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Report q \0., Ja111�MM � xr �i 5 ENG. J� !)11 ;SNI; :, , ,iATE L IILI " ' I11Ess 19e,,,.:-'> 1] .(iLIJ, cl: ii „ • SPECIAL PRODUCTS CONVEYORS STORAGE R.4CKS OTHER SERVICES TANK SUPPORTS TALL SUPPORTS SELECTIVE SEISMIC ANALYSIS SHME b'LVG SPECIALS PRODUCTS /' MACHINERY HEADER STEEL DRIVE-LN PERMIT SHUT PERMIT ACQUISITION MET.AI.�'WOOD RACK BLDGS SORT PLATFORM PUSH BACK EGRESS PLANS VLM SHEDS PICK MODULES FLOW RACK STATE APPROVALS MOVABLE CAROUSELS MEZZANINES ROOF VERIFICATION CANTILEVER PRODUCT TESTING GONDOLAS ARC FOOTINGS LOCKERS MODULAR OFFICES CATWALKS FENCES LICENSED IN ALL 50 STATES t SEISMIC ANALYSIS OF LIGHT DUTY STORAGE FIXTURES FORS Cost Plus World Market 10108 SW WASHINGTON SQ RD TIGARD, OR 97223 JOB#:115-0810 43:ti 44/ , ' < ,,,di .._.„..,1:.!•!.....,,..1':'',.",;:f SA 'aF .*Mt J," '.E. 5-MI %..x, r^ 161 ATLANTIC STREET • POMONA • CA 91768 • TEL:909-869-0989 • FAX:909-869-0981 SEIZMICSNC PROJECT WP rket FOR Bed Cost BathPlus&orld Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 2 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA,CA 91768 DATE 5/20/2015 TABLE OF CONTENTS DESCRIPTION PAGE Title Page 1 Table of Contents 2 Backtoom Storage Racks 3 to 18 Wood Storage Fixtures 19 to 24 Wire Weld Fixtures 25 to 33 • SEtZMIC 1 • INC. PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 3 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET, POMONA,CA 91768 DATE 5/20/2015 Backroom Storage Racks SCOPE: The purpose of this analysis is to show that the following light duty storage fixtures complies with the specifications set forth in Section 2209 of the 2010 OSSC and Section 15.5.3 of ASCE 7-10. The storage racks are prefabricated and are to be field installed only without any field welding. PARAMETERS: The fixtures will be analyzed as a braced steel storage rack system. The system will be analyzed for seismic loading utilizing the following equation: V= Cs x W Cs= Spsxl/R Sos= 2/3 x Fa x Ss 1= 1 R= 4 Fa= 1.00 Ss= 0.95 SPECIFICATIONS: Steel- Shaped steel&Rods,ASTM A570 Grade 55, Fy=55,000 psi All others,ASTM A36,Grade 36, Fy=36,000 psi Bolts- ASTM A307 unless otherwise noted Anchors- 1/2"0 x 2-1/2" MIN. EMBED. POWERS WEDGE BOLT+(ICC ESR-2526) Slab- 5"x 2,500 psi Soil- 1,000 psf CONFIGURATION: LEVIES CAPACITY TYPE L-1 96"H x 96"W x 42"D 3 1,000 lb/Level TYPE L-2 96"H x 96"W x 42"D 7 1,000 lb/Level TYPE L-3 96"H x 96"W x 42"D 2 1,000 Ib/Level TYPE L-4 96"H x 96"W x 42"D 2 1,000 Ib/Level SEIZMIC INC. PROJECT Cost Plus World MarRet FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 4 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA,CA 91768 DATE 5/20/2015 r Summary& Elevation:TYPE L-1 #of Levels= 3 Shelf PL= 1,000 lb/Level TYPE L-1 t , _0` 51 -t------ tP - FRONTV[£`WP Post II Beam II Beam to Column Stress(L)= 0.17 Stress= 0.26 Stress= 0.12 Stress(T) = 0.31 Overturning II Transverse Brace (I Slab&Soil 1 Stress-full= 0.12 Stress(D)= 0.07 Stress= 0.22 Stress-top= 0.03 Stress(H)= 0.03 Stress= 0.12 SEIZMIC INC. PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 5 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 6_ 161 ATLANTIC STREET, POMONA,CA 91768 DATE 5/20/2015 Summary& Elevation: TYPE L-2 #of Levels= 7 Shelf PL= 1,000 lb/Level TYPE L-2 1z•` 1c FRONT VIEW Post q Beamjl Beam ( to Column Stress(L)= 0.38 Stress= 0.26 Stress= 0.16 Stress(T) = 0.74 Overturning II Transverse Brace II Slab&Soil I Stress-full= 0.51 Stress(D) = 0.16 Stress= 0.52 Stress-top= 0.06 Stress(H) = 0.07 Stress= 0.58 IIllIIllIIlIIIIIIII ' SEIZMINC. IC Cost Plus World Market PROJECT FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 6 1 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA,CA 91768 DATE 5/20/2015 Summary&Elevation:TYPE L-3 #of Levels= 2 Shelf PL= 1,000 lb/Level TYPE L.