This document provides an overview of planning and designing a road side drainage system. It discusses types of roads and objectives of the project, which is to design an efficient drainage system for a road experiencing erosion and potholes due to lack of drainage. It also reviews relevant literature on road drainage, including types of drainage systems like surface drainage, subsurface drainage, and cross drainage. Design considerations are outlined for surface runoff coefficient, drainage channel sizing, and longitudinal slope.

1. PLANNING, DESIGN AND ESTIMATION OF
ROAD SIDE DRAINAGE SYSTEM
by : SANJAY JATARIA
TABLE OF CONTENTS
ACKNOWLEDGEMENT
DECLARATION
ABSTRACT
CHAPTER ONE

2. 1.0 INTRODUCTION
1.1 Type of road
1.2 Problem statement
1.3 Objectives
1.4.1 Main objective
1.4.2 Specific Objectives
1.4.3 Scope of the project
1.4.4 Significant of the project
1.5 Summary of Methodology
CHAPTER TWO
2.0 LITERATURE REVIEW
2.1 Surface drainage
2.2 Collection of surface water
2.3 Classification of side drainage
2.4 Sub surface drainage
2.5 Cross drainage
2.6 Requirement of Highway drainage system
2.7 Design of surface drainage system
2.8 Hydrological analysis
2.9 Hydraulic design

3. CHAPTER THREE
3.0 Data presentation and analysis
3.1 Rainfall data
3.2 Surface run off coefficient
3.2.1 Peak flow
CHAPTER FOUR
3.4 Rectangular section
3.4.1 Required section
3.4.2 Longitudinal slope
3.5 Trapezoidal section
3.5.1 Required section
3.5.2 Longitudinal slope
3.6 Comparison
3.7 Conclusion
5.0 Recommendation
5.1 References

4. DECLARATION
I, Sanjay Jataria student of B. Tech (Civil Engineering), seven semester
batch 2012-2016, hereby declare that the major project report entitled
“Planning and Design of Road Side Drainage System” which is
submitted by us to the Department of Civil Engineering, ABES
ENGINEERING COLLGE, GHAZIABAD for partial fulfilment of seven and
eight semester minor and major project report. This is a comprehensive
report based on analysis and study carried out during minor and major
period.
PLACE: BHOPAL NAME:
DATE: SANJAY JATARIA

5. CERTIFICATE
On the basis of declaration submitted by Sanjay Jataria students of B.
Tech Civil , seven and eight semester, batch 2012-2016, I hereby certify
that the Major Project report entitled “PLANNING, DESIGN AND
ESTIMATION OF ROAD SIDE DRAINAGE SYSTEM” which is submitted to
the Department of Civil Engineering, ABES ENGINEERING COLLEGE,
GHAZIABAD for partial fulfilment of the requirement for the award of
the degree of Bachelor of Technology in Civil, is an original contribution
with existing knowledge and faithful record of work carried out by
him/them under my guidance and supervision.
To the best of my knowledge this work has not been submitted in part
or full for any Degree or Diploma to this University or elsewhere.
Place: GHAZIABAD
Date: 11/05/2015 Head of Department
Department of civil engineering
ABES ENGINEERING COLLEGE

6. ACKNOWLEDGEMENT
WE consider ourself privileged to express deep sense of gratitude to my
faculty guide Mr.Ayush Kumar for his admirable and valuable guidance,
keen interest, encouragement and constructive suggestions during the
course of the project.
WE would like to express our hearty gratitude Head of Department of
Civil Engineering, without his insightful guidance and help, we could not
have completed this work.
We would also like to thank our family and friends who have been our
strength all throughout. Lastly, we thank our God for helping us to
complete our report without any difficulties.
INTRODUCTION

7. Drainage is the process of interception and removal of water from over,
and under the vicinity of the road surface. Drainage can be surface
(where water is conveyed on the road surface and drainage channels),
or subsurface (water flows underneath the pavement structure).
Surface and subsurface drainage of roads critically affects their
structural integrity, life and safety to users, and is thus important
during highway design and construction. Road designs therefore have
to provide efficient means for removal of this water; hence the need for
road drainage designs.
Drainage facilities are required to protect the road against damage
from surface and sub surface water. Traffic safety is also important as
poor drainage can result in dangerous conditions like hydroplaning.

