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HomeMy WebLinkAboutB15-2990383 Rio Undo Ave, Chico, CA 95926 p. (530).592-440.7 www.summitchico.com Structural Calculations For: Client: Troy Ferguson - North Valley Building Systems Project: JSR Farms- 80x75 Metal Building Addition Address: 10617 Fimple Road, Chico, CA PERMIT # 615 9. BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE p DATE�—�—� ,�BY___�_��„ %1/23/15 Note: These calculations and details are based on perrnit drawings by Butler Building Company: These calculations apply only, to: the structure as defined In the reviewed set of drawings. Any changes to either this set of calculations or the reviewed set of drawings provided by Butler Building Company without the written consent of this Engineer is strictly prohibited and shall render these calculations and specifications void. Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not.responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice,* the latest edition of the California Building Code, and local building department standards. Summit Structural Design Project, Page: Engineer: Date Design.of: Foundations C80013. Session 1605.3.1'- 84sic Load Combos Soil Bearing 1500 psf ..,.ii.U.„ r•..ns DL+CL+LL Soil capaaty.to resist uplift T. varies,nom. OL+CL -.6W {.TSlq�na'w..ed-aYeMnWA) l.batgbnGh{hi r•uo,e c-c�.a.�{nt DL+'Cl+.75(.6W)a.75L1 r•nRucinn r•Y rt.i DL+ CL + :N.70 + .75LL .60L.+ .6W ADL+ JE OT Sqr Ftg for. Resistive Unity Gravity (kips) Uplift (kips). Soil Bearing Thickness Length Width Uplift Factor .Grid Line DL CL LL Wind Eq . Min Size (ft) (ft) (ft) (ft) . Load (kips) . ( t be .> 1) _ -�' 1A 4.67 4.10 19.34 35.48 -.15.34 4.48 4 6.00 s 6.00 21:47 .1.16 IE 4.52 3.93 .18.14 -34.02 -13.91 4.39 4 6.00 x 6.00 21.47 1.21 2A 4:17 4.08 19.29 . -3531 -15.04 4:43 4 6.00 x. 6.00 21.47 1.15 2E 4.03 3.91 18.08 -33.84 -14.20 4.34 4 6.06 x 6.00 21.47 1.20 3A 4.23 4.12 19.49 ' -35.67 -1.98 4.45 4 .6.00 x 6.00 21.47 1.14 3E 4.07 3.95 18:26 -34.18 -1:98 4.36. 4 6:00 x 6.00 21.47 1.19 Mll Summit Structural Design J Project: Engineer: Hairpin Design (worst case line 3) i Date 11/19/2015 Note: All Loads are ULT F -Horizontal Force DL 1.15 kips CL= 1,18 kips LL= 4.79 kips r �-- o W— 3.08 KIPS i EQ= 2.57 kips / Angle �. q= 30 Steel Grade deg fs= 60 ksi r � r � J Vu= 1.4*DL = 3.262 kips 1.2*DL + 0.5*LL = 5.191 kips 1.2*DL + 1.6*LL + 0.5W = 12.000 kips governs 1.2*01L + 0.5*LL + 1.OW 8.271 kips 1.2*DL + 1.OEQ = 5.366 kips 0.9DL + 1:OW = 5.177 kips 0.90L + 1.OEQ 4.667 kips ACI 318-11 Section 9:2 Load Combinations Vu=0.9*Area'd*(fs)*cos(q) Chedk this equation Anchor Designet-T"' Software Version 2.4.5673,30 1.Proloct Information Customer company: Customer contact name: Customer e-mail: Comment 2. Input Data & Anchor Parameters General Design melhod:ACI 318-11 Units. Imperial unlls Anchor Information: Anchor type: Cast -in-place Material: AB Diameter (inch): 1,250 Effective Embedment depth, her (inch): 30.000 Anchor category. - Anchor ductility: Yes h.„h (Inch): 33.00 Cri,. (inch): 2:00 S.*, (Inch): 5:00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: U = 0.9D+ 1.OW Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No M4r: Company:. Summit Structural Design Date: 11111912015 Engineer: Andy Johnson, P.E. Page- I 115 Project: Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail:. andy@summitchico.com Project description/ Location: Fastening description. Baso Material Concrete: Normal -weight Concrete thickness, h (inch): 48.00 State: Uncracked Compressive strength, G (psi): 2500 W.,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at comers: 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 (!rich), 13.00 x 9.00 x 0.38 Input data and results must be chocked for agreement with the existing circumstances, the standards and guidelines must be checked for plousibiGiy. SimP%On 5tmnp•?rlts Carnpany Inc 6956 W. Las Positas Boulevard Pleasanton. CA 945811 Phone' 925.560.9000 Fax, 925.847.3671 www.stmngUe.cam 0 �'��►'„� �� Anchor Designer''"' Software Version 2.4:5673.30 <Figure 2> Company: Summit Structural Design 1 Dale: 111119/2 1 5 Engineer:. Andy Johnson, P.E. Page: 1215 Project: Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 fE mall: andy@summilchico.com l Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB10 (1 1/4"0) Input date and results roust be checked for 69mement with the existing circumstances, the standards and guidelines must be checked (orplau5ibility. Simpron Strong Tie Company Inc: 5958 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 pax: 925.847.3871 www.strongtie.com Hill• • .Anchor DesignerTm r Software Version 2:4:5673.30 Company: Summit Structural Design Date: 11/19/2015 Engineer. Andy Johnson, P.E. Page: 1315 Shear load x, Project: Shear load combined, Address: 383 Rio Undo Ave *200, Chico, CA 95926 Phone: 530.592.4407 E-mail: andy.@summitchico.com 3. Resultlnti Anchor Forces 0.5:1 . N.. (lb) d Anchor Tension load, . Shear load x, Shear load y, Shear load combined, No. (lb) Vu.r (lb), VuY (Ib) Y(Vu.04(Vu.0 (1b) 1> 7038.8 =3950.8 0.0 3950.8 2 7038.6 -3950.8 0.0 3950.8 3 7038.8 -3950.8 0.0 3950.8 4 7038.8 -3950.8 0.0 3950.8 Sum 28155.0 -15803.0 0.0 15803.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress,(psl);0. Resultant tension force (lb): 2815.5 Resullant.,compresslon force (ib): 0 Eccentricity of resultant tension forces In x=axis, e'm (inch): 0.00. Eccentricity of resultant tension. forces in:y-axis, e'Nv Qnch): 0.00. Eccentricity of resultant shear forces In x-axis, e'w (Inch): 0.00 Eccentricity of resultant shear forces in Y-axis, e'v„ (inch): 0:00 4. Steel Strennth of Anchor in TonsionlSec. . 0.5:1 . N.. (lb) d ON., (1b) 56200 0.75 42150' S. Concreto Breakout Strength of Anchor In Tension (Sec: 0.5.2E Nb = k ;t.4 .hd 3 (Eq. D=6) kr, d: r. (psi) her (in) Nb (lb) 24.0' 1.00 2500 22.333 120573 ONag=p(Ate lAm.)Y'is,'N�NeJ:NY'e.NV,,%NNb (Sec. D.4.1 & Eq. D-4) Am (irtl) A. (Ind) Y:e.N YVea.N Y'cn Y'�.N Ne (Ib) 0tSN (lb) 5184.00 4489.00 1.000 1:000 1.25 1.000 120573 0.70 121835 6. Pullout Sttongth of Anchorin.Tension (Sec: DAM ¢NPn - 0YAPN, - 0 '1'cAAerp (Sec. D.4:1, Eq. D=13 & DA 4) fav At„v (In.) r' IPSP) _ 4 1.4 ' 7.77 2500 0.70 152347 Input date and results must be checked 'for agreement with tie existing sircutnstances, the standards and guldelinee.must be checked for plausibility. Simpson'Strongme Company. file .5956 W. les,Positas Boulevard'Pleesenion,.CA 94588 Phone. 925.660.9000 Fax: 925.847.3871 www.slronglie com i'i 1° TM t,f Ar)ChOf DeSlgn@( r , Software Version 2.4:5673.30 .W Shear Forces ISec. D.71 Factored Load, N.. (ib) V.. (lb) t 6 O a $V...(lb)' Company: Summit Structural Design Date. 11/19/2015 En ineer. Andy Johnson, RE, I Page: 4/5 Project: . 10.00 1.25 1;00 2500 32.00 Address: 383 Rio Undo Ave #200,: Chico, CA 95926 Phone: 530.592.4407 E-mail: and summitchico;com 8. Steel Strength of Anchor In Shear isoc.0.8.11 Shear Forces ISec. D.71 Factored Load, N.. (ib) V.. (lb) t 6 O a $V...(lb)' Ratio 33720 1:0. 0.65 21918 Vb, (lb), I Concrete Oreakout Strenntth of Anchorin Shear (Set. D:8;21 Shear perpendicular to edge In x -direction: 81459 Va. = minj7(4/d:)*-Nd.A�N'PeGtr-1; (Eq. 0-33 & Eq. D-34) Pass I. (in) d..(In) d. Po.(psi) c.r (in) Vnr (ib) 10.00 1.25 1;00 2500 32.00 81459 pVesrr = d (Atm / Agda) Y%a v Y4a V l'gvY1t v Vnr (Sec. 0,4;1' & Eq..D-31) Pullout Av. (Ind Ata. (inx) !AMv Yexv. Y4v n v Ver (lb) 0 OVWV (ib) 3456.00 4608.00 1.000 0.909 1.400 1.000 81459 0.70 54446 Shear parallel 10 edge in x -direction: Shear Forces ISec. D.71 Factored Load, N.. (ib) Ver: 944Pic.01(Eq. D434 -Eq. D-34)` Ratio 4,0n) d. (in) ,L r. (pal) c.r,(in) Vb, (lb), 10.00 1.25 1.00 2500 32.00 81459 6V-cy, = 0 (2)(Atm/Aveo)'P.`v.V'.d.vY'e;v'/yivVbv (Set. D.4.1 & Eq. D-31) Pass Ave (I62) Avar Y'.a,v YC,v 'Nbv Var (lb) 0 ¢V07, (lb) 3456.00 46108:00 1.000 1,000 1.400 1.000 81459 0.70 119744 10, Concrete Ptyout Strength of Anchor in Shear(Sec, D.6.31 dV,w 6k.pNe"= dkq(Av. An.)'Perri V'ed.vY'GN PpgNn(Eq. D-41) ktp. .. Aft (In') Auto (Inx) Y'...N . V.d.N 'NSr: 1114N Nb (ib) 0* yiVca, (Ib) 2,0 5184.00. 4489;00 .1.;000 • 1:000 1.250. 1.000 120573. 0.70 243671. 11. Results Interaction of Tensile and Tenslon Shear Forces ISec. D.71 Factored Load, N.. (ib) Design Strength, oN„ (lb) Ratio Status Steel 7039 42150 0.17 Pass Concrete breakout 28155: 121835 0.23 Pass.(Governs) Pullout 7039 152347 0A5 Pass ;Shear_ Factored <Loa d, W. (Ib) Design Strength, oW (lb) Ratio Status Steel' 3951 21918 0.18 Pass J 7 Concrete breakout x- 15803 54446 0:29 Pass (Governs) (( Concrete breakout y- 7902 119744 0.07 Pass (Governs) Pryout 15803 243671 0.06 Pass interadlon check N.;IOM Vo./OY4 Combined Ratio Permissible status . Sec. D.7.3; 0.23 0.29 52.1 % 1.2 Pass PAB10.(1 114" 0)Wth hef= 30.000 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. 6impson Strang-% Canipany Inc. 5956 vV Las PositOs Boulevard Pleasanton, CA 94588 Phone;. 925.560;9000: Fax; 925:847.3871 wwwAtrongUe.com M, . i 1 [l BfJTLER' • Date: I 1/ 18/201.5 • � " ' #15-020262-01 Calculations Package Time: 04:41 PM Butler Manufncturlirp _ • Page: 1 of 79 3 Butler 'Manufacturing Company. 1540 Genessee Street • J Kansas City, MO 64102 - - • , 41 ` s STRUCTURAL DESIGN DATA'..., x . Project: JSR Farms _ Name: 15-020262-01 Builder. PO #: RFQ t t Jobsite`: 10617 Fimple Rd`- . Q�pFESS/0 O��T 0,4 F� " ' Cit "";` State.RChco, California 95928 ���- y r .'County:.Butte J�` 'Country: Uited States W s C 75014 1?J311 6 } V FOF CAI�F� x `TABLE OF CONTENTS.-:.,",",f jr Reactions - Expanded Report 2 ................... ......................................................'.............. Building Loading -'Expanded Report..:, .:....: .:...,... ..:..::.. :.......: ......... ... L", .1, '�......: .*....... ......... 17 .. Bracing -Summary Report....: ... ....................: ..................: .....:.. ........: ......... ....... . .... ... .. 31 ,. ., ev. Secondary - Summary Report ...:......:..... ..: '. ......... .. ......... ... ... .......: ............... ..:...... 39 Framing -Summary Report ...........................:...: ................. ..... ......... ...... .`..... ...52 ' Covering -Summary Report;................................:... r .................................".,.. .. 79 - ....y PERMIT BUTTE COUNTY DEVELOPMEN ,SERVICES r REVIEWED FOR'-'$:, •} 'CODE COMPLIANCE DATE +BY — r, Flle:.15-020262-01 Version: 2015.2 r ' Butler Manufacturing, a division of BlueScope Buildings North America, Inc, f, Date: 11/19/2015 BUTLER Butler Manufacturing #15-020262-01 Letter of Certification Time: 11:10 AM Page: 1 of 2 Letterof Certification. f >:; Contact: Jessica Hopper Project: JSR Farms Name: North Valley Building Systems, Inc. Builder PO #: RFQ Address: 30 Seville Court Jobsite: 10617 Fimple Rd City, State: Chico, California 95928 Country: United States City, State: Chico, California 95928 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 Buildine Descrintion Shape Overall Width Overall Floor Area Wall Area Roof Area Max. Eave Min. Eave Max. Roof I Length (sq. ft. (sq. ft. (sq. ft. Height Height 2 Pitch Min. Roof Pitch Peak I Hei ht N Revised 2015 Addition 1 80/0/0 75/0/0 6000 7033 6021 30/0/0 1 30/0/0 1 1.000:12 1 1.000:12 33/4/0 Total For All Shapes 6000 7033 6021 Loads and Codes - Shape: (N) Revised 2015 Addition City: Chico County: Butte State: California Country: United States Building Code: California Building Code 2013 Structural: IOAISC - ASD Rainfall: I: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AIS1- ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph The'All Heights' Method is Used Wind Exposure: C - Kz: 0.982 Parts Wind Exposure Factor: 0.982 Wind Enclosure: Enclosed Topographic Factor: Kzt: 1.0000 NOT Windborne Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 30/0/0 Parts/ Portions Zone Strip Width: a: 8/0/0 Basic Wind Pressure: q: 25.86 psf Roof Covering+ Second. Dead Load: Varies Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: pg: 0.00 psf Flat Roof Snow: pf: 0.00 psf Design Snow (Sloped): ps: 0.00 psf Rain Surcharge: 0.00 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 Ground / Roof Conversion: 0.70 Unobstructed, Slippery Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Mapped MCE Acceleration: Ss: 62.00 %g Mapped MCE Acceleration: S1: 28.00 %g Site Class: Stiff soil (D) Seismic Importance: le: 1.000 Design Acceleration Parameter: Shc: 0.3435 Design Acceleration Parameter: Sds: 0.5390 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 30/0/0 Transverse Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4255 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1540 x W Longitudinal Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2564 R -Factor. 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658 x W File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. t t BurtER Date: 11/19/2015 Butler ManufttOurh,o #15-020262-01 Letter of Certification Time:11:10 AM Page: 2 of 2 Building design loads and governing building code is provided by the Builder and is not validated by Butler Manufacturing, a division of BlueScope Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. The design of this building is in accordance with Butler Manufacturing, a division of BlueScope Buildings North America, Inc. design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Butler Manufacturing, a division of BlueScope Buildings North America, Inc., nor does it apply to unauthorized modifications to building components. Furthermore, it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or after building 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. oQ�pFESSli C 75014 * EXP. t i 1 CI Date:: t' Zoe f Engineer's Seal: SOF CAO� En in responsibleo#targ . /id File: 15-020262-01 Version: 2015..2 Butler Manufacturing, a.division of BlueScope Buildings North America, Inc. t l <�ER Date: I 1/ 18/2015 9UtIB. MaUrtlC�Y f1- #15-020262-01 Calculations Package Time: 04:41 PM Page: 2 of 79 �React►ons-�=>Eatpanded Re ort Shape: (N) Revised 2015 Addition Builder Contact: Jessica Hopper Name: North Valley Building Systems, Inc. Address: 30 Seville Court City, State Zip: Chico, California 95928 Country: United States Project: JSR Farms Builder PO #: RFQ Jobsite: 10617 Fimple Rd City, State Zip: Chico, California 95928 County, Country: Butte, United States Loads and Codes - Shape: (N) Revised 2015 Addition City: Chico F County: Butte State: California Country: United States Building Code: California Building Code 2013 Structural: I0AISC - ASD Rainfall: 1: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AIS1- ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph The'All Heights' Method is Used Wind Exposure: C - Kz: 0.982 Parts Wind Exposure Factor: 0.982 Wind Enclosure: Enclosed Topographic Factor: Kzt: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 2a: 30/0/0 Parts / Portions Zone Strip Width: a: 8/0/0 Basic Wind Pressure: q: 25.86 psf Roof Covering + Second. Dead Load: Varies Frame Weight (assumed for seismic):2.50 psf Snow Load I Ground Snow Load: pg: 0.00 psf Flat Roof Snow: pf: 0.00 psf Design Snow (Sloped): ps: 0.00 psf Rain Surcharge: 0.00 Exposure Factor: 2 Partially Exposed - Ce: 1.00 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 Ground / Roof Conversion: 0.70 Unobstructed, Slippery Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Mapped MCE Acceleration: Ss: 62.00 %g Mapped MCE Acceleration: Sl: 28.00 %g Site Class: Stiff soil (D) Seismic Importance: le: 1.000 Design Acceleration Parameter: Shc : 0.3435 Design Acceleration Parameter: Sds: 0.5390 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 30/0/0 Transverse Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4255 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1540 x W Longitudinal Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2564 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658 x W File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BurcER. Date: 11/18/2015 8utlor Manuf6cturiip #15-020262-01 Calculations Package Time: 04:41 PM Page: 3 of 79 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASLA Alternate Span Live Load, Shifted Right AASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left S Snow Load USI* Unbalanced Snow Load 1, Shifted Right *USI Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, I 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. Rooi Snow - Notional Right <SMS Specified Min. Roof Snow - Notional Left PSI Partial Load, Half Span l PS2 Partial Load, Half Span 2 W Wind Load W I> Wind Load, Case 1, Right <W 1 Wind Load, Case 1, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 "' Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPA1 Wind Parallel - Ref A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPB 1 Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPC1 Wind Parallel - Ref C, Case I WPC2 Wind Parallel - Ref C, Case 2 WPD 1 Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WB1> 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 E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect,- Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right' *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL*>(I) Auxiliary Live Load, Right, Right, Aisle I *AL>(1) Auxiliary Live Load, Right, Left, Aisle I <AL*(I) Auxiliary Live Load, Left, Right, Aisle 1 <*AL(1) Auxiliary Live Load, Left, Left, Aisle 1 AL*(I) Aux Live, Right, Aisle 1 *AL(I) Aux Live, Left, Aisle 1 AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *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>(I) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right; Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, -Inc. B[1TLER Date: 1 1/18/2015 #15-020262-01 Calculations Package Time: 04:41 PM Butiur ManufmbiNrp •�������� Page: 4 of 79 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 .<ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) _ Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load U l User Defined Load - 1 U2 User Defined Load - 2 U3 . User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 ' U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB I User Brace Reaction - l 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 V. E! i File: 15-020262-01 Version: 2015.2_ Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BfJ'TLER. Burger Manutaetitring #15-020262-01 Calculations Package Date: 1 1./ 18/2015 Time: 04:41 PM Overall Width Page: 5 of 79 Over•Au u..ttdt..a n ... �t.,ti,,.. Wall Area s . ft.) File: 15-020262-01- " Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. YShape _ Overall Width Overall Length Floor Area (sq. ft.) Wall Area s . ft.) Roof Area (sq. ft.) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min: Roof Pitch Peak Height (E) Butler 209094 (Existing) 80/0/0 100/0/0 8000 8533 8028 30/0/0 30/0/0 1.000:12 1.000:12 33/4/0 (F) Lean -To Wall 2 (Existing) 30/0/0 175/0/0 5250 11788 5268 30/0/0 27/6/0 1.000:12 (F) Lean -To Wall 4 (Existing) 25/0/0 175/0/0 4375 11583 4390 30/0/0 27/11/0 -1.000:12 . N Revised 2015 Addition 80/0/0 75/0/0 6000 7033 6021 30/0/0 30/0/01- 1.000:12 1.000:12 33/4%0 Total For All Shapesl 23625 38938 1 23707 File: 15-020262-01- " Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aur�ER Date: H/18/2015 / 18/2015 Butler Manufmtudng #15-020262-01 Calculations Package _ Time: 04:41 PM •��������� Page: 6 of 79 F ON J— . y I. ., BL BL � 4 <"> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 15-020262-01 Version: 2015:2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 4 y I. ., BL BL � 4 <"> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 15-020262-01 Version: 2015:2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Date: I 1/ 18/2015 autlor Mamtacturing #15-020262-01 Calculations Package Time: 04:41 PM Page: 7 of 79 Wall: 4, Frame at: 0/6/0 Design Load Comhinatlons - Framine No. Origin Factor Application Description I System 1.000 1.0 D + 1.0 CG + LO L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0D+I.0CG+0.6W1> D+CG+W1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W l D + CG + <W l 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 8 System 1.000 0.6 MW MW -Wall: 1 9 System 1.000 0.6 MW MW - Wall: 2 10 System 1.000 0.6 MW MW - Wall: 3 11 System 1.000 0.6 MW MW - Wall: 4 12 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 13 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<Wl 14 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 16 System 1.000 0.6D+0.6CU+0.6WP D+CU+WP 17 System 1.000 1.0D+I.0CG+0.75,L+0.45WI> D+CG+L+W1> 18 System 1.000 1.0D+I.0CG+0.75L+0.45<WI D+CG+L+<WI 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 20 System 1:000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 21 System 1.000 1.0 D + LO CG + 0.75 L + 0.45 WP D + CG + L + WP 22 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 23 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 24 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 25 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 34 System Derived 1.000 1.0D+I.0CG+0.6WP+0.6WB1> D+CG+WP+WB1> 35 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6WB1> D+CU+WP+WBI> 36 System Derived 1.000 1.0D+1.0 CG + 0.75 L + 0.45 WP+0.45 Y,113 I> D+CG+L+WP+WBI> 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB 1 D + CG + WP + <WB 1 38 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6 <WB 1 D+CU+WP+<WB1 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 <WB l D + CG + L + WP + <WB 1 40 System Derived 1.000 LO D + LO CG + 0.6 WP + 0.6 WB2> D + CG + WP + WB2> 41 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6WB2> D+CU+WP+WB2> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 WB2> D + CG + L + WP + WB2> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0:6 <W132 D + CG + W + <WB2 44 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6<WB2 D+CU+P WP+<WB2 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 <WB2 D + CG + L + WP + <WB2 46 System Derived 1.000 0.6 MWB MWB - Wall: 1 47 System Derived 1.000 0.6 MWB MWB - Wall: 2 48 System Derived 1.000 0.6 MWB MWB - Wall: 3 49 System Derived 1.000 0.6 MWB MWB - Wall: 4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.273'E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 55 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 61 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 62 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 63 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 64 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 65 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 66 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 67 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. eur�ER . Date: l 1./ 1$/2015 Butler Manufacturing #15-020262-01 Calculations Package Time: 04:41 PM .