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Specifications tCL 2oZA q7 cgoos t-4J23, 2 L9 OFFICE COPY RECEIVEL JUN 2 2022 4 CITY OF TIGARD BUILDING DIVISION II Structural ngineenng I Design , Inc 1815 Wright Ave Lo Verne, GA 91750 Phone:909.596.1351 Fox:909.596.7186 Project Name : BIAI"IP SYSTEMS olED PROF€ p\y���G1 N Project Number : 22-0124-7 98752 PE r y ORE ON O y6 ti p ER�6' Date : 05/25/22 FNyAo ZNP‘'4G Street Address: 8005 SW HUNZIKER ST ENHAO Digitally signed by City/State : TIGARD, OR 97223 ENHAO ZHANG ZHANG 1D2:06:20220700 6 Scope of Work : STORAGE RACK Structural Engineering & Design I nc. ( 1815 VYryht Ave La Verne,CA 91750 Tel:909.596.1 K51 Fax:909.596.7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 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 40 12 type A select-Dan Page .2 of 22 I/26/2022 I i Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel:909,596.1351 Fax; 909.596.7186 By: Bob S Project: Biamp Systems Project#. 22-0124-7 . Design Data ` 1)The analyses herein conforms to the requirements of the: 2018IBC Section 2209 2019 CBC Section 2209 1 ANSI MH 16.1-2012 Specifications for the Design oflndustr/a/Steel Storage Racks'2012 RMI Rack Design Manual" ASCE 7-16,section 15.5.3 1 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 i 3)Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. i 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 5"thick with minimum 4000 psi compressive strength.Allowable Soil bearing capacity is 1250 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 i Definition of Components A ' { Column i 7— Beam _ _ Horizontal } Brace Beam to Column Connector Al Diagonal Brace Frame Height Beam Prod"a Spacing Base Plate and j Anchors 7ne1-xr 4 Beam Height Length rir tfv ,. f.Frame.1,. Depth Front View: Down Aisle Section A: Cross Aisle (Longitudinal) Frame (Transverse) Frame ro i i type A select-Biamp.xls Page 3 of ZZ i/26/2022 'i i Structural e 1 Engineering & Design Inc. 1815 Wright Ave La Verne.CA 91750 Tel:909.596,1351 Fax:909,596.7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 e -- t 5 Configuration&Summary:TYPE A SELECTIVE RACK r **RACK COLUMN REACT(QNS 60" 42" ASD LOADS AXIAL DL= 150/b w _ AXIAL LL= 6,000/b 54" SEISMIC AXIAL Ps=+/- 8,484 lb 60" i BASE MOMENT= 5,000 In-lb 240" 240" 54" 60" 36" 4- -- — l 60" 36" -.,_ J. :,, ._ ,,1_ 96" .-I, -L. 44" -- Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.863, Fa=1.155 4 44 in 240.0 in 5 96 in Single Row —_ Component Description STRESS Column Fy=55 ksi SPCRK FH-25/3x3x13ga P=8150 Ib,M=21135 in-lb 0.93-OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB406M 4 in x 0.06 in Lu=96 in Capacity:4860 lb/pr 0.82-OK Beam Connector Fy=55 ksi Lvi 1: 3 pin OK Mconn=14519 in-lb Mcap=15230 in-lb 0.95-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.3-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga _�0.61-OK Base Plate Fy=36 ksi 8x5x0.375 Fixity= 5000 in-lb 0.9-OK _ Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=4258 Ib) 0.942-OK Slab&Soil 5"thk x 4000 psi slab on grade. 1250 psf Soil Bearing Pressure 0.92-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 60.0 in 36.0 in 183 lb 92 lb 8,150 lb 21,135 "# 14,519 "# 3 pin OK 2 4,000 lb 60.0 in 36.0 in 366 lb 183 lb 6,113 lb 12,380 "# 10,492 "# 3 pin OK 3 4,000 lb 60.0 In 54.0 in 549 lb 275 lb 4,075 lb 9,629 "# 8,084 "# 3 pin OK 4 4,000 lb 60.0 in 54.0 in 732 lb 367 lb 2,038 lb 5,502 "# 4,715 "# 3 pin OK 42.0 in I"Load defined as product weight per pair of beams Total: 1,830 lb 917 lb Notes I type A select-Biamp.xls Page "f vi 22_, I/2612022 Structural Engineering & Design Inc. 1815 Wright Ave La Verne.CA 91750 Tel:909.596.1351 Fax; 909.596.7186 _ By: Bob S Project: Biamp Systems Project#: 22-0124-7 Seismic Forces Configuration:TYPE A SELECTIVE RACK 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= 0.863 Transverse(Cross Aisle)Seismic Load pi Si" 0.394 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) === vi Fa= 1.155 rri� Cs1= Sds/Ri Fv= 1.900 = 0.1661 Cs max*Ip= 0.1661 W� Sds=2/3*Ss*Fa= 0.665 Cs2= 0.044*Sds Vmin= 0.015 MN Sd1=2/3*S1*Fv= 0.499 = 0.0292 Eff Base Shear=Cs= 0.1661 1ran5vsriclev.iiinn Ca=0.4*2/3*Ss*Fa= 0.2658 Cs3= 0.5*S1/R Ws= (0.67*PLRF1* PL)+DL(RMI 2.6.2) (Transverse,Braced Frame Dir.)R= 4.0 = 0.0493 = 11,020 lb Ip= 1.0 Cs-max= 0.1661 Vtransv=Vt= 0.1661 * (300 lb+ 10720 lb) PRF1= 1.0 Base Shear Coeff=Cs= 0.1661 Etransverse= 1,830 lb Pallet Height=hp= 48.0 in Limit States Level Transverse seismic shear per upright DL per Beam Lvl= 75 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 75 lb 60 in 165,300 183.0 lb 15,372-# 2 4,000 lb 2,680 lb 75 lb 120 in 330,600 366.0 lb 52,704-# 3 4,000 lb 2,680 lb 75 lb 180 in 495,900 549.0 lb 111,996-# 4 4,000 lb 