Report (25) CiCe0-
Job No. 16-084 Sheet No. 1
By RAD Date 1-16
CARUSO
TURLEY CLIENT:
SCOTT Pleger- Henry
consulting 15640 N. 7th Street, Suite B9
structural Phoenix, AZ 85022
engineers
PROJECT:
Shoe Mill
Wa hington Square
qm SW Washington Square Road
Space LO2B
Tigard, OR
YOUR VISION IS OUR MISSION
P-
PARTNERS
Richard D.Turley,PE 16. <(:—^7�P D•'Y,("y
of NIPaul G.Scott,PE,SE `• '.
Sandra J.Herd,PE,SE
Chris J.Atkinson,PE,SE /34'/A.
Thomas R.Morris,PE
r•
Richard A.Dahlmann,PE
A g- 1'tO,(S
LG. SC
• EXPIRES:06.30.16
•
1215 W.Rio Salado Pkwy.
Suite 200
Tempe,AZ 85281
T:(480)774-1700
F:(480)774-1701
Design Maps Summary Report Page 1 of 1
musGs Design Maps Summary Report r
User-Specified Input
Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.45039°N, 122.7813°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
J1 Ftas'UR T+ :�.
\ . ilIsb ootr'_r '4,--,..-,,,,,,_, .- , : - E'` ,`
; a'�r t... ,,,,,,,,,--4 is Beaverton. ! ii. 4 'e. •"ti , - «Gre
p! 1 4� a 4µ
-,do `4s xi. act tet.,•sort"..: '
USGS-Provided Output
Ss = 0.978 g SMS = 1.084 g Son = 0.723 g
Sl = 0.425 g SMS = 0.670 g So: = 0.446 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
0.99
1.10 0.90
0.99 0.72
0.99 0.64
0.77 0.56
SI. 0.66 Si 0.49
{A 0.55 , N 40 I
0.44 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 0.90 1.00 1.20 1.40 1.60 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.
http://ehpl-earthquake.cr.usgs.govidesignmaps/us/sununary.php?template=minimal&latitu... 1/24/2016
Search Results for Map Page 1 of 1
Ar,h d T�rh;in!nrl�C;+:icel
W/NDSOEED BYLOCATION
ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact
Search Results RRITI$N
f01.1:M RMA SA,TKATChtWAN
Query Date:Sun Jan 24 2016
Latitude:45.4504
Longitude:-122.7813
ASCE 7-10 Windspeeds
(3-sec peak gust in mphl: SING TON MONTANA OAK,
Risk Category I:100 50E1
Risk Category II:110 ORFGON I0AN0 max
roMlNr.
Risk Category IIl•tV:115
MRM'10-Year:72 NFR
MRM'"25-Year:79 NEVADA united St
MRr-50-Year:85 San Mimeos IITAM tot()RAao
MRre 100-Year:91
Co.IFCRN.A olas vegan
ASCE 7-05 Windspeed: Los Angeles AR170NA
85(3-sec peak gust in mph) Agge/es
MFtwn
ASCE 7-93 Windspeed: Go 5'e sen n ‘-,64aP data 02016 Google,INEGI
77(fastest mile in mph)
'Nees per hour
"Mean Reasrence Interval
Users should consult with local bulydsg oasis*
to determine if there we community-epsc ec wild speed
requirements that govern.
Print your results
WINDSPEED WEBSITE DISCLAIMER
While the information presented on this website is believed to be correct,ATC and its sponsors and contributors
assume no responsibility or liability for its accuracy.The material presented in the windspeed report should not
be used or relied upon for any specific application without competent examination and verification of its
accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the
use of this information replace the sound judgment of such competent professionals, having experience and
knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in
interpreting and applying the results of the windspeed report provided by this website.Users of the information
from this website assume all liability arising from such use. Use of the output of this website does not imply
approval by the governing building code bodies responsible for building code approval and interpretation for the
building site described by latitude/longitude location in the windspeed load report.
