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HomeMy WebLinkAboutB16-2095 000-000-000383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Troy Ferguson - North Valley Building Systems Pro1ect: Robbie Thill 50x125 Metal Building Foundation Address: .................... 3491 Duncan Road, Durham, CA /Q�,oFEssro,�,\ /��,�,�a C. goy AFI, a FC BUTTE COUNTY SEP 21 2016 DEVELOPMENT SERVICES 9L-01�0q�7 PERMIT # SUTTE COUNTY DEVELOPMENT SERVICES Cog I %-+/ t (o REVIEWED FOR ODE COMPLIANCE Note: These calculations and details arc based on permit drawings by Butler Building Company, These calculations appy my to Me+st�ru to e as defined in the reviewed set of drawings. Any changes to either this set of Calculations or the revlewgj.,,et of drawings p led �Y 1,11r By Building Company without the written consent of this Engineer is strictly prohibited and shall render these calculations and specifications�ald. 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. T�iGe�7 C":'Py Proiect: Engineer: Desien of: Foundations Line Summit Structural Design Soil Searing 1.500 psf SAIL Capacity to resist uplift T; varies 1A & 1.0 26 2A & 28 3A & 3C 4A & 4C SA&5C 6A&6C 68 .., a�w o• bae.a o..r. r�: ..pact ,..+ae•srrr.+n+3 �.t..a++w+-cr•i n•s•c.ccrcta r,.s�w. Gravity (kips) Uplift (kips) Dl I CL LL I Wind Eq 0.56 0.8 2.82 -4,48 -0.38 1.04 0.96 5.68 -6.26 -0.26 1.75 1.86 7.43 -12.02 -2.33 1.76 1..88 7.50 -11.78 -2.28 1.76 1,88 7-50 -21.78 -2.28 1.75 1.86 7.43 -12.07_ -2.33 0.62 0.49 2.89 •4.55 -0.38. 1.00 0.94 5.54 -6.11 -0.25 Page: Date CSOQI3. Section 1.605.3, OL+CL+LL OL4CL-.6W OL + CL *.75(.6:x1 + .7SLL OL + CL +.75(.7E) • .7SLL .60L + .6W .60t + . M Sqr Ftg for, Soil Searing Min Size (ft} Thickness (`t) Length (ftj OT Resistive Unity Width Uplift Factor (ft) load (kips). (must be > 1 1-60 2 3.00 z 3.00 2.79 1.18 2.26 2 3.25 x 3.25 3.16 1.01 2.71 3 3.50 x 3.50 6.33 1.03 2.73 3 3.50 3.50 6.33 1.05 2..73 3 ISO x 3.50 6.33 1.05 2.71 3 3.50 , 3.50 6.33 1.03 1.63 2. 3.00 r 3.00 2.79 1.18 2.23 2 3.25 r 3.25 3.16 1..03 Project: _ Engineer_ Summit structural Design Hairpin Design (worst case Line 3) I I Ja .. 4 0 � s Vu= 1, 4;D 1.2"DL + 0.5" LL 1.2" DL + 1.6`LL + 0.5W 1.2 TL + 0.5'LL + 1.OW 1.2"DL + 1.OEQ 0.9DL + 1 OW 0.9DL + 1.OEQ ACI 398- f 1 Section 9.2 Load Combinations Vu=0.9'Area'd'(fs)'cos(q) Check this equation Areq'd = Vu/(0.9"(fs)'cos(q)) Use: 1 # 4 bar Date 9/8/2016 Note: All Loads are ULT F -Horizontal Force DL= 0.98 kips CL= 1.16 kips LL= 4.63 kips W= 1.58 kips EQ= 0.90 kips Angle q= 30 deg Steel Grade fs= 60 ksi = 2.996 kips 4.883 kips 10.766 kips governs 6.463 kips 3.468 kips 3.506 kips 2.826 kips Areq'd= 0.2.30 in2 As= 0.393 in2 PIMMY• ` Anchor DesignTM $' Software - Version 2.4.6025:30 company: • Summil. Structural Design Dote: 1918/20-16, .Engineer, ..'+ Andy Johnson, P,E, t 115 Project:" {: . , ) . Address: 383 Rio Undo Ave 11200, Chico, CA 95926 i` Phone: 530:592.4407 Gonoral E-mail: I andy@summitchico.com Concretei'Normal•weitlhl" Units: Imperial units C'o6ctele thickness,, it {inch):+,36.00 .. Stale. Untracked ; Ancfior Information: Compressive strength r, (psi): 2500 Anchor type: Cast -In-place 4'.:v 1 4 PIMMY• ` Anchor DesignTM $' Software - Version 2.4.6025:30 company: • Summil. Structural Design Dote: 1918/20-16, .Engineer, ..'+ Andy Johnson, P,E, Page; , 115 Project:" {: . , ) . Address: 383 Rio Undo Ave 11200, Chico, CA 95926 i` Phone: 530:592.4407 Gonoral E-mail: I andy@summitchico.com Concretei'Normal•weitlhl" 1 Prolorit Information Y: ' Customer company. , . Project description: ' '• 1 Customer''contact name; Location: r ' Cuslomer a -mail: Fastening descilption:, ! `". „ Comment: y , = 2: laaut Data 8 Anchor Par+metorx R i ' x. Gonoral Base Material Design method`AC.I318-11 t . Concretei'Normal•weitlhl" Units: Imperial units C'o6ctele thickness,, it {inch):+,36.00 .. Stale. Untracked ; Ancfior Information: Compressive strength r, (psi): 2500 Anchor type: Cast -In-place 4'.:v 1 4 Material A0 Reinforcement condition. B'tensioit,"B'shear 'Diameter (inch): 0.750 Supplemental reinforcement: No ` - r' ;. • , Effective Embedment depth, hH (inch): 15.000 a Relnforcement.provided at corners: No Anchor category: - Do not evaluate concrete breolCout in tension: No - ' Anchor dutiillty: Yes Do not evaluate concrete breakout in shear. No y C h"" (inch); 17.25 Ignore 6do requirement. Yes > C„„y (inch): 1.63 * Build-up ©rout pad;.,No SM ,• (inch): 3.00 . ++, a r < Base Plato . f Load and Geometry . L,ongth x Width x Thickness,(ir'rrl7) 13,00 r 8.00 a 0.38' ' t Load factor source: ACI 318 Sectiori'9,2 - - Load combination: U > 0.913'r 1.OW 'T -' '" Seismic design: Nn• ` si Anchors subjected to sustained tenon: Not applicable 1 r Apply entire shear toad at front rotiv: No Anchors only resisting wind anktlor.seisntiC loads: No. <Figure 1>%' Input data and roaul mu.,ibe checked for agreement with the existing"ciicumst•mces the standards and gu;defines must be"chocked (or plausih9liiy. - 4irnn n St±on.d'itr.Ctrnsl.6trp it b 5956 W. Las Pashas 8oulevar l' P,leesailtoii,-CA 9J 58e Priene; 9z5?tit3p.9og0 r nx,97.5.847,587i �iww;strongtid,corn n :. r ? V IT • Anchor De'signerrm I Software r Version 2,416025:30 Company' Summit.Structurai Design Dote, 9/8i2016 Enoineerx v-And..Johnson,:P.E. Page: 2/5 Project: ' , - .. Address: 383.:1R10 Undo Ave 9200, Chico, SCA 9592611 Phone: 530.5924407 ' E-mail: endy sumrniCchico.com f 5 Anchor Designer -TIM Ott Software Version 2.4,6025.30 company: Summit Structural Design Date: 9/8/20'i6 Engineer: Andy Johnson, P.E, Pace 3/5 Project' Shear load x, Address: 383 Rio Linda Ave 0200, Chico. CA 95926 Phone: 530.592.4407 E -mall° Andy summilchico,com 3, Resulting Anch r e , Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nu. (Ib) Vu.. (Ib) Vu.v (Ib) d(Vu:.)'+(V .r)' (ib) 1 2126.0 -1536.0 0.0 1536.0 2. 2126.0 -1536.0 0.0 1536,0 3 2126.0 -1536.0 0.0 1536.0 4 2.126.0 -1536.0 0.0 1536.0 Sum 8504.0 -6144.0 0.0 Maximum concrete compression strain ('Yoe); 0.00 Maximum concrete compression stress (psi); 0 Resultant tension force (Ib): 8504 Resultant compression force (1b): 0 Eccentricity of resultant tension forces in x-axis, e'n. (inch): 0.00 Eccentricity of resultant tension forces in y-axis; Orp (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (Inch); 0.00 Eccentricity of resultant shear forces in y-axis, e'vv (Inch): 0.00 4, Steel Strength of Anchor In TojjsIgn(Sea- D 5 wt N.o (Ib) d pNW (lb) 19370 0.75 14528 5. Concrete Breakout Strength of Anchor In Tension (Sec. D.5.21 No - 16),.,!f,hd"' (Eq. D-7) .4 f'a (psi) ho (in) Ne (lb) 1.00 2500 12.333 52669 -Figure 3> 61,14.0 01 02 .Y Cto-- 04 03 4N,r, =0 (ANk/Akr)'!'oe.N'Io:iN'!aN'! .NN6 (Sec. D.4.1 $ Eq, D-4) , Au. (W) Assn (in') 'P -N '/'ear. /'xu 'p -t. Nh (ib) d !P/- Ib s -o: i ) 1764,00 1369.00 1,000 1,000 1.2.5 1.000 52669 0.70 59383 6. Pullout Strength of Anchor in Tnnsioa- S(, ecy(7ju Mt., = 41114¢No = 0'/..a8AhTf. (Sec. D.4. t, Eq. 0-13 & 0-14) y,� A,,, (tnx) rt (psi) v Olvtl (Ib) 1.4 3.53 2.500 0.70 69266 Input data and results most be checxed for agreement with the existing eircumStanCes, the Slandards antl Qu!de{,nrs muss tie checHed for olaussbiily �:n•t nrr Sl tali•" f E'n *n.: s ,• 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone. 925.5G0 9000 Ft,. 925.847 3871 vruw strongne,eom W. SIMPSON Anchor [Designer TM Software Version 2,4.6025.30 8. Steel Strength of Anchor In Shear (Sec. D.6.1) V.. (ib) p;;r.w 0 6g-lov.. (lb) 1167.5 1.0 0.65 7556 Company: Summit Structural Design Date: 9/8/2016 Engineer.: Andy Johnson, P.E. Page; 4/5 Project: Status Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: I andy@summilchico.com 9. Concrete Breakouts Strength of Anchor In Shear (Sec. D.6.2,� Shear perpendicular to edge in z -direction: Vb: = min)7(1./d.)" (Eq. D-33 & Eq: D-34) 1. (in) d. (in) . G (psi) c., (in) V., (lb) 6.00 0.75 1.00 2500 23.50 51264 QVoa.= 0(Ava/Avw)9; v'JeV;vN�,v'lnvVm (Sec, D.4.1 & Eq. D-31) Ave (in') A*. (in-) '/nc'v 'P.u,V Yo,V Y1•v V.. (lb) b 01/mv- (lb) 1480.50 2485.13 1,000 0.857 1.400 1,000 51264 0,70 25663 Shear parallel to edge In x -direction: V.y = s; 93,.J/'eC.,,$) (Eq. D-33 & Eq. D-34) f.. (in) d. (in) I„ t'c (psi) o., (in) Ve, (lb) 6.00 0.75 1.00 2500 18.50 35807 dV:bp. = d OK YV.y (Sec. 13.4,1 & Eq, D-31) AA-, (W) Avr (W) 'lne 7,..V 1'ov 'Jn,b V.r(Ib) y WV -,-.tib) 1165.50 1540.13 1.000 1.000 1.400 1.000 35807 0.70 53111 10. ConcretePrv4ut Strength of Anchor In shear L5 -Q ). f3Vcoa = QkcPNc.o = 0&v(APit, / .a)'/ee .''lrhl.a'l ti'l auv'A'n (Eq. 0-41) keo Ah (in?) An- (W) '/ecn• 'l ed. rt Y'. -V 'Y -,r M (lb) oV-u (fib) 2.0 1764.00 1369.00 1,000 1.000 1.250 1.000 52669 0.70 118766 11, Results Interaction of T411sIle and Shear Forces (Sec, Q.71, Tension Factored load, N,,. (Ib) Design Strength, oN„ (Ib) Ratio Status Steel 2126 14528 0.15 Pass (Governs) Concrete breakout 8504 59383 0.14 Pass Pullout 2.126 69266 0.03 Pass Shear Factored Load, V.. (lb) Design Strength, mV„ (Ib) Ratio Status Steel 1536 7556 0.20 Pass T Concrete breakout x- 6144 25663 0.24 Pass (Governs) )( Concrete breakout y- 3072 53111 0.06 Pass (Governs) Pryou( 6144 118766 0,05 Pass Interaction check Nu l^ Vve10V,; Combined Ratio Permissible Status Sec. 0.7.2 0.00 0.24 23.9% 1.0 Pass PAB6 (3/4"0) with hof = 15.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility, ^, „^+ 4fn"J-',,w !:c =C• n; t,,. 5956 W. Las Pasiias Boulevard Pleasanton, CA 94588 Phone: 325,560.9000 Faz; 925.847.3871vrnwstrongtie wm A BUTLER Butler Manufacturing 16-019005-01 Calculations Package Butler Manufacturing Company 1540 Genessee Street Kansas City, MO 64102 STRUCTURAL DESIGN DATA Project: Robbie Thill Name: 16-019005-01 Builder PO #:.16-960 Jobsite: 3495 Duncan Rd City, State: Durham, California 95938 County: Butte Date: 8/24/2016 t Time: 05:40 PM Pa2e: I of 81 U 4 Country: United States a. TABLE OF CONTENTS E ' BuildingLoading - Expanded Report... ...................................................................................................... ................................... 2 Bracing - Summary Report.................... ................................................................................... ....... ................................ 11 Secondary - Summary Report ............................... 17 ........ t Framing- Summary Report ...................................... ............................................. ........ ..... ............................... 28 Covering- Summary Report ............................................................................... * .... .... .................... ...... 78 Appendix....................................................................................... . .. . ..................81 Exp' 3-31-18 or - dT CJVJ\' OF, C Rmrr # PE. BUTTE COUNTY DEVELOP EN" SERVICES REVIEWED FOP, CODE COMPLIANCE t. File: 16-019005-01 Version: 2016.1'-c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 2 of 81 Building Loading -Expanded Report Shape: Ag Building Loads and Codes - Shape: Ag Building City: Durham County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: l OAISC - ASD Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD Pc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Side Type Mag Units Shape Applied to Description A D 2.033 psf Entire Fret Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.08: Roof: A A D 0.950 psf Entire Pur Covering Weight - 26 Butlerib II Unpunched : Roof A B D 2.033 psf Entire Frm Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 1.08: Roof B B D 0.950 psf Entire Pur Covering Weight - 26 Butlerib 11 Unpunched: Roof. B Roof Live Load Roof Live Load: 20.00 psf Reducible Wind Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Gust Factor: G: 1.0000 Wind Enclosure: Enclosed Least Horiz. Dimension: 50/0/0 Height Used: 15/0/0 (Type: Eave) Base Elevation: 0/0/0 NOT Windbome Debris Region Primary Zone Strip Width: 2a: 10/0/0 Parts / Portions Zone Strip Width: a: 5/0/0 Velocity Pressure: qz: 30.98 psf qz= 0.00256 * (1.00) * (110.00)^2 *(1.00) Topographic Factor: Kzt: 1.0000 The'Envelope Procedure' is Used Directionality Factor: Kd: 0.8500 Wind Exposure: C - Kz: 0.849 Basic Wind Pressure: q: 22.35 psf Snow Load Ground Snow Load: pg: 0.00 psf Rain Surcharge: 0.00 Flat Roof Snow: pf. 0.00 psf Exposure Factor: 2 Partially Exposed Ce: 1.00 Design Snow (Sloped): ps: 0.00 psf Thermal Factor: Unheated - Ct: 1.20 Snow Accumulation Factor: 1.000 Unobstructed, Slippery Snow Importance: Is: 1.000 Slope Reduction: Cs: 1.00 Ground/ Roof Conversion: 0.70 Slope Used: 4.764 deg. ( 1.000:12 ) Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Transverse Direction Parameters Mapped MCE Acceleration: Ss: 62.00 %g Ordinary Steel Moment Frames Mapped MCE Acceleration: Sl : 28.00 %g Redundancy Factor: Rho: 1.30 Site Class: Stiff soil(D)_ Fundamental Period: Ta: 0.2312 Seismic Importance: le: 1.000 '11R -Factor: 3.50 Design Acceleration Parameter: Sds: 0.5390 Overstrcngth Factor: Omega: 2.50 Design Acceleration Parameter: Shc : 0.3435. 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, , p t Longitudinal Direction Parameters Diaphragm Condition: Flexible Ordinary Steel Concentric Braced Frames Fundamental Period Height Used: 14/0)0 Redundancy Factor: Rho: 1.30 � r %' ±A % Fundamental Period: Ta: 0.1448 R -Factor: 3.25 •� r 1 , t n Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658x W - File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. ' BUTLER Butler Manufacturing Date: 8/24/2016 16-019005-01 Calculations Package Time: 05:40 PM Page: 3 of 81 Side Type Mag Units Shape Applied to Description I E 0.239 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.60: Wall: 1 1 E 0.257 psf Entire Brc Seismic: Covering Weight - 26 Butlerib Il Punched + Secondary Weight 0.60: Wall: 1 2 E 0.266 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.78: Wall: 2 2 E 0.286 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.78: Wall: 2 3 E 0.239 psf Entire Frm Seismic: Covering Weight - 26 Butlerib I1 Punched + Secondary Weight 0.60: Wall: 3 3 E 0.257 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.60: Wall: 3 4 E 0.266 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.78: Wall: 4 4 E 0.286 psf Entire Bre Seismic: Covering Weight - 26 Butlerib II Punched + Secondary Weight 0.78: Wall: 4 A E 1.160 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.08 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof. A A E 1.249 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Unpunched + Secondary Weight 1.08 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A B E 1.160 psf Entire Frm Seismic: Covering Weight - 26 Butlerib Il Unpunched + Secondary Weight 1.08 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof B B E 1.249 psf Entire Brc Seismic: Covering Weight - 26 Butlerib I1 Unpunched + Secondary Weight 1.08 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: B -- Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames arc laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler-----cturin0 16-019005-01 Calculations Package Time: 05:40 PM ManufPage: 4 of 81 I System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL D + CG + ^ASL 5 System 1.000 1.0D+1.0CG+0.6W1> D +CG+W1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG +WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 11 System 1.000 0.6 MW MW -Wall: 1 12 System 1.000 0.6 MW MW - Wall: 2 13 System 1.000 0.6 MW MW - Wall: 3 14 System 1.000 0.6 MW MW - Wall: 4 15 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU +WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU +WPR 21 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D +CG+L+W1> 22 System 1.000 1.0D+1.0CG+0.75L+0.45<W1 D+CG+L+<W1 23 System 1.000 1.0D+1.0CG+0.75L+0.45W2> D+CG+L+W2> 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L +WPL 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L +WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + CG + Fj + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 29 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + F> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG - 31 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ + CG + Fj + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- D + CU + Fj + EG - 34 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + Fj + EG+ 36 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 37 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + F> + EG - 38 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 39 System Derived 1.000 I.0D+I.00G+0.6WPR +0.6WB1> D+CG+WPR+WB1> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1> +CU+WPR+WB1> 41 System Derived 1.0001.0D+I.00G+0.75L+0.45WPR +0.45WB1> D +CG+L+WPR +WB1> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG + WPR + <WB 1 43 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 + CU + WPR + <WB 1 44 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 + CG + L + WPR + <WB 1 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + W B2> 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 47 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 48 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W132 D + CG + WPR + <WB2 49 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <W132 D + CU + WPR + <WB2 50 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 + CG + L + WPR + <WB2 51 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 52 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 53 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 54 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 55 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 56 System Derived 1.000 1.0 D +.1.O CG + 0.75 L + 0.45 WPL + 0.45 <WB3 + CG + L + WPL + <WB3 57 System Derived 1.000 110 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 58 System Derived 1.000 A D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 59 System Derived 1.000 110 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 60 System Derived 1.000 1!0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 61 System Derived 1.000 0 j6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 62 System Derived 1.000 1 !10 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 63 System Derived 1.000 0.6 MWB MWB -Wall: 1 64 System Derived 1.000 0.'6 MWB MWB - Wall: 2 65 System Derived 1.000 0. 16 MWB MWB - Wall: 3 66 System Derived 1.000 0 MWB MWB - Wall: 4 File: 16-019005-01 I Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 aurtER Bute, Manutac-,ur,,g 16-019005-01 Calculations Package Time: 05:40 PM Page: 5 of 81 Origin Factor I 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB> D + CG + F> + EG+ + EB> D + W 1> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG++ 0.273 EB> D + CG + Fj + EG+ + EB> System 1.000 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> D + <W2 70 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> System 1.000 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + F> + EG- + EB> D + W4> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + Fj,+ EG- + EB> System 1.000 73 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> MW - Wall: 2 74 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> System 1.000 75 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ D + F> 76 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - System Derived 1.000 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB D + CG + <W 1 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + F> + EG+ + <EB System Derived 1.000 79 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB D + CG + W3> 80 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB System Derived 1.000 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB D + CU + F> + EG- + <EB + CG + <W4 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 <EB D + CU + F> + EG- + <EB System Derived 1.000 83 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB D + CU + W 2> 84 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB System Derived 1.000 85 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ + CG + <EB + EG+ D + CU + <W3 86 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- + CU + <EB + EG- Desien Load Combinations - Bracine No. Origin Factor I Application Description I System 1.000 1.0 D + 0.6 W 1> D + W 1> 2 System 1.000 1.0 D + 0.6 <W1 D + <W1 3 System 1.000 1.0 D + 0.6 W2> D + W2> 4 System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 1.0 D + 0.6 W3> D + W3> 6 System 1.000 1.0 D + 0.6 <W3 D + <W3 7 System 1.000 1.0 D + 0.6 W4> D + W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.7 E> D + F> 14 System 1.000 1.0 D + 0.7 <E D + <E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 + CG + <W4 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W 2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> D + CU + W3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D + CU + <W3 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 F> + 0.7 EG+ D + CG + E> + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 33 Systcm Dcrived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + Fj + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG - File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butler Manufacturing 16-019005-01 Calculations Package Design Load Combinations - Purlin Date: 8/24/2016 - Time: 05:40 PM Page: 6 of 81 No. Origin Factor Application Description I System 1.000 1.0 D + 1.0 CG + 1.0 L + CG + L 2 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6WB1> D +CG+W1>+WB1> 3 System Derived 1.000 1.0D+I.0CG+0.6<W2+0.6WB1> +CG+<W2+WB1> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+WI>+WB1> 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 1.0D+I.0CG+0.75L+0.45W1>+0.45WB1> +CG+L+W1>+WBI> 7 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB I> + CG + L + <W 2 + WB 1> 8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB 1 D + CG + W1> + <WB 1 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 + CG + <W2 + <WB 1 10 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB1 D +CU+W1>+<WB1 11 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6<WBI D +CU+<W2+<WB1 12 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB 1 D + CG + L + W1> + <WB 1 13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB 1 + CG + L + <W2 + <WB 1 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB2> D + CG + W1> + WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> + CG + <W2 + WB2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W> + 0.6 WB2> + CU + W 1> + WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> + CU + <W2 + WB2> 18 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB2> +CG+L+WI>+WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W> + 0.6 <WB2 D + CG + W1> + <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 + CU + W 1> + <WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <W132 + CU + <W2 + <WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W> + 0.45 <W132 + CG + L + W 1> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W l> + 0.6 WB3> D + CG + W1> + WB3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W 1> + 0.6 WB3> D + CU + W 1> + WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D + CU + <W2 + WB3> 30 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB3> D +CG+L+WI>+WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> + CG + L + <W2 + WB3> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB3 + CG + W 1> + <WB3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <W133 D + CG + <W2 + <WB3 34 System Derived 1.000 0.6 D+ 0.6 CU+ 0.6 W1>+0.6<WB3 +CU+W1>+<WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <W133 + CU + <W2 + <WB3 36 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45<WB3 +CG+L+W1>+<WB3 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <W133 D + CG + L + <W2 + <WB3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB4> D + CG + W1> + WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4> + CU + W 1> + WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> D + CU + <W2 + WB4> 42 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45WB4> +CG+L+WI>+WB4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> + CG + L + <W2 + WB4> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB4 + CG + W 1> + <WB4 45 System Derived 1.000 1.0D+1.0CG+0.6<W2+0.6<W134 D+CG+<W2+<WB4 46 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<W134 D+CU+W1>+<WB4 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 