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Project data
Project name
Project number
Author
Description
Date 12/22/2023
Design code EN

Material
Steel S 235 H

Project item CON1

Design
Name CON1
Description
Analysis Stress, strain/ loads in equilibrium

Beams and columns

β– α-
Cross- γ - Pitch Offset ex Offset ey Offset ez
Name Direction Rotation Forces in
section [°] [mm] [mm] [mm]
[°] [°]
C 1 - IPE200 0.0 90.0 0.0 0 0 0 Node
B 1 - IPE200 0.0 -10.0 0.0 0 0 0 Node
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Cross-sections

Name Material
1 - IPE200 S 235 H
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Cross-sections

Name Material Drawing

1 - IPE200 S 235 H

Bolts

Diameter fu Gross area

Name Bolt assembly
[mm] [MPa] [mm2]
M12 5.8 M12 5.8 12 500.0 113

Load effects (forces in equilibrium)

N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LE1 C 0.0 0.0 0.0 0.0 0.0 0.0
B 0.9 0.0 8.7 0.0 12.0 0.0

Check
Summary

Name Value Status

Analysis 100.0% OK
Plates 0.0 < 5.0% OK
Bolts 46.3 < 100% OK
Welds 77.6 < 100% OK
Buckling Not calculated

Plates

Thickness σEd εPl σcEd

Name Loads Status
[mm] [MPa] [%] [MPa]
C-bfl 1 8.5 LE1 72.2 0.0 0.0 OK
C-tfl 1 8.5 LE1 162.6 0.0 14.7 OK
C-w 1 5.6 LE1 71.0 0.0 0.0 OK
B-bfl 1 8.5 LE1 155.3 0.0 0.0 OK
B-tfl 1 8.5 LE1 120.1 0.0 0.0 OK
B-w 1 5.6 LE1 101.6 0.0 0.0 OK
EP1 10.0 LE1 120.0 0.0 12.3 OK
WID1a 10.0 LE1 71.5 0.0 0.0 OK
WID1b 10.0 LE1 56.3 0.0 0.0 OK
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STIFF2a 10.0 LE1 20.9 0.0 0.0 OK
STIFF2b 10.0 LE1 20.8 0.0 0.0 OK
STIFF3a 10.0 LE1 49.9 0.0 0.0 OK
STIFF3b 10.0 LE1 49.9 0.0 0.0 OK
STIFF4a 10.0 LE1 39.9 0.0 0.0 OK
STIFF4b 10.0 LE1 39.8 0.0 0.0 OK

Design data

fy εlim
Material
[MPa] [%]
S 235 H 235.0 5.0

Symbol explanation

εPl Strain
σEd Eq. stress
σcEd Contact stress
fy Yield strength
εlim Limit of plastic strain

Overall check, LE1

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Strain check, LE1

Equivalent stress, LE1

Bolts

Name Loads Ft,Ed V Utt Fb,Rd Uts Utts Sta

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[kN] [kN] [%] [kN] [%] [%]
B1 LE1 14.0 2.0 46.2 73.4 12.1 45.1 OK
B2 LE1 14.0 2.0 46.3 73.4 12.1 45.2 OK
B3 LE1 9.0 2.0 29.6 73.4 11.8 32.9 OK
B4 LE1 9.0 2.0 29.6 73.4 11.8 32.9 OK
B5 LE1 0.0 0.3 0.0 73.4 2.0 2.0 OK
B6 LE1 0.0 0.3 0.0 73.4 2.0 2.0 OK

Design data

Ft,Rd Bp,Rd Fv,Rd

Name
[kN] [kN] [kN]
M12 5.8 - 1 30.3 87.7 16.9

Symbol explanation

Ft,Rd Bolt tension resistance EN 1993-1-8 tab. 3.4

Ft,Ed Tension force
Bp,Rd Punching shear resistance
V Resultant of shear forces Vy, Vz in bolt
Fv,Rd Bolt shear resistance EN_1993-1-8 table 3.4
Fb,Rd Plate bearing resistance EN 1993-1-8 tab. 3.4
Utt Utilization in tension
Uts Utilization in shear

Welds (Plastic redistribution)

