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Specifications ' 9377 lit/a (-� , ff Q(if? DO -/0030 S I MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ALASKA KENTUCKY NORTH CAROLINA . DRIVE -IN RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA MARYLAND OHIO CANTILEVER RACKS STORAGE RACKS CITY APPROVALS CALIFORNIA MASSACHUSETTS OKLAHOMA i. MEZZANINES MODULAR OFFICES STATE APPROVALS COLORADO MICHIGAN OREGON CONVEYORS GONDOLAS PRODUCT TESTING CONNECTICUT MINNESOTA PENNSYLVANIA CAROUSELS BOOKSTACKS FIELD INSPECTION FLORIDA MISSOURI TENNESSEE PUSHBACK RACKS FLOW RACKS SPECIAL FABRICATION GEORGIA MONTANA TEXAS RACKBUILDINGS FOOTINGS PERMITTING SERVICES IDAHO NEBRASKA UTAH ILLINOIS NEVADA VIRGINIA INDIANA NEW JERSEY WASHINGTON KANSAS NEW MEXICO MEXIFOV WISCONSIN c\ ,e_k•\\. % p0 : s '. �P \ ���1'' v _ :r J✓ •� k I1 .^r.� _ -- u SEISMIC ANALYSIS ,; .` A_ ,- OF SHELVING FOR e.,-:` t r .-;'3.,-,i- ABERCROMBIE & FITCH r '''.."'-^:4-,,b6,1 ; ;. x #972 h 11 j L, .21 9585 S.W. WASHINGTON SQUARE RD, #S07 E‘, ° ' TIGARD OREGON, 97223 Job No. 06-0414R I 1 e+ �- =r E iL z ., , t - • � + ' s '; `^ . c ' i ., f t . : t ,,, , r, { 1 APPROVED BY j - , ;;.,,;',1 �" :ter 'i y; v-c r i Ff s SAL E. FATEEN, P.E. --` ;- 3/15/2006 F n I c Y 1 R ,0 PR OFf S � �,� � � GIN 12303 EF 4 , \► \ .. A, • ,,,, 4:00 cHAEI. M � 0� EXPO il �' T II I 161 ATLANTIC STREET * POMON * CA 91768 * TEL: (909) 869 -0989 * FAX: (909) 869 -0981 $EIZMIC PROJECT ABERCROMBIE & FITCH #972 INC. FOR FEINKNOPF, MACIOCE & SCHAPPA SHEET NO. 2 MATERIAL HANDLING ENGINEERING CALCULATED BY RF TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 3/15/2006 161 ATLANTIC AVENUE • POMONA • CA 91768 LIGHT DUTY STORAGE FIXTURES PROJECT SCOPE THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE FOLLOWING LIGHT DUTY STORAGE FIXTURE COMPLIES WITH THE 2003 IBC W/ OREGON STATE AMENDMENTS . PARAMETERS SYSTEM WILL BE ANALYZED AS AN ELEMENT UTILIZING THE FOLLOWING FORMULA: V= (2/3)xFaxSsxIExW /Rx 1.4 WHERE: Fa= 1.08 Ss = 1.06 IE = 1 R =4 W = LUn +DL n= 1 1.4 < = == WORKING STRESS REDUCTION SPECIFICATIONS STEEL - Fy = 36000 PSI BOLTS - A307 UNLESS OTHERWISE NOTED RIVETS - Fy = 55,000 PSI ANCHORS - 1/4 "0 x 2" MIN. EMBD. HILTI KWIKBOLT II WEDGE ANCHOR ICBO #ESR -1355 SHELVES - PARTICLE BOARD OR PLYWOOD SLAB - 4 IN x 2000 PSI SOIL - 1,000 PSF SEIZM PROJECT ABERCROMBIE & FITCH #972 INC. FEINKNOPF, MACIOCE & SCHAPPA FOR MATERIAL HANDLING ENGINEERING SHEET NO. 3 • TEL: (909) 869 -0989 • FAX: (909) 869 -0981 CALCULATED BY RF 161 ATLANTIC AVENUE • POMONA • CA 91768 DATE 3/15/2006 GENERAL