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Specifications • -COOp 800k E RECEIVED tel JAN l 8 202z CITY OF TIGARD BUILDING DIVISION frucuroJ Engineering £ Design , Inc f 1815 Wright Ave La Verne, Ca, 91750 Tel:909-596-1351 Fax:909-590-7186 PROFFS r5�Q, fv N E'('S S/--2 O� 98752 PE r" Protect Name : MARKET CRAFT 6'r 4',kD 7"✓44/ ORE ON Protect Number : 21-1214-4 6' ER • No zt-Ak Date : 01/14/22 09,,,,Y,;9 d b, ENHAO ENHAOZIIANG ZHANG °b7zo92_2(eo;° Street Address: 6001 SW HUNZIKER ST Glty/State : TIGAI2D. OR 97223 Scope of Work : STORAGE RACK • Structural Engineering & Design Inc. 1815 k}/right Ava I_a Verne CA 91750 Tel:909 596 1351 Fax: 909.596 7186 By: JJM/MQZ Project: MARKET CRAFT Project#: 21,1214-4 TABLE OF CONTENTS Title Page 1 Table of Contents 2 Design Data and Definition of Components 3 Critical Configuration - 4 Seismic Loads 5 to& Column 7 Beam and Connector 8 to 9 Bracing 10 Anchors 11 Base Plate 12 • Slab on Grade 13 4 Other Configurations 14 ,{b 23 TYPE Page 2 of 23 I/14/2022 Structural Engineering & Design Inc. 1815 Wright Ave I a Verne.CA 91750 Tel 909 598 1351 Fax: 909,598.7186 • By: JJM/MQZ Project: MARKET CRAFT Projoct#: Design Data 1)The analyses herein conforms to the requirements of the: 2018IBC Section 2209 2019 CBCSection 2209 ANSI MH 16.1-2012 Specifications for the Design of Industrial Steel Storage Racks"2012 RMI Rack Design Manual" ASCE7-16,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 ksl 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 5"thick with minimum 2500 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 A Diann Horizontal 571am,to tbkormConnectorConnector vet Be Fame wog ease Plate and \ t - Anchors p I ��..i_�r_.m � /11 Fbcet Rome Front Wawa Down Airb ILon47t'.+adtrvai!Frame Section e CkoRs Aislg fYrxnsv roe }Emma TYPE A Page 3 of 0 I/14/2O22 Structural Engineering & Design Inc. A 1815 Wright Ave La Verne.CA 91750 Tel:909.596.1351 Fax- 909.596.7186 1 By: JJM/MQZ Project: MARKET CRAFT Project* 21. 1'14.4 Configuration&Summary;TYPE A **RACK COLUMN REACTIONS ASD LOADS 24" 48" AXIAL DL= 75/b AXIAL LL= 2,700/b 1` _ SEISMIC AXIAL Ps=+/- 1,3091b BASE MOMENT= 8,000 in-lb 144" 144" 48,i 24" ti 36" 96"II .. y — '� 108" 48" -+ Seismic Criteria #Bm Lvis Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.862, Fa=1.155 3 48 in 144.0 In 3 108 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=2775 Ib,M=21249 in-lb 0.98-OK Column&Backer None None None N/A Beam Fy=55 ksi HMH 41160/4.125"Face x 0.057"thk Lu=108 in Capacity:9379 lb/pr 0.41-0K Beam Connector Fy=55 ksl Lvl 1: 3 pin OK I Mconn=9843 in-lb Mcap=12691 In-lb 0.78-OK Brace-Horizontal Fy=55 ksl Hannibal 1-1/2x1-1/2x16ga ' 0.1-OK \_ Brace-Diagonal Fy=55 ksl Hannibal 1-1/2x1-1/2x16ga 0.14-OK Base Plate Fy=36 ksi Bx5x3/8 Fixity=8000 in-lb 0.58-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=334 Ib) 0.192-OK Slab&Soil 5"thk x 2500 psi slab on grade.750 psf Soll Bearing Pressure 0.26-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,800 lb 96.0 in 36.0 in 167 lb 168 lb 2,775 lb 21,249 "# 9,843 "# 3 pin OK 2 1,800 lb 24.0 in 48.0 in 208 lb 210 lb 1,850 lb 2,768 "# 2,934 "# 3 pin OK 3 1,800 lb 24.0 in 48.0 In 250 lb 252 lb 925 lb 1,510 "# 1,965 "# 3 pin OK **Load defined as product weight per pair of beams Total: 625 lb 629 lb Notes TiilT A rage LI of 23 1/14/2022 • Structural Engineering & Design Inc. j 1815 Wright Ave La Verne CA 91750 Tel'909.598.1351 Fax' 9119 596.7186 By:. JJM/MQZ Project: MARKET CRAFT Project#: 2 Y131h-/ Seismic Forces Configuration:TYPE A Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6&ASCE 7-16 sec 15,5.3 Ss= 0.862 Transverse(Cross Aisle)Seismic Load S1= 0.394 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) �'A Fa= 1.155 Cs1= Sds/R Fv= 1.906 = 0,1659 Cs-max*Ip= 0.1659 Sds=213*Ss*Fa= 0.664 Cs2= 0.044*Sds Vmin= 0.015 Sd1=2/3*S1*Fv= 0.501 = 0.0292 Eff Base Shear=Cs= 0,1659 Ttmnvenee,Lsyv, Ca=0.4*2/3*Ss*Fa= 0.2655 Cs3= 0.5*S1/R Ws= (0.67*PLRFt*PL)+DL(RMI 2.6.2) (Transverse,Braced Frame Dir.)R=4.0 = 0.0493 = 3,768 lb Ip= 1.0 Cs-max= 0.1659 Vtransv=Vt= 0.1659* (150 lb+3618 Ib). P„t=lAv ;44 r- 7' Base Shearcoeff=Ca= 0.1659 Etransverse= 625 lb Pallet Height=hp= 48.0 In Unlit Slates LevelTransverseseismicshaarperuptight DL per Beam Lvl= 50 lb Level PRODUCT LOAD P P*0.67*PRF1 DL hi wi*hl Fl Fi*(hi+hp/2) 1 1,800 lb 1,2061b 50 lb 96 In 120,576 166,7 lb 20,0044 I 2 1,800 lb 1,206 lb 50 lb 120 In 150,720 208.3 lb 29,9954 3 1,800 Pb 1,206 lb 50 lb 144 in 180,864 250.0 lb 42,000-# • sum: P=5400 lb 3,618 lb 150 lb W=3768 lb 452,160 625 lb Z=91,999 Longitudinal(Downaisie)Seismic Load Similarly far longitudinal seismic loads,using R=6.0 Ws= (0.67*PL,tFz*P) + DL PRF2= 1.0 I,v`wi ti�,.r .V,.a I.,,.1 Cs1=Sd1/(T*R)= 0.1669 = 3,768 lb (Longitudinal,Unbraced Dir.)R=6.0 "` '� `\► nami Cs2= 0.0292 Cs=Cs-max*1p= 0.1669 T=0.50 secP77 i,t` j Cs3= 0,0328 Vlong= 0.1669* (150 lb+3618 Ib) "` um'P:,:',1 t`,";I Cs-max= 0.1669 