Specifications (38) Ate a)-)q - 2a_
RECEIVED
JUL 1 8 2017
CITY OF TIGARD
BUILDING DIVISION
STRUCTURAL CALCULATIONS
for
Voluntary Seismic Strengthening
PacTrust Business Center-Bldg. I
7272 SW Durham Road
Tigard, Oregon
for
Pacific Realty Associates, LP
15350 SW Sequoia Parkway, Suite 300
Portland, Oregon 97224
by
MHP, Inc.
Structural Engineers
Long Beach, California stcso PROA:e!
At\G
((1 •48PE
July 10, 2017
MHP JN: 17-0192-00
•G
• io-o, ,jh
EXPIRATION DATE 12-31-18
maia
STRUCTURAL ENGINEERS
11111111111111111111111111111111111111111111111111111 -
•
• Mx,'
svejecr: CALCULATION SHEET
. Voluntary Seismic Strengthening DATE
5 TRUCTURAI E NGINE p RS . ... _... ... Jul-17
PacTrust Business Center-Bldg. I toe No: 17 0192
Y SHEET
Table of Contents
Section
GENERAL a N°
Scope of Work
USGS Summary Report(BSE_1E �-"" "�"`
1.1
USGS Summary Report(BSE-2E) _"�_ " "—_- - -- 1.3
STRUCTURE DESIGN.
Wall Anchorage N-S
Hilti Anchor Check �. "»�""""'
2.1
Wall Anchorage E-W _�»" _ _w �.w "`" '
-------2.2-2.4
Hilti Anchor Check _ -------a-»-� 2.52.6-2.8 52.6-2.8
N-S Subdiaphragm Analysis - "
3.1
E-W Subdiaphragm Analysis ._�. . __w K
•
i1� CALCULATION SHEET
SJBECT Voluntary Seismic Strengthening DATE
Jul-17 dos No: 17-0192
STRUCTURAL ENGINEERS PacTrust Business Center-Bld 1
�.1
Scope of Work
This project is a voluntary seismic strengthening of the wall anchorage systems to reduce the potential for structural
damage in an earthquake.The retrofit wall anchorage systems are designed to meet the Basic Performance Objective
of Existing Buildings(BPOE)per the requirements of ASCE 41-13 Seismic Evaluation and Retrofit of Existing Buildings.
The BPOE is defined as a Life Safety performance level during a BSE-1E seismic event[the BSE-1E is defined as an
earthquake hazard with a probability of exceedance of 20 percent in a 50-year exposure period—alternately defined
as having an average return period of 225-years]and a a Collapse prevention performance level during a BSE-2E
seismic event[the BSE-2E is defined as an earthquake hazard with a probability of exceedance of 5 percent in a 50-
year exposure period—alternately defined as having an average return period of 975-years]
//J/LU 11
uesign iviaps aummary rcepon
Design Maps Summary Report
User-Specified Input
Report Title PacTrust Business Center Bldg I
Mon July 3, 2017 17:50:44 UTC
Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-1E
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.40042°N, 122.75225°W
Site Soil Classification Site Class D - "Stiff Soil"
..•111:44,1!'- ',1c.t.:1..,,,.:(.„:,;,:;:Tat1.-- ,t,-,.: ..1.7_ A.4 e.,} 1-...,,Ni-.3.!,,-. :, :;.,,,.: 4,r4-,..41:Mtitia---,F.'- ,--.-': ,--A ,--,-, g,.;,...-.'.,--.'7:4,,,..?,..-.4g;,z4:::-,,;:,-,.....,:q
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USGS-Provided Output
ss,20150 0.291 gSxs,BSE-1E 0.456 g
51,10150 0.109 g SX1,BSE-1E 0.258 g
tt Spec(rum l
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accuracy of the data contained therein. This tool is riot a substitute for technical aut;c'ct-' atter knowledge,
https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=45.4004218,1ongitude=-122.7522538,siteclass=38,riskcateg... 1/1
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IJSGS Design Maps Summary Report
44
User-Specified Input t, 3
•
Report Title PacTrust Business Center Bldg .1
