HomeMy WebLinkAbout31700 GRAPE ST_ 2077 (29)SEIZMIC PROJECT
WAL -MART #2077
INC FOR.
SHEET N0. -- OF
MATERIAL HANDLING ENGINEERING -
TE: (818) 962 -1162 • FAX: (818) 967 -1279 CALCULATED BY DATE
14180.1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706
WORST COMBINATION
32" DEEP x 96" TALL
htAX. 8 SHELVES PER UNIT
ANALYZE PER SECTION 2312 (g) AND TABLE 23P.
V = 21CPWn"
Z =0.40
1 =1.00
Cp =0.75
Vp =1600 #
2/3 REDUCTION FOR GRND. INST.
V = ZICPWp"
0.4x1 x 0.75 x 1600 x 2/3
320#
CHECK OVERTURNING
Mot =V x H/2 (FULLY LOADED)
320 x 96/2 = 15,360 "#
Mst = WpxnxD /2
1600 x 32/2 = 25,600 "#
Mst > Mot NO UPLIFT OCCUPS.
Mot =V x H/2 (ONE SIDE LOADED)
160 x 96/2 = 7680 "#
Mst Wpxnx16 /2
800 x 1612 = 6400 "#
Pup= (Mot - Mst) /d
7680 - 6400)/32 = 40#
USE HII TI DS S2 P10 MIN ONE PER SIDE PULLOUT = 205#
NOTE: SINCE STRAP IS BEING UTILIZED
ANCHORS MUST BE USED ON EITHER SIDE
32"
f
P
h
PROJECT
WAL -MART #2077
SEIZMIC
7
INC. FOR _
SHEET N0. _
J
OF —
MATERIAL HANDLING ENGINEERING -6- U9-1 MK
TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE
14180.1 LIVE OAK AVENUE • BALDWIN PARK • CA 9170b
MAX. LOAD ASSUMED AS GONDOLA, VERY CONSERVATIVE
FULLY LOADED)
Mot -V x H/2
320 x 120/2
19,200 "#
Mst = Wp x n x D/2
1600 x 24/2
19,200 "#
Mst = Mot NO UPLIFT OCCURS.
ONE SIDE LOADED)
Mot =V x H/2
160 x 120/2
9600".-"
Mst =Wp x n x 1212
800 x 12/2
4800 "#
Pup= (Mot Mst) /d
9600 - 4800/24
12"
200#
USE 1 EA. HILTI W10 -30 ANCHOR PER SIDE PULLOUT = 405#
NOTE: T- FRAMES LESS THAN 96" CAN BE FASTENED W/ DS 32 P1t) PINS.
n...+ . -. ., -. '...M - ... ...n..m;- - :- rl" +i .Y V ,y,, .. .,-M+ .ru.ni, w:. ... -... _.... .wa. yf1. - -.V t .,- ..
r '3 .° ,,-.».,, z-.-,,; e.,---* ' ,.w""ii'•:`t'w,".`S1'....:.. ,, ...,. ., k ., :,,,:, .,,..i,., „ ..., _ <. ,., , ... ,.n,M.- - ;.., : . i, _ .._ ` _ .w_, . __ ::.._. -_ r .,aJ s:.l
r.•.4 <... ,. <..,....,, :;, ,,....., .,a:,., .., ;.,,.,, .,...- . -:.,.. ,..,,... ter. ..:, .. «,..,.., ,.;... :. ..: .. . „-
THIS FILM WAS PRODUCED FROM
THE BEST AND MOST CONPLETR r
DRAWINGS AVAILABLB AT THE
PIVE OF
1
L 4' T #2077
SEZMC PROJECT WA
INC. FOR
SHEET NO. OF
MATERIAL HANDLING ENGINEERING —. I
TEL: (818) 962-1162 • FAX, (818) 962 -1279 CALCULATED BY
14180.1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706
Fill THE BICYCLE RACK THE LOADS ARE MINIMAL AND THE MEMBER
DUE TO THEIR SIZE AND GAGES WOULD BE HEAVILY UNDERSTRES.GRD,
THEREFORE IT IS OKAY BY SIMPLE INSPECTION.
CHECK OVERTURNING (SINGLE SIDE MORE CRITICAL THAN DOUBLE)
ANALYZE PER SECTION 2336 (g) AND TABLE 23P.
V = ZICPWp"
Z =0.40
1 =1.00
Cp =0.75
Wp =250 #
2/3 REDUCTION
FOR GRND. INST.
V = ZICpWp"
0.4x1 x 0.75 x 250 x 2/3
50#
Mot =50 x 46 +50 x 92
6900 "#
Mst =250 x 2 x 22
11000 "#
Mst > Mot
NO UPLIFT
ANCHOR = 1/4" x 1 -1/8" MIN. EMBEDMENT
QUANTITY =1 PER ANCHOR PLATE
22"
Imo-- 60" Pt
F.
