pile design

DESIGN OF SHORE PILE WITHOUT BRACING (WITHOUT SURCHARGE PRESSURE)

= 12 ft

Free height = 26 ft

O''

h = 51 fth1 = 39 ft

Pa

D = 25 ft Pw

Pp

0

soil pressure soil pressure water pressure= 12268 psf = 1500.21 psf = 2402.4 psf

hw

INPUT DATA

Length of free end H = 26 ft

Embedment length D = 24.5 ft , eqn = 4

Angle of internal friction (above dredge line) = 33 deg

Angle of internal friction (below dredge line) = 36 deg

Dia of pile = 20 inch

Spacing of pile = 2.5 ft

Unit wt of soil (Wet) y = 130

Unit wt of soil (Dry) y' = 100.77

Unit wt of water = 62.4

Depth water table from EGL = 12 ft

Factor of safety = 1.5

φ1

φ2

lb/ft3

lb/ft3

yw lb/ft3

CALCULATION

Active earth pressure coeff = Ka = 0.295

Passive earth pressure coeff = Kp = 3.85

Active soil pressure = Ka x y' x h = 1500 psf

Water pressure = x h1 = 2402.4 psf

Passive earth pressure = kp x 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

Taking moment about O

Assuming D= 24.50 ft

Mo = 4 ≈ 0

If FS = 1.5

then D = 29.4 ft

Total length of pile = 55.4 ft

yw

26 ft10.0 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 sq. in

Use 12 - 20 mm dia bar

DESIGN OF SHORE PILE WITHOUT BRACING (WITH SURCHARGE PRESSURE)

= 12 ft

Free height = 26 ft

O'' 30 ft Ps

h = 53 fth1 = 41 ft

Pa

D = 27 ft Pw

Pp

o

soil pressure soil pressure water pressure surcharge pressure= 13345 psf = 1564.08 psf = 2536.56 psf = 353.76 psf

hw

INPUT DATA





No. of storey of building adjacent to the boundary = 6 storied

Assumed load per floor of this building (DL+LL) w = 200 psf







Factor of safety = 1.5

φ1

φ2

lb/ft3

lb/ft3

yw lb/ft3

CALCULATION



Surcharge pressure = Ka x 200 x 6 = 353.76 psf


Water pressure = x h1 = 2537 psf




Ps = 10.613 kip/ft of width




Mo = 1 ≈ 0

If FS = 1.5

then D = 31.98 ft


yw

5 kip14 ft

2.9 kip 2 ft0.12 kip

O''

moment about O'' = 48 kip-ft 111.18

Total length of pile = 57 ft

dia of pile = 24 in

As = 10.54 sq. in

Use 20 - 20 mm dia bar

DESIGN OF BRACED SHORE PILE (WITH SURCHARGE PRESSURE)

12 ft

O R = 12 ft

Free height = 26 ft

O''30 ft

h = 36.5 fth1 = 25 ft

Pa

D = 11 ft Pw

Pp

soil pressure soil pressure water pressure surcharge pressure= 5257.76 psf = 1084.31 psf = 1528.8 psf = 353.76

hw

INPUT DATA



Angle of internal friction (for free end portion) = 33 deg

Angle of internal friction (for embedment portion) = 36 deg

No. of storey of building close to the boundary = 6 storied



Spacing of pile = 2 ft

Depth of bracing from EGL = 12 ft

Spacing of bracing = 8 ft





Factor of safety = 2

CALCULATION

φ1

φ2

lb/ft3

lb/ft3

yw lb/ft3













Mo = 2 ≈ 0

If FS = 2

then D = 14.7 ft


now R/ 8 = 21.526 kip

R = 172.21 kip

yw

12 ft21.53 kip

9.2 kip26 ft

14 ft 10.0 kip 14 ft6.12 kip

O''

moment about O'' = -66 kip-ft

Ps

surcharge pressure353.76 psf

DESIGN OF BRACED SHORE PILE (By free end method) (CONSIDERING SURCHARGE PRESSURE)[Teng, Page 380]