MQri July 3, 2017 17:52:01 UTC;
Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-2E
(whch j7.;' USGS Ilwfzutl (1,-,t;., avail,M;;:in 7G08)
Site Coordinates 45.40042°N, 122.75225°VA/
Site Soil Classification Site Class D — "Stiff Soil"
1*?Xiiev.N'..,,!f.'.;"':',i:::VA ".:7--:..,0:-..7.-Nyy,-.i.,0-46,‘,'.',-.V.".-,;'?""74'; ..':if:....",..,;)„.:":..S,!..4:11:1;24 0,4,iii.,,:.,,,,,,.;.„,„,,,i....4.44::04s4.,,;;;4:::•:.,i,'„,,,;.;, -4:::,:i.:;,,A,,,i1:.;.;:, :
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Ss,5150 0.703 g Sxs, SE-2E, 0.870 g
S 0.306 g S 0.547 g
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'W w, iltl, ._ Profis Anchor 2.7.3
' Company: .._._.._._
.._ _ -.. .:. ._
Specifier: Pagey Project: Z
Address:
AddI Sub-Project I Pos.No.:
E-Mail: Date: 7/3/2017
Specifier's comments:
i . ( t ...ATI Cilmi-CP_:....M
1 Input data
Anchor type and diameter: HIT-RE 500 V3+HAS 5/8
Effective embedment depth: her„,,=5.000 in.(hef,ii, t=-in.) .:
Material: 5.8
Evaluation Service Report: ESR-3814
Issued I Valid: 1/1/2017 1 1/1/2019
Proof: Design method ACI 318-08/Chem
Stand-off installation: -(Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,2500,f,'=2500 psi;h=6.500 in.,Temp.short/long:32/32°F
Installation: hammer drilled hole,Installation condition:Dry
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No,4 bar
Seismic loads(cat.C,D,E,or F) no
Geometry[in.]&Loading[lb,in.lb]
z
4ii''t
cry
0
CO s
OO
,,..- —""I -77:',V17';',-,,1:1; 'It:;
\ Y
->
'€ g w
eS
.
X
nput data and results must be checked for agreement with the existing conditions and for r-austb,.ityt
PHOFIS Anchor(c)2 :t 2Jtj9 Hib AG,F_-5494 Schoen Kitt is a regtsfered Trademark of Hifti AG,Schaal
: . . 1041111.711•11
www.hilti.us
__ _ Profis Anchor 2.7.3
Company: .._...
Specifier: Page: 2
Address: Project: e--1Addre I Fax: Sub-Project I Pos.No.: L-3
E-Mail: Date: 7/3/2017
2 Load case/Resulting anchorforces s.._.
Load case:Design loads
Anchor reactions[lb]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 4835 00 _0
_
max.concrete compressive strain: [ J
max.concrete compressive stress: -[psi)
resulting tension force in(x/y)=(0.00010.000): 0[Ib]
resulting compression force in(x/y)=(0.000/0.000):0[lb]
3 Tension load
Load SteN..[lb] Capacity N.[tb P tY+ ) Utilization pa: l�tsaf
`� N, Status
485.......
Bond Strength" 4835 6108
80 OK
Sustained Tension Load Bond Strength* N/A N/A
N/A N/A
Concrete Breakout Strength** 4835 5226
93 OK
*anchor having the highest loading "anchor group(anchors in
3.1 Steel Strength
Nsa =ESR value refer to ICC-ES ESR-3814
d/ Nsa z Nsa ACl 318-08 Eq.(D-1)
Variables
=:. so ry[ln z] fi+t e.(psi]
0.23 72500
Calculations
Ns.[Ib]_
16385
Results
Ns„[b) t. +...Nsa[ib) N
1065C! ...... 4835 ......_ ......
Input data and results must be checked tor as-a me wt+h Me ex stag cana+ta ns and tar p.ausi ri ty
t
PRoriS Anchor(c)2003-2C09 HN.AG.FL h49.S„naan Hi.,s a'ng:stared Traderna x o1 HO AG.Schaan
.1111114111101.111
www.hilti.us
_.
Profis Anchor 2.7.3
Company:
Specifier: Page: 3
Address: Project:
Sub-Project I Pos.No.: 9 c.-f
Phone I Fax [
E-Mail: Dater 7/3/2017 =''
3.2 Bond Strength
/ANa
Na =NAp )W ec,Na J cp,Na rib. ACI 318-11 Eq.(D-18)
io
6 Na z Nod ACI 318-11 Table D.4.1.1
ANa =see ACI 318-11,Part D.5.5.1,Fig.RD.5.5.1(b)
ANao =(2 cNa)Z ACI 318-11 Eq.(0-20)
cNa =10 darnta..
