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HomeMy WebLinkAboutB16-1944 000-000-000383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitcliico.com Structural Calculations For: Client: Troy Ferguson - North Valley Building Systems FroJect: John Carlon 40x40 Metal Building Foundation Address: 12753 Doe Mill Road, Forest Ranch, CA C. G'� 18 2 �r Big i�u�f $UTTE COUNTY SEP 0 2 2016 ui\ CiVL�_ `,\/ PERMIT # DEVELOPMENT 9Tic�` BUTTE COU E&OPMENT SERVICES CF CAU REVIEWED FOR C DE COMPLIANCE 61 31 DATE � BY Note: These calculation.K and detaiis are based on nermit draxins by (Sutler building Company. These calculations apt only to tt e strucw�e as defined in the reviewedset of drawings. Any Changes to hither this set of Calculations or the r@VI@;Wed set of drawings pt'ovided by Butler Building Company Without the writter,. consent of this Engineer is strictly prohibited and shall render these calculations and specifications vola. Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. IrtLe campy Project: Engineer: esign of: Foundations Grid Line Summit Structural Design Page: Date ,.,,, a_•_•,um.r.,J•a�,°t,:...v.:�. CSC2013,Section 16St53.1-Basic Load Combos Soil Bearing 1500 psi OL + CL + LL Soil capacity to resist uplift T. varies ,. DL + CL ,6W 1A 16 1C 2A C3A2C- 3A 3B 3C x•::ca.. Q•!�v..a.i:ti OL. +CLt,75(.6ENi+.7511 v•: •4.ltnroro :•ter OL + CL + .75(.7E1..75LL .60L ..6W 601. + .7E OT Sqr Ftg for Resistive Unity Gravity (kips) Uplift (kips) Soil Bearing Thickness Length Width Uplift Factor )L I CL I LL Wind I Eq Min Size (ft) (ft) (ft) (h) Load (kips) (must be 45 0,33 6.01 -3.18 -0.48 2.13 2 2.25 x 2.25- 1.79 1.09 80 0.64 9,.92 -4.25 -0.30 2.75 2. 3.00 x 3.00 2.79 1.35 38 0.26 4.90 -2.81 -0.57 1.92 2 2.00 2.00 1.50 1.03 67 1.46 22.52 -8,10 -1.78 4.14 2 4.25 x 4.25 4.90 1.27 67 1..46 22.52 -8.10 -1.75 4.14 2 4.25 x 4.25 4.90 1.27 45 0.33 6.01 -3.18 -1.7 2.13 2 2.25 x 2.25 1..79 1.09 80 0.64 9,92. -4.25 -0_30 2.75 2 3.00 x 3.00. 2.79 1.35 38 0.26 4.90 -2.81 -1.85 1.92 2 2.00 x 2.00 1.50 1.03 Summit Structural Design Project: Engineer: Date 8/26/2016 Hairpin Design (worst case Line 2) Vu= 1.4`DL. 1.2"DL + 0.5*LL 1.2'DL + 1.6'1-1- + 0.6W 1.2`DL + 0.5+LL + 1.OW 1.2TL + 1.OEQ 0.9DL + 1,OW 0.9DL + 1.OEQ ACI 318-11 Section 9.2 Load Combinations Vu=0.9'Area'd'(fs)'cos(g) Check this equation Areq'd = Vu/(0.9"(fs)'cos(q)) Use: 2 # 3 bars Note: All Loads are ULT F -Horizontal Force DL= 0.74 kips CL= 0.72 t LL.= 11.25 kips W= 1.25 kips EQ= 1.12 kips Angle q= 30 I Steel Grade fs= f ksi 1` f Hairpin Design (worst case Line 2) Vu= 1.4`DL. 1.2"DL + 0.5*LL 1.2'DL + 1.6'1-1- + 0.6W 1.2`DL + 0.5+LL + 1.OW 1.2TL + 1.OEQ 0.9DL + 1,OW 0.9DL + 1.OEQ ACI 318-11 Section 9.2 Load Combinations Vu=0.9'Area'd'(fs)'cos(g) Check this equation Areq'd = Vu/(0.9"(fs)'cos(q)) Use: 2 # 3 bars Note: All Loads are ULT F -Horizontal Force DL= 0.74 kips CL= 0.72 kips LL.= 11.25 kips W= 1.25 kips EQ= 1.12 kips Angle q= 30 deg Steel Grade fs= 60 ksi 2.044 kips 7.377 kips 20.377 kips governs 8.627 kips 2.872 kips = 2.564 kips = 2.434 kips Areq'd= 0.436 in2 As 0,442 in2 �71i'1(:�'1•J►■ Anchor Designer TM Software Version 2..4.602.5.30 1.Proloct information Customer, company; Customer contact name.: Customer a-rnuW Comment: 2, Input Data & Anchor Parameters General Design melhod:ACI 318-11 Units: Imperial units Anchor Informatlon: Anchor type: Cast -in-place Material: AB Diameter (inch): 0.750 Effective Embedment depth, ho (inch): 15,000 Anchor category: - Anchor ductility: Yes h,,,n, (inch): 17.25 C„i., (inch): 1.63 S,.. (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: U = 0.90 + 1.OW Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front rote; No Anchors only resisting wind andlor seismic loads: No <fi Company: Summit Structural DesignDate: 8129!2.0'16 Engineer: Andy Johnson: P.E. Page. 111.5 Project: Address: 383 Rio Linda Ave #200, Chico, CA 95926 Phone. 530.592.4407 E-mail: and @summitchico.com Project description: t_ocaiiorr Fastening description: Baso Material Concrete: Normal -weight Concrete thickness, it (inch): 36.00 � Stale: UncraCked Compressive strength, G (psi): 2500 W,;v: 1.4 Reinforcement condition: B tension, B shear Supplemental relnforcemem: No Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore Edo requirement: Yes Build-up grout pad: No Base Plato Length x Width x Thickness (inch): 13.00 x 8.00 x 0.38 Input date and results must be checked for agreement with the existing circumstances, the standards and guidelines must be chocked for ptausibilily. T><}:ib !in :64WM TIT L:amrnni:y luc 5956 W: Les Poshas Boulevard Pleasanton; CA 94588 Phone; 925.560.9000 Fax; 925.847.3871 www.strongtie.conl t7ltr�t z•�►'� Anchor DesignerTM .� Software Version 2.4.6025.30 <Figure 2> I Company: Summit Structural Design Date. 8/29/2015 Engineer: Andy Johnson: P.E. Page; 2/5 Project; Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy@ summ'itch ico,com Rocommondod Anchor Andior Name: PAB Pre -Assembled Anchor Boll - PAB6 (3/4" 0) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. i - t rrn:utm ins' 5956 W Las Positos Boulevard Pleasanton, CA 94688 Phone: 925.580 9000 Fax 925,847,3871 www,suonglie,eom JW1"it a-i•Je■ /anchor Designer TM R a , Software Version 2.4.6025.30 m Company; Summit Structural Design Date: 8/29/2016 Engineer. Andy Johnson, P,E. Page 3/5 Project: Shear load x, Address: 383 Rio Linda Ave 11200. Chico, CA 95926 Phone' 530.592.4407 E-mail; aiidy@summitchico.com 18 e 9 U I t I n a Anctw Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (lb) V,,.. (lb) VO." (lb) q(V"0'1(VI,.v)' (lb) 1 4925.8 -2481.8 0.0 2481.8 2 4925.8 -2481.8 0.0 2481.8 3 4925.8 -2481.8 0,0 2481.8 4 4925.8 -2481.8 0.0 2481.8 Surra 19703.0 -9927.0 0.0 9927.0 Maximum concrete compression strain (960): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 19703 Resultant compression force (lb); 0 Eccentricity or resultant tension forces in x-axis; Or. (inch): 0.00 Eccentricity of resultant tension forces in y-axis. o'.,, (inch); 0.00 Eccentricity of resultant shear forces in x-axis, e'v: (inch): 0.00 Eccentricity of resultant shear forces in y-axis. e'vy (inch); 0.00 4. Steel Strength or Anchorin Ton�onjSec. 0.5.1) N,. (Ib) 4 OA1.0 (lb) 19370 0.75 14528 S C9,oyeto Breakout Strenntll of Anchor in Teg ton (gc. D.5.2) Na n 16A.�r.hd'''r (Ey. D-7) x. 1'�, (psi) . Ni (in) N�, (Ib) 1.00 2500 15.000 72986 01 02 Y --N-- 040F - N-- 04 03 Mani =O(Aft IA&,0)'/oatr'/«inY,.?V'Aa.vNNL (Sec. 0.4.1 $ EO• D-4) A* (111 .1) Ant. (ill') �%rr,y 'Psu,n 'P° n 9eneV Na (Ib) 0 ^.v (lb) 2601,00 2025.00 1.000 1.000 1.25 1.000 72986 0.70 82029 6, Pullout Strength of Anchor In 1 ggn,51p!j (Soc. 0.5.3) ONm = = 09' P8A0,P; (Sec, D.4,1, Ey. D-'13 8 D-14) 'N,.P /IN,, (1111) V. (psi) d ONO., (lb) 1.4 3,53 2500 0.70 69266 Input data and results must be checked $or agreement with the exisUng citcumstances, the standards and guidelines must be chocked for plausibility 5056 W. Las Positas Boulevard Pleasanton, CA 94588 Phone925,560.9000 Fav, 925.847,3871 www.atrongiieeom, Anchor Designer T11 Software Version 2.4.6025.30 B. Steel Strenctib�_91r9PGJ?ar in Shear (Sec, D.6.11 V.. (lb) Ov .,r¢V.. (lb) 11625 1.0 0.65 7556 Company: Summit Structural Design I Date: 8/29/2016 Engineer. Andy Johnson, P.E. I Page: 1415 Project: Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: and @summilchico,com 9. CQncr -to Breakout Strennth pf Anchor in S}lgar (Sec. D.6.21 Shear perpendicular to edge In x -direction: Vit, = n1)nl7(t./d.)01=gd.J..,,jt'.co,t.s. 94df c.,'•yl (Eq. D-33 & Eq. 0-34) I. (in) d. (in) I" (psi) cd, (in) V., (Ib) 6.00 0.75 1.00 2500 24.00 52909 dV..v, = tS(A lAv.oJ'(icv!'nd.v'/'c,v4'hvVb, (Sec. D.4.1 & Eq. D-31) Av. (inz) Amro (In') 'P r,v 'N,e.v '/'cv 'Ih.v Ve, (lb) 0 - 6V.a;,: (Ib) -1836.00 2592.00 1.000 0.892 1.400 1.000 52909 0.70 32749 Shear parallel to edge in x -direction: Vo = minl7(!d/d.j°x�d.rl:,drrcor''; 9)..d1,c.,' al (Eq. 0-33 8 Eq. D-34) 1. (in) d, (in) d. 1'. (psi) c., (in) Vo; (Ib) 6.00 0.75 1.00 2500 23.00 49637 01/4,2, = d (2)(Avcl A vr.)'/'.r -v'l'.av'1 c v'lS, vVv,• (Sec. 0.4.1 & Eq. D-31) Aw. (in') Av?o (u1') ! p,7 v; I%v vn Vo; (Ib)o V Ib 6 rD+' ( ) 1759.50 2380.50 1,000 1.000 1,400 1.000 49637 0.70 71909 10. Concrete Pryou Strength pf Anchor in Shear (Sec 0,61) dVo,.r Okw,Nwy = di<�o(Ank! Ayr) 4oe ti'I'eC.N'I C,:JYr ,NNa (Eq. D-41) k:„ A,%, (in') Amo (in') YocN '166'n 1c.,.v I�O.N No (Ib) 0 6V_; (Ib) 2.0 2601.00 2025.00 1.000 1.000 1.250 1.000 72986 0.70 164057 11 A1_§i , Intel_act)orl of Tonslle and Shear Forces fSec, D.7) ' Tension Factored Load. N.,d (lb) Design Strength, oN,. (Ib) Ratio Status Steel 4926 14528 0.34 Pass (Governs) Concrete breakout - 19703 82029 0.24 Pass Pullout 4926 69266 0.07 Pass Shear Factured Load, Vu. (lb) Design Strength, eV„ (lb) Ratio Status Steel 2482 7556 0.33 Pass (Governs) T Concrete breakout x- 9927 32749 0.30 Pass II Concrete breakout y- 4964 71909 0.07 Pass Pryout 9927 164057, 0.06 Pass Interaction check N.,/^ VI,./OV„ Combined Ratio Permissible Status Sec. D.7.3 0.34 0.33 66.8% 1.2 Pass PA86 (314"0) with het = 15.000 Inch meets the selected design criteria, input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility a meson ie Ctarn,la;lp Inc 5965 W. Los Positas Boulevard Pleasanton, CA 04588 Phone: 925.560.9000 Fax: 925,647.3871 vnvw.strongtio,com BUTLER Date: 8/22/2016 enc, rwnnuroc uN p 16-018533-01 Letter of Certification Time: 10:04 AM ..v....�..�..�r..-Page: 2 of 2 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. / SEeEAM OELC /_ A4E mee Engineer in responsible charge L Date:Z eon Engineer's `3UTTE COUI tiU_"IOIO DIVISION OA� `1 1-1%—.;VEU awc4L44 BUTTE COUNTY SEP 0 2 2016 DEVELOPMENT SERVICES File: 16-018533-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 6&5--z40-057 BUTLER Date: 8/22/2016 16-018533-01 Letter of Certification Time: 10:04 AM Page: I of 2 Letter of Certification , Contact: Jessica Hopper Project: John Carlon Name: North Valley Building Systems, Inc. Builder PO #: I6-959 Address: 30 Seville Court lobsite: 12753 Doe Mill Road City, State: Chico, California 95928 Country: United States City, State: Forest Ranch, California 95942 County, Country: Butte, United States This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building Code specified below. All loading and building design criteria shown below have been specified by contract and applied in accordance with the building code. Overall Building Description Shape Overall OverallII Width Length Floor Area (sq. ft.) Wall Area (sq. ft.) Roof Area (sq. ft.) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Peak Pitch Height A Buildm 40/0/0 40/0/0 1600 2307 1606 14/0/0 14/0/0 1.000:12 1.000:12 15/8/0 Loads and Codes - Shape: Ag Building City: Forest Ranch County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: IOAISC - ASD Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold,Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: Il (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.08 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 55.00 psf The'Envelope Procedure' is Used Wind Exposure: C - Kz: 0.849 Parts Wind Exposure Factor: 0.849 Wind Enclosure: Enclosed Topographic Factor: Kzt: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 8/0/0 Parts / Portions Zone Strip Width: a: 4/0/0 Basic Wind Pressure: q: 22.35 psf Flat Roof Snow: pf: 46.20 psf Design Snow (Sloped): ps: 46.20 psf Rain Surcharge: 0.00 Specified Minimum Roof Snow: 20.00 psf (Code) 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 BUTTE SIONI. UILDING P Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 65.00 %g Mapped MCE Acceleration: S 1: 27.00 %g Site Class: Stiff soil (D) Seismic Importance: le: 1.000 Design Acceleration Parameter: Sds: 0.5547 Design Acceleration Parameter: Shc: 0.3348 Seismic Design Category: D Seismic Snow Load: 9.24 psf % Snow Used in Seismic: 20.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 14/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2312 R -Factor: 3.5.0 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1585 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1448 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1707 x W Building design loads and governing building code is provided by the Builder and is not -validated by Butler Manufacturing, a division of BlueScope Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Butler Manufacturing, a division of BlueScope Buildings North America, Inc. design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. File: 16-018533-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/22/2016 Butler Manufacturing - 16-018533-01..Calculations Package Time: 10:01 AM . Page: 1 of 58 ` Butler Man' dacturiri' Company . 1540 Genessee Street ., Kansas City, MO 64102 { = STRUCTURAL DESIGN DATA - . Project: John Carlon ,, . •.I .\ h 4 3' Name: 16-018533-01 r Builder PO #: 16-959- Jobsite: 12753 Doe Mill Road _ p, m� 'r Y COUNTY " City, State:.Forest Ranch, California 95942. , r " County: Butte " T Country: United States 'SEP,..O 2 2016 . .. DEVELOPMENT SERVICES PERMIT BUTTE COUNTY DEVELOPMENT SERVICES -REVIEWED FOR r TABLE,0F CONTENTS CODE COMPLIANCE DAT 2 �c' BY�k� Building Loading -Expanded Report .......... :........................................... .....:............'.....:..................:......:..... 2 Bracing Summary Report:..'.....:......................:............:......:.............:......:................:..... �........ ':. . 10 • - - - ....... ..... Secondary - Summary Report ................................................... :............................... ..............:`. 16 Framing - Summary Report ..... :...:...................:...:...........:...........:.........:.:................:..... ..................... 29• Covering -'Summary Report,...................... ....:.::..'.................. �!�/� :.. ' ..... 52 .......... ............................. Appendix.. ..... ... ..... . ...... G'� ` 55 -7777 7 77 7 77 ........:.....:' .�_s . ' No. C 82293 ?0 rn - Exp:3-31-18 •� d'y C/VIS- TFCF CAUF�� File: 16-018533-01 Version: 2016.1c ' -Butler Manufacturing; a�division of BlueScope Buildings North America, Inc. i a. �►LF, copy.,. BUTLER . ------------ ' ' r Date: 8/22/2016 16-018533-01 Calculdtions Package Time: 10:01 AM Butler Manufacturing Pager 2 of 58 ' Building Loading -:Expanded Report �. h H, a; t Shape: Ag Building s Loads and Codes -Shape: Ag Building r City: Forest Ranch County: .Butte _ State:'-Califoinia Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: . r l OAISC - ASD Rainfall: l: 3.30 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) ' n • Dead and Collateral Loads,- Collateral Gravity:3.00 psf Frame Weight (assumed for seismic):2.50 psf Collateral Uplift: 0.00 psf • - x " - Side Type Mag- Units . Shape Applied to Description A D 2.09 psf Entire Frm Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1:13: Roof: A A D - 0.950 psf . Entire Pur Covering Weight - 26 Butlerib II Unpunched : Roof: A B D .. 2.079 psf Entire Frm Covering Weight - 26 Butlerib 1I Unpunched + Secondary Weight 1.13: 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 w Wind Load i , Wind Speed: Vult: 110.00 (Vasd: 85.21) mph . • • Gust Factor: G: 1.0000 Wind Enclosure: Enclosed iLeast Horiz. Dimension: 40/0/0 Height Used: -15/0/0 (Type: Eave) Base Elevation: 0/0/0 NOT Windbome Debris Region Primary.id Strip Width: 2a: 8/0/0 r ' Parts / Portions Zone Strip Width: a: 4/0/0 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 nDirectionality Factor: Kd: 0.8500 Wind Exposure: C - Kz: 0.849 ' Basic Wind Pressure: q: 22.35 psf' ..6• *: 71it;s"i� - Snow Load Ground Snow Load: pgi 55.00 psf Rain Surcharge. 0*00 Flat Roof Snow: pf: 46.20 psf-i a Exposure Factor: 2 Partially Exposed Ce: 1.00 Design Snow (Sloped): ps: 46.20:psf Thermal Factor:.Unheated - Ct: 1.20 Specified Minimum Roof Snow: 20.00 psf (Code) Unobstructed Slippery s Snow Accumulation Factor: 1.000 ` :"t" Slope Reduction: Cs: 1.00 „l Snow Importance: 3s.'1.000 Slope Used: 4.764 deg. ( 1.000:12 ) Ground / Roof Conversion: 0.70 ' Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedwc + Transverse Direction Parameters Mapped MCE Acceleration: Ss: 65.00 %g Ordinary Steel Moment Frames y Mapped MCE Acceleratio Sl : 27.00 %g Redundancy Factor: Rho: 1.30 Site Class Stiff sotL(D);lj rt Fundamental Period: Ta: 0.2312 +• �`. Seismic Importance:yIe: `1 000' 1 I R-Factor: 3.50 'sl.,, -� '' qi BUTLER 16-018533-01 Calculations Package Date: 8/22/2016 Time: 10:01 AM Page: 3 of 58 Side Type Mag Units Shape Applied to Description 1 E 0:307 psf Entire Fan Seismic: Covering Weight - 26 Butlerib II Punched+ Secondary Weight 0.99 : Wall: I I E 0.331 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.99: Wall: 1 2 E 0.304 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.97: Wall: 2 2 E 0.328 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.97: Wall: 2 3 E 0.307 psf Entire Frm Seismic: Covering Weight - 26 Butlerib 11 Punched + Secondary Weight 0.99: Wall: 3 3 E 0.331 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.99: Wall: 3 4 E 0.304 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Punched+ Secondary Weight 0.97: Wall: 4 4 E 0.328 psf Entire Brc Seismic: Covering Weight - 26 Butlerib lI Punched+ Secondary Weight 0.97: Wall: 4 A E 2.665 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.13 + 9.240 Snow + System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6D+0.6CU+0.6W1> (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A A E 2.870 psf Entire Brc Seismic: Covering Weight'- 26 Butlerib II Unpunched + Secondary Weight 1.13 + 9.240 Snow + D+CU+W2> 22 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 23 (Includes 3.000 Collateral 2.500 Frame Weight) : Roof A B . E 2.665 psf Entire Fnn Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.13 + 9.240 Snow + System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: B B E 2.870 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.13 + 9.240 Snow + D+CG+L+<W2 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 30 (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: B Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girls are supporting:Metal Wall Panels 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 + 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 S> D + CG + S> 6 System 1.000 1.0 D + LO CG + 1.0 <S + CG + <S 7 System 1.000 1.0 D + 1.0 CG + 1.0 USI D + CG + USI 8 System 1.000 1.0 D + 1.0 CG + 1.0 'US 1 D + CG + *US 1 9 System 1.000 1.0D+1.0CG+0.6W1> D+CG+WI> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W l 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG +WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG +WPR 15 System 1.000 0.6 MW MW - Wall: -I 16 System 1.000 0.6 MW MW - Wall: 2 17 System 1.000 0.6 MW MW - Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W l D + CU + <W 1 21 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 22 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 23 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 24 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 25 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W l 27 System 1.000 I.