Final Hydrology Chambal River_14.10.2015
Short Description
Hydrology as per irc...
Description
HDROLOGY CALCULATION REPORTS AUGUST - 2015
24.08.2015
A
Issued for Approval
DATE
REV.NO
DESCRIPTION REVISIONS
EPC CONTRACTOR:
CLIENT:
AUTHORITY'S ENGINEER :
PROOOF CHECK CONSULTANTS :
DESIGN CONSULTANTS :
JOB NO :
TOTAL NO.OF PAGES :
TITLE : HDROLOGY CALCULATION REPORTS FOR CHAMBALOF RIVER
CODE IRC RELEASED FOR
TENDER
INFORMATION
√
APPROVAL
REV A
CONSTRUCTION
Hydrological Calculation for Bridge at Chambal River at Proposed CH 11+596
INTRODUCTION New 2 L Lane M Major Bridge proposedd at chainage 11+596 42.2m, AN j B id has h been b h i 11 596 with i h span arrangement off 16 x 42 2 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
River bank towards Kota
Proposed Location of Bridge
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.
Hydrological Calculation for Bridge at Chambal River at Proposed CH 11+596
The following methods are used for the hydrogical calculation of the proposed bridge :1 2 3 4
Dicken's Method; Rational Method; Manning's Formula; 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 Lsection and Cross sections of river are generated at many locations including at bridge site, upstream and d downstream di directions i with i h the h help h l off survey data. d Catchment area for this bridge is marked on GT Sheet No. 45O/16, 45P/9, 45P/13 & 54C/4 at Latitude 250 16' 03" & Longitude 750 54' 26" Detailed Hydrological calculations by these methods have been done on subsequent pages.
Hydrological Calculation for Bridge at Chambal River at Proposed CH 11+596
Hydrological Calculation for Bridge on Kota Bypass
1
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 "
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
Difference in Levels from Toposheet,
H
=
290 m
( Ref: Index Map / G.T.Sheet )
Maximum Rainfall, F
( Ref : SUG of Bridge )
=
109.46 mm
=
1 Hrs
Io = ( F / T ) x ( T + 1 ) / ( 1 + 1 )
=
109.46 mm / Hr
tc = ( 0.87 x L3 / H ) 0.385
=
Ic = Io x ( 2 / ( 1 + tc )
=
24.57 mm / Hr
Coefficient of Runoff, P
=
0.700
Fraction of maximum point intensity at centre of storm, depends on area, f
=
Catchment Area in Hectares, A
=
Critical Intensity of Rainfall, Ic
=
2.457 cm / Hr
Maximum Discharge, Q
=
560.883 Cumecs
Duration of Storm, T One Hour Rainfall,
Time of Concentration 7.91 Hrs
Critical Rainfall Intensity,
Discharge, Q = 0.028 x P x f x A x Ic
0.90 12940.00 Hectares
Hydrological Calculation for Bridge at Chambal River at Proposed CH 11+596
7
Vertical Clearance :
( Refer IRC : 5 - 1998, Clause : 106.2.1 )
Design Discharge,
Q
Vertical Clearance ( adopted ),
Minimum Soffit Level of Deck Slab
=
22909.404 Cumecs 1.50 m
HFL + Afflux + Vertical Clearance
=
8
= =
247.190 m
Linear Waterway : Since Lacey Equation is not applicable here. Therefore, HFL Spread including afflux at Proposed Bridge Location
=
2/3rd of HFL Spread
=
430.00 m
Span proposed (effective)
=
16 x 40.0 m
=
645.00 m
640.00 m which is justifiable.
9
Scour Depth :
( Refer IRC : 78 - 2000, Clause : 703 )
% Increase in Design Discharge
30 %
So, Increased Design Discharge
29782.225 Cumecs 2
Mean Depth of Scour,
dsm = 1.34 x ( Db / 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 Piers,
2.0 x dsm
=
23 706 m 23.706
For Abutments,
1.27 x dsm
=
15.053 m
For Piers,
=
221.913 m
For Abutments,
=
230.566 m
10 Maximum Scour Level : Maximum Scour Level
=
HFL - Maximum Scour Depth
These scour depth will not be applicable if the non-scourable strata exists above this level.
Recommendation: 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.
