HomeMy WebLinkAbout1905 CALLE BARCELONA; 120; US110048; Permit10/21/2020 US110048 Permit Data
City-of Carlsbad
Hazardous Installations
Permit No: US110048
Job Address:
1905 CALLE ,,,-,
Status: ISSUED
BARCELONA
Permit Type: HI Applied 4/12/2011
Parcel No: 2550120400 Approved: 4/12/2011
Lot #: 0
Reference No.: Issued: 4/12/2011
PC #: Inspector:•
Projct Title: URBAN OUTFITTERS HIGH -PILED STORAGE
Applicant:
URBAN OUTFITTERS
STE 120
1905 CALLE BARCELONA
CARLSBAD, CA
Owner:
FOURTH QUARTER PROPERTIES XXX L L C
C/O THOMAS TROPEA
45 ANSLEY DR
NEWNAN GA
Fees ($) Add'I Fees ($) Total ($) Balance ($).
308 .0. : .308 . . 0
1/1
KLAUSBRUCKNER ))J AND ASSOCIATES
March 29, 2011
4105 Sonento Valley Blvd.
San Diego CA 92121
Tel: (858) 677-9878
Fax: (858)677-9894
Daryl James
Daryl K. James Associates Inc.
205 Colina Terrace
Vista, CA 92084
RE Urban Ouffitte( 1 e Barcelona, #120, Carlsbad, CA
Project Descriptions - CB1 10441 Shelving
Dear Ms. James:
I am writing in response to your plan check comments dated 3/10/11. Based on information
provided by Urban Outfitters and their representatives, the products proposed for the store
are as follows:
Products Commodity Class
Clothing [Synthetic] Class IV
Clothing [Natural Fibers] Class ifi
Shoes, Belts, and Sunglasses Group A
Any product in plastic bin boxes Group A
Due to the limitations on the sprinkler system [design density of 0.2/1500] and lack of fire
bather walls, Urban Outfitters has agreed to store products to the following:
Group A Plastics: Maximum storage height of 5' with not storage above
Class I-N on Racks or Back to Back Shelf Storage with an overall width >30":
Maximum storage height of 10' with not storage above.
Class I-N on Shelf Storage with an overall width S30": Maximum storage height of
12' with not storage above.
Please see attached NFPA 13 Sections for details. Your consideration in this matter is
greatly appreciated.
Sincerely,
Elley Klausbruckner
Klausbruckner & Associates Inc.
By way of my signature, Urban Outfitters agrees to meet the storage conditions required and
specified in this letter.
420(L
Urban Ous Print Nam Date
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Copyright 410 National Fire Protection Association (NFPA). Ucensed, by agreement, for lndMduai use and single download on October 2, 2010 to Eiham Klauab,uckner of Klausb,uckner & Associates. No
other reproduction or transmission in any form permitted without written permission of NFPA. For Inquires or to report unauthorized use, contact iicenslngnfpa.org.
MISCELLANEOUS STORAGE 13-127
Table 13.2.1 Discharge Criteria for Miscellaneous Storage 12 ft (3.7 m) or Less in Height
Maximum Total Combined
Ceiling Inside and
Storage Height Height
Design Curve
Inside Hose Outside Hose
Duration
Commodity Type of Storage ft m ft m Figure 13.2.1 Note gpm t/min gpm L/min (minutes)
class 1 t Class IV
Class I !912 T.3.7 - - 0Ht 0,50, 0,189, 250 946 90
100 379
1510 !93.05 - - 0111 0,50, 0,189, 250 946 90 Class!!
100 379
1'allefl,ed. hiii -
Class!! isis. Iic4f, aisl >10 to >3.05 - - 01-12 0,50, 0,189, 250 946 90
ittk and :912 to 100 379
Isuk.in-lpa.k 53.7
iielrsiiiiagi
Class lit
-
l2
-
53.7
-
-
-
- 0142 - - 0, 50, - 0,189, 250 - 946 90
(j.tss IV
100 379
i5ItI
>10 io
:512
.0.05
>:l.01
in
0.7
-
:12
-
-
0112
0112
(I. 50.
lOt)
(I, 50.
11111
0, 189.
379
0, 189,
8711
250
250
91(1
919
90
90 l'aikqis<d, bin
Isis. and shell
Rack >10 to >3.05 32 - Liii 0,50, 0,189, 500 1893 120
hack4ohack s12 to 100 379
shelf storage 53.7
Group A Plastic Storage
5 1.5 - - 0112 0.50, 0,189, 250 946 90
100 379
>5o >1.5 15 1.6 LIII 0,50, 0,189, 500 1893 120
S10 to 100 379
:93.05
Palletized, bill
box, shelf, and >5 to
:910
- >1.5
1653.05
- 20 6.1
rackand
EH2 0,50,
100
0,189,
379
500 1893 120
>o to
S12
>s.os
to
17 5.2 E1-12 0,50,
100
0, 189,
379
500 1898 120 back-to-back
shelf storage
S3.7
('.ailwied expanded >10(0
!912
>3.05
to
32
Unexpanded and
5.2 0112 +1
level
0,50.
100
0,189,
379
250 946 90
Of
in-rack
Palle,ized,hin >10 to >3.05 82 8.2 E142 0,50, 0,18f,500 1893 120
box, shelf, and !9I2 to 100 379
back-to-back 53.7
shelf storage
Rack >10 to >3.05 32 - 0H2 +1 01 50, 01189, 250 946 90
512 to level 100 379
53.7 of
in-rack
(continuac)
2010 Edition Wil
Copyright 10 National Fire Protection Association (NFPA). Ucensed, by agreement, for individual use and single download on October 2, 2010 to Sham Klausbnickner of Klausbruckner & Associates. No
other reproduction or transmission In any form permitted without written permission or NFPA. For inquires or to report unauthorized use, contact Iicen8lngnfpa.org.
