ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gonbad Project type : MHP M,H,P No F 256
Data from site for river foram50m(U/S) to Intak
h1= U / S Normal elevation of ware in the river 2805.08 m h2= D / S Normal elevation of water in the river
2804.80
m h3= U / S flood elevation of water in the river 2805.18 m h4= D / S flood elevation of water in the river2804.90
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/sec
Q= minm. Water in the river
6.90
m3/secH1=
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/sec
Q= Normal water in the river for normal time
9.65
m3/secH3=
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
m3elevation 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)
ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gonbad Project type : MHP M,H,P No F 256 H= freeboard 0.2 m
h1= U / S minm elevation of water in the canal
2804.7
m h2= D / S minm elevation of water in the canal 2803.77 m h3= U / S elevation for flood water in the canal2804.90
mh4= 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
mP= 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
mQ=
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)
ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gunbad Project type : MHP M,H,P No F 256
canal type stone masonry with cement mortor
Q flood flow m³ 0.906
n coefficent 0.017
Q desing flow m³ 0.554
N for gravelly earth side slope m 0
V choos Velocity m/s 1.107
A=Q/ V Crosection area m² 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 6Canal desing
Correspandding Q =1.11m³/slargest 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
Desing of Channel for Q= 1 m3 for shadman CDCs
No
n
s
b,m
h,m A,m2 P(m) R(m) R⅔
√S V(m/s) Q,m3
3 0.017 0.0023 1.0 0.3 0.3 1.6 0.188 0.326 0.05 0.91 0.27
4 0.017 0.0023 1.0 0.4 0.40 1.8 0.222 0.365 0.05 1.02 0.41
5 0.017 0.0023 1.0 0.73 0.73 2.5 0.297 0.443 0.05 1.24 0.90
Note: Mostly when we going to make Design for channel we can uese the Trille Method and also we can uese the mening formula for design of the channel.you can see the
following
Lenth of channel=245m
Q=V*A s=slope of channel=2% R=A/P Design for Q=1m3
V=C√RS n=0.014 P=2h+b
C=1/n*R1/6 A=b*h
Q=V*A=C√RS*A=1/n*R⅔*A*√S
Section Free board=20cm
↓ Actual diminstion=(100*200)cm
100
0.579
ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gunbad Project type : MHP M,H,P No F 256
g
9.81 m/s²C
for roughlyfinshed stone masonry oriffic
0.6 m/sV1
velocity
for M.H.P 1-1.5
1.107 m³/s okQ
desing flow
0.554 m³Q 0.906
w
width of canal
1.000 mHh
headrace canal
0.50 mHfr
flood water level
in to river
0.77 mHnr
Normal water Level in the river
0.67Q
increased Trashrack and seepeage losses
15%Q
Q desing*1.15
15% increased to meet trashrack 0.637 m³/sA
oriffice area
Q / V1 0.58 m²H
oriffice height
choose 0.2 mW
oriffice width
A / H 2.88 mh
bottom of the oriffic above the river bed level
0.2 mQ
discharge in oriffic
0.637 m³/s okV
acceptable rang
Q / A1.108
m/s okQflood =A *C √ 2*g(Hf-Hh)
Discharge through the oriffic during flood flow
m³/sQ=
A*C √2*g *(Hf - Hh)
0.80 m³/sH=
depth of water in the canal
A / width canalfor normal 0.58 mSpill excessflood water= Q flood -Q desing 0.246 m³/sec
Spill Normal excess water= Q discharge in oriffiic - Qdesing
0.083 m³/sec
A*C√2g*(Hr-Hh)
desing flood
Design sizing Oriffice
ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gonbad Project type : MHP M,H,P No F 256 Step 1.
Q=
Maximum flood discharge
11.97m³/sec
L = 4.75 Q1/2 =
Length of water way
16.432m
L=
Provide
7.00m
q= Q/L=
discharge per unit length of water way
0.728m³
Step 2.
f=
Lacey ,s silt factor
1R= 1.35 (q2/f) 1/3
Scour depth
0.239m
Regime Velocity
= q / R
3.05m/sec
Velocity head
= V
2/2g
0.475m
Step3
H.F L before construction
2804.90m
Level of d/s T.E.L. = H.F.L before cons. + V2/2g 2805.37
m
Afflux 1
m
Level of u/s T.E.L. = d/s T.E.L. + Afflux 2806.37
U/s H.F.L= Us T.E.L - V^²/ 2*g
2805.90m
Actual d/s H.F.L. allowing 0.5 m for retrogression =
H.F L before construction - 0.5
2804.4m
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
2805.81m
Step 6.
Level of bottom of u/s pile(d1)
= u/s H.F.L. – 1.5 R
2805.54m
u/s pile may take up to a level ( d1 ) 2803.8
m
d/s bed level
m
2804.126m
Minmam water Level -U/s Pile
0.33m
Level of bottom of d/s pile (d2)
= d/s H.F.L. after retrogression – 2R
2803.92m
d2=
Manimam water water level -Level of bottum of d/s pile
0.48m
Step 7.Head of water 1.68
m
H=
crest level - Bed Level
1.68m
v (B) Design of weir wall (B1) Step 8.
Calculation of top width
d = u/s T,E.L. – Crest level = 0.568
m
Top width B1 = d/√G 0.85
m
B1provide
1.00m
From sliding consideration,
a = 3d/2G = 0.57
m
From practical considerations,
B1 = s + 1 = 1.00
m
Step 9.
Calculation of bottom width (B) Consideration II.
Mo = wh H2/2
When the water is at the crest, d and h will be equal. For this case, the value of d is given by h= d = [q2/ (2/3C)2 x 2g]1/3
(Neglecting the velocity of approach) where C = 0.58 is the coefficient of discharge. 0.58
Substituting
q= 0.673 M
3/sec/m, we get
0.728m³/sec
q²=
0.53m³/sec
(2/3C)^2=
0.15Height 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
2g= 19.62
m/sec
d=
water depth over the weir
0.565m
h=d=
[q
2/ (2/3C)
2x 2g]
1/3 0.566m
Mo = W h H 2
/2 0.80
tm
if u/s is level The moment of resistance is given by: Mr = {WH(G-1)/6} (B 2 + B1B - B1²) Mr=
2.24*1.5(2.24-1)/6(B²+0.85*B-0.85^²)= 0.43B² +0.43B -0.43*(0.85)²=Mo
0.31
0.5 B² +0.26B -1.18 =0
0.31 B² +
0.31 B
-1.11 =
0B=- b+(b^2-4ac)^0.5 /2*a
1.1087
0
1.46m
B provide
2.2m
v (C) Design of impervious and pervious aprons:
Step 10.
Assuming C = 12, total creep length is
L = CH
sC= 12
L=
C*Hs
20.2m
Step 11.
d/s impervious apron (L1): without crest shuttersL1 = 2.21*C √ Hs / 10 10.9
m
Step 12.u/s impervious apron (L2):
L
2= L – L
1– (B + 2d
1+ 2d
2)
5.5m
Step 13.
