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Home My WebLink About3239 CAMINO DE LOS COCHES; ; US050066; Permit10/27/2020 Job Address: Permit Type: Parcel No: Lot#: Reference No.: PC#: Project Title: Applicant: US050066 Permit Data City of Carlsbad Hazardous Installations Permit No: US050066 3239 CAMINO DE LOS Status: APPROVED COCHES HI Applied 11/2/2005 Approved: 11/2/2005 0 Issued: 11/2/2005 Inspector: PETCO RACKING RACKING PLAN CHECK & INSPECTIONS Owner: MOOREFIELD CONSTRUCTION INC. SUITE 550 3415 SEPULVEDA BL 310-390-9400 Fees($) 285 - Add'I Fees ($) 0 Total($) Balance($) 285 0 1/1 Petco Madix Wide Span and Gondola Shelving Location: 3239 Camino de las Coches Carlsbad, CA Prepared For: Petco Pet Food and Supplies San Diego, CA Prepared By: Peter S. Higgins And Associates Consulting Structural Engineers 307 65 Pacific Coast Highway Malibu, CA 90265 Peter S. Higgins, S.E. Job Number 7290 August 31, 2005 This Document and the design it contains is copyright by Peter S. Higgins a A is provided as an instrument of service, and shall not be reproduced in an~ fas the written permission of Peter S. Higgins and Associates. Notice to Building Departments If this calculation is submitted for building permit approval, it shall c calculations as listed in the table of contents on the next page(s), and s l be c m by all drawings listed in Section 1. All documents shall bear appropriate s als a d in ink of a contrasting color with the same Job Number Reference. Th c lcu ti signed across this block. REPRODUCTIONS OF SIGNED COPIES THIS PAGE INTENTIONALLY LEFT BLANK Project: Petco August 31, 2005 PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Table of Contents Job No. 7290 Sheet iii 1 Reference Data . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.1 Drawings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.1.1 By Peter S. Higgins and Associates .. .. .. .. .. . .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. 1 l.1.2By0thers ...................................................................................... 1 1.2 Loads .................................................................................................. 1 1.2.1 Vertical (Dead plus Live) .. . .. .. .. .. .. .. .. . . .. .. . . .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. 1 1.2.1.1 Wide Span Shelving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.2.1.2 Gondolas ............................................................................... 2 1.2.1.2.1 Display .......................................................................... 2 1.2.1.2.2 Pass Thru ....................................................................... 2 1.2.2 Seismic (UBC 2222) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2 Stability and Anchorage per UBC 2227 .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. 2 2.1 Racks .................................................................................................. 2 2.2 Gondolas .............................................................................................. 3 3 Wide Span Shelving . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 3 .1 Components and Geometry . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 3 .2 Check Beams . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 3.2.1 Design Forces ................................................................................ 3 3.2.2 Beam Properties .............................................................................. 3 3. 3 Check Posts (Dead plus Live Loads) .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. . .. .. .. .. .. .. .. .. .. .. .. .. 4 3.3.1 Load to Post .................................................................................. 4 3.3.2 Post Properties (net section) ............................................................... 4 3.4 Longitudinal Seismic ............................................................................... 4 3.4.1 Base Shear ..................................................................................... 4 3.4.2 Design Forces · ................................................................................ 