Loading...
HomeMy WebLinkAboutB15-0356 040-310-087opment Services Departm6nt of Devel 13tiRding DivisiOn I COunw-caiter wyo orovat, CA'W65 (530) 53.8-7541 (530)538-7-140 FAX s.vy ,cmLivsrBcT):oN NOTE -7�3 ( 0 0 ttg,03 G6:7.p- Assessor's Pared #--ja �4�0 For Building Permit # .. Special . b2spocti6ns - 2015. California Building Code, Chapter 17: in addition Structural, Tests a. - Section 1101 the owner or the Registered Design to the inspocfioas. reqWjped by MVWOU. 11,' professional -acting as the ownces agent shall employ one or more spOdal hISPectOrs MtO shall provido Milipwfions during Oonsftuofion.on the types of work listed under Station 1704. I.ho qtiaMcd -Person. %*0 . shall demons ttvio compotenoe, to the speolal * ins�r be a- - r. satisrkdon. of ft building OffloWr kor kspeetion Of the, Pa&MW tyPe' of construction 0 operation requiring SPOOW inspection. -names and es o» i3lti�.s o th"Peeial 'UsPecto" '� nd • tar m arc �� wi& tt k-, appwcd doslM d mwi W a 2. Ilk 406h r000td: All &=pwdos sbaU6obrov&tofthodi =00=CK to 60 pgopw WAW. ft dft bidding offIcUL awwh* VIVL*II -Awng VAIC(hw AM pttothoRufta. ju spww hapeadw-sban-i6mu a fid. k. owfonnanoo viI4 dw approvodpins' ,to gWt,0A0fMsor her kno�*%A, codo. ..d VoaficW= wd-ft 4PHO" *to& Or�� -oumot Iia bV00wShxU S&UO BI*O cwatr l3 ?itrisloai.hu 4. .71ho Vocha .&kpWto r .Wm o : U4 i,,,,OsbaUbo.gpvvcdty")3uttoCouaty 5.. Any dMViVR)wW *OicamEmns =V&&&Vp�raail piocood,. -wodcwhich 6.S`Focinl ham- Ban& C,0�.bVwfiw qp*md fffsawt Special ywpeefloju is required for the f0lI0VViU9 'lte"18* pb,*Wg of wD=* E3 JWMfo� Concrete CWft IDUCA WWIM� suength 1301ft - l7: Welding [3- Bolts histalle4inCM=40 0 NaMe, Of Special hapMAM IODMV=r- NP.P 'OV G & . I . -AA jr_-:-N T- OP e I ©VGUI— OuA-,, I 1--i Nrt orr-A C, tj g r_0 g tg L T.' r2, Y r>l.v I S I til 0 Sequoia Engineering Chad Ratzlaff, Lic.#: C64399 Structural Calculations Client: Oak Ridge Cabinets Job#: 14-060 Project: New Metal Building and Show Room Remodel Address: 11128 Midway, Chico, CA 95928 Calculation Index • Gravity Analysis • Beam Analysis • Column Analysis • Footing Analysis • Mtl Bldg Footing Analysis • Eccentric Footing Analysis Footing Skin Friction Analysis • Anchor Bolt Analysis Page # G1 131 - B3 C1 F1 F2 F3 - F7 F8 BUTTE AB1 - AB5 COUNTY MAY 282015 DEVELOPMENT SERVICES • � ISI ��Jo3 � PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR —CODE COMPLIANCE DATE l� /� �� BY —f- 7 2015 This calculation package is only Valid for the project location as listed above and may not be used for another site without the authorization of Sequoia Engineering. Sequoia Engineering claims no responsibility for any structural design not specifically addressed in this calculation package. Calculations and plans are not valid until reviewed and approved by the governing building department. nd r -1L � o� tl PCAZ) 467 East 2 Ave, Chico, CA 95926 (530) 591-7258 chadratzlaff@yahoo.com w Gravity Load Development Project: Oak Ridge Cabinet Date: 2/11/2015 Comments: Units: lbs & feet. (UNO) h Gravity Loads: Wall Dead Load 2x4 Framing @ 16" ox. 1.6 psf (interior) Gyp. 2 sides 4 -L-psf Total 6.0 psf Floor Dead Load Framing @ 16" ox. 3.5 psf 3/4" ply 2.25 psf Gyp. 2.2 psf Misc. 3 nsf Total 11.0 psf Floor Live Load Office 50.0 psf gl i COMPANY PROJECT Sequoia Engineering 467 East 2nd Ave Gwoodw,-orks-'& Chlco, CA 95926 (530) 591-7256 sornv�aesoa.woonnewNcx. Feb. 11, 201514:33 Beamt.wwb 't gvw Design Check Calculation Sheet Loads: woodworks sizer 10.1 Maximum Reactions (lbs) and Bearing Lengths (in) : Load Type Distribution Pat- Location [ft) Magnitude Unit Dead 679 Fv' 0.4 Loadl Mea Full Area tern Start End Start End Bearing: 0.34 - L/240 Length 3.00 Load2 Live Full Area 2.00 18.00(10.00)+ Ps Lumber -Soft, D.Fir-L, No.2, 4x10 (3-1/2.4-1/4-) Self-wei ht Dead Full UDL Lateral support top= full, bottom= at supports; 50.00(10.00)+ psf +TrI utary W dt (ft) 7.7 if Maximum Reactions (lbs) and Bearing Lengths (in) : Anal sis Value v T-2„ Anal sis/Desi cm a Sear Bending (+) Unfactored: 6'-10.1" Dead 679 Fv' 0.4 Live 1812 0.07 = <L/999 Factored: 66.7 . Total2491 1771 Bearing: 0.34 - L/240 Length 3.00 2435 Min re 'd 1.14 2.00 1.11 Lumber -Soft, D.Fir-L, No.2, 4x10 (3-1/2.4-1/4-) Supports: 1 - Lumber n -ply Column, D.Fir-L Stud; 2 - Hanger, Total length: T-2.0'; Lateral support top= full, bottom= at supports; Analysis vs. Allowable Stress (osil and Deflncfinn lint.--- ____ Criterion Anal sis Value v Desi n Value Anal sis/Desi cm Sear Bending (+) fb - 968 Fv' 0.4 Live Defl'n 0.07 = <L/999 Fb' - 1080 0.23 - L/360p•Y9 fb/Fb' = 0.90 ' Total Defl'n 0.10 = L/786 0.34 - L/240 0.31 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.001,00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1 00 1.00 1.00 Fcp' 625 - 1.00 1.00 - - - 2 E' 1.6 million 1.00 1.00 - _ _ - 1.00 1.00 - - Emin' 0.58 million 1.00 1.00 - _ 1.00 - 2 CRITICAL LOAD COMBINATIONS: - - 1.00 1.00 - 2 Shear : LC 02 - D+L, V - 2353, V design = 1791 lbs Bending(+): LC #2 = D+L, M - 4026 lbs -ft Deflection: LC 02 - D+L (live) LC #2 - D+L (total) D -dead L=live S=snow W=wind I -impact Lr=roof live Lc -concentrated E -earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI - 369e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow.:.) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWOrks analysis and design are in aecordanoe with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement 2• Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT t Sequoia Engineering 0.odW r _�® Chl East 2nd Ave �}(` Chico, CA 95926(530)591-7258 FOW ircon00MAr Feb. 11, 2015 14:33 Beam2.wwb G• . ` Design Check Calculation Sheet Woodworks sizer 10.1 ILoads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Unit Start End Loa ea D Fu Area 929 1 0 18.00 (4.00) • ps Load2 Live Full Area 45! 7actored: 50.00 (4.00)* psf Load3 Dead Point 3284 1.50 700 lbs Load4 Live Point 160' 1.50 1800 lbs Self -weight *Tr ,f+ary w. DeadFull ♦ I UDL 1.50 9.4 if Maximum Reactions (lbs) and Bearing Lengths (in) : 8.4. CA '7 Lumber -sok, D.Fir-L, No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Lumber n -ply Column, D.Fir-L Stud Total length: V-6.0'; Lateral support: top= full, bottom= at supports; Analvsls vs. Allowahle strwcc /rich nnel noave.+:e.., r..i Criterion Anal sis value Desi Jnfactored: Anal sia'D esi n Sheaf v Dead 929 1 0 fv Fv' _ Live 2355 688 45! 7actored: fb/Fb' = 0.70 Live Defl'n 114: Total 3284 L/360 0.20 searing: 0.09 - <L/999 160' Length 3.00 Min re 'd 1.50 3.01 0.7; Lumber -sok, D.Fir-L, No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Lumber n -ply Column, D.Fir-L Stud Total length: V-6.0'; Lateral support: top= full, bottom= at supports; Analvsls vs. Allowahle strwcc /rich nnel noave.+:e.., r..i Criterion Anal sis value Desi Value Anal sia'D esi n Sheaf v 11 Fv = 1 0 fv Fv' _ Bending fb - 688 Fb' 990 fb/Fb' = 0.70 Live Defl'n 0.05 - <L/999 0.27 - L/360 0.20 Total Defl'n 0.09 - <L/999 0.40 - L/240 0.21 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCN Fv! 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 _ Fb'+ 900 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 FCp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+L, V = 3233, V design = 2953 The Bending(+): LC H2 - D+L, M - 4236 lbs -ft Deflection: LC H2 - D+L (live) LC H2 - D+L (total) D=dead L=live S=snow W=wind I -impact Lr -roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 664e06 lb -int "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Sequoia Engineering 467 East 2nd Ave Woo.d"brkso-Chico, CA 95926 somrAnrroewoonnrsiaN • Feb. 1, 20158 ' I ' Feb. 11, 2015 14:33 Beam3.wwb Design Check Calculation Sheet woodworks Sizer 10.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit 1175 470 Factored: tern Start End Start End 1651 Load2 Dead Full Area 1628 Length -T8.00(4- .00)* psf Load Live Full Area Total Defl'n - - 1.00 50.00 (4.00)* psf Self -weight •Tri h..+ter., m;.if Dead Y. ,cry Full UDL Shear : LC #2 = D+L, V = 1591, V design - 9.4 if Maximum Reactions (lbs) and Bearing Lengths (in) : 11'-8" Unfactored• lAnalvsis V Dead 476 sis/Desi n Live 1175 470 Factored: 180 1158 Total 1651 - 732 Bearing: 990 1628 Length 3.00 = CL/999 Min re 'd 0.75 2.00 Total Defl'n - - 1.00 0.74 Lumber -soft, D.Fir-L, No -2,4x12 (3-1/2"x11-1/4") Supports: 1 - Lumber n -ply Column, D.Fir-L Stud; 2 - Hanger, Total length: 11'-8.0'; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (nsil and Daf7acfinn rn1 ­& . Criterion lAnalvsis Value IDPAinn ValueAnal sis/Desi n Shear fv = 50 Fv' = 180 fv Fv' m 0.28 Bending(+) fb 10.18 - 732 Fb' = 990 fb/Fb' = 0.74 Live Defl'n 0.11 = CL/999 0.38 = L/360 0.29 Total Defl'n - - 1.00 L/71 0.57 = L/240 0.32 M Additional Data: FACTORS: F/E(psi)CD CM Ct I CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V = 1591, V design - 1319 lbs - Bending(+): LC #2 - D+L, M - 4501 lbs -ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W -wind I -impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 664e06 lb -int "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. r G1 Timber Column Design Per NDS 2012 Chapter 3.6 & 3.7 Project: Oak Ridge Cabinet Date: 2/11/2015 Comments: Units: kips & feet (UNO) 6x Members DF -L Fc E d KCE c 6x 1000 1600000 5.5 0.3 0.8 Stability Reduction Column Capacity (lbs) le (ft) Cp Fc' (psi) 6X6 6X8 6X10 6X12 5 0.94 943 28511 38879 49247 59614 6 0.91 912 27586 37618 47649 57681 7 0.87 872 26373 35963 45553 55143 8 0.82 821 24841 33874 42908 51941 9 0.76 761 23015 31384 .39753 48122 10 0.69 694 20989 28621 36253 43886 11 0.63 625 18906 25781 32656 39531 12 0.56 559 16902 23048 29194 35340 13 0.50 498 15061 20538 26015 31492 14 0.44 444 13421 18302 23183 28063 15 0.40 396 11984 16342 20700 25057 16 0.35 355 10734 14637 18541 22444 17 0.32 319 9650 13159 16669 20178 18 0.29 288 8710 11877 15044 18212 19 0.26 261 7892 10762 13632 16502 20 0.24 237 7179 9789 12400 15010 4x Members DF -L Fc E d KcE c 1350 1600000 3.5 0.3 0.8 t Stability Reduction Column Capacity (lbs) le (ft) Cp Fc' (psi) 4X4 4X6 4X8 4X10 4X12 5 0.75 1016" 12444 19554 26665 33776 40886 6 0.63 848 10387 16322 22257 28193 34128 7 0.51 689 8445 13271 18097 22923 27749 8 0.41 559 6848 10761 14674 18587 22500 9 0.34 457 5602 8802 12003 15204 18405 10 0.28 379 4640 7292 9943 12595 15246 11 0.24 318 3894 6119 8344 10570 12795 12 0.20 270 3308 5199 7089 8979 10870 13 0.17 232 2842 4466 6090 7714 9338 14 0.15 201 2466 3875 5284 6693 8102 15 0.13 176 2158 3392 4625 5858 7092 FI Foundation Deisgn CBC 2013 Project: Oak Ridge Cabinet Date: 2/112015 Comments: Units: kips & feet 0 Soil Bearing: 1500 psf Concrete Strength: 2500 psi Temp and Shrickage Ratio 0.0018 Concrete stem wall (Non -retaining): (ft' = 2500 psi) 8" wide with (1) #4 continuous at top of wall and #4 at 18" O.C. full height. Provide #4 at 18" O.C. vertical developed by hook into footing, U.N.O. Continuous footings: (ft' = 2500 psi) Width. Thickness Cap (t)lf) Reinforcing 12 12 1500 (2) #4 cont. 15 12 1875 (2) #4 cont. 18 12 2250 (3) #4 cont. 24 12 3000 (3) #4 cont. 30 12 3750 (4) #4 cont. Spread Footings:(fc'=2500 psi) Reinforcine Reinf. Reg' d Cap. Connector Label Size Thickness Bar Size Ea Way Kips Simpson F1 1'-0" Sq. 12 4 2 1.5 PB F1.5 F-6" Sq. 12 4 2 3.375 PB F2 T-0" Sq. 12 4 3 6 PB F2.5 2'-6" Sq, 12 4 4 9.375 PB F3 3'-0" Sq. 12 4 4 13.5 CB F3.5 3'-6" Sq. 12 4 5 18.375 CB F4 4'-0" Sq. 12 4 6 24 CB F4.5 4'-6" Sq. 12 4 6 30.375 CB F5 5'-0" Sq. 18 4 10 37.5 CB F5.5 5'-6" Sq. 18 4 11 45.375 CB F6 6-0" Sq. 18 4 12 54 CB F6.5 6'-6" Sq. 18 4 13 63.375 CB Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. (Note: all loads are in kips) Footing ID FTG1 DL FLL 0.7 1.8 RLL SL Wind EQ Total Footing Size GoVn E n EQ 16-15 DL+FLL Beam Bt' 2.5 F1.5 FTG2 0.5 1.2 1.7 F1.5 GoVn E n EQ 16-15 DL+FLL Beam B2 - Corti FTG ok b insp. FTG3 1.45 3.555 5.005 F2 GoVn E n EQ 16-15 DL+FLL Center post FTG4 0EF1 GoVn E n EQ 16-15 DL FTG5 0 GoVn E n EQ 16-15 DL FTG6 0 F1 GoVn Ecin EQ 16-15 DL FTG7 0 F1 GoVn E n EQ 16-15 DL FTG8 0 - F1 GoVn E n EQ 16-15 DL FTG6 0 F1 Govn E n EQ 16-15 DL } r1C�i St.A3 0� 6P.Ac WAS 00,7- USib 70 'SISI Of u f I , 1/ ' V. EPI- Lofts _t (2. LOAVS F2. Foundation Deisgo CBC 2013 �1em Oak Ridge Cabinet Date: 5/272015 Comments: Units: ki &feet O Footing Skin Friction Soil Bearing: 1500 psf Variables Concrete Strength: 3000 psi 25 Temp and Shrickage Ratio 0.0018 c 130 Y 110' Concrete stem wall (Non -retaining): (tc' = 3000 psi) 8" wide with (1) #4 continuous at top of wall and #4 at 18" O.C. fu11 height m ku 0.1 Provide #4 at 18" O.C. vertical developed by hook into footing, U.N.O. S.F. 0.577 1.5 Continuous footings: (fc' = 3000 psi) U hft Resistance from S.O.G. Width Thickness Cao (Rif) einfo cin Comer 2.7 k; 12 12 1500 (2) #4 cont Edge 4.5 ps ki s 15 12 1875 (2) #4 cont. 18 12 2250 (3) #4 cont 24 12 3000 (3)#4 cont 30 12 3750 (4)#4 cont Bearing Spread Footings:(fc'=2500 psi) Reinforcing Rein . R 'd Ci Footing Resistive load FTG / Soil Skin Friction Combine Label Size Thickness B Size Ea Way Kips Weight (kip) sf (kips) FTG+S.F. (kips) F -I 2'-0" Sq. 24 4 6 6.00 1.20 1.100 0.78 1.98 F-2 3'-0" Sq. 24 4 8 13.50 2.70 1.067 1.17 3.87 F-3 3'-6" Sq. 24 4 10 18.38 3.68 1.057 1.36 5.03 F-4 2'-4"x4'-0" 24 4 9 14.00 2.80 1.063 1.23 4.03 F-5 2'4"x5'-3" 24 4 11 18.38 3.68 1.053 1.47 5.15 F-6 6'-0" Sq. 24 4 16 54.00 10.80 1.033 2.32 13.12 F-7 T-0" Sq. 36 4 28 73.50 22.05 1.043 6.01 28.06 R� O Note: Bottom of each footing shall be at least 12" below finish grade of as local requirements. (Note: all loads are in kips) Footin ID _ """^"f � - DL+CL FLL RLL - SL Wind E Total Down U Footin Size Slab Resist 0.74 1.99 -2.74 None t_Aopje' uSCu 3.48 -2.298 F-2 FTG Skin Fric Yes Govn E n EO 16-15 0.6DL+0.6W Slab Resist 0.79 2.12 -2.64 None / 3.43 -2.166 F-4 FTG Skin Fric Yes ✓ ' Govn E n EQ 16-15 O.BDL+0.6W Slab Resist 1.32 3.21 -4.38 None 5.7 -3.568 F-2 FTG Skin Fric Yes Govn E n El] 16-15 0.6DL+0.6W Slab Resist 1.44 3.45 -4.56 None 6 -3.696 FA FTG Skin Fric Yes Govn E n Et] 16.15 0.6DL+0.6W Slab Resist 1.46 3.36 -3.99 None 5.45 -3.114 F-2 FTG Skln Fric Yes Govn E n EO 16-15 0.6DL+0.6W 3C Slab Resist 1.57 3.55 -4.78 None 8.35 3.836 F� FTG Skin Fric Yes Govn E n EQ 18 15 0.6DL+0.6W Slab Resist 1.51 3.41 4.95 None 6.48 x.044 F-5 FTG Skin Fric Yes Govn E n EQ 16-15 0.6DL+0.6W Slab Resist 1.62 3.59 5.1 None 6.72 4.128 F 4 FTG Skin Fric Yes GOV n E n EO 16-15 0.6DL+0.6W - Slab Resist 0.93 2.53 -3.54 None 4.47 -2.982 F-2 FTG Skin Fric Yes Govn E n EQ 16 15 O.6DL+O.BW S6` Slab Resist 0.98 2.69 3.46 None Seo Essemrie Footing Design 4.45 2.866 FTG Skin Fric Yes Govn E n EO 16-15 O.6DL+O.6W F3 "FOOTINGS.xis" Program Version 3.6 Job Name: Oak Ridge Cabinet Subject: Grid Line 5C - With win ft Job Number: 14-060 Originator: Checker: Inout Data: +Fz +Hy Footing Data: +Pz +My +My +Hx Footing Length, L =51000 ft. +Hx +Mx Footing Width, B 3:000 't ft. Q —� Footing Thickness, T 2:000..:`: ft. i n r - Co c ete Unit W t. c Soil Depth, D ft. Soil Unit Wt., Ys kcf Pass. Press. Coef., Kp Coef. of Base Friction, µ 0:200 ; T Uniform Surcharge, Q 0;000. ksf :.::.::.:•.:.:• Pier/Loading Data: Number of Piers Nomenclature Pier #1 XP (ft) Yp (ft) Lpx (ft) Lpy (ft.) h (ft.) PZ (k) Hx (k) Hy (k) Mx (ft -k) My (ft -k) laa:f: 0 oa 100 FOOTING PLAN { 1 of 4 2/11/2015 2:21 PM r EPz = -11.90 Ikips ex = 0.48 _ ft. (<= u6) ey = 0.00 Overturnin Check: EMrx = _ N.A. ft -kips EMOx = N.A. ft -kips FS(ot)x = N.A. Entry = _ N.A. ft -kips EMoy = N.A. ft -kips FS(ot)y Sliding Check: Pass(x) = 6.48 kips Fdct(x) = 2.38 kips FS(slid)x = N.A. Passive(y) = _ 10.80 kips Frict(y) = 2.38 kips FS(slid)y = N.A. _Uplift Check: EPz(down) = -11.90 kips EPz(uplift) = 0.00 kips FS(uplift) = N.A. Bearina Len th and % Bearin Area: Dist. x = N.A. ft Dist. y = N.A. ft. Brg. Lx = 5.000 ft. Brg. Ly = 3.000 ft. %Brg. Area = 100.00 Bio Biaxial Case =1 N.A. P1 = 1.251 Iksf P2 = 1.251 ksf P3 = 0.336 ksf P4 = 0.336 ksf P3=0.336 ks. P2=1.251 ksf B P4=0.336 ksfL 1=1.251 ksf CORNER PRESSURES Maximum Net Soil Pressure: Pmax(net) = Pmax(gross)-(D+T)*ys Pmax(net) = 0.771 ksf F4 "FOOTINGS.xls" Program Version 3.6 Nomenclature for Biaxial Eccentricity Case 1: For 3 Corners in Bearing (Dist x > L and Dist y > B) Dist. x - Pmax -- Brg Ly Dist. y Line of zero pressure Br . Lx Case 2: For 2 Corners in Bearing (Dist x > L and Dist y <= B) Case 3: For 2 Corners in Bearing (Dist x <= L and Dist y > B) I Dist. x i Pmax Dist. y Brg. Ly2 k3rq. Lx2 1 Pmax Dist. y Line of zero pressure Brg Lxl Case 4: For 1 Corner in Bearing (Dist x <= L and Dist y <= B) Dist. x Brq. Lx Pmax Dist. y Brg. Ly Line of zero pressure .2 of 4 2/11/2015 2:21 PM F6 "FOOTINGS.xis" Program Version 3.6 JobName: Oak Ridge Cabinet Subject: [Grid Line 5C - DL + LL Job Number: 114-060 Originator: Input Data: + z +Hy Footing Data: y +My /47 +Hx Footing Length, L = + +Hx +Mx Footing Width, B = ..;t:'T 1000 Footing Thickness, T = fL kcf Concrete Unit Wt., yc = J: Soil Depth, D = ft. Soil Unit Wt., y S kcf Pass. Press. Coef., Kp T Coef. of Base Friction, Uniform Surcharge, 0 ksf Pier/Loading Data: Number of Piers Nomenclature XP (fL) = yp (ft.) = Lpx (ft.) = Lpy (ft.) = h (k) Pz (k) Hx (k) Hy (k) MX (ft -k) My (ft -k) vieral 000 0 000 000 MEN= No= BE= 0 00 AM= e 0e FOOTING PLAN 3 of 4 2/11/2015 2:21 PM EPz = ex = ey = EMrx = EMox = FS(ot)x = Entry = EMoy = FS(ot)y = Pass(x) _ Fdct(x) _ FS(slid)x = Passive(y) _ Frict(y) _ FS(slid)y = 0 "FOOTINGS.xls" Program Version 3.6 Nomenclature for Biaxial Eccentrici Eccentricities: Case 1: For 3 Corners in Bearing kips (Dist x > L and Dist y > B) ft. (> L/6) Dist. x 2.90 _ Pmax FS(uplift) = Brg. Ly ft -kips N.A. ft -kips Dist. y ft -kips Line of zero ft -kips pressure Br . Lx (>= 1.5) Case 2: For 2 Corners in Bearing kips (Dist x > L and Dist y <= B) kips �Dist. x Uplift Check: N.A. ft. EPz(down) _ -8.22 kips EPz(uplift) = 2.90 kips FS(uplift) = 2.835 (>= 1.5) Dist. x = N.A. ft. Dist. y = N.A. ft. Brg. Lx = 4.380 ft. Brg. Ly = 3.000 ft %Brg. Area = 87.60 % Biaxial Case = N.A. P1 = 0.000 ksf P2 = 0.000 ksf P3 = 0.810 ksf P4 = 0.810 ksf 1.8 P2=1 ksf 1 1 ksf I CORNER Pmax(net) = Pmax TSs-(D+T)•ys Pmax(net)=F 0.330 1 ksf Case 3: For 2 Corners in Bearing (Dist x <= L and Dist y > B) Case 4: For 1 Corner in Bearing (Dist x <= L and Dist y <= B) Pmax Dist. y Brg. Ly2. I Pmax Dist. y I. Lx1 Pmax Dist. y Brg. Ly 4 of 4 .2/11/2015 2:21 PM Hairpin Deisgn ACI 318-11 Project: Oak Ridge Cabinet Date: 2/11/2015 Comments: Units: kips & feet (UNO) Hairpin Design (worst case Line 2) Note: All Loads are ULT F-Horizontal Force • DL= 0.78 kips \ CL= 0.73 kips LL= 3.41 kips ! \ W= -1.19 kips / EQ= 0.00 kips Angle - ! q= 30 deg / �~ Steel Grade ! fs= 40 ksi Vu= 1.4*DL = 2.114 kips 1.2*DL + 0.5*LL = 3.517 kips 1.2*DL + 1.6*LL + 0.5W = 6.673 kips governs 1.2*DL + 0.5*LL + 1.OW = 2.327 kips 1.2*DL + 1.OEQ = 1.812 kips 0.9DL + 1.OW = 0.169 kips 0.9DL + 1.OEQ = 1.359 kips ACI 318-05 Section 9.2 Load Combinations Vu=0.9*Area'd*(fs)*cos(q) Areq'd = Vu/(0.9*(fs)*cos(q)) Areq'd= 0.214 in2 Use: 1 # 3 bar As= 0.221 in2 Shallow Pier Foundations Sequoia Engineering Chad Ratzlaff, Lic.#: C64399 The Proposed Construction may be supported on continuous or isolated spread footings bearing in competent native soil or compacted fill. Spread/Continuous footings shall be a minimum of 12" wide'and at least 12" below nearest adjacent grade. Footings shall be designed by a licensed engineer. Minimum reinforcing for continuous foundations shall be a continuous #4 bar top and bottom, and spread footings shall be , provided with a minimum "Temperature and Shrinkage" reinforcing per the -latest versions of ACI 318. The cross sectional area of the footings in each direction shall be evaluated when computing minimum reinforcing. Footing trenches shall be clean, level, and free of debris and organic matter. Footing trenches shall be stepped, not sloped, and root structures below footings shall be completely removed and compacted per section titled Site Grading in this report prior to placing concrete. In addition to the footing weight, the soil/footing interaction may be utilized to resist uplift. Per Foundation Analysis and Design by Joseph Bowles, the following design may be used where TQ is the allowable uplift resistance of any given footing. This value does not need to be factored with the Dead Load of the footing when using the ASCE 7-10 load combinations to calculate total resistance to uplift. Ultimate Uplift Resistance Tu = 2c(D -1)(B + L) + 7-1)2(2sfB + L - B)K„ tan 0 Allowable Uplift Resistance To = T,,/1.5 Where: c =130 psf D = footing depth (ft) f = 25 deg (assumed - conservative) L = footing length (ft) g= 110 pcf B = footing width (ft) sf= 1 + (0.10)D/B K„ = 1 - sin f Fol F- 2 FCOTii.tCn P= 24" Z -o' r .'" -71 = /. / 7 kt/-,J A u- d T alae - 467 East 2"° Ave, Chico, CA 95926 17, (7 5°) = = p . 5 77 t-78 ti'os Fig (530) 591-7258 chadratzlaff@yahoo.com • Anchor Designeffm �. Software Version 2.3.5555.15 Company: Sequoia Engineering Date: 2/11/2015 Engineer: CMR Page: 1/5 Project: Oak Ridge Cabinet Address: Phone: E-mail: 1.Prolect information Customer company: Customer contact name: Project' description: Analysis of A.B. in uplift Customer e-mail: Comment: Loads are from Butler MO Bldg calculations. Loads are Location: Chico, CA Fastening description: Heavy Hex AB ultimate. 2. Input Data 8 Anchor Parameters General Design method:ACI 318-11 Base Material Concrete: Normal -weight Units: Imperial units Concrete thickness, h (inch): 24.00 Anchor Information: State: Cracked Compressive strength, fc (psi): 3000 Anchor type: Cast -in-place Wcv: 1.0 Material: F1554 Grade 36 Diameter (inch): 0.750 Reinforcement condition: B tension, B shear Effective Embedment depth, he (inch): 12.000 Supplemental reinforcement: Not applicable Do not evaluate concrete breakout in tension: No Anchor category: - Anchor ductility: Yes Do not evaluate concrete breakout in shear: No hnan (inch): 13.50 Ignore Edo requirement: Yes Build-up grout pad: No Ca. (inch): 1.22 San (inch): 3.00 Base Plate Load and Geom Length x Width x Thickness (inch): 8.00 x 13.00 x 0.50 Load factor sou • ACI 318 Appendix C Load combinatio U = 0.9D + 1.OW Seismic design: Anchors subjected to sustained tension: Not applicable Ductility section for tension: D.3.3.4.2 not applicable Ductility section for shear: D.3.3.5.2 not applicable Do factor: 2.5 Z (fLTi MAT% LvAc:>3 f—yedlAn Apply entire shear load at front row: No Anchors only resisting wind and/or seismic load 9 /� %lr %jL eAL LS <Figure 1> 1"3 ur "Y ofNb y o Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.simngfe.com f A6Z • Anchor Designer"m Software Version 2.3.5555.15 <Figure 2> Recommended Anchor Anchor Name: Heavy Hex 1 Company: Sequoia Engineering Date: 2/11/2015 Engineer: CMR Page: 2/5 Project: Oak Ridge Cabinet Address: Phone: E-mail: f f Input date and results must be checked for agreement with the epsfing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmnoe.com 1 1 • Anchor DesignerTM Software Version 2.3.5555.15 A43 Company: Sequoia Engineering Date: 2/11/2015 Engineer. CMR Page: 3l5 Project: Oak Ridge Cabinet Address: Phone: E-mail: 3. Resulting Anchor Forces - - �`- Anchor Tension load, Shear load x, Nva (ib) Shear load y, Shear load combined, V.. Ob) V„aY (lb) J(VUax)'+(Vuay)' (lb) 1 910.5 0.0 -410.8 410.8 2 910.5 0.0 -410.8 410.8 3 910.5 0.0 -410.8 410.8 4 910.5 0.0 -410.8 410.8 Sum 3642.0 0.0 -1643.0 1643.0 Maximum concrete compression strain (96): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3642 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'rh (inch): 0.00' Q:2 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'W (inch): 0.00 Y Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 .04: X<: 4-S" Strenath of Anchor in Tension(Sec. D 51) N. (lb) 0 ON- pb) 19370 0.80 15496 S. Concrete Breakout Strennth of Anchor in Tension (Sec D 5 21 Nb=16;.4fchcria (Eq. D-7) Ad fc (psi) her (in) Nb (lb) 1.00 3000 10.667 45296 0.750Nme =0.750 (ANc/A&Q tKc,NTedNY',NPcp,NNb (Sec. D.4.1 & Eq. D-4) ANc (W) AN. (int) PW,N Fd.N %,,N WcP,N Nb (lb) 0 0.750N�bg (lb) 1369.00 1024.00 1.000 1.000 1.00 1.000 45296 0.75 34063 6 Pullout Strength of Anchor in Tension (see, D.5,3) 0.750Nm = 0.7505KPNo = 0.750T,,P8Ab gf. (Sec. D.4.1, Eq. D-13 & D-14) KP Abg (ink fc (psi) 0 0.750N, (lb) 1.0 0.91 3000 0.75 12299 Input data and results must be checked for agreement wrh the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stronOLi.com i • Anchor DesignerTm Software Version 2.3.5555.15 8. Steel Strength of Anchor in Shear (Sec. D 6 11 Vee (lb) 09-W 0 Op wOV- (lb) 11625 1.0 0.75 8719 AS 4 . Company: Sequoia Engineering I Date: 2/11/2015 Engineer. CMR Page: 4/5 Project: Oak Ridge Cabinet Address: Phone: E-mail: 9. Concrete Breakout Strength of Anchor in Shear (Sec D 6 21 Shear perpendicular to edge In y direction: Vey = min 17(le/de)O-24d.A.4&ce,'•5; 9A-4fcce,'•51 (Eq. D-33 8 Eq. D-34) 4 (in) da (in) A fc (psi) ce, (in) Vey (lb) 6.00 0.75 1.00 3000 16.00 31549 OVcbgy = d (Avo/Avco) PKv %d v p v%, vVby (Sec. D.4.1 8 Eq. D-31) Avc (W) Avco (In') Y'ec,v Y',d,v 'Yc.v 'Yb,v Vby (lb) 0 OV�bgy (lb) 888.00 1152.00 1.000 0.900 1.000 1.000 31549 0.75 16415 Shear parallel to edge in y -direction: Vb. = min17(1e/de)024d.,L4fcca,'•5; 9Aa4&co'•51 (Eq. D-33:8 Eq. D-34) /e (in) de (in) Aa fc (psi) ca, (in) Vb, (lb) 6.00 0.75 1.00 3000 16.00 31549 OVcbgy = 0 (2)(Avc/Avco)' Yec,v%d.vY'c,vY'b,vVbr (Sec. D.4.1 8 Eq. D-31) Avc (int) Avco (in) Y%av Pod Y'c,v Y'b,v . Vex (lb) 0 OVogy (lb) 888.00 1152.00 1.000 1.000 1.000 1.000 31549 0.75 36478 10. Concrete Prvout Strength of Anehor in Shear (cow nazi OVong = OkcpNcbg = Olkp(ANc/AN.)W-,NYVed,NKNV'cp,NNb (Eq. D-41) kcp ANc (in 2) AN. (in� Y�egN Y�ed,N Y�c,nl V'cp,N Nb (lb) 0 OV m (lb) 2.0 1369.00 1024.00 1.000 1.000 1.000 1.000 45296 0.75 90836 11. Results Interaction of Tensile and Shear Forces (Sec D.71 Tension Factored Load, Nua (lb) Design Strength, o% (lb) Ratio Status Steel 911 - 15496 0.06 Pass Concrete breakout 3642 34063 0.11 Pass (Governs) Pullout 911 12299 0.07 Pass Shear Factored Load, Vie (lb) Design Strength, W, (lb) Ratio Status Steel 411 8719 0.05 Pass T Concrete breakout y- 1643 16415 0.10 Pass (Governs) II Concrete breakout x- 822 36478 0.02 Pass (Governs) Pryout 1643 90836 0.02 Pass Interaction check N„./ON. V„./OV„ Combined Ratio Permissible Status Sec. D.7.1 0.11 0.00 10.7% 1.0 Pass 3/4"0 Heavy Hex Bolt, F1554 Gr. 36 with hef =12.000 inch meets the selected design criteria. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmngUe.com • Anchor DesignerTm ,. Software Version 2.3.5555.15 a Ar3G Company: Sequoia Engineering I Date.'—F2/11/2015 Engineer: CMR Page: 5/5 Project: Oak Ridge Cabinet Address: Phone: E-mail: 12. Waminas - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. - Per designer input, the tensile component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of D.3.3.4.3 for tension need not be satisfied – designer to verify. - Per designer input, the shear component of the strength -level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of D.3.3.5.3 for shear need not be satisfied – designer to verify. -Designer must exercise own judgement to determine if this design is suitable. r Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.stmngfie.com Sequoia Engineering Chad Ratzlaff, Lic.#: C64399 i Philo , Plan Check Eningeer May 27, 2015 Butte County Department of Development Services 7 County Center Dr. Oroville, CA 95965 RE: Apn.040-310-087 Building Permit Number: B15-0356 Plan Check #2 Description: Cabinet Shop Addition and Remodel Dear Mr. Hunt: This letter is in response to the plan review for the above referenced project from your office on May 21, 2015. The following is a list of corrections to the plans per comments in your letter. Please accept my responses as follows: Non -Structural Comments: 1 Structural Comments: . See provided foundation design for foundation and anchorage. �. See metal building calculations provided by Butler and NVBS. /3. Slab on grade was not used to resist uplift forces. See attached letter to change Structural Note 1 to 6" slab thickness. /. See revised Metal Building Footing Analysis on page F2. See Footing Skin Friction Analysis example on page F8 of the calculations. ./6. See revised Anchor Bolt analysis, pages AB1-AB5. 