Khani Khola -1 HPP

Design Calculation of Bifurcation Block

Horizontal
ANCHOR BLOCK NO: 19

DESIGN CONDITION OF ANCHOR BLOCK

Design Data:
D = Inside Diameter of Steel Pipe 0.7 m
d = Increased diameter 0.7
D2 = Outside Diameter of Steel Pipe 0.78 m
t = Thiciness of steel pipe shell 0.04 m
H = Design head at the I.P. of Anchor Block 964.24 m 964.24
Q = Maximum Discharge for power generation 5.1 m3/s
l4u = Pipe length between I.P. of Anchor Block and upper expansion joint 12.00 m
L4d = Pipe length between I.P. of Anchor Block and lower expansion joint 4.00 m
l1u = Pipe length between I.P. of Anchor Block and U/S saddle pier 6 m
l1d = Pipe length between I.P. of Anchor Block and D/S saddle pier 6 m
l2u = Pipe length between U/S two adjacent saddle pier 6 m
h1 = burried depth of block at U/S 2
h2 = burried depth of block at D/S 2
h3 = Vertical distance from IP to GL 1.1
n n = number of saddle support present 2
a = Vertical angle of upper pipe axis 0 0
b = Vertical angle of lower pipe axis 0 0
f = Horizontal intersection angle between upper and lower pipe axis 0.7854 45
gs = Unit Wt. of Steel 77 KN/m3 7.8491335
gw = Unit Wt. of Water 9.81 KN/m3
gc = Unit Wt. of concrete 22.00 KN/m3
gsoil = Unit Wt. of soil 20 KN/m4
f = Friction Coeficient between pipe and saddle pier 0.25
y = Cos-1(Cosa1xCosa2xCosf + Sina1xSina2) 0.7854 45.000105
(Combined angle of horizontal and vertical angle, which calculated from above equ.)
l = Friction coefficient of concrete and foundation 0.50
S = Weight of pipe shell per 1 m 7.16 KN/m
w = Weight of contained water in pipe shell per 1 m 3.78 KN/m
DA = Difference of Upper and Lower Inside Sectional Area of reducer 0.000 m2
Ho = Design Head at the axis of reducer 0.00 m
v = Water Velocity in the Pipe 13.25 m/s
m = Coefficient of horizontal earthquake, 0.12
c = cohesion between rock and concrete 60.00 KN/m
g = Gravity force 9.81 m/s-1
A = Inside Sectional Area of steel pipe 0.38 m2
qa = Bearing Capacity of Soil 100.00 KN/M2
qr = Bearing Capacity of rock 1000.00 KN/M32
V = Concrete volume of the anchor block m3
ø = for a given kind of soil 0.5411 31

Acting Forces on the anchor block

Weight of pipe shell per 1 m
= p*(D+t)*t*gs = PI()*D1*t*gs
= 7.160 KN/m
W_p of contained water in pipe shell per 1 m
Weight
= ((*p* D /4)*gw
2)
=PI()*(1.05)^2/4
W_w = 3.78 KN/m
[1] Thrust due Wt of pipe & water
a) For Upper Pipe:
(W_p+W_w)*L_1u*cos
F1u =a
= 65.61389 KN
b) For Lower pipe

F1d (W_p+W_w)*L_1d*cos
=
b
= 65.614 KN

[2] Frictional force per support pier

f2u =
=±f(W_p+W_p)*L_2u*cosa
16.403 KN
F2u = n*f2u
= 32.807 KN
f2d =
= ±f(W_p+W_p)*L_2d*cosb
0 for expansion joint at D/S of pipe

[3] Hydrostatic Force on Bend

F3 = 2*gw*h_total*(pi
D^2)/4*sin((β-α)/2)
= 0 KN

[4] Force due to component of pipe wt. acting Parellel to pipe

512320055.xls 1 Design Data & Forces

 F4u = a les than 20 we can ignore
W_p*L_4u*sinα
0
=

F4d =
= 0 since D/s have expansion joint

5. thermally induced force

F5 = 100*E*a*T*π*(D+t)*t a=coefficient of linear expanion
= 0.000 KN

6. Friction force in expansion joint

F6 = 100*D
= 70.000 KN
7. Hydrostatic force on exposed end of pipe within expansion joint
F7 = gw*h_total*π(D+t)*t
F7u = 879.6213

F7d = 879.6213
8. dynamic force in bend due to change in dirn of moving water

F8 =
(2∗Q^2)/
= 0
((πD^2)/4)*sin(( 0
β-α)/2)
9. force due to change in size of pipe

