Annex 9.1_Drainage Design

8/16/2019 Annex 9.1_Drainage Design

1/51

SAMPLE CALCULATION

INLET CHAINAGE :: 4.568 KM. OUTLET CHAINAGE :: 4.634 KM.

Length of Road under consideration = 66 Mtr.

Width of carriageway with paved shoulder = 5 Mtr.

Total width of earthen shoulder with turfed side slope if any = 1 Mtr.

Width of Footpath = 1.5 Mtr.

Total width of land to which drain is catering = 30 Mtr.

(I) Discharge Calculations

(a) Coefficient of Runoff

As per vide Table 2 of IRC : SP : 42-1994

The coefficient of runoff from various surfaces are :

Bituminous or Concrete pavement surface = 0.9

Earthen Shoulder /turfed side slope = 0.3

Built-up area = 0.5

Hence, Pav = 0.56

DESIGN OF ROAD SIDE DRAINS (COVERED ) IN TWO LANE CARRIAGEWAY

Time required to reach drain from the remotest point of Builtup section taken into consideration

= 30 / v Sec

Assumed v in Built-up section = 0.04 m/sec

Assumed v in drain section = 0.75 m/sec

Length of drain with flow in single direction = 66 m

Hence, time of concentration, t = 30 66

(0.04 x 60) (0.75 x 60)

= 13.97 Minutes

(c) Area

Area contributing to flow at end chainage (end of down grade) from the start point is

given by:

At =

= 0.25 Hectares

+ Minutes

(5 + 1 + 1.5 + 30) x 66Hectares

10000

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(d) Rainfall Intensity 'i'

1-hour maximum rainfall for 50-year recurring intervals for the location involved (vide A in Fig 6 A

of IRC:SP:42-1994. 100 mm

= 10 cm

Now, conversion factors for converting 60 minute rainfall intensity to intensity of

other durations are as below:

From table 4 of IRC:SP:42-1994 and assuming linear distribution between any 2 time durations,

Conversion Factor for a duration equal to 't', i.e., 13.97 minutes = 2.493

Hence, Rainfal intensity, it = 10 x 2.493 cm. = 24.93 cm

Duration in Minutes Ratio

5 3.7

10 2.85

1

15 2.4

20 2.08

30 1.67

90 0.834

120 0.667

40 1.33

50 1.17

60

Discharge, Q is given by the relation :: Q = 0.028 PAIc cum/sec

where, P = Coefficient of run-off for the catchment characteristics

A = Area of catchment in hectares

Ic = Critical Intensity of Rainfall in cm/hour for the selected

frequency and for duration equal to the time of concentration

Hence, in this case, Q = 0.028 x 0.56 x 0.25 x 24.93 cum/sec

= 0.0977 cum/sec

(II) Channel Section Calculations

For flow inside drains, we consider the Manning's formula to hold good.

Hence, capacity of a drain is given by the equation, Q = 1/n.A.R2/3

.S1/2

and V = 1/n.R2/3

.S1/2

where, Q = Discharge in cum/sec

V = Mean Velocity in m/sec.

n = Manning's roughness coefficient

R = Hydraulic radius in m which is area of flow cross section

divided by wetted perimeter.

S = Energy slope of the channel, which is roughle taken as

slope of drain bed.

A = Area of flow cross section in m2.

For concrete bottom with sides of random stone in morter finish,

we consider n = 0.02

and allowable V = 5.7 m/sec.

Longitudinal Slope of Road at this stretch = 0.0145

=

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If We Provide

for rectangular drain

Total Width (bottom) 1.50 m Total Width (top) 1.50 m

Clear width (bottom) 0.45 m Clear width (top) 0.814 m

Side wall Thk. (bottom) 0.525 m Side wall Thk. (top) 0.3 m

Depth Required 0.7 m

A = Area 0.442 m2

Wetted perimeter = 1.90 m

R = Area / Wetted perimeter 0.233 m

Assuming Slope of the drain 0.0145

0.3 0.9 0.3

Q = 1/n AR2/3

S1/2

0.15

AR2/3

0.168 0.814 0.85 0.

S1/2

0.120 0

1/n 50.000 0.45

Q= 1.009 cum/sec OK 0.2

Depth including 0.15 m free board & .15 m concrete block = 1.00 m

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SAMPLE CALCULATION





Width of Footpath = 3 Mtr.








Built-up area = 0.5

Hence, Pav = 0.61

(b) Time of Concentration

DESIGN OF ROAD SIDE DRAINS (COVERED) IN TWO LANE CARRIAGEWAY SUPERELEVATION SECTION

= 30 / v Sec




Hence, time of concentration, t = 30 54(0.04 x 60) (0.75 x 60)

= 13.7 Minutes

(c) Area


given by:

At =

= 0.24 Hectares

+ Minutes

(10 + 2 + 3 + 30) x 54Hectares

10000

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5/51



of IRC:SP:42-1994. 100 mm

= 10 cm







5 3.7

10 2.85

1

15 2.4

20 2.08

30 1.67

90 0.834

120 0.667

40 1.33

50 1.17

60

Discharge, Q is given by the relation :: Q = 0.028 PAIc cum/sec






= 0.1032 cum/sec



Hence, capacity of a drain is given by the equation, Q = 1/n.A.R2/3

.S1/2

and V = 1/n.R2/3

.S1/2







slope of drain bed.






=

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6/51

If We Provide

for rectangular drain



Side wall Thk. (bottom) 0.525 m Side wall Thk. (top) 0.3 m


A = Area 0.442 m2




0.3 0.9 0.3

Q = 1/n AR2/3

S1/2

0.15

AR2/3

0.168 0.814 0.85 0.

S1/2

0.134 0

1/n 50.000 0.45

Q= 1.125 cum/sec OK 0.2

Depth including 0.15 m free board & .15 m concrete block = 1.00 m

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7/51

SUMMARY OF DRAINAGE DESIGN CALCULATION FOR DIFFERENT STRETCHES IN TWO LANE SECTION (COVER DRAIN)

For Normal Camber For Superelevation Section

1. Total width of carriageway with paved shoulder if any = 5 Mtr. 10 Mtr.

Coefficient of runoff = 0.9 0.9

2. Tota l wi dth of earth en sh ould er with turfed side s lop e if a ny = 1 Mtr. 2 Mtr.


3. Total width of land to which drain is catering = 30 Mtr. 30


4. Width of Footpath = 1.5 Mtr. 3


PAV =

0.56 PAV =

0.61

Min. Gradient of drain = 0.003

Ass ume d v in Bu ilt-u p section = 0. 04 m/s ec v = avg velo city o f water at wh ich it reaches to drain


1 hour maximum rainfall near project site with frequency of 50 years = 100 mm

= 10 cm

Consider a trapezoidal drain section of c lear top width = 0 .81 m.

clear Bottom width = 0.45 m.

For concrete with all surfaces any type of finish, we consider n = 0.02


From To

Assume,

depth

(m)

Q

=1/n.A.R2

/3.S

1/2

(cum/sec)

Check

Tota

cons

freeb

gratin

4.500 4 .55 4 superelevation 54 195.996 195.026 0.0180 0.01800 0.61 13.70 0.24 25.17 0.103 0.7 1.125 OK 1

4.554 4 .56 8 superelevation 14 195.026 194.590 0.0311 0.03110 0.61 12.81 0.06 25.97 0.027 0.130 0.7 1.478 OK 1

4.568 4.634 66 194.59 193.635 0.0145 0.01450 0.56 13.97 0.25 24.93 0.098 0.228 0.7 1.009 OK 1

4.634 4 .65 4 culvert superelevation 20 193 .63 5 1 93 .70 0 0.0032 0.00300 0.61 12.94 0.09 25.85 0.040 0.268 0.7 0.459 OK 1

4.900 4.853 47 202.475 201.706 0.0164 0.01640 0.56 13.54 0.18 25.31 0.071 0.7 1.073 OK 1

4.853 4.800 53 201.706 199.431 0.0429 0.04290 0.56 13.68 0.2 25.19 0.079 0.150 0.7 1.736 OK 1

4.800 4.750 50 199.431 196.594 0.0567 0.05670 0.56 13.61 0.19 25.25 0.075 0.225 0.7 1.996 OK 1


4.702 4 .65 4 culvert superelevation 48 194.443 193.7 0.0155 0.01550 0.61 13.57 0.22 25.29 0.095 0.415 0.7 1.044 OK 1

CHANNEL SECTION CALCULATIDischarge

Q = 0.028

PAIc

(cum/sec)

Section

Details

Chainage (Km)

Length

of Drain

(m)

Remarks Inlet Road

Top Level

Outlet

Road Top

Level

Total

Discharge

Q

=(Q1+Q2+

Q3+…..)

(cum/sec)

longitudin

al slope of

Road

Gradient of

drain

required

Coefficient

of runoff

PAV

tc

(minute)

At

(Hect.)

Rainfall

intensity

(i)

4.5 to 4.9

km

AnnePage-677


8/51

From To

Assume,

depth

(m)

Q

=1/n.A.R2

/3.S1/2

(cum/sec)

Check

Tota

cons

freeb

gratin


Q = 0.028

PAIc

(cum/sec)

Section

Details

Chainage (Km)

Length

of Drain

(m)

Remarks Inlet Road

Top Level

Outlet

Road Top

Level

Total

Discharge

Q

=(Q1+Q2+

Q3+…..)

(cum/sec)

longitudin

al slope of

Road

Gradient of

drain

required

Coefficient

of runoff

PAV

tc

(minute)

At

(Hect.)

