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Specifications gto'.Zoz,?- Dooci HECEIVED /,7850 0 T sf OFFICE COPY FEB 17 2022 CITY OF TIGARLJ 3UILDING DIVISIO Structural Engineering Design , Inc 1815 Wrlght Ave La Verne, Ca. 91750 Tel:909-590-1351 Pax: 909-590-7186 Project Name : BROADWAY ROSE THEATER G N S, Project Number : 22-0201-13 98752 PE f Dote : 02/16/22 2 O R E 6O N Street Address: 12850 SW GRANT AVE City/State : PORTL,AND, OR 97223 EXPIRES gig() Z.61\ OW30/2024 Scope of Work : STORAGE RACK ENHAO DNHAOZHANGby ZHANG °254 °Z0Boo7 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909,596.1351 Fax: 909.596.7186 By: NIHAL. Project: BROADWAY ROSE THEATER Project#:22-0201-13 TABLE OF CONTENTS Title Page 1 Table of Contents 2 Design Data and Definition of Components 3 Critical Configuration 4 Seismic Loads 5 to 6 Column 7 Beam and Connector 8 to 9 Bracing 10 Anchors 11 Base Plate 12 Slab on Grade 13 Other Configurations 14 Structural Engineering & Design Inc. ---- 1815 Wright Ave La Verne, CA 91750 Tel:909.596.1351 Fax; 909,596,7186 By: NIHAL Project: BROADWAY ROSE THEATER Project#:22-0201-13 Design Data 1)The analyses herein conforms to the requirements of the: 2018 I8C Section 2209 2019 CSC Section 2209 ANSI frill 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks'2012 RMI Rack Design Manual" ASCE 7-16,section 15.5.3 2)Transverse braced frame steel conforms to ASTM A570,Gr.55, with minimum strength,Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570,Gr.55,with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3)Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4)All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar.All such welds shall be performed in shop,with no field welding allowed other than those supervised by a licensed deputy inspector. 5)The existing slab on grade is 6"thick with minimum 3000 psi compressive strength.Allowable Soil bearing capacity is 750 psf. The design of the existing slab is by others. 6)Load combinations for rack components correspond to 2012 RMI Section 2.1 for ASD level load criteria Definition of Components Beamsr_ Gahm /r-- 71. ;II _..1 tx+ei dace 5.411 annector 1 Dwane II 7. Bearn to Cot mn Fr see Beam t=�ta�lu'r icing Base Prate and . . . . " ".' _if Archon :1 MI I ' ------- lranAi Ee �a'SY4 f-letihr Length _�4' i i� - 1*Frame Depth Front Vaeva Down Ash (Ion u sn 1} Frame Section Az Cross/ ITransversr 1 Frame . Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: BROADWAY ROSE THEATER Project#:22-0201-13 Configuration&Summary:TYPE A 1 f- **RACK COLUMN REACTIONS 12" 48" ASD LOADS tZ__._ AXIAL DLL= 4100/b AXIAL LL= 4,750/b 48" SEISMIC AXIAL Ps=+/- 4,574/b 240" 72 \ BASE MOMENT- 8,000 in-lb _ 240" 48" 72" t 4 ___ _ 48" - > 84 [ 36" i IIN. ,,�__ 96" — -I' 4- 36" -71' Seismic Criteria #Bm Lvis Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.855, Fa=1.158 4 36 in 240.0 in 5 96 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=4850 Ib, M=14194 in-lb 0.9-OK Column&Backer None None None N/A Beam Fy=55 ksi HMH 50160/5" Face x 0.057"thk Lu=96 in Capacity:6500 lb/pr 0.62-OK Beam Connector Fy=55 ksi Lvl 1:3 pin OK Mconn=5520 in-lb Mcap=12691 in-lb 0.43-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.13-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.21-OK Base Plate Fy=36 ksi 8x5x3/8 Fixity= 8000 in-lb 0.78-•OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=3336 Ib) 0.767-OK Slab&Soil 6"thk x 3000 psi slab on grade. 