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Home My WebLink About2618 EL CAMINO REAL; ; CB091157; Permit08-10-2009 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No Building Inspection Request Line (760) 602-2725 CB091157 Job Address Permit Type Parcel No Valuation Occupancy Group Project Title 2618 EL CAMINO REAL CBAD Tl Sub Type 1670307700 Lot# $36,505 00 Construction Type Reference # HENRY'S- STORAGE RACKS COMM 0 NEW Applicant SEIZMIC INC ATTN AMY FDWARDS 161 ATLANTIC ST 91768 909 869-0989 Status ISSUED Applied 07/10/2009 Entered By RMA Plan Approved 08/10/2009 Issued 08/10/2009 Inspect Area Plan Check* Owner VANDERBURG LIVING TRUST 08-22-90 C/O HUGHES INVESTMENTS - MANAGER P 0 BOX 8700 NEWPORT BEACH CA 92658 Building Permit Add'l Building Permit Fee Plan Check Add'l Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'l Renewal Fee Other Building Fee Pot Water Con Fee Meter Size Add'l Pot Water Con Fee Reel Water Con Fee Green Bldg Stands (SB1473) Fee $33315 Meter Size $0 00 Add'l Reel Water Con Fee $21655 Meter Fee $0 00 SDCWA Fee $0 00 CFD Payoff Fee $767 PFF (3105540) $0 00 PFF (4305540) $000 License Tax (3104193) $0 00 License Tax (4304193) $000 Traffic Impact Fee (3105541) $0 00 Traffic Impact Fee (4305541) $0 00 PLUMBING TOTAL $0 00 ELECTRICAL TOTAL $0 00 MECHANICAL TOTAL $0 00 Master Drainage Fee Sewer Fee $0 00 Redev Parking Fee $0 00 Additional Fees $1 00 HMP Fee TOTAL PERMIT FEES $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 $000 99 $558 37 Total Fees $558 37 Total Payments To Date $216 55 Balance Due $341 82 BUJrLDIMG PLANS IN STORAGE ATTACHED Inspector Clearance NOTICE Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as lees/exactions" You have 90 days from the date this permit was issued to protest imposition of these fees/exactions If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3 32 030 Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired ^Cifty of Carlsbad . 1635 Faraday Ave', Carlsbad, CA 92008 760-602-2717 / 2718 / 2719 Fax 760-602-8558 Plan Check No. Est Value Plan Ck Deposit DESCRIPTION OF WORK Include Square Feet of Affected Area(s) (Sec 7031 5 Business an/ Professions Codeapplicant for such permit to file a signed statement that he is licensed pursuant to the provisiBusiness and Professions Code) or that ho is exempt therefrom and the basis for the allegedcivil penalty of not. more than five hundred dollars ($500)) Workers' Compensation Declaration / hereby affirm under penalty of perjury one of the following declarations I 11 have and will maintain a certificate of consent to self insure for workers compensation as provided by Section 3700 of the Labor Code for the performance of the work for which this permit is issued I 11 have and will maintain workers' compensation as required by Section 3700 of the Labor Code, tor the performance of the work for which this permit is issued My workers compensation insurance earner and policy __j Expiration Datenumber are Insurance Co Policy No This section need not be completed if the permit is for one hundred dollars (S100) or less I I Certificate of Exemption I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California WARNING Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100.000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees _£_T CONTRACTOR SIGNATURE : DATE , / hey&yaffirrn that I am exempt from Contractor's License Law for the following reason | **j I