06-3560 (RC) Seismic Analysis- SEIZMIC
s ,
MATERIAL HANDLING ENGINEERING
F4T. 1985
STORAGE RACKS 'STEEL SHELVING SEISMIC ANALYSIS` ALASKA KENTUCKY NORTH CAROLINA
DRIVE -1N RACKS MOVABLE SHELVING STRUCTURAL DESIGN ARIZONA MARYLAND OHIO,
CANTILEVER RACKS STORAGE RACKS -CITY APPROVALS CALIFORNIA MASSACHUSETTS 'OKLAHOMA `
MEZZANINES MODULAR OFFICES STATE APPROVALS COLORADO MICHIGAN • : OREGON
CONVEYORS' GONDOLAS PRODUCT TESTING CONNECTICUT MINNESOTA PENNSYLVANIA
CAROUSELS BOOKSTACKS FIELD INSPECTION FLORIDA MISSOURI TENNESSEE
GEORGIA MONTANA TEXAS.
PUSHBACK RACKS FLOW RACKS SPECIAL FABRICATION
,.RACKBUILDINGS FOOTINGS, PERMITTING SERVICES IDAHO NEBRASKA UTAH
.,ILLINOIS NEVADA VIRGINIA
INDIANA NEW JERSEY WASHINGTON
KANSAS NEW MEXICO WISCONSIN
CITY OF LA-QUINTA
BUILDING & SAFETY DEPT.
APPROVE®
FOR CONST UCTIO
DA B
SEISMIC ANALYSIS . � ^
- OF STORAGE RACKSr u
�� .. FOR -
,�` " SAM'S CLUB #4941A
'r;
79315 HIGHWAY III
LA QUINTA CA; 92253
Job No 06-1538R
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161 ATLANTIC STREET * POMONA-. * CA 91768 * TEL: (909) 869-0989 * FAX: (909) 869-0981.
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SEIZMlC
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
PROJECT SAM'S CLUB #4941
FOR WAL-MART STORE PLANNING
SHEET NO. 2
CALCULATED BY MS -
161 ATLANTIC STREET, POMONA, CA 91768 VAIL l Ui*)iLUUO
TABLE OF CONTENTS
TABLE OF CONTENTS & SCOPE
... .._................................... ........._...._....... 2
PARAMETERS
COMPONENTS & SPECIFICATIONS
__.... _........... �.._....... ....... 4
LOADS & DISTRIBUTION
__...:- ...... ........-----------._..._......_.._._.......... 9
LONGITUDINAL ANALYSIS
_... ... _... ..... .............. _...._........ ..... ._.__.... 10
COLUMN.......
.... ..::_..-...._._._......__....._.__...... .... ... ......... 1 l
BEAM
12
BEAM TO COLUMN -
14
BRACING _.
15
OVERTURNING
16
.....-...
BASEPLATE
_....._..... 17
SLAB &SOIL
_ _.. 18
SCOPE:
THIS ANALYSIS OF THE STORAGE SYSTEM IS TO DETERMINE ITS
COMPLIANCE WITH THE APPROPRIATE BUILDING CODES WITH RESPECT TO
STATIC AND SEISMIC FORCES.
THE STORAGE RACKS ARE PREFABRICATED AND ARE TO BE FIELD
ASSEMBLED ONLY, WITHOUT ANY FIELD WELDING.
. Z
IZMIC
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
1F1 ATI ANTIC STRFFT POM( -)NA_ CA 91769
PROJECT .
FOR
SHEET NO.
CALCULATED BY
DATE
SAM'S CLUB #4941
WAL-MART STORE PLANNING
3
MS
10/5/2006
THE STORAGE RACKS CONSIST OF SEVERAL BAYS, INTERCONNECTED IN ONE OR BOTH DIRECTIONS, WITH THE
COLUMNS OF THE VERTICAL FRAMES BEING COMMON BETWEEN AND ADJACENT BAYS.
THE ANALYSIS WILL FOCUS ON A TRIBUTARY BAY TO BE ANALYSED IN BOTH THE LONGITUDINAL AND
TRANSVERSE DIRECTION.
STABILITY IN THE LONGITUDINAL DIRECTION IS MAINTAINED BY THE BEAM TO COLUMN MOMENT RESISTING
CONNECTIONS, WHILE BRACING ACTS IN THE TRANSVERSE DIRECTION.
CONCEPTUAL DRAWIN
LEGEND
1. COLUMN
2. BEAM
3. BEAM TO COLUMN
4. BASE PLATE
5. HORIZONTAL BRACING
6. DIAGONAL BRACING
7. BACK TO BACK CONNECTOR
TRANSVERSE
LONGITUDINAL
*ACTUAL CONFIGURATION SHOWN ON COMPONENTS & SPECIFICATIONS SHEET
SEMMIC
MATERIAL HANDLING ENGINEERING
TEL (909)869 - 0989 FAX :(909)869 - 0981
A\I- -f of n!1\AlIAfA !'A n1'740
PROJECT
SAM'S CLUB 44941
FOR
WAL-MART STORE PLANNING
SHEET NO.
