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Specifications (9) 7s S& /- Gx RECEIVED JUL 3 0 2013 • S Ct ural CITYOFTIGARD BUILDING DIVISION concepts � ss Engineering 1200 N. Jefferson St, Suite F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 e-mail: mail@sceinc.net Project Name : LACIE • Project Number : N-0700013-12 ? ' r' ; ` ,} \i Date : 07/12/13EGON eY I '#i ,+ o • R 11. 2 Street Address . 7555 SWTEGH CENTER 4180k_40-S5�r City/State : TIGARD, OR 97223 Scope of Work : SELECTIVE RACK .111 j W- 2113 Str ' tural oncepts Engineering 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel:714.632.7330 Fax:714.632.7763 By: RPL Project: LACIE Project#: N-070913-12 • 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 to 18 LACIE-N-070913-12 TYPE A$ B Page 2 of /S 7/I 2/2013 Ste tura) twooncts ngineering 1200 N.Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: RPL Project: LACIE Project#: N-070913-12 Design Data 1)The analyses conforms to the requirements of the 2009 IBC and the 2008 RMI/ANSI MH 16.1 Rack Design Manual Steel Storage Racks(RMI)and the ASCE 7-05,section 15.5.3 2)Transverse braced frame steel conforms to ASTM A570,Gr.55,with minimum strength,Fy=55 ksi Longitudinal frame beam and connector steel conforms to ASTM A570,Gr.55,with minimum yield, Fy=55 ksi All other steel conforms to ASTM A36,Gr.36 with minimum yield, Fy= 36 ksi 3)Anchor bolts shall be provided by installer per ICC reference on plans and calculations herein. 4)All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar.All such welds shall be performed in shop,with no field welding allowed other than those supervised by a licensed deputy inspector. 5)The slab on grade is 5"thick with minimum 2500 psi compressive strength. Soil bearing capacity is 1000 psf. Definition of Components A Column Beam ir • Horizontal } Brace Beam to Column Connector Diagonal Brace Frame Height • • Beam Spacing Base Plate and Anchors 11TeaingehitBeam Length Frame Front View: Down Aisle Deoth (Longitudinal) Frame Section A: Cross Aisle (Transverse) Frame LACIE-N-0709 1 3-1 2 TYPE A$ B Page 3 of 10 7/12/2013 Structural . Concepts Engineering 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel:714.632,7330 Fax:714.632.7763 By: RPL Project: LACIE Project#: N-070913-12 , Configuration&Summary:TYPE A&B SELECTIVE RACK T \ T **RACK COLUMN REACTIONS 46" — ASD LOADS 60' 4 AXIAL DL= 120 lb AXIAL LL= 6,000/b 46" SEISMIC AXIAL Ps=+/- 2,733/b .1- BASE MOMENT= 0 in-lb 240" 60" 240" 44" i' Bas 44" 60" \ 36" \ st. f L \ I' I �I 96" -1 '-1--- 44" 4f' 44" Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.942, Fa=1.123 3 44 in 240.0 in 5 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-20/3x3x14ga P=6120 Ib, M=15590 in-lb 0.93-0K Column&Backer None None None N/A Beam Fy=55 ksi SSB416 Lu=96 in Capacity: 5160 lb/pr 0.78-0K Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=11453 in-lb Mcap=12691 in-lb 0.9-0K Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x16ga 0.26-0K Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x16ga 0.26-0K Base Plate Fy=36 ksi 8 in x 5 in x 0.375 in Fixity= 0 in-lb 0.49-0K Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=1160 lb) 0.5-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.8-0K 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 163 lb 91 lb 6,120 lb 15,590 "# 11,453 "# 3 pin OK 2 4,000 lb 60.0 in 44.0 in 326 lb 182 lb 4,080 lb 6,837 "# 7,145 "# 3 pin OK 3 4,000 lb 60.0 in 44.0 in 489 lb 274 lb 2,040 lb 4,103 "# 4,581 "# 3 pin OK 46.0 in 46.0 in Total: 978 lb 547 lb Notes LADE-N-070913-12 TYPE A$B Page LI of le 7/12/2013 I, Str ' tural once is /--7-,4____. /p.