Report (50) &o5— sw 7).k.(6c
ENGINEERED
PRODUCTS Tuesday,April 04,2017
Page 1 of 1
A PAPE COMPANY
Dan
In regards to Consumer Cellular and their additional racking 15605 SW 72
This will be the same configuration of the previous racking installed.
They will be storing class IV products
They have open wire decking and no solid decking
There are no multiple rows.
The aisles are 8' or greater.
The maximum storage height is 16'
There is 10' or more from the top of the product to the sprinkler system.
Transverse flue spaces are provided at the rack uprights and between the pallet loads.
The product is not encapsulated
The required sprinkler system per NFPA is
Per 16.2.1.3.2D Curve E requires .49 GPM /2000 sqft
Apply 16.2.1.3.4.1 at 16' high .49 X .65 = .318 GPM/2000 SQFT
The sprinkler system is at .32 GPM /2000 SQFT and will meet the NFPA codes
Thank You,
Brian Ferrick
503-550-5557
971-371-6183
Section 16.2 • Protection Criteria for Rack Storage of Class I Through Class IV Commoditie 609 }
Ceiling sprinkler density(mm/min) Curve Legend Curve Legeno
10.2 12.2 14.3 16.3 18.3 20.4 22.4 24.5 A-8 ft(2.44 m)aisles with C-4 ft(1.22 m)aisles with
6000 r 557 high temperature ceiling high temperature ceiling `
■■■■■simi ■■11■■■■■■■■■■ ■■■■s■■ sprinklers and ordinary sprinklers and ordinary
4)-ti-
,a.
11■■■■r■■■r■■■�11rr■■r■■■11■1g �s■r■■■■■Igi■r E temperature in-rack
c ■■■ ■r■■■r■■ ■r 1111■■■■ 1111■■■■■■ ■■i� sprinklers temperature in-rack
b 5000 111111111111l��111®111 1I1111L111111 465 ° sprinklers
■■■■■Orrl■■ ■ 1111■■■.■■r■ ssm ■■ ■na B-8 ft(2.44 m)aisles with O-4 tt(1.22 m)aisles with
m 11■■■■aal■1111■■ra■0 ■■■■■��■■■1;■ ordinarytemperature
o 1111■■■■■rt■ 1111■■r7■® ■■■rNr■■■ 1 0. pe ordinary temperature
0 4000 .t 1111■ s ■ ceiling sprinklers and ceiling sprinklers and �,-
c 1„.u11111•..11111■�■■11:.I�11■1�■■1♦♦f. 372 ordinary temperature ordinary temperature
a uI■■II=I11■HB■■■■111■■■11■■■■■r■B■■� ■r in-rack sprinklers in-rack sprinklers ,O
�, 1111 A � ■ i 0 u■■■■r®o I a k
0 3000 1111011 ■■`1 1W111111�1�� 279 - :
eu ■■■■■■■■■O\■■ \mmais"■■klai ur■■■ ■■ rrlr a s
1111111111111i11211�1=11 :111 �11�111
a
m 2000111111 llimmalIIh11i11�1llii 1111111 186 =
r, 1■■�l 1r■■■ �■ r■ul■■■■:r■■■ ■■ru■■ cri
0a ■1111■r I i fi ■ ■BH■ . . !■■E■■r a
1000 r 1 I t ,
I
93 .
0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 ,
Ceiling sprinkler density(gpm/ft2)
FIGURE 16.2.1.3.2 Single-or Double-Row Racks-20 ft(6.1 m)High Rack Storage
(g) g
-Sprinkler System Design Curves-Class IV Encapsulated Commodities-Conventional
Pallets.
w
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)Without Solid Shelves x '`ry
Ceiling Sprinkler Water Demand -"' ,--- v
Aisles* With In-Rack Sprinklers Without In-Rack Sprinklers ....•''
Sprinklers -,..