-3 _r___ i__ FRONT VIEW - Post II Beam 0 Beam to Column Stress(L)= 0.21 Stress= 0.26 Stress= 0.19 Stress(T) = 0.22 Overturning p Transverse Brace 0 Slab&Soil ) Stress-full= 0.07 Stress(D)= 0.05 Stress= 0.15 Stress-top= 0.05 Stress(H) = 0.02 Stress= 0.04 SEIZMIC INC. PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 7 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET, POMONA,CA 91768 DATE 5/20/2015 Summary& Elevation: TYPE L-4 #of Levels= 2 Shelf PL= 1,000 lb/Level TYPE L-4 .1204 FRONT VI EW Post Beam Beam to Column Stress(L)= 0.30 Stress= 0.26 Stress= 0.25 Stress(T) = 0.22 Overturning II Transverse Brace Slab&Soil Stress-full= 0.10 Stress(D)= 0.05 Stress= 0.15 Stress-top= 0.05 Stress(H)= 0.02 Stress= 0.04 SEIZMINC. IC PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 8 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA,CA 91768 DATE 5/20/2015 Loads& Distribution:TYPE L-1 Fa= 1.00 <===ASSUMED SITE CLASS D Ss= 0.95 SDs= 2/3*Fa*Ss = 0.63 <===SEISMIC DESIGN CATEGORY D I= 1 <===IN AREA NOT OPEN TO THE PUBLIC R= 4 Cs= SDS* I/R = 0.158 Depth= 42.0 IN #of Levels= 3 Shelf PL= 1,000 lb/Level Shelf DL= 100 lb/Level Seismic Shear: Vtotal= Cs*Ws = 0.158 x 2310 LB = 365 LB Level Ws hx wx hx Fi Movt 1 770.0 LB 10.0 IN 7,700 IN-LB 23.0 LB 230 IN-LB 2 770.0 LB 53.0 IN 40,810 IN-LB 121.7 LB 6,448 IN-LB 3 770.0 LB 96.0 IN 73,920 IN-LB 220.4 LB 21,155 IN-LB 2,310.0 LB 122,430 IN-LB 365 LB 27,833 IN-LB Vtop= Cs*Ws,top = 0.158x1300 LB = 205 LB Level Ws hx wx hx Fi Movt 1 100 LB 10.0 IN 1,000 IN-LB 1.8 LB 18 IN-LB 2 100 LB 53.0 IN 5,300 IN-LB 9.7 LB 516 IN-LB 3 1,100 LB 96.0 IN 105,600 IN-LB 193.8 LB 18,608 IN-LB 1,300 LB 111,900 IN-LB 205 LB 19,142 IN-LB SEIZMIC INC' PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING TEL:(909)869-0989/FAX:(909)869-0981 CAL 161 ATLANTIC STREET,POMONA,CA 91768 CALCULATEDI BY TK NO. 9 DATE 5/20/2015 Longitudinal &Transverse Analysis: Longitudinal Column Forces: Mbase= 0 IN-LB <==Based Assumed to be pinned Level Pcol-static Pcol-seismic Pcol-total 1 1,155 LB 0 LB Mcol Mconn-seismic 2 ,77015 LB 1,155 LB 9121N-LB 1,375 IN-LB 0 LB 770 LB 1,838 IN-LB 1,511 IN-LB 3 385 LB 0 LB 385 LB 1,184 IN-LB 592 IN-LB Transverse Loads: Level Pcol-static Pcol-seismic Pcol-total 1 1,155 LB 663 LB 1,818 LB 2 770 LB 657 LB 1,427 LB 3 385 LB 504 LB 889 LB SEiZMIC INC. PR01ECTFOR lostBedBath Plus W&orldBeyond Market SHEET NO. 10 MATERIAL HANDLING ENGINEERING SHETNO.CALCULATED BY 10 TEL:(909)869-0989/FAX:(909)869-0981 DATE 5/20/2015 TK 161 ATLANTIC STREET,POMONA,CA 91768 Longitudinal Column Analysis: Analyzed per AISI.Section properties are based on net effective sections. P= (1+0.11SDs)DL+(1+0.14SDs)PL = 1,793 LB M= 0.7*McOI = 1,287 IN-LB KxLx/rx= 1.7*43 IN/1.1382 IN = 64.2 KyLy/ry= 1*42 IN/0.6323 IN = 66.4 <==_(KI/r)max ro= (rx^2+ry^2+xo^2)^0.5 = 1.302 IN B= 1-(xo/ro)^2 = 1.000 Fe IS TAKEN AS THE SMALLER OF Fel AND Fel: Fel= n"2E/(KL/r)max"2 = 66.0 KSI csex= n^2E/(KxLx/rx)"2 = 70.6 KSI st= 1/Aro"2[G1+(n"2ECw)/(KtLt)^2] = 8740.31 KSI * PROPERTIES Fe2= 1/(210*{(csex+o-t)-[(sex+st)^2-(4*R sex*st)]" SECTION 0.5} A= 3.000 IN = 70.6 KSI B= 1.625 IN Fe= 66.0 KSI Fy/2= 27.5 KSI = 0.087 IN SINCE, Fe >Fy/2 Aeft= 0.625 INA2 43.5KS THEN, Fn= Fy(1-Fy/4Fe) Ix= 0.809 IN^4 = 43.5 KSI Sx= Q.540 IN^3 Pn= Aeff*Fn rx= 1.138 IN = 27,199 LB ly= 0.250 IN^4 Oc= 1.92 Sy= 0.259 INA3 Pry= 0.632 IN Pa= 14,1664 1= 0.819 IN"4 = LB C .1= w= 0.032 INA6 xo= 0.000 IN P/Pa= 0.13 < 0.15 Kx= 1.7 Lx= 43.00 I N Ky= 4.000.0 THUS,CHECK: P/Pa+Mx/Max_..1.0 0 Pno= Ae*Fy Ly= 1IN = 34,359 LB Kt= 1.00 - Pao Pno/Oc t= 72.00.0IN = 17,895 LB Fy= Me= Cb*ro*Aeff*(sey*s55 KSI t)^0.5 G= 55,KSI 618 IN-K E= 29,500 KSI My= Sx*Fy = 29,673 IN-LB Mc= My[1-My/(4Me)1 .85 = 29,316 IN-LB Cmx== 0 0.0 Max=Maxx= Mc/Of Cb= 1.07 = 17,555 IN-LB µx= {1/[1-(Oc*P/Pcr)1}^-1 = 0.92 (1793 LB/14166 LB)+(1287 IN-LB/17555 IN-LB)= 0.17 <1.0,OK SEIZMIC INC. PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 11 TEL:(909)869-0989/FAX:(909)869-0981 / 161 ATLANTIC STREET,POMONA,CA 91768 CALCULATED BY DATE 55/20J2025 Transverse Column Analysis: Analyzed per AISI.Section properties are based on net effective sections. Pcol= (1+0.11Sos)DL+(1+0.14Sos)PL+0.7*EL = 2,257 LB KxLx/rx= 1.7*28 IN/1.1382 IN = 41.8 KyLy/ry= 1*72 IN/0.6323 IN = 113.9 (KL/r)max= 113.9 ro= (rx"2+ryA2+x0^2)"0.5 = 1.302 IN 13= 1-(xo/ro)A2 = 1.000 Fe IS TAKEN AS THE SMALLER OF Fel AND Fel: Fel= nA2E/(KL/r)maxA2 = 22.5 KSI hex= n^2E/(KxLx/rx)"2 SECTION PROPERTIES = 166.5 KSI A= 3.000 IN 6t= 1/AroA2[GJ+(n^2ECw)/(KtLt)A21 B= 1.625 IN = 8740.31 KSI Fe2= 1/(2(i)*{(hex+cst)-[(csex+6t)A2-(4*(3*csex*at))A0.5} t= 0.087 IN Ae = 166.5 KSI ff= 0.625 INA2 Ix= 0.809 INA4 Fe= 22.5 KSI Sx= 0.540 INA3 Fy/2= 27.5 KSI rx= 1.138 IN SINCE, Fe <Fy/2 Sy= 0.2591N^34 Iy= 0.250 INA3 THEN, Fn= Fe = 22.5 KSI ry= 0.632 IN J= 0.819 