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eop Qd'U '-Dc-2-15''" SEIZMIC INC. MATERIAL HANDLING ENGINEERING EST. 1985 Tel: 909-869-0989 LETTER F TRANSMITTAL Fax: 909-869-0981 ATTN: SUBJECT: AUTOZONE #3756 BUILDING DEPT. - 13407 SW PACIFIC HIGHWAY CITY OF TIGARD TIGARD, OR 97223 13125 SW HALL BLVD TIGARD OR 9723 JobNo: 10 -1046 Telephone 503 - 639 -4171 Fax ENCLOSED ARE : � CALCULATIONS ►4 FOR PERMIT SUBMITTAL ►1 DRAWINGS ❑ FOR YOUR RECORDS ❑ LETTER ❑ FOR CLIENTS RECORDS Memo ENCLOSED IS OUR SUBMITTAL FOR PLAN REVIEW AND PERMIT APPROVAL TO INSTALL INTERIOR RACKS IN A AUTOZONE BUILDING WITH A VALUATION OF $51,000.00 WE INCLUDE: 2 SETS OF STRUCTURAL CALCULATIONS, 3 SETS OF DETAILED DRAWINGS WITH LAYOUTS, CITY APPLICATION, CHECK IN THE AMOUNT OF $773.83 FOR PLAN CHECK FEES :, PLEASE RETURN A PAID RECEIPT IN THE ENCLOSED ENVELOPE. IF YOU HAVE ANY QUESTIONS PLEASE CONTACT OUR OFFICE. THANK YOU, Copies Copies To Description No. of Copies SEISMIC CALCULATIONS 1 2 1 DETAIL DRAWINGS 1 3 LAYOUT DRAWINGS 1 3 ByI AMY EDWARDS r 161 Atlantic Street * Pomona CA 91768 * Contractors License No. 665374 • 3Uf 20 - -00 :2-I5 13Lf07 s W ea,c G 14(7 SEIZMIC MATERIAL HANDLING ENGINEERING EST. 1985 STORAGE RACKS STEEL SHELVING SEISMIC ANALYSIS ALASKA KENTUCKY NORTH CAROLINA DRIVE -IN RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA MARYLAND OHIO CANTILEVER RACKS STORAGE TANKS CITY APPROVALS CALIFORNIA MASSACHUSETTS OKLAHOMA MEZZANINES MODULAR OFFICES STATE APPROVALS COLORADO MICHIGAN OREGON CONVEYORS ' GONDOLAS PRODUCT TESTING CONNECTICUT MINNESOTA PENNSYLVANIA CAROUSELS BOOK STACKS FIELD INSPECTION GEORGIA MISSOURI TENNESSEE PUSHBACK RACKS FLOW RACKS SPECIAL FABRICATION IDAHO MONTANA TEXAS RACK BUILDINGS FOOTINGS PERMITTING SERVICES ILLINOIS NEBRASKA UTAH INDIANA NEVEDA VIRGINIA KANSAS NEW JERSEY WASHINGTON NEW MEXICO WISCONSIN I_lr " 3 rl I--, SEP Si:, 2010 ,_ _-- - ,, r Aeu f— ' SEISMIC ANALYSIS OF __ _ 1\�;SIO ,� • ,- LIGHT DUTY STORAGE FIXTURES — _ r - FOR - _,. � AUTOZONE #3756; 13407 SW PACIFIC HIGHWAY TIGARD, OR 97223 JOB #:10 -1046 "Po, ' _ r • ;.j i r r r 1S _ !I I ' 7 n - R 19 E. FP � __ D�IRES 161 ATLANTIC AVENUE • POMONA • CA 91768 • TEL : (909) 869 -0989 • FAX : (909) 869 -0981 1 • SEIZMIC INC. PROJECT AUTOZONE #3756 FOR - AUTOZONE MATERIAL HANDLING ENGINEERING SHEET NO. 2 TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 TABLE OF CONTENTS DESCRIPTION PAGE # • COVER SHEET 1 TABLE OF CONTENTS 2 SCOPE, PARAMETERS, SPECIFICATIONS, CONFIGURATIONS 3 GRAVITY FEED FIXTURE ANALYSIS • 4 TO 8 GONDOLA FIXTURE ANALYSIS 9 TO 16 LIGHT DUTY STORAGE FIXTURE ANALYSIS 17 TO 28 0;7��s4 47 `., • • SEIZMIC INC. PROJECT AUTOZONE #3756 FOR AUTOZONE MATERIAL HANDLING ENGINEERING - - --- - - --- - - - - -- ' SHEET NO. - - - -- 3 - - --- -- - - TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 SCOPE: THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE FOLLOWING LIGHT DUTY STORAGE FIXTURES ARE IN COMPLIANCE WITH SECTION 1613 OF THE 2007 OSSC AND CHAPTER 15 OF ASCE 7 -05. PARAMETERS: LATERAL FORCE: V = Cs * W WHERE Cs = S = [(2/3) * Fa * Ss * I /R] *W SPECIFICATIONS: MAIN STEEL Fy = 36000 PSI MIN. YIELD STEEL BOLTS A307 (WHEN USED) ANCHORS 3/8 "0 x 2" MIN. EMBED. HILT! KB -TZ (ICC ESR -1917) SLAB 4 IN (minimum required) x 2500 PSI (minimum required) SOIL 1000 PSF CONFIGURATIONS: GRAVITY FEED FIXTURE - * TYPE D/E 84 "H x 60 "W x 38 "D FREE STANDING GONDOLA FIXTURE TYPE B1 90 "H x 48 "W x .16 "D FREE STANDING * TYPE N 144 "H x 48 "W x 16 "D & 144 "H x 48 "W x 24 "D FREE STANDING TYPE L 144 "H x 48 "W x 13 "D ATTACHED * TYPE G1 114 "H x 48 "W x 16 "D - FREE STANDING TYPE C1 114 "H x 48'W x 13 "D WALL BRACED LIGHT DUTY STORAGE FIXTURE * TYPE I (2) 144"H x 48 "W x 12 "D FREE STANDING * TYPE H 144 "H x 48 "W x 12 "D WALL BRACED TYPE H SGL 144 "H x 48'W x 12 "D FREE STANDING TYPE K 144 "H x 48'W x 24 "D WALL BRACED TYPE M (2) 144"H x 48'W