HomeMy WebLinkAbout31700 GRAPE ST_ 2077 (59)31700 GRAPE STREET 2077 28/30
WAL -MART
J
SEIZMIC PROJECT
WAL -MART #2077
1 FOR
SHEET N0. OF
MATERIAL HANDLING ENGINEERING
TEL: (818) 962-1162 • FAX: (818) 962-1279 ( ALCULATED BY DATE
14180.1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706
WORST COMBINATION
32" DEEP x 96" TALL
MAX. 8 SHELVES PER UNIT
ANALYZE PEA SECTION 2312 (g) AND TABLE 23P.
V = ZICpWp"
Z =0.40
1 =1.00
Cp =0.75
Wp =1600 #
2/3 REDUCTION FOR GRND. INST.
V = ZICPWp"
0.4 x 1 x 0.75 x 1600 x 2/3
320#
CHECK 4VEMBdIN.G
Mot =V x H/2 (FULLY LOADED)
320 x 96/2 = 15,360 "#
Mst =Wp x n x D/2
1600 x 32/2 = 25.600 "#
Nst > Mot NC JP LIFT OCCURS.
Mot =V x H/2 (ONE SIDE LOADED)
160 x 96/2 = 7680 "#
Mst =Wp x n x 16/2
800 a 16/2 = 6400 "#
Pup = (Mot - Mst) /d
7d80 6400)/32 = 40#
USE HILTI DS S2 x'10 MIN ONE PER SIDE PULLOUT = 205#
NOTE: SINCE STRAP IS BEING UTILIZED
ANCHORS MUST BE USED ON EITHER SIDE
18"
32"
SEIZMIC PROJECT _ __
WA
ART #
2077
Z FOR
MATERIAL HANDLING ENGINEERING
SHEET N0. OF -
J977994—
TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE _
14180.1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706
MAX. LOAD ASSUMED AS GONDOLA, VERY CONSERVATIVE
CHECK OVERTURNING
FULLY LOADED)
Mot =V x H/2
320 x 120/2
19, 200 "#
Mst =Wp x n x D/2 120"
1600 x 24/2
19,200 "#
Mst = Mot NO UPLIFT OCCURS.
ONE SIDE LOADED) 12"
Mot =V x H/2
160 x 120/2
9600 "#
Mst =Wp x n x 12/2
800 x 12/2
4800 "#
Pup = (Mot - Mst) /d
9600 - 4800/24
200#
USE 1 EA. HILTI W10 -30 ANCHOR PER SIDE PULLOUT = 405#
NOTE: T- FRAMES LESS THAN 96" CAN BE FASTENED W/ DS 32 P10 PINS.
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1
SEIZMIC PROJECT WAL -MART #2077
INC. FOR
bb bb
MATERIAL HANDLING ENGINEERING
SHEET N0. OF _
TEL: (818) 962-1162 • FAX: (818) 962 -1279 CALCULATED BY DATE
14180.1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706
FOR THE BICYCLE RACK THE LOADS ARE MINIMAL AND THE MEMBER
DUE TO THEIR SIZE AND GAGES WOULD BE HEAVILY UNDERSTRESSED,
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 = ZI%'OpWp"
0.4 x 1 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"
60"
X50#
1060#
E
r
2 ,
SEIZMIC PROJECT
WAL -MART #2077
SEIZMI PROJECT
WAL -MART #2077
1PA
1 FOR 1NC FOR
46 5b
SHEET NO. OF --
MATERIAL HANDLING ENGINEERING P.T. _ MATERIAL HANDLING ENGINEERING
SHEET N0. OF
TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE
y i—
14180-1 UVE OAK AVENUE • BALDWIN PARK • CA 91706 1418CH LIVE OAK AVENUE • BALDWIN PARK • CA 91706
seismic
IS ASSUMED THAT THE LOWER PANEL RESISTS THE FRAME SHEAR IN TENSION AND
S91S
Mconn
i =
14, 640 "# COMPRESSION. IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE
C CONNECTOR ON THE DIAGONAL MEMBER AS IT WILL GOVERN.
P= 14,640/(4 x 2)
1830#
1830#
DIAGONAL BRACING: COMPRESSION MEMBER
M =1830 x .04 L diag. = ((L- 6)A2 +(D- 2 "BC0I)A2]A.5
Ij
7 .q,2 "# = 59.6 DI= 59.6"
Mcap =S x Fb x 1.33 Vdiag = Vtrans " Ldiag. / D
L= 52"
Stab = .179A2 x 116 = 1057#
00534 x .75 x 50000 x 1.33 = .00534 InA3 kl /rmin = [ 1 " 59.6 ] / .341
267"# > 73.2 "# THEREFORE OK = 174.9
Fa = [12aA2E] /[23(kl /r)A2]
CHECK TAB WITH BEND RADius = 4877 psi.
