Specifications (5) RECEIVED
10372 SW Bonanza Way
MAY 2 3 2016 Tigard, OR 97224
LAUREN THOMAS CITY OF TIGARD 503-317-1023
CONSULTING,LLC BUILDING DIVI Ltcstructural@gmail.com
Zoup! Store #213 (#16-IB-85473)
10140 SW Washington Square Rd.
Tigard, Washington
Client: Imperial Brown
LTC#: 16-55
Date: 5/12/16
By: Lauren Thomas P.E. CITY OF TIGARD _
itEVIEWED FOR CODE COMPLIANCE
Approved: I
THESE CALCULATIONS ARPf9ID IFJE .
Permit#t EC-\E C _ /PO
Address: / i` sc��—4,
Suite#t
PROF BY: ` � . Date: �r.Z
60939PE OFFICE COPY
y 17,
1 n7 v\Q
AND SIGNA ► IT ORIGINAL
EXPIRES: sJ30/
No. of Calculation pages included: 15 pages
Engineer has been retained in a limited capacity
P ty
for this project. The design of this project is based
upon information provided by the Client who is
solely responsible for the accuracy. No
responsibility and/or liability is assumed by, or is
to be assigned to the Engineer for items beyond
• that indicated on these sheets. Not valid without
original signature in blue ink.
Project Design Criteria
Design per 2012 International Building Code as revised by the State of Oregon.
Provide vertical and lateral analysis of freestanding indoor cooler box structure constructed using a panelized
system. Concrete foundation to be designed by others for loads designated on drawings.
a) Floor live load: N/A
b) Roof Live Load: 10 psf
c) Roof Snow Load: N/A
d) Wind Design: N/A
e) Earthquake Design: Ie= 1.0
Risk Category= II
Ss= .977; S1 = .425
Site Class=D
Sds= .723 Shc = .446
Seismic Design Category=D
Force resisting system= Light framed shearwalls
Base Shear= .363*W
Cs= .363
R=2.0
Procedure=Equivalent Lateral Force Procedure ASCE-10 Section 12.8
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Project Name Zoup! Store#213 (16-IB-85473) Project# 16-55
LTC Location 10140 SW Washington Square Rd., Tigard, OR
LAUREN THOMAS
CO ULTaaLLC Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97220
S1023 By LMT Date 3/21/16 Page 1 of\c
L[cstructaralctural@gmalicum 1
2 usGs Design Maps Summary Report
User-Specified Input
Report Title 16-55
Wed May 11, 2016 18:12:53 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.44624°N, 122.77772°W
Site Soil Classification Site Class D - "Stiff Soil"
- Risk Category I/II/III
,Hillsboro '. .,�
. Portlan
Beaverton' .
is ,,
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ak a Oswego:
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=1 Sherw od
7
USGS-Provided Output
SS = 0.977 g SMS = 1.084 g Sps = 0.723 g
S1 = 0.425 g 5M1 = 0.669 g Sni = 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
0.88
1.10 0.80
0.55 0.72
0.88 0.64
0.77 0.56
Y 0.66 OI 0.48
A 0.55 , A 0.40 '
H y
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 0.80 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
Period, T(sec) Period, T(sec)
For PGA,, Tl, CRS, and CR1 values, please view the detailed report.
5{1- e-‹
Calculation for Seismic Forces, using Analysis per ASCE 7
(For Buildings, per section 12.8, "Equivalent Lateral Force procedure")
Spectral Response Accelerations: (from maps)
SS = 0.977 0.2 sec.