2,680 lb 75 lb 240 in 661,200 732.0 lb 193,248-# I I sum: P=16000 lb 10,720 lb 300 lb W=11020 lb 1,653,000 1,830 lb E=373,320 Longitudinal(Downaisle)Seismic Load Similarly for longitudinal seismic loads,using R=6.0 Ws= (0.67* PLR,-2*P)+ DL PRP2= 1.0 I, .,,) (. I Cs1=Sd1/(T*R)= 0.0832 = 11,020 lb (Longitudinal,Unbraced Dir.)R= 6.0 Cs2= 0.0292 Cs=Cs-max*Ip= 0.0832 r= 1.00 sec '"" `') Cs3= 0.0328 Vlong= 0.0832* (300 lb+ 10720 lb) I;:A „ 1-1 171 - Cs-max= 0.0832 Elongltudinal= 917 lb Limit States Level Longit seismic shear per upright Level PRODUC LOAD P P*0.67*PR.2 DL hi wi*hi Fi Ptont View { 1 4,000 lb 2,680 lb 75 lb 60 in 165,300 91.7 lb I 2 4,000 lb 2,680 lb 75 lb 120 in 330,600 183.4 lb 3 4,000 lb 2,680 lb 75 lb 180 in 495,900 275.1 lb 4 4,000 lb 2,680 lb 75 lb 240 in 661,200 366.8 lb t I I sum: 10,720 lb 300 lb W=11020 lb 1,653,000 917 lb type A select-bkamp.,k. Page 3^ of 2_2_ I/26/2022 a Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel:909,596.1351 Fax:909.596,7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 Downaisle Seismic Loads Configuration:TYPE A SELECTIVE RACK Determine the story moments by applying portal analysis.The base plate is assumed to provide partial fixity. Seismic Story Forces 1ypica1 ham,made - Vlong= 917 lb Trilwtay area of two columm Vcol=Vlong/2= 459 lb ofrack frame\, • F1= 92 lb `►P^'.I" t;• — Imo',..•:[71. ' 4. Typical Frame made F2= 183 lb i IMIli of two color»+n F3= 275 lb .- [T, f , 7* . + ED .4.. j. 1. q [ 'r [ iiI'" 'L E]i. "-cam et' _,. rr , TopL:isx 1 6 i F14L1tVIeW IkAew Seismic Story Moments Concepo Lsystem COL Mbase-max= 5,000 in-lb <_==Default capacity hl-eff= h1 -beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 57 In Vcol = 13,067 in-lb <==_Moment going to base110"111111111, Mbase-eff= Minimum of Mbase-max and Mbase-v h2= 5,000 in-Ib M 1-1= [Vcol*hieff]-Mbase-eff M 2-2= [Vcol-(F1)/2]*h2 = (459 lb*57 in)-5000 in-lb = [459 lb-91.7 lb]*60 in/2 I—r�� = 21,135 in-lb = 12,380 In-lb h1 Mseis= (Mupper+Mlower)/2 I Beam to Column Mseis(1-1)= (21135 in-lb+12380 in-lb)/2 Mseis(2-2)= (12380 in-lb+9629 In-lb)/2 Elevation = 16,757 in-lb = 11,004 in-lb rho= 1.0000 Summary of Forces LEVEL hi Axial Load Column Moment** Mseismic** Mend-fixity Mconn** Beam Connector 1 60 in 8,150 lb 21,135 in-lb 16,757 in-lb 3,984 in-lb 14,519 in-lb 3 pin OK 2 60 in 6,113 lb 12,380 in-lb 11,004 in-lb 3,984 in-lb 10,492 in-lb 3 pin OK 3 60 in 4,075 lb 9,629 in-lb 7,565 in-lb 3,984 in-lb 8,084 In-lb 3 pin OK 4 60 in 2,038 lb 5,502 in-lb 2,751 in-lb 3,984 in-lb 4,715 in-lb 3 pin OK Mconn= (Mseismic+Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 15,230 in-lb **all moments based on limit states level loading type A eelect-Biamp.xls rage (of a 2 I/2G/2022 Structural Engineering & Design Inc. 1815 Wright Ave La Verne.CA 91750 Tel:909,596.1351 Fax: 909.596.7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 Column(Longitudinal Loads) Configuration:TYPE A SELECTIVE RACK Section Properties Section: SPCRK FH-25/3x3x13ga .o-3.000 in Aeff= 0.757 in^2 Iy= 0.871 in^4 Kx= 1.7 x Ix= 1.320 in^4 Sy= 0.574 in^3 Lx= 58.0 in Sx= 0.879 in^3 ry= 1.080 in Ky= 1.0 y_ _. y 3.000 in rx= 1.320 in Fy= 55 ksi Ly= 36.0 in 10.090 in Of= 1.67 Cmx= 0.85 Cb= 1.0 E= 29,500 ksi I c}-0.75 in Loads Considers loads at level 1 COLUMN DL= 150 lb Critical load cases are;RMI Sec 2.1 COLUMN PL= 8,000 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,ASP Method Mcol= 21,134 in-lb axial load coeffi 0.78384075*P seismic moment coeff 0.5625*Mcol Sds= 0.6645 Load Case 6::(1+0.14*Sds)0+(0.85+0.14Sds)*B*P+(0.7*rho*E)<=1.0,ASD Method 1+0.105*Sds= 1.0698 axial loadcoef ' 0.66012 seismic moment weir: 0.7*Mcol 1.4+0.14Sds= 1.4930 By analysis, Load case 6 governs utilizing loads as such 1+0.14Sds= 1.0930 0.85+0.14*Sds= 0.9430 axial Load=Pax= 1.09303*150 lb+0.94303*0.7*8000 lb Moment=Mx= 0.7*rho*Mcol B= 0.7000 = 5,445 lb = 0.7* 21134 in-lb rho= 1.0000 = 14,794 in-lb Axial Analysis KxLx/rx= 1.7*5871.3196" KyLy/ry= 1*36"/1.08" Fe > Fy/2 = 74.7 = 33.3 Fn= Fy(1-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*52.1 ksi)] Fe= n^2E/(KL/r)max^2 Fy/2= 27.5 ksi = 40.5 ksi = 52.1ksi Pa= Pn/Dc Pn= Aeff*Fn Oc= 1.92 = 30657 lb/1.92 30,657 lb = 15,967 lb P/Pa= 0.34 > 0.15 Bending Analysis Check: Pax/Pa +(Cmx*Mx)/(Max*lax) < 1.0 P/Pao+ Mx/Max 5 1.0 Pno= Ae*Fy Pao= Pno/S2c Myield-My= Sx*Fy = 0.757 In^2*55000 psi = 416351b/1.92 = 0.879 in^3*55000 psi = 41,635 lb = 21,685 lb = 48,345 in-lb Max= My/Qf Pcr= n^2EI/(KL)max^2 = 48345 in-lb/1.67 = nA2*29500 ksi/(1.7*58 in)^2 = 28,949 in-lb = 39,531 lb px= {1/[1-(S2c*P/Pcr)]}^-1 _ {1/[1-(1.92*5445 lb/39531 Ib)j}^-1 = 0.74 Combined Stresses (5445 lb/15967 lb) +(0.85*14794 in-Ib)/(28949 in-Ib*0.74) = 0.93 < 1.0,OK (EQ C5-1) (5445 lb/21685 lb)+ (14794 in-lb/28949 in-lb) = 0.76 < 1.0,OK (EQ C5-2) **For comparison, total column stress computed for load case 5 is: 88.0% q loads 6431.191875 lb Axial and M= 11095 in-It typc-A sc(ect-biarnF,xln Pacle `7 of I/2C/2022 f ' Structural F t i Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909,596.1351 Fax: 909.596.7186 CC By: Bob S Project: Biamp Systems Project#. 