F9 = gw*h_total*πD^2/4*(〖D^2〗_l-〖D^2〗
= _s)
879.6213
= 879.6213
10. force due to soil pressure on U/S of Block

F10 = gs*〖h^2〗_1*cosi*K_a*(W_p+W h1=burried depth of block at u/s face

_p)
= 140.0039 =active earth presure =
K_a (cosi-√(〖cos〗^2 i-〖cos〗
^2 ø))/(cosi+√(〖cos〗^2
= 0.32006
=active earth presure = i-〖cos〗^2
0.32006ø))
K_a

512320055.xls 2 Design Data & Forces

 0.01

0
0
0.7854

512320055.xls 3 Design Data & Forces

 Khani Khola -1 HPP
Design Calculation of Bifurcation Block
Forces Calculation of Anchor Block
Horizontal
ANCHOR BLOCK NO: 19

[1] Thrust due Wt of pipe & water

a) For Upper Pipe a1 = 0 o
0.000 radians
F1u = 65.614 KN a2 = 0 o
0.000 radians
b) For Lower pipe f= 45 o
0.785 radians
F1d = 65.614 0

[2] Frictional force per support pier

F2u = 32.807 KN

[3] Hydrostatic Force on Bend

F3 = 0.000

[4] Force due to component of pipe wt. acting Parellel to pipe

F4u = 0.000 0

5. thermally induced force

F5 = 0.000 KN
6. Friction force in expansion joint
F6 = 70.000 ton

7. Hydrostatic force on exposed end of pipe within expansion joint

F7 = 879.621

8. dynamic force in bend due to change in dirn of moving water

F8 = 0.000

9. force due to change in size of pipe

F9 = 879.621

10. force due to soil pressure on U/S of Block

F10 = 140.004

Stability Calculation of External Force for the Anchor block

x - Horizontal axis y - Vertical axis

CALCULATION FOR EXTERNAL FORCE

y = Cos-1(Cosa1xCosa2xCosf + Sina1xSina2) = 0.785 radians 45.000 0

a= 0 b= 0
Classification X Y
F1
F1u = 65.614 -F_1u*sinα 0 65.613890446182
F1d = 65.614 -F_1d*sinβ 0 F_1u*cosα 65.613890446182
F_1d*cosβ
F2u = 32.807 ±F_2u*cosα 32.8069452230912 ±F_2u*sinα 0 +for expansion
'- for contraction
F3
+F_3 sin -F_3 cos
= 0.000 (β+α)/2 0 (β+α)/2 0
F4u = 0.000 +F_4u*cosα 0 +F_4u*sinα 0
F5 = 0.000
F6 = 70.000 0 0 +for expansion
F7 ±F_6(cosα-cosβ) '- for contraction
±F_6(sinβ-sinα)
F7u = 879.621 +F_7u*cosα 879.621294823164 +F_7u*sinα 0
F7d = 879.621 _-F_7d*cosβ -879.621294823164 -F_7d*sinβ 0

F8 0
= 0.000 0
+𝐹_9sin(β+α)/
+F_8sin(β+α)/ -F_8 cos
−𝐹_9
F9 = 879.621 22 0 -879.62129482316
(β+α)/2
cos(β+α)/2
F10 +𝐹_10 𝑐𝑜𝑠𝑖 +𝐹_10 𝑠𝑖𝑛𝑖
= 140.004 140.003874447883 0
WB = 1543.413218638 1543.4132186379

172.810819670974 @for expansion 795.01970470711 @for expansion

107.196929224791 @for contraction 795.01970470711 @for contraction

512320055.xls 4 Forces Calculation

 Sum of Horizontal forces acts at bend

1 expansion case= 32.80694522

1 contractioncase= -32.8069452

Sum of verticall Forces acts at bend

1 expansion case= -748.393514

1 contractioncase= -748.393514
Safe Unsafe
Safety against overturning
1 expansion case