as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec 7044 Business and 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 or through his own employees provided that such improvements are not intended or offered for sale If however the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale) | | I as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec 7044, Business and Professions Code The Contractor's License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law) I am exempt under Section _..Business and Professions Code for this reason 1 I personally plan to provide the major labor and materials for construction of the proposed property improvement I |Yes I |No 2 I (have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number) 4 I plan to provide portions of the wo* but I have hired the following person to coordinate supervise and provide the major work (include name / address / phone / contractors' license number) 5 I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work) Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley-Tanner'Hazardous Substance Account AcP | |Yes I iNo Is the applicant or future building occupant required to obtain a permit from the air pollution control district or airquality management district? QYes I I No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site' I lYes I I No IF ANY OF THE ANSWERS ARE YES,/ EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code) Lender's Name Lender's Address t£jSj$^m$^^ laws relating to building construction I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes I ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES JUDGMENTS COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT OSHA. An OSH A permit is required for excavations over 5 0 deep and demolition or construction of structures over 3 stones in height Jniform Building Code) City of Carlsbad Bldg Inspection Request For 08/13/2009 Permit# CB091157 Title HENRY'S- STORAGE RACKS Description Inspector Assignment Sub Type COMM 2618 ELCAMINOREAL Lot 0 Type Tl Job Address Suite Location OWNER VANDERBURG LIVING TRUST 08-22-90 Owner VANDERBURG LIVING TRUST 08-22-90 Remarks STORAGE RACKS Phone 8018157017 Inspector Total Time Requested By MEL Entered By JANEAN CD Description 19 Final Structural omments Comments/Notices/Holds Associated PCRs/CVs Original PC# CV000419 CLOSED BIZ LIC,BANNERS, BLDG CONVGRS, CV010542 CLOSED DUMPING PERISHABLES IN REAR, CV020596 CLOSED BANNER, CV030318 CLOSED Z-BANNER, CV030528 CLOSED /-HAND-HELD S1GN@H C R , CV030657 CLOSED I-l- EXP BLDG PERMIT CB013967, CV060560 CLOSED Z-BANNER AT NEW BIZ, PCR02135 ISSUED SMART & FINAL-STRUCT, ELEC, ARCH & DETAIL REVISIONS PCR03002 ISSUED SMAR r & FINAL ADD HANDICAP, RAMP TO BUILDING Tl PCR03013 ISSUED SMART & FINAL ADD TRANSFORMER, FOR ELEC PCR03034 ISSUED SM ART & FINAL EXHAUST HOOD, ADD NEW HOOD PCR09073 ISSUED HENRY'S-VARIOUS REVISIONS TO, APPROVED PLANS CB090336 Inspection History Date Description Act Insp Comments EsGil Corporation In Partnership with government for (BuiCtfing Safety DATE 7/21/O9 JURISDICTION City of Carlsbad a PLAN REVIEWER a FILE PLAN CHECK NO 091157 SET I PROJECT ADDRESS 2618 El Camino Real PROJECT NAME Storage Racks for Henry's Farmers Market The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes XI The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person XI Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff did advise the applicant that the plan check has been