Throa Lengt
σw,Ed εPl σ⏊ τ|| τ⏊ Ut Utc Statu
Item Edge t th. h Loads
[MPa] [%] [MPa] [MPa] [MPa] [%] [%] s
[mm] [mm]
EP1 B-bfl 1 ◢3.0 100 LE1 7.7 0.0 -7.2 -1.1 1.2 2.8 2.0 OK
EP1 B-tfl 1 ◢3.0 100 LE1 35.9 0.0 25.0 -5.5 -13.8 10.0 6.3 OK
EP1 B-w 1 ◢3.0◣ 194 LE1 99.0 0.0 42.3 27.7 43.6 27.5 13.6 OK
◢3.0◣ 194 LE1 99.4 0.0 44.3 -28.1 -43.0 27.6 13.7 OK
WID1
EP1 ◢3.0◣ 220 LE1 18.1 0.0 -0.9 -10.4 -0.9 5.0 4.1 OK
a
◢3.0◣ 220 LE1 18.1 0.0 -0.9 10.4 0.9 5.0 4.1 OK
WID1
B-bfl 1 ◢3.0◣ 890 LE1 103.7 0.0 -17.2 -56.5 -17.2 28.8 4.8 OK
a
◢3.0◣ 890 LE1 103.7 0.0 -17.2 56.5 17.2 28.8 4.8 OK
WID1 WID1
◢3.0◣ 953 LE1 47.0 0.0 -6.3 -26.2 -6.3 13.1 3.6 OK
b a
◢3.0◣ 953 LE1 47.0 0.0 -6.3 26.2 6.3 13.1 3.6 OK
WID1
EP1 ◢3.0◣ 100 LE1 153.8 0.0 -32.0 0.0 -86.8 42.7 31.5 OK
b
◢3.0◣ 100 LE1 104.8 0.0 -67.1 0.0 46.5 29.1 26.6 OK
WID1
B-bfl 1 ◢3.0◣ 100 LE1 279.2 0.0 2.2 -29.6 -158.5 77.6 59.1 OK
b
◢3.0◣ 100 LE1 38.3 0.0 -7.5 19.4 9.7 10.6 10.2 OK
STIFF
C-bfl 1 ◢3.0◣ 35 LE1 13.6 0.0 5.1 4.3 5.9 3.8 3.5 OK
2a
◢3.0◣ 35 LE1 19.0 0.0 -13.9 3.1 6.7 5.4 4.3 OK
STIFF
C-w 1 ◢3.0◣ 159 LE1 11.8 0.0 9.9 1.3 3.4 3.8 1.5 OK
2a
◢3.0◣ 159 LE1 6.7 0.0 -6.7 -0.1 0.2 2.6 1.1 OK
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STIFF
C-tfl 1 ◢3.0◣ 35 LE1 17.0 0.0 -11.0 -3.8 -6.5 4.7 4.1 OK
2a
◢3.0◣ 35 LE1 23.4 0.0 11.8 -8.5 -8.0 6.5 6.2 OK
STIFF
C-bfl 1 ◢3.0◣ 35 LE1 19.0 0.0 -13.9 -3.2 -6.7 5.4 4.3 OK
2b
◢3.0◣ 35 LE1 13.6 0.0 5.1 -4.3 -5.9 3.8 3.5 OK
STIFF
C-w 1 ◢3.0◣ 159 LE1 6.7 0.0 -6.7 0.1 -0.2 2.6 1.1 OK
2b
◢3.0◣ 159 LE1 11.8 0.0 9.9 -1.3 -3.4 3.8 1.5 OK
