O_9.4_example_final.xlsx
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INFASO+
9.4 Column base with anchor plate Conditions of calculation! 1) MEd > 0 → clockwise direction 2) NEd > 0 → tension 3) Design tolerances: anchor plate - distance +/- 4mm between HS and TS base plate - distance +/- 2mm inside bolt hole 4) The weld between column and base plate is not a critical element. 5) User data for calculation in colored cells
Password for dokument:
INFASO12345
The imput data for calculation: Es γM0 =
1.00
γM1 =
1.00
γM2 =
1.25
γMs =
1.15
γMc =
1.50
Column:
HEB200
2.10E+05 MPa Ec 3.30E+04 MPa
200.0 mm
S355 fy =
355 MPa
b= tw =
200.0 mm
fu =
510 MPa
tf =
15.0 mm
A= Wpl =
7808.0 mm2
355 MPa 510 MPa
h=
9.0 mm
642.5 mm3
Anchor plate: tp1 =
10 mm
S355 fy =
ap1 =
350 mm
fu =
bp1 =
540 mm
aw,1 =
1.0 mm
m1 =
84 mm
ea1 =
50 mm
eb1 =
125 mm
p1 =
100 mm
76 mm
80 mm
Grout: 1
INFASO+ tg =
0 mm
Base plate: tp2 =
30 mm
S355 fy =
ap2 =
250 mm
fu =
bp2 =
360 mm
awf,2 =
6.0 mm
m2 =
38 mm
ea2 =
40 mm
eb2 =
75 mm
p2 =
100 mm 31.2 mm
m=
Headed stud: d1 =
22 mm
dh =
37 mm 2 380.13 mm
As = n1 = k2 = αb =
0.60
Threated stud: d2 =
22 mm
d0,2 =
24 mm 2 303 mm 2.50
k2 =
0.90
αb =
0.56
Concrete: 30.0 MPa
fctk;0,05 =
2.0 MPa
ds =
8 mm
nre =
4 pc of legs
αc =
800 MPa
8.8 fub =
800 MPa
(
12.7 non-cracked 0.49
Stirrup:
dp =
8.8 fub =
C30/37
fck =
α=
40 mm
2 pc in tension
k1 =
k1 =
42 mm
0.90 200 mm
n2 =
510 MPa
2 pc in tension
hef =
As =
355 MPa
B500A fy =
500 MPa
25 mm -537.0 2
(
7.05
2.50 )
1.57
1.00
0.56 )
INFASO+ αs = 12100.0
Concrete foundation: a= b= h=
1600 mm 1600 mm 1000 mm
Load of column: FEd =
45 kN
MEd =
20 kNm
Design conditions Interaction in shear and tension (see 1.15.) Maximal resistant shear load VRd = 291.94 kN
x
Maximal designed shear load VEd = 0.85 248.15 kN
Control designed conditions Concrete: Steel:
0.78 0.91
≤ ≤
1.0 1.0
Plastification FEd = MEd =
45.0 kN
≤
20.0 kNm
≤
171.08 kN 25.71 kNm
3
INFASO+
The calculation of example 1. Components in tension Base plate 1.1. Threaded studs in tension - V F't,Rd,2 =
349.06 kN
1.2. Punching of the anchor plate under threaded studs -V Fp,Rd,V,2 =
355.21 kN
1.3. Base plate in bending - V lef,2 =
a) b) c) d) e) f) g)
lef,2 =
125.00 mm
174.85 mm 196.11 mm 125.00 mm 137.42 mm 162.42 mm 496.11 mm 396.11 mm
Mode1 FT,1,Rd,2 =
1279.57 kN
FT,2,Rd,2 =
476.48 kN
FT,3,Rd,2 =
349.06 kN
FT,Rd,2 =
349.06 kN
Mode2 Mode3
1.4. Threaded studs in shear and bearing - H Fb,Rd,2 =
374.00 kN
Anchor plate 1.5. Headed studs in tension - V F't,Rd,1 =
437.91 kN 4
INFASO+
1.6. Punching of the anchor plate under headed studs - V Fp,Rd,V,1 =
355.21 kN
