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Report • /)/04(//;12/Ct-tc.cicsi46' ,. RECEIVEI) 4---.1 __,....._...., / mAY 11 2016 SEIZMIC v.;/ 11 ''''' MATERiAL RAIS'DLils44C I":„ .-INE*RING EST 1985' ' SPECIAL PROD( CaVP'EYORS STORAGE RACKS OTHER SERVICES ,SHELVEVG SPECIALS PRODUCTS TANK SUPPORTS TALL SUPPORTS SELECTIVE SEISMIC ANALYSIS METAL SHUTTLES '-' '-- ('' BCUIILIDYI°NFC'11D11(V;ALS11/10)N MACHINERY HEADER STEEL DRIVEL N PERMIT ACQUISMON NIETAUWOOD S LAI RACK BLDGS SORT PLATFORM PUSH BACK EGRESS PLANS MOVABLE CAROUSELS SHEDS PICK MODULES FLOW RACK STATE APPROVALS GONDOLAS VR( MEZZANINES ROOF VERIFICA'FION CANTILEVER PRODUCT'FISTING LOCKERS MOIM:LAR OFFICES FOOTINGS CATWALKS FENCES LICENSED IN ALL 50 STATES _„„,.„,:siotwonitoofgo-• ---,64.400f,44450,tott„,.,,,,, „4,44112iiip';(1,-- • SEISMIC ANALYSIS OF ''''''''4•I4Pillilt::14,i.,..„_ „.....vitaatiimit;47,:i,,-• .......„...-....:„.........,„.„,„ LIGHT DUTY STORAGEFoRFIXTURES PIER 1 IMPORTS #1689 ....... ,....... ....„,..„ ...„, ......,,..,. ...... 10154 SW WASHINGTON SQUARE ROAD iAll .::•,..7,..i.,.. ...„, TIGARD. OR 97223 11 „..., JOB#:16-0669 414 „,,::..... .... .... ..,, AW:111".1 ir*Ir ;i4i. ....... ........ ... . 114 , . pig .•:1...,.........' .......... ...... v ;• f,' 1 .....„... ..... . . I. 01, <<,‘" -.74,414gattino" SAL %. ' ' TE! ` -.E. _,,... _...,..,,.....,...„..„. i-'?O 4 le(PIRES ' --,K1414:1tX2191:1446,,,-- 7,i ..C.,1 --4201iEogilkkipt'lk.t,„...,,e,,iS:::0:,r,12•444101,"'"'"- 1130 F CYPRESS STREE'r • COVINA • CA 91724 • TEL:909-869-0989 SEIZMIC PROJECT PIER 1 IMPORTS#1689 INC. FOR PIER 1 IMPORTS SHEET NO. 2 MATERIAL HANDLING ENGINEERING SHEETNO.CALCULATED BY 2 TEL:(909)869-0989/FAX:(909)869-0981 TK DATE 4K20/2016 1130 E CYPRESS STREET,COVINA,CA 91724 TABLE OF CONTENTS DESCRIPTION PAGE 1 Title Page 2 Table of Contents Stockroom Light Duty Storage Fixtures 3 to 19 20 to 31 Sales Floor Light Duty Fixtures SEIZMIC INC. — PROJECT PIER 1 IMPORTS#1689 FOR PIER 1IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 3 TEL:(ymy)8n*oy89/FAX:(yO9)o6y'O98z CALCULATED BY TK 1130sC,pnss��Tnss�[Ov|m,���y�7z* DATE 4/20/2016 Stockroom Light Duty Storage Fixtures 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 2014 OSSC. The light duty storage fixtures are prefabricated and are to be field installed only without any field welding. Project Parameters: The system will be analyzed for seismic loading utilizing the following equation: V= Cs x Ws {j= Spsx|/R So,= 2/3 x Fa x Ss R~ 4 |~ l Seismic Factors: Fa= 1.11 Ss= 0.98 Project Specifications: Steel, Fy 36,000 PSI Rivet, Fy 50,000 PSI Bolts A307 UNLESS OTHERWISE NOTED Anchors 3/8"0x2'I/Z" min.embedment Powers 5D1(ICC ESR'28lO) Slab 5^x 2,500 PSI Soil 1000 PSF Configurations: Pages TYPE A 250 LB/LVL 7Z"VVx36"DxlZO''M (4LEVELS) 4TO11 TYPE B 90 LB/LVL 48"VVx24"Dx120''H(7 LEVELS) 12 TO 19 TYPE C 90 LB/LVL 48''VVx24"Dx1ZO"H (7LEVELS) SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS • MATERIAL HANDLING ENGINEERING SHEET NO. 4 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 Loads & Distribution:TYPE A Fa= 1.11 Ss= 0.98 SpS= 2/3*Fa*Ss = 0.72 <===SEISMIC DESIGN CATEGORY D R= 4 I= 1 <===IN AREA NOT OPEN TO THE PUBLIC Cs= SpSxI/R = 0.18 Product Load/Level,wPL= 250 LB Dead Load/Level,wDL= 20 LB Ws= E(0.67*wPL+wDL) = 750.0 LB #of Shelf Levels= 4 Depth= 36.0 IN Fully Loaded: Vtotal= Cs*Ws = 0.18 x 750 LB = 135 LB Level wx hx wx hx Fi Movt 1 270 LB 3.0 IN 810 IN-LB 1.69 LB 5 IN-LB 2 270 LB 39.0 IN 10,530 IN-LB 21.94 LB 856 IN-LB 3 270 LB 79.0 IN 21,330 IN-LB 44.44 LB 3,511 IN-LB 4 270 LB 119.0 IN 32,130 IN-LB 66.94 LB 7,966 IN-LB 1,080 LB TOTAL= 64,800 IN-LB 135 LB 12,337 IN-LB Top Loaded only: Vtop= Cs*Ws,top = 0.18 x 330 LB = 59 LB Level wx hx wx hx Fi Movt 1 20 LB 3.0 IN 60 IN-LB 0.10 LB 0 IN-LB 2 20 LB 39.0 IN 780 IN-LB 1.34 LB 52 IN-LB 3 20 LB 79.0 IN 1,580 IN-LB 2.72 LB 215 IN-LB 4 270 LB 119.0 IN 32,130 IN-LB 55.24 LB 6,573 IN-LB 330 LB TOTAL= 34,550 IN-LB 59 LB 6,841 IN-LB , . S5QM|C INC. ^ - - PROJECT PIER 1 IMPORTS#1689 ~ FOR PIER zIMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 5 TEL:(909)869-0989 