17 2015 Chad Ratzlaff, P.E., M.ASCE 1 BUTTE COUNTY MAY 2 8 2015 DEVELOPMENT SERVICES hs �O )s �P BUTTE COUNTY BUILDING DIVISION APPROVED 467 East 2nd Ave, Chico, CA 95926 (530) 591-7258 chadratzlaff@yahoo.com Sequoia Engineering Chad Ratzlaff, Lic.#: C64399 Philo Hunt Butte County Building Department 7 County Center Drive Oroville, CA 95965 May 27, 2015 RE: Oak Ridge Cabinet Addition,'11128 Midway, Chico, CA 95928 APN:040-310-087 ��� _p 3S4 Mr. Hunt: Your structural review of the above mentioned project indicated that the slab on grade callout in the Structural Plan Notes on Sheet S1, differed from the callout on the Foundation Plan. Both locations should indicate a 6" thick slab on grade. Please make a redline change to the current set of plans in your office. This is the only change required to the plan set that was generated from the plan check. Please also see the revised structural calculations attached with this letter. Sincerely, 2015 Chad Ratzlaff, P.E., M.ASCE BUTTE COUNTY MAY 282015 DEVELOPMENT SERVICES l _U���CJ BUTTE COUNTY BUILDING DIVISION APPROVED ;Avelel LAS - 5 Co�P y 467 East 2nd Ave, Chico, CA 95926 (530) 591-7258 chadratzlaff@yahoo.com sequoia Engineering Chad Ratzlaff, Lic.#. C64399 Carl Nelson , Plans 'Examiner April 23, 2015 Butte County Departm6nt:of Development Services 7 County Center Dr. Or6ville,. CA 95965 RE: Apn. 0404-310-087 Building Permit Number:. B11 54356 Plan Check,..#.! vesc*ripifion: Cabine : C s6pp Addition and R­g"mi-o(del Pear'Mr. Nelson: This,lettrJs in respo'n-s—e1..q. the plan,re.viewfor the ,i'840yeTel00encedp,rb"je tt1roM-yoUr 'dffibe:dated April ,5. The 101.°of'cprrections tothe: plans per *comments: in -your lb f. Pwaseaccept my responses as fbllows, Non-tfru.cfural -borri'morits.: Ffirp, Marsopjf**D`pm6 ---,Fe.'que,,SAqd thipt We incr ae fire,.6ktingluither,-application. Plea'se;,.fidt6 f6cation of .new firf-e)d.ing.u,i.shers:o.n,the:�oor-plan.and'note�-re.gardiing.fieOt ihgUi4hers'J*"hdet-Al, 2. See added erosion control notes located on, Q e0t. C 3. The :.qe.itin9'. at he remode-showroom ,, 11 be :1 bo 'd d'th gypsum . � mcqAq e;!cei,ihgt: 4 theahop additionwill be metal WO. applied f6d eejhe ,�On Fin "he UIObnet.A2Jc0fUit hep,n tdtiom There will , Jllbq rip, suspended acoustical -ceiling isystems, on this project; Path of travelf6safe dispetsaj:a 'noted on Site Pian JO cated-6hlth6o6vertheet'C- Thexistingwill Vil(�e ihAn10ce,and,:use.See sleet A2: plan for existing `water -heater No w "--th - W fOr10lA protect: A-J l doors. (new ERd qx are ddo' r&.' 116 noted on A4a# iflor,plan: '! NeW rs.".,a d Hl re is., ing is -6cwted t;l)Ooifib�166- ni 8. d '-'roq Sp door ar ware., 6 4 m 's; SOO;-Room 'Fijp Set 10 .See Ro:4m Ftnish'AOhe tod.1 . ated , Me h OfA 11: See deferred subtntttal note6-th -Ov -'§h- -c. fisted 6 b�,�c _O:r , d 12. n h-ts. P Teqpireme AC'I., 1lVitt the ;mO f g to P A Ifithfdllbwih' d the x hi'&.M, INM .-Oispro orw"bo"'O A ecode, pqmo Oto. 0 C 0164gelsee '-' noted..on S. -16 Ob(Od:on the cover sheet::, ACS Pat, V61 and:detecta le.. ..9 -ey P sheat ACB. Please F.1 detail �PReg-dpjdn, Mechanical Comments' MT, Proposed metal bGtldmg will not 15,6,0,640- di MMO& Showroom existing HVAC system No'cha[tges requ red S'&'H'b6tih- d in b -Pn' Alt., g. .$e.,6 ire M3:; See tesponse:above, -0 e M4. -:S�ei� ei'"' remodel. E.'ast 2"0. Av fico,, CA, -96026 (530):59'1 7258 chadratc(aff YO 001,1GOM 5(9?qMO!a EnyhVeObllno Chad Ratzlaff, Lic.#.;: C64399 fumbiiig Comments: F9: Please-'seeplu.moingpjans-,:an-drix-t'ure,-heet-P"! :�pchedulp on R2-,. The water heater plex[ timeets current installation,,requiremenfs. -Seelotatfol'0 bn' WtPl . heamsee note reg#rqiqgjwater ,ltemperature.. -,on ihe old/Hot.,Wd lan'sheet f pl. .00,00c. ai 10 o m m e, n ts:.- ;See eleptdcal plan Sheet E:1. 'EZ'See:electnoal plan.. i�;3; See. electrical plan Sheet E1,., ' f See provided qfounda6bn-#p§ foundation and anc'hqra.ij6. 2, See metal'auilding calculations provided. by Butler ani .,.f4VB;S. .Ch -P �s M.A90t,". 4 Vjst "00Ave, Ghico, CA 95926 (530) 59: , , 6�to ta- tz ~ \\i`) `ty; 1 . ^•� ��, � �. �r l� - �"-�'-y,`. —� i i__� U�U'1f�X1A%Ji�S. O O D a i � p �� �"y ��r� C F',® � U �t^ .e _ i _iia ._'r�; � �,. E✓y„��.._.� _ -:�-�w �'Pan Al'^rH.;� ky .y'—.s ± "•' �•�r'" ` tr �^' � '%ri',� `r�'`'.-t / ..ti 1 �'� 'x w 1 � • f ^�'�'� ' . � � ;� % I» �',,., ,. �t0111, 1��..\v,` �V��1` �°` .'��c \ �,;T`"�'-X1.11' I 1 •l-. �t� y�� ., kms' Col � •' ' `msµ`r aJ�a O O D 4 o ptt f, at l JJ VdWERED 6Y* F 4 Y � 23850©0 FTI 206 31 MAP ZCALE V VOW 00 0 11000 2000 FEET � M 1. mF PANEL 05'10E= FIRM FLOOD INSURANCE RATE MAP BUTTE COUNTY, m CALIFORNIA tD AND WCORPORATED AREAS PANEL SID OF 1200 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) m CONTAINS ,m- Inommu NfrY Ni1MBER AP NFL BUFF QUM CdUr4rY -.o w7 0510 E cHICo,GiynF 080749. asio E Natiae to t)W, The Map.NU~ ftW b00W'gimld Oe xkJJ7 tgel! when plap)ng rra.p zWere; Pop Community Numhm ehowr abase should be Used antnairaws appladono forft�e :subjaclraro'trwnif7t. 2 - MAP NUMBEF 06007COSIDE MAP REIIISEC JANUARY 6, 2011 a FedeFal Emergency Management is is an official copy. of a portion of the.abwe referenced flood map. It s extracted using F -MIT On-Une. This map does not reflect changes amendments which may have been made subsequent to the date on the e block. For the latest product information about National Flood Insurance Dgram Icod maps check the FEMA Flood Map Store at www.msc.fema.gov Agency 1. mF PANEL 05'10E= FIRM FLOOD INSURANCE RATE MAP BUTTE COUNTY, m CALIFORNIA tD AND WCORPORATED AREAS PANEL SID OF 1200 (SEE MAP INDEX FOR FIRM PANEL LAYOUT) m CONTAINS ,m- Inommu NfrY Ni1MBER AP NFL BUFF QUM CdUr4rY -.o w7 0510 E cHICo,GiynF 080749. asio E Natiae to t)W, The Map.NU~ ftW b00W'gimld Oe xkJJ7 tgel! when plap)ng rra.p zWere; Pop Community Numhm ehowr abase should be Used antnairaws appladono forft�e :subjaclraro'trwnif7t. 2 - MAP NUMBEF 06007COSIDE MAP REIIISEC JANUARY 6, 2011 a FedeFal Emergency Management is is an official copy. of a portion of the.abwe referenced flood map. It s extracted using F -MIT On-Une. This map does not reflect changes amendments which may have been made subsequent to the date on the e block. For the latest product information about National Flood Insurance Dgram Icod maps check the FEMA Flood Map Store at www.msc.fema.gov Bti/TLER ; Date: 1/12/2015 f 1 Butler MmufacturIng Letter of Cet flcadon . Time: 02:25 PM Page: 1 of 1 Le'tterof Cerhficahon� `�' .. '' ;. x =",� r ,c. -� „>a,-•.'.'.°"� �.`"": Contact: Jessica Hopper Project: Oak Ridge Cabinets Name: North Valley Building Systems Inc: Builder PO #: �,�.a.rQ• Address: 30 Seville Ct Jobsite: 11128 Midway City, State: Chico, California 95928 City, State: Chico, California 95928 Country: United States County, Country: Butte, United States r This is to certify that the above referenced project has been designed in accordance with the applicable portions of the Building��1'T/, j� All loading and building design criteria shown below have been specified by contract and applied in accordance with the bttsICES rlJ MN . Shape Overall Width Overall Floor Area Len s . ft. Wall Area s . ft. Roof Area Max. Eave . ft. Hei ht Min. Eave Hei t 2 Max. Roof Min. R Pitch Pitch Peak Height Addition 20/0/0 95/0/0 1900 3402. 1906 15/7/0 14/0/0 0.950:12 ` Loads and Codes - Shape: Addition City: Chico County: Butte State: California Country: United States .r Building Code: 2013 California Building Code • ' Built Up:: l OAISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Foran: ' 07AISI - ASD 3000.00 psi Concrete Building Risk/Occupancy Category: Il (Standard Occupancy Structure) i Dead and Collateral Loads - Roof Live Load Collateral Graviry:3.00 psf Roof Covering + Second. Dead Load: 2.30 psf Roof Lave 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: 110.00 (85.21) mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:61.00 %g The 'Low Rise' Method is Used Flat Roof Snow: 0.00 psf Mapped Spectral Response - S 1:27.00 %g - Wind Exposure (Factor): C (0.849) Design Snow (Sloped): 0.00 psf Seismic Design Category: D Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Seismic Importance: 1.000 Wind Enclosure: Enclosed Exposure Category (Factor): 2 Partially Exposed Framing Fundamental Period: 0.2416 .. ' (1.00) , Topographic Factor: 1.0000. Snow Importance: 1.000 1. Bracing Fundamental Period: 0.1508 - Thermal Category (Factor): Heated (1.00) Framing R -Factor: 3.5000. . NOT Windbome Debris Region _ Ground / Roof Conversion: 0.70 Bracing R -Factor: 3.2500 Base Elevation: 0/0/0 % Snow Used in Seismic: 0.00 Soil Profile Type: Stiff soil (D, 4) Primary Zone Strip Width: 11/0/0 Seismic Snow Load: 0.00 psf 'Diaphragm Condition: Flexible - Parts / Portions Zone Strip Width: ' N/A Unobstructed, Slippery. Frame Redundancy Factor: 1. 3000 Basic Wind Pressure: 22.35 psf Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1524 x W BUTTE COUNTY Brace Seismic Factor (Cs): 0.1642 x W ' BUILDING DIV.Design Spectral Response - Shc: 0.3348 ' Design Spectral Response - Sds: 0.5335 APPROVED. Building design loads and governing building code is provided by the Builder and is not validated by Butler Manufacturing, a division of BlueScope ,- Buildings North America, Inc. The Builder is responsible for contacting the local Building Official or project Design Professional to obtain all code and loading information for this specific building site. e - The design of this building is in accordance with Butler Manufacturing, a division of BlueScope Buildings North America, Inc. design practices which have been established based upon pertinent procedures and recommendations of the Standards listed in the Building Code or later editions. This certification DOES NOT apply to the design of the foundation or other on-site structures or components not supplied by Butler Manufacturing, a division of BlueScope Buildings North America, Inc., nor does it apply to unauthorized modifications to building components. Furthermore, it is understood that certification is based upon the premise that all components will be erected or constructed in strict compliance with pertinent documents for this project Butler Manufacturing, a division of BlueScope Buildings North America, Inc. DOES NOT provide general review of erection during or after building construction unless specifically agreed to in the contract documents. The undersigned engineer in responsible charge certifies that this building has been designed in accord •th the contra ; this letter.. . 0- I /U 1b 'l� �� 1. ► 7/�64ate: OI I zi W'I S Engineer's S Engineer in onsible charge %j ` v P; l:q 6 C 67794 File: 14-024315.011: T Versiori;,O1.4. b i�11aZI�S Butler Manufacturing• a division of BlueScope Buildings North America, Inc. + ; �,IS��, C11l1� ��. l Date: 1/12/201.5 BUTLER Butler Manufacturing- ,Calculations Package 14-024315 - Time: 02:25 PM . •�«,...,....,.-,,..a.,.-..... Page: 1 of 71 t Butler Manufacturing Company. J 1540 Genessee Street Kansas City, MO 64141-6917 STRUCTURAL DESIGN DATA Project: Oak Ridge Cabinets' Name: 14-024315.011 0E8 Builder PO #: F ' Jobsite: 11128 Midway. D !��j,04� J •F .� City- State: Chico: California 95928 County: _Butte - Country:' United SNIT #- + - BUTTE COUNTY DEVELOPMENT SERVICES t REVIEWED FOR CODE 0 PLiANCE DATE 95 ,. �• � .. . c TABLE OF CONTENTS Section I Page Reactions. Expanded Report.....................................................................:....................... 2 Building Loading. Expanded Report...:....................................:..........................:................ 20 Bracing. Summary Report ................... ........... .................................................... :............. 28 Secondary. Summary Report ............. ............. ... ..:........ ........ ........................................... 32 Framing. Summary Report ............. ............... .................................................................. 40 Covering. Summary Report.............................................................................................. 70 f u C m UJ C 67794 ) FOFC��iF�`� File: 14-024315.01 1L Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Ine: �TLER Butler Manufacturing Calculations Package 14-024315 Date: 1/12/201.5 Time: 02:25 PM Page: 2 of 71 Reactions 7 Expanded:Report_ Shape: Addition Builder Contact: Jessica Hopper Project: Oak Ridge Cabinets Name: North Valley Building Systems Inc. Builder PO #: Address: 30 Seville Ct Jobsite: 11128 Midway City, State Zip: Chico, California 95928 City, State Zip: Chico, California 95928 Country: United States County, Country: Butte, United States Loads and Codes - Shape: Addition City: Chico County: Butte State: California Country: United States Building Code: 2013 California Building Code Built Up: 10A1SC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 07AIS1- ASD 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) Dead and Collateral Loads Collateral Gravity:3.00 psf Collateral Uplift: 0.00 psf Wind Load Wind Speed: 110.00 (85.21) mph The'Low Rise' Method is Used Wind Exposure (Factor): C (0.849) Parts Wind Exposure Factor: 0.849 Wind Enclosure: Enclosed Topographic Factor: 1.0000 NOT Windbome Debris Region Base Elevation: 0/0/0 Primary Zone Strip Width: 11/0/0 Parts / Portions Zone Strip Width: N/A Basic Wind Pressure: 22.35 psf Roof Covering + Second. Dead Load: 2.30 psf Frame Weight (assumed for seismic):2.50 psf Snow Load Ground Snow Load: 0.00 psf Flat Roof Snow: 0.00 psf Design Snow (Sloped): 0.00 psf Rain Surcharge: 0.00 Exposure Category (Factor): 2 Partially Exposed (1.00) Snow Importance: 1.000 Thermal Category (Factor): Heated (1.00) Ground / Roof Conversion: 0.70 % Snow Used in Seismic: 0.00 Seismic Snow Load: 0.00 psf Unobstructed, Slippery Roof Live Load Roof Live Load: 20.00 psf Reducible Seismic Load Mapped Spectral Response - Ss:61.00 %g Mapped Spectral Response - S 1:27.00 %g Seismic Design Category: D Seismic Importance: 1.000 Framing Fundamental Period: 0.2416 Bracing Fundamental Period: 0.1508 Framing R -Factor: 3.5000 Bracing R -Factor: 3.2500 Soil Profile Type: Stiff soil (D, 4) Diaphragm Condition: Flexible Frame Redundancy Factor: 1.3000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1524 x W Brace Seismic Factor (Cs): 0.1642 x W Design Spectral Response - Shc : 0.3348 Design Spectral Response - Sds: 0.5335 Load Type Descriptions Load Type Descriptions D Material Dead Weight C Collateral Load CG Collateral Load for Gravity Cases CU Collateral Load for Wind Cases L Roof Live Load ASLA Alternate Span Live Load, Shifted Right AASL Alternate Span Live Load, Shifted Left PI -2 Partial Live, Full, 2 Spans L.> Live - Notional Right <L Live - Notional Left S Snow Load US1* Unbalanced Snow Load 1, Shifted Right , *USI Unbalanced Snow Load 1, Shifted Left US2* Unbalanced Snow Load 2, Shifted Right *US2 Unbalanced Snow Load 2, Shifted Left SD Snow Drift Load SS Sliding Snow Load RS Rain Surcharge Load PFI Partial Load, Full, 1 Span PHI Partial Load, Half, 1 Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow - Notional Right <S Snow - Notional Left SMS,Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right <SMS Specified Min. Roof Snow - Notional Left PSI Partial Load, Half Span 1 PS2 „ , Partial'Load; Half Span 2 W Wind Load W1> '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 - Ref A, Case 1 WPA2- gLt"'' ° Wind Parallel - Ref A, Case 2 WPB 1 Wind Parallel - Ref B, Case l Wpd2" Wind Parallel - Ref B, Case 2 WPC1 Wind Parallel - Ref C, Case 1 File: 14-024315.011. Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aur�Es: Date: 1/12/2015 Boner Manufacturing Calculations Package 14-024315 Time: 02:25 P.M Page: 3 of 71 Load Type Descriptions Load Type Descriptions <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 > Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left M Minimum Wind Load MWB Minimum Wind Bracing Reaction Seismic Load Fa Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+' Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left FD Floor Dead Load AL Auxiliary Live Load AL*> Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL Aux Live, Left AL ->(I) Auxiliary Live Load, Right, Right, Aisle 1 *AL>(I) Auxiliary Live Load, Right, Left, Aisle I <AL*(I) Auxiliary Live Load, Left, Right, Aisle 1 <*AL(I) Auxiliary Live Load, Left, Left, Aisle I AL*(1) Aux Live, Right, Aisle I *AL(1) Aux Live, Left, Aisle AL*>(2) Auxiliary Live Load, Right, Right, Aisle 2 *AL>(2) Auxiliary Live Load, Right, Left, Aisle 2 <AL*(2) Auxiliary Live Load, Left, Right, Aisle 2 <*AL(2) Auxiliary Live Load, Left, Left, Aisle 2 AL -(2) Aux Live, Right, Aisle 2 *AL(2) Aux Live, Left, Aisle 2 AL*>(3) Auxiliary Live Load, Right, Right, Aisle 3 *AL>(3) Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) , Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5 *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliary Live Load, Left, Left, Aisle 5 AL -(5) Aux Live, Right, Aisle 5 *AL(5) Aux Live, Left, Aisle 5 ALB Aux Live Bracing Reaction ALB> Aux Live Bracing Reaction, Right <ALB Aux Live Bracing Reaction, Left WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(I) Aux Live Bracing Reaction, Right, Aisle 1 <ALB(l) Aux Live Bracing Reaction, Left, Aisle 1 WALB>(1) Wind, Aux Live Bracing Reaction, Right, Aisle 1 <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle l 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 U I User Defined Load - I 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: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLE—� Date: 1/12/2015 Butler Manufacturing Calculations Package 14-024313 Time: 02:25 PM ,.����- Page: 4 of 71 Overall Ruildino nescrintinn Shape Overall Width Overall Lenvih Floor Area ( . ft. Wall Area s . ft.) Roof Area (s . ft.) Max. Eave Height Min. Eave Height 2 Max. Roof Pitch Min. Roof Pitch Peak Hei ht Addition 1 20/0/0 1 95/0/0 1900 1 3402 1906 15/7/0. 14/0/0 1 0.950:12 Overall Shaoe Descriotion ®'m ©' m © xr.tr � 7 � �c•tr• T �n•�r 7 ��r' A© <'> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 2 4 <'> The building is designed with bracing diagonals in the designated bays. Column base reactions, base plates and anchor rods are affected by this bracing and diagonals may not be relocated without consulting the building supplier's engineer. File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/12/2015 BUTLER Mnou1. -4n9 'Calculations Package 14-024315 Time: 02:25 P.M I _ Page: 5 of 71 Wall: 4, Frame at: 0/6/0 rtrcion Load ('nmhinatinnc - F-ino No. Ori in 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 I.0D+I.0CG+0.6W1> D+CG+WI> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W I 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 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 D + CG +WPR 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 1 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+WI> 14 System 1.000 0.6D+0.6CU+0.6<WI D+CU+<WI 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <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 I.0D+I.0CG+0.75L+0.45WI> D+CG+L+WI> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W I D + CG + L + <W 1 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 D + CG + L + <W2 23 System 1.000 LO D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L +WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D+CU+<E+EG- 1 • File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. surc.ER Date: 1/12/2015 auner M���„�,�,,�a Calculations Package 14-024315 Time: 02:25 PM .�.��.�.- Page: 6 of 71 Wall: 4, Frame at: 0/6/0 Frame ID:Rigid Frame with Posts Frame Type:Rigid Frame, End Posts Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Rrartinnc - I Infnetnrrd Lnnd TvnP nt F -P C'rncc Swrtinn•'1 Type X -Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column 0/0/0 1-C 8X 13 0.375 4-0.750 100'-0" Exterior Column 20/0/0 1-A 8 X 13 0.375 4-0.750 100'-0" Load Type 20/0/0 Desc. Hx Vy Hx V D Hx Frm 0.05 0.47 -0.05 0.44 CG (k) Frm 0.05 0.32 -0.05 0.30 L> Frm 0.32 2.12 -0.32 1.99 <L Frm 0.32 2.12 -0.32 1.99 Wl> Frm -0.83 -2.52 -1.28 -0.58 <W1 Frm -0.30 -2.64 1.12 -2.74 W2> Frm -0.35 -1.12 -0.48 -0.34 <W2 Frm 0.19 -1.24 1.92 -2.49 WPL Fnn -1.15 -3.93 -1.37 -1.45 WPR Frm -0.89 -2.61 -1.45 -0.49 MW Frm - - - - MW Fmt 0.65 0.98 1.78 -0.98 MW Frm - - - - MW Frm -1.77 -1.10 -0.79 1.10 CU Frm - - - L Frm 0.32 2.12 -0.32 1.99 F> Frm -0.12 -0.19 -0.16 0.21 EG+ Frm 0.01 0.09 -0.01 0.08 <E Frm 0.12 0.19 0.16 -0.21 EG- Frm -0.01 -0.09 0.01 -0.08 Frame Reactions - Factored Load Cases at Frame Cross Section: 1 Note: All reactions are based on I st order structural analvsis. X -Loc 0/0/0 20/0/0 Grid -Grid2 I -C t -A Ld . Description Hx Vy Hx V Cs (application factor not shown) k) (k) (k) (k) D + CG + L> 2 D + CG + <L 0.42 0.42 2.90 2.90 -0.42 -0.42 2.72 2.72 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. X -Loc Grid Hrz left Load Hrz Right Load IHrz In Load Hrz Out Load .,. Load Vrt Down , Mom, cw Load Mom ccw Load (-Hx) aurcEsz 'Calculations Case (-Hz) Case Date: 1/12/2015 Case (-Vy) Package 14-024315 Time: 02:25 PM a wna.rta��r� �.!.g Case (Mzz) Case .....,_ (k) Page: 7 of 71 3 D+CG+WI> -0.40 -0.73 -0.87 039 0/0/0 I -C 1.06 ' 4 D + CG + <W I -0.08 -0.80 0.57 -0.91 17 2.90 1, 5 D+CG+W2> -0.11 0.12 -0.39 24 0.53 16 6 D + CG + <W2 0.21 0.05 1.05 -0.76 7 D + CG +WPL -0.59 -1.57 • -0.92 • -0.13 - 8 D + CG + WPR -0.44 -0.78 -0.97 0.44 9 MW - Wall: l - - - - 10 MW - Wall: 2 0.39 0.59 1.07 -0.59 I l MW - Wall: 3 - ' 12 MW - Wall: 4 -1.06 -0.66 -0.47 0.66 - 13 D+CU+WI> -0.47 -1.23 -0.80 -0.09 + ' 14 D+CU+<WI -0.15 -1.30 0.64 -1.38 15 D+CU+W2> -0.18 -0.39 -0.32 0.06 16 D+CU+<W2 0.14 -0.46 1.12 -1.23 17 D+CU+WPL -0.66 -2.08 -0.85 -0.61 18 D+CU+WPR -0.51 -1.28 -0.90 -0.03 .. ` - 19 D+CG+L+WI> -0.04 1.24 -0.91 1.96 20 D+CG+L+<W1 0.21 1.19 , i 0.16 1.00 ` 21 D+CG+L+W2> O.18 1.87 -0.55 2.08 22 D+CG+L+<W2 0.42 1.82 0.52 1.11 23 •• D+CG+L+WPL -0.18 0.61 -0.96 1.57 ` 24 D + CG + L + WPR -0.06 1.20 -0.99 2.00 25 D + CG + E> + EG+ -0.00 0.68 f -0.25 0.98 - 26 D + CG + <E + EG+ 0.22 1.02 . 0.03 0.61 27 D + CU + E>-+ EG- -0.09 0.05 -0.16 0.39 28 ' D + CU + <E + EG- 0.13 0.39. 0.12 0.02 t Maximum Combined Reactions Summary %lith Factored Loads - Framing Nnte• All reartinns are hated nn 1st nrder stmmnval analvsis_ X -Loc Grid Hrz left Load Hrz Right Load IHrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom, cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) I Case (Mzz) Case (k)(k) (k) (k) (k) (k) (in -k) (in -k 0/0/0 I -C 1.06 12 0.42 22 2.08 17 2.90 1, 20/0/0 I -A 0.99 24 1.12 16 1.38 .14 2.72' 1 l � t r i "' t File: 14-024315.011 Version: 2014.26 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aur�ER Date: 1/12/2015 Butler Manuracturing Calculations Package 14-024315 Time: 02:25 P.M Page: 8 of 71 Wall: 4, Frame at: 20/0/0 Design Load Combinations - Framing No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W I > D + CG + W I> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W I 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 CO + 0.6 <W2 D + CG + <W2 7 System 1.000 0.6 MW MW -Wall: 1 8 System 1.000 0.6 MW MW - Wall: 2 9 System 1.000 0.6 MW MW - Wall: 3 10 System 1.000 0.6 MW MW - Wall: 4 it System 1.000 0.6D+0.6CU+0.6W1> D+CU+W1> 12 System 1.000 0.6D+0.6CU+0.6<WI D+CU+<Wl 13 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 +CU+<W2 15 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+WI> 16 System 1.000 1.0 D + LO CG + 0.75 L + 0.45 <W I D + CG + L + <W I 17 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 19 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 20 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 21 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 22 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 31 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6WB1> D + CG + WPR + WBI> 32 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D+CU+WPR+WBI> 33 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB I> D + CG + L + WPR + W B I> 34 System Derived 1.000 I.0D+1.0CG+0.6WPR +0.6<WBI D+CG+WPR+<WBI 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D + CU + WPR + <WB l 36 System Derived 1.000 1.0 D+ 1.0 CG+ 0.75L+0.45 WPR +0.45<WBI D+CG+L+WPR +<WBI 37 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6WB2> D + CG + WPR + WB2> 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D+CU+WPR+WB2> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <WB2 41 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6<WB2 D+CU+WPR+<WB2 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L +WPR + <W B2 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + WB3> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 W133> D+CU+WPL+WB3> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 W133> D + CG + L + WPL + WB3> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <W133 D + CG + WPL + <W133 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D+CU+WPL +<WB3 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133 D+CG+L+WPL +<WB3 49 System Derived 1.000 1.0D+1.0CG+0.6WPL +0.6WB4> D+CG+WPL +WB4> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D +CU+WPL +WB4> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 52 System Derived 1.000 LO D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG + WPL + <W134 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <W134 55 System Derived 1.000 0.6 MWB MWB - Wall: 1 56 System Derived 1.000 0.6 MWB MWB - Wall: 2 57 System Derived 1.000 0.6 MWB MWB - Wall: 3 58 System Derived 1.000 0.6 MWB MWB - Wall: 4 59 System Derived 1.000 1.0 D + 1.0 CG + 0.273,E> + 0.7 EG+ + 0.91 EB> D + CG + F> + EG+ + EB> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + F> + EG+ + EB> 61 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 62 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 EB> D + CG + <E + EG++ EB> 63 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 64 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> 65 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 66 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 70 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 <EB D + CG + E> + EG+ + <EB 71 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG++ 0.91 <EB D + CG + <E + EG++ <EB 72 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 73 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 <EB D + CU + E> + EG- + <EB File: 14-0243t5.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. I BUTLER ------------- • . Calculations Package 14=02431 S Date: 1/12/2015 a�ner Mnnufaclarlag • ���� � Time: 02:25 PM Hz Page: 9 of 71 Hz 74 System Derived 1.000 0.6D+0.6CU+0.91F>+0.7EG- +0.273<EB D+CU+E>+EG-+<EB -0.10 75 System Derived 1.000 0.6D+0.6CU+0.273<E+0.7EG-+0.91<EB D+CU+<E+EG-+<EB ID 0.1I 76 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB + CU + <E + EG- + <EB -0.54 division of 3.2<L Buildings North America, Inc. Wall: 4, Frame at: 20/0/0 " Frame ID:Rigid Frame , " Frame Type:Rigid Frame 3.21 • Sv • Frm " n vy 7 t 7 • ------------------------------ F-0 FN . ti L Mir L Values shown are resisting forces of the foundation. ' Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactared Load Tvne at Frame rrnss Seetin'n- 2 ;• - Type X -Loc Gridl -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor Rod Qty/Diam. (in.) Column Base Elev. Exterior Column. `/g- S�15 0.375 4-0.750 100'-0" Exterioi Column 20/0/0 �' ' 0.375 4-0.750 100'-0" Load Type Desc. Hz V Hx Hz . VD Frm 0.76 -0.10 0.69 CG Frm 0.6 0.1I 0.63 U Frm rHx 3.4 -0.54 division of 3.2<L Buildings North America, Inc. Frm 3. -0.54 3.21 Wl> Frm -4.52 -2.10 -1.03 <Wl Frm . x.56 1.58 '4.38 W2> Frm -0.51 3 -0.53 -0.52 <W2 Frm 054 -1.57 3.16 -3.87 MW Frm MW Frm 1.57 2.08 3.57 =2.08 MW Frm - - MW Fnn 3.95.• 2.34 -1.47 2.34 CU Frm - L Frm 0.54 3.45 -0.54 3.21 E> Fmn -0.29 - -0.40 -0.29 0.44 , , EG+ Frm 0.03 0.19 -0.03 0.17, . <E Frm 0.29 0.40 0.29 -0.44 EG- Frm -0.03 -0.19 0.03 -0.17 WPR Frm -1.95 -4.91 -2.80 -0.64 WBl> Brc 0.02 -0.78 -0.50 -0.02 -0.73 -0.44 <WBI Brc -0.02 - 0.65 0.02 0.54 WB2> Brc 0.03 -1.09 -0.69 -0.03 -1.02 -0.64 <WB2 Brc -0.01 - 0.01 ' 0.37 WPL Frm -2.37 - 2.66 --2.06WB3> Brc 0.03 -0.87 "07 -0.03 -0.89. -0.56<WB3 Brc -0.02 0.02 - 0.65 - - _ �� 61 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLE Date: 1/12/2015 MnnWnctur�ng •Calculations. Package 14-024315 Time: 02:25 PM _........