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ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gonbad Project type : MHP M,H,P No F 256

Data from site for river foram50m(U/S) to Intak

h1= U / S Normal elevation of ware in the river 2805.08 m h2= D / S Normal elevation of water in the river

2804.80

m h3= U / S flood elevation of water in the river 2805.18 m h4= D / S flood elevation of water in the river

2804.90

m

h5= 2804.13 m

h6 2804.95 m

h7

2804.670

m

n fom tabale 0.025

S= length sarvay Slop 50.00 m

B= 7.00 m

h= h1-h2 for Normal time 0.28 m

h= h3-h4 for Flood time 0.28 m

h= h6-h7 for minmam water 0.28 m

L= Horizontal Length= S^2- h^2 50.00

Slop = V / H 0.0056

H2= minma water depth in the river (h7 - h5 ) 0.54 m

P= B + 2* H1 wetted perimeter for minm water depth 8.0880 m

A= B*H3 3.8080 m2

R= A / P the hydraulic radic for minm water depth 0.4708 m

V=1 /n *R^0.6667* √ S for Normal water 1.8116 m/sec

Q= minm. Water in the river

6.90

m3/sec

H1=

0.674

m

P= B + 2* H1 wetted perimeter for Normal water depth 8.3480 m

A= B*H1 4.7180 m2

R= A/ P the hydraulic radic for Normal water depth 0.5652 m

V=1 /n *R^0.6667* √ S for Normal water 2.046 m/sec

Q= Normal water in the river for normal time

9.65

m3/sec

H3=

0.77

m

P= B + 2* H2 wetted perimeter for flood water depth 8.5480 m

A= B*H2 5.4180 m2

R= A / P the hydraulic radic for floodl water depth 0.6338 m

V=1 /n *R^0.6667* √ S for flod water 2.2087 m/sec

Q= Maxm water in the river for flood time

11.97

m3

elevation for apron of river

U/S minmam elevation of water in the river D/S minmam elevation of water in the river

width of river

Normal water depth for Norma time in the river(h2-h5)

(2)

ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gonbad Project type : MHP M,H,P No F 256 H= freeboard 0.2 m

h1= U / S minm elevation of water in the canal

2804.7

m h2= D / S minm elevation of water in the canal 2803.77 m h3= U / S elevation for flood water in the canal

2804.90

m

h4= D / S elevation for flood water in the canal 2804 m

h5= 2803.27

n fom tabale for canal 0.017

S= length sarvay Slop 400 m

B= 1 m

h= h1-h2 for Normal time 0.90 m

h= h3-h4 for Flood time 0.90 m

L= Horizontal Length= S^2- h^2 400.00

Slop = V / H 0.0022

H1= 0.50 m

P= B + 2* H1 wetted perimeter for Normal water depth 2.0000 m

A= B*H1 0.5 m2

R= A / P the hydraulic radic for Normal water depth 0.250 m

V=1 /n *R^0.6667* √ S for Normal water(1-1.5) 1.107 m.sec

Q= minmam water in the canal for normal time A*V 0.554 m3/sec

S= (n*V/ R^0.667*√S*R

0.0022

H2=

0.730

m

P= B + 2* H2 wetted perimeter for flood water depth 2.46 m

A= B*H2 0.73 m

R= A / P the hydraulic radic for floodl water depth 0.297 m

V=1 /n *R^0.6667* √ S for flod water

1.24

m

Q=

0.906

m3/sec

S=

(n*V / R^0.667)^2

0.0023

Q=

A * 1/ n *R0.6667* √ R*S

0.906

Maxm water in the canal for floodl time=A *V

Deta from site for canal

elevation for apron of canal

width of canal

minmam water depth in the canal(h2-h5)

(3)

ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gunbad Project type : MHP M,H,P No F 256

canal type stone masonry with cement mortor

Q flood flow 0.906

n coefficent 0.017

Q desing flow 0.554

N for gravelly earth side slope m 0

V choos Velocity m/s 1.107

A=Q/ V Crosection area 0.50

X=2√(1+N^2) - 2N best factor for canal 0

m 0.500

B=H*X m 1.000

T=B+(2H*N) m 1.000

Vc m/s V< 0.8 Vc ok

Vc critical velocity √ A*g /T m/s 2.2

0.8 Vc m/s 1.8 > v ok

the wetted perimeter

P=B + 2* H√ (1+N^2) m 2.000

R= A / P m 0.250

the reqired canal slope

0.0023

Cheke Q=A*1/n *R^0.1667*√R*S 0.554 0k

check the flow depth for maximum flood flow in the canal Q=[(B*H+N*(H)^2)^5/3*√S] / n*[B+2*H√(1+N^2)]^2/3 Triaf value of H(m)

ok

d=11RS 6

Canal desing

Correspandding Q =1.11m³/s

largest particle that will be transported in the canal(mm) 0.408

the hydraulic radic

S=[n*V / R^0.667]^2

H= √ A / (X+N) the water depth incana The bed width

0.4 0.27 0.90 top width (Rectangular canal) 0.3 0.73

(4)

Desing of Channel for Q= 1 m3 for shadman CDCs

No

n

s

b,m

h,m A,m2 P(m) R(m) R⅔

√S V(m/s) Q,m3

3 0.017 0.0023 1.0 0.3 0.3 1.6 0.188 0.326 0.05 0.91 0.27

4 0.017 0.0023 1.0 0.4 0.40 1.8 0.222 0.365 0.05 1.02 0.41

5 0.017 0.0023 1.0 0.73 0.73 2.5 0.297 0.443 0.05 1.24 0.90

Note: Mostly when we going to make Design for channel we can uese the Trille Method and also we can uese the mening formula for design of the channel.you can see the

following

Lenth of channel=245m

Q=V*A s=slope of channel=2% R=A/P Design for Q=1m3

V=C√RS n=0.014 P=2h+b

C=1/n*R1/6 A=b*h

Q=V*A=C√RS*A=1/n*R⅔*A*√S

Section Free board=20cm

Actual diminstion=(100*200)cm

100

0.579

(5)

ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gunbad Project type : MHP M,H,P No F 256

g

9.81 m/s²

C

for roughlyfinshed stone masonry oriffic

0.6 m/s

V1

velocity

for M.H.P 1-1.5

1.107 m³/s ok

Q

desing flow

0.554

Q 0.906

w

width of canal

1.000 m

Hh

headrace canal

0.50 m

Hfr

flood water level

in to river

0.77 m

Hnr

Normal water Level in the river

0.67

Q

increased Trashrack and seepeage losses

15%

Q

Q desing*1.15

15% increased to meet trashrack 0.637 m³/s

A

oriffice area

Q / V1 0.58

H

oriffice height

choose 0.2 m

W

oriffice width

A / H 2.88 m

h

bottom of the oriffic above the river bed level

0.2 m

Q

discharge in oriffic

0.637 m³/s ok

V

acceptable rang

Q / A

1.108

m/s ok

Qflood =A *C √ 2*g(Hf-Hh)

Discharge through the oriffic during flood flow

m³/s

Q=

A*C √2*g *(Hf - Hh)

0.80 m³/s

H=

depth of water in the canal

A / width canalfor normal 0.58 m

Spill excessflood water= Q flood -Q desing 0.246 m³/sec

Spill Normal excess water= Q discharge in oriffiic - Qdesing

0.083 m³/sec

A*C√2g*(Hr-Hh)

desing flood

Design sizing Oriffice

(6)

ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gonbad Project type : MHP M,H,P No F 256 Step 1.

