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Project data
Material
Project item CON
Design
Members
Geometry
Supports and forces
Project no: Author:
Project name Project number Author Description Date 4/24/ Code EN
Steel S 355, S 275 Concrete C25/30, C35/45, C30/
Name CON Description Analysis Stress, strain/ loads in equilibrium
Name Cross-section β – Direction [°]^ γ - Pitch [°]^ α - Rotation [°]^ Offset ex [mm]^ Offset ey [mm]^ Offset ez [mm] B1 1 - HEB100 0,0 90,0 0,0 0 0 0
Name Support Forces in (^) [mm] X B1 / end Node 0
Cross-sections
Anchors
Load effects (forces in equilibrium)
Project no: Author:
CON2, Axonometric view
Name Material 1 - HEB100 S 275
Name Diameter [mm] [MPa]^ fy [MPa]^ fu^ Gross area [mm (^2) ] M16 8.8 16 640,0 800,0 201
Name Member (^) [kN] N [kN]^ Vy [kN]^ Vz [kNm]^ Mx [kNm]^ My [kNm]^ Mz LE1 B1 / End -27,4 -4,1 -0,1 0,0 0,1 -4, LE2 B1 / End -27,4 4,1 -0,1 0,0 0,1 4, LE3 B1 / End -27,6 0,0 -6,6 0,0 7,1 0, LE4 B1 / End -25,2 0,0 6,9 0,0 -6,6 0,
Detailed result for B1-bfl 1
Detailed result for B1-tfl 1
Detailed result for B1-w 1
Detailed result for BP
Project no: Author:
Design values used in the analysis
275,0 MPa Where: 275,0 MPa – characteristic yield strength 1,00 – partial safety factor for steel material EN 1993-1-1 – 6.
Design values used in the analysis
275,0 MPa Where: 275,0 MPa – characteristic yield strength 1,00 – partial safety factor for steel material EN 1993-1-1 – 6.
Design values used in the analysis
275,0 MPa Where: 275,0 MPa – characteristic yield strength 1,00 – partial safety factor for steel material EN 1993-1-1 – 6.
Design values used in the analysis
275,0 MPa Where: 275,0 MPa – characteristic yield strength 1,00 – partial safety factor for steel material EN 1993-1-1 – 6.
f yd =γ^ fMyk 0 =
f yk=
γ M 0 =
f yd =γ^ fMyk 0 =
f yk=
γ M 0 =
f yd =γ^ fMyk 0 =
f yk=
γ M 0 =
f yd =γ^ fMyk 0 =
f yk=
γ M 0 =
Project no: Author:
Overall check
Anchors
Design data
Detailed result for A
Project no: Author:
Equivalent stress, LE
Shape Item Loads N [kN] Ed [kN]^ VEd^ N [kN] Rd,c^ V [kN] Rd,c^ V [kN] Rd,cp [%]^ Utt^ Ut [%] s^ Ut [%] ts Detailing Status
A5 LE3 22,9 1,6 10,7 0,0 52,3 430,5 12,6 897,7 OK Not OK!
A6 LE3 23,0 1,6 10,7 0,0 52,3 430,5 12,6 897,7 OK Not OK!
A7 LE4 21,1 1,7 10,7 0,0 52,3 394,0 13,2 786,9 OK Not OK!
A8 LE4 21,2 1,7 10,7 0,0 52,3 394,0 13,2 786,9 OK Not OK!
Grade N [kN] Rd,s^ V [kN] Rd,s M16 8.8 - 1 71,2 64,
Project no: Author:
Following checks of anchors loaded in tension are not provided and should be checked using information in relevant European
Technical Product Specification:
Pull-out failure of fastener (for post-installed mechanical anchors) - EN 1992-4 – 7.2.1. Combined pull-out and concrete failure (for post-installed bonded anchors) - EN 1992-4 – 7.2.1. Concrete splitting failure - EN 1992-4 – 7.2.1.
Concrete blow-out failure is provided only for anchors with washer plates and headed studs.