Elongitudlnal= 629 lb Limit RAW*tararmawK'mimic,nmrP0,w=hu Level PRODUC LOAD P P*0.67*PRF2 DL hi wi*hi Fi Frotd_Vttki 1 1,800 lb 1,206 lb 50 lb 96 In 120,576 167.7 lb I 2 1,800 lb 1,206lb 50 lb 120 in 150,720 209.7 lb 3 1,800 lb 1,206 lb 50 lb 144 In 180,864 251.6 lb sum: 3,618 lb 150 lb W=3768 lb 452,160 629 lb TYPE Page r of 2..1 1/14/2922 Structural Engineering & Design Inc. A 181 a Wright Ave I a Verne,CA 91750 Tel 909.696.1351 Fax• 909.596.718R By: JJM/MQZ Project: MARKET CRAFT Project#: Downalsie Seismic Loads Configuration:TYPE A Determine the story moments by applying portal analysis.The base plate Is assumed to provide partial fixity. Seismic Story orces Typical Fame made Vlong= 629 lb Tye °ft'rol=mm Vco1=Vlong/2=315 lb ofpckFrame F1= 1681b � ..'. F2= 210 lb osw U JY yp c l RAMC made �°ftwo columns F3= 252 lb -► D\ .. Eli \, KI I Tin Vlew 96, — 1 ._____.__- F o.rl V . Sid,View Seismic Story Moments Conceptual System COI. Mbase-max= 8,000 In-lb <__=Default capacity h1-eff= hl-beam clip height/2. Mbase-v= (Vcol*hleff)/2 = 93 in = 14,624 in-lb <__=Moment going to base Vcol 'r_�S=r 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 _ (315 lb*93 in)-8000 In-lb = [315 lb-104.9 Ib]*24 in/2 I..../keimor ?: = 21,249 In-lb = 2,768 in-lb h1 Mseis= (Mupper+Miower)/2 ' Beam to Column Msels(1-1)= (21249 in-lb+2768 in-Ib)/2 Msels(2-2)= (2768 In-lb+ 1510 in-lb)/2 = 12,008 In-lb = 2,139 In-lb rho= 1.0000 I Summary of Forces i LEVEL hi Axial Load Column Moment** Mseismlc** Mend-fixity Mconn** Beam Connector 1 96 in 2,775 lb 21,249 in-lb 12,008 in-lb 2,053 In-lb 9,843 In-lb 3 pin OK 1 2 24 in 1,850 lb 2,768 In-lb 2,139 In-lb 2,053 in-lb 2,934 in-lb 3 pin OK 3 24 in 925 lb 1,510 In-lb 755 in-lb 2,053 in-lb 1,965 In-lb 3 pin OK . 1 Mconn= (Mselsmic+Mend-flxIty)*0.70*rho Mconn-allow(3 Pin)= 12,691 In-lb **all moments based on limit states level loading TYPE A Page Yi of 12 1/14/2022 Structural Engineering & Design Inc. 1815 Wright Ave I a Verne.CA 91750 Tel:909,596.1351 Fax 909.596 7186 By: JJM/MQZ Project: MARKET CRAFT Project#: 21 1214-A Column(Longitudinal Loads) Configuration:TYPE A Section Properties Section: Hannibal IF3014-3x3x14ga k 3.000 in�J Aeff= 0.643 InA2 Iy= 0.749 in^4 Kx= 1,7 x Ix= 1.130 InA4 Sy= 0.493 In^3 Lx= 93.9 in Sx= 0.753 inA3 ry= 1.080 in Ky= 1,0 low in n = 1.326 In55 ksiv -. . I Fy= Ly= 16.0!n 10.075 ..! S2f= 1.67 Cmx= 0.85 Cb= 1.0 ...a�� E= 29,500 ksi x q_0.75 In Loads Considers loads at level 1 COLUMN DL= 75 lb Critical load cases are:RN!Sec 2.1 COLUMN PL= 2,700 lb Load Case 5::(1+0.105*sds)D+0.75*(1.4+0.14Sds)11*P+0.75*(0.7*rho*E)<=1.0,ASP Method Mcol=21,248 In-lb axial load coeff 0.78378195*P seismic moment coeff.• 0.5625*Moo/ Sds= 0.6637 Load Case 6.•:(1+0.14*Sds)D+(085+0.145ds)*B*P+(0.7*rho4E)c=1.0,ASP Method 1+0.105*Sds= 1.0697 axial load coo?: 0.66004 se/sm/c moment coeff.• 0.7*Mcol 1.44-0.145ds= 1.4929 By analysis, Load case 6 governs utilizing loads as such 1+0.14Sds= 1.0929 0.85+0.14*Sds= 0.9429 Axial Load=Pax= 1.09291B*75Ib+0.942918*0.7*2700lb Moment=Mx= 0.7*rho*Mcol B= 0.7000 = 1,864 lb = 0.7* 21248 in-lb rho= 1.0000 = 14,874 in-lb Axial Analysis KxLx/rx= 1.7*93.937571.326" KyLy/ry= 1*36"/1.08' Fe < Fy/2 = 120,4 = 33.3 Fn= Fe = n^2E/(KL/r)max^2 Fe= n^2E/(KL/r)max^2 Fy/2= 27.5 ksl = 20.1 ksl = 20.1ksi Pa= Pn/Oc Pn= Aeff*Fn Sec= 1.92 = 12908 lb/1.92 = 12,908 lb = 6,723 lb P/Pa= 0.28 > 0.15 Bending Analysis Check: Pax/Pa+(Cmx*Mx)/(Max*Lix) 5 1.0 P/Pao+Mx/Max<_ 1.0 Pno= Ae*Fy Pao= Pro/Sic Myield=My= Sx*Fy • = 0.643!n^2*55000 psi = 353651b/1.92 = 0.753 In^3* 55000 psi = 35,365 lb = 18,419 lb = 41,415 In-lb Max= My/Slf Pcr= n^2EI/(KL)max^2 = 41415In-lb/1.67 = nA2*29500 ksi/(1.7*93.9375 In)^2 = 24,799 in-lb = 12,901 lb px= {1/[1-(S2c*P/Pcr)]}^-1 = {1/[1-(1.92*1864 lb/12901 Ib)]}A-1 = 0.72 Combined Stresses • (1864 lb/6723 lb)+ (0.85*14874 in-lb)/(24799 In-Ib*0.72) = 0.98 < 1.0,OK (EQ C5-1) (1864 lb/18419 lb)+(14874 In-lb/24799 in-lb)= 0.70 < 1.0,OK (EQ C5-2) **For comparison,total column stress computed for load case 5 Is: 89.0% loads 2196.437902518 Axial and M= 11155 In-lb TYPE A Page of 2,5 1/14/2022 Structural Engineering & Design Inc. • - 1815 Wright Ave La Verne CA 91750 Tel:909.599.1351 Fix: 909.596.7186 + By: JJM/MQZ Project: MARKET CRAFT Project#: 211214- BEAM Configuration:TYPE A 4 DETERMINE ALLOWABLE MOMENT CAPACITY 2 75In A)Check compression flange for local buckling(B2.1) 1.75 In w= c-2*t-2*r T = 1.75 in-2*0.057 in-2*0.057 in 7 -- i f = 1.522 in w/t= 26.7 1.625 In 1=lambda= [1.052/(k)^0.5]*(wit)*(Fy/E)^0.5 Eq.B2.1-4 4__,,, = [1.052/(4)^0.5]* 26.7*(55/29500)^0.5 4.125 In [ = 0.606 <0.673, Flange Is fully effective Eq. B2.1.1 1 0.057 In B)check web for local buckling per section b2.3 f1(comp)= Fy*(y3/y2)= 50.53 ksi f2(tenslon)= Fy*(y1/y2)= 102.29 ksl Y= f2/f1 Eq.62.3-5 Beam= HMH 4116014.125"Face x 0 057"thk _ -2.024 Ix= 1.617 In^4 k=4+2*(1-Y)^3+2*(1-Y) Eq, 62.3-4 Sx= 0.740 In^3 = 65.35 Ycg= 2.723 in flat depth=w= yl+y3 