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Specifications (21) v�`A S I- tk `t\rcl . mid # 1YUC1LJStructural RECEIVED flgIfleerIflgJAN24 2019 BUILDING D11/i1J1 Design X006 co Project Name : CANTEEN ��¢�p PR OFF \) GIN ‘S d'',O Project Number : LV-121918-4 0 ,A 2 62618PE � Date : O1/16/19 . •RE ON 8, Street Address: 12670 SW HALL BLVD, BLDG 3 ,�1og7EOFRE6 Glty/State : TIGARD, OR 97223 01/17/2019 NGQIAO ,„(\\Scope of Work : STORAGE RACK EXPIRES:06-30-2020 TEL:909.596.1351 FAX 909.596.7186 Mingqiao Zhu, PE/P.Eng 1428 N Shevlin Court Sewickley, PA 15143 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 TABLE OF CONTENTS Title Page 1 Table of Contents 2 Design Data and Definition of Components 3 Critical Configuration 4 Seismic Loads 5 to 6 Column 7 Beam and Connector 8 to 9 Bracing 10 Anchors 11 Base Plate 12 Slab on Grade 13 Other Configurations 14.- i CANTEEN TYPE 4 LEVEL SNACK Page r of J/1 I/2019 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Design Data 1)The analyses herein conforms to the requirements of the: 2012 IBC Section 2209 2016 CBC Section 2209A ANSI M1116.1-2012 Specifications for the Design of Industrial Steel Storage Racks"2012 RMI Rack Design Manual" ASCE7-10,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 E70>oc 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 1500 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 aL I / I_s. rta1 I-_ t-. I � Conntor Gag laa _El ;- i iwassamissrimmomemat Frasre Height Pete Anchors '� L_rcth I' Li.Frame 4.1 Depth—II Front Vewa Down As sts f Lonoltuin.3Ii Frame Section A:t -.�: fl-mnavarse 1 Frame CANTEEN TYPE 4 LEVEL SNACK Page 3 of 0 Ill 1/201 9 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Configuration&Summary:TYPE 4 LEVEL SNACK - 1 \ _ _ **RACK COLUMN REACTIONS 72" I — ASD LOADS r 30" AXIAL DL= 225/b 30" AXIAL LL= 6,000/b „ SEISMIC AXIAL Ps=+/- 5,519/b 13" / \ BASE MOMENT- 8,000 in-/b 180" .1 180" - I` 14" 36" 15" —/� l — \ 24" / 1 llf -1 96" -f' 42" 4 42" 4 Seismic Criteria #Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type Ss=0.973,Fa=1.111 6 42 in 180.0 in 4 96 in Component Description STRESS Column Fy=55 ksi SPCRK FH-30/3x3x12ga P=2038 lb, M=12137 in-lb 0.31-OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB416M 4.125 in x 0.06 in Lu=96 in Capacity: 5050 lb/pr 0.79-OK Beam Connector Fy=55 ksi Lvl 5: 3 pin OK Mconn=9667 in-lb Mcap=17768 in-lb 0.54-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 0.5-OK Base Plate Fy=36 ksi 8x5x0.375 Fixity=6599 in-lb 0.97-0K Anchor 2 per Base 0.5"x 3.25"Embed HILTI KVUIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=2310 Ib) 0.617-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1500 psf Soil Bearing Pressure 0.65-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Seam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,000 lb 24.0 in 36.0 in 32 lb 26 lb 6,225 lb 6,600 "# 4,585 "# 3 pin OK 2 1,000 lb 15.0 in 36.0 in 52 lb 42 lb 5,688 lb 4,616 "# 3,731 "# 3 pin OK 3 1,000 lb 14.0 in 54.0 in 70 lb 58 lb 5,150 lb 4,160 "# 3,402 "# 3 pin OK 4 1,000 lb 13.0 in 30.0 in 87 lb 72 lb 4,613 lb 3,676 '"# 4,728 "# 3 pin OK 5 4,000 lb 30.0 in 469 lb 385 lb 4,075 lb 7,947 "# 9,667 "# 3 pin OK 6 4,000 lb 72.0 in 821 lb 674 lb 2,038 lb 12,137 "# 6,886 "# 3 pin OK '**Load defined as product weight per pair of beams Total: 1,530 lb 1,257 lb Notes CANTEEN TYPE 4 LEVEL SNACK Page L' of 1C 1111/2019 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Seismic Forces Configuration:TYPE 4 LEVEL SNACK Lateral analysis is performed with regard to the requirements of the 2012 RMI ANSI MH 16.1-2012 Sec 2.6&ASCE 7-10 sec 15.5.3 Ss= 0.973 Transverse(Cross Aisle)Seismic Load S1= 0.422 V= Cs*Ip*Ws=Cs*Ip*(0.67*P*Prf+D) vt Fa= 1.111 Csl= Sds/R t Fv= 1.578 = 0.1802 Cs-max* Ip= 0.1802 Sds=2/3*Ss*Fa= 0.721 Cs2= 0.044*Sds Vmin= 0.015 Sd1=2/3*S1*Fv= 0.444 = 0.0317 Eff Base Shear=Cs= 