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HomeMy WebLinkAbout29225 CENTRAL AVE_ 05-00003102 (2) tructural (S 0i e is erin sRd, 5ulte 5 1729 5. ouglcs Ar-oheim, CA 92800 APP-iM.r-C Tel: 7",�t••450.0056 F(Dc 71a.a56.00roro FOR pE:Z - .- JANCE e-MOIJ: rceng0engineer.com SCCMG F F -c'ASSOCIATES, INC. BY ©ATE These plans have been r=p F.. -4 for ad!nerrnce to the applicable codes and E V,. . ,_,scQ. Authcriaation is hereby granted to isctae a L- rid-ng permit pending ar rn,oval by all appt cat-te Qof E SSlp yq Proe,�talom °r 5`CAiPLE`fSa# � based on �4�� �gOLHgss�f�` se Ntuc s soal not be to Ti v 9 y pe.--.,t or approve at,.: :< ct the ir- codes or ordinaorce_ a0thority to vir! _= or :"tat &' R?nP provisions of .tz th { Project Number : E-0243 sl C,V Date-: 03A8105 -y 1 7 2005 Street : GAMBERN AVE. $ CENTRAL A City/State : LACE ELSINOR.E, CA. 92532 Scope of Work : STORAGE RACKS St tural roonjapts ngineering 1725 S.Douglass Rd,Ste D,CA 92806 Tel:714.456.0056 Fax:714.456.0066 By: BOBS. Project:STAPLES#1387 Project# E-0243 TABLE OF CONTENTS TitlePage ...................................................................... 1 Tableof Contents............................................................. 2 Desiqn Data and Definition of Components ............................ 3 Critical Confiquration ....................................................... 4 5`i5mic Loads.................................................................. S to 6 Column ........................................................................ 7 Beam and Connector........................................................ 8 to 9 Bracinq ......................................................................... 10 Anchors .................... ................................................... 11 BasePlate...................................................................... 12 Slabon Grade ................................................................. 13 Other Confiqurations..............................•........................ 14 to 12 Gondola Shl-1%4nq Analysis 15 to raaPe9 5e-ct�ve E-0243 120MV30 Page ' of s— 3/18/2005 Stur-al _ on is Engineering 1725 S.Douglass Rd,Ste D,CA 92806 Tel:714.456.0056 Fax:714.456.0066 By:BOB S_ Project:STAPLES f1387 Project of. E-0243 Configuration &Summary: Selective 1200 high x 30"steep x 8'wide S/R 36" 6D" 12ir 120" 36' 60" I - 36" 11 Seismic Zone I #Bm L-s I Frame Depthl Frame Heiqhtl Dia onals I Beam Length Frame Type 4 2 30 in 120.0 in 3 96 in Single Row Comf2nent Description STRESS Column F -45Ksi 3x3xl4ga P=1575 lb, M=14094 in-lb 0.6-OK Column Backer None None None N/A Beam F =45Ksi Lv 1:St Beam 5x2.125 x0.075 aj Lu=96 in Capacity: 5951 b/ r 0.25-OK Beam Connector F =45Ksi Lv 1:4 PIN OK Mconn=11038 in-lb Mca =43449 in- b 0.25-OK Brace-Horizonte F =45Ksi 1-5/8'x1-5/16'x16ga 0.1-OK Brace-Diagonal F =45Ksi 1-5/8'x1-5/16 x16 a 0.15-OK Base Plate F =36Ksi 4'x 5.5'x 0-25'thk Fixity=0 in-lb 0.37-OK An or 1 Kr Base 0.5'x 3.5'Embe4 HlUn KWIK BOLT 11 WEDGE ICBO 4627 0.57-OK Slab 5'thk x 2000 psi s a .500 psf Soil Bearing Pressure I 0.27-OK Level Load Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Lon it. Axial Moment Moment Connector 1 1,500 lb 60.0 in 36.0 in 206 Ib 162 lb 1,575 lb 14,094 # 11,038 V 4 PIN OK 2 1-zoo lb 60D in 36.0 in 413 lb 324 lb 788 lb 4,860 "# 3,991 V 4 PIN OK 35.0 in Total: 619 lb 486lb Notes 5tap@s5 5e"-ectwe -0243 12MX30 Page 'A of 3/1 8/2005 Stur-al on is engineering 1725 S.Douglass Rd,Ste D,CA 82806 Tel:714.456.0056 Fax:714.456.0066 By:BOB S. Project:STAPLES#1387 Project# E-0243 Vownaisle Seismic Loads Configuration:Selecti«120'high x 30'4eep x W wide 5/R Determine the story momeni-s by applying portal analysis.The base plate is assumed to provide no fixity. Seismic Story Forces Vlong= 486lb Vcol=Vlong/2= 243lb F1= 162 lb 2= 324lb i;= O Ib Seismic Story Momerts MI:Qse-max= 0 in-Ib i--- D&,uIE capacity mbase-.