Specifications (39) /15t( /l /7-53
1 �6 O �u 72 13/o
RECEIVED
JUL 18 2017
CITY OF TIGARD
BUILDING DIVISION
STRUCTURAL CALCULATIONS
for
Voluntary Seismic Strengthening
Oregon Business Park 1 - Bldg 10
16600-16640 SW 72nd Avenue
Tigard, Oregon
for
Pacific Realty Associates, LP
15350 SW Sequoia Parkway, Sutie 300
Portland, Oregon 97224
by
MHP, Inc.
Structural Engineers c°r
Long Beach, California 1'xr,~ 4
48PE „-
June16, 2017
MHP JN; 17-0192-00 f
"? . \ N
H D
I EXPIRATION DATE: 12-31-18
mi
STRUCTURAL ENGINEERS
CALCULATION SHEET
MINI :al $uNecT Voluntary Seismic Strengthening
DATE Jun-17 JOB NO. _17-0192
STRUCTURAL ENGINEERS _.._... _..... Oregon Business Park 1 -Bldg10
...... 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 ----------- .— ---.,
Hilti Anchor Check --- --.- . .._ ----------- 2.2-2.4
Wall Anchorage E-W-- „w— ------- 2.5
Hilti Anchor Check ------------ .:_— :.. .. -----__ 2.6 2.8
N-S Subdiaphragm Analysis-_-- ___.-— _ 3.1
E-W Subdiaphragm Analysis 3.2
Pilaster Anchorage ----------------------- x_ :4.1 -4.2
CALCULATION SHEET
Milil!!rl soilEcT Voluntary Seismic Strengthening DA-EJun-17 JOB NO. 17-0192
STRUCTURAL ENS, ERS Oregon Business Park 1 Bldg 10 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]
_ o;wtu"ir uesign maps summary rceport
Gs.MUS Design Maps Summary Report it I
_ User-Specified Input
Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-1E
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.40074°N, 122.74758°W
Site Soil Classification Site Class D - "Stiff Soil"
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USGS—Provided Output
Ss,20/50 0.291 g Sxs,B5E-1E 0.456 g
51,20/50 0.109 g Sx1,BSE-1E 0.258 g
Horizon tot Spectrum Vet tica spettrurn
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httpsi//earthquake.usgs.gov/cn1/designmaps/us/sum m ary.php?template=mini mal&latitude=45.400739&longi tude=-122.747582&siteclass=3&ri skcategory=-1&ed... 1/1
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ueslgn maps summary rceporc
ed
Design Maps Summary Report
WIJSGS
User-Specified Input
•
Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-2E
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.40074°N, 122.74758°W
Site Soil Classification Site Class D - "Stiff Soil"
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USGS-Provided Output
55,5150 0.703 g SXS,BSE-2E 0.870 g
Ss,si50 0.306 g Sxt,13SE-2E 0.547 g
Horizontd Spee:trum
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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.
httpsJ/earthquake.usgs.gov/cn1 designmaps/us/summary.php7template=minimal&latitude=45.400739&longitude=-122.747582&siteclass=3&riskcategory=-1&ed... 1/1
menia
SUBJECT: Oregon Business Park 1-Bldg 10 PATE: Jun-17 lotsnto CALCULATION SHEET 17-0192
szxucruhnf ENG WEBS Wall Anchorage N-S ®y.
SHEET 2.1
Wall Anchorage N-S
Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13
dwau= 6 in
wwau= 150 pcf
htrib= 13 ft
Wp= 975 plf hp= O ft
if. 505 ft (Minimum Diaphragm Length)
ka=1+if/100= 6.05 (ASCE 41-13,Eq.7-11) 141
*--
use k,= 2 (ka max=2)
F.,-..f
Za= 26 ft (Height of Anchorage)
kh=1/3(1+2*(Za/h„))= 1 (ASCE 41-13,Eq,7-12)
85E-1E-hazard level(Life Safety)
S.,= 0.46 g (See Attached USGS Report)
X= 1.30 (ASCE 41-13,Tbl 7-2) hp= 26 ft
Fp=0.4 Sp$kakh X Wp= 462 psf (ASCE 41-13,Eq.7-9)
Fp,mtn=0.2 ka X Wp= 507 psf (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 Sps kakh X Wp= 679 psf (ASCE 41-13,Eq.7-9)
Fp,mtn=0.2 ka X W,,= 390 psf (ASCE 41-13,Eq.7-10)
Fp max= 679 plf
J= 2 (ASCE 41-13,Section 7.5.2.1.2)
CiC2= 1 (ASCE 41-13,Tbl 7-3)
Anchor spacing(s)= 8 ft
QUF=(Fp max*s)/C1C2 J= 2714 lbf (ASCE 41-13,Eq.7-35)
Holdown (Member t): HDU2-5D52.5(3")
Number of Holdowns: 2
Cd= 1.6 (Duraton Factor)
0= 0.65 (NDS Table N2)
Kf=2.16/O 3.32 (Strength Conversion Factor-NDS Table N1)
FHoidown= 2 x 3075 Ibf= 6150 lbf (Simpson Strong Tie)
QC1=Fholdown*Kf/Cd= 12773 lbf Q1 > Our O.K. (ASCE 41-13,Eq. 7-37)
DCR= 0.21 (Demand Capactiy Ratio)
Use: HDU2-SDS2.5 EA Side at 8 ft O.C.
