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HomeMy WebLinkAboutReport (2) Ctr tural once is ngineering 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel: 714.632.7330 Fax:714.632.7763 By: RPL Project: THE STASH TEA CO Project#: N-121013-5 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 THE STASH TEA CO TYPE A Page 2 of 14 12/13/2013 Str tura) once is En ineerin 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: RPL Project: THE STASH TEA CO Project#: N-121013-5 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 E70xo: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 r Beam • �= J I Horizontal Brace Beam to Column Connector Diagonal Brace Frame Height • •'•'• Beam Product • • • • Spacing Base Plate and Anchors I Panel Beam Height Length TIT I. HFrame I Depth Front View: Down Aisle Section A: Cross Aisle (Longitudinal) Frame (Transverse ) Frame THE STASH TEA CO TYPE A Page 3 of It/ 1 2/1 3/2013 Str tura) oncepts - -JEngineering 1200 N.Jefferson Ste.Ste F Anaheim. CA 92807 Tel: 714.632.7330 Fax:714.632.7763 By: RPL Project: THE STASH TEA CO Project#: N-121013-5 Configuration&Summary:TYPE A SELECTIVE RACK - - - - - - I 1` / **RACK COLUMN REACTIONS ASD LOADS 26" AXIAL DL= 100/b 78" AXIAL LL= 4,800/b SEISMIC AXIAL Ps=+/- 1,969 lb BASE MOMENT= 0 in-lb 144" 144" 52" Bas 60" r \ 51. — 'r 96" 'f 't` 44" —T 44" 4 Seismic Criteria #Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.934, Fa=1.126 2 44 in 144.0 in 3 96 in Single Row Component Description STRESS Column Fy=55 ksi INTLK LU75/3x3x13ga P=4900 Ib, M=12426 in-lb 0.6-OK Column&Backer None None None N/A " Beam Fy=55 ksi Intik 40E 4Hx2.75Wx0.063"Thk Lu=96 in Capacity: 5030 lb/pr 0.95-OK Beam Connector Fy=55 ksi Lvl 1: 3 pin OK Mconn=10524 in-lb Mcap=15230 in-lb 0.69-OK Brace-Horizontal Fy=55 ksi Intik 1-1/2x1-1/4x3/8x16ga 0.19-OK • Brace-Diagonal Fy=55 ksi Intik 1-1/2x1-1/4x3/8x16ga 0.34-OK Base Plate Fy=36 ksi 8x5x3/8 Fixity= 0 in-lb 0.36-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=725 Ib) 0.325-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.56-OK Level Load Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector 1 4,800 lb 60.0 in 52.0 in 236 lb 132 lb 4,900 lb 12,426 "# 10,524 "# 3 pin OK 2 4,800 lb 78.0 in 52.0 in 543 lb 304 lb 2,450 lb 5,926 "# 5,864 "# 3 pin OK 26.0 in Total: 779 lb 436 lb Notes THE STASH TEA CO TYPE A Page 4 of iq 12/13/2013 Str tura) ko once is j. ngineering 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel:714.632.7330 Fax: 714.632.7763 By: RPL Project: THE STASH TEA CO Project#: N-121013-5 Seismic Forces Configuration:TYPE A 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= 0.934 Transverse(Cross Aisle)Seismic Load S1= 0.336 V= Cs*Ip*Ws=Cs*Ip*(0.67*LL*PLrf+DL) yr Fa= 1.126 Cs1= [Sds/R] *0.67 0.67 fa.,r perRMI commentary Sec 2.18 See 21[' StWes Redualon(o.,SOL ,g E Fv= 1.728 = 0.1174 Cs-max*Ip= 0.1174 Ilii. Sds=2/3*Ss*Fa= 0.701 Cs2= 0.14*Sds*0.67 Vmin= 0.015 ME Sd1=2/3*S1*Fv= 0.387 = 0.0658 Eff Base Shear=Cs= 0.1174 Ca=0.4*2/3*Ss*Fa= 0.2804 Transverse Elevation Cs3= [0.5*S1/R] *0.67 WS= (0.67*PLs,*PL)+DL (Transverse,Braced Frame Dir.)R= 4.0 = 0.0281 = 6,632 lb Ip= 1.0 Cs-max= 0.1174 vtransv=Vt= 0.1174* (200 lb+6432 Ib) PLRF1= 1.0 Base Shear Coeff=Cs= 0.1174 EL= 779 lb Pallet Height=hp= 68.0 in ASD Format Loads ASD Level Transverse seismic shear per upright DL per Beam Lvl= 100 lb Level PRODUC LOAD/LVL,PL PL*0.67*PLrf DL hi wi*hi Fi Fi*(hi+hp/2) 1 4,800 lb 3,216 lb 100 lb 60 in 198,960 236.1 lb 22,193-# 2 4,800 lb 3,216 lb 100 lb 138 in 457,608 542.9 lb 93,379-# 1 sum: 9,600 lb 6,432 lb 200 lb W=6632 lb 656,568 779 lb 1=115,572 Longitudinal(Downaisle)Seismic Load 'Similarly for longitudinal seismic loads,using R=6.0 Ws= (0.67*PLRF2* PL) + DL PLRF2= 1.0 I.\'\y 1\"'"‘"1 '\y r\\‘1 Cs1=Sd1/(T*R)= 0.0432 = 6,632 lb (Longitudinal,Unbraced Dir.)R= 6.0 Cs2= 0.0658 Cs=Cs-max*Ip= 0.0658 T= 1.00 sec H\1 M Fig r ii Cs3= 0.0188 Vlong= 0.0658* (200 lb+ 6432 Ib) 1""1 N" h" l H1 Cs-max= 0.0658 EL= 436 lb ASD Level Long&seismic shear per upright Level PRODUC LOAD/LVL,PL PL*0.67*PLrf DL hi wi*hi Fi Front View 1 4,800 lb 3,216 lb 100 lb 60 in 198,960 132.1 lb I 2 4,800 lb 3,216 lb 100 lb 138 in 457,608 303.9 lb sum: 6,432 lb 200 lb W=6632 lb 656,568 436 lb Tt1E STASH TEA CO TYPE A Pages) of /N 12/13/2013 Str tural once is c*------------__Ti ngineering 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: RPL Project: THE STASH TEA CO Project#: N-121013-5 Downaisle Seismic Loads Configuration:TYPE A 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= 436 lb Tributary area of two columns Vcol=Vlong/2= 218 lb of rack frame N. i • ` F1= 132 lb �\ \\ly1 144'1 '14- fit \t �.. \\\\\4'I Typical Frame made F2= 304 lb 4t*/of two columns F3= 0 lb *\\ h"$ 4\\ \\\\\. liP w \"• ♦ \\\\\\"I Top View I~ 96 —01i Front View Side View Seismic Story Moments Conceptual System Mbase-max= 0 in-lb <__=Default capacity hl-eff= hi -beam clip height/2 Mbase-v= (Vcol*hleff)/2 = 57 in Vcol = 6,213 in-lb <__=Moment going to base Mbase-eff= Minimum of Mbase-max and