ANALISIS TABLESTACA

DISEÑO DE TABLESTACA DE PVC
Sheeting structure verification
Input data
Project
Task : DISEÑO DE TABLESTACA DE PVC
Date : 10/12/2019
Settings
USA - Safety factor
Materials and standards
Concrete structures :
Steel structures :
Partial factor on bearing capacity of steel cross section :
ACI 318-11
EN 1993-1-1 (EC3)
gM0 = 1,00
Excavations
Active earth pressure calculation :
Coulomb
Passive earth pressure calculation :
Mazindrani (Rankin)
Earthquake analysis :
Mononobe-Okabe
Consider reduction of the modulus of subsoil reaction for a braced sheeting
Verification methodology :
Safety factors (ASD)
Safety factors
Permanent design situation
Safety factor for internal stability of anchors :
SFa =
1,50 [–]
Geometry of structure
Structure length = 6,00 m
Cross-section name : Sheet pile : PU 16
Area of cross-section
Moment of inertia
Elastic modulus
Shear modulus
Sectional modulus
Plastic sectional modulus
A
I
E
G
W
W pl
=
1,59E-02 m2/m
=
3,04E-04 m4/m
= 2600000,00 MPa
= 915500,00 MPa
= 1,600E-03 m3/m
= 1,878E-03 m3/m
Material of structure
Structural steel: PVC
Yield strength
Elasticity modulus
Shear modulus
fy =
55,20 MPa
E = 2600000,00 MPa
G = 915500,00 MPa
Modulus of subsoil reaction determined according to the Schmitt theory.
Basic soil parameters
No.
Name
Pattern
jef
cef
g
gsu
[°]
[kPa]
[kN/m3]
[kN/m3]
d
[°]
1
Well graded gravel (GW), dense
41,50
0,00
21,00
17,50
27,50
2
Well graded sand (SW), dense
39,50
0,00
20,00
16,00
26,00
All soils are considered as cohesionless for at rest pressure analysis.
1
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DISEÑO DE TABLESTACA DE PVC
Parameters of soils to compute modulus of subsoil reaction (Schmitt)
No.
Name
Pattern
n
[–]
Eoed
Edef
[MPa]
[MPa]
1
Well graded gravel (GW), dense
0,20
478,00
-
2
Well graded sand (SW), dense
0,28
96,00
-
Soil parameters
Well graded gravel (GW), dense
Unit weight :
=
21,00 kN/m3
g
Stress-state :
effective
Angle of internal friction :
41,50 °
jef =
Cohesion of soil :
cef =
0,00 kPa
Angle of friction struc.-soil :
=
27,50 °
d
Soil :
cohesionless
Oedometric modulus :
Eoed = 478,00 MPa
Saturated unit weight :
27,50 kN/m3
gsat =
Well graded sand (SW), dense
Unit weight :
= 20,00 kN/m3
g
Stress-state :
effective
Angle of internal friction :
jef = 39,50 °
Cohesion of soil :
cef =
0,00 kPa
Angle of friction struc.-soil :
= 26,00 °
d
Soil :
cohesionless
Oedometric modulus :
Eoed = 96,00 MPa
Saturated unit weight :
gsat = 26,00 kN/m3
Geological profile and assigned soils
No.
Layer
[m]
Assigned soil
1
0,20 Well graded gravel (GW), dense
2
0,50 Well graded gravel (GW), dense
3
0,50 Well graded gravel (GW), dense
4
-
Pattern
Well graded sand (SW), dense
Excavation
Soil in front of wall is excavated to a depth of 1,50 m.
Ditch bottom shape
No.
1
2
3
4
5
Coordinate
x [m]
0,00
-2,91
-6,62
-16,53
-23,44
Depth
z [m]
0,00
0,00
2,95
2,95
5,41
2
[GeoStructural Analysis - Sheeting Check | version 5.19.5.0 | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]
DISEÑO DE TABLESTACA DE PVC
No.
6
Coordinate
x [m]
-24,44
Depth
z [m]
5,41
Origin [0,0] is located at the ditch bottom.
Positive coordinate +z has downward direction.
Terrain profile
No.
1
2
3
4
Coordinate
x [m]
0,00
4,00
5,39
6,39
Depth
z [m]
0,00
0,00
-0,70
-0,70
Origin [0,0] is located in upper right edge of construction.
