Design of micro hydro power

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

MHP

Data from site for river foram50m(U/S) to Intak h1= h2= h3= h4= h5= h6 h7 n S= B= h= h= h= L= Slop = H2= P= A= R= V= Q= H1= P= A= R= V= Q= H3= P= A= R= V= Q=

U / S Normal elevation of ware in the river D / S Normal elevation of water in the river U / S flood elevation of water in the river D / S flood elevation of water in the river elevation for apron of river U/S minmam elevation of water in the river D/S minmam elevation of water in the river fom tabale length sarvay Slop width of river h1-h2 for Normal time h3-h4 for Flood time h6-h7 for minmam water Horizontal Length= S^2- h^2 V/H minma water depth in the river (h7 - h5 ) B + 2* H1 wetted perimeter for minm water depth B*H3 A/P the hydraulic radic for minm water depth 1 /n *R^0.6667* √ S for Normal water minm. Water in the river Normal water depth for Norma time in the river(h2-h5)

B + 2* H1 wetted perimeter for Normal water depth B*H1 A/ P the hydraulic radic for Normal water depth 1 /n *R^0.6667* √ S for Normal water Normal water in the river for normal time maxm water depth for flood time in the river(h4-h5)

B + 2* H2 wetted perimeter for flood water depth B*H2 A/P the hydraulic radic for floodl water depth 1 /n *R^0.6667* √ S for flod water Maxm water in the river for flood time

2805.08

2804.80 2805.18

2804.90 2804.13 2804.95

2804.670 0.025 50.00 7.00 0.28 0.28 0.28 50.00 0.0056 0.54 8.0880 3.8080 0.4708 1.8116

6.90 0.674 8.3480 4.7180 0.5652 2.046

9.65 0.77 8.5480 5.4180 0.6338 2.2087

11.97

m m m m m m m m m m m m

m m m2 m m/sec m3/sec m m m2 m m/sec m3/sec m m m2 m m/sec m3

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

MHP

Deta from site for canal 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= elevation for apron of canal n fom tabale for canal S= length sarvay

0.017

Slop

400

m

1

m

h= h1-h2 for Normal time

0.90

m

h= h3-h4 for Flood time

0.90

m

B= width of canal

L= Horizontal Length=

S^2- h^2

H1=

minmam water depth in the canal(h2-h5)

P= B + 2* H1

wetted perimeter for Normal water depth

A= B*H1 R= A / P

the hydraulic radic for Normal water depth

V= 1 /n *R^0.6667* √ S

for Normal water(1-1.5)

Q= minmam water in the canal for normal time A*V S=

H2= flood water depth in the canal(h4-h5) wetted perimeter for flood water depth

A= B*H2 R= A / P

the hydraulic radic for floodl water depth

V= 1 /n *R^0.6667* √ S

for flod water

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

Q=

0.50

m

2.0000

m

0.5

m2

0.250

m

1.107

m.sec

0.554

m3/sec

0.0022

(n*V/ R^0.667*√S*R

P= B + 2* H2

400.00 0.0022

Slop = V / H

S=

2803.27

(n*V / R^0.667)^2 A * 1/ n *R0.6667* √ R*S

0.730

m

2.46

m

0.73

m

0.297

m

1.24

m

0.906

m3/sec

0.0023 0.906

ID-number Province: District: Village: Project type : No F

28-2802-0014 -2 A Bamyan Shebar Gunbad M,H,P 256

MHP

Canal desing canal type stone masonry with cement mortor Q n

(Rectangular canal)

flood flow coefficent

m³

0.906 0.017

Q

desing flow

m³

0.554

N

for gravelly earth side slope

m

0

V

choos Velocity

m/s

1.107

Crosection area

m²

0.50

A=Q/ V X=2√(1+N^2) - 2N H= √ A / (X+N) B=H*X T=B+(2H*N)

best factor for canal the water depth incana

m

0.500

The bed width

m

1.000

top width

m

1.000

Vc Vc

0

m/s critical velocity √ A*g /T

0.8 Vc

V< 0.8 Vc

ok

m/s

2.2

m/s

1.8

m

2.000

m

0.250

> v ok

the wetted perimeter P=B + 2* H√ (1+N^2) the hydraulic radic R= A / P the reqired canal slope S=[n*V / R^0.667]^2

0.0023

Cheke Q=A*1/n *R^0.1667*√R*S check the flow depth for maximum flood flow in the canal

0.554

Q=[(B*H+N*(H)^2)^5/3*√S] / n*[B+2*H√(1+N^2)]^2/3

By trall and error method H

Triaf value of H(m) 0.3 0.4 d=11RS

0k

Correspandding Q =1.11m³/s 0.27 0.408

0.73 0.90 largest particle that will be transported in the canal(mm)

ok 6

Desing of Channel for Q= 1 m3 for shadman CDCs

No

n

s

b,m

√S V(m/s) Q,m3

h,m A,m2 P(m) R(m) R⅔

3 4

0.017 0.0023 0.017 0.0023

1.0 1.0

0.3 0.4

0.3 0.40

1.6 1.8

0.188 0.326 0.222 0.365

0.05 0.05

0.91 1.02

0.27 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

V=C√RS

n=0.014

P=2h+b

C=1/n*R1/6

Design for Q=1m3

A=b*h

Q=V*A=C√RS*A=1/n*R⅔*A*√S Free board=20cm Actual diminstion=(100*200)cm

73

Section ↓

100

0.579

ID-number Province: District: Village: Project type : No F

28-2802-0014 -2 A Bamyan Shebar Gunbad M,H,P 256

MHP

Design sizing Oriffice g

9.81

m/s²

0.6

m/s

C

for roughlyfinshed stone masonry oriffic

V1

velocity for M.H.P 1-1.5

1.107

m³/s

Q

desing flow

0.554

m³

Q

desing flood

0.906

w

width of canal

1.000

m

Hh

headrace canal

0.50

m

Hfr

flood water level

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

m²

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 A*C√2g*(Hr-Hh)

0.637

m³/s

V

acceptable rang

1.108

m/s

Qflood

in to river

Q/A

Discharge =Athrough *C √ 2*g(Hf-Hh) 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

0.246

m³/sec

0.083

m³/sec

Spill excessflood water=

Q flood -Q desing

Spill Normal excess water=

Q discharge in oriffiic - Qdesing

Spill normal water=

ok

ok ok

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

MHP

Design of Vertical drop weir Step 1. Q=

Maximum flood discharge

L = 4.75 Q1/2 =

Length of water way

11.97

m³/sec

16.432

m

L=

Provide

7.00

m

q= Q/L=

discharge per unit length of water way

0.728

m³

Step 2. f=

Lacey ,s silt factor

R= 1.35 (q2/f) 1/3

1

Scour depth

0.239

m

3.05

m/sec

0.475

m

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

1

m

=q/R

Regime Velocity 2

Velocity head = V /2g Step3

Afflux 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

0.568

m

2805.81

m

2805.54

m

Step 4. Discharge Over crest of the weir is given bay q= 1.7 k3/2 k = (q/1.7)2/3 Crest level= u/s T.E.L. – k Step 6. Level of bottom of u/s pile(d1)

= u/s H.F.L. – 1.5 R

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

2803.8

d/s bed level

m

m

2804.126 m

Minmam water Level -U/s Pile 0.33 m Hence provide concrete cutoff of 0.5 m depth below the bed of river at the u/s end of Level of bottom of d/s pile (d2) = d/s H.F.L. after retrogression – 2R 2803.92 m Dept of u/s cut off = d1

d2= Manimam water water level -Level of bottum of d/s pile

0.48

m

1.68

m

1.68

m

0.568

m

0.85

m

1.00

m

0.57

m

1.00

m

Step 7. Head of water

Hs =crest Level - Bed level

Height of crest

H= crest level - Bed Level

v (B) Design of weir wall (B1) Step 8. Calculation of top width d = u/s T,E.L. – Crest level = Top width

B1 = d/√G

B1provide From sliding consideration, a = 3d/2G = From practical considerations, B1 = s + 1 = Step 9. Calculation of bottom width (B) Consideration II.

When the water is flowing over the weir and the weir is submerged. Considering the tail water the weir overturning moment given by 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. 3

Substituting q= 0.673 M /sec/m, we get

0.58 0.728

m³/sec

q²=

0.53

m³/sec

(2/3C)^2=

0.15

2g= d= water depth over the weir 2

2

h=d= [q / (2/3C) x 2g]

1/3

Mo = W h H2/2

19.62

m/sec

0.565

m

0.566

m

0.80

tm

if u/s is level The moment of resistance is given by: Mr = {WH(G-1)/6} (B2 + 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 B=- b+(b^2-4ac)^0.5 /2*a 1.1087

-1.11 = 0

B provide

0 1.46

m

2.2

m

v (C) Design of impervious and pervious aprons: Step 10. Assuming C = 12, total creep length is

L = CHs

C=

12

L= C*Hs

20.2

m

10.9

m

L2 = L – L1 – (B + 2d1 + 2d2)

5.5

m

L3= 18*C √ (Hs / 10 ) ( q / 75 )

8.72

m

-2.15

m

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

1.91

m

Step 11. d/s impervious apron (L1): without crest shuttersL1 = 2.21*C √ Hs / 10 Step 12. u/s impervious apron (L2): Step 13. Total length of d/s apron Step 14. Length of filter + launching apron = OR

L3=

Total minimum length of both

L3 - L1

Min,inve+Min,hor,Lan+L1

inverted filter+launching apron

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 Thickness (t) = 4/3* (Hr/G – 1)

m

0.69

m

20

T / m²

Hence provide a thickness of0.59 m from the d/s of weir wall to a point m 5from

Breing capocity of soil

Sand and garval

Cf

Coefficient of friction

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

0.001

m

2.75

tm

SFs=µ* Ww / P> 1.5

1.53

ok

SFO=MR / MO> 1.5

4.16

ok

0.6

20

<

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

MHP pagr 5

Weir Design Breing capocity of soil Sand and garval 20 h freeboard 0.2 H the wire height 1.68 L length or weir 16.432 Cw were coefficint 1.5 b Top width of weir 1.00 B Bottom width of weir 2.20 h Height of water form Top of weir 0.565 m Coefficient of friction 0.6 rwater = Density of water 1 rstone = Density of stone 2.24 Q= Maxm water in the river for flood time 11.97 d H/3 { (3h+H) / (2h + H ) } 0.673 W1 = b*H *rstone 3.76 W2 = 0.5 ( B - b)* H*Drstone 2.3 W= W1 + W2 6.02 P= H/2 ( 2h + H )*D rwater 2.36 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 ≥

e=

B/2 - x B/6

Sliding check

W*m W*m

PmatrailsW =

>

20 ≥

0.002 P 3.6

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

20

T / m² m m m m m m t/m³ t/m³ m³ m t/m t/m t/m t/m

6.02

ok

<

0.002 0.367 0.367

ok

>

3.61 2.36

ok

>

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

ID-number Province: District: Village: Project type : No F

28-2802-0014 -2A Bamyan shebar Gunbad

MHP

M.H.P 256

PENSTOCK Desing Head Loss: ˝ 2

2

hf = 10 L n Q

D hf = L= n= Q= D= D=

20

5.3

Pipe dia :

head loss due to friction (m) penstock length roughness coefficient flow for one penstock 41*Q^0.38 internal pipe diameter

0.508

(m3/s)

0.27 9.0 0.012 0.554

(m)

0.452

(m) (m) (m) (m) (%) (m)

28 8.5 0.26 0.3 0.5 6 7.97

(m / s) (m3/s) (m)

2.73 0.554 0.508

(m)

˝

2 1

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

Velocity:

v=

Provide

v= Q= d=

∝ Gross head (w/ forebay) Turbulence head loss Friction head loss (hf) Total head loss % loss < 10%hg Net Head 4Q 3.14 * d2 velocity limit 2.5 to3.5 m/s flow Inside diameter

(DM. p. 127, SB p. 130)

Turbulence Losses: htl =

2

v

(K entrance + K bend + K valve + K contraction) 2g

htl = total turbulence head loss (m) v = penstock water velocity (m/s) K entrance = K bend = K valve = K contraction =

0.26 2.73 0.2 0.14 0.1 0.25

ok

ok provide

ID-number Province: District: Village: Project type : No F

28-2802-0014 -2A Bamyan shebar Gunbad

MHP

M.H.P 256

Surge calcultion a=1440 / √( 1+ ( 2150 * d) E*t E=youngs pressure wave velocity

200000

N/mm²

t= thickness of pip

3

mm

t=choos closuer time

5

s

1423

m/s

0.0127

sec < 5sec ok

a=pressurewave velocity=1+(2150*d)/E*t Tc=2*L /a

Critical timme of close

K=(L*V / g*hgross* T )

0.00014

3.5 Falang thickness=2* thickness penstok Di, of bolts=AS/3.14 With falang=5* Di, of bolts pip Di 20"

No. of Kamazes

#REF!

Nb,holes

16

Length of penstock sections

3

m

Total Penstock Length

9.0

m

Sections needed

3

Pc

Flanges needed

6

Pc

Flange washers needed

3

Pc

Kgs of Nuts & Bolts

14.4

Kg

ID-number Province: District: Village: Project type : No F

28-2802-0014 -2A Bamyan shebar Gunbad

MHP

M.H.P 256

Airvent pip desing

H

forbay

F

uried pip

2.74 5 3

t

thickness penstock

mm 553.6

Q

Flow for one penstack

E

ToungsMudlus

D

Di of penstock

L /s 200000

t=(effective thickness)=( t / 1.1*1.2 ) - 1 (D/ T effective)^3 Q*(F/E) (D/T)^3*Q*(F/E) (D/T)^3*Q*(F/E)

N/mm² 14"

508 1.27

mm mm

63589452.43 0.01 880123.24 938.15

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

30.629

L= Lingth= hf +20%

3.288

m

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

1.206

in

mm

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

MHP

Desing Foreby for one turbin D

penstok

0.508

m

h1

free bourd

0.2

m

Q

discharge

0.554

m³/s

V

velocity in the penstock

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

m³

A=

V1 / hs

5.4

m

L=

√2*A

Length of foreby

3.30

m

W=

L/2

Width of foreby

1.65

m

ID-number Province: District: Village:

28-2802-0014 -2 A Bamyan Shebar Gunbad M,H,P 256

Project type :

No F

MHP

Settling Desing ∞

11

º

ß

26.5

º

Width of canal

1.00

TAN15°

0.26

V

1.11

Q

desing flow

d

lomit

W

from shilels graph

A

Required basin surface area

B

width =Assum

L

A / B

Vp Y

0.5536 0.3

mm

0.037

m/s

30

m²

3.30

m

10.0

m

0.44√d limit

0.24

m/s

Q / B*Vp

0.70

m

2*Q / W

provide

Storage Desing freeborad

0.2 1

P=packingfactor S=density

2600

kg/m³

T=Flushing frequncy( 6 ) h

28800

sec

2

kg

31889.00

kg

V sediment=S lod / Sdecnity* P factor

12.26

m³

Ystorege=

0.37

m

33

m

1.94

m

1.27

m

0.80

m

C=Assum sediment concentration (kg) Sedimen load

Q*T*C

V sediment / Basin area

Actual area

L*B

L inIet=

Y storege / sin∞

Required Basin depth=

L outlet=

Y storeg / sin ß

Y+Y storeg+Freebourd

ID-number Province: District: Village: No F

28-2802-0014 -2A Bamyan shebar Gunbad M.H.P 256 Design of Support Pier (SP1)

Penstock Internal Diameter Penstock thickness U/s penstock inclination D/s penstock inclination Dist. to upper support pier

d= t= a= b= L2u =

0.31 0.003 28 2.7 0

m m

L1u =

0

m

Dist. to lower support pier

L2d =

4.5

m

Buired depth of block at u/s face Buired depth of block at d/s face

L1d = h1= h2 =

3 1 0.6

m m m

h3 = B= B1 = W= i= f soil = f= g soil = P= m= g concrete =

0.8 1.8 0.89 1.3 25 25 0.25 17 100 0.5 20

m m m

0.663225116 0.04712389

Ht. of block from GL to bottom of pipe at d/s Length of block (Base) Length of block (Top) Width of block Uphill ground slope 0.436332313 Angle of friction (soil) 0.436332313 Coefficient of friction (tar sheet used) Unit weight of soil Allowable bearing pressure Coefficient of friction between soil and concrete Unit weight of masonry

R R

R R

Unit weight of steel Unit weight of water Ht. of block at u/s face Ht. of block at d/s face Ht. of block from base to c.l. of bend

o o

KN/m3.

KN/m3.

g steel = g water =

9.8

KN/m3. KN/m3.

H1 =

2.1

m.

H2 =

1.4

m.

H3 =

8.432

m.

b1= b2 =

0.856

m.

0.054

m.

0.055 1.080 0.342 0.712 0.022 0.309 0.469 2.934 3.814

0.9 0.43 0.381 1.764 1.152 0.571 m² m³

[ = h2+h3+(B1*tan l) ] [ = h2+h3 ] [ = h2+h3+(.5B)Tanl ]

Calculation of Block volume excluding volume of pipe Volume of pipe upper side B1*Π*d^2 /4*COSœ Block areas h2*B b1*(h1-h2) B1 *h3 0.5*b2*h3 0.5*B1*(H1-H2) 0.5* b1(H1-h1) Total area of block Volume of block Total area of block*Width of blok

m

a1 = a2 = a3 = a4 = a5 = a6 =

77

X1 X2 X3 X4 X5 X6

Volume of block excluding pipe Weight of the block

Vplum b.+ Vloum .p g concrete = Volum .b *

Wb =

3.869 76.29

m³ KN

Weight of pipe

[ = p(d+t) t gsteel ]

Wp =

0.23

KN/m

Weight of water

[ = p d gwater / 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

0.857

KN/SP

0.857

KN

2

Frictional force per support pire F2d =

[ = f (Wp + Ww)L2d Cos a ]

F10=

Soil force

2 2 0.5 Ka= [ cosi - (cos i - cos f)

( cosi + (cos i - cos f) 2

2

1.0

0.5

F10= [ g soil H12 Cosi Ka w / 2] This force acts at

Resolution of forces a= 28 b= 2.7 i= 25 Forces (KN) F1u = F1d = F2d =

0.000 2.897 0.857

F10= Wb =

43.969 76.29 ∑H = ∑H =

43.969 0.333

from base.

o o o

0.488692 R 0.047124 R 0.436332 R X - component (KN) 0.000 1.224 0.757 0.757 -0.757 39.850 0 41.831 Exp. 40.317 Cont.

∑V = ∑V =

Y - component (KN) 0.000 2.626 0.402 0.402 -0.402 18.582 76.29 97.897 97.093

The center of gravity of the block from the upstream face of the block 0.699 m. Weight of the block W b acts at from O. 0.699 Sum of horizontal forces that act at the bend 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 1. Expansion case 3.028 KN 2. Contraction case 2.223 KN Acting at = 1.301 from O

∑H -F10x

∑V -F10y -Wb

Exp. Cont.

KN m.