-- (Vcol'I51e IT)/s = 7,047 in-lb Mornerrt going to base 4D.1se-e r= Minimum of N=,ib ase-max and Albase-v = 0 in-lb M 1-1= 1lfcol'M J-Mbase-dr Psi 2-2= IVcol-MO/2)'h2 _ C'sa'str-off = 1243 lb-162 Ib)'60 in/2 = 14,094 in-lb = 4,860 in-lb Mseis= (Mupper+Aikn..,=r)/2 Aiseis(1-1)= (1409t in-lb+4860 ir,-la)/ AALceis(2-2)= (4850 in-lb+0 in-lb)/2 = 9,477 in-lb = 2,430 in-lb Summary of•Forces LEVEL hi Axial Load Column Mornent Mseismic Mend-fix'Men4-fixffy Mconn Beam Connector 1 60 in 1,375 lb 14,094 in-lb 9,47 in-lb 1,>z41 in-I-, 11,038 in-lb 4 PIN OK 2 60 in 788 lb 4,860 in-lb 2,430 in-lb 1,561 in-lb 3,991 in-lb 4 PIN OK Aiconn-allo+.vC4 pin)= 43,449 in-15 e�5e!ectwe E-0243 l 2OX8X30 Page of 3/1-5/2005 Stdur�al on is 4,e engineering 1725 S.Douglass Rd,Ste D,CA 82806 Tel:714.456.t1056 Fax:714.456.0066 By:BOB S. Project:STAPLES#1387 Project#. E-0243 Column Configuration:Selective 120'high x 50'4eep x 8`ki4e S/R Conforms to the requirements 01 Chapter C5 o t,e 1096 AISI Cod Formes#Steel Design Manual for combined bending and axial loaTs- Section Properties - Section- 3x3.,'fdai 3.000 Aeff= 0.643 in^2 h= 0.749 in^4 Kx= 1.2 Ix= 1.130in^4 Sy= 0.493in^a Lx= 60.0in Sx= 0.753 in^3 ry= 1.080 in Ky= 1.0 0.075 3 000 rx= 1.326 ir, F)- 45 ksi Ly= 36.0 in Of- 1.67 Cmx= 0.85 Cb= 1.0 E= 29,500 ksi 0.075 in Loads Axial=P= 1,575 lb Moment--Mx-- 14,094 in-lb (Column stresses @ Level 1) Axial Analysis KxLx/rx= 1.2'60'/1.326' KyLy/ry= 1'3671.08' Fe >F y/2 = 543 Fn= Fy(1-Fy/4Fe) = 45 ksi'11-45 ksi/(4'98.8 ks01 Fe= r^2U(K r)mrX^2 Fy/2= 22.5 ksi = 39.9 ksi = 98.8ksi Pn= Aeii'Fn Qc= 1.92 Pa= Pn/f)c = 2s,639lb = 256391b/1.92 = 13,3531b P/Pa= 0.12 < 0.15 Bending Analysis Check P/N-,,ix/,\1aX s 1-33 Pno= Ae'Fy Pao= Pno/S2c Myield=My= Sx'Fv = 0.643 in^2'45000 psi = 28935lb/1.92 = 0 753 in^3'45000 psi = 28,955 lb = 15,070 1b = 53,885 in-lb �tiaa= 1"1y/4f Pcr- ;c^2EV(KL)max^2 _ 53,885 in-lb/1.67 = a^2'29500 ksi/N.2'60 in)^2 = 20290 in-la = 65,465 ib /lx= 11/l1-(.QeP/Pa)l1^A _ {1/11-0.92i575 lb/65465 lb))1^-1 = 0.95 Combined Stresses (15i5 lb/15-35-5 ib)_(14094 in-Ib/20290 in-lb)= 0.80 <153,OK (EQ C5-3) 5tap!e5 5e'ectve E-02431 120MM30 Page of 3/18/2005 St tural is ngineenng 1725 S.Douglass Rd. Ste D Anaheim,CA 92806 Tel: 714.456.0056 Fax:714.456.0066 By: BOBS. Project:STAPLES#1387 Project#: E-0243 4 Pin Beam to Column Connection Selective 120'high x 30'deep x 8'wide 51K Mconn max= 1 1,038 in-lb P r P2 Jr 3" 9" P3 _ J - 0 in- i2- Connector Type 4 Pin Shear Capacity of Pin PIN OIAM= 0.44 in Fy= 45,000 psi Ashear= (0.438 in)^2 ' Pil4 = 0.1507 in^2 Pshear= 0.4 ' Fy' Ashear = 0.4 ' 45000 psi ' 0.1507m^2 = 2,713 lb Bearina Capacity of Pm Per the 199G AI51 Cold Formed Steel Manual, 5ec E3.3: tool= 0.08 in Fu= G5,000 psi Omega= 2.22 alpha= 2.22 Pbeanna,= alpha ' Fu ' diam ' tcoVOmeop = 2.22 ' G5000 P51 ' 0.438 IN ' 0.075 IN/2.22 = 2,135 lb < 2713 lb Moment Capacity of Bracket Edqe Distance=E= 1.00 in Pin Spacing= 3.0 in Fy= 45,000 psi C= P I+P2+P3+Pr tchp= 0.1&in 5clip= 0.127 in^3 = 2.105 ' PI Mcap= 5clip ' Fbendinq SINCE C'd= Mcap = 2.105 AND d= E12 = 0.127 IN^3 ' O.GG ' Fy = 0.50 in = 3,772 mob Pdip= Mcapl(2.105 ' d) = 3771.9 m4b/(2.105 ' 0.5 in) Thus, P I= 2,135 lb = 3,584lb Mconn-allow= (P I'9.5'+P 1'(G.579.5)'G.5' +P 1'(3.5'/9.5*)3.5' +P 1'(0.579.5')'O.5'J'1.33 = 2135 LB'(9.5-+(G.5'/9.5)'G.5'+(3.5%9.5)'3.5'+(O.5%9.5')'0.51'1.33 = 43,449 in-1b > Mconn max, OK 5tap1�5ew.ctwe E-0243 12OX8x30 Page of 3/18/2005 Stdu-ralon is -,� engineering s� 1725 S Douglass Rd,Ste D,CA 92806 Tel:714.456.0056 Fax:714.456.0066 By:BOB S. Prolect: STAPLES W'1387 Project# E-0243 Anchors Configuration:Selective 120'high x 30'4eep x 8'wde S/R Check overturning per section 2:1228.7.1.or the 2001 CBC. Loads Vbgns=V= 619lb v _ DVFrame- 150lb LLIFrzame= 3,000 lb Frame Depth=D= 30.0 in 'V','st=(0.9'DL+LVr)tot~4= 3,135lb FI:op-M= 120.0 in ILL 0 TOP= 1,500 ib #Levels= 2 DL/L,,4= 75lb n-#*dr -- 1 DL'0.90= 68 lb #Anchors/Base-- 1 T Lateral0.4 Ford--SUNW)= 61,902 in-I; n= 1 I-- D--i Fully Loaded rack si°F e1 EVATION' kAa4n5= 619lb AAA= V\rst' D/2 T= (Movt-Mst)/D = 5i902in-%'1.15 = 31351b'30 in/2 = (711871n-lb-47025 in-lb)/30 in = 71187 in-lb = 47,025 in-lb = 805 lb Top Level Loaded Only Critical Leve= 3 14 gt 0 L%4 2= 120.0 in l/tap= 2.5'Ca'ICDL+LLC�top/n- 4rs�)/(R'1.4) Mop#= k4op`Htop'1.15 = 0.1964'(75 lb+1500 ib/1) = 309.33 Ib'120 in '115 = 309 lb = 42,688 in-lb JNIh--t-- 0.9'(DL-total+Lltop/n)'D/2 T= (MCAI A50/D = (1500lb/1 +67.5 Ib'2'09)'30 in/2 = (42688 in-lb-24323 in-lb)/30 in = 24,323 in-lb = 612 lb Anchor Check(1)0.5'x 3.5'Embed HILT) KWIK BOLT 11 WEDGE anchor(s) per base plate. Special inspection is not provided per ICBO 4627. Pullout Cap3ciI,-,r-Tc4p= 875 lb L.A.City Jurisdiction? NO Shear C4Pacity`-VC4-p= 1,840 lb Phi= 1.33 T(-_p'Phi= 1,1164lb vcap'Phi= 2,447lb Fully Loaded: (805 Ib/1164 lb)^1.66+(310 lb/2447 Ib)^1.66= 0.57 - 10 OK Top Level Loaded: (612 lb/1164 lb)^1.66+(155 lb/2447 lb)^1.66= 0.55 - 10 OK SYapEes E-0243 i 20MX30 Page 'I of =� 3/18/2005 Stur-al on is engineering -� 1725 S.Douglass Rd,Ste D,CA 928N Tel:714.456.0056 Fax:714.456.0066 By: BOBS. Project: STAPLES#138-1 Project# E-0243 Base Plate Configuration:SelecEiv,-120=high x 30"keen x B'vg4e S/R Section ` P 4ir,4,,=w= 4.00 in a= 1.00 in a Depth=D= 5.50 in A-whor c.c.=2•a=-d= 2.00 in Column VX'Wth=b= 3.00 in eN An:hor/Base= 1 Mb L= 0.50 in Fy= 36,000 psi Plate if itlrzess=t= 0.30 in I b L Down Aisle Loads P= 1,575 lb Agbase=i`9b= O in-(b -- Axial Bearing sia—=sa= P/A-=P/(D'�. ) M1= wL^2J2={'L^2/2 = 72 psi = 9 in-lb flioment sbess--M= X16=b'vib/I(D'B^2) Momeff,Rress=l~2- 2'f ' UVV = 0.0 psi = 0.0 psi Moment St►e s=f%l= ra-i v2 ►tL= f b1'L^2)/2 = 0.0 nsi = 0 in-lb ivz= on)•fi�2•t• An=or,),%2•L^2 Mtoiai= AM1+M2+M3 = 0 in-lb = 9 in-lb/in S-plate= 01}(i^2)A Fb= 0.757y'1.33 = 0.01 in^shn = 35,910 psi ro/Fb= ram!/!(S-ptate)(Fb)1 0.02 OK Tanchor= (A5b-(P'0.9)(a))/l(4)'N/21 Tallo4ti-- 1,15416 OK = -1,418 lb No Tension Cross Aisle Loads - Pstabc= 1, ,75!b A4ot. 71,187 in-lb Pseismic-- MmVFrame Depth P=Pstatic+Pseism)c= 3,948 Ib Frame Depth= 30.0 in = 2,373 lb b=Column Dtp h= 3.00 in L=Base Plate Depth-Col Depth= 1.25 in = P/A=P/(D'VV) Ai= %NFL^2/2=hi'L^2/2 = 179 psi = 140 in-lb/in Sbase/in= (1)(t^2)/6 Fbase= 0.75'Fy'1.33 = 0.01 in^3/in = 36,000 r-I rr%/F'n= NI/[(S-plit,06b)) 0.37 OK Staples 5e2ectm_E-0243 120X3Y30 Page 2 of � 3/15/2005 SturIal on is engineering 1725 S.Douglass Rd,Ste D.CA 92806 Tel:714.456.0056 Fax:714.456.0066 By: BOB S. Project:STAPLES#1387 Project# E-0243 Slab on Grade Configuration:Selective 120'high x 50'deep x 8`Mde S/R P ..'Z slab _ Concrete _- f c= 2,000 psi ' a : ;--Eb tslab=t= 5 O In = e phi=O= 0 65 slab Cross Cross ---' Aisle oil a -'E I fsoiI= 500 psf Fl-- y B � � Movt= 71,187 in-lb =Down Aisle Frame depth= 300 in SLAB ELEVATION Base PI Boseolole Plan View 6= 4.00 in %x!4kh=a= 3.00 in eft-baseplate width=c= 3 50 in (Sec 1922 7 5) D= 5.50 in depth=b= 3.00 in eff.baseplate depth=e= 4.25 in Load Case 1: Product+Seismic Product DL= 75 Ib P-seismic-E= (Movt/Frame ept )'14 (Strength Design Loa s) Product LL= 1,500 Ib = 3,322 Ib Puncture Pu= 1.11UPPIL,0.5PLL 1.0'E) (Sec 1612.2.1.EO 12-5) Fpurct-- 2'sgrt(f'c) = 4,5778 Ib = 89.4 psi Apunc: l(c-t)+(e+t)1'2't k,/Fv- Pu/(Apunct'Fpunct) = 177.50in^2 = 029 <133OK Slab Bending Asoi= (P'i-)/(hoil) L= (Asoil)^0.5 y= We)^0.5+t'2 = 1,519 z^2 = 36.32 in = 13.9 in x= (L-y)/2 M= 4v'x^2/2 S-slab= 1't^2/6 = 11-2 in = ((soil'x^2)/(144'2) = 4.17 in^3 Fb= 5'(phi)'(Pc)^0.5 = 219.0 in-lb rb/Fb= M/(5-slab'Fb) = 145.34 psi (Sec 1922S.1) = 0.36 <1.33,OK Load Case 2:Static Loads PDL= 731b PLL= 1,5001b Puncture Pu= 1.4'PDL+1.7'PLL (Sec 1909.2.1.EO9-1) Fpunct= 2'sgrKPc) = 2,655 Ib = 89.4 psi Apunct= l(c+t)+(e4)1'2*t iv</Fv= Pu/(Apunct'Fpunct) = 178in^2 = 0.17 <100K Slab Bending Asoil= (Pu'144)/(ssoib L= (Asoil)^OS y= We)^0.5+t'2 _ 765 ft^2 = 27.65 in = 13.9 in x= (L-;<)n M= nr'x^2/2 S-slab= 1't^2/6 = 6.9 in = (fsoil'x^2)/(14L'2) = 417 in^3 F'D= (D.