22-0124-7 BEAM Configuration:TYPE A SELEC IUVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY 2.50 in A)Check COmoression flange for local buckling(B2.1) .,,_1.63 in w= c-2*t-2*r = 1.625 In-2*0.06 in-2*0.06 in ' _______________ - f = 1.385 in 1.625 in w/t= 23.08l=lambda= [1.052/(k)^0.5]*(w/t)*(Fy/E0.5 Eq. B2.1-4 ,i. _ [1.052/(4)^0.5] *23.08*(55/29500)1'0.5 a.= 0,524 <0.673, Flange is fully effective Eq.B2.1-1 0.060 in D.)check web for local buckling Der section b2.3 I 11(comp)= Fy*(y3/y2)= 50.15 ksi Lam f2(tension)= Fy*(y1/y2)= 101.91 ksi • Y= f2/f1 Eq. B2.3-5 Beam= SpaceRak 5B406M 4 in x 0406 in = -2.032 Ix= 1.471 in^4 k= 4+2*(1-Y)^3+2*(1-Y) Eq. B2.3-4 Sx= 0.694 in^3 = 65.81 Ycg= 2.640 in I flat depth=w= yl+y3 t= 0.060 in = 3.760 in w/t= 62.66666667 OK Bend Radius=r= 0.060 In l=lambda= [1.052/(k)A0.5)*(w/t)*(fl/E)^0.5 Fy=Fyv= 55.00 ksi _ [1.052/(65.81)A0.5] *3.76*(50.15/29500)A0.5 Fu=Fuv= 65.00 ksi = 0.335 <0.673 E= 29500 ksi be=w= 3.760 in b2= be/2 Eq B2.3-2 top flange=b= 1.625 in b1= be(3-Y) = 1.88 in bottom flange= 2.500 in = 0.747 Web depth= 4.f`"FY^ b1+b2= 2.627 in > 1.24 in,Web is fully effective Determine effect of cold working on steel ield point. F a "i(comp)y j y )per section A7.2 l 1 Fya= C*Fyc+(1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2)*(r+t/2) 0.141 in C= 2*Lc/(Lf+2*Lc) y2 Lflange-top=Lf= 1.385 in = 0.169 In y3 m= 0.192*(Fu/Fy)-0.068 (EQ A7.2-4) copal = 0.1590 1 Bc= 3.69*(Fu/Fy)- 0.819*(Fu/Fy)A2-1.79 (EQ A7.2-3) = 1.427 since fu/Fv= 1.18 < 1.2 vcc and r/t= 1 < 7 0K then Fyc= Bc*Fy/(R/t)Am (EQ A7.2-2) fZo sm�> = 78.485 ksi Thus, Fya-top= 58.97 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth-Ycg) yl= Ycg-t-r= 2.520 in = 114.48 ksi (tension stress at bottom) y2= depth-Ycg= 1.360 In Check allowable tension stress for bottom flange y3= y2-t-r= 1.240 in Lflange-bot=Lfb= Lbottom-2*r*-2*t = 2.260 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.111 Fy-bottom=Fyb= Cb*Fyc+ (1-Cb)*Fyf = 57.61 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.68 ksi if F= 0.95 Then F*Mn=F*Fya*Sx= 19.56 In-k 8', l Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel;909.596.1351 Fax: 909,596.7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 BEAM Configuration: TYPE A SELECTIVE RACK RMI Section 5.2, PT II 'j Section Beam= SpaceRak SB406M 4 in x 0.06 in Ix=Ib= 1.471 in^4 2.50 In Sx= 0.694 inA3 t= 0.060 In E= 29500 ksi 1.63 In 4. Fy=Fyv= 55 ksi F= 300.0 FurFuv= 65 ksi L= 96 in r Fya= 59.0 ksi Beam Level= 1 1.625 in P=Product Load= 4,000 lb/pair D=Dead Load= 75 lb/pair 4.000 in _______________ 1.Check Bending Stress Allowable Loads 0.060 In 4--- i Mcenter=F*Mn= W*L*W*Rm/8 W=LRFD Load Factor= 1.2*D+ 1.4*P+1.4*(0.125)*P RMI2.2,item 8 FOR DL=20/0 of PL, W= 1.599 Rm= 1 -[(2*F*L)/(6*E*Ib+3*F*L)] I IIIBIIIIIIIIIIIIIIIIIIIIIIIIIIDIIIIIIIIIIIi II 1 -(2*300*96 in)/[(6*29500 ksi*1.471 in^3)+(3*300*96 in)] --- ----- = 0.834 If F= 0.95 Then F*Mn=F*Fya*Sx= 38.88 in-k . Thus,allowable load per beam pair=W= F*Mn*8*(#of beams)/(L*Rm*W) Beam I = 38.88 ink*8* 2/(961n*0.834* 1.599) Length --�" = 4,860 lb/pair allowable load based on bending stress —Mend= W*L*(1-Rm)/8 (4860 lb/2)*96 in*(1-0.834)/8 = 4,841 in-lb @ 4860 lb max allowable load = 3,984 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*1.471 inA4)] = 0.533 in = 0.801 in Deflection at imposed Load= 0.439 In if Dmax= L/180 Based on L/180 Deflection Ciiter/a 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*1.471 in^4*2/[180*5*(96 in)^2*0.801) = 5,016 lb/pair allowable load based on deflection limits Thus,based on the least capacity of item 1 and 2 above: Allowable load= 4,860 lb/pair Imposed Product Load= 4,000 lb/pair fBeam Stress= 0.82 Beam at Level 1 r 2- Structural Engineering & Design Inc. 1815 Wright Ave I a Verne CA 91750 Tel:909 596 1351 Fax' 909 596 7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 3 Pin Beam to Column Connection TYPE A SELECTIVE RACK I he beam end moments shown herein show the result of the maximum induced fixed eno monents torm seismic+static loads and the code mandated minimum value ot 1.5%(DL+PL) Mconn max= (Mseismic+ Mend-tixity)*0.70*Rho e+ rho= 1.0000 = 14,519 in-lb Load at level 1 +>z t'3 C- Connector Type= 3 Pin Shear Capacity ot 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*0.1507in^2 = 3,315 lb Bearing Capacity of Pin tcol= 0.090 In Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha*Fu*diam*tcol/Omega _ 2.22*65000 psi*0.438 in*0.09 in/2.22 = 2,562 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 tdip= 0.18 in Sclip= 0.127 in^3 = P1+P1*(2.5"/4.5")+P1*(0.5'74.5") = 1.667* P1 Mcap Sclip*Fbending C*d= Mcap= 1.667 d= E/2 = 0.127in^3*0.66*Fy = 0.50 in = 4,610 in-lb Pclip= Mcap/(1.667*d) = 4610,1 in-lb/(1.667*0.5 in) Thus,P1= 2,562 lb = 5,531 lb Mconn-allow= [P1*4.5"+P1*(2.574.5")*2.5"+P1*(0.574.5")*0.51 = 2562 LB*[4.5"+(2.574.5")*2.5"+(0.5"/4.5")*0.51 = 15,230 in-lb > Mconn max, OK type A select-Biamp.xis Page: `} of a 2 1/2G/2022 14 Structural Engineering & Design Inc. I 1815 Wright Ave La Verne,CA 91750 Tel:909.596,1351 Fax: 909.596,7186 By Bob S Project: Biamp Systems Project#: 22-0124-7 I i Transverse Brace Configuration:TYPE A SELECTIVE RACK l Section Properties Diagonal Member= Sperack 1-1/2x1-1/4x14ga Horizontal Member= Sperack 1-1/2x1-1/4x14ga Area= 0.292 in^2 ,, !^ Area= 0.292 in^2 r min= 0.430 in i r min= 0.430 In 1,. I tux) Fy= 55,000 psi —�i� �' T Fy= 55,000 psi � K= 1.0 — ) K= 1.0 fi . Oc= 1.92 o.ors If ( 1 50 m [ i.a5c,!! ! I Frame Dimensions Bottom Panel Height=H= 54.0 in Clear Depth=D-B*2= 38.0 in Frame Depth=D= 44.0 in X Brace= NO Column Width=B= 3.0 in rho= 1.00 Diagonal Member !Load Case 6::(1+ .85+0.14Sds)*B*P+[0.7*rho*EJ<=1.0,ASO Method 1-1_, . o —�1 Vtransverse= 1,830 lb vb I� Vb=Vtransv*0.7*rho= 1830 lb* 0.7* 1 (kl/r)= (k*Ldiag)/r min = 1,281 lb _ (1x61.2in/0.43in) Ldiag= [(D-B*2)^2+ (H-6")^2]^1/2 = 142.3 in 1.6a9 = 61.2 in Fe= pi^2*E/(kl/r)^2 n Pmax= V*(Ldiag/D)* 0.75 = 14,378 psi rl rmax = 1,336 lb •� axial load on diagonal brace member Since Fe<Fy/2, 3"t 1111111411111111 Pn= AREA*Fn Fn= Fe a = 0.292 in^2* 14378 psi = 14,378 psi iyjcal Panel = 4,198 lb Configuration Pallow= Pn/S2 Check End Weld = 4198 lb/1.92 Lweld= 3.0 in = 2,187 lb Fu= 65 ksi tmin= 0.075 in Pn/Pallow= 0.61 <= 1.0 OK Weld Capacity= 0.75*tmin*L*Fu/2.5 = 4,388 lb OK Horizontal brace Vb=Vtransv*0.7*rho= 1,281 lb (kl/r)= (k* Lhoriz)/r min Fe= pi^2*E/(kl/r)^2 Fy/2 27,500 psi = (1 x 44 in)/0.43 in = 27,821 psi = 102.3 in Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn Pallow= Pn/52c = 27,817 psi = 0.292in^2*27817 psi = 8123 lb/1.92 = 8,123 lb = 4,231 lb Pn/Pallow= 0.30 <= 1.0 OK type A 5elect-l3)amp.xls racy: / 0 of 2? l I2612022 Ii s Structural 9Inc.Engineering & Design � 9 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax;909,596,7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 Single Row Frame Overturning Configuration:TYPE A SELECTIVE RACK Loads • Critical Load case(s): I 1)RMI Sec 2.2, item 7: (0.9-0.2Sds)D+(0.9-0.20Sds)*B*Papp-E*rho hp rfl j Sds= 0.6645 v Vtrans=V=E=Qe= 1,830 lb (0.9-0.2Sds)= 0.7671 DEAD LOAD PER UPRIGHT=D= 300 lb `i PRODUCT LOAD PER UPRIGHT=P= 16,000 lb B= Loom , H h Papp=P*0.67= 10,720 lb rho= 1.0000 Wst LCI=Wst1=(0.7671*D+0.7671*Papp*1)= 8,453 lb Frame Depth=Df= 44.0 in T Product Load Top Level,Atop= 4,000 lb Htop-Iv1=H= 240.0 in DL/Lvl= 75 lb #Levels= 4 I'0-Of Seismic Ovt based on E,2:(Fi*hi)= 373,320 in-lb #Anchors/Base= 2 height/depth ratio= 5.5 in hp= 48.0 in S1DF FI FVAIION A)Fully Loaded Rack h=H+hp/2= 264.0 in Load case 1: Movt= 2:(Fi*hi)*E*rho Mst= Wstl *Df/2 T= (Movt-Mst)/Df = 373,320 in-lb = 8453 lb*44 in/2 = (373320 in-lb-185966 in-lb)/44 in = 185,966 in-lb = 4,258 lb Net Uplift per Column Net Seismic Uplift= 4,258 lb B)Top Level Loaded Only Load case 1: 0 V1=Vtop= Cs* Ip* Ptop >= 350 lb for H/D >6.0 Movt= [V1*h+V2*H/2]*0.7*rho = 0.1661 *4000 lb = 126,967 In-lb = 664 lb T= (Movt-Mst)/Df V1eff= 664 lb Critical Level= 4 = (126967 In-lb-72568 in-lb)/44 in V2=Von= Cs*Ip*D Cs*Ip= 0.1661 = 1,236 lb Net Uplift per Column = 50 lb Mst= (0.7671*D+0.7671*Ptop*1)*44 in/2 = 72,568 in-lb Net Seismic Uplift= 1,236 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= 2,250 lb L.A.City Jurisdiction? NO Tcap*Phl= 2,250 lb Shear Capacity=Vcap= 2,517 lb Phl= 1 Vcap*Phl= 2,517 lb Fully Loaded: (2129 lb/2250 Ib)^1 +(457 lb/2517 Ib)^1 = 1.13 <= 1.2 OK Top Level Loaded: (618 lb/2250 1b)^1 + (166 lb/2517Ib)^1 - 0.34 <= 1.2 OK type A select-Blamp.xis t', r: rl( of'2-2- I/2C/2022 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909,596.1351 Fax:909,596,7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 Base Plate Configuration:TYPE A SELECTIVE RACK Section 41-- a —► F Baseplate= 8x5x0.375 Eff Width=W= 6,75 In a = 2.38 in Mb Eff Depth=D= 5.00 In Anchor c.c. =2*a=d= 4.75 in Column Width=b= 3.00 in N=#Anchor/Base= 2 ( b 14— L Column Depth=dc= 3.00 in Fy= 36,000 psi Imo— w L= 1.88 in Plate Thickness=t= 0.375 in Pownalsle Elevation Down Aisle Loads Load Case S:(1+0.105*Sds)D+0.75*f(1.4+0,14Sds)*B*P+0.75*f0.7*rho*E/<=1.0,ASD Method COLUMN DL= 150 lb Axial=P= 1.0697725* 150 lb+ 0.75* (1.49303*0.7*8000 lb) COLUMN