - Design Id Segment Deflection in. Ratio Location ft Load Case Description A n I1 0.65 (U371 ) .10.00 ,. 1 0.42W 1>- ' 1 2 0.64 ' (U378 ) 30.00 1 " •„ "* + 0.42W 1> F 1 3 , "0.65 (U371 ) 50.00 1 ' « 0.42W1> `- 2 ': 1 ' 0.62 (U390) 10.00 1 , ! ''0.42W1>•• ', 2 �• 2 0.60 (L/397) 30.00 1 0.42W 1> 2 .3 •0.62 U390) 50.00 1 -'0.42W1> %1,- .0 Yes 0.0 1.00 0.00 0.61 0.00 1 Maximum Sernndary neflertinns fnr Shane Warehm,se nn Side 3 Detail Exterior Interior Exterior Des Len Description - Fy(ksi) Design Lap • % % % % Ld Lap % ' % % % : Ld % % % % Ld Lap •Id ft Status in. Bnd Shr Cmb W Cs in. Bnd -Shr' Cmb We Cs Bnd Shr Cmb W Cs 1,1 . 20.00 8.50x0.073 Z Sim -60.0 Yes 0.0 0.94 0.00 0.58 0.00 'rl 1,2 20.00 8.50x0.073 Z Sim -60.0. Yes 0.0 0.93 0.00 0.00 0.00 1 ..' 1,3 20.00 8.50x0.073 Z Sim -60.0 Yes" 0.0 0.94 0.00 0.58 0.00 1� '^ 2,1 20.00 8.50x0.060 Z Sim -60.0 Yes 0.0 1.00 0.00 0.61 0.00 1- 2,2 20.00 8.50x0.068 Z Sun -60.0 Yes 0.0 0.93 0.00 0.00 0.00 1 " 2,3 20.00 8.50x0.060 Z Sim - Design Id Segment Deflection in. Ratio Location ft Load Case Description A n I1 0.65 (U371 ) .10.00 ,. 1 0.42W 1>- ' 1 2 0.64 ' (U378 ) 30.00 1 " •„ "* + 0.42W 1> F 1 3 , "0.65 (U371 ) 50.00 1 ' « 0.42W1> `- 2 ': 1 ' 0.62 (U390) 10.00 1 , ! ''0.42W1>•• ', 2 �• 2 0.60 (L/397) 30.00 1 0.42W 1> 2 .3 •0.62 U390) 50.00 1 -'0.42W1> %1,- rffl SECONDARY ELEVATION AT D , 4 . ' ' + Dimension Key 1 6" 2 2r-0„ , 3 P-6rr 4 4r-6rr + s 5 3r-6rr r•� r ,: } Maximum Secondary Designs for Sha pe Warehouse on Side 4 Des Len Description - Fy(ksi) Design Detail Lap . Exterior Interior Exterior % % % % Ld Lap, % 1% �% % Ld '% % % % Ld Lap Id ft Status in. Bud Shr Cmb W Cs in. Bnd Shr Cmb W Cs B nd Shr Cmb We Cs 1,1 6.50 8.50x0.060 Z Sim -60:0 Yes 0.0 0.14 0.00 0.00 0.00 1 2,1 6.50 8.50x0.060 Z Sim -60.0 Yes • 0.0 0.08 0.00 0.00 0.00 1 3,1 12.00 8.50x0.060 C Sim -60.0 Yes 0.0 " 0.02 0.00 0.00 0.00 ..1 4,1 14.50 8.50x0.060 C Sim -60.0 Yes 0.01 0.55 0.02, 0.62 0.00 1 , w 5,1 14.50 8.50x0.060 C Sim -60.0 Yes 0.0 0.77 0.06 0.83 0.00 1 6,1 20.00 8.50x0.060 Z Sim -60.0 Yes 0.0 0.92 0.29 0.95 0.00: I 6,2 20.00 8.50x0.060 Z Sim -60.0 Yes 0.0 0.95 0.28 0.97 0.00 1 6,3 20.00 8.50x0.068 Z Sim -60.0 Yes 0.0 1 1.01 0.00 0.00 0.00 1 6,4 20.00 8.50x0.060 Z Sim -60.0 Yes 0.0" _ 0.95 0.28 0.97, 0.00 1 6,5 20.00 8.50x0.060 Z Sim -60.0 Yes 0.0 0.93' 0.27 0.95 0.00 1 7,1 8.00 8.50x0.060 Z Sim -60.0 Yes 0.0 ,',� 0.13 0.00 0.08 0.00 1 8,1' 8.00 8.50x0.060 Z Sim -60.0 Yes 0.0: 0:07 0.00 0.05 0.00 1 9,1 14.50 8.50x0.060 C Sim -60.0 Yes OA 0.55 0.02 0.62 0.00 1 10,1 14.50 8.50x0.060 C Sim -60,0' Yes 0.0 ' 0.76 0.06 .0.82 0.00 1 J l,l 6.00 8.50x0.060 Z Sim -60.0 . Yes 0.0 0.02 0.09 0.09 0.00 1 12,1 6.00 8.50x0.060 Z Sim -60.0 Yes 0.0 0.01 0.05"0.05 0.00 1 13,1 14.50 8.50x0.060 C Sim -60.0 Yes 0.0 .0.63' 0.04 0.69 0.00 1 14,1 14.50 8.50x0:060 C Sim -60.0 Yes 0.0 0.67 0.04 0.74 0.00 1 15,1 10.00 8.50x0.060 Z Sim -60.0 Yes 0.0 0.10 0.15 0.18 0.00 1- 16,1 10.00 8.50x0.060 Z Sim -60.0 Yes. 0.0 0.06 0.09, 0.10 0.00 •1 17,1 14.50 8.50x0.060 C Sim -60.0 %Yes ' 0.0 • 0.74 0.06 0.81 0.00 .1 18,1 1.50 8:50x0.060 Z Sim -60.0 Yes 0.0 0.00 0.03. 0.03 0.00 1 19,1 1.50 8.50x0.060 Z Sim -60.0 Yes 0.0 0.00 0.02'.0,02 0.00 1 20,1 14.50 8.50x0.060 C Sim -60.0 'Yes 0.0 0.58 0.02 0.65 0.00 1 .0.02 0.00 0,00 0.00 I 21,1 12.00 8.500.060 CSim-60.0 Yes 0.0 4 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, "a division of BlueScope Buildings North America; Inc- 4 F + •r. ' BUTLER Date: Date: 8/24/2016'igry Butter Man„ ;,;� 16-019178-01 Calculatiom'Package Time: 08:11 PM ,� ' .r •.•§ ._...4_. .w . • ., - 'Page: 25 of 87 Maximum Sec ndary Deflections for Shape Warehouse on Side 4 . - a . i 4 • Design Id Se ent" Deflection in. Ratio Location ft Load Case Description - 1 1 0.00 (U9179) •"' 3.50 1 + 0.42WI>, - 2' 1 „• 3 I t , 4 1 ..' 0.24- • ( L/722 } • 7.50 1 ; 0.42W1> 5; ,1 0.33 ( L/531 } 7.50 1 ; 0.42WI> J6 ' 1 0.77 (U305 9.50 1 0.42WI> 6 2 0.83 (L/289) 29.50 1 0.42WI> 6 •3 x 0.72 ( U334) 50.00 ; 1 + 't _' '0.42W 1> 6'4 4' 0.83 ( U290) 69.50 A - i 0.42W 1> ;. -,6 5 0.76 (L/309) . ' .• 89.00 . � , ' 1 0.42W I> 1 7•_' 1 0.00 (L/9594). 5.00 ,,� 1' 0.42W1> •0.42W1>- 9• 0.24 (�L/721), .7.50 1 ° 1• y, 10 1 0.32 (U537) 7.50 . 1 R _ r [' ,' 0.42W 1>. .12 1 -13 - " 1 0.27 (U640) 7.50 ,. 1 "' 0.42W1> 14 1 0.29 (U600) 7.50 ' 1 " 0.42W1> 15 •x, _ 16 1 F - 17 1 0.32 (L/545) 7 .50 1`"' 0.42W1> 18 I c <' 19 File: 16-019178-01 • 20 Version: 2016.1c • 0.25 (U684) 7.50 1 +. 0.42W1> 21 _ 1 ' - - •y.. '� • • ' t �i ' •• ' •f r ` ••{� It •• • ••.+-�1• + �!• .��' •� •x, �•, • r , File: 16-019178-01 - Version: 2016.1c • �' `� '' r Butler Manufacturing, a division of BlueScope Buildings North'Arrierica, Inc. ' � - `C. - - •y.. '� � . •ter .� • '_ Date: 8/24/2016 HUTLEW . M°norxt°r ng ti 1.6-019178-01 Calculations Package Time: 08:11 PM .� .� _. Page: 26 of 87 a Roof:dA_ Maximum Secondary Designs for Sha a Warehouse on Side A Exterior Des Id Len ft Description - Fy(ksi) 1,1 20.00 8.50x0.060 Z Con -60.0 1,2 20.00 8.50x0.060 Z Con -60.0 1,3 20.00 8.50x0.060 Z Con -60.0 1,4 20.00 8.50x0.060 Z Con -60.0 1,5 20.00 8.50x0.060 Z Con -60.0 2,1 20.00 8.50x0.060 Z Con -60.0 2,2 20.00 8.50x0.060 Z Con -60.0 2,3 20.00 8.50x0.0602 Con -60.0 2,4 20.00 8.50x0.060 Z Con -60.0 2,5 20.00 8.50x0.060 Z Con -60.0 3,1 20.00 8.50x0.060 EZ Sim -60.0 3,2 20.00 8.50x0.060 EZ Sim -60.0 3,3 20.00 8.50x0.060 EZ Sim -60.0 3,4 20.00 8.50z0.060EZSim-60.0 3,5 20.00 8.50x0.060 EZ Sim -60.0 0.92 0.00 1 0.49 0.30 0.75 0.84 1 10.5 Yes 16.5 -icy 0.26 0.75 0.84 1 10:5 0.98 0.47 R, 0.00 1 0.37 0.23 0.62 0.73 1 10.5 Yes 10.5 0.37 0.25 Y Maximum Secondary Designs for Sha a Warehouse on Side A Exterior Des Id Len ft Description - Fy(ksi) 1,1 20.00 8.50x0.060 Z Con -60.0 1,2 20.00 8.50x0.060 Z Con -60.0 1,3 20.00 8.50x0.060 Z Con -60.0 1,4 20.00 8.50x0.060 Z Con -60.0 1,5 20.00 8.50x0.060 Z Con -60.0 2,1 20.00 8.50x0.060 Z Con -60.0 2,2 20.00 8.50x0.060 Z Con -60.0 2,3 20.00 8.50x0.0602 Con -60.0 2,4 20.00 8.50x0.060 Z Con -60.0 2,5 20.00 8.50x0.060 Z Con -60.0 3,1 20.00 8.50x0.060 EZ Sim -60.0 3,2 20.00 8.50x0.060 EZ Sim -60.0 3,3 20.00 8.50x0.060 EZ Sim -60.0 3,4 20.00 8.50z0.060EZSim-60.0 3,5 20.00 8.50x0.060 EZ Sim -60.0 ,10 Detail % Exterior % % Ld Lap -% Interior % % . % Ld % % % % Ld Lap Design Status Lap in. % Bnd Shr Cmb W Cs ' in. Bnd Shr Cmb W Cs Bnd Shr Cmb W Cs Yes 10.5 0.93 0.55 0.92 0.00 1 0.49 0.30 0.75 0.84 1 10.5 Yes 16.5 0.49 0.26 0.75 0.84 1 10:5 0.98 0.47 0.91 0.00 1 0.37 0.23 0.62 0.73 1 10.5 Yes 10.5 0.37 0.25 0.62 0.73 '1'10'5 0.69 0.45 0.72 0.00 1 0.37 0.25 0.62 0.73 1 10.5• Yes 16.5 0.37 0.23 0.62 0.73 1 10.5 0.98 0.47 0.91 0.00 1 0.49 0.26 0.75 0.84 1 10.5 Yes 10.5 0.49 0.30 0.75 0.84 1 10.5 0.93 0.55 0.50 0.92 0.93 0.00 0.00 1 19 0.49 0.30 0.76 0.84 1 10.5 Yes Yes 10.5 16.5 0.49 0.26 0.76 0.84 ,1 16.5 0.75 0.95 0.45 1.02 0.00 19 0.38 0.23 0.63 0.73 1 16.5 Yes 16.5 0.38 0.25 0.63` 0.73 1„ 10.5 0.54 0.41 0.75 "0.00 25 0.38 0.25 0.63 0.73 1 10.5. Yes 16.5 0.38 0:23 0.63 0.73 1 16.5 0.95 0.45 1.02 0.00- 25 "25 0.49 0.26 0.76 0.84 1 16.5 Yes 10.5 0.49 030 0.76 0.84 1 10.5 0.75 0.50 0.93 0.00 r Yes 0.0 0.41 0.00 0.47 0.00 19 Yes 0.0 0.43 0.00 0.49 0.00 19 Yes 0.0 0.45" 0.00 0.00 0.00 1 Yes 0.0 : 0.43 0.00 0.50 0.00 25 Yes 0.0 ' 0.41 0.00 0.47 0.00 25- ,10 ` y ' Date: 8/24/2016 BUTLER ' ' 6anerManufacturing 16-019178-01 Calculations'Package Time: 08:11 PM - Page: 27 of 87 Maximum See ndary Deflections for Shape Warehouse on Side A + " Desi Id r i w ^ + " Desi Id Segment Deflection in. Ratio Location ft Load Case Description 1 ' 1 -0.55 (L/426) 9.00 1 LOL , + I i 2 ^ -0.13 ( L/1880) 30.88 1 Y 1.01, 1 3 -0.28 (L/863) 49.88 f 1' 1.OL' ' 1 4 -0.12 ( L/1921) 69.38 - 1 1.01, 1 5 -0.56 (L/420) 90.88 I 1.01, 2 1 -0.54 `(L/430) 9.00 1 + " LOL 2 2 -0.12 (L/2067) 30.88,e 1 LOL ' 2 ' -• 03 - -0.27 (L/877) _ 49.88 " 1 . - ` • -' 1.OL• '" "• , 2 = _ 4 -0.11 (L/2120) 69.38 1 " 1.01, }' 2 5 -0.55 (L/425) ? 90.88 1 .; 1.01, 3 1 l -0.44 (L/531) ,10.50 I 1 1.01, 3 • 2 -0.49 (L/491) 30.00 1 ` _ 1.01, 3 ' , 3 -0.49 ( L/491 )' 50.00. 1 LOL,; ' 3•4 C.., 4 -0.49 , (L/491) 70.00., 1 •1.01, 3' 5 -0.44 L/531 89.50 + 1 1.01, Purlin Anrhnrnor Fnrroc fnr Rhana Wnrphm,CP. Rnnf A. P-1 7- is RRIT_ Pitch = 1 Onflel2 AR (gin if rnn-d = RWA Bay Thickness Load(psf) Ld Case ft Purlins + Length Simple? Diaphragm Width Allowable Defl ., Actual Defl 1' Yti• ' 0.060 -15.90 1 6 '20.00 • N 30.10 ' 0.667 0.039 + . 2 0.060 ' -15.90 1 6 20.00 " J N 30.10 - 0.667 0.037 3 0.060 -15.90 y 1 6 20.00 , _ N 30.10 0.667' 0.037 ' 4 •,; 0.060 -15.90 1 6 20.00 •, N .30.10 0.667 0.037 5 __ 0.060 -15.90 1 6 20.00 N 30.10. 0.667 0.039 ' Reference Frm-Line Located @ Force per Anch. - • Lin Force per Anchor Anch. Allow * , Req'd AR Anchors Actual AR, STD Required Stiffness - Available •' Stiffness _ Diaphragm Allow Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame 0.04D 0.0113 (k) 0.11 ` t' 0, 0 0.211 1.609 0.086 0.001 0.012 2(20.00) Frame ' 0.15D 0.021) (k) 0.22 + .0 0 .0, 0 ' 0.688 '. 4.485' ' 0.086 ''. ;Y 0.002 0.020 3(40.00) Frame - '0.161) 0.021) (k) 0.22. 0 0,0' 0.746 4.485. 0.086. 0.002•- 0.020 4(60.00) 'Frame 0.161) +0.021) (k) 0.22 0 .0,0 0.746 4.485 0.086 0.002 0.020 5(80.00) Frame . O.15D - ,0.021) (k) . ' 0.22 _ 0 -'0, 0 0.688 4.485 0.086 '0.002 .; 0.020 6 100.00 Frame ' 0.041) 0.01 D 0.11. 0 !-0, 0 0.211 _ . 1.609. 0.086' 0.001 :0.012 File:,16-019178-01' Version: 2016.1c+ Butler Manufacturing, a division ofBlueScope Buildings North'America, lnc.1- . i:*f{. s *"' ,• `„ + t' _ f' . '{ .• .., .elf - t' ,-. •v � r.• 'Y File:,16-019178-01' Version: 2016.1c+ Butler Manufacturing, a division ofBlueScope Buildings North'America, lnc.1- . i:*f{. s *"' ,• `„ + i 14 in 1 11A 119 J 141. Ik Maximum Secnndary Desivns for Shane Warehnuse an Side R Des Len Description - Fy(ksi) Design Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft StatusBnd Shr Cmb W Cs in. Bnd Shr Cmb W Cs Bnd Shr Cmb W Cs in. 1,1 20.00 8.50x0.060 Z Con -60.0 Yes F16.5 0.93 0.55 0.92 0.00 1 0.49 0.30 0.75 0.84 1 10.5 1,2 20.00 8.50x0.060 Z Con -60.0 ' Yes 0.49 0.26 0.75 0.84' 1 10:5 0.98 0.47 0.91 0.00 1 0.37 0.23 0.62 0.73 1 10.5 1,3 20.00 8.50x0.060 Z Con -60.0 Yes6.37 0.25 0.62 0.73 1 10.5 0.69 0.45 0.72 0.00 1 0.37 0.25 0.62 0.73 1 10.5 1,4 20.00 8.50x0.060 Z Con -60.0 . Yes" . 0.37 0.23 0.62 0.73 - 1 10.5 0.98 0.47 0.91 0.00 1 0.49 0.26 0.75 0.84 1 10.5 1,5 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.49 0.30 0.75 '0.84 1 10.5 0,93 0.55 0.92 0.00 1 2,1 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.75 0.50 0.93 0.00 49 0.49 0.30 0.76 0.84 1 10.5 2,2 20.00 8.500.060 Z Con -60.0 Yes 16.5 .0.49 0.26 0.76 0.84 . 1 16.5 0.95 0.45 1.02 0.00 49 038 0.23 0.63 0.73 1 16.5 2,3 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.38 0.25 0.63 0.73 ' 1 10.5 0.54 0.41 0.95 0.00 19 0.38 0.25 '0.63 0.73 1 10.5 2,4 20.00 8:50x0.060 Z Con -60.0' Yes 16.5 0.38 0.23 0.63 0.73 1 16.5 0.95 0:45 1.02 0.00 43 0.49 0.26 0.76 0.84 1 16.5 2,5 20.00 8.500.060 Z Con -60.0 Yes 10.5 0.49 0.30 0.76 0.84 1 10.5_ 0.75 0.50 0.93 0.00 43 3,1 20.00 8.50x0:060 EZ Sim -60.0 Yes 0.0 0.41 0.00 0.47 0.00 49 3,2 20.06 8.50x0.113 EZ Sim -60.0 Yes 0.0 0.20 0.00 0.23 0.00 49 3,3 20.00 8.50x0.113 EZ Sim -60.0 Yes 0.0 ►. 0.06 0.00 0.66 0.00 50 3,4 20.00 8.50A. 113 EZ Sim -60.0 Yes 0.0 0.20 A.00 0.23 0.00. 43 3,5 20.00 8.500.060 EZ Sim -60.0 Yes . 0.00.41 0.00 0.47 0.00 43 Date: 8/24/2016 BUTLER Menutactudne 16-019178-01 Calculations Package Time: 08:11 PM Page: 29 of 87 Maximum Cncnnd- Ilnnactinnc fnr .Qh- W -h..- nn Lida R Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 -0.55 (L/426) 9.00 1 LOL -15.90 2 -0.13 (U1880) 30.88 1 LOL. 1 3 -0.28 (U863) 49.88 1 1.01, 1 4 -0.12 (U1921 ) 69.38 1 LOL l 5 -0.56 (L/420) 90.88 1 1.01, 2 1 -0.54 (U430) 9.00 1 LOL 2 2 -0.12 ( L/2067) 30.88 1 1.01 2 3 -0.27 (L/877) 49.88 1 LOL 2 4 -0.11 (U2120) 69.38 1 1.01, 2 5 -0.55 (U425) 90.88 1 1.01 3 1 -0.44 ( 1,1531) 10.50 1 LOL 3 2 -0.26 (U910) 30.00 1 LOL 3 3 -0.26 (L/910) 50.00 1 LOL 3 4 -0.26 (U910 ) 70.00 1 LOL 3 5 -0.44 U531 89.50 1 1.01 Pnrlin Anehnraor Fnrcrc fnr Chanr Wn-hnnco- Rnnf R_ Pnnol T- is RRII_ Pitch = 1 _000-12 AR C1in if rand - FP('1 Bay Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm Width Allowable Defl Actual Defl 1 0.060 -15.90 1 6 20.00 N 30.10 0.667 0.039 2 0.060 -15.90 1 6 20.00 N 30.10 0.667 0.037 3 0.060 -15.90 1 6 20.00 N 30.10 0.667 0.037 4 0.060 -15.90 1 6 20.00 N 30.10 0.667 0.037 5 0.060 -15.90 1 6 20.00 N 30.10 0.667 0.039 Reference Frm-Line Located @ Force per Anch. Lin k Force per Anchor Anch. Allow Req'd AR Anchors Actual AR, STD Required Stiffness Available StifSless Diaphragm Allow Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame 0.04D 0.01D (k) 0.11 0 0,0 0.211 1.609 0.086 0.001 0.012 2(20.00) Frame 0.15D 0.02D (k) 0.22 0 0,0 0.688 4.485 0.086 0.002 0.020 3(40.00) Frame 0.16D 0.02D (k) 0.22 0 0,0 0.746 4.485 0.086 0.002 0.020 4(60.00) Frame 0.16D 0.02D (k) 0.22 0 0,0 0.746 4.485 0.086 0.002 0.020 5(80.00) Frame 0.15D 0.02D (k) 0.22 0 0,0 0.688 4.485 0.086 0.002 0.020 6(100.00) Frame 0.04D 0.01D 0.11 0 0,0 0.211 1.609 0.086 0.001 0.012 File: 16-019178-01 Version: 2016.1c, Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 1 0 etvr�ER Butler Manufacturing16-0191,78-01 Calculations Package Date: 8/24/2016 Time: 08:11 PM Page: 30 of 87 Framing -Summary Report Loads and Codes - Shape: Warehouse City: Chico County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: IOAISC - ASD Rainfall: I: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph The'Envelope Procedure' is Used Wind Exposure: C - Kz: 0.860 Parts Wind Exposure Factor: 0.860 Wind Enclosure: Enclosed Topographic Factor: Kzt: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 12/0/0 Parts / Portions Zone Strip Width: a: 6/0/0 Basic Wind Pressure: q: 22.66 psf Roof Covering + Second. Dead Load: 2.00 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: pg: 0.00 psf Flat Roof Snow: pf: 0.00 psf Design Snow (Sloped): ps: 0.00 psf Rain Surcharge: 0.00 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 Ground/ Roof Conversion: 0.70 Unobstructed, Slippery Deflection Conditions Frames are vertically supporting:Mctal Roof Purlins and Panels Frames are laterally suppor ing:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 60.00 %g Mapped MCE Acceleration: S1: 27.00 %g Site Class: Stiff soil (D) Seismic Importance: Ie: 1.000 Design Acceleration Parameter: Sds: 0.5280 Design Acceleration Parameter: Shc: 0.3348 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 16/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2573 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1509 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1600 R -Factor: 3.25 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1625 x W File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 B[/TLER Butler Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM ...... d..-..— nufac+ ..-.. - Page: 31 of 87 Walt: 4. Frame at: 0/610 Frame Cross Section: 1 Dimension Key 1 8 1/2" 2 2'-0" 3 1'-6" 4 1'-1" 5 2@4'-01/8 6 3'-6" 7 18'-6" Ridge Ht. . Frame Clearances Horiz. Clearance between members I (CX001) and 8(CX002): 56'-7" Vert. Clearance at member 1(CX001): 14'-7 15/16" Vert. Clearance at member 8(CX002): 14'-7 15/16" Vcrt. Clearance at member 9(EPX001): 16-2 7/16" Vert. Clearance at member I O(EPX002): 16-2 7/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 4r-J3urcFR Date: 8/24/2016 auner ---- cturing 16-019178-01 Calculations Package Time: 08:11 PM Page: 32 of 87 I Location I Ave. Bay Space I Descriotion I Angle I Grouo I Trib. Override I Desi® Status I 1 0/6/0 1 10/3/0 [Warehouse Rigid Endwall #1 EW 1 1 90.0000 1 1 - I Stress Check I Design Load Combinations - Framing No. Ori 'n Factor I Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 1 and 2) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W 1 9 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W 2 11 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 12 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 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 W 1> D + CU + W 1> 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> D + CU + W2> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 21 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR 23 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+W1> 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W1 25 System 1.000 1.0D+1.0CG+0.75L+0.45W2> +CG+L+W2> 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L + WPL 28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L + WPR 29 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 31 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + E> + EG - 32 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 33 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ + CG + F> + EG+ 34 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 35 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- D + CU + E> + EG - 36 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 37 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ + CG + E> + EG+ 38 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 39 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + F> + EG - 40 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- + CU + <E + EG - Frame Member Sizes Mem. No. Flg Width in. Fig Thk in. Depth] in. Depth2 in. Length ft Weight Fig Fy ksi Web Fy ksi Splice Jt.I Codes ]t.2 Shape 1 5.00 0.2500 12.00 12.00 15.33 219.7 55.00 55.00 BP KN 3P 2 5.00 0.1345 ffWebThk 9.00 9.00 9.37 94.2 55.00 55.00 KN SP 3P 3 5.00 0.1345 9.00 9.00 10.34 94.1 55.00 55.00 SP SS 3P 4 5.00 0.1345 9.00 9.00 9.68 88.2 55.00 55.00 SS SP 3P 5 5.00 0.1345 . 9.00 9.00 9.68 88.2 55.00 55.00 SP SS 3P 6 5.00 0.1345 0.1345 9.00 9.00 10.34 94.1 55.00 55.00 SS SP 3P 7 5.00 0.1345 0.1345 9.00 9.00 9.37 94.2 55.00 55.00 SP KN 3P 8 5.00 0.1345 0.1345 12.00 12.00 15.33 163.9 55.00 55.00 BP KN 3P 9 5.00 0.1345 0.1345 10.00 10.00 16.20 162.2 55.00 55.00 BP CP 3P 10 5.00 0.1345 0.1345 10.00 10.00 16.20 162.2 55.00 55.00 BP CP 3P Total Frame Weight= 1261.1 (p) (Includes all plates) File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �ur�ER Date: 8/24/2016 Butler Manufaeturirg 16-019178-01 Calculations Package Time: 08:11 PM Page: 33 of 87 Frame Memher Releacec Member Joint 1 Joint 2 9 10 No No Yes Yes Rnnnrlary V-difinn Cummary Member X -Loc Y -Loc Supp, X Supp. Y Moment Displacement X in. Displacement Y(in.1 Displacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 8 60/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 9 20/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10 40/0/0 0/0/0 Yes Yes I No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reartinne _ rinfartnrad I.nad T- at Framr (ince Crrtinn• t Type Exterior Column X -Loc 0/0/0 Grid] -Grid2 1-D Base Plate W x L (in.) 8X13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 1 100'-0" Interior Column Interior Column Exterior Column 20/0/0 40/0/0 60/0/0 1-C 1-B 1-A 8X11 8X11 8X13 0.375 0.375 0.375 4-0.750 4-0.750 4-0.750 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx V D Frm 0.04 0.50 0.73 0.73 -0.04 0.44 CG Frm 0.04 0.31 0.61 0.61 -0.04 0.31 L> Frm 0.28 2.07 4.08 4.08 -0.28 2.07 <L Frm 0.28 2.07 4.08 4.08 -0.28 2.07 ASLA Frm -0.10 -0.33 2.38 2.38 0.10 -0.33 AASL Frm 0.38 2.40 1.70 - 1.70 -0.38 2.40 Wl> Frm -1.89 -3.68 3.48 -4.10 3.48 -4.37 -1.47 -0.91 <W 1 Frm 1.60 -0.78 -3.14 -4.50 -3.14 -4.24 1.77 -3.54 W2> Frm -2.36 -2.72 -2.55 - -2.82 -1.01 0.05 <W2 Frm 1.13 0.18 -2.96 -2.69 2.23 -2.58 WPL Frm 0.61 -2.07 -2.73 -5.49 -0.90 -2.76 WPR Frm 0.90 -2.75 -5.51 -2.75 -0.61 -2.05 MW Frm - - - - - - MW Frm 0.91 1.03 -1.42 1.05 1.92 -0.66 MW Frm ' MW Frm -2.04 -0.78 1.17 -1.30 -0.79 0.91 CU Frm - - - - - - L Frm 0.28 2.07 4.08 4.08 -0.28 2.07 F> Frm -0.42 -0.45 0.04 0.60 0.04 -0.55 -0.37 0.40 EG+ Frm 0.01 0.08 - 0.16 - 0.16 -0.01 0.08 <E Frm 0.42 0.45 -0.04 -0.60 -0.04 0.55 0.37 -0.40 EG- Frm -0.01 -0.08 - -0.16 - -0.16 0.01 -0.08 I File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. i BUTLER Butler Manufacturing 16-019178-01 Calculations Package Sum of Forces with Reactions Check - Framine Load Type Horizontal Load Reaction k Vertical Load Reaction k D 0.0 0.0 2.5 2.4 co 0.0 0.0 1.8 1.8 L> 0.0 0.0 12.3 12.3 <L 0.0 0.0 12.3 12.3 ASL^ 0.0 0.0 4.1 4.1 ^ASL 0.0 0.0 8.2 8.2 W1> 3.4 3.4 13.1 13.1 <W1 3.4 3.4 13.1 13.1 W2> 3.4 3.4 8.0 8.0 <W2 3.4 3.4 8.0 8.0 WPL 0.3 0.3 13.1 13.1 WPR 0.3 0.3 13.1 13.1 MW 0.0 0.0 0.0 0.0 MW 2.8 2.8 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 2.8 2.8 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 12.3 12.3 F> 0.8 0.8 0.0 0.0 EG+ 0.0 0.0 0.5 0.5 <E 0.8 0.8 0.0 0.0 EG- 0.0 0.0 0.5 0.5 Maximum Combined Reactions Summary with Factored Loads - Framing Nnte• All reactinnq are haled nn 1 qt order structural analvsis- Date: 8/24/2016 Time: 08:11 PM Page: 34 of 87 X-Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 1-C 9 0.375 8 11 No 4 in -k 5.0 in -k Std 0/0/0 1-D 1.39 19 1.04 8 - - - - 1.91 17 3.21 4 OS -0.1875 OS -0.1875 60/0/0 I -A 20/0/0- 1-C - - - - 1.88 8 2.09 7 2.87 22 5.98 5 6 0.101 0 0.115 40/0/0 I -B - - - - 1.88 8 2.09 7 2.86 21 5.98 6 0.028 4 0.069 18 60/0/0 1-A 0.97 7 1.31 20 - 1.86 18 3.15 4 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 Gaee & oitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4'drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. Shear Rods in. in. in. Type Flange Web 0/0/0 1-D 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 1-C 9 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 40/0/0 1-B 10 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 60/0/0 I -A 8 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Rase Plate Connection Loading Ruce Pinto ('nnnaetinn Ctrenoth Rntins X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load Shear Case Case k I Case Bending k Case Case Tension k Case 0/0/0 1.39 -1.31 19 1.09 -1.86 17 0.45 3.18 4 0.85 -1.37 0.56 22 20/0/0 2.07 -1.13 7 0.01 -2.84 22 0.04 6.08 5 - - - 0 40/0/0 2.07 -1.21 7 0.01 -2.83 21 0.04 6.06 6 5 0.072 5 0 60/0/0 1.31 -1.26 20 1.02 -1.82 18 0.48 3.17 4 0.062 6 0.101 0 Ruce Pinto ('nnnaetinn Ctrenoth Rntins 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 0.060 19 0.048 17 0 0 0.028 4 0.070 17 0.051 4 0.046 4 0.047 17 20/0/0 0.090 7 0.074 22 0 0 0.062 5 0.101 22 0.116 5 0.072 5 0.072 7 40/0/0 0.090 7 0.074 21 0 0 0.062 6 0.101 21 0.115 6 0.071 6 0.072 7 60/0/0 0.057 20 0.047 18 0 0 0.028 4 0.069 18 0.051 4 0.034 4 0.044 18 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER ButlerManuraetur1n0 16-019178-01 Calculations Package Weh Stiffener Summary Date: 8/24/2016 Time: 08:11 PM Page: 35 of 87 Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages In/Out ft in. Desc. in. ID Desc. in. in. in. in. in. Description 2 1 S9 1.03 8.731 64.92 N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. 1250,F -OS -0. 1250 3 1 S2 9.92 8.731 64.91 N/A N/A 0.1875 2.000 Both F -OS -0. 1250,W -OS -0. I 250,F -OS -0. 1250 6 1 S2 0.42 8.731 64.91 N/A N/A 0.1875 2.000 Both F -OS -0. I 250,W -OS -0. I 250,F -OS -0. 1250 7 1 S9 8.34 8.731 64.92 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 Cnnnectinns: Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration I Pitches 1 st/2nd ID Desc. in. ID Desc. in. No. No. k) I in. in. in. in. Shear in. 1 2 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50/2.50 11 Flush (0) 2.50/2.50 2 1 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 2 2 SP 0.375 6.00 9.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 3 1 SP 0.375 6.00 9.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 4 2 SP 0.375 6.00 9.03 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 5 1 SP 0.375 6.00 9.03 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 6 2 SP 0.375 6.00 9.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 7 1 SP 0.375 6.00 9.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 7 2 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 8 2 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50/2.50 11 Flush (0) 2.50/2.50 9 2 CP 0.375 6.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 10 2 CP 0.375 6.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Cnnnectinns: Outside Flange Required Strength Design StrengthRatios • Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k) I (k) (in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 38 -2.0 1.0 186.5 AISC DG-16/Thin plate 0.531 0.020 0.851 0.000 0.000 0.033 1.000 0.516 2 1 38 -2.0 1.0 186.5 AISC DG-16/Thin plate 0.531 0.020 0.851 0.000 0.000 0.033 1.000 0.516 2 2 18 0.4 0.5 44.5 AISC DG-16/Thin plate 0.199 0.010 0.321 0.000 0.000 0.016 1.000 0.516 3 1 18 0.4 0.5 44.5 AISC DG-16/Thin plate 0.199 0.010 0.321 0.000 0.000 0.016 1.000 0.516 4 2 17 0.6 0.3 20.9 AISC DG-16/Thin plate 0.101 0.007 0.164 0.000 0.000 0.011 1.000 0.516 5 1 17 0.6 0.3 20.9 AISC DG-16/Thin plate 0.101 0.007 0.164 0.000 0.000 0.011 1.000 0.516 6 2 21 1.0 0.1 37.7 AISC DG-16/Thin plate 0.181 0.001 0.293 0.000 0.000 0.002 1.000 0.516 7 1 21 1.0 0.1 37.7 AISC DG-16/Thin plate 0.181 0.001 0.293 0.000 0.000 0.002 1.000 0.516 7 2 37 -1.8 0.9 166.6 AISC DG-16/Thin plate 0.472 0.018 0.765 0.000 0.000 0.030 1.000 0.516 8 2 37 -1.8 0.9 166.6 AISC DG-16/Thin plate 0.472 0.018 0.765 0.000 0.000 0.030 1.000 0.516 Inside Flan a Required Strength Design StrengthRatios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 39 0.9 0.9 167.5 AISC DG-16/Thin plate 0.523 0.018 0.838 0.000 0.000 0.029 1.000 0.516 2 1 39 0.9 0.9 167.5 AISC DG-16/Thin plate 0.523 0.018 0.838 0.000 0.000 0.029 1.000 0.516 2 2 4 -0.5 0.3 72.7 AISC DG-16/Thin plate 0.303 0.006 0.489 0.000 0.000 0.009 1.000 0.516 3 1 4 -0.5 0.3 72.7 AISC DG-16/Thin plate 0.303 0.006 0.489 0.000 0.000 0.009 1.000 0.516 4 2 3 0.0 0.0 81.2 AISC DG-16/Thin plate 0.347 0.000 0.561 0.000 0.000 0.000 1.000 0.516 5 1 3 0.0 0.0 81.2 RISC DG-16/Thin plate 0.347 0.000 0.561 0.000 0.000 0.000 1.000 0.516 6 2 4 -0.5 0.3 69.8 AISC DG-16/Thin plate 0.290 0.006 0.468 0.000 0.000 0.010 1.000 0.516 7 1 4 -0.5 0.3 69.8 AISC DG-16/Thin plate 0.290 0.006 0.468 0.000 0.000 0.010 1.000 0.516 7 2 40 0.8 0.8 147.6 AISC DG-16/Thin plate 0.460 0.016 0.746 0.000 0.000 0.026 1.000 0.516 8 2 40 0.8 0.8 147.6 AISC DG-16/Thin plate 0.460 0.016 0.746 0.000 0.000 0.026 1.000 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) Pinned Connections: File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Maximum Shear Case Maximum Tension Case Strcn Ratios MeEm.jLd Axial Shear Ld Axial Shear Bolt Bolt Bolt te Flange Flange Flange Web NCs Cs k Tension Shear V + T Bendin Yieldin Bearin Weld Weld 917 2.2 2.2 22 2.8 0.2 0.089 0.102 0.000 0.092 0.064 0.076 0.088 0.079 117 2.3 2.2 21 2.8 0.2 0.089 0.102 0.000 0.091 0.064 0.077 0.088 0.079 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. sur�E7 Butlar Manufacturing 16-019178-01 Calculations Package Flange Brace Summary Date: 8/24/2016 Time: 08:11 PM Page: 36 of 87 Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 7/6/0 7/6/0 GFB2050 0.149 12 Bolt Shear 1 12/6/0 12/6/0 GFB2050 - 0.212 21 Moment 2 3/10/5 25/7/2 GFB2037 0.155 14 Bearing 3 9/0/0 11/l/0 GFB2033 0.197 5 Std 4 3/7/14 6/1/0 GFB2033 0.065 6 GFB 4 8/7/14 1/1/0 GFB2037 0.048 3 Flexure 5 1/0/4 1/1/0 GFB2037 0.044 3 0.060 5 6/0/4 6/1/0 GFB2033 0.062 5 2.08 6 1/4/2 11/1/0 GFB2033 0.196 6 28.14 7 5/6/2 25/7/2 GFB2037 0.134 16 1.00 8 12/6/0 12/6/0 GFB2050 0.164 25 0.29 Top OF Post Summary X -Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purlin Bolt Shear FB/WSF Shear Mom -x Reaction Force Qa Moment Shear Depth RI R2 Purlin Vr Bearing Mry Beann 20/0/0 1-C 2.08 0.32 Std 46.23 2.79 N 0.08 28.14 0.060 GFB 2.52 5.30 3.07 k in -k in -k Flexure 7.53 1 7.25 N 0.29 28.14 0.060 GFB 2.52 5.30 3.07 40/0/0 1-B 2.08 0.32 Std 46.23 2.79 N 0.08 28.14 0.060 GFB 2.52 5.30 3.07 17.4 1.00 1.13 0.67 0.08 2 0.47 N 0.29 28.14 0.060 GFB 2.52 5.30 3.07 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. No. Controlling Cases Required Strength I Available Strength I Stren Ratios Ag in.2 Afn in.2 lxx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 1.00 k k in -k in -k k k in -k in -k Flexure 7.53 1 7.25 12.00 12 55.09 0.8 1.00 -26.3 74.1 133.5 3 596.1 96.3 0.82 60.0 1 0.00 12.00 2.80 19 1.12 1.4 1.72 0.02 55.09 17.4 1.00 1.13 0.67 0.08 2 0.47 9.00 26 60.0 -0.6 0.67 -116.6 0.0 40.6 1.12 169.5 39.0 0.70 55.09 2 0.47 9.00 0.67 4 5 2.5 120.42 60.0 60.0 20.9 0.67 33.89 2.80 0.12 3 9.96 9.00 5 55.09 0.1 1.00 -129.8 0.0 83.1 6 169.5 39.0 0.77 60.0 3 9.96 9.00 2.80 5 1.12 -3.0 1.72 0.02 55.09 20.9 1.00 1.13 0.67 0.14 4 0.00 9.00 5 -0.4 0.67 -129.8 0.0 41.3 1.12 169.5 39.0 0.77 55.09 4 0.00 9.00 0.67 5 8 2.9 176.15 26.1 26.1 20.9 0.67 65.44 2.80 0.14 5 10.03 9.00 6 98.71 -0.4 1.00 -129.3 0.0 41.3 9 169.5 39.0 0.77 150.0 5 10.03 9.00 2.80 6 1.1 -2.9 1.73 0.02 68.23 20.9 1.00 1.14 0.65 0.14 6 0.00 9.00 6 150.0 0.1 0.67 -129.3 0.0 83.1 1.12 169.5 39.0 0.76 68.23 6 0.00 9.00 0.65 6 2.9 20.9 0.14 7 8.43 9.00 25 -0.6 -105.6 0.0 40.6 169.5 39.0 0.63 7 8.43 9.00 4 -2.5 20.9 0.12 8 14.68 12.00 25 -2.4 -113.1 0.0 41.0 211.7 39.0 0.56 8 0.00 12.00 20 -1.3 16.7 0.08 9 8.291 0.00 7 1.1 -103.8 0.0 87.6 134.4 39.0 0.78 9 0.00 10.00 17 -2.1 20.3 0.10 10 8.29 10.00 7 1.2 103.8 0.0 87.6 134.7 39.0 0.78 10 0.00 10.00 17 -2.1 20.31 0.10 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 7.25 176.15 90.0 90.0 4.05 1.25 103.35 5.21 17.22 2.08 19.13 3.18 0.06 179.85 1.29 1.00 1.11 0.98 1.00 2 0.47 220.64 9.7 9.7 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.67 0.86 3 9.96 220.64 60.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.40 1.00 1.13 0.67 1.00 4 0.00 120.42 60.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.40 1.00 1.13 0.67 0.86 5 10.03 120.42 60.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.40 1.00 1.13 0.67 0.86 6 0.00 220.64 60.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.40 1.00 1.13 0.67 1.00 7 8.43 220.64 35.035.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.31 1.00 1.13 0.67 0.86 8 14.68 176.15 26.1 26.1 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.04 1.00 1.15 0.59 0.76 9 8.29 198.95 150.0 150.0 2.65 0.67 43.06 2.80 8.61 1.1 9.82 1.73 0.02 68.23 1.16 1.00 1.14 0.65 1.00 10 8.29 198.95 150.0 150.0 2.65 0.67 43.061 2.801 8.61 1.12 9.82 1.73 0.02 68.23 1.16 1.00 1.14 0.65 1.00 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 �UTLER •Butler Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM - Page: 37 of 87 TT— npfinpd Framp Pnint f.nadc fnr Crncc Sprtinn- 1 r Side Units Type Description Ma 1 I Locl I Offset I H or V I Supp. I Dir. I Coef. I Loc. 1 1 k k WPR WPL eak Axis Loading eak Axis Loading 2.60 7/3/0 -2.60 7/3/0 N N N N N N IN OUT 1 1.000 1.000 1 WA WA rlpflprtinn r.nad Cnmhinatianc - Framina i Cnntrni ina Frame Dptipetinn Rntinc fnr Crncc Sprtinne 1 Description Origin Factor DefH DefV Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W1> Wl> rNo. 3 System 1.000 60 180 0.42 <W 1 <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 WPL WPL 7 System 1.000 60 180 0.42 WPR VVTR 8 System 1.000 10 0 1.0 E> + 1.0 EG- F> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG_ Cnntrni ina Frame Dptipetinn Rntinc fnr Crncc Sprtinne 1 Description Ratio Deflectionin. Member Joint Load Case Load Case Description Max. Horizontal Deflection (H/180) -1.001 8 2 3 <W 1 Max. Vertical Deflection for Span 1 (L/1205 ) 0.187 3 1 3 <W 1 Max. Vertical Deflection for Span 2 (L/1561 ) -0.154 5 1 1 L Max. Vertical Deflection for Span a L/1386 -0.163 7 1 1 L • Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 0.653 (k/in) Fundamental Period (calculated) (T): 0.859 (sec.) 7,77 77 77 777 File: 16-019178-01' Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. u 9! 3a-0^ Date: 8/24/2016 B[/TLER manufacturing Calculations Package Time: 08:11 PM _ZutiarPage: 39 of 87 Parameters: 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 1.0D+I.0CG+0.6W1> D +CG+Wl> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 t System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG + WPR 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W 2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU +WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU +WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI> 20 System 1.000 I.0D+I.0CG+0.75L+0.45<WI D+CG+L+<Wl 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D+CG+L+<W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L +WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L +WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + Fj + EG+ 34 OMT Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 . System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> (Set 1) 38 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 1) 39 System 1.000 1.0D+I.0CG+0.6W1> D+CG+WI>(Set 1) 40 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 (Set 1) 41 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 1) 42 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 1) 43 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 1) 44 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 1) 45 System 1.000 0.6 MW MW - Wall: 1 (Set 1) 46 System 1.000 0.6 MW MW - Wall: 2 (Set 1) 47 System 1.000 0.6 MW MW - Wall: 3 (Set 1) 48 System 1.000 0.6 MW MW - Wall: 4 (Set 1) 49 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI>(Set 1) 50 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 (Set 1) 51 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 1) 52 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 1) 53 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 1) 54 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 1) 55 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI>(Set 1) 56 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W l (Set 1) 57 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> (Set 1) 58 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 D+ CG+L+<W2 (Set 1) 59 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set 1) 60 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR (Set 1) File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER eu,!r Manut-turin® 16-019178-01 Calculations Package Date: 8/24/2016 Time: 08:11 PM Page: 40 of 87 61 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 62 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 63 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + F> + EG- (Set 1) 64 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 65 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ D + CG + F> + EG+ (Set 1) 66 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 67 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + F> + EG- (Set 1) 68 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 69 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 70 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 71 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + Fj + EG- (Set 1) 72 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 73 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> (Set 2) 74 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 2) 75 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> (Set 2) 76 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W1 (Set 2) 77 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 2) 78 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 2) 79 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 2) 80 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 2) 81 System 1.000 0.6 MW MW - Wall: 1 (Set 2) 82 System 1.000 0.6 MW MW - Wall: 2 (Set 2) 83 System 1.000 0.6 MW MW - Wall: 3 (Set 2) 84 System 1.000 0.6 MW MW - Wall: 4 (Set 2) 85 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> (Set 2) 86 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 (Set 2) 87 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 2) 88 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 2) 89 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 2) 90 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 2) 91 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D +CG+L+W1>(Set 2) 92 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W l (Set 2) 93 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> (Set 2) 94 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 (Set 2) 95 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set 2) 96 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR (Set 2) 97 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + E> + EG+ (Set 2) 98 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 99 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + F> + EG- (Set 2) 100 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 2) 101 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + Fj + EG+ (Set 2) 102 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 103 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- D + CU + F> + EG- (Set 2) 104 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 2) 105 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + E> + EG+ (Set 2) 106 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 107 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + Fj + EG- (Set 2) 108 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- Set 2 Frame Member Sizes Mem. No. Flg Width in. Flg Thk in. Web Thk in. Depth in. Depth2 in. Length ft) Weight (P) Flg Fy (ksi) Web Fy (ksi) Splice A.I Codes A.2 Shape 1 6.00 0.3125 0.1345 12.00 22.00 15.33 305.8 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 23.00 12.00 14.39 263.3 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 12.00 12.02 15.00 184.6 55.00 55.00 SS SP 3P 4 5.00 0.1875 0.1345 12.02 12.00 15.00 184.6 55.00 55.00 SP SS 3P 5 5.00 0.2500 0.1345 12.00 23.00 14.39 263.3 55.00 55.00 SS KN 3P 6 6.00 0.2500 0.1345 12.00 22.00 15.33 272.1 55.00 55.00 BP KN 3P Total Frame Weight = 1473.6 (p) (Includes all plates) Boundary Condition Summary Member X -Loc I Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 6 0/0/0 0/0/0 60/0/0 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: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER 16-019178-01 Calculations Package Time: 08:11 PM Page: 41 of 87 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Rpartinnc - llnfartnred Lnad Tvne at Frame Crncc Sectinne 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-D 8 X 13 0.375 4-0.750 100'-0" Exterior Column 60/0/0 2-A 8 X 13 0.375 4-0.750 100'-0" Load Type Desc. Hx Vy Hx V D Frm 1.06 1.90 -1.06 1.86 CG Frm 1.17 1.78 -1.17 1.78 L> Frm 4.70 7.11 4.70 7.11 <L Frm 4.70 7.11 4.70 7.11 - W 1> 'Frm -8.78 -12.03 3.81 -8.28 <W1 Frm -3.80 -8.28 8.77 -12.03 W2> Frm -6.88 -7.20 1.91 -3.44 <W2 Frm -1.90 -3.44 6.87 _ -7.20 WPL Frm 4.62 -9.02 4.22 -11.29 WPR Frm -4.22 -11.29 4.62 -9.02 MW Frin - 0.0 CU 0.0 MW Frm 1.43 0.80 4.02 -0.80 MW Frm - - - - MW Frm -4.03 -0.80 -1.42 0.80 ICU Frm - - - - L Frm 4.70 7.11 4.70 7.11 E> Frm -0.76 -0.42 -0.75 0.42 r EG+ Frm 0.31 0.47 -0.31 .0.47 <E Frm 0.76 0.42 0.75 -0.42 EG- Frm -0.31 -0.47 0.31 -0.47 Sum of Fnrcec with ReartinncCherk - Framino Load Type Horizontal Load Reaction k Vertical Load Reaction k D 0.0 0.0 3.9 3.8 CG 0.0 •0.0 3.6 3.6 L> 0.0 0.0 14.2 14.2 <L 0.0 0.0 14.2 14.2 WI> i 5.0 5.0 20.3 • 20.3 <W1 5.0 5.0 20.3 20.3 W2> 5.0 5.0 10.6 10.6 <W2 5.0 5.0 10.6 10.6 WPL 0.4 0.4 20.3 20.3 WPR 0.4 0.4 20.3 20.3 MW 0.0 0.0 . 