_....-�..,_...- Page: 10 of 71 X -Loc W84> Brc 0.03 -1.17 -0.74 -0.03 -1.18 -0.73 2-C <WB4 Brc -0.02 - 0.50 0.02 Vy 0.48 Hz V Cs (application factor not shown) MWB Brc 0.03 -1.23 -0.79 -0.03 -1.13 -0.68 0.75 4.89 -0.75 MWB Brc - - - - - - 4.53 3 D+CG+WI> MWB Brc -0.02 -1.47 0.81 0.02 4 0.65 -0.16 -1.30 0.75 MWB Brc - D+CG+W2> - - 0.52 - 1.01 6 D+CG+<W2 EB> Brc 0.04 -1.30 -0.83 -0.04 -1.21 -0.77 - - - <EB I Brc -0.03 - 0.85 0.03 1.25 0.74 -1.25 9 Frame Reactions - Factored Load Cases at Frame Cross Section: 2 Nnte• All reartinnc are hncpd nn I ct nrdPr Qt-emm] annlvcic File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. X -Loc 0/0/0 20/0/0 Grid -Grid2 2-C 2-A Ld Description Hr Hz I Vy Hx Hz V Cs (application factor not shown) (k) k) (k) (k (k) (k) 1 D + CG + L> 0.75 4.89 -0.75 4.53 2 D + CG + <L 0.75 4.89 -0.75 4.53 3 D+CG+WI> -0.79 -1.27 -1.47 0.71 4 D+CG+<Wl -0.16 -1.30 0.75 -1.30 5 D+CG+W2> -0.10 0.52 -0.52 1.01 6 D+CG+<W2 0.53 0.50 1.69 -1.00 7 MW -Wall: I - - - - 8 MW - Wall: 2 0.94 1.25 2.14 -1.25 9 MW - Wall: 3 - - - - 10 MW - Wall: 4 -2.37 -1.40 -0.88 1.40 I1 D+CU+WI> -0.94 -2.25 -1.32 -0.20 12 D+CU+<WI -0.31 -2.28 0.89 -2.21 13 D + CU + W2> -0.25 -0.46 -0.37 0.11 14 D+CU+<W2 0.38 -0.48 1.84 -1.90 15 D+CG+L+WI> -0.14 1.99 -1.56 3.27 16 D+CG+L+<Wl 0.34 1.97 0.10 1.76 17 D+CG+L+W2> 0.38 3.34 -0.85 3.50 18 D+CG+L+<W2 0.85 3.32 0.81 1.99 19 D + CG + E> + EG+ -0.04 1.21 -0.49 1.84 20 D + CG + <E + EG+ 0.49 1.93 10.04 1.05 21 D + CU + E> + EG- -0.23 -0.03 -0.31 0.69 22 D + CU + <E + EG- 0.30 0.69 0.23' -0.10 31 D + CG + WPR + WB I > -0.95 -0.47 -1.80 -1.90 -0.44 0.68 32 D+CU+WPR+WBI> -1.10 -0.47 -2.78 -1.75 -0.44 -0.23 33 D+CG+L+WPR+WBI> -0.26 -0.35 1.59 -1.88 -0.33 3.24 34 D+CG+WPR+<WB1 -0.98 - -1.11 -1.87 - 1.26 35 D+CU+WPR+<WB1 -1.12 -2.09 -1.73 0.35 36 D+CG+L+WPR+<WBI -0.28 2.11 -1.86 3.68 37 D + CG + WPR + WB2> -0.95 -0.65 -1.92 -1.90 -0.61 0.55 38 D + CU + WPR + WB2> -1.09 -0.65 -2.90 -1.76 -0.61 -0.35 39 D + CG + L + WPR + WB2> -0.25 -0.49 1.51 .-1.88 -0.46 3.15 40 D+CG+WPR+<WB2 -0.97 - -1.23 -1.88 - 1.16 41 D+CU+WPR +<WB2. -1.12 -2.21 -1.73 0.25 42 D + CG + L + WPR + <WB2 -0.27 2.02 -1.87 3.61 43 D + CG + WPL + WB3> -1.20 -0.52 -3.02 -1.81 -0.54 -0.24 44 D + CU + WPL + WB3> -1.35 -0.52 4.00 -1.67 -0.54 -1.15 45 D + CG + L + WPL + WB3> -0.44 -0.39 0.68 -1.82 -0.40 2.55 46 D+CG+ WPL +<WB3 -1.23 - -2.27 -1.78 - 0.48 47 D + CU + WPL + <WB3 -1.37 -3.25 -1.64 -0.43 48 D+CG+L+WPL+<WB3 -0.46 1.24 -1.79 3.10 49 D + CG + WPL + WB4> -1.20 -0.70 -3.13 -1.82 -0.71 -0.35 50 D+CU+WPL+WB4> -1.34 -0.70 -4.12 -1.67 -0.71 -1.26 51 D + CG + L + WPL + WB4> -0.44 -0.53 0.60 -1.82 -0.53 2.47 52 D + CG + WPL + <WB4 -1.23 - -2.39 -1.79 - 0.37 53 D + CU + WPL + <WB4 -1.37 -3.37 -1.64 -0.53 54 D + CG + L + WPL + <WB4 -0.46 1.16 -1.80 3.02 55 MWB -Wall: 1 0.02 -0.74 -0.47 -0.02 -0.68 -0.41 56 MWB - Wall: 2 - - - - - 57 MWB - Wall: 3 -0.01 0.48 0.01 0.39 58 MWB - Wall: 4 - - - - ' 59 D + CG + E> + EG+ + EB> 0.18 -1.19 0.71 -0.34 -1.10 0.86 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. C Grid Hrz left Load Hrz Right Load <-MUTLEW-10 Load Hrz Out Load , Uplift Date: 1/12/20.15 Vrt Down Calculations Package 14-024315 Time: 02:25 PM Butler Manutacl-,ina �".,.......o....r._ Mom cew Load (-Hx) Case (Hx) Case (-Hz) Case Page: 11 of 71 Case 60 D + CG + E> + EG+ + EB> -0.03 -0.36 0.99 -0.50 -0.33 1.63 (k) 61 D + CG + <E + EG+ + EB> 0.34 -1.19 0.92 -0.18 -1.10 0.62 k) (i -k) 62 D + CG + <E + EG+ + EB> 0.50 -0.36 1.70 0.03 -0.33 0.84 1.19 59 - 63 D + CU + E> + EG- + EB> -0.01 -1.19 -0.54 -0.15 -1.10 -0.29 20/0/0 2-A 1.90 37 64 D + CU + E> + EG- + EB> -0.22 -0.36 -0.26 -0.31 -0.33 0.48 4.53 1 65 D + CU + <E + EG- + EB> 0.15 -1.19 -0.32 0.01 -1.10 -0.53 66 D + CU + <E + EG- + EB> 0.31 -0.36 0.46 0.22 -0.33 -0.31 69 D + CG + E> + EG+ + <EB 0.12 - 2.24 -0.28 - 2.24 70 D + CG + E> + EG+ + <EB -0.05 1.44 -0.48 2.05 71 D + CG + <E + EG+ + <EB 0.28 2.46 -0.12 2.00 " 72 D + CG + <E + EG+ + <EB 0.48 2.16 0.05 1.25 73 D + CU + I> + EG- + <EB -0.06 1.00 -0.09 1.09 74 D + CU + E> + EG- + <EB -0.23 0.20 -0.30 0.89 75 D + CU + <E + EG- + <EB 0.09 - 1.21 0.07 0.85 , 76 D + CU + <E + EG- + <EB 0.29 - 0.92 0.24 0.10 Maximum Combined Reactions Summary with Factored Loads - Framing Nntp• All renrtinnc nre hncpcl nn I ct nrripr ctmrtnrnl nnnlvcic 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 (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) k) k) (k) (k) k) (i -k) (i -k) 0/0/0 2-C 2.37 10 1 0.94 8 1.19 59 4.12 1 50 4.89 1 20/0/0 2-A 1.90 37 2.14 8 1.10 59 2.21 12 4.53 1 Rracino X -Loc Grid Description 0/0/0 20/0/0 2-C 2-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. � 1 I j - File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. r r ` � 1 I j - File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�ER Date: 1/12/2015 Calculations Package 14-024315 Time: 02:25 PM Page: 12 of 71 Wall: 4, Frame at: 44/0/0 Frame ID:Rigid Frame Frame Type:Rigid Frame N Values shown are resisting forces ofthe foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Rpartin- - Unfart-d I,nnd Tvna at Frames ('rote Cprtinn• i Type X -Loc Grid -Grid2 Base Plate W x L (in.) Base Plate Thickness (in.) Anchor.Rod Qty/Diam. (in.) Column Base El v. Exterior Column Exterior Column 0/0/0 20/0/0 3-C 3-A 8 X 13 8,X 15 0.375 0.375 4-0.750 4-0.750 100'-0" 100'-0" Load Type Dese. Hx I Hz Vy Hx Hz I V D Frm 0.11 0.83 -0.11 0.76 CG Frm 0.12 0.74 -0.12 0.70 L> Frm 0.57 3.55 -0.57 3.36 <L Frm 0.57 3.55 -0.57 3.36 W1> Frm -1.74 -4.78 -2.26 -1.12 <W 1 Frm -0.69 -4.76 1.60 -4.58 W2> Frm -0.49 -1.50 -0.50 -0.54 <W2 Frm 0.56 -1.48 3.36 -3.99 MW Frm - - - - MW Frm 1.68 2.30 4.00 -2.30 MW Frm - - - - MW Frm 4.32 -2.58 -1.67 2.58 CU Frm - - - - L Frm 0.57 3.55 -0.57 3.36 E> Frm -0.31 -0.44 -0.33 0.48 EG+ Frm 0.03 0.21 -0.03 0.19 <E Frm 0.31 0.44 0.33 -0.48 EG- Frm -0.03 -0.21 0.03 -0.19 WPR Frm -2.08 -5.25 -3.12 -0.66 WBI> Brc -0.01 0.51 0.01 0.43 <WBI Brc 0.03 0.99 -0.66 -0.03 0.93 -0.52 WB2> Brc -0.02 - 0.70 0.02 - 0.63 <WB2 Brc 0.02 0.69 -0.46 -0.02 0.65 -0.36 WPL Frm -2.50 - -7.23 -2.97 - -2.10 WB3> Brc -0.02 - 0.56 0.02 - 0.54 <WB3 Brc 0.03 1.07 -0.71 -0.03 1.07 -0.64 WB4> Brc -0.02 - 0.76 0.02 - 0.72 <WB4 Brc 0.02 0.76 -0.51 -0.02 0.79 -0.47 MWB Brc -0.02 - 0.80 0.02 - 0.66 MWB Brc - - - - - - MWB Bre 0.03 1.23 -0.82 -0.03 1.13 -0.64 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/12/2015 BUTLER Butler Manufacturin8 Calculations, Package 14-024315 Time: 02:25 P.M Page: 13 of 71 EEB Brc 10.03 1.30 I -0.875 I -0.03 11.21 I -0.73 Frame Reactions - Factored Load Cases at Frame Cross Section: 3 Nnte• All rPnrfinnc are hn Qed nn I ct nrrler cM1rhirnl nnnlvcic . File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. X-Locqsh.-- 0/0/0 20/0/0 Gridl -Grid3-C 3-A Ld Descri tHx Hz V Hx Hz V C5 (application facto(k) (k) k) (k k) (k1 D + CG +0.80 5.12 -0.80 4.53 2 D + CG +0.80 5.12 -0.80 4.83 3 D+CG+WI> -0.81 -1.30 -1.58 0.79 4 D+CG+<WI -0.19 -1.29 0.73 -1.28 5 D+CG+W2> -0.07 0.67 -0.53 1.14 6 D + CG + <W2 0.56 0.68 1.79 -0.93 7 MW -Wall: I - 8 MW - Wall: 2 1.01, 1:38 2.40 -1.38 9 MW - Wall: 3 - - - - 10 MW - Wall: 4 -2.59 -1.55 -1.00 1.55 ` - I I D + CU + W l> -0.98 -2.37 -1.42 -0.22 12 D + CU + <W I -0.35 - -2.36 0.90 -2.29 13 D+CU+W2> -0.23 -0.40 -0.36 0.13 14 D + CU + <W2 0.40 -0.39 1.95 -1.94 15 D+CG+L+WI> -0.12 2.08 -1.68 3.48 16 D+CG+L+<WI 0.35 2.09 0.06 1.93 17 D+CG+L+W2> 0.44 3:55 -0.88 3.74 18 D+CG+L+<W2 0.91 3.56 0.85 2.19 19 D + CG + E> + EG+ -0.03 1.31 -0.55 2.04 20 D + CG + <E + EG+ 0.54 2.11 0.05 1.16 21 D + CU + E> + EG- -0.24 -0.04 -0.34 0.76 22 D + CU + <E + EG- 0.33 0.75 0.26 -0.12 31 D+CG+WPR+WBI> -1.03 -1.28 -2.09 1.33 32 D+CU+WPR+WBI> -1.19 -2.35 -1.93 0.32 33 D+CG+L+WPR+WB1> -0.28 2.10 -2.06 3.88 34 D+CG+WPR+<WBI -1.00 0.60 -1.98 -2.12 0.56 0.76 35 D+CU+WPR+<WBI -1.17 0.60 -3.05 -1.95 0.56 -0.25 '- 36 D + CG + L + WPR + <WBI -0.27 0.45 1.57 -2.07 0.42 3.45 37 D+CG+WPR+WB2> -1.03 - -1.16 -2.09 - 1.44 38 D+CU+WPR+WB2> -1.19 -2.23 -1.92 0.44 39 D + CG + L + WPR + WB2> -0.29 2.18 -2.05 3.97 40 D + CG + WPR + <WB2 -1.01 0.41 -1.86 -2.11 0.39 0.85 41 D+CU+WPR+<WB2 -1.17 0.41 -2.93 -1.95 0.39 -0.15 42 D + CG + L + WPR + <WB2 -0.27 0.31 1.66 -2.07 0.29 3.53 43 D+CG+WPL+WB3> -1.29 - -2.44 -2.00 - 0.53 44 D + CU + WPL + WB3> -1.45 - -3.51 -1.83 -0.48 45 D + CG + L + WPL + WB3> -0.48 1.23 -1.99 3.28 46 D + CG + WPL + <WB3 -1.26 0.64 -3.20 -2.02 0.64 -0.18 47 D+CU+WPL+<WB3 -1.42 0.64 4.27 -1.86 0.64 -1.19 48 D + CG + L + WPL + <WB3 -0.46 0.48 0.65 -2.01 0.48 2.75 49 D + CG + WPL + WB4> -1.29 - -2.32 -1.99 - 0.63 50 D+CU+WPL+WB4> -1.45 -3.39 -1.83 -0.37 51 D + CG + L + WPL + WB4> -0.48 1.32 -1.98 3.36 52 D + CG + WPL + <W134 -1.26 0.46 -3.D8 -2.02 0.47 -0.08 53 D + CU + WPL + <WB4 -1.43 0.46 4.15 -1.86 0.47 -1.08 54 D + CG + L + WPL + <W134 -0.46 0.34 0.74 -2.00 0.35 2.83 55 MWB -Wall: 1 -0.01 - 0.48 0.01 0.40 56 MWB - Wall: 2 - - - - - - 57 MWB - Wall: 3 0.02 0.74 -0.49 -0.02 0.68 -0.38 58 MWB - Wall: 4 59 D + CG + E> + EG+ + EB> 0.14 2.36 -0.32 2.42 60 D + CG + E> + EG+ + EB> -0.04 1.54 -0.55 2.24 - 61 D + CG + <E + EG+ + EB> 0.31 2.60 -0.14 2.16 62 D + CG + <E + EG+ + EB> 0.53 2.34 0.06 1.37 63. D + CU + E> + EG- + EB> -0.07 1.00 -0.11 1.14 64 D + CU + E> + EG- + EB> -0.25 0.19 -0.34 0.97 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sureEfz ._...,_.....a....�_ Calculations Package 14-024315 Date: 1/12/2015 Time: 02:25 PM Page: 14 of 71 Load 65 D + CU + <E+ EG- + EB> 0.10 Load 1.24 0.07 Uplift 0.88 - Load Mom cw Load 66 D + CU + <E + EG- + EB> 0.32 0.98 0.27 (Hx) 0.09 (-Hz) Case ' (Hz) Case 69 D + CG + E> + EG+ + <EB 0.20 1.19 0.80 -0.37 .1.10 1.07 k 70 D + CG + E> + EG+ + <EB -0.03 0.36 1.08 -0.56 0.33 1.84 k) in -k) 71 D + CG + <E + EG+ + <EB 0.37 1.19 1.04 -0.19 1.10 0.81 1.19 69. 72 D + CG + <E + EG+ + <EB 0.55 0.36 1.87 0.04 0.33 0.96 20/0/0 3-A 2.12 34 73 D + CU + E> + EG- + <EB -0.01 1.19 -0.56 -0.16 1.10 -0.2 I' 4.83 l 74 D + CU + E> + EG- + <EB -0.23 0.36 -0.28 -0.35 0.33 0.56 75 D + CU + <E + EG- + <EB 0.16 1.19 -0.32 0.02 1.10 -0.47 76 D + CU + <E + EG- + <EB 0.34 0.36 0.51 0.25 0.33 -0.31 Maximum Combined Reactions Summary Neth Factored Loads - Framing Note- All reactions are haled on 1st order stnirtural analvsis X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case ' (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k k) (k) k k) k) in -k) in -k) 0/0/0 3-C 2.59 10 1.01 8 1.19 69. 4.27 47 5.12 1 20/0/0 3-A 2.12 34 2.40 8 1.10 69 2.29 12 4.83 l Rra X -Loc Grid Description 0/0/0 20/0/0 3-C 3-A Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. Diagonal bracing at base is attached to column. Reactions ARE included with frame reactions. t File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. • BUTLER + Date: 1/.12/20.15 Package 14-024315 Time: 02:25 PM Butler ManufacturingCalculations .��...�.- Page: 15 of 71 Wall: 4, Frame at: 68/0/0 Frame ID: Rigid Frame Frame Type:Rigid Frame + `• t { 1 vy --------------- ------------- Values shoHm are resisting forces of the L foundation. xrrr t ' Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 4 ' Type Exterior Column Exterior Column X-Loc 0/0/0 20/0/0 Grid -Grid2 4-C 4-A Base Plate W x L (in.) 8 X 13 8 X 15 ; 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.rHx V • Hx VD Frm 0.85 -0.11 0.78 CG Frm 0.77 -0.12 0.73L> Frm 3.59 -0.58 3.41 <L Frm 3.59 -0.58 3.41 WI> Frm -5.09 -2.41 -1.19 <W I Frm -0.72 -5.10 1.77 -4.95 , W2> Frm -0.55 -1.67 -0.57 -0.59 <W2 Frm 0.58 =1.68 3.61 4.35 MW Fnn + MW Frm 1.75 2.40 4.16 -2.40 MW Frm - - - MW Frm 4.50 -2.69 -1.74 2.69 ' CU Frm - - - L Frm 0.58 3.59 -0.58 3.41 E> Frm -0.33 -0.45 -0.34 0.50 ` - " EG+ Frm 0.03 0.21 -0.03 0.20 <E Frm 0.33 0.45 0.34 -0.50 " EG- Frm -0.03 -0.21 0.03 -0.20 WPR Frm -2.19, -5.55 -3.26 -0.73 WBl> Brc - - - I <WBI Brc WB2> Brc <WB2 Brc ` WPL Frm -2.65 -7.73 -3.09 -2.32 WB3> Brc - - - - } ' <WB3 Brc WB4> Brc <WB4 Brc MWB Brc MWB Brc MWB Brc - File: 14-024315.011- Version: 2014.2b - Butler Manufacturing, a division of BlueScope Buildings North America, Inc. surLER Date: 1/12/2015 Butler M-0. -1.9 Calculations Package 14-024315 Time: 02:25 PM Page: 16 of 71 ' EEBB I Brc Frame Reactions - Factored Load Cases at Frame Cross Section: 4 Note: All reactions are hased on I st order stnlcolral analvsis File: 14-02431.5.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. X -Loc 0/0/0 20/0/0 Gridl -Grid2 4-C 4-A Ld Descri tionHx Vy Hx V Cs lication factor not shown) (a hown (k) (k) (k) k 1 D + CG + L> 0.82 5.22 -0.82 4.92 2 D + CG + <L 0.82 5.22 -0.82 4.92 3 D+CG+WI> -0.87 -1.43 -1.68 0.80 - 4 D + CG + <W1 -0.20 -1.44 0.83 -1.46 5 D + CG + W2> -0.09 0.62 -0.58 1.16 6 D+CG+<W2 0.58 0.61 1.93 -1.09 7 MW -Wall: I - - - - 8 MW - Wall: 2 1.05 1.44 2.50 -1.44 9 MW - Wall: 3 - - - - 10 MW - Wall: 4 -2.70 -1.61 -1.04 1.61 II D+CU+WI> -1.04 -2.54 -1.51 -0.24 12 D+CU+<Wl -0.37 -2.55 1.00 -2.50 13 D+CU+W2> -0.26 -0.49 -0.41 0.12 14 D+CU+<W2 0.41 -0.50 2.10 -2.14 15 D+CG+L+WI> -0.16 2.03 -1.76 3.53 16 D+CG+L+<WI 0.35 2.02 0.12 1.84 17 D + CG + L + W 2> 0.43 3.56 -0.93 3.80 18 D+CG+L+<W2 0.93 3.56 0.95 2.11 19 D + CG + E> + EG+ -0.04 1.36 -0.57 2.11 20 D + CG + <E + EG+ 0.56 2.18 0.05 1.20 21 D + CU + E> + EG- -0.25 -0.05 -0.36 0.78 22 D+CU+<E+EG- 0.34 0.77 0.27 -0.13 31 D+CG+WPR+ WBl> -1.08 -1.71 -2.19 1.07 32 D+CU+WPR+WB1> -1.25 -2.82 -2.02 0.03 33 D + CG + L + WPR+ WBI> -0.31 1.82 -2.14 3.74 34 D+CG+WPR+<WBI -1.08 -1.71 -2.19 1.07 35 D+CU+WPR+<WBI -1.25 -2.82 -2.02 0.03 36 D+CG+L+WPR+<WBl -0.31 1.82 -2.14 3.74 37 D+CG+WPR+WB2> -1.08 -1.71 -2.19 1.07 38 D + CU + WPR + WB2> -1.25 -2.82 -2.02 0.03 39 D + CG + L + WPR + W B2> -0.31 1.82 -2.14 3.74 40 D+CG+WPR+<WB2 -1.08 -1.71 -2.19 1.07 41 D + CU + WPR + <WB2 -1.25 -2.82 -2.02 0.03 42 D+CG+L+WPR+<WB2 -0.31 1.82 -2.14 3.74 43 D+CG+WPL+WB3> -1.36 -3.02 -2.09 0.12 44 D + CU + WPL + WB3> -1.53 11.13 -1.92 -0.92 45 D+CG+L+WPL+WB3> -0.52 0.84 -2.06 3.02 46 D + CG + WPL + <W133 -1.36 -3.02 -2.09 0.12 47 D+CU+WPL+<WB3 -1.53 4.13 -1.92 -0.92 48 D + CG + L + WPL + <WB3 -0.52 0.84 -2.06 3.02 49 D + CG + WPL + WB4> -1.36 -3.02 -2.09 0.12 50 D + CU + WPL + WB4> -1.53 4.13 -1.92 -0.92 51 D + CG + L + WPL + WB4> -0.52 0.84 -2.06 3.02 52 D + CG + WPL + <W134 -1.36 -3.02 -2.09 0.12 - 53 D + CU + WPL + <WB4 -1.53 4.13 -1.92 -0.92 54 D+CG+L+WPL +<WB4 -0.52 0.84 -2.06 3.02 55 MWB -Wall: I - - - 56 MWB - Wall: 2 57 MWB - Wall: 3 58 MWB - Wall: 4 - - - - 59 D + CG + E> + EG+ + EB> 0.17 1.65 -0.35 1.79 60 D + CG + E> + EG++ EB> -0.04 1.36 -0.57 2.11 61 D + CG + <E + EG+ + EB> 0.35 1.89 -0.17 1.52 62 D + CG + <E + EG+ + EB> 0.56 2.18 0.05 1.20 63 D + CU + E> + EG- + EB> -0.05 0.24 -0.14 0.47 64 D + CU + E> + EG- + EB> -0.25 -0.05 -0.36 0.78 File: 14-02431.5.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Bur�ER Date: 1/12/2015 Butler Manufacturing . Calculations Package 14-024315 Time: 02:25 PM Page: 17 of 71 Grid 65 D + CU+ <E + EG- + EB> 0.13 0.48 0.05 0.19 Hrz Out Load Uplift Load 66 D + CU + <E + EG-+ EB> 0.34 0.77 0.27 -0.13 1.000 1.O D + 1.0 CG + 0.6 <W I D + CG + <W (-Hx) Case 69 D + CG + E> + EG+ + <EB 0.17 1.65 -0.35 1.79 (-Vy) Case (VI Case 70 D + CG + E> + EG+ + <EB -0.04 1.36 -0.57 2.11 k MW -Wall: 1 k) System 71 D + CG + <E + EG+ + <EB 0.35 1.89 -0.17 1.52 k) System in -k) W - Wall: 4 72 D + CG + <E + EG+ + <EB 0.56 2.18 0.05 1.20 1.05 8 15 System 73 D + CU + E> + EG- + <EB -0.05 0.24 -0.14 0.47 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 74 D + CU + E> + EG- + <EB -0.25 -0.05 -0.36 0.78 1.000 I.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 20 System 75 D + CU + <E + EG- + <EB 0.13 0.48 0.05 0.19 22 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 76 1 D + CU + <E + EG- + <EB 1 0.34 0.77 1 0.27 1 -0.13 1.000 1.0 D + 1.0 CG + 0.751 + 0.45 WPR D + CG + L + WPR 25 Maximum Combined Reactions Summary %%ith Factored Loads - Framing Note- All reartinns are haled nn I qt nrrler ctnirmml analvcic X -Loc Grid Hrz left Load Hrz Right Load Hrz In' Load Hrz Out Load Uplift Load Vrt Down Load Mom ew Load Mom ccw Load 1.000 1.O D + 1.0 CG + 0.6 <W I D + CG + <W (-Hx) Case (Rx) Case (-Hz) I Case (Hz) Case (-Vy) Case (VI Case (-Mzz) Case (Mzz) Case 9 System k MW -Wall: 1 k) System (k) MW - Wall: 2 k) System k) MW - Wall: 3 k) System in -k) W - Wall: 4 in -k) System 0/0/0 4-C 2.70 10 1.05 8 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 4.13 44 5.22 1 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 20/0/0 4-A 2.19 31 2.50 8 1.000 I.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 20 System 2.50 12 4.92 l 1.000 1.0 D + 1.0 CG + 0.75'L + 0.45 W2> D+CG+L+W2> 22 System a Wall: 4, Frame at: 94/0/0 nacion 1 narl rnn,h:na.L - Fre i r r 4 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc: Ori in Factor Application Description l 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 rNo. 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> .. D + CG + W I> 4 System 1.000 1.O D + 1.0 CG + 0.6 <W I D + CG + <W 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 + CG + <W2 ; 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG +WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR + CG + WPR 9 System 1.000 0.6 MW MW -Wall: 1 10 System 1.000 0.6 MW MW - Wall: 2 I l System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW W - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D +CU+WI> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W I D + CU•+ <Wl. 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D + CU + WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR D+CU+WPR 19 System. 1.000 I.0D+I.0CG+0.75L+0.45W1> D+CG+L+W1> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W I D + CG + L + <W I 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 D + CG + L + <W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.751 + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6D+0.6CU+0.91'E>+0.7EG- D +CU+E>+EG- 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - i r r 4 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc: Date: 1/12/2015 BUTLER Butler Manufacturing Calculations Package 14-024315 Time: 02:25 PM Page: ] 8 of 71 Wall: 4, Frame at: 94/0/0 Frame ID:Wall 3 EW Frame Frame Type:Rigid Frame, End Posts Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete R -ti... - Itnfartnrnd I.nall T- at Framn ('rncc Sartinn• G Type Exterior Column Interior Column Exterior Column X -Loc 0/0/0 16/6/0 20/0/0 Gridl -Grid2 5-C 5-13 5-A Base Plate W x L (in.) 8 X 13 8 X 10 8 X 13 Base Plate Thickness (in.) 0.375 0.375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 2-0.750 4-0.750 Column Base Elev. 100'-0" 100'-0" 100'-0" Load Type Desc. Hx Vy Hx Hz Vy Hx V D Frm 0.06 0.56 0.12 -0.06 0.52 CG 7 Frm 0.07 0.43 - -0.07 0.41 L> Frm 0.41 2.69 -0.41 2.53 <L Frm 0.41 2.69 -0.41 2.53 •WI> Frm -1.10 -3.33 0.82 -1.69 -0.77 <W 1 Frm -0.40 -3.46 -0.73 1.41 -3.54 W2> Frm -0.44 -1.41 - -0.59 -0.43 <W2 Frm 0.26 -1.54 2.51 -3.20 WPL Frm -1.53 -5.16 -1.87 -1.84 WPR Frm -1.20 -3.48 -1.97 -0.62 Mw Frm - - - - MW Frm 0.89 1.34 2.43 -1.34 MW Frm - - - - MW Frm -2.42 -1.50 -1.08 1.50 CU Frm - - L Frm 0.41 2.69 -0.41 2.53 E> Frm -0.16 -0.25 0.02 -0.21 0.28 EG+ Frm 0.02 0.12 - -0.02 0.11 <E Frm 0.16 0.25 -0.02 0.21 -0.28 EG- Frm -0.02 -0.12 - 0.02 -0.11 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. t ++ Date 1/ 12/2015 Butler Manufacturing Calculations Package 14"024315' Time: 02:25 PM Page: 19 of 71 Frame Reactions - Factored Load Cases at Frame Cross Section: 5 Note: All reactinns are hated on I st nrder stnicmral nnalvsis Maximum Combined Reactions Summary %rith Factored Loads - Framing T . Note: All reactions are haled nn I st order strucniral annlvais + X -Loc X -Loc 0/0/0 16/6/0 Hrz Right 20/0/0 HrzIn Load Gridl - Grid2 5-C 5-B', Load 5-A Load Ld Description Hx Vy Hx Hz Vy Hx V (Hx) Cs (application factor not shown) (k) (k)'. k) (k) (k) (k) (k) Case 1 D + CG + L> 0.54 3.68 _ 0.12 --0.54 3.46 (k) 2 D + CG + <L 0.54 3.68 - 0.12 -0.54 3.46 3 D+CG+WI> -0.53 -1.00 0.49 0.12 -1.14. 0.47 0.55 4 D+CG+<WI . -O.li � -1.08 - -0.44 0.12 0.72 -1119 1 5 D + CG + W2> ` -0.13 _ 0.15 - . 0.12 -0.48 0.67 ' , 6 D+CG+<W2 0.29, 0.07 ! 3 0.12 1.37 -0.99 . 1 7 D+CG+WPL -0.79 -2.10, 20/0/0 0.12 -1.25 '-0.17 1.46 8 D+CG+WPR -0.59.. -1.09 " - 0.12 -1.31 0.56 .- 9 MW - Wall: 1 • �' • 10 MW -Wall: 2 0.53 0.80 1.46 -0.80' ' l MW - Wall: 3 - 12 MW - Wall: 4 -1.45 , ,. -0.90 ` -0.65 0.90 , - 13 D+CU+W1> -0.62 --1.66 0.49 '0.07 -1.05 -0.15 s� 14 D+CU+<WI -0.20 -1.74 -0.44 0.07 0.81 + -1.81 r 15 D+CU+W2> -0.22 -0.51 0.07 -0.39 •0.05 16 D+CU+<W2 0.20 _ -0.59 0.07 ,.1.46 -1.61 17 '( D+CU+WPL - -0.88 -2.76 - 0.07 -1.16 -0.79 18 D+CU+ WPR -0.68 { .-1.75 0.07 -1.22 -0.06 19 D+CG+L+WI> -0.06 1.52 0.37 0.12 -1.19 2.48 ' - - 20 D + CG + L + <W I 0.26 ' 1.46 -0.33 0.12 0.20 1.23 ' 21 D+CG+L+W2> 0.24 2.38' ' - 0.12 -0.70 2.63 22 D+CG+L+<W2 0.55 2.32,, 1 0.12 0.69 1.38 23 D+CG+L+WPL -0.25 0.69 0.12 -1.28 2.00 24 D+CG+L+WPR -0.10 1.45 0.12 -1.32 2.54 T 25 D + CG + E> + EG+ -0.01 0.85 0.02 0.12 -0.34 1.27 26 D + CG + <E + EG+ 0.29 1.31 -0.02 0.12 0.05 0.75 27 D + CU + E> + EG- -0.12 0.02 I 0.02 0.07 -0.22 0.49 28 D + CU + <E + EG- 0.17. 0.48 -0.02 1 0.07 0.17 -0.02 Maximum Combined Reactions Summary %rith Factored Loads - Framing T . Note: All reactions are haled nn I st order strucniral annlvais + X -Loc Grid Hrzleft Load Hrz Right Load HrzIn Load HrzOut Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz), Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) i, (k) (k) (k) (in -k) in -k) 0/0/0 5-C 1.45 12 0.55 22 - - - - 2.76 17 3.68 1 16/6/0 5-13 ' 0.44E 4 0.49 3 0. 12 . 1 20/0/0 5-A 1.32 24 1.46 16 - - - 1.81 14 3.46 l -" _� • t File: 14-0243.15.011 ` ;:1 Version: 2014.2b ' Butler Manufacturing, a division of BlueSc_ ope Buildings North America, Inc k BUTLER' ' Date: 1/12/2015 1 'Time: t Calculations Package 14=024315 02:25 P.M Butler Manufacturing Page: 20 of 71-77 Building Loading -Expanded Report 77 "`777777_• Shape: Addition' > - Loads and Codes - Shape: Addition - City: - Chico, County: Butte.- _ - Stater -California Country: -United States Building Code: 2013 California Building Code Built Up: - 1 OAISC ='ASD 'Rainfall: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 07AISI - ASD ' 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) 4 Dead and Collateral Loads - r Collateral Gravity:3.00 psf - " Frame Weight (assumed for seismic):2.50 psf ` ' Collateral Uplift: 0.00 psf Side Type . Mag Units Shape Applied to. Description , A . D 2.305 -psf Entire Fmt Covering Weight - 26 Butlerib 1I Unpunched + Secondary Weight 1.35: Roof: A A D 0.950. psf. Entire Pur Covering Weight - 26 Butlerib ll Unpunched : Roof. A Roof Live Load ? ^ Roof Live Load: 2.0.00 psf Reducible Wind Load Wind Speed: 110.00 (85.21) mph Gust Factor: 1.0000 _ Wind Enclosure: Enclosed Least Horiz,Dimension: 20/0/0 Height Used: 15/0/0 (Type: Eave) Base Elevation: 0/0/0 NOT Windbome Debris Region Primary Zone Strip Width: 11/0/0, Parts / Portions Zone Strip Width: N/A - Velocity Pressure: (qz) 30.98 psf qz= 0.00256 * (1.00) * (110.00)^2 * (1.00) Topographic Factor: 1.0000 The'Low Rise' Method is Used Directionality Factor: 0.8500 Wind Exposure (Factor): C (0.849) Basic Wind Pressure: 22.35 psf Snow Load ' Ground Snow Load: 0.00 psf' Rain Surcharge: 0.00 ' Flat Roof Snow: 0.00 psf Snow Exposure Category (Factor): 2 Partially Exposed (1.00) Design Snow (Sloped): 0.00 psf Thermal Category (Factor): Heated (1.00) Snow Accumulation Factor: 1.000 Unobstructed, Slippery " Snow Importance: 1.000 _ Slope Reduction: 1.00 Ground / Roof Conversion: 0.70 ' Slope Used: 4.526 ( 0.950:12 ) Seismic Load Mapped Spectral Response - Ss:61.00 %g % Snow Used in Seismic: 0.00 Mapped Spectral Response - S l :27.00 %g Seismic Snow Load: 0.00 psf Seismic Design Category: D Frame Redundancy Factor. 1.3000 - Seismic Importance: 1.000 Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1524x W Soil Profile Type: Stiffsoil (D, 4) Brace Seismic Factor (Cs): 0. 1642x W DiaphragidCondition: Flexible Framing R -Factor: 3.5000 Framing Fundamental Period: 0.2416 Bracing R,Factor: 3.2500 ` Bracing Fundamental Period: 0.1508 ' Fundamental Period Height Used: 14/9/8 Design Spectral Response - Sds: 0.5335 Design Spectral Response - Sd 1: 0.3348 Side Type Mag Units Shape Applied to Description 1 E 0.238 psf Entire Frm Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 0.61: Wall: 1 I E 0.257 psf Entire Brc Seismic: Covering Weight - 26 Butlerib II Unpunched+ Secondary Weight 0.61: Wall: I 2 E 0.219 psf Entire Frm Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 0.49: Wall: 2 2 E 0.236 psf Entire Brc Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 0.49: Wall: 2 3 E 0.238 psf Entire Frm Seismic: Covering Weight - 26 Butlerib Il Unpunched + Secondary Weight 0.61: Wall: 3 3 E 0.257 psf Entire Brc Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 0.61: Wall: 3 A E 1.190 psf Entire Frm Seismic: Covering Weight - 26 Butlerib II Unpunched+ Secondary Weight 1.35 + (Includes ` 3.000 Collateral 2.500 Frame Weight) : Roof: A A E 1.281 psf Entire Brc • Seismic: Covering Weight - 26 Butlerib 11 Unpunched + Secondary Weight 1.35 + (Includes 3.000 Collateral 2.500 Frame Weight) : Roof: A ' File: 14-024315.011 ' „� Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North Atnerica, Inc. ; reER Date: 1/12/2015 Butler Manufacturing Calculations Package 14-024315 Time: 02:25 PM Page: 21 of 71 Deflection Conditions Frames are vertically supporting:Metal Roof Purlins and Panels Frames are laterally supporting: Metal Wall Girts and Panels Purlins are supporting: Metal Roof Panels Girls are supporting: Metal Wall Panels Design Load Combinations - Framing No. Origin Factor I Application Description 1 System 1.000 1.0 D + LO CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> _ D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 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 0.6 MW MW -Wall: I 8 System 1.000 0.6 MW MW - Wall: 2 9 System 1.000 0.6 MW MW - Wall: 3 10 System 1.000 0.6 MW MW - Wall: 4 11 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 12 System 1.000 0.6 D + 0.6 CU + 0.6 <W l D + CU + <W 13 System 1.000 0.6 D + 0.6 CU + 0.6 W2> +CU+W2> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 15 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I> D + CG + L + W 1> 16 System 1.000 I.0D+I.0CG+0.75L+0.45<WI D+CIS +L+<WI 17 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 19 System 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ D + CG + E> + EG+ 20 System 1.000 1.0 D + 1.0 CG:i- 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 21 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG- ' 22 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- ' D + CU + <E + EG - 23 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 24 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 25 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 26 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 27 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 28 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 29 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- t + CU + E> + EG - 30 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 31 System Derived 1.000 I.0D+I.0CG+0.6WPR +0.6WB1> D + CG + WPR + WBI> 32 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D+CU+WPR.