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Garmat Booth Anchorage =-��r,3
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Tigard, Oregon
For
Rohner
July 10, 2015
ALL COMPUTATION AND STRUCTURAL ENGINEERING
FOR THIS PROJECT HAVE BEEN PERFORMED
BY MYSELF OR UNDER MY DIRECT SUPERVISION.
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- . KRAMER GEHLEN & ASSOCIATES, INC.
CONSULTING ENGINEERS
400 Columbia Street, Suite 240
Vancouver, Washington 98660-3413
(360) 693-1621 (503) 289-2661
Fax: (360) 696-1572
•
Project Summary:
Title: Garmat Booth Anchorage
Site Address: 14344 SW 72nd Avenue, Tigard OR 97224
KGA Project No: 15-143
Client: Rohner
Design Criteria:
2012 International Building Code(IBC)
Seismic: Sds= 0.720 (per attached USGS print-out)
Design per ASCE 7-10 Soil Site Class D (assumed)
R=1.25 (Other self-supporting structure)
Description:
This project consists of the seismic anchorage design of one cold-formed steel booth,
approximately 27'-6" long by 13'-6"wide and 11'-3" tall. The wall panels are anchored to
the existing concrete slab using code approved anchors. A minimum slab depth of 6" is
assumed.
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PROJECT 6,;(i)r m 1 1)) II
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CLIENT
Structural Engineers /
KRAMER 400 Columbia St. 360/693-1621 DATE DESIGN
WO 13
GENLEN Suite 240
Vancouver,WA 503/289-2661
Fax:360/696-1572 PROJECT NO. SHEET
ASSOCIATES 98660-3413 www.kramer-gehlen.com U-) /4( -5 _1 e
1
SIMPSON Anchor Designer TM Company: Kramer-Gehlen&Associates Date: 719/2015
Engineer: Collin Bundy,EIT Page: 113
• t 't x Z'i�e Software Project: Garmat Booth Anchorage
Version 2.3.5365.6 Address:
Phone:
E-mail:
1.Project information
Customer company:Rohner Project description:Garmat Booth
Customer contact name: Location:
Customer e-mail: Fastening description:
Comment:
2.Input Data&Anchor Parameters
General Base Material
Design method:ACI 318-11 Concrete:Normal-weight
Units:Imperial units Concrete thickness,h(inch):4.50
State:Cracked
Anchor Information: Compressive strength,fG(psi):2500
Anchor type:Torque controlled expansion anchor 4'.,v:1.0
Material:Carbon Steel Reinforcement condition:B tension,B shear
Diameter(inch):0.375 Supplemental reinforcement:Not applicable
Nominal Embedment depth(inch):2.875 Do not evaluate concrete breakout In tension:No
Effective Embedment depth,her(inch):2.500 Do not evaluate concrete breakout in shear:No
Code report:ICC-ES ESR-3037 Ignore 6do requirement:Not applicable
Anchor category:1 Build-up grout pad:No
Anchor ductility:Yes
hmtn(inch):4.50 Base Plate
cac(inch):6.00 Length x Width x Thickness(inch):3.00 x 3.00 x 0.35
Cmin(inch):6.00
Smtn(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 Z
Ductility section for tension:D.3.3.4.3(d)is satisfied
Ductility section for shear:D.3.3.5.3(c)Is satisfied
Do factor:not set
Apply entire shear load at front row:No
Anchors only resisting wind and/or seismic loads:Yes 0 lb
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<Figure 1>
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799 lb
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Xf�� Qft-lb
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
✓" .,_°
SIMPSQN Anchor Designer Company: Kramer-Gehlen&Associates Date: 7/9/2015
Engineer: Collin Bundy,EIT Page: 2/3
S Software Project: Garmat Booth Anchorage
e. �, „ , ., Version 2.3.5365.6 Address:
Phone:
E-mail:
<Figure 2>
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Recommended Anchor
Anchor Name:Strong Bolt®2 3!8"o CS Strong-Bolt 2,hnom:2.875'(73mm)
Code Report Listing:ICC-ES ESR-3037
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InputStrong-
data and results must be checked for agreement with the existing circumstances,the standards and guide€foes must be checked.for plausibility.
Simpson Strong-Tia Company Inc. 5956 W.Las Positas Boulevard P€easanton,CA 94588 Phone:925.560.9000 Fax:925.847.3879 wwwstrongtte.com
4
SIMPSON Anchor DesignerTM Company: Kramer-Gehlen&Associates Date: 7/9/2015
Engineer: Collin Bundy,EIT Page: 3/3
• Stro Tie Software Project: Garmat Booth Anchorage
Version 2.3.5365.6 Address:
Phone:
E-mail:
3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nue(Ib) V.(Ib) Vuay(Ib) /(Vuax)2+(Vuay)2(Ib)
1 0.0 0.0 799.0 799.0
Sum 0.0 0.0 799.0 799.0
Maximum concrete compression strain(%o):0.00 <Figure 3>
Maximum concrete compression stress(psi):0
Resultant tension force(Ib):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-axls,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
x
8.Steel Strength of Anchor in Shear(Sec.D.6.1)
V:a(Ib) fig eo 0 4grout0Vaa(lb)
1800 1.0 0.65 1170
10.Concrete Pryout Strength of Anchor in Shear(Sec.D.6.3)
0Ve,=glkcpNca=flkcp(ANc/ANe,)'Ied,N'PC.N'Ycp,NNb(Eq.D40)
kcp And.(m2) AN.(in2) 9ed,N S'GN Wcp.N Nb(Ib) fVep(Ib)
2.0 56.25 56.25 1.000 1.000 1.000 3360 0.70 4704
11.Results
Interaction of Tensile and Shear Forces(Sec.0,7)
Shear Factored Load,Vua(Ib) Design Strength,eVa(Ib) Ratio Status
Steel 799 1170 0.68 Pass(Governs) i
Pryout 799 4704 0.17 Pass
318"0 CS Strong-Bolt 2,hnom:2.875"(73mm)meets the selected design criteria.
12.Warnings
-Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify.
-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 Posilas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.stronglie.com
usGs Design Maps Summary Report
User-Specified Input
• Building Code Reference Document 2012 International Building Code
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.41564°N, 122.74944°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
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USGS-Provided Output
Ss = 0.971 g SMS = 1.079 g SOS = 0.720 g
Sl = 0.421 g SMS = 0.665 g Sol = __.0.443 g
For information on how the SS and S1 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
1.10 0.72
0.99 0.64
0.22 0.56
0.77
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to 0.55 S 0.40
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 1.90 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00
Period, T(sec) Period, T(sec)
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.1 his tool is not a substitute for technical subject-matter knowledge.
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