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06-3121 (RC)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 t Application Number: Property Address: APN: Application description: Property Zoning: Application valuation: Applicant: 6 06-00003121 79050 HIGHWAY 111 649 -820 -999 - REMODEL - COMMERCIAL REGIONAL COMMERCIAL 3829 Architect or Engineer: � t _ BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: HENRY'S MARKET 79-050 HWY 111 LA QUINTA, CA 92253 (909)869-0989 . P VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 10/11/06 Contractor: VRATSINAS CONSTRUCTION P.O. BOX 2558 LITTLE ROCK, AR 72203 (501)376-0017 Lia. No.: 572657 ---------------------------------------------7-------------------------------------7------------- LICENSED CONTRACTOR'S DECLARATION WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with I hereby affirm under penalty of perjury one of the following declarations: Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force effect._ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided License Class, B License No.: 57265 _ I for by Section 3700 of the Labor Code, for the performance of the work for which this permit. is _ 0 /p w, Date: 771JQ� ntractor: � 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 O -BUILD DECLARATION insurance carrier and policy number are: I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the Carrier ZURICH AMERICAN Policy Number WC591636301 following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to _ I certify that, in the performance of the work for which this permit is issued, I shall not employ any construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the person in any manner so as to become subject to the workers' compensation laws of California, permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State and agree that, if I should become subject to the workers' compensation prkion Section License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or P 9 370 of the Labo.Code, I sh II orth rth c ith those. ,.visions. P 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 (S500).: e: scant: (_ 1 1, 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 WARNING: FAILURE TO SECURE WORKERS' COMPENSCbN COVE IS UNLAWFUL, AND SHALL Contractors' State License Law does not apply to an owner of property who builds or improves thereon, NALTIES SUBJECT AN EMPLOYER TO CRIMINAL PEAND CIVIL FINES PTO ONE HUNDRED THOUSAND and who does the work himself or herself through his or her own employees, provided that the DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN improvements are not intended or offered for sale. If, however, the building or improvement is sold within SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. 