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07-2170 (RC)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 07-00002170 Property Address: 78983 HIGHWAY 111 APN: 643-020-999-6 -30903 - Application description: REMODEL - COMMERCIAL Property Zoning: REGIONAL COMMERCIAL Application valuation: 30000 T &-t 4 4 Qu&z Applicant: Architect or Engineer: ------------------ LICENSED CONTRACTOR'S DECLARATION BUILDING & SAFETY DEPARTMENT BUILDING PERMIT I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. license Class: C34License No.: 821309 _ 42�� Date: Contractor: OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and C the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees; provided that the - 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 or she 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 Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( ) I am exempt under Sec. , B.&P.C. for this reason 7 Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: (,/� Lender's Address: T \ ' LQPEkMIT Owner: COST PLUS WORLD MARKET 200 4TH STREET OAKLAND, CA 94607 (510)893-7300 . VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 77777153 Date: 10/09/07 Contractor: RPM INSTALLATIONS 5761 E. LA PALMA A ANAHIEM, CA 92807 (714)528-5444 Lic. No.: 821309 ----------------------------------------------- WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is . issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier OAK RIVER INS Policy`Number 2210020317071 I certify that, in the performance of the work for which this permit is issued, 1 shall not employ any person in any manner so:as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section ��yy 3700 of the Labor a hall forthwith comply with those provisions. -Dater I&IT-6-7 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. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and foi whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2.• Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. certify that I have read this application and state that the above information is correct. 1 agree to comply with all city and county ordinances and state laws relating to buildin istruction, and hereby authorise representatives of this county to ernntt/er upon the above-mentioned pr y for in, ection purposes. ,Date: �� I Signature (Applicant or Agent): u LQPERAiIT Application Number . . . . . OT -00002170 ------ Structure Information 19293 SF SHELL - COST PLUS ----- Other struct info . . . . . CODE EDITION 01BMP04E05EN FIRE SPRINKLERS YES MIXED-USE OCCUPANCY M OCCUPANT LOAD .00 1ST FLOOR SQUARE FOOTAGE 19293.00 ------------------------------------------------- 2ND FLOOR.SQUARE FOOTAGE -------------------------- .00 Permit . . . BUILDING PERMIT Additional desc . Permit Fee . . . . 284.50 Plan Check Fee 184.93 Issue Date . . . . Valuation . . . . 