INA4 Pn= Aeff*Fn Cw= 0.032 INA6 = 14,027 LB xo Kx= 1.700 IN = 1.7 Oc= 1.92 Lx= 28.00 IN Ky= 1.00 Ly= 72.00 IN Pa= Pn/Oc Kt= 1.00 = 7,306 LB Lt= 72.00 IN Fy= 55 KSI Pcol/Pa= 0.31 < 1.0, OK G= 11,300 E= 29,500 KSI SEIZMIC PROJECT Cost Plus World Market INC. FOR Bed Bath&Beyond 1 NO. 2 SHEET MATERIAL HANDLING ENGINEERING SHSHETNO.CALCULATED BY TK2 TEL:(909)869-0989/FAX:(909)869-0981 DATE 5/20/2015 161 ATLANTIC STREET,POMONA,CA 91768 Beam Analysis Beam to column connections provide adequate moment capacity to stabalize the system,although it does not provide full fixity. Thus,the beams shall be analyzed assuming partial end fixity. In justifying the beam to column moment connection,the partial end fixity moment will be added to the Longitudinal frame moment for the analysis of the connection. %END FIXITY= 5% Effective Moment for Partially Fixed Beam For simply supported beams,the max imum moment at the center is given by wL"2/8. An assumption of partial fixity will decrease the maximum moment by the following method. 0= 0.05 Mcenter= Mcenter(simple ends)-O*Mcenter(fixed ends) Mcenler(simple) = wL^2/8-(0.05 *wL^2/12) = wL^2/8 - wL"2/240 Mends Mcenter = 0.121 *wL^2 (fixed)- __jr----- _ _ (fixed) Reduction ..,.-----'4 - - -.,,,.. I: COEFF R= 0.121/0.125 = 0.968 _ 14 THUS, trAilliiiiiiiiiii--------_-________ - --- -- _Mcenter= 8*(wL"2/8) -j = 0.968*(WL^/8) L =max F.. L Mends= Q*Mmax(fixed ends) TYPICAL BEAM FRONT VIEW = (wL"2/12)*0.05 = 0.0042*W02 TYPICAL BEAM FRONT VIEW Efective Deflection for Partially Fixed Beam For simply supported beam conditions,the maximum deflection at the center is given by 5wL"4/384EI. An assumption of partial fixity will decrease this maximum deflection by the following method: Dmax= 8*[5w(L)^4/(384*E*14] SEIZMIC INC. PROJECT Cost Pius World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 13 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK _ 161 ATLANTIC STREET, POMONA,CA 91768 DATE 5/20/2015 Beam Analysis cont. Live Load= 1,000 LB Dead Load= 100 LB End fixity= 5% Mcenter= 0.121 *wL^2 = 6,389 IN-LB Mends= 0.0042*wLA2 = 222 IN-LB Lmax= [1950+1200(M1/M2)]b/Fy M1/M2= 0.034710744 <===SINCE Mcenter>Mends Lmax= (1950+41.7)*2.625/55 = 95.1 IN < L Thus, Fb= 0.6* Fy = 33,000 PSI Maximum Static Load per Level depends on: 1)Moment Capacity If, fb= M/Sx Then,0.6* Fy= (13*wLA2/8)/Sx Thus, Max wt./Level= 19.6*Fy*Sx/((3 * L)]*a Beam lx= 1.7499Properties 1N^4 = (9.6*55 KSI *0.776 IN^3)/(0.968*96 IN)*0.875 Sx= 0.776 INA3 = 3,919 LB/LVL <__=GOVERNS OR, Fy= 55,000 PSI 2)Allowable Deflection Length=L= 96.0 IN t= 0.0641 N If, Dallow=L/180 b= 2.625 IN = 0.533 IN And, D= [Sw(L)^4/(384*E*Ix)]*13 Then, Max wt./Level= 2*[(384*E*Ix*Hallow)/(5*LA3 * (3)] = 4,852 LB/LVL a=Impact Coefficient= 0.875 Thus, Maximum Allowable Live Load/Level= 3,819 LB/LVL B= 0.968 SEiINC•ZMiC PROTECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 14 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA,CA 91768 DATE 5/20/2015 r Beam To Column Connection: Mconn 0.7*Mconn-seismic*f2o = 2,116 in-lb A) SHEAR CAPACITY OF 3/8"0 PIN (DOUBLE SHE, PIN DIA.= .375 in -i--2` ` �.'A I ' L.,,,,„, Area= (0.375)^2*n/4 = .1104 in^2 *;x _ Fy= 55,000 psi (MIN.) ,, ' Pmax= Area * Fv* 2(DOUBLE SHEA' .. , = 4 860 Ib ��� ' \ , .1 B) BEARING ONCOLUMN (DOUBLE SHEAR): 1111111b Fy= 50,000 psi II ,_. Fu= 65,000 psi t min= .09 in (13 GA.) Abrg= t* D = .0338 in^2 Pmax brg.= (Pn/Q) *2 (DOUBLE SHEAR) = (Fp*Abrg/Q)*2(DOUBLE SHEAR) = (2.22Fu*Abrg/2.22) * 2(DOUBLE SHEAR) = Fu*Abrg*2(DOUBLE SHEAR) = 4,388 Ib <48601b C) MOMENT CAPACITY OF BRACKET: D= 4.in MINIMUM P1 VALUE GOVERNS P1= 4,388 lb Mconn. cap.= Pmax x 0 = 4388 lb*4 in = 17,550 in-lb SEIZMIC INC. PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 15 TEL:(909)869-0989/FAX:(909)869-0981 161 ATLANTIC STREET, POMONA,CA 91768 CALCULATED BY DATE 5/20/2015 Transverse Brace Analysis 0.75*0.7*V= 192 lb Diagonal Member 24° Ldiag= [HA2+D^4^0.5 = 59.0 IN ii2 / `� Vdiag= V*Ldiag/D °`, = 192 LB*59 IN/42 IN \ = 270 LB <===TENSION(T) ON DIAGONAL Tallow= AREA *0.6 * Fy ' = 3,960 LB _, ,. T/Ta= 0.07 < 1.0 OK SIDE VIEW H=42.00 in D= 42.00 in Horizontal Member Diagonal Member 7/8"fib x 18ga. (kl/r)max= (k*Lhoriz)/r min t= 0.050 in = (0.8 x 42 IN/0.59 IN) AREA= 0.120 inA2 = 56.9 IN Fy= 55,000 psi Fe= Tt2E/(kl/r)2 = 88,252 