completed Person contacted Telephone # Date contacted {// (by ) Fax # Mail Telepho^ Fax In Person XI REMARKS jC City to field verify that the path of travel from the handicapped parking space to the rack area and the bathroom serving the rack area comply with all the current disabled access requirements 2 Obtain Fire Department approval 3 Indicate the clearance from the new racks to the existing building walls and building columns 4 Note on the plans that the rack design loads will be posted per Section 1 4 2 of RMI By David Yao Enclosures EsGil Corporation D GA D EJ D PC 7/14 9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 * (858)560-1468 *• Fax (858) 560-1576 City of Carlsbad 091157 7/21/09 [DO NOT PAY- THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION City of Carlsbad PREPARED BY David Yao BUILDING ADDRESS 2618 El Camino Real PLAN CHECK NO O91157 DATE 7/21/09 BUILDING OCCUPANCY M TYPE OF CONSTRUCTION V-B BUILDING PORTION storagre racks Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code AREA (Sq Ft) cb Rlrln Pprmit FPP hv OrHmanrp ^ Valuation Multiplier By Ordinance Reg Mod per city VALUE ($) 36,505 36,505 $307 47 Plan Check Fee by Ordinance ' ^ | Type of Review 0 Complete Review CD Repetitive FeeRepeats D Other [—I Hourly EsGil Fee Structural Only Hr $19986 $17218 Comments Sheet 1 of 1 macvalue doc + PLANNING/ENGINEERING APPROVALS PERMIT NUMBER CB 09-1157 DATE 7/13/9 ADDRESS 2618 El Camino Real RESIDENTIAL ADDITION- MINOR (<17,000.00) RETAINING WALL VILLAGE FAIRE POOL/SPA TENANT IMPROVEMENT COMPLETE OFFICE BUILDING OTHER storage racks PLANNER Chris Se ENGINEER DATE 7/13/9 DATE II \AIUII.\\U)li\Ttll/l'l,A\\IM;/tM;i\i;i:!ll\r, AITIIDVALS Carlsbad Fire Department BLDG. DEPT COPY Plan Review Requirements Category TI, COMM Date of Report 08-07-2009 Reviewed by Name Address SEIZMIC INC ATTN AMY EDWARDS 161 ATLANTIC ST POMONA CA91768 Permit # CB091157 Job Name HENRY'S- STORAGE RACKS Job Address 2618 EL CAMINO REAL CHAD INCtfMPL item you havfe submitte^fo^review is incomplete ArEhi^time, this offi' adequately conduct a~rev4ew to determine compliance with the applicable codes and/o>standards carefully all comments attached Pleasjb resubmit the necessiirytplans and/or specifications^oth ;e cannot Please review hanges "clouded", to this office for review and approval"" ^ ' Conditions: Cond CON0003601 [MET] Storage Heights not to exceed 12 feet APPROVED THIS PROJECT HAS BEEN REVIEWED AND APPROVED FOR THE PURPOSES OF ISSUANCE OF BUILDING PERMIT THIS APPROVAL IS SUBJECT TO FIELD INSPECTION AND REQUIRED TEST, NOTATIONS HEREON, CONDITIONS IN CORRESPONDENCE AND CONFORMANCE WITH ALL APPLICABLE REGULATIONS THIS APPROVAL SHALL NOT BE HELD TO PERMIT OR APPROVE THE VIOLATION OF ANY LAW Entry 08/07/2009 By df Action AP SEIZMIC MATERIAL HANDLING ENGINEERING STORAGE' RACKS DRIVE-IN RACKS CANTILEVER RACKS MEZZANINES CONVEYORS CAROUSELS PUSHBACK RACKS RACKBUI1.D1NGS STEEL SHELVING MOVABLE SHELVING STORAGE RACKS MODULAR OFFICES GONDOLAS BOOKSTACKS FLOW RACKS FOOTINGS SEISMIC ANALYSIS STRUCTURAL DESIGN CITY APPROVALS STATE APPROVALS PRODUCT TESTING FIELD INSPECTION SPECIAL FABRICATION PERMITTING SERVICES ALASKA ARIZONA CALIFORNIA COLORADO CONNECTICUT FLORIDA GEORGIA IDAHO ILLINOIS INDIANA KANSAS KENTUCKY MARYLAND MASSACHUSETTS MICHIGAN MINNESOTA MISSOURI MONTANA NEBRASKA NEVADA NEW JERSEY NEW MEXICO NORTH CAROLINA OHIO OKLAHOMA OREGON PENNSYLVANIA TENNESSEE TEXAS UTAH VIRGINIA WASHINGTON WISCONSIN SEISMIC