Anchor Block

Design of Anchor Blocks for Q40 Block No. 1 Design Data: Inside dia. of Penstock Pipe = Outside dia of penstock pipe = Thickness of the pipe = Design Head at the centre of the Anchor Block = Design Discharge for power Generation = Distance between two anchor Blocks = Pipe length between centre of block to upper exp. joint = Pipe length between centre of block to Lower exp. joint = Pipe length between centre of AB to upper saddle support = Pipe length between centre of AB to lower saddle support = Vertical angle of upper pipe with horizontal = Vertical angle of lower pipe with horizontal = Deflection angle between upper and lower pipes = Density of steel = Density of water = Density of concrete = Friction coefficient = Friction coefficient between saddle support and pipe = Friction coefficient between concrete and foundation = Weight of Pipe per meter = weight of water contained in pipe per meter = Velocity of water in the pipe = coefficient of horizontal earthquake = Sectional internal area of pipe = Bearing Capacity of Soil = Design Head at the axis of the Reducer = Difference in x-area of the pipes at reducer = Volume of the anchor Block = Combined angle of horizontal and vertical angle = Acting Forces on the Block 1) Weight of Pipe shell per meter S1 = S2 = π*D*t*γs = 2) Weight of water in pipe per meter 2 w1 = w2 = (π*D /4)*γs = 3) Thrust due to inclination of pipe a) for Upper pipe W1 = 0.5*(w1+S1)*l1*cosα1 b) for lower pipe W2 = 0.5*(w2+S2)*l2*cosα2

Puwa Anchor Block

D1 = D2 = t= H= Q= d1 = L1 = L2 = l1 = l2 = α1 = α2 = Φ= γs = γw = γc = f= C= λ= S= w= v= μ= A= qb = Ho = ∆a = V= ψ=

1.1 1.116 8 2.197 2.6015

m m mm m m3/s

5m 3.6 m 5m 5m 0 deg 19 deg 0 deg 7.85 t/m3 1 t/m3 2.4 t/m3 0.5 0.15 0.5 0.217 t/m 0.950 t/m 2.737 m/s 0.12 0.950 m2 20 t/m2 0m 0 m2 9.28 m3 19 deg -1 cos (cosα1 * cosα2 * cosΦ Ŧ sinα1 * sinα1)

0.217 t/m 0.95 t/m

2.918 ton 2.759 ton

4) Axial component due to dead weight of the pipe and friction force between saddle support and pipe T1 = S1*L1*sinα1+C(w1+S1)*(L1-l1/2)*cosα1 0.438 ton T2 = S2*L2*sinα2+C(w2+S2)*(L2-l2/2)*cosα2 0.436 ton 5) Thrust due to friction of water in the pipe (2*f*Q2*L1)/(g*pi()*D13) P1 =

0.825 ton

P2 =

(2*f*Q2*L2)/(g*pi()*D23)

0.569 ton

6) Centrifugal force due to horizontal and vertical Bends of the pipe P3 = (2*v2*sin(ψ/2))/g

0.252 ton

7) Resultant force of water pressure acting at the bending point of pipe P4 = 2*H*A*sin(ψ/2)

0.689 ton

8) Thrust due to axial internal pressure acting to reducer P5 = ∆a * Ho

0

9) Dead weight of the Anchor Block = Wb = γc * V

22.27173 ton

10) Seismic Force F= μ * Wb

2.672608 ton

Shape of Anchor Block

Adopt the size as below Width of the block = Total Length = Height of the block = Total volume = Deduct pipe pipe length in the block = Pipe dia external = pipe vol Total Anchor Block Volume =

2 2.5 3.4142 11.0142

m m m m3

1.773 0.978179 1.734311 9.279889

m m2 m3 m3

A= centroid=

Force and Moment calculation of dead load of the Block

5.5071 1.2707

Qd = 2.6015 m3/s P Dia. =1.1 m Ref Fig. CAD DRG.

block shape

segment

vol 1 2 3 4

Total

9.28 0.00 0.00 0.00 9.28

Seismic force on AB Upper pipe Lower pipe Total

wt, ton arm abt TOE Moment, tm 22.27 1.27 28.30 0.00 4.75 0.00 0.00 2.33 0.00 0.00 1.75 0.00 22.27 28.30 Mx -2.67 -0.21 -0.20 -3.08