� . ,...._� Page: 8 of 79 Wall: 4, Frame at: 0/6/0 Frame ID:N4 Clear Span with End Posts Frame Type:Rigid Frame, End Posts �ry Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete 0 ... ttr.ne - 11T.IP-Mrad i -A T- at Fra -a (ince Sarf - 1 Type Exterior Column X -Loc 0/0/0 Gridl -Grid2 l -E Base Plate W x L (in.) 9X13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-1.250 Column Base Elev. 100'-0" Interior Column 20/0/0 1-D 8X13 0.375 4-0.750 100'-0" Interior Column Interior Column Exterior Column 40/0/0 60/0/0 80/0/0 I -C l -B I -A 8X13 8X13 9X13 0.375 0.375 0.375 4-0.750 4-0.750 4-1.250 1001-0" 100'-0" 100'-0" Load Type Desc. Hx I Hz Vy Hx Hz Vy Hx Hz Vv Hx Hz Vv Hx Hz V D Frm 1.24 4.52 0.44 0.47 0.44 -1.24 4.67 CG Frm 1.10 3.93 - - - -1.10 4.10 L> Frm 4.48 18.14 -4.48 19.34 <L Frm 4.48 18.14 4.48 19.34 W I> Frm -17.22 -34.02 7.37 7.75 7.37 -3.48 -23.25 <W1 Frm 3.31 -21.79 -6.63 -6.98 -6.63 17.39 -35.48 W2> Frm -17.11 -24.70 - - - -3.59 -13.94 <W2 Frm 3.42 -12.48 17.28 -26.17 WP Frm 1.08 -23.51 -1.08 -24.97 MW Frm - - - - MW Frm 3.34 2.44 8.99 -2.44 MW Frm - - - MW Frm -8.89 -2.44 -3.44 2.44 CU Frm - - - - L Frm 4.48 18.14 - - - 4.48 19.34 E> Frm -2.57 -1.97 0.08 0.09 0.08 -2.65 1.97 EG+ Frm 0.29 0.96 - - - -0.29 0.99 <E Frm 2.57 1.97 -0.08 -0.09 -0.08 2.65 -1.97 EG- Frm -0.29 -0.96 - - - 0.29 -0.99 WB1> Brc 0.20 -8.19 -9.99 -0.20 -8.19 -10.06 <WB1 Brc -0.09 - 12.13 0.09 - 12.13 WB2> Brc 0.35 -14.09 -17.19 -0.35 -14.09 -17.31 <WB2 Brc -0.04 - 4.91 0.04 - 4.91 MWB Brc 0.25 -10.13 -12.36 -0.25 -10.13 -12.45 MWB Brc - - - - - - MWB Brc MWB Brc EB> Brc 0.30 -10.93 -13.91 - -0.30 -11.92 -15.34 <EB Brc -0.11 14.15 0.11 15.09 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. t aur�ER. Date: 11/18/2015 Butler ManufmturlrM #15-020262-01 Calculations Package Time: 04:41 PM Page: 9 of 79 Frame Reactions - Factored Load Cases at Frame Cross Section: 1 Note: All reactions are based on I st order structural analvsis. File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. X -Loc 0/0/0 20/0/0 40/0/0 60/0/0 80/0/0 Gridl -Grid2 1-E I -D 1-C I -B I -A Ld Description Hx I Hz Vy Hx Hz I Vy Hx I Hz Vy Hx Hz Vy Hx I Hz I V Cs (application factor not shown k k k k k k kr4.1 k k k k k k k 1 D + CG + L> 6.82 26.59 0.44 0.47 0.44 -6.82 28.11 2 D + CG + <L 6.82 26.59 0.44 0.47 0.44 -6.82 28.11 3 D + CG + W 1> -7.99 -11.96 4.42 0.44 0.47 4.42 0.44 31.43 -5.18 4 D + CG + <W l 4.33 -4.62 -3.98 0.44 0.47 - -3.98 0.44 8.09 - -12.51 5 D + CG + W2> -7.93 - -6.37 - - 0.44 -0.47 - - 0.44 31.50 - 0.41 6 D+CG+<W2 4.40 - 0.96 - - 0.44 - 0.47 - - 0.44 8.03 - -6.93 7 D + CG + WP 2.99 - -5.65 - - 0.44 - - 0.47 - - 0.44 -2.99 - -6.21 8 MW -Wall: l 9 MW - Wall: 2 2.00 1.46 5.40 -1.46 10 MW - Wall: 3 - - - - I 1 MW - Wall: 4 -5.33 -1.46 -2.07 1.46 12 D + CU + W 1> -9.59 -17.70 4.42 0.27 4.65 0.28 4.42 0.27 -2.83 -11.15 13 D + CU + <W I 2.73 -10.36 -3.98 0.27 31.19 0.28 -3.98 0.27 9.69 -18.48 14 r D + CU + W2> -9.52 -12.11 - 0.27 - 0.28 - 0.27 -2.90 -5.56 15 D + CU + <W2 2.80 31.78 0.27 0.28 0.27 9.62 -12.90 16 D + CU + WP 1.39 -11.39 0.27 0.28 0.27 -1.39 -12.18 17 D + CG + L + W 1 > -2.05 6.75 3.32 0.44 3.49 0.47 3.32 0.44 -7.27 12.81 18 D + CG + L + <W I 7.19 12.25 -2.98 0.44 -3.14 0.47 -2.98 0.44 2.12 7.31 19 D + CG + L + W 2> -2.00 10.94 - 0.44 - 0.47 - 0.44 -7.32 17.00 20 D + CG + L + <W2 7.24 16.44 0.44 0.47 - 0.44 2.07 11.50 21 D + CG + L + WP 6.19 11.48 0.44 0.47 0.44 -6.19 12.04 22 D + CG + E> + EG+ 0.20 7.33 0.07 0.44 0.08 0.47 0.07 0.44 4.96 11.26 23 D + CG + <E + EG+ 4.89 10.91 -0.07 0.44 -0.08 0.47 -0.07 0.44 -0.13 7.67 24 D + CU + E> + EG- -1.80 0.25 0.07 0.27 0.08 0.28 .0.07 0.27 -2.95 3.90 25 D + CU + <E + EG- 2.88 3.83 -0.07 0.27 -0.08 0.28 -0.07 0.27 1.87 0.32 34 D+CG+WP+WBI> 3.11 4.91 -11.65 0.44 - 0.47 - 0.44 -3.11 4.91 -12.25 35 D+CU+WP+WB1> 1.51 4.91 -17.39 0.27 0.28 0.27 -1.51 4.91 -18.22 36 D + CG + L + WP + W B l > 6.28 -3.69 6.98 0.44 0.47 0.44 -6.28 -3.69 7.51 37 D + CG + WP + <WB l 2.93 - 1.63 0.44 0.47 0.44 -2.93 - 1.07 38 D + CU + WP + <WB I 1.34 -4.11 0.27 0.28 0.27 -1.34 4.90 39 D + CG + L + WP + <WB l 6.15 16.94 0.44 0.47 0.44 -6.15 17.50 40 D+ CG + WP+ WB2> 3.20 -8.45 -15.97 0.44 0.47 0.44 -3.20 -8.45 -16.59 41 D + CU + WP + WB2> 1.60 -8.45 -21.71 0.27 0.28 0.27 -1.60 -8.45 -22.56 42 D + CG + L + WP + W B2> 6.35 -6.34 3.74 0.44 0.47 0.44 -6.35 -66.34 4.25 43 D + CG + WP + <W B2 2.97 - -2.71 0.44 0.47 0.44 -2.97 - -3.26 44 D + CU + W P + <WB2 1.37 -8.45 0.27 0.28 0.27 -1.37 -9.23 45 D+CG+L+WP+<WB2 6.17 13.69 0.44 0.47 0.44 -0.17 14.25 46 MWB -Wall: 1 0.15 -6.08 -7.42 - - - -0.15 -6.08 -7.47 47 MWB - Wall: 2 - - 48 MWB - Wall: 3 49 MWB - Wall: 4 50 D + CG .+ E> + EG++ EB> 2.11 -9.94 -4.08 0.02 0.44 0.02 0.47 0.02 0.44 -3.54 -10.85 -3.95 51 D + CG + E> + EG+ + EB> 0.28 -2.98 3.53 0.07 0.44' 0.08 0.47 0.07 0.44 -5.04 -3.25 7.07 52 D + CG + <E + EG+ + EB> 3.52 -9.94 -3.00 -0.02 0.44 -0.02 0.47 -0.02 0.44 -2.09 -10.85 -5.03 53 D + CG + <E + EG+ + EB> 4.97 -2.98 7.11 -0.07 0.44 -0.08 0.47 -0.07 0.44 -0.22 -3.25 3.49 54 D + CU + E> + EG- + EB> 0.11 -9.94 -11.15 0.02 0.27 0.02 0.28 0.02 0.27 -1.53 -10.85 -11.31 55 D + CU + E> + EG- + EB> -1.72 -2.98 -3.55 0.07 0.27 0.08 0.28 0.07 0.27 -3.03 -3.25 -0.29 56 D + CU + <E + EG- + EB> 1.51 -9.94 -10.08 -0.02 0.27 -0.02 0.28 -0.02 0.27 -0.09 -10.85 -12.38 57 D + CU + <E + EG- + EB> 2.96 -2.98 0.03 -0.07 0.27 -0.08 0.28 -0.07 0.27 1.79 -3.25 -3.87 60 D + CG + E> + EG+ + <EB 1.74 - 21.46 0.02 0.44 0.02 0.47 0.02 0.44 -3.16 - 23.73 61 D + CG + E> + EG+ + <EB 0.17 11.19 0.07 0.44 0.08 0.47 0.07 0.44 -4.92 15.37 62 D + CG + <E + EG+ + <EB 3.14 22.53 -0.02 0.44 -0.02 0.47 -0.02 0.44 -1.72 22.66 63 D + CG + <E + EG+ + <EB 4.86 14.77 -0.07 0.44 -0.08 0.47 -0.07 0.44 -0.10 11.79 64 D + CU + E> + EG- + <EB -0.27 14.38 0.02 0.27 0.02 0.28 0.02 0.27 -1.16 16.37 65 D + CU + E> + EG- + <EB -1.84 4.11 0.07 0.27 0.08 0.28 0.07 0.27 -2.92 8.02 66 D + CU + <E + EG- + <EB 1.14 15.45 -0.02 0.27 -0.02 0.28 -0.02 0.27 0.29 15.30 67 D + CU + <E + EG- + <EB 1 2.85 7.69 -0.07 1 0.27 -0.08 1 0.28 -0.07 1 0.27 1 1.90 4.44 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sureER� Date: 11/18/2015 e�t�erManu}actdr�ip #15-020262-01 Calculations. Package Time: 04:41 PM Page: 10 of 79 Maximum Combined Reactions Summary with Factored Loads - Framing Nnt- All renrtinnc are hnc d nn I qt nrder onimiml nnnlvsi z X -Loc Grid Hrz left 0/0/0 80/0/0 Hrz Right Load Hrz In Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) (Hx) Case (-Hz) (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) (k) k) (k) k k) in -k in -k) 0/0/0 1-E 9.59 FCase 7.24 20 9.94 F50 - - 21.71 41 26.59 l 20/0/0 1-D - - - 3.98 4.42 3 - - 0.44 1 40/0/0 1-C 4.19 4.65 3 0.47 1 60/0/0 I -B 3.98 4.42 3 0.44 1 80/0/0 1 1-A 7.32 19 1 9.69 1 13 1 10.85 1 50 22.56 41 28.11 1 D --- X -Loc Grid Description 0/0/0 80/0/0 1-E l -A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. r r 1 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. r 1 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Bur�Ea Date: l L/ 18/2015 BuderManufwWrIw #I5 -020262-0I Calculations Package Time: 04:41 PM ..,,......�. -�- Page: 11 of 79 Wall: 4, Frame at: 25/0/0 Frame ID:N5 Clear Span Frame Type:Rigid Frame 4 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Raarti- - it.fartnrad l.nad T- at Frames Cr. -Partin.- 2 Type Exterior Column Exterior Column X -Loc 0/0/0 80/0/0 Gridl -Grid2 2-E 2-A Base Plate W x L (in.) 9 X 13 9 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4 - 1.250 4-1.250 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx I Hz Vv Hx Hz V D Frm L13 4.03 -1.13 4.17 CG Frm 1.17 3.91 -1.17 4.08 L> Frm 4.75 18.08 -4.751 19.29 <L Frm 4.75 18.08 -4.75 19.29 Wl> Frm -17.63 -33.84 -2.86 -23.21 <W1 Frm 2.84 -21.74 17.65 -35.31 W2> Frm -17.35 -24.62 -3.14 -13.99 <W2 Frm 3.12 -12.52 17.37 -26.09 WP Frm -1.44 -29.33 1.44 -30.80 MW Frm - - - MW Frm 3.44 2.53 9.10 -2.53 MW Frm - - - - MW Frm -9.09 -2.54 -3.45 2.54 CU Frm - - L Frm 4.75 18.08 4.75 19.29 E> Frm -2.60 -1.96 -2.62 1.96 EG+ Frm 0.31 0.95 -0.31 0.98 <E Frm 2.60 1.96 2.62 -1.96 EG- Frm -0.31 -0.95 0.31 -0.98 WB1> Brc -0.I1 10.03 0.11 10.03 <WBI Brc 0.23 9.91 -12.18 -0.23 9.91 -12.09 WB2> Brc -0.19 - 17.25 0.19 - 17.25 <WB2 Brc 0.09 4.01 4.93 -0.09 4.01 4.90 MWB Brc -0.14 - 12.41 0.14 - 12.41 MWB Brc MWB Brc - MWB Brc EB> Brc -0.16 - 13.96 0.16 - 15.29 <E9 Brc 1 0.28 10.93 -14.20 -0.28 1 11.92 -15.04 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �urcER . Date: 11/18/2015 #15-020262-01 Calculations Package Time: 04:41 PM Page: 12 of 79 Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Note: All reactions are based on I st order structural analysis. File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. X -Loc 0/0/0 80/0/0 Gridl -Grid2 2-E 2-A Ld Description Hx Hz V Hz V Cs (application factor not shown k k k k k 1 D + CG + L> 7.05 26.03 27.54 2 D + CG + <L 7.05 26.03 r4.1 27.54 3 D + CG + W l> -8.28 -12.36 -5.67 4 D+CG+<Wl 4.01 - -5.10 - -12.93 - 5 D + CG + W2> " -8.11 -. -6.83 -0.14 - 6 D+CG+<W2 4.18 - 0.43 . - -7.40 - 7 D+ CG + WP 1.44 - -9.66 -1.44 - -10.22 - 8 MW - Wall: 1 - - - 9 MW -Wall: 2 2.06 1.52 5.46 -1.52 l0 MW - Wall: 3 - - - - I l MW - Wall: 4 -5.45 -1.52 -2.07 1.52 12 D + CU + W l> -9.90 -17.89 -2.40 -11.42 13 D+CU+<WI 2.39 -10.63 9.91 -18.68 14 D+CU+W2> -9.73 -12.36 -2.57 -5.89 15 D+CU+<W2 2.55. -5.09 9.74 -13.15 16 D+CU+WP -0.18 -15.18 0.18 -15.97 17 D+CG+L+WI> '-2.07 6.28 -7.15 12.28 18 D+CG+L+<Wl 7.14 11.72 2.08 6.83 19 D + CG + L + W2> -1.95 10.43 -7.28 16.43 20 D + CG + L + <W2 7.27 15.87 1.95 10.98 21 D + CG + L + WP 5.22 8.31 -5.22 8.86 22 D + CG + E> + EG+ 0.16 6.82 -4.91 10.73 23 D + CG + <E + EG+ 4.88 10.39 -0.13 7.16 24 D + CU + E> + EG- -1.90 -0.03 -2.85 3.60 25 D + CU + <E + EG- 2.83 3.54 1.92 0.03 34 D+CG+WP+WBI> 1.37 -3.64 -1.37 4.21 35 D+CU+WP+WB1> -0.25 -9.16 .0.25 -9.96 36 D+CG+L+WP+WB1> 5.16 12.82 -5.16 13.38 37 D+CG+WP+<WBI 1.58 5.95 -16.96 -1.58 5.95 -17.48 38 D+CU+WP+<WB1 -0.04 5.95 -22.49 0.04 5.95 -23.23 39 D + CG + L + WP + <WB 1 5.32 4.46 2.83 -5.32 4.46 3.42 40 D+CG+WP+WB2> 1.32 - 0.69 -1.32 - 0.13 - 41 D + CU + WP + WB2> -0.30 4.83 0.30 -5.62 42 D+CG+L+WP+WB2> 5.13 16.07 -5.13 16.63 43 D+CG+VIP +<WB2 1.50 2.41 -12.61 -1.50 2.41 -13.16 44 D+CU+WP+<WB2 -0.12 2.41 -18.14 0.12 2.41 -18.91 45 D + CG + L + WP + <W B2 5.26 1.81 6.09 -5.26 1.81 6.66 - 46 MWB -Wall: 1 -0.08 - 7.44 0.08 - 7.45 47 MWB - Wall: 2 - 48 MWB - Wall: 3 49 MWB - Wall: 4 - 50 D + CG + E> + EG+ + EB> 1.66 20.77 -3.09 23.39 51 D + CG + E> + EG+ + EB> 0.11 10.63 4.86 14.90 52 D + CG + <E + EG+ + EB> 3.08 21.84 -1.65 22.32 53 D + CG + <E + EG+ + EB> 4.84 7 14.20 -0.09 11.33 54 D + CU + E> + EG- + EB> -0.40 - 13.92 -1.03 16.26 55 D + CU + E> + EG- + EB> -1.95 3.78 -2.80 7.78 56 D + CU + <E + EG- + EB> 1.02 14.99 0.40 15.19 t 57 D + CU + <E + EG- + EB> 2.78 7.35 1.97 4.20 60 D + CG + E> + EG+ + <EB 2.06 9.94 4.85 -3.49 10.85 4.20 61 D + CG + E> + EG+ + <EB 0.23 2.98 2.94 4.98 3.25 6.63 62 D + CG + <E + EG+ + <EB 3.48 9.94 -3.78 -2.06 10.85 -5.27 63 D + CG + <E + EG+ + <EB 4.96 2.98 6.52 -0.21 3.25 3.05 64 D + CU + E> + EG- + <EB 0.01 9.94 -11.71 -1.43 10.85 -11.33 65 D + CU + E> + EG-+ <EB -1.83 2.98 -3.91 -2.92 3.25 -0.50 66 D + CU + <E + EG- + <EB 1.42 9.94 -10.63 0.00 10.85 -12.40 67 D + CU + <E + EG- + <EB 2.90 2.98 -0.34 1.85 3.25 4.07 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. B[/TLER. Date: 11/18/2015 #15-020262-01 Calculations Package Time: 04:41 PM Page: 13 of 79 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 v n (-Hx) Case . (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) ,. Case (Mzz) Case k) k k) k) k) k) in -k) in -k 0/0/0 2-E _ 9.90 12 7.27 20 9.94 60 22.49 38 26.03 l 80/0/0 2-A 7.28 19 9.91 13 10.85 60 23:23 38.. 27.54 1 Braciniz X -Loc Grid ached to column: Reactions ARE included with frame reactions. Description ` 0/0/0 2-E Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. 80/0/0 2-A Diagonal bracing at base.is att f v n File: 15-020262-01 'Version: 2M.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' ached to column: Reactions ARE included with frame reactions. �"Bur�Ea Date: 11/18/2015 ------------ 7 Butler Manuf=turing - #15-020262-01 Calculations, Package Time: 04:41 PM Page: 14 of 79 Wall: 4, Frame at: 50/0/0 Frame ID:N5 Clear Span Frame Type:Rigid Frame Q Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete o,...,.w,..... _ IT.s........ A r ....a m.......,. V -...e 9-- co..f:..... a 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 3-E 9 X 13 0.375 4-1.250 100'-0" Exterior Column 80/0/0 3-A• 9 X 13 0.375 4-1.250 100'-01, + Load Type Desc. Hx Vy Hx V D Frm 1.15 4.07 • -1.15 4.23 CG Frm 1.18 3.95 -C18 4.12 L> Frm 4.79 18.26 -4.79 19.49 <L Frm 4.79 18.26 -4.79 19.49 W1> Frm -17.72 -34.18 '-2.98 -23.45 <W 1 Frm 2.80 -21.95 17.90 -35.67 W2> Frm -17.43 -24.87 -3.27 -14.13 - <W2 Frm 3.08 -12.64 1.7.62 -26.36 WP Frm 0.76 -23.85 -0.76 -25.34 MW Frm - - - MW Frm 3.41 2.56 9.26 -2.56 MW Frm- Fr - - - MW Frm -9.10 -2.56 -3.57 2.56 CU Frm - - - - - L Frm 4.79 18.26 4.79 19.49 , E> Frm -2.57 " -1.98 -2.70 1.98 EG+ Frm 0.31 0.96 -0.31 0.99 <E Frm 2.57 1.98 2.70 -1.98 EG- Frm -0.31 -0.96 0.31 -0.99 WBl> Brc - 1 <WBI Brc WB2> Brc <WB2 Brc MWB Brc MWB Brc MWB Brc MWB Brc EB> Brc , <EB Brc File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[/TLER. Date:'l 1/ 18/2015 auUerManofwWrI g #15-020262-01 Calculations Package Time: 04:41 PM Page: 15 of 79 Frame Reactions - Factored Load Cases at Frame Cross Section: 3 Note: All reactions are based on Ist order structural analysis. File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. X -Loc 0/0/0 80/0/0 Gridl - Grid2 3-E 3-A Ld Description Hx V Hx V Cs a lication factor not shown k k) k k 1 D + CG + L> 7.12 26.29 -7.12 27.84 2 D + CG + <L 7.12 26.29 -7.12 27.84 3 D + CG + W 1> -8.30 -12.48 -4.12 -5.71 4 D+CG+<WI 4.01 -5.15 8.41 -13.05 - 5 D + CG + W 2> -8.13 -6.90 -4.29 -0.13 - 6 D + CG + <W2 4.18 0.44 8.24 -7.46 ' 7 D + CG + WP 2.79 -6.28 -2.79 -66.85 - 8 MW -Wall: 1 - - - - 9 MW - Wall: 2 2.04 1.54 5.56 -1.54 10 MW - Wall: 3 - - - - I l MW - Wall: 4 -5.46 -1.54 -2.14 1.54 12 D+CU+WI> -9.94 -18.06 -2.48 -11.53 13 D+CU+<WI 2.37 -10.73 10.05 -18.86 14 D + CU + W2> -9.77 -12.48 -2.65 -5.94 15 D+CU+<W2 2.54 -5.14 9.88 -13.28 16 D+CU+WP 1.15 -11.86 -1.15 -12.66 - 17 D + CG + L + W l> -2.05 6.34 -7.26 12.42 - 18 D+CG+L+<WI 7.18 11.84 2.14 6.92 19 D + CG + L + W2> -1.92 10.53 -7.39 16.61 20 D+CG+L+<W2 7.31 16.03 2.01 1111 21 D+CG+L+WP 6.26 10.99 -6.26 11.57 22. D + CG + E> + EG+ 0.21 6.89 -5.01 10.85 23 D + CG + <E + EG+ 4.89 10.50 -0.09 7.25 24 D + CU + E> + EG- -1.87 -0.03 -2.93 - 3.65 25 D + CU + <E + EG- 2.81 3.57 1.99 ' 0.04 34 D+CG+WP+WB1> 2.79 -6.28 -2.79 -0.85 35 D+CU+WP+WB1> 1.15 -11.86 -1.15 -12.66 36 D+CG+L+WP+WBI> 6.26 10.99 -6.26 11.57 37 D + CG + WP + <WB l 2.79 -6.28 -2.79 -6.85 38 D+CU+WP+<WB1 1.15 -11.86 -1.15 -12.66 39 D + CG + L + WP + <WB 1 6.26 10.99 -0.26 11.57 40 D + CG + WP + V,/B2> 2.79 -6.28 -2.79 -6.85 41 D+CU+WP+WB2> 1.15 -11.86 -1.15 -12.66 42 D + CG + L + WP + W B2> 6.26 10.99 -6.26 11.57 43 D + CG + WP + <WB2 2.79 -6.28 -2.79 -6.85 44 D+CU+WP+<WB2 1.15 -11.86 -1.15 -12.66 , 45 D + CG + L + WP + <W132 6.26 10.99 - -6.26 11.57 46 MWB - Wall: l - - - - 47 MWB - Wall: 2 48 MWB - Wall: 3 49 MWB - Wall: 4 - - - - 50 D + CG + E> + EG+ + EB> 1.85 8.16 -3.29 9.59 51 D+CG+E>+EG++EB>' 0.21 6.89 -5.01 10.85 52 D + CG + <E + EG+ + EB>- 3.25 9.24 -1.81 8.51 53 D + CG + <E + EG+ + EB> 4.89 10.50 -0.09 7.25 54 D + CU + E> + EG- + EB> -0.23 1.23 -1.21 2.38 55 D + CU + E> + EG- + EB> -1.87 -0.03 -2.93 '3.65 56 D + CU + <E + EG- + EB> 1.17 2.31 0.27 1.30 57 D + CU + <E + EG- + EB> 2.81 3.57 1.99 0.04 60 D + CG + E> + EG+ + <EB 1.85 8.16 -3.29 9.59 61 D + CG + E> + EG+ + <EB 0.21 6.89 -5.01 . 10.85 62 D + CG + <E + EG+ + <EB 3.25 9.24 -1.81 8.51 63 D + CG + <E + EG+ + <EB 4.89 10.50 -0.09 7.25 64 D + CU + E> + EG- + <EB -0.23 1.23 -1.21 2.38 65 D + CU + E> + EG- + <EB -1.87 -0.03 -2.93 3.65 66 D + CU + <E + EG- + <EB 1.17 2.31 0.27 1.30 67 D + CU + <E + EG- + <EB 2.81 3.57 1.99 0.04 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 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-E 9.94 12 7.31 20 18:06 12 26.29 I 80/0/0 3-A .7.39 19 10.05 13 18.86 13 27.84 1 surcER. Date: I 1/ 1.8/2015 MI5-020262-01.'Calculations Package - Time: 04:41 PM Butler ManulwWrinq Page: 17 of 79 Building Loading-�Ecpanded=Re rf. Shape:_ (N) Revised 2015 Addition Loads and Codes - Shape: (N), Revised 2015 Addition City: Chico County: Butte State: California' Country:' United States Building Code: California Building Code 2013, Structural: I OAISC, ASD Rainfall: 1: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00'psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Frame Weight (assumed for seismic):2.50 psf Collateral Uplift: 0.00 psf Side Type Mag ' Units Shape Applied to Description A D 19.000 plf Line Frm Dead (Reaction) from Lean to A D 1.979 psf Entire Frm Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.03: Roof: A A D 0.950 psf " Entire Pur Covering Weight - 26 Butlerib II Unpunched : Roof. A > , B D 25.000 plf Line: • Frm Dead (Reaction) from Lean to B D 1.979 psf 'Entire. • Frm Covering Weight - 26 Butlerib It Unpunched + Secondary Weight 1.03: Roof: B B D 0.950 psf Entire Pur Covering Weight - 26 Butlerib lI Unpunched : Roof: B Roof Live Load Roof Live Load: 20.00 psf Reducible Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph , Gust Factor: G: 0.8500 Wind Enclosure: Enclosed Least Horiz. Dimension: 80/0/0 Height Used: 30/0/0 (Type: Eave) Base Elevation: 0/0/0 NOT Windbome Debris Region Primary Zone Strip Width: 2a: 30/0/0 Parts / Portions Zone Strip Width: a: 8/0/0 Velocity Pressure: qz: 30.98 psf _ qz= 0.00256 * (1,00) * (110.00)^2 * (1.00) Topographic Factor: Kzt: 1.0000 The'All Heights' Method is Used Directionality Factor: Kd: 0.8500 Wind Exposure: C - Kz: 0.982 Basic Wind Pressure: q: 25.86 psf Snow Load. Ground Snow Load`. pg: 0.00 psf Rain Surcharge: 0.00 Flat Roof Snow: pf: 0.00 psf. Exposure Factor: 2 Partially Exposed Ce: 1.00 Design Snow (Sloped): ps: 0.00 psf Thermal Factor. Unheated - Ct: 1.20 . Snow Accumulation Factor: 1.000 Unobstructed, Slippery Snow Importance: Is: 1.000 Slope Reduction: Cs: 1.00 Ground / Roof Conversion: 0.70. Slope Used: 4.764 deg. ( 1.000:12.) File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �UTLER. Date: 11/18/2015 - #15-020262-01 Calculations Package Time: O4:41 PM Butler Manufwtur,nIg .. Page: 18 of 79 Seismic Load Mapped MCE Acceleration: Ss: 62.00 %g Transverse Direction Parameters Mapped MCE Acceleration: S1.. 28.00 %g Redundancy Factor: Rho: 1.30 Site Class: Stiff soil (D) Fundamental Period: Ta: 0.4255 Seismic Importance: le: 1.000 R -Factor: 3.50 Design Acceleration Parameter: Sd1: 0.3435 Overstrength Factor: Omega: 2.50 Design Acceleration Parameter: Sds: 0.5390 Deflection Amplification Factor: Cd: 3.00 Seismic Design Category: D Base Shear: V: 0.1540x W % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Longitudinal Direction Parameters Diaphragm Condition: Flexible Redundancy Factor: Rho: 1.30 , Fundamental Period Height Used: 30/0/0 Fundamental Period: Ta: 0.2564 R -Factor. 