Strom water NORTH_ZONE

N GPUR MUNICIP L CORPOR TION

PREPARATION OF MASTER PLAN / PERSPECTIVE

PLAN FOR DRAINAGE SYSTEM AND

REJUVENATION OF LAKES AND RIVERS OF

NAGPUR CITY FOR THE YEAR 2041

Shah Technical Consultants Pvt. Ltd.407, Raheja Centre, Nariman Point, Mumbai 40 0021, India

DRAFT DETAILED PROJECT REPORT OF

STORMWATER DRAINAGE SYSTEM

VOLUME - 1 NORTH ZONE

Dinesh Rathi & Associates6 Tatya Tope Nagar, West High Court Road, Nagpur – 440 015, India

With

FEBRUARY 2009

Submitted to:

EXECUTIVE ENGINEER (CONSTRUCTION)First Floor, Main Building

Nagpur Municipal Corporation

Mahanagarpalika Marg, Civil Lines

NAGPUR – 440001 (MS) INDIA

Draft Detailed Project Report Client: Nagpur Municipal Corporation

Project: Stormwater Drainage System

ST

Shah Technical Consultants Private Limited Page-1

With

Dinesh Rathi & Associates

EXECUTIVE SUMMARY

1.0 General

The report provides the Draft Detailed Project Report for the stormwater

drainage system for Nagpur Municipal Corporation. The consultancy work

for the master plan / perspective plan for stormwater drainage system for

Nagpur City for the year 2041 has been awarded by the Nagpur Municipal

Corporation to M/s Shah Technical Consultants (P) Ltd., Mumbai.

The Inception Report and the Master Plan Report for the consultancy work

was submitted to Nagpur Municipal Corporation. As part of the project

requirements a Draft Detailed Project Report (DPR) containing detailed

design, cost estimate and implementation for the stormwater drainage system

is now being submitted. The DPR is organized into the following Volumes-

Volume I : Main Report

Volume II : Hydraulic Statements of Stormwater Drainage System

Volume III : Drawings

Aim of Consultancy

The aim of the present consultancy assignment is to make readily available

document for the implementation of technically sound and viable schemes

forming integral parts of a comprehensive stormwater drainage system for

Nagpur City. The assignment includes preparation of Master Plan for a

stormwater drainage system, feasibility studies and preparation of Draft

Detailed Project Report for the master plan components, contract procurement

and provision of technical support during construction.

2.0 Existing Stormwater Drainage System

Nagpur City has an area of 217.56 sq.km. The present (Year 2007) population

is 25.49 Lakh. The projected population for the year 2041 is 62.75 Lakhs.

The annual rainfall is 1000 mm.

Existing stormwater drainage system in Nagpur City covers 3 major storm

water carrying streams i.e. the Pioli river, Nag river and Pora river which falls

outside NMC boundary.

The Pioli river starts from the gate of Gorewada tank at the northwest end of

the city runs through the north to the eastern end of the city. Final disposal of

stormwater from part of west Nagpur and north Nagpur is into this river

through minor and major nallahs.



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The Nag river starts from Ambazari lake’s overflow weir at the western end ofthe city and runs through the middle of the city towards the east. The final

disposal of stormwater from part of west Nagpur, south Nagpur, central

Nagpur and east Nagpur is into this river through minor and major nallahs.

Pora river starts from Sonegaon area. Stormwater from southern part of Nagpur city drains to this river through minor and major nallahs.

At present, 40% area inside the ring road is covered with stormwater drainagenetwork.

Observations on existing stormwater drainage (SWD) network and need forcomprehensive stormwater drainage system:

• Almost all stormwater drains get flooded during monsoon

• In many places, final disposal of sewage is in the stormwater drain and

stormwater drainage gets flooded

• Nallahs, rivers, drains and chambers are heavily silted and need cleaning

• Many places, sewers discharge directly into the rivers and major nallahs,due to which the ground water and surface water is getting polluted

To overcome the above situation the sewerage and stormwater disposal system

should be implemented, failing which problems will be posed to the

environment of the city affecting public health and the commercial activities.The pollution loads to Pioli river and Nag river and other natural nallahs

should be intercepted and should be conveyed to sewage treatment plant to

improve the hygienic conditions.

To sustain the high rate of growth in the city, the infrastructure in general has

to keep up and the stormwater drainage system is one of the importantcomponents of the infrastructure that needs to be developed on priority. To

avoid flooding in the project area proper stormwater drainage system is

necessary.

Local ponds in low lying area - The adverse topography and manmade hurdles

obstruct the free disposal of the normal stormwater within the city. Ponds leadto unhygienic conditions in the surroundings. Improper inlets to the existing

stormwater drains cause pool of water at few locations. To rectify the

situation proper measures are necessary.

River and nallahs – The flood protection measures are necessary on the banks

of Nag and Pioli rivers and nallahs at various locations.



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3.0 Data Collection, Topographical Survey

As a part of planning and location studies, collection of all available

information pertaining to the project is vital for bringing out a proper design of

the project and for its successful completion. Basic data required for

formulation of the project such as project area map, Nagpur city development

plan showing existing and proposed landuse, existing drainage system details,

rainfall data from year 1969-2000, physical characteristics of drainage basin,

flood data etc. information have been collected and analysed.

Topographical Survey Contour Map, Soil Investigations

A topographic survey has been carried out for the un-sewered area of the city.

Total length of road survey carried out is 800 Kms and a contour map has

been prepared for the NMC area taking into account the new street levels as

well as street levels available for the areas sewered. All new roads have been

incorporated into the city map.

Survey of nallahs and river basins have been carried out. L-Sections and

Cross-Sections have been prepared. Total surveyed length of nallahs in the

north zone is 76 kms and total surveyed length of Pioli river, Nag river and

Pora river is 47.9 kms. Soil investigation has been carried out. Generally the

ground water levels ranged from 0.2 m to 9.12 m in the area.

4.0 Hydrologic Analysis of Drainage Facility Design

The rational method is adopted for the conversion of precipitation into runoff.

The following equation is used for the calculation of peak runoff.

Q = 10 CiA ………… Equation (1)

where

Q = peak runoff in m3/hr

i = rainfall intensity in mm/hr

C = runoff coefficient

A = the catchment area in ha



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4.1 Frequency of Storm

As mentioned in CPHEEO manual storm frequency is adopted depending on

the importance of the area to be drained.

a) Residential

i) Peripheral area twice a year

ii) Central and comparatively high priced area once a year

b) Commercial and high priced area once in two years

For nallahs the storm frequency considered is once in 2 years and for river

channel once in 25 years.

4.2 Storm Duration

Storm duration is selected on the basis the time of concentration of the

drainage basin. As per CPHEEO manual, the time of concentration (tc) is

calculated as sum of (i) Inlet time (ti) & (ii) time of flow in storm drain to the

outlet (tf).

Time of inlet is worked out using Kirpich equation. Time of inlet adopted is-

River - 60 Min.

Nallah - 22 to 75 Min

Road side drain - 30 Min

4.3 Rainfall Intensity

The available data acquired from Pune Meteorological Department includes

24 hr. rainfall data from year 1969-2000 for the Nagpur City. These data sets

are used to carryout frequency analysis to determine the magnitude of peak

flows of known return period to achieve an optimized design.

The intensities for different return periods and durations are formulated using

IDF curves using empirical equations and theories of probability.

Adopted intensity of storm for various return period and duration is provided

in the tabular form.

Table No.I shows Intensity of Storm for Various Return Period and Duration

Gumbels Extreme Value (type I) distribution



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Table No.I: Intensity of Storm for Various Return Period and Duration

Gumbels Extreme Value (type I) distribution

Rainfall Intensity, mm/hr

Return Period , YearsTime in

minutes 0.50 1.00 2.00 5.00 10.00 25.00 100.00

5.00 158.46 181.83 208.65 250.28 287.19 344.48 453.60

10.00 99.59 114.28 131.14 157.30 180.50 216.51 285.09

15.00 75.90 87.10 99.94 119.88 137.56 165.00 217.27

20.00 62.59 71.83 82.42 98.86 113.45 136.08 179.18

25.00 53.90 61.85 70.98 85.14 97.69 117.18 154.30

30.00 47.70 54.74 62.82 75.35 86.46 103.71 136.56

35.00 43.02 49.37 56.65 67.95 77.98 93.53 123.16

40.00 39.34 45.14 51.80 62.14 71.30 85.53 112.62

45.00 36.36 41.72 47.87 57.42 65.89 79.04 104.07

50.00 33.88 38.88 44.61 53.51 61.40 73.65 96.98

55.00 31.78 36.47 41.85 50.20 57.60 69.09 90.98

60.00 29.98 34.41 39.48 47.36 54.34 65.18 85.83

70.00 27.04 31.03 35.61 42.71 49.01 58.78 77.40

80.00 24.73 28.37 32.56 39.05 44.81 53.75 70.78

90.00 22.85 26.22 30.09 36.09 41.41 49.67 65.41

100.00 21.29 24.43 28.04 33.63 38.59 46.29 60.95

110.00 19.98 22.92 26.30 31.55 36.20 43.43 57.18

120.00 18.84 21.62 24.81 29.76 34.15 40.97 53.94

IDF CURVES

0.00

25.00

50.00

75.00

100.00

125.00

150.00

175.00

200.00

225.00

250.00

275.00

300.00

0 15 30 45 60 75 90 105 120 135 150

Duration in Minutes

I n t e n s i t y i n m m /

0.5 Year

1 Year

2 Year

5 Year

25 Year

100 Year

`

Figure I: Intensity- Frequency-Duration Curves by Gumbel’s Extreme

Value (type 1) distribution



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4.4 Coefficient of Runoff (C)

The co-efficient of runoff (C) is the portion of precipitation that makes its way

to the drain. Co-efficient of runoff for various surfaces has been adopted from

the Handbook and composite ‘C’ value have been calculated for different land

uses contributing to a single catchments.

4.5 Catchment Area

Based on topography, catchment areas contributing to proposed drain is

calculated in hectares.

4.6 Calculation of Peak Runoff (Stormwater Flow)

From the rainfall intensity (I) catchments area (A) and composite value of ‘C’

peak flow (Q) in the drain have been calculated using Equation-1.

5.0 Concept, Methodologies and Procedures

Using detailed base map of the project area the project area shall be divided

into catchments and sub-catchments based on topography.

Surface runoff from property and roads will discharge to minor or major

nallahs through road side drains and further disposal will be mainly throughmajor nallahs to river.

i) Hydrologic and hydraulic analysis shall be carried out for nallahs and

river sections.

ii) For preliminary design the single section method shall be used and for

detailed engineering the step backwater method shall be used for

nallah sections.

iii) Hydraulic analysis for nallah section be carried out for two alternatives

as follows:

• Alternative 1 – Concrete lining for side walls and bottom without

treatment i.e. natural channel

• Alternative 2 – Concrete lining for side walls as well as bottom of

nallah

iv) For river channelisation hydraulic analysis shall be carried out for

concrete lining on side walls and bottom without treatment.

STORMCAD latest version software shall be used for design.



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STORMCAD-V8XM edition and StormCAD Version 4.1 Software

shall be used for design of stormwater drainage system.

v) Rectangular sections shall be proposed for river channel sections and

trapezoidal sections for nallah channel section.

vi) R.C.C. structures shall be proposed for nallah and river section.

vii) Road side drains shall be proposed on both side of roads except in

some part of slum area.

viii) Drains shall be planned taking into consideration the ground levels,

slope of the ground, valley and ridges and also the land use planned.

ix) Drains shall be planned to get good longitudinal slope, considering the

nature of soil and subsoil water level. Large areas shall be subdivided

into small grids to avoid a long main drain.

x) Efficiency in maintenance of drainage system shall be given an

important consideration in selecting the size, shape and the location.

xi) An attempt shall be made in the design to provide higher starting and

higher outfall bed levels in drains. A free outfall shall be attempted as

far as possible.

xii) Design of main drain shall be so made as to allow use of the normal

methods for desilting operations.

xiii) Existing drain system shall be checked for its adequacy and

replacement shall be proposed for the drains which are not adequate in

capacity.

6.0 Design Criteria

i) The design criteria adopted for the project proposals are based on:

a) Manual on sewerage and sewage treatment by CPHEEO

b) Stormwater collection system design handbook by Larry W

Mays

c) ICR-SP-50- Guidelines on Urban Drainage, New Delhi 1999

ii) Capacity of drains shall be designed by using manning’s formula:

2/3 1/ 21 Q AR S

n= ………… Equation (2)



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Whereas

Q = discharge in cum/sec

n = manning’s coefficient of roughness

R = hydraulic radius in m

S = Channel Slopes

A = area of cross section in m2

Manning’s co-efficient of roughness for various types of surfaces

Type of surface Value of ‘n’

Concrete pipe - 0.013

Natural stream / Nallah - 0.022

iii) Type of drain

a) Closed Conduit

The pipe size of conduit shall be determined using peak

discharge for each proposed pipe and the manning’s formula

assuming full pipe flow condition. All conduits are proposed to

be designed to flow 0.8 full at peak flow.

b) Minimum Conduit Size

Minimum diameter of the pipe shall be 300 mm.

c) Open Channel

The rectangular and trapezoidal sections are easy to construct

and are considered most suitable.

d) Economical Sections

As far as possible for obtaining economical sections for lined

drains the bed width and depth shall be proposed as follows.

Rectangular drain

b = 2d

Trapezoidal drain



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b = 0.8 2d (1:1 side slope)

b = 1.24 d (½:1 side slope)

e) Minimum section of drain

It is recommended that minimum width of a drain should not be

less than 300 mm.

iv) Minimum and Maximum Velocities

Type of Drain Minimum Velocity

(m/sec)

Maximum Velocity

(m/sec)

Pipe drain 0.8 3.0

Internal drain (R.C.C.) 0.45 3.0

Min drain (R.C.C.) 0.75 3.0

Maximum spacing of inlet would depend upon various conditions of

road, size and type of inlet and rainfall.

Stormwater inlets – A maximum spacing of 30 m shall be provided.

Location of inlet for channel

Rectangular Type drain -Both side of road below footpath

For each inlet covered inlet chamber shall be provided for maintenance

purpose.

7.0 Proposed Stormwater Drainage System

7.1 The primary goal of storm drain design is to minimize water logging and limit

the amount of water flowing on the travel way or ponding at sag points in the

roadway grade to quantities that will not interfere with the passage of traffic

for the design frequency storm.

7.2 Drainage Basin in Project Area

Project area is divided in three river valleys. 1st in north zone i.e. Pioli river

basin, 2nd

in central zone i.e. Nag river basin and 3rd

in south zone i.e. Pora

river basin.



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7.3 Pioli River Basin

Pioli river basin (North Zone) consists of roadside drain, minor and major

nallahs. There are 25 minor nallahs and 14 major nallahs.

Component 1: (Roadside Drains) includes Hydrologic and Hydraulic

Analyse of Existing and Proposed Roadside Drain

7.4 Roadside Drains – Sizing of Drains

i) Rational method is used for determination of discharge in each reach.

ii) The manning’s formula is used for determination of capacity of drains.

iii) STORMCAD-V8XM edition and STORMCAD version 4.1 Software

have been used for the design of stormwater drainage system.

Table II provides proposed size drain, total length and type of drain in each

nallah basin in the north zone and Table III provides proposed drain size , total

length and type of drain in cluster.

Table II: Proposed drain size, Total Length and Type of drain in nallah

basin

S. No. Section Size Length (m) Type

Shanthi Nagar Nallah Basin

1 300x150 42289

2 300x200 11000

3 400x200 7107

4 400x250 9538

5 400x300 281

6 500x250 5987

7 500x300 8107

8 600x300 3276

9 600x350 4328

10 600x400 313

11 700x300 1167

12 700x350 1462

13 700x400 4530

14 800x400 314

15 800x450 1444

16 900x400 12

17 900x450 1421

18 900x500 1198

19 900x550 104

20 1000x500 239

21 1000x550 38

22 1100x550 633

Rectangular Channel with

cover



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23 1100x600 497

24 1100x650 433

25 1200x600 215

26 1200x650 144

27 1300x650 128

28 1300x700 78

29 1400x700 936

30 1400x750 7

31 1500x750 121

32 1500x800 60

33 1600x800 148

34 1600x850 560

35 1700x900 158

36 1800x900 87

Chamar Nallah Basin

37 300x150 154575

38 300x200 49837

39 400x200 28066

40 400x250 28126

41 400x300 742

42 500x250 13605

43 500x300 18460

44 600x300 8014

45 600x350 8163

46 600x400 353

47 700x300 1724

48 700x350 3896

49 700x400 11735

50 700x450 216

51 800x400 3130

52 800x450 3402

53 800x500 150

54 900x450 1647

55 900x500 3079

56 900x550 471

57 1000x500 709

58 1000x550 1766

59 1000X900 68

60 1100x550 621

61 1100x600 1266

62 1100x650 431

63 1200x600 326

64 1200x650 837

65 1300x650 145

66 1300x700 1606

67 1400x700 79

68 1400x750 168

69 1500x800 1881


cover



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Bor Nallah Basin

70 300x150 26696

71 300x200 6567

72 400x200 2287

73 400x250 8598

74 400x300 382

75 500x250 1022

76 500x300 3874

77 600x300 1034

78 600x350 460

79 600x400 103

80 700x300 12

81 700x350 629

82 700x400 717

83 800x400 445

84 800x450 731

85 800x500 55

86 900x500 55

87 1000x550 213

88 1000x600 102

89 1100x550 12

90 1100x600 102

91 1200x600 74


cover

Pioli River Basin

92 300x150 55893

93 300x200 14984

94 400x200 14087

95 400x250 7430

96 400x300 4540

97 500x250 4253

98 500x300 6943

99 600x300 4368

100 600x350 1218

101 600X400 30

102 700x300 2520

103 700x350 2300

104 700x400 2855

105 700x450 760

106 800x300 47

107 800x400 3214

108 800x450 3768

109 800x500 365

110 900x450 1121

111 900x500 2261

112 900x550 848

113 1000x500 410

114 1000x550 468

115 1000x600 271


cover



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With



116 1100x550 219

117 1100x600 59

118 1200x600 528

119 1200x650 841

120 1200x700 9

121 1400x700 320

122 1400x800 1178

123 1600x800 282

124 1800x900 617

* Total Length includes drains on both side of road

Table III: Proposed Drain Size, Total Length and Type of Drain

(Cluster)Section Size (m) Length (m) Section Size (m) Length (m)

300x150 349220 900x500 12531

300x200 123978 900x550 35

350x200 183 900x600 6095

400x200 78274 900x700 56

400x250 76294 1000x500 2298

400x300 43 1000x550 6685

500x250 34268 1000x600 36

500x300 45484 1000x700 278

500x900 7 1000x800 102

600x300 16052 1100x550 2168

600x350 16082 1100x600 5788

660x750 5920 1100x650 1537

600x400 1700 1200x600 1873

700x300 2722 1200x650 2855

700x350 6801 1300x650 1427

700x400 38289 1300x700 5082

700x450 0 1400x700 2013

750x450 163 1400x750 1337

800x300 0 1400x800 298

800x400 7497 1500x750 1207

800x450 16350 1500x800 4167

850x700 106 1600x800 2039

800x500 0 1700x850 10

900x400 0 1800x900 0

900x450 8251

7.5 Roadside Drains in Slum Area

In slum area roadside drains are proposed on both side of road on broader

roads. Storm from narrow roads will be directly picked upto these drains.



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7.6 Existing Drainage System Hydraulic Analysis

Adequacy of existing drain size have been checked using STORMCAD

Software for inadequate drains replacement is proposed.

Component 2: (Major Drainage Channels) includes Hydrologic and

Hydraulic Analysis of Major Drainage Channels i.e. Major & Minor

Nallahs

7.7 Hydrologic and Hydraulic Analysis have been carried out for each nallah and

river. Hydrologic analysis refer to the development of water flows off of the

land surface. Hydrologic analysis determines how much and how fast water

runoff, of the land into the system’s hydraulic elements such as nallahs,

culverts and the river. Hydraulic analysis determines the sections for the

calculated hydraulic flow.

Table IV provides proposed Nallah/Channel section, length, type and slope of

each nallah.

7.8 Catchment area and time of inlet intensity rainfall of 1st reach of each nallah

basin in North zone area (2 years return period) is provided in Table V.

7.9 Hydraulic analysis have been carried out for each nallah and river considering

concrete lined walls and natural bottom and using STORMCAD Software.

Trapezoidal sections have been proposed nallah for channalisation and

rectangular section for river channalisation.

Table IV: Proposed Nallah/Channel Section, Length , Type and Slope of each Nallah

ChainageSection Size Proposed

(m)S.

No. Name of Nallah

From ToTop

WidthBottomWidth

WaterDepth

SectionType

Slope(m/km)

Coeffecientof Runoff,Composite

C

Coeffiecientof

Roughness,Composite

n

1 L1 2702 1890 15.0 14.0 0.8 Trapezoidal 4.18 0.55 - 0.57 0.021

1890 1170 19.0 17.8 0.9 " 4.34 0.021

1170 0 22.0 20.7 0.9 " 3.66 0.021

2L2 (Ved Nagar)

3210 2130 6.0 5.1 0.7 " 4.98 0.41 - 0.53 0.021

2130 1080 7.0 6.0 0.8 " 3.85 0.021



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(m)S.

No. Name of Nallah

From ToTop

Width

Bottom

Width

Water

Depth

SectionType

Slope(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecientof

Roughness,

Compositen

1080 838 10.0 8.7 0.8 Trapezoidal 2.94 0.021

838 0 10.0 8.7 0.9 " 3.15 0.021

2.1 L2R1 2580 1710 8.1 7.3 0.6 " 9.01 0.40 - 0.53 0.021

1710 900 9.0 8.2 0.7 " 4.67 0.021

900 0 9.0 8.2 0.6 " 3.48 0.021

3 L3 (Nara) 3545 3000 12.0 11.0 0.8 " 2.42 0.36 - 0.51 0.021

3000 2178 12.0 11.0 0.9 " 2.45 0.021

2178 1286 13.0 12.0 0.9 " 2.52 0.021

1286 810 15.0 13.9 0.9 " 3.63 0.021

810 0 15.0 13.9 0.8 " 3.62 0.021

3.1 L3L1 1445 750 5.0 4.1 0.7 " 10.00 0.53 - 0.55 0.021

750 0 8.0 7.0 0.7 " 7.97 0.021

3.2 L3L2 720 0 6.2 5.2 0.9 " 2.34 0.6 0.021

4 L4 10160 8730 10.2 9.1 0.9 " 3.18 0.50 - 0.55 0.021

8730 6390 12.0 10.8 1.1 " 2.36 0.021

6390 3600 12.1 10.7 1.2 " 1.96 0.021

3600 1070 16.0 14.4 1.4 " 1.61 0.021



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(m)S.

No.

Name of

Nallah

From ToTop

Width

Bottom

Width

Water

Depth

Section

Type

Slope

(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecient

of

Roughness,

Composite

n

1070 0 16.0 14.4 1.2 Trapezoidal 1.18 0.021

4.1 L4R1 1465 690 7.0 6.4 0.5 " 4.70 0.52 - 0.6 0.021

690 0 8.0 7.4 0.5 " 3.83 0.021

5 R1 500 0 6.0 5.1 0.6 " 253.00 0.509 0.021

6 R2 (Bor) 6225 5883 6.0 5.4 0.5 " 30.57 0.50 - 0.56 0.021

5883 5721 6.1 5.4 0.5 " 17.78 0.021

5721 5439 6.1 5.4 0.6 " 13.48 0.021

5439 5400 6.3 5.4 0.7 " 10.00 0.021

5400 4514 12.0 11.1 0.9 " 8.70 0.021

4514 4410 12.1 11.1 0.9 " 6.67 0.021

4410 4133 14.0 13.0 1.0 " 5.56 0.021

4133 3600 14.0 13.0 1.0 " 5.18 0.021

3600 3564 18.0 16.8 1.0 " 5.00 0.021

3564 2827 18.0 16.8 1.1 " 4.80 0.021

2827 2340 18.0 16.8 1.1 " 4.01 0.021

2340 2110 18.1 16.8 1.2 " 4.00 0.021

2110 1980 18.1 16.8 1.2 " 4.00 0.021



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With



(m)S.

No. Name of Nallah

From ToTop

Width

Bottom

Width

Water

Depth

SectionType

Slope(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecientof

Roughness,

Compositen

1980 1752 22.2 20.7 1.3 Trapezoidal 3.33 0.021

1752 810 22.2 20.7 1.4 " 3.33 0.021

810 715 25.0 23.5 1.4 " 2.51 0.021

715 0 25.0 23.5 1.2 " 2.18 0.021

6.1 R2 L1 1520 1000 3.2 2.5 0.4 " 16.17 0.40 - 0.66 0.021

1000 450 4.7 3.9 0.6 " 9.31 0.021

450 0 5.1 4.3 0.7 " 7.98 0.021

6.2 R2 L2 1580 1260 3.3 2.5 0.6 " 60.60 0.54 - 0.61 0.021

1260 540 5.2 4.3 0.7 " 14.51 0.021

540 0 6.6 5.6 0.9 " 6.13 0.021

6.3 R2 L3 1890 1260 5.1 4.4 0.6 " 23.67 0.55 - 0.62 0.021

1260 630 6.1 5.3 0.7 " 8.65 0.021

630 0 7.2 6.2 0.7 " 5.41 0.021

6.4 R2 L4 980 630 3.2 2.6 0.4 " 56.66 0.57 - 0.61 0.021

630 240 4.1 3.5 0.5 " 19.24 0.021

240 0 6.0 5.4 0.6 " 11.05 0.021

6.5 R2 L5 450 0 4.1 3.5 0.3 " 48.33 0.65 0.021



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With



(m)S.

No.

Name of

Nallah

From ToTop

Width

Bottom

Width

Water

Depth

Section

Type

Slope

(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecient

of

Roughness,

Composite

n

6.6 R2 R1 1050 540 4.1 3.4 0.4 Trapezoidal 23.08 0.48 - 0.51 0.021

540 0 6.1 5.3 0.7 " 6.45 0.021

6.7 R2 R2 580 0 5.1 4.5 0.3 " 23.77 0.65 0.021

7 R3 (Chamar) 5610 5546 8.0 0.8 Rectangular 3.33 0.52 - 0.62 0.021

5546 5481 8.0 0.8 " 3.34 0.021

5481 5420 11.0 0.6 " 2.23 0.021

5420 5318 11.0 0.6 " 3.33 0.021

5318 5115 11.0 0.6 " 3.33 0.021

5115 4717 13.0 0.8 " 2.92 0.021

4717 4325 13.0 0.8 " 2.77 0.021

4325 3960 13.0 1.2 " 1.67 0.021

3960 3600 14.0 1.2 " 1.5 0.021

3600 3193 14.0 1.2 " 1.31 0.021

3193 2700 16.0 1.3 " 1.33 0.021

2700 2280 20.0 1.2 " 1.18 0.021

2280 1770 20.0 1.3 " 1.2 0.021

1770 1350 22.0 1.4 " 1.02 0.021



ST


With



(m)S.

No.

Name of

Nallah

From ToTop

Width

Bottom

Width

Water

Depth

Section

Type

Slope

(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecient

of

Roughness,

Composite

n

1350 780 22.0 1.4 Rectangular 1.1 0.021

780 360 26.0 1.6 " 1.05 0.021

360 0 26.0 1.4 " 1.05 0.021

7.1 R3 L1 1440 1037 6.0 0.8 " 9.33 0.61 - 0.62 0.021

1037 720 6.0 0.8 " 9.72 0.021

720 439 10.0 0.9 " 5.00 0.021

439 0 10.0 0.8 " 6.13 0.021

7.2 R3 L2 810 390 4.5 0.7 " 4.47 0.64 0.021

390 0 4.5 0.7 " 4.51 0.021

7.3 R3 R1 4375 4140 8.0 0.9 " 2.84 0.55 - 0.59 0.021

4140 3890 8.0 0.9 " 2.67 0.021

3890 3600 8.0 0.8 " 2.99 0.021

3600 2880 8.0 0.8 " 2.36 0.021

2880 2100 10.0 1.4 " 1.43 0.021

2100 1440 10.0 1.3 " 1.52 0.021

1440 710 11.0 1.4 " 1.31 0.021

710 0 11.0 1.3 " 1.45 0.021



ST


With



(m)S.

