184.907 5i565m
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Hydrological calculations for Bridge at Chainage 184.907m
A)
B)
Input Data Design Chainage Skew Angle Catchment Area ,A Proposed span details
= = = =
Pier /internal wall width Abutment /External wall width Bed level
= = =
184.907 0 3.000 1 0 0 1.20 346.189
Empirical Formula Description
Dicken's
Ryve's
Value of C adopted in the present case Catchment area (M) (Sq Km) Discharge, Q (Cumecs)
19.000 3.000 43.311
10.000 3.000 20.801
(From Article-4 of IRC:SP:13-2004)
By Rational Method Area of catchment, A Length of longest stream, L The fall in level between source and bridge site, H Average grade-source to site (in percent) R
= =
= = = = 50 year 24 hour point rainfall 16 cm
3.000 2.257 15 (H/L)*100
tc
F
= = = = =
Time of concentration 0.9 x L / (M 0.1 x S 0.2) Where, 1.349 hr. L in miles and M in sq miles Areal Reduction Factor (for tc=1.349 hr and area=3 sq km) 0.85 (From Table under Para 2.1.1 of B and Flood Wing Report No. RBF Runoff Coefficient 0.415 x (R x F)0.2 0.70
C
= = =
tc hr. ratio 1 hr. ratio
= =
K
=
R50(24)
=
R50(1)
=
70 mm
R50(tc)
= = = = =
K x R50(1)
I
Design Flood Discharge , Q
= =
0.560 1.000
(For Zone-3 from Figure - 4 of Bridges and Flood Wing Report No. RBF - 16)
tc hr. ratio / 1 hr. ratio 0.56 16 cm
(For Subzone-3h from Figure - 3.7 : Krishna and Penner Basin o Flood Wing Report No. RBF - 16)
39.2 mm 50 year rainfall intensity (mm/hr) lasting for tc hr. duration R50(tc)/tc 29.061
mm/hr.
0.278 x C I A 16.952
m3/sec
Longitudinal Section
346.700
346.650
346.600
f(x) = - 0.00353x + 346.964
346.550 Column M Linear (Column M)
346.500
346.450
346.400
346.350 100
110
120
130
140
150
160
170
180
190
200
D)
Average Bed Slope of River, S Manning's Coefficient,n
= =
0.003200 0.055
Discharge by Dicken's formula Ryve's formula Rational Method Design Discharge as per above methods DPR Discharge Maximum Discharge
= = = = = =
43.311 20.801 16.952 31.201 31.201 31.201
cumecs cumecs cumecs cumecs cumecs cumecs
HFL Calculation Design Discharge
=
31.201
cumecs
(Rugosity Co- efficient,n table 5.1 of IRC:SP:13
349.000 348.500 348.000 347.500 347.000 346.500 346.000 345.500 0.000
2.000
4.000
6.000 Column D
8.000
10.000 Column E
12.000
14.000
16.000
Check: It should not be more tha (Cl. 6.2.1, IRC:SP:13-2004)
Distance (m)
RL of Existing GL (m)
RL of Modified GL (m)
HFL (m)
Area, a (sqm)
Wetted Perimeter,p (m)
0.000 2.696 7.190 11.930 14.000
348.834 348.290 346.491 346.650 347.969
347.500 346.620 346.648 348.129 347.969
348.788 348.788 348.788 348.788 348.788
4.658 9.679 6.633 1.529
2.836 4.494 4.966 2.076
An1=
22.500
14.372
C/S area of stream ,An1 = Average depth (i.e davg considered with in the entire cross section), d avg= Wetted perimeter ∑P = Hydraulic Radius, (r=An1/∑P) = Discharge (Q) = Lowest Bed Level
22.500 m2 1.446 m 14.372 m 1.566 m 31.201 m3/sec 346.620 m
E)
Afflux calculations Design Discharge Area of C/S at bridge location Velocity of Water V=Q/A HFL Bed Level Effective Linear waterway provided (no of spans *length of each span (i.e c/c of bearings))-(no. of piers * width of pier)-(Abutment width)
= = = = =
31.201 22.500 1.387 348.788 346.620
L provided
=
18.800
W
= =
26.812 348.788
Average depth of flow at bridge cross section (d avg) ( i.e davg considered b/w the Extream edges of the bridge cross section)
=
2.599
Area before construction, An1 Average velocity prior to construction, Vn1=Q/An1
= =
51.977 0.600
Area after construction,An1* (An1* calculated from RLs which we have considered in between the Extream edges of the bridge cross section taken from the topo survey)
=
22.500
=
48.858
=
0.639
=
0.005
=
348.792
Regime width HFL (Without Afflux)
4.8 x Q^0.5
Net C/S area of flow under bridge, An2=(An1-(no. of piers*width of piers * depth (d avg))-(width of abutment*depth (davg))), An1 calculated as mentioned above so we have to deduct two times of abutment thickness Average Velocity after construction, Vn2= Q/An2 Afflux due to construction (by Molesworth Formula), h= [(Vn1^2)/17.88+0.015] [ (An1/An2)^2-1] Design HFL
F) i.