1.7. Concrete cone failure without reinforcement - V NRd,c =
153.03 kN
1.8. Concrete cone failure with reinforcement - V NRd,max =
351.96 kN
NRd,1 =
296.68 kN
NRd,2 =
361.85 kN
NRd,min =
296.68 kN
1.9. Pull-out failure of headed studs - V NRd,p =
333.64 kN
1.10. T-stub of the anchor plate in bending - V ap =
220 mm
lef,1 =
a) b) c) d) e) f) g)
lef,1 =
110.00 mm
398.50 mm 527.79 mm 110.00 mm 249.25 mm 293.00 mm 746.54 mm 363.89 mm
Mode1 FT,1,Rd,1 =
46.49 kN
FT,2,Rd,1 =
125.27 kN
FT,3,Rd,1 =
296.68 kN
Mode2 Mode3
5
INFASO+ FT,Rd,1 =
46.49 kN
1.11. Anchor plate in tension - V Ft,Rd,1 =
176.28 kN
1.12. Headed studs in shear - H FV,Rd,1 =
291.94 kN
1.13. Pry-out failure of headed studs - H VRd,CP,1 =
306.05 kN
1.14. Reduction of resistance in the vertical/horinzontal direction Plast. Effect A= 46.49 kN Q= 39.05 kN NHS = 85.54 kN
Membr. Effect 66.49 39.05 105.54
Headed studs
δT-STUB =
5.28 mm
Ft,pl =
46.49 kN
60.43
δel =
3.52 mm
Ft,el =
30.99 kN
40.29
δ2.22 =
7.81 mm
Ft,2.22 =
46.49 kN
60.43
a+Δa =
85.26 mm
Fp,Rd =
176.28 kN
F'p,Rd,V =
30.21 kN
Fp,Rd,V =
76.69 kN 30.21 kN≥F'p,Rd,V
δp,tot =
14.61 mm
Fp,Rd,V-FT,pl
δap,tot =
Fap,Rd
86.43
δap,tot
17.48
60.43 5.28
440.97 kN
VRd =
291.94 kN
Fap,Rd =
66.49 kN
60.43 7.81
99.70
86.43
99.70 22.42
60.43 7.81
120
90
76.69
80
100
60
Fp,Rd,H = 9.67 mm
Date for chart: F 0.00 δ 0.00 F2.22 40.29 δ2.22 3.52
80
Threaded studs
70 60
1; 86.43
6
46.49 50 40
66.49
120
90
INFASO+
70
80
60
1; 86.43
66.49
46.49 50
60
40
40
30 20
20 0
76.69
80
100
10 0
5
10
15
20
25
0
0
50 100 150 200 250 300 350 400 450 500
1.15. Interaction in shear and tension for threaded and headed studs Threaded studs: 0.78
+
0.04 0.8215
≤ ≤
1.0 1.0
1.00
+
0.06 1.0637
≤ ≤
1.0 1.0
+
0.05 0.9794
≤ ≤
1.0 1.0
0.04 0.7044
≤ ≤
1.0 1.0
0.06 0.9137
≤ ≤
1.0 1.0
≤ ≤
1.0 1.0
Headed studs:
Headed studs in concrete: 0.93
Threaded studs (reduction shear force): 0.66
+
Headed studs (reduction shear force): 0.85
+
Headed studs in concrete (reduction shear force): 0.73
Concrete: Steel:
+
0.05 0.7778 0.78 0.91
≤ ≤
1.0 1.0
2. Component in compression
7
INFASO+ a1 =
a) b) c)
1600.00 mm 750.00 mm 1250.00 mm
b1 =
a) b) c)
1600.00 mm 1080.00 mm 1360.00 mm
a1 =
750.0 mm
≥
ap2 =
250.0 mm
b1 =
1080.0 mm
≥
bp2 =
360.0 mm
kj =
3.00
fjd =
40.00 MPa
c=
68.80 mm
3. Assembly for resistence 3.1 Column base resistance
Plastification calculation
End iteration
Aef =
1664.29 mm2
Aef =
1604.68 mm2
bef =
6.16 mm
bef =
5.94 mm
bef,1 =
6.16 mm
bef,1 =
5.94 mm
bef,2 =
0.00 mm
bef,2 =
0.00 mm
bef,3 =
0.00 mm
bef,3 =
0.00 mm
yc =
3.08 mm
yc =
2.97 mm
rt =
138.00 mm
r't =
222.00 mm
rc =
165.72 mm
rc =
165.83 mm
Aef =
2245.69 mm2
Center of gravity