D+CU+<W2+<WB4 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <WB4 D + CG + L + W 1> + <WB4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 D + CG + L + <W2 + <WB4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 51 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 52 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 53 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG - Desi n Load Combinations - Girt No. Origin Factor I Application Description 1 2 Systcm S stem 1.000 1.000 1.0 CG + 0.6 W 1> 1.0 CG + 0.6 <W2 CG + W1> CG + <W2 Design Load Combinations - Roof - Panel No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 L + L 2 System 1.000 1.0 D + 0.6 <W2 D + <W2 3 System 1.000 0.6D+0.6W1> D+W1> File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Butler ManWacturin0 16-019005-01 Calculations Package Desi n Load Combinations - Wall - Panel Date: 8/24/2016 Time: 05:40 PM Page: 7 of 81 No. Origin I Factor I Application Description 1 2 System System 1 1.000 1.000 0.6 W 1> 0.6 <W2 1Wl> J<W2 Deflection Load Combinations - Framin No. Origin Factor I Def H Def V I Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W1> Wl> 3 System 1.000 60 180 0.42 <W 1 <WI 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- F> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - Deflection Load Combinations - Partin No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L L 2 System 1.000 180 0.42 W 1> 1> 3 System 1.000 180 0.42 <W2 W2 Deflection Load Combinations - Girt No. Ori in Factor Deflection Application Description 1 2 System S 1.000 1 1.000 90 90 0.42 W 1> 0.42 <W2 l> kW2 Deflection Load Combinations - Roof - Panel No. Origin Factor I DefH I DefV Application Description 1 System 1.000 1 60 1 60 10.42 <W2 W2 Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASL^ Alternate Span Live Load, Shifted Right ^ASL Alternate Span Live Load, Shifted Left PL2 Partial Live, Full, 2 Spans L> Live - Notional Right <L Live - Notional Left S Snow Load US 1 * Unbalanced Snow Load 1, Shifted Right *USI Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, 1 Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow - Notional Right <S Snow - Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right <SMS Specified Min. Roof Snow - Notional Left PSI Partial Load, Half Span I PS2 Partial Load, Half Span 2 W Wind Load Wl> Wind Load, Case 1, Right <W1 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 - Rcf A, Case 1 WPA2 Wind Parallel - Ref A, Case 2 WPBI Wind Parallel - Ref B, Case I WPB2 Wind Parallel - Ref B, Case 2 WPC1 Wind Parallel - Ref C, Case 1 WPC2 Wind Parallel - Ref C, Case 2 WPD 1 Wind Parallel - Ref D, Case 1 WPD2 Wind Parallel - Ref D, Case 2 WBI> Wind Brace Reaction, Case 1, Right <WBI Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load File: 16-019005-01 Version: 2016.1c } Butler Manufacturing, a division of BlueScope Buildings North America, Inc. eur�E7 Date: 8/24/2016 Butler Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 8 of 81 F> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AU 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 I <AL*(I) Auxiliary Live Load, Left, Right, Aisle 1 <*AL(1) Auxiliary Live Load, Left, Left, Aisle I AL*(1) Aux Live, Right, Aisle 1 *AL(l) Aux Live, Left, Aisle 1 AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL*(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AU(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL*(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(1) Aux Live Bracing Reaction, Right, Aisle 1 <ALB(I) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle I <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle 1 ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load UO User Defined Load Ul User Defined Load - 1 U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4 U5 User Defined Load - 5 U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load - 8 U9 User Defined Load - 9 UB User Brace Reaction UB 1 User Brace Reaction - 1 UB2 User Brace Reaction - 2 UB3 User Brace Reaction - 3 UB4 User Brace Reaction - 4 UB5 User Brace Reaction - 5 UB6 User Brace Reaction - 6 UB7 User Brace Reaction - 7 UB8 User Brace Reaction - 8 UB9 User Brace Reaction - 9 R Rain Load T Temperature Load V Shear File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. { r Date: 8/24/2016 BtlTLER 16-019005-01 Calculations Package Time: 05:40 PM Page: 9 of 81 iicnr Def ed Frame Point 7 fnH endo- r (ince Connn• 6 i File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. v VSide Units Type e Y Description Ma 1 Locl Offset H or V Supp. Du. Coef. Loc. 1 k WPL Weak axis load 2.76 6/3/0 NA NJ N IN 1.000 WA 1 k WPR Weak axis load -2.76 6/3/0 NA N N OUT 1.000 WA 4 k WPL Weak Axis Load 2.76 6/3/0 NA N N IN 1.000 WA 4 k WPR Weak Axis Load -2.76 6/3/0 NA N N OUT 1.000 WA i File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 - BL/TLER Manu,—tur,ne 16-019005-01 Calculations Package Time: 05:40 PM Page: 10 of 81 7 S (� t 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 buildingsup plier�p's engineer. File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER auf!. Manu,u,,ne 16-019005-01 Calculations Package Time: 05:40 PM Shape: Ag Building Loads and Codes - Shape: Ag Building City: Durham County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: l OAISC- ASD Rainfall: I: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: ' 12AISI - ASD Pc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.03 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf The 'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf Parts Wind Exposure Factor= 0.849 Rain Surcharge: 0.00 Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 NOT Windhome Debris Region Ground/ Roof Conversion: 0.70 " Base Elevation: 0/0/0 Unobstructed, Slippery Primary Zone Strip Width: 2a: 10/0/0 Parts / Portions Zone trip Width: a: 5/0/0 Basic Wind Pressure: q: 22.35.psf Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are suppor ing:Mctal Roof Pancls Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 62.00 %g Mapped MCE Acceleration: S1: 28.00 %g Site Class: Stiff soil (D) It Seismic Importance: le: 1.000 Design Acceleration Parameter: Sds: 0.5390 Design Acceleration Parameter:'Shc: 0.3435 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.06 Diaphragm Condition: Flexible' Fundamental Period Height Used: 14/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2312 R -Factor: 3.50 Overstrength Factor: Omega:; 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1540 x W t Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1448 R -Factor: 3.25 Overstrength Factor: Omega 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658 x W Girts are supportrng:Metal Wall Panels I, i i f File:16-019005-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. _. i BUTLER Butter manuractuarm 16-019005-01 Calculations Package Desien Load Combinations - Bracine Date: 8/24/2016 - Time: 05:40 PM Page: 12 of 81 No. Origin Factor Application Description 1 System 1.000 1.0 D + 0.6 W 1> + W 1> 2 System 1.000 1.0 D + 0.6 <W1 D + <W 1 3 System 1.000 1.0 D + 0.6 W2> D + W2> 4 System 1.000 1.0 D + 0.6 <W2 D + <W2 5 System 1.000 1.0 D + 0.6 W3> D + W3> 6 System 1.000 1.0 D + 0.6 <W3 D + <W3 7 System 1.000 1.0 D + 0.6 W4> D + W4> 8 System 1.000 1.0 D + 0.6 <W4 D + <W4 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 1.0 D + 0.7 E> D + F> 14 System 1.000 1.0 D + 0.7 <E D + <E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W1 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> + CG + W3> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 + CG + <W 3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 23 System Derived 1.000 0.6D+0.6CU+0.6W1> D +CU+WI> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W 2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W 2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> + CU + W3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 + CU + <W 3 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> D + CU + W4> 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ + CG + E> + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ + CG + <E + EG+ 33 System Derived 1.000 0.6 D + 0.6 CG + 0.7 F> + 0.7 EG- + CG + Fj + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- + CG + <E + EG - File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. _ Date: 8/24/2016 BUTLER Bursar Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 13 of 81 r i� Y n:..........1 Qom....:.... %A—h— noo:.... C........n'... Qnnr A Mem. Bracing Length Angle Design I Seismic I Stress Stress Governing Design Comment No. Shape ft eb-flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial Factor Factor I Ratio I Load Case Status' 1 R 0.375 34.86 46.2 -2.00 1.0000 1.0000 0.783 1.OD+I.00G+0.7<E+0.7EG+ passed' 2 R 0.375 34.86 46.2 -2.00 1.0000 1.0000 0.783 1 1.OD+I.00G+0.7E>+0.7EG+passed' Mem. End I Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 2.00, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile &acture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 2.00, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, eb-flan a weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 2.00, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 2.00, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. f i i File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 - BUTLER Butler Manut—turi'p16-019005-01 Calculations Package Time: 05:40 PM ..�....a_....w..,..,a Page: 14 of 81 Y (2) 1 -W t (4) 1 sa t (6) 2 Al t (8) 97L 74'F' L 754r L 7S4r l 9 -R -M t 9r -W H' moon..] R.ur Mn.nl.n. nue:nn C........o..,• Rnnf R Mem. Bracing Length Angle Design I Seismic I Stress Stress Governing I Design Comment No. Shape ft web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, » PASSED. Axial Factor I Factor Ratio Load Case Status 1 R 0.375 34.86 46.2 -2.00 1.0000 1.0000 0.783 1.OD+I.00G+0.7F>+0.7EG+ passed 2 R 0.375 34.86 46.2 -2.00 1.0000 1.0000 0.783 1 1.OD+I.00G+0.7<E+0.7EG+ passed Mem. End I Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 2.00, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7F>+0.7EG+, Factored F = 2.00, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, » PASSED. 2 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 2.00, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, » PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 2.00, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. f ' f f Date: 8/24/2016 sur�E�z , Butler Manut—turing 16-019005-01 Calculations Package Time: 05:40 PM Page: 15 of 81 rl:oonnnl R—in. M—hor Q411-11 7 Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft eb-flange weld OK web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. ' Axial Factor Factor Ratio Load Case Status I R 0.5 28.53 29.2 -3.32 1.3000 1.0000 0.941 LOD+I.00G+0.7<E+0.7EG+ passed 2 R 0.5 28.53 29.2 -3.34 1.3000 1.0000 0.946 I.OD+I.00G+0.7E>+0.7EG+ passed Mem. End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 6.64, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 6.64, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, eb-flange weld OK web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. ' 2 Left Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 6.68, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 6.68, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, eb-flanita weld OK, web direct shear OK, web punching shear OK, tensile facture ofweb OK, >> PASSED. i s File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler Manufacturing .16-019005-01 Calculations Package - Time: 05:40 PM Page: 16 of 81 niaonnnl Rrarino Mpmhpr npsion Summarve Sidpwall d Mem. Bracing Length Angle Design Seismic Stress Stress Goveming Design Comment No. Shape ft web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. Axial Factor Factor Ratio Load Case Status 1 R 0.5 28.53 29.2 -3.32 1.3000 1.0000 0.941 1.OD+I.00G+0.7F>+0.7EG+ passed 2 R 0.5 28.53 29.2 -3.34 1.3000 1.0000 0.946 I.OD+I.00G+0.7<E+0.7EG+ passed Mem. End Diagonal Connection Design Information 1 Left Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7E>+0.7EG+, Factored F = 6.64, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, 0., n web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7F>+0.7EG+, Factored F = 6.64, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F = 6.68, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Right Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 6.68, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 4: 0., n File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i Date: 8/24/2016 BUTLER ' Butler Manufacturltp , 16-019005-01. Calculations Package 'Time: 05:40 PM, . - ........,._r..._......�. Page: 17 of 81 Loads and Codes - Shape: Ag Building City: Durham County: Butte Building Code: California Building Standards Code - 2013 Edition Based on Building Code: 2012 International Building Code Building Risk/Occupancy Category: II (Standard Occupancy Structure) State: California Country: United States Structural: 1 OAISC - ASD " Rainfall: I: 3.30 inches per hour, ' Cold Form: 12AISI - ASD Pc: 3000.00 psi Concrete Dead and Collateral Loads Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.03 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf The'Envelope Procedure is Used Flat Roof Snow: pf 0.00 psf Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Topographic Factor: Kzt: 1.0000, Snow Importance: Is: 1.000 Thermal Factor: Unheated - Ct: 1.20 NOT Windbome Debris Region Ground/ Roof Conversion: 0.70 Base Elevation: 0/0/0 Unobstructed, Slippery Primary Zone Strip Width: 2a: 10/0/0 Parts / Portions Zone Strip Width: a: 5/0/0 Basic Wind Pressure: q: 22.35 psf Roof Live Load + Roof Live Load: 20.00 psf Reducible r Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure t Mapped MCE Acceleration: Ss: 62.00 %g Mapped MCE Acceleration: S1: 28.00 %g Site Class: Stiffsoil (D) Seismic Importance: Ie: 1.000; , Design Acceleration Parameter: Sds: 0.5390 Design Acceleration Parameter: Shc: 0.3435 Seismic Design Category: D{ Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00, Diaphragm Condition: Flexible , Fundamental Period Height Used: 14/0/0 z Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30: Fundamental Period: Ta: 0.2312 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1540 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30' Fundamental Period: Ta: 0.1448 R -Factor: 3.25 t Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658 x W j 4: i" File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aur�ER Butler Manufacturing 16-019005-01 Calculations Package Date: 8/24/2016 Time: 05:40 PM Page: 18 of 81 Desien Load Combinations - Purlin No. Ori ' Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB 1> D + CG + W1> + WB 1> 3 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB 1> D + CG + <W2 + WB 1> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D +CU+WI>+WB1> 5 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB 1> +CU+<W2+WBl> 6 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB 1> D + CG + L + W1> + WB 1> 7 System Derived 1.000 1.0D+1.0CG+0.75L+0.45<W2+0.45WB1> D +CG+L+<W2+WB1> 8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB 1 D + CG + W1> + <WB 1 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 D + CG + <W2 + <WB 1 10 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB1 D +CU+W1>+<WB1 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB 1 + CU + <W2 + <WB 1 12 System Derived 1.000 1.OD+1.00G+0.75L+0.45W1>+0.45 <WB 1 D +CG+L+Wl>+<WB1 13 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB 1 D + CG + L + <W2 + <WB 1 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB2> D + CG + W1> + WB2> 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB2> D + CG + <W2 + WB2> 16 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB2> D + CU + W1> + WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> 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 + W1> + WB2> 19 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB2 + CG + W 1> + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB2 + CU + W 1> + <WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 + CU + <W2 + <WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB2 + CG + L + W 1> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB3> + CG + W 1> + WB3> 27 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB3> D + CG + <W2 + WB3> 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB3> + CU + W 1> + WB3> 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB3> D + CU + <W2 + WB3> 30 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB3> + CG + L + W l> + WB3> 31 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> + CG + L + <W2 + WB3> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB3 D + CG + W1> + <WB3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3 34 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB3 + CU + W 1> + <WB3 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB3 D + CU + <W2 + <WB3 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1 > + 0.45 <WB3 D + CG + L + W1 > + <WB3 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 + CG + L + <W2 + <WB3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB4> D + CG + W1> + WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 WB4> D + CG + <W2 + WB4> 40 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 WB4> + CU + W 1> + WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> + CU + <W2 + WB4> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB4> + CG + L + W 1> + WB4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 W134> + CG + L + <W2 + WB4> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB4 + CG + W l> + <WB4 45 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 D + CG + <W2 + <WB4 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 + CU + W 1> + <W B4 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4 D + CU + <W2 + <WB4 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 <WB4 + CG + L + W l> + <WB4 49 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB4 + CG + L + <W2 + <WB4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ D + CG + EB> + EG+ 51 System Derived 1.000 0.6 D + 0.6 CU + 0.7 EB> + 0.7 EG- D + CU + EB> + EG - 52 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <EB + 0.7 EG+ D + CG + <EB + EG+ 53 System Derived 1.000 0.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- D + CU + <EB + EG - File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. j- Date: 8/24/2016 BL/TLER 16-019005-01 Calculations Package Time: 05:40 PM - Page: 19 of.81 no.:..., r No. vOrigin_ v Factor Application Description 1 2 System System 1 1.000 1.000 1.0 CG + 0.6 W 1> 1.0 CG + 0.6 <W2 CG + W1> CG + <W2 P No. Origin Factor Deflection Application Description 1 System 1.000 150 1.0 L L 2 System 1.000 180 0.42 W1> 1> 3 System 1.000 180 0.42 <W2 _ W2 F No. I Origin I Factor Deflection I Application - Descri tion 1 2 I System System 1 1.000 1 1.000 90 90 0.42 W1> 0.42 <W2 Rl> . '1 1 kW2 ' t j . 1 i 4 } i 1 l , F { i. S } c f t } File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. i . e•.�.n,k•t'7=7777777-77 t j . 1 i 4 } i 1 l , F { i. S } c f t } File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. i . sur�ER Date: 8/24/2016 jttr Manufacturing -. 16-019005-01 Calculations Package Time: 05:40 PM .. , - Page: 20 of 81 _ W811..1,'Y .fa!a' .,s IIs ��� � �� n�i ; � " 5 tt x 3s3 .:, �;. '4 e•�;�.o- 1W1B0 1W1B1 M-imnm C.rnnd- Psion. fnr Shang A. R,,Hdi.. nn Cid. 1' - Maximum Sornndam nipmetinnc fnr Shan. Aa Ruildino nn Cido 1 - Design Id Segment Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap 0.42W 1> ft 1.04 Status in. Bud Shr Cmb W Cs in. Bud Shr Cmb W Cs Bnd Shr Cmb W Cs in. F21 25.00 8.50x0.098 Z Sim �0.0 Yes 0.0 0.96 0.00 0.00 0.00 1 25.00 8.50x0.098 Z Sim Yes 0.0 0.96 0.00 0.00 0.00 1 25.00 8.50x0.068 Z Sim�0.0 Yes 0.0 1.02 0.00 0.00 0.00 1 25.00 8.50x0.068 Z Sim 60.0 Yes 0.0 1.02 0.00 0.00 0.00 1 Maximum Sornndam nipmetinnc fnr Shan. Aa Ruildino nn Cido 1 - Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 1.12 (L/269) 12.50 1 0.42W1> 1 2 1.12 ( U269) 37.50 1 0.42W 1>, 2 1 1.04 (L/287) 12.50 1 0.42W 1> 2 2 1.04 L/287 37.50 1 0.42W1>" Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[JTLER Butler Manufacturing 16-019005-01 Calculations Package i qtq 4' Date: 8/24/2016 'Time: 05:40 PM Page: 21 of 81 Dimension Key 1 6" 2 P-6" 3 T-6" i Marimnm Rprnnrl- npe;une fnr Shanp Au Rnildino nn Sidp 2 i. Mnximum Spenndam DpnPotinns fnr Shane Ao Ruildino nn Side 2 4 Design Id Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % %` % % Ld Lap 11.00 ft 0.42W1> Status in. Bud Shr Cmb W Cs in. Bnd Shr Cmb W Cs Bnd Shr Cmb W Cs in. F21 2.50 8.50x0.060 Z Sim 60.0 Yes 0.0 ( U666) 113.88 1 0.42W]> 5 1 0.00 0.05 0.05 0.00 1 6 1 1.14 ( U262) 15.00 1 0.42W 1> t 20.00 8.50x0.060 C Sim -00.0 Yes 0.0 10.00 1 0.42W 1> F. 8 1 0.21 0.05 0.00 0.00 0.00 1 1 0.21 (U716) 6.50 1 0.42W1> E 10 12.50 8.50x0.060 C Sim 60.0 Yes OA 1 0.42W1> - 10 2 0.62 L/471 0.68 0.00 0.77 0.00 1 , 25.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.39 0'.48 0.62 0.00 1 0.29 0.25 0.38 0.00 1 10.5 4,2 25.00 8.50x0.060 Z Con -60.0 Yes 10.5 0.29 0.11 6.31 0.00 1 10.5 0,58 0.19 0.49 0.00 2 0.22 0.10 0.24 0.00 1 10.5 4,3 25.00 8.500.060 Z Con -60.0 Yes 10.5 0.22 0.23 0.32 0.00 1 10.5 0.30 0.44 0.53 0.00 1 0.24 '0.23 0.33 0.00 1 10.5 4,4 25.00 8.500.060 Z Con -60.0 Yes 10.5 0.24 0.10 0.26 0.00, 1 10.5 0.48 0.18 0.42 0.00 2 0.25 0.11 0.27 0.00 1 10.5 4,5 25.00 8.500.060 Z Con -60.0 Yes 22.5 0.25 0.13 0.28 0.00 1 10.5 0.52 0.00 0.00 0.00 1 5,1 12.50 8.500.060 C Sim -60.0 Yes 0.0 0.66 0.00 0.75 0.00 1 6,1 30.00 8.500.088 Z Sim -60.0 Yes 0.0 0.99 0.00 0.00 0.00 1 7,1 20.00' 8.500.060 C Sim -60.0 Yes 0.0 0.05 0.00 0.00 0.00 1 8,1 12.50 8.500.060 C Sim -60.0 Yes 0.0 0.66 0.00 0.75 0.00 1 9,1 12.50 8.500.060 C Sim -60.0 Yes 0.0 0.66 0.00 0.75 0.00 1 10,1 27.50 8.500.060 Z Con -00.0 Yes 22.5 0.95 0.40 0.85 0.00 2 0.62 0.25 0.67 0.00 1 22.5 10,2 25.00 8.500.060 Z Con -60.0 Yes 22.5 0.62 0.25 0.67 0.00 1 22.5 0.95 0.40 0.85 0.00 2 i. Mnximum Spenndam DpnPotinns fnr Shane Ao Ruildino nn Side 2 4 Design Id Segment Deflection in. Ratio Location ft Load Case Descri tion ; 1 2 1 1 0.03 ( U7637) 10.00 1 0.42W 1> 3 1 0.22 ( U692) 6.50 1 0.42 W 1> 4 1 0.47 (U632) 11.00 1 0.42W1> 4 2 -0.07 (U4219) 29.38 `' 1 0.42WI>. 4 3 0.25 ( U1221) 62.38 1 0.42W1> ! 4 4 0.04 (U8516) 87.38 1 0.42W]> 4 5 0.44 ( U666) 113.88 1 0.42W]> 5 1 0.21 ( U716) 6.50, 1 0.42 W 1> 6 1 1.14 ( U262) 15.00 1 0.42W 1> t 7 1 0.03 (U7664) 10.00 1 0.42W 1> F. 8 1 0.21 (U717) 6.50 1 0.42W1> 't 9 1 0.21 (U716) 6.50 1 0.42W1> E 10 1 0.62 (L/483) 12.50 1 0.42W1> - 10 2 0.62 L/471 41.88 1 0.42 W 1> .File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America,Inc. �- 4 i , aurcER Date: 8/24/2016 Bt,!!r Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 22 of 81 _ IWIZU Mnvimnm Sornndary llncionc for Shona Aa Rnildina nn Sida i 1VVM1 Mavimnm Sarnnfl- lluflortinnc fnr Shano Aa Ruildina nn Silo i Design Id Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % %rmb (L/269) % Ld Lap % % % , % Ld % % % % Ld Lap 12.50 ft 0.42W1> Status in. Bud Shr 37.50 W Cs in. Bnd Shr Cmb W Cs Bnd Shr Cmb We Cs in. F21 25.00 8.50x0.098 Z Sim 60.0 Yes 0.0 0.96 0.00 0.00 0.00 1 25.00 8.50x0.098 Z Sim Yes 0.0 0.96 0.00 0.00 0.00 1 25.00 8.50x0.068 Z Sim 60.0 Yes 0.0 1.02 0.00 '0.00 0.00 1 , 25.00 8.50x0.068 Z Sim -60.0 Yes 0.0 1.02 0.00 0.00 0.00 1 Mavimnm Sarnnfl- lluflortinnc fnr Shano Aa Ruildina nn Silo i Design Id Segment Deflection in. Ratio Location ft Load Case Description I 1 1.12 (L/269) 12.50 1 0.42W 1> 1 2, 1.12 (L/269) 37.50 1 0.42W 1> 2 1 1.04 ( U287) 12.50 1, 0.42W1> 2 2 1.04 L/287 37.50 1 0.42W1> Butler Manufacturing, a division of BlueScope Buildings North America, Inc. H Date: 8/24/2016 BUTLER 16-019005-01 Calculations Package Time: 05:40 PM Page: 23 of 81 s dt dr dr dc Dimension Key 1 6" 2 F-6" E 3 2'-6" Maximum Secondary Desiens for Shape AP Buildine on Side 4 Len Description - Fy(ksi) Design Detail Lap r� t: Interior Exterior % % % % s dt dr dr dc Dimension Key 1 6" 2 F-6" E 3 2'-6" Maximum Secondary Desiens for Shape AP Buildine on Side 4 Maximum Sec ndary Deflections for Shape AiR uilding on Side 4 Desipn Id Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap " % % % % Ld % `' % "/o' % Ld Lap 11-.00 ft 0.42W1> Status in. Bud Shr Cmb W Cs in. Bnd Shr Cmb W Cs Bnd Shr' Cmb W Cs in. r2l 25.00 8.50x0.060 Z Con -00.0 Yes 22.5 ( U612) 113.88 1 ' 0.42W1> 3 1 0.95 0.40 0.85 0.00 2 0.62 0.25 0.67 0.00 1 22.5 0.42W1> " 27.50 8:50x0.060 Z Con -60:0 Yes 22.5 0.62 0.25 0.67 0.00 1 22.5 0.95 0.40 0.85 0.00 2 1 8 25.00 8.50x0.060 Z Con -00.0 Yes 22.5 1 0.42W1>'. 