HDROLOGY CALCULATION REPORTS
HDROLOGY CALCULATION REPORTS
DATE
REV.NO
DESCRIPTION
REVISIONS
EPC CONTRACTOR:
CLIENT:
AUTHORITY'S ENGINEER :
24.08.2015
A
Issued for Approval
CODE
REV
IRC
A
DESIGN CONSULTANTS :
TOTAL NO.OF PAGES :
TITLE :
HDROLOGY CALCULATION REPORTS FOR CHAMBALOF RIVER
RELEASED
FOR
PROOOF CHECK CONSULTANTS :
JOB NO :
INTRODUCTION
A N
2 L
M j B id
h b
d
h i
11 596 i h
f 16 42 2
PSC
A New 2 Lane Major Bridge has been proposed at chainage 11+596 with span arrangement of 16 x 42.2m, PSC
Girder type of superstructure resting on RCC Wall type Pier & Abutment with open foundation. The total width
of the structure has been kept 14.8 m.
View of Chambal River
Proposed Location of Bridge
River bank towards Kota
River bank towards NH-76
The bridge is proposed on Chambal River with Span arrangement in accordance with the hydrological
investigation based on HFL marks collected by local enquiry at the proposed location, soil strata at site & also
on the Design Discharge of Kota Barrage. The Hydrological calculation for proposed bridge has been done for
50 years of return period.
The following methods are used for the hydrogical calculation of the proposed bridge
:-1 Dicken's Method;
2 Rational Method;
3 Manning's Formula;
4 SUG Method.
The Detailed Engineering Survey has been conducted at proposed bridge location in both upstream and
downstream directions upto 500 m of distances respectively which is helpful to give exact river profile.The
L-section and Cross L-sections of river are generated at many locations including at bridge site, upstream and
d
di
i
i h h h l
f
d
Detailed Hydrological calculations by these methods have been done on subsequent pages.
Catchment area for this bridge is marked on GT Sheet No. 45O/16, 45P/9, 45P/13 & 54C/4 at Latitude 25
016'
03" & Longitude 75
054' 26"
Name / No. of Structure :
-Name of Nallah / Stream / River : Chambal
River Sub - Zone : Chambal Basin - 1 (b)
G.T Sheet No. : 45 O/16, 45 P/9, 45 P/13 & 54 C/4
Scale : 1 : 50,000
Location : CH 11+596
Latitude : 25 0 16 ' 03 " Longitude : 75 0 54 ' 26 "
1 Discharge by Dicken's Formula : ( Refer IRC - SP : 13 - 2004, Clause : 4.2 ) Discharge as per Dicken's Formula,
Q = C M 3/4
C = 14 - 19 where annual rainfall is more than 120 cm = 11 - 14 where annual rainfall is 60-120 cm = 22 in Western Ghats
Value of " C " adopted in the present case = 19
Catchment Area, M = 129.400 Sq. Km **
Discharge, Q = 728.961 Cumecs
** Catchment Area has been considered from location of Kota Barrage to the proposed location of bridge.
2 Discharge by Rational Formula : ( Refer IRC - SP : 13 - 2004, Clause : 4.7 )
Catchment Area, A = 129.400 Sq. Km
= 12940.00 Hectares
Length of path from Toposheet, L = 41.550 Km
Hydrological Calculation for Bridge on Kota Bypass
Difference in Levels from Toposheet, H = 290 m
( Ref: Index Map / G.T.Sheet )
Maximum Rainfall, F ( Ref : SUG of Bridge ) = 109.46 mm
Duration of Storm, T = 1 Hrs
One Hour Rainfall,
Io = ( F / T ) x ( T + 1 ) / ( 1 + 1 ) = 109.46 mm / Hr
Time of Concentration
tc = ( 0.87 x L3 / H ) 0.385 = 7.91 Hrs
Critical Rainfall Intensity,
Ic = Io x ( 2 / ( 1 + tc ) = 24.57 mm / Hr
Discharge,
Q = 0.028 x P x f x A x Ic
Coefficient of Runoff, P = 0.700
= 0.90
Catchment Area in Hectares, A = 12940.00 Hectares
Critical Intensity of Rainfall, Ic = 2.457 cm / Hr
Maximum Discharge, Q = 560.883 Cumecs
Fraction of maximum point intensity at centre of storm, depends on area, f
7 Vertical Clearance : ( Refer IRC : 5 - 1998, Clause : 106.2.1 )
Design Discharge, Q = 22909.404 Cumecs
Vertical Clearance ( adopted ), = 1.50 m
Minimum Soffit Level of Deck Slab = HFL + Afflux + Vertical Clearance
= 247.190 m
8 Linear Waterway :
Since Lacey Equation is not applicable here. Therefore,
HFL Spread including afflux at Proposed Bridge Location = 645.00 m
2/3rd of HFL Spread = 430.00 m
Span proposed (effective) = 16 x 40.0 m
= 640.00 m
which is justifiable.