- n ngineering 9 1200 N.Jefferson Ste.Ste F Anaheim. CA 92807 Tel:714.632.7330 Fax: 714.632.7763 By: RPL Project: LACIE Project#: N-070913-12 Seismic Forces Configuration:TYPE A&B SELECTIVE RACK . Lateral analysis is performed with regard to the 2009 IBC Sec.2208.1,2008 RMI/ANSI MH 16.1 Sec 2.6&ASCE 7-05 sec 15.5.3 Ss= 0.942 Transverse(Cross Aisle)Seismic Load S1= 0.338 71 V= Cs*Ip*Ws=Cs*Ip*(0.67*LL*PLrf+DL) vt Fa= 1.123 Cs1= [Sds/R] *0.67 0.67/actorper RMI commentary Sec 2.!&5cr21(MIR States Reductor,far ASV Loading Fid Fv= 1.724 = 0.1181 Cs-max* Ip= 0.1181 11M Sds=2/3*Ss*Fa= 0.705 Cs2= 0.14*Sds*0.67 Vmin= 0.015 IIMS Sd1=2/3*S1*Fv= 0.389 = 0.0661 Eff Base Shear=Cs= 0.1181 Ca=0.4*2/3*Ss*Fa= 0.2821 Transverse Elevation Cs3= [0.5*S1/R] *0.67 W5= (0.67*PLsv1*PL)+DL (Transverse,Braced Frame Dir.)R= 4.0 = 0.0283 = 8,280 lb Ip= 1.0 Cs-max= 0.1181 Vtransv=Vt= 0.1181 * (240 lb+8040 lb) PLRF1=1.0 Base Shear Coeff=Cs= 0.1181 EL= 978 lb Pallet Height=hp= 48.0 in ASD Format Loads ASD Level Transverse seismic shear per upright DL per Beam Lvl= 80 lb Level PRODUC LOAD/LVL,PL PL*0.67*PLrf DL hi wi*hi Fi Fi*(hi+hp/2) 1 4,000 lb 2,680 lb 80 lb 60 in 165,600 163.0 lb 13,692-# 2 4,000 lb 2,680 lb 80 lb 120 in 331,200 326.0 lb 46,944-# 3 4,000 lb 2,680 lb 80 lb 180 in 496,800 489.0 lb 99,756-# , sum: 12,000 lb 8,040 lb 240 lb W=8280 lb 993,600 978 lb 1=160,392 Longitudinal (Downaisle)Seismic Load ISimilady for longitudinal seismic loads,using R=6.0 Ws= (0.67* PLRF2*PL)+DL PLRF2= 1.0 s\\\1 N" \\\IN'"1 C51=Sd1/(T*R)= 0.0434 = 8,280 lb (Longitudinal,Unbraced Dir.)R= 6.0 ■ Cs2= 0.0661 Cs=Cs-max*Ip= 0.0661 T= 1.00 sec 1\\\ti1 EN Eig gig Cs3= 0.0189 Vlong= 0.0661* (240 lb+8040 Ib) t ""j I*N' N" IN`NNI Cs-max= 0.0661 EL= 547 lb ASO Level Longit seismic shear per upright Level PRODUC LOAD/LVL,PL PL*0.67*PLrf DL hi wi*hi Fi Front View 1 4,000 lb 2,680 lb 80 lb 60 in 165,600 91.2 lb 2 4,000 lb 2,680 lb 80 lb 120 in 331,200 182.3 lb 3 4,000 lb 2,680 lb 80 lb 180 in 496,800 273.5 lb I sum: 8,040 lb 240 lb W=8280 lb 993,600 547 lb LACIE-N-0709 I 3-I 2 TYPE A SE, Page r of l 8 7/1 2/2013 L. Str turaI oncepts Engineering 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel:714.632.7330 Fax:714.632.7763 By: RPL Project: LACIE Project#: N-070913-12 . Downaisle Seismic Loads Configuration:TYPE A&B SELECTIVE RACK Determine the story moments by applying portal analysis.The base plate is assumed to provide no fixity. Seismic Story Forces Typical frame made Vlong= 547 lb Tributary area of two columns Vcol=Vlong/2= 274 lb of rack frame i F1= 91 lb \\ \\�vl k"1 I\\\* = 4""I \�w.; Typical Frame made F2= 182 lb �f �l of two columns F3= 274 lb 11 I I Eil 1K] 0 \\\ 4 -��- Ifs\�1yyLIIIlf r Kil El \\\\ Y YT I Top View 11— 98 —111 i Front View Side View Seismic Story Moments Conceptual System Mbase-max= 0 in-lb <===Default capacity hl-eff= h1-beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 57 in Vcol �= 7,795 in-lb <===Moment going to basepMbase-eff= Minimum of Mbase-max and Mbase-v h2= 0 in-lb PINNED BASEASSUMED M 1-1= [Vcol *hieff]-Mbase-eff M 2-2= [Vcol-(F1)/2] *h2 274 lb*57 in -0 in-lb( ) _ [274 Ib-91.2 Ib] 60 in/2 = 15,590 in-lb = 6,837 in-lb hiII; I Mseis= (Mupper+Mlower)/2 • Beam to Column • Mseis(1-1)= (15590 in-lb +6837 in-lb)/2 Mseis(2-2)= (6837 in-lb+4103 in-lb)/2 Elevation = 11,213 in-lb = 5,470 in-lb Summary of Forces LEVEL hi Axial Load Column Moment Mseismic Mend-fixity Mconn** Beam Connector 1 60 in 6,120 lb 15,590 in-lb 11,213 in-lb 4,057 in-lb 11,453 in-lb 3 pin OK 2 60 in 4,080 lb 6,837 in-lb 5,470 in-lb 4,057 in-lb 7,145 in-lb 3 pin OK 3 60 in 2,040 lb 4,103 in-lb 2,051 in-lb 4,057 in-lb 4,581 in-lb 3 pin OK Mconn= (Mseismic+Mend-fixity)*0.75 