STIFF
C-tfl 1 ◢3.0◣ 35 LE1 23.3 0.0 11.8 8.4 8.0 6.5 6.2 OK
2b
◢3.0◣ 35 LE1 17.0 0.0 -11.0 3.8 6.5 4.7 4.1 OK
STIFF
B-bfl 1 ◢3.0◣ 35 LE1 69.7 0.0 -36.6 15.9 -30.3 19.4 16.3 OK
3a
◢3.0◣ 35 LE1 41.6 0.0 5.4 23.8 1.7 11.6 8.8 OK
STIFF
B-w 1 ◢3.0◣ 159 LE1 27.5 0.0 -13.0 -9.8 -10.0 7.6 3.0 OK
3a
◢3.0◣ 159 LE1 22.6 0.0 -5.1 9.8 8.1 6.3 2.5 OK
STIFF
B-tfl 1 ◢3.0◣ 35 LE1 40.2 0.0 6.8 -21.7 7.2 11.2 10.4 OK
3a
◢3.0◣ 35 LE1 47.1 0.0 -21.0 -17.8 16.6 13.1 11.9 OK
STIFF
B-bfl 1 ◢3.0◣ 35 LE1 41.6 0.0 5.4 -23.8 -1.7 11.6 8.8 OK
3b
◢3.0◣ 35 LE1 69.7 0.0 -36.6 -15.9 30.3 19.4 16.3 OK
STIFF
B-w 1 ◢3.0◣ 159 LE1 22.6 0.0 -5.1 -9.8 -8.1 6.3 2.5 OK
3b
◢3.0◣ 159 LE1 27.5 0.0 -13.0 9.8 10.0 7.6 3.0 OK
STIFF
B-tfl 1 ◢3.0◣ 35 LE1 47.1 0.0 -21.0 17.8 -16.6 13.1 11.9 OK
3b
◢3.0◣ 35 LE1 40.2 0.0 6.8 21.7 -7.3 11.2 10.4 OK
STIFF
C-bfl 1 ◢3.0◣ 35 LE1 32.2 0.0 -5.1 -16.1 -8.8 8.9 7.7 OK
4a
◢3.0◣ 35 LE1 41.9 0.0 -17.5 17.1 13.8 11.6 8.9 OK
STIFF
C-w 1 ◢3.0◣ 159 LE1 28.0 0.0 -9.9 13.3 -7.2 7.8 4.5 OK
4a
◢3.0◣ 159 LE1 24.6 0.0 -3.0 -12.9 5.7 6.8 4.2 OK
STIFF
C-tfl 1 ◢3.0◣ 35 LE1 91.2 0.0 -48.0 -5.9 -44.4 25.3 20.3 OK
4a
◢3.0◣ 35 LE1 64.3 0.0 -29.3 4.1 32.8 17.9 14.2 OK
STIFF
C-bfl 1 ◢3.0◣ 35 LE1 41.9 0.0 -17.5 -17.1 -13.8 11.6 8.9 OK
4b
◢3.0◣ 35 LE1 32.2 0.0 -5.1 16.1 8.8 8.9 7.7 OK
STIFF
C-w 1 ◢3.0◣ 159 LE1 24.6 0.0 -3.0 12.9 -5.7 6.8 4.2 OK
4b
◢3.0◣ 159 LE1 28.0 0.0 -9.9 -13.3 7.2 7.8 4.5 OK
STIFF
C-tfl 1 ◢3.0◣ 35 LE1 64.3 0.0 -29.2 -4.1 -32.8 17.9 14.2 OK
4b
◢3.0◣ 35 LE1 91.1 0.0 -47.9 5.9 44.3 25.3 20.3 OK