9 l 0.03 U7637 0.52 0.00 0.36 0.00 1 0.25 0.13 0.28 0.00 1 10.5 , 25.00 8.500.060 Z Con -60.0 Yes 10.5 0.25 0.11 0.27 0.00 1 10:5 0.48 0.18 0.42 0.00 2 0.24 0.10 0.26 0.00 1 10.5 2,3 25.00 8.500.060 Z Con -60.0 Yes 10.5 0.24 0.23 0.33 0.00 1 10.5 0.30 0.44 0:53 0.00 1 0.22 0.23 0.32 0.00 1 10.5 2,4 25.00 8.500.060 Z Con -60.0 Yes 10.5 0.22 0.10 0.24 0.00 1 10.5 0.58 0.19 0.49 0.00 2 0.29 0.11 0.31 0.00 1 10.5 2,5 25.00 8.500.060 Z Con -00.0 Yes 10.5 0:29 0.25 0.38 0.00 1 10.5 0.39 0.48 0.62 0.00 1 3,1 20.00 8.500.060 C Sun -60.0 Yes 0.0 0.05 0.00 0.00 0.00 1 4,1 12.50 8.500.060 C Sim -60.0 Yes 0.0 0.66 0.00 0.75 0.00 1 5,1 12.50 8.500.060 C Sim -60.0 Yes 0.0 0.66 0.00 0.75 0.00 1 6,1 30.00 8.500.088 Z Sim -00.0 Yes 0.0 0.99 0:00 0.00 0.00 1 7,1 2.50 8.500.060 Z Sim -60.0 Yes 0.0 0.00 0.05 0.05 0.00 1 8,1 12.50 8.500.060 C Sim -60.0 Yes 0.0 0.680.00 0.77 0.00 1 9,1 20.00 8.500.060 C Sun -60.0 I Yes 1 0.0 1 1 1 1 1 1 10.05. 0.00 10.00 0.00 1 1 Maximum Sec ndary Deflections for Shape AiR uilding on Side 4 Desipn Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 0.61 (U481) 10.50 1 0.42W1> 1 2 0.63 ( U474) 39.88 1 0.42W 1> 2 1 0.43 (U677) 11-.00 1 0.42W1> 2 2 0.04 ( L/8414) 37.88 1 0.42W 1> j 2 3 0.25 ( U1217) 62.88 1 0.42W1> 2 4 -0.07 ( U4469) 95.38 1 0.42W1> 2 5 0.48 ( U612) 113.88 1 ' 0.42W1> 3 1 0.03 (U7664) 10.00 1 0.42W1> 4 1 0.21(U716) 6.50 1 0.42W1> " 5 1 0.21 (U716) 6.50 1 0.42W1> 4 6 1 1.14 (U262) 15.00 1 0.42W1> ' 7 1 8 1 0.22 ( U692) 6.50 1 0.42W1>'. 9 l 0.03 U7637 10.00 1 0.42W1> ME 4 4 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North "America, Inc. i Date: 8/24/2016 BL/TLER Butler------clurinp 16-019005-01 Calculations Package Time: 05:40 PM r. tt.1er �r . Page: 24 of 81 Roof: A Y M-;-- Caonod- noc:o..e fns Ch.no Aa A ... Idina nn Cada A Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id R LOL Status in. Bnd Shr Cmb W Cs in. Bnd Shr Cmb W Cs Bnd Shr Cmb W Cs in. 1,1 25.00 8.50x0.068 Z Con -00.0 Yes 46.5 (U1730) 38.38 1 LOL 2 3 0.00 0.02 0.57 0.86 1 0.75 0.31 0.96 0.92 1 46.5 1,2 25.00 8.50x0.060 Z Con -60.0 Yes 34.5 0.75 0.27 0.96 0.92 1 34.5 0.92 0.48 0.88 0.00 1 0.60 0.29 0.86 0.91 1 34.5 1,3 25.00 8.50x0.060 Z Con -60.0 • Yes 22.5 0.60 0.31 0.86 0.91 1 22.5 0.58 0.47 0.67 0.00 1 0.60 0.31 0.86 0.91 1 22.5 1,4 25.00 8.50x0.060 Z Con -60.0 Yes 34.5 0.60 0.29 0.86 0.91 1 34.5 0.92 0.48 0.88 0.00 1 0.75 0.27 0.96 0.92 1 34.5 1,5 25.00 8.500.068 Z Con -60.0 Yes 46.5 0.75 0.31 0.96 0.92 1 46.5 0.00 0.32 0.57 0.86 1 2,1 25.00 8.500.068 Z Con -60.0 Yes 46.5 0.90 0.47 0.98 0.00 43 0.60 0.28 0.80 0.80 1 34.5 2,2 25.00 8.500.060 Z Con -00.0 Yes 34.5 0.60 0.25 0.80 0.80 1 22.5 0.84 0.38 0.92 0.00 43 0.43 0.22 0.63 0.68 1 22.5 2,3 25.00 8.500.060 Z Con -00.0 Yes 22.5 0.43 0.23 0.63 0.68 1 10.5 0.59 0.37 0.67 0.00 49 0.43 0.23 0.63 0.68 1 10.5 2,4 25.00 8.500.060 Z Con -60.0 Yes 34.5 0.43 0.22 0.63 0.68 1 22.5 0.84 0.38 0.92 0.00 49 0.60 0.25 0.80 0.80 1 22.5 2,5 25.00 8.500.068 Z Con -60.0 Yes 46.5 0.60 0.28 0.80 0.80 1 34.5 0.90 0.47 0.98 0.00 49 3,1 25.00 8.500.079 EZ Sim -00.0 Yes 0.0 0.41 0.00 0.47 0.00 19 3,2 25.00 8.500.079 EZ Sim -60.0 Yes 0.0 0.12 0.00 0.64 0.00 52 3,3 25.00 8.500.079 EZ Sim -00.0 Yes 0.0 0.43 0.00 0.48 0.00 25 3,4 25.00 8.500.079 EZ Sim -60.0 Yes 0.0 0.43 0.00 0.48 0.00 25 3,5 25.00 8.500.079 EZ Sim -00.0 Yes 0.0 0.41 0.00 0.47 0.00 25 naflant:nno fn. Ch.- An R ... IA... nn Cada A Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 -1.14 (IJ259) 11.00 1 LOL 1 2 -0.19 (U1547) 38.38 1 LOL 1 3 -0.65 ( U462 ) 62.38 1 LOL 1 4 -0.20 (U1538) 86.38 1 LOL 1 5 -1.15 ( U256) 113.88 1 1.01, 2 1 -0.96 ( U305 ) 11.00 1 1.01, 2 2 -0.17 (U1730) 38.38 1 LOL 2 3 -0.52 (U578) 62.38 1 1.01, 2 4 -0.17 ( U1718) 86.38 1 1.OL 2 5 -0.98 ( U301) 113.88 1 1.01 3 1 -0.75 (U394) 13.00 1 1.01, 3 2 -0.81 ( U371) 37.50 1 LOL 3 3 -0.81 ( U371) 62.50 1 LOL 3 4 -0.81 (U371) 87.50 1 1.01, 3 5 -0.75 U394 112.00 1 1.01, File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 4 t k i t Date: 8/24/2016 BUTLER Belle. Mnufac[uArp 16-019005-01 Calculations Package Time: 05:40 PM Page: 25 of 81 P..rL- Anrhnrnno W-- fnr Sh.nn Aa R..ildina Rnnf A P-1 T- k RRiT Pitoh o 1 000.12 AR rup if rand _ RPf"3 Bay _ Thickness Load(psf) vY Ld Case # Purlins Length Simple? Diaphragm Width Allowable Defl Actual Defl 1 0.068 -15.90 1 5 25.00 N 25.09 0.833 0.062 2 0.060 -15.90 1 5 25.00 N 25.09 0.833 0.060 3 0.060 -15.90 1 5 25.00 N 25.09 0.833 0.060 4 0.060 -15.90 1 5 25.00 N 25.09 0.833 0.060 5 0.068 -15.90 1 1 1 5 25.00 N 25.09 1 0.833 1 0.062 Reference Frm-Line Located @ Force per Anch. Lin Force per Anchor Anch. Allow Req'd AR Anchors Actual AR, STD Required Stiffness Available Stiffness Diaphragm Allow Diaphragm � Shr Diaphragm Stress Ratio 1(0.00) Frame O.OIU 0.00U (k) 0.14 0 0,0 0.053 1.872 0.086 '0.000 0.004 2(25.00) Frame 0.07D 0.011) (k) 0.25 0 0,0 0.308 4.375 0.086 .0.002 0.019 3(50.00) Frame 0.12D 0.02D (k) 0.22 0 0,0 0.557 3.704 0.086 0.002 0.018 4(75.00) Frame 0.12D 0.02D (k) 0.22 0 0,0 0.557 3.704 0.086 0.002 0.018 5(100.00) Frame 0.07D 0.011)(k) 0.25 0 0,0 0.308 4.375 0.086 0.002 0.019 6(125.00) Frame O.OIU O.00U 0.14 0 0,0 0.053 1.872 0.086 ' 0.000 0.004 t 17 7777 7777-777, 777-7-7,77 77777777 7,77777"77""" 6 i 1� Y . r 1 y 1 S { 4 1- t r 1 iff C t tib 1 t a l File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 4' Date: 8/24/2016 BUTLER Butler Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 26 of 81 Roof B Maximum Secondary Desiens for Shape Ae Buildine on Side B Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % % % Ld % % % % Ld Lap Id ft 62.38 Status in. Bud Shr Cmb W Cs in. Bnd Shr Cmb W Cs Bnd Shr Cmb W Cs in. 1,1 25.00 8.50x0.068 Z Con -60.0 Yes 46.5 2 2 -0.17 (L/1730) 38.38 1 0.00 0.02 0.57 0.86 1 0.75 0.31 0.96 0.92 1 46.5 1,2 25.00 8.50x0.060 Z Con -60.0 Yes 34.5 0.75 0.27 0.96 0.92 1 34.5 0.92 0.48 0.88 0.00 1 0.60 0.29 0.86 0.91 1 34.5 1,3 25.00 8.500.060 Z Con -60.0 Yes 22.5 0.60 0.31 0.86 0.91 1 22.5 0.58 0.47 0.67 0.00 1 0.60 0.31 0.86 0.91 1 22.5 1,4 25.00 8.500.060 Z Con -60.0 Yes 34.5 0.60 0.29 0.86 0.91 1 34.5 0.92 0.48 0.88 0.00 1 0.75 0.27 0.96 0.92 1 34.5 1,5 25.00 8.500.068 Z Con -60.0 Yes 46.5 0.75 0.31 0.96 0.92 1 46.5 0.00 0.32 0.57 0.86 1 2,1 25.00 8.500.068 Z Con -60.0 Yes 46.5 0.90 0.47 0.98 0.00 49 0.60 0.28 0.80 0.80 1 34.5 2,2 25.00 8.500.060 Z Con -00.0 Yes 34.5 0.60 0.25 0.80 0.80 1 22.5 0.84 0.38 0.92 0.00 49 0.43 0.22 0.63 0.68 1 22.5 2,3 25.00 8.500.060 Z Con -60.0 Yes 22.5 0.43 0.23 0.63 0.68 1 10.5 0.59 0.37 0.67 0.00 49 0.43 0.23 0.63 0.68 1 10.5 2,4 25.00 8.500.060 Z Con -00.0 Yes 34.5 0.43 0.22 0.63 0.68 1 22.5 0.84 0.38 0.92 0.00 43 0.60 0.25 0.80 0.80 1 22.5 2,5 25.00 8.500.068 Z Con -60.0 Yes 46.5 0.60 0.28 0.80 0.80 1 34.5 0.90 0.47 0.98 0.00 43 3,1 25.001 8.500.079 EZ Sim -60.0 Yes 0.0 0.41 0.00 0.47 0.00 49 3,2 25.00 8.50x0.079 EZ Sim -00.0 Yes 0.0 0.43 0.00 0.48 0.00 49 3,3 25.001 8.500.079 EZ Sim -60.0 Yes 0.0 0.43 0.00 0.48 0.00 49 3,4 25.00 8.50x0.079 EZ Sim -60.0 Yes 0.0 0.12 0.00 0.64 0.00 52 3,5 25.001 8.500.079 EZ Sim -60.0 Yes 0.0 0.41 0.00 0.47 0.00 43 Maximum Secondary Deflections for Shape Ag Building on Side B Design Id Segment Deflection in. Ratio Location ft Load Case Description 1 1 -1.14 (U259) 11.00 1 1.01, 1 2 -0.19 ( U1547) 38.38 1 1.01, 1 3 -0.65 ( U462) 62.38 1 1.01, 1 4 -0.20 (L/1538) 86.38 1 LOL 1 5 -1.15 ( U256 ) 113.88 1 1.01, 2 1 -0.96 (U305) 11.00 1 1.01, 2 2 -0.17 (L/1730) 38.38 1 1.01, 2 3 -0.52 (U578) 62.38 1 1.01, 2 4 -0.17 ( U1718) 86.38 1 1.01, 2 5 -0.98 (U301) 113.88 1 1.01 3 1 -0.75 (U394) 13.00 1 LOL 3 2 -0.81 ( U371) 37.50 1 LOL 3 3 -0.81 ( U371) 62.50 1 1.01, 3 4 -0.81 (U371) 87.50 1 1.01, 3 5 -0.75 0394 112.00 1 I.OL File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. s Date: 8/24/2016 BUTLER ; Butler Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 27 of 81 P -lin, Anrhnronn Tinrrna fnr Sh- Aa Rnildinn Rnnf R Punwl T- is RRiT Pitoh - 1 110!1.19 AR O gin if rand - F..Pf"i Bay Thickness Load(psf) Ld Case # Purlins Length Simple? Diaphragm Width Allowable Defl Actual Dell 1 0.068 -15.90 1 5 25.00 N 25.09 0.833 0.062 2 0.060 -15.90 1 5 25.00 N 25.09 0.833 0.060 3 0.060 -15.90 1 5 25.00 N 25.09 0.833 0.060 4 0.060 -15.90 1 5 25.00 N 25.09 0.833 0.060 5 0.068 -15.90 1 1 5 25.00 N 1 25.09 0.833 0.062 Reference Frm-Line Located @ Force per Anch. Lin Force per Anchor Anch. Allow Req'd AR Anchors Actual AR, STD Required Stiffness Available Stiffness Diaphragm Allow Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame O.Olu O.00U (k) 0.14 0 0,0 0.053 1.872 0.086 0.000 0.004 2(25.00) Frame 0.07D 0.011) (k) 0.25 0 0,0 0.308 4.375 0.086 1 0.002 0.019 3(50.00) Frame 0.12D 0.02D (k) 0.22 0 0,0 0.557 3.704 0.086 0.002 0.018 4(75.00) Frame 0.12D 0.02D (k) 0.22 0 0,0 0.557 3.704 0.086 0.002 0.018 5(100.00) Frame 0.07D 0.011) (k) 0.25 0 0,0 0.308 4.375 0.086 0.002 0.019 6(125.00) Frame O.OlU O.00U 0.14 0 0,0 0.053 1.872 0.086 0.000 0.004 �`*77 1 7;7777, 7777 i 1' File: 16-019005-01 Version: 2016.1c ! Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. - BUTLER s Date: 8/24/2016 16-019005-01 Calculations Package Time: 05:40 PM 8�,�, ManuractuNng •.....v,�...�w.......•k. Page: 28 of 81 Framing Suininary Reports r a ; 4 ; 7 ,;y:: #3 Loads and Codes - Shape: Ag Building City: Durham County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: l OAISC - ASD Rainfall: 1: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD fc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.03 psf Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf • Lateral Force Resisting Systems using Equivalent Force Procedure The 'Envelope Procedure' is Used Flat Roof Snow: pf: 0.00 psf Mapped MCE Acceleration: Ss: 62.00 %g Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf Mapped MCE Acceleration: S1: 28.00 %g Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Site Class: Stiffsoil (D) Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Seismic Importance: le: 1.000 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 Design Acceleration Parameter: Sds: 0.5390 Thermal Factor: Unheated- Ct: 1.20 Design Acceleration Parameter: Shc: 0.3435 NOT Windbome Debris Region Ground / Roof Conversion: 0.70 Seismic Design Category: D Base Elevation: 0/0/0 Unobstructed, Slippery Seismic Snow Load: 0.00 psf Primary Zone Strip Width: 2a: 10/0/0 % Snow Used in Seismic: 0.00 Parts / Portions Zone Strip Width: a: 5/0/0 Diaphragm Condition: Flexible Basic Wind Pressure: q: 22.35 psf Fundamental Period Height Used: 14/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.2312 R -Factor: 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1540 x W 4 Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 " Fundamental Period: Ta: 0.1448 R -Factor: 3.25 Overstrengtb Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658 x W Deflection Conditions Frames arc vertically supporting:Mctal Roof Purlins and Panels Frames are laterally supporting:Metal Wall Girts and Panels Purlins are supporting:Metal Roof Panels Girts are supporting:Metal Wall Panels s • N d File: 16-019005-01 'Version: 2016.1c . Butler Manufacturing, a division of BlueScope Buildings North America, Ina t r m Date: 8/24/2016 BUTLER Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM ..-....w. -. - Page: 29 of 81 Wall: 4;.Frame`at •0/G/0` „`` � ` � x n "; ,�� �. Frame Cross Section: 1 26 Dimension Key 1 S 1/2" 2 1'-6" 3 P -V 4 4'-0 1/16" 5 16-1" Ridge Ht. Frame Clearances Horiz. Clearance between members I (CX001) and 6(CX001): 46'-7" Vcrt. Clearance at member 1(CX001): 12'-7 15/16" Vert: Clearance at member 6(CX001): 12'-7 15/16" Vert. Clearance at member 7(EPX001): 14'-7 7/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. F Date: 8/24/2016 - BLJTLER Butler ----- c[urin0 16-019005-01 Calculations Package Time: 05:40 PM Page: 30 of 81 _ Frame Location Design Parameters: Location Ivg. Bay Space I Description Angle I Group Trib. Override Design Status 0/6/0 1 12/9/0 a Building Rigid Endwall #1 EW 1 1 90.0000 1 Stress Check no.;,.., 1..fla r,,...t,i...ti,.... _ 117-c..a No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL + CG + ^ASL 5 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 11 System 1.000 0.6 MW MW -Wall: 1 12 System 1.000 0.6 MW MW - Wall: 2 13 System 1.000 0.6 MW MW - Wall: 3 14 System 1.000 0.6 MW MW - Wall: 4 15 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W1 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR 21 System 1.000 I.0D+I.0CG+0.75L+0.45W1> D +CG+L+WI> 22 System 1.000 1.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<Wl 23 System 1.000 1.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L + WPL 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + W PR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 29 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + E> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 31 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + Fj + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + F> + EG - 34 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ + CG + F> + EG+ 36 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 37 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 38 OMF Connection 1 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- 117.e...n Mnml.nr Q;v Mem. No. Flg Width in. Flg Thk in. Web Thk in. Depth in. Depth2 in. Length ft) Weight (p) Flg Fy (ksi) Web Fy (ksi) Splice Jt.I Codes Jt.2 Shape 1 5.00 0.1345 0.1345 12.00 12.00 13.33 144.0 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 14.38 131.7 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1875 9.00 9.00 10.00 108.4 55.00 55.00 SS SP 3P 4 5.00 0.1345 0.1875 9.00 9.00 10.00 108.4 55.00 55.00 SP SS 3P 5 5.00 0.1345 0.1345 9.00 9.00 14.38 131.7 55.00 55.00 SS KN 3P 6 5.00 0.1345 0.1345 12.00 12.00 13.33 144.0 55.00 55.00 BP KN 3P 7 5.00 0.1345 0.1345 10.00 10.00 14.62 154.8 55.00 55.00 BP CP 3P i otai name weight = vzs.0 (p) (tncivaes an plates) Frame Member Releases Member Joint 1 Joint 2 7 No Yes File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Buner------eturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 31 of 81 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Doa..tin..c _ iTnfonfnrn.i r no.l'Rmn of Fromn !'rnec Carfinn• 1 Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. yV V� Member .. X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. V 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 50/0/0 0/0/0 1 Yes Yes I No 0/0/0 0/0/0 0.0000 L> Frm 7 25/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Doa..tin..c _ iTnfonfnrn.i r no.l'Rmn of Fromn !'rnec Carfinn• 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 Interior Column Exterior Column 0/0/0 25/0/0 50/0/0 1-C 1-B 1-A 8 X 13 8 X 1 1 8 X 13 0.375 0.375 0.375 4-0.750 4-0.750 4-0.750 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Hx Hz vy Hx V D Frm 0.09 -Vy 0.56 1.04 -0.09 0.56 CG Frm 0.10 0.48 0.96 -0.10 0.48 L> Frm 0.58 2.82 5.68 -0.58 2.82 <L Frm 0.58 2.82 5.68 -0.58 2.82 ASLA Frm 0.29 -0.08 2.84 -0.29 2.90 AASL Frm 0.29 2.90 2.84 -0.29 -0.08 W 1> Frm -2.16 4.48 3.85 -6.26 -1.21 -1.85 <W 1 Frm 1.21 -1.85 -3.47 -6.26 2.16 4.48 W2> Frm -2.52 -3.09 - -3.89 -0.86 -0.47 <W2 Frm 0.86 -0.47 -3.89 2.52 -3.09 WPL Frm 0.33 -2.54 -5.94 -0.61 11.10 WPR Frm 0.61 4.10 -5.94 -0.33 -2.54 MW Frm - - - - - MW Frm 0.92 0.59 -0.22 2.15 -0.37 MW Frm - - - - - MW Frm -2.15 -0.37 -0.22 -0.92 0.59 CU Frm - - - - - L Frm 0.58 2.82 5.68 -0.58 2.82 F> Frm -0.42 -0.25 0.04 - -0.42 0.25 EG+ Frm 0.03 0.13 - 0.26 -0.03 0.13 <E Frm 0.42 0.25 -0.04 - 0.42 -0.25 EG- Frm -0.03 -0.13 - -0.26 0.03 -0.13 File: 16-019005-01 Version: 2016.1c c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Buser Manutacturinp 16-019005-01 Calculations Package Sum of Forces with Reactions Check - Framine Load Type Horizontal Load Reaction Vertical Load Reaction k k D 0.0 0.0 2.2 2.1 CG 0.0 0.0 1.9 1.9 L> 0.0 0.0 11.3 11.3 <L 0.0 0.0 11.3 11.3 ASLA 0.0 0.0 5.7 5.7 AASL 0.0 0.0 5.7 5.7 Wl> 3.4 3.4 12.6 12.6 <W1 3.4 3.4 12.6 12.6 W2> 3.4 3.4 7.5 7.5 <W2 3.4 3.4 7.5 7.5 WPL 0.3 0.3 12.6 12.6 WPR 0.3 0.3 12.6 12.6 MW 0.0 0.0 0.0 0.0 MW 3.1 3.1 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 3.1 3.1 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 11.3 11.3 F> 0.8 0.8 0.0 0.0 EG+ 0.0 0.0 0.5 0.5 <E 0.8 0.8 0.0 0.0 EG- 0.0 0.0 0.5 0.5 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analvsis. Date: 8/24/2016 Time: 05:40 PM Page: 32 of 81 _ X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 25/0/0 1-B 7 0.375 k) 11 (k) 4 (in -k 5.0 in -k Std 0/0/0 1-C 1.46 17 1.17 22 - 13 - 4 2.35 15 3.93 4 OS -0.1875 OS -0.1875 1 2 25/0/0 1-B - - - - 2.08 6 2.31 5 3.13 ' 15 7.67 1 1 0.088 16 0.062 50/0/0 1-A 1.17 21 1.46 18 - - - 2.35 16 3.93 3 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4'drod) X -Loc Grid Mem. Thickness Width Length Stiff. I Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. Shear Rods in. in. in. Type I Flange Web 0/0/0 1-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 25/0/0 1-B 7 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 50/0/0 1-A 6 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum BracingtWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial rame Shea Load Shear k Case Case V + T Case BendingCase Case Tension Case Case 0/0/0 1.46 -1.51 ] 7 1.23 -2.33 15 0.78 3.86 2 0 0 25/0/0 2.29 -1.735 15 2.05 -3.11 16 0.00 7.68 2 25/0/0 0.099 5 0 50/0/0 1.46 -1.51 18 1.23 -2.33 16 0.78 3.86 1 2 0.091 2 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case BendingCase BearingCase Tension Case Com Case Weld Case Weld Case 0/0/0 0.063 17 0.061 15 0 0 0.034 2 0.088 15 0.062 2 0.041 2 0.055 15 25/0/0 0.099 5 0.081 16 0 0 0.079 2 0.110 16 0.146 2 0.091 2 0.091 2 50/0/0 0.063 18 0.061 16 0 0 0.034 1 0.088 16 0.062 1 0.041 1 0.055 16 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aur�ER Berner Manuracturi g 16-019005-01 Calculations Package Web Stiffener Summary Date: 8/24/2016 Time: 05:40 PM Page: 33 of 81 Mem. Stiff. Desc. Loc. i Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages WOut R in. Desc. in. ID I Desc. in. in. in. in. Description 2 1 S9 1.00 8.731 64.92 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 5 1 1 1 S9 13.37 8.731 64.92 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections Plate Fy = 55.00 ksi Moment Connections: Outside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages WOut Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd ID Desc. in. ID I Desc. No. No. k in. in. in. in. Shear in. 1 2 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50/2.50 11 Flush (0) 2.50/2.50 2 1 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 3 2 SP 0.500 6.00 9.03 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 4 1 SP 0.500 6.00 9.03 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 5 2 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 6 2 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50/2.50 11 Flush (0) 2.50/2.50 7 1 2 1 CP 0.375 3.00 11.00 0.500 A325/- "' 11 Flush 11 Flush 0.00 Moment Connections: Outside Flange Required Stren Design StrengthRatios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Bendin YieldingRupture Ru ture TearingWeld GFB2033 Weld 1 2 36 -1.7 1.1 179.1 AISC DG-16/Thin plate 0.511 0.023 0.827 0.000 0.000 0.037 1.000 0.516 2 1 36 -1.7 1.1 179.1 AISC DG-16/Thin plate 0.511 0.023 0.827 0.000 0.000 0.037 1.000 0.516 3 2 2 -0.4 3.8 197.1 AISC DG-16/Thin plate 0.764 0.078 0.757 0.000 0.000 0.094 1.000 0.719 4 1 2 -0.4 3.8 197.1 AISC DG-16/Thin plate 0.764 0.078 0.757 0.000 0.000 0.094 1.000 0.719 5 2 35 -1.7 1.1 179.1 AISC DG-16/Thin plate 0.511 0.023 0.827 0.000 0.000 0.037 1.000 0.516 6 2 35 -1.7 1.] 179.1 AISC DG-16/fhin late 0.511 0.023 0.827 0.000 0.000 0.037 1.000 0.516 Inside Flange Required Strength I Design StrengthRatios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k k in -k Proc. Tension Shear Bendin Yieldin Ru ture TearingWeld GFB2033 Weld 1 2 37 0.4 0.9 142.1 AISC DG-16/Thin plate 0.436 0.018 0.707 0.000 0.000 0.029 1.000 0.516 2 1 37 0.4 0.9 142.1 AISC DG-16/Thin plate 0.436 0.018 0.707 0.000 0.000 0.029 1.000 0.516 3 2 16 0.7 1.4 84.5 AISC DG-16/Thin plate 0.343 0.029 0.340 0.000 0.000 0.035 1.000 0.719 4 1 16 0.7 1.4 84.5 AISC DG-16/Thin plate 0.343 0.029 0.340 0.000 0.000 0.035 1.000 0.719 5 2 38 0.4 0.9 142.1 AISC DG-16/Thin plate 0.436 0.018 0.707 0.000 0.000 0.029 1.000 0.516 6 2 38 0.4 0.9 142.1 AISC DG-16/Thin late . 0.436 0.018 0.707 0.000 0.000 0.029 1.000 0.516 ' Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Pinned Cnnnectinnse Flanoe Rrace Su Member Maximum Shear Case Maximum Tension Case Stren Ratios Mem. No. it. No. Ld Cs I Axial Shear Ld Cs Axial Shear Bolt k Tension I Bolt Bolt Shear V + T Plate Bending Flange Yielding Flange Bearing Flange Weld Web I Weld 7 1 2 1 5 1 1.81 2.2 16 3.] 1.9 0.0981 0.102 0.0001 0.1011 0.0701 0.0771 0.1121 0.080 Flanoe Rrace Su Member From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 7/6/0 7/6/0 GFB2050 0.149 24 2 3/4/4 21/1/0 GFB2037 0.156 12 3 3/11/12 6/1/0 GFB2037 0.131 3 3 8/11/12 1/1/0 GFB2033 0.288 2 4 1/0/4 1/1/0 GFB2033 0.288 2 5 6/0/4 16/l/0 GFB2037 0.131 3 5 11/0/4 21/l/0 GFB2037 0.156 14 6 7/6/0 7/6/0 GFB2050 0.149 23 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 34 of 81 _ i Frame Desipn Memher Summary - Cnntrnllina Load Case and Maximum Cnmhined Rtresses ner Mpmher a.orntinnt are from Joint t 1 I Parameters llsod for Axial and Mayoral Dation Mem. No. Controllin2 Cases Required Strength Available Strength Stren Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear No. ft in. Flexure 0.77 k k in -k in -k k k in -k in -k - Flexure 7.53 1 12.68 12.00 24 55.09 -3.0 1.00 -138.8 0.0 37.9 3 211.7 39.0 0.69 23.8 1 0.00 12.00 2.81 17 1.12 1.4 1.76 0.03 55.15 16.7 1.00 1.17 0.73 0.09 2 10.38 9.00 4 23.8 -0.5 0.67 165.1 0.0 13.0. 1.12 169.5 39.0 0.99 55.15 2 0.47 9.00 0.73 4 5 3.2 280.84 180.0 60.0 20.9 0.67 33.89 2.80 0.15 3 9.97 9.00 2 55.09 -0.4 1.00 -197.1 0.0 48.6 6 204.4 29.9 0.97 62.1 3 9.97 9.00 2.80 1 1.12 -3.8 1.73 0.02 98.71 33.4 1.00 1.15 0.59 0.11 4 0.00 9.00 2 175.0 -0.4 0.67 -197.1 0.0 48.6 1.12 204.4 29.9 0.97 68.23 4 0.00 9.00 0.65 2 3.8 33.4 0.11 5 3.52 9.00 3 -0.5 165.1 0.0 13.0 169.5 39.0 0.99 5 13.439.00 3 -3.2 20.9 0.15 6 12.68 12.00 23 -3.0 -138.8 0.0 37.9 " 211.7 39.0 0.69 6 0.00 12.00 18 -1.4. 16.7 0.09 7 7.50 10.00 5 1.7 103.9 0.0 87.6 104.1 39.0 1.01 7 0.00 10.00 15 -2.3 20.3 0.11 Parameters llsod for Axial and Mayoral Dation Mem. No. Loc. ft ` Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rp9 Rpc Qs Qa 1 12.68 152.15 62.1 • 62.1 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.16 1.00 1.15 0.59 0.77 2 10.38 280.84 180.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.08 1.00 1.13 0.67 1.00 3 9.97 280.84 23.8 23.8 2.98 0.67 36.83 2.81 8.18 1.12 9.54 1.76 0.03 55.15 1.06 1.00 1.17 0.73 0.98 4 0.00 280.84 23.8 23.8 2.98 0.67 36.83 2.81 8.18 1.12 9.54 1.76 0.03 55.15 1.06 1.00 1.17 0.73 0.98 5 3.52 280.84 180.0 60.0 2.52 0.67 33.89 2.80 7.53 1.1 8.53 1.72 0.02 55.09 1.29 1.00 1.13 0.67 1.00 6 12.68 152.15 62.1 62.1 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.16 1.00 1.15 0.59 0.77 7 7.50 179.95 175.0 175.0 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.19 1.00 1.14 0.65 1.00 nan-t;nn t n9d rn.nti;not;nn. - wren;.... 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 1> 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 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- F> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- Cnntrnllint, Frame Deflectinn Ratios for Cross Sectinne t Description Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection ( H/199) 0.784 6 2 2 W 1> Max. Vertical Deflection for Span 1 ( U708) 0.403 3 1 1 7 WPR Max. Vertical Deflection for Span 2 U708 0.403 5 1 6 WPL * Negative horizontal deflection is left • Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. Frame Lateral Stiffness (K): 0.658 (k/in) Fundamental Period (calculated) (T): 0.893 (sec.) 77 File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc: Date: 8/24/2016 ------------ B[1TLER Butler Manuf—turing • - " 16-019005-01 Calculations Package Time: 05:40 PM Page: 35 of 81 Frame Cross Section: 2 (2)G Gf7A11AF (`f7r1CC �!