Mconn-allow(3 Pin)= 12,691 in-lb LACIE-N-0709 13-12 TYPE A$5 Page 6 of f e 7/12/2013 Str tural oncepts Engineering -_� 1200 N.Jefferson Ste. Ste F Anaheim.CA 92807 Tel:714.632.7330 Fax:714.632.7763 By: RPL Project: LACIE Project#: N-070913-12 Column(Longitudinal Loads) Configuration:TYPE A&B SELECTIVE RACK Conforms to the requirements of Chapter C5 of the AISI Cold Formed Steel Design Manual for combined bending and axial loads. Section Properties Section: SPCRK FH-20/3x3x14ga 1,3 3.000 in Aeff= 0.643 in^2 Iy= 0.749 in^4 Kx= 1.7 Ix= 1.130 in^4 Sy= 0.493 in^3 Lx= 57.9 in Sx= 0.753 in^3 ry= 1.080 in Ky= 1.0 3.000 in rx= 1.326 in Fy= 55 ksi Ly= 36.0 in I 10.075 in I S2f= 1.67 Cmx= 0.85 Cb= 1.0 _ • E= 29,500 ksi 0.75 in Loads Considers loads at level 1 Critical load case RMI Sec 2.1,item 4:(1+0.11Sds)DL +(1+0.14SDS)PL*0.75+EL*0.75<=1.0,ASD Method COLUMN DL= 120 lb COLUMN PL= 6,000 lb Axial Load=P= (1.077572*120 ib)+(1.098728*6000 ib*0.75) Moment=Mx= Mcol*0.75 Mcol= 15,589 in-lb = 5,074 lb = 15589 in-lb* 0.75 0.11Sds= 0.077572 = 11,692 in-lb 0.14Sds= 0.098728 Axial Analysis KxLx/rx= 1.7*57.94"/1.326" KyLy/ry= 1*36"/1.08" Fe > Fy/2 = 74.3 = 33.3 Fn= Fy(1-Fy/4Fe) = 55 ksi*[1-55 ksi/(4*52.8 ksi)] Fe= n^2E/(KL/r)max^2 Fy/2= 27.5 ksi = 40.7 ksi = 52.8ksi Pa= Pn/Qc Pn= Aeff*Fn Qc= 1.92 = 26149 lb/1.92 = 26,149 lb = 13,619 lb P/Pa= 0.37 > 0.15 Bending Analysis Check: P/Pa+ (Cmx*Mx)/(Max*px) <_ 1.0 P/Pao+ Mx/Max<_ 1.0 Pno= Ae*Fy Pao= Pno/Qc Myield=My= Sx*Fy = 0.643 in^2*55000 psi = 35365lb/1.92 = 0.753 in^3*55000 psi = 35,365 lb = 18,419 lb = 41,415 in-lb Max= My/Qf Pcr= n^2EI/(KL)max^2 = 41415 in-lb/1.67 = n^2*29500 ksi/(1.7*57.94 in)^2 = 24,799 in-lb = 33,911 lb px= {1/[1-(4c*P/Pcr)]}^-1 = {1/[1-(1.92*5074 lb/33911 Ib)]}^-1 = 0.71 Combined Stresses (5074 lb/13619 lb)+ (0.85*11692 in-lb)/(24799 in-lb*0.71) = 0.93 < 1.0,OK (EQ C5-1) (5074 lb/18419 Ib)+ (11692 in-lb/24799 in-Ib) = 0.75 < 1.0,OK (EQ C5-2) LACIE-N-070913-I 2 TYPE A$B Page 7 of /8 7/I 2/20I3 Str Atural on is ,4 ngineering 1200 N.Jefferson Ste,Ste F Anaheim,CA 92807 Tel:714.632.7330 Fax:714.632.7763 By: RPL Project: LACIE Project#:N-070913-12 BEAM Configuration:TYPE A&B SELECTIVE RACK • DETERMINE ALLOWABLE MOMENT CAPACITY 2.50 in A)Check compression flange for local buckling (B2.1) t 1.63 in J w= c-2*t-2*r T = 1.625 in-2*0.06 in-2*0.06 in rf = 1.385 in I 1.625 in w/t= 23.08 1=lambda= [1.052/(k)^0.5] * (w/t)* (Fy/E)^0.5 Eq. 62.1-44.125 in = [1.052/(4)^0.5] * 23.08*(55/29500)^0.5 I = 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 f1(comp)= Fy*(y3/y2)= 50.29 ksi r f2(tension)= Fy*(y1/y2)= 102.06 ksi Y= f2/f1 Eq. B2.3-5 Beam= SSB416 = -2.029 Ix= 1.653 in^4 k= 4+ 2*(1-Y)^3 +2*(1-Y) Eq. B2.3-4 Sx= 0.758 in^3 = 65.64 Ycg= 2.723 in flat depth=w= yl+y3 t= 0.060 in = 3.885 in Bend Radius=r= 0.060 in w/t= 64.75 OK Fy=Fyv= 55.00 ksi 1=lambda= [1.052/(k)^0.5] * (w/t)* (fl/E)^0.5 Fu=Fuv= 65.00 ksi = [1.052/(65.64)^0.5] * 3.885* (50.29/29500)1'0.5 E= 29500 ksi = 0.347 < 0.673 top flange=b= 1.625 in be=w= 3.885 in b2= be/2 Eq B2.3-2 bottom flange= 2.500 in bl= be(3-Y) = 1.94 in Web depth= 4.125 in = 0.773 Fy b1+b2= 2.713 in > 1.2825 in,Web is fully effective Determine effect of cold working on steel yield point(Fya)per section A7.2 fl(comp) • Fya= C*Fyc+ (1-C)*Fy (EQ A7.2-1) Lcorner=Lc= (p/2)* (r+t/2) y2 0.141 in C= 2*Lc/(Lf+2*Lc) 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 vcg y' and r/t= 1 < 7 OK f2(tension) then Fyc= Bc* Fy/(R/t)^m (EQ A7.2-2) l - = 78.485 ksi Thus, Fya-top= 58.97 ksi (tension stress at top) yl= Ycg-t-r= 2.603 in Fya-bottom= Fya*Ycg/(depth-Ycg) y2= depth-Ycg= 1.403 in = 114.48 ksi (tension stress at bottom) y3= y2-t-r= 1.283 in Check