30000 Expiration Date 4/06/08 Qty Unit Charge Per Extension BASE FEE 252.00 5.00 6.5000 THOU BLDG 25,001-50,000 - 32.50 --------------------------- Special Notes and Comments --------------------------------- --------------- 10 FT. STORAGE RACKS & SHELVING FOR. COST PLUS WORLD MARKET RETAIL BUILDING. 2001 CBC. ------------=--------------------------------------------------------------- Other Fees . . . . . . . . . ACCESSIBILITY PLAN REVIEW 36.98 STRONG MOTION (SMI) - COM 6.30 Fee summary Charged ----------------- ----- Paid Credited ----- ---------- Due Permit Fee Total ---------- ---------- 284.50 .00 .00 284.50 Plan Check Total 184.93 .00 .00• 184.93 Other Fee Total 43.28 .00 00 43.28 Grand Total 512.71 .00 .00 512.71 j - - Permit # City of La Quinta. Btdidmg at Safety. Division P.O. Box 1504, 78-495 Cage Tampion 1a Quinta, CAI= - (760) 777-7012 Building Permit Application and Tracking Sheet Project Address: & Owner's Name:✓La I2�f A. P. Number. TRACENG PERMIT FEES Address: 766 q'0% Legal Descriptiod: Contractor.RPM VALt- d415 L- Address: s E LA i�P, k.t--,n- AYk tO 32 % City, ST, Zip: dlD r k \ P"r 9 fiO- q (o tS Telephone. SI b $q 3 rJ WO - .• 3 Project Description r !a City, ST, Zip: pilnr,Vea+n-, GY>r �6 9—^-1 66, �i-t` t -i -rV.- .ST6C4au Telephone: S2$514 4 `� s " ? >. a. '� s �/►�-f-t �r' Ow- W PK - State Lic. # : 8Z ( Q -r City Lic. #: �c tl /-} t� cr;5 66� P-tr P' -*'•c✓ !r• -AU -5 Arch., Engr., Designer. _ Address: City., ST, Zip: P6W� o A 1 6 [Name elephon a $6 b 8' / Construction Type: Occupancy: X4�„ C Project circle one ew Add'n Alter Repair Demo ate Lia #: Z % % .;�, � ' .`'`. ,s�"`-' J tYPe � )� eP of Contact Person: ZIA Sq. FL: Y2 9 j # Stories: #Units Telephone # of Contact Person: 170 8 { 6 Estimated Value of Project: 30., Cd Q APPLICANT: DO NOT WRITE BELOW THIS LINE .i20 VCk DU -F— PC>MJ Req'd Rec'd TRACENG PERMIT FEES ffSubmittat Plan Cheer; submitted 0 Item Amount .Cales, Reviewed, ready for corrections Plan Check Deposit Truss Calcs. . Called Contact Person Plan Check Balance. Title 24 Calcs. Pians picked up Construction Flood plain plan Pians resubmitted Mecthanirsl Grading plan 21! Review, ready for eorrectio issue Electrical Subcontactor List Called Contact Person pPlumbing Grant Deed Plans picked up SM.L H.O.A. Approval Plans resubmitted Grading INHOUSE: ''d Review, ready for correctionslissu I Developer Impact Fee Planning Approval Called Contact Person _ A.II P Y. Pub, Wks. Appr Date of permit issue " School Fees P Total Permit Fees .i20 VCk DU -F— PC>MJ SEISMIC ANALYSIS OF STORAGE RACKS FOR COST PLUS #334 78-983 HWY 111 LA QUINTA, CA 92253 Job No. 07-0545R APPROVED BY SALE. FATEEN, P.E. 4/11/2007 161 ATLANTIC STREET * POMONA * CA 91768 * TEL: (909) 869-0989 * FAX: (909) 869-0981 - SEIZMIC MATERIAL HANDLING ENGINEERING = EST. 1985 ALASKA KENTUCKY NORTH CAROLINA STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ARIZONA MARYLAND OHIO DRIVE-IN RACKS MOVABLE SHELVING STRUCTURAL DESIGN . CALIFORNIA MASSACHUSETTS OKLAHOMA