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02080096102 to C1 � OFCUPERTiNO x.111 l.LI k:PI l..V CITY OF CUPERTINO P EPIMIIT APPLIICCA` MIN FORM "J ". .. , lof3 �� l� rn / (f - - �' - - t. Floor 4'- (! i -- �� L f , lof3 �� l� CI f No DPERO BUILDING PERMIT CONTRACTOR INFORMATION: i16�Nf6°DtEVENS CREEK BLVD PERMIT6080096 PTE(tiS NA3,E: IMPORTS APPLICATIOn"J)/yr.L 0 0 2 / PHONE: SANITARY NO. CONTROL NO, 2 O O ARCHITECr/ENOWEER: " BUILDING PERMIT INFO x w C BLDG ELECT PLUMB MECH y i LICENSED CONTRACTOR'S DECLARATION I hereby offirrin that I am iii,emed under pravisions of Chapter 9 (commerical INSTALL STORAGE IEE' iQt nrw with Section 7"1 Division 3 of the Budnessand P......aspo c, anJm license 's r29 tie full f itcc,P Rcct. 7 7 j } Class Lic. p tn� 11 /n1 11 Imo' n Data Data _md acmr NIr E O NI SEP 2 7 20 02 ARCH TECT'S DECLA understand my plans shall be usm as publi .o ., Licensed Professional OWNER -BUILDER DECLARATION C pO n - Z I hereby alines that I am exempt from the Contractor's Liana Law for rhe following 7031.5. Business Professions Code: Any BU LD8%IG $95000 < E x ❑ reason (Section and city or county improve, which requites. permit m ronstmm, alar, demolish, or acpair any structure ---- --.'..-_ a3R _ prior to its issuance. also requires the applicant for such Permiuo rile a signed statement that p"d is lianied postal 10 tie piovimmus of the Contractors License Law (Chill 9 ® rt �.r� s (Q,tp' Rlor(�`(iea 3, Valuation (commanein$with Smtion�tOf,Ol of Division 3 of the Business and Professions Cal (., I hill i ;.n� �..t •.,1 Ti,1,kT.1 .y(d: or that he is cnempi therefrom eM the basis for the at lbgeil exemPtioa Any violation .l'tiLS,� .of Section 7031.5 by any applicant for a permit o bjects the applicant to a civil penalty, 'of nat .,a than Bye hundred dil (s50()). 1 U 1 Ain .•.r•c, '• .. Occupancy Type EI T. as owner of the property, or my employees with wages as their sole compensation. 102 - PIERS - "- - -- ---- - - Required Inspections'•-'' -will 'do'thework; and the swctua Whoriaboded or offered to, sale (See: 101i;- Business'and-Professams Code: The Contractors License Law does not apply to an or r of property Who builds or improves thereon, end who does such work himself 104 - REBAR through or though his own employ«,, provide) that such improvements are not intended or -offeredrral I however;rhebuildins -w improvement r, ratawirMba��yec;a-'-'-----1'0'5-----ANCHOR--BOLTS-----.___..__-._-.__—'--"--___._-..._.._._....._._-'_ `.?+` -emosellan, the owner -builder will have the burden of playing that he did not build or - jl .'.ibay .(;'• YCi.?U 106 SEWER & WATER improve for purpose of sale.). - ---------...-------—._.__ae'vl-- Q Laeawncgnjc proven ora exclusivelyclammaing withlicrn otem ----202- UNDERFLOOR -..PLUMBING--.------ ---------- dlC i'lsG i1 , Th Contractor eomw t the Project (Sc, 9ooa, Business dna Cl The Comuctors 203 - UNDERFLOOR MECHANICAL f „ ; r : property who Ard- hLaw d«:«tapply manownerth pmpenywoo wadslard-pryathereon. _.and-rvho.coLicens fLaw., ,projects. with a.amracmrU).umn,m.puravam.m the .. .1 ._.._._..._.__2 04__-....- _ CInal:laaVicenzelaw., •'„ ❑1 ,t errs '^'., :'B&PCf this reason 205 - UNDERFLOOR;,,I'NSULA, ION ,.. : Owner ` 301 - ROUGH PLUMBING WORKER'S COMPENSATION DECLARATION 302 - TUB be OR SHOWER -Ihereb>•arrrmut.wpmmyofierju:y,e6Eofthe foRowmgdalandial - 303 - ROUGH MECHANICAL C) I had86nd will m;inl's'canditair of Cotham hi self -imus for worker. 304 - ROUGH ELECTRICAL - - Cminfamanga, as provided for by Sau'mn 37M of the Labor Code. -for he 305 - FRAME __- peRorrameeof the wofkfail which this petmitisissued., 306 306 - HOEDOWNS tun nGiata W k x Con pe f '1 6noter iequired by Section ❑ I have and r - ( 307 - INSULATION 39W of th L bCwt f dipeif.m f the lark f r h ch this perm s mats "C pe r I ra am P. y u h } , f. y tl; �a. >6lcyNo `✓, L �% 7 7 _ 3 0.8 __.SHEETROCK-_ .._ _ _- 1 r WORK ICExTIF10.COk E%F.MPr10N FROM - COMPENSATION INSURANCE` "' p„-' 1-” _,-- _-310= ,.I NTERIOR,_LATH--_ -'(ThsucuonncJno, bectinptried tthe pertitis for one hundredJallurs COAT 311 COAT (a1Dur las.l ROOF., NAIL "?*I nrym�nm yerfna c nn br nom 'pe !'-a".'501 ..":,3.13 - FINAL ELEGTRICAL{rENERGY' 'r ,hall t mpl y ny�p. ny'mutn s 's ni become s Nlen i tMd Wo k rs' coats r c n felt a. Date 502 - FINAL PLUMBING ENERGY _. .. PPLICANT If n k',gth cn(t or Es rapt on you phonic NOTICE TOA,Exemption, 503 FINAL MECHANI CAL ENERGY Z O beet me s bj c r tie Wok C npcnsm p o s ons bf the W hu C J y u r torah int 504 - FINAL BUILDING ENERGY p Z.. nn comply uchpro'i.tonsorthispermitshallbcdeemedreuAm _.. _ '50'5'--="'FINAli-"EliECTRICAL la - '•+a„-'I�COhSTRUCfIONLENDIhGAGENCY 1 - Iherchy alfrtn that there tt4t dpb ge yf the pr Jo '., 506 - GAS TEST ' ' y`,G of thekf,rwnehdipeon d(q Jre3'c .CI Lenders Name...,; , .- .. a. as.. .: ....- .0 a .... ...:.. ..._.. ... . 