Steel Design
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Distribution of lateral p 8 7.5 7 6.5 6
Depth z
5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 0 0
2
lateral pressure due to surcharge wit
2
Change in M-value wit 8 7.5 7 6.5 6
Depth z
5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 1
1.25
1.5
alue with depth for every change in b
b' = 0.1 b' = 0.3 b' = 0.5
1.5
Lateral pressure due t 8 7.5 7 6.5 6
Depth z
5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 0 0
10
20
30
40
50
re due to soil only VS Depth
40
50
Total Lateral pressure 8 7.5 7 6.5 6
Depth z
5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 0 0
50
ressure VS Depth
Series1
50
Calculation for project at depth = 8m
Given Data And general RequirementsUnits metres Height of the Embankment 8
)
16.6
FS(B)
3
n/a
vertical Tie Spacing (SV)
0.5
metres
3
metres
Span of Load Angle
a
1.32 radians
'a(1) Thickness of ties Length of Ties
kN/m3
L
2 130.4 kN/m #REF! metres #REF! metres
radians
Depth of Embankmen t z
b'
metres
metres
0.0
M
b'/z
0.1
#DIV/0!
#DIV/0!
1.0
0.1
1.114
0.1
2.0
0.1
1.257
0.1
3.0 4.0
0.1 0.1
1.305 1.329
0.0 0.0
5.0
0.1
1.343
0.0
6.0 7.0 8.0
0.1 0.1 0.1
1.352 1.359 1.364
0.0 0.0 0.0
120 pound/square inch = 827.370 873 6 kilonewton/squa Lateral Pressure Lateral Pressure due due to Surcharge to Soil Only s'a(2) s'a(1)
Angle a
Angle h
Angle b
radians
radians
radians
kn/m2
kn/m2
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
0.0
0.1
1.3
1.2
1.9
5.5
0.0
1.0
0.9
1.1
11.0
0.0 0.0
0.8 0.7
0.8 0.6
0.6 0.4
16.4 21.9
0.0
0.6
0.5
0.2
27.4
0.0 0.0 0.0
0.5 0.4 0.4
0.5 0.4 0.4
0.1 0.1 0.1
32.9 38.3 43.8
.370 873 6 kilonewton/square meter Vertical Vertical Pressure Pressure due due Total Lateral to Surcharge to Soil Only Pressure s'a s'o(2) s'o(1)
Total Vertical Pressure s'o
Tie Force T
Thickness of ties
kn/m2
kn/m2
kn/m2
kn/m2
kn/m2
meter
#DIV/0!
9.7
0.0
9.7
#DIV/0!
#DIV/0!
7.3
8.3
16.6
24.9
3.7
0.000611
12.1
7.3
33.2
40.5
6.0
0.001006
17.1 22.3
6.5 5.9
49.8 66.4
56.3 72.3
8.5 11.1
0.001421 0.001856
27.6
5.4
83.0
88.4
13.8
0.002301
33.0 38.4 43.9
4.9 4.5 4.2
99.6 116.2 132.8
104.5 120.7 137.0
16.5 19.2 21.9
0.002751 0.003203 0.003658
thickness of Length within Effective ties with the rankine length of Length corrosion failure zone lr Ties le of Ties L meter
meter
meter
meter
#DIV/0!
4.6
#DIV/0!
#DIV/0!