13-128 INSTALLATION OF SPRINKLER SYSTEMS
Table 13.2.1 Continued
Maximum Total Combined
Ceiling Inside and
Storage Height Height
Design Curve
Inside Hose
- -
Outside Hose
- Duration - - - -
Commodity Type of Storage ft to ft To Figure 13.2.1 Note gpm L/min gpm L/min (minutes)
1'.411e1171(I. liiii C) !151_5 - - 0112 0. 50, 0. 1$91 250 016 90
liirc, dull, and I 181 :479
jaik bark-to-back
Shelf still age
Palktized,biii >5w >1.5 28 - EH2 0.50, 0,189, SUU 1893 120
tlnexp,andecl and box, and shelf 58 to 100 379
ix1iaridect back-to-back 52.4
shcllstoragc
Pallctizcd, bin >5 to >1.5 15 4.6 E112 0,50, 0,189, 500 1893 120
box, shelf, and 510 to 100 979
rack back-to-back 59.05
shelf storage
Pallelised, bin >5 to >1.5 20 6.1 EH2 0,50, 0, 1851, 500 1893 120
Unexpanded box, slieltaiid
rack back-to-back
510 to 100 379
shelf storage
Rack >5 to >1.5 20 6.1 0112 + 1 0,50, 0,189, 250 946 90
Expanded !910 510 to level
of
100 370
in-nick
1'alleiizcd, bill >10 to >3.05 17 5.2 EH2 0,50, 0,189, 500 1893 120
box, and shelf 512 to 100 379
back-to-back 59.7
shelf storage
>10 to
S12
>3.05
to
s3.7
17 5.2 E112 0,50,
100
0.189,
379
500 1893 120 IJnnexpandedatith
expanded
Rack >o to >3.05 32 - 0H2 + 1 0, 50, 0,189, 250 946 90
512 to level 100 379
53.7 of
in-nick
Tire Storage
On floor, on side >5 to >1.5 32 - 0, 50, 0,189, 500 1893 120
512 to EHI 100 379
53.7
Orl floor, on 55 51.5 - - 01-12 0,50, 0,189, 250 946 90
tread or on side 100 379
Single-, double-, 55 51.5 - - 0,50, 0,184, 250 946 90
or multiple-row 01-12 100 979
racks on tread or
on side
inas Single-row rack, >5t0 >1.5 32 - 0,50, 0,189, 500 1899 120
portable, on 512 to EHI 100 379
tread or oil side 53.7
Single-row rack, >5 to >1.5 92 - 0.50. 0,189, 500 18911 120
fixed, oil tread 512 to EHI 100 379
or oil side 53.7
92 - + 1 0,50, 0,189, 250 946 90
512 to 01-12 level too 379
53.7 of
in-nick
Rolled Paper Storage
Heavy and .nedinmi weight. On end 510 53.05 30 - 0112 0,50, 0,189 250 946 90
100 379
Tissue and light weight On end 510 53.05 30 - EH1 0,50, 0,189 250 946 120
100 379
06 2010 Edition
2.0
5000
J
12
4000
3000
0. In
5 2500
2000
1500
0.05
Density (mm/mm)
4.1 6.1 8.1 10.2 12.2 14.3 16.3
0.10 0.15 0.20 0.25 0.30 0.35 0.40
Density (gpmlft2)
Copyttght10 National Fire Protection Association (NFPA). Ucensed, by agreement, for individual use and single download on October 2, 2010 to Elham klausbruckner of iClausbnjcicner & Associates. No
other reproduction or transmission in any form permitted without written permission of NFPA. For inquires or to report unauthorized use, contact iicenslngfpa.org.
CLASS ITO CLASS IV COMMODITIES STORED PALLETIZED, SOLID PILED, BIN BOXES, OR SHELF STORAGE 13-129
FIGURE 13.2.1 Miscellaneous Storage 12 ft (3.7 m) or Less in Height- Design Curves (see Table 13.2.1).
Chapter 14 Protection of Class I to Class N
Commodities That Are Stored Palletized, Solid Piled,
Bin Boxes, Shelf Storage, or Back-to-Back Shelf
Storage
14.1 General.
14.1.1 This chapter shall apply to a broad range of combus-
tibles that are stored palletized, solid piled, bin boxes, shelf
storage, or back-to-back shelf storage.
14.1.2 The requirements of Chapter 12 shall apply unless
modified by this chapter.
14.1.3 The minimum water supply requirements for a hy-
draulically designed occupancy hazard fire control sprinkler
system shall be determined by adding the hose stream allow-
ance from Table 14.1.3 to the water supply for sprinklers.
14.1.4 This supply shall be available for the minimum dura-
tion specified in Table 14.1.3. (See Section C.8.)
14.2* Control Mode Density/Area Sprinkler Protection Criteria
for Palletized, Solid Piled, Bin Box, Shelf Storage, or Back-to-
Back Shelf Storage of Class I Through Class W Commodities.
14.2.1 Protection for Class I through Class W commodities in
the following configurations shall be provided in accordance
with this chapter.
Nonencapsulated commodities that are solid piled, pallet-
ized, or bin box storage up to 30 ft (9.1 m) in height
Nonencapsulated commodities on shelf storage up to
15 ft (4.6 m) in height
(3)*Encapsulated commodities that are solid piled, palletized,
bin box, or shelf storage up to 15 ft (4.6 m) in height
(4) Back-to-back shelf storage tip to 15 ft (4.6 m) in height
14.2.2 The area and density for the hydraulically remote area
and the water supply shall be determined as specified in 14.2.3
for storage up to and including 12 ft (3.7 m) and 14.2.4 for
storage over 12 ft (3.7 m).
Table 14.1.3 Hose Stream Allowance and Water Supply Duration Requirements
Total Combined Inside
Storage Height Inside Hose and Outside Hose
Duration
ft in gpm L/min gpm LImbs Commodity Classification (minutes)
Over 12 Over 3.7 up to 6.1 0, 50, or 100 0, 190, or 380 500 1900 90
up to 20
Class I, IT, and Ill
Over 20 Over 6.1 up to 9.1 0, 50, or 100 0, 190, or 380 500 1900 120
up to 30
Over 12 Over 3.7 up to 6.1 0, 50. or 100 0, 190, or 380 500 1900 120
up to 20
Class IV
Over 20 Over 6.1 up to 9.1 0, 50. or 100 0, 190, or 380 500 1900 150
up to 30
2010 Edition
?.T.CLIPSE
ENGINEERING INC.
Structural Calculations
Steel Storage Racks
By Pipp Mobile Storage Systems, Inc.
Pipp P.O. #080103
Urban Outfitters
1905 Calle Barcelona
Building 1 - Suite #120
Carlsbad, California 92009
Prepared For:
Pipp Mobile Storage Systems, Inc.
2966 Wilson Drive NW
Walker, MI 49544
'R 2 $ 2ijjJ.
Please note: The calculations contained within justify the seismic resistance of
the shelving racks, the fixed and mobile base supports, and the connection to
the existing partition walls for both lateral and overturning forces as required
by the 2010 California Building Code. These storage racks are not accessible to
the general public.