CANTILEVER RACKS STORAGE RACKS CITY APPROVALS COLORADO MICHIGAN OREGON MEZZANINES MODULAR OFFICES STATE APPROVALS CONNECTICUT MINNESOTA PENNSYLVANIA CONVEYORS GONDOLAS PRODUCT TESTING FLORIDA. MISSOURI TENNESSEE CAROUSELS BOOKSTACKS FIELD INSPECTION GEORGIA MONTANA TEXAS PUSHBACK RACKS FLOW RACKS SPECIAL FABRICATION, IDAHO NEBRASKA UTAH RACKBUILDINGS FOOTINGS PERMITTING SERVICES ILLINOIS NEVADA VIRGINIA INDIANA NEW JERSEY WASHINGTON ' KANSAS NEW MEXICO WISCONSIN SEISMIC ANALYSIS OF STORAGE RACKS FOR COST PLUS #334 78-983 HWY 111 LA QUINTA, CA 92253 Job No. 07-0545R APPROVED BY SALE. FATEEN, P.E. 4/11/2007 161 ATLANTIC STREET * POMONA * CA 91768 * TEL: (909) 869-0989 * FAX: (909) 869-0981 SEMMIC MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX: (909)869 - 0981 PROJECT COST PLUS #334 FOR RPM INSTALLATIONS, INC. SHEET NO. 2 CALCULATED BY TC 161 ATLANTIC STREET, POMONA, CA 91768 VAI L 4i i iiwu i TABLE OF CONTENTS 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. e-SEIMP PROJECT . FOR MATERIAL HANDLING ENGINEERING SHEET NO. TEL: (909)869 - 0989 FAX : (909)869 - 0981 CALCULATED BY 161 At LAN l IL; J 1 Kt t l, YUMUNA, L A y 1 roa aits, i r COST PLUS #334 RPM INSTALLATIONS, INC. 3 TC 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 DRAWIN LEGEND 1. COLUMN 2. BEAM 3. BEAM TO COLUMN ' 4. BASE PLATE 5. HORIZONTAL BRACING 6. DIAGONAL BRACING 7. BACK TO BACK CONNECTOR *ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET 5 E IC MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX: (909)869 - 0981 1 L 1 ATT A XTT fl 0 nv -r nllh.f/-0,1 A OA 01'744 PROJECT COST PLUS #334 FOR RPM INSTALLATIONS, INC. SHEET NO. 4 CALCULATED BY TC nATF. 4111 /2007 1V1 h1 Lt11V 11V J11WL1 1 V1vAV1�n v ----- -- --- COMPONENTS & SPECIFICATIONS : N.I.C. RACKING ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC W2 Y1 =42 in. LEVELS = 2 H1= 60 in. H2 = 36 in. W1 =800 lbs. W2 =800 lbs.T Y2 = 42 in. Y3 = 24 in. PANELS =`3 Y3 LIVE LOAD = 800 lbs. H2 FRAME HEIGHT =1.20 in. , H W 1 H Y2 FRAME DEPTH = 42 in. BEAM LENGTH= 96 in. H1 ZONE=Zone4 (Na=•1.1) Y1 TYPE = SINGLE ROW / COLUMN BEAM @ Level 1 CONNECTOR @ Level 1 OK OK OK Tube 3x1-5/8x13ga StepBeam 4.5"x2.5"x15ga TWO PIN CONNECTOR Steel = 55000 psi Steel = 55000 psi Stress =i 4-% Stress =21% Max Static Capacity = 5642 lb. Static Stress = 14% Seismic Stress = 8% COLUMN BACKER BEAM @ Level 2+ CONNECTOR @ Level 2+ OK OK StepBeam 4.5"x2.5"xl5ga TWO PIN CONNECTOR None Max Static Capacity = 5642 lb. Stress =(�% Stress = Static Stress = 1.4% Seismic Stress = 3% BRACING SLAB & SOIL OK OK Slab = 5" X 2500 'psi OK HORIZONTAL DIAGONAL Soil Bearing Pressure = 1000 psf 1 1/2 X 20 GA (SQ. TUBE) 7/8 X 20 GA (PIPE) Slab Puncture Stress = 19% Stress = 6% Stress =1.1% Slab Bending Stress = 8% BASE PLATE ANCHORS OK Ramset/Redhead Trubolt 0.5 Dia. X 2.25 Min. Embd. OK 3.0 in X 3.0 in X 0.125 in Pullout Capacity = 580 lbs. Steel = 36000 psi Shear Capacity = 1190 