Plans Calculations for :
A &I
TIGARD, OR
10/27/2010
Loading: 2500 # load levels
2 pallet levels @ 60,120
Seismic per IBC 2006 100% Utilization
Sds = 0.700 Sdl = 0.387
I = 1.00
108 " Load Beams
Uprights: 36 " wide
C 3.000x 3.000x 0.075 Columns
C 1.500x 1.500x 0.075 Braces
3.00x 5.00x 0.110 Base Plates
with 1- 0.500in x 3.25in Embed Anchor /Column
4.00x 2.750x 0.075 Load beams w/ 2 -Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
CT •
1,9 PROT
GIN
444 Q r. 1194• P 3
•j' " ON
V J. RAE -
EXP. 7 7
I 4
r PERMANENT PLAQUE NOT LESS THAN , •
BUP 201 00 - .3 • C` �
i 50 SQ INCHES IN AREA TO BE PLACED
IN CONSPICUOUS LOCATION STATING 1 S� 72 Ave- 03 OCT 2 B ����
2500# CAPACITY @ 60', 120'
1 3' -0' 9' -0' � CITY OF TIGARD
or 106' BUILDING DNISION
L OAD BEAM 1 , y CT'S ,.
�rr� E PROT
CONNECTOR � G 4 F f /
z 5 � -0 � 4 1949 r -
g /
/
u 10' - nn �11 e F c 3 lq$
BRACE D CONNECTOR
J.
R
o M o 5' - LEXP. DATE: 12/20 1 D j
o! o2
a o_
UPRIGHT LOAD BEAM ELEVATION •
1
O
i
in
• 14GA THK ,65
3' w �_ Q
1 3' � � o COLU N N
0 d W a z
r • 0.11 x 3 x 5 ' 0.11x 3x 5 BASEPLATE p I--1 _
BASEPLATE C 1.5 x 1.5 1.5 (1) 1/2 ANCHOR =
14 GA THK qO - _ In o A _ �--
o (1) 1 /2'0 ANCHOR I 1/s 1 -1/2•
2' OF 1/8' EA SIDE v a'" +; Q '-' ,
Q
3' FILLET WELD BRACE Aii
pf, tn U ° d> I— EA END TO COLUMN ='e: FF o w - w (._) w 4 t - 5
1/8 V1 -112' EA FACE BRACE ■ ; ; I ■ 3.25' N W N N C w Q
CO & BASE PL 1/8' r1' 1 i 5' CONCRETE SLAB ON GRADE N o x < 1 ' I I,J H
Cr LI V) , gp
cti COLUMN BASE X- SECTION U w w Q � a
. 3
BRACE CONN { Q a w o �w IZ � (/)
II
N 3 z 3 , . I Z 1-wV )
S o p,c..), I I uo - -ow `.--1 G `i �--r J • J 01 Lj r Q/
- 1 >.J. J v)J 0 0 O M
o oL�QIl3Q 2��
a+ 1 -5 /8'H x 1' W
(2) PIN CONN Al 4 ' N w w M
STEP CONNECTOR
z
TOR U
"cl
4' o (2) AISI A502 -2 RIVETS 0 0 4 i • - I L II W log • (/) 14 GA TH
• LOAD BEAM 7/16'0 4'oc
co
o HOOK THRU SLOTS ! 1/ � ; N J O N ) �' 1 -5/8x 3x o 0 �' I J J
`^ 3/ THK IN COLUMN o8 0, i U 2.75 r p q U a_C � � o
1/8 V VERT EDGES • -
t z C ONNECT ❑R o 0 (! vi II cE ± p x u 'i il 1 o LOAD BEAM V o SAFETY PIN TO RESIST I I II (I--- LI Q Z 0_ ( j W
a s 100x] #A UPLIFT LOAD 0 W Q W O Z f (� I o Z II q Z v) J Q o
Q COLUMN- BEAM CONN 1 Q
`g ! .--■ n.i e i v u
v .
