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RECEIVE[
Calculations for : CITY OF TIGARD
'' • C O PYT R O N I X BUILDING DIVISION
TIGARD , OR
01/18/2021
Loading: 3000 # load levels
3 pallet levels @ 62, 124, 186
Seismic per IBC 2018 100s Utilization
Sds = 0 . 682 Shc = 0 . 682
I = 1. 00
108 " Load Beams
Uprights : 42 " wide
C 3 . 000x 3 . 000x 0 . 075 Columns
C 1 . 500x 1 .500x 0 . 060 Braces
5 . 00x 8 . O0x 0 . 375 Base Plates
with 2- 0 .500in x 3 .25in Embed Anchor/Column
5 . 00x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector
by : Ben Riehl
Registered Engineer OR 11949
B E N J Digitally signed �4 PROF"
by BEN JRIEHL o I Ne'r✓��
Date: 1/4.4
RI EH L085032107'00' ric �, 11949
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1/14/2021 U.S.Seismic Design Maps 6' % O S 1{^■
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16640 SW 72nd Ave, Tigard, OR 97224, USA
Latitude, Longitude: 45.4007583, -122.7476062
E 0 FedEx Ship Center
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G0,` l e Map data 02021
Date 1/14/2021,4:59:56 PM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D-Default(See Section 11.4.3)
Type Value Description
SS 0.852 MCER ground motion.(for 0.2 second period)
Si 0.39 MCER ground motion.(far 1.0s period)
SMS 1.023 Site-modified spectral acceleration value
Stitt null-See Section 11.4.8 Site-modified spectral acceleration value
SOS 0.682 Numeric seismic design value at 0.2 second SA
Sot null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA
'Type Value Description
SDC null-See Section 11.4.8 Seismic design category
Fa 1.2 Site amplification factor at 0.2 second
F null-See Section 11.4.8 Site amplification factor at 1.0 second
PGA 0.388 MCEG peak ground acceleration
. ' FPGA 1.212 Site amplificatiun factor at PGA .
PGAM 0.47 Site modified peak ground acceleration
TL 16 Long-period transition period in seconds
i SsRT 0.852 Probabilistic risk-targeted ground motion.(0.2 second)
SsUH 0.962 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration
, SsD 1.5 Factored deterministic acceleration value.(0.2 second)
S1RT 0.39 Probabilistic risk-targeted ground motion.(1.0 second)
• S1 UH 0A5 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration.
• S1D 0.6 Factored deterministic acceleration value.(1.0 second)
PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration)
CRS 0.886 Mapped value of the risk coefficient at short periods
CR1 0.866 Mapped value of the risk coefficient at a period of 1 s
httpsJ/selsmlcmaps.org 1/2
IBC 2018 LOADING
SEISMIC: Ss= 85.2 % g Fa= 1.239
S1= 39.0 % g Fv= 2.1
T= 1.4
Soil Class D 1.5Ts = 1.20
Modified Design spectral response parameters
Sms= 102.3 %g Sds= 68.2 %g
Sm1= 81.9 %g Sd1= 54.6 % g
Sm 1 EQ= 102.3 %g Sd1 EQ = 68.2 %g
Seismic Use Group 2
Seismic Design Category D
or D
le= 1
R = 4 R = 6
Cs= 0.1705 W Cs = 0.1137 W
Using Working Stress Design
V=Cs*W/1.4
V= 0.1218W V= 0.0812W
•
4.