1.71 0.00 0.17

-4.56 0.00 -0.03 -4.60 My

deduction vol of pipe 3.492099 1.995485 0 4.04966

32.89731

Stability Calculation of Anchor Block Forces Horizontal Vertical p(x) p(y) W1 2.918 0.00 2.92 W2 2.759 0.90 2.61 T1 0.438 -0.44 0.00 T2 0.436 -0.14 0.41 P1 0.825 0.00 0.82 P2 0.569 -0.19 0.54 P3 0.252 -0.08 -0.24 P4 0.689 -0.22 -0.65 Total -0.17 6.41 wt of block 22.27173 Total = -0.17 28.68 F(x) = ∑p(x) -0.17 Total Horizontal Force F(y) = ∑p(y) +Wb 28.68 Total Vertical Force X = Point of action of Horizontal Resultant force = Mx / Wb = 1.2707 Y = Point of action of Horizontal Resultant Force =My / Wb = -0.20639 Total horizontal moment due to different forces = F(x) * Y = 0.035734 Total vertical moment due to different forces = p(y) * X = 8.148726 Moment due to block itself = Mx = 28.30 Total Moment acting on the Block = ∑M = 36.49

A) Safety Against Overturning L= x = M/F(y) L/2 = e= L/6 = e < L/6

2.5 1.27 1.25 -0.02 0.416667 OK

B ) Safety Against Sliding FS = 1.5 for Normal Condition FS = F(y) * λ / F(x) > 1.5 FS =

82.84

OK

m m m m

Block 1 L1 = H1 = B= Block 2 L2 = H2 = Block 3 L3 = H3 = Block 4 L4 = H4 =

check for component forces and sign conventi H21 = H31 = L5 = L= Anchor Block NO.1 Overturning Check Sliding Check Bearing Capacity Vol of Concrete =

m m tm tm tm tm

Considering Earthquake Overturning Check Sliding Check Bearing Capacity

C) Check Against Bearing Capacity σ max = F(y) / A*(1(+/-)6 e/B) < qa Where, σ max = Max. compressive Stress σ min = Min. compressive Stress F(y) = Total Vertical forces A = Base area e = essentricity qa = allowable bearing capacity of foundation

5.359201 6.114606 28.68 5 -0.02 20

t/m2

OK

t m2 m t/m2

Considering Earthquake Effect Total Horizontal Force = F(x) + Fe = Total Vertical Force = F(y) = Total Moment M = A) Safety Against Overturning L= x = M/F(y) L/2 = e= L/6 = e < L/6

-3.25 t 28.68 t 31.89 tm

2.5 1.11 1.25 0.14 0.416667

m m m m

OK


4.41

OK


5.359201 6.114606 28.68 5 0.14 20

t/m2 t m2 m t/m2

OK

Puwa Anchor Block

from Penstock optimization 0.558 from drg. Head

from drg. from drg. from drg. from drg. from drg. from drg. from drg. from drg.

0.000 rad 0.332 rad 0.000 rad

1.69 m

Horizontal deflection

Bearing Capacity For different Type of soil in t/m2 1 clay 18-22 2 Sand 20-32 3 Sand/Gravel 30-40 4 Sand/Gravel/Clay 35-65 5 Rock 60-100

From Table above

0.331612558 rad α1 * cosα2 * cosΦ Ŧ sinα1 * sinα1)

F1 F2

e support and pipe F4

0.945519

Friction Coeefficient between Anchor Block and the foundatio 1 Weathered Rock 0.5 2 Firm Rock 0.6

F8

Wb

Qd = 2.6015 m3/s P Dia. =1.1 m L3=3.5 block shape

L5=-1

2m 3.8 m 4m

H3=1.5 H1=3.8

2.5 m 4m

H2=4 ok or adjust H4=3

H21=0.2

3.5 m 1.5 m H31=-0.59 3.5 m 3m

L4=3.5

component forces and sign conventions 0.2 m -0.5858 m 4.5 m 8m Anchor Block NO.1 Overturning Check -0.02 Sliding Check 82.84 Bearing Capacity 5.36 Vol of Concrete = 9.28 Considering Earthquake Overturning Check Sliding Check Bearing Capacity