No.

Name of

Nallah

From ToTop

Width

Bottom

Width

Water

Depth

Section

Type

Slope

(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecient

of

Roughness,

Composite

n

7.4 R3 R2 1775 1380 6.5 0.8 Rectangular 12.12 0.51 - 0.52 0.021

1380 900 7.0 0.8 " 10.00 0.021

900 360 9.0 0.8 " 8.78 0.021

360 0 9.0 0.8 " 6.06 0.021

7.5 R3 R3 1430 870 3.0 0.5 " 8.03 0.54 - 0.61 0.021

870 450 5.5 0.7 " 4.29 0.021

450 0 7.0 0.8 " 3.33 0.021

7.6 R3 R4 330 0 3.0 0.3 " 7.22 0.65 0.021

8 R4 3080 2070 8.0 7 0.8 Trapezoidal 11.76 0.52 - 0.63 0.021

2070 990 10.0 8.8 0.9 " 6.41 0.021

990 0 11.0 9.7 0.9 " 5.65 0.021

9 R5 180 0 5.6 4.8 0.5 " 17.04 0.65 0.021

10 R6 710 0 3.0 2.4 0.4 " 11.33 0.604 0.021

11 R7 2270 1484 3.0 2.2 0.6 " 12.60 0.60 - 0.63 0.021

1484 720 3.5 2.6 0.6 " 7.62 0.021

720 0 4.0 3.1 0.6 " 6.49 0.021

12 R8 570 0 4.0 3.4 0.4 " 8.97 0.65 0.021



ST


With



(m)S.

No.

Name of

Nallah

From ToTop

Width

Bottom

Width

Water

Depth

Section

Type

Slope

(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecient

of

Roughness,

Composite

n

13 R9 1830 930 12.1 11.2 0.5 Trapezoidal 2.52 0.58 - 0.60 0.021

930 0 14.0 12.9 0.6 " 1.13 0.021

14R10

(Shantinagar)7110 6385 8.0 0.7 Rectangular 3.81 0.54 - 0.61 0.021

6385 6274 8.0 0.7 " 2.86 0.021

6274 5670 8.0 0.7 " 2.86 0.021

5670 5333 11.0 1.0 " 2.20 0.021

5333 5250 13.0 1.0 " 1.93 0.021

5250 4742 13.0 1.0 " 2.00 0.021

4742 4590 13.0 1.0 " 2.00 0.021

4590 4060 16.5 1.2 " 1.65 0.021

4060 3210 16.5 1.1 " 1.69 0.021

3210 2255 17.5 1.4 " 1.66 0.021

2255 0 17.5 1.4 " 1.00 0.021

14.1 R10 L1 230 0 2.0 0.4 " 4.60 0.65 0.021

14.2 R10 L2 580 0 1.8 0.5 " 5.22 0.65 0.021

14.3 R10 L3 1190 0 11.0 0.4 " 5.37 0.65 0.021

14.4 R10 L4 230 0 2.1 0.4 " 3.53 0.65 0.021



ST


With



(m)S.

No. Name of Nallah

From ToTop

Width

Bottom

Width

Water

Depth

SectionType

Slope(m/km)


C

Coeffiecient

ofRoughness,

Compositen

14.5 R10 R1 380 0 2.5 0.4 Rectangular 6.95 0.65 0.021

14.6 R10 R2 50 0 2.0 0.2 " 6.60 0.65 0.021



ST


With


Table V: Catchment Area and Time of Concentration of Nallah Basins (2 yrs Return Period)

S.

No. Name of Nallah

Catchment

Area (ha)

Highest G.L

(m)

Lowest G.L

(m)

Longest

Length

(m)

Slope

Time of

Concentration

Tc (min)

Intensity

(mm/hr)

1 L1 973.38 320.00 308.97 2237 0.0049 57.13 40.80

3 L2 (Ved Nagar Nallah) 375.12 308.00 294.56 1060 0.0127 22.34 76.52

4 L3 (Nara Nallah) 754.96 312.00 303.26 1950 0.0045 53.31 42.74

6 L4 1105.11 302.50 297.80 800 0.0059 24.19 72.56

7 R1 98.30 310.00 307.30 640 0.0042 23.14 74.74

2 R2 (Bor Nallah) 1362.21 367.50 341.33 1460 0.0179 25.02 70.94

5 R3 (Chamar Nallah) 1737.20 322.50 300.45 1270 0.0174 22.75 75.60

8 R4 317.49 326.50 318.25 950 0.0087 23.76 73.44

9 R5 59.23 301.50 296.80 750 0.0063 22.45 76.27

10 R6 21.88 303.00 301.20 545 0.0033 22.47 76.23

11 R7 (Taj Nagar Nallah) 59.70 314.50 311.70 645 0.0043 23.03 74.99

12 R8 (Vishwas Nagar Nallah) 27.13 299.50 297.60 555 0.0034 22.48 76.22

13 R9 137.33 287.50 285.40 640 0.0033 25.49 70.05

14 R10 (Shantinagar Nallah) 794.59 307.00 299.70 950 0.0077 24.90 71.16



ST


With


Component 3: (Disposal) includes Hydrologic and Hydraulic Analysis of

River

7.10 Pioli river return period is proposed as 25 years and with 60 minute duration.

(Time of inlet) rainfall intensity is 65 mm/hr from IDF curves.

Catchment area and peak flow in various reaches of Pioli river segment is

provided in Table VI below.

Table VI: Catchment area and peak flow in various reaches of Pioli river

segment

From To

1 0 470 205 73.24

2 470 2062 205 73.24

3 2062 2342 585 98.82

4 2342 4322 1344 221.21

5 4322 6355 533 233.16

6 6355 6953 793 266.24

7 6953 8330 933 308.60

8 8330 12225 451 319.26

9 12225 14863 1695 380.37

10 14863 17635 1850 416.06

11 17635 17815 849 424.12

Details of Pioli River Basin

ChainageSr No

Catchment

Area (ha)

Peak Flow

(m3 /s)

Table VII below provides proposed hydraulic sections of Pioli river for a flood

frequency of 25 years.

Table VII: Hydraulic Sections of Pioli River for a flood Frequency of 25

Years

WidthChainage Depth

25 Years

0 - 470 River front development

470 - 2062 1.50 45.0

2062 - 2342 2.00 45.0

2342 - 4322 2.50 50.0

4322 - 6355 2.50 52.0

6355 - 6953 2.70 54.0

6953 - 8330 2.70 62.0

8330 - 12225 2.80 62.0

12225 - 14863 3.00 68.0

14863 - 17635 3.30 68.0

17635 - 17815 3.50 68.0



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With


7.11 Energy Dissipater

To control the velocity of flow, energy dissipaters i.e. check dams; vertical

drop structures are proposed in nallah and river sections.

7.12 Flood Protection System

R.C.C. flood walls are proposed to protect public safety and property and for

economic benefit. Flood walls shall prevent flood waters from inundating

valuable agricultural land, residential and business property as well as

infrastructure.

7.13 River Front Beautification

Flood walls are not proposed at the various locations of Pioli river where river

front beautification is proposed. Table VIII below provide the proposed

location of river front beautification.

Table VIII: Proposed Location of River front Beautification

Piolli River Chainage (m) Description

Node 1 CH1794 toCH 2022 Stretch behind Vincate Pallote

School

Node2 CH 2352 to CH2952 Bhor nallah junction

to down side Ayappa Nagar

Node 3(a) & 3(b) CH 3567 to CH 4496 Ganga Nagar to railway bridge

Node 4 CH 4896 to 4996 After railway crossing

Node 5 CH6075 to 6425 Eco park Naragaon

Nallah

Node 6 10118 to 10648 Strech at Kausalya

Nagar

Node 7 11478 to 11868 Yogi Arvind Nagar

8.0 Rainwater Harvesting, Treatment and Resue

8.1 Rainwater harvesting is the capture, diversion and storage of rainwater for a

number of different purposes including landscape irrigation, drinking and

domestic use, aquifer recharge.



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With


8.2 Legislation on Rainwater Harvesting

• The state government has made rainwater harvesting mandatory for all

buildings that are being constructed on plots that are more than 1000 sq.m

in size

• NMC has made it mandatory for the buildings having land area more than

350 S.qm. This is made applicable to all new buildings

8.3 Techniques of Rainwater Harvesting

There are two main techniques of rainwater harvesting and are i) storage of

rainwater on surface for future use ii) Recharge of groundwater.

In the project area total annual rainfall occurs only during three to four months

of monsoon. water collected during monsoon has to be stored throughout the

year which means huge volumes of storage containers are required. We have

proposed the rainwater harvesting system in the building as partly for storage

and partly for recharge of ground water.

8.4 Rainwater harvesting system shall be as per IS 15797-2008 and Artificial

recharge to ground water shall be as per IS 15792-2008.

9.0 Environmental and Social Impact Assessment Report and Environmental

Mitigation Plan

A preliminary environmental and social assessment report and environmental

mitigation plan has been prepared for the project area. The project will have

significant positive impacts leading to overall improvement in the quality of

life of the people with the improved drainage system and rainwater harvesting

system, the acquifier yield will increase. Water logging will be considerably

reduced and the quality of water will improve due to properly constructed

drains. Erosion in the land will reduce due to construction of drains. There

will be overall improvement in the ecology.

Resettlement and rehabilitations of project affected people can have a negative

social impact and the same can be solved by proper planning and providing

the acceptable packages.

10.0 Operation & Maintenance

10.1 The drainage system is at its best when it is maintained as properly as

designed. For this purpose, it is necessary that the drains keep this shape and

slope in the designed manner during their life time. It is also necessary to

ensure that the drains retain their full cross section particularly for the

monsoon. Maintenance can be classified into the 3 categories (a) Continuous



ST


With


regular maintenance (b) Periodical maintenance and (c) Special maintenance /

repairs of improvements.

The SWD system do not require any specific operation. However, periodic

cleaning of water entrants are required in the monsoon period. Desilting of

nallahs before and after monsoon is necessary.

10.2 Operation and Maintenance Cost includes (i) Establishment (ii) Maintenance

of machinery (iii) Maintenance cost of drains, nallah and river. O&M cost

works out Rs.10 Crore. These expenses / cost are estimated to increase every

year depending on various factors and mainly as price Escalation.

11.0 Project Financing

The funding pattern for the capital works / capital expenditure as suggested as

follows:

Funding Agency Source % of Total Investment

GOI Grant JNNURM 50%

GOM Grant JNNURM 20%

Local Bodies NMC 30%

It is assumed that all the future works under this proposal shall be funded

mainly through the 70% grants available and the balance 30% arranged by

NMC through its own savings, deposits and further deficit by loans.

12.0 Organisation Setup / Institutional Management

It is desirable to have a separate operation and maintenance setup for

stormwater drainage management. It is proposed to have a centralized unit for

each drainage zone with support staff at ward level to address the day to day

maintenance.

The maintenance work such as desilting of river, nallah and drain can be

outsourced. The O&M of machinery also can be given on contract basis to

reduce the burden in employees in NMC.

13.0 Project Implementation

It is proposed that the execution of project will be completed within a period

of 3 years and planned accordingly. The priority or phasing of works can be

as follows-



ST


With


1st Phase - Rejuvenation of rivers and improvement of culverts

and bridges

2nd

Phase - Improvement of nallah

3rd

Phase - Development of roadside drains

If need arises works shall progress from the downstream side of the river and

outfall of nallahs as per the feasibility.

The roadside drains can be developed along with the development of roads.

14.0 Project Cost

i) Total estimated capital cost (North Zone) Rs.1258 Crore

ii) Total O & M Cost (North Zone) Rs.10 Crore



ST

Shah Technical Consultants Private Limited

With i


TABLE OF CONTENTS

Chapters Description Page No

EXECUTIVE SUMMARY 1-28

CHAPTER 1.0 – SECTOR BACKGROUND CONTEXT AND BROAD

PROJECT RATIONALE

29-74

1.1 Existing Status of the physical infrastructure 30

1.2 Baseline Information of user coverage and access 64

1.3 List of various Projects Proposed for the Sector in the City

Development Plan (CDP) by NMC and confirmation of how

this project is aligned with stated CDP priorities

68

1.4 List of other capital expenditure project supported by otherschemes for the sector

70

1.5 Existing Tariff & Cost recovery 73

1.6 Existing areas of Private Sector / Community Participation in the

Sector74

1.7 Any other qualitative information 74

CHAPTER 2.0 – PROJECT DEFINITION, CONCEPT AND SCOPE 75-183

2.1 Land 75

2.2 Physical Infrastructure Components 76

2.3 Environment Compliance / protection measures / improvement

measures157

2.4 Rehabilitation and Resettlement 164

2.5 Specialized procured services for design, independent

supervision, and quality assurance164

2.6 Other information 164

CHAPTER 3.0 – PROJECT COST 184-259

3.1 Land Acquisition / Site Development 184

3.2 Physical Infrastructure Component-wise Cost 184

3.3 Environmental Compliance Cost 184

3.4 Rehabilitation and Resettlement Cost 184

3.5 Cost of Survey and Geotechnical Investigation 184

3.6 Cost of Shifting Utilities 185



ST


With ii



3.7 Cost of Consultancy Services 185

3.8 Other Statutory Compliance Cost if Applicable 185

3.9 Finance / Interest Cost during Construction 185

3.10 Contingency 185

3.11 Any Other 185

CHAPTER 4.0 – PROJECT INSTITUTION FRAMEWORK (FOR

CONSTRUCTION)

260-262

4.1 Roles of different Institutions involved in the construction phase

of the project260

4.2 Manner of undertaking Construction Works 261

4.3 Involvement of the construction entity in the subsequent O & M

activities261

4.4 Areas of Involvement of the Private Sector in the Construction

Phase261

4.5 Construction “Packages” for works construction 262

CHAPTER 5.0 – PROJECT FINANCING STRUCTURING 263-264

5.1 Overall Financial Structuring of the Project 263

5.2 Review of options for Institutional Debt and Private Sector

Participation264

CHAPTER 6.0 – PROJECTPHASING 265-267

6.1 Schedule for Tendering / Selection for Procurement of Service 265

6.2 Schedule for brining in state level and ULB level contributions

to the project265

6.3 Schedule for obtaining all clearances (alongwith list of major

clearness)265

6.4 Schedule for shifting utilities 265

6.5 Project infrastructure component-wise implementation 266

6.6 Pert & CPM diagram – Project Management Tools 266

CHAPTER 7.0 – PROJECT O&M PLANNING 268-278

7.1 Institution Framework (Organization & Operations) Strategy 269

7.2 Tariff and User Cost Recovery 277

CHAPTER 8.0 – PROJECT FINANAICAL VIABILITY AND

SUSTAINBILITY

279

8.1 Overall project perspectives 279



ST


With iii



8.2 ULB level perspectives and financial situation assessment 279

CHAPTER 9.0 – PROJECT BENEFIT ASSESSMENT (SOCIAL COST

BENEFITS ASSESSMENT)

280-283

9.1 Benefits from the Societal Perspective 280

9.2 List of Negative Externalities (i.e. adverse impact) 282

9.3 Economic Internal Rate of Return (EIRR) 283

LIST OF TABLES

1.1 Planning Units and Area 35

1.2 Existing and Proposed Land Use Pattern 36

1.3 Components of MIHAN and Present Status 38

1.4 Estimated Employment from MIHAN 39

1.5 Total Employment in NMC as per Census 40

1.6 Current and Future Employment in NMC Area 41

1.7 Population and Employment Forecast NMC & Rest of NMC 42

1.8 Summary of Existing Stormwater Drainage System – North

Zone

45

1.9 Area Coverage of Existing Stormwater Drainage System in

North Zone

47

1.10 Drainage area where SWD is joined to sewerage System and

Proposed remedial Measure

50

1.11 Flood affected Area in the North Zone and Proposed Remedial

Measure

52

1.12 Salient Features of Major Nallahs in North Zone 56

1.13 Salient Features of Minor Nallahs in North Zone 59

1.14 Salient Features of Pioli River 62

1.15 Distribution of Density of Population 64

1.16 Population Growth trend of Nagpur City over the Years 65

1.17 Population Projections for the year 2001 by various Methods 67

1.18 Population Projections by Various Methods 67

1.19 Population Projections for Nagpur City considering Higher

Growth Rate

68

2.1 Inventory Data / Information 76

2.2(a) Surveyed Length of Major Nallah in North Zone 77

2.2 (b) Surveyed Length of Minor Nallah in North Zone 78

2.2 (c) Surveyed Length of River 78



ST


With iv


2.3 Analysis Results for Samples from City Nallah 80

2.4 Ward Number, Ward Name and Return Storm Frequency 84

2.5 Maximum Daily Rainfall Recorded During 1969-2000 86

2.6 Maximum Precipitation Depth for 1hr , 2hr….12 hrs Using IMD

Reduction Formula92

2.7 Evaluation of Precipitation Depth 95

2.8 Evaluation of Rainfall Intensity 95

2.9 Intensity of Storm for Various Return Period and Duration

Gumbel’s Extreme Value (type 1) distribution96

2.10 Intensity of Storm for Various Return Period and Duration by

USWB98

2.11 Records of Intense Rainfalls, Number of Storms of Intensity(mm/hr) or more

98

2.12 Intensity duration Values 99

2.13 Evaluated coefficient from Log Duration Vs Log Intensity for

Step method99


(Frequency of Intense Storm/ Step method)100


(Based on Published Literature)102

2.16 Proposed Intensity-Duration-Frequency for Roadside Drain

Minor and Major Nallah103

2.17 Proposed Intensity Duration Frequency for River Channel 103

2.18 Coefficient of Runoff for Various Surfaces 103

2.19 Manning’s Coefficient of Roughness for Various Types of

Surface106

2.20 Minimum and Maximum Velocities for various Types of Drain 108

2.21 Minimum Free Board for various Bed Width of Drain 108

2.22 Proposed Size, Total Length and Type of Drain 113

2.23 Proposed Size, Total Length and Type of Drain (cluster) 116

2.24 Details of Replacement of Existing Drains 117

2.25 Catchment Area and Time of Concentration of Nallah Basins (2yrs Return Period)

130

2.26 Proposed Nallah/Channel Section, Length and Type 131

2.27 Dimensions of Vertical Drop Structure 141

2.28 Dimensions of Check Dam of Nallah 142

2.29 Hydraulic Section of Pioli River for a Flood of 25 Years Frequency 151

2.30 Dimensions of Check Dam of River 153

2.31 Proposed Location of Rainwater Structure / Artificial Recharge

System154

2.32 Summary of Impacts (Air, Water and Land) 162



ST


With v


2.33 Summary of Impacts (Ecology) 163

4.1 Areas of Involvement of the Private Sector 262

5.1 Funding Pattern for the Proposed Project 263

9.1 Societal Benefits 280

9.2 Negative Externalities and Impacts 282

FIGURES

1.1 Districts of Maharashtra 32

1.2 Zonal Plan of Nagpur City 33

1.3 City Map of Nagpur 34

1.4 Proposed Landuse as per Nagpur Development Plan (1986-

2011)37

1.5 Typical Flow Chart of Construction Wing 63

2.1 Total Yearly Rainfall in mm during the period 1969-2000 85

2.2 Log Duration Vs Log Intensity for Gumbel’s Extreme Value

(type 1) Distribution91

2.3 Return Period Vs Coefficient of A by Gumbel’s Extreme Value

(type 1) distribution96

2.4 Intensity- Frequency-Duration Curves by Gumbel’s Extreme

Value (type 1) distribution97

2.5 Log duration Vs Log Intensity for Step Method 99

2.6 Return Period Vs coefficient of a for Step Method 100

2.7 Intensity- Frequency-Duration Curves by Step Method 101

2.8 Upper Course of Pioli River 143

2.9 Middle Course of Pioli River 144

2.10 Lower Course of Piolli River 145

2.11 Index Map of Pioli River and Nallah Joining to Pioli River 166

2.12 Typical Plan and L-Section 167

2.13 Plan showing Peak Flow of Pioli River 168

2.14 Catchment Area of L1 Nallah 169




2.18 Catchment Area of R1 Nallah 173

2.19 Catchment Area of Bor Nallah (R2) 174

2.20 Catchment Area of Chamar Nallah 175



ST


With vi







2.26 Catchment Area of New Nallah (R9) 181

2.27 Catchment Area of Shanti Nagar Nallah (R10) 182

2.28 Proposed Typical Inlets 183

7.1 Suction cum Jetting Machine 276

7.2 Amphibious Dredger 276

7.3 High Vacuum Suction Machine 276

7.4 Mahabali Machine 277

BIBLIOGRAPHY

ANNEXURES

1 Sector Specific Infrastructure Components

1.5 Drainage

2 Project Implementation Planning: Package-wise Contracting

Relationship

3 Schedule for Financial Contribution and Sources

4 Project Cash-flow Template

4A Project Cash-flow for JNNURM

4B Details of Capital Expenditure

4C Details of Operation & Maintenance Charges

5 ULB Cash-flow Template

6 Loan Schedules and Loan Ageing

6A Long Term Debit Situation of ULB / Parastatal

6B Long Debit Situation of ULB / Parastatal



ST


With vii


LIST OF DRAWINGS

NMC/SWD/MPNZ/01 Nagpur City Base Map

NMC/SWD/MPNZ/02 Map Showing Existing and Proposed Landuse Pattern

NMC/SWD/MPNZ/03 Map Showing Catchment Areas Major Nallahs, Minor

Nallahs and Culverts

NMC/SWD/MPNZ/04 Map Showing Runoffs in North Zone

NMC/SWD/MPNZ/05 Map Showing Storm Frequency Adopted as Various

NMC/SWD/MPNZ/06 Plan Showing Existing Storm Water Drainage System –

North Zone

NMC/SWD/MPNZ/07 Plan Showing Proposed Storm Water Drainage System – North Zone

NMC/SWD/MPNZ/08 Plan Showing Lakes and Water Bodies in the Project Area

NMC/SWD/MPNZ/09 Map Showing Flooding Areas and Low Lying Areas

NMC/SWD/MPNZ/10/1/4 Plan Showing Network Joined to Sewerage System

Location at Each Zone

NMC/SWD/MPNZ/10/2/4 Plan Showing Network Joined to Sewerage SystemLocation at Each Zone

NMC/SWD/MPNZ/10/3/4 Plan Showing Network Joined to Sewerage System

Location at Each Zone

NMC/SWD/MPNZ/10/4/4 Plan Showing Network Joined to Sewerage SystemLocation at Each Zone

NMC/MP/SWD/NZ/11 Plan Showing Slum Pockets in the Project Area

NMC/SWD/MPNZ/12 Typical Cross Section of River

NMC/SWD/MPNZ/13 Typical Cross Section of Roads Showing the Utility

NMC/SWD/MPNZ/14 Typical Alignments Proposed for Road Side Drains



ST


With


LIST OF ABBREVIATIONS

ACA : Additional Central Assistance

BOD : Biological Oxygen Demand

BOT : Classic Build Operate Transfer (Concession Project)

COD : Chemical Oxygen Demand

CPHEEO : Central Public Health and Environmental EngineeringOrganization

CICR : Central Institute of Cotton Research Institute

CSMC : Central Sanctioning and Monitoring Committee

CDP : City Development Plan

DPR : Detailed Project Report

EIA : Environmental Impact Assessment

FOP : Financial Operating Plans

GIS : Geographic Information System

GOI : Government of India

GOM : Government of Maharashtra

HUDCO : Housing and Urban Development Corporation

IDF : Intensity Duration Frequency

IMD : Indian Metrological Department

IEE : Initial Environmental Examination

IRR : Internal Rate of Return

JNNURM : Jawaharlal Nehru National Urban Renewal Mission

MIHAN : Multimodal International Hub Airport at Nagpur

MSRTC : Maharashtra State Road Transport Corporation

MoUD : Ministry of Urban Development

NRCD : National River Conservation Directorate

NGO : Non Governmental Organization

NMC : Nagpur Municipal Corporation

NEERI : National Environment Engineering Research Institute

NIT : Nagpur Improvement Trust

NPV : Net Present Value

pH : Potential of Hydrogen Ion Concentration



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With


PSP : Progressive Speed Protocols

PWD : Public Works Department

PMES : Project Monitoring and Evaluation System

RRHS : Roof Top Rainwater Harvesting System

SEZ : Special Economic Zone

SWD : Storm Water Drainage

SPV : Special Purpose Vehicle

SLNA : State Level Nodal Agency

TOR : Terms of Reference

TSS : Total Suspend Solids

TDS : Total Dissolved Solids

USWB : United States Weather Bureau

ULB : Urban Local Bodies

WHO : World Health Organization



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With


CHAPTER-1.0

SECTOR BACKGROUND CONTEXT AND BROAD PROJECT RATIONALE

Introduction

General

The Nagpur Municipal Corporation (NMC) invited bids for selection and

appointment of consultant for preparation of a master plan / perspective plan

for drainage system and rejuvenation of lakes and rivers of Nagpur City for

year 2031 (since amended to year 2041). The NMC awarded the consultancy

work to M/s Shah Technical Consultants (P) Ltd. with M/s Dinesh Rathi &

Associates vide Letter No.NMC/EE/STORM/31/2007 dated 2nd

July 2007.

Objective of the Study

The main objective of the study is to prepare a comprehensive proposal, which

will be technically and financially viable for the implementation of storm

water drainage system and rejuvenation of lakes and rivers in Nagpur City.

The Draft Detailed Project Report (DPR) will help to obtain necessary

approval and funding from JNNURM.

Scope of Work

Preparation of Master Plan for Drainage System, Rejuvenation of Lakes

and Rivers

To prepare master plan for the drainage system, rejuvenation of lakes and

rivers considering the base year as 2011 and the ultimate design year as 2041.

In the preparation of master plan various components like land use pattern

(existing and proposed), design criteria and parameters to be implemented,

preliminary designs and plans of the project, block cost estimate, identification

and prioritization of components shall be addressed. The project phasing will

be proposed based on the prioritization and fund flow.

Feasibility Study

To carryout feasibility study for all the packages to ascertain both technical

and utilization viability in the immediate tasks and to prepare a priority list of

the packages for implementation. The feasibility study shall look into

Technical, Social, Economical and Practical construction feasibility of the

project components. It shall also look into Environmental impact assessments,

staffing, institutional and organizational, economic and financial aspects.

Based on the economical, environmental and financial criteria, the various

options shall be ranked and the recommendation made for the preferred



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options. Financial analysis, tariff structure and policy for operation and

maintenance for Stormwater drainage system and Rejuvenation of lakes andrivers shall also be reviewed and suggested.

DPR Preparation

Preparation of the DPR for the proposed package, considering priority in the

feasibility study shall be taken up and shall include detailed engineering

analysis and designs, specifications of works, drawings and cost estimates.These shall also include detailed implementation plans, progressive speed

protocols (PSP) and management and monitoring procedures to be used during

implementation.

Contract Document

Preparation of tender documents, tendering process, pre-bid and bid

evaluation.

Technical Advisory Support during Execution of Work

It includes checking of survey details, review of working design, drawings,

estimates, correction in design, drawing plans, clarification etc. during

execution till completion of the work.