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 28 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D+CG+L+WPR 31 System 1.000 I.0D+I.0CG+0.75S+0.45W1> D +CG+S+WI> 32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W ] D + CG + S + <W 1 33 System 1.000 1.0D+I.0CG+0.755+0.45W2> D+CG+S+W2> 34 System 1.000 1.0D+I.0CG+0.75S+0.45<W2 D+CG+S+<W2 35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 37 System 1.000 1.0 D + LO CG + 0.91 E> + 0.7 EG+ D..+ CG + E> + EG+ 38 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 39 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + Fj + EG - 40 System 1.000 . 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�ER Date: 8/22/2016 Butter Manufacturing 16-018533-01 Calculations Package Time: 10:01 AM Page: 4 of 58 41 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + CG + S + E> + EG+ 42 System 1.000 1.0 D + 1.0 CG + 0.15 S+0.6825 <E+0.525 EG+ + CG + S + <E + EG+ 43 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + Fj + EG+ 44 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ + CG + <E + EG+ 45 Special . 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- + CU + Fj + EG - 46 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- + CU + <E + EG - 47 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 F> + 0.525 EG+ D + CG + S + E> + EG+ 48 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 <E + 0.525 EG+ D + CG + S + <E + EG+ 49 ONE Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 50 OMP Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ + CG + <E + EG+ 51 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- + CU + E> + EG - 52 OMF Connection 1.000 0.6 D + 0.6, CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 53 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.8375 F> + 0.525 EG+ D + CG + S + Fj + EG+ 54 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.8375 <E + 0.525 EG+ D + CG + S + <E + EG+ 55 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6WBI> +CG+WPR+WBI> 56 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> +CU+WPR+WB1> 57 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR+0.45WBI> D +CG+L+WPR +WB1> 58 System Derived 1.000 1.0D+I.0CG+0.755+0.45WPR+0.45WBI> D+CG+S+WPR+WB1> 59 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG +WPR + <WB I 60 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 + CU +WPR + <WB 1 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 + CG + L + WPR + <WB 1 62 System Derived 1.000 1.0D+I.0CG+0.75S+0.45WPR+0.45 <WB 1 +CG+S+WPR+<WB1 63 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> + CG + WPR + WB2> 64 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 65 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2> D + CG + S + WPR + WB2> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 + CG + WPR + <WB2 68 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <W132 D + CU + WPR + <WB2 69 System Derived 1.000 1.0 D + 1.0 CG +.0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 70 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 + CG + S + WPR + <WB2 71 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> + CU +WPL + WB3> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> + CG + L + WPL + WB3> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> +.CG + S + WPL + WB3> 75 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133 + CG + WPL + <WB3 76 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 + CU + WPL + <WB3 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 + CG + L + WPL + <WB3 78 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <W133 + CG + S + WPL + <WB3 79 'System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> + CG + WPL + WB4> 80 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> + CU + WPL + WB4> 81 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> + CG + L + WPL + WB4> 82 System Derived, 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4> D+CG + S + WPL + WB4> 83 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 84 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 85 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 + CG + L + WPL + <WB4 86 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 + CG + S + WPL + <WB4 87 System Derived 1.000 0.6 MWB -Wall: 1 88 System Derived 1.000 0.6 MWB MWB - Wall: 2 89 System Derived 1.000 0.6 MWB MWB - Wall: 3 90 System Derived 1.000 0.6 MWB MWB - Wall: 4 91 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + F> + EG+ + EB> 92 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> D + CG + F> + EG+ + EB> 93 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 94 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 95 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG-+ 0.91 EB> D + CU + Fj + EG-+ EB> 96 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> 97 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 98 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 99 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 EB> +CG+S+E>+EG++EB> 100 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 F> + 0.525 EG++ 0.2047 EB> D+CG+S+E>+EG++EB> 101 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG++ 0.6825 EB> +CG+S+<E+EG++EB> 102 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG++ 0.2047 EB> +CG+S+<E+EG++EB> 103 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 104 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 105 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 EB> + 0.525 EG+ D + CG + S + EB> + EG+ 106 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 107 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB + CG + Fj + EG+ + <EB 108 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surc.Es� Date: 8/22/2016 Butler Manufacturing ... 16-018533-01 Calculations Package Time: 10:01 AM 109 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 <E13 110 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <E13 111 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <E13 112 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB 113 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB 114 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 F> + 0.525 EG+ + 0.6825 <EB 115 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG++ 0.2047 <EB 116 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG++ 0.6825 <EB 117 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG++ 0.2047 <EB 118 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ 119 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG - 120 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 <EB + 0.525 EG+ Design Load Combinations - Bracing Page: 5 of 58 +CG+<E+EG++<E13 +CU+F>+EG- +<EB +CU+F>+EG- +<EB +CU+<E+EG- +<EB + CU '+ <E + EG-+ <EB +CG+ <EB +EG+ +CU+ <EB +EG - + CC. +S+<EB+EG+ No. Origin Factor Application Description 1 System 1.000 1.0 D + 0.6 W 1> D + 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 - 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 i 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 + 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 + CG + <W4 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 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 + CU + <W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W> + CU + W 3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 + 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 D + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> D + CG + S + W 1> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W l D + CG + S + <W 1 33 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W3> D + CG + S + W3> 36. System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W3 D + CG "+ S + <W3 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W4> D + CG + S + W4> 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W4 D + CG + S + <W4 39 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 40 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 41 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG - 42 System Derived 1.000 0.6 D + 0.6 CG + 0,7 <E + 0.7 EG- D + CG + <E + EG - 43 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 E> + 0.525 EG+ D + CG + S + F> + EG+ 44 System Dcrivcd 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 <E + 0.525 EG+ D + CG + S + <E + EG+ File: 16-018533-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. sur�FR Bullar Manufacturing 16-018533-01 Calculations Package Design Load Combinations - Purlin Date: 8/22/2016 Time: 10:01 AM Page: 6 of 58 No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S D + CG + S 2 System 1.000 1.0 D + 1.0 CG + 1.0 USI* D + CG + USI* 3 System 1.000 1.0 D + 1.0 CG + 1.0 *US] D + CG +'US 1 4 System 1.000 1.0 D + 1.0 CG + 1.0 PF 1 D + CG + PF ](Span 1) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PFl D + CG + PF 1(Span 2) 6 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB1> D+CG+W1>+WB1> 7 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6WB1> +CG+<W2+WB1> 8 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB I > D +CU+W1>+WB1> 9 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> +CU+<W2+WB1> 10 System Derived 1.000 1.0D+1.0CG+0.75S+0.45W1>+0.45WB1> D + CG + S + W1> + WBI> 11 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB 1> + CG + S + <W2 + WB I> 12 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB 1 D + CG + W1> + <WBl 13 System Derived .1.000 1.0D+I.0CG+0.6<W2+0.6<WB1 D+CG+<W2+<WB1 14 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB1 D +CU+W1>+<WBI 15 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6<WB1 D+CU+<W2+<WB1 16 System Derived 1.000 1.0D+I.0CG+0.755+0.45 W1>+0.45<WB1 D + CG + S + Wl> + <WB 1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB 1 D + CG + S + <W2 + <WB 1 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB2> D + CG + W1> + WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> 20 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 W132> D + CU + W 1> + WB2> 21 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> D + CU + <W2 + WB2> 22 System Derived 1.000 1.0 D + 1.0 CO + 0.75 S + 0.45 W1 > + 0.45 WB2> + CG + S + W 1> + WB2> 23 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB2> D + CG + S + <W2 + WB2> 24 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB2 + CG + W 1> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 + CG + <W2 + <WB2 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W I> + 0.6 <WB2 D + CU + W 1> + <WB2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D + CU + <W2 + <WB2 28 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> + 0.45 <WB2 D + CG + S + W1> + <WB2 29 System Derived 1.000 1.0 D + 1,0 CG +. 0.75 S + 0.45 <W2 + 0.45 <WB2 D + CG + S + <W2 + <WB2 30 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB3> D + CG + W1 > + WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 32 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> D + CU + W 1> + WB3> 33 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> + CU + <W2 + WB3> 34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> + 0.45 WB3> ' D + CG + S-+ W1> + WB3> 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB3> D + CG + S + <W2 + WB3> 36 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <W133 + CG + W 1> + <WB3 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 + CG + <W2 + <WB3 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 <W133 + CU + W 1> + <WB3 39 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <W133 + CU + <W2 + <WB3 40 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB3 D + CG + S+ W 1> + <WB3 41 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB3 D + CG + S + <W2 + <WB3 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 W134> D + CG + W1> + WB4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 WB4> + CU + W 1> + WB4> 45 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> + CU + <W2 + WB4> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> + 0.45 WB4> D + CG + S + W 1> + WB4> 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB4> D + CG + S + <W2 + W134> 48 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB4 D + CG + W l> + <WB4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 + CG + <W2 + <WB4 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D + CU + W1> + <WB4 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <W64 D + CU + <W2 + <WB4 52 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB4 + CG + S + W 1> + <WB4 53 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB4 D + CG + S + <W2 + <WB4 54 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 EB> + 0.525 EG+ D + CG + S + EB> + EG+ 55 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 56 System Derived. 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 57 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 <EB + 0.525 EG+ D + CG + S + <EB + EG+ 58 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 59 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- + CU + <EB + EG - Design Load Combinations - Girt No. Origin Factor I A lication Description 1 2 System System 1.000 1.000 1.0 CG + 0.6 W 1> 1.0 CG+0.6<W2 CG + W1> CG+<W2 File: 16-018533-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/22/2016 BUTLER Boner Manufacturing 16-018533-01 Calculations Package Time: 10:01 AM Page: 7 of 58 Design Load Combinations - Roof - Panel No. Origin I Factor lication Description 1 System System System 1.0 D+ 1.0 S D+S 2 System lFactor 1.0 D + 1.0 US1 * . +US1* 3 System 2 1.0 D + 1.0 *USI + *US1 4 System 180 1.0 D + 0.6 <W2 D + <W2 5 S stem System 0.6 D + 0.6 W 1> + W l> Design Load Combinations - Wall - Panel No. Origin I Factor I . Application I Description 1 2 System System 1 1.000 1.000 0.6 W 1> 0.6 <W2 1> kW2 Deflection Load Combinations - Framing No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 0 180 LOS S 3 System 1.000 60 180 0.42 W 1> W 1> 4 System 1.000 60 180 0.42 <W 1 <WI 5 System 1.000 60 180 0.42 W2> W2>'' 6 System 1.000 60 180 0.42 <W2 <W2 , 7 System 1.000 60 180 0.42 WPL WPL , 8 System 1.000 60 180 0.42 WPR WPR 9 System 1.000 10 0 1.0 F> + 1.0 EG- E> + EG - 10 System 1.000 10 0 1.0 <E + 1.0 EG- < E + EG - Deflection Load Combinations - Purtin No. Origin Factor Deflection Application Description 1 System 1.000 180 LOS S 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. Origin Factor Deflection Application IDescription 1 2 System System 1.000 1.000 90 90 0.42 W 1> 0.42 <W2 IWI> J<W2 Deflection Load Combinations - Roof - Panel No. Origin Factor Def H I Def V I Application Description 1 2 System System 1.000 1.000 60 60 1 60 60 1.0 S 0.42 <W2 S 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 US] * Unbalanced Snow Load 1, Shifted Right *USI Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, 1 Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow - Notional Right <S Snow - Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow -Notional Right <SMS Specified Min. Roof Snow - Notional Left PSI Partial Load, Half Span 1 PS2 Partial Load, Half Span 2 W Wind Load W 1> Wind Load, Case 1, Right <W 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 - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 . WPB1 Wind Parallel - Ref B, Case 1 File: 16-018533-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. surcER Date: 8/22/2016 „o, Manufacturing 16-018533-01 Calculations Package Time: 10:01 AM Page: 8 of 58 WPB2 Wind Parallel - Ref B, Case 2 WPC 1 Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPD 1 Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WB I> Wind Brace Reaction, Case 1, Right <WB1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load F> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* 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' <►AI, Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL►>(1) Auxiliary Live Load, Right, Right, Aisle 1 ►AL>(1) Auxiliary Live Load, Right, Left, Aisle 1 <AL►(1) Auxiliary Live Load, Left, Right, Aisle 1 <►AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL►(1) Aux Live, Right, Aisle 1 ►AL(1) Aux Live, Left, Aisle 1 AL►>(2) Auxiliary Live Load, Right, Right, Aisle 2 ►AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL►(2) Auxiliary Live Load, Left, Right, Aisle 2 <►AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL►(2) Aux Live, Right, Aisle 2 ►AL(2) Aux Live, Left, Aisle 2 AL►>(3) Auxiliary Live Load, Right, Right, Aisle 3 ►AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL►(3) Auxiliary Live Load, Left, Right, Aisle 3 <►AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL►(3) Aux Live, Right, Aisle 3 ►AL(3) Aux Live, Left, Aisle 3 AL►>(4) Auxiliary Live Load, Right, Right, Aisle 4 ►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 ►AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL►(5) Auxiliary Live Load, Left, Right, Aisle 5 <►AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL►(5) Aux Live, Right, Aisle 5 ►AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(1) Aux Live Bracing Reaction, Right, Aisle 1 <ALB(1) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle I <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 5ALB(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 U1 User Dcfined Load - I U2 User Dcfincd Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB 1 User Brace Reaction - 1 UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear File: 16-018533-01 Version: 2O16.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLE' Date: 8/22/2016 Buner Manufacturing 16-018533-01 Calculations Package Time: 10:01 AM Page: 9 of 58 ® m p m la -Fr' � la -Fr' I I t 4(Y-fr' RI RI <+> 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: 16-018533-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' 2 4 t 4(Y-fr' RI RI <+> 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: 16-018533-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' y �, 3 Date: 8/22/2016 16-018533-01 Calculations Package Time: 10:01 AM Page: 10 of 58 Shape: Ag Building Loads and Codes - Shape:, Ag Building u :. ' City: Forest Ranch County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: IOAISC - ASD Rainfall: 1: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD Fe: 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity,3.00 psf . Roof Covering + Second Dead Load: 2.08 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf ' Frame Weight (assumed for seismic):2.50 psf `•° 's Wind Load Snow Load ° Seismic Load Wind Speed:,Vult 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 55.