11 Level at Important Locations :
Location
S.No
RL as per Hydrological Calculation ( m )
1
HFL near at Proposed Bridge with Afflux
245.690
2
Lowest Bed Level at Proposed Bridge Location
231.470
3
Maximum Scour Level for Pier
221.913
4
Maximum Scour Level for Abutment
230.566
5
Minimum Soffit Level of Bridge Deck
247.190
Hydrological Calculation for Bridge at Chambal River at Proposed CH 11+596
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)
Base Flow
=
0.207 x (A)
-0.290
0.05 Cumes/Sq. Km
=
6.5379814 Cumecs
Estimation of Slope :
S.No.
Reduced Distance Reduced Levels of River starting from point of / Stream / Nallah Bed study
Length of each segment, Li
Height above datum, Di ( difference between datum and ith R.L. )
( Di-1 + Di )
Li x ( Di-1 + Di ) (4) x (6)
( m x Km )
( Km )
(m)
( Km )
(m)
(m)
(1)
(2)
(3)
(4)
(5)
(6)
(7)
1
0.000
220
0.000
0.0
0.0
0.000
2
6.604
240
6.604
20
20.0
132.08
3
12.901
260
6.297
40
60.0
377.82
4
17.327
280
4.426
60
100.0
442.6
5
20.258
300
2.931
80
140.0
410.34
6
23.275
320
3.017
100
180.0
543.06
7
25.541
340
2.266
120
220.0
498.52
8
27.992
360
2.451
140
260.0
637.26
9
30.509
380
2.517
160
300.0
755.1
10
33.283
400
2.774
180
340.0
943.16
11
34.627
420
1.344
200
380.0
510.72
12
36.366
440
1.739
220
420.0
730.38
13
38.003
460
1.637
240
460.0
753.02
14
41.55
510
3.547
290
530.0 Σ Li x ( Di-1 + Di ) =
S
2
=
Σ Li x ( Di-1 + Di ) / L
=
4.990 m / Km
Synthetic Unit Graph Parameters : Catchment Area,
A
=
d
=
ti = tr ( the unit duration of the UG )
=
Σ Qi ti = A x d / ( 0.36 x tr )
=
129.40 Sq. Km 1 cm ( Depth ) 1 Hr. 359.44 Cumec / Sec
L
=
41.55 Km
Lc
=
24.395 Km
L/(S)
1/2
=
18.60
1879.91 8613.970
Hydrological Calculation for Bridge at Chambal River at Proposed CH 11+596 tp = 0.339 x ( L / S1/2 )0.826
=
3.79 Hrs
=
4 Hrs ( say )
-0.610
=
Qp = Catchment Area x qp
=
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
=
Q50 = 0.5 x Qp
=
34.75 Cumecs
Q75 = 0.75 x Qp
=
52.12 Cumecs
0.613
=
15.58 Hrs
qp = 1.251 x tp
TB = 6.662 x tp
0.54 69.49 Cumecs
0.97 Hrs
16.0 Hrs ( say ) Tm = tp + tr / 2 =
=
4.5 Hrs
Unit Graph ( 1 cm 1 hour ) 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
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
DESIGN UNIT HYDROGRAPH 80
70
60
CUMECS DISCHARGE IN C
S.No.
tp + 1/2
50
40
30
20
10
0 0
2
4
6
8
10
12
14
TIME IN HOURS
358.99
9.99
Strom Duration, Td
=
1.1 x tp
=
4.17
4.00 Hrs ( say )
58.7
140.88 mm
Based on Storm Duration, Td Hrs
77.7
109.46 mm
Based on C.A. & Storm Duration
50 -Year Return Period , 24 Hour Point Rainfall =
240 mm
Conversion Factor, Arial Rainfall = 58.7 % of Point Rainfall Arial Reduction Factor ( for Td = 4.00 Hrs & C.A. = 129.4 Sq. Km )
77.7%
50 Years Return Period Based on Longitude & Latitude of site
16
Hydrological Calculation for Bridge at Chambal River at Proposed CH 11+596
Hourly Rainfall Increments :
Time Duration (Hours)
Design Loss Rate = 0.17 cm / Hr
Distribution Coefficient (%)
Storm Rainfall (mm)
1.7 mm / Hr
Hourly Storm Incremental (mm)
Hourly Incremental 50 Years and Td ( 4.00 Hrs ) areal Rainfall Excess (mm) rainfall has been split into 1 Hr
0.00
0.00
0.00
0
0
1.00
70.00
76.62
76.62
74.92
2.00
88.00
96.33
19.70
18.00
3.00
97.00
106.18
9.85
8.15
4.00
100.00
109.46
3.28
1.58
rainfall increments using time distribution coefficients.