Sponsored by the ATC Endowment Fund•Aoseed Technology Couna•201 Redwood Shona Parkway,Suis 240•Redwood City.California 94065•(650)595-1542
http://windspeed.atcouncil.org/index.php?option=corn content&view=article&id=10&dec... 1/24/2016
C()1111)011C1111. ,S,,' (.1.1(1(1111L! \\all I.4 ,1( 1011 lett\l InC.111 t(11)1 het1111i - 15 It - 1 1‘) 11111h - 1,\1)11,-,1111(' 1:1
\`A 1 ' 01',t Ilf ql,. 'Al 1 11t 11•1).N, ;11 It 111 1/111
V3.= 110 larph-rad speed-3 ser,gasez,,= 900 "Tabk 26.9-1 ASCE 7-10,page 256;
Exposure= C 73,C.D.Sertion 26.7.3 ASCE 7405 a= 9.5 ,Tabk 26.9-1 A.SCT.;7-10,page 256; ;' r7E Agi
1‘..n= 1.00 !Ewer 26.8.1 ASCE 7-10,page 252 4,'•253,' h= 15 y-wire/MVP roof beet; 3 2 'iL it2
. ....
Ka= 0.85 iTabk 26.6-1 ASCE 7 10,page 250 gar 411 brikkags,K,=0.85); Kh= 0.85 iTabk 30.3-1 ASCE 7-10,page 317/ §
•-• a. ..
, , ..
Zone 5 . '._..ggilfigi......... ..
iU' - • .47. 1 I .. . ' ' 1 - -',.., i '...---' ' ':,',';', -; '`.
Pressure Ipsq 35.3 35.3 329 31.5 30.6 29.2 28.2 27.4 26.3 25.4 24.7 24.1 23.7 22.7 21.9 _. _•
.1 -4
Zone 4 oc.4(4., - 1411 - 1.28, 1.23 -1.20, ,; i,I.$7. , 'ttc .• .14 - Llt.,,,..:,;100„, ',1.00 , .1"!. , -tot, .. -tat% ..e.r,-1,04:%.
Pressure ipsfl 28.6 28.6 27.4 26.7 26.2 25.5 25.0 24.7 24.1 23.7 23.3 23.0 22.8 223 _ 21.9
- Design Equations
•
Components&Cladding Wall Presstues
pc,,..,,,.= ga(GC,6GC„,) jay 30.41)
I I P cec oso= 9(GC,)64i(GC,.) req 30.6-1]
40.0 -
(note:at is conservatnly assumed q and q, equal q 1,therefore
! .
the two equations above can be combined into one equation.)
r ' qh(GC,6GCm)
35.0 :. . ; ' ': ' :, - ... 1 ;,.'.,,t "*.,' 5 . :` ..,' qh= 0.00256*K,*K,,nc,n..2 :eq 30.3-1;
. . :-4-7 :,;,',„,:, - 7 : .= - :. , ,. : . '' 6GC,,,= cur imdwedivakr4 fable 26.11-I,
. ., . .
22.35/* rc,‘Gc,)
I
1 11.11111i41"4-galiall111111111111151E3111111111INEX31,111111111 ! Exam/Prawn Coefficient:far b [60 50,4-1)
isstgrffetentitapm,,....,vortallINNIESPIENIVINIMINCRIXIMNIIIMMIXWARENINKTIMENSWINIVONINININ Zoe/ - Trikelav Area (GC,)
..,5 0 11111X KO blox.•_"*.NEM NNW&Oft ft.::""gunill OS EN OE EWEN OFECIErtia WO 0161111312911M1 WE CM MISR=NW In.