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 pif
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 0.400 in
Thickness 0.0600 in BRACE SECTION
R 0.1000 in
Blank = 4.84 in wt = 1.0 plf
A = 0.290 in2
Ix = 0.110 in4 Sx = 0.147 in3 Rx = 0.617 in
• Iy = 0.087 in4 Sy = 0.102 in3 Ry = 0.548 in
a 1.1800 Web w/t 19.6667
a bar 1.4400 Flg w/t 19.6667
b 1.1800 x bar 0.6158
b bar 1.4400 m 0.8581
c 0.2400 x0 -1.4739
c bar 0.3700 J 0.0003
u 0.2042 x web 0.6458
gamma 1.0000 x lip 0.8542
R' 0.1300 h/t 23.0000
Cold Formed Section
HEIGHT OF BEAM 5.000 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
4 L Y LY LY2 Ii X LX
LONG SIDE 4.6800 2.5000 11.7000 29.2500 8.5419 0.0300 0.1404
TOP 1.4300 4.9700 7.1071 35.3223 0.0000 0.8750 1.2513
STEP SIDE 1.3650 4.1575 5.6750 23.5938 0.2119 1.7200 2.3478
STEP BOTT 0.7400 3.3450 2.4753 8.2799 0.0000 2.2200 1.6428
SHORT SID 3.0550 1.6875 5.1553 8.6996 2.3760 2.7200 8.3096
BOTTOM 2.4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413
• CORNERS 0.2042 4.9228 1.0052 4.9486 0.0003 0.0772 0.0158
2 0.2042 4.9228 1.0052 4.9486 0.0003 1.6728 0.3416
3 0.2042 3.3922 0.6927 2.3498 0.0003 1.7972 0.3670
4 0.2042 3.2978 0.6734 2.2208 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 14.9252 33.3800 35.5938 119.6179 11.1319 17.9100 18.8648
AREA = 0.896 IN2
CENTER GRAVITY = 2.385 INCHES TO BASE 1.264 INCHES TO LONG SIDE
Ix = 2.752 IN4 Iy = 1.066 IN4
Sx = 1.052 IN3 Sy = 0.717 IN3
Rx = 1.753 IN Ry = 1.091 IN
BEAM END CONNECTOR
•
COLUMN MATERIAL THICKNESS = 0.075 IN
LOAD BEAM DEPTH = 5 IN
TOP OF BEAM TO TOP OF CONN= 0.000 IN
S WELD @ BTM OF BEAM = 0.000 IN
LOAD = 3000 LBS PER PAIR
CONNECTOR VERTICAL LOAD = 750 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 12%
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 @ 0.25 IN FROM BTM OF CONN
M = PL L = 0.75 IN
Pmax = Mcap/L = 5.232 KIPS
RIVET LOAD DIST MOMENT
P1 2.844 4.750 13 .508 RIVET OK
P2 1.646 2.750 4.528
P3 0.449 0.750 0 .337
P4 0.000 0.000 0.000
TOTAL 4 .939 18.372 CONNECTOR OK
WELDS
0.125 " x 5.000 " FILLET WELD UP OUTSIDE
0.125 " x 3 .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 0.06 " THICK WELD
L = 10.00 IN A = 0.600 IN2
S = 0.500 IN3 Fv = 26.0 KSI
Mcap = 13.00 K-IN 13.00 K-IN
7
In Upright Plane
Seismic Load Distribution
per 2018 IBC Sds = 0.682
1.00 Allowable Stress Increase
I = 1.00 R = 4.0
E _ (Sds/R)*I*P1
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
186 3060 569 524 98
124 3060 379 350 43
62 3060 190 175 11 KLx = 62 in
0 0 0 0 0 KLy = 44 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 15264 lbs
9180 1138 1049 152 Column
54% Stress
Max column load = 8202 #
Min column load = -975 # Uplift
Overturning
( .6-.14Sds)D+ (0.6-.14Sds) Papp- 1.4E = -2741 # MIN
(1+0 .14Sds)D+ (0.85+0.14Sds) .7P + .91E = 6364 # MAX
REQUIRED HOLD DOWN = -2741 #
Anchors: 1
T = 2741 #
2 0.5 in dia HILTI TZ
3.25 inches embed in 3500psi concrete
Tcap = 3314 # 83% Stressed
V = 551 # per leg Vcap = 5103 # = 11% Stressed
COMBINED = 94% Stressed
• OK
Braces:
Brace height = 44 "
Brace width = 42 "
Length = 61 "
P = 1519 #
Use : C 1.500x 1.500x 0.060