Anchor Embedment:
1= 1
QUF=(Fp max*s)/C1C21= 5429 lbf 0= 1 (Ultimate Strength)
Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf
(Profis)
Min Embedment= 4.5 in (Profis) Bond Strength(Nag)= 11154 lbf (Profis)
Breakout Strength(Ncbg)= 10494 lbf <---Qcl (Profis)
Qa > Our O.K.
Use. 5/8"Dia:with HIT-RE 500 V3 Epoxy DCR= 0.52
Min Embedment 4.5" (See attached Profis Calcualtion for Threaded Rod in Concrete)
11
www.hiiti.us
Company:
Profis Anchor 2.7.3
Specifier: Page1
Address: Project:
Phone I Fax: Sub-Project I Pos.No.:
E-Mail: I Date: 6/14/2017 '
Specifier's comments:
1 Input data
44ant,mums.
Anchor type and diameter: HIT-RE 500 V3+HAS 5/8
Effective embedment depth: hef,xt=4.500 in.(hef,gm;1=-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: eb=0.000 in.(no stand-off);t=0.500 in,
Anchor plate: lx x ly x t=4.000 in.x 10.000 in.x 0.500 in.;(Recommended plate thickness:not calculated
Profile: no profile
Base material: cracked concrete,2500,ft'=2500 psi;h=6.000 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(lb,'nib]
t
t
r
i
i
t
t
r;)t
i.
1'
n
i
t
7
04,4
YAµ
1 0 10 ,.....040—
-A"'co ..�!".r'�'"raw t 4 �`- .4'
^-k- / x
i
v
X
npot data and reVElts r a st hr, .harken fry agrxamer•t with the lxistin _.
PRtFIS Anchor(c)2003-2009 H ItAG.FL-9494 Schaan Hdti is a regisipdred t ademark oluI tlhi IAG.Schaan
. arneiliwir•ii
www.hilti.us Profis Anchor 2.7.3
Company:
Specifier: Page, 2
Address: Project:
Sub-Project 1 Pos.No.: 2,
Phone I Fax: I Date: 6/14/2017
E-Mail:
2 Load case/Resulting anchor forces
Load case:Design loads ,1
I
f 1' j
Anchor reactions[lb] i,!2
Tension force:(+Tension Compression) I 3
I
Anchor Tension force Shear force Shear force x _Shear force y_
2715 0 0, e., . .m..0
t)
2 2715 0I l bt. i
..�._.. C
max.concrete compressive strain: Tension
max.concrete compressive stress: -[psi]
resulting tension force in(x/y)=(0.000/0.000): 5429[Ib]
resulting compression force in(x/y)=(0.00010.000):0[lb]
^V
i 1
3 Tension load
. Load N,,,fib] Capacity 4,Najib] Utilization N=Nua/ N Status
Steel Strength* _ --=--- 2715 -----
_ ,...�.m..:...M.._. 10._. :: _
10650 26 _OK .-......��.
Bond Strength** 5429 7250 75 OK
Sustained Tension Load Bond Strength* N/A N/A N/A N/A
Concrete Breakout Strength** 5429 6821 80 OK
*anchor having the highest loading **anchor group(anchors in tension)
3.1 Steel Strength
Nsa =ESR value refer to ICC-ES ESR-3814
t Nsa a Nua ACI 318-14 Table 17.3.1.1
Variables
z
.Ass N jin l_ ., fate[psi]
0.23 72500
Calculations
Nsa[Ib]
------ib-da-8---
Results
Nsa[lb] _._..,...._ ..) f •_._....a...,.�m ..,Wea Pi �......._._..... Nee b]�... . ...