Membrane calculation
End iteration
Aef =
2316.37 mm
bef =
8.58 mm
bef =
8.32 mm
bef,1 =
8.58 mm
bef,1 =
8.32 mm
bef,2 =
0.00 mm
bef,2 =
0.00 mm
bef,3 =
0.00 mm
bef,3 =
0.00 mm
yc =
4.29 mm
yc =
4.16 mm
rt =
138.00 mm
2
Center of gravity
8
INFASO+ r't =
222.00 mm
rc =
164.51 mm
rc =
Moment resistance MRd,pl =
25.71 kNm
MRd,memb =
33.40 kNm
3.2. End of column resistance Npl,Rd = Mpl,Rd =
2771.84 kN 228.09 kNm
3.3 Comparation of results FEd
NRd,pl
NRd,memb
Npl,Rd
[kN] 45
[kN] 171.08
[kN] 211.07
[kN] 2771.84
MEd
MRd,pl
MRd,memb
Mpl,Rd
[kNm] 20
[kNm] 25.71
[kNm] 33.40
[kNm] 228.09
≤
≤
4. Stiffness for components 4.1. Component threaded stud in tension kb2 =
12.24 mm
4.2. Component base plate in bending kp2 =
47.17 mm
4.3. Component base plate in bending and concrete block in compression kc =
18.69 mm
4.4. Component anchor plate in tension kp1 =
0.39 mm
4.5. Component headed stud in tension
9
164.64 mm
INFASO+
kb1 =
4.32 mm
5. Assembly for stiffness zc =
92.5 mm
zt1 =
222.0 mm
zt2 = z=
138.0 mm 230.5 mm
kc =
18.69 mm
kt1 =
0.36 mm
kt2 =
9.72 mm
kt =
0.26 mm
a= e=
89.38 mm 444.4 mm
Sj,ini =
2.35E+09 Nmmrad
0.26 mm
→
-1
-1
Data for end charts (next sheets) F= 0.00 kN 2 /3FRd = 114.05 kN
δ= δel =
0.00 mm
F2.22,Rd =
171.08 kN
δ2.22 =
7.81 mm
Fap,Rd =
211.07 kN
δap,tot =
17.48 mm 0.0000 rad
0.00 kNm
3.52 mm
2
M= /3Mj,Rd =
22.26 kNm
φ= φj,el =
M2.22,Rd =
25.71 kNm
φ2.22 =
0.0162 rad
Map,tot,Rd =
33.40 kNm
φap,tot =
0.0919 rad
10
0.0073 rad
F[kN]
250.0
4; 211.07
200.0
3; 171.08 150.0
2; 114.05
100.0
50.0
0.0
0.0
1; 0.00
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
δ[mm]
M[kNm]
40.0
35.0 4; 33.40 30.0
25.0
3; 25.71
2; 22.26 20.0
15.0
10.0
5.0
0.0 0.0000
1; 0.00
0.0100
0.0200
0.0300
0.0400
0.0500
0.0600
0.0700
0.0800
0.0900
0.1000
φ[rad]
Steel:
t≤40 fy [MPa] 235 275 355 300 640 900
S235 S275 S355 5.6 8.8 10.9
t<100 fy
fu [MPa] 360 430 510 500 800 1000
[MPa] 215 255 335
Concrete: fu
fck
[MPa] 340 410 490
[MPa] C16/20 C20/25 C25/30 C30/37 C35/40
16 20 25 30 35 cracked
k1
8.9
Column: h HEB160 HEB180 HEB200 HEB220 HEB240 HEB260
tw
tf
[mm] 160 180 200 220 240 260
[mm]
[mm]
8 8.5 9 355 10 10
b
[mm] 160 180 200 220 240 260
Wpl
A
Iy
13 14 15 16 17 17.5
[mm2] 5425 6525 7808 9104 10600 11840
[mm3] 354.00 481.40 642.5 827 1053 1283
[mm4] 2.49E+07 3.83E+07 5.70E+07 8.09E+07 1.13E+08 1.49E+08
Threated stud: As
d [mm] 16 20 22 24 27 30
[mm2] 157 245 303 353 459 561
Iteration of calculation: Plastification bef =
1604.89
1604.68
1604.68
1604.68
1604.68
1604.68
1604.68
1604.68
5.94
5.94
5.94
5.94
5.94
5.94
5.94
5.94
bef,1 =
5.94
5.94
5.94
5.94
5.94
5.94
5.94
5.94
bef,2 =