0.50#
60#
SEIZMIC PROJECT
WAL -MART #2077
NC FOR
SHEET N0. OF
MATERIAL HANDLING ENGINEERING
TEL:(818) 962 -1162 • FAX, (818) 962 -1279 CALCULATED BY DATE
14180.1 LIVE OAK AVENUE • BALL)WIN PARK • CA 91706
Mconn.= 14,640"#
seismic,
P=14,640/(4 x 2)
1830#
M =1830 x .04
73.2 "#
Mcap = S x Fb x 1.33
00534 x .75 x 50000 x 1.33
267"# > 73.2 "# THEREFORE OK
CHECK TAB WiiH BEN[) RADI
NOT TAIONG INTO ACCOUNT 1/4" TEK SCREW IN SHEAR)
M =PxD
1830 x .127
232"#
Mcap =S x Fb x 1.33
011 x .75 x 50000 x 1.33
534 "# < 232"# THEREFORE OK
q
Stab = A 79A2 x 116
00534 In "3
1830#
S = (b x tA2) /6
1 x [1.41 (.179)^2]/6
011 inA3
i
SEIZMIC PROJECT
WAL -MART #2077
WAUWRT
INC.
FOR i
SHEET N0. OF
MATERIAL HANDLING ENGINEERING P.T.
TEL:(818)962 -1162 • FAX* (818) 962-1279 CALCULATED BY DATE
141804 UVE OAK AVENIX • BALDYNN PARK • CA 91706
DIAGONAL BRACING: COMPRESSION MEMBER
L diag. = [(L- 6)A2 +(D- 2 "BC01)A2jA.5
59.6
Vdiag = Vtrans " Ldiag. / D
1057#
kl /rmin = [ 1 " 59.6 ] / .341
174.9
Fa = [12aA2Ej423(kl /r)A2j
4877 psi.
fa/Fa = Vdiag /(Area" Fa)
0.58
R
t.
DI= 59.8"
L= 52"
D= "'I
DIAGONALAND
HOFOXUAL BRACING
W
Area= .372 "A2
rmin= .341 "
H to .0747 "
W= 2.875 "
f H- 1.125
I
SEIZMIC PROJECT '
WAL -MART #2077
NC FOR
OF
MATERIAL HANDLING ENGNEERING — -
TEu (818) 962 -1162 • FAX: (818) 962 -1279 CALCUU TED BY DATE
141804 LIVE OAK AVENUE • BALDWIN PARK • CA 91706
CHECK BRACING
P=1084#
168 x (65000/2) x 1.33
I 7280# > 1084# THEREFORE OK
j I It -.0747 In
A =.168 In A2
r
w
r 3,
ppi ``+
7Yaf
t1
18 ga
96„ I tk
22 ga --Ilk
53I
Vl
OFULL DRESS KIT
SHANK DIAMETER .177" FOR CONCRETE
r
Il
I
ANCHOR DS 32 P1 U ICBO #23£38
2 REQ'D / STRAP
CCUPRIGI Il
1 LS
2 I
Aq .
o
i
s3,
4
C
801SIDE KICKPLA-I E
Acm
Lt
0 BASE DECK (20. GA)
2)BASE -1 UBE
2 ga
VIEW 'B'
UPRIGHT ASSEMBLY DETAIL
BACK TO BACK)
I
IYP.
80111
SIDES
1
1611, 1811, & 24"—_1
1 -1 /411i,i'i 6" _ —714
J 13 ga
1,:?/3z ",1"
s
C1) BASE LFG
0
GP
i THIS FIL4 WAS PRODUCED FROM
i THE BEST AND MOST COMPLETE
DRAWINGS AVAILABLE AT THE 1
TIP OF F G ... II,NIi
DARM
711)
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fi Ali h Alf.l 1]- A..W11 -- -
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GENERAL. C()NFIGURAI.TON
BACK TO-BACK SHOWN
w
y
J
JJ •,
08 SHELF.(20 ga)
NOTES:
1. STORAGE RACK DESIGNED PER SEC LION 2336
OF 1 FIE 1991 UBC.
2, STORAGE CAPACITY: 100# PER LEVEL
3. POST LOAD SIGNS AT CONSPICUOUS LOCATIONS DEPICTING
THE DESIGN CAPACITY OF 1 FIE RACK USING A PERMANENT
PLAQUE NOT LESS THAN 50 SQUARE INCHES
4, ASTM A570 FOR SHAPE Fy = 38,000 PSI GRADE 36
5. ALL BOLTS A307 (UNLESS NO ED)
6. ANCHORS HILII BOLT .177" X 2' BOLT• DS 52 PIO
7. CONCRETE 4" 1 HICK x 7.000 PSI
8. SOIL BEARING PRESSURE 1000 PSF
LIZ IC 'I, MAIE IIAL HANDLING
ENGINEERING
V ;; • / \}7 r
INC.
