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06-2165 (RC)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number_ 06-00002165 j Property Address: 79110 HIGHWAY 111 APN: 649 -820 -999 -.- Application description: REMODEL - COMMERCIAL Property Zoning: REGIONAL COMMERCIAL Application valuation: 50000 Applican Tiht 4 4 Q" Architect or Engineer: BUILDING & SAFETY DEPARTMENT BUILDING PERMIT LICENSED CONTRACTOR'S DECLARATION • 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 a rofessionals Code, and my License is in full force and effect. License Class: B License No.: 572 7 r Date:lContractor: 1 L/ i..— 0 NER-BUILDER DECLARATION I 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 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 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: LQPERMIT Owner: FOURTH QUARTER PROPERTIES 45 ANSLEY DR NEWNAN, GA 30263 (760)613-3783 Contractor: VRATSINAS CONSTRUCTION P.O. BOX 2558 LITTLE ROCK, AR 72203 (501)376-0017 Lic. No.: 572657 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 6/15/06 UN 21 CITY OF LA QUINTA 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. 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 ZURICH INS Policy Number WC531636300 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, and agree that, if I should c me subject to the workers' compensation provisions of Section 3700 of the Labor Code, s II forthwith comply with th a provisions. Date: 1! w: Applicant: 14 WARNING: FAILURE TO SECURE ORKERS' C�j}� PENSATION 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. I . 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 will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to c ly with all city and county ordinances and state laws relating to building co ruction, and hereby authorize re res ntatives of this county to enters upon the above-mentioned property for i s ection purposes. Date: ­Z0—t96jnature (Applicant or Agent):. -- Application Number . . . . . 06-00002165 ------ Structure Information STORAGE RACKS / FIXTURES ----- Other struct info . . . CODE EDITION 2001 CBC FIRE SPRINKLERS YES 1ST ---------------------------------------------------------------------------- FLOOR SQUARE FOOTAGE .00 Permit . . . . . BUILDING PERMIT Additional desc . Permit Fee . . . . 414.50 Plan Check Fee 269.43 Issue Date . . . . Valuation . . . . 50000 Expiration Date 12/12/06 Qty Unit Charge Per Extension BASE FEE 252.00 25.00 6.5000 THOU BLDG 25,001-50,000 162.50 ----------------------------------"------------------------------------------ Special Notes and Comments STORAGE RACKS AND FIXTURES - BED, BATH & BEYOND. 2001 CBC CODES. ----------------------------- ----------------------------------------------- Other Fees . . . . . .. . . . STRONG MOTION (SMI) - COM 10.50 Fee summary Charged ------=------------------------------ Paid Credited -------------------- Due Permit Fee Total 414.50 .00 .00 414.50 Plan Check Total 269.43 .00 .00 269.43 Other Fee Total 10.50 .00 .00 10.50 _ Grand Total 694.43 .00 .00 694.43 o6 SEISMIC ANALYSIS OF STORAGE FIXTURES FOR DIED BUATH & BEYOND #143® I79-110 HWY 111 LA QUINTA, CA 92253 JOB #:06-0552 APPROVED BY SALE. F'ATEE®t, P.E. 4/14/06 CITY LA �eROFEss,oti QUINTq �� �pEE M. BUILDING &SAFETY DEPT. �� °� APPROVED � no. 35215 FOR CONSTRUCTION Ex 09 •e7 DAT ci v o- OF CAI.���� I ATL* AIV ANTIC 5 i tCtC { �iiNiUiVA LA Ys i / bti . l9 a , rAX : � 0y)isay-Liya l l Y Y SEEMIC a . MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS, ALASKA INDIANA OHIO DRIVE -1N 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 INSPECTION GEORGIA MONTANA UTAH PUSHBACK RACKS FLOW RACKS SPECIAL FABRICATION IDAHO NEVADA VIRGINIA RACK BUILDINGS FOOTINGS PERMITTING SERVICES ILLINOIS NEW MEXICO WASHINGTON - WISCONSIN o6 SEISMIC ANALYSIS OF STORAGE FIXTURES FOR DIED BUATH & BEYOND #143® I79-110 HWY 111 LA QUINTA, CA 92253 JOB #:06-0552 APPROVED BY SALE. F'ATEE®t, P.E. 4/14/06 CITY LA �eROFEss,oti QUINTq �� �pEE M. BUILDING &SAFETY DEPT. �� °� APPROVED � no. 35215 FOR CONSTRUCTION Ex 09 •e7 DAT ci v o- OF CAI.���� I ATL* AIV ANTIC 5 i tCtC { �iiNiUiVA LA Ys i / bti . l9 a , rAX : � 0y)isay-Liya l l Y ft% SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 DESCRIPTION TITLE PAGE TABLE OF CONTENTS PROJECT FOR SHEET NO. CALCULATED BY TABLE OF CONTENTS WIRE WELD FIXTURES Type "A" PROJECT SCOPE & PARAMETERS GENERAL CONFIGURATIONS SUMMARY LOADS & DISTRIBUTION COLUMN ANALYSIS BRACE ANALYSIS OVERTURNING ANALYSIS BASE PLATE ANALYSIS SLAB & SOIL ANALYSIS RAPID RACK FIXTURES Types "B -G" PROJECT SCOPE & PARAMETERS GENERAL CONFIGURATIONS SUMMARY LOADS .&.DISTRIBUTION LONGITUDINAL/TRANSVERSE ANALYSIS COLUMN ANALYSIS BEAM TO COLUMN ANALYSIS SHELF SUPPORT ANALYSIS OVERTURNING ANALYSIS SLAB &SOIL ANALYSIS NSF FIXTURES Types "H & J" PROJECT SCOPE & PARAMETERS GENERAL CONFIGURATIONS SUMMARY LOADS & DISTRIBUTION LONGITUDINAL/TRANSVERSE ANALYSIS COLUMN ANALYSIS BEAM ANALYSIS BEAM TO COLUMN ANALYSIS TRANSVERSE BRACE ANALYSIS OVERTURNING ANALYSIS BASE PLATE ANALYSIS SLAB & SOIL ANALYSIS Is BED BATH & BEYOND #1030'• BED BATH & BBEYOND 2 OF 54 M.T. DATE 4/14/06 PAGE 1 2 3 to 16 4 5 6to8 9 10 to 11 12 13 14 15 to 16 17 to 36. 18 19 20 to 26 27 28 29 to 30 31 32 to 33 34 35 to 36 37 to 54 .,3.& .. 39, ' 40 to 41 a�W 42 43 1 44 to 46 I 47 to 48 49,. 51 52 53 to 54 - ' SEIZMIC INC. - MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 t PROJECT BED BATH & BEYOND#1030 FOR BED BATH & BBEYOND t SHEET NO. 3 OF 54 !CALCULATED BY M.T. DATE 4/14/06 t SElZMIC. INC. j. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91.768 PROJECT BED BATH & BEYOND #1030' FOR BED BATH & BBEYOND SHEET -NO. 4 OF 54 CALCULATED BY M.T. DATE 4/14/06 Wire Weld Light Duty Storage Fixtures - Sales Floor Project Scooe: The purpose of this analysis is to show that the following light duty storage fixtures complies with the specifications set forth in Chapter 22, Division X of the 2001 California Building Code. The light duty storage fixtures are prefabricated and are to be field installed only without any field welding. Project Parameters: The Wire Weld fixtures are fully braced, and will be analyzed as a braced steel storage rack system. This type of system will be located both on grade and above grade. When the system is installed on grade the following equation will be used for seismic: V= 2.5xCaxIx(wLL+wDL)/(Rx1.4). 1= 1 tj R = 4.4 Seismic Factors: Ca = 0.44 Na = 1.1 Project Specifications: Steel - Shaped steel & Rods, Astm A570 Grade 50, Fy = 50,000 psi All others, Astm A36, Grade 36, Fy = 36,000 psi Bolts - SAE Grade 5 or better Anchors - For Slab on Grade, 3/8"0 x 3" embedment LDT Screw anchors ICBG #5890 Slab - For Slab on Grade, 5" x 2,500 psi Note: 2,500 psi is assumed minimum allowed by code Soil - 1,000 psf je°.: i!.; �. ooh p- Al ait p. v `. 0 a -f • �- 'App 00 vp0p N11 Am, fth 1"14 Nqk ®m•04,4 IM\® noc a ^ i 'I� �• aA, A®A o' 0 AGaa::.c..:. .e '�ti:.y ' , i ne 'AAC• oe 00t dVaa q oo�`e'Qoo, 1� ��. �i:. 7bL ♦ � �. ';yY� � ySY� �!�C80' t 1App I i-��• . Y°� A i � ep. � •tea pL�e�a�.. - e IN um le�atlZ fir a 'b°�r`� 0� O© \eC0;0►�8e0 jls�a� _. `agaj�F. '♦ ♦ e �yia �i •pP�s a�OeM !