Estimation of Design Flood Hydrograph :
Unit Graph ( 1 cm 1 hour )
R.E. ( Peak to Peak )
R.E. ( Reverse order )
S. No.
Time
Ordinate
1
0
0.00
0.00
2
1
12.00
1.896
0.00
3
2
27.00
4.27
21.60
4
3
52.00
8.15
1.58
8.22
48.60
89.90
0.00
5
4
69.49
74.92
18
10.98
93.60
202.28
9.78
0.00
6
5
56.00
18
74.92
8.85
125.08
389.58
22.01
0.00
0.00
7
6
44.00
1.58
8.15
6.95
100.80
520.62
42.38
0.00
0.00
0.00
8
7
32.00
5.06
79.20
419.55
56.63
0.00
0.00
0.00
9
8
22.00
3.48
57.60
329.65
45.64
0.00
0.00
0.00
10
9
15.00
2.37
39.60
239.74
35.86
0.00
0.00
11
10
10.00
1.58
27.00
164.82
26.08
0.00
0.00
12
11
7.50
1.19
18.00
112.38
17.93
0.00
13
12
5.50
0.87
13.50
74.92
12.23
14
13
3.50
0.55
9.90
56.19
8.15
15
14
2.00
0.32
6.30
41.21
16
15
1.00
0.16
3.60
26.22
17
16
0.00
0.00
1.80
18
17
0.00
0.00
19
18
0.00
20
19
0.00
21
20
22
0.158
1.800
7.492
0.815
0.000
0.000
0.000
Total Discharge ( Cumecs )
0.000 0.00
0.00
6.54
1.90
8.43
25.87
32.40
146.72
153.26
316.64
323.18
545.52
552.06
670.75
677.29
0.00
560.44
566.98
0.00
436.36
442.90
0.00
0.00
317.57
324.11
0.00
0.00
219.48
226.02
0.00
0.00
0.00
149.50
156.03
0.00
0.00
0.00
0.00
101.51
108.05
0.00
0.00
0.00
0.00
74.79
81.33
6.11
0.00
0.00
0.00
0.00
53.93
60.47
4.48
0.00
0.00
0.00
0.00
34.46
41.00
14.98
2.85
0.00
0.00
0.00
0.00
19.64
26.17
0.00
7.49
1.63
0.00
0.00
0.00
0.00
9.12
15.66
0.00
0.00
0.00
0.82
0.00
0.00
0.00
0.00
0.82
7.35
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
6.54
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
6.54
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
Hydrological Calculation for Bridge at Chambal River at Proposed CH 11+596
DESIGN FLOOD HYDROGRAPH OF BRIDGE - 50 YEARS RETURN PERIOD 700
600
DISCHARGE IN CUMECS
500
400
300
200
100
0 0
3
6
9
12
TIME IN HOURS
15
18
21
24
27
Hydrological Calculation for Bridge at Chandloi River at Proposed CH 11+596
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
The Hydrological Calculations has been done at three sections i.e. at Upstream side, Downstream side and Proposed Bridge location. ( Distance from Proposed Bridge = 250 m )
( i ) At U/S location : 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
R=A/P
=
S
=
Hydraulic Mean Radius, Longitudinal Slope ( as calculated ),
Velocity by Manning's Formula,
V = ( 1/n ) R
2/3
S
9.10 m 0.0014 m per m
1/2
Co-efficient of Rugosity,
n
=
0.075
Velocity,
V
=
2.175 m/s
Q=AxV
=
19967.616 Cumecs
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
R=A/P
=
S
=
Discharge, ( ii ) At Proposed Bridge location :
Hydraulic Mean Radius, Longitudinal Slope ( as calculated ),
Velocity by Manning's Formula,
V = ( 1/n ) R
2/3
11.99 m 0.0014 m per m
S1/2
Co-efficient of Rugosity,
n
=
0.075
y Velocity,
V
=
2.614 m/s
Q=AxV
=
20436.050 Cumecs
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
R=A/P
=
S
=
Discharge, ( Distance from Proposed Bridge = 200 m )
