0302-083 (CSCS) Seismic Analysis—
�rf ..
Mm
" •' MEMO
j.
DATE:. .' May 5, 2003 f
TO: Hans Kaufmann .
Perkowitz+Ruth Architects
FROM: Ron Hartman, KPFF
SUBJECT: • ' Wal-MartSupercenter'#1805, La Quinta CA,
Rack anchorage'design, Seismic Inc.,.dated 5/1%03
KPFF Job #12 0342 File_# 2.3 "
At your request, we have reviewed the structural analysis•of the storage fixtures to be installed with
the Wal-Mart store in the city of La Quinta, CA that we have designed.,,-We have completed this
review have found them to be in general compatibility with,the design concept. If you need any
further information from us,'please feel free to call'me:
ADMIN/R12002U20342•WM 91805\2.3BO03VUELIO
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19.295 }iWY lll- Wa1"> .SuPercEth�'tr
SEIZMIC
MATERIAL HANDLING ENGINEERING
EST. 1985
STORAGE RACKS
STEEL SHELVING
SEISMIC ANALYSIS
ALASKA
INDIANA
OHIO
DRIVE-IN RACKS
MOVABLE SHELVING
STRUCTURAL DESIGN
ARIZONA
KANSAS
OKLAHOMA
CANTILEVER'RACKS
STORAGE TANKS
CITY APPROVALS
CALIFORNIA
MICHIGAN
OREGON
MEZZANINES
MODULAR OFFICES
STATE APPROVALS
COLORADO
MINNESOTA
PENNSYLVANIA
CONVEYORS
GONDOLAS
PRODUCT TESTING
CONNECTICUT
MISSOURI
TEXAS
CAROUSELS
BOOKSTACKS
FIELD INSPECTION
GEORGIA
MONTANA
UTAH
PUSHBACK RACKS
FLOW RACKS
SPECIAL FABRICATION
IDAHO
NEVADA
VIRGINIA
RACK BUILDINGS
FOOTINGS
PERMITTING SERVICES
ILLINOIS
NEW MEXICO
WASHINGTON
WISCONSIN
® SEISMIC ANALYSIS OF
GE FIXTURES AND TIRE RACK CATW
FOR
WAL-MART
79-295 HWY 111
LA QUINTA, CA
JOB #: _
.E.
THIS DOCUMENT HAS BEEN REVIEWED FOR ®,
GENERAL COMPATIBILITY INIT14 DESIGN CON-
CEPT AND THE FOLLOWING IS NOTED:
CONFORMS TO DESIGN CONCEPT
❑ CONFORMS TO DESIGN CONCEPT WITH
REVISIONS AS SHOWN
❑ NON -CONFORM ING-REVISE&RESUBMIT
kff BY "— --; a3
p Date
161 ATLANTIC STREET POMONA • CA 91768 • TEL: (909)869-0989 0 .--FAX: (909)869-0981
MUN i VIEW SIDE VIEW
STOCK:R_OQti4lhA,AC.K I N G
May 05 03 02.24p SEIZMIC ENG
4
SEIZMIC
INc.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0988 - FAX: (909) 86a-Ogg1
161 ATLANTIC AVENUE • POMONA - CA 91766
909 869-0981 p.2
LQAVS IM
LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL
DEAD LOAD PER SHELF = wDL
SEISMIC BASE SHEAR DETERMINED IN ACCORDANCE WITH SECTION 1630.2.1 OF THE 1997 USC / 2001 CBC
WHERE: V = ((2.5 x Ca x 1) / R) x Wtotal
Wtotal = (wLL/1 + wDL) t --=SINGLE ROW UNITS (TRANSVERSE DIRECTION)
Wtotal (wLL/1 + wDL) SINGLE ROW UNITS
SEISMIC ZONE = 4
Ca = 0.44Na WHERE Ca = 0.44Na AND Na =1.1
0.484
1= 1.00
SOIL COEF. = Sd
R (LONGITUDINAL) = 5.6 (SECTION 2228.5.2 )
R (TRANSVE.RSE) = 4.4 (SECTION 2228.5.2 )
wDL = 50 LB
DEPTH= 30 in
LONGrMDINAL DIRECIlQN:
Viong = [2.5'0.484'1'(2000/1+250)/5.6yi.4
= 3471b
H = V Whi/lWh
TRANSVERSE _P1 MIQU.-
Vtrans 12.5"0.484"1"(ZUUU/1+ZbU)/4.41/1.4
= 442.1b..