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.). (_ 1 I am exempt under Sec. , B.&P.C. for this reason 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: LQPERi1IIT 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 for 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 ill subject permit to cancellation. - I certify that I have read this application nd state that the above information is correct. I agree to c ply . h all city and county ordinances and sta aws relating to building construction, and hereby authorize re sen ves oDf this co� y ant r upon th ove-mentioned pro ection purposes tura (Applicant or Age Application Number . . . . . 06-00003121 ------ Structure Information EXISTING RETAIL.STORE ----- Other struct info . . . . . CODE EDITION 2001/2005 FIRE SPRINKLERS YES Permit . . BUILDING PERMIT Additional desc . Permit Fee 63.00 Plan Check Fee 40.95 Issue Date . . . . Valuation . . . . 3829 Expiration Date.. 4/09/07 Qty Unit Charge Per Extension BASE FEE 45.00 2.00 9.0000 THOU BLDG 2,001-25,000 18.00 ---------------------------------------------------------------------------- Special Notes and Comments (8) - 12' high storage racks in warehouse, Henry's..September 6, 2006 . 4:18:50 PM aortega ----------------------------------- ----------------------------------------- Other Fees . . . . . . . . . HOURLY PLAN CHECK 175.00 STRONG MOTION (SMI) - COM .80 Fee summary Charged Paid Credited --------------------------- Due ------------------------------ Permit Fee Total 63.00 00 .00 63.00 Plan Check Total 40.95 .00 .00 40.95 Other Fee Total 175.80 .00 .00 175.80 Grand Total 279.75 .00. .00 279.75 I 3u SEISMIC ANALYSIS WIS.. OF STORAGE RACKS''"m"� FOR HENRV'S MARKETPLACE, #19R 1,0T 79-050 HIGHWAY I 1 I LA OUINTA, CA, 92253 REVIEWED BY CONSULTANT Job No. 06-1331R FOR CODE COMPLIANCE APPROVED BY BEEN REVIEWED AND FOUND TO SHOW COMPLIANCE WITN THE CALIFORNIA BUILDING CODE AS ADOPTED BY THIS JURISDICTION. ISSUANCE OF A BUILDING PERMIT BASED UPON THESE PLANS IS RECOMMENDED SUBJECT TO APPROVAL BY OTHER APPLICABLE AGENCIES AND ANY ' �� ND 10 NOTED IN THE EN 0 6 201 SAL E. FATEEN, P.E. 9/26/2006 REVISED Q?,pFESS/pN �kR�o �p,E L MLu rn ql F2 No., 35215 m � Exp 19 -3A -g 7 OF By CO GROUP, INC. DATE? "Le CITY OF Imo+ QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION DA k6 I� U BY ----- 161-ATI.ANTIC CTRFRT * POM61NA * CA 4176R * TF1.- (9(19) R6Q-09R9 * FAX: (4(19) RFP -(19R1 jmnj . , SEIZMIC MATERIAL' HANDLING ENGINEERING FST. 1995 STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ALASKA KENTUCKY NORTH CAROLINA DRIVE-IN RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA MARYLAND OHIO CANTILEVER RACKS STORAGE RACKS CITY APPROVALS CALIFORNIA MASSACHUSETTS OKLAHOMA MF7ZANINFS Muni n AR OFFICFS STA,TF A•PPRM.1A.I R COLORADO MICHIGAN OREGON CONVEYORS GONDOLAS' PRODUCT