t= 0.057 in = 3.897 In w/t= 68.36842105 OK Bend Radius=r= 0.057 In 1=lambda= [1.052/(k)^0.5]*(w/t)*(f1/E)^0.5 Fy=Fyv= 55.00 ksl = [1.052/(65.35)^0.5]*3.897*(50.53/29500)^0.5 Fu=Fuv= 65.00 ksi = 0.368 <0.673 E= 29500 ksi be=w= 3.897 In b2= be/2 Eq 62.3-2 top flange=b= 1.750 In - b1= be(3-Y) = 1,95 in bottom flange= 2.7501n = 0.776 Web depth= 4.'''F1^ ...... Fy - bl+b2= 2.726 In > 1.2885 In,Web Is fully effective Determine effect of cold working on steel yield_point(Eva)per section A7.2 "Icd ne Fya= C*Fyc+(1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2)*(r+t/2) 0.1341n C= 2*Lc/(Lf+2*Lc) °' , IL Lflange-top=Lf= 1.522 in = 0.150 In ya 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) 1.427 since fu/Fv= 1.18 < 1.2 von " and r/t= 1 <7 OK then Fyc= Bc*Fy/(R/t)^m (EQ A7.2-2) f2(tensbn) = 78.485 ksi Thus, Fya-top= 58.52 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth-Ycg) y1= Ycg-t-r= 2.609 in = 113.59 ksi (tension stress at bottom) y2= depth-Ycg= 1.403 in Check allowable tension stress for bottom flange y3= y2-t-r= 1.289 in Lflange-bot=Lfb= Lbottom-2*r*-2*t = 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= 20.73 In-k Structural Engineering & Design Inc. 1815 Wright Ave I a Verne CA 91750 Tel:9Q9 596.1351 Fax: 909596 7186 By: JJMIMQZ Project: MARKET CRAFT Project#: BEAM Configuration:TYPE A 4 RMI Section 5.2, PT II Section Beam= HMH 41160/4.125"Face x 0.057"thk Ix=lb= 1.617In^4 2.75In Sx= 0.740In^3 �-- t= 0.057 In E= 29500 ksl 1.75 hi ,I Fy=Fyv= 55 ksi F= 300.0 ___ T Fu=Fuv= 65 ksl L= 108 in r �+ f Fya= 58.5 ksl Beam Level= 1 i 1,625 In P=Product Load= 1,800 lb/pair D=Dead Load= 50lb/pair 4.125tn vl,� 1.Check Bending Stress Allowable Loads 0.057 In 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 s • FOR DL=2%of PL, W= 1.599 Rm= 1-[(2*F*L)/(6*E*Ib+3*F*L)) I Illlllllllllllllllllllltllllllltllll 1-(2*300*108 in)/[(6*29500 ksl*1.617 inA3)+(3*300*108 In)] = 0.831 If F= 0.95 Then F*Mn=F*Fya*Sx= 41.14 in-k Thus,allowable load = I --- '-----u per beam pair=W= F*Mn*8*(#of beams)/(L*Rm*W) Beam = 41.14 In-k*8*2/(108ln*0.831 * 1.599) Length = 4,587 lb/pair allowable load based on bending st ess Mend= W*L*(1-Rm)/8 = (4587 Ib/2)* 108 in*(1-0.831)/8 = 5,233 In-lb @ 4587 lb max allowable load = 2,053 in-lb © 1800 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*108 In)/[(5*300*108 In)+(10*29500 ksi*1,617 In^4)] = 0.600 in = 0.797 In Deflection at imposed Load= 0.247 in If Dmax= L/180 Based on I/180 Deflation Qiteria 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*1.617ln^4*2/[180*5*(108In)^2*0.797) = 4,379 lb/pair allowable load based on deflection limits Thus,based on the least capacity of item 1 and 2 above: Allowable load= 4,379 lb/pair Imposed Product Load= 1,800 lb/pair 'Beam Stress= 0.41 Beam at Level 1 Structural Engineering & Design Inc. �- 1R1F Wriaht Ave La Varna CA 91750 Tel'909.596 1351 Fax 404 t P6 71 R6 6 : JJM/MQZ Project: MARKET CRAFT Protect#: 3 Pin Beam do Column Connection TYPE A 4 a eam en momen own ere s o e resu o e max mum in uce x en monen rm seism c s c oa s an a co e mandated minimum value of 1.5%(DL+PL) —r Mconn max= (Mseismic+ Mend-fixity)*0.70*Rho I rho-'(OtI tP' II = 9,843 in-lb Load at level 1 1 2" O P2 ` tt'2. " c 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 = 0.15071nA2 • Pshear= 0.4*Fy*Ashear = 0.4*55000 psi*0.1507InA2 = 3,315 lb Bearing Capacity of Pin tcol= 0.075In Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha*Fu*dlam*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 Spadng= 2.0 in Fy= 55,000 psi c= PY+P2+P3 tclip= 0.18 In Sdip= 0,127InA3 = P1+P1*(2.574.5")+P1*(0.574.5") = 1.667*P1 Mcap- Scllp*Fbending C*d= Mcap= 1.667 d= E/2 = 0.127 InA3*0.66*Fy = 0.50 In = 4,610 in-lb 1 Pcfip= Mcap/(1.667*d) = 4610.1 In-lb/(1.667*0.5 in) Thus,P1= 2,135 lb = 5,531 lb Mconn-allow= [P1*4.5"+P1*(2,5"/4.5")*2.5"+P1*(0.574.570.51 = 2135 LB*[4.5"+(2.574.5")*2.5"+(0.5"/4.5")*0.51 12,691 in-lb > Mconn max, OK TYPE Page C of IA 1/14/2022 Structural Engineering & Design Inc. - - 1815 Wriaht Av a V.rn _ A A1750 Tel 909 596 1351 Fax• 40q 5A6 718 By: JJM/MQZ Project: MARKET CRAFT Project#: 21-121•4-4 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 Area= 0.273 In^2 .�1.600 hi �I r mln= 0.496 in r min= 0.496 in _1.4.500 I Fy= 55,000 psi r---_'_.-1 7 Fy= 55,000 psi K= 1.0 i 11.500 In K= 1.0 I 11.500 -r-1 -0.250 in -01 In-0.250 Frame Dimensions Bottom Panel Height=H= 48.0 In Clear Depth=D-B*2= 42.0 in Frame Depth=D= 48.0 In X Brace= NO Column Width=B= 3.0 In rho= 1.00 Diagonal Member ► 0 Load Case 6::(1-t0 ^^*6dS T(,8 4Sds)*B*P#[0.7*rho*E]<=1.0,ASD Method s I p —.I Vtransverse= 625 lb vb I_ Vb=Vtransv*0.7*rho= 625 lb*0.7* 1 (Wr)= (k*ldiag)/r min t = 438 lb = (1 x 59.4 in/0.496 In) • Ldiag= [(D-B*2)^2+(H-6")^27^1/2 = 119.8 In = 59.4In Fe= p1^2*E/(kl/r)^2 /�r H Pmax= V*(Wiag/D)*0.75 = 20,287 psi rl r,nax i 4 = 4061bli.- --..