%i)'(f°c)^0.5 = 82.6 in-lb fb/Fb= M/(5-slab'Fb) = 145.34 psi (Sec 19222.5.1) = 0.14 <1.0,OK Stapes 5e-e, the T-0243 I20Xr3X30_ Page '17) of ;�b 3/18/2005 Stu-ral on is Engineering 1725 S.Douglass Rd,Ste D,CA 92806 Tel:714.456.0056 Fax:714.456.0066 By:BOB 5. Project: STAPLES 91387 Project# E-0243 Configuration &Summary: Selective 120"high x 36"deep x 8'wide 5/R FT " 3t; so' 1 2(' 12D' 36- 36' 96, ��' 36" Seismic Zone #Bm L.4s Frame Depth Frame Height Heightl # Diagonals Beam LengthFrame Type 4(Na=1.1) 2 56 in 120.0 in s �_ 96_in Singe Row Com vent Description STRESS Column F =45Ksi 3x3xl4qa P=1575 lb, M=14094 in-lb 0.6-OK Column Backer None None None N/A Beam F =45Ksi Lv 1:Ste Beam 5 x2.125'x0.075 a Lu=96 in Capacity:5951 b/ r 0.25-OK Beam Connector F =45Ksi Lv 1:4 PIN OK Mconn=11038 in-lb Mca =43449 in-lb 025-OK Brace-Horizontal F =45Ksi 1-5/8 x1-5/16 x16ga 0.11-OK Brace-Diagonal F =45Ksi 1-5/8'x1-5/16'x1 a 0.16-OK Base Plate F =36Ksi 4'x 5.5'x 0-25tbk Fixity=0 in-lb 0.34-OK Anchor 1 per Base 0.5'x 3.5'Embed HIM KWIK BOLT II WEDGE ICBO 4627 0.21-OK slab —37-tTk x 2000 psi slab.500 psf Soil Bearing Pressure 0 21-OK Level Load Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Lonqit. Axial Moment Moment Connector 1 1,500 lb 60.0 in 36.0 in 206 lb 162 lb 1,575 lb 14,094 °# 11,038 "# 4 PIN OK 2 1,500lb 60.0 in 36.0 in 41-3 lb 32411), 788 lb 4,860 "# 3,991 '# 4 PIN OK 36.0 in Total: 6191b 486lb Notes p^� 'tisz<n<e E 0243 120Xa]t36 Page of 3/18/2005 Stu'ral on is - 1� engineering 1725 S.Douglass Rd,Ste D,CA 92806 Tel:714.455.0056 Fax:714.456.0066 By:BOB S. Project: STAPM#1387 Project#. E-0243 Configuration &Summary: Selective 120'high x 48'deep x 8`wide S/R T 36' so- 12Q' 12Cr 1 so' ss' - 4T Seismic Zone f Bm Lvls Frame Depth I Frame Heiqhtl #Dia orals I Beam Length Frame Type 2 48 in 1 120.0 in 3 96 in Singe Row Com neat Description STRESS Column F -45Ksi 3x3x1 a P=1575 1b, M=14094 in-lb 0.6-OK Co umn Backer None None None N/A Beam F =45Ksi L% 1:St Beam 5x2.125'x0.075 a Lu=96 in I Capacity: 5951 IbI r 0.25-OK Beam Connector F =45Ksi 1- 1:4 PIN OK r Mconn=11038 in-lb Mca =43449 in- b 0.25-OK Brace-Horizontal F =45Ksi 1-5/8 x1-5/16'x16ga 0.16-OK Brace-Diagonal F =45Ksi 1-5/8'xl-5 6'xl6ga 0.2-OK Base Plate F -36Ksi 4'x 5.5'x 0,25'thk Fixity=0 in-lb 0.29-OK Anc or 1 Base 0.5'x 3.5'Embed HIM KWIK BOLT 11 WEDGE ICBO 4627 0.03-OK Slab 5'thk x 2000 psi slab. 500 psf Soil Bearing Pressure 0.17-OK Level Load Story Force Story Force Column Column Conn. Beam Per Level BeamSpcd Brace Transv Lon it- Axial Moment Moment Connector 1 1,500 lb 60.0 in 56-0 in 206 Ib 1621b 1,575 lb 14,094 V 11,038 V 4 PIN OK 2 1,5001b 60.0 in 36.0 in 4131b 324)b 7881b 4,860 V 3,991 V 4 PIN OK 36.0 in Total: 619lb 486lb Notes 5ta&5 Se'ertwe E-0243 120X5X45 Page {JD of 7Z�o 3/16/2005 Stur-al _ Oon is engineering 1725 S.Douglass Rd,Ste D.CA 92806 Tel:i 14.456.0056 Fax:714.456.0065 By:BOB S. Project:STAPLES#1387 Project# E-0243 Contiguration Sz Summary:Selective 120"high x 30"sleep x 4'wide SIR 36" fi0r' i 2U" 120" 36» 6(r j 1 36' 4Er 30- Seismic Zone a Bm LvIls Frame Depth I Frame Hciqhti Dia onals I Beam Length Frame Type 4(eNa=11) 2 30 in 120.0 in 1 5 48 in Singe Row Com nent Description STRESS Column F =45Ksi 3x3x14 a P=1575 lb, M=14094 in-lb 0.6-OK Column Backer None None None N/A Beam F =45Ksi LvJ 1:StepBearn 5x2.125'xO.075 a Lu=48 in Capacity..11753 b/ r 0.13-OK Beam Connector F =45Ksi Lv 1:4 PIN OK Mconn=10242 in-lb Mca =43449 in-lb 024-OK Brace-Horizonta I F =45Ksi 1-5/87x1-5/16'x16ga 0-1-OK Brace-Dia ona F =45Ksi 1-5/8'A-5/16'x16 a 0.15-OK Base Plate F -36Ksi 4'x 5.5'x 0.25'thk Fixity=0 in-lb 0.37-OK Anchor 1 r Base 0.5'x 3.5'Em HILT] KWIK BOLT II WEDGE ICBO 4627 0.57-OK Slab 5'thk x 2000 psi slab.500 psf Soil Bearing Pressure 