A = 0.290 in
L/r = 111
Pcap = 3576 # 42%
V
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2018 IBC Sds = 0.682
1.00 Allowable Stress Increase
I = 1.00 R = 4.0
E = (Sds/R) *I*P1
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
186 3060 569 532 99
124 60 7 7 1
62 60 4 3 0 KLx = 62 in
0 0 0 0 0 KLy = 44 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 15264 lbs
3180 580 542 100 Column
26% Stress
Max column load = 3971 #
Min column load = -942 # Uplift
Overturning
( .6- .14Sds)D+ (0.6-.14Sds)Papp- 1.4E = -2087 # MIN
(1+0.14Sds)D+ (0.85+0.14Sds) .7P + .91E = 3315 # MAX
REQUIRED HOLD DOWN = -2087 #
Anchors:
1
T = 2087 #
( 2 0.5 in dia HILTI TZ
3.25 inches embed in 3500psi concrete
Tcap = 3314 # 63% Stressed
V = 271 # per leg Vcap = 5103 # = 5% Stressed
f COMBINED = 68% Stressed
OK
Braces:
Brace height = 44 "
Brace width = 42 "
Length = 61 "
P = 785 #
Use : C 1.500x 1.500x 0.060
A = 0.290 in
L/r = 111
Pcap = 3576 # 22%'
PAGE 1
MSU STRESS-11 VERSION 9/89 --- DATE: 01/18/<1 --- TIME OF DAY: 08:26:09
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 62.0 S 3 7 I1 14
2 0.0 124.0 S
3 0.0 186.0 S
4 55.5 0.0 S
5 55.5 62.0 2 6 10 13
6 55.5 124.0
7 55.5 186.0
8 166.5 0.0 S 1 5 9 12
9 166.5 62.0
10 166.5 124.0
11 166.5 186.0 4
12 222.0 62.0 S
13 222.0 124.0 S
14 222.0 186.0 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 0.896 Ay 0.627 Iz 2.752
In
.
,
PAGE 2
MSU STRESS-11 VERSION 9/89 --- DATE: 01/18/<1 --- TIME OF DAY: 08:26:09
i === =
y
4 Thru 9 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
10 Thru 15 Prismatic Ax 0.896 Ay 0.627 Iz 2.752
Constants E 29000. All G 12000. All
Tabulate All
Loading Dead + Live + Seismic
Joint Loads
5 Force Y -1.53
6 Force Y -1.53
7 Force Y -1.53
9 Force Y -1.53
10 Force Y -1.53
11 Force Y -1.53
K 5 Force X 0.031
i 6 Force X 0.062
1 7 Force X 0.093
9 Force X 0.031
10 Force X 0.062
11 Force X 0.093
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2018 IBC
wi di widi2 fi fidi
# in g
3060 0.6211 1180 62 38.5 31 62
3060 0.8147 2031 124 101.0 62 124
3060 0.9192 2585 186 171.0 93 186
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
9180 5797 372 310.5 373
g = 32.2 ft/sec2 T = 1.3811 sec
I = 1.00 Cs = 0.0823 or 0.1137
Sd1 = 0.682 Cs min = 0.08525
R = 6 Cs = 0.0852
•
V = (Cs*I*.7)*W*.7
V = 0.0597 W*.7
= 373 # 100%
11
1
i
i
PAGE 3
MSU STRESS-11 VERSION 9/89 --- DATE: 01/18/<1 --- TIME OF DAY: 08:26:09
Structure Storage Rack in Load Beam Plane 3 Levels
Loading Dead + Live + Seismic
MEMBER FORCES
i
MEMBER JOINT AXIAL FORCE SHEAR FORCE MOMENT
1 1 0.000 -0.130 0.00
1 5 0.000 0.130 -7.21
1 2 2 0.000 -0.047 0.00
I 2 6 0.000 0.047 -2.62
I3 3 0.000 -0.007 0.00
3 7 0.000 0.007 -0.39
4 4 4.532 0.183 0.00
4 5 -4.532 -0.183 11.36
5 5 3.015 0.142 3.97
5 6 -3.015 -0.142 4.81
6 6 1.509 0.071 2.01
6 7 -1.509 -0.071 2.41
7 8 4.532 0.189 0.00
7 9 -4.532 -0.189 11.70
8 9 3.015 0.168 4.75
8 10 -3.015 -0.168 5.70
9 10 1.509 0.115 3.23
9 11 -1.509 -0.115 3.88
10 5 -0.011 -0.143 -8.12
10 9 0.011 0.143 -
11 9 0.000 -0.156 011000 A 1 7. C2#64!4
•
11 12 0.000 0.156 4 . 11I ".exrr