5 3. 4. 3 Post -Combined Stresses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3.4.4 Beam Connections ........................................................................... 5 3 .4.4.1 Design Forces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 3.4.4.2 Connection Capacity ................................................................. 5 3.5 Transverse Seismic ................................................................................. 6 3.5.1 Base Shear ..................................................................................... 6 3.5.2 Design Forces ................................................................................ 6 3.5.2.1 Stability ................................................................................ 6 3.5.2.2 Brace .................................................................................... 6 3.5.2.2.1 Design Force ................................................................... 6 3 .5 .2.2.2 Brace Capacity .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. .. . .. .. .. .. .. .. .. .. .. .. .. .. .. 6 3.6 Slab on Grade ........................................................................................ 7 4 Gondolas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 4.1 Displays ............................................................................................... 7 4.1.1 Vertical Loads ................................................................................ 7 4.1.2 Components and Geometry ................................................................ 8 4.1.3 Check Arms ................................................................................... 8 4.1.3.1 Design Forces ......................................................................... 8 4.1.4 Check Posts (Dead plus Live Loads) .................................................... 8 4.1.4.1 Load to Post ........................................................................... 8 4.1.4.2 Post Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 4.1.4.3 Post -Combined Stresses ........................................................... 9 4.1.5 Base ............................................................................................ 9 4.1.6 Seismic ......................................................................................... 9 ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Petco August 31, 2005 PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Job No. 7290 Sheet iv 4.1.6.1 Base Shear ............................................................................. 9 4.1.6.2 Transverse Forces .................................................................... 9 4.1.6.2.1 Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 4.1.6.3 Longitudingal Seismic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 4.1.6.3.1 Design Forces ................................................................. 10 4.2 Pass Thru Fixtures . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 4.2.1 Vertical Loads . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 4.2.2 Components and Geometry ................................................................ 11 4.2.3 Check Arms ................................................................................... 11 4.2.3.1 Design Forces ......................................................................... 11 4.2.4 Check Posts (Dead plus Live Loads) .................................................... 11 4.2.4.1 Load to Post ........................................................................... 11 4.2.4.2 Post Properties . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 4.2.4.3 Post -Combined Stresses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 4.2.5 Base ............................................................................................ 12 4.2.6 Seismic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 4.2.6.1 Base Shear ............................................................................. 12 4.2.6.2 Transverse Forces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 4.2.6.2.1 Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 4.2.6.3 Longitudingal Seismic . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 4.2.6.3.1 Design Forces ................................................................. 13 4.2.6.3.2 Spreader and Connection .................................................... 13 4.2.6.3.2.1 Design Forces . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 4.2.6.3.2.2 Post Combined Stresses .............................................. 14 4.2.6.3.2.3 Bending in Spreader ................... ~ ............................... 14 4.2.6.3.2.4 Spreader Connection .................................................. 14 ©Copyright by Peter S. Higgins and Associates. Provided as. an instrument of service. Copying by written permission only. Project: Petco August 31, 2005 1 Reference Data PETERS. HIGGINS AND ASSOCIATES CONSUL TING STRUCTURAL ENGINEERS Job No. 7290 Sheet 1 This calculation reviews the installation of storage racks and gondola shelving for structural adequacy. The sealing of drawings is for the structural review of the these items only. Other information is not reviewed, nor approved. This calculation provides a complete review of the storage and display structures in the store. This level of detail may not be required by the City. UBC 2222.1 allows the building official to waive permit requirements for these fixtures entirely, and many do (indeed, this office has been engaged to do engineering on only 6 other Ralph's stores in the western United States in the past 11 years). However, the UBC does have a conflicting requirement (106) which only units less than 72 11 be exempted from permit. Accordingly, ICBO and many building departments have taken the position that units between 72 11 and 9611 do require a permit, but a full engineering analysis is required only for units greater than 9611 tall. If the City accepts this interpretation, then the reviewer need look no further than section 2 of the calculation. This simply reviews the units for stability and anchorage requirements. All units satisfy the UBC 6: 1 height to depth restrictions by very wide margins ( a unit+ load would need to be at least 12' tall to violate this provision, which clearly is not possible). Accordingly, no anchorage at all is required. This office requires anchorage of all machine loaded racks and fixtures in excess of any UBC minimum requirement. Therefore, the storage racks are required to be anchored. The gondolas cannot be machine loaded (the aisles are far too narrow to permit the entry of lift vehicles, even if they wished to employ them in the gondola areas), and need not be anchored. Sections 3 onward constitute the full engineering review, and are included only in case the City requires same as part of the permit process. 1.1 Drawin1:s 1.1.1 By Peter S. Hi1:1:ins and Associates PT-2, MX-1, MX-3 1.1.2 By Others Petco Sheet Fl Rev. 2 1.2 Loads 1.2.1 Vertical {Dead plus Live) 1.2.1.1 Wide Span Shelving Loads per level = 1.5 kips per bay = 4.5 kips Design beams for O % impact (hand loaded) ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Petco August 31, 2005 1.2.1.2 Gondolas 1.2.1.2.1 Display Loads per level = 0 .1 kips per side = 0.6 kips Design arms for 0 % impact (hand loaded) 1.2.1.2.2 Pass Thru Loads per level = 0.2 kips per side = 1.2 kips Design arms for 0 % impact (hand loaded) 1.2.2 Seismic (UBC 2222) 0.8ZNJ C ul 2.5Cal 0.llCa!W~ R W~V= RTW~ R W Where: For default soils: Ca= 0.44Na Cv= 0.64Nv I= 1.00 1.0 < Na= < 1.5 1.0 ~ Nv= ~2.0 For working stress designs: R = (1.4)(5 .6) = 7 .84 Moment-Frame (l.4)(4.4) = 6.16 Braced Frame T = Structure Period (sec) W = Rack+ Contents per 2228.5.1 Job No. 7290 Sheet 2 This calculation is valid for Zone 4 sites not exceeding Na= 1.3, Nv= 1.6. This corresponds to < 2 km from a Class B or C fault, and > 5 km from a Class A fault. Clearly, zonations less-than this are OK by inspection. - Substitution yields: 0.131Nu 0.065W~V 7 _84 = T W~0.182NaW 0.166N u 0.083W~V 6_16 = T W~0.232NaW 2 Stability and Anchorai:e per UBC 2227 Anchorage required only if H/D exceeds 6.0 2.1 Racks Minimum unit depth = 48" Maximum unit + load height = 132" ( 48" pallet) Maximum height to depth ratio = 132/48 =2.8 < < 6.0 OK ~Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Petco August 31, 2005 2.2 Gondolas PETER S. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Minimum unit depth = 24" (perimeter single faced units) Maximum unit + load height = 96" (24" package) Maximum height to depth ratio = 96/24=4.0 < < 6.0 OK 3 Wide Span Shelving 3.1 Components and Geometry C b h a w W = max 96" a=max42" b = max 42" c=max42" Beam Type Standard 3.2 Check Beams 3.2.1 Design Forces H D H = max 120" D = 30-36" ly= max 36" ld= max 46" Upright Type Standard <M S min -2 4 = 9.0 inch kips 3.2.2 Beam Properties = 0.38 in3 Job No. 7290 Sheet 3 ~Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Petco August 31, 2005 1" 0.75" .. .. .... PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Standard Job No. 7290 Sheet 4 10.69" D = 3.56 in 0.50" Say O.K. D Sx = 0.35 in3 t= 1 6 ga Ix= 0.68 in4 r 0.50" 3.3 Check Posts (Dead plus Live Loads) 3.3.1 Load to Post < (tt of levels)(L) p_ 2 = 2.3 kips 3.3.2 Post Properties (net section) 1.7011 ... ... As= 0.31 in2 Sx= 0.20 in3 rx= 0.75 in Sy=0.14 in3 ry= 0.66 in lylry= 55 alrx= 56 Fa= 19.6 ksi Pa= 6.lk _-"k Mx~4.8- r, f o.50" LJ M-= 3.Ck -E-- 3.4 Lon~itudinal Seismic 3.4.1 Base Shear Determine Period -Rayleigh Method. Derivation supplied upon request. n ( ( l 1 ) ) 112 T?:_--Wl 2 --+-(2n2 +2n+l) )SC 6£ I Ke Where: G = Gravitational acceleration W = Load per level 1 = Spacing between levels E = Young's Modulus I = Moment of inertia of post Kg = Connector stiffness n = Number of levels For units = kips~ inches, seconds G = 386 in/sec2 E = 29,000 kips/in2 The equation reduces to: 1 ( ( l 1 ) ) 11 2 T?:_14 Wl 2 174,000/+ Ke (2n 2+2n+ 1) The column stiffness component may be conservatively ignored reducing the formula to: ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Petco August 31, 2005 PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS T?. ---(2n2 +2n+l) ( W l 2 ) 112 196K e For this configuration W = 1.5 kips 1 = 42 inches (average) Kg = 300 inch kips per radian per connector Substituting yields: T > 1.7 sec Thus: V < 0.065W 3.4.2 Design Forces P ~ 2.3k; V ~ 0.15k Job No. 7290 Sheet 5 M ~ Va-(l.3)P (fixity due to width of base plate) ~ (0.15)(42) -(1.3)(2.3) = 3 .2 inch kips 3.4.3 Post -Combined Stresses 3.4.4 Beam Connections 3.4.4.1 Design Forces Mconn~ 3.2"k 3.4.4.2 Connection Capacity = 1.05 ~ 1.33 O.K. Standard Connection Effective throat of hook = 0.50" X 0.096" = 0.048 in2 Allowable Shear on Hook = 1.15 kips Ma= (1.33)(2)(1.15)(2.5) = 7. 7in k @copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Petco August 31, 2005 3.5 Transverse Seismic 3.5.1 Base Shear Use Code Default Values V = 0.183W = o.s2k 3.5.2 Design Forces D .. ... V Vh' p =-eq D h' = 84 inches Peg= 2.3 kips Job No. 7290 Sheet 6 1-------'----111· Note: Bracing shown is schematic -see this section, subsec- tion .2 for actual geometry. t p PEO 3.5.2.1 Stability Peq-S Po+L -Stable-No Uplift. Anchors provide added Factor of Safety. Use min. 1/4" diam. approved anchors. Minimum embedment 1. 25" into slab. 3.5.2.2 Brace Diagonal Brace governs by inspection 3.5.2.2.1 Desi1:n Force Pbr'S 1.1k 3.5.2.2.2 Brace Capacity t= 18 ga ~ o.7:dO Anet= 0.15 in2 rmin = 0.29 in Q = 1.00 (Fy= 36 ksi) K = 0.65 (fixed at each end on minor axis) @Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Petco August 31, 2005 L (in) 46 3.6 Slab on Grade kl r 159 5.94 Pa (k) 1.18 Say OK Treat slab as equivalent unreinforced square footing p Where: + Le P = 2.3 kips H b = 4 in. (average) t t \~ t = 4 in. b f'c = 2,000 psi f ! ! Oa ! ! t Qa = 1.0 ksf 8 =18.0 in L --_ 1 (B-b-t) c 12 2 =0.42 feet = 1.04 in kip/ft 4 Gondolas 4.1 Displays 4.1.1 Vertical Loads General Hand Stack Merchandise. Density < 5 lbs/ft3 Design arms for max 100 lbs. - s = _( 1_2_)_(_t 2 _) C 6 =32 in3/ft =0.033 ksi S<l?lfc a =--- ca11ow 1. 