50.7._---FINA-L--PLUMBING Lena rs Adda:,, , 508 - FINAL MECHANICAL' U 0 I n fy wt I base read this application; d sure that the above information i, eirial I agree us comply with all city and county ordinances and state lawn relating 5 0 - INAL GRADE Q:,U taWilding consmlctionlniNhembySuthllrepammmivesofthiscirytoemerupon 5 0- INAL P NING %+.rw [i!6i' rhe ubove-mcmipncd property for inspection purpose,... .. (we)6gaea6mor.rmemdifyandkeepharm)essthcCiiyUctipenituaijun,l 51 - IN BLI RKS -rA U Z liabilitex,judgnams, costs and expense, which. may. in anyway accal agamsr said City nc eeq c frh g rngbfth pc r a,P INT, t. APPLICYshTI UNDERSIANDSANDWILLCOMPLYWITHAtLM1 Stlux r Issued b Date Y �� „�/y`f Si sad i °a1c _ pp cramcontmcl r h Re -roofs pp HAZARDOUS,MATER1AL' DISCL OSURE wrath I a t f r bra Idnacu 1 tore or hit la h1anical marairial - Type of Roof .-�-.-,--_...W--_ .•• as definardby the Coleman Municipal Core. Chapter 9.12.and the Hahn andSfry Cad S ton 23532(.)lf, ,may d ,•u 1 _ 3 _, J R i 1 5 t, i 1• 4 V. 5 l,. d - J ❑vn , ❑ e r , a f a ++ ,v' . -_ All roofs. shall -be inspected pnor-to any.roofing material,being installed. _..... _ b -,. . tun th _ pprc 'ort n Ia ng p t e emu p r a cox n h �emrh '. If a roof is installedt without first obtaining an inspectldn [ agree'tor remove b lam l .)fled by theBy Ares Air Quality Management > ttit - t ,fi -„ all new, materials for inspection„Applicant understands and„will_ comply with ❑Y -5 aNo , all n6n Sint source non re ulas ; -I ha e'ad rh has vdtiu.v mnieri Is qu eiral under dirsta r'6.95'of the rea CaliforniH.Ith & Safety Code, S.tinns 25505, 25533 and 25531. 1 undmeund thm d thebuildingtl«s not currently nares tenant that it is mymisim andiry to notify the - occupant 6f thc.rc d'rcments which must he'met,prinr to is,vence ofn CeniRchte of - Occup nc t - 2b Signature of Applicant Date r All roof coverings to be Class "B” obetter' b' t . or Drum agent + D to 1 W O C ECUC � u z�n= 0HFu ya.YF it a0a� F Eco aa�o x�a txl —u F 2 LLIc a3°- z k CITYBU DING PERTINO PEOT CONTRACTOR PqF®II RUN- llIMF n?8 1`6DD§EVENS CREEK BLVD PER 6T 0 8 0 0 9 6 ANA3s•IE: IMPORTS 1 APPLICAI79N/S;IB-0glirs 0 0 2 7 / G PHONE: SANITARY NO. CONTROL NO. ARCHrrBCT/ENGINEER: ;' BUILDING PERMIT INFO BLDG ELECT PLUMB MECH r I r—U r 1 L-1 LICENSED CONTRACTOR'S DECLARATION 194�v I hereby -affirm that I am licensed under provisions of Chapter 9 (commencing INSTALL STORAGE u with Section 7000) of Division 3 of the Business and Professions ode, and m license ' in full force.p ffect. �'7 3 icense Class Lit,. # - , Date Contractor — ARCH TECT'S DECLA I understand my plans shall be used as publi cords Licensed Professional OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the $95000 following reason. (Section 70315, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure - prior to its issuance,. also requires the applicant for such permit to -file a signed statement , �,Cj - ,(bit ea,y ` , �.., ,�. �_ '. ? Valuation that Iflis lietn4ed puisiydtt-tri ft pixivisjons of the Contractors License Law (Chapter 9 (comuoericin$ SGclion,700 Division 3 the Businessagd Professions Cade) yiih of of or that he is exempt thc6fraiii'airia the basis for the alliged•exemptfon. Any violation j'`'q { („ ?, ti t i£.l = { . z 1 :r 4 + : _3. a -of Section 7031.5 by anyapplicant-for a permit -subjects -the applicant tua civil penalty of not mon: than five hundred dot+ars (5500). 10 1 APN1fQWNiiAT I ON-, . ' : Occupancy Type ❑ 1, as owner of the property, or my employees with wages as their We compensation, 102 — PIERS — Required Inspections:•.,' -... - —will -do the work: and the structure is-notintended or offered for sale (Sec. 7044. 'BusineWarid,Professions Code: The Contractor's License Law does not apply to an owner of property Who builds or improves thereon, and who does such work himself 104 - REBAR or through his own employees. provided that such improvements are not intended or P4Rd For`sal"e: if, however; ffie�uildiog torr irriprovemen[ is sold within orie year of _.1.05 ----ANCHOR---BOLTS....__.._._..._____----. „ ... 1., _,. `,, ,• ; _ •. • .:; „ 'dompletion, the owner -builder will have the burden of proving that he did not build or 106 - SEWER & WATER purpose improve for purpose of sale.). fsale.-.02-- = LJN-DE-RF-LOOR PLUMBING--------------— — -- --- _ ._ .. _. . ❑ L,as owne !of the property, am exclusively contracting with licensed contractors to Code:) The Contractor's - 203 — r ` _ • ;,• UNDERFLOOR MECHAN,I CAL construct the projeet (See. 7044, Business and Professions License Law does not apply to an owner of property who builds or improves thereon,- ....and.whocontracts,. fnrsuch.pmjecLs..witb. a.contractor(s)-licensed-pursuant.ta ,...1 - . Contractors Licenselaw_. ❑ [ am exempt under Sec: ' ; B & P C for this reason 205 — UNDERFLOOR,,,I�I?TS�,T�• A•. ,ION 301 — ROUGH PLUMBING Ownpr' ` WORKER'S COMPENSATION DECLARATION 302 — TUB & OR SHOWER I hereby affirm under penalty of perjury one of.the,fouowing declarations: 303 — ROUGH ME CHAN I CAL ❑ 1 have and will maintain a Certificaie'of Consent to self -insure for Worker's 304 - ROUGH ELECTRICAL Compensation, as provided for by Section 3700 of the Labor Code, for the 305 — FRAME performance of the work for which this permit is issued. 