4
CALCULATED
BY MS
nATF
W3
COMPONENTS & SPECIFICATIONS :90"
& 144" TIRE RACK
ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC
LEVELS=3 / HI=60 in
H2 =32 in�
W3
WI=600 lbs.
W2 =600 lbs. T
Y1=40 in
Y2 = 40 in
PANELS = 3 H3 =36 in
W3 =600 lbs.
Y3
1'3 = 48 in
H3
= 600 lbs.✓
LIVE LOAD
W2
FRAME HEIGHT= 144 in.v'
H H2
H Y2
FRAME DEPTH = 18 in.,,
BEAM LENGTH= 144 in.,
ZONE = Zone 4 (Na = 1.04)✓
Y1
TYPE'— SINGLE ROWL
H1
F
COLUMN
BEAM @ Level l
CONNECTOR @ Level 1
OK
OK
OK
X 2 1/4 X 14GA
�1/2 x 2 1/2 x 14GA
THREE PIN CONNECTOR
J3
Steel = 55000 psi
Steel = 55000 psi
V/Stress = 21 %
Stress =25%
Max Static Capacity = 3781
Ib.
Static Stress = 16% Seismic Stress = 6%
COLUMN BACKER
BEAM @ Level 2+
CONNECTOR @ Level 2+
OK.
, OK
4 1/2 x 2 1/2 x 14GA
THREE PIN CONNECTOR
None
Max Static Capacity = 3781
Ib.
Stress = 8%
Stress =
Static Stress = 16% Seismic Stress = 2%
BRACING
SLAB & SOIL
OK
OK
Slab = 5.5" x 3000 psi OK
HORIZONTAL
DIAGONAL
✓Soil Bearing Pressure = 1000 psf
RidguRak 2 3/4 X 1 1/16 X 16G
RidguRak
2 3/4 X 1 1/16 X 16G
Slab Puncture Stress = 13%
Stress = 3%
Stress = 15%
Slab Bending Stress = 5%
BASEPLATE
ANCHORS
y
OK
Powers
Wedge -Bolt ICC 91678 0.5 Dia. XP.5 Min. EmbdOK
6.5 in X 4 in X 0.375 in
Pullout Capacity = 910 lbs.
Steel = 36000 psi
Shear Capacity = 2220 lbs
MBase = 0 in. Ib.
No. Of Anchors = 2 per Base Plate
Stress = 7%
Anchor Stress = 74%
ef�;:�17MM.r�7
MATERIAL HANDLING ENGINEERING
TEL: (009)869 - 0989 FAX :(909)869 - 0981
tct AT1 A111rit'CTOCCT DMACY.1e PAQ17FS2
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
SAM'S CLUB #4941
WAL-MART STORE PLANNING
MS
10/5/2006
COMPONENTS & SPECIFICATIONS :90"
COOLER
ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC
LEVELS =4� H1=12 inW4
H2 =28 in
PANELS = 3 H3 =24 in
V14 =20 in
T
H4
W1=10001bs.
W2 =1000 lbs.T,
W3 =I 000 lbs.
W4 =5000 lbs. Y3
Y1=40 in
Y2 = 40 in
Y3.= 48 in
W3
LIVE LOAD = Load Varies '
FRAME HEIGHT= 144 int// H3
FRAME DEPTH = 44 in.'s
H
W 2
H Y2
BEAM LENGTH= 90 in/H2
W 1
ZONE = Zone 4 (Na = 1.04)
Y1
TYPE =SINGLE ROW
H1
L
D
COLUMN
BEAM @. Level I
CONNECTOR @ Level 1
OK
OK
OK
3 X 2 1/4 X 0.10
4 1/2 x 2 1/2 x 14GA
THREE PIN CONNECTOR
Steel = 55000 psi
Steel = 55000 psi
Stress = 21 %
Stress =19%
Max Static Capacity = 7977 lb.
Static Stress = 13% Seismic Stress = 8%
COLUMN BACKER
BEAM @ Level 2+
CONNECTOR @ Level 2+
OK
OK
v/ 4 1/2x 2 1/2 x 14G
THREE PIN CONNECTOR
None
Max Static Capacity = 7977
Ib.
Stress = 26%
Stress =
Static Stress = 63% Seismic Stress = 10%
BRACING
SLAB & SOIL
OK
OK
/Slab = 5.5" x 3000 psi OK
HORIZONTAL DIAGONAL
✓ Soil .Bearing Pressure = 1000 psf. .