7 =0.085 ksi O.K. Job No. 7290 Sheet 7 ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Petco August 31, 2005 4.1.2 Components and Geometry D ◄► D = max 18 in W = max 96 in H = max 120 in 4.1.3 Check Arms 4.1.3 .1 Desi1:n Forces M~(O.l)(~) w ◄ ► H <M S min -24 = 0.04 in3 = 0.9 inch kips Min. 2" ~ 11 g!! arm (S=0.16 inJ} Ample 4.1.4 Check Posts (Dead plus Live Loads) 4.1.4.1 Load to Post One Side Loaded P~yWHD = 0.6 kips M~PD 2 = 6.3 inch kips Both Sides Loaded P~2yHWD = 1.2 kips M = 0 inch kips Job No. 7290 Sheet 8 @Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Petco August 31, 2005 4.1.4.2 Post Properties 1.35" ~=~ 0 LO N bz=-=1 ~In. 0.16" As= 0.69 in2 Sx= 0.67 in3 rx= 1.11 in Sy= 0.32 in3 ry= 0.56 in 4.1.4.3 Post -Combined Stresses = 0.45 ~ 1.00 O.K. 4.1.5 Base 1 .35" ...._.... ~1 I 4.1.6 Seismic 4.1.6.1 Base Shear Base Shoe t = 14ga Sx= 0.68 in3 V ~ 0.182W = 0.109 kips per side 4.1.6.2 Transverse Forces One Side Loaded P ~ 0.6 kips V ~ 0.109 kips M ~ Mo+L + VH/2 = 12.8 inch kips Both Sides Loaded P ~ 1.2 kips V ~ 0.22 kips M < VH/2 = 19.5 inch kips Job No. 7290 Sheet 9 kl/r < (l.5)(114)/1.11 = 154 @copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Petco August 31, 2005 PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS p M p M = 0.74 < 1.33 O.K. = 0.92 ~ 1.33 O.K. 4.1.6.2.1 Stability One Side Loaded Governs By Inspection D H/2 OTM ~ (YH/2) .=. 6.3 inch kips RM ~ (PD/2) = 5.4 inch kips Uplift ~ (OTM-RM)/12 .=. 0.1 kips H Use min. 1/4" diam. ICBO approved expansion anchors. Minimum embedment 1.5" into slab. O.K. 4.1.6.3 Lon1:itudin1:al Seismic Forces resisted by shear panels 4.1.6.3.1 Design Forces V < 0.20W = 0.126 kips Shear per foot of panel < V/4 = 0.032 kips per foot 1/ 4" Fiberboard Min. #8 TEKS @. 8" OK BY INSPECTION 4.2 Pass Thro Fixtures 4.2.1 Vertical Loads Bulk products. Density < 10 lbs/ft3 Design arms for max 200 lbs. Job No. 7290 Sheet 10 @Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Petco August 31, 2005 4.2.2 Components and Geometry D ◄► --======= --======= D = max 18 in W=max96in H = max 120 in 4.2.3 Check Arms 4.2.3.1 Design Forces M~(O .l)(~) w ◄ ► H <M smin -24 = 0.08 in3 = 1.8 inch kips Min. 2" ~ 11 ~ arm (S=0.16 in~} Ample 4.2.4 Check Posts (Dead plus Live Loads) 4.2.4.1 Load to Post One Side Loaded P5=yWHD = 1.2 kips M~PD 2 = 12.6 inch kips 4.2.4.2 Post Properties Job No. 7290 Sheet 11 Posts are welded together face to face. Conservatively ignore shear transfer between faces, for all forces except major axis slenderness. ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS Project: Petco August 31, 2005 1.35" r::;r Imin. 0.16I ~=~ 0 L() N As= 1.38 in2 Sx= 1.33 in3 fx= 1.66 in Sy= 0.64 _in3 ry= 0.56 m 4.2.4.3 Post -Combined Stresses = 0.38 ~ 1.00 O.K. 4.2.5 Base 1 .35" ~1 I t = 14ga Sx= 0.68 in3 4.2.6 Seismic 4.2.6.1 Base Shear V ~ 0.182W = 0.22 kips per side 4.2.6.2 Transverse Forces One Side Loaded P ~ 1.2 kips V ~ 0.22 kips M :S: Mo+L + VH/2 = 25. 7 inch kips Job No. 7290 Sheet 12 kl/r < 1.5)(114)/1.66 = 103 ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Petco August 31, 2005 PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS p M =0.70 ~ 1.33 O.K. 4.2.6.2.1 Stability D V --------► H/2 OTM ~ (YH/2) = 13.1 inch kips RM ~ (PD/2) = 10.8 inch kips Uplift ~ (OTM-RM}/12-=-0.2 kips Stable : No Uplift Anchors provide added F.S. H Use min. 1/4" diam. ICBO approved expansion anchors. Minimum embedment 1.5" into slab. 0 .K. 4.2.6.3 Longitudingal Seismic 4.2.6.3.1 Design Forces V < 0.182W = 0.22 kips 4.2.6.3.2 Spreader and Connection 4.2.6.3.2.1 Design Forces Moments on minor axis of post Job No. 7290 Sheet 13 ©Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. Project: Petco August 31, 2005 PETERS. HIGGINS AND ASSOCIATES CONSULTING STRUCTURAL ENGINEERS w ► H/2 33" APPLIED LOADS DESIGN FORCE S V < 0.22 kips/post M1 < 36V = 7 .9 inch kips M2 :S (V)(H-36)2/2H = 6.4 inch kips 4.2.6.3.2.2 Post Combined Stresses = 0.48 ~ 1.33 O.K. 4.2.6.3.2.3 Bending in Spreader M < (M1 + M2)/2 = 14.3 inch kips (one spreader on each side of post) 1.00" L 0 0 ,.,-j 0.50" S~reader t = 12 ga Sx = 0.48 in3 M = 14.~ _g_ __ 4.2.6.3.2.4 Spreader Connection T ~ T = 2.1 kips Ma= (1.33)(2.1)(4.5) = 12.6in k Job No. 7290 Sheet 14 --0 LO Say O.K. (Base shelf conservatively considered into total unit shear) T s;:j- ~ @Copyright by Peter S. Higgins and Associates. Provided as an instrument of service. Copying by written permission only. .. ' f