Mbase-v h2 = 0 in-lb PINNED BASE ASSUMED M 1-1= [Vcol* hieff]-Mbase-eff M 2-2= [Vcol-(F1)/2] *h2 I/11���� = (218 lb*57 in)-0 in-lb = [218 lb- 152 lb]*78 in/2 = 12,426 in-lb = 5,926 in-lb h1 Mseis= (Mupper+Mlower)/2 Beam to Column. Mseis(1-1)= (12426 in-lb+ 5926 in-lb)/2 Mseis(2-2)= (5926 in-lb+ 0 in-lb)/2 Elevation = 9,176 in-lb = 2,963 in-lb Summary of Forces LEVEL hi Axial Load Column Moment Mseismic Mend-fixity Mconn** Beam Connector 1 60 in 4,900 lb 12,426 in-lb 9,176 in-lb 4,856 in-lb 10,524 in-lb 3 pin OK 2 78 in 2,450 lb 5,926 in-lb 2,963 in-lb 4,856 in-lb 5,864 in-lb 3 pin OK . I Mconn= (Mseismic+Mend-fixity)*0.75 . Mconn-allow(3 Pin)= 15,230 in-lb The STASh TEA CO TYPE A Page é of r 0 1 2/1 3/20 1 3 • Strturai oncepts Engineering 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: RPL Project: THE STASH TEA CO Project#: N-121013-5 Column(Longitudinal Loads) Configuration:TYPE A 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: INTLK LU75/3x3x13ga hi__3.000 in bl Aeff= 0.757 inA2 Iy= 0.871 in^4 Kx= 1.7 X Ix= 1.320 in^4 Sy= 0.574 in^3 Lx= 58.0 in 17 Sx = 0.879 in^3 ry= 1.080 in Ky= 1.0 y 3.000 in rx= 1.320 in Fy= 55 ksi Ly= 52.0 in 10.090 in I Qf= 1.67 Cmx= 0.85 Cb= 1.0 k-- • !J E= 29,500 ksi 14_0.75 in Loads Considers loads at level 1I 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= 100 lb COLUMN PL= 4,800 lb Axial Load=P= (1.077121*l00 Ib)+(1.098154*48001b*0.75) Moment=Mx= Mcol*0.75 Mcol= 12,426 in-lb = 4,061 lb = 12426 in-lb* 0.75 0.11Sds= 0.077121 = 9,320 in-lb 0.14Sds= 0.098154 Axial Analysis KxLx/rx= 1.7*58"/1.3196" KyLy/ry= 1*52"/1.08" Fe > Fy/2 = 74.7 = 48.1 Fn= Fy(1-Fy/4Fe) • = 55 ksi*[1-55 ksi/(4*52.1 ksi)] Fe= n^2E/(KL/r)max^2 Fy/2= 27.5 ksi = 40.5 ksi = 52.1ksi Pa= Pn/Qc Pn= Aeff*Fn Qc= 1.92 = 30657 lb/1.92 = 30,657 lb = 15,967 lb P/Pa= 0.25 > 0.15 Bending Analysis Check: P/Pa + (Cmx Mx)/(Max ux)<_ 1.0 P/Pao+ Mx/Max<_ 1.0 Pno= Ae*Fy Pao= Pno/S2c Myield=My= Sx*Fy = 0.757 inA2*55000 psi = 41635lb/1.92 = 0.879 in^3*55000 psi = 41,635 lb = 21,685 lb = 48,345 in-lb Max= My/4f Pcr= n^2EI/(KL)max^2 = 48345 in-lb/1.67 = n^2*29500 ksi/(1.7*58 in)^2 = 28,949 in-lb = 39,531 lb px= {1/[1-(52c*P/Pcr)]}^-1 = {1/[1-(1.92*4061 lb/39531 lb)]}^-1 = 0.80 Combined Stresses (4061 lb/15967 Ib)+(0.85*9320 in-lb)/(28949 in-Ib*0.8) = 0.60 < 1.0,OK (EQ C5-1) (4061 lb/21685 Ib) +(9320 in-lb/28949 in-Ib) = 0.51 < 1.0,OK (EQ C5-2) ThE STASH TEA CO TYPE A Page 7 of /q 12/13/2013 Str tural on is engineering 1200 N.Jefferson Ste,Ste F Anaheim,CA 92807 Tel:714.632.7330 Fax: 