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8/14/2019 Design of micro hydro power
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ID-number 28-2802-0014 -2 A
Province: Bamyan
District: Shebar
Village: Gonbad
Project type M,H,P
No F 256
Data from site for river foram50m(U/S) to Intak
h1= U / S Normal elevation of ware in the river 2805.08 m
h2= D / S Normal elevation of water in the river 2804.80 mh3= U / S flood elevation of water in the river 2805.18 m
h4= D / S flood elevation of water in the river 2804.90 mh5= 2804.13 m
h6 2804.95 m
h7 2804.670 mn fom tabale 0.025
S= length sarvay Slop 50.00 m
B= 7.00 m
h= h1-h2 for Normal time 0.28 m
h= h3-h4 for Flood time 0.28 m
h= h6-h7 for minmam water 0.28 m
L= Horizontal Length= S^2- h^2 50.00
Slop = V / H 0.0056
H2= minma water depth in the river (h7 - h5 ) 0.54 m
P= B + 2* H1 wetted perimeter for minm water depth 8.0880 m
A= B*H3 3.8080 m2
R= A / P the hydraulic radic for minm water depth 0.4708 m
V= 1 /n *R^0.6667* S for Normal water 1.8116 m/secQ= minm. Water in the river 6.90 m3/sec
H1= 0.674 mP= B + 2* H1 wetted perimeter for Normal water depth 8.3480 m
A= B*H1 4.7180 m2
R= A/ P the hydraulic radic for Normal water depth 0.5652 m
V= 1 /n *R^0.6667* S for Normal water 2.046 m/secQ= Normal water in the river for normal time 9.65 m3/sec
H3= 0.77 mP= B + 2* H2 wetted perimeter for flood water depth 8.5480 m
A= B*H2 5.4180 m2
R= A / P the hydraulic radic for floodl water depth 0.6338 m
V= 1 /n *R^0.6667* S for flod water 2.2087 m/sec
Q= Maxm water in the river for flood time 11.97 m3
elevation for apron of river
U/S minmam elevation of water in the river
D/S minmam elevation of water in the river
width of river
Normal water depth for Norma time in the river(h2-h5)
maxm water depth for flood time in the river(h4-h5)
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ID-number 28-2802-0014 -2 A
Province: Bamyan
District: Shebar
Village: Gonbad
Project type M,H,P
No F 256
H= freeboard 0.2 m
h1= U / S minm elevation of water in the canal 2804.7 m
h2= D / S minm elevation of water in the canal 2803.77 m
h3= U / S elevation for flood water in the canal 2804.90 m
h4= D / S elevation for flood water in the canal 2804 m
h5= 2803.27
n fom tabale for canal 0.017
S= length sarvay Slop 400 m
B= 1 m
h= h1-h2 for Normal time 0.90 m
h= h3-h4 for Flood time 0.90 m
L= Horizontal Length= S^2- h^2 400.00
Slop = V / H 0.0022
H1= 0.50 m
P= B + 2* H1 wetted perimeter for Normal water depth 2.0000 m
A= B*H1 0.5 m2
R= A / P the hydraulic radic for Normal water depth 0.250 m
V= 1 /n *R^0.6667* S for Normal water(1-1.5) 1.107 m.sec
Q= minmam water in the canal for normal time A*V 0.554 m3/sec
S= (n*V/ R^0.667*S*R 0.0022
H2= 0.730 m
P= B + 2* H2 wetted perimeter for flood water depth 2.46 m
A= B*H2 0.73 m
R= A / P the hydraulic radic for floodl water depth 0.297 m
V= 1 /n *R^0.6667* S for flod water 1.24 m
Q= 0.906 m3/secS= (n*V / R^0.667)^2 0.0023
Q= A * 1/ n *R0.6667* R*S 0.906
Maxm water in the canal for floodl time=A *V
Deta from site for canal
elevation for apron of canal
width of canal
minmam water depth in the canal(h2-h5)
flood water depth in the canal(h4-h5)
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ID-number 28-2802-0014 -2 A
Province: Bamyan
District: Shebar
Village: Gunbad
Project type : M,H,P
No F 256
canal type stone masonry with cement mortor
Q flood flow m 0.906
n coefficent 0.017
Q desing flow m 0.554
N for gravelly earth side slope m 0
V choos Velocity m/s 1.107A=Q/ V Crosection area m 0.50
X=2(1+N^2) - 2N best factor for canal 0
m 0.500
B=H*X m 1.000
T=B+(2H*N) m 1.000
Vc m/s V< 0.8 Vc ok
Vc critical velocity A*g /T m/s 2.2
0.8 Vc m/s 1.8 > v ok
the wetted perimeter
P=B + 2* H (1+N^2) m 2.000
R= A / P m 0.250
the reqired canal slope
0.0023
Cheke Q=A*1/n *R^0.1667*R*S 0.554 0k
check the flow depth for maximum flood flow in the canal
Q=[(B*H+N*(H)^2)^5/3*S] / n*[B+2*H(1+N^2)] 2/3
Triaf value of H(m)
ok
d=11RS 6
Canal desing
Correspandding Q =1.11m/s
largest particle that will be transported in the canal(mm)
0.408
the hydraulic radic
S=[n*V / R^0.667]^2
H= A / (X+N) the water depth incana
The bed width
0.4
0.27
0.90
top width
(Rectangular canal)
0.3
0.73
By trall and error method H
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Desing of Channel for Q= 1 m3 for shadman CDCs
No n s b,m h,m A,m2 P(m) R(m) R S (m/s Q,m33 0.017 0.0023 1.0 0.3 0.3 1.6 0.188 0.326 0.05 0.91 0.27
4 0.017 0.0023 1.0 0.4 0.40 1.8 0.222 0.365 0.05 1.02 0.41
5 0.017 0.0023 1.0 0.73 0.73 2.5 0.297 0.443 0.05 1.24 0.90
Note: Mostly when we going to make Design for channel we can uese the Trille Method
and also we can uese the mening formula for design of the channel.you can see the
following
Lenth of channel=245m
Q=V*A s=slope of channel=2% R=A/P Design for Q=1m3
V=CRS n=0.014 P=2h+b
C=1/n*R1/6 A=b*h
Q=V*A=CRS*A=1/n*R*A*S
Section Free board=20cm
Actual diminstion=(100*200)cm
100
0.579
73
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ID-number 28-2802-0014 -2 A
Province: Bamyan
District: Shebar
Village: Gunbad
Project type : M,H,P
No F 256
g 9.81 m/s
C for roughlyfinshed stone masonry oriffic 0.6 m/s
V1 velocity for M.H.P 1-1.5 1.107 m/s ok
Q desing flow 0.554 m
Q 0.906
w width of canal 1.000 m
Hh headrace canal 0.50 m
Hfr flood water level in to river 0.77 m
Hnr Normal water Level in the river 0.67
Q increased Trashrack and seepeage losses 15%
Q Q desing*1.15 15% increased to meet trashrack 0.637 m/s
A oriffice area Q / V1 0.58 m
H oriffice height choose 0.2 m
W oriffice width A / H 2.88 m
h bottom of the oriffic above the river bed level 0.2 m
Q discharge in oriffic 0.637 m/s ok
V acceptable rang Q / A 1.108 m/s ok
Qflood Discharge through the oriffic during flood flow m/s
Q= A*C 2*g *(Hf - Hh) 0.80 m/s
H= depth of water in the canal A / width canalfor normal0.58
m
Spill excessflood water= Q flood -Q desing 0.246 m/sec
Spill Normal excess water= Q discharge in oriffiic - Qdesing
0.083 m/sec
A*C2g*(Hr-Hh)
desing flood
Design sizing Oriffice
Spill normal water=
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ID-number 28-2802-0014 -2 A
Province: Bamyan
District: Shebar
Village: Gonbad
Project type : M,H,P
No F 256
Step 1.
Q= Maximum flood discharge 11.97 m/sec
L = 4.75 Q1/2
= Length of water way 16.432 m
L= Provide 7.00 m
q= Q/L= discharge per unit length of water way 0.728 m
Step 2.
f= Lacey ,s silt factor 1
R= 1.35 (q2/f)
1/3Scour depth 0.239 m
Regime Velocity = q / R 3.05 m/sec
Velocity hea = V2/2g 0.475 m
Step3
H.F L before construction 2804.90 m
Level of d/s T.E.L.= H.F.L before cons. + V2/2g 2805.37 m
Afflux 1 m
Level of u/s T.E.L.= d/s T.E.L. + Afflux 2806.37
U/s H.F.L= Us T.E.L - V^/ 2*g 2805.90 m
Actual d/s H.F.L. allowing 0.5 m for retrogressio H.F L before construction - 0.5 2804.4 m
Step 4.
Discharge Over crest of the weir is given bay
q= 1.7 k3/2
k = (q/1.7)2/3
0.568 m
Crest level= u/s T.E.L. k 2805.81 m
Step 6.
Level of bottom of u/s pile(d1) = u/s H.F.L. 1.5 R 2805.54 m
Design of Vertical drop weir
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u/s pile may take up to a level ( d1 ) 2803.8 m
d/s bed level m 2804.126 m
Minmam water Level -U/s Pile 0.33 m
Level of bottom of d/s pile (d2) = d/s H.F.L. after retrogression 2R 2803.92 m
d2= Manimam water water level -Level of bottum of d/s pile 0.48 m
Step 7.
Head of wate 1.68 m
H= crest level - Bed Level 1.68 m
(B) Design of weir wall (B1)Step 8.
Calculation of top width
d = u/s T,E.L. Crest level = 0.568 m
Top width B1 = d/G 0.85 m
B1provide 1.00 m
From sliding consideration,
a = 3d/2G = 0.57 m
From practical considerations, B1= s + 1 = 1.00 m
Step 9.
Calculation of bottom width (B)
Consideration II.
Mo = wh H2/2
When the water is at the crest, dandhwill be equal. For this case, the value of d is given by
h= d = [q2/ (2/3C)
2x 2g]
1/3
(Neglecting the velocity of approach) where C = 0.58 is the coefficient of discharge. 0.58
Substituting q= 0.673 M3/sec/m, we get 0.728 m/sec
q= 0.53 m/sec
(2/3C)^2= 0.15
Height of crest
Hence provide concrete cutoff of 0.5 m depth below the bed of river at the u/s end of
Dept of u/s cut off = d1
Hs =crest Level - Bed level
the weir overturning moment given by
When the water is flowing over the weir and the weir is submerged. Considering the tail water
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2g= 19.62 m/sec
d= water depth over the weir 0.565 m
h=d= [q2/ (2/3C)
2x 2g]
1/30.566 m
Mo= W h H2/2 0.80 tm
if u/s is level The moment of resistance is given by:
Mr = {WH(G-1)/6} (B2+ B1B - B1)
Mr= 2.24*1.5(2.24-1)/6(B+0.85*B-0.85^)= 0.43B +0.43B -0.43*(0.85)=Mo
0.31 +0.26B -1.18 =0
0.31 B + 0.31 B -1.11 = 0
B=- b+(b^2-4ac)^0.5 /2*a 1.1087 0 1.46 m
B provide 2.2 m
(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
Step 11.
d/s impervious apron (L1): without crest shutter L1 = 2.21*C Hs / 10 10.9 m
Step 12.
u/s impervious apron (L2): L2= L L1 (B + 2d1+ 2d2) 5.5 m
Step 13.
Total length of d/s apron L3= 18*C (Hs / 10 ) ( q / 75 ) 8.72 m
Step 14.
Length of filter + launching apron = L3 - L1 -2.15 m
OR L3= Min,inve+Min,hor,Lan+L1 12.78 m
Minimum length of inverted filter
1.5 d2 0.72 m
Minimum horizontal length of launching apron
2.5 d2 1.19 m
Total minimum length of both inverted filter+launching apron 1.91 m
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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 mStep 16.
