Plans (21) op LOS ' oa7-14
® 7373 SE Milwaukie, OR 97268
o vor PO Box 68348 - Portland, OR 97268
on
mot t Brian Ferrick, Sales Representative
r= —dgli OF OREGON, INC. Cell: 503-519-3043
FAX: 503-653-2536
City of Tigard
13125 SW Hall Blvd
Tigard OR 97223
Dan Nelson
In regards to stay N Power at 16570 SW 72nd Tigard OR 97224
They will be storing class III commodities in the racks. The sprinkler system will support class
IV storage to 15'
They will storing batteries on the floor below 6' high. Iin the racks they will be storing
capacitors, tools, circuit boards, and lifting equipment.
The product is not encapsulated and on racks with open shelves and no solid decking
The total square footage of racking storage is 608 SQFT
The top of storage will be 15' and nonpublic accessible
The aisles between the racks are 15' with no multiple row racks
The sprinkler system is .30GPM /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
Apply figure 16.2.1.3.4.1
with 15' storage height .60 X .45 = .27 GPM over 3000 SQFT is required to meet the codes
for commodity class IV
With the existing system at .30GPM /300SQFT the existing sprinkler system should meet all
the codes
Thank you
Brian Ferrick
Cell phone 503-519-3043
V
Calculations for :
STAY N POWER
TIGARD , OR
08/14/2013
Loading: 4500 # load levels
3 pallet levels @ 48, 96 , 144
Seismic per IBC 2009 100% Utilization
Sds = 0 . 700 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 . 060 Braces
5 . 00x 8 . 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
PROft.r'
444 44 et'
°Q 1194•
//
p 1 •
N J. RAE
EXP.. DATE: 12/ j014 J
w
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.4012
Longitude = -122.74899999999998
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 0.934 (Ss, Site Class B)
1.0 0.336 (S1, Site Class B)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.4012
Longitude = -122.74899999999998
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1 = Fv x S1
Site Class D - Fa = 1.126 ,Fv = 1.729
Period Sa
(sec) (g)
0.2 1.052 (SMs, Site Class D)
1.0 0.580 (SM1, Site Class D)
IBC 2009 LOADING
SEISMIC: Ss= 93.4 % 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
3
P f
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 0.0600 in BRACE SECTION
R 0.1000 in
Blank = 4.27 in wt = 0.9 plf
A = 0.256 in2
Ix = 0.103 in4 Sx = 0.137 in3 Rx = 0.633 in
Iy = 0.061 in4 Sy = 0.064 in3 Ry = 0.489 in
a 1. 1800 Web w/t 19.6667
a bar 1.4400 Flg w/t 22.3333
b 1.3400 x bar 0.5068
b bar 1.4700 m 0.6544
c 0.0000 x0 -1. 1612
c bar 0.0000 J 0.0003
u 0.2042 x web 0.5368
gamma 0.0000 x lip 0.9632
R' 0.1300 h/t 23.0000
LI
V
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
5
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 p BTM OF BEAM = 0.000 IN
LOAD = 4500 LBS PER PAIR
CONNECTOR VERTICAL LOAD = 1125 LBS EACH
RIVETS
2 RIVETS Q 4 " oc 0.4375 " DIA A502-2
1st Q 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 26%
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
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 10.40 K-IN
1