Fl = V Whl/YWh
� �Gice�ir nicTRuai iTeA11t•
LEVEL
_--h - ..
IN
WEIGHT
LB.
HEIGHT
IN
W X H
LB -IN
PI (long)
LB
Fi (Iran.)
LB
Mot
IN -LB
1
8.0
400. _
&0
3,200
8.7 v
11.0
88.4
2
28.0
400
$6.0
14,400
39.1
49.7
1,790.0
3
28.0
400
64.0
25,600
69.5
88.4
5,657.1
4
28.0
400
92.0
36,800
99.9
127A
11,690.0
5
28.0
400
120.0
48,000
130.2
165.7
19,888.4
120 IN
=
128,000
347 LB
442 LB
39,114 IN -LB
TOTAL FRAME LOAD = 2250 LB
05/05/2003 NON 15:04 (TX/RX NO 75361 Z002
Mail 05 03. 02:24p SE I ZM I C ENI.G
SEIZMIC
ING,
MATERIAL HANDLING ENGINEERING
TEL: (909) 86940989 - FAX: (909) 868.0981
161 ATLANTIC AVENUE • POMONA • CA 91768
909 BGS -0991 p.3
OV RTURNIN ANALYSIS: INTERIOR MA.ME
ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2228,7.1 OF THE 1997 UBC ! 2001 CBC
DEPTH = 30 in
TOP LEVEL HEIGHT = 120 in
FULLY LOADED:
Total Sheat- 4421b EL n Fn
Motor F(F'hi)' 1.15
= 44,981 in -Ib EL 5
Met= 7(Wp+wDL)"D12 1 5
= (2000 Ib + 250 Ib)'30 In/2
= 33,750 in -lb EL a F4
Puplift = 1(Mot - W)/Depth
= (44981-33750)!30 EL
= 374. Ib m UPLIFT F3
F3
TOP SHELF LOADED;
SHEAR = 88 Ib EL 2
Mot = Vtop IM FZ
= 88 Ib * 120 in
= 10,607 in -Ib EL I F1
Mat = (Wp+wDL)'17/2
_ (400 Ib + 250 Ib)"30/2
d--�
Puplift = 1(Mot - Mb-t)/Depth
= 291b -,-- UPLIFT
ANCHORS
QUANTITY= 2
PULLOUT = 830 LB 33 1/3% INCREASE FOR SHORT TERM LOADING DUE TO SEISMIC FORCES.
SHEAR = 2055 LB 331/3% INCREASE FOR SHORT TERM LOADING DUETO SEISMIC FORCES.
Eq. = (Ps/Pt)"513 + (VsNt)A5A s 1.0
INTERACTION EQUATION:
FULLY LOADED = (374 LB/1660 LB)AS/3 + (221 L8/4110 LB)11513
=
0-09 <1.0 OK
TOP SHELF LOADED ;n (29 LB/1660 LB)^S!d + (44 LB/4110 LO)^S/9
= 0.00 <1,OOK
USE (2)1/2'OX3"MIN. EMBED. POWERS WEGE 13OLT ( I.C.B.O. x'5768) OR APPROVED EQUAL
PULL OUT CAPACITY IS THAT OF WITHOUT SPECIAL INSPECTION.
05/05/2003 MON 15:04 [T%/R% NO 75361 Q003
May OS 03 02:25P SEIZMIC ENG 909 869-0981 p•4
' O
SEIZMIC
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 FAX: (909) 869 -Ml
161 ATLANTIC AVENUE • POMONA • CA 91768
1L: INTERIOR PER THE 1997 UHC / 2001 CBC
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.