�_Gaa. e�al' • °_090; °fie! SEIZMIC 044 INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Summary & Elevation: Elevation 12" deep PROJECT FOR SHEET NO. CALCULATED BY i BED BATH & BEYOND #1030 BED BATH & BBEYOND 6 OF 54 M.T. DATE 4/14/06 Maximum Weight/Bay - 504 LB Bracing is req'd @ every bay 12" F 12" Base Plate Bracina Stress -seismic = 0.74 12" 12" Stress(L) = 0.39 Stress -static = 0.19 Stress(T) = 0.1 5 12" 12" 12" Okj Okj k 12" 100 12" Stress = 0.17 12" Stress = 0.05 12" 12" 7" 3.'U L 48" _ 7" 3 1/2 Base Plate Bracina Stress -seismic = 0.74 Stress(L) = 0.36 Stress(L) = 0.39 Stress -static = 0.19 Stress(T) = 0.1 5 Stress(T) = 0.46 Okj Okj k Overturninaa Stress -full = 0.94 Stress = 0.17 Stress -top = 0.23 Stress = 0.05 Oki PROJECT BED BATH & BEYOND #1030 alzm�lc FOR BED BATH & BBEYOND SHEET NO. 7 OF 54 CALCULATED BY M.T. DATE 4/14/06 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869-0981 161 ATLANTIC AVENUE*. POMONA, ICA 91768 Summary & Elevation. Elevation 18" deep Maximum Weight/Bay - 696 LB Bracing is req'd @ every bay r Base Plate Bracina Stress -seismic = .0.77 Stress(L) = 0.50 Stress(L) = 0.54 Stress -static = 0.27 Stress(T) = 0.16 Stress(T) = 0.46 Ok 12" 5vaurnina 7777771r 12" Slab Stress -full = 0.70 Stress= 0.17 Stress -top- = 0.14" Stress = 0.05 Oki - 12" F 12". 100 12" 12" 12" 12" 12" 48" 30" 30" 30" 7" 19 112'1 �_Ost Base Plate Bracina Stress -seismic = .0.77 Stress(L) = 0.50 Stress(L) = 0.54 Stress -static = 0.27 Stress(T) = 0.16 Stress(T) = 0.46 Ok Ok 5vaurnina 7777771r Slab Stress -full = 0.70 Stress= 0.17 Stress -top- = 0.14" Stress = 0.05 Oki - SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Sutnmary & Elevation: Elevation 24" deep PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET NO. 8 OF 54 CALCULATED BY M.T. DATE 4/14/06 Maximum Weight/Bay - 888 LB Bracing is req'd @ every bay 48" 30" 30" 30" 30" 7" -T 25 1/2" Post e in Stress:seismic = 0.82 Stress(L) = 0.63 Stress(L) = 0.69 Stress -static= 0.34. Oki Stress(T) = 0.17 Okl Stress(T) = 0.48 Ok Overturnina Stress -full = 0.51 Stress = 0.18 Stress -top = 0.09 Stress = 0.05 Ok P 1 PROJECT BED BATH & BEYOND #1030 - .SEIZMIC ` FOR BED BATH & BBEYOND INC..._ . SHEET NO. 9 OF 54 CALCULATED BY M.T. DATE 4/14/06 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Loads & Distribition - 12" Deer) The system will be analyzed as a storage rack using Chapter 22, Division X of the 2001 CBC. V= 2.5XCaxIx(wLL+wDL)/(Rx1.4) Ca = 0.44 Live 4oad/Level = 32.0 LB Na = 1.1 Dead Load/Level = 10.0 LB I =1 # of Shelf Levels = 12 R = 4.4 Depth = 12.0 IN Occurrence of Brace = 1 Vtotal = 2.5 x'0.44 x 1 x 42 LB x 12 Levels / (4.4 x 1.4) = 90 LB Seismic Loading: Level wx hx wx hx Fi Movt 1 42 LB 3.000 IN 126 IN -LB 0.3 LB 1 IN -LB 2' 42 LB 15.00 IN 630 IN -LB 1.6 LB 24 IN -LB 3 42 LB 27.00 IN 1,1341N -LB 2.9 LB 79 IN -LB 4 42 LB 39.00 IN 1,638 IN -LB 4.2 LB 165 IN -LB 5 42 LB 51.00 IN 2,142 IN -LB. 5.5 LB 283 IN -LB 6 42 LB 63.001N 2,64.61N -LB 6.8 LB 431 IN -LB 7 42 LB 75.00 IN 3;150 IN -LB 8.2 LB 611 IN -LB 8 42 LB 87.00 IN 3,6541N7LB 9.5 LB 823 IN -LB 9 42 LB 99.00 IN 4,1581N -LB 10.8 LB 1;065 IN -LB 10 42 LB 111.0 IN 4,662 IN -LB 12.1 LB 1;339 IN -LB 11 42 LB 123.0 IN 5,166 IN -LB 13.4 LB 1,644 IN -LB 12 42 LB 135.0 IN 5,6701N -LB 14.7 LB 1,981 IN -LB 13 0 LB 147.0 IN 0 IN -LB 0.0 LB 0 IN -LB 504 LB Total = 34,7 6 IN -LB 1 90 LB 8,448 IN -LB Column Loading; Pcol-static = (wLL + wDL) / 2 Columns = W -total / 2 Columns = 252 LB Pcol-seismic =Movt / Depth = 704 LB Pcol-Total = 956 LB Brace Loading; Pbrace = Vtotal x Brace Occurrence = 90 LB _., �2 ro.S51ZMIC� INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Static, Column Analysis PROJECT BED BATH & BEYOND #1030 ` FOR BED BATH & BBEYOND SHEET NO. 10 OF 54 CALCULATED BY M.T. DATE 4/14/06 Analyzed per AISI and the 2001 California Building.Code. Section properties are based on net sections. Pco = 252 L <=== Pstatic KxLx/rx = 1 *12 IN/0.39831 IN = 30.1 KyLy/ry = 1 *12 IN/0.09535 IN 125.9 (KL/r)max = 125.9 ro= (rxA2 + ryA2 + xoA2)A0.5 = 0.449 IN S= 1-(xo/ro)A2 (EQ C4.2-3) 0.833 Fe IS TAKEN AS THE SMALLER OF Fel AND Fel: Fel = nA2E/(KL/r)maxA2 = 18.4 KSI (EQ C4.1-1) max= TTALE/(KxLx/rx)AL (EQ C;3.1.Z-/) = 320.8 KSI CrE= 1 /Ar6AZL(ij+(TTAZE(;w)/(KtLt)AL J (EQ U3.1.Z-9) = 112.48 KSI FeZ= (iicad-ttaex+ate-((aex+aE)"f--(•+-u-aex-cr[11^u.DJ (EQ C4.1-1) = 104.1.KSI Fe= 18.4 KSI Fy/2= 25.0 KSI SINCE, Fe < Fy/2 THEN, Fn= Fe, (EQ. C4-4) = 18.4 KSI Pn= Aeff*Fn (EQ C4-2) = 2,494 LB C)c= 1.92 SECTION PROPERTIES t = U.U60 IN Aeff = 0.136.INA2 Ix = U.UZZ INA4 Sx = 0.033 INA3 rx = 0.39.8 IN ly = 0.0.01_ INA4 Sy = 0.005 INA3 ry = 0.09.5 IN . J = 0.000 INA4 Cw = 0.001 INA6 xo = 0.183 IN Kx = 1.0 Lx = 12.00 IN Ky = 1.00 Ly.= 12.00 IN Kt = 1.0 Lt = 12.00 IN Fy = 50 KSI Pa= Pn/Oc (EQ C4-1) G = 11,300 T 1,299 LB E _. 29,500 KSI Pcol/Pa= 0.19 < 1.0, Ok SEWIC INC. - MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT BED BATH & BEYOND #1030 'FOR BED BATH & BBEYOND SHEET N0: CALCULATED BY 11 OF M.T. DATE 54 4/14/06 Seismic Column Analysis Analyzed per AISI and the 2001 California Building Code. Section properties are based on net sections. co = 956 LB <__= Pstatic + Pseismic + KxLx/rx = 1 *12 1N/0.39831 IN = 30.1 KyLy/ry = 1 i12 IN/0.09535 IN 125.9 Ive 16 GA. (KL/r)max = 125:9 til ro=( rY + xo^2 ^2 + 2 rx^^0.5 ) = 0.449 IN ^ 1 5/8" ---- fi— -(xo ro) 2 ( Q. 0.833 Fe IS TAKEN AS THE SMALLER OF Fe1,AND Fel: SECTION PROPERTIES Fel = 7T^2E/(KL/r)max^2 (EQ C4.1-1) = 18.4 KSI aex= HALL/(KxLx/rx)^Z (LQ C3.1.Z-/) t = 0.U60 IN = 320.8 KSI Aeff = 0:136 IN^2 = 1/Aro^L�+(n �CiJ ^ZLCw)/(KtLt)^LJ CZC (L3.1.Z-9) Ix=•U.UZZIN^4 = 112A8 KSI Sx = 0.033 IN^3 Fez= l 1 / cad-ttaex+ate-Lkaex+aT)l%e-t,+-n-aex-oT)I,,v.:) I (LQ C4.1-1) rx = 0.398 IN = 104.1 KSI ly = 0.001 IN^4 Sy = 0.005 IN^3 Fe= 18.4 KSI ry'= 0.0951N Fy/2= 25.0 KSI J =. 0.000 IN^4 SINCE; Fe < Fy/2 Cw = 0.001 IN^6 THEN, ' Fn= Fe (EQ. C4-4) xo = 0.183 IN = 18.4 KSI Kx = 1.0 Lx = 12.00 IN Pn= Aeff*Fn (EQ C4-2) Ky = 1.00 = 2,494 LB Ly = 12.00 IN Kt = 1.0 0c= 1.92 Lt = 12.00 IN Fy = 50 KSI Pa= Pn/IZc (EQ C4-1) G = 11,300 = 1,299 LB E = 29,500 KSI Pcol/Pa= 0.74 < 1.33, Ok SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Brace Analysis PROJECT BED BATH & BEYOND #1030 ' FOR BED BATH & BBEYOND SHEET NO. 12 OF 54 CALCULATED BY M.T. DATE 4/14/06 Bracing Capacity id governed by the tansion capacity of the brace member. Longitudinal Bracing Veff = Pbrace = 90 LB Vdiag = Veff x (Ldiag/Lhoriz) = 90 LB x 111 IN/481N = 208 LB <==Seismic Load in Tension Tension Capacity of the Cable Tallow = 0.6 x Fy x Area = 0.6 x 65000 PSI x 0.0177 INA2 530 LB Vdiag/Tallow = 0.39 < 1.33, Ok Transverse Bracing: Veff = Pbrace = 90 LB Vdiag = Veff x (Ldiag/Lhoriz) = 90 LB x 32 IN / 12 IN = 242 LB <==Seismic Load in Tension Tension Capacity of the Cable Tallow = 0.6 x Fy x Area = 0.6 x PSI x 0.0177 INA2 = 530 LB Vdiag/Tallow = 0.46 < 1.33, Ok ross Brace Memb Cable 0 = 0:150 IN %fight Unit= 147.0 IN Area = 0.018 INA2 _horiz=D = 48.00 IN Lvert=h = 100.0 IN Ldiag = 110.9 IN Fy = 50,000 PSI Fu = 65,000' PSI �'-�' Lhorizorrtal DIAM. Cross Brace Member Cable 0 = 0.150 IN Height Unit 147.0 IN Area = 0.018 INA2 Lhoriz=D = 12.00 IN Lvert=h = 30.00 IN Ldiag = 32.31 IN Fy =.50,000 PSI Fu = 65,000 PSI sbimlC • INC. . MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768. 'PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET NO. 13 OF 54 CALCULATED BY M.T. DATE 4/14/06 Overturning/Anchorage, Analysis Fully Loaded Condition: Movt = 8,448 IN -LB Mst = Wp-total x Depth / 2 = 504 LB x 12 IN/ 2 3,024 IN -LB Puplift = (Movt x 1.15 Mst) / d = [8448 x 1.15 - 3024] IN -LB / 12 IN _. 558 LB , Interaction Equation [558 LB/ 620 LB]A(1) + [45 LB/ 1107 LB]A(1) = 0.94 < 1.0 Therefore Ok Allowable Tension = 620 LB Allowable Shear = 1,1'07 LB #.of Anchors/Plate = 1 Ton Loaded Condition: Vtotal = 2.5 x 0.44 x 1 x 152 LB / (4.4 x.1 :4) Z1.1 Lb Level wx hi wx hx Fi Movt 1 10 LB 3:000 IN 30 IN -LB 0.06 LB 0 IN -;.LB 2 10 LB " 15:00 IN 150. IN -LB 0.28 LB 4 1N -LB 3 10 LB 27:00 IN 270 IN=LB 0.51 LB 14 IN -LB 4 10 LB 39.00 IN 390 IN -LB 0.73 LB 28 IN -LB. 5 10 Lb 51.00 IN 510 IN -LB 0.95 LB 49 IN -LB 6 10 LB 63.00 IN 630 IN -LB 1.18 LB 74 IN -LB 7 10 LB 75.00 IN 75.0. IN -LB 1.40 LB 105 IN -LB 8 10 LB 87.00 IN 870 IN -LB 1.63113 142 IN -LB 9 10 LB 99.00 IN ' 990 IN -LB 1.85 LB 183 IN -LB 10 10 LB 111.0 IN 1,110 IN -LB 2.08 LB 230 IN -LB 11' 10 LB 123.0 IN 1,230 IN -LB 2.30 LB 283 IN -LB 12 42 LB 135.0 IN 5,6701N -LB 10.61 LB 1,4321N -LB 152 LB Total= 14,511 IN -LB 24 LB 2,545 IN -LB Movt = 2,545 IN -LB Mst = Wp-total x Depth / 2 = 152 LB x 12 IN / 2 = 912 IN -LB Puplitt = (Movt - Mst) / d = [254.5 - 912J IN -LB / 12 IN =-136 LB Interaction Equation [136 LB/ 620 LB]A(1) + [12 LB/ 1107;LB]A(1) = 0.23 < 1.0 Therefore Ok :e Sbzm.I *ft INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA,. CA 91768 Base Plate Analysis Longitudinal Check: P = Pcol-static = 252 LB fa = P/A = Pcol/[(Deff.)(Beff.)] = 58 PSI. M1 base/in = (W/in)(LA2)/2 = (fa)(bl A2)/2 = 25 IN -LB Sbase/in = (1)(tA2)/6 = 0.0031NA3 Fbase = (0.75)(Fy) = 27,000 PSI fb/Fb = Mbase/in/((Sbase/in)(Fbase)) 0.36 < 1.0 Uk Transverse Check: P = Pcol-static + Pcol-seismic = 956 LB fa = P/A = Pcol/[(Deff.)(Beff.)] = 219 PSI M1 base/in.= (W/in)(LA2)/2 = (fa)(b1 A2)/2 = 11 IN -LB Sbase/in = (1)(tA2)/6 = 0.003 INA3 Fbase = (.0.75)(Fy) = 27,000 PSI tb/Fb = Mbase/in/((Sbase/in)(Fbase)) = 0.15 < 1.33 Ok 9 PROJECT FOR SHEET NO. CALCULATED BY BED BATH & BEYOND #1030 BED BATH & BBEYOND 14 OF 54 M.T. DATE 4/14/06 Base Steel. Pronerties: Beff. = 3.50 IN Deff. = 1.25 IN b = 1.63 IN b1 = 0.94 IN t= 0.13 IN Fy = 36,000 PSI bld- b �` b1 B fa Base Steel Properties: Beff. = 1.25 IN Deff. = 3.50 IN b = 0.63 IN b1 = 0.31 IN t= 0.13 IN Fy = 36,000 PSI - SEIZMIC. -' INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE- POMONA, CA 91768 PROJECT FOR _ SHEET NO. CALCULATED BY Load Combination for Slab/Deck PER SECTION 2.3 OF ANSI/ASCE 7-95 Load combination per ANSI/ASCE 7-95 1 1.41 2 1:21 + 1.6L +0.5(Lr or S) 3 1.21) + 1.6(Lr or S) + (f1 L or 0.8W) 4 1.21) + 1.3W + f1 L + 0.5(Lr or S) 5 1.21) + 1.0E + (f1 L + f2S) 6 0.91) + (I OE or 1.3W) DL-total/col = 60 LB LL-total/col = 192 LB E = 986 LB <== Movt. x _J .4 / Depth Load combination 1 ' Pmax = 1.41) = 1.4x60 LB = 84 LB' Load combination Pmax = 1.LD + 1.bL =1:2x60 LB+.1.6x 192 LB =391 LB Load combination 3 & 4 Pmax = 1.21) + 1.OL = 1.2x60 LB+1.0x192 LB = 264 LB Load combination 5 Pmax = 1.21 + 1.0E + 1.OL _ 1.2 x 60 LB + 1.0 x 986 LB+1.0x192LB 1,250 LB Load combination 6 Pmax = 0.9D +.1.0E = 0.9x60 LB+1.0x986 LB = 1,040 LB Load combination per ACI Pmax = 1.4D + 1.7L = 1.4x60 LB+1.7x192 LB = 410 LB Pmax = 1,250 LB 11 BED BATH & BEYOND #1030 BED BATH & BBEYOND 15 OF 54 M.T.. DATE 4/1-4/06 Resultant Load combination 1.4D 1.21. + 1.6L 1.21) + 1.OL 1.21) + 1.0L 1.21)+1.0E+1.OL 0.9D + 1.0E �M SEIZMIC. INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 flab & Deck Check PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET N0: 16 OF 54 CALCULATED BY M.T. DATE 4/1;4/06 The slab will be checked for puncture and bearing. If puncture does not occur, it will be assumed that the load is being distributed over a larger area of the soil. a) Puncture Check Fpunct = 2:66 x (F'cA0.5) = 2.66 x (2500 PSI)A0.5 = 133 PSI Apunct = [(Weff.+t/2)+(Deff.+t/2)] x 2 x t = [(3.5 IN + 5 IN/2) + (1.5 IN + 5 IN/2)] x 2 x 5 IN = 1001NA2 fv/Fv = P/[(Apunct)(Fpunct)] = 1250 LB/[100 INA2 x 133 PSI x 0.65] 0.14 < 1.0 Ok b) Bearing Check: 06n= 0.85 x 0 x f'c x Al = 7,252 LB Pu / 06n = 1250 LB / 7252 LB 0.17 < 1.0 Ok c) Soil Check: Asoil = P/[1.0 x fs] 1250 LB/[1.0 x 1000 PSF/(1441NA2/FTA2)] = 180 INA2 . L = AsoilA0.5 = (179..951NA2)A0.5 = 13.41N B = [(Weff.)(Deff.)]A0.5 + t = [3.5 IN x 1.5 IN]A0.5 + 5 = 7.3 IN b = (L -B)/2 = (13.41 IN - 7.29 IN)/2 . = 3.1 IN Mconc = (w)(bA2)/2 = [(1.0)(fs)(bA2)1/[144 (INA2/FTA2) x 21 = [1.0 x 1000 PSF x (3.06 IN)A2]/[144 (INA2/FTA2) x 2] = 33 IN=LB Sconc = 1 IN x (tA2)/6 = 1 IN x (5 IN)A2/6 4.17 INA3 Fconc = 5 x 0 x f CA0.5 = 5 x 0.65 x (2500 PSI)A0.5 = 162.5 PSI fb/Fb = Mconc/[(Sconc)(Fconc)] = 32.55 IN-LB/[(4.17 IN^3)(162.5 PSI)] 0.05 < 1.0 Ok Base Plate Weff. = 3.5 IN Deff. = 1.5 IN Al = 5.31NA2 Slab on Grade t = 5.0 IN Vc = L,500 PSI 0= 0.65 Soil Fs = 1000 PSF PROJECT BED BATH & BEYOND #1030 - -- SEIZMIC FOR BED BATH & BBEYOND SHEET NO. 17 OF 54 _ t CALCULATED BYM.T• DATE 4/14/06 MATERIAL HANDLING ENGINEERING TEL: (909).869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 SEIZMIC . �C- MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869-0981 161 ATLANTIC AVENUE - POMONA, CA 91768 Stockroom Light Duty Storage Racks Project Scope: PROJECT BED BATH & BEYOND #1030 ' FOR BED BATH & BBEYOND SHEET NO. 18 OF 54 CALCULATED BY M.T. DATE 4/14/06 The purpose of this analysis is to show that the following Lighf Duty Stora qe Racks complies with Chapter 22 Division X of the 2001 California Buildim Code. The racks are prefabricated and are to be field installed only, without any type of field welding. Parameters: The Light Duty Rack Fixtures will be analyzed as a steel storage rack utilizing the formula: V = 2.5 x Ca x I x (wLL/n + wDL) / (R x 1.4) Where: Ca = 0.484 Na = 1.1 1 = 1.0 R = 5.6 W = wLL/1.0 + wDL /Vote: Units analyzed here are stockroom Fixtures and are not accessible to the public. Specifications: Steel - Fy = 36,000 PSI Bolts - A307 UNLESS OTHERWISE NOTED Rivets - Fy = 55,000 PSI Anchors - 3/8"0 x 2-1/2" Minimum Embedment ITW LDT screw anchors ICBG #5890 Shelves - Particle Board or Plywood Slab - 5" x 2,500 psi Soil - 1,000 psf j=S=ElZMl=C!- INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 General Configurations: 1) POST 2) FOOT PLATE 3) ANCHOR 4& 5) SHELF SUPPORT u 11 PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET.NO. 19 OF 54 CALCULATED BY M.T. DATE 4/14/06 n NOTE: THIS IS THE TRIBUTARY SYSTEM BEING ANALYZED. kamic ift . �C- M ATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Summary & Elevations: ELEVATION: Type "B" PROJECT BED BATH & BEYOND #1030 ' FOR BED BATH & BBEYOND SHEET NO. 20 OF 54 CALCULATED BY M.T. DATE 4/14/06 Weight per Shelf = 225 LB 48.. 