Anchor tensile resistance (EN 1992-4 – 7.2.1.3)
71,2 kN ≥ 22,9 kN
106,8 kN Where: 0,85 – reduction factor for cut thread 157 mm^2 – tensile stress area 800,0 MPa – minimum tensile strength of the bolt 1,50 – safety factor for steel
, where: 640,0 MPa – minimum yield strength of the bolt
N Rd,s =^ NγRkM s,s^ = N^ Ed=
N Rk,s =c ⋅ A s ⋅f uk=
c =
A s=
f uk=
γ M s=
γ M s =1, 2 ⋅ f^ fykuk^ ≥1, 4
f yk=
Project no: Author:
, where: 120 mm – internal lever arm 57 mm – depth of embedment
1,80 – safety factor for concrete
Shear resistance (EN 1992-4 – 7.2.2.3.1)
64,3 kN ≥ 1,6 kN
80,4 kN Where: 1,00 – coefficient for anchor steel ductility
, where:
0,12 – bolt grade elongation at rupture
80,4 kN – the characteristic shear strength
, where: 0,50 – coefficient for anchor resistance in shear 201 mm^2 – gross area 800,0 MPa – specified ultimate strength of anchor steel
1,25 – safety factor for steel
Concrete pryout resistance (EN 1992-4 – 7.2.2.4)
The check is performed for group of anchors on common base plate
52,3 kN ≥ 6,6 kN
78,4 kN Where: 2,00 – factor taking into account fastener embedment depth 39,2 kN – characteristic concrete cone failure of a fastener or a group of fasteners; all anchors are assumed to be in tension 1,50 – safety factor for concrete
ψ M ,N =2 − 3⋅^ 2⋅hefz^ ≥ 1
z =
h ef=
γ M c=
V Rd,s =^ VγRkM s,s^ = V^ Ed=
V Rk,s =k 7 ⋅V Rk^0 ,s=
k 7 =
k 7 ={0, 8,
A < 0, 08
A ≥ 0, 08
A =
V Rk^0 ,s=
V Rk^0 ,s=k 6 ⋅A s ⋅fuk
k 6 =
A s=
f uk=
γ M s=
V Rd,cp =^ VγRkM c,cp^ = V^ Ed,g=
V Rk,cp =k 8 ⋅N Rk,c=
k 8 =
N Rk,c=
γ M c=
Detailed result for A
Project no: Author:
Interaction of tensile and shear forces in steel (EN 1992-4 – Table 7.3)
0,10 ≤ 1,
Where: 22,9 kN – design tension force 71,2 kN – fastener tensile strength 1,6 kN – design shear force 64,3 kN – fastener shear strength
Interaction of tensile and shear forces in concrete (EN 1992-4 – Table 7.3)
8,98 > 1, Where:
- the largest utilization value for tension failure modes
- the largest utilization value for shear failure modes 430,5 % – concrete breakout failure of anchor in tension 0,0 % – concrete pullout failure 0,0 % – concrete blowout failure 0,0 % – concrete edge failure 12,6 % – concrete pryout failure
Following checks of anchors loaded in tension are not provided and should be checked using information in relevant European
Technical Product Specification:
Pull-out failure of fastener (for post-installed mechanical anchors) - EN 1992-4 – 7.2.1. Combined pull-out and concrete failure (for post-installed bonded anchors) - EN 1992-4 – 7.2.1. Concrete splitting failure - EN 1992-4 – 7.2.1.
Concrete blow-out failure is provided only for anchors with washer plates and headed studs.
( N^ NRdEd,s^ ) +
2
( V^ VRdEd,s^ ) =
2
N Ed=
N Rd,s=
V Ed=
V Rd,s=
( N^ NRdEd,i^ ) 1,5^ +( V^ VRdEd,i^ ) 1,5=
NRd,i
NEd
VRd,i
VEd
N^ NRdEd,,gc^ =
N^ NRdEd,p^ =
N^ NRdEd,cb^ =
V^ VRdEd,c^ =
V^ VRdEd,cp^ =
Project no: Author:
Concrete breakout resistance of anchor in tension (EN 1992-4 – 7.2.1.4)
The check is performed for group of anchors that form common tension breakout cone: A5, A
10,7 kN < 45,9 kN
19,2 kN Where: 45,9 kN – sum of tension forces of anchors with common concrete breakout cone area 18,0 kN – characteristic strength of a fastener, remote from the effects of adjacent fasteners or edges of the concrete member
, where: 7,70 – parameter accounting for anchor type and concrete condition 30,0 MPa – concrete compressive strength 57 mm – depth of embedment, where: 250 mm – embedment depth 65 mm – maximum distance from the anchor to one of the three closest edges 170 mm – maximum spacing between anchors
43200 mm^2 – concrete breakout cone area for group of anchors 28900 mm^2 – concrete breakout cone area for single anchor not influenced by edges
, where: 57 mm – depth of embedment
0,91 – parameter related to the distribution of stresses in the concrete due to the proximity of the fastener to an edge of the concrete member:
, where: 60 mm – minimum distance from the anchor to the edge 57 mm – depth of embedment
0,78 – parameter accounting for the shell spalling:
, where: 57 mm – depth of embedment
1,00 – modification factor for anchor groups loaded eccentrically in tension:
, where: 1,00 – modification factor that depends on eccentricity in x-direction 0 mm – tension load eccentricity in x-direction 1,00 – modification factor that depends on eccentricity in y-direction
0 mm – tension load eccentricity in y-direction 57 mm – depth of embedment
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.