I FAX:(909)869-0981 CALCULATED BY TK z1a8sCYPRESS sTnss� CAs�7z4 . COVINA, DATE 4/20/2016 Longitudinal &Transverse Analysis:TYPE A The"double rivet beams"engage the moment resisting thru the rivet connections to columns. Longitudinal Loads: Mbase= 0 IN-LB <==Based Assumed to be pinned 1 Level Pcol-static Pcol-seismic Mcol Mconn-seismic 1 540 LB 0 L 203 IN-LB 7011N'L8 2 405 LB 0 LB 1,200 IN-LB 1,157 IN-LB 3 270 LB 0LB 1,114 IN-LB 892/N'L8 4 235L8 0LB 669 |N'L8 335 |N'LB Transverse Loads: Movt/Depth Level Pcol-static Pcol-seismic Mcol Mconn-seismic 1 540 LB 343 LB 203 IN-LB 70I1N'LB 2 405 LB 343 LB 1,200 IN-LB 1,1571N-LB 3 270 LB 319 LB 1,1141N'L8 8921N'LB 4 135 LB 221 LB 669 IN-LB 335 IN-LB ' - Vtransv= 135.0 LB Vcol= 67.5 LB w(LL+DL) F4 ^ W1iz= Vco| * hl --'~ * �� ����� ----"f- = 67.5L8 3|N / } = 203 IN-LB h4 K42'2= [Vcol-(F1)/2] * h2/2 / > = [67.5 LB 1.69 LD/2]*36 IN/2 F3 '/ = 1,200 IN-LB Mon wwm���mP� / > M3,3= y/co|fF1+F2)/2 ~ h3/Z / h3 = 1,114|N-LB /— > M4_4= [Vco|-(F1+F2+F3�2] * h4/2 F2 • ,/' --* = 6691N-LB M2-2 / | > h2 CONNECTION MOMENT /— > � .. K4conni.z= (<K4i.J+(K8z.2)]/2 �, � -- �Vuo/ /— hi = 7011N'L8 M`-, ffA����`h=` --/ ,41 DEPTH pl _ [Ncunn2_2= [(N1z� K0� }+( 3)l/2 = 157�N'LB TRANSVERSE ELEVATION Mconn.max= 1,157 IN-LB hl= 3.0 IN h2= 36.0 IN h3= 40.0 IN VERIFY ADEQUACY OF COLUMN h4= 40.0 IN K4cuimax= 1,200 IN-LB SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 6 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 • Post Analysis: Longitudinal Direction ASD analysis per AISI. Section properties are based on net effective sections. P=(1+0.11SD5)DL+0.75(1+0.14SD5)PL= 456 LB M=0.75*0.7*Mco1= 630 IN-LB KxLx/rx= 1*36 IN/0.52 IN = 69.2 <===(KI/r)max KyLy/ry= 1*36 IN/0.93 IN = 38.7 ro= (rx^2+ry^2+xo^2)^0.5 = 1.066 IN 13= 1-(xo/ro)^2 = 1.000 41116' Fe IS TAKEN AS THE SMALLER OF Fel AND Fel: t Fe1= n^2E/(KL/r)max^2 = 60.7 KSI 1 11 aex= n^2E/(KxLx/rx)^2 14 GA, = 60.7 KSI 6t= 1/Aro^2[G1+(n^2ECw)/(KtLt)^2] = 131.40 KSI Fe2= 1/(213)*{(6ex+at)-[(aex+6t)^2-(4*13*hex*6t)]^0.5} SECTION PROPERTIES = 60.7 KSI A= 1.500 IN Fe= 60.7 KSI B= 1.500 IN Fy/2= 18.0 KSI C= 0.000 IN SINCE, Fe >Fy/2 t= 0.075 IN THEN, Fn= Fy(1-Fy/4Fe) Ae= 0.300 IN^2 = 30.7 KSI Ix= 0.070 INN! Pn= Aeff*Fn Sx= 0.070 IN^3 = 9,200 LB rx= 0.520 IN Oc= 1.92 ly= 0.230 INA4 Sy= 0.120 IN^3 Pa= Pn/Oc ry= 0.930 IN = 4,792 LB J= 0.001 INA4 P/Pa= 0.10 < 0.15 Cw= 0.164 INA6 THUS,CHECK: P/Pa+Mx/Max<_1.0 xo= 0.00 IN Kx= 1.0 Pno= Ae*Fy Lx= 36.00 IN = 10,800 LB Ky= 1.0 Pao= Pno/Oc Ly= 36.00 IN = 5,625 LB Kt= 1.0 Me= Cb*ro*Aeff*(crey*6t)^0.5 Lt= 36.00 IN = 51 IN-K Fy= 36 KSI My= Sy*Fy G= 11,300 = 4,320 IN-LB E= 29,500 KSI Mc= My[1-My/(4Me)] Cmx= 1.0 = 4,229 IN-LB Cb= 1.0 Max=Maxo= Mc/Of Of= 1.67 = 2,532 IN-LB µx= {1/[1-(0c*P/Pcr)]}^-1 = 0.94 THUS, (456 LB/4792 LB)+(630 IN-LB/2532 IN-LB)= 0.34 <1.0,OK SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 • FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 7 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 Post Analysis:Transverse Direction ASD analysis per AISI. Section properties are based on net effective sections. P=(1+0.11SD5)DL+0.75(1+0.14So5)PL+0.75*0.7*Pseismic= 636 LB M=0.75*0.7*Mcol= 630 IN-LB KxLx/rx= 1*36 IN/0.52 IN = 69.2 <===(KI/r)max KyLy/ry= 1*36 IN/0.93 IN = 38.7 ro= (rx^2+ryA2+xo"2)^0.5 = 1.066 IN B= 1-(xo/ro)^2 = 1.000 11110' Fe IS TAKEN AS THE SMALLER OF Fel AND Fel: 1 I Fel= nA2E/(KL/r)maxA2 - }} = 60.7 KSI 1112" aex= n^2E/(KxLx/rx)"2 14 GA, I = 60.7 K5I T at= 1/Aro^2[GJ+(n^2ECw)/(KtLt)"2] = 131.40 KSI Fe2= 1/(2R)*{(aex+at)-[(oex+at)^2-(4*f3*aex*6t)]^0.5} SECTION PROPERTIES = 60.7 KSI A= 1.500 IN Fe= 60.7 KSI B= 1.500 IN Fy/2= 18.0 KSI C= 0.000 IN SINCE, Fe >Fy/2 t= 0.075 IN THEN, En= Fy(1-Fy/4Fe) Ae= 0.300 IN^2 = 30.7 KSI Ix= 0.070 INA4 Pn= Aeff*Fn Sx= 0.070 IN^3 = 9,200 LB rx= 0.520 IN Oc= 1.92 ly= 0.230 INA4 Pa= Pn/Oc Sy= 0.120 IN"3 ry= 0.930 IN = 4,792 LB J= 0.001 INA4 P/Pa= 0.13 < 0.15 Cw= 0.164 IN^6 THUS,CHECK: P/Pa+Mx/Max 5 1.0 xo= 0,00 IN Kx= 1.0 Pno= Ae*Fy Lx= 36.00 IN = 10,800 LB Ky= 1.0 Pao= Pno/Oc Ly= 36.00 IN = 5,625 LB Kt= 1.0 Me= Cb*ro*Aeff*(aey*at)^0.5 Lt= 36.00 IN = 51 IN-K Fy= 36 