Design data

βw σw,Rd 0.9 σ
[-] [MPa] [MPa]
S 235 H 0.80 360.0 259.2
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Symbol explanation

εPl Strain
σw,Ed Equivalent stress
σw,Rd Equivalent stress resistance
σ⏊ Perpendicular stress
τ|| Shear stress parallel to weld axis
τ⏊ Shear stress perpendicular to weld axis
0.9 σ Perpendicular stress resistance - 0.9*fu/γM2
βw Corelation factor EN 1993-1-8 tab. 4.1
Ut Utilization
Utc Weld capacity utilization

Buckling

Buckling analysis was not calculated.

Cost estimation
Steel

Steel grade
S 235 H 15.5

Bolts

Bolt assembly
M12 5.8 0.47

Welds

Throat thickness Leg size Total weight Unit cost

Weld type
[mm] [mm] [kg] [€/kg]
Fillet 3.0 4.2 0.56 40.00 22.2

Hole drilling

Bolt assembly cost Percentage of bolt assembly cost Cost

[€] [%] [€]
2.33 30.0 0.70

Cost summary

Cost
Cost estimation summary
[€]
Total estimated cost 56.30
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Bill of material
Manufacturing operations

Plates Welds Length

Name Shape Nr. Bolts Nr.
[mm] [mm] [mm]
Fillet: a =
3.0
P10.0x100. 100.0
Fillet: a =
EP1 0-503.1 (S 1 100.0 M12 5.8 6
3.0
235 H) 194.5
Double fillet:
a = 3.0

P10.0x374.
Double fillet:
WID1 5-876.5 (S 1 2263.2
a = 3.0
235 H)

P10.0x100.
0-955.3 (S 1
235 H)

P10.0x47.2-
Double fillet:
STIFF2 183.0 (S 2 458.8
a = 3.0
235 H)

P10.0x47.2-
Double fillet:
STIFF3 183.0 (S 2 458.8
a = 3.0
235 H)

CUT2

P10.0x47.2-
Double fillet:
STIFF4 183.0 (S 2 458.8
a = 3.0
235 H)

Welds

Throat thickness Leg size Length

Type Material
[mm] [mm] [mm]
Fillet S 235 H 3.0 4.2 100.0
Fillet S 235 H 3.0 4.2 100.0
Double fillet S 235 H 3.0 4.2 3834.0
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Bolts

Grip length
Name Count
[mm]
M12 5.8 19 6

Code settings
Item Value Unit Reference
γM0 1.00 - EN 1993-1-1: 6.1
γM1 1.00 - EN 1993-1-1: 6.1
γM2 1.25 - EN 1993-1-1: 6.1
γM3 1.25 - EN 1993-1-8: 2.2
γC 1.50 - EN 1992-1-1: 2.4.2.4
γInst 1.20 - EN 1992-4: Table 4.1
Joint coefficient βj 0.67 - EN 1993-1-8: 6.2.5
Effective area - influence of
0.10 -
mesh size
Friction coefficient -
0.25 - EN 1993-1-8
concrete
Friction coefficient in slip-
0.30 - EN 1993-1-8 tab 3.7
resistance
Limit plastic strain 0.05 - EN 1993-1-5
Weld stress evaluation Plastic redistribution
Detailing No
Distance between bolts [d] 2.20 - EN 1993-1-8: tab 3.3
Distance between bolts
1.20 - EN 1993-1-8: tab 3.3
and edge [d]
Concrete breakout EN 1992-4: 7.2.1.4 and
Both
resistance check 7.2.2.5
Use calculated αb in
Yes EN 1993-1-8: tab 3.4
bearing check.
Cracked concrete Yes EN 1992-4
Local deformation check No CIDECT DG 1, 3 - 1.1
Local deformation limit 0.03 - CIDECT DG 1, 3 - 1.1
Analysis with large
Geometrical nonlinearity
Yes deformations for hollow
(GMNA)
section joints
Braced system No EN 1993-1-8: 5.2.2.5

Theoretical Background
CBFEM versus Component method
The weak point of standard Component method is in analyzing of internal forces and stress in a
joint. CBFEM replaces specific analysis of internal forces in joint with general FEA.
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Check methods of specific components like bolts or welds are done according to standard
Component method (Eurocode).
For the fasteners – bolts and welds – special FEM components had to be developed to model the
welds and bolts behaviour in joint. All parts of 1D members and all additional plates are modelled
as plate/walls. These elements are made of steel (metal in general) and the behaviour of this
material is significantly nonlinear.
The real stress-strain diagram of steel is replaced by the ideal plastic material for design purposes
in building practice. The advantage of ideal plastic material is, that only yield strength and modulus
of elasticity must be known to describe the material curve. The granted ductility of construction
steel is 15 %. The real usable value of limit plastic strain is 5% for ordinary design (1993-1-5
appendix C paragraph C.8 note 1).
The stress in steel cannot exceed the yield strength when using the ideal elastic-plastic stress-
strain diagram.

Real tension curve and the ideal elastic-plastic diagram of material

CBFEM method aims to model the real state precisely. Meshes of plates / walls are not merged,
no intersections are generated between them, unlike it is used to when modelling structures and
buildings. Mesh of finite elements is generated on each individual plate independently on mesh of
other plates.
Between the meshes, special massless force interpolation constraints are added. They ensure the
connection between the edge of one plate and the surface or edge of the other plate.
This unique calculation model provides very good results – both for the point of view of precision
and of the analysis speed. The method is protected by patent.
The steel base plate is placed loosely on the concrete foundation. It is a contact element in the
analysis model – the connection resists compression fully, but does not resist tension.
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Stress-strain diagram of contact between the concrete block and the base plate

Welds are modelled using a special elastoplastic element, which is added to the interpolation links
between the plates. The element respects the weld throat thickness, position and orientation. The
plasticity state is controlled by stresses in the weld throat section. The plastic redistribution of
stress in welds allows for stress peaks to be redistributed along the longer part of the weld.