714.632.7763 By: RPL Project: THE STASH TEA CO Project#: iv-121013-5 BEAM Configuration:TYPE A SELECTIVE RACK DETERMINE ALLOWABLE MOMENT CAPACITY 2.75 in A)Check compression flange for local buckling(82.11 `1.75 in ,I w= c-2*t-2*r T = 1.75 in-2*0.063 in-2*0.063 in r•-'-+ = 1.498 in ( 1.625 in w/t= 23.78 1=lambda= [1.052/(k)"0.5]*(w/t)*(Fy/E)^0.5 Eq. B2.1-4 = [1.052/(4)^0.5]*23.78* (55/29500)1'0.5 4.000 in = 0.54 < 0.673, Flange is fully effective Eq. 82.1-1 1 0.063 in B)check web for local buckling per section b2.3 fl(comp)= Fy*(y3/y2)= 49.90 ksi f2(tension)= Fy*(y1/y2)= 101.67 ksi Y= f2/f1 Eq. B2.3-5 Beam= Intik 40E 4Hx2.75Wx0.063"Thk = -2.037 Ix= 1.634 in^4 k= 4+ 2*(1-Y)^3+ 2*(1-Y) Eq. B2.3-4 Sx= 0.767 in^3 = 66.10 Ycg= 2.640 in flat depth=w= yl+y3 t= 0.063 in = 3.748 in Bend Radius=r= 0.063 in w/t= 59.49206349 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/(66.1)^0.5]*3.748*(49.9/29500)^0.5 E= 29500 ksi = 0.317 < 0.673 top flange=b= 1.750 in be=w= 3.748 in b2= be/2 Eq B2.3-2 bottom flange= 2.750 in bl= be(3-Y) = 1.87 in Web depth= 4.000 in = 0.744 Fy • b1+b2= 2.614 in > 1.234 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) t 0.148 in C= 2*Lc/(Lf+2*Lc) y2 Lflange-top=Lf= 1.498 in = 0.165 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 12(tension) = 78.485 ksi Thus, Fya-top= 58.88 ksi (tension stress at top) yl= Ycg-t-r= 2.514 in Fya-bottom= Fya*Ycg/(depth-Ycg) y2= depth-Ycg= 1.360 in = 114.29 ksi (tension stress at bottom) y3= y2-t-r= 1.234 in Check allowable tension stress for bottom flange Lflange-bot=Lfb= Lbottom-2*r*-2*t = 2.498 in Cbottom=Cb= 2*Lc/(Lfb+2*Lc) = 0.106 Fy-bottom=Fyb= Cb*Fyc+(1-Cb)*Fyf = 57.49 ksi Fya= (Fya-top)*(Fyb/Fya-bottom) = 29.62 ksi if F= 0.95 Then F*Mn=F*Fya*Sx= 21.58 in-k 6,1 04 14 StrpGturaI 1•#on tural kooncpts ngineering 1200 N.Jefferson Ste,Ste F Anaheim,CA 92807 Tel: 714.632.7330 Fax:714.632.7763 By: RPL Project:THE STASH TEA CO Project#: N-121013-5 • BEAM Configuration:TYPE A SELECTIVE RACK RMI Section 5.2, PT II Section Beam= Intik 40E 4Hx2.75Wx0.063"Thk Ix=Ib= 1.634 in^4 2.75 in Sx= 0.767 inA3 t= 0.063 in E= 29500 ksi 1.75 in 4, Fy=Fyv= 55 ksi F= 200.0 Fu=Fuv= 65 ksi L= 96 in rj 1' Fya= 58.9 ksi ( 1.625 in 4.000 in Bending i 0.063 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*200*96 in)/[(6*29500 ksi*1.634 inA3)+(3*200*96 in)] = 0.889 if F= 0.95 Then F*Mn=F*Fya*Sx= 42.90 in-k Thus,allowable load per beam pair=W= F*Mn*8*(#of beams)/(L*Rm*W) = 42.9 in-k*8*2/(96in*0.889* 1.599) = 5,030 lb/pair Mend= W*L*(1-Rm)/8 = (5030 lb/2)*96 in*(1-0.889)/8 = 3,350 in-lb Deflection Dmax= Dss*Rd Rd= 1 -(4*F*L)/(5*F*L+ 10*E*Ib) = 1-(4*200*96 in)/[(5*200*96 in)+(10*29500 ksi*1.634 in^4)] = 0.867 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*1.634 in^4*2/[180*5*(96 in)^2*0.867) = 5,148 lb/pair L/180= 5*W*L^3*Rd/(384*E*Ib*#of beams) Allowable load= 5,030 Ib/pair) • g,2 OF 1y • • +MI•A4.