PSI Horizontal Member Fy/2= 27,500 PSI 1 1/2 x 11/2 x 18ga. SINCE Fe>Fy/2, Fn=Fy*(1-fy/4fe) A= 1.500 in = 46,431 PSI B= 1.500 in t= 0.050 in Pn= AREA*Fn AREA= 0.250 in^2 = 0.25INA2 *46431 PSI r min= 5500 in , = 11,608 LB Fy= 55,000 psi Pallow= Pn/Oc = 11608 LB/1.92 Oc= 1.92 = 6,046 LB fa/Fa= 0.03 <1.0 OK SEIZMIC PROJECT Cost Plus World Market INC. FOR Bed Bath&Beyond 16 NO.SHEET MATERIAL HANDLING ENGINEERING SHSHETNO.CALCULATED BY TK TEL:(909)869-0989/FAX:(909)869-0981 DATE 5/20/2015 161 ATLANTIC STREET,POMONA,CA 91768 Overturning Analysis Fully loaded: Movt= 27,833 IN-LB MDL= 300 LB x42 IN/2 = 6,300 IN-LB d= 42.0 IN MPL= 1000 LB x 42 IN/2 Allowable Tension= 470 LB = 21,000 IN LB Allowable Shear= 670 LB Vcol= 0.7*Vtota1/4 #of Anchors/Plate= 2 = 64 LB Puplift= [0.7 x Movt-(0.6-0.11SD5)x MDL-(0.6-0.14505)x MPL]/d/2 = [0.7*27833-(0.6-0.11*0.63)*6300-(0.6-0.14*0.63)*21000] IN-LB/42 IN/2 = 64 LB <===UPLIFT Interaction Equation [64 LB/940 LB]+[64 LB/1340 LB]= 0.12 <1.2 Therefore OK Top shelf loaded only: Movt= 19,142 IN-LB MDL= 6,300 IN-LB d= 42.0 IN MPL= 1000 LB x 42 IN/2 = 21,000 IN-LB Allowable Tension= 470 LB Allowable Shear= 670 LB Vcol= 0.7*Vtop/4 #of Anchors/Plate= 2 = 36 LB Puplift= [0.7 x Movt-(0.6-0.11SD5)x MDL-(0.6-0.14SD5)X MPLapp]/d/2 _ [0.7*19142-(0.6-0.11*0.63)*6300-(0.6-0.14*0.63)*21000] 1N-LB/42 IN/2 = -8 LB <===NO UPLIFT INTERACTION EQN. [0 LB/470 LB]+[36 LB/670 LB]= 0.03 <1.2 Therefore OK SEIZM.IC INC. PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 17 TEL:(909)869-0989/FAX:(909)869-0981 161 ATLANTIC STREET, POMONA,CA 91768 CALCULATED BY DATE 5/5/20j2015 LRFD Load Combination - For Slab and Soil Analysis Load combination per RMI 2.2 Resultant Load combination 1 1.40L+1.2PL 1.4DL+1.2PL 2 1.2DL+1.6PL+1.6LL+0.5(Lr or SL or RL) 3 1.2DL+0.85PL+(0.5LL or 0.8WL)+1.6(Lr or SL or RL) 1.2DL+0.85PL 4 1.2DL+0.85PL+0.5LL+1.6WL+0.5(Lr or SI or RL) 1.2DL+0.85PL 5 (1.2+0.2Sps)DL+(0.85+0.2Sps)PL+0.SLL+EL+0.2SL 6 0. .25 DL+ 0.9-0.25 PLa (1.2+0.2Sps)DL+(0.85+0.2Sps)PL+EL 9-0 ( ps) ( ps) Pp-EL (0.9-0.2Sps)DL+(0.9-0.25 PLa as) pp-EL DL-total/col= 150 LB LL-total/col= 1,500 LB E= 663 LB Load combination 1 Pmax= 1.4DL+ 1.2PL = 1.4 x 150 LB+1.2 x 1500 LB = 2,010 LB Load combination 2 Pmax= 1.2DL+1.6PL = 1.2 x 150 LB+1.6 x 1500 LB = 2,580 LB Load combination 3&4 Pmax= 1.20L+0.85PL = 1.2x150 LB+0.85x1500 LB = 1,455 LB Load combination S Pmax= (1.2+0.2SDs)DL+(0.85+0.25Ds)PL+EL = (1.2+0.2*0.63)x 150 LB+(0.85+0.2*0,63)x 1500 LB+663 LB = 2,326 LB Load combination 6 Pmax= (0.9-0.2SDs)DL+(0.9-0.2SDs)PLapp-EL = (0.9-0.2*0.63)x 150 LB+(0.9-0.2*0.63)x 1005 LB-663 LB = 231 LB INNC.C.SEIPROJECTFOR CostBedBath Plus WorldBeyond Market & ENO. 18 NO. MATERIAL HANDLING ENGINEERING SHEET Q BY TK TEL:(909)869-0989/FAX:(909)869-0981 DATECAC 5/20/2015 161 ATLANTIC STREET,POMONA,CA 91768 Slab &Soil Analysis The slab will be checked for puncture and bearing stress. If no puncture occurs,the slab is assumed to distribute the load over a larger area of the slab. a)Puncture: Pmax= 2,760 LB Fpunct= 2.66 x(F'00.5) = 2.66 x(2500 PSI)^0.5 = 133 PSI Apunct= [(Weff.+t/2)+(Dell.+t/2)]x 2 x t = [(5 IN+5 IN/2)+(7 IN+5 IN/2))x 2 x 5 IN = 1701N^2 fv/Fv= P/[(Apunct)(Fpunct)] = 2760 LB/[170 IN^2 x 133 PSI x 0.55] = 0.22 <1.0 OK b)Bearing: OBn= 0.85x0x-Pc xAl = 40,906 LB Pu/OBn= 2760 LB/40906LB = 0.07 <1.0 OK Base Plate: cl Slab Tension Weff.= 5.00 IN Asoil= P/[1.0 x fs) 7.00 IN = 2760 LB/[1.0 x 1000 PSF/(144IN^2/FT^2)] Deff.=Al= 35.0 IN"2 = 397 IN^2 L= Asoil^0.5 Concrete: = (397.441N^2)^0.5 = 19.9 IN Q0 IN B= [(Weff.)(Deff.)]^0.5+t Thickness=f's= 5.5.00 PSI _ [5 IN x 7 IN]^0.5+5 = 11.0 IN b= (L-B)/2 = (19.94 IN-10.97 IN)/2 = 4.5 IN Soil: Mconc= (w)(1)^2)/2=[(1.0)(fs)(b^2)]/[144(IN^2/FT^2)x 2] = [1.0 x 1000 PSI x(4.481N)^2]/[144(IN^2/FT^2)x 2] fs= 1,000 PSF = 701N-LB Sconc= 1 IN x(t"2)/6 = 1 IN x(51N)^2/6 0= 0.55 = 4.17 INA3 Fconc= 5 x 0 x f'00.5 = 5 x 0.55 x(2500 PSI)^0.5 = 137.5 PSI fb/Fb= Mconc/[(Sconc)(Fconc)] = 69.8 IN-LB/[(4.17 INA3)(137.5 PSI)] = 0.12 <1.0 OK SEIZMIC INC PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING TEL:(909)869-0989/FAX:(909)869-0981 CAL 161 ATLANTIC STREET,POMONA,CA 91768 DALCUULATED BY 19 DATE 5/5j20/2015 LIGHT DUTY STORAGE FIXTURE UNITS THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE FOLLOWING LIGHT DUTY STORAGE