NOT TAKING INTO ACCOUNT 1/4" TEK SCREW IN SHEAR) fa/Fa =Vdiag /(Area "Fa) D= 44" =
0.58
M =PxD
1830 x .127 _27iI
232"#
DIAGONAL AND
Mcap =S x Fb x 1.33 HORIZONTAL BRAONG
I011x .75 x 50000 x 1.33 S = (b x tA2) /6
534 "# < 232 "# THEREFORE OK
1 x (1.41 179)"2]/6 W
Area= .372 "A2011inA3
rmin= .341 "
H t= .0747
W= 2.875 "
H- 1.125 "
l'ltiB HBB'1 t161lOeE 7A'1`J
Ewe AVAIL AT "a
or Ir
SEIZMIC PROJECT
WAL -MART #2077
kftImo, FOR
SHEET N0. OF
MATERIAL HANDLING ENGINEERING
TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE
14180 -1 LIVE OAK AVENUE • BALDWIN PARK • CA 91706
ALLOWABLE STRESS DESIGN PER UBC STD 2710.(4) IF
ALLOWABLE DESIGN IS USED 1.7 FACTOR IS ALLOWED.
MWeld = 14,640 "#
Mcap. =S x Fv x 1.33 t = .0747 (
BEAM)
756 x (65/2) x 1000 x 1.33
e
32,759 "# > 14,640 "# THEREFORE OK
S =.758 InA3
CHECK BRACING
P =1084#
t _ .0747 In
168 x (65000/2) x 1.33
7280# > 1084# THEREFORE OK A =.168 In A2
i
v
a
61
1.
rr
1 Y
1A
li
3'Xif 18 ga
I
22 ga
31A
OFULL DRESS KIT
SHANK DIAMETER .177" FOR CONCRETE
SOANCHOR DS 32 P1 U ICBO #2388
2 REQ'D / STRAP
f
OUPRIGH F
79112
5
yQ .
IN
D
S
1 SIDE KICKPLATE
co
Cb
2 qa
O7 BASE DECK (20 GA)
I /1
DBASE-IURE
k,
VIEW 'B'
UPRIGI IF ASSEMBLY DETAIL
BACK TO BACK)
I
5
F 16 ", 18 ", & 24"
j1 -1 4"
1;4/37:" 1 t.
1171 6" L
g
OARM
16GP
J A '
8"
3) BASE LEG
E
Alf "m
F%
1/4" o HOLESI I I
ANCHOR BRACKET
TOP PANEL RETAINER
PEG BOARD — —
PANELS SUPPLIED
BY WALT- MART
GENERAL, CONFIGURATION
BACK 10 BACK SHOWN
A-,
b ro
d
08SI-IELF.(20 ga)
NOTES:
1. STORAGE RACK DESIGNED PER SECT ION 2336
OFT HE 1991 UBC.
2. STORAGE CAPACITY: 100/ PER LEVEL
3. POST LOAD SIGNS AT CONSPICUOUS LOCATIONS DEPICTING
THr DESIGN CAPACITY OF THE RACK USING A PERMANENT
PLAQUE NOT LESS THAN 50 SQUARE INCHES
4. ASTM A570 FOR SHAPE Fy = 36,000 PSI GRADE 36
5. ALL BOLTS A307 (UNLESS NOT ED)
6. ANCHORS HII_TI BOLT .177" X 2" BOLT DS 52 PIO
7. CONCRETE 4" 1 HICK x 2000 PSI
8. SOIL BEARING PRESSURE 1000 PSF
a
EIZMIC MAIERIALHANDLING
7 INC. ENGINEERING
c •'
19 EST. 1985
141841 Live Oak Avenue
Baldwin Palk, CelllotRla 91706
3 . 7 °
Tel. (818) 982.1162 - Fox (818) 982.1219
CALIFORNIA
SCALE
NONE
DRAWN By
G.L.
Ur rl,t t CON1l1AW0RSLICENSE DAIS AWROVEDBY
NO. 432725 6/10/94 SALE. FATEEN
DESCRIPTION
GONDOLA SlIELVI_N_G_ DE_T_r 1113 (DARLING TYPE)
ADDRESS
V
DRAVAIN, NUMBER
WA'L -MART #2077 94 -362 A31700GnAPEST. LAKE ELSINORE, CA 92530
a
SEIZMIC PROJECT
WAL -MART #2077
Imo, FOR
SHEET N0. --OF
MATERIAL HANDLING ENGINEERING
TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE
141804 LIVE OAK AVENUE • BALDWIN PARK • CA 91706
VCM I UMIVINU :MIU- U- mAI<.3
ANALYSIS OF OVERTURNING WILL BE BASED ON SECTION 2312(8) OF THE 1988 U.B.C.