Commodity Mandatory Apply Figure �'------t----- --'A4 1 Fi ure _*
Height Class Encapsulated ft In-Rack Figure Curves 16.2.1.3.4.1 Figure Curves 16.2.1.3.4.1
4 Cand D Fand H
No No 16.2.1.3.2(a) 16.2.1.3.2(a) Yes
I 8 2.4 AandB -' EandG
Yes 4 1.2 No 16.2.1.3 2(e) C and D 16.2.1.3.2(e) G and H Yes
8 2.4 AandB EandF
No 4 1.2 No 162.1.3.E CandD GandH
-(b) 16.2.1.3.2(b) Yes
Over 12 ft II 8 2.4 A and B E and F
(3.7 m), 4 1.2 C and D
.-
up to and Yes No 16.2.1.3.2(e) 16.2.1.32(e) Gd H Yes
including 8 2.4 A and B E and F
(6.120 ft
m) No ' 1.2 No 162.1.3.2 c C and D Yes G and H
8 2.4 O 16.2.1.3.2(c) Yes
111 '
AandB EandF 5
Yes 4 1.2 C and D
1 level 16.2.1.3.2(f) --
8 2.4 Aand B �h
-.
C 'It
N94 1.2 C and D - G,arid H
No 16.2.1.3.2(d) 162.1.3.2(d) dYes
0. IV {8,i 2.4 AandB F
t Yes 4 1.2 i level 16.2.1.3.2(g) C and D - ,-ft
-
8 2.4 AandB
(continues)
Automatic Sprinkler Systems Handbook 2010
4
A.
1
Section 16.2 • Protection Criteria for Rack Storage of Class I Through Class IV Commoditie 605
F
Ceiling sprinkler density(mm/min)yy
Curve Legend Curve Legend
6.1 82 10.2 12.2 14.3 16.3 18.3 20.4 A-Single-or double-row racks E-Single-or double-row racks
r : 6000 with 8 ft(2.44 m)aisles with 8 ft(2.44 m)aisles
- WORM • ■■-i ■ ,■!•�i//U.i i•1 i■ON■■�ppI■tHf 557 N with high temperature and high temperature
'"'S ■■■■■d■•■ !iu■i!■iu . a u■•i■■ ceiling sprinklers and ceiling sprinklers
! ■uestsa■■!•B�■ ■ .•..l. c ordinary temperature F-Single-or double-row racks
5000 unn11H111HN1 II.1� 1465 in-rack sprinklers with 8 ft(2.44 m)aisles �rt
■.M•tumne!•.■•■.•■■�■ . in■■■.■■■•
i■i■■■■!■�■!ipi■■••■■••■■■■II ■■■■■■•■■.■• n B-Single-or double-row racks and ordinary temperature
■•■■••■•■■•■■.■•■■■ ■■ .u•..■•■■■■■ G with 8 ft(2.44 m)aisles ceiling sprinklers
4 oo lilt■ 11HH111111111 111111111111111 372 c with ordinary temperature G-Single-or double-row racks
11111111:1141111111111111111•11101 ■.■.■. ■ ■ I 3 ceiling sprinklers and with 4 ft(1.22 m)aisles
■ ■■■■■■■■•■ ■■H •■til■•■ ■■■■■ - ordinary temperature and high temperature
lc 3000 'i41 'lisilif(1/411111 Olin 8 1 279 o in-rack sprinklers ceiling sprinklers
MO
_� k , ■ ' C-Single or double rovr racks H-Single or double row racks
ii •i i1i•►►til■�ii\•■■i\t<■ i► ►� ■� m with 4 ft(1.22 m)aisles with 4 ft(122 m)aisles
yrs •■ i a`tii/I !!■ir■■■i\ t!AMNIONS!" rn or multiple-row racks with and ordinary temperature
2000 11 11..11_I 1111111111N-J i - , 186 c high temperature ceiling
C G a 9 P ceiling sprinklers
il 1 Single point m sprinklers and ordinary i- Multiple-row racks with
- } 1 i 1 I design only O temperatur$in-rack 81t(2.44 m)or wider
1000 i I 1 t t [ r I i i 193 sprinklers aisles and high
0.15 0.20 0.25 0.30 0.351 0.40 0.45 " 0.50 0-Single-or double-row racks temperature ceiling
with 4 ft(1.22 m)aisles sprinklers
Ceiling sprinkler density(gpmtft2) or multiple-row racks with J- Multiple-row racks with
ordinary temperature 8 ft(2.44 m)or wider
x cellin9 sprinklers and aisles and ordinary
ordinary temperature temperature ceiling
• in-rack sprinklers sprinklers
URE 16.2.1.3.2(c) Sprinkler System Design Curves-20 ft(6.1 in)High Rack Storage
Class III Nonencapsulated Commodities-Conventional Pallets.
