Specifications anrrr.r..rr
P202L4300S7
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OFFICE COPY RECEIVED
BAR 2 2022
CITY OF TIGARD
fv BUILDING DIVISION
FIRefirtoi4
Oki
STRUCTURAL CALCULATIONS
for
Voluntary Seismic Strengthening
PacTrust Busines Center- Building 0
7228 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 O PR pe,_
<2r z, x d
February 9, 2022 ,111r
MHP JN: 17-0192-00 At. , r e
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IVHJ III
Tkiif TURAt. fNC.iNFPof
CALCULATION SHEET
MilSUBJECT. Voluntary Seismic Strengthening DATE: Feb-22 JOB NO: 17-0192
NIA.
���r�uRe� c�ua,niFva< 7228 SW Durham Road BY: SHEET:
Table of Contents
Section Page No.
GENERAL
Scope of Work 1.1
USGS Ground Motion Data 1.2- 1.3
STRUCTURE DESIGN:
Wall Anchorage N-S 2.1
Hilti Anchor Check 2.2-2.6
Wall Anchorage E-W 2.7
Hilti Anchor Check 2.8-2.12
N-S Subdiaphragm Analysis 3.1
E-W Subdiaphragm Analysis 3.2
CALCULATION SHEET
rtll..I SUBJECT: Voluntary Seismic Strengthening DATE; Feb-22 JOB NO: 17-0192
c ::r TIN A! cvcivcc:p� 7228 SW Durham Road 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 41-17 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]
•
2/9/22,7:50 AM ATC Hazards by Location
1.2
alt 'Hazards by Location
Search Information
Address: 7228 SW Durham Rd,Tigard,OR 97224,USA
170 ft and W
Coordinates: 45.39802359999999,-122.751954 Hillsbr3 t,' a
oave
Elevation: 170 ft
Timestamp: 2022-02-09T15:50:20.160Z a t ) h l r rl
d��ir, ielr€, f.
Hazard Type: Seismic 1..
Reference Document: ASCE41-17 Go gle Map data 02022 Google
Site Class: D-default
Custom Probability:
Horizontal Response Spectrum -Hazard Level BSE-2N
Sa(g)
1.00
0.80
0.60
0.40
0.20
0.00
0 5 10 15 Period(s)
Hazard Level BSE-2N
Name Value Description
SsUH 0.96 Factored uniform-hazard spectral acceleration(2%probability of
exceedance in 50 years)
CRs 0.886 Coefficient of risk(0.2s)
SsRT 0.85 Probabilistic risk-targeted ground motion(0.2s)
SsD 1.5 Factored deterministic acceleration value(0.2s)
Ss 0.85 MCER ground motion(period=0.2s)
Fa 1.2 Site amplification factor at 0.2s
Sxs 1.02 Site modified spectral response(0.2s) 4 BSE-2N
Si UH 0.45 Factored uniform-hazard spectral acceleration(2%probability of
exceedance in 50 years)
CR1 0.866 Coefficient of risk(1.0s)
S1RT 0.39 Probabilistic risk-targeted ground motion(1.0s)
Si D 0.6 Factored deterministic acceleration value(1.0s)
Si 0.39 MCER ground motion(period=l.0s)
F� 1.91 Site amplification factor at 1.0s
Sxt 0.744 Site modified spectral response(1.0s)
Hazard Level BSE-1 N
Name Value Description
Sxs 0.68 Site modified spectral response(0.2s) 4 BSE-1 N
Sxt 0.496 Site modified spectral response(1.0s)
Hazard Level BSE-2E
https://hazards.atcouncil.org/#/seismic?lat=45.39802359999999&Ing=-122.751954&address=7228 SW Durham Rd%2C Tigard%2C OR 97224%2C U... 1/2
2/9/22,7:50 AM ATC Hazards by Location
1.3
Name Value Description
Ss 0.609 MCER ground motion(period=0.2s)
Fa 1.313 Site amplification factor at 0.2s
SXS 0.799 Site modified spectral response(0.2s) 4 -- ---- BSE-2E
Si 0.276 MCER ground motion(period=1.0s)
Fv 2.049 Site amplification factor at 1.0s
Ski 0.565 Site modified spectral response(1.0s)
Hazard Level BSE-1 E
Name Value Description
Ss 0.233 MCER ground motion(period=0.2s)
Fa 1.6 Site amplification factor at 0.2s
SX8 0.372 Site modified spectral response(0.2s) 4 BSE-1 E
Si 0.085 MCER ground motion(period=1.0s)
Fv 2.4 Site amplification factor at 1.0s
SX1 0.204 Site modified spectral response(1.0s)
TL Data
Name Value Description
TL 16 Long-period transition period(s)
The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process.Users should confirm any
output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design.