Positive coordinate +z has downward direction.
Water influence
GWT behind the structure lies at a depth of 6,00 m
Input surface surcharges
No.
1
2
3
No.
1
2
3
Surcharge
new
change
YES
YES
YES
Action
permanent
variable
variable
Mag.1
[kN/m2]
4,80
9,30
9,30
Mag.2
[kN/m2]
Ord.x
x [m]
5,39
5,99
8,99
Length
l [m]
7,20
3,00
3,00
Depth
z [m]
on terrain
on terrain
on terrain
Length
l [m]
0,51
0,51
0,51
0,51
Width
b[m]
0,25
0,25
0,25
0,25
Depth
z [m]
on terrain
on terrain
on terrain
on terrain
Name
SOBRECARGA MUERTA
SOBRECARGA VIVA
SOBRECARGA VIVA 2
Input concentrated surcharges
No.
1
2
3
4
No.
1
2
3
4
Surcharge
new
change
YES
YES
YES
YES
Action
variable
variable
variable
variable
Magnitude
[kN]
145,00
145,00
145,00
145,00
Ord.x
x [m]
6,59
8,39
9,59
11,39
Name
CAMION DE DISEÑO 1 RUEDA 1
CAMION DE DISEÑO 1 RUEDA 2
CAMION DE DISEÑO 2 RUEDA 1
CAMION DE DISEÑO 2 RUEDA 2
Earthquake
Factor of horizontal acceleration Kh = 0,1550
Factor of vertical acceleration
Kv = 0,0775
Water below the GWT is restricted.
Global settings
Number of FEs to discretize wall = 40
3
[GeoStructural Analysis - Sheeting Check | version 5.19.5.0 | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]
DISEÑO DE TABLESTACA DE PVC
Minimum dimensioning pressure is considered as sa,min = 0,20sz
Settings of the stage of construction
Design situation : permanent
Analysis results
Distribution of pressures acting on the structure (in front and behind the wall)
Depth
[m]
0.00
0.00
0.20
0.26
0.52
0.70
0.78
1.04
1.20
1.20
1.30
1.50
1.50
1.57
1.83
2.01
2.09
2.35
2.55
2.61
2.63
2.87
2.95
3.13
3.39
3.65
3.87
3.87
3.91
4.17
4.37
4.37
4.43
4.70
4.96
5.07
5.07
5.22
5.41
5.48
Ta,p
[kPa]
-0.00
0.00
-0.00
0.00
0.00
-0.00
0.00
0.00
-0.00
0.00
0.00
-0.00
-0.00
0.00
0.00
0.00
0.00
0.00
-0.00
0.00
-0.00
-7.48
-10.01
-10.39
-10.95
-11.50
-11.97
-11.97
-12.06
-12.61
-13.02
-13.02
-13.17
-13.72
-14.27
-14.52
-14.52
-14.83
-15.24
-15.38
Tk,p
[kPa]
-0.00
0.00
-0.00
0.00
0.00
-0.00
0.00
0.00
-0.00
0.00
0.00
-0.00
-0.00
0.00
0.00
0.00
0.00
0.00
-0.00
0.00
-0.00
-7.89
-10.55
-11.87
-13.77
-15.66
-17.27
-17.27
-17.56
-19.46
-20.87
-20.87
-21.36
-23.26
-25.16
-26.00
-26.00
-27.06
-28.46
-28.96
Tp,p
[kPa]
-0.00
0.00
-0.00
0.00
0.00
-0.00
0.00
0.00
-0.00
0.00
0.00
-0.00
-0.00
0.00
0.00
0.00
0.00
0.00
-0.00
0.00
-0.00
-13.53
-18.10
-28.34
-43.15
-57.95
-70.48
-70.48
-72.76
-87.57
-98.56
-98.56
-102.38
-117.18
-131.99
-138.56
-138.56
-146.80
-157.73
-161.61
Ta,z
[kPa]
9.78
9.78
10.14
10.25
10.72
11.04
11.19
11.66
11.94
12.77
12.98
13.36
13.36
13.49
14.00
14.37
14.52
15.03
15.43
15.54
15.59
16.06
16.21
16.57
17.08
17.59
18.03
18.92
19.00
19.50
19.88
21.23
21.35
21.83
22.32
22.53
23.50
23.75
24.08
24.20
Tk,z
[kPa]
9.78
9.78
10.14
10.25
10.72
11.04
11.19
11.66
11.94
12.77
12.98
13.36
13.36
13.90
16.01
17.52
18.10
