07-0665 (RC) Analysis of ShelvingsSEIZMIC
MATERIAL HANDLING ENGINEERING
EST. 1985
STORAGE RACKS
STEEL SHELVING
SEISMIC ANALYSIS
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CITY OF LA QUINTA
BUILDING & SAFETY DEPT.
APPROVED
FOR CONSTRUCTION
DATE y
SEISMIC ANALYSIS OF
SHELVINGS
FOR
BARBECUES GALORE
78900 HIGHWAY 1 I I
LA QUINTA, CA 92253
JOB # 07-0246A
APPROVED BY
SAL E. FATEEN, P.E.
2/22/2007
/�,�,O ES5[QN�
c'
a No. 35215
xp 9- -07
9:1
of CA��F°
T
MAR 0 12007
161 ATLANTIC STREET * POMONA * CA 91768 * TEL: (909) 869-0989 * FAX: (909) 869-0981
SEIZMIC
_ INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
1 Al AT] ANTIC; AVENUE • POMONA. CA 91768
TABLE OF CONTENTS
PROJECT BARBECUES GALORE
FOR NAUMANN HOBBS
SHEET NO. 2
CALCULATED BY TC
DATE 2/22/2007
DESCRIPTION
PAGE#
COVER PAGE
1
TABLE OF CONTENTS
2
PROJECT SCOPE & PARAMETERS
3
GENERAL CONFIGURATIONS
4
LOADS & DISTRIBUTION
5
LONGITUDINAL & TRANSVERSE ANALYSIS
6
COLUMN ANALYSIS
7
RIVET CONNECTION CHECK
8
SHELF ANALYSIS
9
OVERTURNING ANALYSIS
10
SLAB & SOIL CHECK
11
SEIZMIC PROJECT BARBECUES GALORE
INC. FOR NAUMANN HOBBS
SHEET NO. 3
MATERIAL HANDLING ENGINEERING CALCULATED BY TC
TEL: (909) 869-0989 • FAX: (909) 869-0981 DATE 2/22/2007
161 ATLANTIC AVENUE • POMONA, CA 91768
LIGHT DUTY STORAGE RACKS
PROJECT SCOPE
THE PURPOSE OF THIS ANALYSIS IS TO SHOW THAT THE FOLLOWING LIGHT DUTY STORAGE RACK SYSTEM
COMPLIES WITH CHAPTER 22, DIVISION X OF THE 1997 UBC/ 2001 CBC.
PARAMETERS
SHELVING UNITS WILL BE ANALYZED AS AN ELEMENT UTILIZING THE FOLLOWING
FORMULA:
SPECIFICATIONS
V=2.5xCaxlxW/R <== SECTION 2228.5.2 &1630.2.1
WHERE:
Ca = 0.44 <__= NOTE: Ca = 0.44 x Na, where Na = 1
1 = 1.0
R = 5.6 <_= FOR MOMENT FRAMES
W= LL/n+DL
n = 1 <=== SGL ROW
1.4 <=== WORKING STRESS REDUCTION
STEEL - Fy = 36000 PSI
✓BOLTS - A307 UNLESS OTHERWISE NOTED
JRIVETS - Fy = 50,000 PSI
ANCHORS - (1) 1/4" 0 x 1-15/16" MIN. EMBD. RAMSET/ REDHEAD TRUBOLT [CC 1372
SHELVES - PARTICLE BOARD OR PLYWOOD
SLAB - 5 IN x 3000 PSI
SOIL- 1,000PSF
SEIZMIC PROJECT BARBECUES GALORE
INC. FOR NAUMANN HOBBS
SHEET NO. 4
MATERIAL HANDLING ENGINEERING CALCULATED BY TC
TEL: (909) 869-0989 • FAX: (909) 869-0981 DATE 2/22/2007
161 ATLANTIC AVENUE • POMONA, CA 91768
GENERAL CONFIGURATIONS:
1) POST
2) FOOT PLATE
3) ANCHOR
146, 5) SHELF SU^^^^T
----- - - - - --
i
i
NOTE: THIS IS THE TRIBUTARY SYSTEM BEING ANALYZED.