5 A I 10 ftz -1.4
11111111110111311161onoVini MR Mill Esti...,:.1""44111E41 12ii.pg NE KM Mt 1610 MAE PIES OA OM SE#11281841WAREM
= ife no mom swignen tam ism me z-.....nrace Eta.oesk',A...... _-''''''''',01, 41EIM MIVIIPERE 41MA 441111811.6112 NM au& 10<A 1 500 ftz -1.7552+03532 legA
l MINIS MINEURIM EU Wri Mt FS Di kill Kg SIR Avt nasin....r ;"'-_,:„__.. --''''-'-'"'.=',Am=osilinsomotiroval MIMI' A>500 ftz -0.8
1 En Nil 411B Lir,i NE Me MIF MN inn NEE 1St ENOS SC PS NO LIT,US EggV Satan mii xes mi AWAI0 ow ma cic lim
4 Al/Op •1.1
z
1SERIlf.,
Weave 10<A[500,112 -12766+0.1766 kg A
A>500 ft z As
J Xili Pell ELqitgi-N1591MIN NM MEM,arif We Mil MVO IIM MalitiOilic Nal'Ms SN1 V115 MN WM Nigtilittilt ME
MEM EIR IA OE A.WZ AS Elle MS MR ROWS WPM ink NO WNW*COM Wee tt'A SIC PIS OFF4111 NU BREIE9 EU
Eg 11111212 NIERS canal MENt.SP in Mitifind WM Mill Mitra RN ifflIM reffil tlfol fila UR SS NA OHM ti%Wil a
Exonral Prissier Ce!ffirnts for h >60 a 6-0
` ,` ' ieg.30.II.
fremmatepagosseqsravneuse!monsargeseafF!Twor....eggsFemenwrz.sassyes 4'.. :.c 1--frariggiNtilinalliiialtillz:; ,;,':',',.". - , ik- -
Zorn
5 Triboary Area
' rc)
, .. , A f 20 ft -1.8
,,-. .,.-'.;:".7 's.:-.11 ,Y. . , :'...f:- .!'. ..: :,-,-'. '.f --, ---,: wall 20<A f 500 it' -2.5$45+0.5723/, A P
10."
rases A>500 ft' -1.0
••
4 A[20 ftz -0,9
wall 20<A[500.132 -1.0861+0.1431 kg A
haerior A>500112 -0.7
1 i•-
0.0 a= maxl a r1.1,.: t- Z
0 100 200 300 400 500 roo PI A, a,= ani80.1)1..11D),10.4)(41 c o
7 ..
-..
Tributary Area[sq ft] 0. I 0 4) .....PL a,= OFax1(0.04)(LHD);3 ft; P.3
Zone 5 , -<;,... L1-1D=least hontwetal damns:on
eaa.Zone-I 0
. ."<4.,-. ---•<"- ,
Chart Pnmed: 1/24/2016
' ' , •
. a
CARUSO TURLEY SCOTT Job Name
structural engineers
1215 W.Rio Salado Parkway,Suite 200
Nor Tempe,Arizona 85281 1 G.�-a
T:480 774-1700 • F:480 774-1701 Job No. Sheet No.
www.dsaz.com By nM Date I 1(�
rommt � r �
u .I. II �I
�I
I
C7AZ •3
j60N7.. O /la.3
CARUSO TURLEY SCOTT Job Name
structural engineers
1215 W.Rio Salado Parkway,Suite 200
`y Tempe,Arizona 85281 Job No. (la' Sheet No.
T:480 774-1700 • F:480114-1701
www.ctsaz.com By 44Date r1'4 ID
r- _ , 4 4( 1 ) ( ,-7t-e)) \141) ( i
( 41,(1)) 7: i 1 s c-op < .7 -.--- , t,r <14.1 0
z • r, i
C.,..)01Zw
� C i Of) , .9 - 0 i''r=
ITC" 1'( , ' �: 1 c r i F
r
c-,, ,-'s F. f--v)w ;
CARUSO TURLEY SCOTT Job Name
• structural engineers
1215 W.Rio Salado Parkway,Suite 200
Tempe,Arizona 85281
T:480 714-1100 • F:480 774-1701 Job No. 1 Sheet No. ?
www.ctsoz.com By •f Date f — i{,
5'rORE =r 0N—i"
C,J
3. 5 ( t S 13F) +21,sr ' g o r' F
Use 800st62-
—7 L.6
US 6Z s 16-Z— .,
/f
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c 1 t 1f
80p1F -+. zC tot,) = 1 oo7',F
Project Name: New WorkSpace Page 1 of 1
Model: H1 Date:01/24/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS Designer"' 1.4.2.0
80.00
MEM NM
R1 R2
I
15.52
Section: (2)8005162-43 Boxed C Stud Fy=33.0 ksi
Maxo= 3356.8 Ft-Lb Moment of Intertia,I=9.00 inA4 Va=2102.3 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations 1
Flexural and Deflection Check Deflection
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 2408.7 0.718 2408.7 None 3356.8 0.718 0.393 U473
Combined Bending and Web Crippling
Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners
Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required?