In Upright Plane
Seismic Load Distribution
per 2009 IBC Sds = 0 .700
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
144 4560 657 802 115
96 4560 438 535 51
48 4560 219 267 13 KLx = 48 in
0 0 0 0 0 KLy = 41 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 15993 lbs
---- ---- ---- ====
13680 ---- ---- ----
13680 1313 1604 180 Column
68% Stress
Max column load = 10923 #
Min column load = -170 # Uplift
Overturning
( .6- . 11Sds)DL+ (0.6- .14Sds) .75PLapp- .51EL= -332 # MIN
(1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 7738 # MAX
REQUIRED HOLD DOWN = -332 #
Anchors: 1
T = 332 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 12% Stressed
V = 802 # per leg Vcap = 4858 # = 17% Stressed
COMBINED = 8% Stressed
OK
Braces:
Brace height = 41 "
Brace width = 44 "
Length = 60 "
P = 1644 #
Use : C 1.500x 1.500x 0.060
A = 0.256 in
L/r = 123
Pcap = 2573 # 64%
1
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2009 IBC Sds = 0.700
1.00 Allowable Stress Increase
I = 1.00 R = 4 .0
V = (Sds/R) *I*P1
Weight
60 # per level frame weight
Columns Q 44 "
Levels Load WiHi Fi FiHi Column:
(inches) (#) (k-in) (#) (k-in) C 3.000x 3 .000x 0.075
144 4560 657 808 116
96 60 6 7 1
48 60 3 4 0 KLx = 48 in
0 0 0 0 0 KLy = 41 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 15993 lbs
---- ---- ---- ====
4680 ---- ---- ----
4680 665 819 117 Column
31% Stress
Max column load = 5005 #
Min column load = -554 # Uplift
Overturning
( .6-.11Sds)DL+(0.6- .14Sds) .75PLapp- .51EL= -1268 # MIN
(1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 5012 # MAX
REQUIRED HOLD DOWN = -1268 #
Anchors: 1
T = 1268 #
2 0.5 in dia HILTI TZ
3.25 "embedment in 2500 psi concrete
Tcap = 2801 # 45% Stressed
V = 410 # per leg Vcap = 4858 # = 8% Stressed
COMBINED = 28% Stressed
OK
Braces:
Brace height = 41 "
Brace width = 44 "
Length = 60 "
P = 840 #
Use : C 1.500x 1.500x 0.060
A = 0.256 in
L/r = 123
Pcap = 2573 # 33%
PAGE 1
MSU STRESS-11 VERSION 9/89 --- DATE: 08/14/;3 --- TIME OF DAY: 16:18:56
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 48.0 S 3 7 11 14
2 0.0 96.0 S
3 0.0 144.0 S
4 49.5 0.0 S 2 6 10 13
5 49.5 48.0
6 49.5 96.0
7 49.5 144.0 1 5 9 12
8 148.5 0.0 S
9 148.5 48.0
10 148.5 96.0 4 8
11 148.5 144.0
12 198.0 48.0 S
13 198.0 96.0 S
14 198.0 144.0 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
• PAGE 2
MSU STRESS-11 VERSION 9/89 --- DATE: 08/14/;3 --- TIME OF DAY: 16:18:56
4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
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 -2.28
6 Force Y -2.28
7 Force Y -2.28
9 Force Y -2.28
10 Force Y -2.28
11 Force Y -2.28
5 Force X 0.037
6 Force X 0.072
7 Force X 0.109
_ 9 Force X 0.037
10 Force X 0.072
11 Force X 0.109
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2009 IBC
wi di widi2 fi fidi
in #
4560 0.3771 648 74 27.9 37 74
4560 0.5124 1197 144 73.8 72 144
•
4560 0.5845 1558 218 127.4 109 218
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
13680 3404 436 229.1 436
g = 32 .2 ft/sect T = 1.2320 sec
I = 1.00 Cs = 0.0523 or 0.1167
