Specifications (4) FP- u?ac X 311
• t s'o SvO
RECEIVED
NOV 08 2018.
luCIILTDYIONIG, TD11.\_;fAisPilioiN
STRUCTURAL CALCULATIONS
for
Voluntary Seismic Strengthening
Oregon Business Park 1 - Bldg 9
16550-16578 SW 72nd Avenue
Tigard, Oregon
for
Pacific Realty Associates, LP
15350 SW Sequoia Parkway, Sutie 300
Portland, Oregon 97224
by
MHP, Inc.
Structural Engineers ok u C T(1,9,4
Long Beach, California �c(iED PROFF
`v�G N E$.s`�/04,
• 4 8 P E l .-
October 10, 2018 i `/
MHP JN: 17-0192-00 t►� •� o ��
.'y 14 1 Opti
Fry D 0
EXPIRATION DATE: 12-31-18
IVHJ
STRUCTURAL ENGINEERS
CALCULATION SHEET
L101SUBJECT Voluntary Seismic Strengthening DATE: Oct-18 JOB No: 17-0192
STRUCTURAL ENGINE ERS Oregon Business Park 1 - Bldg 9 BY. SHEET.
Table of Contents
Section Page No.
GENERAL
Scope of Work 1.1
USGS Summary Report(BSE-1E) 1.2
USGS Summary Report(BSE-2E) 1.3
STRUCTURE DESIGN:
Wall Anchorage N-S 2.1
Hilti Anchor Check 2.2 2.4
Wall Anchorage E-W 2.5
Hilti Anchor Check 2.6 2.8
N-S Subdiaphragm Analysis 3.1
E-W Subdiaphragm Analysis 3.2
•
CALCULATION SHEET
SUBJECT` Voluntary Seismic Strengthening_ DATE Oct-18 JOB NO. 17-0192
STRUCTURAL ENG I NE E RS Oregon Business Park 1 -Bldg 9 BY SHEET: 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]
10/10/2018 Design Maps Summary Report /
'111-t USGS Design Maps Summary Report
User-Specified Input
Building Code Reference Document ASCE 41 Retrofit Standard, BSE-1E
(which utilizes USES hazard data available in 2008)
Site Coordinates 45.40185°N-13, 122.74618°W
Site Soil Classification Site Class D _Rs
"Stiff Soil"
Berton. ,
r t
i
10� Tigdr( , a )- I�, Lif swegott
£
9�t, ,
iii
r' s
4"
Slr ►ct {f
r/
Oregon City
Neuuberc� _ . `
USGS-Provided Output
Sxssse-ie
Ss,201so 0<291 g 0.456 g
5i,20150 0.109 g Sxi,ose-1E 0.258 g
Hortrant.tI Peet ram VerticalSpectrum
4
,,iii
,,In
.,lei tO, ±,,{„ ube 0'4, its, Lai la+, Ip, 7H21, 14, LU, 144 e.
Period,.i.(,4CC) Periiid,
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.
haps://prod02-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=
10/10/2018 Design Maps Summary Report / '3
ill
• "(ffi USGS Design Maps Summary Report
User-Specified Input
Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-2E
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.40185°N, 122.74618°W
Site Soil Classification Site Class D - "Stiff Soil"
Beaverton
ii k.°
10
Ti g a rct.--
i' , L ak Oswego
' •:•,411:0::''':.k ''
'11,4 ta tin
4,, shenmiod ,..
z;" • ,;;:-;.,,r.: -,
Ore9on City
tqew he ra -,,Leotti„,,,,z,
USGS-Provided Output
S,,,i„ 0.703 g Sxs,BsE.,„ 0.870 g
0.306 g Sxi,BsE-zE 0.547 g
Horizon lat Spectrum V.ertleat S pectrum
itlad
( 4 9 'Mir
di rr 4, '
I Or "•” r
ill
OM
tIff, 110,
'tried,T 4mx) Perixt,T bre)
,...