96" 36" Angle Post = 0.82 Tee Post = 1.32 oki 0 0 oo 36" Andhoraaea ° g 'o ° 36" °D 0 D o o ° 0 D o D 33" 0 0 36" 0 0 o ° °D Weight per Shelf = 225 LB 48.. u Angle Post = 0.82 Tee Post = 1.32 oki 0 0 36" 0 D D Andhoraaea Rivet Connecti—oni 0 °o 36" 0 0 °D 0 D o Stress = 0.10 Stress = 0.02- 0 0 36" 0 0 D o D 0 'o 33" o 0 °o Colurnn u Angle Post = 0.82 Tee Post = 1.32 oki Stress = 0.25 ok Stress = 0.09 ok Andhoraaea Rivet Connecti—oni Stress = 0.15 ok Stress ='0.68 ok Stress = 0.10 Stress = 0.02- (1) Anchors req'd per plate =PROJECT BED BATH & BEYOND #1030 ... SEIZMIC FOR BED BATH & 13BEYOND SHEET NO. 21 OF 54 CALCULATED BY M.T. DATE 4/14/06 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Summary & Elevations: ELEVATION: Type "Ca" 96" 2; 2; 2. Weight per Shelf = 150 LB 24"—1 n Angle Post = 0.82 Tee Post = 1.29 oki Stress = 0.22 ok I Stress = 0.06 ok - Anchoraae Double 'Stress = 0.66 ok Stress = 0.60 ok Stress = 0.12 Stress = 0.03 (1) Anchors req'd per plate � ■ S.EIZMIC. .INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT BED BATH & BEYOND #1030 ' FOR BED BATH & BBEYOND SHEET N0. 22 OF 54 CALCULATED BY M.T. DATE 4/1.4/06 Summary. & Elevations. ELEVATION: Type "Cb" Weight per Shelf t 135 LB 96", 24" 18" 18" 18" 1�.. 18" 18" 18" 18" 18" 18" 25 1/2" 51" 3.. 25 1/2" ..oki Column Shelf :Sur)r)or-t DFMT-��I Shelf Surwort DRS Angle Post = 0.83 Stress = 0.22 Stress = 0.05 Tee Post = 1.28 ok ok Double 'Rivet o ec io a Stress = 0.74 Stress = 0.62 Stress = 0.14 ok ok Stress = 0.04 (1) Anchors req'd per plate I PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND INC. SHEET NO. .23 OF 54 _ CALCULATED BY M.T. DATE 4/14/06 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 ELEVATION:. Type "Ea" Weight per Shelf = 150 LB 48" 24,. 5 fL -Column Angle Post = 0.82 Stress = 0.98 I Tee Post = 1.29 j ok 0 . . orage Wo'ugle. i n ion. il Slab Stress = 0.66 Stress = 0.57 Stress = 0.12 ok ok Stress = 0:03 (1) Anchors req'd per plate SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Summary & Elevations: ELEVATION: Type "Eb" 1 1 1 1 48" PROJECT BED BATH & BEYOND #1030 ' FOR BED BATH & BBEYOND SHEET NO. 24 OF 54 CALCULATED BY M.T. DATE 4/14/06 Weight per Shelf = 125 LB 24" NEED_ Angle Post = 0.57 Stress = 0.58 lee Post = 0.77 ok k Anchorage Double iv :one i a i Stress = 0.98 Stress— 0.33 Stress = 0.20 ok ok Stress = 0.10 (1) Anchor req'd per place . a _.. , . PROJECT SEIZMIC FOR _ INC. SHEET NO. — CALCULATED BY _ MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 1a1 ATI AKITIr A\/FINII IF • Pr1Mr)MA rA Q17AA Summary & Elevations: ELEVATION: Type "F" BEP BATH & BEYOND 41030 BED BATH & BBEYOND 25 OF 54 M.T. DATE 4/14/06 Weight per Shelf = 85 LB 18" Column 777711 48" 9" Stress— 1.02 o 12" ok ok 12" 12" !Rivet ohnei 1. 12" Stress = 0.60 Stress = 0.18 12" ok Stress = 0.05 12" 12" 12" . e 12" 12" 12" t 3- BEP BATH & BEYOND 41030 BED BATH & BBEYOND 25 OF 54 M.T. DATE 4/14/06 Weight per Shelf = 85 LB 18" Column 777711 Shelfo. Angle Post, = 1.06 Stress— 1.02 Stress = 0.75 Tee Post 1 0.87 ok ok b' n r e IFo !Rivet ohnei 1. Stress = 0.97 Stress = 0.60 Stress = 0.18 ok ok Stress = 0.05 (1) Anchors req'd per plate .F SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Summary & Elevations: ELEVATION: Type "G" 14- 48" 12" 12" 12" 12" 12" 9" 12" 1Z" 12" 12" 12" PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET NO. 26 OF 54 CALCULATED BY M.T. DATE 4/14/06 Weight per Shelf = 75 LB Column u Angle Post = 0.65 Tee Post = 0.76 Stress = 0.91 ok oki Stress = 0.67 ok raae Double -ve a on1I Slab & Soil Stress = 0.94 ok Stress = 0.22 ok Stress = 0_23 Stress = 0.13 (2) Anchor(s) req'd per plate PROJECT _ FOR SINFC - _ _ SHEET NO. - - - CALCULATED BY MATERIAL HANDLING ENGINEERING TEL:- (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE i'POMONA, CA 91768. _ BED BATH & BEYOND #1030 BED BATH & BBEYOND 27 _ OF 54 M.T. DATE 4/14/06 Loads & Distribution Type "G" The system will be analyzed as a storage rack using Chapter 22, Division X of the 2001 CBC. V = 2.5 x Ca x I x (wLL + wDL)-,/ (R x 1.4) Ca = 0.44 Live 1-6ad/Level 75.0 LB No= 1.1 Dead Load/Level = 10.0 LB 1= 1 - _ # of Shelf Levels = 13 R = 5.6 Depth= 12.0 IN V.total= 2.5x0.44x1 x[75x12+10x13]LB/(5.6x1.4) = 145 LB Transverse Frame Loads: Level wx hx wx hx Fi Movt 1 170 LB 3.000 IN 510 IN=LB 1.15 LB 3 IN=LB 2 255 LB 37.50 IN 9,5631N -LB 21.5 LB 807 IN -LB 3 255 LB 72.00 IN 18,360 IN -LB 41.3 LB 2,973 -IN -LB 4 105LB 108.0 IN 11,340 IN -LB 25.5 LB 2,755 IN -LB 5 170 LB 144.0 IN 24,480 IN -LB 55.06 LB 7,929 IN -LB 6 0 LB .0.0 IN 0 IN -LB 0.00 LB 0 IN -LB 955 LB TOTAL F 64 25.3 IN -;LB 14.63 LB 1,229 IN -LB 1 145 LB 1 14j466 IN -LB Longitudinal Frame Loads: Level wx hx wx hx Fi Movt 1 85 LB 3:000 IN 255 IN -LB 0.52 LB 2 IN -LB. 2 85 LB 15.0:0 IN 1,275.1N -LB 2:61 LB 39 IN -LB 3 85 LB 27.00 IN 2,29.5 IN -LB 4.70 LB 127 IN -LB 4 85 LB 39.00 IN 3,315 IN -LB 6.79 LB 265 IN=LB 5 85 LB 51.00 IN 4,335 IN -LB 8.88 LB 453 IN -LB 6 85 LB 6300 IN 5,3551N -LB 10.97 LB 691 IN -LB 7 85 -LB 75.00 IN 6,375 IN -1-8 13.06 LB 979 IN -LB 8 85 LB 84.001N 7,140 IN -LB 14.63 LB 1,229 IN -LB 9 85 LB 96.00 IN 8,1601N -LB 16.72 LB 1,60.5 IN -LB 10 85 LB 108.0 IN 91180.IN-1-13 18.81 LB 2,031 IN -LB v:11 85 LB 120.0 IN 10,2001N -LB 20.90 LB 2,507 1N -LB 12 85 LB 132.0 IN 11,220 IN -LB 22.98 LB 3,034 INLLB 13 10 LB 144.0 IN 1,440. lNml-B 2.95 LB.. 425 IN -LB 1,030 LB TOTAL = 70,545 IN -LB 1 145 LB 1 13,387 IN -LB Eff. Levels 2 3 3 2 U 13 1 Eff. Levels 1 1 1 1 1 1 1 1 1 1 1 1 1 13 SEIZMIC %a INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Longitudinal & Transverse Analysis: Transverse Loads: PROJECT BED BATH & BEYOND #1030 ' FOR BED BATH & BBEYOND SHEET NO. 28 OF 54 CALCULATED BY M.T. DATE 4/14/06 Level Pcol-static Pcol-seismic P.col-total Mcol Mconn-seismic ..Mconn=total 1 478 LB 1,20 LB 1,683 LB 217 IN -LB 72 IN -LB 767 IN -LB 2 393 LB 1,205 LB 1,598 LB 1,237 IN -LB 1,144 IN -LB 1,184 IN -LB 3 265 LB 1,136 LB 1,4.03 LB 1,051 IN -LB 88`8 IN -LB 928 IN -LB. 4 138: LB 890 LB 1,028 LB 725 IN -LB 610 IN -LB 650 IN -LB 5 85 LB 661 LB 746 LB 496 IN -LB 248 IN -LB 288 IN -LB 6 0 LB 0 LB 0. LB 0 IN -LB 0 IN -LB 0 IN -LB 7 0 LB 0 LB 0 LB 0 IN. -LB 0 IN -113 0 IN -LB 8 0 LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB 9 0 LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB 10 0 LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB 11 0 LB 0 LB 0 LB. 0 IN -LB 0 IN -LB 0 IN -LB 12 0 LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB 13 0 LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB Longitudinal Column Forces: Mbase = 0 IN -LB <== Based Assumed to be pinned Level Pcol-static PcoFseismic ' Pcol-total Mcol Mconn-seismic Mconn-total 1 515113 0 B 515 LB 217 IN -LB 324' N=LB 36. IN=LB 2 473 LB 0 LB 473 LB 432 IN -LB 428 IN -LB 468. IN -LB 3 430 LB 0 LB 430 LB 424 IN -;LB 417 IN -LB 457 IN -LB 4 388, LB 0 LB 388 LB 410 IN -LB 400 IN -LB 440 IN -;LB 5 345 LB 0 LB 345 LB 390 IN -LB 376 IN -LB 416 IN=LB 6 303 LB 0 LB 303 LB 363 IN -LB 347 IN -LB 387 IN -LB 7 260 LB 0 LB 260 LB 330. IN -LB 274 IN=LB 314 IN -LB 8 218; LB 0 LB 218 LB 218 IN -LB 233 IN -LB 273 IN=LB 9 175 LB 0 LB 175 LB 247 IN -LB 222 IN -LB 262 IN -LB 10 133 LB 0 LB 138 LB 197 IN -LB 169 IN -LB 209 IN -LB 11 90 LB 0 LB 90 LB 140 IN -LB 109 IN -LB 149IN-LB. 12 48 LB 0 LB 48 LB 78 IN -LB 43 IN -LB 83 IN -LB 13 5 LB 0 LB 5 LB 9 IN -LB 4 IN -LB 44 IN -LB -,- SEIZMIC ' INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989,- FAX: (909) 869-0981 161 ATLANTIC AVENUE - ROMONA, CA 91768 PROJECT FOR SHEET NO. -` CALCULATED BY -Double Angle Post Ana) r is Analyzed per AISI. Section properties are based on net effective sections. = 99 LB M= 618 IN -LB ; KxLx/rx = 1.7*12 IN/0.6364 IN = 32.1 KyLy/ry = 1:7*12 IN/0.6364 IN 32.1 ro= (rxA2 + ryA2 + xoA2)A0.5 = 1.011 IN 1 B= 1-(xo/ro)A2 (EQ. C4.2-3) 0.792 Fe IS TAKEN AS. THE SMALLER OF Fell AND Fel: Fel= TTA2E/(KL/r)maxA2 = 283.3 KSI Oex= TTAZE/.