Q=

Maximum flood discharge

11.97

m³/sec

L = 4.75 Q1/2 =

Length of water way

16.432

m

L=

Provide

7.00

m

q= Q/L=

discharge per unit length of water way

0.728

Step 2.

f=

Lacey ,s silt factor

1

R= 1.35 (q2/f) 1/3

Scour depth

0.239

m

Regime Velocity

= q / R

3.05

m/sec

Velocity head

= V

2

/2g

0.475

m

Step3

H.F L before construction

2804.90

m

Level of d/s T.E.L. = H.F.L before cons. + V2/2g 2805.37

m

Afflux 1

m

Level of u/s T.E.L. = d/s T.E.L. + Afflux 2806.37

U/s H.F.L= Us T.E.L - V^²/ 2*g

2805.90

m

Actual d/s H.F.L. allowing 0.5 m for retrogression =

H.F L before construction - 0.5

2804.4

m

Step 4.

Discharge Over crest of the weir is given bay q= 1.7 k3/2

k = (q/1.7)2/3 0.568

m

Crest level=

u/s T.E.L. – k

2805.81

m

Step 6.

Level of bottom of u/s pile(d1)

= u/s H.F.L. – 1.5 R

2805.54

m

(7)

u/s pile may take up to a level ( d1 ) 2803.8

m

d/s bed level

m

2804.126

m

Minmam water Level -U/s Pile

0.33

m

Level of bottom of d/s pile (d2)

= d/s H.F.L. after retrogression – 2R

2803.92

m

d2=

Manimam water water level -Level of bottum of d/s pile

0.48

m

Step 7.

Head of water 1.68

m

H=

crest level - Bed Level

1.68

m

v (B) Design of weir wall (B1) Step 8.

Calculation of top width

d = u/s T,E.L. – Crest level = 0.568

m

Top width B1 = d/√G 0.85

m

B1provide

1.00

m

From sliding consideration,

a = 3d/2G = 0.57

m

From practical considerations,

B1 = s + 1 = 1.00

m

Step 9.

Calculation of bottom width (B) Consideration II.

Mo = wh H2/2

When the water is at the crest, d and h will be equal. For this case, the value of d is given by h= d = [q2/ (2/3C)2 x 2g]1/3

(Neglecting the velocity of approach) where C = 0.58 is the coefficient of discharge. 0.58

Substituting

q= 0.673 M

3

/sec/m, we get

0.728

m³/sec

q²=

0.53

m³/sec

(2/3C)^2=

0.15

Height of crest

Hence provide concrete cutoff of 0.5 m depth below the bed of river at the u/s end of

Dept of u/s cut off = d1

Hs =crest Level - Bed level

the weir overturning moment given by

(8)

2g= 19.62

m/sec

d=

water depth over the weir

0.565

m

h=d=

[q

2

/ (2/3C)

2

x 2g]

1/3 0.566

m

Mo = W h H 2

/2 0.80

tm

if u/s is level The moment of resistance is given by: Mr = {WH(G-1)/6} (B 2 + B1B - B1²) Mr=

2.24*1.5(2.24-1)/6(B²+0.85*B-0.85^²)= 0.43B² +0.43B -0.43*(0.85)²=Mo

0.31

0.5 B² +0.26B -1.18 =0

0.31 B² +

0.31 B

-1.11 =

0

B=- b+(b^2-4ac)^0.5 /2*a

1.1087

0

1.46

m

B provide

2.2

m

v (C) Design of impervious and pervious aprons:

Step 10.

Assuming C = 12, total creep length is

L = CH

s

C= 12

L=

C*Hs

20.2

m

Step 11.

d/s impervious apron (L1): without crest shuttersL1 = 2.21*C √ Hs / 10 10.9

m

Step 12.

u/s impervious apron (L2):

L

2

= L – L

1

– (B + 2d

1

+ 2d

2

)

5.5

m

Step 13.

Total length of d/s apron

L3= 18*C

√ (Hs / 10 ) ( q / 75 )

8.72

m

Step 14.

Length of filter + launching apron =

L3 - L1

-2.15

m

OR

L3=

Min,inve+Min,hor,Lan+L1

12.78

m

Minimum length of inverted filter

1.5 d2 0.72

m

Minimum horizontal length of launching apron

2.5 d2 1.19

m

(9)

Step 15.

u/s block protection and launching apron:

d1 = 0.33

m

Length of u/s block protection = d1 = m. 0.33

m

Length of u/s Talus = 2d1 =. 0.652

m

Step 16.

Thickness of impervious floor

Provide a nominal thickness of 0.2 m to the u/s of the weir wall and 0.5 m below the weir wall Residual pressure at point A of figure just at the d/s of weir wall

Hr = Hs – (Hs/L) x(2*d2+L-L1+B) 0.64

m

Thickness (t) = 4/3* (Hr/G – 1) 0.69

m

Hence provide a thickness of0.59m from the d/s of weir wall to a pointm5from

Breing capocity of soil

Sand and garval

20 T / m²

Cf

Coefficient of friction

0.6

rwater =

Density of water

1 t/m³

rstone =

Density of stone

2.24 t/m³

P= H/2*(2*h+H) *D,water

2.36

t/m

Ww=Ww*(a+b)/2*H

6.02

tm

Mo= P*H/3 (3*h+H)/(2*h+H)

1.59

tm

X=W1*(B-B1/2)+W2*2/3*(B-B1)-Mo / Ww

1.099

m

Mr=Ww*X

6.62

tm

e=B/2-X

0.001

m

Chek

Pmax= Ww/B *(1+6*e/B)

20

<

2.75

tm

SFs=µ* Ww / P> 1.5

1.53

ok

SFO=MR / MO> 1.5

4.16

ok

(10)

ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gonbad Project type : MHP M,H,P 256 pagr 5

Breing capocity of soil

Sand and garval

20 T / m²

h

freeboard

0.2 m

H

the wire height

1.68 m

L

length or weir

16.432 m

Cw

were coefficint

1.5

b

Top width of weir

1.00 m

B

Bottom width of weir

2.20 m

h

Height of water form Top of weir

0.565 m

m

Coefficient of friction

0.6

rwater =

Density of water

1 t/m³

rstone =

Density of stone

2.24 t/m³

Q=

Maxm water in the river for flood time

11.97

d

H/3 { (3h+H) / (2h + H ) }

0.673 m

W1 =

b*H *rstone

3.76 t/m

W2 =

0.5 ( B - b)* H*Drstone

2.3 t/m

W =

W1 + W2

6.02 t/m

P =

2.36 t/m

Let x be the distance from toe where resultant of forces strike the base.

Taking moment about toe,

X=W1*(B-b/2)+W2*2/3(B-b)-P*d/w

1.0984

P =

P siol ≥

Pmatrails =

W

20

6.02 ok

e =

B/2 - x

0.002

B/6

0.367

<

0.367 ok Sliding check

W * m

>

P

W * m

3.61

3.6

>

2.36 ok

Chek

Pmax= Ww/B *(1+6*e/B)

20

>

2.75

SFs=µ* Ww / P> 1.5

1.53 ok

Mo= P*d

1.59 tm

MR=Ww*(X)

6.61 tm

SFO=MR / MO> 1.5

4.16 ok

H/2 ( 2h + H )*D rwater

Weir Design

0.002

(11)

ID-number

28-2802-0014 -2A

Province:

District:

Village:

Project type : MHP

M.H.P

No F

256 Head Loss: ˝ hf = 10 L n2 Q2 20 ˝ D5.3 Pipe dia : 0.508

hf = head loss due to friction (m) 0.27

L = penstock length (m) 9.0 2

n = roughness coefficient 0.012

Q = flow for one penstock (m3/s) 0.554 1

D = 41*Q^0.38

D = internal pipe diameter (m) 0.452

(SB p.126, "n" p.128)