1.1 Existing Status of the physical infrastructure

1.1.1 Location of Nagpur

Nagpur is situated in the middle of India at 21° 06' N latitude and 79º 03' Elongitude and a mean altitude of 310 meters above sea level. Nagpur is

named after the Nag river which originates from Ambazari Lake located at the

west part of Nagpur city and drains into Kanhan River in south east and the

length of river in city boundary is 17 kms and this river basin is named as

Central Zone.

Another river originates from Gorewada lake at north west and flows from

west to east in the northern part of Nagpur called Pioli River having a length

of 17 km also joins Nag river and drains to Kanhan River and this river basin

is named as North Zone.

There is one more river named Pora River originates from Sonegaon, western

part of the city and flows from west to south east outside the southern part of

the city and draining into Kanhan River and this river basin is named as South

Zone.

There are many major Nallahs and minor Nallahs discharging stormwater into

these rivers.



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Oranges are grown extensively in and around Nagpur and there is also an

Orange market (Sandra Mandi) in Nagpur and therefore city is also known as

Orange city.

The highest and lowest temperature varies between 48.6º C and 3º C. The

average rainfall is 1242 mm.

Nagpur Municipal Corporation (NMC) is spread over an area of 217.65 sq.km.

It has completed 300 years of establishment in 2002. Nagpur is second capital

of Maharashtra and the winter session of the legislative assembly is held here.

The corporation is divided into 129 wards. The population of the city is 20.5

lakhs (as per 2001 census) with an average density of 95 persons per hectare,

which is quite low compared to other comparable cities of India. The present

population is estimated to be around 23 lakhs and projected population is 32

lakhs by 2021. It is estimated that one-third of the city's population lives in

slums. There are about 427 slum pockets jn the city spread over an area of

about 17 sq. km out of the 427 slums, 292 slums are notified slums housing

80% of the slum population.

The population trends of Nagpur City show a declining growth rate over the

decades: it has decreased from 48.3% in 1921-31 to 32.6% in 1991-2001.

Based on the linear projection method, the growth rate may decline to 22.2%

in the next four decades (2011-41). The attractiveness of the city for migrants

has also been decreasing. In the last decade (1991-2001), about 46% of the

population growth was due to in-migration; in the last four years, the figure

has declined to 24%. But, considering the development projects and

investments in the pipeline, Nagpur's growth rate will revive and the

population may double at a faster pace. Nagpur shows favourable

demographic characteristics. The sex ratio in Nagpur is quite healthy at 936,

which nearly equals the all-India figure of 933.

About 84% of Nagpur’s population is literate as per Census 2001. 66% of the

city’s population is under the age of 40; the 10-25 year age forms the largest

proportion of the total population. This offers a valuable resource for

economic development of the city.

But, at the same time, if not given optimum opportunities, the tendency to

migrate will probably be the highest in this age bracket.

There are about 4.6 lakhs vehicles registered in Nagpur including two

wheelers, three wheelers and four wheelers. Two wheelers constitute around

84% of the vehicle population.

As per the TOR the study area is Nagpur Municipal Corporation comprising of

217.65 sq.km. Consultants have carried out detailed studies within NMC

limits (as envisaged in TOR) and the area outside NMC limits have been

studied taking into account storm drain requirements.



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Figure 1.1: Districts of Maharashtra



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Figure 1.2: Zonal Plan of Nagpur City



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Figure 1.3: City Map of Nagpur



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1.1.2 Land Use of NMC

Revised Development Plan of Nagpur City 1986-2011 is reviewed in the

context of forecast of planning variables. The master plan for 2011-

2021/2031/now revised to 2041 is under preparation. Total area of Development

plan is 235.21 sq.km. It contains area of Nagpur Municipal Corporation, which

admeasures 217.56 sq.km and area outside of Nagpur Municipal Corporation

(NMC) which is included in drainage and sewage disposal scheme, which

admeasures 17.65 sq.km. For planning purpose the entire area of 235.21 sq.km

is divided into 7 planning units and the details are presented in Table 1.1.

Table 1.1: Planning Units and Area

S. No. Planning Units Planning Area in sq.

km

NMC Area in sq.

km

1 Central 8.29 8.29

2 North 43.49 43.49

3 East 51.39 33.74

4 South 28.14 28.14

5 South -West 29.23 29.23

6 West 32.10 32.10

7 North - East 42.57 42.57

Total Area 235.21 217.56

1.1.2.1 Land Use Pattern

The existing land use pattern is divided into two major categories one under

developable land and the other as non-developable land. Revised Development

plan by Nagpur Improvement Trust (NIT) has indicated that the developable

land is 60% of the total area of 217.56 sq.km. As the city is subjected to high

urbanization trend, the agricultural land only transform into residential land.

Part of the non-developable land under agriculture is proposed to be converted

into developable land. Therefore, the proposed land use percentages for the

year 2021, 2031 and 2041 are arrived based on the proposed land use

percentage for the year 2011 obtained from NIT. Table 1.2 shows the Details of

the existing and proposed land use pattern.



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Table 1.2: Existing and Proposed Land Use PatternExisting Proposed

S. No.

Major land UsePattern

Land useas per*D.P

% ofTotalArea

Land useas perD.P

% ofTotalArea

ProposedLand Useas per D.P

% ofTotal

ProposedLand Useas per D.P

% ofTotal

2001 2011 2026 2041

1 Residential 8694.00 39.96 9128.70 41.96 9585.14 44.06 100064.39 46.26

2 Commercial 730.00 3.36 737.30 3.39 774.17 3.56 812.87 3.74

3 Institutional 1230.00 5.65 1242.30 5.71 1304.42 6.00 1369.64 6.30

4 Industrial 303.00 1.39 306.03 1.41 321.33 1.48 337.40 1.55

5 Roads / Rwys /Airport

1743.00 8.01 1760.43 8.09 1848.45 8.50 1940.87 8.92

6 Developable VacantLand

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

A Total Developable

Land (Ha)

12700.00 58.37 13174.76 60.56 13833.50 63.58 14525.17 66.76

1 Agriculture & Forest 3770.00 17.33 3543.80 16.29 3331.17 15.31 3066.48 14.09

2 Nallahs 757.00 3.48 732.78 3.37 690.27 3.17 648.17 2.98

3 Non-DevelopableLand

4475.00 20.57 4251.25 19.54 3847.38 17.68 3462.64 15.92

4 Drainage andSewage Disposal

54.00 0.25 54.00 0.25 54.00 0.25 54.00 0.25

B Total non-

Developable Land

9056.00 41.63 8581.83 39.44 7922.83 36.42 7231.29 33.24

Total Area (Ha)

(A+B)

21754.00 100.00 21756.59 100.00 21756.33 100.00 21756.46 100.00

*D.P – Development Plan

At present the land demand/supply situation is well balanced in the city as per

NMC and NIT officials. A large percentage of land within the municipal

corporation limits remains unutilized or under-utilized in terms of permissible

FSI. The FSI norms under the current development control roles are

conservative. With the growth in demand, the norms may be revised in select

areas, allowing high-density development.

As the Development Plan 1986-2011, the projected population for 2001, 2006

and 2011 is taken as 23 lakhs, 25 lakhs and 28 lakhs respectively. However as

per Census data, 2001 population was only 20.5 lakhs.



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8%

24%

1%

15%3%3%

46%

Residental

Commerical

Industrial

public purpose

Public Utility

Itransporation

Recreational

Figure 1.4: Proposed Landuse as per Nagpur Development Plan (1986-

2011)

1.1.2.2 Landuse of Nagpur Metro Region (Phase-I) Land Use plan

The land use plan of Phase-I of Nagpur Metropolitan Region Development

Authority (NMRDA) is prepared by Nagpur Improvement Trust (NIT). The area

of NMR would be 3,780 sq. km. excluding the area under Nagpur Municipal

Corporation (NMC) limits. The total area of Nagpur district is 9,810 sq. km. At

Present NIT has prepared the land use plan for the first phase that covers around

1,520 sq. km. The Metropolitan region is envisaged by government for catering

to Nagpur region population by 2031. At present concentration is on the

southern part because of the MIHAN. Land use plan has earmarked land for

wholesale markets, warehouse, international airport, educational institutes and

Information Technology (IT) parks in these areas.

1.1.2.3 Development Area (MIHAN)

The total proposed area of Multi-Modal Hub Airport in Nagpur (MIHAN) is

4025 hectares, out of which 1475 hectares will be used for SEZ. So far 1652

hectares of land is acquired. The acquisition of remaining land is being done on

fast track basis. The components of MIHAN area along with present status is

presented in Table 1.3.



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Table 1.3: Components of MIHAN and Present Status

S.

No.

Project Component Area in

hectares

Remarks

1 International Hub

Airport

1200 Includes MRO facility in 100

hectares

2 Special Economic Zone (SEZ)

a) IT Park 400 • Satyam already signed

MOU for 100 acre land

• Shapoorji Pallonji has

been allocated 100 acre

land for IT

Park

• M/s L&T Infocity have

shown interest in 120 acres

of land for developing IT

Campus

• DLF.Ambuja.RMZ Corp

have been allocated land

in MIHAN SEZ

b) Health City 60 2000 beds capacity Hospital

c) Manufacturing

Facilities

963 Includes Textiles, Gems and

Jewellery, Food Processing,

Pharma and Financial and

Insurance Services

d) Captive Power

Plant

52 100 MV Coal based Captive

Power Plant (in the process of

tendering)

3 Rail Road Terminal 200 Awarded to Sical Logistics

4 International School

and Residential Area

1000 DY Patil Group has been

given letter of allotment for

setting up International

School

Total Area 3875



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The entire Master Plan is proposed in phases, each generally covering a ten-year

period: 2005-15; 2015-25 and 2025-35. However due to lag in starting the

project, initial phase such as corportisation of airport, awarding the project to

the developer, planning and construction activities could not take place. This

may be due to the land acquisition problems and other issues. However some of

the components of the MIHAN project such as rail and road terminal were

awarded.

There is a sea change in the scenario now as compared to 6 years back with

privatisation of Delhi and Mumbai Airports, which added additional capacities in

terms of passenger and cargo traffic. In addition to that, proposed development

of Greater Noida and Navi Mumbai Airport near Delhi and Mumbai respectively

can absorb future air traffic demand. The commissioning of international

Airports in Hyderabad and Bangalore in early 2008 may also affect the phasing

of the MIHAN project. Hyderabad International Airport, which is only 490 km

from Nagpur is likely to compete directly with MIHAN in attracting both

passenger and cargo traffic. Therefore taking into account above aspects, it is

assumed, MIHAN will be operational by 2015.

Employment Generation due to MIHAN

MIHAN, which comprises of Hub Airport, SEZ and Residential Areas over the

area of 4025 hectares, will generate huge employment. Employment Generated

from MIHAN is estimated taking into account latest proposals of MADC and

Consultants estimates. Table 1.4 shows the Estimates employment from

MIHAN.

Table 1.4: Estimated Employment from MIHAN

Year Airport Centric

Employment

SEZ and Other

Employment

Total

2015 22383 198123 220505

2021 37375 265503 302879

2031 86942 393010 479952 Note: Forecast is based on the premise that MIHAN is operational by 2015.

It can be observed that 1000 hectares of land is allocated for residential purpose

in MIHAN area. This area can house maximum of 6-lakh population taking

residential density of 600 persons/hectare. However significant proportion of

people will still live in Nagpur City and commute on daily basis especially low-

end jobs. This is due to the fact that land in MIHAN area is premium and only

Executives may afford. It is therefore assumed that around 60% the employees

live in MIHAN area and rest of the employees will live in Nagpur City and

commute daily for work.



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1.1.2.4 Outer Ring Road

The Public Works Department (PWD) has begun the construction of a part of

Outer Ring Road. The total length of the Outer Ring Road is 84 km. PWD had

acquired 177 hectares land for this road. The total land required for the 84-km

road is 552 hectares.

At present, the 22-km highway is being constructed from Gondhkhairi on

Amaravati Road to Gavsi Manapur on Wardha Road. The alignment of the road

will pass through Gavsi Manapur, Sondapar, Jamtha, Kotewada, Sumthana,

Shiv Madka, Kirimati, Khadka, Sukli, Hingna, Raipur, Wanadongri, Sangam,

Sawargota, Pendhri and Gondkhairi villages. When the Outer Ring Road is

complete it will connect Kalmeshwar, Hingna and Butibori MIDCs. In the first

phase, only two-lane road is being constructed. PWD will spend Rs 41.46 crore

on the project. A 30-km stretch of road - Gavsi Manapur to Kamptee-Kanhan

bypass proposed to be constructed under National Highway Authority of India's

North-South Corridor. Gondhkhairi-Gavsi Manapur stretch will be widened to a

four-lane road under Jawaharlal Nehru National Urban Renewal Mission

(JNNURM). Remaining outer ring road will be constructed by the PWD. The

Outer Ring Road will have ROBs at Tarodi (SEC Railway -Kolkata line),

Jamtha (Central Railway - Bombay line) and Bharatwada (Central Railway -

Delhi line). Department has sent a proposal to the Railway Ministry for

clearance. Railway department is laying 600-mm diameter pipeline for electric

cables.

1.1.3 Occupational Pattern

The employment in the city for future decades are projected based on the

development plan, work force participation ratio in the projected population and

regional plan proposals. The projection of employment for MIHAN is also

considered in estimating the employment in different zones for future years. The

formal employment outside the city includes the employment in Butibori,

Kamptee, Hingna, and MIHAN. Table 1.5 shows the total Employment as per

1991 and 2001 census.

Table 1.5: Total Employment in NMC as per Census

Year Total

Employment

Population Worker

Participation

Ratio

Decadal

Growth %

1991 4,54,953 16,24,752 28.0% -

2001 6,27,481 20,51,320 30.6% 37.9%

Based on trends in other metropolitan cities the worker participation ratio will

increase in future decades. The Worker participation ratio for 2011,2021 and

2031 is likely to be 33%, 35% and 36% respectively. The employment thus

worked out to be 8.5 lakhs, 12.4 lakhs and 16.8 lakhs respectively.



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The share of formal employment will decrease as the city grows. The share of

estimated formal employment in 1991 and 2001 is 77% and 75% respectively.

The future share of formal employment for 2011, 2021 and 2031 is assumed as

74%, 70% and 65% respectively. Table 1.6 shows the current and future

employment in NMC area.

Table 1.6: Current and Future Employment in NMC Area

Year Total Employment Formal Employment

1991 454953 350314

2001 627481 472023

2007 743794 551984

2011 855679 614102

2021 141140 869835

2031 1681781 1074975

1.1.3.1 Ward-wise Employment Distribution

The total number of employees working in different zones within the study area

and other locations within the region is an important input for the Travel

Demand Modelling process. Compiled data in this regard was not available

from a single source and hence consultants have to depend on the data from

various sources to arrive at a reasonable estimation of employment distribution.

Consultants have obtained data from Dept. of Industries and MIDC for

industrial employment, NMC for data on shops and establishments and various

other agencies for the respective employment.

The past trend in the employment pattern of the city has been studied from the

data collected from previous studies. The employment projection for the future

decades has been done on the basis of data collected from the Regional Plan,

Dept of industries, MIDC, NMC and Department of Statistics.

The zone wise distribution of employment has been made under 3 categories i.e.

Industrial, Trade and Commerce and Services. The formal employment in areas

outside the city has also been calculated from the details of location of

industries and establishments in the region from regional plans and other

proposed developments. In distributing the employment within the city, it was

assumed that the growth of employment opportunities in the zones along the

proposed Public Transport corridors (BRTS/MRTS) would be higher than other

zones due to higher accessibility to these zones.



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1.1.3.2 Schools and Colleges

The list of educational institutions for the base year was collected from various

sources. The zonewise distribution of these institutions was estimated by

assigning the institutions to different zones based on the locations.

For projecting the number educational institution for the horizon years, standards

for different categories were finalised based on the Development Plan, UDPFI

guidelines and existing standards. The additional institutions required for the

future years were distributed on the basis of the set standards so that all zones

meet the criteria for requirement of educational institutions.

The standards adopted for the projection of number of schools and colleges for

the horizon years are as follows:

• Primary School - For every 400 students (for every 2700 population)

• Higher Secondary schools - For every 750 Students (for every 9500

population)

• Junior Colleges and Higher education institutions - for every 12500

population

Based on above discussion employment within NMC and Rest of NMC is

summarised in Table 1.7.

Table 1.7: Population and Employment Forecast NMC & Rest of NMC

NMC Rest of NMC TotalYear

POP EMP POP EMP POP EMP

2001 2052066 472023 539411 188878 2591477 660901

2007 2399337 551984 629260 220263 3028597 772248

2011 2593811 614102 689159 248123 3282971 862225

2021 3548334 869835 1055572 390601 4603906 1260437

2031 4673156 1074975 1447922 535786 6121078 1610760

Note 1: Rest of NMC implies the area between inner ring road and outer ring road

Note 2: Employment figures presented above reefers to only Formal Employment

1.1.4 Ward-wise Details of Drains

Proposed drainage system details are presented in Vol-IIA (Hydraulic

Statement).Details of existing stormwater drainage system is described in the

following paras.



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1.1.5 Existing Stormwater Drainage System

1.1.5.1 Major Storm Water Carrying Streams

In Nagpur City, there are 2 major stormwater carrying streams i.e. the Pioli

river, Nag river and Pora river falls outside NMC boundary.

The Pioli river starts from the gate of Gorewada Tank at the northwest end of

the city runs through the north to the eastern end of the city. Final disposal of

stormwater from part of west Nagpur and north Nagpur is into this river through

minor and major Nallahs.

The Nag river starts from Ambazari lake’s overflow weir at the western end of

the city and runs overflow through the middle of the city towards the east. The

final disposal of stormwater from part of west Nagpur, South Nagpur, Central

Nagpur and east Nagpur is into this river through minor and major Nallahs.

Pora river starts from Sonegaon area. Stormwater from southern part of Nagpur

city drains to this river through minor and major Nallahs.

1.1.5.2 Road Side Drains

At present 40% area inside the ring road is covered with stormwater drainage

network. During year 2002 to 2004, stormwater drainage (SWD) network is

developed along the major road constructed under Integrated RoadDevelopment Project (IRDP) in the city. The other developing authority in

Nagpur, Nagpur Improvement Trust is also developed the stormwater drainage

network in various layouts sanctioned in periphery of the existing ring road.

As part of the Master Plan study, an assessment of the existing SWD system has

been made by

• Visual Inspection

• Discussion with NMC Officials

1.1.6 Observations on Existing SWD

• Almost all stormwater drains get flooded during monsoon

• In many places, final disposal of sewage is in the stormwater drain andSWD gets surcharged due to carrying both stormwater and sewage

• Nallahs, rivers, drains and chambers are heavily silted and need cleaning

• Many places, sewers discharge directly into the Pioli river and Nallahs



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Table 1.8 shows the Summary of existing stormwater drainage system in north

zone. Table 1.9 shows Area coverage and final disposal point of existing SWD

in north zone .Table 1.10 shows the drainage areas where SWD is joined to

sewerage system and the proposed remedial measure.

Table 1.11 gives the details of flood affected areas in the North Zone and

Proposed remedial measures. Table 1.12 gives the Salient features of Major

Nallah. Table 1.13 gives the Salient features of Minor Nallah. Table 1.14

provides Salient features of Pioli River.



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Table 1.8: Summary of Existing Stormwater Drainage System – North Zone

Drain Size (Range)

WardArea

covered (%)Drain material

Channel Size (m)Pipe Dia.

(mm)

Chamber

material

Chamber size (Range)

(m)

Total no of

Chambers

Chambers

in goodcondition

Disposal Point

1 10 RCC/ Unlined 0.6x0.75-0.9x2.2 225-300 BC 0.7 x 0.8- 1.20 x 0.9 288 1261 Pioli/Nallah/Open

2 30RCC

0.25x0.25-1.2x1.2 225-750BC 0.75 x 0.75

-1.80 x 1.20114 93 Pioli/Nallah/Open

3 10 RCC 0.15x0.15-1x1.8 300-450 BC 0.9x0.6-1.50 x 1.20 47 32 Pioli/Nallah/Open

4 25 RCC 0.4x0.3-1x1.1 300 BC 0.75x0.75-1.20 x 1.80 163 137 Nallah/Open/SWMH*

5 10 RCC/Stone 0.3x0.2-0.85x0.65 150-1200 BC 0.75 x 0.75-1.70 x 1.70 136 128 Nallah/Open/SWMH

6/P 10 RCC 0.5x0.3-0.8x0.65 300-1200 BC 0.5 x 0.90-1.70 x 1.70 122 112 Nallah/Open

17 5 RCC/Unlined 0.3x0.3-1x1 300-600 BC 0.6x0.7-1.2x0.9 236 214 Nallah/Open/SWMH

18 15 RCC 0.3x0.3-0.9x1.1 150-450 BC 0.9x0.75-1.2x0.9 232 224 Nallah/Open/SWMH

19 15 RCC 0.3x0.3-1x0.9 BC 1.2x0.9 43 40 Nallah/Open/SWMH

20 35 RCC 0.2x0.3-1.2x1.0 150-300 BC 0.5 x 0.9-1.5 x 1.20 353 311 Nallah/Few Open

21 40 RCC/Unlined 0.2x0.1-1.2x1.1 100-600 BC 0.75 x 0.6-1.20 x 0.9 20 16 Nallah/SWMH

22 50 RCC 0.5x0.4-1.1x0.8 300-450 BC 0.5 x 0.9-1.50 x 1.20 60 47 Nallah/SWMH

23 20 RCC 0.2x0.2-1.2x1.0 150-500 BC 0.5 x 0.9-1.50 x 1.20 39 36 Nallah

24 10 RCC 0.45x0.45-1.2x1.0 300 BC 0.75 x 0.75-1.50 x 1.20 119 115 Nallah /SWMH/Open

25 15 RCC 1.0x0.6-1.0x0.9 225-330 BC 0.9 x 0.75-1.50 x 1.20 77 72 Nallah /SWMH

26 15 RCC 0.3x0.4-1.1x0.9 - BC 1.20 x 1.20 5 4 Nallah /Out fall

27 5 RCC 0.3x0.2-1.0x0.9 - BC 1.20 x 1.50 7 5 Nallah/Pond/SWMH/Open


29 40 RCC 0.25x0.25-0.3x0.2 - BC 0.9 x 0.75-1.20 x 0.9 290 230 Nallah

30 5 RCC 0.3x0.2-1.0x1.5 225-300 - - - - Nallah /Open

31 15 RCC 0.75X0.6-1.0X0.7 - BC 1.2X1.2 2 2 Nallah /Open

55/P 5 RCC/Unlined 0.2x0.3-1.0x0.6 - - - - - Nallah

56 10 RCC 0.2x0.3-1.0x0.6 225-300 BC 1.20 x 0.9 8 6 Nallah /Open

57 15 RCC 0.2x0.3-1.0x0.9 - BC 0.9x0.75-1.20x1.20 14 10 Nallah /SWMH

58 10 RCC 0.2x0.15-1.2x0.9 BC 1.20x0.8-1.20x1.20 33 27 Nallah /Out fall



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Drain Size (Range)

WardArea

covered (%)Drain material

Channel Size (m)Pipe Dia.

(mm)

Chamber

material

Chamber size (Range)

(m)

Total no of

Chambers

Chambers

in good

condition

Disposal Point

59 40 RCC 0.3x0.3-1.2x1.1 225-600 BC 1.00 x 0.9-1.50 x 1.40 10 8 Nallah /Open Out fall



62 5 RCC 0.7x0.2-1.2x1.1 150-225 BC 0.75 x 0.7-1.50 x 1.20 5 5 Nallah /Open

63 15 RCC 0.25x0.3-1.2x1.0 - BC 0.75 x 0.7-1.50 x 1.20 4 4 Nallah /SWMH

64 35 RCC 0.5x0.4-1.1x0.9 225-450 BC 0.5 x 0.50-1.50 x 1.20 130 256 Nallah /SWMH/Out fall


66 - - - - - - - - -


68 70 RCC 0.4x0.45-0.9x0.7 225-500 BC 0.75 x 0.75-1.50 x 1.20 118 98 Nallah /SWMH/Out fall


70 - RCC - - - - - - -

86/P 50 RCC 0.7x0.5-1.0x0.9 - - - - - Nallah

87/P 20 RCC 0.15x0.15-1.0x1.1 - BC 1.20x1.20 15 13 Nallah/Open

88 50 RCC 0.15x0.15-1.4.0x0.5 - - - - - Nallah

89 30 RCC 1.0x0.75-1.2x0.9 300 BC 0.75 x 0.75-1.10 x 1.10 134 113

90 40 RCC 0.25x0.25-1.2x0.9 - - - - - Nallah /SWMH/Open

91 20 RCC 0.5x0.4-1.0x0.9 150-300 BC 0.5 x 0.90-1.50 x1.20 47 43 Nallah /SWMH

92 5 RCC 0.3x0.30 - - - - - SWMH

93 10 RCC 0.3x0.3-1.25x0.75 150-300 BC 0.75 x 0.75-1.20 x 1.20 17 14 Talav/SWMH

94/P 10 RCC 0.45x0.6-1.0x0.6 - BC 0.9 x 0.10-1.50 x 1.20 4 2 Nallah /SWMH

109 25 RCC 0.15x0.15-0.9x1.0 - - - - - Nallah

110 2 RCC 0.3x0.2-0.9x1.0 - - - - - Nallah

111 5 RCC - BC 0.9 x 0.9 10 8 SWMH

112 30 RCC 0.25x0.3-0.4x0.6 BC 0.5 x 0.90-1.50 x 1.20 4 3 SWMH

113 20 RCC 0.6x0.4-0.9x1.0 BC 0.5 x 0.90-1.50 x 1.20 12 10 SWMH/Nallah/Out fall

114/P 15 RCC 0.7x0.5-1x0.6 300 BC 1.20 x 0.9-1.20 x 1.20 5 4 Nallah/Out fall

124 - - - - - - - - -

125 30 RCC 0.9x1.0-0.7x0.4 - BC 0.5 x 0.90-1.20 x 1.20 11 10 Nallah



ST


With


Table 1.9: Area Coverage of Existing Stormwater Drainage System in North Zone

Ward No Area covered by existing system Final disposal

1 Jhingabaitekly Nagar, Goregowda village

2 Kalpana nagar, Kabir nagar, sugath nagar, Hudco colony, Viswas nagar, Krushi

nagar

Partially open area disposal, nallah disposal

and sewage manhole disposal

3 Santhos nagar, Vinobha nagar, Nageswar nagar, Kamkar nagar, Kapil nagar,

Ramay nagar, Samrat nagar, Naribasti slum area, Wanjri, Ambetkar nagar, Pioli

village

Nallah disposal and Open area disposal

4 Yadav nagar, Prakash nagar, Sangam Nagar, Sangeevan nagar, Yahoda nagar,

Vinijri village, Shiva shankti nagar, Sangharh nagar, NIT quatres, Aravind nagar,

Pawan nagar, ramana nagar

Nallah disposal, Open area disposal and few

lines are connected to sewage manhole

5 Kalmana village Nallah disposal and few open area disposal

6 Surya nagar, Netaji nagar, Gujarat colony, Jalaram nagar Major pipelines disposal to nallah and few

lines to open area disposal

17 Thekkadi, Sariputra nagar layout, New jagruti colony, Jagruti colony, Dabha

village, New hazari pahad nagar, friends colony, kolbaswamy nagar, Veenvan

colony, Akbar layout, Jagdish nagar, Makardhokda, Kpileswar nagar

Partially open area disposal, nallah disposal

and few sewage manhole disposal

18 Patel nagar, Manasa sarowar colony, Amant nagar, Swagat nagar, Kapileswar

nagar

Nallah disposal and Open area disposal

19 Shilpa nagar, Gittikadan basti, Pension nagar, police lines, samdhan nagar,

Kamgar nagar

Open area disposal and few manhole, Nallah

disposal

20 Rajnagar Nallah disposal few open area disposal and

few sewage manhole disposal

21 Byramji town (Rec.area), Manav nagar, Chawoni chowk Open area disposal and few sewage manhole,

Nallah disposal

22 Gvind nagar, bank colony, Jaripatka, satyanand nagar, Arun nagar Nallah disposal few open area disposal and

few sewage manhole disposal

23 Republican nagar, Bada Indor missal layout, Amarjyoti nagar, Ahhuja nagar,

nagasen nagar, mishal layout

Nallah disposal



ST


With



24 Siddarth nagar, Shinde nagar, manav nagar, Angtimala, satyog nagar, Prabhat

colony, Taware nagar (colony)

Partially open and partially nallah disposal

25 Mahendra nagar, babu buddaji nagar, Habeeb nagar Partially open and partially nallah disposal

26 Indiramata nagar, Panchavati nagar, Dharmadeep nagar, sanjay gandthi nagar,

Anand nagar

Partially open and partially nallah disposal

27 Binaki mangalwari village, Kundala gupa nagar, Brindavan nagar, Jamdthar

wadi

Nallah disposal

28 Premnagar Nallah disposal

29 Shanti nagar Nallah disposal

30 Surya nagar, Dipti signal

31 Minimata nagar Open area disposal

55 Ravi nagar Nallah disposal

56 CPWD quarters, Rajiv colony, Govind gorkhade layouts, Surendra gate Nallah Disposal and few Sewage manhole

disposal

57 CPWD quarters, Gowlipura, Kadhan, Gondpurinagar, Bijji nagar, P&T colony Nallah Disposal and few Sewage manhole

disposal

58 Gawali pura, Sardar village Open area and Nallah disposal (mostly)

59 Newbasti

60 Cristian colony, lumbini nagar, Ambetkar nagar, Bensiion bagh nagar

61 Indora Nallah disposal

62 Chocks colony, Audenagar, maya nagar, Indora village, Republican nagar Nallah Disposal and few Sewage manhole

disposal

63 Ashok nagar, Buddha nagar Nallah Disposal and few Sewage manhole

disposal

64 Milind nagar basti, Baba budda nagar, Taj nagar Open area and Nallah disposal (mostly)

65 Vishali nagar, Jhipura, Bholinagar, panchasheel nagar Open area disposal

66 Bangladesh nayak wadi, Nayak talav

67 Khairipura Nallah Disposal and few Sewage manhole



ST


With



disposal, open disposal

68 Bastarwari Nallah Disposal and few Sewage manhole

disposal

69 Netaji Subash Chandra pose ward Nallah disposal and few open area disposal

88 laskanbagh

89 Kamal chowk, gurunanak pura, Nvanaksa, Motibagh road, Gurunanak nagar Nallah disposal

90 Kurkatkarpeth, Ambetkar nagar, Buslewadi Nallah disposal and few line open area

disposal

91 Sweeper colony, Balbahu peth Nallah disposal

92 Adar winker colony, thanda pet Partially nallah and partially open area

disposal

93 Lendi Thalao (overflow) Nallah disposal



ST


With


Table 1.10: Drainage area where SWD is joined to sewerage System and

Proposed remedial Measure

S.