1100 AC!318-1 t Eq.(D-21)
1
W ec,Na= 1 e n 5 1.0( _)
AC!318-11 Eq.(0-23)
I,ed,Na=0.7+0.3(cel)5 1.0 ACI 318-11 Eq.(D-25)
W cp.Na=MAX(Cn,mCa`CNac )�1.0
ac I ACI 318-i 318-11 Eq.(D-27)
Nba :a.r k•c-7<•da'hat ACI 318-11 Eq.(D-22)
Variables {{�� t }
..-.: T R c fl�atdt[ � ,n he7[tn 1 .._..., .. inlet[ ...._.._...........:::. IPS-
#
22 fp. 0.625 ._ .. S,OQt3 _ r206_8 _ _.�
...... eC1N(in1 seta[inl (int 1
Calculations
[tn.)eNa A ,,.tin` : Amy fin.1 . ap.
-- _.__ .._ . 5
__ .- -S:819 26137311.Og • .x. 04
„ . 1:70
SJ Vi W)19 ... ._ _.. ill00 .....:.. N2b,3{ )
..<
.............
Results
Na
3 N [ Njib]
a va96 --(10— . SiblaN *to .
3.3 Concrete Breakout Strength
Neb =(;4:::)w ed;N 11,c,N tV cp,N Nb ACI 318-08 Eq.(0-4)
(p No Z Nua ACI 318-08 Eq.(0-1)
ANc see ACI 318-08,Part D.5,2.1, Fig.RD.5.2.1(b)
ANco =9 hs, ACI 318-08 Eq.(D-6),
1
W ac,N = 1 +3 tt2 eS
t 5 1.0 ACI 318-08 Eq.(0-9)
�
W ed.N =0.7+0.3 (1 '°)5 1.0 ACI 318-08 Eq.(D-11)
W ep,N =MAX( '`T'b' 1,bhef)<1,0 ACI 318-08 E
' eac Eq.(D-13)
Nb =k,x lift h1,iy ACI 318-08 Eq.(0-7)
Variables
h [itli ect a(in.] ei.;N[in_j Ce,nonfin./ �_4r cit.__
-5.006 0.000
O�C10 _#:OS70 _-,.. 100th -,M..
..._.:�. 'fib rn. m d.�: .._..,_ __ 4 (e[psi]
11.692 17
12500
Calculations
N fiz
n.1 ANr, 0 f111J 11,orlre V er.' ed,u _. .- V Ott Nb[ibl.
202,50 225.00 tobo tow (1 ,940- ,, 1.000 9503.... ........
Results
Nce[ibj ,b e Ncc(ib) Nua[Ib[
80411 0 0 5226 4835 _.
Input data and results must as ghecked for agreerrem with tne exi_rin9 cn.. <or•s and fcr 0lausioi,ty!
PROFIS Anchor(c)2003-2:09 Hilt:AG,FL-9494 Scuaan HIV is a registered Trademark of r.ti€ti AS.Schaan
Mi i CALCULATION SHEET
SUB
rec: PacTrust Business Center-Bldg.I DATE: Jul-17 ,oero. 17-0192
S-RUC?URAL E,,GINEE RS
Wall Anchorage E-W rY 5'EEr: 2.5
Wall Anchorage E-W
Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13
dwa0= 6.5 in
wwa 1= 150 pcf
ho-b= 14.25 ft
Wp= 1158 plf
hp= 0 ft
4= 110 ft (Minimum Diaphragm Length)
k,=1+Lf/100= 2.1 (ASCE 41-13,Eq.7-11) 4
use k,= 2 (k,max=2)
za= 28.5 ft Fp,roof
t (Height of Anchorage)
kh=1/3(1+2 (za/hn))= 1
(ASCE 41-13,Eq.7-12)
BSE-1E hazard level(Life Safety)
Sx'= 0.46 g (See Attached USGS Report)
X= 1.30 (ASCE 41-13,Tbl 7-2) h = 28.5 ft
Fp=0.4 Sxs kakh X Wp= 549 plf (ASCE 41-13,Eq.7-9)
Fp,m1n=0.2 ka X14/9= 602 plf (ASCE 41-13,Eq.7-10)
BSE-2E h tarn level(Collapse Prevention)