306 - HOEDOWNS ❑ 1 have and will' mfaintain Workers Compensation Insurance, ai required by Section 3700 of the Labor Code; for the performance of the work foi'which this'pertnit is 3 O 7 — INSULATION ' issued. Wo/rraees Compensat Insurance carief and Po cy number t''tJarY er.' • 07'�. Policy'No.:� `01// .3.0.8 _ __-..SHE � 3 0+3 =,' E TRO CK -.. EXTER LATH' ' ...._..__.... _ .. _ _ ..., .,.. -,t •CERTIFICATION: EXEMPTION FROM WORKER, ' cObIPENSATIONINSURANCE , .: • . _........ .31.0 _-..__I.NTERIO.R.__LATH._ . - _ _...._..-_-._..... _-- -_ _---•_-- -. ' ' ' • (This section need not be completed if the permit is for one hundred dollars 311 = ` SCRATCH COAT ' ' ' ' •'�' (51oo)mrless.) 313 I cenify that in the pe[formance of the work foi %,hich this permit is issued, -1 'shall riot employ'any in any manner so as to become subjeu to the Workers' 501 — FINAL ELE.CTRICAL_', ENERGY person Compensation Laws of California. Date, 502 — F I NAL PLUMBING ENERGY . Applicant - 503 - F I NAL MECHANICAL ENERGY NOTICE TO APPLICANT. If, after m5king tliis.Certificare of Exemption, you should 5. become subject to the Workers CmmP«salimn provisions of the Labor Code. you must . forthwith comply with such provisions or this permit shall be deemed revoked. 504 - FINAL BUILDING ENERGY l 'CONSTRUCTICN 505 — FINAL' ELECTRICAL' LENDR40 AGENCY ' I hereby affirm that there is a conitrucnon fending agency for the, performance 506 — GAS TEST of the work for which this permit is issued(Sec. 3097, Civ. C) , _ Lenders Name 507 - -FINAL--PLUMBING - unaprsAddress 508 - F I NAL ME CHAN I CAL I certify that 1 have read this application and state. that the above information is 50 — I NAL GRADE correct. I agree to comply with all city and county ordinances and state laws relating to building constriction, had hembyauthorize 'representatives of this city to enter upon 5 0 — I NAL P I NG i the above-mentioned property for inspection purposes.-„ - (We) agree to same, indemnify and keep harmless the City of Cupertino against 51 — I NAL BL I RKS I liabilities, judgments, costs and expenses which;may in any way accrue against said City in consequence of the granting of this permit, - APPLICANT UNDERSTANDS AND WILL CONIPLY WITH AI.L P PTC SOURCE Issued by., Date ATI %7 St of pp tI canU� «o'er' ' •' Date Re -roofs -we HAZARDOUS INAtERIALS DISCLOSURE ' Wll the applicant or,futlue'building occupant store or handle halm mus material Type of -Roof . -- • • - - - - - - as defined by the Cupertino Municipal,Code. Chapter 9.12, and the Health and Safety Code, Section17 , 25532(a.,, - oyes ..,°',''o:rlm ' ,- ': 11 -All roofs shall, be inspected.. prior to any roofing material -being installed. Will the applicant,or future building occupant use equipment or devices which If a roof is installed' without first obtaining an inspection, I agree to remove emit hazardous air contaminants as defined by the Bay Area Air Quality Management District? all. new materials for inspection.- Applicant understands.and will comply with . E) yes ❑No all non -point source regulations.. •. I have read the hazardous materials requirements undcr Chapter 6.95 of the Califomia Health & Safety Code, Sections 25505, 25533 and 25534. 1 understand that - ifthe building,does not currently have a tenant, that it is my responsibility to notify the - - occupant of there uirertients which must be'met prior to issuance of a Certificate of °c -`"pane Signature of Applicant Date All roof coverings to be Class "B" or better zr or mriud agent Date . •.:._::... OFFICE .. SEIZMIC LANDING F EST. 1985 STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ALASKA INDIANA OHIO DRIVE-IN RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA KANSAS OKLAHOMA 'CANTILEVER RACKS STORAGE TANKS CITY APPROVALS CALIFORNIA MICHIGAN OREGON MEZZANINES MODULAR OFFICES STATE APPROVALS COLORADO MINNESOTA PENNSYLVANIA CONVEYORS GONDOLAS PRODUCT TESTING CONNECTICUT MISSOURI TEXAS CAROUSELS BOOKSTACKS FIELD INSPECTK)N GEORGIA MONTANA UTAH PUSHBACK RACKS FLOW RACKS SPECIAL FABRICATION IDAHO NEVADA VIRGINIA RACK BUILDINGS FOOTINGS PERMITTING SERVICES ILLINOIS NEW MEXIUO WASHINGTON WLSCONSW I ASG � � 2002 J� 161 ATLANTIC STREET • POMONA 9 CA 91768 ® TEL: (909)869-0989 o FAX: (90J)869-0981 r SEIZMIC PROJECT PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. TEL: (909) 869-0989 - FAX: (909) 869-0981 CALCULATED BY 161 ATLANTIC AVENUE • POMONA - CA 91768 TABLE OF CONTENTS PIER 1 IMPORTS 2 OF 34 i•i• DATE 3/13/02 DESCRIPTION PAGE# COVER PAGE 1 TABLE OF CONTENTS 2 METAL SHELVING ANALYSIS 3 TO 16 PROJECT SCOPE & PARAMETERS 4 GENERAL CONFIGURATIONS . 