L2=2.5 L=8

e 1.5 OK B <20 t/m2 OK m3

1.65

0.14 e 1.2 OK 5.36 B <20 t/m2 OK

0.0365

3.65

L1=2

chor Block and the foundation

H=4.5



1.1 1.116 8 38.818 2.6015

m m mm m m3/s

69.78 m 3m 5m 5m 19 deg 26 deg 0 deg 7.85 t/m3 1 t/m3 2.4 t/m3 0.02 0.15 0.6 0.217 t/m 0.950 t/m 2.737 m/s 0.12 0.950 m2 35 t/m2 0m 0 m2 14.19 m3 7 deg cos-1(cosα1 * cosα2 * cosΦ Ŧ sinα1 * sinα1)

0.217 t/m 0.95 t/m

2.759 ton 2.623 ton

4) Axial component due to dead weight of the pipe and friction force between saddle support and pipe T1 = S1*L1*sinα1+C(w1+S1)*(L1-l1/2)*cosα1 16.069 ton T2 = S2*L2*sinα2+C(w2+S2)*(L2-l2/2)*cosα2 0.364 ton 5) Thrust due to fricyion of water in the pipe (2*f*Q2*L1)/(g*pi()*D13) P1 =

0.461 ton

P2 =

(2*f*Q2*L2)/(g*pi()*D23)

0.019 ton


0.093 ton


4.504 ton


0


34.06478 ton


4.087774 ton



2.4 2.5 2.263 16.82496

m m m m3

2.69 0.978179 2.631301 14.19366

m m2 m3 m3

A= centroid=


7.0104 1.2844


block shape

segment

vol 1 2 3 4

Total

14.19 0.00 0.00 0.00 14.19



1.52 0.26 0.24

-6.20 -0.05 -0.05 -6.29 My


50.04621

Stability Calculation of Anchor Block Forces Horizontal Vertical p(x) p(y) W1 2.759 0.90 2.61 W2 2.623 1.15 2.36 T1 16.069 -15.19 5.23 T2 0.364 -0.16 0.33 P1 0.461 -0.15 0.44 P2 0.019 -0.01 0.02 P3 0.093 -0.01 -0.09 P4 4.504 -0.55 -4.47 Total -14.02 6.41 wt of block 34.06478 Total = -14.02 40.48 F(x) = ∑p(x) -14.02 Total Horizontal Force F(y) = ∑p(y) +Wb 40.48 Total Vertical Force X = Point of action of Horizontal Resultant force = Mx / Wb = 1.2844 Y = Point of action of Horizontal Resultant Force =My / Wb = -0.18475 Total horizontal moment due to different forces = F(x) * Y = 2.590877 Total vertical moment due to different forces = p(y) * X = 8.239233 Moment due to block itself = Mx = 43.75 Total Moment acting on the Block = ∑M = 54.58


2.5 1.35 1.25 -0.10 0.416667 OK


1.73

OK

m m m m



m m tm tm tm tm



5.086865 8.406345 40.48 6 -0.10 20

t/m2

OK

t m2 m t/m2


-18.50 t 40.48 t 48.29 tm

2.5 1.19 1.25 0.06 0.416667

m m m m

OK


1.31

OK


5.086865 8.406345 40.48 6 0.06 20

t/m2 t m2 m t/m2

OK

from Penstock optimization 29.86 from Penstock optimization from drg. from drg. from drg. from drg. from drg. from drg. from drg. from drg. from drg.

0.332 rad 0.454 rad 0.000 rad

1 2 3 4 5


Bearing Capacity For different Type of soil in t/m2 clay 18-22 Sand 20-32 Sand/Gravel30-40 Sand/Gravel/Clay 35-65 Rock 60-100


F1 F2


0.992546

F8

Wb


L5=-1

2m 3.8 m 4m 2.5 m 4m

H3=1.5 H1=3.8 H2=4 ok or adjust H4=3

H21=0.2

3.5 m 1.5 m H31=-1.74 3.5 m 3m

L4=3.5

component forces and sign conventions 0.2 m -1.737 m 4.5 m 8m Anchor Block NO.2 Overturning Check -0.10 e 1.5 OK Bearing Capacity 5.09 B <20 t/m2 OK Vol of Concrete = 14.19 m3 Considering Earthquake Overturning Check Sliding Check Bearing Capacity