Sdl = 0.387 Cs min = 0.07
R = 6 Cs = 0.0700
V = (Cs*I* .67) *W* .67
V = 0.0469 W*.67
436 # 100%
(6
PAGE 3
MSU STRESS-11 VERSION 9/89 --- DATE: 08/14/; 3 --- TIME OF DAY: 16: 18:56
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 -0.126 0.00
1 5 0.000 0.126 -6.23
2 2 0 .000 -0.042 0.00
2 6 0.000 0.042 -2.06
3 3 0.000 -0.002 0.00
3 7 0.000 0.002 -0.10
4 4 6.763 0.213 0.00
4 5 -6.763 -0.213 10.24
5 5 4.500 0.159 3.22
5 6 -4.500 -0.159 4.42
6 6 2.252 0.071 1.43
6 7 -2.252 -0.071 1.99
7 8 6.763 0.223 0.00
7 9 -6.763 -0.223 10.69
8 9 4.500 0.203 4.21
8 10 -4.500 -0.203 5.53
9 10 2.252 0. 147 3.03
9 11 -2.252 -0.147 4.01
10 5 -0.017 -0 . 143 -7.23
10 9 0.017 0.143 -6 •5
11 9 0.000 -0.161 AM 11- '•Ca/-04
11 12 0.000 0.161 0.00 �(�/�_ - __„!l
12 6 -0.016 -0.073 -3.80 ,'` �[��'"
12 10 0.016 0.073 -3.41
13 10 0.000 -0. 104 -5.16
13 13 0.000 0.104 0.00
14 7 0.038 -0.030 -1.89
14 11 -0.038 0 . 030 -1.11
15 11 0.000 -0.059 -2.90
15 14 0.000 0.059 0.00
APPLIED JOINT LOADS, FREE JOINTS
I (
PAGE 4
MSU STRESS-11 VERSION 9/89 --- DATE: 08/14/;3 --- TIME OF DAY: 16:18:56
JOINT FORCE X FORCE Y MOMENT Z
5 0.037 -2 .280 0. 00
6 0.072 -2 .280 0. 00
7 0.109 -2.280 0. 00
9 0.037 -2.280 0. 00
10 0 .072 -2 .280 0. 00
11 0.109 -2.280 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0 .000 -0.126 0. 00
2 0 .000 -0.042 0.00
3 0 . 000 -0.002 0.00
4 -0 .213 6.763 0. 00
8 -0 .223 6.763 0. 00
12 0. 000 0.161 0. 00
13 0 . 000 0.104 0. 00
14 0 . 000 0.059 0. 00
FREE JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
5 0 . 3771 -0.0188 -0.0022
6 0 .5124 -0.0313 -0.0012
' 7 0.5845 -0.0376 -0.0008
9 0.3772 -0.0188 -0.0020
10 0 .5125 -0.0313 -0.0009
11 0 . 5843 -0.0376 -0.0001
SUPPORT JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
1 0 .3771 0.0000 0.0005
2 0. 5124 0.0000 -0.0003
3 0 .5845 0.0000 -0.0007
4 0 . 0000 0.0000 -0.0106
8 0 .0000 0.0000 -0.0107
12 0 .3772 0.0000 0.0015
13 0 .5125 0.0000 0.0014
14 0 .5843 0.0000 0.0012
/7/
Beam-Column Check i
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
9 6.8 10.7 48.0 41. 0 15.99 22.30 91%
10 4 .6 5.5 48.0 41. 0 15.99 22 .30 53%
11 2 .3 4.0 48.0 41. 0 15.99 22.30 33%
0 0.0 0.0 48.0 41. 0 15.99 22 .30 0%
0 0.0 0.0 48.0 41. 0 15.99 22 .30 0%
0 0.0 0.0 48.0 41. 0 15.99 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 4500 lbs
Assume 0.5 pallet load on each beam
M = PL/8= 27 .00 k-in
fb = 29.73 ksi Fb = 33 ksi 90%
Mcap = 29.97 k-in
39.96 k-in with 1/3 increase
Defl = 0.45 in = L/ 211
w/ 25% added to one pallet load
M = .232 PL = 25.06 k-in 84%
13
Base Plate Design
Column Load 8.2 kips
Allowable Soil 1500 psf basic
Assume Footing 28.0 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 = w1A2/3
Use 5 "square base plate
w = 10.4 psi 1 = 9.02 in
Load factor = 1.67 M = 472 #-in
5 in thick slab f'c = 2500 psi
s = 4.17 in3 fb = 113 psi
Fb = 5 (phi) (f'c" .5) = 163 psi OK ! !
Shear :
Beam fv = 31 psi Fv = 85 psi OK ! !
Punching fv = 60 psi Fv = 170 psi OK ! !
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 328 psi
fb = 15729 psi Fb = 37500 psi OK ! !
ILl