N Rd,c =^ NγRkM c,c^ = N^ Ed,g=
N Rk,c =N Rk^0 ,c⋅A^ Ac 0 c,,NN^ ⋅ψ s,N ⋅ψ re,N ⋅ψ ec,N ⋅ψ M ,N=
N Ed,g=
N Rk^0 ,c=
N Rk^0 ,c=k 1 ⋅ fc^ ′^ ⋅hef^ 1,
k 1 =
f c^ ′=
h ef =min(h emb, max( ca1,5,max, smax 3 )) =
h emb=
c a,max=
s max=
A c,N=
A c^0 ,N=
A c^0 ,^ N=(3 ⋅ hef )^2
h ef=
ψ s,N=
ψ s,N =0, 7 + 0, 3 ⋅ 1,5⋅^ ch^ ef ≤ 1
c =
h ef=
ψ re,N=
ψ re,N =0, 5 + 200 hef^ ≤ 1
h ef=
ψ ec,N=
ψ ec,N =ψ ecx,N ⋅ψecy,N
ψ ecx,N = 1+ =
3⋅hef
2⋅^1 ex,N
e x,N=
ψ ecy,N = 1+ =
3⋅hef
2⋅^1 ey,N
e y,N=
h ef=
ψ M ,N=
Project no: Author:
, where: 120 mm – internal lever arm 57 mm – depth of embedment
1,80 – safety factor for concrete
Shear resistance (EN 1992-4 – 7.2.2.3.1)
64,3 kN ≥ 1,6 kN
80,4 kN Where: 1,00 – coefficient for anchor steel ductility
, where:
0,12 – bolt grade elongation at rupture
80,4 kN – the characteristic shear strength
, where: 0,50 – coefficient for anchor resistance in shear 201 mm^2 – gross area 800,0 MPa – specified ultimate strength of anchor steel
1,25 – safety factor for steel
Concrete pryout resistance (EN 1992-4 – 7.2.2.4)
The check is performed for group of anchors on common base plate
52,3 kN ≥ 6,6 kN
78,4 kN Where: 2,00 – factor taking into account fastener embedment depth 39,2 kN – characteristic concrete cone failure of a fastener or a group of fasteners; all anchors are assumed to be in tension 1,50 – safety factor for concrete
ψ M ,N =2 − 3⋅^ 2⋅hefz^ ≥ 1
z =
h ef=
γ M c=
V Rd,s =^ VγRkM s,s^ = V^ Ed=
V Rk,s =k 7 ⋅V Rk^0 ,s=
k 7 =
k 7 ={0, 8,
A < 0, 08
A ≥ 0, 08
A =
V Rk^0 ,s=
V Rk^0 ,s=k 6 ⋅A s ⋅fuk
k 6 =
A s=
f uk=
γ M s=
V Rd,cp =^ VγRkM c,cp^ = V^ Ed,g=
V Rk,cp =k 8 ⋅N Rk,c=
k 8 =
N Rk,c=
γ M c=
Project no: Author:
Anchor tensile resistance (EN 1992-4 – 7.2.1.3)
71,2 kN ≥ 21,1 kN 106,8 kN Where: 0,85 – reduction factor for cut thread 157 mm^2 – tensile stress area 800,0 MPa – minimum tensile strength of the bolt 1,50 – safety factor for steel
, where: 640,0 MPa – minimum yield strength of the bolt
N Rd,s =^ NγRkM s,s^ = N Ed=
N Rk,s =c ⋅ A s ⋅f uk=
c =
A s=
f uk=
γ M s=
γ M s =1, 2 ⋅ f^ fykuk^ ≥1, 4
f yk=
Project no: Author:
Concrete breakout resistance of anchor in tension (EN 1992-4 – 7.2.1.4)
The check is performed for group of anchors that form common tension breakout cone: A7, A
10,7 kN < 42,3 kN
19,3 kN Where: 42,3 kN – sum of tension forces of anchors with common concrete breakout cone area 18,0 kN – characteristic strength of a fastener, remote from the effects of adjacent fasteners or edges of the concrete member
, where: 7,70 – parameter accounting for anchor type and concrete condition 30,0 MPa – concrete compressive strength 57 mm – depth of embedment, where: 250 mm – embedment depth 65 mm – maximum distance from the anchor to one of the three closest edges 170 mm – maximum spacing between anchors
43500 mm^2 – concrete breakout cone area for group of anchors 28900 mm^2 – concrete breakout cone area for single anchor not influenced by edges
, where: 57 mm – depth of embedment
0,91 – parameter related to the distribution of stresses in the concrete due to the proximity of the fastener to an edge of the concrete member:
, where: 60 mm – minimum distance from the anchor to the edge 57 mm – depth of embedment
0,78 – parameter accounting for the shell spalling:
, where: 57 mm – depth of embedment
1,00 – modification factor for anchor groups loaded eccentrically in tension:
, where: 1,00 – modification factor that depends on eccentricity in x-direction 0 mm – tension load eccentricity in x-direction 1,00 – modification factor that depends on eccentricity in y-direction
0 mm – tension load eccentricity in y-direction 57 mm – depth of embedment
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.
