Shore-pile-design.xls

DESIGN OF SHORE PILE WITHOUT BRACING

(WITHOUT SURCHARGE PRESSURE)

hw

Free height =

=

12 ft

h1 =

39 ft

26 ft

O'' h

=

51

ft

Pa D

=

25 ft

Pw Pp

0 soil pressure = 12268 psf

soil pressure = 1500.21 psf

water pressure = 2402.4 psf

INPUT DATA Length of free end

H

=

26 ft

Embedment length

D

=

24.5 ft

Angle of internal friction (above dredge line)

φ1

=

33 deg

Angle of internal friction (below dredge line)

φ2

=

36 deg

Dia of pile

=

20 inch

Spacing of pile

=

2.5 ft

Unit wt of soil (Wet)

y

=

130 lb/ft3

Unit wt of soil (Dry)

y'

=

100.77 lb/ft3

Unit wt of water

yw

=

62.4 lb/ft3

Depth water table from EGL

=

12 ft

Factor of safety

=

1.5

,

eqn =

4

CALCULATION Active earth pressure coeff

=

Ka =

0.295

Passive earth pressure coeff =

Kp =

3.85

Active soil pressure

=

Water pressure

=

Passive earth pressure

=

Ka

y'

x

h

=

1500 psf

yw

x

h1 =

2402.4 psf

y

x

D

=

12268 psf

Pa

=

37.88 kip/ft of width

Pw

=

46.246 kip/ft of width

Pp

=

150.28 kip/ft of width

kp

x

x

Taking moment about O Assuming

D= 24.50 ft Mo

If FS =

=

4

=

29.4 ft

=

55.4 ft

1.5

then Total length of pile

D

≈

0

26 ft 10.0 kip

14 ft 6.12 kip

O''

moment about O''

=

116 kip-ft

Total length of pile

=

52 ft

dia of pile

=

20 in

As

=

5.56

Use

12

-

sq. in

20 mm dia bar

DESIGN OF SHORE PILE WITHOUT BRACING

(WITH SURCHARGE PRESSURE)

hw

Free height =

=

12 ft

26 ft

O''

30 ft h

=

53

Ps

ft h1 =

41 ft

Pa D

=

27 ft

Pw Pp

o soil pressure = 13345 psf

soil pressure = 1564.08 psf

water pressure = 2536.56 psf

surcharge pressure = 353.76 psf

INPUT DATA Length of free end

H

=

26 ft

Embedment length

D

=

26.65 ft

Angle of internal friction (above dredge line)

φ1

=

33 deg

Angle of internal friction (below dredge line)

φ2

=

36 deg

No. of storey of building adjacent to the boundary Assumed load per floor of this building (DL+LL)

= w

=

,

6 storied 200 psf

Dia of pile

=

24 inch

Spacing of pile

=

2.5 ft

Unit wt of soil (Wet)

y

=

130 lb/ft3

Unit wt of soil (Dry)

y'

=

100.77 lb/ft3

Unit wt of water

yw

=

62.4 lb/ft3

Depth water table from EGL

=

12 ft

Factor of safety

=

1.5

eqn =

1

CALCULATION Active earth pressure coeff

=

Ka =

0.295

Passive earth pressure coeff =

Kp =

3.85

Surcharge pressure

=

Ka

x

Active soil pressure

=

Ka

x

Water pressure

=

Passive earth pressure

=

kp

x

200 x

6=

353.76 psf

y'

x

h

=

1564 psf

yw

x

h1 =

2537 psf

y

x

D

=

13345 psf

Pa

=

41.174 kip/ft of width

Pw

=

51.556 kip/ft of width

Ps

=

10.613 kip/ft of width

Pp

=

177.82 kip/ft of width

Taking moment about O Assuming

D= 26.65 ft Mo

=

If FS =

1

1.5

then Total length of pile

D

=

31.98 ft

=

57.98 ft

≈

0

5 kip 14 ft 2.9 kip

2 ft 0.12 kip

O''

moment about O''