Scour Depth calculations Normal scour depth Dsm = 1.34 x (Db2/ksf)1/3
(As per article-9 of SP:13-2004)
Dsm is the normal ( mean) depth of scour below HFL in m Db is the discharge in cumec per m width of effective waterway ksf is the silt factor for sample of bed material Ksf = 1.76 x (dm) 0.5
(cl.703.2.2 of IRC :78-2000)
dm is the weighted mean diameter of bed material in mm According to Clause 703.1.1 IRC:78-2000 To provide for an adequate margin of safety, the scour for foundation shall be designed for larger discharge over the discharge obtained (IRC:5) Design discharge is increased in percnetage depending upon the catchment area Actual Discharge calculated = 31.201 Increase in design discharge for scour depth calculation = 30% Discharge per m width of the Linear water way Db = 2.16 Silt factor for the bed material ksf = 2.060 ii.
Normal scour depth, Dsm
=
1.758
Maximum scour depth Clause 703.3 of IRC:78-2000 Flood without seismic combination The maximum scour depth may be adopted as 2 x Dsm For Box
=
3.517
1.27 x Dsm For Abutments = 2.233 Flood with seismic combination For considering load combination of flood and seismic load together with other appropriate combinations given elsewhere , the maximum scour depth given above may be reduced by 0.9 The maximum scour depth may be adopted as 0.9 x 1.27 x Dsm For Abutments = 2.010 Normal Scour level For abutment = 346.555 For Pier = 345.271
H.
Check for free board Free board is the difference between HFL and road formation level Free board required (Cl.107.1 of IRC :5-1998) Min FRL required for New bridge
= =
1.750 350.542
m km degree km2 20.000 m 0.000 m m m m
km2 km m =
1.158 1.402 0.009 0.665
Mile2 Mile Mile
and M in sq miles
e under Para 2.1.1 of Bridges Wing Report No. RBF - 16)
- 4 of Bridges and
and Penner Basin of Bridges and
table 5.1 of IRC:SP:13-2004)
hould not be more than 1.5*next max. Discharge IRC:SP:13-2004)
Depth, d (m) 2.168 2.140 0.659 0.819
1.446
Cumecs Sq.m m/sec m m m m m m sq m m/s sq m
sq m
m/s m m
be designed
cumecs (As per cl.703.1.1 of IRC:78-2000) m From Geotech report m
m m
m m m
m m
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
Annexure-1 Chaung Name Proposed chainage Skew Angle
Twaose chaung 519+906 0
km Degree
(1) By Unit Hydrograph Method Step : - 1 Determination of Physiographic Parameter Area, A Length of longest stream, L Length of main stream from bridge gauging site to a point nearest to centriod of the stream basin along stream course, Lc
Sl No
Equivalent stream slope
(1) 1 2 3 4 5 6 7 8 9 10 11 12 13 SUM
(*)
Reduced Distance Reduced Length of Starting From Level of Each Segment Bridge Site River Bed (Li) (km) (Point of Study) (m) (km)
(2) 0.00 1.599 4.068 5.359 7.529 8.448 9.197 14.221 15.695 17.012 21.479 23.105 23.965
(3) 280 290 300 310 320 330 340 400 410 420 440 460 470
(4) 1.60 2.47 1.29 2.17 0.92 0.75 5.02 1.47 1.32 4.47 1.63 0.86 23.97
Reduced level of river bed at the point of study, i.e. 280m
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV S
= =
[Sum(Li x (Di-1 + Di))]/L2 7.51
Step : - 2 Determination of Synthetic (1-hr) Unitgraph Parameterrs Time from the center of Unit rainfall duration to the peak of Unit Hydrograph tp = 0.583*[LLc / (S)^0.5]^(0.302) = 2.287 say 2.30 Peak discharge of hydrograph per unit area qp = 1.914*[tp]^(-0.753) = 1.027 Width of U. G. measured at 50% maximum discharge ordinate W50 = 1.849*[qp]^(-0.976) = 1.80 Width of U. G. measured at 75% maximum discharge ordinate W75 = 0.955*[qp]^(-0.792) = 0.94 Width of the rising side of U. G. measured at 50% of maximum discharge ordinate WR50 = 0.738*[qp]^(-0.781) = 0.72 Width of the rising side of U. G. measured at 75% of maximum discharge ordinate WR75 = 0.438*[qp]^(-0.641) = 0.43
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
Base width of Unit Hydrograph TB
= =
7.042*[(tp)^(0.559)] 11.18 11.00
say Time from start of rise to the peak of unit hydrograph Tm = = Peak discharge of Unit Hydrograph Qp = = say
tp + tr/2 2.8 qp * A 57.87 58.00
Step : - 3 Drawing of Synthetic Unitgraph