No.

Ward

No

Area Drain Size Remedial Measure

1 2 Kalpana Nagar 300 Alternate drain proposed

2 4 Gareeb Nawaz Nagar 300 Connect to nearby Nallah

3 Sugath Nagar 225 Alternate drain proposed

4 5 Chikl Nagar 225 Alternate drain proposed

5 6 Sevasreenagar 800x600 Connect to nearby Nallah

6 Bharat Nagar 800x600 Connect to nearby Nallah

7 17 Friends Colony 300 Connect to Proposed Network

8 Makardhokada 300x300 Connect to Proposed Network

9 18 Gandhi Layout 150 Alternate drain proposed

10 19 Lekha Apartment 300X300 Connect to nearby Nallah

11 21 Vijay Nagar 600 Connect to Proposed Network

12 Chaaoni 450 Connect to Proposed Network

13 22 Juna Jaripatka 225 Alternate drain proposed

14 Sri Basavansha Chowk 500X400 Connect to nearby Nallah

15 24 Sathyog Nagar 300 Connect to nearby Nallah

16 Sathiyog Nagar 300 Connect to nearby Nallah

17 Sathyog Nagar 300 Connect to nearby Nallah

18 25 Takanagar Basti 225 Alternate drain proposed

19 Shorakati Shanthi Nagar 300 Connect to nearby Nallah

20 Shorakati Shanthi Nagar 1000x900 Connect to nearby Nallah



23 Mahendra Nagar 900X800 Connect to nearby Nallah

24 26 Panchavadi Nagar 1000X900 Connect to nearby Nallah

25 27 Indra Gandhi Colony 1000x900 Connect to nearby Nallah

26 Binaki Mangalwari

Village

700X600 Connect to nearby Nallah

27 Rani Durgawati Nagar 1100 Connect to nearby Nallah

28 28 Gondpura Balster Wadi 300 Alternate drain proposed

29 Prem Nagar Chowk 300 Alternate drain proposed

30 Prem Nagar Chowk 300 Alternate drain proposed

31 57 C.P.W.D Quarters 300x400 Alternate drain proposed

32 Seminary Hills 300x300 Alternate drain proposed

33 Gondpuri Nagar 150X150 Alternate drain proposed

34 Gondpuri Nagar 150X150 Alternate drain proposed

35 Bijli Nagar 225 Alternate drain proposed

36 63 Ashoka Nagar 225X225 Connect to nearby Nallah

37 64 Vaishali nagar 1100X900 Connect to nearby Nallah

38 65 Juna Jaripatka 900X600 Connect to nearby Nallah

39 67 Khairipura 900x700 Connect to nearby Nallah

40 Gondpura 600 Connect to nearby Nallah



ST


With


S.

No.

Ward

No

Area Drain Size Remedial Measure

41 68 Lal Kanjku Jri Chowk 500 Connect to Proposed Network

42 Gondpura Balster Wadi 500 Alternate drain proposed

43 90 Kururkar Peth Slums 300X200 Alternate drain proposed

44 91 Sweeper Colony 150 Alternate drain proposed

45 92 Thanda Pet 300X300 Alternate drain proposed

46 94 Bank Of Maharashra 600x700 Connect to Proposed Network

47 111 Timki Slums 225 Alternate drain proposed

48 112 Base Nagar 600X400 Connect to Proposed Network

49 Base Nagar 300X300 Connect to Proposed Network

50 Shobha Keth Nagar 300X300 Connect to Proposed Network

51 Base nagar 350x300 Connect to Proposed Network

52 Shabha keth Nagar 250X300 Connect to Proposed Network

53 113 Dewkar Pura 600X500 Connect to Proposed Network



ST


With


Table 1.11: Flood affected Area in the North Zone and Proposed Remedial Measure

S.

No.

Pt.

No.

Location of the submergence Ward

No.

Name of the disposal

point

Reasons for stagnation of

water or Flooding

Remedial Measures

1 2 3 4 5 6 7

1 P 1 Jajadish nagar near Khadan 17 Bor Nallah Pond flooding Deepening and Widening of

Nallah

2 P 2 Bor Nallah Slum 17 Bor Nallah Low lying area Adequate drainage system

proposed

3 P 3 Krishna Nagar / Azad Nagar 57 Bor Nallah Pond flooding Deepening and Widening of

Nallah

4 P 4 Sheela Nagar Katol road 19 Bor Nallah Low lying area Adequate drainage system

proposed

5 P 5 Dasharath Nagar Gorewada road 19 Bor Nallah Pond flooding Deepening and Widening of

Nallah

6 P 6 Dhore layout , Mankapur 20 Pioli River Nallah flooding Deepening and Widening of

Nallah

7 P 7 Mankapur basti near Pioli River 20 Pioli River River flooding River Bed deepening /

widening

8 P 8 Zingabai Takli near Pioli River 1 Pioli River River flooding River Bed deepening /

widening

9 P 9 Bajarang Nagar, Zingabai Takli 1 L2 Nallah Low lying area

10 P 10 Indira Nagar (Newly identified

slum)

2 Pioli River Low lying area, Drainage

system does not exist

Drainage system proposed

11 P 11 Kushi Nagar 2 Pioli River Low lying area,

insufficient drainage

system

Adequate drainage system

proposed

12 P 12 Bhadant Anand kausalyan Nagar

(Notified slu22m)

3 Pioli River Low lying area, Drainage

system does not exist

Drainage system proposed,

River Bed Widening



ST


With


S.

No.

Pt.

No.


No.


point


water or Flooding

Remedial Measures

1 2 3 4 5 6 7

13 P 13 Bezonbagh behind Mahatma

Gandhi School

61 Chamar nallah Insufficient drainage

system


proposed

14 P 14 Wadpakhad (baba Indora slum) 22 Chamar nallah Low lying area, raising of

cement road surface, short

nallah width


proposed, Widening and

Deepening of Nallah

15 P 15 Jagrut Nagar 2 & 24 Chamar nallah Low lying area, Adequate drainage system

proposed

16 P 16 Ramai nagar (Notified slum) 3 Chamar nallah Low lying area, raising

the level of Ring of road


proposed

17 P 17 Gulshan Nagar 5 Pioli River Flooding of Pioli River River Bed Widening

18 P 18 Basti Adjoining Bridge over Pioli

River near Kalumna

5 Pioli River Flooding of Pioli River River Bed Widening

19 C1 Goa Colony behind Govt.

Polytechnic

59 Chamar Nallah Low lying area Adequate drainage system

proposed

20 C2 Pardesi Mohalla Gaddigodam 59 Chamar Nallah Low lying area Adequate drainage system

proposed

21 C3 Kamptee road near Nagpur bar 59 Chamar Nallah Low lying area Adequate drainage system

proposed

22 C4 Dobi Nagar 109 &

110

Chamar Nallah Low lying area and cattle

waste thrown in nallah


proposed

23 C5 Khadan Adiwasi Nagar 21 Chamar Nallah Low lying area Adequate drainage system

proposed



ST


With


S.

No.

Pt.

No.


No.


point


water or Flooding

Remedial Measures

1 2 3 4 5 6 7

24 C6 Christian Colony Lumbini Nagar 60 Chamar Nallah Low lying area Adequate drainage system

proposed

25 C7 Indira Mata Nagar 26 Chamar Nallah Inadequate Section Adequate drainage system

proposed

26 C8 Dhamma Deep Nagar near H/o

Shri Gajbhiye

26 Chamar Nallah Inadequate section Adequate drainage system

proposed

27 C9 Near Zunka Bhakar Kendra,

Mehandibagh road on ring road

27 Chamar Nallah Inadequate drainage Adequate drainage system

proposed

28 C10 Kundanlal Gupta nagar near ring

road

27 Chamar Nallah Low lying area and

inadequate stormwater

drain


proposed

29 C11 Near Mangalwari Talao 27 Chamar Nallah Low lying area, and

inadequate stormwater

drain


proposed

30 SH1 Lendi Talao, Musalmanpura,

Tumdipura

94 Shanti Nagar Nallah Low lying area and

encroachment of

hutments in talao

catchment

Adequate drainage system and

Removal of encroachment

proposed

31 SH2 Near Pratibha School Khairipura 67 Shanti Nagar Nallah Low lying area and

insufficient stormwater

drain


proposed



ST


With


S.

No.

Pt.

No.


No.


point


water or Flooding

Remedial Measures

1 2 3 4 5 6 7

32 SH3 Near 40 Laterines 29 Shanti Nagar Nallah Low lying area Adequate drainage system

proposed

33 SH4 Near MSEB Office 29 Shanti Nagar Nallah Low lying area Adequate drainage system

proposed

34 SH5 Shanti Nagar Hsg. Board Colony

on old Kamptee road near

Kuttewala Baba Ashram

28 Shanti Nagar Nallah Insufficient capacity of

nallah

Widening and Deepening of

Nallah proposed

35 SH6 Ghat Chowk to Kawrapeth

Railway line

29 Shanti Nagar Nallah Insufficient capacity of

nallah

Widening and Deepening of

Nallah proposed



ST


With


Table 1.12: Salient Features of Major Nallahs in North Zone

S.No. Nomenclature /

Name of NallahCoverage Area

Length

of

Nallah

(m)

Existing

Width of

Nallah

(m)

Existing

Depth of

Nallah (m)

Catchment

area (ha)

Minor

Nallahs

Joining

Outfall

Orignates at: Gorewada

Passes through: Madhav Ashram1 L1

Joins Pioli River at: Chainage 2062m

2702 3.0 - 44.0 0.26 - 2.19 973 -

Orignates at: Shri Krishna Nagar

Passes through: Sadbhavna Nagar, Geeta

Nagar:Tirupati Nagar, Veda Nagar2

L2

(VED NAGAR

NALLAH)Joins Pioli River at: Aradhana Colony

3210 2.1 - 16.0 0.72 - 3.6 375 1

Orignates at: Pokara village

Passes through: Nara village3L3

(NARA NALLAH)Joins Pioli River at: Chainage 6953m

3545 5.4 - 26.0 0.46 - 2.44 755 2

Orignates at: Cultivated land

Passes through: Fathima Nagar, Uppal

Wadi4 L4

Joins Pioli River at: Kalmana Village

10160 6.0 - 20.0 0.25 - 3.55 1105 1

Orignates at: Marshy land

Passes through: NMC Water Treatment

Plant5 R1


500 4.0 - 14.0 1.29 - 1.75 98 -

Orignates at: Gowtham Nagar

Passes through: Hajari Pahad, Aakar

nagar, Kolba Swamy Nagar, Defence

Land, Prashant Layout

6R2

(BOR NALLAH)

Joins Pioli River at: Ayappa Nagar

6225 3.1 - 25.0 0.3 - 3.3 1362 9

Pioli River



ST


With




Length

of

Nallah

(m)

Existing

Width of

Nallah

(m)

Existing

Depth of

Nallah (m)

Catchment

area (ha)

Minor

Nallahs

Joining

Outfall

Orignates at: Timki nagar

Passes through: Lashkari Bagh, Jyothi

nagar, Boudha Nagar, Sanjay Gandhi

Nagar, Dharma Deep Nagar, Panchsheel

Nagar

7R3

(Chamar Nallah)

Joins Pioli River at: Sangam Nagar

5610 4.0 - 42.0 0.15 - 5.8 1737 6

Orignates at: P & T Colony

Passes through: Police Lines, Awasthi

Nagar, Prasanth Nagar8 R4

Joins Pioli River at: Ambuth Colony

3080 1.6 - 17.0 0.84 - 4.75 317 -

Orignates at: Gyaneshwar Nagar9 R5

Joins Pioli River at: Chainage 4550m180 4.5 - 6.5 0.6 - 1.49 59 -

Orignates at: Manakapura

Passes through: Gyaneshwar Nagar10 R6


710 1.8 - 7.0 0.58 - 1.74 22 -

Orignates at: Juna Jaripatka

Passes through: Bhim Nagar, Saint Martin

Nagar, Kasturba Nagar, Jaripatka Nagar,

Taj Nagar

11

R7

(TAJ NAGAR

NALLAH)


2270 1.2 - 8.25 0.5 - 3.28 60 -

Orignates at: Sai Julelal Marg:12 R8

(VISHWAS NAGAR Passes through: Viswas Nagar Nagar

570 2.5 - 3.8 1 - 4.5 27 -

Pioli River



ST


With




Length

of

Nallah

(m)

Existing

Width of

Nallah

(m)

Existing

Depth of

Nallah (m)

Catchment

area (ha)

Minor

Nallahs

Joining

Outfall

NALLAH) Joins Pioli River at: Viswas Nagar

Orignates at: Santosh Nagar

Passes through: Nagsenwan Nagar,

Vaishnu Devi Nagar, Gulshan Nagar13 R9

Joins Pioli River at: Kalamana

1830 12 - 18.5 1.01 - 2.65 137 -

Orignates at: Netaji Subhash Chandra

Bose ward

Passes through: Prem Nagar, Shanti

Nagar, Dipti Signal, Pardi14

R10

(SHANTINAGAR

NALLAH)


7710 5.0 - 17.0 1 - 2.79 795 6 Pioli River



ST


With


Table 1.13: Salient Features of Minor Nallahs in North Zone

S.

No.

Nomenclature /


Length of

Nallah (m)

Existing

Width of

Nallah (m)

Existing

Depth of

Nallah (m)

Outfall

Orignates at: Prasanth Nahar

Passes through: Manodha Nagar, Prem Nagar, Swami Vrijananda

Nagar1 L2/R1

Joins L2 at: Nara Colony

2580 4.0 - 15.0 0.4 - 1.9 L2

Orignates at: Open Area

Passes through: cultivated Land2 L3/L1

Joins L3 at: Nara Village

1445 2.1 - 6 0.8 - 1.4 L3

Orignates at:Pokara village3 L3/L2

Joins L3 at: Chainage 545m720 2.0 - 4.0 0.9 - 1.5 L3

Orignates at: Tiwari Nagar

Passes through: Cultivated Land4 L4/R1

Joins L4 at: Chainage 4593m

1465 4.0 - 9.0 0.5 - 1.6 L4

Orignates at: Police Line Takli

Passes through: Pension nagar, ahbab Nagar, Netaji Nagar, Anand

Nagar5 R2/L1

Joins R2 (Bor Nallah) at: Swagath Nagar

1520 1.2 - 5.5 0.4 - 2.3 R2

Orignates at: Vishwas Nagar

Passes through: Kadhan, Slum Area, Military Area, Anant Nagar,

Patil Nagar, Boregaon Slums6 R2/L2

Joins R2 (Bor Nallah) at: Prashant Layout

1580 1.7 - 9.5 0.5 - 2.8 R2

Orignates at: Surendra Nagar

Passes through: Surendra Ghat, Slum Area, Hajaripahad7 R2/L3

Joins R2 (Bor Nallah) at: Defence Land (Restricted Area)

1930 1.8 - 9.6 0.4 - 2.0 R2

8 R2/L4 Orignates Near: Veterinary College 980 2.2 - 10.0 0.4 - 2.4 R2



ST


With


S.

No.

Nomenclature /


Length of

Nallah (m)

Existing

Width of

Nallah (m)

Existing

Depth of

Nallah (m)

Outfall

Passes through: Manavslva Nagar

Joins R2 (Bor Nallah) at: Akar Nagar

Orignates Near: Haed Qtrs of India Airforce Maintenance Command

Passes through: New hajari Pahad Nagar9 R2/L5

Joins R2 (Bor Nallah) at: Chainage 1711m

450 2.4 - 4.8 0.5 - 1.3 R2

Orignates at: Open Area10 R2/L7

Joins R2 (Bor Nallah) at: Chainage 342m125 2.2 - 3.2 0.2 - 1.2 R2

Orignates at: Jagadish Nagar

Passes through: Makar Dhokada11 R2/R1


1050 3 - 6.2 0.6 - 2.4 R2

Orignates at: Open Area

Passes through: Ganga Nagar12 R2/R2


580 2.6 - 7.2 0.6 - 1.8 R2

Orignates at: Open Area13 R2/R3

Joins R2 (Bor Nallah) at: Chainage 504m380 1.2 - 2.5 0.5 - 0.8 R2

Orignates at: Kumbhar Pura

Passes through: Slums, Tandapeth, Milind Nagar Basthi, Ashoka

Nagar14 R3/L1

Joins R3 (Chamar Nallah) at: Mahendra Nagar

1440 2.4 - 10.2 1.1 - 4.0 R3

Orignates at: Lashkaribagh

Passes through: Moti Bagh, Nawa Nakasha15 R3/L2

Joins R3 (Chamar Nallah) at: Gurunanak Pura

810 1.0 - 3.0 0.7 - 4.2 R3

Orignates at: Shahid Hemu Chowk16 R3/R1

Passes through: Slums, Nagasen Nagar, Siddarth Nagar, Kamgar

Nagar, Sangharsh Nagar, Ramna Nagar (Slums), Shiv Shakti Nagar

4375 3.4 - 9.0 0.4 - 2.9 R3



ST


With


S.

No.

Nomenclature /


Length of

Nallah (m)

Existing

Width of Nallah (m)

Existing

Depth of Nallah (m)

Outfall

Joins R3 (Chamar Nallah) at: Yasodhara Nagar

Orignates at: Chhaoni

Passes through: Mecosa Bagh, Bezonbagh, Nayee Basti17 R3/R2

Joins R3 (Chamar Nallah) at: 10 No. Puliya Chowk

1775 1.6 - 18 0.6 - 2.9 R3

Orignates at: Nayee Basti

Passes through: Punjabi Nagar, Bezonbagh18 R3/R3

Joins R3 (Chamar Nallah) at: Moti Bagh

1430 1.1 - 9.0 0.6 - 4.5 R3

Orignates at: Moti Bagh19 R3/R4

Joins R3 (Chamar Nallah) at: Chainage 2382m330 3.4 - 4.5 1.0 - 1.3 R3

Orignates at: Shivaji Chowk

Passes through: Sanjay Nagar20 R10/L1

Joins R10 (Shantinagar Nallah) at: Chainage 2350m

230 1.8 - 2.1 0.8 - 1.1 R10

Orignates at: Vairagade Badi

Passes through: Sanjay Nagar, Dipti Signal21 R10/L2

Joins R10 (Shantinagar Nallah) at: Chainage 3860m

580 1 - 1.3 0.5 - 1.8 R10

Orignates at: Netaji Subhash Nagar Bose ward

Passes through: Vairagade Badi22 R10/L3

Joins R10 (Shantinagar Nallah) at: Shanti Nagar

1190 6 - 16.5 0.8 - 2.5 R10

Orignates at: Jai Bhim Chowk23 R10/L4

Joins R10 (Shantinagar Nallah) at: Chainage 818m230 1.4 - 3.0 0.6 - 0.98 R10

Orignates at: Open Scrub24 R10/R1


Orignates at: Prem Nagar25 R10/R2




ST


With


Table 1.14: Salient Features of Pioli River

S.

No.Chainage & coverage area

Length of

River (m)

ExistingWidth of

River (m)

ExistingDepth of

River (m)

Bed Slope

(m/m)

Catchment

area (ha)

Major Nallah

JoiningRemark

Chainage: 0 - 470m1

Passes through: Gorewada (1)470 45 - 54 2.01 - 4.67

54.55- -

Very Steep

Gradient

Chainage: 470 - 2062m2

Passes through: Gorewada (1)1592 52 - 56 1.1 - 2.3 307.34 205 R1

Wide section

with shallow

depth

Chainage: 2062 - 2342m3

Passes through: Gorewada (1)280 47 - 48 2.32 - 2.37 265.40 585 L1 -

Chainage: 2342 - 4322m4

Passes through: Gorewada (1), Anant Nagar (18)1980 42 - 60 1.43 - 3.3 508.99 1344 Bor Nallah Flooding

Chainage: 4322 - 6355m

5Passes through: Nara (2)

2033 40 - 58 2.44 - 5.06 639.31 633

Taj Nagar,

Vishvas Nagar,

Ved Nagar

Nallah

Flooding

Chainage: 6355 - 6953m6

Passes through: Nara (2)598 57 - 60 2.48 - 4.52 586.27 793 - -

Chainage: 6953 - 8330m7

Passes through: Nara (2), Nari (3)1377 50 - 88 1.62 - 3.68 930.41 933 Nara Nallah Flooding

Chainage: 8330 - 12225m8

Passes through: Nari (3), Yashodhara Nagar (4)3895 46 - 105 2.34 - 6.44 629.24 451 -

Wide section

with shallow

depth

Chainage: 12225 - 14863m9

Passes through: Nari (3), Kalamna (5)2638 41 - 75 2.22 - 5.3 984.33 1695 Chamar Nallah Flooding

Chainage: 14863 - 17635m10

Passes through: Kalamna (5), Pardi (6)2772 30 - 71 1.85 - 5.76 1062.07 1850 L4 Flooding

Chainage: 17635 - 17815m11

Passes through: Pardi (6)180 40 - 45 3.49 - 4.48 947.37 849

Shanti Nagar

Nallah

Meet Nag

River



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1.1.7 Organization Structure

1.1.7.1 Administrative Wing

The Nagpur Corporation has a Mayor and councilors. Mayor is head of

council. The commissioner is the administrative head and is responsible for

providing day to day basic civic amenities and maintaining them. The

commissioner is assisted by the following, operating departments such as

Engineering, Public Health, Accounts etc.

At zonal level the administrative is decentralized with one additional

commissioner for each zone and there are seven zones. The project

construction department, structure is as given below:

1.1.7.2 Political Wing

Mayor is head of council.

1.1.7.3 Construction Wing

Flow Chart of Construction Wing.

Figure 1.5: Typical Flow Chart of Construction Wing

Municipal Commissioner

Additional Municipal

Commissioner

Deputy Municipal

Commissioner

Additional Deputy


Executive Engineer

(Construction)

Additional Deputy


Additional Deputy


Assistant Executive

Engineer



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1.1.7.4 O & M Wing

At present there is no proper set up for a separate O & M wing. The O & M

work is attended at ward level and zonal level. A separate organizational,

structural set up is necessary for the proper operation and maintenance of

stormwater drainage system.

1.2 Baseline Information of user coverage and access

1.2.1 Demographic Trends

1.2.1.1 Population

Nagpur has a population of 20.5 lakhs as per the 2001 census with a decadal

growth rate of 26.4%; the decadal growth during 1991-2001 was low

compared to that of the past decades. It is observed that the decadal growth

rate of population during 1971-1981 was 40%, which has dropped to 26% in

the decade 1991-2001.The current population of the city is 23.3 lakhs

1.2.1.2 Population Density

It can be observed that average density in NMC is 102 persons / hectare.

Frequency distribution of wards by area is presented in Table 1.15. It can be

observed that density is less than or equal 350 persons/hectare for 86 wardsout of 129 wards. Only 17 wards are having density more than 500.

Table 1.15: Distribution of Density of Population

S. No Density in

persons/ha

No. of

Wards

in each

range

%

Wards

%

Cumulative

1 0-50 13 10 10

2 51-100 10 8 18

3 101-150 16 12 30

4 151-200 12 9 40

5 201-250 13 10 50

6 251-300 12 9 59

7 301-350 10 10 67

8 351-400 12 9 76

9 401-450 6 8 81

10 451-500 7 9 86

11 501-550 4 5 89

12 551-600 2 5 91

13 601-600 2 3 92

14 650-700 4 2 95

15 701-750 2 2 97

16 750-800 0 0 97



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S. No Density in

persons/ha

No. of

Wards

in each

range

%

Wards

%

Cumulative

17 801-850 1 1 98

18 850-900 0 1 98

19 901-950 0 0 98

20 950-1000 2 2 100

129 100

1.2.2 Guidelines for population projection

1.2.2.1 Population Projection by Various Methods

Historical population data for the Nagpur Municipal Corporation is available

since 1921 from the census department and is presented in the Table 1.16.

Table 1.16: Population Growth trend of Nagpur City over the Years

Year Population Growth Rate (%)

1921 145000 -

1931 215000 48

1941 302000 40

1951 449000 49

1961 644000 43

1971 866000 34

1981 1217000 40

1991 1622818 34

2001 2051320 26

According to the Revised Master Plan the projected population for 2001 and

2011 are 23 lakhs and 28 lakhs respectively. As per 2001 census the total

population of the city is 20.51 lakhs. This is less than the projected population

as per the Nagpur Master Plan. The pattern shows that there is a reduction in

total growth rate in the city in the last two decades, which implies that there is

need to improve the economic activities of the city and improve the

infrastructure facilities in the city. Employment generation activities need to

be improved to bring in and boost the economic status of the city.

Population projections are carried out by various methods to identify the most

appropriate method for projecting the future population. The various methods

considered are Arithmetic Increase method, Geometric Increase Method,

Incremental Increase Method, Decreasing Rate Method and Simple Graphical

Method.



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1.2.2.2 Arithmetic Increase method

This method is based upon the assumption that the population is increasing at

a constant rate, i.e. the rate of change of population with time is constant.