0.1802 Transverse Elevation Ca=0.4*2/3*Ss*Fa= 0.2883 Cs3= 0.5*S1/R Ws= (0.67*PLRF1,* PL)+DL(RMI 2.6.2) (Transverse,Braced Frame Dir.)R=4.0 = 0.0528 = 8,490 lb Ip= 1.0 Cs-max= 0.1802 Vtransv=Vt= 0.1802*(450 lb +8040 ib) PRF1= 10 Base Shear Coeff=Cs= 0.1802 Etransverse= 1,530 lb Pallet Height=hp= 48.0 in Limit States Level Transverse seismic shear per upright DL per Beam LvI= 75 lb Level PRODUCT LOAD P P*0.67*PRF1 DL hi wi*hi F Fi*(hi+hp/2) 1 1,000 lb 670 lb 75 lb 24 in 17,880 31.7 lb 1,522-# 2 1,000 lb 670 lb 75 lb 39 in 29,055 51.5 lb 3,245-# 3 1,000 lb 670 lb 75 lb 53 in 39,485 70.0 lb 5,390-# 4 1,000 lb 670 lb 75 lb 66 in 49,170 87.2 lb 7,848-# 5 4,000 lb 2,680 lb 75 lb 96 in 264,480 468.9 lb 56,268-# 6 4,000 lb 2,680 lb 75 lb 168 in 462,840 820.6 lb 157,555-# I sum: P=12000 lb 8,040 lb 450 lb W=8490 lb 862,910 1,530 lb 1=231,827 Longitudinal(Downaisle)Seismic Load Similarly for longitudinal seismic loads,using R=6.0 Ws= (0.67* PLRFa* P) + DL PRF2= i.0 Cs1=Shc/(T*R)= 0.1480 = 8,490 lb (Longitudinal,Unbraced Dir.)R= 6.0 ► i� Cs2= 0.0317 Cs=Cs-max*Ip= 0.1480 T=0.50 sec I-»j 1.':'-' »,f ' Cs3= 0.0352 Vlong= 0.148*(450 Ib+80401b) f::"-:-1 1.':`: ,IH I:`"'.':j Cs-max= 0.1480 Elongitudinal= 1,257 lb Limit States Level Legieseismicshea.perupright Level PRODUC LOAD P P*0.67*PRF2 DL hi wi*hi Fi Front View 1 1,000 lb 670 lb 75 lb 24 in 17,880 26.0 lb I 2 1,000 lb 670 lb 75 lb 39 in 29,055 42.3 lb 3 1,000 lb 670 lb 75 lb 53 in 39,485 57.5 lb 4 1,000 lb 670 lb 75 lb 66 in 49,170 71.6 lb 5 4,000 lb 2,680 lb 75 lb 96 in 264,480 385.3 lb 6 4,000 lb 2,680 lb 75 lb 168 in 462,840 674.2 lb I sum: 8,040 lb 450 lb W=8490 lb 862,910 1,257 lb CANTEEN TYPE 4 LEVEL SNACK Page r-- of / 1/11/2019 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng:Mqz Project: CANTEEN Project#: LV-121918-4 Downaisle Seismic Loads Configuration:TYPE 4 LEVEL SNACK Determine the story moments by applying portal analysis.The base plate is assumed to provide partial fixity. Seismic Story Forces Typical frame made Vlong= 1,257 lb Tr;butary area oIt o columns Vcol=Vlong/2= 629 lb o1rackframe N F1= 26 lb '14I- f -4 : = •,,I ® Frame me made F2= 42 lb �r ..-----oftwo COLmns F3= 58 lb - 0 i� LJ � L3 i L1� 1 �0 L :� 0 0 u �, N , f, � tL �_ Top V;ew I 96 ` Front V;ew 51de View Seismic Story Moments Conceptual System COL Mbase-max= 8,000 in-lb <===Default capacity hl-eff= hl -beam clip height/2 balMbase-v= (Vcol*hleff)/2 = 21 in Vcol i = 6,599 in-lb <__=Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v h2 = 6,599 in-lb A: M 1-1= [Vcol*hleff]-Mbase-eff M 2-2= [Vcol-(F1)/2]*h2 (�a� = (629 lb*21 in)-6599 in-lb = [629 lb-21.2 Ib]*15 in/2 L_ = 6,600 in-lb = 4,616 in-lb h1 hleff I i Mseis= (Mupper+Mlower)/2 Beam to Column Mseis(1-1)= (6600 in-lb+4616 in-lb)/2 Mseis(2-2)= (4616 in-lb+4160 in-lb)/2 Elevation = 5,608 in-lb = 4,388 in-lb rho= 1.0000 Summary of Forces LEVEL hi Axial Load Column Moment** Mseismic** Mend-fixity Mconn** Beam Connector 1 24 in 6,225 lb 6,600 in-lb 5,608 in-lb 942 in-lb 4,585 in-lb 3 pin OK I 2 15 in 5,688 lb 4,616 in-lb 4,388 in-lb 942 in-lb 3,731 in-lb 3 pin OK 3 14 in 5,150 lb 4,160 in-lb 3,918 in-lb 942 in-lb 3,402 in-lb 3 pin OK 4 13 in 4,613 lb 3,676 in-lb 5,812 in-lb 942 in-lb 4,728 in-lb 3 pin OK 5 30 in 4,075 lb 7,947 in-lb 10,042 in-lb 3,768 in-lb 9,667 in-lb 3 pin OK 6 72 in 2,038 lb 12,137 in-lb 6,069 in-lb 3,768 in-lb 6,886 in-lb 3 pin OK Mconn= (Mseismic+ Mend-fixity)*0.70*rho Mconn-allow(3 Pin)= 17,768 in-lb **all moments based on limit states level loading CANTEEN TYPE 4 LEVEL SNACK Page £ of I/ I/I 1/2019 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Column(Longitudinal Loads) Configuration:TYPE 4 LEVEL SNACK Section Properties Section: SPCRK FH-30/3x3x12ga 3.000 in c, Aeff= 0.880 in^2 Iy= 1.000 in^4 Kx= 1.7 x Ix= 1.520 in^4 Sy= 0.659 inA3 Lx= 69.9 in 17 Sx= 1.010 in^3 ry= 1.064 in Ky= 1.0 y_._..._.