0.003111
4.0
8.2
12.2
0.003506
3.5
8.3
11.7
0.003921 0.004356
2.9 2.3
8.4 8.6
11.3 10.9
0.004801
1.7
8.7
10.4
0.005251 0.005703 0.006158
1.2 0.6 0.0
8.8 8.8 8.9
9.9 9.4 8.9
80
50
42
38
32
30
27
25
23
20
18
16
15
14
12
10
9
9
20
area of surcharge curve 553 4.42
Stability
Overturning Active force 175.3
Sliding 4.5
179.8
soil surcharge total Resisting Moment W1 x1 W1x1 MR
1726.4 6.5 ###
kn m kn-m
###
kn-m
Overturning Moment z' Mo
2.67 480.07
m
FOS
23.48
>
3
Numerator 639.28
FOS
3.56 > 3
Ultimate Bearing Capacity qu = 3805.2 Vertical stress at 8 m = 142.5 FOS = 26.7 > 5
Depth z
5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 0 0
2
lateral pressure due to surcharge wit
2
Change in M-value wit 8 7.5 7 6.5 6
Depth z
5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 1
1.25
1.5
alue with depth for every change in b
b' = 0.1 b' = 0.3 b' = 0.5
1.5
Lateral pressure due t 8 7.5 7 6.5 6
Depth z
5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 0 0
10
20
30
40
50
re due to soil only VS Depth
40
50
Total Lateral pressure 8 7.5 7 6.5 6
Depth z
5.5 5 4.5 4 3.5 3 2.5 2 1.5 1 0.5 0 0
50
ressure VS Depth
Series1
50
Calculation for project at depth = 8m
Given Data And general RequirementsUnits metres Height of the Embankment 8
)
16.6
FS(B)
3
n/a
vertical Tie Spacing (SV)
0.5
metres
3
metres
Span of Load Angle
a
1.32 radians
'a(1) Thickness of ties Length of Ties
kN/m3
L
2 130.4 kN/m #REF! metres #REF! metres
radians
Depth of Embankmen t z
b'
metres
metres
0.0
M
b'/z
0.1
#DIV/0!
#DIV/0!
1.0
0.1
1.114
0.1
2.0
0.1
1.257
0.1
3.0 4.0
0.1 0.1
1.305 1.329
0.0 0.0
5.0
0.1
1.343
0.0
6.0 7.0 8.0
0.1 0.1 0.1
1.352 1.359 1.364
0.0 0.0 0.0
120 pound/square inch = 827.370 873 6 kilonewton/squa Lateral Pressure Lateral Pressure due due to Surcharge to Soil Only s'a(2) s'a(1)
Angle a
Angle h
Angle b
radians
radians
radians
kn/m2
kn/m2
#DIV/0!
#DIV/0!
#DIV/0!
#DIV/0!
0.0
0.1
1.3
1.2
1.9
5.5
0.0
1.0
0.9
1.1
11.0
0.0 0.0
0.8 0.7
0.8 0.6
0.6 0.4
16.4 21.9
0.0
0.6
0.5
0.2
27.4
0.0 0.0 0.0
0.5 0.4 0.4
0.5 0.4 0.4
0.1 0.1 0.1
32.9 38.3 43.8
.370 873 6 kilonewton/square meter Vertical Vertical Pressure Pressure due due Total Lateral to Surcharge to Soil Only Pressure s'a s'o(2) s'o(1)
Total Vertical Pressure s'o
Tie Force T
Thickness of ties
kn/m2
kn/m2
kn/m2
kn/m2
kn/m2
meter
#DIV/0!
9.7
0.0
9.7
#DIV/0!
#DIV/0!
7.3
8.3
16.6
24.9
3.7
0.000611
12.1
7.3
33.2
40.5
6.0
0.001006
17.1 22.3
6.5 5.9
49.8 66.4
56.3 72.3
8.5 11.1
0.001421 0.001856
27.6
5.4
83.0
88.4
13.8
0.002301
33.0 38.4 43.9
4.9 4.5 4.2
99.6 116.2 132.8
104.5 120.7 137.0
16.5 19.2 21.9
0.002751 0.003203 0.003658
thickness of Length within Effective ties with the rankine length of Length corrosion failure zone lr Ties le of Ties L meter
meter
meter
meter
#DIV/0!
4.6
#DIV/0!
#DIV/0!
0.003111
4.0
8.2
12.2
0.003506
3.5
8.3
11.7
0.003921 0.004356
2.9 2.3
8.4 8.6
11.3 10.9
0.004801
1.7
8.7
10.4
0.005251 0.005703 0.006158
1.2 0.6 0.0
8.8 8.8 8.9
9.9 9.4 8.9
80
50
42
38
32
30
27
25
23
20
18
16
15
14
12
10
9
9
20
area of surcharge curve 553 4.42
Stability
Overturning Active force 175.3
Sliding 4.5
179.8
soil surcharge total Resisting Moment W1 x1 W1x1 MR
1726.4 6.5 ###
kn m kn-m
###
kn-m
Overturning Moment z' Mo
2.67 480.07
m
FOS
23.48
>
3
Numerator 639.28
FOS
3.56 > 3
Ultimate Bearing Capacity qu = 3805.2 Vertical stress at 8 m = 142.5 FOS = 26.7 > 5
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