Disclaimer
Hazard loads are provided by the U.S.Geological Survey Seismic Design Web Services.
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 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 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 report.
LIFE SAFETY
Sxs (BSE-1 E) = 0.372
Sxs (minimum) = 0.75*Sxs (BSE-1 N) = 0.75*0.68 = 0.510 + GOVERNS
COLLAPSE PREVENTION
Sxs (BSE-2E) = 0.799 4 -- GOVERNS
Sxs (minimum) = 0.75*Sxs (BSE-1N) = 0.75*1.02 = 0.765
https://hazards.atcouncil.org/#/seismic?lat=45.39802359999999&Ing=-122.751954&address=7228 SW Durham Rd%2C Tigard%2C OR 97224%2C U... 2/2
,
CALCULATION SHEET
SUBJECT. 7228 SW Durham Road DATE: Feb-22 foe Ho: 17-0192
;TRIJCT27RAi. ENf.,24=sec Wall Anchorage N-S BY: SHEET: 2.1
Wall Anchorage N-S
Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-17
dwap= 6.5 in
wwa1l= 150 pcf
htr,b= 15.001 ft —1
Wo= 1219 plf hp= 2.5 ft
Lf= 275 ft (Minimum Diaphragm Length) /
ka=1+Lf/100= 3.75 (ASCE 41-17,Eq.7-11) ♦ ..I
use ka= 2 (ka max=2) Fo.roof
za= 24.75 ft (Height of Anchorage) _0.
kh=1/3(1+2*(za/hn))= 1 (ASCE 41-17,Eq.7-12)
BSE-1E hazard level(Life Safety) —*
Sxs= 0.51 g (See Attached USGS Report)
X= 1.30 (ASCE 41-17,Tbl 7-1) hp= 24.8 ft
Fp=0.4 Sos kakh X Wp= 646 plf (ASCE 41-17,Eq.7-9) —p
Fp,min=0.2 ka X Wp= 634 plf (ASCE 41-17,Eq.7-10)
BSE-2E hazard level(Collapse Prevention) —0.
Sas= 0.80 g (See Attached USGS Report)
X= 0.90 (ASCE 41-17,Tbl 7-1)
Fp=0.4 Sps kakh X Wp= 701 plf (ASCE 41-17,Eq.7-9) _-p
Fp,min=0.2 ka X Wp= 439 plf (ASCE 41-17,Eq.7-10)
Fp,„= 701 plf n
Anchor spacing(s)= 7 ft (Max Effective)
QUF=(Fp max*s)= 4908 lbf (ASCE 41-17,Eq.7-35)
Holdown (Member t): HDUS-SDS2.5(3")
Number of Holdowns: 1
Kf= 3.32 (Strength Conversion Factor-NDS 2015 TBL 11.3.1&N1)
FHoldown= 1 x 5645 lbf= 5645 lbf (Simpson Strong Tie)
Qci=0.85*(Fholdown/1.6)*Kf = 9956 Ibf Q« > QUF O.K. (ASCE 41-13,Eq. 7-37)
DCR= 0.49 (Demand Capactiy Ratio)
Use: HDUS-SD52.5 at 7 ft O.C.