ANALYSIS STORAGE RACKS HENRY'S MARKETPLACE 2618ELCAMINOREAL CARLSBAD, CA 92008 Job No. 09-0661 161 ATLANTIC STREET * POMONA CA 91768 * TEL (909) 869-0989 * FAX (909) 869-0981 MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT FOR SHEET NO HENRY'S MARKETPLACE THE KENT FIXTURE CORP 2 CALCULATED BY TC DATE 6/29/2009 TABLE OF CONTENTS TABLE OF CONTENTS & SCOPE PARAMETERS COMPONENTS & SPECIFICATIONS LOADS & DISTRIBUTION LONGITUDINAL ANALYSIS COLUMN BEAM BEAM TO COLUMN BRACING OVERTURNING BASE PLATE SLAB & SOIL GONDOLA ANALYSIS (OVERTURNING ONLY) 3 4 5 6 10 11 12 13 14 15-19 SCOPE- THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO STATIC AND SEISMIC FORCES THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE FOR THE KENT FIXTURE CORP SHEET NO 3 CALCULATED BY TC DATE 6/29/2009 THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS, WITH THE COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND TRANSVERSE DIRECTION STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING CONNECTIONS. WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION CONCEPTUAL DRAWING Some components may not be used or may vary TRIBUTARY AREA LEGEND 1 COLUMN 2 BEAM 3 BEAM TO COLUMN 4 BASEPLATE 5 HORIZONTAL BRACING 6 DIAGONAL BRACING 7 BACK TO BACK CONNECTOR TRANSVERSE LONGITUDINAL NOTE ACTUAL CONFIGURATION SHOWN ON COMPONENTS &. SPECIFICATIONS SHEET PROJECT FOR MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET. POMONA. CA 91768 HENRY'S MARKETPLACE THE KENT FIXTURE CORP SHEET NO 4 CALCULATED BY TC DATE 6/29/2009 COMPONENTS & SPECIFICATIONS TYPE 3 ANALYSIS PER SECTION 2208 OF THE 2007 CBC SITE CLASS = D LEVELS - 2 PANELS = 3 LIVE LOAD = 2000 Ibs FRAME HEIGHT = 144 in FRAME DEPTH = 42 in. BEAM LENGTH= 96 in. SEISMIC CATEGORY = E (Fa = l, Ss = l 25) MANUFACTURER = HANNIBAL HI =70 in H2 = 54 in H H2 H1 W2 W1 Wl =2000 Ibs W2 =2000 Ibs Y3 H Y2 Y1 YI = 42 in Y2 = 42 in Y3 = 42 in COLUMN BEAM @ Level 1 CONNECTOR @ Level 1 OK IC3014(3X3X 14GA) Steel = 55000 pS1 Stress =41% OK OK 36140 Steel = 55000 psi Max Static Capacity = 4781 Ib Stress = 42% THREE PIN CONNECTOR Stress = 55% COLUMN BACKER BEAM @ Level 2+CONNECTOR @ Level 2+ None Stress = OK 36140 Max Static Capacity = 4781 Ib Stress = 42% OK THREE PIN CONNECTOR Stress = 23% BRACING SLAB & SOIL HORIZONTAL Ok 1-1/2 X 1-1/2 X16ga Stress = 5% DIAGONAL OK 1-1/2 X 1-1/2 X 16ga Stress = 10% Slab = 5" X 2500 psi Soil Bearing Pressure = 1000 psf Slab Puncture Stress = 23% Slab Bending Stress = 16% OK BASE PLATE ANCHORS OK 8 in X 5 mX 0375 in Steel = 36000 psi MBase = 3833 in Ib Stress = 41% H1LT1 KB-TZ (ICC ESR-1917) 0 5 Dm X 2 Mm Embd OK Pullout Capacity = 970 Ibs Shear Capacity = 1050 Ibs No Of Anchors = 2 per Base Plate Anchor Stress = 15% MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET. POMONA. CA 91768 PROJECT HENRY'S MARKETPLACE FOR THE KENT FIXTURE CORP SHEET NO 5 CALCULATED BY TC DATE 6/29/2009 LOADS AND DISTRIBUTION; TYPE 3 Determines Seismic Base Shear per Section Chap 2208, of the 2007 CBC SITE CLASS O Number Of Levels 2 wLL (Sum of live loads) 4000 Ibs wDL (Sum of dead loads) 200 Ibs TOTAL FRAME LOAD 4200 Ibs Fa Ss le Rw (Longitudinal) Rw (Transverse) 1.00 1.25 100 400 4.00 LONGTUDINAL DIRECTION v =Lons (2/3) X 1 X 1 25 X 1 X (((2/3)4000) + 200) / (4 X 1 4) V,Lang 421 IbS ' Traiu ~ TRANSVERSE DIRECTION 2/3 Fa S, 7, (((2/3) 0^) (2/3) X 1 X 1 25 X 1 X (((2/3)4000) + 200) / (4 X 1 4) VT,-ans 427 Ibs F. =W,H, Levels 1 nz. *, 70 124 LONGITUDINAL