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd; 3.25 Base Shear: V: 0.1658x W Side Type Mag Units Shape Applied to Description 1 E 0.256 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.72: Wall: 1 1 E 0.276 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.72: Wall: 1 2 E 0.270 psf Rect Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.81: Wall: 2 2 E 0.291' psf Rect Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.81: Wall: 2 4 E 0.270 psf Rect Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.81: Wall: 4 4 E 0.291 psf Rect Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.81: Wall: 4 A E 33.000 plf Line Frm Seismic (Reaction) from Lean to A E 6.200 k Point Brc Seismic Load from Lean to A E 1.152 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.03 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A A E 1.240 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.03 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A A E 2.926 plf Line Frm Seismic Effect From Dead (Reaction) from Lean to: Roof: A A E 3.151 plf Line Brc Seismic Effect From Dead (Reaction) from Lean to: Roof: A A. E 5.852 plf Line Frm Seismic Effect From Collateral load (Reaction) from Lean to: Roof: A A E 6.302 plf Line Brc Seismic Effect From Collateral load (Reaction) from Lean to: Roof: A . B E 50.000 plf Line Frm Seismic (Reaction) from Lean to B E 7.400 k Point Brc Seismic Load from Lean to B E 1.152 psf Entire Fnn Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 1.03 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: B B E 1.240 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Unpunched +•Seconds y Weight 1.03 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: B , B E 3.850 plf Line ' Frrn Seismic Effect From Dead (Reaction) from Lean to: Roof: B B E 4.146 plf Line Brc Seismic Effect From Dead (Reaction) from Lean to: Roof: B B E 6.930' plf Line Frm Seismic Effect From Collateral Load (Reaction) from Lean to: Roof: B B E 7.463 plf Line Brc Seismic Effect From Collateral Load (Reaction) from Lean to: Roof: B Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels Frames are laterally supporting: Metal Wall Girts and Panels Deflection Limit Override W60 Purlins are supporting: Metal Roof Panels t Girls are supporting:Metal Wall Panels ` t File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. '_ BurtER. f Date: 11/ 18/2015 Butbr ManaTaeturlr,y 1115-020262-01 Calculations Package Time: 04:41 PM Page: 19 of 79 l System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 LO D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0D+1.6CG+0.6W1> D+CG+WI>- 4 System 1.000 LO D + 1.0 CG + 0.6 <W 1 D + CG + <W l 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 8 System 1.000 0.6 MW MW -Wall: 1 9 System 1.000 0.6 MW MW - Wall: 2 l0 System 1.000 0.6 MW MW - Wall: 3 11 System 1.000 0.6 MW MW - Wall: 4 12 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 13 System 1.000 0.6 D + 0.6 CU + 0.6 <WI D+CU+<WI 14 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 16 System 1.000 0.6 D + 0.6 CU + 0.6 WP D + CU + WP 17 System 1.000 I.0D+I.0CG+0.75L+0.45WI> D+CG+L+WI> 18 System 1.000 I.0D+I.0CG+0.75L+0.45<WI D+CG+L+<W1 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP D + CG + L + WP 22 System 1.000- 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 23 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 24 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 25 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 26 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 27 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 28 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 29 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 30 OMF Connection LOGO 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 31 OMF Connection 1.000 1.0 D + 1.0 CG + 2.452E + 0.7 EG+ D + CG + <E + EG+ 32 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 33 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 34 System Derived 1.000 1.0D+1.0CG+0.6WP+0.6WBI> D+CG+WP+WB1> 35 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6WBI> D+CU+VIP +WBI> 36 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WP+0.45WBI> D+CG+L+WP+WBI> 37 System Derived 1.000 1.0D+I.0CG+0.6WP+0.6<WB1 D+CG+WP+<WB1 38 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6<WBI D+CU+WP+<WB1 39 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WP+0.45<WB1 D+CG+L+WP+<WB1 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 WB2> D + CG + WP + WB2> 41 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6WB2> D+CU+WP+WB2> 42 System Derived 1.000 1'.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 WB2> D + CG + L + WP + WB2> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <W132 D + CG + WP + <WB2 44 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6<W132 D+CU+WP+<WB2 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 <W B2 D + CG + L + WP + <WB2 46 System Derived 1.000 0.6 MWB. MWB -Wall: l 47 System Derived 1.000 0.6 MWB MWB - Wall: 2 48 System Derived 1.000 0.6 MWB MWB - Wall: 3 49 System Derived 1.000 0.6 MWB MWB - Wall: 4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 55 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 58 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 59 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 60 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 61 System Derived 1.000 1.0 D + 1.O CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 62 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 63 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 64 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 65 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 66 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. - BUTLER Date: I 1/ 1 8/201 5 Butler Manufacturing #15-020262-01 Calculations Package Time: 04:41 PM Page: 20 of 79 67em Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 1 68 1 SystemSpecial 1 1.000 11.0 D + LO CG + 1.75 <EB + 0.7 EG+ ID D + CG + <EB + EG+ _ 69 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- + CU + <EB + EG - No. Origin Factor Application Description 1 System 1.000 I.OD+0.6W1> D+W1> 2 System 1.000 1.0 D + 0.6 <W l 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 0.6 MW MW -Wall: l 6 System 1.000 0.6 MW MW - Wall: 2 7 System 1.000 0.6 MW MW - Wall: 3 8 System 1.000 0.6 MW MW - Wall: 4 9 System 1.000 1.0 D + 0.7 E> D + E> 10 System 1.000 1.0 D + 0.7 <E D + <E 11 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W I> D + CG + W1 > 1 12 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W 1 13 System Derived 1.000 1.0 D + LO CG + 0.6 W2> D + CG + W2> 14 System Wived 1.000 LO D + 1.0 CG + 0.6 <W2 D + CG + <W2 15 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1 > D+CU+W1> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 18 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 20 System Derived 11.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 21 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG - 22 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG- no.aa., r ..A v...•r.. No. Origin Factor Application Description 1 System 1.000 1.0D+I.0CG+I.0L D+CG+L. 2 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB1> D+CG+WI>+WBI> 3 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB 1> D+CG+<W2+WBI> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+W1>+WB1> 5 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> D + CU + <W2 + WBI> 6 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB1> D+.CG+L+Wi>+WBI> 7 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45 WB I> D + CG + L + <W2 + WB I > 8 System Derived 1.000 LO D + LO CG + 0.6 W1 > + 0.6 <WB I D + CG + W1 > + <WB 1 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 D + CG + <W2 + <WB 1 10 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<W131 D+CU+W1>+<WB1 II System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB I D+CU+<W2+<WB1 12 System Derived 1.000 LOD+I.0CG+0.75L+0.45W1>+0.45<WB I D+CG+L+WI>+<WB1 13• System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45 <WB 1 D+CG+L+<W2+<WB1 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1 > + 0.6 WB2> D + CG + W 1> + WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + W B2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1 > + 0.6 WB2> D+CU+W1>+WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> D + CU + <W2 + WB2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 WB2> D + CG + L + W l> + WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L +0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1 > + 0.6 <W132 D + CG + W 1> + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 22 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB2 D+CU+WI>+<WB2 23 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6<W132 D+CU+<W2+<WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1 > + 0.45 <WB2 D + CG + L + W 1 > + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <W132 D + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 27 System Derived ' 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 28 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 29 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG - File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLER Butler Manufucturl-? #15-020262-01 Calculations Package Date: H/18/2015 - Time: 04:41 PM Page: 21 of 79 Desien Load Combinations - Girt 1: System Derived 1.000 No. Ori in Factor Application Description 1.0 CG+0.6<W2+O.6WBI> CG+<W2+WB1> 3 System Derived 1.000 1.0 CG + 0.6 W 1> + 0.6 <WB l node. I -A r,,..-t,t...►t„rv. - u,,,,r- v...ot No. Origin Factor Application 1: System Derived 1.000 LO CG + 0.6 W 1> + 0.6 WB 1> CG + W 1> + WB I> 2 System Derived 1.000 1.0 CG+0.6<W2+O.6WBI> CG+<W2+WB1> 3 System Derived 1.000 1.0 CG + 0.6 W 1> + 0.6 <WB l CG + W 1> + <W B 1 4 System Derived 1.000 LO CG + 0.6 <W2 + 0.6 <WB l CG + <W2 + <W B I, 5 System Derived 1.000 1:0 CG + 0.6 W 1> + 0.6 W132> CG + W 1> + WB2> 6 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 WB2> CG + <W2 + WB2> 7 System Derived 1.000' 1.0 CG + 0.6 W I> + 0.6 <WB2 CG + W I> + <WB2 8 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 <WB2 CG + <W2 + <WB2 9 System Derived 1.000 0.7 EB> EB> 10 System Derived 1.000 0.7 <EB <EB node. I -A r,,..-t,t...►t„rv. - u,,,,r- v...ot No. Origin Factor Application Description 1 System 2 System System1.000 1.0 D+ 1.0 L D+ L 2 System 1.000 1.0 D + 0.6 <W2 D + <W2 3 System 1.000 0.6D+0.6W1> D+WI> Design Load Combinations - Wall = Panel No. Origin Factor Application Description 1 System 2 System 1.000 1.000 0.6 W l> [0.6<W2 Pl> J<W2 nnnoof:..-, i -.A !`.....6:..0�:....c _ P..o...:.... Origin Factor Def H Def V Application, Description I System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 WI> - l> rNo. 3 System 1.000 60 180 0.42 <W 1 <W 1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WP 7 System 1.000 60 0 1.0 E> + 1.0 EG- E> + EG - 8 System 1.000 60 0 LO <E + LO EG- <E + EG- n.fl-tir.I, I...o-I "r„mt.-f:.... - v -.mit. No. Origin Factor Deflection Application Description System 1.000 150 1.0 L 2 System 1.000 180 0.42 WI> Wl> 3 System 1.000 180 0.42 <W2 <W2 Deflection Load Combinations - Girt No. Origin Factor Deflection Application Description 1 System 2 System 1.000 1.000 90 0.42 W1> IW1>.' 90 0.42 <W2 J<W2 No. Origin v Factor I Def H I Def V Application Description 1 System 1.000 1 60 1 60 10.42 <W2 J<W2 A File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aur�FR Date: 11/18/2015 ------------ Butler Manufacturing #15-020262-01 Calculations Package Time: 04:41 PM Page: 22 of 79 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASLA Alternate Span Live Load, Shifted Right AASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left S Snow Load USI* Unbalanced Snow Load 1, Shifted Right *USI Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, l 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 I WPA2 Wind Parallel - Ref A, Case 2 WPB Wind Parallel - Ref B, Case 1 WPB2 Wind Parallel - Ref B, Case 2 WPC1 Wind Parallel - Ref C, Case l WPC2 Wind Parallel - Ref C, Case 2 WPD 1 W ind Paral lel - Ref D, Case I WPD2 Wind Parallel - Ref D, Case 2 WB1> Wind Brace Reaction, Case 1, Right <WB I 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 E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL*>(I) 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*(I) Aux Live, Right, Aisle l *AL(1) Aux Live, Left, Aisle I AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(1) Aux Live Bracing Reaction, Right, Aisle 1 <ALB(1) Aux Live Bracing Reaction, Left, Aisle l WALB>(I) 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 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Bur�ER. , Date: l U 18/2015 Butler ManufuotwirM 415-020262-01 Calculations Package Time: 04:41 PM Page: 23 of 79 <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 U0 User Defined Load U1 User Defined Load - l U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB I User Brace Reaction - I UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 U134 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 User Apptied Surface Loads Local Coordinate System) Side Shape nits Type Description Ma X -Loc Y -Loc Finn Brc Grt Pur Pnl Supp. Dir. Loc. A LN plf D Dead (Reaction) from Lean to 19.00 0/0/0 -38/3/11 Y N N N N N IN OF A LN plf D Dead (Reaction) from Lean to "19.0 75/0/0 -38/3/11 Y N N N N N IN OF A LN plf CG Collateral load (Reaction) from 38.00 0/0/ -38/3/11 Y N N N N N IN OF canto A LN plf CG Collateral load (Reaction) from 38.00 75/0/ -38/3/11 Y N N N N N IN OF an to A LN plf L Live (Reaction) from Lean to 250. 0/0/ -38/3/11 Y N N N N N IN OF A LN plf L Live (Reaction) from Lean to 250.00 75/0/0 -38/3/11 Y N N N N N IN OF A LN plf E Seismic (Reaction) from Lean to 33.00 0/0/0 -38/3/11 Y N N N N N IN OF A LN plf E Seismic (Reaction) from Lean to 33. 75/0/ -38/3/11 Y N N N N N IN OF A PT k E Seismic Load from Lean to 6.20 37/6/0 40/1/11 N Y N N N N RIGHT OF A LN plf W Live (Reaction) from Lean to 320.00 • 0/0/ -38/3/11 Y N N N N N IN OF A LN plf W Live (Reaction) from Lean to 320.00 30/0/ -38/3/11 Y N N N N N IN OF A LN plf W Live (Reaction) from Lean to 320.00 30/0/0 -38/3/11 Y N N N N N IN OF A LN plf W Live (Reaction) from Lean to 320. 75/0/ -38/3/11 Y N N N N N IN OF B LN plf D Dead (Reaction) from Lean to 25.0 0/0/0 -38/3/11 Y N N N N N IN OF B LN plf D Dead (Reaction) from Lean to 25.00 75/0/ -38/3/11 Y N N N N N IN OF B LN plf CG Collateral Load (Reaction) from 45.00 0/0/0 -38/3/11 Y N N N N N IN OF an to B LN plf CG Collateral Load (Reaction) from 45.00 75/0/ -38/3/11 Y N N N N N IN OF Lean to B LN plf L Live (Reaction) from Lean to 300. 0/0/ -38/3/11 Y N N N N N IN OF B LN plf L Live (Reaction) from Lean to 300. 75/0/0 -38/3/11 Y N N N N N IN OF B LN plf E Seismic (Reaction) from Lean to 50.00 0!0/0 -38/3/11 Y N N N N N IN OF B LN plf E Seismic (Reaction) from Lean to 50.00 75/0! -38/3/11 Y N N N N N IN OF B PT k E Seismic Load from Lean to 7.40 37/8/ 40/1/11 N Y N N N N RIGHT OF B LN plf W Wind (Reaction) from Lean to 381. 45/0/ -38/3/11 Y N N N N N IN OF B LN plf W Wind (Reaction) from Lean to 381.00 75/0/0 -38/3/11 Y N N N N N IN OF B LN plf W Wind (Reaction) from Lean to 381. 0/0/ -38/3/11 Y N , N N N N IN OF B LN plf W Wind Reaction from Lean to 381.0 45/0/0 -38/3/11 Y N N N N N IN OF File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' eur�EFr Date: 11/ 18/2015 Butler Manufactwfiv _ #15-020262-01 Calculations Package Time: 04:41 PM Page: 24 of 79 11- n.R.-I FiA Pninf I -A. fnr rrncc Carfinne 1 Side Units Type Description Ma 1 LocI Offset H or V Supp. Dir. Coef. Loc. 2 p D Dead (Reaction) from expandable Lean -To -232.75 38/3/12 NA NA N DOWN 1.000 OF 2 p CG Collateral (Reaction) from expandable Lean -To -465.50 38/3/12 NA NA N DOWN 1.000 OF 2 p L Live (Reaction) from expandable Lean -To -3062.50 38/3/12 NA NA N DOWN 1.000 OF 2 p E> Seismic (Reaction) from expandable Lean -To 404.25 38/3/12 NA NA N RIGHT 1.000 OF 2 p <E Seismic (Reaction) from expandable Lean -To -404.25 38/3/12 NA NA N LEFT 1.000 OF 2 p W 1> Wind (Reaction) from expandable Lean -To 3920.00 38/3/12 NA NA N UP 1.000 OF 2 p <W 1 Wind (Reaction) from expandable Lean -To 3920.00 38/3/12 NA NA N UP 1.000 OF 2 p W2> Wind (Reaction) from expandable Lean -To 3920.00 38/3/12 NA NA N UP 1.000 OF 2 p <W2 Wind (Reaction) from expandable Lean -To 3920.00 38/3/12 NA NA N UP 1.000 OF 2 p WP Wind (Reaction) from expandable Lean -To 3920.00 38/3/12 NA NA N UP 1.000 OF 2 p D Dead (Reaction) from Lean to ->Resolved From -232.75 38/3/11 NA NA N DOWN 1.000 OF Plane 2 p CG Collateral load (Reaction) from Lean to ->Resolved -465.50 38/3/11 NA NA N DOWN 1.000 OF From Plane 2 p L> Live (Reaction) from Lean to ->Resolved From Plane -3062.50 38/3/11 NA NA N DOWN 1.000 OF 2 p <L Live (Reaction) from Lean to ->Resolved From Plane -3062.50 38/3/11 NA NA N DOWN 1.000 OF 2 p L Live (Reaction) from Lean to ->Resolved From Plane -3062.50 38/3/11 NA NA N DOWN 1.000 OF 2 p E> Seismic (Reaction) from Lean to ->Resolved From 404.25 38/3/11 NA NA N RIGHT 1.000 OF Plane 2 p <E Seismic (Reaction) from Lean to ->Resolved From -404.25 38/3/11 NA NA N LEFT 1.000 OF Plane 2 p W I> Live (Reaction) from Lean to ->Resolved From Plane 3920.00 38/3/11 - NA NA N UP 1.000 OF 2 p <Wl Live (Reaction) from Lean to ->Resolved From Plane 3920.00 38/3/11 NA NA N UP 1.000 OF 2 p W2> Live (Reaction) from Lean to ->Resolved From Plane 3920.00 38/3/11 NA NA N . UP 1.000 OF 2 p <W2 Live (Reaction) from Lean to ->Resolved From Plane 3920.00 38/3/11 NA NA N UP 1.000 OF 2 p WP Live (Reaction) from Lean to ->Resolved From Plane 3920.00 38/3/11 NA NA N UP 1.000 OF 3 p D Dead (Reaction) from expandable Lean -To -306.25 38/3/12 NA NA N DOWN 1.000 OF 3 p CG Collateral (Reaction) from expandable Lean -To -551.25 38/3/12 NA NA N DOWN 1.000 OF 3 p L Live (Reaction) from expandable Lean -To -3675.00 38/3/12 NA NA N DOWN 1.000 OF 3 p E> Seismic (Reaction) from expandable Lean -To 612.50 3813/12 NA NA, N RIGHT 1.000 OF 3 p <E Seismic (Reaction) from expandable Lean -To -612.50 38/3/12 NA NA N LEFT 1.000 OF 3 p WI> Wind (Reaction) from expandable Lean -To 4667.25 38/3/12 NA NA N UP 1.000 OF 3 p <W1 Wind (Reaction) from expandable Lean -To 4667.25 38/3/12 NA NA N " UP 1.000 OF 3 p W2> Wind (Reaction) from expandable Lean -To 4667.25 38/3/12 NA NA N UP 1.000 OF 3 p <W2 Wind (Reaction) from expandable Lean -To 4667.25 38/3/12 NA NA N UP 1.000 OF 3 p WP Wind (Reaction) from expandable Lean -To 4667.25 38/3/12 NA NA N UP 1.000 OF 3 p D Dead (Reaction) from Lean to ->Resolved From -306.25 38/3/11 NA NA N DOWN 1.000 OF Plane 3 p CG Collateral Load (Reaction) from Lean to ->Resolved -551.25 38/3/11 NA NA N DOWN 1.000 OF From Plane 3 p L> Live (Reaction) from Lean to ->Resolved From Plane -3675.00 38/3/11 NA NA N DOWN 1.000 OF 3 p <L Live (Reaction) from Lean to ->Resolved From Plane -3675.00 38/3/11 NA NA N DOWN 1.000 OF 3 p L Live (Reaction) from Lean to ->Resolved From Plane -3675.00 38/3/11 NA NA N DOWN 1.000 OF 3 p E> Seismic (Reaction) from Lean to ->Resolved From 612.50 38/3/11 NA NA N RIGHT 1.000 OF Plane 3 p <E Seismic (Reaction) from Lean to ->Resolved From -612.50 38/3/11 NA NA N LEFT 1.000 OF Plane 3 p W 1> Wind (Reaction) from Lean to ->Resolved From 4667.25 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W1 Wind (Reaction) from Lean to ->Resolved From 4667.25 38/3/11 NA NA N UP 1.000 OF Plane 3 p W2> Wind (Reaction) from Lean to ->Resolved From 4667.25 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W2 Wind (Reaction) from Lean to ->Resolved From 4667.25 38/3/11 NA NA N UP 1.000 OF Plane 3 p WP Wind (Reaction) from Lean to ->Resolved From 4667.25 38/3/11 NA NA N UP 1.000 OF lane File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sort ER Date: 11/18/2015 ------------ eueierManufmt�r W#15-020262-01 Calculations Package Time: 04:41 PM .