Anchor Embedment:
QuF=(F0 max*s)= 4908 Ibf 4)= 1 (Ultimate Strength)
Anchor Diameter= 5/8 in Steel Strength(Nsa)= 13110 lbf (Profis)
Min Embedment= 5 in (Profis) Bond Strength(0.75*Nag)= 7047 lbf (Profis)
Breakout Strength(0.75*Ncbg)= 6030 lbf <---QcI (Profis)
QCL > QUF O.K.
5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.81
Use: Min Embedment 5" (See attached Profis Calcualtion for Threaded Rod in Concrete)
EMIR
2.2
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 1
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Feb 8,2022 Date: 2/8/2022
Fastening point:
Specifier's comments:
Wall Anchor - N/S
1 Input data moon
� - -
Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)5/8
Item number: 2198024 HAS-V-36 5/8"x6"(element)/2123401 HIT-RE
500 V3(adhesive)
Effective embedment depth: hef,act=5.000 in.(het,limit=-in.)
Material: ASTM F1554 Grade 36
Evaluation Service Report: ESR-3814
Issued I Valid: 3/1/2021 11/1/2023
Proof: Design Method ACI 318-19/Chem
Stand-off installation:
Profile:
Base material: cracked concrete,2500,fc'=2,500 psi;h=6.500 in.,Temp.short/long:32/32°F
Installation: hammer drilled hole,Installation condition:Dry
Reinforcement: tension: not present,shear:not present;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Geometry[in.]&Loading[Ib,in.lb]
4
44 Design loads
Sustained loads 4
6."—b
)
\
X \
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
1
2.3
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 2
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Feb 8,2022 Date: 2/8/2022
Fastening point:
1.1 Design results
Case Description Forces[Ib]/Moments[in.lb] Seismic Max. Util.Anchor[%]
1 Combination 1 N=4,908;Vx=0;Vy=0; no 94
Mx=0;My=0;Mz=0;
2 Load case/Resulting anchor forces
Anchor reactions[Ib]
Tension force: (+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 4,908 0 0 0
max.concrete compressive strain: -[°%a]
max.concrete compressive stress: -[psi]
resulting tension force in(x/y)=(0.000/0.000): 0[lb]
resulting compression force in(x/y)=(0.000/0.000): 0[Ib]
3 Tension load
Load Nun[Ib] Capacity+ N„[Ib] Utilization(3N=Nua/. N„ Status
Steel Strength* 4,908 9,832 50 OK
Bond Strength** 4,908 6,108 81 OK
Sustained Tension Load Bond Strength* N/A N/A N/A N/A
Concrete Breakout Failure** 4,908 5,226 94 OK
*highest loaded anchor **anchor group(anchors in tension)
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
2
1411111(
2.4
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 3
Address: Specifier:
Phone I Fax: E-Mail:
Design: Concrete-Feb 8,2022 Date: 2/8/2022
Fastening point:
3.1 Steel Strength
Nsa =ESR value refer to ICC-ES ESR-3814
Nsa >Nua ACI 318-19 Table 17.5.2
Variables
Ase,N[in.2] futa[psi]
0.23 58,000
Calculations
Nsa[lb]
13,110
Results
Nsa[lb] steel • Nsa[lb] Nua[lb]
13,110 -0.7 0 9,832 4,908
1.0
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
3
IM' 2.5
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 4
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Feb 8,2022 Date: 2/8/2022
Fastening point:
3.2 Bond Strength
Na = (AN Aa) N