Wx 2,100 2,100 WA 147,000 260.400 407,400 f, 154 273 427 Ibs TRANSVERSE w* 2,100 2,100 WA 147,000 260,400 407,400 f, 154 273 427 Ibs MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE FOR THE KENT FIXTURE CORP SHEET NO 6 CALCULATED BY TC DATE 6/29/2009 LONGITUDINAL ANALYSIS: TYPE 3 THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS ASSUMED AT MID-HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE (OR AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT) Upper += M Conn'K' + MCmn = V -V Col -= 213 Ibs 3833 m/lb + .Ends Mn-n M5-5 ^ M4-4 . M3-3 / M2-2 y; Ml-1 , M base / F-lr \i7 V V 7 / V/ ^ s. i5 s ,4 •X |2 il " ./» ./*JF4 Jr 1 1 ~ 2064m/lb FRONT ELEVATION LEVELS 1 A, 68 54 / 11 136 AXIAL LOAD 2,100 1,050 MOMENT 10.651 3,672 Mconn 9,226 3,900 SAMPLE CALC = (213 Ibs X 68 in) - 3833 m/lb = 10,651 in/lb MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE FOR THE KENT FIXTURE CORP SFIEET i\0 7 CALCULATED BY TC DATE 6/29/2009 COLUMN ANALYSIS : TYPE 3 ANALYZED PER A1SI AND THE 2007 CBC SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION P = M = K. Lr 2100 Ibs 10651 in/lb —TT— = 1 2 X 68m / 1 32028m R* = 61 8 A'. L- ' = IX 42m /1 0775m MaxR 61 8 Axial R, F - F = 39 U2E k /// rMax 76 2 KSI = 28 KSI Since Ft:>Fv/2 ( p• \ = 55KS1X[1-55KSI/(4X7622067KSI)] F=F.\l- P j) a Flexure 4 Fe) = 451 KSI 1 = Aeff Fn = o 63g2 lnA2 x 45 j KS] = P = ~ = 28769 Ibs /1 92 = 014 28769Ibs 14984 Ibs PSince — < 0 15R ^. , P Cmx Mx ,Check — + -<1 33 P, Max i/,. Myield = M = S F = 0 74164 lnA3 X 55000 PSl= 40790 m/lb Max -Mv =•• 40790 / 1 67 24425 in/lb (3 14159)A2 X 29500 KSI X 1 11246 / (81 = 48644 Ibs 1 •; ( P1/1-1 Qc/ I. Per = (1 /(!-(! 92 X 2100 Ib ,' 48644 lb)))A-l = 092 SECTION PROPERTIES A 3m B 3 in C t 0 0747 in Aeff 0 6382 in Ix 1 ] 1246 mA Sx 074164m Rx 1 32028 i ly 0 7409 mA Sy 04884m" Ry 1 0775 in Kx 1 2 Lx 68 in Ky 1 Ly 42 in Fy 55 KSI E 29500 KSI Qc 192 Of 167 Cmx 0 85 Cb 1 (2100 Ib /14984 Ib) + (10651 in/lb / 24425 m/lb) = 0 54 < 1 33 (41 %) MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET. POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE FOR THE KENT FIXTURE CORP SHEET NO 8 CALCULATED BY TC DATE 6/29/2009 BEAM ANALYSIS : TYPE 3 BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM. ALTHOUGH IT DOES NOT PROVIDE FULL FIXITY THUS, THE BEAMS WILL BE ANALYSED ASSUMING PARTIAL END FIXITY FOR THE COMPUTATION OF BEAM TO COLUMN MOMENT CAPACITY, THE PARTIAL END FIXITY MOMENT OF THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE CONNECTION EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM For a simply supported beam, the max moment at the center is given by we. ! /8 An assumption of partial fixity will decrease this maximum moment by the following method Percentage of End Fixity = 25% MCenter = MCenter(Simple ends) - 9*MCenter(Fixed ends) = 0 25 Mcenter(simple) Wl 2/8 - (^ Wl 2/12 )= 0 104 M center (fixed) Reduction Coefficient (3=0 104/0 125 = 0 833 MEnds=</> M Max(FixedEnds) = W12J\2 025 = 0 0208 Wl2 EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM For a simply supported beam, the max deflection at the center is given \yfiwi J/384 El An assumption of partial fixity will decrease this maximum deflection by the following method 5W14 TYPICAL BEAM FRONT VIEW 384 E I LiveLoad/M= 2000 Ibs />eadkKK///v/=41b/ftX2X(96/12) = 64 Ibs Mr = 0104*0x72 = 10320 m/lb•" Center Yr I Mn = 0 0208*Encis = 2064 m/lb Fb = 0 6 Fv = 33000 PSI FBEff= 33000 PSI MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE FOR THE KENT FIXTURE CORP SHEET NO 9 CALCULATED BY TC DATE 6/29/2009 BEAM ANALYSIS : TYPE 3 MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON 1 MAXIMUM MOMENT CAPACITY Ft = B _ J3 (MVS) Max Weight/ M = - 16 S L a = ((33000 X 16 X 0 82789) / (0 833 X 96)) X 0 875 = 4781 Ibs/Ivl 2 MAXIMUM ALLOWABLE DEFLECTION Callow -L/180 = 0533 In 5WI* 166148mA4 = 0 82789 mA3 A = —384 E Ix Max Weight/M = 384 E 7* ^A"ow L1 F =55000 PSI a(impactCoefficient) = 0875 ^=0833 B= 025 L(Length} = 96 m Lv = 96 m Step = ] 625 in TopWidth = 1 75 m BeamThickness - 0 0747 i BeamDepth = 3 75 m BottomWldth= 275m 5-40 = ((384 X 29000000 X 1 66148 X 0 533) / (5 - (4 X 0 25))) X 96A3 = 5577 Ibs/Ivl MAXIMUM ALLOWABLE LIVE LOAD PER LEVEL = 4781Ibs/lvl BeamStress - 42% ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL Ms/ollc=Wl2/8 MAnmtAalK=Sx* Mlmf>ai., = MSla,lc*in5 Level 1 2 MS-I.C 10320 10320 •M Impact 11610 11610 "^ Allow,Sutic 27320 27320 Fh MMlaHSeamK=Sx*Fb*\tt MSe,Smc = MConn "^ Seismic 9226 3900 M Allow,Scismic 36427 36427 Result GOOD GOOD MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE FOR THE KENT FIXTURE CORP SHEET NO 10 CALCULATED BY TC DATE 6/29/2009 BEAM TO COLUMN ANALYSIS : TYPE 3 CONNECTION CAPACITY DEPENDS ON THE FOLLOWING PARAMETERS 1 SHEAR CAPACITY OF PIN PinDiameter - 0 438/n F,, = 55000 PSI -ar == Diameter" — = 0.1507 mA2 AT LEVEL 1 P<,hea, = ° 4 Fy Ashea, = 2 BEARING CAPACITY OF PIN ColumnThickness = 00747 Fv = 65000PS7 n - 2 22 a -2 22 4 X 5500° X 0 1 507 niA = 3315 Ibs D}a Col Thickness /Cl =222X65000X0438X00747/222= 2127 Ibs 3 MOMENT CAPACITY OF BRACKET EdgeDist = I 0/« PinSpacmg - 2 In Fy = 55000 PSI C-= j = PI X 1 667 7^=0179/77 SCI,p FBc«d,ng = 0 127 InA3 X 66 X Fy = 1667 ^ ^ = 4610 in-Ib d = EdgeDist /2 =05 ^C/HP = Mcapac,!y/( 1 667 t/) = 4610 / (1 667 X 0 5)= 5531 Ibs MINIMUM VALUE OF PI GOVERNS P{ = 21 27 Ibs MCo^Mhu. = fa * 4 5]+ [/> * (2 5/4 5)* 2 5]+ [/>( 5/4 5)* 5]* 1 33 = 16816m-lb >9226m-lb OK H I ^ 1-5/6" MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, I'OMONA, CA 91768 PROJECT HENRY'S MARKETPLACE FOR THE KENT FIXTURE CORP SHEET NO 11 CALCULATED BY TC DATE 6/29/2009 TRANSVERSE ANALYSIS: BRACING: TYPE 3 IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR TN TENSION AND COMPRESSION IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE DIAGONAL MEMBER AS IT WILL GOVERN DIAGONAL BRACING COMPRESSION MEMBER Ldiag = (L - 6)2 +(D-(2 BCol))2 = T,j Vtrans LDiagVdiag = -- - - — = 50 9,, k I rMm (1 X 50 9117) / (0527) U2e fiu/ VV /rMin> ,bs = 96.6 In = 30667 8 PSI SIDE ELEVATION F.. 4 F. = 27500 55000 X (1 - (55000 / (4 X 30667 84) 30 3 KSI Panel Height (L) = 42 In Panel Depth (D) = 42 In Column Depth (B) = 3 In Clear Depth (D - 2*B) = 36 = Area = 8374 Ibs Qc = 1 92 Brace Stress = VDiag =4361 Ibs 0 14 < 1 33 (10 %) MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE FOR THE KENT FIXTURE CORP SHEET NO 12 CALCULATED BY TC DATE 6/29/2009 OVERTURNING ANALYSIS ; TYPE 3 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2208 OF THE 2007 CBC FULLY LOADED Total Shear = 427 Ibs Movl Ht 1 15 = 427X105X 1 15 51560m/lb = (4000+( 85 X 200)) X 42/2 \(M -M } = (51560-87570)/42 'V^OW iJ-St) _ „,„,. r, . a - 87570 m/lb 1 UpLiJt -857 Ibs Puphft <= 0 No Up Lift TOP SHELF LOADED Shear = 228 Ibs = 228 X 124X1 15 = (2000 + ( 85 X 200)) X 4212 = 32538 m/Ib = 45570 m/lb p —1 UpLlfl ~= (32538-45570) / 42 = -310 Ibs Puphft<=0 No up Lift Pup lift CROSS AISLE