0.06 e 1.2 OK 5.09 B <20 t/m2 OK

L2=2.5 L=8

L1=2

H=4.5



1.1 1.116 8 59.995 2.6015

m m mm m m3/s


0.217 t/m 0.95 t/m

2.623 ton 2.855 ton


0.312 ton

P2 =

(2*f*Q2*L2)/(g*pi()*D23)

0.019 ton


0.186 ton


13.897 ton


0


41.41564 ton


4.969877 ton



2.4 2.9 4.0461 20.328

m m m m3

3.14 0.978179 3.071482 17.25652

m m2 m3 m3

A= centroid=


8.47 1.4484


block shape

segment

vol 1 2 3 4

Total

17.26 0.00 0.00 0.00 17.26



1.96 0.42 0.12

-9.75 -0.09 -0.03 -9.87 My


69.85731

Stability Calculation of Anchor Block Forces Horizontal Vertical p(x) p(y) W1 2.623 1.15 2.36 W2 2.855 0.59 2.79 T1 11.528 -10.36 5.05 T2 0.221 -0.05 0.22 P1 0.312 -0.14 0.28 P2 0.019 0.00 0.02 P3 0.186 -0.05 -0.18 P4 13.897 -3.36 -13.48 Total -12.21 -2.95 wt of block 41.41564 Total = -12.21 38.47 F(x) = ∑p(x) -12.21 Total Horizontal Force F(y) = ∑p(y) +Wb 38.47 Total Vertical Force X = Point of action of Horizontal Resultant force = Mx / Wb = 1.4484 Y = Point of action of Horizontal Resultant Force =My / Wb = -0.23834 Total horizontal moment due to different forces = F(x) * Y = 2.910405 Total vertical moment due to different forces = p(y) * X = -4.2679 Moment due to block itself = Mx = 59.99 Total Moment acting on the Block = ∑M = 58.63


2.9 1.52 1.45 -0.07 0.483333 OK


1.89

OK

m m m m



m m tm tm tm tm



4.503861 6.550452 38.47 6.96 -0.07 20

t/m2

OK

t m2 m t/m2


-17.64 t 38.47 t 48.76 tm

2.9 1.27 1.45 0.18 0.483333

m m m m

OK


1.31

OK


4.503861 6.550452 38.47 6.96 0.18 20

t/m2 t m2 m t/m2

OK


0.454 rad 0.209 rad 0.000 rad

1 2 3 4 5


Bearing Capacity For different Type of soil in t/m2 clay 18-22 Sand 20-32 Sand/Gravel 30-40 Sand/Gravel/Clay 35-65 Rock 60-100


F1 F2


0.970296

F8

Wb

Qd = 2.6015 m3/s P Dia. =1.1 m L5=-0.599999999999994 L3=3.5 block shape

2m 3.8 m 4m 2.5 m 4m

H3=1.5 H1=3.8 H2=4 ok or adjust H4=3

H21=0.2

3.5 m 1.5 m H31=0.05 3.5 m 3m

L4=3.5

component forces and sign conventions 0.2 m 0.0461 m 4.5 m 8m Anchor Block NO.3 Overturning Check -0.07 e 1.5 OK Bearing Capacity 4.50 B <20 t/m2 OK Vol of Concrete = 17.26 m3 Considering Earthquake Overturning Check Sliding Check Bearing Capacity

0.18 e 1.2 OK 4.50 B <20 t/m2 OK

L2=2.5 L=8

L1=2

H=4.5



1.1 1.12 10 74.087 2.6015

m m mm m m3/s


0.271 t/m 0.95 t/m

2.987 ton 2.745 ton


0.317 ton

P2 =

(2*f*Q2*L2)/(g*pi()*D23)