+WBI> 33 System Derived 1.000 I.0D+I.00G+0.75L+0.45WPR +0.45WB1> D+CG+L+WPR+WBI> 34 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB 1 r D + CG + WPR + <WB I 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 36 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45<WBI D+CG+L+WPR+<WBI 37 System Derived 1.000 I.0D+1.0CG+0.6WPR +0.6WB2> D + CG + WPR + WB2> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WB2> - D + CU + WPR + WB2> 39 System Derived 1.000 I.0D+I.00G+0.75L+0.45WPR +0.45WB2> D+CG+L+WPR +WB2> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <WB2 D + CG + WPR + <W B2 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 + CU +WPR + <W B2 42 System Derived 1.000 I.0D+I.00G+0.75L+0.45WPR +0.45<WB2 D+CIS +L+WPR +<WB2 43 System Derived 1.000 1.OD+I.0CG+0.6WPL +0.6WB3> D+CG+WPL +WB3> 44 System Derived 1.000 0.6D+0.6CU+0.6WPL +0.6WB3> D +CU+WPL +WB3> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + WB3> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <WB3 47 System Derived 1.000 0.6D+0.6CU+0.6WPL+0.6<W133 D + CU + WPL + <WB3 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W133 D + CG + L + WPL + <WB3 49 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W B4> D + CG + WPL + W134> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + W134> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 W B4> D + CG + L + WPL + W B4> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB4 D + CG +WPL + <W B4 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D + CU + WPL + <WB4 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W B4 D + CG + L +WPL + <WB4 55 System Derived 1.000 0.6 MWB MWB: Wall: t - 56 System Derived 1.000 0.6 MWB MWB - Wall: 2 57 System Derived 1.000 0.6 MWB MWB - Wall: 3 58 System Derived 1.000 0.6 MWB MWB -,Wall: 4 59 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. . Date: 1/12/2015 Burt Etz Butler Manufa, tkrIn8 Calculations Package 14-024315 Time: 02:25 PM - Page: 22 of 71 Origin 60 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> 1.000 61 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> 1.0 D + 0.6 <W I 62 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> D + W2> 63 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 5 64 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG-+ 0.273 EB> D + CU + E> + EG-+ EB> System 65 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 1.000 66 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> 1.0 D + 0.6 <W4 67 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ MW -Wall: 1 68 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 11 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 System 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 1.000 71 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB + CG + <E + EG+ + <EB LO D + 0.7 <E 72 System Derived 1.000 I.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB D + CG + W 1 > 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 17 74 System Derived 1.000 0.6D+0.6CU+0.91F>+0.7EG- +0.273<EB D + CU + E> + EG- + <EB System Derived 75 System Derived 1.000 0.6D+0.6CU+,0.273<E+0.7EG- +0.91<EB D + CU + <E + EG- + <EB 1.000 76 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB 1.0 D + 1.0 CG + 0.6 <W3 77 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ D + CG + W4> 78 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - Design Load Combinations - Bracing No. Origin Factor Application Description 1 System 1.000 1.0 D + 0.6 W I > D + W l> 2 System 1.000 1.0 D + 0.6 <W I D + <W I 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> + W3> 6 System 1.000 1.0D+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 LO D + 0.7 <E D + <E 15 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W I> 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> D + CG + W2> 18 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 19 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> + 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 D + CG + <W4 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W I> D + CU + W 1> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W 1 D + CU + <W I 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 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 D + CU + <W4 31 System Derived 1.000 1.0 D + 1.0 CG + 0.7 E> + 0.7 EG+ D + CG + E> + EG+ 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ D + CG + <E + EG+ 33 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- D + CG + E> + EG - 34 System Derived 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- D + CG + <E + EG - Design Load Combinations - Purlin No. Origin Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L D + CG + L 2 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6WB1> D+CG+WI>+WB1> 3 System Derived 1.000 I.0D+I.0CG+0.6<W2+0.6WBI> +CG+<W2+WBI> 4 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+WI>+WB1> 5 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6WB1> D+CU+<W2+WB1> 6 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I > + 0.45 WB 1> D + CG + L + W 1> + WB 1> 7 System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45 WB I> D + CG + L + <W2 + WB I > 8 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB I D + CG + W I> + <WB I File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/12/2015 BUTLER Butler Manuracturirg Calculations Package 14-024315 Time: 02:25 PM Page: 23 of 71 No. 9 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB 1 D + CG + <W2 + <WB I 2 10 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6 <WB 1 D +CU+WI>+ <WB I 1.0 D + 0.6 <W2 11 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB I D+CU+<W2+<WBI D+WI> 12 System Derived 1.000 1.0D+I.0CG+0.75L+0.45WI>+0.45<VIBI D+CG+L+W1>+ <WB 1 13 System Derived 1.000 I.0D+I.0CG+0.75L+0.45<W2+0.45<WBI D+CG+L+<W2+ <WB I 14 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB2> D + CG + W 1> + WB2> 15 System Derived 1.000 LO D + 1.0 CG + 0.6 <W2 + 0.6 W132> D + CG + <W2 + WB2> 16 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB2> D+CU+WI>+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 1.0D+I.0CG+0.75L+0.45W1>+0.45WB2> D+CG+L+WI>+WB2> 19 System Derived 1.000 I.0D+1.0CG+0.75L+0.45<W2+0.45WB2> D+CG+L+<W2+WB2> 20 System Derived 1.000 I.0D+I.0CG+0.6W1>+0.6<W132 D+CG+WI>+<WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 22 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W l> + 0.6 <WB2 D + CU + W I> + <WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D+CU+<W2+<WB2 24 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> + 0.45 <W132 D + CG + L + W 1> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W l> + 0.6 WB3> D + CG + W I> + 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 I > + 0.6 WB3> D+CU+WI>+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 W l> + 0.45 WB3> D + CG + L + W I> + WB3> 31 System Derived 11.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB3> D + CG + L + <W2 + WB3> 32 System Derived 1.000 I.0D+I.0CG+0AW1>+0.6<WB3 D+CG+WI>+<WB3 33 System Derived 1.000 1.0D+1.0CG+0.6<W2+0.6<W133 D+CG+<W2+<WB3 34 System Derived 1.000 0.6D+0.6CU+0.6WI>+0.6<WB3 D+CU+WI>+<V1B3 35 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6<W133 D + CU + <W2 + <WB3 36 System Derived 1.000 1.0D+I.0CG+0.75L+0.45W1>+0.45<WB3 D+CG+L+WI>+<WB3 37 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB3 D + CG + L + <W2 + <WB3 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 W134> D + CG + W 1> + WB4> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 W134> D + CG + <W2 + WB4> 40 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6WB4> D+CU+WI>+WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> D + CU + <W2 + WB4> 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> + 0.45 WB4> D + CG + L + W 1> + WB4> 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> D + CG + L + <W2 + WB4> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <W134 D + CG + W 1> + <W134 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 0.6D+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 + <W134 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W l> + 0.45 <WB4 D + CG + L + W t> + <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 - Design Load Combinations - Girt Design Load Combinations - Roof - Panel No. No. Origin I Factor I Application Description System 2 System System 1 1.000 1.000 0.6W1> 0.6 <W2 WI> <W2 Design Load Combinations - Roof - Panel No. Origin Factor Application Description 1 System 1.000 1.0 D+ 1.0 L D+ L 2 System 1.000 1.0 D + 0.6 <W2 D + <W2 3 System 1.000 0.6D+0.6W1> D+WI> Design Load Combinations - Wall - Panel No. Origin I Factor I Application Description I 2 System System 1 11.000 1.000 0.6 WI> 0.6 <W2 l> kW2 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. Date: 1/.12/2015 Bu,le,Mnnu,awu,,na Calculations Package 14-024315 Time: 02:25 PM Page: 24 of 71 Deflection Load Combinations - Framin2 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 WI> WI> 3 System 1.000 60 180 0.42 <W I <W I 4 System 1.000 60 180 0.42 W2> V2> 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 - Deflection Load Combinations - Purlin No. Origin Factor Deflection Application Description I System 1.000 150 1.0 L L 2 System 1.000 180 0.42 WI> W 1> 3 System 1.000 180 0.42 <W2 VV2 Deflection Load Combinations - Girt No. I Ori inFactor Load Deflection Application Description I 2 System System 1.000 1.000 90 90 0.42 W1> 0.42 <W2 WI> <W2 Deflection Load Combinations -Roof -Panel No. Origin Factor I Def H I Def V Application Description 1 System 1.000 1 60 1 60 10.42 <W2 J<W2 Load Type Descriptions 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 I, 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, I Span PHI Partial Load, Half, I Span PF2 Partial Load, Full, 2 Spans PH2 Partial Load, Half, 2 Spans S> Snow - Notional Right <S Snow - Notional Left SMS Specified Min. Roof Snow SMS> Specified Min. Roof Snow - Notional Right <SMS Specified Min. RoofSnow- Notional Left PSI Partial Load, Half Span 1 PS2 Partial Load, Half Span 2 W Wind Load WI> Wind Load, Case 1, Right <W 1 Wind Load, Case I, Left W2> Wind Load, Case 2, Right <W2 Wind Load, Case 2, Left W3> Wind Load, Case 3, Right <W3 Wind Load, Case 3, Left W4> Wind Load, Case 4, Right <W4 Wind Load, Case 4, Left W5> Wind Load, Case 5, Right <W5 Wind Load, Case 5, Left W6> Wind Load, Case 6, Right <W6 Wind Load, Case 6, Left WP Wind Load, Parallel to Ridge WPR Wind Load, 11 Ridge, Right WPL Wind Load, 11 Ridge, Left WPAI Wind Parallel - Ref A, Case I WPA2 Wind Parallel - Ref A, Case 2 WPB I Wind Parallel - Ref B, Case I WPB2 Wind Parallel - Ref B, Case 2 WPC I Wind Parallel - Ref C, Case I WPC2 Wind Parallel - Ref C, Case 2 WPDI Wind Parallel - Ref D, Case 1 W PD2 Wind Parallel - Ref D, Case 2 WB I> Wind Brace Reaction, Case 1, Right <WB 1 Wind Brace Reaction, Case 1, Left WB2> Wind Brace Reaction, Case 2, Right <WB2 Wind Brace Reaction, Case 2, Left WB3> Wind Brace Reaction, Case 3, Right <WB3 Wind Brace Reaction, Case 3, Left WB4> Wind Brace Reaction, Case 4, Right <WB4 Wind Brace Reaction, Case 4, Left WB5> Wind Brace Reaction, Case 5, Right <WB5 Wind Brace Reaction, Case 5, Left WB6> Wind Brace Reaction, Case 6, Right <WB6 Wind Brace Reaction, Case 6, Left MW Minimum Wind Load MWB Minimum Wind Bracing Reaction E Seismic Load E> Seismic Load, Right <E Seismic Load, Left EG Vertical Seismic Effect EG+ Vertical Seismic Effect, Additive EG- Vertical Seismic Effect, Subtractive EB> Seismic Brace Reaction, Right <EB Seismic Brace Reaction, Left FL Floor Live Load FL* Alternate Span Floor Live Load, Shifted Right *FL Alternate Span Floor Live Load, Shifted Left File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aurtER ' Butler Manufacturing Calculations Package 14-024315 Date: 1/12/2015 Time: 02:25 PM Page: 25 of 71 Load Type Descriptions r Load "„ Type Descriptions FDFloor Dead Load AL Auxiliary Live Load AL* Auxiliary Auxiliary Live Load, Right, Right *AL> Auxiliary Live Load, Right, Left <AL* Auxiliary Live Load, Left, Right <*AL Auxiliary Live Load, Left, Left AL* Aux Live, Right *AL .+ Aux Live, Left AL*>(1) Auxiliary Live Load, Right, Right, Aisle I *AL>(l) Auxiliary Live Load, Right, Left, Aisle l <AL*(i) Auxiliary Live Load, Left, Right, Aisle I <*AL(1) - Auxiliary Live Load, Left, Left, Aisle I AL*(I) Aux Live, Right, Aisle I 1` *AL(I) Aux Live, Left, Aisle 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 + *AI>(3) * Auxiliary Live Load, Right, Left, Aisle 3 <AL*(3) Auxiliary Live Load, Left, Right, Aisle 3 <*AL(3) Auxiliary Live Load, Left, Left, Aisle 3 AL*(3) Aux Live, Right, Aisle 3 *AL(3) Aux Live, Left, Aisle 3 AL*>(4) Auxiliary Live Load, Right, Right, Aisle 4 *AL>(4) Auxiliary Live Load, Right, Left, Aisle 4 <AL*(4) Auxiliary Live Load, Left, Right, Aisle 4 '. <*AL(4) Auxiliary Live Load, Left, Left, Aisle 4 AL*(4) Aux Live, Right, Aisle 4 *AL(4) Aux Live, Left, Aisle 4 AL*>(5) Auxiliary Live Load, Right, Right, Aisle 5, *AL>(5) Auxiliary Live Load, Right, Left, Aisle 5 <AL*(5) Auxiliary Live Load, Left, Right, Aisle 5 <*AL(5) Auxiliay 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, Leff I WALB> Wind, Aux Live Bracing Reaction, Right <WALB Wind, Aux Live Bracing Reaction, Left ALB>(I) 'Aux Live Bracing Reaction, Right, Aisle I <ALB(I) Aux Live Bracing Reaction, Left, Aisle I WALB>(I) + Wind, Aux Live Bracing Reaction, Right, Aisle I <WALB(1) Wind, Aux Live Bracing Reaction, Left, Aisle I ALB>(2) Aux Live Bracing Reaction, Right, Aisle 2 <ALB(2) Aux Live Bracing Reaction, Left, Aisle 2 ; WALB>(2) Wind, Aux Live Bracing Reaction, Right, Aisle 2 <WALB(2) Wind, Aux Live Bracing Reaction, Left, Aisle 2 ALB>(3) Aux Live Bracing Reaction, Right, Aisle 3 <ALB(3) Aux Live Bracing Reaction, Left, Aisle 3 WALB>(3) Wind, Aux Live Bracing Reaction, Right, Aisle 3 <WALB(3) Wind, Aux Live Bracing Reaction, Left, Aisle 3 ALB>(4) Aux Live Bracing Reaction, Right, Aisle 4 1 <ALB(4) Aux Live Bracing Reaction, Left, Aisle 4 ' WALB>(4) Wind, Aux Live Bracing Reaction, Right, Aisle 4 <WALB(4) Wind, Aux Live Bracing Reaction, Left, Aisle 4 ALB>(5) Aux Live Bracing Reaction, Right, Aisle 5 <ALB(5) Aux Live Bracing Reaction, Left, Aisle 5 WALB>(5) Wind, Aux Live Bracing Reaction, Right, Aisle 5 <WALB(5) Wind, Aux Live Bracing Reaction, Left, Aisle 5 WALB Wind, Aux Live Bracing Reaction AD Auxiliary Dead Load U0 User Defined Load U I User Defined Load - I U2 User Defined Load - 2 U3 User Defined Load - 3 U4 User Defined Load - 4, U5 User Defined Load - 5 i U6 User Defined Load - 6 U7 User Defined Load - 7 U8 User Defined Load -8 U9 User Defined Load - 9 UB' User Brace Reaction UB I User Brace Reaction - I U132 User Brace Reaction - 2 U133 User Brace Reaction - 3 U134 User Brace Reaction - 4 U135 User Brace Reaction - 5 i UB6 User Brace Reaction - 6 U137 I User Brace Reaction - 7UN , User Brace Reaction - 8 UB9 User Brace Reaction - 9 I R Rain Load T Temperature Load V Shear User Applied Surface Loads (Local Coordinate System) 11.00 14/6/0 Side Shape Units Type Description Ma • R -Loc Y -Loc Frm .Brc Grt Pur Pnl Supp. Dir. Loc. 3 SP psf W Wind Substraction: Parts - Interior 11.00 0/0/0 0/0/0 N N Y N Y N OUT OF Area: Parts - Interior Area 3 SP psf W Wind Substraction: Part's - Interior 11.00 0/0/0 15/7/0 N N Y N Y N OUT OF Area: Parts - Interior Area 3 SP psf W Wind Substraction: Parts - Interior 11.00 14/6/0 14/5/4 N N Y N Y N OUT OF Area: Parts - Interior Area 3 SP psf W Wind Substraction: Parts - Interior 11.00 14/6/0 0/0/0 N N Y N Y N OUT OF Area: Parts - Interior Area 3 SP psf W Wind Substraction: Parts - End 11.00 14/6/0 0/0/0 N N Y N Y N OUT OF Zone 2: Parts - End Zone 2 3 SP psf W Wind Substraction: Parts - End 11.00 14/6/0 14/5/4 N N Y N Y N OUT OF Zone 2: Parts - End Zone 2 3 SP psf W Wind Substraction: Parts - End 11.00 20/0/0 14/0/0 N N Y N Y N OUT OF Zone 2: Parts - End Zone 2 3 SP psf W Wind Substraction: Parts - End 11.00 20/0/0 0/0/0 N N Y N Y N OUT OF Zone 2: Parts - End Zone 2 3 SP psf W Wind Substraction: Primaries - 11.00 0/0/0 0/0/0 Y Y N N N N OUT OF Interior Area: Primaries - Interior Area File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' 413urLE—A Date: 1/12/2015 -------------- 9.U., Mn nufn,I.g• Calculations Package 14-024315 Time: 02:25 PM Page:>26 of 71 Units 3 SP psf W Wind Substraction: Primaries - 11.00 0/0/0 15/7/0 Y Y N N N N OUT OF 69.14 14/0/0 N IN -0.987 Interior Area: Primaries - Interior Interior Area ->Resolved From Plane 2000 plf . W 1> Wind Substraction: Parts - Interior Area: Parts - Area 14/0/0 69.14 14/3/5 t IN -0.987 OF Interior Area ->Resolved From Plane 3 SP psf W. Wind Substraction: Primaries - 11.00 14/6/0 14/5/4 Y Y N N N N OUT OF OUT 0.897 OF Interior Area: Primaries - Interior Interior Area ->Resolved From Plane 2000 plf <W I Wind Substraction: Parts - Interior Area: Parts - -62.83 14/0/0 -62.83 Area N OUT 0.897 OF Interior Area ->Resolved From Plane 3 SP psf W Wind Substraction: Primaries - 11.00 14/6/0 0/0/0 Y Y N N N N OUT OF Zone 2 ->Resolved From Plane • Interior Area: Primaries - Interior 2000 plf W l> Wind Substraction: Parts - End Zone 2: Parts - End 42.85 14/0/0 22.19 14/3/5 N IN Area OF Zone 2 -Resolved From Plane 3 SP psf W Wind Substraction: Primaries - End 11.00 14/6/0 0/0/0 Y Y N N N N OUT OF Zone 2 ->Resolved From Plane Zone 2 (Right): Primaries - End 2000 plf <W I Wind Substraction: Parts - End Zone 2: Parts - End -35.79 14/0/0 -18.53 14/3/5 N OUT . 0.897 OF Zone 2 (Right): Primaries - End Zone 2 ->Resolved From Plane Zone 2 (Right) 3 SP psf W Wind Substraction: Primaries - End 11.00 14/6/0 14/5/4 Y Y N, N N N OUT OF Zone 2 (Right): Primaries - End Zone 2 (Right): Primaries - End Zone 2 (Right) 3 SP psf W Wind Substraction: Primaries - End 11.00 20/0/0 .14/0/0 Y Y N N N N OUT OF Zone 2 (Right): Primaries - End Zone.2 (Right): Primaries - End Zone 2 (Right) 3 SP psf W Wind Substraction: Primaries - End 11.00 20/0/0 0/0/0 Y Y N N N N OUT OF Zone 2 (Right): Primaries - End Zone 2 (Right): Primaries - End Zone 2 (Right) l)ser Defined Frame Line Lnadc for Crnss Section: 5 Side Units Type Description Ma I LocI Mag2 Loc2 Supp. Dir. Coef. Loc. 2000 pIf W l> Wind Substraction: Parts - Interior Area: Parts - 69.14 0/0/0 69.14 14/0/0 N IN -0.987 OF Interior Area ->Resolved From Plane 2000 plf . W 1> Wind Substraction: Parts - Interior Area: Parts - 69.14 14/0/0 69.14 14/3/5 N IN -0.987 OF Interior Area ->Resolved From Plane 2000 plf <W I Wind Substraction: Parts - Interior Area: Parts - -62.83 0/0/0 -62.83 14/0/0 N OUT 0.897 OF Interior Area ->Resolved From Plane 2000 plf <W I Wind Substraction: Parts - Interior Area: Parts - -62.83 14/0/0 -62.83 14/3/5 N OUT 0.897 OF Interior Area ->Resolved From Plane 2000 plf W I> Wind Substraction: Parts - End Zone 2: Parts - End 42.85 0/0/0 42.85 14/0/0 N IN -1.073 OF Zone 2 ->Resolved From Plane • 2000 plf W l> Wind Substraction: Parts - End Zone 2: Parts - End 42.85 14/0/0 22.19 14/3/5 N IN -1.073 OF Zone 2 -Resolved From Plane 2000 plf <W I " Wind Substraction: Parts - End Zone 2: Parts - End -35.79 0/0/0 -35.79 14/0/0 N OUT 0.897 OF Zone 2 ->Resolved From Plane 2000 plf <W I Wind Substraction: Parts - End Zone 2: Parts - End -35.79 14/0/0 -18.53 14/3/5 N OUT . 0.897 OF Zone 2 ->Resolved From Plane f 4 Lt File: 14-024315.011 Version: 2014.26 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sur�ER Date: 1/12/2015 a�ne.mnnu„�,� Calculations Package 14-024315 Time: 02:25 PM Page: 27 of 71 (P Y ! ------------------------- -- X 217.(r 241P � 'R -(r 1© ©'m <*> 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 inghe b consultthe supplier's engineer. 1 �- —�-F .� —.-� File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Origin. «• . Date: 1/.12/2015 '13.11., Calculations Package ,14=02431 S Time: 0225 PM Manufacturing .... �....o 1.000 1.0 D + 0.6 W I> , D + W 1> r 2 Page: 28 of 71 Bracing y Suritmarport ^ w:.,: .: .: . -777777777 77777777 `+ D + <W I M, Shape: Addition System 1.000 Loads and Codes - Shape: Addition + 4 City: Chico • County: Butte State: California Country: United States Building Code: 2013 California Building Code Built Up: I OAISC'-ASD Rainfall: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 07AISI - ASD 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) 6 Dead and Collateral Loads 1.000 Roof Live Load Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.30 psf, . Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf D + W4> Wind Load Snow Load. Seismic Load Wind Speed: l 10.00 (85.21) mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:61.00 %g The'Low Rise' Method is Used Flat Roof Snow: 0.00 psf �' ,� Mapped Spectral Response - S I :27.00 %g Wind Exposure (Factor): C (0.849) Design Snow (Sloped): 0.00 psf Seismic Design Category: D Parts Wind Exposure Factor: 0.849 • Rain Surcharge: 0.00 Seismic Importance: 1.000 Wind Enclosure: Enclosed - Exposure Category (Factor): 2 Partially Exposed (1.00) Framing Fundamental Period: 0.2416 Topographic Factor: 1.0000 Snow Importance: 1.000 Bracing Fundamental Period: 0.1508 •t l2 Thermal Category (Factor): Heated (1.00) Framing R -Factor: 35000 NOT Windbome Debris Region Ground / Roof Conversion: 0.70 Bracing R -Factor: 3.2500 " Base Elevation: 0/0/0 %Snow Used in Seismic: 0.00 Soil Profile Type: Stiffsoil (D, 4) Primary Zone Strip Width: 11/0/0 Seismic Snow Load: 0.00 psf Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: N/A Unobstructed, Slippery Frame Redundancy Factor: 1.3000 Basic Wind Pressure: 22.35 psf , f Brace Redundancy Factor: 1.3000 1.0 D + 1.0 CG + 0.6 W I> - Frame Seismic Factor (Cs): 0.1524 x W System Derived 1.000 Brace Seismic Factor (Cs): 0.1642 x W D + CG + <W I - -Design Spectral Response - Sd 1: 0.3348 1.000 1.0 D + 1.0 CG + 0.6 W2> Design Spectral Response - Sds: 0.5335 Deflection Conditions System Derived . 1.000 Frames are vertically supporting: Metal Roof Purlins and Panels D + CG + <W2 Frames are laterally supporting: Metal Wall Girts and Panels ' System Derived Purlins are supporting:Metal Roof Panels 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3> ' Girts are support i ng: Metal Wall Panels System Derived 1.000 nation r nad ! nmhinatinnc _ R-inu D + CG + <W3 21 No. Origin. Factor Application Description 1 System 1.000 1.0 D + 0.6 W I> , D + W 1> r 2 System 1.000 1.0 D + 0.6 <W I D + <W I 3 System 1.000 1.0D+0.6 W25. +W2> 4 System 1.000 LO 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 _ System 1.000 - 0.6 MW " MW - Wall: 3 l2 System 1.000 0.6 MW, ; MW - Wall: 4 13 System 1.000 1.0 D + 0.7 E> D + E> 14 System 1.000 1.0 D + 0.7 <E D + <E e 15 System Derived ' L000 . 1.0 D + 1.0 CG + 0.6 W I> D + CG + W I> 16 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W 1 t R D + CG + <W I 17 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> ' 18 System Derived . 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 19 ' System Derived 1.000 1.0 D + 1.0 CG + 0.6 W3> D + CG + W3> ' 20 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W3 D + CG + <W3 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W4> D + CG + W4> 22 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W4 D + CG + <W4 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W I> D + CU + W 1> 24 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W I 25 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W2>. D + CU + W2> , 26 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 , D + CU + <W2 27 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W3> + CU + W 3> File: 14-024315.011 '. Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc., �TLER Bracing Length Date: 1/12/2015 Design . Seismic Calculations Package 14-024315 Time: 02:25 PM Butler Manufacturing Design Comment No. Shape (ft) web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Page: 29 of 71 Factor 28 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W3 D+CU+<W3 " R 0.375 27.94 29 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W4> ' 0.117 D + CU + W4> passed OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 30 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W4 ' -0.30 D + CU + <W4 1.0000 0.117 31 System Derived 1.000 LO D + 1.0 CG + 0.7 E> + 0.7 EG+ 80.375 D + CG + E> + EG+ 9.0 -0.64 32 System Derived 1.000 1.0 D + 1.0 CG + 0.7 <E + 0.7 EG+ passed D + CG + <E + EG+ 4 R 0.375 33 System Derived 1.000 0.6 D + 0.6 CG + 0.7 E> + 0.7 EG- 1.0000 D + CG + E> + EG - I.OD+0.7E> 34 System Derived + 1.000 0.6 D + 0.6 CG + 0.7 <E + 0.7 EG- '^ D + CG + <E + EG- 4 1441 r Diagonal Bracing Member Design Summary: Roof A , Mem. Bracing Length Angle Design . Seismic Stress Stress. Governing Design Comment No. Shape (ft) web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. Axial k) Factor Factor Ratio 'Load Case Status I R 0.375 27.94 29.8 -0.30 1.0000 1.0000 0.117 I.OD+I.00G+0.7F>+0.7EG+ passed OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 R 0.375 27.94 29.8 ' -0.30 1.0000 1.0000 0.117 I.OD+I.00G+0.7<E+0.7EG+ passed 3 80.375 24.96 9.0 -0.64 1.0000 1.0000 0.251 I.OD+0.7<E passed 4 R 0.375 24.96 9.0 -0.64 1.0000 1.0000 0.251 I.OD+0.7E> passed Mem. End Diagonal Connection Design Infonnation 1 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7E>+0.7EG+, Factored F = 0.30, 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 LOD+I.00G+0.7E>+0.7EG+, Factored F = 0.30, E factor= 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, » PASSED. 2 Left Slot: Web Thk = 0.134, Load Case 1.OD+I.00G+0.7<E+0.7EG+, Factored F = 0.30, 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 l .OD+I.00G+0.7<E+0.7EG+, Factored F = 0.30, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 3 Left Slot: Web Thk = 0.134, Load Case I.OD+0.7<E, Factored F = 0.64, 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 l .OD+0.7<E, Factored F = 0.64, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, » PASSED. 4 Left Slot: Web Thk = 0.134, Load Case I.OD+0.7E>, Factored F = 0.64, 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 l .OD+0.7E>, Factored F = 0.64, E factor = 1.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld • OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inca - �LITLEW Date: 1/12/2015 Butler Manufacturing - Calculations Package 14-024315 Time: 02:25 PM Page: 30 of 71 ninonnnl Rrarina A•lamhar ni—ion Qummary Sidawall Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape (ft) web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture ofweb OK, >> PASSED. Axial k) Factor Factor Ratio Load Case Status I R 0.375 27.39 30.3 -1.07 1.3000 1.0000 0.542 LOD+I.00G+0.7<E+0.7EG+ passed 2 R 0.375 27.39 30.3 -1.08 1.3000 1.0000 0.548 I.OD+I.00G+0.7E>+0.7EG+ passed Mem. End Diagonal Connection Design Information Left Slot: Web Thk = 0:134, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F = 2.14, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7<E+0.7EG+, Factored F = 2.14, 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 l .OD+I.00G+0.7E>+0.7EG+, Factored F = 2.16, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+I.00G+0.7F->+0.7EG+, Factored F = 2.16, 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: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. 3 aurtEr: Date: 1/12/2015 B,�,e, Manu/actu. nu Calculations Package 14-024315 Time: 02:25 PM Page: 31 of 71 a.• i.,., Nt—h— no.:.,., c.........,- CM.—.11 e Mem. Bracing Length Angle Design Seismic Stress Stress Governing Design Comment No. Shape ft) OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Axial (k) Factor Factor - Ratio Load Case Status 1 R 0.375 28.34 • 33.0 -1.09 1.3000 1.0000 0.552 I.OD+0.7E> passed 2 R 0.375 28.34 33.0 -1.09 1.3000 1.0000 0.552 1.OD+0.7<E passed Mein. End Diagonal Connection Desi m Information I Left Slot: Web Thk = 0.134, Load Case I.OD+0.7E>, Factored F = 2.18, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+0.7E>, Factored F = 2.18, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. 2 Left Slot: Web Thk = 0.134, Load Case I.OD+0.7<E, Factored F = 2.18, E factor = 2.000, stress increase = 1.000, slot offset, = 3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. Right Slot: Web Thk = 0.134, Load Case I.OD+0.7<E, Factored F = 2:18, E factor= 2.000, stress increase = 1.000, slot offset, =3.000, web -flange weld OK, web direct shear OK, web punching shear OK, tensile fracture of web OK, >> PASSED. I A t t1P Ori in BUTLER Date: 1/12/2015 Description Calculations Package 14-024315 Time: 02:25 PM ......,_ ... 