RidguRak 2 3/4 X 1 1/16 X 16G Rid;uRak 2 3/4 X 1 1/16 X 16G
Stress = 23% �-otress = 55%
Slab Puncture Stress = 47%
Slab Bending Stress = 56%
BASEPLATE
ANCHORS
OK
Powers Wedge -Bolt ICC 41678 0.5 Dia. X3,b Min. EmbdOK
6.5 in X 4 in X 0.375 in
Pullout Capacity = 910 lbs.
Steel = 36000 psi
Shear Capacity = 2220 lbs. -u/
MBase = 0 in. lb.
No. Of Anchors = 2 per Base Plate
Stress = 29%
Anchor Stress = 11 %
E
IC
MATERIAL HANDLING ENGINEERING
TEL :(909)869 - 0989 FAX :(909)869 - 0981
IL1 ATI ANM1f1 C'TDCCT Dn KAn7TIA ('A 01'744
PROJECT SAM'S CLUB #4941
FOR WAL-MART STORE PLANNING
SHEET NO. 6
CALCULATED BY MS
nATR. l n/S/�nnti
COMPONENTS & SPECIFICATIONS :90"
FREEZER'
ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC
/
LEVELS = 3 ✓ HI =12 in
H2 =40 inT
PANELS = 3 H3 = 32 in
H3
W3
W1 =1000 lbs.
W2 =1000 lbs.
W3 =5000 lbs.
� Y3
Yl =40 in
Y2 = 40 in
Y3 = 48 in
LIVE LOAD = Load Varies
W 2
FRAME HEIGHT= 144 in.'� -
FRAME DEPTH = 44 in.J
H H2
H Y2
BEAM LENGTH= 90 in./
W 1
ZONE = Zone 4 (Na = 1.04)
TYPE= SINGLE ROW
H1
Y1
,}
L
D
COLUMN
BEAM @ Level 1
CONNECTOR @ Level l
OK
OK
OK
t/3 X 2 1/4 X 0.10
4 1/2 x 2 1/2 x 14GA
THREE PIN CONNECTOR
Steel = 55000 psi
Steed = 55000 psi
Stress = 23%
Stress =19%
Max Static Capacity = 7977 Ib.
Static Stress = 13% Seismic Stress = 9%
COLUMN BACKER
BEAM @ Level 2+
CONNECTOR @ Level 2+
OK
OK
4 1/2 x 2 1/2 x 14GA
THREE PIN CONNECTOR
None
Max Static Capacity = 7977 Ib.
Stress =.29% .
Stress—
Static -Stress = 63% Seismic Stress
= 12%
BRACING
SLAB & SOIL
OK
OK
Slab = 5.5" x 3000 psi OK
HORIZONTAL DIAGONAL
Soil Bearing Pressure = 1000 psf
RidguRak 2 3/4 X 1 1/16 X 16G RidguRak 2 3/4 X 1 1/16 X 16G
Stress = 20% Stress = 47%
Slab Puncture Stress = 42%
Slab Bending Stress = 469/a
BASE PLATE
ANCHORS
OK
Powers Wedge -Bolt ICC #1678 0.5 Dia. X 3.5 Min. EmbdOK
6.5 in X 4 in X 0.375 in
Steel = 36000 psi
Pullout Capacity = 910 lbs.✓
Shear Capacity = 2220 Ibs.L
MBase= 0 in. Ib.
No. Of Anchors = 2 per Base Plate
Stress = 25%
Anchor Stress =. 9%
SEIZMIC
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869.- 0981
-i A11T1!` C'Tn CCT DnhAnNIA (`A 017fR
PROJECT
FOR
SHEET NO.
CALCULATED BY
DATE
SAM'S CLUB 44941
WAL-MART STORE PLANNING
7
MS
10/1/7006,
IV1 h11..l11V 11\. J11WLI 1 VIv1V
- - --'-
COMPONENTS & SPECIFICATIONS :90"
GROCERY.
ANALYSIS PER CHAP 22, DIV X OF THE 2001 CBC
LEVELS = 3V HI =12 in
H2= 64 inT
W 3W
✓1
vW2
=
=3300 lbs.
=3300 lbs.
Y 1= 40 in
Y2 = 52 in
PANELS = 3 H3 = % In
�V3
=3300 lbs.
Y3
Y3 = 60 in
H3
=3300 IbsY
LIVE LOAD
W-2
/
FRAME HEIGHT= 168 in. J
H H2
FRAME DEPTH = 44 in.
H Y2
BEAM LENGTH= 90 in.
W1
ZONE = Zone 4 (Na = 1.04)
Y1
H1
TYPE = SINGLE ROW,
,�— L --�
— D
COLUMN
BEAM @ Level 1
CONNECTOR @ Level l
OK
OK
OK
J3 X 2 1/4 X 0.10
4 1/2 x 2 1/2 x 14GA
THREE PIN CONNECTOR
Steel = 55000 psi
Steel = 55000 psi
v Stress = 48%
Stress =30%
Max Static Capacity = 7977 lb.