Check against overturning 1. Expansion case ∑M @O = 87.28 d= 0.891 e= 0.009 eeffective = 0.300 >e ok

[ = ∑M / ∑V ] [ = (B/2) -d ] [ = (B/6) ]

2. Contraction case ∑M @O = d= 0.757 e= 0.143 eeffective =

[ = ∑M / ∑V ] [ = (B/2) -d ] [ = (B/6) ]

73.47

0.300 >e ok

Check against bearing capacity 1. Expansion case Pbase = 43.02 KN/m2 2. Contraction case Pbase = 61.32 Pallowable =

KN/m2 100

Check against sliding 1. Expansion case m∑V ∑H < 41.831 < 48.95 2. Contraction case m∑V ∑H < 40.317 < 48.55

[ = (∑V/Abase) (1 + 6e/Lbase) ]

KN/m2 >Pbase ok

ok

ok

h2

b1 b2

B

H2 H3

h2

h1

H1

i

l

B1

90

H2 H3

ID-number Province: District: Village: Project type :

No F

28-2802-0014 -2A Bamyan shebar Gunbad M.H.P 256

MHP

POWER & TURBINE Desing gras head

for one Turbine

Flow= atention 0.25m³ Net Head=Hg-Total head loss

Q=

m CMS Meters

H=

7.97

e,turb =

0.65

e,belts =

0.90

e,gen =

0.85

Turbine efficiency V-belt efficiency

8.50 0.554

Generator efficiency

Overall efficiency e= 0.50 Total Power=belt e*gen ,e * turbine ,e* 9.81Q*Hg ((( Not: one ,turbine ))) or P=Q*gras,H*g *0.5 23.1

KW

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

33.2

KW

p,turb = D runner for T12

28.11 0.300

KW m

Shaft output power of turbine in KW.= 9.8XQ XHnXe turb D1 =

ideal Turbine Rpm=(40 * Hn) / D runnr Tjet=0.2 Drunnr

OR

133 *√ Hn

RPm =

Rotor length (width)=0.23 *Q / Tj*Hn OR 3.623*Q/√Hn bo= Normal range=0.3 up to 4.0=ratios of (0.3:1) up to (4:1) b0 to D1 ratio =bo / D1 Rpm generator Generator pulley OD Turbine pulley OD after Intemediaftn shaft

D>we need make Intermediate shaft Turbine pulley OD (It,s raed N,S,P)

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

375

R/m

0.060

m

0.71

m

2.4 1500.0 0.127 0.507 20.000

ok R/m m m in

4.00

ok

Ideal Specific Speed=1.2*Rp Turbine* Turbine shaft power / Hn^1.25 Overspeed Specific Speed=Ideal specific speed+20% Selected Over speed Specific Speed= form geraf (Maxm) Overspeed R,P,M=Over speed specific Speed * Net Specific Speed=1.2*RPM TURBIN* Turbine shaft power / Hn^1.25 % Over speed= (Overspeed R,P,M - Turbin R,P,M) / Tubin R,P,M * 100

193.83 232.59 150 291 150

Pulley Ratio=

5.16 450.59 R/m

(22.6) %

R,P ,M generator / Over speed R, P ,M

Overspeed Turbine RPM for puly sizing =Ideal RPM Turbin+20% Turbine pulley OD = Ideal RPM ratio = 1500 / Ideal RPMTurbin

0.423 3.99

m ok

Normal range=2.0 up to 6.0=ratios of (2:1) up to (6:1) 3.33

Overspeed RPM ratio =1500/ over speed Turbin RPM

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 Distance between blades Number of belt=Total Power to shaft / Power of one belt Typ of belt BV Power of one belt Center distnce between tow puly= G Di + T Di

Nb = Db =

28 0.034 4.1 8 0.634

Pc kw m

ID-number Province: District: Village:

28-2802-0014 -2A Bamyan shebar Gunbad M.H.P 256

Project type :

No F

MHP

Intermediate shaft Generator

(Fixed ) RPM inches

1500 5

Intermediate shaft ------------5 RPM

1500.0 5

Target RPM =

375

>>>>>>>

Target RPM Ratio =

4.00

0.13

sqrt of RPM Ratio =

2.0

1500.0

20

5

Turbine ------------RPM

1500

5

375

375

5

1500.0

20

Diff

375.00

0.5 ≤ 19%

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 8 10 12

178 203 254 305

14

356

Max b0 in Afg = 1.3m HKT For TMT, bo is generally either 165mm or 320mm Rote dia T12 T7 HKT A10 TMT D(m) 0.300 0.360 0.340 0.300 No-blades 28 30 24 24

16 18 20 22 24

406 457 508 559 610

23

584

25

635.00

Pelton, single jet: 10 - 30

26 27

660 686

Pelton, multi-jet: 18 - 70

28 30

711

Typ of belt Power(kw) RPM T12= RPM T7=

0.270 24

A B C D 2 4 8 11 133*√ Hn bo=3.623 * Q / √ Hn for T12 form 100 to1120mm 114*√ Hn bo=Q / 0.3* √ Hn fo T 7 Specific Speeds

Turgo: 20 - 70 Crossflow: 20 - 150

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 25.9

Q 0.554

Net H 7.97

e,turb 0.6

=

13.3

0.4

5.65

0.6

ID-number Province: District: Village: Project type :

No F

28-2802-0014 -2A Bamyan shebar Gunbad M.H.P

MHP

256

Cable sizing

P

power

23.082

KW

P1

phase

3

pf

power factor

S.F

seftefactor

1.33

V

voltage

400

V

I

current Rating

95.9

A

A

area

50 and 35

mm²

0.8

1.33 * P / V*pf

form tebal

arder cable

form genrator to cantorol panal Cu

4X25

mm²

arder cable

form cantorol panal to poleAL

4X50

mm²

arder cable

1.6*P

69.2

mm²

for theer phase

Current rating (AC) for three and four core 110 volts armoured or unarmoured cables

Nominal cross Laid direct in Ground Laid Duct Laid in Air Aluminui Aluminui Aluminui section Copper(C m(AL) Copper(C m(AL) Copper(C m(AL) area U)(Amps) (Amps) U)(Amps) (Amps) (mm²) U)(Amps 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

generator rating factors 30

35

40

1.08

1.06

1.03

1

1000

1250

1500

1750

2000

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

max.Ambeant A

B1

temperature in C°

20

25

1.1

Altitudes

Temperature factor

when load is light bulbs only D

power factor when load includes tube light and other imductive lodes

ID-number Province: District: Village:

28-2802-0014 -2A Bamyan shebar Gunbad

Project type :

M.H.P

No F

MHP

256

Genertor Selection

A-

temperature in C°

1.03

B-

Altitudes

0.915

C-

ELC corection factor

0.83

D-

power factor

0.8

S-

seftefactor

1.3

P-

power

G-

generator 1.3*P

G-

generator 1.3* P

2250

/A*B*C*D

c°

23.082

kw

48.0

KVA

30

kw

ID-number

28-2802-0014-2A

Province:

Bamyan

District: Village:

shebar Gunbad

Project type : No F

M,H,P 256

P= 23.0822 Wat /Family

√3

Conde Power ctivity factor 0f AL

MHP

kwat 90.16

wat

Voltage Drop Calculation for Transmission and Distribution System:

Volt at No-F To-No- Length ACSR Rated Voltage node Sectio in F in between area( Phase Power at Voltage Current drop branch n section section nodes (m) mm²) 1,3 node (W) (V) (A) (V) (V)

S

256

1624

K

3

400

35

0.8

PH-A

103

256

694

50

3

23082.2

400

41.65

28.6

371.4

1.73

35

0.8

A-B

55

533

50

3

13795.19

400

26.81

14.1

357.3

1.73 1.73

35 35

0.8 0.8

B-C C-D

68 30

153 98 30

255 142

50 50

8836.14 2704.94

4.5 0.8

35

0.8

A-K

70

70

300

16

12.26

13.1

1.73

35

0.8

B-J

49

49

200

50

15.84

3.6

1.73

35

0.8

C--H

51

51

50

16

9.41

1.68

1.73

35

0.8

D-E

23

23

300

16

4.25

4.6

1.73

35

0.8

D-F

39

39

281

16

7.21

7.2

1.73

35

0.8

D-G

24

24

500

16

400 400 400 230 400 230 400 230 400 230 400 230 400 230

17.85 5.53

1.73

3 3 3 1 3 1 3 1 3 1 3 1 3 1

4.44

7.9

352.8 352.0 371.4 201.3 357.3 202.7 352.8 202.0 352.0 198.7 352.0 196.0 352.0 195.3

for

3 phase

I= P / 1.732 x 0.8 x V ∆V= I x 1.732 x L / K* A

for 1

4418.07 4598.40 2073.79 3516.42 2163.95

phase

I= P/V*pf ∆V= (2X L X I ) / K x A

≤16%

7.2 10.7

OK OK

11.8 12

OK OK

12.5

OK

11.9

OK

12.2

OK

13.6

OK

14.8

OK

15.1

OK

400

1.73

6311.53

% voltag drop

ID-number 28-2802-0014-2A Bamyan Province: shebar District: Gunbad Village: Project type :M,H,P No F 256 P= 23.0822 kwat Wat /Family 90.164664

MHP

wat

Voltage Drop Calculation for Transmission and Distribution System:

√3

Conde Power ctivity factor 0f AL

Volt at No-F To-No- Length ACSR Rated Voltage node Sectio in F in between area( Phase Power at Voltage Current drop branch n section section nodes (m) mm²) 1,3 node (W) (V) (A) (V) (V)

S

256 256 85 85

1.732

35

0.8 PH-A

256

1.732 1.732 1.732 1.732

35 35 35 35

0.8 0.8 0.8 0.8

A-K K-L L-M M-N

36 24 18 7

49 25 7

1.732 1.732 1.732

35 35 35

0.8 A-D 0.8 D-E 0.8 E-F

47 25 13

85 38 13

1.732 1.732 1.732

35 35 35

0.8 A-G 0.8 G-H 0.8 H-I

42 25 19

86 44

85

86

for

3 phase

I= P / 1.732 x 0.8 x V ∆V= I x 1.732 x L / K* A

19

3070 694 850 300 200 170 180 653 300 200 153 873 500 198 175

for 1

50 50 35 35 16 35 25 16 50 35 25

3 3 3 1 1 1 1 3 1 1 1 3 1 1 1

400 23082.2 7664.0 4418.1 2254.1 631.2 7664.0 3426.3 1172.1 7754.2 3967.2 1713.1

phase

I= P/V*pf ∆V= (2X L X I ) / K x A

400 400 230 230 230 230 400 230 230 230 400 230 230 230

% voltag drop

≤16%

400 41.65

28.61

14.89 26.39 14.04 4.01

5.11 8.62 3.90 2.58

14.89 20.68 7.41

7.29 9.45 4.05

15.07 24.10 10.82

8.61 7.79 4.33

371.4 371.4 209.3 200.7 196.8 194.2 371.4 207.1 197.6 193.5 371.4 205.80 198.00 193.7

7.2 OK 9 12.7 14.4 15.6

OK OK OK OK

10 OK 14.1 OK 15.9 OK 10.5 OK 13.9 OK 15.8 OK

ID-number Province: District: Village: Project type : No F

28-2802-0014 -2A Bamyan shebar Gunbad M.H.P 256

MHP

Fuse sizing

P

power

33.19

P1

phase

3

pf

power factor

0.8

S.F

seftefactor

1.25

V

voltage

400

V

I

current Rating

43.2

A

SF * P / 3* V*pf

KW

ID-number Province: District: Village:

28-2802-0014 -2 A Bamyan Shebar

Gunbad Project type : M,H,P No F 256

MHP

DesingGravel trap ∞

11

º

ß

26.5

º

2

mm

d

limet

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

0.815

m²

Q/V

4≤ L / b ≥ 10

dimension such B

Width

L

Length of the gravel trap

6*B

L/ B=

6.00

m

10.00

m

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

1.3

m

Y =flood hight L

inIet=

Y storege / sin∞

Sediment storage requirement h

Assume sediment concetration

freeborad

0.2

C S

density

P

Pfactor

T

Flushing frequency( 6 ,h )

S

Sedimen load Q*T*C

V

2

kg/m³

2600

kg/m³

1 21600

ses

39005.77

kg

V sediment=S lod / Sdecnity* P factor

15.0

m³

Y

depth of storege=

0.25

m

A

Actual area

L*B

60

m²

L

outlet=

Y storeg / sin ß

0.54

m

Y+Y storeg + Freebourd

1.18

m

Required Basin depth=

V sediment / Basin area

ID-number Province: District: Village:

ype :

No F

28-2802-0014 -2A Bamyan shebar Gunbad M.H.P 256

MHP

Vertical flush pipe h=

freebourd

Q= Cw= H= H=

0.2

M

desing flow

0.554

M³ / S

orifice coefficient water depth in the basin during the desing flow prior to flushing

2.76

is the flushing head when basin is empty

2.74

m

2.54

m

the pipe dimeter can be determined by rewriting the above equation as d=

{(4*Qdesing / π *C * √ (h flush)}^1.2

d=

0.40

m

d=

16

in

is the area of pipe= π *d^² / 4

0.126

m²

C*A * √ h flush

0.554

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

0.830

m³ /sec

0.830

m³ /sec ok

A=

Q desing

1.5 *Q desing = C*A * √ hflush+h basin

1.5*Q desing=

m³ /sec ok

ID-number Province: District: Village:

28-2802-0014 -2 A Bamyan Shebar

Gunbad Project type : M,H,P No F 256

MHP

Spillway (Weir ) Calculations for geraval terips h=

freebourd

0.2

Q=

Q desing

0.554

Q=

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

0.906

weir coefficient

Cw=

overtop= (0.5*freeborard-0.05)

1 2

M³ / S M³ / S

1.6

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

M

0.5 0.05

m the spillway must be abie to conveey the entire flood floe of in case the headrace canal downstream gets obstructed the spillway shuld be able to spil the excess flow when there is no obstruction

Cas-2

during flood

L=

length of spillway

Q flood - Q desing L = 2* Q / Cw X h ^1.5

0.353 39

M³ / S M

Spillway (Weir ) Calculations for spill deschage h=

freebourd

0.2

Q=

Q design

0.554

Q=

discharge in oriffic

0.637

Q=

Excess water

Cw= h L=

Qdesign - Qdischarch in oriffice

1.6

overtop= (0.5*freeborard-0.05)

0.05

L = 2* Q excess / Cw X h ^1.5

M³ / S

0.083

weir coefficient

length of spillway

M

9.33

m M

ID-number

28-2802-0014 -2A

Province:

Bamyan

District:

shebar

Village:

Gunbad

Project type :M.H.P No F

MHP

256

Thunderbolt cacolation

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

ID-number Province: District: Village: Project type : No F

28-2802-0014 -2A Bamyan shebar Gunbad M.H.P 256

MHP

Design of Anchor Block # Type AB2

Penstock internal diameter

(d / 2)=0.62/2

d=

508

mm

t=

3

mm

dsmall =

0

mm

Gross head

h gross =

8.5

m

Surge head

h surge =

0.10

m

a=

28



b=

0



Penstock thickness Penstock internal diameter (Smaller)

U/s penstock inclination

0.48869 R

D/s penstock inclination

0

Dist. to upper

L1u =

7.5

m

Dist. to lower

L1d =

2.3

m

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

0.20944 R

i=

12



0.5236 R

f soil =

30



Total H=

hg + hsu

Uphill ground slope Angle of friction (soil) Coefficient of friction

for stiff day soil

steel onsteel with tar oaper in between

f=

0.25 KN/m3

g soil =

20

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

g concrete =

22

KN/m3

Unit weight of steel

g steel =

77

KN/m3

Unit weight of water

g water =

9.8

KN/m3

Unit weight of soil

for stiff day soil

2 H1 =

2.903

m

H2 =

1.9

m

h2+h3

H3 =

0.99

m

B-b1

b2 =

0

m

( h2+h3+h5+(b1*tan27)

Ht. of block at u/s face= Ht. of block at d/s face

h2+h3+h4

Ht. of block from base to c.l. of bend Bend position from u/s face of block Calculation of Block volume excluding volume of pipe Volume of pipe upper side

b1**d^2/ 4*Cosa

a

0.4591

m³

Volume of pipe downward side

b2**d^2/ 4*Cosb

b

0.0000

m³

0.459

m³

12.057

m³

11.597

m³

255.14

KN

A

0.37

KN/m

B

1.99

KN/m

2.36

KN/m

F1u = Wp + Ww )* L1u*COSa

15.609

KN

F1d = Wp + Ww )* L1d*COSb

5.421

KN

-8.269

KN

Total volume of pipe

a+b

A

Volume of block excluding pipe

(H2*B + B*(H1-H2)*0.5)* L

Volume of block

B-A

B

Wb = B-A *Ỵconcrate

Weight of the block

(d+t) * t * Ỵ steel

Weight of pipe

Wp =

Weight of water

Ww =  *d^2 / 4 ) * Ỵwater Wp + Ww = A+B Calculate the relevant forces

2

F3 = [ = 15.4*htotal *d *Sin( (b-a)/2) ]

Hydrostatic force Soil force Ka= [ cosi - (cos i - cos f) 2

2

0.5

cosi + (cos i - cos f) 2

/

2

0.5

0.365

F10= [ g soil h12 Cosi Ka w / 2] This force acts at

from base.

10.291

KN

0.400

m.

Resolution of forces a=

28

o

=

0.49

R

30

o

=

0.52

R

i=

12

o

=

0.21

ß=

0

o

=

0

F1u =

15.609

- F1u *Sin∞

-7.328

Fu1*Cosin∞

13.782

F1d =

5.421

- F1u *Sinß

0.000

F1d*Cosinß

5.421

F3 =

8.024

f soil =

Forces (KN)

R R

X - component (KN)

Y - component (KN)

-8.269

F3*Sin((ß-∞))/2

2.001

F3*Coson((ß-∞)/2)

F10=

10.29

F10*Sini

10.066

F10*Sini

Wb =

255.144

0

2.140 255.144

SUM

∑H =

10.066

Exp.

∑V =

262.705

Exp.

SUM

∑H =

12.066

Cont.

∑V =

270.729

Cont.

The center of gravity of the block from point O 0.90 Weight of the block W b acts at

m. 0.895 from O.

3 ∑H -F10x

Sum of horizontal forces that act at the bend 1. Expansion case

0.000

KN

2. Contraction case

2.001

KN

0.990

from O

Acting at =

∑V -F10y -Wb

Sum of vertical forces that act at the bend 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

e=

0.051

eallowable =

0.333

[ = ∑M / ∑V ] [ = (B/2) -d ] >e ok

[ = (B/6) ]

2. Contraction case ∑M @O =

267.30

d=

0.987

e=

0.013

eallowable =

0.333

[ = ∑M / ∑V ] [ = (B/2) -d ] >e ok

Check against bearing capacity 1. Expansion case Pbase =

60.36

KN/m2

[ = (∑V/Abase) (1 + 6e/Lbase) ]

2. Contraction case Pbase =

55.98

Pallowable =

100

KN/m2 >Pbase ok KN/m2

Check against sliding 1. Expansion case ∑H

<

10.066

<

m∑V 131.35 ok

2. Contraction case ∑H

<

12.066

<

m∑V 135.36 ok

h2

bi B h3

H3

h1

H2

H1

i

h4

l h5

4

b2 b=0

28-2802-0014 -2A Bamyan shebar Gunbad M.H.P MHP 256

ID-number Province: District: Village: No F

Desing Trashrack for forbay 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

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

m²

t/b

ratio of maximum bar thickness to space btween bars

0.05

mm

V

approach velocity = desing flow / cross section area of (0.5 water-1

0.34

m/s

A1

Area of discharch

1.65

m²

(50 to 75 mm)

) m / sec

Q/V

∞ =

angle of bars with horizontal

60.00

º

∞ =

RADIANS

1.05

R

0.81

m

(H+freeboard) / sin∞

S=

Lenght of trashrack slop

A2=

L*S

all area

2.67

m²

A3=

t+b=

area steel and blank space

0.06

m²

NO=

A2 / t+b

42.35

m

A4=

t *(A2 / t+b)

0.13

m

A5=

A2-A4

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

h=head loss across trashrack

area balnk Space

ID-number Province: District: Village:

28-2802-0008 -1 A Bamyan Shebar Ljalmesh CCD M,H,P MHP 321

No F

Desing Trashrack for Oriffce H

flood water level in rever

Q

Discharge through the oriffic during flood flow

b

space between bars

t

thickness bars

0.774

m

0.799915069

m³/s

(50 to 75 mm)

0.06 0.003

m m

2.4

Kt

trashrack loss coefficient from tebal

L=

oriffice width

2.875

m

L=

for trashrack porovid

3.075

m

g

gravitation constant

a=

cross section area of water=L*H

t/b

9.81

m/s²

2.38005

m²

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

2.38005

m²

Q/V

∞ =

angle of trashrack with horizontal

∞ =

RADIANS (H+freeboard) / sin∞

S=

Lenght of trashrack slop

A2=

L*S

all area trashrack

A3=

t+b=

area steel and blank space

NO=

A2 / t+b

A4=

t *(A2 / t+b)

A5=

A2-A4

NO=

no of balnk Space

h=head loss across trashrack

60

º

1.047197551

R

1.124678324

m

3.458385847

m²

0.063

m²

54.89501345

no

0.16468504

area balnk Space

3.293700807

A5 / b

54.89501345

no

h=kt* (t / b) 4 / 3*(V^2 / 2g)*sin∞

0.001005166

m

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

P= No- F= Wat / H= Pf = Phase =

#### Kwat 256 K #### ∆V= Volt 0.8 V=Volt threeL=(m) 300 Ф=(mm) 16 No-F= 70 Σpower=wat 6311.5

L=(m) 694

∆V= Volt V=Volt

Ф=(mm) 50 A No-F= 256 L=(m) Σpower=wat #### Ф=(mm) No-F=no Σpower=wat

P,H

MHP

13.14 201.3

28.6 371.4

J ∆V= Volt3.62 V=Volt 202.7 L=(m) 200 Ф=(mm) 50 No-F= 49 Σp=wat 4418.07 ∆V=Volt14.14 V=Volt 357.3 B