9 Scour Depth : ( Refer IRC : 78 - 2000, Clause : 703 )
30 %
So, Increased Design Discharge 29782.225 Cumecs
Mean Depth of Scour, dsm = 1.34 x ( Db 2 / Ksf )1/3
Db = Design discharge per metre width 49.637 Cumecs / m
Ksf = Silt factor 3.56
dsm = 11.853 m
Maximum Scour Depth,
For Piers 2.0 x dsm = 23 706 m
% Increase in Design Discharge
For Piers, 2.0 x dsm 23.706 m
For Abutments, 1.27 x dsm = 15.053 m
10 Maximum Scour Level :
Maximum Scour Level = HFL - Maximum Scour Depth
For Piers, = 221.913 m
For Abutments, = 230.566 m
These scour depth will not be applicable if the non-scourable strata exists above this level.
Recommendation:
11 Level at Important Locations :
S.No RL as per Hydrological Calculation ( m ) 1 245.690 2 231.470 3 221.913 4 230.566 5 247.190
Lowest Bed Level at Proposed Bridge Location Maximum Scour Level for Pier
Maximum Scour Level for Abutment Minimum Soffit Level of Bridge Deck
Location
HFL near at Proposed Bridge with Afflux
As per analysis of data calculated, proposed waterway of bridge on Chambal River shall be adequate in consideration with the maximum Design Discharge of Kota Barrage. Also, this waterway has been kept in consideration with the maximum HFL observed at site. It is therefore recommended to provide the above mentioned waterway at proposed bridge location.
3 Discharge by Flood Estimation Report - SUG :
Name of Highway : Kota Bypass
Name of River / Nallah / Stream : Chambal
RD / Location : CH 11+596
Longitude : 75 0 54 ' 26 "
Latitude : 25 0
16 '
03 "
GT Sheet No : 45 O/16, 45 P/9, 45 P/13 & 54 C/4
Sub - Zone : Chambal Basin - 1 (b)
= 0.207 x (A)-0.290 = 0.05 Cumes/Sq. Km 6.5379814 Cumecs Estimation of Slope : 498.52 637.26 60.0 100.0 377.82 442.6 410.34 543.06 140.0 180.0 2.266 2.451 260.0 6.297 4.426 2.931 3.017 120 140 40 60 80 7 8 12.901 17.327 20.258 23.275 300 25.541 27.992 3 4 5 6 340 360 320 260 280 0.0 0.0 ( Km ) ( m ) 0.000 ( m ) 220 ( m ) ( m x Km ) ( Di-1 + Di ) Li x ( Di-1 + Di ) (4) x (6) ( 6 ) ( 7 ) 0.000 132.08 220.0
Reduced Levels of River / Stream / Nallah Bed
Length of each segment, Li ( 3 ) ( 4 ) 2 6.604 240 6.604 ( Km ) Base Flow
Height above datum, Di
( difference between datum and ith R.L. )
( 5 )
20
Reduced Distance starting from point of
study ( 1 ) ( 2 ) 1 S.No. 0.000 100 20.0 Σ Li x ( Di-1 + Di ) = S = Σ Li x ( Di-1 + Di ) / L2 = 4.990 m / Km
Synthetic Unit Graph Parameters :
Catchment Area, A = 129.40 Sq. Km
d = 1 cm ( Depth )
ti = tr ( the unit duration of the UG ) = 1 Hr.
