Steel Design

Distribution of lat 8 7.5 7 6.5 6 5.5 5

  z 4.5    h    t 4   p   e3.5    D 3 2.5 2 1.5 1 0.5 0 0

ral pressu

2

8 7.5 7 6.5 6 5.5

  z 5    h    t   p4.5   e 4    D 3.5 3 2.5 2 1.5 1 1

1.25

b' = 0.1 b' = 0.3 b' = 0.5

1.5

Lateral pressure d 8 7.5 7 6.5 6 5.5 5

  z 4.5    h    t 4   p   e3.5    D 3 2.5 2 1.5 1 0.5 0 0

10

20

30

40

ue to soil

50

 Total Lateral pres 8 7.5 7 6.5 6 5.5 5

  z 4.5    h    t 4   p   e3.5    D 3 2.5 2 1.5 1 0.5 0 0

ure VS De

Series1

50

Calculation for project at depth = 8m

iven Data And And genera generall Requirem Requirement ent Unit Units s Height of the Embankment )

8

16.6

metres kN/m3

FS(B)

3

n/a

vertical Tie Spacing (SV)

0.5

metres

3

metres

Span of Load

a

1.32 radians

Angle

'a(1) Thickness of ties Length of Ties

L

2 130.4 kN/m #REF! metres #REF! metres

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

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

6 kilonewton/square meter

er ca er ca 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. 0.001006

17.1 22.3

6.5 5.9

49.8 66.4

56.3 72.3

8.5 11.1

0. 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

soil

Sliding 4.5

179.8

Numerator 639.28

urcharg

total

FOS

Resisting Moment W1 x1 W1x1 MR

1726.4 6.5 ## #

kn m kn-m

## #

kn-m

verturning Momen z' Mo

2.67 480.07

m

FOS

23.48

>

3

3.56 > 3

Ultimate Bearing Capacity qu = 3805.2 Vertical stress at 8 m = 142.5 FOS = 26.7 > 5