0.019 ton


0.186 ton


17.161 ton


0


60.16677 ton


7.220012 ton



3.1 3.6 3 28.81326

m m m m3

3.8 0.985203 3.743773 25.06949

m m2 m3 m3

A= centroid=


9.2946 1.9075


block shape

segment

vol 1 2 3 4

Total

25.07 0.00 0.00 0.00 25.07



1.70 0.23 0.35

-12.27 -0.07 -0.10 -12.45 My


127.2132

Stability Calculation of Anchor Block Forces Horizontal Vertical p(x) p(y) W1 2.987 0.62 2.92 W2 2.745 1.20 2.47 T1 10.877 -10.64 2.26 T2 0.439 -0.19 0.39 P1 0.317 -0.07 0.31 P2 0.019 -0.01 0.02 P3 0.186 -0.05 -0.18 P4 17.161 -4.15 -16.65 Total -13.28 -8.46 wt of block 60.16677 Total = -13.28 51.71 F(x) = ∑p(x) -13.28 Total Horizontal Force F(y) = ∑p(y) +Wb 51.71 Total Vertical Force X = Point of action of Horizontal Resultant force = Mx / Wb = 1.9075 Y = Point of action of Horizontal Resultant Force =My / Wb = -0.20684 Total horizontal moment due to different forces = F(x) * Y = 2.746445 Total vertical moment due to different forces = p(y) * X = -16.1366 Moment due to block itself = Mx = 114.77 Total Moment acting on the Block = ∑M = 101.38


3.6 1.96 1.8 -0.16 0.6 OK


2.34

OK

m m m m



m m tm tm tm tm



3.192927 6.073596 51.71 11.16 -0.16 20

t/m2

OK

t m2 m t/m2


-21.09 t 51.71 t 88.93 tm

3.6 1.72 1.8 0.08 0.6

m m m m

OK


1.47

OK


3.192927 6.073596 51.71 11.16 0.08 20

t/m2 t m2 m t/m2

OK


0.209 rad 0.454 rad 0.000 rad

1 2 3 4 5




F1 F2


0.970296

F8

Wb

Qd = 2.6015 m3/s P Dia. =1.1 m L5=0.0999999999999943 L3=3.5 block shape

2m 3.8 m 4m 2.5 m 4m

H3=1.5 H1=3.8 H2=4 ok or adjust H4=3

H21=0.2

3.5 m 1.5 m H31=-1 3.5 m 3m

L4=3.5

component forces and sign conventions 0.2 m -1 m 4.5 m 8m Anchor Block NO.4 Overturning Check -0.16 e 1.5 OK Bearing Capacity 3.19 B <20 t/m2 OK Vol of Concrete = 25.07 m3 Considering Earthquake Overturning Check Sliding Check Bearing Capacity

0.08 e 1.2 OK 3.19 B <20 t/m2 OK

L2=2.5 L=8

L1=2

H=4.5



1.1 1.124 12 103.285 2.6015

m m mm m m3/s


0.326 t/m 0.95 t/m

2.867 ton 2.790 ton


0.320 ton

P2 =

(2*f*Q2*L2)/(g*pi()*D23)

0.019 ton


0.040 ton


5.139 ton


0


42.50493 ton


5.100591 ton



2.4 3 4 21.09

m m m m3

3.406 0.992253 3.379614 17.71039

m m2 m3 m3

A= centroid=


8.7875 1.5701


block shape

segment

vol 1 2 3 4

Total

17.71 0.00 0.00 0.00 17.71



1.95 0.44 0.33

-9.95 -0.11 -0.08 -10.14 My


76.87203

Stability Calculation of Anchor Block Forces Horizontal Vertical p(x) p(y) W1 2.867 1.26 2.58 W2 2.790 1.35 2.44 T1 14.843 -13.34 6.51 T2 0.557 -0.27 0.49 P1 0.320 -0.14 0.29 P2 0.019 -0.01 0.02 P3 0.040 0.00 -0.04 P4 5.139 -0.27 -5.13 Total -11.42 7.14 wt of block 42.50493 Total = -11.42 49.65 F(x) = ∑p(x) -11.42 Total Horizontal Force F(y) = ∑p(y) +Wb 49.65 Total Vertical Force X = Point of action of Horizontal Resultant force = Mx / Wb = 1.5701 Y = Point of action of Horizontal Resultant Force =My / Wb = -0.23844 Total horizontal moment due to different forces = F(x) * Y = 2.723549 Total vertical moment due to different forces = p(y) * X = 11.21544 Moment due to block itself = Mx = 66.74 Total Moment acting on the Block = ∑M = 80.68