Estimated parameter of Unitgraph in step-2 were plotted to scale. The plotted points were jo The discharge ordinates of unitgraph at ti=tr=1 hr interval were summed up and compared w runoff as calculated below Time (in hrs) 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 3.25 3.50 3.75 4.00 4.25 4.50 4.75 5.00 5.25 5.50 5.75 6.00 6.25
1-hr Synthetic U.G. ordinates 0.00 1.00 2.00 3.00 5.00 7.00 10.00 12.00 20.00 29.00 43.50 50.00 58.00 50.00 43.50 35.00 31.00 29.00 24.00 22.00 19.00 17.00 15.00 13.50 12.50 11.50
70.00
Qp 60.00
50.00
75% Qp
40.00
W75 30.00
W50
50% of Qp
20.00
10.00
0.00 0
1
2
3
4
5
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV 6.50 6.75 7.00 7.25 7.50 7.75 8.00 8.25 8.50 8.75 9.00 9.25 9.50 9.75 10.00 10.25 10.50 10.75 11.00 11.25 11.50 11.75 12.00 Sum
10.50 9.50 8.50 7.50 6.50 5.50 4.00 3.00 2.00 1.25 0.75 0.50 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.00 156.38
Sum(Qi)
= =
cumecs (A*d)/(tr*0.36) 156.59
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV Since Eq-1 = Eq-2, so unitgraph drawn is in order Step : - 4 Estimation of design storm duration The design storm duration TD = = Say
1.1 * tp 2.53 3.00
Step : - 5 Estimation of point rainfall and areal rainfall 100-yr, 24-hr rainfall Ratio of 3-hr rainfall to 24-hr rainfall So, 100-yr 3-hr point rainfall Areal reduction factor corresponding to area 56.372sq km and TD=3 hrs So, 100-yr 3-hr areal rainfall Step : - 6 Time distribution of Areal Rainfall and Calculation of Rainfall Excess This 100-yr 3-hrs areal rainfall is distributed as below (from Annexure-4.3)
Duration (hrs)
Distribution coefficient
Storm Rainfall (cm)
Hourly Rainfall Increament (cm)
1 2 3
0.77 0.93 1.00
8.60 10.39 11.17
8.60 1.79 0.78
Note: Design loss rate in this zone is recommended as 0.5 cm/hr as per part 3.6 of flood estim Narmadha -Tapi sub zone -3b (revised) Step : - 7 Estimation of base flow
The design base flow Adopting a design base flow of 0.05 cumec per sq.km.recommended for this zone (from para 3 for lower Narmada and Tapi subzone-3(b)-(revised))) Total base flow design base flow Qb
= =
0.05 2.8186
cumec/sq.km cumecs
Step : - 8 Estimation of 100-yr Flood Peak
For the estimation of the peak discharge the effective rainfall units were re-arranged aga maximum effective rainfall was placed against the maximum U.G. ordinates, the next lower the the next lower value of U.G. ordinates and so on as shown below:
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
Total Base Flow 100-yr peak flood
U.G. Ordinates (cumec)
1-hr effective rainfall (cm)
Direct Runoff (cumecs)
58.00 50.00 50.00
8.10 1.29 0.28
469.94 64.38 14.10
= = =
548.42 2.82 551.24
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
Annexure-1
= =
56.37 23.80
sq km km
10.64 =
km
Height Above Datum* (Di)=Differe (Di-1 + Di) Li x (Di-1 + nce Between Di) (m*km) (m) the Datum Line and its R.L (m) (5) 10.00 20.00 30.00 40.00 50.00 60.00 120.00 130.00 140.00 160.00 180.00 190.00
(6) 10.00 30.00 50.00 70.00 90.00 110.00 180.00 250.00 270.00 300.00 340.00 370.00
point of study, i.e. 280m
(7) 15.99 74.07 64.55 151.90 82.71 82.39 904.32 368.50 355.59 1340.10 552.84 318.20 4311.16
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
i x (Di-1 + Di))]/L2 m/km
ydrograph [LLc / (S)^0.5]^(0.302) hrs hrs
[tp]^(-0.753) cumecs per sq km
[qp]^(-0.976) hrs
[qp]^(-0.792) hrs
charge ordinate [qp]^(-0.781) hrs
charge ordinate [qp]^(-0.641) hrs
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
[(tp)^(0.559)] hrs hrs
hrs
cumecs cumecs
. The plotted points were ed to draw synthetic unitgraph. ummed up and compared with the volume of 1.00 cm direct
Qp
75% Qp W75
W50
2
3
50% of Qp
4
5
6
7
Column C
8
9
10
11
12
13
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
……1
cumecs
……2
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
hrs hrs
= = =
24.00 0.49 11.76
= =
0.950 11.17
cm
(From Plate-10) (from Fig-10)
cm (From Fig 12 (a) or 12 (b)) cm
n of Rainfall Excess
Design Loss Rate (cm/hr)
Rainfall Excess (cms)
0.5 0.5 0.5
8.10 1.29 0.28
s per part 3.6 of flood estimation report lower
ed for this zone (from para 3.7 of flood estimation report
units were re-arranged against the ordinates such that the . ordinates, the next lower value of effective rainfall against ow:
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
cumecs cumecs cumecs
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
