Plans •
Calculations for
SERVICE PARTNERS
TIGARD, OR
10/27/2010
Loading: 4 # load levels
3 pallet levels @ 56,112,168
Seismic per IBC 2006 1006 Utilization
Sds = 0.700 Sdl = 0.387
I = 1.00
96 " Load Beams
Uprights: 42 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.500x 0.075 Braces
4.00x 7.00x 0.375 Base Plates
with 2- 0.500in x3.25in Embed Anchor /Column
4.00x 2..750x 0.075 Load beams w/ 3 -Pin Connector
NC. 4.56x 2.750x 0.060 Load beams w/ 3 -Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
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PERMANENT PLAQUE NOT LESS THAN � PZO 16 �� ��� ����D
50 SQ INCHES IN AREA TO BE PLACED I /, 22 J z O S V✓ / 72 - !� !�
IN 'C ❑NSPICU ❑US L ❑CATION STATING / l V � ✓
4800# CAPACITY @ 56', 112', 168' OCT 2 2010 CT
3' -6' g'-p• {
CI'1'FTIG ,`���.� PRO,t ,'
or 44' I or 94' I B IL ' G N F J/�
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I LOAD BEAM I •
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z EXP. DOTE: 12/ JO /p ..
� LOAD BEAM '
millimmommommiummommmomn
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U 16' -0' CONNECT OR z
4' -8' D
D
z LOAD BEAM W
j un n n U) L_ L
BRACE a U 1 CONNECTOR i
CZ
4' -8' I N IA to
C- W Q Z LL
D D Q A = 1=1 D Q
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C Z U1 F- Z
lf) N
UPRIGHT LOAD BEAM ELEVATION o w I ° w w
H X rnW W z
.I Z • 3 V) o J w �> w I— D
14 GA THK X 9 0 COLUMN W N A � /
o 3, '
a 3/8x 4x 7 BASEPLATE U w W Q
(2) 1/20 ANCHORS N -- V) I J ° Z U'
0 3/8'x 4'x 7' C 1.5 x 1.5 1.5 1/8 r1 -1/2' . ¢ - A w a ig w w w a_ -
i• BASEPLATE 2.1 4F 1 El n EA SIDE _ _ d5 I j U � co a IV A
3 (2) 1/2'0 ANCHORS EA FILLET TOLC❑LUMN BRACE _Al FF II 3 C7 3 O Z ~ P4 ~ 1_1] BRACE I ' III 3.25' >,J U J N (.4 . z 1--1 N
• 5• \DL_ QU")< � --� r'
X 1/8 r1 -1/2' EA FACE o 0) _ _ >
- 1/8' 1' 5' CONCRETE SLAB ON GRADE o N J N U
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COLUMN & BASE PL cv N U o w w w
N �P COLUMN BASE X- SECTION 1 w > iii as Cr) N W
° 1 LA CI- � _HD L_Z H
. BRACE CONN Q J v W F- ' J a]
ni
■ w � OD co
V) II Z CZ 0X U D O `O
3 w n �w ) I U z '
v ► F- II N F- �QU�o-
o (3) PIN CONN -I o II w Q w o Z X v1
°0 x 1' W 1 -5/8'H x 1' W CONNECTOR - Z II X ( n J L-1-5/8'H
STEP STEP o (3) AISI A502 -2 RIVETS 0 A ,
N • 4' 4,56" • o L ❑AD BEAM 7/16'0 ! 2'oc ,_ 0 0 04 .. ,o I
HOOK THRU SLOTS i '~ N Ch
�a 14 GA THICK 16 GA THICK 1 - /8x 3x o 3 0
3/16' THK IN CO LUMN, o 0 Ii , o '
2.75y 2.75" 1 /8V VERT EDGES p / 1
° CONNECTOR 0
° 0 0 SAFETY PIN TO RESIST N U
S LOAD BEAM OR LOAD BEAM 1000# UPLIFT LOAD I 0
g o Q
o COLUMN -BEAM C ❑NN
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Conterminous 48 States
2005 ASCE 7 Standard
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Latitude = 45:4028
Longitude = - 122.7491
Spectral Response Accelerations Ss and S1
Ss.and S1 = Mapped Spectral Acceleration Values •
Site Class B - Fa = 1.0 ,Fv = 1.0
Data are based on a 0.05000000074505806 deg grid spacing
Period Sa
• (sec) (g)
0.2 0.935 (Ss, Site B)
1.0 0.336 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.4028 ,
Longitude = - 122.7491 •
Spectral Response Accelerations SMs and SM1
. SMs = Fa x Ss and SM1 =FvxS1
Site D - Fa = 1.126 ,Fv =1'.728
Period Sa
(sec) (g)
0:2 1.052 (SMs, Site Class D)
1.0 0.580 (SM1, Site Class D)
IBC 2006. LOADING :
• . SEISMIC: Ss= 93.5 % g
S1= 33.6 %g
Soil Class D
Modified Design spectral response parameters
Sms= 105.2 % g Sds= 70.1 % g
Sm1= 58.0 % g Sd1= 38.7 % g
Seismic Use Group 2
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Seismic Design Category D
or D
• le = 1
R= 4 R= 6
Cs = 0.1753 W Cs = 0.1169 W
Using Working Stress Design
V = Cs *W/1.4
V = 0.1252 W V = 0.0835 W
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Cold Formed Channel
' Depth 3.000 in Fy = 55 ksi .
