Specifications (36) tt 53 Sv314 ROWELL R1 o�c
10570 SE Washington St
Suite 212
ENGINEERING, LLC Portland,OR 97216
STRUCTURAL ENGINEERING Tel. 503-254-6292
Fax.503-254-6761
STRUCTURAL ANALYSIS
RECEIVE
00 _4201%
October 4, 2018 1.1G1\Cli t4
BUICCOG„1V`S1®
LU'S SPORT BAR
11530 SW PACIFIC HWY
TIGARD, OR 97223
120 mph Ultimate Wind, Exposure B Seismic Category D
2015 IBC /2014 OSSC
Rowell Engineeringco PR0A"
Project Number: 4;� GINF�s`
R-18-046 �� 597P E/00;
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EXCLUSION OF LIABILITIES
I.DISCLAIMER AND RELEASE
BUYER HEREBY WAIVES,RELEASES AND RENOUNCES ALL WARRANTIES(EXPRESS OR IMPLIED),OBLIGATIONS,AND
LIABILITIES OF ROWELL ENGINEERING AND ALL OTHER RIGHTS,CLAIMS AND REMEDIES AGAINST ROWELL
ENGINEERING(EXPRESS OR IMPLIED)WITH RESPECT TO ANY NONCOMFORMITY,IMPROPER INSTALLATION,
WORKMANSHIP OR MATERIALS.
II.EXCLUSION OF CONSEQUENTIAL AND OTHER DAMAGES
ROWELL ENGINEERING SHALL HAVE NO OBLIGATION OF LIABILITY,WHETHER ARISING IN CONTRACT
(INCLUDING WARRANTY),TORT(INCLUDING ACTIVE,PASSIVE OR IMPUTED NEGLIGENCE)OR OTHERWISE,FOR
LOSS OF USE,REVENUE OR PROFIT,OR FOR ANY OTHER INCEDENTAL OR CONSEQUENTIAL DAMAGES.
III.THIS PRODUCT IS FOR A SINGLE USE ONLY AND IS NOT TO BE REUSED WITHOUT SPECIFIC AUTHORIZATION.
Page 4
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Page 6
SIMPSON Anchor DesignerTM Company: ROWELL ENGINERING LLC Date: 10/3/2018
Engineer: CT Page: 1/5
' Software Project: LU'S SPORT BAR
Version 2.6.6682.0 Address:
a
Phone:
E-mail:
1.Proiect information
Customer company: Project description:Retro-fit anchors
Customer contact name: Location:
Customer e-mail: Fastening description:StI Plate to conc panel
Comment:
2.Input Data&Anchor Parameters
General Base Material
Design method:ACI 318-14 Concrete:Normal-weight
Units: Imperial units Concrete thickness,h(inch): 18.00
State:Cracked
Anchor Information: Compressive strength,f0(psi):2500
Anchor type:Concrete screw 4ic,v: 1.0
Material:Carbon Steel Reinforcement condition:A tension,A shear
Diameter(inch):0.500 Supplemental reinforcement:Not applicable
Nominal Embedment depth(inch):3.500 Reinforcement provided at corners: No
Effective Embedment depth,het(inch):2.560 Ignore concrete breakout in tension:No
Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear:No
Anchor category: 1 Ignore 6do requirement: Not applicable
Anchor ductility:No Build-up grout pad: No
hmin(inch):5.42
cec(inch): 3.88
Cwn(inch): 1.75
Sin(inch):3.00
Recommended Anchor
Anchor Name:Titen HD®-1/2"0 Titen HD,hnom:3.5"(89mm)
Code Report: ICC-ES ESR-2713
ern .
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
`.)z, 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
Page 7
SIMPSON Anchor DesgnerTM Company: ROWELL ENGINERING LLC Page:
21105/3/2018
Engineer: CT
SoftwareProject: LU'S SPORT BAR
Version 2.6.6682.0 Address:
Phone:
E-mail:
Load and Geometry
Load factor source:ACI 318 Section 5.3
Load combination: not set
Seismic design:Yes
Anchors subjected to sustained tension:Not applicable
Ductility section for tension.. 17.2.3.4.2 not applicable
Ductility section for shear: 17.2.3.5.2 not applicable
00 factor: not set
Apply entire shear load at front row:Yes
Anchors only resisting wind and/or seismic loads:Yes
Strength level loads:
N.[lb]: 0
V..[lb]: 0
Vuay[lb]:266
<Figure 1>
0 lb
:01±01FAIE01,4111011111ill filar
fi'ASE724:-:Ni:ilikailL',1,,4010411111111110111'Offir
...!-100!!!111,,.:10.0001:10K-bi,
0000000M,'-
'1:140401ReigitaP
266 lb
'OOO:.O:.O,O.O:.:2.4;;14110111X1.14- O-O-- Y
X
:opy. o3O,ik
C.-X5
5:1",,,;OO OO411:
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelinesmust bechecked
wvmie
hecked.sfotrropnlgatus.icboniility.
