treatment of junctions - amal kumarage · 2015. 3. 19. · treatment of junctions- volume i: final...
TRANSCRIPT
Treatment of Junctions
Volume I
FINAL REPORT
Section B5: Maharagama Town
Transportation Research and Study Centre
University of Moratuwa
Sri Lanka
15th
January 2010
i | P a g e
Table of Contents
CHAPTER 1 INTRODUCTION ................................................................................................... 1-1
1.1 Location ............................................................................................................................... 1-1
1.2 Land Use .............................................................................................................................. 1-1
1.3 Transport Node .................................................................................................................... 1-1
1.4 Road Network ...................................................................................................................... 1-3
1.5 Pedestrian Facilities ............................................................................................................. 1-3
1.6 Traffic Management ............................................................................................................. 1-4
1.7 Parking ................................................................................................................................. 1-4
1.8 Railway Gate Closure .......................................................................................................... 1-5
1.9 Bus Terminals & Stops ........................................................................................................ 1-5
1.10 Scope .................................................................................................................................... 1-8
1.11 Data Collection .................................................................................................................... 1-9
CHAPTER 2 TRAFFIC ANALYSIS ............................................................................................ 2-1
2.1 Road Infrastructure .............................................................................................................. 2-1
2.2 Link Flows ........................................................................................................................... 2-4
2.3 Flows at Junctions ................................................................................................................ 2-8
3.4 Speed and delay ................................................................................................................. 2-10
2.4 Pedestrian Flows ................................................................................................................ 2-13
2.5 Bus Stands .......................................................................................................................... 2-14
2.6 Railway Station and Passengers ......................................................................................... 2-15
2.7 Accident Studies ................................................................................................................ 2-16
3.11 Summary of Problems ........................................................................................................ 2-17
CHAPTER 3 PROPOSED SOLUTIONS ...................................................................................... 3-1
ii | P a g e
3.1 Option 1: Signalization of Clock Tower Junction with Two-way traffic on A4 Road ........ 3-1
3.1.1 Signal Design ............................................................................................................... 3-3
3.1.2 Other supplementary improvement to signalization .................................................... 3-5
3.1.3 Centralization of the Bus Terminals ............................................................................ 3-5
4.2 Option 2: Flyover ................................................................................................................. 3-8
3.1.1 Impact of Flyover on Urban Landscape ..................................................................... 3-10
CHAPTER 4 COST BENEFIT ANALYSIS ................................................................................. 4-1
4.1 Benefits ................................................................................................................................ 4-1
4.2 Traffic Analysis ................................................................................................................... 4-1
4.3 Economic Benefits ............................................................................................................... 4-2
4.4 Cost-Benefit Analysis ........................................................................................................ 4-11
4.4.1 Signalization Option .................................................................................................. 4-11
4.4.2 Flyover Option ........................................................................................................... 4-13
4.5 Non-Quantifiable Benefits ................................................................................................. 4-14
CHAPTER 5 CONCLUSIONS ...................................................................................................... 5-1
CHAPTER 6 RECOMMENDATION ........................................................................................... 6-1
iii | P a g e
List of Tables
Table 1-1: Details of Surveys Carried Out _____________________________________________ 1-9
Table 2-1: The cross sectional details of the road links in the study area ______________________ 2-1
Table 2-2: ADT on Links __________________________________________________________ 2-5
Table 2-3: ADT at Junctions ________________________________________________________ 2-9
Table 2-4:Summary of Link Speeds(km/h) ___________________________________________ 2-11
Table 2-5: Details at different Bus Terminals in the study area ____________________________ 2-15
Table 2-6: Accidents Recorded within Study Area (8 months of 2008) ______________________ 2-16