105 10650 2715
Input data and results must be checked for agreement vette Me mosung ccrditmons and for plaus,Ntity
PROFES Anchor(c)2003-2009 Heti AG,FL-9494 Schaan Nati e a registered Trademark of Hilti AG.Scheer
111
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Company:
Page: 3
Specifier: Project:
Address: Sub-Project I Pos.No.:
Phone I Fax: i Date: 6/14/2017 £
E-Mail:
3.2 Bond Strength
Nag = (-;-:-4-4-)aitnW act,Na V ec2.Ne V ed,N,V cp,Ne Nbe ACI 318-14 Eq.(17.4.5.1.b)
4) Nag Nua 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)
A),° =(2 cNa)2 ACI 318-14 Eq.(17.4.5.1c)
cN„. =10 da ,' ACt 318-14 Eq.(17.4.5.1d)
X01?
1
W ec.Na= 1 + eN l 5 1.0 ACI 318-14 Eq.(17.4.5.3)
CN.
W ed,Na=0.7+0.3(ce )51.0 ACI 318-14 Eq.(17.4.5.4b)
W cp,Na=MAX(ce' t, )5 1.0 ACI 318-14 Eq.(17.4.5.5b)
r+72e cat//
Nb. =)•a•T k.z'ft'd,•haf ACI 318-14 Eq.(17.4.5.2)
Variables
..:: T b ,(psi d,tin-) :w . r[in.[ ,m ( J T�.�
2214 s:s25: ---- 4'a5"..c0ow.'_._-` ..__ :;kb-0 60
e"�fiin[ . ,: ee,ea ito J cac[in,] 1,
O.p00 . .07000 1 941.030'
Calculations
klu fim] AN,[in 2) A [ht2j- +tw.
_,....._ ,.8.81.E 344.73 ..., x: 3.11.09 _'--- .$O4
-----4.561-1"-
. - ".. . ...._.m._!4 N41a flbj
1.000 1,000' ' Q 3 11133
Results
Ngu[lb[ + N„.[Ib] X P14
11154 7250 54N3.3 Concrete Breakout Strength§
Ncbg =(2: nl W ec,N W ed,N W c.N W cp,N Nb ACI 318-14 Eq.(17.4.2.1b)
sp No z Nua ACI 318-14 Table 17.3.1.1
ANC see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b)
ANCO =9 her ACI 318-14 Eq.(17.4.2.1c)
1
W ec,N 1 +( 2 eN s 1.0
her ACI 318-14 Eq.(17.4.2.4)
1 1
V ed,N =0.7+0.3(1 5h.)5 1.0 ACI 318-14 Eq.(17.4.2.5b)
V cp,N =MAX(C tt,1.ht)5 1.0 ACI 318-14 Eq.(17.4.2.7b)
,p c
Nb =Kc A a NIT hies ACI 318-14 Eq.(17.4.2.2a)
Variables
het(in;j,,. e ela:In l- ez2 N Un•1 1arr4[m 1 W cN:.
4.50[/ O,OO I ol000 6.000' 1.000
... --. .
co[in) k x s (c[Psi]
10.194 17~ 1,000_ 2500
Calculations
AN„.j1o7 ANc0[h 2,] _. ve?v- tU f' k r rx Nb(113)
243.84 182.25 1,U00.:... 1.000 0.967 1.000 _....,,.. ..,8114__...
Results
Nog[lb) + wpt81,, Ncap[lb] N„a[ib]
10494 #,6,t
6821 5429
1. t)
:npt.t data and rasu.is.'nest be checked for agreement With the existing conditions and for piautsibrity!
