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Project data
Project name
Project number
Author
Description
Date 04-Nov-23
Design code EN
Material
Steel S 355, S 235
Concrete C28
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Project item Base plate connection type 1 (Compression)
Design
Name Base plate connection type 1 (Compression)
Description
Analysis Stress, strain/ simplified loading
Beams and columns
β– γ- α- Offset Offset Offset
Forces
Name Cross-section Direction Pitch Rotation ex ey ez
in
[°] [°] [°] [mm] [mm] [mm]
13 -
COL 0.0 -90.0 0.0 0 0 0 Node
I100x50x3.5x.4.8(Iw100x50)
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Cross-sections
Name Material
13 -
S 235
I100x50x3.5x.4.8(Iw100x50)
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Cross-sections
Name Material Drawing
13 -
S 235
I100x50x3.5x.4.8(Iw100x50)
Anchors
Diameter fu Gross area
Name Bolt assembly
[mm] [MPa] [mm2]
M12 4.6 M12 4.6 12 400.0 113
Load effects (equilibrium not required)
N Vy Vz Mx My Mz
Name Member
[kN] [kN] [kN] [kNm] [kNm] [kNm]
LE1 COL -8.9 0.4 -1.0 0.0 0.0 0.0
Foundation block
Item Value Unit
CB 1
Dimensions 200 x 200 mm
Depth 2000 mm
Anchor M12 4.6
Anchoring length 150 mm
Shear force transfer Anchors
Check
Summary
Name Value Status
Analysis 100.0% OK
Plates 0.0 < 5.0% OK
Anchors 16.6 < 100% OK
Welds 7.4 < 100% OK
Concrete block 4.6 < 100% OK
Buckling Not calculated
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Plates
Thickness σEd εPl σcEd
Name Loads Status
[mm] [MPa] [%] [MPa]
COL-tfl 1 5.0 LE1 24.0 0.0 0.0 OK
COL-bfl 1 5.0 LE1 18.5 0.0 0.0 OK
COL-w 1 4.0 LE1 15.5 0.0 0.0 OK
BP1 10.0 LE1 10.3 0.0 0.0 OK
Design data
fy εlim
Material
[MPa] [%]
S 235 235.0 5.0
Overall check, LE1
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Strain check, LE1
Anchors
NEd VEd VRd,c VRd,cp Utt Uts Utts
Shape Item Loads Status
[kN] [kN] [kN] [kN] [%] [%] [%]
A5 LE1 0.0 0.5 6.5 10.5 0.0 16.6 6.8 OK
A6 LE1 0.0 0.5 6.5 10.5 0.0 16.6 6.8 OK
Design data
NRd,s VRd,s
Grade
[kN] [kN]
M12 4.6 - 1 14.3 12.1
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Detailed result for A5
Anchor tensile resistance (EN1992-4 - Cl. 7.2.1.3)
NRk,s
NRd,s =
γM s
= 14.3 kN ≥ NEd = 0.0 kN
NRk,s = c ⋅ As ⋅ fuk =
28.7 kN
Where:
c = 0.85 – reduction factor for cut thread
As = 84 mm2
– tensile stress area
fuk = 400.0 MPa – minimum tensile strength of the bolt
γM s = 2.00 – safety factor for steel
γM s = 1.2 ⋅ ffuk
yk
≥ 1.4 , where:
fyk = 240.0 MPa – minimum yield strength of the bolt
Shear resistance (EN1992-4 - Cl.7.2.2.3.1)
VRk,s
VRd,s =
γM s
= 12.1 kN ≥ VEd = 0.5 kN
0
VRk,s = k7 ⋅ VRk,s =
20.2 kN
Where:
k7 = 1.00 – coefficient for anchor steel ductility
k7 = {
0.8, A < 0.08
, where:
1.0, A ≥ 0.08
A = 0.22 – bolt grade elongation at rupture
0
VRk,s = 20.2 kN – the characteristic shear strength
0
VRk,s = k6 ⋅ As ⋅ fuk , where:
k6 = 0.60 – coefficient for anchor resistance in shear
As = 84 mm2 – tensile stress area
fuk = 400.0 MPa – specified ultimate strength of anchor steel
γM s = 1.67 – safety factor for steel
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Concrete edge failure resistance (EN1992-4 - Cl. 7.2.2.5)
The check is performed for group of anchors that form shear breakout cones: A5, A6
VRk,c
VRd,c =
γM c
= 6.5 kN ≥ VEd,g = 1.1 kN