Rainfall

intensity

(i)

4.900 4.934 34 202.475 202.502 0.0008 0.00300 0.56 13.26 0.13 25.57 0.052 0.7 0.459 OK 1



5.002 5 .02 3 culvert superelevation 21 201 .93 8 201.775 0.0078 0.00780 0.61 12.97 0.09 25.83 0.040 0.222 0.7 0.740 OK 1

8.650 8.805 155 202.88 200.691 0.0141 0.01410 0.56 15.94 0.58 23.4 0.213 0.7 0.995 OK 1

8.805 8 .82 1 culvert 16 200.691 200.59 0.0063 0.00630 0.56 12.86 0.06 25.93 0.024 0.237 0.7 0.665 OK 1

8.871 8.856 15 201.518 201.234 0.0189 0.01890 0.56 12.83 0.06 25.95 0.024 0.7 1.152 OK 1

8.856 8.845 11 201.234 200.939 0.0268 0.02680 0.56 12.74 0.04 26.03 0.016 0.040 0.7 1.372 OK 1

8.845 8 .82 1 culvert 24 200.939 200.59 0.0145 0.01450 0.56 13.03 0.09 25.77 0.036 0.076 0.7 1.009 OK 1

8.871 8.886 15 201.518 201.437 0.0054 0.00540 0.56 12.83 0.06 25.95 0.024 0.7 0.616 OK 1

8.886 8.916 30 201.437 200.457 0.0327 0.03270 0.56 13.17 0.11 25.65 0.044 0.068 0.7 1.516 OK 1

8.916 8.925 9 200.457 200 0.0508 0.05080 0.56 12.7 0.03 26.07 0.012 0.080 0.7 1.889 OK 1

8.925 8 .96 6 bridge 41 200 198.95 0.0256 0.02560 0.56 13.41 0.15 25.43 0.060 0.140 0.7 1.341 OK 1

9.150 9.117 33 202.851 202.471 0.0115 0.01150 0.56 13.23 0.12 25.59 0.048 0.7 0.899 OK 1

9.117 9.067 50 202.471 201.245 0.0245 0.02450 0.56 13.61 0.19 25.25 0.075 0.123 0.7 1.312 OK 1

9.067 9.027 40 201.245 199.711 0.0383 0.03830 0.56 13.39 0.15 25.45 0.060 0.183 0.7 1.640 OK 1

9.027 9.007 20 199.711 199.14 0.0286 0.02860 0.56 12.94 0.07 25.85 0.028 0.211 0.7 1.418 OK 1

9.007 8 .98 0 bridge 27 199.14 198.95 0.0070 0.00700 0.56 13.1 0.1 25.71 0.040 0.251 0.7 0.701 OK 1


9.850 9.803 47 202.078 200.587 0.0317 0.03170 0.56 13.54 0.18 25.31 0.071 0.149 0.7 1.492 OK 1

9.803 9 .77 5 culvert superelevation 28 200.587 200.05 0.0192 0.01920 0.61 13.12 0.13 25.69 0.057 0.206 0.7 1.161 OK 1



9.971 10.017 culvert superelevation 46 200 .20 8 199.446 0.0166 0.01660 0.61 13.52 0.21 25.33 0.091 0.247 0.7 1.080 OK 1

10.155 10.140 15 201.395 201.282 0.0075 0.00750 0.56 12.83 0.06 25.95 0.024 0.7 0.726 OK 1

10.140 10.118 22 201.282 200.803 0.0218 0.02180 0.56 12.99 0.08 25.81 0.032 0.056 0.7 1.238 OK 1

10.118 10.098 20 200.803 200.412 0.0196 0.01960 0.56 12.94 0.07 25.85 0.028 0.084 0.7 1.173 OK 1

10.098 10.078 20 200.412 200.125 0.0143 0.01430 0.56 12.94 0.08 25.85 0.032 0.116 0.7 1.002 OK 1

10.078 10.017 culvert superelevation 61 200 .12 5 199.446 0.0111 0.01110 0.61 13.86 0.27 25.03 0.115 0.231 0.7 0.883 OK 1

8.871 to

9.15 km

4.9 to 5.023

km

8.65 to

8.871 km

9.775 to

9.89 km

9.89 to

10.155 km

AnnePage-678


9/51

From To

Assume,

depth

(m)

Q

=1/n.A.R2

/3.S1/2

(cum/sec)

Check

Tota

cons

freeb

gratin


Q = 0.028

PAIc

(cum/sec)

Section

Details

Chainage (Km)

Length

of Drain

(m)

Remarks Inlet Road

Top Level

Outlet

Road Top

Level

Total

Discharge

Q

=(Q1+Q2+

Q3+…..)

(cum/sec)

longitudin

al slope of

Road

Gradient of

drain

required

Coefficient

of runoff

PAV

tc

(minute)

At

(Hect.)

Rainfall

intensity

(i)

10.155 10.178 superelevation 23 201.395 200.751 0.0280 0.02800 0.61 13.01 0.1 25.79 0.044 0.7 1.403 OK 1

10.178 10.208 superelevation 30 200.751 200.131 0.0207 0.02070 0.61 13.17 0.13 25.65 0.057 0.101 0.7 1.206 OK 1

10.208 10.270 nallah

Bothside 62 200.131 199.876 0.0041 0.00410 0.56 13.88 0.23 25.01 0.090 0.191 0.7 0.537 OK 1

10.985 10.955 30 203.853 203.498 0.0118 0.01180 0.56 13.17 0.11 25.65 0.044 0.7 0.911 OK 1

10.955 10.938 17 203.498 203.095 0.0237 0.02370 0.56 12.88 0.06 25.91 0.024 0.068 0.7 1.290 OK 110.938 10.885 culvert 53 203.095 202.563 0.0100 0.01000 0.56 13.68 0.2 25.19 0.079 0.147 0.7 0.838 OK 1



11.063 11.085 culvert 22 202.443 202.147 0.0135 0.01350 0.56 12.99 0.08 25.81 0.032 0.188 0.7 0.974 OK 1

11.159 11.113 46 202.47 202.083 0.0084 0.00840 0.56 13.52 0.17 25.33 0.068 0.7 0.768 OK 1

11.113 11.085 culvert 28 202.083 202.062 0.0007 0.00300 0.56 13.12 0.1 25.69 0.040 0.108 0.7 0.459 OK 1

11.237 11.212 25 203.031 202.897 0.0054 0.00540 0.56 13.06 0.09 25.75 0.036 0.144 0.7 0.616 OK 1

11.212 11.159 culvert 53 202.897 202.47 0.0081 0.00810 0.56 13.68 0.2 25.19 0.079 0.223 0.7 0.754 OK 1

11.237 11.262 25 203.031 202.997 0.0014 0.00300 0.56 13.06 0.09 25.75 0.036 0.7 0.459 OK 1


11.300 11.317 culvert superelevation 17 202 .83 4 2 02 .85 3 0.0011 0.00300 0.61 12.88 0.08 25.91 0.035 0.145 0.7 0.459 OK 1



11.340 11.317 culvert 23 203.215 202.886 0.0143 0.01430 0.56 13.01 0.09 25.79 0.036 0.200 0.7 1.002 OK 1

11.426 11.456 30 204.861 204.545 0.0105 0.01050 0.56 13.17 0.11 25.65 0.044 0.7 0.859 OK 1

11.456 11.536 80 204.545 202.737 0.0226 0.02260 0.56 14.28 0.3 24.65 0.116 0.160 0.7 1.260 OK 1

11.536 11.550 bridge 14 202.737 202.51 0.0162 0.01620 0.56 12.81 0.05 25.97 0.020 0.180 0.7 1.067 OK 1

11.792 11.776 16 206.689 206.517 0.0107 0.01070 0.56 12.86 0.06 25.93 0.024 0.7 0.867 OK 1

11.776 11.732 44 206.517 206.195 0.0073 0.00730 0.56 13.48 0.17 25.37 0.068 0.092 0.7 0.716 OK 1


11.652 11.596 56 204.676 202.982 0.0303 0.03030 0.56 13.74 0.21 25.13 0.083 0.327 0.7 1.459 OK 1

11.596 11.567 bridge 29 202.982 202.451 0.0183 0.01830 0.56 13.14 0.11 25.67 0.044 0.371 0.7 1.134 OK 1

11.890 11.864 26 208.927 208.349 0.0222 0.02220 0.56 13.08 0.1 25.73 0.040 0.7 1.249 OK 1


11.816 11.792 culvert 24 207.159 206.689 0.0196 0.01960 0.56 13.03 0.09 25.77 0.036 0.171 0.7 1.173 OK 1

10.155 to

10.27 km

10.885 to

10.985 km

10.985 to

11.159 km

11.159 to

11.237 km

11.237 to

11.426 km

11.426 to

11.792 km

11.792 to

11.89 km

AnnePage-679


10/51

From To

Assume,

depth

(m)

Q

=1/n.A.R2

/3.S1/2

(cum/sec)

Check

Tota

cons

freeb

gratin


Q = 0.028

PAIc

(cum/sec)

Section

Details

Chainage (Km)

Length

of Drain

(m)

Remarks Inlet Road

Top Level

Outlet

Road Top

Level

Total

Discharge

Q

=(Q1+Q2+

Q3+…..)

(cum/sec)

longitudin

al slope of

Road

Gradient of

drain

required

Coefficient

of runoff

PAV

tc

(minute)

At

(Hect.)

Rainfall

intensity

(i)

12.789 12.800 culvert 11 212.788 212.488 0.0273 0.02730 0.56 12.74 0.04 26.03 0.016 0.7 1.385 OK 1

12.863 12.838 25 213.102 212.971 0.0052 0.00520 0.56 13.06 0.09 25.75 0.036 0.7 0.604 OK 1

12.838 12.800 culvert 38 212.971 212.488 0.0127 0.01270 0.56 13.34 0.14 25.49 0.056 0.092 0.7 0.945 OK 1

12.863 12.952 outlet 89 213.102 212.289 0.0091 0.00910 0.56 14.48 0.33 24.47 0.127 0.7 0.800 OK 1

13.238 13.202 superelevation 36 219.109 218.679 0.0119 0.01190 0.61 13.3 0.16 25.53 0.070 0.7 0.914 OK 113.202 13.171 31 218.679 217.956 0.0233 0.02330 0.56 13.19 0.12 25.63 0.048 0.118 0.7 1.279 OK 1

13.171 13.121 50 217.956 216.45 0.0301 0.03010 0.56 13.61 0.19 25.25 0.075 0.193 0.7 1.454 OK 1

13.121 13.107 14 216.45 215.921 0.0378 0.03780 0.56 12.81 0.05 25.97 0.020 0.213 0.7 1.630 OK 1

13.107 13.067 40 215.921 214.672 0.0312 0.03120 0.56 13.39 0.15 25.45 0.060 0.273 0.7 1.481 OK 1

13.067 13.000 67 214.672 213.038 0.0244 0.02440 0.56 13.99 0.25 24.91 0.098 0.371 0.7 1.309 OK 1

13.000 12.952 outlet superelevation 48 213.038 212.289 0.0156 0.01560 0.61 13.57 0.22 25.29 0.095 0.466 0.7 1.047 OK 1


