SRIPADASAGAR PROJECT, STAGE II - PHASE I JOGAPUR TO NEW TANK AT 450 THRUST BLOCK AT KM 1.979 Chainage Internal Dia. of pipe Pipe thickness External dia. of pipe
1979 1.2 8 1.216
m m mm m
Test pressure Horizontal deviation angle(q)
6.00 kg/cm 15.00 deg.
Cross sectional area of pipe Horizontal offset around Pipe Vertical offset around Pipe Width of the Block Depth of the Block
1.16 0.30 0.30 1.80 1.80
Unit weight of Concrete
2.40
m m m m m t/m3
Unit weight of Steel
7.85
t/m3
Unit weight of Water
1.00
t/m3
Soil density
1.8
t/m
2
2
3
Saturated soil density Angle of internal friction (F) Coeff. of active earth pressure (Ka) = (1-sinF)/(1+ sinF)
3 2.1 t/m 30 Deg 0.333
Coeff. of passive earth pressure (Kp) = (1+sinF)/(1-sinF)
3.000
+ 411.253
+ 411.253 a
Soil
0.90
+ 410.353
2.70 + 409.721
+ 409.721 T0
Fa
PIPE
H = 1.80
1.17 h3 1.17
Fp h2
h1 1.89
WATER PRESSURE
EARTH PRESSURE
DIAGRAM ON U/s
DIAGRAM ON U/s
17.01 A + 408.553
1.17
EARTH PRESSURE DIAGRAM ON D/s
B = 1.80
WATER PRESSURE DIAGRAM ON D/s
1.17
1.17
UPLIFT PRESSURE DIAGRAM
Case-I
Neglecting soil support
Weight of Block/m Weight of Water/m Weight of Shell/m Total Weight, (W)
= = = =
4.99 1.131 0.238 6.36
t/m t/m t/m t/m
Thrust (T) = 2 P A Sin (θ / 2)
=
17.71 t
T0
=
W(b - B/3)/h1 L = T / To
Case-II
=
2.119 t/m
=
8.50 m
Considering the soil support (i) Active Pressure: 0.48 Ka γ h
Pa = Above RL
+ 409.721 ,
Pa =
0.60 h
Below RL
+ 409.721 ,
Pa =
Pa at
0.90 m =
0.70 h 2 0.48 t/m
Pa at
2.70 m = Fa =
2
1.74 t/m 1.99 t
h3 =
1.74
(2a + b) x h (a + b) x 3 0.729 m
h3 = (ii)
1.80
Passive Pressure: 4.2912 Kp γ h
Pp = Above RL
+ 409.721 ,
Pp =
5.40 h
Below RL
+ 409.721 ,
Pp =
PP at
0.90 m =
6.30 h 2 4.29 t/m
PP at
2.70 m = Fp =
2
15.63 t/m 17.93 t
h2 =
W (b - B/3) + Fp h2 - Fa h3 h1 15.033 t/m 1.18 m
= =
Total Length (L) Case-III
=
15.63
(2a + b) x h (a + b) x 3 0.729 m
h2 = T0
1.80
Considering At Rest Pressure on outer face 0.715 γs h (1 - sinθ)
P0 = Above RL + 409.721 , Below RL + 409.721 ,
P0 =
0.90 h
P0 =
1.05 h
Po at
0.90 m =
Po at
2.70 m =
F0 =
1.80 2 0.72 t/m 2 2.61 t/m
2.99 t
h2 =
2.61
(2a + b) x h (a + b) x 3 0.729 m
h2 = T0
=
W (b - B/3) + F0 h2 h1
Total Length (L) Size of Thrust Block
= =
4.54 3.90 4.00
x 1.80
t/m m x 1.80 m
1 Check for Uplift [Empty Condition] Uplift
=
1.168 x 1.8 x 4 x 1
=
8t
Self weight of block + weight of pipe + weight of overburden soil (( 4 x 1.8 x 1.8 - 4 x PI x 1.216 ^ 2 / 4 ) x 2.4) + ( PI x 1.2 x 0.008 x 4 x 7.85 ) + (4 x 1.8 x 0.9 x 1.8) = 33 t Uplift
<
Self weight of block + weight of pipe + weight of overburden soil
Pipe is safe against uplift Self weight of block + weight of pipe + weight of overburden soil + weight of water in the pipe (( 4 x 1.8 x 1.8 - 4 x PI x 1.216 ^ 2 / 4 ) x 2.4) + ( PI x 1.2 x 0.008 x 4 x 7.85 ) + (4 x 1.8 x 0.9 x 1.8) + 4 x PI x 1.2 ^2/4 x 1
=
37 t
2 Check for stresses :
T 18.16
F0 h2
11.95
W
h
= 0.90 m
A b 0.90
U
Taking Moments about A ΣM @ A = 0 : L.A.