5 SUMMARY, SPECIFICATIONS & ELEVATION 6 TO 7 LOADS & DISTRIBUTION 8 TRANSVERSE ANALYSIS 9 COLUMN ANALYSIS 1 TO 11 SHELF ANALYSIS 12 to 13 RIVET CONNECTION CHECK 14 OVERTURNING ANALYSIS 15 SLAB & SOIL CHECK 16 COLUMN WRAP ANALYSIS 17 TO 21 PROJECT SCOPE & PARAMETERS 18 LOADS & DISTRIBUTION 19 OVERTURNING ANALYSIS 20 SLAB & SOIL CHECK 21 WOOD SHELVING PERIMETER ANALYSIS 22 TO 26 PROJECT SCOPE &. PARAMETERS 23 LOADS, DISTRIBUTION & OVERTURNING 24 COLUMN ANALYSIS 25 OVERTURNING 26 RUG DISPLAY ANALYSIS 27 TO 34 PROJECT SCOPE & PARAMETERS 28 LOADS & DISTRIBUTION 29 COLUMN ANALYSIS 30 BEAM TO COLUMN ANALYSIS 31 BEAM CROSS TIE 32 OVERTURNING 33 SLAB & SOIL CHECK 34 PROJECT PIER 1 IMPORTS FOR PIER 1 IMPORTS MATERIAL HANDL�ENGINEERING SHEET NO. 3 OF 34 TEL: (909) 869-0989 - FAX: (909) 869-0981 CALCULATED BY J•J• DATE 3/13/02 161 ATLANTIC AVENUE - POMONA - CA 91768 Pp"SEIZMICr MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 669-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 ENERAL CCG- RATS 1) POST 2) FOOT PL 3) ANCHOR 5) BEAMS PROJECT rnD SHEET NO. CALCULATED BY 4 PIER 1 IMPORTS OF 34 �•� DATE 3/13/02 IYU' I C: I PIIJ IJ I nr- I KIDU 1 HKi J 10 1 CII DCIIVV HIWiLI4CU. PROJECT PIER 1 IMPORTS Fil FOR PIER 1 IMPORTS MATERIAL HANDL11 ING ENGINEERING SHEET NO. S OF TEL: (909) 869-0989 ^ FAX: (909)'869-0981 CALCULATED BY J J DATE 161 ATLANTIC AVENUE - POMONA - CA 91768 LIGHT ®UJY STORAGE RACKS PROJECT SCOPE THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE FOLLOWING LIGHT DUTY STORAGE RACK SYSTEM COMPLIES WITH CHAPTER 22, DIVISION X OF THE 1997 UBC. PARAMETERS SHELVING UNITS WILL BE ANALYZED AS AN ELEMENT UTILIZING THE FOLLOWING FORMULA: V= 2.5 x Ca x I x W/ R <== SECTION 2228.5.2 &1630.2.1 STEEL' Fy = 36000 PSI BOLTS - 3;1):7lJfV! ES,:,OTHERWISE NOTED RIVETS-;Fy;55:0;b;5f ANCHORS - 1/4"0 x 2" MIN. EMBD. HILTI KWIK BOLT II (I.C.B.O.# 4627) SHELVES-.',. OR PLYWOOD SLAB - 5 IN x 2500 PSI SOIL - 1;000 PSF 34 3/13/02 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA - CA 91768 PROJECT SHEET NO. CALCULATED BY PIER 1 IMPORTS PIER 1 IMPORTS 6 OF 34 1-J• DATE 3/13/02 SPECIFICATION METAL SHELVING TYPE "A" THE SUPPORT STRUCTURE SHALL BE ANALYZED WITH RESPECT TO THE REQUIREMENTS SET FORTH IN THE 1997.UNIFORM BUILDING CODE. THE STRUCTURAL COMPONENTS SHALL BE ANALYZED WITH RESPECT TO THE MOST CRITICAL CONFIGURATIONS OF LOADS RESULTING FROM STATIC AND LATERAL FORCES. COLUMN STEEL- 36,000 PSI � 72" � � 36" BEAM STEEL- 36,000 PSI. BASE STEEL- 36,000 PSI BOLTS- A307 UNLESS OTHERWISE NC SLAB- 5 IN ".2500 PSI SOIL- 1000 PSF SEISMIC FORMULA- 2.5 x Ca x I x W/ R (SECTION 1630.2.1 OF THE 1997 UBC) SEISMIC ZONE 4 Na = 1.3 CONFIGURATION SINGLE ROW UNITS # LEVELS= 4 LVL BEAM LENGTH= 72.0 IN LULEVEL= 150 LB DULEVEL= 10 LB FRONT VIEW SIDE VIEW VING TYPE BEAM CONNECTION -:::[SLAB AND SOIL # RIVETS= 2 SLAB THICK-- 5.0 IN RIVET SIZE= 1/41N CONCRETE f� 2,500 PSI STRESS(PUNCTURE)= 11 % STRESS= 52% OIL BEARING= 1,000 PSF STRESS(fENSION)= 2% PROJECT PIER 1 IMPORTS FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 7 OF 34 TEL: (909) 869-0983 - FAX: (909) 869-0981 CALCULATED BY J.J. DATE 3/13/02 161 ATLANTIC AVENUE o POMONA a CA 91768 SPEORCATOGN METAL SHELVING TYPE "e" THE SUPPORT STRUCTURE SHALL BE ANALYZED WITH RESPECT TO THE REQUIREMENTS SET FORTH IN THE 1997 UNIFORM IBU. LDIMQ CODE, THE STRUCTURAL COMPONENTS SHALL BE ANALYZED WITH RESPECT TO THE MOST CRITICAL CONFIGURATIONS OF LOADS RESULTING FROM STATIC AND LATERAL FORCES. COLUMN STEEL- 36,000 PSI BEAM STEEL- 36,000 PSI J 481 24" BASE STEEL- 36,000 PSI I I BOLTS- A307 UNLESS OTHERWISE N SLAB- 5 IN ° 2500 PSI SOIL- 1000 PSF SEISMIC FORMULA- 2.5 x Ca x I x W/ R (SECTION 1630.2.1 OF THE 1997 UBC) SEISMIC ZONE 4 Na = 1.3 GORIFIG Q9({��,,'�IANI SINGLE ROW UNITS # LEVELS= 7 LVL BEAM LENGTH= 48.0 IN LULEVEL= 80 LB DULEVEL= 10 LB FRONT VIEW SIDE VIEW S IEL n3 # RIVETS= 2 SLAB THICK= 5.0 IN RIVET SIZE= 1/41N CONCRETE f c= 2,500 PSI STRESS(PUNCTLIRE)= 10% STRESS= 51% SOIL BEARING= 1,000 PSF STRESS(TENSION)= 2% EIZM MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT FOR SHEET N0. CALCULATED BY PIER 1 IMPORTS PIER 1 IMPORTS 8 OF J.J. 34 DATE 3/13/02 LOADS & DIUTRIBUTION METAL SHELVING TYPE "A" RACK ANALYSIS WILL BE BASED ON CHAPTER 22, DIVISION X OF THE 1997 UBC, WHERE SEISMIC SHEAR IS DERIVED AS: V=2.5xCaxlxW/R 1.4 <=== WORKING STRESS REDUCTION Ca 0.572 l— 1 R = 4.4 <== BRACED FRAMES R = 5.6 <== MOMENT FRAMES n= 1 #of SHELF LVLS = 4 <== ACTUAL SHELF LEVELS SHELF LL = 150 LB/LVL <== ACTUAL SHELF LIVE LOAD DL/LEVEL =. :O=:�Sff V.L'::'.:< =ACTUAL SHELF DEAD LOAD #of SHELF LVLS = 4 <== ADJUSTED SHELF LEVELS (MOMENT RESISTING LEVELS) SHELF LL = 150 LB/LVL <== ADJUSTED SHELF LIVE LOAD DL/LEVEL = 10 LB/LVL <== ADJUSTED SHELF DEAD LOAD TOTAL LL = 600 LB TOTAL DL = 40 LB NOTE: SINCE NOT EVERY BEAM LEVEL IS A MOMENT RESISTING ELEMENT THEIR LOADS ARE DISTRIBUTED TO EACH OF THE MOMENT RESISTING BEAMS. SHELF SPACING = .40.0 IN SEISMIC SHEAR V= 2.5x0.572x 1 x(600 LB/ 1 +40 LB)/5.6x1.4 = 117 LB LEVEL wx DL + LL hx wx hx Fi Movt ....:::...:::.....::.,+,.1N ..:.,,..,:. 480+1.4 LB 4 IN -LB Z: E60 L$ ` ' 40 (3.1I�I 6,400 19.2 LB 769 IN -1-13 12,800 38.4 LB - 3,074 IN LB :.:.F,.0i,E3..,...,. :.......,.1.2Q,f�.fN„....... 