R1 620.8 3.50 761.5 1332.7 0.0 0.42 NO
R2 620.8 3.50 761.5 1332.7 0.0 0.42 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffened Stiffened
R1 620.8 0.0 1.00 0.30 0.00 0.30 N/A
R2 620.8 0.0 1.00 0.30 0.00 0.30 N/A
SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com
Project Name: New WorkSpace Page 1 of 1
Model: H2 Date:01/24/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS Designer"" 1.4.2.0
80.00
! so
R1 R2
I I
7.55
Section: (2)362S162-43 Boxed C Stud
. Fy=33.0 ksi
Maxo= 1224.0 Ft-Lb Moment of Intertia,I=1.42 in"4 Va=3478.2 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check Deflection
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 570.0 0.466 570.0 None 1224.0 0.466 0.140 U649
Combined Bending and Web Crippling
Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners
Pt Load P(Ib) (in) (lb) (Ib) (Ft-Lb) Value Required?
R1 302.0 3.50 853.4 1493.5 0.0 0.18 NO
R2 302.0 3.50 853.4 1493.5 0.0 0.18 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft-Lb) Factor VNa MIMa Unstiffened Stiffened
R1 302.0 0.0 1.00 0.09 0.00 0.09 N/A
R2 302.0 0.0 1.00 0.09 0.00 0.09 N/A
SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com
Project Name: New WorkSpace Page 1 of 1
Model: H3 Date:01/24/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS Designer'"" 1.4.2.0
100.00
am imi
R1 R2
I I
6.17
Section: (2)362S162-43 Boxed C Stud Fy=33.0 ksi .
Maxo= 1224.0 Ft-Lb Moment of Intertia,I=1.42 in"4 Va=3478.2 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations .
Flexural and Deflection Check Deflection
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 475.9 0.389 475.9 None 1224.0 0.389 0.078 L/951
Combined Bendina and Web Criaalinq
Reaction or Load Bearing Pa Pn Mmax intr. Stiffeners
Pt Load P(lb) (in) (ib) (Ib) (Ft-Lb) Value Required?
R1 308.5 3.50 853.4 1493.5 0.0 0.19 NO
R2 308.5 3.50 853.4 1493.5 0.0 0.19 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft-Lb) Factor VNa MIMa Unstiffened Stiffened
R1 308.5 0.0 1.00 0.09 0.00 0.09 N/A
R2 308.5 0.0 1.00 0.09 0.00 0.09 N/A
SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com
t \
Project Name: New WorkSpace Page 1 of 1
Model: wall top track Date:01/24/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS Designer"' 1.4.2.0
8.00
isme um
R1 R2
15.62
Section : (2)362T125-33 Boxed Track Fy is 33.0 ksi
Maxo a 572.9 Ft-Lb Moment of Intertia,I a 0.77 inA4 Va=2047.2 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 244.0 0.426 244.0 None 572.9 0.426 0.472 L/397
Combined Bending and Web Crippling
Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners
Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required?
R1 62.5 1.00 209.4 376.9 0.0 0.15 NO
R2 62.5 1.00 209.4 376.9 0.0 0.15 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft-Lb) Factor VNa MIMa Unstiffened Stiffened
R1 62.5 0.0 1.00 0.03 0.00 0.03 N/A
R2 62.5 0.0 1.00 0.03 0.00 0.03 N/A
SIMPSON STRONG-TIE COMPANY INC. rrsiw.strongtia.com
CARUSO TURLEY SCOTT Job Name
structural engineers
1215 W.Rio Salado Parkway,Suite 200
Tempe,Arizona 85281 /(,�,,,60.4 i 2
T:480 774.1700 • F:480 774-1701 Job No. Sheet No.
www.ctsoz.com By Date — V
114
1 ,,,,,� r !