0.27-OK Level Load Story Force Story Force Column Column Conn. Beam Per Level Beam 5,n Brace Transv Longit. Axial Moment Moment Connector 1 1,500 lb 60.0 in 36.0 in 206 lb 162 lb 1,575!b 14,094 "# 10,242 # 4 PIN OK 2 1,500 lb - 60.0 in 36.0 in 413 lb 324 lb 788 lb 4,860 "# 3,195 '# - 4 PIN OK 36.0 in Total: 619lb 486lb Notes Sl as?es 5--tectw--E-0243 120X4X3O Page j of r�O 3/18/2005 Stuiral on is Engineering 1725 S.Douglass Rd,Ste D,CA 92806 Tel:714.456.0056 Fax:714.456.0066 By:BOB 5. Project:STAPLES#1387 Project# E-0243 Configuration &z Summary:Selective 108'high x 3'deep x 8'wi4e S/R I 3ti 54" low 106" 35' 54" 35, Seismic Zone #Bm Ld s I Frame Depth I Frame Height HeIghtl # Diagonals Beam Length Frame Type 4(N4=1.1) 2 36 in 108.0 in 1 3 96 in Singe Row Com vent Description STRESS Column F --45Ksi 3x3xl4ga P=1575 lb, M=12636 in-lb 0.55-OK Column Backer None None None N/A Beam F =45Ksi Lv 1:St Beam 5 x2.125 x0.075 a Lu=96 in Capacity: 5951 b/ r 0.25-OK Beam Connector F =45Ksi Lv 1:4 PIN OK Mconn=10066 in-lb Mcap=43449 in-lb 0.23-OK Brace-Horizonta I F =45Ksi 1-5/8'A-5/16x16ga 011-OK Brace-Diagonal F =45Ksi 1-5/8'x1-5/16'x1 a 0.16-OK Base Plate F =36Ksi 4'x 5.5'x 0.25't k Axi =O in- 0.32-OK Anchor 1 per Base 0.5'x 3.5'Embc4 HILTI KWIK BOLT II WEDGE ICBO 4627 0.09-OK Slab 5'tbkx 2000 psi slab.500 p5f Soil Bearing Pressure 0.19-OK Level Load Story Force Story Force Column Column Conn. Beam Per Level Bearn SM Brace Transv Lon it. Axial Moment Moment Connector 1 1,500lb 54.0 in 56.0 in 206 lb 162 lb 1,5775 lb 12,636 V 10,066 '# 4 PIN OK 2 1,500 lb 54.0 in 36.0 in 413 lb 324 lb 788 lb 4,374 '# 3,748 "# 4 PIN OK 36.0 in Total: 619lb a86Ib Notes Staples 5e ezaare E-0243 I08X&X3o Page of 3/1812005 Stdur-al on is engineering - 1725 S.Douglass Rd,Ste D,CA 92806 Tel:714.456.0056 Fax:714.456.0066 By. BOBS. Prol-ect:STAPLES#F1387 Project#: E-0243 Configuration &Summary: Mobile Rgck 26'deep x 8'wide x 84'High w f 3 T >3. Seismic Zone # m LvIs I Frame Depthl Frame Heightl # Viagonals m LenqO I-rame Type \a=i.1 3 26 in in 2 Y6 in 5ingle Row Component Description STRESS Column Fy=45Ksi 3x3x1 a P=1075 1b, M=4456 in- 0.22-OK Column Backer None None None N/A Beam Fy=45Ksi Lv 1:5tepBeam 3.375x2.4375'x16ga Lu=96 in Capacity:2410 / r 0.41-OK Beam Connector Fy=45Ksi Lvi 1:4 PIN OK Mconn=4037 in-lb Mcap=30218 in-1b 0.13-OK race-Horizontal Fy=45Ksi - x -5 x ga0.1-OK Brace-Diagona Fy=45Ksi 1-5/8 xt-5/16'x16ga 0.16-OK Base Plate F =36Ksi 4'x 5.5'x 0.25'thk Fixity=0 in-lb 0 33-OK Anchor 1 per Base Hi i KBII 1/2'x 3-1/2'Em w/out Inspec. ICBO 4627 012-OK Slab x 2000 psi slaFTM—ps7soil bQring Pressure - Level Load Story Force Story Force Column Column Conn. Beam Per Level Beam Spcg Brace Transv Longit. Axial Moment Moment Connector .0 in 56.0 in 57 Ib _ 16 1,613 lb 1,494 '# 4,OS7 4 PIN OK 2 1,000 lb 38.0 in 56.0 in 211 lb 166 lb 1,075 I 4,456 "# 4,730 "# 4 PIN OK 3 1,000 lb 8.0 in 385 lb 303 lb 538 lb 2,879 "# 2,502 "# 4 PIN OK Total: 653 1b 498 lb Notes S`,aF'.ss Vo:""s E0243 page S�,�of 3/1 812 00 5 Sto ural n is Engineering 1725 S.Douglass Rd,Ste D,CA 92806 Tel:714.456.0056 Fax:714.456.0066 By: BOBS. Project:STAPLES#1387 Project#: E-0243 Anti-Tip Device Con`ieuration:Mobile lLfk 23"4e°?x 8'►Yi4c x 8g!'High Loads Lneck anti-m)azWce mr u lira tots 6e<ermine4;or 5 atconary unxs Max Uplift-T= 273 lb a3 26 i\ Check Solte4 Connection Solt Mam= e0.3125 in #Salts=\A= 2 Area-bolt= 0.25 it)^2 Fv= 21,000 psi (Gra4e 5/A325 bolts) Allo:cable Lo34= Area-bolt`N`Fv = 10,2401b 3.07. OK Stakes tray is E-0243 Page l g,L of 'JU 10/17/2005 5t,ructurol Conceprs Efgineer ii o T72D S. R-A,Ste 5 Armhe-r%GA Q28 Tek 714.455 0056 Fax 714 455 0066 GONDOLA SHELVING ANALYSIS IG OF -7:6 Stdu-ral on is engineering 1725 S.Douglass Rd Ste D.CA 92806 Tel:714 456.Q056 Fax:714.456.0066 By: Bob S. Project: Staples#1387 Project M E-0243 Design Data 1) The conforms to the requirements of the 2001 CBC 