(A) PUNCTURE
TURE
P (1.4)^(Pco1)+(l.7)'(Mot/d)
(1.4)`(1125)+ (1.7)'(449811N-L9/301N)
= 4.124 LB
FpUnct = (2,65)•(F'c^o.5)
(2.69)'(3000 PSI)AO.5
= 148 PSI
Apunct=[(Weff.+t/2)+(Deff.+tl2)1'(2)"(0
= ((8 IN + 5.5/2) + (5 IN + 53 IN/2)]"(2)"(5.5 IN)
= 203.5 INA2
IV/FV = P4(Apuncq'(Fpurnct)]
= 4123.92 LB4(203.5 IN^2)"(146,69 PSI)" 0,65]
(9) SLAB TENSION
Asoil = P4(1.33)"(fs)]
= 4123.92 LB4(1.33)"(1000 PSF/144IN"2/FrA2)j
448.5INA2
L = AsoiIAO.5
= (446.5 FTA2)AO.5
21.1 IN
B = ((Weff.)'(Deff.)j40.5+t
[(8 IN)"(5 IN)]A0.5 + 5.5
= 11.8 IN
b = (L -p)2
= (21.13 IN -11.82 IN)/2
4.7 IN
Mconc ;=; (w)"(b02)2 = [(1.33)*(fs)'(bA4j4(144)'(2)j
_ [(1.33)•(1000 PSI)'(4.65 IN)A44(144)'(2)j
= 1001N -LB
Scone (1)'(tA2)/6
a (1)'(5.5IN)"215
= 5.04 I NA3
Fconc= (5)'(0)'(f'c^0.5)
_ (5)'(0.65)'(3000 PSI)A0.5
= 178.0 PSI
fb/Fb = Mconc4(Sconc)•(Fconc)]
= 99.98 IN-LI34(5.04 INA3)'(178.01 PSI)]
0.21 a 1,33 OK
13ASE PLATE
Weff, = 8.0 IN
Deft. = 5.0 IN
CONCRETE
t=6.5 IN
1c= 3,000 PSI
SOIL
Is = 1,000 PSF
DEPTH_ 30.0 IN
Mot= 44,981 IN -LB
Pool- 1,126 L9
0.11 ¢ 1.33 OK
05/05/2003 RON 15:04 [T%/R% NO 75361 IM004
Mat$ 05 03 02:25p SEI ZM I C ENG 909 0690981
SEIZMIC
lNc,
MATERIAL HANDLING ENGINEERING
TEL: (909) 865-0989 • FAX:'(909) 869.0981
161 ATLANTIC AVENUE • POMONA • CA 91768
LAB
Puplift = 374 LB
Req'd AREA ^ Puplift / (1 SO PCF x t)
= 5.44 FfA2
783 iNA2
L = AREAAO.5
= 28.0 IN
w= 150PCFxtxL
160 PLF
= 13.4 LBAN
Mconc. = P x L / 8 - w LA2 / 24
= 872 IN -LB
Sconc = 1 IN x tA2 / 6
y 1 IN x 30.25 INA2 / 6
= 5.04 INA3
FConc = 5 x 0 x f CAO.5
5 x 0.65 x (3000 PSI)AO,5
= 178 PSI
fb / Fb Mconc. / [Sconc, x Fconc.]
— 0.972
COW=
t = 5.5 IN
f = 3,000 PSI
0= 0.65
p-5
05/05/2003 MON 15:04 [T%/R% NO 75361 Q005
5'-0" C/C 1'-0" 1' 0"
TYP. �`-t-3'-61/2"+
. 2'-7 1/2"
/ 4'-8"
2'-7 1/2"
2'-711 /2" 15 i 0" `� I8
. O
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
1R1 ATLANTIC AVENUE • POMONA • CA 91768
LOADS & DISTRIBUTION: MORGAN CATWALK
LIVE LOAD PER SHELF (BASED ON CLIENT SUPPLIED DATA) = wLL
DEAD LOAD PER SHELF = wDL
SEISMIC BASE SHEAR BASED ON SECTION 2228.5.2 OF THE 2001 CBC
WHERE LATERAL.FORCES ARE IN ACCORDANCE WITH SECTION 1630.2.1
AND V= ((2.5 x Ca x 1) / R) x Wtotal
Wtotal = (wLUn + wDL) x # OF SHELVES
SEISMIC ZONE = 4 .