12 6 -0.008 -0.071 -4.19
12 10 0.008 0.071 -3.68
13 10 0.000 -0.095 -5.25
13 13 0.000 0.095 0.00
14 7 0.022 -0.028 -2.02
14 11 -0.022 0.028 -1.13
15 11 0.000 -0.050 -2.75
15 14 0.000 0.050 0.00
APPLIED JOINT LOADS, FREE JOINTS
t
PAGE 4
MSU STRESS-11 VERSION 9/89 --- DATE: 01/18/<1 --- TIME OF DAY: 08:26:09
C
' JOINT FORCE X FORCE Y MOMENT Z
5 0.031 -1.530 0.00
6 0.062 -1.530 0.00
7 0.093 -1.530 0.00
9 0.031 -1.530 0.00
10 0.062 -1.530 0.00
11 0.093 -1.530 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.130 0.00
2 0.000 -0.047 0.00
3 0.000 -0.007 0.00
4 -0.183 4.532 0.00
8 -0.189 4.532 0.00
12 0.000 0.156 0.00
13 0.000 0.095 0.00
14 0.000 0.050 0.00
• FREE JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
5 0.6211 -0.0163 -0.0020
6 0.8147 -0.0271 -0.0011
7 0.9192 -0.0325 -0.0007
9 0.6211 -0.0163 -0.0017
10 0.8147 -0.0271 -0.0007
11 0.9191 -0.0325 -0.0001
SUPPORT JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
1 0.6211 0.0000 0.0005
2 0.8147 0.0000 -0.0002
3 0.9192 0.0000 -0.0005
4 0.0000 0.0000 -0.0140
8 0.0000 0.0000 -0.0141
• 12 0.6211 0.0000 0.0013
13 0.8147 0.0000 0.0011
14 0.9191 0.0000 0.0009
13
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
9 4.6 11.7 62.0 44.0 15.26 22.30 83%
10 3.1 5.7 62.0 44.0 15.26 22.30 46%
11 1.6 3.9 62.0 44.0 15.26 22.30 28%
0 0.0 0.0 62.0 44.0 15.26 22.30 0%
0 0.0 0.0 62.0 44.0 15.26 22.30 0%
0 0.0 0.0 62.0 44.0 15.26 22.30 0%
Load Beam Check
5.00x 2.750x 0.060 Fy = 55 ksi
A = 0.896 in2 E = 29,500 E3 ksi
Sx = 1.052 in3 Ix = 2 .752 in4
Length = 108 inches
Pallet Load 3000 lbs
Assume 0.5 pallet load on each beam
M = PL/8= 20.25 k-in
fb = 19.24 ksi Fb = 33 ksi 58%
Mcap = 34.73 k-in
46.30 k-in with 1/3 increase
Defl = 0.30 in = L/ 356
w/ 25% added to one pallet load
M = .22 PL = 17.82 k-in 51%
hIL
1
Base Plate Design
Column Load 6.2 kips
Allowable Soil 1500 psf basic
Assume Footing 24.3 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 S "square base plate
w = 10.4 psi 1 = 6.65 in
Load factor = 1.67 M = 256 #-in
6 in thick slab f'c = 3500 psi
s = 6.00 in3 fb = 43 psi
Pb = 5(phi) (f'c".5) = 192 psi OK II
Shear :
Beam fv = 19 psi Fv = 101 psi OK II
Punching fv = 31 psi Fv = 201 psi OK I !
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 246 psi
fb = 11811 psi Fb = 37500 psi OK I !
1 ',
P M
RECEIVED
BTF Installations
23150 S Viola Welch Rd JAN 2 5 2021
Beavercreek OR 97004 CITY OFTIGARD
BUILDING DIVISION
Regarding the racking storage at Copytronics 16640 SW 72nd Ave Tigard OR 97224
The will be storing copy machines and parts class I — IV products.
The product will not be encapsulated.
There will be open wire decking and no solid decking.
The aisles will be 12' wide
Top of product will be 20' high
Transverse and longitudinal flue space will be provided between the pallet loads and at
the racking uprights.
There will be single and double row racks with no multiple rows.
Per NFPA 16.2.1.3.2D curve E class IV storage to 20' high requires .495GPM / 2000
SOFT with high temperature heads.
The existing sprinkler system is at .495GPM /2000SQFT and will meet NFPA codes.