FULLY LOADED
TOTAL SHEAR = 780 lb.
Mot = Vtrans " ht
780 " 90
70720 in.lb.
Mst = EWp ' d/2
3750 " 44 /2
82500 in.lb.
Puplift 1= (Mot - Mst) /d
Puplift <= 0 NO UPLIFT
8
280
2•
2601
280
r
44 ' -
SEIZMIC PRDJECr
WAL- MART #2077
WAL- MART
Imo, FOR
SHEET N0._ OF
MATERIAL HANDLING ENGINEERING
TEL- (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE
0- VV-
14180.1 UVE 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 (IF 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') Vhl2 (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. bl = 1 in.
P/A = Pcol /(D "B) = 189.7 psi.
Mbase = wl ^2/2 = I^2/2(fa)
Mbase = 94.9 in.lb.
Sbase = 1 "t ^2/6 = 0.010 in. ^3
Fbase = .75Fy ' 1.33 = 36000 psi.
fb /Fb = Mbase/(Sbase"Fbase) = 0.253
SEIZMIC PROJECT
WAL -MART #2077
FORINC
SHEET N0. OF
MATERIAL HANDLING ENGINEERING
TEL: (818) 962 -1162 • FAX: (818) 962-1279 CALCULATED BY DATE
14180.1 UVE OAK AVENUE • BALDWIN PARK • CA 91706
LAtJ U
THE SLAB WILL BE CHECKED FOR PUNCTURE STRESS. IF NO PUNCTURE OCCURS, IT WILL BE
ASSUMED TO DISTRIBUTE THE LOAD OVER A LAPSER AREA OF SOIL AND WILL ACT AS A FOOTING.
Pmax = 1.4 DEAD LOAD + 1.7 LIVE LOAD
Pmax = 1.4 ' Pcol + 1.7 " (MoVd)
5,462 lb.
Fpunct = 2 "sgrt(fc) = 89.4 psi.
Apunct = ((w +U2) +(d +t /2)) "2 "t = 102.0 in. ^2
fv /Fv = Pmax/(Apunct "Fpunct) = 0.60
b) SLAB TENSION b B
Asoil = Pmaxl(1.33 " fsoil) = 4.10 ft. "2
590 in A2
L
L = sgrt(Asoll) =24.3 in.
B = sgrt(w "d) + t = 8.3 in.
b = (L -B)/2 = 8.0 in.
BASE PLATE
Mconc = wb ^2/2 = (1.33 "fsoil "b ^2)/(144.2)
w ° 5 in.
294.8 In.lb.
Sconc = 1 "t ^2/6 = 2.67 in. "3
d = 3.75 In.
Fconc = 50 "sgrt(fc) = 201.25 psi.
fb /Fb = Mconc /(Sconc " Fconc) = 0.55 t = 4 in.
fc = 2000 psi.
591E
fs = 1000 psf.
J
I w
f H
Ale
1' S1
d ,,,
K
U
o,>
e
O SHELF (20 ga)
ti 1 1 7/16"
980
rV
9"
ooo
8 )SIDE DECK (20 ga)
3i /
sN
row,
SIa
w/ 2 PIN REQ'D
TOP & BOTTOM TIE TUBE
3 /
nT
JUPRIGHT
TYP.
C -1052 WAII) —
LEVEf Ell
SLEVELER
SHANK DIAME'1 ER .177" FOR CONCRETE
DANCHOk DS 32 P 10 ICBO #2388
2 REQ'D / SIRAP
1•
@BASE TUBE
11 END PANEL FRAME
4 5/16"
x'
16 ++
1 -1 /4„
13 ga
4- 7/32" ,
I V
OARM
0ANCHOR SI -RAP
Eli
NOIES
U J
GENERAL CONFIGURATION
3/8" a HOLE
1"
16Gp,.
1e
OHANG ROD
1. STORAGF RACK DESIGNED PER SECTION 2336
OF THE 1991 UBC.
2. STORAGE CAPACITY: 1000 PER LEVEL
3. POST LOAD SIGNS .;T CONSPICUOUS LOCATIONS DEPICT ING
THE DESIGN CAPACITY OF THE RACK USING A P= RMANENT
PLAQUE NOT LESS Tf IAN 50 SQUARE INCIIFS
4. ASTM A570 FOR SHAPE Fy = 38,000 PSI GRADE 36
5. ALL BOLTS A307 (UNLESS NOTED)
6. ANCHORS HILT I BOLT .205" 0 X 2" BOLT W10-42 PIO
7. CONCRETE 4" THICK x 2000 PSI
8. SOIL BEARING PRESSURE 1000 PSF
i . EIZMIC MATEMALHANDLING
ENGINEERING
14180 -1 Llve Oak Avenue
g EST. 19E: Baldwin Park, Celifomia 91708
A Tel. (816) 962.1162 • Fax (818) 882 -1279
1i ?7
is
i CAUfOFlNIq FD4TEE
DRAWN BY
1 ( L /qa CONMAC1oRS
NE G.L.