(KxLx/rx)AZ = 283.3 KSI aE= 1/AroAZL6J+(TTAZEC:w)/(KtLt)AZJ = 28.51 KSI FeZ=. l I/ c15l-t1aex+vE)-«aex+aE)"6-kit-iN-aex-a[)J^v-gyp = 27.9 KSI i. Fe= 27.9 KSI Fy/2= 25.0 KSI SINCE, Fe > Fy/2 ._THEN, Fn= Fy(1-Fy/4Fe) = 27.6 KSI Pn= Aeff*Fn = 5, 501 LB ' Oc= 1.92 n BED BATH & BEYOND #1030 BED BATH &'BBEYOND 29 OF 54 M.T. DATE 4/14/06 1` - 1 7/8" Pa= Pn/flc = 2;865 LB , P/Pa= 0.28 > 0.15 THUS, CHECK: P/Pa + (Crimx*Mx)/(Max*ux) 5 1.33 P/Pao + Mx/Max <_ 1.33 Pno= Ae*Fy = 9,971 LB Pao= Pno/Oc 5;193 LB Me= Lp-rd-Herr-wey-a pv..:) = 18.IN-K My= Sx*Fy = 2,9441N -LB Mc-- My[1-My/(4Me)) = 2,824. IN -LB Max=Maxo=. Mc/flf = 1,691 IN -LB /a= {1/L1-(nc*P/Pcr)J}A-1 = 0.97 THUS, (799 LB/2865 LB) + (1 *618 IN-LB)/(1691 IN-LB*0.97) = (799 LB/5193 LB) + (6181N-LB/l 691 IN -LB) = SEC: I ION PROPER I IES A= 1.875 IN B= 1.875 1N C--'0.00.0 IN t = 0.075 IN Aeff = 0.199INA2 Ix = 0.0.81 INA4 Sx = 0:.059 INA3 rx = 0.636 IN ly = 0.081 INA4 Sy = 0.059 INA3 ry = 0.636 IN J = 0.001 INA4 Cw = 0.000 INA6 xo = 0.461 IN Kx = 1.7 Lx = 12.00 IN Ky = 1.7 Ly = 12:00 IN Kt = 1.7 Lt = 1 Z.00 IN Fy= 50 KSI G= 11,300 E= 29,500 KSI Cmx= 1.0 Cb 1.0 nf= 1.67 0-65 < 7.33, OK 0.52 < 7.33, OK SEIZMIC. INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869-0981 161 ATLANTIC AVENUE - POMONA, CA 91768 Tee Post Analysis PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET NO. 30 OF 54 CALCULATED BY M.T. DATE 4/14/06 Analyzed per AISI. Section properties are based on net effective sections. P= 1,598 LB M= 1,237 IN -LB KxLx/rx = 1.7*1.2 IN/0.6043 IN 1 = 33.8 KyLy/ry = 1.7*12 IN/0.5166 IN 39.5 <=== (KI/r)max ro= (rxA2 + ryA2 + xoA2)A0.5 = 0.803 IN 9= 1-(xo/ro)A2 (EQ. C4.2-3) 0.980 Fe. IS TAKEN AS THE SMALLER OF Fel AND Fel: Fell = nA2E/(KL/r)maxA2 = 186.7 KSI aex= r1A2E/(KXLx/rx)A2 = 255.5 KSI 01= 1 /AroAZL6j+(nA2ECw)/(KtLt)A2 j = 69.94 KSI FeL= t 1/,'IN)-ikaex+a E)-Ltaex+CrE)••c-<<+-[S-aex-UE)J"u.:)t = 69.4 KSI Fe= 69:4 KSI Fy/2= 25..0 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 41.0 KSI Pn= Aeff*Fn ='l 3,484 LB f)c= 1.92 Pa= Pn/f lc = 7,023 LB P/Pa= 0.23 > 0.15 THUS, CHECK: P/Pa + (Cmx*Mx)/(Max*px) 5 1.33 P/Pao + Mx/Max 5 1.33 Pno= Ae*Fy = 16,446 LB Pao= Pno/f2c - 8,566 LB Me= %,o"ro-Herr-kvey-a E)"V.3 = 301N -K My= Sy*Fy = 4,1501N -LB Mc= My[l-My/(4Me)] = 4,0071N -LB Max=Maxo= Mc/Of = 2,4001N -LB foc= { 1 /(1-(f)c*P/Pcr) j }A-1 = 0.96 THUS, 3" SEC; I ION PROPER I IES A= 3.000 IN B= 1.50011`4 C= 1.375.11N t = 0.075 IN: Aeff = 0.329 INA2 Ix= 0..120 INA4 SX = 0.084, INA3 rx = 0:604 IN ly = 0.08. w8 INA4 Sy = 0.083 INA3 ry = 0.517 IN J = 0.001 INA4 Cw = 0.00.8 INA6 xo= 0.114 IN Kx = 1:7 Lx = 12.00 IN Ky = 1.7 Ly = 12:00 IN Kt = 1.7 Lt = 12.00 IN Fy= 50 KSI G= 11,300 E= 29,500 KSI Cmx= 1.0 Cb= 1.0 nf= 1.67- (1598 .67. (1598 LB/7023 LB) + (1 *1237 IN-LB)/(2400 IN-LB*0.96) = 0.76 <'1.33, OK (1598 L13/8566 LB) + (1237 IN-LB/2400 IN -LB) _. 0.70 < 1.33, OK t PROJECT BED BATH & BEYOND #1030 $EIZMIC FOR BED BATH & BBEYOND INC.' SHEET NO. 31 OF 54 CALCULATED BY M.T. DATE 4/14/06 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 ; 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 and justified. Mconn= Mseismic + Mstatic e = 468 IN -LB ' I CAPACITY OF STUD IN SHEAR 11 /2" .Vallow= 0.4 * Fy *AREA * 1.33 — - = 1,440 LB Vallow= 0.22* Fu * AREA * 1.33 = 1,440 LB BEARING CAPACITY OF STUDS 46 brg.allow= stud 0 x tmin x Fu x 1.33 080 = 1,625 LB Mallow= Vallow * d .197 .090 := 21160 IN -LB > Mconn OK i�1 .26 .310 0= 0.250. IN tmin= 0.075 IN AREA= 0.049 INA2 Fy= 55,000 PSI Fu -METAL= 65,000 PSI Fu -RIVET= 100,000 PSI SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Shelf Analysis - DRBLP PROJECT BED BATH & BEYOND #1030 FOR BEDBATH.& BBEYOND SHEET NO. 32 OF 54 CALCULATED BY M.T. DATE 4/14/06 The shelf support shall be analyzed to determine the adequacy of the components to carry the given static and seismic loads. Assume Partially Fixed support end conditions. % End Fixity = 25 % 0 = 0.25 For a simply supported beam,. the maximum moment at the center is given by wLA2/8. An assumption of partial fixity will decrease this moment by the following method: I HUS, Mcenter = Mcenter(simple ends) - 0 x Mcenter(fixed ends) = wLA2/8 - (0.25 x wLA2/12) wLA2/8 - wLA2/48 0.104 x wLA2 Reduction COEFF 9 = 0.104/0.125 = 0.832 Mcenter = S x (wLA2/8) . = 0,83Z x (wLA/8) Mends = 0 x Mmax(fixed ends) = (wLA2/12) x 0.25 = 0.0208 x wLA2 Shelf Load (DL/2+LL) = 80 LB Fb = 0.6 x Fy = 0.6 x 50000 PSI = 30,000 PSI Shelf Support Beam @ Midspan: Mmax = 0.104 x wLA2 = 80 LB x 0.5 x 48 x 0.832 / 8 = 2001N -LB fb = M/S = 2001N-LB/0.017131 INA3 = 11,656 PSI fb/Fb-static = 0.39 < 1.0 Shelf Support Ok Shelf Support Beam Ca End: Mmax = 0.0208 x wLA2 + Mseismic = 80 LB x 0.5 x 48 x 0.25112 + 428 1N -LB = 468 IN -LB fb = M/S = 4681N-LB/0.017131 INA3 = 27,322 PSI fb/Fb-seismic = 0.91 < 1.33 shelf Support Ok 11 ga. Shelf SUDDort Beam Sx= .0.:02 INA3 L= 48.0 IN d= 12.0 IN Fy = 50,000 PSI Transverse per beam .= 0.00 Longitudinal per beam = .0.50 iskmic - MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161, ATLANTIC AVENUE • POMONA, CA 91768 PROJECT FOR SHEET NO. CALCULATED BY BED BATH & BEYOND #1030 BED BATH & .BBEYOND 33 OF 54 M.T. DATE 4/14/06. Shelf Analysis - DRBZ The shelf support shall be analyzed to determine the adequacy of the components to carry the given static and seismic loads. Assume Partially Fixed' support end conditions. % End Fixity = 25 % 0 = 0.25 For a simply supported beam, the maximum moment at the center is given by wLA2/8. An assumption of partial fixity will decrease this moment by the following method: Mcenter = Mcenter(simple ends) - 0 x Mcenter(fixed ends) = wLA2/8 - (0.25 x wLA2/12) wLA2/8 - wLA2/48 0.104 x wLA2 3/4" Reduction COEFF 6 = 0.104/0.125 _ = 0.832 - IHUS, 5/8" Mcenter = 9 x (wLA2/8) = 0.83Z x (wLA/8) Mends = 10 x Mmax(fixed ends) = (wLA2/12) x 0.25 2 3/16" = 0.0208 x wLA2 Shelf Load (DL+LL) = 80 LB Fb = 0.6 x FyShelf 11/16 Support Beam = 0.6 x 50000 PSI Sx= 0.061NA3 = 30,000 PSI - L= 48.0 IN d= 12.0 IN Shelf Support' Beam @ Midspan: Fy = 50;000 PSI Mmax = � 0.104 x wLA2 Transverse per beam = 0.10 = 80 LB x 0.1 x 12 x 0.832./ 8 Longitudinal per beam = 0.40 = 10 1N -LB fb = M/S = 101N-LB/0.0591NA3 = 169 PSI fb/Fb-static = 0.01 < 1.0 Shelf Support Ok Shelf Support Beam CP End: Mmax = 0.0208 x wLA2 + Mseismic = 80LBx0.1 x12 x0.25/12+11441N-LB = 1,184 IN -LB fb = M/S = 11841N-LB/0.0591NA3 ' = 20,064 PSI fb/Fb-seismic = 0.67 < 1.33 shelf Support Ok SEIZMIC . INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT BED BATH & BEYOND #1030 ' FOR BED BATH & BBEYOND SHEET NO. 34 OF 54 CALCULATED BY M.T. DATE 4/14/06 SEIZMIC.: . MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 i PROJECT BED BATH & BEYOND #1030 'FOR BED BATH & BBEYOND SHEET NO. 35 OF 54 I CALCULATED BY M.T. DATE 4/14/06 Load Combination - Slab System PER SECTION 2.3 OF ANSI/ASCE 7-95 Load combination per ANSI/ASCE T-95 1 1.4D 2 . 