From the population data for the last 4 to 5 decades, the average increase per

decade is calculated which is then used as the design rate of increase for

calculating the design population. This method is of limited value and may be

useful for smaller design periods for old and very large cities with no

industries and which have practically reached their maximum development.

For developing areas, which develop faster than the past, this method is likely

to give low results.

1.2.2.3 Geometric Increase Method

In this method, it is assumed that the percentage increase in population from

decade remains constant. Therefore, the average value of the percentage

increase is calculated and the future populations are calculated at this rate. For

a young city, which at present is expanding at fasted rate, this method may

give very high results and is useful for old developed cities.

1.2.2.4 Incremental Increase Method

In this method the average increase per decade is found out. The average

incremental increase for each decade is also found out. The future population

is calculated from the average increase and average incremental increase of

population. This method is a combination of the above two methods and

therefore gives the advantages of both and hence gives satisfactory results.

1.2.2.5 Decreasing Rate Method

Rate of increase in population goes on reducing as the cities reach towards

saturation. A method which makes use of the decrease in the percentage

increase is many a times used and gives quite rational increase, which is then

subtracted from the latest percentage increase for each successive decades.

1.2.2.6 Simple Graphical Method

In this method a graph is plotted from the available data, between time and

population. The curve is then smoothly extended up to the desired year. This

method however gives approximate results as the extension of the curve is

done only by the intelligence of the designer.

The population has been forecasted using census data from 1921 to 1991.

Table 1.17 shows the projected population figures by using various methods

for the year 2001. The projected population for the year 2001 is compared

with the actual population. It is noted from the table that the simple graphical

method gives the least percentage of error.



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Table 1.17: Population Projections for the year 2001 by various Methods

S.

No.

Method Projected Actual Error

1 Arithmetic Increase Method 1833935 2051320 11%

2 Geometric Increase Method 2293263 2051320 -12%

3 Incremental Increase Method 1889905 2051320 8%

4 Decreasing Rate Method 2252881 2051320 -10%

5 Simple Graphical Method 2038209 2051320 1%

The population is projected for the year 2011, 2021 and 2031 by using all the

methods. Table 1.18 shows the population projected by various methods.

Table 1.18: Population Projections by Various Methods

S.

No.

Method 2011 2021 2031

1 Arithmetic Increase Method 2289610 2527900 2766190

2 Geometric Increase Method 2860566 3989060 5562745

3 Incremental Increase Method 2340825 2630329 2919834

4 Decreasing Rate Method 2796474 3812309 5197153

5 Simple Graphical Method 2531428 3082239 3690642

Simple Graphical method, though gives least error does not take into

consideration major employment generation activities such as MIHAN which

is expected to start functioning in full swing by 2015 (see section 2-1-5). Also

in the last few years there has been a concentrated effort to improve the basic

infrastructure facilities in Nagpur City and in this connection major road

network has been widened and other basic infrastructure facilities have been

improved. The development of MIHAN in turn will lead to development of

allied economic activities in the city. With these developments it is assumed

that the population growth rate will take an upward trend after 2011. The

growth rate of the latest decade has been assumed (same growth rate between

1991 and 2001) for 2001-2011. This is based on the assumption that the

growth rate will stabilise in this decade due to the proposed development

schemes in and around the city, many of which will be in implementation stage

or in operation, towards end of the decade.

Due to induced developments like MIHAN, Boeing MRO facility, Improved

Public Transport System and industrial developments at Butibori, Kamptee

and Hingna in the region outside the city, it is expected that the city would

experience a higher growth rate in population after 2011. To arrive at a

realistic projection of population, consultants have studied the earlier growth

trends of the city and the trends in other Indian cities of comparable sizes and

characteristics, like Pune, Hyderabad and Bangalore, which had experienced

high population growth rates due to induced developments. Based on the

above analysis, Consultants have estimated a growth rate of 36.8% for the

decade 2011-2021.



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Most of these development projects will be either complete or in the advanced

stages of completion by the year 2021. Therefore, for the decade 2021-2031, agrowth rate of 31.7% has been projected with the assumption that the

population growth would stabilize in the later decades once the development

activities are completed. The total population has been calculated using these

growth rates. Table 1.19 gives the Population projections for the Nagpur city

Considering Higher Growth Rate.

Table 1.19: Population Projections for Nagpur City considering Higher

Growth Rate

Project PopulationS.

No.

Method of Projection

2011 2026 2041

1 Arithmetical Increase Method 2377563 2749658 3121752

2 Incremental Increase Method 2440063 3023095 3746752

3 Geometrical Progression Method 2915711 4671376 7484197

4 Exponential Method 2830000 5000000 8200000

5 Geometrical Method based on

Annual growth rate based on past

growth trend as adopted in Water

supply project and Master plan /

CDP

2830000 4225780 6275531

The distribution of population among the zones were made taking following

parameters into account. Due weightage is given to each parameter for

arriving the distribution.

• Density of population

• Landuse

• Accessibility

• Special reasons (such as topography, availability of infrastructure etc.)

1.3 List of various Projects Proposed for the Sector in the City Development

Plan (CDP) by NMC and confirmation of how this project is aligned with

stated CDP priorities

S.

No.

Sector Cost

(in Rs. Cr.)

1. Water Supply

Pench IV 422

Leak detection 3

Energy and water audit reports 50

Strengthening of water supply system 115

Sub Total 590.31

2. Sewerage & Sanitation

North Zone 130

Central Zone 239

South Zone 147



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S.

No.

Sector Cost

(in Rs. Cr.)

Water recycling and reuse 250

Sub Total 515.00

3. Roads

Outer ring road 6 lane highway 650

Seven ROB’s within the city 128

Ten flyovers 100

Road widening and improvement works 200

Bridges over rivers 8

Sub Total 1085.60

4. Drains

Drainage along roads 45

Nallah canalization 56

Strengthening existing nallahs 45

Rejuvenation of rivers 50

Lake rejuvenation 50

Sub total 245.50

5. Solid Waster Management

Sanitary landfill 25

Bin free city 25

Sub Total 50

6. Urban Poor and Slums

NIT (EWS/LIG Housing) 125

MHADA 42

SRA 1350

Urban poor amenities 75

Sub Total 1550.00

7. Public Transport and Traffic Management

Traffic management 50

Maharashtra Roadways Transport Services 1500

Sub Total 1550

8. Others

Destitute homes 1

Marriage halls 5

Night shelters 4

Public toilets 5

Sub Total 15

Grand total 5894

City Investment – Rs.5894 Crore

1.4 List of other capital expenditure project supported by other schemes for

the sector



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• Central Tender Processing Centre

Project Details

Works of NMC are done through the contractors for which tenders are

floated. For bringing transparency in the work of calling of tenders,

opening of tenders, release of work orders etc., centralization of tender

procedure has been adopted. For this, a separate section has been started

central office of NMC. All the activities to tender procedures such as

publication, distribution, receipt of tenders are done from this centre.

• City Road Improvement Program (CRIP)

Project Details

On the lines of IRDP which mainly

catered to improvement on the major

city roads, NMC with its own funds is

carrying out the development of major

roads of the city. In the last financial

year 2003-04, 44 roads covering 52

kilometers in length amounting to

Rs.64.00 Crore have been carried out.

In the financial year 2004-05 another 16 kilometers of roads at the cost of

Rs.21.64 Crore have been approved.

• Clock Tower (Ghantaghar)

Project Details

In addition to beautification of Nagpur

City and for improving tourism and

also to attract citizens, construction of

a Clock tower at north side of Ajni

Square on Wardha Road has been

taken for which the work order has

been issued. High lights for the said

work is as under: 1. Height 21 meters.

It is proposed to prepare the Clock

Tower from stainless steel with

parabolic shape.

• Construction of New Administrative Building



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Project Details

NMC came into existence in

the year 1951 and considering

the city’s expansion and

growing needs, staff of the

NMC have also been

increased but NMC’s

administrative work is still

being carried on in the

existing building which are

located in the different parts

of the city. Various important departments of NMC are situated in

different localities causing inconvenience to the citizens. To solve this

problem, NMC has started the work of construction of new Administrative

Building.

• Development of Octroi Check Posts

Project Details

With the help of 32 octroi check posts, the Octroi Department of NMC is

doing the work of octroi collection and prevention of octroi evasion. i)

In order to modernize the Octroi Nakas, the NMC has passed the

resolution to spend Rs.1.5 Crore each on Hingna Road Naka, Amravati

Road Naka and Wardha Road Naka. ii) Sanction has been granted for

the development plan of these octroi check posts and further process is in

progress.

• Flyover in front of Railway Station

Project Details

As an addition to the city development, a project of construction of

Flyover with shopping complex as pass anger facility centre is

undertaken. For this project an expenditure of Rs.16.23 crores is

estimated. Main characteristics of Flyover

• Improvement of Burning Ghats



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Project Details

At present N.M.C is having ten Burning

Ghats under its control. In the first

phase, the work of beautification and

alterations of Burning Ghats at Gangabai

Burning Ghat in East Nagpur,

Mokshadham in south Nagpur and

Ambazzari ghat in west Nagpur have

been completed. The said work was

executed from NMC own contribution

and Shri Vilasrao Muttemwar’s local funds.

• Integrated Road Development Project (IRDP)

Project Details

For the development of main road of

Nagpur city, the state Government with

the help of MSDRC had provided

Rs.113.08 Crore for construction of 106

kilometers length of roads. The

improvement in the roads included

widening of the roads, providing drains

on both sides, construction of footpaths,

centralized dividers, signage, traffice channelizers and street furniture.

The NMC has also taken up the work of beautification of squares.

• Internal Roads Improvement Program (IRIP)

Project Details

To keep the city clean and beautiful apart

from improving the major roads,

improvement of the internal roads was

also required and, therefore, on developing

such internal roads, NMC has spent

Rs.1.73 Crore during the year 2002-03 and

during the year 2003-04, NMC has carried

out improvement works admeasuring 191 kilometers at the cost of

Rs.14.82 Crore. Most of these works have been completed and few are in

progress.



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• Mahatma Fuley Vegetable Market Complex

Project Details

At Mahatma Fuley Vegetable Market sanction has accorded for

construction of vegetable market with Business Complex. In this scheme

preference will be given to license holders vegetable vendors. The

allotment will be on first cum first serve basis by taking advance deposit

for a period of thirty years lease.

• New Centers of Fire Brigade Department

Project Details

NMC is trying its best to provide sufficient Fire Bridage Stations in Nagpur City considering its population. At present six Fire Bridage

Stations are working as follows: 1. Central Fire Bridage Station : West

Nagpur, 2. Panchpaoli Fire Bridage Station : North Nagpur, 3.

Lakadganj Fire Bridage Station : East Nagpur, 4. Sakkardara Fire

Bridage Station : East Nagpur, 5. Ganjipeth Fire Bridage Station :

Central Nagpur, Fire Bridage Station : South Nagpur.

• Scientific efforts to be taken for disposal solid waste (Construction of

Sanitary Land Fill Site)

Project Details

Since last so many years cities

sold waste is being dumped at

Bhandewadi dumping yard and

that too without following the

scientific method causing

ground water and air pollution.

The following measures are

proposed to be undertaken to

change the existing scenario.

1.5 Existing Tariff & Cost Recovery

As far as SWD is concerned and it is not possible to levy separate charges for

this and the expenses to be incurred from general capital works grant and

revenue grant. In case of new developments, development charges can be

levied from the developer or alternatively the developer can be asked to

develop the drains in their development area alongwith roads as the care may

be and handed over to corporator for future maintenance.



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1.6 Existing areas of Private Sector / Community Participation in the Sector

Design, construction and project management are carried out through private

sector participation. O & M services can be arranged through departmental,

Private Sectors / Community Participation as per needs and areas of activity.

1.7 Any other qualitative information

Public Awareness and Public Participation

The programme for improvement of SWD system can succeed only if there is

public awareness and participation. The public at large should know about the

project and also the benefits they are going to derive from the project. They

shall be also aware about the cost implication and there should be

preparedness from there side. If the communities are effectively involved in

all stages of the project cycle from conceptualation, to preparation, to

finalization, to implementation and finally O&M, issues involved in the

conservation of water body need to be identified and the programme will need

to focus on them. The objectives of the awareness plan will be determined by

the issues identified. Special campaigns and publicity shall be made to make

the people aware of the consequences of the littering of drains with plastic.

The general public shall be prevented from using the open drains as public

toilets. These programmes can be undertaken or entrusted to NGO’s and socialactivists in the field.

This progrmames will also help to minimize the negative social impacts.

These programmes will also educate the public from the adverse effects of

stormwater pollution / river pollution, and encourage them to practice to abete

the pollution.



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CHAPTER-2.0

PROJECT DEFINITION, CONCEPT AND SCOPE

Key issue – Objective of the study

The main objective of the study is to prepare a comprehensive proposal, which

will be technically and financially viable for the implementation of stormwater

drainage system and rejuvenation of lakes and rivers in Nagpur City.

Description of Project Area

Nagpur is situated in the middle of India at 21° 06' N latitude and 79º 03' E

longitude and a mean altitude of 310 meters above sea level. Nagpur is

named after the Nag river which originates from Ambazari Lake located at the

west part of Nagpur city and drains into Kanhan River in south east and the

length of river in city boundary is 17 kms.

Another river originates from Gorewada lake at north west and flows from

west to east in the northern part of Nagpur called Pioli River having a length

of 17 km also joins to Nag river and drains to Kanhan River.

There is one more river named Pora River originates from Sonegaon, western

part of the city and flows from west to south east outside the southern part of

the city and draining into Kanhan River.

There are many major Nallahs and minor Nallahs discharging stormwater into

these rivers. Oranges are grown extensively in and around Nagpur and there is

also an Orange market (Santra Mandi) in Nagpur and therefore city is also

known as Orange city.

2.1 Land

Additional land requirement is minimum for the nallahs and rivers as they are

existing and only improvements are required. It may be possible that some of

the areas of natural waters can be included and removal of encroachment may

be necessary from the existing map. It is not possible to identify the exact area

of land to be acquired from the private owners unless otherwise a detailed

survey of the area alongwith the revenue land record staff is carried out.

Major portion of the land required is under the possession of the ULB as the

drain to be constructed is on the road side.



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2.2 Physical Infrastructure Components

2.2.1 Data Collection

As part of planning and location studies, collection of all available information

pertaining to the project is vital for bringing out a proper design of the project

and for its successful completion. Several categories of data have been

obtained and evaluated including;

• Physical characteristics of drainage basin

• Maps and topographic data including Nallah survey, river basin survey and

cross sections

• Runoff quantity data (hydrologic and precipitation data)

• Channel and floodplain delineations and related studies

• Flood history and problem inventory

• Existing stormwater drainage system details

• Development of alternative plan concepts

• Hydrologic and hydraulic analysis of alternative concepts

The data that have been collected for the present project are given in Table

No. 2.1 below.

Table 2.1: Inventory Data / Information

S. No. Data Description Source

1. Plan showing the project area NMC

2. Toposheets Survey of India

3. Plan showing ward boundaries NMC

4. Plan showing roads NMC

5. Nagpur city development plan

showing existing and proposed land

use

NMC

6. Existing drainage system details NMC, Field survey

7. Layout maps/ cluster maps of layout

regularized by NIT under

GUNTHEWARI VIKAS ACT 2001

(Regularization, upgradation and

development)

NIT

8. Rainfall data from year 1969-2000

(Hydrologic data)

Pune Meteorological Deptt.

9. Flood data Interviews with residents,

local officials, past flood

records

10. High water information (High flood

levels)

Interviews with residents



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2.2.2 Topographical Survey, Nallah and River Basin Survey, Geo-Technical

Investigations

Stormwater drainage system is affected by gravity and therefore accurate

topographic survey of the project area based on street levels is of prime

importance to the design of the system and its subsequent efficient

performance. A topographic survey has been carried out for the unsewered

area of the city and a contour map has been prepared for the NMC area taking

into account the new street levels as well as street levels available for the areas

sewered. All new roads have been incorporated into the city map.

2.2.3 Nallah and River Survey

Since final disposal of storm will be in river basins through minor and major

Nallahs, levels of all disposal points, chainages are very important, hence

survey of Nallahs and river basins have been carried out, L-Sections and cross

sections have been prepared. Surveyed length of major nallahs, minor nallahs

in North Zone and surveyed length of Pioli and Nag river is given in Table

2.2(a), 2.2(b) and 2.2(c) respectively.

Table 2.2 (a): Surveyed Length of Major Nallah in North Zone

S. No Nomenclature / Name of

Nallah

Length of Nallah (m)

1 L1 2702

2 L2 (Ved Nagar Nallah) 3210

3 L3 (Nara Nallah) 3545

4 L4 10160

5 R1 500

6 R2 (Bor Nallah) 6225

7 R3 (Chamar Nallah) 5610

8 R4 3080

9 R5 180

10 R6 710

11 R7 (Taj Nagar Nallah) 2270

12 R8 (Vishwas Nagar Nallah) 570

13 R9 1830

14 R10 (Shantinagar Nallah) 7710



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Table 2.2 (b): Surveyed Length of Minor Nallah in North Zone

S. No Nomenclature /

Name of Nallah

Length of Nallah (m)

1 L2/R1 2580

2 L3/L1 1445

3 L3/L2 720

4 L4/R1 1465

5 R2/L1 1520

6 R2/L2 1580

7 R2/L3 1930

8 R2/L4 980

9 R2/L5 450

10 R2/L7 125

11 R2/R1 1050

12 R2/R2 580

13 R2/R3 380

14 R3/L1 1440

15 R3/L2 810

16 R3/R1 4375

17 R3/R2 1775

18 R3/R3 1430

19 R3/R4 330

20 R10/L1 230

21 R10/L2 580

22 R10/L3 1190

23 R10/L4 230

24 R10/R1 380

25 R10/R2 50

Table 2.2 (c): Surveyed Length of River

S. No Name of River Length of River (m)

1 Pioli River 17815

2 Nag River 16732

3 Pora River 13383

Total length of road survey carried out is 800 kms.



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2.2.4 Wastewater Sampling and Analysis

Quality Analysis of household sewage discharging into the street sewers and

of the receiving water bodies at major wastewater outfalls has been carried

out. Samples were collected from the Nallahs and other natural streams

running through NMC. Two important water courses in the NMC are the Nag

river and the Pioli river. Samples were collected from these streams before

and after the entry of polluting discharges. Samples from six Nallahs were

also collected and analysed. The samples were tested for pH, BOD, COD,

TSS, TDS, N, P, K etc. to assess level of contamination. Analysis results for

samples from street sewers, lakes, receiving streams within NMC has been

given in detail in the Draft Master Plan Report for sewerage system submitted

to NMC in January, 2008.

Analysis result from samples from receiving streams is reproduced in this

report in Table 2.3.

Result shows that the streams are highly polluted because of the discharge of

sewage into it.



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Table 2.3: Analysis Results for Samples from City Nallah

Nag River Pioli RiverS.

No.Parameters

Start Middle End Start Middle End

Trimurt

hi Nagar

Nallah

Wardha

Road

Nallah

Nallah

near

Besa

Village

Nallah

near

Maharaj

Bagh

Nallah

near

Narenha

Nagar

Nallah

near

Manesoada

Chowk

1. Date of

Sampling

21.8.07 21.8.07 21.8.07 17.8.07 17.8.07 17.8.07 21.8.7 21.8.07 21.8.07 21.8.07 21.8.07 21.8.07

2. Sampling

Location

At

bridge

near

Waste

Weir

Near

Yashwant

Stadium

Near

Pardi

Near

Gorewada

Tank

c/s of

Nagpur

Sonoor

Road

Kamptee

Road

Old.

O.F.

Rly.

Bridge

Road

Bridge

NH-7

Karvey

Nagar

- - - -

3. PH 7.9 7.3 7.7 7.8 7.3 7.4 7.6 7.4 7.3 7.4 7.4 7.5

4. SS, mg/L 10 35 10 26 46 58 20 83 100 52 190 170

5. BOD

mg/L

1.5 30.0 22.0 2.0 2.0 34.0 1.5 38.0 34.0 25.0 40.0 44

6. COD

mg/L

6.0 128.0 90.0 7.0 7.0 128.0 8.0 170.0 160.0 140.0 170.0 188.0

7. TDS,

mg/L

236 293 400 240 364 442 786 400 430 353 410 640



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2.2.5 Geo-Technical Investigation

The geo-technical studies have been conducted in the location between

Sonegoan and Kamptee.

The work of Engineering Survey and Soil Investigation was carried out by

subsurface exploration investigations with 12 drill holes have been done to

ascertain geo-technical status. All the holes were drilled using double core

barrel Nx size, ranging in depth 7 m to 20 m.

The area of Nagpur city is occupied by the following rock types viz.

Archaeans, Gondwana, Lametas, Deccan traps and alluvium of recent age. The

crystalline rocks are encountered in the eastern part of the city, which are

gneisses, schists and granites. The Gondwana formations are represented by

Sandstones and shales and coal bearing horizons and are exposed on the

Northern part of the city in a limited area. The lametas occur as narrow fringe

from north to central part and further southwest to southeast of Nagpur city

area consisting of sand stone variegated clays and cherty lime stones. Deccan

trap basalt flows are met with in the western and southern parts separated by

layer of “Red Bole” beds and identified sequence of different Lava flows in

the major part of the Nagpur city. The alluvium of recent age comprises of

sand, silt clay kankar and its admixture in small patches near Pioli river.

2.2.6 Hydrologic and Climate Status

The ground water regime has undergone changes in the urban hydrology. The

ground water occurs under both pheratic and semi confing to confing

conditions. The ground water level during the summer months (pre-monsoon)

varies 4.00 m to 16.25 m below ground level.

Deeper water levels more than 9 m have been recorded in the Northern, North-

eastern and Eastern part of the city. In the central and southern parts of the

city water level is less than 9 m below ground level. Post monsoons period

depth of water levels ranged between 0.55 m and 14.85 m below ground

levels. Generally the water levels ranged from 0.2 m to 9.12 m in the area.

2.2.7 Hydrologic analysis for drainage facility design

The analysis of the peak runoff, volume of runoff and the time distribution of

flow is fundamental to the design of drainage facility. Many hydrologic

methods are available for conversion of precipitation into runoff. The widely

used method is rational method. We have adopted the same method for

determining the peak runoff for a specified storm return period. The equation

used is:



ST


With


Q = 10 CiA . . . . . . . . . . . . . . (1)

Where Q = Peak runoff in m3/hr

C = Runoff coefficient

i = rainfall intensity in mm/hr

A = the Catchment area in ha

2.2.8 Steps followed for the Determination of Storm Runoff for the Project

Area

• Gather background information such as topographic mapping, land use

data, precipitation information etc.

• Decide on the appropriate return period, storm frequency and

concentration time

• Find the maximum rainfall intensity for those condition (i, mm/hr) using

IDF curves

• Estimate the runoff coefficient for the catchments(C) by delineating

drainage area to determine the varies land characteristics

• Calculate the catchment area served by that drain (A in ha)

• From i, A and C, calculate the peak flow i.e. maximum quantity of

stormwater to be drained per hour

This details are discussed as follows.

2.2.9 Return Period and Storm Frequency

The return period and frequency are statistical descriptions of the severity of a

storm event. The return period is the expected length of time between two

rainfall events that exceed a specific magnitude. Frequency is the inverse of

the return period.

As mentioned in CPHEEO manual ( page 41, para 3.3.1.2 ) the return period

is adopted as 0.5,1 and 2 years depending on the importance of the area to be

drained. Table 2.4 shows ward number, ward name and return period (storm

frequency) proposed to be adopted for the design purpose.

For open channel/ nallahs, the storm frequency considered is once in 2 years

and for river channel once in 25 years.



ST


With


2.2.10 Time of Concentration (tc)

The time of concentration tc is the time required for water to flow from the

hydraulically most remote point of the drainage area to the point of discharge.

With the rational method, the duration of a rainfall event is set equal to the

time of concentration and it is used to estimate the average rainfall intensity[from the intensity-duration-frequency curves (IDF)] for a selected return

period.

The time of concentration to any point in a storm drainage system is the sum

of the inlet time and the time of flow t f in the upstream drain connected to the

catchment, that is

tc = ti + tf

Where the flow time is

tf = L/V

Where; L = Length of drain in m.

V = Avg. velocity in m/s. in the drain.

Inlet time concentration is worked out using kirpich equation for Nallah basin

which is as follows

0.77 0.3850.01947ct L S −= ………. (2)

Where tc = time of concentration, minutes

L=maximum length of travel of water in basin, meter

S= slope of catchment



ST


With


Table 2.4: Ward Number, Ward Name and Return Storm Frequency

Reference: - Manual on Sewerage and Sewage Treatment, CPHEEO (Page

No. 41. Para 3.3.1.2)

Ward No. Ward NameStorm

Frequency

Rainfall areas

7, 8, 9, 10, 11, 12,

13, 14, 15, 16, 17,

51

Bhandewadi,Wathoda,Dighori,Mhalgi

Ngr,Manewada, Gogi Ngr, Narendra Ngr,

Sonegaon, Jaitala, Ambazari,

Vishvashvaraiya, Telenkhedi

Twice a

year

Peripheral

Area

1, 2, 3, 4, 5, 6, 18,

19, 20, 21,22, 23,

24, 25, 26, 27, 28,

29, 30, 32, 33, 34,

35, 36, 37, 38, 39,

40, 41, 42, 43, 45,

46, 47, 48, 49, 50,

52, 54, 55, 56,57,

59, 60, 61, 62, 66,

67, 68, 69, 71, 73,

74, 75, 76, 77, 78,

79, 81, 84, 86, 90,

91, 92, 93, 94, 95,

96, 97,98, 99, 100,

101, 106, 111,

112, 113, 114,

116, 117, 120,

122, 124, 125.

Gorewada,Nara,Nari,YashodhraNgr,

Kalamna, Pardi, Borgaon, Police Line

Takali, Mankapur, Chhawani, Jaripatka,

Nagsen Ngr, Sidhartha Ngr, Mahendra

Ngr, Rani Durgawati Ngr, Navi

Mangalwari, Prem Ngr, Shanti Ngr, Dipti

Signal, Vardhaman Ngr, Hiwari, Kumbhar

Toli, Darshan Colony, Nandanvan, Harpur,

Sakkardara, Bidipeth, New Subhedar,

Ayodhya Ngr , Gyaneshwar Ngr, Parvati

Ngr, Chunabhati, Sai Mandir, Khamla,

Swavalambi Ngr, Subhash Ngr, Gopal Ngr,

Hill Top, Surendra Ngr, Ravi Ngr, Hajari

Pahad, Seminary Hills, Nai Basti, Mekosa

Bagh, Indora, Choukse colony, Naik Talao,

Khairipura, Bastarwari, Subash

Chandrabose, Lakhadganj, Shiv Ngr, Om

Ngr, Raghugi Ngr, Vishvakarma Ngr,

Chandramani Ngr, Kausalya Ngr, T. B.