∝ 28

Gross head (w/ forebay) (m) 8.5

Turbulence head loss (m) 0.26

Friction head loss (hf) (m) 0.3

Total head loss (m) 0.5

% loss < 10%hg (%) 6 o k

Net Head (m) 7.97

Velocity: v = 4 Q

3.14 * d2

v = velocity limit 2.5 to3.5 m/s (m / s) 2.73 ok

Q = flow (m3/s) 0.554

Provide d = Inside diameter (m) 0.508 provide

Turbulence Losses: (DM. p. 127, SB p. 130)

htl = v2 (K entrance + K bend + K valve + K contraction) 2 g

htl = total turbulence head loss (m) 0.26 v = penstock water velocity (m/s) 2.73 K entrance = 0.2 K bend = 0.14 K valve = 0.1 K contraction = 0.25

PENSTOCK Desing

Bamyan shebar Gunbad

(12)

ID-number

28-2802-0014 -2A

Province:

District:

Village:

Project type : MHP

M.H.P

No F

256 Surge calcultion

E=youngs pressure wave velocity 200000 N/mm²

3 mm

t=choos closuer time 5 s

a=pressurewave velocity=1+(2150*d)/E*t 1423 m/s

Tc=2*L /a Critical timme of close 0.0127 sec < 5sec ok

K=(L*V / g*hgross* T ) 0.00014 <1 ok

H surge= Hgross *√ K 0.10 m

Total H=H gross+ H surge 8.60 m

pipe wall Thickness

t=effective thickness=( t/1.1*1.2) - 1 1.27 mm

S Ultimate tensile strength 320 N/mm2

Calcultion safety factor

20.9 ok

6 mm

Di, of bolts=AS/3.14 1.5 cm

7.5 cm

pip Di 20" No. of Kamazes #REF! Nb,holes 16

3 m 9.0 m 3 Pc 6 Pc 3 Pc 14.4 Kg Gunbad

Flange washers needed

Falang thickness=2* thickness penstok

With falang=5* Di, of bolts

a=1440 / √( 1+ ( 2150 * d) E*t

SF=200*teffective* S / Htotal*d >3.5 Bamyan

shebar

Flanges needed

Kgs of Nuts & Bolts Length of penstock sections

Total Penstock Length

t= thickness of pip

(13)

ID-number

Province:

District:

Village:

Project type : MHP

M.H.P

No F

256 H forbay 2.74 F uried pip 5 t thickness penstock 3 mm

Q Flow for one penstack

553.6 L /s E ToungsMudlus 200000 N/mm² D Di of penstock 14" 508 mm t=(effective thickness)=( t / 1.1*1.2 ) - 1 1.27 mm (D/ T effective)^3 63589452.43 Q*(F/E) 0.01 (D/T)^3*Q*(F/E) 880123.24 (D/T)^3*Q*(F/E) 938.15 30.629 mm L= Lingth= hf +20% 3.288 m d= {Q*((F/E)*(D/Teffective)3)1/2}1/2 1.206 in 28-2802-0014 -2A

Airvent pip desing

d= {Q*((F/E)*(D/Teffective) 3 )1/2}1/2 Bamyan shebar Gunbad

(14)

ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gunbad Project type : MHP M,H,P No F 256 D

penstok

0.508 m h1

free bourd

0.2 m Q

discharge

0.554 m³/s V 2.73 m/s

hs=

1.5V²/2g or we can 4*Di penstock

2.03 m

Hf=

Hf =hs+Di penstock+fery bourd +free bourd

2.74 m

V1=

vulem of forbay=20* Q discharge

11.1

A=

V1 / hs

5.4 m

L=

√2*A

3.30

m

W=

L / 2

1.65

m

velocity in the penstock

Desing Foreby for one turbin

Width of foreby

Length of foreby

(15)

28-2802-0014 -2 A Bamyan Shebar Gunbad Project type : MHP M,H,P

No F

256 ∞ 11 º ß 26.5 º Width of canal 1.00 TAN15° 0.26 V 1.11 Q desing flow 0.5536 d lomit 0.3 mm

W from shilels graph 0.037 m/s

A Required basin surface area 2*Q / W 30

B width =Assum 3.30 m L A / B provide 10.0 m Vp 0.44√d limit 0.24 m/s Y Q / B*Vp 0.70 m freeborad 0.2 P=packingfactor 1 S=density 2600 kg/m³

T=Flushing frequncy( 6 ) h 28800 sec

C=Assum sediment concentration (kg) 2 kg

Sedimen load Q*T*C 31889.00 kg

V sediment=S lod / Sdecnity* P factor 12.26

Ystorege= V sediment / Basin area 0.37 m

Actual area L*B 33 m

L inIet= Y storege / sin∞ 1.94 m

Required Basin depth= Y+Y storeg+Freebourd 1.27 m

L outlet= Y storeg / sin ß 0.80 m

Storage Desing

District:

Village:

ID-number

Province:

Settling Desing

(16)

M.H.P 256

Penstock Internal Diameter d = 0.31 m

Penstock thickness t = 0.003 m

U/s penstock inclination R a = 28

D/s penstock inclination R b = 2.7

Dist. to upper support pier L2u = 0 m

L1u = 0 m

Dist. to lower support pier L2d = 4.5 m

L1d = 3 m

Buired depth of block at u/s face h1= 1 m

Buired depth of block at d/s face h2 = 0.6 m

Ht. of block from GL to bottom of pipe at d/s h3 = 0.8 m

Length of block (Base) B = 1.8 m

Length of block (Top) B1 = 0.89 m

Width of block W = 1.3

Uphill ground slope R i = 25 o

Angle of friction (soil) R fsoil = 25

o

Coefficient of friction (tar sheet used) f = 0.25

Unit weight of soil gsoil = 17 KN/m

3

.

Allowable bearing pressure P = 100

Coefficient of friction between soil and concrete m = 0.5

Unit weight of masonry gconcrete = 20 KN/m

3

.

Unit weight of steel gsteel = 77 KN/m

3

.

Unit weight of water gwater = 9.8 KN/m

3

.

Ht. of block at u/s face H1 = 2.1 m.

Ht. of block at d/s face [ = h2+h3 ] H2 = 1.4 m.

Ht. of block from base to c.l. of bend [ = h2+h3+(.5B)Tanl ] H3 = 8.432 m.

b1= 0.856 m.

b2 = 0.054 m.

Calculation of Block volume excluding volume of pipe

Volume of pipe upper side 0.055

Block areas h2*B a1 = 1.080 0.9 X1 b1*(h1-h2) a2 = 0.342 0.43 X2 a3 = 0.712 0.381 X3 0.5*b2*h3 a4 = 0.022 1.764 X4 0.5*B1*(H1-H2) a5 = 0.309 1.152 X5 0.5* b1(H1-h1) a6 = 0.469 0.571 X6

Total area of block 2.934

Volume of block 3.814Bamyan shebar Gunbad No F ID-number Province: District: Village: [ = h2+h3+(B1*tan l) ] B1*Π*d^2 /4*COSœ B1 *h3

Total area of block*Width of blok 28-2802-0014 -2A

Design of Support Pier (SP1)

0.663225116 0.04712389

0.436332313 0.436332313

(17)

Volume of block excluding pipe Vplum b.+ Vloum .p 3.869

Weight of the block Volum .b * gconcrete = Wb = 76.29 KN

Weight of pipe [ = p(d+t) t gsteel ] Wp = 0.23 KN/m

Weight of water [ = p d2gwater / 4 ] Ww = 0.74 KN/m

Wp + Ww = 0.97 KN/m

F1u = [ = (Wp + Ww)L1u Cos a ] 0.000 KN

F1d = [ = (Wp + Ww)L1d Cos b ] 2.897 KN

Frictional force per support pire 0.857 KN/SP

F2d = 0.857 KN

Soil force F10=

Ka= [ cosi - (cos 2

i - cos2f)0.5 1.0

( cosi + (cos2i - cos2f)0.5 F10=[ gsoil H1

2

Cosi Ka w / 2] 43.969 KN

This force acts at from base. 0.333 m.

