01 Hydraulics 07
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DESIGN AND CONSTRUCTION OF ROADS BRIDGES, CULVERTS, SIDEWALKS, PHE & ASSOCIATED CIVIL PROJECT: WORKS ON TENDER SURE CONCEPTS FOR ABD AREA UNDER NAGPUR SMART CITY PROJECT PROJECT:
HYDRAULIC DESIGN OF MJBR-07 MC-18C AT CH. 0+835
DOCUMENT NO.
DATE
SHEET
CONTENT Sr. No.
Item Description
Page No.
1)
Catchment Area
i)
Toposheet Image
2)
L - Section
2 to 3
3)
Cross Section
4 to 5
4)
Hydraulic Calculation
i)
Data
6
ii)
Discharge calculation by Ingli's Formula
6
iii)
Discharge calculation by Dicken's Formula
6
iv)
Discharge calculation by Rational Method
6
v)
Design Discharge
6
vi)
Calculated HFL at Defined Section at Bridge Site
7
vii)
Manning Discharge
viii)
Calculation for linear waterway at HFL
10
ix)
Afflux Calculation
11
5)
Summary
12
6)
Drawing
13 to 14
1
7 to 9
1) L - SECTION LEVELS Calculation for Hydraulic Gradient S Chainage
Levels
U/S
Difference in
Chain age
Bed Level (m)
(m)
(m)
300
277.340
1
300
277.340
0
277.500
-0.160
270
277.220
2
270
277.220
-30
277.490
-0.270
240
277.270
3
240
277.270
-60
277.280
-0.010
210
277.320
4
210
277.320
-90
277.290
0.030
180
277.380
5
180
277.380
-120
277.270
0.110
150
277.450
6
150
277.450
-150
277.260
0.190
120
277.490
7
120
277.490
-180
277.190
0.300
90
277.520
8
90
277.520
-210
276.940
0.580
60
277.550
9
60
277.550
-240
276.900
0.650
10
30
277.530
-270
276.780
0.750
11
0
277.500
-300
276.710
0.790
Total
=
2.960
=
0.269
=
1115
in
1115
30
277.530
0.0
277.500
-30
277.490
-60
277.280
-90
277.290
-120
277.270
-150
277.260
-180
277.190
-210
276.940
-240
276.900
-270
276.780
-300
276.710
U/S levels
Location of Box culvert
D/S levels
Chain age
Bed Level (m)
D/S
Sr. no.
Total
Average Difference =
Bed Level
No. of Chain age Hydraulic Gradient Bed Slope
=
1
D/S
L- SECTION FOR NALLAH
U/S
280.000 279.000
LEVELS
278.000 277.000 276.000 275.000 274.000 273.000 -300
-270
-240
-210
-180
-150
-120
-90
At 0 m Chainage - Bridge Location. -60
-30
0
30
CHAINAGE
60
90
120
150
180
210
240
270
300
2) Cross section ion at at90m 150 m D/S D/S side SIDE Road Top Level Top of Box Bed Level at 90 m D/S HFL at proposed bridge HFL at 90 m D/S
= = = = =
281.700 281.548 277.280 282.300 282.219
Bed Level
HFL
Road Top Level
-34 -32
(m) 279.700 279.800
(m) 282.219 282.219
(m) 281.700 281.700
-30
279.800
282.219
281.700
-28
279.900
282.219
281.700
-26
279.800
282.219
281.700
-24
279.900
282.219
281.700
-22
279.900
282.219
281.700
-20
279.500
282.219
281.700
-18
279.500
282.219
281.700
-16
279.400
282.219
281.700
-14
278.800
282.219
281.700
-12
278.100
282.219
281.700
-10
277.400
282.219
281.700
-8
277.000
282.219
281.700
-6
277.100
282.219
281.700
-4
277.200
282.219
281.700
-2
277.200
282.219
281.700
0
277.280
282.219
281.700
2
277.300
282.219