PROF€S Anchor(c)2003-2009 Hflti AG,FL-9494 Schaan Ni It us a registerea Tradarnark of Hie AG.Schaan
mi N CALCULATION SHEET
SJA!EEST Oregon Business Park 1-Bldg 10 DATE: Jun-17 106 NO 17-0192
S'RUGTURA I ENGNEE RS
Wall Anchorage E-W R.: SHEET: 2.5
Wall Anchorage E-W
Bask Performance Objective of Existing Buildings(BPOE)perASCE41-13
dwall= 6 in
w„,,d= 150 pc(
htrib= 13 ft
Wp= 975 plf
hp= 0 ft
Lt= 248 ft
(Minimum Diaphragm Length)
k,=1+L,/100= 3.48 (ASCE 41-13,Eq.7-11) <1'
use k,= 2 (k,max=2)
za- 26 ft (Height of Anchorage) F°'`°°f
kh=1/3(1+2"(z,/h„))= 1 (ASCE 41-13,Eq.7-12)
BSE-.1E hazard level41ife Safety)
Sx:-
0.46 g (See Attached USGS Report)
X= 1.30 (ASCE 41-13,Tbl 7-2) h„= 26 ft
Fp=0.4 Sos 1( 1<i,X Wp= 462 psf (ASCE 41-13,Eq.7-9)
Fp.„„,=0.2 ka X Wp= 507 psf (ASCE 41-13,Eq.7-10)
13SE-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 SDs kakh X Wp= 679 psf (ASCE 41-13,Eq.7-9)
Fp,„,;„=0.2 k,X Wp= 390 psf (ASCE 41-13,Eq.7-10)
Fp max= 679 plf
Jr 2 (ASCE 41-13,Section 7.5.2.1.2)
C'C2= 1 (ASCE 41-13,TbI 7-3)
Anchor spacing(s)= 8 ft
QUF=(Fp max*5)/C1C2 J= 2714 Ibf (ASCE 41-13,Eq.7-35)
Holdown (Member t): HDU2-5D52.5(3”)
Number of Holdowns: 2
Cd= 1.6 (Duraton Factor)
4)= 0.65 (NDS Table N2)
Kf=2.16/4) 3.32 (Strength Conversion Factor-NDS Table N1)
FNo;down= 2 x 3075 lbf= 6150 lbf (Simpson Strong Tie)
Qct=Fholdown x'Kt/Cd= 12773 lbf Qct > Qur O.K. (ASCE 41-13,Eq. 7-37)
OCR= 0.21 (Demand Capactiy Ratio)
jUse: HDU2-5052.5 EA Side at 8 ft O.C.
!!!!!!Anchor Embedment:
Jr 1
QUF=(Fp max"s)/C1C2 J= 5428.8 ibf 4= 1 (Ultimate Strength)
Anchor Diameter= 5/8 in Steel Strength(Nsa)= 16385 lbf
(Profis)
Min Embedment=
4.5 in (Profis) Bond Strength(Nag)= 11154 Ibf (Profis)
Breakout Strength(Ncbg)= 10494 lbf <---Qcl (Profis)
5/8"Dia.with HIT-RE 500 V3 Epoxy Qu > QUF O.K.
Use: DCR= 0.52
JJ Min Embedment 4.5" (See attached Profis Calcualtion for Threaded Rod in Concrete)
111
www.hilti.us
_..t__ __.....__ : Profis Anchor 2.7.3
Company:
Specifier: Page: 1
Address: Project:
Phone I Fax: Sub-Project I Pos.No.:
E-Mail: Date: 6!14!2017
Specifier's comments
VS all.7
1 Input data
4,11471
Anchor type and diameter: HIT-RE 500 V3+HAS 5/8
Effective embedment depth: hafact=4.500 in.(h in.)
arilmk=-
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: eb=0.000 in.(no stand-oft);f=0.500 In,
Anchor plate: IK x lY x t=4.000 in.x 10.000 in.x 0.500 in.;(Recommended plate thickness:not calculated
Profile: no profile
Base material: cracked concrete,2500,fe'=2500 psi;h=6.000 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 fib,in.lb]
}
jyw( f
a °
XszP v.