533 50 153 13795.194

H ∆V= Volt V=Volt L=(m) Ф=(mm) No-F= Σp=wat

L=(m) Ф=(mm) No-F=no Σpower=wat

1.68 202 50 16 51 4598.4 ∆V=Volt V=Volt

C 255 50 98 8836.1

4.5 352.8

E ∆V= Volt V=Volt L=(m) Ф=(mm) No-F= Σp=wat

4.56 198.7 300 16 23 2073.79

∆V= Volt

0.8

D V=Volt L=(m) Ф=(mm) No-F=(no) Σpower=wat

142 50 30 2704.9

L=(m) Ф=(mm) No-F= Σp=wat ∆V= Volt V=Volt G

F 352

500 16 24 2163.95 7.92 195.3

ID-number

28-2802-0014 -2A

Province:

shebar

District:

Bayan

Village:

Gunbad

Project type :

M.H.P

MHP

No F 256 P= 23.08

L=(m) 153 Ф=(mm) 16

Kwat

No- F= 256

No-F= 13

Wat / H= 90.2

Σpower=wat 1172.14

F

∆V= Volt

4.05

V=Volt

194

Pf = 0.8 Phase = three

L=(m) 200 Ф=(mm) 25

E

No-F= 38 Σpower=wat 3426 L=(m) 300

V=Volt

L=(m) 170

L=(m) 694

V=Volt

371.4

Σpower=wat 7664

No-F= 256 Σpower=wat 23082

V=Volt

L=(m) 500 Ф=(mm) 50 No-F= 86 Σpower=wat 7754

∆V= Volt

8.61583

V=Volt

200.7

K ∆V= Volt

A

Ф=(mm) 50

No-F= 7

Σpower=wat 2254

Σpower=wat 631 N ∆V= Volt 2.57712

M ∆V= Volt

L=(m) 200

5.1061

209

Ф=(mm) 16

No-F= 25 L

Ф=(mm) 35

G

V=Volt

3.89656429

V=Volt

197

No-F= 49

∆V= Volt 8.6 V=Volt

L=(m) 180

Ф=(mm) 35

L=(m) 300 No-F= 85

P,H

197.6

207

Ф=(mm) 50 28.61

V=Volt

∆V= Volt 7.3

No-F= 85

∆V= Volt

9.5

D

Ф=(mm) 35 Σpower=wat 7664

∆V= Volt

Σpower=wat 4418

206 L=(m) 198 Ф=(mm) 35 No-F= 44 Σpower=wat 3967

H ∆V= Volt

7.8

V=Volt

198

I L=(m) 175

Ф=(mm) 25 No-F= 19 Σpower=wat 1713

∆V= Volt

4.3

V=Volt

194

194.2

ID-number 28-2802-0014 -2A Province: Bamyan shebar District: Gunbad Village: Project typeM.H.P : No F 256

MHP

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

Toghi pain Summary of Electrical Materials No. of

No of

Total Length

(40m spacing)

No. of Insulator

No of

No of

x-arms/pole

of Wire (m)

No. of Poles

and Shackle sets

No of Cross-arms & Pole clamps

No of

Wires

180x14mm bolts

25x12 mm bolts

12x2.5mm washers

694

4

2

2,776

17

69

34.7

69

602

1412

500

2

1

1,000

13

25

12.5

25

156

388

300

2

1

600

8

15

8

15

56

158

4,376

37

109

54.7

109.4

815

1957

5,251 5,500 1,500 400.0

Item

Details

Length

50mm2

PH-A A-G AK

Total

35mm2

1,494

2

+20% sag Use Kgs of wire 2

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

1,736

22

43

27

43

149

438

K-L

Total

25mm2

200

868

D-E H-I

Total

200 175

2 2

+20% sag

2,083

Use Kgs of wire

2,200 2,300

1 1

400 350 0 0 0 0 0 750 900 1,000 106

5 4 0 0 0 0 0 9

10 9 0 0 0 0 0 19

5 4 0 0 0 0 0 9

10 9 0 0 0 0 0 19

10 9 0 0 0 0 0 19

50 44 0 0 0 0 0 94

360 306 0 0 0 0

5 4 0 0 0 0

9 8 0 0 0 0

5 4 0 0 0 0

9 8 0 0 0 0

20 15 0 0 0 0

68 52 0 0 0 0

375 +20% sag Use Kgs of wire

16mm2

M-N E-F

180 153

2 2

1 1

Total

TOTALS Stay rods & Wire Sets (See map) 1 L, 2S 2x4mm2 Survice

333

Earthing Straight Length Plates of Run 5 2,737 1 L, 2 S line Alumunume 40M*226HH

0

+20% sag Use Kgs of wire

666 799 850 90

Kgs of Elec Nuts & Bolts 38 21 0

Kgs of wire 3,996 5 0

8

17

8

17

35

120

(40m spacing) No. of Poles 77 82

No. of Insulator and Shackle sets 188 200

No of Crossarms & Pole 99 106

No. of 180x12mm bolts 188 200

No. of 25x12mm bolts 1,017 1,083

No. of 12x2.5mm washers 2,609 2,779

Electrical Parts of M:H :P ID-number Province

District: Village Project purpose NO of family No

particular of item and delail of work

28-2802-0014 -2A Bamyan Shebar Gunbad M,H,P

256 Contribution CDC Afg NSP Afg

Quantity

Unit

Unit price in AFS

Total price in Afs

1

pc

30000

30000

0

30000

1

Genrator (30)kW, three Phase, Brush type

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

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

25

m

300

7500

0

7500

50

m

250

12500

0

12500

82

pc

1000

81750

71219.49

10530.51

513662.9

71219.49

442443.4

12 13 14

4X35mm2 CU cable (to connect Gnerator and Control Panel) 4X50mm2 Al Cable (to connect control panel and first Pole) 7m high wooden pole

Note: Any other needed material can be added.

Remark

As per DWG

( ‫ پیشنهاد پروژه ) ادامه‬: ۷ ‫فورمه‬ 28-28020014 - 2A ‫نمبر قریه‬ 256 No :Famil

Gunbad

shebar ‫ولسوالی‬

‫قریه‬

Bamyan ‫والیت‬

‫تفصیل هزینه اقالم ای که باید با استفاده از قسط اول تهیه شود‬ ‫شماره‬

‫قلم‬ ‫اموزش وغیره‬.‫ترانسپورت‬. ‫ کار‬. ‫مواد وتجحزات‬

‫مقدارمجمو عی‬

‫واحد‬

‫قمیت فی واحد‬

‫قمیت مجموعی‬

‫سهم ها‬ ‫برنامه همبستگی‬

‫مقدار همبستگی‬

‫مردم‬

1

shovel with handl

5.00

pc

100.00

500.00

500.00

5.00

0.00

‫مقدار مردم‬ 0.00

2

pickax with handl

5.00

pc

200.00

1000.00

1000.00

5.00

0.00

0.00

3

slodge hammer with handl

1.00

pc

500.00

500.00

500.00

1.00

0.00

0.00

4

wheel barrow

2.00

pc

1500.00

3000.00

3000.00

2.00

0.00

0.00

5

Rubber bucket

6.00

pc

60.00

360.00

360.00

6.00

0.00

0.00

6

Rope

20.00

m

20.00

400.00

400.00

20.00

0.00

0.00

7

Stone

770.12

m³

0

0.00

0.00

#DIV/0!

0.00

#DIV/0!

8

Cement

1986.26

bag

350

695192.50

695192.50

1986.26

0.00

0.00

9

Sundy

553.18

m³

1000

553184.89

553184.89

553.18

0.00

0.00

10

soil

5.20

m³

100

520.00

520.00

5.20

0.00

0.00

11

Straw

6.00

kg

10

60.00

60.00

6.00

0.00

0.00

12

Complete Doors (1.2X2.2)m

1.00

pc

3000

3000.00

3000.00

1.00

0.00

0.00

13

Complete Windows(1.5X1.5)m

1.00

pc

3500

3500.00

3500.00

1.00

0.00

0.00

14

Complete window(1X1)m

2.00

pc

800

1600.00

1600.00

2.00

0.00

0.00

15

Niel

4.61

kg

70

322.87

322.87

4.61

0.00

0.00

16

Glasses

3.12

m²

200

624.75

624.75

3.12

0.00

0.00

17

Marble powder

22.31

kg

15

334.67

334.67

22.31

0.00

0.00

18

powder paint

0.60

kg

200

120.44

120.44

0.60

0.00

0.00

19

solt

0.60

kg

10

6.02

6.02

0.60

0.00

0.00

20

Oil paint

2.11

kg

200

422.82

422.82

2.11

0.00

0.00

21

oil

3.92

kg

65

254.48

254.48

3.92

0.00

0.00

22

wooden beem Ø25 cm,L=4.00 m

94.57

pc

300

28370.40

28370.40

94.57

0.00

0.00

23

bourd

175.45

pc

200

35090.40

35090.40

175.45

0.00

0.00

24

Steel 10mm² area

368.62

kg

60

22117.38

22117.38

368.62

0.00

0.00

25

wooden beem Ø40 cm,L=5.00 m

63.54

ml

300

19062.00

19062.0000

63.54

0.00

0.00

26

Wair 1mm

2.58

kg

80

206.43

206.43

2.58

0.00

0.00

27

Instelation G,I hood

1.00

Pc

100

100.00

100.00

1.00

0.00

0.00

28 29

Skilled labour on site

657.28

md

700.00

460095.21

460095.21

657.28

0.00

0.00

Unskilled labour on site

1400.90

md

350.00

490314.51

24456.69

69.88

465857.82

1331.02

2X0.2X0.02

( ‫ پیشنهاد پروژه ) ادامه‬: ۷ ‫فورمه‬ 28-28020014 - 2A ‫نمبر قریه‬ 256 No :Famil

Gunbad

shebar ‫ولسوالی‬

‫قریه‬

Bamyan ‫والیت‬

‫تفصیل هزینه اقالم ای که باید با استفاده از قسط اول تهیه شود‬ ‫شماره‬

‫قلم‬ ‫اموزش وغیره‬.‫ترانسپورت‬. ‫ کار‬. ‫مواد وتجحزات‬

‫مقدارمجمو عی‬

‫واحد‬

‫قمیت فی واحد‬

‫قمیت مجموعی‬

1.00

pc

30000.00

‫سهم ها‬ ‫برنامه همبستگی‬

‫مقدار همبستگی‬

‫مردم‬

30000.00

0.00

0.00

0.00

‫مقدار مردم‬ 0.00

30

Genrator (30)kW, three Phase, Brush type

31

ACSR d=50mm²

5500.00

meter

35.00

192500.00

0.00

0.00

0.00

0.00

32

ACSR d=35mm²

2200.00

meter

30.00

66000.00

32500.00

1083.33

0.00

0.00

33

ACSR d=25mm²

1000.00

meter

25.00

25000.00

25000.00

1000.00

0.00

0.00

34

ACSR d=16mm²

850.00

meter

20.00

17000.00

17000.00

850.00

0.00

0.00

35

D-Bracket and Insulator (complete set)

200.46

pc

100.00

20046.06

20046.06

200.46

0.00

0.00

36

Cross -arms(50 cm long -10cmX10cm)

105.56

pc

300.00

31666.81

31666.81

105.56

0.00

0.00

37

Stay sets (complete)

2.00

set

350.00

700.00

700.00

2.00

0.00

0.00

38

Earthing Set (60cmX60cmX3mm copper plate, 10m long 4mm dia copper long 19mm3000.00 dia GI Pipe, 10kg Salt, 1 bag charcoal) 4.00wire, 5m set 12000.00 12000.00

4.00

0.00

0.00

39

Control Panel (complete set)

1.00

pc

15000.00

15000.00

15000.00

1.00

0.00

0.00

40

Signboard

1.00

pc

1000.00

1000.00

1000.00

1.00

0.00

0.00

41

Tools & tool box

1.00

pc

1000.00

1000.00

1000.00

1.00

0.00

0.00

42

4X35mm2 CU cable (to connect Gnerator and Control Panel)

25.00

m

300.00

7500.00

7500.00

25.00

0.00

0.00

43

4X50mm2 Al Cable (to connect control panel and first Pole)

50.00

m

250.00

12500.00

12500.00

50.00

0.00

0.00

44

7m high wooden pole

81.75

pc

1000.00

81750.00

81750.00

81.75

0.00

0.00

1.00

set

80000.00

80000.00

80000.00

1.00

0.00

0.00

45

A. : Turbine (33 kW, T12), B.: Adaptor for Turbine, C: . Base Frame for Turbine and Generator, D: . Intermediate Shaft, E.: Pulleys (-20" nos, 5" - 3 ) F: . D, V Belts-3 nos

9.00

m

2500.00

22500.00

22500.00

9.00

0.00

0.00

46

508mm dia, 3mm thickness, MS Penstock Pipes with one bends and required washers, bolts and nuts (Bends are shown in DWG)

47

Airvent pipe (diameter=30.62 mm) ( 1 .2inch)

3.29

m

150.00

493.20

493.20

3.29

0.00

0.00

48

15.00

m

150.00

2250.00

2250.00

15.00

0.00

0.00

2.67

m²

4000.00

10692.00

10692.00

2.67

0.00

0.00

1.00

set

4000.00

4000.00

4000.00

1.00

0.00

0.00

51

PVC Pipe for flushing (arani) Trahsrack (3.3mX0.81m) with frame, 20mm spacing of bar, bar size: 5mmX25mm for forbay Flushing Cone (0.440m dia,(17") 1.55m height), As shown in DWG 3" Valve with 2m GI Pipe

1.00

set

3000.00

3000.00

3000.00

1.00

0.00

0.00

52

Sluice Gate ( 1.2m (H)X 1m (B)) for settling basin

1.20

m²

10000.00

12000.00

12000.00

1.20

0.00

0.00

53

Sluice Gate for geravaltiraos (1.2m(H) X0.1 m (B))

1.20

m²

10000.00

12000.00

12000.00

1.20

0.00

0.00

54

Taransportation

Ls

Ls

30000.00

30000.00

30000.00

0.00

0.00

55

Probables

Ls

Ls

15000.00

15000.00

15000.00

0.00

3025858

2304000.0

49 50

Total

0.00

465858

‫فورمه ‪ : ۷‬پیشنهاد پروژه ) ادامه (‬ ‫‪Bamyan‬‬ ‫والیت‬

‫‪shebar‬‬ ‫ولسوالی‬

‫‪28-28020014 - 2A‬‬ ‫نمبر قریه‬ ‫‪256‬‬ ‫‪No :Famil‬‬

‫‪Gunbad‬‬ ‫قریه‬

‫تفصیل هزینه اقالم ای که باید با استفاده از قسط دوم تهیه شود‬ ‫قلم‬

‫سهم ها‬ ‫مردم‬

‫مقدار همبستگی‬

‫برنامه همبستگی‬

‫شماره‬

‫مقدار مردم‬

‫قمیت مجموعی‬

‫قمیت فی واحد‬

‫واحد‬

‫مقدارمجمو عی‬

‫مواد وتجحزات ‪ .‬کار ‪.‬ترانسپورت‪.‬اموزش وغیره‬ ‫‪Genrator (30)kW, three Phase, Brush type‬‬

‫‪0.00‬‬

‫‪0.00‬‬

‫‪1.00‬‬

‫‪30000.00‬‬

‫‪30000.00‬‬

‫‪30000.00‬‬

‫‪pc‬‬

‫‪1.00‬‬

‫‪0.00‬‬

‫‪0.00‬‬

‫‪5500.00‬‬

‫‪192500.00‬‬

‫‪192500.00‬‬

‫‪35.00‬‬

‫‪meter‬‬

‫‪5500.00‬‬

‫‪ACSR d=50mm²‬‬

‫‪0.00‬‬

‫‪0.00‬‬

‫‪1340.00‬‬

‫‪33500.00‬‬

‫‪33500.00‬‬

‫‪25.00‬‬

‫‪meter‬‬

‫‪1340.00‬‬

‫‪ACSR d=25mm²‬‬

‫‪256000‬‬

‫‪256000‬‬

‫‪1‬‬

‫‪Total‬‬

‫‪2‬‬ ‫‪3‬‬

( ‫ پیشنهاد پروژه ) ادامه‬: ۷ ‫فورمه‬ 28-2802-0014 - 2A No :Famil SNO

Gunbad ‫قریه‬

‫نمبر قریه‬ 256 Itam

Unit

shebar ‫ولسوالی‬

Quantity

Unit cost

Total cost

NSP

LS

LS

5760

5760

Bamyan ‫والیت‬ CDC

1

Tooles

2

Site preparation

m²

929.99

14

13019.8

0.0

13019.8

3

Excavation

m³

446.69

175

78171.4

0.0

78171.4

4

Stone massonary

m³

770.12

1628.9

1254456.4

1079353.6

175102.9

5

Shuttingُ

m²

47.28

1413.5

66835.9

63526.1

3309.9

6

RCC(1:2:4)

m³

3.36

4250

14287.5

13110.9

1176.6

7

PCC(1:4:8)

m³

144.08

3550

511495.5

461066.3

50429.1

8

Mechanical Part

Ls

LS

0

146935.2

146935.2

0.0

9

Electrical Part

Ls

LS

0

513662.9

442443.4

71219.5

10

Steel work

kg

368.62

71.41

26323.4

25420.2

903.1

11

Palastering

m²

435.26

205

89227.8

61806.6

27421.2

12

Ponting

m²

703.28

202.5

142415.0

100569.6

41845.4

13

Carpentary Work

pc

4.00

2151

8604.0

8324.0

280.0

14

Water Pinting

m²

30.11

34.2

1030.2

1030.2

0.0

15

Installtionn woodenbeem 3/m L=5m

M.L

63.54

321

20396.3

19729.2

667.2

16

oil painting on wooden

m²

7.83

293.7

2299.7

2217.5

82.2

17

Installation of glass 3mm

m²

2.98

238

708.1

666.4

41.7

18

mud pull work of roof

m²

12.00

71.5

858.0

768.0

90.0

19

mud & straw

m²

12.00

39.3

472.0

304.0

168.0

20

fixing bourd on the roof

m²

13.44

546.9

7350.3

7162.2

188.2

21

Filling

m³

4.00

275

1100.0

400.0

700.0

22

geraval Levaling

m³

74.41

1014

75448.4

74406.7

1041.7

23

Transportation

%

LS

0

30000.0

30000

24

Probables

%

LS

0

15000.0

15000

3025858

2560000

Total(Afs)

465858

Summary Work Plan ID-No Provence District CDC Sub Project

: : : : :

028-28027-0014 -2A Bamyan

Shebar Gunbad M,H,P

Milstone No

Totl Budg: ( Discription

2nd Installment (10)%

First Instalment((90)%

1

Unit Quintity

Tooles

LS

Unit Cost Total Cost Af AF LS 5760

Contribution CDC NSP 5760

2

Site preparation

m²

929.99

14

13019.8

13019.8

3

Excavation

m³

446.69

175

78171.4

78171.4

4

Stone massonary

m³

770.12

1628.9

1254456.4

175102.9

5

Shuttingُ

m²

47.28

1413.5

66835.9

3309.9

6

RCC(1:2:4)

m³

3.36

4250

14287.5

1176.6

7

PCC(1:4:8)

m³

144.08

3550

511495.5

50429.1

8

Mechanical Part work

Ls

LS

0

146935.2

0.0

9

Electrical Part work

Ls

LS

0

257662.9

71219.5

10

Steel work

kg

368.62

71.41

26323.4

903.1

11

Palastering

m²

435.26

205

89227.8

27421.2

12

Ponting

m²

703.28

202.5

142415.0

41845.4

13

Carpentary Work

pc

4.00

2151

8604.0

280.0

14

Water Pinting

m²

30.11

34.21475

1030.2

0.0

15

Installtionn woodenbeem

M.L

63.54

321

20396.3

667.2

16

oil painting on wooden

m²

7.83

293.7

2299.7

82.2

17

Installation of glass 3mm

m²

2.98

238

708.1

41.7

18

mud pull work of roof

m²

12.00

71.5

858.0

126.0

19

mud & straw

m²

12.00

39.33333

472.0

168.0

20

fixing bourd on the roof

m²

13.44

546.9

7350.3

141.1

21

Filling

m³

4.00

275

1100.0

700.0

22

geraval Levaling

m³

74.41

1014

Total

75448.4

1041.7

2719098

465846.8

Activity % 0.1936 0.0 0.4376 0.0 2.6275 1079353.5 42.165 63526.1 2.2465 13110.9 0.4802 461066.3 17.193 146935.2 4.9388 186443.4 8.6607 25420.2 0.8848 61806.6 2.9992 100569.6 4.7869 8324.0 0.2892 1030.2 0.0346 19729.2 0.6856 2217.5 0.0773 666.4 0.0238 732.0 0.0288 304.0 0.0159 7209.2 0.2471 400.0 0.037 74406.7 2.536

2253251

1

InstalationACSR 50mm tarnsmission Line

m

5500.00

35.00

192500

192500

6.470

2

InstalationACSR 25mm tarnsmission Line

m

1340.00

25.00

33500

33500

1.126

3

Instalation genrator

Pc

1

30000

30000

30000

1.008

Total

256000

256000

G-Total

2975098

465846.8

2509251

100

1

2

3

3025857.82 4

5

6

7

8

) Week 9 10 11 12 13 14 15 16 17

mary Work Plan

Week 18

Project Summary Sheet ID-number Province District Village Project No- F

: 28-2802-0014 - 2 A : Bamyan : Shebar : Gunbad M,H,P 256

Goal of Sub Project: for light to family

Brief descripption of main activities: 1-Excavation in the foundation 2-Stonemassonary 3- R.C.C & P.C.C 4-Fixing Torben & Genrator 5- Fixing line

Budget Total: =

3025857.82

Afs

NSP: =

2560000.0

Afs

CDC:=

465857.82

Afs

Beneficiaries: All Family

Expected Training needs:

yes

Project Milestones CDC

NSP

90%

Afs

465858

Afs

2304000

Afs

10%

Afs

0.00

Afs

256000.0

Afs

Total buget

3025857.82

Number of Disbursements: ----------TWO--------------------------------------------------------------------------------------------------------------

Project Risks

-NO

Village

28-2802-0014 -2A Bamyan Shebar Gunbad

Project purpose

M,H,P

ID-number Province District:

NO of family

No

1

Mechanical Part of MHP

256

Particular of item and detail of work A. : Turbine (33 kW, T12), B.: Adaptor for Turbine, C: . Base Frame for Turbine and Generator, D: . Intermediate Shaft, E.: Pulleys (-20" nos, 5" - 3 ) F: .