2)Column steel minimum yield Fv=50 Arm steel minimum;yield Fy=cO ksi Base steel minimum yield Fv=55 I q All other steel conforms to ASTA4 A36,Gr.56 with minimum yield,Fy=36 ksi 3) Anchor bolt shall be prmidecj by installer per ICBO referer;ce on plans and calculations herein. Installer must pro,!Ae any special inspection 45 called out on plans or calculations,or as required by the ICBO report indicated herein 4)All welds shall con orm to AVVS procedures,utilizing E%Oxx electrodes or similar.All such welds shall be performed in shop,vvA no field tti-eldicng allo-wed otl;er than those supervised by a licensed deputy inspector 5) The slab on grade is 5'thick with minimum 2000 psi compressive strength.Soil bearing capacity is 500 psf Con duration:Sal 3 LA 110 Tall x 22'deep 225 Its 35 in 225 I5 120 in 36 in 22515 35 in 22 m —� Side ElewAon - 1 5ta?R---5 Gaaddla E-02=3 Page -W of ;t)o 3/15/2005 Stur-al on is engineering 1725 S.Douglass Rd.Ste 0.CA 92806 Tel:714.456.0056 Fax:714,456,0066 By: Bob S. Project: Staples#:1387 Project M E-0243 Summary of Kesults Con{iguration:Sgl 3 Lvl 120'Tall x 22'deep Configuration Code: 200i CBC 225 1b Type: Single Sided Seismic Zone. 4 Na=11 Nv=13 3.*LD in 225 117 Base Shear Coef 0.298 Transverse/0.2401 Longitudinal ------------------ 120 in Number or Levels: 3 36 in bew1 Load Arm Spacing 225 i"ff 1 225 lb 36 in 2 - 225 lb 36 in 225 lb 36 in 35 in 22 in Side Elevation Resufts Column Stress=69% at 705 lb axial and 25065 in-lb base moment OK 2)Arm Stress=23,10 at 2585 in-lb moment OK 3) Base Stress=6410 at 25065 in-lb moment OK 4)Anchor Stress=41% with 1/4'x 2-1/2'HIL71 KWIK BOLT 11 (2)/en4 OK SQ1 Sided Gondola Plan Anchor Plan 5)Slab Stress=14-0 at 7051b axial load OK 5tap!e5 Gondoa E-02-3 Page 2-1 of 'x`} 3/18/2005 Stur-al on is Engineering 1725 S.Dauatass Rd,Ste D.GA 928t18 Tel:714.456.0056 Fax:714.456.0066 By: Bob S. Project: Staples#1387 Project M E-0243 Summary of I:esUlts Configuration:Sgl 3 Lvl 120'Tall x 24'deep Configuration Code: 2001 CBC 2231z Type: Single Sided Seismic Zone: 4 \a=11 N%=1 56in 225 tv Base Shear Coer 0.298 Transverse/0 2401 Longitudinal 126 in Number or Levels: 3 36 in Lp-vei Load Arm Spacing 225 lb 1 225 lb 36 in 2 225 lb 36 in 3 225 lb 36 in 36 ira Side ElNntion R.esu Column Stress=71% at 705 lb axial and 25740 in-lb base moment OK 2)Arm Stress=25% at 2820 in-lb moment OK 3) Base Stress=65% at 25740 in-lb moment OK 4)Anchor Stress=32% with 1/4'x 2-1/2'HILTI KWIK BOLT 11 (2)/en4 OK SO Sided Gondola Plan Anchor Plan 5)Slab Stress=13A at 705 Ib axial load OK 5 apPes Gando'a E-0243 Page Z-Z Of 3/18/2005 StrConcents tural jr Engineering 1725 S.Douglass Rd.Ste 0.CA 92806 Tel:714.456.0056 Fax:714.456.0066 By: Bob S. Project: Sta l Al1387 Project M E-0243 Summary of Results Configuration:5913 Lvl 120'Tall x 36'deep Configuration Code: 2001 CBC 225 13 Type: Sinale Sided Seismic Zone: 4 Na=11 t\w1 s 36 in 225rg Base Shear Coef- 0.298 Transverse/0 2401 Longitudinal 120 in ovurnber o{LeveAS: 3 36 in Level !Load Arm Spacinq 225 b 1 225 lb 36 in 2 225 lb 36 in 3 225 lb 36 in 35 in ------------- 33G SWe Elalction R'esults 1)Column Stress=62% at 705 lb axial and 29790 in-lb base moment 0V, 2)Arm Stress=38% at 4230 in-lb moment OK 3) Base Stress=76% at 29790 in-lb moment OK 4)Anchor Stress=8% with 1/4'x 2-1/2'HILT) KWIK BOLT II(2)/end OK Syl Sided Gondola Plan Anchor Plan 5)Slab Stress=13a at 705 lb axial load -- OK s:aple5 Gondola E-02a3 Page Z3 of 3/18/2005 Stdulral on is Engineering 1726 S.Douulass Rd.Ste D.CA 92806 Tel:714,456,0056 Fax:714AS6.0066 By: Bob S. Project: Staples#1387 Project#;E-0243 Summary Of Results Configuration:5g13 L.d 84'Tali x 18'deep Configuration Code: 2001 CBC 200 l5 Type: Single Sided Seismic Zone: 4 N4=1.1 Nv=13 24 in 200 f3 Base Shear Coer 0.298 Transverse/D 2401 Longitudinal s4 in Number of Levels: 3 2t in Level Load Arm Spanna_ 20015 1 20D lb 24 in 2 200 lb 24 