•mon" _rnninvoninn . 1200 N.Jefferson Ste, Ste F Anaheim,CA 92807 Tel:714.632.7330 Fax: 714.632.7763 By: RPL Project:THE STASH TEA CO Project#: N-12 I 01 3-5 3 Pin Beam to Column Connection TYPE A SELECTIVE RACK I he beam end moments shown herein show the result of the maximum induced fixed end monents form seismic+static loads and the code mandated minimum value of 1.5%(DL+PL) Mconn max= (Mseismic+ Mend-tixity)*0.75 = 10,524 in-lb Load at level 1 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 inA2 Pshear= 0.4* Fy*Ashear = 0.4* 55000 psi*0.1507in^2 = 3,315 lb Bearing Capacity of Pin tcol= 0.090 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha* Fu*diam *tcol/Omega = 2.22* 65000 psi*0.436 in*0.09 in/2.22 = 2,562 lb < 3315 lb Moment Capacity of Bracket Edge Distance=E= 1.00 in Pin Spacing= 2.0 in Fy= 55,000 psi C= P1+P2+P3 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= 2,562 lb = 5,531 lb Mconn-allow= [P1*4.5"+P1*(2.5"/4.5")*2.5"+P1*(0.5"/4.5")*0.51 = 2562 LB*[4.5"+(2.574.5")*2.5"+(0.574.5")*0.51 = 15,230 in-lb > Mconn max, OK THE STASH TEA CO TYPE A Page'9 of 10 12/13/2013 Str tura) once is . ___.jr-` n ineerin 9 9 1200 N.Jefferson Ste.Ste F Anaheim. CA 92807 Tel:714.632.7330 Fax: 714.632.7763 By: RPL Project: THE STASH TEA CO Project#: N-121013-5 Transverse Brace Configuration:TYPE A SELECTIVE RACK Section Properties Diagonal Member= Intik 1-1/2x1-1/4x3/8x16ga Horizontal Member= Intik 1-1/2x1-1/4x3/8x16ga Area= 0.258 in^2 1.0-1.500 Area= 0.258 in^2 I.500 r min= 0.460 in r min= 0.460 in Fy= 55,000 psi I–"—'–' Fy= 55,000 psi r-'"-"'-'7 K= 1.0 I 1 I.250 K= 1.0 I 1 I .250 52c= 1.92 `_ —1 4 IIL_ !JI d w - —0.25 -i=1 1--0.25 Frame Dimensions Bottom Panel Height=H= 52.0 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 Vb=Vtransv= 779 lb vb Imo`_ (kl/r)= (k* Ldiag)/r min Ldiag= [(D-B*2)^2+ (H-6")^2]^1/2 = (1 x 59.7 in/0.46 in) = 59.7 in = 129.8 in Ldiag I I Pmax= V*(Ldiag/D)* 0.75 Fe= pi^2*E/(kl/r)^2 r= 793 Ib = 17,281 psi Zmax SINCE Fe<Fy/2, Fn= Fe 3°> Pn= AREA*Fn = 17,281 psi B = 0.258 in^2* 17281 psi Typical Panel = 4,457 lb conn uratipn Check End Weld Lweld= 2.5 in Pallow= Pn/Q Fu= 65 ksi = 4457 