Input Data Chaung Name Design Chainage Skew Angle Catchment Area ,A Existing/Proposed span details Pier /internal wall width Abutment /External wall width
A)
Empirical Formula Description
Dicken's
Ryve's
Value of C adopted in the present case Catchment area (M) (Sq Km) Discharge, Q (Cumecs)
12.000 56.372 246.876
8.500 56.372 124.967
Longitudinal Section 272.500 272.000 f(x) = - 0.0032805958x + 271.909224505
271.500 271.000 270.500
Column I
270.000
Linear (Co
269.500 269.000 268.500 268.000 0
100
200
300
Average Bed Slope of River, S
400
500
600
700
=
800
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV Manning's Coefficient,n
=
Discharge by SUH Method Dicken's formula Ryve's formula Design Discharge Maximum Discharge
= = = = =
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV D)
HFL Calculation Design Discharge
=
276.000 275.000 274.000 273.000 272.000 271.000 270.000 269.000 268.000 0.000
10.000
20.000
30.000 Column D
Column E
Distance (m)
RL of Existing GL (m)
RL of Modified GL (m)
0.000 5.126 10.324 14.629 20.585 24.112 39.835 43.277 48.070 54.293 55.000
274.654 274.316 273.327 272.042 271.635 270.882 270.968 271.696 272.271 272.740 274.800
274.654 274.316 273.327 272.042 271.635 270.882 270.968 271.696 272.271 272.740 274.800
C/S area of stream ,An1 = Average depth (i.e davg considered with in the entire cross section), d avg= Wetted perimeter ∑P = Hydraulic Radius, (r=An1/∑P) = Discharge (Q) = Lowest Bed Level E)
40.000
Afflux calculations Design Discharge Area of C/S at bridge location Velocity of Water V=Q/A
118.918 m2 2.318 m 51.848 m 2.294 m 216.017 m3/sec 270.882 m
50.000
60.000
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV HFL Bed Level Effective Linear waterway provided (no of spans *length of each span (i.e c/c of bearings))-(no. of piers * width of pier)-(Abutment width)
Regime width HFL (Without Afflux)
4.8 x Q^0.5
Average depth of flow at bridge cross section (d avg) ( i.e davg considered b/w the Extream edges of the bridge cross section) Area before construction, An1 Average velocity prior to construction, Vn1=Q/An1 Area after construction,An1* (An1* calculated from RLs which we have considered in between the Extream edges of the bridge cross section taken from the topo survey) Net C/S area of flow under bridge, An2=(An1*-(no. of piers*width of piers * depth (d avg))-(2*width of abutment*depth (davg))), An1* calculated as mentioned above so we have to deduct two times of abutment thickness Average Velocity after construction, Vn2= Q/An2 Afflux due to construction (by Molesworth Formula), h= [(Vn1^2)/17.88+0.015] [ (An1/An2)^2-1] Design HFL
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
H.
Check for free board Free board is the difference between HFL and road formation level Free board required (Cl.107.1 of IRC :5-1998) Min FRL required for New bridge
I.
Recommendation Design Discharge, Q Design Affluxed HFL Average Velocity, Vn2 Required vertical clearance Minimu soffit level required
00
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
= = =
Twaose chaung 519+906 Km 0 degree
= = = =
56.37 Km2 3 18.000 m 1.5 m 1.75 m
(From Article-4 of IRC:SP:13-2004)
Column I Linear (Column I)
800
0.0033
Cum RD (m) 0 136 253 326 433 605 717
Avg bed level @ C/S (m) 272.185 271.015 270.941 270.925 270.903 269.710 269.583
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV 0.055
551.238 246.876 124.967 339.454 339.454
(Rugosity Co- efficient,n table 5.1 of IRC:SP:13-2004)
cumecs cumecs cumecs cumecs cumecs
From Annexure-1
000
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
339.454
50.000
HFL (m) 274.263 274.263 274.263 274.263 274.263 274.263 274.263 274.263 274.263 274.263 274.263 An1=
cumecs
60.000
Area, a (sqm)
Wetted Depth, d (m) Perimeter,p (m)
-
-
-
2.296 6.796 14.441 10.597 52.486 10.089 10.926 10.938 0.349 118.918
5.291 4.493 5.970 3.606 15.723 3.518 4.827 6.241 2.178 51.848
0.936 2.221 2.628 3.381 3.295 2.567 1.992 1.523
= = =
216.017 118.918 1.817
2.318
Cumecs Sq.m m/sec
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV = =
274.263 270.882
m m
L provided
=
49.250
m
W
= =
70.548 274.263
m m
=
2.318
m
= =
118.918 1.817
sq m m/s
we have considered in from the topo survey)