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
bef,3 =
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
yc =
2.97
2.97
2.97
2.97
2.97
2.97
2.97
2.97
rc =
165.83
165.83
165.83
165.83
165.83
165.83
165.83
165.83
2246.01
2245.69
2245.69
2245.69
2245.69
2245.69
2245.69
2245.69
bef =
8.32
8.32
8.32
8.32
8.32
8.32
8.32
8.32
bef,1 =
8.32
8.32
8.32
8.32
8.32
8.32
8.32
8.32
bef,2 =
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
bef,3 =
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
yc =
4.16
4.16
4.16
4.16
4.16
4.16
4.16
4.16
rc =
164.64
164.64
164.64
164.64
164.64
164.64
164.64
164.64
Membrane
Stirrup: fctk;0,05 [MPa] 1.3 1.5 1.8 2.0 2.2
EC
Calculation: fyk
[MPa] 2.90E+04 3.00E+04 3.10E+04 3.30E+04 3.40E+04
[MPa] 500 550 400 500 550
B500A B550A B420B B500B B550B
non-cracked 12.7
1604.68
1604.68
1604.68
1604.68
1604.68
1604.68 mm2
5.94
5.94
5.94
5.94
5.94
5.94 mm
Plastification Membrane
5.94
5.94
5.94
5.94
5.94
5.94 mm
0.00
0.00
0.00
0.00
0.00
0.00 mm
0.00
0.00
0.00
0.00
0.00
0.00 mm
2.97
2.97
2.97
2.97
2.97
2.97 mm
165.83
165.83
165.83
165.83
165.83
165.83 mm
2245.69
2245.69
2245.69
2245.69
2245.69
2245.69 mm2
8.32
8.32
8.32
8.32
8.32
8.32 mm
8.32
8.32
8.32
8.32
8.32
8.32 mm
0.00
0.00
0.00
0.00
0.00
0.00 mm
0.00
0.00
0.00
0.00
0.00
0.00 mm
4.16
4.16
4.16
4.16
4.16
4.16 mm
164.64
164.64
164.64
164.64
164.64
164.64 mm
9.4 Column base with anchor plate Conditions of calculation! 1) MEd > 0 → clockwise direction 2) NEd > 0 → tension 3) Design tolerances: anchor plate - distance +/- 4mm between HS and TS base plate - distance +/- 2mm inside bolt hole 4) The weld between column and base plate is not a critical element. 5) User data for calculation in colored cells
Password for dokument:
INFASO12345
The imput data for calculation: Es γM0 =
1.00
γM1 =
1.00
γM2 =
1.25
γMs =
1.15
γMc =
1.50
Column:
HEB200
2.10E+05 MPa Ec 3.30E+04 MPa
200.0 mm
S355 fy =
355 MPa
b= tw =
200.0 mm
fu =
510 MPa
tf =
15.0 mm
A= Wpl =
7808.0 mm2
355 MPa 510 MPa
h=
9.0 mm
642.5 mm3
Anchor plate: tp1 =
10 mm
S355 fy =
ap1 =
350 mm
fu =
bp1 =
540 mm
aw,1 =
1.0 mm
m1 =
84 mm
ea1 =
50 mm
eb1 =
125 mm
p1 =
100 mm
76 mm
80 mm
Grout: 1
INFASO+ tg =
0 mm
Base plate: tp2 =
30 mm
S355 fy =
ap2 =
250 mm
fu =
bp2 =
360 mm
awf,2 =
6.0 mm
m2 =
38 mm
ea2 =
40 mm
eb2 =
75 mm
p2 =
100 mm 31.2 mm
m=
Headed stud: d1 =
22 mm
dh =
37 mm 2 380.13 mm
As = n1 = k2 = αb =
0.60
Threated stud: d2 =
22 mm
d0,2 =
24 mm 2 303 mm 2.50
k2 =
0.90
αb =
0.56
Concrete: 30.0 MPa
fctk;0,05 =
2.0 MPa
ds =
8 mm
nre =
4 pc of legs
αc =
800 MPa
8.8 fub =
800 MPa
(
12.7 non-cracked 0.49
Stirrup:
dp =
8.8 fub =
C30/37
fck =
α=
40 mm
2 pc in tension
k1 =
k1 =