Static Stress = 41 % Seismic Stress = 19%
COLUMN BACKER
BEAM @ Level 2+
CONNECTOR @ Level 2+
OK
OK
4 1/2 x 2 1/2 x 14GA
THREE PIN CONNECTOR
None
Max Static Capacity = 7977 Ib.
Stress = 60%
Stress =
Static Stress = 41 % Seismic Stress = 24%
BRACING
SLAB & SOIL
OK
OK
Slab = 5.5" x 3000 psi OK
HORIZONTAL
DIAGONAL
Soil Bearing Pressure = 1000 psf
RidguRak 2 3/4 X 1 1/16 X.16G
RidguRak 2 3/4 X 1 1/16 X 16G
Slab Puncture Stress = 71 %
Stress = 27%
Stress = 66%
Slab Bending Stress = 100%
BASE
PLATE
ANCHORS
OK
Powers Wedge
-Bolt ICC #1678 0.5 Dia. X 3.Min. EmbdOK
6.5 in X 4 in X 0.375 in
Pullout Capacity = 910 Ibs.
Steel = 36000 psi
Shear Capacity = 2220 lbs
MBase = 0 in. Ib.
No. Of Anchors = 2 per Base Plate ✓
Stress = 36%
Anchor Stress = 39%
SEMMIC
MATERIAL HANDLING ENGINEERING
TEL: (909)869 - 0989 FAX : (909)869 - 0981
PROJECT SAM'S CLUB #4941 .
FOR WAL-MART STORE PLANNING
SHEET NO. 8
CALCULATED BY MS
n -rc i niv�nn�
I OI to I L/1IN 11L. a
-
COMPONENTS & SPECIFICATIONS :90"
& 108" HARDLINES/DISPLAY
LEVEL
ANALYSIS PER CHAP 22, DIV X OF THE 2001
CBC
/
W 3
Yl = 40 -in
LEVELS =.3 H I = 52 in
H2 =20 inT
W 1 =1000 Ibs.
W2 =4500 Ibs.
Y2 = 52 in
PANELS = 3 H3 68 in
H3
W3 4500 lbs.
Y3
Y3 = 60 in
LIVE LOAD = Load Varies
W2
in./
FRAME HEIGHT= 168
H H2
H Y2
FRAME DEPTH = 44 in./
BEAM LENGTH= 108 in.1
ZONE = Zone 4 (Na = 1.04)
Y1
TYPE = SINGLE ROW
H1
`
ID
,{---- L �'
COLUMN
BEAM @ Level 1
CONNECTOR @. Level I
OK
3 X 2 1/4 X 0.10
OK
4 1/2 x 2 1/2 x 14GA✓
OK
THREE PIN CONNECTOR
Steel = 55000 psi
Steel =.55000 psi _
L/Stress = 55%
Stress =48%
Max Static Capacity = 6365 lb.
Static Stress = 16% Seismic Stress = 22%
COLUMN BACKER
BEAM.@ Level 2+
CONNECTOR @ Level 2+
OK
OK
4 1/2 x 2 1/2 x 14GA
THREE PIN CONNECTOR
None
Max Static Capacity = 6365 lb.
Stress = 44%
Stress =
Static Stress= 71% Seismic Stress= 18%
BRACING
SLAB & SOIL
OK
OK
Slab = 5.5" x 3000 psi OK
HORIZONTAL
DIAGONAL
Soil Bearing Pressure = 1000 psf/
RidguRak 2 3/4 X 1 1/16 X 16G
RidguRak 2 3/4 X 1 1/16 X'1 6G
Slab Puncture Stress = 69%
Stress = 28%
Stress = 67%
Slab Bending Stress = 96%
BASE
PLATE
ANCHORS
OK
Powers Wedge -Bolt ICC #1678 0.5 Dia. X 3.5 Min. EmbdOK
6.5 in X 4 in X 0:375 in
Pullout Capacity = 910 lbs.
J
Steel = 36000 psi
Shear Capacity = 2220 lbs.
MBase = 0 in. Ib.