1.000 e... Page: 32 of 71 Secondary=Summary Report System Derived Loads and Codes - Shape: Addition 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 WB I> t, City: Chico County: Butte State: California Country: United States Building Code: 2013 California Building Code Built Up: ' 1 OAISC - ASD Rainfall: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 07AISI - ASD 3000.00 psi Concrete Building Risk/Occupancy Category: 11 (Standard Occupancy Structure) Dead and Collateral Loads Roof Live Load I Collateral Gravity:3.00 psf Roof Covering + Second: Dead Load: 2.30 psf - + Roof Live Load: 20.00 psf Reducible Collateral Uplift: 0.00 psf Frame Weight (assumed fo'r scismic):2.50 psf Wind Load Snow Load Seismic Load Wind Speed: 110.00 (85.21) mph Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:61.00 %g The'Low Rise' Method is Used Flat Roof Snow: 0.00 psf Mapped Spectral Response - S 1:27.00 %g Wind Exposure (Factor): C (0.849) Design Snow (Sloped): 0.00 psf Seismic Design Category: D S Parts Wind Exposure Factor: 0.849 W;dE I E I A4 Rain Surcharge: 0.00 Seismic Importance: 1.000 Ct F 2Prt•II E Afton F F A A02416 m nc osure. nc ose xposure a egory ( ac or). a to y xpose ) ram ng un amen a eno . Topographic Factor: 1.0000Snow Importance: 1.000 Bracing Fundamental Period: 0.1508 Thermal Category (Factor): Heated (1.00) Framing R -Factor: 3.5000 NOT Windbome Debris Region Ground / Roof Conversion: 0.70 Bracing R -Factor: 3.2500 •_ Base Elevation: 0/0/0 % Snow Used in Seismic: 0.00 Soil Profile Type: Stiffsoil (D, 4) Primary Zone Strip Width: 11/0/0 Seismic Snow Load: 0.00 psf Diaphragm Condition: Flexible At Parts / Portions Zone Strip Width: N/A Unobstructed, Slippery Frame Redundancy Factor: 1.3000 Basic Wind Pressure: 22.35 psf - , Brace Redundancy Factor: 1.3000 + Frame Seismic Factor (Cs): 0.1524 x W ' + • y , • _ • . , , ��.. Brace Seismic Factor (Cs): 0.1642 x W ' • Design Spectral Response - Sd 1: 0.3348 ,Design Spectral Response - Sds: 0.5335 + De -inn Load Combinations - Purlin `M No. Ori in Factor + I - Application '- Description I 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 W 1> + 0.6 WB I> t, D + CG + W I> + WB 1> 3 System Derived 1.000 I.0D+1.0CG+0.6<W2+0.6WBI> +CG+<W2+WBI> 4 System Derived` 1.000 0.6D+0.6CU+0.6W1>+0.6WB1> D+CU+W1>+WBI> 5 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB I > D + CU + <W2 + WB I > 6 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45WB1> D+CG+L+WI>+WBI> 7. System Derived 1.000 1.0D+I.0CG+0.75L+0.45<W2+0.45WB1> D + CG + L + <W2 + WBI> 8 System Derived 1.000 1.0D+I.0CG+0.6W1>+0.6<WBI D + CG + WI> + <WBI 9 . System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <W B I D + CG + <W2 + <W B I 10 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WBI , .'* D+CU+W1>+<WB1 11 System Derived 1.000 0.6D+0.6CU+0.6<W2+0.6<WBI ' r D+CU+<W2+<WBI 12 System Derived 1.000 LO D + l .0 CG + 0.75 L + 0.45 W I> + 0.45 <WB 1 ' D + CG + L + W 1> + <WB 1 13 System Derived 1.000 1.0 D + 1.0 CG + 0.15 L + 0.45 <W2 + 0.45 <WB I D + CG + L + <W2 + <WBI 14 System Derived, 1.000 I.OD+I.00G+0.6W1>+0.6WB2> �' +CG+WI>+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 0.6D+0.6CU+0.6W1>+0.6WB2>- " D + CU + WI> + WB2> 17 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB2> v'' D+CU+<W2+WB2> 18 System Derived 1.000 I.0D+I.0CG+0.75L+0.45W1>+0.45WB2> D+CG+L+WI>+WB2> 19 System Derived 1.000 LO D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB2> D + CG + L + <W2 + WB2> 20 System Derived 1.000 1.0D+1.0CG+0.6W1>+0.6<WB2 r D + CG + WI> + <WB2 21 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB2 D + CG + <W2 + <WB2 22 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB2 D+CU+W1>+<WB2 23 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB2 D + CU + <W2 + <WB2 24 System Derived .1.000 1.0 D + 1.0 CG + 0.75 L'+ 0.45 W I> + 0.45 <WB2 D + CG + L + W l> + <WB2 25 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 <WB2 D + CG + L + <W2 + <WB2 26 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W I> + 0.6 WB3> D + CG + W I> + 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 0.6D+0.6CU+0.6W1>+0.6WB3> +CU+WI>+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+0.45WI>+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> D + CG + L + <W2 + WB3> 32 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W 1> + 0.6 <WB3 D + CG + W 1> + <WB3 33 System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB3 D + CG + <W2 + <WB3 34 System Derived 1.000 0.6D+0.6CU+0.6W1>+0.6<WB3 D + CU + W I > + <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 I.0D+I.0CG+0.75L+0.45WI>+0.45<WB3 D + CG + L + WI> + <WB3 P File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' ' " '� . !` a�•1 A n .`J as - t Factor t B(JTLER Date: 1/12/2015 Calculations Package 14-024315 - : : Time: 02:25 PM ...... ���_ Page: 33 of 71 System . 37 System Derived 1.000 1.0D+1.0CG+0.75L+0.45<W2+0.45<WB3• D + CG + L + <W2 + <WB3 System 1.000 38 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 WB4> D + CG + W1> + WB4> 1.000 180 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 0.6D+0.6CU+0.6W1>+0.6WB4> �_ ` !, - +CU+WI>+WB4> 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 WB4> '' t D + CU + <W2 + WB4> . s � + ,. _ _ a . •+ .. J 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W I> + 0.45 WB4> I D + CG + L + W I> + W B4> • . .. � � 43 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 + 0.45 WB4> ,- ,, D + CG + L + <W2 + WB4> 44 System Derived 1.000 1.0 D + 1.0 CG + 0.6 W1> + 0.6 <WB4 4 D + CG + W 1> + <WB4 - _. = t r �� i•'1.+ 45 • System Derived 1.000 1.0 D + 1.0 CG + 0.6 <W2 + 0.6 <WB4 e D + CG + <W2 + <WB4 46 System Derived 1.000 0.6 D + 0.6 CU + 0.6 W1> + 0.6 <WB4 D + CU + W I> + <WB4 47 System Derived 1.000 + 0.6 D + 0.6 CU + 0.6 <W2 + 0.6 <WB4; { + CU + <W2 + <WB4 48 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W1> +,0.45 <WB4 : �• ' D + CG + L + W 1> + <WB4 49 %"System Derived 1.000 1.0 D + 1.0 CG + 0.75 L`+ 0.45 <W2 + 0.45 <WB4 `." + .-. D + CG + L + <W2 + <WB4 50 System Derived 1.000 1.0 D + 1.0 CG + 0.7 EB> + 0.7 EG+ . R 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+ Version: 2014.2b 53 System Derived 1.000 6.6 D + 0.6 CU + 0.7 <EB + 0.7 EG- - 'D+CU+ _ <EB +EG-. •Desi n Load Combinations - Girt No. Ori in- Factor Application Description System 1.000 0.6 W1> l> * - : 2t System 1.000 0.6 <W2 ' r <W2 ' •- Deflection Load Cnmhinatianc _ Purlin J No. Origin 1 Factor Deflection Application 'Description I' System . 1.000 150 1.0 L L r 2 System 1.000 180 0.42 W 1> rq `� - I> 3 System 1.000 180 1 ^ , _ 0.42 <W2 <W2 Deflection Load Combinations - Girt J I No. I Origin I Factor I Deflection I Application Description 2 ' - System, Sys 1.000 1.000 90 90 0.42 W1>' 0.42 <W2' WI> ` J<W2 ,W _ , IL Y . s � + ,. _ _ a . •+ .. J ' - -.• • ' � t« •t� �. •,! � t. -�} • I R '� , .. L"R ar i R-, .,,rJ , • . .. � � .y♦... j^ • - _. = t r �� i•'1.+ ` + IL Y . s � + ,. _ _ a . •+ .. J ' - -.• • ' � t« •t� �. •,! � t. -�} • I R '� , .. L"R ar i R-, .,,rJ , • . .. � � .y♦... j^ • - _. = t r �� i•'1.+ ` + 411 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings'North'America, Inc.i� 0 �rLER . Date: 1/12/2015 Manufacturing- ` Calculations Package 14-024315 • Time: -02:25 PM •Page: 34 of 71 Wall:�l.. i,,y ,.. �• a ------------------------ 1 a ---- ----------------------------------- . t Len i Design ---- ----------------------------------- . t Len i Design Detail Lap Exterior Interior Exterior • % % % . % Ld Lap % % % % Ld % 0 % % Ld Lap Id (ft) Status in.) Btid Shr Cmb We Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs in. IB0 .+. Dimension Key ' Maximum Secondary Designs for Shape Addition on Side I r Des Len Description' Fy(ksi) Design Detail Lap Exterior Interior Exterior • % % % . % Ld Lap % % % % Ld % 0 % % Ld Lap Id (ft) Status in.) Btid Shr Cmb We Cs (in.) Bnd Shr Cmb Wcp Cs Bnd Shr Cmb Wcp Cs in. 1,1 20.00 8.50x0.073 Z Sim -60.0 Yes 0.0 0.93 0.00 0.57 0.00 1 2,1 20.00 8.50x0.060 Z Sim -60.0 Yes, 0.0 0.78 0.00 0.48 0.00 1 Maximum Secondary Deflections for Shape Addition on Side 1 Desi Id Segment Deflection in. Ratio ' Location(ft) Load Case Description a 0.42W1> 2 1 0.48 L/498) 10.00 1 0.42 W 1> a File: 14-024315.011 •� Version: 2014.2b.'. Butler Manufacturing, a division of BlueScope Buildings North America, Inc. ' ' • ti 1, 0.64 `(L/377) 10.00 1 a 0.42W1> 2 1 0.48 L/498) 10.00 1 0.42 W 1> B[/TLER , Date: 1/.12/2015 --Calculations Package 14-024315 = Time: 02:25 PM ' ,Y Butler Manufacturing .� ._...,.,-....a.-._..._ Page:•35 of 71 ' WAIT::2 7: s. 7 F ----------------------------------------------- ----- --- ------ -----------`--------------------- ----------------------------- 1EILt SECONDARY ELEVATION ATA Dimension Key 2 6 3 2'-6" . r Maximum Secnndnry ne6am for Shane Additinn nn Side 7 �•' - - Des; Len Description - Fy(ksi) Design Detail Lap - Exterior Interior Exterior . %. % % % - Ld Lap % % % % Ld % ' % % % Ld Lap Id ' (ft) l Status (in.) Bnd Shr Cmb We Cs (in.) Bnd Shr Cmb We Cs Bnd Shr Cmb We Cs in.) U 26.00 ` 8.50x0.113 Z Sim -60.0 Yes 0.0 ( L/291) 11.50 1 0.42W I> 5 1 1.00 0.00 0.00 0.00 1 6 l 0.21 ( L/751 6.50 _ 1 . 1,2 5.50 8.500.060 Z Sim -60.0 Yes 0.0 0.11 0.00 0.07 0.00 1 2,1 2.50 - 8.500.060 Z Sim -60.0 Yes 0.0 0.02 0.00 0.01 0.00 1 2,2 24.00 8.500.098 Z Sim -60.0 Yes 0.0 0.99 0.00 0.00 0.00 1 2,3 . 19.50 8.50x0.073 Z Sim -60.0 Yes 0.0' 0.98 0.000.00 0.00 I 'r 3,1 16.00 8.500.060 C Sim -60.0 Yes 0.0 j 0.07 0.00 0.00 0.00 1 4,1 . 24.00 8.500.079 Z Sim -60.0 Yes 0.0 0.97 0.14 0.61 0.00 1 -5,1 13.00 8.50x0.060 C Sim -60.0 Yes • 0.0 0.69 0.10 0.57 0.00 1 �• 6,1 ` 13.00 8.50x0.060 C Sim -60.0 Yes 0.0 0.60 0.00 0.00 0.00 1 Maximum Secondary Deflections for Shape Addition on Side 2 t Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description ' 1 1.26 ( L/247) 13.00 1 0.42W I> 1 y 2 2 1 • 2 2 1.06 (L/271) 14.50 1 t• 0.42W1> 2, 3 -' 0.64 (L/365) 36.50 1 0.42Wl> ' 3 1 0.00 (U7259) 8.00 1 0.42W1>' J. 4 1 0.99 ( L/291) 11.50 1 0.42W I> 5 1 0.23 (U664) 6.50 1 t 0.42W I> 6 l 0.21 ( L/751 6.50 _ 1 . 0.42W I> 1 7 77 77 t f 3. a d Y . + t File: .14-024315.011'. Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc: - f rcEfz Date: 1/12/2015 utler Mnnufaing 4Calculations,Package 14-024315' Time: 02:25 PM f l Bctur- .. , ' �+����� • Page: 36 of 71 ' Wall, "3 �. rr` 'i is r, �. ,,,..R 7777. .f r_ fr b5 a .- . p - �' 'E - -------------- --------- `. t • ii i -----' - ----------------------- r - I . rte... .. � , - i' •. ` ` - ' ' •` . , .. 1130' Dimension Key 1 Y-6.. : r Maximum Secondary Designs for Shape Addition on Side 3 � I i Detail Exterior Interior Exterior Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % " % % Ld % % % % Ld Lap Id ft Status (in.), Bnd Shr Cmb Wcp Cs in.) Bnd Shr Cmb Wcp Cs Bnd Shr. Cmb Wcp Cs (in. 1,1 20.00 8.500.060 Z Sim -60.0 Yes 0.0 0.65 0.00 0.40 0.00 1 2, I 20.00 8.50x0.060 Z Sim -60.0 Yes 0.0 . 0.40 0.00 0.00 0.00 -1 Maximum Secondary Deflections for Shape Addition on Side 3 a= M - File: 14-024315.011 - Versioh' 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, -Inc. Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description ' 1 l 0.40 (L/599) 10.00 1 - 0.42W l> 2 I 0.24 L/981 10.00 t 0.42W1> Detail Exterior Interior Exterior Des Len Description - Fy(ksi) Design Lap % % % % Ld Lap % % " % % Ld % % % % Ld Lap Id ft Status (in.), Bnd Shr Cmb Wcp Cs in.) Bnd Shr Cmb Wcp Cs Bnd Shr. Cmb Wcp Cs (in. 1,1 20.00 8.500.060 Z Sim -60.0 Yes 0.0 0.65 0.00 0.40 0.00 1 2, I 20.00 8.50x0.060 Z Sim -60.0 Yes 0.0 . 0.40 0.00 0.00 0.00 -1 Maximum Secondary Deflections for Shape Addition on Side 3 a= M - File: 14-024315.011 - Versioh' 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, -Inc. Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description ' 1 l 0.40 (L/599) 10.00 1 - 0.42W l> 2 I 0.24 L/981 10.00 t 0.42W1> Maximum Secondary Deflections for Shape Addition on Side 3 a= M - File: 14-024315.011 - Versioh' 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, -Inc. Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description ' 1 l 0.40 (L/599) 10.00 1 - 0.42W l> 2 I 0.24 L/981 10.00 t 0.42W1> ' 1 l 0.40 (L/599) 10.00 1 - 0.42W l> 2 I 0.24 L/981 10.00 t 0.42W1> L Open SECONDARY ELEVATION ATC Dimension Key r _ 1 6" ! 4 { 2 . 1,-0,. • , L SECONDARY ELEVATION ATC Dimension Key r _ 1 6" ! 4 { 2 . 1,-0,. • , �} File: 14-024315.01 I'• '` Version: 2014.2b ' - 3 = Butler Manufacturing, a division of BlueScope Buildings North America, Inc. aurLEn Date: 1/12/2015 ------------- Bun°r Manufacturing Calculations Package 14-024315 Time: 02:25 PM Page: 38 of 71 Roof: A Maximum Secondary Designs for Shape Addition on Side A Des Len Description - Fy(ksi) Design Detail Lap Exterior Interior Exterior % % % % Ld Lap % % %% ( L/560) Ld % % % % Ld Lap Id (ft) 0.42W 1> Status in.) Bnd Shr Cmb We Cs (in. Bnd Shr Cmb We Cs Bnd Shr Cmb Wcp Cs in.) 1,1 20.00 8.500.060 Z Con -60.0 Yes 22.5 (L/256) 56.00 1 LOL 2 4 0.92 0.53 0.91 0.00 1 0.62 0.31 0.69 0.00 l 22.5 1,2 24.00 8.500.060 Z Con -60.0 Yes 22.5 0.62 0.31 0.69 0.00 1 22.5 0.93 0.52 0.91 0.00 1 0.50 0.29 0.57 0.00 1 22.5 1,3 24.00 8.500.060 Z Con -60.0 Yes 16.5 0.50 0.27 0.56 0.00 1 16.5 0.88 0.47 0.84 0.00 1 0.67 0.20 0.70 0.00 1 16.5 1,4 27.00 8.500.079 Z Con -60.0 Yes 46.5 0.67 0.24 0.71 0.00 1 46.5 0.99 0.31 0.85 0.00 1 2,1 20.00 8.500.060 EZ Sim -60.0 Yes 0.0 0.57 0.00 0.61 0.00 40 2,2 24.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.69 0.00 0.74 0.00 40 2,3 24.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.69 0.00 0.73 0.00 46 2,4 27.00 8.500.060 EZ Sim -60.0 Yes 0.0 0.91 0.00 0.94 0.00 46 3,1 20.00 8.50x0.060 Z Con -60.0 Yes 22.5 0.86 0.41 0.93 0.00 43 0.45 0.23 0.50 0.00 1 10.5 3,2 24.00 8.50x0.060 Z Con -60.0 Yes 22.5 0.45 0.23 0.50 0.00 1 10.5 0.90 0.43 0.83 0.00 1 0.37 0.22 0.43 0.00 1 10.5 3,3 24.00 8.50x0.060 Z Con -60.0 Yes 16.5 0.37 0.20 0.42 0.00 1 16.5 0.84 0.37 0.92 0.00 43 0.59 0.20 0.62 0.00 1 16.5 3,4 27.00 8.500.079 Z Con -60.0 Yes 46.5 0.59 0.24 0.63 0.00 1 34.5 0.97 0.37 0.86 0.00 1 4,1 20.00 8.500.060 EZ Sim=60.0 Yes 0.0 0.24 0.00 0.26 0.00 43 4,2 24.00 8.500.060 EZ Sim -60.0 Yes 0.0 0.37 0.00 0.41 0.00 37 4,3 24.00 8.50x0.060 EZ Sim -60.0 Yes 0.0 0.37 0.00 0.41 0.00 37 4,4 27.00 8.500.060 EZ Sim -60.0 Yes 0.0 0.45 0.00 0.00 0.00 1 Maximum Secondary Deflections for Shape Addition on Side A Design Id Segment Deflection(in.) Ratio Location(ft) Load Case Description 1 1 0.43 (L/542) 8.50 2 0.42W I> l 2 -0.51 ( L/560) 32.38 1 LOL 1 3 -0.11 (L/2511) 63.38 2 0.42W 1> 1 4 -1.34 ( L/233) 82.38 1 LOL 2 1 -0.49 (L/479) 10.50 1 1.OL 2 2 -1.12 ( L/256 ) 32.00 1 1.OL 2 3 -1.12 (L/256) 56.00 1 LOL 2 4 -1.54 (U202) 81.00 1 1.01- 3 1 -0.32 ( L/727) 8.50 1 LOL 3 2 -0.43 ( L/664) 32.38 1 1.01, 3 3 0.10 (L/2945) 64.38 1 1.01- .OL3 3 4 -1.20 ( L/261) 82.38 1 LOL 4 1 -0.25 ( L/946) 10.50 1 1.01, 4 2 -0.57 ( U506) 32.00 1 LOL 4 3 -0.57 ( L/506) 56.00 1 1.01, 4 4 -0.78 U400) 81.00 1 LOL Purlin Anchorage Forces for Shape Addition, Roof A, Panel Type is BRU, Pitch= 0.950:12 AR Clip if req'd - ARCI File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Reference Frm-Line Located rCi Force per Anch. Line(k) Force per Anchor Anch. Allow Simple? Diaphragm B[JTLER Actual Defl - Date 1/12/2015 � ti ' •. +Butler Calculations Package 14-024315 0.02D Time: 02:25 PM Manufacturing •�'�� Width �' , '�' � -15.90 Page: 39 of 71 4 20.00 N 20.06 0.667 Bay Thickness Load(psf) Ld Case #Purlins Length 24.00 N 20.06 0.800 • . -• 0.056 Reference Frm-Line Located rCi Force per Anch. Line(k) Force per Anchor Anch. Allow Simple? Diaphragm Allowable Defl Actual Defl Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame 0.02D O.00D (k) 0.13B Width 0,4 0.079 1 0.060 -15.90 1 4 20.00 N 20.06 0.667 0.040 2 0.060 -15.90 1 . 4 24.00 N 20.06 0.800 • . -• 0.056 • . 3 0.060 -15.90 1 4 24.00' r N 20.06 0.800 • 0.056 . 4 0.079 -15.90 1. 4 27.00 r N 20.06 f 0.900 0.079 Reference Frm-Line Located rCi Force per Anch. Line(k) Force per Anchor Anch. Allow Req'd AR Anchors ' Actual AR, STD Required Stiffness Available Stiffness ". Diaphragm Allow Diaphragm Shr Diaphragm Stress Ratio 1(0.00) Frame 0.02D O.00D (k) 0.13B 0 , 0,4 0.079 1.982 0.086 0.001 0.008 2(20.00) Frame 0.06D 0.0113 (k) 0.22B 0 0,4 0.301 4.012 0.086 0.001 0.014 3(44.00) Frame 0.07D 0.0113 (k) 0.226 0 ,0,4 0.306 3.998 0.086 .0.001 0.014 4(68.00) Frame 0.04U O.OI U (k) 0.30B 0 , 0, 4 0.185. 5.504 • 0.086 0.003 0.032 5(95.00) Frame 0.09U - 0.02U k) 0.1.8B 0 .0, 4. 0.420 - 3.173 0.086 0.004 0.044 aur�ER Date: 1/12/2015 - •' `. Calculations Packa a 14-024315 g Time: 02:25 PM Butter Manufacturing •� ���- Page: 40 of 71 � Framing -Summary ort 7777 777777! 7�. 7f 7,77 7 77- 7. 7 .7-77 777' Loads and Codes - Shape: Addition City: Chico County: Butte State: California Country: United States Building Code: 2013 California Building Code Built Up: I OAISC -ASD Rainfall: 4.00 inches per hour Based on Building Code: 2012 International Building Code Cold Form: 07AIS1 = ASD 3000.00 psi Concrete ' Building Risk/Occupancy Category: II (Standard Occupancy Structure) ' Dead and Collateral Loads r f' ti Roof Live Load T Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.30 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: l 10.00 (85.21) mph . ' Ground Snow Load: 0.00 psf Mapped Spectral Response - Ss:61.00 %g ' The 'Low Rise' Method is Used Flat Roof Snow: 0.00 psf " Mapped Spectral Response - Sl :27.00 %g Wind Exposure (Factor): C (0.849) Design Snow (Sloped): 0.00 psf Seismic Design Category: D Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0:00 Seismic Importance: 1.000 Wind Enclosure: Enclosed Exposure Category (Factor): 2 Partially Exposed (1.00) Framing Fundamental Period: 0.2416 Topographic Factor: 1.0000 Snow Importance: 1.000 r Bracing Fundamental Period: 0.1508 t Thermal Category (Factor): Heated (1.00) Framing R -Factor: 3.5000 NOT Windborne Debris Region Ground / Roof Conversion: 0.70 Bracing R -Factor: 3.2500 Base Elevation: 0/0/0 % Snow Used in Seismic: 0.00 Soil Profile Type: Stiffsoil (D, 4) - Primary Zone Strip Width: 11/0/0 Seismic Snow Load: 0.00 psf Diaphragm Condition: Flexible Parts / Portions Zone Strip Width: N/A Unobstructed, Slippery Frame Redundancy Factor: 1.3000 Basic Wind Pressure: 22.35 psf Brace Redundancy Factor: 1.3000 Frame Seismic Factor (Cs): 0.1524 x W Brace Seismic Factor (Cs): 0.1642 x W • Design Spectral Response - Shc: 0.3348 a Design Spectral Response - Sds: 0.5335 Deflection Conditions , Frames are vertically supporting: Metal Roof Purlins and Panels Frames are laterally supporting: Metal Wall Girts and Panels ` Purlins are supporting:Metal Roof Panels Girts are supporting: Metal Wall Panels ' l r ' File: 14-024315.011 +North Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings America, lnc. ', �r�ER Date: 1/.12/2015 Calculations Package 14-024315 Time: 02:25 PM' Page: 41 of 71 Wa11.,4. _Frame at -.76761077 -77 Frame Cross Section: 1 f1 ® I Dimension Key I 8 1/2" 2 0'-0" 3 2 @ 2'-6 3/8" 4 1 5/8" Frame Clearances Horiz. Clearance between members I (CX001) and 4(CX002): IT -1 7/8" Ven. Clearance at member l (CX001): 13'-11 5/16" Vert. Clearance at member 4(CX002): 12'-7 1/2" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 14-024315.0,11 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BL/TLER Butler Manufacturing Frame Location Design Parameters: Calculations Package 14-024315 Date: 1/12/2015 Time: 02:25 PM Page: 42 of 71 Status 1 0/6!0 1 10/3/0 IRiaid Frame with Posts 1 90.0000 1 1 - I Automatic Desien I nrcion t.nnd Cnmhinafinnc - Frnmino No. Ori in Factor Application Description I System 1.000 1.0 D + 1.0 CG + LO L> D + CG + L> 2 System 1.000 LO D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W 1 D + CG + <W 1 5 System 1.000 LO 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 D + CG + WPR 9 System 1.000 0.6 MW MW -Wall: I 10 System 1.000 0.6 MW MW - Wall: 2 11 System 1.000 0.6 MW MW - Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W I D + CU + <W I . 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> +CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 18 System 1.000 0.6D+0.6 CU+0.6 WPR D +CU+ WPR 19 System 1.000 1.0D+1.0CG+0.75L+0.45W1> D+CG+L+W1> 20 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W l D + CG + L + <W I 21 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 22 System 1.000 I.OD+I.00G+0.75L+0.45<W2 D+CG+L+<W2 23 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL D + CG + L + WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L +WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + Fj + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 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 E> + 0.7 EG- D +CU+E>+EG- 32 Special ,1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMT Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - Frames U. -h- S.i c Mem. Fig Width Fig Thk Web Thk Depth I Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. in.) in.) (in.) in. (in.) (ft) (p) (ksi) (ksi) R.I R.2 1 5.00 0.1345 0.1345 12.00 12.00 14.82 165.2 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 9.65 80.0 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 9.57 88.8 55.00 55.00 SS KN 3P 4 5.00 0.1345 0.1345 12.00 12.00 13.30 144.3 55.00 55.00 BP KN 3P totairramewetgnt=4/zs.s 1p) tincivaesauplates) Rn..ndo... (`nnd:Knn C..mmory Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ(rad.) 1 4 0/0/0 0/0/0 20/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0!0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete File: 14-02431.5.011 Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. sur�ER .Date: 1/12/20.15 a-ne ----- -t' I. Calculations Package 14=024315 Time: 02:25 PM Page: 43 of 71 Rrartinnc - IInfartnrad t.nnd Tvnr nt Frames (ince Sarfinn• 1 Type Exterior Column Exterior Column X -Loc 0/0/0 20/0/0 Grid] =Grid2 l -C 1-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 Vy Hx . V D Frm 0.05 0.47 -0.05 0.44 CG Frm 0.05 0.32 -0.05 0.30 L> Fnn 0.32 2.12 -0.32 1.99. <L Frm 0.32 2.12 -0.32 1.99 Wl> Frm -0.83 -2.52 -1.28 -0.58 <W1 Frm -0.30 -2.64 1.12 -2.74 W2> Frm -0.35 -1.12 -0.48 -0.34 - <W2 Frm 0.19 -1.24 1.92 -2.49- , WPL Frm -1.15 -3.93 -1.37 . -1.45 WPR Frm -0.89 -2.61 -1.45 -0.49 MW Frm - - - - MW Frm 0.65 0.98 1.78 -0.98 MW Frm - - - - MW Frm -1.77 -1.10 -0.79 1.10 CU Frm - - - 0.0 L Frm 0.32 2.12 -0.32 1.99 E> Frm -0.12 -0.19- -0.16 0.21 EG+ Frm 0.01 0.09 -0.01 0.08 <E Frm 0.12 ' 0.19 0.16 -0.21. EG- Frm -0.01 -0.09 0.01 -0.08 0 Sum of Fnrrrc %vith Rrartinne f'hrrk - Framina Load Type Horizontal Load Reaction k) (k) Vertical Load Reaction k) (k D 0.0 0.0 1.0 0.9 CG 0.0 0.0 0.6 0.6 L> 0.0 0.0' 4.1 4.1 <L 0.0 0.0 4.1 - 4.1 WI> 2.1 2.1 3.1 3.1 <WI 0.8 , 0.8 5.4 5.4 W2> 0.8 0.8 1.5 1.5 <W2 2.1 2.1 3.7 3.7 WPL 2.5 2.5 5.4 5.4 WPR 2.3 2.3 ' 3.1 3.1 MW 0.0 0.0 0.0 0.0 MW 2.4 2.4 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 2.6 2.6 .0.0 0.0 CU 0.0 0.0 '0.0 ` 0.0 L 0.0 . 0.0 4.1 4.1 E> 0.3 0.3 0.0 0.0 EG+ 0.0 0.0 0.2 0.2 <E 0.3 0.3 0.0 0.0 ' EG- 0.0 0.0 0.2 0.2 Maximum Combined Reactions Summary vdth Factored Loads - Framing Note: All reactions are hated nn I st nrder ameniml analvsis X -Loc Grid Hrzleft Load Hrz Right Load H-1 Load Hrz Out Load UPlift Load VR Down Load Mom ew Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) (k) k) (k) (k) k) (in -k) (in -k 0/0/0 I -C 1.06 12 0.42 22 2.08 17 2.90 1 20/0/0 I -A 0.99 24 1.12 16 1.38 14 2.72 1 Base Plate Summary ' Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. . aurLEst Butler Manufacluring Calculations Package 14-024315 Grade A36 Anchor Rods used to determine quantity and diameter Gag ge & pitch standards are based on ACI -318 Appendix D criteria for "cast -in- lace" anchor rods Mins ace = 4'drod) Date: 1/12/2015 Time: 02:25 PM Page: 44 of 71 X -Loc Grid Mem. Thickness Width Length Stiff. No Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. (in.) in. (in.) iRods (k) in.) (in. in.) Type Flange Web 0/0/0 I -C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 1-A 4 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loadin Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum BracingfWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load (in.) k) (k) Case (k) (k) Case k) (k) Case (k) (k) k Case 0/0/0 1.07 -0.66 12 0.67 -2.05 17 0.42 2.92 2 - _ 2.000 0 20/0/0 1.12 -1.22 16 0.64 -1.38 14 0.43 2.73 I 20/0/0 0.049 16 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod jLoadj Rod Load Rod Load Cone. Load Plate Load Plate Load i Flange Load Web Load (in.) Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case 1 Weld Case Weld Case 0/0/0 0.046 12 0.053 17 - 0 2.000 0 0.025 2 0.078 17 0.047 2 0.031 2 0.044 17 20/0/0 0.049 16 0.036 14 - 0 4 0 0.024 1 0.052 14 0.044 1 0.029 1 0.037 16 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. GagesIn/Out (ft) in. No. No. (in.) in.) (in.) (in.) Description I I S3 13.95 11.731 N/A N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250 3 I 1 S9 8.56 8.531 63.43 N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250 Bolted End -Plate Connections (Plate FV = 55.00 ksi) Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions Bolt Outside Flange Inside Flange Mem. it. Type Thick. Width Length Diam. Spec/Joint GagesIn/Out Configuration Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. No. in. (in. in. (in.) (in -k) (in.) ID I Desc. (in.) ID Desc. (in.) 1 2 KN(Face) 0.375 6.00 10.06 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 1 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 3 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 4 1 2 1 KN(To) 1 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 Moment Connections: Outside Flange Required Strength Design Strength Ratios ` Mem. 1t. 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 22 -0.3 1.5 66.2 AISC DG-16/Thin plate 0.277 0.031 0.447 0.000 0.000 0.049 0.516 0.516 2 1 22 -0.3 1.5 66.2 AISC DG-16/Thin plate 0.277 0.031 0.447 0.000 0.000 0.049 0.516 0.516 3 2 24 -2.0 0.2 88.2 AISC DG-16/Thin plate 0.231 0.003 0.374 0.000 0.000 0.005 0.516 0.516 4 2 24 -2.0 0.2 88.21 AISC DG-16/Thin plate 1 0.231 0.003 0.374 0.000 0.000 0.005 0.516 0.516 Inside Flange Required Strength Design Strength Ratios' Mem. 1t. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k k) in -k Proc. Tension Shear BendingYieldingRupture TearingWeld Weld 1 2 l7 0.5 1.9 101.1 AISC DG-16/Thin plate 0.441 0.039 0.713 0.000 0.000 0.063 0.516 0.516 2 1 17 0.5 1.9 101.1 AISC DG-16/Thin plate 0.441 0.039 0.713 0.000 0.000 0.063 0.516 0.516 3 2 16 1.2 0.2 70.3 AISC DG-16/Thin plate 0.235 0.004 0.380 0.000 0.000 0.006 0.516 0.516 4 2 16 1.2 0.2 70.3 AISC DG-16/Thin plate 0.235 0.004 0.380 0.000 0.000 0.006 0.516 0.516 • Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flanee Brace Summary Member From Member Joint I From Side Point 1 Pan Axial Load per FB (k) Load Case esign Note 2 3/2/12 5/0/0 GFB2037 0.083 10 3 4/7/0 15/0/0 GFB20370.110 17 3 7/1/6 17/6/6 GFB2037 0.122 12 File; 14-024315.011 , Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. I r Date: 1/.12/2015 "' + BusurcrER'ng ' Calculations Package 14=02431 S T1me: 02"25 PM Page: 45 of 71 ' Frame Design Member Summary - Controllina Load Case and Maximum Combined Stresses per Member Locations are from Joint 1 ' Param Pterc [Iced fnr Axial and FlPrural r[vcion Mem. Controllin Cases Re uired Stren h _ Available Strength Strength Ratios Ag Afn Ixx Axial Sx : Axial Shear Mom -x Mom -y Axial Shear Mom -x Mom -y Axial . Qa Mem. Loc. . Depth +• Shear Pr Vr Mrx Mry Pc VC . Mcx Mcy + Shear No. ft in. Flexure ' 60 180 k k in -k in -k k k in -k in -k Flexurc .10.91 1 13.99 12.00 17 98.71 2.1 1.00 108.8 0.0 96.5 2 196.5 39.0 0.56 11.4 1 0.00 12.00 2.80 12 1.12 1.1 ' 1.72' 0.02 55.09 16.7 - 1.13 0.67 0.06 2 0.53 9.00 17 18.1 0.5 0.67 101.1 0.0 83.1 1.12 169.5 39.0 0.60 +55.09 2 r 0.53 9.00 0.67 ., 2; �.4 2.3 151.52 . 151.5 151.5 20.9 0.67 65.44 2.80 0.11 3 8.62 9.00 24 98.71 -0.2 1.00 -79.7 0.0 41.4 169'5 39.0 0.47 3 8.62 9.00 1.1 -2.3 20.9. 0.11 4 12.63 12.00 24 -2.0 -88.2 0.0 18.4 , 184.0 39.0 0.53 4 0.00 12.00 16 -1.1 16.7 0.07 ' Param Pterc [Iced fnr Axial and FlPrural r[vcion Mem. Loc. Lx Ly/Lt Lb I Ag Afn Ixx '•lyy Sx : Sy Zx Zy J Cw Cb Rpg Rpc • Qs . Qa No. ft. in. in. in. in.2 in.2 ^ in.4 in.4 in.3 ' in.3 in.3 in.3 in.4 in.6 <W2 ' 6 System 1.000 ' 60 180 1 13.99 167.82 167.8 167.8 2.92 ' 0.67 65.44 2.80 .10.91 1.12 12.61 , 11'73 0.02 98.71 1.77 1.00 1.15 0.59 1.00 2 0.53 206.52 11.4 11.4 2.52 0.67 33.89 2.80 7.53 1.12 8.53 ' 1.72' 0.02 55.09 1.00 1.00 1.13 0.67 1.00 3 8.62 206.52 18.1 18.1 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 .0.02 +55.09 1.18 1.00 -1.13 0.67 0.86 �.4 12.63 151.52 . 151.5 151.5 ' 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.37 1.00 1.15 0.59 +0.96 Deflection Load Combinations - Framin No. Origin Factor DefH DefV 'Application -Description I System 1.000 0 180 1.0 L L 2 System 1.000 60 180.