Ward, Pratap Ngr, Shivaji Ngr, Civil Lines,

Lakshari Bagh, Balabha Peth, Tanda Peth,

Lendi Talao, Bhagwan Mahavir,

Chinteswar Ngr, Juni Mangalwari,

Nawabpura, Juni shukarwari, Reshimbagh,

Somwar Peth, Sangam,Bhan Keda, Barase

Nagar, Jaganath Nagar, Maskasath,

Ayachit Nagar, Killa, Chandan Ngr,

Ganeshpeth, Momin Pura, Timki

Once a year

Central and

comparatively

high priced

areas

31, 44, 53, 58, 63,

64, 65, 70, 72, 80,

82, 83, 85, 87, 88,

89, 102, 103, 104,

105, 107, 108,

109, 110, 115,

118, 119, 121,

123, 126, 127,

128, 129

Minimata Ngr, Ajni, Ram Ngr, Sadar,

Gurunanak, Vaishalinagar, Panchasilnagar,

Harihar Mandir, Bagadganj, Jail Ward,

Diksha Bhumi, Ramdaspeth, Dharampeth,

Gaddigodam, Moti Bagh, Nawa Naksha,

Medical College, Rambagh, Shaniwari,

Dhantoli, Sitabudi, Khalashi Line,

Boriapura, Saifi Nagar, Mahathma Gandhi,

Nagar Bhawan, Siraspeth, Model Mill,

Bajeria, Gandhi Bagh, Mahal, Ganji Peth,

Hansa Puri

Once in 2

years

Commercial

and high

priced areas



ST


With


2.2.11 Rainfall Intensity : Detailed Study and Analysis of Rainfall data of

the Project Area

The available data acquired from Pune Meteorological department includes

24-hour Rainfall data basis from 1969-2000 for the Nagpur city. These data

sets are used to carryout frequency analyses to determine the magnitude of

peak flows of known return periods to achieve an optimized design. The total

Yearly rainfall is plotted in the Figure 2.1.

0

200

400

600

800

1000

1200

1400

1600

1 9 6 8

1 9 7 0

1 9 7 2

1 9 7 4

1 9 7 6

1 9 7 8

1 9 8 0

1 9 8 2

1 9 8 4

1 9 8 6

1 9 8 8

1 9 9 0

1 9 9 2

1 9 9 4

1 9 9 6

1 9 9 8

2 0 0 0

Years

T o

t a l P r e c

i p i t a t i o n

( m m

)

Figure 2.1: Total Yearly Rainfall in mm during the period 1969-2000

The maximum daily rainfall data is evaluated from the available data. As the

rainfall data for years 1992 and 1997 was missing, these were synthesized

from the mean of preceding and subsequent year’s rainfall data of the

respective years to complete the data set. Subsequently, the intensities for

different return periods and durations are formulated using IDF Curves using

empirical equations and theories of probability. The maximum daily rainfall

during the period 1969-2000 is shown in Table 2.5.



ST


With


Table 2.5: Maximum Daily Rainfall Recorded During 1969-2000

S. No. YearMax. Daily Rainfall during

year in 'mm'

1 1969 60.5

2 1970 129.2

3 1971 142.1

4 1972 55.6

5 1973 168.9

6 1974 69.8

7 1975 89.1

8 1976 116.5

9 1977 63.3

10 1978 94.4

11 1979 145.4

12 1980 98.2

13 1981 115

14 1982 72.2

15 1983 100.3

16 1984 83.7

17 1985 125.7

18 1986 124.8

19 1987 61.2

20 1988 96.6

21 1989 83.6

22 1990 86.5

23 1991 148.3

24 1992 120.05

25 1993 91.8

26 1994 270.1

27 1995 122.2

28 1996 58.1

29 1997 57.35

30 1998 56.6

31 1999 96.2

32 2000 137

The objective of hydrologic frequency analysis is to interpret a past record of

hydrologic events in terms of future probabilities of occurrence. The

procedure involves selecting a sample in the form of an available data series,



ST


With


fitting a theoretical probability distribution to the sample, and then making

inferences.

The rainfall Intensity-Duration-Frequency (IDF) relationship is one of the

most commonly used tools in for various engineering projects against floods.

The establishment was done as early as in 1932 (Bernard). Since then, many

sets of relationships have been constructed for several parts of the globe.

There has considerable attention and research on the IDF relationship:

Hershfiled (1961) developed various rainfall contour maps to provide the

design rain depths for various return periods and durations. Bell(1969)

proposed a generalized IDF formula using the one hour, 10 years rainfall

depths; P1 10

, as an index. Chen (1983) further developed a generalized IDF

formula for nay location in the united States using three base rainfall depths:

P1 10

P24 10

P1 100

which describe the geographical variation of rainfall.

Kouthyari and Garde (1992) presented a relationship between rainfall intensity

and P24 2 for India.

Koutsoyiannis et al.(1998) cited that IDF relationship is a mathematical

relationship between the rainfall intensity ‘i,’ the duration ‘d’ and the return

period ‘T’ (or equivalently, the annual frequency of exceedance, typically

referred to as ‘frequency’ only).

Empirical IDF Formulas: The IDF formulas are the empirical equations

representing a relationship among maximum rainfall intensity (as dependant

variable) and other parameters of interest such as rainfall duration and

frequency (as independent variables). There are several commonly used

functions found in the literature of hydrology applications (Chowetal., 1988),

four basic forms of equations used to describe the rainfall intensity duration

relationship are summarized as follows:

Talbot Equationbd

ai

+=

Bernard Equationn

ai

d =

Kimijima Equation n

ai

d b=

+

Sherman Equation( )

n

ai

d b

=+



ST


With


Where ‘i’ is the rainfall intensity (mm/hour); d is the duration (minutes); a, b

and n are the constant parameters related to the metrological conditions.

These empirical equations show rainfall intensity decreases with increase in

rainfall duration for a given return period. All functions have been widely used

for hydrology practical applications. The least-square method is applied to

determine the parameters of the empirical IDF equations that are used to

represent intensity-duration relationships. The value of parameters in the

rainfall IDF equations were chosen on minimum of Root Mean Square Error

(RMSE) between the IDF relationships produced by the frequency analysis

and simulated by the IDF equation.

From daily maximum rainfall ,corresponding values of 1-hr,2-hr,3-hr,6-hr and

12-hr rainfall values can be obtained using Indian Meteorological

Department(IMD) empirical reduction formula(Ramaseshan,1996),given

below:

( )1

3

2 4 2 4t t P P = ………. (3)

Where Pt is required precipitation depth for the duration t-hour in mm, P24 is

daily precipitation in mm and t is the time duration in hours for which

precipitation depth is required in hours.

Generalized IDF formula using evaluated precipitation depth, and based on

return period is used for formulating the intensities.

a) Alternative-I

As per IDF generalized formula

n

ai

d = ………. (4)

ma C T = ………. (5)

Where i – Intensity in mm/hr

T- Return period in Years

C, m, n are regional coefficients

d- Duration in Hours



ST


With


Methodology

The available data acquired from Pune Meteorological department includes

24-hour Rainfall data basis from 1969-2000 for the Nagpur city. The entire

rainfall data is used to carryout frequency analyses to determine the maximum

intensities for known return periods and various durations.

1. From the available data, the maximum daily rainfall recorded for each

of the year during the period 1969-2000 is tabulated.

2. The hourly maximum rainfall (i.e. 1 hr, 2 hr …. 12 hr) is evaluated

using the IMD (Indian Meteorological Department) reduction formula

as given in equation (3) and presented in Table 2.6.

3. From the evaluated maximum hourly rainfall data, the mean and

standard deviation are evaluated.

Standard Deviation is carried out using the ‘Predefined Function in MS

Excel’ or can be calculated using the formula mentioned below.

( )2

1

1

N

i

i

X

s N

=

−

=−

∑ ………. (6)

Where N = Number of Sample Years

Xi = Maximum Precipitation Depth, mm

= Mean of Maximum Precipitation Depths for N samples

4. The hourly Precipitation depth analysis is carried out for various return

periods using the Probability Distribution Function for EV-1 is given

by equation (7).

d m r P P K s= + ………. (7)

Where, Pm = Mean Precipitation, mm

Pd = Precipitation Depth, mm

K r = frequency factor



ST


With


And s = Standard Deviation

‘K r ’, the frequency factor is evaluated by using formula mentioned

below as per Gumbel’s Extreme Value (type 1) distribution.

( ( ) )6 {0.5772 ln ln 1 1 }r K T π = − + − − …. (8)

Where T is Return Period in years. The values are tabulated in Table

2.7.

5. Maximum precipitate depths (1 hr, 2 hr …. 12 hr) are converted into

hourly intensities and tabulated in Table 2.8.

6. A graph (Figure 2.2) is plotted using the values of hourly intensities

and duration for different return periods in MS Excel. The values of ‘a’

and ‘n’ (specified in equation 4) for each return period are found out.

7. The values of “a’ obtained from the above equations for various return

periods are plotted against the return periods to evaluate the regional

coefficients ‘c’ and ‘m’ in equation (5). From the Figure 2.3 the value

of C and m are obtained as 34.405 and 0.1985

8. The generalized Intensity-Duration-Frequency equation (4) is

developed by substituting the coefficients evaluated (Figure 2.4)

9. Maximum intensities for various durations and return periods are

evaluated using the above equation (4).

The regional coefficients c,m,n are substituted in equation (4) to obtain

the generalised equation for Nagpur City .

( )

0 .1985

0 .673 4 . 4 0 5

T i

d = ………. (9)

T- Return period in years

d- Duration in hours

i - mm/hr



ST


With


Using the equation (9) the intensities for various return periods and

durations are evaluated. Intensities are plotted for various return

periods and durations as shown in Figure 2.4.The estimated intensities

(mm/hr) are tabulated in Table 2.9.

Intensity - Duration

y = 38.664x-0.6667

y = 47.034x-0.6667

y = 55.854x-0.6667

y = 66.998x-0.6667

y = 83.472x-0.6667

1.00

10.00

100.00

1 10

Log Duration in Hrs

L o g I n t e n s i t y ( m m / h r )

2-Year

5-year

10-Year

25-Year

100-Year

Figure 2.2: Log Duration Vs Log Intensity for Gumbel’s Extreme

Value (type 1) Distribution



ST


With


Table 2.6: Maximum Precipitation Depth for 1hr , 2hr….12 hrs Using IMD Reduction Formula

Precipitation Depth , mm

Duration , hoursS.No. Year

Max. DailyRainfall in

'mm'1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00

1 1969 60.5 20.97 26.43 30.25 33.29 35.87 38.11 40.12 41.95 43.63 45.19 46.65 48.02

2 1970 129.2 44.79 56.43 64.60 71.10 76.59 81.39 85.68 89.58 93.17 96.50 99.61 102.55

3 1971 142.1 49.26 62.07 71.05 78.20 84.24 89.52 94.24 98.53 102.47 106.13 109.56 112.78

4 1972 55.6 19.28 24.29 27.80 30.60 32.96 35.03 36.87 38.55 40.09 41.53 42.87 44.13

5 1973 168.9 58.55 73.77 84.45 92.95 100.13 106.40 112.01 117.11 121.80 126.15 130.22 134.06

6 1974 69.8 24.20 30.49 34.90 38.41 41.38 43.97 46.29 48.40 50.33 52.13 53.82 55.40

7 1975 89.1 30.89 38.92 44.55 49.03 52.82 56.13 59.09 61.78 64.25 66.55 68.70 70.72

8 1976 116.5 40.39 50.89 58.25 64.11 69.06 73.39 77.26 80.78 84.01 87.01 89.82 92.47

9 1977 63.3 21.94 27.65 31.65 34.84 37.53 39.88 41.98 43.89 45.65 47.28 48.80 50.24

10 1978 94.4 32.73 41.23 47.20 51.95 55.96 59.47 62.60 65.45 68.07 70.51 72.78 74.93

11 1979 145.4 50.41 63.51 72.70 80.02 86.20 91.60 96.43 100.81 104.85 108.60 112.10 115.40

12 1980 98.2 34.04 42.89 49.10 54.04 58.21 61.86 65.12 68.09 70.81 73.35 75.71 77.94

13 1981 115 39.87 50.23 57.50 63.29 68.17 72.45 76.27 79.74 82.93 85.89 88.67 91.28

14 1982 72.2 25.03 31.54 36.10 39.73 42.80 45.48 47.88 50.06 52.07 53.93 55.67 57.31

15 1983 100.3 34.77 43.81 50.15 55.20 59.46 63.19 66.52 69.54 72.33 74.91 77.33 79.61



ST


With




Max. Daily

Rainfall in

'mm'1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00

16 1984 83.7 29.02 36.56 41.85 46.06 49.62 52.73 55.51 58.03 60.36 62.52 64.53 66.43

17 1985 125.7 43.58 54.90 62.85 69.18 74.52 79.19 83.36 87.16 90.65 93.89 96.92 99.77

18 1986 124.8 43.27 54.51 62.40 68.68 73.98 78.62 82.76 86.53 90.00 93.21 96.22 99.05

19 1987 61.2 21.22 26.73 30.60 33.68 36.28 38.55 40.59 42.43 44.13 45.71 47.19 48.57

20 1988 96.6 33.49 42.19 48.30 53.16 57.27 60.85 64.06 66.98 69.66 72.15 74.48 76.67

21 1989 83.6 28.98 36.52 41.80 46.01 49.56 52.66 55.44 57.97 60.29 62.44 64.46 66.35

22 1990 86.5 29.99 37.78 43.25 47.60 51.28 54.49 57.36 59.98 62.38 64.61 66.69 68.66

23 1991 148.3 51.41 64.78 74.15 81.61 87.91 93.42 98.35 102.83 106.94 110.77 114.34 117.71

24 1992 120.05 41.62 52.44 60.03 66.07 71.17 75.63 79.61 83.24 86.57 89.67 92.56 95.28

25 1993 91.8 31.83 40.10 45.90 50.52 54.42 57.83 60.88 63.65 66.20 68.57 70.78 72.86

26 1994 270.1 93.64 117.98 135.05 148.64 160.12 170.15 179.12 187.28 194.78 201.74 208.25 214.38

27 1995 122.2 42.36 53.38 61.10 67.25 72.44 76.98 81.04 84.73 88.12 91.27 94.22 96.99

28 1996 58.1 20.14 25.38 29.05 31.97 34.44 36.60 38.53 40.28 41.90 43.39 44.80 46.11

29 1997 57.35 19.88 25.05 28.68 31.56 34.00 36.13 38.03 39.76 41.36 42.83 44.22 45.52

30 1998 56.6 19.62 24.72 28.30 31.15 33.55 35.66 37.54 39.24 40.82 42.27 43.64 44.92

31 1999 96.2 33.35 42.02 48.10 52.94 57.03 60.60 63.80 66.70 69.37 71.85 74.17 76.35



ST


With




Max. Daily

Rainfall in

'mm'1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00

32 2000 137 47.50 59.84 68.50 75.39 81.22 86.30 90.86 94.99 98.79 102.33 105.63 108.74

MEAN 36.19 45.59 52.19 57.44 61.88 65.76 69.23 72.38 75.27 77.96 80.48 82.85

STANDARD DEVIATION 15.07 18.99 21.74 23.93 25.78 27.39 28.84 30.15 31.36 32.48 33.53 34.51



ST


With


Table 2.7: Evaluation of Precipitation Depth

Note: EV –Extreme Value (Type 1 distribution) Frequency Factor

Table 2.8: Evaluation of Rainfall Intensity

Rainfall Intensity , mm/hr

Duration , HoursReturn Period

in Years

1 2 3 4 5 6 7 8 9 10 11 12

2.00 38.66 24.36 18.59 15.34 13.22 11.71 10.57 9.67 8.94 8.33 7.82 7.38

5.00 47.03 29.63 22.61 18.67 16.09 14.24 12.85 11.76 10.87 10.13 9.51 8.97

10.00 55.85 35.19 26.85 22.17 19.10 16.92 15.26 13.96 12.91 12.03 11.29 10.66

25.00 67.00 42.21 32.21 26.59 22.91 20.29 18.31 16.75 15.48 14.43 13.55 12.78

100.00 83.47 52.58 40.13 33.13 28.55 25.28 22.81 20.87 19.29 17.98 16.88 15.93

Precipitation depth , 'mm'

Duration , Hours

ReturnPeriod

in Years

Frequencyfactor forEV(Type1

distribution)

ReturnPeriod

1 2 3 4 5 6 7 8 9 10 11 12

2.00 0.16 2.00 38.66 48.71 55.76 61.38 66.12 70.26 73.96 77.33 80.43 83.30 85.99 88.52

5.00 0.72 5.00 47.03 59.26 67.83 74.66 80.43 85.47 89.97 94.07 97.83 101.33 104.60 107.68

10.00 1.30 10.00 55.85 70.37 80.55 88.66 95.51 101.49 106.84 111.71 116.18 120.33 124.22 127.87

25.00 2.04 25.00 67.00 84.41 96.63 106.35 114.57 121.74 128.16 134.00 139.36 144.34 149.00 153.39

100.00 3.14 100.00 83.47 105.17 120.39 132.50 142.74 151.68 159.68 166.94 173.63 179.84 185.64 191.10



ST


With


Return Period Vs Coefficient of A

y = 34.405x0.1985

R2 = 0.9923

1.00

10.00

100.00

1.00 10.00 100.00

Return Period

C o e f f i c i e n t o f

Figure 2.3: Return Period Vs Coefficient of A by Gumbel’s Extreme Value

(type 1) distribution.

Table 2.9: Intensity of Storm for Various Return Period and Duration

Gumbel’s Extreme Value (type 1) distribution.


Return Period , YearsTime in

minutes 0.50 1.00 2.00 5.00 10.00 25.00 100.00

5.00 158.46 181.83 208.65 250.28 287.19 344.48 453.60

10.00 99.59 114.28 131.14 157.30 180.50 216.51 285.09

15.00 75.90 87.10 99.94 119.88 137.56 165.00 217.27

20.00 62.59 71.83 82.42 98.86 113.45 136.08 179.18

25.00 53.90 61.85 70.98 85.14 97.69 117.18 154.30

30.00 47.70 54.74 62.82 75.35 86.46 103.71 136.56

35.00 43.02 49.37 56.65 67.95 77.98 93.53 123.16

40.00 39.34 45.14 51.80 62.14 71.30 85.53 112.62

45.00 36.36 41.72 47.87 57.42 65.89 79.04 104.07

50.00 33.88 38.88 44.61 53.51 61.40 73.65 96.98

55.00 31.78 36.47 41.85 50.20 57.60 69.09 90.98

60.00 29.98 34.41 39.48 47.36 54.34 65.18 85.83

70.00 27.04 31.03 35.61 42.71 49.01 58.78 77.40

80.00 24.73 28.37 32.56 39.05 44.81 53.75 70.78

90.00 22.85 26.22 30.09 36.09 41.41 49.67 65.41

100.00 21.29 24.43 28.04 33.63 38.59 46.29 60.95

110.00 19.98 22.92 26.30 31.55 36.20 43.43 57.18

120.00 18.84 21.62 24.81 29.76 34.15 40.97 53.94



ST


With


Figure 2.4: Intensity- Frequency-Duration Curves by Gumbel’s

Extreme Value (type 1) distribution

b) Alternative-II

The United states Weather Bureau (USWB) recommends an empirical

relationship entirely from short duration data (Hershfield and kohler,

1960),which shows that the t minute rainfall has a consistent ratio to the 1-hr

rainfall of the same return period. These ratios are 0.29, 0.45, 0.57 and 0.79 for

5,10,15 and 30 minutes rainfall respectively. These ratios are applicable

throughout the world (Reich’s 1963).

Intensities are evaluated using T-minute rainfall ratios and given in Table 2.10

below.

IDF CURVES

0.00

25.00

50.00

75.00

100.00

125.00

150.00

175.00

200.00

225.00

250.00

275.00

300.00

0 15 30 45 60 75 90 105 120 135 150

Duration in Minutes

I n t e n s i t y

i n m m

/0.5 Year

1 Year

2 Year

5 Year

25 Year

100 Year

`



ST


With


Table 2.10: Intensity of Storm for Various Return Period and Duration by

USWB


Return Period , YearsTime inminutes

2 5 10 25 100

5 117.90 171.02 206.19 250.63 316.32

10 91.47 132.69 159.97 194.45 245.42

15 77.24 112.05 135.09 164.20 207.24

30 53.53 77.65 93.61 113.79 143.62

120 21.17 30.71 37.03 45.01 56.81

c) Alternative-III (Frequency of Intense Storm/ Step method)

Greater the intensity of storms, rarer is there occurrence smaller their frequency.That means, highest intensity of specified duration recorded in station record of

n year, called the n years storm has a frequency once in n year. Next highest

value has a frequency has twice in n year, or a accordance intervals n/2 year andis called the n/2 year storm. However this does not allow chance variation in

observer magnitude; nor does it make rational plotting or good identification of

the recurrence interval of intense storm.

Storm rainfall can be analysed many different way. However all procedure start

from a summary of experience such as shown in Table 2.11, Table 2.12, Figure2.5, Table 2.13, Figure 2.6, Table 2.14 and Figure 2.7 and Table 2.15.

Table 2.11: Records of Intense Rainfalls, Number of Storms of Intensity

(mm/hr) or more

Intensity, mm/hrDuration,

Hrs 10 15 20 25 30 35 40 45 50 55 60

1 497 293 203 124 86 34 18 16 5 4 4

2 305 177 117 51 21 16 7 4 2 1 1

3 161 104 73 21 12 8 2 2 1

4 99 62 38 14 5 4 3 1

5 78 50 16 12 2 2 1

6 45 21 11 4 2 1

7 23 14 4 2

8 7 2



ST


With


Table 2.12: Intensity duration Values

1 Year Return

Period

2 Year Return

Period

5 Year Return

Period

Intensity

mm/hr

Duratio

n in hr

Intensity

mm/hr

Duratio

n in hr

Intensity

mm/hr

Duration

in hr

35 1.22 45 1.1 45 1.72

30 1.85 40 1.2 40 2.30

25 2.67 35 1.9 35 3.20

20 4.17 30 2.6 30 3.90

15 5.86 25 3.7 25 5.78

10 6.64 20 5.0 20 6.76

15 6.8 15 7.75

Intensity - Duration

y = 47.821x-0.669

y = 60.500x-0.6675

y = 42.322x-0.6635

1

10

100

1.0 10.0Log Duration in Hrs

L o g

I n t e n s

i t y ( m m

/ h r )

Figure 2.5: Log duration Vs Log Intensity for Step Method

Table 2.13: Evaluated coefficient from Log Duration Vs Log Intensity for

Step method

Return period n a

1 0.65 42.322

2 0.65 50.332

5 0.65 59.358



ST


With


y = 41.818x0.2238

1

10

100

1 10Return Period

c o e

f f i c i e n

t o

f a

Figure 2.6: Return Period Vs coefficient of a for Step Method


(Frequency of Intense Storm/ Step method)

Return Period in years / Rainfall Intensity in mm/hrDuration in

minutes 0.50 1.00 2 5 10 25 100

5.00 135.39 158.02 184.44 226.25 264.07 308.84 357.63

10.00 98.27 114.70 133.87 164.22 191.67 228.22 279.28

15.00 79.28 92.53 108.00 132.48 154.62 185.62 233.39

20.00 67.44 78.71 91.86 112.69 131.53 158.63 202.71

25.00 59.22 69.12 80.68 98.97 115.51 139.73 180.49

30.00 53.14 62.02 72.39 88.80 103.64 125.64 163.53

35.00 48.41 56.51 65.95 80.90 94.43 114.64 150.08

40.00 44.62 52.08 60.79 74.57 87.03 105.79 139.10

45.00 41.50 48.43 56.53 69.34 80.94 98.47 129.95

50.00 38.87 45.37 52.95 64.95 75.81 92.31 122.17

55.00 36.62 42.75 49.89 61.20 71.43 87.03 115.46

60.00 34.68 40.48 47.24 57.95 67.64 82.45 109.61

70.00 31.47 36.73 42.86 52.58 61.37 74.88 99.87

80.00 28.91 33.74 39.38 48.31 56.39 68.84 92.04

90.00 26.82 31.30 36.53 44.82 52.31 63.89 85.60

120.00 22.30 26.03 30.38 37.26 43.49 53.18 71.53



ST


With


IDF Curves

0

50

100

150

200

250

300

350

400

450

0 15 30 45 60 75 90 105 120 135 150

Duration in minutes

I n d e n s i t y i n m m / h r

0.5 Year

1 year

2 year

5 year

25 year

100

Figure 2.7: Intensity- Frequency-Duration Curves by Step Method

d) Alternative-IV (Based on Published Literature)

Intensity –Duration-Frequency curves are developed for Amaravati region and a

generalised equation (10) for Intensity –Duration-Frequency is obtained in the

following form.

( )

0 . 2 1 8

0 . 1 8 5 4

3 0 . 0

5 2

T i

t =

− ………. (10)

Where ‘T‘ is the return period in years and ‘t ‘is the duration in minutes.

The drawback of this alternative is that the intensities are evaluated for duration

=> 60 minutes.



ST


With



(Based on Published Literature)


Return Period , YearsTime

in minutes

0.5 1 2 5 10 25 100

60.00 30.15 35.07 40.79 49.81 57.94 70.75 95.71

70.00 25.94 30.18 35.10 42.86 49.85 60.87 82.35

80.00 23.90 27.80 32.34 39.49 45.93 56.08 75.87

90.00 22.59 26.27 30.56 37.31 43.40 53.00 71.70

100.00 21.63 25.16 29.26 35.73 41.56 50.75 68.66

110.00 20.88 24.29 28.25 34.50 40.13 49.00 66.29

120.00 20.28 23.58 27.43 33.50 38.96 47.58 64.36

2.2.12 Conclusions

• The intensities (mm/hr) evaluated by various alternatives are comparable.

Alternative II gives a lower value and III a higher and alternative I and IV

gives similar values. The average value between II and III is similar to I and

IV. Therefore Alternative I is selected for design purpose

• Rainfall Intensities evaluated based on Alternative I [as per IMD empirical

reduction formula and as per Gumbel’s Extreme Value (type I) distribution]

is proposed for the design of stormwater drainage system for the project

area. Proposed Intensity, duration and frequency are given in Table 2.16 and

Table 2.17 for roadside drains minor, major nallah and for river channel

respectively



ST


With


Table 2.16: Proposed Intensity-Duration-Frequency for Roadside Drain

Minor and Major Nallah

Intensity mm/hr

Return Period in years

Time of

Concentration

(tc) in minutes

0.5 1.0 2.0

Road Side

Drain30 50 55 63

Minor Nallah

&

Major Nallah30 - - 63

Table 2.17: Proposed Intensity Duration Frequency for River Channel

Time of Concentration (Min.) Intensity (mm/hr) Return period (yrs)

60 65 25

2.2.13 Coefficient of Runoff (C)

The coefficient of runoff (C) is the portion of precipitation that makes its way to

the drain. Its value depends on a large number of factors such as permeability of

the surface, type of ground cover, shape and size of the catchment area, the

topography, the geology initial state of wetness and duration of storm. Table

2.18 gives the coefficient of runoff for various surfaces commonly adopted in

the rational formula.

Table 2.18: Coefficient of Runoff for Various Surfaces

Land use C

Commercial

Central area 0.70-0.95

Neighbourhood area 0.50-0.70

Residential

Apartment dwelling areas 0.50-0.70

Sub urban 0.25-0.40

Sub urban areas with few buildings 0.10-0.25

Industrial

Light areas 0.50-0.80

Heavy areas 0.50-0.90



ST


With


Land use C

Park, Cemeteries 0.10-0.25

Play grounds 0.20-0.35

Rail road yard areas 0.10-0.30

Forest and Jungle 0.01-0.20

Streets

Asphaltic 0.70-0.95

Concrete 0.80-0.95

Lawns 0.10-0.15

Agricultural land

Sandy soil with crop 0.10-0.25

Heavy soil with crop 0.20-0.50

Composite ‘C’ value shall be calculated for different land uses contributing to a

single catchment.

Note: Lesser values for larger areas and higher values for steep slopes shall be

adopted.

2.2.14 Catchment Area (A)

Based on topography, catchment area contributing to proposed drain shall be

calculated in hectares.

2.2.15 Calculation of Peak Runoff / Stromwater Flow

From the rainfall intensity (I), catchment area (A) and composite value of ‘C’

peak flow (Q) in the drain shall be calculated using the equation (1).

2.2.16 Planning and Designing of Stormwater Drainage System

• The planning & designing of stormwater drainage system for Nagpur

Municipal Corporation has been prepared taking into consideration &

strict Compliance of the design criteria & guidelines stipulated in

- Manual on Sewerage and sewage treatment by CPHEEO.