x 24 "D WALL BRACED * ONLY CRITICAL CONFIGURATIONS BEING ANALYZED • • • SEIZMIC INC. PROJECT AUTOZONE #3756 FOR AUTOZONE MATERIAL HANDLING ENGINEERING • SHEET NO. 4 TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 • GRAVITY FEED FIXTURE ANALYSIS . S EIZMIC • INC. PROJECT AUTOZONE #3756 FOR AUTOZONE MATERIAL HANDLING ENGINEERING TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 LOADS & DISTRIBUTION: GRAVITY FEED FIXTURE (TYPE DIE) • . SEISMIC SHEAR BASED ON SECTION 1613 OF THE 2007 OSSC AND SECTION 15.5 OF THE ASCE 7 -05. SITE CLASS = D , S = 1.050 WHERE Sms = Fa *Ss AND Ss = 0.931, Fa = 1.128 SDS = 0.700 I = 1.50 . 6lir- R = 4 < = == TABLE 15.4 -1 OF ASCE 7 -05 WORKING STRESS REDUCTION = 0.7 Is- 1111 .11 84• 37 1/2° LIVE LOAD = 600 lb/LEVEL ' DEAD LOAD = 50 lb/LEVEL _ # OF LVLS= 5 - - ,2, /15' ■ LATERAL FORCE SIDE VIEW FULLY LOADED 0.7E = 0.7 *[2/3 *1.128 *0.931 *1.5 *(0.67 *3000 Ib +250 Ib) /4] • = 415 lb LATERAL FORCE DISTRIBUTION h LEVEL WEIGHT HEIGHT W X H Fi (trans) Movt= E(Fi *Hi) 6.0 in 1 650 lb 6.0 in 3,900 in-lb 13.1 lb 79 in-lb 16.0 in 2 650 lb 22.0 in 14,300 in-lb 48.1 lb 1,058 in-lb 16.0 in 3 650 lb 38.0 in 24,700 in-lb 83.1 lb 3,157 in-lb 16.0 in 4 650 lb 54.0 in 35,100 in-lb 118.0 Ib . 6,374 in-lb 16.0 in 5 650 lb 70.0 in 45,500 in-lb 153.0 lb 10,711 in-lb 70.0 in J 3250 lb I WH =I 123,500 in-lb 415.3 lb 21,379 in-lb 67% LOADED 0.7E = 0.712/3` 1.128 *0.931 *1.5 *(0.67 *0.67 Ib +250 Ib) /4] = 293 lb LATERAL FORCE DISTRIBUTION h LEVEL WEIGHT HEIGHT W X H . Fi (trans) Movt= E(Fi *Hi) 6.0 in 1 452 lb 6.0 in 2,712 in-lb 9.3 lb 56 IN -LB 16.0 in 2 452 lb 22.0 in 9,944 in-lb 34.0 lb 748 IN -LB 16.0 in 3 452 lb 38.0 in 17,176 in-lb 58.7 lb 2,230 IN -LB 16.0 in 4 452 lb 54.0 in 24,408 in-lb 83.4 lb 4,504 IN -LB 16.0 in 5 452 lb 70.0 in 31,640 in-lb 108.1 lb 7,568 IN -LB 70.0 in J 2260 lb I WH =1 85,880 in-lb 293 lb 15,104 in-lb • • SEIZMIC • • INC. • PROJECT AUTOZONE #3756 FOR AUTOZONE MATERIAL HANDLING ENGINEERING SHEET NO. 6 TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 • OVERTURNING ANALYSIS: GRAVITY FEED FIXTURE (TYPE D /E) (0.6 -0.11 S + (0.6- 0.14S - 0.75 *0.7EL 67% Loaded Condition: V • Allowable Tension = 920 lb _ Movt = 0.75 *(Fi x hi). Allowable Shear= 1,050 lb = 11,328 in -lb - # of Anchors / Plate = 1 Depth = 38.00 in Mst = [(0.6 -0.11 S + (0.6- 0.14Sp x Depth / 2 = 21,655 in -lb Puplift = (Movt - Mst) / Depth = (11328 in -lb - 21655 in -Ib) / 38 in = -272 Ib • Vcol = 0.75*V/2 = 110 lb • Interaction Eqn. [0 Ib/ 920 Ib] + [110 lb/ 1050 Ib] = 0.10 < 1.2 Therefore, Ok Top Shelf Loaded Only: Allowable Tension = 920 lb 0.7E = 0.7 *[2/3 *1.128 *0.931 *1.5 *(0.67`600 lb +2501b)/4] Allowable Shear = 1,050 lb = 120 lb # of Anchors / Plate = 1 Depth = 38.00 in Movt = 0.75 *(Fi x hi) = 0.75 *120 lb *70 in = 6,291 in -lb Mst = [(0.6 -0.11 S + (0.6- 0.14S x Depth / 2 = 8,207 in -lb • • Puplift = (Movt - Mst) / Depth = (6291 in -lb - 8207 in -Ib) / 38 in = -50 Ib - Vcol = 0.75*V/2 V = 45 lb Interaction Eqn. [0 Ib/ 920 Ib] + [45 Ib/ 1050 lb] = 0.04 < 1.2 Therefore, Ok USE (1) 3/8"0 x 2" MIN. EMBED. HILT! KB -TZ (ICC ESR -1917) PER BASE PLATE. a. SEIZMIC INC. PROJECT AUTOZONE #3756 FOR AUTOZONE • MATERIAL HANDLING - ` - -- SHEET NO. -- 7 -- • TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 LOAD COMBINATIONS FOR SLAB ANALYSIS Load combination per 2006 RMI Resultant Load combination 1 1.4DL + 1.2PL 1.4DL + 1.2PL 2 1.2DL + 1.4PL + 1.6LL + 0.5(SL or RL) 1.2DL + 1.4PL 3 1.2DL + 0.85PL + 0.5LL + 1.6(SL or RL) 1.2DL + 0.85PL 4 1.2DL + 0.85PL + 0.5LL + 1.3WL + 0.5(SL or RL) 1.2DL + 0.85PL 5 (1.2 +0.2S + (0.85 +0.2S + EL DL- total /col = 1251b PL- total /col = 1,500 lb EL = Movt /Depth = 804 lb Load combination 1 Pmax = 1.4DL + 1.2PL = 1.4x1251b+ 1.2x1500lb = 1,975 lb Load combination 2 Pmax = 1.2DL + 1.4PL = 1.2 x 125 lb + 1.4 x 1500 lb = 2,250 lb Load combination 3 & 4 Pmax = 1.2DL + 0.85PL = 1.2x1251b +0.85x1500lb = 1,425 lb Load combination 5 Pmax = (1.2 +0.2S + (0.85 +0.2S + EL = 1.34 x 125 lb + 0.99 x 1500 lb + 804 lb = 2,456 lb SEIZMIC INC. PROJECT AUTOZONE #3756 FOR AUTOZONE MATERIAL HANDLING ENGINEERING SHEET NO. 8 TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 SLAB AND 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 = 2,456 lb Fpunct = 2.66 x (Ft "0.5) = 2.66 x (2500 psi) A 0.5 = 133 psi Apunct = [(Weff. +t /2) +(Deff. +t /2)] x 2 x t = [(2 in +4 in) + (3.25 in + 4 in)] x 2 x 4 in = 106 in ^2 fv /Fv = P /[Apunct x Fpunct] = 24561b/[106 in ^ 2 x 133 psi x 0.55] I 0.32 < 1.0 OK b) Bearing: 0Bn= 0.85x0xfcxA1 = 7,597 lb Pu / 0Bn = 2456 lb / 7597 lb 0.32 < 1.0 OK c) Slab Tension Asoil = P /[1.0 x fs] = 2456 Ib /[1.0 x 1000 psf /(144 in ^ 2/ft ^ 2)] = 354 in ^ 2 Base Plate: L = Asoil ^ 0.5 = (353.7 in ^ 2) ^ 0.5 Weft. = 2.00 in = 18.8 in Deft. = 3.25 in B= [Weff.xDeff.] ^0.5 +t Al = 6.5 in ^2 = [2 in x 3.25 in] ^0.5 + 4 in = 6.6 in Concrete: b = (L -B) /2 = (18.81 in - 6.6 in) /2 Thickness = 4.00 in = 6.1 in fc = 2,500 psi Mconc = (w) (b ^ 2)/2 = [(1.0) (fs) (b ^ 2)]/[144 (in ^ 2/ft ^ 2) x 2] = [1.0 x 1000 psi x (6.1 in) ^ 2]/[144 (in ^ 2/ft "2) x 2] = 129 in -lb Soil: Sconc = 1 in x (t ^ 2)/6 = 1 in x (4 in) ^ 2/6 fs = 1,000 psf =2.67 in ^ 3 Fconc = 5x0xfc ^0.5 = 5 x 0.55 x (2500 psi) ^ 0.5 0= 0.55 = 137.5 psi fb /Fb = Mconc /[Sconc x Fconc] = 129.39 in-lb/[(2.67 in ^ 3)(137.5 psi)] I 0.35 < 1.0 OK • • • SEIZMIC INC. - PROJECT AUTOZONE#3756 FOR AUTOZONE • MATERIAL HANDLING ENGINEERING -- - - - • - - SHEET NO. - - - -- 9- - - - - -- - - - - - - - - -- - TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 GONDOLA FIXTURE ANALYSIS SEIZMIC - INC. PROJECT AUTOZONE #3756 FOR AUTOZONE MATERIAL HANDLING ENGINEERING • SHEET NO. 10 TEL: (909) 869 -0989 / FAX: (909) 869 -0981 . CALCULATED BY AM " ' 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 LOADS & DISTRIBUTION: TYPE GI (114 "Hx48 "Wx16 "D) ' SEISMIC SHEAR BASED ON SECTION 1613 OF THE 2007 OSSC AND CHAPTER 15 OF ASCE 7 -05. SITE CLASS = D Sms = 1.050 WHERE Sms = Fa*Ss AND Ss = 0.931, Fa = 1.128 Sp = 0.700 1 = 1.00 R = 3 < = == TABLE 15.4 -2 (STEEL DISTRIBUTED MASS CANTILEVER STRUCTURE) WORKING STRESS REDUCTION = 0.7 LIVE LOAD = 150 lb /LEVEL HEIGHT = 114.0 in DEAD LOAD = 5 lb /LEVEL DEPTH = 16.0 in #. OF LEVELS = 9 LATERAL FORCE 0.7E = 0.7`[(2/3)`1.05`1 "(0.67`1350 LB +45 LB) /3] = 155 lb LATERAL FORCE DISTRIBUTION: SINGLE SIDE LOADED h LEVEL WEIGHT HEIGHT W X H Fi (trans) Movt = Z(Fi * H) 16.0 in 1 155 "lb 16.0 in 2,480 in-lb 4.3 lb 69 in -lb 12.0 in 2 155 lb 28.0 in 4,340 in -lb 7.5 lb 211 in -lb 12.0 in 3 155 lb 40.0 in 6,200 in -lb 10.8 lb 431 in -lb 12.0 in 4 155 lb 52.0 in 8,060 in -lb 14.0 lb 728 in -lb 12.0 in 5 155 lb 64.0 in 9,920 in -lb 17.2 lb 1,103 in -lb 12.0 in 6 155 lb 76.0 in 11,780 in-lb 20.5 lb 1,555 in -lb 12.0 in 7 155 lb 88.0 in 13,640 in -lb 23.7 lb 2,085 in -lb 12.0 in 8 155 lb 100.0 in 15,500 in -lb 26.9 lb 2,693 in -lb 12.0 in 9 155 lb 112.0 in 17,360 in -lb 30.2 lb 3,378 in -lb 112 in I Z =I 89,280 in -lb 155.1 lb 12,254 in -lb Type G1 is a single unit. • Pcol = (Wp x NO. OF LEVELS) / 2 Mcol(static) = (LL +DL) x Depth / 2 x # of levels /2 = (150 lb +51b)x9LEVELS /2 = 155lbx16in/2x 9/2 = 698 lb = 5,580 in -lb Mcol(seismic) = E(V • H) /2 = 6,127 in -lb • • • • SEIZMIC - INC. PROJECT AUTOZONE #3756 FOR AUTOZONE MATERIAL HANDLING -ENGINEERING- -- - - - - - • -- -- SHEET NO:- - --11- -- - -- - - - -- - - -- -- - TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 ARM ANALYSIS: TYPE GI (114 "Hx48 "Wx16 "D) CHECK TENSION CAPACITY: ARM SPAN (max)= 24.0 in .