-..... -. + axial load on diagonal brace member Since Fe<Fy/2, 3"p Pn= AREA*Fn Fn= Fe a = 0.273 In^2*20287 psi = 20,287 psi Typical Pnn4 = 5,538 lb Conftouration Pallow= Pn/52 Check End Weld = 5538 lb/1.92 Lweld= 3.0 In = 2,885 lb Fu= 65 ksi tmln= 0.060 in Pn/Pallow= 0.14 <= 1.0 OK Weld Capacity= 0.75*tmin*L*Fu/2.5 = 3,510 lb OK Horizontal brace Vb=Vtransv*0.7*rho= 438 lb ' (kl/r)= (k* Lhorlz)/r min Fe= pl^2*E/(kl/r)^2 Fy/2= 27,500 psi = (1 x 48 in)/0.496 In = 31,072 psi = 96.8 In Since Fe>Fy/2,Fn=Fy*(1-fy/4fe) Pn= AREA*Fn Pallow= Pn/c/c = 30,661 psi = 0.273in^2*30661 psi = 8371 lb/1.92 = 8,371 lb = 4,360 lb Pn/Pallow= 0.10 <= 1.0 OK TYPE A Page 'ti of 1._1j I/i 4/2022 Structural Engineering & Design Inc. 1815 Wright Ave La Verne,CA 91750 Tel:909,596.1351 Fax:909 595.7180 By: JJM/MQZ Project: MARKET CRAFT Project* 21 1214 4 • Single Row Frame Overturning Configuration:TYPE A Loads Critical Load case(s): Epp 1)RMI Sec 2.2,Item 7: (0.9-0.2Sds)D+ (0.9-0.205ds)*B*Papp-E*rho hp I !f[�i4C Sds= 0.6637 . Es Sds= Vtrans=V=E=Qe= 625 lb (0.9-0.2Sds)= 0.7673 AIME DEAD LOAD PER UPRIGHT=D= 150 lb (0.9.0.25ds) 0.7673 PRODUCT LOAD PER UPRIGHT=P= 5,400 lb B=474114MIX, H h Papp=P*0.67= 3,618 lb rho 1.0000 Wst LCI=Wst1=(0.76726*D+0.76726*Papp*1)= 2,891 lb Frame Depth=Df= 48.0 In T J� Product Load Top Level,Ptop= 1,800 lb Htop-Iv1=H= 144.0 In DL/Lvl= 50 lb #Levels= 3 Imo-oft Seismic Ovt based on E,E(FI*hl)= 62,854 in-lb #Anchors/Base= 2 height/depth ratio= 3.0,In hp= 48.0 in SIDE ELEVATION A)Fully Loaded Rack h=H+hp/2= 168.0 In Load case 1: Movt= E(Fi*hl)*E*rho Mst= Wstl*Df/2 T= (Movt-Mst)/Df = 62,854 In-lb = 2891 lb*48 In/2 = (62854 In-lb-69384 In-lb)/48 In = 69,384 in-lb = -136 lb No Uplift Net Seismic Uplift= -136 lb B)Top Level Loaded Only Load case 1: {� V1=Vtop= Cs*Ip*Ptop>= 350 lb for H/D>6.0 Movt= CV1*h+V2*H/2]*rho = 0.1659* 1800 lb = 51,960 In-lb = 299 lb T= (MoVt-Mst)/Df Vleff= 299 lb Critical Level= 3 = (51960 In-lb-35908 in-ib)/48 In V2=Von= Cs*Ip*D Cs*Ip= 0.1659 = 334 lb Net Uplift per Column = 25 lb Mst= (0.76726*0+0,76726*Ptop*1)*48 In/2 = 35,908 In-lb Net Seismic Uplift= 334 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= 970 lb L.A.City Jurisdiction? NO Tcap*Ph1= 970 lb Shear Capacity=Vcap= 1,250 lb Phl= 1 Vcap*Phl= 1,250 lb Fully Loaded: (156 lb/1250Ib)^1 = 0.12 <= 1,2 OK Top Level Loaded: (167lb/970Ib)^1 +(74 lb/1250lb)^1 = 0.23 <= 1.2 OK • TYPE A Page 11 of 23 1/14/202.2 Structural Engineering & Design Inc. 5 Wriaht Ave La Very C'A 91750 Tel•909 595 1351 Fax' 909 596 7186 By: JJM/MQZ Project: MARKET CRAFT Project#: 2 �1214 • Base Plate Configuration:TYPE A Section _-_ a --I. Baseplate= 8x5x3/8 Eff Width=W= 8.00 In a= 3.00 in Mb Eff Depth=D= 5.00 In Anchor c.c, =2*a=d= 6.00 in Column Width=b= 3.00 In N=#Anchor/Base= 2 I b j~ L Column Depth=dc= 3.00 in Fy= 36,000 psi L= 2.50 In w Plate Thickness=t= 0.375 in Downaisle Elevation Down Aisle Loads Load Case 5:.•(1+0.105*5OsJO+0.75*!(1.4,0145dsl*B*P+075*07*rho*E7<-10 ASO Method COLUMN DL= 75 lb Axial=P= 1.0696885*75 lb+0.75*(1.492918*0.7* 2700 lb) COLUMN PL= 2,700 lb = 2,196 lb Base Moment= 8;000 in-lb Mb= Base Mamont*0.75*0.7*rho 1+0.105*Sds= 1.0697 = 8000 in-lb*0.75*0.7*rho 1.4+0.14Sds= 1.4929 = 4,200 In-lb Eft/ B= gym._ ,;t' Axial Load P= 2,196 lb Mbase=Mb= 4,200 In-lb Effe Axial stress=fa= P/A=P/(D*W) MI= wL^2/2=fa*L^2/2 = 55 psi = 172 in-lb Moment Stress=fb= M/S=6*Mb/[(D*B^2] Moment Stress=fb2= 2*fb*L/W = 78.8 psi = 49.2 psi Moment Stress=tbl= fb-fb2 M2= fb1*L^2)/2 = 29.5 psi = 92 in-lb M3= (1/2)*fb2*L*(2/3)*L= (1/3)*fb2*L^2 Mtotal = M1+M2+M3 = 103 In-lb = 366In-lb/In S-plate= (1)(V'2)/6 Fb= 0.75*Fy = 0.023 in^3/in = 27,000 psi fb/Fb= Mtotal/[(S-plate)(Fb)] Fp= 0.7*F'c 0.58 OK = 1,750 psi OK Tanchor= (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 970 lb OK = -746 lb No Tension Cross Aisle Loads 014,111 load cese RMrs=2.aa=,s•r,.a1,.rusmr,rra o,asasJx%,5+Ezw.7s<.,.0,ASO MOW Check uplift load on Baseplate Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. Pstatic= 2,196 lb When the base plate configuration mnsista of two anchor bolts located on either tide .f the column and a net uplift force exists,the minimum base plate thickness Movt*0.75*0.7*rho= 32,998 in-lb Pselsmlc= Movt/Frame Depth all be determined based one design bending moment In the plate equal Frame Depth= 48,0 In = 687 lb to the uplift force on one anchor times 1/2 the distance from P=Pstatic+Pselsmlc= 2,884 lb the centerline of the anchor to the nearest edge of the rack column" b=Column Depth= 3.00 in T L=Base Plate Depth-Col Depth= 2.50 In re Mu1/11 a fa= P/A=P/(D*W) M= wL^2/2=fa*LA2/2 I b I = 72 psi = 225 In-lb/in elevation Uplift per Column= 334 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= 167 lb c= 2.50 in fb/Fb= M/[(S-plate)(Fb)] Mu=Moment on Baseplate due to uplift= Ta*c/2 0.36 OK = 209 In-lb Splate= 0.117 in^3 fb Fb *0.75= 0.049 OK TYPE A Page ft of 13 I/14/2O22 r Structural Engineering & Design Inc. 1816 Wright Ave La Verne.CA 91750 Tel*909.59613E11 Fax:909.596,7166 4 By: JJM/MQZ Project: MARKET CRAFT Protect#: 21-121 4 4 Slab on Grade Configuration:TYPE A '•slab lii a • • Concrete .