Resolution of forces a = 28o 0.488692 R b = 2.7o 0.047124 R i = 25o 0.436332 R F1u = 0.000 0.000 F1d = 2.897 1.224 F2d = 0.857 0.757 0.757 -0.757 F10= 43.969 39.850 Wb = 76.29 0 ∑H = 41.831 Exp. ∑V = Exp. ∑H = 40.317 Cont. ∑V = Cont.

The center of gravity of the block from the upstream face of the block 0.699 m.

Weight of the block Wb acts at from O. 0.699

Sum of horizontal forces that act at the bend ∑H -F10x

1. Expansion case 1.981 KN 2. Contraction case 0.468 KN

Acting at = 8.432 from O

Sum of vertical forces that act at the bend ∑V -F10y -Wb

1. Expansion case 3.028 KN 2. Contraction case 2.223 KN Acting at = 1.301 from O 76.29 97.897 Forces (KN) 97.093 0.402 0.402 -0.402 18.582 0.000 2.626 [ = f (Wp + Ww)L2d Cos a ] X - component (KN) Y - component (KN)

(18)

Check against overturning 1. Expansion case ∑M @O = 87.28 d = 0.891 [ = ∑M / ∑V ] e = 0.009 [ = (B/2) -d ] eeffective = 0.300 >e ok [ = (B/6) ] 2. Contraction case ∑M @O = 73.47 d = 0.757 [ = ∑M / ∑V ] e = 0.143 [ = (B/2) -d ] eeffective = 0.300 >e ok [ = (B/6) ]

Check against bearing capacity

1. Expansion case

Pbase = 43.02 KN/m2 [ = (∑V/Abase) (1 + 6e/Lbase) ] 2. Contraction case

Pbase = 61.32 KN/m2

Pallowable = 100 KN/m2 >Pbase ok Check against sliding

1. Expansion case ∑H < m∑V 41.831 < 48.95 ok 2. Contraction case ∑H < m∑V 40.317 < 48.55 ok

B1

B

b2

h2

h2

H1

90

h1

b1

l

i

H3

H2

(19)

B1

B

b2

h2

h2

H1

90

h1

b1

l

i

H3

H2

(20)
(21)
(22)

B1

B

b2

h2

h2

H1

90

h1

b1

l

i

H3

H2

(23)

B1

B

b2

h2

h2

H1

90

h1

b1

l

i

H3

H2

(24)

ID-number 28-2802-0014 -2A Province: District: Village: Project type : MHP M.H.P No F 256 gras head 8.50 m

Flow= atention 0.25m³ for one Turbine Q= 0.554 CMS

Net Head=Hg-Total head loss H = 7.97 Meters

Turbine efficiency e,turb = 0.65

V-belt efficiency e,belts = 0.90

Generator efficiency e,gen = 0.85

Overall efficiency e = 0.50

23.1 KW

Turbine shaft Power Output=1.1*Genretor out put / ( G , efficincy *V-belt efficincy) 33.2 KW

p,turb = Shaft output power of turbine in KW.= 9.8XQ XHnXe turb 28.11 KW

D runner for T12 D1 = 0.300 m

ideal Turbine Rpm=(40 * Hn) / D runnr OR 133 *√ Hn RPm = 375 R/m

Tjet=0.2 Drunnr 0.060 m

Rotor length (width)=0.23 *Q / Tj*Hn OR 3.623*Q/√Hn bo= 0.71 m

b0 to D1 ratio =bo / D1 Normal range=0.3 up to 4.0=ratios of (0.3:1) up to (4:1) 2.4 ok

Rpm generator 1500.0 R/m

Generator pulley OD 0.127 m

Turbine pulley OD D>we need make Intermediate shaft 0.507 m

after Intemediaftn shaft Turbine pulley OD (It,s raed N,S,P) 20.000 in

NSP porogerams= Pulley ,G / Pulley ,T ( 1 / 4 ) 4.00 ok

Ideal Specific Speed=1.2*Rp Turbine* Turbine shaft power / Hn^1.25 193.83 Overspeed Specific Speed=Ideal specific speed+20% 232.59

Selected Over speed Specific Speed= form geraf (Maxm) 150

Overspeed R,P,M=Over

speed specific Speed * Net 291

Specific Speed=1.2*RPM TURBIN* Turbine shaft power / Hn^1.25 150 % Over speed= (Overspeed R,P,M - Turbin R,P,M) / Tubin R,P,M * 100 (22.6) %

Pulley Ratio= R,P ,M generator / Over speed R, P ,M 5.16

Overspeed Turbine RPM for puly sizing =Ideal RPM Turbin+20% 450.59 R/m

Turbine pulley OD = 0.423 m

Ideal RPM ratio = 1500 / Ideal RPMTurbin 3.99 ok

Normal range=2.0 up to 6.0=ratios of (2:1) up to (6:1)

Overspeed RPM ratio =1500/ over speed Turbin RPM 3.33 ok

Normal range=2.0 up to 6.0=ratios of (2:1) up to (6:1)

Circumference of rotor Cr = 0.942

Number of blades Nb = 28

Distance between blades Db = 0.034

Number of belt=Total Power to shaft / Power of one belt 4.1 Pc

Typ of belt BV Power of one belt 8 kw

Center distnce between tow puly= G Di + T Di 0.634 m

POWER & TURBINE Desing

Total Power=belt e*gen ,e * turbine ,e* 9.81Q*Hg ((( Not: one ,turbine ))) or P=Q*gras,H*g *0.5 Bamyan

shebar Gunbad

(25)

ID-number 28-2802-0014 -2A Province: District: Village: Project type : MHP M.H.P No F 256

Intermediate shaft

Generator

(Fixed ) RPM 1500 Intermediate shaft

inches 5 --- 5 RPM 1500.0 Turbine 5 --- 20 Diff Target RPM = 375 >>>>>>> RPM 375.00 0.5 Target RPM Ratio = 4.00 0.13 ≤ 19% sqrt of RPM Ratio = 2.0 1500.0 20 1500 5 375 5 375 5 1500.0

Available Pulley Sizes

Inches Mms Note: For T7, standard bo (mm)

5 127 85, 100, 120, 145, 175, 210, 250, 300, 360, 430, 520,620 6 152 For HKT, bo is upto 645mm

7 178 Max b0 in Afg = 1.3m HKT

8 203 For TMT, bo is generally either 165mm or 320mm

10 254 Rote dia T12 T7 HKT A10 TMT

12 305 D(m) 0.300 0.360 0.340 0.300 0.270

14 356 No-blades 28 30 24 24 24

16 406 Typ of belt A B C D

18 457 Power(kw) 2 4 8 11

20 508 RPM T12= 133*√ Hn bo=3.623 * Q / √ Hn for T12 form 100 to1120mm

22 559 RPM T7= 114*√ Hn bo=Q / 0.3* √ Hn fo T 7

24 610 Specific

23 584 Speeds

25 635.00 Pelton, single jet: 10 - 30

26 660 Pelton, multi-jet: 18 - 70

27 686 Turgo: 20 - 70

28 711 Crossflow: 20 - 150

30 762 Francis: 80 - 400

Prop & Kaplan: 340 - 1000

R,Pl,Md XDiPl,Md=R,Pm,G XDi,Pl G Di,Pl, turbin X Rp,m, turb=Rpm ,Md XD, P,M

p,turb = Shaft output power of turbine in KW.