• •
•
Conterminous 48 States
2005 ASCE 7 Standard
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 Class 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 = Fv x S1
Site Class 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 - -
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
•
•
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
Cold Formed Channel
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
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
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 Ii •; • 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
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 0.000 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 1.24'6 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
•
•
•
•
•
BEAM END CONNECTOR
COLUMN MATERIAL THICKNESS = 0.075 IN
LOAD BEAM DEPTH = 4 IN
TOP OF BEAM TO TOP OF CONN= 0.000 IN
WELD @ BTM OF BEAM = 0.000 IN
LOAD = 2500 LBS PER PAIR
CONNECTOR VERTICAL LOAD = 625 LBS EACH
RIVETS
2 RIVETS @ 4 " 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 = 4.266 KIPS 15%
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
. • .14/.1/3 INCREASE = - 5.232 K -IN
RIVET MOMENT RESULTANT @ 0.4 IN FROM BTM OF CONN
M = PL L = 1.6 IN-
Pmax = Mcap /L = 3.270 KIPS
RIVET LOAD DIST MOMENT
P1 2.844 4.600 13.081 RIVET OK
P2 0.371 0.600 0.223
P3 0.000 0.000 0.000
P4 0.000 0.000 0.000
TOTAL 3.215 13.304 CONNECTOR OK
WELDS
0.125 " x 4.000 " FILLET WELD UP OUTSIDE
0.125 " x 2.375 " 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 •
USE EFFECTIVE 0.075 " THICK WELD
L = 8.00 IN' A = 0.600 IN2
S = 0.400 IN3 Fv = 26.0 KSI
Mcap = 10.40 K -IN W /1/3 INCR= 13.87 K -IN
•
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(.1
•
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 @ 36 "
Levels Load WiHi Fi FiHi Column:
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3:000x 0.075
120 2560 307 286 34
60 2560 154 143 9
O 0 0 0 0 KLx = 102'in •
b 0 0 0 0 KLy = 50 in
O 0 0 0 0 A= 0.595 in
O 0 0 0 0 Pcap = 16211 lbs
- - -- - - -- - - -- - - --
5120 461 429 43 Column
23% Stress
Max column load = 3751 #
Min column load = 524 #
Overturning
OTM = 42.9 K -IN X 1.15 = 49.3 K -IN
RM = 61.4 K -IN
REQUIRED HOLD DOWN = 0.00 KIPS
•
Anchors: Special Inspection(Y or N) ?. YES 2
T = 0 No uplift anchors req'd 2
1 0.5 " diameter Hilti TZ
3.25 "embedment in 2500 psi concrete
Tcap = 1401 # 0% Stressed
V = 214 # per leg Vcap = 1091 # = 20% Stressed
COMBINED = 7% Stressed
OK
Braces:
Brace height = 50 "
Brace width = 36 " •
Length = 62 "
P = 734 #
Use : C 1.500x 1.500x - 0 - .075 --- - - - -
A = 0.317 in
L/r = 127
Pcap = 4008 # 18%
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 @ 36 "
Levels Load WiHi Fi FiHi Column: -
(inches) ( #) (k -in) ( #) (k -in) C 3.000x 3.000x 0.075
120 2560 307 324 39
60 60 4 4 0
0 0_ 0 0 0 KLx = 102 in - ,
.,0 0 0 0 0 KLy = - 50 in -
0 , 0 .0 0 0 A= 0.595 in - -
0 0.. 0 0 0 Pcap = -16211 abs , . ' ' _
2620 311 328 39 Column • '
15% Stress.
Max column load = 2395 # _
Min column load = 225 #
Overturning
OTM = 39.1 K -IN X 1.15 = 44.9 K -IN
RM = 47.2 K -IN
REQUIRED HOLD DOWN = 0.00 KIPS
Anchors: Special Inspection(Y or N)? YES 2
T = 0 No uplift anchors req'd 2
1 0.5 " diameter Hilti TZ -- '
•
3.25 "embedment in 2500 psi concrete '
Tcap = 1401 # 0% Stressed ,
V = 164 # per leg Vcap = 1091 # = 15% Stressed
COMBINED = 4% Stressed..
OK
Braces: .-
Brace height = 50 " -
Brace width = 36 " . - - - ,
. Length = 62 " . . ..
P = 560 # ' - '
' Use : C 1.500x 1.500x 0.075 . .
A.= • 0.317 in
L/r = 127
Pcap = 4008 # 14% ' . ,
•
7 • . ,
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, .