=
118.918
sq m
of abutment*depth duct two times of
=
103.851
sq m
=
2.080
m/s
=
0.062
m
=
274.325
m
section)
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
= =
= = = = =
1.750 m 276.075 m
216.017 274.325 2.080 0.9 275.225
cumecs m m/sec m m
A)
B)
Input Data Design Chainage Skew Angle Catchment Area ,A Proposed span details
= = = =
Pier /internal wall width Abutment /External wall width Bed level
= = =
184.907 0 3.000 1 0 0 1.20 346.189
Empirical Formula Description
Dicken's
Ryve's
Value of C adopted in the present case Catchment area (M) (Sq Km) Discharge, Q (Cumecs)
19.000 3.000 43.311
10.000 3.000 20.801
(From Article-4 of IRC:SP:13-2004)
By Rational Method Area of catchment, A Length of longest stream, L The fall in level between source and bridge site, H Average grade-source to site (in percent) R
= =
= = = = 50 year 24 hour point rainfall 16 cm
3.000 2.257 15 (H/L)*100
tc
F
= = = = =
Time of concentration 0.9 x L / (M 0.1 x S 0.2) Where, 1.349 hr. L in miles and M in sq miles Areal Reduction Factor (for tc=1.349 hr and area=3 sq km) 0.85 (From Table under Para 2.1.1 of B and Flood Wing Report No. RBF Runoff Coefficient 0.415 x (R x F)0.2 0.70
C
= = =
tc hr. ratio 1 hr. ratio
= =
K
=
R50(24)
=
R50(1)
=
70 mm
R50(tc)
= = = = =
K x R50(1)
I
Design Flood Discharge , Q
= =
0.560 1.000
(For Zone-3 from Figure - 4 of Bridges and Flood Wing Report No. RBF - 16)
tc hr. ratio / 1 hr. ratio 0.56 16 cm
(For Subzone-3h from Figure - 3.7 : Krishna and Penner Basin o Flood Wing Report No. RBF - 16)
39.2 mm 50 year rainfall intensity (mm/hr) lasting for tc hr. duration R50(tc)/tc 29.061
mm/hr.
0.278 x C I A 16.952
m3/sec
Longitudinal Section
346.700
346.650
346.600
f(x) = - 0.00353x + 346.964
346.550 Column M Linear (Column M)
346.500
346.450
346.400
346.350 100
110
120
130
140
150
160
170
180
190
200
D)
Average Bed Slope of River, S Manning's Coefficient,n
= =
0.003200 0.055
Discharge by Dicken's formula Ryve's formula Rational Method Design Discharge as per above methods DPR Discharge Maximum Discharge
= = = = = =
43.311 20.801 16.952 31.201 31.201 31.201
cumecs cumecs cumecs cumecs cumecs cumecs
HFL Calculation Design Discharge
=
31.201
cumecs
(Rugosity Co- efficient,n table 5.1 of IRC:SP:13
349.000 348.500 348.000 347.500 347.000 346.500 346.000 345.500 0.000
2.000
4.000
6.000 Column D
8.000
10.000 Column E
12.000
14.000
16.000
Check: It should not be more tha (Cl. 6.2.1, IRC:SP:13-2004)
Distance (m)
RL of Existing GL (m)
RL of Modified GL (m)
HFL (m)
Area, a (sqm)
Wetted Perimeter,p (m)
0.000 2.696 7.190 11.930 14.000
348.834 348.290 346.491 346.650 347.969
347.500 346.620 346.648 348.129 347.969
348.788 348.788 348.788 348.788 348.788
4.658 9.679 6.633 1.529
2.836 4.494 4.966 2.076
An1=
22.500
14.372
C/S area of stream ,An1 = Average depth (i.e davg considered with in the entire cross section), d avg= Wetted perimeter ∑P = Hydraulic Radius, (r=An1/∑P) = Discharge (Q) = Lowest Bed Level
22.500 m2 1.446 m 14.372 m 1.566 m 31.201 m3/sec 346.620 m
E)
Afflux calculations Design Discharge Area of C/S at bridge location Velocity of Water V=Q/A HFL Bed Level Effective Linear waterway provided (no of spans *length of each span (i.e c/c of bearings))-(no. of piers * width of pier)-(Abutment width)
= = = = =
31.201 22.500 1.387 348.788 346.620
L provided
=
18.800
W
= =
26.812 348.788
Average depth of flow at bridge cross section (d avg) ( i.e davg considered b/w the Extream edges of the bridge cross section)
=
2.599
Area before construction, An1 Average velocity prior to construction, Vn1=Q/An1
= =
51.977 0.600
Area after construction,An1* (An1* calculated from RLs which we have considered in between the Extream edges of the bridge cross section taken from the topo survey)
=
22.500
=
48.858
=
0.639
=
0.005
=
348.792
Regime width HFL (Without Afflux)
4.8 x Q^0.5
Net C/S area of flow under bridge, An2=(An1-(no. of piers*width of piers * depth (d avg))-(width of abutment*depth (davg))), An1 calculated as mentioned above so we have to deduct two times of abutment thickness Average Velocity after construction, Vn2= Q/An2 Afflux due to construction (by Molesworth Formula), h= [(Vn1^2)/17.88+0.015] [ (An1/An2)^2-1] Design HFL
F) i.