8. Poor drainage can also compromise the structural integrity and life of a
pavement. Drainage systems combine various natural and man made
facilities e.g. ditches, pipes, culverts, curbs to convey this water safely.
1.2 Type of Road:
FREEWAYS:
Freeways have strict classification rules.
• Multi-Lane, divided road
• No cross traffic.
• No stop lights (except for ramp meters).
• No stop signs.

9. • No parking.
• No stopping (except for toll booths, freeway access metering)
• Highest speed limits. (relative to region)
• Some have minimum speed limits.
• Limited access
MAJAOR HIGHWAYS:
Purposely built as a major throughway.
• Higher speeds. Speed limits should be near or equal to Interstate
or Freeway speed limits in the same area. (typically within 10-20
Kmph)
• Multiple lanes in each direction.

10. • Separated directions of travel.
• Turning traffic is typically limited to specified turn lanes or
freeway style ramps to minimize obstructions to thru traffic.
• Partially limited access with few minor streets intersecting with
this road. Intersections are most often with primary roads or
other highways.
MINOR HIGHWAYS:
Minor Highways vary widely from large multi-lane roads with stoplights
and higher speed limits, to small residential streets with stops signs.
Some minor highways may zigzag thru an area with many turns on local
streets.
A Minor Highway thru the main street of a small town often retains
focus on local access with pedestrian traffic and on street parking.
1.3 Problem Statement

11. According to this problem of lacking side drainage along this road, the
soil surrounding the ATC fence has been eroded by the water flowing
during the rain, also because the water during the rain is passing on the
road, potholes has occurred on top of this road. Therefore a drainage
system has to be designed. However, the existing road along this street
is showing signs of failure, caused mainly by lacking of drainage. Also it
is better to have good method of designing a side drainage in order to
overcome these problems arises on this road.
1.4 Objectives
1.4.1 Main objective:
Design of an efficient drainage system along the road.

12. 1.4.2 Specific Objectives:
• To determine the catchment area and the expected flow.
• To collect design information for drainage system.
• To determination of runoff onto the road and discharge of water.
• To design of the drainage channels using results obtained.
1.4.3 Scop of the project:
This project is confined only to designing a drainage system for the road
along this road.
1.5 Significance of the project:
The outcome of this project shall help to propose the lay out for the
new side drainage in order to fulfill its requirements as a drainage, such
as to drain off excess water on shoulder and pavement edge which
cause considerable damage and improve pedestrian safety using side
walk ways near side drainage.
Methodology:
• Site visiting
• Visiting web sites and Internet

13. • Literature review
• Questionnaire method
• Photographing
• Leveling
2.0 LITERATUREREVIEW
2.1 Introduction
Highway drainage is the process of interception and removal of water
from over, under and in the vicinity of the pavement.
Highway drainage is one of the most important factors in road design
and construction. If every other aspect of the highway design and

14. construction is done well but drainage is not, the road will quickly fail in
use due to ingress of water into the pavement and its base.
The damaging effects of water in the pavement can be controlled by
keeping water out of places where it can cause damage or by rapidly
and safely removing it by drainage methods.
Improper drainage of roads can lead to;
• Loss of strength of pavement materials
• Hydroplaning
• Mud pumping in rigid pavement
• Stripping of the bituminous s surface in flexible pavements
Types of drainage
There are basically three types of drainage applied to highways that ;
• Subsurface drainage
• Surface drainage
• Cross drainage
SUBSURFACE DRAINAGE
Subsurface drainage is concerned with the interception and removal of
water from within the pavement. Some of the sources of subsurface
water include; infiltration through surface cracks, capillary rise from
lower layers, seepage from the sides of the pavement to mention but a
few.