S. 0.87 g ---•*.
(See Attached USGS Report)
X= 1.00 (ASCE 41-13,Tbl 7-2)
Fp=0.4 Sxs k,kh X Wp= 806 plf (ASCE 41-13,Eq.7-9)
Fp,„,;„=0.2 k,X Wp= 463 plf (ASCE 41-13,Eq.7-10)
Fp max= 806 plf
J= 2 (ASCE 41-13,Section 7.5.2.1.2) £
C1C2= 1 (ASCE 41-13,Tbl 7-3)
Anchor spacing(s)= 8 ft
QUF=(Fp roax's)/C1C2 J= 3223 lbf {ASCE 41-13,Eq.7-35)
Holdown (Member t): HDU2-5DS2.5(3")
Number of Holdowns: 2
Kf= 1.40 (Strength Conversion Factor-ESR-2330)
F,ofdown= 2 x 3075 lbf= 6150 lbf (Simpson Strong Tie)
Qct=Fholdown x'Kf= 8610 lbf Qa. > QUF O.K. (ASCE 41-13,Eq. 7-37)
DCR= 0.37 (Demand Capactiy Ratio)
jUse: HDU2-SD52.5 EA Side at 8 ft O.C. I
Anchor Embedment:
J= 1
Qur=(Fp max#s)/C1Cz J= 6446.7 lbf = 1 (Ultimate Strength)
Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf
(Profis)
Min Embedment= 5 in (Profis) Bond Strength(Nag)= 12127 lbf
(Profis)
Breakout Strength(Ncbg)= 10787 lbf <---QcI (Profis)
QCL > QUF O.K.
1 Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.6
Min Embedment 5" (See attached Profis Calcualtion for Threaded Rod in Concrete)
11� II
+www hliti.us Profis Anchor 2.7.3
Company: Page: 1
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: j Date: 7/3/2017
E-Mail:
Specifier's comments:
p . -1: ___... .__ .... ... _
1 Input dataowl ity-ssars
..
Anchor type and diameter: HIT-RE 500 V3+HAS 5/8
Effective embedment depth: he,,„Ct=5.000 in.(hernmit=-in.)
Material: 5.8
Evaluation Service Report: ESR-3814
Issued I Valid: 1/1/201711/1/2019
Proof: Design method ACI 318-14/Chem
Stand-off installation: et,=0.000 in.(no stand-off);t=0.500 in.
Anchor plate: 1„x ly x t=4.000 in.x 10.000 in.x0.500 in.;(Recommended plate thickness:not calculated
Profile: no profile
Base material: cracked concrete,2500,fc'=2500 psi;h=6.500 in.,Temp.short/long:32/32'F
Installation: hammer drilled hole,Installation condition:Dry
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Geometry[in.]&Loading[ib,'nib]
t-
r(':Z
1
r
,
,
,,
ri
,
r
i I
r
,
i
t
i Y--
,
r,-12 Q .
� ' 7
y w t&
`'
s
k, '',
Input data and results must ba checked for agraar^er±P with the ax stlr>g Ganda,arts and.at plausibility! --
PROFIS Aacner(c)2003-2009}ii It AG,FL-9494 Schoen Ht ti is a registered Tredamark of Hall AG,Schaan
iarri,
www.hilti.us Profis Anchor 2.7.3
Company:
Specifier: Page: 2
Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: ( Date: 7/3/2017
E-Mail:
2 Load case/Resulting anchor forces
Y
Load case:Design loads
,
Anchor reactions[Ibj = ;2
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force
1 3223: _
2 3223 0 0 0 .):::... . ._-V-
max.concrete compressive strain: .[yo] Tension
max.concrete compressive stress: .[psi]
resulting tension force in(x/y)=(0.000!0.000): 6447[Ib] ('
resulting compression force in(x/y)=(0.000/0.000):0[Ib]
3 Tension load
Load Nua[ib] Capacity+N [ib] Utilization =N
Steel Strength" 3223 _._ . 31 uah N n
10650 31 _..._ Status
Bond Strength"" 6447 7882 82 OK
Sustained Tension Load Bond Strength' N/A N/A N/A N/A
Concrete Breakout Strength"" 6447 7011 92 OK
"anchor having the highest loading ""anchor group(anchors in tension)
3.1 Steel Strength
N8A =ESR value refer to ICC-ES ESR-3814
Nsa z Nua ACI 318-14 Table 17.3.1.1
Variables
Ase N[in 2] to(psi]
0.2372500
Calculations Calculations
Nsa[ib]
16385
Results ( , .'.�.. 4
Nt.fIb] ........:.........„..Y N5.[lb] _...µ...,...a..,...»...R.[lb]._ ....