�. . _ Page: 25 of 79 © O File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. CS File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: I L/ 18/2015 B[/TLER Butler Manufacturing #15-020262-01 Calculations Package Time: 04:41 PM Page: 26 of 79 User Defined Frame Point Loads for Cross Section: 2 Side Units Type Description Mag l Locl Offset H or V Supp. Dir. Coef. Loc. 2 p D Dead (Reaction) from Lean to ->Resolved From 470.25 38/3/11 NA NA N DOWN 1.000 OF Plane 2 p CG Collateral load (Reaction) from Lean to ->Resolved -940.50 38/3/11 NA NA N DOWN 1.000 OF From Plane 2 p L> Live (Reaction) from Lean to ->Resolved From Plane -6187.50 38/3/11 NA NA N DOWN 1.000 OF 2 p <L Live (Reaction) from Lean to ->Resolved From Plane -6187.50 38/3/11 NA NA N DOWN 1.000 OF 2 p L Live (Reaction) from Lean to ->Resolved From Plane -6187.50 38/3/11 NA NA N DOWN 1.000 OF 2 p E> Seismic (Reaction) from Lean to ->Resolved From 816.75 38/3/11 NA NA N RIGHT 1.000 OF Plane 2 p <E Seismic (Reaction) from Lean to ->Resolved From -816.75 38/3/11 NA NA N LEFT 1.000 OF Plane 2 p W 1> Live (Reaction) from Lean to ->Resolved From Plane 5360.00 38/3/11 NA NA N UP 1.000 OF 2 p <W 1 Live (Reaction) from Lean to ->Resolved From Plane 5360.00 38/3/11 NA NA N UP 1.000 OF 2 p W2> Live (Reaction) from Lean to ->Resolved From Plane 5360.00 38/3/11 NA NA N UP 1.000 OF 2 p <W2 Live (Reaction) from Lean to ->Resolved From Plane 5360.00 38/3/11 NA NA N UP 1.000 OF 2 p WP Live (Reaction) from Lean to ->Resolved From Plane 5360.00 38/3/11 NA NA N UP f.000 OF 2 p W 1> Live (Reaction) from Lean to ->Resolved From Plane 2560.00 38/3/11 NA NA N UP 1.000 OF 2 p <W 1 Live (Reaction) from Lean to ->Resolved From Plane 2560.00 38/3/11 NA NA N UP 1.000 OF 2 p W2> Live (Reaction) from Lean to ->Resolved From Plane 2560.00 38/3/11 NA NA N UP 1.000 OF 2 p <W2 Live (Reaction) from Lean to ->Resolved From Plane 2560.00 38/3/11 NA NA N UP 1.000 OF 2 p WP Live (Reaction) from Lean to ->Resolved From Plane 2560.00 38/3/11 NA NA N UP 1.000 OF 3 p D Dead (Reaction) from Lean to ->Resolved From -618.75 38/3/11 NA NA N DOWN 1.000 OF Plane 3 p CG Collateral Load (Reaction) from Lean to ->Resolved -1113.75 38/3/11 NA NA N DOWN 1.000 OF From Plane 3 p L> Live (Reaction) from Lean to ->Resolved From Plane -7425.00 38/3/11 NA NA N DOWN 1.000 OF 3 p <L Live (Reaction) from Lean to ->Resolved From Plane -7425.00 38/3/11 NA NA N DOWN 1.000 OF 3 p L Live (Reaction) from Lean to ->Resolved From Plane -7425.00 38/3/11 NA NA N DOWN 1.000 OF 3 p E> Seismic (Reaction) from Lean to ->Resolved From 1237.50 38/3/11 NA NA N RIGHT 1.000 OF Plane 3 p <E Seismic (Reaction) from Lean to ->Resolved From -1237.50 38/3/11 N N N LEFT 1.000 OF Plane 3 p Wl> Wind (Reaction) from Lean to ->Resolved From 6381.75 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W 1 Wind (Reaction) from Lean to ->Resolved From 6381.75 38/3/11 NA NA N UP 1.000 OF Plane 3 p W2> Wind (Reaction) from Lean to ->Resolved From 6381.75 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W2 Wind (Reaction) from Lean to ->Resolved From 6381.75 38/3/11 NA NA N UP 1.000 OF Plane 3 p WP Wind (Reaction) from Lean to ->Resolved From 6381.75 38/3/11 NA NA N UP 1.000 OF Plane 3 p W 1> Wind (Reaction) from Lean to ->Resolved From 3048.00 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W I Wind (Reaction) from Lean to ->Resolved From 3048.00 38/3/11 NA NA N UP 1.000 OF Plane 3 p W2> Wind (Reaction) from Lean to ->Resolved From 3048.00 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W2 Wind (Reaction) from Lean to ->Resolved From 3048.00 38/3/11 NA NA N UP 1.000 OF Plane 3 p WP Wind (Reaction) from Lean to ->Resolved From 3048.00 38/3/11 NA NA N • UP 1.000 OF Plane File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aur�ER. Date: 11/18/2015 Butter Marrufacluring #15-020262-01 Calculations Package Time: 04:41 PM Page: 28 of 79 IT.- Tlafinud W­Pninf T nide fns !ince Q -tin.• A ' Side Units Type Description Ma 1 LocI Offset H or V Su Dir. Coef Loc. 2 p D Dead (Reaction) from Lean to ->Resolved From -475.00 38/3/11 NA NA N DOWN 1.000 OF Plane 2 p CG Collateral load (Reaction) from Lean to ->Resolved -950.00 38/3/11 NA NA N DOWN • 1.000 OF From Plane 2 p L> Live (Reaction) from Lean to ->Resolved From Plane -6250.00 38/3/11 NA NA N DOWN 1.000 OF 2 p <L Live (Reaction) from Lean to ->Resolved From Plane -6250.00 38/3/11 NA NA N DOWN 1.000 OF 2 p L Live (Reaction) from Lean to ->Resolved From Plane -6250.00 38/3/11 NA N . N DOWN 1.000 OF 2 p E> Seismic (Reaction) from Lean to ->Resolved From 825.00 38/3/11 NA NA N RIGHT 1.000 OF Plane • eM. 2 p <E Seismic (Reaction) from Lean to ->Resolved From -825.00 38/3/11 NA NA N LEFT 1.000 OF lane 2 p W l > ive (Reaction) from Lean to ->Resolved From Plane 160.00 38/3/11 NA NA N UP 1.000 OF 2 p <W 1 e (Reaction) from Lean to ->Resolved From Plane 160.00 38/3/11 N N N UP 1.000 OF 2 p W2> e (Reaction) from Lean to ->Resolved From Plane Le 160.00 38/3/11 N N N UP 1.000 OF 2 p <W2 (Reaction) from Lean to ->Resolved From Plane 160.00 38/3/11 , NA NA N UP 1.000 OF 2 p WP Live (Reaction) from Lean to ->Resolved From Plane 160.00 38/3/11 NA NA N UP 1.000 OF 2 p Wl> Live (Reaction) from Lean to ->Resolved From Plane 7840.00 38/3/11 NA NA N UP 1.000 OF 2 p <W 1 Live (Reaction) from Lean to ->Resolved From Plane 7840.00 38/3/11 NA NA N UP 1.000 OF 2 p W2> Live (Reaction) from Lean to ->Resolved From Plane 7840.00 38/3/11 NA NA N UP 1.000 OF 2 p <W2 Live (Reaction) from Lean to ->Resolved From Plane 7840.00 38/3/11 NA NA N UP 1.000 OF 2 p WP Live (Reaction) from Lean to ->Resolved From Plane 7840.00 38/3/11 NA NA N UP 1.000 OF 3 p D Dead (Reaction) from Lean to ->Resolved From -625.00 38/3/11 NA NA N DOWN 1.000 OF Plane 3 p CG Collateral Load (Reaction) from Lean to ->Resolved -1125.00 38/3/11 NA NA N DOWN 1.000 OF From Plane 3 p L> Live (Reaction) from Lean to ->Resolved From Plane -7500.00 38/3/11 NA NA N DOWN 1.000 OF 3 p <L Live (Reaction) from Lean to ->Resolved From Plane -7500.00 38/3/11 NA NA N DOWN 1.000 OF 3 p L Live (Reaction) from Lean to ->Resolved From Plane -7500.00 38/3/11 NA NA N DOWN 1.000 OF 3 p E> Seismic (Reaction) from Lean to ->Resolved From 1250.00 38/3/11 NA NA N RIGHT 1.000 OF Plane 3 p <E Seismic (Reaction) from Lean to ->Resolved From -1250.00 38/3/11 NA NA N LEFT 1.000 OF Plane 3 p Wl> Wind (Reaction) from Lean to ->Resolved From 190.50 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W 1 Wind (Reaction) from Lean to ->Resolved From 190.50 38/3/11 NA NA N UP 1.000 OF Plane 3 p W2> Wind (Reaction) from Lean to ->Resolved From 190.50 38/3/11 N -NA N UP 1.000 OF Plane 3 p <W2 Wind (Reaction) from Lean to ->Resolved From 190.50 38/3/11 NA NA N UP 1.000 OF Plane 3 p WP Wind (Reaction) from Lean to ->Resolved From 190.50 38/3/11 NA NA N UP 1.000 OF Plane 3. p Wl> Wind (Reaction) from Lean to ->Resolved From 9334.50 38/3/11 ' NA NA N UP 1.000 OF Plane 3 p <W 1 Wind (Reaction) from Lean to ->Resolved From 9334.50 38/3/11 NA NA N UP 1.000 OF Plane 3 p W2> Wind (Reaction) from Lean to ->Resolved From 9334.50 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W2 Wind (Reaction) from Lean to ->Resolved From 9334.50 38/3/11 NA NA N UP 1.000 OF lane 3 pWP ind (Reaction) from Lean to ->Resolved From 9334.50 38/3/11 N N N UP 1.000 OF lane File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. I , a File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. L rs[1TLER. Date: 1 1/ 18/2015 Butler Mamutncturing #15-020262-01 Calculations Package Time: 04:41 PM •�������� Page: 30 of 79 R BL BL ' <•> 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: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 4 BL BL ' <•> 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: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aurcER . " Date:" .I l / 18/2015 IButler:#15-020262.. 01 Calculation"s Package.Time: 04:41 PM " Maruf"rlip . ,� ...._.Page: 31 of 79 B"l"acing'„Surinar�y�Report�"�� _ 4,, a _ Shape: (N)"Revised 2015 Addition Loads and Codes - Shape: (N) Revised 2015 Addition City: Chico County: Butte State: California Country: United States Building Code: California Building Code 2013 Structural: 10AISC - ASD' Rainfall: I: 4.00 inches per hour Based on Building Code: 2012 International Building Code . Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load. I Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf Mapped MCE'Acceleration: Ss; 62.00 %g - The'All Heights' Method is Used Flat Roof Snow: pf: 0.00 psf Mapped MCE Acceleration: S1: 28.00 %g . Wind Exposure: C - Kz: 0.982 Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (D) Parts Wind Exposure Factor: 0.982 Rain Surcharge: 0.00 - Seismic Importance; Ie: 1.000 . Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Design Acceleration Parameter: Shc : 0.3435 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sds: 0.5390 Thermal Factor: Unheated - Ct: 1.20 Seismic Design Category: D NOT Windbome Debris Region _ Ground / Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf Base Elevation: 0/0/0 Unobstructed, Slippery % Snow Used in Seismic: 0.00 - Primary Zone Strip Width: 2a: 30/0/0 Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: a: 8/0/0 Fundamental Period Height Used: 30/0/0 Basic Wind Pressure: q: 25.86 psf , o Transverse Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4255 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 ' Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1540 x W Longitudinal Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2564 R -Factor: 3.25 Oveistrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658 x W Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting: Metal Wall Girts and Panels Deflection Limit Override H/60 Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels " File: B-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope_Buildings North America, Inc. aurcER. Date: 1 1/ 18/2015 eu„orManut-tudim #15-020262-01 Calculations Package Time: 04:41 PM Page: 32 of 79 No. Origin Factor Application Description I System 1.000 1.0 D + 0.6 W l> D + W 1> 2 System 1.000 1.0 D + 0.6 <W1 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 0.6 MW MW -Wall: 1 6 System 1.000 0.6 MW MW - Wall: 2 7 System 1.000 0.6 MW MW - Wall: 3 8 System 1.000 0.6 MW MW - Wall: 4 9 System 1.000 1.0 D + 0.7 E> D + E> 10 System 1.000 1.0 D + 0.7 <E D + <E I I System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 12 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W l D + CG + <W 1 13 System Derived 1.000 1.0 D + l.0 CG + 0.6 W2> D + CG + W2> 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 15 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> D + CU + W 1> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W l 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 18 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 20 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 21 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG - 22 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG - File: 15-020262-01 Version: 2015.2 . Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �� Date: l l./ 1$/2015 Busur�� #I5-020262-01 Calculations Package Time: 04:41 PM Page: 33 of 79 v niou-1 R -Ano n omhor nacian c,mmar.,. R,,;,r e Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Sha (ft) weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial k Factor Factor Ratio Load Case Status l R 0.5 32.66 41.5 -2.09 1.0000 1.000 0.456 1.OD+0.6<W I passed weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 R 0.5 32.66 41.5 -2.98 1.000 1.000 0.648 1.OD+0.6W2> passed 3 R 0.75 31.13 38.7 -5.75 1.0000 1.0000 0.529 I.OD+0.6<W 1 passed 4 R 0.75 1 31.12 38.7 -8.17 1.00 1.0000 0.752 I.OD+0.6W2> passed Mem. End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case 1.OD+0.6<W 1, Factored F = 2.09, 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 = 0.164, Load Case I.OD+0.6<W 1, Factored F = 2.09, 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 lot: Web Thk = 0.134, Load Case I.OD+0.6W2>, Factored F = 2.98, 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 = 0.164, Load Case I.OD+0.6W2>, Factored F = 2.98, 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. 3 Left Slot: Web Thk = 0.134, Load Case 1.OD+0.6<W 1, Factored F = 5.75, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.188, Load Case I.OD+0.6<W 1, Factored F = 5.75, 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. 4 Left lot: Web Thk = 0.164, Load Case I.OD+0.6W2>, Factored F = 8.17, 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 = 0.164, Load Case I.OD+0.6W2>, Factored F = 8.17, 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: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLER Date: 1 1l 18/2015 Butler ManufwturliM .#15-020262-01 Calculations Package Time: O4:41 PM .... ~-� Page: 34 of 79 Mem. No. Bracing - I Sha Length (ft) Design Axial (k)j I Seismic Factor I Stress I Factor Stress Governing Ratio Load Case Design I Status Description 3 1 FF 2.8750.113x10 1 24.501 7.891 2.50001 1.000 0.815 1 I.OD+I.00G+0.7<E+0.7EG+ I passed I Eave Strut, Collector Mem. End Strut Connection Design Information 3 Left 12.00x5.00x0.375 w/ (2) 0.750in. A325T, Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Clip To ge Weld 0.188 One => PASSED. LFange Right 12.00x5.00x0.375 w/ (2) 0.750in. A325T, Clip tensile rupture and Block shear OK, Clip Buckling OK Clip To Web Weld 0.188 One Clip To Weld 0.188 One => PASSED. 1 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER- Date: 11/18/2015 Butler Manufacturlft #15-020262-01 Calculations Package Time: O4:41 PM Page: 35 of 79 It v t n--.1 U. *.nn &4- . nne.n- G .............. D -F D Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Sha ft weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial k Factor Factor Ratio Load Case Status 1 R0.5 32.66 41.5 -2.98 1.0000 1.000 0.648 I.OD+0.6W2> passed weld OIC, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 R 0.5 32.66 41.5 -2.09 1.0000 1.0000 0.456 1.OD+0.6<W 1 passed 3 R 0.75 31.13 . 38.7 -8.17 1.0000 1.0000 0.752 1.OD+0.6W2> passed 4 R 0.75 31.13 38.7 -5.75 1.00 1.0000 0.529 1.OD+0.6<W l passed Mem. End Diagonal Connection Design Information I Left Slot: Web Thk = 0.164, Load Case 1.OD+0.6W2>, Factored F = 2.98, 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 = O.134, Load Case I.OD+0.6W2>, Factored F = 2.98, 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 = 0.164, Load Case I.OD+0.6<W 1, Factored F = 2.09, E factor= 1.000, stress increase= 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK; tensile fracture of web OK, >> PASSED. , Right Slot: Web Thk = 0.134, Load Case 1.OD+0.6<W 1, Factored F = 2.09, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange Meld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. ' 3 Left lot: Web Thk = 0.164, Load Case 1.OD+0.6W2>; Factored F = 8.17, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OIC, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.188, Load Case I.OD+0.6W2>, Factored F = 8.17, 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. 4 Left Slot: Web Thk = 0.188, Load Case I.OD+0.6<W 1, Factored F = 5.75, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+0.6<W 1, Factored F = 5.75, 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. . 19 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. y rsl1TLER Date: 11./ 18/2015 sums, Mam,foetuNip #15-020262-01 Calculations Package Time: O4:41 PM .. Page: 36 of 79 Sfnd Rrarino Momhar ilacion Cnmmary Rnnf R Mem. No. Bracing Sha Length (ft) I Design I Seismic jAxial (k)l Factor I Stress I Factor I Stress I Ratio Governing I Load Case Design Description I Status 9 1 FF 2.875x0.113x10 1 24.501 8.361 2.50001 1.00001 0.864 1 LOD+I.00G+0.7<E+0.7EG+ I passed Eave Strut, Collector Mem. End Strut Connection Design Information 9 Left Clip 8.00x16.000.375 w/ (2) 0.750in. A325T, Clip tensile rupture and Block shear OK, OKClip tensile rupture and Block shear, Me = 18.9 1, . OKClip tensile rupture and Block shear, Clip to web weld 0. 188 One, Clip to flange weld 0.188 One >> PASSED. Right Clip 8.00x 16.000.375 w/ (2) 0.750in. A325T, Clip tensile rupture and Block shear OK, OKClip tensile rupture and Block shear, Me = 18.56, , OKClip tensile rupture and Block shear, Clip to web weld 0.188 One, Clip to flange weld 0.188 One >> PASSED. 4 File: 15-020262-01 Version:2O15.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: I 1/ 18/2015 Butler ManutmtuHoy #I5-020262-01 Calculations Package • Time: 04:41'PM Page: 37 of 79 Mem. • Bracing Length Angle I Design I Seismic I Stress . Stress I Governing Design Comment No. Sha ft ' SP Haunch Clip, Factored F = 28. 1, E factor = 2.000, stress increase: -6 1.000, SP plate tension OK, Design angle = 49.6, For SP clip design see roof Axial k Factor I Factor I Ratio I Load Case Status Y" I R 1.0 36.75 50.8 -13.81 1.30 X. 0.931 1 1.OD+I.00G+0.7<E+0.7EG+ passed 2 R 1.0 36.76 50.8 -14.07 X 1.000 0.948 i u Mem. • Bracing Length Angle I Design I Seismic I Stress . Stress I Governing Design Comment No. Sha ft ' SP Haunch Clip, Factored F = 28. 1, E factor = 2.000, stress increase: -6 1.000, SP plate tension OK, Design angle = 49.6, For SP clip design see roof Axial k Factor I Factor I Ratio I Load Case Status I R 1.0 36.75 50.8 -13.81 1.30 1.000 0.931 1 1.OD+I.00G+0.7<E+0.7EG+ passed 2 R 1.0 36.76 50.8 -14.07 1.3000 1.000 0.948 1.0D+1.00G+0.7E>+0.7EG+ passed Mem. End - Dia onal Connection Design Information I Left Clevis Connection Per DP 3.15.2, SQW 5.Ox5.Ox0.375, Design angle = 49.6 deg„ dimA = 5.500 in., SQW Weld 0.19 Fillet One Right SP Haunch Clip, Factored F = 27.6, E factor = 2.000, stress increase = LOGO, SP plate tension OK, Design angle = 49.6, For SP clip design see roof strut connection design 2 Left SP Haunch Clip, Factored F = 28. 1, E factor = 2.000, stress increase: -6 1.000, SP plate tension OK, Design angle = 49.6, For SP clip design see roof strut connection design Right lClevis Connection Per DP 3.15.2, S W 5.0x5.O0.375, Design angle = 49.6 deg— , dimA = 5.438 in., S W Weld 0.19 Fillet One File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Mem. Bracing Length 'Angle Design Seismic -Stress Stress Governing -p " Design Comment No. Sha ft Slot with Backing Plate and Stiffener. Web Thk = 0.164, Load Case.1.OD+I.00G+0.7E>+0.7EG+, Factored F = 25.70; E factor= 2.000, stress Axial k . Factor'. Factor Ratio Load Case " �` Status 2 I Date: 11/18/2015; _ 38.09 #I5-020262-01: Calculations Package -12.85 Time: 0441 PM Butler Manufacturing ... • , ._ _. 0.866 1 1.OD+I.00G+0.7E>+0.7EG+ passed Slot with Backing Plate and Stiffener: Web Thk = 0 164 Load Case 1 OD+1 OCG+O 7<E+0 7EG+' Factored F = 26 '19 E factor= 2.000, stress - R 1.0 Page: 3 8 of 79 50.8 -13.09 1.3000 1.0000 0.882 1 I.OD+I.00G+0.7<E+0.7EG+ 'passed Mem. Bracing Length 'Angle Design Seismic -Stress Stress Governing -p " Design Comment No. Sha ft Slot with Backing Plate and Stiffener. Web Thk = 0.164, Load Case.1.OD+I.00G+0.7E>+0.7EG+, Factored F = 25.70; E factor= 2.000, stress Axial k . Factor'. Factor Ratio Load Case " �` Status 2 I R 1.0 38.09 •50.8 -12.85 1.3000 1.0000 0.866 1 1.OD+I.00G+0.7E>+0.7EG+ passed Slot with Backing Plate and Stiffener: Web Thk = 0 164 Load Case 1 OD+1 OCG+O 7<E+0 7EG+' Factored F = 26 '19 E factor= 2.000, stress 2 R 1.0 38:09 50.8 -13.09 1.3000 1.0000 0.882 1 I.OD+I.00G+0.7<E+0.7EG+ 'passed Mem. End' Diagonal Connection Design Information 1 Left Slot with Backing Plate and Stiffener: Web Thk = 0.188, Load Case LOD+LOCG+0.7E>+0.7EG+, Factored F= 25.70, 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 with Backing Plate and Stiffener. Web Thk = 0.164, Load Case.1.OD+I.00G+0.7E>+0.7EG+, Factored F = 25.70; 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 with Backing Plate and Stiffener: Web Thk = 0.188, Load Case t.OD+LOCG+0.7<E+0.7EG+, Factored F= 26.19, 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 with Backing Plate and Stiffener: Web Thk = 0 164 Load Case 1 OD+1 OCG+O 7<E+0 7EG+' Factored F = 26 '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 O » .K, PASSED: , BurcEfz Date: 11/18%2015 #15-020262-01 Calculations Package Time: 04:41 PM Butter ManuTactur�ip Page: 39 of 79. SecondaA4-- SnmmaryReport' Loads and Codes - Shape: (N) Revised 2015 Addition City: Chico County: Butte Stater California Country: United States ' Building Code: California Building Code 2013 Structural: l0AISC - ASD Rainfall: 1: 4.60 inches per hour Based on Building Code: 2012 International Building Code , Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: 11(Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: Varies _, Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf . Frame.Weight (assumed for seismic):2.50 psf Wind Load Snow Load Seismic -Load Wind Speed: Vult-. 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf Mapped NICE Acceleration: Ss: 62.00 %g The'AII Heights' Method is Used Flat Roof Snow: pf: 0.00 psf Mapped MCE Acceleration: Sl: 28.00 %g. Wind Exposure: C - Kz: 0.982 Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (D) Parts Wind Exposure Factor: 0.982 Rain Surcharge: 0.00 Seismic Importance: Ie: 1.000 Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed -:Ce: 1.00 Design Acceleration Parameter: Sd1: 0.3435 Topographic Factor:.Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sds: 0.5390 Thermal Factor: Unheated = Ct: 1.20 Seismic Design Category: D NOT Windborne Debris Region Ground / Roof Conversion: 0.70 Seismic -Snow Load: 0.00 psf Base Elevation: 0/0/0 Unobstructed, Slippery % Snow Used in Seismic: 0.00 Primary Zone Strip Width: 2a: 30/0/0 Diaphragm Condition: Flexible " Parts / Portions Zone Strip Width: a: 8/0/0 Fundamental Period Height Used: 30/0/0 Basic Wind Pressure: q: 25.86 psf Transverse Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.4255 ' 'R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1540 x W Longitudinal Direction Parameters Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2564 R -Factor: 3.25` Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear::V: 0.1658 x W File: 15-020262-01 Version: 2015.2 , Butler Manufacturing, a division of BlueScope•Buildings North America, Inc: 88/TLER Date: 11/18/2015 Butter Manufacturing #15-020262-01 Calculations Package - Time: 04:41 PM Page: 40 of 79 ' Decinn Lnad Cnmhinatinnc - Pnrlin No. Origin Factor Application Description 1 System 1.000 1.0 D+ 1.0 CG + 1.01- D + CG + L 2 System Derived 1.000 I.0D+1.0CG+0.6W1>+0.6WBI> D + CG + W 1> + WB I > 3 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6WB1> D+CG+<W2+WBI> 4 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1 > + 0.6 WB I > D+CU+W1>+WBI> 5 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB 1> D+CU+<W2+WB1> 6 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45WBI> D+CG+L+WI>+WB1> 7 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45 WB 1> D+CG+L+<W2+WB1> 8 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6<WB I D+CG+WI>+<WB 1 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 D + CG + <W2 + <WB l 10 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB I D+CU+WI>+<WB 1 I 1 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB I D + CU + <W2 + <WB 1 12 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WI>+0.45<WB I D+CG+L+WI>+<WB I 13 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45<WB I D + CG + L + <W2 + <WBI 14 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB2> D+CG+WI>+WB2> 15 System Derived 1.000 1.0D+1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2> D+CU+W1>+WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> D + CU + <W2 + W B2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB2> D+CG+L+WI>+WB2> 19 System Derived 1.000 LO D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2> 20 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6<WB2 D+CG+WI>+<WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 D+CU+WI>+<WB2 23 System Derived LOGO 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <W132 D + CU + <W2 + <WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I> + 0.45 <WB2 D + CG + L + W I> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 27 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 28 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 29 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG- Desien Load Combinations - Girt No. Origin Factor Application Description 1 System Derived 1.000 LO CG+0.6W1>+0.6WB1> CG+W1>+WB1> 2 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 WB 1> CG + <W2 + WB I> 3 System Derived 1.000 1.0 CG+0.6W1>+0.6<WB1 CG+WI>+<WB1 4 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 <WB 1 CG + <W2 + <W B 1 5 System Derived 1.000 1.0 CG+0.6W1>+0.6WB2> CG+WI>+WB2> 6 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 WB2> CG + <W2 + WB2> 7 System Derived 1.000 1.0 CG + 0.6 W 1> + 0.6 <WB2 CG + W l> + <WB2 8 System Derived 1.000 1.0 CG + 0.6 <W2 + 0.6 <WB2 CG + <W2 + <WB2 9 System Derived 1.000 0.7 EB> EB> 10 System Derived 1.000 0.7 <EB <EB Deflectinn Lnad Cnmhinatinnc - Pnrlin No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L L 2 System 1.000 180 0.42 Wl> W1> 3 System 1.000 180 0.42 <W2 <W2 Deflection Load Combinations - Girt No. Origin Factor I Deflection Application Description I 2 System 1.000 S stem 1.000 1 90 0.42 W l> 90 0.42 <W2 W1> <W2 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Bur�ER Date: 1 1./ 18/2015 Butler ManuTaeturi� O #15-020262-01 Calculations Package Time: 04:41 PM ~ Page: 41 of 79 Wall: l L 11C 1^k1r%Ally CI MIA-rl^ I AT 4 - t. Dimension Key 1 4'-6„ , R. -A WWI G AAA' f:nn nn R.A. t File: 15-020262-01 .,; Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap ft Status in. Bnd Shr Cmb We Cs in. `Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in.20.0 rld 8.50x0.079 Z Sim -60.0 Yes 0.0 0.97 0.00 0.00 0.00 1 20.0 8.50x0.079 Z Sim -60.0 Yes 0.0 0.94 0.00 0.00 0.00 1 20.00 8.50x0.079 Z Sim -60.0 Yes 0.0 0.94 0.00 0.00 0.00 1 , 20.00 8.50x0.079 Z Sim -60.0 Yes 0.0 0.97. 0.00 0.00 0.00 1 2,1 20.0 8.50x0.073 Z Sim -60.0 Yes 0.0 0.91 0.00 0.00 0.00 l 2,2 20.00 8.500.068 Z Sim -60.0 Yes 0.0 1.02 0.00. 0.00 0.00 1 2,3 20.00 8.500.068 Z Sim -60.0 Yes 0.0 1.02 0.00 0.00 0.00 l - 2,4 20.00 8.500.073 Z Sim -60.0 Yes 0.0 0.91 0.00 0.00 0.00 1 3,1 20.00 8.500.068 Z Sim -60.0 Yes 0.0 1.00 0.00 0.00 0.00 1 3,2 20.00 8.500.068 Z Sim -60.0 Yes 0.0 0.97 0.00 0.00 0.00 1 3,3 20.00 8.500.068 Z Sim -60.0 Yes 0.0 . 0.97 0.00 0.00 0.00 1 . 3,4 20.00 8.500.068 Z Sim -60.0 Yes 0.0 1.00 0.00 0.00 0.00 l 4,1 20.00 8.500.068 Z Sim -60.0 Yes 0.0 0.95 0.00 0.00 0.00 1 4,2 20.00 8.500.068 Z Sim -60.0 Yes '0.0 0.92 OAO 0.00 0.00 1 4,3 20. 8.50x0.068 Z Sim -60.0 Yes 0.0 0.92 0.00 0.00 0.00 1 4,4 20.00 8.500.068 Z Sim -60.0 Yes 0.0 0.95 0.00 0.00 0.00 1 5,1 20.00 8.500.068 Z Sim -60.0 Yes 0.0 0.87 0.00 0.00 0.00 1 5,2 20.00 8.500.068 Z Sim -60.0 Yes 0.0 0.99 0.00 0.00 0.00 l 5,3 20.00 8.500.068 Z Sim -60.0 Yes 0.0 0.99 0.00 0.00 0.00 1 `z 5,4 20.00 8.500.068 Z Sim -60.0 I Yes 0.0 0.87 0.00 0.00 0.00 1 File: 15-020262-01 .,; Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surcEa Date: 11/ 18/2015 Butler Manufacturing- #15-020262-01 Calculations Package Time: 04:41 PM ..,._..�,......-,._.._._. Page: 42 of 79 Maximum Carnndnry ilnflarfinne fnr Char- (N) Ravicad 201 S 4dditinn nn Lida 1 Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 0.69 (L/347) 10.00 1 0.42W I> 1 2 0.67 ( U358) 30.00 1 0.42W 1> 1 3 0.67 (L/358) 50.00 l 0.42W 1> 1 4 0.69 ( L/347) 70.00 1 0.42W 1> 2 ' 1 0.63 ( L/382) 10.00 1 0.42W 1> ' 2 2 0.67 ( L/360) 30.00 1 0.42W 1> 2 3 0.67 (L/360) 50.00 1 0.42W 1> 2 4 0.63 (L/382) 70.00 l 0.42W I> 3 1 0.66 ( L/366) 10.00 1 0.42W 1> 3 2 0.64 ( L/378) 30.00 1 0.42W 1> 3 3 0.64 (L/378) 50.00 1 0.42W I> 3 4 0.66 ( L/366) 70.00 1 0.42W 1> 4 1 0.62 ( U386) 10.00 1 0.42W I> 4 2 0.60 (L/398) 30.00 1 0.42W 1> 4 3 0.60 (L/398) 50.00 1 0.42W I> 4 4 0.62 (L/386) 70.00 1 0.42W 1> 5 1 0.57 ( L/422) 10.00 1 0.42W 1> 5 2 0.65 ( L/370) 30.00 1 0.42W 1> 5 3 0.65 (L/370) 50.00 1 0.42W I> 5 4 0.57 L/422 ) 70.00 1 0.42W I> t r 4. . " y � y ' File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[/TLER. Date: 11./18/20.15 Butler Manufacturing#15-020262-01 Calculations Package Time: 04:41 PM .-......�.a........._. Page: 43 of 79, Wall: 2 _ r L L Dimension Key 16" 2 4'-6" 3 T-6" 4 Y -O" >\,r,,------ Q. - A.- nec;--- r.,. ch- fwl 0--A M1 Q AddOHnn - Q.A. T Des Len Description- Fy(ksi) Design jnA Exterior Interior Exterior % % % % Ld Lap % % 6 %... Ld % I % I % % Ld Lap Id ft al Status in. Bnd Shr L L Dimension Key 16" 2 4'-6" 3 T-6" 4 Y -O" >\,r,,------ Q. - A.- nec;--- r.,. ch- fwl 0--A M1 Q AddOHnn - Q.A. T Des Len Description- Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % %... Ld % I % I % % Ld Lap Id ft Status in. Bnd Shr Cmb wCP Cs I in. Bnd Shr. Cmb We 'Cs Bnd Shr Cmb Wcp Cs in. 1,1 29.00 8.500.1 13 Z Sim -%O Yes 0.0 . 0.95 0.00 0.00 0.00 l 2,1 29.00 8.500.088 Z Sim -60.0 Yes 0.0 1.02 0.00 0.00 0.00 l 3,1 26.00 8.500.060 Z Con -60.0 Yes 22.5 0.86 0.37 0.77 0.00 2 0.67 0.25 0.72 0.00 1 22.5 3,2 25.00 8.500.060 Z Con -60.0 Yes 34.5 0.67 0.40 0.78 0.00 1 34.5 0.74 0.70 1.02 0.00 1 0.68 0.38 0.78 0.00 l 34.5 3,3 25.00 8.500.060 Z Con -60.0 Yes 22.5 0.68 0.25 0.73 0.00 1 22.5 0.89 0.37 0.79 0.00 2 4,1 26.00 8.500.060 Z Con -60.0 Yes 22.5 0.95 0.00 0.66 0.00 1 0.44 0.22 0.49 0.00 I 10.5 4,2 25.00 8.500.060 Z Con -60.0 Yes 34.5 0.44 0.18 0.48 0.00 1 10.5 0.86 0.31 0.74 0.00 2 0.41 0.18 0.45 0.00 1 10.5 4,3 25.00 8.500.060 Z Con -60.0 Yes 22.5 0.41 0.21 0.47 0.00 1 10.5 0.89 0.00 0.00 0.00 1 5,1 16.00 8.500.060 C Sim -60.0 Yes 0.0 0.15 0.00 0.00 0.00 1 6,1 18.00 8.500.071C Sim -60.0 Yes 0.0 .0.84 0.06 0.90 0.00 1 7,1 18.00 8.500.079 C Sim -60.0 Yes 0.0 0.90 0.07 0.95 0.00 1 8,1 31.00 8.500.079 Z Sim -60.0 Yes 0.0 0.98 0.19 0.63 0.00 2 9,1 31.00 8.500.073 Z Sim -60.0 Yes 0.0 0.92 0.20 0.60 0.00 2 10,1 26.00 8.500.060 Z Con -60.0 Yes 22.5 0.75 0.00 0.52 0.00 1 0.35 0.17 0.39 0.00 1 10.5 10,2 25.0 8.50x0.060 Z Con -60.0 Yes 34.5 0.35 0.14 0.38 0.00 1 10.5 0.68 0.24 0.58 0.00 2 0.33 0.14 0.36 0.00 1 10.5 10,3 25.0 8.50x0.060 Z Con -60.0 Yes 22.5 0.33 0.17 0.37 0.00 l 10.5 0.71 0.00 0.00 0.00 1 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 11/ 18/2015 BUTLER. #15-020262=01 Calculations Package Time: 04:41 PM Page: 44 of 79 Mavimnm Q-A- f)oklorHnnc fnr Shim !Nl Ravi -A 9f11 C AAAMnn nn Sado 2 Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 1.14 (L/267) 13.00 1 0.42W 1> 2 1 1.23 ( L/249) 13.00 1 0.42W 1> 3 1 0.57 ( L/539) 10.50 1 0.42W 1> 3 2 0.54 ( L/554) 39.88 1 0.42W I> 3 • 3 0.43 (L/687) 66.38 1 0.42W I> 4 1 0.87 ( L/350) 11.50 1 0.42W 1> 4 2 -0.08 ( L/3684) 29.88 1 0.42W 1> 4 3 0.77 ( U381) 64.88 1 0.42W 1> 5 1 0.06 (L/3137) 8.00 1 ' 0.42W I> 6 1 0.68 (L/315 ) 9.00 1 0.42W 1> 7 1 0.75 (L/286) 9.00 1 0.42W I> 8 1 0.74 (L/397) 19.50 1 0.42W 1> 9 1 0.67 (L/438 ) 19.50 1 0.42W I> 10 1 0.69 ( L/443 ) 11.50 1 0.42W I> 10 2 -0.06 ( L/4667) 29.88 1 0.42W 1> 10 3 0.61 L/483 64.88 1 0.42W1> Ij R File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 13-07L-EATDate:. 11/18/2015 Butler Manutacwrlrp #15-020262-01 Calculations Package Time: 04:41. PM Page: 46 of 79 Wall: 4 { L L Dimension Key 1 6" 2 4'6" 3 2'6" 4 3,-0,. naa.:......., co..., -A.- nom:- v.,. ch.- !N\ ID --A 'MI C AAA.#4-.. , Q.A. n Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb W Cs in. l,l 31. 8.50x0.079 Z Sim -60.0 Yes 0.0 0.98 0.21 0.64 0.00 2 2,1 31.0 8.50x0.073 Z Sim -60.0 Yes 0.0 0.92 0.20 0.60 0.00 2 3,1 25. 8.50x0.060 Z Con -60.0 Yes 22.5 0.90 0.37 0.79 0.00 2 0.69 0.25 0.73 0.00 1 22.5 3,2 25.00 8.50x0.060 Z Con -60.0 Yes 34.5 0.69 0.38 0.78 0.00 1 34.5 0.74 0.70 1.02 0.00 l 0.68 0.41 0.79 0.00 1 34.5 3,3 26.00 8.50x0.060 Z Con -60.0 Yes 22.5 0.68 0.25 0.72 0.00 1 22.5 0.87 0.37 0.78 0.00 2 4,1 25.00 8.50x0.060 Z Con -60.0 Yes 22.5 0.89 0.00 0.63 0.00 1 0.41 0.21 0.47 0.00 1 10.5 4,2 25.00 8.50x0.060 Z Con -60.0 Yes 34.5 0.41 0.18 0.45 0.00 1 10.5 0.86 0.31 0.74' 0.00 2 0.44 0.18 0.48 0.00 1 10.5 4,3 26.00 8.50x0.060 Z Con60.0 Yes 22.5 0.44 0.22 0.49 0.00 1 10.5 0.95 0.00 0.00 0.00 1 5,1 16. 8.500.060 C Sim -60.0 Yes 0.0 0.15 0.00 0.00 0.00 l 6,1 18.00 8.500.079 C Sim -60.0 Yes 0.0 0.90 0.07 0.95 0.00 I. 7,1 18.00 8.500.073 C Sim -60.0 Yes 0.0 0.88 0.07 0.94 0.00 l 8,1 29.00 8.50x0.113 Z Sim -60.0 Yes 0.0 0.95 0.00 0.00 0.00 1, 9,1 29.00 8.500.088 Z Sim -60.0 Yes 0.0 1.02 0.00 0.00 0.00 l 10,1 25.0 8.50x0.060 Z Con -60.0 Yes 22.5 0.71 0.00 0.49 0.00 1 0.33 0. 17 0.37 0.00 1 10.5 10,2 25.00 8.500.060 Z Con -60.0 Yes 34.5 0.33 0.14 0.36 0.00 1 10.5 0.68 0.24 0.58 0.00 2 .0.35 0.14 0.38 0.00 1 10.5 10,3 26.00 8.500.060 Z Con -60.0 Yes 22.5 0.35 0.17 0.39 0.00 l 10.5 1 0.75 0.00 0.00 0.00 1 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1.1 / 18/2015 -AWYLE-WIP Ma #15-020262-01 Calculations- Package Time: 04:4IPM . ~ Page:. 47; of 79 Muvimnm Curnnriary n.floAinne fns Qh.- !Nl R -i -i 7nl S AArlifinn nn Cifla d Design Id Segment Deflection in. Ratio Location ft Load Case Description l 1 0.74 ( L/397) 11.50 1 0.42W 1> 2 l 0.67 (L/438) 11.50 l 0.42W I> 3 l 0.41 (Lnii) 9.50 1 0.42WI> 3 2 0.53 ' ( L/571) 36.38 1 0.42W l> 3 3 0.57 ( L/536) 65.38 1 0.42W l> 4 1 0.76 (L/387) 11.00 1 0.42W 1> 4 2 -0.07 ( L/4140) 46.38 l 0.42W 1> 4 3 0.89 ( U345) 64.38 l 0.42W 1> 5 1 0.06 (L/3137) 8.00 1 0.42W 1> 6 1 0.75 ( L/286) 9.00 1 0.42W 1> 7 1 0.72 (L/301) 9.00 1 0.42W I> 8 1 1.14 ( L/267) 16.00 l 0.42W l> 9 I 1.23 ( L/249) 16.00 l 0.42W 1> 10 l 0.60 ( L/490) 11.00 l 0.42W 1> 10 2 -0.06 ( U5244) 46.38 1 0.42W 1> l0 3 0.70 L/437 64.38 1 0.42W1> s Date: 11/18/2015 BUTLER a!t:erManufacturhry 415-020262-01 Calculations Package Time: 04:41 PM ..,_....b,.....„,,......... Page: 48 of 79 Roof: A V M.,o:........ e--iu..., nnA- r- ch.- mn v.-* , )ni c A.i.i:Hn.. nn Q:A. i Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior I Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id 11 Status in. Bnd Shr Cmb Wcp Bnd Shr Cmb Wcv Cs Bnd Shr Cmb Wcp Cs in. 1,1 25.00 8.500.068 Z Con -60.0 Yes 34.5 0.00 0.02 0.59 0.89 1 0.68 0.30 0.89 0.88 I 34.5 1,2 25.00 8.500.060 Z Con -60.0 Yes 34.5 0.68 0.25 0.89 0.88 1 34.5 1.00 0.46 0.91 0.00 1 0.75 0.26 0.95 0.92 l 34.5 1,3 26.00 8.500.068 Z Con -60.0 Yes 46.5 0.75 0.32 0.95 0.92 1 46.5 0.93 0.00 0.93 0.00 I 2,1 25.00 8.500.098 Z Con -60.0 Yes 34.5 0.50 0.00 0.93 0.00 16 0.37 0.08 0.50 0.34 19 34.5 2,2 25.00 8.500.098 Z Con -60.0 Yes 34.5 0.37 0.07 0.59 0.34 19 34.5 0.47 0.10 0.94 0.00 19 0.54 0.11 0.82 0.50 19 34.5 2,3 26.00 8.500.068 Z Con -60.0 Yes 46.5 0.55 0.13 0.61 0.51 1 46.5 0.00 0.33 0.60 0.90 1 3,1 25.00 8.500.1 13 EZ Sim -60.0 Yes 0.0 0.68 0.00 0.68 0.00 1 3,2 25.00 8.50x0.113 EZ Sim -60.0 Yes 0.0 0.09 0.00 0.83 0.00 28 3,3 26.00 8.50x0.113 EZ Sim -60.0 Yes 0.0 0.74 0.00 0.74 0.00 l s File: 15-020262-01 Version: 2015.2. . Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Bur�ER. Date: I 1/ 1.8/2015 Butler Manufactu&4 #15-020262-01 Calculations Package Time: 04:41 PM .. .�. _. Page: 49 of 79 Mw:m.m Q. -A.- n.n.,Annc fns chom tN) U -i -I 91114 AAAM.. nn ciao A Desi Id Deflection in. Ratio Location ft Load Case Description _Segment 1 , 1 -1.27 ( L/232) 11.00 1 LOL 1 2 0.18 (L/1631) 44.88 1 LOL 1 3 -1.47 ( U208) 64.38 1 LOL 2 1 -0.87 ( L/337) 11.00 1 LOL 2 2 0.18 (L/1699) 43.88 1 LOL 2 3 -1.38 ( L/222) 64.38 1 LOL 3 1 -1.10 (L/267) 13.00 1 LOL 3 2 -0.65 ( U464) 37.50 1 I.OL 3 3 -1.29 L/236 62.50 1 LOL Purlin Anchors a Forces for Sha N Revised 2015 Addition Roof A Panel Ty6e is BR U Pitch = 1.000:12 AR Clip if re 'd - EPC3 Bay Thickness Load(psf) Ld Case # Purlins Length ` Simple? Diaphragm Allowable Def! Actual Defl' Diaphragm Diaphragm Frm-Line, Lin k Anchor Width AR, STD Stiffness 1 0.068 -15.90 l 8, 25.00 N 40.14 0.833 0.062 2 0.060 -15.90l 0.086 8 25.00 N 40.14 0.833 0.060 3 0.068 15.90 l 8 26.00 N 40.14 0.867 0.067' Reference Located @ Force per Anch. Force per Anch. Allow Reqd AR Actual Required Available Diaphragm Diaphragm Diaphragm Frm-Line, Lin k Anchor Anchors AR, STD Stiffness Stiffness Allow Shr Stress Ratio 1(0.00) Frame 0.02U O.00U (k) 0.14 0 0, 0 0.084 2.995 0.086 0.000 0.004 2(25.00) Frame 0.101) 0.011) (k) 0.25 0 0,0 0.492 7.000 0.086 0.002 0.019 3(50.00) Frame 0.101) 0.01 D (k) 0.25 0 0, 0 0.472 7.003 0.086 0.002 0.019 4(76.00) Frame . 0.02U O.00U k 0.14 0 0, 0 0.102 3.013 0.086 0.000 0.005 Tile: 15-020262-01 Version: 2015.2 ' Butler Manufacturing, a division of B1ueScope Builaings North Anterica,'Inc. aurtER Date: l 1/ 18/2015 Butler Manufnct�Nip #15-020262-01; Calculations Package Time: 04:41 PM Page: 50 of 79 Roof. B v MAYtmi- CPrn-1- nodane flnr Chane IN) Rovi- I MM G Athli inn nn Chip R Des Len Description - Fy(ksi) Design Detail Lap Exterior I Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft Status in. Bnd Shr Cmb We Cs in. Bnd Shr Cmb We Cs Bnd Shr Cmb Wcp Cs in. 1,1 26.00 8.500.068 Z Con -60.0 Yes 46.5 0.93 0.00 0.93 0.00 1 0.75 0.32 0.95 0.92 1 46.5 1,2 25.00 8.500.060 Z Con -60.0 Yes 34.5 0.75 0.26 0.95 0.92 1 34.5 1.00 0.46 0.91 0.00 1 0.68 0.25 0.89 0.88 1 34.5 1,3 25.00 8.500.068 Z Con -60.0 Yes 34.5 0.68 0.30 0.89 0.88 1 34.5 0.00 0.33 0.59 0.89 l 2,1 26.00 8.500.068 Z Con -60.0 Yes 46.5 0.00 0.02 0.60 0.90 l 0.55 0.13 0.61 0.51 1 46.5 2,2 25.00 8.500.098 Z Con -60.0 Yes 34.5 0.54 0.11 0.82 0.50 19 34.5 0.47 0.10 0.94 0.00 19 0.37 0.07 0.59 0.34 19 34.5 2,3 25.00 8.500.098 Z Con -60.0 Yes 34.5 0.37 0.08 0.50 0.34 19 34.5 0.50 0.00 0.93 0.00 16 3,1 26.00 8.50x0.113 EZ Sim -60.0 Yes 0.0 0.74 0.00 0.74 0.00 1 3,2 25.00 8.50x0.113 EZ Sim -60.0 Yes 0.0 0.09 0.00 0.84 0.00 28 3,3 . 25.00 8.50x0.113 EZ Sim -60.0 Yes 0.0 0.68 0.00 0.68 0.00 1 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I I I , -BfJTLER Thickness Date: 11./18/201'5 Ld Case #I5-020262=01 Calculations Package Time: 04:41 PM Bu„8,M8nut-tu„"' 11.50 1' LOL l Page: 51 of 79 31.38 r LOL Maximum See adary Deflections for Shape (N)Revised 2015 Addition on Side B 3 -1.28 (L/230) 64.88 Design Id Segment Deflection in.` Ratio, Location(ft) Load Case l Description 2 2 0.18 • (L/1650) 31.88 1. LOL 2 3 -0.88 (L/334) 64.38 th-H. A NIP; AAAM.n Rnnf R. P-1 Tvr . is R'211 Pitrh = 1 ([00-12 ARL'lin if rand -. F.PC3 Bay Thickness Load(psi) Ld Case • 1 I -1.46 (L/209) 11.50 1' LOL l 2 0.19 (L/1567) 31.38 1 LOL 1 3 -1.28 (L/230) 64.88 1 I.OL 2 1 -1.36 (L/224) 11.50 l LOU 2 2 0.18 • (L/1650) 31.88 1. LOL 2 3 -0.88 (L/334) 64.38 1 1.01 3 l -1.29 ( L/236 ) 13.50 1 LOL 3 2 -0.65 . ( L/464 ) 38.50 l _ LOL 3 3 -1.10 L/267 63,00 l 1.01, th-H. A NIP; AAAM.n Rnnf R. P-1 Tvr . is R'211 Pitrh = 1 ([00-12 ARL'lin if rand -. F.PC3 Bay Thickness Load(psi) Ld Case '# Purlins Length Simple? Diaphragm Allowable Defl Actual Defl Diaphragm Diaphragm Frm-Line Line(k) ' Anchor Width AR, STD Stiffness 1 ., 0.068 -15.90 1 8 26.00 N 40.14 0.867 0.067 2 0.060. -15.90 l 8 '25.00 N 40.14 0.833 0.060 3 0.068 -15.90 1 8 25.00 N 40.14 0.833 0.062 Reference . Located @ Force per Anch. Force per 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 0.02U 0.000 (k) 0.14 0 0,0 0.102 3.013 0.086 0.000 0.005 2(26.00) ' Frame 0.1 01) 0.01 D (k) .0.25 0 0, 0 0.472 - 7.003 0.086 0.002 0.019 3(51.00) Frame 0.101) O.OID (k) 0.25 0 0;0 0.492 7.000. 0.086 0.002 0.019 4(76.00) Frame 0.02U O.00U k 0.14 0 0,0 0.084 2.905 0.086 0.006 0:004 e-5UTL Ift#15-020262-01 Date:. l l L"I A/2015 Calculations Package Time:04:41 PM , Page: 52 of 79 FcammgSummary Re ort � Loads and Codes =. Shape: (N) Revised 2015 Addition r City: Chico County: -" Butte State: California Country: United States Building Code: California Building Code 2013 Structural:, IOAISC - ASD - Rainfall: 1: 4.00 inches per hour -, Based on Building Code: 2012 International Building Code -Cold Form:, 12AISI - ASD, fc: 3000.00 psi Concrete' Building Risk/Occupancy Category: II (Standard Occupancy Structure) " Dead and Collateral "Loads Roof Live Load Collateral Gravity:3.00'psf Roof Covering + Second. Dead Load: Varies Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf Mapped MCE Acceleration: Ss: 62.00 %g , -- The'All Heights' Method is Used Flat Roof Snow:'pf: 0.00 psf Mapped MCE Acceleration: SI: 28.00 %g Wind Exposure: C - Kz: 0.982 Design Snow (Sloped): ps: 0.00 psf Site Class: Stiff soil (DI). Parts Wind Exposure Factor: 0.982 ,' Rain Surcharge: 0.00Seismic Importance:le: 1.000 Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce:1.00 Design Acceleration Parameter: Shc i 0.3435. Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 - " Design Acceleration Parameter: Sds: 0.5390 Thermal Factor: Unheated - Ct: 1.20 Seismic Design Category:'D NOT Windbome Debris Region Ground/ Roof Conversion: 0.70 Seismic Snow Load: 0.00 psf Base Elevation: 0/0/0 " " Unobstructed, Slippery % Snow. Used in Seismic: 0.00 Primary Zone Strip Width: 2a: 30/0/0 Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: a: 8/0/0 Fundamental Period Height Used: 30/0/0 ' Basic Wind Pressure: q: 25.86 psf • - Transverse Direction Parameters Redundancy Factor: Rho: 1.30 " ,. Fundamental Period: Ta: 0.4255 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0:1540 x W Longitudinal Direction Parameters Redundancy, Factor: Rho: 130. ' Fundamental Period: Ta: 0.2564 R -Factor: 3.25 Overstrength Factor Omega: 2.00 - Deflection Amplification, Factor: Cd., 3.25 Base Shear: V: 0.1658 x W Deflection Conditions Frames are vertically supporting: Metal Roof Purlins and Panels Frames are laterally supponing:Metal Wall Girts and Panels Deflection Limit Override 1-060 Purlins are supporting: Metal Roof Panels Girts are supporting: Metal Wall Panels File: 15-020262-01 - Version- 2015.2 Butler Manufacturing,' a division of BlueScope Buildings North America, Inc. B[1TLER Date: I 1/ 18/2015 115-020262-01 Calculations Package Time: 04:41 PM Page: 53 of 79 Wall: 4, Frame at: 0/6/0 Frame Cross Section: I ` © � 40'-0' m m 7 m LL LL m m ^ • . ' m m LL LL LL 0 - LL fT, IR I. LIn, AL a L. FRAME CROSS SECTION AT FRAME LINE(S) 1. Dimension Key 1 81/2" 2 41-6" 3 2'-6" 4 1'-I" 5, 2 @ 4'-6 3/8" 6 33'-4" Ridge Ht. Frame Clearances Horiz. Clearance between members I (CX007) and 6(CX008): 73'-2 1/2" Veit. Clearance at member I (CX007): 26'-10 7/8" Vert. Clearance at member 6(CX008): 26-9 7/8" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) s ^ File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �suresfz Date: I. L/ 18/2015 Butlor Manufacturing #15-020262-01 Calculations Package Time: 04:41 PM Page: 54 of 79 Frame Location 1 0/6/0 1 12/9/0 M Clear Span with End Posts 1 90.0000 1 1 25/0/0 1 Stress Check I 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 I.0D+I.0CG+0.6W1> D+CG+WI> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W I 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 8 System 1.000 0.6 MW MW -Wall: 1 9 System 1.000 0.6 MW MW - Wall: 2 10 System 1.000 0.6 MW MW - Wall: 3 11 System 1.000 0.6 MW. MW - Wall: 4 12 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 13 System 1.000 0.6 D + 0.6 CU + 0.6 <W I D + CU + <W 1 14 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 16 System 1.000 0.6 D + 0.6 CU + 0.6 WP D+CU+WP 17 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI> 18 System 1.000 LO D + 1.0 CG + 0.75 L + 0.45 <W l D + CG + L + <W l 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP D + CG + L + WP 22 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 23 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 24 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 25 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 26 Special 1.000 1.0 D + LO CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 27 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 28 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 29 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 30 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 31 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 32 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 33 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 34 System Derived 1.000 1.0D+I.0CG+0.6WP+0.6WB1> D+CG+WP+WBI> 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 WB I > D+CU+WP+WBI> 36 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WP+0.45WBI> D+CG+L+WP+WBI> 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB 1 D + CG + WP + <WB 1 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB I D+CU+WP+<WBI 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 <WB 1 D + CG + L + WP + <WB 1 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 WB2> D + CG + WP + WB2> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 WB2> D+CU+WP+WB2> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 WB2> D + CG + L + WP + WB2> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB2 D + CG + WP + <WB2 44 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6<W132 D+CU+WP+<WB2 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 <WB2 D + CG + L + WP + <WB2 46 System Derived 1.000 0.6 MWB MWB - Wall: 1 47 System Derived 1.000 0.6 MWB MWB - Wall: 2 48 System Derived 1.000 0.6 MWB MWB - Wall: 3 49 System Derived 1.000 0.6 MWB MWB - Wall: 4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 55 System Derived 1.000 0.6 D + 0.6 CU + 0.9.1 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 58 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 11/18/2.015 18/2'015 BUTLER" Butler Manufaeturing #15-020262-01 Calculations Package Time: 04:41 PM Paget 55 of 79 Flg Width in. 59 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - Weight 60 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB l 61 System Derived 1.000 LO D + LO CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 29.35 62 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 3P 63 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 21.00 64 System Derived 1.000 0.6 D + 6.