0 Ac,V
VRk,c = VRk,c
⋅
A0c,V
⋅ ψs,V ⋅ ψh,V ⋅ ψec,V ⋅ ψre,V =
9.7 kN
Where:
VEd,g = 1.1 kN
– sum of shear forces of anchors on common base plate
0
VRk,c = 10.7 kN – initial value of the characteristic shear strength of the fastener
0
VRk,c = k9 ⋅ dαnom ⋅ lfβ ⋅ fck ⋅ c1.5
1 , where:
k9 = 1.70 – parameter accounting for the state of the concrete
dnom = 12 mm – anchor diameter
0.5
α = 0.1 ⋅ ( clf1 )
= 0.14 – factor
lf = min (hef , 12 ⋅ d) = 144 mm – parameter related to the length of the fastener, where:
hef = 150 mm – anchor length embedded in concrete
dnom = 12 mm – anchor diameter
0.2
β = 0.1 ⋅ ( dnom
c1 )
= 0.07 – factor
fck = 28.0 MPa – concrete compressive strength
c1 = 70 mm – edge distance of fastener in direction 1 towards the edge in the direction of loading
Ac,V = 21000 mm2 – actual area of idealised concrete break-out body
A0c,V = 22050 mm2 – reference projected area of failure cone
A0c,V = 4.5 ⋅ c21 , where:
c1 = 70 mm – edge distance of fastener in direction 1 towards the edge in the direction of loading
ψs,V = 0.90 – parameter related to the distribution of stresses in the concrete due to the proximity of the fastener to an
edge of the concrete member:
c2
ψs,V = 0.7 + 0.3 ⋅ 1.5⋅c
1
≤ 1 , where:
c1 = 70 mm – edge distance of fastener in direction 1 towards the edge in the direction of loading
c2 = 70 mm – edge distance of fastener perpendicular to direction 1 that is the smallest edge distance
in a narrow member with multiple edge distances
ψh,V = 1.00 – modification factor for anchors located in a shallow concrete member:
0.5
ψh,V = ( 1.5⋅c
h )
1
≥ 1 , where:
h = 2000 mm – concrete member thickness
c1 = 70 mm – edge distance of fastener in direction 1 towards the edge in the direction of loading
ψec,V = 1.00 – modification factor for anchor groups loaded eccentrically in shear:
1
ψec,V = 2⋅eV ≤ 1 , where:
1+
3⋅c1
eV = 0 mm – shear load eccentricity
c1 = 70 mm – edge distance of fastener in direction 1 towards the edge in the direction of loading
ψα,V = 1.06 – modification factor for anchors loaded at an angle with the concrete edge
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1
ψα,V =
(cos αV )2 +(0.5⋅sin αV )2
≥ 1 , where:
αV = 23.2 ° – angle between the applied load to the fastener or fastener group and the direction
perpendicular to the free edge under consideration
ψre,V = 1.00 – parameter accounting for the shell spalling effect, no edge reinforcement or stirrups are assumed
γM c = 1.50 – safety factor for concrete
Concrete pryout resistance (EN1992-4 - Cl. 7.2.2.4)
The check is performed for group of anchors on common base plate
VRk,cp
VRd,cp =
γM c
= 10.5 kN ≥ VEd,g = 1.1 kN
VRk,cp = k8 ⋅ NRk,c =
15.7 kN
Where:
k8 = 1.00 – factor taking into account fastener embedment depth
NRk,c = 15.7 kN – characteristic concrete cone strength for a single fastener or fastener in a group
γM c = 1.50 – safety factor for concrete
Interaction of tensile and shear forces in steel (EN 1992-4 - Table 7.3)
2 2
( NNRd,s
Ed
) + ( VVRd,s
Ed
) =
0.00 ≤ 1.0
Where:
NEd = 0.0 kN – design tension force
NRd,s = 14.3 kN – fastener tensile strength
VEd = 0.5 kN – design shear force
VRd,s = 12.1 kN – fastener shear strength
Interaction of tensile and shear forces in concrete (EN 1992-4 - Table 7.3)
( NNRd,i
Ed
)1.5 + ( VVRd,i