12 ft

O R = 12 ft

Free height = 26 ft 5.33 ft14 Pa

h1 = 14 ft 9.3 ft 15 ft22 ft soil pressure

O'' = 772 psf Pw30 ft

h = 37 ft = 2.0 ft Pa'water pressure= 873.6 psf

D = 11 ftD1 = 9 ft

Pp

soil pressure= 3071.35 psf

hw

h2

For Granuar Soil

INPUT DATA


D1 = 9 ft , eqn = -24









Unit wt of soil (Wet) above dredge line y = 130

Unit wt of soil (Dry) above dredge line y' = 100.77


Unit wt of soil (Dry) below dredge line = 95



φ1

φ2

lb/ft3

lb/ft3

yw lb/ft3

yb' lb/ft3

CALCULATION

Active earth pressure coeff. (above dredge line) = Ka = 0.295

Active earth pressure coeff. (below dredge line) = = 0.260

Passive earth pressure coeff (below dredge line) = Kp = 3.852


Active soil pressure = Ka x y' x h = 772.38 psf (above dredge line)

Active soil pressure = x x h = 680.2 psf (below dredge line)


= x = 341.26 psf

= 680.2 psf

= = 1.99 ft

Passive earth pressure = x D1 = 3071 psf


Pa' = 0.6779 kip/ft of width





Kba

Kba y

b'

yw

pp-p

ay

b' (kp-k

ba)

pa'

h2

pa' /

(pp-p

a)

(pp-p

a)


Mo = -24 ≈ 0

If FS = 2

then effective D = 15.39 ft


Given length = 45 ft

now R/ 20 = = 13.626 kip

Reaction per bracing R = 354.27 kip

(increase 30%)

Maximum moment

Ka = 0.29513.63 kip 12 ft

= 0.260x= 19.5 ft 19.5 ft

7.5 579 psf 7.5 ft Kp = 3.852

26 ft y' = 100.7714 ft 10.0 kip 14 ft 468 psf 354 psf

= 62.4

= 95

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

Kba

lb/ft3

yw lb/ft3

yb' lb/ft3

let x = 19.5 ft

equn = -0.6756

Maximum moment = 6.165

Moment at 27 ft from EGL

12 ft Ka = 0.29513.63 kip

= 0.260

Kp = 3.8529.55 kip

27 ft y' = 100.77015 ft 10.8 kip 15 ft

7.02 kip = 62.400

1 ft = 95.000O''

dredge line 354 psfpoint of maximum moment

moment about O'' = 14 kip-ft/ft width

Negative moment per pile = 31 kip-ft

Ultimate moment = 1.5*85 = 47 kip-ft

Kba

lb/ft3

yw lb/ft3

yb' lb/ft3

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) (CONSIDERING SURCHARGE PRESSURE)[Teng, Page 380]

4 ftR 4 ft R 6 ft

O 12 ft

H = 26 ft22 ft

22 ft 14 ft

h = 37.8 ft 30 ft

O''

Y = 2.66 ft

D 11.76 ftD1= 9.1 ft

For Granuar Soil

INPUT DATA


Depth of passive pressure D1 = 9.101 ft , eqn = 56



Assumed depth of isolated footing of this building = 6 ft

Assumed depth of influence of surcharge pressure (5xB) = 30 ft (assuming B = 6 ft)









Unit wt of soil (Dry) above dredge line y' = 120


Unit wt of soil (Dry) below dredge line = 95

φ1

φ2

lb/ft3

lb/ft3

yw lb/ft3

yb' lb/ft3

Factor of safety (F.S.) = 2

CALCULATION


Active earth pressure coeff. (below dredge line) = Ka' = 0.271


Calculation of Earth pressure

4 ft R 480 psf120 x 12 = 1440 12 ft

x 0.33 = 480 psf (dry)125 x 14 = 1750

x0.33 = 583 psf (wet) 22 ft

3190 14 ftx 0.27 = 864 psf

583 psf

= x (kp-ka') = 324.82 psf

Y = 864 325 = 2.66 ftY = 2.66 ft

Surcharge pressure = 0.33 x 200 x 6 = 400.0 psf 864.458 psf

= 325 D1


pp'-p

a' y

b'

pp'-p

a'

CALCULATION OF EMBEDMENT DEPTH

Taking moment about bracing level

4 ft R 12 ft2880 #

2880 x 4 = 11520 ft-lb 8 ft

6720 x 15 = 100800 ft-lb22 ft 14 ft

4083.3 x 17.3 = 70777.8 ft-lb 6720 #

1150.3 x 22.9 = 26327.1 ft-lb X ft 4083.33 #

12000 x 17 = 204000 ft-lb413424.885 ft-lb

26834 # Y = 2.66 ft 1150.3 #

Now,

Pp = 0.5 x 325 x

= Pp x X = 413424.89 D1 = 9.1 ft

By trial D1 = 9.101 ft

= 56 ≈ 0

Therefore total embedment required, D = 11.76 ft

For F.S. = 2

D = 11.76 x 1.4 = 16.5 ft

Therefore minimum pile length required, = 42.5 ft

Provided length of pile = 45 ft O.K.