Flange 3.000•-in • •
Lip 0.750 in
Thickness 0.0750 in COLUMN SECTION ..
R 0.1000 in
Blank = 9.96 in. wt = 2.5 plf
A = 0.747 in2 •
Ix = 1.191 in4 Sx = 0.794 in3 Rx = 1.263 in
Iy = 0.935 in4 Sy = 0.544 in3 Ry = 1.119 in
a 2.6500 Web w/t 35.3333
a bar 2.9250 Flg w/t 35.3333
• b 2.6500 x bar 1.2423
b bar 2.9250 m 1.6690
c 0.5750 x0 - 2.9114
c bar 0.7125 J 0.0014
u 0.2160 x web 1.2798
gamma 1.0000 x lip 1.7202
• R' 0.1375 h/t 38.0000.
Section Removing:
0.640 inch slot 0.75 inches each side of center on web
0.375 inch hole 0.87 inches from web in each flange
A- = 0.152 in2 A' = 0.595 in2.
• x bar = 1.478 in
I'x = 1.014 in4 S'x= 0.676 in3 R'x= 1.305 in
I'y = 0.743 in4 S'y= 0.476 in3 R'y= 1.117 in
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Cold Formed Channel
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Depth 1.500 in Fy = 55 ksi
Flange 1.500 in
Lip 0.000 in
Thickness 0.0750 in BRACE 'SECTION
R 0.1000 in
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Blank = 4.23 in wt = 1.1 plf
A = 0.317 in2
Ix = 0.125 in4 Sx = 0.166 in3 Rx = 0.627 in
Iy = 0.075 in4 Sy = 0.079 in3 Ry = 0.487 in
a 1.1500 Web w/t 15.3333
a bar 1.4250 Flg w/t 17.6667
• b 1.3250 x bar 0.5060
b bar 1.4625 m 0.6531
• c 0.0000 x0 - 1.1592
c bar 0.0000 J 0.0006
u 0.2160 x web 0.5435
gamma 0.0000 x lip 0.9565
R' 0.1375 h/t 18.0000
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Li
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Cold Formed Section •
HEIGHT OF BEAM 4.000 INCHES - •
MAT'L THICKNESS 0.075 INCHES •
INSIDE RADIUS 0.100 INCHES LOAD BEAM
WIDTH 2.750 INCHES
STEEL YIELD 55..0 KSI
STEP 1.625 INCHES HIGH 1.000 INCHES WIDE
• ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC
• L Y LY LY2 I i ,X LX
LONG SIDE 3.6500 2.0000 7.3000 14.6000 4.0523 0.0375 0.1369
TOP, 1.4000 3.9625 5.5475 21.9820 0.0000 0.8750 1'.2250
STEP SIDE. 1.3500 3.1500 :•4.2525 13.3954 0.2050 1.7125 2.3119 •
STEP BOTT 0.7250 2.3375 1.6947 3.9613 0.0000 2.2125 1.6041
. • SHORT SID 2.0250 • 1.1875 2.4047 2.8556 0.6920 2.7125 5.4928
BOTTOM 2.4000 0.0375 0.0900 0.0034 0.0000 1.3750 3.3000