0.0 0.0 MW 5.5 5.5 0.0 0.0' MW 0.0 0.0 0.0 0.0 MW 5.5 5.5 0.0 0.0 CU 0.0 .0.0 0.0 0.0 L 0.0 0.0 14.2 14.2 F> 1.5 1.5 -. 0.0 0.0 EG+ 0.0 0.0 0.9 0.9 <E 1.5 1.5 0.0 0.0 EG- 0.0 0.0 0.9 0.9 Maximum Combined Reactions Summary with Factored Loads - Framing ; Note- All reactinns are haced nn 1 qt cider stnictnral analvcic X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k) (in -k) (in -k 0/0/0 , 2-D 4.63 13 6.93 1 6.08 13 10.78 1 60/0/0 2-A 6.93 1 4.62 14 6.10 14 10.75 1 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America; Inc. BL/TLER Butler Manuractur1n0 16-019178-01 Calculations Package Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4'drod) Date: 8/24/2016 Time: 08:11 PM Page: 42 of 87 X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. Shear Rods in. in. in. Type Flange Web 0/0/0 2-D 1 0.375 813 0/0/0 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 60/0/0 2-A 6 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial came ear Load 0.1644 Shear Case Case Case V + T Case Bending k Case . Tension Case Case 0/0/0 7.16 10.93 38 4.60 -6.08 13 7.16 10.93 38 42.42 0 2.000 0 60/0/0 7.16 10.90 37 4.60 -6.10 14 7.16 10.90 37 60/0/0 0.388 37 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Alternate Web Thick= 0.1644 Shear Case Tension Case V + T Case Bending Case BearingCase 6.00 Tension Case Com Case Weld Flush 2.00 Weld H38 0/0/0 0.388 38 0.158 13 42.42 0 2.000 0 0.095 38 0.223 13 0.113 38 0.150 q380.213 Flush 8.66 31 60/0/0 0.388 37 0.159 14 S9 0 22.443 0 0.095 37 0.224 14 0.112 37 0.139 ••• 0.212 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 2 1 S10 No. Alternate Web Thick= 0.1644 0.3125 2.000 Opposite WAS -0.1250 I Desc. in. 1 2 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Fillet Flush 2.00 2 2 S1 5.90 18.905 140.56 2.25 42.42 0.1875 2.000 +Opposite F -OS -0. 1 875,W -OS -0. 1875 2 SP 0.375 6.00 15.43 0.750 A325N/PT 3.00 11 Flush 8.66 31 Extended 3.25 Fillet 1 2 3 S9 1.84 22.443 166.86 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 5 ••• MUST Use Alternate Web Thick= 0.1644 ' ' • • 5 2 SI 9.02 19.361 143.95 2.25 43.43 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 Fillet 5 3 S9 12.56 22.443 166.86 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections (Plate FW = 55.00 ksi) File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. It. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration I Pitches 1st/2nd No. No. in. in. in. in. in. ID I Desc. in. ID I Desc. in. 1 2 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 2 1 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 3 2 SP 0.375 6.00 15.43 0.750 A325N/PT 3.00 11 Flush 8.66 31 Extended 3.25 4 1 SP 0.375 6.00 15.43 0.750 A325N/PT 3.00 11 Flush 8.66 31 Extended 3.25 5 2 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 18.50 6 2 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 18.50 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butler Manufacturing 16-019178-01 Calculations Package Moment Connections: Date: 8/24/2016 Time: 08:11 PM Page: 43 of 87 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 BendingYieldin YieldingRupture Rupture TearingWeld Weld Weld 1 2 38 -11.1 6.9 1118.6 AISC DG-16/Thin plate 0.648 0.093 0.809 0.338 0.501 0.067 0.891 0.516 2 1 38 -11.1 6.9 1118.6 AISC DG-16/Thin plate 0.648 0.093 0.809 0.338 0.501 0.067 0.799 0.516 3 2 14 4.1 0.0 137.2 AISC DG -1 6/Thin plate 0.487 0.001 0.786 0.000 0.000 0.001 0.719 0.516 4 1 14 4.1 0.0 137.2 AISC DG -1 6/Thin plate 0.487 0.001 0.786 0.000 0.000 0.001 0.719 0.516 5 2 37 -11.1 6.9 1122.9 AISC DG-16/Thin plate 0.649 0.093 0.818 0.339 0.501 0.068 0.799 0.516 6 2 37 -11.1 6.9 1122.9 AISC DG-16/Thin late 0.649 0.093 0.818 0.339 0.501 0.068 0.893 0.516 Inside large Required Strength Design StrengthRatios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Bendin YieldingRupture Pc Tearin Weld Weld 1 2 13 6.2 3.5 . 638.6 AISC DG-16/I'hin plate 0.529 0.047 0.823 0.000 0.000 0.034 0.799 0.516 2 1 13 6.2 3.5 638.6 AISC DG-16/Thin plate 0.529 0.047 0.823 0.000 0.000 0.034 0.754 0.516 3 2 37 -7.1 0.5 322.9 AISC DG-16/Thin plate 0.363 0.006 0.782 0.232 0.343 0.006 0.824 0.516 4 1 37 -7.1 0.5 322.9 AISC DG-16/Thin plate 0.363 0.006 0.782 0.232 0.343 0.006 0.824 0.516 5 2 14 6.2 3.4 636.5 AISC DG-16/Thin plate 0.986 0.070 0.975 0.000 0.000 0.085 0.753 0.516 6 2 14 6.2 3.4 636.5 AISC DG-16/Thin late 0.986 0.070 0.975 0.000 0.000 ' 0.085 0.959 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 3/10/5 25/7/2 (2)GFB2097 0.501 38 Shear 2 13/4/7 16/l/0 GFB2050 0.264 38 Mom -y 3 3/11/12 11/l/0 GFB2050 0.188 37 + 3 13/11/12 1/1/0 GFB2050 0.233 37 Pc 4 1/0/4 1/1/0 GFB2050 0.235 38 No. 4 11/0/4 ll/l/0 GFB2050 0.189 38 k 5 6/0/4 21/1/0 GFB2081 0.665 37 in -k 5 10/6/6 25/7/2 (2)GFB2097 0.503 37 38 6 12/6/0 12/6/0 (2)GFB2097 1 0.623 37 63.7 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. No. Controlling Cases Required Strength Available Strength Stren Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure 0.77 k k in -k in -k k k in -k in -k Flexure 39.23 1 13.58 22.00 38 674.50 -11.1 0.96 -1118.6 0.0 63.7 3 1292.6 175.5 0.95 60.0 1 13.58 22.00 3.91 38 1.56 -6.9 2.40 0.03 136.71 9.2 1.00 1.13 0.84 0.74 2 0.82 23.00 38 60.0 -8.1 0.94 -1104.2 0.0 96.0 1.56 1170.9 95.4 0.99 136.71 2 " 1.50 22.41 0.84 38 5 8.8 332.16 26.2 26.2 9.0 1.25 451.16 5.21 0.98 3 13.98 12.02 37 674.50 -7.1 0.96 328.0 0.0 39.4 6 408.2 55.4 0.89 150.1 3 0.00 12.00 9.00 38 3.00 4.8 4.59 0.08 988.58 17.0 0.99 1.001 0.84 0.28 4 0.98 12.02 38 -7.1 328.1 0.0 39.4 408.2 55.4 0.89 4 14.96 12.00 37 -4.8 17.0 0.28 5 12.72 23.00 37 -8.1 -1108.3 0.0 96.0 1170.9 95.4 0.99 5 12.04 22.41 37 -8.8 9.0 0.98 6 12.5121.21 37 -11.1 -1035.8 0.0 57.6 1124.4 111.4 1.02 6 13.58 22.00 37 6.9 9.1 0.75 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 13.58 163.01 163.0 163.0 6.62 1.88 550.44' 11.25 50.04 3.75 56.03 5.72 0.14 1323.36 1.66 0.99 1.00 0.96 0.77 2 0.82 332.16 20.1 20.1 5.53 1.25 451.16 5.21 39.23 2.09 45.46 3.23 0.07 674.50 1.00 0.96 1.00 0.94 0.60 3 13.98 332.16 120.0 60.0 3.44 0.94 83.27 3.91 13.86 1.56 15.65 2.40 0.03 136.71 1.14 1.00 1.13 0.84 0.79 4 0.98 332.16 120.0 60.0 3.44 0.94 83.27 3.91 13.86 1.56 15.65 2.40 0.03 136.71 1.14 1.00 1.13 0.84 0.87 5 12.72 332.16 26.2 26.2 5.53 1.25 451.16 5.21 39.23 2.09 45.46 3.23 0.07 674.50 1.09 0.96 1.00 0.94 0.60 6 12.51 163.01 150.1 150.1 5.78 1.50 428.90 9.00 40.45 3.00 45.85 4.59 0.08 988.58 1.66 0.99 1.001 0.84 0.66 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. t Date:. 8/24/2016 Bunel Munufact�I�ng _16-019178=01,Calculations Package Time: 08:11 PM Page: 44 of 87 No. Ori gi Factor Def H Def V Application Description 1 System 1.000 0 180 3 1.0 L WPR L Set 2 2 System 1.000 60 180 0.42 W 1> l> 3 System 1:000 60 180 0.42 <W I" j' _ ' W 1 4 System 1.000 60 180 0.42 W2> t r W2> 5 System 1.000 60 180 t 0.42 <W2 _ :`q W2 6 System 1.000 60 180 0.42 WPLWPL 7 System. 1.000 60 180 0.42 WPR.WPR 1 8 System 1.000 10 0 1.0 E>:+- 1.0 EG- ` F> + EG - 9 System 1.000 10 0 1.0 <E+ 1.0 EG -i <E + EG - 10 System 1.000 0- 180 1.0 L ' ' , ; L (Set 1) 11 System 1.000 60 180 0.42 Wl>: Wl> (Set 1) 12 System 1.000 60 180 , 0.42 <W I' k j" •.. �_, <W 1 (Set 1) 13 System 1.000 60 180 0.42 W2> " e 2> (Set 1) 14 System 1.000 60 180 0.42 <W2 o ' ' •j. f <W2 (Set 1) 15 System 1.000 60 180 0.42 WPL WPL (Set 1)' 16 System 1.000, 60 180 0.42 WPR,WPR(Set 1)' 17 System 1.000 10 0 1.0 E> +,1.0 EG -13 F> + EG- (Set, 1) 18 System 1.000 10 O. 1:0 <E + 1.0 EG- r • f" <E + EG- (Set 1) 19 System 1.000 0 180 ' 1.0 L (Set 2) 20 System 1.000 60 180 0.42 W 1> Wl> (Set 2) 21 System 1.000 60 •180 0.42 <W 1 ' W 1 (Set 2) 22 System 1.000 60 180 0.42 W2> ; 2> (Set 2) 23 System • 1 A00 60 180 0.42 <W2 . ,` W2 (Set 2) 24 System 1.000 60 180 0.42 WPL ' ', •WPL (Set 2) 25 System 1'.000 60 180- 0.42 WPRWPR (Set 2) 26 System. 1.000 10 0 1.0 E> + 1.0 EG- a t r' F> + EG- (Set 2) 27 System 1.000 10 0 1.0 <E + 1:0 EG- <E + EG- Set 2 Controlling Frame Deflection Ratios for Cross Section: 2 , Description Ratio, Deflection in Member 'Joint Load Case Load Case Description ax. Horizontal Deflection Max. Vertical Deflection for Span 1 (11/411 ) L/298 -0.42F 2.280 62 4 ,7 1 19 WPR L Set 2 Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. ;` s Frame Lateral Stiffness (K): 2.817 (Idin) ; Fundamental Period (calculated) (T): 0.603 (sec.) .y + ... in File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America; Inca, s —� Date: 8/24/2016 BuBVTL.fER'ng 16-019178-01 Calculations Package Time: 08:11 PM e _ Page: 45 of 87 Wall: 4, Frame• at: 40/0/0 ,-,77 7777,77,777 _7 Frame Cross Section: 3 30-0" • 1 M m m LL LL m mLL LL m LL U' (7 LL • cc m r7. '0 (2)GFB e Y f 14A X iL FRAME CROSS SECTION AT FRAME UNE(S) 3 Dimension Key 1 8 1/2" ` 2 2'-0" 3 1'-6" 4 1'-1.. 5 2 @ 4'-6 1/8" , 6 Y-6" 7 181-6" Ridge Ht. Frame Clearances Horiz. Clearance between members I(CX005) and 6(CX006): 54'-11" Vert. Clearance at member I(CX005): 13'-6 11/16" Vert. Clearance at member 6(CX006): 13'-6 11/16" , Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) , Y r ' t File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Bur�E�r Date: 8/24/2016 a-,--.-ta ---- �u,,� 16-019178-01 Calculations Package Time: 08:11 PM Page: 46 of 87 I Location I Ave. Bay Space I Description I Angle I Groun I Trib. Override I Design Status I Stress Load Combinations - 1 System 1.000 1.0 D + 1.0 CG + 1.0 I> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <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 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG +WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG +WPR 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6 D + 0.6 CU + 0.6 W1> +CU+WI> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 + CU + <W 1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 +CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU +WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D +CG+L+WI> 20 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<WI 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L +WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L +WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + Fj + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.0 D + L0 CG + 0.6 WPR + 0.6 WB1> D+CG+WPR+WB1> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D+CU+WPR+WB1> 39 System Derived 1.0001.0D+I.0CG+0.75L+0.45WPR +0.45WB1> D+CG+L+WPR+WBI> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG + WPR + <WB 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 + CU + WPR + <WB 1 42 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45<WBI D+CG+L+WPR+<WB1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 + CG + WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 48 System Derived 1.000 1.0 D + L0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D+CG+L+WPR+<WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 + CU + WPL + <WB3 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 + CG + L +WPL + <W B3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 56 System Derived 1.000 0.6 D + 0.6 CU+ 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 + CU + WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 + CG + L + WPL + <WB4 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. �urtER Date: 8/24/2016 eufef-----a��,�® 16-019178-01 Calculations Package Time: 08:11 PM .�W.._�� Page: 47 of 87 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 62 System Derived 1.000 0.6 MWB MWB - Wall: 2 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 64 System Derived 1.000 0.6 MWB MWB - Wall: 4 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB> D + CG + F> + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + F> + EG+ + EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG-+ 0.91 EB> D + CU + F> + EG- + EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 74 . Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG++ 0.91 <EB D + CG + E> + EG++ <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + Fj + EG- + <EB 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 84 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- 85 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> (Set 1) 86 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 1) 87 System 1.000 1.0 D + 1.0 CG + 0.6 W I> D + CG + W 1> (Set 1) 88 System 1.000 1.0D+I.0CG+0.6<W1 D + CG + <W1 (Set 1) 89 System 1,000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 1) 90 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 1) 91 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 1) 92 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 1) 93 System 1.000 0.6 MW MW - Wall: 1 (Set 1) 94 System 1.000 0.6 MW MW - Wall: 2 (Set 1) 95 System 1.000 0.6 MW MW - Wall: 3 (Set 1) 96 System 1.000 0.6 MW MW - Wall: 4 (Set 1) 97 System 1.000 0.6 D + 0.6 CU + 0.6 WI> D + CU + WI> (Set 1) 98 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 (Set 1) 99 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 1) 100 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 1) 101 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 1) 102 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 1) 103 System 1.000 1.0D+I.0CG+0.75L+0.45WI> +CG+L+WI>(Set 1) 104 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D+CG + L + <W 1 (Set 1) 105 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D + CG + L + W2> (Set 1) 106 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 +CG+L+<W2(Set 1) 107 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set 1) 108 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR (Set 1) 109 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 110 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 111 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + Fj + EG- (Set 1) 112 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 113 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 114 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 115 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- (Set 1) 116 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set l) 117 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + F> + EG+ (Set 1) 118 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 119 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + F> + EG- (Set 1) • 120 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 121 System Derived 1.000 1.OD+I.00G+0.6WPR +0.6WB1> D + CG + WPR + WBI> (Set 1) 122 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WB1> +CU+WPR+WBI>(Setl) 123 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR+WBI>(Set 1) 124 System Derived 1.000 1.OD+I.0CG+0.6WPR +0.6<WB1 D+CG+WPR+<WB1(Set 1) 125 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WB1 D+CU+WPR+<WB1(Set 1) 126 System Derived 1.000 1.O D + 1.O CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 D + CG + L + WPR + <WB 1 (Set l ) 127 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> (Set 1) 128 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> (Set 1) File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. B[1TLER Date: 8/24/2016 Butler Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM ..�..-....-..Manugyp Manufacturing .. r Page: 48 of 87 1 129 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2>�D + CG + L +WPR + WB2> (Set 1) 130 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WR + 0.6 <WB2 ID + CG + WPR + <WB2 (Set 1) 131 System Derived 1.000 0.6 D + 0.6 CU + 0.6 R + 0.6 <WB2 ! D + CU + WPR + <WB2 (Set 1) 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 154 155 156 157 158 159 160 161 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 178 179 180 181 182 183 184 185 186 187 188 189 190 191 192 193 194 195 196 System Denved System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Special Special System Derived System Derived System Derived System Derived System Derived System Derived System Derived System Derived Special Special System System System System System System System System System System System System System System System System System System System System System System System System System Systcm Systcm System 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W132 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + 0.6 CU + 0.6 WPL + 0.6 <W133 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D+0.6 CU+0.6 WPL +0.6 WB4> D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D+0.6 CU+0.6 WPL +0.6 <W134 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 MWB MWB MWB D+ 1.0 CG+0.273 P>+0.7 EG++0.91 EB> D+ 1.0 CG+0.91 E>+0.7 EG++0.273 EB> D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + 0.6 CU + 0.273 E> + 0.7 EG-+ 0.91 EB> D+0.6 CU+0.91 E>+0.7 EG -+0.273 EB> D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 EB> D+0.6 CU+0.91 <E+0.7 EG -+0.273 EB> D + LO CG + 1.75 EB> + 0.7 EG+ D + 0.6 CU + 1.75 EB> + 0.7 EG- D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D+ 1.0 CG+0.91 Ej+0.7 EG++0.273 <EB D+ 1.0 CG+0.273 <E+0.7 EG++0.91 <EB D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 <EB D+0.6 CU+0.273 E>+0.7 EG -+0.91 <EB D+0.6CU+0.91 E>+0.7 EG -+0.273 <EB D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D+0.6 CU+0.91 <E+0.7 EG -+0.273 <EB D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + 0.6 CU + 1.75 <EB + 0.7 EG- D + 1.0 CG + 1.0 L> D + 1.0 CG + 1.0 <L D+ 1.0 CG+0.6 Wl> D+1.0CG+0.6<Wl D + 1.0 CG + 0.6 W2> D + 1.0 CG + 0.6 <W2 D+I.0CG+0.6WPL D + 1.0 CG + 0.6 WPR MW MW MW MW D+0.6CU+0.6Wl> D + 0.6 CU + 0.6 <Wl D + 0.6 CU + 0.6 W2> D + 0.6 CU + 0.6 <W2 D + 0.6 CU + 0.6 WPL D + 0.6 CU + 0.6 WPR D+ 1.0 CG+0.75 L+0.45 Wl> D+ 1.0 CG+0.75 L+0.45 <Wl D + 1.0 CG + 0.75 L + 0.45 W2> D+ 1.0 CG+0.75 L+0.45 <W2 D+ 1.0 CG+0.75 L+0.45 WPL D+ 1.0 CG+0.75 L+0.45 WPR D+ 1.0 CG+0.91 F>+0.7 EG+ D+ 1.0 CG+0.91 <E+0.7 EG+ D+0.6 CU+0.91 E>+0.7 EG - D+0.6 CU+0.91 <E+0.7 EG- + CG + L + WPR + <WB2 (Set 1) + CG + WPL + WB3> (Set 1) + CU + WPL+ WB3> (Set 1) + CG + L + WPL + WB3> (Set 1) + CG + WPL + <WB3 (Set 1) + CU + WPL + <WB3 (Set 1) + CG + L + WPL + <WB3 (Set 1) + CG + WPL + WB4> (Set 1) + CU + WPL + WB4> (Set 1) + CG + L + WPL + WB4> (Set 1) + CG + WPL + <WB4 (Set 1) + CU + WPL + <WB4 (Set 1) + CG + L + WPL + <WB4 (Set 1) WB - Wall: 1 (Set 1) WB - Wall: 2 (Set 1) WB - Wall: 3 (Set 1) WB - Wall: 4 (Set 1) +CG+E>+EG++EB> (Set 1) +CG+E>+EG++EB> (Set 1) + CG + <E + EG++ EB> (Set 1) + CG + <E + EG++ EB> (Set 1) + CU + E> + EG- + EB> (Set 1) + CU + E> + EG- + EB> (Set 1) + CU + <E + EG- + EB> (Set 1) + CU + <E + EG- + EB> (Set 1) + CG + EB> + EG+ (Set 1) +CU+EB> + EG- (Set 1) +CG+E>+EG++<EB (Set 1) + CG + E> + EG+ + <EB (Set 1) +CG+<E+EG++<EB(Set 1) +CG+<E+EG++ <EB (Set 1) + CU + E> + EG- + <EB (Set 1) + CU + E> + EG- + <EB (Set 1) + CU + <E + EG- + <EB (Set 1) + CU + <E + EG- + <EB (Set 1) + CG + <EB + EG+ (Set 1) + CU + <EB + EG- (Set 1) + CG + L> (Set 2) + CG + <L (Set 2) + CG + Wl> (Set 2) + CG + <W1 (Set 2) + CG + W2> (Set 2) + CG + <W2 (Set 2) + CG + WPL (Set 2) + CG + WPR (Sct 2) W - Wall: 1 (Set 2) W - Wall: 2 (Set 2) W - Wall: 3 (Set 2) W - Wall: 4 (Set 2) + CU + Wl> (Set 2) +CU+<Wl (Set 2) + CU + W2> (Set 2) + CU+ <W2 (Set 2) + CU + WPL (Set 2) + CU + WPR (Set 2) +CG+L+Wl> (Set 2) +CG+L+<Wl (Set 2) + CG + L + W2> (Set 2) + CG + L + <W2 (Set 2) + CG + L + WPL (Set 2) +CG+L+WPR (Set 2) +CG+E>+EG+(Set 2) + CG + <E + EG+ (Sct 2) +CU+E>+EG- (Set 2) + CU + <E + EG- (Set 2) File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM ..w..tler.�uw>ww Page: 49 of 87 Flg Width in. 197 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ D + CG + E> + EG+ (Set 2) Weight (p) 198 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 1 199 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + F> + EG- (Set 2) 15.35 200 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 2) 3P 201 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + Fj + EG+ (Set 2) 12.00 202 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) SS 203 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- (Set 2) 12.00 204 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 2) SS 205 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> D + CG + WPR + WB 1> (Set 2) 0.1345 206 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1> D + CU + WPR + WB 1> (Set 2) 55.00 207 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WB1> D +CG+L+WPR +WB1>(Set 2) 0.2500 208 System Derived 1.000 1.0D+1.0CG+0.6WPR +0.6 <WB 1 D+CG+WPR +<WB1(Set 2) 55.00 209 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 D + CU + WPR + <WB 1 (Set 2) 6.00 210 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <"I D + CG + L + WPR + <WB 1 (Set 2) 272.1 211 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> (Set 2) 212 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> (Set 2) 213 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> (Set 2) 214 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 (Set 2) 215 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 (Set 2) 216 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 (Set 2) 217 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> (Set 2) 218 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> (Set 2) 219 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> (Set 2) 220 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 (Set 2) 221 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 2) 222 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 (Set 2) 223 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> (Set 2) 224 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 2) 225 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> (Set 2) 226 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 (Set 2) 227 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 (Set 2) 228 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 (Set 2) 229 System Derived 1.000 0.6 MWB MVfB - Wall: 1 (Set 2) 230 System Derived 1.000 0.6 MWB MWB - Wall: 2 (Set 2) 231 System Derived 1.000 0.6 MWB MWB - Wall: 3 (Set 2) 232 System Derived 1.000 0.6 MWB MWB - Wall: 4 (Set 2) 233 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB> D + CG + F> + EG+ + EB> (Set 2) 234 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> D + CG + Fj + EG+ + EB> (Set 2) 235 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 EB> D + CG + <E + EG++ EB> (Set 2) 236 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG++ EB> (Set 2) 237 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> D + CU + Fj + EG- + EB> (Set 2) 238 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> (Set 2) 239 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> (Set 2) 240 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> (Set 2) 241 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ (Set 2) 242 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- (Set 2) 243 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG++ 0.91 <EB D + CG + E> + EG+ + <EB (Set 2) 244 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB (Set 2) 245 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 <EB D + CG + <E + EG++ <EB (Set 2) 246 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB (Set 2) 247 System Derived 1.000 0.6 D + 0.6 CU + 0.273 P> + 0.7 EG- + 0.91 <EB D + CU + Fj + EG- + <EB (Set 2) 248 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB (Set 2) 249 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB (Set 2) 250 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB (Set 2) 251 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ (Set 2) 252 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Set 2 Frame Member Sizes Mem. No. Flg Width in. Flg Thk in. Web Thk in. Depth in. Depth2 in. Length ft) Weight (p) Flg Fy (ksi Web Fy ksi Splice it.I Codes R.2 Shape 1 6.00 0.3125 0.1345 12.00 22.00 15.35 305.8 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 23.00 12.00 14.39 263.3 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 12.00 12.02 15.00 184.6 55.00 55.00 SS SP 3P 4 5.00 0.1875 0.1345 12.02 12.00 15.00 184.6 55.00 55.00 SP SS 3P 5 5.00 0.2500 0.1345 12.00 23.00 14.39 263.3 55.00 55.00 SS KN 3P 6 6.00 0.2500 0.1345 12.00 22.00 15.35 272.1 55.00 55.00 BP KN 3P Total Frame Weight = 1473.6 (p) (Includes all plates) File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. OIL Btt!, Manufacturing 16-019178-01 Calculations Package Boundary Condition Summary Date: 8/24/2016 Time: 08:11 PM Page: 50 of 87 Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 6 0/0/0 0/0/0 60/0/0 0/0/0 Yes Yes Yes Yes No0/0/0 No 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 3 Type Exterior Column X -Loc 0/0/0 Gridl -Grid2 3-D 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 60/0/0 3-A 8 X 13 0.375 4-0.750 100'-0" , Load Type Desc. Hx I Hz I Vy Hx Hz V D Frm 1.07 1.91 -1.07 1.88 CG Frm 1.19 1.80 -1.19 1.80 L> Frm 4.76 7.20 4.76 7.20 <L Frm 4.76 7.20 4.76 7.20 W1> Frm -8.25 -11.37 3.61 -7.93 <W1 Frm -3.60 -7.93 8.24 -11.37 W2> Frm -6.33 -6.48 1.69 -3.04 <W2 Frm -1.68 -3.04 6.32 -6.48 WPL Frm 4.26 -8.63 3.90 -10.68 WPR Frm -3.90 -10.68 4.26 -8.63 MW Frm - - - - MW Frm 1.45 0.81 4.07 -0.81 MW Frm - - - - MW Frm -4.08 -0.81 -1.44 0.81 CU Frm - - - - L Frm 4.76 7.20 -4.76 7.20 F> Frm -0.77 -0.43 -0.76 0.43 EG+ Frm 0.31 0.48 -0.31 0.48 <E Frm 0.77 0.43 0.76 -0.43 EG- Frm -0.31 -0.48 0.31 -0.48 WB1> Brc - -0.54 - - -7.39 - <WB1 Brc 0.54 - WB2> Brc -0.54 -7.39 <WB2 Brc 0.54 - WB3> Brc -0.66 -7.47 <WB3 Brc 0.66 - WB4> Brc -0.66 -7.47 <WB4 Brc 0.66 - MWB Brc -0.51 -7.26 _ - MWB Brc - e MWB Brc -0.51 MWB Brc - EB> Brc -0.62 - -0.66 <EB Brc 0.77 - File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[lTLE� Date: 8/24/2016 Butler Manufacturing 16-019178-01 Calculations Package Time -.'08:11 PM Page: 51 of 87 Sum of Forces with Reactions Check - Framino Load Type Horizontal Load Reaction k Vertical Load , Reaction D 0.0 0.0 3.9 3.8 CG 0.0 0.0 3.6 3.6 L> 0.0 0.0 14.4 14.4 <L 0.0 0.0 14.4 14.4 W1> 4.6 .4.6 19.3 19.3 <WI 4.6 4.6 19.3 19.3 W2> 4.6 4.6 9.5 9.5 <W2 4.6 4.6 9.5 9.5 WPL 0.4 0.4 19.3 19.3 WPR 0.4 0.4 19.3 19.3 MW 0.0 0.0 0.0 0.0 MW 5.5 5.5 0.0 0.0 MW • 0.0 0.0 0.0 0.0 MW 5.5 5.5 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 14.4 14.4 F> 1.5 1.5 0.0 0.0 EG+ 0.0 0.0 1.0 1.0 <E 1.5 1.5 0.0 0.0 EG- 0.0 0.0 1.0 1.0 WB1> 0.0 0.0 0.0 0.0 <WB1 0.0 0.0 0.0 0.0 - WB2> 0.0 0.0 0.0 0.0 <WB2 0.0 0.0 0.0 0.0 WB3> ' 0.0 0.0 0.0 - 0.0 <WB3 0.0 0.0 0.0 0.0 WB4> 0.0 0.0 0.0 0.0 <WB4 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 EB> 0.0 10.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. X -Loc 'Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std OS -0.1875 OS -0.1875 k 3-A 6 0.375 k 13 k) 4 (in -k) 5.0 (in -k Std 0/0/0 3-D 4.31- 13 7.02 1 1.09 73 1.35 83 5.68 13 10.91 -1 60/0/0 3-A 7.02 1 4.30 14 11.66 73 - 5.70 14 10.88 1 "Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gape & pitch standards are based on ACI -318 Anoendix D criteria for "cast-in-Dlace" anchor rods (Min space = 4'drod X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to We to Load Shear No. in. in. in. k Rods in. in. in. T e Flan c Web 0/0/0 3-D 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 60/0/0 3-A 6 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Rase Ptate rannertinn t.andina File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc:. . Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum B cingfWA Case X -Loc Shear, Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load k k Case k' Case k k Case k k k Case 0/0/0 7.16 10.93 67 4.60 - -0.08 13 7.16 10.93 •67 -0 60/0/0 7.16 10.90 66 4.60 -0.10 14 7.16 10.90 66 0 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc:. . BUTLER Butler Manufacturing 16-019178-01 Calculations Package Base Plate Connection Streneth Ratios Date: 8/24/2016 Time: 08:11 PM Page: 52 of 87 X -Loc Rod Load Rod Load Rod Load Rod Load Cone. Loadl Plate Load Plate S2 Flange Load Web Load N/A Shear Case Tension Case V + T Case Bendin Case BearingCase Web Tension Caset m 2.000 Weld Case Weld Case 0/0/0 0.388 67 0.158 13 - 0 KN(Top) 0 0.095 67 0.223 13 13 L67 0.150 67 0.213 67 60/0/0 0.388 66 0.159 14 0.750 0 3.00 0 0.095 66 0.224 14 12 SP 0.139 66 0.212 66 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. R Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 1 1 S2 12.36 20.516 152.53 N/A N/A 0.3750 6.000 Far F -BS -0. I 875,W -OS -0. I 875,F -BS -0. 1875 2 1 Sl0 I Desc. Alternate Web Thick= 0.1644 0.3125 2.000 Opposite W -OS -0.1250 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 2 1 KN(Top) Fillet 6.00 2 2 S1 5.90 18.905 140.56 2.25 42.42 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 6.00 15.43 0.750 A325N/PT 3.00 11 Flush 8.66 31 Extended 3.25 4 Fillet SP 2 3 S9 1.84 22.443 166.86 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0. I 250,F -OS -0. 1250 5 ••• MUST Use Alternate Web Thick= 0.1644 • • • • 5 2 Sl 9.02 19.361 143.95 2.25 43.43 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 6 2 66 -11.1 6.9 1122.9 AISC DG-16/Thin late 0.649 0.093 0.818 Fillet 0.501 5 3 S9 12.56 22.443 166.86 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Moment Connections: Outside Flanpe Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration I Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. No. in. in. in. in. Proc. in. ID I Desc. in. ID I Desc. in. 1 2 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 2 1 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 3 2 SP 0.375 6.00 15.43 0.750 A325N/PT 3.00 11 Flush 8.66 31 Extended 3.25 4 1 SP 0.375 6.00 15.43 0.750 A325N/PT 3.00 11 Flush 8.66 31 Extended 3.25 5 2 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 18.50 6 2 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 18.50 Moment Connections: Outside Flanpe Required Stren Design StrengthRatios Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k I k) in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 67 -11.1 6.9 1118.6 AISC DG-16/Thin plate 0.648 0.093 0.809 0.338 0.501 0.067 0.891 0.516 2 1 67 -11.1 6.9 1118.6 AISC DG-16/Thin plate 0.648 0.093 0.809 0.338 0.501 0.067 0.799 0.516 3 2 14 4.1 0.0 137.2 AISC DG-16/Thin plate 0.487 0.001 0.786 0.000 0.000 0.001 0.719 0.516 4 1 14 4.1 0.0 137.2 AISC DG-16/Thin plate 0.487 0.001 0.786 0.000 0.000 0.001 0.719 0.516 5 2 66 -11.1 6.9 1122.9 AISC DG-16/Thin plate 0.649 0.093 0.818 0.339 0.501 0.068 0.799 0.516 6 2 66 -11.1 6.9 1122.9 AISC DG-16/Thin late 0.649 0.093 0.818 0.339 0.501 0.0681 0.893 0.516 Inside Flan e Required Stren Design StrengthRatios • Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k I k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 13 6.2 3.5 638.6 AISC DG-16/Thin plate 0.529 0.047 0.823 0.000 0.000 0.034 0.799 0.516 2 1 13 6.2 3.5 638.6 AISC DG-16/Thin plate 0.529 0.047 0.823 0.000 0.000 0.034 0.754 0.516 3 2 66 -7.1 0.5 322.9 AISC DG-16/Thin plate 0.363 0.006 0.782 0.232 0.343 0.006 0.824 0.516 4 1 66 -7.1 0.5 322.9 AISC DG-16/Thin plate 0.363 0.006 0.782 0.232 0.343 0.006 0.824 0.516 5 2 14 6.2 3.4 636.5 AISC DG-16/Thin plate 0.986 0.070 0.975 0.000 0.000 0.085 0.753 0.516 6 2 14 6.2 3.4 636.5 AISC DG-16/Thin plate 0.986 0.070 0.975 0.000 0.000 0.085 0.959 0.516 Strength ratios shown for the connections are reported as a percentage ofthc system default or user Override Stress Limit (Stress Limit = 1.03) File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aur�ER Date: 8/24/2016 Butler Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM ._.� Page: 53 of 87 Flanpe Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 2 3/10/5 25/7/2 (2)GFB2097 0.501 67 Sx , in.3 2 13/4/7 16/l/0 GFB2050 0.264 67 Axial 3 3/11/12 11/l/0 GFB2050 0.188 66 Qa 3 13/11/12 1/]/0 GFB2050 0.233 t 66 Shear 4 1/0/4 1/1/0 GFB2050 0.235 67 Pc 4 11/0/4 11/l/0 GFB2050 0.189 67 Shear 5 6/0/4 21/l/0 GFB2081 0.665 66 0.77 5 10/6/6 25/7/2 (2)GFB2097 0.503 66 k 6 12/6/0 12/6/0 (2)GFB2097 0.623 66 39.23 Frame notion Mnmhar Q-rn- - rnnfrnllino need rata and Mavimnm rnmhinod Sfroeme nor Momhor fl-eafinne ore frn.n inial 1 1 Parameters llsed fnr Axial and Flosnral notion Mem. No. Controlling Cases Required Strength - Available Strength • Stren Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx , in.3 Axial Shear Mom -x Mom- y Axial Shear Mom -x Mom- y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc , Mcx Mcy + Shear No. ft in. Flexure 0.77 k k in -k in -k k k in -k in -k Flexure 39.23 1 13.58. 22.00 67 674.50 -11.1 0.96 -1118.6 0.0 63.7 3 1292.6 175.5 0.95 60.0 1 13.58 22.00 3.91 67 1.56 -6.9 2.40 0.03 136.71 9.2 4 1.13 0.84 0.74 2 0.82 23.00 67 60.0 -8.1 0.94 -1104.2 0.0 96.0 1.56 1170.9 95.4 0.99 136.71 2 1.50 22.41 0.84 67 5 8.8 332.16 26.2 26.2 9.0 ].25 451.16 5.21 0.98 3 13.98 12.02 66 674.50 -7.1 0.96 328.0 0.0. 39.4 6 408.2 55.4 0.89 150.1 3 0.00 12.00 9.00 67 3.061 4.8 4.59 0.081 988.58 17.0 0.99 1.00 0.841 0.28 4 0.98 12.02 67 -7.1 328.1 0.0 { 39.4 408.2 55.4 0.89 4 14.96 12.00 66 -4.8 17.0 0.28 5 12.72 23.00 66 -8.1 -1108.3 0.0 96.0 1170.9 95.4 0.99 5 12.04 22.41 66 -8.8 9.0 0.98 6 12.51 21.21 66. -11.1 -1035.8 0.0 57.6 1124.4 111.4 1.02 - 6 13.58 22.00 66 6.9 9.1 0.75 Parameters llsed fnr Axial and Flosnral notion Mem. No. Loc. ' ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 Iyy in.4 Sx , in.3 Sy in.3 , ZX in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 13.58 163.01 163.0 163.0 6.62 1.88 550.44 11.25 50.04 3.75 56.03 5.72 0.14 1323.36 1.66 0.99 1.00 0.96 0.77 2 0.82 332.16 20.1 20.1 5.53 1.25 451.16 5.21 39.23 2.09 45.46 3.23 0.07 674.50 1.00 0.96 1.00 0.94 0.60 3 13.98 332.16 120.0 60.0 3.44 0.94 83.27 3.91 13.86 1.56 15.65 2.40 0.03 136.71 1.14 1.00 1.13 0.84 0.79 4 0.98 332.16 120.0 60.0 3.44 0.94 83.27 3.91 13.86 1.56 15.65 2.40 0.03 136.71 1.14 ,1.00 1.13 0.84 0.87 5 12.72 332.16 26.2 26.2 5.53 ].25 451.16 5.21 39.23 2.09 45.46 ~ 3.23 0.07 674.50 1.09 0.96 1.00 0.94 0.60 6 12.51 163.01 150.1 150.1 5.78 1.50 428.90 9.00 40.451 3.061 45.85 4.59 0.081 988.58 1 .661 0.99 1.00 0.841 0.66 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of.BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER . .oBuncr Manufacturing . 16-019178-01 Calculations Package Time: 08:11 PM - ._. . �_. r Page: 54 of 87 Deflectinn Load Combinations - Framinn No. Origin Factor Def H Def V _ _ - - Application - •, Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 Wl>, `'� ` 1> 3 System 1.000 60 180 0.42 <W 1 <W1 4 System 1.000 60 180 .0.42 - W2> f . l W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL VVTL 7 System 1.000 60 180 0.42 WPR ` ATR 8 System 1.000 10 0 1.0 F> + 1.0 EG- .> E> + EG - 9 System 1.000 0 1.0 <E + 1.0 EG- <E + EG- ; 10 System 1.000 110 0 180 1.0 L L (Set 1) 11 System" 1.000 60 180 0.42 W 1> W l> (Set 1) 12 System 1.000 60 180 0.42 <W1 <W 1 (Set 1) 13 System, 1.000 60 180, i 0.42 W2> W2> (Set 1) 14 System 1.000 60 ' 180 0.42 <W2 <W2 (Set 1) 15 Systeme 1.000 60 180 0.42 WPL WPL (Set 1) 16 System 1.000 60 180 0.42 WR WPR(Set 1) 17 System 1.000 10 0 1.0 F> + 1.0 EG- F> + EG - (Set 1) 18 System 1.000 10 0 1.0 <E + 1.0 EG- , " E + EG- (Set 1) 19 System 1.000 0 180 1.0 L ,L (Set 2) 20 System 1.000 60 180 0.42 W1> t ? ' y W 1> (Set 2) 21 System 1.000' 60 180 0.42 <W1 -, d. <W1 (Set 2) 22 System 1.000 60 180 0.42 W2> W2> (Set 2) 23 System 1.000 60 180 0.42 <W2 <W2 (Set 2) 24 System 1.000 60 180 0.42 WPL WPL (Set 2) 25 . System - 1.000 60 180 0.42 VVTR (Set 2) 26 System -1.000 10 0 1.0 F> + 1.0 EG= '. F> + EG- (Set 2) 27 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- Set 2 Controfline Frame Deflection Ratios for Cross Section: 3 Description Ratio Deflection in. Member 1, Joint. 'Load Case - Load Case Description ax. Horizontal Deflection ax. Vertical Deflection for Span 1 (H/411) L'/298 -0.421= -2.280 -6 4 1 2 •t 1 .: ,0 .0 D + CU + <W2 D + CG + W2> • Negative horizontal deflection is left • Negative vertical deflection is down, t Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. ; • Frame Lateral Stiffness (K): 0.000 (k/in) Fundamental Period (calculated) (T): 0.000 (see.)" ' File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Ina ., ' T ( aur�ER Date: 8/24/2016 16-019178-01 Calculations Package Time: 08:11 PM sutler Manufacturing ' Page: 55 of 87 Wall: 4, Frame R: 60/0/0 71 r Frame Cross Section: 4 31Y mm ILL LL m �.y. LL m LL (:J (:J LL u Cl (, - Y m co LL (2)GFB dL X 11L FRAME CROSS SEC11ON AT FRAME UNE(S) 4 Dimension Key 1 8 1/2" 2 2'4' t 3 1'-6" 4 F-I 5 2 @ 4'-6 1/8" 6 Y-6" 7 18'-6" Ridge Ht. ! Frame Clearances Horiz. Clearance between members 1(CX007) and 6(CX006): 54'-1 L" Vert. Clearance at member I (CX007): 13'-6 11/16" Vert. Clearance at member 6(CX006): 13'-6 11/16" . Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) l File: 16-019178-01 Version: 2016.1c Butler. Manufacturing, a division of BlueScope Buildings North America, Inc. Y B[JTLER 16-019178-01 Calculations Package Date: 8/24/2016 Time: 08:11 PM Page: 56 of 87 Location Avg. Bay Space I Description I Angle I Group Trib. Override I Design Status 60/0/0 20/0/0[Warehouse Clearspan #1 1 90.0000 1 1 1 - I Stress Check Design Load Combinations - Framing No. Ori 'n Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0D+1.0CG+0.6W1> D +CG+Wl> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 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 WPL D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG +WPR 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W l> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU +WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU +WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI> 20 System 1.000 1.0D+1.0CG+0.75L+0.45<Wl D+CG+L+<W1 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W 2> 22 System 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 <W2 +CG+L+<W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L +WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L +WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ + CG + F> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + F> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + Ej + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMT Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + Fj + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> D + CG + WPR + WB 1> 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1> +CU+WPR+WB1> 39 System Derived 1.0001.0D+I.0CG+0.75L+0.45WPR+0.45WB1> D+CG+L+WPR+WBI> 40. System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 D + CG + WPR + <WB 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 + CU + WPR + <WB 1 42 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR +0.45 <WB 1 D+CG+L+WPR+<WB1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 + CG + WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W132 D + CG + L + WPR + <W132 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W63> D + CG + WPL + WB3> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 51 System Derived 1.000 I.0D+I.00G+0.75L+0.45WPL +0.45WB3> D+CG+L+WPL+WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <W133 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 + CU + WPL + <WB3 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 W134> D + CU + WPL + WB4> 57 System Derived 1.000 1.0D+1.0CG+0.75L+0.45WPL +0.45WB4> D+CG+L+WPL+WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W134 D + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 VOL + 0.6 <WB4 D + CU + WPL + <W134 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 + CG + L + WPL + <WB4 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM Page: 57 of 87 61 System Derived 1.000 0.6 MWB MWB -Wall: 1 62 System Derived 1.000 0.6 MWB MWB - Wall: 2 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 64 System Derived 1.000 0.6 MWB MWB - Wall: 4 ' 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 + F> + EG++ EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 69 System Derived 1.000 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 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 74 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 84 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- + CU + <EB + EG - 85 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> (Set 1) 86 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 1) 87 System 1.000 1.0D+1.0CG+0.6W1> D+CG+W1>(Set 1) 88 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 (Set 1) 89 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 1) 90 System 1.000 1.0D+1.0CG+0.6<W2 D + CG + <W2 (Set 1) 91 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 1) 92 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 1) 93 System 1.000 0.6 MW MW - Wall: 1 (Set 1) 94 System 1.000 0.6 MW MW - Wall: 2 (Set 1) 95 System 1.000 0.6 MW MW - Wall: 3 (Set 1) 96 System 1.000 0.6 MW MW - Wall: 4 (Set 1) 97 System 1.000 0.6D+0.6CU+0.6W1> D + CU + WI> (Set 1) 98 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 (Set 1) 99 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 1) 100 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 1) 101 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 1) 102 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 1) 103 System 1.000 LOD+I.00G+0.75L+0.45WI> +CG+L+WI>(Set 1) 104 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 + CG + L + <W 1 (Set 1) 105 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> (Set 1) 106 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 (Set 1) 107 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set 1) 108 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR (Set 1) 109 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 110 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 111 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + Fj + EG- (Set 1) 112 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 113 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 114 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 115 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- (Set 1) 116 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set l) 117 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + Fj + EG+ (Set 1) 118 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 119 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- (Set 1) 120 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 121 System Derived 1.000 1.OD+I.00G+0.6WPR +0.6WB1> D+CG+WPR+WB1>(Set 1) 122 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D + CU + WPR + WB I > (Set 1) 123 System Derived 1.000 1.OD+I.00G+0.75L+0.45WPR +0.45WB1> D+CG+L+WPR+WB1>(Set 1) 124 System Derived 1.000 1.OD+1.00G+0.6WPR +0.6<WB1 D +CG+ WPR+<WBI (Set 1) 125 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 D + CU + WPR + <WB 1 (Set 1) 126 System Derived 1.000 1.OD+I.00G+0.75L+0.45WPR +0.45<WB1 D + CG + L + WPR + <WB1 (Set 1) 127 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> (Set 1) 128 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> (Set 1) File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Date: 8/24/2016 Butler Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM Page: 58 of 87 129 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> (Set 1) 130 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 (Set 1) 131 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 (Set 1) 132 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D+CG + L + WPR + <WB2 (Set 1) 133 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> (Set 1) 134 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> + CU + WPL + WB3> (Set 1) 135 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> (Set 1) 136 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 (Set 1) 137 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 1) 138 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 + CG + L +WPL + <WB3 (Set 1) 139 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> (Set 1) 140 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 1) 141 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> + CG + L +WPL + WB4> (Set 1) 142 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 (Set 1) 143 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 (Set 1) 144 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 + CG + L +WPL + <WB4 (Set 1) 145 System Derived 1.000 0.6 MWB MWB - Wall: 1 (Set 1) 146 System Derived 1.000 0.6 MWB MWB - Wall: 2 (Set 1) 147 System Derived 1.000 0.6 MWB MWB - Wall: 3 (Set 1) 148 System Derived 1.000 0.6 MWB MWB - Wall: 4 (Set 1) 149 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG++ 0.91 EB> D + CG + Ej + EG++ EB> (Set 1) 150 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG++ 0.273 EB> D + CG + Ej + EG++ EB> (Set 1) 151 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 EB> D + CG + <E + EG++ EB> (Set 1) 152 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> + CG + <E + EG++ EB> (Set 1) 153 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> + CU + Ej + EG- + EB> (Set 1) 154 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> + CU + Ej + EG- + EB> (Set 1) 155 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> (Set 1) 156 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> + CU + <E + EG- + EB> (Set 1) 157 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ (Set 1) 158 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- (Set 1) 159 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB + CG + E> + EG++ <EB (Set 1) 160 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + F> + EG+ + <EB (Set 1) 161 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB (Set 1) 162 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB (Set 1) 163 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB (Set 1) 164 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E>+ EG- + <EB (Set 1) 165 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB + CU + <E + EG- + <EB (Set 1) 166 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB (Set 1) 167 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ (Set 1) 168 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- (Set 1) 169 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> (Set 2) 170 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 2) 171 System 1.000 1.0D+1.0CG+0.6W1> D +CG+WI>(Set 2) 172 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 (Set 2) 173 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 2) 174 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 2) 175 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 2) 176 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 2) 177 System 1.000 0.6 MW MW - Wall: 1 (Set 2) 178 System 1.000 0.6 MW MW - Wall: 2 (Set 2) 179 System 1.000 0.6 MW MW - Wall: 3 (Set 2) 180 System 1.000 0.6 MW MW - Wall: 4 (Set 2) 181 System 1.000 0.6 D + 0.6 CU + 0.6 W l> D + CU + W1> (Set 2) 182 System 1.000 0.6 D + 0.6 CU + 0.6 <W l D + CU + <W l (Set 2) 183 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 2) 184 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 2) 185 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 2) 186 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 2) 187 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> D + CG + L + W 1> (Set 2) 188 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W 1 (Set 2) 189 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> (Set 2) 190 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 (Set 2) 191 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set 2) 192 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR (Set 2) 193 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ (Set 2) 194 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 195 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- (Set 2) 196 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 2) File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler ManWacturing 16-019178-01 Calculations Package Time: 08:11 PM Page: 59 of 87 Flg Width in. 197 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ (Set 2) Weight (p) 198 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 1 199 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- (Set 2) 15.35 200 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 2) 3P 201 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + Fj + EG+ (Set 2) 12.00 202 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) IS 203 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + Fj + EG- (Set 2) 12.00 204 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 2) IS 205 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> D + CG + WPR + WB 1> (Set 2) 0.1345 206 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1> D + CU +WPR + WB 1> (Set 2) 55.00 207 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WB1> D + CG + L + WPR + WB 1> (Set 2) 0.2500 208 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 D + CG + WPR + <WB 1 (Set 2) 55.00 209 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR+ 0.6 <WB 1 D + CU + WPR + <WB 1 (Set 2) 6.00 210 System Derived 1.000 1.0D+1.0CG+0.75L+0.45WPR +0.45 <WB 1 D+CG+L+WPR +<WB1(Set 2) 272.1 211 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> (Set 2) 212 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> (Set 2) 213 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> (Set 2) 214 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 (Set 2) 215 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 (Set 2) 216 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <W132 (Set 2) 217 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> (Set 2) 218 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> (Set 2) 219 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> (Set 2) 220 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133 D + CG + WPL + <WB3 (Set 2) 221 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 2) 222 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 (Set 2) 223 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> (Set 2) 224 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 2) 225 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> (Set 2) 226 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 (Set 2) 227 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 (Set 2) 228 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 (Set 2) 229 System Derived 1.000 0.6 MWB MWB - Wall: 1 (Set 2) 230 System Derived 1.000 0.6 MWB MWB - Wall: 2 (Set 2) 231 System Derived 1.000 0.6 MWB MWB - Wall: 3 (Set 2) 232 System Derived 1.000 0.6 MWB MWB - Wall: 4 (Set 2) 233 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG++ 0.91 EB> D + CG + Fj + EG++ EB> (Set 2) 234 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG++ EB> (Set 2) 235 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 EB> D + CG + <E + EG++ EB> (Set 2) 236 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> (Set 2) 237 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG-+ 0.91 EB> D + CU + F> + EG- + EB> (Set 2) 238 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> (Set 2) 239 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> (Set 2) 240 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> (Set 2) 241 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ (Set 2) 242 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- (Set 2) 243 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB (Set 2) 244 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG++ <EB (Set 2) 245 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 <EB D + CG + <E + EG++ <EB (Set 2) 246 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG++ <EB (Set 2) 247 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + F> + EG- + <EB (Set 2) 248 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + F> + EG- + <EB (Set 2) 249 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 <EB D + CU + <E + EG- + <EB (Set 2) 250 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB (Set 2) 251 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ (Set 2) 252 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Set 2 Frame Member Sizes Mem. No. Flg Width in. Flg Thk in. Web Thk in. Depth in. Depth2 in. Length ft Weight (p) Flg Fy (ksi Web Fy ksi Splice it.l Codes A.2 Shape 1 6.00 0.3125 0.1345 12.00 22.00 15.35 305.8 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 23.00 12.00 14.39 263.3 55.00 55.00 KN IS 3P 3 5.00 0.1875 0.1345 12.00 12.02 15.00 184.6 55.00 55.00 IS SP 3P 4 5.00 0.1875 0.1345 12.02 12.00 15.00 184.6 55.00 55.00 SP IS 3P 5 5.00 0.2500 0.1345 12.00 23.00 14.39 263.3 55.00 55.00 IS KN 3P 6 6.00 0.2500 0.1345 12.00 22.00 15.35 272.1 55.00 55.00 BP KN 3P Total Frame Weight = 1473.6 (p) (includes all plates) File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER 16-019178-01 Calculations Package Boundary Condition Summary Date: 8/24/2016 Time: 08:11 PM Page: 60 of 87 Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Di lacement Y in. Displacement ZZ rad. 1 6 0/0/0 0/0/0 60/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 4 Type Exterior Column Exterior Column X -Loc 0/0/0 60/0/0 Grid -Grid2 4-D 4-A Base Plate W x L (in.) 8 X 13 8 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx I Hz I Vy Hx Hz V D Frm 1.07 1.91 -1.07 1.88 CG Frm 1.19 1.80 -1.19 1.80 L> Frm 4.76 7.20 -4.76 7.20 <L Frm 4.76 17.20 -4.76 7.20 W1> Frm -8.25 -11.37 3.61 -7.93 <W 1 Frm -3.60 -7.93 8.24 -11.37 W2> Frm -6.33 -6.48 1.69 -3.04 <W2 Frm -1.68 -3.04 6.32 -6.48 WPL Frm 4.26 -8.63 3.90 -10.68 WPR Frm -3.90 -10.68 4.26 -8.63 MW Frm - - - - MW Frm 1.45 0.81 4.07 -0.81 MW Frm - - - - MW Frm 4.08 -0.81 -1.44 0.81 CU Frm - - - - L Frm 4.76 7.20 -4.76 7.20 F> Frm -0.77 -0.43 -0.76 0.43 EG+ Frm 0.31 0.48 -0.31 0.48 <E Frm 0.77 0.43 0.76 -0.43 EG- Frm -0.31 -0.48 0.31 -0.48. WB1> Brc - -0.54 - - <WB1 Brc 0.54 7.39 WB2> Brc -0.54 - <WB2 Brc 0.54 7.39 WB3> Brc -0.66 - <WB3 Brc 0.66 7.47 WB4> Brc -0.66 - <WB4 Brc 0.66 7.47 MWB Brc -0.51 - MWB Brc - - MWB Brc -0.51 7.26 MWB Brc - - EB> Brc -0.62 - <EB Brc 0.77 6.66 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. sur�ER Date: 8/24/2016 Butier Manufacturing 16-019178-01- Calculations Package Time: 08:11 PM Page: 61 of 87 Sum of Forces with Reactions Check - Framing • Load Type Horizontal Load Reaction k Vertical Load Reaction k . D 0.0 0.0 3.9 3.8 CG 0.0 0.0 3.6 3.6 L> 0.0 0.0 14.4 14.4 - <L 0.0 0.0 14.4 14.4 + W1> 4.6 4.6 19.3 19.3 <W1 4.6 4.6 19.3 19.3 W2> 4.6 4.6 9.5 9.5 <W2 4.6 4.6 9.5 9.5 WPL 0.4 0.4 19.3 19.3 WPR 0.4 0.4 19.3 19.3 MW 0.0 0.0 0.0 0.0 MW 5.5 5.5 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 5.5 5.5 0.0 0.0 CU 0.0 '0.0 0.0 0.0 L 0.0 0.0 14.4 14.4 F> 1.5 1.5 0.0 0.0 EG+ 0.0 0.0 1.0 1.0 <E 1.5 1.5 0.0 0.0 EG- 0.0 0.0 1.0 1.0 " WB1> 0.0 0.0 0.0 0.0 r<WBI 0.0 0.0 0.0 0.0 WB2> 0.0 0.0 0.0 , 0.0 <WB2 0.0 0.0 0.0 0.0 WB3> 0.0 0.0 0.0 0.0 <WB3 0.0 0.0 0.0 0.0 WB4> 0.0 0.0 0.0 0.0 <WB4 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 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 0.0 Maximum Combined Reactions Summary with Factored Loads -Framing Note- All reactions are based on 1 qt order structural analvsis- X -Loc Grid Hrz left Load HrzRight Load Hrz lr, Load HrzOut Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (fix) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) „ Case (Mzz) Case 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 k 4-A k 0.375, 8 13 No 4 . in -k 5.0 in -k Std 0/0/0 4-D 4.31 13 7.02 1 1.09 73 1.35 83 5.68 13 10.91 1 60/0/0 4-A 7.02 1 4.30 14 - 11'.66, 83 5.70 14 10.88 1 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gape & aitch standards are based on ACI -318 Annendix D criteria for "cast -in-place" anchor rods (Min space = 4•drod X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. k Rods in. in. in. Type Flange Web 0/0/0 4-D 1 0.375 8 '13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 60/0/0 4-A 6 0.375, 8 13 No 4 . 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Race Plate Cnnneetinn l.nadino File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case - X -Loc Shear , Axial Load Shear Tension Load Shear- Comp Load Shear Axial FrameShea Load k k Case k Case k k Case k k Case .0/0/0 , 7.16 10.93 67 4.60 -6.08 13 7.16 10.93 67 0 60/0/0 .7.16 10.90 66 4.60 -6.10 14 7.16 10.90 66 0 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. B[ITLER „,anuf-grin 16-019178-01 Calculations Package Base Plate Connection Strength Ratios Date: 8/24/2016 Time: 08:11 PM Page: 62 of 87 X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load N/A Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.388 67 0.158 13 0.500 0 25.25 0 0.095 67 0.223 13 0.113 67 0.150 67 0.213 67 60/0/0 0.388 66 0.159 14 Flush 8.66 31 0 4 0 0.095 66 0.224 14 0.112 66 0.139 66 0.212 66 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 1 1 S2 12.36 20.516 152.53 N/A N/A 0.3750 5.000 Near F-BS-0.I875,W-OS-0.1875,F-BS-0.1875 2 1 S10 in. Alternate Web Thick= 0.1644 0.3125 2.000 Opposite W -OS -0.1250 3.00 31 Extended 3.25 12 Flush 2.00 2 1 KN(Top) 0.500 6.00 25.25 Fillet A325N/PT 2 2 S1 5.90 18.905 140.56 2.25 42.42 0.1875 2.000 Opposite F-OSO.I875,W-OS-0.1875 3.00 11 Flush 8.66 31 Extended 3.25 4 1 SP 0.375 6.00 15.43 Fillet A325N/PT 2 3 S9 1.84 22.443 166.86 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 5 ••• MUST Use Alternate Web Thick .= 0.1644 • • • • 5 2 S1 9.02 19.361 143.95 2.25 43.43 0.1875 2.000 Opposite F -OS -0.1 875,W -OS -0. 1875 0.818 0.339 0.501 0.068 0.893 0.516 Fillet 5 3 S9 12.56 22.443 166.86 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Moment Connections: Outside Flange Required Stren Design Stren Ratios • End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd ID Desc. in. ID Desc. in. No. No. Proc. in. in. in. in. Rupture in. 1 2 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 2 1 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 3 2 SP 0.375 6.00 15.43 0.750 A325N/PT 3.00 11 Flush 8.66 31 Extended 3.25 4 1 SP 0.375 6.00 15.43 0.750 A325N/PT 3.00 11 Flush 8.66 31 Extended 3.25 5 2 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 18.50 6 2 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 18.50 Moment Connections: Outside Flange Required Stren Design Stren Ratios • Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 67 -11.1 6.9 1118.6 AISC DG -1 6/Thin plate 0.648 0.093 0.809 0.338 0.501 0.067 0.891 0.516 2 1 67 -11.1 6.9 1118.6 AISC DG-16/Thin plate 0.648 0.093 0.809 0.338 0.501 0.067 0.799 0.516 3 2 14 4.1 0.0 137.2 AISC DG-16/Thin plate 0.487 0.001 0.786 0.000 0.000 0.001 0.719 0.516 4 1 14 4.1 0.0 137.2 AISC DG-16/Thin plate 0.487 0.001 0.786 0.000 0.000 0.001 0.719 0.516 5 2 66 -11.1 6.9 1122.9 AISC DG-16/Thin plate 0.649 0.093 0.818 0.339 0.501 0.068 0.799 0.516 6 2 66 -11.1 6.9 1122.9 AISC DG-16/Thin late 0.649 0.093 0.818 0.339 0.501 0.068 0.893 0.516 Inside Flan e Required Stren Design StreengthRatios • Mem. Jt.Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. I No. Cs k 67 in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 13 6.2 3.5 638.6 AISC DG-16/Thin plate 0.529 0.047 0.823 0.000 0.000 0.034 0.799 0.516 2 1 13 6.2 3.5 638.6 AISC DG-16/Thin plate 0.529 0.047 0.823 0.000 0.000 0.034 0.754 0.516 3 2 66 -7.1 0.5 322.9 AISC DG-16/Thin plate 0.363 0.006 0.782 0.232 0.343 0.006 0.824 0.516 4 1 66 -7.1 0.5 322.9 AISC DG-16/Thin plate 0.363 0.006 0.782 0.232 0.343 0.006 0.824 0.516 5 2 14 6.2 3.4 636.5 AISC DG-16/Thin plate 0.986 0.070 0.975 0.000 0.000 0.085 0.753 0.516 6 2 14 6.2 3.4 636.5 AISC DG-16/Thin plate 0.986 0.070 0.975 0.000 0.000 0.085 0.959 0.516 • Strength ratios shown for the connections arc reported as a percentage of the system default or user Override Strcss 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 3/10/5 25/7/2 (2)GF132097 0.501 67 2 13/4/7 16/l/0 GFB2050 0.264 67 3 3/11/12 11/1/0 GFB2050 0.188 66 3 13/11/12 1/1/0 GFB2050 0.233 66 4 1/0/4 1/1/0 GFB2050 0.235 67 4 11/0/4 1]/1/0 GFB2050 0.189 67 5 6/0/4 21 / I /0 GFB2081 0.665 66 5 10/6/6 25/7/2 (2)GFB2097 0.503 66 6 12/6/0 12/6/0 2 GFB2097 0.623 66 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER ButMr Manufacturing 16-019178-01 Calculations Package Date: 8/24/2016 Time: 08:11 PM Page: 63 of 87 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. No. Controlling Cases Required Strength Available Strength Stren Ratios Ag in.2 A1n in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth I + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 0.77 k k in -k in -k k k in -k in -k Flexure 39.23 1 13.58 22.00 67 674.50 -11.1 0.96 -1118.6 0.0 63.7 3 1292.6 175.5 0.95 60.0 1 13.58 22.00 3.91 67 1.5 -6.9 2.40 0.03 136.71 9.2 1.00 1.13 0.84 0.74 2 0.82 23.00 67 60.0 -8.1 0.94 -1104.2 0.0 96.0 1.5 1170.9 95.4 ' 0.99 136.71 2 1.50 22.41 0.84 67 5 8.8 332.16 26.2 26.2 9.0 1.25 451.16 5.21 0.98 3 13.98 12.02 66 674.50 -7.1 0.96 328.0 0.0 39.4 6 408.2 55.4 0.89 150.1 3 0.00 12.00 9.00 67 3.00 4.8 4.59 0.08 988.58 17.0 0.99 1.00 0.84 0.28 4 0.98 12.02 67 24 -7.1 1.000 328.1 0.0 39.4 25 408.2 55.4 0.89 0.42 WPR 4 14.96 12.00 1.000 66 1.0 E> + 1.0 EG- -4.8 27 System 1.000 17.0 1.0 <E + 1.0 EG- E + EG- Set 2 0.28 5 12.72 23.00 66 -8.1 -1108.3 0.0 96.0 1170.9 95.4 0.99 5 12.04 22.4166 -8.8 9.0 0.98 6 12.51 21.21 66 -11.1 -1035.8 0.0 57.6 1124.4 111.4 1.02 6 13.58 22.00 66 6.9 9.1 0.75 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 A1n in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 ] inA Cw in.6 Cb Rpg Rpc Qs Qa 1 13.58 163.01 163.0 163.0 6.62 1.88 550.44 11.25 50.04 3.75 56.03 5.72 0.14 1323.36 1.66 0.99 1.00 0.96 0.77 2 0.82 332.16 20.1 20.1 5.53 1.25 451.16 5.21 39.23 2.09 45.46 3.23 0.07 674.50 1.00 0.96 1.00 0.94 0.60 3 13.98 332.16 120.0 60.0 3.44 0.94 83.27 3.91 13.86 1.5 15.65 2.40 0.03 136.71 1.14 1.00 1.13 0.84 0.79 4 0.98 332.16 120.0 60.0 3.44 0.94 83.27 3.91 13.86 1.5 15.65 2.40 0.03 136.71 1.14 1.00 1.13 0.84 0.87 5 12.72 332.16 26.2 26.2 5.53 1.25 451.16 5.21 39.23 2.09 45.46 3.23 0.07 674.50 1.09 0.96 1.00 0.94 0.60 6 12.51 163.01 150.1 150.1 5.78 1.50 428.90 9.00 40.45 3.00 45.85 4.59 0.08 988.58 1.66 0.99 1.00 0.84 0.66 Deflection Load Combinations - Framin No. Origin Factor Def H Def V I Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W1> Wl> 3 System 1.000 60 180 0.42 <W1 <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 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- F> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - 10 System 1.000 0 180 1.0 L L (Set 1) 11 System 1.000 60 180 0.42 WI> wl> (Set 1) 12 System 1.000 60 180 0.42 <W 1 <W1 (Set l ) 13 System 1.000 60 180 0.42 W2> W2> (Set 1) 14 System 1.000 60 180 0.42 <W2 <W2 (Set 1) 15 System 1.000 60 180 0.42 WPL WPL (Set 1) 16 System 1.000 60 180 0.42 WPR WPR (Set 1) 17 System 1.000 10 0 1.0 E> + 1.0 EG- F> + EG- (Set 1) 18 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- (Set 1) 19 System 1.000 0 180 1.0 L L (Set 2) 20 System 1.000 60 180 0.42W1> Wl>(Set 2) 21 System 1.000 60 180 0.42 <W l <W 1 (Set 2) 22 System 1.000 60 180 0.42 W2> W2> (Set 2) 23 System 1.000 60 180 0.42 <W2 <W2 (Set 2) 24 System 1.000 60 180 0.42 WPL WPL (Set 2) 25 System 1.000 60 180 0.42 WPR WPR (Set 2) 26 System 1.000 10 0 1.0 E> + 1.0 EG- F> + EG- (Set 2) 27 System 1.000 10 0 1.0 <E + 1.0 EG- E + EG- Set 2 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 B[JTLER 8Y1ef Ma--„—tu ,n0 167019178-01 Calculations Package Time: 08:11 PM Page: 64 of 87 r—frnllino Frames Doflorfinn Ratios fnr rrocs Section- 4 - Description Ratio Deflection in.) IMernberl Joint I Load Case I Load Case Description ax. Horizontal Deflection Max. Vertical Deflection for Span 1 (H/411) 1/298 -0.421 2280 - 6 4 2 L 0 0 D + CU + <W2 D + CG + W2> Date: 8/24/2016 BUTLER a�,�, Manufacturing -110 ---- . 16-019178-01 Calculations Package Time: 08:11 PM .,.. d�w_. Page: 65 of 87 Wall: 4; Frameat: 80/0/0 j Frame Cross Section: 5 t 30'-0" I-KHMtI.KIA�JtI.I IUIV HI rKHMt LIIVt(J) 5 Dimension Key 1 8 1/2" 2 2'-0" 3 F-6" 4 1'-1" 5 2 Q 4'-6 1/8" 6 3'-6" 7 18'-6" Ridge Ht. Frame Clearances Horiz. Clearance between members 1(CX003) and 6(CX004): 54'-11" , Vert. Clearance at member 1(CX003): 13'-6 11/16' Vert. Clearance at member 6(CX004): 13'-6 11/16" Finished Floor Elevation = 100'-0" (Unless Notcd Otherwise) J File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 9 BUTLER 16-019178-01 Calculations Package Date: 8/24/2016 Time: 08:11 PM Page: 66 of 87 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle I Group Trib. Override Design Status 80/0/0 1 19/9/0[Warehouse Clearsnan #1 90.0000 1 1 1 - Stress Check 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 I 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W l 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU +WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU +WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> +CG+L+WI> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W l 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 22 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 +CG+L+<W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L +WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L +WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + E> + EG+ 26 System' 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + CU + F> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + Fj + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + F> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> (Set 1) 38 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 1) 39 System 1.000 1.0D+1.0CG+0.6W1> D+CG+WI>(Set 1) 40 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W l (Set 1) 41 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 1) 42 System 1.000 1.0 D + 1.0 CG + 0.6 <Wy D + CG + <W2 (Set 1) 43 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 1) 44 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 1) 45 System 1.000 0.6 MW MW - Wall: 1 (Set 1) 46 System 1.000 0.6 MW MW - Wall: 2 (Set 1) 47 System 1.000 0.6 MW MW - Wall: 3 (Set 1) 48 System 1.000 0.6 MW MW - Wall: 4 (Set 1) 49 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI>(Set 1) 50 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 (Set 1) 51 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 1) 52 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 1) 53 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 1) 54 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 1) 55 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI>(Set 1) 56 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W l D + CG + L + <W1 (Set 1) 57 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> (Set 1) 58 System 1.000 1.0 D + 1.0 CO + 0.75 L + 0.45 <W2 D + CG + L + <W2 (Set 1) 59 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set 1) 60 System 1.000 1.OD+I.00G+0.75L+0.45WPR D + CG + L + WPR (Set 1) File: 16-019178-01 Version: 2016.1c . Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Butler Manufacturing 16-019178-01 Calculations Package Date: 8/24/2016 Time: 08:11 PM Page: 67 of 87 61 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 62 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 63 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + F> + EG- (Set 1) 64 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 65 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 66 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 67 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + Fj + EG- (Set 1) 68 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 69 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + Fj + EG+ (Set 1) 70 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 71 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- (Set 1) 72 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 73 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> (Set 2) 74 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 2) 75 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> (Set 2) 76 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 (Set 2) 77 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 2) 78 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 2) 79 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 2) 80 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 2) 81 System 1.000 0.6 MW MW -Wall: 1 (Set 2) 82 System 1.000 0.6 MW MW - Wall: 2 (Set 2) 83 System 1.000 0.6 MW MW - Wall: 3 (Set 2) 84 System 1.000 0.6 MW MW - Wall: 4 (Set 2) 85 System 1.000 0.6D+0.6CU+0.6W1> D + CU + WI> (Set 2) 86 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 (Set 2) 87 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 2) 88 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 2) 89 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 2) 90 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 2) 91 System 1.000 1.0D+I.0CG+0.75L+0.45WI> D +CG+L+W1>(Set 2) 92 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W1 (Set 2) 93 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D + CG + L + W2> (Set 2) 94 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 D + CG + L + <W2 (Set 2) 95 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set 2) 96 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR (Set 2) 97 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + Fj + EG+ (Set 2) 98 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 99 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + Fj + EG- (Set 2) 100 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 2) 101 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ D + CG + E> + EG+ (Set 2) 102 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 103 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + Fj + EG- (Set 2) 104 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 2) 105 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + E> + EG+ (Set 2) 106 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 107 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- (Set 2) 108 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- Sct 2 Frame Member Sizes Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depth I in. Depth2 in. Length ft) Weight (p) Fig Fy (ksi Web Fy ksi Splice Jt.l Codes Jt.2 Shape 1 6.00 0.3125 0.1345 12.00 22.00 15.35 305.8 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 23.00 12.00 14.39 263.3 55.00 55.00 KN IS 3P 3 5.00 0.1875 0.1345 12.00 12.02 15.00 184.6 55.00 55.00 IS SP 3P 4 5.00 0.1875 0.1345 12.02 12.00 15.00 184.6 55.00 55.00 SP IS 3P 5 5.00 0.2500 0.1345 12.00 23.00 14.39 263.3 55.00 55.00 IS KN 3P 6 6.00 0.2500 0.1345 12.00 22.00 15.35 272.1 55.00 55.00 BP KN 3P Total Frame Weight = 1473.6 (p) (Includes all plates) Boundary Condition Summary Member X -Loc I Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 6 0/0/0 0/0/0 60/0/0 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: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM ..±tt! r Manufacturing Page: 68 of 87 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: 5 Type Exterior Column Exterior Column X -Loc 0/0/0 60/0/0 Grid] -Grid2 5-D 5-A Base Plate W x L (in.) 8 X 13 8 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Horizontal Load Reaction k Load Type Desc. Hx V Hx V 3.9 D Frm 1.06 1.90 -1.06 1.86 3.6 CG Frm 1.17 1.78 -1.17 1.78 14.2 U Frm 4.70 7.11 4.70 7.11 14.2 <L Frm 4.70 7.11 4.70 7.11 20.3 W 1> Frm -8.78 -12.03 3.81 -8.28 20.3 <W 1 Frm -3.80 -8.28 8.77 -12.03 10.6 W2> Frm -6.88 -7.20 1.91 -3.44 10.6 <W2 Frm -1.90 -3.44 6.87 -7.20 20.3 WPL Frm -4.62 -9.02 4.22 -11.29 20.3 WPR Frm 4.22 -11.29 4.62 -9.02 0.0 MW Frm - - - - 0.0 MW Frm 1.43 0.80 4.02 -0.80 0.0 MW Frm - - - - 0.0 MW Frm 4.03 -0.80 -1.42 0.80 0.0 CU Frm - - - - 14.2 L Frm 4.70 7.11 4.70 7.11 0.0 E> Frm -0.76 -0.42 -0.75 0.42 0.9 EG+ Frm 0.31 0.47 -0.31 0.47 0.0 ' <E Frm 0.76 0.42 0.75 -0.42 0.9 EG- Frm -0.31 -0.47 0.31 -0.47 Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction k Vertical ' Load Reaction k k D 0.0 0.0 3.9 3.8 CG 0.0 0.0 3.6 3.6 L> 0.0 0.0 14.2 14.2 <L 0.0 0.0 14.2 14.2 WI> 5.0 5.0 20.3 20.3 <W 1 5.0 5.0 20.3 20.3 W2> 5.0 5.0 10.6 10.6 <W2 5.0 5.0 10.6 10.6 WPL 0.4 0.4 20.3 20.3 WPR 0.4 0.4 20.3 20.3 MW 0.0 0.0 0.0 0.0 MW 5.5 5.5 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 5.5 5.5 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 14.2 14.2 F> 1.5 1.5 0.0 0.0 EG+ 0.0 0.0 0.9 0.9 <E 1.5 1.5 0.0 ' 0.0 EG- 0.0 0.0 0.9 0.9 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. X -Loc Grid 'Hrz lcft Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) i Case k k k k) (in -k) (in -k 0/0/0 5-D 4.63 13 6.93 1 6.08 13 10.78 1 60/0/0 5-A 6.93 1 4.62 14 6.10 14 10.75 1 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�Esr Date: 8/24/2016 Butler Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM . w_..>_..... Page: 69 of 87 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 r.- R, nitrh o-dnr& a a 1--1 nn ACT -'21 R Annendiv T) criteria fnr "-t_in-nlard' nnrhnr -rig (Min mace = 4*drn1l Plnnnd R.cn Plots Cn n nnrt:nn r-.AOna X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Frame Shea Load Web No. in. it in. Tension Rods in. in. in. Type Flan a Web 0/0/0 0/0/0 5-D 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 10.90 60/0/0 1 5-A 6 0.375 8 13 1 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Plnnnd R.cn Plots Cn n nnrt:nn r-.AOna Reca Plata f'nnnwrtinn 44-nath Rntil- X-Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load I Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load Web Load 0.1644 Case Case Tension Case V+T Case Case Case Bearing Case 0/0/0 7.16 10.93 38 4.60 -6.08 13 7.16 10.93 38 38 0.158 0 60/0/0 7.16 10.90 37 4.60 -6.10 14 7.16 10.90 37 0.150 38 0 Reca Plata f'nnnwrtinn 44-nath Rntil- X-Loc Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Load Plate Load Flange Load Web Load 0.1644 Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.388 38 0.158 13 42.42 0 2.000 0 0.095 38 0.223 13 0.113 38 0.150 38 0.213 38 60/0/0 0.388 37 0.159 14 S9 0 22.443 0 0.095 37 0.224 14 0.112 37 0.139 37 0.212 37 Wnh Q+iffon- Q --.- Mem. ....-. - Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/f a/h a in. Thick. in. Width" in. Side Welding ' Description 2 1 S10 Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd Altemate Web Thick= 0.1644 0.3125 2.000 Opposite W -OS -0.1250 in. ID Desc. - in. ID I Desc. in. 1 2 KN(Top) 0.500 6.00 25.25 Fillet A325N/PT 2 2 S1 5.90 18.905 140.56 2.25 42.42 0.1875 2.000 Opposite F -OS -0.1875,W -OS -0.1875 3.00 31 Extended 3.25 12 Flush 2.00 3 2 ` ' SP 0.375 6.00 15.43 Fillet A325N/PT 2 3 S9 1.84 22.443 166.86 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 5 '•' MUST Use Alternate Web Thick= 0.1644 • • • • 5 2 Sl 9.02 19.361 143.95 2.25 43.43 0.1875 2.000 Opposite F -OS -0.1875,W -OS -0.1875 3.00 31 Extended 3.25 11 Flush 18.50 Fillet 5 3 S9 12.56 22.443 166.86 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 Rnitpd Rrid-Plate Cnnnpetinns !Plate Fv = 55.00 k6l 1 File: 16-019178-01 Version: 2016.1c ' Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. A. Type Thick. Width Length Diam. Spec.'Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration Pitches 1 st/2nd No. No. in. in. in. in. in. ID Desc. - in. ID I Desc. in. 1 2 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 2 1 KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 3 2 ` ' SP 0.375 6.00 15.43 0.750 A325N/PT 3.00 11 Flush 8.66 31 Extended' . 3.25 1 SP 0.375 6.00 15.43 0.750 A325N/1 T 3.00 11 Flush '8.66 31 Extended 3.25 -4 5 2 'KN(Top) 0.500 6.00 25.25 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 18.50 6 2 KN(Top) 0.500 6.00 25.25 ' 0.750 A325N/PT 3.00 31 Extended 3.25 11 Flush 18.50 1 File: 16-019178-01 Version: 2016.1c ' Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. aur�E 7 Butler Manufacturing 16-019178-01 Calculations Package Moment Connections: Date: 8/24/2016 Time: 08:11 PM Page: 70 of 87 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 Yielding Rupture Tearing Weld Weld 1 2 38 -11.1 6.9 1118.6 AISC DG-16/Thin plate 0.648 0.093 0.809 0.338 0.501 0.067 0.891 0.516 2 1 38 -11.1 6.9 1118.6 AISC DG-16/Thin plate 0.648 0.093 0.809 0.338 0.501 0.067 0.799 0.516 3 2 14 4.1 0.0 137.2 AISC DG-16/Thin plate 0.487 0.001 0.786 0.000 0.000 0.001 0.719 0.516 4 1 14 4.1 0.0 137.2 AISC DG-16/Thin plate 0.487 0.001 0.786 0.000 0.000 0.001 0.719 0.516 5 2 37 -11.1 6.9 1122.9 AISC DG-16/Thin plate 0.649 0.093 0.818 0.339 0.501 0.068 0.799 0.516 6 2 37 11.1 6.9 1122.9 AISC DG-16/Thin late 0.649 0.093 0.818 0.339 0.501 0.068 0.893 0.516 Inside large Required Stren Design StrengthRatios " Mem. it. Ld Axial Shear Moment Bolt Bolt Plate I Shear Shear Bearing Flange Web No. No. Cs k I k in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 13 6.2 3.5 638.6 AISC DG- I6/I'hin plate 0.529 0.047 0.823 0.000 0.000 0.034 0.799 0.516 2 1 13 6.2 3.5 638.6 AISC DG-16/Thin plate 0.529 0.047 0.823 0.000 0.000 0.034 0.754 0.516 3 2 37 -7.1 0.5 322.9 AISC DG-16/Thin plate 0.363 0.006 0.782 0.232 0.343 0.006 0.824 0.516 4 1 37 -7.1 0.5 322.9 AISC DG-16/Thin plate 0.363 0.006 0.782 0.232 0.343 0.006 0.8240.516 95.4 5 2 14 6.2 3.4 636.5 AISC DG-16/Thin plate 0.986 0.070 0.975 0.000 0.000 0.085 0.753 0.516 6 2 14 6.2 3.4 636.5 AISC DG- 16/I'hin late 0.986 0.070 0.975 0.000 0.000 0.085 0.959 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 I From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 2 3/10/5 25/7/2 (2)GFB2097 0.501 38 Mom- y 2 13/4/7 16/l/0 GFB2050 0.264 38 Mem. 3 3/11/12 I1/l/0 GFB2050 0.188 37 Mrx 3 13/11/12 1/1/0 GFB2050 0.233 37 Shear 4 1/0/4 1/1/0 GFB2050 0.235 38 k 4 11/0/4 11/l/0 GFB2050 0.189 38 Flexure 5 6/0/4 21/l/0 GFB2081 0.665 37 -11.1 5 10/6/6 25/7/2 (2)GFB2097 0.503 37 175.5 6 12/6/0 12/6/0 (2)GFB2097 0.623 37 38 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. No. Controlling Cases Required Strength Available Strength Stren Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom- y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure 0.77 k k in -k in -k k k in -k in -k Flexure 39.23 1 13.58 22.00 38 674.50 -11.1 0.96 -1118.6 0.0 63.7 3 1292.6 175.5 0.95 60.0 1 13.58 22.00 3.91 38 1.56 -6.9 2.40 0.03 136.71 9.2 1.00 1.13 0.84 0.74 2 0.82 23.00 38 60.0 -8.1 0.94 -1104.2 0.0 96.0 1.5 1170.9 95.4 0.99 136.71 2 1.50 22.41 0.84 38 5 8.8 332.16 26.2 26.2 9.0 1.25 451.16 5.21 0.98 3 13.98 12.02 37 674.50 -7.1 0.96 328.0 0.0 39.4 6 408.2 55.4 0.89 150.1 3 0.00 12.00 9.00 38 3.00 4.8 4.59 0.08 988.58 17.0 0.99 1 .001 0.841 0.28 4 0.98 12.02 38 -7.1 328.1 0.0 39.4 408.2 55.4 0.89 4 14.96 12.00 37 4.8 17.0 0.28 5 12.72 23.00 37 -8.1 -1108.3 0.0 96.0 1170.9 95.4 0.99 5 12.04 22.41 37 -8.8 9.0 0.98 6 12.51 21.21 37 -11.1 -1035.8 0.0 57.6 1124.4 111.4 1.02 6 13.58 22.00 37 6.9 9.1 0.75 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 lyy in.A Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 13.58 163.01 163.0 163.0 6.62 1.88 550.44 11.25 50.04 3.75 56.03 5.72 0.14 1323.36 1.66 0.99 1.00 0.96 0.77 2 0.82 332.16 20.1 20.1 5.53 1.25 451.16 5.21 39.23 2.09 45.46 3.23 0.07 674.50 1.00 0.96 1.00 0.94 0.60 3 13.98 332.16 120.0 60.0 3.44 0.94 83.27 3.91 13.86 1.56 15.65 2.40 0.03 136.71 1.14 1.00 1.13 0.84 0.79 4 0.98 332.16 120.0 60.0 3.44 0.94 83.27 3.91 13.86 1.5 15.65 2.40 0.03 136.71 1.14 1.00 1.13 0.84 0.87 5 12.72 332.16 26.2 26.2 5.53 1.25 451.16 5.21 39.23 2.09 45.46 3.23 0.07 674.50 1.09 0.96 1.00 0.94 0.60 6 12.51 163.01 150.1 150.1 5.78 1.50 428.90 9.00 40.45 3.00 45.85 4.59 0.08 988.58 1.66 0.99 1 .001 0.841 0.66 Fite: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER ' Butler --------Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM Page: 71 of 87 Deflection Load Comhinations - Framinv Cnntrollino Frame Deflection Rntine for Crocc Certiane r Description origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W 1> W 1> rNo. 