[W- U]b+F0h2-T h W-U (( 37.09 - 8.41 ) x 0.9 + 11.95 x 0.73 - 17.71 x 0.9 ) / ( 37.09 - 8.41 ) 0.648 m
= = =
e
=
b/2 - L.A
B/6 =
0.300 <
e
P/A( 1
=
B/6
1.8 / 2 - 0.65 =
0.252 m
No Tension ±
p
=
pmax
=
( 37.09 - 8.41 ) / 7.2 x ( 1 + 6 x 0.25 / 1.8 ) =
7.33
t/m2
pmin
=
( 37.09 - 8.41 ) / 7.2 x ( 1 - 6 x 0.25 / 1.8 ) =
0.64
t/m2
3 Check for sliding Coeff. of friction available
= =
6e/B)
(T - F0 )/ W 0.155
=
( 17.71 - 11.95 ) / 37.09
SRIPADASAGAR PROJECT, STAGE II - PHASE I JOGAPUR TO NEW TANK AT 450 THRUST BLOCK AT KM 0.100 Chainage Internal Dia. of pipe Pipe thickness External dia. of pipe
100 1.2 8 1.216
m m mm m
Test pressure Horizontal deviation angle(q)
8.00 kg/cm 36.76 deg.
Cross sectional area of pipe Horizontal offset around Pipe Vertical offset around Pipe Width of the Block Depth of the Block
1.16 0.30 0.30 1.80 1.80
Unit weight of Concrete
2.40
m m m m m t/m3
Unit weight of Steel
7.85
t/m3
Unit weight of Water
1.00
t/m3
Soil density
1.8
t/m
2
2
3
Saturated soil density Angle of internal friction (F) Coeff. of active earth pressure (Ka) = (1-sinF)/(1+ sinF)
3 2.1 t/m 30 Deg 0.333
Coeff. of passive earth pressure (Kp) = (1+sinF)/(1-sinF)
3.000
+ 396.884
+ 396.884 a
+ 395.639
Soil
0.90
+ 395.984
2.70
+ 395.639 T0
Fa
PIPE
h3 1.46
Fp
H = 1.80
1.46
h2
h1 1.89
WATER PRESSURE
EARTH PRESSURE
DIAGRAM ON U/s
DIAGRAM ON U/s
17.01 A + 394.184
1.46
EARTH PRESSURE DIAGRAM ON D/s
B = 1.80
WATER PRESSURE DIAGRAM ON D/s
1.46
1.46
UPLIFT PRESSURE DIAGRAM
Case-I
Neglecting soil support
Weight of Block/m Weight of Water/m Weight of Shell/m Total Weight, (W)
= = = =
4.99 1.131 0.238 6.36
t/m t/m t/m t/m
Thrust (T) = 2 P A Sin (θ / 2)
=
57.06 t
T0
=
W(b - B/3)/h1 L = T / To
Case-II
=
2.119 t/m
=
27.00 m
Considering the soil support (i) Active Pressure: 0.51 Ka γ h
Pa = Above RL
+ 395.639 ,
Pa =
0.60 h
Below RL
+ 395.639 ,
Pa =
Pa at
0.90 m =
0.70 h 2 0.51 t/m
Pa at
2.70 m = Fa =
2
1.77 t/m 2.04 t
h3 =
1.77
(2a + b) x h (a + b) x 3 0.734 m
h3 = (ii)
1.80
Passive Pressure: 4.55 Kp γ h
Pp = Above RL
+ 395.639 ,
