Correspondence A (4 v*/ (`f
1ce71oSwVbt,
'TOYOTA UFT NORTHWEST Toyota Lift Northwest
f Sales Leases Ren#ats Parts Service7
12001 SE Jennifer Street
OSA ,raw re w.sves4110 rearm el TOYOTA Clackamas, OR 97015
• cse Code MIA
Phone: 503-201-5199
Rif Tsx ID 7S.32U109
Fax: 503-657-7281
www.toyotaliftnw.com
Regarding the racking for Jones Golf Bags located at 16770 SW 72nd Ave Portland OR 97224
They will be storing class Golf Bags class IV commodity the top of storage will be 12' high or less. Signs
will be installed stating NO STORAGE ABOVE 12' HIGH The total area of storage is 576 SQFT non
public accessible
There is no solid decking
A
V
r
Y
.
Calculations for :
JONES SPORTS CO .
PORTLAND, OR
02/13/2015
Loading: 800 # load levels
2 pallet levels @ 70, 132
Seismic per IBC 2012 100% Utilization
Sds = 0 . 713 Sdl = 0 .440
I = 1 . 00
96 " Load Beams
Uprights : 44 " wide
C 3 . 000x 1. 625x 0 . 075 Columns
C 1. 500x 1 .250x 0 . 075 Braces
3 . 00x 4 . 00x 0 . 130 Base Plates
with 1- 0 . 500in x 3 .25in Embed Anchor/Column
3 . 50x 2 . 750x 0 . 075 Load beams w/ 3-Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
, T
``��0 PRO/4e'0 I N 'S�/
949
OR•,•-4tg
FN ,J. Re
t.F2.(R
•
Design Maps Summary Report http://ehp2-earthquake.wr.usgs.gov/designmaps/us/summary.php?ten-
mums Design Maps Summary Report
User-Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.3992°N, 122.7474°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
I 2mi 217 ouaroen name. I mora w
15000m u1
QJacktown °-
Mllwaukie
• d
��f
Lake Oswego Pavy
QScholl<.
0 Clackai
;P 43 so
matin (y
cAto, oSherwood MERICA
r
mma
'=`m',J' pdt 02015 f 0 MapQuest
USGS-Provided Output
Ss = 0.963g S, = 1.074g Sos = 0.716g
Si = 0.418 g Smi = 0.662 g Sol = 0.441 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP"building code reference document.
MCER Response Spectrum Design Response Spectrum
1.10
0.72
0.99
0.64
0.99
0.77 0.56
0.66 0.48
0.40
I1 0.55 ,
to
0.44 to 0.32
0.33 0.24
0.22 0.16
0.11 0.08
0.00 - 0.00 _.
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.50 1.90 2.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00
Period. T(sec) Period. T(sec)
Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of
the data contained therein.This tool is not a substitute for technical subject-matter knowledge.
12
IBC 2012 LOADING
SEISMIC: Ss= 96.3 %g
S1= 41.8 %g
Soil Class D
Modified Design spectral response parameters
Sms= 107.4 %g Sds= 71.6 %g
Sm1= 66.2 %g Sd1= 44.1 %g
Seismic USE 2
Seismic Design Category D
or D
Ie= 1
R = 4 R= 6
Cs = 0.1790 W Cs= 0.1193 W
Using Working Stress Design
V=Cs*W/1.4
V= 0.1279 W V= 0.0852 W
`'f
Cold Formed Channel
Depth 3.000 in Fy = 55 ksi
Flange 1.625 in
Lip 0.750 in
Thickness 0.0750 in COLUMN SECTION
R 0.1000 in
Blank = 7.21 in wt = 1.8 plf
A = 0.541 in2
Ix = 0.750 in4 Sx = 0.500 in3 Rx = 1.177 in
Iy = 0.217 in4 Sy = 0.223 in3 Ry = 0.633 in
a 2.6500 Web w/t 35.3333