moment= 6653.960092

d= 8.369553676

e= -4.86955368

𝑒_𝑎𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒= 1.166666667 Safe

1 contractioncase

moment= 6581.784813

d= 8.278769411

e= -4.77876941

𝑒_𝑎𝑙𝑙𝑜𝑤𝑎𝑏𝑙𝑒= 1.166666667 Safe

Safety against Bearing

1 expansion case

allowable bearing pressure is = 100.00 KN/m3 Table 7.3 ITDG book

p at base =

113.1108825 Unsafe

1 expansion case

allowable bearing pressure is = 100.00 KN/m3 Table 7.3 ITDG book

p at base =

110.3377251 Unsafe

Safety against Sliding

1 expansion case

∈𝐻<𝜇∈𝑉 μ= 0.5 for concrete on masonary

∈𝐻 172.810819671 μ∈V 397.509852353553 Safe

1 contraction case

∈𝐻<𝜇∈𝑉 μ= 0.5 for concrete on masonary

∈𝐻 107.1969292248 μ∈V 397.509852353553 Safe

512320055.xls 5 Forces Calculation

radians
radians
radians

512320055.xls 6 Forces Calculation

 Khani Khola -1 HPP
Design Calculation of Anchor Block
Horizontal
Composit Section for CG or Arm length

[1] Mo = [(L*B)*(B/2+9.5)*2.3*7 + (0.5*L*B)*(1/3*B+9.5)*2.3*7]

H1 = 0.00
1 0
Mo1 = W*X' Width of Block = 3 m
= [(B*L*g *7) + (0.5*B*H*g*7)]*X'
2 L = 0.00 *X'
Length of Block = 7 m
0 X= #DIV/0! m ok
0 =B X- Arm length on X axis
0 y = [(0.5*B*H*((1/3)*H+L+1.5)+L*B*(L/2+1.5))]/[(B*H*0.5+B*L)]
X 0 y= #DIV/0! m
Y from the figure,z = 3.783 m

[2]
0
H1 Mo = [(0.5*L*H)*(2/3*B+4)*2.3*7+((L*B)*(B/2+4)*2.3*7]
1 = 12127.5

L Mo1 = W*X'
3.5 = [(B*L*g*4) + (0.5*B*H*g*4)]*X'
2 = 1617 *X'
7 =B X= 7.500 m ok
y = [(0.5*B*H1*((1/3)*H1+L))+(L*B*(L/2))]/[(B*H1*0.5+B*L)]
y= 1.750 m
from the figure,z = 4.2 m
[3] 0
H1 Mo = [(0.5*L*H)*(2/3*B+3.75)2.3*7+((L*B)*(B/2+3.75)*2.3*7]
1 = 0

L Mo1 = W*X'
0 2 = [(B*L*g*7) + (0.5*B*H*g*7)]*X'
= 0 *X'
0 =B X= #DIV/0! m ok
y = [(0.5*B*H1*((1/3)*H1+L))+(L*B*(L/2+H2))]/[(B*H1*0.5+B*L)]
y= #DIV/0! m
from the figure,z = 2.33 m

[4] H1 Mo = [(L*B)*(B/2)*2.3*7 + (0.5*L*B)*(1/3*B)*2.3*7]

0 = 0
1
Mo1 = W*X'
= [(B*L*g*4) + (0.5*B*H*g*4)]*X'
L 2 = 0 *X'
0 X= #DIV/0! m ok

0 =B
y = [(0.5*B*H1*((1/3)*H1+L-1.5))+(L*B*(L/2-1.5))]/[(B*H1*0.5+B*L)]
y= #DIV/0! m
L y = [(0.5*B*H1*((1/3)*H1+L))+(L*B*(L/2))]/[(B*H1*0.5+B*L)]
0 y= #DIV/0!
from the figure,z = 3.500 m

FOR UPPER PIPE: From the centre line of the Penstock Pipe to the taken x & y axis, y= 6.64 m

FOR LOWER PIPE: From the centre line of the Penstock Pipe to the taken x & y axis, y= 3.09 m

MOMENT OF INERTIA

Input Data:
Moment of Inertia on y axis; Section -3 Section -2 Section -1 Section -4
Width of the section, b = 0 7 0 0
Height of the section, h = 0 3.5 0 0
1 1 b * h *(b2 *sin 2   h2 *cos 2  ) Horizontal angle,q = 0 0 12.62
I z  * bh 2  * bh 2 
3 12 12
Iy= 25.01042 m4

Moment of Inertia on x axis;

1 1 b * h *(b 2 *sin 2   h 2 *cos 2  )

I x  * bh 2  * bh 2 
3 12 12
Ix = 100.0417 m4

512320055.xls 7 CG
 Khani Khola -1 HPP
Design Calculation of Anchor Block
Horizontal

L1
Expansion
Joint l1 L2
l2
Anchor 1 Level
Block 2
Saddle Pier

Anchor Expansion POWER

Block Joint HOUSE
Fig.No. 1: General Figure of Anchor Block

FIG 8 03/03/2021
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Excel 97-2003