=

48 kip-ft

Total length of pile

=

57 ft

dia of pile

=

24 in

As

=

10.54

Use

20

-

111.18

sq. in

20 mm dia bar

DESIGN OF BRACED SHORE PILE

(WITH SURCHARGE PRESSURE)

12 ft O

hw

R

Free height =

=

12 ft

26 ft

O'' 30 ft h

=

36.5 ft h1 =

25 ft

Pa D

=

11 ft

Pw Pp

soil pressure = 5257.76 psf

soil pressure = 1084.31 psf

water pressure = 1528.8 psf

surcharge pressure = 353.76

INPUT DATA Length of free end

H

=

26 ft

Embedment length

D

=

10.5 ft

Angle of internal friction (for free end portion)

φ1

=

33 deg

Angle of internal friction (for embedment portion)

φ2

=

36 deg

No. of storey of building close to the boundary Assumed load per floor of this building (DL+LL)

= w

=

6 storied 200 psf

Dia of pile

=

Spacing of pile

=

2 ft

Depth of bracing from EGL

=

12 ft

Spacing of bracing

=

8 ft

20 inch

Unit wt of soil (Wet)

y

=

130 lb/ft3

Unit wt of soil (Dry)

y'

=

100.77 lb/ft3

Unit wt of water

yw

=

62.4 lb/ft3

Depth water table from EGL

=

12 ft

Factor of safety

=

2

CALCULATION

,

eqn =

2

Active earth pressure coeff

=

Ka =

0.295

Passive earth pressure coeff =

Kp =

3.852

Surcharge pressure

=

Ka

x

Active soil pressure

=

Ka

x

Water pressure

=

Passive earth pressure

=

kp

x

200 x

6=

353.76 psf

y'

x

h

=

1084 psf

yw

x

h1 =

1528.8 psf

y

x

D

=

5258 psf

Pa

=

19.789 kip/ft of width

Pw

=

18.728 kip/ft of width

Ps

=

10.613 kip/ft of width

Pp

=

27.603 kip/ft of width

Taking moment about O Assuming

D= 10.50 ft Mo

If FS =

2

=

14.7 ft

=

40.7 ft

=

21.526 kip

=

172.21 kip

2

then

D

Total length of pile

now

=

R/ 8 R

≈

0

12 ft 21.53

kip

9.2 kip 26 ft 14 ft

10.0 kip

14 ft 6.12 kip

O''

moment about O''

=

-66 kip-ft

Ps

surcharge pressure 353.76 psf

DESIGN OF BRACED SHORE PILE

(By free end method) [Teng, Page 380]

(CONSIDERING SURCHARGE PRESSURE)

12 ft O

hw

R

Free height =

26 ft

=

12 ft

h1 = soil pressure = 772 psf

14 ft

5.33 ft 14

Pa

22 ft O''

9.3 ft

15 ft

Pw 30 ft

h

h2 =

= 37 ft

2.0 ft

Pa' water pressure = 873.6 psf

D

=

11 ft D1 = Pp

soil pressure = 3071.35 psf

9 ft

For Granuar Soil

INPUT DATA Length of free end

H

=

26 ft

D1 =

9 ft

Angle of internal friction (above dredge line)

φ1

=

33 deg

Angle of internal friction (below dredge line)

φ2

=

36 deg

No. of storey of building close to the boundary Assumed load per floor of this building (DL+LL)

= w

=

,

6 storied 200 psf

Dia of pile

=

20 inch

Spacing of pile

=

2.25 ft

Depth of bracing from EGL

=

12 ft

Spacing of bracing

=

20 ft

Unit wt of soil (Wet) above dredge line

y

=

130 lb/ft3

Unit wt of soil (Dry) above dredge line

y'

=

100.77 lb/ft3

Unit wt of water

yw

=

62.4 lb/ft3

Unit wt of soil (Dry) below dredge line

yb'