1.2D. + 1.61- +0.5(Lr or S) 3 1.213 + 1.6(Lr or S) + (f1L or 0.8W) 4 1.2D+ 1.3W+.f1L+0.5(LrorS) 5 1.213 + 1.0E + (f1 L + f2S) 6 0.9D + (1.OE or 1.3W) ; DL-total/col = 65 LB LL-total/col = 488 LB E = 1,688 LB ' Load combination 1 Pmax = 1.4D = 1.4x65 LB = 91 LB Load combination 2 Pmax = 1.213 + 1.61- = .6L= 1.2x65 LB+1.6x488 LB = 871 LB Load combination3 & 4 Pmax = 1.213 + 1.01 - = .OL= 1.2x65 LB+1.0x488LB = 566 LB Load combination 5 Pmax = 1.213 + 1.0E + 1.01 - = .OL= 1.2x65 LB+1.0x1688 LB+1.0x488 LB = 2,253 LB a Load combination 6 Pmax = .0.9D + 1.0E ' = 0.9x65 LB+1.0x1688 LB = 1,746 LB Resultant Load combination 1.41) 1.21) + 1.61- 1.21? .6L1.213 + 1.01- 1.2D .OL1.2D + 1.01- 1.2D .OL1.2D + 1.0E + 1.01- 0.9D .0L0.9D + 1.0E Load combination per ACI Pmax = 1.413 + 1.71- 1.4 x 65 LB + 1.1 x 488 .7L1.4x65LB+1.7x488 LB = 920 LB �m stiz C INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Slab Check PROJECT BED BATH & BEYOND #1030 ' FOR BED BATH & BBEYOND SHEET NO. 36 OF 54 CALCULATED BY M.T. DATE 4/14/06 The slab will be checked for puncture and bearing stress. If no puncture occurs, the slab is assumed to distribute the load over a larger area of the slab. I Pmax = 2,253 LB (A) PUNCTURE Fpunct = 2.66 x (F`CAO.5) = 2.66 x (2500 PSI)A0.5 = 133 PSI Apunct = [(Weff.+t/2)+(Dell.+t/2)] x 2 z t = [(3.75 IN + 5 IN/2) + (2.375 IN + 5 IN/2)] x 2 x 5 IN = 1111NA2 fv/Fv = P/[(Apunct)(Fpunct)] = 2253 LB/[111 INA2 x 133 PSI x 0.651 (B) BEARING OBn= 0.85 x 0 x f'c x Al = 12,302 L13 Pu / 013n = 2253 LB / 12302 LB (C) SLAB TENSION Adeck = P/[1.0 x fsoil] = 2253 LB/[1.0 x 1000 PSF/(1441NA2/FTA2)) = 324 INA2 L = AdeckA0.5 = (324.471NA2)A0.5 = 18.0 IN B = [(Weff.)(Deff.)]A0.5 + t = [3.75 IN x 2.375 IN]AO.5 + 5 = 8.0 IN b = (L -B)/2 = (18.01 IN - 7.98 IN)/2 = 5.0 IN 0.23 < 1.0 OK 0.18 < 1.0 OK Mconc = (w).(b�2)/2 = [(1.0)(fsoil)(bA2)]/[144 (IN^2/FTA2) x 21 = [1.0 x 1000 PSI x (5.01 IN)A2]/[144 (INA2/FTA2) x 21 = 871N -LB Sconc = 1 IN x (tA2)/6 = 1 IN x (5 IN)A2/6 = 4.171NA3 Fconc = 5. x 0 x f cAO.5 = 5 x 0.65 x (2500 PSI)A0.5 = 162.5 PSI fb/Fb = Mconc/[(Sconc)(Fconc)] = 87.3 IN-LB/[(4.17 INA3)(162.5 PSI)] Base Plate: Weff. = 3.75 IN Deff. = 2.38 IN Al = 8.91 INA2 Concrete: t = 5.00 IN f'c.= 2,500 PSI Soil tsoil = 1,000 PSF 0.13 < 1.0 OK ;PROJECT BED BATH & BEYOND #1030 - • -j000SEolZW%lCftwal FOR BED BATH & BBEYOND INC. SHEET NO. 37 OF 54 CALCULATED BY M.T. DATE 4/14/06 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET NO. 38 OF 54 CALCULATED BY M.T. DATE 4/14/06 Stockroom Storage Racks Project Scope: The purpose of this analysis is to show that the following Light Duty Storage Racks complies with Chapter 22, Division X of the 2001 CAlifornia Building Code. The racks are prefabricated and are to be field installed only, without any type of field welding. Parameters: The Light Duty Rack Fixtures will be analyzed as Steel Storage rack as specified in Chapter 22, Division X, utilizing the formula: V = 2.5 x Ca x I x [wLL/n. + wDL] / [R x 1.4] Where: Ca = 0.44 Na = 1.1 1= 1 Rlong = 5.6 Rtrans. = 4.4 Wseismic = LL/n + DL n=1 1.4 <=== WORKING STRESS REDUCTION Specifications: Steel - Shaped steel,,Astm A570 Grade 55, Fy = 55,000 psi All others, Astm A36, Grade 36, Fy = 36,000 psi Bolts - A307 UNLESS OTHERWISE NOTED Welds - E70XX minimum required Anchors - 3/8"0 x 2-1/2" Minimum Embedment ITW LDT screw anchors ICBG #5890 Slab - 5" x 2,500 psi Soil - 1,000 pst PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND . � INC. i.-1 SHEET N0. 39 54 OF CALCULATED BY M.T. DATE 4/14/06 MATERIAL HANDLING ENGINEERING f TEL: (909) 869-0989 • FAX: (909) 869-0981 4�4 A rl AAI rlf^ A%/Cnu IC . D/lUnKIA !`A Q17AQ SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET NO. 40 OF 54 CALCULATED BY M.T. DATE 4/14/06 Summary of Type "H" 96" 48" 16 3/16" o0 a 18 3/16" ao 0 00 42" 18 3/16" �; 0o 15/16" 0 o 16 3/16" 00 ao 00 %o .o " Punct. = 0.21 Stress = .0.04 42" 16 3/16" OK OK 53 42„ 5 1/8 1 o umn Load eam racing C3x1 5/t3x13 Step 3 3/1!i x 1 1/L x 14ga. Stress = 0.49 Max 'Ca acit = 4;054 LB/LVL Std conn. = 020Brace Cl 1'/2 x 1 7/4 x 14ga. No Backers req'd Stress= 0.3 5 OK OK Base a e. Anchors a or 7 x S5 -'x'3/8 (2) 3%318Vx 2-712 o0 a a ao 0 00 �; 0o 15/16" 0 o 00 ao 00 %o .o " Punct. = 0.21 Stress = .0.04 Stress = .0.04 Punct. = 0.21 Stress = .0.04 OK OK OK t 1 PROJECT BED BATH & BEYOND #1030 S,EIZMIC77 1'bR BED BATH & BREYOND SH€ET"N(D, - ._ _ 41 OF 54 ! CALCULATED. BY M.T.DATE 4/14/06 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 -161 ATLANTIC AVENUE • POMONA, CA 91768 Summery Of Type "T' 96" 24" 16o 3/16" 18 3/16" *0 *0 42" 18 3/16" 16 3/16" 0 42" 16 3/16" o0 00 2. 53 15/16" 42" 8,. Column oa eam racrng F 03x1 518x13. Step 3 3/7 6 x Z 71Z x 14ga. -' � Stress '= 0.18 Max Capacity = 4,054 LB/LVL Std conn. = 0.08 Brace C7 112 x 1 114 x l 4ga. No Backers req'd Stress = 0.10 • - OK OK Base Plate ncors a or 7x 5x3/8 Stress = 0.22 Punct. = 0.08 Stress = 0.02 OK OK 0KJlj 5118" f o0 0 o0 oa _ 0 o " o.o 0 0 00 00 00 o8 00 0 0 00 o °a 0 0 SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869-0981 161 ATLANTIC AVENUE - POMONA, CA 91768 Loads & Distribution Type "J" Rack Analysis will be based on Section 9.6.1 of ASCE 7-02. PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET NO. 42 OF 54 CALCULATED BY M.T. DATE 4/14/06 V = 2.5 x Ca x I x [wLL/n + wDL1 / [R x 1.41 Ca = 0.44 Na = 1.1 I- 1 Rlong = 5.6 Rtrans. = 4.4 Wseismic = LL/n + DL n= 1 1.4 <=== Working Stress Reduction # of Shelf #1 = 1 Shelf LL = 500 LB/LVL # of Shelves #2 = 6 Shelf LL = 20 LB/LVL Shelf DL = 100 LB/LVL Total LL = 620 LB Total DL = 700 LB Seismic Shear: V= 2.5 x0.44 x,1 x 1320LB/(Rx 1.4) = 1,037 / R Vlong = 1037 LB / 5.6 = 185 LB Vtrans = 103 / LB / 4.4 = 236 LB Level W hx wx hx Fi-Ion Fi-trans Movt 1 600 LB 5.125 IN 3,0751N -LB 13.146 LB 16.73 LB 86. IN -LB 2 120 LB 59.06 IN 7,088 IN -LB 30.30 LB 38.56 LB 2,278. IN -LB 3 120 LB 75.25 IN 9,090 IN -LB 38:61 LB 49.13 LB 3;697 IN -LB 4 120 LB 91.44 IN 10,973 IN -LB 46.91 LB 59.7 LB 5,459 IN -LB 5 120 LB 109:8 IN 13,155 IN=LB 56.2 LB 71.6 LB. 7,847 IN -LB 6 0 LB 0.0 IN 0 IN -LB 0.6.0 LB 0.00 LB 0 IN -LB 7 0 LB 0.0 IN 0 IN -LB 0.06 LB 0.00 LB 0 IN -LB 8 0 LB 0.0 IN 0 IN -LB 0.00 LB 0.06 LB 0 IN -LB 9 0 LB 0.0 IN 0 IN -LB 0.00 LB 0.00 LB 0 IN -LB 10 0 LB 0.0 IN 0 IN -LB 0.06 LB 0.00 LB 0 IN -LB 11 0 LB 1 0.0 IN 0 IN -LB 0.00 LB 0.00 LB O.IN-LB 1,080 LB 43,320 IN -LB 185 LB. 236 LB 19,367 IN -LB m S71zmlc,.,..:. - - INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869-0981 1 Al ATI ANTIC AVENUE - POMONA. CA 91768 1 PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET NO. 43 OF 54 CALCULATED BY M.T. DATE 4/14/06 Lonaitudinal & Transverse Arialy$is: l=ongitudinal Column Forces: Mbase = 0 IN -LB <== Based Assumed to be pinned A Level Pcol-static Pcol-seismic Pcol-..total Mcol Mconn-seismic Mconn-total 1 540 LB 0 L97—.540 LB 475 IN -LB 1,397 I =LB 1,996 IN -LB 2 24.0 LB 0 LB 240 LB 2,320 IN -LB 1,447 IN -LB 2,0461N -LB 3 180 LB 0 LB 180 LB 574 IN -LB 496 IN -LB 1,095 IN -LB 4 120 LB 0 LB 120 LB 417 IN -LB 337 -IN -LB 936 IN -LB 5' 60 LB 0 LB 60 LB 256 IN -LB 128 IN -LB 727 IN -LB - 6 0 LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB 7 O LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB 8 0 LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB 9 0 LB. 