� LOAD = 155 lb /LEVEL 2 7/32" \ 13", 16" & 24" M = LOAD x (ARM SPAN /2) = 155 lb/LEVEL x 24 in /2 = 1,860 in-lb 11 GA. ASSUME ONLY THE TOP CLIP IN TENSION TENSION CAPACITY = T= 0.6Fy x A = 0.6 x 36000 psi x 0.091[1'2 = 1944 lb A = 0.090 inA2 Fy = 36,000.0 psi MOMENT CAPACITY = T x d d = 1.125 in = 1944Ibx1.125in = 2,187 in -lb > 1860 in -lb OK CHECK FOR SHEAR CAPACITY: Varm = LOAD /2 = (150 lb + 5lb)/ 2 = 78 lb /LEVEL • SHEAR CAPACITY = 0.4Fy * A = 0 -4 x 36000 psi x 0.09 inA2 = 1296 lb > 77.5 lb OK BASE BRACKET ANALYSIS: TYPE G1 (114 "Hx48 "Wx16 "D1 McoI(MAX) = Mcol(static) + 0.75 *Mcol(seismic) = 10,175 in -lb \ � 13%1B"821 fb = Mcol(total) /Sx = 10175 in-lb / 1.18 inA3 = 8,623 psi "G" Fb = 0.6 x 36000 psi 1BGA I = 21,600 psi WO LEVELER BOLT , 3 I"8 fb /Fb = 8623 psi / 21600 psi = = 0.40 <1.0 OK Fb = 36,000.0 psi Sx= 1.18 in'3 • SEIZMIC INC. PROJECT AUTOZONE #3756 • FOR AUTOZONE MATERIAL HANDLING ENGINEERING SHEET NO. 12 , • TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM . 161 ATLANTIC STREET, POMONA, CA 91768 ' DATE - 9/13/2010 COLUMN ANALYSIS: TYPE G1 (114"Hx48'Wx16"D) V • Pmax = (1 +0.11S + 0.75`(1 +0.14S � = 1160 lb • eca }I 1 . E Mcol(max) = 10,175 in -lb e 1 . r . ` 1 1 00 TA 2 5/8' g Kx lx/rx = 2.1 t 110 in/1.604 in = 144.0 3/8' x 3/4 Kyly /ry = 2'16 in/0.884 in '. 144.0 1B�` 0 SLOTS TYP, = 36.2 (GOVERNS) 4 /, Cc = (2Tr ^2E /Fy) ^.5 = 126.1 LEVELER ASSEMBLY SW 3/8'0 LEVELER BOLT SINCE KI /r > Cc USE Fa = [12Tr^2E] /[23(KI/r) "2] Fa = [12Tr ^2E] /[23(KI /r) ^2] = 7,200 psi SECTION PROPERTIES fa = Pcol / Area Fy= 36;000 psi = 1,527 psi Area = 0.760 inA2 Ix = 1.956 in ^4 fb = M /Sx Sx = 1.53 in "3 = 10175 in- lb/1.526 inA3 rx = 1.604 in = 6,668 psi ly = .594 inA4 Sy = 0.64 in ^3 fa /Fa = 0.21 > 0.15 USE fa /Fa + Cm *fb /Fb[1- fa /F'e] ry = .884 in Lx= 110 in Fb = .6 *Fy Ly = 16 in = 21,600 psi Fe = 12 r ^2E /23(KI /r) ^2 = 7,200 psi Cm•fb /Fb[1- fa /F'e] = 0.39 COMBINED STRESS = 0.60 < 1.0 O.K. • - SEIZMIC • INC. PROJECT AUTOZONE #3756 - FOR AUTOZONE MATERIAL HANDLING-ENGINEERING -- - - — - - -- -• -- - - - - TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 OVERTURNING ANALYSIS: TYPE G1 (114 "Hx48 "Wx16 "D) (0.6 -0.11 S + (0.6- 0.14S - 0.75`0.7EL Full Loaded Condition: Allowable Tension = 920 lb Movt = 0.75 *(Fi x hi) Allowable Shear = 1,050 lb = 9,190 in -lb # of Anchors / Plate = 2 Depth = 16.00 in Mst = [(0.6- 0.11S + (0.6- 0.14S x Depth / 2 = 5,610 in -lb Puplift = (Movt - Mst) / Depth - = (9190 in -Ib,- 5610 in -Ib) / 16 in = 224 lb Vcol = 0.75`V = 116 lb Interaction Eqn. [224 Ib/ 1840 Ib] + [116 Ib/ 4200 Ib] = 0.14 < 1.2 Therefore, Ok USE (2) 3/8 "0 x 2" MIN. EMBED. HILT! KB -TZ (ICC ESR -1917) PER BASE PLATE, PER INTERIOR. (1) ANCHOR PER BASE PLATE PER EXTERIOR. • • SEIZMIC INC. _ PROJECT AUTOZONE 03756 FOR AUTOZONE MATERIAL HANDLING ENGINEERING SHEET NO. 14 TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 LOADS & DISTRIBUTION: TYPE N (144 "Hx48 "Wx16 "D /24 "D) SEISMIC SHEAR BASED ON SECTION 1613 OF THE 2007 OSSC AND CHAPTER 15.5 OF THE ASCE 7 -05. • SITE CLASS = D • S = 1.050 WHERE Sms = Fa`Ss AND Ss = 0.931, Fa = 1.128 SDS = 0.700 . = 1.00 R = 3 - < = == TABLE 15.4 -2 (STEEL DISTRIBUTED MASS CANTILEVER STRUCTURE) WORKING STRESS REDUCTION = 0.7 • • LIVE LOAD = 80 lb /LEVEL DEAD LOAD = 5 lb /LEVEL # OF LEVELS = 7 LATERAL FORCE 0.7E = 0.7`[(2/3)`1.05`1`(0.67`1120 LB +70 LB) /3J • = 134 1b LATERAL FORCE DISTRIBUTION: DOUBLE SIDE LOADED h LEVEL WEIGHT HEIGHT W X H Fi (trans) Movt =E(Fi * H) 18.0 in 1 170 lb 18.0 in 3,060 in -lb 4.4 lb 79 in -lb 18.0 in 2 170 lb 36.0 in 6,120 in -lb 8.7 lb 315 in -lb 18.0 in 3 170 lb 54.0 in 9,180 in -lb 13.1 lb 708 in -lb 30.0 in 4 170 lb 84.0 in 14,280 in -lb 20.4 lb 1,713 in -lb 18.0 in 5 170 lb 102.0 in 17,340 in -lb 24.8 lb 2,526 in -lb 18.0 in 6 170 lb 120.0 in 20,400 in -lb 29.1 lb 3,496 in -lb 18.0 in 7 170 lb 138.0 in 23,460 in -lb 33.5 lb 4,624 in -lb 138 in J I =I 93,840 in -lb 134.0 lb 13,460 in -lb PcoI = 5 lb x 7 LEVELS x 2 Mcol(seism = FN ` H) = 70 lb = 13,460 in -lb PcoI = 80 lb x 7 LEVELS x 2 = 1120 lb • • SEIZMIC INC. PROJECT AUTOZONE #3756 FOR AUTOZONE _ MATERIAL HANDLING ENGINEERING_ __ . _ _ _. _.__ _ __ __ _ _ SHEET_NO._ ..._..