CONFIGURATIONS: 1) POST 2) FOOT PLATE 3) ANCHOR 5) BEAMS 7) SHELF 10) CARRIAGE 11) GUIDE RAIL 12) ANTI -TIP / IAIL 4‘ 6L. , I ee r NOTE: THIS IS THE TRIBUTARY SYSTEM BEING ANALYZED. SEIZMIC PROJECT ABERCROMBIE & FITCH #972 INC. FOR FEINKNOPF, MACIOCE & SCHAPPA SHEET NO. 4 MATERIAL HANDLING ENGINEERING CALCULATED BY RF TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 3/15/2006 161 ATLANTIC AVENUE • POMONA • CA 91768 LOADS & DISTRIBUTION ANALYSIS WILL BE BASED ON THE 2003 IBC W/ OREGON STATE AMENDMENTS, WHERE SEISMIC SHEAR IS DERIVED AS: V= (2/3)xFaxSsxlExW /Rx1.4 1.4 < = == WORKING STRESS REDUCTION Fa= 1.08 Ss= 1.06 IE= 1.00 R= 4 n =1 #of SHELF LVLS = 8 < == ACTUAL SHELF LEVELS SHELF LL = 70 LB/LVL < == ACTUAL SHELF LIVE LOAD DULEVEL = 10 LB/LVL <= ACTUAL SHELF DEAD LOAD TOTAL LL = 560 LB TOTAL DL = 80 LB SEISMIC SHEAR V = [2/3 x 1.08 x 1.06 x 1 x (0.67 x 1280/1 LB + 80 LB) / 4] / 1.4 = 128 LB LEVEL wx(DL + LL) hx wx hx Fi Movt 1 160 LB 1.5 IN 240 0.5 LB 1 IN -LB 2 160 LB 15.0 IN 2,400 4.9 LB 74 IN -LB 3 160 LB 28.5 IN 4,560 9.3 LB 266 IN -LB 4 160 LB 42.0 IN 6,720 13.8 LB 579 IN -LB 5 160 LB 55.5 IN 8,880 18.2 LB 1,011 IN -LB 6 160 LB 69.0 IN 11,040 22.6 LB 1,562 IN -LB 7 160 LB 82.5 IN 13,200 27.1 LB 2,233 IN -LB 8 160 LB 95.5 IN 15,280 31.3 LB 2,992 IN -LB 9 0 LB 0.0 IN 0 0.0 LB 0 IN -LB 10 0 LB 0.0 IN 0 0.0 LB 0 IN -LB 11 0 LB 0.0 IN 0 0.0 LB 0 IN -LB TOTAL = 62.320 128 LB 8,717 IN -LB r SEIZMIC PROJECT ABERCROMBIE & FITCH #972 INC. FOR FEINKNOPF, MACIOCE & SCHAPPA MATERIAL HANDLING ENGINEERING SHEET NO. 5 TEL: (909) 869 -0989 • FAX: (909) 869 -0981 CALCULATED BY RF 161 ATLANTIC AVENUE • POMONA • CA 91768 DATE 3/15/2006 LONGITUDINAL & TRANSVERSE ANALYSIS COLUMN FORCES Mbase = 0 IN -LB < = =BASE ASSUMED TO BE PINNED Pcol(seismic) = MovUd = 279 LB Vcol = V/2 = 64 LB Mcol(1 -1) = Vcol x hi - Mbase Pcol(1 -1) = 640 LB = 64 LB x 1.5 IN - 0 IN -LB = 96 IN -LB Mcol(2 -2) = [Vcol - SFi /2] x hi /2 Pcol(2 -2) = 560 LB <_= COLUMN CHECK = [64- 0.2]LBx13.5IN/2 = 430 IN -LB Mcol(3 -3) = 413 IN -LB Pcol(3 -3) = 480 LB Mcol(4 -4) = 381 IN -LB Pcol(4 -4) = 400 LB BEAM TO COLUMN MOMENTS Mconn(1 -1) = [Mcol(1 -1) + Mcol(2 -2)] / 2 = 263 IN -LB Mconn(2 -2) = 421 IN -LB < == CONNECTION CHECK Mconn(3 -3) = 397 IN -LB Mconn(4 -4) = 358 IN -LB • ` SEIZMIC PROJECT ABERCROMBIE & FITCH #972 . INC. FOR FEINKNOPF, MACIOCE & SCHAPPA SHEET NO. 6 MATERIAL HANDLING ENGINEERING CALCULATED BY RF TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 3/15/2006 161 ATLANTIC AVENUE • POMONA • CA 91768 COLUMN ANALYSIS -T POST Ptotal= 839 LB ;°'\ Mmax= 430 