19,200 57.6 LB 6,918 IN -LB 800 LB TOTAL = 1 38,880 1 117 LB SEl Mic MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 ° FAX: (809) 869-0981 161 ATLANTIC AVENUE - POMONA o CA 91768 TRANSYERSE ANALY COLUMN EO—RCES PROJECT FOR SHEET NO. CALCULATED BY E HEIAL SHELVING Mbase = 0 IRI -LB <==BASE ASSUMED TO BE PINNED Pcol(seismic) = Movt/d = 449 LB Vcol = V/2 = 58 LB Mcol(1-1) = Vcol x hi - Mbase Pcol(1-1) = 320 LB = 58 LB x 3 IN - 0 iN-LB = 1751N -LB Mcol(2-2) = [Vcol - EFi/2] x hi/2 Pcol(2--2) = 240 LB = [58 - 0.7] LB x 37 IN / 2 = 1,066 IN -LB Mcol(3-3) = 961 IN -LB Pcol(3-3) = 160 LB PIER 1 IMPORTS PIER 1 IMPORTS _ OF 34 J.J. DATE 3/13/02 <== COLUMN CHECK <== CONNECTION CHECK rSEIZMIC -`" MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869-0981 161 ATLANTIC AVENUE - POMONA - CA 91768 PROJECT PIER 1 IMPORTS PIER 1 IMPORTS SHEET NO. 10 OF CALCULATED BY TRANSVERSE COLUMN ANALYSIS METAL SHELVING TYPE "A1l ANALYZED PER AISI & THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. Ptotal= 689 LB Mmax= 1,066 IN -LB KxLx/rx = 1 *40 IN/0,52 IN = 76.9 <___ (Ki/r)max KyLy/ry = 1 *40 IN/0.685 IN = 58.4 AXIAL Fe= nA2E/(KUr)maxA2 = 49.2 KSI Fy/2= 18.0 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 36 KSI*[1-36 KSI/(4-49.2 KSI)] = 29.4 KSI Pn= Aeff*Fn 8,281 LB flc= 1.92 Pa= Pn/!Dc = 8281 LB/1.92 = 4,313 LB P/Pa= 0.16 > 0.15 FLEXURE CHECK: P/Pa + (Cmx*Mx)/(Max*ux) <_ 1.33 P/Pao + Mx/Max _< 1.33 Pno= Ae*Fy 0.282 INA2 *36000 PSI = 10,134 LB Pao-- Pno/!Dc = 10134 LB/1.92 = 5,278 LB Myield=My= Sx*Fy = 0.07 INA3 * 36000 PSI = 2,533 IN -LB Max= My/nf = 2533 IN-LB/1.67 = 1,517 IN -LB Pcr= nA2EV(KL)maxA2 = nA2*29500000 PSI/(1*40 IN)A2 = 13,853 LB 1 1/Z" 34 DATE 3/13/02 2 ANGLES TO RESIST INDUCED FORCES NET SECTION PROPERTIES 1 1/2 x 1 1/2 x 14ga t = 0.075 IN Aeff = 0.282 INA2 Ix = 0.076 INA4 Sx = 0.070 INA3 rx = 0.520 IN ly = 0.132 INA4 Sy = 0.086 INA3 ry = 0..685 IN Kx = 1.00 Lx = 40.0 IN Ky = 1.00 Ly = 40.0 IN Fy= 36 KSI E= 29,500 KSI W= 1.67 Cmx= 1.00 Cb= 1.0 px= {1 /[1-(flc*P/Pcr)] }A-1 = {1/[i-(1.92*689 LB/13853 LB)]}A-1 = 0.90 THUS, (689 LB/4313 LB) + (1*1066 IN-LB)/(1517 IN-LB*0.9) = 0.94 < 1.33, OK (689 LB/5278 LB) + (1066 IN-LB/1517 IN -LB) = 0.83 < 1.33, OK 1"SEIZIMIC' MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 . FAX: (909) 869-0981 161 ATLANTIC AVENUE ^ POMONA ^ CA 91768 PROJECT SHEET NO. 1 1 CALCULATED BY PIER 1 IMPORTS PIER 1 IMPORTS OF 34 J.J. DATE 3/13/02 L®NGIT DINAL COLUMN ANALYSIS METAL SHELVING TYPE "A°° ANALYZED PER AISI & THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. Ptotal= 240 LB Mrnax= 1,066 IN -LB KxLx/rx = 1 *40 IN/0.52 IN = 76.9 <___ (K1/r)max KyLy/ry =1 *40 IN/0.685 IN = 58.4 AXIAL Fe= rrA2E/(KL/r)maxA2 = 49.2 KSI Fy/2= 18.0 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 36 KSI*[1-36 KSV(4*49.2 KSI)] = 29.4 KSI Pn= Aeff*Fn 8,281 LB Oc= 1.92 Pa= Pn/f)c = 8281 LB/1.92 = 4,313 LB P/Pa=. 0.06 < 0.15 FLEXURE CHECK: P/Pa + Mx/Max S 1.33 Pno= Ae*Fy = 0.282 INA2 *36000 PSI = 10,134 LB Pao= Pno/f)c = 10134 LB/1.92 = 5,278 LB Myield=My= Sy*Fy = 0.086 INA3 * 36000 PSI = 3,112 IN -LB Max= My/f)f = 3112 IN-LB/1.67 = 1,8631N -LB Pcr= rrA2El/(KL)maxA2 = rrA2*29500000 PSV(1*40 IN)A2 = 13,853 LB THUS, 2 ANGLES TO RESIST INDUCED FORCES NET SECTION PROPER"PIES 1 1/2 x 1 1/2 x 14ga t = 0.075 IN Aeff = 0.282 INA2 Ix = 0.076 INA4 Sx = 0.070 INA3 rx = 0.520 IN ly = 0.132 INA4 Sy = 0.086 INA3 ry = 0.685 IN Kx = 1.00 Lx = 40.0 IN Ky = 1.00 Ly = 40.0 IN Fy= 36 KSI E= 29,500 KSI (If= 1.67 Cmx= 1.00 Cb= 9.0 sex= {1/j1-(f)c*P/Pcr)]}A-1 = 11/[1-(1.92*240 LB/13853 LB)]}A-1 = 0.97 (240 LB/4313 LB) + (1066 IN-LB/1863 IN -LB) = 0.62 < 1.33, OK INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869-0981 161 ATLANTIC AVENUE - POMONA • CA 91768 PROJECT FOR SHEET NO. 1 CALCULATED BY PIER 1 IMPORTS PIER 1 IMPORTS OF DATE 3/13/02 SHELF ANALYSIS �M-ETAL SHELVING TYPE "A'" THE SHELF SHALL BE ANALYZED TO DETERMINE THE ADEQUACY OF THE COMPONENTS TO CARRY THE GIVEN STATIC LOADS. ASSUME SIMPLY, SUPPORTED END CONDrnONS. 11 GA SHELF LOAD(DL+LL)= 160 LB/LVL 1 7/16° ss• ]� � BEAM TYPE 1: L W PROFILE 1 1 e�_ 1 I/Z* z• Mmax = wLA2/8 = (160 LB * 48/144)*(24)/8 = 160 IN -LB fb= M/S = 160 IN-LB/0.017131 INA3 = 9,340 PSI 24" Fb= 0.6*Fy = 0.6 * 36000 PSI = 21,600 PSI LOW PROFILE fb/Fb= 0.43 < 1.0 BEAM TYPE 1 OK Ix= 0.010 INA4 Sx= 0.0171 INA3 A= 5WLA4/(384E1) L= 24.0 IN = 5*160 LB*(48/144)*(24 IN)A3/(384*29X10A6 PSI* INA4) d= 24.0 IN = 0.030 IN Fy = 36,000 PSI AaIIOW=L/180 = 0.133 IN OK SEIZMIC-----:1 PROJECT -PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET N0. 13 OF TEL: (909) 869-0989 o FAX: (909) 869-0981 CALCULATED BY J•J• DATE 161 ATLANTIC AVENUE ^ POMONA o CA 91768 SHELF AN METAL SHELVING TYPE -!!AQ° THE SHELF SHALL BE ANALYZED TO DETERMINE THE ADEQUACY OF THE COMPONENTS TO CARRY THE GIVEN STATIC LOADS. ASSUME SIMPLY SUPPORTED END Ct`"' ^""' SHELF LOAD(DL+LL)= 160 LB/LVL REAM TYPE 1: Z -BEAM Mmax = wLA2/8 = (160 LB * (48/144))*(72)/8 = 540 IN -LB fb= M/S 540 IN-LB/0.047 INA3 = 11,489 PSI 2 3/ Fb= 0.6*Fy = 0.6 * 36000 PSI = 21,.600 PSI 34 3/13/02 � GP fb/Fb= 0.53 < 1.0 BEAM TYPE 1 OK A= 5WLA4/(384EI) = 5*160 LB*(48/144)*(72 IN)A3/(384*29X10A6 PSI -0.0654 INA4) = 0.150 IN Z Ballow=1/180 = 0.400 IN OK Ix= 0.07 INA4 Sx= 0.047 INA3 L= 72.0 IN d= 24.0 IN Fy = 36,000 PSI 'Z '''— SEIZMIC " PROJECT rnn MATERIAL