`Tlrll�l DT Gf7A11AG I IfUG/C1 7 Dimension Key 1 8 1/2" 2 1'-6" 3 P -l" 4 4'-0 1/16" 5 16'-1" Ridge Ht. Frame Clearances Horiz. Clearance between members I (CX002) and 6(CX002): 43'-11 " Vert. Clearance at member 1(CX002): 12'-0 5/16" Vert. Clearance at member 6(CX002): 12'-0 5/16" Finished Floor Elevation =.100'-0" (Unless Noted Otherwise) File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America,: Inc. -10 BUTLER Bullar Manufacturing 16-019005-01 Calculations Package Date: 8/24/2016 - Time: 05:40 PM Page: 36 of 81 I Location I Ave. Bav Space I Descrintion I Angle I GrouD . I Trib. Override I Design Status I Design Load Combinations - Framing File: 16-019005-01 1 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L rNo. 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> t• + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG +WPR 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 ' 13 System 1.000 0.6D+0.6CU+0.6W1> +CU+Wl> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W 2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU +WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU +WPR 19 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> D + CG + L + W 1> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W1 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L +WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L +WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + CU + Fj + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ + CG + F> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- D + CU + E> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ + CG + F> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.OD+I.00G+0.6WPR +0.6WB1> +CG+WPR+WB1> 38 System Derived 1.000 0.6 D+ 0.6 CU+ 0.6 WPR+0.6WB1> +CU+WPR+WB1> 39 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR +0.45WB1> +CG+L+WPR+WB1> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG + WPR + <WB 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 + CU + WPR + <WB 1 42 System Derived 1.000 1.OD+I.00G+0.75L+0.45WPR +0.45 <WB 1 D+CG+L+WPR+<WB1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L +WPR + WB2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W132 D + CG + WPR + <W132 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 48 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR +0.45<WB2 D+CG+L+WPR+<WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133 + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 + CU + WPL + <WB3 54 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPL +0.45<WB3 D+CG+L+WPL+<WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> + CG + WPL + WB4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W134 D + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W134 + CU + WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 + CG + L + WPL + <WB4 File: 16-019005-01 1 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER ,�a��„�,� , 16-019005-01 Calculations Package Time: 05:40 PM _..._.-�� - Page: 37 of 81 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 62 System Derived 1.000 0.6 MWB MWI3 - Wall: 2 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 64 System Derived 1.000 0.6 MWB - Wall: 4 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + Ej + EG+ + EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 69 System Dern ed 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 I-> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG-+ 0.91 EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 74 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG++ 0.91 <EB D + CG + F> + EG++ <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB + CU + <E + EG- + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 84 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - 85 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> (Set 1) 86 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 1) 87 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> (Set 1) 88 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W1 (Set 1) 89 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 1) 90 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 1) 91 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 1) 92 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 1) 93 System 1.000 0.6 MW MW - Wall: 1 (Set 1) 94 System 1.000 0.6 MW MW - Wall: 2 (Set 1) 95 System 1.000 0.6 MW MW - Wall: 3 (Set 1) 96 System 1.000 0.6 MW MW - Wall: 4 (Set 1) 97 System 1.000 0.6 D + 0.6 CU + 0.6 WI > D + CU + WI > (Set 1) 98 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 (Set 1) 99 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 1) 100 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 1) 101 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 1) 102 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 1) 103 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + CG + L + W l> (Set 1) 104 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 + CG + L + <W 1 (Set 1) 105 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> (Set 1) 106 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 (Set 1) 107 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set l ) 108 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR (Set 1) 109 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 110 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 111 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- (Set 1) 112 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 113 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 114 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 115 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- (Set 1) 116 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 117 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 118 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 119 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + Fj + EG- (Set 1) 120 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 121 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6WB1> D + CG + WPR + WB I >(Set 1) 122 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D + CU + WPR + WBI> (Set 1) 123 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WB1> +CG+L+WPR+WBI>(Set 1) 124 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6<WB1 D+CG+WPR+<WB1(Set 1) 125 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6<WB1 D+CU+WPR +<WB1(Set 1) 126 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0,45 WPR + 0.45 <WB I D + CG + L + WPR + <WB I (Set 1) 127 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> (Set 1) 128 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 W132> D + CU + WPR + W132> (Set 1) File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. I� i I Date: 8/24/2016 B[lTLER ' Butler Manuf-turin0 16-019005-01 Calculations Package Time: 05:40 PM Page: 38 of 81 _ Mem. No. 129 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> + CG + L +WPR + WB2> (Set 1) Length ft) 130 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W132 D + CG + WPR + <WB2 (Set 1) Shape 131 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 (Set 1) 12.00 132 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D+ CG + L + WPR + <W132 (Set 1) BP 133 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W133> D + CG + WPL + WB3> (Set 1) 0.2500 134 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> (Set 1) 55.00 135 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> (Set 1) 3 136 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <W133 (Set 1) 15.00 137 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 1) 3P 138 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPL +0.45<WB3 +CG+L+WPL+<WB3(Set 1) 10.00 139 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> (Set 1) SP 140 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 1) 0.2500 141 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> + CG + L + WPL + WB4> (Set 1) 55.00 142 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W134 D + CG + WPL + <W134 (Set 1) 6 143 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W134 D + CU + WPL + <W134 (Set 1) 13.34 144 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 + CG + L + WPL + <WB4 (Set 1) 3P 145 System Derived 1.000 0.6 MWB - Wall: 1 (Set 1) 146 System Derived 1.000 0.6 MWB MWB - Wall: 2 (Set 1) 147 System Derived 1.000 0.6 MWB MWB - Wall: 3 (Set 1) 148 System Derived 1.000 0.6 MWB MW13 - Wall: 4 (Set 1) 149 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB> D + CG + Fj + EG+ + EB> (Set 1) 150 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG++ 0.273 EB> D + CG + E> + EG++ EB> (Set 1) 151 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 EB> D + CG + <E + EG++ EB> (Set 1) 152 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> (Set 1) 153 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> + CU + F> + EG- + EB> (Set 1) 154 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> + CU + F> + EG- + EB> (Set 1) 155 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> (Set 1) 156 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> (Set 1) 157 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ (Set 1) 158 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- (Set l ) 159 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG++ 0.91 <E13 D + CG + E> + EG++ <EB (Set 1) 160 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB (Set 1) 161 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB (Set 1) 162 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <E13 D + CG + <E + EG+ + <EB (Set 1) 163 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB + CU + F> + EG- + <EB (Set 1) 164 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 <EB + CU + F> + EG- + <EB (Set 1) 165 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB + CU + <E + EG- + <EB (Set 1) 166 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB (Set 1) 167 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ (Set 1) 168 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Set 1 Frame Member Sizes Total Frame Weight = 1078.9 (p) (Includes all plates) Boundary Condition Summary Member Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depthl in. Depth2 in. Length ft) Weight (p) Fig Fy (ksi Web Fy ksi Splice Jt.I Codes R.2 Shape 0/0/0 0/0/0 1 5.00 0.1875 0.1345 12.00 28.00 13.34 215.1 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 18.00 9.00 9.38 158.2 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 9.00 10.00 15.00 166.2 55.00 55.00 SS SP 3P 4 5.00 0.1875 0.1345 10.00 9.00 15.00 166.2 55.00 55.00 SP SS 3P 5 5.00 0.2500 0.1345 9.00 18.00 9.38 158.2 55.00 55.00 SS KN 3P 6 5.00 0.1875 0.1345 12.00 28.00 13.34 215.1 55.00 55.00 BP KN 3P Total Frame Weight = 1078.9 (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 6 0/0/0 0/0/0 50/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. B[JTLER Date: 8/24/2016 16-019005-01 Calculations Package Time: 05:40 PM Page: 39 of 81 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete 12-t;....e - tinfortn.nd r nodi- of Fromu !`-.. Curfinn• 7 Type Exterior Column Exterior Column X -Loc 0/0/0 50/0/0 Gridl -Grid2 2-C 2-A Base Plate W x L (in.) 8 X 13 8 X 13 Base Plate Thickness (in.) 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" Load Type Desc. Hx I Hz V Hx Hz V D Frm 0.97 1.75 -0.97 1.75 CG Frm 1.15 1.86 -1.15 1.86 L> Frm 4.59 7.42 -4.59 7.43 <L Frm 4.59 7.42 4.59 7.43 Wl> Frm -8.35 -12.02 3.20 -8.19 <Wl Frm -3.20 -8.19 8.35 -12.02 W2> Frm -6.67 -7.04 1.51 -3.20 <W2 Frm -1.51 -3.20 6.67 -7.04 WPL Frm -3.99 -9.00 3.60 -11.20 WPR Frm -3.60 -11.20 3.99 -9.00 MW Frm - - - - MW Frm 1.56 0.93 4.39 -0.93 MW Frm - - - - MW m -4 Frm -0.93 -1.56 0.93 CU Frm - - - - L Frm 4.59 7.42 4.59 7.43 E> Frm -0.81 -0.47 -0.81 0.47 EG+ Frm 0.31 0.50 -0.31 0.50 <E Frm 0.81 0.47 0.81 -0.47 EG- Frm -0.31 -0.50 0.31 -0.50 WB1> Brc 0.06 -3.14 -1.74 -0.06 -2.93 -1.66 <WB1 Brc -0.07 - 1.76 0.07 - 1.64 WB2> Brc 0.06 -3.14 -1.74 -0.06 -2.93 -1.69 <WB2 Brc -0.07 - 1.77 0.07 - 1.65 WB3> Brc 0.06 -2.93 -1.67 -0.06 -3.14 -1.81 <WB3 Brc -0.07 - 1.69 0.07 - 1.79 WB4> We 0.06 '-2.93 -1.67 -0.06 -3.14 -1.81 <WB4 Brc -0.07 - 1.69 0.07 - 1.79 - MWB Brc 0.06 -3.01 -1.66 -0.06 -3.01 -1.71 MWB Brc - - - - - - MWB Brc -0.06 1.68 0.06 1.68 MWB Brc - - - - EB> Brc 0.08 -4.01 -2.27 -0.08 4.01 -2.33 <EB Brc -0.09 - 2.31 0.09 - 2.30 I File: 16-019005-01 Version: 2016.1c ' Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 8/24/2016 Butler Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 40 of 81 Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction k Vertical Load Reaction D 0.0 0.0 3.6 3.5 CG 0.0 0.0 3.7 3.7 L> 0.0 0.0 14.8 14.9 <L 0.0 0.0 14.8 14.9 Wl> 5.2 5.2 20.2 20.2 <W 1 5.2 5.2 20.2 20.2 W2> 5.2 5.2 10.2 10.2 <W2 5.2 5.2 10.2 10.2 WPL 0.4 0.4 20.2 20.2 WPR 0.4 0.4 20.2 20.2 MW 0.0 0.0 0.0 0.0 MW 6.0 6.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 6.0 6.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 14.8 14.9 F> 1.6 1.6 0.0 0.0 EG+ 0.0 0.0 1.0 1.0 <E 1.6 1.6 0.0 0.0 EG- 0.0 0.0 1.0 1.0 WB1> 0.0 0.0 0.0 3.4 <WB1 0.0 0.0 0.0 3.4 WB2> 0.0 0.0 0.0 3.4 <WB2 0.0 0.0 0.0 3.4 WB3> 0.0 0.0 0.0 3.5 <WB3 0.0 0.0 0.0 3.5 WB4> 0.0 0.0 0.0 3.5 <WB4 0.0 0.0 0.0 3.5 MWB 0.0 0.0 0.0 3.4 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 3.4 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 4.6 <EB 0.0 0.0 0.0 4.6 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural anal sis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std OS -0.1875 OS -0.1875 50/0/0 2-A 6 0.375 8 13 No 4 in -k 5.0 in -k Std 0/0/0 2-C 4.43 13 6.70 1 7.03 73 6.7238 11.03 1 50/0/0 2-A 6.70 1 4.43 14 7.03 73 6.76 50 11.03 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 age & itch standards are based on ACI -318 A endix D criteria for "cast -in -pi cc" anchor rods ins ace = 4'drod X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Axial rame Shea No. in. in. in. Rods in. in. in. Type Flange Web 0/0/0 2-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 50/0/0 2-A 6 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Maximum Shear Case Maximum Tension Case Maximum Comp Case I Maximum BracingtWA Case X -Loc Shear Axial Tension Load Shear Comp Load Shear Axial rame Shea Load k k Case k k Case k Case 0/0/0 6.90 11.16 "851.50 -0.73 38 6.90 11.16 86 7.03 3.36 0.51 168 50/0/0 6.90 11.15 6.78 50 6.90 11.15 85 7.03 3.39 0.51 74 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Buner Manuracturinp 16-019005-01 Calculations Package Base Plate Connection Strength Ratios Date: 8/24/2016 Time: 05:40 PM Page: 41 of 81 X -Loc Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Load Plate Load Flange Load Web Load 0.1644 Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.374 86 0.175 38 0.088 168 2.000 0 0.097 86 0.255 38 0.180 86 0.367 168 0.209 86 50/0/0 0.374 85 0.176 50 0.089 74 A325N/PT 0 0.097 85 0.256 50 0.180 85 0.367 74 0.209 85 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 2 1 S10 Desc. in. ID Alternate Web Thick .= 0.1644 0.1875 2.000 Opposite W -OS -0.1250 in. 1 (S 11) KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 1 Fillet Flush 2.00 2 2 S9 2.34 17.442 129.68 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 5 1 S10 6.00 Alternate Web Thick= 0.1644 0.1875 2.000 Opposite W -OS -0.1250 SP 0.375 (SII) 13.41 0.750 A325N/PT 3.00 0.882 Flush 6.66 31 Extended 3.25 5 Fillet KN(Top) 5 2 S9 7.04 17.442 129.68 N/A N/A 0.1875 2.000 1 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections late Fy = 55.00 ksi Moment Connections: Outside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. SpecJJoint Gages In/Out Cons ration Pitches Ist/2nd Configuration Pitches Ist/2nd Shear Desc. in. ID Desc. in. No. No. No. in. in. in. in. in -k in. 1 2 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 1 Extended 3.25 12 Flush 2.00 2 1 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 0.399 Extended 3.25 12 Flush 2.00 3 2 SP 0.375 6.00 13.41 0.750 A325N/PT 3.00 T31 Flush 6.66 31 Extended 3.25 4 1 SP 0.375 6.00 13.41 0.750 A325N/PT 3.00 0.882 Flush 6.66 31 Extended 3.25 5 2 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 0.516 Extended 3.25 12 Flush 2.00 6 2 KN To 0.375 6.00 31.25 0.750 A325N/PT 3.00 0.000 Extended 3.25 12 1 Flush 2.00 Moment Connections: Outside Flange Required Stren Design StrengthRatios • Mem. it. Ld Axiat3.90. Bolt Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs Proc. Tension in -k Proc. Tension Shear Bendin Yieldin Rupture TearingWeld 2 13 Weld 1 2 86 -1 0.042 913.6 AISC DG-16/Thin plate 0.417 0.086 0.852 0.270 0.399 ' 0.083 0.945 0.516 2 1 86 -1 0.939 913.6 AISC DG-16/Thin plate 0.417 0.086 0.852 0.270 0.399 0.083 0.945 0.516 3 2 14 0.882 0.257 117.7 AISC DG-16/I'hin plate 0.515 0.002 0.828 0.000 0.000 0.002 0.719 0.516 4 1 14 0.257 0.380 117.7 AISC DG-16/Thin plate 0.515 0.002 0.828 0.000 0.000 0.002 0.719 0.5165 0.042 2 85 -1.. 0.045 913.6 AISC DG-16/Thin plate 0.417 0.086 0.850 0.270 0.399 0.083 0.959 0.516 6 2 85 -11.5 6.3 913.6 RISC DG-16/Thin late 0.417 0.086 0.850 0.270 0.399 '> 0.083 0.959 0.516 Inside Flan e Required Stren h Design Siren Ratios • Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. 0.510 (k) (in -k Proc. Tension Shear Bending Yielding Rupture Tearin I Weld Weld 1 2 13 6.4 3.1 514.2 AISC DG-16/Thin plate 0.368 0.042 0.939 0.000 0.000 0.045 0.755 0.516 2 1 13 6.4 3.1 514.2 AISC DG -1 6/Thin plate 0.368 0.042 0.939 0.000 0.000 0.045 0.755 0.516 3 2 85 -6.9 0.4 291.6 AISC DG-16/Thin plate 0.402 0.005 0.882 0.257 0.380 0.005 0.913 0.516 4 1 85 -6.9 0.4 291.6 AISC DG-16/Thin plate 0.402 0.005 0.882 0.257 0.380 0.005 0.913 0.516 5 2 14 6.4 3.1 514.2 AISC DG-16/Thin plate 0.368 0.042 0.935 0.000 0.000 0.045 0.959 0.516 6 2 14 6.4 3.1 514.2 AISC DG-16/Thin late 0.368 0.042 0.935 0.000 0.000 0.045 0.9591 0.516 • Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flau a Brace Summary Member I From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 7/6/0 7/6/0 (2)GFB2097 0.306 86 2 3/4/4 21/l/0 (2)GFB2063 0.510 0 3 3/11/12 11/1/0 GFB2037 0.165 94 3 13/11/12 1/1/0 GFB2037 0.243 85 4 1/0/4 1/1/0 GFB2037 0.243 86 4 11/0/4 11/l/0 GFB2037 0.165 96 5 6/0/4 21/1/0 (2)GFB2063 0.510 85 6 7/6/0 7/6/0 2 GFB2097 0.306 85 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 - BUTLER n-,�, ---- ctu.lnp 16-019005-01 Calculations Package Time: 05:40 PM ..W._4-...�_ ring Page: 42 of 81 _ Frame necion Memher Summary - Cnntrnllino Land Case and Maximum Cnmhined Rtrecsec nrr Mpmhor ti.nrntinnc are frnm Inint t 1 Paramaters head fnr Arial and Blexnral nasion ' Mem. Controlling Cases Required Strength Available Strength Strength Ratios Ag in.2 I Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial QaNo. Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc . VC Mcx Mcy I + Shear No. ft in. Flexure 0.502 k k in -k . in -k k k in -k in -k Flexure 28.56 1 12.06 28.00 86 410.52 -11.5 System -913.6 0.0 62.4 12 1011.7 50.3 1.00 60.0 1 12.06 28.00 3.91 86 1.5 -6.3 2.39 0.03 92.867 7.0 TCbRpg 1.000 60 180 AO.87 0.90 2 1.08 18.00 86 60.0 -8.0 0.94 -851.6 0.0 95.0 1.5 890.5 94.8 1.00 92.867 2 1.08 18.00 86, 8.8 265.62 13. 13.7 11.3 1.25 257.00 5.21 0.78 3 13.98 9.94 85 410.520 -6.9 296.0 0.0 39.5 , 328.0 57.5 0.99 54.5 3 0.00 9.00 3.91 86 1.5 6.1 2.47 0.04 756.4908 21.1 0.29 4 0.99 9.94 86 -0.9 296.1 0.0 39.5 328.0 57.5 0.99 4 14.97 9.00 85 -6.2 21.1 0.29 5 7.17 18.00 85 -8.0 -851.7 0.0 95.0. 890.5 94.8 1.00 5 7.17 18.00 85 -8.8 1 1 11.3 0.78 6 12.06 28.00 85 -11.5 -913.6 0.0 62.4 1011.7 50.3 1.00 6 12.06 28.00 85 6.3 1 1 7.0 0.90 Paramaters head fnr Arial and Blexnral nasion ' Mem. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 I Afn in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 3 System 1.000 60 180 0.42 <W 1 QaNo. 1 12.06 144.67 54.5 54.5 5.59 0.94 598.89 3.91 42.78 1.5 51.73 2.47 0.04 756.49 7 System 1.000 60 180 0.42 WPR 0.502 8 1.08 265.62 20.2 20.2 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.52 11 System 1.000 60 180 0.42 W 1> 0.683 12 13.98 265.62 120.0 60.0 3.16 0.94 54.35 3.91 10.94 1.5 12.21 2.39 0.03 92.867 15 TCbRpg 1.000 60 180 AO.87 0.854 16 0.99 265.62 120.0 60.0 3.16 0.94 54.35 3.91 10.94 1.5 12.21 2.39 0.03 92.867 0.935 7.17 265.62 13. 13.7 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.520 0.686 12.06 144.67 54.5 54.5 5.59 0.94 598.89 3.91 42.78 1.5 51.73 2.47 0.04 756.4908 0.50 neflertinn I And Cnmhinntinns - Frnmine No. 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 Wl> Wl> 3 System 1.000 60 180 0.42 <W 1 <W1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000. 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- F> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - 10 System 1.000 0 180 1.0 L L (Set l ) 11 System 1.000 60 180 0.42 W 1> Wl> (Set 1) 12 System 1.000 60 180 0.42 <W 1 <W 1 (Set 1) 13 System 1.000 60 180 0.42 W2> W2> (Set 1) 14 System 1.000 60 180 0.42 <W2 <W2 (Set 1) 15 System 1.000 60 180 0.42 WPLWPL (Set 1) 16 System 1.000 60 180 0.42 WPR WPR (Set 1) 1 17 System 1.000 10 0 1.0 F> + 1.0 EG- E> + EG- (Set 1) 18 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- Set 1 Controlline Frame Deflection Ratios for Cross Section: 2 Description Ratio Deflection in.) IMcmberl Joint Load Case Load Case Description Max. Horizontal Deflection Max. Vertical Deflection for Span 1 ( H/362) U272 -0.418 -2.036 6. 4 1 2 1 7 10 WPR L Set 1 • 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): 2.407 (k/in) Fundamental Period (calculated) (T): 0.669 (sec.) File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. i Date: 8/24/2016 BUTLER ` e�tler Munufacturip 16-019005-01 Calculations Package Time: 05:40 PM ..._.—�'� Page: 43 of 81 Wall: 4; Frame at ' 50/0/.0 _77-7`7777=77 `7 � �..r _ x ,-777-7 7777-7,71 Frame Cross Section: 3 26-17' G{7A11AG ('{7! 1'CC Q!