Contribution Total price in Afs CDC Afg NSP Afg

Quantity

Unit

Unit price in Afs

1

set

80000

80000

0

80000

9

m

2500

22500

0

22500

D, V Belts-3 nos 2

508mm dia, 3mm thickness, MS Penstock Pipes with one bends and required washers, bolts and nuts (Bends are shown in DWG)

3

Airvent pipe (diameter=30.62 mm) ( 1 .2inch)

3.3

m

150

493.2

0

493

4

PVC Pipe for flushing (arani)

15.0

m

150

2250

0

2250

2.673

m²

4000

10692

0

10692

1

set

4000

4000

0

4000

1

set

3000

3000

0

3000

5 6

Trahsrack (3.3mX0.81m) with frame, 20mm spacing of bar, bar size: 5mmX25mm for forbay Flushing Cone (0.440m dia,(17") 1.55m height), As shown in DWG

7

3" Valve with 2m GI Pipe

8

Sluice Gate ( 1.2m (H)X 1m (B)) for settling basin

1.20

m²

10000

12000

0

12000

9

Sluice Gate for geravaltiraos (1.2m(H) X0.1 m (B))

1.20

m²

10000

12000

0

12000

146935

0

146935

Note: Any other needed material can be added.

Remark

‫پالن تدارکاتی (خالصه مصرف پروژه (‬ ‫فشرده کار کر گران تو سط اعضای شورای انکشا فی‬ ‫ساعت تعین شده کاری کارگران شورای انکشافی‬ ‫ساعت کاری مردان‬ ‫ساعت کاری زنان‬

‫‪2058.2‬‬

‫اوسط نرخ )افغانی (‬ ‫‪461.8‬‬

‫مجمو ع مصر ف به )افغا نی(‬ ‫‪950409.7‬‬

‫جمع فرعی )الف(‬

‫‪950409.7‬‬

‫رویش های تدارکاتی‬ ‫شرح مواد‪/‬کارها‪/‬خدمات ترانسپورت ‪،‬آموزیش وغیره )‪(2‬توضیح اجناس‪،‬امورساختمانی وخدمات‬

‫خر یداری یک پا یه د ینمو (‪ (30‬کیلوات چینا ی‬ ‫خر یداری کبل المو نیمی بدون پوش ‪50‬‬ ‫خر یداری کبل المو نیمی بدون پوش ‪35‬‬ ‫خر یداری کبل المو نیمی بدون پوش‪25‬‬ ‫خر یداری کبل المو نیمی بدون پوش‪16‬‬ ‫خر یداری (دی( براکت‬ ‫خریداری سیلب سا یز (‪ 50‬سا تی متر در ‪ 10‬در ‪ 10‬سانتمر‬ ‫خر یداری محار کش‬ ‫تخته مسی (‪ 60‬در ‪ 60‬سانتمتر و ‪ 3‬ملی متر ضخا مت (‬ ‫خریداری فیوز بکس‬ ‫فر ما یش و خرداری لو حه شورا‬ ‫تو بکس‬ ‫کیبل مسی (‪ 4‬در ‪ 10‬ملی( پو شدار‬ ‫کیبل المو نیمی (‪ 4‬در ‪ 16‬ملی( پو شدار‬ ‫خر یداری پا یه چو بی به طول هفت تر‬ ‫خر یداری تور بین کراسفلو (‪ (33‬کبلو وات مکمل با پو لی و شا فت ما بسنی و پو لی ها‬ ‫نل اهنی به قطر ‪ 508‬ملی متر ضخا مت ‪ 3‬مای متر با نت و بولت ووا شل و زا نو خم‬ ‫نل هوا کش به قطر (‪ (1.2‬انچ بطوا (‪ (3.3‬متر‬ ‫نل پال ستکی چهار انچ بطو ل (‪ (15‬متر‬ ‫جا لی محا فظطی خسگیز‬ ‫نل پا ک کننده اهنی بطول (‪ (390‬ملی و قطر (‪ (250‬ملی‬ ‫وال (‪ (3‬انچ بر نجی همرا با نل جستی (‪ (3‬انچ بطول یک متر‬ ‫در وازه اهنی برای رفع نمو دن اب به سا یز ( ‪ 55‬در ‪ 70‬سا نتی تر (‬ ‫در وازه اهنی برای رفع نمو دن اب به سا یز ( ‪ 138‬در ‪ 70‬سا نتی تر (‬

‫مصرف فی واحد‬ ‫مقدار)‪ (3‬واحد )‪ (4‬تخمینی )افغانی‬ ‫() ‪(5‬‬

‫سهم گری‬ ‫بر نا مه‬ ‫شو رای مر د‬ ‫همبستگی‬ ‫می)‪(9‬‬ ‫ملی)‪(10‬‬

‫مصرف تخمینی‬ ‫)افغانی ()‪(6‬‬

‫رویش‬ ‫تدارکاتی)‪(7‬‬

‫مدت ماه‬ ‫هایالزم )‪(8‬‬

‫‪1‬‬

‫پا یه‬

‫‪30000‬‬

‫‪30000‬‬

‫نرخ گری‬

‫‪6‬هاه‬

‫‪30000‬‬

‫‪5,500‬‬

‫متر‬

‫‪35‬‬

‫‪192500‬‬

‫نرخ گری‬

‫‪6‬هاه‬

‫‪192500‬‬

‫‪2,200‬‬

‫متر‬

‫‪30‬‬

‫‪66000‬‬

‫‪1,000‬‬

‫متر‬

‫‪25‬‬

‫‪25000‬‬

‫‪66000‬‬ ‫‪6‬هاه‬

‫‪25000‬‬

‫‪850‬‬

‫متر‬

‫‪20‬‬

‫‪17000‬‬

‫‪6‬هاه‬

‫‪17000‬‬

‫‪200‬‬

‫دا نه‬

‫‪100‬‬

‫‪20046.05863‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪20046.0586‬‬

‫‪105.6‬‬

‫سیت‬

‫‪300‬‬

‫‪31666.80782‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪31666.8078‬‬

‫‪2‬‬

‫دانه‬

‫‪350‬‬

‫‪700‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪700‬‬

‫‪4‬‬

‫سیت‬

‫‪3000‬‬

‫‪12000‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪12000‬‬

‫‪1‬‬

‫پا یه‬

‫‪15000‬‬

‫‪15000‬‬

‫نرخ گری‬

‫‪6‬هاه‬

‫‪15000‬‬

‫‪1‬‬

‫دانه‬

‫‪1000‬‬

‫‪1000‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪1000‬‬

‫‪1‬‬

‫سیت‬

‫‪1000‬‬

‫‪1000‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪1000‬‬

‫‪25‬‬

‫متر‬

‫‪300‬‬

‫‪7500‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪7500‬‬

‫‪50‬‬

‫متر‬

‫‪250‬‬

‫‪12500‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪12500‬‬

‫‪82‬‬

‫پا یه‬

‫‪1000‬‬

‫‪81750‬‬

‫نرخ گری‬

‫‪6‬هاه‬

‫‪1‬‬

‫پا یه‬

‫‪80000‬‬

‫‪80000‬‬

‫نرخ گری‬

‫‪6‬هاه‬

‫‪80000‬‬

‫‪9‬‬

‫متر‬

‫‪2500‬‬

‫‪22500‬‬

‫نرخ گری‬

‫‪6‬هاه‬

‫‪22500‬‬

‫‪3.288‬‬

‫متر‬

‫‪150‬‬

‫‪493.2‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪493.2‬‬

‫‪15‬‬

‫متر‬

‫‪150‬‬

‫‪2250‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪2250‬‬

‫‪2.673‬‬

‫سیت‬

‫‪4000‬‬

‫‪10692‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪10692‬‬

‫‪1‬‬

‫متر مر بع‬

‫‪4000‬‬

‫‪4000‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪4000‬‬

‫‪71219‬‬

‫‪10530.51‬‬

‫‪1‬‬

‫دانه‬

‫‪3000‬‬

‫‪3000‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪3000‬‬

‫‪1.2‬‬

‫متر مر بع‬

‫‪10000‬‬

‫‪12000‬‬

‫مستقیم‬

‫‪6‬هاه‬

‫‪12000‬‬

‫‪1.2‬‬

‫متر مر بع‬

‫‪10000‬‬

‫‪12000‬‬

‫نرخ گری‬

‫‪6‬هاه‬

‫‪12000‬‬

‫خر داری سنگ‬

‫‪ 770.1‬متر مکعب‬

‫‪0.0‬‬

‫‪0.0‬‬

‫نرخ گری‬

‫‪6‬ماه‬

‫‪0.0‬‬

‫خرداری سیمنت‬

‫‪ 1986.3‬متر مکعب‬

‫‪350.0‬‬

‫‪695192.5‬‬

‫نرخ گری‬

‫‪6‬ماه‬

‫‪695192.5‬‬

‫خر داری ر یگ‬

‫‪ 553.2‬متر مکعب‬

‫‪1000.0‬‬

‫‪553184.9‬‬

‫نرخ گری‬

‫‪6‬ماه‬

‫‪553184.9‬‬

‫خر داری خا ک‬

‫‪5.2‬‬

‫متر مکعب‬

‫‪100.0‬‬

‫‪520.0‬‬

‫نرخ گری‬

‫‪6‬ماه‬

‫‪520.0‬‬

‫خر داری کاه‬

‫‪6.0‬‬

‫متر مکعب‬

‫‪10.0‬‬

‫‪60.0‬‬

‫مستقیم‬

‫‪6‬ماه‬

‫‪60.0‬‬

‫خر داری دروازه‬

‫‪1.0‬‬

‫متر مکعب‬

‫‪3000.0‬‬

‫‪3000.0‬‬

‫مستقیم‬

‫‪6‬ماه‬

‫‪3000.0‬‬

‫خر داری کلین(‪ 1.5‬در ‪ 1.5‬متر (‬

‫‪1.0‬‬

‫متر مکعب‬

‫‪3500.0‬‬

‫‪3500.0‬‬

‫مستقیم‬

‫‪6‬ماه‬

‫‪3500.0‬‬

‫خر داری کلین(‪ 1‬در ‪ .1‬متر (‬

‫‪2.0‬‬

‫متر مکعب‬

‫‪800.0‬‬

‫‪1600.0‬‬

‫مستقیم‬

‫‪6‬ماه‬

‫‪1600.0‬‬

‫خر داری میخ‬

‫‪4.6‬‬

‫متر مکعب‬

‫‪70.0‬‬

‫‪322.9‬‬

‫مستقیم‬

‫‪6‬ماه‬

‫‪322.9‬‬

‫خر داری شیشه‬

‫‪3.1‬‬

‫متر مکعب‬

‫‪200.0‬‬

‫‪624.8‬‬

‫مستقیم‬

‫‪6‬ماه‬

‫‪624.8‬‬

‫خر داری کلو خه مر مر‬

‫‪ 22.3‬متر مکعب‬

‫‪15.0‬‬

‫‪334.7‬‬

‫مستقیم‬

‫‪6‬ماه‬

‫‪334.7‬‬

‫خر داری رنگ پو دری‬

‫‪0.6‬‬

‫متر مکعب‬

‫‪200.0‬‬

‫‪120.4‬‬

‫مستقیم‬

‫‪6‬ماه‬

‫‪120.4‬‬

‫خر داری نمک‬

‫‪0.6‬‬

‫متر مکعب‬

‫‪10.0‬‬

‫‪6.0‬‬

‫مستقیم‬

‫‪6‬ماه‬

‫‪6.0‬‬

‫خر داری رنگ رو غنی‬

‫‪2.1‬‬

‫متر مکعب‬

‫‪200.0‬‬

‫‪422.8‬‬

‫مستقیم‬

‫‪6‬ماه‬

‫‪422.8‬‬

‫خر داری تیل خا ک‬

‫‪3.9‬‬

‫متر مکعب‬

‫‪65.0‬‬

‫‪254.5‬‬

‫مستقیم‬

‫‪6‬ماه‬

‫‪254.5‬‬

‫خر داری چوب گو ل (‪ (4‬متره برای قا لب بندی‬

‫‪ 94.6‬متر مکعب‬

‫‪300.0‬‬

‫‪28370.4‬‬

‫نرخ گری‬

‫‪6‬ماه‬

‫‪28370.4‬‬

‫خر داری تخته (‪ 2‬متره ‪ 20‬سا نتی در ‪ 2.5‬سا نتی متره‬

‫‪ 175.5‬متر مکعب‬

‫‪200.0‬‬

‫‪35090.4‬‬

‫نرخ گری‬

‫‪6‬ماه‬

‫‪35090.4‬‬

‫خر داری سیخ گو ل (‪ (10‬ملی متر‬

‫‪ 368.6‬متر مکعب‬

‫‪60.0‬‬

‫‪22117.4‬‬

‫نرخ گری‬

‫‪6‬ماه‬

‫‪22117.4‬‬

‫خر داری جوب گول (‪ (5‬متره براب پو شش بام‬

‫‪ 63.5‬متر مکعب‬

‫‪300.0‬‬

‫‪19062.0‬‬

‫نرخ گری‬

‫‪6‬ماه‬

‫‪19062.0‬‬

‫خر داری سیم (‪ (1‬ملی متر‬

‫‪2.6‬‬

‫متر مکعب‬

‫‪80.0‬‬

‫‪206.4‬‬

‫مستقیم‬

‫‪6‬ماه‬

‫‪206.4‬‬

‫خر داری نا وه اهنی‬

‫‪1.0‬‬

‫متر مکعب‬

‫‪100.0‬‬

‫‪100.0‬‬

‫مستقیم‬

‫‪6‬ماه‬

‫‪100.0‬‬

‫کسبه کار ما هر‬

‫‪ 657.3‬متر مکعب‬

‫‪700.0‬‬

‫‪460095.2‬‬

‫نرخ گری‬

‫‪6‬ماه‬

‫‪460095.2‬‬

‫کسبه کار غیر ما هر‬

‫‪ 1400.9‬متر مکعب‬

‫‪350.0‬‬

‫‪490314.5‬‬

‫نرخ گری‬

‫‪6‬ماه‬

‫‪465858‬‬

‫‪24456.7‬‬

‫سا مان و و سا یل کار‬

‫‪Ls‬‬

‫متر مکعب‬

‫‪5760.0‬‬

‫‪5760.0‬‬

‫نرخ گری‬

‫‪6‬ماه‬

‫‪5760.0‬‬

‫تر انسپورتشن‬

‫‪Ls‬‬

‫متر مکعب‬

‫‪30000.0‬‬

‫‪30000.0‬‬

‫نرخ گری‬

‫‪6‬ماه‬

‫‪30000.0‬‬

‫احتما ال ت‬

‫‪Ls‬‬

‫متر مکعب‬

‫‪15000.0‬‬

‫‪15000.0‬‬

‫نرخ گری‬

‫‪6‬ماه‬

‫‪15000.0‬‬

‫جمع کل فر عی (ب (‬

‫‪537077.3‬‬

‫جمع کلی(جمع فر عی (الف( جمع فر عی (ب((‬

‫‪2488780.51 537077.31‬‬

‫‪Eng AFP‬‬

‫‪Eng PMU‬‬

‫‪2488781‬‬

‫شماره‬ ‫‪1‬‬ ‫‪2‬‬

‫رویش های تدارکاتی‬ ‫شماره‬

‫‪1‬‬ ‫‪2‬‬ ‫‪3‬‬ ‫‪4‬‬ ‫‪5‬‬ ‫‪6‬‬ ‫‪7‬‬ ‫‪8‬‬ ‫‪9‬‬ ‫‪10‬‬ ‫‪11‬‬ ‫‪12‬‬ ‫‪13‬‬ ‫‪14‬‬ ‫‪15‬‬ ‫‪16‬‬ ‫‪17‬‬ ‫‪18‬‬ ‫‪19‬‬ ‫‪20‬‬ ‫‪21‬‬ ‫‪22‬‬ ‫‪23‬‬ ‫‪24‬‬

25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

Equipment sheet NO

Family

256

28-2802-0014 -2A Bamyan shebar Gunbad

ID-number: Province: District: Village: Project purpose:

NO

M,H,P

Equipment

Unit

Quantity

Unit cost Total cost Afg Afg

1

shovel with handl

pc

5

100

500

2

pickax with handl

pc

5

200

1000

3

slodge hammer with handl

pc

1

500

500

4

wheel barrow

pc

2

1500

3000

5

Rubber bucket

pc

6

60

360

6

Rope

m

20

20

400

Total Cost Afs

5760

Remark

Parawn

Bamyan

No :Famil

A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27

‫قریه‬

‫نمبر قریه‬

Proqurment list

256

CIVIL

SNO

28-2802-0014 - 2A

Gunbad

‫ولسوالی‬

‫والیت‬

Unit

Quantity

Unit cost

Total cost

Responsiblity

pc pc pc pc pc m m³ bag m³ m³ kg pc pc pc kg m² kg kg kg kg kg pc pc kg ml kg Pc

5 5 1 2 6 20 770 1986 553 5 6 1 1 2 5 3 22 1 1 2 4 95 175 369 64 3 1

100.00 200.00 500.00 1500.00 60.00 20.00 0.00 350.00 1000.00 100.00 10.00 3000.00 3500.00 800.00 70.00 200.00 15.00 200.00 10.00 200.00 65.00 300.00 200.00 60.00 300.00 80.00 100.00

500.0 1000.0 500.0 3000.0 360.0 400.0 0.0 695192.5 553184.9 520.0 60.0 3000.0 3500.0 1600.0 322.9 624.8 334.7 120.4 6.0 422.8 254.5 28370.4 35090.4 22117.4 19062.0 206.4 100.0 1369850.0

Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite

Mterials shovel with handl pickax with handl slodge hammer with handl wheel barrow Rubber bucket Rope Stone Cement Sundy soil Straw Complete Doors (1.2X2.2)m Complete Windows(1.5X1.5)m Complete window(1X1)m Niel Glasses Marble powder powder paint solt Oil paint oil wooden beem Ø25 cm,L=4.00 m bourd 2X0.2X0.02 Steel 10mm² area wooden beem Ø40 cm,L=5.00 m Wair 1mm Instelation G,I hood

Total(Afs)

Daite foram to

Parawn

Bamyan

‫ولسوالی‬

‫والیت‬ No :Famil

C

‫قریه‬

‫نمبر قریه‬

Proqurment list

256

Electrical

28-2802-0014 - 2A

Gunbad

Unit

Quantity

Unit cost

Total cost

Responsiblity

pc

1

30000.00

30000.0

Proqurment Commite

1

Genrator (30)kW, three Phase, Brush type

2

ACSR d=50mm²

meter

5500

35.00

192500.0

Proqurment Commite

ACSR d=35mm²

meter

2200

30.00

66000.0

Proqurment Commite

3

ACSR d=25mm²

meter

1000

25.00

25000.0

Proqurment Commite

4

ACSR d=16mm²

meter

850

20.00

17000.0

Proqurment Commite

6

D-Bracket and Insulator (complete set)

pc

200

100.00

20046.1

Proqurment Commite

7

Cross -arms(50 cm long -10cmX10cm)

pc

106

300.00

31666.8

Proqurment Commite

8

Stay sets (complete)

set

2

350.00

700.0

Proqurment Commite

9

Earthing Set (60cmX60cmX3mm copper plate, 10m long 4mm dia copper wire, set 5m long 4 19mm dia3000.00 GI Pipe, 10kg Salt, 12000.0 1 bag charcoal) Proqurment Commite

