Plans 7373 SE Milwaukie, OR 97CEIVED
PO Box 68348- Portland, OR 97268
Brian Ferrick, Sales Represenive 1 1 2013
OF OREGON, INC. Cell: 503-519-3043
FAX: 503-653-2536 CITYOFTIGARD
City of Tigard BUILDING DIVISION
13125 SW Hall Blvd
Tigard OR 97223
Dan Nelson
In regards to Audio Source 19370 SW 72m1 Tigard OR 97223
They will be storing electronics class IV commodities in the racks. The sprinkler system will
support class IV storage to 16' — 17'
They will storing electronics for home entertainment and net work service
The product is not encapsulated and on racks with open shelves and no solid decking
The total square footage of racking storage is 5300 SQFT
The top of storage will be 16'6"— 17' and nonpublic accessible
The aisles between the racks are 12' with no multiple row racks
The sprinkler system is .325PM/3000 SQFT
The heads are at 286 degrees
There will be 1 fire extinguisher for every 3000SQFT of warehouse space or 1 every 75' of
travel.
Based on commodity class IV
NFPA 13
16.2.1.3.2 ( D )no in rack sprinklers curve E with 286 degree heads requires .
.45GPM over 3000 Square feet at 20' storage
Apply figure 16.2.1.3.4.1
with 17' storage height .75 X .45 = .33 GPM over 3000 SQFT is required to meet the codes
for commodity class IV
With the existing system at .325PM/3000SQFT the existing sprinkler system should meet all
the codes
Thank you CI OF TIGARD
Brian Ferrick Approved
Cell phone 503-519-3043 Conditionally Approved...,,...(
See Letter to:Follow......... ( 1
Att, hed.. ...... ..
Permit N • . ' 2` iY2Z
Address:Fill , _1 •�. :.
By: ;6vall Date:
• Approved plans
shall be on job site.
OFFICE COPY
Calculations for :
AUDIO SOURCE
TIGARD , OR
09/06/2013
Loading: 3000 # load levels
2 pallet levels @ 72, 156
Seismic per IBC 2009 1006 Utilization
Sds = 0 . 707 Sdl = 0 . 387
I = 1 . 00
96 " Load Beams
Uprights : 44 " 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 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
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Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.4193
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 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 0.944 (Ss, Site Class B)
1.0 0.338 (51, Site Class B)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.4193
Longitude = -122.7491
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1 = Fv x S1
Site Class D - Fa = 1.122 ,Fv = 1.723
Period Sa
(sec) (g)
0.2 1.059 (SMs, Site Class D)
1.0 0.583 (SM1, Site Class D)
IBC 2009 LOADING
SEISMIC: Ss= 94.4 % g
S1= 33.8 % g
Soil Class D
Modified Design spectral response parameters
Sms= 105.9 % g Sds= 70.6 % g
Sm1= 58.3 % g Sd1= 38.9 % g
Seismic Use Group 2
Seismic Design Category D
or D
le = 1
R = 4 R = 6
Cs = 0.1765 W Cs = 0.1177 W
Using Working Stress Design
V= Cs*W/1.4
V= 0.1261 W V= 0.0840 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
y
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 1.6041
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
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 = 3000 LBS PER PAIR
CONNECTOR VERTICAL LOAD = 750 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 18%
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 @ 0.7 IN FROM BTM OF CONN
M = PL L = 1.3 IN
Pmax = Mcap/L = 3.018 KIPS
RIVET LOAD DIST MOMENT
P1 2.844 4.300 12 .228 RIVET OK
P2 0.198 0.300 0.060
P3 0.000 0.000 0.000
P4 0.000 0.000 0.000
TOTAL 3 .042 12 .288 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
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 = 8.00 IN A = 0.600 IN2
S = 0.400 IN3 FIT = 26.0 KSI
Mcap = 10.40 K-IN 10.40 K-IN
In Upright Plane
Seismic Load Distribution
per 2009 IBC Sds = 0.707
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 3.000x 0.075
156 3060 477 496 77
72 3060 220 229 16
0 0 0 0 0 KLx = 72 in
0 0 0 0 0 KLy = 43 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 14630 lbs
6120 698 724 94 Column
35% Stress
Max column load = 5192 #
Min column load = -384 # Uplift
Overturning
( .6- .11Sds)DL+(0.6-.14Sds) .75PLapp- .51EL= -300 # MIN
(1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3624 # MAX
REQUIRED HOLD DOWN = -384 #
Anchors: 1
T = 384 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 14% Stressed
V = 362 # per leg Vcap = 4858 # = 7% Stressed
COMBINED = 5% Stressed
OK
Braces:
Brace height = 43 "
Brace width = 44 "
Length = 62 "
P = 760 #
Use : C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 126