PL= 8,000 lb = 6,431 lb Base Moment= 5,000 In-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0698 = 5000 in-lb* 0.75*0.7*rho 1.4+0.14Sds= 1.4930 = 2,625 In-lb Effr B= 0.7000 Axial Load P= 6,431 lb Mbase=Mb= 2,625 In-lb Effe Axial stress=fa= P/A= P/(D*W) M1= wL^2/2=fa*'L^2/2 = 191 psi = 335 in-lb Moment Stress=fb= M/S=6*Mb/[(D*BA2] Moment Stress=fb2= 2* fb*L/W = 69,1 psi = 38.4 psi Moment Stress=fbl = fb-fb2 M2= fbl*LA2)/2 = 30.7 psi = 54 in-lb M3= (1/2)*fb2*L*(2/3)*L=(1/3)*fb2*L^2 Mtotal = M1+M2+M3 = 45 in-lb = 434 In-lb/in S-plate= (1)(t^2)/6 Fb= 0.75*Fy = 0.023 in^3/in = 27,000 psi fb/Fb-= Mtotal/[(S-plate)(Fb)J F'p= 0.7*F'c = 0.69 OK = 2,800 psi OK Tanchor= (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 2,250 lb OK = -3,674 lb No Tension Cross Aisle Loads Critical kW rase Of!Ser a,,110014:r,.n.,rstxMc F(1+o.r,sx:)Pc.o.7.s.rc1o.7s<.,,.0,A.S0Method Check uplift load on Baseplate _ Check uplift forces on basepiate with 2 or more anchors per WI 7.2.2. Pstatic= 6,431 lb When the base plate configuration consists of two anchor bolts located on either side .f the column and a net uplift force exists,the minimum base plate thickness Movt*0.75*0.7*rho= 195,993 in-lb Psei5mic= Movt/Frame Depth hall be determined based on a design bending moment in the plate equal Frame Depth= 44.0 in = 4,454 lb to the uplift force on one anchor times 1/2 the distance from P=Pstatic+Pseismic= 10,886 lb he centerline of the anchor to the nearest edge of the rack column" b=Column Depth= 3.00 in T 14-- c - L=Base Plate Depth-Col Depth= 1.88 in Ta M" 11111 a no10 ,l fa= P/A= P/(D*W) M= wL^2/2=fa*L^2/2 I ,a ; I b I ► = 323 psi = 567 in-lb/in Elevation Uplift per Column= 4,258 lb Sbase/in= (1)(t^2)/6 Fbase= 0.75*Fy Qty Anchor per BP= 2 = 0.023 in^3/in = 27,000 psi Net Tension per anchor=Ta= 2,129 lb c= 1.88 In fb/Fb= M/[(S-plate)(Fb)] Mu=Moment on Baseplate due to uplift= Ta*c/2 = 0.90 OK = 1,996 in-lb Splate= 0.117 in^3 fb Fb *0.75= 0.473 OK pe ;e,:.:t-Ella n�.�l` Fame 11 of 2--- I/26/2022 a i �I l Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel:909,596,1351 Fax: 909.596,7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 Slab on Grade Configuration:TYPE A SELECTIVE RACK P • slab a a Concr�>e } :D• : fc- 4,000 psi slab t e tslab=t= 5.0 in 7 -- cross teff= 5,0 in c --' Aisle phi=0= 0.6 '- x H 14-- c j 1. Soil y i-: : : fsoil= 1,250 psf Down Aisle Movt= 261,324 in-lb 6196 ELEVATION flaseelate Plan View Frame depth= 44.0 in Sds= 0.665 Base Plate 0.2*Sds= 0.133 Effec.BaSepiate width=8= 6,75 in width=a= 3.00 in X= 0,600 Effec.uasepIate Depth=D= 5.00 in depth=b= 3.00 in (i=B/D= 1.350 midway dist face of column to edge of plate=c= 4.88 in F'cA0.5= 63.20 psi Column Loads midway dist face of column to edge of plate=e= 4.00 in DEAD LOAD=D= 150 lb per column Load Case 1) (1.2+0.2Sds)D+(1.2+0.2Sds)*B*P+ rho*E RMI SEC 2.2 EQTN 5 unfactored ASO load = 1.3329* 150 lb+ 1.3329*0.7*8000 lb+ 1 *5939 lb PRODUCT LOAD=P= 8,000 lb per column = 13,603 lb unfactoredASD load Load Case 2) (0.9-0.2Sds)D+(0.9-0.2Sds)*B*Papp+rho*E RMI SEC 2.2 EQTN 7 Papp= 5,360 lb per column = 0.7671* 150 lb+0.7671 *0.7* 5360 lb+ 1 *5939 lb P-seismic=E= (Movt/Frame depth) = 8,932 lb = 5,939 lb per column Load Case 3) 1.2*D+ 1.4*P RM1 SEC 2.2 EQTN 1,2 unfactored Limit State load = 1.2*150 lb+ 1.4*8000 lb B= 0.7000 = 11,380 lb rho= 1,0000 Load Case 4) 1.2*D+ 1.0*P+ 1.0E AU 31b11 Sec 9.2.1,rgln 93 Sds= 0.6645 = 14,119 lb 1.2 + 0.2*Sds= 1,3329 Effective Column Load=Pu= 14,119 lb per column 0.9-0.20Sds= 0.7671 Puncture Apunct= [(c±t)+(e+t)]*2*t = 188.75 inA2 Fpunctl= [(4/3+8/(3*(i)]*A *(F'cA0.5) fv/Fv= Pu/(Apunct*Fpunct) = 125.5 psi = 0.742 < 1 OK Fpunct2= 2.66* A,*(F'cA0,5) 100.9 psi Fpunct eff= 100.9 psi Slab Bending Pse=DL+PL+E= 14,119 lb Asoil= (Pse*144)/(fsoil) L= (Asoil)A0.5 y= (c*e)A0.5+2*t = 1,627 inA2 = 40.34 in = 14.4 in x= (L-y)/2 M= w*xA2/2 S-slab= 1*teffA2/6 = 13,0 in = (fsoil*xA2)/(144*2) = 4.17 inA3 Fb= 5*(phi)*(fc)A0,5 = 729.0 in-lb fb/Fb= M/(S-slab*Fb) = 189.74 psi = 0.922 < 1,OK type A select-Diamp.xls Page /1, of 2_2 I/26/2022 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel:909.596.1351 Fax: 909.596,7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 Configuration&Summary:TYPE B SELECTIVE RACK \~ `*RACK COLUMN REACTIONS 42" ASD LOADS 80" AXIAL DL= 113/b AXIAL LL= 6,000 lb 54" SEISMIC AXIAL Ps=+/- 6,573 lb 240' 240" BASE MOMENT= 8,000 in-lb 80" 54" 36" 80" t._ 36" 96" ._ A- ./-- 44" -71' Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.863, Fa=1.155 3 44 in 240.0 in 5 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-25/3x3x13ga P=6113 lb,M=18488 in-lb 0.95-OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB406M 4 in x 0.06 in Lu=96 in Capacity:4860 lb/pr 0.82-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=13273 In-lb Mcap=15230 in-lb 0.87-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.23-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.46-OK Base Plate Fy=36 ksi 8x5x0.375 Fixity=8000 in-lb 0.68-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic UpUR=3404 lb) 0.742-OK Slab&Soil 5"thk x 4000 psi slab on grade. 