750 psf Soil Bearing Pressure 0.46-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 4,000 lb 84.0 in 36.0 in 227 lb 115 lb 4,850 lb 14,194 "# 9,462 "# 4 pin OK 2 750 lb 72.0 in 48.0 in 85 lb 43 lb 2,825 lb 7,801 "# 5,520 "# 3 pin OK 3 750 lb 72.0 in 48.0 in 124 lb 63 lb 2,425 lb 7,025 "# 3,134 "# 3 pin OK 4 4,000 lb 12.0 in 48.0 in 647 lb 327 lb 2,025 lb 982 "# 2,108 "# 3 pin OK 48.0 in **Load defined as product weight per pair of beams Total: 1,083 lb 548 lb Notes J HMH 5" 16 GA BEAM W/4 PIN CONNECTOR @ LEVEL 1 &HMH 4" 16 GA W/3 PIN CONNECTOR @ LEVEL 4 • Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: BROADWAY ROSE THEATER Project#:22-0201-13 Seismic Forces Configuration:TYPE A Lateral analysis Is performed with regard to the requirements of the 2012 RMI ANSI MN 16.1-2012 Sec 2.6&ASCE 7-16 sec 15.5.3 Ss= 0.855 Transverse(Cross Aisle)Seismic Load S1= 0.394 V= CS*Ip*Ws=Cs*Ip*(0.67*p*Prf+D) vt id Cs1= Sds/R �►.: Fa= 1.158 / �� Fv= 1.906 = 0.1650 Cs-max*Ip= 0.1650liaa��� Sds=2/3*Ss*Fa= 0.660 Cs2= 0.044*Sds Vmin= 0.015 /111 Sd1=2/3*S1*pv= 0.501 = 0.0290 Eff Base Shear=Cs= 0.1650 1�r atysrseF.kvation Ca=0.4*2/3*Ss*Fa= 0.2640 Cs3= 0.5*S1/R Ws= (0.67*PLRF1* PL)+DL(RMI 2.6.2) ('transverse,Braced Frame Dir,)R= 4.0 = 0.0493 = 6,565 lb Ip= 1.0 Cs-max= 0,1650 Vtransv=Vt= 0.165* (200 lb+ 6365 Ib) PRF1= ,,0 Base Shear Coeff=Cs= 0.1650 Etransverse= 1,083 lb Pallet Height=hp= 48.0 in Limit States Level Transverse seismic shear per upright DL per Beam Lvl= 50 lb Level PRODUCT LOAD P P*0.67*PRFI DL hi wi*hi Fi Fi*(hi+hp/2) 1 4,000 lb 2,680 lb 50 lb 84 in 229,320 226.5 lb 24,462-# 2 750 lb 503 lb 50 lb 156 in 86,190 85.1 lb 15,318-# 3 750 lb 503 lb 50 lb 228 In 125,970 124.4 lb 31,349-# 4 4,000 lb 2,680 lb 50 lb 240 in 655,200 647.0 lb 170,808-# sum: P=9500 lb 6,365 lb 200 lb W=6565 lb 1,096,680 1,083 lb F=241,937 I . Longitudinal (Downaisle)Seismic Load Similarly for longitudinal seismic loads,using R=6.0 Ws= (0.67* PLRF2* P) + DL PRF2= 1,0 ,Y..y�, l'.,::1 , ", ;.,,..j 1 ...�.,, Cs1=Sd1/(T*R)= 0.0834 = 6,565 lb (Longitudinal,Unbraced Dlr.)R= 6.0 - , Cs2= 0.0290 Cs=Cs-max*Ip= 0.0834 T= 1.00 sec '` " '`''`` Cs3= 0.0328 Vlong= 0.0834* (200 lb+6365 Ib) l'`~J L [.: :,1 ""'! Cs max= 0.0834 Eiongitudinal= 548 lb Limit States Leve/Longft seismic shear per upright Level PRODUC LOAD P P*0.67*PRF2 DL hi wi*hi Fi Front V(giv 1 4,000 lb 2,680 lb 50 lb 84 in 229,320 114.6 lb I 2 750 lb 503 lb 50 lb 156 in 86,190 43.1 lb 3 750 lb 503 lb 50 lb 228 in 125,970 62.9 lb 4 4,000 lb 2,680 lb 50 lb 240 in 655,200 327.4 lb sum: 6,365 lb 200 lb W-6565 lb 1,096,680 548 lb - Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596,7186 By: NIHAL Project: BROADWAY ROSE THEATER Project#:22-0201-13 Downaisle Seismic Loads Configuration:TYPE A Determine the story moments by applying portal analysis.The base plate is assumed to provide partial fixity. Seismic Story Forces Typical frame made Vlong= 548 lb Tributary area °ftwocolumns Vcol=Vlong/2= 274 lb °f rack frame F1= 115 lb , —► 4, :'. `' I j : Typical Frarne made F2 43 lNal b I oftwocolurnns F3= 63 lb -► {.:::;1 01 0:0mom I Top View i frost View Skis View Seismic Story Moments Conceptual System COL Mbase-max= 8,000 in-lb <===Default capacity h1-eff= h1-beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 81 in Vcol = 11,097 in-lb <_==Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v h2 = 8,000 in-lb M 1-1= [Vcol*hleff]-Mbase-eff M 2-2= [Vcol-(F1)/2]*h2 = (274 lb*81 in)-8000 in-lb = [274 lb-21.6 lb]*72 in/2 = 14,194 in-lb = 7,801 in-lb hi hleff - Mseis= (Mupper+Mlower)/2 Beam to Column Mseis(1 1)= (14194 in-lb+ 7801 in-lb)/2 Mseis(2-2)= (7801 in-lb+7025 in-lb)/2 Elevation = 10,998 in-lb = 7,413 in-lb rho= 1.0000 Summary of Forces LEVEL hi Axial Load Column Moment** Mseismic** Mend-fixity Mconn** Beam Connector 1 84 in 4,850 lb 14,194 in-lb 10,998 in-lb 2,520 in-lb 9,462 in-lb 3 pin OK 2 72 in 2,825 lb 7,801 in-lb 7,413 in-lb 473 in-lb 5,520 in-lb 3 pin OK 3 72 in 2,425 lb 7,025 in-lb 4,004 in-lb 473 in-lb 3,134 in-lb 3 pin OK 4 1.2 in 2,025 lb 982 in-lb 491 in-lb 2,520 in-lb 2,108 in-lb 3 pIn OK Mconn= (Mseismic+ Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 12,691 in-lb **all moments based on limit states level loading . Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax; 909.596,7186 By: NIHAL Project: BROADWAY ROSE THEATER Project#:22-0201-13 Column(Longitudinal Loads) Configuration:TYPE A Section Properties Section: Hannibal IF3014-3x3x14ga 1,.a 3.000 in El Aeff= 0.643 inA2 Iy= 0.749 inA4 Kx= 1.7 x Ix = 1.130 in^4 Sy= 0.493 in^3 Lx= 81.5 in Sx = 0.753 in^3 ry= 1.080 in Ky= 1.0 Y-•- - y 3.000 in rx = 1.326 in Fy= 55 ksi Ly= 36.0 in 10.075in Qf= 1.67 Cmx= 0.85 Cb= 1.0 E= 29,500 ksi x -t 1 k-0.75 in Loads Considers loads at level 1 COLUMN DL= 100 lb Critical load cases are:RMI Sec 2.1 COLUMN PL= 4,750 lb Load Case 5:::(1+0.105*Sds)D+0,75*(1.4+0.14Sds)*B*P+0.75*(0,7*rho*E)<=1.0,ASD Method Mcol= 14,194 in-lb axial load coeff: 0.78351735*P seismic moment coeff: 0.5625*Mcol Sds= 0.6601 Load Case 6::(1+0.14*Sds)D+(0.85+0.14Sds)*B*P+(0.7*rho*E)<=1.0,ASD Method 1+0.105*Sds= 1.0693 axial load coeff: 0.65969 seismic moment coeff: 0.7*Mcol 1.4+0.14Sds= 1.4924 By analysis, Load case 6 governs utilizing loads as such 1+0.14Sds= 1.0924 0.85.0.14*Sds= 0.9424 Axial Load=Pax= 1.092414*100 lb+0.942414*0.7*4750 lb Moment=Mx= 0.7*rho*Mcol B= 0.7000 = 3,243 lb = 0.7* 14194 in-lb rho= 1.0000 = 9,936 in-lb Axial Analysis KxLx/rx= 1.7*81,5"/1.326" KyLy/ry= 1*3691.08" Fe < Fy/2 = 104.5 = 33.3 Fn= Fe = n^2E/(KL/r)max^2 Fe= n^2E/(KL/r)max^2 Fy/2= 27.5 ksi = 26.7 ksi = 26.7ksi Pa= Pn/Qc Pn= Aeff*Fn Qc= 1.92 = 17148 lb/1,92 = 17,148 lb = 8,931 lb P/Pa= 0.36 > 0.15 Bending Analysis Check: Pax/Pa + (Cnix*Mx)/(Max*px) 5 1,0 P/Pao + Mx/Max 5 1.0 Pno= Ae*Fy Pao= Pno/Qc Myleld=My= Sx*Fy = 0.643 in^2 *55000 psi = 353651b/1.92 = 0.753 in^3 * 55000 psi = 35,365 lb = 18,419 lb = 41,415 in-lb Max= My/Of Pcr= n^2EI/(KL)max^2 = 41415 in-lb/1.67 = n^2*29500 ksi/(1.7*81.5 in)^2 = 24,799 in-lb = 17,139 lb px= {1/[1-(Oc*P/Pcr)]}^-1 {1/[i-(1,92*3243 ib/17139 1b)j}^-1 = 0.64 Combined Stresses (3243 lb/8931 lb) + (0.85*9936 in-lb)/(24799 in-Ib*0.64) = 0.90 < 1.0,OK (EQ C5-1) (3243 lb/18419 lb) +(9936 in-lb/24799 in-lb) = 0.58 < 1.0,OK (EQ C5-2) **For comparison,total column stress computed for load case 5 is: 88.0% loads 3828.6384625 lb Axial and M= 7451 in-lb - Structural Engineering & Design Inc. -- -- w-_ 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax:909.596.7186 By: NIHAL Project: BROADWAY ROSE THEATER Project#: 22-0201-13 BEAM Configuration: TYPE A DETERMINE ALLOWABLE MOMENT CAPACITY 2.75 in A)_Chck compression flange for local buckling(B2.1) 1.75 in __!! u 1 w= c-2*t-2*r T 1.75 in-2*0.057 in- 2*0.057 in r ""' = 1.522 in w/t= 26.7 ]..625 in 1=lambda= [1.052/(k)^0.5] * (w/t) * (Fy/E)^0.5 Eq. B2.1-4 _ [1.052/(4)^0.5] * 26.7*(55/29500)1'0.5 5.000 in 0.606 < 0.673, Flange is fully effective Eq, B2.1-1 0.057 in check web for local bucklingper section b2.3 + I f1(comp)= Fy*(y3/y2)= 51.31 ksi • f2(tension)= Fy*(y1/y2)= 103.08 ksi rNIMO"`` Y= f2/f1 Eq, B2.3-5 Beam= HMH 50150/5"ace x 0.057""thk = -2.009 Ix= 2.620 inA4 k= 4 + 2*(1-Y)A3 + 2*(1-Y) Eq. B2.3-4 Sx= 1.004 in^3 = 64.51 Ycg= 3.300 in flat depth=w= y1+y3 t= 0.057 in = 4.772 in w/t= 83.71929825 OK Bend Radius=r= 0.057 in 1=lambda= [1.052/(k)^0.5] *(w/t)*(11/E)^0.5 Fy=Fyv= 55.00 ksi "M = [1.052/(64,51)1\0.5] *4.772*(51.31/29500)^0.5 Fu=Fuv= 65.00 ksi = 0.457 < 0.673 E= 29500 ksi be=w= 4.772 in b2= be/2 Eq 82.3-2 top flange=b= 1.750 in bl= be(3-Y) = 2.39 in bottom flange= 2.750 in = 0.953 Web depth= 5.Pn F' bi+b2= 3.343 in > 1.586 in, Web Is fully effective Determine effect of cold working on steel yield point(Fya)per section A7.2 - fl(comp) Fya= C*Fyc+ (1-C)*Fy (EQ A7.2-1) t -- •- Lcorner=Lc= (p/2)* (r+t/2) 0.134 in C= 2*Lc/(Lf+2*Lc) v2 Lflange-top=Lf= 1.522 in = 0.150 in v3 m= 0.192*(Fu/Fy)-0.068 (EQ A7.2-4) depth = 0.1590 Bc= 3.69*(Fu/Fy)-0.819*(Fu/Fy)^2 - 1.79 (EQ A7.2-3) f = 1.427 since fu/Fv= 1.18 < 1.2 Ycg v+ and r/t= 1 < 7 OK then Fyc= Bc* Fy/(R/t)^m (EQ A7.2-2) 12(tension) = 78.485 ksi Thus, Fya-top= 58.52 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth --Yeg) y1= Ycg t r= 3.186 in = 113.59 ksi (tension stress at bottom) y2= depth-Ycg= 1.700 in Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom-2*r*-2*t y3= y2 t r= 1.586 in = 2.522 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) 0.096 Fy-bottom=Fyb= Cb*Fyc + (1-Cb)*Fyf = 57.26 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.50 ksi if F= 0.95 Then F*Mn=F*Fya*Sx=I 28.13 in-k • . Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel:909.596.1351 Fax: 909.596.7186 By: NIHAL Project: BROADWAY ROSE THEATER Project#: 22-0201-13 SEAM Configuration:TYPE A RMI Section 5.2, PT II Section Beam= HMH 501.60/5"Face x 0.057"thk Ix=Ib= 2.620 inA4 2.75 in Sx= 1004 in^3 t= 0.057 in E= 29500 ksi 1.75 in 3 Fy=Fyv= 55 ksi F= 300.0 Fu=Fuv= 65 ksi L= 96 in 7 Fya= 58.5 ksi Beam Level= 1 1.625 In • P=Product Load= 4,000 lb/pair D=Dead Load= 50 lb/pair 5,000 in 1.Check Bending Stress Allowable Loads 0.057 in Mcenter=F*Mn= W*L*W*Rm/8 4iirsoutias W=LRFD Load Factor= 1.2*D+ 1.4*P+1.4*(0.125)*P RMI2.2,item 8 FOR DL=2%of PL, W= 1.599 Rm= 1 - [(2*F*L)/(6*E*Ib+ 3*F*L)] 1 illlliLIIIIIIIIIIIIIiIIIIIIIIIIIIIIJIIIIIII(1 II 1 - (2*300*96 in)/[(6*29500 ksi*2.62 in^3)+(3*300*96 in)] ran = 0,895 if F= 0.95 Then F*Mn=F*Fya*Sx= 55.81 in-kThus,allowable load per beam pair=W= F*Mn*8*(# of beams)/(L*Rm*W) Bean, = 55.81 in-k*8 *2/(96in*0.895 * 1.599) Length = 6,500 lb/pair allowable load based on bending stress Mend= W*L*(1-Rm)/8 = (6500 lb/2) *96 in* (1-0.895)/8 = 4,095 in-lb @ 6500 lb max allowable load = 2,520 in-lb @ 4000 lb imposed product load 2.Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1. - (4*F*L)/(5*F*L+ 10*E*Ib) Allowable Deflection= L/180 = 1 - (4*300*96 in)/[(5*300*96 in)+(10*29500 ksi*2.62 in^4)] = 0.533 in 0.874 in Deflection at imposed Load= 0.328 in if Dmax= L/180 Based on L/180 Deflection Criteria and Dss= 5*W*L^3/(384*E*Ib) L./180= 5*W*L^3*Rd/(384*E*Ib*#of beams) solving for W yields, W= 384*E*I*2./(180*5*L^2*Rd) = 384*2.62 in^4*2/[180*5*(96 in)^2*0.874) = 8,188 lb/pair allowable load based on deflection limits Thus, based on the least capacity of item 1 and 2 above: Allowable load= 6,500 lb/pair Imposed Product Load= 4,000 lb/pair Beam Stress= 0.62 Beam at Level 1 Structural Engineering & Design Inc. 1815 Wright Ave I a Verne CA 91750 Tel: 909 596 1351 Fax' 909 596 7186 By: NIHAL Project: BROADWAY ROSE THEATER Project#: 22-0201-13 4 Pin Beam to Column Connection TYPE A "I he beam end moments shown herein show the result of the maximum induced tixed end monents form seismic+static loads and the code mandated minimum value of 1.5%(DL+PL) Mconn max= (Mseismic+ Mend-fixity)*0.70*Rho pl1" = 9,366 in-lb Load at level 1 rho= :1.0000 e 2"T P 6, 0 , :/2„ Connector Type= 4 Pin Shear Capacity of Pin Pin Diam= 0.14 in Fy= 55,000 psi Ashear= (0.438 in)^2* Pi/4 = 0.1507 in^2 Pshear= 0.4* Fy*Ashear = 0.4 •55000 psi * 0.1507in^2 3,31'5lb Bearing Capacity of Pin tcol= 0.075 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha * Fu *diam *tcol/Omega = 2.22*65000 psi * 0.438 in *0.075 In/2.22 = 2,135 lb <3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing- 2.0 in Fy= 55,000 psi C= P1+P2+P3+P4 tclip= 0.18 in Sclip= 0.127103 = P1+P1*(4:5"/6.5")+P1*(2.5"/6.5")+P1*(0.5"/6.5") = 2.154* P1 Mcap= Sclip* Fbending C*d= Mcap= 2.154 d= E/2 = 0.127in^3*0.66* Fy = 4,610 in-lb = 0.50 in