281.700
4
277.300
282.219
281.700
6
277.300
282.219
281.700
Chainage
8
277.300
282.219
281.700
10
277.300
282.219
281.700
12
277.300
282.219
281.700
14
277.300
282.219
281.700
16
278.500
282.219
281.700
18
279.700
282.219
281.700
20
280.600
282.219
281.700
22
280.400
282.219
281.700
24
280.300
282.219
281.700
26
280.600
282.219
281.700
28
280.600
282.219
281.700
30
280.600
282.219
281.700
32
280.700
282.219
281.700
280.700
282.219
281.700
34
PAGE NO.7
m m m m m
CROSS SECTION OF NALLAH AT 90 m D/S 286.00 284.00
LEVELS
282.00 Formation level HFL
280.00 278.00
PROFILE
276.00 274.00 272.00 -34 -30 -26 -22 -18 -14 -10
-6
-2
2
CHAINAGE
PAGE NO.8
6
10
14
18
22
26
30
34
3) Hydraulic Calculations Catchment Area
=
No. of Span
=
25.90 Km2 5 no. 9.32 m
Span Length
=
Location of Defined Section
=
LBL at Proposed section
=
277.500 m
LBL at 90D/S
=
277.280 m
90 D/S
(As per Clause. 4.4 IRC:SP:13-2004)
3.1) Discharge calculation by Ingli's Formula = Q 125 x M (M+ 10) =
125x25.901 (25.901+10)
Q
=
540.35
m3/sec (As per Clause. 4.2 IRC:SP:13-2004)
3.2) Discharge calculation by Dicken's Formula Q
=
C
=
Q
= =
CM
3/4
14.0 14x(25.901)^3/4 160.74 m3/sec (As per Clause. 4.7.9 IRC:SP:13-2004)
3.3) Discharge calculation by Rational Method Q
=
0.028 P f A lc
=
Discharge in Cum/sec
=
% Co-efficient of runoff for the catchment characteristics
=
0.8
Where, Q P A
=
Area of Catchment in Ha.
f
= = =
2590.1 Fraction 0.910
Ic Q
Ha.
=
Critical intensity of rainfall in cm per hr.
=
1.593
= =
0.028 x 0.8 x 2590.1 x 0.91 x 1.593 m3/sec 84.105
cm/hr
So Final designed discharge
=
540.35
m3/sec
The HFL as per local inquiry and Discharge is calculated By Manning's Formula Calculation for Hydraulic Gradient Slope
=
1 in
1115
Hydraulic Gradient 1 in 1115
Calculated HFL at Defined
=
282.219
m
Compartment I Wetted
Diff. In GL.
Wetted
Chainage
GL.
Depth of water
1
2
3
-34
279.700
2.519
-32
279.800
2.419
2.469
2.00
4.939
0.100
2.002
-30
279.800
2.419
2.419
2.00
4.839
0.000
2.000
-28
279.900
2.319
2.369
2.00
4.739
0.100
2.002
-26
279.800
2.419
2.369
2.00
4.739
0.100
2.002
-24
279.900
2.319
2.369
2.00
4.739
0.100
2.002
-22
279.900
2.319
2.319
2.00
4.639
0.000
2.000
-20
279.500
2.719
2.519
2.00
5.039
0.400
2.040
-18
279.500
2.719
2.719
2.00
5.439
0.000
2.000
-16
279.400
2.819
2.769
2.00
5.539
0.100
2.002
-14
278.800
3.419
3.119
2.00
6.239
0.600
2.088
A1 =
50.89
P1 =
20.14
Mean depth
Length
4
5
6
7
8
118.020
Area
perimeter
Compartment I H.F.L Compartment
282.220 m
I
II
III
Rugosity coefficients
(n)
0.035
Wetted area (m2)
(A)
50.885
50.89
Wetted perimeter (m)
(P)
20.140
20.14
Hydraulic Mean Depth
( R)
2.527
Bed Slope
(S)
0.0009
Velocity =
R 2/3 x S 1/2
1.587
1.59
80.77
80.77
n Discharge (m3/sec)
(Q)
Manning's Discharge at HFL 282.22 m
=
80.77
m3/sec
Compartment II Chainage
GL.