in 3 200 lb 24 in 24 in !8 is --4 Side E ev atiori Resu lt5 1)Column Stress=45%+ at_630 Ib axial and 15928.8 in-lb base moment OK 2)Arm Stress=17% at 1890 in-lb moment OK 3) Base Stress=40% at 15928.8 in-lb moment OK 4)Anchor Stress=19% %4 61/4'x 2-1/2'HILT] KWIK BOLT 11 (2)/end OK 5)Slab Stress=121M at 630 lb axial toad OK Sgl Sided Gondola Plan Anchor Plan 5tap'e5 G,7�'a E-0243 Page Z4 of :;�o 3/18/2005 Sturall on is Engineering 1725 S.DgWtass Rd.Ste D.CA 82806 Tel:714.456.0056 Fax:714.456.0066 By: Bob S. Project: Staples 51387 Project#: E-0243 Summa►v of Results Configuration_SgI 3 LA 108'Tall x 18'deep Configuration Ccu,-: 2001 CBC 200 Pv Tye Single Sided Seismic Lone: 4 Na=1.1 Nv--I is in 200 is Base Sheir Coef 0.298 Transverse/0 2401 Longitu4inal 10S in Number of Levels: 3 321.) Level Load Arm Spacing 1 200 lb 32 in 2 200 lb 32 in 200 lb 32 In 32 in Side Elation u 1)Column Stress=54% at 630 lb axial and 19438.4 in-lb base moment OK 2)Arm Stress=171J. at 1890 in-lb moment OK 3) Base Stress=49% at 19438.4 in-lb moment OK 4)Anchor Stress=43% with 1/4'x 2-1/2'NILTI KWIK BOLT II (2)/en4 OK 5)Slab Stress=13% at 630 Ib axial load OK Sql Sided Gondola Plan Anchor Plan Stap--s Gos&a'a E-02,43 Page 24j of 2�0 3/15/2005 StrConglpts tural engineering 1725 S.Douglass Rd.Ste 0.CA 42806 Tel:714.456.0056 Fax:714.456.0066 By: Bob S. Project: Staples#1387 Project M E-0243 Seismic Forces Configuraton:Sg13 Lv1 i20'Ta71 x 22)'4-eep Lateral ana ysis is pe rme4 a-,Rth mgard to chapter 16 0,the 2001 CoC_ Nv= 13 oase shear is highest of 1)2.5'Ca'i'W/(t:'1.E)(EQ 30-5) 3)1.5'Z'Nv1CR'14)(EQ 34-3) Na= 11 2)0.55'Ca'V1.4(EQ 34-2) 4)1.5For'Am!a hlmimum) Ca= 0.484 1= 10 Seism!c Zone,Z= 0.4 Transverse(Cross Aisle)Seismic Loa4 TV Ve-- sinete S'' ' Vso sD- 0.2980 Vm 3z,— 0.205 Eft Seismic Coe& 0.2980 Rtra n w-- 2.9 x 0.015 1 n2nsv= 0.298'(675 lb+501b) = 210 lb Level LUarm DUarm hi vvi'hi Fi Fi'bi Marm 1 275 lb 10Ib 36 in 8,460 35.o I 1,260 in-lb 2,475 in-lb 2 223 lb i0lb 72 in 16,920 70.0 Ib 5,040 in-lb 2,475 in-lb 3 2:51b 101b 109 in 25,380 105.01b 11,340 in-lb 2,475 in-ID 675 lb 30lb W=705lb 50,760 210lb 17,640-# 7,425-# Longftu4in4l (Downaisle)Seismic Load Vmm,S= 0.2401 Vm3j,_—> 0.165 EffseismiceoeFr- 0.2401 Rlonq= 36 Vro;A 0.194 V=,� 0.015 k4org=- 0.2401' (675 Ib+30 Ib) = 169 lb Loag9tu4inaI seacmEr Come 'ze,s by M bmr4-Tie nraer raI at the toff M-)teas Do 5b toae.%e ir,4own:i5le 11.6amrp se.n c Pa_i= N6.ig/kxt HeEghi)=(169 WID r<Y0.75= iZ7 bIft AJ1m%-a"e Loa4= 75-01i k (Ta'Re 2j-13) OK Load Summary 0 of arm!ev eb= 3 Arm Length= 22.0 in Marra-max- 2,475 lb Single Si4e4 Axial= 705 lb A15eisrn1c-Sg!5:de1o4e4= 17,6`0Ib A1tatic-single si4e4= 7,t25 lb 5tap!--5 Gondola E-0243 Page Z(p of '7jo 3/1,512005 St turaf ton is engineering 1725 S.Douglass Rd_Ste D.CA 92fi0S Tel:714.456.0056 Fax;714.456.0066 8y: Bob S. Project: Staples#1387 Project M E-0243 Column Confiouration:S913 L%4 120'Tall x'?)"deep Conforms-to the requirements oo Chapter C5 of the 1996 AISI Cold Formed Steel Design Manual for combined ben4ing an4 axial oa s Section Properties Aerf= O.98E i;,^2 S2r= 1.67 0.45- 134- Bx= 1.027 in^4 E= 29,500 l-i Sx= O_M in^3 Cb= 1.0 rx= 1.60E in Cmx= 0.85 ly= 0.594in^4 Kx= 2.1 M tn Sy= 0.659in^3 Lx= 108.0in N N ry= 0.894 in Ky= 1.0 Fy= 60 Icsi Ly= 36.0 in Loads Axial=P= 705 lb - Moment--Mx-- 25,065 in-lb (Single Si4e Loaded Case) Axial Analysis KxLx/rx= 2.1'108%1.604" KyLy/ry= 1'36'/O.M" Fe <Fy/2 = 141.E = 40.7 Fn= Fe = r^2E/(KL/r)max^2 Fe= a^2FJ(Kth)m.,x^2 Fy/2= 30.01:si = 14.6 ksi = 14,6U Pn= Aeff Fn 52c= 1.92 Pa= Pn/QC = 14330 lb = 143301b/1.92 = 7,E63lb P/Pa= 0.09 - 0.15 Bending Analysis CHECK: P/Pa+i�W- ik#ax S 133 Pno= Ae'Fy Pao= Pno/Dc Myield=My= Sx'Fy = 0.984 in^2'60000 psi = 59040]b/1.92 = 0 775 in' S'60000 psi = 59,040lb = 30,750 lb = 46,500 in-lb tviax= 1"Iy/Of Pcr= sr^2EV(KL)max^2 = 465W ln-lb/1.67 = n^2*29500 ksi/(2.1'108 in)^2 = 27, 6,s in-lb = 5,813lb