Total length of d/s apron
L3= 18*C
√ (Hs / 10 ) ( q / 75 )
8.72m
Step 14.
Length of filter + launching apron =
L3 - L1
-2.15m
OR
L3=
Min,inve+Min,hor,Lan+L1
12.78m
Minimum length of inverted filter
1.5 d2 0.72
m
Minimum horizontal length of launching apron
2.5 d2 1.19
m
Step 15.
u/s block protection and launching apron:
d1 = 0.33
m
Length of u/s block protection = d1 = m. 0.33
m
Length of u/s Talus = 2d1 =. 0.652
m
Step 16.
Thickness of impervious floor
Provide a nominal thickness of 0.2 m to the u/s of the weir wall and 0.5 m below the weir wall Residual pressure at point A of figure just at the d/s of weir wall
Hr = Hs – (Hs/L) x(2*d2+L-L1+B) 0.64
m
Thickness (t) = 4/3* (Hr/G – 1) 0.69
m
Hence provide a thickness of0.59m from the d/s of weir wall to a pointm5from
Breing capocity of soil
Sand and garval
20 T / m²Cf
Coefficient of friction
0.6rwater =
Density of water
1 t/m³rstone =
Density of stone
2.24 t/m³P= H/2*(2*h+H) *D,water
2.36t/m
Ww=Ww*(a+b)/2*H
6.02tm
Mo= P*H/3 (3*h+H)/(2*h+H)
1.59tm
X=W1*(B-B1/2)+W2*2/3*(B-B1)-Mo / Ww
1.099m
Mr=Ww*X
6.62tm
e=B/2-X
0.001m
Chek
Pmax= Ww/B *(1+6*e/B)
20
<
2.75tm
SFs=µ* Ww / P> 1.5
1.53ok
SFO=MR / MO> 1.5
4.16ok
ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gonbad Project type : MHP M,H,P 256 pagr 5
Breing capocity of soil
Sand and garval
20 T / m²h
freeboard
0.2 mH
the wire height
1.68 mL
length or weir
16.432 mCw
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
0.6rwater =
Density of water
1 t/m³rstone =
Density of stone
2.24 t/m³Q=
Maxm water in the river for flood time
11.97 m³d
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/mLet 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
1.0984P =
P siol ≥
Pmatrails =
W
20
≥
6.02 oke =
B/2 - x
0.002B/6
0.367<
0.367 ok Sliding checkW * m
>
P
W * m
3.613.6
>
2.36 okChek
Pmax= Ww/B *(1+6*e/B)
20
>
2.75SFs=µ* Ww / P> 1.5
1.53 okMo= P*d
1.59 tmMR=Ww*(X)
6.61 tmSFO=MR / MO> 1.5
4.16 okH/2 ( 2h + H )*D rwater
Weir Design
0.002
ID-number
28-2802-0014 -2AProvince:
District:
Village:
Project type : MHP
M.H.PNo F
256 Head Loss: ˝ hf = 10 L n2 Q2 20 ˝ D5.3 Pipe dia : 0.508hf = head loss due to friction (m) 0.27
L = penstock length (m) 9.0 2
n = roughness coefficient 0.012
Q = flow for one penstock (m3/s) 0.554 1
D = 41*Q^0.38
D = internal pipe diameter (m) 0.452
(SB p.126, "n" p.128)
∝ 28
Gross head (w/ forebay) (m) 8.5
Turbulence head loss (m) 0.26
Friction head loss (hf) (m) 0.3
Total head loss (m) 0.5
% loss < 10%hg (%) 6 o k
Net Head (m) 7.97
Velocity: v = 4 Q
3.14 * d2
v = velocity limit 2.5 to3.5 m/s (m / s) 2.73 ok
Q = flow (m3/s) 0.554
Provide d = Inside diameter (m) 0.508 provide
Turbulence Losses: (DM. p. 127, SB p. 130)
htl = v2 (K entrance + K bend + K valve + K contraction) 2 g
htl = total turbulence head loss (m) 0.26 v = penstock water velocity (m/s) 2.73 K entrance = 0.2 K bend = 0.14 K valve = 0.1 K contraction = 0.25
PENSTOCK Desing
Bamyan shebar GunbadID-number
28-2802-0014 -2AProvince:
District:
Village:
Project type : MHP
M.H.PNo F
256 Surge calcultionE=youngs pressure wave velocity 200000 N/mm²
3 mm
t=choos closuer time 5 s
a=pressurewave velocity=1+(2150*d)/E*t 1423 m/s
Tc=2*L /a Critical timme of close 0.0127 sec < 5sec ok
K=(L*V / g*hgross* T ) 0.00014 <1 ok
H surge= Hgross *√ K 0.10 m
Total H=H gross+ H surge 8.60 m
pipe wall Thickness
t=effective thickness=( t/1.1*1.2) - 1 1.27 mm
S Ultimate tensile strength 320 N/mm2
Calcultion safety factor
20.9 ok
6 mm
Di, of bolts=AS/3.14 1.5 cm
7.5 cm
pip Di 20" No. of Kamazes #REF! Nb,holes 16
3 m 9.0 m 3 Pc 6 Pc 3 Pc 14.4 Kg Gunbad
Flange washers needed
Falang thickness=2* thickness penstok
With falang=5* Di, of bolts
a=1440 / √( 1+ ( 2150 * d) E*t
SF=200*teffective* S / Htotal*d >3.5 Bamyan
shebar
Flanges needed
Kgs of Nuts & Bolts Length of penstock sections
Total Penstock Length
t= thickness of pip
ID-number
Province:
District:
Village:
Project type : MHP
M.H.PNo F
256 H forbay 2.74 F uried pip 5 t thickness penstock 3 mmQ Flow for one penstack
