Shore-pile-design.xls 5mh2b
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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
ive earth pressure coeff =
Kp =
3.85
Active soil pressure
=
Water pressure
=
ive 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
ive earth pressure coeff =
Kp =
3.85
Surcharge pressure
=
Ka
x
Active soil pressure
=
Ka
x
Water pressure
=
ive 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
ive earth pressure coeff =
Kp =
3.852
Surcharge pressure
=
Ka
x
Active soil pressure
=
Ka
x
Water pressure
=
ive 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
ive 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
=
ive 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
Deg 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 ive 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
ive 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
ive 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
=
ive 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
(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
ive earth pressure coeff =
Kp =
3.85
Active soil pressure
=
Water pressure
=
ive 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
ive earth pressure coeff =
Kp =
3.85
Surcharge pressure
=
Ka
x
Active soil pressure
=
Ka
x
Water pressure
=
ive 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
ive earth pressure coeff =
Kp =
3.852
Surcharge pressure
=
Ka
x
Active soil pressure
=
Ka
x
Water pressure
=
ive 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
ive 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
=
ive 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
Deg 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 ive 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
ive 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
ive 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
=
ive 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
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