Pclip= Mcap/(2.154*d) = 4610.1 In-lb/(2.154 *0.5 in) Thus, P1= 2,135 lb = 4,281 lb Mconn-allow= [P1*6.5"+P1*(4.5"/6.5")*4.5" +P1*(2.5"/6.5")2.5" +P1*(0.576.5")*0.51 = 2135 LB*[6.5"+(4.5"/6.5")*4.5"+(2.5"/6.5")*2.S"+(0.5"/6.5")*0.51 22,664 in-lb > Mconn max, OK Structural Engineering & Design Inc. 1815 Wright Ave I a Verne CA 91750 Tel 909.596 1351 Fax: 909.596 7186 By: NIHAL Project: BROADWAY ROSE THEATER Project#: 22-0201-13 3 Pin Beam to Column Connection TYPE A "The beam end moments shown herein show the result of the maximum induced fixed end monents form seismic i- static loads and the code mandated minimum value of 1.5%(DL+PL) Mconn max= (Mseismic+ Mend-fixity)*0.70*Rho Y1 rho= 1:0000 = 5,520 in-lb Load at level 2 e2 F3 1/2" Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)^2* Pi/4 = 0.1507 in^2 Pshear= 0.4* Fy*Ashear = 0.4*55000 psi *0.1507inA2 = 3,315 lb Bearing Capacity of Pin tcol= 0.075 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha* Fu *diam*tcol/Omega = 2.22 *65000 psi*0.438 in * 0.075 in/2.22 = 2,135 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 In Pin Spacing= 2.0 in Fy= 55,000 psi C= P1+P2+P3 tclip= 0.18 in Sclip= 0.127 in^3 = P1+P1*(2.5"/4.5")+P1*(0.5"/4.5") = 1.667* P1 Mcap= Sclip* Fbending C*d= Mcap= 1.667 d= E/2 = 0.127 in^3 * 0.66* Fy = 0.50 in = 4,610 in-lb Pclip= Mcap/(1.667* d) = 1610.1 in-lb/(1.667* 0.5 In) Thus, P1= 2,135 lb = 5,531 lb Mconn-allow= [P1*4.5"+P1*(2.574.5")*2.5"+P1*(0.574.5")*0.51 = 2135 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.51 = 12,691 in-lb > Mconn max, OK Structural Engineering & Design Inc. 1815 Wriaht Ave La Verne. CA 91750 Tel: 909,596.1351 Fax: 909.596.7186 By: NIHAL Project; BROADWAY ROSE THEATER Project#:22-0201-13 Transverse Brace Configuration:TYPE A Section Properties Diagonal Member= Hannibal 1-1/2x1-1/2x16ga Horizontal Member= Hannibal 1-1/2x1-1/2x16ga Area= 0.273 in^2 1.0 . 1.500 in o- Area= 0.273 in^2 r min= 0.496 in r min= 0.496 in 3..so0 Fy= 55,000 psi I Fy= 55,000 psi K= 1.0 1.500 in K= 1.0 S2c= 1.92 1.500 4 co--0.250 in Frame Dimensions -- —U.250 Bottom Panel Height=H= 48.0 in Clear Depth=D-B*2= 30.0 in Frame Depth=D= 36.0 in X Brace= NO Column Width=B= 3.0 in rho= 1.00 Diagonal Member 0 I Load Case 6:;(1+2J14' 0,85f0,14Sds)*B*P+[0.7*rho*EJ<=1.0,ASD Method 1 o ----,I Vtransverse= 1,083 lb Vb 11111 _ Vb=Vtransv*0.7*rho= 1083 lb* 0.7* 1 (kl/r)= (k* Ldiag)/r min \ = 758 lb = (1 x 51.6 in/0.496 in) Ldiag= [(D-B*2)^2 + (H-6")A2]A1/2 = 104,0 in /Ldlag= 51.6 in Fe= pi^2*E/(kl/r)A2 n Pmax= V*(Ldiag/D) * 0.75 = 26,919 psi = 815 1b axial load on diagonal brace member Since Fe<Fy/2, 3. �1.................. Pn= AREA*Fn Fn= Fe vp = 0.273 in^2 *26919 psi = 26,919 psi B = 7,349 lb cQnfial Panel ontjgurat ion Pallow= Pn/Q Check End Weld = 7349 lb/1.92 Lweld= 3.0 in = 3,828 lb Fu= 65 ksi tmin= 0.060 in Pn/Pallow= 0.21 <= 1.0 OK Weld Capacity= 0.75 *tmin* L*Fu/2.5 Horizontal brace 3,510 lb OK Vb=Vtransv*0.7*rho= 758 lb (kl/r)= (k* Lhoriz)/r min Fe-= pi^2*E/(kl/r)^2 Fy/2= 27,500 psi = (1 x 36 in)/0.496 in - 55,239 psi = 72,6 in Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn- AREA*Fn Pallow-= Pn/Qc = 41,309 psi = 0.273inA2*41309 psi = 11277 lb/1.92 = 11,277 lb = 5,874 lb Pn/Pallow= 0.13 <= 1.0 OK Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909,596.1351 Fax: 909.596.7186 By: NIHAL Project: BROADWAY ROSE THEATER Project#:22-0201-13 Single Row Frame Overturning Configuration:TYPE A Loads Critical Load case(s): 1) RMI Sec 2.2, item 7: (0.9-0.2Sds)D + (0.9 0.20Sds)*B*Papp hp , E*rho ;•*:?:, A Sds= 0.6601. v Vtrans=V=E=Qe= 1,083 lb (0.9-0.2Sds)- 0.7680 © 0 DEAD LOAD PER UPRIGHT=D= 200 lb (0.9-0.2Sds)= 0.7680 PRODUCT LOAD PER UPRIGHT=P= 9,500 lb B= 10000 H h Papp=P*0.67= 6,365 lb rho= 1.0000 