allowable tension stress for bottom flange 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= 21.37 in-k • 7 1 0- V Straural on is ngineering 1200 N.Jefferson Ste,Ste F Anaheim,CA 92807 Tel:714.632.7330 Fax:714.632.7763 By: RPL Project: LACIE Project#: iv-070e13-12 BEAM Configuration:TYPE A&B SELECTIVE RACK RMI Section 5.2, PT II Section Beam= SSB416 Ix=Ib= 1.653 inA4 2.50 in Sx= 0.758 in^3 t= 0.060 in E= 29500 ksi 1.63 in ,[ Fy=Fyv= 55 ksi F= 275.0 Fu=Fuv= 65 ksi L= 96 in Fya= 59.0 ksi 1.625 in 4.125 in Bending i 0.060 in Mcenter=F*Mn= W*L*W*Rm/8 W=LRFD Load Factor= 1.2*DL+ 1.4*PL+1.4*(0.125)*PL RMI2.2,item 5 FOR DL=2%of PL, W= 1.599 Rm= 1-[(2*F*L)/(6*E*Ib+3*F*L)] 1-(2*275*96 in)/[(6*29500 ksi*1.653 in^3)+(3*275*96 in)] = 0.858 if F= 0.95 Then F*Mn=F*Fya*Sx= 42.47 in-k Thus,allowable load per beam pair=W= F*Mn*8*(#of beams)/(L*Rm*W) = 42.47 in-k*8*2/(96in * 0.858* 1.599) = 5,160 lb/pair Mend= W*L*(1-Rm)/8 = (5160 lb/2)*96 in* (1-0.858)/8 = 4,396 in-lb Deflection Dmax= Dss*Rd Rd= 1-(4*F*L)/(5*F*L+ 10*E*Ib) = 1-(4*275*96 in)/[(5*275*96 in)+(10*29500 ksi*1.653 in^4)] = 0.830 in if Dmax= L/180 solving for W yields, and Dss= 5*W*L^3/(384*E*Ib) W= 384*E*I*2/(180*5*L^2*Rd) = 384*1.653 in^4*2/[180*5*(96 in)^2*0.83) = 5,440 lb/pair L/180= 5*W*L^3Rd 384 E Ib*#of beams) Allowable load= 5,160 lb/pair �ag2 e 2 f? +w...+..r.�i -------ribi.0 __nninevninn -`'-`- 1200 N.Jefferson Ste,Ste F Anaheim,CA 92807 Tel:714.632.7330 Fax: 714.632.7763 . By: RPL Project: LACIE Project#: N-0709 I 3-I 2 3 Pin Beam to Column Connection TYPE A&B SELECTIVE RACK I he beam end moments shown herein show the result ot the maximum induced tixed end monents torm seismic+static loads and the code mandated minimum value ot 1.5%(DL+PL) Mconn max= (Mseismic+ Mend-tixity)*0.75 O pl } = 11,453 in-lb Load at level 1 O P2 ► 1[ Z., 0 P3 \ vz„ F11-C \12„ Connector Type= 3 Pin Shear Capacity of Pin Pin Diam= 0.44 in Fy= 55,000 psi Ashear= (0.438 in)^2* Pi/4 = 0.1507 in^2 Pshear= 0.4* Fy*Ashear = 0.4*55000 psi *0.1507in^2 = 3,315 lb Bearing Capacity of Pin tcol= 0.075 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha* Fu*diam*tcol/Omega = 2.22*65000 psi *0.438 in*0.075 in/2.22 = 2,135 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in Fy= 55,000 psi C= P1+P2+P3 tclip= 0.18 in Sclip= 0.127 in^3 = P1+P1*(2.5"/4.5")+P1*(0.5"/4.5") = 1.667* P1 Mcap= Sclip* Fbending C*d= Mcap = 1.667 d= E/2 = 0.127 in^3* 0.66* Fy = 0.50 in = 4,610 in-lb Pclip= Mcap/(1.667*d) = 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*(0.5"/4.5")*0.51 = 2135 LB*[4.5"+(2.5"/4.5")*2.5"+ (0.5"/4.5")*0.5"] = 12,691 in-lb > Mconn max, OK • LACIE-N-0709 1 3-1 2 TYPE A$ B Page 9 of /g 7/1 2/201 3 Stt turaI concepts ,J �►- ngineering 1200 N.Jefferson Ste. Ste F Anaheim.CA 92807 Tel:714.632.7330 Fax: 714.632.7763 By: RPL Project: LACIE Project#: N-070913-12 • Transverse Brace Configuration:TYPE A&B SELECTIVE RACK Section Properties Diagonal Member= Sperack 1-1/2x1-1/4x16ga Horizontal Member= Sperack 1-1/2x1-1/4x16ga Area= 0.247 inA2 I.500 -°� Area= 0.247 in^2 1-3-1.500 -01 r min= 0.439 in I I r min= 0.439 in Fy= 55,000 psi ---'' Fy= 55,000 psi -'"-'-'' K= 1.0 1 S 11.250 K= 1.0 1 = I.250 Qc= 1.92 _ I I L_ _J P 114 0.25 -d 1-0.25 Frame Dimensions Bottom Panel Height=H= 36.0 in Clear Depth=D-B*2= 38.0 in Frame Depth=D= 44.0 in X Brace= NO Column Width=B= 3.0 in Diagonal Member Critical load case RMI Sec 2.1,item 4:(1+0.11Sds)DL +(1+0.14SDS)PL*0.75+EL*0.75<=1.0,ASD Method, DL=PL=0 for upright brace members D ----hVb=Vtransv= 978 lb Vb �_ (kl/r)= (k*Ldiag)/r min Ldiag= [(D-B*2)^2+ (H-6")^2]^1/2 = (1 x 48.4 in/0.439 in) = 48.4 in = 110.3 in liLdiag Pmax= V*(Ldiag/D)*0.75 