• j 0.42 W I>. W I> 4 3 System 1.000 60 180" 0.42 <W I <W 4 System 1.000 60 180 0.42 W2> 2> " 5 System 1.000 .60 • 180 0.42 <W2 . .f <W2 ' 6 System 1.000 ' 60 180 0.42 WPL WPL 7 System 1.000 ..60 180 0.42 WPR , r a WPR 8 System, 1.000 10 ' 0 1.0 E> + LO EG- _ 4 ' E> + EG - 9 System e 1.000 I o f . t 0 1.0 <E + 1.0 EG- ' ! <E + EG - Controlling Frame Deflection Ratios for Cross Section: 1 Dcscri tion r Ratio Deflection (in.) Member Joint Load Case r Load Case Description ax. Horizontal Deflection • Max. Vertical Deflection for Span l'. ( H/242) L/1145) 0.641 -0.190 . 4 3. 2 1 6 1 ' r WPL L * Negative horizontal deflection is left * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably overstated. , Frame Lateral Stiffness (K): 1.179 (k/in) { , Fundamental .Period (calculated) (T): 0.396 (sec.)' .. 1' �� • •� � File: 14-024315.011 si, Version: 2014.26 ' l Butler Manufacturing, a division ofBlueScope Buildings North America, Inc.';.' e , ! - � � 'y�• 1. , ' BUTL- Date: 1/12/2015 Butler MnnufaeturinB Calculations Package 14-024315 Time: 02:25 P.M •�+��,�- Page: 46 of 71 Wall: _4,,Frame at: 20/0/0 _ : ^ j71 Frame Cross Section: 2 m LL Dimension Key l 8 1/2" 2 0'-0" 3 2 @ 2'-6 3/8" 4 1 5/8" Frame Clearances Horiz. Clearance between members I (CX003) and 4(CX004): 16'-1 1 7/8" Vert. Clearance at member I (CX003): 13'-8 1/8" Vert. Clearance at member 4(CX004): 12'-7 1/2" + Finished Floor Elevation= 100'-0" (Unless Noted Otherwise) R' File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. sureEa Date: 1/12/2015 Batley ManafaM MaCalculations Package 14-024315 Time: 02:25 P.M .�....,._.....,._�_ Page: 47 of 71 Frame Location Design Parameters: Location I Avg. Bay Space I Description I Angle I Group Thb. Override Design Status 20/0/0 21/9/0 Rigid Frame 90.0000 Automatic Design Design Land Comhinations - Framing File: 14-024315.011 Version: 2014.26 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Origin Factor Application . Description I System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 1.0 D + 1.0 CG + 1.0 <L D + CG + <L rNo. 3 System 1.000 I.0D+I.0CG+0.6Wl> D+CG+WI> 4 System 1.000 I.0D+I.0CG+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 0.6 MW MW -Wall: 1 8 System 1.000 0.6 MW MW - Wall: 2 9 System 1.000 0.6 MW A MW - Wall: 3 10 System 1.000 0.6 MW MW - Wall: 4 11 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 12 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<WI 13 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W 2> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 15 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI> 16 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W I D + CG + L + <W I 17 System 1.000 LO D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 18 System 1.000 I.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 19 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 20 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 21 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + E> + EG - 22 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 23 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 24 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 25 Special 1.000 0.6 D + 0.6 CU + 1.75 F> + 0.7 EG- D + CU + E> + EG - 26 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 27 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 28 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 29 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 30 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 31 System Derived 1.000 1.0D+I.0CG+0.6WPR +0.6WB1> D+CG+WPR+WBI> 32 System Derived 1.000 0.6D+0.6CU+0.6WPR +0.6WB1> D+CU+WPR +WBI> 33 System Derived 1.000 I.0D+1.0CG+0.75L+0.45WPR +0.45WBI> D + CG + L + WPR + WB I > 34 System Derived 1.000 I.0D+I.00G+0.6WPR +0.6<WBI D+CG+WPR+<WBI 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 36 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45<WBI D+CG+L+WPR+<WBI 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG + WPR + WB2> 38 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6WB2> D + CU + WPR + WB2> 39 System Derived 1.000 I.0D+I.00G+0.75L+0.45WPR +0.45WB2> +CG+L+WPR+WB2> 40 System Derived 1.000 I.0D+I.00G+0.6WPR +0.6<WB2 D + CG + WPR + <WB2 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <W132 D + CU + WPR + <WB2 42 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45<WB2 D+CG+L+WPR+<WB2 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W133> D + CG + WPL + W B3> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D+CU+WPL+WB3> 45 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB3> D + CG + L + WPL + W B3> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <W133 47 System Derived 1.000 0.6D+0.6CU+0.6WPL +0.6<WB3 D +CU+WPL +<WB3 48 System Derived 1.000 1.OD+I.0CG+0.75L+0.45WPL +0.45<WB3 D+CG+L+WPL +<WB3 49 System Derived 1.000 I.0D+I.0CG+0.6WPL +0.6WB4> D + CG + WPL + WB4> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 52 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WE4 D + CG + WPL + <WB4. 53 System Derived 1.000 0.6D+0.6CU+0.6WPL +0.6<WB4 D+CU+WPL +<WB4 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <W134 55 System Derived 1.000 0.6 MWB MWB -Wall: I 56 System Derived 1.000 0.6 MWB MWB - Wall: 2 57 System Derived 1.000 0.6 MWB MWB - Wall: 3 58 System Derived 1.000 0.6 MWB MWB - Wall: 4 59 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + Fj + EG+ + EB> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + Fj + EG+ + EB> File: 14-024315.011 Version: 2014.26 Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 1/12/2015 Butler manufacturing Calculations Package 14-024315 Time: 02:25 PM Page: 48 of 71 Flg Width 61 System Derived 1.000 I.0 D + LO CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> Weight 62 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> No. 63, System Derived 1.000 0.6D+0.6CU+0.273F>+0.7EG- +0.91EB> D+CU+F>+EG- +EB> ft 64 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> Column Base Elev. 65 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 14.00 66 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> KN 67 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 12.00 68 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - KN 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 F> + 0.7 EG+ + 0.91 <EB D + CG + E> + EG+ + <EB 0.1345 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 55.00 71 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 0.1345 72 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB + CG + <E + EG+ + <EB 55.00 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 Frm 0.54 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 Frm -0.29 75 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB Frm 0.03 76 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG-+ 0.273 <EB D + CU + <E + EG-+ <EB Frm 0.29 77 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ Frm -0.03 78 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - Frame Memher Sizes Mem. Flg Width Flg Thk Web Thk Depth I Depth2 Length Weight Flg Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in. in.) ft O ksi (ksi) R.1 R.2 Column Base Elev. 1 5.00 0.1345 0.1345 14.00 14.00 14.82 182.0 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 12.00 9.00 9.65 86.2 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 9.57 88.8 55.00 55.00 SS KN 3P 4 5.00 0.1345 0.1345 12.00 12.00 13.30 144.3 55.00 55.00 BP KN 3P Total Frame Weight = 501.3 (p) (Includes all plates) Rnundary Cnnditinn R-mv Membcr X -Loc Values shown are resisting forces of the foundation. Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ ad) I 20/0/0 0/ yesYes Yes Yes No No 0/0/0 0/0/0 0/0/04 0.0000 0.0000 Values shown are resisting forces of the foundation. Frm 0.10 Base Connection Design is Based on 3000.00 (psi) Concrete 0.76 -0.10 Reactions - Unfactored Load T eat Frame Cross Section: 2 CG Type Exterior Column Exterior Column X -Loc 0/0/0 20/0/0 Grid -Grid2 2-C 2-A Base Plate W x L (in.) 8 X 15 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. 1001-011 100'-011 D Frm 0.10 0.76 -0.10 0.69 CG Frm 0.11 0.68 -0.11 0.63 L> Frm 0.54 3.45 -0.54 3.21 <L Frm 0.54 3.45 -0.54 3.21 W 1> Frm -1.66 -4.52 -2.10 -1.03 <W I Frm -0.61 4.56 1.58 4.38 W2> Frm -0.51 -1.53 -0.53 -0.52 <W2 Frm 0.54 -1.57 3.16 -3.87 MW Frm - - - - MW Frm 1.57 2.08 3.57 -2.08 MW Frm - - - - MW Frm -3.95 -2.34 -1.47 2.34 CU Frm - - - - L Frm 0.54 3.45 -0.54 3.21 E> Frm -0.29 -0.40 -0.29 0.44 EG+ Frm 0.03 0.19 -0.03 0.17 <E Frm 0.29 0.40 0.29 -0.44 EG- Frm -0.03 -0.19 0.03 -0.17 WPR Frm -1.95 -4.91 -2.80 -0.64 WBI> Brc 0.02 -0.78 -0.50 -0.02 -0.73 -0.44 <WB I Brc -0.02 - 0.65 0.02 - 0.54 WB2> Brc 0.03 -1.09 -0.69 -0.03 -1.02 -0.64 <WB2 Brc -0.01 - 0.45 0.01 - 0.37 WPL Frm -2.37 - -6.88 -2.66 - -2.06 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. BUTLER Horizontal Load Reaction k k) I Vertical Load Reaction k) k D� 0.0 0.0 1.5 t Date: 1/12/2015 CG 0.0 0.0 Calculations Package 14'024315 Time: 02:25 PM a�ner Mn..f. , r1n9 0.0 0.0 6.7 6.7 <L 0.0 0.0 6.7 6.7 WI> 3.8 '3.8 5.5 5.5 Page: 49 of 71 LO WB3> Brc 0.03 -0.87 -0.55 -0.03 -0.89 -0.56 - 3.7 3.7 5.4 5.4 MW <WB3 Brc -0.02 - 0.70 0.02 - 0.65 0.0 MW 0.0 0.0 0.0 0.0 WB4> Brc 0.03 -1.17 -0.74 -0.03 -1.18 -0.73 0.0 0.0 L 0.0 0.0 6.7 <WB4 Brc -0.02 - 0.50 0.02 - 0.48 0.0 0.4 0.4 <E 0.6 0.6 MWB Brc 0.03 -1.23 -0.79 -0.03 -1.13 -0.68 4.8 4.8 5.5 5.5 WB1> 0.0 MWB Brc - <WBI - - - - WB2> 0.0 0.0 ` 0.0 1.3' ' <W132 MWB + Brc -0.02 0.8 0.81 0.02 5.0 0.65 8.9 WB3> 0.0 0.0 0.0 1.1 MWB Brc - , 0.0 - - 0.0 - 0.0 1.5 <WB4 0.0 0.0 " 0.0 EB> Brc 0.04 -1.30 -0.83' -0.04 -1.21 -0.77 0.0 - 0.0 0.0 MWB 0.0 <EB Brc -0.03 MWB 0.85 0.03 - 0.74 EB> 0.0 0.0 0.0 1.6 <EB 0.0 0.0 0.0 Sum of Forces kith Reactions Cheek- Framin ' Load Type Horizontal Load Reaction k k) I Vertical Load Reaction k) k D� 0.0 0.0 1.5 1.5 CG 0.0 0.0 1.3 1.3 L> 0.0 0.0 6.7 6.7 <L 0.0 0.0 6.7 6.7 WI> 3.8 '3.8 5.5 5.5 <W1 LO 1.0 8.9 8.9 W2> 1.0 1.0 2.0 2.0 <W2 3.7 3.7 5.4 5.4 MW 0.0 0.0 0.0 0.0 MW 5.1 5.1 •0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 5.4 5.4 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 6.7 6.7 E> 0.6 0.6 0.0 0.0 EG+ 0.0 0.0 0.4 0.4 <E 0.6 0.6 0.0 0.0 EG- 0.0 0.0 0.4 0.4' r WPR 4.8 4.8 5.5 5.5 WB1> 0.0 0.0 0.0 0.9 - <WBI 0.0 X0.0 0.0 1.2 WB2> 0.0 0.0 ` 0.0 1.3' ' <W132 0.0 0.0 0.0 0.8 WPL 5.0 5.0 8.9 8.9 WB3> 0.0 0.0 0.0 1.1 <WB3 0.0 - 0.0 , 0.0 1.3 WB4> 0.0 0.0" 0.0 1.5 <WB4 0.0 0.0 " 0.0 1.0 MWB 0.0 0.0 0.0 1.5 'MWB 0.0 0.0 - 0.0 0.0 MWB 0.0 0.0 _ 0.0 1.5 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 1.6 <EB 0.0 0.0 0.0 1.6 Maximum Combined Reactions Summary with Factored Loads - Framing Note- All reactions are based nn I qt order srn=rmml nnalvsie t . X -Loc Grid Hr left Load Hrz Right Load H.z In Load Hrc Out Load Uplift ' Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) ..(Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) k) k) k) k k) in -k) in -k) 0/0/0 2-C 2.37 10 0.94 8 2.28 67 4.12 50 4.89 20/0/0 2-A 1.90 37 1 2.14 1 8 1 2.11 67 2.21 12 4.53 I }L File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of.BlueScope Buildings North America, Inc. Date: 1/12/2015 BUTLER Butner Manufacturing Calculations Package 14-024315 Time: 02:25 PM Page: 50 of 71 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter age & pitch standards are based on ACI -318 Appendix D criteria for "cast -in- lace" anchor rods (Mins ace = 4'drod) X -Loc Grid Mem. Thickness. Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. (in.) in.) (in.) k) Rods in.) (in.) in. Type Flange Web 0/0/0 2-C 1 0.375 8 l5 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 2-A 4 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loadin Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bracing/WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shear Load (in.) k) (k) Case k) (k) Case k (k) Case (k) (k) k Case 0/0/0 2.40 -1.40 10 1.36 -4.06 50 0.76 4.90 2 0.70 4.06 1.36 50 20/0/0 2.17 -1.25 8 0.89 -2.21 12 0.75 4.55 1 2.11 -1.05 0.10 68 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod iLoad a/h Rod Load Cone. Load Plate Load Plate Load Flange Load Web Load (in.) Shear Case Tension Case V + T I Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.104 10 0.106 50 N/A 0 2.000 0 0.037 2 0.154 50 0.068 2 0.048 2 0.081 50 20/0/0 0.094 8 0.057 12 Flush 2.50 11 0 4 0 0.040 1 0.083 12 0.073 1 0.110 68 0.063 8 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages In/Out (ft) (in.) I Desc. (in. iD Desc. (in.) (in.) (in.) (in.) in.) Description I 1 S3 13.69 13.731 N/A -N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,F -OS -0.1250 3 1 S9 8.56 8.531 63.43 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 th Design End -Plate Dimensions I Bolt Outside Flange Inside Flan e Mem. A. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches I st/2nd Configuration Pitches I st/2nd ID I Desc. (in. iD Desc. (in.) No. No. k) in.) (in.) (in. in.) Shear (in.) l 2 KN(Face) 0.375 6.00 13.07 0.750 A325N/PT 3.00 11 Flush 6.63 12 Flush 2.00 2 l rN(Face) 0.375 6.00 13.01 0.750 A325N/PT 3.00 II Flush 6.63 12 Flush 2.00 3 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 4 2 KN(To) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 Moment Connections: Outside Flange Required Stren th Design Strength Ratios Mem. Jt. 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 'Veld 1 2 8 -0.8 1.3 151.8 AISC DG-16/rhin plate 0.442 0.027 0.717 0.000 0.000 0.043 0.516 0.516 2 1 8 -0.8 1.3 151.8 AISC DG-16/Thin plate 0.442 0.027 0.717 0.000 0.000 0.043 0.516 0.516 3 2 33 -3.5 0.2 155.7 AISC DG-16/Thin plate 0.408 0.003 0.662 0.000 .0.000 0.005 0.516 0.516 4 2 33 -3.5 0.2 155.71 AISC DG-16/Thin plate 1 0.408 0.003 0.662 0.000 0.000 0.005 0.516 0.516 Inside Flange Required Strength Design Strength Ratios' Mem. 1t. Ld Axial Shear Moment Bolt Bolt I Plate Shear Shear Bearing Flange Web No. No. Cs k k) (in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld 1 2 53 1.1 3.3 204.0 AISC DG-16/Thin plate 0.352 0.045 0.876 0.000 0.000 0.048 0.617 0.516 2 1 53 1.1 3.3 204.0 AISC DG-16/Thin plate 0.352 0.045 0.876 0.000 0.000 0.048 0.617 0.516 3 2 8 1.2 0.5 125.3 AISC DG-16/Thin plate 0.401 0.010 0.650 0.000 0.000 0.016 0.516 0.516 4 2 8 1.2 0.5 125.31 AISC DG46/Thin plate 0.401 0.010 0.650 0.000 0.000 0.016 0.5161 0.516 • Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flanee Brace Summary Member From Member Joint I From Side Point I Part Axial Load per FB (k) Load Case Design Note 2 3/0/12 5/0/0 (2)GFB2050 0.089 8 3 4/7/0 15/0/0 GFB2037 0.158 1 47 3 7/1/6 17/6/6 (2)GFB2037 0.110 10 File: 14-02431.5.011 Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. r + - BUTLER Date: 1/12/2015 s a�ner manuraamNm ' -Calciilatioris Package•14-02431 S Time: 02:25 PM A ++��- • Page: 51 of 71 • Frame Design Member Summar • - Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 ' r ' Parameters Used for Axial and Flexural Design Mem. Controfl ng Cases Required Strength - Available Strength Strength Ratios Ag Afn • lxx Axial Sx Axial Shear Mom -x + Mom -y Axial Shear Mom -x Mom -y Axial , Qa Mem. Loc. Depth + Shear a Pr Vr • Mrx Mry ` Pc VC Mcx Mcy + Shear No. 'ft in. Flexure 60 180 k k in -k in -k 'k k in -k in -k Flexure 13.38 1 11.43 14.00 10 134.81J1.25 1.4 1.00 161.6 0.0 105.3 2 165.2 39.0 0.99 ' 14.0 1 '0.00 14.00 2.80 10 ~Li 2.4 l.73 0.02 • 14.2 1.00 1.15 0.59 0.17 2 0.62 12.00 '53 18.1 2.52 .0.67 204.0 ;' OA ,•96.5 1.12 211.7 39.0 0.97 55.09 2 0.62 12.00 0.67 2 4 3.9 151.52 151.5 151.5 16.7 0.67 65.44 2.80 0.23 38.62 12.61 9.00 36 98.71 ' -0.1 . -141.1 •" 0.0 '41.6 _ 169.5 39.0 0.83 3 8.62 9.00 • l -3.9 20.9 0.18 4 12.63 12.00 .36 -3-7 =155.9 0.01 18:4 178.2 39.0 0.98 4 0.00 12.00 8 : -2.1 .4 16.7 0.13 Parameters Used for Axial and Flexural Design Mem. Loc. Lx Ly/Lt Lb Ag Afn • lxx lyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs , Qa No. ' ft in. in. in. in.2 Mem. Loc. Lx Ly/Lt Lb Ag Afn • lxx lyy Sx Sy Zx Zy J Cw Cb Rpg Rpc Qs , Qa No. ' ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 .. <W2 6 System 1.000 60 180 0.42 WPL 11.43 164.65 164.7 164.7 3.19 0.67 93.66 2.80 13.38 1.12 15.66 1.74 0.02 134.81J1.25 System 1.00 1.11 0.54 1.00 2 0.62 204.29 14.0 ' 14.0 2.92 0.67 65.44 2.80 10.91 1.12 12.61 l.73 0.02 98.71 1.00 1.15 0.59 1.00 - 3 8.62 204.29 18.1 18.1 2.52 .0.67 33.89 2.80 7.53 1.12 , 8.53. 1.72 0.02 55.09 1.00 1.13 0.67 0.86 4 12.63 151.52 151.5 151.5 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.00 1.15 0.59 0.96 Deflection Load Combinations - Framing No. Origin Factor DefH DefV Application Description I System . 1.000 0 180 1.0 L _ . � I,: '•. L 2 System 1.000 • 60 180 0.42 W I> ', -+: W I> 3 System 1.000 60 180 0.42 <W I <W I ' 4 System 1.000 60 180 0.42 W2> t,. 2> j • 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 WPRI 8 System 1.000 10 0 1.0 E> + 1.0 EG- ,. Fj + EG- t 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG Controlling Frame Deflection Ratios for Cross Section: 2 Description Ratio Deflection (in. • Member Joint Load Case . Load Case Description 1 Max. Horizontal Deflection (H1166) 0.933 4 2 6 VVPL Max. Vertical Deflection for Spa ' 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: I ` Frame Lateral Stiffness (K): 1.512 (k/in) r Fundamental Period (calculated) (T): 0.509 (sec.), , - File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc: � 1 L/833 ) -0.260 3 I 1 L BUTLE7 Date: 1/12/2015 !uttor Manufacturing- Calculations Package 14-024315 Time: 02:25 PM ��Page: 52 of 71 Wall:: 4. Frame at.44/0/0. -21 Frame Cross Section: 3 L m LL N Dimension Key l 8 1/2" 2 0'-0" 3 2 a 2'-6 3/8" 4 1 5/8" 5 1'-0" Frame Clearances Horiz. Clearance between members I (CX005) and 4(CX006): I6'-11 7/8" Vert. Clearance at member I(CX005): 13'-7 5/16" Vert. Clearance at member 4(CX006): 12'-7 11/16" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. '4 TL ER Date: 1/12/2015 aue�e.Ma��ma��i�a Calculations Package 14-024315 Time: 02:25 PM Frame Location Trib. Page: 53 of 71 1 44/0/0 1 24/0/0 [Rigid Frame 1 90.0000 1 I - I Automatic Desien 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 l .000 1.0 D + 1.0 CG + 0.6 W 1> D + CG + W 1> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W I D + CG + <W1 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System l .000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 0.6 MW MW -Wall: 1 8 System 1.000 0.6 MW MW - Wall: 2 9 System 1.000 0.6 MW MW - Wall: 3 l0 System 1000 0.6 MW MW - Wall: 4 ll System 1.000 0.6 D + 0.6 CU + 0.6 W1> D+CU+WI> 12 System 1000 0.6 D + 0.6 CU + 0.6 <W1 D+CU+<WI 13 System l .000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 15 System 1.000 1.0D+I.0CG+0.75L+0.45W1> D+CG+L+WI> 16 System 1.000 I.0D+I.0CG+0.75L+0.45<W1 D+CG+L+<W1 17 System 1.000 LO D + 1.0 CG + 0.75 L + 0.45 W2> D + CG + L + W2> 18 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 <W2 D + CG + L + <W2 19, System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 20 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 21 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 22 System 1.000 0.6 D + 0.6 CU + 091 <E + 0.7 EG- , + CU + <E + EG - 23. Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 24 Special 1000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 25 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 26 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 27 OMF Connection 1.000 LO D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 28 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 29 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 30 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 31 System Derived 1.000 I.0D+I.0CG+0.6WPR+0.6W131> D+CG+WPR+WB1> 32 System Derived 1.000 0.6D+0.6CU+0.6WPR+0.6W131> D+CU+WPR+WB1> 33 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR+0.45WB1> D+CG+L+WPR+WBI> 34 System Derived 1.000 I.0D+I.0CG+0.6WPR+0.6<WBI D+CG+WPR+<WBI 35 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB I D+CU+WPR+<WBI 36 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR+0.45<WBI D+CG+L+WPR+<WBI 37 System Derived 1.000 1.0 D+ 1.0 CG+0.6 WPR+0.6 WB2> D+CG+ WPR+ WB2> 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> D + CU + WPR + WB2> 39 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 WB2> D + CG + L + WPR + WB2> 40 System Derived 1.000 I.0D+I.0CG+0.6WPR+0.6<WB2 D + CG + WPR + <WB2 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D+CU+WPR+<WB2 42 System Derived 1.000 I.0D+1.0CG+0.75L+0.45WPR+0.45<WB2 D + CG + L + WPR + <WB2 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 WB3> D + CG + WPL + W B3> 44 System Derived 1.000 0.6D+0.6CU+0.6WPL +0.6WB3> D+CU+WPL +WB3> 45 System Derived 1.000 LO D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 W133> D + CG + L + WPL + W B3> 46 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 <WB3 D + CG + WPL + <W133 47 System Derived 1.000 0.6D+0.6CU+0.6WPL +0.6<WB3 D + CU + WPL + <WB3 48 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL +0.45<WB3 D+CG+L+WPL+<WB3 49 System Derived 1.000 1.0 D + LO CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + WB4> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 52 System Derived 1.000 10 D + 1.0 CG + 0.6 WPL + 0.6 <W134 D + CG + WPL + <WB4 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D+CU+WPL+<WB4 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB4 D + CG + L + WPL + <WB4 55 System Derived 1.000 0.6 MWB MWB -Wall: 1 56 System Derived 1.000 0.6 MWB MWB - Wall: 2 57 System Derived 1.000 0.6 MWB MWB -Wall: 3 58 System Derived 1.000 0.6 MWB MWB - Wall: 4 59 System Derived 1.000 LO D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + E> + EG+ + EB> 60 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. - • - Date: 1/12/2015 BUTLER Baia.------ ctu,l�a Calculations Package 14-024315 Time: 02:25 PM •._,...,_...e....,_._ Page: 54 of 71 Fig Width 61 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 EB> D + CG + <E + EG+ + EB> Weight 62 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 EB> D + CG + <E + EG+ + EB> No. 63 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> R) 64 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> Frm . -1.74 65 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 12.00 66 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D+CU+<E+EG-+EB> KN 67 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 13.00 68 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D+CU+EB>+EG- KN 69 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG++ 0.91 <EB D + CG + Fj + EG++ <EB 0.1345 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 55.00 71 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB 0.1345 72 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB 55.00 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 Frm 0.57 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 Frm -0.31 75 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D + CU + <E + EG- + <EB Frm 0.03 76 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB Frm 0.31 77 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ Frm -0.03 78 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - Frame Memher Sites Mem. Fig Width Fig Thk Web Thk Depth Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. (in.) (in.) (in.) (in. in.) R) O ksi (ksi) it.I A.2 Frm . -1.74 1 5.00 0.1875 0.1345 12.00 12.00 14.82 193.5 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 13.00 9.00 9.65 90.3 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 9.57 89.6 55.00 55.00 SS KN 3P 4 5.00 0.1345 0.1345 14.00 14.00 13.30 158.9 55.00 55.00 BP KN 3P 7 otal t•rame Weight = -,)32.3 (p) (Inclunes all plates) Rnundary Cnnditinn Summnry Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X(in.) Displacement Y(in.) Displacement ZZ( radJ l 4 0/0/0 0/0/0 20/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete R nartinoe - Ilnfartnrad 1 nad T- at Frames 1--- Carni Type Exterior Column Exterior Column X -Loc 0/0/0 .20/0/0 Grid) -Grid2 3-C 3-A Base Plate W x L (in.) 8 X 13 8 X 15 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" D Frm 0.11 0.83 -0.11 0.76 CG Frm 0.12 0.74 -0.12 0.70 L> Frm 0.57 3.55 -0.57 3.36 <L Frm 0.57 3.55 -0.57 3.36 W I> Frm . -1.74 4.78 -2.26 -1.12 <WI Frm -0.69 -4.76 1.60 4.58 W2> Frm -0.49 -1.50 -0.50 -0.54 <W2 Frm 0.56 -1.48 3.36 -3.99 MW Frm - - - - MW Frm 1.68 2.30 4.00 -2.30 MW Frm - - - - MW Frm 4.32 -2.58 -1.67 2.58 CU Frm - - - - L Frm 0.57 3.55 -0.57 3.36 E> Frm -0.31 -0.44 -0.33 0.48 EG+ Frm 0.03 0.21 -0.03 0.19 <E Frm 0.31 0.44 0.33 -0.48 EG- Frm -0.03 -0.21 0.03 - -0.19 WPR Frm -2.08 -5.25 -3.12 -0.66 WBI> Brc -0.01 0.51 0.01 0.43 <WB1 Brc 0.03 0.99 -0.66 -0.03 0.93 -0.52 WB2> Brc -0.02 - 0.70 0.02 - 0.63 <WB2 Brc 0.02 0.69 -0.46 -0.02 0.65 -0.36 WPL Frm -2.50 - -7.23 -2.97 - �-2.10 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Load Type • 4 i Load Reaction 1 k) k) ical Load Reaction k) k) D 0.0 0.0 1.6 1.6 BUTLER 0,0 0.0 -Date: '1/12/20.15 1.4 L> t Calculations Package 14-024315 Time: 02:25 PM Butler Manufacturing 6.9 <L 0.0 0.0 6.9 6.9 Page: 55 of 71 4.0 WB3> Brc -0.02 - 0.56 0.02 - 0.54 W2> 1.0 1.0 2.0 2.0 <W2 <W133 Brc 0.03 1.07 -0.71 -0.03 1.07 0.64 0.0 MW 5.7 5.7 0.0 0.0 WB4> Brc -0.02 - 0.76 0.02 - 0.72 0.0 0.0 CU - 0.0 0.0 0.0 <WB4 Brc 0.02 0.76 -0.51 -0.02 0.79 -0.47 0.6 0.0 0.0 EG+ 0.0 0.0. ' MWB Brc -0.02 - 0.80- 0.02 - 0.66 ` '0.0 0.0 f 0.4 +0.4 " WPR 5.2 .'MWB Brc 5.9 WBI> 0.0 0.0 0.0 0.9 <WB l 0.0 0.0 0.0 1.2 WB2> MWB Brc 0.03 1.23 -0.82 -0.03 1.13 -0.64 0.8 WPL 5.5 5.5 9.3 + MWB Brc - - - - - - 0.0 w 1.3 WB4> 0.0 0.0 0.0 EB> Brc -0.03 - 0.85: 0.03 - 0.76 0.0 O.Q 1.5 MWB 0.0 0.0 <EB Brc 0.03 1.30 -0.87 -0.03 1.21 -0.73 0.0 0.0 ; 0.0 0.0 EB> - Sum of Forces with Reactions Check - Framing 0.0 r <EB 0.0. Horizontal Vert 0.0 1.6 i Load Type • 4 i Load Reaction 1 k) k) ical Load Reaction k) k) D 0.0 0.0 1.6 1.6 CG 0,0 0.0 1.4 1.4 L> 0.0 0.0 6.9 6.9 <L 0.0 0.0 6.9 6.9 W I > 4.0 4.0- 1 5.9 5.9 <W I 0.9 ,0.9 1 9.3 9.3 W2> 1.0 1.0 2.0 2.0 <W2 3.9 3.9 5.5 5.5 ' MW 0.0 0.0 0.0 0.0 MW 5.7 5.7 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 6.0 6.0 r 0.0 0.0 CU - 0.0 0.0 0.0 0.0 L 0.0 0.0 6.9 6.9 E> 0.6 0.6 0.0 0.0 EG+ 0.0 0.0. ' 0.4 0.4 <E 0.6 0.6 0.0 0.0 •, EG- ` '0.0 0.0 f 0.4 +0.4 " WPR 5.2 5.2 5.9 5.9 WBI> 0.0 0.0 0.0 0.9 <WB l 0.0 0.0 0.0 1.2 WB2> 0.0 0.0 0.0 1.3 <WB2 0.0 0.0 0.0 0.8 WPL 5.5 5.5 9.3 9.3 WB3> 0.0 0.0 0.0 1.1 <NVB3 I 0.0 0.0 0.0 w 1.3 WB4> 0.0 0.0 0.0 1.5 <WB4 0.0 , 0.0 0.0 1.0 MWB 0.0 0.0 O.Q 1.5 MWB 0.0 0.0 0.0 0.0 MWB 0.0 0.0 t 0.0 1.5 MWB 0.0 0.0 ; 0.0 0.0 EB> 0.0 0.0 0.0 1.6 <EB 0.0. 0.0 0.0 1.6 Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on 1 st order structural analysis. X -Loc Grid. Hrzleft Load Hrz Right Load Hrz In Load H¢ Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case k) k) k); k k k) in -k) in -k) 0/0/0 3-C 2.59 'IT 1.01 8 2.28 77 4.27 47 5.12 ' l 20/0/0 3-A 2.12 34 2.40 1 8 t 2.11 77 2.29 1 12 4.83 l File: .14-024315.01 l Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Date: 1/12/2015 BUTLER Berner Manufacturing - Calculations Package 14-024315 Time: 02:25 PM Page: 56 of 71 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4•drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. (in.) in.) (in.) k) Rods in.) (in.) in. Type Flange Web 0/0/0 3-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 3-A 4 0.375 8 15 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loadin Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum Bmcin WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load (in.) k) (k) Case k) (k) Case k (k) Case k) (k) k Case 0!0/0 2.62 1.55 10 1.44 13.21 47 0.81 5.14 2 0.64 -4.21 1.44 47 20/0/0 2.42 -1.38 8 0.90 -2.29 12 0.81 4.84 l 0.64 -1.25 1.84 47 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod iLoad a/h Rod Load Cone. Load Plate Load Plate Load Flange Load Web Load (in.) Shear Case Tension Case V+T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld 1 Case 0/0/0 0.114 10 0.109 47 N/A 0 2.000 0 0.045 2 0.159 47 0.083 2 0.065 2 0.091 47 20/0/0 0.105 8 0.059 12 Flush 2.50 0 4 0 0.036 1 0.086 12 0.067 l 0.047 1 0.061 8 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gag esIn/Out (ft) (in.) Desc. (in. Desc. (in.1 (in.) in.) (in.) in.) Description 1 1 S3 13.62 11.625 N/A N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250 3 I S9 8.40 8.531 63.43 N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0. I 250,F -OS -0. 