lb/1.92 tmin= 0.060 in = 2,321 lb Weld Capacity= 0.75*tmin* L* Fu/2.5 = 2,925 lb OK Pn/Pallow= 0.34 <= 1.0 OK Horizontal brace Pmax=V= 584 lb (kl/r)= (k* Lhoriz)/r min Fe= pi^2*E/(kl/r)^2 Fy/2= 27,500 psi = (1 x 44 in)/0.46 in = 31,790 psi = 95.7 in . SINCE Fe>Fy/2, Fn=Fy*(1-fy/4fe) Pn= AREA*Fn Pallow= Pn/Qc = 31,211 psi = 0.258in^2*31211 psi = 8049 lb/1.92 = 8,049 lb = 4,192 lb Pn/Pallow= 0.19 <= 1.0 OK TI1E STASH TEA CO TYPE A Page /0 of /Q 12/13/2013 • Str tura) once is Cn ineerin 9 9 1200 N.Jefferson Ste.Ste F Anaheim. CA 92607 Tel:714.632.7330 Fax: 714.632.7763 By: RPL Project: THE STASH TEA CO Project#: N-121013-5 Single Row Frame Overturning Configuration:TYPE A 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 A } } } Vtrans=V= 779 lb hp (0.6-0.11Sds)= 0.5229 DEAD LOAD PER UPRIGHT=DL= 200 lb (0.6-0.14Sds)= 0.5018 v ID PL PER UPRIGHT=PL= 9,600 lb PLapp=PL*0.67= 6,432 lb Frame Depth=D= 44.0 in H h fst=(0.522879*DL+0.501846*PLapp*0.75)= 2,525 lb Htop-Iv1=H= 138.0 in PL @ TOP= 4,800 lb # Levels= 2 DL/Lvl= 100 lb #Anchors/Base= 2 h= 172.0 in T A V E(Fi*hi)= 115,572 in-lb hp= 68.0 in Total Dead Load per Bay=DL= 200 lb D Load Case 1: Fully Loaded rack SIDE ELEVATION Vtrans= 779 lb Movt= E(Fi*hi)*0.75 Mst= Wst* D/2 T= (Movt-Mst)/D = 86,679 in-lb = 2525 lb*44 in/2 = (86679 in-lb-55550 in-lb)/44 in = 55,550 in-lb = 707 lb Net Uplift per column Load Case 2:Top Level Loaded Only Citical Level= 2 h= 172.0 in V1=Vtop= Cs*Ip*Ws Pinned Base Movt= [V1*h+V2*H/2]*0.75 = 0.1174* (4800 Ib) = [564 lb*172 in +23 lb*138 in/2]*0.75 = 564 lb = 73,946 in-lb V2=VDL= Cs*Ip*DL = 23 lb T= (Movt-Mst)/D Mst= (0.522879*DL+0.501846*PL*0.75)* D/2 = (73946 in-lb-42047 in-lb)/44 in = (100 lb*2*0.522879+4800 lb*0.501846*0.75)*44 in/2 = 725 lb = 42,047 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: (354 Ib/1250 Ib)^1 + (195 Ib/1840 Ib)^1 = 0.39 <= 1.2 OK Top Level Loaded: (363 lb/1250 Ib)^1 + (141 lb/1840 Ib)^1 = 0.37 <= 1.2 OK T11E STASH TEA CO TYPE A Page a of 12/1 3/20 13 Strjturai oncepts Engineering 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: RPL Project: THE STASH TEA CO Project#: N-121013-5 Base Plate Configuration:TYPE A SELECTIVE RACK Section *- a - a Baseplate= 8x5x3/8 A- Eff Width=W= 6.00 in a = 2.00 in a Mb Eff Depth=D= 5.00 in Anchor c.c. =2*a=d= 4.00 in EPENEral Column Width=b= 3.00 in N=#Anchor/Base= 2 • ( b IF L Column Depth=dc= 3.00 in Fy= 36,000 psi w -► L= 1.50 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-i-0.1450S)PL*0.75+EL*0.75<=1.0,ASD Method COLUMN DL= 