Pp =
5.40 h
Below RL
+ 395.639 ,
Pp =
PP at
0.90 m =
6.30 h 2 4.55 t/m
PP at
2.70 m = Fp =
2
15.89 t/m 18.40 t
h2 =
W (b - B/3) + Fp h2 - Fa h3 h1 15.447 t/m 3.69 m
= =
Total Length (L) Case-III
=
15.89
(2a + b) x h (a + b) x 3 0.734 m
h2 = T0
1.80
Considering At Rest Pressure on outer face 0.758 γs h (1 - sinθ)
P0 = Above RL + 395.639 , Below RL + 395.639 ,
P0 =
0.90 h
P0 =
1.05 h
Po at
0.90 m =
Po at
2.70 m =
F0 =
1.80 2 0.76 t/m 2 2.65 t/m
3.07 t
h2 =
2.65
(2a + b) x h (a + b) x 3 0.734 m
h2 = T0
=
W (b - B/3) + F0 h2 h1
Total Length (L) Size of Thrust Block
= =
4.62 12.36
13.00
x 1.80
t/m m x 1.80 m
1 Check for Uplift [Empty Condition] Uplift
=
1.455 x 1.8 x 13 x 1
=
34 t
Self weight of block + weight of pipe + weight of overburden soil (( 13 x 1.8 x 1.8 - 13 x PI x 1.216 ^ 2 / 4 ) x 2.4) + ( PI x 1.2 x 0.008 x 13 x 7.85 ) + (13 x 1.8 x 0.9 x 1.8) = 106 t Uplift
<
Self weight of block + weight of pipe + weight of overburden soil
Pipe is safe against uplift Self weight of block + weight of pipe + weight of overburden soil + weight of water in the pipe (( 13 x 1.8 x 1.8 - 13 x PI x 1.216 ^ 2 / 4 ) x 2.4) + ( PI x 1.2 x 0.008 x 13 x 7.85 ) + (13 x 1.8 x 0.9 x 1.8) + 13 x PI x 1.2 ^2/4 x 1
=
121 t
2 Check for stresses :
T 60.04
F0 h2
39.86
W
h
= 0.90 m
A b 0.90
U
Taking Moments about A ΣM @ A = 0 : L.A.
[W- U]b+F0h2-T h W-U (( 120.543 - 34.05 ) x 0.9 + 39.86 x 0.73 - 57.06 x 0.9 ) / ( 120.54 - 34.05 ) 0.644 m
= = =
e
=
b/2 - L.A
B/6 =
0.300 <
e
P/A( 1
=
B/6
1.8 / 2 - 0.64 =
0.256 m
No Tension ±
p
=
pmax
=
( 120.54 - 34.05 ) / 23.4 x ( 1 + 6 x 0.26 / 1.8 ) =
6.85
t/m2
pmin
=
( 120.54 - 34.05 ) / 23.4 x ( 1 - 6 x 0.26 / 1.8 ) =
0.55
t/m2
3 Check for sliding Coeff. of friction available
= =
6e/B)
(T - F0 )/ W 0.143
=
( 57.06 - 39.86 ) / 120.54
SRIPADASAGAR PROJECT, STAGE II - PHASE I JOGAPUR TO NEW TANK AT 450 THRUST BLOCK AT KM 0.528 Chainage Internal Dia. of pipe Pipe thickness External dia. of pipe
528 1.2 8 1.216
m m mm m
Test pressure Horizontal deviation angle(q)
7.00 kg/cm 18.20 deg.