KSI My= Sx*Fy G= 11,300 = 2,520 IN-LB E= 29,500 KSI Mc= My[1-My/(4Me)] Cmx= 1.0 = 2,489 IN-LB Cb= 1.0 Max=Maxo= Mc/Of Of= 1.67 = 1,490 IN-LB µx= {1/[1-(Oc*P/Pcr)]}^-1 = 0.92 THUS, (636 LB/4792 LB)+(630 IN-LB/1490 IN-LB)= 0.56 <1.0,OK SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 8 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724DATE 4/20/2016 • Double Rivet Beam Connection Since the frame is assumed to resist the seismic loads as a moment resisting frame,the capacity of the rivet beam connection shall be determined and justified. Mconn= 0.75*0.7*Mconn.max = 607 IN-LB 1. SHEAR CAPACITY OF RIVETS Vallow= 0.4* Fy*AREA = 982 LB Mallow= Vallow* d where d=1.5 IN = 1,473 IN-LB >Mconn OK 2. BEARING CAPACITY OF RIVETS Vallow= stud 0*tmin * Fu = 1,088 LB 0= 0.250 IN Mallow= Vallow* d where d=1.5 IN AREA= 0.049 INA2 = 1,631 IN-LB >Mconn OK Fy= 50,000 PSI tmin= 0.075 IN Fu-METAL= 58,000 PSI 3. MOMENT CAPACITY OF BEAM Mcap= Sbracket* Fbending Sbracket= 0.044 INA3 = 0.044 INA3 *0.66* Fy = 1,4521N-LB >Mconn OK . . IZMIC PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING TEL:(909)869-0989/FAX:(909)869-0981 SHEET NO. 9 1130cc'rnssssrns��cov|m/�c«yz7z* 4/20/2016 Overturning TK . DATE �o/znzo /�na|Vsis/TYPE/� Fully Loaded: xxom~ 1�337 |N'LB xxuL= ZOL8x4Levels x36 |N/Z = ��0|N'L8 ���pp= O.67*Z5OLBx4Levels x36|N/2 = 12,060 IN-LB Vcol= 0.7*Vtotal = 95 LB Pup|Uf= [0.75 x0Jx Movt (0.6'0llSn )xW1oL 0.75 x(O.�O.l4So)xK8p*m]/d d= 36.0 IN = [0.75^0.7~12337 (0.�O.1l*U72)~l44O O.75~(U.6'O.l4~O.72)~12O6N IN-LB/36 IN = 34 LB <=== UPLIFT Allowable Tension= 700 LB AUmwab|eShear= 900 LB Interaction Equation: #nfAnchonper Plate~ 1 [34LB/7VOLB]+[47.5LB/9O0LB]= 0.10 <1.2Therefore QK - Top Loaded Only: xxovt~ 6'8411N'LB xx�~ 2Ouax4Levels x35|N/Z = 1,440 IN-LB u4�,p~ 0.67~250 LB x 36 IN/2 = 3'015 IN-LB Vco|= 0.7*Vtop = 42 LB pup|i�= 0.7SxO7x�Nmt (0f'UllSn�xK4� UJ5x(O.�O.l4So�x�Nm,pJ/d d= 360|N = [0.75*0.7*6841 (0.6'0.11~0.72)~1440 0.75~(0.6-0.14~0.72)~3015] IN-LB/36 IN = 48 LB <===UPLIFT Allowable Tension= 700 LB �n{owab|eShear~ 900 LB ' INTERACTION EQN. #of Anchors per Plate= 1 [48 LB/7U0LB]+[21LB/9OOLB]= 0.09 <1.2Therefore OK ' SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 10 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 • LRFD Load Combination-Slab System 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 0.8W L)+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+0.25Ds)DL+(0.85+0.2Sps)PL+0.5LL+EL+0.2SL (1.2+0.2SDs)DL+(0.85+0.2SDs)PL+EL 6 (0.9-0.2SDs)DL+(0.9-0.2Sps)PLapp-EL (0.9-0.2SDs)DL+(0.9-0.2SDs)PLapp-EL DL-total/col= 40 LB PL-total/col= 500 LB EL= 343 LB Load combination 1 Pmax= 1.4DL+1.2PL = 1.4 x 40 LB+1.2 x 500 LB = 656 LB Load combination 2 Pmax= 1.2DL+1.6PL = 1.2 x 40 LB+1.6 x 500 LB = 848 LB Load combination 3&4 Pmax= 1.2DL+0.85PL = 1.2 x 40 LB+0.85 x 500 LB = 473 LB Load combination 5 Pmax= (1.2+0.2SDs)DL+(0.85+0.2SDs)PL+EL = (1.2+0.2*0.72)x 40 LB+(0.85+0.2*0.72)x 500 LB+1.0 x 343 LB = 894 LB Load combination 6 Pmax= (0.9-0.2SDs)DL+(0.9-0.25Ds)PLapp-EL = (0.9-0.2*0.72)x 40 LB+(0.9-0.2*0.72)x 335 LB-343 = -139 LB SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 • FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 11 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 Slab Check 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. Pmax= 894 LB a)Puncture: AMIIMML t Fpunct= 2.66 x(F'c^0.5) B = 2.66 x(2500 PSI)^0.5 = 133 PSI Apunct= [(Weff.+t/2)+(Deff.+t/2)]x 2 x t = [(5.75 IN+5 IN/2)+(3.5 IN+5 IN/2)]x 2 x 5 IN = 143 INA2 fv/Fv= P/[O(Apunct)(Fpunct)] = 894 LB/[143 INA2 x 133 PSI x 0.55] 0.09 <1.0 OK b)Bearing: OBn= 0.85xOxfcxAl = 23,521 LB Pu/0Bn= 894 LB/23521 LB 0.04 <1.0 OK • c)Slab Tension: Base Plate: Adeck= P/[1.0 x fsoil] W= 5.75 IN = 894 LB/[1.0 x 1000 PSF/(1441N^2/FT^2)] D= 3.50 IN = 129 INA2 L= Adeck^0.5 Al= 20.13 IN"2 = (128.7 IN^2)^0.5 = 11.3 IN B= [(Weff.)(Deff.)]