r00
SEIZAIIIC PROJECT BARBECUES GALORE
INC. FOR NAUMANN HOBBS
SHEET NO. 5
MATERIAL HANDLING ENGINEERING CALCULATED BY TC
TEL: (909) 869-0989 - FAX: (909) 869-0981 DATE 2/22/2007
161 ATLANTIC AVENUE - POMONA, CA 91768
LOADS & DISTRIBUTION -TYPE 72" x 36"
ANALYSIS WILL BE BASED ON CHAPTER 22, DIVISION X OF THE 1997 UBC, WHERE SEISMIC SHEAR IS DERIVED AS:
vv=2.5xCaxIxW/R
1.4 == WORKING STRESS REDUCTION
Ca = 0.44
I=1
R = 6.6 <== MOMENT FRAMES
n= 1
#of SHELF LVLS = 3 <== ACTUAL SHELF LEVELS
SHELF LL = 550 LB/LVL <== ACTUAL SHELF LIVE LOAD
.� DL/LEVEL = 10 LB/LVL <== ACTUAL SHELF DEAD LOAD
'-/TOTAL LL = 1,650 LB
TOTAL DL = 30 LB
SEISMIC SHEAR
V= 2.5x0.44x1 x(1650LB/1+0LB/4+30LB) /(5.6x1.4)
= 236 LB
LEVEL
wx DL + LL
hx
wx hx
Fi
Movt
1
560 LBV
.0 IN
1,680
✓4.7 LB
14 IN -LB
4087
2
560 LB
�1.0 IN
8,560
t40A LB
IN -LB
3
560 LB
%,p6.0 IN
'13,760
A50.9 LB
14,482 IN -LB
4
0 LB
0.0 IN
0
0.0 LB
0 IN -LB
5
0 LB
0.0 IN
0
0.0 LB
0 IN -LB
6
0 LB
0.0 IN
0
0.0 LB
0 IN -LB
7
0 LB
0.0 IN
0
0.0 LB
0 IN -LB
8
0 LB
0.0 IN
0
0.0 LB
0 IN -LB
9
0 LB
0.0 IN
0
0.0 LB
0 IN -LB
1,680 LB TOTAL =
4,000
236 LB
18,584 IN -LB
#OF LVLS
x 1.0
x 1.0
x 1.0
x 0.0
x 0.0
x 0.0
x 0.0
x 0.0
x 0.0
x 3.0
NOTE: THERE ARE ONLY 3 MOMENT RESISTING BEAMS, THE LOADS OF THE 3 SHELVES ARE DISTRIBUTED ACCORDINGL`
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
161 ATLANTIC AVENUE • POMONA, CA 91768
LONGITUDINAL ANALYSIS
COLUMN FORCES
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
Mbase = 0 IN -LB <==BASE ASSUMED TO BE PINNED
Pcol(seismic) = Movt/d
= 516 LB
Vcol = V/2 = 118 LB <==PLEASE SEE LOADS & DISTRIBUTION PAGE
Mcol(1-1) = Vcol x hi - Mbase Pcol(1-1) = 840 LB
= 118 LB x 3 IN - 0 IN -LB
= 354 IN-L3
Mcol(2-2) = [Vcol - EFi/21 x hi/2
= [118 - 2.4] LB x 48 IN / 2
= 2,772IN-LB
Mcol(3-3) = 1,697 IN -LB
BEAM TO COLUMN MOMENTS
Mconn(1-1) = [Mcol(1-1) + Mcol(2-2)] / 2
= 1,5631N-LB
Mconn(2-2) = 2,235 IN -LB
Mconn(3-3) = 849 IN -LB
Pcol(2-2) = 560 LB
Pcol(3-3) = 280 LB
BARBECUES GALORE
NAUMANN HOBBS
6
TC
2/22/2007
— COLUMN CHECK
— CONNECTION CHECK
SEIZMIC
PROJECT BARBECUES GALORE
INC. FOR NAUMANN HOBBS
SHEET NO. 7
MATERIAL HANDLING ENGINEERING CALCULATED BY TC
TEL: (909) B69-0989 • FAX: (909) 869-0981 DATE 2/22/2007
161 ATLANTIC AVENUE • POMONA, CA 91768
COLUMN ANALYSIS-DBL ANGLE
ANALYZED PER AISI & THE 1997 UBC/2001 CBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION.
