Project Data: Project Name Project Number Author Description Date 04-Nov-23 Design Code EN
Project Data: Project Name Project Number Author Description Date 04-Nov-23 Design Code EN
Project Data: Project Name Project Number Author Description Date 04-Nov-23 Design Code EN
Project no:
Author:
Project data
Project name
Project number
Author
Description
Date 04-Nov-23
Design code EN
Material
Steel S 355, S 235
Concrete C25/30
1 / 23
Project:
Project no:
Author:
Design
Name Base plate connection type 2 (Tension)
Description
Analysis Stress, strain/ simplified loading
2 / 23
Project:
Project no:
Author:
3 / 23
Project:
Project no:
Author:
Cross-sections
Name Material
13 -
S 235
I100x50x3.5x.4.8(Iw100x50)
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
4 / 23
Project:
Project no:
Author:
Foundation block
Item Value Unit
CB 1
Dimensions 1180 x 200 mm
Depth 200 mm
Anchor M12 4.6
Anchoring length 100 mm
Shear force transfer Anchors
Check
Summary
Name Value Status
Analysis 100.0% OK
Plates 0.0 < 5.0% OK
Anchors 35.8 < 100% OK
Welds 7.3 < 100% OK
Concrete block Not calculated
Buckling Not calculated
Plates
Thickness σEd εPl σcEd
Name Loads Status
[mm] [MPa] [%] [MPa]
COL-tfl 1 5.0 LE1 14.7 0.0 0.0 OK
COL-bfl 1 5.0 LE1 25.7 0.0 0.0 OK
COL-w 1 4.0 LE1 22.3 0.0 0.0 OK
BP1 10.0 LE1 30.5 0.0 0.0 OK
Design data
fy εlim
Material
[MPa] [%]
S 235 235.0 5.0
5 / 23
Project:
Project no:
Author:
6 / 23
Project:
Project no:
Author:
Anchors
NEd VEd NRd,c VRd,c VRd,cp Utt Uts Utts
Shape Item Loads Status
[kN] [kN] [kN] [kN] [kN] [%] [%] [%]
Design data
NRd,s VRd,s
Grade
[kN] [kN]
M12 4.6 - 1 14.3 12.1
7 / 23
Project:
Project no:
Author:
γM s
= 14.3 kN ≥ NEd =
2.8 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 = 1.2 ⋅ ffuk
yk
≥ 1.4 , where:
8 / 23
Project:
Project no:
Author:
NRk,c
NRd,c =
γM c
0 Ac,N
NRk,c = NRk,c
⋅
A0c,N
⋅ ψs,N ⋅ ψre,N ⋅ ψec,N ⋅ ψM ,N =
28.5 kN
Where:
NEd,g = 5.7 kN – sum of tension forces of anchors with common concrete breakout cone area
0
NRk,c = 38.5 kN – characteristic strength of a fastener, remote from the effects of adjacent fasteners or edges of the
concrete member
0 = k1 ⋅ fc′ ⋅ h1.5
NRk,c ef , where:
ca,max = 555 mm – maximum distance from the anchor to one of the three closest edges
Ac,N = 74000 mm2 – concrete breakout cone area for group of anchors
A0c,N = 90000 mm2 – concrete breakout cone area for single anchor not influenced by edges
ψs,N = 0.90 – parameter related to the distribution of stresses in the concrete due to the proximity of the fastener to an
c
ψs,N = 0.7 + 0.3 ⋅ 1.5⋅h
ef
≤ 1 , where:
ψec,N = 1.00 – modification factor for anchor groups loaded eccentrically in tension:
ψecx,N = 2⋅e1 x,N = 1.00 – modification factor that depends on eccentricity in x-direction
1+
3⋅hef
ψecy,N = 2⋅e1 y,N = 1.00 – modification factor that depends on eccentricity in y-direction
1+
3⋅hef
ψM ,N = 1.00 – parameter accounting for the effect of a compression force between the fixture and concrete; this
parameter is equal to 1 if c < 1.5hef or the ratio of the compressive force (including the compression due
to bending) to the sum of tensile forces in anchors is smaller than 0.8