10

Control Panel (complete set)

pc

1

15000.00

15000.0

Proqurment Commite

11

Signboard

pc

1

1000.00

1000.0

Proqurment Commite

12

Tools & tool box

pc

1

1000.00

1000.0

Proqurment Commite

13

4X35mm2 CU cable (to connect Gnerator and Control Panel)

m

25

300.00

7500.0

Proqurment Commite

14

4X50mm2 Al Cable (to connect control panel and first Pole)

m

50

250.00

12500.0

Proqurment Commite

15

7m high wooden pole

pc

82

1000.00

81750.0

Proqurment Commite

Total(Afs)

513662.9

0

Daite foram to

Parawn

Bamyan

‫ولسوالی‬

‫والیت‬ No :Famil

1

‫قریه‬

A. : Turbine (33 kW, T12), B.: Adaptor for Turbine, C: . Base Frame for Turbine and Generator, D: . Intermediate Shaft, E.: Pulleys (-20" nos, 5" - 3 ) F: . D, V Belts-3 nos

‫نمبر قریه‬

Proqurment list

256

mechanical

D

28-2802-0014 - 2A

Gunbad

Unt

Quantity

Unit cost

Total cost

set

1.00

80000.00

80000

Responsiblity

Proqurment Commite

508mm dia, 3mm thickness, MS Penstock Pipes with one bends and required washers, bolts and nuts (Bends are shown in DWG)

m

9.00

2500.00

22500

Airvent pipe (diameter=30.62 mm) ( 1 .2inch)

m

3.29

150.00

493.2

PVC Pipe for flushing (arani)

m

15.00

150.00

2250

Trahsrack (3.3mX0.81m) with frame, 20mm spacing of bar, bar size: 5mmX25mm for forbay

m²

2.67

4000.00

10692

Flushing Cone (0.440m dia,(17") 1.55m height), As shown in DWG

set

1.00

4000.00

4000

3" Valve with 2m GI Pipe

set

1.00

3000.00

3000

8

Sluice Gate ( 1.2m (H)X 1m (B)) for settling basin

m²

1.20

10000.00

12000

Proqurment Commite

9

Sluice Gate for geravaltiraos (1.2m(H) X0.1 m (B))

m²

1.20

10000.00

12000

Proqurment Commite

2 3 4 5 6 7

Total(Afs)

146935.2

Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite Proqurment Commite

0

Daite foram to

Power Group Membar Charges NO-Famili =

256 ID-number: 28-2802-0014 - 2 A Province: Bamyan District: Shebar Village: Gunbad Project: M .H .P 1 2 3 4

5

6

NSP

Depreciation: 10% of total capital investment(include of power house rehabilitation cost etc.)for 10years Total costs for 10 years 297509.782 Cost per year 29751 14875 Repair/replesments costs 5% of investments for the 189138.23 Repair/replesments costs per year 1487.5 100 Salary (Estimated for the operator) 3000 Salary per month: Salary per year: 36000 Others: physical contingency 2% 52232.945950.195636 Mobil Oil (1%) Fuel Unit Cost Fuel consumption per hour Fuel consumption per day Fuel consumption per mounth Fuel consumption per year Total costs Cost participation of family 67238.53 433190.28 No of family 256 No Participation family per year 262.7 Afs Participation family per month 21.9 Afs Participation Family per day 0.73 Afs

‫ خزانه دار شورا‬4 ‫مسول دفتر ولسوالی‬ ‫موسسه همکار‬

‫ منشی شورا‬3

‫ معاون شورا‬2

‫ریس شورا‬

ID-number Province District Village Project type No- F

256

Itam

Un it

Unt cost

No

Cheke Liste

Unt cost chek

TOTAL Qun

chek Unt cost

Costurtion Activity An,bolack

Qun

geravalterp s

Qun

Oriffice

Qun

GI sheet

Qu

weir

Qun

Canal

Qun

Satllement basin

Qun

Power ,H

Qun

25.76

1

Tooles

2

Site preparation

m²

14

14

929.99

0.00

29.4

3

Excavation

m³

175

175

446.7

0.00

551.25

4

Stone massonary

m³

1628.90

1628.900

770.1

0.00

5

Shuttingُ

m²

1413.50

1413.50

47.28

0.00

6

RCC(1:2:4)

m³

4250.00

4250.0

3.4

0.00

7

PCC(1:4:8)

m³

3550.00

3550.0

144.1

0.00

8

Mechanical Part

Ls

LS

LS

9

Electrical Part

Ls

Ls

LS

10 Steel work

kg

71.41

71.41

368.6

0.00

11 Palastering

m²

205.0

205.00

435.3

0.00

7,431.168

36.250

12 Ponting

m²

202.5

202.5

703

0.00

7,776.00

38.40

13 Carpentary Work

pc

2151.00

2151.00

4.0

0.00

0

8604

4.00

14 Water Pinting

m²

34.21

34.21

30.1

0.00

0

1030.206

30.11

15 Installtionn woodenbeem 3/m L=5m

M.L

321.00

321.00

63.5

0.00

0

20396.34

63.5

18 oil painting on wooden

m²

293.70

293.70

7.8

0.00

0

2299.671

7.83

19 Installation of glass 3mm

m²

238.00

238.00

3.0

0.00

0

708.05

2.98

20 mud pull work of roof

m²

71.50

71.50

12.0

0.00

0

858

12.00

21 mud & straw

m²

39.33

39.33

12.0

0.00

0

472

12.00

22 fixing bourd on the roof

m²

546.90

546.90

13.4

0.00

0

7350.336

13.44

24 Filling

m³

275.00

275.00

4.000

0.00

0

1100

4

25 geraval Levaling

m³

1014.00

1014.00

74.407

0.00

2461.992

2.428

TOTAL

6,360.75

2.10 3.150

1064

76

0

2648.8

189.2

7280.0

520.00

686.00

49

360.64

21.504

0.00

9,923

57

49,000.00

280.00

3001.25

17.15

1444.8

8.3

2845.92

16.26

61,548.96

37.79

0.00

356,690

219.0

628,176

386

51241.94

31.46

46785.27

28.7

17388.83

10.68

0.0

11675.51

8.26

0

4270.4

1.00

6239.258323

87.4

831.48

0.82

4.500

3.4

Qun

3,763.20

0.000 12,022.7

of Price

Turbinarea

28,517.01

8.033

0.00

212492.4 59.86

213,817

60.2

12350.45

3.48

2808.05

0.8

60421.70

294.740

5719.89

27.90

5762.55

28.11

60,616

299.340

6648.1

32.83

8680.37

42.87

0 0 0.000

425.880

0.420

12,168.000

0 0

0.0

50058.0

12.000

247.2

32448.00

32

7551.36

7.447

19,389.95

122,268.34

0

631811.66

1051758

87199.0

111122.27

43251.4

1

Transportation

%

%

0.03

19,389.95

122,268.34

0.0

631811.66

1,051,758

87199.0

111122.27

43251.4

2

Probables

%

%

0.02

0.00

0.00

0.0

0.0

0.0

0.00

0.00

0.0

GRAND TOTAL

3025857.8

Total Spelway

Qun

Forbay

Qun

52.00

222.95

15.93

Tools 5760

728.00

Qun 5760.0 13019.8

4858.00

27.76

2784.4775

15.91

78171.4

44859.906

27.54

47766.02649

29.32

1254456.4

11194.92

7.92

37604.75

26.60

66835.9

10017.12

2.36

14287.5

6484.43

1.83

511495.5

23004

6.48

20084.11

281

146935

146935.2

513663

513662.9 26323.4

4805.20

23.440

5087.28

24.82

89227.8

2976.75

14.700

5659

27.95

142415.0 8604.0 1030.2 20396.3 2299.7 708.1 858.0 472.0 7350.3 1100.0

18252

18.00

1309.72296

1.2916

75448.4

110678.8

137020.3

666358

2980857.8

110678.776

137020.3436

666358

30000.0

0.0

0.0

0.0

15000.0

#######

3025857.8

28-2802-0014 -2A Bayan shebar Gunbad

ID-number Province: District: Village:

256 Summary sheet of MAP

No-F

F1 A 1 2 3 4 5 6 7 8 B 1 2 3 4 5 6 7 8 9 C

1 2 1 2 3 4

Micro hydro power Quantity Un cost Total cost Remarks Civil Work: Construction cost of geraval tiraps 37.79 3235.844868 122268.3398 2445.366797 Construction cost of 1m length of canal 386 2727.28 1,051,758 21035.16123 Construction cost of settlement basin 31.46 2771.92 87198.96 1743.979202 Construction cost of fore bay 29.32 4672.62 137020.34 2740.406871 Construction cost of power house 28.722 3868.89 111122.27 2222.445316 Construction cost of Turbine Area 10.68 4051.58 43251 865.0280321 Construction cost of spillway 27.54 4018.84 110678.78 2213.57552 Construction cost of Anc bolack and Suporter 3.39 5725.38 19389.95 387.7989333 Sub total cost of civil work: 1,682,688.10 33653.7619 Mechanical with hydraulic work: 0 A. : Turbine (33 kW, T12), B.: Adaptor for Turbine, C: . Base Frame 1 for Turbine and 80000 Generator, D: . Intermediate 80000 Shaft, E.: Pulleys (-20" 1600nos, 5" - 3 ) F: . D, V B 508mm dia, 3mm thickness, MS Penstock Pipes with one bends9 and required washers, 2500 bolts and nuts22500 (Bends are shown in DWG) 450 Airvent pipe (diameter=30.62 mm) ( 1 .2inch) 3.288 150 493.2 9.864 PVC Pipe for flushing (arani) 15 150 2250 45 Trahsrack (3.3mX0.81m) with frame, 20mm spacing of bar, bar 2.673 size: 5mmX25mm for 4000 forbay 10692 213.84 Flushing Cone (0.440m dia,(17") 1.55m height), As shown in DWG 1 4000 4000 80 3" Valve with 2m GI Pipe 1 3000 3000 60 Sluice Gate ( 1.2m (H)X 1m (B)) for settling basin 1.2 10000 12000 Sluice Gate for geravaltiraos (1.2m(H) X0.1 m (B)) 1.2 10000 12000 Subtotal cost of mechanical work: 146935.2 2938.704 Electrical work: LS LS 513662.87 10273.25733 Sub total cost of electrical part: 513662.87 10273.25733 Transportation 0.05 5760.00 30000.00 600 probables 0.03 15000.00 15000.00 300 Tools LS 5760.00 5760.00 115.2 Sub total cost 50760.00 1015.2 Total project cost: (A+B+C) 2,394,046.16 2,394,046.16

canal Forbay Power house

Mechanic al Penstok

23480.53 6777.962 3475.272

1600 564.864

Tarnmasion 6919.26 Onther

Total

1015.2

47880.92

Bill of Quantity (BoQ) 28-2802-0014 -2A Bamyan shebar Gunbad weir 256

ID-number: Province: District: Village: Project type: No-F

for M,H,P

Title No. A1

1.00 1.01

A2

Norm No 1

L

W

H

22

8.6

0

0.04

Item

Quantity

Unit

189.2

Unskilled labour on site Foundation excavation

Site preparation

Unit cost Total cost

Contribution

Afs

Afs

CDC, Afs NSP, Afs

md

14.0

2648.8

2648.8

0.0

7.6

md

350.0

2648.8

2648.8

0.0

56.700

m3

175.0

9922.5

9922.5

0.0

1

7.00

0.5

0.48 for d / s pile

1.680

m³

1

7.00

0.2

0.55 for u / s pile

0.770

m³

1

7.00

5.5

0.2

u/s impervious apron

7.700

m³

1

7.00

10.1

0.5

d/s impervious apron

35.350

m³

1

7.00

5

11.200

m³

Unskilled labour on site

28.350

md

350.0

9922.5

9922.5

0.0

Stone work for the foundation

51.840

m3

1628.9

84442.2

18144.0

66298.2

0.32 for under the weir wall

0.5

3.00 2

22.00

0.8

0.6

for weir protection wall

21.120

m³

2

32.00

0.8

0.6

Wing wall

30.720

m³

Stone including transportation

51.8

m3

0.0

0.0

0.0

0.0

3.02 0.385

Sand

20.0

m3

1000.0

19958.4

0.0

19958.4

3.05

77.7

Cement (M: 200, 1:5)

4,028.0

kg

7.0

28195.8

0.0

28195.8

3.07

0.5

Skilled labour on site

25.9

md

700.0

18144.0

0.0

18144.0

3.08

1

Unskilled labour on site

51.8

md

350.0

18144.0

18144.0

0.0

Stone work for walls

167.136

m3

1628.9

272247.8

58497.6

213750.2

3.01

A4

Diminsions

A*

2.00

2.01 A3

Norm / unit

Estimated total project cost in Afs. =

4.00

1

18.816

m³

0.6

1.68 for weir wall 2.44 for protection wall

64.416

m³

0.6

2.19 Wing wall

83.904

m³

Stone including transportation

167.1

m3

0.0

0.0

0.0

0.0

4.02 0.385

Sand

64.3

m3

1000.0

64347.4

0.0

64347.4

4.05

77.7

Cement (M: 200, 1:5)

12,986.5

kg

7.0

90905.3

0.0

90905.3

4.07

0.5

Skilled labour on site

83.6

md

700.0

58497.6

0.0

58497.6

4.08

1

Unskilled labour on site

167.1

md

350.0

58497.6

58497.6

0.0

Pointing stone work

247.200

m2

202.5

50058.0

14708.4

35349.6

2.5

m3

1000.0

2472.0

0.0

2472.0

4.01

A5

A6

1

7.00

1.6

2

22.00

2

32.00

1

5.00 2

22.00

2

32.00

2.44 for protection wall 2.19 Wing wall

107.360 139.840

5.01

0.01

5.02

2

Cement (M:400, 1:3)

494.4

kg

7.0

3460.8

0.0

3460.8

5.04

0.17

Skilled labour on site

42.0

md

700.0

29416.8

0.0

29416.8

5.05

0.17

Unskilled labour on site

42.0

md

350.0

14708.4

14708.4

0.0

PCC

59.857

m3

3550.0

212492.4

20950.0

191542.4

Sand

6.00

S

1.42 0.8

1

1.68

7.00

0.1

for on the vertical walls

1.176

m³

1

1.20

7

0.1

for on the weir

0.840

m³

1

1.63

7

0.1

for Slop of weir

1.141

m³

1

7.00

5.5

0.2

for U / S impervious apron

7.700

m³

1

7.00

10.1

0.5

for d / S impervious apron

35.350

m³

1

7.00

5

11.200

m³

1

7.00

0.2

0.32 below the weir 0.55 for u / s pile

0.770

m³

1

7.0

0.5

0.48 for d / s pile

1.680

m³

14,964.3

kg

7.0

104749.8

0.0

104749.8

6.01

250

cement

6.02

1.1

sand

65.8

liter

1000.0

65842.7

0.0

65842.7

6.03

0.5

Skilled labour on site

29.9

md

700.0

20950.0

0.0

20950.0

6.04

1

Unskilled labour on site

59.9

md

350.0

20950.0

20950.0

0.0

0.0

631811.7

124871.3

506940.4

Total cost of (A1+A2+A3+A5+A6)

Bill of Quantity (BoQ) ID-number: Province: District: Village: Project type: No-f

Title No. A1

A4

Estimated total project cost in Afs. = Bold items to be filled by in tenderer (A1,A2,…,An). Light items for cost estimation only by CDC,FP,OC. Item Contribution A* Diminsions Quantity Unit Unit cost Total cost Norm No H Afs Afs CDC, Afs L W 1

5.6

4.6

0.04

2.00 2.01

A3

Norm/ unit

1.00 1.01

A2

28-2802-0014 -2A Bamyan shebar Gunbad Power house for MHP Plant 256

2

8.6

25.76

m2

14.00

360.64

Site preparation, clearing site ect.

1.030

md

350.00

360.64

8.3

m3

175.00

1,444.80

4.1

md

350.00

1,444.80

8.256

m3

1,628.90

13,448.20

0.8 0.6 Foundation excavation

0.5

3.00

Site preparation

Unskilled labour 2

8.6

0.8 0.6 Stone work for the foundation

-

-

3.01

1

Stone

8.256

m3

3.02

0.385

Sand

3.2

m3

1,000.00

3,178.56

3.05

77.7

Cement (M: 200, 1:5)

641.5

kg

7.00

4,490.44

-

3.07

0.5

Skilled labour on site

4.1

md

700.00

2,889.60

-

3.08

1

Unskilled labour on site

8.256

md

350.00

2,889.60

Stone work for walls

20.47

m3

1,628.90

33,337.07

4.00

Negative

2

8.2

0.6 2.5 Wall

24.60

m3

-1

1.2

0.6 2.2 Door

1.584

m3

-1

1.5

0.6 1.5 Window

1.35

m3

-2

1

0.6

Window

1.20

m3

1

-

-

-

-

-

4.01

1

Stone

20.5

m3

-

4.02

0.385

Sand

7.9

m3

1,000.00

7,879.41

4.05

77.7

Cement (M: 200, 1:5)

1,590.2

kg

7.00

11,131.46

-

4.07

0.5

Skilled labour on site

10.2

md

700.00

7,163.10

-

4.08

1

Unskilled labour on site

20.5

md

350.00

7,163.10

A5

5.00 Negative

A6

5.01 5.02 5.03 5.04 6.00 6.01

7 1.2 1.5 1

2 0.03 0.14 0.18

Pointing stone work of power house

Negative

6.02 6.03 6.04

2 -1 -1 -2

in site palastering M -300(1:4) 2.5 wall 2.2 Door 1.5 Window 1 Window cement sand Skilled labour on site Unskilled labour on site

2 -1 -1 -2

9.4 1.2 1.5 1

0.01 2 0.17 0.17 1

4

2.5 0.6 2.2 Door 0.6 1.5 Window 0.6 1 Window Sand Cement (M:400, 1:3) Skilled labour on site Unskilled labour on site mud pole on th roof 3

soil Skilled labour on site Unskilled labour on site

0.05 0.08 0.03 A7

7.00 7.01 7.02 7.03 7.04 7.05

1 0.05 0.5 0.010 0.04 1

A8

Negative 8.01 1 8.03 0.04

1 1 -1

4

3

Straw mud of roofing Soil Straw Skilled labour on site Unskilled labour on site Instelation G,I hood geraval Levaling

4.2 3.2 0.2 for floor 1.2 1.00 0.2 befoor door 2.5 1.00 0.2 turbin area geraval Unskilled labour on site

28.11 35.00 2.64 2.25 2.00 56.2 0.84 3.94 5.06 42.87 47.000 1.584 1.350 1.200 0.429 85.7 7.287 7.287 12.00 0.6 0.960 0.36 12.00 0.6 6.0 0.1 0.48 1.0 2.428 2.69 0.24 0.50 2.4 0.097

m2

205.00

5,762.55

-

7.00 1,000.00 700.00 350.00 202.50

393.54 843.30 2,754.78 1,770.93 8,680.37

-

1,000.00 7.00 700.00 350.00 71.50 100.00 700.00 350.00 39.33 100.00 10.00 700.00 350.00 100.00 1,014.00

428.66 600.12 5,101.05 2,550.53 858.00 60.00 672.00 126.00 472.00 60.00 60.00 84.00 168.00 100.00 2,461.99

1,000.00 350.00

2,428.00 33.99

m2 m2 m2 m2 kg m3 md md m2

-

m2 m2 m2 m2 m3 kg md md m2 m3 md md m2 m3 kg md md pc m3 m3 m3 m3 m3 md

-

A9

PCC 4.2 3 0.07 for floor 1.2 1.00 0.07 befoor door 2.5 1.00 0.07 turbin area cement sand Skilled labour on site Unskilled labour on site

9.00 1 1 -1

Negative 9.01 9.02 9.03 9.04 A10 10.00

250 1.1 0.5 1

Doors + windows for power house

1 1 2 10.01 10.02 A11 11.00

1.2 1.5 1

Complete Doors (1.2X2.2)m Complete Windows(2X1.5)m Complete Windows(1X1)m Skilled labour on site Unskilled labour on site Glass fitting for windows

0.08 0.2 70% 70%

11.01 11.02 A12 12.00 12.01 12.02

2.2 1.5 1

1 2

1.5 1.5 1 1

1.05 0.04 1 1 0.50

5

2

Glasses Skilled labour on site 0.4 Filling with soil and compaction Soil Unskilled labour on site