13.252 13.303 culvert superelevation 51 219.057 218.669 0.0076 0.00760 0.61 13.63 0.23 25.23 0.099 0.126 0.7 0.731 OK 1

13.477 13.412 65 224.21 221.825 0.0367 0.03670 0.56 13.94 0.24 24.95 0.094 0.7 1.606 OK 1

13.412 13.355 57 221.825 219.063 0.0485 0.04850 0.56 13.77 0.21 25.11 0.083 0.177 0.7 1.846 OK 1

13.355 13.303 culvert 52 219.063 218.669 0.0076 0.00760 0.56 13.66 0.19 25.21 0.075 0.252 0.7 0.731 OK 1

13.477 13.542 65 224.21 222.98 0.0189 0.01890 0.56 13.94 0.24 24.95 0.094 0.7 1.152 OK 1

13.542 13.590 48 222.98 221.502 0.0308 0.03080 0.56 13.57 0.18 25.29 0.071 0.165 0.7 1.471 OK 1


13.673 13.695 culvert 22 220.786 220.548 0.0108 0.01080 0.56 12.99 0.08 25.81 0.032 0.352 0.7 0.871 OK 1

13.695 13.723 28 220.548 220.322 0.0081 0.00810 0.56 13.12 0.11 25.69 0.044 0.7 0.754 OK 1

13.723 13.782 culvert 59 220.322 219.763 0.0095 0.00950 0.56 13.81 0.22 25.07 0.086 0.130 0.7 0.817 OK 1


13.987 13.947 40 228.03 226.38 0.0412 0.04120 0.56 13.39 0.15 25.45 0.060 0.163 0.7 1.701 OK 1



14.363 14.312 51 233.431 231.874 0.0305 0.03050 0.56 13.63 0.19 25.23 0.075 0.7 1.464 OK 1

14.312 14.282 30 231.874 230.656 0.0406 0.04060 0.56 13.17 0.11 25.65 0.044 0.119 0.7 1.689 OK 1

14.282 14.250 32 230.656 230.232 0.0133 0.01330 0.56 13.21 0.12 25.61 0.048 0.167 0.7 0.967 OK 1

14.250 14.214 superelevation 3 6 230 .23 2 2 30 .35 0.0033 0.00300 0.61 13.3 0.16 25.53 0.070 0.237 0.7 0.459 OK 1

14.214 14.164 50 230.35 230.141 0.0042 0.00420 0.56 13.61 0.19 25.25 0.075 0.312 0.7 0.543 OK 1

14.164 14.040 culvert 124 230.141 229.015 0.0091 0.00910 0.56 15.26 0.47 23.83 0.176 0.488 0.7 0.800 OK 1

14.363 14.377 14 233.431 233.406 0.0018 0.00300 0.56 12.81 0.05 25.97 0.020 0.7 0.459 OK 1

14.377 14.409 32 233.406 233.072 0.0104 0.01040 0.56 13.21 0.12 25.61 0.048 0.068 0.7 0.855 OK 1

14.409 14.449 40 233.072 233.142 0.0017 0.00300 0.56 13.39 0.15 25.45 0.060 0.128 0.7 0.459 OK 1

14.449 14.481 culvert 32 2 33 .14 2 2 33 .49 1 0.0109 0.00300 0.56 13.21 0.12 25.61 0.048 0.176 0.7 0.459 OK 1

14.363 to

14.481 km

14.04 to

14.363 km

12.789 to

12.863 km

12.863 to

13.238 km

13.238 to

13.477 km

13.477 to

13.695 km

13.695 to

14.04 km

AnnePage-680


11/51


12/51

From To

Assume,

depth

(m)

Q

=1/n.A.R2

/3.S1/2

(cum/sec)

Check

Tota

cons

freeb

gratin


Q = 0.028

PAIc

(cum/sec)

Section

Details

Chainage (Km)

Length

of Drain

(m)

Remarks Inlet Road

Top Level

Outlet

Road Top

Level

Total

Discharge

Q

=(Q1+Q2+

Q3+…..)

(cum/sec)

longitudin

al slope of

Road

Gradient of

drain

required

Coefficient

of runoff

PAV

tc

(minute)

At

(Hect.)

Rainfall

intensity

(i)

25.344 25.294 50 228.433 228.119 0.0063 0.00630 0.56 13.61 0.19 25.25 0.075 0.785 0.8 0.830 OK 1

25.294 25.190 104 228.119 227.871 0.0024 0.00300 0.56 14.81 0.39 24.17 0.148 0.933 1.1 0.988 OK 1

25.190 25.133 57 227.871 227.602 0.0047 0.00470 0.56 13.77 0.21 25.11 0.083 1.016 1 1.047 OK 1

25.133 25.000 drain /

outlet superelevation 133 227.602 226.567 0.0078 0.00780 0.61 15.46 0.6 23.71 0.243 1.259 1 1.349 OK 1

28.640 28.595 45 254.496 254.435 0.0014 0.00300 0.56 13.5 0.17 25.35 0.068 0.7 0.459 OK 1

28.595 28.517 78 254.435 253.39 0.0134 0.01340 0.56 14.23 0.29 24.69 0.112 0.180 0.7 0.970 OK 1

28.517 28.477 40 253.39 252.939 0.0113 0.01130 0.56 13.39 0.15 25.45 0.060 0.172 0.7 0.891 OK 1

28.477 28.337 140 252.939 251.648 0.0092 0.00920 0.56 15.61 0.53 23.61 0.196 0.256 0.7 0.804 OK 1

28.337 28.300 37 251.648 251.012 0.0172 0.01720 0.56 13.32 0.14 25.51 0.056 0.252 0.7 1.099 OK 1

28.300 28.287 13 251.012 250.628 0.0295 0.02950 0.56 12.79 0.05 25.99 0.020 0.076 0.7 1.440 OK 1

28.287 28.269 18 250.628 250.078 0.0306 0.03060 0.56 12.9 0.07 25.89 0.028 0.048 0.7 1.466 OK 1

28.269 28.229 40 250.078 249.592 0.0122 0.01220 0.56 13.39 0.15 25.45 0.060 0.088 0.7 0.926 OK 1

28.229 28.202 27 249.592 249.792 0.0074 0.00300 0.56 13.1 0.1 25.71 0.040 0.100 0.7 0.459 OK 1

28.202 28.155 outlet 47 249.792 249.473 0.0068 0.00680 0.56 13.54 0.18 25.31 0.071 0.111 0.7 0.691 OK 1

28.640 28.685 45 254.496 253.485 0.0225 0.02250 0.56 13.5 0.17 25.35 0.068 0.7 1.257 OK 1

28.685 28.708 23 253.485 252.966 0.0226 0.02260 0.56 13.01 0.09 25.79 0.036 0.104 0.7 1.260 OK 1

28.708 28.738 30 252.966 251.437 0.0510 0.05100 0.56 13.17 0.11 25.65 0.044 0.080 0.7 1.893 OK 1

28.738 28.780 42 251.437 249.475 0.0467 0.04670 0.56 13.43 0.16 25.41 0.064 0.108 0.7 1.811 OK 1

28.780 28.850 culvert 70 249.475 246.155 0.0474 0.04740 0.56 14.06 0.26 24.85 0.101 0.165 0.7 1.825 OK 1

28.850 28.884 34 246.155 244.217 0.0570 0.05700 0.56 13.26 0.13 25.57 0.052 0.7 2.001 OK 1

28.884 28.924 40 244.217 242.356 0.0465 0.04650 0.56 13.39 0.15 25.45 0.060 0.112 0.7 1.808 OK 1

28.924 28.952 28 242.356 241.36 0.0356 0.03560 0.56 13.12 0.11 25.69 0.044 0.104 0.7 1.582 OK 1

28.952 28.992 40 241.36 240.181 0.0295 0.02950 0.56 13.39 0.15 25.45 0.060 0.104 0.7 1.440 OK 1

28.992 29.022 30 240.181 239.493 0.0229 0.02290 0.56 13.17 0.11 25.65 0.044 0.104 0.7 1.268 OK 1

29.022 29.062 40 239.493 238.675 0.0204 0.02040 0.56 13.39 0.15 25.45 0.060 0.104 0.7 1.197 OK 129.062 29.180 culvert superelevation 118 238.675 236.62 0.0174 0.01740 0.61 15.12 0.53 23.92 0.217 0.277 0.7 1.106 OK 1

28.155 to

28.64 km

28.64 to

28.85 km

28.85 to

29.18 km

AnnePage-682


13/51

From To

Assume,

depth

(m)

Q

=1/n.A.R2

/3.S1/2

(cum/sec)

Check

Tota

cons

freeb

gratin


Q = 0.028

PAIc

(cum/sec)

Section

Details

Chainage (Km)

Length

of Drain

(m)

Remarks Inlet Road

Top Level

Outlet

Road Top

Level

Total

Discharge

Q

=(Q1+Q2+

Q3+…..)

(cum/sec)

longitudin

al slope of

Road

Gradient of

drain

required

Coefficient

of runoff

PAV

tc

(minute)

At

(Hect.)

Rainfall

intensity

(i)


29.231 29.267 36 235.342 234.135 0.0335 0.03350 0.56 13.3 0.13 25.53 0.052 0.151 0.7 1.534 OK 1

29.267 29.317 50 234.135 232.212 0.0385 0.03850 0.56 13.61 0.19 25.25 0.075 0.127 0.7 1.645 OK 1

29.317 29.336 19 232.212 231.39 0.0433 0.04330 0.56 12.92 0.07 25.87 0.028 0.103 0.7 1.744 OK 1

29.336 29.386 50 231.39 230.129 0.0252 0.02520 0.56 13.61 0.19 25.25 0.075 0.103 0.7 1.331 OK 1

29.386 29.428 culvert 42 230.129 229.846 0.0067 0.00670 0.56 13.43 0.16 25.41 0.064 0.139 0.7 0.686 OK 136.250 36.219 31 271.815 271.289 0.0170 0.01700 0.56 13.19 0.12 25.63 0.048 0.7 1.093 OK 1

36.219 36.179 40 271.289 270.385 0.0226 0.02260 0.56 13.39 0.15 25.45 0.060 0.108 0.7 1.260 OK 1

36.179 36.150 drain 29 270.385 269.666 0.0248 0.02480 0.56 13.14 0.11 25.67 0.044 0.104 0.7 1.320 OK 1

36.15 to

36.25 km

36.15 to

36.25 km

29.18 to

29.428 km

AnnePage-683


14/51


15/51

Section

Details

Inlet

Chainage

Starting

Road Top

Level

Start

Level in

top of

drain

cover

INVERT

LVL

Size of

Upstream

drain

(bottom

width x ht.)