Vs � q,1 62. E 6z- \-+3
I/ enlo
)515Z-1 «1"
vsc G73 ()ZS -/3
- I /
Project Name: New WorkSpace Page 1 of 2
Model: Cl Date:01/24/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS Designer 1.4.2.0
TIt
9.00
- 1'..
1
Section: (2)362S162-43 Boxed C Stud Fy=33.0 ksi
Maxo= 1224.0 Ft-Lb Moment of Intertia,I=1.42 in"4 Va=3478.2 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check Deflection
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 0.0 0.000 0.0 None 1224.0 0.000 0.000 L/0
Combined Bending and Web Crioolinq
Reaction or Load Bearing Pa Pn Mmax intr. Stiffeners
Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required?
R1 0.0 1.00 553.5 968.6 0.0 0.00 NO
R2 0.0 1.00 553.5 968.6 0.0 0.00 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft-Lb) Factor VNa MANa Unstiffened Stiffened
R1 0.0 0.0 1.00 0.00 0.00 0.00 N/A
R2 0.0 0.0 1.00 0.00 0.00 0.00 N/A
Combined Bending and Axial Load Details
- Axial LO Bracing(in) Max K-phi Lm Bracing Allow Intr.
Span (Ib) KyLy KtLt KL/r (lb-in/in) (in) load(lb) P/Pa Value
Span 621.0(c) None None 89 0.0 108.0 6474.9(c) 0.10 0.10
SIMPSON STRONG-TIE COMPANY INC. www.strongtie.com
Project Name: New WorkSpace Page 2 of 2
Model: Cl Date:01/24/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS Designer'u 1.4.2.0
Member Interconnection Spacing= 12 in
See NASPEC D1.2 for additional interconnection requirements
SIMPSON STRONG•TIE COMPANY wvAv.strongtie.com
- Project Name: New WorkSpace Page 1 of 2
Model: C2 Date:01/24/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS Designer"' 1.4.2.0
,
1
SP1
12.00 •
Y •
p ;.'
i
Point Loads P1
Load(lb) 233
X-Dist(ft) 8.00
Section: (2)362S162-43 Boxed C Stud Fy=33.0 ksi
Maxo= 1224.0 Ft-Lb Moment of Intertia,I=1.42 in^4 Va=3478.2 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check Deflection
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 621.3 0.508 621.3 None 1224.0 0.508 0.298 L/484
Combined Beendina and Web Crloelinq
Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners
Pt Load P(Ib) (in) (Ib) (ib) (Ft-Lb) Value Required?
R1 77.7 1.00 553.5 968.6 0.0 0.07 NO
R2 155.3 1.00 553.5 968.6 0.0 0.15 NO
P1 233.0 3.50 1533.9 2530.9 620.7 0.39 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
• Pt Load (Ib) (Ft-Lb) Factor VNa MIMa Unstiffened Stiffened
R1 77.7 0.0 1.00 0.02 0.00 0.02 N/A
R2 155.3 0.0 1.00 0.04 0.00 0.04 N/A
-44 STRONG-TIE COMPANY INC. www,strongile,com
Project Name: New WorkSpace Page 2 of 2
Model: C2 Date:01/24/2016
Code: 2007 NASPEC(AISI S100-2007] Simpson Strong-Tie®CFS DesignerTM 1.4.2.0
—a--
P1 155.3 620.7 1.00 0.04 0.51 0.51 N/A
Combined Bending and Axial Load Details
Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr.