^0.5+t = [5.75 IN x 3.5 IN]^0.5+5 Concrete: = 9.5 IN t= 5.00 IN b= (L-B)/2 f'c= 2,500 PSI = (11.3 IN-9.5 IN)/2 = .9 IN Mconc= (w)(b^2)/2=[(1.0)(fsoil)(b^2)]/[144(IN^2/FT^2)x 2] = [1.0 x 1000 PSI x(0.93 IN)^2]/[144(INA2/FTA2)x 2] Soil = 3 IN-LB Sconc= 1 IN x(02)/6 fsoil= 1,000 PSF = 1 IN x(5 IN)^2/6 = 4.17 IN^3 Fconc= 5 x 0 x fc^0.5 0= 0.55 = 5 x 0.55 x(2500 PSI)^0.5 = 137.5 PSI fb/Fb= Mconc/[(Sconc)(Fconc)] = 3 IN-LB/[(4.17 IN^3)(137.5 PSI)] 0.01 <1.0 OK insauesSEIZMIC iosi lMlf PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 12 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA,CA 91768DATE 4/20/2016 Loads& Distribution:TYPE B Fa= 1.11 Ss= 0.98 SDS= 2/3*Fa*Ss = 0.72 <===SEISMIC DESIGN CATEGORY D R= 4 I= 1 <===IN AREA NOT OPEN TO THE PUBLIC Cs= SD5XI/R = 0.18 Product Load/Level,wPL= 90 LB Dead Load/Level,wDL= 10 LB Ws= 1'(0.67*wPL+wDL) = 492.1 LB #of Shelf Levels= 7 Depth= 24.0 IN Fully Loaded: Vtotal = Cs*Ws = 0.18 x 492 LB = 89 LB . Level wx hx wx hx Fi Movt 1 100 LB 3.0 IN 300 IN-LB 0.62 LB 2 IN-LB 2 100 LB 22.5 IN 2,250 IN-LB 4.63 LB 104 IN-LB 3 100 LB 42.0 IN 4,200 IN-LB 8.64 LB 363 IN-LB 4 100 LB 61.5 IN 6,150 IN-LB 12.65 LB 778 IN-LB 5 100 LB 81.0 IN 8,100 IN-LB 16.67 LB 1,350 IN-LB 6 100 LB 100.5 IN 10,050 IN-LB 20.68 LB 2,078 IN-LB 7 100 LB 120.0 IN 12,000 IN-LB 24.69 LB 2,963 IN-LB 700 LB TOTAL= 43,050 IN-LB 89 LB 7,638 IN-LB Top Loaded only: Vtop= Cs*Ws,top = 0.18 x 160 LB = 29 LB Level wx hx wx hx Fi Movt 1 10 LB 3.0 IN 30 IN-LB 0.06 LB 0 IN-LB 2 10 LB 22.5 IN 225 IN-LB 0.43 LB 10 IN-LB 3 10 LB 42.0 IN 420 IN-LB 0.80 LB 34 IN-LB 4 10 LB 61.5 IN 615 IN-LB 1.17 LB 72 IN-LB 5 10 LB 81.0 IN 810 IN-LB 1.54 LB 125 IN-LB - 6 10 LB 100.5 IN 1,005 IN-LB 1.92 LB 193 IN-LB 7 100 LB 120.0 IN 12,000 IN-LB 22.88 LB 2,746 IN-LB 160 LB TOTAL= 15,105 IN-LB 29 LB 3,179 IN-LB SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 13 TEL:(909)869-0989/FAX:(909)869-0981 �1��ncsmsc��Mom�my1r� CALCULATED BY TK DATE 4/20/2016 Longitudinal &Transverse Analysis:TYPE B The"double rivet beams"engage the moment resisting thru the rivet connections to columns. Longitudinal Loads: Kxbase= O|N'LB <==Basedxu,umedtobepinned Level � Pco|�tatic Pco|'seismic Kxco| xXconn'seismic 1 ]5OLB VL8 13� |N'�B 1,353 IN-LB 2 l5OLB OLB 2'57�|N'L8 1,286 IN-LB Transverse Loads: Level Pcol-static pco-seismic w1od Mconn-seismic 1 350 LB 318 LB 133 IN-LB 1,353 IN-LB 2 250 LB 266 LB 2,573 IN-LB 1,286 IN-LB SEIZMIC INr PROJECT PIER 1 IMPORTS#1689 .M.M.lMMMMMMMMMlMMMMMlMMMMM . 7 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 14 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA,CA 91768 DATE 4/20/2016 ' Post Analysis: Longitudinal Direction ASD analysis per AISI. Section properties are based on net effective sections. P=(1+0.11Sps)DL+0.75(1+0.14Sps)PL= 298 LB M=0.75*0.7*Mcol= 1,351 IN-LB KxLx/rx= 1*20 IN/0.52 IN = 38.5 <===(KI/r)max KyLy/ry= 1*20 IN/0.93 IN = 21.5 ro= (rxA2+ryA2+xo^2)"0.5 = 1.066 IN 6= 1-(xo/ro)"2 16' = 1.000 1111.61 Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: Fel= n"2E/(KL/r)max^2 - - = 196.8 KSI 1 1'; " hex= n"2E/(Kxlx/rx)"2 1 d GA. I = 196.8 KSI at= 1/Aro"2[G1+(Tt"2ECw)/(KtLt)"2] = 373.71 KSI Fe2= 1/(26)*{(sex+st)-[(sex+at)"2-(4*6*flex*at)]"0.5} SECTION PROPERTIES = 196.8 KSI A= 1.500 IN Fe= 196.8 KSI 8= 1.500 IN Fy/2= 18.0 KSI C= 0.000 IN SINCE, Fe >Fy/2 t= 0.075 IN THEN, Fn= Fy(1-Fy/4Fe) Ae= 0.300 IN"2 = 34.4 KSI Ix= 0.070 IN"4 Pn= Aeff*Fn Sx= 0.070 IN"3 = 10,306 LB rx= 0.520 IN Oc= 1.92 ly= 0.230 IN^4 Sy= 0.120 I N"3 Pa= Pn/Oc ry= 0.930 IN = 5,368 LB .1= 0.001 IN"4 P/Pa= 0.06 < 0.15 Cw= 0.164INA6 THUS,CHECK: P/Pa+Mx/Max<_1.0 xo= 0.00 IN Kx= 1.0 Pno= Ae*Fy Lx= 20.00 IN = 10,800 LB Ky= 1.0 Pao= Pno/Oc Ly= 20.00 IN = 5,625 LB Kt= 1.0 Me= Cb*ro*Aeff*(aey*at)^0.5 Lt= 20.00 IN = 155 IN-K Fy= 36 KSI My= Sy*Fy G= 11,300 = 4,320 IN-LB E= 29,500 KSI Mc= My[1-My/(4Me)] Cmx= 1.0 = 4,290 IN-LB Cb= 1.0 Max=Maio= Mc/Of Of= 1.67 = 2,569 IN-LB µx= {1/[1-(Oc*P/Pcr)]}"-1 = 0.99 THUS, (298 LB/5368 LB)+(1351 IN-LB/2569 IN-LB)= 0.58 <1.0,OK SEIZMIC INf PROJECT PIER 1 IMPORTS#1689 • FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 15 TEL:(909)869-0989/FAX:(909)869-0981 161 ATLANTIC STREET,POMONA,CA 91768 CALCULATED BY TK DATE 4/20/2016 Post Analysis:Transverse Direction ASD analysis per AISI. Section properties are based on net effective