No. Of Anchors = 2 per Base Plate
Stress = 36%
Anchor Stress = 32%
SEIZMIC
MATERIAL HANDLING ENGINEERING
TEL: (909)869 - 0989 FAX :.(909)869 - 0981
PROJECT SAM'S CLUB #4941
FOR WAL-MART STORE PLANNING
SHEET NO. 9
CALCULATED BY MS
LOADS AND DISTRIBUTION: 90" GROCERY
Determines Seismic Base Shear per Section 2228.5, Chap 22, Div X of the 2001 CBC
SEISMIC ZONE:
Number Of Levels:
wLL (Sum of live loads)
wDL (Sum of dead loads):
TOTAL FRAME LOAD:
Zone 4
3
✓ 9900 lbs
k/300 lbs
10200 lbs
Ca:
1:
Na:
Rw (Longitudinal):
Rw (Transverse):
0.44 EL4F4
1.00 EL
1.04 E`I
5.60 Ell
4.40
wxhx
WF1
1
12
1,750
21,000
LONGTUDINAL DIRECTION
3,400
40,800
TRANSVERSE DIRECTION
s
Fn
n: 1 n: 1
2.5•Ca•No,- (ivLL 1
I/Long = +WDL
l J
Rw-1.4 n
(2.5 X 0.44 X 1.04 X 1 X ((9900/ 2) + 300)) / (5.6 X 1 (2.5 X 0.44 X 1.04 X 1 X ((9900/1) + 300)) / (4.4 X
VLong: 766 lbs VTrans: 1894 lbs
WH
. F. = V
I W,.H;
Levels
LONGITUDINAL
ha
wx Wxha f
TRANSVERSE
WX
wxhx
f;
1
12
1,750
21,000
38
3,400
40,800
95
2
76
1,750
133,000
243
3,400.
258,400
600
3
152
1,750
266,000
485
3,400
516,800
1,200
420,000
1 766 lbs
816,000
18941bs
SEIZMIC
MATERIAL HANDLING ENGINEERING
TEL: (909)869 - 0989 FAX : (909)869 - 0981
ifi AT] ANTIr QTRFFT POMC)KIA CA 91769
PROJECT SAM'S CLUB #4941
FOR WAL-MART STORE PLANNING
SHEET NO. 10
CALCULATED BY MS
DATE 10/5/2006
LONGITUDINAL ANALYSIS: 90" GROCERY
THE ANALYSIS IS BASED ON THE PORTAL METHOD, WITH THE POINT OF CONTRA FLEXURE OF THE COLUMNS
ASSUMED AT MID -HEIGHT BETWEEN BEAMS, EXCEPT FOR THE LOWEST PORTION, WHERE THE BASE PLATE
PROVIDES ONLY PARTIAL FIXITY, THE CONTRA FLEXURE IS ASSUMED TO OCCUR CLOSER TO THE BASE. (OR
AT THE BASE FOR PINNED CONDITION, WHERE THE BASE PLATE CANNOT CARRY MOMENT).
Mn -n Fn
MUpper + MLower — MConn'R' + MConn'l.'
M5-5 'n
MConn'R' — MConn'L' FS
5
MConn h 7 —MUpper + MM4-4 Lower F4
_ MUpper + Mlower M3 -3__Z
F3
M('onn 2 + ML•nrlr h3
M2-2 .
2.
MI -I h2
VLanl — 383 lbs
v( -o/2 — t F I
M base
MHase - 0 in/lb M' - 3150 in/Ib
FRONT ELEVATION
LEVELS
h;
f
AXIAL LOAD
MOMENT
Mconn
1
10
19
5,100
3,830
10,889
2
64
122
3,400
11,648
13,572
3
76
242
1,700
9,196
7,748
SAMPLE CALC.
MI -1 = (V(-01 ' hl) — MRoxe
(383 lbs X 10 in) - 0 in/lb.= 3,830 in/lb
e_�FIZMIC
MATERIAL HANDLING ENGINEERING
TEL : (909)869 - 0989 FAX : (909)869 - 0981
PROJECT SAM'S CLUB 44941
FOR- WAL-MART STORE PLANNING
SHEET NO. 1 1
CALCULATED BY MS
COLUMN ANALYSIS: 90" GROCERY
ANALYZED PER DIV VII, CHAP 22 OF THE 2001 CBC. SECTION PROPERTIES BASED ON THE EFFECTIVE SECTION.