FIXTURES COMPLIES WITH THE SEISMIC REQUIREMENTS SET FORTH IN THE 2013 CBC PARAMETERS STEEL-36,000 PSI (WHEN USED) ANCHORS- 3/8"¢x 2-1/8"MIN. EMBED. Powers Wedge Bolt(ICC ESR-2526) SLAB- 5 IN x 2500 PSI SOIL- 1,000 PSF CONFIGURATIONS 1 120H x(52/48/36)W x 24D ATTACHED 2 96H x(48/36)W x 24D ATTACHED 3 120H x(48/36)W x 18D FREESTANDING INC.SEIPROTECTIC WoMarket - NC. FOR Bed BathPlus&Beyondrld SHEET NO. Cost 20 MATERIAL HANDLING ENGINEERING 20 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK DATE 5/20/2015 161 ATLANTIC STREET,POMONA,CA 91768 - LOADS&DISTRIBUTION: ANALYSIS PER THE 2013 CBC V= 0.7*Sos x I x Wp/R <===ASD REDUCTION FACTOR OF 0.7 = 0.186 Wp 1= 1.5 Fa= 1.12 Ss= 0.95 Sos= 0.71 WHERE Sos=2/3*Fa*Ss R= 4 wLL= 100 LB/LVL wDL= 10 LB/LVL #OFLVLS= 3 DEPTH= 18 IN Wp= (0.67*wLL+wDL) = 231 LB V= 0.186Wp = 43 LB LATERAL FORCE DISTRIBUTION Fi Fi*hx LEVEL wDL+wLL hx wxhx 1 110 LB/LVL 6.0 IN 660 2.0 LB 12 IN-LB 2 110 LB/LVL 44.0 IN 4840 14.3 LB 631 IN-LB 3 110 LB/LVL 82.0 IN 9020 26.7 LB 2191 IN-LB 330 LB 1= 14520 IN-LB 43 LB 2834 IN-LB SEIZMIC INC. PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING TEL:(909)869-0989/FAX:(909)869-0981 SHEETNO.T 21 DALC 161 ATLANTIC STREET,POMONA,CA 91768 ULATED BY DATE 5/5/20/2015 COLUMN ANALYSIS: STATIC Pcol= 165 LB SEISMIC Pcol= Pcol(stat)+0.75*Mot/d = 283 LB Pcol(max)= 283 LB Fc= 850 PSI <==COMPRESSION PARALLEL TO GRAIN(Fc) Ke*L/d= 38 f CD= 1.6 (SEISMIC) C�= 1.0 Ct AREA 1.0 = 1.625 INA2 CF= 1.0 Ix= 0.312 IN SX= 0.330 INA3 Emin'= Emin(CM)(Ct) rx= 0.430 IN = 510,000 PSI IY= 0.280 IN^4 Sy= 0.430 IN^3 FLE= 0.822*Emin'/(le/d)^2 ry= 0.410 IN = 290 PSI Lx= 38 IN Ly= 381N Fc*= Fc(CD)(Cm)(Ct)(CE) Fc= 850 PSI = (850 PSI)(1.6)(1)(1)(1) E= 1,400,000. PSI = 1,360 PSI Emin= 510,000. PSI K(cE)= 0.3 FSE/Fc*= 0.213 c= 0.8 Ke= 1 [1+Fa/Fel/Mc)]= [1+0.21]/[(2)(0.8)] d= 1 = 0.758 {[1+FcE/Fc*]/[(2)(c)]}^2= {[1+0.21]/[(2)(0.8)]}^2 = 0.575 CP= [1+FcE/Fc*]/[(2)(c)]-f[1+FCE/Fc*)/(2c))^2-[F,E/Fc*]/c)^0.5 = 0.758-SQRT(0.575-0.213/0.8) = 0.203 F'c= Fc*(CP) = 276 PSI ALLOW. P= (F'c)(A) = (276 PSI)(1.625 INA2) = 449 LB > Pcol(max)=283 LB O.K. SE{ZMIC PROJECT Cost Plus World Market INC. FOR Bed Bath&Beyond SHEET NO. 22 MATERIAL HANDLING ENGINEERING SHEETNO.CALCULATED BY 22 TEL:(909)869-0989/FAX:(909)869-0981 DATE 5/20/2015 TK 161 ATLANTIC STREET,POMONA,CA 91768 BACK BRACING ANALYSIS: BACK X-BRACE ARE USED TO RESIST THE LATERAL FORCES IN THE LONGITUDINAL DIRECTION. d= 48 IN h= 41 IN Ldiag= (h^2+d^2)"0.5 = ((41 IN)^2+(48 IN)^2)^0.5 = 63.13 IN V/BAY= 43.0 LB NO.OF BAYS= 2 314" Vtotal= NO.OF BAY*V/BAY*(Ldiag/d) 1/4" = 2*43 LB*(63.13 IN/48 IN) = 113 LB o. TENSION CAPACITY OF 3/4 IN X 0.125 THK BAR STRAP At= (0.75)*0.125 Pall= 0.6*Fy*Area = ,pg38INA2 = 0.6*33000 PSI *0.0938 INA2 = 1,856 LB > 113 LB O.K. Ay= (0.75 IN-0.25)*0.125 = .0625 INA2 SHEAR CAPACITY OF 3/4 IN X 0.125 THK BAR STRAP Pall= 0.4*Fy*Area = 0.4*33000 PSI*0.0625 INA2 THK=H= 0.750. 55 = 825 LB > 113 LB O.K. BOLT HOLE= 0.25 Fy= 33,000 PSI SEIZMIC INC. PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 23 TEL:(909)869-0989/FAX:(909)869-0981 161 ATLANTIC STREET,POMONA,CA 91768 CALCULATED BY DATE 5/5/20/2015 OVERTURNING ANALYSIS: FREESTANDING UNIT (A) FULLY LOADED: Vtotal= 43 LB Vcol= 22 LB Movt= Z(Fi* Hi) = 2,834 IN-LB Mst= 2(0.67*wLL+wDL)*(D/2) = 3 LEVELS*(0.67*100 LB/LVL+10 LB/LVL) *(18 IN/2) = 2,079 IN-LB Puplift= (Movt-0.6*Mst)/D = (2834 IN-LB-0.6*2079 IN-LB)/18 IN = 88 LB <= UPLIFT (B) TOP SHELF LOADED ONLY Vtop= 24 LB Vcol= 12 LB Movt= Vtop*H1 = 24 LB*82 IN = 1,985 IN-LB Mst= 2(wLL+wDL)* (D/2) = (100 LB+30 LB) *(18 IN/2) DEPTH OF UNIT(d)= 18 IN = 1,1701N-LB TOP SHELF HEIGHT(H1)= 82 IN Puplift= (Movt-0.6*Mst)/D #LEVELS= 3 = (1985 IN-LB-0.6*1170 IN-LB)/18 IN = 71 LB <= UPLIFT ANCHORS QUANTITY= 1 PULLOUT= 370 LB (Ps/Pt)+(Vs/Vt)<_1.2 SHEAR= 540 LB COMBINED STRESS(A)= (88 LB/370 LB)+(21.5 LB/540 LB) = 0.28 <1.2 OK COMBINED STRESS(B)= (71 LB/370 LB)+(12.1 LB/540 LB) = 0.21 <1.2 OK USE(1)3/8"0 x 2-1/8"MIN.EMBED. Powers Wedge Bolt(ICC ESR-2526)PER BASE ANGLE SEIZMIC Plus World Market PROJECT INC. FOR Bed Cost Bath&Beyond SHEET NO. 24 MATERIAL HANDLING ENGINEERING CALCULATED BY TK4 TEL:(909)869-0989/FAX:(909)869-0981 DATE 5/20/2015 161 ATLANTIC STREET,POMONA,CA 91768 WALL ADEQUACY ANALYSIS: WALL ATTACHED UNIT WALL LATERAL LOAD= 5 PSF DEPTH OF UNIT(d)= 24 IN WALL AREA/UNIT= (120 IN)* (36 IN) = 4,320 IN^2 = 30 FTA2 WALL CAPACITY= WALL LATERAL LOAD* (WALL AREA/UNIT) = 5 PSF*30 FTA2 = 150 LB Vwall= Vtrans = 43 LB < 150 LB THEREFORE WALL IS ADEQUATE TO RESIST SEISMIC LOADS. CONNECTION TO WALL ANALYSIS: WITHDRAWAL FORCE ON WALL CONNECTION=T CONNECTION HEIGHT= 120 IN Mot= 2.