155 NE REVERE AVENUE, SUITE A. BEND, OR 97701
PHONE: (541) 389-9659 FAX: (541) 312-8708
WWWECLIPSE-ENGINEERING.COM 'p
APP S SUBMITTED
ALA) rh AIIi#ilNT 011004
Eclipse Engineering, Inc. URBAN OUTFITTERS 3/25/2011
Consulting Engineers CARLSBAD, CA Roll Armstrong, PE
Pipp Mobile STEEL STORAGE RACK DESIGN -
SHELVES - 2009 IBC & 2010 CBC - 2208 & ACSE-7 - 15.5.3
Design Vertical Steel Posts at Each Corner:
Shelving Dimensions: kips := lb 1000-lb plf :=
ft
Total Height of Shelving Unit - ht := 9.00ft lb
Width of Shelving Unit - w 4.00-ft psf := -
Depth of Shelving Unit - d:= 3.00-ft lb
Number of Shelves - N:= 10 pcf :=
Vertical Shelf Spacing - S 12.0 in
ksi 1000-lb -
Shelving Loads: in2
Maximum Live Load on each shelf is 50 Ibs:
Weight per shelf - Wu := 50 lb W = 501b
Load in psf
- LL :=
Wq
LL• = 4.1667psf
w.d
Design Live Load on Shelf - LL := LL LL = 4.1667psf
Dead Load on Shelf - DL := 1.50 psf
Section Properties of Double Rivet 'L' Post:
Modulus of Elasticity of Steel - E:= 29000 ksi
Steel Yield Stress - F := 33ksi r := 0.47.in
Section Modulus in x and y - S,:= 0.04 in3 r,:= 0.47 in
Moment of Inertia in x and y - I, 0.06 in4 t:= 0.075-in
Full Cross Sectional Area - A := 0.22-in 2 h,:= 1.42-in
bc: 1.42-in
Length of Unbraced Post - L,:= 12.0.in L 12.0. in k := 12.0-in
Effective Length Factor - K := 1.0 K := 1.0 Kt := 1.0
Section Properties Continued:
Density of Steel - psteel 490 pcf
Weight of Post - W := psteel.A.h W, = 6.7375lb
Vertical DL on Post - := DL.w.25d.N + WP Pd = 51.7375 lb
Vertical LL on Post- P1 := LLw.25.dN P1 =1251b
Total Vertical Load on Post - P, := Pd + P1 Pp = 176.7375lb
1
Eclipse Engineering, Inc. URBAN OUTFITTERS 3/25/2011
Consulting Engineers CARLSBAD, CA Roll Armstrong, PE
Floor Load Calculations
Weight of Mobile Carriage: W := 90-lb
Total Load on Each Unit: W := 4.P + WC W = 796.95 lb
Area of Each Shelf Unit: A w•d A = 12 fl?
Floor Load under Shelf: PSF := PSF = 66.4125psf
A
NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING
Find the Seismic Load using Full Design Live Load
ASCE-7 Seismic Design Procedure:
Importance Factor - := 1.0
Determine Ss and S from maps - S 1.231 S1 0.462
Determine the Site Class - Class D
Determine Fa and F - Fa 1.007 F := 1.538
Determine SMS and Sm,- SMS : Fa-Ss SM1 FSi
SMS = 1.2396 SM1 = 0.7106
Determine SDS and SDI - SDS 5M5 SDI
SDS = 0.826 SDI = 0.474
Structural System - Section 15.5.3 ASCE-7:
4. Steel Storage Racks R := 4.0 2 Cd := 3.5
a:=2.5 I:=1.0
Total Vertical LL Load on Shelf - W1 := LL.w.d Wp = 501b
WP Total Vertical DL Load on Shelf - Wd DL•w•d + 4— Wd = 20.6951b
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height - hr := 20.0 ft
Height of Rack Attachment - z := Oft (0'-0" For Ground floor)
0.4•a 5D5
(
1+2. Seismic Base Shear Factor - Vt := .1 1 + 2.— I Vt = 0.2066 Rp hr)
'p
Shear Factor Boundaries - V 1 := 0.3.SDS.IP V 1 = 0.2479
Vtmax := 1-65DS'p Vtmax = 1.3223
Vt if(V> V ax, Vax, Vt)
:= if(V1 < Vtmin , Vtmin , Vt) Vt = 0.248
2
Eclipse Engineering, Inc. URBAN OUTFITTERS 3/25/2011
Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE
Seismic Loads Continued
For ASD, Shear may be reduced - V := - = 0.1771 VP
Vt
1.4
Seismic DL Base Shear - Vtd := VP' Wd.N = 36.65 lb
DL Force per Shelf: Fd Vp•Wd = 3.66 lb
Seismic LL Base Shear - V := VP' Wi.N = 88.54 lb
LL Force per Shelf: F1 := V.Wi= 8.85 lb
0.67 * LL Force per Shelf: F167 := 0.67.V.Wi= 5.93 lb
Force Distribution per ASCE-7 Section 15.5.3.3:
Operating Weight is one of Two Loading Conditions:
Condition #1: Each Shelf Loaded to 67% of Live Weight
Cumulative Heights of Shelves -
H1 0.0.S + 1.0.S + 2.0S + 3.0•S + 4.0•S + 5.0•S + 6.0•S + 7.05 + 8.05 + 9.0.5
H2:= 10.0•S + 11.0S + 12.0•S + 13.0.S H:= H1 H = 45ft
Total Moment at Shelf Base - Mt:= H•Wd + H -0.67-WI Mt= 2438.8 ft. lb
Vertical Distribution Factors for Each Shelf -
Total Base Shear - V 0 1 Vtd + 0.67-Vtj V 01 = 95.97 lb
Wd•O.O•S + W1.0.67.0.0.S Wd 1.0S + W1 0.67•1.0•S
=0 C2:= = 0.022
Mt Mt
F1:= Cl.(Vtoth,) = 0 F2 C2.(Vtotal) = 2.13 lb
Wd•2.0S + W1 0.672.0•S Wd•3.0S + W1.0.67.3.0.S
C3 := = 0.044 C4 := = 0.067
Mt Mt
F3 := C3•(VtOthp) = 4.27 lb F4:= C4.(v 0 1) = 6.41b
Wd•4.OS + W1.0.67.4.0•S Wd.S.O.S + W1.0.675.0•S
C5:= = 0.089 C6:= = 0.111
Mt Mt
F5:= cs.(vtothl) = 8.53 lb F6:= c6.(v 0 1) = 10.661b
Wd 6.0•S + W1•0.67•6.0S Wd•7.0S + W1.0.67.7.0.S
Mt
C7:= = 0.133 C8:=
Mt
= 0.156
F7:= C7.(VtOth,) = 12.81b F8 := C8.(Vtotal) = 14.93 lb
Wd.8.0.S + W1.0.67•8.0•S Wd.9.0.S + W1 0.67•9.0•S
C9.-
Mt
= 0.178 C10 :=
Mt
= 0.2
F9 := Cg-(V 0 1) = 17.061b F10 := C1o.(Vt0 1) = 19.191b
Wd 10.0.S + W1•0.67•10.0S Wd•ll.O•S + W1 0.67•11.0S
C11 := = 0.222 C12 := = 0.244
Mt Mt
Kc
Eclipse Engineering, Inc. URBAN OUTFITTERS 3/25/2011
Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE
F11 := Cll.(VtOthI) = 21.331b F12:= c12.(v 0 1) = 23.461b
Wd - 12.0S + W1 0.6712.0S Wd l3.O•S + W1.0.67.13.0.S
C13:= =
Mt
0.267 C14:= Mt
= 0.289
F13:= c13.(v 0 1) = 25.591b F14 := C14.(VtI) = 27.73 lb
C1 + C2 + C3+ C4 +C5 +C6 +C7 + C8 + C9 + C10 = 1
Force Distribution Continued : Coefficients Should total 1.0
Condition #2: Top Shelf Only Loaded to 100% of Live Weight
Total Moment at Base of Shelf - Mta : 9.0SWd + 9.0SW1 Mta = 636.3ftlb
Total Base Shear VtotaI2 Vtd + F1 VthtaI2 = 45.5 lb
Wd.0.0.S + 0W1 0-0S Wd.9.0.S + W19-0S
Cia :
Mta
=0 Ciia := Mta
=1
Fla := Cia (Vtotaiz) = 0 Fiia : Ciia(VtotaI2) = 45.51b
Condition #1 Controls for Total Base Shear
By Inspection, Force Distribution for intermediate shelves without LL are negligible.