- ICR –SP-50 Guidelines on urban Drainage New Delhi 1999

- Water storm Collection System Design Hand book.



ST


With


2.2.17 Design Criteria

The rain water from the right of way of the road is ultimately required to be

transported away before it can cause nuisance or damage. Depending on the

road width, land use the following system shall be proposed

i) Over the surface

ii) In open channels

iii) In covered drains or pipes

i) Drainage over the Surface

The drains are located along the drain through gulleys or bell mouths.

Minor roads in residential areas are narrow, will be difficult to provide

separate space for drains. In such cases water will be allowed to flow in

the kerb channel which can be led into the main road.

Besides saving in the cost of drain, the water is kept at higher level

which may help in reducing the depth of drain at downstream or provide

a better gradient and reduce silting and other maintenance problems.

Another advantage is that the water takes longer time / length to enter

the drain and reduces the peak flow.

ii) Drainage through Open Channel

The open drains along the road side definitely have to be away from the

shoulders or the berm and require additional space. They are easier to

maintain and allow removal of silt and other solids easily. Also, for a

given cross section open drains can carry much larger discharge

particularly in flood conditions when the drain is surcharged, however

open drains have their inherent disadvantage of being used as a litter bin.

iii) Covered Drains or Pipes

Covered drains i.e, rectangular drains with cover slabs are free from

garbage dumping problems. Also, they can be located below the

footpath or in extreme cases below the carriage way where space is

restricted. Pipe drains also have the above advantages but cleaning of

such drains is not possible by ordinary method and they need special

equipments. Also due to minimum size requirements and cushion

requirements, pipe drains tend to become deep and increase the depth of

drain at the downstream end.



ST


With


While selecting the type of drain, cost shall not be the only consideration but

also the area requirement and the cost of maintaining the system shall be

considered.

2.2.17.1 Capacity

Capacity of the drain shall be designed by using Manning’s formula.

2

1

3

21

S ARn

Q

=

2

1

3

21

S Rn

V

=

Where

arg / secQ disch e in cum=

/secV velocity in m=

'n Manning s coefficient of roughness=

, R hydraulic mean radius in m=

( )secarea of flow cross tion divided by wetted perimeter −

S gradient =

2sec A Area of flow cross tion in m= −

2.2.17.2 Manning’s Coefficient of Roughness

Table 2.19: Manning’s Coefficient of Roughness for Various Types of

Surface

Type of Surface Value of “n”

Concrete Pipe 0.013

Plastered brick surface with neat cement finish 0.013

Dry rubble masonary 0.033

Dry stone Pitching 0.020

Natural stream/ Nallah 0.022



ST


With


2.2.17.3 Type of Drain

Closed Conduit

The pipe size shall be determined using peak discharge for each pipe and the

Manning’s formula assuming full pipe flow condition. All conduits will be

designed to flow 0.8 full at peak flow.

Minimum Conduit Size

Minimum Diameter of the pipe shall be 300 mm.

Open Channel

The usual channel shapes are

a) Parabolic

b) Trapezoidal

c) Rectangular

d) Triangular or V-shaped

The parabolic profile is considered best for hydraulic flow but its actual

construction and maintenance is difficult hence not considered. The V-shaped

drain is not very popular as its desilting is difficult. The trapezoidal and

rectangular sections are easy to construct and are considered most suitable.

Economical Section

As far as possible for obtaining economical sections for lined drains the bed

width and depth shall be proposed as follows

Rectangular drain

d b 2=

Trapezoidal drain

( )0.82 1:1b d side slope=

11.24 :1

2b d side slope

=

For main and trunk drains the side slopes shall be 1:1 or ½: 1 depending upon

the nature of the soil and availability of land.



ST


With


Weep holes shall be provided in the bed of all main drains where the height of

water table is expected to be above the bed level of the drain.

2.2.17.4 Silt Pit

A silt pit shall be provided for water entrants, with gratings at all the inlet points

of every covered drain and also provided with vertical grating for the flow fromwater table in order to avert entry of floating material into the drain.

2.2.17.5 Minimum and Maximum Velocities

Table 2.20: Minimum and Maximum Velocities for various Types of Drain

Type of DrainMinimum

Velocity ,m/sec

Maximum

Velocity ,m/sec

Pipe drain 0.8 3.0

Internal drain (RCC) 0.45 3.0

Intercepting and Main drains (RCC) 0.75 3.0

2.2.17.6 Minimum Freeboard

Table 2.21: Minimum Free Board for various Bed Width of Drain

Drain Size Free Board

Up to 300 mm bed Width 10 cm

Beyond 300 mm Bed Width and up to 900 mm Bed

Width15 cm

Beyond 900 mm Bed Width and up to 1500 mm Bed

Width30 cm

2.2.17.7 Minimum Section of Drain

It should be possible to clean the drain periodically using a spade. Accordingly

it is recommended that minimum width of a drain should not be less than 300

mm.

2.2.17.8 Minimum Slope

Closed Conduit - 1%

Open Channel - 0.1%



ST


With


2.2.17.9 Minimum Cover (Pipe Cover)

Minimum cover depth of 1.0 m shall be proposed for storm sewer and for inlet

leads 0.6m

2.2.18 Manholes

To facilitate cleaning and maintenance manholes shall be provided. Manholes

shall be provided at every change of alignment, gradient or diameter, at the head

of all storm sewers and branches, at every junction of two or more storm sewers

and at the storm inlet where it connects to a sewer that is less than 600 mm in

diameter.

Manholes shall be provided at intervals of 120-150m for pipes of more than

600mm in diameter.

2.2.19 Stormwater Inlets (General)

Maximum spacing of inlet would depend upon various conditions of road

surface, size and type of inlet and rainfall. A maximum spacing of 30 m shall be

provided. The connecting pipe from the street inlet to the main street sewer shall

not be less than 200mm in dia.

The minimum slope shall be 2%.

Location of storm sewer (closed conduit)

Vertical alignment - 1 m from top of road

Horizontal alignment - 1.5 m from right side of kerb

On road with divider - on both side of road

Location of storm sewer (channel)- Both side of road below foot path

2.2.20 Approach and Methodology

Component 1 (Roadside Drains) includes Hydrologic and Hydraulic analysis of

existing and proposed roadside drains

Component 2 (Major Drainage Channels) includes Hydrologic and Hydraulic

analysis of major drainage channels i.e. major and minor nallahs

Component 3 (Disposal) includes Hydrologic and Hydraulic analysis of river



ST


With


2.2.21 Concept, Methodologies and Procedures

Using detailed base map of the project area the project area shall be divided into

catchments and sub-catchments based on topography.

Surface runoff from property and roads will discharge to minor or major nallahs

through road side drains and further disposal will be through major nallahs to

river.

i) Hydrologic and hydraulic analysis shall be carried out for nallahs and

river sections.

ii) For preliminary design the single section method shall be used and for

detailed engineering the step backwater method shall be used for nallahs

section.

iii) Hydraulic analysis for nallah section shall be carried out for two

alternatives as follows:

• Alternative 1 – Concrete lining for side walls and bottom without

treatment i.e. natural channel

• Alternative 2 – Concrete lining for side walls as well as bottom ofnallah

iv) For river channelisation hydraulic analysis shall be carried out for

concrete lining for side walls and bottom without treatment.

STORMCAD latest version software shall be used for design.

v) Rectangular sections shall be proposed for river channel section and

trapezoidal sections for nallah channel section.

vi) R.C.C. structures shall be proposed for nallah and river section.

vii) Road side drains shall be proposed on both side of roads except in some

part of slum area.

viii) Drains shall be planned taking into consideration with ground levels,

slope of the ground, valley and ridges and also the land use planned.

ix) Drains shall be planned to get good longitudinal slope, considering the

nature of soil and subsoil water level large areas shall be subdivided

into small grids to avoid a long main drain.

x) Efficiency in maintenance of drainage system shall be given an

important consideration in selecting the size shape and the location.



ST


With


xi) At attempt shall be made in the design to provide higher starting and

higher outfall bed levels in drains. A free outfall shall be attempted as

far as possible.

xii) Design of main drain shall be so made as to allow use of the normal

methods for desilting operations.

xiii) Hydraulic analysis of road side drains shall be carried out with

STORMCAD Software.

xiv) Existing drain system shall be checked for its adequacy and

replacement shall be proposed for the drains which are not adequate in

capacity.

2.2.22 Component 1: Roadside Drains

2.2.22.1 Introduction to Design Approach

The primary goal of storm drain design is to minimize water logging and limit

the amount of water flowing on the travel way or ponding at sag points in the

roadway grade to quantities that will not interfere with the passage of traffic for

the design frequency storm. This is accomplished by

• Making connection of all property drains to road side drains

• Placing inlets at such points and at such intervals to intercept flows and

control spread

• Providing adequately sized storm drain to convey flow from the inlets to a

suitable outfall location

• Providing outfall conditions that do not cause excessive backwater

throughout the storm drain system.

2.2.22.2 System Planning

System planning is critical prior to commencing the design of a storm drainage

system. This involves the accumulation of basic data familiarity with the

project size, a basic understanding of hydrologic and hydraulic principles and

the applicable drainage policies and design criteria.

2.2.22.3 Design Approach

The typical steps of the design process for a stormwater drainage system are

listed below;

• Data collection

• Coordination with other agencies



ST


With


• Preliminary layout of project with respect to surrounding area

• Plan layout of storm drain system

Locate main outfall(s)

Determine direction of flow

Determine contributing drainage area

Determine inlet type spacing and capacity

Determine location of existing utilities

Determine location of existing storm drain systems

• Size the drain

• Perform hydraulic grade line analysis

• Prepare the plan

• Documentation of design

2.2.22.4 General Considerations followed in the Design of Storm water Drain

• Drains are planned taking into consideration the ground levels, slope of the

ground, valley and ridges and also the land uses planned

• Drains are planned to get good longitudinal slope, considering the nature ofsoil and subsoil water level. Large areas are subdivided into small grids to

avoid a long main drain

• Efficiency in maintenance of drainage system is given an importantconsideration in selecting the size, shape and the location

• An attempt have been made in the design to provide higher starting andhigher outfall bed levels in drains. A free outfall is attempted as far as

possible

• Design of the main drain is so made as to allow use of the normal methodsfor desilting operations

2.2.22.5 Preliminary Layout of Proposed Roadside Drains

Preliminary layout featuring the basic components of the intended design are

valuable in the design development. After design completion, the layout

facilitates documentation of the overall plan. The following items are included

in the preliminary layout.

• General roadway layout

• Basic hydrologic data (water bodies)

• Land use

• Outfall locations and characteristics

• Surface features (topography)



ST


With


• Flow direction

• Inlet

2.2.22.6 Roadside Drains in Slum Area

In slum areas roadside drains are proposed on both side of road on broader

roads. Storm from narrow roads will be directly picked up to these drains.

2.2.22.7 Stormwater Drainage in Proposed Clusters

A tentative design considering the contours, discharge points and levels of DP

road is prepared. The formation levels of clusters shall be adjusted to suit the

design of storm water drainage system. A separate block cost estimate is

prepared and presented for information which will not form the part of proposed

drainage system. This cost shall be met from the cost of development of

clusters.

Table 2.22 below gives proposed size, total length and type of drain.

Table 2.22: Proposed Size, Total Length and Type of Drain


Shanthi Nagar Nallah Basin

1 300x150 42289

2 300x200 11000

3 400x200 7107

4 400x250 9538

5 400x300 281

6 500x250 5987

7 500x300 8107

8 600x300 3276

9 600x350 4328

10 600x400 313

11 700x300 1167

12 700x350 1462

13 700x400 4530

14 800x400 314

15 800x450 1444

16 900x400 12

17 900x450 1421

18 900x500 1198

19 900x550 104

20 1000x500 239

21 1000x550 38

22 1100x550 633

23 1100x600 497

24 1100x650 433

25 1200x600 215


cover



ST


With



26 1200x650 144

27 1300x650 128

28 1300x700 78

29 1400x700 936

30 1400x750 7

31 1500x750 121

32 1500x800 60

33 1600x800 148

34 1600x850 560

35 1700x900 158

36 1800x900 87

Chamar Nallah Basin

37 300x150 154575

38 300x200 49837

39 400x200 28066

40 400x250 28126

41 400x300 742

42 500x250 13605

43 500x300 18460

44 600x300 8014

45 600x350 8163

46 600x400 353

47 700x300 1724

48 700x350 3896

49 700x400 11735

50 700x450 216

51 800x400 3130

52 800x450 3402

53 800x500 150

54 900x450 1647

55 900x500 3079

56 900x550 471

57 1000x500 709

58 1000x550 1766

59 1000X900 68

60 1100x550 621

61 1100x600 1266

62 1100x650 431

63 1200x600 326

64 1200x650 837

65 1300x650 145

66 1300x700 1606

67 1400x700 79

68 1400x750 168

69 1500x800 1881


cover

Bor Nallah Basin

70 300x150 26696

71 300x200 6567


cover



ST


With



72 400x200 2287

73 400x250 8598

74 400x300 382

75 500x250 1022

76 500x300 3874

77 600x300 1034

78 600x350 460

79 600x400 103

80 700x300 12

81 700x350 629

82 700x400 717

83 800x400 445

84 800x450 731

85 800x500 55

86 900x500 55

87 1000x550 213

88 1000x600 102

89 1100x550 12

90 1100x600 102

91 1200x600 74

Pioli River Basin

92 300x150 55893

93 300x200 14984

94 400x200 14087

95 400x250 7430

96 400x300 4540

97 500x250 4253

98 500x300 6943

99 600x300 4368

100 600x350 1218

101 600X400 30

102 700x300 2520

103 700x350 2300

104 700x400 2855

105 700x450 760

106 800x300 47

107 800x400 3214

108 800x450 3768

109 800x500 365

110 900x450 1121

111 900x500 2261

112 900x550 848

113 1000x500 410

114 1000x550 468

115 1000x600 271

116 1100x550 219

117 1100x600 59

118 1200x600 528


cover



ST


With



119 1200x650 841

120 1200x700 9

121 1400x700 320

122 1400x800 1178

123 1600x800 282

124 1800x900 617

Table 2.23: Proposed Size, Total Length and Type of Drain (cluster)Section Size (m) Length (m) Section Size (m) Length (m)

300x150 349220 900x500 12531

300x200 123978 900x550 35

350x200 183 900x600 6095

400x200 78274 900x700 56

400x250 76294 1000x500 2298

400x300 43 1000x550 6685

500x250 34268 1000x600 36

500x300 45484 1000x700 278

500x900 7 1000x800 102

600x300 16052 1100x550 2168

600x350 16082 1100x600 5788

660x750 5920 1100x650 1537

600x400 1700 1200x600 1873

700x300 2722 1200x650 2855

700x350 6801 1300x650 1427

700x400 38289 1300x700 5082

700x450 0 1400x700 2013

750x450 163 1400x750 1337

800x300 0 1400x800 298

800x400 7497 1500x750 1207

800x450 16350 1500x800 4167

850x700 106 1600x800 2039

800x500 0 1700x850 10

900x400 0 1800x900 0

900x450 8251

2.2.23 Hydraulic Analysis of the Existing Stormwater Drainage System

For analysis, all the data of the existing network is entered into the stormCAD

Software to make a computer model of the existing stormwater drainage system.

Each drain is further divided into segments, each segment acting as a

concentrated node of the drain receives drainage from a definite area of a sub-

catchment. After running the simulated model the software output has provided

systematic results of the adequacy / inadequacy of each existing storm drain.

Augmentation of Existing System



ST


With


Whenever the analysis of the existing system shows inadequacy, drains of

higher size have been proposed to increase the system capacity to accommodate

the design storm flow. The Table 2.24 provides details of replacement of

existing drains.

Table 2.24: Details of Replacement of Existing Drains

Survey

Sheet No.

Upstream

Node

Downstream

Node

Size of

Existing

Drain (mm)

Length

(m)

Size of

Proposed

Drain (mm)

5118 60 62 225Ø 65 300x150

5118 61 62 225Ø 205 500x250

5118 62 63 225Ø 115 500x250

5119 37 54 300Ø 52 700x350

5119 47 48 300Ø 50 400x250

5119 48 49 300Ø 40 900x450

5119 53 54 450Ø 65 800x450

5119 54 56 300Ø 25 900x500

5119 56 57 300Ø 55 900x500

5119 78 79 150Ø 45 300x150

5120 1 6 150Ø 125 600x300

5120 4 6 300Ø 65 400x250

5120 6 7 300Ø 45 600x300

5120 10 11 225Ø 175 300x150

5120 12 13 225Ø 115 600x350

5120 27 28 150Ø 30 300x150

5120 85 87 150Ø 90 300x200

5120 86 87 150Ø 100 300x200

5120 87 89 250Ø 50 700x300

5120 89 91 250Ø 10 700x300

5120 91 92 225Ø 225 700x300

5121 1 2 300Ø 738 1300x700

5121 3 4 300Ø 750 1300x700

5121 5 7 300Ø 20 500x300

5121 7 8 225Ø 250 700x300

5121 33 40 300Ø 120 600x300

5121 39 40 300Ø 35 400x250

5121 40 40/A 300Ø 120 600x300

5121 41 43/A 300Ø 48 700x350

5121 59 60 300Ø 240 600x300

5121 39/A 39 300Ø 60 400x200

5121 40/A 41 300Ø 8 600x300

5121 43/A 43 300Ø 15 700x350

5317 43 44 450X400 200 1300X700

5317 56 57 300x300 75 800x450



ST


With


SurveySheet No.

Upstream Node

Downstream Node

Size ofExisting

Drain (mm)

Length(m)

Size ofProposed

Drain (mm)

5317 58 60 200x200 98 300x150

5317 60 66 200x200 20 300x150

5317 61 63 200x300 108 700x400

5317 62 63 200x300 20 300x150

5317 63 64 200x300 53 700x400

5317 89 90 300x400 55 700x400

5317 90 91 300x400 30 700x400

5317 94 92 150x150 155 700x400

5317 194 195 900x1000 35 1100x650

5317 196 197 900x1000 1060 1100x650

5317 199 200 225Ø 212 700X350

5318 84 85 300Ø 97 300x200

5318 103 104 225Ø 85 500x250

5319 50 51 225Ø 110 300x200

5319 54 57 300Ø 72 300x200

5319 76 77 300Ø 280 300x200

5319 81 99 300Ø 114 300x150

5319 82 100 300Ø 175 300x150

5319 98 99 300Ø 165 700x300

5319 99 100 300Ø 88 300x150

5319 100 101 300Ø 201 300x150

5319 154 158/A 225Ø 114 400x250

5319 163 164 225Ø 459 600x350

5319 165 167 225Ø 142 300x150

5319 166 167 150Ø 112 300x150

5319 167 168 225Ø 80 500x300

5319 206 207 300Ø 190 300x150

5319 215 220 200x100 28 1000x550

5319 43/1 44 300Ø 245 400x200

5320 47 49 450x600 78 700x300

5320 49 50 450x600 95 700x300

5320 52 54 300Ø 78 300x200

5320 53 54 300Ø 115 700x350

5320 54 60/b 450Ø 133 700x450

5320 55 57 225Ø 40 300x150

5320 56 57 225Ø 53 300x150

5320 57 59 300Ø 45 300x150

5320 63 64 300Ø 191 900x450

5320 68 70 300Ø 50 500x300

5320 69 70 300Ø 235 600x300

5320 73 73/1 300Ø 145 900X450

5320 76 73 450Ø 505 600x300

5320 86 88 300Ø 34 300x150



ST


With


SurveySheet No.

Upstream Node

Downstream Node

Size ofExisting

Drain (mm)

Length(m)

Size ofProposed

Drain (mm)

5320 88 90/A 300Ø 72 400x250

5320 90 90/A 300Ø 482 700x300

5320 100 112 300Ø 425 300x150

5320 101 102/A 300Ø 5 300x200

5320 102 102/A 350Ø 20 300x150

5320 103 110 350Ø 108 400x250

5320 104 105 350Ø 90 500x300

5320 105 103 300Ø 50 300x150

5320 105 107 300Ø 122 400x300

5320 106 107 300Ø 308 300x200

5320 107 109 300Ø 30 300x150

5320 108 109 300Ø 45 700x400

5320 109 110 300Ø 15 300x150

5320 110 112 350Ø 54 700x350

5320 116 121 225Ø 420 400x200

5320 121 117/5 225Ø 95 1000x600

5320 153 154 300Ø 216 400x200

5320 102/A 103 350Ø 90 400x250

5320 117/5 117 450Ø 205 1000x600

5320 60B 60 450Ø 175 300x150

5321 22 23 450Ø 160 1800x900

5321 24 24/1 450Ø 178 400X200

5321 24 24/1 450Ø 271 400x200

5321 24/1 25 450Ø 127 600x300

5322 1 2 225Ø 300 400x200

5322 11 12 250x250 130 300x150

5517 43 44 450x400 200 1300x700

5517 108 109 900x700 145 1000x500

5517 138 140 450Ø 78 300x200

5517 139 152 450Ø 78 500x200

5517 220 222 225Ø 120 1600x800

5517 230 231 300Ø 170 400X300

5517 230 231 300Ø 170 300x200

5517 232 233 500Ø 93 500x250

5517 264 265 600X700 100 400X250

5517 265 264 600x700 337 400x250

5517 267 268 400x500 341 500x300

5517 270 274 300Ø 20 300x150

5517 270 273 300Ø 30 500x200

5517 271 274 300Ø 68 300x150

5517 272 273 225Ø 30 400x250

5517 272 273 225Ø 30 400x250

5517 274 276 500Ø 73 300x150



ST


With


SurveySheet No.

Upstream Node

Downstream Node

Size ofExisting

Drain (mm)

Length(m)

Size ofProposed

Drain (mm)

5517 274 276 500Ø 73 300x150

5517 276 278 600Ø 63 400x200

5518 8 11 300Ø 42 900x500

5518 9 10 300Ø 268 800x400

5518 13 14 300Ø 135 1500x800

5518 24 27 300Ø 384 800x600

5518 26 31 300Ø 380 600x300

5518 41 46 300Ø 61 700X400

5518 41 43 300Ø 61 700x400

5518 41 46 300Ø 140 700X450

5518 43 45 300Ø 43 700x450

5518 45 46 300Ø 82 700x450

5518 47 52 300Ø 137 700X400

5518 49 51 300Ø 113 500x300

5518 51 52 300Ø 109 500x300

5518 62 68 225Ø 76 300x150

5518 62 66 225Ø 76 300x150

5518 67 72 225Ø 16 300x150

5518 72 74 300Ø 58 300x150

5518 99 100 500x500 56 500x300

5518 113 115 400Ø 50 700x400

5518 114 115 400Ø 75 700X400

5518 115 116 400Ø 40 300x150

5518 143 144 500x500 54 600x300

5518 157 159 900x600 124 1000x500

5518 158 159 900x600 145 1000x500

5518 174 175 225Ø 84 300x150

5518 176 177 225Ø 75 300x150

5518 12/2 10 300Ø 42 1500x800

5518 73/1 83 300Ø 104 700X350

5519 33 35 375Ø 110 700x400

5519 35 37 450Ø 42 700x400

5519 37 39 450Ø 38 700x400

5519 38 39 300Ø 157 300x150

5519 39 47 450Ø 35 700x400

5519 47 56 600Ø 135 700x400

5519 55 56 300Ø 33 300x150

5519 56 60 600Ø 148 700x400

5519 58 157 300Ø 63 400x250

5519 69 71 225Ø 205 500x250

5519 78 79 450Ø 187 1300x700

5519 86 87 300Ø 140 300x200

5519 104 105 300Ø 36 300X150

5519 105 107 300Ø 36 300X150



ST


With


SurveySheet No.

Upstream Node

Downstream Node

Size ofExisting

Drain (mm)

Length(m)

Size ofProposed

Drain (mm)

5519 107 109 300Ø 39 300X200

5519 109 110 300Ø 39 300X200

5519 135 136 300Ø 370 300x150

5519 137 138 300Ø 323 600x300

5519 139 140 300Ø 172 700x450

5519 149 151 300Ø 113 300x200

5519 150 151 300Ø 181 300x150

5519 151 152 300Ø 65 400x250

5522 1 2 300x400 114 900x500

5522 3 4 300x400 95 900x500

5717 1 3 225Ø 10 400x250

5717 3 4 225Ø 10 600x350

5717 13 14 300Ø 48 400x300

5717 14 15 300Ø 10 700x400

5717 15 16/1 300Ø 60 800x450

5717 15 16 225Ø 91 300x150

5717 17 19 150Ø 17 300x150

5717 21 22 300Ø 140 500 x 300

5717 22 10/A 300Ø 60 700 x 300

5717 25 26 300Ø 92 300 x 150

5717 37 39 225Ø 12 300x 150

5717 37 38 225Ø 12 300x150

5717 37 39 225Ø 12 300x150

5717 38 39 225Ø 12 300x 150

5717 39 41 225Ø 14 300x150

5717 40 41 225Ø 14 300x150

5717 41 43 225Ø 105 300x 150

5717 42 43 225Ø 105 300x 150

5717 43 57 225Ø 52 300x200

5717 45 47 225Ø 60 300x 150

5717 52 54 225Ø 20 300x150

5717 54 56 225Ø 72 400x250

5717 55 56 225Ø 72 300x150

5717 56 57 225Ø 52 400x250

5717 66 68 300Ø 34 300 x 150

5717 70 71 300Ø 17 900x500

5717 71 76 300Ø 65 300 x 150

5717 76 77 300Ø 25 400 x 250

5717 77 78 300Ø 48 700x 300

5717 79 79/B 225Ø 34 300x150

5717 82 85 225Ø 35 500 x 300

5717 84 84/A 225Ø 91 300x 150

5717 84 85 225Ø 34 300x150

5717 85 89 225Ø 11 500 x 300



ST


With


SurveySheet No.

Upstream Node

Downstream Node

Size ofExisting

Drain (mm)

Length(m)

Size ofProposed

Drain (mm)

5717 88 87 225Ø 80 300x150

5717 89 90 225Ø 24 700x400

5717 89 90 225Ø 10 500x300

5717 93 94 300Ø 232 500x300

5717 96 97 300Ø 38 500x250

5717 97 94 300Ø 232 300x200

5717 99 101 300Ø 35 300x150

5717 100 101 300Ø 70 500X300

5717 101 102 300Ø 70 300x150

5717 102 103 225Ø 70 700x350

5717 115 116 225Ø 67 300x150

5717 117 118 225Ø 10 300x150

5717 117 118 225Ø 63 300x150

5717 119 120 225Ø 223 300x200

5717 121 122 225Ø 142 400x200

5717 143 145 450Ø 237 400x250

5717 144 145 300Ø 237 400x250

5717 145 147 450Ø 120 900x500

5717 147 148 450Ø 55 1100x600

5717 152 153 450X600 160 1100X650

5717 153 154 450X600 124 1100X650

5717 10/A 9/B 300Ø 20 700x 300

5717 131/1 132 300X400 900 900X500

5717 150/A 152 450X600 125 700 X400

5717 84/A 85 225Ø 35 300x 150

5717 9/A 9/B 300Ø 164 700x300

5718 10 12 1000X900 60 1500X800

5718 13 14 1000X900 270 1500X800

5718 21 32 225Ø 75 800x450

5718 27 28 225Ø 76 400x200

5718 30 32 225Ø 41 800x450

5718 31 32 225Ø 90 400X200

5718 34 36 300Ø 42 300x150

5718 36 37 300Ø 27 400x250

5718 38 39 300Ø 8 500X300

5718 40 42 300Ø 12 400x250

5718 41 42 300Ø 73 600X350

5718 42 44 300Ø 25 800x450

5718 43 44 300Ø 74 300x150

5718 44 45 300Ø 10 500x250

5718 48 50 300Ø 27 300x150

5718 50 52/1 300Ø 228 300X200

5718 52 52/1 300Ø 103 400X200

5718 52 53 300Ø 19 500X300

5718 158/1 158 900x600 86 1000x500



ST


With


SurveySheet No.