9 / 23
Project:
Project no:
Author:
2⋅z
ψM ,N = 2 − 3⋅h
ef
≥ 1 , where:
γM s
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
0
VRk,s = 20.2 kN – the characteristic shear strength
0
VRk,s = k6 ⋅ As ⋅ fuk , where:
10 / 23
Project:
Project no:
Author:
VRk,c
VRd,c =
γM c
0 Ac,V
VRk,c = VRk,c
⋅
A0c,V
⋅ ψs,V ⋅ ψh,V ⋅ ψec,V ⋅ ψre,V =
18.4 kN
Where:
VEd,g = 2.3 kN
– sum of shear forces of anchors on common base plate
0
VRk,c = 14.7 kN – initial value of the characteristic shear strength of the fastener
0
VRk,c = k9 ⋅ dαnom ⋅ lfβ ⋅ fck ⋅ c1.5
1 , where:
0.5
α = 0.1 ⋅ ( clf1 )
= 0.10 – factor
lf = min (hef , 12 ⋅ d) = 100 mm – parameter related to the length of the fastener, where:
0.2
β = 0.1 ⋅ ( dnom
c1 )
= 0.07 – factor
fck = 25.0 MPa – concrete compressive strength
c1 = 100 mm – edge distance of fastener in direction 1 towards the edge in the direction of loading
c1 = 100 mm – edge distance of fastener in direction 1 towards the edge in the direction of loading
ψs,V = 1.00 – parameter related to the distribution of stresses in the concrete due to the proximity of the fastener to an
c2
ψs,V = 0.7 + 0.3 ⋅ 1.5⋅c
1
≤ 1 , where:
c1 = 100 mm – edge distance of fastener in direction 1 towards the edge in the direction of loading
c2 = 555 mm – edge distance of fastener perpendicular to direction 1 that is the smallest edge distance
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:
ψec,V = 1.00 – modification factor for anchor groups loaded eccentrically in shear:
1
ψec,V = 2⋅eV ≤ 1 , where:
1+
3⋅c1
c1 = 100 mm – edge distance of fastener in direction 1 towards the edge in the direction of loading
ψα,V = 1.01 – modification factor for anchors loaded at an angle with the concrete edge
11 / 23
Project:
Project no:
Author:
1
ψα,V =
(cos αV )2 +(0.5⋅sin αV )2
≥ 1 , where:
αV = 9.9 ° – angle between the applied load to the fastener or fastener group and the direction
ψre,V = 1.00 – parameter accounting for the shell spalling effect, no edge reinforcement or stirrups are assumed
VRk,cp
VRd,cp =
γM c
VRk,cp = k8 ⋅ NRk,c =
57.0 kN
Where:
k8 = 2.00 – factor taking into account fastener embedment depth
NRk,c = 28.5 kN – characteristic concrete cone strength for a single fastener or fastener in a group
Interaction of tensile and shear forces in steel (EN 1992-4 - Table 7.3)
2 2
( NNRd,s
Ed
) + ( VVRd,s
Ed
) =
0.05 ≤ 1.0
Where:
NEd = 2.8 kN – design tension force
Interaction of tensile and shear forces in concrete (EN 1992-4 - Table 7.3)
( NNRd,i
Ed
)1.5 + ( VVRd,i
Ed
)1.5 =
0.30 ≤ 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
= 35% – concrete breakout failure of anchor in tension
NEd
NRd,p
= 0% – concrete pullout failure
NEd
NRd,cb
= 0% – concrete blowout failure
VEd
VRd,c
= 19% – concrete edge failure
VEd
VRd,cb
= 6% – concrete pryout failure
12 / 23
Project:
Project no:
Author:
γM s
= 14.3 kN ≥ NEd =
2.8 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 = 1.2 ⋅ ffuk
yk
≥ 1.4 , where:
13 / 23
Project:
Project no:
Author:
NRk,c
NRd,c =
γM c
0 Ac,N
NRk,c = NRk,c
⋅
A0c,N
⋅ ψs,N ⋅ ψre,N ⋅ ψec,N ⋅ ψM ,N =
28.5 kN
Where:
NEd,g = 5.7 kN – sum of tension forces of anchors with common concrete breakout cone area