sections. P=(1+0.11SD5)DL+0.75(1+0.14SD5)PL+0.75*0.7*Pseismic= 438 LB M=0.75*0.7*Mcol= 1,351 IN-LB KxLx/rx= 1*20 IN/0.52 IN = 38.5 <===(KI/r)max KyLy/ry= 1*20 IN/0.93 IN = 21.5 ro= (rx^2+ry^2+xo^2)^0.5 = 1.066 IN 13= 1-(xo/ro)^2 = 1.000 11/181 Fe IS TAKEN AS THE SMALLER OF Fel AND Fel: { j Fel= n^2E/(KL/r)max^2 = 196.8 KSI hex= n^2E/(KxLx/rx)^2 14GA 1 1(' = 196.8 KSI } at= 1/Aro^2[GJ+(n^2ECw)/(KtLt)^2] = 373.71 KSI Fe2= 1/(213)*{(aex+at)-[(aex+at)^2-(4*f3*aex*at)]^0.5} SECTION PROPERTIES = 196.8 KSI A= 1.500 IN Fe= 196.8 KSI Fy/2= 18.0 KSI B= 1.500 IN C= 0.000 IN SINCE, Fe >Fy/2 t= 0.075 IN THEN, Fn= Fy(1-Fy/4Fe) Ae= 0.300 IN^2 = 34.4 KSI Ix= 0.070 INA4 Pn= Aeff*Fn Sx= 0.070 IN^3 = 10,306 LB rx= 0.520 IN Oc= 1.92 ly= 0.230 INA4 Pa= Pn/�2c Sy= 0.120 IN^3 = 5,368 LB ry= 0.930 IN J= 0.001 INA4 P/Pa= 0.08 < 0.15 Cw= 0.164 INA6 THUS,CHECK: P/Pa+Mx/Max 5 1.0 xo= 0.00 IN Kx= 1.0 Pno= Ae*Fy Lx= 20.00 IN = 10,800 LB Ky= 1.0 Pao= Pno/Oc Ly= 20.00 IN = 5,625 LB Kt= 1.0 Me= Cb*ro*Aeff*(aey*at)^0.5 Lt= 20.00 IN = 155 IN-K Fy= 36 KSI My= Sx*Fy G= 11,300 = 2,520 IN LB E= 29,500 KSI Mc= My[1-My/(4Me)] Cmx= 1.0 = 2,510 IN-LB Cb= 1.0 Max=Maxo= Mc/Of 4f= 1.67 = 1,503 IN-LB µx= {1/[1-(Oc*P/Pcr)]}^-1 = 0.98 THUS, (438 LB/5368 LB)+(1351 IN-LB/1503 IN-LB)= 0.98 <1.0,OK SEIZMIC INf PROJECT PIER 1 IMPORTS#1689 fOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 16 .lMMMMMIMMMMIMMMMMIMmII ' 7 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA,CA 91768 DATE 4/20/2016 • Double Rivet Beam Connection Since the frame is assumed to resist the seismic loads as a moment resisting frame,the capacity of the rivet beam connection shall be determined and justified. Mconn= 0.75*0.7*Mconn-seismic = 710 IN-LB 1.SHEAR CAPACITY OF RIVETS Vallow= 0.4* Fy*AREA = 982 LB Mallow= Vallow* d where d=1.5 IN = 1,473 IN-LB >Mconn OK 2. BEARING CAPACITY OF RIVETS Vallow= stud 0*tmin * Fu = 1,088 LB 0= 0.250 IN Mallow= Vallow* d where d=1.5 IN AREA= 0.049 IN^2 = 1,631 IN-LB >Mconn OK Fy= 50,000 PSI tmin= 0.075 IN Fu-METAL= 58,000 PSI 3. MOMENT CAPACITY OF BEAM Mcap= Sbracket* Fbending Sbracket= 0.044 IN^3 = 0.044 IN^3 *0.66* Fy = 1,452 IN-LB >Mconn OK • SEIZMIC PROJECT PIER 1 IMPORTS#1689 • FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 17 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK • 161 ATLANTIC STREET,POMONA,CA 91768 DATE 4/20/2016 Overturning Analysis:TYPE B Fully Loaded: Movt= 7,638 IN-LB MDL= 10 LB x 7 Levels x 24 IN/2 = 840 IN-LB MPLaPP= 0.67*90 LB x 7 Levels x 24 IN/2 = 5,065 IN-LB Vcol= 0.7*Vtotal = 62 LB Puplift= [0.75 x 0.7 x Movt-(0.6-0.11SDs)x MDL-0.75 x(0.6-0.14SDs)x MPLaPP]/d d= 24.0 IN _ [0.75*0.7*7638-(0.6-0.11*0.72)*840-0.75*(0.6-0.14*0.72)*5065] IN-LB/24 IN = 70 LB <=== UPLIFT Allowable Tension = 700 LB Allowable Shear= 900 LB Interaction Equation: #of Anchors per Plate= 1 [70 LB/700 LB]+[31 LB/900 LB]= 0.13 <1.2 Therefore OK • Top Loaded Only: Movt= 3,179 IN-LB MDL= 10 LB x 7 Levels x 24 IN/2 = 840 IN-LB MPLapP= 0.67*90 LB x 24 IN/2 = 724 IN-LB Vcol = 0.7*Vtop = 20 LB Puplift= [0.75 x 0.7 x Movt-(0.6-0.11SDs)x MDL-0.75 x(0.6-0.14SDs)x MPLaPP]/d d= 24.0 IN = [0.75*0.7*3179-(0.6-0.11*0.72)*840-0.75*(0.6-0.14*0.72)*724] IN-LB/24 IN = 40 LB <=== UPLIFT Allowable Tension= 700 LB Allowable Shear= 900 LB • INTERACTION EQN. #of Anchors per Plate= 1 [40 LB/700 LB]+[10 LB/900 LB]= 0.07 <1.2 Therefore OK • USE(1)3/8"0 x 2-1/2" min.embedment Powers SD1(ICC ESR-2818) PER FOOT PLATE. SEIZMIC 001001 INC PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 18 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA,CA 91768 DATE 4/20/2016 LRFD Load Combination -Slab System 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+0.2SD5)DL+(0.85+0.2SDs)PL+0.5LL+EL+0.2SL (1.2+0.25Ds)DL+(0.85+0.2SDs)PL+EL 6 (0.9-0.2SDs)DL+(0.9-0.2SD5)PLapp-EL (0.9-0.2SDs)DL+(0.9-0.2SD5)PLapp-EL DL-total/col= 35 LB PL-total/col= 315 LB EL= 318 LB Load combination 1 Pmax= 1.4DL+ 1.2PL = 1.4x35 LB+1.2x315 LB = 427 LB Load combination 2 Pmax= 1.2DL+1.6PL = 1.2 x 35 LB+1.6 x 315 LB = 546 LB Load combination 3&4 Pmax= 1.2DL+0.85PL = 1.2 x 35 LB+0.85 x 315 LB = 310 LB Load combination 5 Pmax= (1.2+0.25D5)DL+(0.85+0.2SDs)PL+EL = (1.2+0.2*0.72)x 35 LB+(0.85+0.2*0.72)x 315 LB+ 1.0 x 318 LB = 678 LB Load combination 6 Pmax= (0.9-0.2SDs)DL+(0.9-0.25Ds)PLapp-EL = (0.9-0.2*0.72)x 35 LB+(0.9-0.2*0.72)x 211 LB-318 _ -130 LB • SEIZMIC �^ PROJECT PIER 1 IMPORTS#1689 • FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 19 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 161 ATLANTIC STREET,POMONA,CA 91768 DATE 4/20/2016 Slab Check 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. Pmax= 678 LB111 a)Puncture: i Fpunct= 2.66 x(F'c^0.5) = 2.66 x(2500 PSI)^0.5 = 133 PSI Apunct= [(Weff.