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.-iTtatter knowledge,
https://prod01-earthquake.cr.usgs.govidesignmapsiusisummary.php?template=minirnal&tatitude=45.4018468,1ongitude=-122.746177&siteclass=3&risk... 1/1
A
MI 1111
SUBJECT' Oregon Business Park 1-Bldg 9 DATE. Oct-18 ,oR NCo:LCULATION SHEET 17-0192
STRUCTURAL ENGINEERS Wall Anchorage N-S RY, SHEET: 2.1
Wall Anchorage N-S
Basic Performance Objective of Existing Buildings(BPOE)per ASCE-41-13
dwa11= 5.5 in
wwa1 = 150 pcf
hull's 9 ft —r
W„= 619 plf h„= 0 ft
Lf= 100 ft (Minimum Diaphragm Length) _` _
/4
ka=1+14/100= 2 (ASCE 41-13,Eq.7-11) ♦ \
use k,= 2 (ka max=2) F0,005
za= 18 ft (Height of Anchorage) -_I,,
kh=1/3(1+2*(za/h„))= 1 (ASCE 41-13,Eq.7-12)
BSE-1E hazard level(Life Safety) _„.1.
S,5= 0.46 g (See Attached USGS Report)
X= 1.30 (ASCE 41-13,Tbl 7-2) h,= 18 ft
F0=0.4 Sus kak,X Wp= 296 plf (ASCE 41-13,Eq.7-9) —+
FP,„;„=0,2 k,X W,= 322 pif (ASCE 41-13,Eq.7-10)
BSE-2E hazard level(Collapse Prevention) _*
S,,= 0.87 g (See Attached USGS Report)
X= 1.00 (ASCE 41-13,Tbl 7-2)
Fp=0.4 Sos kakh X WI,= 431 plf (ASCE 41-13,Eq.7-9)
F,,,,,,,=0.2 ka X W0= 248 plf (ASCE 41-13,Eq.7-10)
•
FP,„„= 431 pif /\
J= 2 (ASCE 41-13,Section 7.5.2.1.2)
C1C2= 1 (ASCE 41-13,Tbl 7-3)
Anchor spacing(s)= 8 ft
Our=(F,,, $)/C5C2 J= 1723 lbf (ASCE 41-13,Eq.7-35)
Holdown (Member t): HDU2-SDS2.5(3")
Number of Hoidowns: 2
Kf= 1.40 (Strength Conversion Factor-ESR-2330)
FHotdown= 2 x 3075 lbf= 6150 lbf (Simpson Strong Tie)
Ctci=Fl,aih„w„*KI = 8610 tbf QCL > QuF O.K. (ASCE 41-13,Eq. 7-37)
DCR= 0.2 (Demand Capactiy Ratio)
Use: HDU2-SD52.5 EA Side at 8 ft O.C.
Anchor Embedment:
J= 1
QUr=(Fp max*s)/CLC9 J= 3445 Ibf 4= 1 (Ultimate Strength)
Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf (Profis)
Min Embedment= 4 in (Profis) Bond Strength(Nag)= 10128 lbf <---Governs (Profis)
Breakout Strength(Ncbg)= 10271 lbf (Profis)
QCL > QuE O.K.
Use: 5/8”Dia.with HIT-RE 500 V3 Epoxy DCR= 0.34
Min Embedment 4" (See attached Profis Caicualtion for Threaded Rod in Concrete)
MII1.91"I 2 2
www.hiltl.usProfis Anchor 2.7.3
Company: Page: 1
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phoned Fax: I Date: 10/10/2018
E-Mail:
Specifier's comments:yj�
...,.Wy�xr c A ,N_c1 ,,.' —
1 Input data 411,Art tis
Anchor type and diameter: HIT-RE 500 V3+HAS 5/8 „,„
Effective embedment depth: har,act=4.000 in.(he1,u,ait=-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: e,=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,fo'=2500 psi;h=5.500 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,in.ib]
z
t
co .,..„.4
,.-----'"r- - , ,. 2 -"c„.";o.s
--- _.-�- ,,,,44111!,,02.,",‘-'7,1,4``,V-a,.. , 3 _._,,..-. h
,,,,;„ , -----:::1
F
(:::::(
a
V
n,
•:P ..'X
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor(c 12003-2009 HIM AG,FL-9494 Schwan Hilti Isa registered Trademark of Hilt,AG,Schwan