S1 = 0.425 1.0 sec
Determine Site Coefficients: (from Table 11.4-1 and 2)
Fa = 1.1092
F„ = 1.575
SmS=Ss x Fa = 1.084
Sro = S1 x Fv = 0.669
SDS = (2/3) SmS= 0.73
Sp1 = (2/3)Smi= 0.45
Site Class: D (Use Site Class D unless Geotech Report available)
Occupancy Category: II (From Table IBC table 1604.5)
Seismic Design Category(SDC): C (From Tables 11.6-1 and 2)
Compute Approximate Fundamental Period:
For Buildings: Ta =(Ct)(h„)"
Ct= 0.02 hn = 8.6 x = 0.75 Ta = 0.100
Structure Type(from Table 9.5.5.3.2) C1 x
Steel Moment-resisting Frame 0.028 0.8
Reinf.Conc. Moment-resisting Frame 0.016 0.9
Eccent.Braced Steel Frame 0.03 0.75
All other structural systems 0.02 0.75
To =0.2SD1/Sps= 0.124 If Ta > To, < TS, Use Sps for design
Ts = SD1/Sps = 0.618
TL = 16.00 per Fig 22-15
Calculate Base Shear: V= CS W (Eq. 12.8-1)
Response Coef. R = 2 (From Table 12.2-1)
Structure Weight W = 1680 lbs
Importance Factor I = 1.0
C5 = Sps/(R/I) = 0.363 (Eq. 12.8-2)
V= CSW = 0.363 W= 610 lbs ( , (Eq. 12.8-1)
19-
V= Sp1/T(R/I) = 2.233 W(Max.)= 3751 lbs (Eq. 12.8-3)
V= .01 W = 0.010 W(Min.)= 17 lbs (Eq. 12.8-6)
Project Name Zoup! Store#213 (16-IB-85473) Project # 16-55
LTC Location 10140 SW Washington Square Rd., Tigard, OR
LAUREN THOMAS
Co a iLmG°c Client Imperial Brown
10372 SW Bonanza War
Tigard,OR 97224
503-317-1023 By LMT Date 5/11/16 Page ? of r
Ltcstructural(a mail cum
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Project Name Zoup! Store#213 (16-IB-85473) Project# 16-55
L TC Location 10140 SW Washington Square Rd., Tigard, OR
LAUREN Trams
cONAlt,NGll� Client Imperial Brown
10372 SW Bomun Way
Tigard,OR 97224
503.317.1023 By LMT Date 5/11/16 Page A- of
Ltcstruttural@gmail.mm
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ct arne- Zo iStore' ITTT6�=85473) Project# 16-55
LTC Location 10140 SW Washington Square Rd., Tigard, OR
LAUREN Maw
c°tm"TM°ac Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
503.3174023 By LMT Date 5/11/16 Page 5 of t-::
Lhatructural@gmalLeom
SIMPSON Anchor Designer TM Company: Lauren Thomas Consulting, LL Date: 5/11/2016
Engineer: Lauren Thomas, PE Page: 1/4
StrongTie, Software Project: Zoup!Store#213(16-IB-85473)
Version 2.3.5555.366 Address: 10372 SW Bonanza Way,Tigard,OR
Phone: 503-317-1023
E-mail: LTCStructural@gmail.com
1.Proiect information
Customer company: Imperial Brown Project description:LTC 16-55
Customer contact name: Location:Tigard,Oregon
Customer e-mail: Fastening description: •
Comment: CJ f\ -
2.Input Data&Anchor Parameters
General Base Material
Design method:ACI 318-11 Concrete: Normal-weight
Units:Imperial units Concrete thickness,h(inch):4.00
State:Cracked
Anchor Information: Compressive strength,f<(psi):3000
Anchor type:Concrete screw We,v: 1.0
Material:Carbon Steel Reinforcement condition: B tension, B shear
Diameter(inch):0.375 Supplemental reinforcement:Not applicable
Nominal Embedment depth(inch):2.500 Do not evaluate concrete breakout in tension:No
Effective Embedment depth,her(inch):1.770 Do not evaluate concrete breakout in shear:No
Code report: ICC-ES ESR-2713 Ignore 6do requirement:Not applicable
Anchor category:1 Build-up grout pad:No
Anchor ductility:No
hr,,..(inch):4.00 Base Plate
c0 (inch):2.69 Length x Width x Thickness(inch):2.00 x 8.00 x 0.35
Cmin(inch):1.75
Smin(inch):3.00
Load and Geometry
Load factor source:ACI 318 Section 9.2
Load combination:not set
Seismic design:Yes
Anchors subjected to sustained tension:Not applicable
Ductility section for tension:D.3.3.4.3(a)3-6 is sans -,