a bar 2.9250 Flg w/t 17.0000
b 1.2750 x bar 0.6139
b bar 1.5500 m 0.9488
c 0.5750 x0 -1.5627
c bar 0.7125 J 0.0010
u 0.2160 x web 0.6514
gamma 1.0000 x lip 0.9736
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' = 0.389 in2
x bar = 0.728 in
I'x = 0.573 in4 S'x= 0.382 in3 R'x= 1.213 in
I'y = 0.172 in4 S'y= 0.184 in3 R'y= 0.665 in
Cold Formed Channel
Depth 1.500 in Fy = 55 ksi
Flange 1.250 in
Lip 0.000 in
Thickness 0.0750 in BRACE SECTION
R 0.1000 in
Blank = 3.73 in wt = 1.0 plf
A = 0.280 in2
Ix = 0.106 in4 Sx = 0.141 in3 Rx = 0.614 in
Iy = 0.046 in4 Sy = 0.056 in3 Ry = 0.403 in
a 1.1500 Web w/t 15.3333
a bar 1.4250 Flg w/t 14.3333
b 1.0750 x bar 0.3946
b bar 1.2125 m 0.5298
c 0.0000 x0 -0.9244
c bar 0.0000 J 0.0005
u 0.2160 x web 0.4321
gamma 0.0000 x lip 0.8179
R' 0.1375 h/t 18.0000
9
Cold Formed Section
HEIGHT OF BEAM 3.500 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 3.1500 1.7500 5.5125 9.6469 2.6047 0.0375 0.1181
TOP 1.4000 3.4625 4.8475 16.7845 0.0000 0.8750 1.2250
STEP SIDE 1.3500 2.6500 3.5775 9.4804 0.2050 1.7125 2.3119
STEP BOTT 0.7250 1.8375 1.3322 2.4479 0.0000 2.2125 1.6041
SHORT SID 1.5250 0.9375 1.4297 1.3403 0.2955 2.7125 4.1366
BOTTOM 0.5000 0.0375 0.0188 0.0007 0.0000 1.3750 0.6875
CORNERS 0.2160 3.4125 0.7371 2.5152 0.0004 0.0875 0.0189
2 0.2160 3.4125 0.7371 2.5152 0.0004 1.6625 0.3591
3 0.2160 1.8875 0.4077 0.7694 0.0004 1.8000 0.3888
4 0.2160 1.7875 0.3861 0.6901 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 9.9459 21.3500 19.0238 46.1940 3.1076 17.8875 12.0189
AREA = 0.746 IN2
CENTER GRAVITY = 1.913 INCHES TO BASE 1.208 INCHES TO LONG SIDE
Ix = 0.969 IN4 Iy = 0.815 IN4
Sx = 0.506 IN3 Sy = 0.528 IN3
Rx = 1.140 IN Ry = 1.045 IN
BEAM END CONNECTOR
COLUMN MATERIAL THICKNESS = 0.075 IN
LOAD BEAM DEPTH = 3.5 IN
TOP OF BEAM TO TOP OF CONN= 0.000 IN
WELD @ BTM OF BEAM = 0.000 IN
LOAD = 800 LBS PER PAIR
CONNECTOR VERTICAL LOAD = 200 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 3%
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
3.924 K-IN
RIVET MOMENT RESULTANT @ 1.55 IN FROM BTM OF CONN
M = PL L = 0.95 IN
Pmax = Mcap/L = 4.130 KIPS
RIVET LOAD DIST MOMENT
P1 2.844 3.450 9.811 RIVET OK
P2 1.195 1.450 1.733
P3 0.000 0.000 0.000
P4 0.000 0.000 0.000
TOTAL 4.039 11.544 CONNECTOR OK
WELDS
0.125 " x 3.500 " FILLET WELD UP OUTSIDE
0.125 " x 1.875 " FILLET WELD UP INSIDE
0.125 " x 1.625 " FILLET WELD UP STEP SIDE
O " x 1.000 " FILLET WELD STEP BOTTOM
O " x 2.750 " FILLET WELD ACROSS BOTTOM
O " x 1.750 " FILLET WELD ACROSS TOP
USE EFFECTIVE 0.075 " THICK WELD
L = 7.00 IN A = 0.525 IN2
S = 0.306 IN3 Fv = 26.0 KSI
Mcap = 7.96 K-IN 7.96 K-IN
7
r
In Upright Plane
Seismic Load Distribution
per 2012 IBC Sds = 0.713
1.00 Allowable Stress Increase
I = 1.00 R = 4.0
V = (Sds/R) *I*P1*.67
Weight
60 # per level frame weight
Columns @ 44 "
Levels Load WiHi Fi FiHi Column:
(inches) (#) (k-in) (#) (k-in) C 3.000x 1.625x 0.075