-y 3.000 in rx= 1.312 in Fy= 55 ksi Ly= 36.0 in j0,105 in 5.2f= 1.67 Cmx= 0.85 Cb= 1.0 - X - E= 29,500 ksi - X0.75 in Loads Considers loads at level 6 COLUMN DL= 37 lb Critical load cases are:RMI Sec 2.1 COLUMN PL= 2,000 lb Load Case 5::(1+0,105*Sds)D+0,75*(1.4+014Sds)*B*P+0.75*(0.7*rho*E)<=1.0,ASD Method Mcol= 12,137 in-lb axial load coeff 0.78797145*P seismic moment coeff 0,5625*Mco/ Sds= 0.7207 Load Case 6::(1+0,14*Sds)D+(0.85+0.14Sds)*8*P+(0.7*rho*E)<=1.0,ASD Method 1+0.105*Sds= 1.0757 axial load coeff 0.66563 seismic moment coeff 0.7*Mcol 1.4+0.14Sds= 1.5009 By analysis,Load case 6 governs utilizing loads as such 1+0.14Sds= 1.1009 0.85+0.14*Sds= 0.9509 Axial Load=Pax= 1.100898*37 lb+0.950898*0.7*2000 lb Moment=Mx= 0.7*rho*Mcol B= 0.7000 = 1,372 lb = 0.7* 12137 in-lb rho= 1,0000 = 8,496 in-lb Axial Analysis KxLx/rx= 1.7*69.9375"/1.312" KyLy/ry= 1*36"/1.064" Fe > Fy/2 = 90.6 = 33.8 Fn= Fy(1-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*35.5 ksi)] Fe= n^2E/(KL/r)max^2 Fy/2= 27.5 ksi = 33.7 ksi = 35.5ksi Pa= Pn/S2c Pn= Aeff*Fn Qc= 1.92 = 29629 lb/1.92 = 29,629 lb = 15,432 lb P/Pa= 0.09 < 0.15 Bending Analysis Check: P/Pa+ Mx/Max<_ 1.0 Pno= Ae*Fy Pao= Pno/Qc Myield=My= Sx*Fy = 0.88 in^2*55000 psi = 48400lb/1.92 = 1.01 in^3* 55000 psi = 48,400 lb = 25,208 lb = 55,550 in-lb Max= My/S2f Pcr= n^2EI/(KL)max^2 = 55550 in-lb/1.67 = nA2*29500 ksi/(1.7*69.9375 in)^2 = 33,263 in-lb = 31,307 lb px= {1/[1-(S2c*P/Pcr)]}^-1 = {1/[1-(1.92*1372 lb/313071b)]}^-1 = 0.92 Combined Stresses (1372 lb/15432 lb) +(8496 in-lb/33263 in-Ib)= 0.31 < 1.0,OK (EQ C5-3) **For comparison,total column stress computed for load case 5 is: 260% loads 1615.7428195 lb Axial and M= 6371 in-lb CANTEEN TYPE 4 LEVEL SNACK Page -7 of f 1/1 1/201 9 Structural Engineering & Design Inc. 1815 Wriaht Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng:Mqz Project: CANTEEN Project#: LV-121918-4 BEAM Configuration:TYPE 4 LEVEL SNACK DETERMINE ALLOWABLE MOMENT CAPACITY 2.50 in A)Check compression 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 r-_ = 1.385 in111 1.625 in w/t= 23.08 1=lambda= [1.052/(k)^0.5]*(w/t)*(Fy/E)^0.5 Eq. B2.1-4 = [1.052/(4)1\0.5]* 23.08* (55/29500)^0.5 4.125 in ' = 0.524 <0.673,Flange is fully effective Eq. B2.1-1 0.060 in B)check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 50.29 ksi f2(tension)= Fy*(yl/y2)= 102.06 ksi Y= f2/f1 Eq. B2.3-5 Beam= SuaceRak SB416M 4.125 in x 0.06 in = -2.029 Ix= 1.589 inA4 k= 4+ 2*(1-Y)^3 +2*(1-Y) Eq. B2.3-4 Sx= 0.729 in^3 = 65.64 Ycg= 2.723 in flat depth=w= yl+y3 t= 0.060 in = 3.885 in w/t= 64.75 OK Bend Radius=r= 0.060 in l=lambda= [1.052/(k)^0.5]* (wit) *(f1/E)^0.5 Fy=Fyy= 55,00 ksi = [1.052/(65.64)^0.5] * 3.885* (50.29,'29500)^0.5 Fu=Fuv= 65.00 ksi = 0.347 <0.673 E= 29500 ksi be=w= 3.885 in b2= be/2 Eq B2.3-2 top flange=b= 1.625 in b1= be(3-Y) = 1.94 in bottom flange= 2.500 in = 0.773 Web depth= 4.11F y^ bl+b2= 2.713 in > 1.2825 in,Web is fully effective fl(car,p) Determine effect of cold working on steel yield point(Fya)per section A7.2 , 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) 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 Ycg yl and r/t= 1 < 7 OK then Fyc= Bc* Fy/(R/t)^m (EQ A7.2-2) f2(tension) = 78.485 ksi T Thus, Fya-top= 58.97 ksi (tension stress at top) Fya-bottom= Fya*Ycg/(depth-Ycg) yl= Ycg-t-r= 2.603 in = 114.48 ksi (tension stress at bottom) y2= depth-Ycg= 1.403 in Check allowable tension stress for bottom flange y3= y2-t-r= 1.283 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= 20.55 in-k �11.i Structural Engineering & Design Inc. = 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 BEAM Configuration:TYPE 4 LEVEL SNACK RMI Section 5.2, PT II Section Beam= SpaceRak SB416M 4.125 in x 0.06 in Ix=Ib= 1.589 inA4 2.50 in Sx= 0.729 inA3 ti-- �. t= 0.060 in E= 29500 ksi _1.63 in 1, Fy=Fyv= 55 ksi F= 300.0 Fu=Fuv= 65 ksi L= 96 in f Fya= 59.0 ksi Beam Level= 