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB 10 0 LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB 11 0 LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB 1.2 U L13 U L13 U LB 0 IN=LB U IN -LB U IN -1-13 13 O LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB Transverse Loads: Level Pcol-static Pcol-seismic . Pcol-total Mcol Mconn-seismic Mconn-total 1 540 LB 4031B 943 LB 0 IN -LB 0 IN -LB 0 IN -LB 2 Z40 LB 40.Z Lb 64Z LB 0 IN -LB U IN -LB U IN -LB 3 180 LB 354 LB 534 LB 0 IN=LB 0 IN -LB 0 IN -LB 4 1 ZU'LBZ / / LB 391 LB 0 IN -LB U IN>LB U IN -LB 5 60 LB 163 LB 223 LB 0 IN -LB 0 IN -LB 0 IN -LB 6 0 LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB 7 0 LB 0 LB 0 LB 0 IN -LB 0 IN -,LB 0 IN -LB 8 0 LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0 IN -LB 9 0 LB 0 LB 0 LB 0 IN -LB 0 IN -LB 0IN-LB 10 U LB U LB U LB' 0 IN -LB U IN -LB U IN -LB 11 0 LB 0 LB 0 LB 0 IN -L6 0 IN -LB 0 IN=LB 12 U LB U LB U LB 0 IN -LB U IN -LB U IN -LB 13 0 LB 1 0 LB 1 0 LB 1 0 IN -L6 1 0 IN -LB 1 0 IN -LB SEIZMIC . �C- MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT BEd BATH & BEYOND #1030+ FOR BED BATH & BBEYOND SHEET NO. 44 OF 54 CALCULATED BY M.T. DATE Longitudinal Column Analysis: Single C3 X 1 5/8 X 13ga. Analyzed per AISI. Section properties are based on net effective sections. P= 240 LB M= 2,320 IN KxLx/rx = 1.7*54 IN/1.1991 IN = 76.6 <=== (KI/r)max KyLy/ry = 1 *42 IN/0.66.81 IN 62.9 ro= (rxA2 + ryA2 + xoA2)A0.5 = 2.036 IN 9= 1-(xo/ro)A2 (EQ. C4.2-3) 0.455 Fe IS TAKEN AS THE SMALLER OF Fe AND Fe2: Fel = nA2E/(KL/r)maxA2 (EQ C4..1-1) = 49.7 KSI vex= TMZE/(KxLx/rx)AZ (ECL C3.1.Z-/) = 49.7 KSI OE= 1/Aro^2[CiJ+(nAZECW)/(KtLt)AZJ (EQC3.1.Z-9) = 65.29 KSI Fez= C eD)-t(vex+°rE)-LCvex+aTy"c-Cy,-u-vex-v[11"V-Z)I = 3L.3 KSI Fe= 32.3 KSI Fy/z= Zt.5 KSI SINCE, Fe > Fy/2 I HEN, Fn= Fy(1-Fy/4Fe) (EQ. C4-3) = 31.6 KSI Pn= Aeff*Fn (EQ C4-2) = 15,832 LB Qc= 1.92 Pa= Pn/f 2c (EQ C4-1) = 8,246 LB P/Pa= 0.03 < 0.15 I HUS, CHECK: P/Ya + Mx/Max 5 1.33 (EQ C5-3) Pno= Ae*Fy = 27,536 LB Pao= Pno/f)c = 14,342 LB Me= %-a-1'0••HeTT-kMy-atyw.Z) = 71 IN -K My= Sx*Fy = 26,393 IN -LB Mc= MyL1-My/(4Me)j = 23,9301N -LB Max=Maxo= Mc/0f = 14,3291N -LB {tx= { 1 /[ 1-(nc*P/Pcr)] }A-1 = 0.98 4/14/06 �C� (EQ C4.1-1) SEC I ION PRUNER I ILS A= 3.000 IN B= 1.629 -IN . C= U. % 5U IN t =0.090 IN Aett =U.5U1 INA? Ix = 0.720. INA4 Sx = 0.480 INA3 rx = 1.199 IN ly = 0.224 INA4 Sy = 0.254 INA3 ry = U.bbB IN J = 0.002 INA4 Cw = 0:699 INA6 xo = 1.504 IN Kx = 1.7 LX = 54.UU IN Ky = 1.00 Ly = 42.00 IN Kt = 1.00 Lt = 44.00 IN Fy= 55 KSI V= 11,3UU E= 29,500 KSI Cmx= 0.85 Cb= 1.0 flf= 1.67 (240 LB/8246 LB) + (2320 IN-LB/14329 IN -LB) = 0.18 < 1.33, OK (EQ C5-3) lalzmmlc� • INC. - . MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT BED BATH & BEYOND #1.030 FOR BED BATH & BBEYOND SHEET NO. 45 OF 54 CALCULATED BY M.T. DATE 4/14/06 Transverse Column Analysis: Single C3 x 1 5/8 x 134a. A= 3.000 IN Analyzed per AISI. Section properties are based on net effective sections. Pco = 943 LB ` ' KxLx/rx = 1.7*541N/1.1991 IN = 76.6 KyLy/ry = 1 *42 IN/0.6681 IN 62.9 (KVr)max = 76.6 ro= (rx^2 + ry^2 + xo^2)^0.5 r = 2.03.6 IN R= 1-(xo/ro)^2 . (EQ. C4.2-3) 0.455 Fe IS I AKIN AS I HE SMALLEK OF Fel AND Fel: Fel = '(EQ C4.1-1) = 49.7 KSI Oex= n^"2E/(KxLx/rx)^L (EQ.C3.1.'2-/) = 49.7 KSI 6E= 1 /Aro^L(GJ+(Tr^2ECw)/(KtLt)^L) (EQ C3.1.2-9) = 65.29 KSI ;. Fez= l 1ica)-tkOex+Ori-«Oex+O'E)"4-<<+•-6-0-ex-OE)J^u.DI = 32.3 KSI , Fe= 32.3 KSI G = 11;300 Fy/2= 27.5 KSI E= 29,500 KSI SINCE, Fe > Fy/2 IHEN, Fn= Fy(1-Fy/4Fe) (EQ. C4-3) = 31.6 KSI Pn= Aeff*Fn (EQ C4-2) = 16,832 LB .flc= 1..9"2 Pa= Pn/f2c (EQ C4-1 8,246 LB . 4 Pcol/Pa 0.11 < 1.33, OK �A B I (EQ C4.1-1) SECTION PROPERTIES A= 3.000 IN B= 1.625 IN C:= 0.7WIN t = 0.090 IN Aeff = 0.501 IN^2 Ix = O. /20 IN^4 Sx = 0.4801N^3 rx = 1.199 IN ly = 0.224 IN^4 r Sy = 0.254 IN^3 ry = 0.668 IN J ='0.0018 IN^4 Cw = 0.699 IN^6 xo = 1.504 IN Kx = 1.7 Lx = 54:00 IN ° -Ky = 1.00 t`y = 42.00 IN ' Kt = 1.00 ;. Lt = 4.2.00 IN Fy= 55 KSI G = 11;300 E= 29,500 KSI e SEIZMIC �C- MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981- 161 ATLANTIC AVENUE • POMONA, CA 91768 PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET NO. 46 OF 54 CALCULATED BY M.T. DATE 4/14/06 Post Protector Check: Single C3 x 1 5/8 x 13ga. Analyzed per AISI. Section properties are based on net effective sections. Pcol x 2 = 1 080 LB KxLx/rx 1.7*54IN/1.1991 IN = 76:6 KyLy/ry = 1 *42 IN/0.6681 IN 62.9 (KL/r)max = 76.6 ro= (rxA2 + ryA2 + xoA2)A0.5 = 2.036 IN 9= 1-(xo/ro)A2 (EQ. C4.2-3) 0.455 Fe IS I AKIN AS I HE SMALLER OF Fel AND Fel: Fel = TtA2F-/(KL/r)maxAL = 49.7 KSI (EQ C4.1-1) aex= TrALt/(KxLx/rx)A2 = 49.7 KSI O'E= 1/AroAZ(GJ+(TrA2tCw)/(KtLt)A2J (EQC3.1.Z-9) = 65.29. KSI FeZ= (EQ C4.1-1) = 32.3 KSI Fe= 32.3 KSI FY/2= 27.5 KSI SINCE, Fe > Fy/2 IHEN, Fn= Fy(1-Fy/4Fe) = 31.6 KSI Pn= Aeff*Fn = 15,832 LB S2c= 1.9Z Pa= Pn/()c = 8,246 LB Pcol x 2/Pa= 0.13 < 1.0, OK (EQ. C4-3) (EQ C4-2) (EQ C4-1) No Post Protectors reg'd SECTION PROPERTIES A= 3.000 IN B= 1.625 IN U= U. 150 IN t = 0.090 IN Aeff = 0.501 INA2 Ix = O. /ZU INA4 Sx = 0.480INA3 rx = 1.199 IN ly = 0.2-24-INA4 Sy = 0.2541NA3 ry = 0.668. IN J = 0.0018 INA4 Cw = 0.699 INA6 xo = 1.504 IN Kx = 1.7 LX _. 54.00 IN Ky = 1.00 Ly = 42.00 IN Kt = 1.U0 Lt = 42.00 IN Fy= 55 KSI G = 11,300 E= 29,500 KSI Stamic li ft INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Beam Analysis PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET NO. 47 OF 54 CALCULATED BY M.T. DATE 4/14/06 .Beam to column connections provide adequate moment capacity to stabalize the system, although it does not provide full fixity. Thus, the beams shall be analyzed assuming partial end fixity. in justifying the beam to column moment connection, the partial end fixity moment will be added to the Longitudinal frame moment for the analysis of the connection. % END FIXITY = 25 % Effective Moment for Partially Fixed Beam For simply supported beams, the max imum moment at the center .is given by wLA2/8. An assumption of partial fixity will decrease the maximum moment by the following method. Mcenter = Mcenter(simple ends) - 0*Mcenter(fixed ends) = wLA2/8 - (0.25 * wLA2/12) = wLAL/8 - wLAL/48 = 0.104 * wLA2 .