132 860 114 134 18
70 860 60 71 5
O 0 0 0 0 KLx = 119 in
O 0 0 0 0 KLy = 41 in
0 0 0 0 0 A = 0.389 in
O 0 0 0 0 Pcap = 6095 lbs
---- ---- ---- ====
1720
---- ---- ----
1720 174 206 23 Column
23% Stress
Max column load = 1376 #
Min column load = -26 # Uplift
• Overturning
( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp-1.02EL -294 # MIN
(1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 988 # MAX
REQUIRED HOLD DOWN = -294 #
Anchors: 4
T = 294 #
1 0.5 in dia POWERS STUD+SD2
3.25 "embedment in 2500 psi concrete
Tcap = 1524 # 19% Stressed
V = 108 # per leg Vcap = 2154 # = 5% Stressed
COMBINED = 24% Stressed
OK
Braces:
Brace height = 41 "
Brace width = 44 "
Length = 60 "
P = 211 #
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 149
Pcap = 1912 # 11%
B
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2012 IBC Sds = 0.713
1.00 Allowable Stress Increase
I = 1.00 R = 4.0
V = (Sds/R)*I*P1
Weight
60 # per level frame weight
Columns @ 44 "
Levels Load WiHi Fi FiHi Column:
(inches) (#) (k-in) (#) (k-in) C 3.000x 1.625x 0.075
132 860 114 158 21
70 60 4 6 0
O 0 0 0 0 KLx = 119 in
O 0 0 0 0 KLy = 41 in
0 0 0 0 0 A = 0.389 in
O 0 0 0 0 Pcap = 6095 lbs
---- ---- ---- ----
---- ---- ---- ----
920 118 164 21 Column
16% Stress
Max column load = 944 #
Min column load = -70 # Uplift
Overturning •
( .6-.11Sds)DL+(0.6- .14Sds) .75PLapp-1.02EL -309 # MIN
(1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 949 # MAX
REQUIRED HOLD DOWN = -309 #
Anchors: 4
T = 309 #
1 0.5 in dia POWERS STUD+SD2
3.25 "embedment in 2500 psi concrete
Tcap = 1524 # 20% Stressed
V = 82 # per leg Vcap = 2154 # = 4% Stressed
COMBINED = 24% Stressed
OK
Braces:
Brace height = 41 "
Brace width = 44 "
Length = 60 "
P = 168 #
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 149
Pcap = 1912 # 9%
9
•
PAGE 1
MSU STRESS-11 VERSION 9/89 --- DATE: 02/13/;5 --- TIME OF DAY: 09:28:05
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 70.0 S 2 5 8 10
2 0.0 132.0 S
3 49.5 0.0 S
4 49.5 70.0
5 49.5 132.0
6 148.5 0.0 S 1 4 7 9
7 148.5 70.0
8 148.5 132.0
9 198.0 70.0 S
10 198.0 132.0 S
Joint Releases 3 6
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 0.746 Ay 0.522 Iz 0.969
3 Thru 6 Prismatic Ax 0.389 Ay 0.194 Iz 0.573
7 Thru 10 Prismatic Ax 0.746 Ay 0.522 Iz 0.969
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
4 Force Y -0.43
5 Force Y -0.43
7 Force Y -0.43
8 Force Y -0.43
4 Force X 0.012
i D
I
PAGE 2
MSU STRESS-11 VERSION 9/89 --- DATE: 02/13/;5 --- TIME OF DAY: 09:28:05
5 Force X 0.02
7 Force X 0.012
8 Force X 0.02
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2012 IBC
wi di widi2 fi fidi
# in #
860 0.2771 66 24 6.7 12 24
860 0.3334 96 40 13.3 20 40
O 0.0000 0 0 0.0 0 0
O 0.0000 0 0 0.0 0 0
O 0.0000 0 0 0.0 0 0
O 0.0000 0 0 0.0 0 0
1720 162 64 20.0 63
g = 32.2 ft/sec2 T = 0.9090 sec
I = 1.00 Cs = 0.0807 or 0.1189
Sdl = 0.440 Cs min = 0.071333
R = 6 Cs = 0.0807