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 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 F> + 1.0 EG- F> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- . 10 System 1.000 0 180 1.0 L L (Set 1) 11 System 1.000 60 180 0.42 W1> Wl> (Set 1) 12 System 1.000 60 180 0.42 <W1 <W 1 (Set 1) 13 System 1.000 60 180 0.42 W2> W2> (Set 1) 14 System 1.000 60 180 0.42 <W2 <W2 (Set 1) 15 System 1.000 60 180 0.42 WPL WPL (Set 1) 16 System 1.000 60 180 0.42 WPR WPR (Set 1) 17 System 1.000 10 0 1.0 F> + 1.0 EG- F> + EG- (Set 1) 18 System 1.000 10 0. 1.0 <E + 1.0 EG- <E + EG- (Set 1) 19 System 1.000 0 180 1.0 L L (Set 2) 20 System 1.000 60 180 0.42 W 1> Wl> (Set 2) 21 System 1.000 60 180 0.42 <W 1 <W 1 (Set 2) 22 System 1.000 60 180 0.42 W2> W2> (Set 2) 23 System 1.000 60 180 0.42 <W2 <W2 (Set 2) 24 System 1.000 60 180 0.42 WPL WPL (Set 2) 25 System 1.000 60 180 0.42 WPR WPR (Set 2) 26 System 1.000 10 0 1.0 F> + 1.0 EG- F> + EG- (Set 2) 27 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- Set 2 Cnntrollino Frame Deflection Rntine for Crocc Certiane r Description Ratio Deflection in. Member Joint Load Case Load Case Description ax. Horizontal Deflection ax. Vertical Deflection for San 1 (H/411) U298 -0.421 -2.280 6 4 2 1 7 19 WPR L Set 2 • Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffrless (K): 2.817 (k/in) Fundamental Period (calculated) (T): 0.603 (sec.) File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM Page: 73 of 87 Frame Location Design Parameters: 1 99/6/0 1 10/3/0 (Warehouse Rigid Endwall #2 EW 3 1 90.0000 1 1 - I Stress Check I Design Load Combinations - Framing Frame Member Sizes Mem. No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L rNo. 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 5 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 + CG + PL2(Spans 1 and 2) 6 System 1.000 1.0 D + 1.0 CG + 1.0 PL2 D + CG + PL2(Spans 2 and 3) 7 System 1.000 1.0D+1.0CG+0.6W1> +CG+WI> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W 1 9 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 11 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 12 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG + WPR 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 W 1> D + CU + W 1> 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> D + CU + W2> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W 2 21 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU + WPL 22 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR 23 System 1.000 1.0 D + 1.0 CG + 0.75 L - 0.45 W 1> D + CG + L + W 1> 24 System 1.000 1.0D+1.0CG+0.75L-0.45<W1 D+CG+L+<W1 25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 27 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L + WPL 28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L + WPR 29 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + E> + EG+ 30 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 31 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + Fj + EG - 32 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 33 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ D + CG + E> + EG+ 34 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 35 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 36 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 37 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + E> + EG+ 38 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 39 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + F> + EG - 40 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - Frame Member Sizes Mem. No. Flg Width in. Flg Thk in. Web Thk in. Depth in. Depth2 in. Length ft) Weight (p) Flg Fy (ksi Web Fy ksi Splice 1t.1 Codes ]t.2 Shape 1 5.00 0.3125 0.1345 12.00 12.00 15.33 249.9 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 9.37 94.2 55.00 55.00 KN SP 3P 3 5.00 0.1345 0.1345 9.00 9.00 10.34 94.1 55.00 55.00 SP SS 3P 4 5.00 0.1345 0.1345 9.00 9.00 9.68 88.2 55.00 55.00 SS SP 3P 5 5.00 0.1345 0.1345 9.00 9.00 9.68 88.2 55.00 55.00 SP SS 3P 6 5.00 0.1345 0.1345 9.00 9.00 10.34 94.1 55.00 55.00 SS SP 3P 7 5.00 0.1345 0.1345 9.00 9.00 9.37 94.2 55.00 55.00 SP KN 3P. 8 5.00 0.1345 0.1345 12.00 12.00 15.33 163.9 55.00 55.00 BP KN 3P 9 5.00 0.1345 0.1345 10.00 10.00 16.20 162.2 55.00 55.00 BP CP 3P 10 5.00 0.1345 0.1345 10.00 10.00 16.20 162.2 55.00 55.00 BP CP 3P Total Frame Weight = 1291.3 (p) (Includes all plates) File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[1TLER Butler Manufacturing 16-019178-01 Calculations Package Date: 8/24/2016 Time: 08:11 PM - Page: 74 of 87 Frame Member Releases Member Joint 1 Joint 2 9 10 No No Yes Yes Boundary Condition Summary Member I X -Loc I Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 8 60/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 9 20/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 10 40/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Twe at Frame Cross Section: 6 Type X -Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column Interior Column I Interior Column Exterior Column 0/0/0 20/0/0 40/0/0 60/0/0 6-D 6-C 6-B 6-A 8X13 8X11 8X11 8X13 0.375 0.375 0.375 0.375 4-0.750 4-0.750 4-0.750 4-0.750 100'-0" 100'-0" 100'-0"' 100'-0" Load Type Desc. Hx Vy Hx Hz Vy Hx Hz Vy Hx V D Frm 0.04 0.53 0.73 0.73 -0.04 0.44 CG Frm 0.04 0.31 0.61 0.61 -0.04 0.31 L> Frm 0.28 2.08 4.08 4.08 -0.28 2.08 <L Frm 0.28 2.08 4.08 4.08 -0.28 2.08 ASL^ Frm -0.10 -0.33 2.38 2.38 0.10 -0.33 ^ASL Frm 0.39 2.41 1.70 - 1.70 -0.39 2.41 W1> Frm -1.92 -3.70 3.48 -4.07 3.48 4.35 -1.45 -0.94 <Wl Frm 1.61 -0.76 -3.14 4.52 -3.14 4.25 1.75 -3.53 W2> Frm -2.38 -2.74 - -2.53 - -2.80 -0.98 0.02 <W2 Frm 1.15 0.20 -2.97 -2.70 2.22 -2.57 WPL Frm 0.60 -2.08 -2.73 -5.49 -0.89 -2.77 WPR Frm 0.90 -2.75 -5.51 -2.75 -0.61 -2.05 MW Frm - - - - - - MW Frm 0.92 1.05 -1.44 1.03 1.91 -0.64 MW Frm - - - - - - MW Frm -2.06 -0.81 1.19 -1.28 -0.77 0.89 CU Frm - - - - - - L Frm 0.28 2.08 4.08 4.08 -0.28 ' 2.08 F> Frm -0.43 -0.45 0.04 0.60 0.04 -0.54 -0.36 0.39 EG+ Frm 0.01 0.08 - 0.16 - 0.16 -0.01 0.08 <E Frm 0.43 0.45 -0.04 -0.60 -0.04 0.54 0.36 -0.39 EG- Frm -0.01 -0.08 - -0.16 - -0.16 0.01 -0.08 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. sur�ER Butler Manufacturing 16-019178-01 Calculations Package Sum of Forces with Reactions Check - Framine Load Type Horizontal Load Reaction Vertical Load Reaction k D 0.0 0.0 2.5 2.4 CG 0.0 0.0 1.8 1.8 L> 0.0 0.0 12.3 12.3 <L 0.0 0.0 12.3 12.3 ASL^ 0.0 0.0 4.1 4.1 ^ASL 0.0 0.0 8.2 8.2 W1> 3.4 3.4 13.1 13.1 <W1 3.4 3.4 13.1 13.1 W2> 3.4 3.4 8.0 8.0 <W2 3.4 3.4 8.0 8.0 WPL 0.3 0.3 13.1 13.1 WPR 0.3 0.3 13.1 13.1 MW 0.0 0.0 0.0 0.0 MW 2.8 2.8 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 2.8 2.8 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 12.3 12.3 E> 0.8 0.8 0.0 0.0 EG+ 0.0 0.0 0.5 0.5 <E 0.8 0.8 0.0 0.0 EG- 0.0 0.0 0.5 0.5 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Date: 8/24/2016 Time: 08:11 PM Page: 75 of 87 X -Loc Grid Hrz left Thickness Width Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom ccw Load in. in. (-Hx) Rods in. Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 6-C k 0.375 8 11 k 4 in -k 5.0 in -k Std 0/0/0 6-D 1.40 6-B 771H;3 8 - - No 4 1.90 17 3.25 4 OS -0.1875 OS -0.1875 60/0/0 6-A 20/0/0 6-C - 13 No - 1.88 8 2.09 7 2.87 22 5.98 5 6 0.101 0 0.115 40/0/0 6-B - 0.072 7 - 1.88 8 2.09 7 2.85 21 5.98 6 0.028 4 0.069 18 60/0/0 6-A 0.95 4 0.044 20 1.85 18 3.16 4 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4'drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. k Rods in. in. in. Type Flange Web 0/0/0 6-D 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 6-C 9 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 40/0/0 6-B 10 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 60/0/0 6-A 8 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load k k Case Case V + T Case Bending k Case k k k Case 0/0/0 1.40 -1.30 19 1.11 -1.86 17 0.45 3.22 4 0.85 -1.35 0.56 22 20/0/0 2.07 -1.11 7 0.01 -2.84 22 0.04 6.08 5 - - - 0 40/0/0 2.07 -1.20 7 0.01 -2.83 21 0.03 6.06 6 5 0.072 5 0 60/0/0 1.30 -1.26 20 1.01 -1.81 18 0.49 3.18 4 0.062 6 0.101 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 Casc Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.061 19 0.048 17 0 0 0.028 4 0.070 17 0.052 4 0.050 4 0.047 17 20/0/0 0.090 7 0.074 22 0 0 0.062 5 0.101 22 0.116 5 0.072 5 0.072 7 40/0/0 0.090 7 0.074 21 0 0 0.062 6 0.101 21 0.115 6 0.071 6 0.072 7 60/0/0 0.056 20 0.047 18 0 0 0.028 4 0.069 18 0.051 4 ' 0.034 4 0.044 18 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. - . eur�Err ..... Butler Manufac uring 16-019178-01 Calculations Package .,..4_...o-........ 4 Web Stiffener Summary Date: 8/24/2016 Time: 08:11 PM Page: 76 of 87 Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. GagesIn/Out ft in. No. No. in. in. in. in. Description 2 1 S9 1.03 8.731 64.92 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 3 1 S2 9.92 8.731 64.91 N/A N/A 0.1875 2.000 Both F -OS -0.1250,W -OS -0.1250,F -OS -0.1250 6 1 S2 0.42 8.731 64.91 N/A N/A 0.1875 2.000 Both F -OS -0. I 250,W -OS -0. I 250,F -OS -0. 1250 7 1 S9 8.34 8.731 64.92 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 FW = 55.00 ksi) Moment Connections: Outside Flanpe Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. No. in. in. in. in. in -k in. ID Desc. in. ID Desc. in. 1 2 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50/2.50 11 Flush (0) 2.50/2.50 2 1 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.00 11 Flush (0) 2.00 2 2 SP 0.375 6.00 9.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 3 1 SP 0.375 6.00 9.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 4 2 SP 0.375 6.00 9.03 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 5 1 SP 0.375 6.00 9.03 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 6 2 SP 0.375 6.00 9.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 7 1 SP 0.375 6.00 9.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 7 2 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 8 2 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50/2.50 11 Flush (0) 2.50/2.50 9 2 CP 0.375 6.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 10 2 CP 0.375 6.00 11.00 0.500 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flanpe 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 Bending Yielding Rupture Tearing Weld Weld 1 2 38 -2.0 1.0 189.9 AISC DG-16/Thin plate 0.558 0.021 0.898 0.000 0.000 0.027 1.000 0.516 2 1 38 -2.0 1.0 189.9 AISC DG-16/Thin plate 0.558 0.021 0.898 0.000 0.000 0.027 1.000 0.516 2 2 18 0.4 0.5 45.3 AISC DG-16/Thin plate 0.202 0.010 0.326 0.000 0.000 0.016 1.000 0.516 3 1 18 0.4 0.5 45.3 AISC DG-16/Thin plate 0.202 0.010 0.326 0.000 0.000 0.016 1.000 0.516 4 2 17 0.6 0.3 21.3 AISC DG-16/Thin plate 0.103 0.007 0.167 0.000 0.000 0.011 1.000 0.516 5 1 17 0.6 0.3 21.3 AISC DG -1 6/Thin plate 0.103 0.007 0.167 0.000 0.000 0.011 1.000 0.516 6 2 21 1.0 0.1 37.5 AISC DG-16/Thin plate 0.181 0.001 0.292 0.000 0.000 0.002 1.000 0.516 7 1 21 1.0 0.1 37.5 AISC DG-16/Thin plate 0.181 0.001 0.292 0.000 0.000 0.002 1.000 0.516 7 2 37 -1.8 0.9 163.9 AISC DG-16/Thin plate 0.464 0.018 0.752 0.000 0.000 0.029 1.000 0.516 8 2 37 -1.8 0.9 163.91 AISC DG-16/Thin plate 0.464 0.018 0.752 0.000 0.000 0.029 1.0001 0.516 Inside Flan e Required Stren Design StrengthRatios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. I No. Cs (k) (k) (in -k Proc. Tension Shear Bendin Yieldin Ru ture Tearing Weld Weld 1 2 39 0.8 0.9 170.5 AISC DG-16/7hin plate 0.550 0.019 0.884 0.000 0.000 0.024 1.000 0.516 2 1 39 0.8 0.9 170.5 AISC DG-16/rhin plate 0.550 0.019 0.884 0.000 0.000 0.024 1.000 0.516 2 2 4 -0.5 0.3 72.3 AISC DG-16/Thin plate 0.301 0.006 0.486 0.000 0.000 0.009 1.000 0.516 3 1 4 -0.5 0.3 72.3 AISC DG-16/Thin plate 0.301 0.006 0.486 0.000 0.000 0.009 1.000 0.516 4 2 3 0.0 0.0 81.2 AISC DG-16/Thin plate 0.347 0.000 0.561 0.000 0.000 0.000 1.000 0.516 5 1 3 0.0 0.0 81.2 AISC DG -1 6/Thin plate 0.347 0.000 0.561 0.000 0.000 0.000 1.000 0.516 6 2 4 -0.5 0.3 69.1 AISC DG-16/Thin plate 0.287 0.007 0.463 0.000 0.000 0.011 1.000 0.516 7 1 4 -0.5 0.3 69.1 AISC DG-16/Thin plate 0.287 0.007 0.463 0.000 0.000 0.011 1.000 0.516 7 2 40 0.8 0.8 144.5 AISC DG-16/rhin plate 0.451 0.016 0.730 0.000 0.000 0.026 1.000 0.516 8 2 40 0.8 0.8 144.5 AISC DG -1 6/Thin plate 0.451 0.016 0.730 0.000 0.000 0.026 1.000 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) Pinned Connections: File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Maximum Shear Case Maximum Tension Case Strcn Ratios Mem. it. Ld Axial Shear Ld Axial Shear Bolt Bolt Plate Flange Flange Flange Web No. No. Cs k k Cs k k Shear V+T Bendin YieldingBearingWeld Weld 9 2 17 2.2 2.2 22 .2.8 0.20.102 !!0j.089 0.000 0.092 0.064 0.076 0.088 0.079 10 2 17 2.3 2.2 21 2.8 0.20.102 0.000 0.091 0.064 0.076 0.088 0.079 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aurLER Date: 8/24/2016 Butler --------Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM Page: 77 of 87 Flanae Rrnre Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 2 3/10/5 25/7/2" GFB2037 0.158 14 Bolt Shear 3 9/0/0 11/1/0 GFB2033 0.197 5 Moment 4 3/7/14 6/1/0 GFB2033 0.065 6 Bearin 4 8/7/14 1/1/0 _ GFB2037 0.049 3 Std 5 1/0/4 1/1/0 GFB2037 0.044 3 GFB 5 6/0/4 6/1/0 GFB2033 0.061 5 Flexure 6 1/4/2 11/1/0 GFB2033 0.196 6 0.060 7 5/6/2 25/7/2 GFB2037 0.131 16 2.08 8 12/6/0 12/6/0 GFB2050 0.162 25 28.14 Tan (1F Past Summary X -Loc Grid Top Conn. Condition Flg Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purlin Bolt Shear FB/WSF Shear Mom -x Reaction Force Qa Moment Shear Depth 'RI R2 Purlin Vr Bearin Mry Bearing 20/0/0 6-C 2.08 0.32 Std 46.23 2.79 N . 0.08 28.14 0.060 GFB 2.52 5.30 3.07 k in -k in -k Flexure 7.53 1 7.25 N 0.29 28.14 0.060 GFB 2.52 5.30 3.07 40/0/0 6-B 2.08 0.32 Std 46.23. 2.79 N 0.08 28.14 0.060 GFB 2.52 5.30 3.07 17.8 1.00 1.13 0.67 0.08 2 0.47 N 0.29 28.14 0.060 GFB 2.52 5.30 3.07 Frame Desipn Memher Summary - Contrnllino Laad Case and Maximum Comhined Stresses ner Memher (Locations are from Joint 1 ) Parameters ll -.;Pd far Axin] and Flexural Design Mem., No. Controlling Cases Required Strength Available Strength Stren Ratios Ag in.2 Afn in.2 lxx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear . Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. _ : ft in. Flexure 1.00 k k in -k in -k k k in -k in -k Flexure 7.53 1 7.25 12.00 12 55.09 0.8 1.00 -26.5 74.1 153.6 3 316.5 130.6 0.65 60.0 1 0.00 12.00 2.80 19 1.12 1.4 1.72 0.02 55.09 17.8 1.00 1.13 0.67 0.08 2 0.47 9.00 26 60.0 -0.6 0.67 -118.5 0.0 40.6 1.12 169.5 39.0 0.71 55.09 2 0.47 9.00 0.67 4 5 2.5 120.42 60.0 60.0 20.9 0.67 33.89 2.80 0.12 3 9.96 9.00 , 5 55.09 0.1 1.00 -129.7 '0.0 83.1 6 169.5 39.0 0.77 60.0 3 9.96 9.00 2.80 5 1.12 -3.0 1.72 0.02 55.09 20.9' 1.00 1.13 0.67 0.14 4 0.00 9.00 5 35.0 -0.4 0.67 -129.7 0.0 41.3 1.12 169.5 39.0 0.77 55.09 4 0.00 9.00 0.67 5 8 2.9 26.1 26.1 20.9 0.67 65.44 2.80 0.14 5 10.03 9.00 6 98.71 -0.4 1.00 -129.1 0.0 41.3 9 169.5 39.0 0.77 150.0 5 10.03 9.00 2.80 6 1.12 -2.9 1.73 0.02 68.23 20.9 1.00 1.14 0.65 0.14 6 0.00 9.00 6 150.0 0.1 0.67 -129.1 0.0 83.1 1.12 169.5 39.0 0.76 68.23 6 0.00 9.00 0.65 6 2.9 20.9. 0.14 7 8.43 9.00 25 -0.5 -104.2 0.0 40.6 169.5 -39.0 0.62 7 8.43 9.00 4 -2.6 20.9 0.12 8 14.68 12.00 25 -2.4 -111.7 0.0 41.0 211.7 39.0 0.56 8 0.00 12.00 20 -1.3 16.7 0.08 9 8.2910.00 7 1.1 -103.8 0.0 87.6 134.4 39.0 0.78 9 0.00 10.00 17 -2.1 20.3 ' 0.10 10 8.29 10.00 7 1.2 -103.8 0.0 87.6 134.7 39.0 0.78 10 - 0.00 10.00 17 -2.1 1 20.3 0.10 Parameters ll -.;Pd far Axin] and Flexural Design Mem., No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy . in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 7.25 176.15 176.1 176.1 4.65 1.56 123.24 6.51 20.54 2.61 22.61 3.96 0.11 222.41 1.19 1.00 1.10 1.00 1.00 2 0.47220.64 9.7 9.7 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.67 0.86 3 9.96 220.64 60.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.40 1.00 1.13 0.67 1.00 4 0.00 120.42 60.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.40 1.00 1.13 0.67 0.86 5 10.03 120.42 60.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02: 55.09 1.40 1.00 1.13 0.67 0.86 6 0.00 220.64 60.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.40 1.00 1.13 0.67 1.00 7 8.43 220.64 35.0 35.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.31 1.00 1.13 0.67 0.86 8 14.68.176.15 26.1 26.1 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.04 1.00 1.15 0.59 0.76 9 8.29 198.95 150.0 150.0 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.16 1.00 1.14 0.65 1.00 10 8.29 198.95 150.0 150.0 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.16 1.00 1.14 0.65 1.00 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[JTLER „ Date: 8/24/2016 ------„n® 16-019178-01 Calculations Package Time: 08:11 PM Page: 78 of 87 TT— nc9nod Frump Pnint T.nadc fnr Crncc Coetinn• 6 . Side Units Type Descri tion Mag 1 - 1, Loch I Offset I H or V I Supp. I Du. Coef. I Loc. 1 1 k k I WPR WPL eak Axis Loading eak Axis Loading 2.60 7/3/0 -2.60 7/3/0 N N N N N I IN N OUT 1.000 1.000 WA WA noflortinn T.nnd Cnmhinatinns Frnmino - No. Origin Factor DefH DefV Application Description 1 System - 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 Wl>, Wl> 3 System ”. 1.000 60 180 0.42 <W I <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 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1 1.0 E> + 1.0 EG- E> + EG - 9 'System 1.000 10 0 1.0 <E + 1.0 EG- kE + EG - Controlling Frame Deflection Ratios for Cross Section: 6 Description Ratio _ Deflection in. Member 'Joint. I Load Case I Load Case Description Max. Horizontal Deflection (H/183) = -0.981 8 2 ' 3 <W1 Max. Vertical Deflection for Span 1, (L/l 186) . 0.190 3 1 3 <W1 Max. Vertical Deflection for Span 2 ( L/1549 ).. -0.155 5 1 : 1 L Max. Vertical Deflection for Span 3 L/1406 -0.160 7 1 1 L • Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. • Therefore,' these deflections may be considerably overstated. Frame Lateral Stiffness,(K): 0.667 (k/in) Fundamental Period (calculated) (T): 0.850 (sec.) v'sz< h . File: 16-019178-01 Version: 2016.1 c Butler.Manufacturingi a division of B1ueScope Buildings North America, Inc.. Zone Units Type Description n . Loci Allow. Ratio • - Dir. Cocf. End Zone psf " + ` BUTLER '16-019178-01 - 19.58 Date: 8/24/2016 , " -,Butler Manufacturing •' Calculations Package. Time: 08:11 PM , OUT -1.440 End Zone Page: 79 of 87 • Covei>tng=S.0 nma><YJ RePo57'� ,. 0/0/0 ;.Shape: Warehouse _ r 1.080 ! End Zone Loads and Codes - Shape: Warehouse W 1> Standard Spacing is Adequate 19.58 City: • --Chico County: Butte State: California Country: United States ,y OUT Building Code: California Building Standards Code -_2013 Edition Structural: l OAISC - ASD Rainfall: I: 0.10 inches per hour End Zone Based on Building Code: 2012 International Building Code + Cold_ Form_ : 12AISI - ASD'.* fc: 3000.00 psi Concrete Standard Spacing is Adequate " Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) -54/0/0 24.000 'Collate IN , 1.080 Interior Area Dead and ral Loads A Roof Live Load 15.90 Collateral Gravity:3.00 psf . Roof Covering + Second. Dead Load: 2.00 psf Roof Live Load: 20.00 psf Reducible ' OUT Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf, - ` <W2 Standard Spacing is Adequate 14.68 - :6/0/0 24.000 + IN 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 .+ „ . ' r The 'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf - Mapped MCE Acceleration: Ss: 60.00 %g ' Wind Exposure: C - Kz: 0.860 ' ' Design Snow (Sloped): ps: 0.00 psf - , Mapped MCE Acceleration: Sl: 27.00 %g Parts Wind Exposure Factor: 0.860 Rain Surcharge: 0.00 Site Class: Stiff soil (D) ; Wind Enclosure: Enclosed -' } Exposure Factor: 2 Partially Exposed - Ce: 1.00 Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000, - Design Acceleration Parameter: Sds: 0.5280. t ' NOT Windbome Debris Region: Thermal Factor: Unheated - Ct 1.20 Ground/ Roof Conversion_: 0.70 Design Acceleration Parameter: Shc: 0.3348 Seismic Design Category: D Base Elevation: 0/0/0 Unobstructed, Slippery Seismic Snow Load: 0.00 psf Primary Zone Strip,Width: 2a: 12/0/0 ' , % Snow Used in Seismic: 0.00 „ Parts / Portions Zone Strip Width: a: 6/0/0, "' Diaphragm Condition: Flexible ' Basic Wind Pressure: q: 22.66 psf Fundamental Period Height Used: 16/0/0. t'T • ' f . Transverse Direction Parameters ., i + Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 tFundamental Period: Ta: 0.2573 t y ' s ' R -Factor: 3.50 - Overstrength Factor: Omega: 2.50 '• Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0._1509 x W t Longitudinal Direction Parameters • Ordinary Steel Concentric Braced Frames ! Redundancy Factor: Rho: 1.301 y , Fundamental Period: Ta: 0.1600 , R -Factor: 3.25 r Overstrength Factor: Omega: 2.50 , Deflection Amplification Factor: Cd: 3.25 . .� - L • ; Base Shear: V: 0.1625 x W , r .y t Covering Design Loads - Wall: 1 ' �• + Zone Units Type Description Actual . Loci Allow. Ratio • - Dir. Cocf. End Zone psf W 1> Standard Spacing is Adequate • - 19.58 0/0/0 23.000 0.85 OUT -1.440 End Zone psf A<W2 = Standard Spacing is Adequate : 14.68 0/0/0 24.000 : 0.61 . IN 1.080 ! End Zone psf W 1> Standard Spacing is Adequate 19.58 54/0/0 23.000 - 0.85, ,y OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate " 14.68 -54/0/0 24.000 •0.61„r IN , 1.080 Interior Area psf W 1> k Standard Spacing is Adequate 15.90 6/0/0,%, 23.000 0.69 ` ' OUT -1.170 Intcrioi Area psf. <W2 Standard Spacing is Adequate 14.68 - :6/0/0 24.000 0.61.'-, IN 1.080 Covering Design Loads - Wall: 2 t t e Zone -- r ;. Units Type _ _ Description Actual Loci Allow. i Ratio Dir. Coef. End Zone + psf _.W 1> n Standard Spacing is Adequate 19.58 0/0/0 23.000 0.85 ' 'OUT -1.440 End Zone . psf _ <W2 Standard Spacing is Adequate _ 14.68 0/0/0 24.000 0.61 1 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 19.58 94/0/0 23.000 0.85 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.68 94/0/0 24.000 0.61 IN 1.080, "Interior Area psf W 1> Standard Spacing is Adequate 15.90 , 6/0/0 23.000 0.69 OUT 4.170 Interior Arca psf <W2 . Standard Spacing is Adequate 14.68 6/0/0 24.000 0.61 IN 1.080 File: 16-019178-01 Version: 2016.1c' Butler Manufacturing, a division of BlueScope Buildings North America; Inc.` 0 surtER autier Manufacturing 16-019178-01 Calculations Package Covering Design Loads - Wall: 3 Date: 8/24/2016 Time: 08: 11 PM Page: 80 of 87 Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf W l> Standard Spacing is Adequate 19.58 0/0/0 23.000 0.85 OUT -1.440 End Zone psf <W2 1 Standard Spacing is Adequate 14.68 0/0/0 24.000 0.61 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 19.58 54/0/0 23.000 0.85 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.68 54/0/0 24.000 0.61 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 15.90 6/0/0 23.000 0.69 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 14.68 6/0/0 24.000 0.61 IN 1.080 Covering Design Loads - Wall: 4 Zone Units I Tvve Description Actual Locl Allow. Ratio Du. Coef. End Zone psf W 1> Standard Spacing is Adequate 19.58 0/0/0 23.000 0.85 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.68 0/0/0 24.000 0.61 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 19.58 94/0/0 23.000 0.85 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.68 94/0/0 24.000 0.61 IN 1.080 Interior Area psf W l> Standard Spacing is Adequate 15.90 6/0/023.000 64.000 0.69 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 1 14.68 6/0/0 124.0001 0.61 IN 1.080 Covering Design Loads - Roof. A Zone Units Type Description Actual Locl Allow. Ratio Dv. Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 69.000 0.30 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 7.48 6/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 26.35 6/0/0 64.000 0.41 OUT -1.980 Side Zone psf <W2 Standard Spacing is Adequate 7.48 94/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 26.35 94/0/0 64.000 0.41 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.48 94/0/0 69.000 0.11 IN 0.480 Corner Zone psf W 1> Standard Spacing is Adequate 39.94 94/0/0 64.000 0.62 OUT -2.980 Side Zone psf <W2 Standard Spacing is Adequate 7.48 6/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 26.35 6/0/0 64.000 0.41 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.48 0/0/0 69.000 0.11 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.94 0/0/0 64.000 0.62 OUT -2.980 Interior Area psf <W2 Standard Spacing is Adequate 7.48 6/0/0 69.000 0.11 IN 0.480 Interior Area psf W l> Standard Spacing is Adequate 15.47 6/0/0 64.000 0.24 OUT -1.180 Covering Design Loads - Roof. B Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 69.000 0.30 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 7.48 6/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 26.35 6/0/0 64.000 0.41 OUT -1.980 Side Zone psf <W2 Standard Spacing is Adequate 7.48 94/0/0 69.000 0.11 IN 0.480 Side Zone psf W l> Standard Spacing is Adequate 26.35 94/0/0 64.000 0.41 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.48 94/0/0 69.000 0.11 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.94 94/0/0 64.000 0.62 OUT -2.980 Side Zone psf <W2 Standard Spacing is Adequate 7.48 6/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 26.35 6/0/0 64.000 0.41 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.48 0/0/0 69.000 0.11 IN 0.480 Comer Zone psf W l> Standard Spacing is Adequate 39.94 0/0/0 64.000 0.62 OUT -2.980 Interior Area psf <W2 Standard Spacing is Adequate 7.48 6/0/0 69.0001 0.11 IN 0.480 Interior Area psf W l> Standard Spacing is Adequate 15.47 6/0/0 64.0001 0.24 OUT -1.180 Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: 1 Butlerib II Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Wall: 2 Butlerib 11 Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Wall: 3 Butlerib Il Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Wall: 4 Butlerib 11 Punched 26 Butler -Cote Cool Birch White Left to Right Left to Right 41/0/0 Roof. A Butlerib 11 Unpunched 26 AIZn Plain AIZn System Generated Not Applicable 41/0/0 Roof: B Butlerib 11 Unpunched 26 A1Zn Plain AIZn System Generated Not Applicable 41/0/0 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Bur�ER 16-019178-01 Calculations Package Fastener Data Date: 8/24/2016 Time: 08:11 PM Page: 81 of 87 Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Dammin Wall: 1 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 2 Tom CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 3 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 4 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Roof: A Hex CS SDS, CS SDM -SDS, SDM Stitch Standard Option Yes None No No Stitch Roof B Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes None No No Stitch File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 2) Panel Check q' z Wind loading - Components & Cladding'°°""�' Page, r ASf.E7-10: Ch. 30 OP.1.45 - Reviewed BY�`Q, Notes: ASD Load factor (ob) is included in all loadings (pressure/suction) r;. - - j - Rrsit Category)�Oappanty,__ Standard ._ ,i _ 4 Width W (ft) r - Basic lend Speed V, Imph) " 110 Ei,. 26 5 is Eapo;ure Category C Length L (ft) _ 100 r , T pogrphi,ERern Fave Height ,H, (ft) _ - 16 Exposure Factor: 'K;=0.86'. Ks :,0. .- Internal Pressure Coeff. GC, --018 Tabu 26.111 Roof _Pitch /12=` 1 =4.76°• Topographic Factor 1.00 K Directionality Facto ' KS = 0.85 Ks -_,0 - ctor G 0$5''. 5 s 26.9,1 - - • o - K„ b Gust Fa .- •' - Roof Shape GaEle i Vebtity Pressure yh (PSS? E4. 27-3-1 - - " .: Mean Eave Height H.,. (ft) = 16.0 Height C&C Edge Zone a (ft) = 6.0 Qt (PSO =. 22.66 ROOF atl'nd Effective Area IR') -F71077 Figve 30.4-2A "OVERHANG - Zone '. .GC' �i'iCp GCpi Npreswre ;w, w 1 0.30. -1.00 0.18 .Q w.0.48 65 -1.18 -16A AISI. Red 1 2 0.30 • ' -1.80. 0.18 0.48 6.5 .3 -. 0.30'. -2.80 ". _ 0.18; -0.48 65 Zone"' Aa� a •GCp� �Suctro sf k: 1 -1.70 -23.1 2 .r -1.70 -23.1 - 3 '-2.80 -38.1 Zone .CCp _ liCP GCprxPreswre Suction . /�. r Coeur M p (w . ztoeff p Casf1 4 0.90 -099 0.18 1.08. 14.7 -1.17 15.9 -' 5 .0.90 - -126" ' 0.18 1.08 14.7 -1.44 19.6'. Date: 8/24/2016 BUTLER Butler------eturin0 16-019178-01 Calculations Package Time: 08:11 PM Page: 83 of 87 Butter Manufacturing 26 Ga. Buberib0 II Wall ASD - Panel Available Strength (psf) Standard Wall Support Spaces ob No: New Tables age:' ` 1 ate.- ' `°. 8123116 repared 89 xx evieved By: xx V.'A 15 611712016 Rel"exle- DP'24 Panel Span Lengths, ft. Suction (-) Loads Pressure (•) Loads Length 1 # of I I I 1 I #1 02 3 !4 5 !6 i# ASD - Available Strength Deflection ASD Deflection (ft.) I $pa■s I I I I I Panel c ..... ti.. A= L 1 60 Panel a= L 1 60 10 1 2 7.5012.501 --- 1 - 1 I --- 22 --- 69 24 70 h? i ? 4.W j ? 2...v j •.. j •.. j •.. ,?? •.. 4.171 V 4Cv.° 11 1 2 7.50 3-50 j --- I "' I "' I "' 23 --- 67 24 69 1J 7 4.WT.V .Z.IFO ?T 4<9 6J 0.9 12 2 7.50 4.50 --- --- --- --- 23 --- B8 24 69 4' ? 4.18? ' .?..jw ' 4. v F:? .•. 1171"1" ,W 1W 13 i 2 7-50 5.50 i --- --- --- --- 21 --- 71 23 73 4.18?.?.V � 5&7 � -.. � -.- � ..• 43 M. 4.5 1.5,' l.? 4 4.18? .Z.V 4.18? ZR7. --• . --• 67 49' 14 2 7.50 6.50 -- --- 19 --- i9 21 81 /0 4.1A'7 , .?SO , 6:ii9 , -.• .•. .•. 31 •-- 4S ,�. .9,. 9 4 4.18? .?6Cl 4.18? 2..10 -•• ..• 67 ... 36' +,' $ 5 15 3 7.50 , 5.00 , 2.50 , --- --- --- 23 --- 68 24 69 15 --- L 23 .J 67 24 j 69 N I 4 4.18?I .T.V I TW I .?.,w I ... 1 -- V ... ?"K .171' WW 17 I 3 7.50 5.00 14.50 1 --- 1 --- I --- 24 --- 66 25 67 l,' I 4 4.18? I .?.V I SW I 4 I -.. I ... 4,' ?rl 46 .M, 18 I 3 7.50 15.00 15-50 1 --- 1 1 --- 24 --- • 64 26 66 0 I 4 4.18? 1 .?.sn 15W I Asn I --• I ... Al" ... lac. .?.v ,:vr, f?j 5 4.18? i .?.V j ' 18? j 4.18? j I Sly [9 ?94 X1 418? 19 3 > _.I _7.50 5 10 6.50 - 1I; - 1 I - 25 i i.. .. --- B2 26 64 /9 I 4 4.18? .? X18? 6 -.- ... 4 �/ V . hV M S 4.18?' .?.w ' JFW ' 5W ' Im ... 4V A? 4,74 20 4 7.50 5.00 5.00 2.50 --- --- 23 --- 66 25 68 3? 5 4.18? ' .Z rnO ' .rW ' TW ' 2.1w Al? Ah? 22 4 7-50 i 5-00 i 5.00 i 4.50 i --- --- 23 --- 67 25 68 2° .5 4.W.?.V 5W 5W - 4. AW 49 *7 24 4 7.50 5.00 5.00l6-501 --- l --- 23 --- 67 24 69 24 5 4.18? .?sn Sw 5W &.V ! •.. A0 ••• yq ?/ hV 24 I 5 4.18? 1 .Z.V I LITW I w I RW 1 I.V S? 4 ,9 'V 43,9 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler Manufacturing Calculations Package Time: 08:11 PM Page: 84 of 87 upporrea in vni-rury Job No. New Tables 26 Ga. Butlerib0 II Roof Page: 1 Butter IVlartufacturing Date 8123116 ASD - Panel Available Strength (psf) Prepared By_ xx Revieved Bv-- i xs Rekiemp.- L P'2.? Panel Span Lengths, ft. Suction (-) Loads Pressure (•) Loads Length i `of s l I s 2 1 i 3 1 f1 4 1 s 5 1 i 6 ASD - Available Strength Deflection ASD Deflection Panel c....«i.. A= L t 60 Panel e = L t 60 (ft.) spars 1.5 or 3 i 1 or 2 1.50 1.50 455 ?:? 4440 218 4273 2 or 4 i 1 or 2 I I I I 2.00 i 2.00 i --- i --- i --- i --- 289 hs4 1873 163 1803 2-5 or 5 1 or 2 2.50- 2.50 - --- - --- - --- - --- 198 AW 959 131 923 3 or 6 11 or 2 3.00 13.00 I I I I--- 143 555 109 534 3-25 or 6-5! 1 or 2 3-25 13.25 I I I 1-- 124 h' 436 100 420 3.5 or 7 ! 1 or 2 3.50 3.50 I I I I ___ 108 94 349 93 336 3.75 or 7.5! 1 or 2 3.75 3.75 I ___ I ___ I ___ I --- 95 v' 284 87 273 4 or 8 ! 1 or 2 4-00 4.00 I ___ I ___ I ___ I ___ 84 V 234 82 225 4.25 or 8.511 or 2 4.25 1 4.25 I --- I --- I --- I --- 75 195 77 188 4.5 or 9 I 1 or 2 4.50 14.50 I .__ I --. I ___ I .-- 67 ... 164 71 158 4.75 or 9.51 1 or 2 4.75 14.75 I --- I --- I --- I --- 61 ... 140 64 135 5 or 10 i 1 or 2 5-00 5.00 --- --- --- - 55 --- 120 57 115 4.50 I 3 1.50 11.50 1 1.50 I I - - I --- 515 219 8378 247 8064 6.00 i 3 2.00 i 2-00 i 2.00 I "" I - - I --- 336 V4 3535 185 3402 7.50 i 3 2.50 i 2.50 i 2.50 i --- --- --- 234 AV 1810 148 1742 9.00 3 3.00 i 3-00 3.00 I 1 -" I --- 172 /!b9 1047 124 1008 9.75 3 3-25 i 3-25 3.25 i --- --- --- 149 ,'M 824 114 793 10.50 i 3 3-50 i 3-50 3.50 I I I ___ 131 44 660 106 635 11.25 i 3 3-75 i 3-75 i 3.75 i--- i--- i--- 115 91' 536 99 516 12.00 3 4.00 4.00 4.00 ___ 103 L' 442 93 425 i 12.75 3 i i i 4.25 4.25 4.25 --- --- 92 717 368 87 355 13.503 4-50 4-50 14.50 I -- I I 83 17.? 310 82 299 14.25 I 3 4.75 4.75 4.751 --- I --- I 75 61 264 78 254 15.00 1 3 5.00 5.00 5.00 _ I ___ I 68 SK 1 226 73 218 6.00 a 4 1.50 1.50 1.50 1.50 etc. --- 497 2119 8894 238 8560 8.00 14 2.00 2.00 2.00 2-00 etc. I ___ 321 hv4 3752 178 3611 10.00 1 2 4 2-50 1 2-50 1 2-50 1 2.50 1 etc. I--- .223 1921 143 1849 12.00 I 1` 4 3.00 13.00 13.00 13.00 I etc. I --- 163 h1q 1112 119 1070 13.00 I a 4 3.25 13.25 ( 3.25 13.25 I etc. I --- 141 1117/ 874 110 842 14.00 l 14 3-50 13-50 1 3-50 13.50 I etc. I--- 123 44 700 102 674 15-00 1 a 4 3.75 1 3.75 1 3.75 1 3.75 1 etc. I --- 109 All 569 95 548 16.00 i a 4 4.00 i 4.00 i 4.00 i 4.00 i etc. i --- 97 &11.469 89 451 17.00 i a 4 4.25 i 4.25 i 4.25 i 4.25 i etc. i --- 86 391 84 376 18.00 i a 4 4.50 i 4.50 4.50 i 4.50 i etc. i --- 78 329 79 317 19.00 ' z 4 4 75 ' 4.75 ' 475 ' 475 ' etc. ' --- 70 6.4 280 75 270 120-00 ' a4 5.00 L5.00 ' 5.00 ' 5.00 't etc. --- f641 --- 240 769 231 File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 • BUTLER ' Butler Manufacturing 16-019178-01 Calculations Package Time: 08:11 PM Page: 85 of 87 3) Weak Axis Loading ZVEAK AXIS LOADING WAL How -To '4iain Framing ave w (pst) Coefficients Bay f -G L engin (ft) Height (R) (GCp�i2:65i t}.79 Zt1 14:31 ' H 1198 Weak- Weak- Axis Loading (laps) Elevation View of Open 5idewrall %V (Pit) ttequio Ln L (h) 1.12 Weak Ails Moment - wLA2 _ H enuiv x L Resulting Moment �- 4 Diagram H equiv s 4 w LA2 - w L _ Apply H equiv as a weak axis point t3 L 2 load on comer column at elev. L/2 NtBSNI3012 1 Five 1.3:.1.9(.): MINIM CoaffWa a 1W +-� Lmgaud61a1 Dtreetlen (Gihle �1 L.-_,,.-.-.._.....�,..-,4444.....,..,,-w--• . Flsure 1.3A,3(d): MWM$ Coet"CkMs in Lon9itudtnal Direction (9laoto Sloye) nweib is'd:fumlai dx mai)n»flsi,+n,:sariYn dnt OK"rtigta aAdl se mxdf 05io•Rt Nsh' tpiam l._/3 ti•)miA ld}.1Rcf., A3S.i 2£.1-I. �uR �J: - -• r Metal Building"Systems Manual TaMOi".14.5(6): Main Framing Coof dents t(GC�)- (GCa)J for' 'Longitudliwl Direction (All Roof Angtes UJ " ' Isee Flaure i -i -4-41e1 oa Idi for Zona i_ocatlonsl T3pr I.aad Class t I 2 End Zone. 5, 6 T)* Load Class 1135' i -0.6]' 0.22- .0,47 Eia:b 1E. - 2E' '3E 4E, .5E " I 6E NnWly Eo:loscd +i, -0.66. =.1525 X0.71! .0.66 ' 0.43- i .9411 Enciostd -0.30 -o.s9 --0.35;. -0.3U 0.79 'J -..o25 P4nially-i.. -1-10 - -1.62 -1-177 -.1.03 O.OF .41.99 CncM.aid -i-.. 0.07 7.52 1 0:02 0.07 -1.16 0,12 () i 'Sce N% -'OA -Sial for MH11A. R-orrWddA1i1,m T3pr I.aad Class t I 2 Iutertor Zont 1 4 5, 6 - (_-0.6141,87 1135' i -0.6]' 0.22- .0,47 Eia:b •0.'_ i -OSI " 7.19 I 11-27 0.58 '-0.11 NnWly Eo:loscd -1.00 1 •1124: •0.42. i -1.00 " A.IS,A$4- 0.10 1 4).14 0.111 ' 0.10. 0.95 0.26 (70'rn .Sce.Figrc-IJ4,j(rl fnrMUNIA Rceo rt4atiims' File: 16-019178-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BL/TLER odmanufacturing 16-0191.78-01 Calculations Package " Time: 08:11 PM ...!..>.�er �_.�.._..._.. Page: 86 of 87 4) Coil Door COII. DOOR HEADER .actual Moment Max Moment on A11ow•able Forces on Header. Header due Dn® Mu (lips -in) Moment tldps-in)Wei t d sin (Lips -in) - O Ei — 7.56 S37,}3495 _�lluwable:Svloment>2vlu'c�.± � �"a�.�OKaa�=; t.U. Uata Width ft Length ft - Weight ( s , E:O RraeJit`.., ';840 •xk Coil Door Data Eccentricity ` Drum Size (m) Dnmi Weight (p) m Nwip-SMINIM-M—M-40M 10 J NIB .actual :Moment Mu Moment on 9Ilowable Fortes on Jambs Jambs due Dtum Mu (kips -in) - Moment ' s -in - Weight s -in (kips -in) "" , +k2N 2.94 45.02 53 HEADER .actual Moment Max Moment on A11ow•able Forces on Header. Header due Dn® Mu (lips -in) Moment tldps-in)Wei t d sin (Lips -in) - O Ei — 7.56 S37,}3495 _�lluwable:Svloment>2vlu'c�.± � �"a�.�OKaa�=; �. Date: 8/24/2016 B[1TLER Butler taa,u1acdur,ns ' 16-019178-01 Calculations Package Time: 08:11 PM Page: 87 of 87 '5) Portal Frame Stiffeners Check • , 0rs>antk.3,ir�t5r :><.E? - Fwgd L-] YNe -' g NtbLoxi %'e, sem••^ wee mer sA•AA_-� Cokm.G en'. . arQ 1.1WArg erbp'ro 9"'r4 ,Q°•Oi�• 2an,3v .;aloe Y" r. am • Di ias�_"Q_��"°"' ;" oma; Fs5c::6D;�1_ :1�z.; .r1a: �,:t:-, s1d.d .fine J"7fip) xaaS x•.s., rtrr.•3 :35 ..... ......... 11 - c- .Asa + 0 SrKfe Cix,' Y!r.fix1 ftxrti x Te,,16n C irieCarrx�?�dtalFerx>Cc:Y+�rsva, TRUE TRUE TRUE - r 0A14WrU Skiv1 CAiKe.ue,. tktCdv-Ctmlpised5 I Q rv'xi CyceftiGEil Fw.e Te•R ;t:+ 0 Dnp&e calce(r<rel Frrre> 3 vp* isO r ii � • 0 A Asx rC nalfe CoyA 5�&t,d f mEs sr x_ - O ctnG:..�tue�Fcrce Pa-d�ce'ria'K,y_:+°Sro�e'.+trn � � .. .. _. ......, ...._.......«.�.«......._�. .«•. .» ,._....... i 14,33 14.30 10.01 ................ ..........................._.,...... ,... :.�:.......,.... .............;......,T.....,- ... u._ ........ .........,...: c• 11- - 1.67 1S9 2.00 1-i6 1 1.67 1 1.67 1 2.03 .. 1.67 . AlknrableStrength 7.15 Idps ------- 9.56 (_ 7,f5µ -j ------- ------- 8.00 ------- Ratio 0.343 Reinforcement: NOT REQUIRE D Web Stiffeners :r .. Nomuwl A0asa0fe t:tta',r'_t i7gr e3 Required Sveng% -0.00 Idps sSre rt¢n strength - ....._..�,T'.... Pips) . Q tirA los (vet = a 2 2 _ A)4aI Yae1fM 4125 1.67 24.70 K O Pa.,n1 rygtR 9 iL r s(2-. [ , } rs (iry = • . 0.9875 0.1875 Shear Yaek ing 49.50 1.50 33.00 + _ µa QF�i1t-:eyq 3.1r„4.k.) ,2-Bitk53 ��:� is(tr�' :..-4 4,, �SttearRupture 93.011 2.03 29:53 • QF1i rhe4'm #da•v (t _ue) in (vs}= 0.1875 Sti9tereraFlanSe Wdd . 2923 ' 20D 14.62 s "QTtihe,•Uer Fe-OZ�J) 10 WebBaseeUer31 21.98 2.00 10.59 • . 