IN -LB KxLx/rx = 1.2 *15 IN/0.467 IN = 38.5 <=== (KI /r)max '- 5/16" 16 9 a. KyLy /ry = 1.2 *15 IN/0.7568 IN = 23.8 AXIAL Fe= Tr ^2E /(KL/r)max ^2 (E474. - = 196.0 KSI Fy /2= 18.0 KSI / 1 1/2" . SINCE, Fe > Fy /2 THEN, Fn= Fy(1- Fy /4Fe) (EQ. C4.3) = 36 KSI *[1 -36 KSI /(4 *196 KSI)] / 3 5/16" = 34.3 KSI Pn= Aeff Fn (EQ C4 -2) = 7,160 LB - Qc= 1.92 SECTION PROPERTIES Pa= Pn /O2c (EQ C4-1) = 7160 LB/1.92 t = 0.060 IN = 3,729 LB Aeff = 0.208 INA2 P/Pa= 0.22 > 0.15 Ix = 0.045 INA4 FLEXURE Sx = 0.047 IN ^3 CHECK: P/Pa + (Cmx *Mx) /(Max *Nx) <_ 1.33 (EQ C5 -1) rx = 0.467 IN P /Pao + Mx/Max s 1.33 (EQ C5 -2) ly = 0.119 IN ^4 Pno= Ae *Fy Sy = 0.075 IN ^3 = 0.208 INA2 *36000 PSI ry = 0.757 IN = 7,505 LB Kx = 1.20 Pao= Pno/Qc Lx = 15.0 IN = 7505 LB /1.92 Ky = 1.20 = 3,909 LB Ly = 15.0 IN Myield =My= Sx *Fy Fy= 36 KSI = 0.047 IN ^3 " 36000 PSI E= 29,500 KSI = 1,706 IN -LB Max= My/ )f 0f= 1.67 = 1706 IN- LB/1.67 Cmx= 1.00 = 1,021 IN -LB Cb= 1.0 Pcr- Tr^2EI /(KL)max ^2 = rr ^2 *29500000 PSI/(1.2 *15 IN) ^2 px= {1 /[1 -(Oc *P /Pcr)]} ^ -1 = 40,851 LB = {1/11- (1.92 *839 LB/40851 LB)] } ^ -1 = 0.96 THUS, (839 LB/3729 LB) + (1 *430 IN- LB)/(1021 IN -LB "0.96) = 0.66 < 1.33, OK • (839 LB/3909 LB) + (430 IN- LB/1021 IN -LB) = 0.64 < 1.33, OK 4. ` SEIZMIC PROJECT ABERCROMBIE & FITCH #972 INC. FOR FEINKNOPF, MACIOCE & SCHAPPA MATERIAL HANDLING ENGINEERING SHEET NO. 7 CALCULATED BY RF TEL: (909) 869 -0989 • FAX: (909) 869 -0981 DATE 3/15/2006 161 ATLANTIC AVENUE • POMONA • CA 91768 COLUMN ANALYSIS -DBL ANGLE • Ptotal= 839 LB Mmax= 430 IN -LB KxLx/rx = 1.2 *15 IN/0.4999 IN = 36.0 <=== (KI /r)max 14 ga. 1 7 /i6" KyLy /ry = 1.2 *15 IN/0.6402 IN = 28.1 k AXIAL Fe= rr ^2E /(KUr)maxA2 . .............\................. = 224.6 KSI Fy12= 18.0 KSI SINCE, Fe > Fy /2 1 7/16 THEN, Fn= Fy(1- Fy /4Fe) (EQ. C4 -3) = 36 KSI *[1 -36 KSI /(4 "224.6 KSI)] = 34.6KSI Pn= Aeff*Fn (EQ C4 -2) = 9,108 LB Qc= 1.92 SECTION PROPERTIES Pa= Pn /Oc (EQ C4 -1) = 9108 LB/1.92 t = 0.075 IN = 4,744 LB Aeff = 0.264 IN ^2 P /Pa= 0.18 > 0.15 Ix = 0.066 IN ^4 FLEXURE Sx = 0.063 INA3 CHECK: P /Pa + (Cmx *Mx) /(Max *px) 5 1.33 (EQ C5-1) rx = 0.500 IN P /Pao + Mx/Max 5 1.33 (EQ C5 -2) ly = 0.108 IN "4 Pno= Ae*Fy Sy = 0.075 IN "3 = 0.264 1N ^2 *36000 PSI ry = 0.640 IN = 9,488 LB Kx = 1.20 Pao= Pno /Oc Lx = 15.0 IN = 9488 LB /1.92 Ky = 1.20 = 4,942 LB Ly = 15.0 IN Myield =My= Sx *Fy Fy= 36 KSI = 0.063 INA3 * 36000 PSI E= 29,500 KSI = 2,279 IN -LB Max= My /Of Of= 1.67 = 2279 IN- LB/1.67 Cmx= 1.00 = 1,365 IN -LB Cb= 1.0 Pcr= n^2EI /(KL)maxA2 = Tr ^2`29500000 PSI/(1.2`15 IN)A2 Nx= {1/[1- (Oc *P/Pcr)]}^ -1 = 59,183 LB = {1/11- (1.92`839 LB/59183 LB)] }^ -1 = 0.97 THUS, (839 LB/4744 LB) + (1 *430 IN- LB)/(1365 IN -LB *0.97) = 0.50 < 1.33, OK • (839 LB/4942 LB) + (430 IN- LB/1365 IN -LB) = 0.48 < 1.33, OK • SEIZMIC PROJECT ABERCROMBIE & FITCH #972 INC. FOR FEINKNOPF, MACIOCE & SCHAPPA MATERIAL HANDLING ENGINEERING SHEET NO. 8 TEL: (909) 869 -0989 • FAX: (909) 869 -0981 CALCULATED BY RF DATE 3/15/2006 • 161 ATLANTIC AVENUE • POMONA • CA 91768 CHECK CAPACITY OF 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. Mconn= 421 IN -LB CAPACITY OF STUD IN SHEAR Vallow= 0.4 " Fy " AREA * 1.33 � = 1,178 LB Mallow= Vallow " d C = 1,768 LB > Mconn OK onn VaIIo OT d=1-1/2" Q— Mconn 1/4" DIAM RIVET 1 -1/2" O.C. AREA= 0.049 INA2 Fy= 45,000 PSI • SEIZMIC PROJECT ABERCROMBIE & FITCH #972 INC. FOR FEINKNOPF, MACIOCE & SCHAPPA MATERIAL HANDLING ENGINEERING SHEET NO. 9 TEL: (909) 869 -0989 • FAX: (909) 869 -0981 CALCULATED BY RF 161 ATLANTIC AVENUE • POMONA • CA 91768 DATE 3/15/2006 SHELF ANALYSIS THE SHELF SHALL BE ANALYZED TO DETERMINE THE ADEQUACY OF THE COMPONENTS TO CARRY THE GIVEN STATIC LOADS. ASSUME SIMPLY SUPPORTED END CONDITIONS. SHELF LOAD(DL +LL) = 80 LB /LVL BEAM TYPE 1: DRLP 1_110 14 GA. Mmax = wL ^2/8 * r� 1 3115' = (80 LB * 0.268) *(36)/8 n = 96 IN-LB _l 1 1/2" fb= M/S 2 3/16" = 96 IN- LB/0.02818 INA3 - = 3,419 PSI Fb= 0.6 *Fy = 0.6 * 36000 PSI • = 21,600 PSI BEAM TYPE 1: DRLP fb /Fb= 0.16 < 1.0 BEAM TYPE 1 OK Ix= 0.0240 IN ^4 Sx= 0.0282 INA3 D= 5WL^4 /(384EI) L= 36.0 IN = 5 *80 LB *0.268 *(36 IN) ^3/(384 *29X10 ^6 PSI* IN ^4) d= 31.25 IN = 0.020 IN Fy = 36,000 PSI Dallow =L1180 = 0.200 IN OK NO SINGLE RIVET BEAM USED FOR THIS PROJECT SEIZMIC PROJECT ABERCROMBIE & FITCH #972 INC FOR FEINKNOPF, MACIOCE & SCHAPPA MATERIAL HANDLING ENGINEERING SHEET NO. 10 TEL: (909) 869 -0989 • FAX: (909) 869 -0981 CALCULATED BY RF DATE 3/15/2006 161 ATLANTIC AVENUE • POMONA • CA 91768 OVERTURNING ANALYSIS /STATIC UNITS • 2 EL n ^ Fn MIN. EMBD. I EL 5 f F5 . I I I111��11 Ai T EL 4 F4 1/4" A EL3 � F3 FULLY LOADED: Movt = 8,717 IN -LB EL2 A F2 Mst = wLL + wDL) x d/2 ( ) 20,000 IN -LB EL 1 A im Fl Puplift = = (Movt x 1.15 - Mst) / d A = [10025 - 20000] IN -LB / 31.25 IN I 0 LB d �1 INTERACTION EON. [0 LB/ 353 LB] ^(5/3) + [64 LB/ 533 LB] ^(5/3) = 0.029 < 1.0 THEREFORE OK d = 31.25 IN ALLOWABLE TENSION = 353 LB ALLOWABLE SHEAR = 533 LB # OF ANCHORS/ B.P. = 1 w SEIZMIC PROJECT ABERCROMBIE & FITCH #972 INC. FOR FEINKNOPF, MACIOCE & SCHAPPA MATERIAL HANDLING ENGINEERING SHEET NO. 11 TEL: (909) 869-0989 • FAX: (909) 869 -0981 CALCULATED BY