M1`T1
www.hilti.us Profis Anchor 2.7.3
Company: Page: 2
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: l Date: 10/10/2018
E-Mail:
2 Load case/Resulting anchor forces
Load case:Design loads
2
Anchor reactions[Ib]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 1723 0 0 0
2 1723 0 0 0 x
max.concrete compressive strain: -[%QJ Tension
max.concrete compressive stress: •[psi]
resulting tension force in(x/y)=(0.000/0.000): 3445[Ib]
resulting compression force in(x/y)=(0.000/0.000):0[ib]
0 1
3 Tension load
T Load N„a[Ib] Capacity$Nn[ib] Utilization(pm=N„,/4.N, Status
Steel Strength* 1723 10650 17 OK
Bond Strength** 3445 6583 53 OK
Sustained Tension Load Bond Strength* N/A N/A N/A N/A
Concrete Breakout Strength"* 3445 6676 52 OK'
*anchor having the highest loading **anchor group(anchors in tension)
3.1 Steel Strength
Nae =ESR value refer to ICC-ES ESR-3814
4, N.z N„a ACI 318-14 Table 17.3.1.1
Variables
Ase,N tin Z] fute[psi]
0,23 ""720 .__
Calculations
N.[Ib]
16385
Results
N.[lb] to 4, N5B:[lb] Nua[Ib]
1J 63$5 " 0 10650 1723
(1 -
Input data and results must be checked for agreement with the existing conditions and for plausibility'
PROFIS Anchor(c}2003-2009 Hilti AG,FL-9494 Schwan HMI is a registered Trademark of Heti AG,Schwan
www.hiltl.us Profis Anchor 2.7.3
Company: Page: 3
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: ( Date: 10/10/2018
E-Mail:
3.2 Bond Strength
Nag =(A )W ect,Na W ee2,Ne W ed,Na W cp,Na Nee ACI 318-14 Eq.(17.4.5.1.b)
4 Nag 2 N1e ACI 318.14 Table 17:3.1.1
AN. =see ACI 318-14,Section 17,4.5.1,Fig.R 17.4.5.1(b)
ANao =(2 cN42 ACt 318-14 Eq.(17.4.5.1c)
cNa ='10 da-\11100 ACI 318-14 Eq.(17.4.5.1d)
1
tp ecNa= ( T' )
5 1.0 ACI 318-14 Eq.(17.4.5.3)
Gia
W ad,na=0.7+0.3( )5 1.0 ACI 318-14 Eq.(17.4.5.4b)
W cp,Na=°MAX(c—�'",aac-Z:)5 1.0 ACI 318-14 Eq.(17.4.5.5b)
aac
Nbe =x e'T k,c'It'da.her ACI 318-14 Eq.(17.4.5.2)
Variables
T kc,uncr[Psi] de[in.] hat[in.] Ca,min[in.] t k,e[Psi]
2210 0.625 4.000 6.000 1260
eat,N[In.] ee:N[in.] c8e[in.] 4 a
0.000 0.000 8.731v_. 1.000
Calculations
0Na fill.] ANa(In.] ANao PM W edNa
8.819 352.14 311.09 0.904
_.._.._...... w ect,Na W ec2,Na W cp,Na Nba[ib]
1.000 1.000 1.000 9896
Results
Nag[lb] Nag[lb] Nue[lb]
10128 .4fid
6583 3445
-----
4,=..1,c)
3.3 Concrete Breakout Strength
Nag =(ANa9)W ec,N W ed,N W c.N W cp,N Nb ACI 318-14 Eq.(17.4.2.(b)
¢ Nog 2 Nue ACI 318-14 Table 17.3.1.1
AN, see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b)
ANo =9 he, ACt 318-14 Eq.(17.4,2.1c)
1
W:ec,N 1+2 e. 5 1,0 ACI 318-14 Eq..(17.4.2.4)
3 het
W e" =0.7+0.3 15heC.8her/ll 5 1.0 ACI 318-14 Eq.(17.4.2.5b)
W cp.N =MAX(cac,„,i'1:5cahetl 5 1.0 ACI 318-14 Eq.(17.4:2.7b)
eC J
Nb =lc,3,;e A hej' ACI 318-14 Eq.(17.4.2.2a)
Variables
No[in.] eci,N[in.] eC2,N[in.] Gamin[in.1 W c.N
4.000 0.000 0.000 6.000 1.000
nee fin.] Ice X a fe.[psi]
8.731 17 1.000 2500.