1250 Bolted End -Plate Connections (Plate Fy = 55.00 ksi) Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions I Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint Gag esIn/Out Configuration Pitches Isd2nd Configuration Pitches Ist/2nd ID Desc. (in. Desc. (in.1 No. No. (k) in.) (in. in. in.). I Shear (in. Yielding 2 KN(Face) 0.375 6.00 14.07 0.750 A325N/PT 3.00 ll Flush 7.63 2.00 2 l KN(Facc) 0.375 6.00 14.01 0.750 A325N/PT 3.00 II JID Flush 7.63 ush 2.00 3 2 KN(Top) 0.375 6.00 15.00 0.750 A325N/PT 3.00 lI Flush 2.50 :Flush ush 2.50 4 2 KN(To) 0.375 6.00 15.00 0.750 A325N/PT 3.00 1I Flush 2.50 ush 2.50 Moment Connections: Outside Flange Required Strength Design Strength Ratios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs (k) (k) in -k) Proc. Tension I Shear Bending Yielding Rupture Tearing Weld Weld 1 2 28 -0.2 2.4 159.1 AISC DG-16/Thin plate 0.434 0.049 0.701 0.000 0.000 0.080 0.719 0.516 2 1 28 -0.2 2.4 159.1 AISC DG-16/Thin plate 0.434 0.049 0.701 0.000 0.000 0.080 0.719 0.516 3 2 36 -3.7 0.2 173.3 AISC DG-16/Thin plate 0.372 0.004 0.604 0.000 0.000 0.006 0.516 0.516 4 2 36 -3.7 0.2 173.31 AISC DG-16/Thin plate 0.372 0.004 0.604 0.000 0.000 0.006 0.516 0.516 Inside Flange Required Strength I Design StrengthRatios' Mem. it. Ld Axial Shear Moment Bolt Bolt Plate I Shear Shear Bearing Flange Web No. No. Cs k (k) (in -k) I Proc. Tension I Shear Bending Yieldin Rupture Tearing Weld Weld 1 2 50 1.2 3.5 218.2 AISC DG-16/Thin plate 0.341 0.048 0.848 0.000 0.000 0.051 0.719 0.516 2 l 50 1.2 3.5 218.2 AISC DG-16/Thin plate 0.341 0.048 0.848 0.000 0.000 0.051 0.719 0.516 3 2 8 1.4 0.5 142.8 AISC DG-16/Thin plate 0.385 0.010 0.625 0.000 0.000 0.017 0.516 0.516 4 2 8 IA 0.5 142.8 AISC DG-16/Thin plate 0.385 0.010 0.625 0.000 0.000 0.017 0.516 0.516 ' Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flanee Brace Summary Member From Member Joint 1 From Side Point 1 Part Axial Load per FB (k) Load Case Desi Note 2 3/2/12 5/0/0 (2)GFB2050 0.087 8 3 4/7/0 15/0/0 GFB2037 0.176 50 3 7/1/6 17/6/6 (2)GFB2037 0.128 10 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER_ -Date: -1/12/2015 , • Butler Manufaeturing " s Calculations Package 14-024315 Time. 02:25 PM, Page: 0471" 71` , r• Frame Design Member Summar • - Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 r Parameters Used for Axial and Flexural Design Q, Mem. Controlling Cases Required Strength Available Strength Strength Ratios + Afn lxx Axial Sx- Axial Shear Mom -x Mom -y Axial . Shear Mom -x Mom- y Axial a Mem. Loc. Depth +- Shear • Pr Vr Mrx Mry Pc VC Mcx Mcy + Shear .No. • -.. ft in. Flexure 60 180 k k in -k in -k k �" k in -k' in -k Flexure 13.84 1 11.38 12.00 -10 - ,1.5 1.00 174.4 0.0 113.5 2 203.9 55.4 0.86 13.4 1 0.00 12.00 2.80 10 1.12 2.6 1.74 ' 1.16.06 17.0 .1.00 1.13 0.56 0.15 2 0.54 13.00 50 16.1 151.7 1.2 ,' 218.2 , 0.0 100.9 1.12 1.12 225.9 39.0 0.97 , 55.09 134.81 2 0.54 -,13.00 t ; 2 4.2 _ , 15 ' 4 -. 0.27 3 8.46 9.00 ` 39 ' -0.1 -153.7 '0.0 41.6 169.5 39.0 0.91 3 8.46 9.00 1 • 4.0 + 20.9 0.19 4 12.64 ' 14.00 39 X1.0 172.1 r 0.0 18.4 205.6 39.0 , 0.96 4 0.00 14.00 8 -2.4 14.2 - 0.17 " Parameters Used for Axial and Flexural Design Q, Mem. Loc. Lx Ly/Lt Lb Ag Afn lxx lyy Sx- Sy ZX Zy J Cw Cb Rpg - Rpc Qs a No. ft in. in. in. in.2 in.2 - in.4 in.4 in.3 in.3 in.3 in.3 in.4 - in.6 <W2 ' 6 System 1.000 60 180 - 11.38 163.81 ' 163.8 163.8 3.44 0.94 83.02 , 3.91 13.84 156 -15.62 2.40 0.03 136.35 1.24 1.00 1.13 0.84 1.00 2 0.54 204.22 13. 13.4 3.06 0.67 78.79 2.80 12.12 1.12 14.10 1.74 0.02 1.16.06 1.00 .1.00 1.13 0.56 1.00 3 4 .' 8.46 12.64 204.22 151.68 16.1 151.7 16.1 151.7 2.52 3.19 0.67 .0.67 '33.89 93.66 2.80 2.80 7.53 13.38 1.12 1.12 8.53 15.66 1.72 , 1.74 0.02 0.02 , 55.09 134.81 -1.15 1.33 1'.00 '1.00 1.13 I . I 1 0.67 0.54 0.86 0.9 Deflection Load Cnmhinatianc - Frnmino ' No. Origin Factor Def H Def V iApplication Description I System 1.000 0 180 • 1.0 L L- 2 System 1.000 60 •',180 .0.42 Wl> - „ ` r WI>' 3 System 1.000 60 180 0.42 <W 1 <W I' " ,4 • System 1.000 60 180 0.42 W2> V2>' ` •5 • System 1.000 60 180 0.42 <W2 <W2 ' 6 System 1.000 60 180 0.42 WPL M" WPL' ,7 . System • 1.000 60 ' 180 0.42.WPR • ' WPR 8 System 1.000 10 0 l .0 F> + l .0 EG- ' - ; . t. �, ., Fj + EG- 9 System 1.000 10 0 1.0 <E + 1.0 EG- <E + EG - Controllin! Frame Deflection Ratios for Cross Section: 3 ' 1` ■ Description 1 Ratio Deflection (in. Member Joint Load Casc . Load Case Description • t t Max. Horizontal Deflection (H/162) 0.959 4 2 l L/850) -0.255 -3 I I L' ''r Description 1 Ratio Deflection (in. Member Joint Load Casc . Load Case Description • t t Max. Horizontal Deflection (H/162) 0.959 4 2 6 j WPL Max. Vertical Deflection far Span } ' Negative horizontal deflection is left t ' 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 eridwall diaphragms or partial ' • base fixity. Therefore, these deflections may be considerably overstated:A . , ell i Frame Lateral Stiffness (K): 1.621 (k/in) [ ' • Fundamental Period (calculated) (T): 0.517 (sec.) . , �i, r a Y c.r"-� a File: 14-,024315.01 l ' j , . Version: 2014.2b' Butler Manufacturing, a division of BlueSc6pe Buildings North 'America,-- Inc. .�� ' • •• . , r .' ' Date: 1/12/2015 ' BUTLER � Buller Man_ufacturing e: Calculations Package 14-024315 Tim02,25 PM � ,� � - , • ,. - t - Page: 58 of 71 i Wall:_4 Frame at: 68L070 �� t• n �, 77777 Frame Cross Section: 4 , N m •______ .. - m LL - - -- •Sz i o - •, !------------- t Dimension Key. l 8 1/2" t 2 0'-0" 3 2 n 2'-6 3/8 4 1 5/8" } 5 F-0" Frame Clearances , Horiz. Clearance between members I (CX007) and 4(CX008): 16'-11 7/8" a ' Vert. Clearance at member I(CX007): 13'-7 5/16"a Vert. Clearance at member 4(CX008): 12'-7 11/16" ` Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 14-024315.011 _ Version: 2014.2b Butler Manufacturing, a division of.BlueScope Buildings North America, Inc. ' r.• ' sur�ER Date: 1/12/2015 ----- ------M an �,�,,�8 Calculations Package 14-024315 Time: 02:25 PM �+�� ��. Page: 59 of 71 Location I Avg. Bay Space I Description I Angle I Group Trib. Override I Design Status 68/0/0 1 25/0/0 Ripid Frame 1 90.0000 Automatic Desien Desien Load Combinations - Framine No. Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + LO L> D + CG + L> .2 System 1.000 LO D + 1.0 CG + 1.0 <L D + CG + <L 3 System 1.000 LO D + 1.0 CG + 0.6 W 1> D + CG + W l> 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.O CG + 0.6 <W2 D + CG + <W2 7 System 1.000 0.6 MW MW -Wall: I 8 System 1.000 0.6 MW MW - Wall: 2 9 System 1.000 0.6 MW MW - Wall: 3 10 System 1.000 0.6 MW MW - Wall: 4 11 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 12 System 1.000 0.6 D + 0.6 CU + 0.6 <W1 D + CU + <W I 13 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D + CU + W2> 14 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 15 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W 1> D + CG + L + W I > 16 System 1.000 1.0D+I.0CG+0.75L+0.45<WI D+CG+L+<WI 17 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 W2> D+CG+L+W2> 18 System 1.000 1.0 D + 1.0 CG + 0.75 L+ 0.45 <W2 + CG + L + <W2 19 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 20 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 21 System 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- D + CU + E> + EG - 22 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 23 Special 1.000 1.0 D + 1.0 CG + 1.75 h> + 0.7 EG+ - D + CG + E> + EG+ 24 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 25 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 26 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- D + CU + <E + EG - 27 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 F> + 0.7 EG+ D + CG + E> + EG+ 28 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 29 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 30 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - 31 System Derived 1.000 LOD+1.0CG+0.6WPR +0.6WB1> D+CG+WPR +VIBI> 32 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB I > D+CU+WPR+WB1> 33 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPR +0.45WBI> D+CG+L+WPR+WBI> 34 System Derived 1.000 1.0D+1.00G+0.6WPR +0.6<WBI D+CG+WPR+<WBI 35 System Derived 1.0000.6D+0.6CU+0.6WPR+0.6<WBI D+CU+WPR+<WB.I 36 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB 1 D + CG + L + WPR + <W B 1 37 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 WB2> D + CG +WPR + WB2> 38 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 WB2> r D+CU+WPR+WB2> 39 System Derived 1.000 I.0D+I.00G+0.75L+0.45WPR +0.45W132> D + CG + L + WPR + WB2> 40 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPR + 0.6 <W B2 D + CG +WPR + <WB2 41 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPR + 0.6 <WB2 D+CU+WPR+<WB2 42 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR + 0.45 <WB2 D + CG + L +WPR + <WB2 43 System Derived 1.000 1.0 D + 1.0 CG + 0.6 WPL + 0.6 W133> D + CG + WPL + WB3> 44 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB3> D + CU + WPL + WB3> 45 System Derived 1.000 I.0D+I.0CG+0.75L+0.45WPL +0.45WB3> D+CG+L+WPL+WB3> 46 System Derived 1.000 1.OD+I.00G+0.6WPL +0.6<WB3 D+CG+WPL+<WB3 47 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB3 D + CU + WPL + <WB3 48 System Derived 1.000 LO D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <WB3 D + CG + L + WPL + <WB3 49 System Derived 1.000 1.0 D + LO CG + 0.6 WPL + 0.6 WB4> D + CG + WPL + WB4> 50 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 WB4> D + CU + WPL + W134> 51 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 WB4> D + CG + L + WPL + WB4> 52 System Derived 1.000 1.0D+1.0CG+0.6WPL +0.6<WB4 D+CG+WPL+<WB4 53 System Derived 1.000 0.6 D + 0.6 CU + 0.6 WPL + 0.6 <WB4 D+CU+WPL +�<WB4 54 System Derived 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPL + 0.45 <W134 D + CG + L + WPL + <W B4 55 System Derived 1.000 0.6 MWB MWB - Wall: 1 ' 56 System Derived 1.000 0.6 MWB MWB - Wall: 2 57 System Derived 1.000 0.6 MWB MWB - Wall: 3 58 System Derived 1.000 0.6 MWB MWB - Wall: 4 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc.. BUTLER Date: 1/12/2015 a�„a, Munutacturing Calculations Package 14-024315 Time: 02:25 PM .�.._,......-w,...-._ Page: 60 of 71 Fig Width 59 System Derived 1.000 1.0 D + 1.0 CG + 0.273 E> + 0.7 EG+ + 0.91 EB> D + CG + Fj + EG+ + EB> Weight 60 System Derived 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ + 0.273 EB> D + CG + E> + EG+ + EB> No. 61 System Derived 1.000 I.0D+I.0CG+0.273<E+0.7EG++0.91EB> D + CG + <E + EG+ + EB> (ft) 62 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG++ 0.273 EB> D + CG + <E + EG++ EB> Frm 63 System Derived 1.000 0.6 D + 0.6 CU + 0.273 E> + 0.7 EG- + 0.91 EB> D + CU + E> + EG- + EB> 12.00 64 System Derived 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- + 0.273 EB> D + CU + E> + EG- + EB> KN 65 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 EB> D + CU + <E + EG- + EB> 13.00 66 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 EB> D + CU + <E + EG- + EB> KN 67 Special 1.000 1.0 D + 1.0 CG + 1.75 EB> + 0.7 EG+ D + CG + EB> + EG+ 0.1345 68 Special 1.000 0.6 D + 0.6 CU + 1.75 EB> + 0.7 EG- D + CU + EB> + EG - 55.00 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 0.1345 70 System Derived 1.000 1.0 D + 1.0 CG + 0.91 F> + 0.7 EG+ + 0.273 <EB D + CG + Fj + EG+ + <EB 55.00 71 System Derived 1.000 1.0 D + 1.0 CG + 0.273 <E + 0.7 EG+ + 0.91 <EB D + CG + <E + EG+ + <EB Frm 72 System Derived 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ + 0.273 <EB D + CG + <E + EG+ + <EB Frm 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 Frm 74 System Derived 1.000 0.6 D + 0.6 CU + 0.91 F> + 0.7 EG- + 0.273 <EB D + CU + Fj + EG- + <EB Frm 75 System Derived 1.000 0.6 D + 0.6 CU + 0.273 <E + 0.7 EG- + 0.91 <EB D+ CU + <E + EG- + <EB Frm 76 System Derived 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- + 0.273 <EB D + CU + <E + EG- + <EB Frm 77 Special 1.000 1.0 D + 1.0 CG + 1.75 <EB + 0.7 EG+ D + CG + <EB + EG+ Brc 78 Special 1.000 0.6 D + 0.6 CU + 1.75 <EB + 0.7 EG- D + CU + <EB + EG - Frame N7emher Sizes Mem. Fig Width Fig Thk Web Thk Depth Depth2 Length Weight Fig Fy Web Fy Splice Codes Shape No. in. in. in.) (in.) (in.) (ft) ) (ksi) (ksi) it.I Jt.2 Frm 1 5.00 0.1875 0.1345 12.00 12.00 14.82 193.5 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 13.00 9.00 9.65 90.3 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 9.57 89.6 55.00 55.00 SS KN 3P 4 5.00 0.1345 0.1345 14.00 14.00 13.30 158.9 55.00 55.00 BP KN 3P I otal Yrame Weight = )32.3 (p) (Includes an plates) Raundnry Cnnditinn Vnmmnry - Member X -Loc Y -Loc Supp. X Supp. Y Moment Displacement X in. Displacement Y(in.) Displacement ZZ rad.) 1 4 0/0/0 0/0/0 20/0/0 0/0/0 Yes Yes Yes Yes No No 0/0/0 0/0/0 0/0/0 0/0/0 0.0000 0.0000 Values shown are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Raartinnc - I Infnetnrad 11-d TvnP nt Framr Crncc Cnrtid Type Exterior Column Exterior Column X -Loc 0/0/0 20/0/0 Grid -Grid2 4-C 4-A Base Plate W x L (in.) 8X 13 8 X 1 5 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" D Frm 0.11 0.85 -0.11 0.78 CG Frm 0.12 0.77 -0.12 0.73 L> Frm 0.58 3.59 -0.58 3.41 <L Frm 0.58 3.59 -0.58 3.41 WI> Frm -1.85 -5.09 -2.41 -1.19 <W I Frm -0.72 -5.10 1.77 4.95 W2> Frm -0.55 -1.67 -0.57 -0.59 <W2 Frm 0.58 -1.68 3.61 4.35 MW Frm - - - - MW Frm 1.75 2.40 4.16 -2.40 MW Frm - - - - MW Frm 4.50 -2.69 -1.74 2.69 CU Frm - - - - L Frm 0.58 3.59 -0.58 3.41 E> Frm -0.33 -0.45 -0.34 0.50 EG+ Frm 0.03 0.21 -0.03 0.20 <E Frm 0.33 0.45 0.34 -0.50 EG- Frm -0.03 -0.21 0.03 -0.20 WPR Frm -2.19 -5.55 -3.26 -0.73 WBI> Brc - - - - <WBI Brc WB2> Brc File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. Load Type Horizontal Load Reaction (k) (k) i, r • D • BUTLER 0.0 1.7 Date: 1/12/2015 CG" 0.0 Calculations Package 14-024315 Time: 02:25 PM Butler M-0. -9 L> 0.0 -0.0 7.0 7.0 <L Page: 61 of 71 0.0 <WB2 7.0 Brc - - - - - 1.1 1.1 t 10.1 _ WPL 1.1 Frm -2.65 -7.73 -3.09 -2.32 4.2 6.0 6.0 MW 0.0 WB3> 0.0 Brc - - - - 0.0 .. MW 0.0 0.0 0.0 <WB3 MW • Brc 6.2 0.0 0.0 CU 0.0 0.0 0.0 0.0 L WB4> 0.0 Brc 7.0, E> 0.7 0.7 0.0 0.0 _ 0.0 0.0 <WB4 0.4 Brc 0.7 0.7 0.0 0.0 EG- 0.0 .0.0 0.4 0.4 MWB 5.4 Brc 6.3 - 6.3 WB1> 0.0 0.0 0.0 0.0 <WB 1 0.0 MWB 0.0 Brc WB2> .. 0.0 -0.0 0.0 0.0 <WB2 0.0 0.0 0.0 MWB' WPL Brc 5.7 10.0. 10.1 WB3> 0.0 0.0 0.0 J 0.0 <WB3 MWB 0.0 Brc 0.0 WB4> 0.0 0.0 0.0 0.0 <WB4 0.0 0.0 EB> 0.0 Brc 0.0 - 0.0 0.0 `0.0- MWB 0.0 -0.0 0.0 <EB MWB." Bre 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 Cum of Fnrrnc .with Rnaefinnc f'hnr4 - Framina 0.0 Load Type Horizontal Load Reaction (k) (k) Vertical Load Reaction (k (k) D • 0.0 0.0 1.7 1.6 CG" 0.0 0.0 1.5 -1.5 L> 0.0 -0.0 7.0 7.0 <L 0.0 0.0 7.0 7.0 Wl> 4.3 4.3 6.3 6.3 <WI 1.1 1.1 10.0 10.1 _ W2> 1.1 1.1 2.3 2.3 <W2 4.2 4.2 6.0 6.0 MW 0.0 0.0 0.0 0.0 MW 5.9 5.9 0.0 0.0 .. MW 0.0 0.0 0.0 0.0 MW • 6.2 6.2 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 7.0 7.0, E> 0.7 0.7 0.0 0.0 EG+' 0.0 0.0 0.4 0.4 <E 0.7 0.7 0.0 0.0 EG- 0.0 .0.0 0.4 0.4 WPR 5.4 5.4 6.3 - 6.3 WB1> 0.0 0.0 0.0 0.0 <WB 1 0.0 0.0 0.0 0.0 WB2> .. 0.0 -0.0 0.0 0.0 <WB2 0.0 0.0 0.0 0.0 WPL 5.7 5.7 10.0. 10.1 WB3> 0.0 0.0 0.0 J 0.0 <WB3 0.0 0.0 0.0 0.0 WB4> 0.0 0.0 0.0 0.0 <WB4 0.0 0.0 0.0 0.0 MWB 0.0 - 0.0 0.0 `0.0- MWB 0.0 -0.0 0.0 0.0 MWB." 0.0 0.0 0.0 0.0 MWB 0.0 0.0 0.0 0.0 EB> 0.0 0.0 0.0 0.0 ' <EB 0.0 0.0 0.0 ' 0.0 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 Maximum Combined Reactions Summary with Factored Loads - Framing Nnty' All -rhnnc arr h-pri nn I ct nrd- ct-fi-I -1-ie (-Hz) X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k) (k) (k (k) (k) (in -k (in -k 0/0/0 4-C 2.70 10 1.05 8 4.13 44 -5.22 1 20.0/0 4-A 2.19 31 2.50 . 8 2.50 12 4.92 1 File: 14-0243t5.011 + Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc.- a BUTLER Date: 1/12/2015 Butler Manufacturing Calculations Package -14-024315 Time: 02:25 PM Page: 62 of 71 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter Gage & pitch standards are based on ACI -318 Appendix D criteria for "cast -in-place" anchor rods (Min space = 4'drod) X -Loc Grid Mem. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. (in.) in.) (in.) k Rods in.) (in.) in. Type Flange Web 0/0/0 4-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 4-A 4 0.375 8 15 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 WA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load (in.) k (k) Case k) (k) Case k) (k) Case (k) (k) k) Case 0/0/0 2.73 -1.61 10 1.55 4.06 44 0.83 5.24 2 N/A 0 2.000 0 20/0/0 2.52 -1.44 8 1.00 -2.50 12 0.83 4.93 l 20/0/0 0.109 8 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Load Plate Load Flange Load Web Load (in.) Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/0 0.118 10 0.106 44 N/A 0 2.000 0 0.046 2 0.154 44 0.084 2 0.066 2 0.090 44 20/0/0 0.109 8 0.065 12 Flush 2.50 II 0 4 0 0.037 1 0.094 12 0.069 l 0.048 l 0.063 8 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t a/h a Thick. Width Side Welding No. No. Gages In/Out (ft) (in.) I Desc. (in.) ID Desc: (in.) (in.) (in. in. in.) Description 1 l S3 13.62 11.625 N/A N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0.1250,F -OS -0. 1250 3 1 1 S9 8.40 8.531 63.43 N/A N/A 0.1875 2.000 Both SP -BS -0. I 875,W -BS -0.1 250,F -OS -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 Flan e Mem. 1t. Type Thick. Width Length Diam. Spec/Joint Gages In/Out Configuration Pitches 1 st/2nd Configuration I Pitches I st/2nd ID I Desc. (in.) ID Desc: (in.) No. No. (k) in.) (in.) (in.) in.) Shear (in.) 1 2 KN(Face) 0.375 6.00 14.07 0.750 A325N/PT 3.00 11 Flush 7.63 12 Flush 2.00 2 l KN(Face) 0.375 6.00 14.01 0.750 A325N/PT 3.00 11 Flush 7.63 12 Flush 2.00 3 2 KN(Top) 0.375 6.00 15.00 0.750 A325N/PT 3.00 11 Flush 2.50 II Flush 2.50 4 1 2 1 KN(To) 0.375 6.00 15.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 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 (k) (k) in -k) Proc. Tension Shear Bending Yie ng Rupture Tearin Weld Weld 1 2 28 -0.2 2.5 165.7 AISC DG-16/Thin plate 0.452 0.051 0.729 0.000 0.000 0.083 0.719 0.516 2 1 28 -0.2 2.5 165.7 AISC DG-16/Thin plate 0.452 0.051 0.729 0.000 0.000 0.083 0.719 0.516 3 2 33 -3.8 0.2 177.8 AISC DG-16/Thin plate 0.383 0.003 0.621 0.000 0.000 0.006 0.516 0.516 4 2 33 -3.8 0.2 177.8 AISC DG-16/Thin plate 0.383 0.003 0.621 0.000 0.000 0.006 0.516 0.516 Inside Flange Re uired Strength Design StrengthRatios' Mem. Jt. Ld Axial Shear Moment Bolt Bolt Plate I Shear Shear Bearing Flange Web No. No. Cs (k) (k (in -k) Proc. Tension Shear Bending Yieldin Rupture Tearing Weld Weld 1 2 44 1.3 3.8 230.6 AISC DG-16/Thin plate 0.360 0.051 0.896 0.000 0.000 0.054 0.719 0.516 2 1 44 1.3 3.8 230.6 AISC DG-16/Thin plate 0.360 0.051 0.896 0.000 0.000 0.054 0.719 0.516 3 2 8 1.4 0.5 148.7 AISC DG-16/rhin plate 0.401 0.011 0.651 0.000 0.000 0.018 0.516 0.516 4 2 8 1.4 0.5 148.7 AISC DG-16/Thin plate 0.401 0.011 0.651 0.000 0.000 0.018 0.516 0.516 " Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Flange Brace Summary Member From Member Joint I From Side Point 1 Part Axial Load per FB (k) Load Case Design Note 2 3/2/12 5/0/0 (2)GFB2050 0.091 8 3 4/7/0 15/0/0 GFB2037 0.185 44 3 7/1/6 17/6/6 (2)GFB2037 0.133 10 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. # BUTLER .` t Date: 1/12/2015 ' - Calculations Package 14=02431 S Time: 02:25 PM Butler Manufacturing . - ' `' • ' Page: 63 of 71 Frame Design Member Summan' - Controlling Load Case and Maximum Combined Stresses per Member(Locations are from Joint 1 Mem. Controlling Cases Require Strength Available Strength Strength Ratios Ag Afn lxx Axial Sx Axial Shear Mom -x Mom -y. Axial . Shear Mom -x Mom -y Axial Qa Mem. Loc. Depth + Shear Pr Vr Mrx Mry Pc VC 'Mcx Mcy + Shear No. ft in. Flexure • 60 180 k k._ in -k in -k 'k- k in -k in -k Flexure 13.84 1 1 11.38 12.00 10 136.35 1.6 1.00 181.6 r 0.0 113.5 2 '204.1 55.4 0.90 13.4 1 0.00 12.00 2.80 10 1.12 2.7 1.74 0.02 1 1 17.0 1.00 1.13 . 0.56 0.16 2 0.54 13.00 44 16.1 1.3 0.67 230.6 _ 0.0 100.9 1.12 225.9 39.0 1.03 ` 55.09 2 'i 0.54 13.00 0.67 2 4 4.3 151.68 151.7 151.7 15.4 0.67 - 93.66 2.80 0.28 3 '" 8.46 9.00 33 134.81 - -0.1 1.00 -157.7 ` 0.0 41.6 169.5 39.0 0.93 3 8.46 9.00 I r 4.l 20.9 r 0.20 4 '12.64 14.00 33 -3.8 177.8 0.0 , 18.4 205.2 39.0 0.98 4 0.00 14.00 8 -2.5 " R 1421 0.18 Mem. Loc. Lx Ly/Lt Lb Ag Afn lxx lyy Sx Sy Parameters Used for Axial and Flexural Design Zy J Cw Cb Rpg Rpc Qs Qa No.. -ft in. in. in. in.2 Mem. Loc. Lx Ly/Lt Lb Ag Afn lxx lyy Sx Sy . ZX Zy J Cw Cb Rpg Rpc Qs Qa No.. -ft in. in. in. in.2 in.2 in.4 in.4 in.3 in.3 in.3 in.3 in.4 in.6 <W2 6 System. 1.000 • 60 180 1 11.38 163.81 163.8 163.8 3.44 0.94 83.02 3.91 13.84 1.56 15.62 2.40 0.03 136.35 '1.24 1.00 1.13 0.84 1.00 2 0.54 204.22 13.4 13.4 3.06 0.67 78.79 2.80 12.12 1.12 14.10 1.74 0.02 116.06 1.00 1.00 1.13 . 0.56 • 1.00 3 8.46 204.22 16.1 16.1 2.52 0.67 33.89 - 2.80 . 7.53 1.12 8.53 1.72 0.02 ` 55.09 1.15 1.00 1.13 0.67 0.86 4 12.64 151.68 151.7 151.7 3.19 0.67 - 93.66 2.80 13.38 1.12 15.66 1.74 0.02 134.81 1.33 1.00 1.11 0.54 0.91 nan-t;.. r „aa ir-nn;n.,' t ' No. Origin Factor Def H Def V Application * Description • Joint7 System 1.000 0 180 1.0 L L 2 System 1.000 60 180 7'0.42 W I > - r ' W I > 3 System 1.000 60 180 r 0.42 <W I ` <W I 4 System 1.000 60 180 0.42 W2> 2> ' 5 System 1.000 60 180 0.42 <W2 <W2 6 System. 1.000 • 60 180 0.42 WPL - WPL t . - 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 _' 11.0 <E + 1.0 EG- <E + EG - Controlling Frame Deflection Ratios for Cross Section: 4 Description Ratio Deflection (in.) Member • Joint7 Load Case Load Case Description I Max. Horizontal Deflection ( H/154) 1.010 4 2 6 , WPL Max. Vertical Deflection for Spa l L/840) -0.258 3 1 t� 1 K L t ' Negative horizontal deflection is left ; ' Negative vertical deflection is down F 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. t s Frame Lateral Stiffness (K): 1.621 (k/in) 1 t N 'Fundamental .Period (calculated) (T): 0.527 (sec.). i File: 14-024315.011 • :Version: 2014.2b' Butler Manufacturing, a division of BlueScope Buildings North America, Inc. a sur�ER Date: 1/12/2015 „ef Ma"ur,�,�,,�a Calculations Package 14-024315 Time: 02:25 PM �+���. Page: 64 of 71 Wall rame..at: 94/0/0" . r Frame Cross Section: 5 I` CO LL V 4� Dimension Key l 3'-6" 2 81/2" 3 0'-0" 4 2 @ 2'-6 3/8" 5 1 5/8" Frame Clearances Horiz. Clearance between members I (CX001) and 4(CX002): IT -1 7/8" Vert. Clearance at member 1(CX001): 13'-1 15/16" Vert. Clearance at member 4(CX002): 12'-7 1/2" Finished Floor Elevation = 100'-0" (Unless Noted Otherwise) File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. Date: 1/12/2015 BUTLER .0-141 .. f. _1-9 Calculations Package 14-024315 Time: 02:25 P.M Page: 65 of 71 Frame Location Design Parameters: 1 94/0/0 1 14/0/0 (Wall 3 EW Frame 1 90.0000 1 1 - I Automatic DeS1En I nesipn Load Camhinations - Framinp Frame Mpmhpr Sips Mem. No. Ori in Factor Application Description 1 System 1.000 1.0 D + 1.0 CG + 1.0 L> D + CG + L> 2 System 1.000 LO D + 1.0 CG + 1.0 <L D + CG + <L rNo. 3 System 1.000 1.0D+1.0CG+0.6WI> D+CG+WI> 4 System 1.000 1.0 D + 1.0 CG + 0.6 <W I + CG + <W I 5 System 1.000 1.0 D + 1.0 CG + 0.6 W2> D + CG + W2> 6 System 1.000 1.0 D + 1.0 CG + 0.6 <W2 D + CG + <W2 7 System 1.000 1.0 D + 1.0 CG + 0.6 WPL D + CG + WPL 8 System 1.000 1.0 D + 1.0 CG + 0.6 WPR D + CG + WPR 9 System 1.000 0.6 MW MW - Wall: 1 10 System 1.000 0.6 MW MW -Wall: 2 11 System 1.000 0.6 MW MW Wall: 3 12 System 1.000 0.6 MW MW - Wall: 4 13 System 1.000 0.6D+0.6CU+0.6W1> D+CU+WI> 14 System 1.000 0.6D+0.6CU+0.6<W1 D+CU+<Wl 15 System 1.000 0.6 D + 0.6 CU + 0.6 W2> D+CU+W2> 16 System 1.000 0.6 D + 0.6 CU + 0.6 <W2 D+CU+<W2 17 System 1.000 0.6 D + 0.6 CU + 0.6 WPL D+CU+WPL 18 System 1.000 0.6 D + 0.6 CU + 0.6 WPR +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 I D + CG + L + <W 1 21 System 1.000 I.0D+I.0CG+0.75L+0.45W2> D+CG+L+W2> 22 System 1.000 1.0D+I.0CG+0.75L+0.45<W2 D+CG+L+<W2 23 System 1.000 1.0D+I.0CG+0.75L+0.45WPL D+CG+L+WPL 24 System 1.000 1.0 D + 1.0 CG + 0.75 L + 0.45 WPR D + CG + L + WPR 25 System 1.000 1.0 D + 1.0 CG + 0.91 E> + 0.7 EG+ D + CG + E> + EG+ 26 System 1.000 1.0 D + 1.0 CG + 0.91 <E + 0.7 EG+ D + CG + <E + EG+ 27 System 1.000 0.6 D + 0.6 CU + 0.91 E> + 0.7 EG- D + CU + E> + EG - 28 System 1.000 0.6 D + 0.6 CU + 0.91 <E + 0.7 EG- D + CU + <E + EG - 29 Special 1.000 1.0 D + 1.0 CG + 1.75 E> + 0.7 EG+ D + CG + E> + EG+ 30 Special 1.000 1.0 D + 1.0 CG + 1.75 <E + 0.7 EG+ D + CG + <E + EG+ 31 Special 1.000 0.6 D + 0.6 CU + 1.75 E> + 0.7 EG- D + CU + E> + EG - 32 Special 1.000 0.6 D + 0.6 CU + 1.75 <E + 0.7 EG- +CU+<E+EG- 33 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 E> + 0.7 EG+ D + CG + E> + EG+ 34 OMF Connection 1.000 1.0 D + 1.0 CG + 2.45 <E + 0.7 EG+ D + CG + <E + EG+ 35 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 E> + 0.7 EG- D + CU + E> + EG - 36 OMF Connection 1.000 0.6 D + 0.6 CU + 2.45 <E + 0.7 EG- D + CU + <E + EG - Frame Mpmhpr Sips Mem. No. Flg Width in. Flg Thk in.) Web Thk (in.) Depth (in.) Depth2 in.) Length (ft) Weight ) Flg Fy (ksi) Web Fy (ksi Splice Jt.I Codes A.2 Shape 1 5.00 0.1345 0.1345 12.00 12.00 14.82 165.2 55.00 55.00 BP KN 3P 2 5.00 0.1345 0.1345 9.00 9.00 9.65 80.0 55.00 55.00 KN SS 3P 3 5.00 0.1345 0.1345 9.00 9.00 9.57 88.8 55.00 55.00 SS KN 3P 4 5.00 0.1345 0.1345 12.00 12.00 13.30 144.3 55.00 55.00 BP KN 3P 5 5.00 0.1345 1 0.1345 9.00 9.00 14.28 117.01 55.00 55.00 1 BP SS 3P 1. otal frame Weight = 595.3 (p) (includes all plates) Frame Member Releases Member Joint I Joint 2 5 No Yes R,..mdar., d-- iti..., Q.--, Member X -Loc Y -Loc I Supp.X I Supp.Y I Moment I Displacement X(in.) I Dis lacement Y in. Dis lacement ZZ(rad.) 1 0/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 4 20/0/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 5 16/6/0 0/0/0 Yes Yes No 0/0/0 0/0/0 0.0000 0 16/6/0 14/3/5 Yes No No 0/0/0 0/0/0 0.0000 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America; Inc. aurLEsz Date: 1/12/2015 Monur.02 Calculations Package 14-024315 Time: 02:25 PM Page: 66 of 71 Values sho%vn are resisting forces of the foundation. Base Connection Design is Based on 3000.00 (psi) Concrete Reactions - Unfactored Load Type at Frame Cross Section: 5 Type Exterior Column Interior Column Exterior Column X -Loc 0/0/0 16/6/0 20/0/0 Grid -Grid2 5-C 5-B 5-A Base Plate W x L (in.) 8 X 13 8 X 10 8 X 13 Base Plate Thickness (in.) 0.375 0:375 0.375 Anchor Rod Qty/Diam. (in.) 4-0.750 2-0.750 4-0.750 Column Base El v. 100'-0" t00'-0" 100'-0" Load Type Desc. Hx Vy Hx Hz Vy Hx V D Frm 0.06 0.56 0.0 0.12 -0.06 0.52 CG Frm 0.07 0.43 5.2 - -0.07 0.41 L> Frm 0.41 2.69 5.2 -0.41 2.53 <L Fnn 0.41 2.69 <WI -0.41 , 2.53 WI> Frm -1.10 -3.33 0.82 -1.69 ". -0.77 <W 1 Frm -0.40 -3.46 -0.73 1.41 -3.54 W2> Frm -0.44 -1.41 - -0.59 -0.43 <W2 Frm 0.26 -1.54 4.1 2.51 -3.20 WPL' Frm -1.53 -5.16 MW -1.87 -1.84 WPR Frm -1.20 -3.48 0.0 -1.97 -0.62 MW Fmi - - 3.5 - - MW Frm 0.89 1.34 0.0 2.43 -1.34 MW Frm - - 5.2 - - MW Fmi -2.42 -1.50 EG+ -1.08 1.50 CU Frm - - 0.4 - ' - - - L Frm 0.41 2.69 - -0.41 2.53 E> Fmi -0.16 -0.25 0.02 -0.21 0.28 EG+ Frm 0.02 0.12 - -0.02 0.11 <E Frm 0.16 0.25 -0.02 - 0.21 -0.28 EG- Frm -0.02 -0.12 - 0.02 -0.11 Sum of Forces .