Thickness of impervious floor
Provide a nominal thickness of 0.2 m to the u/s of the weir wall and 0.5 m below the weir wall
Residual pressure at point A of figure just at the d/s of weir wall
Hr= Hs (Hs/L) x(2*d2+L-L1+B) 0.64 m
Thickness (t) = 4/3* (Hr/G 1) 0.69 m
Hence provide a thickness of0.59 m from the d/s of weir wall to a point 5m from
Breing capocity of soil Sand and garval 20 T / m
Cf Coefficient of friction 0.6
rwater = Density of water 1 t/m
rstone = Density of stone 2.24 t/m
P= H/2*(2*h+H) *D,water 2.36 t/m
Ww=Ww*(a+b)/2*H 6.02 tm
Mo= P*H/3 (3*h+H)/(2*h+H) 1.59 tm
X=W1*(B-B1/2)+W2*2/3*(B-B1)-Mo / Ww 1.099 m
Mr=Ww*X 6.62 tm
e=B/2-X 0.001 m
ChekPmax= Ww/B *(1+6*e/B) 20 < 2.75 tm
SFs=* Ww / P> 1.5 1.53 ok
SFO=MR / MO> 1.5 4.16 ok
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ID-number 28-2802-0014 -2 A
Province: Bamyan
District: Shebar
Village: Gonbad
Project type : M,H,P
256
pagr 5
Breing capocity of soil Sand and garval 20 T / m h freeboard 0.2 m
H the wire height 1.68 mL length or weir 16.432 m
Cw were coefficint 1.5b Top width of weir 1.00 mB Bottom width of weir 2.20 mh Height of water form Top of weir 0.565 mm Coefficient of friction 0.6
rwater = Density of water 1 t/mrstone = Density of stone 2.24 t/mQ= Maxm water in the river for flood time 11.97 md H/3 { (3h+H) / (2h + H ) } 0.673 mW1 = b*H *rstone 3.76 t/mW2 = 0.5 ( B - b)* H*Drstone 2.3 t/mW = W1 + W2 6.02 t/mP = 2.36 t/m
Let x be the distance from toe where resultant of forces strike the base.Taking moment about toe,X=W1*(B-b/2)+W2*2/3(B-b)-P*d/w 1.0984
P = P siol Pmatrail W 20 6.02 ok
e = B/2 - x 0.002B/6 0.367
< 0.367 okSliding check W * m > P
W * m 3.61
3.6 > 2.36 okChekPmax= Ww/B *(1+6*e/B) 20 > 2.75
SFs=* Ww / P> 1.5 1.53 ok
Mo= P*d 1.59 tm
MR=Ww*(X) 6.61 tm
SFO=MR / MO> 1.5 4.16 ok
H/2 ( 2h + H )*D rwater
Weir Design
0.002
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ID-number 28-2802-0014 -2A
Province:
District:
Village:
Project type : M.H.PNo F 256
Head Loss:
hf = 10 L nQ 20
D5.3
Pipe dia : 0.508
hf = head loss due to friction (m) 0.27
L = penstock length (m) 9.0 2n = roughness coefficient 0.012
Q = flow for one pensto (m3/s) 0.554 1
D = 41*Q^0.38
D = internal pipe diameter (m) 0.452
(SB p.126, "n" p.128)
28
Gross head (w/ forebay) (m) 8.5
Turbulence head loss (m) 0.26
Friction head loss (hf) (m) 0.3
Total head loss (m) 0.5
% loss < 10%hg (%) 6 o k
Net Head (m) 7.97
Velocity: v = 4 Q3.14 * d
v = velocity limit 2.5 to3.5 (m / s) 2.73 ok
Q = flow (m3/s) 0.554
Provide d = Inside diameter (m) 0.508 provide
Turbulence Losses: (DM. p. 127, SB p. 130)
htl = v (K entrance + K bend + K valve + K contraction)
2 g
htl = total turbulence head loss (m) 0.26
v = penstock water velocity (m/s) 2.73
K entrance = 0.2
K bend = 0.14
K valve = 0.1
K contraction = 0.25
PENSTOCK Desing
Bamyan
shebar
Gunbad
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ID-number 28-2802-0014 -2A
Province:
District:
Village:
Project type : M.H.PNo F 256
Surge calcultion
E=youngs pressure wave velocity 200000 N/mm
3 mm
t=choos closuer time 5 s
a=pressurewave velocity=1+(2150*d)/E*t 1423 m/sTc=2*L /a Critical timme of close 0.0127 sec < 5sec ok
K=(L*V / g*hgross* T ) 0.00014
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ID-number
Province:
District:
Village:
Project type : M.H.P
No F 256
H forbay 2.74
F uried pip 5
t thickness penstock3
mm
Q Flow for one penstack553.6
L /s
E ToungsMudlus200000
N/mm
D Di of penstock 14"508
mm
t=(effective thickness)=( t / 1.1*1.2 ) - 1 1.27 mm
(D/ T effective)^363589452.43
Q*(F/E)0.01
(D/T)^3*Q*(F/E)880123.24
(D/T)^3*Q*(F/E)938.15
30.629mm
L= Lingth= hf +20% 3.288 m
d= {Q*((F/E)*(D/Teffective)3)1/2}1/2 1.206 in
28-2802-0014 -2A
Airvent pip desing
d= {Q*((F/E)*(D/Teffective)3)1/2
}1/2
Bamyan
shebar
Gunbad
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ID-numbe 28-2802-0014 -2 A
Province: Bamyan
District: Shebar
Village: Gunbad
Project ty M,H,P
No F 256
D penstok 0.508 m
h1 free bourd 0.2 m
Q discharge 0.554 m/s
V 2.73 m/s
hs= 1.5V/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 m
A= V1 / hs 5.4 m
L= 2*A 3.30 m
W= L / 2 1.65 m
velocity in the penstock
Desing Foreby for one turbin
Width of foreby
Length of foreby
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28-2802-0014 -2 A
Bamyan
Shebar
Gunbad
Project type : M,H,P
No F 256
11
26.5
Width of canal 1.00
TAN15 0.26
V 1.11
Q desing flow 0.5536
d lomit 0.3 mm
W from shilels graph 0.037 m/s
A Required basin surface area 2*Q / W 30 m
B width =Assum 3.30 m
L A / B provide 10.0 m
Vp 0.44d limit 0.24 m/s
Y Q / B*Vp 0.70 m
freeborad 0.2
P=packingfactor 1
S=density 2600 kg/m
T=Flushing frequncy( 6 ) h 28800 sec
C=Assum sediment concentration (kg) 2 kg
Sedimen load Q*T*C 31889.00 kg
V sediment=S lod / Sdecnity* P factor 12.26 m
Ystorege= V sediment / Basin area 0.37 m
Actual area L*B 33 m
L inIet= Y storege / sin 1.94 m
Required Basin depth= Y+Y storeg+Freebourd 1.27 m
L outlet= Y storeg / sin 0.80 m
Storage Desing
District:
Village:
ID-number
Province:
Settling Desing
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M.H.P
256
Penstock Internal Diameter d = 0.31 m
Penstock thickness t = 0.003 m
U/s penstock inclination R a= 28
D/s penstock inclination R b= 2.7
Dist. to upper support pier L2u= 0 m
L1u= 0 m
Dist. to lower support pier L2d= 4.5 m
L1d= 3 m
Buired depth of block at u/s face h1= 1 m
Buired depth of block at d/s face h2= 0.6 m
Ht. of block from GL to bottom of pipe at d/sh
3=
0.8 mLength of block (Base) B = 1.8 m
Length of block (Top) B1= 0.89 m
Width of block W = 1.3
Uphill ground slope R i = 25o
Angle of friction (soil) R fsoil= 25o
Coefficient of friction (tar sheet used) f = 0.25
Unit weight of soil gsoil= 17 KN/m .
Allowable bearing pressure P = 100
Coefficient of friction between soil and concrete m = 0.5
Unit weight of masonry gconcrete= 20 KN/m .
Unit weight of steel gsteel= 77 KN/m .
Unit weight of water gwater= 9.8 KN/m .
Ht. of block at u/s face H1= 2.1 m.
Ht. of block at d/s face [ = h2+h3] H2= 1.4 m.
Ht. of block from base to c.l. of bend [ = h2+h3+(.5B)Tanl ] H3= 8.432 m.
b1= 0.856 m.
b2= 0.054 m.