Ceiling sprinkler density(mm/min) Curve Legend Curve Legend
' 8.2 10.2 1 .2 14.3 1..3 1:.3 20.4 22.4 24.5 A-Single-or double-row racks E-Single-or double-row racks
I I with 8 ft(2.44 m)aisles with 8 ft(2.44 m)aisles
with high temperature and high temperature
. 5000 i i i I 1 i 557 ceiling sprinklers and ceiling sprinklers
•■.■•■■■.• I!■•■ •p• ■■••■ ■■ •■ •■■■■/ E ordinarytemperature F-Sin
•■.■■/■.■/I■■■•u■■•■ ®I/■ii■■■•■■i■■u Pe Single-or double-row racks
!L® /.tttl.f.■ ■i ■•.!•.■ mo •.•.!•../ c in-rack sprinklers with 8 ft(2.44 m)aisles
5000 111111n1 111IIIIIHI11■mIi IIIIIIII 1465 o B-Single-or double-row racks and ordinary temperature
111111`11v1111A1111nn■ 111 •`■• ., with 8 ft(2.44 m)aisles ceiling sprinklers
.■_■• ■_■■■nsamm■mm■■■ •uto•■ Single caw with ordinary temperature G-Single-or double-row racks
fl00 l.U•I/■ *■111.u/a1NNIsmmussms omen
point 372 ® ceiling sprinklers and with 4 ft(7.22 m)aisles
I■■i■•il••■■•I■/.■•..•■ ■•I �.11l design s ordinary temperature and high temperature
■ ■•■•■• V■1■■•■■•■■lUI ■ ■.■ only in-rack sprinklers ceiling sprinklers
■■1 ■■ ■ _ •■.■wIS ! ■ n
I'.. 3000 111111 c- 1111 i 11111111 by 279 w C-Single-or double-row racks H-Single-or double-row racks
k o with 4 ft(1.22 m)aisles or with 4 ft(1.22 m)aisles .
�fl.■■■■■it,1 ■■ ■►1■■.•&7•■ ►i■N■ �;U.■ ■•
�. •Iii■ /!■!•I■■10/.V••KIVIES 7■• .b l ■■• m multiple-row racks with and ordinary temperature
�� hi h temperature ceilingceilingsprinklers
2000I!& IaI"I;� 186 c sprinklers and ordinarP
3. 111 IIIIIi 11111111111111111111111111■• /■•■ •.■■• temperature in-rack .7
-., III I m sprinklers
O
0-Single-or double-row racks
x 1000 83 with 4 ft(1.22 m)aisles or
F' 0.20 0.25 0.30 0.35 0.40 0.45 1 0.50 0.55 0.60 multiple row racks with
Ceiling sprinkler density(gpmlft2) ordinary temperature
' ceiling sprinklers and
Note:Curves C and D also apply to ceiling sprinklers only for multiple-row ordinary temperature
rack storage up to and including 15 ft(4.57 m)high,and Figure 12.3.2.1.5.1 in-rack sprinklers
* shall not be applied.
°' URE 16.2.1.3.2(d) Sprinkler System Design Curves-20 ft(61 in)High Rack Storage
Class IV Nonencapsulated Commodities--Conventional Pallets.
w
>-
4
- -,_ ::sp iric.�r SJj'a'ze nS Haaa"- 2010
.:
612 Chapter 16 • Protection of Class I Through Class IV Commodities That Are Stored on RaC£cs a '`
by 16.2.1.3.4.The protection criteria shall apply to portable racks arranged in the same r -
ner as single-,double-,or multiple-row racks.
.
The aisle width indicated in Table 16.2.1.3.3.2 refers to the aisles between rack structure-,- ,;
not the aisles between individual racks. ; .
.. 4,
16.2.1.3.4 Ceiling Sprinkler Density Adjustments.
x4.
Adjustments to density or design area are sometimes based on in-rack criteria,such as nom.
minimum,more than one level but not in every tier,and'every tier.When using the design.1-
bles,options of design may exist for many storage arrangements and commodities for ;
or"without"in-rack sprinklers.When the design is selected from the"without in-racks . f
P � g i ,.r
klers"column,no credits are given for having the"minimum"required levels of in-rack sp^,
klers.The only time that credits are given for"minimum"and"more than minimum"lee
of in-rack sprinklers is where they actually are used.