Input data and results must be checked for agreement with the exiating conditions and for plausbilltyl
PROFIS Anchor(c)2003-2009 Hlitt AG,R-9494 Schaan Hlfl1 is a registered Trademark of HIP AG.Schaan
. 110411Llirli
- www.hIlti.us Profis Anchor 2.7.3
Company: Page: 2
Specifier: Project:
Address: Sub-Project 1 Pos.No.,
Phone I Fax: I Date: 6/14/2017 1-1
E-Mail:
2 Load case/Resulting anchor forces
A Y
Load case:Design loads
t 2
Anchor reactions fib]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 2715 0 0 0
2 2715 0 0 0
Tension
max.concrete compressive strain: -EL)
max.concrete compressive stress: -[psi]
resulting tension force in(x/y)=(0.000/0.000): 5429[lb]
resulting compression force in(x/y)=(0.000/0.000):0[lb]
0 1
3 Tension load
Load N,,„fib] Capacity+N.tib] Utilization iho=N.J4,N. Status
Siiir8Fitie 2715 10-5.-50-- —– -21—
Bond Strength.' 5429 7250 75 OK
Sustained Tension Load Bond Strength* N/A N/A N/A N/A
Concrete Breakout Strength** 5429 6821 80 OF<
*anchor having the highest loading **anchor group(anchors in tension)
3.1 Steel Strength
=ESR value refer to 1CC-ES ESR-3814
+ NI,„ N.,, ACI 318-14 Table 17.3.1.1
Variables
AwN[in.2] fula[psi)
0.23 72500
Calculations
N,.[lb]
Results
Results
N5.[lb) , 1 • N,a[lb] Nt„,fib)
15385 0 if) 10660 2715
of-1,0
,... ....... .„.„,___ .,........... _
Input data and re%ulte nod be checked for agreement with the existing conothons end for plausibility!
PROF,S,Anchor(c)201)34009 Huh AG,PL-9404 Schaan Hilt',s a registered Tradernark of RIO AG,Schaan
•
' ii
www-hilti,us
—_..._..._, .. :._.. _ Profis Anchor 2.7.3
Company:
Specifier: Page: 3
Address: Project:
Sub-Project I Pos.No.:
Phone I Fax. ( Date: 6/14/2017
E-Mail:
3.2 Bond Strength
(A0 .044)
A
Neg =1A )W ec1,Na V ecZNe W ed,Na W ce,Na Nba AC1318-14 Eq.(17.4.5.1.b)
Nag >N„a /// ACI 318-14 Table 17.3.1.1
ANa =see AC!318-14,Section 17.4.5.1,Fig.R 17.4.5.1(b)
ANaO =(2 chief AC!318-14 Eq.(17.4.5.1c)
cNe =10 da .
.1100: ACI 318-14 Eq.(17.4.5.1d)
W ec.Na= (1 + eN)5 1.0 ACI 318-14 Eq.(17.4.5.3)
CNa
W ed,Na=0.7+0.3 5 1.0 ACI 318-14 Eq.(17.4.5.4b)
W cv,Na=MAX( ',CNa)5 1.0 ACI 318-14 Eq.(17.4.5.5b)
ac ec
Nba =X.•T k,c'rz'da•het ACI 318-14 Eq.(17.4.5.2)
Variables
t. � CPA d8[In.) hot[In.] EPS11
2210 0.625 4700 6.0 'k80 `W.
eel,N[in.) _ e421 fin.) c [in.) ?,_,
0.0'0 0:000 10.194 1.008
Calculations
Cn.) ANe[in.21 Ar to[ie- 4+edNe
8.819 —W.7:3- 311.09 0.9 # _
ty amoa N.
». �, Vftee2t�... «,ktt Nb.
1,000 1.00 .100 11133`
Results
N flb]1154 + [lb) Nua lib]
r �« 544
3.3 Concrete Breakout Sire sth
Ncbg =(:::14-74)!W ec,N V ed,N W c,N�1 cv,N Nb ACI 318-14 Eq.(17.4.2.1b)
N z Nua ! 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)
ANcO =9 hBt AC1318-14 Eq.(17.4.2.1c)
1
V ec,N 1 +2 et. 5 1.0 ACI 318-14 Eq.(17.4.2.4)
3_hei
W ee,N =0.7+0.3�1- 5 'ner)s 1.0 ACI 318-14 Eq.(17.4.2.5b)
W cp.N =MAX(OarMn 1.5h f)c 1.0
cc coe
ACI 318-14 Eq.(17.4.2.7b)
Nb =kc?,a VC Weis AC!318-14 Eq.(17.4.2.2a)
Variables
h_ in. Pm] d2,N[ ).
4:500 e0 00 j �0.000yy C [in.]