Calculation of Block volume excluding volume of pipe
Volume of pipe upper side 0.055Block areas h2*B a1 = 1.080 0.9 X1
b1*(h1-h2) a2 = 0.342 0.43 X2
a3 = 0.712 0.381 X3
0.5*b2*h3 a4 = 0.022 1.764 X4
0.5*B1*(H1-H2) a5 = 0.309 1.152 X5
0.5* b1(H1-h1) a6 = 0.469 0.571 X6
Total area of block 2.934 m
Volume of block 3.814 m
Bamyan
shebar
Gunbad
No F
ID-number
Province:
District:
Village:
[ = h2+h3+(B1*tan l) ]
B1**d^2 /4*COS
B1 *h3
Total area of block*Width of blok
28-2802-0014 -2A
Design of Support Pier (SP1)
0.663225116
0.04712389
0.436332313
0.436332313
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Check against overturning
1. Expansio n case
M @O = 87.28
d = 0.891 [ = M / V ]e = 0.009 [ = (B/2) -d ]
eeffective= 0.300 >e ok [ = (B/6) ]
2. Contractio n case
M @O = 73.47
d = 0.757 [ = M / V ]e = 0.143 [ = (B/2) -d ]
eeffective= 0.300 >e ok [ = (B/6) ]
Check against bearing capacity
1. Expansio n case
Pbase= 43.02 KN/m2 [ = (V/Abase) (1 + 6e/Lbase) ]
2. Contractio n casePbase= 61.32 KN/m
2
Pallowable= 100 KN/m2 Pbase ok
Check against sliding
1. Expansio n case
H < mV
41.831 < 48.95 ok
2. Contractio n case
H < mV
40.317 < 48.55 ok
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B1
B
b2
h2
h2
H1
90
h1
b1
l
i
H3
H2
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ID-number 28-2802-0014 -2A
Province:
District:
Village:Project type : M.H.P
No F 256
gras head 8.50 m
Flow= atention 0.25m for one Turbine Q= 0.554 CMS
Net Head=Hg-Total head loss H = 7.97 Meters
Turbine efficiency e,turb = 0.65
V-belt efficiency e,belts = 0.90
Generator efficiency e,gen = 0.85
Overall efficiency e = 0.50
23.1 KW
Turbine shaft Power Output=1.1*Genretor out put / ( G , efficincy *V-belt efficincy) 33.2 KW
p,turb = Shaft output power of turbine in KW.= 9.8XQ XHnXe turb 28.11 KWD runner for T12 D1 = 0.300 m
ideal Turbine Rpm=(40 *Hn) / D runnr OR 133 *Hn RPm = 375 R/mTjet=0.2 Drunnr 0.060 m
Rotor length (width)=0.23 *Q / Tj*Hn OR 3.623*Q/Hn bo= 0.71 mb0 to D1 ratio =bo / D1 Normal range=0.3 up to 4.0=ratios of (0.3:1) up to (4:1) 2.4 ok
Rpm generator 1500.0 R/m
Generator pulley OD 0.127 m
Turbine pulley OD D>we need make Intermediate shaft 0.507 m
after Intemediaftn shaft Turbine pulley OD (It,s raed N,S,P) 20.000 in
NSP porogerams= Pulley ,G / Pulley ,T ( 1 / 4 ) 4.00 ok
Ideal Specific Speed=1.2*Rp Turbine*Turbine shaft power / Hn^1.25 193.83Overspeed Specific Speed=Ideal specific speed+20% 232.59Selected Over speed Specific Speed= form geraf (Maxm) 150
, ,
*291
Specific Speed=1.2*RPM TURBIN*Turbine shaft power / Hn^1.25 150% Over speed= (Overspeed R,P,M - Turbin R,P,M) / Tubin R,P,M * 100 (22.6) %
Pulley Ratio= R,P ,M generator / Over speed R, P ,M 5.16
Overspeed Turbine RPM for puly sizing =Ideal RPM Turbin+20% 450.59 R/m
Turbine pulley OD = 0.423 m
Ideal RPM ratio = 1500 / Ideal RPMTurbin 3.99 ok
Normal range=2.0 up to 6.0=ratios of (2:1) up to (6:1)
Overspeed RPM ratio =1500/ over speed Turbin RPM 3.33 ok
Normal range=2.0 up to 6.0=ratios of (2:1) up to (6:1)
Circumference of rotor Cr = 0.942
Number of blades Nb = 28
Distance between blades Db = 0.034
Number of belt=Total Power to shaft / Power of one belt 4.1 Pc
T of belt BV Power of one belt 8 kw
Center distnce between tow puly= G Di + T Di 0.634 m
POWER & TURBINE Desing
Total Power=belt e*gen ,e * turbine ,e* 9.81Q*Hg ((( Not: one ,turbine ))) or P=Q*gras,H*g *0
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ID-number 28-2802-0014 -2A
Province:
District:
Village:Project type : M.H.P
No F 256
Intermediate shaftGenerator
(Fixed ) RPM 1500 Intermediate shaft
inches 5 ------------- 5
RPM 1500.0 Turbine
5 ------------- 20 Diff
Target RPM = 375 >>>>>>> RPM 375.00 0.5
Target RPM Ratio = 4.00 0.13 19%
sqrt of RPM Ratio = 2.0
1500.0 20 1500 5 3755 375 5 1500.0
Available Pulley Sizes
Inches Mms Note: For T7, standard bo (mm)
5 127 85, 100, 120, 145, 175, 210, 250, 300, 360, 430, 520,620
6 152 For HKT, bo is upto 645mm
7 178 Max b0 in Afg = 1.3m HKT
8 203 For TMT, bo is generally either 165mm or 320mm
10 254 Rote dia T12 T7 HKT A10 TMT
12 305 D(m) 0.300 0.360 0.340 0.300 0.270
14 356 No-blades 28 30 24 24 24
16 406 Typ of belt A B C D
18 457 Power(kw) 2 4 8 1120 508 RPM T12= 133*Hn bo=3.623 * Q / Hn for T12 form 100 to1120mm22 559 RPM T7= 114*Hn o= . n o
24 610 Specific
23 584 Speeds
25 635.00 Pelton, single jet: 10 - 30
26 660 Pelton, multi-jet: 18 - 70
27 686 Turgo: 20 - 70
28 711 Crossflow: 20 - 150
30 762 Francis: 80 - 400
Prop & Kaplan: 340 - 1000
R,Pl,Md XDiPl,Md=R,Pm,G XDi,Pl G
Di,Pl, turbin X Rp,m, turb=Rpm ,Md XD, P,Mp,turb = Shaft output power of turbine in KW.
= 9.8 x Q x H x e,turb
KW Q Net H e,turb= . . . .
= 13.3 0.4 5.65 0.6
Gunbad
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ID-number
Province:
District:
Village:
Project type : M.H.P
No F 256
P power 23.082 KW
P1 phase 3
pf power factor 0.8
S.F seftefactor 1.33
V voltage 400 V
I current Rating 95.9 A
A area form tebal 50 and 35 mm
arder cable form genrator to canto Cu 4X25 mm
arder cable form cantorol panal to AL 4X50 mm
arder cable 1.6*P for theer phase 69.2 mm
28-2802-0014 -2A
Bamyan
shebar
Gunbad
Cable sizing
1.33 * P / V*pf
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Copper(C
U)(Amps
um nu
m(AL)
Amps
Copper(C
U)(Amps)
um nu
m(AL)
(Amps)
Copper(C
U)(Amps)
um nu
m(AL)
(Amps)
1.5 21 16 17 13 17 13
2.5 27 21 24 19 24 19
4 36 30 30 23 30 23
6 45 35 38 30 39 30
10 60 47 50 39 52 40
16 77 60 64 50 66 51
25 99 77 81 63 90 70
35 120 94 99 77 110 86
50 145 110 125 95 135 105
70 175 135 150 115 165 130
95 210 165 175 140 200 155
120 240 185 195 155 230 180
150 270 210 225 175 265 205
185 300 235 255 200 305 240
Current rating (AC) for three and four core 110 volts armoured or
unarmoured cables
cross
section
area
(mm)
Laid direct in Ground Laid Duct Laid in Air
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temperature in C 20 25 30 35 40
A Temperature factor 1.1 1.08 1.06 1.03 1
Altitudes 1000 1250 1500 1750 2000
B1 altitude factor 1.00 0.98 0.96 0.945 0.93
Altitudes 3000 3250 3500 3750 4000
B2 altitude factor 0.86 0.845 0.83 0.815 0.80
C ELC corection factor
when load is light bulbs only
D power factor
when load includes tube light and other imductive lodes
max.Ambeant
generator rating factors
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ID-numbe
Province
District:
Village:
Project ty M.H.P
No F 256
A- temperature in C 1.03 c
B- Altitudes 2250 0.915
C- ELC corection factor 0.83D- power factor 0.8
S- seftefactor 1.3
P- power 23.082 kw
G- generator *P /A*B*C*D 48.0 KVA
G- generator 1.3* P 30 kw
Bamyan
shebar
Gunbad
Genertor Selection
28-2802-0014 -2A
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ID-number
Province: Bamyan
District: shebar
Village:
Project type : M,H,P
No F 256
P= 23.0822 kwat90.16 wat
o age rop a cu a on or ransm ss on an s r u on ys em:
3
Conde
ctivity
0f AL
Power
factor
Sectio
n
No-F
in
section
To-No-
F in
section
Length
between
nodes (m)
ACSR
area(
mm)
Phase
1,3
Power at
node (W)
Rated
Voltage
(V)
Current
(A)
Voltage
drop
(V)
Volt
nod
branc
(V)
S 256 1624 K 3 400 400
1.73 35 0.8 PH-A 103 256 694 50 3 23082.2 400 41.65 28.6 371
1.73 35 0.8 A-B 55 153 533 50 3 13795.19 400 26.81 14.1 357
1.73 35 0.8 B-C 68 98 255 50 3 8836.14 400 17.85 4.5 3521.73 35 0.8 C-D 30 30 142 50 3 2704.94 400 . .
3 400 371
1.73 35 0.8 A-K 70 70 300 16 1 6311.53 230 12.26 13.1 201
3 400 357
1.73 35 0.8 B-J 49 49 200 50 1 4418.07 230 15.84 3.6 202
3 400 352
1.73 35 0.8 C--H 51 51 50 16 1 4598.40 230 9.41 1.68 202
3 400 352
1.73 35 0.8 D-E 23 23 300 16 1 2073.79 230 4.25 4.6 198
3 400 352
1.73 35 0.8 D-F 39 39 281 16 1 3516.42 230 7.21 7.2 196
3 400 352
1.73 35 0.8 D-G 24 24 500 16 1 2163.95 230 4.44 7.9 195
for 3 phase for 1 phase
I= P / 1.732 x 0.8 x V I= P/V*pf
V= I x 1.732 x L / K* A V= (2X L X I ) / K x A
Wat /Family
28-2802-0014-2A
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ID-number
Province: Bamyan
District: shebar
Village:
Project type M,H,P
No F 256
P= 23.0822 kwat
90.164664 wat
Voltage Drop Calculation for Transmission and Distribution System:
3
Conde
ctivity
0f AL
Power
factor
Sectio
n
No-F
in
section
To-No-
F in
section
Length
between
nodes (m)
ACSR
area(
mm)
Phase
1,3
Power at
node (W)
Rated
Voltage
(V)
Current
(A)
Voltage
drop
(V)
b
S 256 3070 3 400
1.732 35 0.8 PH-A 256 256 694 50 3 23082.2 400 41.65 28.61
85 850 3 400
1.732 35 0.8 A-K 36 85 300 50 1 7664.0 230 14.89 5.111.732 35 0.8 K-L 24 49 200 35 1 4418.1 230 26.39 8.62
1.732 35 0.8 L-M 18 25 170 35 1 2254.1 230 14.04 3.90
1.732 35 0.8 M-N 7 7 180 16 1 631.2 230 4.01 2.58
85 653 3 400
1.732 35 0.8 A-D 47 85 300 35 1 7664.0 230 14.89 7.29
1.732 35 0.8 D-E 25 38 200 25 1 3426.3 230 20.68 9.45
1.732 35 0.8 E-F 13 13 153 16 1 1172.1 230 7.41 4.05
86 873 3 400
1.732 35 0.8 A-G 42 86 500 50 1 7754.2 230 15.07 8.61
1.732 35 0.8 G-H 25 44 198 35 1 3967.2 230 24.10 7.79
1.732 35 0.8 H-I 19 19 175 25 1 1713.1 230 10.82 4.33
for 3 phase for 1 phase
I= P / 1.732 x 0.8 x V I= P/V*pf V= I x 1.732 x L / K* A V= (2X L X I ) / K x A
Wat /Family
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ID-number
Province:
District:
Village:
Project type : M.H.P
No F 256
P power 33.19 KW
P1 phase 3
pf power factor 0.8
S.F seftefactor 1.25
V voltage 400 V
I current Rating 43.2 A
Fuse sizing
28-2802-0014 -2A
SF * P / 3* V*pf
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ID-number 28-2802-0014 -2 A
Province: Bamyan
District: Shebar
Village: GunbadProject type : M,H,P
No F 256
11
26.5
d limet 2 mm
Q Full canal flow, 0.903 m3/sec.