Outlet

Chainage

End Road

Top Level

End Level

in top of

drain

cover

INVERT

LVL

Size of

downstrea

m drain

(bottom

width x ht.)

10.985 203.853 204.028 202.878 0.45 x 1 11.015 203.535 203.710 202.560 0.45 x 1

11.015 203.535 203.710 202.560 0.45 x 1 11.063 202.443 202.618 201.470 0.45 x 1

11.063 202.443 202.618 201.470 0.45 x 1 11.085 202.147 202.322 201.173 0.45 x 1

11.159 202.470 202.645 201.495 0.45 x 1 11.113 202.083 202.258 201.109 0.45 x 1

11.113 202.083 202.258 201.109 0.45 x 1 11.085 202.062 202.237 201.025 0.45 x 1.1

11.237 203.031 203.206 202.056 0.45 x 1 11.212 202.897 203.072 201.921 0.45 x 1

11.212 202.897 203.072 201.921 0.45 x 1 11.159 202.47 202.645 201.492 0.45 x 1

11.237 203.031 203.206 202.056 0.45 x 1 11.262 202.997 203.172 201.981 0.45 x 1

11.262 202.997 203.172 201.981 0.45 x 1 11.3 202.834 203.009 201.818 0.45 x 1

11.3 202.834 203.009 201.818 0.45 x 1 11.317 202.853 203.028 201.767 0.45 x 1.1

11.426 204.861 205.036 203.886 0.45 x 1 11.396 204.523 204.698 203.547 0.45 x 1

11.396 204.523 204.698 203.547 0.45 x 1 11.34 203.215 203.390 202.237 0.45 x 1

11.34 203.215 203.390 202.237 0.45 x 1 11.317 202.886 203.061 201.908 0.45 x 1

11.426 204.861 205.036 203.886 0.45 x 1 11.456 204.545 204.720 203.571 0.45 x 1

11.456 204.545 204.720 203.571 0.45 x 1 11.536 202.737 202.912 201.763 0.45 x 1

11.536 202.737 202.912 201.763 0.45 x 1 11.55 202.51 202.685 201.536 0.45 x 111.792 206.689 206.864 205.714 0.45 x 1 11.776 206.517 206.692 205.543 0.45 x 1

11.776 206.517 206.692 205.543 0.45 x 1 11.732 206.195 206.370 205.222 0.45 x 1

11.732 206.195 206.370 205.222 0.45 x 1 11.652 204.676 204.851 203.702 0.45 x 1

11.652 204.676 204.851 203.702 0.45 x 1 11.596 202.982 203.157 202.005 0.45 x 1

11.596 202.982 203.157 202.005 0.45 x 1 11.567 202.451 202.626 201.474 0.45 x 1

10.985 to

11.159 km

11.159 to

11.237 km

11.237 to

11.426 km

11.426 to

11.792 km

11.89 208.927 209.102 207.952 0.45 x 1 11.864 208.349 208.524 207.375 0.45 x 1

11.864 208.349 208.524 207.375 0.45 x 1 11.816 207.159 207.334 206.184 0.45 x 1

11.816 207.159 207.334 206.184 0.45 x 1 11.792 206.689 206.864 205.714 0.45 x 1

12.789 212.788 212.963 211.813 0.45 x 1 12.8 212.488 212.663 211.513 0.45 x 1

12.863 213.102 213.277 212.127 0.45 x 1 12.838 212.971 213.146 211.997 0.45 x 1

12.838 212.971 213.146 211.997 0.45 x 1 12.8 212.488 212.663 211.514 0.45 x 1

12.863 213.102 213.277 212.127 0.45 x 1 12.952 212.289 212.464 211.317 0.45 x 1

13.238 219.109 219.284 218.134 0.45 x 1 13.202 218.679 218.854 217.706 0.45 x 1

13.202 218.679 218.854 217.706 0.45 x 1 13.171 217.956 218.131 216.983 0.45 x 1

13.171 217.956 218.131 216.983 0.45 x 1 13.121 216.45 216.625 215.478 0.45 x 1

13.121216.450 216.625 215.478 0.45 x 1

13.107 215.921216.096 214.949 0.45 x 1

13.107 215.921 216.096 214.949 0.45 x 1 13.067 214.672 214.847 213.701 0.45 x 1

13.067 214.672 214.847 213.701 0.45 x 1 13 213.038 213.213 212.066 0.45 x 1

13 213.038 213.213 212.066 0.45 x 1 12.952 212.289 212.464 211.318 0.45 x 1

13.238 219.109 219.284 218.134 0.45 x 1 13.252 219.057 219.232 218.082 0.45 x 1

13.252219.057 219.232 218.082 0.45 x 1

13.303 218.669218.844 217.695 0.45 x 1

13.477 224.210 224.385 223.235 0.45 x 1 13.412 221.825 222.000 220.850 0.45 x 1

13.412 221.825 222.000 220.850 0.45 x 1 13.355 219.063 219.238 218.085 0.45 x 1

13.355 219.063 219.238 218.085 0.45 x 1 13.303 218.669 218.844 217.690 0.45 x 1

13.477 224.210 224.385 223.235 0.45 x 1 13.542 222.98 223.155 222.007 0.45 x 1

13.542 222.980 223.155 222.007 0.45 x 1 13.59 221.502 221.677 220.528 0.45 x 1

13.59 221.502 221.677 220.528 0.45 x 1 13.673 220.786 220.961 219.814 0.45 x 1

13.673 220.786 220.961 219.814 0.45 x 1 13.695 220.548 220.723 219.577 0.45 x 1

13.695 220.548 220.723 219.577 0.45 x 1 13.723 220.322 220.497 219.350 0.45 x 1

13.723 220.322 220.497 219.350 0.45 x 1 13.782 219.763 219.938 218.789 0.45 x 1

14.04 229.015 229.190 228.040 0.45 x 1 13.987 228.03 228.205 227.054 0.45 x 1

13.987 228.030 228.205 227.054 0.45 x 1 13.947 226.38 226.555 225.406 0.45 x 1

13.947 226.380 226.555 225.406 0.45 x 1 13.857 221.543 221.718 220.573 0.45 x 1

11.792 to

11.89 km

12.789 to

12.863 km

12.863 to

13.238 km

13.238 to

13.477 km

13.477 to

13.695 km

13.695 to

14.04 km

AnnexuPage-685


16/51


17/51

Section

Details

Inlet

Chainage

Starting

Road Top

Level

Start

Level in

top of

drain

cover

INVERT

LVL

Size of

Upstream

drain

(bottom

width x ht.)

Outlet

Chainage

End Road

Top Level

End Level

in top of

drain

cover

INVERT

LVL

Size of

downstrea

m drain

(bottom

width x ht.)

28.229 249.592 249.767 248.542 0.45 x 1.1 28.202 249.792 249.967 248.461 0.45 x 1.4

28.202 249.792 249.967 248.461 0.45 x 1.4 28.155 249.473 249.648 248.142 0.45 x 1.4

28.64 254.496 254.671 253.521 0.45 x 1 28.685 253.485 253.660 252.509 0.45 x 1

28.685 253.485 253.660 252.509 0.45 x 1 28.708 252.966 253.141 251.989 0.45 x 1

28.708 252.966 253.141 251.989 0.45 x 1 28.738 251.437 251.612 250.459 0.45 x 1

28.738 251.437 251.612 250.459 0.45 x 1 28.78 249.475 249.650 248.497 0.45 x 1

28.78 249.475 249.650 248.497 0.45 x 1 28.85 246.155 246.330 245.179 0.45 x 1

28.85 246.155 246.330 245.179 0.45 x 1 28.884 244.217 244.392 243.241 0.45 x 1

28.884 244.217 244.392 243.241 0.45 x 1 28.924 242.356 242.531 241.381 0.45 x 1

28.924 242.356 242.531 241.381 0.45 x 1 28.952 241.36 241.535 240.385 0.45 x 1

28.952 241.360 241.535 240.385 0.45 x 1 28.992 240.181 240.356 239.205 0.45 x 1

28.992 240.181 240.356 239.205 0.45 x 1 29.022 239.493 239.668 238.518 0.45 x 1

29.022 239.493 239.668 238.518 0.45 x 1 29.062 238.675 238.850 237.702 0.45 x 1

29.062 238.675 238.850 237.702 0.45 x 1 29.18 236.62 236.795 235.648 0.45 x 1

29.18 236.620 236.795 235.648 0.45 x 1 29.231 235.342 235.517 234.368 0.45 x 1

29.231 235.342 235.517 234.368 0.45 x 1 29.267 234.135 234.310 233.162 0.45 x 129.267 234.135 234.310 233.162 0.45 x 1 29.317 232.212 232.387 231.237 0.45 x 1

29.317 232.212 232.387 231.237 0.45 x 1 29.336 231.39 231.565 230.415 0.45 x 1

29.336 231.390 231.565 230.415 0.45 x 1 29.386 230.129 230.304 229.155 0.45 x 1

29.386 230.129 230.304 229.155 0.45 x 1 29.428 229.846 230.021 228.873 0.45 x 1

36.25 271.815 271.990 270.840 0.45 x 1 36.219 271.289 271.464 270.313 0.45 x 1

29.18 to

29.428 km

28.64 to 28.85

km

28.85 to 29.18

km

36.219 271.289 271.464 270.313 0.45 x 1 36.179 270.385 270.560 269.409 0.45 x 1

36.179 270.385 270.560 269.409 0.45 x 1 36.15 269.666 269.841 268.690 0.45 x 1

Final Section of Cover Drain

0.3m 0.9m 0.3m

RCC M20 0.15m

PCC M15 0.15m

varies from 0.85 - 1.95

RR Masonary

PCC M15 0.2

0.525m 0.45m 0.525m

1.6m

. .

km

AnnexuPage-687


18/51

SAMPLE CALCULATION




Total width of earthen shoulder with turfed side slope if any = 1 Mtr.Total width of land to which drain is catering = 30 Mtr.