ELEVATION ANCHORS No of Anchors 2 Pull Out Capacity 970 Lbs Shear Capacity 1050 Lbs COMBINED STRESS Fullv Loaded = (0 / 970 X 2))+ ((427 /2)/(1050 X 2)) = 01 Top Shelf Loaded = (0 / (970 X 2))+ ((228 /2)/(l 050 X 2)) - 0 05 USE 2 HILTIKB-TZ(ICCESR-1917)05Dia X 2 Mm Embd Anchors per BasePIate (or approved equal) MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE FOR THE KENT FIXTURE CORP SHEET NO 13 CALCULATED BY TC DATE 6/29/2009 BASE PLATE ANALYSIS ; TYPE 3 THE BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb (IF ANY) THERE ARE 3 CRITERIA IN DETERMINING Mb THEY ARE 1 MOMENT CAPACITY OF THE BASE PLATE, 2 MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3 Vcol*h/2 (FULL FIXITY) Mb IS THAT SMALLEST VALUE OBTAINED FROM THE 3 CRITERIA ABOVE J Col MBase P_ ±Co\ 2100 Ibs 3833 m/Lb A D B f = h Jb D B2/6 Jb\ ~ J b ~ Jb2 "J n-...« ~ 1 r ' Base FBax = 15FV 1 33 F V Frb °Base r Base Base Plate Width (B) = 8 m Base Plate Depth CD) = 5m Base Plate Thickness (t) = 0 375 in b = 3 in bl = 2.5 in Fv (base) = 36000 PSI = 52.5 PSI = 719 PSI = 44.92 PSI = 26 95 PSI /M+67/J = 341 86 m/lb 0 02 m/cb = 36000 PSI = 041 JQL fa <=1 OK ANCHOR TENSION No of Anchors Resisting Tension M = 1 P bCo, d-,= 0 NEGATIVE, THEREFORE NO TENSION — ft>2 -- fcl Pcof- Dp- jfll X o Jttl Danchor—TT MATERIAL HANDLING ENGINEERING TEL (909)869-0989 FAX (909)869-0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE FOR THE KENT FIXTURE CORP SHEET NO 14 CALCULATED BY TC DATE 6/29/2009 SLAB AND SOIL : TYPE 3 THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS IF NO PUNCTURE OCCURS, IT WILL BE ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING PUNCTURE psla,,c = 2100 Ibs Mo, = 51560 25 m-lb p Pmta=Q2PMe+10(Mel/d)) = 4122 Ibs FIJlini! -2 A 2 t A Fpunct punct SLAB TENSION 144 33 fso, = 100 PSI = ISOsq. in = 0.23 W+t L-B C1 —cone 2 1 t2 133 /;,„ b- 144 2 M,Cone FCone Cone = 446 sq in = 21 13 in = 1132m = 4.9 in = 111 m-lb = 4 17 cb in. = 1625PST = 0.16 '- 1,07 y B / N / FOOTING B = 8m W = 5 in Frame Depth d = 42 in CONCRETE f'c = 2500 PSI t = 5 in <t> =065 SOIL fsoil = 1000PSF OK MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE FOR THE KENT FIXTURE COR(J SHEET NO 15 CALCULATED BY TC DATE 6/29/2009 GONDOLA ANALYSIS PROJECT SCOPE PROVIDE SEISMIC ANALYSIS OF LIGHT DUTY STORAGE FIXTURE GONDOLA TO CONFORM TO THE REGULATIONS SET BY THE 2007 CALIFORNIA BUILDING CODE PARAMETERS THE STABILITY OF THE SHELVING DEPENDS ON THE CANTILEVER FRAMES IN THE TRANSVERSE DIRECTION AND ON THE HORIZONTAL BRACES IN THE LONGTITUDINAL DIRECTION THE ANALYSIS HAS BEEN PREFORMED FOR THE MOST CRITICAL CONFIGURATION WITH THE MAXIMUM LOAD THE STORAGE FIXTURES USED IN THIS PROJECT ARE ALL UNDER 8FT IN HEIGHT SPECIFICATIONS - SEISMIC V=[(2/3)(Sms)*l/R]*[0 67*wLL+wDL] - MAIN STEEL Fy = 33,000 PSI -ANCHOR 3/8" 0 x 2-1/2" MIN EMBED HILTI KWIK BOLT TZ (ICC# ESR-1917) 20 QA END TRIM 22 GA BASE BRACKET TRIM 22 QA FRONT KICK PANEL 1 = UPRIGHT 2 = BASE 3 = ANCHOR PLATE 4 = ANCHOR 5 = HORIZONTAL BRACE 6= ARM 7 = BASE DECK 8 = SHELF MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE HENRY'S MARKETPLACE THE KENT FIXTURE CORP 16 TC 6/29/2009 CONFIGURATIONS TYPE SH130 (100# PER LEVEL) TYPE SH131 (100# PER LEVEL) r SHELVES REMOVED FOR CLARITY If—lS—f f 16 3/4"-, I :=== £ £ =^^^™~* f "" £ £ === £ 'i ? «- " l^" " " ti • - 3 ' "i ? 