CORNERS 0.2160 3.9125 • 0.8450 3.3063 0.0004 0.0875 0..0189
2 0.2160 3.9125 0.8450 3.3063 0.0004 1.6625 0.3591
3 0.2160 2.3875 0.5157 1.2311 0.0004 1.8000 - 0.3888
4 . 0.2160 2.2875 0.4941 1.1302 0.0004 2.6625 0.5751
5 0.2160 0.0875 0.0189 0.0017 0.0004 2.6625 0.5751
6 0.2160 0.0875 0.0189 0.0017 0.0004 0.0875 0.0189
TOTALS 12.8459 .25.3500 24.0270 65.7748 4.9516 17.8875 16.0064
• AREA 0.963 IN2
CENTER GRAVITY = 1.870 INCHES TO BASE 1.246 INCHES TO LONG SIDE
Ix = 1.934 IN4 Iy = 1.039 IN4
Sx = 0.908 IN3' Sy = 0.691 IN3
Rx = 1.417 IN Ry = . 1.039 IN
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Cold Formed Section
HEIGHT OF BEAM 4.560 INCHES
MAT'L THICKNESS 0.060 INCHES
INSIDE RADIUS 0.100 INCHES LOAD BEAM
WIDTH 2.750 INCHES
STEEL YIELD 55.0 KSI
STEP 1.625 INCHES HIGH 1.000 INCHES WIDE
ABOUT THE HORIZONTAL AXIS ABOUT THE VERTIC
L Y LY LY2 Ii X LX
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LONG SIDE 4.2400 2.2800 9.6672 22.0412 6.3521 0.0300 0.1272
TOP 1.4300 4.5300 6.4779 29.3449 0.0000 0.8750 1.2513
STEP SIDE 1.3650 3.7175 5.0744 18.8640 0.2119 1.7200 2.3478
STEP BOTT 0.7400 2.9050 2.1497 6.2449 0.0000 2.2200 1.6428
SHORT SID 2.6150 1.4675 3.8375 5.6315 1.4902 2.7200 7.1128
BOTTOM 2.4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413
CORNERS 0.2042 4.4828 0.9154 4.1035 0.0003 0.0772 0.0158
2 0.2042 4.4828 0.9154 4.1035 0.0003 1.6728 0.3416
3 0.2042 2.9522 0.6029 1.7798 0.0003 1.7972 0.3670
4 0.2042 2.8578 0.5836 1.6677 0.0003 2.6728 0.5458
5 0.2042 0.0772 0.0158 0.0012 0.0003 2.6728 0.5458
6 0.2042 0.0772 0.0158 0.0012 0.0003 0.0772 0.0158
TOTALS 14.0452 29.8600 30.3284 93.7857 8.0562 17.9100 17.6548
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AREA = 0.843 IN2
CENTER GRAVITY = 2.159 INCHES TO BASE 1.257 INCHES TO LONG SIDE
Ix = 2.181 IN4 Iy = 0.970 IN4
Sx = 0.909 IN3 Sy = 0.649 IN3
Rx = 1.609 IN Ry = 1.073 IN
BEAM END CONNECTOR .
COLUMN MATERIAL THICKNESS = 0.075 IN • • •
LOAD BEAM DEPTH = 4.56 IN' - -.
TOP OF BEAM TO TOP OF CONN= 0.000 IN
WELD @ BTM OF BEAM = 0.000 IN.' .
. • LOAD = 4800 PER PAIR •
CONNECTOR VERTICAL'LOAD = 1200 LBS.EACH
RIVETS . .