Rural Area 0.4

Hence, Pav = 0.47


Time required to reach drain from the remotest point of rural section taken into consideration

= 30 / v Sec

DESIGN OF ROAD SIDE DRAINS (OPEN TRAPEZOIDAL LINED DRAIN IN HILL SIDE) IN TWO LANE CARRIAGEWAY

Assumed v in Rural section = 0.06 m/sec




(0.06 x 60) (0.75 x 60)

= 8.89 Minutes

(c) Area


given by:

At =

= 0.09 Hectares

10000

+ Minutes

(5 + 1 + 0 + 30) x 25Hectares

AnnexuPage-688


19/51



of IRC:SP:42-1994. 100 mm

= 10 cm



From table 4 of IRC:SP:42-1994 and assuming linear distribution between any 2 time durations,Conversion Factor for a duration equal to 't', i.e., 8.89 minutes = 3.039


(e) Discharge

Dischar e is iven b the relation :: = 0.028 PAI cum sec

60 1

20 2.08

90 0.834

120 0.667

40 1.33

50 1.17

Duration in Minutes

3.7

10 2.85

15 2.4

Ratio

5

30 1.67

, . c





Hence, in this case, Q = 0.028 x 0.47 x 0.09 x 30.39 cum/sec= 0.036 cum/sec



Hence, capacity of a drain is given by the equation, Q = 1/n.A.R2/3.S1/2

and V = 1/n.R2/3.S1/2





divided by wetted perimeter.S = Energy slope of the channel, which is roughle taken as

slope of drain bed.


For randomrubble masonry with all surfaces ,


and allowable V = 3 m/sec.


Provide, S = 0.0116

AnnexuPage-689


20/51

If We Provide

for trapezoidal open drain



Side wall Thk. 0.2 m bottom wall Thk. 0.25 m


A = Area 0.533 m2

Wetted perimeter = 2.12 mR = Area / Wetted perimeter 0.251 m


0.2m 1.0 0.2m

Q = 1/n AR2/3 S1/20.15m

Freeboard

0.92

AR2/3 0.212 0.9

S1/2 0.108 0

1/n 42.01681 0.5

Q= 0.960 cum/sec OK 0.25

Depth including 0.15 m free board = 0.9 m

AnnexuPage-690


21/51

SAMPLE CALCULATION












Rural Area 0.4

Hence, Pav = 0.51


Time required to reach drain from the remotest point of Rural section taken into consideration

= 30 / v Sec

DESIGN OF ROAD SIDE DRAINS (OPEN TRAPEZOIDAL LINED DRAIN IN HILL SIDE) IN TWO LANE CARRIAGEWAY





(0.06 x 60) (0.75 x 60)

= 8.84 Minutes

(c) Area


given by:

At =

= 0.10 Hectares

+ Minutes

(10 + 2 + 0 + 30) x 23Hectares

10000

AnnexuPage-691


22/51



of IRC:SP:42-1994. 100 mm

= 10 cm






(e) Discharge


5 3.7

10 2.85

1

15 2.4

20 2.08

30 1.67

90 0.834

120 0.667

40 1.33

50 1.17

60

Discharge, Q is given by the relation :: Q = 0.028 PAI c cum/sec






= 0.0435 cum/sec




and V = 1/n.R2/3.S1/2




R = Hydraulic radius in m which is area of flow cross sectiondivided by wetted perimeter.


slope of drain bed.


For randomrubble masonry with all surfaces ,




Provide, S = 0.003

AnnexuPage-692


23/51

If We Provide




Side wall Thk. 0.2 m bottom wall Thk. 0.25 m


A = Area 0.533 m2




0.2m 1.0 0.2m

Q = 1/n AR2/3 S1/2 0.15m Freeb

0.92

AR2/3 0.212 0.9

S1/2 0.055 0.

1/n 42.01681 0.5

Q= 0.488 cum/sec OK 0.25

Depth including 0.15 m free board 0.9 mTotal Depth including 0.15 m vent for inlet 1.05 m

AnnexuPage-693


24/51

SAMPLE CALCULATION












Rural area = 0.4

Hence, Pav = 0.47


Time required to reach drain from the remotest point of Rural section taken into consideration

= 30 / v Sec


DESIGN OF ROAD SIDE DRAINS (OPEN RECTANGULAR) IN TWO LANE CARRIAGEWAY




(0.06 x 60) (0.75 x 60)

= 9.42 Minutes

(c) Area


given by:

At =

= 0.18 Hectares

+ Minutes

(5 + 1 + 0 + 30) x 49Hectares

10000

AnnexuPage-694


25/51



of IRC:SP:42-1994. 100 mm

= 10 cm






(e) Discharge

Discharge, Q is given by the relation :: Q = 0.028 PAI c cum/sec


5 3.7

10 2.85

1

15 2.4

20 2.08

30 1.67

90 0.834

120 0.667

40 1.33

50 1.17

60






= 0.0699 cum/sec




and V = 1/n.R2/3.S1/2







slope of drain bed.






Provide, S = 0.003

AnnexuPage-695


26/51

Add extra discharge for water coming from CCL,

Clear width 1.2 m

Depth = 0.7 m

A = Area 0.840 m2



Assuming Slope of the drain 0.003 m

for maximum 0.7m depth of flow, discharge = Q a= 1/n AR2/3 S1/2

1.083 cum/sec

Therefore, total discharge (Q+Qa)= 1.153 cum/sec

If We Provide


Total Width 2.2 m 0.4 1.2 0.4

Clear width 1.2 m

Side wall Thk. 0.4 m 1.5


A = Area 1.440 m2

Wetted perimeter = 3.60 m 0.2

R = Area / Wetted perimeter 0.400 mAssuming Slope of the drain 0.003 m 2.2

Q = 1/n AR2/3 S1/2

AR2/3 0.782

S1/2 0.055

1/n 50

Q= 2.141 cum/sec OK

Depth including 0.3 m free board = 1.5 m

AnnexuPage-696


27/51

SUMMARY OF DRAINAGE DESIGN CALCULATION FOR DIFFERENT STRETCHES IN TWO LANE SECTION (OPEN DRAIN)

For Normal Camber For Superelevation Section

1. Total width of carriageway with paved shoulder if any = 5 Mtr. 10 Mtr.


2. T ota l widt h of earthen shoulder w ith t ur fed s ide s lope i f any = 1 Mtr. 2 Mtr.


3. Total width of land to which drain is catering = 30 Mtr. 30


4. Width of Footpath = 0 Mtr. 0


PAV =

0.47 PAV =

0.51

Min. Gradient of drain = 0.003

A ssumed v in Bui lt -up sect ion = 0.06 m/sec v = avg veloci ty of water at which i t reaches t o dra in


1 hour maximum rainfall near project site with frequency of 50 years = 100 mm

= 10 cm

Consider a trapezoidal drain section of clear Bottom width = 0.5 m.

For concrete with all surfaces any type of finish, we consider n = 0.0238


From To Assume,

depth

(m)

Q

=1/n.A.R2

/3.S

1/2

(cum/sec)

Check Total dept

considerin

freeboard

(mm)

OPEN TRAPEZOIDAL LINED DRAIN

0.181 0.156 25 204.670 204.380 0.012 0.0116 0.47 8.89 0.09 30.39 0.036 0.75 0.979 OK 900

0.156 0.000 outlet 156 204.380 202.22 0.014 0.0138 0.47 11.80 0.56 26.88 0.198 0.234 0.75 1.067 OK 900

0.360 0.337 superelevation 23 205.628 205.634 -0.000261 0.0030 0.51 8.84 0.1 30.47 0.044 0.75 0.498 OK 900


0.206 0.181 culvert 25 204.871 204.670 0.008 0.0080 0.47 8.89 0.09 30.39 0.036 0.295 0.75 0.813 OK 900

0.360 0.420 culvert 60 205.628 204.926 0.012 0.0117 0.47 9.67 0.22 29.06 0.084 0.75 0.983 OK 900

0.522 0.420 culvert 102 205.464 204.926 0.005 0.0053 0.47 10.6 0.37 27.96 0.136 0.75 0.661 OK 900

0.522 to

0.586 0.522 culvert 64 205.778 205.464 0.005 0.0049 0.47 9.76 0.23 28.91 0.088 0.75 0.636 OK 900

CHANNEL SECTION CALCULATIONtc

(minute)

0 to 0.181

km

0.181 to

0.36 km

0.36 to

0.522 km

longitudin

al slope of

Road

Gradient

required

Coefficie

nt of

runoff

PAV

At

(Hect.)

Section

Details

Chainage (Km) Remarks Length

of Drain

(m)

Inlet Road

Top Level

Outlet

Road Top

Level

Discharge

Q = 0.028

PAIc

(cum/sec)

Total

Discharge

Q

=(Q1+Q2+Q

3+…..)

(cum/sec)

Rainfall

intensity

(i)

AnnePage-697


28/51


29/51

From To Assume,

depth

(m)

Q

=1/n.A.R2

/3.S

1/2

(cum/sec)

Check Total dept

considerin

freeboard

(mm)


(minute)

longitudin

al slope of

Road

Gradient

required

Coefficie

nt of

runoff

PAV

At

(Hect.)

Section

Details


of Drain

(m)

Inlet Road

Top Level

Outlet

Road Top

Level

Discharge

Q = 0.028

PAIc

(cum/sec)

Total

Discharge

Q

=(Q1+Q2+Q

3+…..)