553.6 L /s E ToungsMudlus 200000 N/mm² D Di of penstock 14" 508 mm t=(effective thickness)=( t / 1.1*1.2 ) - 1 1.27 mm (D/ T effective)^3 63589452.43 Q*(F/E) 0.01 (D/T)^3*Q*(F/E) 880123.24 (D/T)^3*Q*(F/E) 938.15 30.629 mm L= Lingth= hf +20% 3.288 m d= {Q*((F/E)*(D/Teffective)3)1/2}1/2 1.206 in 28-2802-0014 -2A
Airvent pip desing
d= {Q*((F/E)*(D/Teffective) 3 )1/2}1/2 Bamyan shebar Gunbad
ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gunbad Project type : MHP M,H,P No F 256 D
penstok
0.508 m h1free bourd
0.2 m Qdischarge
0.554 m³/s V 2.73 m/shs=
1.5V²/2g or we can 4*Di penstock
2.03 mHf=
Hf =hs+Di penstock+fery bourd +free bourd
2.74 mV1=
vulem of forbay=20* Q discharge
11.1 m³A=
V1 / hs
5.4 mL=
√2*A
3.30
mW=
L / 2
1.65
mvelocity in the penstock
Desing Foreby for one turbin
Width of foreby
Length of foreby
28-2802-0014 -2 A Bamyan Shebar Gunbad Project type : MHP M,H,P
No F
256 ∞ 11 º ß 26.5 º Width of canal 1.00 TAN15° 0.26 V 1.11 Q desing flow 0.5536 d lomit 0.3 mmW from shilels graph 0.037 m/s
A Required basin surface area 2*Q / W 30 m²
B width =Assum 3.30 m L A / B provide 10.0 m Vp 0.44√d limit 0.24 m/s Y Q / B*Vp 0.70 m freeborad 0.2 P=packingfactor 1 S=density 2600 kg/m³
T=Flushing frequncy( 6 ) h 28800 sec
C=Assum sediment concentration (kg) 2 kg
Sedimen load Q*T*C 31889.00 kg
V sediment=S lod / Sdecnity* P factor 12.26 m³
Ystorege= V sediment / Basin area 0.37 m
Actual area L*B 33 m
L inIet= Y storege / sin∞ 1.94 m
Required Basin depth= Y+Y storeg+Freebourd 1.27 m
L outlet= Y storeg / sin ß 0.80 m
Storage Desing
District:
Village:
ID-number
Province:
Settling Desing
M.H.P 256
Penstock Internal Diameter d = 0.31 m
Penstock thickness t = 0.003 m
U/s penstock inclination R a = 28
D/s penstock inclination R b = 2.7
Dist. to upper support pier L2u = 0 m
L1u = 0 m
Dist. to lower support pier L2d = 4.5 m
L1d = 3 m
Buired depth of block at u/s face h1= 1 m
Buired depth of block at d/s face h2 = 0.6 m
Ht. of block from GL to bottom of pipe at d/s h3 = 0.8 m
Length of block (Base) B = 1.8 m
Length of block (Top) B1 = 0.89 m
Width of block W = 1.3
Uphill ground slope R i = 25 o
Angle of friction (soil) R fsoil = 25
o
Coefficient of friction (tar sheet used) f = 0.25
Unit weight of soil gsoil = 17 KN/m
3
.
Allowable bearing pressure P = 100
Coefficient of friction between soil and concrete m = 0.5
Unit weight of masonry gconcrete = 20 KN/m
3
.
Unit weight of steel gsteel = 77 KN/m
3
.
Unit weight of water gwater = 9.8 KN/m
3
.
Ht. of block at u/s face H1 = 2.1 m.
Ht. of block at d/s face [ = h2+h3 ] H2 = 1.4 m.
Ht. of block from base to c.l. of bend [ = h2+h3+(.5B)Tanl ] H3 = 8.432 m.
b1= 0.856 m.
b2 = 0.054 m.
Calculation of Block volume excluding volume of pipe
Volume of pipe upper side 0.055
Block areas h2*B a1 = 1.080 0.9 X1 b1*(h1-h2) a2 = 0.342 0.43 X2 a3 = 0.712 0.381 X3 0.5*b2*h3 a4 = 0.022 1.764 X4 0.5*B1*(H1-H2) a5 = 0.309 1.152 X5 0.5* b1(H1-h1) a6 = 0.469 0.571 X6
Total area of block 2.934 m²
Volume of block 3.814 m³ Bamyan shebar Gunbad No F ID-number Province: District: Village: [ = h2+h3+(B1*tan l) ] B1*Π*d^2 /4*COSœ B1 *h3
Total area of block*Width of blok 28-2802-0014 -2A
Design of Support Pier (SP1)
0.663225116 0.04712389
0.436332313 0.436332313
Volume of block excluding pipe Vplum b.+ Vloum .p 3.869 m³
Weight of the block Volum .b * gconcrete = Wb = 76.29 KN
Weight of pipe [ = p(d+t) t gsteel ] Wp = 0.23 KN/m
Weight of water [ = p d2gwater / 4 ] Ww = 0.74 KN/m
Wp + Ww = 0.97 KN/m
F1u = [ = (Wp + Ww)L1u Cos a ] 0.000 KN
F1d = [ = (Wp + Ww)L1d Cos b ] 2.897 KN
Frictional force per support pire 0.857 KN/SP
F2d = 0.857 KN
Soil force F10=
Ka= [ cosi - (cos 2
i - cos2f)0.5 1.0
( cosi + (cos2i - cos2f)0.5 F10=[ gsoil H1
2
Cosi Ka w / 2] 43.969 KN
This force acts at from base. 0.333 m.
Resolution of forces a = 28o 0.488692 R b = 2.7o 0.047124 R i = 25o 0.436332 R F1u = 0.000 0.000 F1d = 2.897 1.224 F2d = 0.857 0.757 0.757 -0.757 F10= 43.969 39.850 Wb = 76.29 0 ∑H = 41.831 Exp. ∑V = Exp. ∑H = 40.317 Cont. ∑V = Cont.
The center of gravity of the block from the upstream face of the block 0.699 m.