=

95 lb/ft3

Depth water table from EGL

=

12 ft

Factor of safety

=

2

eqn =

-24

CALCULATION Active earth pressure coeff. (above dredge line)

=

Ka =

0.295

Active earth pressure coeff. (below dredge line)

=

Kb a =

0.260

Passive earth pressure coeff (below dredge line)

=

Kp =

3.852

200 x

6=

353.76 psf

Surcharge pressure

=

Ka

x

Active soil pressure

=

Ka

x

y'

x

h

=

772.38 psf

(above dredge line)

Active soil pressure

=

Kb a

x

yb'

x

h

=

680.2 psf

(below dredge line)

Water pressure

=

yw

x

h1 =

873.6 psf

pp-pa

=

=

341.26 psf

=

680.2 psf

=

1.99 ft

=

3071 psf

yb'

x

(kp-kba)

pa' h2

=

Passive earth pressure

=

pa' / (pp-pa) (pp-pa)

x

D1

Pa

=

10.041 kip/ft of width

Pa'

=

0.6779 kip/ft of width

Pw

=

6.1152 kip/ft of width

Ps

=

10.613 kip/ft of width

Pp

=

13.821 kip/ft of width

Taking moment about O

Assuming

D= 10.99 ft Mo

-24

=

15.39 ft

Total length of pile

=

41.39 ft

Given length

=

45 ft

=

=

13.626 kip

=

354.27 kip

If FS =

R/ 20

Reaction per bracing

0

2

then

now

≈

=

effective

D

R (increase 30%)

Maximum moment

13.63 kip x=

Ka =

0.295

Kb a =

0.260

Kp =

3.852

y'

=

100.77 lb/ft3

yw

=

62.4

lb/ft3

yb'

=

95

lb/ft3

12 ft

19.5 ft

19.5 ft 7.5

579 psf

7.5 ft

26 ft 14 ft

10.0 kip

14 ft

468 psf

Let us assume point of zero shear i.e. point of maximum moment at x below EGL

354 psf

let

x

=

19.5 ft

equn =

-0.6756

=

6.165

Maximum moment

Moment at 27 ft from EGL

12 ft

Ka =

0.295

Kb a =

0.260

Kp =

3.852

13.63 kip

9.55 kip 27 ft 15 ft

10.8 kip

7.02 kip 1 ft O'' dredge line

354 psf point of maximum moment

moment about O''

=

14 kip-ft/ft width

=

31 kip-ft

1.5*85 =

47 kip-ft

Negative moment per pile Ultimate moment

=

y'

=

100.770 lb/ft3

yw

=

62.400 lb/ft3

yb'

=

95.000 lb/ft3

15 ft

Designing as a circular column from STAAD-Pro,

As

=

5.78

sq. inch

---

Use 12-20 mm dia

Ps

surcharge pressure = 353.76 psf

DESIGN OF BRACED SHORE PILE

(By free end method) [Teng, Page 380]

(CONSIDERING SURCHARGE PRESSURE)

4 ft R

4 ft

R

6 ft

O

H

=

12 ft

26 ft 22 ft 22 ft

14 ft h

= 37.8 ft

30 ft

O'' Y =

D

11.76

2.66

ft

ft D1= 9.1 ft

For Granuar Soil

INPUT DATA Length of free end

H

=

26 ft

Depth of passive pressure

D1

=

9.101 ft

No. of storey of building close to the boundary Assumed load per floor of this building (DL+LL)

= w

,

eqn =

56

6 storied

=

200 psf

Assumed depth of isolated footing of this building

=

6 ft

Assumed depth of influence of surcharge pressure (5xB)

=

30 ft

Dia of pile

=

20 inch

Spacing of pile

=

2.25 ft

Depth of bracing from EGL

=

4 ft

Spacing of bracing

=

20 ft

Depth water table from EGL

=

12 ft

Angle of internal friction (above dredge line)

φ1

=

30 deg

Angle of internal friction (below dredge line)

φ2

=

35 deg

Unit wt of soil (Wet) above dredge line

y

=

125 lb/ft3

Unit wt of soil (Dry) above dredge line

y'

=

120 lb/ft3

Unit wt of water

yw

=

62.4 lb/ft3

Unit wt of soil (Dry) below dredge line

yb'

=

95 lb/ft3

(assuming B = 6 ft)

Factor of safety (F.S.)