Depth of water
1
2
3
4
5
6
7
8
-12
278.100
4.119
3.769
2.00
7.539
0.700
2.119
-10
277.400
4.819
4.469
2.00
8.939
0.700
2.119
-8
277.000
5.219
5.019
2.00
10.039
0.400
2.040
-6
277.100
5.119
5.169
2.00
10.339
0.100
2.002
-4
277.200
5.019
5.069
2.00
10.139
0.100
2.002
-2
277.200
5.019
5.019
2.00
10.039
0.000
2.000
0
277.280
4.939
4.979
2.00
9.959
0.080
2.002
2
277.300
4.919
4.929
2.00
9.859
0.020
2.000
Mean depth
Length
Wetted
Diff. In GL.
Area
Wetted perimeter
4
277.300
4.919
4.919
2.00
9.839
0.000
2.000
6
277.300
4.919
4.919
2.00
9.839
0.000
2.000
8
277.300
4.919
4.919
2.00
9.839
0.000
2.000
10
277.300
4.919
4.919
2.00
9.839
0.000
2.000
12
277.300
4.919
4.919
2.00
9.839
0.000
2.000
14
277.300
4.919
4.919
2.00
9.839
0.000
2.000
16
278.500
3.719
4.319
2.00
8.639
1.200
2.332
A1 =
144.52
P1 =
30.62
75.409
Compartment II H.F.L
282.220 m
Rugosity coefficients
(n)
0.030
Wetted area (m2)
(A)
144.518
144.52
Wetted perimeter (m)
(P)
30.617
30.62
Hydraulic Mean Depth
( R)
4.720
Bed Slope
(S)
0.0009
Velocity =
R 2/3 x S 1/2
2.809
2.81
405.98
405.98
n Discharge (m3/sec)
(Q)
Manning's Discharge at HFL 282.22 m
=
405.98
m3/sec
Compartment III Chainage
GL.
Depth of water
Mean depth
Length
1
2
3
4
5
6
7
8
18
279.700
2.519
3.119
2.00
6.239
1.200
2.332
20
280.600
1.619
2.069
2.00
4.139
0.900
2.193
22
280.400
1.819
1.719
2.00
3.439
0.200
2.010
24
280.300
1.919
1.869
2.00
3.739
0.100
2.002
26
280.600
1.619
1.769
2.00
3.539
0.300
2.022
28
280.600
1.619
1.619
2.00
3.239
0.000
2.000
30
280.600
1.619
1.619
2.00
3.239
0.000
2.000
32
280.700
1.519
1.569
2.00
3.139
0.100
2.002
34
280.700
1.519
1.519
2.00
3.039
0.000
2.000
A1 =
33.75
P1 =
18.56
316.024
Compartment III H.F.L
282.220 m
Wetted
Diff. In GL.
Area
Wetted perimeter
Rugosity coefficients
(n)
0.035
Wetted area (m2)
(A)
33.747
33.75
Wetted perimeter (m)
(P)
18.563
18.56
Hydraulic Mean Depth
( R)
1.818
Bed Slope
(S)
0.0009
R 2/3 x S 1/2
Velocity =
1.275
1.27
43.01
43.01
n Discharge (m3/sec)
(Q)
Manning's Discharge at HFL 282.22 m
=
43.01
m3/sec
Total Manning's Discharge Calculated as Above
=
529.76
m3/sec
% increase over inglis discharge
1.96
%
3.4) Calculation for linear waterway at HFL @ 90D/S Tallied HFL
=
282.220
m
LBL
=
277.500
m
Max. flood depth
D
=
4.720
m
Wetted area at HFL
A
=
229.15
m2
Linear waterway (L)
A/D
=
48.55
m
It is Proposed to Provide
=
5
Linear waterway is proposed
=
49.00
m
Width of inner wall
=
0.60
m
Width of end wall
=
0.70
m
No. of Wall
=
6
Linear waterway at site
=
46.60
Hence Ok
spans of
9.32
m
Nos. m
3.5) Calculation for Determination of Formation level at Defind D/S Side section Sr.No.