Bolted connection consists of two or more clasped plates and one or more bolts. Plates are placed
loosely on each other.
A contact element is inserted between plates in the analysis model, which acts only in
compression. No forces are carried in tension.

Shear force is taken by bearing. Special model for its transferring in the force direction only is
implemented. IDEA StatiCa Connection can check bolts for interaction of shear and tension. The
bolt behavior is implemented according to the following picture.

Bolt – tension

Symbols explanation:

 K – linear stiffness of bolt,

 Kp – stiffness of bolt at plastic branch,
 Flt – limit force for linear behaviour of bolt,
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 Ft,Rd – limit bolt resistance,
 ul – limit deformation of bolt.

Bolt – interaction of shear and tension

The concrete block in CBFEM is modelled using Winkler-Pasternak subsoil model. The stiffness of
subsoil is determined using modulus of elasticity of concrete and effective height of subsoil. The
concrete block is not designed by CBFEM method.

Loads
End forces of member of the frame analysis model are transferred to the ends of member
segments. Eccentricities of members caused by the joint design are respected during load transfer.
The analysis model created by CBFEM method corresponds to the real joint very precisely,
whereas the analysis of internal forces is performed on very idealised 3D FEM 1D model, where
individual beams are modelled using centrelines and the joints are modelled using immaterial
nodes.

Joint of a vertical column and a horizontal beam

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Internal forces are analysed using 1D members in 3D model. There is an example of courses of
internal forces in the following picture.

Internal forces in horizontal beam. M and V are the end forces at joint.

The effects caused by member on the joint are important to design the joint (connection). The
effects are illustrated in the following picture.

Effects of the member on the joint. CBFEM model is drawn in dark blue color.

Moment M and shear force V act in a theoretical joint. The point of theoretical joint does not exist in
CBFEM model, thus the load cannot be applied here. The model must be loaded by actions M and
V, which have to be transferred to the end of segment in the distance r.
Mc = M − V · r
Vc = V
In CBFEM model, the end section of segment is loaded by moment Mc and force Vc.
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Welds
Design resistance

The stress in the throat section of fillet weld is determined according to EN 1993-1-8 – Cl. 4.5.3:
σw,Ed = [σ⊥2 + 3 (τ⊥2 + τ||2)] 0.5
σw,Rd = fu / (βw γM2)
0.9·σw,Rd = fu / γM2

Weld utilisation

Ut = min (σw,Ed/σw,Rd; σ⊥/0.9·σw,Rd)

βw – correlation factor – Tab. 4.1

Bolts
Design tension resistance of bolt: Ft,Rd = 0.9 fub As/ γM2.
Design shear resistance at punching of bolt head or nut EN 1993-1-8: Bp,Rd = 0.6 π dm tp fu / γM2.
Design shear resistance per one shear plane: Fv,Rd = αv fub A / γM2.
Design bearing resistance of plate EN 1993-1-8: Fb,Rd = k1 ab fu d t / γM2.
Utilisation in tension [%]: Utt = Ft,Ed / min (Ft,Rd, Bp,Rd).
Utilisation in shear [%]: Uts = V / min (Fv,Rd, Fb,Rd).
Interaction of shear and tension [%]: Utts = (V / Fv,Rd ) + (Ft,Ed / 1.4 Ft,Rd).
where

 A – gross cross-section of the bolt or tensile stress area of the bolt if threads are intercepted
by shear area,
 As – tensile stress area of the bolt,
 fub – ultimate tensile strength,
 dm – bolt head diameter,
 d – bolt diameter,
 tp – plate thickness under the bolt head/nut,
 fu – ultimate steel strength,
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 αv = 0.6 for classes (4.6, 5.6, 8.8)
αv = 0.5 for classes (4.8, 5.8, 6.8, 10.9),
 k1 ≤ 2.5 – factor from Table 3.4,
 ab ≤ 1.0 – factor from Table 3.4,
 Ft,Ed – design tensile force in bolt,
 V – resultant of shear forces in bolt.