3 RIVETS @ 2 " oc 0.4375 " DIA A502 -2
•1st @ 1 "BELOW TOP OF CONNECTOR
• AREA = 0.150 IN2 EACH Fv = 22.0 KSI
Vcap = 3.307 KIPS EACH RIVET
BEARING Fb = 65.0 KSI
BRG CAP= . 2.133 KIPS EACH RIVET
TOTAL RIVET VERTICAL CAPACITY = 6.398 KIPS 19%
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CONNECTOR
6 " LONG CONNECTOR ANGLE Fy = 50 KSI
1.625 " . x . ' 3 " x 0.1875 " THICK
S = 0.131 IN3 Mcap = 3.924 K -IN
. W/.1/3 INCREASE = . 5.232 K-IN
` RIVET MOMENT RESULTANT @ 0.4 IN. FROM BTM OF•CONN
M = PL L = 1:.04 IN
Pmax = Mcap /L = 5.030 KIPS _
RIVET LOAD DIST MOMENT
P1 2.844 4.600 13.081 RIVET OK
P2 1.607 2.600 4.179
P3 0.371 0.600 0.223
P4 0.000 0.000 0.000
TOTAL 4.822 17.483 CONNECTOR OK
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WELDS
0.125." x 4.560 FILLET WELD UP OUTSIDE
0.125 " . x 2.935 " FILLET,•WELD UP INSIDE
'0.125 " x 1.625." FILLET WELD UP STEP SIDE
0 " .x 1.000 "FILLET WELD STEP BOTTOM
' 0 " x 2.750 " FILLET WELD ACROSS BOTTOM
'0 " x 1.750 " FILLET WELD ACROSS TOP
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USE EFFECTIVE 0.06 " THICK WELD
' L = 9.12 IN A = 0.547 IN2
S = 0.416 IN3 Fv = 26.0 KSI
Mcap = 10.81 K -IN W /1/3 INCR= 14.42 K -IN
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In Upright Plane
Seismic Load Distribution
per 2006 IBC Ca = 0.280
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
V = (2.5 *Ca *I) /(R *LF) *P1 *.67
LF = 1.4
Weight
60 # per level frame weight
Columns @ 42 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
168 4860 816 611 103
112 4860 544 407 46
56 4860 272 204 11 KLx = 56 in
O 0 0 0 0 KLy = 43 in
O 0 0 0 0 A= 0.595 in
O 0 0 0 0 Pcap = 20799 lbs
- - -- - - -- - - -- - - --
---- - - -- - - -- - - --
14580 1633 1221 160 Column
53% Stress
Max column load = 11089 #
Min column load = 1085 #
Overturning
OTM = 159.6 K -IN X 1.15 = 183.5 K -IN
RM = 204.1 K -IN
REQUIRED HOLD DOWN = 0.00 KIPS
Anchors: Special Inspection(Y or N)? YES 2
T = 0 No uplift anchors req'd 2
2 0.5 " diameter Hilti TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 0% Stressed
V = 611 # per leg Vcap = 2181 # = 28% Stressed
COMBINED = 12% Stressed
OK
Braces:
Brace height = 43 "
Brace width = 42 "
Length = 60 "
P = 1748 #
Use : C 1.500x 1.500x 0.075
• A = 0.317 in
L/r = 124
Pcap = 4211 # 41%
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In Upright Plane
' - Seismic Load Distribution TOP LOAD ONLY .
per 2006 IBC Ca = 0.280
1.33 Allowable Stress Increase
I = 1.00 R = 4.0
' V = (2.5 *Ca *I) /(R *LF) *P1
LF = 1.4
Weight
60 # per level frame weight
Columns @ 42 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
168 4860 816 615 103 -.
• 112 60 7 5 1
56 60 3 3 0 KLx = 56 in
' 0 0 0 0 0 KLy '= 43' in
0 . 0 0 0 0 .A = 0.595 in
0 0 0 0 0- Pcap = 20799 lbs
- - -- - - -- - - -- ====
. 4980 827 623 104 Column
24% Stress
Max column load = 4967 #
Min column load = 13 #
Overturning
OTM = 104.0 K -IN X 1.15 = 119.6 K -IN
RM = 104.6 K -IN
' REQUIRED HOLD DOWN = 0.36 KIPS
Anchors:. • Special Inspection(Y or N) ?•_YES 2
T 358 # 2
2 0.5 " diameter Hilti'TZ
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3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 13% Stressed
V = 311 # per leg Vcap = 2181 # = 14% Stressed
COMBINED = 7% Stressed
OK
Braces:
Brace height = 43 "
Brace width = 42 "
Length = 60 "
P = 891 #
Use : C 1.500x 1.500x 0.075
. A = 0.317 in
L/r = 124
Pcap = 4211 # 21%
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PAGE 1
MSU STRESS-11 VERSION 9/89 - -- DATE: 10/27/;0 - -- TIME OF DAY: 13:52:44
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 3 Levels
Type Plane Frame
Number of Joints 14
Number of Supports 8
Number of Members 15
Number of Loadings 1
Joint Coordinates
1 0.0 56.0 S
2 0.0 112.0 S 3 7 11 14
3 0.0 168.0 S
4 49.5 0.0 S
5 49.5 56.0 2 6 10 13
6 49.5 112.0
7 49.5 168.0
8 148.5 0.0 S 1 5 9 12
9 148.5 56.0
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10 148.5 112.0 4 8
11 148.5 168.0
12 198'.0 • 56.0 S
13 198.0 112.0 S
14 198.0 168.0 S
Joint Releases
• 4 Moment Z
8 Moment Z
1 Force X Moment Z
2 Force X Moment Z
3 Force X Moment Z
12 Force X Moment Z
13 Force X Moment Z
14 Force X Moment Z •
Member Incidences
1 1. 5
2 2 6
3 3 7
4 4 . 5
5 5 6
6 6 7
7 8 9
8 9 10
9 10 11
10 5 9
• 11 9 12
12 6 10
13 10 13
14 7 11
15 11 14
Member Properties
• •1 Thru 3 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
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`•MSU STRESS -11 VERSION 9/89 - -- DATE: 10/27/;0, -` -- TIME OF DAY:• 13:52:44