Wst LCI=Wst1=(0.76798*D+0.76798*Papp*1)= 5,041 lb Frame Depth=Df= 36.0 in T i Product Load Top Level, Ptop= 4,000 lb Htop-IvI=H= 240.0 in • DL/Lvl= 50 lb # Levels= 4 I-4-of -01 Seismic Ovt based on E,E(Fi*hi)= 164,686 in-lb #Anchors/Base= 2 height/depth ratio= 6.7 in hp= 48.0 in SIDE ELEVATION A)Fully Loaded Rack h=H+hp/2= 264.0 in Load case 1: Movt= E(Fi*hi)*E*rho Mst= Wst1 *Df/2 T= (Movt-Mst)/Df I = 164,686 in-lb = 5041 lb*36 in/2 = (164686 in-lb-90738 in-lb)/36 in = 90,738 in-lb = 2,054 lb Net Uplift per Column i I Net Seismic Uplift= 2,054 lb B)Top Level Loaded Only Load case 1: 1 0 V1=Vtop= Cs*Ip* Ptop >= 350 lb for H/D >6.0 Movt= [V1*h V2*H/2]*rho 0.165 *4000 lb = 178,200 in-lb = 660 lb T= (Movt-Mst)/Df V1eff= 660 lb Critical Level= 4 = (178200 in-lb-58059 in-lb)/36 in V2=VDL= Cs*Ip*D Cs*Ip= 0.1650 = 3,337 lb Net Uplift per Column = 33 lb Mst= (0.76798*D + 0.76798*Ptop*1)*36 in/2 = 58,059 in-lb _i,._ _�M� Net Seismic Uplift= 3L37 lb Anchor Check(2)0.5"x 3.25" Embed HILTI KWIKBOLT TZ anchor(s)per base plate. Special inspection is required per ESR 1917. Pullout Capacity=Tcap= 1,961 lb L.A. City Jurisdiction? NO Tcap*Phi= 1,961 lb Shear Capacity=Vcap= 2,517 lb Phi= 1 Vcap*Phi= 2,517 lb Fully Loaded: (1027 lb/1961 Ib)^1 + (270 ^ lb/2517 lb 1 ' Top Level Loaded: ^ )^ y 0.63 <= 1.2 OK (1668 lb/1961 lb) 1 + (165 Ib/2517 Ib) 1 -- 0.92 <= 1.2 OK Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: BROADWAY ROSE THEATER Project#:22-0201-13 Base Plate Configuration: TYPE A Section a -► P Baseplate= 8x5x3/8 Eff Width=W= 8.00 in a= 3.00 in Eff Depth=D= 5.00 in * _ Mb PAnchor c.c. =2 a-d = 6.00 in Column Width=b= 3.00 in N=#Anchor/Base= 2 Column Depth=dc= 3.00 in 1......___ I b la— L Fy= 36,000 psi L= 2.50 inw *� Plate Thickness=t= 0.375 in Downaisle Elevation Down Aisle Loads Load Case 5::(1+0.105*Sds)D+0.75*f(1,4+0.145ds)*B*P+0,75*f0,7*rho*EJ<=1.0,ASD Method COLUMN DL= 100 lb Axial=P= 1.0693105* 100 lb+0.75*(1.492414*0.7*4750 lb) COLUMN PL= 4,750 lb = 3,829 lb Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0693 = 8000 in-lb* 0.75*0.7*rho 1.4+0.14Sds= 1,4924 = 4,200 in-lb Efff B= 0.7000 ; Axial Load P= 3,829 lb Mbase=Mb = 4,200 in-lb Effe Axial stress=fa = P/A= P/(D*W) M1= wLA2/2= fa*LA2/2 = 96 psi = 299 in-lb Moment Stress=fb = M/S = 6*Mb/[(D*BA2] Moment Stress=fb2 = 2*fb*L/W = r78.8 psi = 49.2 psi Moment Stress=fbl = ft5=fb2 M2= fbl*LA2)/2 = 29.5 psi = 92 in-lb M3 = (1/2)*fb2*L*(2/3)*L = (1/3)*fb2*LA2 Mtotal = M1+M2+M3 = 103 in-lb = 494 in-lb/in ' S-plate = (1)(tA2)/6 Fb = 0.75*Fy = 0.023 in^3/in = 27,000 psi fb/Fb = Mtotal/[(S-plate)(Fb)] F'p= 0.7*F'c = 0.78 OK = 2,100 psi OK Tanchor= (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,961 lb OK _ -1,821 lb No Tension Cross Aisle Loads Cr/[ka/load case RAM Set 2.1,kem 4:(1M,115dr)oL.f(1+0.145OS)PL'0.75+EL*0.75 1.0,ASO Method Check uplift load on Baseplate Check uplift forces on baseplate with 2 or more anchors per RMI 7,2.2, Pstatic= 3,829 lb 'When the base plate configuration consists of two anchor bolts located on either side of the column and a net uplift force exists,the minimum base plate thickness Movt*0.75*0.7*rho= 86,460 In-lb Pseismic= Movt/Frame Depth shall be determined based on a design bending moment In the plate equal Frame Depth= 36.0 in = 2,402 lb to the uplift force on one anchor times 1/2 the distance from P=Pstatie+Pseismic= 6,230 lb I he centerline of the anchor to the nearest edge of the rack column" b=Column Depth= 3.00 in I T a-- c i L=Base Plate Depth-Col Depth= 2.50 in Ta Mu a fa = P/A= P/(D*W) M= wLA2/2= fa*L^2/2 I , 1 b I 0. I = 156 psi = 487 in-lb/in Elevation Uplift per Column= 3,336 lb Sbase/in = (1)(tA2)/6 Fbase= 0,75*Fy Qty Anchor per BP= 2 = 0.023 in^3/in = 27,000 psi Net Tension per anchor=Ta= 1,668 lb fb/Fb = M/((S plate)(Fb)] c= 2.50 in MumMoment on Baseplate due to uplift= Ta*c/2 0.77 OK = 2,085 in-lb Splate= 0.117 inA3 fb Fb *0.75= 0.494 OK Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: NIHAL Project: BROADWAY ROSE THEATER Project#:22-0201-13 Slab on Grade Configuration: TYPE A �.:.. .slab a r Concrete _____ p fc= 3,000 psi slab f t b e tslab=t= 6.0 itl�- Cross teff= 6.0 in c ---- Aisle ri- x � fit- c � pl'Si'.