(Fi* Hi) = 2,834 IN-LB Mst= 1[(0.67*wLL+wDL)*(D/2)] = 3 LEVELS*(0.67*100 LB/LVL+10 LB/LVL) *24 IN/2 = 2,772 IN-LB T= (Mot-0.6*Mst)/(HEIGHT OF CONNECTION) = 10 LB <= WITHDRAWAL CHECK TENSION CAPACITY OF 1/4"0 X 3/4" EMBED.WOOD SCREW CONN TYPE= 1/4"0 X 3/4" P(SCREW)= 83 LB (PER 2005 NDS,TABLE 11.2A,PAGE 68) SINCE 10 LB<83 LB THEN WALL ATTACHMENT IS SUFFICIENT TO RESIST SEISMIC FORCES. SEIZINC.MIC '1 PROJECT Cost Plus World Market MATERIAL HANDLING ENGINEERING FOR Bed Bath&Beyond TEL:(909)869-0989/FAX:(909)869-0981 SHEET NO. 25 161 ATLANTIC STREET, POMONA,CA 91768 CALCULATED BY TK DATE 5/20/2015 Wire Weld Li ht Duty Storage Fixtures Sales Floor Project Scope: The purpose of this analysis is to show that the following light duty storage fixtures complies with the specifications set forth in the 2010 OSSC. The light duty storage fixtures are prefabricated and are to be field installed only without any field welding. Project Parameters: The Wire Weld fixtures consists of several bays,interconnected in one or both directions with columns of the vertical frames being common between any adjacent bays.Stability longitudinally is depedent on the x-braces,while the wire weld panels act transversely.The analysis will focus on a tributary bay to be analyzed in both the longitudinal&transverse direction. The Wire Weld fixtures are fully braced,and will be analyzed as a braced steel storage rack system. The system will be analyzed for seismic loading utilizing the following equation: V= Cs x Ws Cs= SpsxI/R SDs= (2/3)x Fa x Ss I= 1.5 R= 4 Seismic Factors: Fa= 1.12 Ss= 0.95 Project Specifications: Steel- Shaped steel&Rods,ASTM A500 Grade 50, Fy=50,000 psi All others,ASTM A36,Grade 36, Fy=36,000 psi Bolts- ASTM A307 unless otherwise noted Anchors- 3J8"0 x 2-1/8" min.embedment Powers Wedge Bolts(ICC ESR-2526) Slab- 5"x 2,500 psi Soil- 1,000 psf Configurations Type A 123"H x 36"W x 19-1/2"D SEtZMIC PROJECT Cost Plus World Market INC. FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 26 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY T 5/20/2015 161 ATLANTIC STREET,POMONA,CA 91768 DATE General Configuration 1) ANCHOR 2) FOOT PLATE 3) POST 4) LONGITUDINAL X-BRACES 5) SHELVES 6) TRANSVERSE X-BRACES i♦�1.�.. ���� �1 �•>.•••i%iii �f.,;(0 ��� •�.ii�. Ir\YI '%i i�•i.moi�•moi"1;g1i ,1 'J:i +iiii•i� y1�eI Y\III 11\':.i=�•i�i�i ;4.1 4 r4y1i �.tt�l@11111 1111111,111 11,IIi1Itt!1 1V41 ;1:t4 1 1, " t5,!i• 111,1\1' t1 \� 1111 1/ +,1wy'w` ,1111'/1111 )ti �l;�` � .�>:�, ♦.�� ;�.��.`�..� I 11 \\1111 *r 1 ,111 111 .$r .l % i'', ili ;11\:1111 \Ii', 1\111 Q 1 •;4'. 44,,h ` 4j. ,r X11;1 111 \1 1� \IY 5 513,x. Y x'♦ F `. 11j ii�1y�Y111l1t5ji1L.`�f.M��`�`►��.,�l"�.:i.C•i1�y�1•CV ..7t.:�:'.�� -,N.r;r!�'h��fE.Il.1_lr;l.LiL,..111 y,!. 1I111I1t 11�111�11•`,11 ,11 11 it1 11 aIII`I;'1,1 \ 11 ,I 91 \I11111 1j 1111 - was-n .j�4ys:'t�...- s 11 �It11aA111 �1�11; 1111 �, I o ss- r*!1, 1111,;; 11 X4;411,\111 115�9�: t�I1M111�Y11 I,CGi��I,, l y 4.4 111,1;111' 1\11111\1`1 111 11P 1 v,111 Y1v ' .:1*" �. 111 11 1�1 �1'111�Ab , .fit ; 1 ; � ,= 1111; .1111 \1; 111 't; ll,i !,1111 ,1111 ,IY, 1 1 1 1 t\111 104 11 014 \11. Y\111 ,4.1"4441..."- Ir Y \ll �`Y 1 1�1 1 x•y4'�>� \ 111 1', 1111 YIYII I X11 11 1 Ir ;. Y1, i\ 11111``I 0© 11 t1A1At.. A111 A 1 / 11 �.`,' tT. 111`\\111 �"� 111111 • 1 I •1411 11\111 ill' j l l h Q 4,0," I1111R1111I 11Y`�a C4. iy>r�yG' 1111 11t 1 ,11111\ 11 44P4, ti 1\11111 \lllt SEIZMIC INC. PROJECT Cost Plus World Market MATERIAL HANDLING ENGINEERING FOR Bed Bath&Beyond TEL:(909)869-0989/FAX:(909)869-0981 SHEET NO. 27 161 ATLANTIC STREET, POMONA,CA 91768 CALCULATED BY TK DATE 5/20/2015 Loads& Distribition: Fa= 1.12 <===ASSUMED SITE CLASS D Ss= 0.95 Sps= 2/3 *Fa *Ss = 0.708 <===SEISMIC DESIGN CATEGORY D I= 1.5 <===IN AREA OPEN TO THE PUBLIC R= 4 Cs= Sps*I/R = 0.266 Depth= 19.5 IN wPL,Product Load/Level= 48.0 LB Occurrence of Brace= 1 wDL,Dead Load/Level= 5.0 LB #of Shelf Levels= 11 Ws= E(0.67*wPL+WDL) = 377 LB Vtotal= Cs*Ws