100 lb COLUMN PL= 4,800 lb Axial=p= (1.077121*100Ib)+(1.098154*4800 Ib*0.75) Mb= Base Moment*0.75 Base Moment= 0 in-lb = 4,061 lb = 0 in-lb* 0.75 0.11Sds= 0.077121 = 0 in-lb 0.14Sds= 0.098154 Axial Load P= 4,061 lb Mbase=Mb= 0 in-lb Effec. Effec. E Axial stress=fa = P/A= P/(D*W) M1= wL^2/2=fa*L^2/2 = 135 psi = 152 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= fb1*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 = 152 in-lb/in S-plate= (1)(t^2)/6 Fb= 0.75*Fy = 0.023 inA3/in = 27,000 psi fb/Fb= Mtotal/[(S-plate)(Fb)] Fp= 0.7*F'c 0.24 OK = 1,750 psi OK Tanchor= (Mb-(PLapp*0.75*0.46)(a))/[(d)*N/2] Tallow= 1,250 lb OK = -1,263 lb No Tension Cross Aisle Loads Critical,bad case RMI Sec t.1,item 4:(1+0.115ds)DL+(1+0.145DS)PL'0.75+EL'0.75<=1.D,ASV Method Check uplift load on Baseplate Check uplift forces on baseplate with 2 or more anchors per RMI 7.2.2. Pstatic= 4,061 lb hen 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= 86,679 in-lb Pseismic= Movt/Frame Depth .hall be determined based on a design bending moment in the plate equal Frame Depth= 44.0 in = 1,970 lb o the uplift force on one anchor times 1/2 the distance from P=Pstatic+Pseismic= 6,031 lb he centerline of the anchor to the nearest edge of the rack column" b=Column Depth= 3.00 in T ♦ c ► L=Base Plate Depth-Col Depth= 1.50 in Ta Mu a 01111111 fa = P/A= P/(D*W) M= wL^2/2=fa*L^2/2 I b -I = 201 psi = 226 in-lb/in Elevation Uplift per Column= 725 lb Sbase/in = (1)(t^2)/6 Fbase= 0.75*Fy Qty Anchor per BP= 2 = 0.023 inA3/in = 27,000 psi Net Tension per anchor=Ta= 363 lb c= 1.50 in fb/Fb= M/[(S-plate)(Fb)] Mu=Moment on Baseplate due to uplift= Ta*c/2 0.36 OK = 272 in-lb Splate= 0.117 inA3 [fb/Fb]*0.75= 0.064 OK THE STASH TEA CO TWE A Page i2 of /u 12/13/2013 1. Str tura) once is -4 r- ngineering 1200 N.Jefferson Ste.Ste F Anaheim.CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: RPL Project: THE STASH TEA CO Project#: N-121013-5 Slab on Grade Configuration:TYPE A SELECTIVE RACK P slab • a t Concrete L'. a fc= 2,500 psi �� D b e tslab=t= 5.0 in slab t I -- ' 'Cross teff= 5.0 in IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ----' Aisle _ IIIIIIII "C = • hi - • p 0 0.6 144- x -*I I~ c Soil ~- Y L T�•; : : :• fsoil= 1,000 psf .'.Down Aisle Movt= 97,008 in-lb SLAB ELEVATION ' '.'