lbs. MBase = 0 in. lb. No. Of Anchors = 1 per Base Plate Stress =32% or approved equal) Anchor Stress = 4% • SEMMIC MATERIAL HANDLING ENGINEERING TEL: (90§)869 -0989 FAX': (909)869 - 0981 PROJECT FOR SHEET NO. CALCULATED BY COST PLUS #334 RPM INSTALLATIONS, INC. 5 TC L SEMMIC MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX : (909)869 - 0981 PROJECT COST PLUS #334 FOR RPM INSTALLATIONS, INC. SHEET NO. 6 CALCULATED BY TC 161 Al LAN I IU b l K> t I, YUMIL) N A, LA Y l /05 Lr+ • r. LONGITUDINAL ANALYSIS: N.I.C. RACKING 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). Mn -n Fn MUpper + MLower — MConn'R' + MConn'L' _ M5-5 MConn'R' MConn'L' M4-4 S F MConn 2 —MUpper +MLower 4 _ MUpper + MLower M3-3 __Z 7" Mconn _ 2 + MEnds 71 F3 M2-2 2 VLong Ml -1 VCoI 2 = 771bs Fl M base MBase — 0 in/lb MEnds — 864 in/lb FRONT ELEVATION LEVELS hi f AXIAL LOAD MOMENT Mconn 1 2 58 36 30 48 900 450 4,466 846 3,520 1,287 SAMPLE( CALC. Ml -1 (VCol - hi) - MBase _ (77 lbs X 58 in) - 0 in/lb = 4,466 in/lb SEMMIC MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX: (909)869 - 0981 —I A— AITTT/ o[ rnvo-r ni-A AnXTA (`A 01^1(.4 PROJECT COST PLUS #334 FOR RPM INSTALLATIONS, INC. SHEET NO. 7 CALCULATED BY TC nATF 4/11/2007 COLUMN ANALYSIS: N.I.C. RACKING ANALYZED PER DIV VII, CHAP 22 OF THE 2001 CBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P = 900 lbs M = 4466 in/Ib Kx ' Lx 1.2 X 58in / 1.125m Rx = 61.9 KL Max = 66.6 R Ky'Ly = 1 X42in/0.631in' Ry = 66.6 „ Axial r12 E65.7 = = 65.7 KSI FQ . k l rMax Fy = 28 KSI 2 Since: Fe > `Fy /2 . F = 55 KSI X [1 - 55 KSI / (4 X 65.71751KSI)] P, = Fy 1— y 4 • Fe = 43.5 KSI Pn=.Aeff F, = 0.646 in^2 X 43.5 KSI = 28096 Ibs Pa"c = 28096 lbs / 1.92 = 14633 lbs 'p 0.06 Pa Flexure Since: P <0.15 Check: P + Cmx Mx <-1.33, Po Pp Max ' px Myield = My = Sx Fy = 0.545 In^3 X 55000 PSI = 29975 in/Ib Max = 1Py = 29975 / 1.67 = 17949 in/lb Of = (3.14159)^2 X 29500 KSI X 0.8178 / (69.6 = 49153lbs 1 , �x = P = (1 / (1 - (1.92 X 900 lb / 49153 1b)))^ -I = 0.96 Pcr (900 lb / 14633 lb) + (4466 in/lb / 17949 in/lb) = 0.28 < 1.33 (21%) �A� B SECTION PROPERTIES A 3 in B 1.625 in t : 0.09 in Aeff : 0.646 in^ Ix : 0.8178 in^4 Sx : 0.545 in/3 Rx :1.125 in Iy : 0.257 in^4 Sy : 0.267 in^3 Ry : 0.631 in Kx :1.2 Lx : 58 in Ky :1 Ly :42 in Fy :55 KSI E : 29500 KSI QC: 1..92 f2f: 1.67 Cmx : 0.85 Cb : 1 SEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX: (909)869 - 0981 101 A1LANHU JIK1',h1, YVMVNA, UA Y1 ioa PROJECT COST PLUS #334 FOR RPM INSTALLATIONS, INC. SHEET NO. 8 CALCULATED BY TC A // BEAM ANALYSIS: N.I.C. RACKING 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 WL V8 . An assumption of partial fixity will decrease this maximum moment by the following method. Percentage of End Fixity =. 