Fire extinguishers will be provided every 75' of travel.
Please call with any questions.
Thank you,
Brian Ferrick
971-371-6183
Copyright 2017 National Fire Protection Association(NFPA),Licensed,by agreement,for individual use and download on 04/16/2017 to Brian Ferrick for designated user Brian Fenick.No other reproduction or transmission in
any form permitted without written permission of NFPA.For inquiries or to report unauthorized use,contact Ilcensinganfpa.org.
PROTECTION OF RACK STORAGE OF CLASS I THROUGH CLASS IV COMMODITIES 13-175
Ceiling sprinkler density(mm/min) r Curve Legend Curve Legend
- 6.1 8.2 10.2 12.2 14.3 16.3 18.3 20.4
c 4000 370 g A-8 ft(2.4 m)aisles with C-4 ft(1.2 m)aisles with
.IA
m high-temperature ceiling high-temperature ceiling
sprinklers and ordinary- sprinklers and ordinary-
o A - 8 C-D o temperature in-rack temperature in-rack
3000 ` 280 sprinklers sprinklers
a a B-B ft(2.4 m)aisles with D-4 ft r(1.2oar m)aisles with
ordinary-temperature ordinary-temperature
o 2000 186 " ceiling sprinklers and ceiling sprinklers and
`5 o ordinary-temperature ordinary-temperature
g • g in-rack sprinklers in-rack sprinklers
c 1000 93 c 1
.% 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 .�
0 Ceiling sprinkler density(gpm/ft2) 8'
FIGURE 16.2.1.3.2(f) Single-or Double-Row Racks-20 ft(6.1 m)High Rack Storage-
Sprinkler System Design Curves-Class III Encapsulated Commodities-Conventional Pallets.
6 465 6 Curve Legend Curve Legend
Ceiling sprinkler density(mm/min) E
c c A-8 ft(2.4m)aisles with C-4h(1.2 m)aisles with
40000.2 12.2 14.3 16.3 18.3 20.4 22.4 24.5 370 W high-temperature ceiling high-temperature ceiling
g sprinklers and ordinary- sprinklers and o temperature in-rack ordinary-
temperature in-rack
m 'A- B C 0 m sprinklers sprinklers
s 3000 ! 280 - 8-8 ft(2.4 m)aisles with D-4 ft(1.2 m)aisles with
o. 'a ording sprinklers
and
ordinary-temperature
\ ceiling sprinklers and ceiling sprinklers and
m• 2000 186 a ordinary-temperature ordinary-temperature
` 1co° in-rack sprinklers in-rack sprinklers
d m
c c
.9, 1000 , 93 .�
O 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0
Ceiling sprinkler density(gpm/ft2)
FIGURE 16.2.1.3.2(g) Single.or Double-Row Racks-20 ft(6.1 m)High Rack Storage-
Sprinider System Design Curves-Class IV Encapsulated Commodities-Conventional Pallets.
Table 16.2.1.3.2 Single-or Double-Row Racks-Storage Height Over 12 ft(3.7 m)Up to and Including 25 ft(7.6 m)
Ceiling Sprinkler Water Demand
Aisles* With In-Rack Sprinklers Without In-Rack Sprinklers
Apply
Sprinklers Apply Figure
Commodity Mandatory Figure 16.2.1.3.4.1
Height Class Encapsulated ft m In-Rack Figure Curves 16.2.1.3.4.1 Figure Curves
4 1.2 C and D 16.2.1.3.2(a) FandH
No Nu 16.2.1.3.2(a) Yes
8 2.4 AandB E and G
• I
4 1.2 CandD I6.2.1.3.2(e) GandH
Yes No 16.2.1.3.2(c) Yes
8 2.4 AandB EandF
4 1.2 CandD GandH
No No 16.2.1.3.2(b) 16.2.1.3.2(b) Yes
8 2.4 AandB EandF
II
12 ft 4 1.2 C and D G and H
Over Yes - No 116.2.1.3.2(e) 16.2.1.3.2(c) Yes
(3. m)up 8 2.4 A and B E and F
to and Yes
including 4 1.2 C and D G and H
in ft(6.1 m) No No 16.2.1.3.2(c) 16.2.1.3.2(c) Yes
20 8 2.4 Aand B E and F
ID
4 1.2 Cand D