20.16
21.73
22.18
22.36
24.18
24.79
26.16
28.11
30.03
31.65
31.65
31.94
33.84
35.23
35.23
35.72
37.58
39.44
40.26
40.26
41.28
42.64
43.12
Tp,z
[kPa]
9.78
9.78
10.14
10.25
10.72
11.04
11.19
11.66
11.94
12.77
12.98
13.36
13.36
13.90
16.01
32.45
41.78
75.32
101.29
108.86
111.74
142.40
152.74
175.94
209.48
243.02
271.39
271.39
276.56
310.10
334.98
334.98
343.64
377.18
410.72
425.60
425.60
444.26
469.02
477.80
4
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DISEÑO DE TABLESTACA DE PVC
Depth
[m]
5.74
6.00
Ta,p
[kPa]
-15.94
-16.49
Tk,p
[kPa]
-30.85
-32.75
Tp,p
[kPa]
-176.41
-191.22
Ta,z
[kPa]
24.64
25.09
Tk,z
[kPa]
44.96
46.79
Tp,z
[kPa]
511.34
544.88
Distributions of the modulus of subsoil reaction and internal forces on the structure
Depth
[m]
0.00
0.15
0.30
0.45
0.60
0.75
0.90
1.05
1.20
1.35
1.49
1.51
1.65
1.80
1.95
2.10
2.25
2.40
2.55
2.70
2.85
3.00
3.15
3.30
3.45
3.60
3.75
3.90
4.05
4.20
4.35
4.50
4.65
4.80
4.95
5.10
5.25
5.40
5.55
5.70
5.85
6.00
kh,p
[MN/m3]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
99.84
99.84
99.84
99.84
99.84
0.00
0.00
0.00
0.00
0.00
kh,z
[MN/m3]
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
99.84
99.84
99.84
99.84
99.84
99.84
99.84
Displacement
[mm]
-7.54
-7.31
-7.08
-6.85
-6.62
-6.39
-6.16
-5.93
-5.71
-5.48
-5.26
-5.24
-5.02
-4.79
-4.57
-4.34
-4.11
-3.89
-3.67
-3.44
-3.22
-3.00
-2.78
-2.57
-2.35
-2.14
-1.93
-1.72
-1.51
-1.30
-1.10
-0.90
-0.70
-0.51
-0.31
-0.12
0.08
0.27
0.46
0.65
0.84
1.03
Pressure
[kPa]
9.78
10.05
10.32
10.59
10.86
11.13
11.40
11.67
11.94
13.07
13.35
13.38
13.66
13.95
14.25
14.54
14.84
15.13
15.43
11.81
3.59
-4.62
-12.84
-21.06
-29.28
-37.50
-45.72
-53.05
-61.27
-69.50
-77.72
-84.61
-71.27
-52.43
-33.75
-8.93
29.55
54.19
74.04
93.85
113.65
133.45
Shear Force
[kN/m]
-0.00
-1.49
-3.01
-4.58
-6.19
-7.84
-9.53
-11.26
-13.03
-14.91
-16.78
-17.00
-18.92
-20.99
-23.10
-25.26
-27.47
-29.71
-32.01
-34.05
-35.20
-35.13
-33.82
-31.27
-27.50
-22.49
-16.25
-8.84
-0.27
9.54
20.58
32.76
45.19
54.47
60.93
64.85
63.31
56.31
46.69
34.10
18.53
0.00
Moment
[kNm/m]
0.00
0.11
0.45
1.02
1.82
2.88
4.18
5.74
7.56
9.65
11.90
12.17
14.72
17.71
21.02
24.65
28.60
32.89
37.52
42.48
47.69
52.98
58.16
63.06
67.48
71.25
74.17
76.07
76.76
76.08
73.84
69.85
63.75
56.24
47.55
38.02
28.33
19.27
11.51
5.41
1.43
0.00
5
[GeoStructural Analysis - Sheeting Check | version 5.19.5.0 | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]
DISEÑO DE TABLESTACA DE PVC
Maximum shear force = 64,85 kN/m
Maximum moment
= 76,76 kNm/m
Maximum displacement =
7,5 mm
Slope stability analysis
Input data
Project
Settings
USA - Safety factor
Stability analysis
Earthquake analysis :
Standard
Verification methodology : Safety factors (ASD)
Safety factors
Permanent design situation
SFs =
Safety factor :
1,50 [–]
Interface
No.