15. Application of side slopes on the road surface, installing of drainage
beds in the pavement and use of transverse drains are some of the
measures of effecting subsurface drainage.
SURFACE DRAINAGE
Surface drainage deals with arrangements for quickly and effectively
leading away the water that collects on the surface of the pavement,
shoulders, slopes of embankments, cuts and the land adjoining the
highway.
The main source of surface water in most places is precipitation in form
of rain. When precipitation falls on an area, some of the water
infiltrates in to the ground while a considerable amount remains on top
of the surface as surface run off.
MEASURES ADOPTED FOR SURFACE DRAINAGE
• The proper cross slope should be provided for both to pavement
and shoulders
• The subgrade should be sufficiently above the highest level of
ground water table or the natural ground level
• Side drainage should have to be provided at edges of right-of-way
where the road is in embankment and the edge of the roadway in
cutting
• On hill roads, water may flow towards the road depending on the
slope and rainfall
• Catch water drains should be provided to intercept the flow
down.

16. COLLECTION OF SURFACE WATER
The water collected is lead into natural channels or artificial channels so
that it does not interfere with the proper functioning of any part of the
highway.
Surface drainage must be provided to drain the precipitation away from
the pavement structure.
CLASSIFICATIONOF SIDE DRAINAGE
There are different types of road side drainage, classified according to
the type of construction, which is as follows;
• Trapezoidal surface drainage
• V-shaped lined surface drainage

17. • Urban surface drainage
CROSS DRAINAGE
When stream have to cross a roadway or when water from a side
drainage have to be diverted to water course across the roadway, then
a cross drainage work such as culvert or small bridge is provided.
On less important roads, in order to reduce the construction cost of
drainage structures, sometimes submersible bridges or course way are
constructed. During the flood the water will flow over the road.
REQUIREMENT OF HIGHWAY DRAINAGE SYSTEM
• The surface water from the carriage way and shoulder should
effectively be drained off without allowing it to percolate to sub
grade
• The surface water from the adjoining land should be prevented
from entering the roadway.

18. • The surface drainage should have sufficient capacity and
longitudinal slope to carry away all the surface water collected.
• Flow of surface water across the road and shoulders and along
slopes should not cause formation of erosion.
DESIGN OF SURFACE DRAINAGE
• Hydrological analysis
• Hydraulic analysis
2.3 Hydrological analysis
This deals mainly with precipitation and runoff in the area of interest.
When rainfall, which is the main source of water, falls onto an area
some of the water infiltrates into the soil while the remaining portion
either evaporates or runs off.
The portion that remains as runoff is the one of major importance in
the design of surface drainage facilities.
2.4 Determination of runoff
Runoff at a particular point is determined with respect to a given
catchment area and depends on a number of factors such; type and
condition of the soil in the catchment, kind and extent of vegetation or
cultivation, length and steepness of the slopes and the developments
on the area among others.
The following formula known as the rational formula is used for
calculation of runoff water for highway drainage.
Q= 0.028CIA

19. Where:
Q = maximum runoff in m3
per sec
C = a constant depending upon the nature of the surface
I = the critical intensity of storm in mm per hour occurring
during the time of concentration.
A = the catchment area in km2
HYDRAULIC DESIGN
Once the design runoff Q is determined, the next is the hydraulic design
of drains. The side drainage and other structures are designed based on
the principles of flow through open channels.
If Q is the quantity of surface water (m3
/sec) to be removed by a side
drainage and V is allowable velocity of flow (m/s) on the side drainage,
the area of cross section A of the channel (m2
) is found from the
relation below:
Q=A.V
The velocity of unlined channel must be high enough to prevent silting
and it should not be too high as to cause erosion. The allowable velocity
should be greater than one (1m/sec) for lined channel.
The slope S of the longitudinal drain of known or assumed cross section
and depth of flow ,may determined by using Manning’s formula for the
design value of velocity of flow V, roughness coefficient n and hydraulic
radius R.