- .15— - -- -- -- -- — - -- - - - TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 COLUMN ANALYSIS: TYPE N (144 "Hx48 "VVx16 "D /24 "D) • Pmax = (1 +0.11 S + 0.75'(1 +0.14S = 998 lb 11:.0' 8 G 1 3 /B� Mcol(max) = 0.75*Mcol(seismic) r P /�\ I ,• T , 10,095 in lb /j 00 TMP- 2 5/9• 2 en9 Kxlx/rx = 2.1`140 in /1.604 in = 183.3 I • SLATS 3 TYP. 1e GA \ Kyly /ry = 2 *18 in/0.884 in 183.3 4/ = 40.7 (GOVERNS) Cc = (2TrA2E /Fy)^.5 LEVFl Fp I = 126.1 ASSEMBLY t � 3/0•0 LEVELER BOLT SINCE KI /r > Cc USE Fa = [12rr^2E] /[23(KI/r) ^2] Fa = [12Tr^2E]/[23(KI /r) = 4,445 psi SECTION PROPERTIES fa = Pcol / Area Fy= 36,000 psi • = 1,313 psi Area = 0.760 in "2 Ix = 1.956 inA4 fb = M /Sx Sx = 1.53 inA3 = 10095in- Ib/1.526 inA3 rx = 1.604 in = 6,615 psi ly = .594 inA4 Sy = 0.64 inA3 fa /Fa = 0.30 > 0.15 USE fa/Fa + Cm''fb /Fb[1- fa /F'e] ry = .884 in Lx= 140 in Fb =.6 *Fy Ly =18in = 21,600 psi F'e = 127^2E/23(KI/r) ^2 = 4,445 psi Cm "fb /Fb[1- fa /F'e] = 0.43 COMBINED STRESS = 0.73 < 1.0 O.K. • • • • .SEIZMIC INC. PROJECT AUTOZONE #3756 FOR AUTOZONE • MATERIAL HANDLING ENGINEERING SHEET NO. 16 - TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 • • OVERTURNING ANALYSIS: TYPE N (144 "Hx48 "Wx16 "D /24 "D) • (0.6 - 0.11 Sos)DL + (0.6- 0.14S - 0.75*0.7EL Full Loaded Condition: Allowable Tension = 920 lb Movt = 0.75 *(Fi x hi) Allowable Shear = 1,050 lb • = 10,095 in -lb # of Anchors/ Plate = 2 • Depth = 40.00 in Mst = [(0.6 -0.11 S + (0.6- 0.14S x Depth / 2 = 11,977 in -lb OCCURENCE OF ANCHORS = 2 Puplift = (Movt - Mst) / Depth - = (10095 in -lb - 11977 in -lb) / 40 in = -47 lb Vcol = 0.75*V = 101 lb Interaction Eqn. [0 Ib! 1840 Ib] + [201 lb/ 4200 Ib] = 0.05 < 1.2 Therefore, Ok USE (2) 3/8 "0 x 2" MIN. EMBED. HILT! KB -TZ (ICC ESR -1917) PER BASE PLATE AT FRONT ONLY, EVERY OTHER BAY. • • SEIZMIC INC. PROJECT AUTOZONE #3756 FOR AUTOZONE MATERIAL HANDLING_ ENGINEERING _ • TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 LIGHT DUTY STORAGE ANALYSIS i l SEIZMIC • INC. PROJECT AUTOZONE #3756 FOR AUTOZONE MATERIAL HANDLING ENGINEERING SHEET NO. 18 . TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 LOADS & DISTRIBUTION: TYPE I • SEISMIC SHEAR BASED ON SECTION 1613 OF THE 2007 OSSC AND SECTION 15.5 OF THE ASCE 7 -05. SITE CLASS = D S = 1.440 WHERE Sms = Fa`Ss AND Ss = 1.44, Fa = 1 SDS = 0.960 1 =1.00 R = 4 < = == TABLE 15.4 -1 OF ASCE 7 -05 WORKING STRESS REDUCTION = 0.7 LIVE LOAD= 100 lb/LEVEL DEAD LOAD= 5 lb/LEVEL # OF LVLS= 10 <__= NOTE: NO LOAD ON TOP LEVEL • LATERAL FORCE FULLY LOADED 0.7E = 0.7`[2/3`1.44`1 `(0.67`900 lb+50 lb) /4] = 110 lb LATERAL FORCE DISTRIBUTION LEVEL wx(DL +LL) hx wxhx . Fi Movt= EFI`hx 1 105 lb 14.0 in 1,470 in-lb 2.4 lb 34 in-lb 2 105 lb 28.0 in 2,940 in-lb 4.8 lb 135 in-lb • 3 105 lb 42.0 in 4,410 in-lb 7.2 lb 304 in-lb 4 105 lb 56.0 in 5,880 in-lb 9.6 lb 540 in-lb 5 105 lb 70.0 in 7,350 in-lb 12.1 lb 844 in-lb 6 105 lb 84.0 in 8,820 in-lb 14.5 lb 1,215 in-lb 7 105 lb 98.0 in 10,290 in-lb 16.9 lb 1,654 in-lb 8 105 lb 112.0 in 11,760 in-lb 19.3 lb 2,161 in-lb 9 105 lb 126.0 in 13,230 in-lb 21.7 lb 2,735 in-lb 10 5 lb 144.0 in 720 in-lb 1.2 lb 196 in-lb Z =I 66,870 in-lb 109.7 lb 9,818 in-lb 67% LOADED V 0.7E = 0.712/3`1.44`98 "(0.67`0.67 Ib +50 Ib) /4] . = 76 lb LATERAL FORCE DISTRIBUTION LEVEL wx(DL +LL) hx . wxhx Fi Movt= EFi`hx 1 72 lb 14.0 in 1,008 in-lb 1.7 lb 23 in-lb 2 72 lb 28.0 in 2,016 in-lb 3.3 lb 93 in-lb 3 72 lb 42.0 in 3,024 in-lb 5.0 lb 210 in-lb 4 72 lb 56.0 in 4,032 in-lb 6.7 lb 374 in-lb 5 72 lb 70.0 in 5,040 in-lb 8.3 lb 584 in-lb 6 72 lb 84.0 in 6,048 in-lb 10.0 lb 841 in-lb 7 72 lb 98.0 in 7,056 in-lb 11.7 lb 1,145 in-lb 8 72 lb 112.0 in 8,064 in-lb 13.3 lb 1,495 in-lb 9 72 lb 126.0 in 9,072 in-lb 15.0 lb 1,892 in-lb 10 5 lb 144.0 in 720 in-lb 1.2 lb 197 in-lb F =J 46,080 in-lb 76.3 lb 6,855 in-lb SEIZMIC _ INC. PROJECT AUTOZONE #3756 FOR AUTOZONE MATERIAL HANDLING ENGINEERING _ _ _ - SHEET NO. 19 _ 19 _ __ _ __ __ __ _ _ ' TEL: (909) 869 -0989 FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 TRANSVERSE SEISMIC LOADS: TYPE I THE FRAME SHALL BE ANALYZED AS A BRACED FRAME IN THE LONGITUDINAL DIRECTION, AND A MOMENT RESISTING FRAME IN THE TRANSVERSE DIRECTION, UTILIZING MOMENT RESISTANT SPREADER TO COLUMN CONNECTIONS. w(LL +DL) V = 109.7 lb i�`' > 141.5 in Vcol= 54.9 lb j .......i......