Scour Depth calculations Normal scour depth Dsm = 1.34 x (Db2/ksf)1/3
(As per article-9 of SP:13-2004)
Dsm is the normal ( mean) depth of scour below HFL in m Db is the discharge in cumec per m width of effective waterway ksf is the silt factor for sample of bed material Ksf = 1.76 x (dm) 0.5
(cl.703.2.2 of IRC :78-2000)
dm is the weighted mean diameter of bed material in mm According to Clause 703.1.1 IRC:78-2000 To provide for an adequate margin of safety, the scour for foundation shall be designed for larger discharge over the discharge obtained (IRC:5) Design discharge is increased in percnetage depending upon the catchment area Actual Discharge calculated = 31.201 Increase in design discharge for scour depth calculation = 30% Discharge per m width of the Linear water way Db = 2.16 Silt factor for the bed material ksf = 2.060 ii.
Normal scour depth, Dsm
=
1.758
Maximum scour depth Clause 703.3 of IRC:78-2000 Flood without seismic combination The maximum scour depth may be adopted as 2 x Dsm For Box
=
3.517
1.27 x Dsm For Abutments = 2.233 Flood with seismic combination For considering load combination of flood and seismic load together with other appropriate combinations given elsewhere , the maximum scour depth given above may be reduced by 0.9 The maximum scour depth may be adopted as 0.9 x 1.27 x Dsm For Abutments = 2.010 Normal Scour level For abutment = 346.555 For Pier = 345.271
H.
Check for free board Free board is the difference between HFL and road formation level Free board required (Cl.107.1 of IRC :5-1998) Min FRL required for New bridge
= =
1.750 350.542
m km degree km2 20.000 m 0.000 m m m m
km2 km m =
1.158 1.402 0.009 0.665
Mile2 Mile Mile
and M in sq miles
e under Para 2.1.1 of Bridges Wing Report No. RBF - 16)
- 4 of Bridges and
and Penner Basin of Bridges and
table 5.1 of IRC:SP:13-2004)
hould not be more than 1.5*next max. Discharge IRC:SP:13-2004)
Depth, d (m) 2.168 2.140 0.659 0.819
1.446
Cumecs Sq.m m/sec m m m m m m sq m m/s sq m
sq m
m/s m m
be designed
cumecs (As per cl.703.1.1 of IRC:78-2000) m From Geotech report m
m m
m m m
m m
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
Annexure-1 Chaung Name Proposed chainage Skew Angle
Twaose chaung 519+906 0
km Degree
(1) By Unit Hydrograph Method Step : - 1 Determination of Physiographic Parameter Area, A Length of longest stream, L Length of main stream from bridge gauging site to a point nearest to centriod of the stream basin along stream course, Lc
Sl No
Equivalent stream slope
(1) 1 2 3 4 5 6 7 8 9 10 11 12 13 SUM
(*)
Reduced Distance Reduced Length of Starting From Level of Each Segment Bridge Site River Bed (Li) (km) (Point of Study) (m) (km)
(2) 0.00 1.599 4.068 5.359 7.529 8.448 9.197 14.221 15.695 17.012 21.479 23.105 23.965
(3) 280 290 300 310 320 330 340 400 410 420 440 460 470
(4) 1.60 2.47 1.29 2.17 0.92 0.75 5.02 1.47 1.32 4.47 1.63 0.86 23.97
Reduced level of river bed at the point of study, i.e. 280m
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV S
= =
[Sum(Li x (Di-1 + Di))]/L2 7.51
Step : - 2 Determination of Synthetic (1-hr) Unitgraph Parameterrs Time from the center of Unit rainfall duration to the peak of Unit Hydrograph tp = 0.583*[LLc / (S)^0.5]^(0.302) = 2.287 say 2.30 Peak discharge of hydrograph per unit area qp = 1.914*[tp]^(-0.753) = 1.027 Width of U. G. measured at 50% maximum discharge ordinate W50 = 1.849*[qp]^(-0.976) = 1.80 Width of U. G. measured at 75% maximum discharge ordinate W75 = 0.955*[qp]^(-0.792) = 0.94 Width of the rising side of U. G. measured at 50% of maximum discharge ordinate WR50 = 0.738*[qp]^(-0.781) = 0.72 Width of the rising side of U. G. measured at 75% of maximum discharge ordinate WR75 = 0.438*[qp]^(-0.641) = 0.43
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
Base width of Unit Hydrograph TB
= =
7.042*[(tp)^(0.559)] 11.18 11.00
say Time from start of rise to the peak of unit hydrograph Tm = = Peak discharge of Unit Hydrograph Qp = = say
tp + tr/2 2.8 qp * A 57.87 58.00
Step : - 3 Drawing of Synthetic Unitgraph
Estimated parameter of Unitgraph in step-2 were plotted to scale. The plotted points were jo The discharge ordinates of unitgraph at ti=tr=1 hr interval were summed up and compared w runoff as calculated below Time (in hrs) 0.00 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 3.25 3.50 3.75 4.00 4.25 4.50 4.75 5.00 5.25 5.50 5.75 6.00 6.25