3 1.62 1.5 -0.12 0.5 OK


2.61

OK

m m m m



m m tm tm tm tm



4.74144 9.049688 49.65 7.2 -0.12 20

t/m2

OK

t m2 m t/m2


-17.01 t 49.65 t 70.54 tm

3 1.42 1.5 0.08 0.5

m m m m

OK


1.75

OK


4.74144 9.049688 49.65 7.2 0.08 20

t/m2 t m2 m t/m2

OK


0.454 rad 0.506 rad 0.000 rad

1 2 3 4 5




F1 F2


0.99863

F8

Wb


L5=-0.5

2m 3.8 m 4m 2.5 m 4m

H3=1.5 H1=3.8 H2=4 ok or adjust H4=3

H21=0.2

3.5 m 1.5 m H31=0 3.5 m 3m

L4=3.5

component forces and sign conventions 0.2 m 0m 4.5 m 8m Anchor Block NO.5 Overturning Check -0.12 e 1.5 OK Bearing Capacity 4.74 B <20 t/m2 OK Vol of Concrete = 17.71 m3 Considering Earthquake Overturning Check Sliding Check Bearing Capacity

0.08 e 1.2 OK 4.74 B <20 t/m2 OK

L2=2.5 L=8

L1=2

H=4.5



1.1 1.124 12 143.559 2.6015

m m mm m m3/s

61.08 m 3m 5m 5m 29 deg 35 deg 27 deg 7.85 t/m3 1 t/m3 2.4 t/m3 0.02 0.15 0.6 0.326 t/m 0.950 t/m 2.737 m/s 0.12 0.950 m2 20 t/m2 0m 0 m2 58.69 m3 23.58981 deg cos-1(cosα1 * cosα2 * cosΦ Ŧ sinα1 * sinα1)

0.326 t/m 0.95 t/m

2.790 ton 2.613 ton


0.403 ton

P2 =

(2*f*Q2*L2)/(g*pi()*D23)

0.019 ton

6) Centrifugal force due to horizontal and vertical Bends of the pipe P3 = (2*v2*sin(ψ/2))/g 7) Resultant force of water pressure acting at the bending point of pipe P4 = 2*H*A*sin(ψ/2)

0.312 ton

55.775 ton


0


140.8525 ton


16.90229 ton



4.4 4.1 4.3414 62.75676

m m m m3

4.1 0.992253 4.068238 58.68852

m m2 m3 m3

A= centroid=


14.2629 2.0793


block shape

segment

vol 1 2 3 4

Total

58.69 0.00 0.00 0.00 58.69



2.04 0.68 0.57

-34.40 -0.22 -0.18 -34.80 My


327.6783

Stability Calculation of Anchor Block Forces Horizontal Vertical p(x) p(y) W1 2.790 1.35 2.44 W2 2.613 1.50 2.14 T1 19.445 -17.01 9.43 T2 0.639 -0.37 0.52 P1 0.403 -0.20 0.35 P2 0.019 -0.01 0.02 P3 0.312 -0.12 -0.29 P4 55.775 -22.32 -51.11 Total -37.17 -36.50 wt of block 140.8525 Total = -37.17 104.35 F(x) = ∑p(x) -37.17 Total Horizontal Force F(y) = ∑p(y) +Wb 104.35 Total Vertical Force X = Point of action of Horizontal Resultant force = Mx / Wb = 2.0793 Y = Point of action of Horizontal Resultant Force =My / Wb = -0.24709 Total horizontal moment due to different forces = F(x) * Y = 9.185326 Total vertical moment due to different forces = p(y) * X = -75.8978 Moment due to block itself = Mx = 292.87 Total Moment acting on the Block = ∑M = 226.16


4.1 2.17 2.05 -0.12 0.683333 OK


1.68

OK

m m m m



m m tm tm tm tm



4.858986 6.709843 104.35 18.04 -0.12 20

t/m2

OK

t m2 m t/m2


-54.71 t 104.35 t 191.36 tm

4.1 1.83 2.05 0.22 0.683333

m m m m

OK


1.14

NOT OK


4.858986 6.709843 104.35 18.04 0.22 20

t/m2 t m2 m t/m2

OK


0.506 rad 0.611 rad 0.471 rad

1 2 3 4 5




F1 F2


0.916434

F8

Wb

Qd = 2.6015 m3/s P Dia. =1.1 m L5=0.599999999999998 L3=3.5 block shape

2m 3.8 m 4m 2.5 m 4m

H3=1.5 H1=3.8 H2=4 ok or adjust H4=3

H21=0.2

3.5 m 1.5 m H31=0.34 3.5 m 3m

L4=3.5

component forces and sign conventions 0.2 m 0.3414 m 4.5 m 8m Anchor Block NO.6 Overturning Check -0.12 e 1.5 OK Bearing Capacity 4.86 B <20 t/m2 OK Vol of Concrete = 58.69 m3 Considering Earthquake Overturning Check Sliding Check Bearing Capacity