16.2.1.3.4.1 For storage height over 12 ft(3.7 m)up to and including 25 ft(7.6 m)protec e ;
with ceiling sprinklers only and for storage height over 12 ft(3.7 m)up to and including
ft(6.1 m)protected with ceiling sprinklers and minimum required in-rack sprinklers, den i-
ties obtained from design curves shall be adjusted in accordance with Figure 16.2.1.3.4.1_
3 Height of storage(m)
175 3.05 4.57 6.10 7.62 9.14 10.67
maimmunrA t t
150 .
,.
, .....
in lzs
iiiiilii�tiii�� �.l fNf' ,
is ,,,,,
zrammirim t$
t 100 jimmy,
. i - U.
w ✓ t / t 15. 75 I� tt 4�
f< 1 �+ $ ,
o so �� NI
�� aso ■ I _ . ■
25 ■ ■ 1 T
. :Enid' 1
s `- 1 1 T T Tt,
0 10 12 15 20 25 30 35
Height of storage(ft)
FIGURE 16,2.1.3.4.1 Ceiling Sprinkler Density vs.
Storage.Height.
Storage heights of 20 ft(6.1 m)are used as a base reference,since most full-scale used s'
g g testing
to develop the requirements in Section 16.2 were done at that level, which is why the curve'-
in Figure 16.2.1.3.4.1 crosses 100 percent of density at 20 ft (6.1 m). Taking advantagy
(credit)for heights of storage less than 20 ft(6.1 m)is acceptable,due to a less severe fire
load.Additionally,a penalty is applied for storage over 20 ft to 25 ft(6.1 m to 7.6 m)due t4
an increase in fire load.Note that some requirements exclude the use of Figure 16.2.1.3.4.1. i
•
2010 Automatic Sprinkler Systems Handbook '
i
n
5.
l
Calculations for :
CONSUMER CELLULAR
TIGARD , OR
02/27/2017
Loading: 3000 # load levels
2 pallet levels @ 54, 116
Seismic per IBC 2012 100% Utilization
Sds = 0 . 717 Sdl = 0 . 442
I = 1 . 00
96 " Load Beams
Uprights: 44 " wide
C 3 . 000x 3 . 000x 0 . 075 Columns
C 1 . 500x 1 .250x 0. 075 Braces
4 . 00x 7 . 00x 0 .375 Base Plates
with 2- 0 . 500in x 3 .25in Embed Anchor/Column
3 . 50x 2 . 750x 0 . 060 Load beams w/ 3-Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
11,
`c 11949 II
00';
0 • '•
AZ AO
J. R1 `�
XR DATE: 12/JO I
IBMSDesign Maps Summary Report
User-Specified Input
Building Code Reference Document 2012/2015 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.4075°N, 122.7499°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
Vim
3 ,,,,,,,,=.7,2t-4, ��4E itfi1t: X :,;:` w
!'-;"=''''.;,
gam ," d+ i - ' ' R b+ LP.t . "� "�,:::::,7-,,';',:-..--;?;v �"+ -
P ,-4,4 §,i �. 1 '7'� -
�.. � Lrl KKK �'fJ _ z q�/ '
Zf � C I ��
, e , n.
5$4''''''tz6-ev'fr,..44t§:VA.:;a4:;lrt-,1-,:',1:,41=1:;t**.- • '.- ., '.-1,:rz;,,,,'i, 4,,-40,A,-. .,,
,.--4,444,..,:-4,-",:trft. 'i,f,;':-.,44x-4:-",,- ,',.,-i?,4'4:,, . ,,T,,,,,,,z,e,2.t„,0„4„,t, iiirt„..,..,..,,,,, ,,„.,..:,1...e:.,„,,,: ,!:,,,,,J,4. ,,,..,4..,.y...4:s,,,,,,,.,,,,s,:.,,,,,,..0,,,,,,
���,..��.����x� '�' ',--.7"z":7:::-.!.t,Sys
a,-,t,i4„..,20,;—,,,,.,.,"4,fici,,„1,,,,,,,ii,,,,,:::„...le,,,,,, ,,,,,_,,,,,,„,:.„,;,, . .