25% = 0.25 Mcenter(sim0e) MCenter = MCenter(Simple ends) - 6*MCenter(Fixed ends) Mends Mcener (fes (fixed) W1 2/8 - (0 • 7 2 /12) = 0.104.97' T -'f •. ��uiiilllllllllll I II Ilii i o u �„ Reduction Coefficient R = 0.104/0.125 = 0.833 - - MCenter — p' g72 l8 =0.833 • W12/$ L MEnd¢ = 0 • Mm. �T ixedEnds). = W7? /12 - 0.25 L = 0.0208 • ffq2 TYPICALBEAM FRONT VIEW EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM For a simply supported beam, the max deflection at the center is given by597 °/384 EI . An assumption of partial fixity will .decrease this maximum deflection by the following method. _ SWl4 �"'� —� 384•E•IX LiveLoad / 1v1= 800 lbs DeadLoad 11vl =4lb/ft X 2 X (96/12) = 64 lbs = 0.104 * gq 21 = 4320 in/Ib MCenter — MEnds = 0.0208* p72 = 864 in/lb Fb = 0.6 • Fy = 33000 PSI FBEff. = 33000 PSI 0 SEIMIC MATERIAL HANDLING ENGINEERING TEL (909)869 - 0989. FAX: (909)869 - 0981 ,. I 101 t11 Lt11v l I%, J 1 MUi t, • W---' v BEAM ANALYSIS: N.I.C. RACKING MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON: 1. MAXIMUM MOMENT CAPACITY Fb M/Sx FBEf = SX Max.Weight / lvl = FBE$.-• 16-S,,_. a 8-L _ ((33000 X 16 X 0.977) / (0.833 X 96)) X 0.875 = 5642 Ibs/lvl 2. MAXIMUM ALLOWABLE DEFLECTION Darraw L1180 0.533 In S4 Wl • �= 384•E•Ix Max.Weight / M = 384 • E • Ix ' AArraw • L3 5-48 PROJECT COST PLUS #334 FOR RPM INSTALLATIONS, INC. SHEET NO. 9 CALCULATED BY TC neTF. 4/11/2007 I = 2.294 in^4 S = 0.977 in^3 x x Fy =55000 PSI a(impactCoefficient) = 0.875 _ 0.833 0.25 (Length) = 96 in in Lu = 96 in Step = 1.625 in BeamThickness = 0.0673 i • BeamDepth = 4.5 in TopWidth = 1.75 in Bottom Width= 2.5 in _ ((384 X 29000000 X 2.294 X 0.533) / (5 - (4 X 0.25))) X 96^3 = 7700 Ibs/lvl MAXIMUM ALLOWABLE LIVE LOAD PER LEVEL = 5642lbs/lvl BeamStress = 14% ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL = MArraw,sersmrc `sx * Fb * 1.33 Mstatic = W12/8 MArraw,sraric =S, * Fb Mlmpact = Mstalic * 1.125 Mseismic = Mconn Level Mstatic MImpaet MA11ow,statie Mseismio MA1ow,seismic Result 1 4320 4860 32241 3520 42988 GOOD 2 4320 4860 32241 1287 42988 GOOD SEUMIC • INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PR03ECT COST PLUS #334 FOR RPM INSTALLATIONS, INC. SHEET NO. 10 CALCULATED BY TC DATE 4/11/2007 BEAM TO.COLUMN CONNECTION: SPEEDRACK Mconn = (Mlower + Mupper)/2 + Mend CAPACITY OF CONNECTOR: A) SHEAR CAPACITY OF 3/8"O.PIN (DOUBLE SHEAR): PIN DIA. = .375 in Area = (0.375)^2*n/4 = .1104 in^2 Moc Fy= 55,000 psi (MIN.) Pmax= Area * Fv * 2 (DOUBLE SHEAR) = 4,860 Ib B) BEARING ON COLUMN (DOUBLE SHEAR): Fy= 50,000 psi Fu= 65,000 psi t min= .09 in (13 GA.) . Abrg.= t * D _ .0338 in^2 Pmax brg.= (Pn/II) * 2 (DOUBLE SHEAR) = (Fp*Abrg/C2) * 2 (DOUBLE SHEAR) = (2.22Fu * Abrg/2.22) * 2 (DOUBLE SHEAR) = Fu * Abrg * 2 (DOUBLE SHEAR) = 4,388 Ib < 4860 Ib C) MOMENT CAPACITY OF BRACKET: D=4. in IINIMUM P1 VALUE GOVERNS P1= 4,388 Ib Mconn. cap.