+t/2)+(Deff.+t/2)]x 2 x t = [(5.75 IN +5 I N/2)+(3.5 I N+5 IN/2)]x 2 x 5 IN = 143 IN^2 fv/Fv= P/[0(Apunct)(Fpunct)] = 678 LB/[143 INA2 x 133 PSI x 0.55] 0.07 <1.0 OK b)Bearing: OBn = 0.85 x0xf'cxAl = 23,521 LB Pu/0Bn= 678 LB/23521 LB 0.03 <1.0 OK c)Slab Tension: Base Plate: Adeck= P/[1.0 x fsoil] W= 5.75 IN = 678 LB/[1.0 x 1000 PSF/(1441N^2/FT^2)] D= 3.50 IN = 98 IN^2 L= Adeck^0.5 Al= 20.13 IN^2 = (97.65 IN^2)^0.5 = 9.9 IN B= [(Weff.)(Deff.)]^0.5+t = [5.75 IN x 3.5 IN]^0.5+5 Concrete: = 9.5 IN t= 5.00 IN b= (L-B)/2 f'c= 2,500 PSI = (9.9 IN-9.5 IN)/2 _ .2 IN Mconc= (w)(b^2)/2= [(1.0)(fsoil)(b^2)]/[144(IN^2/FT^2)x 2] = [1.0 x 1000 PSI x(0.2 IN)^2]/[144(IN^2/FT^2)x 2] Soil = 0 IN-LB Sconc= 1 IN x(02)/6 fsoil= 1,000 PSF = 1 IN x(5 IN)^2/6 = 4.17 INA3 Fconc= 5 x 0 x f'c^0.5 0= 0.55 = 5 x 0.55 x(2500 PSI)^0.5 = 137.5 PSI fb/Fb= Mconc/[(Sconc)(Fconc)] = 0.14 IN-LB/[(4.17 IN^3)(137.5 PSI)] 0.00 <1.0 OK SEIZMIC oorj INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 20 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 SALES FLOOR LIGHT DUTY FIXTURES THE ANALYSIS OF THE LIGHT DUTY STORAGE FIXTURES IS TO DETERMINE ITS COMPLIANCE WITH REGULATIONS SET BY SECTION 1613 OF THE 2014 OSSC WHERE LATERAL FORCES ARE DETERMINED IN ACCORDANCE WITH SECTION 13.3 OF THE ASCE 7-05. PARAMETERS: STORAGE FIXTURES WILL BE ANALYZED UTILIZING THE FORMULA AS DETERMINED IN ACCORDANCE WITH SECTION 13.3 OF THE ASCE 7-05. IT WILL BE SHOWN THAT THE FORCE EXERTED ON THE WALL IS LESS THAN 5 PSF AND THAT THE ATTACHMENT IS ADEQUATE FOR THE APPLIED SEISMIC LOADING THE DESIGN OF THE WALL IS BEYOND THE SCOPE OF THIS ANALYSIS. LATERAL FORCE: Fp=(0.4*ap* SDS*Ip/Rp)*Wp EXCEPT WHERE: Fp shall not be taken as less than 0.3*SDS*Ip*Wp and Fp is not required to be taken as greater than 1.6*SDS*Ip*Wp WHERE SDS= (2/3*Fa*Ss) SPECIFICATIONS: - STEEL Fy=36000 PSI - BOLTS A307(UNLESS OTHERWISE NOTED) - ANCHORS 3/8"0 x 2-1/2" MIN. EMBED. Powers SD1(ICC ESR-2818) - SLAB 5 IN x 2500 PSI - SOIL 1000 PSF CONFIGURATIONS: PAGES SMARTWALL(WALL ATTACHED) 21 TO 22 SWING-ARM(WALL ATTACHED) 23 TO 24 RUG DISPLAY 25 TO 26 • BROWSER 27 TO 28 GONDOLA 29 TO 31 SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 21 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 LOADS& DISTRIBUTION: WALL GONDOLAS ANALYSIS BASED ON SECTION 1613 OF THE 2014 OSSC AND SECTION 13.3 OF THE ASCE 7-05: SITE CLASS= D Sms= 1.09 WHERE Sms=Fa*Ss AND Ss=0.98, Fa=1.11 Ip= 1.00 SDS= 0.73 Rp= 2.5 ap= 1.0 Fp=[0.4* ap* (2/3*Fa*Ss) *Ip/(Rp)] *Wp= 0.116 Wp EXCEPT WHERE: Fp shall not be taken as less than 0.3*(2/3*Fa*Ss)*Ip*Wp= 0.218 Wp AND not required to be taken as greater than 1.6*(2/3*Fa*Ss)*Ip*Wp= 1.160 Wp Fp(GOVERNS)= 0.218 Wp #OF LEVELS= 7 LIVE LOAD= 50 LB DEAD LOAD= 20 LB LONGITUDINAL DIRECTION&TRANSVERSE DIRECTION Fp= 0.3*SDS*Ip*Wp = [0.3*((2/3)*1.11*0.98)*1] * (0.67*50 lb+20 Ib) = 12 LB Vtotal= 81 LB LATERAL FORCE DISTRIBUTION h LEVEL WEIGHT HEIGHT Fp Movt 24.0 IN 1 70 LB 24.0 IN 11.6 LB 279 IN-LB 12.0 IN 2 70 LB 36.0 IN 11.6 LB 419 IN-LB 12.0 IN 3 70 LB 48.0 IN 11.6 LB 559 IN-LB 12.0 IN 4 70 LB 60.0 IN 11.6 LB 698 IN-LB 12.0 IN 5 70 LB 72.0 IN 11.6 LB 838 IN-LB 12.0 IN 6 70 LB 84.0 IN 11.6 LB 978 IN-LB 12.0 IN 7 70 LB 96.0 IN 11.6 LB 1,117 IN-LB WH= 81 LB 4,889 IN-LB rilliZZZI11111**4 INC PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 22 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 WALL ADEQUACY ANLAYSIS: WALL LATERAL LOAD= 5 PSF (PER SECTION 1607.13 OF THE 2014 OSSC) WALL AREA/UNIT= (120 IN)* (48 IN) = 5760.0 INA2 = 