...,...„...•,, ,.. ... ''''*-4''''''^ .. <. `,•.-
✓.gyp`9 . 6m.,,,.,i ,,,,,,i,:.-.1„,4„.,.,i.,,,,,,;4:1;=4,,,,,, .,:,,,,r.st.f,..104,,,„1,1,,,,,,,,,,, ,,,,,,4,„..,,,,,,,,.!::50.17k.,„...,,,p„,..,:,,,r:„0.6",.'41,',:i4",
'. ;;..,,.3,„ ,. r. .Y.ci� ,a�,.r'3u
USGS-Provided Output
SS = 0.967 g SMS = 1.076 g Sas
= 0.718 g
Si = 0.420 g SMi = 0.663 g Sui = 0.442 g
For information on how the SS and Si values above have been calculated from probabilistic {risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
Response Spectrum
0 ,Response Spectrum
.148
Ii . 1/1
a...�.. r. t1
'-..".f2 .1 3Y:.
.% '3.: i '14 : s:€. `J S. 2=".S.2 ..L$:3 '5.'C', '.:.z:::4 't'Ei: .. -.CB: '.i' I...L} 2, t. 251
'E", i zo P' t(3 )
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.
IBC 2012 LOADING
SEISMIC: Ss= 96.7 % g
S1= 42.0 %g
Soil Class D
Modified Design spectral response parameters
Sms= 107.6 %g Sds= 71.7 %g
Sm1= 66.3 % g Sd1= 44.2 %g
Seismic USE 2
Seismic Design Category D
or D
Ie= 1
R= 4 R= 6
Cs= 0.1793W Cs= 0.1196W
Using Working Stress Design
V= Cs*W/1.4
V= 0.1281 W V= 0.0854 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 1.250 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
5
Cold Formed Section
HEIGHT OF BEAM 3.500 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
L Y LY LY2 Ii X LX
LONG SIDE 3.1800 1.7500 5.5650 9.7388 2.6798 0.0300 0.0954
TOP 1.4300 3.4700 4.9621 17.2185 0.0000 0.8750 1.2513
STEP SIDE 1.3650 2.6575 3.6275 9.6400 0.2119 1.7200 2.3478
STEP BOTT 0.7400 1.8450 1.3653 2.5190 0.0000 2.2200 1.6428
SHORT SID 1.5550 0.9375 1.4578 1.3667 0.3133 2.7200 4.2296
BOTTOM 2.4300 0.0300 0.0729 0.0022 0.0000 1.3750 3.3413
CORNERS 0.2042 3.4228 0.6989 2.3923 0.0003 0.0772 0.0158
2 0.2042 3.4228 0.6989 2.3923 0.0003 1.6728 0.3416
3 0.2042 1.8922 0.3864 0.7312 0.0003 1.7972 0.3670
4 0.2042 1.7978 0.3671 0.6600 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 11.9252 21.3800 19.2335 46.6633 3.2070 17.9100 14.7398
AREA = 0.716 IN2
CENTER GRAVITY = 1.613 INCHES TO BASE 1.236 INCHES TO LONG SIDE
Ix = 1.13l IN4 Iy = 0.737 IN4
Sx = 0.599 IN3 Sy = 0.487 IN3
Rx = 1.257 IN Ry = 1.015 IN
•
• C
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 = 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 @ 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
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 = 7.00 IN A = 0.420 IN2
S = 0.245 IN3 Fv = 26.0 KSI
Mcap = 6.37 K-IN 6.37 K-IN
1
In Upright Plane
Seismic Load Distribution
per 2012 IBC S4s = 0.717
1.00 Allowable Stress Increase
I = 1.00 R = 4.0
V = (Sds/R) *I*Pl*.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
116 3060 355 502 58
54 3060 165 234 13
0 0 0 0 0 KLx = 54 in
0 0 0 0 0 KLy = 41 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 15703 lbs
6120 520 735 71 Column
22% Stress
Max column load = 4669 #
Min column load = 133 #
Overturning
(.6-.11Sds)DL+(0.6-.14Sds) .75PLapp-1.02EL -857 # MIN