1-hr Synthetic U.G. ordinates 0.00 1.00 2.00 3.00 5.00 7.00 10.00 12.00 20.00 29.00 43.50 50.00 58.00 50.00 43.50 35.00 31.00 29.00 24.00 22.00 19.00 17.00 15.00 13.50 12.50 11.50
70.00
Qp 60.00
50.00
75% Qp
40.00
W75 30.00
W50
50% of Qp
20.00
10.00
0.00 0
1
2
3
4
5
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV 6.50 6.75 7.00 7.25 7.50 7.75 8.00 8.25 8.50 8.75 9.00 9.25 9.50 9.75 10.00 10.25 10.50 10.75 11.00 11.25 11.50 11.75 12.00 Sum
10.50 9.50 8.50 7.50 6.50 5.50 4.00 3.00 2.00 1.25 0.75 0.50 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.25 0.00 156.38
Sum(Qi)
= =
cumecs (A*d)/(tr*0.36) 156.59
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV Since Eq-1 = Eq-2, so unitgraph drawn is in order Step : - 4 Estimation of design storm duration The design storm duration TD = = Say
1.1 * tp 2.53 3.00
Step : - 5 Estimation of point rainfall and areal rainfall 100-yr, 24-hr rainfall Ratio of 3-hr rainfall to 24-hr rainfall So, 100-yr 3-hr point rainfall Areal reduction factor corresponding to area 56.372sq km and TD=3 hrs So, 100-yr 3-hr areal rainfall Step : - 6 Time distribution of Areal Rainfall and Calculation of Rainfall Excess This 100-yr 3-hrs areal rainfall is distributed as below (from Annexure-4.3)
Duration (hrs)
Distribution coefficient
Storm Rainfall (cm)
Hourly Rainfall Increament (cm)
1 2 3
0.77 0.93 1.00
8.60 10.39 11.17
8.60 1.79 0.78
Note: Design loss rate in this zone is recommended as 0.5 cm/hr as per part 3.6 of flood estim Narmadha -Tapi sub zone -3b (revised) Step : - 7 Estimation of base flow
The design base flow Adopting a design base flow of 0.05 cumec per sq.km.recommended for this zone (from para 3 for lower Narmada and Tapi subzone-3(b)-(revised))) Total base flow design base flow Qb
= =
0.05 2.8186
cumec/sq.km cumecs
Step : - 8 Estimation of 100-yr Flood Peak
For the estimation of the peak discharge the effective rainfall units were re-arranged aga maximum effective rainfall was placed against the maximum U.G. ordinates, the next lower the the next lower value of U.G. ordinates and so on as shown below:
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
Total Base Flow 100-yr peak flood
U.G. Ordinates (cumec)
1-hr effective rainfall (cm)
Direct Runoff (cumecs)
58.00 50.00 50.00
8.10 1.29 0.28
469.94 64.38 14.10
= = =
548.42 2.82 551.24
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
Annexure-1
= =
56.37 23.80
sq km km
10.64 =
km
Height Above Datum* (Di)=Differe (Di-1 + Di) Li x (Di-1 + nce Between Di) (m*km) (m) the Datum Line and its R.L (m) (5) 10.00 20.00 30.00 40.00 50.00 60.00 120.00 130.00 140.00 160.00 180.00 190.00
(6) 10.00 30.00 50.00 70.00 90.00 110.00 180.00 250.00 270.00 300.00 340.00 370.00
point of study, i.e. 280m
(7) 15.99 74.07 64.55 151.90 82.71 82.39 904.32 368.50 355.59 1340.10 552.84 318.20 4311.16
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
i x (Di-1 + Di))]/L2 m/km
ydrograph [LLc / (S)^0.5]^(0.302) hrs hrs
[tp]^(-0.753) cumecs per sq km
[qp]^(-0.976) hrs
[qp]^(-0.792) hrs
charge ordinate [qp]^(-0.781) hrs
charge ordinate [qp]^(-0.641) hrs
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
[(tp)^(0.559)] hrs hrs
hrs
cumecs cumecs
. The plotted points were ed to draw synthetic unitgraph. ummed up and compared with the volume of 1.00 cm direct
Qp
75% Qp W75
W50
2
3
50% of Qp
4
5
6
7
Column C
8
9
10
11
12
13
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
……1
cumecs
……2
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
hrs hrs
= = =
24.00 0.49 11.76
= =
0.950 11.17
cm
(From Plate-10) (from Fig-10)
cm (From Fig 12 (a) or 12 (b)) cm
n of Rainfall Excess
Design Loss Rate (cm/hr)
Rainfall Excess (cms)
0.5 0.5 0.5
8.10 1.29 0.28
s per part 3.6 of flood estimation report lower
ed for this zone (from para 3.7 of flood estimation report
units were re-arranged against the ordinates such that the . ordinates, the next lower value of effective rainfall against ow:
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
cumecs cumecs cumecs
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
Input Data Chaung Name Design Chainage Skew Angle Catchment Area ,A Existing/Proposed span details Pier /internal wall width Abutment /External wall width
A)
Empirical Formula Description
Dicken's
Ryve's
Value of C adopted in the present case Catchment area (M) (Sq Km) Discharge, Q (Cumecs)