( iii ) At D/S location :
Hydraulic Mean Radius, Longitudinal Slope ( as calculated ),
Velocity by Manning's Formula,
V = ( 1/n ) R
2/3
10.46 m 0.0029 m per m
S1/2
Co-efficient of Rugosity,
n
=
0.075
Velocity,
V
=
3.433 m/s
Q=AxV
=
22909.404 Cumecs
Discharge, Discharge at U/S location
=
19967.62 Cumecs
Discharge at Proposed Bridge location
=
20436.05 Cumecs
=
22909.40 Cumecs
Discharge at D/S location Run, Afflux for Pr
By comparision of U/S, D/S and Proposed Bridge location, the Design Discharge may be taken as , Design Discharge,
Q
=
22909.404 Cumecs
Hydrological Calculation for Bridge at Chandloi River at Proposed CH 11+596
5 Design Discharge :
( Refer IRC - SP : 13 - 2004, Clause : 6.2 )
Design Discharge of Kota Barrage
=
21237.000 Cumecs
Discharge by Dicken's Formula (including Design Discharge of Kota Barrage)
=
21965.961 Cumecs
Discharge by Rational Formula (including Design Discharge of Kota Barrage)
=
21797.883 Cumecs
Discharge by Flood Estimation Report - SUG ( 50 Years Return Period ) (including Design Discharge of Kota Barrage)
=
21914.000 Cumecs
Discharge by Manning's Formula
=
22909.404 Cumecs
Maximum Discharge
=
22909.404 Cumecs
Next Maximum Discharge
=
21965.961 Cumecs
=
22909.404 Cumecs
The difference is within 50% of the next maximum discharge. Hence, Design Discharge
6 Afflux Calculations : (i) Afflux Calculation for Proposed Span Cross - Sectional Area of Flow,
A
=
Width of Flow,
W
=
645.00 m
=
16 x 42.2 m
=
15 x 42.2 m
Proposed Span Arrangement at Bridge location Effective Span for passing the water at site Total Water Way provided,
L
=
Design Discharge,
Q
=
Dd = A / W
Depth of Flow at D/S of Bridge, ( a / A ) or ( L / W )
=
7817.63 Sq. m
600.00 m 22909.40 Cumecs 12.120 m
=
( Refer IRC - SP : 13 - 2004, Clause : 15.3 )
0.952
Co-efficient " e "
=
0.13
Co-efficient " CO "
=
0.96
=
9.81 m/s2
g 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 2
0.5
0.5
or,
{ h+( 1+e )u /2g}
or,
2 0.5 L Dd } ] 2 { h+( 1+e )u /2g } = [ Q / { C0 (2g)
= Q / { C0 (2g)
L Dd }
Substituting values, we have h+
0.058
u
2
0.549
=
(i)
Also at U/S of the Bridge, Q = W ( Dd + h ) u
h = Q / Wu -Dd
or,
Substituting values, we have h
= (
35.518
/ u
)
-
(ii)
12.120
Combining ( I ) & ( ii ) , u
-
0.00455
u
3
=
2.804
(iii)
u ( by trial & error )
=
2.917
LHS Equation
=
2.804
Substituting " u " in equation ( i ), we get h The Afflux as per Orifice Formula ,
h h < Dd / 4, OK
=
0.058 m
=
0.058 m
Hydrological Calculation for Bridge at Chandloi River at Proposed CH 11+596
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
=
H
=
0.98 8.050 m
2 Also, Du = H - u / 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
=
-5.063 m
Afflux, h = Du - Dd
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
0.071 m
( ii ) Afflux Calculation as per Molesworth Formula
2 Afflux, h =
V
2
+ 0.01524
X