0.7910

m3

0.88 0.08 0.18 197.8 0.9 0.4 0.8 4.000 1.000 1.000 2.000 0.3 0.8 2.9750 1.575 1.4 3.12 0.119 4.00 4.0 2.0

m3

3,550.00

2,808.05

-

7.00 1,000.00 700.00 350.00 2,151.00 3,000.00 3,500.00 800.00 700.00 350.00 238.00

1,384.25 870.10 276.85 276.85 8,604.00 3,000.00 3,500.00 1,600.00 224.00 280.00 708.05

-

200.00 700.00 275.00 100.00 350.00

624.75 83.30 1,100.00 400.00 700.00

-

m3 m3 kg m3 md md pc pc pc pc md md m2

m2 md m3 m3 md

-

A13 13.00 Negative

13.01 0.603 13.02 0.02 13.03 0.02 13.04 0.027 A14 14.00 2 Door 100% Windows 30% Windows 30% 14.01 0.27 14.02 0.5 14.03 0.046 14.04 0.5 A15 15

2 -1 -1 -2

7.4 1.2 1.5 1

2 2 4

2.5 2.2 1.5 1

Water painting wall Door Window Window Marble powder powder paint solt Skilled labor oiLPainting

1.2 2.2 for door 1.5 1.5 for Window 1 1 for Window

Oil paint oil

3 3 3

4.2 2.5 2

4.4 0.6 0.6

Skilled labour on site Unskilled labour on site instelation Wooden beem on the roof Wooden beem L=4.4m D=40cm Wooden beem for Lintal L=2.5m D=40cm Wooden beem for Lintal L=2m D=40cm

Nail 0.01 15.01 Wooden beem 1 15.02 0.014 Skilled labour on site Unskilled labour on site 15.03 0.030 instelation wooden board on the beem A16 16 1 4.2 3.2 16 bourd 2X0.2X0.02 0.4 16 Nail 0.12 16 0.040 Skilled labour on site Unskilled labour on site 16 0.03 Total cost of (A1+A2+A3+A5+A6+A7+A11+A12+A13+A14+A15+A16)

30.11 37.0 2.6 2.3 2.0 22.3 0.6 0.6 0.8 7.830 5.28 1.35 1.20 2.1 3.9 0.4 3.9 63.54 55.4 4.5 3.6

m2

34.21

1,030.21 -

-

kg

15.00 200.00 10.00 700.00 293.70

334.67 120.44 6.02 569.08 2,299.67 -

-

200.00 65.00 700.00 350.00 321.000

422.82 254.48 252.13 1,370.25 20396.34

-

70 300 700.00 350.00 546.9 200 70 700.00 350.00 -

44.478 19062 622.692 667.17 7350.336 6720 112.896 376.32 141.12 111,122.27

kg kg kg m2 m2 m2

-

m3 kg m3 liter md m.L

-

ml ml ml

0.6354

kg

63.54 0.88956 1.9062 13.44 33.6 1.6128 0.5376 0.4032

ml m/d m/d m2 pc kg m/d m/d

0 0 0 0 0 0 -

Bill of Quantity (BoQ)

by in tenderer (A1,A2,…,An). Light items for cost estimation only by CDC,FP,OC. Contribution NSP, Afs 360.64 360.64 1,444.80 1,444.80 13,448.20 3,178.56 4,490.44 2,889.60 2,889.60 33,337.07

7,879.41 11,131.46 7,163.10 7,163.10

5,762.55

393.54 843.30 2,754.78 1,770.93 8,680.37

428.66 600.12 5,101.05 2,550.53 858.00 60.00 672.00 126.00 472.00 60.00 60.00 84.00 168.00 100.00 2,461.99

2,428.00 33.99

2,808.05

1,384.25 870.10 276.85 276.85 8,604.00 3,000.00 3,500.00 1,600.00 224.00 280.00 708.05

624.75 83.30 1,100.00 400.00 700.00

1,030.21 -

334.67 120.44 6.02 569.08 2,299.67 422.82 254.48 252.13 1,370.25 20,396.34

44.478 19062 622.692 667.17 7350.336 6720 112.896 376.32 141.12 111,122.27

Bill of Quantity (BoQ) ID-number: Province: District: Village: Project type: No-F

28-2802-0014 -2A Bamyan shebar Gunbad Canal for Settement basin 256

Title No. Norm/ A* unit Norm No A1

1.00

A2

A3

2.6

Unit cost Afs

Total cost Afs

Contribution CDC, Afs

md

14.0

5496.4

5496.4

Site preparation, clearing site ect.

15.70

md

350.0

5496.4

5496.4

Foundation excavation

211.40

m3

175.0

36995.0

36995.0

Unskilled labour

105.70

md

350.0

36995.0

36995.0

Stone work for the foundation

144.96

m3

1628.9

236125.3

50736.0

Stone

144.96

m3

0.0

0.0

0.0

3.02 0.385

Sand

55.81

m3

1000.0

55809.6

0.0

3.05

77.7

Cement (M: 200, 1:5)

11263.39

kg

7.0

78843.7

0.0

3.07

0.5

Skilled labour on site

72.48

md

700.0

50736.0

0.0

3.08

1

Unskilled labour on site

144.96

md

350.0

50736.0

50736.0

Stone work for walls

139.52

m3

1628.9

139.52

m3

Stone

139.52

m3

0.0

0.0

0.0

4.02 0.385

Sand

53.72

m3

1000.0

53716.7

0.0

4.05

77.7

Cement (M: 200, 1:5)

10841.01

kg

7.0

75887.1

0.0

4.07

0.5

Skilled labour on site

69.76

md

700.0

48833.4

0.0

4.08

1

Unskilled labour on site

139.52

md

350.0

48833.4

43070.5

0.04

2.00

2

151.000

1

2

151.000

0.8

1

4.00 2 4.01

0.7

0.5

3.00 3.01

A4

Quantity Unit 392.60

2.01

151.0

Item H Site preparation

1.01

1

Diminsions L W

for M,H,P

1

151.000

0.6

0.6

0.77 for walls

227270.6

43070.5

A5

5.00

Pointing stone work 2

A6

A8

0.77 for walls

m2

202.5

47089.4

0.0

232.54

m2

2.33

m3

1000.0

2325.4

0.0

5.01

0.01

5.02

2

Cement (M:400, 1:3)

465.08

kg

7.0

3255.6

0.0

5.04

0.17

Skilled labour on site

39.53

md

700.0

27672.3

0.0

5.05

0.17

Unskilled labour on site

39.53

md

350.0

13836.1

geraval Levaling

24.16

m3

1014.0

24498.2

0.0

0.2 for floor

24.16

m3

geraval

24.16

m3

1000.0

24160.0

0.0

Unskilled labour on site

0.97

md

350.0

338.2

PCC

42.88

m3

3550.0

152238.2

0.0

Sand

6.00 1

A7

151.000

232.54

6.01

1

6.02

0.04

151.0

0.80

7.00 2

151.000

0.6

0.07 for on the walls

12.68

m3

2

151.000

1.00

0.1

30.20

m3

1

151.000

1.00

0.07 for floor

10.57

m3

10721.00

kg

7.0

75047.0

0.0

under the wall foundtion

7.01

250

cement

7.02

1.1

sand

47.17

m3

1000.0

47172.4

0.0

7.03

0.5

Skilled labour on site

21.44

md

700.0

15009.4

0.0

7.04

1

Unskilled labour on site

42.88

md

350.0

15009.4

palastering M :300 (1:4)

211.40

m2

205.0

43337.0

0.0

211.40

m2

422.80

kg

7.0

2959.6

0.0

8 2

151.000

0.70 in site

8

2

8

0.03

sand

6.34

m3

1000.0

6342.0

0.0

8

0.14

Skilled labour on site

29.60

md

700.0

20717.2

0.0

8

0.18

Unskilled labour on site

38.05

md

350.0

13318.2

0.0

773050.2

Total cost of (A1+A2+A3+A5+A6+A7+A8)

cement

136297.9

Bill of Quantity (BoQ)

Contribution NSP, Afs 0.0 0.0 0.0 0.0 185389.3 0.0 55809.6 78843.7 50736.0 0.0 184200.1

0.0 53716.7 75887.1 48833.4 5762.9

47089.4

2325.4 3255.6 27672.3 13836.1 24498.2

24160.0 338.2 152238.2

75047.0 47172.4 15009.4 15009.4 43337.0

2959.6 6342.0 20717.2 13318.2

636752.3

28-2802-0014 -2A Bamyan shebar Gunbad Turbine Area for MHP Plant 256

ID No: Province: District: Village: Project purpose:

No-F Title No.

Norm/ A* unit Norm

A1 1.00 1.01

Diminsions

Item

No

L

W

H

1

4.8

2.6

0.8

0.5

Quantity Unit

Total cost

Afs

Afs

CDC, Afs

NSP, Afs

0.00

1,747.20

Site excavation

9.98

m3

175.00

1,747.20

Unskilled labour

5.0

md

350

1,747.20

6.278

m3

175

1,098.72

foundation excavation 2

3.1

0.8

0.6 for walls

2.976

m3

3

1.96

0.8

0.6 for basin

2.822

m3

1

1.00

0.8

0.6 for basin

0.480

m3

3.1

md

350

1,098.72

5.338

m3

1,628.90

8,694.42

0.5

Unskilled labour

A2 2.00

Stone work for the foundation

Contribution

Unit cost

1,747.20 0.00

1,098.72

1,098.72 0.00

8,694.42

2

3.1

0.8

0.6 for walls

2.976

m3

2

1.96

0.8

0.6 for basin

1.882

m3

1

1.00

0.8

0.6 for basin

0.480

m3

Stone

5.3

m3

0.00

0.00

0.00

2.02 0.385

Sand

2.1

m3

1,000.00

2,054.98

2,054.98

2.05

77.7

Cement (M: 200, 1:5)

414.7

kg

7.00

2,903.12

0.00

2,903.12

2.07

0.5

Skilled labour on site

2.7

md

700.00

1,868.16

0.00

1,868.16

2.08

1

Unskilled labour on site

5.3

md

350.00

1,868.16

5.338

m3

1,628.90

8,694.42

0.00

8,694.42

0.00

0.00

2.01

1

A3 3.00

Stone work for walls of TA

1,868.16

2

3.1

0.6

0.8 for walls

2.976

m3

2

2.0

0.6

0.80 for basin

1.882

m3

1

1.0

0.6

0.80 for basin

0.480

m3

Stone

5.3

m3

0.00

0.00

3.02 0.385

Sand

2.1

m3

1,000.00

2,054.98

3.05

77.7

Cement (M: 200, 1:5)

414.7

kg

7.00

2,903.12

0.00

2,903.12

3.07

0.5

Skilled labour on site

2.7

md

700.00

1,868.16

0.00

1,868.16

3.08

1

Unskilled labour on site

5.3

md

350.00

1,868.16

3.01

1

2,054.98

1,868.16

Westeg

A4 4.00

4.01

0.4

4.02

2

4.03

20%

Shuttering 2

3.1

3

1.0

0.8 Shuttering for walls 1 Shuttering for bsin walls

1

1.0

0.3 Shuttering for bsin walls

8.260

m2

5.0

m2

3.0

m2

0.3

1,413.50

11,675.51

0.00

11,675.51

0.00

4,956.00

Wooden plank

24.780

pcs

200.00

4,956.00

Wooden pole 4m long

16.52

pcs

300.00

4,956.00

0.05

Nail

0.413

kg

70.00

28.91

0.00

28.91

4.04

0.2

Skilled labour on site

1.652

md

700.00

1,156.40

0.00

1,156.40

4.05

0.2

Unskilled labour on site

1.652

md

350.00

578.20

4,956.00

578.20

A5

0.820

m3

1,014.00

831.48

0.8

m3

0.8

m3

1,000.00

820.00

820.00

Unskilled labour on site

0.033

md

350.00

11.48

11.48

Turbine Area RCC

1.005

m3

for Walls

0.397

m3

geraval Levaling 1 5.01

4.1

1.0

0.2 floor

1

geraval

5.03 0.04 A6 6.00

-

831.48

4,250.00

4,270.40

0.00

4,270.40

2

3.1

0.08

0.8

3

1

0.08

1

for basin Walls

0.240

m3

1

1

0.08

0.3

for basin Walls

0.024

m3

1

4.1

1

0.328

m3

1

1

0.5

0.040

m3

1.1

m3

1,000.00

1,105.28

0.00

1,105.28

0.08 Floor 0.08 Slab

6.01

1.1

Sandy gravel

6.02

350

Cement (M: 200, 1:5)

351.7

kg

7.00

2,461.76

0.00

2,461.76

6.03

0.5

Skilled labour on site

0.5

md

700.00

351.68

0.00

351.68

6.04

1

Unskilled labour on site

1.0

md

350.00

351.68

87.372

kg

71.41

6,239.26

0.00

6,239.26

19.63

ml

17.33

ml

for Walls @15cm c/c

23.00

ml

3.0 for Walls @15cm c/c 1.0 for floor @15cm c/c

21.00

ml

23.77

ml

21.67

ml

7.67

ml

7.67

ml

A7 7.00

No

L(m)

6.3

3.1

21.7

0.8

7.7

3.0

21.0

1

7.7

3.1

21.7

1.0

7.7

1

3.1 for floor @15cm c/c 1.0 for basin floor @15cm c/c

7.7

1

1.0 for basin floor @15cm c/c

1.0

1

0.5

for slab @15cm c/c

1.00

ml

1.0

0.5

1

for slab @15cm c/c

0.50

ml

Steel bar 10 mm

87.4

Kg

60.00

5,242.34

0.00

5,242.34

7.02 0.007

Wire 1 mm

0.6

Kg

80.00

48.93

0.00

48.93

7.03 0.012

Skilled labour on site

1.048

md

700.00

733.93

0.00

733.93

7.04 0.007

Unskilled labour on site

0.6

md

350.00

214.06

7.01

h(m) Steel working

351.68

0.8 for Walls @15cm c/c 3.1 for Walls @15cm c/c 1

0.61

Total cost of (A1+A2+A3+A4+A5+A6+A7)

0.00

43,251.4

214.06

0

43251.4

Bill of Quantity (BoQ) ID-number 28-2802-0014 -2A Province: Bamyan District: shebar Village: Gunbad Project type: Fore Bay for MHP Plant 256 No-F

Title No. A1

1.00 1.01

A2

1

L

W

4.90

3.25

Item

Afs

2

6.55

1

1.49

222.95

-

0.64

md

350.00

222.95

222.95

-

15.911

m3

175.00

2,784.48

2,784.48

-

5.445

m3

9.170

m3

0.87 for falshcon place

1.296

m3

Unskilled labor

7.96

md

350.00

2,784.48

2,784.48

-

29.324

m3

1,628.9

47,766.03

10,263.44

0.6 for fundation 0.70 2.81 for short walls

6.29

m3

6.49

m3

0.70 2.81 for long wall 0.70 2.11 for bufet wall

8.85

m4

6.65

m3

0.50 0.60 for falshcon wall 0.50 0.60 for falshcon wall

0.45

m3

0.60

m3

1.65 1.00 for site 1 0.7 for Fundation 1

Stone work

0.80

2

1.65

1

4.50

1

4.50

1

1.49

2

1.00

NSP, Afs

222.95

3.00 6.55

CDC, Afs

14.00

0.5 2

Afs

Contribution

md

Excavation 3.30

Total cost

15.93

Site preparation Unskilled labor

1

Quantity Unit Unit cost

H

0.04

0.60

A4

Diminsions

2.00

2.01 A3

Norm A* Norm / unit No

0.8

3.01

1

3.02

0.39

3.05

77.7

Cement (M: 200, 1:5)

3.07

0.5

3.08

1

Stone including transportation

2

6.55

1

-

-

m3

1,000

11,289.78

kg

7.00

15,949.38

-

15,949.38

Skilled labor on site

14.66

md

700.00

10,263.44

-

10,263.44

Unskilled labor on site

29.32

md

350.00

10,263.44

10,263.44

1.827

m3

3,550.0

6,484.43

639.31

5,845.12

On the walls

0.52

m3

0.1 under the foundtion

1.31

PCC-M200 0.6

-

11.29

4.00 6.15

m3

2278.48

Sand

2

29.32

37,502.59

0.07

4.01

1.1

Sandy gravel

4.04

250

Cement (M:120, 1:6)

4.06

0.5

4.07

1

11,289.78

-

2.009

m3

1,000.0

2,009.26

-

2,009.26

456.650

kg

7.00

3,196.55

-

3,196.55

Skilled labor on site

0.913

md

700.00

639.31

-

639.31

Unskilled labor on site

1.827

md

350.00

639.31

639.31

-

A5

A6

A7

A8

1.292

m3

1.1

m3

0.2

m3

geraval Unskilled labour on site

1.3

In site Plastering Mortar (1:3)

geraval Levaling

5.01

1

5.03

0.04

1

3.30

1.65

1

1.49

0.68

6.00

6.01

0.03

6.02

2

6.03

0.14

6.04

0.18 Westeg

7.00 Westeg

7.01

0.4

7.02

2

7.03

0.05

7.04

0.2

7.05

0.2

8.00

1

6.60

1

3.300

0.2 floor 0.2 for falshcon floor

2.74 for for three wall 2.04 for bufet wall Sand

1,014.0

1,309.72

18.08

1,291.64

m3

1,000.0

1,291.64

-

1,291.64

0.052

md

350.00

18.08

18.08

24.816

m2

205.00

5,087.28

1,563.41

18.084

m2

6.732

m2

0.74

m3

1,000.0

744.48

-

744.48

50

kg

7.00

347.42

-

347.42

3

md

700.00

2,431.97

-

2,431.97

4

md

350.00

1,563.41

1,563.41

26.604

m2

1,413.5

37,604.75

1,862.28

18.084

m2

6.732

m2

Cement

20%

Skilled labor on site Unskilled labor on site Shuttering 1

6.60

1

3.300

2.74 for for three wall 2.04 for bufet wall

2

1.490

0.60 for falshcon wall

20%

3,523.87

35,742.47

1.788

m2

Wooden plank

79.812

pcs

200.00

15,962.40

-

15,962.40

Wooden pole 4m long

53.2080

pcs

300.00

15,962.40

-

15,962.40

Nail

1.330

kg

70.00

93.11

-

93.11

Skilled labor on site Unskilled labor on site

5.321

md

700.00

3,724.56

-

3,724.56

5.321

md

350.00

1,862.28

1,862.28

71.41

20,084.11

689.06

19,395.05

-

No

L(m) w(m) h(m) Steel working For forbay

281.251

kg

19

6.60

127.16

ml

45

2.74

2.74 for three @15cm c/c 6.60 for three @15cm c/c

123.30

ml

15

3.30

ml

2.04

2.04 for bufet wall @15cm c/c 3.30 for bufet wall @15cm c/c

48.18

23

46.92

ml

12

3.30

1.65

for floor @15cm c/c

39.60

ml

23

1.65

3.30

for floor @15cm c/c

37.95

ml

5

1.00

ml

8

0.60

0.60 four wall for falshcon l @ 15 cm C/C5.00 1.00 four wall for falshcon @ 15 cm C/C4.60

8

1.49

1.00

for falshcon floor @ 15 cm C/C

11.42

ml

11

1.00

1.49

for falshcon floor @ 15 cm C/C

10.93

ml

5

0.60

0.60

for flashcon slab @ 15cm C/C

3.00

ml

5

0.60

0.60

for flashcon slab @ 15cm C/C

3.00

ml

281.25

Kg

60.00

16,875.04

-

16,875.04

Kg

80.00

157.50

-

157.50

-

2,362.51

ml

8.02

0.61

8.04

0.01

Wire 1 mm

2.0

8.05

0.01

3.4

md

700.00

2,362.51

8.06

0.01

Skilled labor on site Unskilled labor on site

2.0

md

350.00

689.06

Steel bar diameter 10 mm

689.06

-

A9

9.00

4,250.0

10,017.12

m3

1,000.0

2,592.67

824.9

kg

7.00

5,774.58

-

5,774.58

1.178

md

700.00

824.94

-

824.94

Unskilled labor on site

2.4

md

350.00

824.94

824.94

-

Pointing stone work

27.948

m²

202.50

5,659.47

1,662.91

15.62

m2

12.33

m2

0.279

m3

1,000.0

279.48

-

279.48

55.896

kg

7.00

391.27

-

391.27

4.751

md

700.00

3,325.81

-

3,325.81

4.751

md

350.00

1,662.91

RCC work

9.01

1.1

9.04

350

9.06

0.5

9.07

1

1

6.60

0.07 2.74

1

3.30

0.07 2.04

1

3.30

1.65 0.07

2

1.00

0.60 0.07

1

1.49

1.00 0.07

1

0.60

1.20 0.07

0.01

10

2

10

0.17

10

0.17

for bufet wall for floor for flashcon wall for flashcon floor for flashcon slab Sandy gravel Cement (M: 200, 1:5) Skilled labor on site

A10 10.00

110

for three walls

2

2.85

2.74

1

4.50

2.74

Total cost of (A1+...+A11)

for tow walls for one wall Sand Cement (M:400, 1:3) Skilled labour on site Unskilled labour on site

2.357

m3

1.266

m3

0.471

m3

0.381

m3

0.084

m3

0.104

m3

0.050

m3

2.6

-

137020.34

824.94

9,192.18

2,592.67

1,662.91

20530.9

3,996.56

-

116489

Bill of Quantity (BoQ) ID-number: 28-2802-0014 -2A Province: Bamyan District: shebar Village: Gunbad Project type: Settelment basin N-F 256 Bold items to be filled by in tenderer (A1,A2,…,An). Light items for cost estimation only by CDC,FP,OC. Item Quantity Unit Unit cost Total cost Diminsions Title No. Norm/ A* unit Norm No A1

1.00 1.01

A2

A4

W

10

4.90

H

Afs

0.04

Afs

49.00

md

14.00

686.00

2.0

md

350.00

686.00

Foundation excavation

17.150

m3

175.00

3,001.25

Site preparation Site preparation, clearing site ect.