0.22 e
L2=2.5 L=8

L1=2

H=4.5



1.1 1.146 23 196.17 2.6015

m m mm m m3/s

67.33 m 3m 5m 5m 35 deg 0 deg 35 deg 7.85 t/m3 1 t/m3 2.4 t/m3 0.02 0.15 0.6 0.624 t/m 0.950 t/m 2.737 m/s 0.12 0.950 m2 25 t/m2 0m 0 m2 200.89 m3 47.85493 deg cos-1(cosα1 * cosα2 * cosΦ Ŧ sinα1 * sinα1)

0.624 t/m 0.95 t/m

3.224 ton 3.936 ton


0.444 ton

P2 =

(2*f*Q2*L2)/(g*pi()*D23)

0.018 ton


0.620 ton


151.222 ton


0


482.1411 ton


57.85694 ton



9 6.5851 4.1494 207.081

m m m m3

6 1.031476 6.188856 200.8921

m m2 m3 m3

A= centroid=


23.009 3.1754


block shape

segment

vol 1 2 3 4

Total

200.89 0.00 0.00 0.00 200.89



1.99 1.38 0.00

-114.98 -0.85 0.00 -115.83 My


1646.819

Stability Calculation of Anchor Block Forces Horizontal Vertical p(x) p(y) W1 3.224 1.85 2.64 W2 3.936 0.00 3.94 T1 36.636 -30.01 21.01 T2 0.118 0.00 0.12 P1 0.444 -0.25 0.36 P2 0.018 0.00 0.02 P3 0.620 -0.46 -0.42 P4 151.222 -112.12 -101.47 Total -141.00 -73.80 wt of block 482.1411 Total = -141.00 408.34 F(x) = ∑p(x) -141.00 Total Horizontal Force F(y) = ∑p(y) +Wb 408.34 Total Vertical Force X = Point of action of Horizontal Resultant force = Mx / Wb = 3.1754 Y = Point of action of Horizontal Resultant Force =My / Wb = -0.24024 Total horizontal moment due to different forces = F(x) * Y = 33.873 Total vertical moment due to different forces = p(y) * X = -234.336 Moment due to block itself = Mx = 1530.99 Total Moment acting on the Block = ∑M = 1330.53


6.5851 3.26 3.29255 0.03 1.097517 OK


1.74

OK

m m m m



m m tm tm tm tm



7.047112 6.732946 408.34 59.2659 0.03 20

t/m2

OK

t m2 m t/m2


-200.21 t 408.34 t 1214.70 tm

6.5851 2.97 3.29255 0.32 1.097517

m m m m

OK


1.22

OK


7.047112 6.732946 408.34 59.2659 0.32 20

t/m2 t m2 m t/m2

OK


0.611 rad 0.000 rad 0.611 rad

1 2 3 4 5




F1 F2


0.67101

F8

Wb


L5=3.0851

2m 3.8 m 4m 2.5 m 4m

H3=1.5 H1=3.8 H2=4 ok or adjust H4=3

H21=0.2

3.5 m 1.5 m H31=0.15 3.5 m 3m

L4=3.5

component forces and sign conventions 0.2 m 0.1494 m 4.5 m 8m Anchor Block NO.7 Overturning Check 0.03 e 1.5 OK Bearing Capacity 7.05 B <20 t/m2 OK Vol of Concrete = 200.89 m3 Considering Earthquake Overturning Check Sliding Check Bearing Capacity

0.32 e 1.2 OK 7.05 B <20 t/m2 OK

L2=2.5 L=8

L1=2

H=4.5

Anchor Block no 1 2 3 4 5 6 7

concrete vol 9.279889 m3 14.19366 m3 17.25652 m3 25.06949 m3 17.71039 m3 58.68852 m3 200.8921 m3

Total concrete Vol

343.0906 m3

Anchor Block

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