`r1/11�1 AT I-WAI%AL 1 IIUH V\ "4 Dimension Key 1 8 1/2", 2 1'-6" 3 1'-1" 4 4'-0 1/16" 5 16'-1" Ridge Ht Frame Clearances Horiz. Clearance between members I(CX002) and 6(CX002): 43'-11" Vert. Clearance at member I (CX002): 12'-0.5/16" Vert. Clearance at member 6(CX002): 12'-0 5/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) i t File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. GFB Date: 8/24/2016 BUTLER Butler Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 44 of 81 Location 1 50/0/0 1 25/0/0 [Ag Building Cleatspan #1 1 90.0000 1 1 1 - I Stress Check I 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG + WPR 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU +WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR 19 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D +CG+L+WI> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W 1 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L +WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L +WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + CG + F> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + F> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ + CG + Fj + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + F> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.0D+1.0CG+0.6WPR +0.6WB1> +CG+WPR+WB1> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> +CU+WPR+WB1> 39 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45WB1> D+CG+L+WPR+WBI> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG + WPR + <WB 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 + CU + WPR + <WB 1 42 System Derived 1.000 1.0D+1.0CG+0.75L+0.45WPR +0.45 <WB 1 D+CG+L+WPR+<WB1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + W132> 44 System Dcrived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 45 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45WB2> D+CG+L+WPR+WB2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <W132 + CU + WPR + <WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D+CG+L+WPR+<WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG +WPL + WB3> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU +WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L +WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 + CU + WPL + <WB3 54 System Derived 1.000 1.0D+1.0CG+0.75L+0.45WPL +0.45<WB3 D+CG+L+WPL+<WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 56 Systcm Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 57 System Dcrivcd 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W134 D + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 + CU + WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 + CG + L + WPL + <WB4 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler Manut-turin0 16-019005-01 Calculations Package Time: 05:40 PM Page: 45 of 81 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 62 System Derived 1.000 0.6 MW13 MWB - Wall: 2 63 System Derived 1.000 0.6 MWB MWI3 - Wall: 3 64 System Derived 1.000 0.6 MWB MWB - Wall: 4 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB> + CG + Fj + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> D + CG + F> + EG+ + EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> D + CU + E>,+ EG- + EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ + CG + EB> + EG+ 74 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + Fj + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB + CG + <E + EG+ + <EB 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB + CU + <E + EG- + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 84 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- + CU + <EB + EG - 85 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> (Set 1) 86 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 1) 87 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> (Set 1) 88 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W I (Set 1) 89 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 1) 90 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 1) 91 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 1) 92 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 1) 93 System 1.000 0.6 MW MW - Wall: 1 (Set 1) 94 System 1.000 0.6 MW MW - Wall: 2 (Set 1) 95 System 1.000 0.6 MW MW - Wall: 3 (Set 1) 96 System 1.000 0.6 MW MW - Wall: 4 (Set 1) 97 System 1.000 0.6 D + 0.6 CU + 0.6 WI > +CU+WI>(Set 1) 98 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 (Set 1) 99 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 1) 100 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 1) 101 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 1) 102 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 1) 103 System 1.000 1.0D+I.0CG+0.75L+0.45WI> D +CG+L+W1>(Set 1) 104 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 + CG + L + <W 1 (Set 1) 105 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D+CG + L + W2> (Set 1) 106 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 (Set 1) 107 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set 1) 108 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR (Set 1) 109 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + Fj + EG+ (Set 1) 110 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 111 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + Fj + EG- (Set 1) 112 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 113 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 114 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 115 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG- (Set 1) 116 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 117 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + F> + EG+ (Set 1) 118 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 119 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- (Set 1) 120 CMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 121 System Derived 1.000 LOD+I.0CG+0.6WPR +0.6WBI> +CG+WPR+WBI>(Set 1) 122 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D +CU+WPR +WB1>(Set 1) 123 System Derived 1.000 1.OD+I.00G+0.75L+0.45WPR +0.45WBI> D +CG+L+WPR+WB1>(Set 1) 124 System Derived 1.000 1.O D + 1.0 CG + 0.6 WPR + 0.6 <W13I D + CG + WPR + <WB 1 (Set 1) 125 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WB1 D+CU+WPR +<WB1(Set 1) 126 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB I D + CG + L + WPR + <WB I (Set 1) 127 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 W132> D + CG + WPR + WB2> (Set 1) 128 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> (Set 1) File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Date: 8/24/2016 - Butler Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 46 of 81 Mem. No. 129 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L +WPR + WB2> (Set 1) Length ft) 130 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W132 D + CG + WPR + <WB2 (Set 1) Shape 131 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <W132 D + CU + WPR + <WB2 (Set 1) 12.00 132 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W132 + CG + L + WPR + <WB2 (Set 1) BP 133 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> (Set 1) 0.2500 134 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> (Set 1) 55.00 135 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> (Set 1) 3 136 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133 D + CG + WPL + <W133 (Set 1) 15.00 137 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 1) 3P 138 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 + CG + L + WPL + <WB3 (Set 1) 10.00 139 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> (Set 1) SP 140 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 1) 0.2500 141 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> (Set 1) 55.00 142 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 (Set 1) 6 143 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <W134 (Set 1) 13.35 144 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 D + CG + L + WPL + <WB4 (Set 1) 3P 145 System Derived 1.000 0.6 MWB MWI3 - Wall: 1 (Set 1) 146 System Derived 1.000 0.6 MWB MWB - Wall: 2 (Set 1) 147 System Derived 1.000 0.6 MWB MWB - Wall: 3 (Set 1) 148 System Derived 1.000 0.6 MWB MWI3 - Wall: 4 (Set 1) 149 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB> D + CG + F> + EG+ + EB> (Set 1) 150 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 EB> + CG + F> + EG+ + EB> (Set 1) 151 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 EB> D + CG + <E + EG++ EB> (Set 1) 152 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> + CG + <E + EG+ + EB> (Set 1) 153 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> + CU + Fj + EG- + EB> (Set 1) 154 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 EB> D+ CU + E> + EG- + EB> (Set 1) 155 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> + CU + <E + EG- + EB> (Set 1) 156 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> (Set 1) 157 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ (Set 1) 158 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- (Set 1) 159 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG++ 0.91 <E13 D + CG + Fj + EG++ <EB (Set 1) 160 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG++ 0.273 <EB D + CG + E> + EG++ <EB (Set 1) 161 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB (Set 1) 162 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <E13 D + CG + <E + EG+ + <EB (Set 1) 163 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB + CU + F> + EG- + <EB (Set 1) 164 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB r D + CU + F> + EG- + <EB (Set 1) 165 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB + CU + <E + EG- + <EB (Set 1) 166 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB (Set 1) 167 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ (Set 1) 168 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Set 1 Frame Member Sizes Total Frame Weight = 1078.9 (p) (Includes all plates) Boundary Condition Summary Member Mem. No. Fig Width in. F1g Thk in. Web Thk in. Depthl in. Depth2 in. Length ft) Weight (p) Fig Fy (ksi) Web Fy (ksi) Splice it.I Codes R.2 Shape 0/0/0 0/0/0 1 5.00 0.1875 0.1345 12.00 28.00 13.35 215.1 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 18.00 9.00 9.38 158.2 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 9.00 10.00 15.00 166.2 55.00 55.00 SS SP 3P 4 5.00 0.1875 0.1345 10.00 9.00 15.00 166.2 55.00 55.00 SP SS 3P 5 5.00 0.2500 0.1345 9.00 18.00 9.38 158.2 55.00 55.00 SS KN 3P 6 5.00 0.1875 0.1345 12.00 28.00 13.35 215.1 55.00 55.00 BP KN 3P Total Frame Weight = 1078.9 (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 6 0/0/0 0/0/0 50/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER at,-- ------Manut�,,� 16-019005-01 Calculations Package Time: 05:40 PM Page: 47 of 81 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete n ......ti..-... li..t.... �......1 i .....1 T........1 C......... !`�..�.. Cne H..w. 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 Exterior Column 0/0/0 50/0/0 3-C 3-A 8 X 13 8 X 13 0.375 0.375 4-0.750 4-0.750 100'-0" 100'-0" Load Type Desc. Hx I Hz I Vy Hx Hz V D Frm 0.98 1.76 -0.98 1.76 CG Frm 1.16 1.87 -1.16 1.88 I> Frm 4.63 7.50 -4.63 7.50 <L Frm 4.63 7.50 -4.63 7.50 W 1> Frm -8.16 -11.78 3.14 -8.07 <Wl Frm -3.14 -8.07 8.16 -11.78 W2> Frm -6.46 -6.74 1.44 -3.04 <W2 Frm -1.44 -3.04 6.46 -6.74 WPL Frm -3.85 -8.87 3.48 -10.98 WPR Frru -3.48 -10.98 3.85 -8.87 MW Frm - - - - MW Frm 1.58 0.93 4.44 -0.93 MW Fan - - - - MW Frm 4.44 -0.93 -1.58 0.93 CU Frm - - - - L Frm 4.63 7.50 4.63 7.50 E> Frm -0.82 -0.48 -0.82 0.48 EG+ Frm 0.31 0.51 -0.31 0.51 <E Frm 0.82 0.48 0.82 -0.48 EG- Frm -0.31 -0.51 0.31 -0.51 WBI> Brc -0.07 - 1.76 0.07 1.64 <WB1 Brc 0.06 3.14 -1.77 -0.06 2.93 -1.63 WB2> Brc -0.07 - 1.76 0.07 - 1.67 <WB2 Brc 0.06 3.14 -1.78 -0.06 2.93 -1.64 WB3> Brc -0.07 - 1.69 0.07 - 1.79 <WB3 Brc 0.06 2.93 -1.70 -0.06 3.14 -1.78 WB4> Brc -0.07 - 1.69 0.07 -. 1.79 <WB4 Brc 0.06 2.93 -1.70 -0.06 3.14 -1.78 MWB Brc -0.06 - 1.68 0.06 - 1.68 MWB Brc - - - - - - MWB Brc 0.06 3.01 -1.70 -0.06 3.01 -1.67 MWB Brc - - - - - - EB> Brc -0.09 - 2.30 0.09 - 2.31 <EB Brc 0.08 4.01 -2.32 -0.08 4.01 -2.28 File: 16-019005-01 Version: 2016.1c + Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER a�t�. Manutactar�nO 16-019005-01 Calculations Package Time: 05:40 PM ...........__..,.-.._..... Page: 48 of 81 Sim of Fnrcec with Reactinnc Check - Framino Load Type Horizontal Load Reaction k Vertical Load Reaction k k D 0.0 0.0 3.6 3.5 CG 0.0 0.0 3.7 3.8 L> 0.0 0.0 15.0 15.0 <L 0.0 0.0 15.0 15.0 W1> 5.0 5.0 19.8 19.8 <W1 5.0 5.0 19.8 19.8 W2> 5.0 5.0 9.8 9.8 <W2 5.0 5.0 9.8 9.8 WPL 0.4 0.4 19.8 19.8 WPR 0.4 0.4 19.8 19.8 MW 0.0 0.0 0.0 0.0 MW 6.0 6.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 6.0 6.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 15.0 15.0 F> 1.6 1.6 0.0 0.0 EG+ 0.0 0.0 1.0 1.0 <E 1.6 1.6 0.0 0.0 EG- 0.0 0.0 1.0 1.0 WB1> 0.0 0.0 0.0 3.4 <WB1 0.0 0.0 0.0 3.4 WB2> 0.0 0.0 0.0 3.4 <WB2 0.0 0.0 0.0 3.4 WB3> 0.0 0.0 0.0 3.5 <WB3 0.0 0.0 0.0 3.5 WB4> 0.0 0.0 0.0 3.5 <WB4 0.0 0.0 0.0 3.5 MWB 0.0 0.0 0.0 3.4 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 3.4 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 4.6 <EB 0.0 0.0 0.0 4.6 Maximum Combined Reactions Summary with Factored Loads - Framing Nnt- All -,ti- are hated nn 10 order ctnichiral anal-ic 7 I X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load i Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std OS -0.1875 OS -0.1875 k 3-A 6 0.375 k 13 k) 1 4 (in -k) 1 5.0 (in -k 1 Std 0/0/0 3-C 4.31 13 6.77 1 74 7.03 83 6.60 47 11.14 1 50/0/0 3-A 6.77 1 4.31 14 7.03 83 1 6.60 53 11.14 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 r:aoe R, nit,h ctandardc are hated nn Af9-Z 1 R Amwne iY n criteria fnr "ract-in-nl-" anrhnr rndc (Min mare = 4*rlrMl X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch GageHole Load Welds to Welds to Load , Shear No. in. in. in. k Rods in. in. in. [Typcl Flange I Web 0/0/0 3-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 50/0/0 3-A 6 0.375 8 13 No 1 4 0.750 1 5.0 1 5.0 1 Std OS -0.1875 OS -0.1875 Pinned Race Plate Cnnnectinn Landino File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load , Shear Axial rame Shear Load k k Case k k Case k k Case k k k Case 0/0/0 6.90 11.16 86 1.51 -0.73 38 6.90 11.1686 7.03 3.36 0.51 168 50/0/0 6.90 11.15 85 1.50 -6.78 50 6.90 11.15 85 7.03 -3.39 0.51 74 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Btt! r Manuhcturtnp 16-019005-01 Calculations Package Base Plate Connection Strength Ratios Date: 8/24/2016 Time: 05:40 PM Page: 49 of 81 X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load 0.1644 Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Com Case Weld Case Weld Case 0/0/0 0.374 86 0.175 38 0.088 168 2.000 0 0.097 86 0.255 38 0.180 86 0.367 168 0.209 86 50/0/0 0.374 85 0.176 50 0.089 74 A325N/PT 0 0.097 85 0.256 50 0.180 85 0.367 74 0.209 85 Web Stiffener ummary Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 2 1 S10 No. Alternate Web Thick= 0.1644 0.1875 2.000 Opposite W -OS -0.1250 Desc. in. 1 (Sl l) KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 31 Fillet Flush 2.00 2 2 S9 2.34 17.442 129.68 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 5 1 S10 6.00 Alternate Web Thick= 0.1644 0.1875 2.000 Opposite WAS -0.1250 SP 0.375 (Sl l) 13.41 0.750 A325N/PT 3.00 11 Flush 6.66 31 Extended 3.25 5 Fillet KN(Top) 5 2 S9 7.04 17.442 129.68 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections late Fy = 55.00 ksi Moment Connections: Outside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Confi tion Pitches Ist/2nd No. No. Flange in. in. in. in. Cs(in-k in. ID 1 Desc. in. ID Desc. in. 1 2 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 2 1 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 3 2 SP 0.375 6.00 13.41 0.750 A325N/PT 3.00 11 Flush 6.66 31 Extended 3.25 4 1 SP 0.375 6.00 13.41 0.750 A325N/PT 3.00 11 Flush 6.66 31 Extended 3.25 5 2 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 6 2 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 1 Flush 2.00 Moment Connections: Outside Flange Required Stren Design StrengthRatios' Mem. Jr. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs(in-k (k) (k) (in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 86 -11.5 6.3 913.6 AISC DG-16/Thin plate 0.417 0.086 0.852 0.270 0.399 0.083 0.945 0.516 2 1 86 -11.5 6.3 913.6 AISC DG-16/Thin plate 0.417 0.086 0.852 0.270 0.399 0.083 0.945 0.516 3 2 14 3.9 0.1 117.7 AISC DG-16/Thin plate 0.515 0.002 0.828 0.000 0.000 0.002 0.719 0.516 4 1 14 3.9 0.1 117.7 AISC DG-16/Thin plate 0.515 0.002 0.828 0.000 0.000 0.002 0.719 0.516 5 2 85 -11.5 6.3 913.6 AISC DG-16/Thin plate 0.417 0.086 0.850 0.270 0.399 0.083 0.959 0.516 6 2 85 -11.5 6.3 913.6 AISC DG-16/Thin plate 0.417 0.086 0.850 0.270 0.399 0.083 0.959 0.516 Inside Flan e Required Stren Design StrengthRatios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing IFlange 21/l/0 Web No. No. Cs (k) (k) (in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 13 6.4 3.1 514.2 AISC DG-16/Thin plate 0.368 0.042 0.939 0.000 0.000 0.045 0.755 0.516 2 1 13 6.4 3.1 514.2 AISC DG-16/Thin plate 0.368 0.042 0.939 0.000 0.000 0.045 0.755 0.516 3 2 85 -0.9 0.4 291.6 AISC DG-16/Thin plate 0.402 0.005 0.882 0.257 0.380 0.005 0.913 0.516 4 1 85 -0.9 0.4 291.6 AISC DG-16/7hin plate 0.402 0.005 0.882 0.257 0.380 0.005 0.913 0.516 5 2 14 6.4 3.1 514.2 AISC DG-16/I'hin plate 0.368 0.042 0.935 0.000 0.000 0.045 0.959 0.516 6 2 14 6.4 3.1 514.2 AISC DG-I6/Thin plate 0.368 0.042 0.935 0.000 0.000 0.045 0.959 0.516 • Strength ratios shown for the connections are reported as a percentage ofthe system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summary Member I From Member Joint I From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 7/6/0 7/6/0 (2)GFB2097 0.306 86 2 3/4/4 21/l/0 (2)GFB2063 0.510 0 3 3/11/12 ll/l/0 GFB2037 0.165 94 3 13/11/12 1/1/0 GFB2037 0.243 85 4 1/0/4 1/1/0 GFB2037 0.243 86 4 11/0/4 ll/l/0 GFB2037 0.165 96 5 6/0/4 21/l/0 (2)GFB2063 0.510 85 6 7/6/0 7/6/0 2 GFB2097 0.306 85 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. CB[ITLER Manufacturl" 16-019005-01 Calculations Package Date: 8/24/2016 Time: 05:40 PM Page: 50 of 81 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) Parameters Used for Axial and Flexural Desien Mem. No. Controlling Cases Required Strength Available Strength Stren Ratios Ag in.2 Alin in.2 Ixx in.4 AxialAxial Sx in.3 Sy in.3 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 0.50 k k in -k in -k k k in -k in -k Flexure 28.56 1 12.06 28.00 86 410.52 -11.5 1.00 -913.6 0.0 62.4 3 1011.7 50.3 1.00 60.0 1 12.06 28.00 3.91 86 1.56 -6.3 2.39 0.03 92.86 7.0 1.00 1.12 0.87 0.90 2 1.08 18.00 86 60.0 -8.0 0.94 -851.6 0.0 95.0 1.56 890.5 94.8 1.00 92.86 2 1.08 18.00 0.87 86 5 8.8 265.62 13.7 13.7 11.3 1.25 257.00 5.2128.56 0.78 3 13.98 9.94 85 410.52 -6.9 1.00 296.0 0.0 39.5 6 328.0 57.5 0.99 54.5 3 0.00 9.00 3.91 86 1.56 6.1 2.47 0.04 756.49 21.1 0.90 1.001 0.78 0.29 4 0.99 9.94 86 -6.9 296.1 0.0 39.5 328.0 57.5 0.99 4 14.97 9.00 85 -6.2 21.1 0.29 5 7.17 18.00 85 -8.0 -851.7 6.0 95.0 890.5 94.8 1.00 5 7.17 18.00 85 -8.8 11.3 0.78 6 12.06 28.00 85 11.5913.6 0.0 62.4 1011.7 50.3 1.00 6 12.06 28.00 85 6.3 7.0 0.90 Parameters Used for Axial and Flexural Desien Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Alin 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 12.06 144.67 54.5 54.5 5.59 0.94 598.89 3.91 42.78 1.56 51.73 2.47 0.04 756.49 1.17 0.90 1.00 0.78 0.50 2 1.08 265.62 20.2 20.2 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.52 1.00 1.00 1.00 0.94 0.68 3 13.98 265.62 120.0 60.0 3.16 0.94 54.35 3.91 10.94 1.56 12.21 2.39 0.03 92.86 1.24 1.00 1.12 0.87 0.85 4 0.99 265.62 120.0 60.0 3.16 0.94 54.35 3.91 10.94 1.56 12.21 2.39 0.03 92.86 1.24 1.00 1.12 0.87 0.93 5 7.17 265.62 13.7 13.7 4.85 1.25 257.00 5.2128.56 2.08 32.49 3.20 0.07 410.52 1.06 1.00 1.00 0.94 0.68 6 12.06 144.67 54.5 54.5 5.59 0.94 598.89 3.91 42.78 1.56 51.73 2.47 0.04 756.49 1.17 0.90 1.001 0.78 0.50 Deflection Load Combinations - Framin No. Origin Factor Def H Def V I Application Description I System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W 1> Wl> 3 System 1.000 60 180 0.42 <W1 <W1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- F> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - 10 System 1.000 0 180 1.0 L L (Set 1) 11 System 1.000 60 180 0.42 W1> wi> (Set 1) 12 System 1.000 60 180 0.42 <W 1 <W 1 (Set 1) 13 System 1.000 60 180 0.42 W2> W2> (Set 1) 14 System 1.000 60 180 0.42 <W2 <W2 (Set 1) 15 System 1.000 60 180 0.42 WPL WPL (Set 1) 16 System 1.000 60 180 0.42 WPR WPR (Set 1) 17 System 1.000 10 0 1.0 F> + 1.0 EG- F> + EG- (Set 1) 18 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- Set 1 Controlling Frame Deflection Ratios for Cross Section: 3 Description Ratio Deflection in. Member Joint Load Case Load Case Description ax. Horizontal Deflection Max. Vertical Deflection for Span 1 (H/362 ) U272 :6 18 -2.036 6 4 2 1 7 10 WPR L Set 1 ' 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): 2.407 (k/in) Fundamental Period (calculated) (T): 0.672 (sec.) File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. S Date: 8/24/2016 BUTLER Butler Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 51 of 81 Wall.:4,,Fra"me - 75/0X0": Frame Cross Section: 4 26-(r f 1-14AaAF r If rl a l t -v Oft IIL I 1r11" ' -Z1 n Dimension Key 1 8 1/2" 2 1' 6" 3 1'-1" ' 4 41-0 1/16" 5 16'-1" Ridge Ht. Frame Clearances Horiz. Clearance between members, 1(CX003) and 6(CX003): 43'-11" Vert. Clearance at member 1(CX003): 12'-0 5/16" Vert. Clearance at member 6(CX003): 12'-0 5/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. GFB eur�E-R Butler Manufacturing 16-019005-01 Calculations Package Date: 8/24/2016 - Time: 05:40 PM Page: 52 of 81 Frame Location Desien Parameters: I Location I Avg. Bay Space I Description I Anele I Grout) I Trib. Override I Design Status I 75/0/0 1 25/0/0 Design Load Combinations - Framing No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + I> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG +WPR 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU +WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU +WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D +CG+L+WI> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W1 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L +WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L +WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + F> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + F> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ D + CG + E> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- D + CU + E> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ + CG + F> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + F> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> + CG + WPR + WB 1> 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1> +CU+WPR+WB1> 39 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR+WBI> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 + CG + WPR + <WB 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 + CU + WPR + <WB 1 42 System Derived 1.000 1.OD+I.0CG+0.75L+0.45WPR +0.45<WB1 +CG+L+WPR+<WB1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> + CG + WPR + WB2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> + CG + L + WPR + WB2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 + CG + WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W132 D + CG + L + WPR + <WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <W133 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 + CU + WPL + <WB3 54 System Derived 1.000 1.OD+I.00G+0.75L+0.45WPL +0.45<WB3 D+CG+L+WPL+<WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 W134> D + CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W134 + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 + CU + WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 + CG + L + WPL + <WB4 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Buller Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM ..r.rr�.r..p r..r. k. Page: 53 of 81 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 62 System Derived 1.000 0.6 MWB MWB Wall: 2 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 64 System Derived 1.000 0.6 MWB MWB - Wall: 4 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB> D + CG + Fj + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + F> + EG+ + EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + F> + EG- + EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 74 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG++ 0.91 <EB D + CG + F> + EG++ <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + F> + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + Fj + EG- + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ 84 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- + CU + <EB + EG - 85 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + L> (Set 1) 86 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 1) 87 System 1.000 1.0D+1.0CG+0.6W1> D+CG+W1>(Set 1) 88 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 (Set 1) 89 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 1) 90 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 1) 91 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 1) 92 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 1) 93 System 1.000 0.6 MW MW - Wall: 1 (Set 1) 94 System 1.000 0.6 MW MW - Wall: 2 (Set 1) 95 System 1.000 0.6 MW MW - Wall: 3 (Set 1) 96 System 1.000 0.6 MW MW - Wall: 4 (Set 1) 97 System 1.000 0.6D+0.6CU+0.6W1> D + CU + WI> (Set 1) 98 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 (Set 1) 99 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 1) 100 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 1) 101 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 1) 102 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 1) 103 System 1.000 1.0D+I.0CG+0.75L+0.45WI> D +CG+L+WI>(Set 1) 104 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W1 D + CG + L + <W 1 (Set 1) 105 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> + CG + L + W2> (Set 1) 106 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 (Set 1) 107 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set 1) 108 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR (Set 1) 109 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + F> + EG+ (Set 1) 110 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 111 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- (Set 1) 112 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 113 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + F> + EG+ (Set 1) 114 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 115 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + Fj + EG- (Set 1) 116 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 117 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 118 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 119 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG- (Set 1) 120 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 121 System Derived 1.000 1.0 D+ 1.0 CG+0.6 WPR+0.6 WB1> D+CG+ WPR+ WB1> (Set 1) 122 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 W131 > D+CU+WPR+WBI>(Set1) 123 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR +0.45WB1> D +CG+L+WPR +WB1>(Set 1) 124 System Derived 1.000 1.OD+I.00G+0.6WPR +0.6<WB1 D+CG+WPR+<WB1(Set 1) 125 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WB1 D+CU+WPR+<WB1(Set 1) 126 System Derived 1.000 1.OD+I.00G+0.75L+0.45WPR +0.45<WBI D+CG+L+WPR+<WB1(Set 1) 127 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> (Set 1) 128 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 W62> D + CU + WPR + WB2> (Set 1) File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER M-10 ----- 16-019005-01 Calculations Package Time: 05:40 PM .w..