H flow depth 0.7300 m
B width of headrace 1.00 mV Velocity 1.11 m/s
A area Q / V 0.815 m
dimension such 4 L / b 10
B Width 6.00 m
L Length of the gravel trap 6*B 10.00 m
L/ B= 1.67 ok
Vp Maximum Horizontal vlocity 0.44 dlim 0.62 m/s
Y depth of basin Q / B* Vp 0.2 m
0.73 okL inIet= Y storege / sin 1.3 m
Sediment storage requirement Assume sediment concetration
h freeborad 0.2
C 2 kg/m
S density 2600 kg/m
P Pfactor 1
T 21600 ses
S Sedimen load Q*T*C 39005.77 kg
V V sediment=S lod / Sdecnity* P factor 15.0 m
Y depth of storege= V sediment / Basin area 0.25 m
A Actual area L*B 60 m
L outlet= Y storeg / sin 0.54 m
Required Basin depth= Y+Y storeg + Freebourd 1.18 m
Flushing frequency( 6 ,h )
DesingGravel trap
Y =flood hight
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ID-number
Province:
District:
Village:M.H.P
No F 256
h= freebourd 0.2 M
Q= desing flow 0.554 M / S
Cw= 2.76
H= 2.74 m
H= 2.54 m
d= {(4*Qdesing / *C * (h flush)}^1.2
d= 0.40 m
d= 16 in
A= is the area of pipe= *d^ / 4 0.126 m
Q desing C*A * h flush 0.554 m /sec ok
d= {(6*Qdesing / *C * (h flush+h basin)}^1.2 0.408 m
A= is the area of pipe= *d^ / 4 0.131 m
1.5 *Q desing = C*A * hflush+h basin 0.830 m /sec
1.5*Q desing= 0.830 m /sec ok
28-2802-0014 -2A
is the flushing head when basin is empty
the pipe dimeter can be determined by rewriting the above equation as
water depth in the basin during the desing
flow prior to flushing
orifice coefficient
Vertical flush pipe
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Gunbad
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ID-number28-2802-0014 -2 A
Province: Bamyan
District: Shebar
Village: GunbadProject type : M,H,P
No F 256
h= freebourdM
Q= Q desingM / S
Q=M / S
Cw=
hm
1
2
Cas-2 during flood Q flood - Q desingM / S
L= length of spillway L = 2* Q / Cw X h ^1.5M
h= freebourdM
Q= Q designM / S
Q= discharge in oriffic
Q= Excess water
Cw=
hm
L= length of spillwayM
weir coefficient
spillway crest should be 0.05m above normal canal water level no morden 50%of the freebourd
Spillway (Weir ) Calculations for geraval terips
0.2
0.05overtop= (0.5*freeborard-0.05)
0.554
1.6
9.33
0.554
overtop= (0.5*freeborard-0.05)
L = 2* Q excess / Cw X h 1.5
Spillway (Weir ) Calculations for spill deschage
0.083
0.637
0.05
1.6
0.353
Maxm water in the canal for floodl time=A *V 0.906
0.5
weir coefficient
Qdesign - Qdischarch in oriffice
the spillway shuld be able to spil the excess flow when there is no obstruction
39
0.2
the spillway must be abie to conveey the entire flood floe of in case the headrace canal
downstream gets obstructed
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ID-number
Province:
District:
Village:
Project type : M.H.P
No F 256
h1= highte,c 3 m
h= hight e,c materials 10 m
ha= h-h1 7 m
rx= 1.6 *ha / ( 1+h1 / h) 8.62 m
Thunderbolt cacolation
28-2802-0014 -2A
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shebar
Gunbad
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ID-number
Province:
District:
Village:
Project type : M.H.P
No F 256
Penstock internal diameter (d / 2)=0.62/2 d = 508 mm
Penstock thickness t = 3 mm
Penstock internal diameter (Smaller) dsmall= 0 mm
Gross head h gross= 8.5 m
Surge head h surge= 0.10 m
U/s penstock inclination 0.48869 R a= 28 D/s penstock inclination 0 b= 0
L1u= 7.5 m
L1d= 2.3 m
Total H= hg + hsu h total= 8.60 m
Buired depth of block at u/s face h1= 1.2 m
Buired depth of block at d/s face h2= 0.4 m
Ht. of block from base to CL of pipe at d/s h3= 0.59 m
Ht. of block from CL of pipe to top at d/s h4= 0.91 m
Ht. of block from CL of pipe to top at u/s h5= 0.85 m
Length of block L = 2.51 m
Width of block B = 2 m
Bend position from u/s face of block b1= 2
Uphill ground slope 0.20944 R i = 12 Angle of friction (soil) 0.5236 R fsoil= 30 Coefficient of friction steel onsteel with tar oaper in between f = 0.25
Unit weight of soil gsoil= 20 KN/m3
Allowable bearing pressure P = 100
Coefficient of friction between soil and concrete m = 0.5
No. of support piers u/s N = 0
Unit weight of concrete gconcrete= 22 KN/m3
Unit weight of steel gsteel= 77 KN/m3
Unit weight of water gwater= 9.8 KN/m3
28-2802-0014 -2A
Design of Anchor Block # Type AB2
Dist. to upper
Dist. to lower
Bamyan
for stiff day soil
shebar
Gunbad
for stiff day soil
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2
Ht. of block at u/s face= H1= 2.903 m
Ht. of block at d/s face H2= 1.9 m
Ht. of block from base to c.l. of bend h2+h3 H3= 0.99 m
Bend position from u/s face of block B-b1 b2= 0 m
Calculation of Block volume excluding volume of pipe
Volume of pipe upper side a 0.4591 m
Volume of pipe downward side b 0.0000 m
Total volume of pipe a+b A 0.459 m
Volume of block excluding pipe B 12.057 m
Volume of block B-A 11.597 m
Weight of the block Wb= B-A *concrate 255.14 KN
Weight of pipe Wp= A 0.37 KN/m
Weight of water Ww= B 1.99 KN/m
Wp+ Ww = A+B 2.36 KN/m
Calculate the relevant forces
F1u= 15.609 KN
F1d= 5.421 KN
Hydrostatic force F3= [ = 15.4*htotal *d2*Sin( (b-a)/2)] -8.269 KN
Soil force
Ka= [ cosi - (cos2i - cos
2f)0.5 / cosi + (cos2i - cos2f)0.5 0.365F10= [ gsoilh12Cosi Kaw / 2] 10.291 KN
This force acts at from base. 0.400 m.Resolution of forces
a= 28 o = 0.49 Rfsoil= 30 o = 0.52 R
i = 12o
= 0.21 R
= 0o =
0 R
F1u= 15.609 - F1u *Sin -7.328 Fu1*Cosin 13.782
F1d= 5.421 - F1u *Sin 0.000 F1d*Cosin 5.421
F3= -8.269 F3*Sin((-)/2 2.001 F3*Coson((-)/2) 8.024
F10= 10.29 F10*Sini 10.066 F10*Sini 2.140Wb= 255.144 0 255.144
H = 10.066 Exp. V = 262.705 Exp.
H = 12.066 Cont. V = 270.729 Cont.
The center of gravity of the block from point O
0.90 m.
Weight of the block Wbacts at 0.895 from O.
SUM
SUM
(H2*B + B*(H1-H2)*0.5)* L
*d^2 / 4 ) * water
Wp+ Ww )* L1u*COSa
(d+t) * t * steel
X - component (KN)
h2+h3+h4
( h2+h3+h5+(b1*tan27)
Y - component (KN)
Wp+ Ww )* L1d*COSb
Forces (KN)
b1**d^2/ 4*Cosab2**d^2/ 4*Cosb
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3
Sum of horizontal forces that act at the bend H -F10x
1. Expansion case 0.000 KN
2. Contraction case 2.001 KN
Acting at = 0.990 from O
Sum of vertical forces that act at the bend V -F10y -Wb
1. Expansion case 5.421 KN
2. Contraction case 13.445 KN
Acting at = 2 from O
Check against overturning
1. Expansion case
M @O = 249.27
d = 0.949 [ = M / V ]
e = 0.051 [ = (B/2) -d ]
eallowable= 0.333 >e ok [ = (B/6) ]
2. Contraction c ase
M @O = 267.30
d = 0.987 [ = M / V ]
e = 0.013 [ = (B/2) -d ]
eallowable= 0.333 >e ok
Check against bearing capacity
1. Expansion case
Pbase= 60.36 KN/m2
[ = (V/Abase) (1 + 6e/Lbase) ]
2. Contraction c ase
Pbase= 55.98 KN/m2
Pallowable= 100 >Pbase ok KN/m2
Check against sliding
1. Expansion case
H < mV10.066 < 131.35 ok
2. Contraction c ase
H < mV12.066 < 135.36 ok
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4
i
B
bi
H3
H1
H2
h1
h5
h4
h
3
h2
b2
l
b= 0
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ID-number
Province:
District:
Village:
M.H.P
No F 256
h= for in site 0.50 cm
H Nrmal water level in canal 0.50 m
Q flow in canal 0.55 m/s
b space between bars (50 to 75 mm) 0.06 m
t thickness bars 0.003 m
Kt trashrack loss coefficient from tebal 2.40
L= Length of trashrack 3.30 m
g gravitation constant 9.81 m/s
a= cross section area of water=L* H 1.65 m
t/b ratio of maximum bar thickness to space btween bars 0.05 mm
V approach velocity = desing flow / cross section area o (0.5 -1 ) m / s 0.34 m/s
A1 Area of discharch Q / V 1.65 m
= angle of bars with horizontal 60.00
= RADIANS 1.05 R
S= Lenght of trashrack slop (H+freeboard) / sin 0.81 m
A2= L * S all area 2.67 m
A3= t+b= area steel and blank space 0.06 m
NO= A2 / t+b 42.35 m
A4= t *(A2 / t+b) 0.13 m
A5= A2-A4 area balnk Space 2.54 noNO= no of balnk Space A5 / b 42.35 no
h=kt* (t / b) 4 / 3*(V^2 / 2g)*sin 0.08 m
Desing Trashrack for forbay
h=head loss across trashrack
28-2802-0014 -2A
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shebar
Gunbad
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ID-number 28-2802-0008 -1 A
Province: Bamyan
District: Shebar
Village: Ljalmesh CCD
M,H,P
No F 321