0 A era5r.:, w. at. ,sr 13 ` %w (m)= 0.1875 StildenelNUeb Wekt 33.49 „ 2.00 16.71 I' l Edlenerto-wecneed(w.)1 _ K _ Allowable Stiffener Strength 1059 ' idps {Aw. -- {P2.15) / tovz.a� 1s^Q3" Alknvae Stren�h{Comb'vled) _ 17.74 kips °+ Rath 0.935 yj1Vsc lc g8^ r + twdp(m)= 0.9345: r - File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i i - ,`{ Flanges & Webs. with -Concentrated Forces J He. t Refs DP 2 13, 6P3.8.1 and AISC Design Guide -13 Oa}c 06125/13 De -%n Tool - .- -ponea eY it sys tEm Design Method = ASD ' �rtaemc Rafered ey: 1 R«: 23 .. I1/15 Motes - Gemnetry Input " Required , MEMBER d[n)= 8.00 Strevgth r• a FLANGE bt(ir+)= 6 Pr (kips)• C{in}= 025 2.45 WEB 1 (v} _ 0.1345 75 c mpmxian ,. 3-PlatVotitieSimmetrt-PlatetncaMn:NonnAmerta - -. •__. _ __ __•_ --------- Otherinput Other-Input • wield (in) ' k (in)- - . 0.125 0,375 tt P3" Fy(W) = 55 . Fu (1w) 70 Y E(1st)= 29,000-i a a (in) _ 2.3375 ' Pr- 1 Pr' ;. . Lb (m} = 120 • Z '.r .� . •• - .. - , .. .. . Cr NI) = 9E0.000 Lat. Restraint Corrpr. flange only 0rs>antk.3,ir�t5r :><.E? - Fwgd L-] YNe -' g NtbLoxi %'e, sem••^ wee mer sA•AA_-� Cokm.G en'. . arQ 1.1WArg erbp'ro 9"'r4 ,Q°•Oi�• 2an,3v .;aloe Y" r. am • Di ias�_"Q_��"°"' ;" oma; Fs5c::6D;�1_ :1�z.; .r1a: �,:t:-, s1d.d .fine J"7fip) xaaS x•.s., rtrr.•3 :35 ..... ......... 11 - c- .Asa + 0 SrKfe Cix,' Y!r.fix1 ftxrti x Te,,16n C irieCarrx�?�dtalFerx>Cc:Y+�rsva, TRUE TRUE TRUE - r 0A14WrU Skiv1 CAiKe.ue,. tktCdv-Ctmlpised5 I Q rv'xi CyceftiGEil Fw.e Te•R ;t:+ 0 Dnp&e calce(r<rel Frrre> 3 vp* isO r ii � • 0 A Asx rC nalfe CoyA 5�&t,d f mEs sr x_ - O ctnG:..�tue�Fcrce Pa-d�ce'ria'K,y_:+°Sro�e'.+trn � � .. .. _. ......, ...._.......«.�.«......._�. .«•. .» ,._....... i 14,33 14.30 10.01 ................ ..........................._.,...... ,... :.�:.......,.... .............;......,T.....,- ... u._ ........ .........,...: c• 11- - 1.67 1S9 2.00 1-i6 1 1.67 1 1.67 1 2.03 .. 1.67 . AlknrableStrength 7.15 Idps ------- 9.56 (_ 7,f5µ -j ------- ------- 8.00 ------- Ratio 0.343 Reinforcement: NOT REQUIRE D Web Stiffeners :r .. Nomuwl A0asa0fe t:tta',r'_t i7gr e3 Required Sveng% -0.00 Idps sSre rt¢n strength - ....._..�,T'.... Pips) . Q tirA los (vet = a 2 2 _ A)4aI Yae1fM 4125 1.67 24.70 K O Pa.,n1 rygtR 9 iL r s(2-. [ , } rs (iry = • . 0.9875 0.1875 Shear Yaek ing 49.50 1.50 33.00 + _ µa QF�i1t-:eyq 3.1r„4.k.) ,2-Bitk53 ��:� is(tr�' :..-4 4,, �SttearRupture 93.011 2.03 29:53 • QF1i rhe4'm #da•v (t _ue) in (vs}= 0.1875 Sti9tereraFlanSe Wdd . 2923 ' 20D 14.62 s "QTtihe,•Uer Fe-OZ�J) 10 WebBaseeUer31 21.98 2.00 10.59 • . 0 A era5r.:, w. at. ,sr 13 ` %w (m)= 0.1875 StildenelNUeb Wekt 33.49 „ 2.00 16.71 I' l Edlenerto-wecneed(w.)1 _ K _ Allowable Stiffener Strength 1059 ' idps {Aw. -- {P2.15) / tovz.a� 1s^Q3" Alknvae Stren�h{Comb'vled) _ 17.74 kips °+ Rath 0.935 yj1Vsc lc g8^ r + twdp(m)= 0.9345: r - File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i i - r t r r 0rs>antk.3,ir�t5r :><.E? - Fwgd L-] YNe -' g NtbLoxi %'e, sem••^ wee mer sA•AA_-� Cokm.G en'. . arQ 1.1WArg erbp'ro 9"'r4 ,Q°•Oi�• 2an,3v .;aloe Y" r. am • Di ias�_"Q_��"°"' ;" oma; Fs5c::6D;�1_ :1�z.; .r1a: �,:t:-, s1d.d .fine J"7fip) xaaS x•.s., rtrr.•3 :35 ..... ......... 11 - c- .Asa + 0 SrKfe Cix,' Y!r.fix1 ftxrti x Te,,16n C irieCarrx�?�dtalFerx>Cc:Y+�rsva, TRUE TRUE TRUE - r 0A14WrU Skiv1 CAiKe.ue,. tktCdv-Ctmlpised5 I Q rv'xi CyceftiGEil Fw.e Te•R ;t:+ 0 Dnp&e calce(r<rel Frrre> 3 vp* isO r ii � • 0 A Asx rC nalfe CoyA 5�&t,d f mEs sr x_ - O ctnG:..�tue�Fcrce Pa-d�ce'ria'K,y_:+°Sro�e'.+trn � � .. .. _. ......, ...._.......«.�.«......._�. .«•. .» ,._....... i 14,33 14.30 10.01 ................ ..........................._.,...... ,... :.�:.......,.... .............;......,T.....,- ... u._ ........ .........,...: c• 11- - 1.67 1S9 2.00 1-i6 1 1.67 1 1.67 1 2.03 .. 1.67 . AlknrableStrength 7.15 Idps ------- 9.56 (_ 7,f5µ -j ------- ------- 8.00 ------- Ratio 0.343 Reinforcement: NOT REQUIRE D Web Stiffeners :r .. Nomuwl A0asa0fe t:tta',r'_t i7gr e3 Required Sveng% -0.00 Idps sSre rt¢n strength - ....._..�,T'.... Pips) . Q tirA los (vet = a 2 2 _ A)4aI Yae1fM 4125 1.67 24.70 K O Pa.,n1 rygtR 9 iL r s(2-. [ , } rs (iry = • . 0.9875 0.1875 Shear Yaek ing 49.50 1.50 33.00 + _ µa QF�i1t-:eyq 3.1r„4.k.) ,2-Bitk53 ��:� is(tr�' :..-4 4,, �SttearRupture 93.011 2.03 29:53 • QF1i rhe4'm #da•v (t _ue) in (vs}= 0.1875 Sti9tereraFlanSe Wdd . 2923 ' 20D 14.62 s "QTtihe,•Uer Fe-OZ�J) 10 WebBaseeUer31 21.98 2.00 10.59 • . 0 A era5r.:, w. at. ,sr 13 ` %w (m)= 0.1875 StildenelNUeb Wekt 33.49 „ 2.00 16.71 I' l Edlenerto-wecneed(w.)1 _ K _ Allowable Stiffener Strength 1059 ' idps {Aw. -- {P2.15) / tovz.a� 1s^Q3" Alknvae Stren�h{Comb'vled) _ 17.74 kips °+ Rath 0.935 yj1Vsc lc g8^ r + twdp(m)= 0.9345: r - File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i i - 5448 MERRILL MILL ROAD 4: _ MARIPOSA. CA 95338 FOUNDATION DESIGN FOR PRE-ENGINEERED STEEL BUILDING: Project Name: Client: Id �,/ pp,�;, Building Manufacturer: �' km Job # 14f- 01O1 I'16 Sheet ( of 0-41 Job No. 6002. Date: If,-) �� �. SEP .0 2 Building Location: /X.�����1�9 Q o Latitude/Longitude: Elevation: Inspecting Authority:'�`�� ��('p• J� BIT IT Engineering Design Criteria: 13UTECOUNrr Roof Load: SEP 13 2016 20 P.S.F. (Reducible) per CBC Table 1607.1 DEVELOPMENT ❑ Snow: SERVICES ❑ Other: PERMIT# -- -- - - BEHT-E OOUNTY-DEVELfJPtuTEaTSffMES—"---- Wind: Speed: I1 REVIEWED FOR Exposure: B C CODE COMPLIANCE DATE_ (QI[ BY_� Seismic: Risk Category: 6 Soil Profile: Accelerations: See sheet 2 SDC: Soil: Basis for Design:'(`G- Allowable Foundation Pressure: l psf Lateral Bearing: IOC psf/f below natural grade Lateral Sliding: µs = r---- or Resistance= rt;n psf PHONE: 209-96:6-4844 l l GIEE— 6z� ry 8/26/2016 Design Maps Summary Report Design Maps Summary Report User -Specified Input Report Title ANDERSON SELF -STORE Fri August 26, 2016 16:50:49 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.79740N, 121.9027°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS-Provided Output Ss = 0.617 g SH,s = 0.806 g SDs = 0.538 g S1 = 0.277 g SM1 = 0.511 g Sol = 0.341 g y For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEA Response Spectrum 0.90 0.72 0.63 0.54 Ch 0.45 V1 0.36- 0.27-- 0.09-- 0.00 .350,270.090.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum For PGAr„ T, CRS, and CR1 values, please view the detailed report. 0.00 0.20 0.40 0.60 0.60 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Although this information is a product ofthe U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. l http://ehp2-earthquake.wr.usgs.gov/designmaps/us/sum mary.php?tem plate= mini mal&latitude=39.7974&longitude=-121.9027&siteclass=3&riskcategory=0&edit.. 1/1 ,L->/ surLER Date: 8/24/2016 . a.ta, Manufacturing 16-019178-01 Reactions Report Time: 08:23 PM Page: 2 of 16 i M.ac�. r. s'nS.5:.._�.�TgauTr�a_:1"'^z�;5�--ar'-z.-•�s+�„^ r ,:=,_"'�.,� ms � M,,:2 �: ^s .z-.. �-� ��: .:-t3u.'erc� :�, c•rv- -�^.A;°; ... ,,_ a #Y .;' g � }-� � n Y r• G y -r b M 4 �v A'*,I`s. EL:J. a. React�onse,�Summary�Report.w/Controll�ngaI�oad,Com_b,��;:e,�,,���:•,�_.�,._��.�_s..��.N.�'.�,:�.�;�;:.';���':�a��.i�.���.,�.�w..,�is4�`'�.�.a`-.!":a�..;. ➢Shape: Warehouse Builder Contact: Jessica Hopper Project: Anderson Bros Corporation Name: North Valley Building Systems, Inc. Builder PO t!: 16-961 Address: 30 SevilleCourt Jobsite: 13633 Anderson Brothers Drive City, State Zip: Chico, California 95928 ' City, State Zip: Chico, Califomia 95973 Country: United States County, Country: Butte, United States Loads and Codes - Shape: Warehouse City: Chico County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: l OAISC - ASD Rainfall: l: 0.10 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collar ' ads / Collateral Gravi 3.00 psf ✓ Roof Covering + Second. Dead Load: 2.00 psf Collateral Uplift:' 0:00 psf Frame Weight (assumed for seismic):2.50 psf Wind Loadnow Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph'Ground Snow Load: pg: 0.00 psf The'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf Wind Exposure: C - Kz: 0.860 Design Snow (Sloped): ps: 0.00 psf Parts Wind Exposure Factor: 0.860 Rain Surcharge: 0.00 Wind Enclosure: Enclosed ✓ Exposure Factor: 2 Partially Exposed - Ce: 1.00 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter. Shc : 0.3348 Thermal Factor: Unheated - Ct: 1.20 NOT Windbome Debris Region Ground / Roof Conversion: 0.70 Base Elevation: 0/0/0 Unobstructed, Slippery Primary Zone Strip Width: 2a: 12/0/0 Parts/ Portions Zone Strip Width:.a: 6/0/0 Basic Wind Pressure: q: 22.66 psf F � o / Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1600 R -Factor: 3.25 -_ .._..-.-_Overstrength-Factor:-Omega: 2 -50 ------- Deflection Amplification Factor. Cd: 3.25 Base Shear: V: 0.1625 x W Roof Live Load /"- RoofLiveLoad: 20.00 psf Reducible I� Seismic Load Lateral Force Resisting Systems using Equivalent _ Force Procedure Mapped MCE Acceleration: Ss: 60.00 %g Mapped MCE Acceleration: S 1: 27.00 %g �.- Site Class: Stiff soil (D) Seismic Importance: le: 1.000 Design Acceleration Parameter. Sds: 0.5280 ✓ Design Acceleration Parameter. Shc : 0.3348 Seismic Design Category: D Seismic Snow Load: 0.00 psf %Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 16/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2573 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor. Cd: 3.00 Base Shear: V: 0.1509 x W File: 16-019178-01 Version: 2016.1c ` Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. �l ' aur�ER Date: 8/24/2016 Buller Manufacluring 16-019178-01 Reactions Report Time: 08:23 PM •�+���~r• Page: 3 of 16 • rluarall Ruildino nacrrinfinn Shape Overall Width Overall Len Floor Area s . ft. Wall Area I Roof Area . ft. . ft. I Max Eave Hei ht Min. Eave Hei ht 2 Max Roof Pitch Min. Roof Pitch Peak Hei ht Warehouse 60/0/0 100/0/0 6000 5270 6021 16/0/0 16/0/0 1.000:12 1.000:12 18/6/0 A To Eave Ht. I Eave Ht. 2 Pitch Pitch 2 Dist. to Ride Peak Heil 16/0/0 16/0/0 1 1.000:12 1.000:12 30/0/0 18/6/0 I `v ,R � � 1 1. I <*> 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: 16-019178-01 Version: 2016.1c 'Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I I Y C WN qV 1 q J I l I p � I <*> 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: 16-019178-01 Version: 2016.1c 'Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sl aur�ER Date: 8/24/2016 16-019178-01 Reactions Report Time: 08:23 PM ' .-......._.-..�." � Page: 5 of 16 Wall: 4, Frame at: 0/6/0 Frame ID: Warehouse Rigid Endwal I #I EW, I Frame Type:Continuous Beam Q Vy Vy VV Fbc FSC Fbc Fix Values shown are resisting forces ofthe foundation. Base Connection Design is Based on 3000.00 (psi) Concrete / Rrartinnc - I Infarfnrnd i nad Tvna at Frames (ince Cartinn• 1 Type Exterior Column X -Loc /0 Gridl -Grid2 1-D BasePlateWxL(in.) 8 13 Base Plate Thickness (in.) 0.375 AnchorRod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-0" Interi lnteriOColumn X1710/0 40/0/0 1 C 1-B 11 8 X 11 0.375 - 0.375 4-0.750 4-0.750 100'-0" 100'-0" Exterior Column �713 _0375- .0.375_Anchor 4-0.750 100'-0" Load Type Load Descri tion Desc. Hx Vy Hx Hz Vy Hx Hz I Vy Hx V D Material Dead Weight Frm 0.04 0.50 0.73 0.73 -0.04 0.44 CG Collateral Load for Gravity Cases Fmn 0.04 0.31 0.61 0.61 -0.04 0.31 L> Live -Notional Right Frm 0.28 2.07 4.08 4.08 -0.28 2.07 <L Live -Notional Left Frm 0.28 2.07 4.08 4.09 -0.28 2.07 ASL^ Alternate Span Live Load, Shifted Right Frm -0.10 -0.33 2.38 2.38 0.10 -0.33 ^ASL Alternate Span Live Load, Shifted Left Frm 0.38 2.40 1.70 - 1.70 -0.38 2.40. W 1> Wind Load, Case 1, Right Frm -1.89 -3.68 3.48 4.10 3.48 -4.37 -1.47' -0.91 <Wl Wind Load, Case 1, Left Frm 1.60 -0.78 -3.14 4.50 -3.14 -4.24 1.77 -3.54 W2> Wind Load, Case 2, Right Frm -2.36 -2.72 - -2.55 - -2.82 -1.01 0.05 <W2 Wind Load, Case 2, Left Frm 1.13 0.18 -2.96 -2.69 2.23 -2.58 WPL Wind Load, 11 Ridge, Left Fnn 0.61 -2.07 -2.73 - -5.49 -0.90 -2.76 WPR Wind Load, 11 Ridge, Right Frm 0.90 -2.75 -5.51 -2.75 -0.61 -2.05 MW Minimum Wind Load Frm - - - - - - .-MW_ -`"-"Minimum�Viridl oad-`- -Frtri "0:91-'- � 1-03' -�`' `"-1-42-'"-- . - `1-05'--1-92'-` -0:66" Minimum Wind Load Fr - Frm - - - MW Minimum Wind Load Frm -2.04 -0.78 1.17 - -1.30 -0.79 0.91 CU Collateral Load for Wind Cases Frm - - - - - - L Roof Live Load Frm 0.28 2.07 4.08 4.08 -0.28 2.07 E> Seismic Load, Right Frm -0.42 -0.45 0.04 0.60 0.04 -0.55 -0.37 0.40 EG+ Vertical Seismic Effect, Additive Frm 0.01 0.08 - 0.16 - 0.16 -0.01 0.08 <E Seismic Load, Left Frm 0.42 0.45 -0.04 -0.60 -0.04 0.55 0.37 -0.40 EG- Vertical Seismic Effect, Subtractive Frm -0.01 -0.08 -0.16 -0.16 0.01 -0.08 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. IV Date: 8/24/2016 BLTLER Butler manufacturing 16-019178-01 Reactions Report Time: 08:23 PM Page: 15 of 16 Wa11: 4 rame at: 99/6/0 rame ID:Warehouse Rigid Endwall #2 EW 3 Frame Type:Continuous Beam I I I FU Fk W Fk �ti �ti �ti �ti Values shown are resisting forces of the foundation. \ ` Base Connection Design is Based on 3000.00 (psi) Concrete / Reactions - Unfactored Load Tvoe at Frame Cross Section: 6 Type Exterior Column Interior Column Interior Column Exterio Column X -Loc 0/0/0 20/0/0 40/0/0` 60/0/0 Grid] - Grid2 6-D 64--` 6=B- 6-A Base Plate W x L (in.) 8X13 8X11 8X11 8X13 Base -Plate Thickness (in.) -0.375 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" 100'-0" Load Type Load Description Desc. Hx VY Hx Hz Vy Hx Hz I Vy Hx V D Material Dead Weight Frm 0.04 0.53 0.73 0.73 -0.04 0.44 CG Collateral Load for Gravity Cases Frm 0.04 0.31 0.61 0.61 -0.04 0.31' L> Live -Notional Right Frm 0.28 2.08 4.08 4.08 -0.28 2.08 <L Live -Notional Left Frm 0.28 2.08 4.08 4.08 -0.28 2.08 ASL^ Alternate Span Live Load, Shifted Right Frm -0.10 -0.33• 2.38 2.38 0.10 -0.33 ^ASL Alternate Span Live Load, Shifted Left Frtn 0.39 2.41 1.70 - 1.70 -0.39. 2.41 W I> Wind Load, Case 1, Right Frm -1.92 -3.70 3.48 4.07 3.48 -4.35 -1.45 -0.94 <W I Wind Load, Case 1, Left Frm 1.61 -0.76 -3.14 4.52 -3.14 31.25 1.75 -3.53 W2> Wind Load, Case 2, Right Frm -2.38 -2.74 - -2.53 - -2.80 -0.98 0.02 <W2 Wind Load, Case 2, Left Frm 1.15 0.20 -2.97 -2.70 2.22 -2.57 WPL Wind Load, 11 Ridge, Left Frm 0.60 -2.08 -2.73 -5.49 -0.89 -2.77 WPR Wind Load, 11 Ridge, Right Frm 0.90 -2.75 -5.51 -2.75 -0.61 -2.05 MW Minimum Wind Load Frm - _ Frm 0.92 _- _ - 1.05 - _ -1.44 " - - - - --0.64r� MW Minimum Wind Load _ 1.03 1.91 MW Minimum Wind Load Frm - - - - - - MW Minimum Wind Load Frm -2.06 -0.81 1.19 -1.28 -0.77 0.89. CU Collateral Load for Wind Cases Frm - - - - - - L Roof Live Load Frm 0.28 2.08 4.08 4.08 -0.28 2.08 E> Seismic Load, Right Frm -0.43 -0.45 0.04 0.60 0.04 -0.54 -0.36 0.39 EG+ Vertical Seismic Effect, Additive Frm 0.01 0.08 - 0.16 - 0.16 -0.01 0.08 <E Seismic Load, Left Frm 0.43 0.45 -0.04 -0.60 -0.04 0.54 0.36 -0.39 EG- Vertical Seismic Effect,Subtractive Frm -0.01 1 -0.08 -0.16 - -0.16 0.01 -0.08 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. O CRANDALL,ENGINEERI_NG. , • - SHEET OF_ 5448 Merrill Min Road STEEL BUILDING FOUNDATION DESIGN Date: 4:610.659 " JOB NO: 16019 j mariposa, 95338 P & B ENDWALL COL WITH SLAB V13.5.1 / MANUFACTURER: BUTLER COLUMN LOCATION BUILDING NO: 16-019178 CORNER 1 BUILDING LINE: ID INTERIOR 2 CORNER W/SAME @SIDE 3 _ CLIENT: NVB5 USE LOCATION: I I + LOCATION: BUTTE CO r - ' JOB NO: 16029 . - _0 • WINO ADJUSTS 1.00 - 7 + - - fi-- 0.50 f2=. 0.20 r • Se11mk5me 0.53 - METAL BUILDING LOAD REACTIONS PER MANUFACTURER ADJUSTED x 1.00 , MAX Hx - Redundancy p - 0.. 1.00 2.50 ISet to 1.01f /P ° Induded In 1.97 M(Ys tela) FOR ANCHOR DESIGN Q35y;-0i034;Nd; 0.00 VY0:42A'f,-0A5U� We:+iL'89-.'4' Hs H, ra!r,-0:O]s`,'S 0.00' 42W,'.. -`-0+65X` Wd r1=1:89y O.OD dTFlie9 ';:3'b8;4i ®_-- ' We<'.F.-2A6:fi1':1 " DEAD LOAD I D 0.00 1 0.0 1 0.50 CRITICAL SERVICE LOADS.. Wg AT. F0.92:,V,7: ;T. O.OD;' : '40.91,* 1.03 MAX V "w '-0'A9!+..., Mr,30:004�,i V0A3p13 -0.53 • '%'.f ST89`tr+'.+�.+'O.00:Yac i!i`.1:89 i* -3.68 MIN V - .. Ms w Willi V •. • COLLATERAL LOADS I CA 0.00 0.0 0.31 Gravity OR 0.08 ODD 0.08 I. Co 0.0 - UDIIN Oa 0.00 :. O.OD 0.00 0.50 MATERIA EARTH H O.OD H 0.0 0.00 Om 0.00 LIVE LOAD r L OAO - • + L OA O.00 0.00 OAO ROCIFLOADI 2A0 Lr 1. 1 2A0 Lr 1 0.38 OA - 0.38 1 0.00 1 0.38 • Se I OAO �0.00N.k'd ? 0.00 .:f.; 0.O0.4t MAX HX Sb OMD +'J.'6OO44 WR O.' 0 'T-TjOM w MIN H. Sc !N!'a0.00T':`.:, ;w:"OAO:`=J + AO#`; OM MAXV Sd _ 'r':'✓.?w0.01: '•e >._;^..0.001.INV - .. ADJUSTED x 1.00 , MAX Hx Wa 1.60 :1+ O,06� i^'tSD c�,-0.78 MAX Hx , -0.43 "(3:01),111 Wb -2.36 :T:'.1.D:0WVea' AF2:36W"-12:72;x'.•_. MIN Hx Q35y;-0i034;Nd; 0.00 VY0:42A'f,-0A5U� We:+iL'89-.'4' OAOMAXHi' Ed ra!r,-0:O]s`,'S 0.00' 42W,'.. -`-0+65X` Wd r1=1:89y O.OD dTFlie9 ';:3'b8;4i ®_-- ' We<'.F.-2A6:fi1':1 i^•(O.00.i`'a 2.36 d"1:72:' y • Se I OAO �0.00N.k'd ? 0.00 .:f.; 0.O0.4t MAX HX Sb OMD +'J.'6OO44 WR O.' 0 'T-TjOM w MIN H. Sc !N!'a0.00T':`.:, ;w:"OAO:`=J + AO#`; OM MAXV Sd _ 'r':'✓.?w0.01: '•e >._;^..0.001.INV - .. ADJUSTED x 1.00 , MAX Hx Wa 1.60 :1+ O,06� i^'tSD c�,-0.78 MAX Hx , -0.43 "(3:01),111 Wb -2.36 :T:'.1.D:0WVea' AF2:36W"-12:72;x'.•_. MIN Hx Q35y;-0i034;Nd; 0.00 VY0:42A'f,-0A5U� We:+iL'89-.'4' OAOMAXHi' Ed ra!r,-0:O]s`,'S 0.00' 42W,'.. -`-0+65X` Wd r1=1:89y O.OD dTFlie9 ';:3'b8;4i MIN Mi ' We<'.F.-2A6:fi1':1 i^•(O.00.i`'a 2.36 d"1:72:' y _ MAX H .. � WI < 0:00'^!i»'"TAO.00xr OAD '�;O.00 h MINH f. OA3:Cd.^i. KIMOD)+`'^f`0.43s•" 0.53 Wg AT. F0.92:,V,7: ;T. O.OD;' : '40.91,* 1.03 MAX V "w '-0'A9!+..., Mr,30:004�,i V0A3p13 -0.53 WA '%'.f ST89`tr+'.+�.+'O.00:Yac i!i`.1:89 i* -3.68 MIN V - • - Ea 0.43 1"4110.00-'Y.B n Oi03V- .,V:0.53:. MAX Hx ' Eh -0.43 "(3:01),111 MIN Hx LOADCASE I Ec Q35y;-0i034;Nd; 0.00 VY0:42A'f,-0A5U� MAX H: - Ed ra!r,-0:O]s`,'S 0.00' 42W,'.. -`-0+65X` MIN HT ' E. -0A3?i:""ie WICAO63 ' : OA3 I;s{75300 MAX H F E/ .i/ 0.00 41 6.ODi'.�%,' MIN H 161329 EW 1/4 Eg OA3:Cd.^i. KIMOD)+`'^f`0.43s•" 0.53 MAXV Eh': "w '-0'A9!+..., Mr,30:004�,i V0A3p13 -0.53 MIN V ASD FOUNDATION DESIGN • • . - . A50 FORCES TO FOOTING ' HXMIN/MAR Hx �=►Hia',+c`�"VI"".r` p'e LOADCASE I MAX W/ DR 1.09 :O:OO;i 'w"'1i09F>':1 `,Tn�2'i-2i6J;s �: D + H + 0.750.6Wa+0.751+0.75L MINW/D -L37'1AILOOA,zG.i1437J% 5-1115'}.'7: O.6D+H+0.6Wb MAX W/ D. 1.05 ={,0:00? 4z'L05rtc°. T„195i'w- D+ H+ 0.75(0.6W.)+0.751+0.75Lr MIN W/Do -L39 `:'a`U:OO�,i' Wll1 9,P!". ?'It;=1193.'?„> 0.61)+H+0.6Wb ' Hx4w MIN/MAX r MAXW/D . '1s37:,A-u'`- O:OU' L37 •}`c}.'°:1575.y' OLEO. H+0.6Wb 110 MINW/D :7`OAO' - .,ODO; "X' 0.04 V�0AV4'tM 0.6-0.14SDSD+H+0.70. E1 146 MAXW/Do w-1.3041' VODr:l 1.39 '.4' .1s333_�x OAD+H+0.6Wb 110 MINW/00�0'A2`-i'; OA'0?,';';1 0.02 tiWj 0.61)+H+0.6Wb, 146 • V MIN/MAX ' MAX 1113 ''i6V46,;5 1 i5.17i0AQ`4w',. OAfi�ili: 3.21 D+H+L 3 MIN W/D :1;:`timmk.KODO�.u:V'k-L09✓� •L71 I 0.6D+H+0.6Wc 111 - MAXW/Do.•_�..x. iFwD'A2,:y' .2.90 D+N+L 3 ' MIN W/Do GJ'-l:l :%.'T0:00`.15lf-['51L1 -L91 I 0.6D+H+0.6Wc 131 _. _ 161329 EW 1/4 MATERIALS AND ALLOWABLE STRESSES: SHEET OF - SOIL. BEARING CAP: 1.5 KSF Date: 8/28/16 WIDTH INCREASE: 0% PER FOOT IN EXCESS OF V JOB NO: IW29 DEPTH INCREASE: 0% PER FOOT IN EXCESS OF V EW 2/4 CONCRETE: rc - 2.5 KSI @ 28 DAYS REINFORCING: Fs = 20.0 KSI WT= 0.15 KCF ALTERNATE CONCRETE DESIGN CONSTANTS: N= 10 • J. 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) SLAB: WEIGHT OF SLAB TO RESIST UPLIFT: • SLAB r,4, F­AtxT/2xJ/I2 0.600 K- FT SLAB Wr 0.075 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr/ WT) 4.00 FT EFFECTIVE SLAB WEIGHT = WIDTH x Wt = 0.300 K ILF 11 It • FOOTINGS & THICKENED OSILAIP%,Fboj, �E ENDWALL I E B, UA Aft,41 UPLIFT: COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: FOOTING WT= Wf - 0.450 KUF SLAB WT= Ws 0.300 KLF TOTALVvT-Wf+Ws- 0.750 KEY • :NDWALLMrD133%xFsxTOPAsx(d-2n)xj/12. 13.20 K -FT FFECnVEEN WALLL=SQRT(2.M,/VM= 5.93 FT FOR 2 -SIDES -TOTAL WT - 2 x Lx TOTAL VV`r 8.90 K AT INTERIOR & CORNER W/ RETURN FORS -SIDE -TOTAL WT= Lx TOTAL WT= 4.45 K AT CORNTER AVAILABLE FOOTING WT THIS LOCATION 4.45 X0.60 2.67 K MAXIMUM UPLIFT - 1.91 K ff ? _1.x BEARING: SOIL PRESSURE: INCREASE FOR WIDTH= 0% INCREASE FOR DEPTH - 0% ALLOWABLE SP = 1.50 KSF • EFFECTIVE LENGTH OF FOOTING FROM POST BASE Mr - BOTTOM Asx Fsx)x(D-3")/12 = 12.60 K -Fr L- SQRT(2xMr/W) - 3.35 FT EACH SIDE BEARING CAP = SP x B/12 2.25 - KLF FOR 2 -SI DES-TOTALY0.2x LxTOTALWr= 15.06 K AT INTERIOR& CORNER W1 RETURN FOR 1 -SIDE -TOTAL WT= Lx TOTAL Vrr 7.53 K AT CORNTER AVAILABLE THIS LOCATION = 7.53 K MAX VERTICAL LOAD = 3.21 K _TIES TOSLAG MAX H (CORNERS) = 1.09 K MIN Z (INTERIOR) 0.00 K • FOR 909 CORNER TIE REQUIRED As = O.OS SQ. IN. • FOR 04 TOTAL OF 1 As 0.20 FOR 459 HAIRPIN REQUIRED As= NA ' SO, IN. ♦ FOR #4 TOTALOF 1 - As - 0.20 IAA -A%' RWID SPREAD FOR SLABU5 EVENA FEET TOTAL REQUIRED HAIRP NGTH = NA FEET • LRFD ANCHORAGE DESIGN It MINIMAX MAX W/ OR cg -6:11Z! om LAD MIN W/ Dg 0-001�,nmliow _1a fl­3r-,vl LAD MAX W/ Do 0.00 LAD MIN W/ Do 0.00 LAID EW 2/4 ANCHOR BOLT DESIGN - AC1318-05. APPENDIX D fc= 251X1 PSI f= tomo -.n am. -I SDC"C" OR ABOVE Y SHEAR ANGLE AREA: 0 SQ. IN. CONCRETE Hsa - 0.00 K STEEL Hsa = 0.00 K SHEET " OF_ Dale: B/2B/16 JOB NO: 16029 BOLT HEAD TYPES 0NONE L -BOL 1 SQUAREHEAD 2 HEAVY SQUARE 3 HEX HEAD 4 HEAVY HEX A) TENSION ON BOLT GROUP .. _ 1) STEEL STRENGTH (.ON.) dr=0.75 ' ON. = 58116 Ib = 50.12 K X21 CONCRETE BREAKOUT d' = 0.7S EDGE ADJUSTED hef = 9.33 IN 1.5 Xhef= 14 IN BLOCK B= 18 IN BLOCK D= 33 IN Aa- 594 SQ. IN. .. ..-... Aim= 784 SQ. IN. . - A� m n ANco Wec,N- 1.00 CONCENTRIC CONNECTION Wed,N: ca,min= 55 IN 1.5 X hef = 15 IN Wed,N= 0.01 Wc,N- 1.00 CONCRETE LIKELY TO CRACK Wcp,N: 1.00 CAST IN PLACE ANCHORS Nb - 34217 Ib kc = 24 FOR CIP ¢Ncbg- 15749 Ib = 15.75 K 3) CONCRETE PULLOUT d,= 0.70 ' Wc,P- 1.00 CONCRETE LIKELY TO CRACK Np: eh= 3.000 FOR L -BOLTS Np - 5062.50 FOR HEADED BOLTS Np - 0.00 _ ,bNpn = 14175 Ib = 14.18 K 4) CONCRETE SIDE -FACE BLOWOUT FOR L -BOLTS dtNsb = N/A , HOR HEADED BOLTS: 0.4 hef - 4.00 IN ca,min- 55 IN 4,Nsb- N/A B) SHEAR ON BOLT GROUP 1) STEEL SHEAR b 0.65 ` .bNsa= 30220 Ib 30.22 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE dt= 0.75 Wec,N- 1.00 CONCENTRICCONNECTION , Wc,V= 1.25 CONCRETE LIKELY TO CRACK Hl DIRECTION Sl - 550 H2 DIRECTION c,l = 14.00 s 1.5 X51= 21.00 0 15X51= 8.25 GOVERNS: 550 GOVERNS: 8.25 Ah= 66150 SO, IN. Ate= 361.06 SQ. IN. Ate,= 882.00 SO, IN. A-- 882.00 SO. IN. - Air--nAVco O Air -n AVco D� Kms. .y Wed,V - 0.78 Wed,V = 1.00 Hl SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN le= 6.00 IN Vb- 24066 Ib = 24.07 K Vb- 5926 Ib = 5.93 K 4,Vcbg- 13.17 K cbVcbg= 2.27 K GROUP OVcbg - 26.35 K GROUP OVcbg - 9.10 K S 16029 EW 3/4 3) BREAKOUT FOR ANCHOR GROUP Hl DIRECTION c;, = 19.00 St= 5.50 15 K c;, = 28.50 GOVERNS: 550 A== 741.00 SQ. IN. A-= 162450 SQ, IN. A�-n AV-', OK3``t Wed,V = 0.76y Hl SINGLE ANCHOR SHEAR STRENGTH le. 6.00 IN Vb= 38049 Ib = 38.05 K GROUP mVcbg= 1233 K 4) BLOWOUT FOR ANCHOR GROUP FOR L -BOLTS ONSb= N/A NOR HEADED BOLTS: D.hef = 4.00 IN ca,min= 55 IN 4,Nsb c N/A 5) PRYOUT STRENGTH FOR GROUP 4- 0.70 kcp = 2.00 Ncbg= 20999 LB SEE TENSION ABOVE Q,Vcpg = 29398 Ib = 29.40 K TENSION SUMMARY: STEEL STRENGTH 58.12 EMBEDMENT STRENGTH .BREAKOUT: bNcbg= 15.75 EMBEDMENT STRENGTH - PULLOUT: 4Npn= 14.18 EMBEDMENT STRENGTH - BLOWOUT: Nsb= N A 51 GOVERNING mNn = 14.18 �• C) INTERACTION SEISMIC., 0.2,bNn= 2.84 0.2 4)Vnx= 2.47 ]sBSa� 0.2 dtVnY = 1.73 130,�ej, H2 DIRECTION c;t = 10.50 SHEET POF _ c„ v 14.00 Date: e/2g/16 1S K c., v 15.75 108 NO: 00000 GOVERNS: 14.00 AR= 364.88 SQ. IN. • A_ - 496.13 SQ, IN. A.,x r_..,.....r, Wed,V v 0.80 H2 SINGLE ANCHOR SHEAR STRENGTH le- 6.00 IN Vb= 15631 Ib 15.63 K GROUP (bVcbg= 8.67 K F FOR ANCHORS NEAREST EDGE FOR FULL GROUP .NT STRENGTH - BLOWOUT: ansa ,�Vcbg v 26.35 9.10 mVcbg = 12.33 8.67 c�Vsb= N/A N/A d,Vcoe = 29.40 29.40 GOVERNING d)Vnx a IL33 GOVERNING oVny v 8.67 LOAD CASE SEISMIC VV u Vz 0.2 Vnx V 0.2 Vn Nu 0.2 Nn Vu Vnx V Vn Nu Nn I <9OK 1.2D+1.OWe+f1L+LfiH+0.5Lr N 1.89 0.00 0.00 0.76 0.00 0.00 0.00 0.00 0.00 0.00 0.91)+ 1.OWb+ 1.6H N •2.29 0.00 •1.99 0.93 0.00 0.94 0.00 0.00 0.00 0.00 1.2U+1.OWa+f1L+L6H+O.SLr N 1.84 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.91) + 1.OWb + 1.6H N -2.32 0.00 -2.27 0.94 0.00 1.07 0.00 0.00 0.16 0.16 1.413 N 0.11 0.00 0.00 0.05 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.41) N 0.11 0.00 0.00 0.05 0.00 0.00 0.00 0.00 0.00 0.00 OK j 1.41) N 0.06 0.00 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.413 N 0.06 0.00N-2.95 0.02 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.91)+1.OWb+1.6H N 0.11 0.00 0.05 0.00 0.94 0.00 0.00 0.00 0.00 OK 0.9 2SDS D+ (L Ef + 1.6H Y 0.11 0.00 0.06 0.D0 0.00 0.00 0.00 0.00 0.00 OK 0.91)+1.OWb+1.6H N 0.06 0.00 0.02 O.DO 1.07 0.00 0.00 0.16 0.16 OK / 0.9-0.25DSD+(1, Ef+1.6H Y - 0.06 0.00 0.03 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.213+1.6Lr+ 1.6H+ OSW N •2.29 0.00 0.93 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.9D+ 1.DWc♦ 1.6H N 0.06 0.00 0.03 0.00 1.39 0.00 0.00 0.21 0.21 OK 1.2D+1.6Lr+1.6H ♦OSW N •2.32 0.00 0.94 0.00 0.00 0.00 0.00 0.00 O.OD OK 0.91)+ 1.0Wc+ 1.6H N 0.03 0.00 -3.23 0.01 0.00 152 0.00 0.00 0.23 0.23 OK 00000 EW 4/4 I CRANDALL ENGINEERING .0 5448 Merrill Mill Road Mariposa, 95338 MANUFACTURER: BUTLER BUILDING NO: 16-019178 BUILDING LINE: IC CLIENT: NVBS LOCATION: BUTTE CO JOB NO: 16029 SHEET OE STEEL BUILDING FOUNDATION DESIGN JOB NO: 16M9 16029 Date: 429 P & B ENDWALL COL WITH SLAB V13.5.1 Mx Ht V DEAD LOAD I D 0.0 0.73 COUATERAL LOADS CR 0.0 0.61 Gravity Co1 0.0 1 juptift MATERIAL/EARTH I H I0.0 LIVE LOAD I L I 1 0.0 ASD FOUNDATION DESIGN COLUMN LOCATION CORNER ] INTERION 2 CORNER W/ SAME @SIDE 3 USE LOCATION: 2 WIND ADJUST= 1.00 SNOW ©-®- 0.00 0.00,w:`rppp+';,p6 It. 0.50 12= 0.20 Se1sMc5m= 0.53 MIN Ht Ee Redundancy p= 1.00(Set W 1.0 if Included In Mfr's calx) D. ASD FOUNDATION DESIGN COLUMN LOCATION CORNER ] INTERION 2 CORNER W/ SAME @SIDE 3 USE LOCATION: 2 WIND ADJUST= 1.00 Eb 0.00 0.00,w:`rppp+';,p6 It. 0.50 12= 0.20 Se1sMc5m= 0.53 MIN Ht Ee Redundancy p= 1.00(Set W 1.0 if Included In Mfr's calx) D. 2.50 /p= 1.92 FOR ANCHOR DESIGN CRITICAL SERVICE LOADS Eh --0.004ri'.Y•--0.00't^, Ma ON- ', -0.76 MIN V Hx Ha Hx-JHS v I Dg- F.- Do 0.00 0.00 1 DAO 0.73 H 1 0.00 1 0.00 1 0.00 1 0.00 L 1 0.00 1 0.00 1 0.00 1 0.00 Lr I OM I OMD I 0.00 1 4.08 Se 0.00 P"0m,. '..'koxi0'.( ^'0.0b MAX Hx Sb 0.00 w':`>0.00+' i' 44i0:00± -I. A§ 0:00oS� MIN Hx Sc .'ad0:00?'Y'.. :^cr.: 0:00:t:f450:00•+ MOD MAXV Sd ''. 1.0.00'Es "(:"^:0.00 :s :A0.00..s.' 0.00 MIN V ADJUSTED x 1.00 We 0.00 "''>'3'AB•�'.:`. !9i38:+{r: ;-0:10,--MAX Hx Wb O.OD ,A'948'•«_'�'!';+.3:48.eC.P4:30;7<MIN Hx } We 's'.'U;0-0D�"+sif 3AB 7*3:68, ;,V'=7.10»?'MAXW Wd e�,16.00P> 4 -3.14 a:i-&14*. .�-0:30:.: MIN Ht We •4. 1.O:dO.:s^';.�:-`3.485`:$ 3.48 a�416,MAXH Wf rI 0:0()Z :fi.;-_DAO;- 0.00 t'-255:?;f MIN W ,Zj!,0.0,.'f LL vi10.00�+.y. �h 50:UDh:'• 1.17 MAXV Wh %;O:fID#- ^w'O:OO:M+.`-UO:OOi?. -5.51 MIN V Ea 0.00 x:"40:04:1�!,-,'0.04:+1 x'0.60;' MAX Hx Eb 0.00 0.00,w:`rppp+';,p6 MINH. Ec 1jC;,Dm4°: 0.00 :;Y;0.04�-, 1?,'O.0::'' MAX Ht Ed 2 f4 OWPI` t -MO7 S-40:04'* Vs 46(),.; MIN Ht Ee T2s X0.00`'--.;%? i'.x�"zO:Od ;c 0.04 *-V.'FO�Or MAX H Ef $+ ., (0:00` q,k•;.'W.OD'i*J. MOD 1 WOAO MIN H E ,k'¢>U.00??iti::% $ 9DA4 'i' 00:04:-H 0.76 MAX V Eh --0.004ri'.Y•--0.00't^, Ma ON- ', -0.76 MIN V Hx-IsHt MIN MAX MAX W/ DS :-IOAO *: Ut 2',00 ?�j 209 ;•.xL'c-1:12',+i'I' O.Ha0.6Wa 13 MINW/Dg 0:00 w0:00,1-11 0.00 C 134•"";::,'. D I MAX W/0..&�U:OOtr ap 2'-09c:+ 2-09 JV'rt-2.73--.,jD. H. O.6We13 MIN W1 Do a0.00.„, 0:00'...,.0-00 �,;1J3r��'$ D. HaO.6Wa 1 16029 EW 1/4 MATERIALS AND ALLOWABLE STRESSES: SHEETV`� OF_ SOIL: BEARING CAP: 15 KSF MM: 8/28/16 WIDTH INCREASE: MA PER FOOT IN EXCESS OF 1' JOB NO: 16029 DEPTH INCREASE: 0% PER FOOT IN EXCESS OF V EW 2/4 CONCRETE: fc- 2S KSI @28 DAYS REINFORCING: Fs=, 20.0 KSI 13.20 K -FT - WT= 0.15 KCF EFFECTIVE ENDWALL L-SQRT(2 x Mr/Wn- ALTERNATE CONCRETE DESIGN CONSTANTS: N = 10 " 1= 0.9 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) ✓+ sr SLAB: ';'"R `. FOR 1 -SIDE -TOTAL WT= Lx TOTAL WT= ISLABTHIIXNESS ^"�' T-•6 INCHES �}�.5 -- 'v'�f�f's? ATCORNTER AVAILABLE FOOTING WT THIS LOCATION = 8.90 X 0.60 WEIGHT OF SLAB TO RESIST UPLIFT: ' SLAB Mr = Fs x As x T/2 x 1/12 = 0.600 K- FT MAXIMUM UPLIFT= 2.87 KOKj SLAB WT= 0.075 KSF r.. EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT) 4.00 FT 0% EFFECTIVE SLAB WEIGHT = WIDTH x Wt - 0.300 K/LF INCREASE FOR DEPTH = FOOTINGS & THIIXENED SLAB EDGE: ...,_,._�.. .. __...-_._.._._-. ......._. ____._,,..�..e�.,•zrz�a.^:e:n±nvcc:r��a*r�...�:»xFwct•r.•vv!s, c-.rc•;,r.cs--+s......_:�r•xtic� N ; ' Yfif ii .�: _. UPLIFT: COMBINED WEIGHT OF PERMTTER AND SLAB TO RESIST UPLIFT: FOOTING WT= Wf - 0.450 KLF SLAB WT= Ws= 0.300 KLF TOTALWT-Wf+Ws- 0.750 KLF ENDWALLMr=133%xF5 xTOPAsx(d.2")xj/12= 13.20 K -FT EFFECTIVE ENDWALL L-SQRT(2 x Mr/Wn- 5.93 FT FOR 2 -SIDES -TOTAL WT=2x Lx TOTALWT= 8.90 K AT INTERIOR&CORNER W/ RETURN FOR 1 -SIDE -TOTAL WT= Lx TOTAL WT= 4.45 K ATCORNTER AVAILABLE FOOTING WT THIS LOCATION = 8.90 X 0.60 �'' 5.34 K MAXIMUM UPLIFT= 2.87 KOKj r f BEARING: SOIL PRESSURE: INCREASE FOR WIDTH= 0% INCREASE FOR DEPTH = 0% ALLOWABLE SP= 1.50 KSF EFFECNVE LENGTH OF FOOTING FROM POST BASE Mr - BOTTOM As x Fs xj x (D-3')/12 = 12.60 K -FT L- SQRT(2x Mr/W) - 3.35 FT EACH SIDE • -BEARING CAP - SP x 6/12 = 2.25 KLF - - FOR 2 -SIDES -TOTAL WT '2 x L x TOTAL WT= 15.06 K AT INTERIOR & CORNER W/ RETURN FOR1-SIDE-TOTALWT- Lx TOTALWT- - 753 K ATCORNTER - AVAILABLE THIS LOCATION= 15.06 K MAX VERTICAL LOAD- 5.42 K r OK-yj�. - �•- TIES TOSLAB MAX H (CORNERS) = 0.00 K MIN Z(INTERIOR)- 2.09 K FOR 909 CORNER TIE REQUIRED = 0.00 SQ. IN. O FOR R4 TOTAL OF 1As= 0.20- FOR 459 HAIRPIN REQUIRED As= 0.074 SQ. IN. FOR 44 TOTAL OF 1 -> As = 0.20;;OK6, REQ -0 SPREAD FOR SLAB STEEL 0.8 FEET TOTAL REQUIRED HAIRPIN LENGTH =•\ 1.11 FEET LRFD ANCHORAGE DESIGN 52 55 52 55 EW 2/4 ANCHOR BOLT DESIGN _ AC1318.05. APPENDIX D fc- 2500 PSI I -- SDC "C" OR ABOVE Y SHEAR ANGLE AREA: 0 SQ, IN. CONCRETE Hsa - 0.00 K ----- _._..__._._.._.....__..._ STEEL Hsa = 0.00 K t i 1 j ( i t - A) TENSION ON BOLT GROUP _....-... _...._._.__........... .--.... _.__ .......................... 2) STEEL STRENGTH(ONn) m=0.75 I� SHEk! OF_ 2) CONCRETE BREAKOUT = 0.75 EDGE ADJUSTED hef = 858 IN Date: 8128116 1.5 Xhef- 12.875 IN JOB NO: 16029 BLOCK B= 24 IN BLOCK D= 30.75 IN BOLT HEAD TYPES A,,, = 738 SO. IN. 0 NONE L -BOL A- 663.063 SO. IN. HEAD Wec,N- 1.00 CONCENTRIC CONNECTION 2 HEAW SOUARE �r+q :y�`.f, IN - 3 HEX HEAD Wed,N = 0.82 4 HEAW HE% SHEAR ANGLE AREA: 0 SQ, IN. CONCRETE Hsa - 0.00 K ----- _._..__._._.._.....__..._ STEEL Hsa = 0.00 K t i 1 j ( i t - A) TENSION ON BOLT GROUP _....-... _...._._.__........... .--.... _.__ .......................... 2) STEEL STRENGTH(ONn) m=0.75 d,Nsa= 58116 Ib = 58.12 K 2) CONCRETE BREAKOUT = 0.75 EDGE ADJUSTED hef = 858 IN 1.5 Xhef- 12.875 IN _ BLOCK B= 24 IN BLOCK D= 30.75 IN A,,, = 738 SO. IN. A- 663.063 SO. IN. - Ae, m n ANcokrm,A,OK:,7 Wec,N- 1.00 CONCENTRIC CONNECTION • Wed,N: ca,.In= 6.125 IN 1.5 X hef= 15 IN - Wed,N = 0.82 Wc,N= 1.00 CONCRETE LIKELY TO CRACK Wcp,N: 1.00 CAST IN PLACE ANCHORS - Nb= 30176 Ib kc = 24 FOR CIP ONcbg = 20719 Ib = 20.72 K 3) CONCRETE PULLOUT d' = 0.70 Wc,P- 1.00 CONCRETE LIKELY TO CRACK ' Np: eh = 3.000 • FOR L -BOLTS Np - 506250 • FOR HEADED BOLTS Np - 0.00 .bNpn= 14175 Ib = 14.18 K . 4) CONCRETE SIDE -FACE BLOWOUT FOR L -BOLTS 4,Nsb - N/A. HOR HEADED BOLTS: 0.4 hef - 4.00 IN ` ca,m)n - 6.125 IN bftb - N/A B) SHEAR ON BOLT GROUP _ 1) STEEL SHEAR df = 0.65 ON.- 30220 It, = 30.22 K � 2) BREAKOUT FOR ANCHORS NEAREST EDGE m= 0.75 Wec,N- 1.00 CONCENTRIC CONNECTION - ' Wc,V- 1.25 CONCRETE LIKELY TO CRACK Hl DIRECTION cu = 6.13 H2 DIRECTION S, = 24.00 -• - - - • + •- - 15 % q, = 36.00 - ... _ 0 15 X C., 9.19 GOVERNS: 6.13 • GOVERNS: 9.19 A,„= 1696.50 SO. IN. A• 541.79 SO, IN. A-= 2592.00 SO. IN. - A-= 2592.00 SO. IN. A. c=n AVcoWu- OK," A,.,<=n AVco '• 'fOKY,•xi ..., Wed,V - 0.75 Wed,V = 1.00 * - HI SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN le= 6.00 IN Vb= 54017 Ib 54.02 K Vb- 6964 Ib = 6.96 K • bVcbg- 24.89 K mVcbg- 136 K • GROUP 4,Vcbg = 49.79 K GROUP 4,Vcbg - 5.46 K 1®29 EW 3/4 31 BREAKOUT FOR ANCHOR GROUP 1L13 HI DIRECTION i„= 29.OD 24.00 c,= 6.13 16.69 15 X c;:1 = 4350 16.69 GOVERNS: 6.13 EMBEDMENT STRENGTH -BLOWOUT: A,,,= 1584.13 SQ. IN. N/A A-= 378450 SO, IN. OVcpg= 38.68 Wed,V = 0.81 Wed,V - 0.74 (: 20.90 HI SINGLE ANCHOR SHEAR STRENGTH GOVERNING 4,V.V= le= 6.00 IN 17.05 K Vb- 71749 Ib 71.75 K GROUP.bVcbg- 20.90 K 4) BLOWOUT FOR ANCHOR GROUP FOR L -BOLTS b%b - N/A HOR HEADED BOLTS: 0.4 hef = 4.00 IN ca,min= 6.125 IN ,bNsb = N/A 5) PRYOUT STRENGTH FOR GROUP = 0.70 kcp - 2.00 Ncbg - 27625 LB SEE TENSION ABOVE ,bVcpg= 38675 Ib 38.68 K TENSION SUMMARY: STEELSTRENGTH dtNsa= 58.12 EMBEDMENT STRENGTH - BREAKOUT: ONcbg= 20.72 EMBEDMENT STRENGTH •PULLOUT: bNpn= 14.18 EMBEDMENT STRENGTH -BLOWOUT: d,Nsb= N/A 31 GOVERNING iONn= 14.18 r C) INTERACTION SSEISNIICI,*".- 0.2ONn= 2.84 0.2 oVnx = 4.18 _c y•'�3'!13` +' 7L 0.24,Vny= 1.09 U:82 H2 DIRECTION c'.�= 1L13 c,r= 24.00 15 X c;r= 16.69 GOVERNS: 16.69 A,.,= 426.92 SQ. IN. EMBEDMENT STRENGTH -BLOWOUT: A- = 556.95 SQ. IN. N/A ArtrnAVco' OVcpg= 38.68 Wed,V = 0.81 H2 SINGLE ANCHOR SHEAR STRENGTH (: 20.90 le- 6.00 IN GOVERNING 4,V.V= Vb= 17048 It, = 17.05 K GROUP,bVcbg= 9.92 K SHEET �OF_ Date: 8/28/16 JOB NO: ODOOD STEEL STRENGTH d Nsa = 30.22 30.22 BREAKOUT FOR ANCHORS NEAREST EDGE 4,Vcbg = 49.79 5.46 BREKOUT FOR FULL GROUP 4Wcbg = 20.90 9.92 EMBEDMENT STRENGTH -BLOWOUT: OVsb= N/A N/A _EMBEDMENT STRENGTH - PRYOUF OVcpg= 38.68 38.68 GOVERNING mVnx- (: 20.90 GOVERNING 4,V.V= 5.46 LOAD CASE SEISMIC Vx V Nu Vx/0.2(bVnx V 0.2 Vny Nu 0.2 ibNn Vu Vnx Vu Vn Nu Nn 1 c1.2t, 1.41) N - 0.00 MOD 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.41) N 0.00 0.00 0.00 0.00 0.00 0.00 - 0.00 0.00 0.00 0.00 OK ` 1.41) N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.40 N 0.00 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00 OK 1.ID+1.OWa4f1L-0.4 +1.6H+O.SLr N 0.00 3.48 5 0.00 3 3.1919 0.21 0.00 0.64 0.00 0.64 OK 1.21)+1.OWd+Ill. +1.6H+0.5U N 0.00 •3.14 -0.85 0.00 2.88 0.40 0.00 0.58 0.00 058 OK 1.21)+1.OWa+f1L+1.6H+05Lr N 0.00 3.48 -1.18 0.00 3.19 0.56 0.00 0.64 0.00 0.64 OK 1.21)+ 1.OWd+ f1L+ 1.6H+ 0.51.r N 0.00 -3.14 -1.58 0.00 2.88 0.74 0.00 0.58 0.00 0.58 OK 1.2D+1.OWa+f1L+1.6H+0.5Lr N 0.00 '3:48 -0.45 0:00 - 3:19 0.21 0.00 '0.64 0.00 0.64 -OK' 1.4D N 0.00 0.00 0.00 MOD 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.20+1.OWa+f1L+1.6H+O.SU N 0.00 3.48• 0.00 3.19 056 0.00 0.64 0.64 OK ' 1.40 N 0.00 0.00 0.00.00 Moo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK lm2D+ lafiLr+ 1.6m+o.swg N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.91)+ 1.OWh+ 1.6H N 0.00 0.00 •4.30 0.00 0.00 2.02 0.00 0.00 0.30 0.30 OK 1.20+1.6Lr+1.6H+05W N 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 0.91) + 1.0Wh + 1.6H N 0.00 • 0.00 4.85 0.00 0.00 2.28 0.00 0.00 0.34 0.34 OK 00000 EW 4/4 D/T M3 6ZD91 • f , • - ` N91530 NOLLtlONnod OsV ANI W 8D'P,HE'O;CI!nR.',0071'Iw<-:F"�-'H6-'P:;'7:e: 43 83 ^. 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SOtl01 ONIM f 50'0 05'E- • ' f 95 ANIW 00'0 :1y00'0+:ii...(fDY1;J:y?'J ?.yar0jjj�`. P5 55 nxtlw 00.0 r,OTO?I'*VOD-O4na.x;:aooPt; os Ds XH NIW S-OO'OiAe..,-9OD*Ot` I,;_ti00'O:ti 00'0 q5 - as wo-O - XHXtlW wZOo'0p, .3kpxo ".�:1%:00'Ou:tS 00'0 DS ZS •. Ts - S Sam MO25 On HE -0 00.0SE-0 xl OD'Z OV 8E'O 11 Otlol doom ' •aro 00.0 00'0 00'0 1 l OVol 3An ' 0'0 WO 00.0 00'0 00.0 H -• H H.Lu tlltl3ltlW - 0'0 DO'0 00'0 OPo DO'0 o0 ylldn 0'0 03 ' SCO 80'0 00'0 80'0 0 111AW91 _-TE-0 00 00'0 sOMo11n831%MO3 ,. A AI(-XN LI XH ' SOVO1301AUS IV31JJ95 DD'0 0'0 1 0000 O 5tl01 GV30 • - A xH XH N91S30 WHJNV Vol Z6'T =d/ O5'Z ='O (nm vivy ul papnpul110'T 011as) On =d Aa..punpatl H3 f117 dnNtlW tl3d SNOU3V30 OVOI ONIO11081 W ES'O =mSal.11as ' - oZ'O =t1 0%'0 '=11 • 00'T =1sOfov ONIM 6ZO9T :ON HOf , OJ 311fIB :NOLLll001 [ :NOLL7JOl 35f1 S9AN :1703130 E 3015.3Wtls/M tl3Ntl03 - Z tlOItl3Wl VT3NIl Maims 1 tl3NHOD 94161"1:ON Wows NOLLVDOI NWOIOO 831U19:V3Hni3vjnNvw ' MS HIIM 10311dMaN3 9 2 d T'S'EIA scese 'esodlieLm 6ZO9T :ON 90f NDIM NouvaNnod 9NIa11f181MIS peon 111W 111L0w gobs 9LE'TT9ZD . .a100 -do "�N12l33NI�N3lltlONV2lD �� 133111 I _ MATERIALS AND ALLOWABLE STRESSES: SHEET \Lf OF_ SOIL: BEARING CAP: 1.5 KSF Date: 8/29/16 WIDTH INCREASE: 0% PER FOOT IN EXCESS OF V JOB NO: 16029 DEPTH INCREASE: 0% PER FOOT IN EXCESS OF V EW 2/4 CONCRETE fa= 25 KSI @ 28 DAYS REINFORCING: Fs= 20.0 KSI WT= 0.15 KCF ALTERNATE CONCRETE DESIGN CONSTANTS: N- 10 J. 09 (ASSUMED FOR APPROXIMATE MR CALCULATIONS( //�• SLAB:' - I;c�c.,.��a��.REINWRCING�;ri4: �85y.��:,: @118?TIN OG-.tr�'.v:frd ..r:.:��Ai,.•,r., 0133,<.,_ SQ IN,/_FT;:c....r.. r^r:7-.:u?, WEIGHT OF SLAB TO RESIST UPLIFT: SLAB Mr = Fs x As T/2 x 1/12 = 0.600 K. FT _ SLAB WT= 0.075 KSF EFFECTIVE SLAB WIDTH = SQRT( 2 x Mr / WT( 4.00 FT ' EFFECTIVE STAB WEIGHT WIDTH Wt 0.300 K/LF F'�,r✓ n: FOOTINGS & THICILENED SLAB EDGE P iENDWALLPERIMEfER•FOOTING`/THI[KENED`SlAB UPLIFT: COMBINED WEIGHT OF PERMFTER AND SLAB TO RESIST UPLIFT: FOOTING WT= Wf - 0.450 KLF SLAB WT= Ws= 0.300 KLF TOTALWT-Wf4Ws 0.750 KLF - ENDWALLMr-133%xFsxTOPAsx(d-2"(xj/12= 13.20 K -FT EFFECNVEENDWALLL-SQRT12x Mr/WT(=. 5.93 FT W FOR 2-51DES-TOTAL T = 2 x Lx TOTAL WT= 8.90 K AT INTE0.10R ORNER W/ RETURN FOR 1 -SIDE -TOTAL WT= Lx TOTAL WT= 4.45 K AT COR AVAILABLE FOOTING WT THIS LOCATION= 4.45 X0.60 K N.......- -_.._. MAXIMUM UPLIFT= 1.66 K •_ �'4.OR"'+!:y BEARING: SOIL PRESSURE: INCREASE FOR WIDTH= 0% INCREASE FOR DEPTH = 0% ALLOWABLE SP= 1.50 KSF EFFECTIVE LENGTH OF FOOTING FROM POST BASE Mr - BOTTOM Asx Fs x J x (D-3")/1.2 12.60 K -FT L- SQRT(2x Mr/W(= 3.35 FT EACH SIDE •BEARING CAP =SPx B/12-= 2.25 KLF FOR 2 -SIDES -TOTAL WT=2x Lx TOTAL WT= - 15.06 K AT INTERIOR & CORNER W/ RETURN FOR1.51DE-TOTALWT= Lx TOTALWT= 753 K AT CORNTER AVAILABLE THIS LOCATION= 7.53 K MAX VERTICAL LOAD= 3.15 K /. TIES TO SLAB MAX H (CORNERS( = 0.62 K MIN Z (INTERIOR) = 0.00 K FOR 909 CORNER TIE REQUIRED As= 0.04 SQ, IN.V/j FOR 94 TOTAL OF 1 As = 0.20 r� FOR 459 HAIRPIN REQUIRED As= NA SQ. IN. FOR R4 TOTAL OF 1 — As= 0.20 REQ'D SPREAD FOR SLAB STEEL= NA FEET TOTAL REQUIRED HAIRPIN LENGTH - NA FEET LRFD ANCHORAGE DESIGN EW 2/4 ANCHOR BOLT DESIGN - AC1318-05. APPENDIX D fc= 2500 PSI f=.= • ��)� SHEET OF_ SDC "C" OR ABOVE Y p"" Date: 8/29/16 SHEAR ANGLE AREA: 0 SQ. IN. CONCRETE H. = 0.00 K STEEL Hm= 0.00 K A) TENSION ON BOLT GROUP JOB NO: 16029 BOLY-H TYPES 1) STEEL STRENGTH)coNn) •. - 15Xq,- NONE (L -B L 46-- 1 SQUARE HEAD 2) CONCRETE BREAKOUT 2 HEAVY SQUARE 15 X hef= 3 HEX HEAD BLOCK B= 4 HEAVY HEX _ SHEAR ANGLE AREA: 0 SQ. IN. CONCRETE H. = 0.00 K STEEL Hm= 0.00 K A) TENSION ON BOLT GROUP 550 H2 DIRECTION q,= 1) STEEL STRENGTH)coNn) •. - 15Xq,- 0=0.75 4,%. - 58116 Ib 58.12 K - 2) CONCRETE BREAKOUT GOVERNS: dt= 0.75 EDGE ADJUSTED hef= ,9.33 IN 15 X hef= 14 IN BLOCK B= 18 IN BLOCK D- 33 IN _ Ate= 594 SQ, IN. - A„m= 784 SQ. IN. ' Wed,V - 0.78 A. c= n AN-MOK ' Wec,N - 1.00CONCENTRIC CONNECTION Wed,N: ca,min= S5 IN 1.5 X hef= 15 IN Wed,N= 0.81 Wc,N= 1.00 CONCRETE LIKELY TO CRACK • Wcp,N: 1.00 CAST IN PLACE ANCHORS • Nb, 34217 Ib kc= 24 FOR CIP 4iNcbg = 15749 Ib = 15.75 K 3) CONCRETE PULLOUT 4b- 0.70 Wc,P= 1.00 CONCRETE LIKELY TO CRACK Np: eh= 3.000 FOR L -BOLTS Np - 5062.50 FOR HEADED BOLTS Np - 0.00 4Mpn - 14175 Ib = 14.18 K 4) CONCRETE SIDE -FACE BLOWOUT FOR L -BOLTS 41Nsb= N/A NOR HEADED BOLTS: 0.4 hef = 4.00 IN c ,min= 5.5 IN bNsb = N/A B) SHEAR ON BOLT GROUP 1) STEEL SHEAR 4i= 0.65 $Ns2 - 30220 Ib 30.22 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE = 0.75 Wec,N- 1.00 CONCENTRIC CONNECTION WC,V- 1.25 CONCRETE LIKELY TO CRACK HI DIRECTION Ca- 550 H2 DIRECTION q,= 14.00 •. - 15Xq,- 21.00 r 0 15 Xq,- 8.25 GOVERNS: 550 GOVERNS: 8.25 AL - 66150 SQ, IN. Ate= 361.06 SQ. IN. A- -882.00 SQ. IN. A-= 882.00 SQ. IN. • As -n AVc.md A.