Upstream Node

Downstream Node

Size ofExisting

Drain (mm)

Length(m)

Size ofProposed

Drain (mm)

5719 5 6 300Ø 214 1000x550

5719 7 8 300Ø 246 300x150

5719 9 10 300Ø 209 500x300

5719 13 14 300Ø 137 700x400

5719 16 17 1000x900 71 1500X800

5719 18 18/1 1000x900 227 1500X800

5719 19 18/1 1000x900 140 1500X800

5719 21 23 300Ø 50 400x250

5719 22 23 300Ø 58 300x150

5719 23 25 300Ø 30 500X300

5719 24 25 300Ø 64 800x450

5719 25 27 300Ø 30 500X300

5719 25 26 300Ø 60 800x450

5719 27 29 300Ø 13 500X300

5719 28 29 300Ø 54 500x250

5719 29 31 300Ø 12 400x250

5719 30 31 300Ø 124 300x150

5719 31 33 300Ø 20 400x250

5719 33 34 300Ø 68 400x250

5719 48 49 300Ø 98 600x350

5719 50 53 300Ø 294 400x200

5719 51 52 300Ø 48 1000x500

5719 56 57 300Ø 273 300x200

5719 58 59 300Ø 243 300x150

5719 58 58/1 300Ø 50 400X250

5719 60 62 300Ø 188 300x150

5719 61 62 300Ø 55 300x150

5719 63 64 300Ø 30 300x150

5719 66 64 300Ø 36 500x250

5719 67 68 300Ø 74 300x150

5719 88 40 225Ø 39 300X150

5719 94 95 300Ø 157 300x150

5719 106 107 300Ø 75 300x150

5719 108 109 300Ø 80 300x150

5720 17 19 150x200 74 300x150

5720 19 21 150x200 65 300x150

5720 21 22 150x200 139 300x200

5720 23 25 300Ø 239 300x150

5720 24 25 300Ø 67 800x450

5720 25 26 300Ø 108 800X450

5720 27 28 300Ø 328 500X300

5720 29 31 300Ø 178 300x150

5720 30 31 300Ø 126 500x250

5720 31 32 300Ø 155 1100x550



ST


With


SurveySheet No.

Upstream Node

Downstream Node

Size ofExisting

Drain (mm)

Length(m)

Size ofProposed

Drain (mm)

4517 7 13 225Ø 115 500X250

4517 9 10 225Ø 120 900x450

4517 10 12 225Ø 100 900x450

4517 11 13 225Ø 145 500x250

4517 13 15 300Ø 230 900x500

4517 14 15 300Ø 121 400x250

4517 15 16 300Ø 143 1300x700

4718 15 16 500x400 100 700x350

4718 17 16 500x400 51 300x150

4718 70 71 450Ø 60 1200X600

4918 5 6 300Ø 178 300x150

4919 4 5 300Ø 71 400x600

4919 24 22 300Ø 65 400x250

4919 25 26 300Ø 43 300x200

4919 26 28 300Ø 55 300x200

4919 27 28 300Ø 37 300x150

4919 28 30 300Ø 16 700x300

4919 31 33 300Ø 50 400x250

4919 32 33 300Ø 50 400x250

4919 34 35 300Ø 239 300x150

4919 35 37 300Ø 40 400x250

4919 36 37 300Ø 40 300x200

4919 37 38 300Ø 110 600x300

4919 38 39 300Ø 55 800x400

4919 81 84 300x300 43 400x200

4919 131 132 300Ø 120 400x200

4919 132 124 150Ø 120 300x150

4919 147 151 300Ø 100 300x150

4919 149 151 300Ø 97 300x150

4919 150 151 300Ø 38 300x150

4919 151 152 300Ø 170 300x150

4919 185 186 300x300 89 400x200

4919 191 195 300Ø 193 300X200

4919 192 194 300Ø 75 300x150

4919 193 194 300Ø 71 300x150

4919 194 194/2 300Ø 142 300x150

4919 201 203 300Ø 50 500x250

4919 202 203 300Ø 50 400x200

4919 203 206 300Ø 120 600x300

4919 24/1 24 300Ø 53 300x150

4919 33/2 35 300Ø 226 500x250



ST


With


2.2.24 Component 2: (Major Drainage Channels) includes Hydrologic and

Hydraulic Analysis of Major Drain Channels i.e. Major and Minor Nallahs

In north zone, there are 25 minor nallahs and 14 major nallahs discharging to

Pioli river.

2.2.24.1 Methodology for Sizing of Nallah Sections

The following methodology have been followed for sizing of nallah section

Step 1 – Assemble site data

A) Data collection

• Topographic, site and location map

• Nallah bed survey

• Historic flood data and local knowledge

B) Environmental constraints

• Floodplain encroachment

• Floodway designation

C) Design criteria

Step 2 - Hydraulic Analysis

Type of hydraulic analysis

- Step backwater analysis

- Survey information needed

- Stream bed profile

- Location of cross section

- Elevation of flood-prone property

- Details of existing structures

- Properties of bed and bank materials



ST


With


Step 3 – Evaluate Hydrologic Variables

• Compute discharges for selected frequencies

Step 4 – Perform Hydraulic Analysis

• Step backwater Analysis

Step 5 – Calibrate with known high water

• Perform stability analysis

- Hydraulic factors

- Location factors

- Design factors

Step 6 – Design countermeasures

A) Criteria for selection

• Erosion mechanism

• Cost

B) Type of countermeasures

• Bank stabilization

• Channel braiding countermeasures

Step 7 – Documentation

• Prepare report and file with background information



ST


With


2.2.24.2 Procedure Adopted for Sizing of Nallah Section is given in the following

flow diagram

Nallah segment is divided into reaches depending

on slope, minor nallah joining to major nallah

Calculation of peak flow for each reach based on

rational method and using formula,

Q=10CiA

From the outfall point (end reach) normal depth

of flow, slope and cross section is fixed

Hydraulic analysis by Single Section Method.

For selected cross section and channel slope, flow

is estimated using the Manning’s equation

2/3 1/21A R SQ =

By trial and error, the cross section is adopted

such as the estimated flow shall be greater than

the peak flow

The above procedure is repeated for the next

reaches and the normal depth and cross section is

selected for each reach

STORMCAD software is used for analysis which

is based on the Step-Backwater Analysis method

for determining water surface profile

Froude number is worked out to determine the

flow regime for water surface profile

Energy dissipaters i.e., check dam, vertical drop

structures are proposed to control erosion due to

high velocity



ST


With


2.2.24.3 Brief Description of 3 Major Nallahs

a) Bor Nallah

This nallah originates from Goutam Nagar, passes through Hajari Pahad

Aakar Nagar, Kolba Swamy Nagar, Defence land and prashant layout

and joins Pioli river at Ayappa Nagar. Length of Bor nallah is 6225 m

and catchment area is nearly 1360 ha. 9 minor nallahs are joining to this

nallah. Based on topography stormwater through road side drainage

network will drain to this nallah through minor nallah and few places

directly to this nallah.

b) Chamar Nallah

This nallah orginates from Timki Nagar passes through Laskhari Bagh,

Jyothi Nagar, Boodha Nagar, Sanjay Gandhi Nagar, Dharmadeep Nagar,

Panchsheel Nagar and joins Pioli river at Sangam Nagar. Length of

nallah is 5610 m and catchment area is nearly 1740 ha. 6 minor nallahs

are joining to this nallah. During monsoon areas such as Dhamma Deep

Nagar, Indira Mata Nagar, Christian Colony, Lumbini Nagar, Mehandi

Bagh road near ring road gets flooded. On both side of nallah wall is

constructed. Based on topography road side drainage network will drain

to this nallah through minor nallahs or directly to this nallah.

Widening and deepening of nallah is proposed.

c) Shanti Nagar Basin

This nallah originates from Netaji Subhash Chandra Bose ward and

passes through Prem Nagar, Shanti Nagar area and finally joint to Pioli

river at Ch.17635 m. Length of nallah is 7710 m and catchment area is

nearly 795 ha. 6 minor nallahs are joining to this nallah. On both side

of nallah wall is constructed upto 4000 m in length. Water logged area

exist between chainage 4950 m to 5400 m. Area along the initial stretch

of nallah gets flooded during monsoon. Based on topography road side

drainage network is draining to this nallah through minor nallahs and

few places directly to this nallah.

Widening of nallah is proposed. The water logged area shall be retained

and developed as shallow wetland.

2.2.24.4 Material of Construction

R.C.C., P.C.C. and stone masonry structure have been studied for nallah

sections.



ST


With


2.2.24.5 Advantage of R.C.C. Structures over Masonry Structure for Nallah

Section

• The value of ‘n’ will be higher, thereby more discharge in the same section

• Construction is easier and quicker as the machine will be used for mixing

and laying the concrete

• Less width of stem wall, so less space required

• Excavation of foundation will be less

• Discharge in drain can be released after 24 hours against 15 days in case of

Masonry

• Workmanship is easier and the concrete can be compacted by vibrator within

the form work whereas availability of skilled mason for laterite masonry is

difficult

• It is difficult to get huge quantity of good quality laterite stone whereas good

quality of hard granite chips are pleantly available

• R.C.C. is durable and stronger than masonry

• Removal of slush by mechanical means is easier with least damage

• Cost of maintenance is cheaper

Considering the various factors, it is proposed to construct the drains with RCC

structure.

Table 2.25 gives time of concentration of each Nallah and intensity of rainfall.

Table 2.26 provides proposed Nallah / Channel Section, Length & Type. Table

2.27 provides proposed Dimensions of Vertical Drop Structures. Table 2.28

provides Details of proposed Check Dams.

Figure 2.14 to 2.27 shows catchment area of North Zone Nallah.

Figure 2.28 shows proposed typical inlets.



ST


With


Table 2.25: Catchment Area and Time of Concentration of Nallah Basins (2 yrs Return Period)

S.

No. Name of Nallah

Catchment

Area (ha)

Highest G.L

(m)

Lowest G.L

(m)

Longest

Length

(m)

Slope

Time of

Concentration

Tc (min)

Intensity

(mm/hr)

1 L1 973.38 320.00 308.97 2237 0.0049 57.13 40.80

3 L2 (Ved Nagar Nallah) 375.12 308.00 294.56 1060 0.0127 22.34 76.52

4 L3 (Nara Nallah) 754.96 312.00 303.26 1950 0.0045 53.31 42.74

6 L4 1105.11 302.50 297.80 800 0.0059 24.19 72.56

7 R1 98.30 310.00 307.30 640 0.0042 23.14 74.74

2 R2 (Bor Nallah) 1362.21 367.50 341.33 1460 0.0179 25.02 70.94

5 R3 (ChambarNallah) 1737.20 322.50 300.45 1270 0.0174 22.75 75.60

8 R4 317.49 326.50 318.25 950 0.0087 23.76 73.44

9 R5 59.23 301.50 296.80 750 0.0063 22.45 76.27

10 R6 21.88 303.00 301.20 545 0.0033 22.47 76.23

11 R7 (Taj Nagar Nallah) 59.70 314.50 311.70 645 0.0043 23.03 74.99

12 R8 (Vishwas Nagar Nallah) 27.13 299.50 297.60 555 0.0034 22.48 76.22

13 R9 137.33 287.50 285.40 640 0.0033 25.49 70.05

14 R10 (Shantinagar Nallah) 794.59 307.00 299.70 950 0.0077 24.90 71.16



ST


With


Table 2.26: Proposed Nallah/Channel Section, Length and Type


(m)S.

No. Name of Nallah

From ToTop

WidthBottomWidth

WaterDepth

SectionType

Slope(m/km)


C

Coeffiecientof

Roughness,Composite

n

1 L1 2702 1890 15.0 14.0 0.8 Trapezoidal 4.18 0.55 - 0.57 0.021

1890 1170 19.0 17.8 0.9 " 4.34 0.021

1170 0 22.0 20.7 0.9 " 3.66 0.021

2L2 (Ved Nagar)

3210 2130 6.0 5.1 0.7 " 4.98 0.41 - 0.53 0.021

2130 1080 7.0 6.0 0.8 " 3.85 0.021

1080 838 10.0 8.7 0.8 Trapezoidal 2.94 0.021

838 0 10.0 8.7 0.9 " 3.15 0.021

2.1 L2R1 2580 1710 8.1 7.3 0.6 " 9.01 0.40 - 0.53 0.021

1710 900 9.0 8.2 0.7 " 4.67 0.021

900 0 9.0 8.2 0.6 " 3.48 0.021

3 L3 (Nara) 3545 3000 12.0 11.0 0.8 " 2.42 0.36 - 0.51 0.021

3000 2178 12.0 11.0 0.9 " 2.45 0.021

2178 1286 13.0 12.0 0.9 " 2.52 0.021

1286 810 15.0 13.9 0.9 " 3.63 0.021

810 0 15.0 13.9 0.8 " 3.62 0.021

3.1 L3L1 1445 750 5.0 4.1 0.7 " 10.00 0.53 - 0.55 0.021



ST


With



(m)S.

No.

Name of

Nallah

From ToTop

Width

Bottom

Width

Water

Depth

Section

Type

Slope

(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecient

of

Roughness,

Composite

n

750 0 8.0 7.0 0.7 " 7.97 0.021

3.2 L3L2 720 0 6.2 5.2 0.9 " 2.34 0.6 0.021

4 L4 10160 8730 10.2 9.1 0.9 " 3.18 0.50 - 0.55 0.021

8730 6390 12.0 10.8 1.1 " 2.36 0.021

6390 3600 12.1 10.7 1.2 " 1.96 0.021

3600 1070 16.0 14.4 1.4 " 1.61 0.021

1070 0 16.0 14.4 1.2 Trapezoidal 1.18 0.021

4.1 L4R1 1465 690 7.0 6.4 0.5 " 4.70 0.52 - 0.6 0.021

690 0 8.0 7.4 0.5 " 3.83 0.021

5 R1 500 0 6.0 5.1 0.6 " 253.00 0.509 0.021

6 R2 (Bor) 6225 5883 6.0 5.4 0.5 " 30.57 0.50 - 0.56 0.021

5883 5721 6.1 5.4 0.5 " 17.78 0.021

5721 5439 6.1 5.4 0.6 " 13.48 0.021

5439 5400 6.3 5.4 0.7 " 10.00 0.021

5400 4514 12.0 11.1 0.9 " 8.70 0.021

4514 4410 12.1 11.1 0.9 " 6.67 0.021

4410 4133 14.0 13.0 1.0 " 5.56 0.021



ST


With



(m)S.

No.

Name of

Nallah

From ToTop

Width

Bottom

Width

Water

Depth

Section

Type

Slope

(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecient

of

Roughness,

Composite

n

4133 3600 14.0 13.0 1.0 " 5.18 0.021

3600 3564 18.0 16.8 1.0 " 5.00 0.021

3564 2827 18.0 16.8 1.1 " 4.80 0.021

2827 2340 18.0 16.8 1.1 " 4.01 0.021

2340 2110 18.1 16.8 1.2 " 4.00 0.021

2110 1980 18.1 16.8 1.2 " 4.00 0.021

1980 1752 22.2 20.7 1.3 Trapezoidal 3.33 0.021

1752 810 22.2 20.7 1.4 " 3.33 0.021

810 715 25.0 23.5 1.4 " 2.51 0.021

715 0 25.0 23.5 1.2 " 2.18 0.021

6.1 R2 L1 1520 1000 3.2 2.5 0.4 " 16.17 0.40 - 0.66 0.021

1000 450 4.7 3.9 0.6 " 9.31 0.021

450 0 5.1 4.3 0.7 " 7.98 0.021

6.2 R2 L2 1580 1260 3.3 2.5 0.6 " 60.60 0.54 - 0.61 0.021

1260 540 5.2 4.3 0.7 " 14.51 0.021

540 0 6.6 5.6 0.9 " 6.13 0.021

6.3 R2 L3 1890 1260 5.1 4.4 0.6 " 23.67 0.55 - 0.62 0.021



ST


With



(m)S.

No.

Name of

Nallah

From ToTop

Width

Bottom

Width

Water

Depth

Section

Type

Slope

(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecient

of

Roughness,

Composite

n

1260 630 6.1 5.3 0.7 " 8.65 0.021

630 0 7.2 6.2 0.7 " 5.41 0.021

6.4 R2 L4 980 630 3.2 2.6 0.4 " 56.66 0.57 - 0.61 0.021

630 240 4.1 3.5 0.5 " 19.24 0.021

240 0 6.0 5.4 0.6 " 11.05 0.021

6.5 R2 L5 450 0 4.1 3.5 0.3 " 48.33 0.65 0.021

6.6 R2 R1 1050 540 4.1 3.4 0.4 Trapezoidal 23.08 0.48 - 0.51 0.021

540 0 6.1 5.3 0.7 " 6.45 0.021

6.7 R2 R2 580 0 5.1 4.5 0.3 " 23.77 0.65 0.021

7 R3 (Chamar) 5610 5546 8.0 0.8 Rectangular 3.33 0.52 - 0.62 0.021

5546 5481 8.0 0.8 " 3.34 0.021

5481 5420 11.0 0.6 " 2.23 0.021

5420 5318 11.0 0.6 " 3.33 0.021

5318 5115 11.0 0.6 " 3.33 0.021

5115 4717 13.0 0.8 " 2.92 0.021

4717 4325 13.0 0.8 " 2.77 0.021

4325 3960 13.0 1.2 " 1.67 0.021



ST


With



(m)S.

No.

Name of

Nallah

From ToTop

Width

Bottom

Width

Water

Depth

Section

Type

Slope

(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecient

of

Roughness,

Composite

n

3960 3600 14.0 1.2 " 1.5 0.021

3600 3193 14.0 1.2 " 1.31 0.021

3193 2700 16.0 1.3 " 1.33 0.021

2700 2280 20.0 1.2 " 1.18 0.021

2280 1770 20.0 1.3 " 1.2 0.021

1770 1350 22.0 1.4 " 1.02 0.021

1350 780 22.0 1.4 Rectangular 1.1 0.021

780 360 26.0 1.6 " 1.05 0.021

360 0 26.0 1.4 " 1.05 0.021

7.1 R3 L1 1440 1037 6.0 0.8 " 9.33 0.61 - 0.62 0.021

1037 720 6.0 0.8 " 9.72 0.021

720 439 10.0 0.9 " 5.00 0.021

439 0 10.0 0.8 " 6.13 0.021

7.2 R3 L2 810 390 4.5 0.7 " 4.47 0.64 0.021

390 0 4.5 0.7 " 4.51 0.021

7.3 R3 R1 4375 4140 8.0 0.9 " 2.84 0.55 - 0.59 0.021

4140 3890 8.0 0.9 " 2.67 0.021



ST


With



(m)S.

No. Name of Nallah

From ToTop

Width

Bottom

Width

Water

Depth

SectionType

Slope(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecientof

Roughness,

Compositen

3890 3600 8.0 0.8 " 2.99 0.021

3600 2880 8.0 0.8 " 2.36 0.021

2880 2100 10.0 1.4 " 1.43 0.021

2100 1440 10.0 1.3 " 1.52 0.021

1440 710 11.0 1.4 " 1.31 0.021

710 0 11.0 1.3 " 1.45 0.021

7.4 R3 R2 1775 1380 6.5 0.8 Rectangular 12.12 0.51 - 0.52 0.021

1380 900 7.0 0.8 " 10.00 0.021

900 360 9.0 0.8 " 8.78 0.021

360 0 9.0 0.8 " 6.06 0.021

7.5 R3 R3 1430 870 3.0 0.5 " 8.03 0.54 - 0.61 0.021

870 450 5.5 0.7 " 4.29 0.021

450 0 7.0 0.8 " 3.33 0.021

7.6 R3 R4 330 0 3.0 0.3 " 7.22 0.65 0.021

8 R4 3080 2070 8.0 7 0.8 Trapezoidal 11.76 0.52 - 0.63 0.021

2070 990 10.0 8.8 0.9 " 6.41 0.021

990 0 11.0 9.7 0.9 " 5.65 0.021



ST


With



(m)S.

No.

Name of

Nallah

From ToTop

Width

Bottom

Width

Water

Depth

Section

Type

Slope

(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecient

of

Roughness,

Composite

n

9 R5 180 0 5.6 4.8 0.5 " 17.04 0.65 0.021

10 R6 710 0 3.0 2.4 0.4 " 11.33 0.604 0.021

11 R7 2270 1484 3.0 2.2 0.6 " 12.60 0.60 - 0.63 0.021

1484 720 3.5 2.6 0.6 " 7.62 0.021

720 0 4.0 3.1 0.6 " 6.49 0.021

12 R8 570 0 4.0 3.4 0.4 " 8.97 0.65 0.021

13 R9 1830 930 12.1 11.2 0.5 Trapezoidal 2.52 0.58 - 0.60 0.021

930 0 14.0 12.9 0.6 " 1.13 0.021

14R10

(Shantinagar)7110 6385 8.0 0.7 Rectangular 3.81 0.54 - 0.61 0.021

6385 6274 8.0 0.7 " 2.86 0.021

6274 5670 8.0 0.7 " 2.86 0.021

5670 5333 11.0 1.0 " 2.20 0.021

5333 5250 13.0 1.0 " 1.93 0.021

5250 4742 13.0 1.0 " 2.00 0.021

4742 4590 13.0 1.0 " 2.00 0.021

4590 4060 16.5 1.2 " 1.65 0.021

4060 3210 16.5 1.1 " 1.69 0.021



ST


With



(m)S.

No.

Name of

Nallah

From ToTop

Width

Bottom

Width

Water

Depth

Section

Type

Slope

(m/km)

Coeffecient

of Runoff,

Composite

C

Coeffiecient

of

Roughness,

Composite

n

3210 2255 17.5 1.4 " 1.66 0.021

2255 0 17.5 1.4 " 1.00 0.021

14.1 R10 L1 230 0 2.0 0.4 " 4.60 0.65 0.021

14.2 R10 L2 580 0 1.8 0.5 " 5.22 0.65 0.021

14.3 R10 L3 1190 0 11.0 0.4 " 5.37 0.65 0.021

14.4 R10 L4 230 0 2.1 0.4 " 3.53 0.65 0.021

14.5 R10 R1 380 0 2.5 0.4 Rectangular 6.95 0.65 0.021

14.6 R10 R2 50 0 2.0 0.2 " 6.60 0.65 0.021

2.2.25 Stormwater Inlets (Design)

The hydraulic capacity of a storm drain inlet depends upon its geometry as

well as the characteristics of the gutter flow. Inlet capacity governs both the

rate of water removal from the gutter and the amount of water that can enter

the storm drainage system. Inadequate inlet capacity or poor inlet location

may cause flooding on the roadway resulting in a hazard to the traveling

public.

2.2.25.1 Inlet Types

Storm drain inlets are used to collect runoff and discharge it into storm

drainage system. Inlets are typically located in gutter sections, paved medians.

Inlets used for the drainage of surfaces can be divided into the following four

classes;

1. Grate inlets

2. Curb-opening inlets



ST


With


3. Slotted inlets

4. Combination inlets

Grate inlets consist of an opening in the gutter or ditch covered by a grate.

Curb-opening inlets are vertical openings in the curb covered by a top slab.

Slotted inlets consist of a pipe cut along the longitudinal axis with bars

perpendicular to the opening to maintain the slotted opening. Combination

inlets consist of both a curb-opening inlet and a grate inlet placed in a side-by-

side configuration, but the curb opening may be located in part upstream of the

grate. Slotted drains may also be used with grates and each type of inlet may

be installed with or without a depression of the gutter.

2.2.25.2 Characteristics and Uses of Inlets

Grate Inlets, perform satisfactorily over a wide range of gutter grades. Grate

inlets generally lose capacity with increase in grade, but to a lesser degree than

curb opening inlets. The principal advantage of grate inlets is that they are

installed along the roadway where the water is flowing. Their principal

disadvantage is that they may be clogged by floating trash or debris. For safety

reasons, preference shall be given to grate inlets where out-of-control vehicles

might be involved.

Curb-opening inlets are most effective on flatter slopes, in sags, and with

flows which typically carry significant amounts of floating debris. The

interception capacity of curb-opening inlets decreases as the gutter grade

steepens. Consequently, the use of curb-opening inlets is recommended in sags

and on grades less than 3%.

Combination inlets provide the advantages of both curb opening and grate

inlets. This combination results in a high capacity inlet which offers the

advantages of both grate and curb opening inlets.

Slotted drain inlets can be used in areas where it is desirable to intercept sheet

flow before it crosses into a section of roadway. Their principal advantage is

their ability to intercept flow over a wide section. However, slotted inlets are

very susceptible to clogging from sediments and debris, and are not

recommended for use in environments where significant sediment or debris

loads may be present. Slotted inlets on a longitudinal grade do have the same

hydraulic capacity as curb openings when debris is not a factor.



ST


With


2.2.25.3 Inlet Lead Size, Slope and Location

The minimum pipe diameter for all inlet leads is 200 mm. The minimum slope

is 2%. Inlet leads shall be designed without vertical or horizontal bends

whenever possible. If bends are needed, keep to minimum of 22.5o bends.

Each inlet lead must connect directly to a storm sewer, culvert or to an

approved discharge point. When connected to a sewer or culvert less than 600

mm in diameter, the connection must be made at a manhole.

Leads will normally be placed at 90o to a connecting sewer to minimize

conflict during excavation with other underground utilities. Where this is not

practical, such as at intersections, inlets leads shall be placed on the straightest

and most direct practical alignment.

In general gutter inlets are more suitable for use on slopes and curb/ gutter

inlets for use in sags. Gutter inlets have a greater tendency to clog and curb

inlets are inefficient for high velocity flows. Large or high velocity flows may

require multiple inlets or a special inlet design.

2.2.26 Methodology for Sizing of Drains

After the preliminary locations of inlets, connecting pipes and outfalls are

determined, the next step followed is the computation of the rate of discharge

to be carried by each reach of the storm drain and the determination of the size

and slope of drain required to convey this discharge. This is done by starting

at the upstream reach, to the point where the storm drain connects with other

drains or outfall. Rational method is used for determination of discharge in

each reach.

The manning formula is used for determination of capacity of drains. Design

frequencies for storm drain have been followed as per CPHEEO manual.

“STORMCAD-V8 XM edition and STORMCAD version 4.1” software have

been used for the design of stormwater drainage system.



ST


With


Table 2.27: Dimensions of Vertical Drop Structure

Name of NallahChainage

m

VeryicalDrop,H

(m)

Length, L(m)

Height of

end sill, ∆y(m)

5721 0.7 7.81 0.45Bor Nallah

(Trapezoidal

Section) 5883 0.5 6.99 0.42

360 0.3 8.42 0

780 0.6 10.56 0

1350 0.8 11.88 0.06

1770 0.6 9.89 0

2280 0.8 11.06 0.11

2700 0.7 10.87 0.10

3193 1.0 11.40 0.00

3600 0.9 11.29 0.15

3960 0.9 11.28 0.17

4325 0.9 8.90 0

4717 0.7 8.58 0.33

5115 1.0 8.28 0.19

5318 0.8 7.50 0.30

5420 0.8 7.56 0.33

Chamar

Nallah

(Rectangular

Section)

5550 0.8 8.84 0.36

2255 0.4 8.51 0

3210 1.2 12.09 0.13

4060 1.19 12.26 0.29

4590 1 10.41 0.01

4742 0.58 8.81 0.18

5250 0.75 9.54 0.16

5333 0.65 9.25 0.24

5670 0.7 7.73 0

6274 0.5 6.70 0.14

Shantinagar

Nallah

(Rectangular

Section)

6385 0.8 8.29 0.34

Documents

Strom water NORTH_ZONE