P =
3400 lbs
M =
11648 in/Ib
Kx Lx
= 1.2 X 62in / 1.115in
Rx
= 66.7
Ky • L y
= l X 40in / 0.624in
Ry
= 64.1
Axial WE
Fi = = 65.4 KSI
k�rMax
KL Max = 66.7
R
Fy = 28 KSI
2 Since: F,, > Fy12
Fti = 55 KSI X (I - 55 KSI / (4 X 65.39204KS1)]
F„ = f"(1
,, 1—
4 • F,, = 43.4 KSI
Pn = AeffF„ = 0.933 in^2 X 43.4 KSI = 40525 lbs
Pu - P' = 40525 lbs /1.92 = 21107 lbs
Qc
P
= 0..16
Pp
Flexure
Since : P > 0.15 Check:P + Mx <_133
PG P„ . Max
Myeild = My = Sx F = 1.3528 In^3 X 55000 PSI = 74404 in/Ib
y
M
Max = Y = 74404/ 1.67 = 44553 in/Ib
S2 f
(3.14159)^2 X 29500 KSI X 2.029 / (74.4 = 106723 lbs
1
Px = P = (1 / (1 - (1.92 X 3400 Ib / 106723 Ib)))^ -1 = 0.94
(Qc! Pcr)
(3400 lb / 21 107 lb) + (0.85 X 11648 in/Ib / 44553 in/lb X 0.94) = 0.4 < 1.33 (30%)
SECTION PROPERTIES
A
3 in
B
2.25 in
C
t
0.1 in
Aeff: 0.933 in
Ix
:2.029 in^4
Sx
1.3528 in
Rx
:1.115 in
Iy
0.636 in^4
Sy
0.665 in^3
Ry
: 0.624 in
Kx
: 1.2
Lx
: 62 in
Ky
:1
Ly
: 40 in
Fy
: 55 KSI
E
: 29500 KSI
S2c : 1.92
f2f : 1.67
Cmx :. 0.85
Cb 1
SEMMIC
MATERIAL HANDLING ENGINEERING
TEL: (909)869 -0989 FAX :(909)869 - 0981
161 AILAN I It; J 1 M -L 1, FUMUNA, UAV 1 /bis
PROJECT SAM'S CLUB #4941
FOR WAL-MART STORE PLANNING
SHEET NO. 12
CALCULATED BY MS
:2 I G I V/.)//-VVV
BEAM ANALYSIS: 90" GROCERY
BEAM TO COLUMN CONNECTIONS PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THE SYSTEM;
ALTHOUGH IT DOES NOT PROVIDE FULL FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING PARTIAL END.
FIXITY. FOR THE COMPUTATION OF BEAM TO COLUMN MOMENT CAPACITY, THE PARTIAL END FIXITY MOMENT OF
THE BEAM WILL BE ADDED TO THE LONGITUDINAL FRAME MOMENT FOR THE ANALYSIS OF THE CONNECTION.
EFFECTIVE MOMENT FOR PARTIALLY FIXED BEAM
For a simply supported beam, the max moment at the center is given by wL=/8 . An assumption of partial fixity will decrease
this maximum moment by the following method. `
Percentage of End Fixity = 25% 0 = 0.25
MCenter = MCenter(Simple ends) - A*MCenter(Fixed ends)
W12 /8—(0. Wl' /12)= 0.104 • W1 z
Reduction Coefficientp = 0.104/0.125 0.833
MCenler = N6 • ffq 218 =0.833 W72 /8
M. = 0 • MA4,., (FixedEnds) = Wl z /12. 0.25
- Mcerrterjsimple)
Mends !//
M center
(fixed)
.......
J(fixed)
= 0.0208 • W12 TYPICAL BEAM FRONT VIEW
EFFECTIVE DEFLECTION FOR PARTIALLY FIXED BEAM
For a simply supported beam, the max deflection at the center is given by5f4/i'/384Ei .
An assumption of partial fixity will decrease this maximum deflection by the following
method.
5W14
Mur=�•384•E•I.r
LiveLoad lIvl = 3300 lbs
DeadL6ad 1lvl=4lb/ft X 2 X (90/12) = 60 lbs
M C :eller — 0.104* Wl =15750 in/Ib
M,,.nds = 0.0208* W72 = 3150 in/Ib
F, = 0.6 F}, = 33000 PSI
FB,;� = 33000 PSI
ff;-�F S =7 M I �Czwa�'
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it! ATI AK1T1rQT1?PPT Pnuni�iA CAQ176R
BEAM ANALYSIS: 90" GROCERY'
MAXIMUM STATIC LOAD PER LEVEL.DEPENDS ON:
1. MAXIMUM MOMENT CAPACITY
Ffi = MIS.,
S,
FB -16-S,
Max.Weigh111v1= --a
13. L
((3)3000 X 16 X 1.295) / (0.833) X 90)).X 0. 875 = 7917 lbs/lvl
2. MAXIMUM ALLOWABLE DEFLECTION
A,/IOW=L/180 0.51n
5W1'
.384 - E - 1�,
Max.Weight / 1w 384 - E - I, - Akfow-
PROJECT SAM'S CLUB #4941
FOR WAL-MART STOR-E PLANNING
SHEET NO. 13
CALCULATED BY MS
DATE- 10/5/2006