- n AVC.LW_�UK+i ' Wed,V - 0.78 Wed,V - 1.00 HI SINGLE ANCHOR SHEAR STRENGTH H2 SINGLE ANCHOR SHEAR STRENGTH le = 6.00 IN le- 6.00 IN Vb- - 24066Ib = 24.07 K Vb- 5926 Ib 5.93 K d,Vcbg = 13.17 K - mVcbg = 2.27 K GROUP,bVcbg- 26.35 K GROUP oVcbg- 9.10 K 16029 -Z' EW 3/4 3) BREAKOUT FOR ANCHOR GROUP r Hl DIRECTION c'„ = 19.00 cn ` 550 15 X c.� 2850 GOVERNS: 550 Ate= 741.00 SQ. IN. A-= 1624.50 SQ. IN. Aw c= n AVcohOK;:. Wed,V - 0.76 Hl SINGLE ANCHOR SHEAR STRENGTH le- 6.00 IN Vb- 38049 Ib = 38.05 K GROUP mVcbg - 12.33 K 4) BLOWOUT FOR ANCHOR GROUP FOR M8OLT5 bNsb - N/A HOR HEADED BOLTS: 0.4 hef = 4.00 IN ca,min= 55 IN ,bNsb = N/A 5) PRYOUT STRENGTH FOR GROUP Q= 0.70 kcp = 2.00 Ncbg= 20999 LB SEE TENSION ABOVE OVcpg = 29398 Ib = 29.40 K TENSION SUMMARY: STEEL STRENGTH bNsa = 58.12 EMBEDMENT STRENGTH - BREAKOUT: bNcbg= 15.75 IS�. EMBEDMENT STRENGTH - PULLOUT: oNpn= 14.18 EMBEDMENT STRENGTH - BLOWOUT: bN,b= N/A GOVERNING 4)Nn= 14.18 ., C) INTERACTION SEIS(v11G 0.2,bNn= 2.84 ., V, 7113"?.F s:s'1585, 0.2 Onx = 0.2 bVny- 2.47 1.73 +`, H2 DIRECTION c;r= 1050 c 14.00 15 Xc;,= 15.75 GOVERNS: 14.00 Aa,= 364.88 SQ. IN. A-= 496.13 SQ. IN. Asp c= n AVcoTlX,; Wed,V = 0.80 H2 SINGLE ANCHOR SHEAR STRENGTH 1- 6.00 IN Vb- 15631 It, 15.63 K GROUP,OVcbg= 8.67 K F FOR ANCHORS NEAREST EDGE FOR FULL GROUP 'NT STRENGTH - BLOWOUT: SHEET L/ OF_ Date: 8/29/16 JOB NO: ODIXXI ,P.,. = u« au." ,oVcbg- 26.35 9.10 ,tVcbg- 12.33 8.67 ,oVsb- N/A N/A AVcoe= 29.40 29.40 GOVERNING 4Vnx- 12.33 GOVERNING 4)VnV v 8.67 aur�eR Date: 8/24/2016 16-019178-01 Reactions Report Time: 08:23 PM Page: 7 of 16 Wall: 4, Frame at: 20/0/0 Frame ID: Warehouse Clearspan #I Frame Type: Rigid Frame 5 is Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - llnfactared l nad Tvne at Frame Crnss Cpetinn- 2 Type Exterior Column Exterior Column Hrzleft X -Loc 0/0/0 60/0/0 Load Gridl -Grid2 f 2-D 2-A HrzOut Base Plate W x L (in.) 8 X 13 -' t. -8X13 Load Base Plate Thickness (in.) 0.375 0.375 Mom cw Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Load Column Base Elev. 100'-0" 100'-0" (-Hx) Load Ty Load Description Desc. Hx V Hx V Case D Material Dead Weight Frm 1.06 1.90 -1.06 1.86 . (Mzz) CG Collateral Load for GravityCases Frm 1.17 1.78 -1.17 1.78. 1> Live -Notional Right Frm 4.70 7.11 4.70 7.11 k <L Live -Notional Left Frm 4.70 7.11 4.70 7.11 2-D W 1> Wind Load, Case 1, Right Frm -8.78 -12.03 3.81 -8.28. . <Wl Wind Load, Case 1, Left Frm -3.80 -8.28 8.77 -12.03. W2> Wind Load, Case 2, Right Frm -6.88 -7.20 1.91 -3.44 4.62 <W2 Wind Load, Case 2, Left Frm -1.90 -3.44 6.87 -7.20 . 14 WPL Wind Load, 11 Ridge, Left Frm 4.62 -9.02 4.22 -11.29 WPR Wind Load, 11 Ridge, Right Frm -4.22 -11.29 4.62 -9.02 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm 1.43 0.80 4.02 -0.80 MW _Minimum Wind Load MW _ Minimum Wind Load _Frm_ Frm _ -4.03 -0.80 -1.42 0.80 CU Collateral Load for Wind Cases Frm - - L Roof Live Load Frm 4.70 7.11 4.70 7.11 F> Seismic Load, Right Frm -0.76 -0.42 -0.75 0.42 EG+ Vertical Seismic Effect, Additive Frm 0.31 0.47 -0.31 0.47 <E Seismic Load, Left Frm 0.76 0.42 0.75 -0.42 EG- Vertical Seismic Effect,Subtractive Frm -0.31 -0.47 0.31 -0.47 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on I st order structural analysis. do iato T naii Fartnr -1;M X -Loc Grid Hrzleft Load HrzRight Load Hrz In Load HrzOut Load Uplift Load VrtDown Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k (irk)in-k 0/0/0 2-D 4.63 13 6.93 1 - 6.08 13 10.78 1 60/0/0 2-A 6.93 1 4.62 14 6.10 14 10.75 1 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. ®// Date: 8/24/2016 BUTLER Manuf-taring 16-019178-01 Reactions Report Time: 08:23 PM Page: 13 of 16 Wall: 4, Frame at: 80/0/0 Frame ID:Warehouse Clearspan #I Frame Type:Rigid Frame Values shown are resisting forces ofthe foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactnred I nad Tvne at Frame Crnss Cectinn- 5 Type Exterior Column Exterior Column X -Loc 0/0/0 60/0/0 Gridl - Grid2 5-D 5-A Base Plate W x L (in.) 8 X 13 8 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Ty Load Description Desc. Hx Vy Hx V D Material Dead Weight Frm 1.06 1.90 -1.06 1.86 CG Collateral Load for Gravity Cases Frm 1.17 1.78 -1.17 1.78 L> Live - Notional Right Frm 4.70 7.i1 -4.70 7.11 <L Live -Notional Left Frm 4.70- 7.11 4.70 7.11 Wl> Wind Load, Case 1, Right Frm -8.78 -12.03 3.81 -8.28 <WI Wind Load, Case 1, Left Frm -3.80 -8.28 8.77 -12.03 W2> Wind Load, Case 2, Right Frm -6.88 -7.20 1.91 -3.44 <W2 Wind Load, Case 2, Left Frm -1.90 -3.44 6.87 -7.20 WPL Wind Load, II Ridge, Left Frm 4.62 -9.02 4.22 -11.29 WPR Wind Load, II Ridge, Right Frm 4.22 -11.29 4.62 -9.02 MW Minimum Wind Load Frm - - MW Minimum Wind Load Frm 1.43 0.80 4.02 -0.80 _ MW Minimum Wind Load _ Frm - -- - - MW Minimum Wind Load Frm _ -4.03 -0.80 _ 1.42 _ 7--0.-86-- 0.80_ CU Collateral Load for Wind Cases Frm - - - - L Roof Live Load Frm 4.70 7.11 4.70 7.11 E> Seismic Load, Right Frm -0.76 -0.42 -0.75 0.42 EG+ Vertical Seismic Effect, Additive Frm 0.31 0.47 -0.31 0.47 <E Seismic Load, Left Frm 0.76 0.42 0.75 -0.42 EG- Vertical Seismic Effe Subtractive Frm 1 -0.31 1 -0.47 1 0.31 1 -0.47 Maximum Combined Reactions Summarywith Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. Annronriate Load Factors must he annhed for desivn of fmmdatinns X -Loc Grid Hrz left Load Hrz Right I Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Casen k k k k k k in -k 0/0/0 5-D 4.63 13 6.93 1 6.08 13 10.78 1 60/0/0 5-A 6.93 1 4.62 14 6.10. 14 10.75 1 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. // VA iH 6Z091 A NIW 6800- -,:3 . LO'S ; I.00;0'. l -Y- Lwp-sc,� 43 A XVW 68.0--.r.LOT;'-1 C'rOO '. r' LORI„ -.-'-: 3 HNIW iii; 00'0''; 00'0 ;,00'0 H XVW i:ai6B;0-''.'. LO'T + AOA' ai "� ASD FOUNDATION DESIGN SHEET ri pF _ MATERIALS AND ALLOWABLE STRESSES: Date: 8/30/16 " SOIL BEARING CAP: 1.5 KSF JOB NO: 16029 WIDTH INCREASE: 0% PER FOOT IN EXCESS OF V DEPTH INCREASE: 0% PER F00T IN EXCESS OF 1' CONCRETE: fc= 2.5 KSI @ 28 DAYS REINFORCING: Fs= 20.0 KSI WT= 0.15 KCF ALTERNATE CONCRETE DESIGN CONSTANTS: N = 10.0 • J= 09 (ASSUMED FOR APPROXIMATE MR CALCULATIONS) SLAB: _ ' SLAB THICKNESS- - w rrZ F���.�..;,wt+,�-i���. rT �`�6�� INCHESr«- `'y„•" 1 kT��X•'H'�, �'R �pc. 'y�� ^2'x" ��. - ,'N;.: •2 �.....yw.F. 35 "G REINFORGNG�f.���4:::xrw a�:,@K�'•,�r183x?'. SIN {O.�.�Ta«r�r.�• �!?��i.,�013.?,� ��N.Y:FT .. �.ti ��1S'."1.,i:.�"ri + WEIGHT OF SLAB TO RESIST UPLIFT: • • SLABMr = Fsx AsxT/2x1/12 = 0.600 X. FT FOOTINGS & � � a • UPLIFT ON FOOTING: • WEIGHT: FOOTING= 6.19 K SLAB AT FOOTING = 1.50 - -r OVERBURDEN @120 - PCF = 0.15 - f PERIMETER FOOTING AND SLAB = 3.29 TOTAL DEAD WEIGHT= 11.12 X0.60= 6.67 K r + MAXIMUM FRAME UPLIFT= 6.08 K OK;w - _SOIL BEARING: MAXIMUM VERTICAL FOOTING LOAD= 10.79 K AREA 17.50 SQ. FT. INCREASE IN BEARING FOR WIDTH= 0% / • F INCREASE IN BEARING FOR DEPTH= 0% ✓// ALLOWABLE SOA PRESSURE= 1.50 KSF APPLIED SOL PRESSURE= 0.62 KSF + •wOK- ' I BENDING STRESSES IN CONCRETE AND REINFORCING: POSITIVE BENDING IN FOOTING CANTILEVER FOOTING LENGTH = L/2 = 2.50 FT • : POSITIVE MOMENT = SP x W x L"2/2 = 4.82 K•FT • P = 0.10% K = 0.1441 J= 0.9520 ` fs= 2.2 KSI Fs= 20.0 KSI^`OK°"L-? • - ' fc= 32 PSI F'c= 1125 - PSI �0 -'- - - - . NEGATIVE'BENDING'IN"FOOTING ----- MOMENT DUETOPERMITERFIG = 8.22 K -FT MOMENTOUETO FOOTING WT= 3.87 K -FT Y TOTAL NEG. MOMENT=- 12.08 K -FT P = 0.1096 K = 0.1456 1= 0.9515 ft= 5.6 KSI Fs = 20 KSI 1K � 3 fc- 74 PSI F'c- 1125 PSI OK; HAIRPIN/ FRAME TIE - ANGLE ATTO SIDEWALL= 45 DEG - - ` MAX. TENSION TO SLAB= 6.93 K / REQ'D As= 0.49 SQ IN TOTAL= 0.25 SQIN/EASIDE PROVIDEDSTEEL: RS TOTAL 1 As= 0.31 SQ IN/EASIDE -'r.' 0 V REQ'D SPREAD FOR HAIRPIN= 2 FEET/EASIDE TOTAL REQUIRED HAIRPIN LENGTH= . ••, .67 FEET 16029 RF 2/4 JOB NO: - 16029 ;..IhMIN/MAX - - j . MAX W/ D _ Mo •3i12g0.00 33:12-'fffi:: /,'#5'.15sf::'� - L40 .1. /MINW D i7--W12'F',.�x 0.00 . 64WI ,P6 i � 5:1SW 14D - a MAX W 0.00 titL481 5% ,.2:66"z:s: L4D 1 �. a .. „�. :.. - MINW/Do ,..,;L'48'a.: 0.00' ne.NL48,r e%-.-s2.66`z'v«5: - 1.40 t ^? Hs -)Hs MIN MAX MAX W/ 0 s<..-10.91f#�'i0.00.?$. '.-1091 s;'-,.46.19G,'K•{ 1.2D+1.6Lr+L6H+0.SWa 12 r T-• - -n' :. MINW D ixz�=O'29"O:OOdi!:: - 0.29 ' pil-a121g9" - 0.9-0.2SD5 D a (y Eb + 1.6H 173 - • `. >' MAX W1 Do,,. 957`r.^},x;?�O:llLlal`=. �• 9.51 9``..�o14.O6,.� 2. 12 12. .,.r� .. MINW Do I,G',=0:08.0 „0:00'pfg 1 0,08 R:^.1:67.2Y .: L2+0.2SDSD+.L1 Ec+fl L+0.25a. 142 ' . .. V MIN MAX - MAX W/ DR x;11691046.e4`p 'Jd7fj�,'jjj 16.19 - I1.2D+L6Lr+16H+0.5Wa 12- •� MINW D'>=6i7,Js'rUt00Pc`9 rte_•-6.77?�:T -8.72 - 0.9D+I.OWb+ 1.6H 125 - - -Dog?51`st�..*r0:00x�a''14�.G,951:t 14.06 - L20+ L6Lr+ L6H+ 0.5Wa 12 _ 0.91)+1.OWbi L6H 125. - - ANCHOR BOLT DESIGN _ AC1318-05. APPENDIX D` {.: fc 4 2500 -PSI SDC."C-ORABOVE V ({•C s - - 56000 ri PSI (A-307 BOLTS) SEISMIC RED = 0.75° , _ • _ - - • S", r `t 1�t2.,"r �y,.F�`'`4cn.D1AMETE 4'4x4„0! 5 IN ES `•f •furl 'BOLT HFAD TYPE ,: 0 4 kl� 3 BOLT HEAD TYPES 'S a0442- SaJIN� "s < ��gg�xt�� ,rx s a..S din§ ?fig T '2 :i'"i'•. ^?"s, 0 NONE L -BOLT t .r t.k•.N *rx+�,.�`Ljj,�f-•E VEA�';��y0334 SQ INe sr3•,"iy._ 1 SQUARE HEAD ,. NOR �lpl„t ;k. l .�=•" t s Su z�,'it.r 'S ',` Y' n,�g., ,a�M j'+ r BEARIN,G,J •�0911�.,. >s� `.�" yr. 2 HEAVY SQUARE 1"�"+tv :Y.: 'ri�,+,•".�t.. n HEX HEAD , 7 �^ "r NO sBOLTS��*2 ROWS O� "x MN BOLTySq 4 nS••ir TOTAL <'d^y 4 HEAVY HE% .a ,` ;MB MENT�� 10S4gINCHFS CONC EU�Pf�H},Il`F` J`30 7IN HES J. -.u` -y EDGEtDIST- t 14�.'�., ck'hM 4s .E snr M r,� i✓`` „ .x Sam z 4T» ti 52;�� r 1 •,�dEdF Yn rS/4 . ' f s,��if* �^c PLrcH r' l9.oe�� ' (+! 'c�'t' �1 "�D SIA RR NFO RCINGTIEBOLTSTOSMUCTURE-(YORN)7 x" ^^r ,. s.- X's . - . c �` .,7o:S-�. ��gk�.'n�SHEAR ANGLEtsaylgl�sa �0��'G INCHES '�Y? � s7�'`n Mrx.4.:tsa 4 '[[l11^fq{�INCHES rJ,. . ,SHEAR STEEL Hsa= 0:00_, •K 'I, Ca3 G Cal 1+ FACTORED FORCES TO A.B. - .SHEAR 4 - IOAD CASE XX HX-Xsa Xt 'Hx-►H1 �VERT" �', � 1 .1.2D+1.6Lr+1.6H+O:SWa 10.91 10.91 0.00 10.91 16:19. E 2 - '0.9D+1:OWb+1.6H {•77 -6.77 0.00 6.77-- ,[ 3 .1.21)+ 1.6Lr+1.6H+O,SWa 9.51 9.51 0.00 9.51 14.06 4 0.91) + 1.OWb + 1.614 - -7.83 -7.83 0.00 7.83 -10.32 5 - 1.41) 3.12 - 3.12 0.00 3.12 SAS - - � 0 6 - - - LAD 3.12 3.12 0.00 3.12 � - 5.15 .. � +Hi p .7 - 1.4D 1.48 . 1.48 - 0.00 1.48 .2.66 "' -� • I: ,, ' B 1.4D 1.48 1.48', 0.00 ' '.1.48. 2'66. - ' V. O 9 '- 1.2D+1.6Lr+1.6H+O.SWa 10.91 10.91 0.00 10:91 16.19. r. ~ 30 0.9-0.2SDSD+ El, Eb+ 1.6H -0.29 -0.29 0.00 0.29wx 1.21 I 11 - 1.20+1.6Lr+1.6H+0-SWa 9.51 9.51 0 -DO 9.51 14.06 ` - - 12 1.2+0.25D5 D+(L Ec+fl L+0.25a -0.08 '-0.OB `0.00 -0.08 1.67, 13 '' ,1.2D+1.6Lr+1.6H+O.SWa 10:91 30.91 :0.00 � 10.91 � 16.19- ' -14 0.9D+1.OWb+1.6H. -6.77."l.77 0.00 ..6.77. .-8.72 15 `� 1.2Di 1.6Lr+1.6H +O.SWa 9.51- 9.51 0.00 9.51 14.06 4 16 `0.91)+1.OWb+1.6H -7.83 -7.83- 0.00 7.83 -10.32 I: A) TENSION ON BOLT GROUP' r 1 STEEL STRENGTH Nn 7 . v - mNsa= 58116 Ib 58.12 K, f 2),CONCRETE BREAKOUT 0.75;,:`,a EDGE ADJUSTED hef= 9.33.. IN. t •' w.. -1.5 %hef= .14 IN.,.r, J T',.A .F .. BLOCKB_. .., _, • .. . , '29 IN. �BLOCKD 31.00 IN,A,- 899 SOL IN. - ;ham= 784 SCL IN. 4":1 .An, r=n ANw�OK'""If Wec,N = 1.00 CONCENTRIC CONNECTION . /+! Wed,N: .m,.In= :.. 12, IN 15 Xhef.= 15'4 IN r _ Wed,N = 0.94 - •;+ 'i.. _ q - -� , - W.i,N = 1.00 CONCRETE LIKELY TO CRACK - Wcp,N : '1'00 , CAST IN PLACE ANCHORS ^. .. r Nb= 34217 Ib a ;,., 'ke=. 24 r FOR CIP s 4,Ncbg= '27661 Ib 27.66` K ' 'r + 16029 RF 3/4, 3) CONCRETE PULLOUT (�= 0.70 Wc,P = 1.00 CONCRETE LIKELY TO CRACK Np: eh= 3.000 A, 759.00 SQ. IN. FOR L -BOLTS Np = 5062.50 A,m 882.00 IN. FOR HEADED BOLTSNp= 18220.00 (ONpn= 51016 Ib = 51.02 K 4) CONCRETE SIDE -FACE BLOWOUT bVcpg = 51.63 FOR L -BOLTS 4,%b= N/A HOR HEADED BOLTS: 0.4 hef = 4.00 IN Vb= 19098 Ib ca,min = 12 IN 4,Vcbg = 15.41 K ¢Nsb= N/A 8) SHEAR ON BOLT GROUP 1) STEEL SHEAR dt= 0.65 ONsa = 30220 Ib = 30.22 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V= 1.25 CONCRETE LIKELY TO CRACK Hl DIRECTION c,t= 12.00 1.5Xc„= 21.00 GOVERNS: 12.00 A,e= 798.00 SQ, IN. A_ = 882.00 SQ. IN. A� -n AVCeS`ZOX 32.20 K Wed,V = 0.87 Hl SINGLE ANCHOR SHEAR STRENGTH I e = 6.00 IN Vb= 24066 Ib = 24.07 K OVcbg = 17.79 K GROUP OVcbg = 35.58 K 3) BREAKOUT FOR ANCHOR GROUP Hl DIRECTION c'„ = 19.00 6t = 12.00 1.5 X c',t= 28.50 GOVERNS: 12.00 A�= 864.50 SQ, IN. A_= 1624.50 S(X IN. A,. <= n AVca ��0�;�� Wed,V = 0.83 Hl SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN Vb = 38049 Ib = 38.05 K GROUP.tVcbg= 15.69 K 41 BLOWOUT FOR ANCHOR GROUP FOR L -BOLTS 4,Nsb= N/A HOR HEADED BOLTS: 0.4 hef = 4.00 IN ca,min = 12 IN (ONsb= N/A 5) PRYOUT STRENGTH FOR GROUP df = 0.70 kcp = 2.00 Ncbg= 36881 LB SEE TENSION ABOVE OVcpg = 51634 Ib = 51.63 K TENSION SUMMARY: STEEL STRENGTH toNsa= 58.12 EMBEDMENT STRENGTH - BREAKOUT: �Ncbg= 27.66 -- EMBEDMENT -STRENGTH --PULLOUT: ------4,Npn=--53:02- EMBEDMENT STRENGTH - BLOWOUT: ONsb= N/A SEISMIE;„}' NON SEISMIC GOVERNING cbNn= 27.66 a.20'.75:'4 Q INTERACTION SEISNIICy 0.24)Nn= 5.53 3141! y� 0.24)Vnx= 3.14 0.24tVny= 2.95 LOAD CASE L21)+1.61.,+1.6H+0.5Wa 0.91)+ 1.0Wb+ 1.61-1 1.213+1.6Lr+1.6H+0.5Wa 0.91)+1.OWb+1.SH 1.4D 1.20+1.6Lr+1.61-1+0. 0.9-0.2SDSID+D-Fb + 61r+1.6H+O.SWa +1.OWb+lw6H SHEET Vr OF_ Date: 8/30/16 JOB NO: 16029 to = 0.75 H2 DIRECTION c„ = 14.00 1.5 X Sr= 18.00 GOVERNS: 14.00 A, 759.00 SQ. IN. 15:69 ---14.77- A,m 882.00 IN. EMBEDMENT STRENGTH -BLOWOUT: ESQ. A=<=nAvco :OKI"�-4 N/A Wed,V = 1.00 bVcpg = 51.63 H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN 15.69 Vb= 19098 Ib 19.10 K 4,Vcbg = 15.41 K GROUP 4,Vcbg = 61.63 K H2 DIRECTION c',t= 17.00 c.t = 14.00 1.5 X c',t = 25.50 GOVERNS: 14.00 Ate= 756.50 SO. IN. lym= 1300.50 SQ, IN. As„ c n AVco�pKi..�";. Wed,V = 0.84 H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN Vb= 32203 Ib = 32.20 K GROUP 4,Vcbg= 14.77 K 5TELL51HENGTH 4,Nso= 30.22 30.22 BREAKOUT FOR ANCHORS NEAREST EDGE 4iVcbg= 35.58 61.63 BREKOUT-FOR-FULL-GROUP----,bVcbg- 15:69 ---14.77- - EMBEDMENT STRENGTH -BLOWOUT: 4,Vsb= N/A N/A EMBEDMENT STRENGTH - PRYOUT bVcpg = 51.63 51.63 GOVERNING OVnx= 15.69 GOVERNING oVny- YY 14.77 H 16029 RF 4/4 rzS/ Date: 8/24/2016 BUTLER Buttor Manufacturing 16-019178-01 Reactions Report Time: 08:23 PM -..._.....+���� Page: 9 of 16 Wall: 4, Frame at: 40/0/0 Frame ID:Warehouse Clearspan 41 Frame Type:Rigid Frame VY Vy Values shown are resisting forces ofthe foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Aoart:nnc - irnrart-A 7 nerd T- at Frame r-. Cnrt:nn• t Type Exterior Column Exterior Column X -Loc 0/0/0 60/0/0 Gridl - Grid2 3-D 3-A Base Plate W x L (in.) 8 X 13 8 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 1001-0" Load Descri tion Desc. IIx IIz V IIx IIz V Material Dead Weight Frm 1.07 1.91 -1.07 1.88 Collateral Load for Gravity Cases Frm 1.19 1.80 -1.19 1.80 rad Live -Notional Right Frrn 4.76 7.20 -4.76 7.20 Live -Notional Left Frm 4.76 7.20 -4.76 7.20 Wind Load, Case 1, Right Frm -8.25 -11.37 3.61 -7.93 Wind Load, Case 1, Left Frm -3.60 -7.93 8.24 -11.37 W2> Wind Load, Case 2, Right Frm -6.33 -6.48 1.69 -3.04 <W2 Wind Load, Case 2, Left Frm -1.68 -3.04 6.32 -6.48 WPL Wind Load, 11 Ridge, Left Frm 4.26 -8.63 3.90 -10.68 WPR Wind Load, 11 Ridge, Right Frm -3.90 -10.68 4.26 -8.63 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm 1.45 0.81 4.07 -0.81 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm 4.08 -0.81 -1.44 0.81 CU Collateral Load for Wind Cases Frm - - - - L Roof Live Load Frm 4.76 7.20 4.76 7.20 -E- Seismic -Load, -Right -Frm- --0,7-7- _-- --0.43- --0.76_ v, _0.43_ EG+ Vertical Seismic Effect, Additive Frm 0.31 0.48 -0.31 0.48 <E Seismic Load, Left Frm 0.77 0.43 0.76 -0.43 EG- Vertical Seismic Effect, Subtractive Frm -0.31 -0.48 0.31 -0.48 WB1> Wind Brace Reaction, Case 1, Right Brc - -0.54 - - -7.39 - <WB1 Wind Brace Reaction, Case 1, Left Brc 0.54 - WB2> Wind Brace Reaction, Case 2, Right Brc -0.54 -7.39 <WB2 Wind Brace Reaction, Case 2, Left Brc 0.54 - WB3> Wind Brace Reaction, Case 3, Right Brc -0.66 -7.47 <WB3 Wind Brace Reaction, Case 3, Left Brc 0.66 - - WB4> Wind Brace Reaction, Case 4, Right Brc -0.66 -7.47 <WB4 Wind Brace Reaction, Case 4, Left Brc 0.66 - MWB Minimum Wind Bracing Reaction Brc -0.51 -7.26 MWB Minimum Wind Bracing Reaction' Brc - - MWB Minimum Wind Bracing Reaction Brc -0.51 MWB Minimum Wind Bracing Reaction Brc - EB> Seismic Brace Reaction, Right Brc -0.62 -6.66 - <EB Seismic Brace Reaction,Left Brc 0.77 File: 16-019178-01 . Version: 2016.1c Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. • � cam/ Date: 8/24/2016 BUTLER Butler Manufacturing _ 16-019178-01 Reactions .Report Time: 08:23 PM - r Page: 11 of 16 Wall: 4, Frame at: 60/0/0 Frame ID:Warehouse Clearspan #1 Frame Type:Rigid Frame x.. Q Type Exterior Column Exterior Column vy yr Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Rpnetinnc - IInfartnrpd I Anti T"P at Frnmp mace Cprtinn• d File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Type Exterior Column Exterior Column X -Loc 0/0/0 60/0/0 Gridl - Grid2 4-D 4-A Base Plate W x L (in.) 8 X 13 8 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Ty Load Description Desc. Hx I Hz Vy Hx Hz V D Material Dead Weight Frm 1.07 1.91 -1.07 1.88 CG Collateral Load for Gravity Cases Frm 1.19 --9.80 -1.19 1.80 L> Live -Notional Right Frm 4.76 7.20 -4.76 7.20 <L Live -Notional Left Frm 4.76 7.20 4.76 7.20 Wl> Wind Load, Case 1, Right Frm -8.25 -11.37 3.61 -7.93 <Wl Wind Load, Case 1, Left Frm -3.60 -7.93 8.24 -11.37 W2> Wind Load, Case 2, Right Firm -0.33 -6.48 1.69 -3.04 <W2 Wind Load, Case 2, Left Firm -1.68 -3.04 6.32 -6.48 WPL Wind Load, 11 Ridge, Left Frm 11.26 -8.63 3.90 -10.68 - WPR Wind Load, 11 Ridge, Right Frm -3.90 -10.68 4.26 -8.63 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Firm 1.45 0.81 4.07 -0.81 MW Minimum Wind Load Frm - - - - MW Minimum Wind Load Frm -4.08 -0.81 -1.44 0.81 CU Collateral Load for Wind Cases Frm -- • - - L Roof LiveL.oad - Frm 4.76 - 7.20 -4.76 7.20 - E> Seismic Load, Right Frm -0.77 -0.43 -0.76 0.43 - -EG-+- --Vertical-Seismic-Effect,-Additive- -Frm- -0..-3d- --- -0:48- -03-1- 3d- ---- -0:48- --- - _. 0.77 0.43 0.76 -0.43 - <E Seismic Load, Left Frm EG- Vertical Seismic Effect, Subtractive Frm -0.31 -0.48 0.31 -0.48 - WBI> Wind Brace Reaction, Case 1, Right Brc - -0.54 - - - <WB1 Wind Brace Reaction, Case 1, Left Brc 0.54 7.39' WB2> Wind Brace Reaction, Case 2, Right Brc -0.54 - <WB2 Wind Brace Reaction, Case 2, Left Brc 0.54 7.39 - WB3> Wind Brace Reaction, Case 3, Right Brc -0.66 - - <WB3 Wind Brace Reaction, Case 3, Left Brc 0.66 7.47 WB4> Wind Brace Reaction, Case 4, Right Brc -0.66 - <WB4 Wind Brace Reaction, Case 4, Left Brc 0.66 7.47 MWB Minimum Wind Bracing Reaction Brc -0.51 - MWB Minimum Wind Bracing Reaction -Brc - - MWB Minimum Wind Bracing Reaction Brc -0.51 7.26 MWB Minimum Wind Bracing Reaction Brc - - EB> Seismic Brace Reaction, Right Brc -0.62 - <EB Seismic Brace Reaction,Left Brc 0.77 6.66 File: 16-019178-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 1 r... _._........ _.... .....-..... .._...._......... ............ ......_............ .........__..._._....._........ ....... ........ :.._......-.._.� ' CRANDALL ENGINEERING El Hx Hx STEEL BUILDING FOUNDATION DESIGN 4958 PONDEROSA WA„ 24 N®P1N�• OA 9e345 RIGID FRAME WITH SLAB PHONE 309-288-4844 FAX: 200-966-4744 L88 MANUFACTURER: BUTLER -0.05 BUILDING NO: 16-019178 _ BUILDING UNE: 3A COLLATERAL LOADS ' CLIENT: NVBS 1-191.80 LOCATION: BUTTE CO E7 JOB NO: 16029.00 I SEISMICLOADS El Hx Hx V DEAD LOAD D 1.07 L88 E3 0.45 -0.05 E4 -0.46 -0.43 COLLATERAL LOADS CR 1-191.80 id,.wtv E7 C I jupfift MATERIAL/EARTH H MIN " W L 0.00 0.00 WE LOAD L MINV U ROOFLOADI Lr 1 4.76 1 T-7.20 71 SNOW LOADS S S1 S2 S3 S4 S5 S6 SEISMICLOADS El 0.76 0.43 V 3.68 E2 L07 LO! E3 0.45 -0.05 E4 -0.46 -0.43 E5 -1.07 -101 E6 -0.45 0.05 E7 0.00 E8 0.00 ASD FOUNDATION DESIGN "i SHEET _ OF Date: 8/30/2016 JOB NO: 16029 V13.5.2 WINDADJUST= 1.D0 fl= 0.50 t2= 0.20 Seismic 5Ds= 0.53 Redundancy p° LOD (Set to LD It Included in Mfr's calm) 0,= 2.50 /p= 1.92 FORANCHOR CRITICAL SERVICE LOADS D HxHx 2.26 F.- Hx�Hx 2.26 V 3.68 Do 1 1.07 1 0.00 1 1.07 1.88 MAX Hi Ee Wd %;:G < 0:00i!riF+ -7.47 S FV47454 *10:003: MIN H2 H 0.00 0.00 0.00 0.00 Wf :-c"x'"ti0W4�11'*4o.ocU;t OAO ^X'1:0:00.:?, MIN " W L 0.00 0.00 0.00 0.00 MINV U 4.76 0.00 4.76 7.20 S. 0.00 z4f0:00'�^�. 5rc.^.',0.00%�8' .4-'50:00%,A MAX Hx Sb 0.00 =r +:0:00''?17", i'Y*:O:OOY�ii -0'00;,yc MIN Hx Sc x.0:00yX`�.' :�r0:0D-TI'V:,.6A0'8ic 0.00 MAX V Sd ";x!?Y0.00.";: F'9:'O.OD:r%'--.+'=X0:00@1T 0.00 MINV ADJUSTED x 1.00 LOAD CASE Ea 1.07 x.'0:00...7' "fKvL'07i.'YS: '±LOl+ We 1.44 4i+ O.00 3;a t`-`L44''`t �,W0:91*T MAX Hx -LO7 7A1JO.OD''C : ;4'LOt'::C i?c311014* Wb -8.24:e VM -V -*A &I4,� `. �ksL- Tia MIN HX MAX Ht We 0.00 0.00 �+9t+`'.3:6E:•=7.93'r�, MAX Hi Ee Wd %;:G < 0:00i!riF+ -7.47 S FV47454 *10:003: MIN H2 0.00 ai•;O.Wh:. We 4',M'-8.24ta= �NILOMIC* 8.24 x'-13`.37- MAX H - Wf :-c"x'"ti0W4�11'*4o.ocU;t OAO ^X'1:0:00.:?, MIN " W `r.;r'.�ZL'44`z'�':0:00',iy. :?�+SL44:X: 0.81 MAXV Wh «o-'"-8`24 'Gf ?`:=0:00 blx"'.874'51 •1L37 MINV LOAD CASE Ea 1.07 x.'0:00...7' "fKvL'07i.'YS: '±LOl+ MAX Hx Eb -LO7 7A1JO.OD''C : ;4'LOt'::C i?c311014* MIN Hx Ec 0.00 4! CX&76".T'' VbW43-.?'� MAX Ht Ed N'x'tf.'076W 0.00 --14W`0;7fi+f=`; TS:0. -, MIN Hx Ee t. `srZLO7 914OAO:.sk 1.07 h4^L•01.P-. MUH Et 0.00 ai•;O.Wh:. MIN H E ::%'.3:+ i:1371T!T, KlQ :O.00' i ih4, t07;sz4 LOl MAX V Eh Ysst-107u- Y??`.OAO+x`k;;:%x L'07�alit -101 MINV Hx-)H2 MIN MAX MAXW D :)*7:0210 pty"-O:OOvi 7.02 1,4410:88ev.9 D+H+Lr 3 MIN W/ OR A):0.090z d` iJ DADN 0.09' "1:08`x''+4 D+H+O.6Wc 15 MAX W/ Do ti::5:83 ? `0:00 i 5.83 N-9l09nrX1' D+H+Lr 3 MINW Do °1tt0.00 ti,°!"e0:00,`IS', 0.00 :% 9:09 D+H+L+ 22 16029 RF 1/4 ASD FOUNDATION DESIGN MATERIALS AND ALLOWABLE STRESSES: SOIL: BEARING CAP: 1.5 KSF WIDTH INCREASE: 0% PER FOOT IN EXCESS OF V DEPTH INCREASE: 0% PER FOOT IN EXCESS OF V ' CONCRETE: f c = 2.5 KSI @ 2B DAYS REINFORCING: Fs = 20.0 KSI WT= 0.15 KCF ALTERNATE CONCRETE DESIGN CONSTANTS: N = 10.0 J= 0.9 (ASSUMED FOR APPROXI MATE MR CALCULATIONS) SLAB: SLABTHICKNE55 �W"�-x y 'r'•'`"-`-T=s1-�f6 INCHES# G�1yT,� "S i �"G'"F "r'�" a^`•i t'''�#.`;,,.�REINFORONG_p4@�18 'IFi 0 C,,., _, 33 A WEIGHT OF SLAB TO RESIST UPLIFT: - SLABMr = FsxAsxT/2x1/12 = 0.600 K -FT SLAB WT= 0.075 KSF EFFECTIVE SLAB WIDTH = SQRT(2 x Mr / WT) = 4.00 FT EFFECTIVE SLAB WEIGHT = WIDTHx Wt= 0.300 K/LF FOOTINGS & THICKENED SLAB EDGE: t COMBINED WEIGHT OF PERMITER AND SLAB TO RESIST UPLIFT: FOOTING WT= Wf = 0.150 KLF SLAB WT= Ws= 0.300 KLF TOTAL WT. WI+W! 0.450' PERIMETER Mr= FsxTOPAs x ( d - 2") xj/ 12 = 3.00 K -FT EFFECTIVE PERIMETER L= SQRT ( 2 x Mr / WT) = 3.65 FT FOR 2 -SIDES -TOTAL WF=2x Lx TOTAL WT= 3.29 K UPLIFT ON FOOTING: WEIGHT: FOOTING= 6.19 K SLAB AT FOOTING = 1.50 OVERBURDEN @ 120 PCF = 0.15 - - PERIMETER FOOTING AND SLAB= 3.29 TOTAL DEAD WEIGHT= 11.12 X0.60= 6.67 K • MAXIMUM FRAME UPLIFT= 5.69 K SOIL BEARING: _ MAXIMUM VERTICAL FOOTING LOAD= 10.88K AREA 17.50 SQ. FT. INCREASE IN BEARING FOR WIDTH= 0% INCREASE IN BEARING FOR DEPTH= 0% ALLOWABLE SOIL PRESSURE= 1.50 KSF APPLIED SOIL PRESSURE= 0.62 KSFK1Y� BENDING STRESSES IN CONCRETE AND REINFORCING: POSITIVE BENDING IN FOOTING CANTILEVER FOOTING LENGTH = L/2 = r 2.50 FT POSITIVE MOMENT= SP x W x L^2/2 = 4.86 K -FT P = 0.10% K = 0.1441 J= 0.9520 fs= 23 KSI Fs= 20.0 KSIOK�''1e fc= 32 PSI F'c= 1125 PSI NEGATIVE-BENDINGiN"FOOTING V MOMENT DUE TO PERMITER FTG = 8.22 K -FT MOMENT DUETO FOOTING WT= 3.87 K -FT - TOTALNEG.MOMENT= 12.08 K -FT• _ . ' . P = 0.10% K= 0.1456 J = 0.9515 is= 5.6 KSI Fs= 20 KSI Kin �= fc= 74 PSI F'c= 1125 PSI HAIRPIN/ FRAME TIE ANGLE ATTO SIDEWALL= 45 DEG MA� NSIa TO SLAB= 7.02 K i REQ' -s= 0.50 • SQIN,40TAL= 0.25 SQIN/EASIDE ' ' PROVIDED STEEL: 5 TOTAL As= 26 SQ, SIDE REQ'D SP FOR HAIRPIN 26 2.6 FEET/EA SIDE TOTAL REQUIRED HAIRPIN LEN 3.72 FEET Is SHEETJ& OF_ Date: 8/30/16 JOB NO: 16029 16029 RF 2/4 X3HAAV3H - 9 aV3H X3H E Divan MV3H .Z r - T' 109•13NON 0 S3dA1 OV3H 1108 ISd - OOSZ .. .. . � .. .. � O XI0143ddV SO-BTETJV • N915301108MOA-31Y '• ,. -. ,. ,. .. ^, o0. MNIW o0 MXVW ... . ..;' ''„•. 0 M NIW • ry SZT : ; H91 +gM01+06'0 .... 89'6• MIN. 0TM ZT '• eM5'o+H91+n9'T+OZ - N9'T+gO'T+a6'0 0Z > ZT ems -0 + H9'T+/19'T♦ On bE'9I 7.,;pSO'IT,�_.',K00 O;i?a„'SO.TT,'ts 0 MXVW - 00 MNIW 00 MXVW ' ;• + 95 .715'0+119'1+1T)+mwi+ai'T - yg.,, L02,{� 500 000. 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' i 3) CONCRETE PULLOUT 41= 0.70 Wc,P= 1.00 CONCRETE LIKELY TO CRACK Np: eh= 3.000 0.2 Vn FOR L -BOLTS Np = 5062.50 Vu Vnx FOR HEADED BOLTS Np = 18220.00 ONpn= 51016 Ib = 51.02 K 4) CONCRETE SIDE -FACE BLOWOUT 1.21)+1.6Lr+1.6H+O.SW. FOR L -BOLTS 4,Nsb= N/A HOR HEADED BOLTS: 0.4 hef = 4.00 IN 3.52 r ,min= 12 IN 0.00 ¢Nsb= N/A 8) SHEAR ON BOLT GROUP 0.00 1) STEELSHEAR d,= 0.65 • (tNsa= 30220 Ib = 30.22 K 2) BREAKOUT FOR ANCHORS NEAREST EDGE Wec,N= 1.00 CONCENTRIC CONNECTION Wc,V= 1.25 CONCRETE LIKELY TO CRACK . HIDIRECTION - c= 12.00 0.00 1.5 X cqr= 21.00 0.71 GOVERNS: 12.00 • Ate= 798.00 SO, IN. A„ = 882.00 SQ.IN. 0.00 A, - n AVcocM 0.00 Wed,V = 0.87 Hl SINGLE ANCHOR SHEAR STRENGTH ' le= 6.00 IN Vb= 24066 Ib = 24.07 K 0.91)+1.OWb+1.611. 4fflcbg= 17.79 K -7.28 GROUP¢Vcbg= 35.58 K 3) BREAKOUT FOR ANCHOR GROUP 2.32 HI DIRECTION c'„= 19.00 0.49 4, = 12.00 •0.35 1.5 X c'„ = 28.50 OK GOVERNS: 12.00 A� = 864.50 SQ. IN. A,. = 1624.50 SC IN. - 1.01 A� <= n AVc. OK� 0.00 Wed,V = 0.83 Hl SINGLE ANCHOR SHEAR STRENGTH Ie= 6.00 IN Vb = 38049 Ib = 38.05 K N GROUP.bVcbg= 15.69 K 4) BLOWOUT FOR ANCHOR GROUP 0.00 FOR L -BOLTS 4)Nsb= N/A HOR HEADED BOLTS: 0.4 hef = 4.00 IN 0.48 o,min= 12 IN 0.82 coNsb= N/A 5) PRYOUT STRENGTH FOR GROUP 4i= 0.70 kcp = 2.00 Ncbg= 36881 LB SEE TENSION ABOVE 0.00 OVcpg= 51634 Ib = 51.63 K TENSION SUMMARY: 0.00 STEEL STRENGTH tNsa= 58.12 EMBEDMENTSTRENGTH-BREAKOUT: 4,Ncbg= 27.66 EMBEDMENTSTRENGTH-PULLOUT: $Npri= 51:02- EMBEDMENTSTRENGTH- BLOWOUT: Nsb= NA SEISMIC NON SEISMIC GOVERNING cbNn= 27.66 a-bo>75ev Q INTERACTION SEISMIC•, 0.2 ONn = 5.53 •15 0.2 OVnx= 3.14 ',`--2K35 0.24,Vny= 2.95 'i SHEET _ OF_ Det.: 8/30/16 JOB NO: 16029 4) = 0.75 H2 DIRECTION _ c„= 14.00 1.5Xc,,= 18.00 GOVERNS: 14.00 A� = 759.00 SO, IN. A,rm= 882.00 5O. IN. AK <= n AV- r OK a:Ya Wed,V = 1.00 H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN Vb = 19098 Ib = 19.10 K .VVcbg = 15.41 K GROUP OVrbg= 61.63 K H2 DIRECTION -',i= 17.00 c,�= 14.00 1.5Xc;,= 25.50 GOVERNS: 14.00 Ate= 756.50 SQ, IN. Aim= 1300.50 SQ IN. AK --- n AV -EE :,G Wed,V = 0.84 H2 SINGLE ANCHOR SHEAR STRENGTH le= 6.00 IN Vb = 32203 Ib = 32.20 K GROUP 4,Vcbg = 14.77 K NGTH 4,Nsa= 30.22 30.22 FOR ANCHORS NEAREST EDGE tVcbg- 35.58 61.63 DR'FULL--GROUP ,�Vcbg"=-15:69-1'4:77 IT STRENGTH - BLOWOUT: tVsb= N/A N/A IT STRENGTH - PRYOUT bV=R= 51.63 51.63 GOVERNING ooVnx= 15.69 GOVERNING oVnyc 14.77 LOAD CASE SEISMICI Vx VY Nu Vx/0.2 VnxV 0.2 Vn Nu/0.2 Nn Vu Vnx Vu / Vn Nu Nn E <1.27 1.21)+1.6Lr+1.6H+O.SW. N 11.05 0.00 0.00 3.52 0.00 0.00 0.75 0.00 0.00 0.75 OK 0.9D+1.OWb+1.6H N -6.21 0.00 •8.06 1.98 0.00 1.46 0.42 0.00 0.29 0.71 OK 1.21)+ 1.6Lr+ 1.6H+ O.SWa N 9.62 0.00 0.00 3.07 0.00 0.00 0.65 0.00 0.00 0.65 OK 0.91)+1.OWb+1.611. N -7.28 0.00 -9.68 2.32 0.00 1.75 0.49 0.00 •0.35 0.84 OK 1.41) N 3.16 O.OD 0.00 1.01 0.00 0.00 0.21 0.00 0.00 0.21 OK 1.21)+1.OWd+f1L+1.6H+0.5U N 5.09 -7.47 0.00 L62 2.53 0.00 0.34 0.48 0.00 0.82 OK 1.40 N 1.50 0.00 0.00 0.48 0.00 0.00 0.00 0.00 0.00 0.00 OK 1.21)+1.OWd+Ill. +1.6H+0.5Lr N 3.66 -7.47 0.00 1.17 2.53 0.00 0.25K0.48O.00 0.72 OK 1.2D+1.6Lr+1.6H+O.SWa N 11.05 0.00 0.00 3.52 0.00 0.00 0.75.00 0.75 OK 0.9-0.2SD5D+(y Eb+1.6H Y -0.26 0.00 0.00 0.11 0.00 0.00 0.00.00 0.00 OK 1.21)+1.6Lr+1.6H+O.SWd N 8.90 -3.74 0.00 2.84 1.26 0.00 0.60.000.84 OK 2D+1.OWc+f1L+1.6H+O.SLr N 0.05 0.00 -2.07 0.02 0.00 0.37 0.00.00 0.00 OK 1.21)+ 1.6Lr+ 1.6H+ O.SW. N 11.05 ODD 0.00 3.52 0.00 0.00 0.75.00 0.75 OK 0.90+1.OV✓b+1.6H N -6.21 0.00 •8.061.98 0.00 1.46 0.42.29 0.71 OK 1.213+1.6Lr+1.6H+0.5Wa N 9.62 0.00 0.00 3.07 0.00 0.00 0.65.00 0.65 OK 09D+1OWb+1.6H N -7.28 0.00 -968 2.32 0.00 1.75 0.49 .0.35 0.84 OK 16029 RF 4/4 CRANDALL ENGINEERING SHEET OF 5448 Merrill Mill Road JOB NO.'404:>Sgol Mariposa, CA 95338 Phone: 209-966-4844 DATE: L6L CORPORATE OFFICE • P.O. BOX 1148 • SHREVEPORT, LA 7i 163.1148 • (318) 747-8000 • FAX (318) 747-B029 'It Err iNI I rr�� BrrrU 1" 1" Issue Date : June 1, 2006 Revised: August 29, 2011 No. 07-212-06 Mega -Rib Bare & Painted 1/2• 76' COVERALL 1. Section properties are calculated in accordance with the 2007 AISI North American Specification for the Design of Cold -Formed Steel Structural Members. 2. Va is the allowable shear. 3. Pa is the allowable load for web crippling on end & Interior supports. 4. Ix Is for deflection determination. S. Se is for bending. 6. Me is the allowable bending moment. 7. All values are for one fool of panel width. Allowable Uniform Loads (PSF) Notes: 1. Allowable uniform loads are based upon equal span lengths: 2. Positive Wind is wind pressure and isNOT Increased by 33 1l3 %. 3. Negative Wind is wind suction or uplift and ISNOT increased by 33 1/3%. 4. Uve is the allowable live or snow load. 5. Deflection (U180) Is the allowable load that limits the panel's deflection to U180 while under positive or live load. 6. Deflection (U240) is the allowable load that limits the panel's deflection to U240 while under positive or Ike load. 7. The weight of the panel hasNOT been deducted from the allowable bads. S. Positive Wind. Negative Wind, and Live Load values are limited to combined shear & bending using Eq. C3.3.1•1 of the AISI Specification. 9. Positive Wind and Live Load values are limited by web crippling using a bearing length of 2'. 10. Web crippling values are determined using a ratio of the uniform loedctuallysupported by the top flanges of the section. CORPORATE OFFICE SHREVEPORT, LOUISIANA MIDWEST DIVISION . CLINTON, IL SOUTHEAST DIVISION • PEACHTREE CITY, GA WESTERN DIVISION AOELANTO, CA NORTHEAST DIVISION WINCHESTER, VA SOUTHWEST DIVISION • BOSSIER CITY. LA BLUEGRASS DIVISION • LEWISPORT, KY WEST TEXAS DIVISION < MERKEL, TX {GREAT LAKES DIVISION • MARSHALL, 4.11 Span in Feet Span Type Load Type 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.00 9.50 10.00 10.50 11.00 Positive Wind 279 213 168 136 113 95 80 69 60 53 47 42 37 34 31 28 Negative Wind 261 199 157 127 105 88 75 65 56 49 44 39 35 31 29 26 Single Live 279 213 168 136 113 95 80 69 60 53 47 42 37 34 31 28 Deflection (L/180) 271 181 127 93 69 53 42 33 27 22 18 15 13 11 10 8 Deflection (U240) 203 136 95 69 52 40 31 25 20 17 14 11 10 1 8 7 6 Positive Wind 251 194 154 125 104 87 74 64 56 49 43 39 35 31 28 26 Negative Wind 268 207 164 134 111 93 80 69 60 53 47 41 37 34 30 28 2 Span Live 251 194 154 125 104 87 74 64 56 49 43 39 35 31 28 26 Deflection (L/180) 500 444 311 227 170 131 103 82 67 55 46 38 33 28 24 21 Deflection (L/240) 497 333 233 170 128 98 77 62 50 41 34 29 24 21 18 16 Positive Wind 309 240 191 155 129 109 93 80 70 61 54 48 43 39 36 32 �- Negative Wind 329 255 203 166 137 116 99 85 75 66 58 52 47 42 38 35 3 Span Live 3D9 240 191 155 129 109 93 80 70 61 54 48 43 39 36 32 Deflection(U180) 500 347 244 178 133 103 81 64 52 43 36 30 25 22 19 16 Deflection L/240) 389 260 183 133 100 77 60 1 48 39 32 27 22 19 16 14 12 Positive Wind 290 225 179 145 120 101 87 75 65 57 51 45 41 37 33 30 Negative Wind 309 239 190 155129 108 93 80 70 61 54 48 43 39 35 32 4 Span Live 290 225 179 145 120 101 87 75 65 57 51 45 41 37 33 30 Deflection (L/1180) 500 369 259 189 142 109 86 68 56 46 38 32 27 23 20 17 Deflection(U240) 413 277 194 141 106 82 64 51 42 34 28 24 20 17 15 13 Notes: 1. Allowable uniform loads are based upon equal span lengths: 2. Positive Wind is wind pressure and isNOT Increased by 33 1l3 %. 3. Negative Wind is wind suction or uplift and ISNOT increased by 33 1/3%. 4. Uve is the allowable live or snow load. 5. Deflection (U180) Is the allowable load that limits the panel's deflection to U180 while under positive or live load. 6. Deflection (U240) is the allowable load that limits the panel's deflection to U240 while under positive or Ike load. 7. The weight of the panel hasNOT been deducted from the allowable bads. S. Positive Wind. Negative Wind, and Live Load values are limited to combined shear & bending using Eq. C3.3.1•1 of the AISI Specification. 9. Positive Wind and Live Load values are limited by web crippling using a bearing length of 2'. 10. Web crippling values are determined using a ratio of the uniform loedctuallysupported by the top flanges of the section. CORPORATE OFFICE SHREVEPORT, LOUISIANA MIDWEST DIVISION . CLINTON, IL SOUTHEAST DIVISION • PEACHTREE CITY, GA WESTERN DIVISION AOELANTO, CA NORTHEAST DIVISION WINCHESTER, VA SOUTHWEST DIVISION • BOSSIER CITY. LA BLUEGRASS DIVISION • LEWISPORT, KY WEST TEXAS DIVISION < MERKEL, TX {GREAT LAKES DIVISION • MARSHALL, 4.11 ESR -2269 I Most Widely Accepted and Trusted Page 4 of 10 7.0 IDENTIFICATION 7.2 The cold -formed steel clip angles must be identified 7.1 Each package of fasteners is labeled with the fastener as described in ESR -2570. type and size, the manufacturer's name (Hilti) and the evaluation report number (ESR -2269). An "H", for Hilti, is imprinted on the head of the fastener as shown in Figures 1 and 2. TABLE 1—APPLICATION DESCRIPTIONS BASE MATERIAL POWDER -ACTUATED FASTENER INSTALLATION METHOD LOAD DATA Steel X -U and X -U 15 Fasteners Standard Table 2 Steel X -U Fastener Through cold -formed steel clip angle Table 7 Normal -Weight Concrete X -U Fastener Standard DX-KWIK Table 3 Table 4 Hollow Core Precast Concrete X -U Fastener Standard Table 3 Sand -lightweight Concrete X -U Fastener Standard 3 -inch Deep Composite Floor Deck Panel X -U Fastener Standard Table 5 11/2 -inch Deep Composite Floor Deck Panel X -U Fastener Standard 720 Hollow Concrete Masonry Units X -U Fastener Standard Table 6 Grout -Filled Concrete Masonry Units X -U Fastener Standard �L��� TABLE 2—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO STEEL''2'6(lbf) 11-1 FASTENER FASTENER SHANK STEEL THICKNESS (in.) DESCRIPTION COM RESSIVE STRENGTH DIAMETER 3/18 1I4 3/B 1/2 > 3/4 3/4 100 148 Tension SheaiOr Tension Shear Tension Shear Tension Shear Tension Shear Universal X -U 0.157 500 1720 775 720 935 720 900 720 3504 375° 2753 3503 Knurled Shank Universal X -U 15 0.145 155 400 230 395 420 450 3655 5005 3655 4005 Knurled Shank For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N; 1 ksi = 6.9 MPa. 'Allowable load capacities are based on base steel with minimum yield strength (F,.) of 36 ksi and minimum tensile strength (F„) of 58 ksi. 2The fasteners must be driven to where thepoint of the fastener penetrates through the steel base material, unless otherwise noted. 3Based upon minimum point penetration of /B inch. 4Based upon minimum point penetration of inch. 5Based upon minimum point penetration of 15/32 inch. SAllowable loads are applicable to static and seismic loads in accordance with Section 4.1. TABLE 3—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO NORMAL -V IEIGHT CONCRETE' .2 (Ibf) FASTENER DESCRIPTION FASTENER SHANK DIAMETER (in.) MINIMUM CONCRE COM RESSIVE STRENGTH EMBEDMENT (in.) 2000 psi 4000 psi 6000 psi Tension She Tension Shear Tension Shear Universal Knurled Shank X -U 0.157 3/4 100 148 100 125 105 205 1 165 190 170 225 1103 2803 11/4 240 310 280 310 180 425 11/2 275 420 325 420 - - For SI: 1 inch = 25.4 mm, 1 Ibf = 4.4 N, 1 psi = 6895 Pa. 'Unless otherwise noted, values apply to normal weight cast -in-place concrete. Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. 2Unless otherwise noted, concrete thickness must be a minimum of 3 times the embedment depth of the fastener. 3This allowable load value also applies to normal weight hollow core concrete slabs with Pc of 6600 psi and minimum dimensions shown in Figure 6, when installed in accordance with Section 4.2.4. CRANDALL ENGINEERING LJ SHEET OF 5448.Merrill Mill Road JOB NO. I Woos l Mariposa, CA 95338 Phone: 209-966-4844 DATE: l 6-0 � (� lot "ASCE710W.xls" Program Version 1.0 WIND"LOADING.ANALYS,IS m Wall Coponents and Claddings , e a L, } � ,15 Per ASCE 7 10 Code for Buildings of Any,Melght FJ .,u s U. Part t ai, 3..Ana1" (cal P.roiadure Seotlon, 0 4 &30.6 `"_" ,,r8 _`)` W_... g., Yt ..:: arR ,r< Job Name: ANDERSON SELF -STORE Sub'ect: EXTERIOR WALL Job Number. 16029 Ori inator. JAC fI Checker. Input Data: Wind Speed, V =10. + mph (Wind Map, Figure 26.5 -1A -C) Bldg. Classification = 4 A- i,'+::.^-: (Table 1.5-1 Risk Category) Exposure Category = S3p; C w,; (Sect. 26.7) B Ridge Height, hr= 1trl& O . ft. (hr >= he) Eave Height, he= :� l&60; R (he <= hr) Building Width = 0 0.00 R (Normal to Building Ridge) 4000. Building Length = 00 R (Parallel to Building Ridge) L Roof Type = R: GablO, (Gable or Monoslope) Plan Topo. Factor, Kzt = 1:00;:;. (Sect 26.8 & Figure 26.8-1) Direct. Factor, Kd = (Table 26.6) Enclosed? (YM) ;'[°;Y ;ik} (Sect 28.61 & Figure 26.11-1) Hurricane Region? Component Name =Wall4r (Girt, Siding, Wall, or Fastener) Effective Area, Ae = R^2 (Area Tributary to C&C) he Resulting Parameters and Coefficients: f L J Elevation Roof Anglo, 0 -- 4.78 _ deg. ' Mean Roof HL, h = 1 16.00 ft. (h = he, for roof angle -10 deg.) Wall External Pressure Coefficients, GCp: GCp Zone 4 Pos. _ (Fig. 30.4-1, GCp is reduced by 10% for roof angle -10 deg. ) _0.90 GCp Zone 5 Pos. _ 090 (Fig. 30.4-t, GCp is reduced by 10% for roof angle -10 deg. ) GCp Zone 4 Neg. _ -0.99 � (Fig. 30.4-1, GCp is reduced by 10% for roof angle -10 deg.) GCp Zone 5 Neg. _ -1.26 (Fig. 30.4-1, GCp is reduced by 10% for roof angle <=10 deg. ) Positive & Negative Internal Pressure Coefficients, GCpi (Figure 26.11-1): +GCpi Coat. = 0.18 (positive internal pressure) -GCpi Coal. _ -0.18 (negative internal pressure) If z <= 15 then: Kz = 2.01'(15/z )^(2/a) , If z > 15 then: Kz = 2.01 °(z1zg)A(2/a) (Table 30.3.1) a = 9.50 (Table 26.9.1) z9 =...;_ 900._.....I (fable 26.9-1) . . Kh = 0.86 (Kh = Kz evaluated at z = h) Velocity Pressure: qz = 0.00256°Kz°Kzt°Kd°V^2 (Sect. 30.3.2, Eq. 30.3-1) I - qh = 22.66 psf qh = 0.00256'Kh'Kzf Kd°V^2 (qz evaluated at z = h) Design Net External Wind Pressures (Sed 30.4 & 30.6): For h - 60 ft.: p = gh'((GCp) - (+/-GCpi)) (psf) For h > 60 R: p = q°(GCp) - qi'(+/-GCpi) (psf) . where: q = qz for windward walls, q = qh for leeward walls and side walls _ qi = qh for all wells (conservatively assumed per Sect 30.6) 1 of 3 8/312016 10:40 AM "ASCE710W.)ls" Program Version 1.0 Notes: 1. (+) and (-) signs signify wind pressures acting toward & awa from respective surfaces. 2. Width of Zone 5 (end zones).'a' = 6.00 ft. 3. Per Code Section 30.2.2, the minimum wind load for C&C shall not be less than 16 psf. 4. References :a. ASCE 7-10, "Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C. Mehta and James M. Delahay (2004). 