�>r`0� 0.6 Soil, y k� 1 B fsoil= 750 sf L �; ;•Down Aisle Movt= 174,240 in-lb SLAB ELEVATION `'-'- "' Frame depth= 36,0 in Baseplate Plan View Sds= 0.660 Base Plate 0.2*Sds= 0.132 Effec.Baseplate wIdth=B= 8,00 in width=a= 3.00 in X= 0.600 Effec.Baseplate Depth=D= 5.00 in depth=b= 100 in (i=B/D= 1.600 midway dist face of column to edge of plate=c= 5.50 in F'c^0.5= 54.80 psi Column Loads midway dist face of column to edge of plate=e= 4.00 in DEAD LOAD-D= 100 lb per column Load Case 1) (1.2+0.25ds)D+ (1.2+0,2Sds)*B*P+rho*E RMI SEC 2.2 EQTN 5 unfactored ASD load = 1.33202* 100 lb+ 1.33202 * 0.7*4750 lb + 1 *4840 lb PRODUCT LOAD=P= 4,750 lb per column = 9,402 lb unfactoredASO load Load Case 2) (0.9-0.2Sds)D+ (0.9-0.2Sds)*B*Papp+ rho*E RMI SEC 2.2 EQTN 7 Papp= 3,183 lb per column = 0.76798* 100 lb+0,76798* 0.7*3182.5 lb+ 1 *4840 lb P-seismic=E= (Movt/Frame depth) = 6,628 lb = 4,840 lb per column Load Case 3) 1.2*D+ 1.4*P RMI SEC 2.2 EQTN 1,2 unfactored Lintlt State load = 1.2*100 lb+ 1.4*4750 lb B= 0.7000 z = 6,770 lb rho= 1.0000 Load Case 4) 1.2*D+ 1.0*P+ 1.0E ACI 318-14 Sec 5.3.1 Sds= 0.6601 = 9,710 lb Eqtn 5.3.1e 1.2 -+- 0.2*Sds= 1.3320 Effective Column Load=Pu= 9,710 lb per column 0.9-0.20Sds= 0.7680 Puncture Apunct= [(c+t)+(e+t)]*2*t = 258.0 in^2 Fpunctl= [(4/3 + 8/(3*B)] *n.*(F'c^0.5) fv/Fv= Pu/(Apunct*Fpunct) = 98.6 psi _ Fpunct2= 2.66 * X,* (F'c^0.5) - 0.430 < 1 OK = 87.5 psi Fpunct eff= 87.5 psi Slab Bending Pse=DL+PL+E= 9,710 lb Asoils (Pse*144)/(fsoil) L= (Asoil)^0.5 y= (c*e)^0,5 + 2*t = 1,864 in^2 - 43.17 in = 16.7 in x= (L-y)/2 Ms w*x^2/2 S-slab= 1*teff^2/6 = 13.2 in = (fsoil*x^2)/(144*2) = 6.0 inA3 Fb= 5*(phi)*(fc)^0.5 = 456.6 In-lb fb/Fb= M/(S-slab*Fb) 164.32 psi = 0.463 < 1,OK Structural Engineering & Design Inc. • 1815 Wright Ave La Verne. CA 91750 Tel: 909.596,1351 Fax: 909.596.7186 By: NIFiAL Project: BROADWAY ROSE THEATER Project#:22-0201-13 Configuration &Summary:TYPE B / **RACK COLUMN REACTIONS_ 12" 48" < ASD LOADS " AXIAL DL= 100/b 48 AXIAL LL= 4,5001b 72" SEISMIC AXIAL Ps=+/- 4,347 lb 240" �' / --- 2.40" 48„ BASE MOMENT-- 8,000 in-lb 72" 48" 84" 36" ---- ,, ..�_-_. / !, 120" -I-- ,I 36„ _ - I Seismic Criteria # Bm Lvls I Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=0.855, Fa=1..158 4 36 in 240.0 in 1 5 120 in { I Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=4600 lb, M=13060 in-lb 0.86-OK Column&Backer None None None N/A Beam Fy=55 ksi 1"Schedule 40 Steel Pipe Lu=120 in Capacity: 716 lb/pr 0.7-OK Beam Connector Fy=55 ksi Lvl 2: 3 pin OK I Mconn=6321 in-lb Mcap=12691 in-lb Brace-Horizontal Fy=55 ksi 01 -OK Y— Hannibal 1-1/2x1-1/2x16ga 0.12-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.2-OK Base Plate Fy'36 ksi 8x5x3/8 i Fixity= 8000 in-lb 0.76-OK • Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=3336 lb) 0.767-OK Slab&Soil 6"thk x 3000 psi slab on grade. 