Fe= pi^2*E/(kl/r)^2 F= 807 Ib = 23,932 psi SINCE Fe<Fy/2, 1 - i Fn= Fe s" Pn= AREA*Fn = 23,932 psi B = 0.247 in^2*23932 psi Typical Panel = 5,911 lb Contiauration Check End Weld Lweld= 2.5 in Pallow= Pn/Q Fu= 65 ksi = 5911 lb/1.92 tmin= 0.060 in = 3,079 lb Weld Capacity= 0.75*tmin* L*Fu/2.5 = 2,925 lb OK Pn/Pallow= 0.26 <= 1.0 OK Horizontal brace Pmax=V= 734 lb _ * (kl/r) (k Lhoriz)/r min Fe- p1 2 E/(kl/r) 2 Fy/2= 27,500 psi = (1 x 44 in)/0.439 in = 28,999 psi = 100.2 in SINCE Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn Pallow= Pn/Qc = 28,922 psi = 0.247in^2*28922 psi = 7144 lb/1.92 = 7,144 lb = 3,721 lb Pn/Pallow= 0.26 <= 1.0 OK LACIE-N-0709 I 3-I 2 TYPE A 4 8 Page is Q of rr 4h 7/12/2013 Strtural once is nineerin 9 9 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel:714.632.7330 Fax:714.632.7763 By: RPL Project: LACIE Project#: N-070913-12 Single Row Frame Overturning Configuration:TYPE A&B SELECTIVE RACK Loads Load case per RMI Sec 2.1, item 3: (0.6-0.11Sds)DL+(0.6-0.14Sds)PLapp*0.75-EL*0.75 Vtrans=V= 978 lb hp ♦ (0.6-0.11Sds)= 0.5224 DEAD LOAD PER UPRIGHT=DL= 240 lb (0.6-0.14Sds)= 0.5013 PL PER UPRIGHT=PL= 12,000 lb PLapp=PL*0.67= 8,040 lb Frame Depth=D= 44.0 in H h fst=(0.522428*DL+0.501272*PLapp*0.75)= 3,148 lb Htop-Iv1=H= 180.0 in PL @ TOP= 4,000 lb # Levels= 3 DL/Lvl= 80 lb #Anchors/Base= 2 T h= 204.0 in A E(Fi*hi)= 160,392 in-lb hp= 48.0 in Total Dead Load per Bay=DL= 240 lb ID -01 Load Case 1: Fully Loaded rack SIDE ELEVATION Vtrans= 978 lb Movt= E(Fi*hi)*0.75 Mst= Wst* D/2 T= (Movt-Mst)/D = 120,294 in-lb = 3148 lb*44 in/2 = (120294 in-lb-69256 in-lb)/44 in = 69,256 in-lb = 1,160 lb Net Uplift per column Load Case 2:Top Level Loaded Only Citical Level= 3 h= 204.0 in V1=Vtop= Cs* Ip*Ws Pinned Base Movt= [V1*h +V2* H/2]*0.75 = 0.1181 * (4000 Ib) = [472 lb*204 in +28 lb*180 in/2]*0.75 = 472 lb = 74,106 in-lb V2=VDL= Cs*Ip*DL = 28 lb T= (Movt-Mst)/D Mst= (0.522428*DL+0.501272*PL*0.75)*D/2 = (74106 in-lb-35842 in-lb)/44 in = (80 Ib*3 *0.522428+4000 lb*0.501272*0.75)*44 in/2 = 870 lb = 35,842 in-lb Net Uplift per column 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= 1,250 lb L.A.City Jurisdiction? NO Shear Capacity=Vcap= 1,840 lb Phi= 1 Tcap*Phi= 1,250 lb Vcap*Phi= 1,840 lb Fully Loaded: (580 Ib/1250 Ib)^1 + (245 lb/1840 Ib)^1 = 0.60 <= 1.2 OK ' Top Level Loaded: (435 lb/1250 Ib)^1 + (118 lb/1840 Ib)^1 = 0.41 <= 1.2 OK LACIE-N-070913-12 TYPE A d B Page )1 of /'j 7/12/2013 Str ' tural I oncepts ,, r Engineering 1200 N.Jefferson Ste. Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: RPL Project: LACIE Project*: N-070913-12 Base Plate Configuration:TYPE A&B SELECTIVE RACK Section F a -► P Baseplate= 8 in x 5 in x 0.375 in 4 Eff Width=W= 6.10 in a = 2.05 in Mb Eff Depth=D= 5.00 in Anchor c.c. =2*a=d = 4.10 in Column Width=b= 3.00 in N=#Anchor/Base= 2 I b 14- L Column Depth=dc= 3.00 in Fy= 36,000 psi f- w L= 1.55 in Plate Thickness=t= 0.375 in Downaisle Elevation Down Aisle Loads Critical load case RMI Sec 2.1,item 4:(1+0.11Sds)DL +(1+0.14SDS)PL*0.75+EL*0.75<=1.0,ASD Method COLUMN DL= 120 lb COLUMN PL= 6,000 lb Axial=P= (1.077572*120 Ib)+(1.098728*6000 Ib*0.75) Mb= Base Moment*0.75 Base Moment= 0 in-lb = 5,074 lb = 0 in-lb* 0.75 0.11Sds= 0.077572 = 0 in-lb 0.14Sds= 0.098728 Axial Load P= 5,074 lb Mbase=Mb= 0 in-lb Effec. Effec. E Axial stress=fa = P/A= P/(D*W) M1= wL^2/2=fa*LA2/2 = 166 psi = 200 in-lb Moment Stress=fb= M/S= 6*Mb/[(D*B^2] Moment Stress=fb2= 2*fb* L/W = 0.0 psi = 0.0 psi Moment Stress=fbl = fb-fb2 M2= fbl*L^2)/2 PF = 0.0 psi = 0 in-lb M3 = (1/2)*fb2*L*(2/3)*L= (1/3)*fb2*L^2 Mtotal = M1+M2+M3 = 0 in-lb = 200 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*F'c = 0.32 OK = 1,750 psi OK Tanchor= (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,250 lb OK = -1,574 lb No Tension Cross Aisle Loads Critical load case RMI Sec 2.1,item 4:(1+O.I1Sds)OL+(1+0..14SOS)PL'0.75+EL'0.75<=1.0,,ASD Method Check uplift load on Baseplate Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. Pstatic= 5,074 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= 120,294 in-lb Pseismic= Movt/Frame Depth .hall be determined based on a design bending moment in the plate equal Frame Depth= 44.0 in = 2,734 lb o the uplift force on one anchor times 1/2 the distance from P=Pstatic+Pseismic= 7,808 lb he centerline of the anchor to the nearest edge of the rack column" b=Column Depth= 3.00 in T If c ► L=Base Plate Depth-Col Depth= 1.55 in Ta Mu Ta ...dl fa= P/A= P/(D*W) M= wLA2/2=fa*L^2/2 I0 I b I ►I = 256 psi = 308 in-lb/in Elevation Uplift per Column= 1,160 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= 580 lb c= 1.55 in fb/Fb= M/[(S-plate)(Fb)] Mu=Moment on Baseplate due to uplift= Ta*c/2 = 0.49 OK = 450 in-lb Splate= 0.117 in^3 [fb/Fb]*0.75= 0.107 OK • LACIE-N-0709 1 3-1 2 TYPE A 6 B Page /2 of f e 7/12/2013 Str LoPoncpts is n gineerin 9 1200 N. Jefferson Ste.Ste F Anaheim.CA 92807 Tel:714.632.7330 Fax:714.632.7763 By: RPL Project: LACIE Project#: N-070913-12 Slab on Grade Configuration:TYPE A&B SELECTIVE RACK P ... .4 slab -j a •t• I .' Concrete • • •I • a fc= 2,500 psi b e slab t I tslab=t= 5.0 in _L 'cross . teff= 5.0 in c -- -' 'Aisle • phi=0= 0.6 x ♦ 14- c - Soil y L '.:•:•:•..:. f.:.� fsoil= 1,000psf .Down Aisle Movt= 120,294 in-lb SLAB ELEVATION • • Frame depth= 44.0 in Baseplate Plan view Sds= 0.705 Base Plate 0.2*Sds= 0.141 Effec.Baseplate width=B= 6.10 in width=a= 3.00 in midway dist face of column to edge of plate=c=4.55 in Effec.Baseplate Depth=D= 5.00 in depth=b= 3.00 in midway dist face of column to edge of plate=e=4,00 in Column Loads DEAD LOAD=DL= 120 lb per column Load Case 1) (1.2+0.2Sds*DL)+(0.85+0.2Sds*PL)+ 1.5*EL RMI SEC 2.2 EQTN 5 unfactoredASD load = 1.34104*120 lb+0.99104*6000 lb+ 1.5*2733 lb PRODUCT LOAD=PL= 6,000 lb per column = 10,207 lb unfactored ASD load Load Case 2) (0.9-0.2Sds)DL+(0.9-0.2Sds)*PLapp+ 1.5EL RMI SEC 2.2 EQTN 6 P-seismic=EL= (Movt/Frame depth) = (0.75896*120 Ib)+(0.75896*4020 Ib)+(1.5*2733 lb) = 2,733 lb per column = 7,242 lb unfactoredA50load Load Case 3) 1.2*DL+ 1.4*PL RMI SEC 2.2 EQTN 2 = 1.2*120 lb+ 1.4*6000 lb = 8,544 lb Effective Column Load=Pu= 10,207 lb per column Puncture Apunct= [(c+t)+(e+t)]*2*t Fpunct= 2.66*phi*sgrt(fc) = 185.50 in^2 = 79.8 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.690 < 1 OK Slab Bending Pse=DL+PL+E= 10,207 lb Asoil= (Pse*144)/(fsoil) L= (Asoil)^0.5 y= (c*e)^0.5+ 2*t = 1,470 in^2 = 38.34 in = 14.3 in x= (L-y)/2 M= w*x^2/2 S-slab= 1*teff^2/6 = 12.0 in = (fsoil*x^2)/(144*2) = 4.17 in^3 Fb= 5* hi * fc ^0.5 = 503.1 in-lb fb/Fb= M/(S-slab*Fb) = 150. psi = 0.805 < 1,OK LACIE-N-070913-12 TYPE A$b Page /3 of 'S 7/12/201 3 Structural Concepts -,..-„de Engineering 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel:714.632.7330 Fax:714.632.7763 By: RPL Project: LACIE Project#: N-070913.12 Configuration&Summary:TYPE C SELECTIVE RACK N. - N - - - N. 1` **RACK COLUMN REACTIONS 46" ASD LOADS AXIAL DL= 80 lb ss° AXIAL LL= 3,600/b 46" SEISMIC AXIAL Ps=+/- 1,539 lb tBASE MOMENT= 0/n-lb 240" 240" 44„ l' 44" Bas 60" 36" — 96" 'I Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals_ Beam Length Frame Type Ss=0.942,Fa=1.123 2 44 in 240.0 in 5 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-20/3x3x14ga P=3680 Ib, M=9377 in-lb 0.52-OK Column&Backer None None None N/A Beam Fy=55 ksi SSB356 