2of3 8/312016 10:40 AM V- "ASCE710W.1ds" Program Version 1.0 Wall Components and Cladding: 51 � Wall Zones for Buildings with h r_ 60 R a: ai i WAIL ELEVATION Wall Zones for Buildings with h > 60 fL 3 of 3 1 8/312016 10:40 AM Structural (S) Stud Section Properties I,-��"� III 5e�NO `choin��Th��ieS;� ;� eaWe�1g t,�.�IXX�w-� ��� roperx es `e..,, Sxe� N�a`ag• a e'�1 OOy �A�� o X5.7_ �i �!r�,�)��¢l'1!b ytr�b111*'111 1;_ ��i-h�).i�Cl� ,0.163 .� If1)ir., 1`ll)• , t1�"1UIlf' A)' �! ) 250S137.33 0.0346 33 0.197 0.67 0.203 1.015 0.052 0.515 0.203 0,158 3.11 3.10 975 399 0.079 0.076 -1.141 0.677 1.612 0.499 35.6 :'.2505131.43:' OA451 33 ,;0;255. -.10100.067: �= 0511 _ ; 0,261 ,-010.5,;,, 4.53?mom.-.4b0 .1?BS 394 .i 0173!v1:_.:0096 1129.;, O6'(0�,;,~;599, OSOJ: 6.• 250S137.54 0.0566 33 0.316 1.07 0.318 6.255 1.064 0.080 0504 0.318 0255 5.76' 5.75 1553 373 0.397 ,0.115 -1.115 0.663 1583 0.504 33.4 250S13754 0.0566 50 _ 0.316 1.07 0,318 0256, 1.004 0.080 0504 0,318 0144 8.22' ` 8,34-_ 2353 - 565 0.997 0.115 -1,115 0.663 IM 0SO4 T7,1 250S73758 0.0713 33 0.390 1.33 0.386 0.309 0.994 0.095 0.495 0.386 0.309 7.19' 7.19 1891 342 0.661 0.138 -1.096 0.653 1.561 0.507 33.1 250513758 0.0713 50 ' 0.390 .1.33 0,386 0.309 0.994 0.095 OA95 0.386 0.308 10.65' 10.67 2866 519' 'O:fi61 0.138 -1.096 0,653 , 1.561 0,507 26.8 . 250S162-33 0.0346 33 0.223 0.76 0.235 0.188 1.027 0.087 0.624 0.235 0.180 3.55 3.56 975 399 0.089 0.146 -1.470 0.859 1.898 0.401 44.1 2505162-03 0.0451 33 0.289 0.98 0.302 0.242 1.071 0.111 0.620 ' 0.302 0.240 . 5,22? 525 - 1265 394. ;0.196 O.1B4 AA57 0.852 1.885 _ 0.402 42.1 250S162.54 0.0566 33 0.358 1.22 0.370 0.296 1.016 0.135 0.613 0,370 0.296 6.571 6.57 1553 373 0.383 0.223 •1.443 0.645 1.868 0.403 41.8 _ 250516254 OM66 50 0,358 122 0.370 0.296 1.016 0.135 0.613 0.370 0284 9:421 9,46 2353 565 0.383 .0.223 -•1.443 0.845 1368 0,403 33.9 250516258 0.0713 33 0.443 1.51 0.450 0.360 1.007 0.162 0.605 0.450 0.360 8.211 8.21 1891 342 0.752 0.268 •1.424 0.835 1.846 0.405 41.7 _ 250S16258 - 0.0713 50 0.443 151 0.450 0.360 1.007 0.162 0.605 0,450 0.357 12.111 1211 2866' 519 '0.752 0.268 -1.424 0.835 1.816 OAD5 33.7 3505162-33 0.0346 33 0.258 0.88 0.508 0.290 1.404 0.098 0.617 0.508 0.257 5.08 5.22 1024 487 0.103 0.277 •1.324 0.796 2.026 0.573 42.7 35OS162-43 , 0.0451 33 0,334 1.14 0.654 0:374 1.400 .0.125 0.612- A.654 +0357 7.05 -" 7.31 ' 1739 •631. • 0.227-� : 0.350 '•1.312 0.789 - 2.014 • 0.575 .42,6 3505162.54 0.0566 33 0.415 1.41 0.804 0.460 1.392 0.152 0.606 0.804 0.447 8.83 9.08 2253 633 0.443 BA26 -1.298 0.782 1.998 0.578 42.7 35DS162-U 0.0566 50 OA15 L41 0.804. 0,460 1.392 -0.152 -0.606 ; 0.804 OA26 12.74 .. 13.05: 3372 947 - 0.443 0.426 -1.298 0.782. ._1.998 � ..0.578 34.5 , 350576258 0.0713 33 0.515 1.75 0.985 0.563 1.383 0.184 0597 0.985 0.551 12.561 1223 2774 592 0.872 0.514 -1.280 0.772 1.977 0.581 39.7 35OS162b8 0.0713_ .'50, " 0.515 . L75 0.985 .0.563 1.3830.184 0597 0.985 ! 0,549 '_1644- 16.84 4202 , 897,•. .0.872- " 0.514 •1.280 •,_ 0.772 1977 ._, 0.581 :, 34.5 " 3505300.54 0.0566 33 0.585 1.99 1.286 0.735 1.483 0724 1.113 1.279 0.582 11.51 12.73 2253 633_ 0.624 2.166 1.531 3,261 0.323 74.7 350530054 0.0566- 50 p 0585.. 1.99 1286 0:735 1.483 ,• _ 0.724 .1:113. 1.213 .0.508 -.1520 , 16.71 :• .3372 � 947 • _•2.682 ; .0.624. - .2.166 • -2.682 , 1531 , 3.261-" 0.323 ^-2.663 ' •fi0.4 •' 35OS300S8 0.0713 33 0.729 2,48 1.586 0.906 1475 0.888 1.104 1.586 0.775 1531 16.98 2774 592 1.235 2.649 1.521 3.238 0.324 75.1 O68 35OS30�:= .6.0713 ''.50.:` '0:729' ..2:48 �-:.1:586' .0,906:.=•'1':475.1 :0.888'. :1104.;. "-1:557.-'0.687.m::cTD,Sk.''-2254'�-•''42'� ='897. ` -'1.0 5">..2:649 .'-2.663-. 1.521`'�f3238­''O.M`' `'60.51. 362S73.M3 0.0346 33 0.264 1.424 0.059 0501 0.236 0.80 0.47910.41 0.479 0.2 ,4.59. 4.73 1024 521 0.094 0.165 -1.003 0.615 1.813 0.694 34.7 362S197-03, '0.0461; 33, .0306 1,04 0.616'0:340,1 1.419-~0.075, 0497; :0.616,•.03 . - __-:8.85.. 1739 _,676xn.._0.207,ti;._0.208�,-0.99,1; .0608:g,,L801e..O 97 x:34.8- 3625137.54 0,0566 33 0.379 1.29 0.756 0.417 1,411 0.091 0.490 0.756 0.402 7.94 8.24 2341 705 0.405 0.251 -0.978 0.601 1.785 0.700 34,6 362S13754', -:0.0566` -x50 -d _ `0.379. '1,29 '0.756'7 "IA71•;, 0094'7._ - ;0;756 �038Y ; 1142, '11.911 3372 v 1016;' y +,0405 ?0.751 -0.976%`0601 1765 j0,700e 41.764 r; 27,9 3625737.68 0.0713 33 6.470 1.60 0.922 0.509 1.401 0.109 0.480 0.922 0.498 9.84 10.05 2884 662 0.797 0.302 -0.959 0.592 0.704 34.6 ,3625737.68•'` OA713 " 50' < '6.470 1.fi0,; .::0.922 -:0509" r1i401 6 �0:109_''. OA80 r • :0.922.'`•40.483" 1477 `<4370 `'.1004 _ :0797 .c0.302;� �-0:959' 0592 `Z "t7fi4' ' - _ 27.8 362S162.33 0.0346 33 0.262 0.89 0.551 0.304 1.450 0.099 0.616 .;1..1524 0,551 0168 5.29 5.43 1024 521 _ _'0:704 0.105 0.297 -1.308 0.786 2.048 42.6 362S162.43 -0.0451. •33 . 0.340 - 1.16 - ,1:445 :0.127 0.710 "0392 0,611 0.710 s 0372`_. - 734 ' ,7.62 1739 .676'71 _ _0.592 00236_ c.0:376 " `AIR' -07875;°::2:036 0594 ,•42.5 362Si62-54 0.0566 33 , 0.422 1.44 0.873 0,481 1.438 0.154 0.604 0.873 OA66 9.22 9.51J 2341 705 0.451 � 0.457 -1.283 0.774 2.020 0.597 42.5 362SI6254 0.0566 50 0.422 1.44 0.873 0.481 `1,438 0.154 0.604 0.873_; 0.444 1328 -1359 3372' `; 1016,1 X6.451 ' OAV -1.283 '0:774 2:020;" 0.597.- 34.4 ' 362576258 0.0713 33 0.524 1.78 1.069 0.590 1429 0,186 OS96 1.069 0579 11.43 11.65 2884 662 0.887 0.552 •1.264 0.765 1.998 0,600 42.7 _ r 362S16258- 0.0713. 50 ' 0,524 -178 1',069 - 0.590 1.429 ,, _ 0,166'. 0896:; -0.297 _0_.57'4.-,,_17.l8' 1069- 0574 , ' 17.18 , ,17.65 . '457-0 ' 1004 _ 6.6B7' --0.552 -L264 _ 0.765 .,1998 .0:606 `� 34.3 ' 3625200.33 0.0346 33 1.01 0.648 0.358 1478 0.177 0.772 0.647 0.294 5.81 6.19 1024 521 0.118 0.577 •1.741 1.030 2.411 0.478 53.6 _ '; 362S2003 .0.0451, 33 _ "0:385 1.31.-,: 0836` a0.461"_ -1.4_74.0227• 0767. _0.568_+1.467 `0:836 0.427, 8.43, , _870 �� 1739 _ _676 `' 026Y -1.728 ]024 x:2398- .0,480' `0.511 `53.5 , 3625200.54 0.0566 33 0.479 1.63 1.636 0.277 0961 1.030 055310.93 11.23 2341 705 - 0.896 0.896 -1.715 1.016 2.382_ 0-A82� 53.6 382S200S4, ,0.0586 50 ., _ :0.479 x'1.63;' 1030 =0568" 7467 ,.0.277 , 0761 ;!:1:030 OA90 1486` 1547+ '3372 -� 1018 OS11_'0:898'� •1.715 1.016'2382 "0.482~ X433 362S20058 0.0713 33 0.595 2.02 1.265 0.698 1,458 0.337 0153 1.265 0.687 15.291 15.54 2884 662 1.008 1.089 -1.696 1.006) 2.360 OA84 50.6 _ .. _ 362520058 00713 •-, 50 ; _.. .. ...n '.0.595 •2.02'_ 12fi5''c0698' ,•,1.058, :0337, _07531 �.' :,1265 _`'0866.',' 1995;<2051yy, ;4370 �_ 1004_' '1008_ .1;089 , ;-1:696 11006: -^2360;.-"r0Ai ~3.265 .4313 362S300.54 0.0566 33 0.592 2.01 1.390 0.767 1.533 0.734 1.114 1.383 , 0.607 11.99 13.22 2341 705 0.632 2.316 -2.659_ 1.522 0.337 74.5 _ .362S30OS4.' x0.0566` - 50' X0.592 -'2.01 , , 1390• 0.767 1-_1.539 50:7343 `1114` '.1:312, -0.529_}515.831734� 3322 1016;; .1.716 1D632,°w-,'2.316' *2,659 +;~1.522 „32651 7�, '160.2 X74.9 362S30D58 0.0713 33 0.738 2.51 1.716 0.947 1,525 0.900 1.165 0.811 16.02 17.65 2884 662 1.250 2.833 -2.640 1.512 3143 0.337 362S30058 - 0.0713' 50,' " -0.1!l8_' -2.51 V. --*1316- t _ 0947 -.),M = ' : 0.900' 1.105 1.664 x 0.716'` 21:44"' 23:42.'^' '4370 - . 1004: :1150 2.833 -.•2:640 `Y1512' r 3243 1 x 0.337 :60A 'i 40DS137-33 0.0346 33 0.249 0.85 0,603 0.301 1.556 0.061 OA96 0.603 0159 5.12 5.29 976 595 0.099 0.204 -0.965 0.597 1.897 0.741 34.5_ 4005137 3 0.0451 33 ,i •0.323 • 1.10 ` 0778 1"-''0:388`=',1551 0.078: `.OA91 i- r k: 'O.I76 x10.369' 7 W p�Y - _ 7 47y' `9739 _y .810 -" _� 0 219 i �': 0,257 0.954 ; _ OM U`�1885? 0.744. � •0583~ ! 34 3 4005137.54 0.0566 33 0.401 1.36 0.953 OA77 1.542 0.094 OA840.953 OA53 8.96 9.42 2603 944 0.428 0.311 -0.940 1.870 0.747 34.3 400S13754- '0.0566 50 = _ 0.401 ,:136 '0.9530 .0477 , .1542. -, 0.094 0484_" - 0.953 .0.428` :1282?' 1338!,. -3372* -122D, _ '0428 -,'•0.311 •;-0.940 0583 :;"1.870�,; 0:747, ,27.7 400513758 0.0713 33 0.497 1.69 1.165 0.582 1531 0.112 0,475 1.165 0567 11.21 11.51 3215 895 0.842 0.375 -0.922 0.574 1.849 0.751 34.2 400S137S8,.� 00713 50 f .0.497 1f.69_,. 1.165-,`0:582 ,f1531 5;0112.1;,0475 ^ -0.692 ~1.165-.;,0558 1670• 1744~ 4871,;,, 1356`••L0842-'TO.375,.-._-0922,�,0.574��1849x'27.6_ ✓ 4DOS162-33 0.0346 33 0.275 0.94 0.346 1.586 0.103 0.611 0.692 0.299 5.91 6.07 976 595 0.110 0.363 -1.263 0.768 2,118 0.644 42.3 f400S162-03;,~ 00451,,,,•`133;_; �:0:357,'+121,,�,0,892 :.''0446,-,;,�1S81ku0131Y':w 0606,1 _0.892 „'`OA1j,Cy�8:23.; ,y: 854'; ,1739 ;,810,< 0242T' ,0.460 e 1.25 * 0761; 2106 .0:647; 400S762.54 0.0566 33 0.443 151 1.098 0.549_ 1.574 0.159 0.600 1.098 0.526 1039 10.94 2603 944 0.473 0.560 -1.238 0.754 2.090 0.649 .+422,. 422 •4005-16254•:-;, O.OS66s•h 50 � x'0.443 t• -151_x. 1098.',%-0549 ".i1b74i`T0:158•��0800 ?1.098t;.•;AA98' 1490�''1525'�'3372 1223-' a 0473',0.560 ' 1:238�:�0754_� T090-0�649.•s .34:1' 400S162-68 0.0713 33 0.550 1.87 1.346 0.673 1564 0.192 0591 1.346 0.658 13.00 13.30 3215895 0.933 0.677 •1.220 0.745 2.069 0.653 42.2 -_400S162-0B�`,;-+_00713-.:r-50_,- "0:550•x,187,;; ;1346 `0673„•; 1564~{0182-0891;_::;-1:346 ,;OG48' 19.01;° 2015 487E ,�-,.1356,x, 0.933,L„0:677;tt1.2Z0';}�0745'p.2069 0853 .,_XO 4005200.33 0.0346 33 0.310 1.05 0.812 OA06 1.619 0.183 0.769 0.812 0.328 6.49 6.90 976 595 0.124 0.697 -1.688 1.OD72.462 0.530 53.1 400S20043',_ 00451;,!:_ 33 0.402s- x137- 1047T!0524 ;1615 6235'::,0764, �i3O.646 ,.1,047, OA78�,_945: 974', 1739 810 _ '•944 0272 O.BB6 ,1676_,1000 y2A48+,s0.532., 53.0.1 400S20D-54 0.0566 33 0.500 L70 1.292 1.608 0.287 0.758 1.292 0.623 1230 12.77 2603 0.534 1.083 -1.662 0.993 2,433 0534 53.0 400520054:; 0.0566`- S0 :0.500 ,-1:70,:'" 1292x0646.1;608,'"'0267 -Y 0768-n1292 X0549.„ 1643,17.31,.,:3372x1223„:-'053411083:-1662�,;;,0993;�.2433`.0,534•„' 429p'; 4005200.68 0.0713 33 0.622 2.12 1.589 0.795 1599 0.349 0.750 1,589 0.780 15AO 15.70 3215 895 1.054 1.318 •1.643 0.983 2.412 0.536 53.2 400520058 _, 0 0713 -:" SO �. t 0.622 2:121, ? 1589- �•0 795 161.599 y y0 349:2,.0 750 _ ~ * '1589 g„0 751'' - 22 48' 2304 4871' 1356.:; _ 1054 yc, 1,316 _ 1843 ;0,983 y�2 412 +'� 61�; Y�6.377 ,..-42.9 ; 40DS360. 4 0.0566 33 0.613 2.09 1.732 0.866 1.681 0.760 1.114 1.723 0.680 13.44��� 1430 2603 944 0.655 2.802 •2.594 1.496 3285+ 74.0 ,400S30054,1, 0.6566,•,.�� 50 - 0.613x.2'09.•.. ;1732 Yt,OB66 sh1681 3.0760:gy,1114 '1:637,„kOS92� ;1772 1915 337_2 '.12231-0655. 2,802 - 2594E '1496:,!13185' 0377' •59.8„ 40OS30058 0.0713 33 -0.764 2.60 2.139 1.070 1.673 0.933 1.105 2.139 0.914 18.06 w� 19.68 . 3215 ~ 895 - 1295E 3.432 -2.5741 1.486 3.2631!0.378 74.3 400530089`:: 0.0713�•"'�50,3 -''0:764 ?!'c2.60".` -2.139.x`1-070:�:1.673�`-,0.9331.105`-. .2.099"•fl,0805.: 24.09'",'26.05-`-4871-..1356._.":1295`3.432- -=2.5/.0:1 i:1A88'`t•'3263. 0:378_- :160.0 5505162.33 0.0346 33 0327 1.11 1.458 0,530 2.112 0.113 0589 1.458 0.512 10.11 8.63 699 699 0.130 0.713 •1.114 0.697 2.459 0.795 41.4 550.5162 43 A 0451 '331 0 424, j 144 �1 41:883,rW.9 885 2 W � OS84 X1.883. ;•:0681 � 14 79i� 1314 ' 7550 ff 1199 %'r 1 103 �rr0891. X2'448 X-M, 0 797, 391.: 550S162-54 0.0566 33 ,1.0145 0.528 1.80~ 2.324 0.645 2.098 OA76W�OS77 2.324 0.845 18.761 17.87 2739 �.. 1666 _;,0288 w5< , 0.564 1.105 •1.090 OM 2.434 0.800 � 38.7 550S16454rZ7'CO566,�;� X50 :0528 ' 180 2:3240845-�098;_;,0176�J'0 ;' • +224 :2.324.OB11su28861 =2352-,,,_3093 .;1881, -,?0564 ` . . 10901`„ 2434-�','or0800.1 550516258 0.0713 33 0.657 2.861 1.040 2.086 0.212 0,568 2.861 1.040 23.721 23.72 4347 2057 1.114 1.342 -1.072 0.675 2,414 0.803 38.0 5SOS16268 00713 " 50 0.6571 +224',2861 10404 2.086 0212,,'OS68x _ ,:2:6613 -11031 3494' g32ZB ;j 53501 ,2532,_. "1114 ,,1,342 1072, 50E75 2414 X0803 X31:1'' 5505300.54_ 0.0566 33 0.698_ 237 3.545 1.289 2154 0.850 1.104 3.505 1.080 2134 20.74 2739 1666 0.745 5.364 •2.365 1.401 3.449 0.530 73.0 550530054 `, .0 0566,', • 50:'' 0.698 237 F_ 3 545 -x'1289 2254. �0 850 : 1104 ; 3295'_ 0983` 2944 ,;i`-2699 x3093 1881,; • 7 •-'4347 0 745-,+• 5.364 _ ,p 2365; 1401 4` 3 449 OS30' ~ 1 59.2,r t 5505300-68 0.0713 33 0,871 2.96 4.391 1.597 2245 1.044 1.095 4.384 1.411 27.88 28.03 2657 1.476 6.594 -2.346 1.391 3.427 0.531 73.1 -550S306M6 V.. 0.0713: -50"-'0.871- : 2.98" 4.381. x'1.597 ^i "2245`a;�1.044'• 1A95C �'.81851-X1287'¢ .3853=x$685•-'-�5350rr"":2532 '-1:476~ X8.$94- •2.346: j:391'+•''r3AZlw'?O.SJ1" ' 59.1" Web -height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads. z Allowable moment includes cold work of forming. See Table Notes on page 6. Copyright O 2011 by the Steel Stud Manufacturers Association Screw Table Notes 1. Capacities based on section E4 of the AISI 2004 Specification. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. Tabulated values . assume two sheets of equal thickness are connected. 3. Capacities are based on Allowable Strength Design (ASD) and include safety factor of 3.0" 4. Where multiple fasteners are used, screws are assumed to have a center -to -center spacing of at least 3 times the nominal diameter (d) 5. Screws are assumed to have a center -of -screw to edge -of -steel dimension of at least 1.5 times the nominal diameter (d) of the screw. 6. Tension capacity is based on the lesser of pullout capacity in sheet closest to screw tip, or pullover capacity for sheet closest to screw head (based on head diameter shown) 7. Note that for all tension values shown in this table, pullover values have been reduced by 50% assuming eccentrically loaded connections that produce a non-uniform pull -over force on the fastener. 8. Values are for pure shear or tension loads. See AISI section E4.5 for combined shear and pull -over. 9. Higher values, especially for screw strength, may be obtained by specifying screws from a specific manufacturer. See manufacturer's data for specific allowable values and installation instructions. 10. Shear and tension data for screws was developed with the assistance of the Wei -Wen Yu Center for Cold -Formed Steel Structures (CCFSS), using manufacturers' data and evaluation reports available at the time of publication. Allowable Screw Connection Capacity (Pounds Per Screw) K _ 0138 dlarl4 Hea0�`1 tlia5f6 WeSd 0�19.Oedia103 x eatl ��0261 dia�0�340 ea 0 6 dia�0409M eads s 1 F o0 ",p - Shear r :Tension Shear • Tenslom ' Shear �'Tenslon�' Stiear Tension �„ hear : Tensiom• r S ' 18 - 0.0188 33 33 44 .24 48 29 52 33 55 38 60 44 �. o:oze3: :.. '33 :. ' `33 s - _� 17"17 ..: .� "� wt,,av .�r� Note 3 9•W._az- t?--> _a_ _ s....m.. . , ik w o1 ' . -+ s7 ,Tr`o ~ `66 " 30 0.0312 33 33 95 40 103 48 111' 55 118 63-1, 127., 73` _ _ 33'. 0:0346' ..: ..33. ;i 45'x - : .151'::. X61 164.;; ..:72 i� `. . 177. - y 84 -1g8 : `. -280 _ 4'-' .x... e.203 X144 43 0.0451 33 0 214 79 244 94 263 109 124_ 302 _ `'� `• .. r--..�,0.0566�... : - 33 _ 45,x.: _ .. ...214--• a ,:: 84 ... ' .:..m303, _ :.-r,:11&��.:..: - .. ;,^..370 T.� :.,-137 394 - ate .-.. - 42 _ 4...._ . ,. -180..,_ t. 68 00713 33 45 214 84 303 11B 406 159 525 196 600 277 _�� � ...:.. ,x.01017 ..: 33 ~ �: 45 e. ,..w � -45 .:.:.K X44::.. _ :....::.�..w' :: ...w _ -� 303 y' :118`` " � X118 r408 X466 ,..�,`�,..� .a..-52?..� { - 4«w 205 r:a i :, i,jpq y _ 118 0.1242 33 214 84 363 159 525 -205 704 275 • - 54: s::• 0'0566 -� 150n s3«.:6? Y�a,214 r -a ?..'� w, -r -84 . ._. 303v _x _ - 118: A06 +405 •-� �. 52 _ .-' �.; mi �i:'si3'613m _'� ,:5261_ 68 0.0713 50 65 214 303 118 159 525 205 704 275 97. 17;' c` ,SO.,:.y....-_65M!�,...,. • X50 214...:.,,.:.:.a�..._-.:. ._-x;303 _ -X118_-.Y.._..�Y..`x...�159..iL..`_.,•n 5�`::4.,.�...,..205,�'". �- '`704...x. x`704 118 0.1242 65 214 84 303118 406 159 525 205 775 C Weld Table Notes 1. Capacities based on section E2.4 (for fillet welds) and E2.5 (for flare groove welds) of the AISI Specification. 2. When connecting materials of different steel thicknesses or tensile strengths, use the lowest values. 3. Capacities are based on Allowable Strength Design (ASD) and include appropriate safety factors. _ 4. Weld capacities are based on either 3/32" or 1/8" diameter E60 or E70 electrodes. For materials thinner than 68 mil, 0.030" to 0.035" diameter wire electrodes may provide best results. , 5. Parallel capacity is considered to be loading in the direction of the length of the weld. 6. For flare groove welds, the effective throat of weld is conservatively assumed to be less than 2t. Allowable Welds Capacity (Pounds) for 1 Long Welds - e 0990 ... 1 , s 1 F o0 ",p �a�l,� .� �• Perpe dl`��.�.. r�Pa�lel�'� �P�a," 43 0.0451 33 45 619 864 544 663 s 54�a.',ri0.6566 .- 68 00713 y� 33 45 ;� ...,.a_-,.�. r•, .z-:it.a'.a_ �_.'- ti...,?3..._ ��..L.c.�....s�s ��`., 1,OB2 1,365 __r1 b16:�✓ s �,'�'..�. X947 659 4..a.�. 1046 c/.1 m' ,�.cr».....,,!`;��n01017 ..s....�.... 178 0.1242 33 45 - _,.. .,�.. r� �'1•�....,, .: Note 1 Note 1 , -ia.a c i�?28,: � Note 3 wt,,av .�r� Note 3 9•W._az- t?--> _a_ _ s....m.. i.a 1u:Y:Y M!•�.:.�X,':' r'-:_ ,C a aj..r.•_. S qru 1 vn �..2 ......u.SW.F... 68 00713 50 65 _.. .a .... .. :.a. .... 1563 :..i.:uu2' 1972 .w'.A. ...CC:3by 1241 .- r.Iv. AM 1514 -� b13`:'i._''.: �159"�..r.�: 118 0.1242 50 65 Nota 1 Note 1 Note 3 Note 3 ' For fillet welds, AISI S 100 equation E2.4-4 must be checked for 118 mil material, or whenever the thickness of the thinnest part is greater than 0.10 inch. 2 For weld lengths greater than 1'; equations E2.4-1 and E2.4-2 must be checked. - 3 For flare groove welds_ , AISI S 100 equation E2.5-4 must be checked for 118 mil material, or whenever the thickness of the thinnest part is greater than 0.10 inch. CRANDALL ENGINEERINGsNEET � OF�_ 5448 Merrill Mill Road r JOB NO. Mariposa, CA 95338 I Phone: 209-966-4844 DATE: i 1c, 77 p t�4a`rc t� �24,x ��� C C. c L ENGINEERIN 5448 MERRILL MILL ROAD MARIPOSA. CA 95338 PERMIT BUTTE COUNTY DEVELOPMENT SERVICES CODE COMPL.IANUL DATE�p— By _b—f .— PROJECT SPECIFIC SOILS REPORT BASED ON N.R.C.S. DATA: Project Name:. u:4L ttv5 S6Lr— -� Client: Q,y It ?, Address or Location: X12 .L r J.5 Basis of Soil Information: Sheet I of 21 Job No. 1lyDZ9 Date: —2) r -c-/ 1. (.0 V1 I 01(0_X-31 BUTTE COUNTY SEP 13 2016 DEVELOPMENT SERVICES This report is based on information available from the Natural Resources Conservation. United States Department of Agriculture, Web Soil Survey. Available online at: http://websoilsurvey.nres.usda.gov/ General Soil Informatio Soil Name(s): I Limitations for dwellings without basements and small commercial buildings: -`. Slope:- SCP 02 Proposed Mitigation: Shrink/Swell: P Proposed Mitigation: Other: t4 - Proposed Mitigation: I/M V1 Seismic Hazard: Is location shown on CA. Geologic Survey Maps as specific hazard Zone: )@Lko ❑ Yes - Hazard Proposed Mitigation: Soil Classification and Design Values: Seismic Site Class: Unified Classification Symbol(s) Per NRCS Engineering Properties: GL. CBC Table 1804.2 Material Class: 51 Allowable Foundation Pressure: psf Lateral Bearing: Icy psf/f below natural grade Lateral Sliding: p = or Resistance= I ',%:> psf 201_o PHONE: 209-966-4844 i" L( P i 0 le - SOIL NOTES . I. FOUNDATION DESIGN IS BASED ON INFORMATION PROVIDED BY NATURAL RE -SOURCES CONSERVATION- SERVICE ON LINE -WEBSITE ACCESSED ON 7 S/2/o/201/o AND OBSERVATION OF PREVIOUS PROJECTS IN THIS DEVELOPMENT.. 2' SOIL CLASSIFICATION IS LISTED AS "HAPLEXORALLS CLAY LOAM", UNIFIED CLASSIFICATION TYPE CL OR CLASS 5 SOIL PER GBG TABLE 180/0.2. THIS IS CONSISTENT WITH PREVIOUS EXCAVATIONS AND WORK ON THIS SITE. ALLOWABLE SOIL BEARING CAPACITY: 1500 PSF LATERAL SOIL BEARING CAPACITY: -100 PGF SLIDING RESISTANCE = 130 PSF OR LESS THAN 50% DEAD LOAD 3. THE SITE IS RELATIVELY LEVEL AND EXCAVATION WILL BE LIMITED TO REMOVAL OF ANY ORGANIC AND LOOSE MATERIAL. MINOR AREAS OF STRUCTURAL- FILL WILL BE REQUIRED AT AREA WHERE EXISTING BUILDINGS AND A SEPTIC SYSTEM HAVE BEEN REMOVED. FILL IN THESE AREAS AND FILL REQUIRED. TO REPLACE OVEREXCAVATION AT SOFT SPOTS, TREE ROOTS, ETC., IS TO CONSIST .OF CLEAN GRAVEL. 4. SUBGRADE PREPARATION: A. THE BUILDING SITE SHOULD BE STRIPPED OF ALL VEGETATION, FILLS AND OTHER DISTURBED SOIL. B. THE BUILDING PAD SUBGRADE SHOULD. BE SCARIFIED AND PREPARED BY ADJUSTING MOISTURE CONTENT TO AT LEAST 2% BUT NOT MORE THAN 5% ABOVE OPTIMUM TO A DEPTH OF AT LEAST 12" BELOW FINISHED SUBGRADE. C. THE BUILDING AND SLAB AREAS SHOULD BE 'PROOF ROLLED' AND ANY SOFT MATERIAL SHOULD BE REMOVED AND REPLACED WITH GRAVEL. D. RECOMMENDED MOISTURE CONTENT MAY BE ESTABLISHED EITHER DURING SITE EARTHWORK B Y PONDING OR SPRINKLING ?T II CPRE SOAKING) WITH WATER. THE DEPTH OF WETTING SHOULD EXTEND AT LEAST 12" BELOW FINISHED SUBGRADE. 5. ALL BUILDING FOUNDATIONS, FOOTINGS AND THICKENED SLAB EDGES SHALL. EXTEND THROUGH ANY GRAVEL FILL AND BE BASED ON .FIRM, UNDISTURBED EARTH OR COMPACTED MATERIAL. MINIMUM FOOTING DEPTH SHALL BE AS SHOWN ON THE PLANS. /o. IF SOIL CONDITIONS ARE. ENCOUNTERED DURING CONSTRUCTION THAT DIFFER FROM THOSE DESCRIBED IN THE SOILS REPORT, THE ENGINEER SHOULD BE NOTIFIED IMMEDIATELY AND ACTIONS TAKEN AS DIRECTED BY THE ENGINEER. 39° 47 W N 39° 47 45" N 3 Soil Map—Butte Area, California, Parts of Butte and Plumas Cour (ANDERSON BROS SELF STORE) 593730 593770 593810 593850 5938% 593930 593970 3 Map Sde: 1:1,910d printed on A landscape (11" x 8.5') sheet. Meters N 0 25 50 100 150 A0 50 100 200 300 Map projection: Web Mermtor Coma coordinates: WGS84 Edge tics: UrM Zone 10N WGS84 LIS Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 8/26/2016 Page 1 of 3 Soil Map—Butte Area, California, Parts of Butte and Plumas Counties (ANDERSON BROS SELF STORE) USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/26/2016 Page 2 of 3 MAP LEGEND MAP INFORMATION Area of Interest (AOI) Spoil Area 'The soil surveys that comprise your AOI were mapped at 1:24,000. Area of Interest (AOI) Stony Spot Warning: g: Soil Map may not be valid at this scale. Soil Map Unit Polygons Very Stony Spot Enlargement of maps beyond the scale of mapping can cause ,w�A Soil Map Unit Lines Wet Spot misunderstanding of the detail of mapping and accuracy of soil line Other placement. The maps do not show the small areas of contrasting p Soil Map Unit Points soils that could have been shown at a more detailed scale. Special Point Features .W• Special Line Features (� j Blowout Water Features Please rely on the bar scale on each map sheet for map Borrow Pit •�'^�^ Streams and Canals measurements. Transportation Source of Map: Natural Resources Conservation Service Clay Spot Rails Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Q Closed Depression Coordinate System: Web Mercator (EPSG:3857) Gravel Pit ewta Interstate Highways Maps from y the Web Soil Survey are based on the Web Mercator ism US Routes projection, which preserves direction and shape but distorts �. Gravelly Spot _ distance and area. A projection that preserves area, such as the Major Roads Albers equal-area conic projection, should be used if more Landfill yrs LocalRoads accurate calculations of distance or area are required. q Lava Flow Background This product is generated from the USDA-NRCS certified data as of Marsh or swam P Aerial Ph otography the version date(s) listed below. Mine or Quarry Soil Survey Area: Butte Area, California, Parts of Butte and Plumas Counties Miscellaneous Water Survey Area Data: Version 12, Sep 3, 2015 ( Perennial water Soil map units are labeled (as space allows) for map scales 1:50,000 :g Rock Outcrop or larger. .- Saline Spot. Date(s) aerial images were photographed: I May 21, 2015—Jun 2, e Sandy Spot 2015 i ,The orthophoto or other base map on which the soil lines were .� severely Eroded Spot compiled and digitized probably differs from the background Sinkhole imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. �p Slide or Slip � - Sodic Spot USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/26/2016 Page 2 of 3 Soil Map—Butte Area, California, Parts of Butte and Plumas Counties ANDERSON BROS SELF STORE Map Unit Legend ON 0,-�qm'5.,-'' �" {+'-d'�m g,�A�'--}+idM'3-ST�••'k}`iL{`°�£'ks""'�.uJ".?. w"�5nButtekArea California$3Parts�mofButteFand�Pluma�s„Countles(CA612)- .nalifiFlrnlanlalN +1c:,5.�t-'F1''x9`7t -i"�"h R+h:Y �R.�y�"'f' [}moi'' �dL^AC�T'Y T SNGw-'ii SL�Jbil6Y�iktlRl�y-kk LL7Ytt3MtrJN'1 e it Symbo 3tr y ap mt� Name; FMap.0 5� 448 ' Haploxerolls clay loam, 0 to 2100:000 percent slopes Totals for Area of Interest 18.8 100.0% 0_1 Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties ANDERSON BROS SELF STORE Engineering Properties This table gives the engineering classifications and the range of engineering properties for the layers of each soil in the survey area. _Hydrologic soil group is. a group of soils having similar runoff potential.under similar. _ storm and cover conditions. The criteria for determining Hydrologic soil group is found in the National Engineering Handbook, Chapter 7 issued May 2007(http:// directives.sc.egov.usda.gov/OpenNonWebContent.aspx?content=17757.wba). Listing HSGs by soil map unit component and not by soil series is a new concept for the engineers. Past engineering references contained lists of HSGs by soil series. Soil series are continually being defined and redefined, and the list of soil series names changes so frequently as to make the task of maintaining a single national list virtually impossible. Therefore, the criteria is now used to calculate the HSG using the component soil properties and no such national series lists will be maintained. All such references are obsolete and their use should be discontinued. Soil properties that influence runoff potential are those that influence the minimum rate of infiltration for a bare soil after prolonged wetting and when not frozen. These properties are depth to a seasonal high water table, saturated hydraulic conductivity after prolonged wetting, and depth to a layer with a very slow water transmission rate. Changes in soil properties caused by land management or climate changes also cause the hydrologic soil group to change. The influence of ground cover is treated independently. There are four hydrologic soil groups, A, B. C, and D, and three dual groups, A/D, B/D, and C/D. In the dual groups, the first letter is for drained areas and the second letter is for undrained areas. The four hydrologic soil groups are described in the following paragraphs Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. . Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that, have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. Depth to the upper and lower boundaries of each layer is indicated. �ISDA Natural Resources Web Soil Survey 8/26/2016 Iiii—m Conservation Service National Cooperative Soil Survey Page 1 of 3 Engineering Properties—Butte Area, California, Parts of Butte and Plumas Counties ANDERSON BROS SELF STORE Texture is given in the standard terms used by the U.S. Department of Agriculture. These terms are defined according to percentages of sand, silt, and clay in the fraction of the soil that is less than 2 millimeters in diameter. "Loam," for example, is soil that is 7 to 27 percent clay, 28 to 50 percent silt, and less than 52 percent sand. If the content of particles coarser than sand is 15 percent or more, an appropriate modifier is added, for example, "gravelly." Classification of the soils is determined according to the Unified soil classification system (ASTM, 2005) and the system adopted by the American Association of State Highway and Transportation Officials (AASHTO, 2004). The Unified system classifies soils according to properties that affect their use as construction material. Soils are classified according to particle -size distribution of the fraction less than 3 inches in diameter and according to plasticity index, liquid limit, and organic matter content. Sandy and gravelly soils are identified as GW, GP, GM, GC, SW, SP, SM, and SC; silty and clayey soils as ML, CL, OL, MH, CH, and OH; and highly organic soils as PT. Soils exhibiting engineering properties of two groups can have a dual classification, for example, CL -ML. The AASHTO system classifies soils according to those properties that affect roadway construction and maintenance. In this system, the fraction of a mineral soil that is less than 3 inches in diameter is classified in one of seven groups from A-1 through A-7 on the basis of particle -size distribution, liquid limit, and plasticity index. Soils in group A-1 are coarse grained and low in content of fines (silt and clay). At the other extreme, soils in group A-7 are fine grained. Highly organic soils are classified in group A-8 on the basis of visual inspection. If laboratory data are available, the A-1, A-2, and A-7 groups are further classified as A -1-a, A -1-b, A-2-4, A-2-5, A-2-6, A-2-7, A-7-5, or A-7-6. As an additional refinement, the suitability of a soil as subgrade material can be indicated by a group index number. Group index numbers range from 0 for the best subgrade material to 20 or higher for the poorest. Rock fragments larger than 10 inches in diameter and 3 to 10 inches in diameter are indicated as a percentage of the total soil on a dry -weight basis. The percentages are estimates determined mainly by converting volume percentage in the field to weight percentage. Percentage (of soil particles) passing designated sieves is the percentage of the soil fraction less than 3 inches in diameter based on an ovendry weight. The sieves, numbers 4, 10, 40, and 200 (USA Standard Series), have openings of 4.76, 2.00, 0.420, and 0.074 millimeters, respectively. Estimates are based on laboratory tests of soils sampled in the survey area and in nearby areas and on estimates made in the field. Liquid limit and plasticity index (Atterberg limits) indicate the plasticity characteristics of a soil. The estimates are based on test data from the survey area or from nearby areas and on field examination. References: American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. USDA Natural Resources Web Soil Survey 8/26/2016 Conservation Service National Cooperative Soil Survey Page 2 of 3 Engineering Properties ---Butte Area, California, Parts of Butte and Plumas Counties ANDERSON BROS SELF STORE Report—Engineering Properties Absence of an entry indicates that the data were not estimated. The asterisk— denotes the representative texture; other possible textures follow the dash. The criteria for determining the hydrologic soil group for individual soil components is found in the National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.eg6v.usda.gov/ OpenNonWebContent.aspx?content=17757.wba). }.+Yi" Y r7. 11? �}`'- f.'..i/� SF-'i'�i�e�4F ' t'a'?6C'-"^4Cd"b. EngineenngxPropeRi _ �'Y.xM''.'4'.,*.�i5'��tAe�n�P. Butte1Area; N3""'.'.Ftr'eFJ§"49 t'f•'k`fai.'', 'YO` l''j'i".e.�'-�'Y`-'C+ISa, C' alifornia Parts§of Butte antl�F:lumas. .'4n �'ESIe Countle ' .."i "'.'}'t"til-^:�f't. 'q� . l ; �S��u�3'.usR65h��6u�WaYBra'2n4.4EH.sxt7F..CnAri'F$LNC�2?i4i9Fe"� 1i���NA a. �''%�1F1x��+�!�;'•e'4�rt`�.§,;, MYap��¢Ef};unrtsymbolyy3an�d bi GF$,'rriY+(•�nt u'14r jl.Slf,yj.�f soiLname a �tx; ." . ' Pc of, .Y ma .i'i" Hydrnolo{ ', P'Y3;-.Tfi.i glc� Dept4h .. 1^' SPY :.- �� . `v9Iwv:' USDA texture _ ,�� ��; Classificat�ioyn ,14�4�b.:°RMI'lu.�,✓ �• "ti�� .. �� i ..�+{%.d"_r�;. ..-�y,,.. Fragments .; . .E. ' SE�!94'I•�rk" Percen�fag�e ;.. I'�i4 ,��.'°er.•f.4 e ur passingieve, H �...�rr . a=x t Umbe �e rrrbtAR. `Y'�'h:1'',:'f'�'w1i�l'"•G Llqurd � Ilmit rPlasticit ex �ylndex� :9 Pq� r' Unlfled �u 0 ;,�A�?.�� .- SHTO fiLI'm k7r".�LT,.ae In Pct Pct Pct 448—Haploxerolls clay loam, 0 to 2 percent slopes Haploxerolls, day 75 C 0-5 Clay loam CH A-7-6' 0-0-0 0-0-0 100-100 100-100 90-95-1 70-75- 42-53 18-25-2 loam -100 -100 00 80 -55 5 5-10 Silty day loam, day CL A-7-6 0-0-0 0-0-0 100-100 100-100 90-95-1 70-75- 42-49 18-23-2 loam -100 -100 00 80 -55 5 10 24 Silty day loam, day CL � A 7-6 0 0- 0 0- 0- 0' 100-100 100-100 90-95-1 70-75- 39-43 19-20-2 loam --100 -100 00, 80 -50 5 24-39 Silty day loam, day CL A-7-6 0-0-0 0-0-0 100-100 100-100 90-95-1 - 70-75- 39-45 19-23-2 loam -100 -100 00 SO -50 5 39-66 Silt loam, loam, CL A-6 0-0-0 0-0-0 100-100 100-100 80-90-1 35-05-, 28-36 12-18-2 sandy loam, sandy =100 -100 00 90, 47 5 clay loam ` { Data Source Information . Soil Survey Area: Butte Area, California, Parts of Butte and Plumas Counties Survey Area Data: Version 12, Sep 3, 2015 USDA Natural Resources Web Soil Survey 8/26/2016 i Conservation Service National Cooperative Soil Survey Page 3 of 3 Y Physical Soil Properties --Butte Area, California, Parts of Butte and Plumas Counties Physical Soil Properties ANDERSON BROS SELF STORE This table shows estimates of some physical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based on field observations and on test data for these and "similar'soils: Depth to the upper and lower boundaries of each layer is indicated. Particle size is the effective diameter of a soil particle as measured by sedimentation, sieving, or micrometric methods. Particle sizes are expressed as classes with specific effective diameter class limits. The broad classes are sand, silt, and clay, ranging from the larger to the smaller. Sand as a soil separate consists of mineral soil particles that are 0.05 millimeter to 2 millimeters in diameter. In this table, the estimated sand content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Silt as a soil separate consists of mineral soil particles that are 0.002 to 0.05 millimeter in diameter. In this table, the estimated silt content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Clay as a soil separate consists of mineral soil particles that are less than 0.002 millimeter in diameter. In this table, the estimated clay content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of sand, silt, and clay affects the physical behavior of a soil. Particle size is important for engineering and agronomic interpretations, for determination of soil hydrologic qualities, and for soil classification. The amount and kind of clay affect the fertility and physical condition of the soil and the ability of the soil to adsorb cations and to retain moisture. They influence shrink - swell potential, saturated hydraulic conductivity (Ksat), plasticity, the ease of soil dispersion, and other soil properties. The amount and kind of clay in a soil also affect tillage and earthmoving operations. Moist bulk density is the weight of soil (ovendry) per unit volume. Volume is measured when the soil is at field moisture capacity, that is, the moisture content at 1/3- or 1/10 -bar (33kPa or 10kPa) moisture tension. Weight is determined after the soil is dried at 105 degrees C. In the table, the estimated moist bulk density of each soil horizon is expressed in grams per cubic centimeter of soil material that is less than 2 millimeters in diameter. Bulk density data are used to compute linear extensibility, shrink -swell potential, available water capacity, total pore space, and other soil properties. The moist bulk density of a soil indicates the pore space available for water and roots. Depending on soil texture, a bulk density of more than 1.4 can restrict water storage and root penetration. Moist bulk density is influenced by texture, kind of clay, content of organic matter, and soil structure. USDA Natural Resources Web Soil Survey 8/26/2016 Conservation Service National Cooperative Soil Survey Page 1 of 4 P/ Physical Soil Properties ---Butte Area, California, Parts of Butte and Plumas Counties ANDERSON BROS SELF STORE Saturated hydraulic conductivity (KsaQ refers to the ease with which pores in a saturated soil transmit water. The estimates in the table are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity (Ksat) is considered in the design of soil drainage systems and septic tank absorption fields. Available water capacity refers to the quantity of water that the soil is capable of storing for use by plants. The capacity for water storage is given in inches of water per inch of soil for each soil layer. The capacity varies, depending on soil properties that affect retention of water. The most important properties are the content of organic matter, soil texture, bulk density, and soil structure. Available water capacity is an important factor in the choice of plants or crops to be grown and in the design and management of irrigation systems. Available water capacity is not an estimate of the quantity of water actually available to plants at any given time. Linear extensibility refers to the change in length of an unconfined clod as moisture content is decreased from a moist to a dry state. It is an expression of the volume change between the water content of the clod at 1/3- or 1/10 -bar tension (33kPa or 10kPa tension) and oven dryness. The volume change is reported in the table as percent change for the whole soil. The amount and type of clay minerals in the soil influence volume change. Linear extensibility is used to determine the shrink -swell potential of soils. The shrink -swell potential is low if the soil has a linear extensibility of less than 3 percent; moderate if 3 to 6 percent; high if 6 to 9 percent; and very high if more than 9 percent. If the linear extensibility is more than 3, shrinking and swelling can cause damage to buildings, roads, and other structures and to plant roots. Special design commonly is needed. Organic matter is the plant and animal residue in the soil at various stages of decomposition. In this table, the estimated content of organic matter is expressed as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of organic matter in a soil can be maintained by returning crop residue to the soil. Organic matter has a positive effect on available water capacity, water infiltration, soil organism activity, and tilth. It is a source of nitrogen and other nutrients for crops and soil organisms. Erosion factors are shown in the table as the K factor (Kw and Kf) and the T factor. Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and Ksat: Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet.and rill erosion by water. Erosion factor Kw indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Erosion factor Kf indicates the erodibility of the fine -earth fraction, or the material less than 2 millimeters in size. USDA Natural Resources Web Soil Survey 8/26/2016 Conservation Service National Cooperative Soil Survey Page 2 of 4 Physical Soil Properties --Butte Area, California, Parts of Butte and Plumes Counties ANDERSON BROS SELF STORE Erosion factor T is an estimate of the maximum average annual rate of soil erosion by wind and/or water that can occur without affecting crop productivity over a sustained period. The rate is in tons per acre per year. Wind erodibility groups are made up of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group -.1-are-the most_susceptible to wind_erosion,_and.those assigned.to group 8 are the. least susceptible. The groups are described in the "National Soil Survey Handbook." Wind erodibility index is a numerical value indicating the susceptibility of soil to wind erosion, or the tons per acre per year that can be expected to be lost to wind erosion. There is a close correlation between wind erosion and the texture of the surface layer, the size and durability of surface clods, rock fragments, organic matter, and a calcareous reaction. Soil moisture and frozen soil layers also influence wind erosion. Reference: United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 43041. (http://soils.usda.gov) USDA Natural Resources Web Soil Survey 8/26/2016 Conservation Service National Cooperative Soil Survey Page 3 of 4 Physical Soil Properties --Butte Area, California, Parts of Butte and Plumas Counties Report -Physical Soil Properties ANDERSON BROS SELF STORE Physical Soil Properties -Butte Area Cal ifomta„Parts of Butte and Plumas Counties:i y : •: Map symbol Depth Sand SiIt, Clay Moist Saturated Available +linear Organic iiErosiom Wlnd Wind and soil name, 'bulk . hydraulic, water ex4enslbllity. matter factors`y ✓ ` °erodiblllty erodlbillty density '�conductiwty capacity ;group . �• index ,; f In Pct Pct Pct g/cc micro m/sec In/In Pct Pct 448- Haploxerolls clay loam, 0 to 2 percent slopes Haploxerolls, 0-5 -33- -32- 27-35- 35 1.40-1.45 2.00-2.00-4.00 0.19-0.19-0. 