V = (Cs*I*.67)*W*.67
V = 0.0541 W*.67
= 63 # 99t
1/
•
PAGE 3
,MSU STRESS-11 VERSION 9/89 --- DATE: 02/13/;5 --- TIME OF DAY: 09:28:05
Structure Storage Rack in Load Beam Plane 2 Levels
LoadingDead Live+ v e + Seismic
MEMBER FORCES
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.025 0.00
1 4 0.000 0.025 -1.23
2 2 0.000 -0.005 0.00
2 5 0.000 0.005 -0.25
3 3 0.855 0.032 0.00
3 4 -0.855 -0.032 2.21
4 4 0.427 0.017 0.39
4 5 -0.427 -0.017 0.68
5 6 0.855 0.032 0.00
5 7 -0.855 -0.032 2.27
6 7 0.427 0.023 0.54
6 8 -0.427 -0.023 0.87
7 4 -0.002 -0.027 -1.37
7 7 0.002 0.027 -1.33 /��
8 7 0.000 -0.030 /X At-1D -�J, '4
8 9 0.000 0.030 0.00 /14, r
9 5 0.003 -0.008 -0.43
• 9 8 -0.003 0.008 -0.34
10 8 0.000 -0.011 -0.52
10 10 0.000 0.011 0.00
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
4 0.012 -0.430 0.00
5 0.020 -0.430 0.00
7 0.012 -0.430 0.00
8 0.020 -0.430 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
/
PAGE 4
MSU STRESS-11 VERSION 9/89 --- DATE: 02/13/;5 --- TIME OF DAY: 09:28:05
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.025 0.00
2 0.000 -0.005 0.00
3 -0.032 0.855 0.00
6 -0.032 0.855 0.00
9 0.000 0.030 0.00
10 0.000 0.011 0.00
FREE JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
4 0.2771 -0.0053 -0.0008
5 0.3334 -0.0077 -0.0003
7 0.2771 -0.0053 -0.0008
8 0.3334 -0.0077 -0.0002
SUPPORT JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
1 0.2771 0.0000 0.0003
2 0.3334 0.0000 -0.0001
3 0.0000 0.0000 -0.0055
6 0.0000 0.0000 -0.0055
9 0.2771 0.0000 0.0005
10 0.3334 0.0000 0.0003 •
13
. i
Beam-Column Check
C 3.000x 1.625x 0.075 Fy = 55 ksi
A = 0.389 in2
Sx = 0.382 in3
Rx = 1.213 in Ry = 0.665 in
kx = 1.70 ky = 1.00
Stress Factor 1.000
Point P M Lx Ly Pcap Mcap Ratio
7 0.9 2.3 70.0 41.0 6.09 12.60 32%
8 0.5 0.9 62.0 41.0 7.19 12.60 14%
O 0.0 0.0 70.0 41.0 6.09 12.60 0%
O 0.0 0.0 70.0 41.0 6.09 12.60 0%
0 0.0 0.0 70.0 41.0 6.09 12.60 0%
O 0.0 0.0 70.0 41.0 6.09 12.60 0%
Load Beam Check
3.50x 2.750x 0.075 Fy = 55 ksi
A = 0.746 in2 E = 29,500 E3 ksi
Sx = 0.506 in3 Ix = 0.969 in4
Length = 96 inches
Pallet Load 800 lbs
Assume 0.5 pallet load on each beam
M = PL/8= 4.80 k-in
fb = 9.48 ksi Fb = 33 ksi 29%
Mcap = 16.71 k-in
• 22.28 k-in with 1/3 increase
Defl = 0.16 in = L/ 595
• w/ 25% added to one pallet load
M = .22 PL = 4.22 k-in 25%
I
'lit
Base Plate Design
Column Load 1.0 kips
Allowable Soil 1500 psf basic
Assume Footing 10 in square on side
Soil Pressure 1440 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 = w1A2/3
Use 3 "square footprint
w = 10.0 psi 1 = 3.5 in
Load factor = 1.67 M = 68 #-in
6 in thick slab f'c = 2500 psi
s = 6.00 in3 fb = 11 psi
Fb = 5(phi) (f'c^.5) = 163 psi OK ! !
Shear :
Beam fv = 10 psi Fv = 85 psi OK ! !
Punching fv = 1 psi Fv = 170 psi OK ! !
Footprint Bearing Use 0.12 " thick
7.75 inches long under column section
0.315 inches wide
2.44125 in2
Bearing: 0.410 ksi 1.750 ksi Allowable