= Pmax x D x 1.33 = 4388 Ib'* 4 in * 1.33 = 23,342 in -Ib Mupper /-�� Nl—J Mlower R" ICKING Pll` t-SE1ZM1C MATERIAL HANDLING ENGINEERING r TEL: (909)869 - 0989 FAX: (909)869 - 0981 PROJECT COST PLUS #334 FOR RPM INSTALLATIONS, INC. SHEET NO. I 1 CALCULATED BY TC DATE 4/11/2007 T IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND COMPRESSION. F HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE IAGONAL MEMBER AS IT WILL GOVERN. i IAGONAL BRACING : TENSION MEMBER Ldiag = JL — 6)2 + (D - Q • BCoI ))Z = 54.8" o P. I Vdia Prans • Mag b' - d = 461 Ibs At = o. (o F y = 33000 Brace Stress = i 0.15 < 1.33 (11 %) SIDE ELEVATION Panel Height (L) = 42 In Panel Depth (D) = 42 In Column Depth (B) = 1.625 In Clear Depth (d) _ (D - 2*13) = 0. SUMP MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX: (909)869 - 0981 .1. .m. •- c.Tn--T nnXAr%'KTA fl AI'7LQ PROJECT COST PLUS #334 FOR. RPM INSTALLATIONS, INC. SHEET NO. 12 CALCULATED BY TC DATE. 4/11/2007 OVERTURNING ANALYSIS: N.I.C. RACKING ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 2001 CBC. FULLY LOADED Total Shear = 354 lbs Movt =V runs Ht -1.15 Mout = 354 X 82 X 1.15 = 33382 in/lb Mst = (Wp +.85wDL)• d/2 _ (1600+(.85 X 200)) X 42/2 = 37170 in/lb Mst r _ 1 (33382-37170)/42 PupL;ft = 14—m Mst 1 -90 lbs. Puplift <= 0 No Up Lift TOP SHELF LOADED Shear = 196 lbs MQvt = Vtop • Ht • 1.15 Vl 1 = 196 X 96 X 1:15 = 21686 in/Ib ovt 'Mst(Wp+wDL)•d/2 M (800 + (.85 X 200)) X 42 /2 = 20370 in/lb st P _ 1(Movt — Mst / _ (21686 - 20370) / 42 UpL+lt — d 31 lbs: ANCHORS No. of Anchors : I Pull Out Capacity: 580 Lbs. Shear Capacity : 1190 Lbs. COMBINED STRESS Fullv Loaded (0�/ 580 X 1))+ ((354 /2)/(1190 X 1)) = 0.04 Top Shelf Loaded (31 / (580 X 1))+ ((196 /2)/(1190 X 1)) = 0.02 USE 1 Ramset/Redhead Trubolt 0.5 Dia. X 2.25 Min. Embd. Anchors.per BasePlate. (or approved equal) W CROSS AISLE ELEVATION Fr i V SEIZMIC PROJECT COST PLUS #334 INC... FOR RPM INSTALLATIONS, INC: SHEET NO. 13 MATERIAL HANDLING ENGINEERING CALCULATED BY TC TEL: (909) 869-0989 • FAX: (909) 869-0981 DATE 4/11/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 BASE PLATE ANALYSIS: TYPE "N.I.C. RACKING" TRANSVERSE DIRECTION (CROSS AISLE LOADS) L' Beff Pcol (LL+DL) = Pstatic= 900 LB -Pseismic = (Movt*1.15/D)= 795 LB Pcol = Pcol + (Mot/D) = 1,695 LB CHECK BENDING CAPACITY BASE PLATE WIDTH (W)= 3. IN -T 1 HOLE 0 = 0.5625 I EFF.BASE PLATE DEPTH (B)= 2.0938 IN GE TO CENTER LINE (L) = 0.625 IN b = 1.625 IN PCOI b1 = .4688 IN THICKNESS (t) = 0.125 IN Fy = 36,000 PSI • fa = P/A = Pcol/((D)(B)) . = 270 PSI b b1 Mbase= (W/in)(L^2)/2 EFFECTIV = (fa*1"STRIP)(b1^2)/2 E = 29.65 IN -LB Sbase = (1)(t^2)/6 _ .0026 INA 3 :j.,. m Fbase = (0.75)(Fy)1.33 = 35,910 'PSI fb/Fb = Mbase/((Sbase)(Fbase)) = 0.32 < 1.00 OK SEMMIC MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX: (909)869 - 0981 PROJECT COST PLUS #334 FOR RPM INSTALLATIONS, INC. SHEET NO. 14 CALCULATED BY TC 161 ATLANTIC STRE 11 YUMUNA, CA Y1768 LM 11 r. Y, i iicvv i SLAB AND SOIL: N.I.C. RACKING 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 B= B•W +t Parotic = 900 lbs Mot = 33382.2 in -lb p Pm. =1.1 • (1.2 • Pa,a„c + 1.0 • (Mot l d )) = 2062 lbs Fpunct _ 2 • f, = — C , 100 PSI 1 ( 1 Apunct = B + t I + I W+ t I •2 • t = C )\ 111 sq. in. 4B J J v • Pmax b = = Fv Apunct • Fpunct 0.19 SLAB TENSION 10 L P • 144 2 2 wb fsoir ' b Asoi(— max. = 223 sq. in. 1.33 • fl = in -lb L = Aso,, B = 3.0 in = 14.94 in W = 3.0 , in B= B•W +t = 8.05 in - Frame Depth d = 42 in L B b = = 3.45 in CONCRETE 2 2 2 wb fsoir ' b fc = 2500 PSI —1.33 55 M = = in -lb `°nc - 2 144.2 t = 5 in. 2 1 Sconc = = 4.17 Cb. in. 0 = 0.65 6 F = 50 f' SOIL cont c = 162.5 PSI fb MConc fSoll = 1000 PSF = = 0.08 Fb SConc • FConc OK K SEIZMIC PR07ECT ` COST PLUS #334 wC FOR RPM INSTALLATIONS, INC. SHEET NO. 15 MATERIAL HANDLING ENGINEERING CALCULATED BY TC TEL: (909) 869-0989 • FAX: (909) 869-0981 DATE 4/11/2007 161 ATLANTIC AVENUE • POMONA, CA 91768 LIGHT DUTY STORAGE FIXTURES TYPE (120"H x 48"W x 18"D) 3 SHELVES T SEI ZMIC INC. MATERIAL HANDLING ENGINEERING ..TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE POMONA, CA 91.768 PROJECT COST PLUS #334 FOR RPM INSTALLATIONS, INC. SHEET NO. 16 CALCULATED BYTC DATE 4/11/2007 SCOPE LIGHT DUTY STORAGE FIXTURE UNITS: WALL BRACE ANALYSIS THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE FOLLOWING LIGHT DUTY STORAGE FIXTURES COMPLIES WITH THE REQUIREMENTS SET FORTH IN THE 1997 UBC/ 2001 CBC. THE CRITICAL CONFIGURATION TO BE ANALYZED, SINCE ALL MEMBERS AND LOADING ARE THE SAME WITHIN EACH UNIT "TYP-P" IS THE CRITICAL CONFIGURATION ANALYZED. PARAMETERS STEEL- 36,000 PSI. (WHEN USED) ANCHORS- 1/4"0x2" MIN. EMBED. REDHEAD TRUBOLT (ICC #ER -1372) OR APPROVED EQUAL. SLAB- 5 IN x 2500 PSI- SOIL- 1,000 PSF CRITICAL CONFIGURATION: TYPE (120"H x 48"W x 18"D) -- 48" 38" 38" 38" T 48 m cn 72"X48" GRID G M 72" 12"X48" BASE LEDGER INSTALL BY CONTRACTOR co M 12" CDMIT%IIC%A1 .;" QITC VICIA/ TYPICAL LIGHT DUTY STORAGE FIXTURE ELEVATION j=S=ElZMl=C PROJECT COST PLUS #334 INC- FOR RPM INSTALLATIONS, INC.. SHEET NO. 17 MATERIAL HANDLING ENGINEERING CALCULATED BYTC DATE 4/11/2007 TEL: (909) 869-0989 • FAX: (909) 869-0981 t 161 ATLANTIC AVENUE • POMONA, CA 91768 LOADS & DISTRIBUTION: TYPE (120"H x 48"W x 18"D) ANALYSIS PER 1997 U.B.C./ 2001.C.B.C., SECTION 1632.2 100 LB/LVL <__= LIVE LOAD 10 LBILVL <__= DEAD LOAD Fp= ap x Ca x Ip x Wp/ Rp <__= EQN. 32-2 = 0.7 * Ca * Ip * Wp <__= EQN. 32-3 NOTE: SINCE ap x.Ca x Ip x Wp/ Rp < 0.7 * Ca * Ip * Wp; MAXIMUM EQN. IS 32-3 (CONT Fp=0.7*Ca*Ip*Wp Ca= 0.484 WHERE Ca = 0.44Na AND Na = 1.1 Ip= 1 Rp= 4 Wp(total)= Wp(LL)/n + Wp(DL) Wp(LL)= 100 LB/LVL Wp(DL)= 10 LB/LVL # OF LVLS= 3 1.4' <__= WORKING STRESS REDUCTION TRANSVERSE DIRECTION Vtrans= 0.7 * 0.484 * 1 * (100 LB + 10 LB )*3 LVLS/1.4 = 79.86 LB <__= TRANSVERSE SEISMIC SHEAR PER FRAME LONGITUDINAL DIRECTION Vlong= 0.7 * 0.484 * 1 * 100 LB + 10 LB )*3 LVLS/1.4 79.86 LB <__= LONGITUDINAL, SEISMIC SHEAR PER FRAME 3" SIDE VIEW LATERAL FORCE DISTRIBUTION LEVEL wx(DL+LL) hx wxhx Fi Fi*hx*1.15 1 2 3 110 LB/LVL 110 LB/LVL 110 LB/LVL 6.0 IN 38.0 IN 76.0 IN 