162$5
1�Ca50 32.23
npuf data and resutts must be checked for agreement vath the existing conoEhens aid for
PROFtS Anchor'cj 2963-2009 Huh AG FL-9494 Schwan Hi ai is a registered Trademark Rofl0 i'th IAG,Schwan
t
www.h i lti.us
: ' ' Int11611111
ss`
Profis Anchor 2.7.3
Company:
Specifier: Page 3
Address: Project:
AddI Fax: [ Sub-Project I Pos.No.: ` ,
E-Mail: Date: 7/3%2017 t18
w_ _w
3.2 Bond Strength
A _. _......:._._.
=1( y
Nag ,f�N. )
W ect.Na W ec2,Na W ed.Na W cp.Na Nba ACI 318-14 Eq.(17.4.5.1.b)
• Na3 a Nea ACt 318-14 Table 17.3.1.1
ANa =see ACt 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b)
ANao =(2 caia)2 ACI 318-14 Eq.(17.4.5.1c)
cNa =10 daTi-476.
4100 AC!318-14 Eq.(17.4.5.1d)
1
W ec,Na= (1 + e;t i 5 1.0
eN,j ACI 318-14 Eq.(17.4.5.3)
Wed,Na=0.7+0.3 (C ")51.0
)9Na ACI 318-14 Eq,(17.4.5.4b)
W cp;Na=MAX( met Nal_5.1,0
Cat 'cacl ACI 318-14 Eq.(17.4.5.5b)
Nba =Aa'Tk,c'n'da-ha, ACI 318-14 Eq.(17.4.5.2)
Variables
r Is&uacr[psi] d [in] h [in.] [psi]
2210 a of _ ca mie[in.] T k cpS[
0.625 5.000 6.000 1260
.•• ec?,N Dc.)
,. . gc2,N�l� bac in.
6.666 _._. ..�,.0.000 -11.692 —, :.:�..._ „, a„. ,..,. .
11.692 1.000
Calculations
cNa__ — [in)_
Aha[tn 2] ANao[in.2]
8.815 1)904
.W ect Na y ec2 Na W c.Na. Nba Ib
1.000 1.000 .._ , .OQD ._] . -
12370
Results
N ab] $' Na [lb] Nuk phi
12127 DASA '`8 �.
en .
3.3 Concrete Breakout Strength
rarc
Ncbg — `Ar p)W ec.N W ed,N V c.N IV cp,N Nb ACl 318-14 Eq.(17.4.2.1b)
¢ Ncbg a N,,. ACI 318-14 Table 17.3.1.1
ANa see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b)
'4Nc0 =9 het ACI 318-14 Eq.(17.4.2.1c)
1
a`ti 1+ 1'0 ACI 318-14 Eq.(17.4.2.4)
o
V ed,N =0.7+0.3 fea,ewn
11e,)5 1.0 ACI 318-14 Eq.(17.4.2.5b)
W cp.N =MAXl ca,Fri„ 1 Shat <1.0
1 c ao
— ACI 318-14 Eq.(17.4.2.1b)
Nb =kc i,a Yfa h";.` ACt 318-14 Eq.(17.4.2.2a)
Variables
_....,,., he,find ec1 N fin.] ec2.N(in] C io
5.000 0.000 0.000 V 6 N
6.000 1.000
Cac[in.] kc Xa fc(psi]
11.692 17 1.000 2500
Calculations
ANc[in.21 ANco[in.2]
271 69 225.00 _...,. _.... ....V ecl,N .. :. W ecz N 4r ea,N
1.000 • • • •
1:000 _..:.. W cp rv..._... Nb[lb]0 940 ......... 1.000
9603
Results
7a 7$7.._ r .� p, Nr [lb} Rya]ib]
to
7011 644?