TESTING CONNECTICUT MINNESOTA PENNSYLVANIA ream lgPT c RnnkcTA( Kc MCI n iNicr>cf-"nhl FLORIDA MISSOURI TENNESSEE PUSHBACK RACKS FLOW.RACKS .. SPECIAL FABRICATION GEOKGIA MUNTANA TEXAS RACKBUILDINGS FOOTINGS PERMITTING SERVICES IDAHO NEBRASKA UTAH ILLINOIS NEVADA VIRGINIA INDIANA NEW JERSEY WASHINGTON KANSAS NEW MEXICO WISCONSIN I 3u SEISMIC ANALYSIS WIS.. OF STORAGE RACKS''"m"� FOR HENRV'S MARKETPLACE, #19R 1,0T 79-050 HIGHWAY I 1 I LA OUINTA, CA, 92253 REVIEWED BY CONSULTANT Job No. 06-1331R FOR CODE COMPLIANCE APPROVED BY BEEN REVIEWED AND FOUND TO SHOW COMPLIANCE WITN THE CALIFORNIA BUILDING CODE AS ADOPTED BY THIS JURISDICTION. ISSUANCE OF A BUILDING PERMIT BASED UPON THESE PLANS IS RECOMMENDED SUBJECT TO APPROVAL BY OTHER APPLICABLE AGENCIES AND ANY ' �� ND 10 NOTED IN THE EN 0 6 201 SAL E. FATEEN, P.E. 9/26/2006 REVISED Q?,pFESS/pN �kR�o �p,E L MLu rn ql F2 No., 35215 m � Exp 19 -3A -g 7 OF By CO GROUP, INC. DATE? "Le CITY OF Imo+ QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION DA k6 I� U BY ----- 161-ATI.ANTIC CTRFRT * POM61NA * CA 4176R * TF1.- (9(19) R6Q-09R9 * FAX: (4(19) RFP -(19R1 jmnj SEMMIC MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX :-(909)869 - 0981 PROJECT HENRY'S MARKETPLACE #198 LQT FOR THE KENT FIXTURE CORP. SHEET NO. 2 CALCULATED BY MS DATE 9/26/2006 TABLE OF CONTENTS SCOPE: THIS ANAT,YSTS 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 C MATERIAL HANDLINd ENGINEERING TEL: (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE # 198 LQT FOR THE KENT FIXTURE CORP. SHEET NO. 3 CALCULATED BY MS DATE- 9/26/2006 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 WII,I, FOCI JS ON A TRIBUTARY RAY TO RE ANALYSED IN BOTH THE LONGITUDINAL, AND TRANSVERSE DIRECTION. STA..RHATV IN TT -TF T nN(:ITT IT)INAI,IITRF('TION IC MAINTATNFii RV THF REAM T(1 C0I:1,JMN M.C)MFNT RFCICTTT�I( 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 LONGITUDINAL *ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET ESEMMIC MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX :(909)869 - 0981 161 ATLANTIC STREET. POMONA. CA 91768 PROJECT HENRY'S MARKETPLACE #198 LQT FOR THE KENT FIXTURE CORP. SHEET NO. 4 CALCULATED BY MS DATE 9/26/2006 COMPONENTS & SPECIFICATIONS : TYPE 1 ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC LEVELS = 3 H I= 60 in H2 =36 in T W 3 W W2 I =2000 lbs. =2000 lbs. Y I= 44 in Y2 = 44 in. PANELS = 3 113 =4S in . H3 W3 =0 lbs. Y3 Y3 = 44 in. LIVE LOAD = Load Varies I I I I -vv FRAME HEIGHT= 144 in. H H2 H Y2 FRAME DEPTH = 36 in. BEAM LENGTH= 96 in. w 1 ZONE = Zone 4 (Na = 1.08) . Y1 TYPE= SINGLE ROW' H1 MANUFACTURER = HANNIBAL COLUMN BEAM @ Level l CONNECTOR @ Level 1 OK OK OK 2B/3x3xl4ga RB2/3.688"deepx2.5"x0.071" THREE PIN CONNECTOR Steel = 50000 psi I Steel = 50000 psi Stress = 48% Stress =41 % Max