2.00

2.01 A3

1

L

2

10.0

1

0.7

for wall

14.000

m3

2

2.25

1

0.7

for wall

3.150

m3

8.6

md

350.00

3,001.25

Stone work for the foundation

11.760

m3

1,628.90

19,155.86

0.5

Unskilled labour

3.00 2

10.0

0.8

0.6

wall

9.600

m3

2

2.25

0.8

0.6

wall

2.160

m3

-

-

-

1

Stone

11.8

m3

3.02

0.385

Sand

4.528

m3

1,000.00

4,527.60

-

3.05

77.7

Cement (M: 200, 1:5)

913.8

kg

7.00

6,396.26

-

3.07

0.5

Skilled labour on site

5.9

md

700.00

4,116.00

-

3.08

1

Unskilled labour on site

11.8

md

350.00

4,116.00

Stone work for walls

19.698

m3

1,628.90

32,086.07

2

10.000

0.6

1.34 for walls

16.080

m3

2

2.25

0.6

1.34 for wall

3.618

m3 -

-

CDC, Afs

3.01

4.00

-

Contribution

-

-

-

4.01

1

Stone

19.698

m3

-

4.02

0.385

Sand

7.58

m3

1,000.00

7,583.7

-

4.05

77.7

Cement (M: 200, 1:5)

1,530.5

kg

7.00

10,713.7

-

4.07

0.5

Skilled labour on site

9.8

md

700.00

6,894.3

-

4.08

1

Unskilled labour on site

19.7

md

350.00

6,894.3

A5

5.00

Pointing stone work

A8

m2

202.50

6,648.08

-

2

10.000

1.34 for walls

26.800

m2

2

2.250

1.34 for wall

6.030

m2

Sand

0.3

m3

1,000.00

328.30

-

5.01

0.01

5.02

2

Cement (M:400, 1:3)

65.7

kg

7.00

459.62

-

5.04

0.17

Skilled labour on site

5.6

md

700.00

3,906.77

-

5.05

0.17

Unskilled labour on site

5.6

md

350.00

1,953.39

7.447

m3

1,014.00

7,551.36

-

-

A6

A7

32.830

geraval Levaling 0.74

1

10.000 3.30

0.2 floor

6.600

m3

2.29

1

1.970

0.2 floor

0.847

m3

7.4

m3

1,000.00

7,447.10

Unskilled labour on site

0.298

md

350.00

104.26

PCC

3.479

m3

3,550.00

12,350.45

-

6.01

1

6.03

0.04

2.15

geraval

7.00 2

10.000

0.6

0.07 for on the walls

0.840

m3

2

2.250

0.6

0.07 for walls

0.189

m3

2

10.000 1.00

0.1

under the foundtion

2.000

m3

2

2.250

0.1

under the foundtion

0.450

m3

1

10.000 3.30

0.07 for floor

2.310

m3

1

1.970

0.07 for floor

0.296

m3

869.8

kg

7.00

6,088.25

-

1.00

2.15

7.01

250

cement

7.02

1.1

sand

3.8

m3

1,000.00

3,826.90

-

7.03

0.5

Skilled labour on site

1.7

md

700.00

1,217.65

-

7.04

1

Unskilled labour on site

3.5

md

350.00

1,217.65

27.902

m2

205

m2

8.00

palastering M :300 (1:4)

8.01

2

8.02

2

10.000

1.27 in site

25.400

1

1.970

1.27 in site

2.502

5,719.89

0.00

cement

55.804

kg

7.00

390.63

0.00

0.03

sand

0.837

m3

1,000.00

837.06

0.00

8.03

0.14

Skilled labour on site

3.906

md

700.00

2,734.39

0.00

8.04

0.18

Unskilled labour on site

5.022

md

350.00

1,757.82

-

87198.96

Total cost of (A1+A2+A3+A5+A6+A7+A8)

0

Bill of Quantity (BoQ)

Contribution NSP, Afs 686.00 686.000 3,001.25

3,001.25 19,155.86

4,527.60 6,396.26 4,116.00 4,116.00 32,086.07

7,583.73 10,713.74 6,894.30 6,894.30

6,648.08

328.30 459.62 3,906.77 1,953.39 7,551.36

7,447.10 104.26 12,350.45

6,088.25 3,826.90 1,217.65 1,217.65 5,719.89

390.63 837.06 2,734.39 1,757.82

87199

Bill of Quantity (BoQ) ID-number: 28-2802-0014 -2A Province: Bamyan District: shebar Village: Gunbad Project type: Spillway for sataling basine 256 No-F Title A1

No. 1.00 1.01

A2

A4

Diminsions No

L

W

1

5

2.60

0.04

Item

Quantity

Unit

H Site preparation Site preparation, clearing site ect.

2.00

2.01 A3

Norm/ A* unit Norm

for M,H,P

Foundation excavation

Unit cost

Total cost

Afs

Afs

Contribution CDC, Afs

13.00

md

14.00

182.00

182.00

0.5

md

350.00

182.00

182.00

6.960

m3

175.00

1,218.00

1,218.00

2

5.00

1

0.60 for canal walls foundation

6.000

m3

4

1.00

0.3

0.80 for impervious foundation

0.960

m3

3.5

md

350.00

1,218.00

1,218.00

5.760

m3

1,628.90

9,382.46

2,016.00

0.5

Unskilled labour

3.00

Stone work for the foundation 2

5.00

0.8

0.60 for canal wall foundation

4.800

m3

4

1.00

0.3

0.80 for impervious foundation

0.960

m3

3.01

1

Stone

5.8

m3

3.02

0.385

Sand

2.22

m3

1,000.00

2,217.60

-

3.05

77.7

Cement (M: 200, 1:5)

447.6

kg

7.00

3,132.86

-

3.07

0.5

Skilled labour on site

2.9

md

700.00

2,016.00

-

3.08

1

Unskilled labour on site

5.8

md

350.00

2,016.00

2,016.00

Stone work for walls

7.620

m3

1,628.90

12,412.22

2,667.00

7.620

m3

4.00 2

5.00

0.60

1.27 for canal walls

-

-

-

-

-

4.01

1

Stone

7.6

m3

-

4.02

0.385

Sand

2.934

m3

1,000.00

2,933.70

-

4.05

77.7

Cement (M: 200, 1:5)

592.1

kg

7.00

4,144.52

-

4.07

0.5

Skilled labour on site

3.8

md

700.00

2,667.00

-

4.08

1

Unskilled labour on site

7.6

md

350.00

2,667.00

2,667.00

A5

5.00 2

5.000

2,571.75

12.700

m2

Sand

0.1

755.65

m3

1,000.00

127.00

-

0.01

5.02

2

Cement (M:400, 1:3)

25.4

kg

7.00

177.80

-

5.04

0.17

Skilled labour on site

2.2

md

700.00

1,511.30

-

5.05

0.17

Unskilled labour on site

2.2

md

350.00

755.65

755.65

geraval Levaling

0.80

m3

1,014.00

811.20

11.20

0.8

m3

geraval

0.8

m3

1,000.00

800.00

-

Unskilled labour on site

0.0

md

350.00

11.20

11.20

1.210

m3

3,550.00

4,295.50

423.50

6.01

1

6.03

0.04

5.00

0.800

0.2 for canal floor

7.00

PCC 2

5.00

0.6

0.07 for on the canal walls

0.420

m3

1

5.00

1.00

0.07 for canal floor

0.350

m3

4

1.00

0.10

1.1

for step

0.440

m3

302.5

kg

7.00

2,117.50

-

1.3

m3

1,000.00

1,331.00

-

0.6050

md

700.00

423.50

-

1.2

md

350.00

423.50

423.50

5.280

m2

1,413.50

7,463.28

369.60

5.280

m2

Wooden plank

15.840

pcs

200.00

3,168.00

-

Wooden pole 4m long

10.5600

pcs

300.00

3,168.00

-

7.01

250

cement

7.02

1.1

sand

7.03

0.5

Skilled labour on site

7.04

1

Unskilled labour on site

8.00

Westeg

Shuttering

Westeg

A9

202.50

5.01

1

A8

m2

1.27 for canal walls

A6

A7

12.700

Pointing stone work

20%

4

1.000

1.10 for stap

8.01

0.4

8.02

2

8.03

0.05

Nail

0.264

kg

70.00

18.48

-

8.04

0.2

Skilled labor on site

1.056

md

700.00

739.20

-

8.05

0.2

Unskilled labor on site

1.056

md

350.00

369.60

369.60

palastering M :300 (1:4)

12.000

m2

205

12.000

m2

cement

24.000

kg

9.00 2

5.00

1.20 in site the canal walls

2,460.00

756.00

7.00

168.00

0.00

360.00

0.00

9.01

2

9.02

0.03

sand

0.360

m3

1,000.00

9.03

0.14

Skilled labour on site

1.680

md

700.00

1,176.00

0.00

9.04

0.18

Unskilled labour on site

2.160

md

350.00

756.00

756.00

40,796

8398.95

Total cost of (A1+A2+A3+A5+A6+A7+A8+A9)

-

Bill of Quantity (BoQ)

Contribution NSP, Afs -

7,366.46

2,217.60 3,132.86 2,016.00 9,745.22

2,933.70 4,144.52 2,667.00 -

1,816.10

127.00 177.80 1,511.30 800.00

800.00 3,872.00

2,117.50 1,331.00 423.50 7,093.68

3,168.00 3,168.00 18.48 739.20 1,704.00

168.00 360.00 1,176.00 0.00

32397.5

Bill of Quantity (BoQ) ID-number: 28-2802-0014 -2A Province: Bamyan District: shebar Village: Gunbad Project type: garavaltiraps 256 No-F Diminsions Title No. Norm A* / unit Norm No L W A1

A2

1.00

A3

Quantity Unit

H

7.6

Unit cost Afs

Total cost Afs

Contribution CDC, Afs

76.0

md

14.00

1,064.00

1,064.00

1.01 0.04

Site preparation, clearing site ect.

3.0

md

350.00

1,064.00

1,064.00

2.00

Foundation excavation

21.504

m3

175.00

3,763.20

3,763.20

2

10

1

0.7

for wall

14

2

2.81

1

0.7

for inlet

3.934

2

2.55

1

0.7

for outlet

3.57

Unskilled labour

10.8

md

350.00

3,763.20

3,763.20

14.746

m3

1,628.90

24,019.11

5,160.96

0.5

3.00

Stone work for foundation 2

10

0.8

0.6

for wall

9.6

m3

2

2.810 0.80

0.60 for inlet

2.6976

m3

2

2.550 0.80

0.60 for outlet

2.448

m3

Stone

14.7

m3

0

3.02 0.385

Sand

5.7

m3

1,000.00

5,677.06

-

3.05 77.7

Cement (M: 200, 1:5)

1,145.7

kg

7.00

8,020.13

-

3.07

0.5

Skilled labour on site

7.4

md

700.00

5,160.96

-

3.08

1

Unskilled labour on site

14.7

md

350.00

5,160.96

5,160.96

Stone work for walls

23.040

m3

1,628.90

37,529.86

8,064.00

3.01

A4

10

Item Site preparation

2.01

1

for M,H,P

1

4.00

4.01

1

2

10

0.6

1.25 for wall

15

2

2.810

0.6

1.25 for inlet

4.2

2

2.550

0.6

1.25 for outlet

3.8

Stone

23.0

m3

-

-

-

4.02 0.385

Sand

8.9

m3

1,000.00

8,870.40

-

4.05 77.7

Cement (M: 200, 1:5)

1,790.2

kg

7.00

12,531.46

-

4.07

0.5

Skilled labour on site

11.5

md

700.00

8,064.00

-

4.08

1

Unskilled labour on site

23.0

md

350.00

8,064.00

8,064.00

A5

A6

5.00

Pointing stone work

m2

2

10

1.25 for wall

25

2

2.81

1.25 for inlet

7.025

m2

2

2.55

1.25 for outlet

6.375

m2

202.50

7,776.00

2,284.80

m2

5.01 0.01

Sand

0.4

m3

1,000.00

384.00

-

5.02

Cement (M:400, 1:3)

76.8

kg

7.00

537.60

-

5.04 0.17

Skilled labour on site

6.5

md

700.00

4,569.60

-

5.05 0.17

Unskilled labour on site

6.5

md

350.00

2,284.80

36.250

m2

205

2

6

palastering M :300 (1:4) 2

10.00

1.18 for wall

23.600

m2

2

2.81

1.18 for inlet

6.632

m2

2

2.55

1.18 for outlet

6.018

m2

cement

72.499

kg

7.00

2,284.80

7,431.17

2,283.72

507.49

0.00

6

2

6

0.03

sand

1.087

m3

1,000.00

1,087.49

0.00

6

0.14

Skilled labour on site

5.075

md

700.00

3,552.46

0.00

6

0.18

Unskilled labour on site

6.525

md

350.00

2,283.72

2,283.72

geraval Levaling

12.000

m3

1,014.00

12,168.00

168.00

12.00

m3

0.92

m3

0.42

m3

geraval

12.0

m3

1,000.00

12,000.00

-

7.02 0.04

Unskilled labour on site

0.480

md

350.00

168.00

168.00

8.00

PCC

8.033

m3

3,550.00

28,517.01

2,811.54

A7

7.01

A8

38.400

1

10.00

6.0

1

1.32

3.5

1

0.60

3.5

for floor 0.2 for inlet floor 0.2 for outlet floor 0.2

1

1

10.00

6.0

0.07 for floor

4.200

m3

area

1

1.32

3.5

0.07

for inlet

0.323

m3

area

1

0.60

3.5

0.07

for outlet

0.147

m3

2

11.84

0.6

0.07 for on the walls

0.995

m3

2

11.84

1

0.1

2.368

m3

2,008.2

kg

7.00

14,057.68

-

for under the foundtion

8.01

250

cement

8.02

1.1

sand

8.8

liter

1,000.00

8,836.26

-

8.03

0.5

Skilled labour on site

4.0

md

700.00

2,811.54

-

8.04

1

Unskilled labour on site

8.0

md

350.00

2,811.54

2,811.54

Total cost of (A1+A2+A3+A5+A6)

-

122,268.3

25,600.22

Bill of Quantity (BoQ)

Contribution NSP, Afs -

18,858.15

5,677.06 8,020.13 5,160.96 29,465.86

8,870.40 12,531.46 8,064.00 -

5,491.20

384.00 537.60 4,569.60 5,147.44

507.49 1,087.49 3,552.46 0.00 12,000.00

12,000.00 25,705.47

14,057.68 8,836.26 2,811.54 -

96,668.1

Bill of Quantity (BoQ) ID-number: Province: District: Village: Project type: N-F

28-2802-0014 -2A Bamyan shebar Gunbad Canal for garaval tiraps 256

Title No. Norm A* / unit Norm No A1

1.00

1

for M,H,P

Estimated total project cost in Afs. = Bold items to be filled by in tenderer (A1,A2,…,An). Light items for cost estimation only by CDC,FP,OC. Item Diminsions Contribution Quantity Unit Unit cost Total cost L W H Afs Afs CDC, Afs NSP, Afs 49.00

2.60

127.40

md

14.00

1,783.60

1,783.60

-

5.1

md

350.00

1,783.60

1,783.60

-

68.600

m3

175.00

12,005.00

12,005.00

-

34.3

md

350.00

12,005.00

12,005.00

-

47.040

m3

1,628.90

76,623.5

16,464.00

Stone

47.0

m3

3.02 0.39

Sand

18.1

m3

1,000.00

18,110.40

-

18,110.40

3.05 77.7

Cement (M: 200, 1:5)

3,655.0

kg

7.00

25,585.06

-

25,585.06

3.07

0.5

Skilled labour on site

23.5

md

700.00

16,464.00

-

16,464.00

3.08

1

Unskilled labour on site

47.0

md

350.00

16,464.00

16,464.00

Stone work for walls

54.120

m3

1,628.90

88,156.1

18,942.00

walls for flood time

58.800

m3

Site preparation

1.01 0.04 A2

2.00 2.01

A3

A4

2

49.00

1

0.7

0.5

3.00 3.01

Site preparation, clearing site ect. Foundation excavation Unskilled labour 2

49.00

0.8

0.6

1

4.00

Stone work for the foundation

-

-

-

60,159.46 -

69,214.1

2

49.00

0.6

1.00

-1

39.00

0.6

0.20 over floow

4.680

m3

Stone

54.1

m3

4.02 0.39

Sand

20.8

m3

1,000.00

20,836.20

-

20,836.20

4.05 77.7

Cement (M: 200, 1:5)

4,205.1

kg

7.00

29,435.87

-

29,435.87

4.07

0.5

Skilled labour on site

27.1

md

700.00

18,942.00

-

18,942.00

4.08

1

Unskilled labour on site

54.1

md

350.00

18,942.00

4.01

1

-

-

-

18,942.00

-

-

A5

A6

5.00

m2

walls for flood time

98.000

m2

202.50

13,527.00

3,974.60

9,552.40

49.00

1.00

-1

39.00

0.80 over floow

-31.200

m2

5.01 0.01

Sand

0.7

m3

1,000.00

668.00

-

668.00

5.02

Cement (M:400, 1:3)

133.6

kg

7.00

935.20

-

935.20

5.04 0.17

Skilled labour on site

11.4

md

700.00

7,949.20

-

7,949.20

5.05 0.17

Unskilled labour on site

11.4

md

350.00

3,974.60

3,974.60

6.00

geraval Levaling

7.8

m3

1,014.00

7,949.76

109.76

7,840.00

7.840

m3

geraval

7.8

m3

1,000.00

7,840.00

-

7,840.00

6.03 0.04

Unskilled labour on site

0.3

md

350.00

109.76

109.76

7.00

PCC

17.346

m3

3,550.00

61,578.30

6,071.10

6.01

A8

66.800

2

2

1

A7

Pointing stone work

49.00

0.80

0.2 floor

1

2

49.00

0.6

0.07 for on the walls

4.116

m3

1

49.00

1.00

0.07 for floor

3.430

m3

2

49.00

1.00

0.1

9.800

m3

4,336.5

kg

7.00

30,355.50

under the wall Foundation

-

55,507.20

250

cement

7.02

1.1

sand

19.1

m3

1,000.00

19,080.60

-

19,080.60

7.03

0.5

Skilled labour on site

8.7

md

700.00

6,071.10

-

6,071.10

7.04

1

Unskilled labour on site

17.3

md

350.00

6,071.10

83.340

m2

205

8.00

8.01

palastering M :300 (1:4)

30,355.50

6,071.10

-

17,084.70

5,250.42

11,834.28

2

49.00

0.93 for in side

91.140

m2

-1

39.00

0.20 over floow

-7.800

m2

166.680

kg

7.00

1,166.76

0.00

1,166.76

2

cement

8.02 0.03

sand

2.500

m3

1,000.00

2,500.20

0.00

2,500.20

8.03 0.14

Skilled labour on site

11.668

md

700.00

8,167.32

0.00

8,167.32

8.04 0.18

Unskilled labour on site

15.001

md

350.00

5,250.42

5,250.42

0.00

-

278,707.9

64,600.48

214,107.4

Total cost of (A1+A2+A3+A5+A6+A7+A8)

ID-number: Province: District: Village: Project type: No-F Title No. Nor m/ unit A1 1.00 A2

Diminsions

A* Norm No 1

L

W

39.0

1.00

Item

2.6

2

1.00

0.6

2

1.00

1

Total cost

Afs

Afs

Contribution CDC, Afs

md

14.00

546.00

546.00

1.6

md

350.00

546.00

546.00

20.800

m3

175.00

3,640.00

3,640.00

0.7 for canal foundation 1 for impervious foundatoin

18.200

m3

1.200

m3

0.7 for basin foundtion

1.400

m3

Unskilled labour

10.4

md

350.00

3,640.00

3,640.00

Stone work for the foundation

6.960

m3

1,628.90

11,337.14

2,436.00

canal walls for Spilway foundation 4.800 1.200 for impervious foundation

m³

Foundation excavation 5.0

Unit cost

39.00

Site preparation

2.00 2

Quantity Unit

H Site preparation, clearing site ect.