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure The'Envelope Procedure' is Used Flat Roof Snow: pf: 46.20 psf t Mapped NICE Acceleration: Ss: 65.00 %g Wind Exposure: C - Kz: 0.849 Design.Snow (Sloped): ps: 46.20 psf Mapped MCE Acceleration: S1: 27.00 %g Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Site Class: Stiff soil (D) Wind Enclosure: Enclosed Specified Minimum Roof Snow: 20.00 psf (Code) Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 - Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.5547 Snow Importance: Is: 1.000 Design Acceleration Parameter: SdI: 0.3348 NOT Windborne Debris Region Thermal Factor: Unheated - Ct: 1.20 Seismic Design Category: D Base Elevation: 0/0/0 Ground /Roof Conversion: 0.70 °, . # Seismic Snow Load: 9.24 psf Primary Zone Strip Width: 2a: 8/0/0 + Unobstructed, Slippery , % Snow Used in Seismic: 20.00 Parts / Portions Zone Strip Width: a: 4/0/0 Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psf Fundamental Period Height Used: 14/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames ` Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2312 • R -Factor: 3.50 ' Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1585 x W r Longitudinal Direction Parameters. s • - Ordinary Steel Concentric Braced Frames f Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1448 e R -Factor: 3.25 Y Overstrength Factor: Omega:'2.00 ' Deflection Amplification Factor: Cd: 3.25 `. Base Shear: V: 0.1707 z W �. Version: 2016.1c, .; File: 16-018533-01 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc:.': ,� r�BUTLER Date: 8/22/2016 .16-018533-01 Calculations Package Time: 10:01 AM �+�_..�,...,-.._. Page: 11 of 58" 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 Desion Land Cnmhinatinns - Rracino No. Ori in Factor Application , Description 1 System 1.000 1.0 D + 0.6 W 1> + W l> 2 System 1.000 1.0 D + 0.6 <W 1 D + <W 1 3 System, 1.000 1.0 D + 0.6 W2> D + W 2> 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> B 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 - Wall: 2 11 System 1.000 0.6 MW Wall: 3 12 System 1.000 0.6 MW - Wall: 4 13 System 1.000 1.0 D + 0.7 F> Fj rD+ 14 System 1.000 1.0 D + 0.7 <E <E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> CG + Wl> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 CG + <W1 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 + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> + CG + W3> ZO System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 " 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> 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 I> D + CU + W 1> 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> D + CU + W 2> 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 + W 3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 + 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 + 0.75 S + 0.45 W 1> D + CG + S + W 1> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W 1 D + CG + S + <W 1 33 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S +.W2> 34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W3> D + CG + S + W3> 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W3 D + CG +S + <W3 37. System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W4> D + CG + S + W4> 38 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W4 D + CG + S + <W4 39 • System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 40 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 41 System Derived 1.000 0.6 D + 0.6 CG + 0.7 F> + 0.7 EG- D + CG + F> + EG - 42 , System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG - 43 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 F> + 0.525 EG+ D + CG + S + E>+ EG+ 44 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S +0.525 <E + 0.525 EG+ D + CG + S + <E + EG+ ' i 4 File: 16-018533701 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 4 Date: 8/22/2016 BUTLER But,o,! anur,�u,,ns 16-018533-01 Calculations Package Time: 10:01 AM Page: 12 of 58 Diagonal Bracing Member Design Summary: Roof A 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 of web OK, >> PASSED. Axial Factor Factor Ratio Load Case Status 1 R 0.375 27.40 47.2 -1.21 1.0000 1.0000 0.473 1.OD+I.00G+0.7<E+0.7EG+ passed 2 R 0.375 27.41 47.2 -1.21 1.0000 1.0000 0.474 1.OD+I.00G+0.7E>+0.7EG+ passed Mem. End Diagonal Connection Desi Information 1 Lcft Slot: Web Thk = 0.188, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 1.21, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F = 1.2 1, 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 = 0.188, Load Case LOD+I.00G+0.7E>+0.7EG+, Factored F = 1.2 1, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, eb-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 LOD+I.00G+0.7F>+0.7EG+, Factored F = 1.21, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, eb-flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�Fra Date: 8/22/2016 ----- M----- uAng 16-018533-01 Calculations Package Time: 10:01 AM .—....w.a«. nufa ............. Page: 13 of 58 (A) 1 io la� ,ate• Diaconal Bracinc Member Desicn Summarv: Roof B Mem. Mcm. End 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 of web OK, >> PASSED.. Axial Factor Factor Ratio . Load Case Status 1 R0.375 27.41 47.2 1.22 • 1.0000 1.0000 0.475 1.OD+I.00G+0.7F>+0.7EG+ passed 2 R 0.375 27.40 47.2 1.22 1.0000 ' 1.0000 0.475 1.OD+I.00G+0.7<E+0.7EG+ passed File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Diagonal Connection Design Information 1 Lcft Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7F>+0.7EG+, Factored F = 1.22, 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 of wcb OK, >> PASSED. Right Slot: Web Thk = 0.188, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 1.22, 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 LOD+I.00G+0.7<E+0.7EG+, Factored F = 1.22, 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. I Right Slot: Web Thk = 0.188, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 1.22, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/22/2016 BUTLER a-- - M----- 16-018533-01 Calculations Package Time: 1 O:O1 AM Page: 14 of 58 no........1 R—in.. U.—h— n...... Q........-- c:a-117 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape (ft)Axial web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. 2 Factor Factor Ratio Load Case Status 1 R 0.5 23.72 35.7 -2.10 1.3000 1.0000 0.594 1.OD+I.00G+0.7<E+0.7EG+ passed 2 R 0.5 23.72 35.7 -2.11 1.3000 1.0000 0.597 I.OD+I.00G+0.7F>+0.7EG+ passed Mem. End Diagonal Connection Design Information I Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 4.19, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.188, Load Case LOD+I.00G+0.7<E+0.7EG+, Factored F = 4. 19, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. 2 Left Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 4.22, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Wcb Thk = 0.164, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F=4.22, E factor= 2.000, stress increase = 1.000, slot offset, = 3.000, cb-flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. •• .,.. _ • n 4 j . N BUTLER - Date: 8/22/2016 a�re• manuraoe =9 16-018533-01 Calculations Package Time: 10:01 AW _ Page: 15 of 58 ' 11 • .I 1. - -. ..1 • 3 a If i . ter. � ` ,Ly' r . Diakonal Bracine Member Desien Summarv: Sidewall 4 r _ _ 1W -R" .. Mem. Bracing Length I Angle I Design Seismic Stress Stress ' : Governing Design Comment No. Shape ft web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Axial k Factor Factor Ratio Load Case Status r t R 0.5 ' 23.72 35.7 -2.09 1.3000 1.0000 0.592 I.OD+I.00G+0.7E>+0.7EG+ passed ' 2 i R 0.5 '. 23.72 35.7 -2.10 1.3000 1.0000 0.595 I.OD+I.00G+0.7<E+0.7EG+- assed' Mem. End Diagonal Connection Design Information r 1 Left Slot: Web Thk = 0.164, Load Case 1.OD+I.00G+0.7F>+0.7EG+, Factored F = 4.18, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, 'eb-flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7F>+0.7EG+, Factored F = 4.18, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. 2 Left Slot: Web Thk = 0.188, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 4.20, E factor= 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. r Right Slot: Wcb Thk =0.134, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F=4.20, E factor= 2.000, stress increase= 1.000, slot offset, = 3.000, cb-flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture ofwcb OK, >> PASSED. c x^ File: 16-018533-01- Version: 2016.1c rt Butler Manufacturing; a division of B1ueScope Buildings North -America;' Inc. • BUTLER „ ! ^ Date: 8/22/2016 " 16-01-8533-01 Calculations Package ` Time: 10:01 AM Page: 16 of 58 Secondary - Stuntnacy Report �^IMx = 771' Loads and Codes: Shape: Ag Building *` ` City: Forest Ranch - County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Editions Structural: l OAISC - ASD Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: , 12AISI - ASD Pe: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure). Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.08 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: O.00 psf Frame Weight (assumed forlseismic):2.50 psf_ wind Load Snow Load Seismic Load , Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 55.00 psf Lateral Force Resisting Systems using Equivalent Force Procedure. The 'Envelope Procedure' is Used Flat Roof Snow: pf: 46.20 psf Mapped MCE Acceleration: Ss: 65.00 %g Wind Exposure: C - Ki: 0.849 Design Snow (Sloped): ps: 46.20 psf, Mapped MCE Acceleration: SI: 27.00 %g ! Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Site Class: Stiffsoil (D) Wind Enclosure: Enclosed SpecifiedMinimum Roof Snow: 20.00 psf (Code) Seismic Importance: le: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.5547 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sd1:.0.3348 NOT Windbome Debris Region Thermal Factor: Unheated - Ct: 1:20 ' Seismic Design Category: D Base Elevation: 0/0/0 Ground/ Roof Conversion: 0.70 Seismic Snow Load: 9.24 psf Primary Zone Strip Width: 2a: 8/0/0 Unobstructed, Slippery : • % Snow Used in Seismic: 20.00 Parts / Portions Zone Strip Width: a: 4/0/0 Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psf i. 'Fundamental Period Height Used: 14/0/0 Transverse Direction Parameters w Ordinary Steel Moment Frames ` Redundancy Factor: Rho: 1.30 ` Fundamental Period: Ta: 0.2312 " R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflectioq Amplification Factor: Cd: 3.00 Base Shear: V: 0. 15 85 x W Longitudinal Direction Parameters • > 4 `1= Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 - + N Fundamental Period: Ta: 0.1448 R-Factor:•3.25 " Overstrength Factor: Omega: 2.00 B[JTLER nutlar Manufacturing 16-018533-01 Calculations Package Date: 8/22/2016 Time: 10:01 AM Page: 17 of 58 Desien Load Combinations - Purdn No. Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 S + CG + S 2 System 1.000 1.0 D + 1.0 CG + 1.0 USI* + CG + US 1 • 3 System 1.000 1.0 D + 1.0 CG + 1.0 •US 1 D + CG + •US 1 4 System 1.000 1.0 D + 1.0 CG + 1.0 PF 1 D + CG + PF 1(Span 1) 5 System 1.000 1.0 D + 1.0 CG + 1.0 PF 1 D + CG + PF 1(Span 2) 6 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB1> D +CG+W1>+WB1> 7 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB 1> D + CG + <W2 + WB I>. 8 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB I > D +CU+WI>+WBI> 9 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB 1> + CU + <W2 + WB 1> 10 System Derived 1.000 1.0D+I.0CG+0.75S+0.45W1>+0.45WB1> D + CG + S + W1> + WBI> 11 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB 1> D + CG + S + <W2 + WB 1> 12 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <W131 D + CG + W1> + <WB 1 13 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 D + CG + <W2 + <WB 1 14 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB1 D+CU+W1>+<WB1 15 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB 1 D + CU + <W2 + <WB I 16 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB 1 D + CG + S + W1> + <WB 1 17 System Derived 1.000 1.0D+I.0CG+0.75S+0.45<W2+0.45<WB1 D+CG+S+<W2+<WB1 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB2> + CG + W 1> + WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> 20 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2> D + CU + W1> + WB2> 21 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> D + CU + <W2 + W132> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W) > + 0.45 WB2> D + CG + S + W1> + WB2> 23 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB2> + CG + S + <W2 + WB2> 24 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB2 + CG + W 1> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 D + CU + W1> + <WB2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D + CU + <W2 + <WB2 28 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB2 D + CG + S + W 1> + <WB2 29 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB2 + CG + S + <W2 + <WB2 30 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1 > + 0.6 WB3> + CG + W l> + WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 32 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> D + CU + W1> + WB3> 33 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D + CU + <W2 + W133> 34 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 WB3> D + CG + S + W 1> + WB3> 35 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB3> + CG + S + <W2 + WB3> 36 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB3 D + CG + W1> + <W133 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 + CU + W 1> + <WB3 39 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 D + CU + <W2 + <WB3 40 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB3 + CG + S + W 1> + <WB3 41 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB3 D + CG + S + <W2 + <WB3 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB4> D + CG + W1> + WB4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1 > + 0.6 W134> + CU + W 1> + WB4> 45 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> + CU + <W2 + WB4> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> + 0.45 WB4> D + CG + S + W1 > + WB4> 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 WB4> D + CG + S + <W2 + W134> 48 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB4 D + CG + W 1> + <WB4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <W134 D + CG + <W2 + <W134 50 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<W134 D+CU+WI>+<WB4 51 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <W134 D + CU + <W2 + <WB4 52 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W1> + 0.45 <WB4 + CG + S + W 1> + <WB4 53 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 + 0.45 <WB4 D + CG + S + <W2 + <WB4 54 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 EB> + 0.525 EG+ D + CG + S + EB> + EG+ 55 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 56 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 57 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.525 <EB + 0.525 EG+ D + CG + S + <EB + EG+ 58 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 59 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- + CU + <EB + EG- Desien Load Combinations - Girt No. I Origin I Factor I Application I Description 1 2 System 1 System 1 1.000 1.000 1.0 CG + 0.6 W 1> 1.0 CG+0.6<W2 CG + W 1> CG+<W2 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/22/2016 B[/TLER BJ„er Manufacturing - 16-018533-01 Calculations Package - Time: 10:01 AM Page: 18 of 58 No. Ori 'n Factor Deflection Application Description 1 System 1.000 180 LOS S S 2 System 1.000 180 0.42 W 1> WI> 3 System 1.000 180 0.42 <W2 <W2 neflectinn Land Cnmhinntinns - Girt No. Origin Factor Deflection Application Description 1 2 System System 1.000 1.000 90 0.42 W 1? 1> 90 0.42 <W2 J<W2 Date: 8/22/2016 BUTLER Butler Manufacturing 16-018533-01 Calculations, Package Time: 10:01 AM Page: 19 of 58 Wall: l Wei Dimension Key 1 2'-6" 2 4'-0" 3 4'-6" Mnvimnm ca�„r,as'., na.ian. lf- Chnno Aa MAIM- an a-ao f DesF4.50 Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id Status in. Bnd Shr Cmb W Cs in. Bnd Shr Cmb W Cs Bnd Shr Cmb W Cs in. 1,1 8.50x0.060 Z Sim -60.0 Yes 0.0 0.12 0.00 0.07 0.00 1, 1,2 8.50x0.060 Z Sim -60.0 Yes 0.0 0.63 0.00 0.00 0.00 1 2,1 8.50x0.060 Z Sim -60.0 Yes 0.0 0.05 0.00 0.03 0.00 1 3,1 . 8.50x0.060 Z Sim -60.0 Yes 0.0 0.14 0.00 0.09 0.00 1 3,2 18.00 8.500.060 Z Sim -60.0 Yes 0.0 0.75 0.00 0.46 0.00 1 4,1 4.50 8.500.060 Z Sim -00.0 Yes 0.0 0.06 0.00 0.04 0.00 1 5,1 7.50 8.500.060 Z Sim -60.0 Yes 0.0 0.13 0.00 0.08 0.00 1 5,2 18.00 8.500.060 Z Sim -00.0 Yes 0.0 0.63 0.00 0.38 0.00 1 6,1 4.50 8.50x0.060 Z Sun -60.0 Yes 0.0 0.05 0.00 0.03 0.00 1 7,1 10.00 8.500.060 C Sim -60.0 Yes 0.0 0.08 0.00 0.00 0.00 1 8,1 14.38 8.50x0.060 C Sim -60.0 Yes 0.0 0.57 0.04 0.62 0.00 1 9,1 .15.211 8.500.060 C Sim -60.0 Yes 0.0 1 0.73 10.06 0.77 0.00 1 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/22/2016 .BUTLER , BWler Manufacturing - 16-018533-01 Calculations Package _ Time: 10:01 AM -�� Page: 20 of 58 Moo;........ C.nnnd.— f— Ch.— A. ituildinn nn Cid. 1 Design Id Segment Deflection in. Ratio Location ft Load Case Descri tion 1 1 0.00 (L/8877 ) 4.00 1 0.42W 1> 1 2 0.31 ( L/688) 16.50. 1 0.42W1> 2 1 3 - 1' 0.00 (L/7484) 4.00. 1 " 0.42W1> 3 2 0.38 ( U574) 16.50 1 0.42W 1> 4 1 5 1 """ 0.00 (U8351) 4.00 1 0.42W1> 5 T 2 0.31 ( L/68.7) 16.50 1 0.42W 1> 6 1 7 .1 0.00 (L/9496) 5.00 1 0.42W 1> 8 1 0.27 (L/639) 7.00 1" • 0.42 W 1> 9 1 0.38 L/477 7.50 1 0.42W1> Date:'8/22/2016 ` i maourac[u. ng - - 16=018533-01 Calculations�Package - •Time: 1.0:01 AM Page: 21 of 58 W all: 2 r • 1W2B1 . 1W2B2 r r Dimension Key • " 2 2,-6„ r i 3 •4,-0„ Maximum Secondary Designs for Sha pe Ag Building on Side 2 s ' Lr iii . s Des Len Descriptiori - Fy(ksi) Design Detail Lap Exterior Interior ' ' • • Exterior % % % % Ld Lap % 499 % .. � � x',.ry ' � • •." - � ' „ � a %, % Ld Lap Id ft 8.50 Status in. • 1W2B1 . 1W2B2 r r Dimension Key • " 2 2,-6„ r i 3 •4,-0„ Maximum Secondary Designs for Sha pe Ag Building on Side 2 s ' Lr iii . s Des Len Descriptiori - Fy(ksi) Design Detail Lap Exterior Interior ' ' • • Exterior % % % % Ld Lap % % % % Ld % ' % %, % Ld Lap Id ft 8.50 Status in. Bnd Shr Cmb Wcp Cs in. Bnd Shr Cmb Wcp Cs Bnd Shr Cmb We Cs in. 1,1•' 20.00 • 8.500.060ZCon-60.0 Yes • 10.5 - - 0.37 0.23 0.44 0.00 , 1' 0.24 0.12 0.27 0.00 1 10.5 1,2 20.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.24 0.12 0.27 0.00 1 10.5 0.37 0.23 0.44 0.00 1- -'2.1 '2,1 20.00 8.50x0.060 Z Con•60.0 Yes 10.5 0.45 0.28 0.53 0.00 1 0.28. 0.15 0.32 0.00 1 -10.5 2,2 20.00 8.50x0.060 Z Con -00.0 Yes -10.5 • 0.28 0.15 0.32 0.00 1. 10.5 0.45 0.28 0.53 0.00 1 -4 ' + Maximum SecondaryDeflections for Sha e A Buildin on Side 2 Design ld g Segment Deflection in. Ratio Location ft Load Case Description 1 1 0.16 ( L/1468). - 8.50 1 y 0.42W1> s � 2 0.16 (L/1431 )' 31.38 1 T .' r - 042W1> 2 1: 0.19 ( L/1223) 8.50 , 1 `2 ° 2' 0.20 L/1193 31.38 - 1 r [ 0.42W1> 'w M71 A I File: 16.018533-01 Version: 2016.1c' . i'' i Butler Manufacturing, a division of B1ueScope Buildings North America; Inc. Des Len Description - Fy(ksi) Design Detail ,Lap Exterior Interior Exterior % % %'. % Ld Lap ' % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Cmb W Gs in. 