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU.+ E> + EG- + <EB SS 65 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 21.00 66 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 6.91 <EB D + CU + <E + EG- + <EB SS 67 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 0.1345 68 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 55.00 69 Special 1 1.000 10.6 D + 0.6 CU + 1:75 <EB + 0.7 EG- lD + CU + <EB + EG - Frame Mpmhpr Sizpe Mem: No. Flg Width in. Flg Thk in. Web Thk in. Depthl in. Depth2 in. Length 11 Weight Flg Fy ksi Web Fy ksi Splice Jt.I . Codes R.2 Shape l 5.00 0.3125 0.1875 12.00 32.00 29.35 761.6 55.00 55.00 BP KN 3P 2 9.00 0.3750. 0.1875 29.00 21.00 14.43 480.1 • 55.60 55.00 KN SS 3P 3 9.00 0.3750 0.1345 21.00 25.01 25.00 857.3 55.00 55.00 SS SP 3P 4 9.00 0.3750 0.1345 25.01 21.00 25.00 857.3 55.00 55.00 SP SS 3P 5 9.00 0.3750 0.1875 21.00 30.00 14.43 484.9 '55.00 55.00 SS KN 3P 6 5.00 0.3750 0.1644 12.00 32.00 29.35. 768.8 55.00 55.00 BP KN 3P 7 5.00 0.2500 0.1345 12.00 12.00 31:67 410.1 55.00 55.00 BP SS 3P 8 5.00 0.2500 0.1345 12.00 12.00 33.31 429.G 55.00 55:00 BP SS 3P 9 5.00 0.2500 0.1345 12.00 12.00 31.67 410:1 55.00 55.00 BP SS 3P Total Frame Weight = 5459:1 (p) (Includes all plates) Frames M. -h- RADA -c Member Joint 1 Joint 2 7 No Yes 8 No Yes I 9 No Yes Rnnnda" Cnnditinn Rummary Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X irt. Displacement Y in. Displacement rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 80/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 7 20/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 20/0/0 31/8/0 Yes No No 0/0/0 0/0/0' 0.0000 8 40/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 40/0/0 33/4/0 Yes No No 0/0/0 0/0/0 0.0000 9 60/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 60/0/0 1 31/8/0 1 Yes No No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division•of BlueScope Buildings North America, Inc. B[/TLEl4 Date:- 11/ 18/2015 ewle, ManufacWring #15-020262-01 Calculations Package Time: 04:41 PM Page: 56 of 79 U -N... - rtnf-f.-d i and T.- n1 W-- Vmance Q -ti- 1 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1-E 9X13 0.375 4-1.250 100'-0" Interior Column Interior Column Interior Column Exterior Column 20/0/0 40/0/0 60/0/0 80/0/0 I -D 1-C I -B I -A 8X13 8X13 8X13 9X13 0.375 0.375 0.375 0.375 4 - 0.750 4-0.750 4-0.750 4-1.250 100'-0" 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Hz I Vy Hx Hz VY Hz Hz Vy Hx Hz Vy Hx Hz I V D Frm 1.24 4.52 0.44 0.47 0.44 -1.24 4.67 CG Frm 1.10 3.93 - -. - -1.10 4.10 L> Frm 4.48 18.14 -4.48 19.34 <L Frm 4.48 - 18.14 -4.48 19.34 WI> Frm -17.22 -34.02 7.37 7.75 7.37 -3.48 -23.25 <W1 Frm 3.31 -21.79 -6.63 -6.98 -6.63 17.39 -35.48 W2> Frm -17.11 -24.70 - - - - -3.59 -13.94 <W2 Frm 3.42 -12.48 17.28 -26.17 WP Frm 1.08 -23.51 -1.08 -24.97 MW Frm - - - - MW Frm 3.34 2.44 8.99 -2.44 MW Frm - - - - MW Frm -8.89 -2.44 -3.44 2.44 CU Frm - - - - L Frm 4.48 18.14 - - - 4.48 19.34 E> Frm -2.57 -1.97 0.08 0.09 0.08 -2.65 1.97 EG+ Frm 0.29 0.96 - - -0.29 0.99 <E Frm 2.57 1.97 -0.08 -0.09 -0.08 2.65 -1.97 EG- Frm -0.29 -0.96 - - .0.29 -0.99 WB1> Brc 0.20 -8.19 -9.99 -0.20 -8.19 -10.06 <WB1 Brc -0.09 - 12.13 0.09 - 12.13 WB2> Brc 0.35 -14.09 -17.19 -0.35 -14.09 -17.31 <WB2 Brc -0.04 - 4.91 0.04 - 4.91 MW13 Brc 0.25 -10.13 -12.36 -0.25 -10.13 -12.45 MWB Brc - - - - - MWB Brc MWB Brc EB> Brc 0.30 -10.93 -13.91 -0.30 -11.92 -15.34 <EB Brc -0.11 14.15 0.11 15.09 File: 15-020262-01 Version: 2015.2 - Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I eur�ER Date: I 1/ 18/2015 _ #15-020262-01 Calculations Package Time: 04:41 PM autlur MahliTaetilrMp Page: 57 of 79 Load Type Horizontal - Load Reaction k) (k) Vertical Load Reaction k) (k) D 0.0 0.0 10.5 9.2 CG 0.0 0.0 8.0 8.0 L> 0.0 0.0 37.5 37.5 <L 0.0 0.0 37.5. 37.5 W I> 20.8 20.7 57.2 57.3 <W 1 20.6 20.7 57.2 57.3 W2> 20.8 20.7. 38.6 38:6 <W2 20.6 20.7 38.6 38.6 WP 0.1 0.0 48.4 48.5 MW 0.0 0.0 0.0 0.0 MW 12.3 12.3 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 12.3 12.3 0.0 0.0 CU 0.0 0.0 0.0 0.0" L 0.0' 0.0 37.5 37.5 E> 5.2 5.2 0.0 0.0 EG+ 0.0 0.0 1.9 1.9 <E 5.2 5.2 0.0 0.0 EG- 0.0 0.0 1.9 1.9 WB1> 0.0 0.0 0.0 20.1 <W B 1 0.0 0.0 0.0 24.3 V,/B2> 0.0 0.0 0.0 34.5 <WB2 0.0 0.0 0.0' 9.8 MWB 0.0 0.0 0.0 24.8 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 29.2 <EB 0.0 0.0 0.0 29.2" Maximum Combined Reactions Summary with Factored Loads - Framing w1..- n 11 .o....,....... - I... -A --I .. ....ie...... .-i -1-;o X -Loc Grid Hrz left (-Hx) k Thickness in. Hrz Right (Hx) k Load Case Hrz In (-Hz) k Load Case Hrz Out . (Hz) k Load Case Uplift (-Vy) k Load Case VrtDown (Vy) k Load Case Mom cw (-Mzz) in -k Load Case Mom ccw (Mzz) in -k Load Case 0/0/0 1-E 9.59 FCase 7.24 20 19.12 58 - - 22.30 59 33.88 ' 68 8 13 No. 4 20/0/0 1-D - Std - - 3.98 4 4.42 3 - - 0.44 l 0.750 5.0 5.0 Std 20/0/0 31/8/0 60/0/0 I -B 9 0.375 3.88 4 4.31 3 0.44 1 - - OS -0.1875 OS -0.1875 80/0/0 I -A 40/0/0 I -C 9 13 - No 4 4.19 4 4.65 3 - - 0.47 1 40/0/0 33/4/0 3.98 4 4.43 3 0.47 1 - - 60/0/0 1-B 3.98 4 4.42 3 - - 0.44 I 60/0/0 31/8/0 3.88 4 4.31 3 0.44 1 - - 80/0/0 I -A 7.32 19 9.69 13 20.86 58 24.73 59 35.86 68 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter r-- R, . ;-h -,A-A, -A, - k -A - A!4_11 R A., A;, n r;ram;. G- -h- rM. IM;. AM -AN X -Loc Grid Mem. No. Thickness in. Width_ in. Length in. Stiff. Num. Of Rods Rod Diam. in. Pitch in. Gage in. Hole T Welds to Flange Welds to Web 0/0/0 I -E I 0.375 9 13 No 4 1.250 5.0 5.0 Std OS -0.2500 OS -0.1875 20/0/0 1-D 7 0.375 8 13 No. 4 0.750 5.0 5.0 Std .OS -0.1875, OS -0.1875 40/0/0 1-C 8 0,375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 60/0/0 I -B 9 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 80/0/0 I -A 6 0.375 9 13 - No 4 1.250 5.0 5.0 1 Std OS -0.2500 OS -0.1875 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aurcER Date: 11/18/2015 Butler Manufaeturlrq #15-020262-01 Calculations Package Time: 04:41 PM �� ... .. Page: 58 of 79 p:n..oa ua.o plat. rn...,o..wnn r -Al.. naso plat. (`nnnmf:nn cf.n....fl. paf;na X -Loc Maximum Shear Case Maximum Tension Case Maxim mComp Case Maximum BracingIWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial rame Shea Load 0/0/0 k) k) Case k) k Case k) (k) Case (k) k) (k) Case 0/0/0 9.65 -17.50- 12 1.04 -22.31 59 2.40 33.95 68 19.12 -22.31 1.04 '59 20/0/0 4.42 0.27 -12 - - 0 1 0.44 1 - 0.202 - 0 40/0/0 4.65 0.28 • 12 - 0.004 0 - 0.47 1 - - 1 0 60/0/0 4.42 0.27 12 - - 0 - 0.44 1 - - - 0 80/0/0 9.75 -18.29 13 1.04 -24.72 59 2.26 35.80• 68. 20.86 -24.72 1.04 59 naso plat. (`nnnmf:nn cf.n....fl. paf;na X -Loc Rod Shear Load Case Rod Tension Load Case Rod V + T Load Case Rod Bending Load Case Conc. Bearing Load Case Plate Tension Load Case Plate Comp Load Case Flange Weld Load Case Web Weld Load Case 0/0/0 0.299 59 0.209 59 A325N/PT 0 (S10) 0 0.263 68 0.763 59 0.759 68, 0.750 59 0.457 59 20/0/0 0.192 12 - 0 N/A 0 3.000 0 0.004 1 1 0 0.007 1 0.006 1 0.134 12 40/0/0 0.202 120 E0/2.00 xt/Gusset 3.50/0000 0 Extende0d 0 0.004 1 0 0.008 t 0.007 1 0.141 12 60/0/0 0.192 12 - 0 2.000 0 F -OS -0.1875,W -OS -0.1875 0 0.004 1 0 0.007 1 0.006 1 0.134 12 80/0/0 0.326 59 0.232 59 0.238 59 2.75 0 0.277 1 68 0.844, 59 1 0.800 68 0.818 59 0.511 59 woh ct:rr..o c........ - Mem. No. Stiff. No. Desc. Loc. (ft) Web Depth in. h/t a/h a (in. Thick. in.) 'Width (in.) Side Welding Description I I S11 ID Alternate Web Thick: 0.2500 0.1875 2.000 Both W -OS -0.1250 A325N/PT 1 3.00 (S10) 1 Ext/Gusset 3.50/2.00 133 1 Extended 3.50/2.00 3.00 12 Flush 2.00 _ 14 F lush (0) 2.00/2.00 1 2 S9 26.89 31.595 168.51 N/A N/A 0.3125 3.000 Both SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 2 1 Sl 11.95 20.250 108.00 2.75 55.69 0.1875 2.000 Opposite F -OS -0.1875,W -OS -0.1875 E0/2.00 xt/Gusset 3.50/0000 Extende0d 3.500/2 00 Gusset Out 2.875 x 0.2500 x 5.00 SP -BS -0.1875, Fillet 3 1 S1 4.68 " 21.000 156.14 2.75 57.75 0.1875 2.000 Opposite F -OS -0.1875,W -OS -0.1875 Fillet 4 1 Sl 22.76 20.605 153.20 2.75 56.66 0.1875 2.000 Opposite F -OS -0.1875,W -OS -0.1875 Fillet 5 1 S1 2.52 22.143 118.10 2.75 60.89 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 Fillet 6 "" MUST Use Alternate Web Thick: 0.2500 • ' • # 6 2 S9 26.81 31.470 191.42 N/A N/A 0.3125 3.000 Both . SP -BS -0.3125,W -BS -0.1250,F -OS -0.1875 nonea r.na-rlate -onnecaons rlate r Y= aa.w Ksl Mem. No. Jt. No. Type End -Plate Dimensions Bolt Outside Flange Inside Flange Thick. in. Width in. Length Diam. in. in. Sped]oint Gages In/Out in. st/2nd Configuration Pitches Ist/2nd Configuration Pitche�in ID Desc. in. ID Desc. 1 2 KN(Face) 0.500 6.00 34.75 0.750 A325N/PT 1 3.00 43 1 Ext/Gusset 3.50/2.00 133 1 Extended 3.50/2.00 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc.. , V usSeC VU[ L.tf/J X V.LJVV X J.VV JY-tlS-u.1>S/J, 2 I 1 I KN(Face) 10.500 I 9.00 134.75 10.750 I A325N/PT I 3.00 143 I Ext/Gusset I 3.50/2.00 133 I Extended I 3.50/2.00 Gusset Out 2.875 x 0.2500 x 5.00 SP -BS -0.1875, 3 2' SP 0.500 9.00 25.59 0.750 A325N/PT 3.00 12 Flush 2.00 _ 14 F lush (0) 2.00/2.00 4 1 12 SP I 0.500 9.00 I 25.59 135.75 0.750 10.750 A325N/PT I 3.00 12 143 Flush I I 14 133 I I 5 KN(Face) 0.500 9.00 A325N/PT 3.00 E0/2.00 xt/Gusset 3.50/0000 Extende0d 3.500/2 00 Gusset Out 2.875 x 0.2500 x 5.00 SP -BS -0.1875, 6 1 2 1 KN(Face) 10.500 I 6.00 135.75 10.750 I A325N/PT. I 3.00 143 I Ext/Gusset I, 3.50/2.00 133 I Extended I 3.50/2.00 I Gusset Out 2.875 x 0.2500 x 5.00 SP -BS -0.1875, File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc.. , BfJTLER Date: I 1/ 18/2015 Buller ---- etiir�iip` #15-020262-01 Calculations Package Time: O4:41 PM Page: 59 of 79 Mn M !'n nein Outside Flange Required Stren th 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 Tension Shear TearingWeld Yielding Weld 1 2 31 -5.6 10.5 2660.4 AISC DG-16/I'hin plate 0.725 0.086 0.923 0.00 0.00 0.051 0.999 0.719 2 1 .31 -5.6 10.5 2660.4 AISC DG- I6/I'hin plate 0.725 0.086 0.923 0.000 0.00 0.051 0.873 0.719 3 2 12 5.1 0.5 884.8 AISC DG-16/Thin plate 0.75 0.006 0.720 0.000 0.00 0.005 0.959 0.516 4 1 12 5.1 0.5 884.8 AISC DG-16/Thin plate 0.750 0.006 0.72 0.00 0.000 0.005 0.959 0.516 5 2 30 4.7 10.6 2732.6 'AISC DG-16/Thin plate 0.721 0.086 0.918 0.00 0.00 0.051 0.871 0.719 6 2 30 -4.7 • 10.6 2732.6 AISC DG-16/rhin late 0.721 0.086 0.918 0.000 0.000 0.051 0.959 0.719 Inside Flan a Required Strength Design Strength Ratios Mem. it. Ld Axial Shear - Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 12 5.4 11.9 1872.1 AISC DG-16/Thin plate 0.548 0.097 0.921 0.421 0.623 0.058 0.999 0.719 2 1 12 5.4 11.9 1872.1 AISC DG-16/I'hin plate 0.548 0.097 0.921 0.421 0.623 0.058 0.959 0.719 3 2 2 -6.8 0.3 1688.6 AISC DG-16/Thin plate 0.698 0.002 0.999 0.000 0.000 0.001 1.0 0.516 4 1 2 -6.8 0.3 1688.6 'AISC DG-16/Thin plate 0.698 0.002 0.999 0.00 0.000 0.001 1.00 0.516 5 2 13 5.5 11.9 1899.2 AISC DG-16/Thin plate 0.536 0.097 0.899 0.492 0.727 0.058 0.959 0.719 6 2 l3 5.5 1 1.9 1899.2 AISC DG-16/rhin late 0.536 0.097 0.899 0.492 0.727 0.058 0.933 0.719 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Maximum Shear Case ` Maximum Tension Case Strength Ratios Mem. No. it. Ld No. Cs Axial k Shear k Ld Cs Axial k Shear k Bolt Tension Bolt Shear Bolt V+T Plate Bendin Flange Yieldin Flange Bearin Flange Weld Web Weld 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 GFB2081 0.902 20 I 12/6/0 12/6/0 GFB2097 1.189 20 1 18/010 18/0/0 GFB3000 1.404 20 1 22/6/0 22/6/0 GFB3111 1.168 -20 2 1/4/13 35/7/5, GFB31 It 1.387 20 3 3/11/12' 21/l/0 GFB2112 0.853 13 3 8/11/12 16/l/0 GFB2117 0.998 13 3 23/11/12 1/1/0 GFB3016 1.035 12 4 1/0/4 1/1/0 ' GFB3016 1.058 12 4 16/0/4 16/l/0 GFB2117 1.041 12 4 21/0/4 21/1/0 GFB2112 0.898 12 5 10/6/10 35/7/5 GFB4007 1.367 19 6 7/6/0 • 7/6/0 GFB2081 0.990 19 6 12/6/0 12/6/0 GFB2097 1.316 19 6 18/0/0 18/0/0 GFB3000 1.569 19 6 22/6/0 22/610 GFB4007 1.316 19 T.. n1R P.0 R--.- 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 I Shear RI R2 Purlin Bearing Bearing 20/0/0 1-D 1 4.31 3.44 Stub - 1 80.28 3.44 5.95 2.51 60/0/0 1-B 4.31 3.44 Stub - 1 80.28 3.44 5.95 2.51 File: 15-020262-01 r Version: 2015.2 Butler.Manufacturing, a division of BlueScope Buildings North America; Inc. Bur�ER Date: I l/ 18/20.15 Butlor ManufmturliV#15-020262-01 Calculations Package Time: 04:41 PM .._...�......,..,r_.... Page: 60 of 79 Fromm nocian Momhor Cnmmory - Vnnfrnllina i nod f om 9nd Mov;mnm Vnmh:nnd Momh,r !T -N... opo fr..m T..:n► 1 voromat- TTcnd v ev:ol and Flcv..rol no.ian Mem. No. Controlling Cases Required Strength Available Strength StrengZth Ratios Ag in.2 Afn in.2 lxx in.4 Axial SxSy in3 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 0.5 k k in -k in -k k k. in -k in -k Flexure 119.66 1 27.16 32.0 2 9336.70 -26.9 0.99 -2014.5 0.0 133.2 3 2332.0. 137.9 0.97 60.0 l 27.16 32.00 45.57 38 10.13 6.7 15.29 0.34 6615.13 16.9 0.98 1.00 0.84 0.40 2 1.21 29.0 20 60. -6.3 3.38 -1874.5 0.0 217.3 10.13 3341.4 374.8 0.58 6615.12 2 1.21 29.0 0.84 2 5 16.3 442.56 16.9 16.9 18.9 3.38 1872.12 45.58 0.86 3 21.48 24.47 l 10000.4 -6.9 0.99 1677.3 0.0 148.1 6 2542.3 372.4 0.68 54.8 3 0.00 21.0 7.82 2 3.13 11.0 4.90 0:2 1956.29 11.1 0.92 1.00 1.0 0.99 4 3.43 24.47 2 114.0 -6.9 1.25 1681.8 0.0 148.1 2.0 2542.3 372.4 0.68 179.85 4 24.91 21.0 0.98 l 8 -10.9 400.0 66. 66. 11.1 • 1.25 103.35 5.21 0.98 5 11.97 30.0 19 179.85 -6.4 1.0 -1889.4 0.0 218.4 9 3466.3 374.9 0.56 114.0 5 11.97 30.0 .5.21 l 2.0 -16.2 3.18 0.06 179.85 18.2 1.0 1.11 0.98 0.89 6 27.07 32.0 1 -28.3 -1972.3 0.0 142.7 2477.6 161.7 0.90 6 27.07 32.0 38 -6.6 11.5 0.58 7 18.00 12.0 3 -0.4 -411.8 0.0 57.1 417.4 96.3 0.99 7 0.00 12.0 12 4.4 17.4 0.25 8 18.00 12.0 3 -0.5 461.7 0.0 72.9 542.6 96.3 0.85 8 0.00 12.0 12 4.7 17. 0.27 9 18.00 12.0 3 -0.4 411.8 0. 57.1 417.4 963 0.99 9 0.00 12.0 12 -4.4 17.4 1 1 0.25 voromat- TTcnd v ev:ol and Flcv..rol no.ian Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 lxx in.4 lyy in.4 SxSy in3 in:3 Zx in3 Zy in3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa l 27.16 325.90 .55.8 55.8 9.01 1.56 1267.06 6.53 79.19 2.61 95.66 4.18 0.17 1638.6 1.07 0.95 1. 1.00 0.5 2 1.21 442.46 273 273 12.05 338.1735.1 45.58 119.66 10.13 134.02 15.44 0.38 9336.70 1.00 0.99 1.00 0.84 0.69 3 21.48 442.46 180. 60.0 9.94 3.38 1129.63 45.57 92.32 10.13 100.25 15.29 0.34 6615.13 1.09 0.98 1.00 0.84 0.78 4 3.43 442.56 180.0 60. 9.94 3.38 1129.62 45.57 92.32 10.13 100.25 15.29 0.34 6615.12 1.08 0.98 1.00 0.84 0.78 5 11.97 442.56 16.9 16.9 12.23 3.38 1872.12 45.58 124.81 10.13 140.09 15.44 0.38 10000.4 1.04 0.99 1.0 0.84 0.68 6 27.07 324.90 54. 54.8 8.89 1.88 1355.77 7.82 84.7 3.13 99.43 4.90 0:2 1956.29 1.06 0.92 1.00 1.0 0.57 7 18.00 380.0 114. 114.0 4.05 1.25 103.35 5.21 17.22 2.0 19.13 3.18 0.06 179.85 1.00 1.00 1.11 0.98 0.87 8 18.00 400.0 66. 66. . 4.05 • 1.25 103.35 5.21 17.22 2.0 19.13 3.18 0.06 179.85 1.00 1.0 1.11 0.98 0.8 9 18.00 380.00 114. 114.0 4.05 1.25 103.35 .5.21 17.22 2.0 19.13 3.18 0.06 179.85 1.00 1.0 1.11 0.98 0.87 { File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 9 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 9 surcER. Date: H/18/2015 / 18/2015 #15-020262-01 Calculations Package Time: 04:41 PM Page: 61 of 79 User Defined Frame Point Loads for Cross Section: l Side Units Type Description Mag I LocI Offset H or V Supp. Dir. Coef. Loc. 2 p D Dead (Reaction) from expandable Lean -To -232.75 38/3/12 NA NA N DOWN 1.000 OF 2 p CG Collateral (Reaction) from expandable Lean -To -465.50 38/3/12 NA NA N DOWN 1.000 OF 2 p L Live (Reaction) from expandable Lean -To -3062.50 38/3/12 NA NA N DOWN 1.000 OF 2 p E> Seismic (Reaction) from expandable Lean -To 404.25 38/3/12 NA NA N RIGHT 1.000 OF 2 p <E Seismic (Reaction) from expandable Lean -To 404.25 38/3/12 NA NA N LEFT 1.000 OF 2 p WI> Wind (Reaction) from expandable Lean -To 3920.00 38/3/12 NA NA N UP 1.000 OF 2 p <W 1 Wind (Reaction) from expandable Lean -To 3920.00 38/3/12 NA NA N UP 1.000 OF 2 p W2> Wind (Reaction) from expandable Lean -To 3920.00 38/3/12 NA NA N UP 1.000 OF 2 p <W2 Wind (Reaction) from expandable Lean -To 3920.00 38/3/12 NA NA N UP 1.000 OF 2 p WP Wind (Reaction) from expandable Lean -To 3920.00 38/3/12 NA NA N UP 1.000 OF 2 p D Dead (Reaction) from Lean to ->Resolved From -232.75 38/3/11 NA NA N DOWN 1.000 OF Plane 2 p CG Collateral load (Reaction) from Lean to ->Resolved 465.50 38/3/11 NA NA N DOWN 1.000 OF From Plane 2 p L> Live (Reaction) from Lean to ->Resolved From Plane -3062.50 38/3/11 NA NA N DOWN 1.000 OF 2 p <L Live (Reaction) from Lean to ->Resolved From Plane -3062.50 38/3/11 NA NA N DOWN 1.000 OF 2 p L Live (Reaction) from Lean to ->Resolved From Plane -3062.50 38/3/11 NA NA N DOWN 1.000 OF 2 p E> Seismic (Reaction) from Lean to ->Resolved From 404.25 38/3/11 NA NA N RIGHT 1.000 OF Plane 2 p <E Seismic (Reaction) from Lean to ->Resolved From 404.25 38/3/11 NA NA N LEFT 1.000 OF Plane 2 p W 1> Live (Reaction) from Lean to ->Resolved From Plane 3920.00 38/3/11 NA NA N UP 1.000 OF 2 p <W1 Live (Reaction) from Lean to ->Resolved From Plane 3920.00 38/3/11 NA NA N UP 1.000 OF 2 p W2> Live (Reaction) from Lean to ->Resolved From Plane 3920.00 38/3/11 NA NA N UP 1.000 OF 2 p <W2 Live (Reaction) from Lean to ->Resolved From Plane 3920.00 38/3/11 NA NA N UP 1.000 OF 2 p WP Live (Reaction) from Lean to ->Resolved From Plane 3920.00 38/3/11 NA NA N UP 1.000 OF 3 p D Dead (Reaction) from expandable Lean -To -306.25 38/3/12 NA NA N DOWN 1.000 OF 3 p CG Collateral (Reaction) from expandable Lean -To -551.25 38/3/12 NA NA N DOWN 1.000 OF 3 p L Live (Reaction) from expandable Lean -To -3675.00 38/3/12 NA NA N DOWN 1.000 OF 3 p E> Seismic (Reaction) from expandable Lean -To 612.50 38/3/12 NA NA N RIGHT 1.000 OF 3 p <E Seismic (Reaction) from expandable Lean -To -612.50 38/3/12 NA NA N LEFT 1.000 OF 3 p WI> Wind (Reaction) from expandable Lean -To 4667.25 38/3/12 NA NA N UP 1.000 OF 3 p <W 1 Wind (Reaction) from expandable Lean -To 4667.25 38/3/12 NA NA N UP 1.000 OF 3 p W2> Wind (Reaction) from expandable Lean -To 4667.25 38/3/12 NA NA N UP 1.000 OF 3 p <W2 Wind (Reaction) from expandable Lean -To 4667.25 38/3/12 NA NA N UP 1.000 OF 3 p WP Wind (Reaction) from expandable Lean -To 4667.25 38/3/12 NA NA N UP 1.000 OF 3 p D Dead (Reaction) from Lean to ->Resolved From -306.25 38/3/11 NA NA N DOWN 1.000 OF Plane 3 p CG Collateral Load (Reaction) from Lean to ->Resolved -551.25 38/3/11 NA NA N DOWN 1.000 OF From Plane 3 p L> Live (Reaction) from Lean to ->Resolved From Plane -3675.00 38/3/11 NA NA N DOWN 1.000 OF 3 p <L Live (Reaction) from Lean to ->Resolved From Plane -3675.00 38/3/11 NA NA N DOWN 1.000 OF 3 p L Live (Reaction) from Lean to ->Resolved From Plane -3675.00 38/3/11 NA NA N DOWN 1.000 OF 3 p E> Seismic (Reaction) from Lean to ->Resolved From 612.50 38/3/11 NA NA N RIGHT 1.000 OF Plane 3 p <E Seismic (Reaction) from Lean to ->Resolved From -612.50 38/3/11 NA NA N LEFT 1.000 OF Plane 3 p WI> Wind (Reaction) from Lean to ->Resolved From 4667.25 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W 1 Wind (Reaction) from Lean to ->Resolved From 4667.25 38/3/11 NA NA N UP 1.000 OF Plane 3 p W2> Wind (Reaction) from Lean to ->Resolved From 4667.25 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W2 Wind (Reaction) from Lean to ->Resolved From 4667.25 38/3/11 NA NA N UP 1.000 OF Plane 3 p WP Wind (Reaction) from Lean to ->Resolved From 4667.25 38/3/11 NA NA N UP 1.000 OF lane File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �sur�ER Date: 11/ 1.8/2015 ------------ Butler Manufacturing #15-020262-01 Calculations Package Time: O4:41 PM Page: 62 of 79 nono..