_...... -..... - - h5 TRANSVERSE SEISMIC — > M1 -1= Vcol' h1 F / _ 3 �_ __� = 54.9 lb* 5.25 in 104.3 in M ' � 44 = 288 in-lb • 7 h4 M2 -2= [Vcol- (F1 +F2) /2) * h2/2 = [ 54.9 lb - (2.41 lb + 4.82 Ib) /2]`30 in /2 > = 769 in -lb F2 _ - 65.3 in M 3,3 / r te % V • M3 -3= [Vcol- (F1 +F2 +F3 +F4)/2] * h3/2 / . > = 642 in-lb h3 35.3 in CONNECTION MOMENT F —4" / Mconnl -1= [(M1 +1) +(M2 -2)J12 M22 hA g . = 528 in-lb ./.. Mconn2-2= [(M2 +2) +(M3 -3)]/2 V coi t —� • = 705 in-lb M�_��c, ° h1 5.3 in v Mconn. max.= 705 in-lb _ DEPTH TRANSVERSE ELEVATION VERIFY ADEQUACY OF COLUMN Mcol.max.= 769 in -lb h1= 5.3 in h2= 30.0 in h3= 30.0 in h4= 39.0 in h5= 37.3 in depth= 12.0 in • SEIZMIC - INC. PROJECT AUTOZONE #3756 - FOR AUTOZONE MATERIAL HANDLING ENGINEERING SHEET NO. 20 TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 COLUMN ANALYSIS: TYPE I TRANSVERSE DIRECTION LOADS A Pmax = (1 +0.11 S + 0.75 *(1 +0.14Sp + 0.75 *Mont/D'"�``�^=� ""J = 1024 lb . X Mmax = 0.75 *Mcol.max = 576 in -lb B KxLx/rx = 43.3 43.3 KyLy /ry = 35.1 - (GOVERNS) PROPERTIES A = 0.75 in Cc = (2102E /Fy) ^0.5 B = 1.66 in = 126.1 t = 0.06 in AREA = 0.217 in ^2 SINCE KI /r < Cc USE Fa = .522Fy- [(KI/r *Fy) /1494] ^2 Sx = 0.06 inA3 rx = 0.323 in Fa = .522Fy- [(KI/r *Fy)/1494] ^2 Sy = 0.06 inA3 = 17,701 psi ry = 0.479 in Fy = 36,000 psi fa = Pmax/A Kx = 1.0 = 4,719 psi Ky = 1.2 Cm = 1.00 fb = Mmax /Sy ...... = 9,938 psi F'e = (12rr ^2E) /((23(KUr) ^2) = 79,488 PSI Fb = 0.6 *Fy Lx .:::................... = 21,600 psi fa/Fa = 0.27 > 0.15 II Ly (1- fa /F'e)= 0.941 ::.:::::.::::. ..:.:. fa /Fa + Cm *fbl(Fb *(1- fa /F'e))= 0.76 < 1.0 OK SIDE VIEW FRONT VIEW Lx= 14.0 in Ly= 14.0 in • _ '- SEIZMIC ---------- PROJECT ��z�Ew�s INC. #3756 __ ~- FOR AUTOZONE _ _ _ _ _ _ _ _ _ . 2 1 , ENGINEERING_ —' —' _ _- s*sslwm. _- --zz, - -- ' TEL: (909) 869-0989 / FAX: (90e ) 869-0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 TRANSVERSE MOMENT CONNECTION ANALYSIS: TYPE I W1conn=OJ5 �� ~529in�b �� (A) SHEAR CAPACITY DF CONNECTOR TABG� � a� F�K�|N)=8G.00OPSI E. ~~~ n`x2° Area = TAB HEIGHT * TAB THK , .^ = 0.3in°0.06 in 3 ' ^~ �� ° = .018 ^'~ � � Pmox=A°(U.4Fy) i Is/an Is/an =259 lb � 4 | P1=Pmnx 0 =259 lb P2= (1.5/3.5)P1 BRACE FITS TIGHTLY IN THE INTERIOR OF THE COLUMN. = 111 lb ATTACH wv**oSCREWS (2 PER END) (B) MOMENT CAPACITY OF METAL STRINGER: GvHOR BRACE = .22in"3 ft) =Mmox/Gx = 529 in'|b0.22in^3 = 2,404 psi Fh=OfrFy • TAB P PERTES =O.O^36DOOpsi H = 0.30 in = 21,600 psi t = 0.06 in fb/Fb = 2404 psi/2 600 psi END VIEW P1 = 0�1 < 1.0 O.K. | (C) MOMENT CAPACITY OF CONNECTOR TABS: � P2 3.5" Mcnnn.00p=P1 ~275in+P2^O75in | = (259.2 |6)*(2J5 in) + (111.1 Ib)*(0.75 in) 1.5^ = 796 In-lb > 529 in-lb O.K. | � � | SIDE VIEW - ' • • • SEIZMIC INC. PROJECT AUTOZONE #3756 FOR AUTOZONE MATERIAL HANDLING ENGINEERING SHEET NO. 22 TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 BRACING ANALYSIS: TYPE I , BRACING CAPACITY IS GOVERNED BY TENSION CAPACITY OF CROSS BRACING AND SHEAR CAPACITY OF CONNECTION SCREW. . . • 1 1 BAY 1 BAY 2 I BAY 3 BAY 4 BAYS �l — width DENOTES X -BRACE LOCATION PLAN VIEW 48„-- Vtot L. 3/4" x 16 GA. STRAP � ' _'!