Calculations
z
AN,[In 2] Angio[in:] W eciN ........_ W ac2.n W ed.n W cp N ... Nb[lb]
217.50 144.00 1.000 1.000 1.000 1.000 6800___.
Results
Nog[lb] 4,c,ncre= Nwg[ib[ Nee[lb]
1027 r .Y.--,4 6676 3445
ii I..Q
Input date and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor('c)2003.2009 Huth AG,FL-9494 Schaan tbltt is a registered Trademark of Hilli AG,Schwan
ALCULATION SHEET
MEI :011
SUBJECT. Oregon Business Park 1-Bldg 9 DATE. Oct-18 LOB noC: 17-0192
STRUCTURAL.ENGINEERS Wall Anchorage E-W Be SHEET. 2.5
Wall Anchorage E-W
Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13
dwau= 5.5 in
wwaB= 150 pcf
hfrlb= 9 ft —►
Wp= 619 plf hr,= 0 ft
Lf= 197 ft (Minimum Diaphragm Length) —+<..4_
k,=1+Lf/100= 2.97 (ASCE 41-13,Eq.7-11) ♦ \
use k,= 2 (k,max=2) Fp,roof
za= 18 ft (Height of Anchorage) I.
kh=1/3(1+2*(za/hn))= 1 (ASCE 41-13,Eq.7-12)
BSE-1E hazard level(Life Safety) ._-_i.
S,,= 0.46 g (See Attached USGS Report)
X= 1.30 (ASCE 41-13,Tbi 7-2) ha= 18 ft
Fp=0.4 S55 k,kh X Wp= 296 plf (ASCE 41-13,Eq.7-9)
Fp,min=0.2 ka X Wp= 322 plf (ASCE 41-13,Eq.7-10)
BSE-2E hazard level(Collapse Prevention) _Ip,
S,,,= 0.87 g (See Attached USGS Report)
X= 1.00 (ASCE 41-13,Tbl 7-2)
Fp=0.4 S55 kakh X Wp= 431 plf (ASCE 41-13,Eq.7-9) _0
Fp,,mn=0.2 ka X Wp= 248 Of (ASCE 41-13,Eq.7-10)
Fpma,= 431 plf
J= 2 (ASCE 41-13,Section 7.5.2.1.2)
C1C2= 1 (ASCE 41-13,Tbl 7-3)
Anchor spacing(s)= 6 ft
QuF=(Fpma,*s)/C1C2 J= 1292 Ibf (ASCE 41-13,Eq.7-35)
Holdown (Membert): HDU5-SD52.5(3")
Number of Holdowns: 1
Kf= 1.40 (Strength Conversion Factor-IAPMO ER-0130)
Flloldown= 1x 5645 Ibf= 5645 Ibf (Simpson Strong Tie)
Qcl=Fholdown*Kr= 7903 Ibf Oa > QuF O.K. (ASCE 41-13,Eq. 7-37)
OCR= 0.16 (Demand Capactiy Ratio)
Use: HDU5-SDS2.5 at 6 ft 0.C.
Anchor Embedment:
J= 1
OW=(Fp maK*s)/C1C2.1= 2583.9 Ibf Q,= 1 (Ultimate Strength)
Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 Ibf (Profis)
Min Embedment= 4 in (Profis) Bond Strength(Nag)= 7517 ibf (Profis)
Breakout Strength(Ncbg)= 6800 Ibf <---QcI (Profis)
Qct > QuF O.K.
Use: 5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.38
Min Embedment 4" (See attached Profis Calcualtion for Threaded Rod in Concrete)
1011i1i.T1
www.nilti.us Profis Anchor 2.7.3
Company: Page:
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 10/10/2018
E-Mail:
Specifier's comments:
Su(s-pv,et../
1 Input data
Anchor type and diameter: HIT-RE 500 V3+HAS 5!8
het,ectEffective embedment depth: -4.000 in.(he!km!
Material: 5.8
Evaluation Service Report: ESR-3814
Issued I Valid: 1/1/2017 1/1/2019
Proof: Design method ACI 318-14/Chem
Stand-off installation: (Recommended plate thickness:not calculated)
Profile: no profile
Base material: cracked concrete,2500,f�=2500 psi;h=5.500 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,in.lb]
Y-
0
07, -" -
\, � . 1..
'
Input data and results must be checked for agreement with the existing conditions and for pleas€bi!ity!