40.FTA2 NOTE: IT IS UNDERSTOOD THAT THE DESIGN OF THE WALL IS UNDER THE BUILDING PERMIT. CALCULATIONS WILL SHOW THAT PER SECTION 1607.13 INTERIOR/PARTITION WALLS>THAN 6 FT IN HEIGHT MUST BE DESIGNED FOR A MINIMUM OF 5 PSF LATERAL LOADING AND SINCE THE UNITS ARE SUPPORTED AT THE TOP AND BOTTOM, HALF OF THE SEISMIC SHEAR IS TRANSMITTED TO THE TOP AND THE BALANCE TO THE BOTTOM. Vwall= Vtotal/WALL AREA <=_=WORKING STRESS REDUCTION=0.7 = 81.5/40 = 2.0 PSF < 5 PSF OK;THUS,WALL IS ADEQUATE TO RESIST SEISMIC LOADS. SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 23 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 LOADS& DISTRIBUTION: SWING-ARM FIXTURE ANALYSIS BASED ON SECTION 1613 OF THE 2014 OSSC AND SECTION 13.3 OF THE ASCE 7-05: SITE CLASS= D Sms= 1.09 WHERE Sms=Fa*Ss AND Ss=0.98, Fa =1.11 Ip= 1.00 Spy= 0.73 Rp= 2.5 ap= 1.0 Fp=[0.4* ap* (2/3*Fa*Ss) *Ip/(Rp)] *Wp= 0.116 Wp EXCEPT WHERE: Fp shall not be taken as less than 0.3*(2/3*Fa*Ss)*Ip*Wp= 0.218 Wp AND not required to be taken as greater than 1.6*(2/3*Fa*Ss)*Ip*Wp= 1.160 Wp Fp(GOVERNS)= 0.218 Wp #OF BAYS= 1 LIVE LOAD= 200 LB PER BAY DEAD LOAD= 50 LB PER BAY DEPTH= 22.0 IN LONGITUDINAL DIRECTION &TRANSVERSE DIRECTION Fp= 0.3*SDS*Ip*Wp = [0.3*((2/3)*1.11*0.98)*1] * (200 LB+50 LB) = 54 LB Vtotal= 54 LB LATERAL FORCE DISTRIBUTION h BAY WEIGHT HEIGHT Fp Movt 54.0 IN 1 250 LB 54.0 IN 54 LB 2,937 IN-LB • WH =I 54 LB 2,937 IN-LB SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 24 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 OOVERTURNING ANALYSIS: SWING-ARM FIXTURE Movt= 2,937 IN-LB Mpg= 50 LB x 1 x 22 IN/2 = 550 IN-LB MP,aPP= 200 LB x 1 x 22 IN/2 = 2,200 IN-LB Vcol = 0.7*Vtotal = 38 LB Puplift= [0.75 x 0.7 x Movt-(0.6-0.11SDs)x Mpg-0.75 x(0.6-0.14SDs)x MPLapp]/d d= 22.0 IN = [0.75*0.7*2937-(0.6-0.11*0.73)*550-0.75*(0.6-0.14*0.73)*2200] IN-LB/22 IN = 20 LB <=== UPLIFT Allowable Tension = 700 LB Allowable Shear= 900 LB Interaction Equation: #of anchors per bay= 2 [20 LB/ 1400 LB]+[38 LB/1800 LB]= 0.04 <1.2 Therefore OK SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 25 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 LOADS& DISTRIBUTION: RUG DISPLAY ANALYSIS BASED ON SECTION 1613 OF THE 2014 OSSC AND SECTION 13.3 OF THE ASCE 7-05: SITE CLASS= D Sms= 1.09 WHERE Sms= Fa*Ss AND Ss=0.98, Fa= 1.11 Ip= 1.00 Sps= 0.73 Rp= 2.5 ap= 2.5 Fp= [0.4* ap* (2/3*Fa*Ss) *Ip/(Rp)] *Wp= 0.290 Wp EXCEPT WHERE: Fp shall not be taken as less than 0.3*(2/3*Fa*Ss)*Ip*Wp= 0.218 Wp AND not required to be taken as greater than 1.6*(2/3*Fa*Ss)*Ip*Wp= 1.160 Wp Fp(GOVERNS)= 0.290 Wp #OF ARMS= 10 TOTAL LIVE LOAD= 500 LB TOTAL DEAD LOAD= 200 LB DEPTH = 32.0 IN LONGITUDINAL DIRECTION&TRANSVERSE DIRECTION Fp= [0.4 * ap*SDS*Ip/(Rp)I *Wp = [(0.4*2.5*((2/3)*1.11*0.98* 1)1(2.5) )] * (500 LB+200 LB) = 203 LB Vtotal = 203 LB LATERAL FORCE DISTRIBUTION h UNIT WEIGHT HEIGHT Fp Movt 55.0 IN 1 700 LB 55.0 IN 203 LB 11,168 IN-LB WH= 203 LB 11,168 IN-LB SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 26 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 OOVERTURNING ANALYSIS: RUG DISPLAY Movt= 11,168 IN-LB MDL= 200 LB x 32 IN/2 = 3,200 IN-LB MPLaPP= 500 LB x 32 IN/2 = 8,000 IN-LB Vcol= 0.7*Vtotal = 142 LB Puplift= [0.75 x 0.7 x Movt-(0.6-0.11Sps)x MDL-0.75 x(0.6-0.14S0s)x MPLaPP]/d d= 32.0 IN = [0.75*0.7*11168-(0.6-0.11*0.73)*3200-0.75*(0.6-0.14*0.73)*8000] IN-LB/32 IN = 38 LB <===UPLIFT Allowable Tension= 700 LB Allowable Shear= 900 LB Interaction Equation: #of anchors per Frame= 2 [38 LB/1400 LB]+[142 LB/1800 LB]= 0.11 <1.2 Therefore OK SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 27 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK • 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 LOADS& DISTRIBUTION: BROWSER FIXTURE ANALYSIS BASED ON SECTION 1613 OF THE 2014 OSSC AND SECTION 13.3 OF THE ASCE 7-05: SITE CLASS= D Sms= 1.09 WHERE Sms=Fa*Ss AND Ss=0.98, Fa = 1.11 Ip= 1.00 SD5= 0.73 Rp= 2.5 ap= 2.5 Fp=[0.4*ap * (2/3*Fa*Ss) *Ip/(Rp)] *Wp= 0.290 Wp EXCEPT WHERE: Fp shall not be taken as less than 0.3*(2/3*Fa*Ss)*Ip*Wp= 0.218 Wp AND not required to be taken as greater than 