HANDLING ENGINEERING SHEET NO. 14 TEL: (909) 869-0989 a FAX: (909) 869-0981 CALCULATED BY 161 ATLANTIC AVENUE a 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= 1,014 IN -LB CAPACITY OF SMD IN SHEAR Vallow= 0.4 * Fy * AREA * 1.33 = 1,309 LB Mallow= Vallow * d = 1,964 LB > Mconn OK PIER 1 IMPORTS PIER 1 IMPORTS OF 34 j.j. DATE 3/13/02 1/4" DIAM RIVET @ 1-1 /2" O.C. AREA= 0.049 INA2 Fy= 50,000 PSI MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 e FAX: (909) 869-0981 161 ATLANTIC AVENUE - POMONA - CA 91768 OVERTURNING ANANLYSIS FULLY LOADED: Shear = 117 LB Movt = 10,765 IN -LB Mst = 9,600 IN -LB Pdplift = (Movt x 1.15 - Mst) / d = [1 2380 - 9600] iN-LB / 24 IN = 116 LB TOP SHELF LOADED: Shear = 29 LB Movt = 3,502 IN -LB Mst = 2,280 IN -LB Puplift = (Movt x 1.15 - Mst) / d = [4027 - 2Z80] IN -LB / 24 IN = 73 LB INTERACTION EQN. PROJECT PIER 1 IMPORTS Fna PIER 1 IMPORTS SHEET NO. 1$ OF 34 CALCULATED BY i.j. DATE 3/13/02 METAL SHELVING TYPE coAofl FULLY LOADED: [116 LB/ 353 LB]A(5/3) + [58 LB/ 533 LB]A(5/3) = TOP SHELF LOADED: [73 LB/ 353 LB]A(5/3) + [15 LB/ 533 LB]A(5/3) = Fay Fn 5 ALLOWABLE TENSION ALLOWABLE SHEAR # OF ANCHORS/ B.P. d = 24.0 IN 0.18 < 1.33 THEREFORE OCC 0.07 < 1.33 THEREFORE OK MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869-0981 161 ATLANTIC AVENUE - POMONA • CA 91768 PROJECT PER 1 IMPORTS FOR PIER 1 IMPORTS SHEET NO. 16 CALCULATED BY J.J. OF 34 DATE 3/13/02 SLAB -AND SOIL METAL SHELVING TYPE "A" PER THE 1997 UNIFORM BUILDING CODE. 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. P = (1.4)(Pcol)+(1.7)(Mot/d) = (1.4)*(688.5) + (1.7)(107651N-LB/241N) = 1,726 LB Fpunct = (2.66)(F'cAO.5) = (2.66)*(2500 PSI)AO.5 = 133 PSI Apunct = [(Weff.+t/2)+(Dell.+t/2)](2)(t) = [(5.75 IN + 5/2) + (3.5 IN + 5 IN/2)]*(2)*(5 IN) = 142.5 INA2 fv/Fv = P/[(Apunct)(Fpunct)] = 1726 LB/[(142.5 INA2)*(133 PSI)* 0.65] (6) SLAB TENSION Asoil = P/[(1.33)(fs)] = 1726.49 LB/[(1.33)*(1000 PSF/1441NA2/FTA2)] = 186.9 FTA2 L = AsoilA0.5 = (186.93 FTA2)A0.5 = 13.7 IN B = [(Weff.)(Deff.)]A0.5+t _ [(5.75 IN)*(3.5 IN)]A0.5 + 5 = 9.5 IN b = (L -B)/2 <==(SECTION 1922.7.5 (3)) _ (13.67 IN - 9.49 IN)/2 = 2.1 IN Mconc = (w)(bA2)/2 = [(1.33)(fs)(bA2)]/[(144)(2)] = [(1.33)*(1000 PSI)*(2.09 IN)A2]/[(144)(2)] = 201N -LB Sconc = (1)(tA2)/6 = (1)*(51N)A2/6 = 4.17 INA3 Fconc = (5)(0)(fcA0.5) = (5)*(0.65)*(2500 PSI)AO.5 = 162.5 PSI - 0.14 < 1.33 OK BASE PLATE Weff. = &7.5 1N `.i; '.`i:: CONCRETE t = 5.0 IN fc = 2,500 PSI SOIL fs = 1,000 PSF 0= 0.65 DEPTH= 24.01N Mot= 10,7651N -LB Pcol= 689 LB fb/Fb = Mconc/[(Sconc)(Fconc)] = 20.23 IN-LB/[(4.17 INA3)(162.5 PSI)] 10.03 < 1.33 OK PROJECT PIER 1 IMPORTS MATERIAL HANDL ENGINEERING SHEET NO. 17 OF 34 TEL: (909) 869-0989 o FAX: (909) 869-0981 CALCULATED 6Y J J DATE 3/13/02 161 ATLANTIC AVENUE o POMONA ^ CA 91768 ICS PROJECT PIER 1 IMPORTS n MATERIAL HANDLING ENGINEERING SHEET NO. 18 OF 34 TEL: (909) 869-0989 • FAX: (909) 869-0981 CALCULATED BY J J• DATE 3/13/02 161 ATLANTIC AVENUE • POMONA - CA 91768 SCOPE: THE ANALYSIS OF THE COLUMN WRAP LIGHT DUTY STORAGE RACK UNITS IS TO DETERMINE ITS COMPLIANCE WITH REGULATIONS SET BY THE 1997 UNIFORM BUILDING CODE (UBC). OVERTURNING ANALYSIS WILL BE ANALYZED ONLY, SINCE THE UNITS ARE 140T OVER 8 FEET TALL. PARAMETERS: V = ap x Ca x Ip x Wp / Rp or 0.7 x Ca x Ip x W<---= 1997 UBC SECTION 1632.2 NOTE: ANALYSIS WILL CHECK FOR OVERTURNING ONLY SINCE UNITS ARE NOT OVER 8 FT. SPECIFICATIONS: . Fy (STEEL)- 36,000 PSI Fy (BASE PLATE)- 36,000 PSI ANCHORS- 1%4"Ox2" MINIMUM EMBEDMENT HILTI KWIK BOLT II (I.C.B.O. #4627) SLAB- 5 IN x 2500 PSI SOIL- 1000 PSF CONFIGURATION: - COLUMN WRAP SINGLE ROW UNITS LOADING TO BE DISTRIBUTED AT 25 LBS/ SHELF @ FOUR SHELVES PER ELEVATION. -SEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 ^ FAX: (909) 869-0981 161 ATLANI-IC AVENUE ^ POMONA a CA 91768 PROJECT PIER 1 IMPORTS PIER 1 IMPORTS SHEET NO. 19 OF CALCULATED BY i.j. 34 DATE 3/13/02 LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL Wp=Wtofal = (wLL/1 + wDL) DEAD LOAD PER SHELF = wDL SEISMIC BASE SHEAR DETERMINED IN ACCORDANCE WITH SECTION 1632.2 OF THE 1997 UBC = Fp. WHERE: Fp=apxCaxipxWp/Rp or 0.7xCaxlpxWp Fp(32-2) = ap x Ca x Ip x Wp / Rp Fp(32-3) = 0.7 x Ca x Ip x Wp SINCE: ap/Rp = 0.625 < 0.7 EQN. 32-3 GOVERNS THE DESIGN OF THE, FIXTURES SEISMIC ZONE= 4 Ca = 0.44Na WHERE Ca = 0.44Na AND Na =1.3 Ip = 1.00 SOIL COEF. = Sd wDL = 10 LB n = 1 SINGLE ROW UNITS DEPTH= 30 in LOMG11TUNNAL 011REMID Fp long = jO.7*0.572*1*(800/1+80)/1]/1.4 = 252 I b Fi = V Whi/_TWh ][RAWSVER9$E MIRECTI.ON: Fp trans = [0.7*0.572*1 *(800/1 +80)/1]11.4 = 252 Ib Fi = Fp Whi/FWh WSW 0 Si ROSUMOM: LEVEL h WEIGHT HEMY W K IR GSI (Dong) F1(trans) Mot IN LB IN LB -IN LB LB IN -LB 1 12.0 100 12.0 1,200 7.0 7.0 63.9 2 12.0 100 24.0 2,400 14.0 14.0 335.6 3 12.0 100 36.0 3,600 21.0 21.0 755.0 4 12.0 100 48.0 4,600 28.0 28.0 1,342.3 5 12.0 100 60.0 6,000 35.0 35.0 2,097.3 6 12.0 100 72.0 7,200 41.9 41.9 3,020.2 7 12.0 100 64.0 8,400 48.9 48.9 4,110.8 8 12.0 100 96.0 9,600 55.9 55.9 5,369.2 TOTAL FRAME LOAD = 880 LB PROJECT PIER 1 IMPORTS PIER 1 IMPORTS