0
NRk,c = 38.5 kN – characteristic strength of a fastener, remote from the effects of adjacent fasteners or edges of the
concrete member
0 = k1 ⋅ fc′ ⋅ h1.5
NRk,c ef , where:
ca,max = 555 mm – maximum distance from the anchor to one of the three closest edges
Ac,N = 74000 mm2 – concrete breakout cone area for group of anchors
A0c,N = 90000 mm2 – concrete breakout cone area for single anchor not influenced by edges
ψs,N = 0.90 – parameter related to the distribution of stresses in the concrete due to the proximity of the fastener to an
c
ψs,N = 0.7 + 0.3 ⋅ 1.5⋅h
ef
≤ 1 , where:
ψec,N = 1.00 – modification factor for anchor groups loaded eccentrically in tension:
ψecx,N = 2⋅e1 x,N = 1.00 – modification factor that depends on eccentricity in x-direction
1+
3⋅hef
ψecy,N = 2⋅e1 y,N = 1.00 – modification factor that depends on eccentricity in y-direction
1+
3⋅hef
ψM ,N = 1.00 – parameter accounting for the effect of a compression force between the fixture and concrete; this
parameter is equal to 1 if c < 1.5hef or the ratio of the compressive force (including the compression due
to bending) to the sum of tensile forces in anchors is smaller than 0.8
14 / 23
Project:
Project no:
Author:
2⋅z
ψM ,N = 2 − 3⋅h
ef
≥ 1 , where:
γM s
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
0
VRk,s = 20.2 kN – the characteristic shear strength
0
VRk,s = k6 ⋅ As ⋅ fuk , where:
15 / 23
Project:
Project no:
Author:
VRk,c
VRd,c =
γM c
0 Ac,V
VRk,c = VRk,c
⋅
A0c,V
⋅ ψs,V ⋅ ψh,V ⋅ ψec,V ⋅ ψre,V =
18.4 kN
Where:
VEd,g = 2.3 kN
– sum of shear forces of anchors on common base plate
0
VRk,c = 14.7 kN – initial value of the characteristic shear strength of the fastener
0
VRk,c = k9 ⋅ dαnom ⋅ lfβ ⋅ fck ⋅ c1.5
1 , where:
0.5
α = 0.1 ⋅ ( clf1 )
= 0.10 – factor
lf = min (hef , 12 ⋅ d) = 100 mm – parameter related to the length of the fastener, where:
0.2
β = 0.1 ⋅ ( dnom
c1 )
= 0.07 – factor
fck = 25.0 MPa – concrete compressive strength
c1 = 100 mm – edge distance of fastener in direction 1 towards the edge in the direction of loading
c1 = 100 mm – edge distance of fastener in direction 1 towards the edge in the direction of loading
ψs,V = 1.00 – parameter related to the distribution of stresses in the concrete due to the proximity of the fastener to an
c2
ψs,V = 0.7 + 0.3 ⋅ 1.5⋅c
1
≤ 1 , where:
c1 = 100 mm – edge distance of fastener in direction 1 towards the edge in the direction of loading
c2 = 555 mm – edge distance of fastener perpendicular to direction 1 that is the smallest edge distance
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:
ψec,V = 1.00 – modification factor for anchor groups loaded eccentrically in shear:
1
ψec,V = 2⋅eV ≤ 1 , where:
1+
3⋅c1
c1 = 100 mm – edge distance of fastener in direction 1 towards the edge in the direction of loading
ψα,V = 1.01 – modification factor for anchors loaded at an angle with the concrete edge
16 / 23
Project:
Project no:
Author:
1
ψα,V =
(cos αV )2 +(0.5⋅sin αV )2
≥ 1 , where:
αV = 9.9 ° – angle between the applied load to the fastener or fastener group and the direction