Cross sectional area of pipe Horizontal offset around Pipe Vertical offset around Pipe Width of the Block Depth of the Block
1.16 0.30 0.30 1.80 1.80
Unit weight of Concrete
2.40
m m m m m t/m3
Unit weight of Steel
7.85
t/m3
Unit weight of Water
1.00
t/m3
Soil density
1.8
t/m
2
2
3
Saturated soil density Angle of internal friction (F) Coeff. of active earth pressure (Ka) = (1-sinF)/(1+ sinF)
3 2.1 t/m 30 Deg 0.333
Coeff. of passive earth pressure (Kp) = (1+sinF)/(1-sinF)
3.000
+ 399.003
+ 399.003 a
+ 397.836
Soil
0.90
+ 398.103
2.70
+ 397.836 T0
Fa
PIPE
h3 1.53
Fp
H = 1.80
1.53
h2
h1 1.89
WATER PRESSURE
EARTH PRESSURE
DIAGRAM ON U/s
DIAGRAM ON U/s
17.01 A + 396.303
1.53
EARTH PRESSURE DIAGRAM ON D/s
B = 1.80
WATER PRESSURE DIAGRAM ON D/s
1.53
1.53
UPLIFT PRESSURE DIAGRAM
Case-I
Neglecting soil support
Weight of Block/m Weight of Water/m Weight of Shell/m Total Weight, (W)
= = = =
4.99 1.131 0.238 6.36
t/m t/m t/m t/m
Thrust (T) = 2 P A Sin (θ / 2)
=
25.04 t
T0
=
W(b - B/3)/h1 L = T / To
Case-II
=
2.119 t/m
=
12.00 m
Considering the soil support (i) Active Pressure: 0.51 Ka γ h
Pa = Above RL
+ 397.836 ,
Pa =
0.60 h
Below RL
+ 397.836 ,
Pa =
Pa at
0.90 m =
0.70 h 2 0.51 t/m
Pa at
2.70 m = Fa =
2
1.77 t/m 2.06 t
h3 =
1.77
(2a + b) x h (a + b) x 3 0.735 m
h3 = (ii)
1.80
Passive Pressure: 4.6197 Kp γ h
Pp = Above RL
+ 397.836 ,
Pp =
5.40 h
Below RL
+ 397.836 ,
Pp =
PP at
0.90 m =
6.30 h 2 4.62 t/m
PP at
2.70 m = Fp =
2
15.96 t/m 18.52 t
h2 =
W (b - B/3) + Fp h2 - Fa h3 h1 15.559 t/m 1.61 m
= =
Total Length (L) Case-III
=
15.96
(2a + b) x h (a + b) x 3 0.735 m
h2 = T0
1.80
Considering At Rest Pressure on outer face 0.770 γs h (1 - sinθ)
P0 = Above RL + 397.836 , Below RL + 397.836 ,
P0 =
0.90 h
P0 =
1.05 h
Po at
0.90 m =
Po at
2.70 m =
F0 =
1.80 2 0.77 t/m 2 2.66 t/m
3.09 t
h2 =
2.66
(2a + b) x h (a + b) x 3 0.735 m
h2 = T0
=
W (b - B/3) + F0 h2 h1
Total Length (L) Size of Thrust Block
= =
4.64 5.40 6.00
x 1.80
t/m m x 1.80 m
1 Check for Uplift [Empty Condition] Uplift
=
1.533 x 1.8 x 6 x 1
=
17 t
Self weight of block + weight of pipe + weight of overburden soil (( 6 x 1.8 x 1.8 - 6 x PI x 1.216 ^ 2 / 4 ) x 2.4) + ( PI x 1.2 x 0.008 x 6 x 7.85 ) + (6 x 1.8 x 0.9 x 1.8) = 49 t Uplift
<
Self weight of block + weight of pipe + weight of overburden soil
Pipe is safe against uplift Self weight of block + weight of pipe + weight of overburden soil + weight of water in the pipe (( 6 x 1.8 x 1.8 - 6 x PI x 1.216 ^ 2 / 4 ) x 2.4) + ( PI x 1.2 x 0.008 x 6 x 7.85 ) + (6 x 1.8 x 0.9 x 1.8) + 6 x PI x 1.2 ^2/4 x 1
=
56 t
2 Check for stresses :
T 27.84
F0 h2
18.52
W
h
= 0.90 m
A b 0.90
U
Taking Moments about A ΣM @ A = 0 : L.A.