�_..-��~�•~ Page: 54 of 81 _ 129 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> + CG + L +WPR + WB2> (Set 1) 130 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W132 D + CG + WPR + <W132 (Set 1) 131 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 (Set 1) 132 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <W132 D + CG + L + WPR + <WB2 (Set 1) 133 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> (Set 1) 134 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> (Set 1) 135 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> (Set 1) 136 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133 D + CG + WPL + <W133 (Set 1) 137 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 1) 138 System Derived 1.000 1.0 D+ 1.0 CG+0.75 L+0.45 WPL +0.45 <WB3 D +CG+L+ WPL+<WB3 (Set 1) 139 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> (Set 1) 140 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 1) 141 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> + CG + L + WPL + WB4> (Set 1) 142 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 (Set 1) 143 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <W134 D + CU + WPL + <WB4 (Set 1) 144 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 D + CG + L + WPL + <WB4 (Set 1) 145 System Derived 1.000 0.6 MWB N1WB - Wall: 1 (Set 1) 146 System Derived 1.000 0.6 MWB N4WB Wall: 2 (Set 1) 147 System Derived 1.000 0.6 MWB MWB Wall: 3 (Set 1) 148 System Derived 1.000 0.6 MWB MWB - Wall: 4 (Set 1) 149 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> (Set 1) 150 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> (Set 1) 151 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> (Set 1) 152 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> + CG + <E + EG+ + EB> (Set 1) 153 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E>+ EG- + EB> (Set 1) 154 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> + CU + E> + EG- + EB> (Set 1) 155 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> (Set 1) 156 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> (Set 1) 157 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ (Set 1) 158 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- (Set 1) 159 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG++ 0.91 <EB D + CG + E> + EG++ <EB (Set 1) 160 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB (Set 1) 161 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB + CG + <E + EG+ + <EB (Set 1) 162 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB + CG + <E + EG+ + <EB (Set 1) 163 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB + CU + E> + EG- + <EB (Set 1) 164 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB + CU + Ej + EG- + <EB (Set 1) 165 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB + CU + <E + EG- + <EB (Set 1) 166 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB (Set 1) 167 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ (Set 1) 168 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- (Set 1) 169 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> (Set 2) 170 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 2) 171 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> (Set 2) 172 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 (Set 2) 173 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 2) 174 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 2) 175 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 2) 176 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 2) 177 System 1.000 0.6 MW MW -Wall: 1 (Set 2) 178 System 1.000 0.6 MW MW - Wall: 2 (Set 2) 179 System 1.000 0.6 MW MW - Wall: 3 (Set 2) 180 System 1.000 0.6 MW MW - Wall: 4 (Set 2) 181 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W l> (Set 2) 182 System 1.000 0.6 D + 0.6 CU + 0.6 <Wl D+CU+<Wl (Set 2) 183 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 2) 184 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 2) 185 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 2) 186 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 2) 187 System 1.000 I.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1>(Set 2) 188 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W l (Set 2) 189 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> (Set 2) 190 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 (Set 2) 191 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set 2) 192 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR (Set 2) 193 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + Fj + EG+ (Set 2) 194 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 195 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- (Set 2) 196 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 2) File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BLJrtER Date: 8/24/2016 Butler ManutadurUp 16-019005-01 Calculations Package Time: 05:40 PM Page: 55 of 81 Flg Width in. 197 Special 1.000 1.0 D + 1.0 CG + 1.75 F> + 0.7 EG+ D + CG + Fj + EG+ (Set 2) Weight (p) 198 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 1 199 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + F> + EG- (Set 2) 13.35 200 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 2) 3P 201 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + F> + EG+ (Set 2) 9.00 202 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) SS 203 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + F> + EG- (Set 2) 9.00 204 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 2) SS 205 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> D + CG + WPR + WB 1> (Set 2) 0.1345 206 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1> + CU +WPR + WB 1> (Set 2) 55.00 207 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WB1> D +CG+L+WPR +WB1>(Set 2) 0.2500 208 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 D + CG + WPR + <WB 1 (Set 2) 55.00 209 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D + CU + WPR + <WB 1 (Set 2) 5.00 210 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 D + CG + L + WPR + <WB 1 (Set 2) 215.1 211 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> (Set 2) 212 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> (Set 2) 213 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> (Set 2) 214 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W132 D + CG + WPR + <WB2 (Set 2) 215 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR+ 0.6 <WB2 D + CU + WPR + <WB2 (Set 2) 216 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 (Set 2) 217 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> (Set 2) 218 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> (Set 2) 219 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> (Set 2) 220 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133 D + CG + WPL + <WB3 (Set 2) 221 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 2) 222 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 (Set 2) 223 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> (Set 2) 224 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 2) 225 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> (Set 2) 226 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 (Set 2) 227 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 (Set 2) 228 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <W134 (Set 2) 229 System Derived 1.000 0.6 MWB MWB - Wall: 1 (Set 2) 230 System Derived 1.000 0.6 MWB MWB - Wall: 2 (Set 2) 231 System Derived 1.000 0.6 MWB MWB - Wall: 3 (Set 2) 232 System Derived 1.000 0.6 MWB MWB - Wall: 4 (Set 2) 233 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + F> + EG+ + EB> (Set 2) 234 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG++ 0.273 EB> D + CG + Fj + EG++ EB> (Set 2) 235 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 EB> D + CG + <E + EG++ EB> (Set 2) 236 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG++ EB> (Set 2) 237 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> (Set 2) 238 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + F> + EG- + EB> (Set 2) 239 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> (Set 2) 240 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> (Set 2) 241 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ (Set 2) 242 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- (Set 2) 243 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG++ 0.91 <EB D + CG + E> + EG++ <EB (Set 2) 244 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + F> + EG+ + <EB (Set 2) 245 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB (Set 2) 246 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB (Set 2) 247 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + F> + EG- + <EB (Set 2) 248 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 <EB D + CU + F> + EG- + <EB (Set 2) 249 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB (Set 2) 250 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB (Set 2) 251 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ (Set 2) 252 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Set 2 Frame Member Sizes Mem. No. Flg Width in. Fig Thk in. Web Thk in. Depthl in. Depth2 in. Length ft) Weight (p) Flg Fy (ksi Web Fy ksi Splice Jt.I Codes A.2 Shape 1 5.00 0.1875 0.1345 12.00 28.00 13.35 215.1 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 18.00 9.00 9.38 158.2 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 9.00 10.00 15.00 166.2 55.00 55.00 SS SP 3P 4 5.00 0.1875 0.1345 10.00 9.00 15.00 166.2 55.00 55.00 SP SS 3P 5 5.00 0.2500 0.1345 9.00 18.00 9.38 158.2 55.00 55.00 SS KN 3P 6 5.00 0.1875 0.1345 12.00 28.00 13.35 215.1 55.00 55.00 BP KN 3P Total Frame Weight = 1078.9 (p) (Includes all plates) File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butler Manuracturirq 16-019005-01 Calculations Package Boundary Condition Summary Date: 8/24/2016 Time: 05:40 PM Page: 56 of 81 Member X -Loc I Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 6 0/0/0 0/0/0 50/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 4 Type 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 4-C 8 X 13 0.375 4-0.750 100'-0" Exterior Column 50/0/0 4-A 8 X 13 0.375 4-0.750 100'-0" Load Type Desc. Hx Vy Hx V D Frm 0.98 1.76 -0.98 1.76 CG Frm 1.16 1.87 -1.16 1.88 I> Frm 4.63 7.50 4.63 7.50 <L Frm 4.63 7.50 4.63 7.50 W 1> Frm -8.16 -11.78 3.14 -8.07 <Wl Frm -3.14 -8.07 8.16 -11.78 W2> Frm -6.46 -6.74 1.44 -3.04 <W2 Frm -1.44 -3.04 6.46 -6.74 WPL Frm -3.85 -8.87 3.48 -10.98 WPR Fan -3.48 -10.98 3.85 -8.87 MW Frm - - - - MW Frm 1.58 0.93 4.44 -0.93 MW Frm - - - - MW Frm 4.44 -0.93 -1.58 0.93 CU Frm - - - - L Frm 4.63 7.50 4.63 7.50 F> Frm -0.82 -0.48 -0.82 0.48 EG+ Frm 0.31 0.51 -0.31 0.51 <E Frm 0.82 0.48 0.82 -0.48 EG- Fan -0.31 -0.51 0.31 -0.51 WB1> Brc -0.07 1.76 0.07 1.64 <WB1 Brc 0.06 -1.77 -0.06 -1.63 WB2> Brc -0.07 1.76 0.07 1.67 <WB2 Brc 0.06 -1.78 -0.06 -1.64 WB3> Brc -0.07 1.69 0.07 1.79 <WB3 Brc 0.06 -1.70 -0.06 -1.78 WB4> Brc -0.07 1.69 0.07 1.79 <WB4 Brc 0.06 -1.70 -0.06 -1.78 MWB Brc -0.06 1.68 0.06 1.68 MWB Brc - - - - MWB Brc 0.06 -1.70 -0.06 -1.67 MWB Brc - - - - EB> Brc -0.09 2.30 0.09 2.31 <EB Brc 0.08 -2.32 -0.08 -2.28 File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 57 of 81 Q- ..f 117- c -Ath Aoaot;n..c Phnr4 - r-na;.a Load Type Horizontal Load Reaction k Vertical Load Reaction D 0.0 0.0 3.6 3.5 CG 0.0 0.0 3.7 3.8 L> 0.0 0.0 15.0 15.0 . <L 0.0 0.0 15.0 15.0 W 1> 5.0 5.0 19.8 19.8 <W1 5.0 5.0 19.8 19.8 W2> 5.0 5.0 9.8 9.8 <W2 5.0 5.0 9.8 9.8 WPL 0.4 0.4 19.8 19.8 WPR 0.4 0.4 19.8 19.8 MW 0.0 0.0 0.0 0.0 MW 6.0 6.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 6.0 6.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 - L 0.0 0.0 15.0 15.0 F> 1.6 1.6 0.0 0.0 EG+ 0.0 0.0 1.0 1.0 <E 1.6 1.6 0.0 0.0 EG- 0.0 0.0 1.0 1.0 WB1> 0.0 0.0 0.0 3.4 <WB1 0.0 0.0 0.0 3.4 WB2> 0.0 0.0 0.0 3.4 <WB2 0.0 0.0 0.0 3.4 WB3> 0.0 0.0 0.0 3.5 <WB3 0.0 0.0 0.0 3.5 WB4> 0.0 0.0 0.0 3.5 <WB4 0.0 0.0 0.0 3.5 MWB 0.0 0.0 0.0 3.4 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 3.4 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 4.6 <EB 0.0 0.0 0.0 4.6 Maximum Combined Reactions Summary with Factored Loads - Framing Mnta• An -tine are hacnri nn t ct nrdt ctn.rfi.rat nnnt-ic X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom cew Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std OS -0.1875 OS -0.1875 50/0/0 4-A k 0.375 8 13 No 4 in -k 5.0 in -k Std 0/0/0 4-C 4.31 13 6.77 1 74 6.60 47 11.14 1 50/0/0 4-A 6.77 1 4.31 14 6.60 53 11.14 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 r.- Z ..itrh cta.,.tardc are haeed nn Ar`t-Z 1 R Annendix n rriteria fnr "rant-in-nlare" anchnr rndc (Min mace = 4*drnd) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. k Rods in. in. in. T c Flange Web 0/0/0 4 -CI 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 50/0/0 4-A 6 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 D:... A D..... DI... r`n..-+- 1 -ALnn File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum B cingfWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial rame Shear Load k k Case k Case k k Case k Case 0/0/0 6.90 11.16 86 1.51 -6.73 38 6.90 11.16 86 7.03 -3.36 0.51 168 50/0/0 6.90 11.15 85 1.50 -6.78 50 6.90 11.15 85 7.03 -3.39 0.51 74 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surLER Butler Manutacturin0 16-019005-01 Calculations Package Base Plate Connection Strength Ratios Date: 8/24/2016 Time: 05:40 PM Page: 58 of 81 X -Loc Rod Load Rod ILoad Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load 0.1644 Shear Case Tension I Case V + T I Case Bending Case Bearin Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.374 86 0.175 38 0.088 168 2.000 0 0.097 86 0.255 38 0.180 86 0.367 168 0.209 86 50/0/0 0.374 85 0.176 50 0.089 74 4 0 0.097 85 0.256 50 0.180 85 0.367 74 0.209 85 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. ft Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 2 1 S10 Configuration Pitches lst/2nd Confi tion Pitches Ist/2nd Alternate Web Thick= 0.1644 0.1875 2.000 Opposite W -OS -0.1250 in. in. (Sl l) in. 1 2 KN(Top) 0.375 6.00 31.25 Fillet A325N/PT 2 2 S9 2.34 17.442 129.68 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 5 1 S10 Flush 2.00 Alternate Web Thick= 0.1644 0.1875 2.000 Opposite W -OS -0.1250 3.00 11 (SII) Extended 3.25 4 1 SP 0.375 6.00 13.41 Fillet A325N/PT 5 2 S9 7.04 17.442 1 129.68 1 N/A N/A 1 0.1875 1 2.000 1 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections Plate Fy = 55.00 ksi Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions I Bolt Outside Flange Inside Flange Mem.Jt. Axial Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches lst/2nd Confi tion Pitches Ist/2nd ID I Desc. in. ID I Desc. in. No. No. Proc. in. in. in. in. Shear in. 1 2 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 2 1 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 3 2 SP 0.375 6.00 13.41 0.750 A325N/PT 3.00 11 Flush 6.66 31 Extended 3.25 4 1 SP 0.375 6.00 13.41 0.750 A325N/PT 3.00 11 Flush 6.66 31 Extended 3.25 5 2 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 6 2 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 Moment Connections: Outside Flange Required Strength Design StrengthRatios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs Proc. Tension in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 86 -11.5 6.3 913.6 AISC DG-16/Thin plate 0.417 0.086 0.852 0.270 0.399 0.083 0.945 0.516 2 1 86 -11.5 6.3 913.6 AISC DG-16/Thin plate 0.417 0.086 0.852 0.270 0.399 0.083 0.945 0.516 3 2 14 3.9 0.1 117.7 AISC DG-16/Thin plate 0.515 0.002 0.828 0.000 0.000 0.002 0.719 0.516 4 1 14 3.9 0.1 117.7 AISC DG- 16/fhin plate 0.515 0.002 0.828 0.000 0.000 0.002 0.719 0.368 5 2 85 -11.5 6.3 913.6 AISC DG-16/Thin plate 0.417 0.086 0.850 0.270 0.399 0.083 0.959 n56 6 2 85 -11.5 6.3 913.6 AISC DG-16/Thin late 0.417 0.086 0.850 0.270 0.399 0.083 0.959 Inside Flan e Required Strength Design StrengthRatios • Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) (in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 13 6.4 3.1 514.2 AISC DG-16/Thin plate 0.368 0.042 0.939 0.000 0.000 0.045 0.755 0.516 2 1 13 6.4 3.1 514.2 AISC DG-16/Thin plate 0.368 0.042 0.939 0.000 0.000 0.045 0.755 0.516 3 2 85 -0.9 0.4 291.6 AISC DG-16/Thin plate 0.402 0.005 0.882 0.257 0.380 0.005 0.913 0.516 4 1 85 -6.9 0.4 291.6 AISC DG-16/Thin plate 0.402 0.005 0.882 0.257 0.380 0.005 0.913 0.516 5 2 14 6.4 3.1 514.2 AISC DG-16/Thin plate 0.368 0.042 0.935 0.000 0.000 0.045 0.959 0.516 6 2 14 6.4 3.1 514.2 AISC DG-16/Thin late 0.368 0.042 0.935 0.000 0.000 0.045 0.959 0.516 • Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flange Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB k Load Case Design Note 1 7/6/0 7/6/0 (2)GFB2097 0.306 86 2 3/4/4 21/1/0 (2)GFB2063 0.510 0 3 3/11/12 11/1/0 GFB2037 0.165 94 3 13/11/12 1/1/0 GFB2037 0.243 85 4 1/0/4 1/1/0 GFB2037 0.243 86 4 11/0/4 11/l/0 GFB2037 0.165 96 5 6/0/4 21/l/0 (2)GFB2063 0.510 85 6 7/6/0 7/6/0 2 GFB2097 0.306 85 File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. aur�ER Date: 8/24/2016 Butler Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 59 of 81 Frame Desien Member Summary - Controlline Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) Parameters Used for Axial and Flexural Desien Mem. No. Controlling Cases Required Strength Available Strength Strength Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy + Shear No. ft in. Flexure 0.50 k k in -k in -k k k in -k in -k Flexure 28.56 1 12.06 28.00 86 410.52 -11.5 1.00 -913.6 0.0 62.4 3 1011.7 50.3 1.00 60.0 1 12.06 28.00 3.91 86 1.56 -6.3 2.39 0.03 92.86 7.0 1.00 i 0.87 0.90 2 1.08 18.00 86 60.0 -8.0 0.94 -851.6 0.0 95.0 1.56 890.5 94.8 1.00 92.86 2 1.08 18.00 0.87 86 5 8.8 265.62 13.7 13.7 11.31 1.25 257.00 5.21 0.78 3 13.98 9.94 85 410.52 -6.9 1.00 296.0 0.0 39.5 6 328.0 57.5 0.99 54.5 3 0.00 9.00 3.91 86 1.5d 6.1 2.471 0.041 756.49 21.1 0.90 1.00 0.781 0.29 4 0.99 9.94 86 24 -6.9 1.000 296.1 0.0 39.5 25 328.0 •57.5 0.99 0.42 WPR 4 14.97 9.00 1.000 85 1.0 E> + 1.0 EG- -6.2 27 System 1.000 21.1 1.0 <E + 1.0 EG- <E + EG- Set 2 0.29 5 7.17 18.00 85 -8.0 -851.7 0.0 95.0 890.5 94.8 1.00 5 7.17 18.00 85 -8.8 11.3 0.78 6 12.06 28.00 85 -11.5 -913.6 0.0 62.4 1011.7 50.3 1.00 6 12.06 28.00 85 6.31 7.01 0.90 Parameters Used for Axial and Flexural Desien Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 Iyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 ] in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 12.06 144.67 54.5 54.5 5.59 0.94 598.89 3.91 42.78 1.56 51.73 2.47 0.04 756.49 1.17 0.90 1.00 0.78 0.50 2 1.08 265.62 20.2 20.2 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.52 1.00 1.00 1.00 0.94 0.68 3 13.98 265.62 120.0 60.0 3.16 0.94 54.35 3.91 10.94 1.56 12.21 2.39 0.03 92.86 1.24 1.00 1.12 0.87 0.85 4 0.99 265.62 120.0 60.0 3.16 0.94 54.35 3.91 10.94 1.56 12.21 2.39 0.03 92.86 1.24 1.00 1.12 0.87 0.93 5 7.17 265.62 13.7 13.7 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.52 1.06 1.00 1.00 0.94 0.68 6 12.06 144.67 54.5 54.5 5.59 0.94 598.89 3.91 42.78 1.5d 51.73 2.471 0.041 756.49 1.17 0.90 1.00 0.781 0.50 Deflection Load Combinations - Framine No. Origin Factor DefH DefV Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 Wl> Wl> 3 System 1.000 60 180 0.42 <W 1 <W 1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 F> + 1.0 EG- E> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - 10 System 1.000 0 180 1.0 L L (Set 1) 11 System 1.000 60 180 0.42 W1> Wl> (Set 1) 12 System 1.000 60 180 0.42 <W 1 <Wl (Set 1) 13 System 1.000 60 180 0.42 W2> W2> (Set 1) 14 System 1.000 60 180 0.42 <W2 <W2 (Set 1) 15 System 1.000 60 180 0.42 WPL WPL (Set 1) 16 System 1.000 60 180 0.42 WPR WPR (Set 1) 17 System 1.000 10 0 1.0 F> + 1.0 EG- E> + EG- (Set 1) 18 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- (Set 1) 19 System 1.000 0 180 1.0 L L (Set 2) 20 System 1.000 60 180 0.42 Wl> Wl> (Set 2) 21 System 1.000 60 180 0.42 <W 1 <W 1 (Set 2) 22 System 1.000 60 180 0.42 W2> W2> (Set 2) 23 System 1.000 60 180 0.42 <W2 <W2 (Set 2) 24 System 1.000 60 180 0.42 WPL WPL (Set 2) 25 System 1.000 60 180 0.42 WPR WPR (Set 2) 26 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG- (Set 2) 27 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- Set 2 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aur�Esr Butler Manufacturing 16-019005-01 Calculations Package Controlling Frame Deflection Ratios for Cross Section: 4 Date: 8/24/2016 Time: 05:40 PM Page: 60 of 81 Description Ratio Deflection in. Member Joint Load Case Load Case Description ax. Horizontal Deflection ax. Vertical Deflection for Span 1 ( H/362 ) U272 :6418 -2.036 6 4 2 1 7 10 WPR L Set 1 • 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 Stiftess (K): 2.407 (k/in) Fundamental Period (calculated) (T): 0.672 (sec.) File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. f Date: 8/24/2016 BUTLER i „�,,�,�,,,�,�,,turin� 16-019005-01 Calculations Package Time: 05:40 PM ._._...a Page: 61 of 81 Frame Cross Section: 5 i FuannF r Wt R`z w I If lu a i ti�+ann� mf4 rv� . Dimension Key 1 8 1/2" 2 1'-6" 3 1'-1" 4 4'-0 1/16" 5 16'-1" Ridge Ht. Frame Clearances Horiz. Clearance between members 1(CX003) and 6(CX003): 43'-11" Vert. Clearance at member 1(CX003): 12'-0 5/16" Vert. Clearance at member 6(CX003): 12'-0 5/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America,`Inc. Date: 8/24/2016 BUTLER e�,b, M��W�,,� 16-019005-01 Calculations Package Time: 05:40 PM ..w a_r_anufac..