Pp = 13452.2 #

D12

equn

equn

nowR = T/ 20 = 26834 - 13452.224 = 13381.4 #

(30% increment for bracing & wale design) 13381.4 x 1.3 = 17395.84 #

Reaction per bracing, T = 17.40 x 20 = 348 kip (Use for bracing & wale design)

Calculation Maximum Momentz

Let the point of zero shear be at z below water level 4 ft R 480 psf= 0.33 x 125 z 12 ft= 41.7 z

Then is

z ft

13381.41 = 2880 + 480 z + 400.00 ( z + 6 ) + 0.5 x 41.7 22 ft14 ft

By trial z = 7.775 ft583 psf

= 0 ≈ 0

Maximum Moment 2.66 ft864.458 psf

2880 x 11.8 = 33912 ft-lb

480 x 7.78 = 3732 x 3.89 = 14508.2 ft-lb

325 9.1 ft

0.5 x 41.7 x = 1259.4 x 2.59 = 3263.91 ft-lb

400.00 x 13.8 = 5510 x 6.89 = 37950.1 ft-lb89634 ft-lb

surcharge pressure13381 x 15.8 = 211091 ft-lb 2956.21 psf = 400.00 psf

Maximum moment = 121457 ft-lb= 121 kip-ft

equn

z2

equn

z2

Negative moment per pile = 273 kip-ft

Ultimate moment= 273.28 x 1.5 = 410 kip-ft

6 ft

30 ft

surcharge pressure

6 ft

30 ft

12000 #

6 ft

30 ft

surcharge pressure

DESIGN OF BRACED SHORE PILE (By free end method) (WITH SURCHARGE PRESSURE)[Teng, Page 380]

4 ft R1

O = 12 ft12 ft

Free height = 26 ft R2 13.3 ft22 Pa

h1 = 14 ft 17.3 ft 15 ft30.5 ft soil pressure

O'' = 772 psf Pw30 ft

h = 38 ft = 2.2 ft Pa'water pressure= 873.6 psf

D = 12 ftD1 = 9.4 ft

Pp

soil pressure= 2924.55 psf

hw

h2

For Granuar Soil

INPUT DATA


D1 = 9.4 ft , eqn = -2







Depth of 1st layer bracing from EGL = 4 ft

Depth of 2nd layer bracing from EGL = 12 ft



Unit wt of soil (Dry) above dredge line y' = 100.77


Unit wt of soil (Dry) below dredge line = 86.61


φ1

φ2

lb/ft3

lb/ft3

yw lb/ft3

yb' lb/ft3


CALCULATION


Active earth pressure coeff. (below dredge line) = = 0.260



Active soil pressure = Ka x y' x h = 772.38 psf (above dredge line)

Active soil pressure = x x h = 680.2 psf (below dredge line)


= x = 311.12 psf

= 680.2 psf

= = 2.19 ft

Passive earth pressure = x D1 = 2925 psf


Pa' = 0.7436 kip/ft of width




Kba

Kba y

b'

yw

pp-p

ay

b' (kp-k

ba)

pa'

h2

pa' /

(pp-p

a)

(pp-p

a)



Mo = -2 ≈ 0

If FS = 2

then D = 16.221 ft


now R/ 20 = = 13.767 kip

R = 275.34 kip

(increase 30%)

4 ft13.77 kip

x= 16.9 ft 16.9 ft501 psf 12.9 ft

9.2 kip26 ft

22 ft 10.0 kip 14 ft 804 psf 354 psf6.12 kip

O''

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

let x = 16.88 ft

equn = -1.115 kip

Maximum moment = -80.89 k-ft

moment about O'' = -68 kip-ft

= ###

Ps


Design of bracing

U channel size = 10 in4 in

Compressive stress = 18 ksi

Area of U-channel = 8.8 sq. in.

capacity of bracing = 2*8.8*40 = 316.8 kip

Length of bracing = 44 ft

Wt of U-channel = 30 lb/ft

Load per each temporary column = 2.64 kip

D = 6.875 ft

212701.5 212836.8

-135.3346

pile design

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