Static Capacity = 4604 lb. Static Stress = 43% Seismic Stress = 23% COLUMN BACKER BEAM @ Level 2+ CONNECTOR @ Level 2+ OK OK RB2/3.688"deepx2.5"x0.071" THREE PIN CONNECTOR None Max Static Capacity = 4604 Ib. Stress = 19% , Stress = Static Stress = 43% Seismic Stress = 9% BRACING SLAB & SOIL OK OK Slab = 5" X 3000 psi OK HORIZONTAL DIAGONAL Soil Bearing Pressure = 500 psf 1-1/2 X 1-1/2 X 16ga 1-1/2 X 1-1/2 X 16ga Slab Puncture Stress = 27% Stress = 10% Stress = 22% Slab Bending Stress = 40% BASEPLATE ANCHORS OK Hilti Kwik Bolt II ICC #1355 0.5 Dia. X 3.5 Min. Embd.OK 8 in X 5 in X 0.375 in Pullout Capacity = 1000 lbs. Steel = 36000 psi Shear Capacity = 1840 lbs. MBase = 0 in. lb. No. Of Anchors = 2 per Base Plate Stress = 20% Anchor Stress = 5% NOTES: THERE IS TO BE NO LOADING ON TOP LEVEL. SEMMIC MATERIAL HANDLING ENGINEERING TEL : (909)869 - 0989, FAX : (909)869 - 0981 161 ATLANTIC STREET. POMONA. CA 91768 PROJECT HENRY'S MARKETPLACE #198 LQT FOR THE KENT FIXTURE CORP. SHEET NO. 5 CALCULATED BY MS DATE 9/26/2006 COMIPONENTS & SPECIFICATIONS : TYPE 2 ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC W5 in I,FVFI,S=-5 H1=12 in W1=20001bs.Y1=44 H2 =28 in I W2 =2000 lbs.T— Y2 = 44 in PANELS = 3 H3 =28 in H5 W3 =2000 lbs. Y3 Y3 = 44 in H4 =28 in. W 4 W4 =2000 lbs. LIVE LOAD = Load Varies H5 =48 in W5 =0 lbs. H4 FRAME HEIGHT= 144, in. W 3 FRAME DEPTH = 36 in. H H3 + W? H Y2 ' RRANA I FAI(:TW=04 in H2 ZONE = Zone 4 (Na = 1.08) `N i Y1 TYPE = SINGLE ROW H1 - MANI IFAC'TI IR FR = HANNIRAL I I I I COLUMN BEAM @ Level 1 CONNECTOR @ Level l Cry Lrh �K 2B/3x3xl4ga R132/3.688"deepx2.5"x0.071" THREE PIN CONNECTOR Steel = 50000 psi Steel = 50000 psi Stress = 36% Stress =31 % Max Static Capacity = 4604 Ib. Static Stress = 43% Seismic Stress = 17% COLUMN BACKER BEAM @. Level 2+ CONNECTOR @ Level 2+ OK OK RB2/3.688"deeox2.5"x0.071" m-mFF Pim rnNrmprTnR None Max Static Capacity = 4604 Ib. Stress = 37% Stress = Static Stress = 43% Seismic Stress = 18% BRACING SLAB & SOIL OK OK Slab = 5" X 3000 psi OK HORIZONTAL DIAGONAL Soil Bearing Pressure = 500 psf 1-1/2 X 1-1/2 X 16ga 1-1/2 X 1-1/2 X 16ga Slab Puncture Stress = 50% Stress = 20% Stress = 44% Slab Bending Stress = 95% BASE PLATE ANCHORS OK Hilti Kwik Bolt II ICC #1355 0.5 Dia. X 3.5 Min. Embd.OK R in X 5 in X 0.37.5 in Pullout Capacity = 1000 lbs. Steel = 36000 psi Shear Capacity. = 1,840 lbs. MBase = 0 in. lb. No. Of Anchors = 2 per Base Plate Stress = 39% Anchor Stress = 161/o NOTES: THERE IS TO BE NO LOADING ON TOP LEVEL. SEMMIC MATERIAL HANDLING ENGiNEERIN_G TEL: (909)869 - 0989 FAX :(909)869 6981 PROJECT HENRY'S MARKETPLACE # 198 LQT FOR THE KENT FIXTURE CORP. SKEET NO. 6 CALCULATED BY MS b l A I LAN I lC J I KLE l'. POMONA. CA 91768 VATS I LONGI I UD NAL I -TRANSVERSE LOADS AND DISTRIBUTION: TYPE 2 Determines Seismic Base Shear per Section 2228.5, Chap 22, Div X of the 2001 CBC. SEISMIC ZONE: Zone. 4 Ca: 0.44 Number Of Levels: 5 1: - 1.00 wLL (Sum of live loads) : 8000 lbs Na: 1.08 wDL (Sum of dead loads): 500 lbs Rw (Loneitudinal): 5.60 TOTAL FRAME LOAD 8-00 it, 2,100 25,200 Fn s s Rw (Transverse). 