Preloaded bolts
The design slip resistance of a preloaded class 8.8 or 10.9 bolt is subjected to an applied tensile
force, Ft,Ed.
Preloading force to be used EN 1993-1-8 – 3.9 (3.7)
Fp,C = 0.7 fub As
Design slip resistance per bolt EN 1993-1-8 3.9 – (3.8)
Fs,Rd = ks n μ (Fp,C − 0.8 Ft,Ed) / γ M3
Utilisation in shear [%]:
Uts = V / Fs,Rd where

 As – tensile stress area of the bolt,

 fub – ultimate tensile strength,
 ks – coefficient given in Table 3.6; ks = 1,
 μ – slip factor obtained,
 n – number of the friction surfaces. Check is calculated for each friction surface separately,
 γ M3 – safety factor,
 V – shear force,
 Ft,Ed – design tensile force in bolt.

Anchors
Anchors are checked according to EN 1992-4. The following checks are performed:

 Tensile steel resistance (Cl. 7.2.1.3) is checked for each individual anchor.
 Concrete cone failure resistance (Cl. 7.2.1.4) is checked for an anchor or a group of
anchors loaded in tension with a common concrete cone.
 Pull-out resistance (Cl. 7.2.1.5) is checked for each individual anchor with washer plate.
 Concrete blowout resistance (Cl. 7.2.1.8) is checked for a group of anchors with washer
plates near a concrete edge.
 Anchor shear steel resistance (Cl. 7.2.2.3) is checked for each individual anchor. Anchoring
with stand-off: direct is considered as shear without lever arm (Cl. 7.2.2.3.1), and anchoring
with stand-off: mortar joint is considered as shear with lever arm (Cl. 7.2.2.3.2).
 Concrete pryout failure (Cl. 7.2.2.4) is checked for a group of anchors.
 Concrete edge failure (Cl. 7.2.2.5) is checked for a group of anchors near a concrete edge.
It is assumed that the full shear load acting on a base plate is transferred via this group of
anchors.

Note that pull-out and combined pull-out and concrete failures of bonded anchors are not checked
due to missing values of shear strength of glue. Concrete splitting failure is not checked due to
missing splitting forces of post-installed anchor. These checks, if relevant, must be verified by
anchor manufacturer.
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Anchors with stand-off

Anchor with stand-off is designed as a bar element loaded by shear force, bending moment, and
compressive or tensile force. The bar element is designed according to EN 1993-1-1. The linear
interaction of tension (compression) and bending moment is assumed.

Concrete block
Concrete resistance at concentrated compression:
Fjd = βj kj fck / γC.
Average stress under the base plate:
σ = N / Aeff.

Utilisation in compression [%]:

Ut = σ / Fjd,
where

 fck – characteristic compressive concrete strength,

 βj = 0.67 – foundation joint material coefficient,
 kj – concentration factor,
 γc – safety factor,
 Aeff – effective area, on which the column force N is distributed.

Shear in concrete block

1. Shear is transferred only by friction:
VRd,y = N·Cf,
VRd,z = N·Cf.
2. Shear is transferred by shear iron:
VRd,y = Avy · fy / ( √3 γM0),
VRd,z = Avz · fy / ( √3 γM0).
Plates of shear lug, welds to the base plate and concrete in bearing are checked.
3. Shear is transferred by anchors:
Anchors loaded in shear are checked according to EN 1992-4.

Utilisation in shear [%]:

Ut = min (Vy/VRd,y, Vz/VRd,z),
where

 Avy – shear area of shear iron cross-section,

 Avz – shear area of shear iron cross-section,
 fy – yield strength,
 γM0 – safety factor,
 Vy – shear force component in the base plate plane in y-direction,
 Vz – shear force component in the base plate plane in z-direction,
 N – compressive force perpendicular to the base plate,
 Cf – coefficient of friction between steel and concrete.
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Software info
Application IDEA StatiCa Connection
Version 21.1.4.1568
Developed by IDEA StatiCa