�w ,,. -..., ,000: 1.000 .__.... ..
caa[ink....., rlg. la fa* fpsij
10,194 '17 1.000 2500
Calculations
.. ........._.Aug[in-2[. _. Awe[iri,2). .-.V e 1 NV 2 fa_ IAN
243.84 182.E 1,[1t1U _�_-..,„...... .. _....��__._.__._. ._._
,OOO 0.967 1100
Results
N't,0 fib!...._...._ . ff:._., w. 4.Nc [1b] N [13110494 0.�`' 68215429
Input data aid etmulta mull be checked dot 1619Mtnent w;th the existing conditions.aotl for olaustbtay! __.—_
PROM Ancktor I c)24003.2009 Hdti AG,FL-7494 Schaan Hilti is a registered trademark of Huh AG,Schaal-
CALCULATION SHEET
MEI ® EUB,EL': Oregon Business Park 1-Bldg10
DATE a Jun 17 JOB NO: 17-0192
STRUCTURAL ENGINEERS N-S Subdiaphragm Analysis BY SHEET: 3.1
N-S Subdiaphragm Analysis
Fp ma.= 679 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)= 31 ft
Aspect Ratio(s/d)= 0.774 OK (2.5 max)
QUF=(Fp max;S/2)/dC1C21= 131 plf (ASCE 41-13,Eq.7-35)
Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field); 15/32"Ply w/10d @ 6/6/12(2x)
Nominal Unit Shear Capacity(v)= 580 plf (NDS Table 4.2A)
Cd= 1 (Duration Factor)
Qct=v/Cd= 580 plf
!Use: _ 31 ft song x 24 ft wide subdiaiphragm J
Qu > QUF O.K.''
OCR= 0.226
Continuity Tie
our=Fp max x s= 16286 lbf Continuity Tie Force
Holdown (Member t): HDUS-S052.5(3")
Number of Holdowns: 2
Cd= 1.6 (Duraton Factor)
q= 0.65 (NDS Table N2)
Kf=2.16/q 3.32 (Strength Conversion Factor-NDS Table N1)
FNoldown= 2 x 5645 lbf= 11290 lbf (Simpson Strong Tie)
Qct=Fholdown*Kfl Cd= 23448 lbf Oa > QUF O.K. (ASCE 41-13,Eq. 7-37)
DCR=0.695
tUse: 1-IDUS-SDS25 EA Side
CALCULATION SHEET
Mol ® suafECT: Oregon Business Park 1-Bldg 10 DATE: Jun-17 MR Ne: 17-0192
STRUCTURAL ENGtNEE RS E-W Subdiaphragm Analysis BY:' SHEE-• 3.2
E-W Subdiaphragm Analysis
Fp max= 679 plf
J= 2 (ASCE 41-13,Section 7.5.2.1.2)
C1C2= 1 (ASCE 41-13,TbI 7-3)
Continuity Tie Spacing(s)= 31 ft
Subdiaphragm Depth id). 16 ft
Aspect Ratio(s/d)= 1.938 OK (2.5 max)
Our=(Fp max*5/2)/dC1C2 J= 329 plf (ASCE 41-13,Eq.7-35)
Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 15/32"Ply WI led @ 6/6/12(2x)
Nominal Unit Shear Capacity(v)= 580 plf (NDS Table 4.2A)
Cd= 1 (Duration Factor)
Qct=v/Cd= 580 Of
!Use: 16 ft Tong x 31 ft wide subdiaphrapn
> gag O.K.
OCR= 0.567
Continuity Tie
out=Fp max x s= 21037 lbf Continuity Tie Force
Holdown (Member t): HDU8-5D52.5(4.5")
Number of Hoidowns: 2
Cd= 1.6 (Duraton Factor)
(1)= 0.65 (NDS Table N2)
Kf=2.16/41 3.32 (Strength Conversion Factor-NDS Table N1)
FHoldown= 2 x 7870 lbf= 15740 lbf (Simpson Strong Tie)
Qa=Fholdown*Kf/Ca= 32691 Ibf QQ > Qur O.K. (ASCE 41-13,Eq. 7-37)
DCR=0.644
!Use:__, HDU8-SDS2.5 EA Side 1'
IVH a
a,Ea; Oregon Business Park 1-Bldg 20 oArE, Jun-17 ,oeNO: 17-0192
STRUCTURAL ENGINEERS Pilaster Anchorage gv.