Σ Qi ti = A x d / ( 0.36 x tr ) = 359.44 Cumec / Sec L = 41.55 Km Lc = 24.395 Km = 18.60 637.26 2.451 140 260.0 8 27.992 360 8613.970 380 2.517 11 12 13 34.627 L / ( S )1/2 9 30.509 36.366 38.003 200 220 240 530.0 1879.91 14 41.55 510 3.547 290 10 33.283 400 180 943.16 160 300.0 755.1 420 440 460 2.774 1.344 1.739 1.637 340.0 380.0 420.0 460.0 510.72 730.38 753.02
tp = 0.339 x ( L / S1/2 )0.826 = 3.79 Hrs
= 4 Hrs ( say )
qp = 1.251 x tp-0.610 = 0.54
Qp = Catchment Area x qp = 69.49 Cumecs
W50 = 2.215 x qp-1.034 = 4.21 Hrs W75 = 1.191 x qp-1.057 = 2.30 Hrs WR50 = 0.834 x qp-1.077 = 1.63 Hrs WR75 = 0.502 x qp-1.065 = 0.97 Hrs Q50 = 0.5 x Qp = 34.75 Cumecs Q75 = 0.75 x Qp = 52.12 Cumecs TB = 6.662 x tp0.613 = 15.58 Hrs 16.0 Hrs ( say ) tp + 1/2 = 4.5 Hrs Time Ordinate 1 0 0.00 2 1 12.00 3 2 27.00 4 3 52.00 5 4 69.49 6 5 56.00 7 6 44.00 8 7 32.00 9 8 22.00 Tm = tp + tr / 2 = Unit Graph ( 1 cm 1 hour ) S.No. 50 60 70 80 C UM E C S
DESIGN UNIT HYDROGRAPH
10 9 15.00 11 10 10.00 12 11 7.50 13 12 5.50 14 13 3.50 15 14 2.00 16 15 1.00 17 16 0.00 358.99 9.99
Strom Duration, Td = 1.1 x tp = 4.17 4.00 Hrs ( say ) 50 Years Return Period
50 -Year Return Period , 24 Hour Point Rainfall = 240 mm Based on Longitude & Latitude of site
Conversion Factor, Arial Rainfall = 58.7 % of Point Rainfall 58.7 140.88 mm Based on Storm Duration, Td Hrs
Arial Reduction Factor ( for Td = 4.00 Hrs & C.A. = 129.4 Sq. Km ) 77.7% 77.7 109.46 mm Based on C.A. & Storm Duration
0 10 20 30 40 0 2 4 6 8 10 12 14 16 DIS CHARG E IN C TIME IN HOURS
Hourly Rainfall Increments : Design Loss Rate = 0.17 cm / Hr 1.7 mm / Hr
50 Years and Td ( 4.00 Hrs ) areal rainfall has been split into 1 Hr rainfall increments using time distribution coefficients.