1
Interface location
x
-15,00
-0,20
4,00
Coordinates of interface points [m]
z
x
z
x
-4,45
-6,82
-4,45
-3,11
-1,50
-0,20
0,00
0,00
0,00
5,39
0,70
18,00
2
-0,20
0,00
0,00
-1,50
-1,20
0,00
-0,20
0,00
-6,00
-0,70
3
0,00
-0,20
18,00
-0,20
4
0,00
-0,70
18,00
-0,70
5
0,00
-1,20
18,00
-1,20
0,00
0,00
z
-1,50
0,00
0,70
-6,00
-0,20
6
[GeoStructural Analysis - Sheeting Check | version 5.19.5.0 | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]
DISEÑO DE TABLESTACA DE PVC
Soil parameters - effective stress state
No.
Name
Pattern
jef
cef
g
[°]
[kPa]
[kN/m3]
1
Well graded gravel (GW), dense
41,50
0,00
21,00
2
Well graded sand (SW), dense
39,50
0,00
20,00
Soil parameters - uplift
No.
Name
Pattern
gsat
gs
n
[kN/m3]
[kN/m3]
[–]
1
Well graded gravel (GW), dense
27,50
2
Well graded sand (SW), dense
26,00
Soil parameters
Well graded gravel (GW), dense
Unit weight :
g = 21,00 kN/m3
Stress-state :
effective
Angle of internal friction :
jef = 41,50 °
Cohesion of soil :
cef =
0,00 kPa
Saturated unit weight :
=
27,50
kN/m3
gsat
Well graded sand (SW), dense
Unit weight :
g = 20,00 kN/m3
Stress-state :
effective
Angle of internal friction :
jef = 39,50 °
Cohesion of soil :
cef =
0,00 kPa
Saturated unit weight :
gsat = 26,00 kN/m3
Rigid bodies
No.
1
Name
Sample
Wall material
g
[kN/m3]
23,56
Assigning and surfaces
No.
1
Surface position
Coordinates of surface points [m]
Assigned
x
z
x
z
soil
18,00
-0,20
18,00
0,70 Well graded gravel (GW),
5,39
0,70
4,00
0,00 dense
0,00
0,00
0,00
-0,20
7
[GeoStructural Analysis - Sheeting Check | version 5.19.5.0 | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]
DISEÑO DE TABLESTACA DE PVC
No.
Coordinates of surface points [m]
Assigned
x
z
x
z
soil
18,00
-0,70
18,00
-0,20 Well graded gravel (GW),
0,00
-0,20
0,00
-0,70 dense
Surface position
2
3
18,00
0,00
-1,20
-0,70
18,00
0,00
-0,70 Well graded gravel (GW),
-1,20 dense
4
-0,20
0,00
0,00
-0,20
-6,00
-1,20
-0,20
0,00
0,00
0,00
0,00
-0,20
-6,00
Wall material
-0,70
0,00
-1,50
5
0,00
-0,20
-3,11
-15,00
18,00
-1,20
-6,00
-1,50
-4,45
-11,00
0,00
-0,20
-6,82
-15,00
18,00
-6,00 Well graded sand (SW),
-1,50 dense
-4,45
-11,00
-1,20
Surcharge
No.
1
2
3
4
5
6
7
Type
strip
strip
concentrated
concentrated
strip
concentrated
concentrated
Type of action
permanent
variable
variable
variable
variable
variable
variable
Location
Origin
Length
Width
z [m]
x [m]
l [m]
b [m]
on terrain
x = 5,39
on terrain
x = 5,99
on terrain
x = 6,59
on terrain
x = 8,39
on terrain
x = 8,99
on terrain
x = 9,59
on terrain x = 11,39
l = 7,20
l = 3,00
l = 0,51
l = 0,51
l = 3,00
l = 0,51
l = 0,51
Slope
a [°]
0,00
0,00
b = 0,25
b = 0,25
0,00
b = 0,25
b = 0,25
q, q1, f, F
Magnitude
q2
4,80
9,30
145,00
145,00
9,30
145,00
145,00
unit
kN/m2
kN/m2
kN
kN
kN/m2
kN
kN
Surcharges
No.