'Bnd -Shr Cmb Wep Cs Bnd Shr Cmb Wep Cs in. 1,1 18.00 8.500.0602 Sim -60.0 Yes 0.0 0.63 0.00 0.00 0.00 1 1,2 7.50 8:500.060 Z Sim -60.0 Yes 0.0 0.12 0.00 0.07 0.00 1 2,1 18.00 8.500.060 Z Sim -60.0 Yes 0.0 0.75 0.00 0.46 0.00 1 2,2 7.50 8.500.060 Z Sim -60.0 Yes 0.0 0.14 0.00 0.09 0.00 1 3,1 18.00 8.500.060 Z Sim -60.0 Yes 0.0 0.63 0.00 0.38 0.00 1 3,2 7.50 8.500.060 Z Sim 60.0 Yes ' 0.0 - 0.13 0.00 0.08 0.00 1 F - 4,1 4.50 8.5OxO.b6O'Z Sim -60.0 Yes 0.0 0:05 0.00 0.03 6.00 1 5,1 4.50 8.500.060 Z Sim -60.0 F Yes 0.0 0.06 0.00 0.04 0.00 1 6,1 4.50 8.540.060 Z Sim -60.0 Yes 0.00.05 .4 0.00 0.03 0.00 .1 7,1 10.00 8.50x0.060 C Sim -60.0 Yes. ` 0.0 0.08 0.00 0.00 0.00 1 8,1 14.38 8.500:060 C Sim -60.0 Yes y 0.0,' •' 0.57 0.04 0.62 0.00 1 911 15.21 , 8.500.060 C Sim -60.0.'l Yes 1 0.0 '1 1 1 1 1 1 10.73 10.06 10.77 10.00 1 1 4 Date: 8/22/2016 • ` BUTLER 16418533-01 Calculations Package Time: 10:01 AM Page: 23 of 58 Maximum Secondary Deflections for Shape Ag Buildia on Side 3 Design Id Segment Deflection in. Ratio Location fl Load Case Description 1 1 0.31 (L/688) 9.00 1 0.42W 1> 1 2 0.00 ( L/8877) 22.00 1 0.42W 1> 2 1 0.38 ( U574) 9.00 1 0.42W1> 2 2 0.00 (L/7484) 22.00 1 0.42W 1> 3 1 0.31 (U687) 9.00 1 0.42W 1> 3 2 0.00 (L/8351) 21.50 1 0.42 W 1> 4 1 5 1 6 1 7 1 0.00 (L/9496) 5.00 1 0.42 W 1> 8 1 0.27 (U639 ) 7.00 1 0.42 W 1> 9 1 0.38 U477 7.50 1 0.42W1> File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.., .. s File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.., Maximum Sec ndary Deflections for Shape A Buildin on Side 4 Design Id i E F Description - Fy(ksi) `+ Detail Lap v Exterior Interior Exterior ,y % % % Ld Lap, Maximum Sec ndary Deflections for Shape A Buildin on Side 4 Design Id Des F Description - Fy(ksi) `+ Detail Lap v Exterior Interior Exterior ,y % % % Ld Lap, % % % % Ld % • % % % Ld Lap 1 Id ft 2 Status in. 'Bnd" Shr Cmb Wcp Cs in. -Bnd Shr Cmb Wcp Cs Bnd" Shr Cmb Wcp Cs in. 1,1 20.00 8.50x0.060 Z Con -60.0 Yes 10.5- Maximum Sec ndary Deflections for Shape A Buildin on Side 4 Design Id Des Len Description - Fy(ksi) Design Detail Lap v Exterior Interior Exterior %, % % % Ld Lap, % % % % Ld % • % % % Ld Lap 1 Id ft 2 Status in. 'Bnd" Shr Cmb Wcp Cs in. -Bnd Shr Cmb Wcp Cs Bnd" Shr Cmb Wcp Cs in. 1,1 20.00 8.50x0.060 Z Con -60.0 Yes 10.5- 0.37 0.23 0.44 0.00 1 0.24 0.12 0.27 0.00 1 10.5 1,2 20:00 8.500.060 Z Con -60.0 Yes 10.5 ` 0.24 0.12 '0.27 0.00 1 10.5 0;37 0.23 0.44 0.00 1 2,1 20.00 "8.500.060 Z Con -60.0 Yes 10.5 0.45 0.28 0.53 0.00 1 0.28 0.15 0.32 0.00' 1 10.5 2,2 20.00 8.50x0.060 Z Con -60.0 Yes 10:5 0.28 0.15 0.32 0.00 1 10.5 0.45 0.28 `0:53 0.00 1 Maximum Sec ndary Deflections for Shape A Buildin on Side 4 Design Id Sewnent Deflection in. • Ratio Location ft Load Case Description 1 10.16 ( L/1468) 8.50 1 ' r 0.42W I? 2. 0.16 (L/1431.) 31.38 1 0.42W1> 2 1 0.19 ( L/1223) '8.50 1 0.42W1> 2 2 0.20 L/1193 31.38 .1 ?,:• 0.42W1> • _ *+, . ', '• �` { ��... a ,. �. r-. ; - • . . � ` '•' � , •, � � ' , y , r Maximum Secondar y Designs for Sha pe Ag Building on Side A Des Len Description - Fy(ksi) Design Detail Lap ' . Exterior Interior i . _ . Exterior - % . % % % Ld Lap % % % % Ld % • % % `% - Ld Lap Id = fl ` . ,I' 1.OS - Status in. Bnd Shr Cmb Wcp Cs in. Bnd I Shr I Cmb W Date: 8/22/2016 't . Shr = '" •16-018533-01 Calculations Package Cs Time 10:01 AM 1,1. a�nar Mar ufaaur��9 8.500.098ZCon-00.0 Yes •34.5 ' - Page: 25 of 58 a 0.54 0.81 3 0.84 0.21 1.00 0.90 3 34.5 1,2 20.00 8.500.088 Z Con -60.0 Roof�A' 34.5 0.84 0.21 1.00 0.90 3 34.5 0.01 0.27 0.66 0.99 ; 3 _ t " 2,1 20.00 8.50x0.098 Z Con -60.0 Yes 34.5 0.00 0.02 0.61 0.91 3 0.76 0.26 0.98 0.95. 3 34.5 2,2 20.00 8.500.088 Z Con -60.0 Yes 34.5 0.76 0.26 0.98 0.95 ' 3 34.5 0.00 0.28 0.61 0.91 3 ` 3,1 20.00 8.5020.060 EZ Sim -60.0 Yes 0.0 r 0.88 0.00 0.88 0.00 3 3,2 20.00 8.500.060 EZ Sit"O.0 Yes 0.0 6:88 0.00 0.88 0.00 3 cc S • _ *+, . ', '• �` { ��... a ,. �. r-. ; - • . . � ` '•' � , •, � � ' , y , r Maximum Secondar y Designs for Sha pe Ag Building on Side A Des Len Description - Fy(ksi) Design Detail Lap ' . Exterior Interior i . _ . Exterior - % . % % % Ld Lap % % % % Ld % • % % `% - Ld Lap Id = fl ` . ,I' 1.OS - Status in. Bnd Shr Cmb Wcp Cs in. Bnd I Shr I Cmb W Cs Bnd Shr Cmb W • Cs in. 1,1. 20.00 8.500.098ZCon-00.0 Yes •34.5 0.01 0.01 0.54 0.81 3 0.84 0.21 1.00 0.90 3 34.5 1,2 20.00 8.500.088 Z Con -60.0 Yes 34.5 0.84 0.21 1.00 0.90 3 34.5 0.01 0.27 0.66 0.99 ; 3 _ t " 2,1 20.00 8.50x0.098 Z Con -60.0 Yes 34.5 0.00 0.02 0.61 0.91 3 0.76 0.26 0.98 0.95. 3 34.5 2,2 20.00 8.500.088 Z Con -60.0 Yes 34.5 0.76 0.26 0.98 0.95 ' 3 34.5 0.00 0.28 0.61 0.91 3 ` 3,1 20.00 8.5020.060 EZ Sim -60.0 Yes 0.0 r 0.88 0.00 0.88 0.00 3 3,2 20.00 8.500.060 EZ Sit"O.0 Yes 0.0 6:88 0.00 0.88 0.00 3 t ` •r , Maximum Sec ndary Deflections for Shape Ag Buildin on Side A r Desi Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 ' ' -0.55 ( L/427) 18.00 1 :' ` LOS 1 2 -0.62 ( U378) 31.38 . 1 LOS ' 2- r 1 ,. -0.50 ( L/465) _ r ' 8.50 • 1 ` . ,I' 1.OS - 2 *' 2 , t ' -0.51 ( U460) ` : 31.38 1 LOS r3 1', t -1.01 (L/231). 10.50 1 1.OS - 3-- 2 ''_ -1.01 L/231 29.50 1 .. f l .OS _ Purlin Anchors a Forces for Shape Ag Building, Roof A Panel Type is BRU Pitch = 1.000:12 AR Clip if re 'd - EPC3 Bay Thickness Load(psf) Ld Case # Purlins Length , Simple? Diaphragm Allowable Dell Actual Defl ♦ " a Width 1 0.098 -60.27 3• ' 4 20.00 N 20.07 0.667 0.153 2 0.088 -60.27 3 r 4 20.00 N 20.07 0.667 ' '_. ;0.154 r' File: 16-018533-01' r .} c +, ;Version: 2016.1c Butler Manufacturing, adivisiori of B1ueScope Buildings Ntirth America, Inc: f_, i'` Date: 8/22/2016 BUTLER - „e,,„ ,a��.,�s 16-018533-01 Calculations Package Time: 10;01 AM ......�_ Page: 26 of 58 Reference Located @ Force per Anch. ' Forceper Anch. Allow. Req'd AR Actual Required Available Diaphragm Diaphragm Diaphragm Frm-Line Line k Anchor Anchors AR, STD Stiffness Stiffness Allow Shr Stress Ratio 1(0.00) Frame 0.26U 0.06U (k) 0.28 ' 0 0,0 1.203. 3.793 0.086 0.011 0.127 2(20.00) Frame 0.30U 0.06U (k) 0.53 0 010 1.430 9.135 0.086 0.007 0.082 3(40.00) Frame 0.20U 0.04U k 0.22 10 . 0,0 0.958 2.854 0.086 0.008 0.098 Len : Description - Fy(ksi) Design Detail Lap Exterior -" - Interior • + Exterior , % % : % % Ld Lap % % surcER ! t .oda Date: 8/22/2016 i % % 16-018533-01 Calculations Package Lap Time: 10:01 AM ft . acne. Manufacturing r in. Bud ' Shr Cmb W Cs Page: 27 of 58 Bud Shr Cmb W Cs Bnd Shr Roof: B W Cs in. 1,1 20.00 8.50x0.088 Z Con -00.0 Yes 34.5 0.01 0.02 0.66 0.99 2 0.84 0.21 1.00 0.90 2 34.5 1,2 20.00 8.50x0.098 Z Cod -66.0 Yes 34.5 0.84 0.21 1.00 0._90 2 34.5 41, 0.20 0.54 0.81 2 2,1 20.00 8.50x0.088 Z Con -60.0 Yes 34.5 1 0.00 0.02 0.61' 0.91 2 0.76 0.26 0.98 0.95 2 34.5 2,2 20.00 8.50x0.098 Z Con -60.0 Ycs 34.5 0.76 0.26 0.98 0.95 2 34.5 0.00 0.28 0.61 0.91 2 4; - ` 3,1' 20.00 8.50x0.060 EZ Simfi0.0 Yes' 0.0 0.88 0.00 0.88 0.00 2 . 3,2 20.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.88 0.00 . 0.00 2 - .,y ••,k f F ice• i _ - - f . . R 4. Maximum Secondary Designs for Shape Ag Buildin on Side B -tf r Des Len : Description - Fy(ksi) Design Detail Lap Exterior -" - Interior • + Exterior , % % : % % Ld Lap % % % % . .oda o�0 % % Ld Lap Id ft 2 Status in. Bud ' Shr Cmb W Cs in. Bud Shr Cmb W Cs Bnd Shr Cmb W Cs in. 1,1 20.00 8.50x0.088 Z Con -00.0 Yes 34.5 0.01 0.02 0.66 0.99 2 0.84 0.21 1.00 0.90 2 34.5 1,2 20.00 8.50x0.098 Z Cod -66.0 Yes 34.5 0.84 0.21 1.00 0._90 2 34.5 0.01 0.20 0.54 0.81 2 2,1 20.00 8.50x0.088 Z Con -60.0 Yes 34.5 1 0.00 0.02 0.61' 0.91 2 0.76 0.26 0.98 0.95 2 34.5 2,2 20.00 8.50x0.098 Z Con -60.0 Ycs 34.5 0.76 0.26 0.98 0.95 2 34.5 0.00 0.28 0.61 0.91 2 4; - ` 3,1' 20.00 8.50x0.060 EZ Simfi0.0 Yes' 0.0 0.88 0.00 0.88 0.00 2 . 3,2 20.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.88 0.00 0.88 0.00 2 Design Id Segment Deflection in. Ratio Location ft Load Case ' Description 1 1 -0.61 (U382) 8.50 1 s. LOS 1 2 -0.55 (U422) 31.38 1 ' LOS 2 I N F' -0.50 ( U465) 8.50 1 s t 1.OS 2 , 2 -0.51 ( L/460) 31.38 �. -•1', - E 3 t :� 1C� -1.01 (U231) 10.50 .1.0s 1 LOS 3 2 -1.01 U231 29.50 1 LOS +• •Maximum Seconda Deflections for Shape Ag Buildin on Side B , Design Id Segment Deflection in. Ratio Location ft Load Case ' Description 1 1 -0.61 (U382) 8.50 1 s. LOS 1 2 -0.55 (U422) 31.38 1 ' LOS 2 I N F' -0.50 ( U465) 8.50 1 s t 1.OS 2 , 2 -0.51 ( L/460) 31.38 �. -•1', - E 3 t :� 1C� -1.01 (U231) 10.50 .1.0s 1 LOS 3 2 -1.01 U231 29.50 1 LOS w. ' t Purlin Anchors a Forces for Shape Ag Buildinp, Roof B Panel Type is BRU Pitch= 1.000:12 AR Cli if re 'd - EPC3 Bay Thickness Load(psf) Ld Case # Purlins Length Simple?, Diaphragm. Allowable Dell Actual Dell -• 4 • a Width f 1 0.088 -60.27 2 4 20.00 N 20.07 0.667 0.154 2 0.098 -60.27 ' 2 4 20.00 N 20.07 0.667 0.153 Ji . File: 16-018533=01 ' 1 - Veision: 2016.1c' F' ` Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. , n Date: 8/22/2016 BUTLER ` Butler Manufacturing. - _ 16-018533-01 Calculations Package , Time: 1.0:01 AM ...—...o . Page: 28 of 58 Reference Located @ Force per,Anch. _ Force per Anch. Allow Req'd AR Actual Required Available Diaphragm Diaphragm Diaphragm Frm-Line Line Anchor Anchors AR, STD Stiffness Stiffness Allow Shr Stress Ratio 1(0.00) Frame 0.20U 0.04U (k) 0.22. 0 0,0 0.958 2.854 0.086 0.008 0.098 2(20.00) Frame 0.30U 0.06U (k) 0.53 0 0,0 1.430 9.135 0.086 0.007 0.082 3(40.00) Frame 0.26U 0.06U k 0.28 0 0,0 1'.203 3.793 0.086 0.011 0.127 ' Date: 8/22/2.016 16-018533-01 Calculations -Package - Time: 10:01 AM ' euBUTLERing . _.. - Page-.- 29 of 58 ' Framing Suu mao Report 7 777,77 77 777 7` Loads and Codes - Shape: Ag Building City: Forest Ranch ' County: Butte, State: California " Country: United States Building Code: California Building Standards Code - 2013 Edition - Structural: l0AISC - ASD _ Rainfall: I: 3.30 inches per hour e ^ Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD Fe: 3000.00 psi Concrete f +• Building Risk/Occupancy Category: II (Standard Occupancy Structure) r Dead and Collateral Loads t'• 4 • Roof Live Load • Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.08 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50'psf Wind Load Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 55.00 psf Lateral Force Resisting Systems using Equivalent ' • Force Procedure • The'Envelope Procedure' is Used Flat Roof Snow: pL 46.20 psf , Mapped MCE Acceleration: Ss: 65.00 %g . Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 46.20 psf Mapped MCE Acceleration: S1: 27.00 %g Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Site Class: Stiffsoil (D) , Wind Enclosure: Enclosed Specified Minimum Roof Snow: 20.00 psf (Code) • Seismic Importance: Ie: 1.000. ' Topographic Factor: Kzt: 1.0000. Exposure Factor: 2 Partially Exposed - Ce: 1.00 • Design Acceleration Parameter: Sds: 0.5547 Snow Importance: Is: 1.000 s Design Acceleration Parameter: Shc : 0.3348 , NOT Windbome Debris Region Thermal Factor: Unheated - Ct: 1_.20 Seismic Design Category: D ' ^ Base Elevation: 0/0/0 Ground/ Roof Conversion: 0.70 Seismic Snow Load: 9.24 psf - ► ' Primary Zone Strip Width: 2a: 8/0/0 Unobstructed, Slippery , „ % Snow Used in Seismic: 20.00 - } Parts / Portions Zone Strip Width: a: 4/0/0 Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psf ° Fundamental Period Height Used: 14/0/0 r Transverse Direction Parameters - , ' t 3 Ordinary Steel Moment Frames 'I { t Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2312' ^ i . -R -Factor. 3.50 Overstrength Factor: Omega: 2.50 ; Deflection Amplification Factor: Cd: 3.00 ' -' - Base Shear: V: 0.1585 x W. {' i Longitudinal Direction Parameters 4 Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 > Fundamental Period: Ta: 0.1448 + R -Factor: 3.25 Overstiength Factor: Omega: 2.00 ; G �, ,•• +' s -� Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1707 x W ` r Deflection Conditions ` Frames arc vertically supporting:Mctal Roof Purlins and Panels r Frames are laterally supporting: Metal Wall Girts and Panels { Purlins are supporting:MeW Roof Panels + • % , Girts are supporting:Metal Wall Panels r � • �t 4. File: 16-018533-01', ,, r Version: 2016.1c,,-. r . Butler Manufacturing, a division of BlueScope Buildings North America, Inc.. r' a _, f Dimension Key 1 8 1/2" 2 2'-6" 3 4'-0" 4 F-1.. 5 2 @ 5'-0" 6 2 @ 4'-5 15/16" 7 15'-8" Ridge Ht. - Frame Clearances Horiz. Clearance between members I (CX001) and 5(CX001) 36'-1 1 Vert. Clearance at member 1(CX001): 12'-7 13/16" - Vert. Clearance at member 5(CX001): 12'-7 13/16" Vert. Clearance at member 6(EPX001): 14'-0 7/16" " Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 16-018533-01 . Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc: B BUTLERDate: 8/22/2016 Butler Manu/acturing 16-018533-01 Calculations Package Time: 10:01 Alva Page: 31 of 58 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle I Group Trib. Override Design Status 0/6/0 1 10/3/0 LAP Building Ritrid Endwall #1 EW 1 1 90.0000 1 1 - Stress Check npcion Lnnd Cnmhinatinnc - Frnmino No. Oriin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + 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 S> D + CG + S> 6 System 1.000 1.0 D + 1.0 CG + 1.0 <S + CG + <S 7 System 1.000 1.0 D + 1.0 CG + 1.0 USI • D + CG + US 1 8 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + •US 1 9 System 1.000 1.0D+1.0CG+0.6W1> D+CG+Wl> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W l D + CG + <W l I 1 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG +WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW - Wall: 2 17 System 1.000 0.6 MW MW - Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 19 System 1.000 0.6D+0.6CU+0.6W1> +CU+W1> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <Wl D+CU+<Wl 21 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 22 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 23 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU + WPL 24 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 25 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+Wl> 26 System 1.000 1.0D+I.0CG+0.75L+0.45<Wl D+CG+L+<Wl 27 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 31 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> D + CG + S + W 1> 32 System 1.000 1.0D+1.0CG+0.755+0.45<Wl D+CG+S+<W1 33 System 1.000 1.0D+I.0CG+0.755+0.45W2> D+CG+S+W2> 34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 37 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + Fj + EG+ 38 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 39 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + Fj + EG - 40 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 41 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 F> + 0.525 EG+ D + CG + S + F> + EG+ 42 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ D + CG + S + <E + EG+ 43 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ D + CG + Fj + EG+ 44 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 45 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + Fj + EG - 46 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 47 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 F> + 0.525 EG+ D + CG + S + F> + EG+ 48 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 <E + 0.525 EG+ D + CG + S + <E + EG+ 49 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + F> + EG+ 50 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 51 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + Fj + EG - 52 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 53 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.8375 F> + 0.525 EG+ D + CG + S + F> + EG+ 54 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.8375 <E + 0.525 EG+ D + CG + S + <E + EG+ File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER ` ------------ 16-018533-01 Calculations Package Frame Member Sizes Date: 8/22/2016 Time: 10:01 AM Page: 32 of 58 Mem. No. Flg Width in. Flg Thk in. Web Thk in. Depthl in. Depth2 in. Length ft Weight (p) Flg Fy (ksi Web Fy ksi Splice Jt.I Codes Jt.2 Shape 1 5.00 0.1345 0.1345 10.00 10.00 13.33 133.1 55.00 55.00 BP KN 3P 2 5.00 0.1875 0.1345 9.00 9.00 17.71 194.8 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 9.00 9.00 1.65 22.8 55.00 55.00 SS SP 3P 4 5.00 0.1875 0.1345 9.00 9.00 19.36 217.7 55.00 55.00 SP KN 3P 5 5.00 0.1345 0.1345 10.00 ' 10.00 13.33 133.1 55.00 55.00 BP KN 3P 6 5.00 0.1345 0.1345 10.00 10.00 14.04 142.6 55.00 55.00 BP CP 3P Total Frame Weight = 844.1 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 6 No Yes Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0. 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 5 40/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 18/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting fomes of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 1 Type X -Loc Grid] -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor -Rod Qty/Diain. (in.) Column Base Elev. Exterior Column Interior Column Exterior Column 0/0/0 18/0/0 40/0/0 1-C 1-B 1-A 8 X 11 8 X 11 8 X 11 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 V D Frm 0.04 0.38 0.80 -0.04 0.45 CG Frm 0.04 0.26 0.64 -0.04 0.33 L> Frm 0.25 1.73 4.25 -0.25 2.14 <L Frm 0.25 1.73 4.25 -0.25 2.14 ASL^ ;• Frm 0.16 -0.15 2.36 -0.16 2.21 ^ASL Frm 0:08 1.88 1.88 -0.08 -0.07 S> - Frm 0.58 3.99 9.92 -0.58 5.04 <S Frm 0.58 3.99 9.92 -0.58 5.04 US1• Frm 0.53 0.88 7.32 -0.53 6.01 'USI Frm 0.35 4.90 7.94 -0.35 1.38 Wl> Frm -1.51 -2.81 3.02 4.11 -1.24 -1.18 <WI Frm 1.28 -0.66 -2.73 -4.25 1.47 -3.18 W2> Frm -1.88 -1.98 - -2.62 -0.87 -0.19 <W2 Frm 0.91 0.16 -2.76 1.84 -2.20 WPL Frm 0.49 -1.50 -3.72 -0.66 -2.88 WPR Frm 0.72 -2.38 -3.90 -0.54 -1.81 MW Frm - - - - - MW Frm 0.79 0.69 -0.39 1.65 -0.30 MW Frm - - - MW Frm -1.73 -0.41 -0.11 -0.71 0.52 CU Frm - - - - - L Frm 0.25 1.73 4.25 -0.25 2.14 S Frm 0.58 3.99 9.92 -0.58 5.04 F> Frm -0.62 -0.50 0.04 0.12 -0.56 0.39 EG+ Frm 0.01 0.07 - 0.18 -0.01 0.09 <E Frm 0.62 0.50 -0.04 -0.12 0.56 -0.39 EG- Frm -0.01 -0.07 - -0.18 0.01 -0.09 File: 16-018533-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BfJTLER --------------- Butlar Manufacturing 16-018533-01 Calculations Package Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 1.7 1.6 CG 0.0 0.0 1.2 1.2 L> 0.0 0.0 8.1 8.1 <L 0.0 0.0 8.1 8.1 ASLA 0.0 0.0 4.4 4.4 AASL 0.0 0.0 3.7 3.7 S> 0.0 0.0 19.0 19.0 <S 0.0 0.0 19.0 19.0 US1• 0.0 0.0 14.2 14.2 'USI 0.0 0.0 14.2 14.2 W1> 2.8 2.8 8.1 8.1 <Wl 2.8 2.8 8.1 8.1 W2> 2.8 2.8 4.8 4.8 <W2 2.8 2.8 4.8 4.8 WPL 0.2 0.2 8.1 8.1 WPR 0.2 0.2 8.1 8.1 MW 0.0 0.0 0.0 0.0 MW 2.4 2.4 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 2.4 2.4 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 8.1 8.1 S 0.0 0.0 19.0 19.0 E> 1.2 1.2 0.0 0.0 EG+ 0.0 0.0 0.3 0.3 <E 1.2 1.2 0.0 0.0 EG- 0.0 0.0 0.3 0.3 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Date: 8/22/2016 Time: 10:01 AM Page: 33 of 58 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 (-Ma) Case (Mzz) Case 0.750 5.0 k Std k OS -0.1875 k 1-B k 0.375 k 11 k) 4 (in -k) 5.0 (in -k Std 0/0/0 1-C 1.11 21 1.18 44 - - - - 1.46 19 5.53 8 OS -0.1875 OS -0.1875 0.216 5 18/0/0 1-B - - - - 1.64 10 1.81 9 2.07 20 11.36 5 7 0.058 20 0.126 40/0/0 1-A 1.07 31 1.08 22 - - - 1.64 20 6.79 7 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 Axial Frame Shea No. in. in. in. Case Rods in. in. in. Type Flange Web 0/0/0 1-C 1 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 18/0/0 1-B 6 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 40/0/0 1-A 5 0.375 8 11 No 4 0.750 1 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loadine Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum B cingfWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load Web . k k Case Case k Case k Case k k k Case 0/0/0 1.17 1.60 44 0.88 -1.44 19 0.38 5.45 8 0.051 44 0.037 0 18/0/0 1.80 -1.00 9 1.62 -2.05 20 0.11 11.35 5 8 0.064 8 0 40/0/0 1.09 4.06 31 0.86 -1.63 20 0.56 6.63 7 0 0.117 5 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Loadl Rod ILoad Rod Load Cone. Load Plate Load Plate Load Flange Load Web . Load Shear Case Tension Case I V + T I Case Bendin Case B 'ng Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.051 44 0.037 19 0 0 0.056 8 0.051 19 0.104 8 0.064 8 0.065 8 18/0/0 0.078 9 0.053 20 0 0 0.117 5 0.073 20 0.216 5 0.134 5 0.134 5 40/0/0 0.047 31 0.042 20 0 0 0.068 7 0.058 20 0.126 7 0.078 7 0.080 7 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Butler Manufacturing 16-018533-01 Calculations Package Web Stiffener Summary Date: 8/22/2016 Time: 10:01 AM Page: 34 of 58 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 0.83 8.686 64.58 N/A N/A 0.1875 2.000 Both SP-BS-0.I875,W-BS-0.1250,F-OS-0.1250 2 2 S2 17.29 8.631 64.17 N/A N/A 0.1875 2.000 Both F -OS -0.1 250,W -OS -0.1 250,F -OS -0.1 250 4 1 S9 18.49 8.686 64.58 N/A N/A 0.1875 2.000 Both SP-BS-0.I875,W-BS-0.1250,F-OS-0.1250 Bolted End -Plate Connections Plate Fy = 55.00 ksi Moment Connections: Outside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration I Pitches Ist/2nd Configuration Pitches Ist/2nd ID Desc. in. ID Desc. in. No. No. k in. in. in. in. Shear in. 1 2 KN(Top) 0.375 6.00 15.