SNEET: 4.1
Pilaster Anchorage
Basic Performance Objective of Existing Buildings(BPOE)perASCE41-13 CALCULATION SHEET
dwall= 6 in A ft2 34 a i
p,,a„a,= 1.5625
wwall= 150 pcf h 24 ft �" � �
pHxster'
Atrm= 250 ft2 Wpuastar= 2812.5 Ibf �'
Wp(Wwa11+Wpibrter)= 21563 lbf 1i '�i
Lf= 248 ft (Minimum Diaphragm Length) r '
k,=1+Lf/100= 3.48
(ASCE 41-13,Eq.7-11)
use ka= 2 (ka max=2) Wail Elevation( Al
z,=ham 26 ft (Height of Anchorage)
kh=1/3(1+2*(2a/ha))= 1 (ASCE 41-13,Eq.7-12)
BSE-1E hazard level(Life Safety)
S,, = 0.46 g (See Attached USGS Report) 15
X= 1.30 (ASCE 41-13,Tbl 7-2) i
Fp=0.4 SD5 k.kh X Wp= 10226 lbf (ASCE 41-13,Eq.7-9)
Fp,mm=0.2kaXWp= 11213 Ibf
(ASCE 41-13,Eq.7-10) g
R
BSE-2E hazard teveJ(Collapse Prevention) F.7. '
S.= 0.87 g (See Attached USGS Report) f
X= 1.00 (ASCE 41-13,Tb)7-2)
Fp=0.4 SD5 k,kh X Wp= 15008 lbf (ASCE 41-13,Eq.7-9) Plan View(Pilaster))
Fp,mj,=0.2 k,X Wp= 8625 lbf (ASCE 41-13,Eq.7-10)
Fp..= 15008 lbf
J= 1 (ASCE 41-13,Section 7.5.2.1.2)
C1C2= 1 (ASCE 41-13,Tb)7-3)
QUF=(Fp max)/C1C2 3= 15008 Ibf (ASCE 41-13,Eq.7-35)
`(C.,ufgal'i i'r-
_
C 1, I. o . ( .,,I)6//ki() 15 I, `-- 3f: f
. < au(c- J 606f- ' 6,36 )
, , )
s
((c. _ L,.,1 co/4) ..; 3.2.. y, cow 'rly ,
0A
• CALCULATION SHEET
mia L,B,_CL Oregon Business Park 1-Bldg 10 DATE: Jun-17 :6B>F0: 17-0192
STRUCTURAL FRES iNEERS Pilaster Anchorage BY SLEET; 4.2
Pilaster Anchorage ..,�1 rr,f , -AN.
Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-13 r vt
1, h ,
Check Thru Bolt to Existing Wall: "- g ___
13ho . '
QUF= 15008 Ibf L P
-"----.-----"—,4;, =(cnf t 1.5h,.)(2 x 1 5h,,)
Check Concrete Breakout Strength (ACI 318 Sec.17.4.2.1) g c,,<1.5h,,
her= 6 in (embedement depth=wall thickness)
Pc= 2500 psi (existing concrete strength) Mc 1 4 1.5tier
kc= 17 (ACI 318 Sec.17.4.2.2a) A
1,51 a.a= 1 (ACI 318 Sec.17.2.6) ar ,
Nb=kca,(\fc)a(hef15)= 12492 lbf (ACI 318 Sec.17.4.2.2a)
ANeo=9 her = 324 in2 1.51r
4 of Bolts/Conn= 1
4 of Connections(n)= 2 _____..........„....r"---
Ay,=(c1+s;+1,5h0)(2 x-1.5h")Beam Width= 6.75 in2 if c,,<1,5h„and s,<,'3he,
Holdown CL= 1.25 in
s1= NA
Cal min= 6 in (minimum side edge distance)
Cat min= 8.25 in (minimum top edge distance)
ANC= 258,75 int
N
TeC,N= 1.00 (ACI 318 Sec.17.4.2.4) t«She¢ < h
Ted,N= 0.90 (AC!318 Sec.17.4.2.5a,b) r---- t.
Pc N= 1.00 (ACI 318 Sec.17.4.2.6)
`Y,pN= 1.00 (ACI 318 Sec.17.4.2.7a,b) �*
X35"
Ncbg=(ANC/ANCO)iljec,5'Ped,N'l' 1ljgN Nb= 8979 ibf secbon rhr ugh(adore caw
+= 1.0 A,
QCr per anchor=dNcbg= 8978.9 Ibf per anchor '5h.,
aCr per connection=4Ncbg'n= 17958 Ibf per connection
act. < QUF O.K.
DCR= 0.84 s 15h„
1.5h )`.,., 1 sh r ...j
Flan,.
Apra=(2..x'..5h.,)',x(2 x 1.5h,r)=9hKz