0.5

3.00 2

5.0

0.8

0.6

2

1.00

0.6

1

2

1.00

0.8

m³

Stone

7.0

m3

3.02 0.39

Sand

2.7

m3

1,000.0

2,679.60

-

3.05 77.7

Cement (M: 200, 1:5)

540.8

kg

7.0

3,785.54

-

3.07

0.5

Skilled labour on site

3.5

md

700.0

2,436.00

-

3.08

1

Unskilled labour on site

7.0

md

350.0

2,436.00

2,436.00

Stone work for walls

7.200

m3

1,628.90

11,728.08

2,520.00

1.00 for canal walls 1.50 for canal wall

1.200

m³

3.600

m³

1.00 for canal wall 1.00 for basin wall

1.200

m3

1.200

m³

Stone

7.2

m3

4.02 0.39

Sand

2.8

m3

1,000.00

2,772.00

-

4.05 77.7

Cement (M: 200, 1:5)

559.4

kg

7.00

3,916.08

-

4.07

0.5

Skilled labour on site

3.6

md

700.00

2,520.00

-

4.08

1

Unskilled labour on site

7.2

md

350.00

2,520.00

1

4.00

4.01

1

2

1.0

0.6

2

2.0

0.6

2

1.0

0.6

2

1.00

0.6

0.6 for basin foundtion

m³

0.960

3.01

A4

for M,H,P

1.01 0.04

2.01 A3

28-2802-0014 -2A Bamyan shebar Gunbad Spillway for geraval tiraps 256

-

-

-

-

-

-

2,520.00

A5

5.00 2 2 2 2

1.0 2.0 1.0 1.00

1.00 1.50 1.00 1.00

5.01 0.01 5.02 2 5.04 0.17 5.05 0.17 A6 2 2

A7

A8

0.2 0.2

6.01 1 6.02 0.04 7.00 2 2 2 2 1 2

A8

5.0 0.80 39.00 1.00

7.01 250 7.02 1.1 7.03 0.5 7.04 1 8.00 Westeg Westeg 20% 8.01 0.4 8.02 2 8.03 0.05 8.04 0.2 8.05 0.2 8

2

2 2 2 2

5.0 5.0 5.0 1.00 39.0 1.00

1.00

1.0 2.0 1.0 1.00

8.01 2 8.02 0.03 8.03 0.14 8.04 0.18 Total cost of (A1+A2+A3+A5+A6+A7)

0.6 1.00 1.00 0.10 1.00 1.00

0.07 0.07 0.1 1.1 0.07 0.1

Pointing stone work for out of canal walls for out of canal walls for out of canal walls for basin wall Sand Cement (M:400, 1:3) Skilled labour on site Unskilled labour on site geraval Levaling for canal floor for basin floor geraval Unskilled labour on site PCC for on the canal walls for canal floor under the canal foundtion for step for Basin floor under the basin wall foundtion cement sand Skilled labour on site Unskilled labour on site Shuttering

1.10 for stap Wooden plank Wooden pole 4m long Nail Skilled labor on site Unskilled labor on site palastering M :300 (1:4) 0.93 in site canal wall 1.43 in site canal wall 0.93 in site canal wall 1.00 in Basin wall cement sand Skilled labour on site Unskilled labour on site

2.000 2.000 6.000 2.000 2.000 0.0 4.0 0.3 0.3 17.200 1.60 15.60 17.2 0.688 5.270 0.420 0.700 1.000 0.220 2.730 0.200 1,317.5 5.8 2.6350 5.3 2.640 2.640 7.920 5.2800 0.132 0.528 0.528 11.440 1.860 5.720 1.860 2.000 22.880 0.343 1.602 2.059

m2 m² m² m3 m² m3 kg md md m3 m3 m3 m3 md m3 m3 m3 m3 m3 m3 m3 kg m3 md md m2 m2 pcs pcs kg md md m2 m2 m2 m2 kg m3 md md

202.50

405.00

119.00

1,000.00 7.00 700.00 350.00 1,014.00

20.00 28.00 238.00 119.00 17,440.80

119.00 240.80

1,000.00 350.00 3,550.00

17,200.00 240.80 18,708.50

240.80 1,844.50

7.00 1,000.00 700.00 350.00 1,413.50

9,222.50 5,797.00 1,844.50 1,844.50 3,731.64

1,844.50 184.80

200.00 300.00 70.00 700.00 350.00 205

1,584.00 1,584.00 9.24 369.60 184.80 2,345.20

184.80 720.72

160.16 343.20 1,121.12 720.72

0.00 0.00 0.00 720.72

7.00 1,000.00 700.00 350.00 -

69,882.36

12,251.8

Contribution NSP, Afs -

8,901.14

2,679.60 3,785.54 2,436.00 9,208.08

2,772.00 3,916.08 2,520.00 -

286.00

20.00 28.00 238.00 17,200.00

17,200.00 16,864.00

9,222.50 5,797.00 1,844.50 3,546.84 1,584.00 1,584.00 9.24 369.60 1,624.48

160.16 343.20 1,121.12 0.00 57,630.54

Bill of Quantity (BoQ) ID-number Province: District: Village: Project type: No-F= 256

28-2802-0014 -2A Bamyan shebar Gunbad Ancar bolack

Estimation total project cost in Afs. =

Cost of forebay in Afs.= Bold items to be filled in by tenderer (A1,A2,…,An). Light items for cost estimation only by CDC,FP,OC. Title No. Norm/ A* Diminsions Item Quantity Unit Unit cost L W unit Nor No H Afs A1 1.00 1.01

1

2.1

1

0.04

A2 2.00

2.01

1

2.1

1

2

2.100

1

0.5

3.01

2.1

1.0

14.00

29.40

29.40

-

Unskilled labor

0.08

md

350.00

29.40

29.40

-

Excavation

3.15

m3

175.00

551.25

551.25

-

1.050

m3

2.100

m3

1.58

md

350.00

551.25

551.25

-

0.420

m3

1,014.00

425.88

5.88

0.4

m3

1,000.00

420.00

0.017

md

350.00

5.88

5.88

3.39

m3

3,550.00

12,022.67

1,185.33

2.25

m3

Fundation Excavation

0.2 floor

1

geraval

3.03 0.04

Unskilled labour on site A4 4.00 For bend less then45°(2*(DI Pen/300) PCC-M200 1

1.500

1

Contribution CDC, Afs NSP, Afs

md

geraval Levaling 1

/

2.10

Unskilled labor

A3

Total cost Afs

/

Site preparation

0.500 site Excavation 0.5

Date:

1.5

420.00

0.420 -

420.00 10,837.33

4.01

1.1

Sandy gravel

3.725

m3

1,000.00

3,725.33

-

3,725.33

4.02

250

Cement (M:120, 1:6)

846.67

kg

7.00

5,926.67

-

5,926.67

4.03

0.5

Skilled labor on site

1.693

md

700.00

1,185.33

-

1,185.33

4.04

1

Unskilled labor on site 1.500 Shuttering

3.387

md

350.00

1,185.33

1,185.33

4.50 m2

1,413.50

6,360.75

315.0

6,045.75

0.02 Wooden plank

13.500 pcs

200.00

2,700.00

-

2,700.00

9.0000 pcs

300.00

2,700.00

-

2,700.00

-

15.75

A5 5.00 5.01

Westeg2 0.4 ###

5.02

2

5.03

0.05

5.04 5.06

1.500 2

0.2

Wooden pole 4m long

-

Nail

0.225

kg

70.00

15.75

0.2

Skilled labor on site

0.900 md

700.00

630.00

-

630.00

0.2

Unskilled labor on site

0.900 md

350.00

315.00

315.00

-

Total cost of (A1+...+A4+A5) FOR one PC

-

19389.95

2086.86

17303.08

19389.95

2086.86

17303.08

) ‫ پیشنهاد پروژه ( ادامه‬: ۷ ‫فورمه‬ No-F 256 28-2802-0014 - 2A ‫نمبر قریه‬ A 1 2 3 4 5 6

B 1 2 3 4 5 6 8 11 C 1 2

Civil Work for MHP project: Construction cost of weir Construction of Canal Construction of Settlement Basin Construction of Fore Bay Construction of Power House Construction of spill way Construction cost of Anc bolack TOTAL Mechanical with hydraulic Work : Construction Turbine whith pully for 8 Kw paghecening Generator whith pully 10 kw (single phase) Construction Penstock d=16˝(0.4m( Construction penstock nut & bult construction Penstock bend d=16˝(0.4m( construction Airvent pip(Di=22mm) construction Trahsrack / size (221X 70 ,104X161)cm complete with fram costruction water spill way gate(55X70, 70X138) cm&(100X171) cm TOTAL Electrical Work for MHP project: Installation of Min Lin Other works

Gunbad

1

2

Bamyan ‫والیت‬

Shebar ‫ولسوالی‬

‫قریه‬ 3

4

5

6

7

8

9

10

11

12

UNIT RATE OF MATERIAL & LABOUR : Row

Description Rate Afs. Skilled Labour 500 Unskilled Labour 250 Sand 300 Aggregate Cement 5 Stone 500 Bond Stone Soil 100 Tor Steel 50 Binding rod 80 Local wood Nail 70 Primer Enamel CGI sheet 250 8mm. nut bolt 10 J-hooh 0 Bitiumen washer 0 GI sheet 0 Salwood Wooden Beam 120 Wooden Planks 80 Reed rening gutlen 100 Straw 10 Woode 3000 Woode 500 Door 2000 31 Glue (wood) 200 32 Glasses 200 Lock for door 120 Hinge 3 inches, 3 for each door Hinge 2 inches Hard ware for windows wooden plate 1x2 Marble powder 8 powder paint 120 solt 5 Oil paint 130 oil 35 shovel with handl 100 pickax with handl 200 slodge hammer with handl 500 wheel barrow 1500 Rubber bucket 60 Rope 20 Personal 300 Wooden Beam D=30 100 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30

Unit No. No. Cum. Cum. Kg. Cum. Cum. Cum. Kg. Kg. Cum. Kg. Lt. Lt. Sqm. No. No. No. Rm. Cum. M.L Pc Sqm. pc Kg. Cum.

4m 400

Kg. Sqm. pc 60 50 20 10 lkg Kg. Kg. Kg. Kg.

pcs pair pair pcs pcs

Water regulator gate 15000 Turbine whith pully for 10 Kw Generator whith pully 10 kw (theer phase) Penstock d=20˝(0.5m( penstock nut & bult Penstock bend d=20˝(0.5m( Boiller 100 liter Airvent pip(Di=139mm) Expansin joint overhead condudtor d= 50mm² overhead condudtor d= 35mm² overhead condudtor d= 25mm² overhead condudtor d= 16mm² insulator& shackle sets Cross -arms& poleclamps Stay Rads & Wair Ertingscolls ,colls,lim.coal 25X12mmbolts 180X12mm bolts 2.5X12mm Washers Conterol panal Fous 12A With Fous box Fous 4 A With Fous box Fous 16A With Fous box Fous 50A With Fous box Fous 35A With Fous box Fous 16A With Fous box Fous 20A With Fous box Fous 25A With Fous box Fous 20A With Fous box Signboard Trsh rack 2.5 X4m Tools & tool box Generator cable4X6mm² Wooden beem L=7m Di=50 cm thunderbolt rade

70000 10000 2800 80 2800 10000 150 25000 35 30 20 15 75 75 750 950 10 15 0.5 11250 130 250 200 200 180 150 100 120 150 2500 1500 2500 385 900 6000

Trahsrack / size (0.58X

4500 1,31)mcomplete with fram

hood

100

Bill of Quantity (BoQ) 28-2802-0014 -2A bamyan Shebar Gunabd Oriffce 256

Title

A1

No.

1.00 1.01

A2

Diminsions

A* Norm

for M,H,P

Item

No

L

W

H

1

2.61

1.72

0

0.04

2.00

2.01 A3

Norm/ unit

ID-number: Province: District: Village: Project type: No-F

Quantity

Unit

Unit cost Total cost Afs

Afs

Contribution CDC, Afs NSP, Afs

Site preparation

4.5

md

0.0

0.0

0.0

0.0

Site preparation, clearing site ect.

0.2

md

0.0

0.0

0.0

0.0

9.643

m3

0.0

0.0

0.0

0.0

Foundation excavation 1

2.61

0.8

0.7 for oriffice wall foundtion

1.462

m³

2

5.00

0.8

0.7 for decrese ples wall foundtion

5.600

m³

1

2.61

0.8

0.7

1.462

m³

2

1.00

0.8

0.7 for side of trashrck wall foundtion

1.120

m³

4.8

md

0.0

0.0

0.0

0.0

8.266

m3

0.0

0.0

0.0

0.0

0.5

for stin wall foundtion

Unskilled labour

3.00

Stone work for the foundation 1

2.61

0.8

0.6 for oriffice

1.253

m³

2

5.00

0.8

0.6 for decrese place

4.800

m³

1

2.61

0.8

0.6

1.253

m³

2

1.00

0.8

0.6 for side of trashrck wall foundtion

0.960

m³

Stone including transportation

8.3

m3

0.0

0.0

0.0

0.0

3.02 0.385

Sand

3.2

m3

0.0

0.0

0.0

0.0

3.05

77.7

Cement (M: 200, 1:5)

642.2

kg

0.0

0.0

0.0

0.0

3.07

0.5

Skilled labour on site

4.1

md

0.0

0.0

0.0

0.0

3.08

1

Unskilled labour on site

8.3

md

0.0

0.0

0.0

0.0

3.01

1

walls for stin

A4

10.387

m3

1.566

m³

7.620

m³

walls for stin

0.313

m³

for side of trashrck wall

0.888

m³

Stone including transportation

10.4

4.02 0.385

Sand

4.0

4.05

77.7

Cement (M: 200, 1:5)

4.07

0.5

4.08

1

4.01

0.0

0.0

m3

0.0

0.0

0.0

0.0

m3

0.0

0.0

0.0

0.0

807.1

kg

0.0

0.0

0.0

0.0

Skilled labour on site Unskilled labour on site

5.2

md

0.0

0.0

0.0

0.0

10.4

md

0.0

0.0

0.0

0.0

Pointing stone work

31.984

m2

0.0

0.0

0.0

0.0

2.820

m³

0.522

m³

0.282

m²

25.400

m³

2.960

m³

Sand

0.3

m3

0.0

0.0

0.0

0.0

Cement (M:400, 1:3)

64.0

kg

0.0

0.0

0.0

0.0

Skilled labour on site Unskilled labour on site

5.4

md

0.0

0.0

0.0

0.0

5.4

md

0.0

0.0

0.0

0.0

1.917

m3

0.0

0.0

0.0

0.0

0.110

m3

0.110

m3

0.1 for under the oriffice wall foundation 0.261 0.1 for under the stin wall foundation 0.261

m3

0.1 for between stand and oroffice 0.07 for on the wall decrese place

0.141

m3

0.420

m3

0.1 for floor decrese plsce 0.07 for on the side trashrack wall

0.528

m3

0.087

m³

479.3

kg

0.0

0.0

0.0

0.0

1

2.61

0.6

2

5.00

0.6

1.00 for oriffice 1.27 for decrese place

1

2.61

0.6

0.2

2

0.74

0.6

1

5.00

area 5.01

A6

0.0

Stone work for walls

area

A5

0.0

4.00

2

1.41

1

2.61

1.00 for oriffice 0.2 walls for stin

1

1.41

0.2

4

5.000

1.27 for decrese place

4

0.740

for side of trashrck wall

0.01

5.02

2

5.04

0.17

5.05

0.17

walls for stin

6.00

PCC 1

2.61

0.6

1

2.61

0.6

1

2.61

1

1

2.61

1

1

1.41

1.00

2

5.0

0.6

1

5.0

1.06

2

1.040

0.6

0.07 for on the oriffice walls 0.07 for on the stin wall

m3

6.01

250

cement

6.02

1.1

sand

2.1

liter

0.0

0.0

0.0

0.0

6.03

0.5

1.0

md

0.0

0.0

0.0

0.0

6.04

1

Skilled labour on site Unskilled labour on site

1.9

md

0.0

0.0

0.0

0.0

A7

A8

7.00

Lintal RCC

0.310

m3

Lintal for wall

0.217

m3

0.093

m3

0.3

1

1.81

0.60

0.2

1

1.61

0.48

0.12 pick

0.00

0.00

0.00

0.00

m3

0.00

0.00

0.00

0.00

7.01

1.1

Sandy gravel

7.02

350

Cement (M: 200, 1:5)

108.5

kg

0.00

0.00

0.00

0.00

7.03

0.5

Skilled labour on site

0.2

md

0.00

0.00

0.00

0.00

7.04

1

Unskilled labour on site

0.3

md

0.00

0.00

0.00

0.00

15.316

kg

0.00

0.00

0.00

0.00

8.00

No

L(m)

h(m) Steel working

4.0

1.81

0.0 for lintal @15cm c/c

7.24

ml

4.2

1.60

0.48 for pick @15cmc/c

6.72

ml

11.7

0.48

1.6 for pick@15c/c

5.60

ml

9.05

1.70

1.81 Ring@20c/c

15.39

ml

8.01

0.61

Steel bar 10 mm

11.9

Kg

0.00

0.00

0.00

0.00

8.02

0.22

Steel bar 6 mm

3.4

Kg

0.00

0.00

0.00

0.00

Wire 1 mm

0.107

Kg

0.00

0.00

0.00

0.00

8.03 0.007 8.04

0.01

Skilled labour on site

0.184

md

0.00

0.00

0.00

0.00

8.05

0.01

Unskilled labour on site

0.107

md

0.00

0.00

0.00

0.00

0.0

0.0

0.0

Total cost of (A1+A2+A3+A5+A6+A7+A8)

0.0

‫بر نامه همبستگی ملی‬ ‫فورم ‪ 5‬ب‬ ‫)به ریاست انکشاف دهات ‪ /‬برنامه همبستگی ملی‪ /‬موسسه ناظر تسلیم شود(‬ ‫‪28-2802-0014/2a‬‬ ‫یک هفته بعد از اخذ پول‬

‫تاریخ شروع‪:‬‬

‫تاریخ احتمالی ختم کار‪:‬‬

‫در مدت شش ماه‬

‫موسسه همکار‪:‬‬

‫بنیاد اقا خان‬

‫نام پروژه‪:‬‬

‫پروژه برق ابی کوچک‬

‫هدف پروژه فرعی‪:‬‬

‫والیت ‪:‬‬

‫بامیان‬

‫ولسوالی‪:‬‬

‫شیبر‬

‫قریه)ها)‪:‬‬

‫گنبد‬

‫تعداد فامیلها‪:‬‬

‫‪256‬‬

‫نمبر جی پی ایس‪:‬‬

‫روشن ساختن منازل مسکونی اهالی شورا‬

‫توضیح خالصه فعالیت های عمده‪:‬‬ ‫کندن کاری ‪.‬سنگ کاری‪ .‬کانکر یت ریزی‪ .‬پلستر کاری‪ .‬هنگاف کاری ‪.‬قالب بندی ‪.‬‬ ‫سیخبندی‪ .‬نصب تور بین ‪ .‬تمدید لین انتقال برق‪ .‬نصب پا یه های برق‬

‫بودجه‬ ‫مجموع‬

‫‪3025858‬‬

‫برنامه همبستگی ملی‪:‬‬

‫‪2560000‬‬

‫قریه‪:‬‬

‫‪465858‬‬

‫مستفدین‪:‬‬

‫ضرورتهای متوقعه اموزشی‪:‬‬

‫اموزش برای بر قی‬

‫نقطه عطف پروژه‪:‬‬ ‫کندن کاری ‪ 446‬متر مکعب ‪.‬سنگ کاری ‪ 770‬متر مکعب ‪.‬پلستر کاری‪ 435‬متر مر بع ‪ .‬هنگاف کاری ‪ 703‬متر ر بع قالب بندی‪47‬‬ ‫متر مربع‬

‫تعداد پرداخت ها‪ :‬پول در دو قسط نود وده فیصد حواله میشود‪.‬‬ ‫خطرات پروژه‪:‬‬

‫کدام خطر ندارد‪.‬‬

‫‪Rev Date 14/12/03‬‬

‫‪Form Transfer CDC/FP-RRD/NSP/OC-MRRD/OC‬‬

‫‪20Form 5b‬‬