�c ..D • r a i e • • • fc= 2,500 pal t f 1 tslab=t= 5.0 in 1 Cross tell 5.0 In IIIIIIII I IIIIIIIIIIYi1I1111011JIiIil111111111 --- Aisle ': t: � ,1 � I it� rw ' -tfi'"' x -ry I4- c -►I j I • Ii Y L :.::: : : , , a fsoil-=750 psf -~ • . . . Down AlsleY Movt= 62,854 In-lb SLAB ELEVATION Frame depth= 48.0 In tR Plan Vie pt 9asa w Base Plate Sds= 0.664 0.2 Sd =s 0.133 Eflec.Basepate width.a. 8.00 In width=a= 3.00 in - *'�.., 1 ate Das /� c�� F,.eR Effec.Base plate eptheD- 5.00 In depth=b= 3.00 In R=B/D= 1.600 midway dist face of column to edge of plate-cm 5.50 In Pc^0.5= 50.00 psi Colu n Loads midwa dist face of column to ed a of late=e= 4.00 In DEAD LOAD=D= 75 lb per column Load Case 1) (1.2+0.2Sds)D+(1.2+0,25 s*B P+ rho E RMI SEC 2.2 EQTN 5 unfactnredASOload = 1.33274*7.5 lb+1.33274*0.7*2700 lb+1*1309 lb PRODUCT LOAD=P=2,700 lb per column = 3,928 lb unfactwrdASO load Load Case 2) (0.9-0.25ds)D+(0.9-0,2Sds)*B*Papp+rho*E RMI.SEC 2.2 EQTH 7 r Papp= 1,8D9 lb per column = 0.76726*75 lb+0.76726*0.7*1809 lb+1*1309 lb P-seisrnic=E= (Movt/Frame depth) = 2,338 lb = 1,309 lb per column Load Case 3) 1.2*D+ 1.4*P mit SEC 2.2 EQ1N 1,2 1 unfactatedL/m/t State load = 1.2*75 lb+1.4*2700 lb W x = 3,870 lb rho o t 01 , Load Case 4) 1.2*D+1.0*P+ 1.0E ACI318-14 Sec 5.3.1 Sds= 0.6637 = 4,099 lb Eqtn 5.3.1e 1.2+0.2*Sds= 1.3327 Effective Column Load=Pu= 4,099 lb per column 0.9-0.20Sds= 0.7673 Puncture Apunct= [(c+t)+(e+t)]*2*t = 195,0 in^2 Fpunctl= [(4/3+8/(3*p)]*x*(Pc^0.5) fv/Fv= Pu/(Apunct*Fpunct) = 90.psi = 0.263 < 1 OK Fpunct2= 2.66*A*(Pc^0.5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending • •1 Pse=DL+PL+E= 4,099 lb • Asoil= (Pse*144)/((soil) L= (Asoil)^0.5 y= (c*e)A0.5+2*t = 787 InA2 = 28.05 in = 14.7 in x= (L-y)/2 M= w*xA2/2 S-slab= 1*teffA2/6 = 6.7 In = (fsoll*xA2)/(144*2) = 4.17In^3 Fb= 5*(ph1)*(fc)^0.5 = 116.3 In-lb fb/Po= M/(S-slab*Fb) = 150.psi = 0.186 <1,OK Tn'LA Page f 3 of 21 1/14/2022 . Structural Engineering & Design Inc. ai 1615 6/E ht A Berne CA 917ri0 T.P rail r,AF 1 1 Fa 9..�.�.LB � ���.�.r,L.�{;,QQ$59fi 7188 11 By: JJM/MQZ Project: MARKET CRAFT Project#: 711214 4 Configuration&Summary:TYPE B T **RACK COLUMN REAC77ONS ASD LOADS 36" I f 48" AXIAL DL= I001b f. AXIAL LL= 6,000/b SEISMIC AXIAL Ps=#/- 2,548 lb 1qq. 36" BASE MOMENT= 8,000in-lb 144" q8" 36" y 36" 36" ' � .f 108" •I' A- 48" 4 Seismic Criteria #Bm Lvis Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.862,Fa=1.155 4 48 in 144.01n 3 108 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=6100 Ib,M=14688 in-lb 0.64-OK Column&Backer None None None N/A Beam Fy=55 ksi HMH 41160/4.125"Face x 0.057"thk Lu=108 in Capacity:4379 lb/pr 0.69-OK • Beam Connector Fy=55 ksl Lvl 1: 3 pin OK i Mconn=11434 In-lb Mcap=12691 In-lb 0.9-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.22-OK 7 Brace-Diagonal Fy=55 ksl Hannibal 1-1/2x1-1/2x16ga 0.31-OK Base Plate Fy=36 ksi 8x5x3/8 fixity=8000 In-lb 0.9-OK Anchor 2 per Base 0.5"x 3.25"Embed HILT'KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=564 lb) 0.325-OK Slab&Soil 5"thk x 2500 psi slab on grade.750 psf Soil Bearing Pressure 0.71.OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 3,000 lb 36.0 In 36.0 in 137 lb 138 lb 6,100 lb 14,688 "# 11,434 "# 3 pin OK 2 3,000 lb 36.0 In 48.0 In 273 lb 275 lb 4,575 lb 11,138 "# 9,325 "# 3 pin OK 3 3,000 lb 36.0 In 48.0 in 410 lb 413 lb 3,050 lb 8,663 "# 7,160 "# 3 pin OK 4 3,000 lb 36.0 In 547 lb 550 lb 1,525 lb 4,950 "# 4,128 "# 3 pin OK **Load defined as product weight per pair of beams Total: 1,367 lb 1,375 lb Notes TYPE b Page 1LI of 2.) 1/14/2022 i. Structural l Engineering & Design Inc. , 1- 1815 Wright Ave La Verne QA 91750 Tel:909.596.1351 Fax: 999.596.7186 {nal . By: JJMMIQZ Project: MARKET CRAFT Protect#: 2#r13�i,.i -- i Configuration&Summary:TYPE C i t \ i T T **RACK COLUMN REACTIONS 30" I AS0 LOADS 48 AXIAL DL= 1251b AXIAL LL= 7,500/b 30" — SEISMIC AXIAL Ps=+/- 3,124/b 144" BASE MOMENT= 5,000/n-lb 144" 80" 48" -t--- t 30" -1`-- 36" 24" y --L- / t. 108"- -I ,le-- 48" .,- Seismic Criteria #Bm Leis Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.862, Fa=1.155 5 48 In 144,0 in 3 108 In Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=7625 Ib,M=13050 In-lb 0.64-OK Column&Backer None None None N/A Beam Fy=S5 ksi HMH 41160/4.125"Face x 0.057"thk Lu=10B In Capacity:4379 lb/pr 0.69-OK Beam Connector Fy=55 ksi Lvi 1: 3 pin OK Mconn=11217 In-lb Mcap=12691 in-lb 0.88-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.27-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.38-OK Base Plate Fy=36 ksi 8x5x3/8 Fixity=5000 in-lb 0.94-OK Anchor 2 per Base 0,5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic UplIft=556 Ib) 0.325-OK Slab&Soli 5"thk x 2500 psi slab on grade.750 psf Soil Bearing Pressure 0.99-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 