(1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3362 # MAX
REQUIRED HOLD DOWN = -857 #
Anchors: 1
T = 857 #
2 0.5 in dia HILTI TZ
3.25 inches embed in 3000psi concrete
Tcap = 2874 # 30% Stressed
V = 386 # per leg Vcap = 5103 # = 8% Stressed
COMBINED = 37% Stressed
OK
Braces:
Brace height = 41 "
Brace width = 44 "
Length = 60 "
P = 754 #
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 149
Pcap = 1912 # 39%
g
In Upright Plane
Seismic Load Distribution TOP LOAD ONLY
per 2012 IBC Sds = 0.717
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
116 3060 355 554 64
54 60 3 5 0
0 0 0 0 0 KLx = 54 in
0 0 0 0 0 KLy = 41 in
0 0 0 0 0 A = 0.595 in
0 0 0 0 0 Pcap = 15703 lbs
3120 358 560 65 Column
20% Stress
Max column load = 3028 #
Min column load = -65 # Uplift
Overturning
(.6-.11Sds)DL+(0.6-.14Sds) .75PLapp-1.02EL -830 # MIN
(1+0.11Sds)DL+ (1+0.14Sds) .75PL+ .51EL = 3033 # MAX
REQUIRED HOLD DOWN = -830 #
Anchors: 1
T = 830 #
2 0.5 in dia HILTI TZ
3.25 inches embed in 3000psi concrete
Tcap = 2874 # 29% Stressed
V = 280 # per leg Vcap = 5103 # = 5% Stressed
COMBINED = 34% Stressed
OK
Braces:
Brace height = 41 "
Brace width = 44 "
Length = 60 "
P = 574 ##
Use : C 1.500x 1.250x 0.075
A = 0.280 in
L/r = 149
Pcap = 1912 # 30%
PAGE 1
MSU STRESS-11 VERSION 9/89 --- DATE: 02/27/;7 --- TIME OF DAY: 14:54:40
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 54.0 S 2 5 8 10
2 0.0 116.0 S
3 49.5 0.0 S
4 49.5 54.0
5 49.5 116.0
6 148.5 0.0 S 1 4 7 9
7 148.5 54.0
8 148.5 116.0
9 198.0 54.0 S
10 198.0 116.0 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 0.716 Ay 0.501 Iz 1.131
3 Thru 6 Prismatic Ax 0.595 Ay 0.298 Iz 1.014
7 Thru 10 Prismatic Ax 0.716 Ay 0.501 Iz 1.131
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 0.035
•
I°
PAGE 2
MSU STRESS-11 VERSION 9/89 --- DATE: 02/27/;7 --- TIME OF DAY: 14:54:40
5 Force X 0.067
7 Force X 0.035
8 Force X 0.067
Solve
PROBLEM CORRECTLY SPECIFIED, EXECUTION TO PROCEED
Seismic Analysis per 2012 IBC
c
wi di widi2 fi fidi
# in #
3060 0.2800 240 70 19.6 35 70
3060 0.4023 495 134 53.9 67 133
0 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
6120 735 204 73.5 203
g = 32.2 ft/sec2 T = 1.0108 sec
I = 1.00 Cs = 0.0729 or 0.1196
Sdl = 0.442 Cs min = 0.071733
R = 6 Cs = 0.0729
V = (Cs*I*.67) *W*.67
V = 0.0488 W*.67
= 203 # 100%
/1
PAGE 3
MSU STRESS-11 VERSION 9/89 --- DATE: 02/27/;7 --- TIME OF DAY: 14:54:40
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 -0.065 0.00
1 4 0.000 0.065 -3.23
2 2 0.000 -0.019 0.00
2 5 0.000 0.019 -0.95
3 3 3.047 0.101 0.00
3 4 -3.047 -0.101 5.44
4 4 1.523 0.060 1.35
4 5 -1.523 -0.060 2.34
5 6 3.047 0.103 0.00
5 7 -3.047 -0.103 5.58
6 7 1.523 0.074 1.74
6 8 -1.523 -0.074 2.88
7 4 -0.006 -0.071 -3.55
7 7 0.006 0.071 72,19_, /'�,��, I.`
8 7 0.000 -0.077 -3.82 .( ! /<
8 9 0.000 0.077 0.00 fir✓
9 5 0.007 -0.026 -1.39
9 8 -0.007 0.026 -1.22