Moment calculation for each column is based on total seismic base shear.
Column at center of rack is the worst case for this shelving rack system.
Column Design in Short Direction: M := .(vtd + v) = 15.65 ftlb
Bending Stress on Column - bx := 1 = 4.69ksi
Allowable Bending Stress - Fb := 0.6.F = 19.8 ksi
Bending at the Base of Each Column is Adequate
Deflection of Shelving Bays - worst case is at the bottom bay
(VW --Vd).S3 S = 0.0104- in - = 1.1582x 10
12•E•I
:= .(N —1) =0.0932in a 0.05ht=5.4in
<1 a ' "Deflection is Adequate" , "No Good") = "Deflection is Adequate"
Moment at Rivet Connection:
Shearon each rivet- Vr := M=1251b 1.5-in dr23.14
dr : 0.25-in Ar := = 0.04911n2
Vr
Steel Stress on Rivet - := - = 2.5517ksi
Ar
4
Eclipse Engineering, Inc. URBAN OUTFITTERS 3/25/2011
Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE
Allowable Stress on Rivet - Fvr : 0.480ki = 32kSi
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
Find Allowable Axial Load for Column:
Allowable Buckling Stresses -
2E
0ex.x = 439.07. ksi o oexx = 439.07 ksi
(K.L2
r )
22
Distance from Shear Center th
to CL of Web via X-axis e := e = 1.2706. in
Distance From CL Web to Centroid - 0.649-in - 0.5•t x, = 0.6115. in
Distance From Shear Center x + ec x0 = 1.8821. in
to Centroid -
Polar Radius of Gyration - r0 := Fr,2- + r2 + x02 r0 = 1.996 in
Torsion Constant - J:= - .(2.b.l + h.t) 3 = 0.00063. in
Warping Constant -
t.b3.h2 (3.b.t+2.h.t) Cw = 0.0339 in
Shear Modulus - G:= 11300 ksi
1 .IG.J+
7T2.E.0
A.r02 [
(KL)2] at85.0356kS
(2
`ro!)
Fet := j .[(cex + 0t) - /(ox + .)2 ...4. 1307ex.crj
13=0.1109
Elastic Flexural Buckling Stress -
Allowable Compressive Stress -
Factor of Safety for Axial Comp. -
Fe := if(Fet <aex, Fet, c'ex)
r F ( F' I
: liFe> , Fyl1
- __J,
Fe]
):= 1.92
Ft = 72.346ksi
Fe = 72.346ksi
F = 29.2368ksi
5
Eclipse Engineering, Inc. URBAN OUTFITTERS 3/25/2011
Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE
Find Effective Area -
Determine the Effective Width of Flange -
Flat width of Flange - := b - 0.5t wf = 1.4625. in
Flange Plate Buckling Coefficient - kf 0.43
Flange Slenderness Factor -
Effective Flange Width -
Determine Effective Width of Web -
Flat width of Web -
Web Plate Buckling Coefficient -
Web Slenderness Factor -
Effective Web Width -
Effective Column Area -
Nominal Column Capacity -
Allowable Column Capacity -
1.052 Wf Fn Xf := TJ1
( 1— 0.22 1 I—i•—
L Xf)Xf
be if(X1 > 0.673, pf.Wf , wr)
w,:= h - t
k := 0.43
1.052 Ww Fn
[LE Fk, t
0.22
Ii X,j )Xy,
he := if(X >0.673,pw.ww,ww)
Ae:= t(he+ be)
Pn :=Ae Fn
Pn
-
Cl0
Xf = 0.9933
pf = 0.7838
be = l.1463-in
ww = 1.425. in
Xw = 0.9678
Pw = 0.7984
he = 1.1377 in
Ae = 0.1713in2
Pn = 50081b
Pa = 26081b
Check Combined Stresses -
2 I'. E• Ix
lx 10 lb
(Kr. j2
P 1. := Pcrx Pa = 1 x 10 lb
Magnification Factor - a := 1 -
(-2p—a
0.9972 Cm : 0.85
)
Combined Stress:
F'Pa
Cn f,X+ =0.2699 MUST BE LESS THAN 1.0
Fba
Final Design: 'L' POSTS WITH BEAM BRACKET ARE ADEQUATE FOR
REQD COMBINED AXIAL AND BENDING LOADS
NOTE: P, is the total vertical load on post, not 67% live load, so the design is conservative
6
Eclipse Engineering, Inc. URBAN OUTFITTERS 3/25/2011
Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE
STEEL STORAGE RACK DESIGN - 9'-0" SHELVES
PER 2009 IBC & 2010 CBC - 2208 & ASCE-7 SECTION 15.5.3
Find Overturning Forces:
Total Height of Shelving Unit - H := 9.00-ft Width of Shelving Unit - w:= 4.00-ft
Depth of Shelving Unit - d:= 3.00-ft WORST CASE
Number of Shelves - N:= 10 Vertical Shelf Spacing - S 12.0 in
Height to Top Shelf Center of G - h 0 := Ht ht, = 9ft
Height to Shelf Center of G -
h := (1 + 1) .s hc = 5.5-ft
From Vertical Distribution of Seismic Force previously calculated -
Controlling Load Cases -
Weight of Rack and 67% of LL - W:= (Wd + 0.67.W1).N W = 541.95 lb
Seismic Rack and 67% of LL - V V + 0.67•Vd V = 95.9729 lb
Ma:= F1.0.0.S+ F2.1.0•S+ F3 2.0S+ F4•3.0S+ F5 4.0S+ F6•5.0•S+ F7 6.0S+ F87.0S
Mb := F9-8.0.S + F10 9.0S
Overturning Rack and 67% of LL - M:= Ma + Mb = 608 ft lb
Weight of Rack and 100% Top Shelf - Wa : WdN + W1 Wa = 256.95 lb
Seismic Rack and 100% Top Shelf -• Va V1j + F1 Va = 45.5028 lb
Overturning Rack and 100% Top Shelf - Ma := Vtdhc + F, - htop Ma = 281.3 ft. lb
Controlling Weight - W := if(W > WP ' W, W) W = 541.95 lb
Controlling Shear - V := if(V > V, V, Va) V = 95.973 lb
Controlling Moment - Mot := if(M > Ma, M, Ma) Mot = 607.83 ft1b
Mot WC
Tension Force on Column Anchor - T.- - - 0.60— T = 40.02 lb
per side of shelving unit d 2
T:= if(T <0.lb, 0.1b, T) T = 40.02451b
Vc- Shear Force on Column Anchor - V V = 481b
2
USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) -
USE 3/8" x 2" embed installed per the requirements of Hilt!