750 psf Soil Bearing Pressure • Level Load** 0.44 OK Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 4,000 lb 84,0 in 36.0 in 228 lb 116 lb 4,600 lb 13,060 "# 18,438 "# 4 pin tiV., 2 500 lb 72,0 in 48,0 in 60 lb 30 lb 2,575 lb 7,281 "# 6,321 "# 3 pin OK 3 500 lb 72,0 in 48.0 in 87 lb 44 lb 2,300 lb 6,736 "# 4,119 "# 3 pin OK 4 4,000 lb 12.0 in 48.0 in 652 lb 330 lb 2,025 lb 990 "# 11,666 "# 3 pin OK 48.0 in (**Load defined as product weight per pair of beams Total: 1,028 lb 520 lb Notes j HMH 5" 16 GA BEAM W/4 PIN CONNECTOR© LEVEL 1 &HMH 4.5" 16 GA W/3 PIN CONNECTOR© LEVEL 4 rynr 1 R.VD.XL1 r-' 4 i l _ -L Al D Structural Engineering & Design Inc. 1815 Wright Ave La Verne,CA 91750 Tel: 909.596.1351 Fax: 909,596.7186 By:, NIHAL Project: BROADWAY ROSE THEATER Project#:22-0201-13 Configuration&Summary: TYPE D — **RACK COLUMN REACTIONS 37" 48" ASD LOADS �` AXIAL DL= 125 lb 37" 48� AXIAL LL= 4,500/b SEISMIC AXIAL Ps=+/- 3,935 lb BASE MOMENT= 8,000 in-lb 240" 37" 2.40" 48" 37„ 48" 85" 36" / 'l Il_ 120"— --' 36" --, Seismic Criteria I #Bm Lvls I Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=0.855, Fa=1.158 5 36 in ' 240.0 in 5 I 120 in I Single Row I Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=4625 lb, M=13484 in-lb 0,86-OK Column&Backer None None None N/A Beam Fy=55 ksi HMH 44160/4.5"Face x 0.057"thk Lu=120 in Capacity: 4315 lb/pr 0.42-OK _ Beam Connector Fy=55 ksi Lvl 1: 3 pin OK I Mconn=7700 in-lb Mcap=12691 in-lb 0,61-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga Brace-Diagonal 0.12O K 9 Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.2-OK Base Plate Fy=36 ksi 8x5x3/8 I Fixity= 8000 in-lb 0.76-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=1844 lb) 0.417-OK Slab&Soil 6"thk x 3000 psi slab on grade. 750 psf Soil Bearing Pressure Level Load** 0.38-OK Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace I Transv I Longit. Axial I Moment I Moment Connector 1 1,800 lb 85.0 in 36.0 in 111 lb 56 lb 4,625 lb 13,484 "# 7,700 "A 3 pin OK 2 1,800 lb 37,0 in 48.0 in 159 lb 80 lb 3,700 lb 4,329 "# 4,235 "A 3 pin OK 3 1,800 lb 37.0 in 48.0 in 207 lb 105 lb 2,775 lb 3,585 "A 3,636 "A 3 pin OK 4 1,800 lb 37.0 in 48.0 in 255 lb 129 lb 1,850 lb 2,616 "A 2,878 "A 3 pin OK 5 1,800 lb 37.0 in 48.0 in 304 lb 154 lb 925 lb 1,421 "# 1,962 "A 3 pin OK "*Load defined as product weight per pair of beams Total: 1,036 lb 524 lb Notes 1 TYiL r) Rvr)xi s _. .r, I ,l/ Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax; 909.596.7186 By: NIHAL Project: BROADWAY ROSE THEATER Project#:22-0201-13 Configuration &Summary:TYPE E ' **RACK COLUMN REACTIONS 37" 48" ASD LOADS 4' --a- -_ I- AXIAL DL.= 125/b 37" 48 AXIAL LL= 4,500 lb SEISMIC AXIAL Ps=+/- 3,935/b 240" 37„ 240" 48" / BASE MOMENT= 8,000 in-/b 37" 4$" \ y` _._ 85„ 36" ' .:. -I- -144" .I' ..1-- 36" 4 I Seismic Criteria I #Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=0.855, Fa=1.158 5 36 in 240.0 in 5 144 in ow Single Row Component Description Column Fy=55.1<si Hannibal IF3014 3x3x14 a STRESS Column &Backer g P=4625 Ib, M=13222 in-lb 0,85-OK None None None N/A Beam Fy=55 ksi HMH 50140/5" Face x 0.071"thk Lu=144 in Capacity: 4613 lb/pr Beam Connector Fy=55 ksi Lvl 1: 4 pin OK I Mconn=7538 in-lb Mcap=22664 in-lb 0;3 0.33-OK Brace-Horizontal -0K Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga Brace-Diagonal Fy=55 ksi 0.12 OK y Hannibal 1 1/2x1 1/2x16ga 0.2 OK Base Plate Fy=36 ksi 8x5x3/8 1 Fixity= 8000 in-lb 0.76-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=1844 lb) Slab&Soil 6 038 thk x 3000 psi slab on grade. 750 psf Soil Bearing Pressure . Level Load** 38-0 0.417-OK • OK Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,800 lb 85.0 in 36.0 in 111 lb 56 lb 4,625 lb 13,222 "# 7,538 "# 4 pin OK 2 1,800 lb 37.0 in 48.0 in 159 lb 80 lb 3,700 lb 4,329 "# 4,165 "# 4 pin OK 3 1,800 lb 37,0 in 48.0 in 207 lb 105 lb 2,775 lb 3,585 "# 3,566 "# 4 pin OK 4 . 1,800 lb 37.0 in 48.0 in 255 lb 129 lb 1,850 lb 2,61.6 "# 2,808 "# 4 pin OK 5 . 1,800 lb 37.0 in 48.0 in 304 lb 154 lb 925 lb 1,421 "# 1,892 "# 4 pin OK I **Load defined as product weight per pair of beams Total: 1,036 lb 524 lb Notes J 1 YIT F r VD.XL` o_ rt t it . 0 Al __ A