10 8 0.000 -0.033 -1.66
10 10 0.000 0.033 0.00
APPLIED JOINT LOADS, FREE JOINTS
JOINT FORCE X FORCE Y MOMENT Z
4 0.035 -1.530 0.00
5 0.067 -1.530 0.00
7 0.035 -1.530 0.00
8 0.067 -1.530 0.00
REACTIONS,APPLIED LOADS SUPPORT JOINTS
il
PAGE 4
MSU STRESS-11 VERSION 9/89 --- DATE: 02/27/;7 --- TIME OF DAY: 14:54:40
JOINT FORCE X FORCE Y MOMENT Z
1 0.000 -0.065 0.00
2 0.000 -0.019 0.00
3 -0.101 3.047 0.00
6 -0.103 3.047 0.00
9 0.000 0.077 0.00
10 0.000 0.033 0.00
FREE JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
4 0.2800 -0.0095 -0.0018
5 0.4023 -0.0150 -0.0008
7 0.2800 -0.0095 -0.0017
8 0.4023 -0.0150 -0.0005
SUPPORT JOINT DISPLACEMENTS
JOINT X-DISPLACEMENT Y-DISPLACEMENT ROTATION
1 0.2800 0.0000 0.0006
2 0.4023 0.0000 -0.0001
3 0.0000 0.0000 -0.0068
6 0.0000 0.0000 -0.0069
9 0.2800 0.0000 0.0011
10 0.4023 0.0000 0.0007
1
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 5.6 54.0 41.0 15.70 22.30 45%
8 1.6 2.9 62.0 41.0 15.26 22.30 23%
0 0.0 0.0 28.0 41.0 16.00 22.30 0%
0 0.0 0.0 54.0 41.0 15.70 22.30 0%
0 0.0 0.0 54.0 41.0 15.70 22.30 0%
0 0.0 0.0 54.0 41.0 15.70 22.30 0%
Load Beam Check
3.50x 2.750x 0.060 Fy = 55 ksi
A = 0.716 in2 E = 29,500 E3 ksi
Sx = 0.599 in3 Ix = 1.131 in4
Length = 96 inches
Pallet Load 3000 lbs
Assume 0.5 pallet load on each beam
M = PL/8= 18.00 k-in
fb = 30.03 ksi Fb = 33 ksi 91%
Mcap = 19.78 k-in
26.37 k-in with 1/3 increase
Defl = 0.52 in = L/ 185
w/ 25% added to one pallet load
M = .22 PL = 15.84 k-in 80%
14
Base Plate Design
Column Load 3.5 kips
Allowable Soil 1500 psf basic
Assume Footing 18.3 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 4 "square base plate
w = 10.4 psi 1 = 4.17 in
Load factor = 1.67 M = 101 #-in
6 in thick slab f'c = 3000 psi
s = 6.00 in3 fb = 17 psi
Fb = 5 (phi) (f'c".5) = 178 psi OK ! !
Shear :
Beam fv = 12 psi Fv = 93 psi OK ! !
Punching fv = 17 psi Fv = 186 psi OK ! !
Base Plate Bending Use 0.375 " thick
1 = 1.5 in w = 219 psi
fb = 10506 psi Fb = 37500 psi OK ! !
1
Calculations for :
CONSUMER CELLULAR
TIGARD , OR
02/27/2017
Loading: 3000 # load levels
2 pallet levels @ 54, 116
Seismic per IBC 2012 100% Utilization
Sds = 0 . 717 Sdl = 0 . 442
I = 1 . 00
144 " Load Beams
Uprights: 44 " wide
C 3 . 000x 3 . 000x 0 .075 Columns
C 1. 500x 1. 250x 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/ 3-Pin Connector
by : Ben Riehl
Registered Engineer OR# 11949
lb
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-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 5.6 54.0 41.0 15.70 22.30 45%
8 1.6 2.9 62.0 41.0 15.26 22.30 23%
O 0.0 0.0 28.0 41.0 16.00 22.30 0%
O 0.0 0.0 54.0 41.0 15.70 22.30 0%
O 0.0 0.0 54.0 41.0 15.70 22.30 0%
0 0.0 0.0 54.0 41.0 15.70 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 = 144 inches
Pallet Load 3000 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 = 1.02 in = L/ 141
w/ 25% added to one pallet load
M = .22 PL = 23.76 k-in 79%