, . . ,.„
. ,
PAGE 1
MSU STRESS -11 VERSION 9/89 - -- DATE: 10/27/;0 - -- TIME OF DAY: 14:14:09
INPUT DATA LISTING TO FOLLOW:
Structure Storage Rack in Load Beam Plane 2 Levels
Type Plane Frame
Number of Joints 10
Number of Supports 6
Number of Members 10
Number of Loadings 1
Joint Coordinates
1 0.0 60.0 S
2 0.0 120.0 S
3 55.5 0.0 S
4 55.5 60.0
5 55.5 120.0
6 166.5 0.0 S
7 166.5 60.0
8 166.5 120.0
9 222.0 60.0 S
10 222.0 120.0 S
Joint Releases
3 Moment Z
6 Moment Z
1 Force X Moment Z
2 Force X Moment Z
9 Force X Moment Z
10 Force X Moment Z •
Member Incidences
1 1 4
2 2 5
3 3 4
4 4 5
5 6 7
6 7 8
7 4 7
8 7 9
9 5 8
10 8 10 •
Member Properties
1 Thru 2 Prismatic Ax 0.963 Ay 0.674 Iz 1.934
3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
7 Thru 10 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 •
4 Force Y -1.28
5 Force Y -1.28
7 Force Y -1.28
8 Force Y -1.28
4 Force X 0.04
-
PAGE 2
MSU STRESS -11 VERSION 9/89 - -- DATE: 10/27/;0 - -- TIME OF DAY: 14:14:09
5 Force X 0.08
7 Force X 0.04
8 Force X 0.08
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2006 IBC
wi di widi2 fi fidi
# in #
2560 0.3864 382 80 30.9 40 80
2560 0.4966 631 160 79.5 80 160
0 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
0 0.0000 0 0 0.0 0 0
5120 1014 240 110.4 240
g = 32.2 ft /sec2 T = 0.9686 sec
I = 1.00 Cs = 0.0790 or 0.2800
•
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
= 240 # 100%
0
PAGE 3
y
MSU STRESS -11 VERSION 9/89 - -- DATE: 10/27/;0 - -- TIME OF DAY: 14:14:09
Structure Storage Rack in Load Beam Plane 2 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 • -0.076 0.00 _
1 4 0.000 0.076 -4.22
2 2 0.000 -0.019 0.00
2 5 0.000 0.019 -1.07
3 3 2.547 0.119 0.00
3 4 -2.547 -0.119 7.13
4 4 1.273 0.072 ,1.69
' 4 5 -1.273 -0.072 2.64
5 6 2.547 0.121 0.00
5 7 - 2.547 - -0.121 1 7.27
6 7 1.273 0.088. .2.10 • -
6 8 - 1.273 -0.088 3
7 4 -0.007 -0.082 -4.60 • •
7 7- . 0.007 0.082 -4.50
8 7 0.000 -0.088 L �(j,
8 9 0.000 0.088 1.00 / '
9 • 5 0.008 -0.026 -1.57
9 8 -0:008 0.026 -1.34
10 8 0.000 -0.033 - -1.83
10 10 0.000 0.033 0.00
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
. 4 0.040 -1.280 ' 0.00
5 0.080 -1.280 . 0.00
7 0.040 -1.280 0.00 •
8 0.080 -1.280 0.00 •
REACTIONS,APPLIED LOADS SUPPORT JOINTS '
•
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I•
PAGE 4
MSU STRESS -11 VERSION 9/89 - -- DATE: 10/27/;0 - -- TIME OF DAY: 14:14:09
JOINT FORCE X FORCE Y MOMENT Z
1 • • 0.000 -0.076 0.00
2 0.000 -0.019 0.00
3 -0.119 2 0.00
6 -0.121 2.547 0.00
9 0.000 0.088 0.00
10 0.000 0.033 0.00
FREE JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
4 0.3864 - 0.0089 - 0.0016
5 0.4966 - 0.0133 - 0.0006
7 0.3865 - 0.0089 - 0.0015
8 0.4965 - 0.0133 - 0.0004
SUPPORT JOINT DISPLACEMENTS
JOINT X- DISPLACEMENT Y- DISPLACEMENT ROTATION
• 1 0.3864 0.0000 0.0005
• 2 '0.4966 0,.0000 - 0.0001
3 0.0000 0.0000 - 0.0088
6. 0.0000 0.0000 - 0.0089
9 0.3865 0.0000 0.0010
10 0.4965 0.0000 0.0005
2
I
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 = 1.70 ky = 1.00
Stress Factor 1.333
Point P M Lx Ly Pcap Mcap Ratio
7 2.6 7.3 60.0 50.0 16.21 29.73 40%
8 1.3 3.2 60.0 50.0 16.21 29.73 19%
0 0.0 0.0 60.0 50.0 16.21 29.73 0%
0 0.0 0.0 60.0 50.0 16.21 29.73 0%
0 0.0 0.0 60.0 50.0 16.21 29.73 0%
0 0.0 0.0 60.0 50.0 16.21 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 = 108 inches
Pallet Load 2500 lbs
Assume 0.5 pallet load on each beam .
M = PL /8= 16.88 k -in
fb = 18.58 ksi Fb = 33 ksi 56%
Mcap = 29.97 k -in
39.96 k -in with 1/3 increase
Defl = 0.36 in = L/ 301
w/ 25% added to one pallet load
M = .232 PL = 15.66 k -in 52%
/3
Base Plate Design
Column Load 2.8 kips
Allowable Soil 1500 psf basic
Assume Footing 16.4 in square on side
Soil Pressure 1499 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 = wl 2/3
Use 3 "square footprint
w = 10.4 psi 1 = 6.7 in
Load factor = 1.67 M = 260 # -in
5 in thick slab f'c = 2500 psi
• s = 4.17 in3 fb = 62 psi
Fb = 5(phi)(f'c = 163 psi OK !!
Shear :
Beam fv = 23 psi Fv = 85 psi OK !!
Punching fly = 22 psi Fv = 170 psi OK !!
Footprint Bearing Use 0.11 " thick
10.5 inches long under column section
0.295 inches wide
3.0975 in2
Bearing: 0.904 ksi 1.750 ksi Allowable
[Page Too Large for OCR Processing]