U1 ed,Na 'cp,Na Nba ACI 318-19 Eq. (17.6.5.1a)
ao
Na >Nua ACI 318-19 Table 17.5.2
ANa see ACI 318-19,Section 17.6.5.1,Fig. R 17.6.5.1(b)
ANao =(2 CNa)2 ACI 318-19 Eq.(17.6.5.1.2a)
CNa =10 da ;armor ACI 318-19 Eq.(17.6.5.1.2b)
1100
tired,Na =0.7+0.3 (Cayin) <1.0 ACI 318-19 Eq. (17.6.5.4.1b)
CNa
4'cp,Na =MAX(Ca�min CNa) <1.0 ACI 318-19 Eq. (17.6.5.5.1b)
Cac Cac
Nba =X a•Tk,c•f<•da• her ACI 318-19 Eq. (17.6.5.2.1)
Variables 1 1
k,c,uncr[psi] da[in.] hef[In.] ca,min[in.] overhead T k,c[psi]
2,210 0.625 5.000 6.000 1.000 1,260
cac[in.] a
11.692 1.000
Calculations
cNa[in.] AN.[in.2] ANao[in.2] 'I'ed,Na
8.819 261.37 311.09 0.904
Vr cp,Na Nba[Ib]
1.000 12,370
Results
Na[lb] 4)bond 4) Na[Ib] Nua[Ib]
9,396 —84 58— 6,108 4,908
1.0
0.75*Na = 0.75*9,396# = 7,047#
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
4
111411611111111r1'',° 2.6
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 5
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Feb 8,2022 Date: 2/8/2022
Fastening point:
3.3 Concrete Breakout Failure
A
Ncb = (ANco) lh ed,N 'c,N t1cp,N Nb ACI 318-19 Eq.(17.6.2.1 a)
Nab >Nua ACI 318-19 Table 17.5.2
ANC see ACI 318-19,Section 17.6.2.1, Fig.R 17.6.2.1(b)
ANco =9 her ACI 318-19 Eq.(17.6.2.1.4)
tlf ed,N =0.7+0.3 (Ca,min/ <1.0 ACI 318-19 Eq.(17.6.2.4.1 b)
1.5het
t(r cpN =MAX(CaJmin 1.5he,1 1.0 ACI 318-19 Eq.(17.6.2.6.1b)
Ali:
Cac f
Nb =kc X.a Vfc he.5 ACI 318-19 Eq.(17.6.2.2.1)
Variables 1
het[in.] Ca,min[in.] tV c,N Cac[in.] kc A a fa[psi]
5.000 6.000 1.000 11.692 17 1.000 2,500
Calculations
ANC[in.2] ANcO[in.2] 41 ed,N t"Jcp,N Nb[Ib] _
202.50 225.00 0.940 1.000 9,503
Results
Nth[Ib] concrete 41 Ncb[Ib] Nua[Ib]
8,040 "15'e0 5,226 4,908
1.0
0.75*Ncbg = 0.75*8,040# = 6,030#
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
5
CA
Mill a
SUBJECT 72285W Durham Road Date: Feb-22 foe No:LCULATION SHEET 17-0192
<TAI,Tc,u,:: -ua:ucra` Wall Anchorage E-W BY: SHEET: 2.7
Wall Anchorage E-W
Basic Performance Objective of Existing Buildings(BPOE)per ASCE41-17
dwall= 6.5 in
wwa11= 150 pcf
htrib= 12.4 ft
Wp= 1008 plf hp= 0 ft
Lf= 100 ft (Minimum Diaphragm Length) ,4—_
ka=1+Lf/100= 2 (ASCE 41-17,Eq.7-11) •
use ka= 2 (ka max=2) Fo,roof
za= 24.8 ft (Height of Anchorage)
kh=1/3(1+2*(za/hn))= 1 (ASCE 41-17,Eq.7-12)
BSE-1E hazard level(Life Safety)
S0,= 0.51 g (See Attached USGS Report)
X= 1.30 (ASCE 41-17,Tbl 7-1) fin= 24.8 ft
Fp=0.4 Sps kakh X Wp= 534 plf (ASCE 41-17,Eq.7-9)
Fp.min=0.2 ka X Wp= 524 plf (ASCE 41-17,Eq.7-10)
BSE-2E hazard level(Collapse Prevention)
S%5= 0.80 g (See Attached USGS Report)
X= 0.90 (ASCE 41-17,Tbl 7-1)
Fp=0.4 SEA kakh X Wp= 580 plf (ASCE 41-17,Eq.7-9)
Fp,min=0.2 ka X Wp= 363 plf (ASCE 41-17,Eq.7-10)
•
Fp max= 580 plf A
Anchor spacing(s)= 8 ft
Quf=(Fp max*s) = 4637 Ibf (ASCE 41-17,Eq.7-35)
Holdown (Member t): HDU2-SDS2.5(3")
Number of Holdowns: 2
Kf= 3.32 (Strength Conversion Factor-NDS 2015 TBL 11.3.1&N1)
FHoldown= 2 x 3075 lbf= 6150 lbf (Simpson Strong Tie)
Clot=0.85*(Fhomown/1.6)*Kf= 10847 Ibf Q. > QUr O.K. (ASCE 41-13,Eq. 7-37)
DCR= 0.43 (Demand Capactiy Ratio)
Use: HDU2-SDS2.5 EA Side at 8 ft O.C.