4 Thru 9 Prismatic Ax 0.595 Ay. 0.298 ' Iz 1.014 1
10 Thru 15 Prismatic Ax 0.963 Ay' 0.674 Iz 1.934 ,
Constants •E 29000. All. G 12000. All - .. _ -_ . - - . ._ _._. .. ,
' Tabulate All •
Loading Dead + Live + Seismic •
Joint Loads •
5 Force Y -2.43 .
6 Force Y -2.43
7.Force Y -2.43 '
9 Force Y -2.43'
• • 10 Force Y -2.43 .
11 Force Y -2.43
5 Force X 0.057 ,
' 6 Force X 0.114 . • . .
7 Force X 0.171 .
9 Force X 0.05.7
. 10 Force X 0.114 ' •
• ' 11 Force X .0.171 •
Solve
PROBLEM CORRECTLY SPECIFIED.. EXECUTION TO PROCEED
• Seismic Analysis per 2006 I'BC .
wi di widi2 fi fidi •
# in #
4860 0.9032 3965 114 103.0 57 114
4860 1.2127 7147 228 276.5 114 228 ,
4860 1.3777 9225 342 471.2 171 342
6 0.0000 0 •0 0.0 0 0
0 0.0000 0 0 0-.0 0-. • 0
. 0 0.0000 0 0 0.0 0. 0
14580 20337 684 850.6 684
g = 32.2 ft /sec2 T = 1.5629 sec •.
• I = 1.00 Cs = '.0.0574 or 0.2800
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Cv = 0.386666 Cs min = .14 *Sds= 0.0980 or 1.5%
R = 6 Cs = 0.0980
LF = 1.4 V = (Cs *I) /(LF) *W *.67
V = 0.07 W *.67
= 684 # 100%
1 I ,
PAGE 3
MSU STRESS -11 VERSION 9/89 - -- DATE: 10/27/;0 - -- TIME OF DAY: 13:52:44
Structure Storage Rack in Load Beam Plane 3 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.243 0.00
1 5 0.000 0.243 -12.03
2 2 0.000 -0.096 0.00
2 6 0.000 0.096 -4.73
3 3 0.000 -0.021 0.00
3 7 0.000 0.021 -1.03
4 4 ,r 7.198 0.337 0.00
4 5 . -7.198 -0.337 18.89
5 5 4..789 0.263 6.39
5 6 -4.789 -0.263 8.34
6 6 2.396 0.134 3.25
. 6 7 -2.396 -0.134 4.24
7 8 7.198 0.347 0:00
7 9 -7.198 -0.347 19.41
8 9 4.789 0.307 7.55
8 10 -4.789 -0.307 9.64
9 10 2.396 0.208 5.11
9 11 -2.396 -0.208 .6.55
10 5 -0.017 -0.264 -13.25
10 9 0.017 0.264 -12.87
11 9 0.000 -0.285 - 14.09 A.C.00t1A.
11 12 0.000 0.285 .0.00 /J,��
12 - 6 -0.015 -0.133 -6.85 '`
12 10 0.015 0.133 -6.32
13 10 0.000 -0.170 -8.44
13 13 0.000 0.170 0.00
14 7 0.037 -0.054 -3.21
14 11 -0.037 0.054 -2.19
15 11 0.000 -0.088 -4.36
15 14 0.000 0.088 0.00
APPLIED JOINT LOADS, FREE JOINTS
r
. . ' PAGE 4 '
• MSU STRESS -11 VERSION 9/89 - -- DATE: 1O/27/;0 - -- TIME OF DAY: 13:52:44 • ,
JOINT FORCE X FORCE Y MOMENT Z
5 0.057 -2.430 0.00
6 0.114 -2.430 0.00
7 0.171 -2.430 0.00
9 0.057 -2.430 0.00
10 0.114 - 2'.430 0.00
• 11 0.171 -2.430 0.00
• REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 L 0.000 - 0•.243 0.00
2 ' 0.000 - 0.0.96 0.00
3 0.000 -0.021 0.00
4 -0.337 7.198 0.00
8 -0.347 7.198 0.00 •
12 0.000 .0.285 0.00 • •'
13 0.000 9.170 0.90.