17.88
A
-
1
a
where, h
=
Afflux
=
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
So, Afflux adopted =
0.071 m
Hydrological Calculation for Bridge at Chambal River at Proposed CH 11+596
Case 1 :
HFL including afflux for proposed span arrangement at bridge site
251 247
HFL
243 239 235 Bed level
231 0
200
400
600
800
1000
1200
1400
1600
1800
1200
1400
1600
1800
Scale 1 : 2 Case 2 :
HFL excluding afflux at bridge site
251 247
HFL
243 239 235 Bed level
231 0
200
400
600
800
1000
Scale 1 : 2
Case 3 :
HFL excluding afflux at up stream of river
251 247 HFL 243 239 235 Bed level
231 0
200
400
600
800
Scale 1 : 2
1000
1200
1400
Hydrological Calculation for Bridge at Chambal River at Proposed CH 11+596
Case 4 :
HFL excluding afflux at down stream of river
250 246 HFL 242 238 234 Bed level
230 0
200
400
600
800
Scale 1 : 2
1000
1200
1400
Hydrological Calculation for Bridge at Chambal River at Proposed CH 11+596 L-Section at U/S :
Slope = 0.0014
233.0
y = -0.001x + 232.5 232.5
232.0
231.5
231.0 200
240
280
320
360
400
Slope = 0.0029
L-Section at Proposed Bridge Site :
233.0
y = -0.002x + 233.1 232.0
231.0
230.0
229.0 300
350
L-Section at D/S :
400
450
500
550
600
650
700
Slope = 0.0054
233.0
y = -0.0054x + 234.62 232.0
231.0
230.0
229.0 600
650
700
750
800
850
900
950
PRDC
GAS
&
CE
PETROL
PRDC
PIPE
TF
LINE
CE
TW
CE
CE CE CE CE
CE CE
CE CE
TW PRDC
TF
TW
TW PRDC CE CE
CE CE
PRDC TW
TW TF
PRDC
TF
TW
PRDC
PRDC
PRDC
PRDC
HPCL
PRDC
GAS
PETROL
PRDC
&
PRDC
PIPE
PRDC
LINE
CE CE
PRDC
PRDC
PRDC TF
CE
CE
TW CE
CE CE
PRDC
CE
TF TF
CE
CE
PRDC CE
CE
PRDC CE
CE
PRDC CE
FIELD CE
CE CE
PRDC CE
CE CE
TW PRDC TW PRDC
TW PRDC
PRDC PRDC
PRDC
PRDC TW
TW TF
TF
PRDC TF
TF
TF
PRDC
PRDC TW
TW
TW PRDC
TF
TF
HPCL
GAS
PRDC
LINE & PETROL
PIPE GAS
& PETROL HPCL
PRDC
PIPE
LINE
PRDC TF
PRDC
PRDC PRDC
PRDC
PRDC
PRDC PRDC
PRDC
PRDC
PRDC
TF
TW PRDC
TF
TW PRDC PRDC
TW
TW
TF
PRDC PRDC TW
PRDC
TW
PRDC PRDC
PRDC
PRDC
PRDC
TW PRDC
TW PRDC
PRDC
PRDC
TW
TF
PRDC
TW PRDC
MACHIYAN
HPCL
DEVLI
TW
PRDC
TO
PRDC
TF TF
TF
HPCL
GAS
& PETROL
WIREM
TW
HEAD
PIPE
LINE
OVER HEIGHT=7.60
PRDC
PRDC
PRDC TF
PRDC
TF
PRDC
PRDC
PRDC
PRDC
TW
LAND PRDC
PRDC
PRDC
TF
TW
S GA
CHANNEL PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
TW
TW
N
PRDC
PRDC TF
TF
PRDC
TF
PRDC
WIRE M
TW
HEAD
CHANNEL
OVER HEIGHT=7.60
FIELD
TW
HPCL
GAS PRDC
PRDC
& PETROL
PIPE PRDC
LINE TW
PRDC
TF
PRDC
PRDC
HPCL PRDC
GAS
PIPE PRDC
& PETROL PRDC
TW
LINE CHANNEL
PRDC
FIELD
LOCAL DISTRIBUTOR PRDC
PRDC
PRDC
CHANNEL
PRDC
PRDC
FIELD
TF
PRDC PRDC
TF
PRDC
TW
TF
PRDC TW TF
PRDC
PRDC
PRDC
CHANNEL
CHANNEL
FIELD
FIELD
N
PRDC
PRDC
PRDC
PRDC
DRAIN TW
PRDC
PRDC
TW
PRDC
WIRE M
TW
TW
PRDC
HEAD OVERHEIGHT=7.60
PRDC
DRAIN TF
TW TF
PRDC
TW
TW
PRDC
TW
PRDC
PRDC
PRDC
PRDC
TF
PRDC
TW
TF
WIRE M
TF
PRDC
PRDC
HEAD OVER HEIGHT=7.60
A
TW
G
LAND
A
TO
G
JABALPUR
LAND
TF
AG
LAND
NH-76
S GA
L
PRDC PRDC TW
PRDC