Anchor Embedment:
Qur=(Fp max*s)= 4637 Ibf 0= 1 (Ultimate Strength)
Anchor Diameter= 5/8 in Steel Strength(Nsa)= 13110 lbf (Profis)
Min Embedment= 5 in (Profis) Bond Strength(0.75*Nag)= 9095 Ibf (Profis)
Breakout Strength(0.75*Ncbg)= 8090 lbf <---QcI (Profis)
QCL > Quf O.K.
5/8"Dia.with HIT-RE 500 V3 Epoxy DCR= 0.57
Use: Min Embedment 5" (See attached Profis Calcualtion for Threaded Rod in Concrete)
� oir
rs
2.8
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 1
Address: Specifier:
Phone I Fax: E-Mail:
Design: Concrete-Feb 8, 2022 Date: 2/8/2022
Fastening point:
Specifier's comments:
Wall Anchor- E/W
1 Input data
410,041
Anchor type and diameter: HIT-RE 500 V3+HAS-V-36(ASTM F1554 Gr.36)5/8
Item number: 2198025 HAS-V-36 5/8"x8"(element)/2123401 HIT-RE
500 V3(adhesive)
Effective embedment depth: hef,act=5.000 in.(hef,limit=-in.)
Material: ASTM F1554 Grade 36
Evaluation Service Report: ESR-3814
Issued I Valid: 3/1/2021 11/1/2023
Proof: Design Method ACI 318-19/Chem
Stand-off installation: eb=0.000 in. (no stand-off);t=0.500 in.
Anchor platen: Ix x ly x t=9.125 in.x 4.000 in.x 0.500 in.; (Recommended plate thickness: not calculated)
Profile: no profile
Base material: cracked concrete,2500,fb'=2,500 psi;h=6.500 in.,Temp. short/long:32/32°F
Installation: hammer drilled hole,Installation condition:Dry
Reinforcement: tension: not present,shear:not present;no supplemental splitting reinforcement present
edge reinforcement: none or<No.4 bar
R-The anchor calculation is based on a rigid anchor plate assumption.
Geometry[in.]&Loading[lb,in.lb]
4
44,Design loads
Sustained loads
kiNN
Aitfth
as
400
z
•
•
Y O
X
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
1
2.9
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 2
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Feb 8,2022 Date: 2/8/2022
Fastening point:
1.1 Design results
Case Description Forces[Ib]/Moments[in.lb] Seismic Max. Util.Anchor[%]
1 Combination 1 N=4,637;Vx=0;Vy=0; no 67
Mx=0;My=0;MZ=0;
2 Load case/Resulting anchor forces
Anchor reactions[Ib]
Tension force:(+Tension,-Compression)
•
Anchor Tension force Shear force Shear force x Shear force y y
1 2,319 0 0 0
2 2,319 0 0 0 02 O Ec1
Tension
max.concrete compressive strain: -[%o]
max.concrete compressive stress: -[psi]
resulting tension force in(x/y)=(0.000/0.000): 4,637[Ib]
resulting compression force in(x/y)=(0.000/0.000): 0[lb]
Anchor forces are calculated based on the assumption of a rigid anchor plate.