Lu=96 in Capacity: 3907 lb/pr 0.92-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=8398 in-lb Mcap=12691 in-lb 0.66-0K Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x16ga 0.16-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x16ga 0.16-OK Base Plate Fy=36 ksi 8 in x 5 in x 0.375 in Fixity= 0 in-lb 0.29-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=609 Ib) 0.267-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.42-OK Level Load Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 3,600 lb 60.0 in 36.0 in 164 lb 91 lb 3,680 lb 9,377 "# 8,398 "# 3 pin OK 2 3,600 lb 96.0 in 44.0 in 425 lb 238 lb 1,840 lb 5,702 "# 4,882 "# 3 pin OK 44.0 in 46.0 in 46.0 in Total: 589 lb 329 lb Notes LACIE-N-070913-12 TYPE C Page f Lf of (i3 7/12/2013 • StrAtura) V oncepts Engineering 1200 N.Jefferson Ste. Ste F Anaheim.CA 92807 Tel:714.632.7330 Fax: 714.632.7763 By: RPL Project: LACIE Project#: N-070913-12 1 • Configuration&Summary:TYPE D SELECTIVE RACK - - - - '1` 1` **RACK COLUMN REACTIONS 78" 46" 7 — ASD LOADS J t AXIAL DL= 163/b 20" 46" AXIAL LL= 7,350/b SEISMIC AXIAL Ps=+/- 2,868/b tBASE MOMENT= 0 in-lb 240" 20" 240" 44" o t + Bas 44 211 30" 36" y y 96" -I -t`- 44" 4 44" + Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.942, Fa=1.123 5 44 in 240.0 in 5 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-20/3x3x14ga P=7513 Ib, M=9086 in-lb 0.62-OK Column&Backer None None None N/A Beam Fy=55 ksi SSB356 Lu=96 in Capacity: 3907 lb/pr 0.92-OK Beam Connector Fy=55 ksi Lvl 4: 3 pin OK Mconn=5914 in-lb Mcap=12691 in-lb 0.47-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x16ga 0.32-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x16ga 0.32-OK Base Plate Fy=36 ksi 8 in x 5 in x 0.375 in Fixity= 0 in-lb 0.97-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=933 Ib) 0.45-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1000 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 2,500 lb 30.0 in 36.0 in 70 lb 39 lb 7,513 lb 9,086 "# 6,501 "# 3 pin OK 2 2,500 lb 20.0 in 44.0 in 116 lb 65 lb 6,230 lb 3,170 "# 4,160 "# 3 pin OK 3 2,500 lb 20.0 in 44.0 in 163 lb 91 lb 4,948 lb 2,845 "# 3,868 "# 3 pin OK 4 3,600 lb 20.0 in 46.0 in 298 lb 167 lb 3,665 lb 2,389 "# 5,914 "# 3 pin OK 5 3,600 lb 78.0 in 46.0 in 556 lb 3111b 1,833 lb 6,066 "# 5,018 "# 3 pin OK Total: 1,202 lb 673 lb Notes I • LACIE-N-0709 1 3-12 TYPE D Page i s of 19 7/12/2013 Structural Concepts r Engineering 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel:714.632.7330 Fax:714.632.7763 By: RPL Project: LACIE Project#: N-070913-12 • Configuration&Summary:TYPE E SELECTIVE RACK T " "- **P1CK COLUMN REACTIONS 78" 46" ASD LOADS t + AXIAL DL= 160 lb AXIAL LL= 7,200/b 46' SEISMIC AXIAL Ps=+/- 2,822 lb 34" 4. BASE MOMENT= 0 240" /n-lb 1-- 240" 44" 20" Bas 44" 36" 36" L ` -1 -I 96" -� 44 4 Seismic Criteria # Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.944, Fa=1.122 4 44 in 240.0 in 5 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-20/3x3x14ga P=7360 Ib, M=10890 in-lb 0.68-OK Column&Backer None None None N/A Beam Fy=55 ksi SSB356 Lu=96 in Capacity: 3907 lb/pr r 0.92-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=7937 in-lb Mcap=12691 in-lb 0.63-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x16ga 0.32-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x16ga 0.32-OK • Base Plate Fy=36 ksi 8 in x 5 in x 0.375 in Fixity= 0 in-lb 0.56-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=926 Ib) 0.442-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.98-OK Level Load Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 3,600 lb 36.0 in 36.0 in 121 lb 68 lb 7,360 lb 10,890 "# 7,937 "# 3 pin