SOIL COEF. = Sd
Ca = 0.484 WHERE Ca = 0.44Na AND Na = 1.1
= 1.00
RW(LONGITUDINAL) = 5.6 MOMENT RESISTING FRAME ACTION
Rw(TRANSVERSE) = 4.4 BRACED FRAME ACTION
n = 2. (INTERCONNECTED UNITS ANALYSIS)
. NO.- OF LEVELS = 6 LVL 60"
wLL = 100 LB
wDL = 70 LB
DEPTH= 12 IN
LL
HEIGHT= 180 IN
WIDTH= 60 IN
31.5"
CATWALK LIVE LOAD = 60 PSF
n=4 '
LL
CATWALK DEAD LOAD = 10 PSF
LONGITUDINAL DIRECTION
SHEAR COEFF = [2.5`0.484*1/5.6]/1.4 ATWAL
31.5"
= 0.154
LL
180'
Vlong = [2.5*0.484*1'(600 LB/2+420 LB)/5.6]/1.4
31.5"
= 111.1 LB
LL
Vcatwalk = [(2.5"0.484*1/5.6)"(60 PSF/4+10 PSF)'(14.61 FT)]/1.4
'
= 56.4 LB (CATWALK) 98.5"33"
Vlong.total. = V(shelves) + V(catwalk)
= 167.5 LB
LL
Fi = V Whi/7Wh
36"
TRANSVERSE DIRECTION :
LL
SHEAR COEFF = [2.5`0.484"1/4.4]/1.4
= 0.196
4"
Vtrans = [2.5'0.484"1"(600 LB/2+420 LB)/4.4]/1.4
FRONT VIEW
NOTE: N..
= 141.4 LB
Vcatwalk = [(2.5"0.484'1/4.4)"(60 :PSF/4+10 PSF)"(14.61 FT)]/1.4
= 71.8 LB (CATWALK)
Vtrans.total. = V(shelves) + V(catwalk)
= 213.2 LB
SEIZMIC
:=
INC. •
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
161 ATLANTIC AVENUE • POMONA - CA 91768
LOADS & DISTRIBUTION: (CONT) MORGAN CATWALK
LA I L-n/KL r%JiltlG W..
h LEVEL WEIGHT
IN LB
HEIGHT _
IN
W X H
LB -IN
(LONG)
Fi
-
Fi
TRANS(Fi-hi)
Mot
4
1
100
4
400
0
1
2
36.
2
100
40.
4,000
5
6
246
33 3 100 73
F
L25 5 z �, � Ing �'�� 8 �
mill WIN
air 7,300
������54
9
,� 2
�'���
11
V �'
� ����.
818
,• t r; -
6.
5
100
. r
104.5
10,450
13
16
1,677
31.5
6
100
136.
13,600
16
21
2,840
31.5
7
100
167.5
16,750
20
26
4,307
168
=
138,854
167 LB
213 LB
22,
?' - DENOTES CATWALK LEVEL
WHERE LIVE LOAD ON CATWALK LEVEL IS:
CATWALKI = 877 LB
949
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
161 ATLANTIC AVENUE • POMONA • CA 91768
LOADS & DISTRIBUTION: (CONT) MORGAN CATWALK
(1) DETERMING THE SHELF LOAD 60.5" TYP.
STORAGE LIVE LOAD = 100 LB �` LENGTH
STORAGE DEAD LOAD = 70 LB
Wp (SHELF) = 170 LB
T
I (2) DETERMING THE CATWALK LOAD
CATWALK LIVE LOAD = 60 PSF
CATWALK DEAD LOAD = 10 PSF
n=4
1-12" TYP.
Y-6" TYP.
AISLE WIDTH
-12" TYP.
A. CALCULATE CATWALK AREA / PLA14 vltvv /
CATW TRIB. LENGTH = 61 IN NOTE: N.T.S.