20. Manning’s Formula
V=1/n*R2/3
*S1/2
Where:
V=Average velocity m/sec
n=Manning’s roughness coefficient
R=Hydraulic radius
S=Longitudinal slope of channel.
Manning’s Roughness coefficient
N= 0.02 for unlined ordinary ditches
=0.05 to 0.1 for unlined ditches with heavy vegetation
=0.013 for rough rubble
=0.04 for stone riprap
=0.015 for pipe culverts
Hydraulic Radius = Cross sectional area
Wetted perimeter
Time of concentration (t c)
Time of concentration is that time required for water to travel all the
way from catchments area to the designed element.

21. The time taken by water to flow along the longitudinal drain is
determined from the length of the longitudinal drain L the nearest
cross drainage or a water course and allowable velocity of the flow V in
the drain.
T = V/L
The total time for inlet flow and flow along the drain is taken as time of
concentration or the design value of rain fall duration.
T c = T1+ T2
Where,
T1 = overland flow time in minutes
T2 = channel flow time in minute
T1 = [(0.885x L3
)/H]0.385
Where,
L = the length of overland flow in km from critical point
the mouth of the drain.
H = total fall of level from the critical point to the mouth of the
drain in meters.
Note:

22. From the rainfall intensity –duration- frequency curves the rainfall
I is found in mm/sec. Corresponding to duration T and frequency of
return period.
The required depth of flow in the drain is calculated for convenient
bottom width and side slope of drain. The actual depth of the open
channel drain may be increased slightly to give a free body. The
hydraulic mean radius of flow R is determined.
The required longitudinal slope S of the drain is calculated using
Manning formula adopting suitable value of roughness coefficient.
DATA ANALYSIS
Rainfall dataThe following are the rainfall data, which obtained from
the Metrological Department at Bhopal, No……………., the data are of 10
years from 2004 to 2013, the data are in mm/hr
MAXIMUM RAINFALL INTENSITY DURATION FREQUENCY DATA IN ONE
DAY PER YEAR (mm/hour)
MAXIMUM MONTHLY RAINFALL
YEA
R
JA
N
FE
B
MA
R
AP
R
MA
Y
JU
N
JU
L
AU
G
SEP OC
T
NO
V
DE
C
2004 51.
3
0 0 10 20.9
194.
2
147.
3
108.
1
189.
4
34.9 0 0.2
2005
9.9 5.1 8.6 0.3 33.6 57.6 263 80.1
125.
4
2.1 0 0.6
2006
0 0 13.7
30.
8
55.3
246.
5
342
151.
1
32.9 31.3 6.7 4.1
2007
0.5
66.
1
18.1 1.3 61.9 91.6
246.
7
197.
1
118 2.6 0 0.8
2008 0.1 2.2 0 18. 66.1 215. 444. 377. 330. 4.7 0 0

23. 7 2 3 5 6
2009
0 5.8 10.5 1.6 10.6 36.5
166.
1
256.
5
229.
9
105.
8
4 4.4
2010
1.6
15.
8
0 0 36.5 49.4
342.
2
199.
9
144.
2
11.7 8.6 0.6
2011
2.5 6.7 10 2.4 35.1
128.
1
246.
3
323.
6
109.
6
0.5 0.0 0.0
2012 39.
7
14.
4
0.2 4.9 0.0 1.2 288
210.
1
194.
9
0.0 0.0 0.0
2013
3.8
59.
0
0.3 0.0 0.0
252.
3
196.
6
193.
5
40.3 42.2 0.0 1.9
DATA PRESENTATION
In case of this road, open side drain of trapezoidal and rectangular have
to be provided for disposing of surface water collected. The first step
will be to estimate the amount of surface water flowing, the amount of
surface water depend upon the intensity of rainfall, amount of rainfall,
nature of the soil and topographical of the area.. Therefore the quantity
of water that can be handled by this ditch or drain can be estimated
Year Maximum rainfall per
month (mm)
2005 194.2
2006 263.0
2007 246.5
2008 246.7
2009 444.3