Allowable Tension Force - Ta := 1006-lb For 2500p5i Concrete
Allowable Shear Force - Va 9991b
Combined Loading -
(i'iöTV
= 0.088 1 MUST BE LESS THAN 1.20
[Ta ) LVa) ]
7
Eclipse Engineering, Inc. URBAN OUTFITTERS 3/25/2011
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STEEL ANIT-TIP CLIP AND ANTI-TIP TRACK DESIGN
Tension (Uplift) Force on each side - T = 40.0245 lb
Connection from Shelf to Carriage = 1/4" diameter bolt through 14 ga. steel:
Capacity of #12 screw (smaller than 1/4" diam. bolt) 349 lb in 16 ga. steel (thinner than 14 ga. posts and clips) -
if(T < 2.4, "(2) 1/4" Bolts are Adequate" , "No Good") = "(2) 1/4" Bolts are Adequate"
Use 3/16" Diameter anti-tip device for connection of carriage to track
Yield Stress of Angle Steel - F := 36 ksi
Thickness of Anti-tip Head - ta 0.090. in
Width of Anti-tip Rod + Radius - b,:= 0.25-in
Width of Anti-tip Head - ba := 0.490-in
Width of Anti-tip Flange -La:=
ba - br
2
L = 0.12 in
Tension Force per Flange leg - T1 0.5•T Ti = 20.0122 lb
Bending Moment on Leg - M1 := T
I La
- M1 = 0.100061-ft-lb
Section Modulus of Leg - S 6
bata2
S1 = 0.0007.in3
Bending Stress on Leg - fb := M
1
fb = 1.8152ksi
Ratio of Allowable Loads - = 0.0672 MUST BE LESS THAN 1.00
0.75F
Width of Anti-Tip track - L 5.1. in
Thickness of Aluminum Track - 4:= 0.25. in Average Thickness
Spacing of Bolts - := 22.5-in
Section Modulus of Track - St := 0.0921 in St = 0.0921 id
T.Sth
- Design Moment on Track - M:= M = 9.4 ft. lb
for continuous track section 8
Bending Stress on Track - fb := M fb = 1.2222ksi
St
Allowable Stress of Aluminum - Fb := 21 ksi
ANTI-TIP CLIP STEEL CONNECTION AND TRACK ARE ADEQUATE
8
Eclipse Engineering, Inc. URBAN OUTFITTERS 3/25/2011
Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE
Connection from Steel Racks to Wall
lb
Seismic Analysis Procedure per ASCE-7 Section 13.3.1: :=
in 2
Average Roof Height - hr = 20ft
Height of Rack Attachments - Zb := z + ht = 9 f At Top for fixed racks connected to walls
0.4 a p•SDs ( ' Zb Seismic Base Shear Factor - Vt := .1 1 + 2 — I Vt = 0.3925 Rp h)
'p
Shear Factor Boundaries - V11 0.3SDSIP V 1 = 0.2479
V ax := 1.6SDS•IP Vax = 1.3223
Vt := if(Vt > V ax, Vtmax, Vt)
Vt := if(Vt < V1 ,Vtmin, Vt) Vt = 0.393
Seismic Coefficient - Vt = 0.3925
Number of Shelves - N = 10
Weight per Shelf - W := 50-lb
Total Weight on Rack - WT := 0.667.4.P WT = 471.53571b
0.7VtWr
2
Seismic Force at top and bottom - T,:= Tv = 64.78471b
Connection at Top:
Standard Stud Spacing - := 16-in
Width of Rack- w=4ft
Number of Connection Points - N := floor(' —'1 NC =
on each rack
--d) S
T
Force on each connection point - F := - F = 21.5949 lb
N
lb Capacity per inch of embedment - W :=
in
F Required Embedment - d := - d5 = 0. 16 in
S For Steel Studs:
Pullout Capacity in 20 ga T20:= 84-lb For #10 Screw - per Scafco
studs - per Scafco *
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE
9
Eclipse Engineering, Inc. URBAN OUTFITTERS 3/25/2011
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Pipp Mobile STEEL STORAGE RACK DESIGN - 5'-0"
SHELVES - 2009 IBC & 2010 CBC - 2208 & ACSE-7 - 15.5.3
Design Vertical Steel Posts at Each Corner:
Shelving Dimensions: kips:= lb 1000-lb plf:=
ft
Total Height of Shelving Unit - h := 5.00.ft lb
Width of Shelving Unit - w:= 4.00-ft psf := -
Depth of Shelving Unit - d:= 1.50-ft lb
Number of Shelves - N:= 4 pcf :=
Vertical Shelf Spacing - S 20.0 in
ksi:= 1000.-lb - Shelving Loads: in2
Maximum Live Load on each shelf is 50 Ibs:
Weight per shelf - W := 50-lb W = 501b
-
Load in psf LL := LL = 8.3333•psf
Design Live Load on Shelf - LL := LL) LL = 8.3333•psf
Dead Load on Shelf - DL := 1.50.psf
Section Properties of Double Rivet 'L' Post:
Modulus of Elasticity of Steel - E:= 29000 ksi
Steel Yield Stress - F := 33ksi r := 0.47 in
Section Modulus in x and y - S 0.04.in3 r 0.47- in
Moment of Inertia in x and y - I, 0.06 in4 t 0.075 in
Full Cross Sectional Area - A := 0.22in2 h := 1.42-in
bc : 1.42-in
Length of Unbraced Post - L := 20.0-in L, 20.0-in Lt:= 20.0-in
Effective Length Factor - K := 1.0 K := 1.0 K 1.0
Section Properties Continued:
Density of Steel - psteel := 490•pcf