CATW TRIB. WIDTH (SPAN) = 43 IN
TRIB. AREA.SEISMIC WT = [(60.5 IN)*(42.5 IN/2)(1 FT^2/144 IN^2)] + [(33.75 IN)*(48.5 IN/2)(1 FT^2/144 IN^2)]
= 14.61 FTA 2
LEGEND:
B. SEISMIC WEIGHT CALC FOR CATWALK AREA
CATWALK LIVE LOAD = (60 PSF/4)*14.61 FT^2 TRIB. AREA TO CALCULATE
SEISMIC WEIGHT
= 219 LB
CATWALK DEAD LOAD = 10 PSF*14.61 FT^2 ® CATWALK AISLE
= 146 LB RACK UNITS
Wp,,,s.,; (CATWALK LOAD) = 219 LB + 146 LB
PER TRIB. AREA
= 365 LB <== WEIGHT, USED TO DETERMINE LATERAL SEISMIC FORCES
C. STATIC WEIGHT CALC FOR CATWALK AREA
Wp (CATWALK LL) = 877 LB (PER TRIB. AREA)
Wp (CATWALK DL) = 146 LB (PER TRIB. AREA)
Wp (CATWALK LL+DL) = 1023 LB (PER TRIB. AREA)
(3) DETERMINING THE COLUMN LOAD
Pcol(static.shelves) = 7Wp/2
= (100 LB +70 LB)*(6 LEVELS)/2
= 510 LB
Pcol(static.catwalk) = (1 CATWALK LEVELS)* (60 LB + 10 LB)*(14.61 FT^2/2)
= 511 LB
Pcol(static.total) = Pcol(static.shelves) + Pcol(static.catwalk)
= 1,021 LB
Pcol(seismic) = 7 (Fi*hn)/depth '
= 22949 IN-LB/12 IN
= 1,912 LB
O
SEIZMIC -
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 - FAX: (909) 869-0981
161 ATLANTIC AVENUE • POMONA - CA 91768
OVERTURNING ANALYSIS: MORGAN CATWALK
DEPTH OF CATWALK SYSTEM= 66 in
TOP LEVEL HEIGHT = 168 in
FULLY LOADED:
Total Shear= 213.2 LB
Mot = 7(Fi"hi) " 1.15
= 22949 IN -LB " 1.15
= 26,391 IN -LB
F5 —
Mst(SHELVES) = 7(Wp+.85wDL)'D/2 F,
= (600 LB + 0.85'420 LB)"12 IN/2
= 5,742 IN -LB
Mst(CATWALK) = 7(Wp+.85wDL)*D/2 (WHERE CATWALK SPAN = 42:5 IN) F3
= [(877 LB + 0.85'146 LB)`(1 CATWALK LEVELS)] -42.5 IN/2
= 21,269 IN -LB F;
Puplift = (Mot - Mst)/Depth
= [26391 IN -LB - (5742 IN -LB + 21269 IN-LB)]/66 IN
=0 LB <= NO UPLIFT
depth
TRANSVERSE ELEVATION
ANCHORS
ANCHORS NEED ONLY TO RESIST SEISMIC SHEAR SINCE UPLIFT IF NOT A CONSIDERATION.
QUANTITY= 1
PULLOUT = 830 LB
SHEAR = 2055 LB > 213.2 LB OKAY
Ps/Pt + Vs/Vt s 1.00
COMBINED STRESS = (0 LB/830 LB) + (106.6 LB/2055 LB)
= 0.05 < 1.00 OK
USE (1) 1/2"Ox3-1/2"MIN. EMBED. POWERS WEDGE -BOLT( I.C.B.O. #5788)
OR APPROVED EQUAL. PULL OUT CAPACITY IS THAT OF WITHOUT SPECIAL INSPECTION.
SEIZMIC ?0
INC.
MATERIAL HANDLING ENGINEERING
TEL: (909) 869-0989 • FAX: (909) 869-0981
161 ATLANTIC AVENUE • POMONA • CA 91768
SLAB & SOIL: MORGAN CATWALK
A) PUNCTURE .
Pcol(static.total) = Pcol(static.shelves) + 'Pcol(static.catwalk)
=1,021 LB
Pcol(seismic) = 7 (Fi*hn*1.15)/depth
= 2,199 LB
Pcol(max) = 1.4*Pcol(static.total) +1.7* Pcol(seismic)
= 5,169 LB
Fpunct = 2*sgrt(f'c)
= 110 PSI
Apunct [(B+t/2) + (D+t/2)]*2*t
= 80. IN^2
fv/Fv = Pmax/(Apunct * Fpunct)
= 0.59 < 1.33 OK
SINCE NO PUNCTURE OCCURS, THE SLAB WILL
DISTRIBUTE THE LOAD OVER A LARGER AREA OF
SOIL & ACT AS A FOOTING.
B) SLAB TENSION
Asoil = Pmax * 144/(fsoil)
= 744.3 IN^2
L = (Asoil)^.5
= 27.3 IN
B = sgrt(B*D) + t
= 7.0 IN
1= (L -B)/2
= 10.1 IN
Mconc = wl^2/8 = (1.0*fsoil*I^2) / (144*2)
= 357.1 IN -LB
Sconc = 1 in * t^2 /6
= 2.67 IN^3
fconc = 50* sqrt(f'c) WHERE 0=0.65
= 178 PSI
fb/Fb = Mconc/(Sconc*fconc)
= 0.75 < 1.33 OK
�e�
BASE PLATE:
Beff = 3. IN
Deff = 3. IN
SLAB:
t=4.0IN
fc' = 3,000 PSI
SOIL:
fs = 1,000 PSF