ψre,V = 1.00 – parameter accounting for the shell spalling effect, no edge reinforcement or stirrups are assumed
VRk,cp
VRd,cp =
γM c
VRk,cp = k8 ⋅ NRk,c =
57.0 kN
Where:
k8 = 2.00 – factor taking into account fastener embedment depth
NRk,c = 28.5 kN – characteristic concrete cone strength for a single fastener or fastener in a group
Interaction of tensile and shear forces in steel (EN 1992-4 - Table 7.3)
2 2
( NNRd,s
Ed
) + ( VVRd,s
Ed
) =
0.05 ≤ 1.0
Where:
NEd = 2.8 kN – design tension force
Interaction of tensile and shear forces in concrete (EN 1992-4 - Table 7.3)
( NNRd,i
Ed
)1.5 + ( VVRd,i
Ed
)1.5 =
0.30 ≤ 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
= 35% – concrete breakout failure of anchor in tension
NEd
NRd,p
= 0% – concrete pullout failure
NEd
NRd,cb
= 0% – concrete blowout failure
VEd
VRd,c
= 19% – concrete edge failure
VEd
VRd,cb
= 6% – concrete pryout failure
17 / 23
Project:
Project no:
Author:
Design data
βw σw,Rd 0.9 σ
[-] [MPa] [MPa]
S 235 0.80 360.0 259.2
where:
fu = 360.0 MPa – Ultimate strength
Stress utilization
σ ∣σ⊥ ∣
Ut = max( σw,Ed ; )= 4.9 %
w,Rd
σ⊥,Rd
where:
fu = 360.0 MPa – Ultimate strength
Stress utilization
σ ∣σ⊥ ∣
Ut = max( σw,Ed ; )= 6.3 %
w,Rd
σ⊥,Rd
18 / 23
Project:
Project no:
Author:
⊥
∥
26.4 MPa
where:
fu = 360.0 MPa – Ultimate strength
βw = 0.80
– appropriate correlation factor taken from Table 4.1
Stress utilization
∣σ⊥ ∣
Ut = max( σσw,Ed
w,Rd
;
σ⊥,Rd
)= 7.3 %
⊥
∥
18.4 MPa
where:
fu = 360.0 MPa – Ultimate strength
βw = 0.80
– appropriate correlation factor taken from Table 4.1
Stress utilization
∣σ⊥ ∣
Ut = max( σσw,Ed
w,Rd
;
σ⊥,Rd
)= 5.1 %
19 / 23
Project:
Project no:
Author:
⊥ ∥
21.0 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⊥ ∣
Ut = max( σσw,Ed
w,Rd
;
σ⊥,Rd
)= 5.8 %
⊥ ∥
20.7 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⊥ ∣
Ut = max( σσw,Ed
w,Rd
;
σ⊥,Rd
)= 5.8 %
Buckling
Buckling analysis was not calculated.
Bill of material
Manufacturing operations
Plates Welds Length
Name Shape Nr. Bolts Nr.
[mm] [mm] [mm]
20 / 23
Project:
Project no:
Author:
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 4.6 110 100 2
Drawing
BP1
P10.0x200-200 (S 235)
21 / 23
Project:
Project no:
Author:
Symbol explanation
Symbol Symbol explanation
εPl Strain
σEd Eq. stress
fy Yield strength
εlim Limit of plastic strain
NEd Tension force
VEd Resultant of shear forces Vy, Vz in bolt
NRd,c Concrete cone breakout resistance in tension - EN1992-4 - Cl. 7.2.1.4
VRd,c Concrete cone breakout resistance in shear - EN1992-4 - Cl. 7.2.2.5
VRd,cp Concrete pryout resistance - EN1992-4 - Cl. 7.2.2.4
Utt Utilization in tension
Uts Utilization in shear
Utts Utilization in tension and shear EN 1993-1-8 table 3.4
NRd,s Design tensile resistance of a fastener in case of steel failure - EN1992-4 - Cl. 7.2.1.3
VRd,s Design shear resistance in case of steel failure - EN1992-4 - Cl.7.2.2.3.1
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 σw,Rd Perpendicular stress resistance - 0.9*fu/γM2
βw Corelation factor EN 1993-1-8 tab. 4.1
Ut Utilization
Utc Weld capacity utilization
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
22 / 23
Project:
Project no:
Author:
23 / 23