Weight of Post - W, := psteel•A•h W = 3.7431 lb
Vertical DL on Post - := DL.w..25d.N + W Pd = 12.74311b
Vertical LL on Post - P1 := LLw.25•d•N P1 = 501b
Total Vertical Load on Post - P d + P1 Pp = 62.7431 lb
10
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Floor Load Calculations:
Weight of Mobile Carriage: W := 0.00 lb
Total Load on Each Unit: W:= 4.P + WC W = 250.97221b
Area of Each Shelf Unit: A := w•d A = 6ft2
Floor Load under Shelf: PSF := PSF = 41.8287psf
A
NOTE: SHELVING LIVE LOAD IS CONSISTENT WITH 100 psf REQ'D FOR RETAIL FLOOR LOADING
Find the Seismic Load using Full Design Live Load
ASCE-7 Seismic Design Procedure:
Importance Factor - 1.0
Determine S and S from maps - S 1.231 S1 := 0.462
Determine the Site Class - Class D
Determine Fa and F - Fa 1.007 F := 1.538
Determine SMS and Sm,- SMS := Fa-Ss SM1 : FSi
5MS = 1.2396 SM1 = 0.7106
Determine SDS and SDI - SOS := •SMS SD! : •SM1
SOS = 0.826 SD! = 0.474
Structural System - Section 15.5.3 ASCE-7:
4. Steel Storage Racks R:= 4.0 := 2 Cd := 3.5
R := R a := 2.5 I := 1.0
Total Vertical LL Load on Shelf - W1 := LLwd WI = 501b
WP
Total Vertical DL Load on Shelf - Wd := DL•w•d + 4— Wd = 12.74311b
Seismic Analysis Procedure per ASCE-7 Section 13.3.1:
Average Roof Height - hr := 20.0-ft
Height of Rack Attachment - z:= 0-ft (0'-0" For Ground floor)
0.4•a 5DS (
Seismic Base Shear Factor - V := .1 1 +2.— I Vt = 0.2066 Rp hr)
'p
Shear Factor Boundaries - V 1,.1 := 0.3•SDS•IP V1 = 0.2479
Vtmax := 1.6•SDS•Ip Vax = 1.3223
Vt := if(Vt > Vtmax, Vtmax, Vt)
Vt if(Vt < Vtmjn , V 1 ,Vt) Vt = 0.248
11
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Seismic Loads Continued
Vt
For ASD, Shear may be reduced - V := - = 0.1771 1.4
Seismic DL Base Shear - Vtd := Vp.Wd.N = 9.031b
DL Force per Shelf: Fd := Vp.Wd = 2.26 lb
Seismic LL Base Shear - V := V.W1.N = 35.421b
LL Force per Shelf: F1 := VP' W, = 8.85 lb
0.67 * LL Force per Shelf: F1.67:= 0.67.V.W1 = 5.93 lb
Force Distribution per ASCE-7 Section 15.5.3.3:
Operating Weight is one of Two Loading Conditions:
Condition #1: Each Shelf Loaded to 67% of Live Weight
Cumulative Heights of Shelves -
H1 0.0S + 1.0S + 2.0S + 3.0S
H2 := 10.0•S + 11.0S + 12.0S + 13.0•S H := H1 H = lOft
Total Moment at Shelf Base - Mt := H.Wd + H.0.67.W1 Mt = 462.4 ft- Ib
Vertical Distribution Factors for Each Shelf -
Total Base Shear - V1 := V + 0.67.V = 32.761b
Wd O.OS + W1.0.670.0S Wdl.OS + W1 0.67 1.0S
=0 C2:= = 0.167
Mt Mt
F1 := Cl.(VtOthl) = 0 F2:= C2.(V 0 1) = 5.461b
Wd.2.O.S + W1.0.672.0•S Wd 3.OS + W1 0.673.0S
C3:= = 0.333 =0.5
Mt Mt
F3:= C3.(V 0 1) = 10.921b F4:= C4.(vtothl) = 16.381b
Wd 4.0S + W1.0.674.0S Wd.5.0.S + W1 0.675.0S
C5:= = 0.667 C6:= = 0.833
Mt Mt
F5 := c5. (v 01) = 21.841b F6 c6. (Vt01) = 27.3 lb
Wd6.OS + W1 0.676.0S Wd•7.0•S + W1 0.677.0S
C7:= =1 C8:= -1.167
Mt Mt
F7 C7 (Vtotal) = 32.761b F8 := C8 (Vtotal) = 38.221b
Wd.8.0.S + W1.0.67.8.0.S Wd.9.0.S + W1 0.67•9.0S
C9 .- Mt
= 1.333 C10 := Mt -1.5
F9 := C9.Mow) = 43.681b F10 := C1o.(V 0 1) = 49.13 lb
Wd•lO.O•S + W1 0.6710.0S Wd.11.O.S + W1.0.67•11.0•S
CH .-
M
= 1.667 C12 :=
Mt
= 1.833
12
dr := 0.25 in
Steel Stress on Rivet -
1.5-in
Vr
- = 1.5098ksi
Ar
dr2 .3.14
Ar:= 4 =0.0491in2
13
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F11::-- Cii(Vtotai) = 54.591b F12 := C12(Vtotal) = 60.051b
Wd. 12.0.S + W1.0.67.12.0.S Wd.13.0.S + W1.0.67-13.0. S
C13:— Mt
= 2 C14:= Mt
= 2.167
F13 := C13.(vt(,th1) = 65.51 lb F14 := C14(Vtotal) = 70.97 lb
C1 + C2+ C3+ C4 = 1
Force Distribution Continued : Coefficients Should total 1.0
Condition #2: Top Shelf Only Loaded to 100% of Live Weight
Total Moment at Base of Shelf - M := 3.0.S.Wd + 3.0S-W1 Mta = 313.7ftlb
Total Base Shear - V 0 12 Vtd + F1 Vtota12 = 17.88 lb
Wd.0.0.S + 0.W1.0.0•S
Cia := =0
Mth
Fla := Cia (Vto ,2) = 0
Wd.3.0.S + W1-3.0.S
Ciia : M
=1
th
Fiia := C11a (VtothI2) = 17.881b
Condition #1 Controls for Total Base Shear
By Inspection, Force Distribution for intermediate shelves without LL are negligible.
Moment calculation for each column is based on total seismic base shear.
Column at center of rack is the worst case for this shelving rack system.