(cum/sec)

Rainfall

intensity

(i)

6.828 6.922 94 198.471 197.582 0.009 0.0095 0.47 10.42 0.34 28.12 0.126 0.75 0.886 OK 900

6.922 6.962 40 197.582 197.351 0.006 0.0058 0.47 9.22 0.14 29.83 0.055 0.181 0.75 0.692 OK 900

6.962 6.980 culvert 18 197.351 197.313 0.002 0.0030 0.47 8.73 0.06 30.66 0.024 0.205 0.75 0.498 OK 900

15.152 15.132 20 238.866 238.174 0.035 0.0346 0.47 8.78 0.07 30.57 0.028 0.75 1.690 OK 900

15.132 15.117 15 238.174 237.663 0.034 0.0341 0.47 8.67 0.05 30.76 0.020 0.048 0.75 1.678 OK 900

15.117 15.077 40 237.663 236.946 0.018 0.0179 0.47 9.22 0.14 29.83 0.055 0.103 0.75 1.216 OK 900


15.015 14.950 65 236.805 236.157 0.010 0.0100 0.47 9.78 0.23 28.87 0.087 0.298 0.75 0.909 OK 900



14.868 14.808 60 234.062 232.906 0.019 0.0193 0.47 9.67 0.22 29.06 0.084 0.524 0.75 1.262 OK 900

14.808 14.761 47 232.906 232.587 0.007 0.0068 0.47 9.38 0.17 29.55 0.066 0.590 0.75 0.749 OK 900

14.761 14.741 culvert 20 232.587 232.498 0.004 0.0045 0.47 8.78 0.07 30.57 0.028 0.618 0.76 0.623 OK 910

15.152 15.172 20 238.866 238.404 0.023 0.0231 0.47 8.78 0.07 30.57 0.028 0.75 1.381 OK 900

15.172 15.193 21 238.404 237.925 0.023 0.0228 0.47 8.8 0.08 30.54 0.032 0.060 0.75 1.372 OK 900

15.193 15.208 culvert 15 237.925 237.809 0.008 0.0077 0.47 8.67 0.05 30.76 0.020 0.080 0.75 0.797 OK 900

15.620 15.647 27 244.994 244.718 0.010 0.0102 0.47 8.93 0.1 30.32 0.040 0.75 0.918 OK 900

15.647 15.682 35 244.718 244.183 0.015 0.0153 0.47 9.11 0.13 30.01 0.051 0.091 0.75 1.124 OK 900

15.682 15.722 40 244.183 243.877 0.008 0.0076 0.47 9.22 0.14 29.83 0.055 0.146 0.75 0.792 OK 900

15.722 15.747 25 243.877 243.873 0.000 0.0030 0.47 8.89 0.09 30.39 0.036 0.182 0.75 0.498 OK 900



15.837 15.857 culvert superelevation 20 241.476 240.981 0.025 0.0248 0.51 8.78 0.08 30.57 0.035 0.377 0.75 1.431 OK 90016.588 16.637 superelevation 49 242.431 242.287 0.003 0.0030 0.51 9.42 0.21 29.49 0.088 0.75 0.498 OK 900

16.637 16.693 superelevation 56 242.287 2 42.326 -0.000696 0.0030 0.51 9.58 0.24 29.21 0.100 0.188 0.75 0.498 OK 900








14.741 to

15.152 km

15.152 to

15.208 km

15.62 to

15.857 km

16.74 to

17.006 km

6.828 to

6.98 km

16.588 to

16.74 km

AnnePage-699


30/51

From To Assume,

depth

(m)

Q

=1/n.A.R2

/3.S

1/2

(cum/sec)

Check Total dept

considerin

freeboard

(mm)


(minute)

longitudin

al slope of

Road

Gradient

required

Coefficie

nt of

runoff

PAV

At

(Hect.)

Section

Details


of Drain

(m)

Inlet Road

Top Level

Outlet

Road Top

Level

Discharge

Q = 0.028

PAIc

(cum/sec)

Total

Discharge

Q

=(Q1+Q2+Q

3+…..)

(cum/sec)

Rainfall

intensity

(i)

17.150 17.214 64 236.994 235.106 0.030 0.0295 0.47 9.76 0.23 28.91 0.088 0.75 1.561 OK 900

17.214 17.254 40 235.106 233.038 0.052 0.0517 0.47 9.22 0.14 29.83 0.055 0.143 0.75 2.066 OK 900

17.254 17.270 16 233.038 231.909 0.071 0.0706 0.47 8.69 0.06 30.73 0.024 0.167 0.75 2.414 OK 900

17.270 17.310 40 231.909 230.111 0.045 0.0450 0.47 9.22 0.14 29.83 0.055 0.222 0.75 1.927 OK 900

17.310 17.326 culvert 16 230.111 229.934 0.011 0.0111 0.47 8.69 0.06 30.73 0.024 0.246 0.75 0.957 OK 900



17.579 17.549 30 231.25 231.011 0.008 0.0080 0.47 9 0.11 30.2 0.044 0.75 0.813 OK 900

17.549 17.510 39 231.011 230.375 0.016 0.0163 0.47 9.2 0.14 29.86 0.055 0.099 0.75 1.160 OK 900

17.510 17.461 49 230.375 229.963 0.008 0.0084 0.47 9.42 0.18 29.49 0.070 0.169 0.75 0.833 OK 900

17.461 17.411 50 229.963 229.271 0.014 0.0138 0.47 9.44 0.18 29.45 0.070 0.239 0.75 1.067 OK 900

17.411 17.380 culvert 31 229.271 229.091 0.006 0.0058 0.47 9.02 0.11 30.17 0.044 0.283 0.75 0.692 OK 900

17.579 17.609 30 231.25 230.976 0.009 0.0091 0.47 9 0.11 30.2 0.044 0.75 0.867 OK 900

17.609 17.639 superelevation 30 230.976 230.43 0.018 0.0182 0.51 9 0.13 30.2 0.056 0.100 0.75 1.226 OK 900



17.711 17.751 40 228.135 226.901 0.031 0.0308 0.47 9.22 0.14 29.83 0.055 0.282 0.75 1.595 OK 900

17.751 17.812 61 226.901 225.544 0.022 0.0222 0.47 9.69 0.22 29.03 0.084 0.366 0.75 1.354 OK 900

17.812 17.862 50 225.544 224.151 0.028 0.0279 0.47 9.44 0.18 29.45 0.070 0.436 0.75 1.518 OK 900

17.862 17.921 59 224.151 222.888 0.021 0.0214 0.47 9.64 0.21 29.11 0.080 0.516 0.75 1.329 OK 900

17.921 17.962 culvert 41 222.888 222.681 0.005 0.0050 0.47 9.24 0.15 29.79 0.059 0.575 0.75 0.642 OK 900

19.301 19.253 48 223.137 222.293 0.018 0.0176 0.47 9.4 0.17 29.52 0.066 0.75 1.205 OK 900

19.253 19.200 53 222.293 218.859 0.065 0.0648 0.47 9.51 0.19 29.33 0.073 0.139 0.75 2.313 OK 90019.200 19.170 culvert 30 218.859 217.6635 0.040 0.0399 0.47 9 0.11 30.2 0.044 0.183 0.75 1.815 OK 900




20.043 20.022 21 220.106 219.184 0.044 0.0439 0.47 8.8 0.08 30.54 0.032 0.240 0.75 1.904 OK 900

20.022 20.000 outlet 22 219.184 218.378 0.037 0.0366 0.47 8.82 0.08 30.51 0.032 0.272 0.75 1.738 OK 900

20.538 20.508 30 236.326 235.916 0.014 0.0137 0.47 9 0.11 30.2 0.044 0.75 1.063 OK 900

20.508 20.488 20 235.916 235.396 0.026 0.0260 0.47 8.78 0.07 30.57 0.028 0.072 0.75 1.465 OK 900

20.488 20.448 40 235.396 233.809 0.040 0.0397 0.47 9.22 0.14 29.83 0.055 0.127 0.75 1.810 OK 900

20.448 20.418 30 233.809 232.214 0.053 0.0532 0.47 9 0.11 30.2 0.044 0.171 0.75 2.096 OK 900


19.17 to

19.301 km

17.15 to

17.326 km

17.579 to

17.962 km

20.358 to

20.538 km

20 to 20.16

km

17.326 to

17.579 km

AnnePage-700


31/51

From To Assume,

depth

(m)

Q

=1/n.A.R2

/3.S

1/2

(cum/sec)

Check Total dept

considerin

freeboard

(mm)


(minute)

longitudin

al slope of

Road

Gradient

required

Coefficie

nt of

runoff

PAV

At

(Hect.)

Section

Details


of Drain

(m)

Inlet Road

Top Level

Outlet

Road Top

Level

Discharge

Q = 0.028

PAIc

(cum/sec)

Total

Discharge

Q

=(Q1+Q2+Q

3+…..)

(cum/sec)

Rainfall

intensity

(i)

20.538 20.568 30 236.326 236.025 0.010 0.0100 0.47 9 0.11 30.2 0.044 0.75 0.909 OK 900

20.568 20.609 culvert 41 236.025 235.122 0.022 0.0220 0.47 9.24 0.15 29.79 0.059 0.103 0.75 1.348 OK 900

20.900 20.930 30 223.738 222.037 0.057 0.0567 0.47 9 0.11 30.2 0.044 0.75 2.164 OK 900

20.930 21.000 drain 70 222.037 217.119 0.070 0.0703 0.47 9.89 0.25 28.69 0.094 0.138 0.75 2.409 OK 900

22.040 22.078 38 220.282 219.007 0.034 0.0336 0.47 9.18 0.14 29.89 0.055 0.75 1.665 OK 900

22.078 22.104 26 219.007 217.853 0.044 0.0444 0.47 8.91 0.09 30.35 0.036 0.091 0.75 1.915 OK 900

22.104 22.140 outlet 36 217.853 216.85 0.028 0.0279 0.47 9.13 0.13 29.98 0.051 0.142 0.75 1.518 OK 900

OPEN RECTANGULAR DRAIN

1. Total width of carriageway with paved shoulder if any = 5 Mtr.

Coefficient of runoff = 0.9

2. Total width of earthen shoulder with turfed side slope if any = 1 Mtr.


3. T ota l widt h of land t o which dra in i s catering = 30 Mtr.


4. Width of Footpath = 0 Mtr.


Pav = 0.47



nsider a rectangular drain section of clear Bottom width = 1.2 m.

ncrete with all surfaces any type of finish, we consider n = 0.02


Extra Discharge for CCL = Qa = 1.083 cum/sec

From To Assume,

depth

(m)

Q

=1/n.A.R2

/3.S

1/2

(cum/sec)

Check Total dept

considerin

freeboard

(mm)

16.588 16.637 49 242.431 242.287 0.003 0.0030 0.47 9.42 0.18 29.49 0.070 1.153 1.2 2.141 OK 1500

16.637 16.693 56 242.287 242.326 0.001 0.0030 0.47 9.58 0.2 29.21 0.077 1.230 1.2 2.141 OK 1500

16.693 16.740 47 242.326 242.148 0.004 0.0038 0.47 9.38 0.17 29.55 0.066 2.379 1.2 2.410 OK 1500

16.588 to

16.74 km

20.538 to

20.609 km

20.9 to 21

km

22.04 to

22.14 km

Section

Details


of Drain

(m)

Inlet Road

Top Level

Outlet

Road Top

Level

Discharge

Q

(cum/sec)

Total

Discharge

Q

=(Q1+Q2+Q

3+…..)+Qa

CHANNEL SECTIONlongitudin

al slope of

Road

Gradient

of drain

required

Coefficie

nt of

runoff

PAV

tc

(minute)

At

(Hect.)