14 0.000 • 0.088 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
5 0.9032 - 0.0234 - 0.0040
6 1.2127 - 0.0389 - 0.0022
7 1.3777 - 0.0467 - 0.0012
9 0.9032 _ - 0.0234 - 0.0037
10 1.2127 - 0.0389 - 0.0017 .
11 1.3775 - 0.0467 - 0.0004
SUPPORT. JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT YL DISPLACEMENT ROTATION
1 0.9032 0.0000 0.0013
2 1.2127 .0.0000 - 0.0001
3 1.3777 0.0000 - 0.0008
4 0.0000 0.0000 - 0.0220
8 0.0000 0.0000 - 0.0222
12 0.9032 0.0000 0.0025
13 1.2127 0.0000 0.0020
14 1.3775 0.0000 0.0016
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Beam- Column Check
C 3.000x 3.000x 0.075 Fy = 55 ksi
A = 0.595 in2
Sx = 0.676 in3
Rx = 1.305 in Ry = 1.117 in
kx = 1.00 ky = 1.00
Stress Factor 1.333
Point P M Lx Ly Pcap Mcap Ratio
9 7.3 19.4 56.0 43.0 20.80 29.73 100%
10 4.9 9.6 56.0 43.0 20.80 29.73 56%
11 2.5 6.6 56.0 43.0 20.80 29.73 34%
O 0.0 0.0 56.0 43.0 20.80 29.73 0%
O 0.0 0.0 56.0 43.0 20.80 29.73 0%
O 0.0 0.0 56.0 43.0 20.80 29.73 0%
Load Beam Check
4.00x 2.750x 0.075 Fy = 55 ksi
A = 0.963 in2 E = 29,500 E3 ksi
Sx = 0.908 in3 Ix = 1.934 in4
Length = 96 inches
Pallet Load 4800 lbs
Assume 0.5 pallet load on each beam
• M = PL /8= 28.80 k -in
fb = 31.71 ksi Fb = 33 ksi 96%
Mcap = 29.97 k -in
39.96 k -in with 1/3 increase
Defl = 0.48 in = L/ 198
w/ 25% added to one pallet load
M = .232 PL = 26.73 k -in 89%
! LI
Beam- Column Check - -
C 3.000x 3.000x 0.075 Fy = 55 ksi • •
A = 0.595 in2
Sx = 0.676 in3 •
Rx = 1.305 in Ry = 1.117 in
kx'= 1.00 ky 1.00
Stress Factor 1.333
Point P M Lx Ly Pcap Mcap Ratio
9 7.3 19.4 56.0 43.0 20.80 29.73 100%
10 4.9 9.6 56.0 43.0 20.80 29.73 56%
11 2.5 6.6 56.0 43.0 20.80 29.73 34%
0 0.0 0.0 56.0 43.0 20.80 29.73 0%
0 0.0 0.0 56.0 43.0 20.80 29.73 0%
0 0.0 0.0 56.0 43.0 20.80 29.73 0%
Load Beam Check
4.56x 2.750x 0.060 Fy = 55 ksi
A = 0.843 in2 E = 29,500 E3 ksi
. Sx = 0.909 in3 Ix = 2.181 in4
Length = 96 inches
- Pallet Load 4800 lbs
Assume 0.5 pallet load on each beam
• M = PL /8= 28.80 k -in
fb = 31.70 ksi Fb = 33 ksi 96%
Mcap = 29.98 k -in
39.98 k -in with 1/3 increase
Defl = 0.43 in = L/ 223
w/ 25% added to one pallet load
M = .232 PL = 26.73 k -in 89%
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A
Base Plate Design
•
Column Load 8.3 kips
Allowable Soil 1500 psf basic
Assume Footing 28.3 in square on side
Soil Pressure 1500 psf
•
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w1 "2/3
Use 4 "square base plate _
w = 10.4 psi 1 = 9.63 in
Load factor = 1.67 M = 538 # -ih
5 in thick slab f'c = 2500 psi
s = 4.17 in3 fb = 129 psi
Fb = 5(phi)(f'c = 163 psi OK !!
Shear :
Beam fv = 33 psi Fv = 85 psi OK !!
Punching fv = 69 psi Fv = 170 psi OK !!
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 520 psi
fb = 24950 psi Fb = 37500 psi OK !!
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