�. Page: 62 of 81 I Location I Ave. Bay Space I Description I Anele I Group I Trib. Override I Desi® Status I Design Load Combinations - Framing No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W l> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG +WPR 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W 2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 +CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU +WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU +WPR 19 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI> 20 System 1.000 1.0D+1.0CG+0.75L+0.45<WI D+CG+L+<Wl 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> +CG+L+W2> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L +WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L +WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + F> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 37 System Derived 1.000 1.0D+1.0CG+0.6WPR+0.6WB1> D+CG+WPR+WB1> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WB1> D+CU+WPR+WB1> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB I > D + CG + L + WPR + WB I > 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 D + CG + WPR + <WB 1 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 + CU + WPR + <WB 1 42 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR +0.45 <WB I D+CG+L+WPR+<WB1 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 45 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WB2> D + CG + L + WPR + WB2> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU + WPR + <WB2 48 System Derived 1.000 1.OD+I.0CG+0.75L+0.45WPR +0.45<WB2 D+CG+L+WPR+<WB2 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 + CG + WPL + <WB3 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 +CU+WPL+<WB3 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 55 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 56 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 57 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 58 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W134 D + CG + WPL + <WB4 59 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 + CU + WPL + <WB4 60 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER ,�Date: 8/24/2016 et, Manuf--t�rlrm 16-019005-01 Calculations Package Time: 05:40 PM Page: 63 of 81 61 System Derived 1.000 0.6 MWB MWB - Wall: 1 62 System Derived 1.000 0.6 MWB MWI3 - Wall: 2 63 System Derived 1.000 0.6 MWB MWB - Wall: 3 64 System Derived 1.000 0.6 MWB MWB - Wall: 4 65 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 66 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + Fj + EG+ + EB> 67 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 68 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> 69 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 EB> D + CU + Fj + EG- + EB> 70 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 71 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 72 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 73 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ + CG + EB> + EG+ 74 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- 75 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB + CG + E> + EG+ + <EB 76 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + F> + EG+ + <EB 77 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 78 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 79 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB 80 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB 81 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB 82 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB 83 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ + CG + <EB + EG+ 84 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- 85 System 1.000 1.0 D + 1.0 CG + 1.0 L> + CG + I> (Set 1) 86 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 1) 87 System 1.000 1.0 D + 1.0 CG + 0.6 W I> D + CG + W 1> (Set 1) 88 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W1 (Set 1) 89 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 1) 90 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 1) 91 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 1) 92 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 1) 93 System 1.000 0.6 MW MW - Wall: 1 (Set 1) 94 System 1.000 0.6 MW MW - Wall: 2 (Set 1) 95 System 1.000 0.6 MW MW - Wall: 3 (Set 1) 96 System 1.000 0.6 MW MW - Wall: 4 (Set 1) 97 System 1.000 0.6 D + 0.6 CU + 0.6 WI> D + CU + WI > (Set 1) 98 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W I (Set 1) 99 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 1) 100 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 1) 101 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 1) 102 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 1) 103 System 1.000 1.0D+1.0CG+0.75L+0.45WI> +CG+L+Wl>(Set 1) 104 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 + CG + L + <W 1 (Set 1) 105 System 1.000 1.0D+1.0CG+0.75L+0.45W2> D + CG + L + W2> (Set 1) 106 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 (Set 1) 107 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set 1) 108 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR (Set 1) 109 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 110 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 111 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- (Set 1) 112 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 113 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + Fj + EG+ (Set 1) 114 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 115 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + F> + EG- (Set 1) 116 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 117 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + E> + EG+ (Set 1) 118 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ (Set 1) 119 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + F> + EG- (Set 1) 120 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 1) 121 System Derived 1.000 I.0D+I.00G+0.6WPR +0.6WBI> D+CG+ WPR+WBI> (Set 1) 122 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > +CU+WPR+WBI>(Set 1) 123 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WBI> +CG+L+WPR+WBI>(Set 1) 124 System Derived 1.000 1.OD+I.00G+0.6VOR +0.6<WB1 D + CG + WPR + <WBI (Set 1) 125 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WB1 D+CU+WPR +<WB1(Set 1) 126 System Derived 1.000 1.0D+1.0CG+0.75L+0.45WPR +0.45<WBI D + CG + L + WPR + <WB I (Set 1) 127 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WI32> D + CG + WPR + WB2> (Set 1) 128 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> (Set 1) File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 ' sur�ER Butler Manutacturirp 16-019005-01 Calculations Package Time: 05:40 PM Page: 64 of 81 129 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> (Set 1) 130 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 (Set 1) 131 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 (Set 1) 132 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 + CG + L + WPR + <WB2 (Set 1) 133 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + W133> (Set 1) 134 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> (Set 1) 135 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> (Set 1) 136 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 (Set 1) 137 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 1) 138 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 (Set 1) 139 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> (Set 1) 140 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 1) 141 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> (Set 1) 142 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W134 D + CG + WPL + <WB4 (Set 1) 143 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <W134 (Set 1) 144 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 D + CG + L + WPL + <W134 (Set 1) 145 System Derived 1.000 0.6 MWB MWB - Wall: 1 (Set 1) 146 System Derived 1.000 0.6 MWB MWB - Wall: 2 (Set 1) 147 System Derived 1.000 0.6 MWB NIWB Wall: 3 (Set 1) 148 System Derived 1.000 0.6 MWB MWB Wall: 4 (Set 1) 149 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> + CG + E> + EG+ + EB> (Set 1) 150 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> + CG + E> + EG+ + EB> (Set 1) 151 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> + CG + <E + EG+ + EB> (Set 1) 152 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> + CG + <E + EG+ + EB> (Set 1) 153 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> (Set 1) 154 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> (Set 1) 155 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> (Set 1) 156 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> (Set 1) 157 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ (Set 1) 158 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- (Set 1) 159 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB + CG + E> + EG+ + <EB (Set 1) 160 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB + CG + E> + EG+ + <EB (Set 1) 161 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB + CG + <E + EG+ + <EB (Set 1) 162 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB (Set 1) 163 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + Ej + EG- + <EB (Set 1) 164 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 <EB D + CU + E> + EG- + <EB (Set 1) 165 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB (Set 1) 166 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB (Set 1) 167 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ (Set 1) 168 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- (Set l) 169 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> (Set 2) 170 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L (Set 2) 171 System 1.000 1.0D+I.0CG+0.6W1> D +CG+WI>(Set 2) 172 System 1.000 1.0 D + 1.0 CG + 0.6 <W1 D + CG + <W1 (Set 2) 173 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> (Set 2) 174 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 (Set 2) 175 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL (Set 2) 176 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR (Set 2) 177 System 1.000 0.6 MW MW -Wall: 1 (Set 2) 178 System 1.000 0.6 MW MW - Wall: 2 (Set 2) 179 System 1.000 0.6 MW MW - Wall: 3 (Set 2) 180 System 1.000 0.6 MW MW - Wall: 4 (Set 2) 181 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> (Set 2) 182 System 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W 1 (Set 2) 183 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> (Set 2) 184 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D + CU + <W2 (Set 2) 185 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL (Set 2) 186 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D + CU + WPR (Set 2) 187 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+WI>(Set 2) 188 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 D + CG + L + <W l (Set 2) 189 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> (Set 2) 190 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 (Set 2) 191 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL (Set 2) 192 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR (Set 2) 193 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + F> + EG+ (Set 2) 194 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 195 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- (Set 2) 196 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG- (Set 2) File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 aurtER Butler Manufacturin8 16-019005-01 Calculations Package Time: 05:40 PM .r.r.tr Mantel Page: 65 of 81 Flg Width in. 197 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ (Set 2) Weight (p) 198 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ (Set 2) 1 199 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + Fj + EG- (Set 2) 13.35 200 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG- (Set 2) 3P 201 ONE Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + E> + EG+ (Set 2) 9.00 202 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG +. <E + EG+ (Set 2) SS 203 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + Fj + EG- (Set 2) 9.00 204 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- (Set 2) SS 205 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB 1> D + CG + WPR + WB 1> (Set 2) 0.1345 206 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB 1> D + CU + WPR + WB 1> (Set 2) 55.00 207 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WPR +0.45WB1> D + CG + L + WPR + WB 1> (Set 2) 0.2500 208 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 D + CG + WPR + <WB 1 (Set 2) 55.00 209 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB 1 D + CU + WPR + <WB 1 (Set 2) 5.00 210 System Derived 1.000 1.0D+I.00G+0.75L+0.45WPR+0.45 <WB 1 D +CG+L+WPR +<WB1(Set 2) 215.1 211 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> (Set 2) 212 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> (Set 2) 213 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> (Set 2) 214 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 (Set 2) 215 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D + CU + WPR + <WB2 (Set 2) 216 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L + WPR + <WB2 (Set 2) 217 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> (Set 2) 218 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> (Set 2) 219 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> (Set 2) 220 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 (Set 2) 221 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 (Set 2) 222 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 (Set 2) 223 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> (Set 2) 224 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> (Set 2) 225 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> (Set 2) 226 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <WB4 (Set 2) 227 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 (Set 2) 228 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 (Set 2) 229 System Derived 1.000 0.6 MWB MWB - Wall: 1 (Set 2) 230 System Derived 1.000 0.6 MWB MWB - Wall: 2 (Set 2) 231 System Derived 1.000 0.6 MWB MWB - Wall: 3 (Set 2) 232 System Derived 1.000 0.6 MWB MWB - Wall: 4 (Set 2) 233 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> (Set 2) 234 System Derived 1.000 1.0 D + 1.0 CG + 0.91 D + 0.7 EG++ 0.273 EB> D + CG + E> + EG++ EB> (Set 2) 235 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG++ EB> (Set 2) 236 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> (Set 2) 237 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG-+ 0.91 EB> D + CU + F> + EG- + EB> (Set 2) 238 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> (Set 2) 239 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> (Set 2) 240 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> (Set 2) 241 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ (Set 2) 242 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG- (Set 2) 243 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB (Set 2) 244 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB (Set 2) 245 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB (Set 2) 246 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB (Set 2) 247 System Derived 1.000 0.6 D + 0.6 CU + 0.273 F> + 0.7 EG- + 0.91 <EB D + CU + Fj + EG- + <EB (Set 2) 248 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 <EB D + CU + Fj + EG- + <EB (Set 2) 249 Systcm Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB (Set 2) 250 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB (Set 2) 251 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ (Set 2) 252 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG- Set 2 Frame Member Suis Mem. No. Flg Width in. Flg Thk in Web Thk (in. Depthl in. Depth2 in. Length ft) Weight (p) Flg Fy (ksi Web Fy ksi Splice Jt.I Codes Jt.2 Shape 1 5.00 0.1875 0.1345 12.00 28.00 13.35 215.1 55.00 55.00 BP KN 3P 2 5.00 0.2500 0.1345 18.00 9.00 9.38 158.2 55.00 55.00 KN SS 3P 3 5.00 0.1875 0.1345 9.00 10.00 15.00 166.2 55.00 55.00 SS SP 3P 4 5.00 0.1875 0.1345 10.00 9.00 15.00 166.2 55.00 55.00 SP SS 3P 5 5.00 0.2500 0.1345 9.00 18.00 9.38 158.2 55.00 55.00 SS KN 3P 6 5.00 0.1875 0.1345 12.00 28.00 13.35 215.1 55.00 55.00 BP KN 3P Total Frame Weight = 1078.9 (p) (Includes all plates) File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER 16-019005-01 Calculations Package Time: 05:40 PM Page: 66 of 81 Boundary Condition Summary Member X -Loc Y -Loc Supp. X Supp. Y Moment Di lacement X in. Di lacement Y in. Displacement ZZ rad. 1 6 0/0/0 0/0/0 50/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/00/0/0 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 T e at Frame Cross Section: 5 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 5-C 8 X 13 0.375 4-0.750 100'-0" Exterior Column 50/0/0 5-A 8 X 13 0.375 4-0.750 100'-0" Load Type Desc. Rx Vy Hx V D Frm 0.97 1.75 -0.97 1.75 CG Frm 1.15 1.86 -1.15 1.86 1> Frm 4.59 7.42 4.59 7.43 <L Frm 4.59 7.42 4.59 7.43 W 1> Frm -8.35 -12.02 3.20 -8.19 <Wl Frm -3.20 -8.19 8.35 -12.02 W2> Frm -6.67 -7.04 1.51 -3.20 <W2 Frm -1.51 -3.20 6.67 -7.04 WPL Frm -3.99 -9.00 3.60 -11.20 WPR Frm -3.60 -11.20 3.99 -9.00 MW Frm - - - - MW Frm 1.56 0.93 4.39 -0.93 MW Frm - - - - MW Frm -4.39 -0.93 -1.56 0.93 CU Frm - - - - L Frm 4.59 7.42 4.59 7.43 F> Frm -0.81 -0.47 -0.81 0.47 EG+ Frm 0.31 0.50 -0.31 0.50 <E Frm 0.81 0.47 0.81 -0.47 EG- Fnn -0.31 -0.50 0.31 -0.50 WB1> Brc 0.06 -1.74 -0.06 -1.66 <WBI We -0.07 1.76 0.07 1.64 Y,/B2> Brc 0.06 -1.74 -0.06 -1.69 <WB2 Brc -0.07 1.77 0.07 1.65 WB3> Brc 0.06 -1.67 -0.06 -1.81 <WB3 Bre -0.07 1.69 0.07 1.79 WB4> Brc 0.06 -1.67 -0.06 -1.81 <WB4 Brc -0.07 1.69 0.07 1.79 MWB Brc 0.06 -1.66 -0.06 -1.71 MWB Brc - - - - MWB Brc -0.06 1.68 0.06 1.68 MWB Brc - - - - EB> Brc 0.08 -2.27 -0.08 -2.33 <EB Brc -0.09 2.31 0.09 2.30 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER ButMr Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 67 of 81 Cnm of Fnrrac with Raartinne rhark - Frtimino Load Type Horizontal Load Reaction Vertical Load Reaction k k D 0.0 0.0 3.6 3.5 CG 0.0 0.0 3.7 3.7 L> 0.0 0.0 14.8 14.9 <L 0.0 0.0 14.8 14.9 W 1> 5.2 5.2 20.2 20.2 <W 1 5.2 5.2 20.2 20.2 W2> 5.2 5.2 10.2 10.2 <W2 5.2 5.2 10.2 10.2 WPL 0.4 0.4 20.2 20.2 WPR 0.4 0.4 20.2 20.2 MW 0.0 0.0 0.0 0.0 MW 6.0 6.0 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 6.0 6.0 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 14.8 14.9 E> 1.6 1.6 0.0 0.0 EG+ 0.0 0.0 1.0 1.0 <E 1.6 1.6 0.0 0.0 EG- 0.0 0.0 1.0 1.0 WB1> 0.0 0.0 0.0 3.4 <WB1 0.0 0.0 0.0 3.4 WB2> 0.0 0.0 0.0 3.4 <WB2 0.0 0.0 0.0 3.4 WB3> 0.0 0.0 0.0 3.5 <WB3 0.0 0.0 0.0 3.5 WB4> 0.0 0.0 0.0 3.5 <WB4 0.0 0.0 0.0 3.5 MWB 0.0 0.0 0.0 3.4 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 3.4 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 4.6 <EB 0.0 0.0 0.0 4.6 Maximum Combined Reactions Summary with Factored Loads - Framing r lm- All -t;r.,.c - I,acari nn t cr -A- etn-b-al ..alvei. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 k Std OS -0.1875 OS -0.1875 k 5-A 6 0.375 k) 13 (k) 4 (in -k 5.0 in -k Std 0/0/0 5-C 4.43 13 6.70 1 74 6.72 38 11.03 1 50/0/0 5-A 6.70 1 4.43 14 6.76 50 11.03 1 t 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 !_., a 2. ,.irrl. rra...ia..ic - l. -A - err -z t A en nrii.r n rritr„a f- acr_i nla nrhn r,vic (Min = dtrlrnril 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 Flanac Web 0/0/0 5-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 50/0/0 5-A 6 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinnrd Roca Plata rnnnortinn f nadina File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial came Shea Load k k Case k Case k Case k Case 0/0/0 6.90 11.16 86 1.51 -6.73 38 6.90 11.16 86 7.03 -3.36 0.51 168 50/0/0 6.90 11.15 85 1.50 -0.78 50 6.90 11.15 85 7.03 -3.39 0.51 74 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER 16-019005-01 Calculations Package Base Plate Connection Strength Ratios Date: 8/24/2016 Time: 05:40 PM Page: 68 of 81 X -Loc Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Load Plate Load I Flange I Load Web Load 0.1644 Shear Case Tension Case V + T Case I Bending I Case I Bearing Case Tension Case Comp Case I Weld I Case I Weld Case 0/0/0 0.374 86 0.175 38 0.088 168 2.000 0 0.097 86 0.255 38 0.180 86 0.367 168 0.209 86 50/0/0 0.374 85 0.176 50 0.089 74 4 0 0.097 85 0.256 50 0.180 85 1 0.367 1 74 1 0.209 1 85 Web Stiffener Summary Mem. No. Stiff. No. Desc. Loc. R Web Depth in. h/t a/h a in. Thick. in. Width in. Side Welding Description 2 1 S10 Configuration I Pitches Ist/2nd Configuration Pitches Ist/2nd Alternate Web Thick= 0.1644 0.1875 2.000 Opposite WAS -0.1250 in. ID (S11) Desc. in. 1 2 KN(Top) 0.375 6.00 31.25 Fillet A325N/PT 2 2 S9 2.34 17.442 129.68 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 5 1 S10 Flush 2.00 Alternate Web Thick= 0.1644 0.1875 2.000 Opposite WAS -0.1250 3.00 11 (S11) Extended 3.25 4 1 SP 0.375 6.00 13.41 Fillet A325N/PT 5 2 S9 7.04 17.442 129.68 N/A N/A 0.1875 1 2.000 1 Both SP -BS -0.1875,W -BS -0.1250,F -0S-0.1250 Bolted End -Plate Connections (Plate Fy = 55.00 ksi) Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration I Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. No. in. in. in. in. in -k in. ID I Desc. in. ID Desc. in. 1 2 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 2 1 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 3 2 SP 0.375 6.00 13.41 0.750 A325N/PT 3.00 11 Flush 6.66 31 Extended 3.25 4 1 SP 0.375 6.00 13.41 0.750 A325N/PT 3.00 11 Flush 6.66 31 Extended 3.25 5 2 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 6 2 KN(Top) 0.375 6.00 31.25 0.750 A325N/PT 3.00 31 Extended 3.25 12 Flush 2.00 Moment Connections: Outside Flange Required Strength Design Strength Ratios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs 3 3/11/12 in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 86 -11.5 6.3 913.6 AISC DG-16/Thin plate 0.417 0.086 0.852 0.270 0.399 0.083 0.945 0.516 2 1 86 -11.5 6.3 913.6 AISC DG- 16/rhin plate 0.417 0.086 0.852 0.270 0.399 0.083 0.945 0.516 3 2 14 3.9 0.1 117.7 AISC DG-16/Thin plate 0.515 0.002 0.828 0.000 0.000 0.002 0.719 0.516 4 1 14 3.9 0.1 117.7 AISC DG-16/rhin plate 0.515 0.002 0.828 0.000 0.000 0.002 0.719 0.516 5 2 85 -11.5 6.3 913.6 AISC DG-16/Thin plate 0.417 0.086 0.850 0.270 0.399 0.083 0.959 0.516 6 2 85 -11.5 6.3 913.6 AISC DG-16/Thin plate 0.417 0.0861 0.850 0.270 0.399 0.083 0.959 0.516 Inside Flan e Required Stren I Design StrengthRatios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs 3 3/11/12 in -k Proc. Tension Shear BendingYieldingRupture 3 13/11/12 TearingWeld GFB2037 Weld 1 2 13 6.4 3.1 514.2 AISC DG-16/Thin plate 0.368 0.042 0.939 0.000 0.000 0.045 0.755 0.516 2 1 13 6.4 3.1 514.2 AISC DG-16/Thin plate 0.368 0.042 0.939 0.000 0.000 0.045 0.755 0.516 3 2 85 -6.9 0.4 291.6 AISC DG- 16/I'hin plate 0.402 0.005 0.882 0.257 0.380 0.005 0.913 0.516 4 1 85 -6.9 0.4 291.6 AISC DG-16/Thin plate 0.402 0.005 0.882 0.257 0.380 0.005 0.913 0.516 5 2 14 6.4 3.1 514.2 AISC DG-16/Thin plate 0.368 0.042 0.935 0.000 0.000 0.045 0.959 0.516 6 2 14 6.4 3.1 514.2 AISC DG-16/Thin late 0.368 0.042 0.935 0.000 0.000 0.045 0.959 0.516 Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Flan a Brace Summary Member I From Member Joint 1 From Side Point 1 Part Axial Load per FB Load Case Design Note 1 7/6/0 7/6/0 (2)GFB2097 0.306 86 2 3/4/4 21/1/0 (2)GFB2063 0.510 0 3 3/11/12 11/1/0 GFB2037 0.165 94 3 13/11/12 1/1/0 GFB2037 0.243 85 4 1/0/4 UI/0 GFB2037 0.243 86 4 11/0/4 11/l/0 GFB2037 0.165 96 5 6/0/4 21/1/0 (2)GFB2063 0.510 85 6 7/6/0 7/6/0 2 GFB2097 0.306 85 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butler M��~ur,ng 16-019005-01 Calculations Package Date: 8/24/2016 Time: 05:40 PM Page: 69 of 81 Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Parameters Used for Axial and Flexural Desian Mem. No. Controlling Cases Required Strength Available Strength Siren Ratios Ag in.2 Afa in.2 IxxIyy in.4 Axial Sx in.3 Axial Shear Mom -x Mom- y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy I + Shear No. ft in. Flexure 0.50 k k in -k in -k k k in -k in -k Flexure 28.56 1 12.06 28.00 86 410.52 -11.5 1.00 -913.6 0.0 62.4 3 1011.7 50.3 1.00 60.0 1 12.06 28.00 3.91 86 1.56 -6.3 2.39 0.03 92.86 7.0 1.00 1.12 0.87 0.90 2 1.08 18.00 86 60.0 -8.0 0.94 -851.6 0.0 95.0 1.56 890.5 ; 94.8 1.00 92.86 2 1.08 18.00 0.87 86 5 8.8 265.62 13.7 13.7 11.3 1.25 257.00 5.21 0.78 3 13.98 9.94 85 410..521 -6.9 1.00 296.0 0.0 39.5 6 328.0 57.5 0.99 54.5 3 0.00 9.00 3.91 86 1.56 6.1 .471 0.04 756.491 21.1 0.90 1.001 0.781 0.29 4 0.99 9.94 86 -6.9 296.1 0.0 39.5 328.0 57.5 0.99 4 14.97 9.00 85 -6.2 21.1 0.29 5 7.17 18.00 85 -8.0 -851.7 0.0 95.0 890.5 94.8 1.00 5 7.17 18.00 85 -8.8 11.3 0.78 6 12.06 28.00 85 -11.5 913.6 0.0 1 62.4 1 1011.7 50.3 1.00 6 12.06 28.00 85 6.3 7.0 0.90 Parameters Used for Axial and Flexural Desian Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afa in.2 IxxIyy in.4 in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb . Rpg Rpe Qs Qa 1 12.06 144.67 54.5 54.5 5.59 0.94 598.89 3.91 42.78 1.56 51.73 2.47 0.04 756.49 1.17 0.90 1.00 0.78 0.50 2 1.08 265.62 20.2 20.2 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410.52 1.00 1.00 1.00 0.94 0.68 3 13.98 265.62 120.0 60.0 3.16 0.94 54.35 3.91 10.94 1.56 12.21 2.39 0.03 92.86 1.24 1.00 1.12 0.87 0.85 4 0.99 265.62 120.0 60.0 3.16 0.94 54.35 3.91 10.94 1.56 12.21 2.39 0.03 92.86 1.24 1.00 1.12 0.87 0.93 5 7.17 265.62 13.7 13.7 4.85 1.25 257.00 5.21 28.56 2.08 32.49 3.20 0.07 410..521 1.06 1.00 1.00 0.94 0.68 6 12.06 144.67 54.5 54.5 5.59 0.94 598.891 3.91 42.78 1.56 51.731 .471 0.04 756.491 1.17 0.90 1.001 0.781 0.50 Deflection Load Combinations - Framin No. Origin Factor DefH Defy I Application Description 1 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 0.42 W 1> Wl> 3 System 1.000 60 180 0.42 <WI <Wl 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL; 7 System 1.000 60 180 0.42 WPR VVTR, 8 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - 10 System 1.000 0 180 1.0 L L (Set 1) 11 System 1.000 60 180 0.42 W 1> Wl> (Set 1) 12 System 1.000 60 180 0.42 <W 1 <W1 (Set 1) 13 System 1.000 60 180 0.42 W2> W2> (Set 1) 14 System 1.000 60 180 0.42 <W2 <W2 (Set 1) 15 System 1.000 60 180 