42 mm
0.90 200 mm
n2 =
510 MPa
2 pc in tension
hef =
As =
355 MPa
B500A fy =
500 MPa
25 mm -537.0 2
(
7.05
2.50 )
1.57
1.00
0.56 )
INFASO+ αs = 12100.0
Concrete foundation: a= b= h=
1600 mm 1600 mm 1000 mm
Load of column: FEd =
45 kN
MEd =
20 kNm
Design conditions Interaction in shear and tension (see 1.15.) Maximal resistant shear load VRd = 291.94 kN
x
Maximal designed shear load VEd = 0.85 248.15 kN
Control designed conditions Concrete: Steel:
0.78 0.91
≤ ≤
1.0 1.0
Plastification FEd = MEd =
45.0 kN
≤
20.0 kNm
≤
171.08 kN 25.71 kNm
3
INFASO+
The calculation of example 1. Components in tension Base plate 1.1. Threaded studs in tension - V F't,Rd,2 =
349.06 kN
1.2. Punching of the anchor plate under threaded studs -V Fp,Rd,V,2 =
355.21 kN
1.3. Base plate in bending - V lef,2 =
a) b) c) d) e) f) g)
lef,2 =
125.00 mm
174.85 mm 196.11 mm 125.00 mm 137.42 mm 162.42 mm 496.11 mm 396.11 mm
Mode1 FT,1,Rd,2 =
1279.57 kN
FT,2,Rd,2 =
476.48 kN
FT,3,Rd,2 =
349.06 kN
FT,Rd,2 =
349.06 kN
Mode2 Mode3
1.4. Threaded studs in shear and bearing - H Fb,Rd,2 =
374.00 kN
Anchor plate 1.5. Headed studs in tension - V F't,Rd,1 =
437.91 kN 4
INFASO+
1.6. Punching of the anchor plate under headed studs - V Fp,Rd,V,1 =
355.21 kN
1.7. Concrete cone failure without reinforcement - V NRd,c =
153.03 kN
1.8. Concrete cone failure with reinforcement - V NRd,max =
351.96 kN
NRd,1 =
296.68 kN
NRd,2 =
361.85 kN
NRd,min =
296.68 kN
1.9. Pull-out failure of headed studs - V NRd,p =
333.64 kN
1.10. T-stub of the anchor plate in bending - V ap =
220 mm
lef,1 =
a) b) c) d) e) f) g)
lef,1 =
110.00 mm
398.50 mm 527.79 mm 110.00 mm 249.25 mm 293.00 mm 746.54 mm 363.89 mm
Mode1 FT,1,Rd,1 =
46.49 kN
FT,2,Rd,1 =
125.27 kN
FT,3,Rd,1 =
296.68 kN
Mode2 Mode3
5
INFASO+ FT,Rd,1 =
46.49 kN
1.11. Anchor plate in tension - V Ft,Rd,1 =
176.28 kN
1.12. Headed studs in shear - H FV,Rd,1 =
291.94 kN
1.13. Pry-out failure of headed studs - H VRd,CP,1 =
306.05 kN
1.14. Reduction of resistance in the vertical/horinzontal direction Plast. Effect A= 46.49 kN Q= 39.05 kN NHS = 85.54 kN
Membr. Effect 66.49 39.05 105.54
Headed studs
δT-STUB =
5.28 mm
Ft,pl =
46.49 kN
60.43
δel =
3.52 mm
Ft,el =
30.99 kN
40.29
δ2.22 =
7.81 mm
Ft,2.22 =
46.49 kN
60.43
a+Δa =
85.26 mm
Fp,Rd =
176.28 kN
F'p,Rd,V =
30.21 kN
Fp,Rd,V =
76.69 kN 30.21 kN≥F'p,Rd,V
δp,tot =
14.61 mm
Fp,Rd,V-FT,pl
δap,tot =
Fap,Rd
86.43
δap,tot
17.48
60.43 5.28
440.97 kN
VRd =
291.94 kN
Fap,Rd =
66.49 kN
60.43 7.81
99.70
86.43
99.70 22.42
60.43 7.81
120
90
76.69
80
100
60
Fp,Rd,H = 9.67 mm
Date for chart: F 0.00 δ 0.00 F2.22 40.29 δ2.22 3.52
80
Threaded studs
70 60
1; 86.43
6