µY= {1/1140---'P/Per))}^-1 = 11/11-0©2705 lb/503 IM)^-1 = 0.77 Combined Stresses 0703 /7463 )+(25065 in- /27 A A in-lb)= 0.92 <1.33,OK (EQ C5-3) 5-.j 'es cndo a E-02-43 Page Z-1 of 3/1,5/2005 Steulral on is `- engineering 1725 S.Douglass Rd.Ste D.CA 92806 Tel:714.45 .0056 Fax:714.456.0066 By: Bob S. Project: Staples 91387 Project M E-0243 Arm Conligiaration:Sal 3 LvI 120'Tali x 2"deep 22 in Arm Weigh—, 110 Ib �-vs- Area orrzop clip=A= 0.0M in"2 =� 4= 2313 ire d=�-st16- Length=L= 22.0 in Fy-- 90.000 PSI m 2251b Mmar= 2,585in-15 Tension Shear Top slip tension,T= M/4 Top clip shear,V= 225 lb t,ii8 lb Allam4ble tension,Tana— O.b'Fy'A Allrn-able shear,Vallov— 0 A'Fy'A _ 4'm 4b of = 3,240 lb OK Base Msianc= 7,425 in-Ib Mseisn)ic= 17,64O in-lb ,Xiibase= 25,055 ire-b Base 5x= 1.41 irr'�5 ey= 35,000 PSI )""iyield= WFy = 1.41 in"5'55000 psi _ 49-350 in-lb n= 1.67 r��allo9�- om4'idvfl)'i = 39,=Olin-lb Olc 5tp.e5 Gozdo"a E-0243 page of 7O 3/1 B/2005 Stdurlal on is ._ engineering 1► 1725 S_Douglass Rd.Ste D.CA 92806 Tel:714.456.0056 Fax:714.456.0066 By: Bob S. Project: Staples'V1387 Project M E-0243 Anchors Con iiqura:ion:SyI 5 b.4120°Tall x 22 4een Check overturning per section 2?28.7.10(: 2001 CBC. Loads \moans=V= zo lb DUFramt- 30lb LUFrarne= 6i5-lb France Depth=D= 22.0 in kI,'st=(DL+UJtok4l= 705 lb Htop M= 108.0 in LL_ 0 TOP= 2`75 lb 3 DUL%4= 10 lb ;r Anchors/End= 2 DL'0.90= 91b Lateral 0vt Ford=S(Ft hf)= 17.640 in-lb Fully Loaded rack lftrans= 210 lb Moat= s(Fz hi) Atist= 1A'st' D/2 Uplift=T= (Moot-Mst)/D = 17,640 in-lb = 705 lb'22 inn = (17640in-lb-7755 in-lb)/22 in = 7,755 in-lb = 449 Ib Top Level Loaded Only CW,ktal tL%A?,!= 5 Hct 0 u4 5= 10S.01n k4op= 2.5'Ca'I(DL+LLOtop/n-transv)/(I:'1.4) Most-- Vtop'Htop = 02,08'(225 lb+10lb) = 70lb'108 in = 70 lb = 7,560 in-lb Mst= 0.9'(DL-1otal+LL-top)'D/2 Upli,L=T= (Morse-Mst)/D _ (225 lb+10 lb)'0.9'??inn _ (7560 in-lb-23271n-Ib)/22 1n = 2,327 in-lb = 2381b Anchor Check(2)1/4'x 2-1/2'HIL71 KWIK BOLT II anchors) per base end- Special inspection is not provided per ICBO 25226. Pullout Cap dty=Tcap= 300 lb L.A.Cite,Jurisdictions ,NO Shear Capacity=lo-p= 345 lb P h i= I. TQp'Phi= 599 lb %fCaP phi= 459lb Fully Loaded- (225 lb/a99 lb)^1.66+(53 Ib/459 lb)-1.66= 0.41 <= 10 OK Top Level L0a4ed: (119 lbr99 lb)-1.66+(18 lb/459 lb)-1.66= 0.14 <= 10 OK 5t.-pAe Gcn:;012 -0243 Page 2q of 3/18/2005 Stu'raln Enginesoo ering 1725 S.Douglass Rd.Ste D.CA 92806 Tel*714.456.0056 Fax:714.456.0066 By: Bob S. Project: Staples#1387 Project M E-0243 Slab on Grade Configur4tion:5913 L%4120'T411 x??`d`'ep - � P Q Concrete Pc= 2,000 psi tt ,, blab=t= 50 in phi=(h= 0.65 MIMIIl' I !i II 11 c �_� I oil Y fsojl= 500 psf Mont= 17,640 in-lb SLAB ELEVATION Base depth= 22 0 in Pl . !)Ommaisle widthB= 4.00 in Cross asile depth=D= 1 35 in Load Case 1: Product+Seismic P uct DL= SO lb P-seismic-E= (MmA,/Base gept )'1.4 (Strer)qth Design Loads) Product LL= 6751b = i,123 ib Puncture Pu= 1.1•(1.2PDL.+O.5PLL+1.O'E) (Sec161221.EQ12-5) Fpunct= 2'sgrt(Pc) = 1,6461b = 89.4 psi Apun`t= l(c+t)+(e+t)j'2't nr/Fv= Pu/(Apunct'Fpunct) = 100.0in^2 = 0.18 <1.33OK Slab cling Asoi1= (P'144)/((soil) L= (Asoil)^0.5 )'= We)^0.5+t'2 = 474 in^2 = 21.77 in = 10 0 in x= (L-y)/2 Ili= w'x^2/2 S-slab= 1't^2/6 = 5.9 lin = (fsoil'x^2)/(144'2) = 4.17 in^3 F6= 5-(phi)'(Pc)^0.5 = 60.1 in-1-5 f6/F6= MAS-slab'Fb) = 14534 Psi (Sm 1922.5.1) = 0.10 <133,OK Load Case 2:Static Loads PDL= 301b PLL= 6751b Puncture Pu= 1.&''PDL+i,7'PLL (See 1909.2-1,EQ 9-1) Fpunct= 2'sgrt(Pc) = 1,190lb = 89.4 psi Apunct= l(c+t)+(e+t)1'2't R,/R-- Pu/(Apunct'Fpunc0 = 100in^2 = 0.13 <1.0OK Slab Bending Asoil= (Pu'14_,')/(fsoi)) L= (Asoii)^0.5 y= We)^0.5-t'2 = 543in^2 = 18.51io = 10.0in x= (L-y)/2 ikl= w'x^2/2 S-slab= 1't^2/6 = 4-5 in = ((soil'x^2)/(144-2) = 4.17 in^5 Fb= 5'(phi)'(Pc)^0.5 = 51.4 in-lb fb/Fb= M/(S-slab'Fb) = i453:psi (5�19?�.S.i) = 005 <1.0,OK 5tap�e3 Go,--D!a E-0243 Page �j of 50 3/18/2005