H flood water level in rever 0.774 m
Q Discharge through the oriffic during flood flow 0.799915069 m/s
b space between bars (50 to 75 mm) 0.06 m
t thickness bars 0.003 m
Kt trashrack loss coefficient from tebal 2.4
L= oriffice width 2.875 m
L= for trashrack porovid 3.075 m
g gravitation constant 9.81 m/s
a= cross section area of water=L*H 2.38005 m
t/b ratio of maximum bar thickness to space btween bars 0.05 mm
V approach velocity Desing floow/ caras section wat (0.5 to 1 ) 0.336091708 m/s
A1 Area of discharch Q / V 2.38005 m
= angle of trashrack with horizontal 60
= RADIANS 1.047197551 R
S= Lenght of trashrack slop (H+freeboard) / sin 1.124678324 m
A2= L * S all area trashrack 3.458385847 m
A3= t+b= area steel and blank space 0.063 m
NO= A2 / t+b 54.89501345 no
A4= t *(A2 / t+b) 0.16468504
A5= A2-A4 area balnk Space 3.293700807
NO= no of balnk Space A5 / b 54.89501345 no
h=kt* (t / b) 4 / 3*(V^2 / 2g)*sin 0.001005166 m
Desing Trashrack for Oriffce
h=head loss across trashrack
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ID-nu
Provi
Distri
Villag
Proje M.H.P
No F 256
P= #### Kwat
No- F= 256 K J H
Wat / H= #### V= Volt 13.14 V= Vol 3.62 V= Volt 1.68
Pf = 0.8 V=Volt 201.3 V=Volt 202.7 V=Volt 202
Phase = three =(m) 300 L=(m) 200 L=(m) 50
=(mm) 16 =(mm) 50 =(mm) 16No-F= 70 No-F= 49 No-F= 51
power=wat 6311.5 p=wat 4418.07 p=wat 4598.4
V= Volt 28.6 V=Volt14.14 V=Volt 4.5
L=(m) 694 V=Volt 371.4 V=Volt 357.3 V=Volt 352.8
=(mm) 50 A B CNo-F= 256 L=(m) 533 L=(m) 255 L=(m) 142
power=wa = mm = mm = mmNo-F=no 153 No-F=no 98 No-F=(no) 30
power=wat 13795.194 power=wat 8836.1 power=wat 2704.9
P,H
28-2802-0014 -2A
shebar
Bayan
Gunbad
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ID-number 28-2802-0014 -2A
Province: shebar
District: Bayan
Village: Gunbad
Project type : M.H.P
No F 256 L=(m) 153
P= Kwat =(mm) 16
No- F= 256 No-F= 13 F V=
Wat / H= power=wat 1172.14 V=Vol
Pf = 0.8
Phase = three L=(m) 200
=(mm) 25 E
No-F= 38 V= Volt 9.5
power=wat 3426 V=Volt 197.6
L=(m) 300 D
=(mm) 35 V= Volt 7.3
No-F= 85 V=Volt 207
power=wat 7664 L=(m) 300 =
=(mm) 50 V= Volt 8.61583 N
No-F= 85 V=Volt 200.7 owe
V= Volt 28.61 power=wat 7664 K L
L=(m) 694 V=Volt 371.4 A V= Volt 5.1061 L=(m) 200
=(mm) 50 V=Volt 209 =(mm) 35
No-F= 256 L=(m) 500 G No-F= 49
power=wat =(mm) 50
V= Volt 8.6 power=wat 4418No-F= 86 V=Volt 206
power=wat 7754 L=(m) 198 H
=(mm) 35 V= Volt 7.8
No-F= 44 V=Volt 198
power=wat 3967
=
N
powe
23082
23.08
90.2
P,H
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ID-number
Province:
District:
Village:
Project typ M.H.P
No F 256
Community:
No. of No of Total Length (40m spacing) No. of In
Wires x-arms/pole of Wire (m) No. of Poles and Shac
50mm2 PH-A 694 4 2 2,776 17 69
A-G 500 2 1 1,000 13 25
AK 300 2 1 600 8 15
Total 1,494 4,376 37 109+20% sag 5,251
Use 5,500
Kgs of wire 1,500
35mm2 K-L 200 2 2 400.0 5 10
L-M 170 2 1 340 4 9
A-D 300 2 1 600 8 15
G-H 198 2 1 396 5 10
0 0 0
0 0
Total 868 1,736 22 43
+20% sag 2,083
Use 2,200
Kgs of wire 2,300
25mm2 D-E 200 2 1 400 5 10
H-I 175 2 1 350 4 9
0 0 0
0 0 0
0 0 0
0 0 0
0 0 0
Total 375 750 9 19
+20% sag 900Use 1,000
Kgs of wire 106
16mm2 M-N 180 2 1 360 5 9
E-F 153 2 1 306 4 8
0 0 0
0 0 0
0 0 0
0 0 0
Gunbad
MHP Equipment Estimating Utilities: Electrical materials, Pen
28-2802-0014 -2A
Bamyan
shebar
Toghi pain
Summary of Electrical Materials
Item Details Length
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Total 333 666 8 17
+20% sag 799
Use 850
Kgs of wire 90
TOTALS
Stay rods & Earthing Straight Length Kgs of Elec (40m spacing) No. of In
Wire Sets Plates of Run Nuts & Bolts Kgs of wire No. of Poles and Shac
(See map) 5 2,737 38 3,996 77 18
1 L, 2S 1 L, 2 S 21 5 82 20
2x4mm2 line Alum 40M*226HH 0 0 0
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Electrical Parts of M:H :PID-number 28-2802-0014 -2A
Province Bamyan
District: Shebar
Village Gunbad
Project purpose M,H,P
NO of family 256
CDC Afg NSP Afg
1 Genrator (30)kW, three Phase, Brush type 1 pc 30000 30000 0 30000
2 ACSR d=50mm 5,500 meter 35 192500 0 192500
ACSR d=35mm 2,200 meter 30 66000 0 66000
3 ACSR d=25mm 1,000 meter 25 25000 0 25000
4 ACSR d=16mm 850 meter 20 17000 0 17000
5 D-Bracket and Insulator (complete set) 200 pc 100 20046.1 0 20046.1
6 Cross -arms(50 cm long -10cmX10cm) 106 pc 300 31666.8 0 31666.8
7 Stay sets (complete) 2 set 350 700 0 700 As
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
124X35mm2 CU cable (to connect Gnerator and
Control Panel)25 m 300 7500 0 7500
134X50mm2 Al Cable (to connect control panel and
first Pole)50 m 250 12500 0 12500
14 7m high wooden pole 82 pc 1000 81750 71219.49 10530.51
513662.9 71219.49 442443.4
Note: Any other needed material can be added.
No particular of item and delail of work Quantity Unit Unit price inAFS
Total price inAfs
Contribution
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she
No :Famil
1 5.00 pc 100.00 500.00 500
2 5.00 pc 200.00 1000.00 100
3 1.00 pc 500.00 500.00 500
4 2.00 pc 1500.00 3000.00 300
5 6.00 pc 60.00 360.00 360
6 20.00 m 20.00 400.00 400
7 770.12 m 0 0.00 0.
81986.26 bag 350 695192.50 6951
9 553.18 m 1000 553184.89 5531
10 5.20 m 100 520.00 520
11 6.00 kg 10 60.00 60
12 1.00 pc 3000 3000.00 300
13 1.00 pc 3500 3500.00 350
14 2.00 pc 800 1600.00 160
15 4.61 kg 70 322.87 322
16 3.12 m 200 624.75 624
17 22.31 kg 15 334.67 334
18 0.60 kg 200 120.44 120
19 0.60 kg 10 6.02 6.
20 2.11 kg 200 422.82 422
21 3.92 kg 65 254.48 254
22 94.57 pc 300 28370.40 2837
23 175.45 pc 200 35090.40 3509
24 368.62 kg 60 22117.38 2211
25 63.54 ml 300 19062.00 19062
26 2.58 kg 80 206.43 206
27 1.00 Pc 100 100.00 100
28 657.28 md 700.00 460095.21 4600
29 1400.90 md 350.00 490314.51 2445
Instelation G,I hood
Wair 1mm
Unskilled labour on site
Marble powder
wooden beem 25 cm,L=4.00 m
bourd 2X0.2X0.02
Steel 10mm area
oil
wheel barrow
Complete window(1X1)m
Glasses
Niel
:)(
28-28020014 - 2A Gunbad
solt
...
wooden beem 40 cm,L=5.00 m
soil
Straw
Cement
Sundy
Rope
Oil paint
Complete Windows(1.5X1.5)m
Stone
Rubber bucket
shovel with handl
pickax with handl
slodge hammer with handl
Complete Doors (1.2X2.2)m
powder paint
Skilled labour on site
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sh
No :Famil 256
30 1.00 pc 30000.00 30000.00 0
31 5500.00 meter 35.00 192500.00 0
32 2200.00 meter 30.00 66000.00 325
33 1000.00 meter 25.00 25000.00 250
34 850.00 meter 20.00 17000.00 170
35 200.46 pc 100.00 20046.06 200
36 105.56 pc 300.00 31666.81 316
37 2.00 set 350.00 700.00 70
38 4.00 set 3000.00 12000.00 120
39 1.00 pc 15000.00 15000.00 150
40 1.00 pc 1000.00 1000.00 100
41 1.00 pc 1000.00 1000.00 100
42 25.00 m 300.00 7500.00 750
43 50.00 m 250.00 12500.00 125
44 81.75 pc 1000.00 81750.00 817
45
1.00 set 80000.00 80000.00 800
46
9.00 m 2500.00 22500.00 225
47 3.29 m 150.00 493.20 49
48 15.00 m 150.00 2250.00 225
49 2.67 m 4000.00 10692.00 106
50 1.00 set 4000.00 4000.00 400
51 1.00 set 3000.00 3000.00 300
52 1.20 m 10000.00 12000.00 120
53 1.20 m 10000.00 12000.00 120
54 Ls Ls 30000.00 30000.00 300
55 Ls Ls 15000.00 15000.00 150
3025858 2304
Sluice Gate ( 1.2m (H)X 1m (B)) for settling basin
3" Valve with 2m GI Pipe
7m high wooden pole
Trahsrack (3.3mX0.81m) with frame, 20mm spacing of bar, bar
size: 5mmX25mm for forbay
508mm dia, 3mm thickness, MS Penstock Pipes with one
bends and required washers, bolts and nuts (Bends are shown
in DWG)
ACSR d=35mm
Cross -arms(50 cm long -10cmX10cm)
Stay sets (complete)
Signboard
:28-28020014 - 2A
Earthing Set (60cmX60cmX3mm copper plate, 10m long 4mm di
us ng one . m a, . m e g , s s own n
DWG
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
D-Bracket and Insulator (complete set)
ACSR d=50mm
Genrator (30)kW, three Phase, Brush type
PVC Pipe for flushing (arani)
Airvent pipe (diameter=30.62 mm) ( 1 .2inch)
Control Panel (complete set)
Tools & tool box
4X50mm2 Al Cable (to connect control panel and first Pole)
4X35mm2 CU cable (to connect Gnerator and Control Panel)
Taransportation
Probables
Sluice Gate for geravaltiraos (1.2m(H) X0.1 m (B))
...