Weight of the block Wb acts at from O. 0.699
Sum of horizontal forces that act at the bend ∑H -F10x
1. Expansion case 1.981 KN 2. Contraction case 0.468 KN
Acting at = 8.432 from O
Sum of vertical forces that act at the bend ∑V -F10y -Wb
1. Expansion case 3.028 KN 2. Contraction case 2.223 KN Acting at = 1.301 from O 76.29 97.897 Forces (KN) 97.093 0.402 0.402 -0.402 18.582 0.000 2.626 [ = f (Wp + Ww)L2d Cos a ] X - component (KN) Y - component (KN)
Check against overturning 1. Expansion case ∑M @O = 87.28 d = 0.891 [ = ∑M / ∑V ] e = 0.009 [ = (B/2) -d ] eeffective = 0.300 >e ok [ = (B/6) ] 2. Contraction case ∑M @O = 73.47 d = 0.757 [ = ∑M / ∑V ] e = 0.143 [ = (B/2) -d ] eeffective = 0.300 >e ok [ = (B/6) ]
Check against bearing capacity
1. Expansion case
Pbase = 43.02 KN/m2 [ = (∑V/Abase) (1 + 6e/Lbase) ] 2. Contraction case
Pbase = 61.32 KN/m2
Pallowable = 100 KN/m2 >Pbase ok Check against sliding
1. Expansion case ∑H < m∑V 41.831 < 48.95 ok 2. Contraction case ∑H < m∑V 40.317 < 48.55 ok
B1
B
b2
h2
h2
H1
90
h1
b1
l
i
H3
H2
B1
B
b2
h2
h2
H1
90
h1
b1
l
i
H3
H2
B1
B
b2
h2
h2
H1
90
h1
b1
l
i
H3
H2
B1
B
b2
h2
h2
H1
90
h1
b1
l
i
H3
H2
ID-number 28-2802-0014 -2A Province: District: Village: Project type : MHP M.H.P No F 256 gras head 8.50 m
Flow= atention 0.25m³ for one Turbine Q= 0.554 CMS
Net Head=Hg-Total head loss H = 7.97 Meters
Turbine efficiency e,turb = 0.65
V-belt efficiency e,belts = 0.90
Generator efficiency e,gen = 0.85
Overall efficiency e = 0.50
23.1 KW
Turbine shaft Power Output=1.1*Genretor out put / ( G , efficincy *V-belt efficincy) 33.2 KW
p,turb = Shaft output power of turbine in KW.= 9.8XQ XHnXe turb 28.11 KW
D runner for T12 D1 = 0.300 m
ideal Turbine Rpm=(40 * Hn) / D runnr OR 133 *√ Hn RPm = 375 R/m
Tjet=0.2 Drunnr 0.060 m
Rotor length (width)=0.23 *Q / Tj*Hn OR 3.623*Q/√Hn bo= 0.71 m
b0 to D1 ratio =bo / D1 Normal range=0.3 up to 4.0=ratios of (0.3:1) up to (4:1) 2.4 ok
Rpm generator 1500.0 R/m
Generator pulley OD 0.127 m
Turbine pulley OD D>we need make Intermediate shaft 0.507 m
after Intemediaftn shaft Turbine pulley OD (It,s raed N,S,P) 20.000 in
NSP porogerams= Pulley ,G / Pulley ,T ( 1 / 4 ) 4.00 ok
Ideal Specific Speed=1.2*Rp Turbine* Turbine shaft power / Hn^1.25 193.83 Overspeed Specific Speed=Ideal specific speed+20% 232.59
Selected Over speed Specific Speed= form geraf (Maxm) 150
Overspeed R,P,M=Over
speed specific Speed * Net 291
Specific Speed=1.2*RPM TURBIN* Turbine shaft power / Hn^1.25 150 % Over speed= (Overspeed R,P,M - Turbin R,P,M) / Tubin R,P,M * 100 (22.6) %
Pulley Ratio= R,P ,M generator / Over speed R, P ,M 5.16
Overspeed Turbine RPM for puly sizing =Ideal RPM Turbin+20% 450.59 R/m
Turbine pulley OD = 0.423 m
Ideal RPM ratio = 1500 / Ideal RPMTurbin 3.99 ok
Normal range=2.0 up to 6.0=ratios of (2:1) up to (6:1)
Overspeed RPM ratio =1500/ over speed Turbin RPM 3.33 ok
Normal range=2.0 up to 6.0=ratios of (2:1) up to (6:1)
Circumference of rotor Cr = 0.942
Number of blades Nb = 28
Distance between blades Db = 0.034
Number of belt=Total Power to shaft / Power of one belt 4.1 Pc
Typ of belt BV Power of one belt 8 kw
Center distnce between tow puly= G Di + T Di 0.634 m
POWER & TURBINE Desing
Total Power=belt e*gen ,e * turbine ,e* 9.81Q*Hg ((( Not: one ,turbine ))) or P=Q*gras,H*g *0.5 Bamyan
shebar Gunbad
ID-number 28-2802-0014 -2A Province: District: Village: Project type : MHP M.H.P No F 256
Intermediate shaft
Generator(Fixed ) RPM 1500 Intermediate shaft
inches 5 --- 5 RPM 1500.0 Turbine 5 --- 20 Diff Target RPM = 375 >>>>>>> RPM 375.00 0.5 Target RPM Ratio = 4.00 0.13 ≤ 19% sqrt of RPM Ratio = 2.0 1500.0 20 1500 5 375 5 375 5 1500.0
Available Pulley Sizes
Inches Mms Note: For T7, standard bo (mm)
5 127 85, 100, 120, 145, 175, 210, 250, 300, 360, 430, 520,620 6 152 For HKT, bo is upto 645mm
7 178 Max b0 in Afg = 1.3m HKT
8 203 For TMT, bo is generally either 165mm or 320mm
10 254 Rote dia T12 T7 HKT A10 TMT
12 305 D(m) 0.300 0.360 0.340 0.300 0.270
14 356 No-blades 28 30 24 24 24
16 406 Typ of belt A B C D
18 457 Power(kw) 2 4 8 11
20 508 RPM T12= 133*√ Hn bo=3.623 * Q / √ Hn for T12 form 100 to1120mm
22 559 RPM T7= 114*√ Hn bo=Q / 0.3* √ Hn fo T 7
24 610 Specific
23 584 Speeds
25 635.00 Pelton, single jet: 10 - 30
26 660 Pelton, multi-jet: 18 - 70
27 686 Turgo: 20 - 70
28 711 Crossflow: 20 - 150
30 762 Francis: 80 - 400
Prop & Kaplan: 340 - 1000
R,Pl,Md XDiPl,Md=R,Pm,G XDi,Pl G Di,Pl, turbin X Rp,m, turb=Rpm ,Md XD, P,M
p,turb = Shaft output power of turbine in KW.