46.49 50 40
66.49
120
90
INFASO+
70
80
60
1; 86.43
66.49
46.49 50
60
40
40
30 20
20 0
76.69
80
100
10 0
5
10
15
20
25
0
0
50 100 150 200 250 300 350 400 450 500
1.15. Interaction in shear and tension for threaded and headed studs Threaded studs: 0.78
+
0.04 0.8215
≤ ≤
1.0 1.0
1.00
+
0.06 1.0637
≤ ≤
1.0 1.0
+
0.05 0.9794
≤ ≤
1.0 1.0
0.04 0.7044
≤ ≤
1.0 1.0
0.06 0.9137
≤ ≤
1.0 1.0
≤ ≤
1.0 1.0
Headed studs:
Headed studs in concrete: 0.93
Threaded studs (reduction shear force): 0.66
+
Headed studs (reduction shear force): 0.85
+
Headed studs in concrete (reduction shear force): 0.73
Concrete: Steel:
+
0.05 0.7778 0.78 0.91
≤ ≤
1.0 1.0
2. Component in compression
7
INFASO+ a1 =
a) b) c)
1600.00 mm 750.00 mm 1250.00 mm
b1 =
a) b) c)
1600.00 mm 1080.00 mm 1360.00 mm
a1 =
750.0 mm
≥
ap2 =
250.0 mm
b1 =
1080.0 mm
≥
bp2 =
360.0 mm
kj =
3.00
fjd =
40.00 MPa
c=
68.80 mm
3. Assembly for resistence 3.1 Column base resistance
Plastification calculation
End iteration
Aef =
1664.29 mm2
Aef =
1604.68 mm2
bef =
6.16 mm
bef =
5.94 mm
bef,1 =
6.16 mm
bef,1 =
5.94 mm
bef,2 =
0.00 mm
bef,2 =
0.00 mm
bef,3 =
0.00 mm
bef,3 =
0.00 mm
yc =
3.08 mm
yc =
2.97 mm
rt =
138.00 mm
r't =
222.00 mm
rc =
165.72 mm
rc =
165.83 mm
Aef =
2245.69 mm2
Center of gravity
Membrane calculation
End iteration
Aef =
2316.37 mm
bef =
8.58 mm
bef =
8.32 mm
bef,1 =
8.58 mm
bef,1 =
8.32 mm
bef,2 =
0.00 mm
bef,2 =
0.00 mm
bef,3 =
0.00 mm
bef,3 =
0.00 mm
yc =
4.29 mm
yc =
4.16 mm
rt =
138.00 mm
2
Center of gravity
8
INFASO+ r't =
222.00 mm
rc =
164.51 mm
rc =
Moment resistance MRd,pl =
25.71 kNm
MRd,memb =
33.40 kNm
3.2. End of column resistance Npl,Rd = Mpl,Rd =
2771.84 kN 228.09 kNm
3.3 Comparation of results FEd
NRd,pl
NRd,memb
Npl,Rd
[kN] 45
[kN] 171.08
[kN] 211.07
[kN] 2771.84
MEd
MRd,pl
MRd,memb
Mpl,Rd
[kNm] 20
[kNm] 25.71
[kNm] 33.40
[kNm] 228.09
≤
≤
4. Stiffness for components 4.1. Component threaded stud in tension kb2 =
12.24 mm
4.2. Component base plate in bending kp2 =
47.17 mm
4.3. Component base plate in bending and concrete block in compression kc =
18.69 mm
4.4. Component anchor plate in tension kp1 =
0.39 mm
4.5. Component headed stud in tension
9
164.64 mm
INFASO+
kb1 =
4.32 mm
5. Assembly for stiffness zc =
92.5 mm
zt1 =
222.0 mm
zt2 = z=
138.0 mm 230.5 mm
kc =
18.69 mm
kt1 =
0.36 mm
kt2 =
9.72 mm
kt =
0.26 mm
a= e=
89.38 mm 444.4 mm
Sj,ini =
2.35E+09 Nmmrad
0.26 mm
→
-1
-1
Data for end charts (next sheets) F= 0.00 kN 2 /3FRd = 114.05 kN
δ= δel =
0.00 mm
F2.22,Rd =
171.08 kN
δ2.22 =
7.81 mm
Fap,Rd =
211.07 kN
δap,tot =
17.48 mm 0.0000 rad
0.00 kNm
3.52 mm
2
M= /3Mj,Rd =
22.26 kNm
φ= φj,el =
M2.22,Rd =
25.71 kNm