Estimation of Design Flood Hydrograph :
0.158 1.800 7.492 0.815 0.000 0.000 0.000 0.000 1 0 0.00 0.00 0.00 6.54 2 1 12.00 1.896 0.00 1.90 8.43 3 2 27.00 4.27 21.60 0.00 25.87 32.40 4 3 52.00 8.15 1.58 8.22 48.60 89.90 0.00 146.72 153.26 5 4 69.49 74.92 18 10.98 93.60 202.28 9.78 0.00 316.64 323.18 Total Discharge ( Cumecs ) Storm Rainfall (mm) Hourly Storm Incremental (mm) Hourly Incremental Rainfall Excess (mm) 0.00 76.62 76.62 Ordinate 0.00 0.00 3.00 4.00 70.00 88.00 97.00 100.00 1.00 2.00 Time Duration (Hours) Distribution Coefficient (%) R.E. ( Reverse order ) R.E. ( Peak to Peak ) Unit Graph ( 1 cm 1 hour ) S. No. Time 3.28 1.58 96.33 19.70 18.00 106.18 9.85 8.15 109.46 74.92 0 0 6 5 56.00 18 74.92 8.85 125.08 389.58 22.01 0.00 0.00 545.52 552.06 7 6 44.00 1.58 8.15 6.95 100.80 520.62 42.38 0.00 0.00 0.00 670.75 677.29 8 7 32.00 5.06 79.20 419.55 56.63 0.00 0.00 0.00 0.00 560.44 566.98 9 8 22.00 3.48 57.60 329.65 45.64 0.00 0.00 0.00 0.00 436.36 442.90 10 9 15.00 2.37 39.60 239.74 35.86 0.00 0.00 0.00 0.00 317.57 324.11 11 10 10.00 1.58 27.00 164.82 26.08 0.00 0.00 0.00 0.00 219.48 226.02 12 11 7.50 1.19 18.00 112.38 17.93 0.00 0.00 0.00 0.00 149.50 156.03 13 12 5.50 0.87 13.50 74.92 12.23 0.00 0.00 0.00 0.00 101.51 108.05 14 13 3.50 0.55 9.90 56.19 8.15 0.00 0.00 0.00 0.00 74.79 81.33 15 14 2.00 0.32 6.30 41.21 6.11 0.00 0.00 0.00 0.00 53.93 60.47 16 15 1.00 0.16 3.60 26.22 4.48 0.00 0.00 0.00 0.00 34.46 41.00 17 16 0.00 0.00 1.80 14.98 2.85 0.00 0.00 0.00 0.00 19.64 26.17 18 17 0.00 0.00 0.00 7.49 1.63 0.00 0.00 0.00 0.00 9.12 15.66 19 18 0.00 0.00 0.00 0.00 0.82 0.00 0.00 0.00 0.00 0.82 7.35 20 19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.54 21 20 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.54 22 21 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.54 23 22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.54 24 23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.54 25 24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.54 26 25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.54 27 26 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.54 28 27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6.54 Qp = 677.00 Cumecs C.A. = 129.40 Sq. Km
0 100 200 300 400 500 600 700 0 3 6 9 12 15 18 21 24 27 DI S CHA RG E IN CUME C S
DESIGN FLOOD HYDROGRAPH OF BRIDGE - 50 YEARS RETURN PERIOD
4 Discharge by Manning's Formula :
( Refer IRC - SP : 13 - 2004, Clause : 5.4 )HFL at Bridge site without Afflux ( HFL' ) for Existing Span = 245.619 m
( i ) At U/S location : ( Distance from Proposed Bridge = 250 m )
Cross - Sectional Area of Flow, A = 9180.62 Sq. m
Width of Flow, W = 1005.00 m
Wetted Perimeter ( perpendicular to direction of flow ) , P = 1008.55 m
Hydraulic Mean Radius, R = A / P = 9.10 m
Longitudinal Slope ( as calculated ), S = 0.0014 m per m
Velocity by Manning's Formula, V = ( 1/n ) R2/3 S1/2
Co-efficient of Rugosity, n = 0.075
Velocity, V = 2.175 m/s
Discharge, Q = A x V = 19967.616 Cumecs
( ii ) At Proposed Bridge location :
Cross - Sectional Area of Flow, A = 7817.63 Sq. m
Width of Flow, W = 645.00 m
Wetted Perimeter ( perpendicular to direction of flow ) , P = 651.77 m
Hydraulic Mean Radius, R = A / P = 11.99 m
Longitudinal Slope ( as calculated ), S = 0.0014 m per m
Velocity by Manning's Formula, V = ( 1/n ) R2/3 S1/2
Co-efficient of Rugosity, n = 0.075
Velocity, V = 2.614 m/s
The Hydrological Calculations has been done at three sections i.e. at Upstream side, Downstream side and Proposed Bridge location.