= 9.8 x Q x H x e,turb KW Q Net H e,turb = 25.9 0.554 7.97 0.6 = 13.3 0.4 5.65 0.6 Gunbad Bamyan shebar

(26)

ID-number

Province:

District:

Village:

Project type : MHP M.H.P

No F

256

P

power

23.082

KW

P1

phase

3

pf

power factor

0.8

S.F

seftefactor

1.33

V

voltage

400

V

I

current Rating

95.9

A

A

area form tebal

50 and 35

mm²

arder cable

form genrator to cantorol panal

Cu

4X25

mm²

arder cable

form cantorol panal to poleAL

4X50

mm²

arder cable 1.6*P for theer phase

69.2

mm²

28-2802-0014 -2A Bamyan shebar Gunbad

Cable sizing

1.33 * P / V*pf

(27)

Copper(C U)(Amps Aluminui m(AL) Amps Copper(C U)(Amps) Aluminui m(AL) (Amps) Copper(C U)(Amps) Aluminui m(AL) (Amps) 1.5 21 16 17 13 17 13 2.5 27 21 24 19 24 19 4 36 30 30 23 30 23 6 45 35 38 30 39 30 10 60 47 50 39 52 40 16 77 60 64 50 66 51 25 99 77 81 63 90 70 35 120 94 99 77 110 86 50 145 110 125 95 135 105 70 175 135 150 115 165 130 95 210 165 175 140 200 155 120 240 185 195 155 230 180 150 270 210 225 175 265 205 185 300 235 255 200 305 240

Current rating (AC) for three and four core 110 volts armoured or unarmoured cables Nominal cross section area (mm²)

(28)

temperature in C° 20 25 30

35

40 A Temperature factor 1.1 1.08 1.06

1.03

1 Altitudes 1000 1250 1500

1750

2000 B1 altitude factor 1.00 0.98 0.96

0.945

0.93 Altitudes 3000 3250 3500

3750

4000 B2 altitude factor 0.86 0.845 0.83

0.815

0.80

C ELC corection factor

when load is light bulbs only D power factor

when load includes tube light and other imductive lodes max.Ambeant

(29)

ID-number

Province:

District:

Village:

Project type : MHP M.H.P

No F

256

A-

temperature in C° 1.03

B-

Altitudes 2250 0.915

C-

ELC corection factor 0.83

D-

power factor 0.8

S-

seftefactor 1.3

P-

power 23.082

kw

G-

generator

1.3*P /A*B*C*D

48.0

KVA

G-

generator 1.3* P 30

kw

Bamyan shebar Gunbad

Genertor Selection

28-2802-0014 -2A

(30)

ID-number Province: Bamyan District: shebar Village: Project type : MHP M,H,P No F 256 P= 23.0822 kwat 90.16 wat

Voltage Drop Calculation for Transmission and Distribution System:

√3 Conde ctivity 0f AL Power factor Sectio n No-F in section To-No-F in section Length between nodes (m) ACSR area( mm²) Phase 1,3 Power at node (W) Rated Voltage (V) Current (A) Voltage drop (V) Volt at node branch (V) % voltag drop ≤16% S 256 1624 K 3 400 400 1.73 35 0.8 PH-A 103 256 694 50 3 23082.2 400 41.65 28.6 371.4 7.2 OK 1.73 35 0.8 A-B 55 153 533 50 3 13795.19 400 26.81 14.1 357.3 10.7 OK 1.73 35 0.8 B-C 68 98 255 50 3 8836.14 400 17.85 4.5 352.8 11.8 OK 1.73 35 0.8 C-D 30 30 142 50 3 2704.94 400 5.53 0.8 352.0 12 OK 3 400 371.4 1.73 35 0.8 A-K 70 70 300 16 1 6311.53 230 12.26 13.1 201.3 12.5 OK 3 400 357.3 1.73 35 0.8 B-J 49 49 200 50 1 4418.07 230 15.84 3.6 202.7 11.9 OK 3 400 352.8 1.73 35 0.8 C--H 51 51 50 16 1 4598.40 230 9.41 1.68 202.0 12.2 OK 3 400 352.0 1.73 35 0.8 D-E 23 23 300 16 1 2073.79 230 4.25 4.6 198.7 13.6 OK 3 400 352.0 1.73 35 0.8 D-F 39 39 281 16 1 3516.42 230 7.21 7.2 196.0 14.8 OK 3 400 352.0 1.73 35 0.8 D-G 24 24 500 16 1 2163.95 230 4.44 7.9 195.3 15.1 OK

for 3 phase for 1 phase

I= P / 1.732 x 0.8 x V I= P/V*pf

∆V= I x 1.732 x L / K* A ∆V= (2X L X I ) / K x A

Wat /Family

28-2802-0014-2A

(31)

ID-number Province: Bamyan District: shebar Village: Project type : MHP M,H,P No F 256 P= 23.0822 kwat 90.164664 wat

Voltage Drop Calculation for Transmission and Distribution System:

√3 Conde ctivity 0f AL Power factor Sectio n No-F in section To-No-F in section Length between nodes (m) ACSR area( mm²) Phase 1,3 Power at node (W) Rated Voltage (V) Current (A) Voltage drop (V) Volt at node branch (V) % voltag drop ≤16% S 256 3070 3 400 400 1.732 35 0.8 PH-A 256 256 694 50 3 23082.2 400 41.65 28.61 371.4 7.2 OK 85 850 3 400 371.4 1.732 35 0.8 A-K 36 85 300 50 1 7664.0 230 14.89 5.11 209.3 9 OK 1.732 35 0.8 K-L 24 49 200 35 1 4418.1 230 26.39 8.62 200.7 12.7 OK 1.732 35 0.8 L-M 18 25 170 35 1 2254.1 230 14.04 3.90 196.8 14.4 OK 1.732 35 0.8 M-N 7 7 180 16 1 631.2 230 4.01 2.58 194.2 15.6 OK 85 653 3 400 371.4 1.732 35 0.8 A-D 47 85 300 35 1 7664.0 230 14.89 7.29 207.1 10 OK 1.732 35 0.8 D-E 25 38 200 25 1 3426.3 230 20.68 9.45 197.6 14.1 OK 1.732 35 0.8 E-F 13 13 153 16 1 1172.1 230 7.41 4.05 193.5 15.9 OK 86 873 3 400 371.4 1.732 35 0.8 A-G 42 86 500 50 1 7754.2 230 15.07 8.61 205.80 10.5 OK 1.732 35 0.8 G-H 25 44 198 35 1 3967.2 230 24.10 7.79 198.00 13.9 OK 1.732 35 0.8 H-I 19 19 175 25 1 1713.1 230 10.82 4.33 193.7 15.8 OK

for 3 phase for 1 phase

I= P / 1.732 x 0.8 x V I= P/V*pf

∆V= I x 1.732 x L / K* A ∆V= (2X L X I ) / K x A

Wat /Family

28-2802-0014-2A

(32)

ID-number Province: District: Village: Project type : MHP M.H.P No F 256

P

power

33.19

KW

P1

phase

3

pf

power factor

0.8

S.F

seftefactor

1.25

V

voltage

400

V

I

current Rating

43.2

A

Fuse sizing

28-2802-0014 -2A

SF * P / 3* V*pf

Bamyan shebar Gunbad

(33)

ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gunbad Project type : MHP M,H,P No F 256 ∞ 11 º ß 26.5 º d limet 2 mm

Q Full canal flow, 0.903 m3/sec.