ACSR d=16mm
ACSR d=25mm
Total
Gunbad
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sheb
No :Famil 256
1 Tooles LS LS 5760 576
2 Site preparation m 929.99 14 13019.8 0.0
3 Excavation m 446.69 175 78171.4 0.0
4 Stone massonary m 770.12 1628.9 1254456.4 107935
5 Shutting m 47.28 1413.5 66835.9 635266 RCC(1:2:4) m 3.36 4250 14287.5 13110
7 PCC(1:4:8) m 144.08 3550 511495.5 46106
8 Mechanical Part Ls LS 0 146935.2 14693
9 Electrical Part Ls LS 0 513662.9 44244
10 Steel work kg 368.62 71.41 26323.4 25420
11 Palastering m 435.26 205 89227.8 61806
12 Ponting m 703.28 202.5 142415.0 10056
13 Carpentary Work pc 4.00 2151 8604.0 8324
14 Water Pinting m 30.11 34.2 1030.2 1030
15 Installtionn woodenbeem 3/m L=5m M.L 63.54 321 20396.3 19729
16 oil painting on wooden m 7.83 293.7 2299.7 2217
17 Installation of glass 3mm m 2.98 238 708.1 666
18 mud pull work of roof m 12.00 71.5 858.0 768
19 mud & straw m 12.00 39.3 472.0 304
20 fixing bourd on the roof m 13.44 546.9 7350.3 7162
21 Filling m 4.00 275 1100.0 400
22 geraval Levaling m 74.41 1014 75448.4 74406
23 Transportation % LS 0 30000.0 3000
24 Probables % LS 0 15000.0 1500
Total(Afs) 3025858 25600
NSPSNO Itam Unit Quantity Unit cost Total cost
28-2802-0014 - 2A Gunbad
:)(
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ID-No : 028-28027-0014 -2A
Provence : Bamyan
District : Shebar
CDC : Gunbad
Sub Project : M,H,P Totl Budg:
Unit Cost Total Cost Activity
Af AF CDC NSP % 1 2 3 4 5 6 7
1 Tooles LS LS 5760 5760 0.19362 Site preparation m 929.99 14 13019.8 13019.8 0.0 0.4376
3 Excavation m 446.69 175 78171.4 78171.4 0.0 2.6275
4 Stone massonary m 770.12 1628.9 1254456.4 175102.9 1079353.5 42.165
5 Shutting m 47.28 1413.5 66835.9 3309.9 63526.1 2.24656 RCC(1:2:4) m 3.36 4250 14287.5 1176.6 13110.9 0.4802
7 PCC(1:4:8) m 144.08 3550 511495.5 50429.1 461066.3 17.193
8 Mechanical Part work Ls LS 0 146935.2 0.0 146935.2 4.9388
9 Electrical Part work Ls LS 0 257662.9 71219.5 186443.4 8.6607
10 Steel work kg 368.62 71.41 26323.4 903.1 25420.2 0.8848
11 Palastering m 435.26 205 89227.8 27421.2 61806.6 2.9992
12 Ponting m 703.28 202.5 142415.0 41845.4 100569.6 4.7869
13 Carpentary Work pc 4.00 2151 8604.0 280.0 8324.0 0.2892
14 Water Pinting m 30.11 34.21475 1030.2 0.0 1030.2 0.0346
15 Installtionn woodenbeem M.L 63.54 321 20396.3 667.2 19729.2 0.6856
16 oil painting on wooden m 7.83 293.7 2299.7 82.2 2217.5 0.0773
17 Installation of glass 3mm m 2.98 238 708.1 41.7 666.4 0.0238
18 mud pull work of roof m 12.00 71.5 858.0 126.0 732.0 0.0288
19 mud & straw m 12.00 39.33333 472.0 168.0 304.0 0.0159
20 fixing bourd on the roof m 13.44 546.9 7350.3 141.1 7209.2 0.2471
21 Filling m 4.00 275 1100.0 700.0 400.0 0.037
22 geraval Levaling m 74.41 1014 75448.4 1041.7 74406.7 2.536
Total 2719098 465846.8 2253251
1InstalationACSR 50mm
tarnsmission Linem 5500.00 35.00 192500 192500 6.470
2InstalationACSR 25mm
tarnsmission Linem 1340.00 25.00 33500 33500 1.126
3 Instalation genrator Pc 1 30000 30000 30000 1.008
Total256000 256000
G-Total2975098 465846.8 2509251 100
FirstInstalment((90)%
2nd
Instal
lment
Summary Work Plan
3025857
Milstone No Discription Unit QuintityContribution
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18
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Project Summary Sheet
Project
No- F 256
Goal of Sub Project: for light to family
4-Fixing Torben & Genrator 5- Fixing line
Budget
Total: = 3025857.82 Afs NSP: = 2560000.0 Afs CDC:= 465857.82 A
Expected Training needs: yes
90% Afs Afs Afs
Afs Afs
Total buget 3025857.82
Project Risks -NO
Number of Disbursements: ----------TWO--------------------------------------------------------------------------------------------------------------
10% Afs 0.00 256000.0
Beneficiaries: All Family
Project Milestones
CDC NSP
465858 2304000
ID-number : 28-2802-0014 - 2 A
Province : Bamyan
District : Shebar
Village : Gunbad
M,H,P
Brief descripption of main activities: 1-Excavation in the foundation 2-Stonemassonary 3- R.C.C & P.C.C
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(
2058.2
)10(
)9(30000 6 30000 30000 1 30(192500 6 192500 35 5,500 50 66000 66000 30 2,200 35 25000 6 25000 25 1,000 25 17000 6 17000 20 850 16
20046.0586 6 20046.05863 100 200 (31666.8078 6 31666.80782 300 105.6 101050
700 6 700 350 2 12000 6 12000 3000 4 )3606015000 6 15000 15000 1 1000 6 1000 1000 1 1000 6 1000 1000 1 7500 6 7500 300 25 )10
12500 6 12500 250 50 416(10530.51 71219 6 81750 1000 82
80000 6 80000 80000 1 33(22500 6 22500 2500 9 3508493.2 6 493.2 150 3.288 3.3()1.22250 6 2250 150 15 15(
10692 6 10692 4000 2.673 4000 6 4000 4000 1 250()3903000 6 3000 3000 1 3(
12000 6 12000 10000 1.2 )705512000 6 12000 10000 1.2 )70138
)(950409.7
))8 ))7 )()6(
)()5(
))4 ))3 )2( //
)( ))950409.7 461.8
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0.0 6 0.0 0.0 770.1695192.5 6 695192.5 350.0 1986.3 553184.9 6 553184.9 1000.0 553.2
520.0 6 520.0 100.0 5.2 60.0 6 60.0 10.0 6.0
3000.0 6 3000.0 3000.0 1.0 3500.0 6 3500.0 3500.0 1.0 1600.0 6 1600.0 800.0 2.0
322.9 6 322.9 70.0 4.6 624.8 6 624.8 200.0 3.1334.7 6 334.7 15.0 22.3120.4 6 120.4 200.0 0.6
6.0 6 6.0 10.0 0.6422.8 6 422.8 200.0 2.1 254.5 6 254.5 65.0 3.9
28370.4 6 28370.4 300.0 94.6 35090.4 6 35090.4 200.0 175.5 2.522117.4 6 22117.4 60.0 368.619062.0 6 19062.0 300.0 63.5
206.4 6 206.4 80.0 2.6100.0 6 100.0 100.0 1.0
460095.2 6 460095.2 700.0 657.3 24456.7 465858 6 490314.5 350.0 1400.9 5760.0 6 5760.0 5760.0 Ls
30000.0 6 30000.0 30000.0 Ls 15000.0 6 15000.0 15000.0 Ls
2488781 537077.3
2488780.51 537077.31 ((
Eng PMU Eng AFP
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1
2
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
2223
24
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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
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NO Family 256
ID-number: 28-2802-0014 -2A
Province: BamyanDistrict: shebar
Village: GunbadProject purpose: M,H,P
NO Equipment Unit QuantityUnit cost
Afg
Total cost
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
5760
Equipment sheet
Total Cost Afs
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Parawn Bamyan
No :Fa 256
A Mterials1 shovel with handl pc 5 100.00 500.02 pickax with handl pc 5 200.00 1000.03 slodge hammer with handl pc 1 500.00 500.04 wheel barrow pc 2 1500.00 3000.05 Rubber bucket pc 6 60.00 360.06 Rope m 20 20.00 400.07 Stone m 770 0.00 0.08 Cement bag 1986 350.00 695192.59 Sundy m 553 1000.00 553184.910 soil m 5 100.00 520.011 Straw kg 6 10.00 60.012 Complete Doors (1.2X2.2)m pc 1 3000.00 3000.013 Complete Windows(1.5X1.5)m pc 1 3500.00 3500.014 Complete window(1X1)m pc 2 800.00 1600.015 Niel kg 5 70.00 322.916 Glasses m 3 200.00 624.817 Marble powder kg 22 15.00 334.718 powder paint kg 1 200.00 120.419 solt kg 1 10.00 6.020 Oil paint kg 2 200.00 422.821 oil kg 4 65.00 254.522 wooden beem 25 cm,L=4.00 m pc 95 300.00 28370.423 bourd 2X0.2X0.02 pc 175 200.00 35090.424 Steel 10mm area kg 369 60.00 22117.4
25wooden beem 40 cm,L=5.00 m ml 64 300.00 19062.0
26 Wair 1mm kg 3 80.00 206.427 Instelation G,I hood Pc 1 100.00 100.0
Total(Afs) 1369850.0
Gunbad
Proqurm
Proqurm
Proqurm
Proqurment list
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Res
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
Proqurm
SNO CIVIL Unit Quantity Unit cost Total cost
Proqurm
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Parawn Bamyan
No :Fa 256
1 Genrator (30)kW, three Phase, Brush type pc 1 30000.00 30000.0
2 ACSR d=50mm meter 5500 35.00 192500.0
ACSR d=35mm meter 2200 30.00 66000.0
3 ACSR d=25mm meter 1000 25.00 25000.0
4 ACSR d=16mm meter 850 20.00 17000.0
6 D-Bracket and Insulator (complete set) pc 200 100.00 20046.1
7 Cross -arms(50 cm long -10cmX10cm) pc 106 300.00 31666.8
8 Stay sets (complete) set 2 350.00 700.0
9 Earthing Set (60cmX60cmX3mm copper plate, 10m long 4mm dia cop set 4 3000.00 12000.0
10 Control Panel (complete set) pc 1 15000.00 15000.0
11 Signboard pc 1 1000.00 1000.0
12 Tools & tool box pc 1 1000.00 1000.0
13 4X35mm2 CU cable (to connect Gnerator and Control Panel) m 25 300.00 7500.0
14 4X50mm2 Al Cable (to connect control panel and first Pole) m 50 250.00 12500.0
15 7m high wooden pole pc 82 1000.00 81750.0
Total(Afs) 513662.9 0
Gunbad
Proqurment list
Proqur
Proqur
Proqur
Proqur
C Electrical Unit Quantity Unit cost Total cost Res
Proqur
Proqur
Proqur
Proqur
Proqur
Proqur
Proqur
Proqur
Proqur
Proqur
Proqur
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Parawn Bamyan
No :Fa
256
Dmechanical Unt Quantity Unit cost Total cost
1
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
set 1.00 80000.00 80000
2508mm 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
3Airvent pipe (diameter=30.62 mm) ( 1 .2inch) m 3.29 150.00 493.2
4PVC Pipe for flushing (arani) m 15.00 150.00 2250
5
Trahsrack (3.3mX0.81m) with frame, 20mm spacing of bar, bar
size: 5mmX25mm for forbaym 2.67 4000.00 10692
6Flushing Cone (0.440m dia,(17") 1.55m height), As shown in DWG set 1.00 4000.00 4000
73" Valve with 2m GI Pipe set 1.00 3000.00 3000
8Sluice Gate ( 1.2m (H)X 1m (B)) for settling basin m 1.20 10000.00 12000
9Sluice Gate for geravaltiraos (1.2m(H) X0.1 m (B)) m 1.20 10000.00 12000
Total(Afs) 146935.2 0
Proqurment
Proqurment
Gunbad
Proqurment
Proqurment
Proqurment
Proqurment
Proqurment
Proqurment
Respons
Proqurment
Proqurment list
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256