5 I 1.625 in P=Product Load= 4,000 lb/pair D=Dead Load= 75 lb/pair 4.125 in —�' 0.060 in 1.Check Bending Stress Allowable Loads 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 (11111111 l l 11111111111)l l l l l l l l 1111111l l l l l l 1 Rm= 1 [(2*F*L)/(6*E*Ib+ 3*F*L)] - IL tt 1 -(2*300*96 in)/[(6*29500 ksi*1.589 in^3)+(3*300*96 in)] = 0.843 if F= 0.95 Then F*Mn=F*Fya*Sx= 40.84 in-k Thus,allowable load - '�----- -----It per beam pair=W= F*Mn*8*(#of beams)/(L*Rm*W) Seam = 40.84 in-k*8 *2/(96in*0.843* 1.599) Length = 5,050 lb/pair allowable load based on bending stress Mend= W*L*(1-Rm)/8 = (505011312)*96 in* (1-0.843)/8 = 4,757 in-lb @ 5050 lb max allowable load = 3,768 in-lb ©4000 lb imposed product load 2.Check Deflection Stress Allowable Loads Dmax= Dss*Rd Rd= 1 -(4*F*L)/(5*PL+ 10*E*Ib) Allowable Deflection= L/180 = 1 -(4*300*96 in)/[(5*300*96 in)+(10*29500 ksi*1.589 inA4)] = 0.533 in = 0.812 in Deflection at imposed Load= 0.422 in if Dmax= L/180 Based on 1/180 Deflection Criteria and Dss= 5*W*L^3/(384*E*Ib) L/180= 5*W*LA3*Rd/(384*E*Ib*#of beams) solving for W yields, W= 384*E*I*2/(180*5*L^2*Rd) = 384*1.589 in^4*2/[180*5*(96 in)^2*0.812) = 5,345 lb/pair allowable load based on deflection limits Thus,based on the least capacity of item 1 and 2 above: Allowable load= 5,050 lb/pair Imposed Product Load= 4,000 lb/pair Beam Stress= 0.79 Beam atLevei5 2_ Structural Engineering & Design Inc. 1815 Wright Ave 1 a Verne CA 91750 Tel Ter 909 596 1351 Fax' 909.596 7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 3 Pin Beam to Column Connection TYPE 4 LEVEL SNACK I ne beam end moments shown nerein snow the result of me maximum induced axed end monents torm seismic+static loads and the code mandated minimum value of 1.5%(DL+PL) Mit Mconn max= (Mseismic+ Mend-fixity)*0.70*Rho C P1 rho= 1.0000 = 9,667 in-lb Load at level 5 lir C v 1/2" C 1/2" Connector Type= 3 Pin Shear Capacity of Pin Pin Dam= 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= 0.105 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha*Fu*diam*tcol/Umega = 2.22*65000 psi *U.438 in *0.105 in/2.22 = 2,989 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 = 0.127in^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= 2,989 lb = 5,531 lb Mconn-allow= [P1*4.5"+P1*(2.5"/4.5")*2.5"+P1*(0.5"/4.5")*0.5"] = 2989 LB*[4.5"+(2.5"/4.5")*2.5"+(0.5"/4.5")*0.51 = 17,768 in-lb > Mconn max, OK CANTEEN TYPE 4 LEVEL SNACK Page of "t 1/11/2019 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Transverse Brace Configuration:TYPE 4 LEVEL SNACK Section Properties Diagonal Member= Sperack 1-1/2x1-1/4x14ga Horizontal Member= Sperack 1-1/2x1-1/4xl4ga Area= 0.292 inA2 Soon Area= 0.292 inA2 r min= 0.430 in �' r min= 0.430 in _- I.500 in H Fy= 55,000 psi '''"JFy= 55,000 psi K= 1.0 K= 1.0 11- S2C= 1.92 0.075 in I.250 m 0.075!n I.250 in i � Frame Dimensions Bottom Panel Height=H= 54.0 in Clear Depth=D-B*2= 36.0 in Frame Depth=D= 42.0 in X Brace= NO Column Width=B= 3.0 in rho= 1.00 Diaqonal Member 0 Load Case 6;;(1+1 l'* . : l.85+0.14Sds)*8*P f[0.7*rho*EJ<=1,0,ASD Method I. D —. Vtransverse= 1,530 lb vb Ma= 0th=Vtransv*0.7*rho= 1530 lb*0.7* 1 (kJ/r)= (k*Ldiag)/r min = 1,071 lb = (1 x 60 in/0.43 in) Ldiag= [(D-B*2)^2+ (H-6")^2]^1/2 = 139.5 in I Ldiag = 60.0 in Fe= pi^2*E/(kl/r)^2 " Pmax= V*(Ldiag/D)*0.75 = 14,961 psi = 1,1481b ' axial load on diagonal brace member Since Fe<Fy/2, 3"t� Pn= AREA*Fn Fn= Fe B �{ = 0.292 inA2* 14961 psi = 14,961 psi Typical Panel = 4,369 lb Configuration Pallow= Pn/Q Check End Weld = 4369 lb/1.92 Lweld= 3.0 in = 2,275 lb Fu= 65 ksi tmin= 0.075 in Pn/Pallow= 0.50 <= 1.0 OK Weld Capacity= 0.75*tmin* L* Fu/2.5 = 4,388 lb OK Horizontal brace Vb=Vtransv*0.7*rho= 1,071 lb (kl/r)= (k* Lhoriz)/r min Fe= piA2*E/(kl/r)^2 Fy/2= 27,500 psi = (1 x 42 in)/0.43 in = 30,502 psi = 97.7 in Since Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn Pallow= Pn/S2c = 30,207 psi = 0.292in^2*30207 psi = 8820 lb/1.92 = 8,820 lb = 4,594 lb Pn/Pallow= 0.23 <= 1.0 OK CANTEEN TYPE 4 LEVEL SNACK Page j( of /C 1/1 1/201 9 t ` Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Single Row Frame Overturning Configuration:TYPE 4 LEVEL SNACK Loads Critical Load case(s): 1) RMI Sec 2.2,item 7: (0.9-0.2Sds)D+ (0.9-0.20Sds)*B*Papp- E*rho hp I p I 1 T Sds= 0.7207 v Vtrans=V=E=Qe= 1,530 lb (0.9-0.2Sds)= 0.7559 DEAD LOAD PER UPRIGHT=D= 450 lb (0.9-0.2Sds)= 0.7559 , I PRODUCT LOAD PER UPRIGHT=P= 12,000 lb B= 1.0000 H h Papp=P*0.67= 8,040 lb rho= 1.0000 Wst LC1=Wst1=(0.75586*D+0.75586*Papp*1)= 6,417 lb Frame Depth=Df= 42.0 in Product Load Top Level, Ptop= 4,000 lb Htop-Iv1=H= 168.0 in I DL/Lvl= 75 lb A Levels= 6 1-a-Dp Seismic Ovt based on E, 1'(Fi*hi)= 231,827 in-lb A Anchors/Base= 2 height/depth ratio= 4.0 in hp= 48.0 in SIDE ELEVATION A) Fully Loaded Rack h=H+hp/2= 192.0 in Load case 1: Movt= E(Fi*hi)*E*rho Mst= Wst1 * Df/2 T= (Movt-Mst)/Df = 231,827 in-lb = 6417 lb*42 in/2 = (231827 in-lb- 134757 in-lb)/42 in = 134,757 in-lb = 2,311 lb Net Uplift per Column Net Seismic Uplift= 2,311 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 = 0.1802*4000 lb = 101,644 in-lb = 721 lb T= (Movt-Mst)/Df Vleff= 721 lb Critical Level= 6 = (101644 in-lb-70635 in-lb)/42 in V2=VDL= Cs*Ip*D Cs*Ip= 0.1802 = 738 lb Net Uplift per Column = 81 lb Mst= (0.75586*D+ 0.75586*Ptop*1) *42 in/2 = 70,635 in-lb Net Seismic Uplift= 738 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= 1,9611b Shear Capacity=Vcap= 2,517 lb Phi= 1 Vcap*Phi= 2,517 lb Fully Loaded: (1155 lb/1961 Ib)^1 + (382 Ib/2517 Ib)^1 = 0.74 <= 1.2 OK Top Level Loaded: (369 Ib/1961 Ib)^1 + (180 Ib/2517 Ib)^1 = 0.26 <= 1.2 OK CANTEEN TYPE 4 LEVEL SNACK Page 1 of 7 / I 1/201 5 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Base Plate Configuration:TYPE 4 LEVEL SNACK Section a P Baseplate= 8x5x0.375 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 b I� L a Column Depth=dc= 3.00 in Fy= 36,000 psi I w L= 2.50 in Plate Thickness=t= 0.375 in Downaisle Elevation Down Aisle Loads Load Case 5::(1+0.105*Sds)D+0.751(1.4+0.14Sds)*B*P+0.7510.7*rho*E/<=1.0,ASD Method COLUMN DL= 225 lb Axial=P= 1.0756735* 225 lb+0.75*(1.500898*0.7*6000 lb) COLUMN PL= 6,000 lb = 4,970 lb Base Moment= 8,000 in-lb Mb= Base Moment*0.75*0.7*rho 1+0.105*Sds= 1.0757 = 8000 in-lb*0.75*0.7*rho 1.4+0.14Sds= 1.5009 = 4,200 in-lb Eff B= 0.7000 Axial Load P= 4,970 lb Mbase=Mb= 4,200 in-lb Effe Axial stress=fa= P/A= P/(D*W) M1= wL^2/2= fa*LA2/2 = 124 psi = 388 in-lb Moment Stress=fb= M/S=6*Mb/[(D*B^2] Moment Stress=fb2 = 2*fb* LJW = 78.8 psi = 49.2 psi Moment Stress=fbl = fb-fb2 M2= fbl*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 = 583 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)] Fp= 0.7*Fc 0.92 OK = 1,750 psi OK Tanchor= (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,961 lb OK = -2,509 lb No Tension Cross Aisle Loads Cnbcal load case RMI5er2.1,item4:(1+0.11Sds)YK+(1+0.14515,WLW.75tEL=0.75<=1,0,ASV Methcd Check uplift load on Baseplate Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. Pstatic= 4,970 lb When the base plate configuration conbsts 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= 121,709 in-lb Pseismic= Movt/Frame Depth - all be determined based on a design bending moment in the plate equal Frame Depth= 42.0 in = 2,898 lb o the uplift force on one anchor times 1/2 the distance from P=Pstatic+Pseismic= 7,868 lb .e centerline of the anchor to the nearest edge of the rack column" b=Column Depth= 3.00 in T If c i L=Base Plate Depth-Col Depth= 2.50 in Ta M° iug a fa = P/A= P/(D*W) M= wL^2/2=fa*L^2/2 1-. b i `! = 197 psi = 615 in-lb/in Elevation Uplift per Column= 2,310 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= 1,155 lb c= 2.50 in fb/Fb = M/[(S-plate)(Fb)] Mu=Moment on Baseplate due to uplift= Ta*c/2 0.97 OK = 