{ Reduction COEFF S = 0.104/0.125 = U.832 I HUS, Mcenter = 9*(wLA2/8) = 0.83Z' (wl-A/8) Mends = 0*Mmax(fixed ends) = (wLA2/12)*0.25 = 0.0208*wLA2 Mcenter(simple) Mends TYPICAL BEAM FRONT VIEW I I ttective Uetlection for Partially Fixed Beam TYPICAL BEAM FRONT VIEW For simply supported beam conditions, the maximum detlection at the center is given by bwLA4/384LI.. An assumption of partial fixity will decrease this maximum deflection by the following method: &11r4x= IS w x '. SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 - FAX: (909) 869-0981 161 ATLANTIC AVENUE - POMONA, CA 91768 Beam Analysis cont. Live Load = 500 LB Beam Dead Load = 100 LB End fixity = 25 % Mcenter = 0.104 * wLA2 = 2,995 IN -LB Mends = 0.0208*wLA2 = 599 IN -LB PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET NO. 48 OF 54 CALCULATED BY M.T. DATE 4/14/06 Lmax = [1950+1200(M1/M2)]b/Fy M1/M2 = 0.2 <=== SINCE Mcenter > Mends Lmax = (1950 + 240)*2.5/55 = 99.5 1N > L Thus, Fb = 0.6 * Fy = 33,000 PSI Maximum Static Load ver Level depends on: 1) Moment Capacity If, . fb = M/Sx I hen, U.b * Fy = (IS*wLA2/8)/5x Thus, Max Wt./Level = ly•13-ry-Z)xik'5 - L)J-(X = (9.6* 55 KSI * 0.787 INA3)/(0.832*96 IN)*0.875 = 4,624 LB/LVL OR, 2) Allowable Deflection if, oanow = u18U = 0.533 IN Ana, A= L5w(L)A4/(3841t71lx) jwIS Then, Max Wt./Level = 2*[(384*E*Ix*Dallow)/(5*LA3 * 6)] 4,1 54 L13/LVL <=== GOVERNS Thus, Afaximum Allowable Live Load / Level= 4,OS4 LB LVL Beam Properties Ix = 1.281 INA4 Sx = 0.787 INA3 Fy = 55,000 -PSI Length=L = 96.0 IN a = 3.188 IN b = 2.500 IN c = 1.150 IN d = 0.750 IN e = 0./5U IN t = 0.075 IN a = impact koefncient = U.8 /5 IS= 0.832 LEVEL Mstatic Mimpact Mallow(static) Mseismic Mseismic(allow) Result 1 2,995 IN -LB 3,423 IN -LB 25,971 IN -LB 1,9961N -LB 34,628 IN -LB Good L Z,995IN-LB 3,44-3 IN -1-13 25,9/1 IN -LB ?,046. IN -LB 34,6L8IN-LB Good 3 2,995 IN -LB 3,4231N -LB 25,971 IN -LB 1,095 IN -LB 34,628 IN -LB Good 4 2,995 IN -L8 3,423 IN -LB 2 5,9 71 IN -LB 936 IN -1-13 34,628 IN -LB Good 5 2,9951N -LB 3,4231N -LB 25,9711N -LB 727.IN-LB 34,6281N -LB Good `54 PROJECT SEIZMIC. ;FOR _ INC: SHEET 'NO. CALCULATED BY MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 191 ATLANTIC AVENUE • POMONA, CA 91768 Beam to Column Connection Analysis Mconn max= Mconn. seismic + Mend = 2,046 IN -LB Connection capacity depends on the following. parameters: 1 Shear capacity of the studs STUD DIAMETER= 7/16 IN Fy= 55,000 PSI Pmax-shear= 0.4 * Fy * Area = 0.4 * 55000 PSI * (0.4375 IN)A2 If n/4 = 3,307.3 LB ' 2 Bearing capacity on column Fu= 65,000 PSI Pmax-brg= Bearing Area " Fbearing = (tmin * thickness) * (1:2 * Fu) = (0.43/5 IN * 0.09 IN) x (1.Z'°65000 PSI) = 3,0/1.3 L13 < 3301.3 LB 3) Moment capacity of bracket Mcap= Sbracket 11 -1 -bending = 0.11 INA3 *.0.66 * Fy = 3,993 IN -LB C= Mcap/0.75 = 1.67 * P1 I HUS, P1= U. 198 X Mcap = 3,186 IN -LB < 3307.3 LB THUS, GOVERNING VALUE IS THE MIN VALUE OF P1, P1-eff= 3,071 LB Mconn-allow= PI *4.5 IN + P-L*Z.5 IN + P3" U.5 IN = 5.94*P1-eff*1.33 . =,24,3241N -LB > Mconn max, OK, 1 BED BATH & BEYOND #1030 BED BATH & BBEYOND 49 M.T. Mupper Mconn o O 0 0 O o Mlower OF 54. DATE 4/14/06 Mconn c 3" to7 go .�- 1-5/8" C= P1 + PZ + P3 = P1 +P1 *(2.5/4.5)+P1 *(0.5/4.5) 1.67*P1 Sbracket= 0.1101NA3 SEIZMIC INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Transverse Brace Analysis PROJECT BED BATH & BEYOND #1030 FOR BED BATH & BBEYOND SHEET NO. 50 OF 54 CALCULATED BY M.T. DATE 4/14/06 It is assumed that the transverse braces resist the seismic shear in tension and compression, with compression being critical in the design. Diagonal Member Vtransv= 236 LB Ldiag= [(D -3")A2 + (H -6")A2] = 41.7 IN Pmax= V*(Ldiag/D) = 409.3 LB (kl/r)max= (k * Ldiag)/r min = 1 x 41.7 IN /0.404 IN ) = 103.2 IN Fe= Tt`E/(kl/r)` 26,894 NSI SINCE Fe<Fy/2, Fn= Fe = Zb,894 PSI Pn= AKLA"Fn = 0.288INA2 * 26894 PSI = r, (46 LB Oc= 1.92 Pallow= Pn/[)c = 7746 LB /1.92 = 4,U34 Ltd to/Fa= Horizontal Member 0.10 < 1.33 UK Similarly for horizontal members. Pmax= 235.7 LB fa/Fa= 0.03 < 1.33 OK LOWER BRACE PANEL ELEVATION H= 42:0 IN U= Z4.0 IN Horizontal Member C:1 112 x 1 1/4 x 14ga. A = 1.500 IN B = 1 ''LSU IN t = 0.075 IN AREA= 0.28.81NA2 r min= 0.404 IN Fy= 55,000 PSI Diagonal Member C:1 112 x 1 1/4 x 14ga. A = 1.500 IN B = 1.250 IN t.= U.UIS IN AREA= 0.Z881NAZ r min= 0.404 IN Fy= 55,000 PSI PROJECT BED BATH & BEYOND #1030 C:Sg=EbfZM1C FOR BED BATH & BBEYOND SHEET. NO. 51 OF 54 CALCULATED BY M•T• DATE 4/14/06 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 !Ai ATI ANTIr^ AVFNI IF:* POMONA- CA 91768 Overturning Analysis Fully Loaded .Condition: ' Allowable Tension = 492 LB Movt = 19,367 IN -LB Allowable Shear = 1,113 LB # of Anchors / Plate = 2 Mst = 12,960 IN -LB Depth = 24.001N Depth = 24.0 IN Puplift = [Movt x 1.15 - Mst] / Depth = [19367 IN -LB x 1.15 - 12960 IN -LB] / 24 IN = 388 LB Vcol = 0 LB Interaction Eqn. [388 LB/ 985 LB]A(5/3) + [118 LB/ 2227 LB]A(5/3) = 0.22 < 1.0 Therefore, Ok L- ow SEIZMIC�. . INC. -MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Base Plate Analysis PROJECT BED BATH & BEYOND#1030. FOR BED BATH & BBEYOND SHEET NO. 52 OF 54 CALCULATED BY R.T. DATE 4/14/06 Pcol = Pstatic + Mot/D = 943 LB Effective Base Width = 5.00 IN Effective Base Depth = 7.00 IN b = 3.00 IN b1 = 1.00 IN Thickness (t) = 0.38 IN Fy = 36,000 PSI fa =P/A = Pcol/(D x B) = 2 6.9 6 PSI Mbase = (W)(LA2)/2 = (fa)(b1 A2)/2 = 13 IN.L8. Sbase=(1)(tAL)/b = U.U234 INA3 Fbase = 0.75 x Fy x 1.33 = 36,000 PSI fb/Fb = Mbase/((Sbase)(Fbase)) U.UL < 1.0 UK PROJECT SEIZMIG . FOR INC. SHEET NO. _ CALCULATED BY MATERIAL HANDLING ENGINEERING TEL: (909) .869-0989 • FAX: (909) 869-0981 161 ATLANTIC AVENUE • POMONA, CA 91768 Load Combination for Slab Analysis PER SECTION 2.3 OF ANSI/ASCE 7-95 ' Load combination per ANSI/ASCE 7-95 1 1.4D 2 1.21) + 1.6L +O:S(Lr or S) 3 1.213 + 1.6(Lr or S) + (f1 L or 0.8W) 4 1.2D + 1.3W + f1 L + 0.5(Lr or S) 5 1.2D + 1.0E + (f1 L + f,2S) 6 0.913 + (1.OE or 1.3W) DL-total/col = 350 LB LL-total/col = 310 LB E = 565 LB Load combination 1 Pmax = 1.413 = 1.4x350 LB = 490 LB Load combination 2 Pmax 1.213 + 1.6L = 1.2x350 LB+1.6x310 LB = 986 LB Load combination 3 & 4 Pmax = 1.2D + 1.OL -1.2 x 350 LB + 1.0 x 310 LB = 730 LB Load combination 5' Pmax = 1.213 + 1.0E + 1.0L = 1.2 x350 LB+1.0x565LB+1.0x310LB = 1,295 LB Load combination 6 Pmax = 0:913 + 1.0E = 0.9x350 LB+1.0x565 LB = 880 LB • I BED BATH & BEYOND #1030 BED BATH & BBEYOND OF 5. M.T. DATE 4/14/06 Resultant Load combination 1.4D 1.21) + 1.6L 1.2D + 1.OL 1.21) + 1.OL 1.2D + 1.0E + 1.OL 0.91) + 1.0E Load combination oer ACI Pmax = 1.413 + 1.7L = 1.4 x 350 LB + 1.7 x 310 LB = 1,017 LB a %{OJCT BLED BAOND #10;-. BEa # BBEYOND4., FOR SEIZMIC sI��ET. 5d:-----�......;..; INC. CALCULATED 8Y M -T•...:. DATE. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 • FAX: (909) 869-0981• 161 ATLANTIC AVENUE • POMONA, CA 91768 Slab & Soil Analysis The slab.will be checked for puncture and bearing stress. If no puncture occurs, the slab is. assumed to distribute the load over a larger area of the slab. a) Puncture: Pmax = 1,295 LB Fpunct = 2.66 x (F'cA0:5) = 2.66 x (2500 PSI)A0.5 = 133 PSI Apunct = [(Weff.+t/2)+(Deff.+t/2)] x 2 x t = [(7.751N + 5 IN/2) + (5 IN + 5 IN/2)] x 2 x 5 IN = 178 INA2 s fv/Fv = P/[(Apunct)(Fpunct)] = 1295 LB/[178 INA2 x 133 PSI x 0.651 ti) Bearing; 06n= 0.85 x 0 x f'c x Al = 53,523 LB Pu / 013n = 1295 LB / 53523 LB c) Slab I ension F7-75-08 < 1.0 OK 0.02 < 1.0 Base Plate: Asoil = P/[1.0 x fs] Weff. = 7.75 IN = 1295 LB/[1.0 x 1000 PSF/(1441NA2/FTA2)] Deff. = 5.00 IN = 186 INA2 Al = 38.8 INA2 L = AsoilA0.5 (186.46INA2)A0.5 Concrete: = 13.7 IN B = [(Weff.)(Deff.)]A0.5 + t Thickness = 5.00 IN = [7.75 IN x 5 IN]A0.5 + 5 f'o = 2,500 PSI = 11.3 'IN b = (L -B)/2 = (13.66 IN - 11.3 IN)/2 = 1.2 IN Mconc = (w)(bA2)/2 = [(1.0)(fs)(bA2)]/[144 (INA2/..FTA:2) x 21 Soil: = [1.0 x.1000 PSI x (1.18 IN)A2]/[144 (INA2/FV,2)..x 21 = 5 IN -LB fs = 1,000 PSF Sconc = 1 IN x (tA2)/6 = 1 IN x (5 IN)A2/6 = 4.17 INA3 0= 0.65 Fconc = 5 x 0 x f1cA0.5 = 5 x 0.65 x (2500 PSI)A0.5 = 162.5 PSI fb/Fb = Mconc/[(Sconc)(Fconc)] = 4.81 IN-LB/[(4.17 INA3)(162.5 PSI)] 0.01 < 1.0 OK k t-,