At Defined D/S
Particulars
1)
HFL
2)
Afflux maximum
-
0.182 m
3)
Clearance
-
1.200 m
4)
Soffit Level
-
283.682 m
5)
Top Slab Thickness
-
0.700 m
6)
Wearing Coat
-
0.065 m
7)
Top of Box
-
284.447 m
8)
Formation Level at defined c/s
-
281.700 m
Clearance
=
282.219 m
At Prop. section
1.200
m
3.6) Calculation for Scour Level Mean scour Depth
0.3 Db2
282.300 m
<
280.848 m
NOT OK
<
281.548 m
NOT OK
As per IRC: 5 -2015 Clause. 106.8.2 (page no.24)
dsm
=
1.34
x
As per IRC: 5 -2015 Clause 106.9.3.1
------
(page no.25)
Ksf Where, Db
=
Designed discharge in m3/s per meter width
dsm
=
Normal scour depth in m
Ksf
=
Silt factor for material obtain upto deepest anticipated scour As per IRC: 5 -2015 Clause 106.9.3.1 2.45 (Silt factor ) (page no.25)
Db
=
3 702.4524 m /sec As per IRC: 5 -2015 Clause 106.9.3.1
=
30% increased design Discharge is 702.45
(page no.25)
46.60 = dsm
=
15.07 m 1.34 x ((15.07^2)/2.45)^0.33
As per IRC: 5 -2015 Clause 106.9.3.1
6.06 m
(page no.25)
Scour Level
Bottom of Cut-off Wall
Outer Wall
=
276.235 m
>
274.200 m
Hence Ok
Inner Wall
=
276.235 m
>
274.200 m
Hence Ok
HFL
=
282.300 m
RTL
=
281.700 m
LBL Raft Top
=
277.5
=
277.2
1.265 Scour Level
=
276.235 m 3.0
Bottom of Cut-off Wall
=
274.2
The Span Arrangement of Bridge is as shown Above RTL
=
281.700 m
Top of Box
=
281.548 m
Soffit
=
280.848 m
H.F.L. at proposed section
=
281.700 m
L.B.L. at proposed section
=
277.500 m
Total discharge
=
529.764 cumec
3.7) Afflux Calculation by Molesworth's formula
Afflux
=
V2
+ 0.015
{ ( A / A1 )2 - 1 }
As per IRC: 5 -2015 Clause 106.6.2
17.88
(page no.23) Where, Mean Velocity
V
=
1.890 m/sec
Unobstructed Sectional Area
A
=
Total Area - Obstructed Area
Obstructed area
=
205.80
=
2 162.74 m
=
-
43.06
(Total Width of Slab X (Top of Box - Soffit)) + (No. of Walls*(Soffit-Raft Top)*Thickness of Wall)
=
49.00
x
0.700
+
4
x
3.648
x
0.60 = Total Area
= =
2 43.06 m
(Total Width of Box) - (HFL-Raft Top) 49.00
x
281.70
-
277.50 = Percentage of obstruction
=
2 205.80 m
Obstructed Area
x
Total Area =
43.06
x
100
205.80
Sectional Area at Obstruction Afflux
A1
=
20.92 %
=
2 119.69 m
=
0.182 mtr.
Hence OK.
100
5) Summary Catchment Area
25.90 Km2
Linear waterway
48.55 m
Manning's Discharge
529.76 m3/sec
Design Discharge
540.35 m3/sec
Rugosity coefficients Wetted area Wetted perimeter
0.030 229.15 m2 69.32 m
Hydraulic Mean Depth
3.022 m
Velocity
1.89 m/sec
Bed slope
1 in 1115
Clearance
1.2 m
Afflux
0.182 m
.