H flow depth 0.7300 m B width of headrace 1.00 m V Velocity 1.11 m/s A area Q / V 0.815 dimension such 4≤ L / b ≥ 10 B Width 6.00 m

L Length of the gravel trap 6*B 10.00 m

L/ B= 1.67 ok

Vp Maximum Horizontal vlocity 0.44√ dlim 0.62 m/s

Y depth of basin Q / B* Vp 0.2 m

0.73 ok

L inIet= Y storege / sin∞ 1.3 m

Sediment storage requirement Assume sediment concetration

h freeborad 0.2 C 2 kg/m³ S density 2600 kg/m³ P Pfactor 1 T 21600 ses S Sedimen load Q*T*C 39005.77 kg

V V sediment=S lod / Sdecnity* P factor 15.0

Y depth of storege= V sediment / Basin area 0.25 m

A Actual area L*B 60

L outlet= Y storeg / sin ß 0.54 m

Required Basin depth= Y+Y storeg + Freebourd 1.18 m

Flushing frequency( 6 ,h )

DesingGravel trap

(34)

ID-number

Province:

District:

Village:

Project type : MHP M.H.P

No F

256 h= freebourd 0.2 M Q= desing flow 0.554 M³ / S Cw= 2.76 H= 2.74 m H= 2.54 m d= {(4*Qdesing / π *C * √ (h flush)}^1.2 d= 0.40 m d= 16 in

A= is the area of pipe= π *d^² / 4 0.126 m²

Q desing C*A * √ h flush 0.554 m³ /sec ok

d= {(6*Qdesing / π *C * √ (h flush+h basin)}^1.2 0.408 m

A= is the area of pipe= π *d^² / 4 0.131 m²

1.5 *Q desing = C*A * √ hflush+h basin 0.830 m³ /sec

1.5*Q desing= 0.830 m³ /sec ok

28-2802-0014 -2A

is the flushing head when basin is empty

the pipe dimeter can be determined by rewriting the above equation as water depth in the basin during the desing

flow prior to flushing orifice coefficient

Vertical flush pipe

Bamyan shebar Gunbad

(35)

ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gunbad Project type : MHP M,H,P No F 256 h= freebourd M Q= Q desing M³ / S Q= M³ / S Cw= h m 1 2

Cas-2 during flood Q flood - Q desing

M³ / S L= length of spillway L = 2* Q / Cw X h ^1.5 M h= freebourd M Q= Q design M³ / S Q= discharge in oriffic Q= Excess water Cw= h m L= length of spillway M weir coefficient

spillway crest should be 0.05m above normal canal water level no morden 50% of the freebourd

Spillway (Weir ) Calculations for geraval terips

0.2 0.05 overtop= (0.5*freeborard-0.05) 0.554 1.6 9.33 0.554 overtop= (0.5*freeborard-0.05) L = 2* Q excess / Cw X h ^1.5

Spillway (Weir ) Calculations for spill deschage

0.083

0.637

0.05 1.6 0.353

Maxm water in the canal for floodl time=A *V 0.906

0.5

weir coefficient

Qdesign - Qdischarch in oriffice

the spillway shuld be able to spil the excess flow when there is no obstruction

39

0.2

the spillway must be abie to conveey the entire flood floe of in case the headrace canal downstream gets obstructed

(36)
(37)

ID-number Province: District: Village: Project type : MHP M.H.P No F 256

h1=

highte,c

3

m

h=

hight e,c materials

10

m

ha=

h-h1

7

m

rx=

1.6 *ha / ( 1+h1 / h)

8.62

m

Thunderbolt cacolation

28-2802-0014 -2A Bamyan shebar Gunbad

(38)

ID-number Province: District: Village: Project type : MHP M.H.P No F 256

Penstock internal diameter (d / 2)=0.62/2 d = 508 mm

Penstock thickness t = 3 mm

Penstock internal diameter (Smaller) dsmall = 0 mm

Gross head h gross = 8.5 m

Surge head h surge = 0.10 m

U/s penstock inclination 0.48869 R a = 28 

D/s penstock inclination 0 b = 0 

L1u = 7.5 m

L1d = 2.3 m

Total H= hg + hsu h total = 8.60 m

Buired depth of block at u/s face h1 = 1.2 m

Buired depth of block at d/s face h2 = 0.4 m

Ht. of block from base to CL of pipe at d/s h3 = 0.59 m

Ht. of block from CL of pipe to top at d/s h4 = 0.91 m

Ht. of block from CL of pipe to top at u/s h5 = 0.85 m

Length of block L = 2.51 m

Width of block B = 2 m

Bend position from u/s face of block b1 = 2

Uphill ground slope 0.20944 R i = 12 

Angle of friction (soil) 0.5236 R fsoil = 30 

Coefficient of friction steel onsteel with tar oaper in between f = 0.25

Unit weight of soil gsoil = 20 KN/m

3

Allowable bearing pressure P = 100

Coefficient of friction between soil and concrete m = 0.5

No. of support piers u/s N = 0

Unit weight of concrete gconcrete = 22 KN/m

3

Unit weight of steel gsteel = 77 KN/m

3

Unit weight of water gwater = 9.8 KN/m

3 28-2802-0014 -2A

Design of Anchor Block # Type AB2

Dist. to upper Dist. to lower

Bamyan

for stiff day soil shebar

Gunbad

(39)

2

Ht. of block at u/s face= H1 = 2.903 m

Ht. of block at d/s face H2 = 1.9 m

Ht. of block from base to c.l. of bend h2+h3 H3 = 0.99 m

Bend position from u/s face of block B-b1 b2 = 0 m

Calculation of Block volume excluding volume of pipe

Volume of pipe upper side a 0.4591

Volume of pipe downward side b 0.0000

Total volume of pipe a+b A 0.459

Volume of block excluding pipe B 12.057

Volume of block B-A 11.597

Weight of the block Wb =B-A *Ỵconcrate 255.14 KN

Weight of pipe Wp = A 0.37 KN/m

Weight of water Ww = B 1.99 KN/m

Wp + Ww = A+B 2.36 KN/m

Calculate the relevant forces

F1u = 15.609 KN

F1d = 5.421 KN

Hydrostatic force F3 = [ = 15.4*htotal *d

2 *Sin( (b-a)/2) ]

-8.269 KN

Soil force

Ka= [ cosi - (cos 2

i - cos2f)0.5 / cosi + (cos2i - cos2f)0.5 0.365

F10=[ g soil h1 2

Cosi Ka w / 2] 10.291 KN

This force acts at from base. 0.400 m.

Resolution of forces a = 28 o = 0.49 R f soil = 30 o = 0.52 R i = 12 o = 0.21 R ß= 0 o = 0 R

F1u = 15.609 - F1u *Sin∞ -7.328 Fu1*Cosin∞ 13.782 F1d = 5.421 - F1u *Sinß 0.000 F1d*Cosinß 5.421

F3 = -8.269 F3*Sin((ß-∞))/2 2.001 F3*Coson((ß-∞)/2) 8.024

F10= 10.29 F10*Sini 10.066 F10*Sini 2.140

Wb = 255.144 0 255.144

∑H = 10.066 Exp. ∑V = 262.705 Exp.

∑H = 12.066 Cont. ∑V = 270.729 Cont.

The center of gravity of the block from point O

0.90 m.

Weight of the block Wb acts at 0.895 from O.