=

2

CALCULATION Active earth pressure coeff. (above dredge line)

=

Ka

=

0.333

Active earth pressure coeff. (below dredge line)

=

Ka' =

0.271

Passive earth pressure coeff (below dredge line)

=

Kp

3.690

=

Calculation of Earth pressure 4 ft 120 x

12 = 14 =

480 psf 12 ft

x 125 x

R

1440 0.33 =

480 psf

(dry)

0.33 =

583 psf

(wet)

0.27 =

864 psf

1750 x 22 ft

3190

14 ft x

583 psf

pp'-pa'

= Y

yb'

x

(kp-ka')

=

864

325

=

0.33 x

200 x

=

324.82 psf

=

2.66 ft Y =

Surcharge pressure

6=

2.66

ft

400.0 psf

864.458 psf

pp'-pa'

=

325

D1

surcharge pressure = 400.00 psf

CALCULATION OF EMBEDMENT DEPTH

Taking moment about bracing level 4 ft

R

12 ft 2880 #

2880 x

4

6720 x

=

11520

ft-lb

15 =

100800

ft-lb

4083.3 x

17.3 =

70777.8

ft-lb

1150.3 x

22.9 =

26327.1

ft-lb

12000 x

17 =

8 ft

22 ft

14 ft 6720 #

X

ft

4083.33 #

204000 ft-lb 413424.885 ft-lb

26834 #

Y =

2.66

ft

1150.3 #

Now,

Pp = equn By trial

Pp x

=

D1

X

=

=

413424.89

≈

56

Therefore total embedment required,

0 =

11.76

Therefore minimum pile length required,

=

42.5 ft

Provided length of pile

=

45 ft

=

13452.2 #

For D=

F.S. = 11.76

D

ft

2 x

1.4

Pp

=

325 x

D12 D1 =

9.101 ft

equn =

0.5 x

16.5 ft

O.K.

9.1 ft

now R=

T/ 20

=

26834 -

13452.224 =

13381.4 #

(30% increment for bracing & wale design)

13381.4 x

Reaction per bracing,

x

T

=

17.40

1.3 =

20

17395.84

=

348

#

kip

(Use for bracing & wale design)

Calculation Maximum Moment z Let the point of zero shear be at z below water level

4 ft = =

Then

0.33 x 41.7 z

R

480 psf

125 z

12 ft

equn is

z ft 13381.41

=

2880

+

480 z

+

400.00 ( z +

6)

+

0.5 x

41.7 z2

22 ft 14 ft

By trial

z

=

7.775 ft 583 psf

equ = n

0

≈

0

Maximum Moment

2.66 ft 864.458 psf 2880 x

11.8

=

3732 x

3.89

=

14508.2 ft-lb

=

1259.4 x

2.59

=

3263.91 ft-lb

13.8 =

5510 x

6.89

=

37950.1 ft-lb 89634 ft-lb

13381 x Maximum moment

15.8

= = =

211091 ft-lb 121457 ft-lb 121 kip-ft

480 x

7.78 =

41.7 x

z2

33912

ft-lb

325 0.5 x

400.00 x

9.1 ft

2956.21 psf

surcharge pressure = 400.00 psf

Negative moment per pile Ultimate moment=

273.28 x

=

273 kip-ft 1.5

=

410

kip-ft

charge pressure

6 ft

30 ft

6 ft

30 ft 12000 #

charge pressure

6 ft

30 ft

DESIGN OF BRACED SHORE PILE

(By free end method) [Teng, Page 380]