Vtop= Cs*Ws,top = 0.266 x 377 LB = 0.266 x 103 LB = 100 LB = 27 LB Fully loaded: Level wx hx wx hx Fi Movt 1 37 LB 3.000 IN 111 IN-LB 0.5 LB 2 IN-LB 2 37 LB 15.00 IN 557 IN-LB 2.6 LB 38 IN-LB 3 37 LB 27.00 IN 1,003 IN-LB 4.6 LB 125 IN-LB 4 37 LB 39.00 IN 1,449 IN-LB 6.7 LB 5 37 LB 51.00 IN 1,895 IN-LB 2601N-LB 37 LB 8.7 LB 6445 IN-LB 63.00 IN 2,341 IN-LB 10.8 LB 679 IN-LB 7 37 LB 75.00 IN 2,787 IN-LB 12.8 LB 8 37 LB 87.00 IN 962 IN-LB 3,233 IN-LB 14.9 LB 1,294 IN-LB 9 37 LB 99.00 IN 3,679 IN-LB 16.9 LB 10 37 LB 111.0 IN 4,125 IN-LB 1,676IN-LB 11 5 LB 19.0 LB 2,107 IN-LB 123.0 IN 615 IN-LB 2.8 LB 348 IN-LB 377 LB Total= 21,796 IN-LB 100 LB 7,934 IN-LB - Top shelf loaded only: Level wx hx wx hx Fi Movt 1 5 LB 3.000 IN 15 IN-LB 0.05 LB 0 IN-LB 2 5 LB 15.00 IN 75 IN-LB 3 0.23 LB 4 IN-LB 5 LB 27.00 IN 135 IN-LB 0.42 LB 11 IN-LB 4 5 LB 39.00 IN 5 195 IN-LB 0.61 LB 24 IN-LB 6 5 LB 51.00 IN 255 IN-LB 0.7941 IN-LB SLB LB 63.00 IN 315 IN-LB 0.98 LB 62 IN-LB 7 5 LB 75.00 IN 375 IN-LB 8 5 LB 1.17 LB 88 IN-LB 87.00 IN 435 IN-LB 1.36 LB 118 IN-LB 9 5 LB 99.00 IN 495 IN-LB 1.54 LB 153 IN-LB 10 53 LB 111.0 IN 5,883 IN-LB 18.33 LB 2,035 IN-LB 11 5 LB 123.0 IN 615 IN-LB 1.92 LB 236 IN-LB 103 LB Total= 8,793 IN-LB 27 LB 2,770 IN-LB $EtZMIC PROJECT Cost Plus World Market FOR 1.`'��u/INO Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 28 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA,CA 91768 DATE 5/20/2015 Column Analysis P= (1+0.11Sps)DL+0.75*(1+0.14Sps)PL+0.75*0.7E = (1+0.11*0.708)*(5*11)/2+0.75*(1+0.14*0.708)*(48*10)/2+0.75*0.7*(7934/19.5) = 441 LB KxLx/rx= 1*12 IN/0.398 IN = 30.2 KyLy/ry= 1*12 IN/0.095 INtiO.y6 16 GA. = 126.3 �� (KL/rjmax= 126.3 �'• ro= (rx"2+ryA2+xo^2)^0.5 = 0.448 IN �---- 1 5/e" g= 1-(xo/ro)^2 = 0.833 Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: SECTION PROPERTIES Fe1= n"2E/(KL/r)max^2 = 18.2 KSI t= 0.0601N hn ex= ^2E/(KxLx/rx)^2 Aeff= 0.1360INA2 = 320.3 KSI Ix= 0.022 INA4 st= 1/Aro^2[G! +(n^2ECw)/(KtLt)^21 x= 0.03311\11'3 = 112.66 KSI rx= 0.398 IN Fe2= 1/(28)*{(aex+crt)-[(aex+cst)^2-(4*(3*hex*fft)]"0.51 ly= 0.001 INN), = 104.3 KSI Sy= 0.005 IN^3 ry= 0.095 IN Fe= 18.2 KSI .1= 0.000 IN^4 Fy/2= 25.0 KSI Cw= 0.0011(06 SINCE, Fe <Fy/2 xo= -0.183 IN THEN, Fn= Fe Kx= 1.0 = 18.2 KSI Lx= 12.00 IN Ky= 1.00 Pn= Aeff*Fn Ly= 12.00.0IN = 2,476 LB Kt= 1.0 Lt= 12.00 IN C1c= 1.92 Fy= 50 KSI G= 11,300 Pa= 1 E= 29,500 KSI = 1,,289289 LB Pcoi/Pa= 0.34 < 1.0, Ok SEIZMIC INC. PROJECT Cost Plus World Market MATERIAL HANDLING ENGINEERING FOR Bed Bath&Beyond TEL:(909)869-0989/FAX:(909)869-0981 SHEET NO. 29 161 ATLANTIC STREET, POMONA,CA 91768 CALCULATED BY TK r DATE 5/20/2015 Brace Analysis Bracing capacity is governed by tension capacity of cross bracing. Pbrace= Vtotal x Brace Occurrence = 100 LB Longitudinal Bracing: Veff= 0.75*0.7*Pbrace Cross Brace Member = 53 LB Turn Buckle 0= 0.150 IN Vdiag= Veff x(Ldiag/Lhoriz) Area(turn buckle)= 0.018 INA2 = 53 LB x 106 IN j 36 IN Lhoriz=D= 36.00 IN Lvert=h= 100.0 IN = 155 LB <==Seismic Load in Tension Ldiag= 106.3 IN Tension Capacity of the Turn Buckle Fy= 50,000 PSI Tallow= 0.6 x Fy x Area = 0.6 x 50000 PSI x 0.018 INA2 = 530 LB Vdiag/Tallow= 0.29 < 1.0, Ok Transverse Bracing: Veff= 0.75*0.7*Pbrace = 28 LB Vdiag= Veff x(Ldiag/Lhoriz) Cross Brace Member = 28LBx37IN/19.51N = 53 LB <==Seismic Load in Tension Area(rod)Rao = 0.196 IN = 0.196 INA2 Tension Capacity of the Rod Lhoriz=D= 19.50 IN Lvert=h= 32.00 IN Tallow= 0.6 x Fy x Area Ldiag= 37.47 IN = 0.6 x 50000 PSI x 0.1963 INA2 FY= 50,000 PSI = 5,890 LB > Vdiag OK IN TENSION Vdiag/Tallow= 0.01 < 1.0, Ok WELDING CHECK AT END CONNECTION CHECK WELD CAPACITY OF 0.5 IN LONG X 0.125 IN THICK WELD Vallow= 0.3 * Fy* WELD THICKNESS*LENGTH * .707 WELD SECTION = 0.3 *70000 PSI *0.125 IN *0.5 IN *0.707 WELD THICKNESS== HICKNESSSF = 07 I PSI = 0.125.125 IN = 928 LB > Vmax, OK MIN.WELD LENGTH= .5 IN SEiZMIC INC. PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 30 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA,CA 91768 DATE 5/20/2015 Overturning/Anchorage Analysis Fully loaded: Movt= 7,934 IN-LB MD1= 5 LB x 11 Levels x 19.5IN/2 = 536 IN-LB d= 19.5 IN MP1= 0.67*48 LB x 10 Levels x 19.5 IN/2 Allowable Tension= 370 LB = 3,1361N-LB Allowable Shear= 540 LB Vcol= 0.7*Vtotal/2 #of Anchors/Plate= 1 = 35 LB Puplift= [0.75 x 0.7 x