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Address:Project:
1/5Page:Engineer:13/11/2014Date:Company:
Anchor DesignerSoftwareVersion 2.3.5365.1
CALCULATION SHEET FOR SIMPSON STRONG-TIE ANCHOR DESIGNER
SOFTWARE
Base MaterialConcrete: Normal-weight C30/37Concrete thickness, h
[mm]: 350State: CrackedCompressive strength, fck.cube[N/mm]:
37.00Temperature range: 24/43Hole condition: Dry or Wet
ReinforcementStraight edge reinf. + stirrups (a 100
mm)Reinforcement to control splitting provided: NoNormal
reinforcement: Yes
Base PlateLength x Width x Thickness [mm]: 360 x 280 x 12Yield
stress: 235.00 N/mm
Profile type/size: IPE 200
GeneralDesign method: ETAG 001 Annex C / TR 029Units: SI units
(metric)
Anchor Information:Anchor type: Bonded anchorMaterial: Steel
Grade 5.8Diameter [mm]: 20
Effective Embedment depth, hef[mm]: 280hmin[mm]: 328ccr,N[mm]:
420scr,N[mm]: 840ccr,sp[mm]: 840scr,sp[mm]: 1680cmin[mm]:
115smin[mm]: 70
Load and GeometryDesign loads:NSd[kN]: 0.00VxSd[kN]:
15.00VySd[kN]: 0.00MxSd[kN]: 0.00MySd[kN]: 20.00MzSd[kN]: 0.00
2. Input Data & Anchor Parameters
Project description:Location:Fastening description:
Customer company:Customer contact name:Customer
e-mail:Comment:
1.Project information
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.comSimpson Strong-Tie
Company Inc.
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Address:Project:
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Anchor DesignerSoftwareVersion 2.3.5365.1
Recommended AnchorAnchor Name: SET-XP - SET-XP M20 - 5.8Code
Report Listing: ETA-11/0360
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.comSimpson Strong-Tie
Company Inc.
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8/21/2019 Steel Anchor Bolts
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VRd,s= VRk,s /gMsShear without lever am
Steel Resistance [Sec. 5.2.3.2]
5. Resistances to Shear Loads
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Anchor DesignerSoftwareVersion 2.3.5365.1
3. Resulting Anchor Forces
Anchor Tension load,
NSd[kN]
Shear load x,
VxSd[kN]
Shear load y,
VySd[kN]
Shear load combined,
VSd= (VxSd)+(VySd) [kN]1 36.34 3.75 0.00 3.752 36.34 3.75 0.00
3.753 0.00 3.75 0.00 3.754 0.00 3.75 0.00 3.75
Sum 72.67 15.00 0.00 15.00
Maximum concrete compression strain []: 0.23Maximum concrete
compression stress [N/mm]: 6.98Resultant tension force [kN]:
72.67Resultant compression force [kN]: 72.67Eccentricity of
resultant tension forces in x-axis, e'Nx(mm): 0Eccentricity of
resultant tension forces in y-axis, e'Ny(mm): 0Eccentricity of
resultant shear forces in x-axis, e'Vx(mm): 0Eccentricity of
resultant shear forces in y-axis, e'Vy(mm): 0
18.312.101.044205.201.0001.0000.7542822400672000
NRd,sp[kN]gMspYh,spN0Rk,c[kN]Yec,NYre,NYs,NA0c,N[mm2]Ac,N[mm2]
NRd,sp= NRk,sp /gMsp= N0Rk,c(Ac,N /
A0c,N)Ys,NYre,NYec,NYh,sp/gMsp[Eq. 3.2 & 5.4]
Splitting Resistance [Sec. 5.2.2.6]
37.562.10205.201.0001.0000.807705600336000
NRd,c[kN]gMcN0Rk,c[kN]Yec,NYre,NYs,NA0c,N[mm2]Ac,N[mm2]
NRd,c= NRk,c /gMc= N0Rk,c(Ac,N / A0c,N)Ys,NYre,NYec,N/gMc[Eq.
3.2 & 5.3]
205.2028037.007.2
N0Rk,c[kN]hef[mm]fck,cube[N/mm2]k1
N0Rk,c= k1fck,cubehef1.5 [Eq. 5.3a]
Concrete Cone Resistance [Sec. 5.2.2.4]
23.232.1052.781.0001.0001.1930.895213333184752
NRd,p[kN]gMpN0Rk,p[kN]Yre,NpYec,NpYg,NpYs,NpA0p,N[mm2]Ap,N[mm2]
NRd,p= NRk,p /gMp= N0Rk,p(Ap,N /
A0p,N)Ys,NpYg,NpYec,NpYre,Np/gMp[Eq. 3.2 & 5.2]
52.783.0028020
N0Rk,p[kN]tRk [N/mm2]hef[mm]d [mm]N
0Rk,p
= pdhef
tRk
[Eq. 5.2a]
Combined Pull-out and Concrete Resistance [Sec. 5.2.2.3]
82.001.50123.00
NRd,s[kN]gMsNRk,s[kN]
NRd,s= NRk,s /gMs
Steel Resistance [Sec. 5.2.2.2]
4. Resistance to Tension Loads
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.comSimpson Strong-Tie
Company Inc.