24. 2010 256.5
2011 342.2
2012 323.6
2013 288.0
2014 252.3
Maximum Rainfall Per Month(mm)
From the graph the maximum rainfall intensity in the given years (2000-
2010) is 444.3mm/hr
DETERMINATION OF RUNOFF

25. Run off at a particular point is determined with respect to a given
catchment area and depends on a number of factors such as type and
condition of the soil, kind and extent of vegetation (cultivation), length
and steepness of the slope and development of the area among the
others.
PEAK DESIGN FLOW
This is the maximum flow rate of a flood wave passing a point along a
stream. As the wave passes the point, its flow increases to the
maximum and recedes. It is a major factor in culvert designs, and its
magnitude is dependent on the section of the return period.
CATCHMENT AREAS (Area data)
• Unpaved gravel road surface and shoulders
Length of the area = 0.685km
Width of the area = 0.008km
Area=Length×Width
= 0.685 × 0.008
Area = 0.00548km2
• Area of land on the other side drain
(Build up area) = 0.021×0.8
=0.02km2
• Area covered with grass

26. =0.0234×0.35
=0.005km2
Total catchments area = (0.00548+0.02+0.005) km2
=0.03km2
Surface runoff coefficient (C)-:
• Coefficient of gravel surface = 0.35
• Coefficient of build up = 0.8
• Coefficient of soil covered with grass = 0.1
Therefore C1= 0.35, C2= 0.8, C3= 0.1
Weighted value of runoff Coefficient
C = (C1A1 + C2A2 + C3A3)/A1 + A2 + A3
C = 0.35×0.00548 + 0.8×0.02 + 0.1×0.005
C = 0.604
Therefore the runoff coefficient (C) =0.604
Peak flow (Q)-:
From the formula below;
Q=1/36×(C×I×A)
Where;
Q = Quantity of rain water surface runoff in m3
/sec

27. C = Surface runoff coefficient
I = Maximum rainfall intensity in mm/hour
A = Size of surface area to be drained in km2
C = 0.604
I = 444.3mm/hour
A = 0.03km2
Q = 1×0.604×444.3×0.03×106
36 ×60 ×60×1000
Q = 0.0621m3/sec
Therefore, Quantity of rain water surface runoff (Q) =0.0621m3
/sec
DESIGN OF NEW SIDE DRAINAGE
Trapezoidal section
Cross section area (A) of the side drainage required will be
obtained from the formula below;

28. Q = A×V
Where;
Q = Quantity of rain water surface runoff in m3/sec
A = Cross section area in m2
V = Velocity of flow in m/sec
Q = 0.0621m3/sec
V = 1.5m/sec for lined structure
A =?
A = Q/V
A = 0.0621/1.5
A = 0.0414m2
Therefore, the required cross section area is 0.0414 m2
.
Consider the trapezoidal section below:
B=0.5+2D
B = 0.5+2d 150mm free water body
S=1:1 d D
b = 500mm
Required dimensions;

29. • Suppose the bottom width (b) =0.5m
• Side slope (S) = 1:1
• Free water body = 0.15m
• Vertical height (d) =?
• Horizontal length (B) =?
From the formula
Area = 0.5× (B + b) ×d
Area (A) = 0.0414 m2
B = 2d+0.5 m
b = 0.5m
d =?
0.0414 = 0.5× (2d + 0.5+ 0.5) ×d
0.0414 = 0.5 (2d + 1) ×d
d2
+ d-0.0414 = 0
d = 0.072m
B = (2×0.072) + 0.5
= 0.644m
D = 0.44 + 0.15
= 0.222m