N Rd,c =^ NγRkM c,c^ = N^ Ed,g=
N Rk,c =N Rk^0 ,c⋅A^ Ac 0 c,,NN^ ⋅ψ s,N ⋅ψ re,N ⋅ψ ec,N ⋅ψ M ,N=
N Ed,g=
N Rk^0 ,c=
N Rk^0 ,c=k 1 ⋅ fc^ ′^ ⋅hef^ 1,
k 1 =
f c^ ′=
h ef =min(h emb, max( ca1,5,max, smax 3 )) =
h emb=
c a,max=
s max=
A c,N=
A c^0 ,N=
A c^0 ,^ N=(3 ⋅ hef )^2
h ef=
ψ s,N=
ψ s,N =0, 7 + 0, 3 ⋅ 1,5⋅^ ch^ ef ≤ 1
c =
h ef=
ψ re,N=
ψ re,N =0, 5 + 200 hef^ ≤ 1
h ef=
ψ ec,N=
ψ ec,N =ψ ecx,N ⋅ψecy,N
ψ ecx,N = 1+ =
3⋅hef
2⋅^1 ex,N
e x,N=
ψ ecy,N = 1+ =
3⋅hef
2⋅^1 ey,N
e y,N=
h ef=
ψ M ,N=
Detailed result for A
Project no: Author:
Interaction of tensile and shear forces in steel (EN 1992-4 – Table 7.3)
0,09 ≤ 1,
Where: 21,1 kN – design tension force 71,2 kN – fastener tensile strength 1,7 kN – design shear force 64,3 kN – fastener shear strength
Interaction of tensile and shear forces in concrete (EN 1992-4 – Table 7.3)
7,87 > 1, Where:
- the largest utilization value for tension failure modes
- the largest utilization value for shear failure modes 394,0 % – concrete breakout failure of anchor in tension 0,0 % – concrete pullout failure 0,0 % – concrete blowout failure 0,0 % – concrete edge failure 13,2 % – concrete pryout failure
Following checks of anchors loaded in tension are not provided and should be checked using information in relevant European
Technical Product Specification:
Pull-out failure of fastener (for post-installed mechanical anchors) - EN 1992-4 – 7.2.1. Combined pull-out and concrete failure (for post-installed bonded anchors) - EN 1992-4 – 7.2.1. Concrete splitting failure - EN 1992-4 – 7.2.1.
Concrete blow-out failure is provided only for anchors with washer plates and headed studs.
( N^ NRdEd,s^ ) +
2
( V^ VRdEd,s^ ) =
2
N Ed=
N Rd,s=
V Ed=
V Rd,s=
( N^ NRdEd,i^ ) 1,5^ +( V^ VRdEd,i^ ) 1,5=
NRd,i
NEd
VRd,i
VEd
N^ NRdEd,,gc^ =
N^ NRdEd,p^ =
N^ NRdEd,cb^ =
V^ VRdEd,c^ =
V^ VRdEd,cp^ =
Project no: Author:
Anchor tensile resistance (EN 1992-4 – 7.2.1.3)
71,2 kN ≥ 21,2 kN 106,8 kN Where: 0,85 – reduction factor for cut thread 157 mm^2 – tensile stress area 800,0 MPa – minimum tensile strength of the bolt 1,50 – safety factor for steel
, where: 640,0 MPa – minimum yield strength of the bolt
N Rd,s =^ NγRkM s,s^ = N Ed=
N Rk,s =c ⋅ A s ⋅f uk=
c =
A s=
f uk=
γ M s=
γ M s =1, 2 ⋅ f^ fykuk^ ≥1, 4
f yk=