3 Tension load
Load N.[Ib] Capacity+ N„[Ib] Utilization 13N=N„a/+ N„ Status
Steel Strength* 2,319 9,832 24 OK
Bond Strength** 4,637 7,882 59 OK
Sustained Tension Load Bond Strength* N/A N/A N/A N/A
Concrete Breakout Failure** 4,637 7,011 67 OK
*highest loaded anchor **anchor group(anchors in tension)
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
2
2.10
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 3
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Feb 8,2022 Date: 2/8/2022
Fastening point:
3.1 Steel Strength
Nsa =ESR value refer to ICC-ES ESR-3814
Nsa >Nua ACI 318-19 Table 17.5.2
Variables
Aso lin.z] futa[psi]
0.23 58,000
Calculations
Nsa[Ib]
13,110
Results
Nsa[Ib] 4i steel $ Nsa[Ib] Nua[Ib]
13,110 9,832 2,319
1.0
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
3
s ..... w,
2,11
Hilti PROFIS Engineering 3.0.75
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Company: Page: 4
Address: Specifier:
Phone I Fax: E-Mail:
Design: Concrete-Feb 8,2022 Date: 2/8/2022
Fastening point:
3.2 Bond Strength
Nag = (ANop) lil ect,Na ec2,Na� ed,NaW I cp,Na Nba ACI 318-19 Eq. (17.6.5.1b)
4) Nag >Nua ACI 318-19 Table 17.5.2
ANa see ACI 318-19, Section 17.6.5.1, Fig. R 17.6.5.1(b)
ANao =(2 CNa)2 ACI 318-19 Eq. (17.6.5.1.2a)
Chia =10 da V Z 100 uncr ACI 318-19 Eq. (17.6.5.1.2b)
1
ec,Na = (1 + eN/ <1.0 ACI 318-19 Eq. (17.6.5.3.1)
cNa
t'ed,Na =0.7+0.3 (Cy) <1.0 ACI 318-19 Eq.(17.6.5.4.1 b)
CNa
•
14/cp,Na =MAX(Ca-1L CNa) 1.0 ACI 318-19 Eq.(17.6.5.5.1b)
Cac Cac
Nba =X a• tk,c• n •da• her ACI 318-19 Eq.(17.6.5.2.1)
Variables f 7 7
k,c,uncr[psi] da[in.] he,[in.] Ca,min[in•] aoverhead tk,c[Psi]
2,210 0.625 5.000 6.000 1.000 1,260
ec1 N[in.] earl[in.] Cac[in.] a
0.000 0.000 11.692 1.000
Calculations
CNa[in] ANa[in.2] ANao[in.2] LV ed,Na
8.819 337.32 311.09 0.904
111 ec1,Na wec2,Na cp,Na Nba[Ib]
1.000 1.000 1.000 12,370
Results A
Na4[Ib] w bond 4) Nau[Ib] N.[Ib]
12,127 '0'9e9'— 7,882 4,637
1.0
0.75*Nag = 0.75*12,127# = 9,095#
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
4
2.12
Hilti PROFIS Engineering 3.0.75
www.hilti.com
Company: Page: 5
Address: Specifier:
Phone I Fax: I E-Mail:
Design: Concrete-Feb 8,2022 Date: 2/8/2022
Fastening point:
3.3 Concrete Breakout Failure
Ncbg = (A`O) Vf ec,N Wed,N tvc,N ivcp,N Nb ACI 318-19 Eq.(17.6.2.1b)
Ncbg >N.a ACI 318-19 Table 17.5.2
ANc see ACI 318-19,Section 17.6.2.1, Fig.R 17.6.2.1(b)
ANco =9 het ACI 318-19 Eq.(17.6.2.1.4)
1
t�ec,N = (1 +2e) <1.0 ACI 318-19 Eq.(17.6.2.3.1)
3het
yi ed,N =0.7+0.3 (Ca,mint) <1.0 ACI 318-19 Eq.(17.6.2.4.1 b)
1.5h
cp,N =MAX(Cayin 1.5het) <1.0 ACI 318-19 Eq.(17.6.2.6.1 b)
�Cac Cac
Nb =kc Vfc het5 ACI 318-19 Eq.(17.6.2.2.1)
Variables
hef[in.] ecl,N[in.] ec2 N[in.] ca,min[in.] w c,N
5.000 0.000 0.000 6.000 1.000
Cac[in.] kc X a tc[psi]
11.692 17 1.000 2,500
Calculations
AN,[in.2] Awn[in.2] ecl,N tltec2,N tved,N tvcp,N Nb[Ib]
271.69 225.00 1.000 1.000 0.940 1.000 9,503
Results
Ncbg[Ib] concrete 4) Ncbg[Ib] N.[lb]
10,787 0.050 7,011 4,637
1.0
0.75*Nag = 0.75*10,787# = 8,090#
Input data and results must be checked for conformity with the existing conditions and for plausibility!