Table 3-1: Items and the Quantities for Improvement in the Study Area ______________________ 3-2
Table 3-2: Cost Estimates for Signalization and improvements to the Roads in the Study Area ____ 3-3
Table 3-3: Cost of the Proposed Bus Stand and the Bus Park Development ___________________ 3-7
Table 3-4: Cost Estimate for Flyover _________________________________________________ 3-9
Table 4-1: Economic Analysis for Signalization Option __________________________________ 4-3
Table 4-2: Economic Analysis for Flyover Option _______________________________________ 4-7
Table 4-3: Cost Benefit Analysis for Signalization Option _______________________________ 4-12
Table 4-4: Cost Benefit Analysis for Flyover Option ____________________________________ 4-13
iv | P a g e
Table of Figures
Figure 1-1: Area Map showing Dehiwala, Nugegoda, Battaramulla areas _____________________ 1-2
Figure 1-2: Map of Study Area ______________________________________________________ 1-4
Figure 1-3: Typical Road Conditions in the Study Area ___________________________________ 1-8
Figure 2-1: Road Link and Lane configuration of Maharagama City Area ____________________ 2-2
Figure 2-2: Pedestrian paths between High level Road and the Old Road _____________________ 2-3
Figure 2-3: Traffic Flow Diagrams (ADT by Major Vehicle Groups) ________________________ 2-8
Figure 2-4: Total daily one-way (Outwards )Movements of Buses from each bus stops of the Study
area ___________________________________________________________________________ 2-9
Figure 2-5: Travel Time Survey Points _____________________________________________ 2-10
Figure 2-6: Speeds (km/hr) for Typical Movements (P.M. Peak) __________________________ 2-12
Figure 2-7: Hourly pedestrian movements across the Main Roads at Pedestrian Crossings ______ 2-14
Figure 2-8: Location of Bus Terminals in Maharagama Town _____________________________ 2-15
Figure 2-9: Locations of accidents within Study Area ___________________________________ 2-17
Figure 3-1: Lane configuration and extent of improvements to roads. ________________________ 3-2
Figure 3-2: Estimated Two way traffic at Clock Tower Junction ________________________ 3-4
Figure 3-3: Cycle time of the two phase system during the day time at Clock Tower Junction 3-5
Figure 3-4: Linkage between Bus Terminal, Bus Park and Railway Station ___________________ 3-6
Figure 3-5: Proposed Bus Stand and Proposed Bus Circulation Plan _________________________ 3-8
Figure 3-6: Longitudinal Section of the proposed flyover _________________________________ 3-9
Figure 6-1 (a to c)- Map of Maharagama Study Area showing recommended improvements ______ 6-3
Treatment of Junctions- Volume I: Final Report
1-1 | P a g e
Section B5: Maharagama
CHAPTER 1 INTRODUCTION
1.1 Location
Maharagama Town is located between the 13th km and 14th km on the Colombo –Ratnapura-
Wellawaya-Batticaloa or (A4) Road. This road is also known as the CRWB Road as well as the High
Level Road. In this report we shall refer to it as the A4.
The A4 Road has two lane width beyond Nugegoda. Maharagama is the town centre that connects
roads to several other suburban cities such as Dehiwala via Boralesgamuwa, Nugegoda, Homagama
and Battaramulla via Pamunuwa and also Piliyandala. The Maharagama City is also served by the
Kelani Valley Railway which is a single track line. (Figure 1.1)
1.2 Land Use
The land use in the Maharagama Town area is mainly commercial. There are a number of vocational
training centres such as the Maharagama National Youth Services Centre and the Teacher Training
College. Pamunuwa Road (B504) is very popular shopping area for textiles and the entire road length
of about 1 km from the junction has wholesale and retails textile shops. As a result this road is always
full of pedestrians throughout the year even resembling a pedestrian mall during the festival seasons
such as New Year and Christmas. The larger shopping complexes are on either side of the A4 Road.
There are also few high-rise large buildings on the Dehiwala Road (B094) from Maharagama. This
road also has a number of important activities such as the market complex, Cargills Supermarket. It
also has a large number of pavement hawkers which often creates traffic congestion when compared
to all the other links.
1.3 Transport Node
Maharagama is a busy suburban transport node on one of the major truck roads which also serves as a
commuter link to Colombo. It is a transfer location for many bus passengers from surrounding areas
including from other towns in the vicinity such as Piliyandala, Boralesgamuwa etc. The transport
network at Maharagama is made up of both road and rail transport. For road traffic it is a junction
where 3 feeder roads connect to the main artery- the A4. For the railways it is one of the largest
stations on the Kelani Valley (KV) line which in turns depends particularly on bus access for its
passengers to get to and from the station which is also coated at the very centre of Maharagama.
Maharagama is also the terminus for a large number of No 138 buses that provide direct connections
on A4 to the Colombo city centre- Pettah. It also is the terminus for several popular routes on each of
the other roads such as Route No 119 to Dehiwala, Route No 341 to Piliyandala and Route No 212 to
Pamunuwa.
Treatment of Junctions- Volume I: Final Report
1-2 | P a g e
Section B5: Maharagama
Figure 1-1: Area Map showing Dehiwala, Nugegoda, Battaramulla areas
Treatment of Junctions- Volume I: Final Report
1-3 | P a g e
Section B5: Maharagama
There are on average of 12 to 15 up and down train movements through Maharagama on a week day.
There are 323 state and private buses assigned to start their trips from the Maharagama town on 12
different bus routes. These buses make an estimated 2,520 trips in and out of the town centre daily.
However, there is no central bus terminal in the city and presently buses operate from six stands
mostly as on-street bus stops along the different roads. This diffusion of bus transit activity creates
heavy pedestrian flows from one road to another resulting in heavy flows across the A4 road as well
as along the Dehiwala Road, Old Bazaar Road as well as along the A4 itself. These pedestrian
movements cause severe disruptions to the traffic flow.