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 2 1 KN(Top) 0.375 6.00 15.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 3 2 SP 0.375 6.00 10.03 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 4 1 SP 0.375 6.00 10.03 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 4 2 KN(Top) 0.375 6.00 15.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 5 2 KN(Top) 0.375 6.00 15.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 6 2 CP 0.375 6.00 1 11.00 1 0.500 1 A325/- 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren Design StrengthRatios • Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 50 -1.9 1.5 237.8 AISC DG- 16/rhin plate 0.357 0.021 0.786 0.228 0.337 0.019 0.807 0.516 2 1 50 -1.9 1.5 237.8 AISC DG-16/Thin plate 0.357 0.021 0.786 0.228 0.337 0.019 0.807 0.516 3 2 5 -1.0 5.0 109.7 AISC DG-16/Thin plate 0.451 0.103 0.725 0.000 0.000 0.166 0.719 0.516 4 1 5 -1.0 5.0 109.7 AISC DG-16/Thin plate 0.451 0.103 0.725 0.000 0.000 0.166 0.719 0.516 4 2 49 -1.8 1.4 212.8 AISC DG-16/Thin plate 0.320 0.018 0.701 0.204 0.302 0.017 0.725 0.516 5 2 49 -1.8 1.4 212.8 AISC DG-16/Thin plate 0.320 0.018 0.701 0.204 0.302 0.017 0.725 0.516 Inside Flan a 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 Bendin Yieldin Rupture TearingWeld 0.1651 Weld 1 2 51 1.1 1.4 222.4 AISC DG-16/Thin plate 0.356 0.019 0.784 0.227 0.336 0.018 0.805 0.516 2 1 51 1.1 1.4 222.4 AISC DG-16/Thin plate 0.356 0.019 0.784 0.227 0.336 0.018 0.805 0.516 3 2 24 1.1 0.5 21.8 AISC DG-16/Thin plate 0.114 0.009 0.183 0.000 0.000 0.015 0.719 0.516 4 1 24 1.1 0.5 21.8 AISC DG- 16/rhin plate 0.114 0.009 0.183 0.000 0.000 0.015 0.719 0.516 4 2 52 0.7 1.3 197.5 AISC DG-16/Thin plate 0.315 0.017 0.690 0.202 0.299 0.016 0.719 0.516 5 2 52 0.7 1.3 197.5 AISC DG-16/Thin late 0.315 0.017 0.690 0.202 0.299 0.016 0.719 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: Maximum Shear Case Maximum Tension Case Stren Ratios Mem. No. it. Ld No. Cs Axial k I Shear k Ld Cs I Axial k I Shear k Bolt Tension Bolt Shear BoltPB V+Tndin late Flange Yieldin Flange Bearin Flange Wcld Web Wcld 6 2 19 2.1 1.9 19 2.1 1.9 0.067 0.089 0.0000.069 3 0.048 0.0481 0.1651 0.069 Flange Brace Summary Mcmbcr From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Dcsign Note 1 11/6/0 11/6/0 GFB2037 0.265 34 Bolt Shear 2 3/10/2 15/6/14 GFB2037 0.217 8 Moment 2 13/4/1 6/l/0 GFB2033 0.305 7 Bearing 3 0/7/9 1/1/0 GFB2033 0.381 5 Std 4 1/0/4 1/1/0 GFB2033 0.180 5 GFB 4 15/6/3 15/6/14 GFB2037 0.139 7 5 11/6/0 1 11/6/0 1 GFB2037 0.237 33 0.098 Too 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 Reaction Force Moment Shear RI R2 Purlin Bearing Bearing 18/0/0 1-B 1.79 0.04 Std 64.45 4.26 N 0.04 28.03 0.079 GFB 3.32 5.30 3.07 N 0.01 28.16 0.098 GFB 4.12 5.30 3.07 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER n . Date: 8/22/2016 cr Butlor Manufacturing - , `:, 16-018533-01 •Calculations Package r - 'Tir►l lo:o1'AM .�..._...4.. .� , Pagec'35 of 581 =41 . - Frame Design Member Summa - Controlling Load Case and Maximum Combined Stre ses per Member Locations are from Joint 1 ': • Parameters Used for Axial and Flexural Desi n t Mem. No. Controlling Cases Require Strength Available Strength Stren Ratios Ag in.2 Afn in.2 Ixx in.4 ' Axial Sx in.3 Axial Shear tMom-x Mom -y. Axial Shear Mom -x Mom -y Axial Qa ' Mem. Loc. Depth + , Shear Pr Vr Mrx Mry Pc Ve Mcx '. Mcy ., + Shear No. ft in Flexure 0.82 k k in -k .: in -k k - k in -k in -k Flexure • 9.69 1 12.67 10.00 34 75.87 -3.8 '• -144.9 0.0 43.6 3 183.6 •., 39.0 0.83 - 1 0.00 10.00 3.91 32+ 1.56 - 1.2 ` 0.03 75.87 20.3 1.00 ,1.11 0.88 0.06 ' 2< 16.93 9.00 6 60.0 -0.3 ' -242.0 - 0.0 64.7 1.56'-10.76., 292.8 58.4 0.83 75.87 2. 16.93 9.008 0.88 ' 5 . -6.0 151.98 138.0 138.0 21.1 0.67 ` 2.80 0.28 3 -'0.00! 9.00 6 ' 68.23 --1.0 .1.00 -242.0 0.0 64.7. " 292.8 -. 58.4 0.83 S 3 , 0.00 9.00 2.80 7 1.12 '6.5 • 0.02 '68.23 21.1 ` -.1.14 0.65 0.31 4 8.49 9.00 7 -0.5 4 . 1 276.0 '• 0.0 ' . ' 19.5. ` 292.8 , 58.4 0.96 �4 4 0.03 9.00 7 + 16.1 ,.21.1 _ .3 ' 0.29 5 11.50 10.00. .33 74.5 -116.6. r0.0 22.1 183.6 39.0 ' 0.77.' • 5 0.00, 10.00 31 1.1 20.3 0.06 6 7.21 t 10.00 31 7.1 58.7 0.0 14.9 106.1 ' .. 39.0 ., 0.97 i 6 0.001, 10.00 • 9 1.8 1 ° 20.3 4 0.09 • Parameters Used for Axial and Flexural Desi n t Mem. No. Loc. _ ft .y 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 'w, in.4 Cw in.6 ° Cb . ' Rpg Rpc Qs Qa ' 1 12.67 151.98 14.0 14.0 2.65 0.67 43.06 2.80 8.61 1.12 9.82 , 1.73 ' 0.02 68.23 1.03 1.00 .1.14 0.65 0.82 2 16.93 198.56 60.0 60.0 3.04 0.94 43.60 3.91 • 9.69 1.5 10.76 .2.38 0.03 75.87 1.30 - 1.00 1.11 0.88 0.87 3 0.00 24.08 +- 60.0 60.0 .r 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.30 1.00 ,1.11 0.88 ; 0.87 4 .8.49 222.64 173.9 60.0 3.04 0.94 43.60 3.91 9.69 1.56'-10.76., 2.38 0.03 75.87 1112 1.00 1.11 0.88 1.00 5 11.50 151.98 138.0 138.0 2.65 0.67 " 43.06 2.80 8.61 1.1 9.82 1.73 0.02 ' 68.23 1.58 .1.00 1.14 0.65 0.82 6 `. 7.21 172.95 168.4.168.4 2.65 `0.67 43.06 2.80 8.61 1.12 ' 9.82 ` 1.73 0.02 '68.23 .1.13 1.00 -.1.14 0.65 .1.00 Deflection Load Combinations - Framing i No. Origin Factor Def H Def V -Application Description -1' System 1.000 0 180 1.0 L , 1 L 2 .. System 1.000 0 180 LOS . ` ' S • ' 3 System '1.000 60 180 a' 0.42 W l> • r ' s 1> 4 + = System A 1.000 60 180 0.42 <W V ' <W1 ' 5 System 1.000: 60 180 0.42 W2> .. r - k W2> + ' 6 System 1.000 60 180 . 0.42 <W2. W2 • " y! _ . ; 7 = System • 1.000 60 180 0.42 WPL - - -. : ` - y ± • WPL' .8 System 1.000 . 'r60 180 0.42 WPR < . WR i f' 9 _ -' System - 1.000 10 0 1.0 F> + 1.0 EG- • F� + EG-` "10' System i 1.000 • 10 0 1.0 <E + 1.0 EG- E + EG-, " rn„r�nn:no F<•amw nana��:nn Rof:ne fnr r�n�� ca,.r:nn• r ' � r.<<' ^ _ . Description Ratio Deflection in. Member Joint -e Load Case = Load Case Description . Max. Horizontal Deflection (H/198) F 0.788 1 J • 2 _ 3 W 1> Max. Vertical Deflection for Span 1 (L/9085) -0.022 �. 2` ' 2 2 ~: •' � • S ,• '" • - Max. Vertical Deflection for Span 2 a L/1829 ...-0.137 -4 l 2 _ V • 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. r Frame L to eral Stiffness (K):0.797 (k/in) r ^ Fundamental Period (calculated) (T): 0.959 (sec.) } File: 16-018533-01 Version: 2016.1c Butler Manufacturing,a division of BlueScope Buildings North America, Inc: Date: 8/22/2016 BUTLER ------------ 16-018533-01 Calculations Package Time:10:01 AM Page: 37 of 58 Frame Location Design Parameters: Location I Avg. Bay Space I Description Angle I Group Trib. Override Design Status 20/0/0 1 19/6/0 Q Buildin¢ Clearsuan #1 1 90.0000 Stress Check 1 System 1.000 1.0 D + 1.0 CG + 1.0 S> D + CG + S> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <S D + CG + <S 3 System 1.000 1.0D+I.0CG+1.0USI* D+CG+USI! 4 System 1.000 1.0 D + 1.0 CG + 1.0 *US 1 D + CG + *US 1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W l> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG +WPR 11 System 1.000 0.6 MW MW - Wall: 1 12 System 1.000 0.6 MW MW - Wall: 2 13 System 1.000 0.6 MW MW - Wall: 3 14 System 1.000 0.6 MW MW - Wall: 4 15 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU +WPR 21 System 1.000 1.0D+I.0CG+0.75S+0.45W1> D+CG+S+W1> 22 System 1.000 1.0D+I.0CG+0.755+0.45<W1 D+CG+S+<WI 23 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 24 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 25 System 1.000 1.0 D + 1.0 CG + 0.75.S + 0.45 WPL D + CG + S + WPL 26 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR D + CG + S + WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + Fj + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + CG + <E + EG+ 29 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + Fj + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 31 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ D + CG + S + F> + EG+ 32 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ D + CG + S + <E + EG+ 33 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + F> + EG+ 34 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ + CG + <E + EG+ 35 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + F> + EG - 36 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 37 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 F> + 0.525 EG+ D + CG + S + E> + EG+ 38 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 <E + 0.525 EG+ D + CG + S + <E + EG+ 39 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + Fj + EG+ 40 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 41 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + F> + EG - 42 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 43 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.8375 E> + 0.525 EG+ D + CG + S + Fj + EG+ 44 OMF Connection 1.000 1.0 D.+ 1.0 CG + 0.15 S + 1.8375 <E + 0.525 EG+ D + CG + S + <E + EG+ 45 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6WBI> D+CG+WPR +WB1> 46 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D+CU+WPR+WB1> 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB 1> D + CG + S + WPR + WB 1> 48 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6<WBI D+CG+WPR+<WBI 49 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WB1 +CU+WPR+<WB1 50 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB I D + CG + S + WPR + <WBI 51 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 52 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D+CU+WPR+WB2> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2> D + CG + S + WPR + W B2> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W132 D + CG +WPR + <WB2 55 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WB2 D+CU+WPR+<WB2 56 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB2 + CG + S + WPR + <WB2 57 System Derived 1.000 1.0 D+ 1.0 CG+0.6 WPL +0.6 WB3> D+CG+ WPL+ WB3> 58 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 59 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 W83> D + CG + S + WPL + WB3> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 ' D + CG + WPL + <WB3 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. aurc.Fsz Bunar Manu,a�u,,ne 16-018533-01 Calculations Package Date: 8/22/2016 Time: 10:01 AM Page: 38 of 58 61 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 + CU +WPL + <WB3 62 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <W133 D + CG + S + WPL + <W133 63 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG +WPL + WB4> 64 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> + CU + WPL + WB4> 65 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4> + CG + S + WPL + WB4> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 + CG + WPL + <WB4 67 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 + CU + WPL + <WB4 68 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 + CG + S + WPL + <WB4 69 System Derived 1.000 0.6 MWB MWB - Wall: 1 70 System Derived 1.000 0.6 MWB MVvB - Wall: 2 71 System Derived 1.000 0.6 MWB MWB - Wall: 3 72 System Derived 1.000 0.6 MWB MWB - Wall: 4 73 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB> D + CG + F> + EG+ + EB> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + F> + EG+ + EB> 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> + CG + <E + EG+ + EB> 77 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> D + CU + Fj + EG- + EB> 78 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> + CU + F> + EG- + EB> 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> + 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 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG++ 0.6825 EB> +CG+S+E>+EG++EB> 82 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 EB> D+CG+S+F>+EG++EB> 83 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 EB> +CG+S+<E+EG++EB> 84 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 EB> D+CG+S+<E+EG++EB> 85 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 86 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- + CU + EB> + EG - 87 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 EB> + 0.525 EG+ D + CG + S + EB> + EG+ 88 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG++ 0.91 <EB D + CG + Fj + EG++ <EB 89 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + F> + EG+ + <EB 90 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 91 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 92 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + Fj + EG- + <EB 93 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 <EB D + CU + F> + EG- + <EB 94 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 95 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 96 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 F> + 0.525 EG+ + 0.6825 <EB . +CG+S+E>+EG++<EB 97 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 F> + 0.525 EG++ 0.2047 <EB +CG+S+E>+EG I i EB 98 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG++ 0.6825 <EB +CG+S+<E+EG++<EB 99 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ + 0.2047 <EB D+CG+S+<E+EG H EB 100 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 101 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - 102 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 <EB + 0.525 EG+ D + CG + S + <EB + EG+ Frame Member Sizes Mem. Fig Width Fig Thk Web Thk Depthl Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. in. in. in. in. in. ft) (P) (ksi ksi Jt.] A.2 1 5.00 0.3125 0.1644 12.00 27.00 13.33 274.0 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1875 26.00 11.00 19.36 434.2 55.00 55.00 KN SP 3P 3 5.00 0.2500 0.1875 11.00 26.00 19.36 434.2 55.00 55.00 SP KN 3P 4 5.00 0.3125 0.1644 12.00 . 27.00 13.33 274.0 55.00 55.00 BP KN 3P Total Frame Weight = 1416.4 (p) (Includes all plates) Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 4 0/0/0 0/0/0 Yes 40/0/0 0/0/0 Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. I sur�E�z Date: 8/22/2016 16-018533-01 Calculations Package T«,e:10:01 AM Page: 39 of 58 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Raarf - _ I Infar#-d I ..-I Tvn of 1W--. r-- Cn..N..... 9 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-C 8 X 13 0.375 4-0.750 100'-0" Exterior Column 40/0/0 2-A 8 X 13 0.375 4-0.750 100'-0" Load Type Desc. Hx Hz Vy Hx Hz V D Frm 0.74 1.67 -0.74 1.67 CG Frm 0.73 1.46 -0.73 1.46 S> Frm 11.25 22.52 -11.25 22.52 ' <S Frm 11.25 22.52 -11.25 22.52 USl' Frrn 8.65 11.70 -8.65 22.09 , 'US1 Frm 8.65 22.09 -8.65 11.70 Wl> Frm -5.07 -8.10 0.80 4.98 <W1 Frm -0.80 -4.98 5.07 -8.10 W2> Frm 4.55 4.96 0.28 , -1.84 <W2 Frm -0.28 -1.84 4.55 4.96 WPL Frm -1.56 -5.82 1.30 -7.26 WPR Frm -1.30 -7.26 1.56 -5.82 MW Frm - - -1 - MW Frm 1.25 0.90 3.37 -0.90 MW Frm -- - MW Frm -3.37 -0.90 -1.25 0.90 CU Frm - - S Frm 11.25 22.52 -11.25 22.52 F> Frm -1.12 -0.81 -1.12 0.81 EG+ Frm 0.16 0.33 .0.16 0.33 <E Frm 1.12 0.81 1.12 -0.81 EGc Frm -0.16 -0.33 0.16 -0.33 ' WB1> Brc 0.07 -2.48 -1.82 -0.07 -2.32 -1.76 <WB1 Brc -0.06 - 1.84 0.06 - 1.73 WB2> Brc 0.07 -2.47 -1.82 -0.07 -2.31 -1.77 <WB2 Brc -0.06 - 1.85 0.06 - 1.74 WB3> Brc 0.07 -2.31 -1.72 -0.07 -2.48 -1.88 <WB3 Brc -0.06 - 1.75 0.06 - 1.86 WB4> Brc 0.07 -2.31 -1.72 -0.07 -2.48 -1.88 <WB4 Brc -0.06 - 1.74 0.06 - 1.86 MWB Brc 0.07 -2.37 -1.68. -0.07 -2.38 -1.73 MWB Brc - - - - - _ MWB Brc -0.06 1.70 0.06 1.71 MWB Brc - - - - EB> Brc 0.07 -2.40 -1.73 -0.07 -2.40 -1.78 <EB Brc -0.06 - 1.75 0.06 1.75 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I -10 BUTLER Manufacturing 16-018533-01 Calculations Package Sum of Forces with Reactions Check - Framine Load Type Horizontal Load Reaction k k Vertical Load Reaction k k D 0.0 0.0 '3.5 3.3 CG 0.0 0.0 2.9 2.9 S> 0.0 0.0 45.0 45.0 <S 0.0 0.0 45.0 45.0 US1' 0.0 0.0 33.8 33.8 'US1 0.0 0.0 33.8 33.8 W1> 4.3 4.3 13.1 13.1 <W1 4.3 4.3 13.1 13.1' W2> 4.3 4.3 6.8 6.8 <W2 4.3 4.3 6.8 6.8 . 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 4.6 4.6 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 4.6 4.6 0.0 0.0 CU 0.0 0.0 0.0 0.0 S 0.0 0.0 45.0 45.0 F> 2.2 2.2 0.0 0.0 EG+ 0.0 0.0 0.7 0.7 <E 2.2 2.2 0.0 0.0 EG- 0.0 0.0 0.7 0.7 WB1> 0.0 0.0 0.0 3.6 <WB1 0.0 0.0 0.0 3.6 WB2> 0.0 0.0 0.0 3.6 <WB2 0.0 0.0 0.0 3.6 WB3> 0.0 0.0 0.0 3.6 <WB3 0.0 0.0 0.0 3.6 WB4> 0.0 0.0 0.0 3.6 <WB4 0.0 0.0 0.0 3.6 MWB 0.0 0.0 0.0 3.4 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 3.4 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 3.5 <EB 0.0 0.0 0.0 3.5 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. Date: 8/22/2016 Time: 10:01 AM Page: 40 of 58 X -Loc • Grid Hrzleft Load Hrz Right Load Hrz In Load HrzOut Load Uplift Load VrtDown 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 40/0/0 2-A 4 0.375 8 • 13 No 4 in -k 5.0 in -k Std 0/0/0 2-C 2.60 15 12.72 1 4.20 85 4.45 52 25.65 1 40/0/0 2-A 12.72 1 2.60 16 4.21 85 4.48 58 25.65 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 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. Rods in. in: in. Type Flange Wcb 0/0/0 2-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 40/0/0 2-A 4 0.375 8 • 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum BracingfWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load Case k Case k k Case k k Case 0/0/0 12.87 25.71 2 0.29 -4.45 52 12.87 25.71 2 4.20 -2.25 0.45 86 40/0/0 12.87 25.67 1 0.29 4.48 58 12.87 25.67 1 4.21 -2.34 0.45 86 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: •8/22/2016 BUTLER Bullar Ma...... 7. 16=018533-01 Calculations Package , Time: 10:01 AM Page: 41 of 58 Base Plate Connection Strength Ratios X -Loc Rod Loadl Rod jLoadj Rod Load I Rod lBendingl jLoadj Conc. jLoadj Plate Load Plate ILoadl Flange ILoad Web Load in. Shear Case Tension Case V+T Case S9 Case I Bearing Case I Tension Case Comp Casel Weld I Case Weld Case 0/0/0 1 0.698 1 2 0.116 52 N/A 0 3.000 0 0.224 2 0.168 52 0.414 2 0.374 2 0.400 2 40/0/0 0.698 1 1 0.117 58 11 0 19.00/2.00 0 0.223 1 0.169 58 0.413 ,. 