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8. Warnings
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Address:Project:
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Anchor DesignerSoftwareVersion 2.3.5365.1
149.141.50
VRd,c[kN]gMc
41.691.4001.0002.50090.01.0001.000101250155250
V0Rk,c[kN]Yre,VYec,VYa,VaVYh,VYs,VA0c,V [mm2]Ac,V[mm2]
VRd,c= VRk,c /gMc= V0Rk,c(Ac,V/
A0c,V)Ys,VYh,VYa,VYec,VYre,V/gMc[Eq. 3.2 & 5.8]
41.6915037.002800.070.14201.70V
0Rk,c[kN]c1[mm]fck,cube[N/mm
2
]hef[mm]bad [mm]k1
V0Rk,c= k1dahefbfck,cubec11.5= [Eq. 5.8a]
Concrete Edge Resistance [Sec. 5.2.3.4]
111.241.50205.201.0001.0000.807705600432000
VRd,cp[kN]gMcN0Rk,c[kN]Yec,NYre,NYs,NA0c,N[mm2]Ac,N[mm2]
52.781.0001.0001.3420.8952133332807522.0
N0Rk,p[kN]Yre,NpYec,NpYg,NpYs,NpA0p,N[mm2]Ap,N[mm2]k
VRd,cp= VRk,cp /gMc= min|kNRK,p; kNRk,c| /gMc= min|kN0Rk,p(Ap,N
/ A0p,N)Ys,NpYg,NpYec,NpYre,Np ; kN0Rk,c(Ac,N /
A0c,N)Ys,NYre,NYec,N| /gMc[Eq. 3.2, 5.7 & 5.7a]
Concrete Pry-out Resistance [Sec. 5.2.3.3]
48.801.2561.00
VRd,s[kN]gMsVRk,s[kN]
Fail4.101.00.133.97bNa+ bVaStatusRatioabV = VSd/VRdbN =
NSd/NRdInteraction check
Pass0.05149.147.50Concrete Edge
Pass (Governs)0.13111.2415.00Pry-out
Pass0.0848.803.75Steel
StatusRatioResistance, VRd[kN]Action Load, VSd[kN]Shear
Fail (Governs)3.9718.3172.67Splitting
Fail1.9437.5672.67Concrete Cone
Fail3.1323.2372.67PulloutPass0.4482.0036.34Steel
StatusRatioResistance, NRd[kN]Action Load, NSd[kN]Tension
Proof of Tensile and Shear Failure and Interaction [Sec.
5.2.4]
6. Results
FAIL! Selected anchor type and embedment do not meet the
selected design criteria.
7. Installation
Effective embedment depth, hef[mm]: 280Concrete thickness, h
[mm]: 350Drilled hole diameter, d0[mm]: 24Drilled hole depth,
h1[mm]: 280Installation torque, Tinst[Nm]: 80.00Base plate
thickness, t fix[mm]: 12Fixture hole diameter [mm]: 22
Installation
instruction:http://dop.strongtie.eu/ETA/ETA-11_0360_en.pdf
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.comSimpson Strong-Tie
Company Inc.
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E-mail:Phone:
Address:Project:
5/5Page:Engineer:13/11/2014Date:Company:
Anchor DesignerSoftwareVersion 2.3.5365.1
9. Contact Information
--- Simpson Strong-Tie United Kingdom ---Simpson
Strong-TieWinchester RoadCardinal PointTamworth
StaffordshireB78 3HGUnited KingdomTel: +44 1827 255 600E-mail:
[email protected]
--- Simpson Strong-Tie Australia ---Simpson Strong-Tie1/11
Kenoma Place
Arndell ParkNSW 2148
AustraliaTel. : (61) 02 9831 7700Fax : (61) 02 9831 2726Email :
[email protected]
--- Simpson Strong-Tie New Zealand ---Simpson Strong-Tie28
Arrenway Drive
AlbanyAuckland 0632New ZealandTel. : (64) 9 477 4440Fax : (64) 9
475 9724Email : [email protected]
--- Simpson Strong-Tie South Africa ---
Simpson Strong-TieUnit 5Fairway Business Park Stibitz StreetWest
Lake Business Park 7934Cape Town, Western ProvinceSouth AfricaTel.
: (27) 087 354 0629Fax : (27) 021 702 3679Email :
[email protected]
- Designer must exercise own judgement to determine that the
requirements in TR 029 Section 6 "Serviceability limit state" and
Section 7"Additional proofs for ensuring the characteristic
resistance of concrete member" are fulfilled where required.
- Per TR 029 Section 5.2.2.5, splitting failure is avoided
during anchor installation by complying with minimum values for
edge distance Cmin,spacing Smin,member thickness hminand
reinforcement as given in the relevant ETA.
- Designer must exercise own judgement to determine if this
design is suitable.
- Refer to manufacturers 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.
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone:
925.560.9000 Fax: 925.847.3871 www.strongtie.comSimpson Strong-Tie
Company Inc.