30. Top Width = (0.222x2) + 0.5
= 0.944m
Required section
0.94m
B=0.644m
S=1:1 d=0.072m D=0.22m
b=0.5m
Effective Area (A) =0.5× (0.5+0.644) ×0.072
A effective = 0.041m2
Wetted perimeter is equal to the total length of the wetted area.
= Length of two side slope + Bottom length
Where;
Bottom length = 0.5m
Length of side slope is calculated below
d=0.072m
From Pythagoras theorem,
s2
= d2
+d2
s2
= (0.0722
+0.0722
)1/2

31. s = 0.102m
Wetted perimeter (P) = 0.102+0.102+0.5
= 0.704m
Longitudinal slope
From Manning’s formula
V = 1/n×R2/3×S1/2
S = (n*V/R2/3
)2
Where;
S = Longitudinal slope
V = Velocity of flow in m/sec
R = Hydraulic Radius
n = Manning’s roughness coefficient
Hydraulic Radius (R) = Cross section area (A) ÷ Wetted perimeter (P)
R = 0.0414 ÷ 0.704 = 0.0588
R = 0.0588
n = 0.04
V = 1.5m/sec
S = [0.04*1.5 / (0.058)2/3
]2
S = 0.1603
Therefore, the proposed slope for the side drainage is 0.1603.

32. Design for rectangular section
From the formula
Q = A × V
Where Q, A and V are already defined before
Q = 0.0621m/sec
V = 1.5m/sec
A = ?
Q = A×V
0.0621 = A×1.5
A = 0.0414m2
Required dimension
• Suppose the bottom width = 0.8m
• Free water body = 0.15m
• Vertical height =?
Consider the formula of rectangular section
Area (A) = Height × Width
Height (D) =?
Width (b) = 0.8m
Area = 0.0414m

33. 0.0414 = 0.8×d
d = 0.052m
D = 0.052 + 0.15
= 0.202 m
DIAGRAM :
Longitudinal slope
Also is calculated from the Manning’s formula
V = 1/n×R2/3
×S1/2
R = Area/ Wetted perimeter

34. Wetted perimeter = 0.8 + (0.052×2)
= 0.904m
R = 0.0414
0.904
R = 0.0457
n = 0.04
V = 1.5m/sec
S = 1.5×0.04/0.04572/3
S =0.468
Therefore, the proposed slope for the side drainage is 0.468.

35. Estimation And Costing
CONCLUSION
After this research many problems were discovered such as potholes,
corrugations, water lodging, ruts ,erosion on the edge of the road as

36. the result of inspection, practical checking of the whole road and all
areas surrounding the road. In order to maintain the life span and
purpose of the road as designing Road side drainage of adequate size
and capacity, the discharge and all dimensions produced can be used
for the construction as it designed.Terefore we conclude our major
project by researching and knowing the major problems and thus
understanding it.
APENDICES
• BOOKING SHEET FOR LEVELLING
BS IS FS RISE FALL RL REMARKS
0.080 BM 0.080
0.235 0.080 0+000
1.160 0.925 0.845 0+030
1.372 0.212 0.633 0+060
1.465 0.093 0.540 0+090
1.710 0.245 0+120
0.710 0+120
1.173 0.463 0+150
1.513 0.34 0+180
2.169 0.656 0+210

37. 0.115 0+210
0.989 0.874 0+240
1.825 0.836 0+270
2.621 0.796 0+300
3.300 0.679 0+330
0.249 0+330
2.179 1.930 0+360
0.949 0.933 0+360
1.882 0+390
3.349 1.467 0+420
0.120 0+420
1.687 1.567 0+450
3.232 1.545 0+480
0.232 0+480
1.559 1.327 0+510
2.323 0.764 0+540
2.870 0.547 0+570
3.672 0.802 0+600
1.295 0+600

38. 1.773 0.478 0+630
RECOMMENDATION
Due to the condition of the drainage along road is not satisfactory, this
problem must be taken into consideration together with the
information gathered on the road condition.
THANK YOU