4.40 LONGTUDINAL DIRECTION TRANSVERSE DIRECTION n: 1 n: 1 iILong 2.5•Ca-Na•] wLL ll 2.5•Ca•Na•I�NILL +DL Rw•1.4 1 = .n + DLJ VLong = J Rw•1.4 n • (2.5.X 0.44 X 1.08 X I X ((8000/ 2) + 500)) / (5.6 X 1 (2.5 X 0.44 X 1.08 X I X ((8000/1) + 500)) / (4.4 X VLong: 682 lbs VTrans: 1639 lbs F =V W H. WH, Levels h a I LONGI I UD NAL I -TRANSVERSE WX N,Xh., f W wxh., f 1 12 1,100 13,200 36 2,100 25,200 88 2 40 1,100 n n. nnn 1 19 2,100 84,000 294 3 68 1,100 74,800 202 2,100 142,800 500 4 96 1,100 105,600 286 2,100 201,600 706 5 144 100 14,400 39 100 1 14,400 50 252,000 682 lbs 468,000 1639 lbs SEMMIC MATERIAL HANDLING ENGINEERING- TEL: NGINEERINGTEL: (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 9176 PROJECT HENRY'S MARKETPLACE #198 LQT FOR THE KENT FIXTURE CORP. SHEET NO. 7 CALCULATED BY MS DATE 9%26/2006 LONGITUDINAL ANALYSIS: TYPE 2 THE ANALYSIS 1S BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS A,QCT IMFII AT mm-HF1f:INT RFTWFFN RFA MQ FX( -PPT RCIR THF 1 .nWR.QT PnRTI()N WHRRF THF RA CF PI ATF 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 M(lpper + Ml ower _ MConn'R' + MConn'l ' Fn MCnnn'R' — MCM5-5nnn'l,' � FS M(:nnn - 2 = A/Upper + Mlower M4-4 h5 F4 M_ MUpper + Mlower i M. M3-3 h4 F3 Conn Ends M2-2 h' 2 V _ VLong = 341 lbs MI -I Cbl — 2 F 1 hI • M base MHose = 0 in/Ib Mlndc = 2064 in/Ib FRONT ELEVATION LEVELS h; f. AXIAL LOAD MOMENT Mconn 1 10 18 4,250 3,410. 6,030 2 28 60 3,200 4.522 6,166 3 28 101 2,150 3,682 5,039 4 28 143 1,100 2,268 3,426 5 48 20 50 456 292 SAMPLE CALC. MI—I = (V(:nl ' hl) — MH... = (341 lbs X 10 in) - 0 in/Ib = 3,410 in/lb rr:ZM1 inff Cm MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX :(909)869 - 0981 PR(1. vrT HFNRV'S MARKF.TPI.A(F #14R I C)T FOR THE KENT FIXTURE CORP. SHEET NO. 8 CALCULATED BY MS COLUMN ANALYSIS: TYPE 2 ANALYZED PER DIV VII, CHAP 22 OF THE 2001 CBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION. P.= 4250 Ibs •, M =. 3410'in/Ib Kx LX R., = 1.2 X loin / 1.326in = 9 KL Max = 40.7 Ky, • Ly R !.!3 n^! = I X 44in / 1.08in Ry = 40.7 . Axial :" WE F` = 175.4 KSI 0.493 in^3 Ry i r1V1 ux Kx : 1.2 J' = 25 KSI 2 Since: F,, > Fy12 F = 50 KSI X [1 - 50 KSI / (4 X 175.4136KSI)] Fn = F,(1—. 4 • F, = 46.4 KSI Pn = Aeff • F, = 0.643 in^2 X 46.4 KSI = 29859 Ibs P,= SZc ' = 29859 lbs '/ 1.92 = 15552 lbs P = 0.27 Pu Flexure n r) ai Since: ` > 0.15. Check: — .+ 1V1 r < 1.33 •j; Pp Pp Max -ili/veild = M S • F = 6.753 In" 3 X 50000 PSI = 37650 in/Ib a� 1 vl Max = �' = 37650/ 1.67 = 22545 in/Ib Qf rl Z Pcr EI (KIEJ = (3.14159)^2 X 29500 KSI / (44in.)