PRDC PRDC
TW
LINE PRDC
TF
PRDC PRDC
N
CE
TF
PRDC
TF
PRDC PRDC
CHANNEL
PRDC
FIELD
PRDC
PRDC
PRDC
PRDC
TW
PRDC TF
PRDC
PRDC
TW
CHANNEL
CE
FIELD
CE
PRDC
TF
PRDC
TW
TW
PRDC
PRDC
CE
PRDC
M WIRE
PRDC
CE
HEAD
TO RANGPUR
OVERHEIGHT=7.60
TW
CE
PRDC
PRDC
TW
CE
CE
=1 PRDC
PRDC
CANAL
CE
CE
PRDC
N
MINOR
PRDC
CE
PRDC
FIELD CHANNEL
PRDC
WIREM
TW
CE
TW PRDC
TF
PRDC
PRDC
HEAD OVER HEIGHT=7.60
PRDC
CE
TW PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
TW
WIRE M
TF
CE
PRDC
PRDC
PRDC
FIELD CHANNEL
PRDC
PRDC
VILLAGE
PRDC
LAND
CE
TW PRDC
PRDC
PRDC
PRDC
PRDC
HEAD
RAJARAMPURA
AG
CE
TW
CANAL
N
TW
TF
OVER HEIGHT=7.60
TO
PRDC
CE
PRDC
PRDC
PRDC
TF
M WIRE
PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
PRDC
HEAD OVERHEIGHT=7.60
PRDC
PRDC
PRDC
A G LAND
PRDC
LAND AG
RANGPUR TO
LAND AG
LAND AG
WIRE M
PRDC
PRDC
PRDC
PRDC
LAND
PRDC
PRDC
PRDC
TW
TW PRDC PRDC PRDC
CANAL PRDC TW
PRDC TW
TW
TW 4
TW
TW PRDC
ROW
OFC ROW
ROW
ROW
249.267
OFC OFC OFC
OFC OFC PRDC
OFC
TO
HEAD OVER HEIGHT=7.60
PRDC
PRDC
PRDC
TF
AG
LAND
CHANNEL
PRDC
PRDC
PRDC
PRDC
PRDC
LAND
G
FIELD
PRDC
PRDC
PRDC
PRDC
CANAL
AG
A
N
REP10/2
CE
PRDC
N
PRDC
PRDC
A G LAND
N
PRDC
PRDC
REP10/1
CE
PRDC
TW
PRDC
PRDC
PRDC
CE
REP9/18
PRDC
CE
TW
TF
PRDC
PRDC
CE
TW
CE
PRDC
LAND AG
CHANNEL
LAND AG
LAND AG
OFC
CHANNEL
HOUSES
FIELD FIELD
TF
CANAL
PRDC PRDC
CHANNEL
CE
PRDC
DISTRIBUTO
REP9/17
MINOR PRDC
CE
N
PRDC
PRDC
MINOR
CANAL
FIELD
CE
PRDC
LAND
TW
OFC
M WIRE
PRDC
PRDC
CE
PRDC
G
NH-76
DRAIN
CHANNEL
CE
PRDC
HEAD OVER HEIGHT=7.60
TW
MINOR
PRDC
PRDC
A
CE
CE
SHOP
LAND AG
PRDC
CHANNEL
N
FIELD
WIREM
PRDC
PRDC CE
PRDC
GAS LAND
FIELD
DISTRIBUTOR
CE
PRDC
FIELD CHANNEL
TO KESHORAIPATAN NO OF PIPE DIA OF PIPE = = 1 600 MM
TO KOTA
ROW ROW
PRDC
PRDC
N
PRDC
TF
PRDC
G
& PETROL A
TF
TW
PRDC
PRDC
HEAD OVER HEIGHT=7.60
PRDC
LAND
REP9/16
TW
HPCL
LOCAL
CE
OFC
PRDC
PRDC
S CE
CE
CE
AG
REP9/15
PRDC
PRDC
PRDC
PRDC
PRDC PRDC
CE
TW
=1 NO OF PIPE = 900 MM DIA OF PIPE
PRDC
BRIDGE MINOR TW
CHITTAURGARH PRDC
PRDC
PRDC
WIRE M
PRDC
LAND
PRDC
REP9/14
PRDC
PRDC
PIPE PRDC
CE
PRDC
PRDC
PRDC
= 600 MM DIA OF PIPE
PRDC
PRDC
LAND AG
CHANNEL FIELD
PRDC
SH-33
TW
AG
TO KISHANPURA
WIRE M
PRDC
LAND AG LAND
FIELD
HOUSES
KISHAN VILLAG
LAND AG
CHANNEL FIELD
Ch.11596 PRDC
Main Stream
=1 NO OF PIPE
LAND AG TW
HEAD OVER HEIGHT=7.60
HEAD OVER HEIGHT=7.60
CE
PIPE
= 4 MM PIPE = 900
G
PRDC
LAND
CE
CE
PRDC
M
PRDC
CE
OF
OF
A
N
AG
CHANNEL
PRDC CE
TF
CE
CE
N
PRDC
900 MM PIPE =
DIA OF
=1 150 MM PIPE =
11.00
FIELD
LAND AG
LAND AG
TO KOTA
PIPE NO OF
KW
TF
KHANNA FARM
LAND AG
DIA OF
33000 POLE=
TF
PRDC
GA
LAND AG
LAND
PRDC
AG A G LAND
LAND AG
PRDC
r
CHAMBAL
RIVER
CHAMBAL
RIVER
l Rive Chamba
NO OF PIPE
LINE OF
PRDC
LAND
AG
LAND AG
TW PRDC
LAND AG
=1 900 MM
=
HT
DIA NO OF OF PIPE PIPE
LAND AG
PRDC
HEIGHT
PRDC
CE
NO DIA
PRDC
PRDC
LAND
FIELD
LAND
CE
CE
PRDC
KOTA
Kota Barrage
TO
BARAN
45 O/16,45 P/9,13, 54 C/4
G.T. Sheet No.