Column Design in Short Direction : M := - .(vtd + v1) = 9.26ft.lb
Bending Stress on Column - bx := M5-S, 1 = 2.78ksi
Allowable Bending Stress - Fb := 0.6.F = 19.8 ksi
Bending at the Base of Each Column is Adequate
Deflection of Shelving Bays - worst case is at the bottom bay
(V
td S =0.017in —=1.1745x 10
12E.I
át:= .(N - 1)=0.0511.in 1 a : 0.05h=3in
if(t < Aa, "Deflection is Adequate" , "No Good") = "Deflection is Adequate"
Moment at Rivet Connection: Ms
Shearon each rivet- V:= =741b
Eclipse Engineering, Inc. URBAN OUTFITTERS 3/25/2011
Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE
Allowable Stress on Rivet - Fvr := 0.480ksi = 32 ksi
RIVET CONNECTION IS ADEQUATE FOR MOMENT CONNECTION FROM BEAM TO POST
Find Allowable Axial Load for Column
Allowable Buckling Stresses -
0ex.x := = 158.06 ksi aex 0exx = 158.06 ksi
(Kx . i2
r )
22
Distance from Shear Center th
to CL of Web via X-axis e := 41 e = 1.2706. in
Distance From CL Web to Centroid - := 0.649. in - 0.5•t = 0.6115- in
Distance From Shear Center x0 := xc + ec x0 = 1.8821. in
to Centroid -
Polar Radius of Gyration - r0 := J r 2 + r2 +xo2 r0 = 1.996• in
Torsion Constant - J := - .(2.b.0 + h-t) J = 0.00063- in
Warping Constant - C
t.b3.h2 {3.b.t+2.h.t)
C = 0.0339 in6
12
Shear Modulus - G := 11300ksi
1 .IT2EC]
2
L GJ
(Kt.Lt)2]
at=35.8342ksi
A.r0
(\2
3=0.1109
r0
Fet :=
--- .[(crex + oUt) -F(aex+ )2 4. 13crex cTj Fet = 29.7168ksi
Elastic Flexural Buckling Stress -
Allowable Compressive Stress -
Fe := If(Fet < O, Fet, oex)
[ F (
F)
]
F:=
2 4-Fe
1:= 1.92
Fe = 29.7168ksi
F = 23.8385ksi
Factor of Safety for Axial Comp. -
14
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Find Effective Area -
Determine the Effective Width of Flange -
Flat width of Flange - Wf := b - 0.5.t
Flange Plate Buckling Coefficient - kf 0.43
3/25/2011
Rolf Armstrong, PE
wf = 1.4625 in
Flange Slenderness Factor -
Effective Flange Width -
Determine Effective Width of Web -
Flat width of Web -
Web Plate Buckling Coefficient -
Web Slenderness Factor -
Effective Web Width -
Effective Column Area -
Nominal Column Capacity -
Allowable Column Capacity -
1.052 wf Fn
Xf:= Tj1
( i— 0.22'i 1 F— 1—
L Xf)Xf
be := if(X1 > 0.673, pf•Wf, w1)
w,:= h - t
k,:= 0.43
1.052 Ww Fn
[LE Fkw t
(02
L >)X
he := if(X >O.673,p.w,w)
Ae: t.(he+ be)
Pn :=AeFn
Pn
a no
Xf = 0.8969
pf = 0.8414
be= 1.2306. in
= 1.425-in
Xw = 0.8739
Pw = 0.8562
he= 1.22011n
Ae = 0.1838-in 2
n = 43821b
Pa = 22821b
Check Combined Stresses -
'it2EI 4 P,,=4x10 lb
(Kr. j2
crPax PCr = 42933 lb
Magnification Factor -
:= 1 -
( 'per J
= 0.9972 Cm := 0.85
Combined Stress:
+ = 0.1471 MUST BE LESS THAN 1.0
LPa[Pa FbOE
Final Design: 'L' POSTS WITH BEAM BRACKET ARE ADEQUATE FOR
REQD COMBINED AXIAL AND BENDING LOADS
NOTE: P, is the total vertical load on post, not 67% live load, so the design is conservative
Eclipse Engineering, Inc. URBAN OUTFITTERS 3/25/2011
Consulting Engineers CARLSBAD, CA Rolf Armstrong, PE
STEEL STORAGE RACK DESIGN - 5'-0" SHELVES
PER 2009 IBC & 2010 CBC - 2208 & ASCE-7 SECTION 15.5.3
Find Overturning Forces:
Total Height of Shelving Unit - H := 5.00-ft Width of Shelving Unit - w:= 4.00-ft
Depth of Shelving Unit - d:= 1.50-ft WORST CASE
Number of Shelves - N 4 Vertical Shelf Spacing - S:= 20.0-in
Height to Top Shelf Center of G - ht0 := Ht htop = 5 ft
Height to Shelf Center of G - h := •S hc = 4.1667.ft
From Vertical Distribution of Seismic Force previously calculated -
Controlling Load Cases -
Weight of Rack and 67% of LL - W (Wd + 0.67.W1).N W = 184.97221b
Seismic Rack and 67% of LL - V Vth + 0.67.Vd V = 32.75641b
Ma:= F1.0.0•S+ F2•1.0S+ F3 2.0S+ F4-3.0S
Mb := F9-8.0•S + F10.9.0.S
Overturning Rack and 67% of LL - M:= Ma = 127ft1b
Weight of Rack and 100% Top Shelf - Wa WdN + W1 Wa = 100.97221b
Seismic Rack and 100% Top Shelf - Va := Vw + F1 Va = 17.881 lb
Overturning Rack and 100% Top Shelf - Ma Vthhc + Fih 0 Ma = 81.9 ft lb
Controlling Weight - W := if(W > W, W. W) W = 184.9721b
Controlling Shear - V if(V > V, V, Va) V = 32.756 lb
Controlling Moment - Mot := if(M > M. M, Ma) Mot = 127.39ft1b
Mot W
Tension Force on Column Anchor - T:= - —0.60— T = 29.43 lb
per side of shelving unit d 2
T:= if(T<0. lb, 0.lb,T) T=29.43231b
Vc- Shear Force on Column Anchor - V:= V = 16.41b
2
USE: HILTI KWIK BOLT TZ ANCHOR (or equivalent) -
USE 318"4, x 2" embed installed per the requirements of Hilt!
Allowable Tension Force - Ta := 1006-lb For 2500psi Concrete
Allowable Shear Force - Va := 999-lb
(1.o•T Fl
[Ta )
1+ 1.OV 0.046 Combined Loading - MUST BE LESS THAN 1.20
16
Eclipse Engineering, Inc. URBAN OUTFITTERS 3/25/2011
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Connection from Steel Racks to Wall
lb
Seismic Analysis Procedure per ASCE-7 Section 13.3.1: psi :=
in -j
Average Roof Height - h, = 20ft
Height of Rack Attachments - Zb := z + ht = 5 ft At Top for fixed racks connected to walls
0.4a p•SDS ( ' Zb Seismic Base Shear Factor - Vt := .1 1+2- — I Vt = 0.3099 Rp hr)
'p
Shear Factor Boundaries - 0•35DS'p V 1 = 0.2479
Vax = 1.6SDSIp Vax = 1.3223
V := if(V> Vax, Vax, v)
:= if(Vt < V1 ,Vtmin, Vt = 0.31
Seismic Coefficient - Vt = 0.3099
Number of Shelves - N=4
Weight per Shelf - Wtf := 50. lb
Total Weight on Rack - W1 := 0.667.4.P WT = 167.39851b
0.7 •Vt•WT
Seismic Force at top and bottom - T := Tv = 18.1571 lb
2
Connection at Top:
Standard Stud Spacing - SAW := 16-in
Width of Rack - w =4 ft
Number of Connection Points -N
~Stud
w:= floor N = 3
on each rack )
T Force on each connection point - F := - F = 6.05241b Nc
Capacity per inch of embedment - W := 135
in
F Required Embedment - d := - ds = 0.0448 in
$ For Steel Studs:
Pullout Capacity in 20 ga T20:= 84-lb For #10 Screw - per Scafco
studs - per Scafco
MIN #10 SCREW ATTACHED TO EXISTING WALL STUD IS
ADEQUATE TO RESIST SEISMIC FORCES ON SHELVING UNITS.