1250 psi Soil Bearing Pressure 0.59-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 80.0 in 36.0 in 229 lb 115 lb 6,113 lb 18,488 "# 13,273 "# 3 pin OK 2 4,000 lb 80.0 in 36.0 in 458 lb 229 lb 4,075 lb 11,466 "# 9,210 "# 3 pin OK 3 4,000 lb 80.0 in 54.0 in 687 lb 344 lb 2,038 lb 6,880 "# 5,197 "# 3 pin OK 54.0 in 42.0 in *+Load defined as product weight per pair of beams Total: 1,373 lb 688 lb Notes type 6 select-Biamp Page !* of '2;2_ 3/28/2022 Structural Engineering & Design Inc. 1815 Wright Ave La Verne.CA 91750 Tel;909.596.1351 Fax:909.596.7186 _ By: Bob S Project: Biamp Systems Project#: 22-0124-7 Configuration&Summary:TYPE C SELECTIVE RACK r 'r— _**RACK COLUMN REACTIONS 42 ASO LOADS AXIAL DL= 75/b 100" AXIAL LL= 4,000/b 54 SEISMIC AXIAL Ps=+/- 3,965/b BASE MOMENT= 5,000 in-lb 240" - _— 240" 54" / 100" " 363 36" ,7> + 96" +- 44" Seismic Criteria # Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.863,Fa=1.155 2 44 in 240.0 in 5 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-25/3x3x13ga P=4075 Ib, M=17213 in-lb 0.95-OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB406M 4 in x 0.06 in Lu=96 in Capacity:4860 lb/pr 0.82-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK ] Mconn=11485 in-lb Mcap=15230 in-lb 0.75-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.15-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.31-OK Base Plate Fy=36 ksi 8x5x0.375 Fixity= 5000 in-lb 0.44-OK Anchor 2 per Base 0.5"x 3,25"Embed HIL1I KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=1852 Ib) 0.467-OK Slab&Soil 5"thk x 4000 psi slab on grade. 1250 psf Soil Bearing Pressure 0.39-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 100.0 in 36.0 in 305 lb 153 lb 4,075 lb 17,213 "# 11,485 "# 3 pin OK 2 4,000 lb 3.00.0 in 36.0 in 610 lb 305 lb 2,038 lb 7,633 "# 5,460 "# 3 pin OK 54.0 in 54.0 in 42.0 in **Load defined as product weight per pair of beams Total: 915 lb 458 lb Notes 'Slab governs .i s e.ele:-t-i�,a„y xi- rag( 0—of 7.....,2.. 1/24/2022 a f Structural i l t Engineering & Design Inc. ! 1815 Wright Ave La Verne. CA 91750 Tel:909.596.1351 Fax:909.596.7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 Configuration&Summary:TYPE T SELECTIVE RACK ' - .:'.'.*RACK COLUMN REA�TII�I�S 11 AO LOADS 60" 42" �' AXIAL DL= ISO lb �_____,._._____ AXIAL LL- 7,0001b �` SEISMIC AXIAL Ps=+/- 7,679lb 60" BASE MOMENT= 5,000 in-lb 240" 240" 54„ 60" 36" 60" 36" _. 108" -T T' 44" -„/- Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.863, Fa=1.155 4 44 in 240.0 in _ 5 108 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-25/3x3x1.3ga P=7150 Ib,M=17943 In-lb 0.78-OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak 5B406M 4 in x 0.06 in Lu=108 In Capacity:4055 lb/pr 0.99-OK Beam Connector Fy-55 ksi Lvi 2:3 pin OK I Mconn=10528 in-lb Mcap=15230 in-lb 0.69-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.27-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.54-OK Base Plate Fy=36 ksi 8x5x0.375 I Fixity== 5000 in-lb 0,8-OK Anchor 2 per Base 0,5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=3966 lb) 0.867-OK Slab&Soil 5"thk x 4000 psi slab on grade. 1250 psf Soil Bearing Pressure 0.77-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg _ Brace Transv Longit. Axial Moment Moment Connector 2 4,000 lb 60.0 in 36.0 in 338 lb 169 lb 6,113 lb 11,423 "# 10,528 "# 3 pin OK 3 4,000 lb 60.0 in 54.0 in 507 lb 254 lb 4,075 lb 8,885 "# 8,308 "# 3 pin OK 4 4,000 lb 60.0 in 54.0 in 676 lb 339 lb 2,038 lb 5,078 "# 5,198 "# 3 pin OK 42.0 in **Load defined as product weight per pair of beams Total: 1,608 lb 805 lb Notes Interior Tunnel i type T select-Biamp.xis rage 1..„6 of ZZ- 1/25/2022 . t _ a 1 1. , 1 Structural g Engineering & Design Inc. 1815 Wright Ave La Verne.CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 i Configuration&Summary:TYPE TD SELECTIVE RACK ` l` ---_ **RACK COLUMN REACTIONS I N 60" 42° ASD LOADS AXIAL DL= 150/b ' p� t --- 5 AXIAL LL= 7,000/b SEISMIC AXIAL Ps=+/- 7,679 lb BASE MOMENT= 5,000 in-lb 240" 60 240" . 