Rainfall

intensity

(i)

AnnePage-701


32/51

SUMMARY OF LEVELS AT OPEN DRAIN INLET & OUTLET POSITION

Section

Details

Inlet

Chainage

Starting

Road Top

Level

Level in

top of

drain

INVERT

LVL

Size of

Upstream

drain

(bottom

width x ht.)

Outlet

Chainage

End Road

Top Level

Level in

top of

drain

INVERT

LVL

Size of

downstrea

m drain

(bottom

width x ht.)

0.181 204.670 204.542 203.642 0.5 x 0.9 0.156 204.38 204.252 203.352 0.5 x 0.9

0.156 204.380 204.252 203.352 0.5 x 0.9 0 202.22 202.092 201.199 0.5 x 0.9

0.36 205.628 205.500 204.600 0.5 x 0.9 0.337 205.634 205.506 204.531 0.5 x 1

0.337 205.634 205.506 204.531 0.5 x 1 0.206 204.871 204.743 203.771 0.5 x 1

0.206 204.871 204.743 203.771 0.5 x 1 0.181 204.67 204.542 203.571 0.5 x 1

0.36 205.628 205.500 204.600 0.5 x 0.9 0.42 204.926 204.798 203.898 0.5 x 0.9

0.522 205.464 205.336 204.436 0.5 x 0.9 0.42 204.926 204.798 203.895 0.5 x 0.9

0.522 to 0.586

km 0.586205.778 205.650 204.750 0.5 x 0.9

0.522 205.464205.336 204.436 0.5 x 0.9

0.586205.778 205.650 204.750 0.5 x 0.9

0.606 205.59205.462 204.562 0.5 x 0.9

0.606 205.590 205.462 204.562 0.5 x 0.9 0.624 205.318 205.190 204.290 0.5 x 0.9

0.624 205.318 205.190 204.290 0.5 x 0.9 0.664 204.929 204.801 203.902 0.5 x 0.9

0.664 204.929 204.801 203.902 0.5 x 0.9 0.678 204.863 204.735 203.836 0.5 x 0.9

0.678 204.863 204.735 203.836 0.5 x 0.9 0.718 205.076 204.948 203.716 0.5 x 1.2

0.718 205.076 204.948 203.716 0.5 x 1.2 0.727 205.221 205.093 203.689 0.5 x 1.4

0 to 0.181 km

0.181 to 0.36

km

0.36 to 0.522

km

0.586 to 0.739

km

0.727 205.221 205.093 203.689 0.5 x 1.4 0.739 205.371 205.243 203.653 0.5 x 1.6

0.752 205.434 205.306 204.406 0.5 x 0.9 0.739 205.371 205.243 204.344 0.5 x 0.9

0.752 205.434 205.306 204.406 0.5 x 0.9 0.777 205.314 205.186 204.286 0.5 x 0.9

0.777 205.314 205.186 204.286 0.5 x 0.9 0.869 204.252 204.124 203.228 0.5 x 0.9

0.965 204.716 204.588 203.688 0.5 x 0.9 0.935 204.514 204.386 203.487 0.5 x 0.9

0.935 204.514 204.386 203.487 0.5 x 0.9 0.916 204.293 204.165 203.267 0.5 x 0.9

0.916 204.293 204.165 203.267 0.5 x 0.9 0.869 204.252 204.124 203.126 0.5 x 10.965 204.716 204.588 203.688 0.5 x 0.9 0.995 204.599 204.471 203.571 0.5 x 0.9

0.995 204.599 204.471 203.571 0.5 x 0.9 1.088 203.806 203.678 202.781 0.5 x 0.9

1.088 203.806 203.678 202.781 0.5 x 0.9 1.166 203.009 202.881 201.985 0.5 x 0.9

1.166 203.009 202.881 201.985 0.5 x 0.9 1.191 202.917 202.789 201.892 0.5 x 0.9

1.442 205.299 205.171 204.271 0.5 x 0.9 1.317 204.289 204.161 203.259 0.5 x 0.9

1.317 204.289 204.161 203.259 0.5 x 0.9 1.257 203.65 203.522 202.623 0.5 x 0.9

1.257 203.650 203.522 202.623 0.5 x 0.9 1.216 203.107 202.979 202.081 0.5 x 0.9

1.216 203.107 202.979 202.081 0.5 x 0.9 1.191 202.917 202.789 201.891 0.5 x 0.9

1.442 205.299 205.171 204.271 0.5 x 0.9 1.517 204.553 204.425 203.529 0.5 x 0.9

1.517 204.553 204.425 203.529 0.5 x 0.9 1.592 201.417 201.289 200.394 0.5 x 0.9

1.592 201.417 201.289 200.394 0.5 x 0.9 1.648 198.087 197.959 197.062 0.5 x 0.9

1.648198.087 197.959 197.062 0.5 x 0.9

1.708 195.519195.391 194.494 0.5 x 0.91.708 195.519 195.391 194.494 0.5 x 0.9 1.751 194.412 194.284 193.388 0.5 x 0.9

1.751 194.412 194.284 193.388 0.5 x 0.9 1.791 193.24 193.112 192.216 0.5 x 0.9

1.791 193.240 193.112 192.216 0.5 x 0.9 1.81 192.618 192.490 191.595 0.5 x 0.9

4.5 195.996 195.868 194.968 0.5 x 0.9 4.427 194.874 194.746 193.844 0.5 x 0.9

4.427 194.874 194.746 193.844 0.5 x 0.9 4.259 189.061 188.933 188.031 0.5 x 0.9

4.259 189.061 188.933 188.031 0.5 x 0.9 4.219 187.53 187.402 186.499 0.5 x 0.9

4.219 187.530 187.402 186.499 0.5 x 0.9 4.2 186.725 186.597 185.693 0.5 x 0.9

4.2 186.725 186.597 185.693 0.5 x 0.9 4.141 185.371 185.243 184.342 0.5 x 0.9

6.828 198.471 198.343 197.443 0.5 x 0.9 6.922 197.582 197.454 196.550 0.5 x 0.9

6.922 197.582 197.454 196.550 0.5 x 0.9 6.962 197.351 197.223 196.318 0.5 x 0.9

6.828 to 6.98

0.752 to 0.965

km

0.965 to 1.088

km

1.088 to 1.442

km

1.442 to 1.81

km

4.141 to 4.5

km

AnnexuPage-702


33/51

Section

Details

Inlet

Chainage

Starting

Road Top

Level

Level in

top of

drain

INVERT

LVL

Size of

Upstream

drain

(bottom

width x ht.)

Outlet

Chainage

End Road

Top Level

Level in

top of

drain

INVERT

LVL

Size of

downstrea

m drain

(bottom

width x ht.)

15.152 238.866 238.738 237.838 0.5 x 0.9 15.132 238.174 238.046 237.146 0.5 x 0.9

15.132 238.174 238.046 237.146 0.5 x 0.9 15.117 237.663 237.535 236.635 0.5 x 0.9

15.117 237.663 237.535 236.635 0.5 x 0.9 15.077 236.946 236.818 235.919 0.5 x 0.9

15.077 236.946 236.818 235.919 0.5 x 0.9 15.015 236.805 236.677 235.733 0.5 x 0.9

15.015 236.805 236.677 235.733 0.5 x 0.9 14.95 236.157 236.029 235.083 0.5 x 0.9

14.95 236.157 236.029 235.083 0.5 x 0.9 14.885 234.593 234.465 233.516 0.5 x 0.9

14.885 234.593 234.465 233.516 0.5 x 0.9 14.868 234.062 233.934 232.986 0.5 x 0.9

14.868 234.062 233.934 232.986 0.5 x 0.9 14.808 232.906 232.778 231.828 0.5 x 1

14.808 232.906 232.778 231.828 0.5 x 1 14.761 232.587 232.459 231.508 0.5 x 1

14.761 232.587 232.459 231.508 0.5 x 1 14.741 232.498 232.370 231.418 0.5 x 1

15.152 238.866 238.738 237.838 0.5 x 0.9 15.172 238.404 238.276 237.376 0.5 x 0.9

15.172 238.404 238.276 237.376 0.5 x 0.9 15.193 237.925 237.797 236.897 0.5 x 0.9

15.193 237.925 237.797 236.897 0.5 x 0.9 15.208 237.809 237.681 236.782 0.5 x 0.9

15.62 244.994 244.866 243.966 0.5 x 0.9 15.647 244.718 244.590 243.691 0.5 x 0.9

15.647 244.718 244.590 243.691 0.5 x 0.9 15.682 244.183 244.055 243.155 0.5 x 0.9

15.682 244.183 244.055 243.155 0.5 x 0.9 15.722 243.877 243.749 242.851 0.5 x 0.9

15.722 243.877 243.749 242.851 0.5 x 0.9 15.747 243.873 243.745 242.776 0.5 x 1

15.747 243.873 243.745 242.776 0.5 x 1 15.797 242.955 242.827 241.856 0.5 x 1

15.797 242.955 242.827 241.856 0.5 x 1 15.837 241.476 241.348 240.376 0.5 x 1

15.837 241.476 241.348 240.376 0.5 x 1 15.857 240.981 240.853 239.880 0.5 x 1

14.741 to

15.152 km

15.152 to

15.208 km

15.62 to

15.857 km

16.588 242.431 242.303 241.403 0.5 x 0.9 16.637 242.287 242.159 241.256 0.5 x 0.9

16.637 242.287 242.159 241.256 0.5 x 0.9 16.693 242.326 242.198 241.088 0.5 x 1.1

16.693 242.326 242.198 241.088 0.5 x 1.1 16.74 242.148 242.020 240.909 0.5 x 1.1

16.74 242.148 242.020 240.909 0.5 x 1.1 16.795 241.423 241.295 240.183 0.5 x 1.1

16.795 241.423 241.295 240.183 0.5 x 1.1 16.807 241.161 241.033 239.922 0.5 x 1.1

16.807 241.161 241.033 239.922 0.5 x 1.1 16.847 239.816 239.688 238.578 0.5 x 1.1