SUM SUM (H2*B + B*(H1-H2)*0.5)* L  *d^2 / 4 ) * Ỵwater Wp + Ww )* L1u*COSa(d+t) * t * Ỵ steel X - component (KN) h2+h3+h4 ( h2+h3+h5+(b1*tan27) Y - component (KN) Wp + Ww )* L1d*COSb Forces (KN) b1**d^2/ 4*Cosa b2**d^2/ 4*Cosb

(40)

3 Sum of horizontal forces that act at the bend ∑H -F10x

1. Expansion case 0.000 KN

2. Contraction case 2.001 KN

Acting at = 0.990 from O

Sum of vertical forces that act at the bend ∑V -F10y -Wb

1. Expansion case 5.421 KN

2. Contraction case 13.445 KN

Acting at = 2 from O

Check against overturning

1. Expansion case ∑M @O = 249.27 d = 0.949 [ = ∑M / ∑V ] e = 0.051 [ = (B/2) -d ] eallowable = 0.333 >e ok [ = (B/6) ] 2. Contraction case ∑M @O = 267.30 d = 0.987 [ = ∑M / ∑V ] e = 0.013 [ = (B/2) -d ] eallowable = 0.333 >e ok

Check against bearing capacity

1. Expansion case

Pbase = 60.36 KN/m

2

[ = (∑V/Abase) (1 + 6e/Lbase) ]

2. Contraction case

Pbase = 55.98 KN/m

2

Pallowable = 100 >Pbase ok KN/m

2

Check against sliding

1. Expansion case ∑H < m∑V 10.066 < 131.35 ok 2. Contraction case ∑H < m∑V 12.066 < 135.36 ok

(41)

4

i

B

bi

H3

H1

H2

h1

h5

h4

h3

h2

b2

l

b

= 0

(42)

ID-number Province: District: Village: Project type : MHP M.H.P No F 256 h=

for in site

0.50 cm

H

Nrmal water level in canal

0.50 m

Q

flow in canal

0.55 m³/s

b

space between bars

(50 to 75 mm)

0.06 m

t

thickness bars

0.003 m

Kt

trashrack loss coefficient from tebal

2.40

L=

Length of trashrack

3.30 m

g

gravitation constant

9.81 m/s²

a=

cross section area of water=L* H

1.65

t/b

ratio of maximum bar thickness to space btween bars

0.05 mm

V approach velocity = desing flow / cross section area of water

(0.5 -1 ) m / sec

0.34 m/s

A1

Area of discharch

Q / V

1.65

∞ =

angle of bars with horizontal

60.00 º

∞ =

RADIANS

1.05 R

S=

Lenght of trashrack slop

(H+freeboard) / sin∞

0.81 m

A2=

L * S

all area

2.67

A3=

t+b=

area steel and blank space

0.06

NO=

A2 / t+b

42.35 m

A4=

t *(A2 / t+b)

0.13 m

A5=

A2-A4

area balnk Space

2.54 no

NO=

no of balnk Space

A5 / b

42.35 no

h=kt* (t / b) 4 / 3*(V^2 / 2g)*sin

0.08 m

Desing Trashrack for forbay

h=head loss across trashrack

28-2802-0014 -2A Bamyan

shebar Gunbad

(43)

ID-number 28-2802-0008 -1 A Province: Bamyan District: Shebar Village: Ljalmesh CCD Project type : MHP M,H,P No F 321

H

flood water level in rever

0.774 m

Q Discharge through the oriffic during flood flow 0.799915069 m³/s

b

space between bars

(50 to 75 mm)

0.06 m

t

thickness bars

0.003 m

Kt

trashrack loss coefficient from tebal

2.4

L= oriffice width 2.875 m

L= for trashrack porovid 3.075 m

g

gravitation constant

9.81 m/s²

a=

cross section area of water=L*H

2.38005

t/b

ratio of maximum bar thickness to space btween bars

0.05 mm

V

approach velocity Desing floow/ caras section water

(0.5 to 1 ) 0.336091708 m/s

A1

Area of discharch

Q / V

2.38005

∞ =

angle of trashrack with horizontal

60 º

∞ =

RADIANS

1.047197551 R

S=

Lenght of trashrack slop

(H+freeboard) / sin∞

1.124678324 m

A2=

L * S

all area trashrack

3.458385847

A3=

t+b=

area steel and blank space

0.063

NO=

A2 / t+b

54.89501345 no

A4=

t *(A2 / t+b)

0.16468504

A5=

A2-A4

area balnk Space

3.293700807

NO=

no of balnk Space

A5 / b

54.89501345 no

h=kt* (t / b) 4 / 3*(V^2 / 2g)*sin

0.001005166 m

Desing Trashrack for Oriffce

(44)

ID-number Province: District: Village: Project type : MHP M.H.P No F 256 P= #### Kwat No- F= 256 K J H

Wat / H= #### ∆V= Volt 13.14 ∆V= Volt3.62 ∆V= Volt 1.68 E

Pf = 0.8 V=Volt 201.3 V=Volt 202.7 V=Volt 202 ∆V= Volt 4.56

Phase = threeL=(m) 300 L=(m) 200 L=(m) 50 V=Volt 198.7

Ф=(mm) 16 Ф=(mm) 50 Ф=(mm) 16 L=(m) 300

No-F= 70 No-F= 49 No-F= 51 Ф=(mm) 16

Σpower=wat 6311.5 Σp=wat 4418.07 Σp=wat 4598.4 No-F= 23

Σp=wat 2073.79

∆V= Volt 28.6 ∆V=Volt14.14 ∆V=Volt 4.5

L=(m) 694 V=Volt 371.4 V=Volt 357.3 V=Volt 352.8 ∆V= Volt 0.8 F

Ф=(mm) 50 A B C DV=Volt 352

No-F= 256 L=(m) 533 L=(m) 255 L=(m) 142

Σpower=wat #### Ф=(mm) 50 Ф=(mm) 50 Ф=(mm) 50 L=(m) 500

No-F=no 153 No-F=no 98 No-F=(no) 30 Ф=(mm) 16

Σpower=wat 13795.194 Σpower=wat 8836.1 Σpower=wat 2704.9 No-F= 24

Σp=wat 2163.95 ∆V= Volt 7.92 V=Volt 195.3 G

P,H

28-2802-0014 -2A shebar Bayan Gunbad

(45)

ID-number 28-2802-0014 -2A Province: shebar District: Bayan Village: Gunbad Project type : MHP M.H.P No F 256 L=(m) 153 P= Kwat Ф=(mm) 16

No- F= 256 No-F= 13 F ∆V= Volt 4.05

Wat / H= Σpower=wat 1172.14 V=Volt 194

Pf = 0.8 Phase = three L=(m) 200 Ф=(mm) 25 E No-F= 38 ∆V= Volt 9.5 Σpower=wat 3426 V=Volt 197.6 L=(m) 300 D Ф=(mm) 35 ∆V= Volt 7.3 No-F= 85 V=Volt 207 L=(m) 170 L=(m) 180 Σpower=wat 7664 L=(m) 300 Ф=(mm) 35 Ф=(mm) 16

Ф=(mm) 50 ∆V= Volt 8.61583 No-F= 25 No-F= 7

No-F= 85 V=Volt 200.7 Σpower=wat 2254 Σpower=wat 631

∆V= Volt 28.61 Σpower=wat 7664 K L M N ∆V= Volt 2.57712

L=(m) 694 V=Volt 371.4 A ∆V= Volt 5.1061 L=(m) 200 ∆V= Volt 3.89656429 V=Volt 194.2

Ф=(mm) 50 V=Volt 209 Ф=(mm) 35 V=Volt 197

No-F= 256 L=(m) 500 G No-F= 49

Σpower=wat Ф=(mm) 50 ∆V= Volt 8.6 Σpower=wat 4418

No-F= 86 V=Volt 206 Σpower=wat 7754 L=(m) 198 H Ф=(mm) 35 ∆V= Volt 7.8 No-F= 44 V=Volt 198 I Σpower=wat 3967 L=(m) 175 ∆V= Volt 4.3 Ф=(mm) 25 V=Volt 194 No-F= 19 Σpower=wat 1713 23082 23.08 90.2