MATERIAL _HAND HANDLING ENGINEERING SHEET NO. 20 OF TEL: (909) 869-0989 - FAX: (909) 869-0981 CALCULATED BY i•j• DATE _ 161 ATLANTIC AVENUE - POMONA - CA 91768 OVERTURNING ANALYSIS: Q2LQ`l MN WRAP ANALYSIS OF OVERTURNING WILL BE BASED ON THE 1997 UBC DEPTH = 30 in <__= ASSUMED MINIMUM OVERTURNING DISTANCE TOP LEVEL HEIGHT = 96 in FULLY LOADED: Total Shear= 252 Ib Mot = 7(F*hi) * 1.15 = 19,681 in -Ib Mst = 7-(Wp+.85wDL)*D/2 = (800 Ib + 0.85*80 Ib)*30 in/2 = 13,020 in -lb Puplift = 1(Mot - Mst)/Depth = (19681-13020)/30 = 222. Ib <= UPLIFT TOP SHELF LOADED: SHEAR = 31 Ib Mot = Vtop * ht * 1.15 =31 lb 96 in*1.15 3,473 in -Ib Mst = (Wp+wDL)*D/2 = 0 00 Ib + 0.85*80 Ib)*30/2 = 2,520 in -Ib Puplift 1(Mot - Mst)/Depth = 32 Ib <= UPLIFT ANCHORS QUANTITY= 1 PULLOUT = 353 LB SHEAR = 533 LB COMBINED STRESSI = (222 LB/353 LB)^5/3 + (126 LB/533 LB)^5/3 =0.55 <1.0OK COMBINED STRESS2 = (32 LBM53 LB)^5/3 + (16 LB/533 LB)^5/3 = 0.02 < 1.0 OK USE (1) 1/4"0x2 -MIN. EMBED. HILTI KWIK BOLT II (I,C.B.O. #4627) OR APPROVED EQUAL PULL OUT CAPACITY IS THAT OF WITHOUT SPECIAL INSPECTION. 34 3/13/02 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 o FAX: (909) 869-0981 161 ATLANTIC AVENUE o POMONA o CA 91768 PROJECT SHEET NO. 21 CALCULATED BY PIER 1 IMPORTS PIER 1 IMPORTS _ OF J.J. 34 DATE 3/13/02 WAB AND-801IL: COLIIJ MM WFAP PER THE 1997 U.B.C. 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. (A) PUNCTURE P = (1.4)(Pcol)+(1.7)(MoVd) = (1.4)*(440) + (1.7)(19681 IN-LB/301N) = 1,731 LB Fpunct = (2.66)(Fc"0.5) = (2.66)"(2500 PSl)^0.5 = 133 PSI Apunct = [(Weff.+t/2)+(Deff.+t/2)](2)(t) = [(3 IN + 5/2) + (3 IN + 5 IN/2)]*(2)*(5 IN) = 110.0 IN^2 fv/Fv = P4(Apunct)(Fpunct)] = 1731.28 LB/[(110 INA 2)'(133 PSI)* 0.65] (8) SLAB TENSION Asoil = P4(1.33)(fs)] = 1731.28 LB/[(1.33)"(1000 PSF/1441NA2lF A2)] = 187.4 FT^2 L = Asoil^0.5 = (187.45 FT^2)^0.5 = 13.7 IN B = [(Weff-)(Dell-)]^0:5+t = [(3 IN)*(3 IN)]"0.5 + 5 = 8.0 IN b = (L -B)!2 _ 03.69 IN - 8 INA = 2.8 IN Mconc = (w)(b"2)/2 = [(1.33)(1s)(b"2)]/[(144)(2)] = [(1.33)*(1000 PSI)*(2.85 IN)^214(144)(2)] = $7 IN -LB Sconc= (1)(t^2)/6 = (1)*(5 IN)"2/6 = 4.171N^3 Fconc = (5)(0)(f`c"0.5) = (5)*(0.65)*(2500 PS.I)^0.5 = 162.5 PSI fb/Fb = Mconc4(Sconc)(Fconc)] = 37.39 IN-LB4(4.17 IN^3)(162.5 PSI)] 0.18 c 1.33 0K BASE PLATE Weff. = 3.0 IN Deff. = 3.0 IN CONCRETE t = 5.0 114 f'c = 2,500 PSI SOIL fs = 1,000 PSF 0--0.65 DEPTH= 30.0 IN Mot= 19,681 IN -LB Pcol= 440 LB 0.06 t 9.33 Ott l GHT MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA • CA 91768 PROJECT SHEET NO. CALCULATED BY PIER 1 IMPORTS PIER 1 IMPORTS 22 OF J.J. WOOD SHELVING PERIMETER ANALYSIS 34 DATE 3/13/02 PROJECT PIER 1 IMPORTS PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET NO. 23 OF 34 TEL: (909) 869-0989 o FAX: (909) 869-0981 CALCULATED BY i•3. DATE 3/13/02 161 ATLANTIC AVENUE ^ POMONA ^ CA 91768 PROJECT MATERIAL HANDLING ENGINEERING SHEET NO. TEL: (909) 869-0989 • FAX: (909) 869-0981 CALCULATED BY 161 ATLANTIC AVENUE • POMONA • CA 91768 LOADS AND :DISTRIBUTION - PERIMETER WALL UNITS ANALYZED PER SECTION 1632.2 OF THE 1997 UBC. Fp(32-2) = ap x Ca x Ip x Wp / Rp Fp(32-3) = 0.7 x Ca x Ip x Wp SINCE ap/Rp = 0.625 < 0.7 EON. 32-3 GOVERNS THE DESIGN OF THE FIXTURES PIER 1 IMPORTS PIER 1 IMPORTS 24 OF J.J. Ca = 0.572 ap = 2.5 Ip = 1 Rp = 4 wLL = 100 LB <__= PER SHELF wDL = 10 LB <=--= PER SHELF # of LVLS =. 8 <___ (9 LEVELS TOTAL, TOP LEVEL NOT LOADED) Wp = (wLL + wDL) x # LVLS = 880 LB Fp(32-3) = 0.7 x 0.572 x 1 x Wp / 1.4 = 0.286 x Wp LONGITUDINAL & TRANSVERSE DIRECTION: Fp(total) = 252 LB 34 DATE 3/13/02 SEIZMIC� PROJECT PIER 1 IMPORTS PIER 1 IMPORTS Fc`= FcxCDxCMxCtxCF = 975 PSI Fce / Fc" = 0.49 a={1+Fce /Fcj/2c = 0.93 Cp = [1 + Fce % Fc'j /2c - (([9 + Fce / Fc`J / 2C)"2 - [Fce / Fcl / c)^0.5 = 0.32 Pc= FcxCdxCMxCtxCFxCP = 308 PSI IP(eIV®w) Pc x Area = 595 LB 440 LB THEREFORE OCA NOTE: ALONG THE LENGTH OF THE SHELVING IT IS BRACED BY 1/4" THICK PARTICLE BOARDS o"SEIZMIC-"'q% PROJECT PIER 1 IMPORTS 1N6 PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA - CA 91768 SHEET NO. CALCULATED BY 26 J.J. OF 34 DATE 3/13/02 OVERTURNING: PERIMETER WALL UNITS THE UPLIFT FORCE ON THE ANCHOR WILL BE DETERMINED USING THE STABILIZING MOMENT CREATED BY THE WEI OF THE SHELVING (Msti), AND THE WALL ANCHOR(Mst2). THE UNITS ARE ANCHORED TO 2 x 4 BOARDS W/ #8 WOOD SCREWS. Tallow=:;1 LB:..;z:;..:` ;<— PER TABLE 11.2A OF THE 1997 NDS. (FOR 1" PENETRATION)* Movt= (7 Fp * hn) Mst1= S (WDL + WLL)*d/2 = 8 LEVELS' 110 LB/LVL * 24 IN/2 = 10,560 IN -LB Mst2= Tallow * Ht = 9,5361N -LB Puplift= [Movt - (Mst1+MSt2)] / d [128361N -LB - (10560IN-LB +9535.51N-LB)]/24 IN = -302 LB NO UPILIFT THUS, NO FLOOR ANCHORS REQUIRED WALL ADEQUACY: ANALYZED TO COMPLY TO SECTION 1611.5 OF THE 1997 UBC. Wall(Ht) = 8.50 FT Trib(Width) = 4.8 FT V = 6.23 PSF Ht.total .DEPTH 24 0 tN Ht.wall screw = 81.5 IN PER SECTION 1611.5 INTERIOR/PARTITION WALLS > THAN 6 FT IN HEIGHT MUST BE DESIGNED FOR A MINIMUM OF 5 PSF LATERAL LOADING. PROJECT PIER 1 IMPORTS INC. J FOR PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET N0. Z7 OF 34 