1,444 in-lb Splate= 0.117 in^3 fb Fb *0.75= 0.342 OK CANTEEN TYPE 4 LEVEL SNACK Page of 7 l/2019 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Slab on Grade Configuration:TYPE 4 LEVEL SNACK P . . . . . . . . . . . . . slab a • Concrete a 1 fc= 2,500 psi _12 t b e tslab=t= 5.0 in 1 Cross teff= 5.0 in IIIIIIIIlIIDIIIi1111!111111hIIIhii111111lIIIIII111111111111A1IIAisle phi=S= 0.6 4- x ' y , ]• B ,�iI fsoil= 1,500 psf •�- L ► ! Down Aisle Movt= 162,279 in-lb SLAB ELEVATION Frame depth= 42.0 in Baseplate Plan View Sds= 0.721 Base Plate 0.2*Sds= 0.144 Effec.Baseplatewidth=B= 8.00 in width=a= 3.00 in X=0.600 Effec.Baseplate Depth=D= 5.00 in depth=b= 3.00 in R=B/D= 1.600 midway dist face of column to edge of plate=c= 5.50 in Fc^0.5= 50.00 psi Column Loads midway dist face of column to edge of plate=e= 4.00 in DEAD LOAD=D= 225 lb per column Load Case 1) (1.2+0.2Sds)D+(1.2+0.2Sds)*B*P+rho*E RMI SEC 2.2 EQTN S unfactored ASO load = 1.34414*225 lb+ 1.34414*0.7*6000 lb+ 1 * 3863 lb PRODUCT LOAD=P= 6,000 lb per column = 9,811 lb unfactored ASO load Load Case 2) (0.9-0.2Sds)D+(0.9-0.2Sds)*B*Papp+rho*E RMI SEC 2.2 EQTN 7 Papp= 4,020 lb per column = 0.75586* 225 lb+0.75586*0.7*4020 lb+ 1 * 3863 lb P-seismic=E= (Movt/Frame depth) = 6,160 lb = 3,863 lb per column Load Case 3) 1.2*D+ 1.4*P RMI SEC 2.2 EQTN 1,2 unfactored Limit State load = 1.2*225 lb+ 1.4*6000 lb B= 0.7000 = 8,670 lb rho= 1.0000 Load Case 4) 1.2*D+ 1.0*P+ 1.0E x1313ILSx921,Eom." Sds= 0.7207 = 10,133 lb 1.2 +0.2*Sds= 1.3441 Effective Column Load=Pu= 10,133 lb per column 0.9-0.20Sds= 0.7559 Puncture Apunct= [(c+t)+(e+t)]*2*t = 195.0 in^2 Fpunctl= [(4/3+8/(3*8)]*),*(F'c^0.5) fv/Fv= Pu/(Apunct*Fpunct) = 90.psi = 0.651 < 1 OK Fpunct2= 2.66* *(F'c^0.5) = 79.8 psi Fpunct eff= 79.8 psi Slab Bending Pse=DL+PL+E= 10,133 lb Asoil= (Pse*144)/(fsoil) L= (Asoil)^0.5 y= (c*e)^0.5+ 2*t = 973 in^2 = 31.19 in = 14.7 in x= (L-y)/2 M= w*x^2/2 S-slab= l*teff^2/6 = 8.3 in = (fsoil*x^2)/(144*2) = 4.17 in^3 Fb= 5*(phi)*(fc)^0.5 = 354.6 in-lb fb/Fb= M/(S-slab*Fb) = 150. psi = 0.567 < 1,OK CANTEEN TYPE 4 LEVEL SNACK Page / of { 1/11/2019 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Configuration&Summary:TYPE 3 LEVEL SNACK 'I, 1` **RACK COLUMN REACTIONS 72" 30„ \ — / ASD LOADS 1— „ / AXIAL DL= 188 Ib AXIAL LL= 5,500 lb 30" SEISMIC AXIAL Ps=+/- 5,146 lb t BASE MOMENT= 8,000 in-1b 180" 21" 180" t 35' 21" - -t 96" -' •I' 42" 42" Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.973, Fa=1.111 5 42 in 180.0 in 4 96 in Component Description STRESS Column Fy=55 ksi SPCRK FH-30/3x3x12ga P=2038 Ib, M=11531 in-lb 0.3-OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB416M 4.125 in x 0.06 in Lu=96 in Capacity: 5050 lb/pr 0.79-OK Beam Connector Fy=55 ksi Lvl 4: 3 pin OK Mconn=9316 in-lb Mcap=17768 in-lb 0.52-0K Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.21-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.46-OK Base Plate Fy=36 ksi 8x5x0.375 Fixity=6017 in-lb 0.89-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=2220 Ib) 0.583-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1500 psf Soil Bearing Pressure 0.6-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,000 lb 24.0 in 36.0 in 30 lb 25 lb 5,688 lb 6,016 "# 4,825 "# 3 pin OK 2 1,000 lb 21.0 in 36.0 in 57 lb 46 lb 5,150 lb 5,886 "# 4,695 "# 3 pin OK 3 1,000 lb 21.0 in 54.0 in 83 lb 68 lb 4,613 lb 5,643 "# 5,277 "# 3 pin OK 4 4,000 lb 30.0 in 30.0 in 446 lb 366 lb 4,075 lb 7,550 "# 9,316 "# 3 pin OK 5 4,000 lb 72.0 in 780 lb 641 lb 2,038 lb 11,531 "# 6,673 "# 3 pin OK I **Load defined as product weight per pair of beams Total: 1,396 lb 1,146 lb Notes CANTEEN TYPE 3 LEVEL SNACK Page i of 1 12/27/2018 1 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Configuration&Summary:TYPE 1 LEVEL SNACK IT30I" \ — **RACK COLUMN REACTIONS ASD WADS 72" / AXIAL DL= 113/b AXIAL LL= 4,500/b t SEISMIC,4XIAL Ps=+/- 