14160 -I Live Oak Avenue
y IGI EST. 1985 Baldwin Park Celllornin 91706
r ,
Tel. (818) 962 -1182 • Fax (818) 962 -1279
11,06 ..,1
LOt lf [ N
NONE
SE 11S f 5ATE AF7R DRY
NO. 432725 1 6/10/94 1 SAL E. FAILEN
DFSCRIP110n
SONOMA SIIELVING DETAILS (DA19LING TYPE)
ADURF:AS - - - -- ••_- -- DRAWIIP NUMSEn
C4)ANCIIUR BRACKET
WAL -MART' #20", 94 -362A
31700 GRAPE ST. LAKE ELSINC• IE, CA 9 ?.530
4
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (818) 962 -1162 • FAX: (818) 962 -1279
14180-1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706
PROJECT
WAL -MART #2077
FOR
SHEET No. OF
CALCULATED BY DATE _
ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2312(a) OF THE 1988 U.B.C.
FULLYLOADED
TOTAL SHEAR = 780 lb.
Mot = Vtrans * ht
780 * 90
70720 in.ib.
Mst = EWp * d/2
3750 * 44 /2
82500 in.lb.
Puplift 1= (Mot - Mst) /d
Puplift <= 0 NO UPLIFT
r
t
44*
260
Ellz llc PROJECT_.L_MART #2077
FOR
49 b
MATERIAL HANDLING ENGINEERING
SHEET NO OF __(
j _()q__Tqq4_
TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY— DATE _
141804 LIVE OAK AVENUE • BALDWIN PARK • CA 91706
BASE PLATE WILL BE ANALYZED WITH THE RECTANGULAR STRESS RESULTING FROM THE VERTICAL
LOAD P, COMBINED WITH THE TRIANGULAR STRESSES RESULTING FROM THE MOMENT Mb pF ANY).
THERE ARE 3 CRITERIA IN DETERMINING Mb. THEY ARE 1) MOMENT CAPACITY OF THE BASE PLATE,
2) MOMENT CAPACITY OF THE ANCHOR BOLTS, AND 3) Vh/2 (FULL FIXITY). Mb IS THE SMALLEST
VALUE OBTAINED FROM THE 3 CRITERIA ABOVE.
Pcol = 3557 lb. B = 5 in. D = 3.75 In. t = .25 in.
b = 3 in. b1 = 1 in.
P/A = Pcol /(D *B) = 189.7 psi.
Mbase = WI ^2/2 = I"212(fa)
Mbaso = 94.9 ink.
Sbase = 1 *t "2/6 = 0.010 in A3
Fbase = .75Fy * 1.3S = 36000 psi.
fb /Fb = Mbase /(Sbase *Fbase) = 0.253
SEIZMIC
INC.
MATERIAL HANDLING ENGINEERING
TEL: (818) 962 -1162 •TAX: (818) 962 -1279
14180.1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706
PROJECT
WAL -MART #2077
FOR
SHEET N0. OF
CALCULATED BY__ DATE
THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE
ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING.
b) SLAB TENSION b - B
Asoil = Pmax/0.33 * fsoil) = 4.10 ft. "2
L
590 in A2
L = sgrt(Asoii) = 24.3 in.
B = sgrt(w *d) + t = 8.1-1 in.
b = (L -B) 12 = 8.0 in.
BASE PLATE
Mconc - wb ^2/2 = (1.33 *fsoil *b "2)/(144 *2)
w = 5 in.
294.8 ir,10.
d = 3.75 in.
Sconc = 1"t^2/6 = 2.67 in A3
Fconr, = 50 *sgrt(PC) = 201.25 poi. SQm2mm
t
I
PROJECT
WAL -MART #2077
FOR
SHEET N0. OF
CALCULATED BY__ DATE
THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE
ASSUMED TO DISTRIBUTE THE LOAD OVER A LARGER AREA OF SOIL AND WILL ACT AS A FOOTING.
b) SLAB TENSION b - B
Asoil = Pmax/0.33 * fsoil) = 4.10 ft. "2
L
590 in A2
L = sgrt(Asoii) = 24.3 in.
B = sgrt(w *d) + t = 8.1-1 in.
b = (L -B) 12 = 8.0 in.
BASE PLATE
Mconc - wb ^2/2 = (1.33 *fsoil *b "2)/(144 *2)
w = 5 in.
294.8 ir,10.
d = 3.75 in.
Sconc = 1"t^2/6 = 2.67 in A3
Fconr, = 50 *sgrt(PC) = 201.25 poi. SQm2mm
fb /Fb = Mconc /(Sconc *Fconc) = 0.55 t = 4 in.
Pc = 2000 pjI.
ML
fs = 1000 psf.