TEL: (909) 869-0989 ^ FAX: (909) 869-0989 CALCULATED BY DATE 3/13/02 969 ATLAN-I-IC AVENUE ^ POMONA o CA 95768 EIZMIC--q" PROJECT PIER 1 IMPORTS PIER 1 IMPORTS r MATERIAL HANDLING ENGINEERING SHEET NO. 28 OF 34 TEL: (909) 869-0989 • FAX: (909) 869-0981 CALCULATED BY DATE 3/13/02 161 ATLANTIC AVENUE ° POMONA • CA 91768 IzMIC INC. PROJECT PIER 1 IMPORTS FOR PIER 1 IMPORTS G ENGINEERING SHEET NO, 29 OF 34 TEL: (909) 869-0989 ^ FAX: (909) 869-0981 CALCULATED BY J.J. DATE 3/13/02 161 ATLANTIC AVENUE POMONA o CA 91768 - - — - LOADS LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL Wp=Wtotal = (wLL/1 + wDL) DEAD LOAD PER SHELF = wDL SEISMIC BASE SHEAR DETERMINED IN ACCORDANCE WITH SECTION 1632.2 CF THE 1997 UBC = Fp. WHERE: Fp = ap x Ca x 1p x VVp / Rp or 0.7 x Ca x ip x Wp Fp(32-2) = :ap x Ca x Ip x Wp / Rp Fp(32-3) = 0.7 x Ca x Ip x Wp SINCE ap/Rp = 0.625 < 0.7 EQN. 32-3 GOVERNS THE DESIGN OF THE FIXTURES SEISMIC ZONE = 4 Ca = 0.44Na WHERE Ca = 0.44Na AND Na =1.3 Ip = 1.00 SOIL COEF. = Sd wDL = 40 LB n = 1 SINGLE ROW UNITS DEPTH= 36 in IL®NC OTUDINAL DOREQ 6ON. Fp long = [0.7"0.572'1*(180/1+40)/1]/1.4 = 63 Ib Fi = V Whi/7Wh TRANSVERSE DIRE T Fp trans =.[0.7-0.572-1-(180/1+40)/I]/l.4 = 63 lb F = Fp Whi/jWh SEISMOC DDISTROBNmom. LEVEL h %gEMHT* G;IEIGHT W N H GSI (Eong) GSI (amnia) MCI IN LB IN LB -IN LB LB . IN -LB 1 118.0 180 118.0 21,240 62.9 62.9 7,424.6 118 IN TOTRA L FAME LOAD = 220 LB a 7,425 IN -LB EIZMIC INC. L HANDLING ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869-0981 161 ATLANTIC AVENUE ^ POMONA ^ CA 91768 PROJECT FOR SHEET NO. �5U CALCULATED BY PIER 1 IMPORTS PIER 1 IMPOM OF 2 i.i. DATE 3/13/02 COLUMN ANALYSIS LON OTLIDINAL DIRECTION _ ANALYZED PER THE 1997 UBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P= 110 LB M= 7,425 IN LB KxLx/rx = 1.2*1181W0.785 IN = 180.4 KyLy/ry = 1.2*118 IN/0.785 IN = 180.4 AXIAL Fe= TrA2E/(KL/r)maxA2 = 8.9 KSI Fy/2= 18.0 KSI SINCE, Fe < Fy/2 THEN, Fn= Fe = 36 KSI*[1-36 KSI/(4*8.9 KSI)] = 8.9 KSI Pn= Aeff*Fn = 4,197 LB f)c= 1.92 Pa= Pn/f)c = 4197 LB/1.92 = 2,186 LB P/Pa= 0.05 < 0.15 (EQ C4.1-1) (EQ C4-4) (EQ C4-2) (EQC4-1) FLEXURA CHECK: P/Pa + Mx/Max <_ 1.33 (EQ C5-3) Pno= Ae*Fy = 0.469 INA2 *36000 PSI = 16,884 LB Pao= Pno/flc = 16884 LB/1.92 = 8,794 LB Myield=My= Sx*Fy = 0.289 INA3 * 36000 PSI = 10,404 IN -LB Max= My/nf = 104041N-LB/1.67 = 6,2301N -LB Pcr= 7iA2EV(KL)maxA2 = TSA2*29500000 PSI/(1.2*118 IN)A2 A 107 1 R A SECTION PROPERTIES 77 1 A= 2.0 IN B= 2.0 IN C= 0.0 IN t = 0.0625 IN Aeff = 0.469 INA2 Ix = 0.289 INA4 Sx = 0.289 INA3 rx = 0.785 IN ly = 0.289 INA4 Sy = 0.289 INA3 ry = 0.785 IN Kx = 1.2 Lx = 118.0 IN Ky = 1.2 Ly = 118.0 IN Fy- 36 KSI E= 29,500 KSI f)f= 1.67 Cmx= 0.85 Cb= 1.0 px= {1/[1-(nC*P/Pcr)]IA-1 = {1/[1-(1.92*110 LB/4197 LB)]IA-1 = 0.95 (110 LB/2186 LB) + (7425 IN-LB/6230 IN -LB) = 1.24 < 1.33, OK INC. TEL: (909) 889-0989 o FAX: (909) 869-0981 161 ATLANTIC AVENUE ^ POMONA - CA 91768 Mconn max= Mconn. seismic + Mend = 7,425 IN -LB PROJECT FOR PIER 1 IMPORTS PIER 1 IMPORTS SHEET NO. 131 OF 34 CALCULATED BY J•i TUBAL STAB DAJECT• CONNECTION CAPACITY DEPENDS ON THE .FOLLOWING PARAMETERS: PER AISI SECTION E-3.3 1) SHEAR CAPACITY OF BOLTS AISI TABLE E 3.4-1 STUD DIAMETER= 5/18 IN Mconn Fy= 24000 PSI <===A307 Pmax-shear= Fy * Area = 24000 PSI * (0.3125 IN)^2 * W4 1,840.8 LB 2) BEARING CAPACITY ON COLUMN Fu= 65,000 PSI Column Thickness= 0.063 IN Pmax-brg= Bearing Area * Fbearing = (2.22 * Fu) * (Dia. * thickness) DATE 3/13/02 Mconn kj Mlower IC _"IN PROJECT PIER 1 IMPORTS PIER 1 IMPORTS MATERIAL HANDLING ENGINEERING SHEET N0. 33 OF 34 TEL: (909) 869-0989 ^ FAX: (909).869-0981 CALCULATED BY DATE 3/13/02 161 ATLANTIC AVENUE • POMONA • CA 91768 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869-0981' 161 ATLANTIC AVENUE - POMONA -.CA 91768 PROJECT SHEET NO. 34 PIER 1 IMPORTS PIER 1 IMPORTS OF 34 CALCULATED BY i•i• DATE 3/13/02 SLA AWD SOL- RUG OMP PER THE 1997 U.B.C. THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS -fHE SLAB IS ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. (A) RUNCTUB P = (1.4)(Pcol)+(1.7)(Mot/d) = (1.4)*(110) + (1.7)(85381N-LB/361N) = 557 LB Fpunct = (2.66)(F'c^0.5) = (2.66)*(2500 PS I)^0.5 133 PSI Apunct = [Neff.+t%2)+(Deff.+t/2)](2)(t) = [(2 IN + 5/2) + (6 IN + 5 IN/2)]*(2)*(5 IN) = 130.0 IN^2 fv/Fv = P/[(Apunct)(Fpunct)] 557.19 LB/[(130 IN^2)*(133 PSI)* 0.65] (B) SLAB TENSION Asoil = Pq(1.33)(fs)] 557.19 LB/[(1.33)*(1000 PSF/1441N^2/FT^2)] = 60.3 FT^2 L= Asoil^0.5 = (60.33 FT"2)^0.5 = 7.8 IN B = [Neff .)(Deff.)]^0.5+t = [(2 IN)*(6 IN)]^0.5 + 5 = 8.5 IN b = (L -B)/2 = (7.77 IN - 8.46 IN)/2 = -.3 IN Mconc = (w)(b^2)/2 = [(1.33)(fs)(b^2)]/((144)(2)] = [(1.33)*(1000 PSI)*( -0.35 IN)^2]/[(144)(2)] = 1 IN -LB Sconc = (1)(t^2)/6 = (1)*(5 IN)^2/6 = 4.17 IN^3 Fconc = (5)(0)(f'c^0.5) = (5)*(0:65)'(2500 PSI)^0.5 = 162.5 PSI fb/Fb = Mconc4(Sconc)(Fconc).] = 0.56 IN-LB/[(4.17 IN^3)(162.5 PSI)] 0.05 < 1.33 OK BASE PLATE Weff. = 2.0 IN Deff. = 6.0 IN CONCRETE t = 5.0 IN ft = 2,500 PSI OIL 1s = 1,000 PSF 0--0.65 DEPTH= 36.0 IN Mot= 8,538 IN -LB Pcol= 110 LB 0.00 < 1.33 OFC