Ed
)1.5 =
0.07 ≤ 1.0
Where:
NEd
– the largest utilization value for tension failure modes
NRd,i
VEd
– the largest utilization value for shear failure modes
VRd,i
NEd,g
NRd,c
= 0% – concrete breakout failure of anchor in tension
NEd
NRd,p
= 0% – concrete pullout failure
NEd
NRd,cb
= 0% – concrete blowout failure
VEd
VRd,c
= 16% – concrete edge failure
VEd
VRd,cb
= 10% – concrete pryout failure
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Welds (Plastic redistribution)
Throat th. Length σw,Ed εPl σ⏊ τ|| τ⏊ Ut Utc
Item Edge Loads Status
[mm] [mm] [MPa] [%] [MPa] [MPa] [MPa] [%] [%]
BP1 COL-tfl 1 ◢3.0◣ 50 LE1 26.7 0.0 -10.8 8.7 -11.1 7.4 5.0 OK
◢3.0◣ 50 LE1 25.1 0.0 -10.1 -8.9 9.8 7.0 5.1 OK
BP1 COL-bfl 1 ◢3.0◣ 50 LE1 23.4 0.0 -8.3 -9.4 -8.4 6.5 4.7 OK
◢3.0◣ 50 LE1 26.4 0.0 -10.9 -8.8 10.8 7.3 5.1 OK
BP1 COL-w 1 ◢3.0◣ 90 LE1 11.5 0.0 -5.5 1.9 -5.5 3.2 2.2 OK
◢3.0◣ 90 LE1 11.5 0.0 -5.5 -1.9 5.5 3.2 2.2 OK
Design data
βw σw,Rd 0.9 σ
[-] [MPa] [MPa]
S 235 0.80 360.0 259.2
Detailed result for BP1 COL-tfl 1
Weld resistance check (EN 1993-1-8 4.5.3.2)
2
σw,Rd = fu /(βw γM 2 ) =
360.0 MPa ≥ σw,Ed = [σ⊥
+ 3(τ⊥2 + τ∥2 )]0.5 =
26.7 MPa
σ⊥,Rd = 0.9fu /γM 2 =
259.2 MPa ≥ ∣σ⊥ ∣ =
10.8 MPa
where:
fu = 360.0 MPa – Ultimate strength
βw = 0.80 – appropriate correlation factor taken from Table 4.1
γM 2 = 1.25 – Safety factor
Stress utilization
σ ∣σ⊥ ∣
Ut = max( σw,Ed ; )= 7.4 %
w,Rd
σ⊥,Rd
Concrete block
c Aeff σ kj Fjd Ut
Item Loads Status
[mm] [mm2] [MPa] [-] [MPa] [%]
CB 1 LE1 21 10964 0.8 1.41 17.7 4.6 OK
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Detailed result for CB 1
Concrete block compressive resistance check (EN 1993-1-8 6.2.5)
N
σ= Aef f
= 0.8 MPa
Fjd = αcc βj kj fck /γc =
17.7 MPa
where:
N = 9.0 kN – Design normal force
Aef f = 10964 mm2 – Effective area, on which the column force N is distributed
αcc = 1.00 – Long-term effects on Fcd
βj = 0.67
– Joint coefficient βj
kj = 1.41
– Concentration factor
fck = 28.0 MPa – Characteristic compressive concrete strength
γc = 1.50
– Safety factor
Stress utilization
σ
Ut =
Fjd
= 4.6 %
Buckling
Buckling analysis was not calculated.
Bill of material
Manufacturing operations
Plates Welds Length
Name Shape Nr. Bolts Nr.
[mm] [mm] [mm]
BP1 P10.0x200.0-200.0 (S 235) 1 Double fillet: a = 3.0 190.0 M12 4.6 2
Welds
Throat thickness Leg size Length
Type Material
[mm] [mm] [mm]
Double fillet S 235 3.0 4.2 190.0
Anchors
Length Drill length
Name Count
[mm] [mm]
M12 4.6 160 150 2
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Drawing
BP1
P10.0x200-200 (S 235)
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 mesh size 0.10 -
Friction coefficient - concrete 0.25 - EN 1993-1-8
Friction coefficient in slip-resistance 0.30 - EN 1993-1-8 tab 3.7
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 and edge [d] 1.20 - EN 1993-1-8: tab 3.3
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Item Value Unit Reference
Concrete breakout resistance check Both EN 1992-4: 7.2.1.4 and 7.2.2.5
Use calculated αb in bearing check. Yes EN 1993-1-8: tab 3.4
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
Geometrical nonlinearity (GMNA) Yes Analysis with large deformations for hollow section joints
Braced system No EN 1993-1-8: 5.2.2.5
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