3,000 lb 24.0 In 36.0 In 98 lb 98 lb 7,625 lb 13,050 "# 11,217 "# 3 pin OK 2 3,000 lb 30.0 In 48.0 In 220 lb 221 lb 6,100 lb 12,156 "# 10,324 "# 3 pin OK 3 3,000 lb 30.0 In 48.0 in 342 lb 344 lb 4,575 lb 10,499 "# 8,842 "# 3 pin OK 4 3,000 lb 30.0 in 464 lb 467 lb 3,050 lb 7,920 "# 6,715 "# 3 pin OK 5 3,000 lb 30.0 in 586 lb 589 lb 1,525 lb 4,421 "# 3,943 "# 3 pin OK i **Load defined as product weight per pair of beams Total: 1,709 lb 1,719 lb Notes I TYPE Page 15 of 2,i 1/14/2022 : . Structural i lEngineering & Design Inc. I• 1815 Wright Ave l a Verne.CA 91750 Tel:909.596.3351 Fax'909 5981186 j By JJMLMQZ Project: MARKET CRAFT Proyect#: a4349 Configuration&Summary:TYPE D 36" **RACK COLUMN REACTIONS `• - ASD LOADS 16" 48" AXIAL DL= 200/b - AXIAL LL= 6,000/b 16" \• SEISMIC AXIAL Ps= -/- 2,362 lb 144" 1 144" 48'. BASEMOMENT= 0ln-lb 16" t / 16" 16" 36" \ 12 -I" `I 108" -f l 48" -I- Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.862,Fa=1.155 8 48 in 144.0 In 3 108 In Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=6200 Ib,M=6341 In-lb 0.41-OK Column&Backer None None None N/A Beam Fy=55 ksi HMH 41160/4.125"Face x 0.057"thk Lu=108 in Capacity:4379 lb/pr 0.34-OK Beam Connector Fy=55 ksl Lvl 1: 3 pin 0K Mconn=5347 In-lb Mcap=12691 In-lb 0,42.OK Brace-Horizontal Fy=55 ksl Hannibal l-1/2x1-1/2x16ga 0.22-OK " Brace-Diagonal Fy=55 ksl Hannibal 1-1/2x1-1/2x16ga 0.32.OK Base Plate Fy=36 ksl 8x5x3/8 Flxlty= 0 In-lb 0.76-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspec0an Reed(Net Seismic Uplift=242 Ib) 0,233-OK Slab&Soil 5"thk x 2500 psi slab on grade.750 psf Soil Bearing Pressure 0.71.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 12.0 In 36.0 in 30 lb 30 lb 6,200 lb 6,341 "# 5,347 "# 3 pin OK 2 1,500 lb 16,0 In 48.0 In 70 lb 70 lb 5,425 lb 5,516 "# 4,961 "# 3 pin OK 3 1,500 lb 16.0 in 48.0 in 109 lb 110 lb 4,650 lb 5,236 "# 4,709 "# 3 pin OK 4 1,500 lb 16,0 In 149 lb 150 lb 3,875 lb 4,796 "# 4,345 "# 3 pin OK 5 1,500 lb 16,0 in 189 lb 190 lb 3,100 lb 4,197 "# 3,870 "# 3 pin OK 6 1,500 lb 16.0 In 228 lb 230 lb 2,325 lb 3,437 "# 3,282 "# 3 pin OK 7 1,500 lb 16.0 In 268 lb 270 lb 1,550 lb 2,518 "# 3,212 "# 3 pin OK 8 1,500 lb 36.0 in 357 lb 360 lb 775 lb 3,237 "# 2,331 "# 3 pin OK **Load defined as product weight per pair of beams Total: 1,400 lb 1,409 lb Notes , , TYPE D Page I I/ of 2,3 1/14/2022 i • Structural Engineering & Design Inc. + , 1815 WriQJltAve La Verne.CA 91750 Tel:909.596.1351 Fax:909.596.7186 iBy: JJM/MQZ Project: MARKET CRAFT Project#: 21110-4 • Configuration&Summary:TYPE E -.._ - N. 36" '1' **RACK COLUMN REAC770NS -"� ASD WADS 48' AXIAL OL= 25016 12" AXIAL LL= 7,50016 12" SEISMIC AXIAL Ps='/- 2,857/b 12 BASE MOMENT= 0 In-lb 144" "I- " _ 144" 48 12" 12" 12" 36" 12" _ \ iitii 4' 10B" 4 T 48" -'I' Seismic Criteria #Bm Lvis Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0,862,Fa=1.155 10 48 In 144,0 In 3 108 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=7750 Ib,M=7925 In-lb 0.51-OK Column&Backer None None None N/A - Beam Fy=55 ksi HMH 41160/4.125" Face x 0.057"thk Lu=108 In Capacity:4379 lb/pr 0.34-OK Beam Connector Fy=55 ksi Lvi 1:3 pin OK Mconn=5708 In-lb Mcap=12691 in-lb 0.46-0K Brace-Horizontal Fy=55 ksl Hannibal 1-1/2x1-1/2x16ga 0.2B-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.39-OK Base Plate Fy=36 ksi Bx5x3/8 1 Fixity= 0 In-lb 0,94-OK Anchor 2 per Base 0,5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Upfift=228 Ib). 0.292-OK Slab&Soll 5"thk x 2500 psi slab on grade.750 psf Soil Bearing Pressure 0.99-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 12.0 in 36,0 in 31 lb 31 lb 7,750 lb 7,925 "# 5,788 "# 3 pin OK 2 1,500 lb 12.0 In 48,0 In 61 lb 62 lb 6,975 lb 5,190 "# 4,766 "# 3 pIn OK 3 1,500 lb 12.0 In 48.0 in 92 lb 93 lb 6,200 lb 5,005 "# 4,604 "# 3 pin OK 4 1,500 lb 12.0 in 123 lb 124 lb 5,425 lb 4,727 "# 4,377 "# 3 pin OK 5 1,500 lb 12.0 in 154 lb 155 lb 4,650 lb 4,356 "# 4,085 "# 3 pin OK 6 1,500 lb 12.0 In 184 lb 185 lb 3,875 lb 3,893 "# 3,728 "# 3 pin OK 7 1,500 lb 12.0 In 215 lb 216 lb 3,100 lb 3,336 "# 3,306 "# 3 pin OK 8 1,500 lb 12.0 in 246 lb 247 lb 2,325 lb 2,687 "# 2,819 "# 3 pin OK 9 1,500 lb 12.0 in 276 lb 278 lb 1,550 lb 1,946 "# 3,046 "# 3 pin OK 10 1,500 lb 36.0 in 368 lb 371 lb 775 lb 3,335 "# 2,365 "# 3 pin OK 1 **Load defined as product weight per pair of beams Total: 1,750 lb 1,761 lb Notes TYPES Page 11- of L3 I/14/2022 Structural Engineering & Design Inc. r 1815 Wright Ave La Verne.CA 91750 Tel:909 596.1351 Fax:909 F96 7186 iBy: JJM/MQZ Project: MARKET CRAFT Project#: 21-121'l 4 Configuration&Summary:TYPE F \ **RACK COLUMN REACTIONS 1 ASD LOADS 24" 48" AXIAL DL= 751b AXL4L LL= .2700/b I, SEISMIC AXIAL Ps=+/- 1,309/b 144, BASE MOMENT= 8,000 la-lb 24" 144" 48,E f 36" 96" N. 