= 9.8 x Q x H x e,turb KW Q Net H e,turb = 25.9 0.554 7.97 0.6 = 13.3 0.4 5.65 0.6 Gunbad Bamyan shebar
ID-number
Province:
District:
Village:
Project type : MHP M.H.PNo F
256P
power23.082
KW
P1
phase3
pf
power factor0.8
S.F
seftefactor1.33
V
voltage400
V
I
current Rating95.9
A
A
area form tebal50 and 35
mm²
arder cable
form genrator to cantorol panalCu
4X25
mm²
arder cable
form cantorol panal to poleAL4X50
mm²
arder cable 1.6*P for theer phase
69.2
mm²
28-2802-0014 -2A Bamyan shebar Gunbad
Cable sizing
1.33 * P / V*pf
Copper(C U)(Amps Aluminui m(AL) Amps Copper(C U)(Amps) Aluminui m(AL) (Amps) Copper(C U)(Amps) Aluminui m(AL) (Amps) 1.5 21 16 17 13 17 13 2.5 27 21 24 19 24 19 4 36 30 30 23 30 23 6 45 35 38 30 39 30 10 60 47 50 39 52 40 16 77 60 64 50 66 51 25 99 77 81 63 90 70 35 120 94 99 77 110 86 50 145 110 125 95 135 105 70 175 135 150 115 165 130 95 210 165 175 140 200 155 120 240 185 195 155 230 180 150 270 210 225 175 265 205 185 300 235 255 200 305 240
Current rating (AC) for three and four core 110 volts armoured or unarmoured cables Nominal cross section area (mm²)
temperature in C° 20 25 30
35
40 A Temperature factor 1.1 1.08 1.061.03
1 Altitudes 1000 1250 15001750
2000 B1 altitude factor 1.00 0.98 0.960.945
0.93 Altitudes 3000 3250 35003750
4000 B2 altitude factor 0.86 0.845 0.830.815
0.80C ELC corection factor
when load is light bulbs only D power factor
when load includes tube light and other imductive lodes max.Ambeant
ID-number
Province:
District:
Village:
Project type : MHP M.H.PNo F
256A-
temperature in C° 1.03c°
B-
Altitudes 2250 0.915C-
ELC corection factor 0.83D-
power factor 0.8S-
seftefactor 1.3P-
power 23.082kw
G-
generator1.3*P /A*B*C*D
48.0KVA
G-
generator 1.3* P 30kw
Bamyan shebar GunbadGenertor Selection
28-2802-0014 -2AID-number Province: Bamyan District: shebar Village: Project type : MHP M,H,P No F 256 P= 23.0822 kwat 90.16 wat
Voltage Drop Calculation for Transmission and Distribution System:
√3 Conde ctivity 0f AL Power factor Sectio n No-F in section To-No-F in section Length between nodes (m) ACSR area( mm²) Phase 1,3 Power at node (W) Rated Voltage (V) Current (A) Voltage drop (V) Volt at node branch (V) % voltag drop ≤16% S 256 1624 K 3 400 400 1.73 35 0.8 PH-A 103 256 694 50 3 23082.2 400 41.65 28.6 371.4 7.2 OK 1.73 35 0.8 A-B 55 153 533 50 3 13795.19 400 26.81 14.1 357.3 10.7 OK 1.73 35 0.8 B-C 68 98 255 50 3 8836.14 400 17.85 4.5 352.8 11.8 OK 1.73 35 0.8 C-D 30 30 142 50 3 2704.94 400 5.53 0.8 352.0 12 OK 3 400 371.4 1.73 35 0.8 A-K 70 70 300 16 1 6311.53 230 12.26 13.1 201.3 12.5 OK 3 400 357.3 1.73 35 0.8 B-J 49 49 200 50 1 4418.07 230 15.84 3.6 202.7 11.9 OK 3 400 352.8 1.73 35 0.8 C--H 51 51 50 16 1 4598.40 230 9.41 1.68 202.0 12.2 OK 3 400 352.0 1.73 35 0.8 D-E 23 23 300 16 1 2073.79 230 4.25 4.6 198.7 13.6 OK 3 400 352.0 1.73 35 0.8 D-F 39 39 281 16 1 3516.42 230 7.21 7.2 196.0 14.8 OK 3 400 352.0 1.73 35 0.8 D-G 24 24 500 16 1 2163.95 230 4.44 7.9 195.3 15.1 OK
for 3 phase for 1 phase
I= P / 1.732 x 0.8 x V I= P/V*pf
∆V= I x 1.732 x L / K* A ∆V= (2X L X I ) / K x A
Wat /Family
28-2802-0014-2A
ID-number Province: Bamyan District: shebar Village: Project type : MHP M,H,P No F 256 P= 23.0822 kwat 90.164664 wat
Voltage Drop Calculation for Transmission and Distribution System:
√3 Conde ctivity 0f AL Power factor Sectio n No-F in section To-No-F in section Length between nodes (m) ACSR area( mm²) Phase 1,3 Power at node (W) Rated Voltage (V) Current (A) Voltage drop (V) Volt at node branch (V) % voltag drop ≤16% S 256 3070 3 400 400 1.732 35 0.8 PH-A 256 256 694 50 3 23082.2 400 41.65 28.61 371.4 7.2 OK 85 850 3 400 371.4 1.732 35 0.8 A-K 36 85 300 50 1 7664.0 230 14.89 5.11 209.3 9 OK 1.732 35 0.8 K-L 24 49 200 35 1 4418.1 230 26.39 8.62 200.7 12.7 OK 1.732 35 0.8 L-M 18 25 170 35 1 2254.1 230 14.04 3.90 196.8 14.4 OK 1.732 35 0.8 M-N 7 7 180 16 1 631.2 230 4.01 2.58 194.2 15.6 OK 85 653 3 400 371.4 1.732 35 0.8 A-D 47 85 300 35 1 7664.0 230 14.89 7.29 207.1 10 OK 1.732 35 0.8 D-E 25 38 200 25 1 3426.3 230 20.68 9.45 197.6 14.1 OK 1.732 35 0.8 E-F 13 13 153 16 1 1172.1 230 7.41 4.05 193.5 15.9 OK 86 873 3 400 371.4 1.732 35 0.8 A-G 42 86 500 50 1 7754.2 230 15.07 8.61 205.80 10.5 OK 1.732 35 0.8 G-H 25 44 198 35 1 3967.2 230 24.10 7.79 198.00 13.9 OK 1.732 35 0.8 H-I 19 19 175 25 1 1713.1 230 10.82 4.33 193.7 15.8 OK
for 3 phase for 1 phase
I= P / 1.732 x 0.8 x V I= P/V*pf
∆V= I x 1.732 x L / K* A ∆V= (2X L X I ) / K x A
Wat /Family
28-2802-0014-2A
ID-number Province: District: Village: Project type : MHP M.H.P No F 256
P
power
33.19
KW
P1
phase
3
pf
power factor
0.8
S.F
seftefactor
1.25
V
voltage
400
V
I
current Rating
43.2
A
Fuse sizing
28-2802-0014 -2ASF * P / 3* V*pf
Bamyan shebar GunbadID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gunbad Project type : MHP M,H,P No F 256 ∞ 11 º ß 26.5 º d limet 2 mm
Q Full canal flow, 0.903 m3/sec.