Pcap = 3015 # 25%
1
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2009 IBC Sds = 0.707
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 3 .000x 0.075
156 3060 477 546 85
72 60 4 5 0
0 0 0 0 0 KLx = 72 in
0 0 0 0 0 KLy = 43 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 14630 lbs
3120 482 551 86 Column
24% Stress
Max column load = 3505 #
Min column load = -539 # Uplift
Overturning
( .6- .11Sds)DL+(0.6- .14Sds) .75PLapp- .51EL= -1013 # MIN
(1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3509 # MAX
REQUIRED HOLD DOWN = -1013 #
Anchors: 1
T = 1013 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 36% Stressed
V = 276 # per leg Vcap = 4858 # = 6% Stressed
COMBINED = 19% Stressed
OK
Braces:
Brace height = 43 "
Brace width = 44 "
Length = 62 "
P = 578 #
• Use : C 1.500x 1.500x 0.075
A = 0.317 in
L/r = 126
• Pcap = 3015 # 19%
c
PAGE 1
MSU STRESS-11 VERSION 9/89 --- DATE: 09/06/;3 --- TIME OF DAY: 16:23 :37
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 72.0 S 2 5 8 10
2 0.0 156.0 S
3 49.5 0.0 S
4 49.5 72.0
5 49.5 156.0
6 148.5 0.0 S 1 4 7 9
7 148.5 72.0
8 148.5 156.0
9 198.0 72.0 S
10 198.0 156.0 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 0.963 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 -1.53
5 Force Y -1.53
7 Force Y -1.53
8 Force Y -1.53
4 Force X 0.031
q
PAGE 2
• MSU STRESS-11 VERSION 9/89 --- DATE: 09/06/;3 --- TIME OF DAY: 16:23:37
5 Force X 0.068
7 Force X 0.031
8 Force X 0.068
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
# in #
3060 0.5239 840 62 32.5 31 62
3060 0.7197 1585 136 97.9 68 135
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
6120 2425 198 130.4 197
g = 32.2 ft/sect T = 1.3786 sec
I = 1.00 Cs = 0.0467 or 0. 1178
Sdl = 0.387 Cs min = 0.070666
R = 6 Cs = 0.0707
V = (Cs*I* .67) *W* .67
V = 0.0473 W*.67
= 197 # 100%
/0
PAGE 3
MSU STRESS-11 VERSION 9/89 --- DATE: 09/06/;3 --- TIME OF DAY: 16:23:37
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 -0.087 0.00
1 4 0.000 0.087 -4 .30
2 2 0.000 -0.020 0.00
2 5 0.000 0.020 -0.97
3 3 3.037 0.097 0.00
3 4 -3.037 -0.097 7.01
4 4 1.517 0.060 2.23
4 5 -1.517 -0.060 2.82
5 6 3 . 037 0.101 0.00
5 7 -3.037 -0.101 7.25
6 7 1.517 0.076 2.81
6 8 -1.517 -0.076 3.56
7 4 -0.006 -0.097 -4.94
7 7 0.006 0.097 -4.71
8 7 0.000 -0.108 C-5.30155)-p1,410,600
8 9 0.000 0.108 �.06� /1� ""141/
• 9 5 0.008 -0.032 -1.85 ��(
9 8 -0.008 0.032 -1.35
10 8 0.000 -0.045 -2.22
10 10 0.000 0.045 0.00
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
4 0.031 -1.530 0.00
5 0.068 -1.530 0.00
7 0.031 -1.530 0.00
8 0.068 -1.530 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
I
i f
PAGE 4
MSU STRESS-11 VERSION 9/89 --- DATE: 09/06/;3 --- TIME OF DAY: 16:23:37
• JOINT FORCE X FORCE Y MOMENT Z
1 0. 000 -0.087 0.00
2 0.000 -0.020 0.00
3 -0.097 3.037 0.00
6 -0.101 3.037 0.00
9 0.000 0.108 0.00
10 0.000 0.045 0.00
FREE JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
4 0.5239 -0.0127 -0.0015
5 0.7197 -0.0201 -0.0007
7 0.5239 -0.0127 -0.0013
8 0.7197 -0.0201 -0.0003
SUPPORT JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
1 0.5239 0.0000 0.0004
2 0.7197 0.0000 -0.0003
3 0. 0000 0.0000 -0.0101
6 0. 0000 0.0000 -0.0102
• 9 0.5239 0.0000 0.0010
10 0.7197 0.0000 0.0007
J 2,
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 1.000
Point P M Lx Ly Pcap Mcap Ratio
7 3. 1 7.3 72.0 43 .0 14 .63 22.30 54%
8 1.6 3.6 84.0 43 .0 13 .74 22.30 27%
0 0.0 0.0 72.0 43 . 0 14 .63 22.30 0%
0 0.0 0.0 72.0 43 . 0 14 .63 22.30 0%
0 0.0 0.0 72.0 43 .0 14 .63 22.30 0%
0 0.0 0.0 72.0 43. 0 14 .63 22.30 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 3000 lbs
Assume 0.5 pallet load on each beam
M = PL/8= 18.00 k-in
fb = 19.82 ksi Fb = 33 ksi 60%
Mcap = 29.97 k-in
39.96 k-in with 1/3 increase
Defl = 0.30 in = L/ 317
w/ 25% added to one pallet load
M = .232 PL = 16.70 k-in 56%
t ',/
L
• Base Plate Design
Column Load 3.9 kips
Allowable Soil 1500 psf basic
Assume Footing 19.3 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 = wl'2/3
Use 4 "square base plate
w = 10.4 psi 1 = 5.17 in
Load factor = 1.67 M = 155 #-in
5 in thick slab f'c = 2500 psi
s = 4.17 in3 fb = 37 psi
Fb = 5(phi) (f'c" .5) = 163 psi OK ! !
• Shear :
Beam fv = 18 psi Fv = 85 psi OK ! !
Punching fv = 28 psi Fv = 170 psi OK ! !
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 243 psi
fb = 11681 psi Fb = 37500 psi OK ! !
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