1.6*(2/3*Fa*Ss)*Ip*Wp= 1.160 Wp Fp(GOVERNS)= 0.290 Wp #OF UNITS= 1 LIVE LOAD= 400 LB PER UNIT DEAD LOAD= 100 LB PER UNIT DEPTH= 22.0 IN LONGITUDINAL DIRECTION&TRANSVERSE DIRECTION Fp= [0.4*ap*SDS*Ip/(Rp)] *Wp = [(0.4*2.5*((2/3)*1.11*0.98* 1)/(2.5) )] * (400 LB+100 LB) = 145LB Vtotal= 145 LB LATERAL FORCE DISTRIBUTION h UNIT WEIGHT HEIGHT Fp Movt 50.0 IN 1 500 LB 50.0 IN 145 LB 7,252 IN-LB • WH=I 145 LB 7,252 IN-LB iliiiiimaSEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 28 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 OOVERTURNING ANALYSIS: BROWSER FIXTURE Movt= 7,252 IN-LB MDL= 100LBx22IN/2 = 1,100 IN-LB MPLaPP= 400 LB x 22 IN/2 = 4,400 IN-LB Vcol= 0.7*Vtotal = 102 LB Puplift= [0.75 x 0.7 x Movt-(0.6-0.11SD5)x MDL-0.75 x(0.6-0.14SDs)x MpLapp]/d d= 22.0 IN = [0.75*0.7*7252-(0.6-0.11*0.73)*1100-0.75*(0.6-0.14*0.73)*4400] IN-LB/22 IN = 72 LB <===UPLIFT Allowable Tension= 700 LB Allowable Shear= 900 LB Interaction Equation: #of Anchors per Unit= 4 ' [72 LB/1400 LB]+[102 LB/3600 LB]= 0.08 <1.2 Therefore OK SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 29 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK • 1130 E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 LOADS& DISTRIBUTION: GONDOLA ANALYSIS BASED ON SECTION 1613 OF THE 2014 OSSC AND SECTION 13.3 OF THE ASCE 7-05: SITE CLASS= D Sms= 1.09 WHERE Sms= Fa*Ss AND Ss=0.98, Fa = 1.11 Ip= 1.00 SDS= 0.73 Rp= 2.5 ap= 1.0 Fp= [0.4* ap* (2/3*Fa*Ss)*Ip/(Rp)] *Wp= 0.116 Wp EXCEPT WHERE: Fp shall not be taken as less than 0.3*(2/3*Fa*Ss)*Ip*Wp= 0.218 Wp AND not required to be taken as greater than 1.6*(2/3*Fa*Ss)*Ip*Wp= 1.160 Wp Fp(GOVERNS)= 0.218 Wp #OF LEVELS= 6 LIVE LOAD= 50 LB DEAD LOAD= 20 LB DEPTH = 48.0 IN LONGITUDINAL DIRECTION&TRANSVERSE DIRECTION Fp= 0.3*SDS*Ip*Wp = [0.3*((2/3)*1.11*0.98)*1] * (50 LB+20 LB) • = 15LB Vtotal = 91 LB LATERAL FORCE DISTRIBUTION h LEVEL WEIGHT HEIGHT Fp Movt 22.0 IN 1 70 LB 22.0 IN 15 LB 335 IN-LB 12.0 IN 2 70 LB 34.0 in 15 LB 518 IN-LB 12.0 IN 3 70 LB 46.0 in 15 LB 701 IN-LB 12.0 IN 4 70 LB 58.0 in 15 LB 883 IN-LB 12.0 IN 5 70 LB 70.0 in 15 LB 1,066 IN-LB 12.0 IN 6 70 LB 82.0 in 15 LB 1,249 IN-LB 420 LB WH= 91 LB 4,752 IN-LB SEIZMIC INC PROJECT PIER 1 IMPORTS#1689 FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 30 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK 1130E CYPRESS STREET,COVINA,CA 91724 DATE 4/20/2016 COLUMN ANALYSIS(TRANSVERSE) SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 840 LB <===double sided 0.7*0.75*M= 4,989 IN-LB <===double sided KxLx/rx= 1.2*16 IN/1.604 IN '2 = 12.0 D TYP. KyLy/ry= 1.2*16 IN/0.3875 IN F, X i�.-1��. ' = 49.5 <===(KI/r)max 1 AXIAL ; I'112 GA.CLIP [ WELDED TO I -i� Fe= n^2E/(KL/r)max^2 ' a ' STANDARD _ �1_ = 118.6 KSI ` �1 11 GA. Fy/2= 23.0 KSI O SINCE, Fe >Fy/2 PLAN VIEW THEN, Fn= Fy(1-Fy/4Fe) 1"x0.14° I = 46 KSI*(1-46 KSI/(4*118.6 KSI)) sLOTS TYP. = 41.5 KSI Pn= Aeff*Fn = 25,962 LB Oc= 1.92 Pa= Pn/Qc SECTION PROPERTIES , = 25962 LB/1.92 = 13,522 LB Aeff= 0.625 INA2 P/Pa= 0.06 < 0.15 Ix= 0.286 IN^4 FLEXURE Sx= 0.286 IN^3 CHECK: P/Pa+Mx/Max<_1.0 rx= 1.604 IN ly= 0.094 IN^4 Pno= Ae*Fy Sy= 0.188 IN^3 = 0.625 INA2 *46000 PSI ry= 0.388 IN = 28,750 LB Kx= 1.2 Pao= Pno/Oc Lx= 16.0 IN = 28750 LB/1.92 Ky= 1.20 = 14,974 LB Ly= 16.0 IN Myield=My= Sx*Fy Fy= 46 KSI = 0.286 IN^3*46000 PSI E= 29,500 KSI = 13,156 IN-LB Max= My/Of Of= 1.67 = 13156 IN-LB/1.67 Cmx= 0.85 = 7,878 IN-LB Cb= 1.0 Pcr= n^2E1/(KL)max^2 µx= {1/[1-(0c*P/Pcr)]}"-1 = n^2*29500000 PSI/(1.2*16 IN)^2 = {1/[1-(1.92*840 LB/225884 LB)]}^-1 = 225,884 LB = 0.99 THUS, (840 LB/13522 LB)+(4989 IN-LB/7878 IN-LB)= 0.70 SEIZMIC INC. PROJECT PIER 1 IMPORTS#1689 FOR PIER zIMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 31 TEL:(909)869-0989/FAX:(909)869-0981 CALCULATED BY TK z1aucCYPRESS STREET,cov|wA,[xsz7z4 DATE 4/20/2016 OVERTURNING ANALYSIS: GONDOLA movt= 4'752IN-LB W1oL= 240LBx48|N/2 = 5,760 IN-LB N1pt"pp= 60OL8x48|N/2 = 14,400 IN-LB Puplift= [0.75 x 0.7 x Movt (O,6'O.l15os)xMDL 0J5x(0.6'0145o,)x [N'La,,]/d d= 48.0 IN = [075*0J*4752 (0.6'0.11*0J3)~5760 075*(0.6'0.14~073)*14400] IN-LB/48 IN = -122 LB <=== NO UPLIFT