_ --__ � /\ A&NI 114/ \���I \7� 144" IM1 PM 11111, 1 40" PligiL -�w GENERAL CONFIGURATION: LONGITUDINAL BRACE Vlongit(eff)= 0.75 *Vtot *2 BAYS /1 X- BRACES <__= 2 BAYS TRIB. TO X- :RACES. = 165 lb Vdiag= Vlonglt(eff)*(Ldiag/Lhoriz) 3/4" = 165 lb * (80 in /48 in) = 274 lb < = == SEISMIC LOAD IN TENSION "X" BRACE (3/4" x 16 c a STRAP) SHEAR CAPACITY OF #8x3/4" SHEET METAL SCREW t (GAUGE) = 16 GA. PER PART V SECTION E4 OF THE 1996 AISI COLD FORMED MANUAL. AREA(gross)= 0.045 in ^2 0= 3 AREA(net)= 0.036 inA2 SHEAR IS TAKEN AS LEAST OF Pns: Lhonz= 48.00 in Pns= 4.2 *(t2 ^3 *d) ^0.5 *Fu2 Lvert= 64.00 in = 4.2 * [(0.06 in) ^3 * 0.164 in1^0.5 * 58000 psi Ldiag= 80.00 in = 1450 lb Fy= 36,000 psi Pns= 2.7 *t1 *d *Fu1 Fu= 58,000 psi = 2.7 * 0.06 in * 0.164 in * 58000 psi Fv= 10,000 psi = 1541 lb SCREW DIAM.= 0:164 IN Pns= 2.7 *t2 *d *Fu2 SCREW TYPE = #8x3/4" SHEET METAL SCREW = 2.7 * 0.06 in * 0.164 in *58000 psi = 1541 lb t1=t -top plate= 0.06 in Pns -eff/0= (1450 lb/3) t2 =bottom plate= 0.06 in = 483 lb > Vdiag OK IN SHEAR Fu1 =Fu of top plate= 58,000 psi Fu2 =Fu of bottom plate= 58,000 psi d =screw diam= 0.164 in • SEIZMIC • INC. PROJECT AUTOZONE #3756 FOR AUTOZONE MATERIAL HANDLING ENGINEERING _ _ _SHEET _NO. 23 TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 OVERTURNING ANALYSIS: TYPE I depth•2 NO LOAD ON (0.6 -0.11 S + (0.6- 0.14S - 0.75'0.7EL TOP LEVEL ®I I........ • 67% Loaded Condition: Mg1 F„ V : r. Movt = 0.75 *Z(Fi * Hi) *2 i = 10,282 in - lb _ F _ Mst = [(0.6 -0.11 S + (0.6- 0.14S x Depth *2 / 2 = 7,331 in -lb F4 Puplift = [Mot - Mst] / Depth F3 _—> = 123 lb <= UPLIFT F2 RM Vcol = 0.75*V*2/2 = 57 lb LES TRANSVERSE ELEVATION Interaction Eqn. (2 *123 1b /920 Ib) + (2 *57 lb /1050 lb) = 0.38 < 1.2 OK Top Shelf Loaded Only: 0.7E = 0.7 *[2/3 *1.44`1`1 *(0.67 *100 lb +50 Ib) /4] TOTAL DEPTH = 24.0 in = 19.7 lb DEPTH OF UNIT (d) = 12.0 in TOP SHELF HT = 126.00 in Movt = 0.75 *E(Fi * Hi) *2 # LEVELS= 10 = 0.75 * 19.7 lb * 126 in * 2 = 3,715 in -lb ANCHOR QUANTITY = 1 Mst = [(0.6 -0.11 S + (0.6- 0.14S x Depth *2 / 2 PULLOUT = 920 lb = 1,711 in -lb SHEAR = 1,050 lb OCCURRENCE = 2 Puplift = [Mot - Mst] / Depth = 84 lb <= UPLIFT Vcol = 0.75 *Vtop *2 /2 = 151b Interaction Eqn. (2184 LB /920 Ib) + (2 *15 Ib 11050 Ib) = 0.21 < 1.2 OK FOR TYPE I UNITS: (1) 3/8 "0 x 2" MIN. EMBED. HILTI KB -TZ (ICC ESR -1917) PER BASE PLATE; ANCHOR PERIMETER COLUMNS, STAGGERED AND AT ENDS. • • SEIZMIC - INC. PROJECT AUTOZONE #3756 FOR AUTOZONE • MATERIAL HANDLING ENGINEERING SHEET NO. 24 TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE . 9/13/2010 BASE PLATE ANALYSIS: TYPE I . Pcol.max. = 1,024 lb <_= SEE COLUMN ANALYSIS Pcol • BASE PLATE WIDTH (D)= 2.25 in EFF.BASE PLATE DEPTH (B)= 1.75 in b = 1.50 in — bl — '"' -- b b1 =0.25 in B THICKNESS (t) = 0.06 in Fy = 36,000 psi Fa • fa =P /A = Pcol /((D)(B))= 260 psi f f 111 f f f f • Mbase= (W/iin)(L ^2)/2 = (fa"1 "STRIP)(b1 ^2)/2 = 8.1 in -lb Sbase= (1)(t 1 '2)/6 = 0.0006 in ^3 Fbase = (0.75)(Fy) = 27,000 psi fb/Fb = Mbase /((Sbase)(Fbase)) = 0.50 OK ACTUAL BASE PLATE SIZE IS 2.25 in x2 in x0.0598 in, ONLY AN EFFECTIVE BASE PLATE SIZE OF 2.25 in x1.75 in x0.0598 in IS USED IN THE ANALYSIS. • SEIZMIC INC. PROJECT AUTOZONE #3756 FOR AUTOZONE MATERIAL HANDLING ENGINEERING SHEET NO. 25 TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 LOAD COMBINATIONS FOR SLAB ANALYSIS Load combination per 2006 RMI Resultant Load combination • 1 1.4DL + 1.2PL 1.4DL + 1.2PL 2 1.2DL + 1.4PL + 1.6LL + 0.5(SL or RL) 1.2DL + 1.4PL 3 1.2DL + 0.85PL + 0.5LL + 1.6(SL or RL) 1.2DL + 0.85PL 4 1.2DL + 0.85PL + 0.5LL + 1.3WL + 0.5(SL or RL) 1.2DL + 0.85PL 5 (1.2 +0.2Sp + (0.65 +0.2S + EL DL- total /col = 25 lb PL- total /col = 495 lb • EL = Movt/Depth = 1,169 lb Load combination 1 Pmax = 1.4DL + 1.2PL = 1.4x25 lb +1.2x495 lb = 629 lb Load combination 2 Pmax = 1.2DL + 1.4PL = 1.2x251b+ 1.4x4951b = 723 lb Load combination 3 & 4 Pmax = 1.2DL + 0.85PL = 1.2x25 lb + 0.85 x 495 lb = 451 lb Load combination 5 Pmax = (1.2 +0.2S + (0.85 +0.2S + EL = 1.39x25 lb + 1.04 x 495 lb + 1169 lb = 1,719 lb • SEI ZMIC INC. PROJECT AUTOZONE #3756 • FOR AUTOZONE MATERIAL HANDLING ENGINEERING SHEET NO. 26 TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 SLAB & SOIL ANALYSIS: TYPE I • A) PUNCTURE Pmax = 1719.4 lb Fpunct = 2.66*sqrt(fc)*0 = 120 psi Apunct = (B +D) *21 = 32.0 inA2 fv /Fv = Pmax/(Apunct Fpunct) / I B = 0.45 SINCE NO PUNCTURE OCCURS, THE SLAB WILL / L DISTRIBUTE THE LOAD OVER A LARGER AREA OF • SOIL & ACT AS A FOOTING. BASE PLATE: BASE PLATE DEPTH (B)= 1.75 In B) SLAB TENSION BASE PLATE WIDTH (D)= 2.25 in Asoil = Pmax 144 /fsoil SLAB: = 247.593 in ^2 t = 4.0 in (minimum required) L = (Asoil) ^.5 fc' = 2,500 psi = 15.7 in (minimum required) B = sqrt(B*D) + t 0= 0.55 = 6.0 in SOIL: 1= (L -B) /2 fs = 1,000 psf = 4.9 in Mconc = wl ^2/8 = (fsoii'I ^2) / (144'2) = 83 in -lb Sconc = 1 in *t ^2/6 = 2.67 inA3 fconc = 50` sqrt(f c) = 138 psi fb /Fb = Mconc/(Sconc*fconc) = 0.23 SEIZMIC - • INC. PROJECT AUTOZONE #13756 FOR AUTOZONE MATERIAL HANDLING ENGINEERING _ _ _ _ _ SHEET NO. _ __ _ 27 __ _ __ _ _ __ TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 LOADS & DISTRIBUTION: TYPE H ANALYSIS BASED ON SECTION 1613 OF THE 2007 OSSC AND SECTION 13.3 OF THE ASCE 7 -05: SITE CLASS = D Sms = 1.050 WHERE Sms = Fa *Ss AND Ss = 0.931, Fa = 1.128 1p = 1.00 Sos = 0.700 , Rp= 2.5 ap = 1.0 Fp = [ 0.4 * ap * (2 /3 *Fa *Ss) *Ip /(Rp) ] * Wp = 0.112 Wp depth EXCEPT WHERE: -I` Fp shall not be taken as less than 0.3 *(2/3 *Fa *Ss) *Ip *Wp = 0.210 Wp NO LOAD •1V.T0 LEVEL AND " RE not required to be taken as greater than 1.6 *(2/3 *Fa *Ss) *Ip*Wp = 1.120 Wp.. F ---> .: : V Fp (GOVERNS) = 0.210 Wp P # OF LEVELS = 10 w LIVE LOAD = 100 lb F - 1 DEAD LOAD = 5 lb NOTE: NO LOAD ON TOP LEVEL FP ■� , 144.0 IN BM LONGITUDINAL DIRECTION & TRANSVERSE DIRECTION F, _-> iii . Fp = 0.3 *SDS *Ip*Wp = [0.3 *((2/3) *1.128 *0.931) *1] * (0.67 *100 lb + 5 lb) FP = 15.1 lb "' a =te • F _> El . Vtotal = 137 lb TRANSVERSE ELEVATION LATERAL FORCE DISTRIBUTION I • h LEVEL WEIGHT - HEIGHT Fp Movt 14.0 in 1 105 lb 14.0 in 15.1 lb 211.7 in -lb 14.0 in 2 - 105 lb 28.0 in 15.1 lb 423.4 in -lb 14.0 in 3 105 lb 42.0 in 15.1 lb 635.1 in -lb 14.0 in 4 105 lb 56.0 in 15.1 lb 846.9 in -lb 14.0 in 5 105 lb 70.0 in 15.1 lb 1058.6 in -lb 14.0 in 6 105 lb 84.0 in 15.1 lb 1270.3 in -lb 14 0 in 7 105 lb 98.0 in 15.1 lb 1482.0 in -lb 14.0 in 8 105 lb 112.0 in 15.1 lb 1693.7 in -lb 14.0 in 9 105 lb 126.0 in 15.1 lb 1905.4 in -lb 18.0 in 10 5 lb 144.0 in 1.1 lb 151.2 in -lb I WH =1 137 lb 9678.3 in -lb • - SEIZMIC INC. PROJECT AUTOZONE #3756 ` FOR AUTOZONE MATERIAL HANDLING ENGINEERING SHEET NO. 28 TEL: (909) 869 -0989 / FAX: (909) 869 -0981 CALCULATED BY AM 161 ATLANTIC STREET, POMONA, CA 91768 DATE 9/13/2010 WALL ADEQUACY ANLAYSIS: TYPE H • WALL LATERAL LOAD = 5. psf (PER SECTION 1607.13 OF THE 2007 OSSC) WALL AREA/UNIT = (144 in) * (48 in) = 6912. in ^2 = 48.ft^2 NOTE: IT IS UNDERSTOOD THAT THE DESIGN OF THE WALL IS UNDER THE BUILDING PERMIT. CALCULATIONS WILL SHOW THAT PER SECTION 1607.13 INTERIOR /PARTITION WALLS >THAN 6 FT IN HEIGHT MUST BE DESIGNED FOR A MINIMUM OF 5 PSF LATERAL LOADING AND SINCE THE UNITS ARE SUPPORTED AT THE TOP AND BOTTOM, HALF OF THE SEISMIC SHEAR IS TRANSMITTED TO THE TOP AND THE BALANCE TO THE BOTTOM. Vwall = 0.75`0.7*Vtotal / WALL AREA <__= WORKING STRESS REDUCTION =0.7 = 72/48 = 1.5 psf < 5 psf OK; THUS, WALL IS ADEQUATE TO RESIST SEISMIC LOADS. • CONNECTION TO WALL ANLAYSIS: WITHDRAWAL FORCE ON WALL CONNECTION = T CONNECTION HEIGHT = 90 in . • Mot = 0.75 *0.7 *Z(Fi * Hi) • = 5,081 in -lb Mst = [(0.6 -0.11S + (0.6- 0.14S x Depth / 2 = 2,868 in -lb T = (Mot - Mst) /(HEIGHT OF CONNECTION) • ' = [Mot - Mst] / Height = 25 lb <= WITHDRAWAL CHECK TENSION CAPACITY OF #12 TEK SCREW PER CHAPTER E4 OF THE 1996 AISI COLD FORMED MANUAL. Tpullout= 0.85 *tc *d *Fu2 /0 < = == sec E4.4.1 -1 0 = 3 �' = (0.85 * 0.036 in * 0.216 in *65000 psi /3) # SCREWS /CONN = 2 = 143 lb • SCREW TYPE = #12 TEK SCREW • P(allow) = 143 lb Pallow.CONN = 286 lb < == (2) screws per connection SINCE 25 lb < 286 lb THEN WALL ATTACHMENT IS SUFFICIENT TO RESIST SEISMIC FORCES.