0.42 WPL WPL (Set 1) 16 System 1.000 60 180 0.42 WPR WPR (Set 1) 17 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG- (Set 1) 18 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- (Set 1) 19 System 1.000 0 180 1.0 L L (Set 2) 20 System 1.000 60 180 0.42 W 1> Wl> (Set 2) 21 System 1.000 60 180 0.42 <W 1 <Wl (Set 2) 22 System 1.000 60 180 0.42 W2> W2> (Set 2) 23 System 1.000 60 180 0.42 <W2 <W2 (Set 2) 24 System 1.000 60 180 0.42 WPL WPL (Set 2) 25 System 1.000 60 180 0.42 WPR WPR (Set 2) 26 System 1.000 10 0 1.0 F> + 1.0 EG- E> + EG- (Set 2) 27 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- Set 2 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butler Manufacturing 16-019005-01 Calculations Package Controlling Frame Deflection Ratios for Cross Section: 5 Date: 8/24/2016 Time: 05:40 PM Page: 70 of 81 Description Ratio Deflection in. Member Joint Load Case Load Case Description MMax.orizontal Deflection axVertical Deflection for Span 1 (H/362) L/272 -0.418 -2.036 6 4 2 1 7 10 WPR L Set ] • 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 verstated Frame Lateral Stiffness (K): 2.407 (k/in) Fundamental Period (calculated) (T): 0.669 (sec.) File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler Manuf—turingg 16-019005-01 Calculations Package Time: 05:40 PM Page: 71 of 81 Wa11:.4;=Frame at: 124/6'10 a z 77,77' 77 Frame Cross Section: 6 L Dimension Key 1 81/2" 2 1'-6" 3 P-1" 4 41-0 1/16" 5 16'-1 " Ridge Ht. Frame Clearances Horiz. Clearance between members I (CX004) and 6(CX004): 46'-7" Vert. Clearance at member I (CX004): 12'-7 15/16" Vert. Clearance at member 6(CX004): 12'-7 15/16" Vert. Clearance at member 7(EPX001): 14'-7 7/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 BL/TLER Butler Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 72 of 81 Frame LocatioB Desi n Parameters: Location I Ave. Bav Snace Descrintion Anele I Groun I Trib. Override I Desi® Status 1 124/6/0 1 12/9/0 [Ag Buildine Riad Endwall #2 EW 3 1 90.0000 1 1 - I Stress Check I npsion Lnad Cnmhinatinns - Framino No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 1.0 ASL^ D + CG + ASL^ 4 System 1.000 1.0 D + 1.0 CG + 1.0 ^ASL + CG + ^ASL 5 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 7 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 8 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 9 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 10 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 11 System 1.000 0.6 MW MW - Wall: 1 12 System 1.000 0.6 MW MW - Wall: 2 13 System 1.000 0.6 MW MW - Wall: 3 14 System 1.000 0.6 MW MW - Wall: 4 15 System 1.000 0.6 D + 0.6 CU + 0.6 W 1> D + CU + W 1> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W 1 17 System 1.000 0.6 D + 0.6 CU + 0.6 W2> + CU + W2> 18 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 + CU + <W2 19 System 1.000 0.6 D + 0.6 CU + 0.6 WPL + CU + WPL 20 System 1.000 0.6 D + 0.6 CU + 0.6 WPR + CU + WPR 21 System 1.000 1.OD+I.OCIS +0.75L+0.45WI> D +CG+L+WI> 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W 1 + CG + L + <W 1 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + CG + L + <W2 25 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + CG + L + WPL 26 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + CG + L + WPR 27 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + CG + F> + EG+ 28 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 29 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + E> + EG - 30 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 31 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 32 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ + CG + <E + EG+ 33 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + F> + EG - 34 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- + CU + <E + EG - 35 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + Fj + EG+ 36 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ + CG + <E + EG+ 37 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 F> + 0.7 EG- D + CU + Fj + EG - 38 OMF Connection 1 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG- V.--- N4 -h- Sime Mem. No. Fig Width in. Fig Thk in. Web Thk in. Depthl in. Depth2 in. Length ft) Weight (p) Fig Fy (ksi) Web Fy (ksi) Splice Jt.I Codes Jt.2 Shape 1 5.00 0.2500 0.1345 12.00 12.00 13.33 192.2 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 14.38 131.7 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1644 9.00 9.00 10.00 101.6 55.00 55.00 SS SP 3P 4 5.00 0.1345 0.1644 9.00 9.00 10.00 101.6 55.00 55.00 SP SS 3P 5 5.00 0.1345 0.1345 9.00 9.00 14.38 131.7 55.00 55.00 SS KN 3P 6 5.00 0.2500 0.1345 12.00 12.00 13.33 192.21 55.00 55.00 BP KN 3P 7 5.00 0.1345 0.1345 10.00 10.00 14.62 154.81 55.00 55.00 BP CP 3P Total Frame Weight = 1005.7 (p) (Includes all plates) Frame Member Releases Member Joint 1 Joint 2 7 No Yes File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 8/24/2016 BUTLER Butler Manufacturing 16-019005-01 Calculations Package Time: 05:40 PM Page: 73 of 81 • Rn.md��.. !'nnda:nn Cr.mmory vV Member V� V X-LocY-Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y in. Displacement ZZ rad. 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 6 50/0/0 0/0/0 Yes Yes No 0/0/0 I 0/0/0 0.0000 7 25/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete R -ti- - rTnf-t-d r.nad T- at v -p r-.. R -ti- 6 Type Exterior Column X -Loc 0/0/0 Gridl -Grid2 6-C Base Plate W x L (in.) 8 X 13 Base Plate Thickness (in.) 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 Column Base Elev. 100'-0" Interior Column Exterior Column 25/0/0 50/0/0 6-B 6-A 8 X 11 8 X 13 0.375 0.375 4-0.750 4-0.750 100'-0" 1 100'-0" { Load Type Desc.rH V Hx Hz V Hx VD Frm 0.62 1.00 -0.10 0.62 CG Frm 0.49 0.94 -0.11 0.49 L> Frm 2.89 5.54 -0.65 2.89 <L Frm 2.89 5.54 -0.65 2.89 ASL^ Frm -0.04 2.77 -0.32 2.93^ASL Frm . 2.93 2.77 -0.32 -0.04 W 1> Frm -2.23 4.55 3.85 -6.11 -1.14 -1.92 <Wl Frm 1.14 -1.92 -3.47 -6.11 2.23 -4.55 W2> Frm -2.57 -3.15 - -3.78 -0.80 -0.52 <W2 Frm 0.80 -0.52 -3.78 2.57 -3.15 WPL Frm 0.28 -2.59 -5.84 -0.55 4.16 WPR Frm 0.55 4.16 -5.84 -0.28 -2.59 MW Frm - - - - - I MW Frm 0.90 0.58 -0.20 2.17 -0.38 MW Frm - - - - - MW Frm -2.17 -0.38 -0.20 -0.90 0.58 CU Frm - - - - - L Frm 0.65 2.89 5.54 -0.65 2.89 t F> Frm -0.42 -0.25 0.04 - -0.421 0.25 EG+ Frm 0.03 0.13 - 0.25 -0.03 0.13 <E Frm 0.42 0.25 -0.04 - 0.42 -0.25 EG- Frm -0.03 -0.13 - -0.25 0.03 -0.13 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butler Manu,�ur,n; 16-019005-01 Calculations Package Sum of Forces with Reactions Check - Framing Load Type Horizontal Load Reaction Vertical Load Reaction k k D 0.0 0.0 2.3 2.2 CG 0.0 0.0 1.9 1.9 L> 0.0 0.0 11.3 11.3 <L 0.0 0.0 11.3 11.3 ASL^ 0.0 0.0 5.7 5.7 ^ASL 0.0 0.0 5.7 5.7 Wl> 3.4 3.4 12.6 12.6 <Wl 3.4 3.4 12.6 12.6 W2> 3.4 3.4 7.5 7.5 <W2 3.4 3.4 7.5 7.5 WPL 0.3 0.3 12.6 12.6 WPR 0.3 0.3 12.6 12.6 MW 0.0 0.0 0.0 0.0 MW 3.1 3.1 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 3.1 3.1 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 11.3 11.3 F> 0.8 0.8 0.0 0.0 EG+ 0.0 0.0 0.5 0.5 <E 0.8 0.8 0.0 0.0 EG- 0.0 0.0 0.5 0.5 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1st order structural analysis. Date: 8/24/2016 Time: 05:40 PM Page: 74 of 81 X -Loc Grid Hrc left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load in. in. (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 k 6-B 7 0.375 8 11 No 4 in -k 5.0 in -k Std 0/0/0 6-C 1.48 17 1.21 22 - 13 - 4 2.36 15 4.04 4 OS -0.1875 OS -0.1875 1 0.92 25/0/0 6-B - - - - 2.08 6 2.31 5 3.07 15 7.48 1 1 0.088 16 0.064 50/0/0 6-A 1.21 21 1.48 18 - - - - 2.36 16 4.04 3 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter age & nitch standards are based on ACI -318 Appendix D criteria for "cast -in- lace" anchor rods in s ace = 4'drod X -Loc Grid Mem. Thickness Width Length Stiff. I Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. in. in. in. Shear Rods in. in. in. Type large Web 0/0/0 6-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 25/0/0 6-B 7 0.375 8 11 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 50/0/0 6-A 6 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracin A Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load Shear Case Case Case V + T Case BendingCase Case Case Tension Case Case 0/0/0 1.48 -1.51 17 1.27 -2.34 15 0.88 4.00 2 0.92 -2.14 0.38 20 25/0/0 2.29 -1.70 5 2.05 -3.04 16 0.00 7.49 1 - - - 0 50/0/0 1.48 -1.51 18 1.27 -2.34 16 0.88 4.00 1 0.92 2.14 0.38 19 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Conc. Load Plate Load Plate Load Flange Load Web Load Shear Case Tension Case V + T Case BendingCase Bearin Case Tension Case Com Case Weld Case Weld Case 0/0/0 0.064 17 0.061 15 0 0 0.035 2 0.088 15 0.064 2 0.0572 0.057 15 25/0/0 0.100 5 0.079 16 0 0 0.077 1 0.108 16 0.143 1 0.088 1 0.088 1 50/0/0 0.064 18 0.061 16 0 0 0.035 1 0.088 16 0.064 1 0.057 1 0.057 ] 6 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. eur�ER Butler Manufacturing 16-019005-01 Calculations Package Web Stiffener Summary Date: 8/24/2016 Time: 05:40 PM Page: 75 of 81 Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages In/Out ft in. Desc. in. ID Desc. in. in. in. in. in. Description 2 1 S9 1.00 8.731 64.92 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 5 1 S9 13.37 8.731 64.92 N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 Bolted End -Plate Connections (Plate Fv = 55.00 ksi) Moment Connections: Outside Flange Required Stren Design End -Plate Dimensions Bolt Outside Flange Inside Flan e Mem. Jt. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd ID Desc. in. ID Desc. in. No. No. 1 2 in. in. in. in. Shear in. 1 2 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50/2.50 11 Flush (0) 2.50/2.50 2 1 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 3 2 SP 0.500 6.00 9.03 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 4 1 SP 0.500 6.00 9.03 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 5 2 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50 11 Flush (0) 2.50 6 2 KN(Top) 0.375 6.00 12.00 0.750 A325N/PT 3.00 11 Flush (0) 2.50/2.50 11 Flush (0) 2.50/2.50 7 1 2 1 CP 0.375 3.00 1 11.00 1 0.500 1 A325/- "' 11 Flush 11 Flush 0.00 Moment Connections: Outside Flange Required Stren Design trength Ratios' Mem. It. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs 1 2 (k) (in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 36 -1.8 1.1 182.8 AISC DG-16/Thin plate 0.523 0.023 0.837 0.000 0.000 0.038 1.000 0.516 2 1 36 -1.8 1.1 182.8 AISC DG-16/Thin plate 0.523 0.023 0.837 0.000 0.000 0.038 1.000 0.516 3 2 1 -0.5 3.8 188.1 AISC DG-16/Thin plate 0.727 0.076 0.721 0.000 0.000 0.093 1.000 0.631 4 1 1 -0.5 3.8 188.1 AISC DG-16/Thin plate 0.727 0.076 0.721 0.000 0.000 0.093 1.000 0.631 5 2 35 -1.8 ].1 182.8 AISC DG-16/Thin plate 0.520 0.023 0.843 0.000 0.000 0.038 1.000 0.516 6 2 35 -1.8 1.1 182.8 AISC DG-16/Thin late 0.520 0.023 0.843 0.000 0.000 0.038 1.000 0.516 Inside Flange Required Stren Design StrengthRatios' Mem. it. Ld AxialShear I Shear k Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs 1 2 k in -k Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 15 2.3 0.5 131.4 AISC DG-16/Thin plate 0.441 0.010 0.706 0.000 0.000 0.016 1.000 0.516 2 1 15 2.3 0.5 131.4 AISC DG-16/Thin plate 0.441 0.010 0.706 0.000 0.000 0.016 1.000 0.516 3 2 19 1.5 1.1 78.7 AISC DG-16/Thin plate 0.333 0.022 0.331 0.000 0.000 0.027 1.000 0.631 4 1 19 1.5 1.1 78.7 AISC DG-16/Thin plate 0.333 0.022 0.331 0.000 0.000 0.027 1.000 0.631 5 2 16 2.3 0.5 131.5 AISC DG-16/Thin plate 0.440 0.010 0.712 0.000 0.0001 0.016 1.000 0.516 6 2 16 2.3 0.5 131.5 AISCDG- 16/Thin plate 0.440 0.010 0.7]2 0.000 0.0001 0.016 1.000 0.516 ' Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit (Stress Limit = 1.03) Pinned Connections: Flange Brace Summary Mcmbcr Maximum Shear Case Maximum Tension Case Stren Ratios Mem. No. it. No. Ld Cs I Axial I Shear k Ld Cs I Axial k I Shear Bolt Tension I Bolt I Shear Bolt I V + T I Plate I Bending I Flange Yielding I Flange Bearing I Flange Weld I Web Weld 7 1 2 1 5 1 1.71 2.21 16 1 1.9 0.0961 0.1021 0.0001 0.0991 0.0691 0.0771 0.1101 0.080 Flange Brace Summary Mcmbcr I From Member Joint 1 From Sidc Point 1 Part Axial Load per FB Load Case Design Note 2 3/4/4 21/1/0 GFB2037 0.157 3 3 3/11/12 6/1/0 GFB2037 0.133 3 3 8/11/12 1/1/0 GFB2033 0.284 1 4 1/0/4 1/1/0 GFB2033 0.284 2 5 6/0/4 16/l/0 GFB2037 0.126 3 5 11/0/4 21/l/0 GFB2037 0.157 4 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Butler Manufacturing 16-019005-01 Calculations Package Date: 8/24/2016 Time: 05:40 PM Page: 76 of 81 Frame Design Member Summa - Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Parameters Used for Axial and Flexural Design Mem. No. Controlling Cases Required Strength Available Strength Strene Ratios Ag in.2 Afn in.2 Ixx in.4 Axial Sx in.3 Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc Vc Mcx Mcy+ 0.06 Shear No. ft in. Flexure 1.00 k k in -k in -k k k in -k in -k Flexure 7.53 1 6.25 12.00 10 55.09 1.4 1.00 -13.5 -68.7 133.5 3 577.9 96.3 0.74 23.8 1 0.00 12.00 2.81 17 1.12 1.5 1.74 0.02 55.12 17.4 1.00 1.15 0.70 0.08 2 10.38 9.00 4 23.8 -0.5 0.67 162.5 0.0 13.0 1.12 169.5 39.0 0.98 55.12 2 0.47 9.00 0.70 2 5 3.2 280.84 180.0 60.0 20.9 0.67 33.89 2.80 0.16 3 9.97 9.00 1 55.09 -0.5 1.00 -188.1 0.0 43.4 6 190.6 28.1 0.99 152.1 3 9.97 9.00 5.21 1 2.08 -3.8 3.18 0.06 179.85 29.3 1.00 1.11 0.98 0.13 4 0.00 9.00 1 175.0 -0.5 0.67 -188.1 0.0 43.4 1.12 190.6 28.1 0.99 68.23 4 0.00 9.00 0.65 2 3.7 29.3 0.13 5 3.52 9.00 3 -0.5 162.5 0.0 13.0 169.5 39.0 0.98 5 13.439.00 1 -3.3 20.9 0.16 6 6.25 12.00 9 1.4 -13.5 68.7 133.5 577.9 96.3 0.74 6 0.00 12.00 18 -1.5 17.4 0.08 7 7.50 10.00 5 1.7 -103.9 0.0 87.6 104.0 39.0 1.01 7 0.00 10.00 15 -2.3 20.31 0.11 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 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 6.25 152.15 152.1 152.1 4.05 1.25 103.35 5.21 17.22 2.08 19.13 3.18 0.06 179.85 2.22 1.00 1.11 0.98 1.00 2 10.38 280.84 180.0 60.0 2.52 0.67 33.89 2.80 7.53 1.1 8.53 1.72 0.02 55.09 1.09 1.00 1.13 0.67 1.00 3 9.97 280.84 23.8 23.8 2.78 0.67 35.55 2.81 7.90 1.12 9.10 1.74 0.02 55.12 1.06 1.00 1.15 0.70 0.93 4 0.00 280.84 23.8 23.8 2.78 0.67 35.55 2.81 7.90 1.12 9.10 1.74 0.02 55.12 1.06 1.00 1.15 0.70 0.93 5 3.52 280.84 180.0 60.0 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.28 1.00 1.13 0.67 1.00 6 6.25 152.15 152.1 152.1 4.05 1.25 103.35 5.21 17.22 2.08 19.13 3.18 0.06 179.85 2.22 1.00 1.11 0.98 1.00 7 7.50 179.95 175.0 175.0 2.65 0.67 43.06 2.80 8.61 1.12 9.82 1.73 0.02 68.23 1.19 1.00 1.14 0.65 1.00 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. I i f. aurcER !Date: 8/24/2016 -------------- ---------xm.ina 16-019005-01 Calculations Package l Time: 05:40 PM L �+�.-�. Page: 77 of 81 rrcor narnaa Timm- vninr T.naAc fnr ('rnee Carfinn• 6 Side Units Type Description Ma 1 Locl Offset H or V Supp! Dir. Coef. . Loc. 1 k WPL Weak axis load 2.76 6/3/0 N N N ; IN 1.000 WA 1 k WPR Weak axis load 2.76 6/3/0 NA NA N ` OUT 1.000 WA 4 _k WPL Weak Axis Load 2.76 6/3/0 NA N N ` IN 1.000 WA 4 k WPR Weak Axis Load -2.76 6/3/0 NA N N } OUT 1.000 WA nnAcrHnn r no.l !`nmF.inoh:nnc _ Frnmina No. Description Origin Factor Def H Def V Application (, Description 1 System 1.000' 0 180 1.0 L L ' 2 System 1.000 60 180 0.42 W 1> Wl> 3 System 1.000 60 180 0.42 <W 1 <W 1 4 System 1.000 60 180 0.42 W2> W2> 5 System 1.000' 60 180 0.42 <W2 <W2 6 System 1.000 60 180 0.42 WPL WPL 7 System 1.000 60 180 0.42 WPR WPR 8 System 1.000 10 0 1.0 E> + 1.0 EG- E> + EG - 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG- G- Descri tion Ratio Deflection in. Member Joint Load Case Load Case Description Max. Horizontal Deflection ( IV231) -0.675 1 2 3 <W 1 Max. Vertical Deflection for Span 1 (U720) 0.396 3 1 17 t WPR ax. Vertical Deflection for S an t U720 0.396 5 1 6 WPL • Negative horizontal deflection is left ' Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis'and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated: Frame Lateral Stiffness (K): 0.716 (k/in) Fundamental Period (calculated) (T): 0.856 (sec.) j r. t j e 4 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc.' Date: 8/24/2016 B[/TLER ----- ------ eturin9 16-019005-01 Calculations Package. Time: 05:40 PM da _. �_. _ . Page: 78 of 81 Coverings S:ummary'Report' < . Shape: Ag Building Loads and Codes - Shape: Ag Building City: Durham County: Butte State: California Country: United States Building Code: California Building Standards Code - 2013 Edition Structural: l OAISC - ASD Rainfall: l: 3.30 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 12AISI - ASD Pc: 3000.00 psi Concrete Building Risk/Occupancy Category: II (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.03 psf Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf Wind Load Snow Load Wind Speed: Vult: 110.00 (Vasd: 85.21) mph Ground Snow Load: pg: 0.00 psf The 'Envelope Procedure' is Used Flat Roof Snow: pf. 0.00 psf Wind Exposure: C - Kz: 0.849 Design Snow (Sloped): ps: 0.00 psf Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Wind Enclosure: Enclosed Exposure Factor: 2 Partially Exposed - Ce: 1.00 Topographic Factor: Kzt: 1.0000 Snow Importance: Is: 1.000 19.31 Thermal Factor: Unheated - Ct: 1.20 NOT Windbome Debris Region Ground/ Roof Conversion: 0.70 Base Elevation: 0/0/0 Unobstructed, Slippery Primary Zone Strip Width: 2a: 10/0/0 psf Parts / Portions Zone Strip Width: a: 5/0/0 Standard Spacing is Adequate Basic Wind Pressure: q: 22.35 psf 0/0/0 Covering Design Loads - Wall: 1 Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Lateral Force Resisting Systems using Equivalent Force Procedure Mapped MCE Acceleration: Ss: 62.00 %g Mapped MCE Acceleration: S1: 28.00 %g Site Class: Stiff soil (D) Seismic Importance: Ie: 1.000 Design Acceleration Parameter: Sds: 0.5390 Design Acceleration Parameter: Shc: 0.3435 Seismic Design Category: D Seismic Snow Load: 0.00 psf % Snow Used in Seismic: 0.00 Diaphragm Condition: Flexible Fundamental Period Height Used: 14/0/0 Transverse Direction Parameters Ordinary Steel Moment Frames Redundancy Factor: Rho: 1.30 y Fundamental Period: Ta: 0.2312 R -Factor. 3.50 Overstrength Factor: Omega: 2.50 Deflection Amplification Factor: Cd: 3.00 Base Shear: V: 0.1540 x W Longitudinal Direction Parameters Ordinary Steel Concentric Braced Frames Redundancy Factor: Rho: 1.30 Fundamental Period: Ta: 0.1448 R -Factor: 3.25 Overstrength Factor: Omega: 2.00 Deflection Amplification Factor: Cd: 3.25 Base Shear: V: 0.1658 x W Zone Units I Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf W l> Standard Spacing is Adequate 19.31 0/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 0/0/0 21.000 0.69 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 19.31 45/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 45/0/0 21.000 0.69 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 15.69 5/0/0 19.000 0.83 OUT -1.170 Interior Arca psf <W2 Standard Spacing is Adequate 1 14.48 5/0/0 21.000 0.69 IN 1.080 Coverine Desien Loads - Wall: 2 Zone Units I Type Description Actual Locl Allow. Ratio Dir. Coef. End Zone psf W> Standard Spacing is Adequate 19.31 0/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 0/0/0 21.000 0.69 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 19.31 120/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 120/0/0 21.000 0.69 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 15.69 5/0/0 19.000 0.83 OUT -1.170 Interior Area Psf <W2 I Standard Spacing is Adequate 1 14.48 5/0/0 1 21.000 0.69 IN 1.080 File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Butter Manufacturing 16-019005-01 Calculations Package Coverinp Design Loads - Wall: 3 Date: 8/24/2016 Time: 05:40 PM Page: 79 of 81 Zone Units I Type Description Actual LOCI Allow. Ratio Dr. Coef. End Zone psf W 1> Standard Spacing is Adequate 19.31 0/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 0/0/0 21.000 0.69 IN 1.080 End Zone psf W 1> Standard Spacing is Adequate 19.31 45/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 45/0/0 21.000 0.69 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 15.69 5/0/0 19.000 0.83 OUT -1.170 Interior Area psf <W2 I Standard Spacing is Adequate 1 14.48 5/0/0 21.000 0.69 IN 1.080 Covering, Design Loads - Wall: 4 Zone Units Type Description Actual Locl Allow. Ratio Dr. Coef. End Zone psf W 1> Standard Spacing is Adequate 19.31 0/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 0/0/0 21.000 0.69 IN 1.080 End Zone psf W> Standard Spacing is Adequate 19.31 120/0/0 19.000 1.02 OUT -1.440 End Zone psf <W2 Standard Spacing is Adequate 14.48 120/0/0 21.000 0.69 IN 1.080 Interior Area psf W l> Standard Spacing is Adequate 15.69 5/0/0 19.000 0.83 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 14.48 5/0/0 1 21.000 0.69 IN 1.080 Covering, Design Loads - Roof: A Zone Units I Type Description Actual LOCI Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 69.000 0.30 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 7.39 5/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 5/0/0 64.000 0.41 OUT -1.980 Side Zone psf <W2 Standard Spacing is Adequate 7.39 120/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 120/0/0 64.000 0.41 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 120/0/0 69.000 0.11 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.39 120/0/0 64.000 0.62 OUT -2.980 Side Zone psf <W2 Standard Spacing is Adequate 7.39 5/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 5/0/0 64.000 0.41 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 0/0/0 69.000 0.11 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.39 0/0/0 64.000 0.62 OUT -2.980 Interior Area psf <W2 Standard Spacing is Adequate 7.39 5/0/0 69.000 0.11 IN 0.480 Interior Area psf W 1> Standard Spacing is Adequate 15.25 5/0/0 64.0001 0.24 OUT -1.180 Covering Design Loads - Roof: B Zone Units Type Description Actual Locl Allow. I Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.88 0/0/0 69.000 0.30 IN 0.997 Side Zone psf <W2 Standard Spacing is Adequate 7.39 5/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 5/0/0 64.000 0.41 OUT -1.980 Side Zone psf <W2 Standard Spacing is Adequate 7.39 120/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 120/0/0 64.000 0.41 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 120/0/0 69.000 0.11 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.39 120/0/0 64.000 0.62 OUT -2.980 Side Zone psf <W2 Standard Spacing is Adequate 7.39 5/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 25.98 5/0/0 64.000 0.41 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 0/0/0 69.000 0.11 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 39.39 0/0/0 64.000 0.62 OUT -2.980 Interior Area psf <W2 Standard Spacing is Adequate 7.39 5/0/0 69.000 0.11 IN 0.480 Interior Area psf W 1> Standard Spacing is Adequate 15.25 5/0/0 64.0001 0.24 OUT -1.180 Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: 1 Butlerib II Punched 26 Butler -Cote Cool Solar White Left to Right Left to Right 41/0/0 Wall: 2 Butlerib 11 Punched 26 Butler -Cote Cool Solar Whitc Left to Right Left to Right 41/0/0 Wall: 3 Butlerib lI Punched 26 Butler -Cote Cool Solar White Left to Right Left to Right 41/0/0 Wall: 4 Butlerib 11 Punched 26 Butler -Cote Cool Solar White Left to Right Left to Right 41/0/0 Roof A Butlerib II Unpunched 26 AIZn Plain AIZn System Generated Not Applicable 41/0/0 [Roof.- B Butlerib II Unpunched 1 26 1 AIZn Plain AIZn System Generated Not Applicable 41/0/0 File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER 8t,�, Mo��,�,,� 16-019005-01 Calculations Package Fastener Data Date: 8/24/2016 Time: 05:40 PM Page: 80 of 81 Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Dammin Wall: 1 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 2 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 3 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 4 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Roof A Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes None No No Stitch Roof B Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes None No No Stitch File: 16-019005-01 Version: 2016.1 c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. BUTLER Butter Manufacturing 16-019005-01 Calculations Package Appendix. File: 16-019005-01 Version: 2016.1c Butler Manufacturing, a division of B1ueScope Buildings North America, Inc. Date: 8/24/2016 Time: 05:40 PM Page: 81 of 81