OK 2 3,600 lb 20.0 in 44.0 in 189 lb 106 lb 5,520 lb 2,961 "# 5,404 "# 3 pin OK 3 3,600 lb 34.0 in 44.0 in 303 lb 170 lb 3,680 lb 4,135 "# 6,611 "# 3 pin OK 4 3,600 lb — 78.0 in 46.0 in 566 lb 317 lb 1,840 lb 6,178 "# 5,060 "# 3 pin OK 46.0 in Total: 1,179 lb 660 lb Notes • LACIE-N-0709 1 3-1 2 TYPE E rage 16 of 13 7/12/2013 Structural Concepts pp r Engineering 1,/ 1200 N.Jefferson Ste.Ste F Anaheim.CA 47807 Tel:714.632.7330 Fax:174 632.7763 By: RPL Project: LACIE Project#: N-070913.12 • Configuration&Summary:TYPE F SELECTIVE RACK T T **RACK COLUMN REACTIONS 46„ ASD LOADS so° d' AXIAL DL= 128/b AXIAL LL= 5,400/b 46" SEISMIC AXIAL Ps=+/- 2,476/b 240„ BASE MOMENT= 0 in-lb 60" 240" 44,E 44„ Bas 60" 36" - 96" -4- +I 44 4 Seismic Criteria # Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.944,Fa=1.122 3 44 in 240.0 in 5 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-20/3x3x14ga P=5528 Ib, M=14136 in-lb 0.83-OK Column&Backer None None None N/A Beam Fy=55 ksi SSB356 Lu=96 in Capacity: 3907 lb/pr - 0.92-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=10369 in-lb Mcap=12691 in-lb 0.82-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x16ga 0.24-OK Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x16ga 0.24-OK Base Plate Fy=36 ksi 8 in x 5 in x 0.375 in Fixity=0 in-lb 0.81-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=1051 Ib) 0.45-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.66-OK Level Load Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 3,600 lb 60.0 in 36.0 in 148 lb 83 lb 5,528 lb 14,136 "# 10,369 "# 3 pin OK 2 3,600 lb 60.0 in 44.0 in 295 lb 165 lb 3,685 lb 6,200 "# 6,463 "# 3 pin OK 3 3,600 lb 60.0 in 44.0 in 443 lb 248 lb 1,843 lb 3,720 "# 4,139 "# 3 pin OK 46.0 in 46.0 in Total: 886 lb 496 lb Notes - 4M -LQ IB-6OVV'k -; . . ' CA - - • • IACIE-N-0709 1 3-1 2 TYPE F Page /7 of 43 7/12/2013 Str tura) oncepts ,.,� pr- Engineering 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel:714.632.7330 Fax: 714.632.7763 By: RPL Project: LACIE Project#: N-070913-12 • Configuration&Summary:TYPE G SELECTIVE RACK l` **RACK COLUMN REACTIONS 48" 46" = ASD LOADS 1- AXIAL DL= 255/b 42" AXIAL LL= 6,900/b l 46" SEISMIC AXIAL Ps=+/- 2,888 lb 20" i` BASE MOMENT= 0 in-lb 240" .L 240" 44" r--+ 200 t `1" 44" Bas 20" 36" — 30" \ 'f 96" -I- I'--I"--- 44" -4 44" Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.942,Fa=1.123 6 _ 44 in 240.0 in 5 96 in Single Row Component Description STRESS Column Fy=55 ksi SPCRK FH-20/3x3x14ga P=7155 Ib, M=8708 in-lb 0.59-OK Column&Backer None None None N/A Beam Fy=55 ksi SSB356 Lu=96 in Capacity: 3907 lb/pr 0.26-0K Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=4671 in-lb Mcap=12691 in-lb 0.37-OK Brace-Horizontal Fy=55 ksi Sperack 1-1/2x1-1/4x16ga 0.31-0K Brace-Diagonal Fy=55 ksi Sperack 1-1/2x1-1/4x16ga 0.31-OK Base Plate Fy=36 ksi 8 in x 5 in x 0.375 in Fixity= 0 in-lb 0.87-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLTTZ ESR 1917 Inspection Reqd(Net Seismic Uplift=1017 lb) 0.467-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.95-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 30.0 in 36.0 in 23 lb 13 lb 7,155 lb 8,708 "# 4,671 "# 3 pin OK 2 1,000 lb 20.0 in 44.0 in 39 lb 22 lb 6,613 lb 3,160 "# 2,550 "# 3 pin OK 3 1,000 lb 20.0 in 44.0 in 55 lb 31 lb 6,070 lb 3,051 "# 2,452 "# 3 pin OK 4 3,600 lb 20.0 in 46.0 in 232 lb 130 lb 5,528 lb 2,898 "# 3,654 "# 3 pin OK 5 3,600 lb 42.0 in 46.0 in 340 lb 190 lb 3,685 lb 4,723 "# 3,735 "# 3 pin OK 6 3,600 lb 48.0 in 464 lb 260 lb 1,843 lb 3,114 "# 1,964 "# 3 pin OK Total: 1,152 lb 645 lb Notes MAX LOAD GOVERNED BY SLAB STRESSES LACIE-N-070913-1 2 TWE G Page / of l 0 7/1 2/2013