'Il N. __ 144" -I' "c- 48" --,1- Seismic Criteria #Bln Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.862,Fa=1.155 3 48 In 144.0 In 3 144 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=2775 Ib,M=21249 in-lb 0.98-0K Column&Backer None None None N/A - Beam Fy=55 ksi HMH 50140/5"Face x 0.071"thk Lu=144 in Capadty:4613 lb/pr 0.39-OK Beam Connector Fy=55 ksi Lvi 1: 3 pin OK Mconn=9801 in-lb Mcap=12691 in-lb 0.77-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0,1-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.14-OK Base Plate Fy=36 ksi 8x5x3/8 Fixity=6000 In-lb 0.58-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=334 Ib) 0.192-OK Slab&Soil 5"thk x 2500 psi slab on grade.750 psf Soil Bearing Pressure 0.26-OK Level Load** Story Force Story Force Column Column Conn, Beam Per Level Beam Spcg Brace Transv Longit Axial Moment Moment Connector 1 1,800 lb 96.0 in 36.0 In 167 lb 168 lb 2,775 lb 21,249 "# 9,801 "# 3 pin OK 2 1,800 lb 24.0 in 48.0 In 208 lb 210 lb 1,050lb 2,768 "# 2,892 "# 3 pin OK 3 1,800 lb 24.0 in 48.0 in 250 lb 252 lb 925 lb 1,510 "# 1,923 "# 3 pin OK **Load defined as product weight per pair of beams Total: 625 lb 629 lb Notes it TYPE F Page i p of 13 1/14/2022 Structural Engineering & Design Inc. jt 1815 Wright Ave La Verne. CA 91750 Tel:909.596 1351 Fax:9Q,9,596.7186 i By: JJM/MQZ Project MARKET CRAFT Project It: 21-'t314 n ■ Configuration&Summary:TYPE G \ - _ T **RACK COLUMN REACTIONS 24" ASO LOADS — 48" AXIAL DL= 1501b 24" AXIAL LL= 4,500/b + '` SEISMICAXL4L Ps=+/- 1,919/b 24" BASE MOMENT= 8,000 In-lb 144" .t 144" 48" 24" 24" - 366" --144" 'I- -- 48" - Seismic Criteria #Bm Lyle Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.862, Fa=1.155 6 48 in 144.0 in 3 144 In Single Row Component Description STRESS Column Fy=55 ksl Hannibal IF3014-3x3x14ga P=4650 Ib,M=5544 In-lb 0.33-OK Column&Backer None None None N/A Beam Fy=55 ksi HMH 50140/5" Face x 0.071"thk Lu=144 in Capacity:4613 lb/pr 0.33-OK • Beam Connector Fy=55 ksl Lvl 1:3 pin OK Mconn=5215 in-lb Mcap=12691 In-lb 0.41-OK Brace-Horizontal Fy=55 ksl Hannibal 1-1/2x1-1/2x16ga 0.17-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.24-OK Base Plate Fy=36 ksi 8x5x3/8 Fixity= 5544 in-lb 0.76-0K Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=254 lb) 0,175-OK Slab&Soil 5"thk x 2500 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 1,500 lb 24.0 In 36.0 In 50 lb 50 lb 4,650 lb 5,544 "# 5,215 "# 3 pin OK 2 1,500 lb 24.0 in 48,0 In 100 lb 101 lb 3,875 lb 6,034 "# 5,175 "# 3 pin OK 3 1,500 lb 24.0 In 48.0 In 150 lb 151 lb 3,100 lb 5,431 "# 4,647 "# 3 pin OK 4 1,500 lb 24.0 in 200 lb 201 lb 2,325 lb 4,525 "# 3,908 "# 3 pin OK 5 1,500 lb 24.0 In 250 lb 251 lb 1,550 lb 3,319 "# 2,958 "# 3 pin OK 6 1,500 lb 24.0 In 300 lb 302 lb 775 lb 1,810 "# 1,796 "# 3 pin OK I I **Load defined as product weight per pair of beams Total: 1,050 lb 1,056 lb Notes I i TYPEG Page (1 of '2,3 I/i4/2022 1 u Structural i Engineering & Design Inc. i 1 1815 Wright Ave La Verne CA 91750 Tel:909,596,1351 Fax: 909.596.7186 By: JJM/MOZ Project: MARKET CRAFT Project#: 21-1-14 A Configuration&Summary:TYPE H 36" **RACK COLUMN REACTIONS ASD LOADS 16" 48" AXIALDL= 200/b AXIAL LL= 6,0001b 16" t SEISMIC AXIAL Ps=+/- 2,362/b BASE MOMENT= 0ln-lb 144" 76 144" 'h 48" 16" 'I- 16" 16" 36" N 12 -I-- � -' -f -144" 4 - I'48" - 1 Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.862,Fa=1.155 8 48 In 144.0 In 3 144 In Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=6200 Ib, M=6341 in-lb 0.41-OK Column&Backer None None None N/A .. Beam Fy=55 ksi HMH 50140/5"Face x 0.071"thk Lu=144 in Capacity:4613 lb/pr 0.33-OK ■ Beam Connector Fy=55 ksi • Lvl 1:3 pin OK Mconn=5312 In-lb Mcap=12691 in-lb 0.42-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.22-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.32-OK Base Plate Fy=36 ksi 8x5x3/8 Fixity= 0 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=242 lb) 0.233-OK Slab&Soll 5"thk x 2500 psi slab on grade.750 psf Soll Bearing Pressure 0.71.OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longlt. Axial Moment Moment Connector 1 1,500 lb 12.0 in 36.0 In 30 lb 30 lb 6,200 lb 6,341 "# 5,312 "# 3 pin OK 2 1,500 lb 16.0 In 48.0 in 70 lb 70 lb 5,425 lb 5,516 "# 4,926 "# 3 pin OK 3 1,500 lb 16.0 In 48.0 in 109 lb 110 lb 4,650 lb 5,236 "# 4,674 "# 3 pin OK 4 1,500 lb 16.0 in 149 lb 150 lb 3,875 lb 4,796 "# 4,310 "# 3 pin OK 5 1,500 lb 16.0 in 189 lb 190 lb 3,100 lb 4,197 "# 3,835 "# 3 pin OK 6 1,500 lb 16.0 In 228 lb 230 lb 2,325 lb 3,437 "# 3,247 "# 3 pin OK , 7 1,500 lb 16.0 In 268 lb 270 lb 1,550 lb 2,518 "# 3,177 "# 3 pin OK 8 1,500 lb 36.0 In 357 lb 360 lb 775 lb 3,237 "# 2,296 "# 3 pin OK **Load defined as product weight per pair of beams Total: 1,400 lb 1,409 lb Notes TYPE H Page t,O of r�1 1/14/2022 , Structural Engineering & Design Inc. 1815 Wright Ave La Verne.CA 91750 Tel:909-596.1351 Fax: 909.5.96.7186 ! By: JJM/MQZ Project: MARKET CRAFT Project#: 144 n 4_______, Configuration&Summary:TYPE I \ N. 3-6" **RACK COLUMN REACTIONS 12 ASD LOADS 12" 48" AXIAL DL= 250 lb 12° AXIAL LL= 7,50016 12" SEISMIC AXIALPs=+/- 2857/b 1-2" BASE MOMENT= 0/n-lb 144" 12- " 144" 48 12" - \ 12" 12" 36" \ 1� I' _ 144" ?