EXPANSION BOLT IS ADEQUATE BY INSPECTION AT THE BASE
17
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 33.0722
Longitude = -117.26800000000001
Spectral Response Accelerations Ss and Si
Ss and Si = Mapped Spectral Acceleration Values
Site Class B- Fa=i.0,Fv=i.0
Data are based on a 0.01 deg grid spacing
Period Sa
(sec) (g)
0.2 1.231 (Ss, Site Class B)
1.0 0.462 (Si, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 33.0722
Longitude = -117.26800000000001
Spectral Response Accelerations SMs and SM1
SMs =FaxSs and SM1 =FvxS1
Site Class D - Fa = 1.007 ,Fv = 1.538
Period Sa
(sec) (g)
0.2 1.240 (SMs, Site Class D)
1.0 0.710 (SM1, Site Class D)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 33.0722
Longitude = -117.26800000000001
Design Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 =2/3 x SM1
Site Class D - Fa = 1.007 ,Fv = 1.538
Period Sa
(sec) (g)
0.2 0.827 (SDs, Site Class D)
Fasteners (Screws and Welds
Screw Table Notes
Screw spacing and edge distance shall not be less than 3 x D. (0 = Nominal screw diameter)
The allowable screw values are based on the steel properties of the members being connected, per AISI section
E4.
When connecting materials of different metal thicknesses or yield strength, the lowest applicable values should be
used.
The nominal strength of the screw must be at least 3.75 times the allowable loads.
Values include a 3.0 factor of safety.
Applied loads may be multiplied by 0.75 for seismic or wind loading, per AISI A 5.1.3.
Penetration of screws through joined materials should not be less than 3 exposed threads. Screws should be
installed and tightened in accordance with screw manufacturer's recommendations.
Allowable Loads for Screw Connections (lbs/screw)
- Nq NoM0 MO'8 - Nàk6
Steel Thickness Steel Properties Die. = 0.216 (In) Dia. = 0.190 (In) Dia, = 0.164 (in) Die. = 0.138 (In)
Mile Design (In) U292. Fu (ksi) Shear Pullout Shear Pullout Shear -Pullout Shear Pullout
18 0.0188 33 45 66 39 60 33
27 0.0283 33 45 121 59 111 50
30 0.0312 33 45 151
177
76
84
141 65 129 55
33 0.0346 33 45 164 72 151 61
43 0.0451 33 45..280 124 263 109 244 94 224 79
54 0.0566 33 45 394 156 370 137 344 118
68 0.0713 33 45 557 155 523 173
Weld Table Notes
Weld capacities based on AISI, section E2.
When connecting materials of different metal thickness or tensile strength (Fu), the lowest applicable values
should be used.
Values include a 2.5 factor of safety.
Based on the minimum allowance toad for fillet or flare groove welds, longitudinal or transverse loads.
Allowable loads based on E60xx electrodes
For material less than or equal to .1242" thick, drawings show nominal weld size. For such material, the effective
thioat of the weld shall not be less than the thickness of the thinnest connected part.
Allowable Loads For Fillet Welds And Flare Groove Welds
Design m5wilpfcoadlega
Thickness Yield Tensile E6OXX Electrodes
Mu --In. ksi kM ibslln
43 0.0451 33 45 609
54 0.0566 33 45 764
68 0.0713 33 45 963
97 0.1017 33 45 1373
118 0.1242 1 33 45 1 1677
54 0.0566 50 65 1104
68 0.0713 50 65 1390
97 0.1017 50 65 1983
118 0.1242 50 65 2422
48
M 1
Page it of 14 ESR1917
TABLE 9-KB-TZ CARBON AND STAINLESS STEEL ALLOWABLE SEISMIC TENSION (ASD), NORMAL-WEIGHT
CRACKED CONCRETE, CONDITION B (pounds)1213 -
Nominal
or
Diameter
n1b,dent
Anc
(In.)
Concrete Compressive Strength!
f'c = 2,500 psi f'c = 3,000 psi f'c = 4,000 psi f'c = 6,000 psi
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
Carbon
steel
Stainless
steel
3/8 2 1.006 1037 1,102 1,136 1,273 1,312 1559 1,607
1/2 2 1,065 1,212 1,167 1 1,328 1,348 1,533 1,651 1,878
3 1/4 2,178 2,207 2,386 2,418 2,755 2,792 3,375 1 3,419
31/8 2,081 2,081 2,280 2,280 2,632 2,632 3,224 3,224 5/8 4 3,014 2,586 3,301 2,835 3,812 3.274 4,669 4,010
3314 2.736 3,594 2,997 3,937 3,460 4,546 4,238 5.568
4314 3,900 3,900 1 4,272 1 49272 4,933 4,933 6,042 6,042
For Si: lID! = 4.45 N. 1 psi = O.UUDU9 We For POUflO-iflCfl units: 1 mm = O.0397 lncfles
'Values are for single anchors with no edge distance or spacing reduction. For other cases, calculation of Rd as per ACI 318-05 and conversion
to ASD In accordance with Section 4.2.1 Eq. (5) is required.
2Valuas are for normal weight concrete. For sand-lightweight concrete, multiply values. by 0.60.
3Conditlon B applies where supplementary reinforcement In conformance with ACi 318.05 Section D.4.4 Is not provided, or where pullout or
piyout strength governs. For cases where the presence of supplementary reinforcement can be verified, the strength reduction factors
associated with Condition A may be used.
TABLE 10-KB-1Z CARBON AND STAINLESS
STEEL ALLOWABLE SEISMIC SHEAR LOAD (ASD),
(pounds)'
Nominal
Anchor
Diameter
Allowable Steel Capacity, Seismic Shear
Carbon Steel Stainless Steel
3/8 999 1,252
1/2 2.839 3,049
5/8 4,678 5,245
3/4 6,313 6,477
For 51: 1 lot =4A5N
'Values are for single anchors with no edge distance or
spacing reduction due to concrete failure.