Cost per year
Repair/replesments costs 5% of investments for the
Salary (Estimated for the operator)
Salary per month:Salary per year:
Others: physical contingency 2%
Mobil Oil (1%)
Unit Cost
Fuel consumption per hour
Fuel consumption per day
Fuel consumption per mounth
Fuel consumption per yearTotal costs
Cost participation 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
4 3 2
45950.195636
5
Fuel
6
67238.53
No of family
214875
Repair/replesments costs per year 1487.5
3
100
3000
36000
Village: Gunbad
Project: M .H .P
1Depreciation: 10% of total capital investment(include of power house rehabilitation cost etc.)for 10yearsTotal costs for 10 years 297509.782
29751
Power Group Membar ChargesNO-Famili =ID-number: 28-2802-0014 - 2 A
Province: Bamyan
District: Shebar NSP
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ID-number
Province
District
VillageProject type
No- F 256
1 Tooles
2 Site preparation m 14 14 929.99 0.00 29.4 2.10 1064 76
3 Excavation m 175 175 446.7 0.00 551.25 3.150 3,763.20 21.504
4 Stone massonary m 1628.90 1628.900 770.1 0.00 61,548.96 37.795 Shutting m 1413.50 1413.50 47.28 0.00 6,360.75 4.5006 RCC(1:2:4) m 4250.00 4250.0 3.4 0.00
7 PCC(1:4:8) m 3550.00 3550.0 144.1 0.00 12,022.7 3.4 28,517.01 8.033
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 m 205.0 205.00 435.3 0.00 7,431.168 36.250
12 Ponting m 202.5 202.5 703 0.00 7,776.00 38.40
13 Carpentary Work pc 2151.00 2151.00 4.0 0.00
14 Water Pinting m 34.21 34.21 30.1 0.00
15 Installtionn woodenbeem 3/m L=5m M.L 321.00 321.00 63.5 0.00
18 oil painting on wooden m 293.70 293.70 7.8 0.00
19 Installation of glass 3mm m 238.00 238.00 3.0 0.00
20 mud pull work of roof m 71.50 71.50 12.0 0.00
21 mud & straw m 39.33 39.33 12.0 0.00
22 fixing bourd on the roof m 546.90 546.90 13.4 0.00
24 Filling m 275.00 275.00 4.000 0.00
25 geraval Levaling m 1014.00 1014.00 74.407 0.00 425.880 0.420 12,168.000 12.000
19,389.95 122,268.34
1 Transportation % % 0.03 19,389.95 122,268.34
2 Probables % % 0.02 0.00 0.00
GRAND TOTAL
No Itam Un it
Untcost
chek
Unt
costQun
geravalterp
sQun
TOTAL
An,bolack
TOTAL
Qun
Unt cost
chek
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5760 5760.0
728.00 52.00 222.95 15.93 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
23004 6.48 6484.43 1.83 511495.5
146935 146935.2
513663 513662.9
20084.11 281 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
Total
Tools QunForbay QunSpelway Qun
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ID-number
Province: BayanDistrict: shebar
Village: Gunbad
No-F 256
Summary sheet of MAP
F1 Micro hydro power Quantity Un cost Total cost
A Civil Work:
1 Construction cost of geraval tiraps 37.79 3235.844868 122268.3398
2 Construction cost of 1m length of canal 386 2727.28 1,051,758
3 Construction cost of settlement basin 31.46 2771.92 87198.96
4 Construction cost of fore bay 29.32 4672.62 137020.34
5 Construction cost of power house 28.722 3868.89 111122.27
6 Construction cost of Turbine Area 10.68 4051.58 43251
7 Construction cost of spillway 27.54 4018.84 110678.78
8 Construction cost of Anc bolack and Suporter 3.39 5725.38 19389.95
Sub total cost of civil work: 1,682,688.10
B Mechanical with hydraulic work:
1 A. : Turbine (33 kW, T12), B.: Adaptor for Turbine, C: 1 80000 80000
2 508mm dia, 3mm thickness, MS Penstock Pipes with 9 2500 22500
3 Airvent pipe (diameter=30.62 mm) ( 1 .2inch) 3.288 150 493.2
4 PVC Pipe for flushing (arani) 15 150 2250
5 Trahsrack (3.3mX0.81m) with frame, 20mm spacing o 2.673 4000 106926 Flushing Cone (0.440m dia,(17") 1.55m height), As sh 1 4000 4000
7 3" Valve with 2m GI Pipe 1 3000 3000
8 Sluice Gate ( 1.2m (H)X 1m (B)) for settling basin 1.2 10000 12000
9 Sluice Gate for geravaltiraos (1.2m(H) X0.1 m (B)) 1.2 10000 12000
Subtotal cost of mechanical work: 146935.2
C 1 Electrical work: LS LS 513662.87
2 Sub total cost of electrical part: 513662.87
1 Transportation 0.05 5760.00 30000.00
2 probables 0.03 15000.00 15000.00
3 Tools LS 5760.00 5760.00
4 Sub total cost 50760.00
Total project cost: (A+B+C) 2,394,046.16
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canal 23480.53
Forbay 6777.962
house 3475.272
al 1600
Penstok 564.864
Tarnmasio 6919.26
Onther 1015.2
Total 47880.92
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Power house for MHP Plant
Estimated total project cost
Bold items to be filled by in tenderer (A1,A2,,An). Light items for cost estimation only by Title No. A* Diminsions Item Quantity Unit Unit cost Total cost
Norm No L W H Afs Afs C
A1 1.00 1 5.6 4.6 Site preparation 25.76 m2 14.00 360.64
1.01 0.04 Site preparation, clearing site ect. 1.030 md 350.00 360.64
A2 2.00 2 8.6 0.8 0.6 Foundation excavation 8.3 m3 175.00 1,444.80
2.01 0.5 Unskilled labour 4.1 md 350.00 1,444.80
A3 3.00 2 8.6 0.8 0.6 Stone work for the foundation 8.256 m3 1,628.90 13,448.20
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
A4 4.00 Stone work for walls 20.47 m3 1,628.90 33,337.07
2 8.2 0.6 2.5 Wall 24.60 m3
Negative -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 1 Window 1.20 m3
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
Village:
Project type:
No-f 256
Norm/
unit
Gunbad
Bill of Quantity (BoQ)
ID-number:
Province: Bamyan
District:
28-2802-0014 -2A
shebar
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A5 5.00 in site palastering M -300(1:4) 28.11 m2 205.00 5,762.55
2 7 2.5 wall 35.00 m2
Negative -1 1.2 2.2 Door 2.64 m2
-1 1.5 1.5 Window 2.25 m2
-2 1 1 Window 2.00 m2
5.01 2 cement 56.2 kg 7.00 393.54 5.02 0.03 sand 0.84 m3 1,000.00 843.305.03 0.14 Skilled labour on site 3.94 md 700.00 2,754.78 5.04 0.18 Unskilled labour on site 5.06 md 350.00 1,770.93
A6 6.00 Pointing stone work of power house 42.87 m2 202.50 8,680.37
6.01 2 9.4 2.5 47.000 m2
Negative -1 1.2 0.6 2.2 Door 1.584 m2
-1 1.5 0.6 1.5 Window 1.350 m2
-2 1 0.6 1 Window 1.200 m2
0.01 Sand 0.429 m3 1,000.00 428.66
6.02 2 Cement (M:400, 1:3) 85.7 kg 7.00 600.12
6.03 0.17 Skilled labour on site 7.287 md 700.00 5,101.05
6.04 0.17 Unskilled labour on site 7.287 md 350.00 2,550.53
1 4 3 mud pole on th roof 12.00 m2 71.50 858.00
0.05 soil 0.6 m3 100.00 60.00 0.08 Skilled labour on site 0.960 md 700.00 672.00
0.03 Unskilled labour on site 0.36 md 350.00 126.00
A7 7.00 1 4 3 Straw mud of roofing 12.00m2
39.33 472.00 7.01 0.05 Soil 0.6 m3 100.00 60.00
7.02 0.5 Straw 6.0 kg 10.00 60.00
7.03 0.010 Skilled labour on site 0.1 md 700.00 84.00
7.04 0.04 Unskilled labour on site 0.48 md 350.00 168.00
7.05 1 Instelation G,I hood 1.0 pc 100.00 100.00
A8 geraval Levaling 2.428 m3 1,014.00 2,461.99
1 4.2 3.2 0.2 for floor 2.69 m3
1 1.2 1.00 0.2 befoor door 0.24 m3
Negative -1 2.5 1.00 0.2 turbin area 0.50 m3
8.01 1 geraval 2.4 m3 1,000.00 2,428.00
8.03 0.04 Unskilled labour on site 0.097 md 350.00 33.99
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A9 9.00 PCC 0.7910 m3 3,550.00 2,808.05
1 4.2 3 0.07 for floor 0.88 m3
1 1.2 1.00 0.07 befoor door 0.08 m3
Negative -1 2.5 1.00 0.07 turbin area 0.18 m39.01 250 cement 197.8 kg 7.00 1,384.25 9.02 1.1 sand 0.9 m3 1,000.00 870.109.03 0.5 Skilled labour on site 0.4 md 700.00 276.85 9.04 1 Unskilled labour on site 0.8 md 350.00 276.85
A10 10.00 Doors + windows for power house 4.000 pc 2,151.00 8,604.00
1 2.2 1.2 Complete Doors (1.2X2.2)m 1.000 pc 3,000.00 3,000.00
1 1.5 1.5 Complete Windows(2X1.5)m 1.000 pc 3,500.00 3,500.00
2 1 1 Complete Windows(1X1)m 2.000 pc 800.00 1,600.00
10.01 0.08 Skilled labour on site 0.3 md 700.00 224.00
10.02 0.2 Unskilled labour on site 0.8 md 350.00 280.00
A11 11.00 Glass fitting for windows 2.9750 m2 238.00 708.05
70% 1 1.5 1.5 1.575
70% 2 1 1 1.411.01 1.05 Glasses 3.12 m2 200.00 624.75
11.02 0.04 Skilled labour on site 0.119 md 700.00 83.30
A12 12.00 1 5 2 0.4 Filling with soil and compaction 4.00 m3 275.00 1,100.00
12.01 1 Soil 4.0 m3 100.00 400.00
12.02 0.50 Unskilled labour on site 2.0 md 350.00 700.00
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A13 13.00 Water painting 30.11 m2 34.21 1,030.21 2 7.4 2.5 wall 37.0 -
Negative -1 1.2 2.2 Door 2.6-1 1.5 1.5 Window 2.3-2 1 1 Window 2.0
13.01 0.603 Marble powder 22.3 kg 15.00 334.67 13.02 0.02 powder paint 0.6 kg 200.00 120.44 13.03 0.02 solt 0.6 kg 10.00 6.02 13.04 0.027 Skilled labor 0.8 kg 700.00 569.08
A14 14.00 2 oiLPainting 7.830 m2 293.70 2,299.67 100% 2 1.2 2.2 for door 5.28 m2 -
30% 2 1.5 1.5 for Window 1.35 m2 -
30% 4 1 1 for Window 1.20 m3
14.01 0.27 Oil paint 2.1 kg 200.00 422.82 14.02 0.5 oil 3.9 m3 65.00 254.48 14.03 0.046 Skilled labour on site 0.4 liter 700.00 252.13 14.04 0.5 Unskilled labour on site 3.9 md 350.00 1,370.25
A15 15 instelation Wooden beem on the roof 63.54 m.L 321.000 20396.34
3 4.2 4.4 Wooden beem L=4.4m D=40cm 55.4 ml
3 2.5 0.6 Wooden beem for Lintal L=2.5m D=40cm 4.5 ml
3 2 0.6 Wooden beem for Lintal L=2m D=40cm 3.6 ml
0.01 Nail 0.6354 kg 70 44.47815.01 1 Wooden beem 63.54 ml 300 1906215.02 0.014 Skilled labour on site 0.88956 m/d 700.00 622.69215.03 0.030 Unskilled labour on site 1.9062 m/d 350.00 667.17
A16 16 1 4.2 3.2 instelation wooden board on the beem 13.44 m2 546.9 7350.33616 0.4 bourd 2X0.2X0.02 33.6 pc 200 672016 0.12 Nail 1.6128 kg 70 112.89616 0.040 Skilled labour on site 0.5376 m/d 700.00 376.3216 0.03 Unskilled labour on site 0.4032 m/d 350.00 141.12
- 111,122.27 Total cost of (A1+A2+A3+A5+A6+A7+A11+A12+A13+A14+A15+A16)
Windows
Windows
Door
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C.