y
Discharge, Q = A x V = 20436.050 Cumecs
( iii ) At D/S location : ( Distance from Proposed Bridge = 200 m )
Cross - Sectional Area of Flow, A = 6672.36 Sq. m
Width of Flow, W = 635.00 m
Wetted Perimeter ( perpendicular to direction of flow ) , P = 638.09 m
Hydraulic Mean Radius, R = A / P = 10.46 m
Longitudinal Slope ( as calculated ), S = 0.0029 m per m
Velocity by Manning's Formula, V = ( 1/n ) R2/3 S1/2
Co-efficient of Rugosity, n = 0.075
Velocity, V = 3.433 m/s
Discharge, Q = A x V = 22909.404 Cumecs
Discharge at U/S location = 19967.62 Cumecs
Discharge at Proposed Bridge location = 20436.05 Cumecs
Discharge at D/S location = 22909.40 Cumecs
Design Discharge, Q = 22909.404 Cumecs
By comparision of U/S, D/S and Proposed Bridge location, the Design Discharge may be taken as ,
5 Design Discharge :
( Refer IRC - SP : 13 - 2004, Clause : 6.2 )Design Discharge of Kota Barrage = 21237.000 Cumecs
= 21965.961 Cumecs
= 21797.883 Cumecs
= 21914.000 Cumecs
Discharge by Manning's Formula = 22909.404 Cumecs
Maximum Discharge = 22909.404 Cumecs
Next Maximum Discharge = 21965.961 Cumecs
The difference is within 50% of the next maximum discharge.
Hence, Design Discharge = 22909.404 Cumecs
6 Afflux Calculations :
(i) Afflux Calculation for Proposed SpanCross - Sectional Area of Flow, A = 7817.63 Sq. m
Width of Flow, W = 645.00 m
Proposed Span Arrangement at Bridge location = 16 x 42.2 m
Effective Span for passing the water at site = 15 x 42.2 m
Total Water Way provided, L = 600.00 m
Design Discharge, Q = 22909.40 Cumecs
Depth of Flow at D/S of Bridge, Dd = A / W = 12.120 m
( a / A ) or ( L / W ) = 0.952
( Refer IRC - SP : 13 - 2004, Clause : 15.3 ) Co-efficient " e " = 0.13
Discharge by Flood Estimation Report - SUG ( 50 Years Return Period ) (including Design Discharge of Kota Barrage)
Discharge by Dicken's Formula (including Design Discharge of Kota Barrage)
Discharge by Rational Formula (including Design Discharge of Kota Barrage)
Co-efficient " CO " = 0.96
g = 9.81 m/s2
If the Afflux, h < Dd /4, the Orifice Formula is applicable. By Orifice Formula, the Discharge is given as,
Q = C0 (2g) 0.5 L Dd { h+(1+e)u2 /2g } 0.5
or, { h+( 1+e )u2 /2g} 0.5 = Q / { C
0 (2g) 0.5 L Dd }
or, { h+( 1+e )u2 /2g }= [ Q / { C
0 (2g) 0.5 L Dd } ] 2
Substituting values, we have
h + 0.058 u2 = 0.549 (i)
Also at U/S of the Bridge,
Q = W ( Dd + h ) u or, h = Q / Wu -Dd
Substituting values, we have
h = ( 35.518 / u ) - 12.120 (ii)
Combining ( I ) & ( ii ) ,
u - 0.00455 u3 = 2.804 (iii)
u ( by trial & error ) = 2.917
LHS Equation = 2.804
Substituting " u " in equation ( i ), we get
h = 0.058 m
The Afflux as per Orifice Formula , h = 0.058 m
By Weir Formula, the Discharge is given as
Q = 1.706 Cw L H 3/2
H = {Q / (1.706 Cw L)} 2/3
( Refer IRC - SP : 13 - 2004, Clause : 15.2 )
Cw for Narrow Bridge Opening = 0.98