1 0.373 1 0.400 1 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Spec/Joint ft in. Pitches Ist/2nd Configuration in. in. in. k) Description 2 1 S9 2.31 25.424 135.60 N/A N/A 0.2500 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1250 3 1 1 S9 17.05 25.424 135.60 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 Fy = 55.00 ksi) Moment Connections: Outside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches Ist/2nd Configuration I Pitches lst/2nd No. No. k) in. in. in. in. Bendin in. ID Desc. in. ID Desc. in. 1 2 KN(Top) 0.500 6.00 28.00 0.750 A325N/PT 3.00 13 Flush 2.00/2.00 11 Flush 19.00/2.00 2 1 KN(Top) 0.500 6.00 28.00 0.750 A325N/PT 3.00 13 Flush 2.00/2.00 11 Flush 19.00/2.00 2 2 SP 0.625 6.00 12.08 0.875 A325N/PT 3.50 11 Flush 2.50 11 Flush 2.50 3 1 SP 0.625 6.00 12.08 0.875 A325N/PT 3.50 11 Flush 2.50 11 Flush 2.50 3 2 KN(Top) 0.500 6.00 28.00 0.750 A325N/PT 3.00 13 Flush 2.00/2.00 11 Flush 19.00/2.00 4 2 KN(Top) 0.500 6.00 28.00 0.750 A325N/PT 3.00 13 Flush 2.00/2.00 11 Flush 19.00/2.00 Moment Connections: Outside Flange Required Stren Design StrengthRatios • Mem. 1t. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs 2 k) (in -k) Proc. Tension Shear Bendin Yieldin Ru ture Tearing Weld Weld 1 2 2 -26.4 11.5 1573.3 AISC DG- I6/I•hin plate 0.534 0.117 0.972 0.000 0.000 0.075 0.798 0.719 2 1 2 -26.4 11.5 1573.3 AISC DG-16/Thin plate 0.534 0.117 0.972 0.000 0.000 0.075 0.796 0.719 2 2 15 2.1 0.2 53.2 AISC DG-16/Thin plate 0.152 0.003 0.126 0.000 0.000 0.004 0.959 0.719 3 1 15 2.1 0.2 53.2 AISC DG-16/Thin plate 0.152 0.003 0.126 0.000 0.000 0.004 0.959 0.719 3 21 42 26.3 11.5 1573.5 AISC DG- I6/I•hin plate 0.533 0.117 0.973 0.000 0.000 0.075 0.796 0.719 4 2 1 26.3 11.5 1573.5 AISC DG-16/Thin late 0.533 0.117 0.973 0.000 0.000 0.075 0.798 0.719 Inside Flange Required Strength Design Strength Ratios " Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs 2 k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 41 1.3 2.2 309.6 AISC DG-16/Thin plate 0.373 0.044 0.372 0.000 0.000 0.043 0.799 0.719 2 1 41 1.3 2.2 309.6 AISC DG-16/Thin plate 0.373 0.044 0.372 0.000 0.000 0.043 0.959 0.719 2 2 1 -12.7 1.4 489.9 AISC DG-16/Thin plate 0.997 0.020 0.823 0.000 0.000 0.024 0.907 0.719 3 1 1 -12.7 1.4 489.9 AISC DG-16/Thin plate 0.997 0.020 0.823 0.000 0.000 0.024 0.907 0.719 3 2 42 1.3 2.2 309.6 AISC DG-16/Thin plate 0.373 0.044 0.372 0.000 0.000 0.043 0.959 0.719 4 2 42 1.3 2.2 309.6 AISCDG-16/Ihin late 0.373 0.044 0.372 0.000 0.000 0.043 0.799 0.719 • Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 7/6/0 7/6/0 (2)GFB2097 0.649 2 2 3/10/2 15/6/14 (2)GFB3000 0.504 2 2 13/4/1 6/1/0 GFB2063 0.072 0 2 18/4/1 1/1/0 GFB2050 0.092 0 3 1/0/4 1/1/0 GFB2050 0.092 2 3 11/0/4 11/l/0 GFB2097 0.539 4 3 15/6/3 15/6/14 (2)GFB3000 0.504 1 4 7/6/0 7/6/0 2 GFB2097 0.649 1 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. aurzER . _ Date: 8/22/2016 I6-018533-01 Calculations Package Time: 10:01 AM Page: 42 of 58 ` Frame nPsivn MPmhPr Snmmary - Cnntrn111nP I,nad CncP and Maximum Cnmhinad Stresses nPr MPmhvr (I,nratinnrarP frnm JninPI ). 'Pa ramptare 11-1 fnr Avial and FlPxnral nocian - `• - Mem. Controlling Cases14 Require Strength Available Strength Strength Ratios Ag , " { Ixx Axial Sx Axial • Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr, Vr . Mrx 'Mry Pc VC Mcx' Mcy + Shear No. ft in. Flexure ' 60 180 k ' . k in -k' in -k k k in -k in -k Flexure 59.84 1 11.38 27.00 2 1160.96 -26.4 0.96 -1573.3 ` " '. 0.0 128.4 2 1895.0 ' 134.8 0.94 23.4 1 11.38 27.00 5.22 2 2.09 -11.5 3.35 0.11 865.68 13.6 1.00 1.00 0.94 0.85 2 0.99 26.00 2 60.0 -15.1 1.25 ' -1479.4 0.0 ` , ,120.0 2.09. 1608.9 98.7 0.98 174.64 2 0.99 '. 26.00 1.00 2 '4 20.4 136.54 46.4 46.4 20.8 1.56 807.81 6.52 0.98 3 0.98 11.82 "2, 1160.96 ;12,9 0.96 500.9 0:0 54.5 567.1 99.0 1.02 3 17.25. " 26.00 1 -20.4 �, , 20.8 0,98 4 11.38 27.00 .' 1 -26.3 -1573.5 0.0 °,`-128.4' 1895.0 134.8 -0.94 4• 11.38, 27.00 1, 11.5. P 13.6 0.85 'Pa ramptare 11-1 fnr Avial and FlPxnral nocian - `• - Mem. Loc. Lx Ly/Lt Lb Ag , Afii , Ixx 1.000 Sx Sy Zx , Zy J, . Cw Cb, Rpg Rpc Qs Qa No. ft . in. - in. in. in.2 in.2 in.4 ,Iyy in.4 in.3 + . in.3 ' in.3 - , in.3 in.4 in.6 W2 6 System '1.000 ' 60 180 1 11.38 136.54 46.4 46.4 7.46 1.56 ,807.81 , 6.52 59.84 2.61. 70.29 4.08 0.14 1160.96 1.15 0.96 1.00 1.00 0.59 2 0.99 207.05 23.4 23.4 7.28 ' -1.25 .673.51 5.22 " 51.81 2.09 62.67 3.35 0.11 865.68 1.00 1.00 1.00 0.94 0.55 3 0:98 207.05 120.1 60.0 4.62 1.25 106.43 5.21 18.00 2.09. 20.48 3.22 0.08 174.64 1.49 1.00 1.14 1.00 0.98 '4 11.38 136.54 46.4 46.4 7.46. 1.56 807.81 6.52 59:84 2.61 -70.29 4.08 0.14 1160.96 1.15 0.96 1.00 1.00 0.59 nPnnrtinn f.nad CnmhinaHnnc _ FrAminP No. Origin Factor., Def H Def V • Application, Descri tion I System 1.000 0 180 1.0 S S 2 System 1.000 60 180 '0.42 W 1> ti �; t ' W 1> 3 '1 System 1.000 60 180. 0.42.<W 1_ ' "' W 1 4 System .1.000 60 180 0.42 W2>" 2> - , 5 i System 1.000 60 . 180 .` 0.42 <W2 W2 6 System '1.000 ' 60 180 0.42 WPL. L ,, 7 t System 1.000 60 -180 0.42 WPR WPR 8 System 1.000 10 0 1.0 F> + 1.0 EG-- ' *+ + EG - 9 S stem 1.000 1 10 1 0 11.0 <E 1.0 EG- ' E + EG- Cnntrallina Frame nPIlPrtinn Ratins far Crnsc SPrtinn• 2 Description ' Ratio. Deflection in. Member Joint Load Case Load Case Description ax. Horizontal Deflection r (11/1675) 0.088 1 2„� 2 W 1> ax. Vertical Deflection for S an 1 L/341 • -1.273'' 3 , -�l , 1 S 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): 11.815 (k/in) Fundamental Period (calculated) (T): 0.350 (sec.) , 't _ 'e7 File:16-018533-01 _ a Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America Inc: " 4.f ` - r ,• •3 '4�i, 1. r sur�E7Date: 8/22/2016 - Butlar Manu(actwing 16-018533-01 Calculations Package Time: 10:01 AM .......- Page: 43 of 58 ~ me,,at: 39/6/077, Frame Cross Section: 3 Q 2 n-- 6^100.12 0, I Dimension Key 1 8 1/2" 2 2'-6" 3 4'-0" ' 4 P - I.. 5 2 @ 5'-0" , 6 2 @ 4'-5 15/16" 7 15'-8" Ridge Ht. Frame Clearances Horiz. Clearance between members I (CX003) and 5(CX003): 36-11 Vert. Clearance at member I (CX003): 12'-7 13/16" Vert. Clearance at member 5(CX003): 12'-7 13/16" Vert. Clearance at member 6(EPX002): 14'-0 7/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) 4 ' File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a`division of B1ueScope Buildings North America, Inc'. BUTLE7 Date: 8/22/2016 --------- 16-018533-01 Calculations Package Time: 10:01 AM Page: 44 of 58 Parameters: Desi n Load Combinations - Framing Origin Factor Application Description System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L r52 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ + CG + ASL^ System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D+CG + ^ASL System 1.000 1.0 D + 1.0 CG + 1.0 S> + CG + S> System 1.000 1.0 D + 1.0 CG + 1.0 <S + CG + <S 7 System 1.000 1.0 D + 1.0 CG + 1.0 USI* D + CG + USI* 8 System 1.000 1.0 D + 1.0 CG + 1.0 'US 1 D + CG +*USI 9 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 10 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 11 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 12 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 13 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG +WPL 14 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 15 System 1.000 0.6 MW MW - Wall: 1 16 System 1.000 0.6 MW MW - Wall: 2 17 System 1.000 0.6 MW MW - Wall: 3 18 System 1.000 0.6 MW MW - Wall: 4 .19 System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 20 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 21 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 22 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 23 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU +WPL 24 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CCT +WPR 25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> D + CG + L + W 1> 26 System 1.000 1.0D+1.0CG+0.75L+0.45<W1 D +CG+L+<Wl 27 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 28 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 29 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 30 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L + WPR 31 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W 1> D + CG + S + W 1> 32 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W ] D + CG + S + <W 1 33 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 W2> D + CG + S + W2> 34 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 <W2 D + CG + S + <W2 35 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL D + CG + S + WPL 36 System 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + CG + S + WPR 37 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + CG + F> + EG+ 38 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 39 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + F> + EG - 40 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 41 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 F> + 0.525 EG+ D + CG + S + F> + EG+ 42 System 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG+ D + CG + S + <E + EG+ 43 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 44 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 45 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- D + CU + E> + EG - 46 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 47 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 F> + 0.525 EG+ D + CG + S + F> + EG+ 48 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 <E + 0.525 EG+ D + CG + S + <E + EG+ 49 ONE Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + F> + EG+ 50 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 51 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 52 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 53 OMF Connection 1.000 1.0 D + 1.0 CG + 0.15 S + 1.8375 E> + 0.525 EG+ D + CG + S + E> + EG+ 54 OMF Connection 1.000 L0 D + 1.0 CG + 0.15 S + 1.8375 <E + 0.525 EG+ D + CG + S + <E + EG+ 55 System Derived 1.000 1.0 D+ 1.0 CG+0.6 WPR +0.6 WBl> D+CG+ WPR+ WBl> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > +CU+WPR+WB1> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR +0.45 WB1> D+CG+L+WPR+WB1> 58 System Derived 1.000 1.0D+I.0CG+0.755+0.45WPR +0.45WB1> D+CG+S+WPR+WB1> 59 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 D + CG + WPR + <WB 1 60 System Dcrivcd 1.000 0.6D+0.6CU+0.6WPR +0.6<WB1 D+CU+WPR+<WB1 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. -10 BUTLER 16-018533-01 Calculations Package Date: 8/22/2016 Time: 10:01 AM Page: 45 of 58 61 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 + CG + L +WPR + <WB 1 62 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <WB 1 + CG + S +WPR + <WB 1 63 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 64 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 W132> D + CU + WPR + WB2> 65 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 WB2> D + CG + S + WPR + WB2> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 68 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <W132 + CU + WPR + <WB2 69 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W132 D + CG + L + WPR + <WB2 70 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPR + 0.45 <W132 D + CG + S + WPR + <WB2 71 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG +WPL + WB3> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> + CU + WPL + WB3> 73 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 74 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB3> + CG + S + WPL + WB3> 75 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 + CG + WPL + <WB3 76 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W133 + CU + WPL + <WB3 77 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133 D + CG + L + WPL + <WB3 78 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <W133 D + CG + S + WPL + <W133 79 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> + CG + WPL + WB4> 80 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> + CU + WPL + WB4> 81 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 W134> D + CG + L + WPL + WB4> 82 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 WB4> D + CG + S + WPL + WB4> 83 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <W134 84 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 85 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 D + CG + L + WPL + <WB4 86 System Derived 1.000 1.0 D + 1.0 CG + 0.75 S + 0.45 WPL + 0.45 <WB4 D + CG + S + WPL + <WB4 87 System Derived 1.000 0.6 MWB MWB - Wall: 1 88 System Derived 1.000 0.6 MWB MWB - Wall: 2 89 System Derived 1.000 0.6 MWB MWB - Wall: 3 90 System Derived 1.000 0.6 MWB MWB - Wall: 4 91 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG++ 0.91 EB> D + CG + Ej + EG++ EB> 92 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 93 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 94 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 95 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 96 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> 97 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 98 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG-'+ EB> 99 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 E> + 0.525 EG+ + 0.6825 EB> +CG+S+E>+EG++EB> 100 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 E> + 0.525 EG+ + 0.2047 EB> D+CG+S+E>+EG++EB> 101 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG+ + 0.6825 EB> D+CG+S+<E+EG++EB> 102 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG++ 0.2047 EB> D+CG+S+<E+EG++EB> 103 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ + CG + EB> + EG+ 104 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 105 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 EB> + 0.525 EG+ D + CG + S + EB> + EG+ 106 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 107 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 108 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 <EB D + CG + <E + EG++ <EB 109 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG++ <EB 110 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB + CU + Ej + EG- + <EB 111 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + F> + EG- + <EB 112 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 113 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 114 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 F> + 0.525 EG+ + 0.6825 <EB D+CG+S+E>+EG++<EB 115 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 F> + 0.525 EG+ + 0.2047 <EB D+CG+S+E>+EG++<EB 116 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.2047 <E + 0.525 EG++ 0.6825 <EB D+CG+S+<E+EG++<EB 117 System Derived 1.000 1.0 D + 1.0 CG + 0.15 S + 0.6825 <E + 0.525 EG++ 0.2047 <EB D+CG+S+<E+EG++<EB 118 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 119 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - 120 Special 1.000 1.0 D + 1.0 CG + 0.15 S + 1.3125 <EB + 0.525 EG+ D + CG + S + <EB + EG+ File: 16-018533-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Butler Manufacturing 16-018533-01 Calculations Package Frame Member Sizes Date: 8/22/2016 Time: 10:01 AM Page: 46 of 58 m. o. Fig Width in. Flg Thk in. Web Thk in. DepthI in. Depth2 in. Length ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.l Codes Jt.2 Shape 1 5.00 0.1345 0.1345 10.00 10.00 13.33 133.1 55.00 55.00 BP KN 3P 2 rN 5.00 0.1875 0.1345 9.00 9.00 17.71 194.8 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 9.00 9.00 1.65 22.8 55.00 55.00 SS SP 3P 4 5.00 0.1875 0.1345 9.00 9.00 19.36 217.7 55.00 55.00 SP KN 3P 5 5.00 0.1345 0.1345 10.00 10.00 13.33 133.1 55.00 55.00 BP KN 3P 6 5.00 0.1345 0.1345 10.00 10.00 14.04 142.6 55.00 55.00 BP CP 3P Total Frame Weight = 844.1 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 6 No Yes Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. I 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 5 40/0/0 1 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 18/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 File: 16-018533-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 4riiUTLER Date: 8/22/2016 a�„o, ma��ra�m�ids 16-018533-01 Calculations Package Time: 10:01 AM Page: 47 of 58 Values shown are resisting forces ofthe foundation. Base Connection Design is Based on 3000.00 (psi) Concrete U-tinnc - Unf-t-d r.nad T- nt Frames C -cc Sartinn• I Type Exterior Column Interior Column Exterior Column X -Loc 0/0/0 18/0/0 40/0/0 Gridl - Grid2 3-C 3-13 3-A Base Plate W x L (in.) 8 X 11 8 X 11 8 X 11 Base Plate Thickness (in.) 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 .4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Rx Hz I Vy HX Hz Vy Hx Hz V D Frm 0.04 0.38 0.80 -0.04 0.45 CG Frrn 0.04 0.26 0.64 -0.04 0.33 L> Frm 0.25 1.73 4.25 -0.25 2.14 <L Frm 0.25 1.73 4.25 -0.25 2.14 ASLA Frm 0.16 -0.15 2.36 -0.16 2.21 AASL Frm 0.08 1.88 1.88 -0.08 -0.07 S> Frm 0.58 3.99 9.92 -0.58 5.04 <S Frm 0.58 3.99 9.92 -0.58 5.04 USl• Frm 0.53 0.88 7.32 -0.53 6.01 y *USI Frm 0.35 4.90 7.94 -0.35 1.38 _ Wl> Frm -1.51 -2.81 3.02' -4.11 -1.24 -1.18 +_ <W 1 Frm 1.28 -0.66 -2.73 4.25 1.47 -3.18 W2> Frm -1.88 -1.98 - -2.62 -0.87 -0.19 <W2 Frm 0.91 0.16 -2.76 1.84 -2.20 WPL Frm 0.49 -1.50 -3.72 -0.66 -2.88 WPR Frm 0.72 -2.38 -3.90 -0.54 -1.81 MW Frm - - - - MW Frm 0.79 0.69 -0.39 1.65 -0.30 MW Frm - - - - - MW Frm -1.73 -0.41 -0.11 -0.71 0.52 CU Frm - - - - L Frm 0.25 1.73 4.25 -0.25 2.14 S Frm 0.58 3.99 9.92 =0.58 5.04 - E> Frm -0.62 -0.50 0.04 0.12 -0.56 0.39 EG+ Frm 0.01 0.07 - 0.18 -0.01 0.09 <E Frm 0.62 0.50 -0.04 -0.12 0.56 -0.39 EG- Frm -0.01 -0.07 - -0.18 0.01 -0.09 WB1> Brc -0.03 1.86 -0.05 .0.03 1.76 <WB1 Brc 0.07 2.48 -1.85 -0.03 -0.07 2.32 -1.70 WB2> Brc -0.03 - 1.87 -0.05 0.03 - 1.77 <WB2 Brc 0.07 2.47 =1.85 -0.03 -0.07 2.31 -1.70 WB3> Brc -0.03 - 1.77 -0.05 0.03 - 1.88' <WB3 Brc 0.07 2.31 -1.75 -0.03 -0.07 2.48 -1.82 WB4> Brc -0.03 - 1.77 -0.05 0.03 - 1.88 <WB4 Brc 0.07 2.31 -1.75 -0.03 -0.07 2.48 -1.82 MWB Brc -0.03 - 1.73 -0.04 0.03 - 1.72 MWB Brc - - - - - MWB Brc 0.07 2.37 -1.71 '-0.03 -0.07 2.38 '-1,67 MWB Brc - - - - - - - EB> Brc -0.03 - 1.77 -0.04 0.03 - 1.78 <EB Brc 0.07 2.40 -1.76 -0.03 -0.07 2.40 -1.72 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. sur�ER Date: 8/22/2016 Butler Manufacturing 16-018533-01 Calculations Package Time: 10:01 AM Page: 48 of 58 Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction k k Vertical Load Reaction k D 0.0 0.0 1.7 1.6 CG 0.0 0.0 1.2 1.2 L> 0.0 0.0 8.1 8.1 <L 0.0 0.0 8.1 8.1 ASLA 0.0 0.0 4.4 4.4 AASL 0.0 0.0 3.7 3.7 S> 0.0 0.0 19.0 19.0 <S 0.0 0.0 19.0 19.0 US1' 0.0 0.0 14.2 14.2 'US1 0.0 0.0 14.2 14.2 W1> 2.8 2.8 8.1 8.1 <W1 2.8 2.8 8.1 8.1 W2> 2.8 2.8 4.8 4.8 <W2 2.8 2.8 4.8 4.8 V,/PL 0.2 0.2 8.1 8.1 WPR 0.2 0.2 8.1 8.1 MW 0.0 0.0 0.0 0.0 MW 2.4 2.4 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 2.4 2.4 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 8.1 8.1 S 0.0 0.0 19.0 19.0 E> 1.2 1.2 0.0 0.0 EG+ 0.0 0.0 0.3 0.3 <E 1.2 1.2 0.0 0.0 EG- 0.0 0.0 0.3 0.3 WB1> 0.0 0.0 0.0 3.6 <WB1 0.0 0.0 0.0 3.6 WB2> 0.0 0.0 0.0 3.6 <WB2 0.0 0.0 0.0 3.6 WB3> 0.0 0.0 0.0 3.6 <W133 0.0 0.0 0.0 3.6 WB4> 0.0 0.0 0.0 3.6 <WB4 0.0 0.0 0.0 3.6 MWB 0.0 0.0 0.0 3.4 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 3.4 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 3.5 <EB 0.0 0.0 0.0 3.5 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k k k k k) (in -k) (in -k 0/0/0 3-C 1.11 21 1.18 44 - - 4.20 118 2.90 119 5.53 8 18/0/0 3-13 - - - - 1.64 10 1.81 9 2.07 20 11.36 5 40/0/0 3-A 1.07 31 1.08 22 - - 4.21 118 2.80 119 6.79 7 File: 16-018533-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER But,or! anu,,�ur,n9 16-018533-01 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 & aitch standards are based on ACI -318 Appendix D criteria for "oast -in-place" anchor rods (Min space = 4'drod) Date: 8/22/2016 Time: 10:01 AM Page: 49 of 58 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 3-C 1 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 18/0/0 3-B 6 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 40/0/0 3-A 1 5 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load in. k k Case k k Case k k Case k k_ k T Case 0/0/0 1.17 1.60 44 0.14 -2.89 119 0.38 5.45 8 4.20 -2.89 0.14 119 18/0/0 1.80 -1.00 9 1.62 -2.05 20 0.11 11.35 5 - - - 0 40/0/0 1.09 4.06 31 0.14 -2.80 119 0.56 6.63 7 4.21 -2.80 0.14 119 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Load Plate Load Flange Load Web Load in. Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.182 119 0.075 119 N/A 0 2.000 0 0.056 8 0.103 119 0.104 8 0.064 8 0.065 8 18/0/0 0.078 9 0.053 20 Flush 2.50 11 0 4 0 0.117 5 0.073 20 0.216 5 0.134 5 0.134 5 40/0/0 0.183 119 0.073 119 15.75 0 A325N/PT 0 0.068 1 7 0.099 119 1 0.126 7 1 0.078 7 1 0.080 7 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages In/Out ft in. No. No. in. in. in. in. Description 2 1 S9 0.83 8.686 64.58 N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. 1250,F -OS -0. 1250 2 2 S2 . 17.29 8.631 64.17 N/A N/A 0.1875 2.000 Both F -OS -0.1250,W -OS -0. 1 250,F -OS -0.1 250 4 1 S9 18.49 8.686 64.58 N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. 1250,F -OS -0. 1250 Bolted End -Plate Connections (Plate FY = 55.00 ksi) Moment Connections: Outside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration I Pitches Ist/2nd Configuration Pitches lst/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 15.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 2 1 KN(Top) 0.375 6.00 15.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 3 2 SP 0.375 6.00 10.03 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 4 1 SP 0.375 6.00 10.03 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 4 2 KN(Top) 0.375 6.00 15.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 5 2 KN(Top) 0.375 6.00 15.75 0.750 A325N/PT 3.00 31 Extended 3.25 31 Extended 3.25 6 1 2 1 CP 0.375 1 6.00 1 11.00 10.500 1 A325/- 1 3.00 11 Flush 3.00 11 Flush 3.00 Moment Connections: Outside Flange Required Stren Design StrengthRatios Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear BendingYieldingRupture TearingWeld Weld 1 2 50 -1.9 1.5 237.8 AISC DG- I6/I'hin plate 0.357 0.021 0.786 0.228 0.337 0.019 0.807 0.516 2 1 50 -1.9 1.5 237.8 AISC DG-16/Thin plate 0.357 0.021 0.786 0.228 0.337 0.019 0.807 0.516 3 2 5 -1.0 5.0 109.7 AISC DG-16/Thin plate 0.451 0.103 0.725 0.000 0.000 0.166 0.719 0.516 4 1 5 -1.0 5.0 109.7 AISC DG-16/Thin plate 0.451 0.103 0.725 0.000 0.000 0.166 0.719 0.516 4 2 49 -1.8 1.4 212.8 AISC DG-16/Thin plate . 0.320 0.018 . 0.701 0.204 0.302 0.017 0.725 0.516 5 2 49 -1.8 1.4 212.8 AISC DG-16/Thin late 0.320 0.018 0.701 0.204 0.302 0.017 0.725 0.516 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Butler Manufacturing 16-018533-01 Calculations Package Date: 8/22/2016 Time: 10:01 AM Page: 50 of 58 Inside Flange Required Stren 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 Teanng Weld Weld 1 2 51 1.1 1.4 222.4 AISC DG- 1 6/Thin plate 0.356 0.019 0.784 0.227 0.336 0.018 0.805 0.516 2 1 51 1.1 1.4 222.4 AISC DG-16/Thinplate 0.356 0.019 0.784 0.227 0.336 0.018 0.805 0.516 3 2 64 1.1 0.5 22.6 AISC DG-16/Thin plate 0.118 0.010 0.189 0.000 0.000 0.015 0.719 0.516 4 1 64 1.1 0.5 22.6 AISC DG-16/rhin plate 0.118 0.010 0.189 0.000 0.000 0.015 0.719 0.516 4 2 52 0.7 1.3 197.5 AISC DG-16/Thin plate 0.315 0.017 0.690 0.202 0.299 0.016 0.719 0.516 5 2 52 0.7 1.3 197.5 AISC DG-16/Thin plate 0.315 0.017 0.690 0.202 0.299 0.016 0.719 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: FlanRe Brace Summary Member Maximum Shear Case Maximum Tension Case Stren Ratios Mem. No. Jt. No. Ld Axial Cs k Shear Ld Cs Axial Shear Bolt Tension Bolt Shear Bolt V + T Plate BendingYielding]BearingWeld Flange Flange Flange Web Weld 6 2 19 1.11 1.91 19 1 2.11 1.9 0.0671 0.0891 0.0001 0.0691 0.0481 0.0481 0.1651 0.069 FlanRe Brace Summary Member I From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 11/6/0 11/6/0 GFB2037 0.265 34 Bolt Shear 2 3/10/2 15/6/14 GFB2037 0.217 8 Moment 2 13/4/1 6/1/0 GFB2033 0.305 7 Bearing 3 0/7/9 1/1/0 GFB2033 0.381 5 Std 4 1/0/4 1/1/0 GFB2033 0.180 5 GFB 4 15/6/3 15/6/14 GFB2037 0.141 7 Flexure 5 11/6/0 11/6/0 GFB2037 0.237 1 33 0.088 Tan f1F Pnst 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 R1 R2 Purlin Vr Bearing Mry Bearing 18/0/0 3-B 1.80 0.05 Std 64.45 4.26 N 0.04 28.03 0.079 GFB 3.32 5.30 3.07 k in -k in -k Flexure 9.69 1 12.67 N 0.01 28.16 0.088 1 GFB 3.70 5.30 3.07 Frnmp rlpsion Mpmhpr Summary - Cnntrolline Load Case and Maximum Combined Stresses ver Member (Locations are from Joint 1 ) Parameters Used far Arinl and Flprnrnl npodon Mcm. No. Controlling Cases Require Strength Available Strength Strength Ratios Ag in.2 Afn in.2 I lxx in.4 Axial I 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 0.82 k k in -k in -k k k in -k in -k Flexure 9.69 1 12.67 10.00 34 75.87 -3.8 1.00 -144.9 0.0 43.6 3 183.6 39.0 0.83 60.0 1 0.00 10.00 3.91 32 1.56 -1.2 2.38 0.03 75.87 20.3 1.00 1.11 0.88 0.06 2 16.93 9.00 6 60.0 -0.3 0.94 -242.0 0.0 64.7 1.56 292.8 58.4 0.83 75.87 2 16.93 9.00 0.88 8 5 -6.0 151.98 138.0 138.0 21.1 0.67 43.06 2.80 0.28 3 0.00 9.00 6 68.23 -1.0 1.00 -242.0 0.0 64.7 6 292.8 58.4 0.83 168.4 3 0.00 9.00 2.80 7 1.12 6.5 1.73 0.02 68.23 21.1 1.00 1.14 0.65 0.31 4 8.49 9.00 7 -0.5 276.0 0.0 19.5 292.8 58.4 0.96 4 0.03 9.00 7 6.1 21.1 0.29 5 11.50 10.00 33 4.5 -116.6 0.0 22.1 183.6 39.0 0.77 5 0.00 10.00 31 1.1 20.3 0.06 6 7.21 10.00 31 -7.1 -58.7 0.0 14.9 106.1 39.0 0.97 6 0.00 10.00 9 -1.8 • 20.3 0.09 Parameters Used far Arinl and Flprnrnl npodon Mcm. No. Loc. ft Lx in. Ly/Lt in. I Lb in. Ag in.2 Afn in.2 I lxx in.4 lyy in.4 I Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 12.67 151.98 14.0 14.0 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.03 1.00 1.14 0.65 0.82 2 16.93 198.56 60.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.30 1.00 1.11 0.88 0.87 3 0.00 24.08 60.0 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.30 1.00 1.11 0.88 0.87 4 8.49 222.64 173.9 60.0 3.04 0.94 43.60 3.91 9.69 1.56 10.76 2.38 0.03 75.87 1.12 1.00 1.11 0.88 1.00 5 11.50 151.98 138.0 138.0 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.58 1.00 1.14 0.65 0.82 6 7.21 172.95 168.4 168.4 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.13 1.00 1.14 0.65 1.00 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER w Date: 8/22/2016 l3utlnr Mnnufac[uring 16-018533-01 Calculations Package Time: 10:01 AM _....www. e....:.r.,..... w. Page: 51 of 58 No. Origin Factor Def H 'Def V Application 1 System 1.000 0 180 1.0 L' Descri tion _ 2 System 1.000 0 180 LOS 3 System 1.000 60 180 0.42 Wl> S 4 System 1.000 60 180 0.42 <Wl W1> 5 System 1.000 60 180 0.42 W2> <W1Wl 6 System 1.000 60 180 0.42 <W2 > 7 System 1.000 60 180 0.42 WPL System 1.000 60 180 0.42 WPR V,/PL 9 System 1.000 10 0 1.0 F> + 1.0 EG- WPR 10 System 1.000 1 10 1 0 11.0 <E + 1.0 EG- E> + EG - E+EG- ControWng Frame Deflection Ratios for Cross Section: 3 Descri tion Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection (H/198) 0.788 1 2 3 W 1> Max. Vertical Deflection for Span 1 (U9085) -0.022 2 2 2 S Max. Vertical Deflection for Span 2 U1829 -0.137 4 1 2 S • 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): 0.809 (Win) Fundamental Period (calculated) (T): 0.952 (sec.) ti File: 16-018533-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Zone Units Type <_13UTLEW710 Actual Date: $/22/2016 `. 16-0185,33-01 Calculations Package Time: 10:01 AM B.;l.iMa��,ac,�ri,g ......_ Coef. End Zone psf W 1> Page: 52 of 58 Covering ,�Sumruaryl2eport, 0/0/0 ;. _ Shape: Ag Building OUT -1.440 Loads and Codes - Shape: Ag Building-," psf <W2 City: Forest Ranch County: ButteState: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural:. l0AISC - ASD Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 Intemational Building Code "' Cold Form: 12AISI - ASD Fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) ' 'S W 1> Dead and Collateral Loads 19.31 Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.08 psf - Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf, Frame Weight (assumed for seismic):2.50 psf: `. • , psf <W2 Standard Spacing is Adequate 14.48 36/0/0 21.000 0.69 Wind Load `. Snow Load Seismic Load. Wind Speed: Vult. 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 55.00 psf •-, z r . Lateral Force Resisting Systems using Equivalent Standard Spacing is Adequate - ` 'yj Force Procedure The'Envelope Procedure' is Used Flat Roof Snow: pf: 46.20 psf { Mapped MCE Acceleration: Ss: 65.00 %g ' Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 46.20 psf Mapped MCE Acceleration: S 1: 27.00 %g Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 • Site Class: Stiff soil (D) - Wind Enclosure: Enclosed Specified Minimum Roof Snow: 20.00 psf(Code) Seismic Importance: Ie: 1.000 Topographic Factor: Kzt: 1.0000 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Sds: 0.5547 Snow Importance: Is: 1.000 _ Design Acceleration Parameter: Shc: 0.3348 NOT Windbome Debris Region Thermal Factor: Unheated - Ct: 1,20_ Seismic Design Category: D Base Elevation: 0/0/0 Ground/ Roof Conversion: 0.70 {p Seismic Snow Load: 9.24 psf Primary Zone Strip Width: 2a: 8/0%0 Unobstructed, Slippery ' s % Snow Used in Seismic: 20.00 Parts / Portions Zone Strip Width: a: 4/0/0 Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psf Fundamental Period Height Used: 14/0/0 r Transverse Direction Parameters Ordinary Steel Moment Frames > Redundancy Factor: Rho: 1.30 ` Fundamental Period: Ta: 0.2312 �. .y R -Factor: 3.50 Overstrength Factor: Omega: 2.50 _ Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1585 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1448 t 1 R -Factor: 3.25 y ' . Overstrength Factor: Omega: 2.00 - Deflection Amplification Factor: Cd: 3.25 " Base Shear: V: 0.1707 x W rnvprina FiPsion LnAPIC - WAIT: t' • - - r Zone Units Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 19.31 0/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 'Standard Spacing is Adequate 14.48 ' 0/0/0 21.000 0.69 IN ` 1.080 End Zone psf W 1> Standard Spacing is Adequate ' 19.31 36/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 36/0/0 21.000 0.69 IN 1.080 Interior Area psf W1>. Standard Spacing is Adequate 15.69 4/0/0 19.000 0.83 OUT -1.170 Interior Area, psf <W2 Standard S acin is Adequate .E '' 14.48 4/0/0 1 .21.000 0.69 IN 1.080 r....o.:..a nog:..., r .:qac _ win• � , . Zone Units Type -a Description Actual . Locl Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 19.31 0/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate '" " 14:48 0/0/0 21.000 0.69 IN .1.080 End Zone psf W 1> Standard Spacing is Adequate 19.31 36/0/0 19.000 , 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 36/0/0 21.000 0.69 IN 1.080 Interior Area 1 psf `W 1> Standard Spacing is Adequate 15.69 4/0/0 19.000 .0.83 OUT -1.170 Interior Area psf I <W2 Standard Spacing is Ad nate 14.48 4/0/0 21.000 0.69 IN 1.080 r a-' File: 16-018533-01 Version: 2016.1c , Butler Manufacturing, a division of BlueScope Buildings North America;, Inc: BUTLER Butler Manufacturing 16-018533-01 Calculations Package Covering Design Loads - Wall: 3 Date: 8/22/2016 Time: 10:01 AM Page: 53 of 58 Zone Units I Type Description Actual Loci Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 19.31 0/0/0 19.000 LE OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 0/0/0 21.000 0.69 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 19.31 36/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 36/0/0 .21.000 0.69 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 15.69 4/0/0 19.000 0.83 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 1 14.48 4/0/0 21.000 0.69 IN 1.080 Covering Design Loads - Wall: 4 Zone Units I Type Description Actual Lee Allow. Ratio Dir. Coef. End Zone psf W 1> Standard Spacing is Adequate 19.31 0/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 0/0/0 21.000 0.69 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 19.31 36/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 36/0/0 21.000 0.69 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 15.69 4/0/0 19.000 0.83 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 14.48 4/0/0 21.000 0.69 IN 1.080 Covering Desi n Loads - Roof: A Zone Units Type Description Actual Loci Allow. Ratio Dir. Coef. Entire Surface psf S Standard Spacing is Adequate 46.99 0/0/0 69.000 0.68 IN 0.997 Unbalanced Snow psf •US 1 Standard Spacing is Adequate 46.99 0/0/0 69.000 0.68 IN 0.997 Unbalanced Snow psf 'USI Standard Spacing is Adequate 58.03 0/0/0 69.000 0.84 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 7.39 4/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 4/0/0 64.000 0.41 OUT -1.980 Side Zone psf <W2 Standard Spacing is Adequate 7.39 36/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 36/0/0 64.000 0.41 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 36/0/0 69.000 0.11 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.39 36/0/0 64.000 0.62 OUT -2.980 Side Zone psf <W2 Standard Spacing is Adequate 7.39 4/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 4/0/0 64.000 0.41. OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 0/0/0 69.000 0.11 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.39 0/0/0 64.000 0.62 OUT -2.980 Interior Area psf <W2 Standard Spacing is Adequate 7.39 4/0/069.000 69.000 0.11 IN 0.480 Interior Area psf W 1> Standard Spacing is Adequate 15.25 4/0/0 64.000 0.24 OUT -1.180 Covering Design Loads - Roof: B Zone Units Type Description Actual Lee Allow. Ratio Dir. Coef. Entire Surface psf S Standard Spacing is Adequate 46.99 0/0/0 69.000 0.68 IN 0.997 Unbalanced Snow psf US1 • Standard Spacing is Adequate 46.99 0/0/0 69.000 0.68 IN 0.997 Unbalanced Snow psf US1' Standard Spacing is Adequate 58.03 0/0/0 69.000 0.84 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 7.39 4/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 4/0/0 64.000 0.41 OUT -1.980 Side Zone psf <W2 Standard Spacing is Adequate 7.39 36/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 36/0/0 64.000 0.41 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 36/0/0 69.000 0.11 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.39 36/0/0 64.000 0.62 OUT -2.980 Side Zone psf <W2 Standard Spacing is Adequate 7.39 4/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 4/0/0 64.000 0.41 OUT -1.980 Corner Zone psf <W2 Standard Spacing is Adequate 7.39 0/0/0 69.000 0.11 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.39 0/0/064.000 0.62 OUT -2.980 Interior Area psf <W2 Standard Spacing is Adequate 7.39 4/0/0 69.000 0.11 IN 0.480 Interior Arca psf W 1> Standard Spacing is Adequate 15.25 4/0/0 64.000 0.24 OUT -1.180 Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: 1 Butlerib II Punched 26 Buticr-Cote Cool Brick Red Lcft to Right Left to Right 41/0/0 all: 2 Butlerib 11 Punched 26 Butler -Cote Cool Brick Red Left to Right Left to Right 41/0/0 all: 3 Butlerib II Punched 26 Butler -Cote Cool Brick Red Left to Right Left to Right 41/0/0 Wall: 4 Butlerib It Punched 26 Butler -Cote Cool Brick Red Left to Right Left to Right 41/0/0 Roof: A Butlerib Il Unpunched 26 AIZn Plain AIZn System Generated Not Applicable 41/0/0 Roof: B Butlerib II Unpunched 26 AIZn Plain AIZn System Generated I Not Applicable 41/010 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. -10 BUTLER 16-018533-01 Calculations Package Fastener Data Date: 8/22/2016 Time: 10:01 AM Page: 54 of 58 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 Yes Stitch Wall: 2 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No Yes Stitch Wall: 3 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No Yes Stitch Wall: 4 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No Yes Stitch Roof A Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes None No Yes Stitch Roof B Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes None No Yes Stitch File: 16-018533-01 • Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�ER Date: 8/22/2016 ----- Manufacturing 16-018533-01 Calculations Package Time: 10:01 AM Page: 55 of 58 Appendix r 1. -Panel loads check. Walls Suction - Panel actual load max-- 19.3111 psf Panel load allowable= 64 psf 64.0>19.3111 Ok Pressure (+) Panel actual load max-- 14.483.3 psf Panel load allowable= 56 psf 56.0>14.4833 Ok 'Penal . Suction (.) Leads .bb Dox ->E- '.N-Taatea Length j 001 26 Ga. Butlerib®11 Wail ASD.A-Mole Strength O fb don Butler Manufacturing Datlecth. Petrel &1896' - - ASD- PanOt Avaliabk StrengG (pst) a-L/r00 'Rqured BY ; 7 .. 7.50: 2.53 ;ReNsarad Br:a: -. Standard Wall Support Spaces 24 ;e.r:r1 15 WIPM16 'Penal Spee Lengths, it Suction (.) Leads Pressure Leech Length j 001 01 I 07 I 03 I 04 I 05 I 00 ASD.A-Mole Strength O fb don - ASD.. Datlecth. Petrel Dentteefion''A -Lt 00 -Penal a-L/r00 (N S", 1w 2' 7.50: 2.53 22. -. :.6D 24 70, .10 1 '3. 9.(101 !.350 :231 �- 1.. ') 73, 450 58 462. 11:--T2. 730 330 - ,. - 27. . - 07: 24 09 df' I 3; too 125b 1 250 I` -. f -- I,�- 7r: - `t2B 61 439 ..2 7301 14- _ I" - I -. I" =' 23, .- 58 :24 00;' 12. -3 4.60 ' -3.50 .4.50 ' 63 - 277. 'S6 294 21 - ,71 27 73 13. - .3 4.01) • 3.017.:350 �. - 43 - '154 45 757 I3- c . 460 3.50 i.00 I 1.59 I I - 76 - '437 at "442 '19 _- To at 44' I 3:' 4.01) �I 3.50 1650 I' .-. I - 1 .-. '.Yf . - 15. 32 91 t4' 4 4.00 330.E 4A0 250 1- 63 -- 36757. 375. 15 j 3 730 j 5.00 j 2.50 j -. j --. : -= 23' _ _ _ • 1 24: 09 . t5. 4.00 •_ I.w 300' 2.50, ..� �.._. 6d: ....,. `762. .M,. 37.". 16' 3 16• o,4. 730 &W 3.50 '- too 1250. a00'I 9.50 - 23 58 - - uf 396 -.24 52 69 406 17, 3 2.50 530; 4.50 - - - 34. - '6e 25 67 Ir I or. 4.1)o 1 250'1 Soo 1 4.501 -. 1 - ei 977 3 18 I .3 730 ), 5.00. I. 5.50 I - I -. I, -. 24 - 04 20 60' 19' 4 4.00 j 3.30'j 5.60 j 5.50 j - - 37' - '176 39 i60 18 5 4.00 ' 3.50 5.00 '4,00 ..1.50 ,. 56 394 '52 --403 .19. 3. 730 520 : 0.50:: - 25 - `62 :28 64 fit I '4 4.00 133U1300 19.50 ! •- �' - 28. .107 30 104 to 1 .5 COD 1350 1. 5.00 I .500 I, 7.50 1 - 50. -- :462 :18 474 29, 7.50 1.5.00 13.60 1 230 1 ,, 1 - 23. - 55 25- 08 20, P 5 4.00 13.50 L 5.00 1 5.00 1 2.50 1 .-. �. - 498 A, 570 -22 I 4. 7.50 ) 5.00 I. 5.00, 1:4.50. I' -. I .-. 23 - 67 25 6B' 22; 5 4.00 :,3.50 ' 500 ' 100 ' 4.50 '. -. 51 - 338 48 341 24 4 730 ' 5.00 ' .5.00 '..6.50 - - 23; - 07 24 60. 24 i5 4.00 13.30-IS00 1100 10.50 j.. -'3f' f00 24 • 1 ' 3 4.00 1 3,50'! 100 1 600 1 SAO I. 1:30 S3 '429 50 1430 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Bur�ER w Date: 8/22/2016 Butl¢r Manufacturing 16-018533-01 Calculations Package Time: 10:01 AM Page: 56 of 58 Roof A Suction - Panel actual load max-- 39.3932 psf Panel load allowable= 64 psf 64.0>39.3932 Ok Pressure (+) Panel actual load max-- 58.0281 psf Panel load allowable= 69 psf 69.0>58.0281 Ok nal. SpanLertgtha, R Suction (-) Loam .40140.,„ I New Tables lot, I 26 Ga. Butlerb® II ASD- AvaltaWi Strength 1 ' .Roof ,:Detc... 8710118 Butler manufacturing ASD •.Panel Available Strength (Pat) aaL7 W =..Prepared8p�v. o1.50. r2lwo 1.50 - - - RevisRad 9y:• 7a 219 Equal Support Spaces '216. Re:( 15 &1771016 Ra- no.n.I nal. SpanLertgtha, R Suction (-) Loam Pressure (-) Loads lot, I 0.1.1 a2 193 1 bd 19s I '96 ASD- AvaltaWi Strength Oefleclion ASD Deflection Connection A=L100 Panel aaL7 W SpermPanel o1.50. r2lwo 1.50 - - - 455. 