�:n., i nod !-nm6:noHnnc _ F�om:nn No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 LO L 2 System 1.000 60 180 0.42 W1> W1> 3 System 1.000 60 180 0.42 <W l <W I 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WP WP 7 System 1.000 60 0 1.0 E> + 1.0 EG- - E> + EG - 8 System 1.000 60 0 1.0 <E + 1.0 EG- <E + EG- r`nnf�nll:na ip—nn. n.fi ann Rof:ne rn !mime Rn,Hnn- 1 Description Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/127) 2.654 Max. Vertical Deflection for S an t ( U371) -2.449 1 4 2 2 W I> 1 l L ' Negative horizontal deflection is left , * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial, base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 1.938 (k/in) Fundamental Period (calculated) (T): 1.306 (sec.) t• File: 15-020262-01 Version: 2015.2 , Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BurcER. " Date: 11/18/2015 #15 ns CalculatioPackage Time: 04:41 PM Butter Manuf"rine' ns . . Page: 63 of 79 Wall: 4, Frame at: 25/0/0 Frame Cross Section: 2 I n�rvir_ 17r_v 1 ivry n r r rintva_ c Dimension Key 1 81/2" 2 4'-6 3 2'-6" 4 1'-1,. 5 2 @ 4'•6 3/8" 6 33'-4" Ridge Ht., Frame Clearances Horiz. Clearance between members I(CX009) and 6(CXO10): 73'-5 3/4" Vert. Clearance at member I(CX009): 26'-6 11/16" Vert. Clearance at member 6(CX010): 26-8 1/8" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) Filer 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aurcEa Date: 11/ 18/2015 Butler Manufacturing #15-020262-01 Calculations Package Time: 04:41 PM Page: 64 of 79 Parameters: I 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 1.0D+I.0CG+0.6W1> D+CG+WI> 4 System 1.000 I.0D+I.0CG+0.6<WI D+CG+<W1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> ` 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 8 System 1.000 0.6 MW MW -Wall: 1 9 System 1.000 0.6 MW MW - Wall: 2 l0 System 1.000 0.6 MW MW - Wall: 3 11 System 1.000 0.6 MW MW - Wall: 4 12 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 13 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<WI 14 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 16 System 1.000 0.6D+0.6CU+0.6WP D+CU+WP 17 System 1.000 1.0D+I.0CG+0.75L+0.45WI> D+CIS +L+WI> 18 System L000 I.0D+I.0CG+0.75L+0.45<WI D+CG+L+<WI 19 System 1.000 1.0 D + LO CG + 0.75 L + 0.45 W2> D + CG + L + W2> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP D + CG + L + WP 22 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 23 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 24 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 25 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 26 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 27 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 28 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 29 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 30 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 31 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 32 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 33 OMFConnection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 34 System Derived 1.000 1.0D+1.0CG+0.6WP+0.6W131> D+CG+WP+WBI> 35 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6WBI> D+CU+WP+WB1> 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 WB 1> D + CG + L + WP + WB I> 37 System Derived 1.000 1.0D+1.0CG+0.6WP+0.6<WBI D+CG+WP+<WB1 38 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6<WB1 D+CU+WP+<WB1 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 <W B l D + CG + L + WP + <W B 1 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 W132> D + CG + WP + W B2> 41 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6WB2> D+CU+WP+WB2> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 WB2> D + CG + L + WP + WB2> 43 System Derived 1.000 1.0 D + LO CG + 0.6 WP + 0.6 <WB2 D + CG + WP + <WB2 44 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6<WB2 D+CU+WP+<WB2 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 <W132 D + CG + L + WP + <W132 46 System Derived 1.000 0.6 MWB MWB - Wall: 1 47 System Derived 1.000 0.6 MWB MWB - Wall: 2 48 System Derived 1.000 0.6 MWB MWB - Wall: 3 49 System Derived 1.000 0.6 MWB MWB - Wall: 4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 51 System Derived 1.000 1.0 D + LO CG + 0.91 E> + 0.7 EG++ 0.273 EB> D + CG + E> + EG++ EB> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 55 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 58 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 59 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 60 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: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Bur�ER. autior Manufacturing Flg Width in. #15-020262-01 Calculations Package Date: I I/ 18/2015 . Time: 04:41 PM Page: 65 of 79 Depth in. 61 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB Splice Jt.I 62 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 0.1644 63 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 55.00 64 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 0.2500 65 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 55.00 66 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 5.00 67 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 562.0 68 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 4 69 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - Frame Member Sizes 562.0 55.00 55.00 Mem. No. Flg Width in. Flg Thk in. Web Thk in.) Depth in. Depth2 in. Length ft Weight O Flg Fy ksi) Web Fy (ksi) Splice Jt.I Codes Jt.2 Shape 1 5.00 0.3750 0.1644 12.00 30.00 29.35 750.1 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1875 33.00 22.00 14.43 328.0 55.00 55.00 KN SS 3P 3 5.00 0.3125 0.1345 22.00 27.00 25.00 562.0 55.00 55.00 SS SP 3P 4 5.00 0.3125 0.1345 27.00 22.00 25.00 562.0 55.00 55.00 SP SS 3P 5 5.00 0.2500 0.1875 22.00 34.00 14.43 352.7 55.00 55.00 SS KN 3P 6 5.00 0.3125 0.1875 12.00 31.00 29.35 768.7 55.00 55.00 BP KN 3P Total Frame Weight = 3323.4 (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 0/0/0 0/0/0 6 80/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Tyne at Frame Cross Section: 2 Type Exterior Column Exterior Column X -Loc 0/0/0 80/0/0 Gridl -Grid2 2-E 2-A Base Plate W x L (in.) 9 X 13 9 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-1.250 4- 1.250 Column Base Elev. 100'-0" 1001-0" Load Type Desc. Hx I Hz I Vy Hx I Hz V D Frm 1.13 4.03 -1.13 4.17 CG Frm 1.17 3.91 -1.17 4.08 L> Frm 4.75 18.08 -4.75 19.29 <L Frm 4.75 18.08 -4.75 19.29 WI> Frm -17.63 -33.84 -2.86 -23.21 <W 1 Frm 2.84 -21.74 17.65 -35.31 W2> Ftm -17.35 -24.62 -3.14 -13.99 <W2 Frm 3.12 -12.52 17.37 -26.09 WP Frm -1.44 -29.33 1.44 -30.80 MW Frm - - - - MW Frm 3.44 2.53 9.10 -2.53 MW Frm - - - - MW Frm -9.09 -2.54 -3.45 2.54 CU Frm - - - - L Frm 4.75 18.08 4.75 19.29 E> Frm -2.60 -1.96 -2.62 1.96 EG+ Frm 0.31 0.95 -0.31 0.98 <E Frm 2.60 1.96 2.62 -1.96 EG- Fnn -0.31 -0.95 0.31 -0.98 WB1> Brc -0.11 10.03 0.11 10.03 <WBI Brc 0.23 9.91 -12.18 -0.23 9.91 -12.09 WB2> Brc -0.19 - 17.25 0.19 - 17.25 <WB2 Brc 0.09 4.01 4.93 -0.09 4.01 4.90 MWB Brc -0.14 - 12.41 0.14 - 12.41 MWB Brc - MWB Brc MWB Brc EB> Brc -0.16 - 13.96 0.16 - 15.29 <EB Brc 0.28 10.93 -14.20 -0.28 11.92 -15.04 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Bur�Et r. Date: l I/ 18/2015 Butler Manufacturing #15-020262-01 Calculations Package Time: 04:41 PILI Page: 66 of 79 Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction k) k) Vertical Load Reaction k) k) D , 0.0 0.0 8.3 8.2 CG 0.0 0.0 8.0 8.0 L> 0.0 0.0 37.4 37.4 <L 0.0 0.0 37.4 37.4 WI> 20.6 20.5 57.0 57.0 <W l 20.4 20.5 57.0 57.0 W2> * 20.6 20.5 38.5 38.6 <W2 20.4 20.5 38.5 38.6 WP 0.1 0.0 60.1 60.1 MW 0.0 0.0 0.0 0.0 MW 12.5 12.5 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW' 12.5 12.5 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 37.4 37.4 E> 5.2 5.2 0.0 0.0 EG+ 0.0 0.0 1.9 1.9 <E 5.2 5.2 0.0 0.0 EG- 0.0 0.0 1.9 1.9 WBI> 0.0 0.0 0.0 20.1 <WB1 0.0 0.0 0.0 24.3 WB2> 0.0 0.0 0.0 34.5 <WB2 0.0 0.0' 0.0 9.8 MWB 0.0 0.0 0.0 24.8 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 29.2 <EB 0.0 0.0 0.0 29.2 Maximum Combined Reactions Summary with Factored Loads - Framing Nnte• All renrtinne are hnced nn I ct nrder ctnirtural nnnlucic i X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift. Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) , Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 1.250 5.0 k Std k OS -0.1875 k 2-A k 0.375 k 13 k) 4 (in -k) 5.0 (in -k Std 0/0/0 2-E 9.90 12 7.27 20 0.230 69 19.12 68 23.10 69 ' 33.03 58 0.838 69 0.796 58 80/0/0 2-A 1 7.28 19 9.91 13 20.86 68 24.50 69 35.70 58 Base Plate Summary i r Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter r.noe k nitrh ctnndnrdc are hncM nn Af9-'t I R An-liv r) rriterin fnr "rnct-in-nlnre" nnrhnr rMe /Min cnnre - d*rlrrui\ - X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load k No. in. in. in. Case k Rods in. in. in. T Flange Web 0/0/0 2-E l 0.375 9 13 No 4 1.250 5.0 5.0 Std OS -0.2500 OS -0.1875 80/0/0 2-A 6 0.375 9 13 No 4 1.250 - 5.0 5.0 Std OS -0.2500 OS -0.1875 Pinnorl RACP Pinto C-ortinn i.- ina 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 k k Case k) k Case k k Case k k k Case 01010 9.96 17.64 12 0.96 -23.09 69 2.29 33.10 58 19.12 -23.09 0.96 69 80/0/0 9.99 -18.44 13 0.96 -24.50 69 2.15 35.63 58 20.86, -24.50 0.96 69 RACP Pinto r .-tinn Q#-nOth Ratinc X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case Bending Case I Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.299 69 0.216 69 - 0 0 0.256 58 0.788 69 0.740 58 0.750 69 0.478 69 80/0/0 0.326 69 0.230 69 0.236 69 0 0.276 58 0.838 69 0.796 58 0.818 69 0.501 69 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aur�Eit. Date: 11/18/2015 Butlo�Manufaaturlip #15-020262-01 Calculations Package. Time: 04:41 PM Page: 67 of 79 Mem. No. Stiff. No. Desc. Loc. ft Web Depth in.) h/t a/h a in. Thick. in.) Width in.) Side Welding Description 1 l SII Bearing Alternate Web Thick: 0.2500 0.1875 2.000 Both W -OS -0.1250 1 2 S9 26.56 29.456 179.17 N/A N/A 0.3125 3.000 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1875 3 1 SI 0.04 21.375 158.92 2.50 53.44 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 1 6.00 38.75 10.750 1 A325N/PT 3.00 42 Ext/Gusset 3.50/2.00 32 Extended Fillet 0.000 3 2 Sl 4.50 22.272 165.59 2.50 55.68 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 42 Ext/Gusset 3.50/2.00 32 Extended 3.50/2.00 0.516 Gusset Out 2.875 x 0.2500 x 5.00 SP -BS -0.1875, l 12 5.5 Fillet 785.0 4 l S1 22.76 21.818 162.21 2.50 54.54 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875. 23.34 31 Extended 3.25 4 1 SP 0.500 6.00 30.34 Fillet 1 5 1 Si 2.25 23.740 126.62 2.50 59.35 0.1875 2.000 Opposite F -OS -0. I 875,W -OS -0. 1875 37.25 0.750 A325NIPT 3.00 Extended 3.25 12 Flush 2.00 Fillet KN(Face) 6 I Sll 0.750 Alternate Web Thick: 0.2500 0.2500 2.000 Both W -OS -0.1250 (SIO) 6 2 S9 26.48 29.989 159.94 N/A N/A 0.3125 2.500 Both SP-BS-0.2500,W-BS-0.I250,F-OS-0.1875 tsonea Ena-mate connections tiriate r = 3a.uo Kst Mem. it. Ld Axial Shear Moment Bolt Bolt Plate End -Plate Dimensions Bolt Bearing Outside Flange Web Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches lst/2nd No. No. in. in. in. in. 10. in. ID I Desc. in. ID I Desc. in. l 2 KN(Face) 0.500 1 6.00 38.75 10.750 1 A325N/PT 3.00 42 Ext/Gusset 3.50/2.00 32 Extended 3.50/2.00 0.000 Gusset Out 2.875 x 0.2500 x 5.00 SP -BS -0.1875, 0.799 0.719 3 2 12 5.5 2 1 KN(Face) 1 0.500 1 6.00 1 38.75 10.750 1 A325N/PT 3.00 42 Ext/Gusset 3.50/2.00 32 Extended 3.50/2.00 0.516 Gusset Out 2.875 x 0.2500 x 5.00 SP -BS -0.1875, l 12 5.5 0. 785.0 AISC DG- 16/rhin plate 3 2 SP 0.500 6.00 30.34 0.750 A325N/PT 3.00t3l 2 Flush 23.34 31 Extended 3.25 4 1 SP 0.500 6.00 30.34 0.750 A325N/PT 3.00IL 2 Flush 23.34 31 Extended 3.25 5 2 KN(Face) 0.625 6.00 37.25 0.750 A325NIPT 3.00 Extended 3.25 12 Flush 2.00 6 2 KN(Face) 0.625 6.00 37.25 0.750 A325N/PT 3.00 Extended 3.25 12 Flush 2.00 Outside Flange Required Strength Design StrengZth Ratios * Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Bendin YieldingRupture Ru ture TearingWeld Weld Weld l 2 31 -5.7 10. 2698.0 AISC DG- 16/rhin plate 0.828 0.102 0.893 0.00 0.000 0.064 0.959 0.719 2 1 31 -5.7 10. 2698.0 AISC DG-16/rhin plate 0.828 0.102 0.893 0.000 0.000 '0.06 0.799 0.719 3 2 12 5.5 0. 785.0 AISC DG-16/Thin plate 0.973 0.008 0.970 0.000 0.000 0.007 0.799 0.516 4 l 12 5.5 0. 785.0 AISC DG- 16/rhin plate 0.973 0.008 0.97 0.00 0.000 0.007 0.799 0.516 5 2 30 -4.7 10.1 2719.2 AISC DG-16/rhick plate 0.978 0.137 0.98 0.337 0.499 0.079 0.799 0.719 6 2 30 -4.7 10.1 2719.2 AISC DG-16/Thick late 0.978 0.137 0.9 . 0.337 0.499 0.079 0.799 0.719 Inside Flan a Required Strength Design Strength Ratios Mem. it. Ld Axial Shear Moment Bolt Bolt Plate I Shear Shear I Bearing Flange Web No. No. Cs k k) in -k) Proc. Tension Shear BendingMelding Ru ture Tearin Weld Weld I 2 12 5.9 12. 1978.3 AISC DG-16/Thin plate 0.659 0.12 0.963 0.468 0.692 0.077 0.887 0.719 2 l 12 5.9 12.0 1978.3 AISC DG- 16/rhin plate 0.659 0.122 0.963 0.468 0.692 0.077 0.799 0.719 3 2 l -7.1 0.4 1467.8 AISC DG-16/rhin plate 0.722 0.005 0.895 0.377 0.558 0.0 0.89 0.516 4 l 1 -7.1 0. 1467.8 AISC DG-16/Thin plate 0.722 0.005 0.895 0.377 0.558 0.0 0.89 0.516 5 213 5.9 11.9 1959.7 AISC DG-16/rhinplate 0.908 0.162 0.951 0.00 0.000 0.093 0.799 0.719 6 2 13 5.9 11.9 1959.7 AISC DG- 16/rhin late 0.908 0.162 0.951 0.00 0.000 0.093 0.7991 0.719 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �urcER. Date: 11/18/2015 Butler Manufacturing #15-020262-01 Calculations Package Time: 04:41 PM Page: 68 of 79 Flanaa Rroro Cnmmary 1 Member From Member Joint I From Side Point l Part Axial Load per 1713 k Load Case Design Note I 7/6/0 7/6/0 GFB2081' 1.016 20 , Mom -y 1 12/6/0 12/6/0. GFB2097 1.365 20 Mem. 1 I8/0/0 18/0/0 GFB3000 1.726 r 2 Mrx 1 22/6/0 22/6/0 (2)GFB3021 0.962 2 Shear 2 im 35/7/5 (2)GFB4007 0.467 20 k ,2 6/1/8 31/1/0 GF83021 0.952 20 Flexure 3 3/11/12 21/1!0 GFB2097 0.617 13 -26.3 3 13/11/12 II/l/0 GFB3000 • 0.804 13 161.2 3 23/11/12 1/1/0 GFB3021 0.763 13 41 4 1/0/4 1/1/0 GFB3021 0.766 12 4 4 11/0/4 Il/1/0 GFB3000 0.810 12 2 4 21/0/4 21/1/0 GFB2097 0.625 12 1.01 5 6/0/4 31/1/0 GFB3021 0.934 19 33.00 5' 10/6/10 35!7/5 (2)GFB4027 0.452 19 2.09 6 7/6/0 7/6/0 GFB2081 0.924 19 18.98 6 12/6/0 12/6/0 GFB2097 1.224 19 0.0 6 18/0/0 18/0/0. GFB3000 1.448 19 , 3 6 22/6/0 22/6/0 (2)GFB3021 0.836 1 0.55 Frama Thelon Momhar Cnmmary - Vnnfrnllina, T nail (`aca and Mavim- (`nmhinad Ctraeene - Mamhar (T n-annc ara f -m Tnint 1 1 Paramatarc IT -1 fnr A-Aal and FI --i Tiacian Mem. No. Controlling Cases Re uired Strength Available Strength Stren Ratios Af i in.2 Ixx in.4 Iyy in.4 Axial Sy in.3 Axial Shear Mom -x Mom -y Axial. Shear Mom -x Mom -y Axial 1 Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. It in. Flexure 1.11 k k in -k in -k k k in -k in -k Flexure 3.41 I 26.81 30.0 2 1.0 -26.3 0.47 -2095.3 0.0 144.5 60.0 2346.9 161.2 0.98 6.52 1 26.81 30.00 4.02 41 1060.16 8.1 , 0.9 LO 1.0 12.3 4 5.93 443.87 120. 0.66 2 •1.11 33.0 2 53.27 -8.6 61.21 -1979.0 0.0 119.4 1.01 2115.1 100.3 0.97 0.68 2 1.11 33.00 120.1 2 1.25 15.7 _ 5.22 57.55 2.09 16.2 3.37 0.11 1004.58 0.97 3 18.98 25.8 1 6 -7.2 320.79 50.7 1413.5 0.0 66.5 1173.64 1482.7 132.7 1.01 91.20 3 3.98 22.80 1.06 2 1.00 8.9 0.55 r 8.9 1.00 4 5.93 25.8 2 -7.2 1417.8 0. , 66.5 1481.9 132.7 1.01 4 20.93 22.8 1 -8.8 8.9 0.99 5 6.03 27.99 19 -6.2 -1166.5 0.0 54.6 1342.1. 99.1 0.93 5 12.08 34.0 l -15.6 .15.7 0.99 6 26.73 31.0 1 -27.8 -2055.0 0.0 136.3 2293.3 137.7 1.00 6 26.73 31.0 41 -8.0 17.5 0.46 Paramatarc IT -1 fnr A-Aal and FI --i Tiacian Mem. No. Loc. It Lx Ly/Lt in. in. Lb in. Ag in.2 Af i in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 . J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 26.81 321.69 51. 51.6. 8.56 1.88 1165.68 7.8 77.71 3.13 90:71 4.89 0.2 1716.52 1.06 0.94 1.00 1.0 0.59 2 1.11 444.77 28. 28.2 8.59 1.25 1206.74 5.23 73.14 2.09 90.45 3.41 0.1 1401.35 1.00 0.93 1.0 0.94 0.47 3 . 18.98 444.77 120. 60.0 6.51 1.56 687.86 6.52 53.27 2.61 61.21 4.02 0.1 1060.16 1.01 , 0.9 LO 1.0 0.68 4 5.93 443.87 120. 60. 6.51 1.56 687.86 6.52 53.27 2.61 61.21 4.02 0.1 '1060.16 1.01 0.9 1. 1.0 0.68 5 6.03 443.87 120.1 120.1 • 7.65 1.25 805.28 _ 5.22 57.55 2.09 70.08 3.37 0.11 1004.58 1.56 1. 1.0 0.9 0.5) 6 26.73 320.79 50.7 50.7 8.82 1.56 1173.64 6.53 75.72 2.61 91.20 4.17 0.17 1536.68 1.06 0.95 1.00 1.00 0.55 File: 15-020262-01 Version: 2015.2 _ Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i. aur�ER. Date: I 1/ 1.8/2015 Butler Manufaeturlreg #15-020262-01 Calculations Package Time: 04:41 PM Page: 69 of 79 User Defined Frame Point Loads for Cross Section: 2 Side . Units Type Description Ma 1 LocI Offset H or V Supp. Dir. Coef. Loc. 2 p D Dead (Reaction) from Lean to ->Resolved From 470.25 38/3/11 NA NA N DOWN 1.000 OF Plane 2 p CG Collateral load (Reaction) from Lean to ->Resolved -940.50 38/3/11 NA NA N DOWN 1.000 OF From Plane 2 p L> Live (Reaction) from Lean to ->Resolved From Plane -6187.50 38/3/11 NA NA N DOWN 1.000 OF 2 p <L Live (Reaction) from Lean to ->Resolved From Plane -6187.50 38/3/11 NA NA N DOWN .1.000 OF 2 p L Live (Reaction) from Lean to ->Resolved From Plane -6187.50 38/3/11 NA NA N DOWN 1.000 OF 2 p E> Seismic (Reaction) from Lean to ->Resolved From 816.75 38/3/11 NA NA N RIGHT 1.000 OF Plane 2 p <E Seismic (Reaction) from Lean to ->Resolved From -816.75 38/3/11 NA NA N LEFT 1.000 OF Plane 2 p WI> Live (Reaction) from Lean to ->Resolved From Plane 5360.00 38/3/11 NA NA N UP 1.000 OF 2 p <W I Live (Reaction) from Lean to ->Resolved From Plane 5360.00 38/3/11 NA NA N UP 1.000 OF 2 p W2> Live (Reaction) from Lean to ->Resolved From Plane 5360.00 38/3/11 NA NA N UP 1.000 OF 2 p <W2 Live (Reaction) from Lean to ->Resolved From Plane 5360.00 38/3/11 NA NA N UP 1.000 OF 2 p WP Live (Reaction) from Lean to ->Resolved From Plane 5360.00 38/3111 NA NA N UP 1.000 OF 2 p WI> Live (Reaction) from Lean to ->Resolved From Plane 2560.00 38/3/11 NA NA N UP 1.000 OF 2 p <W1 Live (Reaction) from Lean to ->Resolved From Plane 2560.00 38/3/11 NA NA N UP 1.000 OF 2 p W2> ive (Reaction) from Lean to ->Resolved From Plane 2560.00 38/3/11 NA NA N - UP 1.000 OF 2 p <W2 ive (Reaction) from Lean to ->Resolved From Plane 2560.00 38/3/11 NA NA N UP 1.000 OF 2 p WP ive (Reaction) from Lean to ->Resolved From Plane 2560.00 38/3/11 NA NA N UP 1.000 OF 3 p D Dead (Reaction) from Lean to ->Resolved From -618.75 38/3/11 NA NA N DOWN 1.000 OF Plane I 3 p CG Collateral Load (Reaction) from Lean to ->Resolved -1113.75 38/3/11 NA NA N DOWN 1.000 OF From Plane 3 p L> Live (Reaction) from Lean to ->Resolved From Plane -7425.00 38/3/11 NA NA N DOWN 1.000 OF 3 p <L Live (Reaction) from Lean to ->Resolved From Plane -7425.00 38/3/11 NA NA N DOWN 1.000. OF 3 p L Live (Reaction) from Lean to ->Resolved From Plane -7425.00 38/3/11 NA NA N DOWN 1:000 OF 3 p E> Seismic (Reaction) from Lean to ->Resolved From 1237.50 38/3/11 NA NA N RIGHT 1.000 OF Plane 3 p <E Seismic (Reaction) from Lean to ->Resolved From -1237.50 38/3/11 NA NA N LEFT 1.000 OF Plane 3 p WI> Wind (Reaction) from Lean to ->Resolved From 6381.75 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W I Wind (Reaction) from Lean to ->Resolved From 6381.75 38/3/11 NA NA N UP 1.000 OF Plane 3 p W2> Wind (Reaction) from Lean to ->Resolved From 6381.75 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W2 Wind (Reaction) from Lean to ->Resolved From 6381.75 38/3/11 NA NA N UP 1.000 OF Plane 3 p WP Wind (Reaction) from Lean to ->Resolved From 6381.75 38/3/11 NA NA N UP 1.000 OF Plane 3 p WI> Wind (Reaction) from Lean to ->Resolved From 3048.00 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W 1 Wind (Reaction) from Lean to ->Resolved From ' 3048.00 38/3/11 NA NA N UP 1.000 OF Plane 3 p W2> Wind (Reaction) from Lean to ->Resolved From 3048.00 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W2 Wind (Reaction) from Lean to ->Resolved From 3048.00 38/3/11 NA NA N UP 1.000 OF Plane 3 p WP Wind (Reaction) from Lean to ->Resolved From 3048.00 38/3/11 NA NA N UP 1.000 OF Plane File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, -Inc. surcEFr. Date: L L/ 18/2015 But11—IM � IM=Manufantur�-- #15-020262-01 Calculations. Package Time: 04:41 PM �Page: 70 of 79 nl flnrtinn r.nad 1rnmhinatinnc - F—i.. No. Origin Factor Def H Def V Application Description 1 System 1.000 0 180 1.0 L ' L 2 System 1.000 60 180 0.42 W l> Wl> 3 System 1.000 60 180 0.42 <W 1 <W1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WP WP 7 System 1.000 60 0 1.0 E> + 1.0 EG- E> + EG - 8 System 1.000 60 0 1.0 <E + 1.0 EG- <E + EG -V-- nnfl—tin. Racine Fnr (`rncc RnnNnn• 9 Descri tion Ratio Deflection in. Member Joint Load Case Load Case Descri tion Max. Horizontal Deflection Max. Vertical Deflection for Span 1 ( H/97) 0282) 3.466 -3.232 1 4 2 7 E> + EG - 1 l L * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as ioof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 1.509 (k/in) Fundamental Period (calculated) (T): 1.516 (sec.) File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. t • File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. 