LAND AG CE
LAND AG
LAND AG
LAND AG
AG
N
PRDC
CE
PRDC
PRDC
PRDC
G
G
CE
Location
11596 Longitude-E
75°54'26" Latitude-N
25°16'03" Type of Structure
MJBR Catchment Area (Sq.Km)
129.40 41.552 Length of Stream-L(Km)
LAND AG
CHANNEL CE
VILLAGE
CE
CE
MM
CE CE
CE
PRDC
CE
OF
PRDC PRDC
RIVER
PRDC
S
NO
DIA
OF PIPE PIPE = = 900 37
CHANDROLI
PRDC
GA
RAMKHERI
TW
PRDC
PRDC
A
MINOR DISTRIBUTOR DRAIN
9/12
A
CE
LAND
CE
TO
ROW
TO
LAND
DRAIN
9/11
TF
POLE ELEC. RAILWAY M HEIGHT=8.0
PRDC
CANAL
DRAIN R
PRDC
TW
S G
DISTRIBUTOR
LAND
REP9/9
LAND
DISTRIBUTOR
AG
REP9/7
G
LOCAL
PRDC
CE
RIVER
GA
A
LOCAL
TO CHANDRESAL
A
G
TW
CANAL PRDC
TW
A
CE
391
TF
WIRE M HEAD OVER HEIGHT=7.60
LAND
CE
N
AG
CE
PRDC PRDC
WIREM HEAD OVER HEIGHT=7.60
M
VILLAGE
KM
11.00
JALIPURA
CE
KW
TO
33000POLE= OF
LINE HT HEIGHT
KOTA TO
WIRE HEAD M OVER HEIGHT=7.60
TW
CE
Catchment Area Plan
Catchemnt Area Boundary
FIELD CHANNEL
CANAL
PRDC
DIA OF PIPE = 900 MM
NO OF PIPE = 1
ROW
PRDC
NO OF SPAN= 3 X 7.3 M
ROW
PRDC
CANAL
CANAL
PRDC
TO KESHORAIPATAN
PRDC
PRDC
PRDC
PRDC
A G LAND
SH-33
TO KESHORAIPATAN
A G LAND
FIELD CHANNEL
FIELD
CHANNEL
PRDC
PRDC
PRDC
CANAL
PRDC
NO OF PIPE =1 DIA OF PIPE = 600 MM
FIELD CHANNEL
PRDC
FIELD CHANNEL
PRDC
PRDC
PRDC
A G LAND
TF
HOUSES
PRDC
PRDC
TW
TF
TO KISHANPURA
TW
A G LAND
PRDC
PRDC
PRDC
HOUSES
CHANNEL
PRDC
DIANO OFOF PIPE PIPE
=1 = 600
MM
PURA E
HOUSES
HOUSES
TAKIYA
HOUSES
HOUSES
PRDC
CHANNEL
A G LAND
FIELD
CANAL
A G LAND
HOUSE
PRDC
PRDC
PRDC
PRDC
A G LAND
FIELD
CHANNEL
PRDC
CHANDROLI
PRDC
CE
FIELD
CHANNEL
PRDC
Northern Kota Bypass
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