φ2.22 =
0.0162 rad
Map,tot,Rd =
33.40 kNm
φap,tot =
0.0919 rad
10
0.0073 rad
F[kN]
250.0
4; 211.07
200.0
3; 171.08 150.0
2; 114.05
100.0
50.0
0.0
0.0
1; 0.00
2.0
4.0
6.0
8.0
10.0
12.0
14.0
16.0
18.0
20.0
δ[mm]
M[kNm]
40.0
35.0 4; 33.40 30.0
25.0
3; 25.71
2; 22.26 20.0
15.0
10.0
5.0
0.0 0.0000
1; 0.00
0.0100
0.0200
0.0300
0.0400
0.0500
0.0600
0.0700
0.0800
0.0900
0.1000
φ[rad]
Steel:
t≤40 fy [MPa] 235 275 355 300 640 900
S235 S275 S355 5.6 8.8 10.9
t<100 fy
fu [MPa] 360 430 510 500 800 1000
[MPa] 215 255 335
Concrete: fu
fck
[MPa] 340 410 490
[MPa] C16/20 C20/25 C25/30 C30/37 C35/40
16 20 25 30 35 cracked
k1
8.9
Column: h HEB160 HEB180 HEB200 HEB220 HEB240 HEB260
tw
tf
[mm] 160 180 200 220 240 260
[mm]
[mm]
8 8.5 9 355 10 10
b
[mm] 160 180 200 220 240 260
Wpl
A
Iy
13 14 15 16 17 17.5
[mm2] 5425 6525 7808 9104 10600 11840
[mm3] 354.00 481.40 642.5 827 1053 1283
[mm4] 2.49E+07 3.83E+07 5.70E+07 8.09E+07 1.13E+08 1.49E+08
Threated stud: As
d [mm] 16 20 22 24 27 30
[mm2] 157 245 303 353 459 561
Iteration of calculation: Plastification bef =
1604.89
1604.68
1604.68
1604.68
1604.68
1604.68
1604.68
1604.68
5.94
5.94
5.94
5.94
5.94
5.94
5.94
5.94
bef,1 =
5.94
5.94
5.94
5.94
5.94
5.94
5.94
5.94
bef,2 =
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
bef,3 =
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
yc =
2.97
2.97
2.97
2.97
2.97
2.97
2.97
2.97
rc =
165.83
165.83
165.83
165.83
165.83
165.83
165.83
165.83
2246.01
2245.69
2245.69
2245.69
2245.69
2245.69
2245.69
2245.69
bef =
8.32
8.32
8.32
8.32
8.32
8.32
8.32
8.32
bef,1 =
8.32
8.32
8.32
8.32
8.32
8.32
8.32
8.32
bef,2 =
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
bef,3 =
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
yc =
4.16
4.16
4.16
4.16
4.16
4.16
4.16
4.16
rc =
164.64
164.64
164.64
164.64
164.64
164.64
164.64
164.64
Membrane
Stirrup: fctk;0,05 [MPa] 1.3 1.5 1.8 2.0 2.2
EC
Calculation: fyk
[MPa] 2.90E+04 3.00E+04 3.10E+04 3.30E+04 3.40E+04
[MPa] 500 550 400 500 550
B500A B550A B420B B500B B550B
non-cracked 12.7
1604.68
1604.68
1604.68
1604.68
1604.68
1604.68 mm2
5.94
5.94
5.94
5.94
5.94
5.94 mm
Plastification Membrane
5.94
5.94
5.94
5.94
5.94
5.94 mm
0.00
0.00
0.00
0.00
0.00
0.00 mm
0.00
0.00
0.00
0.00
0.00
0.00 mm
2.97
2.97
2.97
2.97
2.97
2.97 mm
165.83
165.83
165.83
165.83
165.83
165.83 mm
2245.69
2245.69
2245.69
2245.69
2245.69
2245.69 mm2
8.32
8.32
8.32
8.32
8.32
8.32 mm
8.32
8.32
8.32
8.32
8.32
8.32 mm
0.00
0.00
0.00
0.00
0.00
0.00 mm
0.00
0.00
0.00
0.00
0.00
0.00 mm
4.16
4.16
4.16
4.16
4.16
4.16 mm
164.64
164.64
164.64
164.64
164.64
164.64 mm
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