%ith Reactions Check - Framin2 Load Type Horizontal Load Reaction (k) k) Vertical Load Reaction k k) D 0.0 0.0 1.2 1.1 CG 0.0 0.0 0.8 0.8 L> 0.0 0.0 5.2 5.2 <L 0.0 0.0 5.2 5.2 WI> 2.8 2.8 4.1 4.1 <WI 1.0 LO 7.0 7.0 W2> 1.0 1.0 1.8 1.8 <W2 2.8 2.8 4.7 4.7 WPL 3.4 3.4 7.0 7.0 WPR 3.2 3.2 4.1 4.1 MW 0.0 0.0 0.0 0.0 MW 3.3 3.3 0.0 0.0 MW 0.0 0.0 0.0 0.0 MW 3.5 3.5 0.0 0.0 CU 0.0 0.0 0.0 0.0 L 0.0 0.0 5.2 5.2 E> 0.4 0.4 0.0 0.0 EG+ 0.0 0.0 0.2 0.2 <E 0.4 0.4 0.0 0.0 EG- 0.0 0.0 0.2 0.2, Maximum Combined Reactions Summary with Factored Loads - Framing Note: All reactions are based on I st order structural analysis. X -Loc Grid Hrz left Load Hrz Right Load Hrz In Load Hrz Out Load Uplift Load Vrt Down Load Mom cw Load Mom ccw Load (-Hx) Case (Hx) Case (-Hz) Case (Hz) Case (-Vy) Case (Vy) Case (-Mzz) Case (Mzz) Case (k) (k)(k) (k) (k (k) in -k) in -k) 0/0/0 5-C 1.45 12 0.55 22 - - - - 2.76 17 3.68 1 16/6/0 5-13 - - - - 0.44 4 0.49 3 - - 0.12 1 16/6/0 14/3/5 - - - - 0.43 4 0.49 3 0.12 1 - - 20/0/0 1 5-A 1 1.32 1 24 1.46 16 1.81 14 3.46 1 File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. - Bur�EtzDate: 1/12/20.15 Calculations Package 14-024315 Time: 02:25 PM Page: 67 of 71 Base Plate Summary Base Connection Design is Based on 3000.00 (psi) Concrete Plate Fy = 55.00 ksi Grade A36 Anchor Rods used to determine quantity and diameter age & pitch standards are based on ACI -318 Appendix D criteria for "cast -in- lace" anchor rods (Min s ace = 4'drod) X -Loc Grid Mein. Thickness Width Length Stiff. Num. Of Rod Diam. Pitch Gage Hole Welds to Welds to Load Shear No. (in.) in.) (in. k Rods in.) (in.) in. Type Flange Web 0/0/0 5-C 1 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 16/6/0 5-B 5 0.375 8 10 No 2 0.750 0.0 5.0 Std OS -0.1875 OS -0.1875 20/0/0 5-A 4 0.375 8 13 No 4 0.750 5.0 5.0 Std OS -0.1875 OS -0.1875 Pinned Base Plate Connection Loading Base Plate Connection Strength Ratios X -Loc Maximum Shear Case Maximum Tension Case Maximum Comp Case Maximum B acingfWA Case X -Loc Shear Axial Load Shear Tension Load Shear Comp Load Shear Axial Frame Shea Load in.) k (k Case k) (k) Case (k) (k) Case (k (k k Case 0/0/0 1.47 -0.90 12 0.89 -2.72 17 0.54 3.70 2 N/A 0 2.000 0 16/6/0 0.49 0.07 13 - - 0 - 0.12 1 16/6/0 0.043 1 13 0 20/0/0 1.47 -0.80 10 0.81 -1.81 14 0.55 3.46 I 1 0.002 1 0 Base Plate Connection Strength Ratios X -Loc Rod Load Rod Load Rod Load Rod Load Cone. Load Plate Load Plate Load Flange Load Web Load in.) Shear Case Tension Case V + T Case Bending Case Bearing Case Tension Case Comp Case Weld Case Weld Case 0/0/01161 8.56 l2 0.071 17 N/A 0 2.000 0 0.032 2 0.103 17 0:060 2 0.040 2 0.058 17 16/6/0 0.043 1 13 3.00 0 Flush 2.50 Il 0 4 0 0.001 1 - 0 0.003 1 0.002 1 0.020 13 20/0/0 0.064 10 0.047 14 -2.6 0 116.9 0 0.030 1 0.068 14 0.056 l 0.037 1 0.043 10 Web Stiffener Summary Mem. Stiff. Desc. Loc. Web Depth h/t I a/h it. Thick. Width Side Welding No. No. Gagesin/Out ft (in.) No. No. in.) I in.) I (in.) in.) Description 1 I S313.95 Desc. in. 11.731 N/A N/A N/A 0.1875 2.000 Both SP -BS -0.1875,W -BS -0.1250,E -OS -0.1250 3 l S9 8.56 8.531 63.43 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 F y = 55.00 ksi Moment Connections: Outside Flange Required Strength Design End -Plate Dimensions I Bolt Outside Flange Inside Flan e Mem. it. Type Thick. Width Length Diam. Spec/Joint Gagesin/Out Confi ration Pitches Ist/2nd Configuration Pitches Ist/2nd No. No. No. in.) (in.) in.) in.) in -k) (in.) ID Desc. (in.) ID Desc. in. 1 2 KN(Face) 0.375 6.00 10.06 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 2 1 KN(Face) 0.375 6.00 10.00 0.750 A325N/PT 3.00 11 Flush 2.50 ll Flush 2.50 3 2 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 Il Flush 2.50 4 1 2 1 KN(Top) 0.375 6.00 13.00 0.750 A325N/PT 3.00 11 Flush 2.50 11 Flush 2.50 Moment Connections: Outside Flange Required Strength Design Strength Ratios " Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing I Flange Web No. No. Cs k) (k) in -k) Proc. Tension Shear Bendin Yielding Rupture Tearing Weld Weld 1 2 22 -0.4 2.0 87.0 AISC DG-16/Thin plate 0.364 0.040 0.588 , 0.000 0.000 0.0641 0.516 0.516 2 1 22 -0.4 2.0 87.0 AISC DG-16/Thin plate 0.364 0.040 0.588 0.000 0.000 0.064 0.516 0.516 3 2 24 -2.6 0.2 116.9 AISC DG-16/Thin plate 0.307 0.004 0.498 0.000 0.000 0.006 0.516 0.516 4 2 24 -2.6 0.2 116.9 AISC DG-16/Thin plate 1 0.307 0.004 0.498 0.000 0.000 0.006 0.516 0.516 Inside Flan a Re uired Strength Design Strength Ratios " Mem. it. Ld Axial Shear Moment Bolt Bolt Plate Shear Shear Bearing Flange Web No. No. Cs k) (k) in -k) Proc. Tension Shear Bending Yielding Rupture Tearing Weld Weld l 2 17 0.7 2.5 133.6 AISC DG-16/Thin plate 0.583 0.051 0.943 0.000 0.000 0.083 0.535 0.516 2 1 17 0.7 2.5 133.6 AISC DG-16/Thin plate 0.583 0.051 0.943 0.000 0.000 0.083 0.535 0.516 3 2 16 1.6 0.2 91.5 AISC DG-16/Thin plate 0.305 0.005 0.494 0.000 0.000 0.008 0.516 0.516 4 2 16 1.6 0.2 91.5 AISC DG216/Thin plate 0.305 0.005 0.494 0.000 0.000 0.008 0.516 0.516 ' Strength ratios shown for the connections are reported as a percentage of the system default or user Override Stress Limit. Pinned Connections: File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. Maximum Shear Case Maximum Tension Case Stren Ratios Mem. No. it. No. Ld Cs I Axial (k) I Shear k I Ld Cs I Axial (k) I Shear k Bolt Tension I 601t Shear Bolt V+T Plate Bendin Flange Yielding Flange Bearing Flange Weld Web Weld File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. BUTLER Date: 1/12/2015 01_14 .. I ct' 11 9 Calculations Package 14-024315 Time: 02:25 PM Page: 68 of 71 Flange Brace Summary Member From Member Joint I From Side Point 1 Part Axial Load per FB k) Load Case esign Note 2 3/2/12 5/0/0 GFB2037 0.113 10 r 3 4/7/0 15/0/0 GFB2037 0.145 17 Moment 3 7/1/6 17/6/6 GFB2037 0.167 12 Bearing Top OF Post Summary X -Loc Grid Top Conn. Condition Fig Mn Rb Allow Comp FB Force FB Angle Min FB Typ Purlin Bolt Shear FB/WSF Shear Mom -x Reaction Force Qa Moment Shear Depth RI R2 Purlin Vr Bearing Mry Bearing 16/6/0 5-13 0.49 0.00 Std 46.23 3.84 N 0.00 18.10 0.068 GFB 2.86 4.42 2.96 k in -k in -k Flexure 7.53 1 13.99 N 0.00 18.10 0.079 GFB 3.32 4.42 2.96 Frame Design Member Summary - Controlling Load Case and Maximum Combined Stresses per Member (Locations are from Joint 1 ) Parameters Used for Axial and Flexural Design Mem. No. Controlling Cases Require Strength I Available Strength Stren th 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 1.00 k k in -k in -k k k in -k in -k Flexure 7.53 1 13.99 12.00 17 55.09 2.7 1.00 143.8 0.0 96.5 3 200.2 39.0 0.73 18.1 1 0.00 12.00 2.80 12 1.12 1.5 1.72 0.02 55.09 16.7 1.00 1.13 0.67 0.09 2 0.53 9.00 17 151.5 0.7 0.67 133.6 0.0 83.1 1.12 169.5 39.0 0.79 98.71 2 0.53 9.00 0.59 2 5 3.0 171.32 171.3 171.3 20.9 0.67 33.891 2.80 0.14 3 8.62 9.00 24 55.091 -0.2 1.00 -105.8 0.0 41.4 169.5 39.0 0.63 3 8.62 9.00 1 -2.9 2000 plf W 1> 20.9 42.85 14/0/0 22.19 0.14 4 12.63 12.00 24 -2.6 -116.9 0.0 18.4 183.0 39.0 0.71 4 0.00 12.00 <W I 10 -35.79 -1.5 -35.79 14/0/0 N 16.7 0.897 OF 0.09 5 7.14 9.00 3 -0.1 -21.2 0.0 14.4 2000 83.4 39.0 0.26 -35.79 5 0.00 9.00 N 13 0.897 -0.5 20.9 0.02 Parameters Used for Axial and Flexural Design Mem. No. Loc. ft Lx in. Ly/Lt in. Lb in. Ag in.2 Afn in.2 Ixx in.4 lyy in.4 Sx in.3 Sy in.3 Zx in.3 Zy in.3 J in.4 Cw in.6 Cb Rpg Rpc Qs Qa 1 13.99 167.82 167.8 167.8 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.80 1.00 1.15 0.59 1.00 2 0.53 206.52 11.4 11.4 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.00 1.00 1.13 0.67 1.00 3 8.62 206.52 18.1 18.1 2.52 0.67 33.89 2.80 7.53 1.12 8.53 1.72 0.02 55.09 1.17 1.00 1.13 0.67 0.86 4 12.63 151.52 151.5 151.5 2.92 0.67 65.44 2.80 10.91 1.12 12.61 1.73 0.02 98.71 1.37 1.00 1.15 0.59 0.96 5 1 7.14 171.32 171.3 171.3 2.52 0.67 33.891 2.80 7.531 1.12 8.53 1 .721 0.02 55.091 1.00 1.00 1.131 0.67 1.00 User Defined Frame Line Loads for Cross Section: 5 Side Units Type Description Magi LocI Mag2 Loc2 Sum). Dir. Coef. Loc. 2000 plf W I> Wind Substraction: Parts - Interior Area: Parts - 69.14 0/0/0 69.14 14/0/0 N IN -0.987 OF Interior Area ->Resolved From Plane 2000 plf W I> Wind Substraction: Parts - Interior Area: Parts - 69.14 14/0/0 69.14 14/3/5 N IN -0.987 OF Interior Area ->Resolved From Plane 2000 plf <W I Wind Substraction: Parts - Interior Area: Parts - -62.83 0/0/0 -62.83 14/0/0 N OUT 0.897 OF Interior Area ->Resolved From Plane 2000 plf <W 1 Wind Substraction: Parts - Interior Area: Parts - -62.83 14/0/0 -62.83 14/3/5 N OUT 0.897 OF Interior Area->Resolvcd From Plane 2000 plf W 1> Wind Substraction: Parts - End Zone 2: Parts - End 42.85 0/0/0 42.85 14/0/0 N IN -1.073 OF Zone 2 ->Resolved From Plane 2000 plf W 1> Wind Substraction: Parts - End Zone 2: Parts - End 42.85 14/0/0 22.19 14/3/5 N IN -1.073 OF Zone 2 ->Resolved From Plane 2000 plf <W I Wind Substraction: Parts - End Zone 2: Parts - End -35.79 0/0/0 -35.79 14/0/0 N OUT 0.897 OF Zone 2 ->Resolved From Plane 2000 plf <W I Wind Substraction: Parts - End Zone 2: Parts - End -35.79 14/0/0 -18.53 14/3/5 N OUT 0.897 OF Zone 2 ->Resolved From Plane File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc. r, - Date: 1/12/20.15- BuBLITLERtler Mnnutacturing • j ' ' ' - Calculations Package;14-02431 S Time: 02:25- PM ` Page: 69 of 71 , + - IRE Deflection Load Combinations - Framin No. Origin t ` Factor DefH DefV +A lication - . rDescri tion lSystem Ratio 1.000 •0 180 1.0 L + 5. , 2 System 1.000 60 180 0.42 W I> . ;t-�, ^ W1>' 3 • '' System 1.000 60 180 - 0.42 <W 1 + _ , ., <W l , 4 ': System' 1.000 60 180 0.42 W2> W2> ' 5 System -' .1.000 , 60 ' 180 0.42 <W2 , " <W2 6 System 1.000 60 180 0.42 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 1 " System 1 1.000 1 10 1 0- 11.0 <E + 1.0 EG- . <E + EG - Controlling Frame Deflection Ratios for Cross Section: 5 t Description. Ratio .DeFlection (in. Member Joint Load Case - Load Case Description l ` Max: Horizontal Deflection . (H/180) O.R60 - , • 4 '. 2 6 WPL Max. Vertical Deflection * Negative horizontal deflection is left 7 * Negative vertical deflection is down Lateral deflections of primary frames are calculated on a bare frame basis and do not'include resistance from systems such as roof and endwall diaphragms or partial base fixity. Therefore, these deflections may be considerably, overstated. ' *Frame Lateral Stiffness (K): 1.125 (k/in) Fundamental Period (calculated) (T): 0.463 (sec:) ' - w t At f • > k . . I 16 File: 14-024315.011' r' Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. .' s t- k f. for S an I (L/900) ' -0.242 3 ' I l Zone : Units - Type, _ Description sure ER ' Loci Date: 1/12/2015 - Ratio Butler Manufacluring F Calculations Package, 14-024315 ' Time: 02:25 PM psf W I> Standard Spacing is Adequate 19.31 0/0/0 23.000 0.84 Page: 70 of 71 ' Covering= Slunmary Re ortr •k, � ;• « :�� � ,; .;, ..•� _ �-' -_ -�., s ' . v ,� ..,, Nay <W2 ,.. Shape: Addition } 14.48 0/0/0 • '-124.606 Loads and Codes - Shape: Addition • AN \ Interior Area. City: Chico County: Butte State: California Country: United States , ,15.69 Building Code: 2013 California Building Code ' ` Built Up: I OAISC - ASD ' Rainfall: 4.00 inches per hour q Based on Building Code: 2012 International Building Code Cold Form: 07AISI - ASD 3000.00 psi Concrete psf Building Risk/Occupancy Category: II (Standard Occupancy Structure) - 5/6/0 24.000' -0.60 1N 1.080 Dead and Collateral LoadsRoof psf Live Load t Collateral Gravity:3.00 psf Roof Covering + Second. Dead Load: 2.30 psfy ' . Roof Live Load: 20.00 psf Reducible f Collateral Uplift: 0.00 psf Frame Weight (assumed for seismic):2.50 psf i psf ' <W2 I Standard Spacing is Adequate 14.48 Wind Load Snow Load. Seismic Load tv r Wind Speed: 110.00 (85.21) mph- - ; Ground Snow Load: 0.00 psf l ' - , Mapped Spectral Response - Ss:61.00 %g j The 'Low Rise' Method is Used Flat Roof Snow: 0.00 psf r ». Mapped Spectral Response- S 1:27.00 %g _ Wind Exposure (Factor): C (0.849) • Design Snow (Sloped): 0.00 psf - " Seismic Design Category: D Interior Area Parts Wind Exposure Factor: 0.849 Rain Surcharge: 0.00 Seismic importance: 1.000 " 14.48 Wind Enclosure: Enclosed Exposure Category (Factor): 2 Partially Exposed (1.00) ,Framing Fundamental Period: 0.2416 ! Topographic Factor: 1.0000 Snow Importance: 1.000 - Bracing Fundamental Period: 0.1508 + Thermal Category (Factor): Heated (1.00) r 'Framing R -Factor: 3.5000 NOT Windborne Debris Region Y Ground / Roof Conversion: 0.70 Bracing R -Factor: 3.2500 Base Elevation: 0/0/0_ %Snow Used in Seismic: 0.00 Soil Profile Type: Stiffsoil (D, 4) A ^ Primary Zone Strip Width: 111016 Seismic Snow Load: 0.00 psf - i,', , .,Diaphragm Condition: Flexible �_ Parts/ Portions Zone Strip Width: -N/A Unobstructed Slippery Frame Redundancy Factor: 1.3000 • Basic Wind Pressure: 22.35 psf `• rr c Brace Redundancy Factor: 1.3000 4 Frame Seismic Factor (Cs): 0.1524 x W' «,t, r ' . Brace Seismic Factor (Cs): 0.1642 x W, ' Design Spectral Response ,Shc:0.3348 s Design Spectral Response - Sds: 0.5335 A Design Loads - Wall: `Covering Zone : Units - Type, _ Description Actual ' Loci Allow.. - Ratio Dir. Coef. End Zone psf W I> Standard Spacing is Adequate 19.31 0/0/0 23.000 0.84 OUT 1.440 End Zone + psf <W2 ,.. Standard Spacing is Adequate ' _ } 14.48 0/0/0 • '-124.606 .0.60 AN 1.080 Interior Area. psf W1>, Standard Spacing is Adequate , ,15.69 5/6/0 " ' 23.000 0.68 OUT -1.170 lnterior Area psf <W2 Standard Spacing is Adequate 1 • 14.48 5/6/0 24.000' -0.60 1N 1.080 . r Coverin2 Design Loads - Wall: 2 ., Zone Units Type Description Actual 'Locl Allow. IRatio Dir. Coef. End Zone psf Wl> Standard Spacing is Adequate 19.31 0/0/0 19.000 1.02 OUT -1.440 End Zonc' 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 89/6/0 19.000 1.02' 'OUT -1.440 End Zone psf <W2. Standard Spacing is Adequate - 14.48 89/6/0' 21.000 0.69 IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate .15.69 5/6/0 -19.000 0.83 .OUT -1.170 Interior Area psf ' <W2 I Standard Spacing is Adequate 14.48 5/6/0. . 21.000 0.69. IN '1.080 -Zone .Units Type Description Actual Locl Allow.. Ratio -Dir. Coef. Covering DesiRn Loads - Wall: 3 psf W I> ' •_ Standard Spacing is Adequate • .'7.72 0/0/0 24.000 0.32 IN -1.170 • lnterior Area psf, <W2 _ Standard Spacing is Adequate 'r' 7.13 . 0/0/0 23.000 0.31 OUT 1.080 ' End Zone psf W 1> Standard Spacing is Adequate +9.50 14/6/0 •.24.000 0.40 IN 1.440 End Zone psf <W2 Standard Spacing is Adequate 7.13 -14/6/0 23.000 0.31 OUT 1.080 End Zone psf W 1> Standard Spacing is Adequate _ 19.31 14/6/0 • 23.000 0.84 OUT -1.440 End Zone , psf <W2 Standard Spacing is Adequate 14.48 • 14/6/0 24.000 0.60 ' IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 15.69 0/0/0 23.000 0.68 OUT -Zone .Units Type Description Actual Locl Allow.. Ratio -Dir. Coef. Interior Area psf W I> ' •_ Standard Spacing is Adequate • .'7.72 0/0/0 24.000 0.32 IN -1.170 • lnterior Area psf, <W2 _ Standard Spacing is Adequate 'r' 7.13 . 0/0/0 23.000 0.31 OUT 1.080 ' End Zone psf W 1> Standard Spacing is Adequate +9.50 14/6/0 •.24.000 0.40 IN 1.440 End Zone psf <W2 Standard Spacing is Adequate 7.13 -14/6/0 23.000 0.31 OUT 1.080 End Zone psf W 1> Standard Spacing is Adequate _ 19.31 14/6/0 • 23.000 0.84 OUT -1.440 End Zone , psf <W2 Standard Spacing is Adequate 14.48 • 14/6/0 24.000 0.60 ' IN 1.080 Interior Area psf W 1> Standard Spacing is Adequate 15.69 0/0/0 23.000 0.68 OUT -1.170 Interior Area psf <W2 Standard Spacing is Adequate 14.48 ''0/0/0 24.000.0.60 1N' 1'.080' - File:.14-024315.011 --a- ' `".. Version: 2014.2b Butler Manufacturing, a division of BlueScope Buildings North America, Inc.' aurc ER Date: 1/12/20.15 Butler Manufacturing Calculations Package 14-024315 Time: 02:25 PM Page: 71 of 71 Covering Design Loads - Roof: A Zone Units Type Description Panel Data Wall/Roof Type Thickness Actual Locl Allow. Ratio Dir. Coef. Entire Surface psf L Standard Spacing is Adequate 20.89 0/0/0 69.000 0.30 IN 0.997 Corner Zone psf <W2 Standard Spacing is Adequate 7.39 11/0/0 69.000 0.11 IN 0.480 Corner Zone psf W I> Standard Spacing is Adequate 36.71 11/0/0 64.000 0.57 OUT -2.780 Exterior Edge Zone psf <W2 Standard Spacing is Adequate 7.39 11/0/0 69.000 0.11 IN 0.480 Exterior Edge Zone psf W I> Standard Spacing is Adequate 25.98 11/0/0 64.000 0.41 OUT -1.980 Exterior Edge Zone psf <W2 Standard Spacing is Adequate 7.39 84/0/0 69.000 0.11 IN 0.480 Exterior Edge Zone psf W I> Standa-d Spacing is Adequate 25.98 84/0/0 64.000 0.41 OUT -1.980 Comer Zone psf <W2 Standard Spacing is Adequate 7.39 84/0/0 69.000 0.11 IN 0.480 Comer Zone psf W 1> Standard Spacing is Adequate 36.71 84/0/0 64.000 0.57 OUT -2.780 Side Zone psf <W2 Standard Spacing is Adequate 7.39 84/0/0 69.000 0.11 IN 0.480 Side Zone psf W 1> Standard Spacing is Adequate 19.28 84/0/0 64.000 0.30 OUT -1.480 Interior Area psf <W2 Standard Spacing is Adequate 7.39 11/0/0 69.000 0.11 IN 0.480 Interior Area psf W l> Standard Spacing is Adequate 16.60 11/0/0 64.000 0.26 OUT -1.280 Panel Data Wall/Roof Type Thickness Finish Color Direction Gable Dir Max. Length Wall: 1 Butlerib 11 Unpunched 26 Butler -Cote Cool Country Wheat Left to Right Left to Right 41/0/0 Wall: 2 Butlerib 11 Unpunched 26 Butler -Cote Cool Country Wheat Left to Right Left to Right 41/0/0 Wall: 3 Butlerib 11 Unpunched 26 Butler -Cote Cool Country Wheat Left to Right Left to Right 41/0/0 Wall: 4 Open Wall: 3 Butlerib It Unpunched 26 AIZn Plain AIZn System Generated Not Applicable 41/0/0 Roof: A Factoo Plata Wall/Roof Type Length Spacing Washers Insul. Block Mod. Ctrl. Ice Damming Wall: I Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 2 Torx CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 3 Tom CMC MPS, CMC SDS MPS, SDS Stitch Standard Option Yes None No No Stitch Wall: 4 Not Applicable Roof: A Hex CS SDS, CS SDM SDS, SDM Stitch Standard Option Yes None No No Stitch File: 14-024315.011 Version: 2014.2b Butler Manufacturing, a division ofBlueScope Buildings North America, Inc. c. 11111=- 1=1111 Butte County Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 . Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax (530)538-7785 FORM.NO CCESSIBILTY UPGRADE WORKSHEET, Job Address 11128 Midway, Chico, CA Date 3/25/16 Project Name Oakridge Cabinet Shop Addition Permit Number B 15-0356 Applicant North Valley Building, Systems Owner Scott Bechold 1. Construction Cost: $ 75,250.00 a. Ground floor $ b. Basement $ c. Other floors ( ) $ y 2. • Construction Cost on the same path of travel during the previous three years: $ 1 .3. Total Construction Cost (add amounts in Land 2 above): $ 75,250.00 4. Current Valuation Threshold (Effective January 2012): $ 136.060.00 ` SELECT YOUR APPLICABLE ACCESSIBILITY. UPGRADE COMPLIANCE OBLIGATION ❑ This alteration consists solely of accessibility upgrades and is limited to its specific scope of work. ❑ The existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve.the area of alteration currently comply with all accessibility provisions as for new buildings. ❑ The total Construction Cost (item 3 above) exceeds the current valuation threshold and the alteration occurs on the ground floor. I will upgrade the existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage.and alarms that serve the area of alteration to comply with all accessibility provisions as for new buildings: ❑ The total Construction Cost (item 3 above) does not exceed the Current Valuation Threshold (item 4 above) or the alteration occurs,on a floor other, than the ground floor. .I will upgrade the existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteration, as applicable, to comply with all accessibility provisions as for new buildings. El The total Construction Cost (item 3 above) does "not exceed the'Current Valuation Threshold (item 4 above) or the alteration occurs on a floor other than the ground floor and providing compliance with all.accessibility provisions as for new buildings would create an unreasonable hardship. I will provide accessibility to the maximum.extent feasible without incurring disproportionate costs (i.e. 20 percent of the amount in Item 1 $'ems 1 In choosing which accessible elements to provide, priority will be given to those elements that will We t e greatest access in the order provided in the Cost Table. (Please complete the Cost Table) Signed Date LO 1 20 C (OWNER O ANT) . , Building Division Plan ApprovalDate 2<6 Cost Table Step A. Select the compliance status applicable to each category. If "Existing Full" is selected go to Step C. Otherwise, go to Step B. ' Step B. Select the individual elements in this category that are non -complying. Describe the upgrades necessary for full compliance of each: selected individual element and provide their costs. Step C. Go to the next category (2, 3, 4, 5 then 6) and perform Step A. Repeat until all 6 categories have been completed in order. r Revised 7.20.2015 Page 1 of3 NOTE: If providing an individual element is unfeasible or the costs of an individual element cause the total costs to , exceed the disproportionate costs for this project, note it as such and skip to the next individual element selected. Your total costs should be approximately equal to or greater than the disproportionate costs unless full compliance for each category is achieved prior to exceeding disproportionate costs. Disproportionate Costs for this project $ (Amount from Accessibilitv Uoarade Worksheet CATEGORY COSTS 1. PRIMARY ENTRANCE TO ALTERED AREA Compliance Status: ❑Existing Full ❑■ Upgrade Full ❑ Upgrade Partial 0 0 0 ❑ ❑ 0 EJ EJ x❑ DOOR A. Change of door install a 3o x 7o Exterior steel Hollow metal Door and Frame B. Threshold Flat Threshold for 3' door C. Hardware Lever Handle Exterior Keyed Lock D. Kick plate E. Strike -side clearance F. Other Remove existing interior wall to allow access to the existing ADA Restrooms , repair flooring and wall tie in areas $ 2500.00 $100.00 $250.00 $2,500.00 $400.00 SIGNS AND IDENTIFICATION A. Sign at building entrance B. Sign in building lobby C. Other Truncated Domes at exits into vehicular Hazard Area $100.00 $ 3,525.00 $ 9425.00 Subtotal 2. ROUTE TO THE ALTERED AREA Compliance Status: ❑ Existing Full ❑■ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ x❑ CHANGE OF ELEVATION(S) A. Ramps/Curb Ramps B. Lifts $ C. Elevators DOORS A. Change of door Replace the existing door with a 3o x 7o Interior Steel Hollow Metal Door and Frame B. Thresho ld Flat Threshold for 3' door C. Hardware Lever Handle Locset $2,500.00 $100.00 $250.00 D. Kick plate E. Strike -side clearance F. Signs and identification (Braille) - G. Other Path of Travel concrete walk $1,380.00 $ 4,230.00 Subtotal Revised 7.20.2015 Page 2 of CATEGORY COSTS 3. RESTROOMS SERVING ALTERED AREA Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑. A. Enlarge restroom B. Enlarge door(s) C. Strike side clearance D. Door symbols E. Signs and identification (Braille) F. Replacement or relocation of fixture (specify) L $ 2. 3. 4. G. Replacement or relocation of accessories (specify) 1. 2. 3. 4. H. Grab bars (bars and backing) I. Other Subtotal 4. PUBLIC TELEPHONES Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ A. Retrofit/Add Subtotal $ $ 5. DRINKING FOUNTAINS Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ A. Replace drinking fountain B. Relocate existing drinking fountain C. Provide alcove D. Add wing walls and/or floor treatment E. Other $ Subtotal $ 6. PARKING, STORAGE, ALARMS Compliance Status: ❑ Existing Full Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ F-1 A. Replace curb ramps B. Re -slope parking space & loading/unloading aisle C. Paint the border of loading/unloading aisle blue D. Other Re -paint strips and path of travel to area of refuge. Subtotal $ $700.00 $1,200.00 1 $ 1,900.00 Revised 7.20.2015 Page 3of3 Revised 7.20.2015 Page 4 of 3 TOTAL $ 151 555.00 , i ,i Butte County Department of Development Services PERMIT CENTER �....:r.. 7 County Center -Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 • www.buttecountv.netld& FORM NO PLAN CHANGE, RECHECK, OR RETURN Owner's ame: Oak Ridge Cabinets, Midway LLC Contact Person Name: Andy Wood Contact email: andy@northvalleybuilding.com Contact Phone Number: 345-7296 Date Submitted: 02/18/16 Permit Number: B15-0356 Assessor's Parcel Number .040-310-087 ❑ COMPLETE SET OF PLANS B PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) 2 sets of 24"x 36" plans by Sequoia Engineering, Sheets C, Al -A5, P1, S1-S2, E1 -E3 Please check any that apply: ❑ Response to Plan Check Letter? ❑ Response to Building Inspection Correction Notice? BUTTE 13 Is there additional square footage? COUNTY 13 Is unfinished area being in -filled or completed? 8 Other: Reduction of original Scope of Work FEB 18 2016 DEVEL.Of.\4ENT LIST OF ITEMS SUBMITTED SERVICES 1 2 Copies of Change of Scope Letter from Sequoia Engineeringplan c to-n0cf- 2• 2 sets of 24" x 36 plans by Sequoia Engineering, Sheets C, Al -A5, P1, S1-S2, E1 -E3 3 / 5. Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will�termine if additional plan checking fees are required: Minimum $127.00 paid tld Additional Fee Amount Due: 31g116 - NoT Approved Revised 7.20.201.5 Page 1 of 1 Scott Miller From: chad@sequoiacivil.com Sent:. Wednesday, February 17, 2016 3:59 PM To: Scott Miller Subject: FW: Oak Ridge Cabinet Scott, I finally.heard back from Philo on what the county will be looking for on the resubmittal. I'II pull these together tomorrow and drop them off at your office. Chad Ratz'laff, P.E., M.ASCE SEQUOIA EAC. i NEtittNt; t Chico, CA p 530-59177258 www.seguoiacivil.com From: Hunt, Philo imailto:PHunt@buttecounty.nett Sent: Wednesday, February 17, 2016 11:42 AM To: chad@s6guoiacivil.com Subject: Oak Ridge Cabinet Hi Chad, You can do it either way, whichever is easiest for you... as long as it is clear what is being changed. We will need (2) . duplicate•copies submitted to the Permit Center for a Plan Change. Cost is time billing. The Permit Center will charge $127 initial fee when.the Plan Changes are submitted. Philo Hunt, P.E. I Plan Check Engineer Butte Countv•Department of Development Services = Building Division 7 County Center Drive, Oroville, CA 95965 530.538.2130 phunt@buttecounty.net To: Hunt, Philo Subject: Oak Ridge Cabinet Philo, I has been brought to my attention that Oak Ridge Cabinets would like to remove some of the areas of remodel from their permit. I wrote a letter stating this awhile back. Since then they have contacted me stating the county need to see the areas of removal on the plans. Can I just mark our the area on plan, or do I need to redo everything and remove those areas completely? Call if you would like to discuss this over the phone. Chad Ratzlaff, P.E., M.ASCE SEQUOIA . 1 . • Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www.buttecouniy.net/dds e � FORM NO DBP -06 PLAN CHANGE, RECHECK, OR RETURN Owner's Name: Midway LLC Contact Person Name: Andy Wood Contact email: andy@northyalleybuilding.com Contact Phone Number: (530) 345-7296 Date Submitted: 06/21/2016 Permit Number: B15-0356 Assessor's Parcel Number: 040-310-087 8 COMPLETE SET OF PLANS, ❑ PARTIAL SET OR PAGES OF PLANS (LIST_PAGES BELOW) Please check any that apply: ' ❑ Response to Plan Check Letter? '❑ Response to Building Inspection Correction Notice? ❑ Is there additional square footage? r ❑ Is unfinished area, being in -filled or completed? B Other: Revised showroom remodel for ADA LIST OF ITEMS SUBMITTED l 2 sets of plans including sheets,C,A1,A2,A3',A4,A5,S1,S2,E1,E2 and E3 2. 1 each Revised Accessibility Upgrade Worksheet 3 4. 5. Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: 0 Minimum $127.00 paid 13 Additional Fee Amount Due: Revised 7.20.2015 Page 1 of 1 SEQUOIA E N G I N E E R 1 N G CIVIL & STRUCTURAL January 15, 2016 Butte County Department of Development Services 7 County Center Dr. Oroville, CA 95965 RE: Apn.040-310-087 Building Permit Number: B15-0356 Description: Cabinet Shop Addition and Remodel To Whom It May Concern: The showroom Iand bathroom remodel shown on sheet A2 of the above mentioned plan will not be constructed at this time. It is the intent of the owner to remove this portion of the project from this permit. However, the new metal building and exterior ADA upgrades will be finished per plan. Please do not hesitate to contact me if you have any question. OOESSI y 06439 P. 6- 17 . S CIVIL r9cAt Jan 15, 2016 Chad Ratzlaff, P.E., M.ASCE BUTTE COUNTY FEB 18 2016 DEVELOPMENT SERVICES 467 East 2"d Ave, Chico, CA 95926• (530) 591-7258 chad@sequoiacivil.com ;.' F .i { �4 jY f•. I i '. ..^-.��A -L. If t T'R � ..1 1•'. 4tlT'��' y �: 1 � ,•;1dit ' } ,� z: 1 :,: 1 C 1 � n i •�,• ,. k �, y,1� a•� � 11 I I ' ���`' {1 aY •. 41 ,y •�YICAY 1' 41 A .i . AP s r 'y. Y iY •�� i r It 4 .a ..� .. ��•� _ 'Bp# z Y -Assessor's Parcel#: ) C7 7 Enclosed in the envelope are the following 'k items: _ Residential or Pion-Residential Construction E Requirements _ Title 24 Energy Calculations _ Engineered Truss details Structural calculations — CDF Fire Safe requirements/BCFD Requirements — Flood Elevation Certificate Special Inspection Sheet i _ Air Quality Management Dist. Rule 207 Form Soils Investigation report ' Setback attachment for sloped Building 1{ sites _ CA Green Building code Items • v c {, o � ;� n a e _ �, SII.,. - F � v P Al K