AX IAL
Ptotal= 560 LB
Mmax= 2,772 IN -LB
KxLx/rx = 1.2*45 IN/0.473 IN
= 114.2 <___ (KI/r)mak
KyLy/ry = 1.2*45 IN/0.623 IN
= 86.7
Fe= rrA2E/(KL/r)max^2
= 22.3 KSI
Fy/2= 18.0 KSI
SINCE, Fe > Fy/2
THEN, Fn= Fy(1-Fy/4Fe)
= 36 KSI*[1-36 KSI/(4*22.3 KSI)]
21.5 KSI
Pn= Aeff"Fn
= 7,234 LB
Qc= 1.92
Pa= Pn/nc
= 7234 LB/1.92
3,768 LB
P/Pa= 0.15 < 0.15
FLE}CUREV/
CHECK: P/Pa + Mx/Max <_ 1.33
Pno= Ae*Fy
0.337 INA2 *36000 PSI
12,116 LB
✓Pao= Pno/f)c
= 12116 LB/1.92
. 6,310 LB
Myield=My= Sx*Fy
= 0.113 INA3 * 36000 PSI
= 4,068 IN -LB
Max= My/0f
= 4068 IN-LB/1.67
•� 2,436 IN -LB
Pcr= rrA2E1/(KL)max^2
= rrA2*29500000 PSI/(1.2*45 IN)^2
= 9,185 LB
:. SECTION PROPERTIES
t = 0.075 1N
Aeff = 0.337 INA2
Ix = 0.098 INA4
Sx = 0.089 INA3
rx = 0.473 IN
ly = 0.169 INA4
Sy = 0.113 INA3
ry = 0.623 IN
Kx = 1.20
Lx = 45.0 IN
Ky = 1.20
(y = 45.0 IN
,EF = 36 KSI
= 29,500 KSI
Of= 1.67
Cmx= 1.00
Cb= 1.0
px= {1/[1-(QeP/Pcr)]}^-1
= {1/[1-(1.92*560 LB/9785 LB)]}^-1
= 0.89
THUS,
(560 LB/3768 LB) + (2772 IN-LB/2436 IN -LB) = 1.23 < 1.33, OK
SEIZMIC PROJECT BARBECUES GALORE
INC. FOR NAUMANN HOBBS
SHEET NO. 8
MATERIAL HANDLING ENGINEERING CALCULATED BY TC
TEL: (909) 869-0989 - FAX: (909) 869-0981 DATE 2/22/2007
1 R1 ATI ANTIC; AVENUE - POMONA. CA 91768
CHECK CAPACITY OF DOUBLE RIVET BEAM CONNECTION
SINCE THE FRAME IS ASSUMED TO RESIST THE SEISMIC LOADS AS A MOMENT RESISTING FRAME, THE CAPACITY
OF THE RIVET BEAM CONNECTION SHALL BE DETERMINED.
Mconn= Mseismic + Mstatic
= 2,235 IN -LB
CAPACITY OF STUD IN SHEAR
Vallow= 0.4 * Fy * AREA * 1.33
= 2,944 LB
Vallow= 0.22* Fu * AREA * 1.33
= 2,914 LB
BEARING CAPACITY OF STUDS
�brg.allow= stud O x tmin x Fu x 1.33
= 2,438 LB
Mallo = Vallow * d
= 3,656 IN -LB > Mconn OK
1 1/2"
0= 0.375 IN
tmin= 0.075 IN
AREA= 0.11 IN^2
Fy= 50,000 PSI
Fu-METAL= 65,000 PSI
Fu-RIVET= 90,000 PSI
SEIZMIC PROJECT BARBECUES GALORE
INC. FOR NAUMANN HOBBS
SHEET NO. 9
MATERIAL HANDLING ENGINEERING CALCULATED BY TC
TEL: (909) 869-0989 • FAX: (909) 869-0981 DATE 2/22/2007
1 R,1 ATI ANTIC AVENUE • POMONA, CA 91768
MOMENT RESISTING SHELF ANALYSIS
THE SHELF SHALL BE ANALYZED TO DETERMINE THE ADEQUACY OF THE COMPONENTS TO CARRY THE
c,IVFN STATIC LOADS. ASSUME SIMPLY SUPPORTED END CONDITIONS.
SHELF LOAD(DL+LL)= 560 LB/LVL-
TOTAL SHELF AREA= 2,592 IN12
TRIB AREA A= 972 IN12
TRIB AREA B= 324 INA2
BEAM TYPE 1(A) LOAD= SHELF LOAD * (AREA A/TOTAL AREA)
= 2.92 LB/IN
BEAM TYPE 2(B) LOAD= SHELF LOAD - (AREA B/TOTAL AREA)
v` 1.94 LB/IN
BEAM TYPE 1 ANALYSIS
BEAM
TYPE 2
KI
F&I - ]EI
BEAM SHELF TOP
TYPE 1
Mmax = wL112/8
W (2.92 LB/IN)*(72)^2/8
1,8901N-LB
fb= M/S
1890 1 N-LB/0.28 I N"3
6,750 PSI
Fb= 0.6*Fy
0.6 * 36000 PSI
- 21,600 . Si
fb/Fb= N31 < 1.0 BEAM TYPE 1 OK
A= 5WLA4/(384E1)
= 5*2.917 LB/IN*(72 IN)^4/(384*29X10^6 PSI* INA4)
0.080IN
Dallow=U240 = 0.300 IN OK
BEAM TYPE 2 ANALYSES
VMmax = wLA2/8
J = 3151N-LB
fb= M/S
,,/= 2,250 PSI
Fb= 21,600 PSI
fb/Fb= 0.10 < 1.0 BEAM TYPE 2 OK
BEAM TYPE 1: SSC
Ix= 0.440 INA4
Sx= 0.280 INA3
L= 72.0 IN
BEAM TYPE 2: SS
Sx= 0.140 IN A 3
L= 36.0 IN
SEIZMIC PROJECT
INC. FOR
SHEET NO.