P,H

(46)

ID-number Province: District: Village: Project type : MHP M.H.P No F 256 Community:

No. of No of Total Length (40m spacing) No. of Insulator No of No of No of Wires x-arms/pole of Wire (m) No. of Poles and Shackle sets 180x14mm bolts 25x12 mm bolts 12x2.5mm washers

50mm2 PH-A 694 4 2 2,776 17 69 34.7 69 602 1412 A-G 500 2 1 1,000 13 25 12.5 25 156 388 AK 300 2 1 600 8 15 8 15 56 158 Total 1,494 4,376 37 109 54.7 109.4 815 1957 +20% sag 5,251 Use 5,500 Kgs of wire 1,500 35mm2 K-L 200 2 2 400.0 5 10 10 10 50 140 L-M 170 2 1 340 4 9 4.25 9 18 61.625 A-D 300 2 1 600 8 15 7.5 15 56 157.5 G-H 198 2 1 396 5 10 5 10 25 79 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 868 1,736 22 43 27 43 149 438 +20% sag 2,083 Use 2,200 Kgs of wire 2,300 25mm2 D-E 200 2 1 400 5 10 5 10 10 50 H-I 175 2 1 350 4 9 4 9 9 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 375 750 9 19 9 19 19 94 +20% sag 900 Use 1,000 Kgs of wire 106 16mm2 M-N 180 2 1 360 5 9 5 9 20 68 E-F 153 2 1 306 4 8 4 8 15 52 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Gunbad

MHP Equipment Estimating Utilities: Electrical materials, Penstock, RCC, Roofing

28-2802-0014 -2A Bamyan shebar

Toghi pain

Summary of Electrical Materials

Item Details Length No of Cross-arms

(47)

Total 333 666 8 17 8 17 35 120 +20% sag 799

Use 850

Kgs of wire 90 TOTALS

Stay rods & Earthing Straight Length Kgs of Elec (40m spacing) No. of Insulator No. of No. of No. of Wire Sets Plates of Run Nuts & Bolts Kgs of wire No. of Poles and Shackle sets 180x12mm bolts 25x12mm bolts 12x2.5mm washers

(See map) 5 2,737 38 3,996 77 188 99 188 1,017 2,609

1 L, 2S 1 L, 2 S 21 5 82 200 106 200 1,083 2,779

2x4mm2Survice line Alumunume40M*226HH 0 0 0

No of Cross-arms & Pole

(48)

Electrical Parts of M:H :P

ID-number

28-2802-0014 -2A

Province

Bamyan

District:

Shebar

Village

Gunbad

Project purpose M,H,P NO of family

256

CDC Afg NSP Afg

1 Genrator (30)kW, three Phase, Brush type 1 pc 30000 30000 0 30000

2 ACSR d=50mm² 5,500 meter 35 192500 0 192500

ACSR d=35mm² 2,200 meter 30 66000 0 66000

3 ACSR d=25mm² 1,000 meter 25 25000 0 25000

4 ACSR d=16mm² 850 meter 20 17000 0 17000

5 D-Bracket and Insulator (complete set) 200 pc 100 20046.1 0 20046.1

6 Cross -arms(50 cm long -10cmX10cm) 106 pc 300 31666.8 0 31666.8

7 Stay sets (complete) 2 set 350 700 0 700 As per DWG

8

Earthing Set (60cmX60cmX3mm copper plate, 10m long 4mm dia copper wire, 5m long 19mm dia GI Pipe, 10kg Salt, 1 bag charcoal)

4 set 3000 12000 0 12000

9 Control Panel (complete set) 1 pc 15000 15000 0 15000

10 Signboard 1 pc 1000 1000 0 1000

11 Tools & tool box 1 pc 1000 1000 0 1000

12 4X35mm2 CU cable (to connect Gnerator and

Control Panel) 25 m 300 7500 0 7500

13 4X50mm2 Al Cable (to connect control panel and

first Pole) 50 m 250 12500 0 12500

14 7m high wooden pole 82 pc 1000 81750 71219.49 10530.51

513662.9 71219.49 442443.4 Note: Any other needed material can be added.

No particular of item and delail of work Quantity Unit Unit price in AFS

Total price in Afs

Contribution

(49)

shebar Bamyan هیرق ربمن هیرق یلاوسلو تیلاو No :Famil 256 یگتسبمه همانرب یگتسبمه رادقم مدرم مدرم رادقم 1 5.00 pc 100.00 500.00 500.00 5.00 0.00 0.00 2 5.00 pc 200.00 1000.00 1000.00 5.00 0.00 0.00 3 1.00 pc 500.00 500.00 500.00 1.00 0.00 0.00 4 2.00 pc 1500.00 3000.00 3000.00 2.00 0.00 0.00 5 6.00 pc 60.00 360.00 360.00 6.00 0.00 0.00 6 20.00 m 20.00 400.00 400.00 20.00 0.00 0.00 7 770.12 m³ 0 0.00 0.00 #DIV/0! 0.00 #DIV/0! 8 1986.26 bag 350 695192.50 695192.50 1986.26 0.00 0.00 9 553.18 m³ 1000 553184.89 553184.89 553.18 0.00 0.00 10 5.20 m³ 100 520.00 520.00 5.20 0.00 0.00 11 6.00 kg 10 60.00 60.00 6.00 0.00 0.00 12 1.00 pc 3000 3000.00 3000.00 1.00 0.00 0.00 13 1.00 pc 3500 3500.00 3500.00 1.00 0.00 0.00 14 2.00 pc 800 1600.00 1600.00 2.00 0.00 0.00 15 4.61 kg 70 322.87 322.87 4.61 0.00 0.00 16 3.12 m² 200 624.75 624.75 3.12 0.00 0.00 17 22.31 kg 15 334.67 334.67 22.31 0.00 0.00 18 0.60 kg 200 120.44 120.44 0.60 0.00 0.00 19 0.60 kg 10 6.02 6.02 0.60 0.00 0.00 20 2.11 kg 200 422.82 422.82 2.11 0.00 0.00 21 3.92 kg 65 254.48 254.48 3.92 0.00 0.00 22 94.57 pc 300 28370.40 28370.40 94.57 0.00 0.00 23 175.45 pc 200 35090.40 35090.40 175.45 0.00 0.00 24 368.62 kg 60 22117.38 22117.38 368.62 0.00 0.00 25 63.54 ml 300 19062.00 19062.0000 63.54 0.00 0.00 26 2.58 kg 80 206.43 206.43 2.58 0.00 0.00 27 1.00 Pc 100 100.00 100.00 1.00 0.00 0.00 28 657.28 md 700.00 460095.21 460095.21 657.28 0.00 0.00 29 1400.90 md 350.00 490314.51 24456.69 69.88 465857.82 1331.02

Instelation G,I hood Wair 1mm

Unskilled labour on site Marble powder wooden beem Ø25 cm,L=4.00 m bourd 2X0.2X0.02 Steel 10mm² area oil wheel barrow Complete window(1X1)m Glasses Niel همروف ۷ : هژورپ داهنشیپ ) همادا ( دحاو یف تیمق یعومجم تیمق اه مهس 28-28020014 - 2A Gunbad دوش هیهت لوا طسق زا هدافتسا اب دیاب هک یا ملاقا هنیزه لیصفت solt یع ومجمرادقم تازحجتو داوم . راک . تروپسنارت . هریغو شزوما wooden beem Ø40 cm,L=5.00 m soil Straw Cement هر ام ش دحاو Sundy Rope ملق Oil paint Complete Windows(1.5X1.5)m Stone Rubber bucket shovel with handl pickax with handl slodge hammer with handl

Complete Doors (1.2X2.2)m

powder paint

References

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