[W- U]b+F0h2-T h W-U (( 55.635 - 16.56 ) x 0.9 + 18.52 x 0.73 - 25.04 x 0.9 ) / ( 55.64 - 16.56 ) 0.671 m
= = =
e
=
b/2 - L.A
B/6 =
0.300 <
e
P/A( 1
=
B/6
1.8 / 2 - 0.67 =
0.229 m
No Tension ±
p
=
pmax
=
( 55.64 - 16.56 ) / 10.8 x ( 1 + 6 x 0.23 / 1.8 ) =
6.37
t/m2
pmin
=
( 55.64 - 16.56 ) / 10.8 x ( 1 - 6 x 0.23 / 1.8 ) =
0.86
t/m2
3 Check for sliding Coeff. of friction available
= =
6e/B)
(T - F0 )/ W 0.117
=
( 25.04 - 18.52 ) / 55.64
SRIPADASAGAR PROJECT, STAGE II - PHASE I JOGAPUR TO NEW TANK AT 450 THRUST BLOCK AT KM 0.923 Chainage Internal Dia. of pipe Pipe thickness External dia. of pipe
923 1.2 8 1.216
m m mm m
Test pressure Horizontal deviation angle(q)
7.00 kg/cm 10.65 deg.
Cross sectional area of pipe Horizontal offset around Pipe Vertical offset around Pipe Width of the Block Depth of the Block
1.16 0.30 0.30 1.80 1.80
Unit weight of Concrete
2.40
m m m m m t/m3
Unit weight of Steel
7.85
t/m3
Unit weight of Water
1.00
t/m3
Soil density
1.8
t/m
2
2
3
Saturated soil density Angle of internal friction (F) Coeff. of active earth pressure (Ka) = (1-sinF)/(1+ sinF)
3 2.1 t/m 30 Deg 0.333
Coeff. of passive earth pressure (Kp) = (1+sinF)/(1-sinF)
3.000
+ 399.914
+ 399.914 a
+ 398.637
Soil
0.90
+ 399.014
2.70
+ 398.637 T0
Fa
PIPE
h3 1.42
Fp
H = 1.80
1.42
h2
h1 1.89
WATER PRESSURE
EARTH PRESSURE
DIAGRAM ON U/s
DIAGRAM ON U/s
17.01 A + 397.214
1.42
EARTH PRESSURE DIAGRAM ON D/s
B = 1.80
WATER PRESSURE DIAGRAM ON D/s
1.42
1.42
UPLIFT PRESSURE DIAGRAM
Case-I
Neglecting soil support
Weight of Block/m Weight of Water/m Weight of Shell/m Total Weight, (W)
= = = =
4.99 1.131 0.238 6.36
t/m t/m t/m t/m
Thrust (T) = 2 P A Sin (θ / 2)
=
14.69 t
T0
=
W(b - B/3)/h1 L = T / To
Case-II
=
2.119 t/m
=
7.00 m
Considering the soil support (i) Active Pressure: 0.50 Ka γ h
Pa = Above RL
+ 398.637 ,
Pa =
0.60 h
Below RL
+ 398.637 ,
Pa =
Pa at
0.90 m =
0.70 h 2 0.50 t/m
Pa at
2.70 m = Fa =
2
1.76 t/m 2.04 t
h3 =
1.76
(2a + b) x h (a + b) x 3 0.733 m
h3 = (ii)
1.80
Passive Pressure: 4.5207 Kp γ h
Pp = Above RL
+ 398.637 ,
Pp =
5.40 h
Below RL
+ 398.637 ,
Pp =
PP at
0.90 m =
6.30 h 2 4.52 t/m
PP at
2.70 m = Fp =
2
15.86 t/m 18.34 t
h2 =
W (b - B/3) + Fp h2 - Fa h3 h1 15.400 t/m 0.95 m
= =
Total Length (L) Case-III
=
15.86
(2a + b) x h (a + b) x 3 0.733 m
h2 = T0
1.80
Considering At Rest Pressure on outer face 0.753 γs h (1 - sinθ)
P0 = Above RL + 398.637 , Below RL + 398.637 ,