1
2
3
4
5
6
7
Name
SOBRECARGA MUERTA
SOBRECARGA VIVA
CAMION DE DISEÑO 1 RUEDA 1
CAMION DE DISEÑO 1 RUEDA 2
SOBRECARGA VIVA 2
CAMION DE DISEÑO 2 RUEDA 1
CAMION DE DISEÑO 2 RUEDA 2
Water
Water type : GWT
8
[GeoStructural Analysis - Sheeting Check | version 5.19.5.0 | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]
DISEÑO DE TABLESTACA DE PVC
No.
GWT location
x
-15,00
18,00
Coordinates of GWT points [m]
z
x
z
x
-6,00
0,00
-6,00
0,05
-6,00
z
-6,00
1
Tensile crack
Tensile crack not inputted.
Earthquake
Horizontal seismic coefficient : Kh = 0,16
Vertical seismic coefficient :
Kv = 0,08
Settings of the stage of construction
Design situation : permanent
Results (Stage of construction 1)
Analysis 1
Circular slip surface
Slip surface parameters
x=
-4,17 [m]
Angles :
z=
11,25 [m]
R=
17,74 [m]
Analysis of the slip surface without optimization.
Center :
Radius :
a1 =
-27,75 [°]
a2 =
53,51 [°]
Slope stability verification (Bishop)
Sum of active forces :
Fa =
773,98 kN/m
Sum of passive forces : Fp = 1330,18 kN/m
Sliding moment :
Ma = 13730,34 kNm/m
Resisting moment :
Mp = 23597,42 kNm/m
Factor of safety = 1,72 > 1,50
Slope stability ACCEPTABLE
Dimensioning No. 1
0.00
0.15
0.30
0.45
0.60
0.75
0.90
1.05
1.20
1.35
1.49
1.49
1.50
1.50
Disp. min
[mm]
-7.54
-7.31
-7.08
-6.85
-6.62
-6.39
-6.16
-5.93
-5.71
-5.48
-5.26
-5.26
-5.25
-5.25
Disp. max
[mm]
-7.54
-7.31
-7.08
-6.85
-6.62
-6.39
-6.16
-5.93
-5.71
-5.48
-5.26
-5.26
-5.25
-5.25
Shear force min.
[kN/m]
-0.00
-1.49
-3.01
-4.58
-6.19
-7.84
-9.53
-11.26
-13.03
-14.91
-16.78
-16.78
-16.89
-16.89
Shear force max
[kN/m]
-0.00
-1.49
-3.01
-4.58
-6.19
-7.84
-9.53
-11.26
-13.03
-14.91
-16.78
-16.78
-16.89
-16.89
Moment min.
[kNm/m]
0.00
0.11
0.45
1.02
1.82
2.88
4.18
5.74
7.56
9.65
11.90
11.90
12.04
12.04
Moment max.
[kNm/m]
0.00
0.11
0.45
1.02
1.82
2.88
4.18
5.74
7.56
9.65
11.90
11.90
12.04
12.04
9
[GeoStructural Analysis - Sheeting Check | version 5.19.5.0 | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]
DISEÑO DE TABLESTACA DE PVC
1.51
1.51
1.65
1.80
1.95
2.10
2.25
2.40
2.55
2.70
2.85
3.00
3.15
3.30
3.45
3.60
3.75
3.90
4.05
4.20
4.35
4.50
4.65
4.80
4.95
5.10
5.25
5.40
5.55
5.70
5.85
6.00
Disp. min
[mm]
-5.24
-5.24
-5.02
-4.79
-4.57
-4.34
-4.11
-3.89
-3.67
-3.44
-3.22
-3.00
-2.78
-2.57
-2.35
-2.14
-1.93
-1.72
-1.51
-1.30
-1.10
-0.90
-0.70
-0.51
-0.31
-0.12
0.08
0.27
0.46
0.65
0.84
1.03
Disp. max
[mm]
-5.24
-5.24
-5.02
-4.79
-4.57
-4.34
-4.11
-3.89
-3.67
-3.44
-3.22
-3.00
-2.78
-2.57
-2.35
-2.14
-1.93
-1.72
-1.51
-1.30
-1.10
-0.90
-0.70
-0.51
-0.31
-0.12
0.08
0.27
0.46
0.65
0.84
1.03
Shear force min.