4,320 lb 54'. / BASE MOMENT= 8,000 in-/b 180' 30" 180" 36" ____\\ ___Z 66" 36" /=_-_- \ -I 96" + -I` 42" 4 - 42" -1 Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.973, Fa=1.111 3 42 in 180.0 in 4 96 in Component Description STRESS Column Fy=55 ksi SPCRK FH-30/3x3x12ga P=4613 Ib, M=21169 in-lb 0.63-OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB416M 4.125 in x 0.06 in Lu=96 in Capacity: 5050 lb/pr 0.2-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=10345 in-lb Mcap=17768 in-lb 0.58-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.17-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.37-OK Base Plate Fy=36 ksi 8x5x0.375 Hxity=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=1956 Ib) 0.508-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1500 psf Soil Bearing Pressure 0.51-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,000 lb 66.0 in 36.0 in 71 lb 59 lb 4,613 lb 21,169 "# 10,345 "# 3 pin OK 2 4,000 lb 30.0 in 36.0 in 384 lb 315 lb 4,075 lb 6,506 "# 8,392 "# 3 pin OK 3 4,000 lb 72.0 in 54.0 in 672 lb 552 lb 2,038 lb 9,936 "# 6,115 "# 3 pin OK 30.0 in I **Load defined as product weight per pair of beams Total: 1,127 lb 926 lb Notes CANTEEN TYPE 1 LEVEL SNACK Page t of fel 12/27/2015 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Configuration&Summary:TYPE 5 LEVEL BEV 72' 1' \ **RACK COLUMNREACTIONS 30„ ASO LOADS 34" AXIAL DL= 263/b 1` AXIAL LL= 6,5001b 10" 54SEISMICAXI4L Ps=+/- 5,965/b 1` BASE MOMENT= 0 in-/b 180" 14" 180" '1' 14" / 14" 1' 36" Alinalik 10" I- 96„ -1- — 42" 4 - 42" -7--- /48" �/48" Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.973, Fa=1.111 7 42 in 180.0 in 4 96 in Component Description STRESS Column Fy=55 ksi SPCRK FH-30/3x3x12ga P=2038 lb, M=13153 in-lb 0.33-OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB416M 4.125 in x 0.06 in Lu=96 in Capacity: 5050 lb/pr 0.79-OK Beam Connector Fy=55 ksi Lvl 6: 3 pin OK Mconn=10657 in-lb Mcap=17768 in-lb 0.6-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.25-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.55-OK Base Plate Fy=36 ksi 8x5x0.375 Rxity=0 in-lb 0.91-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT 17 ESR 1917 Inspection Reqd(Net Seismic Uplift=2476 Ib) 0.667-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1500 psf Soil Bearing Pressure 0.72-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,000 lb 10.0 in 36.0 in 14 lb 12 lb 6,763 lb 4,785 "# 3,994 "# 3 pin OK 2 1,000 lb 14.0 in 36.0 in 34 lb 28 lb 6,225 lb 4,743 "# 3,945 "# 3 pin OK 3 1,000 lb 14.0 in 54.0 in 54 lb 45 lb 5,688 lb 4,645 "# 3,856 "# 3 pin OK 4 1,000 lb 14.0 in 30.0 in 74 lb 61 lb 5,150 lb 4,488 "# 3,299 "# 3 pin OK 5 1,000 lb 10.0 in 89 lb 73 lb 4,613 lb 3,053 "# 5,144 "# 3 pin OK 6 4,000 lb 34.0 in 508 lb 418 lb 4,075 lb 9,760 "# 10,657 "# 3 pin OK 7 4,000 lb 72.0 in 889 lb 731 lb 2,038 lb 13,153 "# 7,241 "# 3 pin OK **Load defined as product weight per pair of beams Total: 1,664 lb 1,367 lb Notes CANTEEN TYPE 5 LEVEL BEVPage 1 of /7 12/27/201 8 Structural Engineering & Design Inc. 1815 Wright Ave La Verne. CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Configuration&Summary:TYPE 3 LEVEL BEV - - 1. **RACKCOLUMN REAC/IONS 84" 30,. — / ASDAXIAL LOADS DL= 188/b i AXIAL LL= 5,500/b 32 SEISMIC AXIAL Ps=+/- 5,093/b BASE MOMENT= 8,000 in-lb 180" 14,E 180" t 36„ 14" 2l I/ 36" 4111111111k I' / -f 96" -1 -1' 42" 42" Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.973,Fa=1.111 5 42 in 180.0 in 4 96 in Component Description STRESS Column Fy=55 ksi SPCRK FH-30/3x3x12ga P=2038 Ib, M=14295 in-lb 0.36-OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB416M 4.125 in x 0.06 in Lu=96 in Capacity: 5050 lb/pr 0.79-OK Beam Connector Fy=55 ksi Lvl 4: 3 pin OK Mconn=10500 in-lb Mcap=17768 in-lb 0.59-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.21-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x14ga 