P0 =
0.90 h
P0 =
1.05 h
Po at
0.90 m =
Po at
2.70 m =
F0 =
1.80 2 0.75 t/m 2 2.64 t/m
3.06 t
h2 =
2.64
(2a + b) x h (a + b) x 3 0.733 m
h2 = T0
=
W (b - B/3) + F0 h2 h1
Total Length (L) Size of Thrust Block
= =
4.61 3.19 4.00
x 1.80
t/m m x 1.80 m
1 Check for Uplift [Empty Condition] Uplift
=
1.423 x 1.8 x 4 x 1
=
10 t
Self weight of block + weight of pipe + weight of overburden soil (( 4 x 1.8 x 1.8 - 4 x PI x 1.216 ^ 2 / 4 ) x 2.4) + ( PI x 1.2 x 0.008 x 4 x 7.85 ) + (4 x 1.8 x 0.9 x 1.8) = 33 t Uplift
<
Self weight of block + weight of pipe + weight of overburden soil
Pipe is safe against uplift Self weight of block + weight of pipe + weight of overburden soil + weight of water in the pipe (( 4 x 1.8 x 1.8 - 4 x PI x 1.216 ^ 2 / 4 ) x 2.4) + ( PI x 1.2 x 0.008 x 4 x 7.85 ) + (4 x 1.8 x 0.9 x 1.8) + 4 x PI x 1.2 ^2/4 x 1
=
37 t
2 Check for stresses :
T 18.44
F0 h2
12.23
W
h
= 0.90 m
A b 0.90
U
Taking Moments about A ΣM @ A = 0 : L.A.
[W- U]b+F0h2-T h W-U (( 37.09 - 10.25 ) x 0.9 + 12.23 x 0.73 - 14.69 x 0.9 ) / ( 37.09 - 10.25 ) 0.741 m
= = =
e
=
b/2 - L.A
B/6 =
0.300 <
e
P/A( 1
=
B/6
1.8 / 2 - 0.74 =
0.159 m
No Tension ±
p
=
pmax
=
( 37.09 - 10.25 ) / 7.2 x ( 1 + 6 x 0.16 / 1.8 ) =
5.70
t/m2
pmin
=
( 37.09 - 10.25 ) / 7.2 x ( 1 - 6 x 0.16 / 1.8 ) =
1.76
t/m2
3 Check for sliding Coeff. of friction available
= =
6e/B)
(T - F0 )/ W 0.066
=
( 14.69 - 12.23 ) / 37.09
SRIPADASAGAR PROJECT, STAGE II - PHASE I JOGAPUR TO NEW TANK AT 450 THRUST BLOCK AT KM 1.979 Chainage Internal Dia. of pipe Pipe thickness External dia. of pipe
1979 1.2 8 1.216
m m mm m
Test pressure Horizontal deviation angle(q)
6.00 kg/cm 26.89 deg.
Cross sectional area of pipe Horizontal offset around Pipe Vertical offset around Pipe Width of the Block Depth of the Block
1.16 0.30 0.30 1.80 1.80
Unit weight of Concrete
2.40
m m m m m t/m3
Unit weight of Steel
7.85
t/m3
Unit weight of Water
1.00
t/m3
Soil density
1.8
t/m
2
2
3
Saturated soil density Angle of internal friction (F) Coeff. of active earth pressure (Ka) = (1-sinF)/(1+ sinF)
3 2.1 t/m 30 Deg 0.333
Coeff. of passive earth pressure (Kp) = (1+sinF)/(1-sinF)
3.000
+ 411.253
+ 411.253 a
Soil
0.90
+ 410.353
2.70 + 409.721
+ 409.721 T0
Fa
PIPE
H = 1.80
1.17 h3 1.17
Fp h2
h1 1.89
WATER PRESSURE
EARTH PRESSURE
DIAGRAM ON U/s
DIAGRAM ON U/s
17.01 A + 408.553
1.17
EARTH PRESSURE DIAGRAM ON D/s
B = 1.80