Ductility section for shear:D.3.3.5.3(a)is satisfie. •
•
Do factor:not set
Apply entire shear load at front row:Yes
Anchors only resisting wind and/or sei
<Figure 1>
750 lb
0 lb
4
0 ft-Ib 0 ft-Ib
Input data and results must be checked for agreement with the existing circumstances.the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone-925.560.9000 Fax:925.847.3871 www.strongtie.com
SIMPSON Anchor Designer TM Company: Lauren Thomas Consulting,LL Date: 5/11/2016
SOftwafe Engineer: Lauren Thomas,PE Page: 2/4
Version 2.3.5555.366
Strong-Tie Project: Zoup!Store#213(16-IB-85473)
® Address: 10372 SW Bonanza Way,Tigard,OR
Phone: 503-317-1023
E-mail: LTCStructural@gmail.com
<Figure 2>
148 1
g
.00 4.00
Recommended Anchor
Anchor Name:Titen HD®-3/8"0 Titen HD,hnom:2.5"(64mm)
Code Report Listing:ICC-ES ESR-2713
, ,,s
'l \ 1 \ \ \ \ \ \ \
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
16l'- ‘<
SIMPSON Anchor Designer TM Company: Lauren Thomas Consulting,LL Date: 5/11/2016
Engineer: Lauren Thomas, PE Page: 3/4
Tie Software
Strong Project: Zoup!Store#213(16-IB-85473)
Version 2.3.5555.366 Address: 10372 SW Bonanza Way,Tigard,OR
Phone: 503-317-1023
E-mail: LTCStructural@gmail.com
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nie(Ib) V.ex(Ib) V y(Ib) Ni(V,x)2+(Voey)'(Ib)
- 1 0.0 0.0 750.0 750.0
Sum 0.0 0.0 750.0 750.0
Maximum concrete compression strain(%o):0.00 <Figure 3>
Maximum concrete compression stress(psi):0
Resultant tension force(lb):0
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y
Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00
Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 }
XT
8.Steel Strength of Anchor in Shear(Sec.D.6.1)
V.(Ib) Qgrout 0 OgroutOVse(Ib)
2855 1.0 0.60 1713
9.Concrete Breakout Strength of Anchor in Shear(Sec.D.6.21
Shear perpendicular to edge in y-direction:
Vby=minj7(le/da)02\ideA.Aifccer15;9),... c.11-51(Eq.D-33&Eq.D-34)
le(in) de(in) ae f' (psi) ca,(in) Vby(lb)
1.77 0.38 1.00 3000 4.00 2562
4V cby=0(Avc/Avco)`-ed,V-,V-h,V.by(Sec.D.4.1 &Eq.D-30)
Avc(in2) Avoo(in2) Wed W,v 14,v Vby(Ib) 0 OVcby(Ib)
32.00 72.00 0.800 1.000 1.225 2562 0.70 781
Shear parallel to edge in y-direction:
Vbx=minl7(1e/da)02Jde2eJ4c.11 S;9AA.aJfcce1151(Eq.D-33&Eq. D-34)
le(in) da(in) A. f'c(psi) cel(in) Vb,(Ib)
1.77 0.38 1.00 3000 2.00 906
lVcby=0(2)(Avc/Avco)Y'ed,vP,VWh,VVbx(Sec.D.4.1 &Eq.D-30)
Avc(in2) Avco(in2) %a.v V1,v Y'h.v Vbx(lb) 0 4Vcby(Ib)
18.00 18.00 1.000 1.000 1.000 906 0.70 1268
10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3)
4Vcp=OkcpNcb=0kcp(ANc/ANco)Pd,N FFNWcp,NNb(Eq.D-40)
kcp ANc(in2) ANco(in2) Wed,N W,N Wcp,N Nb(lb) 0 O/c('(lb)
1.0 24.72 28.20 0.926 1.000 1.000 2193 0.70 1246
11.Results
Interaction of Tensile and Shear Forces(Sec.0.7)
Shear Factored Load,Vie(Ib) Design Strength,eVn(Ib) Ratio Status
• Steel 750 1713 0.44 Pass
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
CLOP \\
SIMPSON Anchor Designer TM Company: Lauren Thomas Consulting,LL Date: 5/11/2016
Engineer: Lauren Thomas,PE Page: 4/4
Strong Tie Software Project: Zoup!Store#213(16-IB-85473)
Version 2.3.5555.366 Address: 10372 SW Bonanza Way,Tigard,OR
Phone: 503-317-1023
E-mail: LTCStructural@gmail.com
T Concrete breakout y+ 750 781 0.96 Pass(Governs)
�I Concrete breakout x+ 750 1268 0.59 Pass(Governs)
Pryout 750 1246 0.60 Pass
3/8"0 Titen HD,hnom:2.5"(64mm)meets the selected design criteria.
12.Warnings
-Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify.
-Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.corn
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Project Name Zoup! Store#213 (16-IB-85473) Project# 16-55
LTC Location 10140 SW Washington Square Rd., Tigard, OR
LAUREN TH
cON9JL &c Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023By LMT Date 5/11/16 Page `(,� of
tara
Lttxtruttural@gngmnll.com
SIMPSON Anchor Designer TM Company: Lauren Thomas Consulting, LL Date: 5/11/2016
Engineer: Lauren Thomas, PE _Page: 1/4
Software
Strong-TieProject: Zoup!Store#213(16-IB-85473)
• Version 2.3.5555.366 Address: 10372 SW Bonanza Way,Tigard,OR
Phone: 503-317-1023
E-mail: LTCStructural@gmail.com
1.Proiect information
Customer company: Imperial Brown Project description:LTC 16-55
Customer contact name: Location:Tigard,Oregon
Customer e-mail: Fastening description:
Comment: t ��
2.Input Data&Anchor Parameters
General Base Material
Design method:ACI 318-11 Concrete:Normal-weight
Units: Imperial units Concrete thickness,h(inch):4.00
State:Cracked
Anchor Information: Compressive strength,fe(psi):3000
Anchor type:Concrete screw We v: 1.0
Material:Carbon Steel Reinforcement condition: B tension,B shear
Diameter(inch):0.375 Supplemental reinforcement:Not applicable
Nominal Embedment depth(inch):2.500 Do not evaluate concrete breakout in tension: No
Effective Embedment depth,her(inch): 1.770 Do not evaluate concrete breakout in shear:No
Code report: ICC-ES ESR-2713 Ignore 6do requirement: Not applicable
Anchor category: 1 Build-up grout pad:No
Anchor ductility: No
hmm(inch):4.00 Base Plate
c.c(inch):2.69 Length x Width x Thickness(inch):2.00 x 8.00 x 0.35
Cmin(inch): 1.75
Smin(inch):3.00
Load and Geometry
Load factor source:ACI 318 Section 9.2
Load combination:not set
Seismic design: Yes
Anchors subjected to sustained tension:Not applicable
Ductility section for tension:D.3.3.4.3(a)3-6 is satisfied
Ductility section for shear:D.3.3.5.3(a)is satisfied
Qo factor:not set
Apply entire shear load at front row:Yes
Anchors only resisting wind and/or seisrftic loads:Yes
<Figure 1>
I
Z50 lb
I
0 Ib
)•\(.0.\.
Oft-Ib Oft-Ib
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.strongtie.com
a,� \'�
SIMPSON Anchor Designer TM Company: Lauren Thomas Consulting,LL Date: 5/11/2016
Software Engineer Lauren Thomas, PE Page: 2/4
Strong-Tie Zoup!Store#213(16-IB-85473)
• Version 2.3.5555.366 Address: 10372 SW Bonanza Way,Tigard,OR
Phone: 503-317-1023
E-mail: LTCStructural@gmail.com
<Figure 2>
8
8
48.00 4.00
Recommended Anchor
Anchor Name:Titen HD®-3/8"0 Titen HD,hnom:2.5"(64mm)
Code Report Listing:ICC-ES ESR-2713
1 � i
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
SIMPSON Anchor Designer TM Company: Lauren Thomas Consulting, LL Date: 5/11/2016
Engineer: Lauren Thomas,PE Page: 3/4
Strong-TieSoftware Project: Zoupl Store#213(16-IB-85473)
Version 2.3.5555.366 Address: 10372 SW Bonanza Way,Tigard,OR
Phone: 503-317-1023
E-mail: LTCStructural@gmail.com
- 3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
N„e(Ib) V„..(Ib) Vo.y(Ib) Ni(V„a,)'+(V..y)'(Ib)
1 650.0 0.0 0.0 0.0
Sum 650.0 0.0 0.0 0.0
Maximum concrete compression strain(fie):0.00 <Figure 3>
Maximum concrete compression stress(psi):0
Resultant tension force(Ib):650
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y
010-
,
XT
4.Steel Strength of Anchor in Tension(Sec.D.5.1)
Nee(Ib) 0 ON.(Ib)
10890 0.65 7079
5.Concrete Breakout Strength of Anchor in Tension(Sec.D.5.21
Nb=kciie'ifcher1 5(Eq.D-6)
IQ /Ia re(psi) her(in) Nb(Ib)