H = 8.050 m Also, Du = H - u2 / 2g Assume, Du = H = 8.050 m u = Q / W Du = 4.412 m/s Now, Du = H - u2 / 2g = 7.057 m Dd ( as above ) = 12.120 m Afflux, h = Du - Dd = -5.063 m
Since h < Dd / 4, Orifice formula will be applicable
The Afflux as per Weir Formula, h = -5.063 m
The Afflux adopted, h = 0.058 m
( ii ) Afflux Calculation as per Molesworth Formula
2
Afflux, h = V 2 + 0.01524 X A - 1
17.88 a
where,
h = Afflux = 0.071 m
V = Velocity in Un-obstructed Stream = 2.92 m/s
A = Un-obstructed Sectional Area of the River = 7817.63 Sq. m
a = Sectional Area of the River at Obstruction = 7308.60 Sq. m
Case 1 : HFL including afflux for proposed span arrangement at bridge site
Scale 1 : 2 Case 2 : HFL excluding afflux at bridge site
231 235 239 243 247 251 0 200 400 600 800 1000 1200 1400 1600 1800 231 235 239 243 247 251 Bed level HFL Bed level HFL Scale 1 : 2
Case 3 : HFL excluding afflux at up stream of river
Scale 1 : 2 231 235 239 243 247 251 0 200 400 600 800 1000 1200 1400 0 200 400 600 800 1000 1200 1400 1600 1800 Bed level HFL
Case 4 : HFL excluding afflux at down stream of river Scale 1 : 2 230 234 238 242 246 250 0 200 400 600 800 1000 1200 1400 Bed level HFL
L-Section at U/S : Slope = 0.0014
L-Section at Proposed Bridge Site : Slope = 0.0029
y = -0.001x + 232.5 231.0 231.5 232.0 232.5 233.0 200 240 280 320 360 400 y = -0.002x + 233.1 232.0 233.0 L-Section at D/S : Slope = 0.0054 229.0 230.0 231.0 300 350 400 450 500 550 600 650 700 y = -0.0054x + 234.62 229.0 230.0 231.0 232.0 233.0 600 650 700 750 800 850 900 950
Kota Barrage
Chambal River
TF TF TF TF TF TFTF TF TF TW TW TW TW TW TW TW TW TW TW TW PRDC PRDC PRDCPRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDCPRDC PRDC PRDC PRDCPRDC PRDC PRDCPRDC CECE CECE CECECE TF TO KESHORAIPATAN A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LANDHPCL GAS & PETROL PIPE LINE
FIELD CHANNEL MINOR CANAL 249.267 4 TF TF TF TFTF TF TF TFTF TF TF TF TF TF TF TF TFTF TF TF TF TF TF TF TF TF TF TF TF TF TW TW TW TW TW TW TW TW TW TW TW TWTW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW GAS GAS GAS OFC OFCOFC OFC OFC OFCOFC OFCOFCOFC OFC
ROW ROWROW
ROW ROW ROW ROW ROW ROW PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDCPRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC 9/11 9/12 L REP10/1 REP10/2 REP9/14 REP9/17 REP9/15 REP9/16 REP9/18 REP9/9 REP9/7 GAS GAS CECECE CECE CECECE CE CECE CECECECECECECECECECE CE CECECE CECEPRDCCE CECECE CE CECE CECECE CECE CECECE CECE CE CECE CE CECECECE CECECECE CECECE CECECECE CECE CECE CECE CECE CE CECECECECECECE CECE CECECECECECE CECECECECECECE CECE CECECECE CECE TO CHANDRESAL TO JABALPUR TO BARAN NH-76 NH-76 TO KOTA TO JALIPURA VILLAGE TO RAMKHERI VILLAGE TO RAJARAMPURA VILLAGE CHANDROLI RIVER CHANDROLI RIVER
NO OF PIPE = 37DIA OF PIPE = 900 MM
HPCL GAS & PETROL PIPE LINE
HPCL GAS & PETROL PIPE LINE