WATER PRESSURE DIAGRAM ON D/s
1.17
1.17
UPLIFT PRESSURE DIAGRAM
Case-I
Neglecting soil support
Weight of Block/m Weight of Water/m Weight of Shell/m Total Weight, (W)
= = = =
4.99 1.131 0.238 6.36
t/m t/m t/m t/m
Thrust (T) = 2 P A Sin (θ / 2)
=
31.56 t
T0
=
W(b - B/3)/h1 L = T / To
Case-II
=
2.119 t/m
=
15.00 m
Considering the soil support (i) Active Pressure: 0.48 Ka γ h
Pa = Above RL
+ 409.721 ,
Pa =
0.60 h
Below RL
+ 409.721 ,
Pa =
Pa at
0.90 m =
0.70 h 2 0.48 t/m
Pa at
2.70 m = Fa =
2
1.74 t/m 1.99 t
h3 =
1.74
(2a + b) x h (a + b) x 3 0.729 m
h3 = (ii)
1.80
Passive Pressure: 4.2912 Kp γ h
Pp = Above RL
+ 409.721 ,
Pp =
5.40 h
Below RL
+ 409.721 ,
Pp =
PP at
0.90 m =
6.30 h 2 4.29 t/m
PP at
2.70 m = Fp =
2
15.63 t/m 17.93 t
h2 =
W (b - B/3) + Fp h2 - Fa h3 h1 15.033 t/m 2.10 m
= =
Total Length (L) Case-III
=
15.63
(2a + b) x h (a + b) x 3 0.729 m
h2 = T0
1.80
Considering At Rest Pressure on outer face 0.715 γs h (1 - sinθ)
P0 = Above RL + 409.721 , Below RL + 409.721 ,
P0 =
0.90 h
P0 =
1.05 h
Po at
0.90 m =
Po at
2.70 m =
F0 =
1.80 2 0.72 t/m 2 2.61 t/m
2.99 t
h2 =
2.61
(2a + b) x h (a + b) x 3 0.729 m
h2 = T0
=
W (b - B/3) + F0 h2 h1
Total Length (L) Size of Thrust Block
= =
4.54 6.95 7.00
x 1.80
t/m m x 1.80 m
1 Check for Uplift [Empty Condition] Uplift
=
1.168 x 1.8 x 7 x 1
=
15 t
Self weight of block + weight of pipe + weight of overburden soil (( 7 x 1.8 x 1.8 - 7 x PI x 1.216 ^ 2 / 4 ) x 2.4) + ( PI x 1.2 x 0.008 x 7 x 7.85 ) + (7 x 1.8 x 0.9 x 1.8) = 57 t Uplift
<
Self weight of block + weight of pipe + weight of overburden soil
Pipe is safe against uplift Self weight of block + weight of pipe + weight of overburden soil + weight of water in the pipe (( 7 x 1.8 x 1.8 - 7 x PI x 1.216 ^ 2 / 4 ) x 2.4) + ( PI x 1.2 x 0.008 x 7 x 7.85 ) + (7 x 1.8 x 0.9 x 1.8) + 7 x PI x 1.2 ^2/4 x 1
=
65 t
2 Check for stresses :
T 31.79
F0 h2
20.92
W
h
= 0.90 m
A b 0.90
U
Taking Moments about A ΣM @ A = 0 : L.A.
[W- U]b+F0h2-T h W-U (( 64.908 - 14.72 ) x 0.9 + 20.92 x 0.73 - 31.56 x 0.9 ) / ( 64.91 - 14.72 ) 0.638 m
= = =
e
=
b/2 - L.A
B/6 =
0.300 <
e
P/A( 1
=
B/6
1.8 / 2 - 0.64 =
0.262 m
No Tension ±
p
=
pmax
=
( 64.91 - 14.72 ) / 12.6 x ( 1 + 6 x 0.26 / 1.8 ) =
7.46
t/m2
pmin
=
( 64.91 - 14.72 ) / 12.6 x ( 1 - 6 x 0.26 / 1.8 ) =
0.51
t/m2
3 Check for sliding Coeff. of friction available
= =
6e/B)
(T - F0 )/ W 0.164
=
( 31.56 - 20.92 ) / 64.91