H flow depth 0.7300 m B width of headrace 1.00 m V Velocity 1.11 m/s A area Q / V 0.815 m² dimension such 4≤ L / b ≥ 10 B Width 6.00 m
L Length of the gravel trap 6*B 10.00 m
L/ B= 1.67 ok
Vp Maximum Horizontal vlocity 0.44√ dlim 0.62 m/s
Y depth of basin Q / B* Vp 0.2 m
0.73 ok
L inIet= Y storege / sin∞ 1.3 m
Sediment storage requirement Assume sediment concetration
h freeborad 0.2 C 2 kg/m³ S density 2600 kg/m³ P Pfactor 1 T 21600 ses S Sedimen load Q*T*C 39005.77 kg
V V sediment=S lod / Sdecnity* P factor 15.0 m³
Y depth of storege= V sediment / Basin area 0.25 m
A Actual area L*B 60 m²
L outlet= Y storeg / sin ß 0.54 m
Required Basin depth= Y+Y storeg + Freebourd 1.18 m
Flushing frequency( 6 ,h )
DesingGravel trap
ID-number
Province:
District:
Village:
Project type : MHP M.H.PNo F
256 h= freebourd 0.2 M Q= desing flow 0.554 M³ / S Cw= 2.76 H= 2.74 m H= 2.54 m d= {(4*Qdesing / π *C * √ (h flush)}^1.2 d= 0.40 m d= 16 inA= is the area of pipe= π *d^² / 4 0.126 m²
Q desing C*A * √ h flush 0.554 m³ /sec ok
d= {(6*Qdesing / π *C * √ (h flush+h basin)}^1.2 0.408 m
A= is the area of pipe= π *d^² / 4 0.131 m²
1.5 *Q desing = C*A * √ hflush+h basin 0.830 m³ /sec
1.5*Q desing= 0.830 m³ /sec ok
28-2802-0014 -2A
is the flushing head when basin is empty
the pipe dimeter can be determined by rewriting the above equation as water depth in the basin during the desing
flow prior to flushing orifice coefficient
Vertical flush pipe
Bamyan shebar Gunbad
ID-number 28-2802-0014 -2 A Province: Bamyan District: Shebar Village: Gunbad Project type : MHP M,H,P No F 256 h= freebourd M Q= Q desing M³ / S Q= M³ / S Cw= h m 1 2
Cas-2 during flood Q flood - Q desing
M³ / S L= length of spillway L = 2* Q / Cw X h ^1.5 M h= freebourd M Q= Q design M³ / S Q= discharge in oriffic Q= Excess water Cw= h m L= length of spillway M weir coefficient
spillway crest should be 0.05m above normal canal water level no morden 50% of the freebourd
Spillway (Weir ) Calculations for geraval terips
0.2 0.05 overtop= (0.5*freeborard-0.05) 0.554 1.6 9.33 0.554 overtop= (0.5*freeborard-0.05) L = 2* Q excess / Cw X h ^1.5Spillway (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
ID-number Province: District: Village: Project type : MHP M.H.P No F 256
h1=
highte,c
3
m
h=
hight e,c materials
10
m
ha=
h-h1
7
m
rx=
1.6 *ha / ( 1+h1 / h)
8.62
m
Thunderbolt cacolation
28-2802-0014 -2A Bamyan shebar GunbadID-number Province: District: Village: Project type : MHP M.H.P No F 256
Penstock internal diameter (d / 2)=0.62/2 d = 508 mm
Penstock thickness t = 3 mm
Penstock internal diameter (Smaller) dsmall = 0 mm
Gross head h gross = 8.5 m
Surge head h surge = 0.10 m
U/s penstock inclination 0.48869 R a = 28
D/s penstock inclination 0 b = 0
L1u = 7.5 m
L1d = 2.3 m
Total H= hg + hsu h total = 8.60 m
Buired depth of block at u/s face h1 = 1.2 m
Buired depth of block at d/s face h2 = 0.4 m
Ht. of block from base to CL of pipe at d/s h3 = 0.59 m
Ht. of block from CL of pipe to top at d/s h4 = 0.91 m
Ht. of block from CL of pipe to top at u/s h5 = 0.85 m
Length of block L = 2.51 m
Width of block B = 2 m
Bend position from u/s face of block b1 = 2
Uphill ground slope 0.20944 R i = 12
Angle of friction (soil) 0.5236 R fsoil = 30
Coefficient of friction steel onsteel with tar oaper in between f = 0.25
Unit weight of soil gsoil = 20 KN/m
3
Allowable bearing pressure P = 100
Coefficient of friction between soil and concrete m = 0.5
No. of support piers u/s N = 0
Unit weight of concrete gconcrete = 22 KN/m
3
Unit weight of steel gsteel = 77 KN/m
3
Unit weight of water gwater = 9.8 KN/m
3 28-2802-0014 -2A
Design of Anchor Block # Type AB2
Dist. to upper Dist. to lower
Bamyan
for stiff day soil shebar
Gunbad
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 m³
Volume of pipe downward side b 0.0000 m³
Total volume of pipe a+b A 0.459 m³
Volume of block excluding pipe B 12.057 m³
Volume of block B-A 11.597 m³
Weight of the block Wb =B-A *Ỵconcrate 255.14 KN
Weight of pipe Wp = A 0.37 KN/m
Weight of water Ww = B 1.99 KN/m
Wp + Ww = A+B 2.36 KN/m
Calculate the relevant forces
F1u = 15.609 KN
F1d = 5.421 KN
Hydrostatic force F3 = [ = 15.4*htotal *d
2 *Sin( (b-a)/2) ]
-8.269 KN
Soil force
Ka= [ cosi - (cos 2
i - cos2f)0.5 / cosi + (cos2i - cos2f)0.5 0.365
F10=[ g soil h1 2
Cosi Ka w / 2] 10.291 KN
This force acts at from base. 0.400 m.
Resolution of forces a = 28 o = 0.49 R f soil = 30 o = 0.52 R i = 12 o = 0.21 R ß= 0 o = 0 R
F1u = 15.609 - F1u *Sin∞ -7.328 Fu1*Cosin∞ 13.782 F1d = 5.421 - F1u *Sinß 0.000 F1d*Cosinß 5.421
F3 = -8.269 F3*Sin((ß-∞))/2 2.001 F3*Coson((ß-∞)/2) 8.024
F10= 10.29 F10*Sini 10.066 F10*Sini 2.140
Wb = 255.144 0 255.144
∑H = 10.066 Exp. ∑V = 262.705 Exp.
∑H = 12.066 Cont. ∑V = 270.729 Cont.
The center of gravity of the block from point O
0.90 m.
Weight of the block Wb acts at 0.895 from O.