^2 = 169939 Ibs 1 ,uX - / P _ (I / (1 - (1.92 X 4250 Ib / 169939 lb)))^ -1 = 0.95 1 1— Qc• C Pcr (4250 Ib / 15552 Ib) + (0.85 X 3410 in/lb / 22545 in/Ib X 0.95) = 0.41 < 1.33 (31%) SECTION PROPERTIES A 3 in B 3 in C t 0.075 in Aett : 0.643 In" Iv !.!3 n^! Sx : 0.753 in^3 Rx : 1.326 in ly : 0.7492 in/' Sy 0.493 in^3 Ry 1 no Kx : 1.2 Lx 10 in Ky :1 Ly : 44 in Fy : 50 KS] E : 29500 KSI QC: 1.92 P f : 1.67 Cmx : 0.85 Cb : 1 rl:ff7MIr.67. MATERIAL HANDLING ENGINEERING TEL: (909)869 — 0989 FAX :(909)869 — 0981 161 ATLANTIC STREET. POMONA. CA 91768 PROJECT HENRY'S MARKETPLACE 9198 LQT FOR THE KENT FIXTURE CORP. SHEET NO. 9 CALCULATED BY MS DATE . 9/26/2006 BEAM ANALYSIS: TYPE 2 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'/8 . An assumption of partial fixity will decrease this maximum moment by the he method. Percentage of End Fixity = ?5% A= 0.25 MCenter = MCenter(Simple ends) - 8*MCenter(Fixed ends) w12/8 — (0 • Wl' /12) = 0.104 • Wl' Reduction CoefficientR = 0.104/0.125 = 0.833 MCMC. "".= )6. ffq2/8 =0.833 .Wl'/8 MF„d. _0 MMQX(FixedEnds) = W12/12 0.25 = 0.0208 • Wl ' EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM For a simply supported beam, the max deflection at the center is given by5W/'/384E/ . An assumption of partial fixity will decrease this maximum deflection by the following 5V Oneu.Y —� 384•E -Ix LiveLoad /1v1 = 2000 lbs DeadLood /1v1 =4lb/ft X 2 X (96/12) = 64 lbs M C.cnlcr — 0.104* Wl2 - =10320 in/Ib —' —1ViLnd�• = 0.0208* W72 = 2064 in/Ib F, = 0.6 • F, 30000 PSI FB, -,r = 30000 PSI MceMer(simpte) . Mends (fixed) Mcenter (fixed) �:ua�il'll,ii�l�llil�l•lilhl II I' LJ��iI�I��liia�lu��I��V��, l:nn li c... ax L TYPICAL BEAM FRONT VIEW SEMMIC MATERIAL HANDLING ENGINEERING T81-: (909)869 - 0989 FAX :(909)869 - 0981 161 A I LAN I IUSI KEE I, FUMUNA, UA y 1./b2S BEAM ANALYSIS: TYPE 2 MAXIMUM STATIC LOAD PER LEVEL DEPENDS ON: 1. MAXIMUM MOMENT CAPACITY F — Apt l,c z Fig = r .. �x FBI, . • 16 Sx Alfax.Weight / lvl = a )y•L _ ((30000 X 16 X 0.877) / (0.833 X 96)) X 0.875 = 4604 Ibs/Ivl 2. MAXIMUM ALLOWABLE DEFLECTION allow = L1180 = 0.533 In 5W14 384•E -Ix Max.Weight / lvl =' 84 • E • Ix • DAllaw L' 5-40 PROJECT HENRY'S MARKETPLACE #198 LQT FOR THE KENT FIXTURE CORP. SHEET NO. 10 CALCULATED BY MS LA ► G - 7/LO/LUUO I _ 1.728 in^4 S,. - 0.877 in/13 Fy =50000 PSI a(impactCoefficient) = 0.875 Q = 0.833 0 = 0.25 L(Length) = 96 in La = 96 in Step = 1.625 in Beam Thickness = 0.071 in Result BeamDepth = 3.688 in TopWidth = 1.75 in Bottom Width= 2.5 in _ ((384 X 29000000 X 1.728 X 0.533) / (5 - (4 X 0.25))) X 96^3 = 5800 Ibs/Ivl MAXIMUM ALLOWABLE LIVE LOAD PER LEVEL = 46041bs/lvl BeamStress = 43% ALLOWABLE AND ACTUAL BENDING MOMENT AT EACH LEVEL M= Wl z/8 h M = S * F MAllow,Seismic = SY * Fb *1.33 Allnw,.tira/ic x .Slavic Mlntpac, MSialic * 1.125 Mscisnlic = Mcann Level Mstatic MImpact MAIIow,Static MSeismic MAI]ow,seismic Result 1 10.320. 