219 0440 '216. 4273 1 or 2 LOO 2.00164 1873 163 1803 I ior2 230 1 2.50 I - I - I._-198 137 959 131 923 - I 1-2 3.00 I .3.00 I - I - , I -..I - 143 709 555 109 - S34 325 or 8:5 I'1 or2 ]251 3251 '-..) -`� -..� - 124 107 438 lea 420' 3.5 or 7 i 1 - 7 x.3.50 i .3.50 i -- i - i - i - log' '94. 349 93 336 -4.75of 7.5 � 1 -2 . AID 3.75 � -, i -, 1 i -. � _ .95 87 284 87 '273 4 ¢r.8 1 or 2 4.25 or 8.5 1 or 2 4.00 4.00 - - - - .425 : 425 - I _ 1 - I -, 94 75 82. ._.. 234 195 82 77 US 198 ;4.5 or 9 1 1., 2 430 4.50 - -- = -= 07 - -104 71 158 4.75 or 9.5 I 1 or 2 4.75 4.75 I - I - I '- I _ 61 - 140 04 - 13S 5-10, 1&21 S.00 5.00 55 - 120 57 115- 4.-50. 3 150 "IM 1.50 i - - - 515 219 8378 247,. 8004' 6.00 f' 3 2.00 i .2.00 `i 2.00'I - i - '� - 330. 164 3535 195. �340I 7.50 3 ' 230 ''.23 i0 L50 ' - - - 13.00 I 234 137 .100 1810 1047 148 124' 1742 1008 9.00 3 3.00 1.00!.0 00 9.75 3 ]25''325 325 '140 '707 ,824 114 793 10.50 I 3 3.50'1 3.5013.50 1 - I -, ( - 131 94 000 100 035, 1125 1 3 3.751'3.75 1 375 1 '- 1 1 - .115 87 530 99 516 12.00 3 4.00 4.00 4.00 - - I - 103. ek 442 93 425 12.75 f 3 425 i 425.1 4.23 i '� i 92 77 308 87 355 13.50 3 4.50 4.50 4.50 - 83 73., 310 82 290 1425 3 A75 i -4.75 4.75 i - - 75 69 254 78' : 254 15.00 1 3 5.00 1.5.60:1. 5.00 1 - 1 - 1 - 68 60 1 320 73 .218 6A0 B4 .1,50 1 .130 1 1.50 1 1.50 i .etc 497 219 9894 . 238 8500 8.00 1 Z4 2.00 1 .2.00 2.00 100 1 atc_ .1 - 321 764' -3752 178' 301 E 10.00 1 z,4 '4301.2.50 LS01.2301 etc' - 223 231 1921 '143- 4849 12.0014 I :3A0 x.3.00 ° ,300 x,300 etc.. L I.' I' I -183 109 ,7112 119.. 1079 13.00 t4 i 325' 325 ' 3.I5 ' :3.25 • etc;_'' - I 141 '123 102 874 110 842- 14.00 t 4; 3.50 3.50.I` 3.50 3.50. etc.: � - 91 700 102. 674 15.00 14 3.75 ITS 3.75 3:75 etc. - 109 87 569. 95 . 548 10.00 i L4 4M 1-4.00 1 4.00 14.00 1 etc. 1 - 97 8f; 469 89 451. 17.00 I L 4 425 1 4.25 1 4.25 1.4.25 I etc.. I - 60 77 391' 84 . 370' 18.00 ( >_ 4 4S0' 1 4.50:1 4.50 4.50' 1 etc. 1 - 78 73 :329 79 317 19.00 ¢ t 4. -4.73 i 4.75 i 4.75 i 4.75 i eel. - 70 69. ' 280. 75 270 20.06 ;:.t4' :5.00 _5.00 ' 5.00-4 5.00 ' eec.. _.: 64 - .740 69 231 File: 16-018533-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 1) Coil door 10'-0" x 12'-0" oo Drum size = 21" oo Drum weight = 10 ft* 12ft*5 psF600 lbs , oo Eccentricity= 10.5" oo Max moment on jambs (drum weight) = [(600 lbs/20ambs)]* 10.5"(eccentricity) = 3.15 kips -in oo Actual moment forces on jambs = 43.48 Kips -in (secondary vision reports) oo Mu = 46.63 Kips -in oo Moment allowable = 59.54 Kips -in 46.63 < 59.54 OK. File: 16-018533-01' Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/22/2016 BUTLER Butlor Manufacturing 16-018533-01 Calculations Package Time: 10:01 AM Page: 58 of 58 2) Coil header 00'-0" oo Drum weight = 600 lbs oo Lineal drum weight = 600/(10'x12") = 5 lbs/in oo Eccentricity= 10.5" oo Linear Moment (drum weight) _ (5 lbs/in * 10.5") = 52.5 lbs-in/in oo Max force on header (drum weight) _ (52.5 lbs-in/in) /21" = 2.5 lbs/in oo Max moment on header (drum weight) _ [(2.5 lbs/in)*(10'x12")2]/8 = 4.5 Kips -in 0o Actual moment forces on header = 3.22 kips -in (secondary vision reports) 0o Mu = 7.72 Kips -in oo Moment allowable = 39.95 Kips -in 7.72:5 39.95 OK. 3. - Loads check MBSM 2012 File: 16-018533-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. a NICOLAS ROAD 40' X 40'X 14'-0" METAL BUILDING SPECIAL INSPECTION REQUIREMENTS: HIGH STRENGTH BOLTING OF METAL BU NOTE: ENGINEER OF RECORD HAS NOT VISITED THE PROPOSED ILDING ABOVE BY OTHERS NOTE: BUILDING LOCATIONS SHOWN APPROXIMATE. CONSTRUCTION SITE. DIMENSIONS AND LAYOUT OF EXISTING N BUILDINGS AND SITE HAS BEEN DEDUCED FROM INFORMATION ACTUAL DIMENSIONS SHALL BE VERIFIED IN THE FIELD. PROVIDED BY THE CONTRACTOR. CONTRACTOR MUST FIELD T SITE PLAN VERIFY PLANS AND ALL DIMENSIONS PRIOR TO CONSTRUCTION DRAWING INDEX NO SCALE AND IMMEDIATELY REPORT ANY DISCREPANCIES TO SUMMIT STRUCTURAL DESIGN. Al...............SITE PLAN/CODE ANALYSIS s A2...............ELEVATIONS/SECTION/FLOOR PLAN S1...............BUILDING FOUNDATION NOT TO SCALEQROFESSIOV C. �Fyc w No. C 691882 <Cf * ESP. 6/30/16 JjCIV1�- �P 9JfOF CALIF THESE PUNS HAVE BEEN REVIEWED FOR CAMPWINCE ONLY WITH THE ATTACHED STRUCDIMI mcuuim4s 383 Rio LIndo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com GREGORY PEIT2, AIA ARCHITECT OF RECORD 383 RIO UNDO AVE CHICO' CA 95926 1530) 8945719 CODE ANALYSIS GOVERNING CODES: 2013 CBC y / 2013 CEC 2013 CPC 2013 CMCFC 2013 C v I Z U O 2D13 CALIF. HEALTH & SAFETY CODE AND AMENDMENTS 2013 CAU,. BUILDING ENERGY EFFICIENCY STANDARDS J - 2013 CALIF. BUILDING CODE CHAPTER 11 2013 CAL GREEN< U OCCUPANCY GROUP:U- AGRICULTURAL EQUIPMENT STORAGE Q Z Z OCCUPANCY SEPARATION: NONE L =w ALLOWABLE HEIGHT AND BUILDING AREAS (TABLE C302.1) ALLOWABLE AREA: 18,000 S.F. (BASIC) ACTUAL FLOOR AREA: 1600 S.F.me ALLOWABLE STORY/HEIGHT: 2/55' Q 1,411 0 LJ.I LU O O ACTUAL STORY/HEIGHT: 1/14'-0' CONSTRUCTION TYPE: TYPE IIB O Z D FIRE -RESISTANCE RATINGS: NONE EXTERIOR WALL SEPARATION: NONE IFF RATEDCONSTRUCTION: CHAPTEIR`:RMIT # PROJECTIONS:NON-RATED (SECTION 704.2) BUTTE COUNTY DEVELOPMENT SERV( 0 O U.2 c. \m Z - E (TABLE 705.8) FO LU REVIEWED a wo AUTOMATIC SPRINKLER: NONE AUTOMATIC SPRINKLER: NONE 4UMBER OF EXIT REQ'D: 1CODE. COMPLI N E a DATIE t Ln X LU p fV v / STRUCTURAL DESIGN DESIGN LOADS FOR NEW BUILDINGS PER BUTLER BUILDING SYSTEMS A) THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING CRITERIA PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O.: B) SEISMIC: SEISMIC IMPORTANCE FACTOR: 1 MAPPED SPECFAL RESPONSE ACCELERATIONS: Ss=CAS, S7:0.27 REVISIONS: SEISMIC SITE CLASS: D SPECTRAL RESPONSE COEFFICIENTS: SDS - 05547, SD1- 0.3348 SEISMIC DESIGN CATEGORY: D BASIC SEISMIC -FORCE -RESISTING SYSTEMS: ORDINARY STEEL MOMENT FRAMES AND ORDINARY STEEL CONCENTRICALLY BRACED FRAMES SEISMIC BASE SHEAR: SEE ATTACHED CALCULATIONS BY BUTLER BUILDING SYSTEMS RESPONSE MODIFICATION FACTOR: R(ORDINARY STEEL MOMENT FRAMES)- 3.5 R(ORDINARY STEEL CONC. BRACED FRAMES)= 3.25 - ANALYSIS PROCEDURE USED: SEE ATTACHED CALCULATIONS BY BUTLER BUILDING SYSTEMS C) WIND: DATE: 08/26/16 WIND SPEED: 110 MPH SCALE: NTS WIND EXPOSURE: C BASIC WIND PRESSURE: 22.35 PSF DRAWN BY: AU D) GRAVITY LOADS: JOB NUMBER: 16-286 LIVE LOADS: ROOF SNOW..............................................46.20 PSF (FLAT ROOF) SHEET: FOUNDATION STRUCTURAL DESIGN PER SHEET S1 AND ATTACHED STRUCTURAL CALCULATIONS BY SUMMIT STRUCTURAL DESIGN. Al . T. ' 1 1 d. L q 11 1. L IL _ .7 x• ` ti ri ,r a ti •f y •1 ti 1 } � �•. r. tom.` •_�y� ! � - ti �r r r 7 t-' % •'� �� �}'� •� �'� � �- F o. r • �• ~ f .40PA r -L. 1�6L 16 �'.•. •' + ti • � % - , ti - I •+ F' ti' , tit .i' a + r r '••.F L _ IIr •- 1. .,T # _ Y �r•I z - 'ti Al a_il� r • • 7 *r r F i+• f�.. •1� •_ •%; 'ti 1 - yr,� -'• _ Y•1 F � 1� Pf Ar r Ji� M1 , N �• � � T. F _ •- �_, I • •Y •r r 6 rill •• _ I% 7� r % i. L . R { a t gl Ir y •I+dl . yy ! a+ L i 1 r " , yrs { •y�.III r . •'� - s' ;7_ ' `$• 4' 1'' .1 Jrp IV 411; -16 44 liw y ; ti %} iti` L K. _ - ti L■ ,T• r rY •' ■ .16 r 1 ,J14 ' I PPP '1' '• ' L •7 7'_' ,.•1 1 TT �r L r s +u A�l ar•• _ r •7 •`y �I-r.r'� • {Y ~• - ir�•'t '�- ■' . , * • 1__• r 1 L R I Yl 1 •� fi - '- J5i Z� ' • _ .1 SIF 1 _ 1 • • • - — . •�' r 7: .c � � . . - I ' - 'ti r - ;F, ' - ) ji �.. f •• • - 11 A I . •, r w Ii i, '� - "# L r ■ ` { •r • ri' i -ti 'K.•r {��I�a�# r • Or 91 1 M - r; , lw r , ,}` �T 11 r � r � A •;'r` - r IL • f7 �• 1 ti '_ ■ ' C 1 NN p 'till •. ' .1 1'rr ?I - ' fl � • ab �+ t i r a i : ' Iti �'r~ � �- t' 1. •t. "F •F MI6 1. a .7 1 *' A iti, �• • '-• _ Ii L� a. � 6 ,J• ' •' Ni L _ � 1 7. �r1i r' .� f {� ti }•• •'�' i • •;' tir ,'' ' w ' A 1. 96 A 'iti. ill IL P. I 9TL '_ •_ ti %LI. �� 41y' ti S .1 r r a i i• _ •L _ - - r % . •• } qi '.. Y�a 6,4x 1.�.i, r ti � ' r1: L r {r � ■ - •� .+ I • �7� • t f 7 r L % �`.1r= '1 ■' 1 _'.r _ •.' _. .Yi +•'• tiY 1 ? 1 1 r r. 1 + d- .} L. Y - L ._ 9L tr ��- �-Jr -, r• r 1 ti • • ti {� •, r }- 1 -k ti •1• � • I _ #.ti ■ •.r +4ti= r 7r 1 7 t . T_• * { •1I *� -r �-Y .iti � ..� ti - ti � -.'�'• �• L .1 - .N L J I• 5rI1 12 t� GABLE TRIM: COOL HARVEST I - BUTLERIS II WALLS: COOL BRICK RED— . i--- .� x o�OfESSIpy� C. Opti fy <N.. C 69188= 7 * Ems. 6/30/16 J CIV1v P 191F0f. CAO TIEY HAI6 HAVE 6FD166v¢w6D - FONMhg VICE CKY WR M ATTACHED SMUC1Vx4t CALCULATIONS � 1 IRMO.n A 389 Rb LbWo Ave: , VIED MR Suite 200 Ch" CA 86926 P. 630.592.6407 S—ItChl— I 00. Lu 1 • t e -i O " 1. H V' Lu E NOuo \azo V) <u Zz<- 00"'.ii Lu Opt l - •, �LL / ZQ toI Lupo LLJ J J J W mJa J \ LLI z ZCWO� \� W In O M z N Lij z z O O .O .J z LL . O LL' REVISIONS: r DATE:08/26/16!. SCALE: 1/4"= V -0 - DRAWN BY: -0"DRAWNBY: ACI-� 10B NUMBER: 16.286 C SHEET: _ .. JE A2 \ . / \ / \ z o�OfESSIpy� C. Opti fy <N.. C 69188= 7 * Ems. 6/30/16 J CIV1v P 191F0f. CAO TIEY HAI6 HAVE 6FD166v¢w6D - FONMhg VICE CKY WR M ATTACHED SMUC1Vx4t CALCULATIONS � 1 IRMO.n A 389 Rb LbWo Ave: , VIED MR Suite 200 Ch" CA 86926 P. 630.592.6407 S—ItChl— I 00. Lu 1 • t e -i O " 1. H V' Lu E NOuo \azo V) <u Zz<- 00"'.ii Lu Opt l - •, �LL / ZQ toI Lupo LLJ J J J W mJa J \ LLI z ZCWO� \� W In O M z N Lij z z O O .O .J z LL . O LL' REVISIONS: r DATE:08/26/16!. SCALE: 1/4"= V -0 - DRAWN BY: -0"DRAWNBY: ACI-� 10B NUMBER: 16.286 C SHEET: _ .. JE A2 •1 40'-0' OUT -TO -OUT OF STEEL -�' - 40-4 OUT -TO -OUT OF CONCRETEC� .�yyFyi+ GENERAL NOTES 3 1 2 cyi om , 1. GENERAL 20'-0' 20'-0' No. C 691882 a 6' 6' iT Exp 6/30/18 ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. J} CIV 11• �P THE ENGINEER HAS PROVIDED AND IS RESPONSIBLE FOR SPECIFIC STRUCTURAL ITEMS ONLY, ALL OTHER REQUIREMENTS 4.2511 grfOFCALIFD ' OF THE BUILDING CODE INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS 2.25 r � iF2.25 REQUIREMENTS, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN IN THE STRUCTURAL A DESIGN CALCULATIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. SHOULD ANY CHANGES BE MADE TNS Ptua NAW BEEN �flWD FROM THE DESIGN AS SPECIFIED IN THESE DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN I L--__________________� �________%-BRACE_____---J I FOR ooMVLl4xa oxtr wrnln¢ THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE I •' I I I I I AnAdtn sttacruwu T I r CALCULATIONS THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED - I I L7. --j �0_ - OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF I I CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS,I - / 0• (1) 04 HAIRPIN,/ AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, I \ (2) #4 HAIRPIN � ' / \ 4 I SCAFFOLDING, ETC I �/�V// y I _;9,"4 IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, .I I i ,-(1) 8.1 HAIRPIN THEN R ° SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THATARE SHOWN ON THE DESIGN \`/\ - Will JA I IT, I 12 DOCUMENTS. - ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST I JO' BELL OUGHTTO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE of 10,TYP I I REVIEW OF THE ENGINEER. 383 -. I I Sufte 2 Undo Are. ALL WATERPROOFING AND FLESHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC ..) IS THE RESPONSIBILITY OF THE I I Sults 200 95926 CONTRACTOR OR OWNER. I - I ONco,GA407 W - PROVIDE J/4' DEEP P 630S92A407 w I'. CONTRSAWCUOL FOR CRACK I SummitCAlcacom SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 17040E THE - �h I CONTROL AT 10'-0' � I - CBCSHALLBEPROVIDEDFORTHEFOLLOWINGTYPESOFCONSTRUCTION: 00 _ I MAX SPACING IN BOTH - w u I(1) 84 HAIRPIN DIRECTIONS. HIGH STRENGTH BOLTING OF METAL BUILDING ABOVE - M i y . \ i Surface Drainage shall comply with THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE ENGINEER OF RECORD O O I I 1 . AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE oI o I • ft i // ��11 y19 ki Will :i SHALLBE COMMENSURATE WITH THIS TYPE OF PROTECT. Fp 2013 ORC section R40r.3 minimum L 2: SITE WORK /FOUNDATIONS 5% (6 inches" in 10 feet) slope away from I ttM - ASSUMED MAXIMUM SOIL BEARING =1500 PSF (NO SOILS REPORT PROVIDED) o I I I I FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. - g� u I foundation walls' {{{ 1 FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. (1) B4 HAIRPIN I SLAB -ON -GRADE PER NOTE 3 nl USE 4' DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. I \ 3. CONCRETE / REINFORCING- " CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O. (DESIGNED BASED ON 2500 PSI MIN.) 'o I (1) 84 HAIRPIN (2) 14 HAIRPIN�y / \ ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKAU. - m I I • \ / (1) �4 HAIRPIALKALIALKALIS\ _ AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALREACTIVE AS I I - 7 VVI I I DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO AIKAU REACTIVE TYP MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN OAS%BY WEIGHT. I 3 1 CONCRETE EXPOSED TO FREEING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE- I . 4.25 TYP I ACI CODE AND CBC APPENDIX, CHAPTER 19. - - I I 2' �- - 4 I I 2 REINFORCEMENT COVER SHALL BE AS FOLLOWS: ' I I CONETE CAST AGAINST AND PERMANENTLY EXPOSEDTO SOIL 3° � I �------------------------------- ----� I CONCRETE WITH SOIL OR WEATHER EXPOSURE: C ( i- X -BRACE RS BARS AND SMALLER 1H' 46 BARS AND LARGER 2' - �. L J CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4' ALL DIMENSIONS INCLUDING ANCHOR BOLT LOCATIONS AND SPACING SHALL BE REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. IAP REINFORCING 40 BAR DIAMETERS U.N.O. Remove vegetation and debns 1fOm undei_ O TAKEN FROM THE FINAL "FOR CONSTRUCTION' SET OF METAL BUILDING MFR J oC aJ 1 a5 AND LARGER REBAR SHAUL NOT BE RE-BENT. and away from Structure. Maintain DRAWINGS. FOUNDA77ON DRAWINGS ARE GENERAL IN NATUREAND ONLY PERMIT #--- 1?516r7 - Q m -J a ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION k REPRESENTFOUNDATIONSIZES,REINFORCING, AND ANCHOR ROD EMBEDMENT. BUTTE COUNTY DEVELOPMENT SERVICES Q BEFORE AND DURING CONCRETE PLACEMENT. clearance for a fire safe environment. FOUNDATION PLAN - Z Q 2 0 ANCHOR BOLTS SHALL BE ASTM A 307 AND SHALL BE PROVIDED NEW, W/O EXCESSIVE RUST. KEEP CALIFORNIA GREEN ^ _ . SCALE: 1/8"= 1'-0" REVIEWED F®R W O LLJ z ' �RE1/EtiT WILDFIRES IN BUTTE COUNTV_� CO E COMPLIANCE O tow O (nLLI RAMP EDGE OF SLAB AT j' 51 - IL % ^ — r ROLL UP DOOR OPENINGS SLAB ON GRADE 1. C{ OF COLUMN DA 1 C BY CF ''I w 7 DRAINAGE BY OTHERS 3 4' PER PLAN .( - FOOTING SCHEDULE ' .EDGE OF STEEL MARK (DIM X) X (DIM Y) X (THICKNESS) REINFORCING z STEEL COLUMN, - Q-ffKp1 -- --_ BY OTHERS - F '- S EW. TOP @ BOTT. I SLAB ON GRADE _ro - - F2.25 2'-3' X 2'-3' X 2'-0' 6 E.W., TOP R BOTT. AT SIM CONDITION o B4 VERT. AT 24' O.C. A.B. PER PLAN - F3 3'-0- X 3'-0• X 2'-0' 7 E.W., TOP R BOTT, 1 - I (AT TWO -POUR FNDN) HOOK REINFORCING AROUND z I F4.25 4'-S' % 4'-3° X 2'-0' B E.W., TOP @ 8077. • (2) /4 CONI BOLTS AT HAIRPIN TIE ANCHOR BOLTS PER 1•-0. TOP AND.BOTT LL METAL BUILDING MFR. FRAME/POST BASE L , _ _ - _ -11- _ 71,VE LL POURED WITH FOOTING - - - 1 II FOOTING SCHEDULEiFOOTING AT ROLL UP DOOR: 5 n - ND SCALE 51 REVISIONS: NO SH7uE $1IILAB ON GRADEER PLANEDGE OF STEEL ANCHOR BOLT SCHEDULE T° 2' MIN.A.B. TYPE AB. S2E EMBEDMENT CONSTRL ON JOINT I A.B. PER PLAN WHERE OCCURS 'S' . Dt 4 } 4- DIA 20"SLAB ON GRADE PER wD2 4 3 4' DIA 20' DRAINAGE BY OTHERSW4�1 d P WHERE OCCURS m o • I I .DJ 4 J 4' OIA 20'HAIRPIN PER PLAN _,_,_ -T il) ZII DATE: 08/26/16 -I N ANCHOR ROD SHALL CONFORM TO ASTM F1554 GR. 36 WITH PLATE WASHER SLAB POURED OVER FOOTING SLAB ON GRADE I 1/2% 2 t/a' X 2 t/a' SECURED vnTH OWBLE HEAW HE% NUTS, TYPICAL SCALE: 1/Q"=1'-0"WITH CONSTRUCTION JOINT ` AT SIM CONDITION III REINFORCINGDRAWN BY: ACJVERT. AT 24' O.C. PER SCHEDULE TWO -POUR FNDN) 3'CUR NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED BY BUTLER METAL JOB NUMBER: 16-286 84 CONI EQUAL EQUAL BUILDING CORP. FOR ANCHOR BOLT SPACING. VERIFY ALL TOP AND BOTT - NON-STRUCTURAL BOLTS FOR OPENINGS AND DOORS AS THEY MAY OR SHEET; 1,-0. _ IM P . S MAY NOT HAVE BEEN SHOWN ON THIS PLAN. + I BLOCK OUT. DETAIL, 6 CONTINUOUS FOOTING] 4 DETAIL AT SPREAD FOOTING' 3 ANCHOR BOLT SCHEDULE 1 S1 ; ` NO SCALESZ NO stALE S1 NO SCALE - Sl NO SC/LLE SI N DD O LL Z 0 U 0 QO rI L) Z TMY1 z< L„ 1=,00 ^J^ B.L �NO ' �W L0 L. - - 0 LL LL Q _ U) LU REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. IAP REINFORCING 40 BAR DIAMETERS U.N.O. Remove vegetation and debns 1fOm undei_ O TAKEN FROM THE FINAL "FOR CONSTRUCTION' SET OF METAL BUILDING MFR J oC aJ 1 a5 AND LARGER REBAR SHAUL NOT BE RE-BENT. and away from Structure. Maintain DRAWINGS. FOUNDA77ON DRAWINGS ARE GENERAL IN NATUREAND ONLY PERMIT #--- 1?516r7 - Q m -J a ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION k REPRESENTFOUNDATIONSIZES,REINFORCING, AND ANCHOR ROD EMBEDMENT. BUTTE COUNTY DEVELOPMENT SERVICES Q BEFORE AND DURING CONCRETE PLACEMENT. clearance for a fire safe environment. FOUNDATION PLAN - Z Q 2 0 ANCHOR BOLTS SHALL BE ASTM A 307 AND SHALL BE PROVIDED NEW, W/O EXCESSIVE RUST. KEEP CALIFORNIA GREEN ^ _ . SCALE: 1/8"= 1'-0" REVIEWED F®R W O LLJ z ' �RE1/EtiT WILDFIRES IN BUTTE COUNTV_� CO E COMPLIANCE O tow O (nLLI RAMP EDGE OF SLAB AT j' 51 - IL % ^ — r ROLL UP DOOR OPENINGS SLAB ON GRADE 1. C{ OF COLUMN DA 1 C BY CF ''I w 7 DRAINAGE BY OTHERS 3 4' PER PLAN .( - FOOTING SCHEDULE ' .EDGE OF STEEL MARK (DIM X) X (DIM Y) X (THICKNESS) REINFORCING z STEEL COLUMN, - Q-ffKp1 -- --_ BY OTHERS - F '- S EW. TOP @ BOTT. I SLAB ON GRADE _ro - - F2.25 2'-3' X 2'-3' X 2'-0' 6 E.W., TOP R BOTT. AT SIM CONDITION o B4 VERT. AT 24' O.C. A.B. PER PLAN - F3 3'-0- X 3'-0• X 2'-0' 7 E.W., TOP R BOTT, 1 - I (AT TWO -POUR FNDN) HOOK REINFORCING AROUND z I F4.25 4'-S' % 4'-3° X 2'-0' B E.W., TOP @ 8077. • (2) /4 CONI BOLTS AT HAIRPIN TIE ANCHOR BOLTS PER 1•-0. TOP AND.BOTT LL METAL BUILDING MFR. FRAME/POST BASE L , _ _ - _ -11- _ 71,VE LL POURED WITH FOOTING - - - 1 II FOOTING SCHEDULEiFOOTING AT ROLL UP DOOR: 5 n - ND SCALE 51 REVISIONS: NO SH7uE $1IILAB ON GRADEER PLANEDGE OF STEEL ANCHOR BOLT SCHEDULE T° 2' MIN.A.B. TYPE AB. S2E EMBEDMENT CONSTRL ON JOINT I A.B. PER PLAN WHERE OCCURS 'S' . Dt 4 } 4- DIA 20"SLAB ON GRADE PER wD2 4 3 4' DIA 20' DRAINAGE BY OTHERSW4�1 d P WHERE OCCURS m o • I I .DJ 4 J 4' OIA 20'HAIRPIN PER PLAN _,_,_ -T il) ZII DATE: 08/26/16 -I N ANCHOR ROD SHALL CONFORM TO ASTM F1554 GR. 36 WITH PLATE WASHER SLAB POURED OVER FOOTING SLAB ON GRADE I 1/2% 2 t/a' X 2 t/a' SECURED vnTH OWBLE HEAW HE% NUTS, TYPICAL SCALE: 1/Q"=1'-0"WITH CONSTRUCTION JOINT ` AT SIM CONDITION III REINFORCINGDRAWN BY: ACJVERT. AT 24' O.C. PER SCHEDULE TWO -POUR FNDN) 3'CUR NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED BY BUTLER METAL JOB NUMBER: 16-286 84 CONI EQUAL EQUAL BUILDING CORP. FOR ANCHOR BOLT SPACING. VERIFY ALL TOP AND BOTT - NON-STRUCTURAL BOLTS FOR OPENINGS AND DOORS AS THEY MAY OR SHEET; 1,-0. _ IM P . S MAY NOT HAVE BEEN SHOWN ON THIS PLAN. + I BLOCK OUT. DETAIL, 6 CONTINUOUS FOOTING] 4 DETAIL AT SPREAD FOOTING' 3 ANCHOR BOLT SCHEDULE 1 S1 ; ` NO SCALESZ NO stALE S1 NO SCALE - Sl NO SC/LLE SI _ 3 f � 1 . � �. ti "y - • -- � .. d" S