PROFIS Anchor(c)2003-2009.Hilt'AG,FL-9494 Schwan Hilti is a registered Trademark of Hflti AG,Schwan
PUBleril
wwW.hilti,us Profis Anchor 2.7.3
Company: Page: 2
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: Date: 10/10/2018
E-Mail:
2 Load case/Resulting anchor forces
Load case:Design loads
Anchor reactions(ib]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 2584 0 0 0
max.concrete compressive strain: -(36]
max.concrete compressive stress: -
resulting tension force in(x/y)=(0.000/0.000): 0[Ib]
resulting compression force in(x/y)=(0.000/0.000):0[lb]
3 Tension load
Load N„a[Ib] Capacity'4 Nn jib] Utilization]3N=Naa/¢N„ Status
Steel Strength' �� 2584 10650 25 OK
Bond Strength** 2584 4886 53 OK
Sustained TensionLoad Bond Strength* N/A N/A N/A N/A
Concrete Breakout Strength** 2584 4420 59 OK
"anchor having the highest loading "anchor group(anchors in tension)
3.1 Steel Strength
Nsa =
ESR value refer to ICC-ES ESR-3814
4) NB,a Naa ACI 318-14 Table 17.3.1.1
Variables
AwN(in 2] [0.[psi]
0.23 72500
Calculations
Nsa[Ib]
16385
Results
Na.[ib] ._ stae Nsa[ib] Nos[Ib]
16385 _ 0 10650 2584
444,
Inputdata and results must be checked for agreement with the extshng conditions and for plausibltttyl
PROFIS Anchor(c)2003-2019 Huh AG,FL-9494 Schaan Hilti isa registered Trademark of Hill AG.Schaaf)
NIi6T1 1 b
www.hilti.us_ _ Profis Anchor 2.7.3
Company: Page: . __— 3
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 10/10/2018
E-Mail:
3.2 Bond Strength
Na (A A )W ed,Na W cp,Na Nba ACI 318-14 Eq.(17.4.5.1a)
4) Na a Nub ACI 318-14 Table 17.3.1.1
Able =see ACI 318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b)
ANee =(2 cNa)2 ACI 318-14 Eq.(17.4.5.1c)
CNa =10 dat100 ACI 318-14 Eq.(17.4.5.1d)
1
1
W.aNa= `�1 �'5 1.0 ACI 318-14 Eq.(17.4.5.3)
CNa
W ed,Na=0.7+0.3(-10 )51.0 ACI 318-14 Eq.(17.4.5.4b)
Wcp,Na=MAX( c �cbac—Na)5 1.0 ACI 318-14 Eq.(17.4.5.5b)
,c
Nba =Ae k,c•a•da•h,, ACI 318-14 Eq.(17.4.5.2)
Variables
—Y k.clancr[psi!:....: :._ ......da[in.] hat fin.] d..mu,[in.] r k,c[Psi)
2210 0.625 4.000 6.000 1260
ect.N[in.) ___ ecz.N[in.] cac[in.] A a _
0.000 0.000 8.731 1.000
Calculations
__ cf..[In.] ANa[in.2] ANao PO] W ad,Na
8.819 261.37 311,09 0.904
--1
_�ec1�Na_�— tV ec2,Na W_ 00 Nba[lb]
1.000 1.000 1,000 9896 -
Results
Na[Ib] +bond 4) Na[lb] Nua[lb]
7517 •. 5 4886 2584
"'' 4 e(,V
3.3 Concrete Breakout Strength
Ncb (Nco)W ed,N W c;N W cp.N Nb ACI 318-14 Eq.(17.4.2.1a)
4, Nth Z Nua ACI 318-14 Table 17.3.1.1
ANc see ACt 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b)
ANoo =911,20 ACI 318-14 Eq.(17.4,2.1c)
1
W 00,4 = 1 +2 eN)S1.0 ACI 318-14 Eq.(17.4.2.4)
W ed,N=0.7+0.3 ca'n""(1,5h0)5 1.0 ACI 318-14 Eq.(17.4.2.5b)
W cp,N=MAX(ca=mm, C4,5het)5 1.0' ACI 318-14 Eq.(17.4.2•7b)
Cac ac J
Nb =ke.X a IX IV ACI 318-14 Eq.(17.4.2.2a)
Variables
he[In.] eel. 000
N[in.] e+;z:N[111.1 c5.a,,n(in.] W c,N
4.000 0.000 0.000 –670-0----1.06-0---
can[i
.000_--_.__cacCi1
n. kn A a fc[psi)
—031 — 17 1.000 2500 -
Calculations
AN,[in.2] ANc0[in.21 — ----Koct:N__.._ - -W ao2,N W ad,N _ W cp,N Nb[lb] —
144.00_...__. 144.00 1.000 1.000 � 1.000 _ ___. 1.000 6800
Results
Ncb[lb] no, _—W__� 4.-N�b[lb] Nva[lb]
__'— 0 0 4420 2584
4,Q
Input data and results must be checked for agreement with the existing conditions and for plausibility!