HYDRAULIC DESIGN OF MJBR-07 MC-18C AT CH. 0+835
DOCUMENT NO.
DATE
SHEET
CONTENT Sr. No.
Item Description
Page No.
1)
Catchment Area
i)
Toposheet Image
2)
L - Section
2 to 3
3)
Cross Section
4 to 5
4)
Hydraulic Calculation
i)
Data
6
ii)
Discharge calculation by Ingli's Formula
6
iii)
Discharge calculation by Dicken's Formula
6
iv)
Discharge calculation by Rational Method
6
v)
Design Discharge
6
vi)
Calculated HFL at Defined Section at Bridge Site
7
vii)
Manning Discharge
viii)
Calculation for linear waterway at HFL
10
ix)
Afflux Calculation
11
5)
Summary
12
6)
Drawing
13 to 14
1
7 to 9
1) L - SECTION LEVELS Calculation for Hydraulic Gradient S Chainage
Levels
U/S
Difference in
Chain age
Bed Level (m)
(m)
(m)
300
277.340
1
300
277.340
0
277.500
-0.160
270
277.220
2
270
277.220
-30
277.490
-0.270
240
277.270
3
240
277.270
-60
277.280
-0.010
210
277.320
4
210
277.320
-90
277.290
0.030
180
277.380
5
180
277.380
-120
277.270
0.110
150
277.450
6
150
277.450
-150
277.260
0.190
120
277.490
7
120
277.490
-180
277.190
0.300
90
277.520
8
90
277.520
-210
276.940
0.580
60
277.550
9
60
277.550
-240
276.900
0.650
10
30
277.530
-270
276.780
0.750
11
0
277.500
-300
276.710
0.790
Total
=
2.960
=
0.269
=
1115
in
1115
30
277.530
0.0
277.500
-30
277.490
-60
277.280
-90
277.290
-120
277.270
-150
277.260
-180
277.190
-210
276.940
-240
276.900
-270
276.780
-300
276.710
U/S levels
Location of Box culvert
D/S levels
Chain age
Bed Level (m)
D/S
Sr. no.
Total
Average Difference =
Bed Level
No. of Chain age Hydraulic Gradient Bed Slope
=
1
D/S
L- SECTION FOR NALLAH
U/S
280.000 279.000
LEVELS
278.000 277.000 276.000 275.000 274.000 273.000 -300
-270
-240
-210
-180
-150
-120
-90
At 0 m Chainage - Bridge Location. -60
-30
0
30
CHAINAGE
60
90
120
150
180
210
240
270
300
2) Cross section ion at at90m 150 m D/S D/S side SIDE Road Top Level Top of Box Bed Level at 90 m D/S HFL at proposed bridge HFL at 90 m D/S
= = = = =
281.700 281.548 277.280 282.300 282.219
Bed Level
HFL
Road Top Level
-34 -32
(m) 279.700 279.800
(m) 282.219 282.219
(m) 281.700 281.700
-30
279.800
282.219
281.700
-28
279.900
282.219
281.700
-26
279.800
282.219
281.700
-24
279.900
282.219
281.700
-22
279.900
282.219
281.700
-20
279.500
282.219
281.700
-18
279.500
282.219
281.700
-16
279.400
282.219
281.700
-14
278.800
282.219
281.700
-12
278.100
282.219
281.700
-10
277.400
282.219
281.700
-8
277.000
282.219
281.700
-6
277.100
282.219
281.700
-4
277.200
282.219
281.700
-2
277.200
282.219
281.700
0
277.280
282.219
281.700
2
277.300
282.219
281.700
4
277.300
282.219
281.700
6
277.300
282.219
281.700
Chainage
8
277.300
282.219
281.700
10
277.300
282.219
281.700
12