PROFIS Engineering(c)2003-2022 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan
5
CALCULATION SHEET
Mil a
SUBJECT: 7228 SW Durham Road DATE: Feb-22 JOB NO: 17-0192
��:�.T„� E �ntr,,N�FE< N-S Subdiaphragm Analysis BY: SHEET: 3.1
N-S Subdiaphragm Analysis
Fp max= 701 plf
Continuity Tie Spacing(s)= 25 ft
Subdiaphragm Depth(d)= 12 ft
Aspect Ratio(s/d)= 2.083 OK (3.0 max)
Our=(Fpmax*S/2)/d= 730 plf (ASCE 41-17,Eq.7-35)
Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32"Ply w/10d @ 4/6/12(2x)
Nominal Unit Shear Capacity(v)= 850 plf (NDS Table 4.2A)
Cd= 1 (Duration Factor)
QCL=v/Cd= 850 plf
Use: 12 ft long x 25 ft wide subdiaphragm
QCL > QUF O.K.
DCR= 0.859
Continuity Tie
Fpmax= 701 plf
Continuity Tie Spacing(s)= 25 ft (effective spacing)
QDE=(Fp max#s)= 17530 lbf Continuity Tie Force
CHECK(E)HCCTA HINGE CONNECTION
Tallow=14,850#(ASD FORCE LEVEL PER SIMPSON CATALOGUE)
Kf=3.32(STRENGTH CONVERSION FACTOR-NDS 2015 TBL 11.3.1 &N1)
Qcl=0.85*(Tallow/1.6)*Kf=26,191#(DCR:0.67) (E)HCCTA OK
CALCULATION SHEET
IdIuu1 SUBJECT: 7228 SW Durham Road DATE: Feb-22 JOB NO. 17-0192
,aurr JH J ENC E-W Subdiaphragm Analysis BY: SHEET: 3.2
E-W Subdiaphragm Analysis
Fp max= 580 plf
Continuity Tie Spacing(s)= 24 ft
Subdiaphragm Depth(d)= 25 ft
Aspect Ratio(s/d)= 0.96 OK (3.0 max)
Our=(FD ax*s/2)/d= 278 plf (ASCE 41-17,Eq.7-35)
Existing Plwyood Thickness and Nailing Pattern(Boundary&Cont.Edges/Other Edges/Field): 19/32"Ply w/l0d @ 4/6/12(2x)
Nominal Unit Shear Capacity(v)= 850 plf (NDS Table 4.2A)
Cd= 1 (Duration Factor)
QCL=v/Cd= 850 plf
Use: 25 ft long x 24 ft wide subdiaphragm
QCL > QUF O.K.
DCR= 0.327
Continuity Tie
Fp max= 580 plf
Continuity Tie Spacing(s)= 20 ft (effective spacing)
Our=(Fpmax*s) = 11592 lbf Continuity Tie Force
USE SIMPSON CMST12 STRAP
Tallow=9,215#(ASD FORCE LEVEL PER SIMPSON CATALOGUE)
TLrfd-13,850#w/phi=0.90(PER SIMPSON)
Qcl= 13,850#/0.90= 15,389#(DCR:0.75) CMST12 STRAP OK