17.0 1.00 3000 1.770 2193
0.750N<b=0.750(ANc/ANcc)'Yed,NTY,N'Ycp,NNb(Sec.D.4.1 &Eq.D-3)
ANc(in2) ANee(in2 PedN 'PcN Pp,N Nb(Ib) 0 0.750Ncb(lb)
24.72 28.20 0.926 1.00 1.000 2193 0.65 868
6.Pullout Strength of Anchor in Tension(Sec.D.5.31
0.750Np,=0.7509c,Pd.eNp(rc/2,500)"(Sec.D.4.1, Eq.D-13&Code Report)
Pc c P d a Ale(lb) f'c(psi) n 0 0.75¢Npn(Ib)
1.0 1.00 1235 3000 0.50 0.65 660
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
SIMPSON Anchor Designer TM Company: Lauren Thomas Consulting,LL Date: 5/11/2016
Engineer: Lauren Thomas,PE Page: 4/4
Strong-Tie Version
StrongProject: Zoup!Store#213(16-IB-85473)
Version 2.3.5555.366 Address: 10372 SW Bonanza Way,Tigard,OR
Phone: 503-317-1023
E-mail: LTCStructural@gmail.com
11.Results
)nteraction of Tensile and Shear Forces(Sec.D.7)
• Tension Factored Load,Nu.(Ib) Design Strength,aN„(Ib) Ratio Status
Steel 650 7079 0.09 Pass
Concrete breakout 650 868 0.75 Pass
Pullout 650 660 0.99 Pass(Governs)
3/8"0 Titen HD,hnom:2.5"(64mm)meets the selected design criteria.
12,Warnings
Brittle failure governs for tension.Governing anchor failure mode is brittle failure.Attachment shall be designed to satisfy the requirements of ACI
318-11 Section D.3.3.4.3 for structures assigned to Seismic Design Category C,D,E,or F when the component of the strength level earthquake
force applied to anchors exceeds 20 percent of the total factored anchor force associated with the same load combination.In case when ACI
318-11 Sections D.3.3.4.3(a)3 to 6,(b),(c),or(d)is satisfied for tension loading,select appropriate checkbox from Inputs tab to disable this
message.Alternatively,D0 factor can be entered to satisfy ACI 318-11 Section D.3.3.4.3(d)to increase the earthquake portion of the loads as
required.
-Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify.
-Designer must exercise own judgement to determine if this design is suitable.
-Refer to manufacturer's product literature for hole cleaning and installation instructions.
Input data and results must be checked for agreement with the existing circumstances.the standards and guidelines must be checked for plausibility.
Simpson Strong-Tie Company Inc 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone 925.560.9000 Fax 925.847.3871 www.strongtie.com
\ of \C
Calculation for Seismic Forces, using Analysis per ASCE 7
(For Non-Buildings, per chapter 13)
Spectral Response Accelerations: (from maps)
SS= 0.977 0.2 sec.
S, = 0.425 1.0 sec
Determine Site Coefficients: (from Table 11.4-1 and 2)
Fa = 1.1092
F„= 1.575
SmS=Ss x Fa = 1.084
Smi =S1 x Fv= 0.669
SDS=(2/3)SmS= 0.73
SDI =(2/3) Smi= 0.45
Site Class: D (Use Site Class D unless Geotech Report available)
Occumpancy Category: II (From Table IBC table 1604.5)
Seismic Design Category(SDC): D (From Tables 11.6-1 and 2)
Calculate Seismic Design Force-Fp (Eq. 13.3-1)
Amplification Factor ap= 2.5 (Table 13.5-1 or 13.6-1)
Response Mod. Factor Rp = 6.0 (Table 13.5-1 or 13.6-1)
z= 8.7 ft
h = 8.7 ft
Component Weight Wp = 259 lbs
Importance Factor Ip= 1.0
Fp= (.4*ap*Sds*Wp*(1+2z/h))/(Rp/Ip)= 94 lbs (Eq. 13.3-1)
Fp max= 1.6*Sds*Ip*Wp= 301 lbs (Eq. 13.3-2)
Fp min = .3*Sds*Ip*Wp = 56 lbs (Eq. 13.3-3)
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Project Name Zoup! Store#213 (16-1B-85473) Project# 16-55
LTC Location 10140 SW Washington Square Rd., Tigard, OR
LAUREN THOMAS
CONwtrntauc Client Imperial Brown
10372 SW Bonanza Way
Tigard,OR 97224
503-317-1023 By LMT Date 5/11/16 Page is of Ij.—
Ltcstructural@gmall.com