[kN/m]
-17.00
-17.00
-18.92
-20.99
-23.10
-25.26
-27.47
-29.71
-32.01
-34.05
-35.20
-35.13
-33.82
-31.27
-27.50
-22.49
-16.25
-8.84
-0.27
9.54
20.58
32.76
45.19
54.47
60.93
64.85
63.31
56.31
46.69
34.10
18.53
0.00
Shear force max
[kN/m]
-17.00
-17.00
-18.92
-20.99
-23.10
-25.26
-27.47
-29.71
-32.01
-34.05
-35.20
-35.13
-33.82
-31.27
-27.50
-22.49
-16.25
-8.84
-0.27
9.54
20.58
32.76
45.19
54.47
60.93
64.85
63.31
56.31
46.69
34.10
18.53
0.00
Moment min.
[kNm/m]
12.17
12.17
14.72
17.71
21.02
24.65
28.60
32.89
37.52
42.48
47.69
52.98
58.16
63.06
67.48
71.25
74.17
76.07
76.76
76.08
73.84
69.85
63.75
56.24
47.55
38.02
28.33
19.27
11.51
5.41
1.43
0.00
Moment max.
[kNm/m]
12.17
12.17
14.72
17.71
21.02
24.65
28.60
32.89
37.52
42.48
47.69
52.98
58.16
63.06
67.48
71.25
74.17
76.07
76.76
76.08
73.84
69.85
63.75
56.24
47.55
38.02
28.33
19.27
11.51
5.41
1.43
0.00
Maximum values of internal forces
Maximum displacement
Minimum displacement
Maximum bending moment
Minimum bending moment
Maximum shear force
= -7,5 mm
=
1,0 mm
= 76,76 kNm/m
= 0,00 kNm/m
= 64,85 kN/m
Cross-section verification - detailed results
Cross-sectional characteristics per 1 m of wall:
Area of cross section
A = 1,586E-02
Sectional modulus
W = 1,600E-03
Plastic sectional modulus
W pl = 1,878E-03
Moment of inertia
I
= 3,040E-04
First moment of area of cross-section S = 9,390E-04
First moment of area S1
S1 = 6,382E-04
Thickness of cross-section cut
t
=
17,8
m2/m
m3/m
m3/m
m4/m
m3/m
m3/m
mm/m
Material properties:
10
[GeoStructural Analysis - Sheeting Check | version 5.19.5.0 | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]
DISEÑO DE TABLESTACA DE PVC
Yield strength fy = 55,20 MPa
Partial factors:
Coefficient of cross-section resistance gM0 = 1,00
Cross-section resistance:
Bending capacity Mc,Rd = W*fy/gM0 = 88,32 kNm/m
Shear capacity Vc,Rd = I*t/S*fy/(Ö3*gM0) = 183,51 kN/m
Verification of steel section according to EN 1993-1-1
All construction stages are taken into the analysis.
Reduct. coefficient of bearing capacity = 1,00
Internal forces per 1 m of wall
Mmax = 76,76 kNm/m;
Q = 0,27 kN/m
Qmax = 64,85 kN/m;
M = 38,02 kNm/m
Verification of max. moment Mmax + Q:
Bending verification:
Mmax/Mc,Rd = 0,869 £ 1
Is satisfied
Shear verification:
Q/Vc,Rd = 0,001 £ 1
Is satisfied
Verification of plane state of stress:
Normal stress sx,Ed = 44,95 MPa
Shear stress tEd = 0,03 MPa
Verification: (sx,Ed/(fy/gM0))2 + 3*(tEd/(fy/gM0))2 = 0,663 £ 1
Is satisfied
Verification of max. shear force Qmax + M:
Bending verification:
M/Mc,Rd = 0,430 £ 1
Is satisfied
Shear verification:
Qmax/Vc,Rd = 0,353 £ 1
Is satisfied
Verification of plane state of stress:
Normal stress sx,Ed = 22,26 MPa
Shear stress tEd = 7,66 MPa
Verification: (sx,Ed/(fy/gM0))2 + 3*(tEd/(fy/gM0))2 = 0,220 £ 1
Is satisfied
Cross section is SATISFACTORY
11
[GeoStructural Analysis - Sheeting Check | version 5.19.5.0 | Copyright © 2015 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]