PROFIS Anchor I c)2003-2009 Hun AG,Ft-9494 Schaan Hutt is a registered Trademark of Hit AG,Schaan
CALCULATION SHEET
SUBJECT: Oregon Business Park 1-Bldg 9 DATE: Oct-18 JOB NO: 17-0192
STRUCTURAL E'JOIN Wit N-S Subdiaphragm Analysis RV: SHEET: 3.1
N-S Subdiaphragm Analysis
Fp max= 431 plf
1= 2 (ASCE 41-13,Section 7.5.2.1.2)
C1C2= 1 (ASCE 41-13,Tbl 7-3)
Continuity Tie Spacing(s)= 24 ft
Subdiaphragm Depth(d)= 24 ft
Aspect Ratio(s/d)= 1 OK (2.5 max)
QuF=(Fp max*s/2)/dC1C2 J= 108 plf (ASCE 41-13,Eq.7-35)
Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32"Ply w/10d q_a 6/6/12(2x)
Nominal Unit Shear Capacity(v)= 640 plf (NDS Table 4.2A)
Cd= 1 (Duration Factor)
QCt=v/Cd= 640 plf
Use: 24 ft long x 24 ft wide subdiaphragm
Qct > Our O.K.
DCR= 0.168
Continuity Tie
Fp max= 431 plf
1= 2
C1C2= 1
Continuity Tie Spacing(s)= 24 ft (effective spacing)
QuF=(Fp..ss)/C1C2 J= 5168 lbf Continuity Tie Force
Holdown (Member t): HDUS-SDS2.5(3")
Number of Holdowns: 2
Kf= 1,40 (Strength Conversion Factor-ESR-2330)
FHQJdown= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie)
Qct=Fholdown*KF= 15806 Ibf Qn > QuF O.K. (ASCE 41-13,Eq. 7-37)
DCR=0.327
Use: HDUS-SDS2.5 EA Side
CALCULATION SHEET
SUBJECT: Oregon Business Park 1-Bldg 9 WE Oct-18 JOB Not 17-0192
STRUCTURAL ENGINEERS E-W Subdiaphragm Analysis Rv: SHEET: 3.2
E-W Subdiaphragm Analysis
Fp mak= 431 plf
Jr 2 (ASCE 41-13,Section 7.5.2.1.2)
C1C2= 1 (ASCE 41-13,Tbl 7-3)
Continuity Tie Spacing(s)= 24.58 ft
Subdiaphragm Depth(d)= 11.25 ft
Aspect Ratio(s/d)= 2.185 OK (2.5 max)
QUF=(Fp..*s/2)/dC1C2 J= 235 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)
Oca=v/Cd= 640 plf
[Use: 11.25 ft long x 24.6 ft wide subdiaphragm
`ACL > QUF O.K.
DCR= 0.368
Continuity Tie
Fp mzx= 431 plf
1= 2
C1C2= 1
Continuity Tie Spacing(s)= 24.58 ft (effective spacing)
QUF=(Fp",„„*s)/C1C2 J= 5293 lbf Continuity Tie Force
Holdown (Member t): HDU5-SDS2.5(3")
Number of Holdowns: 2
Kf= 1.40 (Strength Conversion Factor-ESR-2330)
FHoldow"= 2 x 5645 Ibf= 11290 lbf (Simpson Strong Tie)
`ACL=Fholdown*Kf = 15806 Ibf Q,CL > `WF O.K. (ASCE 41-13,Eq. 7-37)
DCR=0.335
Use: HDUS-SDS2.5 EA Side