Ns
a / '
ice •a
SHELF (20 ga)
o
01 />
SIDE 'DECK (20 ga)
ti1h
V11",
I
r ;" I
ti
w/ 2 PIN REQ'D
TOP & 130-ITOM 1 IE TUBE
7 T
r)p
11,
I
Q) LIPRIGH I
TYP.
1 7116"
980I
C -1057 (DAR)
LEVEL ER
10 LEVELER
SHANK DIAMEI ER .'177" FOR CONCREI E
I -
C)ANCHOR DS 32 P 10 ICBO #2388
2 REQ'D / STRAP
CII)BASE'l USE
2- 3/4 "XI "X11 GA
TUBING _
48"
1 "X1 "X16 GA
1 WING
2 "X1 "XI 1 GA
1 UBING ,
yr.
96"
11 END PANEL FRAME
4 5/16"
Y .
1 - -11 4"
1 -3/16 I
13 ga
V
4- 7/32" 1"
IV/
OARM
I
I
I
I I
I 1 /
I \
I
II\
I I
I 4
4<,•
O
C3 iANCI -1011 SIRAP
M116 FII,M WAS .P ZVt1CND PPkW
TOR 019ST AND Iiji -S' :x?M1P ATS
bRAWINGS AVAILAMS AT TEX
OF ?I.LMI (3
GENERAL CONFIGURATION
3 /6" a HOLE
1"
C,P•
OHANG ROD
N01 ES:
1. STORAGE RACK DESIGNED PER SECTION 2336
OF T HE 1991 UBC.
2. Si ORAGE CAPACITY: 100+1 PER LEVEI
3. POST LOAD SIGNS AT CONSPICUOUS LOCATIONS DEPICT ING
THE DESIGN CAPACITY OF THE RACK USING A PERMANENT
PLAQUE NOT LESS TI lAN 50 SQUARE INCI IFS
4. AST M A570 FOR SHAPE Fy = 36,000 PSI GRADE 36
5. ALL BOLTS A307 (UNLESS NOTED)
S. ANCHORS HILTI 80LT .205" 0 X 2" BOLT W10.42 PIO
7. CONCRETE 4" THICK x 2000 PSI
8. SOIL BEARING PRESSURE 1000 PSF
a
FILMIC MAT ERIAL HANDLING
El' GINEERING
14180.1 Llve Oak Avenue
EST. 1985 Beldwln Park, California 91706
lel. (816) 962 -1132 - Fax (818) 982 -1279
n oNEI
SCALE DRAWN BY
G.L. -
CONIRnCIORSNmACI
APPROVEC B`! LICENSE DAIE
I NO. 132725 I 6/10/94 SAL E.FAfEEN
oescRIPriON '
I -FRAME SHELVIN —G DETAILS
ADDRESS
WAL: -MART #2077
URAWOKIi 11WABER --
94 -362 B
31700 GRAPE. ST LAKE ELSINORF. Ci% 92530
a
t-
i
i
t
SEIZM11'-
MATERIAL HANDLING ENGINEERING
TEL: (818) 962 -1162 • FAX (818) 962 -1279
141804 LIVE OAK AVENUE • dALDWIN PARK • CA 91706
PROJECT
WAL -MART #2077
SHEET N0. Of
CALCULATED BY DATE
THE PROJECT CONSIST OF SHELVING UNITS NORMALLY STOOD BACK TO BACK AND
THE LOAD WILL BE DISTRIBUTED WITH 10 PCF. WHERE PEG BOARDS ARE USED AND
150#/SHELF WHERE SHELVES ARE USED. IN THIS ANALYSIS, WE CHOSE THE MOST
CRITICAL CONFIGURATION OF EACH TYPE.
ae" _
PM
ROARD 1
LOAM
84" • i, "
96" lg"
4-
6" 6-
6"
6"
6"
6"
y
SEIZMIC PROJECT
WAL -MART #2077
FORINC
SHEET N0. OF
MATERIAL HANDLING ENGINEERING
TEI.: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY —DATE
14180.1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706
PEO c-
BRO 17'
LOADS
96"
17"
17"
6" 6"
1-
29"
1-
4
14"
96" 96" -
1-
14" 1-*—
6" 6"
96"
6"
I
I
t:
rl„
r'WSEIZMIC PROACT
WAL-MART #2077
r;
FORINC { 1 b
J
SHEET N0. OF 1 _
MATERIAL HANDLING ENGINEERING 09- 1994—
TEL- (618) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE _. "•
141804 LIVE OAK AVENUE • BALDWIN PARK • CA 91706
11 4r
SLAT WALL FAC (FOR ATTACHMENT OF HAANGER A MS)
WITH LOAD DiSTRRIBUTED 11MOUGHOW
96"
120"
18'
96'
d?
2 3/4"
IS"
is,
va-
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