660 4180 8360 3.99 LB 25.29 LB 50.58 LB 27.6 IN LB 1105.1 IN LB 4420.5 IN LB = 13200 IN -LB = 79.86 5553.2 IN LB = Movt 'SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 IAl ATI ANTIC: AVFNIIF • POMONA. CA 91768 PROJECT COST PLUS #334 FOR RPM INSTALLATIONS, INC: SHEET NO. 18 CALCULATED BY TC DATE 4/11/2007 WALL ADEQUACY ANALYSIS: TYPE (120"H x 48"W x 18"D) WALL LATERAL -LOAD = 5 PSF (PER SECTION 1611.5 OF THE 1997 UBC/ 2001 CBC) WALL AREA/UNIT = (120 IN) * (481N) = 5,760 IN^2 = 40 FT^2 WALL CAPACITY = WALL LATERAL LOAD " (WALL AREA/UNIT) = 5 PSF * 40 FT^2 = 200 LB Vwall= Vtrans = 80 LB < 200 LB THEREFORE WALL IS ADEQUATE TO RESIST SEISMIC LOADS. CONNECTION TO WALL ANALYSIS: TYPE (120"H x 48"W x 18"D WITHDRAWAL FORCE ON WALL CONNECTION= T CONNECTION HEIGHT= 120. IN Mot = y(Fi * Hi) * 1.15 = 4829" IN -LB "1.15 = 5,553.2 IN -LB Mst = Z[(LIVE LOAD + 0.85*DEAD LOAD)*(D/2)] = 3 LEVELS * (100 LB/LVL + 0.85*10 LB/LVL) * 18 IN/2 = 2,929.5 IN -LB T = (Mot - Mst)/(HEIGHT OF CONNECTION)' = 21.9 LB <= WITHDRAWAL CHECK TENSION CAPACITY OF 1/4"0 X 3/4" EMBED. LAG SCREW CONN TYPE = 1/4"0 X 3/4" P(SCREW) = 110 LB (PER 1997 NDS, TABLE 9.2A, PAGE 78) SINCE 21.9 LB < 110 LB THEN WALL ATTACHMENT IS SUFFICIENT TO RESIST SEISMIC FORCES: NOTE:, SHOULD WALL BE CONSTRUCTED OF METAL STUDS, # 10 SHEET METAL SCREWS SHOULD BE USED FOR CONNECTION. ESSEIMIC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 * FAX: (909) 869-0981 161 ATLANTIC AVENUE * POMONA, CA 91768 PROJECT COST PLUS #334 FOR RPM INSTALLATIONS, INC. SHEET NO. 19 CALCULATED BY TC DATE 4/11/2007 OVERTURNING/ANCHORAGE ANALYSIS: TYPE (120"H x 48"W x 18"D) TOTAL DEPTH= 18 IN (A) FULLY LOADED: Vtotal = 79.9 LB Vcol= 39.9 LB Movt = Z(Fi * Hi) * 1.15. = 4829* IN -LB "1.15 = 5,553.2 IN -LB <== SEE LOAD & DISTRIBUTION SHEET Mst = J[(LIVE LOAD + DEAD LOAD)*(D/2)] + Tcap*H2 = [3 LEVELS *000 LB/LVL + 10 LB/LVL) * 18 IN/2] + (110 LB = 16,170.0 IN -LB Puplift = (Mot - Mst)/D , = (5553.2 IN -LB - 16170 IN-LB)/18 IN 0 LB <.= NO UPLIFT (B) TOP SHELF LOADED Vtop = 26.6 LB Vcol= 13.3 LB Mot= Vtop * h 1.15 =26.6 LB*76 IN 1.15 = 2,326.6 IN -LB Mst = (LIVE LOAD+DEAD LOAD) * (D/2) -' Tcap*H2 SIDE VIEW = [100 LB +10 LB] * (18 IN/2) + (110 LB * 120 IN) DEPTH OF UNIT (d) = 18 IN = 14,190.0 IN -LB TOP SHELF HEIGHT (H1) = 76. IN # LEVELS= 3. Puplift = (Mot - Mst)/D CONNECTION HEIGHT (H2) = 120. IN _ (2326.6 IN -LB - 14190 IN-LB)/18. IN CONN TYPE= 1/4"0 X 3/4" = 0 LB <= NO UPLIFT Tcap = 110 LB ANCHORS QUANTITY= 1 PULLOUT = 265 LB SHEAR= 420 LB (PS/Pt)"5/3 + (VSNt)^5/351.00 COMBINED STRESS(A) = (0 LB/265 LB)^5/3 + (39.9 LB/420 LB)^5/3 = 0.02 < 1.00 OK COMBINED STRESS(B) = (0 LB/265 LB)^5/3 + (13.3 LB/420 LB)^5/3 = 0.00 < 1.00 OK USE (1)1/4" Ox2"MIN. EMBED. REDHEAD TRUBOLT (ICC #ER -1372) OR'APPROVED EQUAL. AT FRONT COLUMN OF STORAGE FIXTURE (1) PER BASE ANGLE. VALUES ARE THAT WITHOUT SPECIAL INSPECTION. SPECIAL INSPECTION IS NOT REQUIRED FOR ANCHOR INSTALLATION. i A