11610 26310 6030 35080 GOOD 2 10320) 11610 26310 6166 35080 GOOD 3 10320 11610. 26310 5039 35080 GOOD 4 10320 • 11610 26310 3426 35080 GOOD 5 320 360 26310 292 35080 GOOD La SEMMIC PROJECT HENRY'S MARKETPLACE #198 LQT FOR THE KENT FIXTURE CORP. MATERIAL HANDLING ENGINEERING SHEET NO. 11 TEL: (909)869 - 0989 FAX :(909)869 - 0981 CALCULATED BY MS 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/26/2006. BEAM TO COLUMN ANALYSIS: TYPE 2 CONNECTION CAPACITY 0 LOWING PARAMETERS: 1. SHEAR CAPACITY OF PIN PinDiameter = 0.438In. Fy = 50000 PSI AShear = Diameter. • 4 = 0.1507 in^2 PChear = 0.4 • F,, ' A.Shear = 0.4 X 50000 X 0.1507 in-' = 3013 lbs AT LEVEL 1 2. BEARING CAPACITY OF PINP3 (nhivnnThirlrnocr = 0.075 c_ Fu = 65000PSI . 0 = 2.22 a = 2.22 a F, Dia. Col.Thickness/S2 = 2.22 X 65000 X 0.438 X 0.075 / 2.22 = 2135 lbs 3. MOMENT CAPACITY OF BRACKET EdgeDist.=1.01n. PinSpacing = 2 In Fy = 50000 PSI C = P, +•P2 + P3 = P, + P, (2.5/4.5)+.P, (, 5/4.5 T,... _ 0.179In. scup = 0.127In' MCarac;ly = sclin ' Fyand;ag = 0.127 In^3 X .66 X Fy = 4191 in -Ib C. d= Mcapac;ly = 1.667 P d d = EdgeDist/2 = 0.5 P,.; = Mrn�ac;i /('1.667 • d) = 4191 / (1.667 X 0.5)= . 5028 lbs MINIMUM VALUE OF P1 GOVERNS P, = 2135 lbs Mca„n_Allaw = [P, *4.5]+[P, *(2.5/4.5)*2.5]+[P *(5/4.5)*.5]*1.33 16880in-Ib > 6030in-lb OK = PI X 1.667 i_ ,2- t7-7 ga ^ r7ga kt SEMMIC MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX :(909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE # 198 LQT FOR THE KENT FIXTURE CORP. SHEET NO. 12 CALCULATED BY MS DATE 9/26/2006 TRANSVERSE ANALYSIS: BRACING: TYPE 2 IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN 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 = 48.4" �, - ° t Vdiag — Vtran,c • Miag = 2646 lbs D k-1 (1 X 48.4149) / (0.527) = 91.9 In rMin F, — r1 33912.6 = 33912.6 PSI F/FrM7in 25000 2 F FL 2 FY Fn = Fy�l — 1 = 50000 X (1" - (50000 / (4 X 33912.57) A, . r, _ 11 Pn = Area • Fn = 8713 Ibs Qc =1.92 P P =4538 lbs ° = S2c 'v'Diug Brace Stress = = 0.58 < 1.33 (44 %) P SIDE ELEVATION Panel Height (L) = 44 In Panel Depth (D) = 36 In Column Depth (B) = 3 In Clear Depth (D - 2*13) = 30 SEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX : (909)869 - 0981 161 ATLANTIC STREET, POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE #198.LQT FOR THE KENT FIXTURE CORP. SHEET NO. 13 CALCULATED BY MS DATE 9/26/2006 OVERTURNING ANALYSIS: TYPE 2 ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228.7.1 OF THE 2001 CBC. FULLY LOADED Total Shear 1639 lbs M,,,,, = V,,,,n,, • Ht • 1.15 M = 1639 X 74 X 1.15 = 139479 in/lb M,., _ (W, +.85wDL)• d/2 n r = (8000+(.85 X 500)) X 36/2 = 151650 in/Ib (139479 - 151650) / 36 P,n,O = d -338 lbs. Puplift <= 0 No Up Lift TOP SHELF LOADED Shear = 96 lbs M =V,,,p •Ht•1.1.5 A 4" 96 X 1AA X 1 15 = 15969 in/1h 1 ✓l 0vt =�(W,,+wDL)•d/2 M = (0 + (.85 X 500)) X 36 /2 = 7650 in/Ib P (15969-7650)/36 cipLt - d 231 lbs. ANCHORS No. of Anchors : 2 Pull Out Capacity: 1000 Lbs. Shear Capacity: 1840 Lbs. COMBINED STRESS Fully Loaded = (0 / 1000 X 2))+ ((1639 /2)/(1840 X 2)) = 0.08 Top Shelf Loaded = (231 / (1000 X 2))+ ((96 /2)/(1840 X 2)) = 0.03. m F2 IL WF1 P uplift CROSS AISLE ELEVATION USE 2 Hilti Kwik Bolt 11 ICC #1355 0.5 Dia. X 3.5 Min: Embd. Anchors per Baseplate. y F" i V E IC; - MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX': (909)869 - 0981 151 ATLANTIC STREET, POMONA, CA 91768 PROJECT HENRY'S MARKETPLACE 4198 LQT FOR THE KENT FIXTURE CORP. SHEET NO. 14 CALCULATED BY MS DATE 9/26/2006 BASE PLATE ANALYSIS: TYPE 2 .THE BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL LOAD P, COMRINFD WITH THF TRi.ANGIII,AR STRFSSF.S RF,SI II.TING FROM THF MOMF,NT 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 V A LUF 09TA !NFD FROnA THP, rP TTFR I A A ROMP Pc"1 = 4250 Ibis Base Plate Width (B) MBaSe = 0 in/Ib Base Plate Debth (D) Base Plate Thickness (t) P PCo1 = 106.3 PSI A D•B M ..fn = D B2�6 = 0 PSI 2•b, .fb2 = B .fh = 0 PSI .fbl = Jb —.fb2 = 0 PSI _wb, Mh— 2 2 — r{{' {{� { 1 LJa+✓h1+.67fh2� 2 2 M h = 332.03 in/lb t *-f2 SBace = = 0.02 in/cb F....... =.75F. 1.33 = 36000 PSI J h Mb = = 0.39 <= 1 OI< Fh SBose ' FBase ANCHOR TENSION No. ofAnchors Resistinz Tension (n) = 1 Mo T • d2 = MBOse — (P(:a1- (b l 2)) T = MBave _ PC01 . b _ n d2' n • d2 NEGATIVE, THEREFORE NO TENSION = 8 in b = 3 in = Sin b] = 2.5 in = 0.375 in Fv (base) = 36000 PSI b1 b— b1 B PCO Dp M T — Danchor4 n I SEIZMIC' MATERIAL HANDLING ENGINEERING TEL: (909)869 - 0989 FAX : (909)869 - 0981 PROJECT HENRY'S MARKETPLACE #198 LQT FOR THE KENT FIXTURE CORP. SHEET NO. 15 CALCULATED BY MS 16 6 A FLAN I IC J I KEE 1, FUMUNA, UA i 1 /06 VH I G 71L0/LV VO SLAB AND SOIL: TYPE 2 TNF Cl AR WTI T RF ('NF('KFT) F()R PI TNC TI IRF RTRFRQ IF NO PT IN(`TT TRF C)C 1IRC IT Wll .1 . RF. ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING. PUNCTURE * (EQ 1275) SEC. 1612.2. Pcrauc = 4250 lbs Mor 139478.9 in -Ib p Pmax =1.1 (1.2 P,.,p, �. + 1.0 (Ma, /. d)) * = 9872 lbs f, = 109.54 PSI Fp = 2 c r t ( t11 Ap„n;l =I B+-1 +I W +— I I.2•t = 180 so. in. C 2l 2� ' L J fpPmax 0.5 Fv `4punn ' Fpuncr SLAB TENSION ASO _ Pmax .144 = 2138 sq. in. 1.33 • .f�oil ' B = 8 in L = A.aar, = 46.23 in — W = 5 in B= B-W+I = 11.32 in b=L—B = 17.46 in 2 wb- 1.33• fsar •bz �'Mconc _ = = 704 in -Ib 2 144.2 .l.tz ,Sc "c = = 4.17 cb. in. 6 Franc= 50 J c = 178.01 PSI J h' = MC:onc = 0.95 Fh SConc ' FConc nu Frame Depth d = 36 in J c = 3000 PSI t = 5 in 0 = 0.65 SOIL fsoil = 500 PSF