Input data and results must be checked for agreement with he existing co dit ons and fop,ausib t yt
PROFtS Anchor(c)2003-2009 Hili AG- FL-94S4 Schaan Hilt,s a registered Trademark of HON AG,Schoen
. f
• ■ CALCULATION SHEET
Masi
sus,ea: PacTrust Business Center-Bld !
g• DATE; Jul-17 .,08 NO 17-0192
51,OaCryiggp,t.4Pi GBNE€Rs N-SSubdiaphragm Analysis sv,
MEET: 3.1
N-S Subdiaphragm Analysis
F9max= 806 plf
Jr 2
r2 (ASCE 41-13,Section 7.5.2.1.2)
Continuity Tie Spacing(s)= 25 ft max (ASCE 41 13,Tb!7-3)
Subdiaphragm Depth(d)= 14 ft
Aspect Ratio(s/d)= 1.786 OK
QUF=(Fp ma„'"s/2)/dC3C2 J= 360 plf (2.5 1)
(ASCE 41-13,Eq.7-35)
Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32”Ply w/10d @ 6/6/12(2x)
Nominal Unit Shear Capacity(v)= 640
plf (NDS Table 4.2A)
Cd= 1
(Duration Factor)
Qct=v/Cd= 640 plf
tUse: 14 ft long x 25 ft wide subdiaphragm 1
Qct > QUF O.K.
OCR= 0.562
Continuity Tie
F9 m.= 806 plf
J= 2
CiC2= 1
(�
Continuity Tie Spacing(s)= 25 ft (effective spacing)
"WF=(Fp max.'s)/C1C2 J= 10073 lbf Continuity Tie Force
Holdown (Member t): HDU5-5052.5(3")
Number of Holdowns: 2
Kf= 1.40 (Strength Conversion Factor-ESR-2330)
FHoldown= 2x 5645 lbf= 11290 lbf
Qct=Fhnidown*Kr= 15806 lbf (Simpson Strong Tie)
Qct > /�QUF O.K. (ASCE 41-13,Eq. 7-37)
,Use: HDUS-SDS3.5 EA Side DCR=0.637
A-1,-,5L, L.:,3E t.S 2- ='IVB
® CALCULATION SHEET
mi
SUAJECT; PacTrust Business Center-Bldg.1 SATE.. Jul-17
:c rx 17-0192
51".RUCTURAL,Err6cda€ E-W Subdiaphragm Analysis
a, 3.2
tEc?
E-W Subdiaphragm Analysis
Fp max= 806 plf
Jr 2 (ASCE 41-13,Section 7.5.2.1.2)
ClC2= 1
ContinuityTie Spacing - (ASCE 41-13,Tbl 7-3)
p g(s)- 24 ft max
Subdiaphragm Depth(d)= 25 ft
Aspect Ratio(s/d)= 0.96 OK (2.5 max)
Qua=(Fa,,,ax*s/2)/dC1C2 J= 193 plf (ASCE 41-13,Eq.7-35)
Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32"Ply w/10d @ 6/6/12(2x)
Nominal Unit Shear Capacity(v)= 640 plf (NDS Table 4.2A)
Cd 1 (Duration Factor)
Oa=v/Cd= 640 plf
jUse: 25 ft long- x 24 ft wide subdiaphragm J
QcL > Qua O.K.
DCR= 0.302
Continuity Tie
Fp max= 806 plf
J= 2
C1C2= 1
Continuity Tie Spacing(s)= 24 ft
(effective spacing)
Our=(Fp max*s)/CI C2 I= 9670 lbf Continuity Tie Force
Holdown {Member t): HDU5-5D525(3")
Number of Holdowns: 2
Kf= 1.40
(Strength Conversion Factor-ESR-2330)
Frlotdown= 2 x 5645 lbf= 11290 lbf
(Simpson Strong Tie)
Qa=Fholdown*Kf= 15806 lbf Qa >
Qua O.K. (ASCE 41-13,Eq. 7-37)
DCR=0.612
lUse: HDUS-SDS2.5 EA Side
- ter
-r-Lff &Lt..