12.000 56.372 246.876
8.500 56.372 124.967
Longitudinal Section 272.500 272.000 f(x) = - 0.0032805958x + 271.909224505
271.500 271.000 270.500
Column I
270.000
Linear (Co
269.500 269.000 268.500 268.000 0
100
200
300
Average Bed Slope of River, S
400
500
600
700
=
800
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV Manning's Coefficient,n
=
Discharge by SUH Method Dicken's formula Ryve's formula Design Discharge Maximum Discharge
= = = = =
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV D)
HFL Calculation Design Discharge
=
276.000 275.000 274.000 273.000 272.000 271.000 270.000 269.000 268.000 0.000
10.000
20.000
30.000 Column D
Column E
Distance (m)
RL of Existing GL (m)
RL of Modified GL (m)
0.000 5.126 10.324 14.629 20.585 24.112 39.835 43.277 48.070 54.293 55.000
274.654 274.316 273.327 272.042 271.635 270.882 270.968 271.696 272.271 272.740 274.800
274.654 274.316 273.327 272.042 271.635 270.882 270.968 271.696 272.271 272.740 274.800
C/S area of stream ,An1 = Average depth (i.e davg considered with in the entire cross section), d avg= Wetted perimeter ∑P = Hydraulic Radius, (r=An1/∑P) = Discharge (Q) = Lowest Bed Level E)
40.000
Afflux calculations Design Discharge Area of C/S at bridge location Velocity of Water V=Q/A
118.918 m2 2.318 m 51.848 m 2.294 m 216.017 m3/sec 270.882 m
50.000
60.000
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV HFL Bed Level Effective Linear waterway provided (no of spans *length of each span (i.e c/c of bearings))-(no. of piers * width of pier)-(Abutment width)
Regime width HFL (Without Afflux)
4.8 x Q^0.5
Average depth of flow at bridge cross section (d avg) ( i.e davg considered b/w the Extream edges of the bridge cross section) Area before construction, An1 Average velocity prior to construction, Vn1=Q/An1 Area after construction,An1* (An1* calculated from RLs which we have considered in between the Extream edges of the bridge cross section taken from the topo survey) Net C/S area of flow under bridge, An2=(An1*-(no. of piers*width of piers * depth (d avg))-(2*width of abutment*depth (davg))), An1* calculated as mentioned above so we have to deduct two times of abutment thickness Average Velocity after construction, Vn2= Q/An2 Afflux due to construction (by Molesworth Formula), h= [(Vn1^2)/17.88+0.015] [ (An1/An2)^2-1] Design HFL
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
H.
Check for free board Free board is the difference between HFL and road formation level Free board required (Cl.107.1 of IRC :5-1998) Min FRL required for New bridge
I.
Recommendation Design Discharge, Q Design Affluxed HFL Average Velocity, Vn2 Required vertical clearance Minimu soffit level required
00
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
= = =
Twaose chaung 519+906 Km 0 degree
= = = =
56.37 Km2 3 18.000 m 1.5 m 1.75 m
(From Article-4 of IRC:SP:13-2004)
Column I Linear (Column I)
800
0.0033
Cum RD (m) 0 136 253 326 433 605 717
Avg bed level @ C/S (m) 272.185 271.015 270.941 270.925 270.903 269.710 269.583
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV 0.055
551.238 246.876 124.967 339.454 339.454
(Rugosity Co- efficient,n table 5.1 of IRC:SP:13-2004)
cumecs cumecs cumecs cumecs cumecs
From Annexure-1
000
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
339.454
50.000
HFL (m) 274.263 274.263 274.263 274.263 274.263 274.263 274.263 274.263 274.263 274.263 274.263 An1=
cumecs
60.000
Area, a (sqm)
Wetted Depth, d (m) Perimeter,p (m)
-
-
-
2.296 6.796 14.441 10.597 52.486 10.089 10.926 10.938 0.349 118.918
5.291 4.493 5.970 3.606 15.723 3.518 4.827 6.241 2.178 51.848
0.936 2.221 2.628 3.381 3.295 2.567 1.992 1.523
= = =
216.017 118.918 1.817
2.318
Cumecs Sq.m m/sec
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV = =
274.263 270.882
m m
L provided
=
49.250
m
W
= =
70.548 274.263
m m
=
2.318
m
= =
118.918 1.817
sq m m/s
we have considered in from the topo survey)
=
118.918
sq m
of abutment*depth duct two times of
=
103.851
sq m
=
2.080
m/s
=
0.062
m
=
274.325
m
section)
Four Laning of jalgaon-Gujarat / Maharashtra Border Section of NH-6 from Km 442.100 Km 649.000 in the state of Maharashtra to be executed as BOT (Toll) projects on DBFOT pattern under NHDP phase IV
= =
= = = = =
1.750 m 276.075 m
216.017 274.325 2.080 0.9 275.225
cumecs m m/sec m m
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