- 48" 4- Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss-0.862, Fa=1.155 10 48 In 144,0 In 3 144 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=77501b,M=7925 in-lb 0.51-OK Column&Backer None None None N/A _ Beam Fy=55 ksi HMH 50140/5"Face x 0.071"thk Lu=144 In Capacity:4613 lb/pr 0.33-OK * Beam Connector Fy=55 ksi - Lvl 1:3 pin OK Mconn=5753 in-lb Mcap=12691 In-lb 0.45-OK Brace-Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.28-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.39-OK Base Plate Fy=36 ksi 8x5x3/8 I Fixity--0 In-lb 0.94-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reed(Net Seismic Upllit=228 lb) 0.292-OK Slab&Soil 5"thk x 2500 psi slab on grade.750 psf Soil Bearing Pressure 0.99-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 12.0 In 36.0 In 31 lb 31 lb 7,750 lb 7,925 "# 5,753 "# 3 pin OK 2 1,500 lb 12.0 In 48.0 in 61 lb 62 lb 6,975 lb 5,190 "# 4,731 "# 3 pin OK 3 1,500 lb 12,0 In 48.0 in 92 lb 93 lb 6,200 lb 5,005 "# 4,569 "# 3 pin OK 4 1,500 lb 12,0 In 123 lb 124 lb 5,425 lb 4,727 "# 4,342 "# 3 pin OK 5 1,500 lb 12.0 in 154 lb 155 lb 4,650 lb . 4,356 "# 4,050 "# 3 pin 0K 6 1,500 lb 12.0 In 184 lb 185 lb 3,875 lb 3,893 "# 3,693 "# 3 pin OK 7 1,500 lb 12.0 In 215 lb 216 lb 3,100 lb 3,336 "# 3,271 "# 3 pin OK 8 1,500 lb 12.0 In 246 lb 247 lb 2,325 lb 2,687 "# 2,784 "# 3 pin OK 9 1,500 lb 12.0 in 276 lb 278 lb 1,550 lb 1,946 "# 3,011 "# 3 pin OK 10 1,500 lb 36.0 In 368 lb 371 lb 775 lb 3,335 "# 2,330 "# 3 pin OK **Load defined as product weight per pair or beams Total: 1,750 lb 1,761 lb Notes i i TYPE I Pagei,,l of 2.)n I/I4/2022 • 1 Structural Engineering & Design Inc. i 1815 VI(rjghtef.EtQ ��1750 TPj 9 596 1951 Fax 909 5Q6 7186 C By: JJM/MQZ Project: MARKET CRAFT Project#: sa a<71n-n Configuration&Summary:TYPE 3 **RACK COLUMN REACTIONS 48" 48" \ ASO LOADS AXIAL DL= 100/b t AXIALIL= 6,000/b qg SEISMIC AXIAL Ps=+/- 3,244/b 192" 48" BASE MOMENT- 8,000in-lb 192" 48" 48" 48" 36" t 108" -f 48" --,` Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.862, Fa=1.155 4 48 In 192.0 in 4 108 in Single Row Component Description STRESS Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=6100 lb,M=12610 In-lb 0.62-0K Column&Backer None None None N/A Beam Fy=55 ksi HMH 41160/4.125"Face x 0,057"thk Lu=106 In Capacity:4379 lb/pr 0.69-OK Beam Connector Fy=55 ksi Lvl 1:3 pin OK Mconn=10271 in-lb Mcap=12691 in-lb 0.81-0K Brace-Horizontal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.22-OK Brace-Diagonal Fy=55 ksi Hannibal 1-1/2x1-1/2x16ga 0.31-OK Base Plate Fy=36 ksi 8x5x3/8 Fixity=8000 in-lb 0.9-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd(Net Seismic Uplift=1078 lb) 0.542-OK Slab&Soil 5"thk x 2500 psi slab on grade.750 psf Soil Bearing Pressure 0.8-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 3,000 lb 48.0 in 36.0 In 137 lb 92 lb 6,100 lb 12,610 "# 10,271 "# 3 pin OK 2 3,000 lb 48.0 In 48,0 In 273 lb 183 lb 4,575 lb 9,893 "# 8,551 "# 3 pin OK 3 3,000 lb 48.0 In 46.0 In 410 lb 275 lb 3,050 lb 7,694 "# 6,627 "# 3 pin OK 4 3,000 lb 48.0 In 48.0 In 547 lb 366 lb 1,525 lb 4,397 "# 3,934 "# 3 pin OK **Load defined as product weight per pair of beams Total: 1,367 lb 916 lb Notes j TYPE) Page 1 2-of 1.1 1/14/2022 . a Structural i Engineering & Design Inc. " 1815 Wright Aug La Verne.CA 91750 Tel:909„596.13 _Fax: 909 596,718Q By: JJM/MQZ Project: MARKET CRAFT Project#: 21121R.q Configuration&Summary:TYPE K \ **RACK COLUMN REACTIONS ASD LOADS 48" 48" AXIAL OL= 100lb 1- N AXIAL LL= 6;000/b SEISMIC AXIAL Ps=+/- 3,244 lb 192" 48" 48° BASE MOMENT= 8,000in-lb 48" 48" I 48" 36" / 144" 'f �f' 48" --1- Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.862, Fa=1.155 4 48 in 192.0 in 4 144 in Single Row Component Description STRESS_ Column Fy=55 ksi Hannibal IF3014-3x3x14ga P=6100 lb,M=12610 in-lb 0.62-OK Column&Backer None None None N/A Beam Fy=55 ksl HMH 50140/5"Face x 0.071"thk Lu=144 in Capacity:4613 lb/pr 0.65-OK Beam Connector Fy=55 ksl Lvl 1: 3 pin OK i Mconn=10201 in-lb Mcap=12691 in-lb 0.8-OK Brace-Horizontal Fy=55 ksl Hannibal 1-1/2x1-1/2x16ga 0.22-OK Brace-Diagonal Fy=55 ksl Hannibal 1-1/2x1-1/2x16ga 0.31-OK Base Plate Fy=36 ksi 8x5x3/8 I Fixity=8000 in-lb 0.9-OK Anchor 2 per Base 0.5"x 3,25"Embed.HILT!KWIKBOLTTZ ESR 1917 Inspection Reqd(Net Seismic Uplift=1078lb) 0.542-OK Slab&Soil 5"thk x 2500 psi slab on grade. 750 psf Soil Bearing Pressure 0.8-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 3,000 lb 48.0 in 36.0 in 137 lb 92 lb 6,100 lb 12,610 "# 10,201 "# 3 pin OK 2 3,000 lb 48.0 in 48.0 In 273 lb 183 lb 4,575 lb 9,893 "# 8,480 "# 3 pin OK 3 3,000 lb 48.0 In 48.0 in 410 lb 275 lb 3,050 lb 7,694 "# 6,557 "# 3 pin OK 4 3,000 lb 48.0 In 48,0 in 547 lb 366 lb 1,525 lb 4,397 "# 3,864 "# 3 pin OK **Load defined as product weight per pair of beams Total: 1,367 lb 916 lb Notes TYPE K Page 1..1 of 2'3 /14/2022