0 Date: I I./ 18/2015 Bf./TLER Babe, Manu6turrng #15-020262-01 Calculations. Package .Time: 04:41 PM 4 Page: 71 of -79 Wall: 4, Frame at: 50/0/0 Frame Cross Section: 3 M � � �run� v� wvv vw � w�• n � � � �rvv�� �i�v�ty� v Dimension Key 1 81/2" 2 4,-6„ 3'2'-6" 4 l'-1" 5 2 @ 4'-6 3/8" 6 33'-4" Ridge Ht. Frame Clearances Horiz. Clearance between members 1(CX0l 1) and 6(CX012): 73'-4 3/4" Vert. Clearance at member 1(CXOI 1): 26-5 7/8" Vert. Clearance atmember 6(CX012): 26'-8 1/8" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BurcER Date: 11/ 18/2015 Butler Manufacturing #15-020262-01 Calculations Package Time: 04:41 PM Trib. 50/0/0 1 37/6/0 IN5 Clear Page: 72 of 79 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W I> D + CG + W I> 4 System 1.000 I.0D+I.0CG+0.6<Wl D+CG+<Wl 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WP D + CG + WP 8 System 1.000 0.6 MW MW -Wall: 1 9 System 1.000 0.6 MW MW - Wall: 2 l0 System 1.000 0.6 MW MW - Wall: 3 11 System 1.000 0.6 MWMW - Wall: 4 12 System 1.000 0.6D+0.6CU\+0.6W1> D+CU+WI> 13 System 1.000 0.6 D + 0.6 CU + 0.6 <Wl D+CU+<Wl 14 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 15 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 16 System 1.000 0.6 D + 0.6 CU + 0.6 WP D+CU+WP 17 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+W1> 18 System 1.000 1.0D+I.0CG+0.75L+0.45<Wl D+CG+L+<W1 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 20 System 1.000 1.0 D + LO CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 21 System 1.000 1.0 D + LO CG + 0.75 L + 0.45 WP D + CG + L + WP 22 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 23 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 24 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 25 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 26 Special 1.000 1.0 D + LO CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 27 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 28 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 29 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 30 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 31 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 32 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 33 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 34 System Derived 1.000 1.0D+I.0CG+0.6WP+0.6WBI> D+CG+WP+WBI> 35 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6WB1> D+CU+WP+WBI> 36 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WP+0.45WB1> D+CG+L+WP+WB1> 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB 1 D + CG + WP + <WB 1 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WP + 0.6 <WB I D+CU+WP+<WB1 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 <WB 1 D + CG + L + WP + <W B 1 40 System Derived 1.000 1.0 D + Lo CG + 0.6 WP + 0.6 WB2> D + CG + WP + WB2> 41 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6WB2> D+CU+WP+WB2> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WP + 0.45 WB2> D + CG + L + WP + WB2> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WP + 0.6 <WB2 D + CG + WP + <WB2 44 System Derived 1.000 0.6D+0.6CU+0.6WP+0.6<W132 D+CU+WP+<WB2 45 System Derived 1.000 1.0 D + LO CG + 0.75 L + 0.45 WP + 0.45 <W132 D + CG + L + WP + <W B2 46 System Derived 1.000 0.6 MWB MWB -Wall: 1 47 System Derived 1.000 0.6 MWB MWB - Wall: 2 48 System Derived 1.000 0.6 MWB MWB - Wall: 3 49 System Derived 1.000 0.6 MWB MWB - Wall: 4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 51 System Derived 1.000 LO D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 54 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 55 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 56 System Derived 1.000 0.6'D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 57 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 58 Special 1.000 1.0 D + LO CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 59 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 60 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: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. �ur�ER. Date: I 1/ 18/20.15 ------------ #15-020262-01 Calculations Package Time: O4:41 PM Butler Marrufacturii.p Page: 73 of 79 Depthl in. 61 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB . D + CG + E> + EG+ + <EB . Splice R.I 62 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 0.1875 63 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB - D + CG + <E + EG+ + <EB 55.00 64 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 0.2500 65 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 55.00 66 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 5.00 67 System Derived -1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 579.8 68 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 4 69 Snecial 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- c.......- IL,r,....1..,.. c:...,.. Mem. No. Flg Width in.) Flg Thk in Web Thk in. Depthl in. Depth2 in. Length (ft) Weight () Fig Fy ksi) Web Fy (ksi) Splice R.I Codes Jt.2 Shape 1 5.00 0.3125 0.1875 12.00 31.00 29.35 765.7 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1875 34.00 21.00 14.43 343.2 55.00 55.00 KN SS 3P 3 5.00 0.2500 0.1644 21.00 29.00 25.00 579.8 55.00 55.00 SS SP 3P 4 5.00 0.2500 0.1644 29.00 23.00 25.00 593.7 55.00 55.00 SP SS 3P 5 5.00 0.2500 0.1875 23.00 34.00 14.43 356.5 55.00 55.00 SS KN 3P 6 5.00 0.3125 0.1875 12.00 31.00 29.35 768.7 55.00 55.00 BP KN 3P i otai rrame weignt = svU 1.0 tp) tincivaes all piates) 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 6 80/0/0 0/0/0 Yes Yes Yes Yes No 0/0/0 No 0/010 0!0/0 0.0000 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete - rt..f.M... A 1 -1 T- 9r F�amc r-. Q -ti- z 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 3-E 9 X 13 0.375 4-1.250 100'-0" Exterior Column 80/0/0 3-A 9 X 13 0.375 . 4-1.250 1001-011- 00'-0"- Load Load Type Desc. Hx Vy Hx V . D Frm 1.15 4.07 -1.15 4.23 CG Frm 1.18 3.95 -1.18 ' 4.12 L> Frm 4.79 18.26 -4.79 19.49 <L Frm 4.79 18.26 -4.79 19.49 W I> Frm -17.72 -34.18 -2.98 -23.45 <W 1 Frm 2.80 -21.95 17.90 -35.67 W2> Frm -17.43 -24.87 -3.27 -14.13 <W2 Frm 3.08 -12.64 17.62 -26.36 WP Frm 0.76 -23.85 -0.76 -25.34 MW Frm - - - MW Frm 3.41 2.56 9.26 -2.56 MW Frm - - - - MW Frm -9.10 -2.56 -3.57 2.56 CU Frm - - - - L Frm 4.79 18.26 -4.79 19.49 E> Frm -2.57 -1.98 -2.70 1.98 EG+ Frm 0.31 0.96 -0.31 0.99 <E Frm 2.57 1.98 2.70 -1.98 EG- Frm -0.31 -0.96 0.31 -0.99 WBI> Brc - - - - <WB I Brc WB2> Brc <WB2 Brc MWB Brc MWB Brc MWB Brc MWB Brc EB> Brc <EB Brc File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. eur�ER Date: H/18/2015 18/2015 Butler ManutnaWrIng #15-020262-01. Calculations Package Time: 04:41 PM Page: 74 of 79 Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction k) k Vertical Load Reaction k) k) D 0.0 0.0 8.5 8.3 CG 0.0 0.0 8.1 8.1 L> 0.0 0.0 37.7 37.8 <L 0.0 0.0 37.7 37.8 W I> 20.8 20.7 57.6 57.6 <W 1 20.6 20.7 57.6 57.6 W2> 20.8 20.7 38.9 39.0 <W2 20.6 20.7 38.9 39.0 WP 0.1 0.0 49.1 49.2 MW 0.0 0.0 0.0 0.0 MW 12.7 12.7 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 12.7 12.7 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 37.7 37.8 E> 5.3 5.3 0.0 0.0 EG+ 0.0 0.0 2.0 2.0 <E 5.3 5.3 0.0 0.0 EG- 0.0 0.0 2.0 2.0 WBI> 0.0 0.0 0.0 0.0 <WB 1 0.0 0.0 0.0 0.0 WB2> 0.0 0.0 0.0. 0.0 <WB2 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 0.0 <EB 0.0 0.0 0.0 0.0 Maximum Combined Reactions Summary with Factored Loads - Framing Hint,. All .... tinn, - I, ... A nn t't -A. ---1 -1-;� X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load VR Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 1 1.250 5.0 k Std k OS -0.1875 k 3-A k 0.375 k 13 k) 4 (in -k) 5.0 5.0 Std 0/0/0 3-E 9.94 12 1 7.31 20 0 13 0 18.06 12 26.29 1 0.636 13 _k 1 80/0/0 3-A 7.39 19 1 10.05 13 18.86 13 27.84 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 Ga e & pitch standards are based on ACI -318 AppendixD criteria for "cast -in-place" anchor rods Minspace= 4'drod X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. k Rods in. in. in. Type an a Web 0/0/0 3-E 1 0.375 9 l3No 10.01 4 1 1.250 5.0 5.0 Std OS -0.1875 OS -0.1875 80/0/0 3-A 6 0.375 9 13 No 4 1.250 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinnal Raca Pita rnnn--inn i.nmmna Roc, Plot, rnnnmt:nn Rtr,noth RoHnc X -Loc Maximum Shear Case Maximum Tension Case Maximum Com Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial rame Shea Load k k Case k k Case k k Case k k k Case 0/0/0 10.01 -17.81 12 10.01 -17.81 12 7.20 26.36 2 0 0 80/0/0 10.12 18.61 13 10.12 -18.61 13 7.21 27.89 1 80/0/0 0.158 13 0 Roc, Plot, rnnnmt:nn Rtr,noth RoHnc X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.156 12 0.167 12 0 0 0.204 2 0.609 12 0.589 2 0.364 2 0.445 12 80/0/0 0.158 13 0.174 13 0 0 0.216 1 0.636 13 0.623 1 0.385 1 0.460 13 File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BureEa Date: I 1/ 18/2015 Butler Manufacturing #15-020262=01 Calculations Package Time: 04:41 PM Page: 75 of 79 Weh RtiMner Rnmmnry Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. (in.) Width in.) Side Welding Description I 1 S11 ID Alternate Web Thick.= 0.2500 0.2500 2.000 Both W -OS -0.1250 in. in. Tension (S10) l 2 KN(Face) 0.500 6.00 39.50 0.750 A325N/PT 3.00 33 1 2 S9 26.48 30.588 163.14 N/A N/A 0.2500 2.500 Both SP-BS-0.2500,W-BS-0.I250,F-OS-0.1250 6 1 Sll 3 Alternate Web Thick: 0.2500 0.2500 2.000 Both W -OS -0.1250 Flush 25.63 31 (SIO) 4 l SP 0.500 6.00 32.34 0.750 A325N/PT 3.00 ll 6 2 S9 26.48 29.989 159.94 N/A N/A 0.3125 2.500 Both SP -BS -0.2500,W -BS -0.1250,F -OS -0.1875 Rnited Rnfl.Plate Cnnnertinnc !Plate Fv = 55.00 kcal Mnment Vnnnectinnc- Outside Flange Re uired Strength Design End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Confi ration Pitches lst/2nd Configuration Pitches Ist/2nd ID Desc. in. ID Desc. in. No. No. k in. in. in. in. Tension in. l 2 KN(Face) 0.500 6.00 39.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 32 Extended 3.25/2.00 2 1 KN(Face) 0.500 6.00 39.50 0.750 A325N/PT 3.00 33 Extended 3.25/2.00 32 Extended 3.25/2.00 3 2 SP 0.500 6.00 32.34 0.750 A325N/PT 3.00 ll Flush 25.63 31 Extended 3.25 4 l SP 0.500 6.00 32.34 0.750 A325N/PT 3.00 ll Flush 25.63 31 Extended 3.25 5 2 KN(Face) 0.625 6.00 37.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 6 1 2 1 KN(Face) 0.625 1 6.00 37.25 10.750, A325N/PT 1 3.00 131 Extended 1 3.25 l 12 Flush 2.00 Mnment Vnnnectinnc- Outside Flange Re uired Strength Design Strength Ratios Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear BendingYieldin Yielding Ru ture TearingWeld Weld Weld 1 2 31 -5.7 10.1 2669.9 AISC DG-16/Thin plate 0.605 0.082 0.999 0.421 0.623 0.049 0.999 0.719 2 l 31 -5.7 10.1 2669.9 AISC DG-16/Thin plate 0.605 0.082 0.999 0.421 0.623 0.049 0.999 0.719 3 2 12 5.5 0.4 816.5 AISC DG-16/Thin plate 0.927 0.008 0.917 0.000 0.00 0.010 0.721 0.631 4 1 12 5.5 0.4 816.5 AISC DG-I6/Thin plate 0.927 0.008 0.917 0.000 0.000 0.010 0.721 0.631 5 2 30 4.8 10. 2791.0 AISC DG-16/Thick plate 0.991 0.139 0.98 0.337 0.499 0.080 0.799 0.719 6 2 30 4.8 10.2 2791.0 AISC DG-l6/Thick late 0.991 0.139 0.98 0.337 0.499 0.08 0.799 0.719 Inside Flan a Required trength Design Stren th Ratios Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 12 6.0 12.0 1964.0 AISC DG-16/Thin plate 0.633 0.123 0.909 0.421 0.623 0.078 0.999 0.719 2 1 12 6.0 12.0 1964.0 AISC DG-16/Thin plate 0.633 0.123 0.909 0.421 0.623 0.078 0.999 0.719 3 2 2 -7.1 0.3 1498.0 AISC DG-16/Thin plate 0.681 0.003 0.849 0.337 0.499 0.003 0.799 0.631 4 I 2 -7.1 0.3 1498.0 AISC DG-16/Thin plate 0.681 0.003 0.849 0.337 0.499 0.003 0.799 0.631 5 2 13 6.0 12.0 1988.0 AISC DG-16/Thin plate 0.921 0.163 0.96 0.000 0.00 0.094 0.799 0.719 6 2 13 6. 12.0 1988.0 AISC DG-16/Thin late 0.921 0.163 0.96 0.00 0.000 0.094 0.799 0.719 * Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flanae Rraoe Q- ­ Member From Member Joint l From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 7/6/0 7/6/0 GFB2081 0.925 20 1 12/6/0 12/6/0 GFB2097 1.226 20 l 18/0/0 18/0/0 GFB3000 1.530 2 1 22/6/0 22/6/0 (2)GFB3111 0.845 2 2 1/6/4 35/7/5 (2)GFB4027 0.455 20 2 6/0/10 31/1/0 GFB3021 0.948 20 3 3/11/12 21/1/0 GFB2097 0.545 13 3 13/11/12 11/1/0 GFB3000 0.685 13 3 18/11/12 6/1/0 GFB3021 0.678 13 3 23/11/12 1/1/0 GFB3111 0.491 12 4 1/0/4 1/1/0 GFB4007 0.500 12 4 6/0/4 6/1/0 GFB3021 0.701 12 4 16/0/4 16/l/O GFB3000 0.654 12 '• 4 21/0/4 21/l/O GFB3000- 0.553 12 5 6/0/4 31/1/0 GFB3111 0.720 19 5 10/6/10 35/7/5 (2)GFB4027 0.459 19 6 7/6/0 7/6/0 GFB2081 0.941 19 6 12/6/0 12/6/0 GFB2097 1.246 19 6 18/0/0 18/0/0 GFB3000 1.475 19 6 22/6/0 22/6/0(2)GFB3021 0.846 l File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�Ea. Date: I l 18/2015 Butler Mam,tuoturing #15-020262-01 Calculations Package Time:04:41'PM ..�...�....,.~w�K Page: 76 of 79 Frame Design Member Summar - Controlli Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 Controlling Cases Re wired Strength Available Strength Mem. Loc. Depth No. ft in. Axial + Shear Flexure Axial Shear Mom -x Mom -y Pr Vr Mrx Mry k k in -k I in -k Axial Shear Mom -x Mom -y PC VC Mcx MCy k k in -k in -k Stren h Ratios Axial + Shear Flexure 1 26.73 31.0 2 Sx in.3 -26.5 Zx in.3 -2092.9 0.0 136.3 Cb 2294.0 137.7 1.01 , 1 26.73 3 EOC 50.7 16 8.82 6.5 1173.64 6.53 75.72 17.5 91.20 4.17 0.17 0.37 2 1.15 34.0 2 0.55 -8.8 , -1970.9 0.0 119.6 8.78 2184.7 100.6 0.94 76.43 2 1.15 34.0 0.13 2 1.00 15.8 1.00 0.94 0.46 15.7 21.48 443.85 60.10 1.00 3 21.48 27.93 1 54.53 -7.2 65.52 1487.5 0.0 97.7 1.01 1506.8 97.6 1.02 0.55 3 0.00 21.0( 60.0 2 7.05 10.8 779.22 5.22 55.27 17.5 66.46 3.31 0.09 0.62 4 3.42 28.2 2 0.55 -7.2 6.03 1491.4 0.0 97.8 7.75 1521.3 97.7 1.02 59.04 4 24.90 23.0 .0.11 1 1.55 -10.8 1.00 0.94 0.55 15.9 26.73 320.79 50.7 0.68 5 6.03 28.49 19 75.72 -6.3 91.20 -1194.2 0.0 54.6 1.06 1359.7 99.3 0.94 0.55 5 12.08 34.0 1 -15.8 .15.7 1.00 6 26.73 31.0 1-28.1, -2079.8 0. 136.3 2293.1 137.7 1.01 6 26.73 31.0 16 6.5 17.5 0.37 P --t- head Fns Avial and Fl. --1 n.d.n Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afi in.2 lxx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J 'in.4 Cw in.6 Cb Rpg •RPC Qs Qa 1 26.73 320.79 50.7 50.7 8.82 1.56 1173.64 6.53 75.72 2.61 91.20 4.17 0.17 1536.68 1.06 0.95 1.00 1.00 0.55 2 1.15 443.85 28.9 28.9 8.78 1.25 1299.35 5.23 76.43 2.09 94.79 3.42 0.13 1488.39 1.00 0.92 1.00 0.94 0.46 3 21.48 443.85 60.10 60.0 7.01 1.25 761.55 5.22 54.53 2.09 65.52 3.31 0.09 999.49 1.01 0.96 1.00 0.94 0.55 4 3.42 443.74 60.0 60.0 7.05 1.25 779.22 5.22 55.27 2.09 66.46 3.31 0.09 1018.95 1.01 0.95 1.00 0.9 0.55 5 6.03 443.74 120.1 120.1 7.75 1.25 840.88 5.22 59.04 2.09 72.01 3.37 .0.11 1041.27 1.55 1.00 1.00 0.94 0.55 6 26.73 320.79 50.7 50.7 8.82 1.56 1173.64 6.53 75.72 2.61 91.20 4.17 0.17 1536.68 1.06 0.95 ' 1.00 LON 0.55 r r File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. t _ r r File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. aur�ER Date: 11/1.9/2015 ze�,1-- #15-020262-01 Calculations Package Time:04:41 PM Page: 77 of 79 User Defined Frame Point Loads for Cross Section: 3 Side Units Type Description Ma 1 LocI Offset H or V Supp. Dir. Coef. Loc. 2 p D Dead (Reaction) from Lean to ->Resolved From -475.00 38/3/11 NA NA N DOWN 1.000 OF Plane 2 p CG Collateral load (Reaction) from Lean to ->Resolved -950.00 38/3/11 NA NA N DOWN 1.000 OF From Plane 2 p L> Live (Reaction) from Lean to ->Resolved From Plane -6250.00 38/3/11 NA NA N DOWN 1.000 OF 2 p <L Live (Reaction) from Lean to ->Resolved From Plane -6250.00 38/3/11 NA NA N DOWN 1.000 OF 2 p L Live (Reaction) from Lean to ->Resolved From Plane -6250.00 38/3/11 NA NA N DOWN 1.000 OF 2 p E> Seismic (Reaction) from Lean to ->Resolved From 825.00 38/3/11 NA NA N RIGHT 1.000 OF Plane' 2 p <E Seismic (Reaction) from Lean to ->Resolved From - _ -825.00 38/3/11 NA NA N LEFT 1.000 OF Plane 2 p W l> Live (Reaction) from Lean to ->Resolved From Plane 160.00 38/3/11 NA NA N UP 1.000 OF 2 p <W 1 Live (Reaction) from Lean to ->Resolved From Plane 160.00 38/3/11 NA NA N UP 1.000 OF 2 p W2> Live (Reaction) from Lean to ->Resolved From Plane 160.00 38/3/11 NA NA N UP 1.000 OF 2 p <W2 Live (Reaction) from Lean to ->Resolved From Plane 160.00 38/3/11 NA NA N UP 1.000 OF 2 p WP Live (Reaction) from Lean to ->Resolved From Plane 160.00 38/3/11 NA NA N UP 1.000 OF 2 p W 1> Live (Reaction) from Lean to ->Resolved From Plane 7840.00 38/3/11 NA NA N UP .1.000 OF 2 p <W 1 Live (Reaction) from Lean to ->Resolved From Plane 7840.00 38/3/11 NA NA N UP 1.000 OF 2 p W2> Live (Reaction) from Lean to ->Resolved From Plane 7840.00 38/3/11 NA NA N UP 1.000 OF 2 p <W2 Live (Reaction) from Lean to ->Resolved From Plane 7840.00 38/3/11 NA NA N UP 1.000 OF 2 p WP Live (Reaction) from Lean to ->Resolved From Plane 7840.00 38/3/11 NA NA N UP 1.000 OF 3 p D Dead (Reaction) from Lean to ->Resolved From -625.00 38/3/11 NA NA N DOWN 1.000 OF Plane 3 p CG Collateral. Load (Reaction) from Lean to ->Resolved '-1125.00 38/3/11 NA NA N DOWN 1.000 OF. From Plane 3 p L> ive (Reaction) from Lean to ->Resolved From Plane -7500.00 38/3/11 NA NA N DOWN 1.000 OF 3 p <L ive (Reaction) from Lean to ->Resolved From Plane -7500.00 38/3/11 NA NA N DOWN 1.000 OF 3 p L Live (Reaction) from Lean to ->Resolved From Plane -7500.00 38/3/11 NA NA N DOWN 1.000 OF 3 p E> Seismic (Reaction) from Lean to ->Resolved From 1250.00 38/3/11 NA NA N RIGHT 1.000 OF Plane 3 p <E Seismic (Reaction) from Lean to ->Resolved From -1250.00 38/3/11 NA NA N LEFT 1.000 OF. lane 3 p W 1> Wind (Reaction) from Lean to ->Resolved From 190.50 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W 1 Wind (Reaction) from Lean to ->Resolved From 190.50 38/3/11 NA NA N UP 1.000 OF Plane 3 p W2> Wind (Reaction) from Lean to ->Resolved From 190.50 38/3/11 NA NA N UP 1.000 OF Plane + 3 p <W2 Wind (Reaction) from Lean to ->Resolved From 190.50 38/3/11 NA NA N UP 1.000 OF Plane 3 p WP Wind (Reaction) from Lean to ->Resolved From 190.50 38/3/11 NA NA N UP 1.000 OF Plane 3 p W I> Wind (Reaction) from Lean to ->Resolved From 9334.50 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W 1 Wind (Reaction) from Lean to ->Resolved From 9334.50 38/3/11 NA NA N UP 1.000 OF • lane 3 p W2> Wind (Reaction) from Lean to ->Resolved From 9334.50 38/3/11 NA NA N UP 1.000 OF Plane 3 p <W2 Wind (Reaction) from Lean to ->Resolved From 9334.50 38/3/11 NA NA N UP 1.000 OF Plane 3 p WP Wind (Reaction) from Lean to ->Resolved From 9334.50 38/3/11 N N N UP 1.000 OF Plane File: 15-020262-01 Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. No. Origin Factor 'Def H Def V Application Description 1 • System 1.000 0 180 1.0 L 1 2 1 2 System 1.000 60 180 0.42 W1> Wl> 3 System 1:000 60 180 0.42 <W f <W1 4 System 1.000 60 180 0.42 W2>• W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WP WP 7 System 1.000 60 0 1.0 E> + 1.0 EG- E> + EG - 8 System 1.000 1 60 1 0 11.0 <E + 1.0 EG- <E + EG- Controlling Frame Deflection Ratios for Cross'Section: 3 Description Ratio Deflection in.) Imemberl Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 ( Hl95) 3.519 0284 -3.201 6 4 1 2 1 8 1 <E + EG - L Butler Manufacturing, a division of BlueScope Buildings North America, Inc. File: 15-020262-01 • Version: 2015.2 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Factpnpr Mto Wall/Roof Type e Washers Insul. Block Mod. Ctrl. Ice Dammin Wall: I Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No L�� aurcER. Butlerib [I Punched 26 Butler -Cote Cool Birch .White Left to Right � Date: 11./18/20'15 41/0/0 Wall: 3 1 #+5-02 02 62-01 Calculations Package . Y Time: 04:41. PM Cool Birch White Left to Right.. Butler Manutacturlsw 41/0/0 Wall: 4 Butlerib II Punched 26 Butler -Cote. . Left to Right 41/0/0. Roof: A Butlerib 11 Unpunched 26 Page: 79 of 79 Plain AIZu System Generated Re or"t` . IC in Swnmarp 41/0/0 Roof: B I Butlerib II Unpunched ab. S Plain AIZn System Generated Shape: (N) Revised 2015 Addition , 1 41/0/0 Wall: 4. Torx CMC MPS,, CMC SDS MPS, SDS Stitch Standard Option Yes None Panel Data No Stitch Wall/Roof Type Thickness Finish - Color Direction:''`.:,', Gable Dii• Max. Length t` Wall: l Butlerib 11 Punched 26 Butler -Cote.. 'Cool Birch White, ' Left to Rigfit.;, , Left to Right 41/0/0 None No No Wall: Stitch Factpnpr Mto Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Dammin Wall: I Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No 2 Butlerib [I Punched 26 Butler -Cote Cool Birch .White Left to Right � Left to Right 41/0/0 Wall: 3 Butlerib 11 Punched 26 Butler -Cote Cool Birch White Left to Right.. Left to Right 41/0/0 Wall: 4 Butlerib II Punched 26 Butler -Cote. Cool Birch White Left to Right Left to Right 41/0/0. Roof: A Butlerib 11 Unpunched 26 AIZn . Plain AIZu System Generated Not Applicable 41/0/0 Roof: B I Butlerib II Unpunched 26 AIZn Plain AIZn System Generated I Not Applicable 1 41/0/0 Factpnpr Mto Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Dammin Wall: I Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 2 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch all:.3 . Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 4. Torx CMC MPS,, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Roof. A Hex CS SDS, CS SDM SDS, SDM_ Stitch Standard Option Yes None No No Stitch Roof: B Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes ' None No No Stitch