2.9.15 in^4 S — 1,295 in^3
-7
x
Fy =55000 PSI a(impactCoefficient) 0.875
0 0.25
,6 = 0.833'
L(Length) �O in L,, = .90 in
Step= 1.625 in BeamThickness = 0.0747 i
BeamDepth = 4.5 in
TopWidth = 1.625 in Bottom Width= 2.5 in
5 — 4U
=((384X2900000OX2.915XO.5)/(5-(4XO.25)))X90^3=11132lbs/iN,I
MAXIM -UM ALLOWABLE LIVE LOAD PER LEVEL 7977lbs/lvl BeamStress 4 1
ALLOWABLE AND ACTUAL BENDING MOMENT AT EACIJ LEVEL
MAflow,Seismic =S, Fh *1.33)
MSIalic = wi 2 /8-
"Allom,,Slafic = S�, Fh
M Inywo
All 1. 125
S1 C
MS("isillic
MConn
Level
M Static
MImpact
MA'Ilow,Static
MSeisinic
NlAllow,Seisinic
Result
1
15750
17719
42735
10889
56980
GOOD
2
.15750
17719
42735
13572
56980
GOOD
3
15750
17719
42735
7748
56980
GOOD
'SEI
ZMIC
INC. •
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Mi Ari Anirin AX/P:WI IF=. Pr)MONA. CA 91768
BEAM TO COLUMN CONNECTION
Mconn = (Mlower -+ Mupper)/2 + Mend
CAPACITY OF CONNECTOR
PROJECT SAM'S .CLUB #4941
FOR W'AL-MART STORE PLANNING
SHEET NO. 14
CALCULATED BY MS
DATE 10/5/2006
a) SHEAR CAPACITY OF TAB
AREA 0.56 x 0.1793 = 0.100 in"2
Fv =0.4*55,000 psi
= 22,000 psi
Pmax = AREA x Fv
= 0.100 x 22,000 = 2,200#
b) BEARING CAPACITY OF COLUMN
Abrg. = t x D t = 0.0747 in
_ .563t Fy = 55,000 psi
Pmax =AxFp
= 0.563 x 0.0747 x 2.1 x 55,000
= 4857 #
CAPACITY OF TAB GOVERNS
MOMENT CAPACITY OF CONNECTOR
V Mcap. =Pmax x D
=9.031 Pmax. x. D
=9.031 in x 2,200 Ib
19,868.2.in.lb.
Mcap. = Mcap. •X 1.33
=26,491 in. Ib.
Ma
Mupper
Mlower
I
1
r
L -iI
I
4
�1
f
10°
L �I
,
I
4.,
f �
L -jI
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161 ATLANTIC STREET, POMONA, CA 91768
PROJECT SAM'S CLUB 94941
FOR 'WAL-MART STORE PLANNING
SHEET NO. 15
CALCULATED BY MS
DATE 10/5/2006
TRANSVERSE ANALYSIS: BRACING: 90" GROCERY
IT IS ASSUMED THAT THE LOWER PANEL RESISTS THE.FRAME SHEAR IN TENSION AND COMPRESSION.
IF HORIZONTAL AND DIAGONAL MEMBERS ARE THE SAME, ANALYSIS WILL BE DONE ON THE
DIAGONAL MEMBER AS IT WILL GOVERN.
DIAGONAL BRACING: COMPRESSION MEMBER
Ldiag = V (L — 6)2 + (D — (2 • BCol))'
= 53.1"
Vtrans Diag
Vdiag�=
= 2547 lbs
k-1 (1 X 53.1084) / (0.401)
= 132.4 In
rMin
II'e
k�rMin
16317.7 PSI
Fy
=27500
2
F,
F� <
F,, F,
= 16317.7 PSI
P,, = Area • Fn
= 5548 Ibs
Qc =1.92
P"=
Pu
28901bs
QC
VDiag
Brace Stress = P
0
= 0.88 < 1.33 (66%)
TrPma:;
L
SIDE ELEVATION
Panel Height (L) = 40 In
Panel Depth (D) = 44 In
Column Depth (B) = 2.25 In
Clear Depth (d) _ (D - 2*13) = 39.5
e_��rMMIC
MATERIAL HANDLING ENGINEERING
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161 ATLANTIC STREET, POMONA, CA 91768
PROJECT SAM'S CLUB #4941
FOR WAL-MART STORE PLANNING
SHEET NO. 16 .
CALCULATED BY MS
DATE 10/5/2006
OVERTURNING ANALYSIS: 90" GROCERY
ANALYSIS OF.OVERTURNING WILL BE.BASED ON SECTION 2228.7.1 OF THE 2001 CBC.
FULLY LOADED
Total Shear = 1894 lbs
MOV, = V .., - Ht • 1.15
MOW = 1894 X 121 X 1.15 = 263550 in/Ib
(W, +.85wDL)• d/2
(9900+(.85 X 300)) X 44/2 = 223410 in/Ib
l�M— M.,,
(263550 - 223410) / 44
P;;P1;f, = d = 9.12 lbs.
TOP SHELF LOADED
Shear = 669 lbs
M„v, = V,.,P • Ht • 1.15
Mov,
= 669 X 152 X 1.15 = 116866 in/Ib
M, _ y (YVP + wDL)• d/2
M
_ (3300 + (.85 X300)) X 44 /2 = 78210 in/Ib
,.,
M,.,) 116866 - 78210 / 44
PinL;�� - d ( )
_ . 879 lbs.