Span (Ib) KyLy KtLt KL/r (lb-in/in) (In) load(Ib) P/Pa Value
Span 621.0(c) None None 117 0.0 144.0 5038.8(c) 0.12 0.63
Member Interconnection Spacing= 12 in
See NASPEC D1.2 for additional interconnection requirements
MPSON STRONG-TIE COMPANY INC. www.strongtie,com
CARUSO TURLEY SCOTT Job Name
structural engineers
1215 W.Rio Salado Parkway,Suite 200
Tempe,Arizona 85281 t t ,�u y
T:480 774-1700 • F:480 774-1701 Job No. Sheet No. '1
w .ctsaz.com By 1i�
wwDate k'-1
1 q •C - f2I (32 '
eN't �� )F z3S
'N/ s- 57,
05S 162s f62-3.; 'EYP,
r t s ))-7170,4
23 is)
v 3L '3 6zS ►(0.-- 33
Project Name: New WorkSpace Page 1 of 1
Model: brace Date:01/24/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS Designer 1.4.2.0
-4. f--
OM MI
R1 R2
I I
9.20
Section: 362S162-33 Single C Stud Fy=33.0 ksi
Maxo= 440.9 Ft-Lb Moment of Intertla,I=0.55 inA4 Va=1023.6 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check Deflection
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 0.0 0.000 0.0 None 212.3 0.000 0.000 U0
Distortional Buckling Check
Span K-phi Lm Brac Ma-d Mmax/
lb-in/n in Ft-Lb Ma-d
Span 0.00 110.4 452.4 0.000
Combined Bending and Web Crippling
Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners
Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Required?
R1 0.0 1.00 165.2 289.1 0.0 0.00 NO
R2 0.0 1.00 165.2 289.1 0.0 0.00 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. Intr.
Pt Load (Ib) (Ft-Lb) Factor VNa MIMa Unstiffened Stiffened
R1 0.0 0.0 1.00 0.00 0.00 0.00 N/A
R2 0.0 0.0 1.00 0.00 0.00 0.00 N/A
Combined Bending and Axial Load Details
Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr.
Span (ib) KyLy KtLt KUr (lb-in/in) (in) toad(lb) P/Pa Value
Span 332.0(c) None None 179 0.0 110.4 722.7(c) 0.46 0.46
iMPSON STRONG-TIE COMPANY INC. www.strongtl@,com
I
- Project Name: New WorkSpace Page 1 of 1
Model: brace top support Date:01/24/2016
Code: 2007 NASPEC[AISI S100-2007] Simpson Strong-Tie®CFS Designer"' 1.4.2.0
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--.1 IIIIIIIIMIIIIIIIINIIIIIIIIIIIIIIIIIIIIIIIIINMIIIIIIIIIIIMIIIIIII 4r-
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1---► X
Point Loads P1
Load(lb) 235
X-Dist.(ft) 4.50
Section: (2)362S162-33 Boxed C Stud Fy=33.0 ksi
Maxo= 881.7 Ft-Lb Moment of Intertia,I=1.10 in^4 Va=2047.2 lb
Loads have not been modified for strength checks
Loads have not been modified for deflection calculations
Flexural and Deflection Check
Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection
Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio
Span 528.8 0.600 528.8 None 881.7 0.600 0.190 U569
Combined Bending and Web Crippling
Reaction or Load Bearing Pa Pn Mmax Intr. Stiffeners
Pt Load P(ib) (in) (Ib) (Ib) (Ft-Lb) Value Required?
R1 117.5 1.00 330.4 578.2 0.0 0.18 NO
R2 117.5 1.00 330.4 578.2 0.0 0.18 NO
P1 235.0 1.50 709.3 1170.3 528.8 0.54 NO
Combined Bending and Shear
Reaction or Vmax Mmax Va Intr. intr.
Pt Load (lb) (Ft-Lb) Factor VNa MIMa Unstiffened Stiffened
R1 117.5 0.0 1.00 0.06 0.00 0.06 N/A
R2 117.5 0.0 1.00 0.06 0.00 0.06 N/A
P1 117.5 528.8 1.00 0.06 0.60 0.60 N/A
Combined Bending and Axial Load Details
Axial Ld Bracing(in) Max K-phi Lm Bracing Allow Intr.
Span (lb) KyLy KtLt KUr (lb-in/in) (in) load(Ib) P/Pa Value
Span 235.0(c) None None 89 0.0 108.0 4763.3(c) 0.05 0.65
Member Interconnection Spacing= 12 in
See NASPEC D1.2 for additional interconnection requirements
•imPSON STRONG•TIE COMPANY INC. www.stiongtie.com
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