U% CAL 4 LICENSE APPIX)VEDBY
NO.43:7 ^, 0/94 SALE. FAfEEN
DESCRIPTION
T -FRAME SHELVING DETAILS
ADDRESS
DRAWIfN3 NUMBER
way -MART #12077 94 -362 B
31700 GRAPE ST. LAKE ELSINORE. CA 92530
NIWOR AVAI VA AT TIC
I —&—, - waflpli
10
kY
f
i
I
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yr,
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48 „
1 "XI "XI 6 GA
1 UBING
2- 3/4 "X1 "X11 GA
TUBING g6"
1201,
2 "X1 "X11 GA 8 -j <yP.
1 UBING
11 END PANEL FRAME
4 5/16"
x'
16 ++
1 -1 /4„
13 ga
4- 7/32" ,
I V
OARM
0ANCHOR SI -RAP
Eli
NOIES
U J
GENERAL CONFIGURATION
3/8" a HOLE
1"
16Gp,.
1e
OHANG ROD
1. STORAGF RACK DESIGNED PER SECTION 2336
OF THE 1991 UBC.
2. STORAGE CAPACITY: 1000 PER LEVEL
3. POST LOAD SIGNS .;T CONSPICUOUS LOCATIONS DEPICT ING
THE DESIGN CAPACITY OF THE RACK USING A P= RMANENT
PLAQUE NOT LESS Tf IAN 50 SQUARE INCIIFS
4. ASTM A570 FOR SHAPE Fy = 38,000 PSI GRADE 36
5. ALL BOLTS A307 (UNLESS NOTED)
6. ANCHORS HILT I BOLT .205" 0 X 2" BOLT W10-42 PIO
7. CONCRETE 4" THICK x 2000 PSI
8. SOIL BEARING PRESSURE 1000 PSF
i . EIZMIC MATEMALHANDLING
ENGINEERING
14180 -1 Llve Oak Avenue
g EST. 19E: Baldwin Park, Celifomia 91708
A Tel. (816) 962.1162 • Fax (818) 882 -1279
1i ?7
is
i CAUfOFlNIq FD4TEE
DRAWN BY
1 ( L /qa CONMAC1oRS
NE G.L.
U% CAL 4 LICENSE APPIX)VEDBY
NO.43:7 ^, 0/94 SALE. FAfEEN
DESCRIPTION
T -FRAME SHELVING DETAILS
ADDRESS
DRAWIfN3 NUMBER
way -MART #12077 94 -362 B
31700 GRAPE ST. LAKE ELSINORE. CA 92530
NIWOR AVAI VA AT TIC
I —&—, - waflpli
10
kY
f
i
I
i
yr,
i r
L
SEIZMIC PROJECT
WAL - MART #2077
I( FOR
SHEET NO. OF
MATERIAL HANDLING ENGINEERING
TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE
141804 UVE OAK AVENUE • BALDWIN PARK • CA 91706
THE PROJECT CONSIST OF SHELVING UNITS NORMALLY STOOD BACK TO BACK AND
THE LOAD WILL BE DISTRIEUTED WITH 10 PCF. WHERE PEG BOARDS ARE USED AND
150N/SHELF WHERE SHELVES ARE USED. IN THIS ANALYSIS, WE CHOSE THE MOST
CRITICAL CONFIGURATION OF EACH TYPE.
CONFIGUR MON- S- GODOLA
32',
1 jrI
PEG
BROARD 19'
LOADS _
84' 19'
96' 19•
19'
r 4-
6- 6'
6• 6'
12' IS'
12"
2'
12' IS" 1
6' 6•
rwoSOEIZMIC PROJECT_, WAL -MART #2077
FOR
SHEET NO. OF
MATERIAL HANDLING ENGINEERING
TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE
14180.1 UVE OAK AVENUE • BALDWIN PARK • CA 91706
17'
PEI; `
BROARD 17"
88" LOADS
96' 96" 17"
17"
7'
6' 6'
14•
29' -*-
14'
l
lc-
2"
1 4\"
1-
6" 6"
1
6"
SEIZMIC PROJECT WAL -MART #2077
INC FOR_
SHEET N0. OF
MATERIAL HANDLING ENGINEERING
TEL: (818) 962 -1162 • FAX: (818) 962 -1279 CALCULATED BY DATE
14180 -1 UVE OAK AVENUE • BALDWIN PARK • CA 91706
I I
2 3/4"
18-
18"
IS
18"
19"
7 11A'
LL FAC (FOR ATTACHMENT OF HAANGER ARMS)
AD DISTRRIBUTED THROUGHOUT
f {,4
A