ANCHORS
No. of Anchors : 2
Pull Out Capacity : 910 Lbs.
Shear Capacity : 2220 Lbs.
COMBIlNIED STRESS
Fullv Loaded = (912 / 910 X 2))+ ((1894 /2)/(2220 X 2)) = 0.39
Top Shelf Loaded = (879 / (910 X 2))+ ((669 /2)/(2220 X 2)) = 0.31
USE 2 -Powers Wedge -Bolt ICC #1678 0.5 Dia. X 3.5 Min. Embd. Anchors per
BasePlate.
CROSS AISLE ELEVATION
Fr
i
V
eSEIZMIC
MATERIAL HANDLING ENGINEERING
TEL: (909)869 - 0989 FAX :(909)869 - 0981
161 ATLANTIC STREET. POMONA. CA 91768
PROJECT SAM'S CLUB #4941
FOR WAL-MART STORE PLANNING
SHEET NO.. 17
CALCULATED BY MS
DATE 10/5/2006
BASE PLATE ANALYSIS: 90" GROCERY
THE 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 3. Vcol*h/2 (FULL FIXITY). Mb 1S THAT SMALLEST
VALUE OBTAINED FROM THE 3 CRITERIA ABOVE.
Peal = 5100 lbs Base Plate. Width (B) _' 6.5 in b. = 3 in
�►� = 0 in/lb Base Plate Denth (D) = 4 in bl = 1.75 in
Bore
Base Plate Thickness (t) = 0.375 in Fv (base) = 36000 PSI
P Pc -.1 = .196.2 PSI
A D•B
Mh, - 0 PSI
fn =D B216 -
_ 2•b1 {
.fh2 = B fh = 0 PSI
fhl = fh — fh2 = 0 PSI
2 2
_ 171b, _ b, rr l
Mh — 2 2 Lfa+fhl +.6%✓f b2J
Mh = 300.36 in/Ib
1•t2
SBu.,e _ = 0.02 in/cb
6
36000 PSI
.f h = Mh = 0.36 <= I OK
F, S8,,e FV.,,
ANCHOR TENSION
No. ofAnchors Resistinjz Tension (n) = 1
Mo
T • d, =MB.,, - (Pr.01 • (b l 2))
T = ' Base _ PCo/ ' b = 0
d2 n • d2 NEGATIVE, THEREFORE NO TENSION
>r
PCO Dp
M
os
0
T Danchor4
ib 2
1b 1
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SLAB AND SOIL ANALYSIS: 90" GROCERY
(A) PUNCTURE
- /
Pstatic = 5,100 LB"
MOT = 263,550 IN -LB
Pmax = 1.1*[1.2*Pstatic + 1.0*(Mot/d)]
= 13,635 LB
Fpunct = 2(f c'0.5)
= 2*(3000 PSI)^0.5
= 110 PSI
Apunct = [(W+t/2)+(D+t/2)](2)(t)
= [(6.5 IN + 5.5 IN/2) + (4 IN + 5.5 IN/2)]*(2)*(5.5 IN)
= 176.0 IN^2
fv/Fv = P/[(Apunct)(Fpunct)j
= 13635 LB/[(176 IN^2)*(110 PSI)].
= 0.71 < 1.00. OK
(B) SLAB TENSION
Asoil = P/[(fs)]
= 13635 LB/[(1.33*1000 PSF/144 IN^2/FT^2)]
= 1476.2 IN^2
L= Asoil^0.5
= (1476.2IN^2)^0.5
= 38.4 IN
B= [(Weff.)(Deff.)j^0.5+t
= [(6.5 IN)*(4 IN)j^0.5 + 5.5 IN
= 10.6 IN
b= (L -B)/2
= (38.42 IN - 10.6 IN)/2
= 13.9 IN
Mconc = (w)(b^2)/2 = [(fs)(b^2)]/[(144)(2)]
= [(1.33*1000 PSI)*(13.91 IN)^2]/[(144)(2)]
= 894 IN -LB
Sconc= (1)(t^2)/6
= (1)*(5.5IN)^2/6
= 5.04 IN^3
Fconc = (5)(0)(fc^0.5)
= (5)*(0.65)*(3000 PSI)^0.5
= 178.0 PSI
fb/Fb = Mconc/[(Sconc)(Fconc)]
= 894 IN-LB/[(5.04 IN^3)(178 PSI)]
= 1.00 < 1.00 OK
PROJECT
FOR.
SHEET NO.
CALCULATED BY
DATE
SAM'S CLUB #4941
WAL-MART STORE PLANNING
18
MS
10/5/2006
BASE PLATE
V W=6.51N
i D=4.0IN
CONCRETE
t=5.51N
f = 3,000 PSI
SOIL
✓fs = 1,000 PSF