3" ' FRONT VIEW SIDE VIEW -Ma 1/2 4 SIDE VIEW TYPE SH160 (100# PER LEVEL) TYPE SH160 & SH128 TYPE SH161 (100# PER LEVEL)(200# PER LEVEL) SHELVES REMOVED FOR CLARITY FRONT VIEW SIDE VIEW MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE HENRY'S MARKETPLACE THE KENT FIXTURE CORP 17 TC 6/29/2009 LOADS AND DISTRIBUTION (TYPE SH130) V= [(2/3)(Sms)*l/R]*[0 67*wLL+wDL] SITE CLASS = D Fa = 1 Ss = 1 25 l= 1 R= 30 Sms= Fa*Ss = 1 25 LEVELS= 8 DEAD LOAD = 5 LB/LEVEL LIVE LOAD = 100 LB/LEVEL V = [(2/3)*1 25*1 *(0 67*100 LB/LEVEL + 5 LB/LEVEL)/3]/1 4 = 14 LB/LEVEL SEISMIC DISTRIBUTION | LEVEL 1 2 3 4 5 6 7 8 h IN 140 80 80 80 80 80 80 80 70 IN WEIGHT LB 105 105 105 105 105 105 105 105 | 840 LB HEIGHT IN 140 220 300 380 460 540 620 700 1 = Fi (trans) LB 140 140 140 140 140 140 140 140 112 LB Mot IN-LB * 1960 3080 4200 5320 6440 7560 8680 9800 4,704 IN-LB OVERTURNING Puphft = (Movt - Mst) / d d=100IN = [4704-4200] IN-LB/10 IN = 50 LB <- NEGATIVE VALUE THEREFORE NO UPLIFT OCCURS INTERACTION EQN [101 LB/ 920 LB]) + [112 LB/1050 LB] = 022 < 1 0 THEREFORE OK ANCHORS ARE 3/8"0 x 2-1/2" WIN EMBD HILTI KWIK BOLT TZ (ICC #ESR-1917) ALLOWABLE TENSION =920 LB ALLOWABLE SHEAR = 1,050 LB # OF ANCHORS/ B P = 1 ANCHOR OCCURRENCE = 2 ANCHORED EVERY OTHER BAY MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT HENRY'S MARKETPI.ACT FOR THE KENT FIXTURE CORP SHEET NO 18 CALCULATED BY TC DATE 6/29'2009 LOADS AND DISTRIBUTION (TYPE SH161) V= [(2/3)(Sms)*l/R]*[0 67*wLL+wDL] SITE CLASS = D Fa= 1 Ss = 1 25 l= 1 R= 30 Sms= Fa*Ss = 125 LEVELS= 4 DEAD LOAD = 5 LB/LEVEL LIVE LOAD = 200 LB/LEVEL V = [(2/3)*1 25*1 *(0 67*200 LB/LEVEL + 5 LB/LEVEL)/3]/1 4 = 28 LB/LEVEL SEISMIC DISTRIBUTION LEVEL 1 2 3 4 OVERTURNING h IN 200 140 130 120 59 IN WEIGHT LB 205 205 205 205 j 820 LB HEIGHT IN 200 340 470 590 1 = Fi (trans) LB 280 280 280 280 112 LB Mot IN-LB 5600 9520 1,3160 1,6520 4,480 IN-LB Puplift = (Movt - Mst) / d d=180IN = [4480-7380] IN-LB/18 IN = -161 LB <- NEGATIVE VALUE THEREFORE NO UPLIFT OCCURS INTERACTION EQN [0 LB/ 920 LB]) + [112 LB/1050 LB] = 011 < 1 0 THEREFORE OK ANCHORS ARE 3/8"0 x 2-1/2" MIN EMBD HILTI KWIK BOLT TZ (ICC #ESR-1917) ALLOWABLE TENSION = 920 LB ALLOWABLE SHEAR = 1,050 LB # OF ANCHORS/BP = 1 ANCHOR OCCURRENCE = 2 ANCHORED EVERY OTHER BAY MATERIAL HANDLING ENGINEERING TEL (909) 869-0989 • FAX (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT FOR SHEET NO CALCULATED BY DATE HENRY'S MARKETPLACE THE KENT riXTURE CORP 19 TC 6/29/2009 LOADS AND DISTRIBUTION (TYPE SH160&SH128) V= [(2/3)(Sms)*l/R]*[0 67*wLL>wDL] SITE CLASS = D Fa= 1 Ss = 1 25 l= 1 R= 30 Sms= Fa*Ss = 125 Wp= DEAD LOAD + LIVE LOAD LEVELS= 8 DEAD LOAD = 5 LB/LEVEL LIVE LOAD = 100 LB/LEVEL V = [(2/3)*1 25*1 *(0 67*100 LB/LEVEL = 14 LB/LEVEL 5 LB/LEVEL)/3]/1 4 SEISMIC DISTRIBUTION LEVEL 1 2 3 4 5 6 7 8 OVERTURNING h IN 140 80 80 80 80 80 80 80 70 IN WEIGHT LB 210 210 210 210 210 210 210 210 _| 1 ,680 LB HEIGHT IN 140 220 300 380 460 540 620 700 1 ' Fi (trans) LB 280 280 280 280 280 280 280 280 224 LB Mot IN-LB 3920 6160 8400 1,0640 1,2880 1,5120 1,7360 1,9600 9,408 IN-LB Puphft = (Movt - Mst) / d d = 26 0 IN = [9408-21840] IN-LB/26 IN = -478 LB <-- NEGATIVE VALUE THEREFORE NO UPLIFT OCCURS INTERACTION EQN [OLB/920LB]) + [224LB/1050LB] = 021 < 1 0 THEREFORE OK ANCHORS ARE 3/8"0 x 2-1/2" MIN EMBD HILTI KWIK BOLT TZ (ICC #ESR-1917) ALLOWABLE TENSION = 920 LB ALLOWABLE SHEAR = 1,050 LB # OF ANCHORS/ B P = 1 ANCHOR OCCURRENCE = 2 ANCHORED EVERY OTHER BAY o^ — _ O<• O~s>\ (Ni -v N ^\ V $J -£ • «-^ VvJO r ( — — v t l to t! ? 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