0.46-OK Base Plate Fy=36 ksi 8x5x0.375 Fixity=6017 in-lb 0.89-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=2166 Ib) 0.575-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1500 psf Soil Bearing Pressure 0.6-OK Level Load** Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 1,000 lb 24.0 in 36.0 in 32 lb 26 lb 5,688 lb 6,016 "# 4,137 "# 3 pin OK 2 1,000 lb 14.0 in 36.0 in 51 lb 42 lb 5,150 lb 3,919 "# 3,352 "# 3 pin OK 3 1,000 lb 14.0 in 54.0 in 69 lb 57 lb 4,613 lb 3,773 "# 4,839 "# 3 pin OK 4 4,000 lb 32.0 in 30.0 in 415 lb 340 lb 4,075 lb 8,169 "# 10,500 "# 3 pin OK 5 4,000 lb 84.0 in 829 lb 681 lb 2,038 lb 14,295 "# 7,641 "# 3 pin OK **Load defined as product weight per pair of beams Total: 1,396 lb 1,146 lb Notes CANTEEN TYPE 3 LEVEL BEV Page / 7 of 1 / 12/27/2018 Structural Engineering & Design Inc. 1815 Wright Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Configuration&Summary:TYPE PALLET LOCATIONS " / **RACK COLUMNREAC77ONS 30"30" � — / ASD LOADS AXIAL DL= 751b 78" > AXIAL LL= 4,0001b 54" l SEISMIC AXIAL Ps=f/ 3,896/b BASE MOMENT- 8,000 in-lb 180" 180" REAR BRACE BEAM 36" .L / _ \ -f 96" -t 4 42" -71' .--- 42" --- Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.973, Fa=1.111 2 42 in 180.0 in 4 96 in Component Description STRESS Column Fy=55 ksi SPCRK FH-30/3x3x12ga P=4075 Ib, M=27453 in-lb 0.94-OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB416M 4.125 in x 0.06 in Lu=96 in Capacity: 5050 lb/pr 0.79-OK Beam Connector Fy=55 ksi Lvi 1: 3 pin OK Mconn=15868 in-lb Mcap=17768 in-lb 0.89-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 0.33-OK Base Plate Fy=36 ksi 8x5x0.375 Fixity=8000 in-lb 0.71-OK Anchor 2 per Base 0.5"x 3.25"Embed HILT!KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=1814 ib) 0.467-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1500 psf Soil Bearing Pressure 0.47-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 90.0 in 36.0 in 346 lb 284 lb 4,075 lb 27,453 "# 15,868 "# 3 pin OK 2 4,000 lb 78.0 in 36.0 in 647 lb 531 lb 2,038 lb 10,349 "# 6,260 "# 3 pin OK 54.0 in 30.0 in **Load defined as product weight per pair of beams Total: 993 lb 815 lb Notes ,t CANTEEN TYPE PALLET LOCATIONS Page i of 12!27120 18 Structural Engineering & Design Inc. 1815 Wricihf Ave La Verne, CA 91750 Tel: 909.596.1351 Fax: 909.596.7186 By: Bz Eng: Mqz Project: CANTEEN Project#: LV-121918-4 Configuration&Summary:TYPE A N - 1 **RACK COLUMNRE4CTIONS 3!r ASD LOADS AXIAL DL= 75/b 78" 2 AXIAL LL= 4,000/b 54„ // SEISMIC AXIAL Ps=+/- 3,767/b BASE MOMENT= 8,000 in-/b 180" 180" 36.E 84' 36„ I, r' 96" -1" - 42" -71 Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.973, Fa=1.111 2 42 in 180.0 in 4 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-30/3x3x12ga P=4075 lb, M=25008 in-lb 0.81-OK Column&Backer None None None N/A Beam Fy=55 ksi SpaceRak SB416M 4.125 in x 0.06 in Lu=96 in Capacity: 5050 lb/pr 0.79-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=15053 in-lb Mcap=17768 in-lb 0.85-0K 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 0.33-OK Base Plate Fy=36 ksi 8x5x0.375 Rxity=8000 in-lb 0.71-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=1686 lb) 0.442-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1500 psf Soil Bearing Pressure 0.47-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 339 lb 278 lb 4,075 lb 25,008 "# 15,053 "# 3 pin OK 2 4,000 lb 78.0 in 36.0 in 654 lb 537 lb 2,038 lb 10,466 "# 6,301 "# 3 pin OK 54.0 in 30.0 in '**Load defined as product weight per pair of beams Total: 993 lb 815 lb Notes CANTEEN TYPE A Page ( of �? 12/27/2O 8 Ryan Broderick �= Sales and Design NORTHWEST Emmutiummigain www.nwhs.com (503)328-1611 Direct (503)465-9200 (503)969-1958 Cell (503)465-0677 Fax ryanb@nwhs.com TA Heck N4 621444 18008 NE Airport Way,Portland,OR 97230-4988 Forklifts/Racking/Dock Equipment/Conveyor/Warehouse Equipment