RF 161 ATLANTIC AVENUE • POMONA • CA 91768 DATE 3/15/2006 SPACEMASTER ANTI -TIP ANALYSIS /MOVABLE UNITS Puplift = 0 LB ATTACH BRACKETS TO SHELVING W/ 2 EA UNIT DEPTH = 31.25 IN 5/16" 0 BOLTS / ®/ 0 , AB' 1) CHECK CAPACITY OF 5116 "0 A307 BOLTS BOLTO = 0.313 IN AREA = 0.077 INA2 # OF BOLTS = 2 filt It • Fv = 10,000 PSI Vcap = Fv x AREA x # of BOLTS x 1.33 l= 10000 PSI x 0.0767 IN ^2 x 2 BOLTS x 1.33 4) = 2,045 LB � SINCE Vcap > Puplift THE SYSTEM IS OK 2"0 9GA r ...4 TUBE 2) CHECK CAPACITY OF THE ROD ANTI - 11P ROD 1 - 1/8" 0 X 11 GA ROD 0 = 1.125 IN ROD thk = 0.120 IN Fy = 45,000 PSI Sx = 0.086 I N "3 Fb = 0.66 x Fy UPLIFT = 29,700 PSI UPLIFT Mcap = Fb x Sx x 1.33 ' = 3,406 IN -LB - �I c Muplift = Pupllft x Depth / 2 surillillINgrOD ■ = OLBx31.251N/2 tM = 0.000 IN -LB SINCE Mcap > Muplift THE SYSTEM IS OK Muplift(max) SHELVING UNIT 31 1/4" SEIZMIC PROJECT ABERCROMBIE & FITCH #972 INC. FOR FEINKNOPF, MACIOCE & SCHAPPA MATERIAL HANDLING ENGINEERING SHEET NO. 12 • TEL: (909) 869 -0989 • FAX: (909) 869 -0981 CALCULATED BY RF 161 ATLANTIC AVENUE • POMONA • CA 91768 DATE 3/15/2006 SLAB AND SOIL PER THE 1997 UNIFORM BUILDING CODE. CRITICAL - ANALYSIS FOR FIXED UNITS, MOVABLE BASE O.K. BY SIMPLE INSPECTION. THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS THE SLAB IS ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. CONCRETE IS REINFORCED. (A) PUNCTURE P = (1.4)(Pcol) +(1.7)(Mot/d) = (1.4) *(839LB) + (1.7)(8717IN- LB/31.25IN) = 1,649 LB Fpunct = (2.66)(F'c "0.5) <== (SECTION 1922.5.4) = (2.66) *(2000 PSI) ^0.5 =119 PSI Apunct = [(Weff. +t/2) +(Deff. +t/2)](2)(t) = [(3.75 IN + 4/2) + (2.375 IN + 4 IN/2)] *(2) *(4 IN) b B = 81.0 IN ^2 L fv /Fv = P/[(Apunct)(Fpunct)] = 1649 LB/[(81 INA2)*(119 PSI)* 0.65] 10.26 < 1.33 OK I (B) SLAB TENSION Asoil = P/[(1.33)(fs)] = 1648.74 LB/[(1.33) *(1000 PSF /1441N ^2 /FT "2)] = 178.5 FTA2 • L = Asoil ^0.5 = (178.51 FT ^2) ^0.5 BASE PLATE = 13.4 IN Weff. = 3.75 IN B = [(Weff.)(Deff.)] ^0.5 +t Deff. = 2.375 IN = [(3.75 IN) *(2.375 IN)] ^0.5 + 4 = 7.0 IN b = (L -B) /2 <== (SECTION 1922.715 (3)) CONCRETE = (13.36 IN - 6.98 IN) /2 t = 4.0 IN = 3.2 IN (SECTION 1922.4.8) = => fc = 2,000 PSI Mconc = (w)(b ^2)/2 = [(1.33)(fs)(b "2)]/[(144)(2)] = [(1.33) *(1000 PSI) *(3.19 IN) "2]/[(144)(2)] = 47 IN -LB SOIL Sconc = (1)(t ^2)16 fs = 1,000 PSF = (1) *(4 IN) ^2/6 = 2.67 INA3 Fconc = (5)(0)(fc"0.5) (SECTION 1909.3.5) __> 0= 0.65 = (5) *(0.65) *(2000 PSI)A0.5 DEPTH= 31.25 IN = 145.3 PSI Mot= 8,717 IN -LB Pcol= 839 LB fblFb = Mconc/[(Sconc)(Fconc)] = 46.94 IN- LB/[(2.67 INA3)(145.34 PSI)] 10.12 < 1.33 OK