4 ft

(WITH SURCHARGE PRESSURE)

R1 hw

O

=

12 ft

h1 = soil pressure = 772 psf

14 ft

12 ft Free height =

26 ft

R2

13.3 ft 22

Pa

30.5 ft O''

17.3 ft

15 ft

Pw 30 ft

h

h2 =

= 38 ft

2.2 ft

Pa' water pressure = 873.6 psf

D

=

12 ft D1 = Pp

soil pressure = 2924.55 psf

9.4 ft

For Granuar Soil

INPUT DATA Length of free end

H

=

26 ft

D1 =

9.4 ft

Angle of internal friction (above dredge line)

φ1

=

33 deg

Angle of internal friction (below dredge line)

φ2

=

36 deg

No. of storey of building close to the boundary Assumed load per floor of this building (DL+LL)

= w

=

6 storied 200 psf

Dia of pile

=

Spacing of pile

=

2.25 ft

Depth of 1st layer bracing from EGL

=

4 ft

Depth of 2nd layer bracing from EGL

=

12 ft

Spacing of bracing

=

20 ft

20 inch

Unit wt of soil (Wet) above dredge line

y

=

130 lb/ft3

Unit wt of soil (Dry) above dredge line

y'

=

100.77 lb/ft3

Unit wt of water

yw

=

62.4 lb/ft3

Unit wt of soil (Dry) below dredge line

yb'

=

86.61 lb/ft3

=

12 ft

Depth water table from EGL

,

eqn =

-2

Factor of safety

=

2

CALCULATION Active earth pressure coeff. (above dredge line)

=

Ka =

0.295

Active earth pressure coeff. (below dredge line)

=

Kb a =

0.260

Passive earth pressure coeff (below dredge line)

=

Kp =

3.852

200 x

6=

353.76 psf

Surcharge pressure

=

Ka

x

Active soil pressure

=

Ka

x

y'

x

h

=

772.38 psf

(above dredge line)

Active soil pressure

=

Kb a

x

yb'

x

h

=

680.2 psf

(below dredge line)

Water pressure

=

yw

x

h1 =

873.6 psf

pp-pa

=

=

311.12 psf

=

680.2 psf

=

2.19 ft

=

2925 psf

yb'

x

(kp-kba)

pa' h2

=

Passive earth pressure

=

pa' / (pp-pa) (pp-pa)

x

D1

Pa

=

10.041 kip/ft of width

Pa'

=

0.7436 kip/ft of width

Pw

=

6.1152 kip/ft of width

Ps

=

10.613 kip/ft of width

Pp

=

13.745 kip/ft of width

Taking moment about O Assuming

D=

11.59 ft

Mo

=

If FS =

D

Total length of pile

R/ 20

0

2

then

now

≈

-2

= R

=

16.221 ft

=

42.221 ft

=

13.767 kip

=

275.34 kip

(increase 30%)

4 ft 13.77 kip x=

16.9 ft

16.9 ft 501 psf 12.9 ft 9.2 kip

26 ft 22 ft

10.0 kip

14 ft

804 psf 6.12 kip

O''

Let us assume point of zero shear i.e. point of maximum moment at x below EGL let

x

=

16.88 ft

354 psf

equn = Maximum moment

=

moment about O''

-1.115 kip -80.89 k-ft

=

-68 kip-ft

=

###

Ps

surcharge pressure = 353.76 psf

Design of bracing U channel size

=

10 in 4 in

Compressive stress

=

18 ksi

Area of U-channel

=

8.8 sq. in.

capacity of bracing

=

2*8.8*40

Length of bracing

=

44 ft

Wt of U-channel

=

30 lb/ft

Load per each temporary column

=

316.8 kip

=

2.64 kip

D

=

212701.5

6.875 ft

212836.8 -135.3346