277.300
282.219
281.700
14
277.300
282.219
281.700
16
278.500
282.219
281.700
18
279.700
282.219
281.700
20
280.600
282.219
281.700
22
280.400
282.219
281.700
24
280.300
282.219
281.700
26
280.600
282.219
281.700
28
280.600
282.219
281.700
30
280.600
282.219
281.700
32
280.700
282.219
281.700
280.700
282.219
281.700
34
PAGE NO.7
m m m m m
CROSS SECTION OF NALLAH AT 90 m D/S 286.00 284.00
LEVELS
282.00 Formation level HFL
280.00 278.00
PROFILE
276.00 274.00 272.00 -34 -30 -26 -22 -18 -14 -10
-6
-2
2
CHAINAGE
PAGE NO.8
6
10
14
18
22
26
30
34
3) Hydraulic Calculations Catchment Area
=
No. of Span
=
25.90 Km2 5 no. 9.32 m
Span Length
=
Location of Defined Section
=
LBL at Proposed section
=
277.500 m
LBL at 90D/S
=
277.280 m
90 D/S
(As per Clause. 4.4 IRC:SP:13-2004)
3.1) Discharge calculation by Ingli's Formula = Q 125 x M (M+ 10) =
125x25.901 (25.901+10)
Q
=
540.35
m3/sec (As per Clause. 4.2 IRC:SP:13-2004)
3.2) Discharge calculation by Dicken's Formula Q
=
C
=
Q
= =
CM
3/4
14.0 14x(25.901)^3/4 160.74 m3/sec (As per Clause. 4.7.9 IRC:SP:13-2004)
3.3) Discharge calculation by Rational Method Q
=
0.028 P f A lc
=
Discharge in Cum/sec
=
% Co-efficient of runoff for the catchment characteristics
=
0.8
Where, Q P A
=
Area of Catchment in Ha.
f
= = =
2590.1 Fraction 0.910
Ic Q
Ha.
=
Critical intensity of rainfall in cm per hr.
=
1.593
= =
0.028 x 0.8 x 2590.1 x 0.91 x 1.593 m3/sec 84.105
cm/hr
So Final designed discharge
=
540.35
m3/sec
The HFL as per local inquiry and Discharge is calculated By Manning's Formula Calculation for Hydraulic Gradient Slope
=
1 in
1115
Hydraulic Gradient 1 in 1115
Calculated HFL at Defined
=
282.219
m
Compartment I Wetted
Diff. In GL.
Wetted
Chainage
GL.
Depth of water
1
2
3
-34
279.700
2.519
-32
279.800
2.419
2.469
2.00
4.939
0.100
2.002
-30
279.800
2.419
2.419
2.00
4.839
0.000
2.000
-28
279.900
2.319
2.369
2.00
4.739
0.100
2.002
-26
279.800
2.419
2.369
2.00
4.739
0.100
2.002
-24
279.900
2.319
2.369
2.00
4.739
0.100
2.002
-22
279.900
2.319
2.319
2.00
4.639
0.000
2.000
-20
279.500
2.719
2.519
2.00
5.039
0.400
2.040
-18
279.500
2.719
2.719
2.00
5.439
0.000
2.000
-16
279.400
2.819
2.769
2.00
5.539
0.100
2.002
-14
278.800
3.419
3.119
2.00
6.239
0.600
2.088
A1 =
50.89
P1 =
20.14
Mean depth
Length
4
5
6
7
8
118.020
Area
perimeter
Compartment I H.F.L Compartment
282.220 m
I
II
III
Rugosity coefficients
(n)
0.035
Wetted area (m2)
(A)
50.885
50.89
Wetted perimeter (m)
(P)
20.140
20.14
Hydraulic Mean Depth
( R)
2.527
Bed Slope
(S)
0.0009
Velocity =
R 2/3 x S 1/2
1.587
1.59
80.77
80.77
n Discharge (m3/sec)
(Q)
Manning's Discharge at HFL 282.22 m
=
80.77
m3/sec
Compartment II Chainage
GL.
Depth of water
1
2
3
4
5
6
7
8
-12
278.100
4.119
3.769
2.00
7.539
0.700
2.119
-10
277.400
4.819
4.469
2.00
8.939
0.700
2.119
-8
277.000
5.219
5.019
2.00
10.039
0.400
2.040
-6
277.100
5.119
5.169
2.00
10.339
0.100
2.002
-4
277.200
5.019
5.069
2.00
10.139
0.100
2.002
-2
277.200
5.019
5.019
2.00
10.039
0.000
2.000
0
277.280
4.939
4.979
2.00
9.959
0.080
2.002
2
277.300
4.919
4.929
2.00
9.859
0.020
2.000
Mean depth
Length
Wetted
Diff. In GL.
Area
Wetted perimeter
4
277.300
4.919
4.919
2.00
9.839
0.000
2.000
6
277.300
4.919
4.919
2.00
9.839
0.000
2.000
8
277.300
4.919
4.919
2.00
9.839
0.000
2.000
10
277.300
4.919
4.919
2.00
9.839
0.000
2.000
12
277.300
4.919
4.919
2.00
9.839
0.000
2.000
14
277.300
4.919
4.919
2.00
9.839
0.000
2.000
16
278.500
3.719
4.319
2.00
8.639
1.200
2.332
A1 =
144.52
P1 =
30.62
75.409
Compartment II H.F.L
282.220 m
Rugosity coefficients
(n)
0.030
Wetted area (m2)
(A)
144.518
144.52
Wetted perimeter (m)
(P)
30.617
30.62
Hydraulic Mean Depth
( R)
4.720
Bed Slope
(S)
0.0009
Velocity =
R 2/3 x S 1/2
2.809
2.81
405.98
405.98
n Discharge (m3/sec)
(Q)
Manning's Discharge at HFL 282.22 m
=
405.98
m3/sec
Compartment III Chainage
GL.
Depth of water
Mean depth
Length
1
2
3
4
5
6
7
8
18
279.700
2.519
3.119
2.00
6.239
1.200
2.332
20
280.600
1.619
2.069
2.00
4.139
0.900
2.193
22
280.400
1.819
1.719
2.00
3.439
0.200
2.010
24
280.300
1.919
1.869
2.00
3.739
0.100
2.002
26
280.600
1.619
1.769
2.00
3.539
0.300
2.022
28
280.600
1.619
1.619
2.00
3.239
0.000
2.000
30
280.600
1.619
1.619
2.00
3.239
0.000
2.000
32
280.700
1.519
1.569
2.00
3.139
0.100
2.002
34
280.700
1.519
1.519
2.00
3.039
0.000
2.000
A1 =
33.75
P1 =
18.56
316.024
Compartment III H.F.L
282.220 m
Wetted
Diff. In GL.
Area
Wetted perimeter
Rugosity coefficients
(n)
0.035
Wetted area (m2)
(A)
33.747
33.75
Wetted perimeter (m)
(P)
18.563
18.56
Hydraulic Mean Depth
( R)
1.818
Bed Slope
(S)
0.0009
R 2/3 x S 1/2
Velocity =
1.275
1.27
43.01
43.01
n Discharge (m3/sec)
(Q)
Manning's Discharge at HFL 282.22 m
=
43.01
m3/sec
Total Manning's Discharge Calculated as Above
=
529.76
m3/sec
% increase over inglis discharge
1.96
%
3.4) Calculation for linear waterway at HFL @ 90D/S Tallied HFL
=
282.220
m
LBL
=
277.500
m
Max. flood depth
D
=
4.720
m
Wetted area at HFL
A
=
229.15
m2
Linear waterway (L)
A/D
=
48.55
m
It is Proposed to Provide
=
5
Linear waterway is proposed
=
49.00
m
Width of inner wall
=
0.60
m
Width of end wall
=
0.70
m
No. of Wall
=
6
Linear waterway at site
=
46.60
Hence Ok
spans of
9.32
m
Nos. m
3.5) Calculation for Determination of Formation level at Defind D/S Side section Sr.No.