60" I' i 36� 60" 36" 1. • 4. -T- 120" -I' 44" Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0,863, Fa=1.155 4 44 in 240.0 in 5 120 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-25/3x3x13ga P=7150 lb,M=17943 in-lb 0.78-0K Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB466M 4.625 in x 0.06 in Lu=120 in Capacity: 4516 lb/pr 0.89-OK Beam Connector Fy=55 ksi Lvi 2:3 pin OK Mconn=10236 in-lb Mcap=15230 in-lb 0.67-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-t/4x14ga 0.27-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.54-OK Base Plate Fy=36 ksi 8x5x0.375 Fixity=5000 in-lb 0.8-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=3966 Ib) 0.867-OK Slab&Soil 5"thk x 4000 psi slab on grade. 1250 psi Soil Bearing Pressure 0.77-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 2 4,000 lb 60.0 in 36.0 in 338 lb 169 lb 6,113 lb 11,423 "# 10,236 "# 3 pin OK 3 4,000 lb 60.0 in 54.0 in 507 lb 254 lb 4,075 lb 8,885 "# 8,016 "# 3 pin OK 4 4,000 lb 60.0 in 54.0 in 676 lb 339 lb 2,038 lb 5,078 "# 4,906 "# 3 pin OK 42.0 in 1**Load defined as product weight per pair of beams Total: 1,608 lb 805 lb Notes type TD select-Liam,' ('age. 17 of 3',26 2 Structural IEngineering & Design 1 nc. 1815 Wright Ave La Verne, CA 91750 Tel:909,596.1351 Fax: 909.596.7186 B : Bob S Project: « Y ct BiampSystems 1 Project#: 22-0124-7 Y i li i Configuration&Summary:TYPE DEEP PALLET FLOW RACK(96"WIDE) l. **RACK COLUMN REACTIpNS 42" ---h',. ASD LOADS _ AXIAL DL= 113 lb AXIAL LL= 6,0001b 54" SEISMIC AXIAL Ps=+/- 6,029 lb 70 - - BASE MOMENT= 8,0001n-lb 240" �� 240" 54" — — 70" t • tI" 36I" m 'I' 96" 1' 4- 44" `f" -1?--- 44" 4-I` 44" -4- Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.863,Fa=1.155 3 44 in 240.0 in 5 96 in Component Description STRESS Column Fy-55 ksi SPCRK FH-35/3x3xllga P=6113 lb,M=33829 in-lb 0.98-OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB604M 6 in x 0.074 in Lu=96 in Capacity: 10251 lb/pr 0.39-OK Beam Connector Fy=55 ksi Lvl 1:4 pin OK Mconn=18625 in-lb Mcap=35190 in-lb 0.53-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.23-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.46-OK Base Plate Fy=36 ksi 8x5x0.375 Fixity=8000 in-lb 0.66-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd(Net Seismic Uplift-2858 lb) 0.717-OK Slab&Soil 5"thk x 4000 psi slab on grade. 1250 psf Soil Bearing Pressure 0.44-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 77.0 in 36.0 in 240 lb 200 lb 6,113 lb 33,829 "# 1.8,625 "# 4 pin OK 2 4,000 lb 70.0 in 36.0 in 458 lb 382 lb 4,075 lb 16,553 "# 10,239 "# 4 pin OK 3 4,000 lb 70.0 in 54.0 In 676 lb 564 lb 2,038 lb 9,868 "# 4,445 '# 4 pin OK 54.0 in 42.0 in Ix»Load defined as product weight per pair of beams Total: 1,373 lb 1,146 lb Notes LOAD SHOWN 2000 LB PER PALLET(2 WIDE X 3 DEEP) type DEEP PALLET now(96 W)-REVD rage. (,7 of )'2 4/15/2022 Structural Engineering & Design Inc. 1815 Wright Ave La Verne.CA 91750 Tel:909,596.1351 Fax:909.596.7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 Configuration&Summary:TYPE DEEP PALLET FLOW RACK(144"WIDE) **RACK COLUMN REACTIONS 42" _ _�` ASD LOADS f' AXIAL DL= 113/b 54" / AXIAL LL- 9,000 lb 70" SEISMIC AXIAL Ps=+/- 8,962/b 240" BASE MOMENT= 8,000 in-lb 240" 5; _ _._ 70" .v - 36" 77" 3f6" _ — 4. 144"-----4-_._,'- 44" 4- 44" "A" 44" -4- Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.863, Fa=1.155 3 44 in 240.0 in 5 144 in Component Description STRESS Column Fy=55 ksi SPCRK FH-35/3x3x11ga P=.6075 lb,M=26824 in-lb 0.68-OK Column&Backer To Level 1 SPCRK FH35-FN-20/3x3xllga/3x3x14ga p=9113 Ib,M= 59781 in-lb 0.94-OK Beam Fy=55 ksi SpaceRak SB604M 6 in x 0.074 in Lu=144 in Capacity: 6473 lb/pr 0.93-OK Beam Connector Fy=55 ksi Lvl 1:4 pin OK Mconn=32013 in-lb Mcap=35190 in-lb 0.91-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.34-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.68-OK Base Plate Fy=36 ksi 8x8x0.375 Fixity=8000 in-lb 0.67-OK Anchor 4 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=4248 lb) 0.725-OK Slab&Soil 5"thk x 4000 psi slab on grade. 1250 psf Soil Bearing Pressure 0.65-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 6,000 lb 77.0 in 36.0 In 356 lb 324 lb 9,113 lb 59,781 "# 32,013 "# 4 pin OK 2 6,000 lb 70.0 In 36.0 in 680 lb 619 lb 6,075 lb 26,824 "# 16,686 "# 4 pin OK 3 6,000 lb 70.0 in 54.0 in 1,004 lb 914 lb 3,038 lb 15,992 "# 7,298 "# 4 pin OK 54.0 in 42.0 in I»*Load defined as product weight per pair of beams Total: 2,041 lb 1,857 lb Notes LOAD SHOWN 2000 LB PER PALLET(3 WIDE X 3 DEEP) BACKER UP TO 83" f S type DEEP PALLET FLOW(I 44 W)-REVD Page (el of '2-1.- 4/15/2022 i' • Structural 4 Engineering & Design Inc. k 1815 Wricthf Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 VBy. Bob S Project: Biamp Systems Project#: 22-0124-7 C 9 II1 Configuration&Summary:TYPE KIT PICK AND KIT REPLINISH h **RACKCOLUMN REACTIONS 58" _ 42" // ASD LOADS 3 3 AXIAL DL= 225/b 34° -- AXIAL LL= 7,0001b j i f - 54" _ - SEISMIC AXIAL Ps=+/- 5,777/b 24" BASE MOMENT= 0 in-lb 192" i 192" -. I 24" 36" / f [ /24 < _\\_.___ 36" 8" -I 96" -----4 t.