SUM SUM (H2*B + B*(H1-H2)*0.5)* L *d^2 / 4 ) * Ỵwater Wp + Ww )* L1u*COSa (d+t) * t * Ỵ steel X - component (KN) h2+h3+h4 ( h2+h3+h5+(b1*tan27) Y - component (KN) Wp + Ww )* L1d*COSb Forces (KN) b1**d^2/ 4*Cosa b2**d^2/ 4*Cosb
3 Sum of horizontal forces that act at the bend ∑H -F10x
1. Expansion case 0.000 KN
2. Contraction case 2.001 KN
Acting at = 0.990 from O
Sum of vertical forces that act at the bend ∑V -F10y -Wb
1. Expansion case 5.421 KN
2. Contraction case 13.445 KN
Acting at = 2 from O
Check against overturning
1. Expansion case ∑M @O = 249.27 d = 0.949 [ = ∑M / ∑V ] e = 0.051 [ = (B/2) -d ] eallowable = 0.333 >e ok [ = (B/6) ] 2. Contraction case ∑M @O = 267.30 d = 0.987 [ = ∑M / ∑V ] e = 0.013 [ = (B/2) -d ] eallowable = 0.333 >e ok
Check against bearing capacity
1. Expansion case
Pbase = 60.36 KN/m
2
[ = (∑V/Abase) (1 + 6e/Lbase) ]
2. Contraction case
Pbase = 55.98 KN/m
2
Pallowable = 100 >Pbase ok KN/m
2
Check against sliding
1. Expansion case ∑H < m∑V 10.066 < 131.35 ok 2. Contraction case ∑H < m∑V 12.066 < 135.36 ok
4
i
B
bi
H3
H1
H2
h1
h5
h4
h3
h2
b2
l
b
= 0
ID-number Province: District: Village: Project type : MHP M.H.P No F 256 h=
for in site
0.50 cmH
Nrmal water level in canal
0.50 mQ
flow in canal
0.55 m³/sb
space between bars
(50 to 75 mm)
0.06 mt
thickness bars
0.003 mKt
trashrack loss coefficient from tebal
2.40L=
Length of trashrack
3.30 mg
gravitation constant
9.81 m/s²a=
cross section area of water=L* H
1.65 m²t/b
ratio of maximum bar thickness to space btween bars
0.05 mmV approach velocity = desing flow / cross section area of water
(0.5 -1 ) m / sec
0.34 m/sA1
Area of discharch
Q / V
1.65 m²∞ =
angle of bars with horizontal
60.00 º∞ =
RADIANS
1.05 RS=
Lenght of trashrack slop
(H+freeboard) / sin∞
0.81 mA2=
L * S
all area
2.67 m²A3=
t+b=
area steel and blank space
0.06 m²NO=
A2 / t+b
42.35 mA4=
t *(A2 / t+b)
0.13 mA5=
A2-A4
area balnk Space
2.54 noNO=
no of balnk Space
A5 / b
42.35 noh=kt* (t / b) 4 / 3*(V^2 / 2g)*sin
∞
0.08 mDesing Trashrack for forbay
h=head loss across trashrack
28-2802-0014 -2A Bamyan
shebar Gunbad
ID-number 28-2802-0008 -1 A Province: Bamyan District: Shebar Village: Ljalmesh CCD Project type : MHP M,H,P No F 321
H
flood water level in rever
0.774 mQ Discharge through the oriffic during flood flow 0.799915069 m³/s
b
space between bars
(50 to 75 mm)
0.06 mt
thickness bars
0.003 mKt
trashrack loss coefficient from tebal
2.4L= oriffice width 2.875 m
L= for trashrack porovid 3.075 m
g
gravitation constant
9.81 m/s²a=
cross section area of water=L*H
2.38005 m²t/b
ratio of maximum bar thickness to space btween bars
0.05 mmV
approach velocity Desing floow/ caras section water
(0.5 to 1 ) 0.336091708 m/sA1
Area of discharch
Q / V
2.38005 m²∞ =
angle of trashrack with horizontal
60 º∞ =
RADIANS
1.047197551 RS=
Lenght of trashrack slop
(H+freeboard) / sin∞
1.124678324 mA2=
L * S
all area trashrack
3.458385847 m²A3=
t+b=
area steel and blank space
0.063 m²NO=
A2 / t+b
54.89501345 noA4=
t *(A2 / t+b)
0.16468504A5=
A2-A4
area balnk Space
3.293700807NO=
no of balnk Space
A5 / b
54.89501345 noh=kt* (t / b) 4 / 3*(V^2 / 2g)*sin
∞
0.001005166 mDesing Trashrack for Oriffce
ID-number Province: District: Village: Project type : MHP M.H.P No F 256 P= #### Kwat No- F= 256 K J H
Wat / H= #### ∆V= Volt 13.14 ∆V= Volt3.62 ∆V= Volt 1.68 E
Pf = 0.8 V=Volt 201.3 V=Volt 202.7 V=Volt 202 ∆V= Volt 4.56
Phase = threeL=(m) 300 L=(m) 200 L=(m) 50 V=Volt 198.7
Ф=(mm) 16 Ф=(mm) 50 Ф=(mm) 16 L=(m) 300
No-F= 70 No-F= 49 No-F= 51 Ф=(mm) 16
Σpower=wat 6311.5 Σp=wat 4418.07 Σp=wat 4598.4 No-F= 23
Σp=wat 2073.79
∆V= Volt 28.6 ∆V=Volt14.14 ∆V=Volt 4.5
L=(m) 694 V=Volt 371.4 V=Volt 357.3 V=Volt 352.8 ∆V= Volt 0.8 F
Ф=(mm) 50 A B C DV=Volt 352
No-F= 256 L=(m) 533 L=(m) 255 L=(m) 142
Σpower=wat #### Ф=(mm) 50 Ф=(mm) 50 Ф=(mm) 50 L=(m) 500
No-F=no 153 No-F=no 98 No-F=(no) 30 Ф=(mm) 16
Σpower=wat 13795.194 Σpower=wat 8836.1 Σpower=wat 2704.9 No-F= 24
Σp=wat 2163.95 ∆V= Volt 7.92 V=Volt 195.3 G
P,H
28-2802-0014 -2A shebar Bayan GunbadID-number 28-2802-0014 -2A Province: shebar District: Bayan Village: Gunbad Project type : MHP M.H.P No F 256 L=(m) 153 P= Kwat Ф=(mm) 16
No- F= 256 No-F= 13 F ∆V= Volt 4.05
Wat / H= Σpower=wat 1172.14 V=Volt 194
Pf = 0.8 Phase = three L=(m) 200 Ф=(mm) 25 E No-F= 38 ∆V= Volt 9.5 Σpower=wat 3426 V=Volt 197.6 L=(m) 300 D Ф=(mm) 35 ∆V= Volt 7.3 No-F= 85 V=Volt 207 L=(m) 170 L=(m) 180 Σpower=wat 7664 L=(m) 300 Ф=(mm) 35 Ф=(mm) 16
Ф=(mm) 50 ∆V= Volt 8.61583 No-F= 25 No-F= 7
No-F= 85 V=Volt 200.7 Σpower=wat 2254 Σpower=wat 631
∆V= Volt 28.61 Σpower=wat 7664 K L M N ∆V= Volt 2.57712
L=(m) 694 V=Volt 371.4 A ∆V= Volt 5.1061 L=(m) 200 ∆V= Volt 3.89656429 V=Volt 194.2
Ф=(mm) 50 V=Volt 209 Ф=(mm) 35 V=Volt 197
No-F= 256 L=(m) 500 G No-F= 49
Σpower=wat Ф=(mm) 50 ∆V= Volt 8.6 Σpower=wat 4418
No-F= 86 V=Volt 206 Σpower=wat 7754 L=(m) 198 H Ф=(mm) 35 ∆V= Volt 7.8 No-F= 44 V=Volt 198 I Σpower=wat 3967 L=(m) 175 ∆V= Volt 4.3 Ф=(mm) 25 V=Volt 194 No-F= 19 Σpower=wat 1713 23082 23.08 90.2
P,H
ID-number Province: District: Village: Project type : MHP M.H.P No F 256 Community:
No. of No of Total Length (40m spacing) No. of Insulator No of No of No of Wires x-arms/pole of Wire (m) No. of Poles and Shackle sets 180x14mm bolts 25x12 mm bolts 12x2.5mm washers
50mm2 PH-A 694 4 2 2,776 17 69 34.7 69 602 1412 A-G 500 2 1 1,000 13 25 12.5 25 156 388 AK 300 2 1 600 8 15 8 15 56 158 Total 1,494 4,376 37 109 54.7 109.4 815 1957 +20% sag 5,251 Use 5,500 Kgs of wire 1,500 35mm2 K-L 200 2 2 400.0 5 10 10 10 50 140 L-M 170 2 1 340 4 9 4.25 9 18 61.625 A-D 300 2 1 600 8 15 7.5 15 56 157.5 G-H 198 2 1 396 5 10 5 10 25 79 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 868 1,736 22 43 27 43 149 438 +20% sag 2,083 Use 2,200 Kgs of wire 2,300 25mm2 D-E 200 2 1 400 5 10 5 10 10 50 H-I 175 2 1 350 4 9 4 9 9 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 375 750 9 19 9 19 19 94 +20% sag 900 Use 1,000 Kgs of wire 106 16mm2 M-N 180 2 1 360 5 9 5 9 20 68 E-F 153 2 1 306 4 8 4 8 15 52 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Gunbad
MHP Equipment Estimating Utilities: Electrical materials, Penstock, RCC, Roofing
28-2802-0014 -2A Bamyan shebar
Toghi pain
Summary of Electrical Materials
Item Details Length No of Cross-arms
Total 333 666 8 17 8 17 35 120 +20% sag 799
Use 850
Kgs of wire 90 TOTALS
Stay rods & Earthing Straight Length Kgs of Elec (40m spacing) No. of Insulator No. of No. of No. of Wire Sets Plates of Run Nuts & Bolts Kgs of wire No. of Poles and Shackle sets 180x12mm bolts 25x12mm bolts 12x2.5mm washers
(See map) 5 2,737 38 3,996 77 188 99 188 1,017 2,609
1 L, 2S 1 L, 2 S 21 5 82 200 106 200 1,083 2,779
2x4mm2Survice line Alumunume40M*226HH 0 0 0
No of Cross-arms & Pole
Electrical Parts of M:H :P
ID-number28-2802-0014 -2A
ProvinceBamyan
District:
Shebar
VillageGunbad
Project purpose M,H,P NO of family256
CDC Afg NSP Afg1 Genrator (30)kW, three Phase, Brush type 1 pc 30000 30000 0 30000
2 ACSR d=50mm² 5,500 meter 35 192500 0 192500
ACSR d=35mm² 2,200 meter 30 66000 0 66000
3 ACSR d=25mm² 1,000 meter 25 25000 0 25000
4 ACSR d=16mm² 850 meter 20 17000 0 17000
5 D-Bracket and Insulator (complete set) 200 pc 100 20046.1 0 20046.1
6 Cross -arms(50 cm long -10cmX10cm) 106 pc 300 31666.8 0 31666.8
7 Stay sets (complete) 2 set 350 700 0 700 As per DWG
8
Earthing Set (60cmX60cmX3mm copper plate, 10m long 4mm dia copper wire, 5m long 19mm dia GI Pipe, 10kg Salt, 1 bag charcoal)
4 set 3000 12000 0 12000
9 Control Panel (complete set) 1 pc 15000 15000 0 15000
10 Signboard 1 pc 1000 1000 0 1000
11 Tools & tool box 1 pc 1000 1000 0 1000
12 4X35mm2 CU cable (to connect Gnerator and
Control Panel) 25 m 300 7500 0 7500
13 4X50mm2 Al Cable (to connect control panel and
first Pole) 50 m 250 12500 0 12500
14 7m high wooden pole 82 pc 1000 81750 71219.49 10530.51
513662.9 71219.49 442443.4 Note: Any other needed material can be added.
No particular of item and delail of work Quantity Unit Unit price in AFS
Total price in Afs
Contribution
shebar Bamyan هیرق ربمن هیرق یلاوسلو تیلاو No :Famil 256 یگتسبمه همانرب یگتسبمه رادقم مدرم مدرم رادقم 1 5.00 pc 100.00 500.00 500.00 5.00 0.00 0.00 2 5.00 pc 200.00 1000.00 1000.00 5.00 0.00 0.00 3 1.00 pc 500.00 500.00 500.00 1.00 0.00 0.00 4 2.00 pc 1500.00 3000.00 3000.00 2.00 0.00 0.00 5 6.00 pc 60.00 360.00 360.00 6.00 0.00 0.00 6 20.00 m 20.00 400.00 400.00 20.00 0.00 0.00 7 770.12 m³ 0 0.00 0.00 #DIV/0! 0.00 #DIV/0! 8 1986.26 bag 350 695192.50 695192.50 1986.26 0.00 0.00 9 553.18 m³ 1000 553184.89 553184.89 553.18 0.00 0.00 10 5.20 m³ 100 520.00 520.00 5.20 0.00 0.00 11 6.00 kg 10 60.00 60.00 6.00 0.00 0.00 12 1.00 pc 3000 3000.00 3000.00 1.00 0.00 0.00 13 1.00 pc 3500 3500.00 3500.00 1.00 0.00 0.00 14 2.00 pc 800 1600.00 1600.00 2.00 0.00 0.00 15 4.61 kg 70 322.87 322.87 4.61 0.00 0.00 16 3.12 m² 200 624.75 624.75 3.12 0.00 0.00 17 22.31 kg 15 334.67 334.67 22.31 0.00 0.00 18 0.60 kg 200 120.44 120.44 0.60 0.00 0.00 19 0.60 kg 10 6.02 6.02 0.60 0.00 0.00 20 2.11 kg 200 422.82 422.82 2.11 0.00 0.00 21 3.92 kg 65 254.48 254.48 3.92 0.00 0.00 22 94.57 pc 300 28370.40 28370.40 94.57 0.00 0.00 23 175.45 pc 200 35090.40 35090.40 175.45 0.00 0.00 24 368.62 kg 60 22117.38 22117.38 368.62 0.00 0.00 25 63.54 ml 300 19062.00 19062.0000 63.54 0.00 0.00 26 2.58 kg 80 206.43 206.43 2.58 0.00 0.00 27 1.00 Pc 100 100.00 100.00 1.00 0.00 0.00 28 657.28 md 700.00 460095.21 460095.21 657.28 0.00 0.00 29 1400.90 md 350.00 490314.51 24456.69 69.88 465857.82 1331.02
Instelation G,I hood Wair 1mm
Unskilled labour on site Marble powder wooden beem Ø25 cm,L=4.00 m bourd 2X0.2X0.02 Steel 10mm² area oil wheel barrow Complete window(1X1)m Glasses Niel همروف ۷ : هژورپ داهنشیپ ) همادا ( دحاو یف تیمق یعومجم تیمق اه مهس 28-28020014 - 2A Gunbad دوش هیهت لوا طسق زا هدافتسا اب دیاب هک یا ملاقا هنیزه لیصفت solt یع ومجمرادقم تازحجتو داوم . راک . تروپسنارت . هریغو شزوما wooden beem Ø40 cm,L=5.00 m soil Straw Cement هر ام ش دحاو Sundy Rope ملق Oil paint Complete Windows(1.5X1.5)m Stone Rubber bucket shovel with handl pickax with handl slodge hammer with handl
Complete Doors (1.2X2.2)m
powder paint