At Defined D/S
Particulars
1)
HFL
2)
Afflux maximum
-
0.182 m
3)
Clearance
-
1.200 m
4)
Soffit Level
-
283.682 m
5)
Top Slab Thickness
-
0.700 m
6)
Wearing Coat
-
0.065 m
7)
Top of Box
-
284.447 m
8)
Formation Level at defined c/s
-
281.700 m
Clearance
=
282.219 m
At Prop. section
1.200
m
3.6) Calculation for Scour Level Mean scour Depth
0.3 Db2
282.300 m
<
280.848 m
NOT OK
<
281.548 m
NOT OK
As per IRC: 5 -2015 Clause. 106.8.2 (page no.24)
dsm
=
1.34
x
As per IRC: 5 -2015 Clause 106.9.3.1
------
(page no.25)
Ksf Where, Db
=
Designed discharge in m3/s per meter width
dsm
=
Normal scour depth in m
Ksf
=
Silt factor for material obtain upto deepest anticipated scour As per IRC: 5 -2015 Clause 106.9.3.1 2.45 (Silt factor ) (page no.25)
Db
=
3 702.4524 m /sec As per IRC: 5 -2015 Clause 106.9.3.1
=
30% increased design Discharge is 702.45
(page no.25)
46.60 = dsm
=
15.07 m 1.34 x ((15.07^2)/2.45)^0.33
As per IRC: 5 -2015 Clause 106.9.3.1
6.06 m
(page no.25)
Scour Level
Bottom of Cut-off Wall
Outer Wall
=
276.235 m
>
274.200 m
Hence Ok
Inner Wall
=
276.235 m
>
274.200 m
Hence Ok
HFL
=
282.300 m
RTL
=
281.700 m
LBL Raft Top
=
277.5
=
277.2
1.265 Scour Level
=
276.235 m 3.0
Bottom of Cut-off Wall
=
274.2
The Span Arrangement of Bridge is as shown Above RTL
=
281.700 m
Top of Box
=
281.548 m
Soffit
=
280.848 m
H.F.L. at proposed section
=
281.700 m
L.B.L. at proposed section
=
277.500 m
Total discharge
=
529.764 cumec
3.7) Afflux Calculation by Molesworth's formula
Afflux
=
V2
+ 0.015
{ ( A / A1 )2 - 1 }
As per IRC: 5 -2015 Clause 106.6.2
17.88
(page no.23) Where, Mean Velocity
V
=
1.890 m/sec
Unobstructed Sectional Area
A
=
Total Area - Obstructed Area
Obstructed area
=
205.80
=
2 162.74 m
=
-
43.06
(Total Width of Slab X (Top of Box - Soffit)) + (No. of Walls*(Soffit-Raft Top)*Thickness of Wall)
=
49.00
x
0.700
+
4
x
3.648
x
0.60 = Total Area
= =
2 43.06 m
(Total Width of Box) - (HFL-Raft Top) 49.00
x
281.70
-
277.50 = Percentage of obstruction
=
2 205.80 m
Obstructed Area
x
Total Area =
43.06
x
100
205.80
Sectional Area at Obstruction Afflux
A1
=
20.92 %
=
2 119.69 m
=
0.182 mtr.
Hence OK.
100
5) Summary Catchment Area
25.90 Km2
Linear waterway
48.55 m
Manning's Discharge
529.76 m3/sec
Design Discharge
540.35 m3/sec
Rugosity coefficients Wetted area Wetted perimeter
0.030 229.15 m2 69.32 m
Hydraulic Mean Depth
3.022 m
Velocity
1.89 m/sec
Bed slope
1 in 1115
Clearance
1.2 m
Afflux
0.182 m
.
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