3.0- 5.8- 6.0 2.5-4.0- .24 .24 5 6 I 48 clay loam -1.50 21 5.0 5-10 -34- -33- 27-33- 35 1.40-1.45 2.00-2.50-4.00 0.19-0.19-0. 3.0- 5.1- 6.0 2.5-3.0- .24 .24 -1.50 21 5.0 10-24 -34- -37- 27-29-35 1.40-1.45 2.00-3.50-4.00 0.19-0.21-0. 3.0- 3.9- 6.0 1.0-2.0- .32 .32 -1.50 21 2.5 24-39 -34- -33- 27-33-35 1.40-1.45 2.00-2.504.00 0.19-0.19-0. 3.0- 5.1- 6.0 1.0-1.2- .28 .28 -1.50 21 2.5 39-66 -38- -36- 18-26-35 1.45-1.50 4.00-6.00-14.00 0.13-0.18-0. 0.9- 2.9- 6.0 0.1-0.3- .32 .32 j -1.55 21 0.8 Data Source Information Soil Survey Area: Butte Area, California, Parts of Butte and Plumas Counties Survey Area Data: Version 12, Sep 3, 2015 uSDA Natural Resources :m Conservation Service Web Soil Survey National Cooperative Soil Survey 8/26/2016 Page 4 of 4 r - Q 39° 47 54' N 39° 4745N 3 Small Commercial Buildings—Butte Area, California, Parts of Butte and Plumas Counties a (ANDERSON BROS SELF STORE) 593730 593770 593810 593850 5938W 593930 593970 3 Map Scale: 1:1,910 if pdnbal on A landscape (11" x 8.5') sheet Meters N 0 25 50 100 150 �A r 0 50 100 200 300 Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 1ON WG584 USDA Natural Resources Web Soil Survey r Conservation Service National Cooperative Soil Survey Small Commercial Buildings—Butte Area, California, Parts of Butte and Plumas Counties (ANDERSON BROS SELF STORE) MAP LEGEND Area of Interest (AOI) : Background Area of Interest (AOI) Aerial Photography Soils Soil Rating Polygons ® Very limited O Somewhat limited HE Not limited Q Not rated or not available Soil Rating Lines , ,o%o Very limited o s Somewhat limited Not limited A-,,. AF Not rated or not available Soil Rating Points Very limited ® Somewhat limited El Not limited E Not rated or not available Water Features Streams and Canals Transportation 1 i # Rails :. Interstate Highways US Routes Major Roads Local Roads USDA Natural Resources 21111111111111 Conservation Service Web Soil Survey National Cooperative Soil Survey a MAP INFORMATION The soil surveys that comprise your AOI were mapped at 1:24,000 Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a mo4detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. I Soil Survey Area: Butte Area, California, Parts of Butte and Plumas Counties Survey Area Data: Version 12, Sep 3, 2015 Soil map units are labeled (as space allows) formap scales 1:50,000 or larger. Date(s) aerial images were photographed: I May 21, 2015—Jun 2, 2015 i The orthophoto or other base map on which the soil lines were compiled and digitized probably differs froml the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. j i 8/26/2016 Page 2 of 5 Small e Commrc. a { uildings—Summa , by -Map Unl utte Are Califprma of Butt ndyP umas Cou tit a (CA612) �r rt ,.Parts , 18.8. 100.0% { Mapyunit Mapunit nam e i Rating y Cpt Reiligso^ s r syrnbol ° F w ' name(percent) numeric Acs . tre^in AO Percent of AOI, f5 Ma TMI .448 Haploxerolls clay Very limited Haploxerolls, Flooding (1.00) 18.8 100.0% loam, 0 to 2 percent slopes + clay loam (75%) Shrink -swell (0.49) Totals for Area of Interest 18.8 100.0% � J �r rt J, , 18.8. 100.0% Totals for Area of Interest. .ar'. -..- PY I- yyPicAi+n��5e"'.-'+�,•�.' _^' _ Via.. • .. _. _ _ �.., . IICommercial`Bulldings ;S' mmary by Rafing a ue _ . n� Rating1_0.PerceofAOI ry� f �r rt Very limited , 18.8. 100.0% Totals for Area of Interest. 18.8 100.0% Or y USDA Natural Resources Web Soil Survey 8/26/2016 i ` :Conservation Service National Cooperative Soil Survey Page 3 of 5 Small Commercial Buildings—Butte Area, California, Parts of Butte and Plumas Counties Description ANDERSON BROS SELF STORE Small commercial buildings are structures that are less than three stories high and do not have basements. The foundation is assumed to consist of spread footings of reinforced concrete built on undisturbed soil at a depth of 2 feet or at the depth of maximum -frost penetration, whichever -is -deeper. The -ratings -are -based on -the soil properties that affect the capacity of the soil to support a load without movement and on the properties that affect excavation and construction costs. The properties that affect the load -supporting capacity include depth to a water table, ponding, flooding, subsidence, linear extensibility (shrink -swell potential), and compressibility (which is inferred from the Unified classification of the soil). The properties that affect the ease and amount of excavation include flooding, depth to a water table, ponding, slope, depth to bedrock or a cemented pan, hardness of bedrock or a cemented pan, and the amount and size of rock fragments. The ratings are both verbal and numerical. Rating class terms indicate the extent to which the soils are limited by all of the soil features that affect the specified use. "Not limited" indicates that the soil has features that are very favorable for the specified use. Good performance and very low maintenance can be expected. "Somewhat limited" indicates that the soil has features that are moderately favorable for the specified use. The limitations can be overcome or minimized by special planning, design, or installation. Fair performance and moderate maintenance can be expected. "Very limited" indicates that the soil has one or more features that are unfavorable for the specified use. The limitations generally cannot be overcome without major soil reclamation, special design, or expensive installation procedures. Poor performance and high maintenance can be expected. Numerical ratings indicate the severity of individual limitations. The ratings are shown as decimal fractions ranging from 0.01 to 1.00. They indicate gradations between the point at which a soil feature has the greatest negative impact on the use (1.00) and the point at which the soil feature is not a limitation (0.00). The map unit components listed for each map unit in the accompanying Summary by Map Unit table in Web Soil Survey or the Aggregation Report in Soil Data Viewer are determined by the aggregation method chosen. An aggregated rating class is shown for each map unit., The components listed for each map unit are only those that have the same rating class as listed for the map unit. The percent composition of each component in a particular map unit is presented to help the user better understand the percentage of each map unit that has the rating presented. Other components with different ratings may be present in each map unit. The ratings for all components, regardless of the map Unit aggregated rating, can be viewed by generating the equivalent report from the Soil Reports tab in Web Soil Survey or from the Soil Data Mart site. Onsite investigation may be needed to validate these interpretations and to confirm the identity of the.soil on a given site. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified isDA Natural Resources Web Soil Survey 8/26/2016 Conservation Service National Cooperative Soil Survey Page 4 of 5 Small Commercial Buildings—Butte Area, California, Parts of Butte and Plumas Counties Tie-break Rule: Higher ANDERSON BROS SELF STORE USDA Natural Resources Web Soil Survey 8/26/2016 r Conservation Service National Cooperative Soil Survey Page 5 of 5 39° 4754'N 39° 4745'N Soil Map—Butte Area, Califomia; Parts of Butte and Plumas Counties 3 (ANDERSON BROS SELF STORE) 593730 593770 593810 593850 593890 593930 593970 3 Map Scale: 1:1,910 W printed on A landscape (11" x 8.5') sheet Meters N 0 25 50 100 150 -FeetA 0 50 100 200 300 Map projection: Web Mercator Comer wordiness: WG584 Edge tics: UfM Zone ION WGS84 usDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 8/26/2016 Page 1 of 3 Soil Map—Butte Area, California, Parts of Butte and Plumas Counties (ANDERSON BROS SELF STORE) USDA Natural Resources Web Soil Survey Niiiiiiiiiiii Conservation Service National Cooperative Soil Survey i i MAP INFORMATION i The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more'detailed scale. Please rely on the bar scale on each map sheet for map measurements. I I Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Butte Area, California, Parts of Butte and Plumes Counties Survey Area Data: Version 12, Sep 3, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. 4 Date(s) aerial images were photographed: May 21, 2015—Jun 2, 2015 i The orthophoto or other base map on which the soil lines were compiled and digitized probably differs frorn'the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. e 8/26/2016 Page 2 of 3 MAPLEGEND Area of Interest (AOI) ) Spoil Area Area of Interest (AOI) Stony Spot Soils Very Stony Spot Q Soil Map Unit Polygons Wet Spot ,f'�hf Soil Map Unit Lines � Other 13 Soil Map Unit Points .�. Special Line Features Special Point Features Blowout Water Features .: �,. Streams and Canals Borrow Pit Transportation Clay Spot i ► Rails 10 Closed Depression Interstate Highways Gravel Pit wwo US Routes Gravelly Spot Major Roads ( Landfill y Local Roads } Lava Flow Background A,pf- Marsh or swamp Aerial Photography Mine or Quarry } Miscellaneous Water ( Perennial Water Rock Outcrop Saline Spot Sandy Spot <f Severely Eroded Spot . Sinkhole Slide or Slip Sodic Spot USDA Natural Resources Web Soil Survey Niiiiiiiiiiii Conservation Service National Cooperative Soil Survey i i MAP INFORMATION i The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more'detailed scale. Please rely on the bar scale on each map sheet for map measurements. I I Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Butte Area, California, Parts of Butte and Plumes Counties Survey Area Data: Version 12, Sep 3, 2015 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. 4 Date(s) aerial images were photographed: May 21, 2015—Jun 2, 2015 i The orthophoto or other base map on which the soil lines were compiled and digitized probably differs frorn'the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. e 8/26/2016 Page 2 of 3 Soil Map—Butte Area, California, Parts of Butte and Plumas Counties Map Unit Legend ANDERSON BROS SELF STORE - Butt® AreCali laM. art fgB and jumas Counties=(:C-A612 r � qiwr�it(S mbol Map - nit$Name � 5*� Acres in 0 t r„ nit( Percent of AOI xx � ,: . 448 Haplozerolls clay loam; 0 to 2— `— - ' — " 7 18:8 "' - ' -100'.0% percent slopes Totals for Area of Interest 18.8 100.0% 11/2kdl6' Design Maps Summary Report WU$GS Design Maps Summary Report User -Specified Input Report Title ANDERSON SELF -STORE Fri August 26, 2016 16:50:49 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.79740N, 121.9027°W Site Soil Classification Site Class D - "Stiff Soil" Risk -Category. I/II/III _. LY r s p u, ✓X,ryk'-�+'�" s y "+„�,' C?fi13'1Mi {ga 8 USGS-Provided Output Ss = 0,617 g SMs = 0.806 g Sos = 0.538 g 51 = 0.277 g SMl = 0.511 g Sol = 0.341 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRV building code reference document. MCEa Response Spectrum 0.90 0.81 0.32 0.G3 0.54- 0.45- 0 .540.450 0.36 0.27 0.18- 0.09 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 0.54-- 0.49-- 0.42-- 0.3G .5d0.480.420.36 co M 0.30 H 0.24 0.18 0.12- 0.06 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) For PGA, TL, CRs, and CR, values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. httpl/ehp2-earthquake.w r.usgs.gov/designmaps/us/summary.php?template=m inim al&labtude=39.7974&Jongitude=-121.9027&siteciass=3&riskcategory=0&edit.. 1/1 A BUILDING ENERGY ANALYSIS REPORT PROJECT: Self -Storage Building for the Anderson Brothers 13633 Anderson Brothers Drive Chico, CA 95973 Project Designer: North Valley Building Systems #30 Seville Court Chico, CA 95928 530-345-7296 Report Prepared by: BUTTE COUNTY ' • Donna Wallace BUILDINGS DIVISION Donna Wallace /`1��R®VE� 399 E. 9th Avenue Chico, CA 95926 530-893-4982 Bl (-2(131 PLAN C;HA.NCIE i 1147-2711-030 AUGLIST'4 , 101.-7 . ' P'LAN' C; f1A N C E Job Number: f NVBS70 " Date: 8/2/2017 (Revision Date) The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. Ener Pro 6. by EnergySoft User Number: 4997 ID: NVBS70 I STATE OF CALIFORNIA INDOOR LIGHTING CEC-NRCC-LTI-01-E Revised 08/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting (Page./ of 6) Project Name: Self -Storage Building for the Anderson Brothers Date Prepared: 8/2/2017 A. General Information Climate Zone: Conditioned Floor Area : 0 11 Unconditioned Floor Area: 6,000 Building Type: ZI Nonresidential ❑ High -Rise Residential ❑ Hotel/Motel ❑ Schools ❑ Relocatable Public Schools ❑ Conditioned Spaces t7 Unconditioned Spaces Phase of Construction: J7 New Construction ❑ Addition ❑ Alteration Method of Compliance: JD Complete Building - ❑ Area Category- ❑ Tailored . Project. Address: 13633 Anderson Brothers Drive B. Lighting Compliance Documents (select yes for each document included) y For detailed instructions on the use of this and all Energy Efficiency Standards compliance documents, refer to the Nonresidential Manual published by the California Energy Commission. YES NO FORM TITLE d NRCC-LTI-01-E Certificate of Compliance. All Pages required on plans for all submittals. NRCC-LTI-02-E Lighting Controls, Certificate of Compliance, and PAF Calculation. All Pages required on plans for all submittals. NRCC-LTI-03-E Indoor Lighting Power Allowance NRCC-LTI-04-E Tailored Method Worksheets NRCC-LTI-05-E Line Voltage Track Lighting Worksheets CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA INDOOR LIGHTING EC-NRCC-LTI-01-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION " CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting (Page 2 of 6) Project Name: Self -Storage Building for the Anderson Brothers Date Prepared: 8/2/2017 C. Summary of Allowed Lighting Power Conditioned and Unconditioned space Lighting must not be combined for compliance Indoor Lighting Power for Conditioned -Spaces Indoor Lighting Power for. Unconditioned Spaces Form/Title t Watts Watts ❑ Field Inspector Installed Lighting Installed Lighting NRCI-LTI-02-E - Must be submitted for a lighting control system, or for an Energy Management Control System (EMCS), ❑ Field Inspector 1. NRCC-LTI-01-E, page 4 + 0 NRCC-LTI-01-E, page 4 + 895 2. PORTABLE ONLY FOR OFFICES + NRCI-LTI-04-E - Must be submitted for two interlocked systems serving an auditorium, a convention center, a NRCC-LTI-01-E, page 3 conference room, a multipurpose room, or a theater to be recognized for compliance. Minus Lighting Control Credits NRCI-LTI-05-E - Must be submitted for a Power Adjustment Factor (PAF) to be recognized for compliance. Minus Lighting Control Credits � 3 NRCC-LTI-02-E, page 2 0 NRCC-LTI-02-E, page 2 - 0 Adjusted Installed Lighting Power Adjusted Installed Lighting Power 4 (row 1 plus row 2 minus row 3) _ 0 (row 1 minus row 3) _ 895 5. Complies ONLY if Installed <_ Allowed Complies ONLY if Installed <_ Allowed 6. Allowed Lighting Power 0 Allowed Lighting Power 3,600 Conditioned NRCC-LTI-03-E, age 1 Unconditioned NRCC-LTI-03-E, page 1 D. Declaration of Required Installation Certificates Declare by selecting yes for all Installation Certificates that will be submitted. (Retain copies and verify forms are completed and signed.) YES NO Form/Title t NRCI-LTI-01-E - Must be submitted for all buildings ❑ Field Inspector NRCI-LTI-02-E - Must be submitted for a lighting control system, or for an Energy Management Control System (EMCS), ❑ Field Inspector to be recognized for compliance. NRCI-LTI-03-E - Must be submitted for a line -voltage track lighting integral current limiter, or for a supplementary ❑Field Inspector � overcurrent protection panel used to energize only line -voltage track lighting, to be recognized for compliance. NRCI-LTI-04-E - Must be submitted for two interlocked systems serving an auditorium, a convention center, a ❑ Field Inspector conference room, a multipurpose room, or a theater to be recognized for compliance. NRCI-LTI-05-E - Must be submitted for a Power Adjustment Factor (PAF) to be recognized for compliance. ❑ Field Inspector � NRCI-LTI-06-E - Must be submitted for additional wattage installed in a video conferencing studio to be recognized for ❑Field Inspector compliance. CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA INDOOR LIGHTING CEC-NRCC-LTI-01-E Revised 08/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE Of COMPLIANCE N RCC-LTI-01-E Indoor Lighting (Page3 of 6) Project Name. Self -Storage Building for the Anderson Brothers Date Prepared. 8/2/2017 E. Declaration of Required Certificates of Acceptance Declare by checking all of the Certificates of Acceptance that will be submitted. (Retain copies and verify forms are completed and signed.) . YES NO Form/Title-.. NRCA-LTI-02-A - Must be submitted for occupancy sensors and automatic time switch controls. ❑ Field Inspector NRCA-LTI-03-A - Must be submitted for automatic daylight controls. ❑ Field Inspector NRCA-LTI-04-A - Must be submitted for demand responsive lighting controls. ❑ Field Inspector A separate Lighting Schedule Must Be Filled Out for Conditioned and Unconditioned Spaces. Installed Lighting Power listed on this Lighting Schedule is only for: ❑ CONDITIONED SPACE ❑ UNCONDITIONED SPACE F. Indoor Lighting Schedule and Field Inspection Energy Checklist ❑ The actual indoor lighting power listed on this page and on the next page includes all installed permanent and planned portable lighting systems. ❑ When Complete Building Method is used for compliance, list each different type of luminaire on separate lines. ❑ When Area Category Method or Tailored Method is used for compliance, list each different type of luminaire by each different function area on separate lines ` ❑ Also include track lighting in schedule, and submit the track lighting compliance form (NRCC-LTI-05-E) when line -voltage track lighting is installed. CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 - c STATE OF CALIFORNIA INDOOR LIGHTING CEC-NRCC-LTI-01-E Revised 08/15 UTALMU INIM ovcrtuT wmn11001UN CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting 4 (Page 4 of 6) Project Name: Self -Storage Building for the Anderson Brothers - Date Prepared: 8/2/2017 G. Installed Portable Luminaires in Offices — Exception to Section 140.6(a) ❑ This section shall be filled out ONLY for portable luminaires in offices (As defined in §100.1). All other planned portable luminaires shall be documented on next page of this compliance form. ❑ This section is used to determine if greater than 0.3 watts of portable lighting is planned for any office (] Fill out a separate line for each different office. Small offices that are typical (having the same general and portable lighting) may be grouped together. This allowance shall not be traded between offices having different lighting systems. -Office Portable Luminaire Schedule Office Installed Portable Luminaire Watts Per Square Foot Office Location Field Inspector 1 2 3 4 5 6 7 8 9 10 Installed If F:5 0.3, portable Watts enter luminaire ° jE per zero; Identify Office area in M c watts in v ° square G05 x G07 which these portable Pass Fail Complete Luminaire Description 3 � this office 'Q Y foot if G06 > luminaires are installed - (i.e., LED, under cabinet, furniture mounted Watts per (G02 x ° (G04 / 0.3, direct/indirect) Luminaire G03) GOS) (G06-0.3) ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑. Enter sum total of all pages into NRCC-LTI- Total installed portable luminaire watts that are greater than 0.3 watts per square foot per office: 01-E; Page 1 C_ CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 S n n 0 Co x L o O Name or r rn D Item Tag O O r to 0 61 x M m N z 0 0 0�o n r Gl 0 05 '' 3 c 3' N _ m w ° y m 3 3 m m C 3 c CU 3 n z m y ° N - CO C a m ro fD o 7 m m Q 0 cm �. N ° N M rMrM O Z M Z M M 0 o Watts per < r) n Luminaire x Z z m n V) x r ` CEC Default o D p ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ from NA8 m :E m d D - 3, ;CU H According to a F m ❑ ❑ ❑ ❑ ❑ ❑ ❑ fl CL N G) d to Ln Number rn 0 Luminaires t m Co cn i N Total Installed Ln cn o Watts in this area „ (1103 x H05) Z rn 0 z 0 n o 3 3 � S m 3 C 3 CO a CD o m T 0 LO CL LO3 c `T c o a O O T. s 3 3 N °Q a 90 to a a C. N m m d d d N =' m in CO C E �n O O m ? .�•' N SU a S O M N 11 11 11 ❑ ❑ ❑ 1:1vii �p ' N m ^m^ M o❑❑❑❑❑o❑❑ o n zQQ L o O r rn STATE OF CALIFORNIA INDOOR LIGHTING b } CEC-NRCC-LTI-01-E Revised 08/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting (Page 6 of 6) Project Name: Self -Storage Building for the Anderson Brothers Date Prepared: 8/2/2017 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Donna Wallace Company: Donna Wallace Signature Date: 8/2/2017 Address: 399 E. 9th Avenue CEA Certification Identification (if applicable): 4997: EnergyPro User Number City/State/Zip: Chico, CA 95926 Phone: 530-893-4982 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. '1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). _ 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. _ - 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. S. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is re uired to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: Andy Wood - Responsible Designer Signature: Company: North Valley Building Systems Date signed: 20� Address: #30 Seville Court License: /2/ City/state/zip: Chico, CA 95928 Phone` 530-345-7296 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA INDOOR LIGHTING POWER ALLOWANCE CEC-NRCC-LTI-03-E Revised 08/15)CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-03-E Certificate of Compliance - Indoor Lighting Power Allowance (Page 1 of 4) Project Name:(;Date Prepared: 8/2/2017 elf-Stnraae Building for the Anderson Brothers A separate page must be filled out for Conditioned and Unconditioned Spaces. This page is only for: O CONDITIONED spaces m UNCONDITIONED spaces A. SUMMARY TOTALS OF LIGHTING POWER ALLOWANCES 1 2 3 4 ❑ If using Complete Building Method for compliance, use only the total in column (a) as total allowed building watts. WATTS ❑ If using Area Category Method, Tailored Method, or a combination of Area Category and Tailored Method for compliance, use only the total in column (b) as the total allowed building watts ALLOWED (a) (b) 1. Complete Building Method Allowed Watts. Documented in section B of NRCC-LTI-03-E (below on this page) 3,600 if i�Cai * e 2. Area Category Method Allowed Watts. Documented in section C-1 of NRCC-LTI-03-E (below on this page) u, f t'r 3. Tailored Method Allowed Watts. Documented in section A of NRCC-LTI-04-E TOTAL ALLOWED BUILDING WATTS. Enter number into correct cell on NRCC-LTI-01, Page 2, Row 1 3,600 Total Area: ❑ Check here if building contains both conditioned and unconditioned areas. I` B. COMPLETE BUILDING METHOD LIGHTING POWER ALLOWANCE 1 2 3 4 WATTS COMPLETE ALLOWED TYPE OF BUILDING (From §140.6 Table 140.6-B) PER (ft) X BLDG. AREA _ WATTS Comp Bldg Com & Ind Storage 0.60 6,000 3,600 Total Area: I` Total Watts. Enter Total Watts into section A, row 1 (Above on this page) C -1 AREA CATEGORY METHOD TOTAL LIGHTING POWER ALLOWANCES (D plus E) Watts Total from section C-2 . Total from section C-3 Total Watts. Enter Total Watts into section A, row 2 (Above on this page) CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA INDOOR LIGHTING POWER ALLOWANCE ;EC-NRCC-LTI-03-E (Revised 06/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-03-E Certificate of Compliance - Indoor Lighting Power Allowance (Page 2 of 4) Project Name: Self -Storage Building for the Anderson Brothers Date Prepared: 8/2/2017 A separate page must be filled out for Conditioned and Unconditioned Spaces. This page is only for: ❑ CONDITIONED spaces 10 UNCONDITIONED spaces C -2 AREA CATEGORY METHOD GENERAL LIGHTING POWER ALLOWANCE ❑ Do not include portable lighting for offices. Portable lighting for offices shall be documented only in section B of NRCC-LTI-01-E. ❑ Separately list lighting for each primary function area as defined in §100.1 of the Standards. A B C D AREA CATEGORY (From §140.6 Table 140.6-C) WATTS ALLOWED Location in Building Primary Function Area per Table 140.6-C PER (ft') X AREA (ft') = WATTS TOTALS 1 0 Enter sum total Area Category allowed watts into section C-1 of NRCC-LTI-03-E (this compliance form) 0 WA CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA INDOOR LIGHTING POWER ALLOWANCE " EC-NRCC-LTI-03-E (Revised 08115) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-03-E Certificate of Compliance - Indoor Lighting Power Allowance (Page 3 of 4) Project Name: Self -Storage Building for the Anderson Brothers Date Prepared: 8/2/2017 Aseparate page must be filled out for Conditioned and Unconditioned Spaces. This page is only for: ❑ CONDITIONED spaces m UNCONDITIONED spaces C-3 AREA CATEGORY METHOD ADDITIONAL LIGHTING WATTAGE ALLOWANCE (from Table 140.6-C Footnotes) A C2 D E F G ALLOWED r1inear Additional Wattage WATTS Primary Watts Allowance Description(s) and Quantity of Special Total Design ' Smaller of Function Allowed (B x C) Luminaire Types in each Primary Function Area Watts 3 Dor F TOTALS — Enter into TOTAL AREA CATEGORY METHOD ADDITIONAL ALLOWANCES — Section C-1 1. Use linear feet only for additional allowance for white board or chalk board. All other additional Area Category allowances shall use watts per square foot. 2 . Additional watts are available only when allowed according to the footnotes on bottom of Table 146-C, which include: Specialized task work; Ornamental lighting; Precision commercial and industrial work; Per linear foot of white board or chalk board; Accent, display and feature lighting; and Videoconferencing Studio lighting.. 3. Luminaire classification and wattage shall be determined in accordance with §130.0(c) of the Standards. CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA INDOOR LIGHTING POWER ALLOWANCE CEC-NRCC-LTI-03-E Revised 08/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-03-E Certificate of Compliance - Indoor Lighting Power Allowance (Page 4 of 4) Project Name: Self -Storage Building for the Anderson Brothers Date Prepared: 8/2/2017 . DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Donna Wallace Documentation Author Signature: OAA—IL"--t— Company: Donna Wallace Signature Date: 8/2/2017 Address: 399 E. 9th Avenue CEA Certification Identification (if applicable): 4997: Ener Pro User Number 9Y City/state/zip: Chico, CA 95926 Phone. 530-893-4982 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or.system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. 1 will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. " Responsible Designer Name: Andy Wood Responsible Designer Signature: Company: North Valley Building Systems _ Date Signed: ' Address: #30 Seville Court License: / G City/State/Zip: Chico, CA 95928 Phone: 530-345-7296 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING 1 CEC-NRCC-LTO-01-E Revised 08/15 GALIPURN1A ENERGY GUMMI5SIUN —CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E Outdoor Lighting (Page 1 of 4) Project Name: Self -Storage Building for the Anderson Brothers Date Prepared: 8/2/2017 A. General Information Project Address: 13633 Anderson Brothers Drive Chico, CA 95973 Total Illuminated Hardscape Area 0 Phase of Construction: 0 New Construction ❑ Addition ❑ Alteration Outdoor Lighting Zone (OLZ) ❑ OLZ-1 0 OLZ-2 ❑ OLZ-3 ❑ OLZ-4 I have confirmed with the AHJ which OLZ applies to this site. For default lighting zone designations, see Title 24 Part 6, §10-114 B. Lighting Compliance Documents (check box for each document included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance documents, refer to the Nonresidential Manual published by the California Energy Commission. Q NRCC-LTO-01-E Certificate of Compliance ❑ NRCC-LTO-02-E Outdoor Lighting Controls Certificate of Compliance ❑ NRCC-LTO-03-E Outdoor Lighting Power Allowance Certificate of Compliance C. Summary of Allowed Outdoor Lighting Power. Watts 1. Sum Total ALLOWED Outdoor Lighting Wattage from NRCC-LTO-03-E, page 1 = 70 Complies ONLY if Installed <_ Allowed 2. Sum Total INSTALLED Outdoor lighting Wattage from NRCC-LTO-01-E, page 3 70 D. Declaration of Required Installation Certificates Declare by checking all Installation Certificates that will be submitted. (Retain copies and verify forms are completed and signed.) Q NRCI-LTO-01-E - Must be submitted for all buildings ❑ Field Inspector d NRCI-LTO-02-E - Must be submitted for a lighting control system, or for an Energy Management Control ❑ Field Inspector System (EMCS), to be recognized for compliance. E. Declaration of Required Certificates of Acceptance ^ Declare by checking all of the Certificates of Acceptance that will be submitted. (Retain copies and verify forms are completed and signed.) 0 NRCA-LTO-02-A - Must be submitted for outdoor lighting controls. ' ❑ Field Inspector F. Schedule of luminaires exempt from the outdoor lighting power requirements in §140.7 Name or Symbol Description of exempt luminaire in accordance with the exemptions CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING CEC-NRCC-LTO-01-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E Outdoor Lighting (Page 2 of 4) Project Name: Self -Storage Building for the Anderson Brothers Date Prepared: 8/2/2017 G. Schedule of luminaires exempt from the cutoff requirements in §130.2(b) Name or Symbol Description of exempt luminaire in accordance with the exemptions H. Schedule of luminaires exempt from the outdoor lighting control requirements in §330.2(c) Name or Symbol Description of exempt luminaire in accordance with the exemptions t August 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING CEC-NRCC-LTO-01-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION '-- CERTIFICATE _CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E Outdoor Lighting (Page 3 of 4) Project Name: Self -Storage Building for the Anderson Brothers Date Prepared: 8/2/2017 (.Outdoor Lighting Schedule and Field Inspection Energy Checklist • Luminaire Schedule•...:........... Installed. Watts. Location Cutoff Field Inspector A B C D E F G H I Name or _ Item Tag Complete Luminaire Description v r ._ c 3 J How wattage was determined o ;, E a C E 3 Z a -o M ;g .. C w m Z x H -U Primary Function area in which these luminaires are installed on 0 m N a - ° �, m c a z -0 o C3 f o o U Q Wo O A 14w LED Wall Pack. 14.0 ❑ Ca 5 70 Other Entrance/Exit ❑ ❑ ❑ ❑ ❑ ❑ N ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ O ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ . ❑ ❑ - ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ INSTALLED WATTS PAGE TOTAL: 70 Enter sum total of all pages (Sum Total INSTALLED Outdoor lighting wattage) into NRCC-LTO-01-E; Page 1 70 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING CEC-NRCC-LTO-01-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION -- CERTIFICATE OF COMPLIANCE NRCC-LTO-01-E Outdoor Lighting (Page 4 of 4) Project Name: Self -Storage Building for the Anderson Brothers oate Prepared: 8/2/2017 ' DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1.• 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Donna Wallace Documentation Author Signature: Company: Donna Wallace Signature Date: 8/2/2017 Address: 399 E. 9th Avenue CEA Certification Identification (if applicable): 4997: EnergyPro User # City/State/Zip: Chico, CA 95926 Phone :530-893-4982 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: - 1. The information provided on this Certificate of Compliance is true and correct. 2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on.this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. - 5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: Andy Wood Responsible Designer Signature: Date Signed: 0/`7 Company: North Valley Building Systems Address: #30 Seville Court License: 81 / � City/State/Zip: Chico, CA 95928 Phone: 530-345-7296 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING POWER ALLOWANCES :EC-NRCC-LTO-03-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E Outdoor Lighting Power Allowances (Pagel of 4) Project Name: - Self -Storage Building for the Anderson Brothers Date Prepared: $/2/2017 - 'A. OUTDOOR LIGHTING POWER ALLOWANCE SUMMARY 1. General Hardscape Lighting Power Allowance (Site Total from Section B of NRCC-LTO-03-E) 1. 0 2. Additional Specific "use it or lose it" Lighting Power Allowances listed in each of these cells shall be identical to total allowed watts } determined in Section C-1 to C-4 of NRCC-LTO-03-E. PER APPLICATION PER UNIT LENGTH PER HARDSCAPE AREA PER SPECIFIC AREA from Section C-1 (SALES FRONTAGE) (ORNAMENTAL LIGHTING) from Section C-4. from Section C-2 from Section C-3 70 + 0 + 0 + 0 = 2• 70 3. Sum Total ALLOWED Outdoor Lighting Wattage (add rows 1 and 2) 3• 70 B. GENERAL HARDSCAPE LIGHTING POWER ALLOWANCE FROM TABLE 140.7-A Area Wattage Allowance (AWA) Linear Wattage Allowance (LWA) Initial Wattage Allowance (IWA) Total General Hardscape Lighting Allowance A B C D E F G H I Illuminated AWA Per - Name of area Hardscape Area Square Foot AWA(BxC) Perimeter Length of LPA per LWA IWA General Hardscape Linear Foot (E x F) (Watts) D+G+H TOTAL 0 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING POWER ALLOWANCES CEC-NRCC-LTO-03-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E Outdoor Lighting Power Allowances (Page 2 of 4) Project Name: Self -Storage Building for the Anderson Brothers Date Prepared: 8/2/2017 C. ADDITIONAL "USE IT OR LOSE IT" OUTDOOR LIGHTING POWER ALLOWANCES FOR SPECIFIC APPLICATIONS ❑ The additional specific outdoor lighting power allowance shall be the smaller of the allowed lighting power or the actual lighting power used. ❑ Use Outdoor Lighting Zone (OLZ) that is documented on page 1 of NRCC-LTO-01-E to calculate the specific wattage allowances. C-1. WATTAGE ALLOWANCE PER APPLICATION —Table 140.7-B ` ❑ Available only for qualifying locations, which include Building Entrances or Exits; Primary Entrances to Senior Care Facilities, Police Stations, Hospitals, Fire Stations, and Emergency Vehicle Facilities; Drive Up Windows; Vehicle Service Station Uncovered Fuel Dispenser ❑ If more than one luminaire type is used per location, use multiple rows"for that location - A B I C D E F G H I 1 Name of Location for which allowance is claimed ALLOTTED WATTS DESIGN WATTS 1 Wattage Number of Allowance per qualifying qualifying locations location Allotted Watts (B x C) Luminaire Code or Symbol Luminaire Description Luminaire Quantity Watts per luminaire Design Watts (G x H) Allowed Watts (smaller of D or 1) Entry Door 5 60 300 A 14w LED Wall Pack 5 14.0 70 70 Sum total allowance for sales frontage on the site: Sum total allowance per application on this site: 70 C-2. WATTAGE ALLOWANCE PER UNIT LENGTH (Sales Frontage) from Table 140.7-B ❑ If more than one luminaire type is used per location, use multiple rows for that location A B I C D E F G H I 1 Name of Location for which allowance is claimed ALLOTTED WATTS DESIGN WATTS Wattage Linear feet of Allowance per Sales Frontage linear foot Allotted Watts (B x C) luminaire Code or Symbol Luminaire Description Luminaire Watts per Quantity luminaire Design Watts (G x H) Allowed Watts (smaller of D or 1) Sum total allowance for sales frontage on the site: CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING POWER ALLOWANCES 410 t CEC-NRCC-LTO-03-E (Revised 08/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E Outdoor Lighting Power Allowances (Page 3 of 4) Project Name: Date Prepared: Self -Storage Building for the Anderson Brothers 8/2/2017 C-3. WATTAGE ALLOWANCE PER SQUARE FOOT OF HARDSCAPE AREA (Ornamental Lighting) —Table 140.7-B ❑ Allowance for the total site illuminated hardscape area. Luminaires qualifying for this allowance shall be rated for 100 watts or less as determined in accordance with Section 130.0(c), and shall be post -top luminaires, lanterns, pendant luminaires, or chandeliers. ❑ If more than one luminaire type is used per location, use multiple rows for that location A B I C D E F G H I J Name of area for which ornamental allowance is claimed ALLOTTED WATTS DESIGN WATTS H Square feet of Hardscape Wattage Allowance per square foot Allotted Watts (B x C) Luminaire Code or Symbol Luminaire Description Luminaire Quantity Watts per, luminaire Design Watts (G x H) Allowed Watts (smaller of D or 1) Luminaire Quantity Watts per luminaire Design Watts (G x H) Allowed Watts (smaller of D or 1) Sum total allowance for specific area on the site: 0 Sum total allowance for ornamental lighting on the site:. 0 C-4. WATTAGE ALLOWANCE PER SQUARE FOOT OF SPECIFIC AREA - Table 140.7-B ❑ Allowances for Building Facades; Outdoor Sales Lots; Vehicle Service Station Hardscape; Vehicle Service Station Canopies; Sales Canopies; Non -sales Canopies; Guard Stations; Student Pick-up/Drop-off zone: Outdoor Dining; Special Security Lighting for Retail Parking and Pedestrian Hardscape. ❑ If more than one luminaire type is used per location, use multiple rows for that location A B I C D E F G H I J Name of Location for which allowance is claimed ALLOTTED WATTS DESIGN WATTS Illuminated Area of Application Wattage Allotted Allowance per Watts square foot (B x C) Luminaire Code or Symbol Luminaire Description Luminaire Quantity Watts per luminaire Design Watts (G x H) Allowed Watts (smaller of D or 1) Sum total allowance for specific area on the site: 0 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA OUTDOOR LIGHTING POWER ALLOWANCES CEC-NRCC-LTO-03-E Revised 08/15 CALIFORNIA ENERGY COMMISSION —" CERTIFICATE OF COMPLIANCE NRCC-LTO-03-E Outdoor Lighting Power Allowances (Page 4 of 4) Project Name: Self -Storage Building for the Anderson Brothers Date Prepared: 8/2/2017 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Donna Wallace Documentation Author Signature: Company: Donna Wa.11ace Signature Date: 8/2/2017 Address` 399 E. 9th Avenue CEA Certification Identification (if applicable): 4997: Energy Pro User Number City/state/zip: Chico, CA 95926 Phone` 530-893-4982 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance - documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. S. 1 will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: Andy Wood Responsible Designer Signature: Company: North Valley Building Systems Date Signed: j f «) Address: #30 Seville Court License: �/ •� 7 !�f City/State/Zip: Chico, CA 95928 Phone: 530-345-7296 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015