5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:
925.560.9000 Fax:925.847.3871
6
Page 8
SIMPSON Anchor DesignerTM Company: ROWELL ENGINERING LLC Date: 10/3/2018
Engineer: CT Page: 3/5
° `g , °P Software Project: LU'S SPORT BAR
• Version 2.6.6682.0 Address:
Phone:
E-mail:
<Figure 2>
Q
1-1
1
4.00 1. 4.00
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
Page 9
SIMPSON Anchor DesignerTM Company: ROWELL ENGINERING LLC Date: 10/3/2018
Engineer: CT Page: 4/5
Software Project: LU'S SPORT BAR
Version 2.6.6682.0 Address:
Phone:
E-mail:
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nua(lb) Vuax(lb) Vuay(Ib) J(Vua),)2+(Vuay)2(Ib)
1 0.0 0.0 266.0 266.0
Sum 0.0 0.0 266.0 266.0
Maximum concrete compression strain(%o):0.00
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
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
8.Steel Strength of Anchor in Shear(Sec.17.5.1)
Vsa(lb) Ogreut 0 0grout0Vsa(lb)
4790 1.0 0.60 2874
9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2)
Shear perpendicular to edge in y-direction:
Vby=mini7(Ie/da)°'24daAalif'cca,l'5;9Aa4f'ccat1•5I(Eq. 17.5.2.2a& Eq. 17.5.2.2b)
to(in) da(in) f'o(psi) ca,(in) Vby(ib)
2.56 0.500 1.00 2500 4.00 2745
OVcby=¢(Avc/Avon)Y'eav9'c,v5"e,vVby(Sec. 17.3.1 &Eq.17.5.2.1a)
Avo(in2) Avco(in2) Y'ed,v Pc,V Fi,,v Vby(Ib) 0 0Vcby(Ib)
72.00 72.00 1.000 1.000 1.000 2745 0.75 2059
ShearY
arallel to edge in -direction,
p g
Vsx=minI7(le/da)°24daAa-if'cca,'5; 9AaIfceall`'I(Eq. 17.5.2.2a&Eq. 17.5.2.2b)
le(in) da(in) Aa f'c(psi) ca,(in) Vex(Ib)
2.56 0.500 1.00 2500 8.00 7763
¢Vcby=0(2)(Avc/A vac)tFed,vY'c,vYn,vVbX(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1a)
Avc(in2) Avco(in2) Y'ed,V Y'c,v Tray Vbx(Ib) 0 ¢Vcby(Ib)
96.00 288.00 1.000 1.000 1.000 7763 0.75 3882
10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.3)
0Vcp=OkcpNcb=Okop(ANc/ANco)Y'ed,NY'c,nt Pcp,NNb(Sec. 17.3.1 & Eq. 17.5.3.1a)
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility.
5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com
Page 10
SIMPSON Anchor DeSlgnerTM Company: ROWELL ENGINERING LLC Date: 10/3/2018
Engineer: CT Page: 5/5
Software Project: LU'S SPORT BAR
Version 2.6.6682.0 Address:
Phone:
E-mail:
kcp ANc(in2) ANco(in2) y'ed,N gic,e Pcp,N Nb(Ib) 0 0Vcp(Ib)
2.0 58.98 58.98 1.000 1.000 1.000 3482 0.70 4874
11.Results
11.Interaction of Tensile and Shear Forces(Sec.D.7)?
Shear Factored Load,V.(Ib) Design Strength,eVn(lb) Ratio Status
Steel 266 2874 0.09 Pass
T Concrete breakout y+ 266 2059 0.13 Pass(Governs)
Concrete breakout x+ 266 3882 0.07 Pass(Governs)
Pryout 266 4874 0.05 Pass
1/2"0 Titen HD,hnom:3.5"(89mm)meets the selected design criteria.
12.Warnings
-Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension
need not be satisfied—designer to verify.
-Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total
factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear
need not 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.
':c 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com