NSP, Afs360.64
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
ution
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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
472.0060.00
60.00
84.00
168.00
100.00
2,461.99
2,428.00
33.99
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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
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1,030.21
-
334.67
120.44
6.02569.08
2,299.67
-
-
422.82
254.48
252.13
1,370.25
20,396.34
44.47819062
622.692
667.17
7350.336
6720
112.896
376.32
141.12
111,122.27
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A5 5.00 Pointing stone work 232.54 m2 202.5 47089.4 0.0
2 151.000 0.77 for walls 232.54 m2
5.01 0.01 Sand 2.33 m3 1000.0 2325.4 0.0
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 13836.1A6 6.00 geraval Levaling 24.16 m3 1014.0 24498.2 0.0
1 151.0 0.80 0.2 for floor 24.16 m3
6.01 1 geraval 24.16 m3 1000.0 24160.0 0.0
6.02 0.04 Unskilled labour on site 0.97 md 350.0 338.2
A7 7.00 PCC 42.88 m3 3550.0 152238.2 0.0
2 151.000 0.6 0.07 for on the walls 12.68 m3
2 151.000 1.00 0.1 under the wall foundtion 30.20 m3
1 151.000 1.00 0.07 for floor 10.57 m3
7.01 250 cement 10721.00 kg 7.0 75047.0 0.0
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
A8 8 palastering M :300 (1:4) 211.40 m2 205.0 43337.0 0.0
2 151.000 0.70 in site 211.40 m2
8 2 cement 422.80 kg 7.0 2959.6 0.0
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 1362Total cost of (A1+A2+A3+A5+A6+A7+A8)
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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
bution
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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
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Turbine Area for MHP Plant
Item Quantity Unit Unit cost Total cost
No L W H Afs Afs CDC, Afs NS
A1 1.00 1 4.8 2.6 0.8 Site excavation 9.98 m3 175.00 1,747.20 0.00 1,7
1.01 0.5 Unskilled labour 5.0 md 350 1,747.20 1,7
foundation excavation 6.278 m3 175 1,098.72 0.00 1,0
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
0.5 Unskilled labour 3.1 md 350 1,098.72 1,0
A2 2.00 Stone work for the foundation 5.338 m3 1,628.90 8,694.42 0.00 8,6
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
2.01 1 Stone 5.3 m3 0.00 0.00 0
2.02 0.385 Sand 2.1 m3 1,000.00 2,054.98 2,0
2.05 77.7 Cement (M: 200, 1:5) 414.7 kg 7.00 2,903.12 0.00 2,9
2.07 0.5 Skilled labour on site 2.7 md 700.00 1,868.16 0.00 1,8
2.08 1 Unskilled labour on site 5.3 md 350.00 1,868.16 1,8
A3 3.00 Stone work for walls of TA 5.338 m3 1,628.90 8,694.42 0.00 8,6
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
3.01 1 Stone 5.3 m3 0.00 0.00 0.00 0
3.02 0.385 Sand 2.1 m3 1,000.00 2,054.98 2,0
3.05 77.7 Cement (M: 200, 1:5) 414.7 kg 7.00 2,903.12 0.00 2,9
3.07 0.5 Skilled labour on site 2.7 md 700.00 1,868.16 0.00 1,83.08 1 Unskilled labour on site 5.3 md 350.00 1,868.16 1,8
Village:
Project purpose:
No-F 256
Title No. Norm/
unit
A*
Norm
Diminsions Contribution
ID No:
Province:
District:
28-2802-0014 -2A
Bamyan
shebar
Gunbad
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A4 4.00 Westeg Shuttering 8.260 m2 1,413.50 11,675.51 0.00 11,6
2 3.1 0.8 Shuttering for walls 5.0 m2
3 1.0 1 Shuttering for bsin walls 3.0 m2
1 1.0 0.3 Shuttering for bsin walls 0.3
4.01 0.4 20% Wooden plank 24.780 pcs 200.00 4,956.00 0.00 4,95
4.02 2 Wooden pole 4m long 16.52 pcs 300.00 4,956.00 4,95
4.03 0.05 Nail 0.413 kg 70.00 28.91 0.00 28
4.04 0.2 Skilled labour on site 1.652 md 700.00 1,156.40 0.00 1,15
4.05 0.2 Unskilled labour on site 1.652 md 350.00 578.20 57
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A5 geraval Levaling 0.820 m3 1,014.00 831.48 - 8
1 4.1 1.0 0.2 floor 0.8 m3
5.01 1 geraval 0.8 m3 1,000.00 820.00 8
5.03 0.04 Unskilled labour on site 0.033 md 350.00 11.48
A6 6.00 Turbine Area RCC 1.005 m3 4,250.00 4,270.40 0.00 4,27
2 3.1 0.08 0.8 for Walls 0.397 m3
3 1 0.08 1 for basin Walls 0.240 m3
1 1 0.08 0.3for basin Walls
0.024 m3
1 4.1 1 0.08 Floor 0.328 m3
1 1 0.5 0.08 Slab 0.040 m3
6.01 1.1 Sandy gravel 1.1 m3 1,000.00 1,105.28 0.00 1,10
6.02 350 Cement (M: 200, 1:5) 351.7 kg 7.00 2,461.76 0.00 2,46
6.03 0.5 Skilled labour on site 0.5 md 700.00 351.68 0.00 351
6.04 1 Unskilled labour on site 1.0 md 350.00 351.68 351
A7 7.00 No L(m) h(m) Steel working 87.372 kg 71.41 6,239.26 0.00 6,23
6.3 3.1 0.8 for Walls @15cm c/c 19.63 ml
21.7 0.8 3.1 for Walls @15cm c/c 17.33 ml
7.7 3.0 1 for Walls @15cm c/c 23.00 ml
21.0 1 3.0 for Walls @15cm c/c 21.00 ml
7.7 3.1 1.0 for floor @15cm c/c 23.77 ml
21.7 1.0 3.1 for floor @15cm c/c 21.67 ml
7.7 1 1.0 for basin floor @15cm c/c 7.67 ml
7.7 1 1.0 for basin floor @15cm c/c 7.67 ml
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
7.01 0.61 Steel bar 10 mm 87.4 Kg 60.00 5,242.34 0.00 5,24
7.02 0.007 Wire 1 mm 0.6 Kg 80.00 48.93 0.00 48
7.03 0.012 Skilled labour on site 1.048 md 700.00 733.93 0.00 733
7.04 0.007 Unskilled labour on site 0.6 md 350.00 214.06 214
0.00 43,251.4 0 432Total cost of (A1+A2+A3+A4+A5+A6+A7)
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Project type: Fore Bay for MHP Plant
No-F
Item Quantity Unit Unit cost Total cost
No L W H Afs Afs CDC, Af
A1 1.00 1 4.90 3.25 Site preparation 15.93 md 14.00 222.95 222.91.01 0.04 Unskilled labor 0.64 md 350.00 222.95 222.9
A2 2.00 Excavation 15.911 m3 175.00 2,784.48 2,784.4
1 3.30 1.65 1.00 for site 5.445 m3
2 6.55 1 0.7 for Fundation 9.170 m3
1 1.49 1 0.87 for falshcon place 1.296 m3
2.01 0.5 Unskilled labor 7.96 md 350.00 2,784.48 2,784.4
A3 3.00 Stone work 29.324 m3 1,628.9 47,766.03 10,263.4
0.60 2 6.55 0.8 0.6 for fundation 6.29 m3
2 1.65 0.70 2.81 for short walls 6.49 m3
0.80 1 4.50 0.70 2.81 for long wall 8.85 m4
1 4.50 0.70 2.11 for bufet wall 6.65 m31 1.49 0.50 0.60 for falshcon wall 0.45 m3
2 1.00 0.50 0.60 for falshcon wall 0.60 m3
3.01 1 Stone including transportation 29.32 m3 - -
3.02 0.39 Sand 11.29 m3 1,000 11,289.78
3.05 77.7 Cement (M: 200, 1:5) 2278.48 kg 7.00 15,949.38 -
3.07 0.5 Skilled labor on site 14.66 md 700.00 10,263.44 -
3.08 1 Unskilled labor on site 29.32 md 350.00 10,263.44 10,263.4
A4 4.00 PCC-M200 1.827 m3 3,550.0 6,484.43 639.3
2 6.15 0.6 0.07 On the walls 0.52 m3
2 6.55 1 0.1 under the foundtion 1.31
4.01 1.1 Sandy gravel 2.009 m3 1,000.0 2,009.26 -
4.04 250 Cement (M:120, 1:6) 456.650 kg 7.00 3,196.55 -
4.06 0.5 Skilled labor on site 0.913 md 700.00 639.31 -
4.07 1 Unskilled labor on site 1.827 md 350.00 639.31 639.3
256
shebar
GunbadVillage:
Norm
/ unit* Nor
Diminsions ConTitle No.
Bill of Quantity (BoQ)
ID-number
Province: Bamyan
District:
28-2802-0014 -2A
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A5 geraval Levaling 1.292 m3 1,014.0 1,309.72 18.0
1 3.30 1.65 0.2 floor 1.1 m3
1 1.49 0.68 0.2 for falshcon floor 0.2 m3
5.01 1 geraval 1.3 m3 1,000.0 1,291.64 -
5.03 0.04 Unskilled labour on site 0.052 md 350.00 18.08 18.0
A6 6.00 In site Plastering Mortar (1:3) 24.816 m2 205.00 5,087.28 1,563.4
1 6.60 2.74 for for three wall 18.084 m2
1 3.300 2.04 for bufet wall 6.732 m2
6.01 0.03 Sand 0.74 m3 1,000.0 744.48 -
6.02 2 Cement 50 kg 7.00 347.42 -
6.03 0.14 Skilled labor on site 3 md 700.00 2,431.97 -
6.04 0.18 Unskilled labor on site 4 md 350.00 1,563.41 1,563.4
A7 7.00 Shuttering 26.604 m2 1,413.5 37,604.75 1,862.2
20% 1 6.60 2.74 for for three wall 18.084 m2
1 3.300 2.04 for bufet wall 6.732 m2
2 1.490 0.60 for falshcon wall 1.788 m2
7.01 0.4 20% Wooden plank 79.812 pcs 200.00 15,962.40 -
7.02 2 Wooden pole 4m long 53.2080 pcs 300.00 15,962.40 -
7.03 0.05 Nail 1.330 kg 70.00 93.11 -
7.04 0.2 Skilled labor on site 5.321 md 700.00 3,724.56 -
7.05 0.2 Unskilled labor on site 5.321 md 350.00 1,862.28 1,862.2
A8 8.00 No L(m) w(m) h(m) Steel working For forbay 281.251 kg 71.41 20,084.11 689.0
19 6.60 2.74 for three @15cm c/c 127.16 ml
45 2.74 6.60 for three @15cm c/c 123.30 ml
15 3.30 2.04 for bufet wall @15cm c/c 48.18 ml
23 2.04 3.30 for bufet wall @15cm c/c 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 0.60 four wall for falshcon l @ 15 cm 5.00 ml
8 0.60 1.00 four wall for falshcon @ 15 cm 4.60 ml
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
8.02 0.61 Steel bar diameter 10 mm 281.25 Kg 60.00 16,875.04 -8.04 0.01 Wire 1 mm 2.0 Kg 80.00 157.50 -
8.05 0.01 Skilled labor on site 3.4 md 700.00 2,362.51 -
8.06 0.01 Unskilled labor on site 2.0 md 350.00 689.06 689.0
Westeg
Westeg
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A9 9.00 RCC work 2.357 m3 4,250.0 10,017.12 824.9
1 6.60 0.07 2.74for three walls
1.266 m3
1 3.30 0.07 2.04for bufet wall
0.471 m3
1 3.30 1.65 0.07
for floor
0.381 m3
2 1.00 0.60 0.07for flashcon wall
0.084 m3
1 1.49 1.00 0.07for flashcon floor
0.104 m3
1 0.60 1.20 0.07for flashcon slab
0.050 m3
9.01 1.1Sandy gravel
2.6 m3 1,000.0 2,592.67
9.04 350Cement (M: 200, 1:5)
824.9 kg 7.00 5,774.58 -
9.06 0.5Skilled labor on site
1.178 md 700.00 824.94 -
9.07 1 Unskilled labor on site 2.4 md 350.00 824.94 824.9
A10 10.00Pointing stone work
27.948 m 202.50 5,659.47 1,662.9
2 2.85 2.74for tow walls
15.62 m2
1 4.50 2.74for one wall
12.33 m2
110 0.01Sand
0.279 m3 1,000.0 279.48 -
10 2Cement (M:400, 1:3)
55.896 kg 7.00 391.27 -
10 0.17Skilled labour on site
4.751 md 700.00 3,325.81 -
10 0.17 Unskilled labour on site 4.751 md 350.00 1,662.91 1,662.9
- 137020.34 20530.9Total cost of (A1+...+A11)
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Settelment basin
Bold items to be filled by in tenderer (A1,A2,,An). Light items for cost estimation only by CDC,FP,OC.Title No. A* Item Quantity Unit Unit cost Total cost
Norm No L W H Afs Afs CDC,
A1 1.00 1 10 4.90 Site preparation 49.00 md 14.00 686.00
1.01 0.04 Site preparation, clearing site ect. 2.0 md 350.00 686.00
A2 2.00 Foundation excavation 17.150 m3 175.00 3,001.25
2 10.0 1 0.7 f