Movt-(0.6-0.11S05)x MDL-0.75 x(0.6-0.14SD5)x MpLapp]/d [0.75*0.7*7934-(0.6-0.11*0.708)*536-0.75*(0.6-0.14*0.708)*3136] IN-LB/19.5 IN = 139 LB <===UPLIFT Interaction Equation [139 LB/370 LB]+[35 LB/540 LB]= 0.44 <1.2 Therefore OK Top shelf loaded only: Movt= 2,770 IN-LB MDL= 5 LB x 11 Levels x 19.5 IN/2 = 5361N-LB d= 19.5 IN MpLapp= 48 LB x 19.5 IN/2 Allowable Tension= 370 LB = 4681N LB Allowable Shear= 540 LB Vcol= 0.7*Vtop/2 #of Anchors/Plate= 1 = 10 LB Puplift= [0.75 x 0.7 x Movt-(0.6-0.11SDs)x MDL-0.75 x(0.6-0.14S05)x MpLapp]/d = [0.75*0.7*2770-(0.6-0.11*0.708)*536-0.75*(0.6-0.14*0.708)*4681 IN-LB/19.5 IN = 51 LB <===UPLIFT INTERACTION EQN. [51 LB/370 LB]+[10 LB/540 LB]= 0.16 < 1.2 Therefore OK Anchors- 3/8"0 x 2-1/8" min.embedment Powers Wedge Bolts(ICC ESR-2526) SEIZMIC INC' PROJECT Cost Plus World Market MATERIAL HANDLING ENGINEERING FOR Bed Bath&Beyond TEL:(909)869-0989/FAX:(909)869-0981 SHEET NO. 31 161 ATLANTIC STREET, POMONA,CA 91768 CALCULATED BY TK DATE 5/20/2015 Base Plate Analysis Longitudinal Check: P= Pcol-static = 292 LB fa= P/A Pcol/f(Deff.)(Beff.)] Base Steel Properties: = 67 PSI Mlbase/in= (W/in)(LA2)/2 Beff.= 3.50 IN Deff.= 1.25 IN = (fa)(b1A2)/2 b= 1.63 IN = 29 IN-LB b1= 0.94 IN Sbase/in= (1)(02)/6t= 0.250 IN = 0.01 INA3 Fy= 36,000 PSI Fbase= (0.75)(Fy) = 27,000 PSI fb/Fb= Mbase/in/((Sbase/in)(Fbase)) 0.10 < 1.0, Ok Dbl b ____b1 faU 111 II Transverse Check: P= Pcol-static+Pcol-seismic = 441LB fa= P/A Base Steel Properties: = Pcol/f(Deff.)(Beff.)] Beff.= 1.25 IN = 101 PSI Deff.= 3.50 IN Mlbase/in= (W/in)(LA2)/2 b= 0.63 IN = (fa)(b1A2)/2 b1= 0.21 IN = 5 IN LB t= 0.250 IN Fy= 36,000 PSI Sbase/in= (1)(tA2)/6 = 0.01 INA3 Fbase= (0.75)(Fy) = 27,000 PSI fb/Fb= Mbase/in/((Sbase/in)(Fbase)) = 0.02 < 1.0, Ok SEIZMIC INC. PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 32 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA,CA 91768 DATE 5/20/2015 LRFD Load Combination - For Slab and Soil Analysis Load combination per RMI 2.2 Resultant Load combination 1 1.4DL+1.2PL 1.4DL+1.2PL 2 1.2DL+1.6PL+1.6LL+0.5(Lr or SL or RL) 1.2DL+1.6PL 3 1.2DL+0.85PL+(0.5LL or 0.8WL)+1.6(Lr or SL or RL) 1.2DL+0.85PL 4 1.2DL+0.85PL+0.5LL+1.6WL+0.5(Lr or SI or RL) 1.2DL+0.85PL 5 (1.2+0.25D5)DL+(0.85+0.2SD5)PL+0.5LL+EL+0.2SL (1.2+0.25Ds)DL+(0.85+0.2SD5)PL+EL 6 (0.9-0.25D5)DL+(0.9-0.2SDs)PLapp-EL (0.9-0.2SD5)DL+(0.9-0.25Ds)PLapp-EL DL-total/col= 28 LB PL-total/col= 264 LB EL= 407 LB Load combination 1 Pmax= 1.4DL+1.2PL = 1.4x28 LB+1.2x264 LB = 355 LB Load combination 2 Pmax= 1.2DL+1.6PL = 1.2 x 28 LB+1.6 x 264 LB = 455 LB Load combination 3&4 Pmax= 1.2DL+0.85PL = 1.2 x 28 LB+0.85 x 264 LB = 257 LB Load combination 5 Pmax= (1.2+0.2SDs)DL+(0.85+0.2565)PL+EL = (1.2+0.2*0.708)x 28 LB+(0.85+0.2*0.708)x 264 LB+407 LB = 706 LB Load combination 6 Pmax= (0.9-0.2SDs)DL+(0.9-0.2SD5)PLapp-EL = (0.9-0.2*0.708)x 28 LB+(0.9-0.2*0.708)x 177 LB-407 LB = -252 LB SEIZMIC INC, PROJECT Cost Plus World Market FOR Bed Bath&Beyond MATERIAL HANDLING ENGINEERING SHEET NO. 33 TEL:(909)869-0989/FAX:(909)869-0981 161 ATLANTIC STREET, POMONA,CA 91768 CALCULATED BY TK DATE 5/20/2015 Slab& Soil Check The slab will be checked for puncture and bearing. If puncture does not occur, it will be assumed that the load is being distributed over a larger area of the soil. Pmax= 706 LB 1111 a)Puncture: Fpunct= 2.66 x(F'c^05) = 2.66 x (2500 PSI)^0.5 = 133 PSI B Apunct= [(Weff.+t/2)+(Dell.+t/2)]x 2 x t L = [(3.5 IN+5 IN/2)+(1.25 IN+51N/2)]x 2 x 5 IN = 98 INA2 fv/Fv= P/[(Apunct)(Fpunct)] = 706 LB/[98 INA2 x 133 PSI x 0.55] Base Plate = 0.10 <1.0 Ok Weff.= 3.50 IN b)Bearing: Deff.= 1.25 IN OBn= 0.85 x O x f'c x Al Al= 4.38 INA2 = 5,113 LB Pu/OBn= 706 LB/5113 LB Slab on Grade t= 5.00 IN = 0.14 <1.0 Ok f`c= 2,500 PSI c)Slab Tension: = 0.55 Soil Asoil= P/[1.0 x fs] Fs= 1,000 PSF = 706 LB/[1.0 x 1000 PSF/(1441N^2/FT^2)] = 102 INA2 L= Asoil^0.5 = (101.62 IN^2)^0.5 = 10.1 IN B= [(Weff.)(Deff.)]^0.5+t = [3.5 IN x 1.25 IN1^0.5+5 = 7.1IN b= (L-B)/2 = (10.08 IN-7.091N)/2 = 1.5 IN Mconc= (w)(b^2)/2=[(1.0)(fs)(b^2)]/[144(IN^2/FT^2)x 2] = [1.0 x 1000 PSF x(1.49 IN)^21/[144(IN^2/FT^2)x 2] = 8 IN-LB Sconc= 1 IN x(t^2)/6 = 1 IN x(5 IN)^2/6 = 4.17 INA3 Fconc= 5 x 0 x f'c^0.5 = 5 x 0.55 x(2500 PSI)^0.5 = 137.5 PSI fb/Fb= Mconc/[(Sconc)(Fconc)] = 7.75 IN-LB/[(4.17 INA3)(137.5 PSI)] = 0.01 <1.0 Ok