.' Frame depth= 44.0 in Baseplate Plan View Sds= 0.701 Base Plate 0.2*Sds= 0.140 Effec.Baseplate width=B= 6.00 in width=a= 3.00 in midway dist face of column to edge of plate=c=4.50 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= 100 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 11 unfactoredASDload = 1.34022*100 lb+0.99022*4800 lb+ 1.5*2204 lb PRODUCT LOAD=PL= 4,800 lb per column = 8,193 lb unfactoredASD 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= (Mout/Frame depth) = (0.75978*100 Ib) +(0.75978*3216 lb) +(1.5*2204 lb) = 2,204 lb per column = 5,825 lb unfactoredASD load Load Case 3) 1.2*DL+ 1.4*PL RMI SEC 2.2 EQTN 2 ='1.2*100 lb+ 1.4*4800 lb = 6,840 lb Effective Column Load=Pu= 8,193 lb per column Puncture Apunct= [(c+t)+(e+t)]*2*t Fpunct= 2.66*phi*sgrt(fc) = 185.0 in^2 = 79.8 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.555 < 1 OK Slab Bending Pse=DL+PL+E= 8,193 lb Asoil= (Pse*144)/(fsoil) L= (Asoil)^0.5 y= (c*e)^0.5 + 2*t = 1,180 in^2 = 34.35 in = 14.2 in x= (L-y)/2 M= w*x^2/2 S-slab= 1*teff^2/6 = 10.1 in = (fsoil*x^2)/(144*2) = 4.17 in '3 Fb= 5*(phi)*(fc)^0.5 = 351.0 in-lb fb/Fb= M/(S-slab*Fb) = 150. psi = 0.562 < 1,OK THE STASH TEA CO TYPE A Page t3 of fy 12/13/2013 ' . . Structural Concepts -..- ___J Engineering 1200_N._Jefferson Ste Ste F Anaheim.CA 92607 Tel:714.632.7330 Fax:714.632.7763 By: RPL Project: THE STASH TEA CO Project#: N-121013-5 Configuration&Summary:TYPE B SELECTIVE RACK N - - - - - - T 2 ' ', **RACK COLUMN REACTIONS ASD LOADS 26' AXIAL DL= 100/b 54" AXIAL LL= 4,000/b SEISMIC AXIAL Ps=t/- 1,750/b BASE MOMENT= 0 in-lb 144" \ 144" 52" Bas s0' r \ 52" 1. -L 96" -f +— 44" 44" Seismic Criteria # Bm Lvls Frame Depth Frame Height #Diagonals Beam Length Frame Type Ss=0.934, Fa=1.126 2 44 in 144.0 in 3 96 in Single Row Component Description STRESS Column Fy=55 ksi INTLK LU75/3x3x13ga P=4100 Ib, M=15921 in-lb 0.95-OK Column&Backer None None None N/A - Beam Fy=55 ksi Intik 40E 4Hx2.75Wx0.063"Thk Lu=96 in Capacity: 5030 lb/pr 0.8-0K Beam Connector Fy=55 ksi Lvl 1:3 pin OK Mconn=10153 in-lb Mcap=15230 in-lb 0.67-OK Brace-Horizontal Fy=55 ksi Intik 1-1/2x1-1/4x3/8x16ga 0.16-0K • Brace-Diagonal Fy=55 ksi Intik 1-1/2x1-1/4x3/8x16ga 0.29-OK Base Plate Fy=36 ksi 8x5x3/8 Fixity= 0 in-lb 0.31-OK Anchor 2 per Base 0.5"x 3.25"Embed HILTI KWIKBOLT TZ ESR 1917 Inspection Reqd(Net Seismic Uplift=690 Ib) 0.3-OK Slab&Soil 5"thk x 2500 psi slab on grade. 1000 psf Soil Bearing Pressure 0.47-OK Level I 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 52.0 in 251 lb 141 lb 4,100 lb 15,921 "# 10,153 "# 3 pin OK 2 4,000 lb 54.0 in 52.0 in 402 lb 225 lb 2,050 lb 3,040 "# 4,183 "# 3 pin OK 26.0 in Total: 653 lb 366 lb Notes TI1E STASH TEA CO TYPE B Page iel of al 12/13/201 3