Yes I level 16.2.1.3.2(f) - - -
8 2.4 A and B
4 1.2 CandD GandH
No No 16.2.1.3.2(d) 16.2.1.3.2(d) Yes
8 2.4 A and B E and F
IV
4 1.2 CandD
Yes I level 16.2.1.3.2(g) - - -
8 2.4 A and 3
(continues)
2016 Edition
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13-174 INSTALLATION OF SPRINKLER SYSTEMS
Curve Legend Curve Legend
Ceiling sprinkler density(mmimin) A-Single-or double-row racks E-Single-or double-row racks
E with 8 ft(2.4 m)aisles with 8 ft(2.4 m)aisles
8.2 1C.2 1 .2 14.3 1 3 18.3 20.4 22.4 2..5 , with high-temperature and high-temperature
4• 4000 •
Singlelpoint • 370 .4 ceiling sprinklers and ceiling sprinklers
g ordinary-temperature F-Single-or double-row racks
aA _ B- design only H in-rack sprinklers with 8 ft(2.4 m)aisles
CO` 300 `0 280 m B-Single-or double-row racks and ordinary-temperature
2 with 8 ft(2.4 m)aisles ceiling sprinklers
.a 2000 186 c with ordinary-temperature G-with 4 Single-o1 m) i racks
8." ceiling sprinklers and with 4 ft(1.2 m)aisles
o C G - o ordinary-temperature and high-temperature
,e m in-rack sprinklers ceiling sprinklers
mm C-Single-or double-row racks H-Single-or double-row racks
c 1000 ) 93 c with 4 tt(1.2 m)aisles or with 4 ft(1.2 m)aisles
.m 0.20 0.25 0.30 0.35 0.40 0.45 .50 0.55 0.60 � multiple-row racks with and ordinary-temperature
m a high-temperature ceiling ceiling sprinklers
in Ceiling sprinkler density(gp ) c) sprinklers and ordinary-
temperature in-rack
Note:Curves C and 0 also apply to ceiling spri lers only for multiple-row sprinklers
rack storage up to and including 15 ft(4.6 m)hi h,and Figure 16.2.1.3A.1 D-Single-or double-row racks
shall not be applied. with 4 ft(1.2 m)aisles or
S/ multiple-row racks with
1"/a9 2Ql7t1 ordinary-temperature
ceiling sprinklers and
ordinary-temperature
in-rack sprinklers
FIGURE 16.2.1.3.2(d) Sprinkler System Design Curves-20 ft(6.1 m)High Rack Storage-
Class IV Nonencapsulated Commodities-Conventional Pallets.
Curve Legend Curve Legend
A-8 ft(2.4 m)aisles with E-8 ft(2.4 m)aisles with
high-temperature ceiling high-temperature ceiling
sprinklers and ordinary- sprinklers
temperature in-rack F-B ft(2.4 m)aisles with
sprinklers ordinary-temperature
a Ceiling sprinkler density(mmlmin) B-8 ft(2.4 m)aisles with ceiling sprinklers
6.1 8.2 10.2 12.2 14.3 16.3 18.3 20.4 H % ordinary-temperature ceiling G-4 ft(1.2 m)aisles with
c 370 c sprinklers and ordinary- high-temperature ceiling
g 4000 �'' 3 temperature in-rack
-, - . . Single point- 10 sprinklers
sprinklers
T. - design only: m H-4 ft(1.2 m)aisles with
o A - B-C- D o C-4 ft(1.2 m)aisles with ordinary-temperature
iu• 3000 R \ 280 m` high-temperature ceiling ceiling sprinklers
2 y ��` ` G y sprinklers and ordinary-
1�` temperature in-rack
2000 F 186 sprinklers
o `o D-4ft(1.2m)aisles with
0
m ordinary-temperature ceiling
m - m sprinklers and ordinary-
„ 1000 93 c temperature in-rack
c 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50co
Tr, sprinklers
0 Ceiling sprinkler density(gpm(ft2) O
•
FIGURE 16.2.1.3.2(e) Single-or Double-Row Racks-20 ft(6.1 m)High Rack Storage-
Sprinkler System Design Curves-Class I and Class II Encapsulated Commodities-Conventional Pallets.
2016 Edition