MATERIAL HANDLING ENGINEERING CALCULATED BY
TEL: (909) 869-0989 • FAX: (909) 869-0981 DATE
161 ATLANTIC AVENUE • POMONA, CA 91768
OVERTURNING ANALYSIS/STATIC UNITS
FULLY LOADED:
Movt = 18,584 IN -LB
Mst = 3 LVLS x (550 LB + 10 LB) x 36 IN / 2
= 30,240 IN -LB
Puplift = (Movt x 1.15 - Mst) / d
= [21371 - 30240] IN -LB / 36 IN
= -246 LB, <=== NO UPLIFT
BARBECUES GALORE
NAUMANN HOBBS
10
TC
2/22/2007
rm
INTERACTION EQN.
[0 LB/ 265 LB] -(I) + [118 LB/ 420 LB]^(1) = 0.28 < 1.0 THEREFORE OK
d = 36.0 IN
ALLOWABLE TENSION = 265 LB
ALLOWABLE SHEAR = 420 LB
# OF ANCHORS/ B.P. = 1
SEIZMIC PROJECT BARBECUES GALORE
INC. FOR NAUMANN HOBBS
SHEET NO. 11
MATERIAL HANDLING ENGINEERING CALCULATED BY TC
TEL: (909) 869-0989 • FAX: (909) 869-0981 DATE 2/22/2007
161 ATLANTIC AVENUE • POMONA, CA 91768
SLAB AND SOIL
THE SLAB IS CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS THE SLAB IS ASSUMED TO
DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL HENCE, ACTING AS A FOOTING. CONCRETE IS REINFORCED.
(A) PUNCTURE
i
P= 1.4 x P o+ 1.7 x Movt/depth
= 1.4 x 60 LB + 1.7 x 18584 IN -LB / 36 IN
= 1,662 LB'
Fpunct = 2.66 x (F ck.5) <==(SECTION 1922.5.4)
= 2.66 x (3Y( 0 PSI)^0.5
= 146 PS17
Apunct = [(Weff.+t/2)+(Deff.+t/2)] x 2 x t
= [(31N+51N/2)+(51N+51N/2)]x2x5IN
= 130 I N"2 •.
i/Fv = PUIE(Apunct)(Fpunct)]
= T662 LB/[130 INA2 x 146 PSI x 0.651
(B) SLAB TENSION
Ascil 1[l.33 x fs] J
1662 LB/[1.33 x 1000 PSF/M441N"2/FT"2)]
= 179.9 INA2
L = Asoil^0.5
= (179.9 INA2)^0.5
= 13.4 IN
B = [(Weff.)(Deff.)]^0.5 + t
= [3 IN x 5 IN]^0.5 + 5
= 8.9 IN
b = (L-B)/2 <==(SECTION 1922.7.5 (3))
= (13.41 IN - 8.87 IN)/2
= 2.3 IN
0.13 < 1.33 OK
/Aconc = (w)(bA2)/2 = [(1.33)(fs)(bA2)]/[144 (IN A2/FTA2) x 21
= [1.33 x 1000 PSI x (2.27 IN)^2]/[144 (IN A2/FTA2) x 2]
= 24 IN -LB
5conc = 1 IN x (t^2)/6
= 1 IN x (5 IN)^2/6
= 4.17 INA3
Fconc = 5 x 0 x fc^0.5
= 5 x 0.65 x (3000 PSI)^0.5
= 178.0 PSI
fb/Fb = Mconc/[(Sconc)(Fconc)]
= 23.79 IN-LB44.17 INA3)(178.01 PSI)]
BASE PLATE
Weff. = 3.00 IN
Deff. = 5.00 IN
CONCRETE
t = 5.0 IN
fc = 3,000 PSI
SOIL
fs = 1,000 PSF
DEPTH= 36.0 IN
Mot= 18,5841N-LB
Pcol= 560 LB