-- 44" —,f- _ 44" -A- Seismic Criteria #Um Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.863,Fa=1.155 6 44 in 192.0 in 4 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-20/3x3x14ga P=6438 Ib, M=9729 in-lb 0.51-OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB376M 3.75 in x 0.06 in Lu=96 in Capacity:4410 lb/pr 0.91-OK Beam Connector Fy=55 ksi Lvl 5: 3 pin OK Mconn=11085 in-lb _ Mcap=12691 in-lb 0.87-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.27-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.55-OK Base Plate Fy=36 ksi 8x5x0.375 l Fixity= 0 in-lb 0.72-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=2008 lb) 0.508-OK Slab&Soil 5"thk x 4000 psi slab on grade. 1250 psf Soil Bearing Pressure 0.65-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,500 lb 8.0 in 36.0 in 14 lb 15 lb 7,225 Ib 4,090 "# 6,015 "4/ 3 pin OK 2 1,500 lb 24.0 in 36.0 in 58 lb 58 lb 6,438 lb 9,729 "# 7,867 "II 3 pin OK 3 1,500 lb 24.0 in 54.0 in 101 lb 101 lb 5,650 lb 9,382 "# 7,533 "# 3 pin OK 4 1,500 lb 24.0 in 42.0 In 144 lb 145 lb 4,863 lb 8,775 "# 8,170 "# 3 pin OK 5 4,000 lb 34.0 in 524 lb 525 lb 4,075 lb 11,203 "# 11,085 "# 3 pin OK 6 4,000 lb 58.0 in 791 lb 793 lb 2,038 lb 11,493 "# 7,164 "# 3 pin OK * Load defined as product weight per pair of beams Total: 1,633 lb 1,636 lb Notes TALLER SIDE IS MORE CRITICAL f t type KIT PICK AND KIT KEPLINISh.xls Page 00 of OZ.. 5/24/2022 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel 909,596,1351 Fax: 909,596,7186 By: Bob S Project Biamp Systems Project#: 22-0124-7 Configuration&Summary:TYPE BUNDLE PICK AND BUNDLE REPLINIS "*RACK COLUMN REACTIONS E ; 58" 42" / ASD LOADS i i / AXIAL DL= 150/b I-% -,- - - --- -- AXIAL LL= 3 000lb 54 - \ SEISMIC AXIAL Ps=+/- 2,369 lb i 24" \ BASE MOMENT= 0 in-lb 192" • 192" 1-- III 17" 36" 69" 36"II -I� 96" I -1"- - AM" 4- +— 44° -1. Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.863, Fa=1.155 4 44 in 192.0 in 4 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-20/3x3x14ga P=3150 lb, M=23727 in-lb 0.86-0K i Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak S13356M 3.5 in x 0,06 in Lu=96 in Capacity:3861 lb/pr 0.39-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK 1 Mconn=10533 in-lb Mcap=12691 in-lb 0.83-OK Brace-Horizontal Fy=55 ksi Sperack 1-1./2x1-1/4x14ga 0.12-OK _ Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.24-OK Base Plate Fy=36 ksi 8x5x0.375 Fixity= 0 in-lb 0.31-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=712 lb) 0.192-OK Slab&Soil 5"thk x 4000 psi slab on grade. 1250 psf Soil Bearing Pressure 0.25-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,500 lb 69.0 in 36.0 in 114 lb 115 lb 3,150 lb 23,727 "# 10,533 "# 3 pin OK 2 1,500 lb 17.0 In 36.0 in 143 lb 143 lb 2,363 lb 2,569 "# 3,198 "# 3 pin OK 3 1,500 lb 24.0 in 54.0 in 182 lb 183 lb 1,575 lb 2,770 "# 3,714 "# 3 pin OK 4 1,500 lb 58.0 in 42.0 in 279 lb 279 lb 788 lb 4,044 "# 2,745 "# 3 pin OK I**Load defined as product weight per pair of beams Total: 718 lb 719 lb Notes TALLER SIDE IS MORE CRITICAL 4 type BUNDLE PICK AND HUNDLE REPLEN1511.xl5 Faye ,2( of ,2 2._. 5/24/2022 Structural 1' Engineering & Design Inc. i 1815 Wright Ave La Verne.CA 91750 Tel:909.596.1351 Fax:909.596.7186 By: Bob S Project: Biamp Systems Project#: 22-0124-7 Configuration&Summary:TYPE CASE PICK i T *RACK COLUMN REACTIONS 24" ASD LOADS 36 AXIAL DL= 1881b AXIAL LL= 3,750/b 24 ',, SEISMIC AXIAL Ps=+/- 2,050/b BASE MOMENT= 0 in-lb 120" 24" 120" 36" - : -- ..- - 24" 24" 8" /' 96" ,F ,� 44" Seismic Criteria #8m Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss-0.863, Fa=1.155 5 44 in 120.0 in 3 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-20/3x3x14ga P=3150 Ib,M=5240 in-lb 0.26--OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB356M 3.5 in x 0.06 in Lu=96 in Capacity: 3861 lb/pr 0.39-OK Beam Connector Fy=55 ksi Lvl 2: 3 pin OK Mconn=4781 in-lb Mcap=12691 in-lb 0.38-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.15-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.15-OK Base Plate Fy=36 ksi 8x5x0.375 Fixity= 0 in-lb 0.35-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=0 Ib) 0.075-OK Slab&Soil 5"thk x 4000 psi slab on grade. 1250 psf Soil Bearing Pressure 0.29-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,500 lb 8.0 in 24.0 in 26 lb 26 lb 3,938 lb 2,248 "# 3,950 "# 3 pin OK 2 1,500 lb 24.0 in 36.0 in 103 lb 103 lb 3,150 lb 5,240 "# 4,781 "# 3 pin OK 3 1,500 lb 24.0 in 36.0 in 179 lb 180 lb 2,363 lb 4,624 "# 4,188 "# 3 pin OK 4 1,500 lb 24.0 in 256 lb 257 lb 1,575 lb 3,545 "# 3,271 "# 3 pin OK 5 1,500 lb 24.0 in 333 lb 334 lb 788 lb 2,003 "# 2,030 "# 3 pin OK **Load defined as product weight per pair of beams Total: 897 lb 899 lb Notes t t type case pick Page 22_of Z.Z 4/7/2022