HPCL GAS & PETROL PIPE LINE
HT LINE 33000 KWHEIGHT OF POLE= 11.00 M
CANAL
CANAL LOCAL DISTRIBUTOR DRAIN
FIELD CHANNEL
FIELD CHANNEL
LOCAL DISTRIBUTOR DRAIN
FIELD CHANNEL MINOR DISTRIBUTOR DRAIN
MINOR DISTRIBUTOR DRAIN
LOCAL DISTRIBUTOR DRAIN
LOCAL DISTRIBUTOR DRAIN
KM 391 NO OF PIPE = 4 DIA OF PIPE = 900 MM TW TW TWTW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TW TWTW TW TW TW TW TW TWTW TW TW TWTW TF TF TF TF TF TF TF TF TF TF TF TF TF TF TFTF TF TF TF TF TF TF TF
RAILWAY ELEC. POLE
HEIGHT=8.0 M
OVER HEAD WIREHEIGHT=7.60 M
OVER HEAD WIREHEIGHT=7.60 M
OVER HEAD WIRE
HEIGHT=7.60 M
OVER HEAD WIRE
HEIGHT=7.60 M PRDCPRDC PRDC PRDCPRDCPRDC PRDC PRDC PRDCPRDCPRDC PRDC PRDCPRDCPRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDCPRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDCPRDCPRDC PRDC PRDCPRDCPRDC PRDCPRDCPRDCPRDC PRDCPRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDCPRDCPRDCPRDCPRDCPRDC PRDC PRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDCPRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDC PRDCPRDCPRDCPRDCPRDCPRDCPRDCPRDCPRDC PRDC PRDC
HT LINE 33000 KWHEIGHT OF POLE= 11.00 M
VILLAGE KISHANPURA TAKIYA HOUSESHOUSESHOUSESHOUSES HOUSES HOUSESHOUSES HOUSES TO KISHANPURA TO DEVLI MACHIYAN TO RANGPUR TO KISHANPURA TO RANGPUR TO KOTA CHAMBAL RIVER CHAMBAL RIVER TO KESHORAIPATAN TO KOTA SH-33 SH-33 TO KESHORAIPATAN TO CHITTAURGARH TO KOTA A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND
A G LANDKHANNAFARM HOUSE
A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND A G LAND
OVER HEAD WIRE
HEIGHT=7.60 M OVER HEAD WIRE
HEIGHT=7.60 M
OVER HEAD WIRE
HEIGHT=7.60 M
OVER HEAD WIRE
HEIGHT=7.60 M
OVER HEAD WIRE
HEIGHT=7.60 M
OVER HEAD WIRE
HEIGHT=7.60 M
OVER HEAD WIRE
HEIGHT=7.60 M
OVER HEAD WIRE
HEIGHT=7.60 M
OVER HEAD WIRE
HEIGHT=7.60 M OVER HEAD WIRE
HEIGHT=7.60 M
HPCL GAS & PETROL PIPE LINE
HPCL GAS & PETROL PIPE LINE HPCL GAS & PETROL PIPE LINE
HPCL GAS & PETROL PIPE LINE
OVER HEAD WIRE
HEIGHT=7.60 M FIELD CHANNEL FIELD CHANNEL FIELD CHANNEL CANAL MINOR CANAL OVER HEAD WIRE
HEIGHT=7.60 M MINOR CANAL CANAL FIELD CHANNEL FIELD CHANNEL FIELD CHANNEL FIELD CHANNEL FIELD CHANNEL FIELD CHANNEL FIELD CHANNEL FIELD CHANNEL
FIELD CHANNEL FIELD CHANNEL
FIELD CHANNEL FIELD CHANNEL
FIELD CHANNEL
FIELD CHANNEL
CANAL FIELD CHANNELFIELD CHANNEL
FIELD CHANNEL CANAL FIELD CHANNEL FIELD CHANNEL CANAL CANAL CANAL CANAL FIELD CHANNEL NO OF PIPE = 1 DIA OF PIPE = 900 MM NO OF PIPE = 1 DIA OF PIPE = 600 MM NO OF PIPE = 1 DIA OF PIPE = 600 MM
NO OF PIPE = 1DIA OF PIPE = 900 MM NO OF PIPE = 1 DIA OF PIPE = 150 MM
NO OF PIPE = 1DIA OF PIPE = 600 MM NO OF PIPE = 1DIA OF PIPE = 900 MM NO OF PIPE = 1DIA OF PIPE = 900 MM
NO OF SPAN= 3 X 7.3 M MINOR BRIDGE DIA OF PIPE = 600 MM NO OF PIPE = 1 SHOP FIELD CHANNEL
FIELD CHANNELFIELD CHANNEL
N N N N N N N N N N N N N N N