16.847 239.816 239.688 238.578 0.5 x 1.1 16.9 237.37 237.242 236.129 0.5 x 1.1

16.9 237.370 237.242 236.129 0.5 x 1.1 16.96 235.968 235.840 234.725 0.5 x 1.1

16.96 235.968 235.840 234.725 0.5 x 1.1 17.006 235.957 235.829 234.587 0.5 x 1.2

17.15 236.994 236.866 235.966 0.5 x 0.9 17.214 235.106 234.978 234.078 0.5 x 0.9

17.214 235.106 234.978 234.078 0.5 x 0.9 17.254 233.038 232.910 232.010 0.5 x 0.9

17.254 233.038 232.910 232.010 0.5 x 0.9 17.27 231.909 231.781 230.880 0.5 x 0.9

17.27 231.909 231.781 230.880 0.5 x 0.9 17.31 230.111 229.983 229.080 0.5 x 0.9

17.31 230.111 229.983 229.080 0.5 x 0.9 17.326 229.934 229.806 228.903 0.5 x 0.9

17.326 229.934 229.806 228.903 0.5 x 0.9 17.351 229.384 229.256 228.353 0.5 x 0.9

17.351 229.384 229.256 228.353 0.5 x 0.9 17.38 229.091 228.963 228.060 0.5 x 0.9

17.579 231.250 231.122 230.222 0.5 x 0.9 17.549 231.011 230.883 229.982 0.5 x 0.9

17.549 231.011 230.883 229.982 0.5 x 0.9 17.51 230.375 230.247 229.346 0.5 x 0.9

17.51 230.375 230.247 229.346 0.5 x 0.9 17.461 229.963 229.835 228.935 0.5 x 0.9

17.461 229.963 229.835 228.935 0.5 x 0.9 17.411 229.271 229.143 228.245 0.5 x 0.9

17.411 229.271 229.143 228.245 0.5 x 0.9 17.38 229.091 228.963 228.065 0.5 x 0.9

17.579 231.250 231.122 230.222 0.5 x 0.9 17.609 230.976 230.848 229.949 0.5 x 0.9

17.609 230.976 230.848 229.949 0.5 x 0.9 17.639 230.43 230.302 229.403 0.5 x 0.9

17.639 230.430 230.302 229.403 0.5 x 0.9 17.689 229.003 228.875 227.978 0.5 x 0.9

17.689 229.003 228.875 227.978 0.5 x 0.9 17.711 228.135 228.007 227.109 0.5 x 0.9

17.711 228.135 228.007 227.109 0.5 x 0.9 17.751 226.901 226.773 225.877 0.5 x 0.9

17.751 226.901 226.773 225.877 0.5 x 0.9 17.812 225.544 225.416 224.523 0.5 x 0.9

17.812 225.544 225.416 224.523 0.5 x 0.9 17.862 224.151 224.023 223.128 0.5 x 0.9

17.862 224.151 224.023 223.128 0.5 x 0.9 17.921 222.888 222.760 221.865 0.5 x 0.9

17.579 to

17.962 km

16.588 to

16.74 km

16.74 to

17.006 km

17.15 to

17.326 km

17.326 to

17.579 km

AnnexuPage-703


34/51

Section

Details

Inlet

Chainage

Starting

Road Top

Level

Level in

top of

drain

INVERT

LVL

Size of

Upstream

drain

(bottom

width x ht.)

Outlet

Chainage

End Road

Top Level

Level in

top of

drain

INVERT

LVL

Size of

downstrea

m drain

(bottom

width x ht.)

19.301 223.137 223.009 222.109 0.5 x 0.9 19.253 222.293 222.165 221.264 0.5 x 0.9

19.253 222.293 222.165 221.264 0.5 x 0.9 19.2 218.859 218.731 217.830 0.5 x 0.9

19.2 218.859 218.731 217.830 0.5 x 0.9 19.17 217.6635 217.536 216.633 0.5 x 0.9

20.16 227.595 227.467 226.567 0.5 x 0.9 20.133 225.891 225.763 224.863 0.5 x 0.9

20.133 225.891 225.763 224.863 0.5 x 0.9 20.083 222.376 222.248 221.348 0.5 x 0.9

20.083 222.376 222.248 221.348 0.5 x 0.9 20.043 220.106 219.978 219.076 0.5 x 0.9

20.043 220.106 219.978 219.076 0.5 x 0.9 20.022 219.184 219.056 218.154 0.5 x 0.9

20.022 219.184 219.056 218.154 0.5 x 0.9 20 218.378 218.250 217.349 0.5 x 0.9

20.538 236.326 236.198 235.298 0.5 x 0.9 20.508 235.916 235.788 234.887 0.5 x 0.9

20.508 235.916 235.788 234.887 0.5 x 0.9 20.488 235.396 235.268 234.367 0.5 x 0.9

20.488 235.396 235.268 234.367 0.5 x 0.9 20.448 233.809 233.681 232.779 0.5 x 0.9

20.448 233.809 233.681 232.779 0.5 x 0.9 20.418 232.214 232.086 231.183 0.5 x 0.9

20.418 232.214 232.086 231.183 0.5 x 0.9 20.358 230.969 230.841 229.935 0.5 x 0.9

20.538 236.326 236.198 235.298 0.5 x 0.9 20.568 236.025 235.897 234.998 0.5 x 0.9

20.568 236.025 235.897 234.998 0.5 x 0.9 20.609 235.122 234.994 234.096 0.5 x 0.9

20.9 223.738 223.610 222.710 0.5 x 0.9 20.93 222.037 221.909 221.009 0.5 x 0.9

20.93 222.037 221.909 221.009 0.5 x 0.9 21 217.119 216.991 216.088 0.5 x 0.9

22.04 220.282 220.154 219.254 0.5 x 0.9 22.078 219.007 218.879 217.977 0.5 x 0.9

22.078 219.007 218.879 217.977 0.5 x 0.9 22.104 217.853 217.725 216.823 0.5 x 0.9

22.104 217.853 217.725 216.823 0.5 x 0.9 22.14 216.85 216.722 215.818 0.5 x 0.9

19.17 to

19.301 km

20 to 20.16

km

20.358 to

20.538 km

20.538 to

20.609 km

20.9 to 21 km

22.04 to 22.14

km

Final Section of Open Drain

Hill Side 0.2m 1.0m 0.2m

0.5m varies from 0.9m - 1.6m

RR Masonary (Side wall)

RR Masonary (at bottom) 0.25m

0.725m

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Section

Details

Inlet

Chainage

Starting

Road Top

Level

Level in

top of

drain

INVERT

LVL

Size of

Upstream

drain

(bottom

width x ht.)

Outlet

Chainage

End Road

Top Level

Level in

top of

drain

INVERT

LVL

Size of

downstrea

m drain

(bottom

width x ht.)

OPEN RECTANGULAR DRAIN

Section

Details

Inlet

Chainage

Starting

Road Top

Level

Level in

top of

drain

INVERT

LVL

Size of Upstream

drain

(bottom

width x ht.)

Outlet

Chainage

End Road

Top Level

Level in

top of

drain

INVERT

LVL

Size of downstrea

m drain

(bottom

width x ht.)

16.588 242.431 242.303 240.803 1.2 x 1.5 16.637 242.287 242.159 240.659 1.2 x 1.5

16.637 242.287 242.159 240.659 1.2 x 1.5 16.693 242.326 242.198 240.698 1.2 x 1.5

16.693 242.326 242.198 240.698 1.2 x 1.5 16.74 242.148 242.020 240.520 1.2 x 1.5

Final Section of Open Drain

0.4 1.2 0.4

16.588 to

16.74 km

RR Masonary

1.5 0.2 2.0

0.2

PCC M15 0.2

2.2

RCC M20 @10m c/c 0.2

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Section details

From To

Remarks CD sizeChainage (Km)

Span Clear Height

CD Discharge

Q

=1/n.A.R2/3.S1/2

(cum/sec)

Total

Discharge in

outlet

Outlet

chainage

drain water

Discharge Check

10.155 10.178 - 0.044

10.178 10.208 - 0.057

10.208 10.270 nal lah Bothside 0.09

10.985 10.955 - 0.044

10.955 10.938 - 0.024

10.938 10.885 culvert 10.885 0.079 0.294 1.0 m x 1cell 1.000 1.945 2.38 ok

10.985 11.015 - 0.061

11.015 11.063 - 0.095

11.063 11.085 culvert 0.032

11.159 11.113 - 0.068


11.237 11.212 - 0.036

11.212 11.159 culvert 11.159 0.079 0.115 2m x 2m x 1cell 2.000 1.850 6.27 ok

11.237 11.262 - 0.036

11.262 11.300 - 0.074

11.300 11.317 culvert 0.035

11.426 11.396 - 0.057

11.396 11.340 - 0.107


11.426 11.456 - 0.044

11.456 11.536 - 0.116

11.536 11.550 bridge 0.02

11.792 11.776 - 0.024

11.776 11.732 - 0.068

11.732 11.652 - 0.152

11.652 11.596 - 0.083

11.596 11.567 bridge 0.044

11.890 11.864 - 0.04

11.864 11.816 - 0.095


12.789 12.800 culvert 0.016

12.863 12.838 - 0.07

12.838 12.800 culvert12.8 0.048 0.134

1.5m x 1.5m x

1cell 1.500 1.350

2.81 ok

12.863 12.952 outlet 0.075

13.238 13.202 - 0.02

13.202 13.171 - 0.06

13.171 13.121 - 0.098

13.121 13.107 - 0.095

13.107 13.067 - 0.127

13.067 13.000 - 0.036

13.000 12.952 outlet 0.056

13.238 13.252 - 0.027

13.252 13.303 culvert 0.099

13.477 13.412 - 0.094

10.885 to 11.89 km

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Section details

From To

Remarks CD sizeChainage (Km)

Span Clear Height

CD Discharge

Q

=1/n.A.R2/3.S1/2

(cum/sec)

Total

Discharge in

outlet

Outlet

chainage

drain water

Discharge Check

13.412 13.355 - 0.083


13.477 13.542 - 0.094

13.542 13.590 - 0.071

13.590 13.673 - 0.155


13.695 13.723 - 0.044

13.723 13.782 culvert 0.086

14.040 13.987 - 0.103

13.987 13.947 - 0.06

13.947 13.857 - 0.167


14.363 14.312 - 0.075

14.312 14.282 - 0.044

14.282 14.250 - 0.048

14.250 14.214 - 0.07

14.214 14.164 - 0.075


14.363 14.377 - 0.02

14.377 14.409 - 0.048

14.409 14.449 - 0.06


16.150

Annex 9.1_Drainage Design

Documents

Transcript of Annex 9.1_Drainage Design