1.4 Road Network
The main roads that connect the Maharagama town are:
• Colombo-Ratnapura-Wellawaya-Batticaloa [CRWB Road (A4)]- also known as the High
Level Road
• Dehiwala- Maharagama Road (B094)
• Pamunuwa Road (B504)
• Piliyandala Road (B367).
There is also the 3-lane, Old Bazaar Road (B335) which runs parallel to the A4 in the Maharagama
town area which carries one-way traffic away from Colombo. The opposing flow towards Colombo
uses the A4 which has 5 to 6 lanes within the town area. There is an imbalance in the flow in this area,
and usually two lanes on the A4 are used for parking at any given time. This two roads form a
clockwise traffic loop around the town centre. It is around 1.4 km in length.
The Dehiwala Road is a two-lane asphalt paved road with wide sidewalks in the town area. However
the entire length of the sidewalks is acquired by vendors who are attracted by the large flow of
pedestrians moving to and from the bus terminals. Therefore pedestrians often are forced to use the
carriageway thus creating traffic congestion. Also the shoulder areas have been allocated for three
wheeler parking thus depriving pedestrians of any facilities.
1.5 Pedestrian Facilities
The Old Bazaar Road also does not have any facilities for pedestrians and they share the carriageway
thus creating a very dangerous situation along this road. The design work for improvements to the A4
Road is undertaken by the RDA which in consultation with the Urban Development Authority is to
design a pedestrian underpass at the main Clock Tower Junction. The road improvement does not
include any widening of the road in the town area, but only a re-design for divided 4-lanes. These
improvements also include the signalization of the Clock Tower Junction allowing two-way traffic on
the A4 Road. However no movements have been considered to and from the Old Road across the
Cross Road to the Dehiwala Road.
Treatment of Junctions- Volume I: Final Report
1-4 | P a g e
Section B5: Maharagama
Figure 1-2: Map of Study Area
1.6 Traffic Management
The primary feature of the traffic management of Maharagama Town is the one way traffic system in
operation embracing a very large part of the town extending (0.8 km) from the Bo-Tree junction at the
north-western side to the Presidents College at the south-east part of the town. The town area extends
beyond the Bo Tree Junction up to the beginning of the Old Bazaar Road a distance of around 0.7 km
where a large number of commercial activities can be seen along the road frontage.
1.7 Parking
Even though the A4 Road is made one-way, parking on both sides can be seen during most of the day.
The parking demand consists mostly of passenger cars, trucks and groups of three weelers awaiting
hires which are placed intermittently along the road. There is wide spread un-regularized parking and
ad-hoc temporary commercial activities along the Dehiwala Road (B094) from the Clock Tower
Junction to the Piliyandala Road Junction and intermittently along another 500 metres beyond the
junction. This problem is less on the recently improved Piliyandala Road where the density of
commercial activities is still low but parking still causes an impact on the free flow of traffic. On the
other hand, the Pamunuwa Road on the eastern edge of the town has many traffic related problems
Treatment of Junctions- Volume I: Final Report
1-5 | P a g e
Section B5: Maharagama
arising from the rather ad-hoc textile trading and other commercial activities which are quite densely
located along this road. Pedestrian hand rails have been placed to prevent the parking of vehicles on
the sidewalks but this has not prevented frequent parking taking place on either side of these hand
rails. One three wheeler park is situated on the A4 road at the Clock Tower Junction near the cross
road between the A4 road and Old Road.
1.8 Railway Gate Closure
The railway line crosses the Pamunuwa Road at the very beginning adjacent to the junction with Old-
Bazaar Road causing traffic blockages both on Pamunuwa Road as well as on the Old Bazaar Road
during railway gate closures. Since the frequency of train movements is quite low this is still not a
major issue. However if railway services were to improve, then gate closures would become an issue.
1.9 Bus Terminals & Stops
Having on-street bus terminals at several locations within the city has resulted in two severe impacts
on the functionality of the town centre, On the one hand it encourages extensive pedestrian
movements which causes capacity reductions on roads in the city area by frequent road crossings and
by congesting the side walks. On the other hand, the bus terminals themselves take up road space
causing more congestion within the city. This is identified as one of the biggest problems with respect
to the smooth functionality of the town center.
The buses on Routes 138 and 112 in the Colombo direction stop on the A4 Road at the southern end
of the town area near the entrance to the Library Road. This is also the bus stop for long distance
buses to Colombo. There is a bus terminal for Routes 124, 280 & 993 lcoated on Old Bazaar Road
near the Bo-Tree Junction. The long distance bus stop in the out bound direction from Colombo is
also located in close vicinity to this bus terminal. These two activities often create disruption to free
flow of traffic on Old Bazaar Road by creating a bottle neck.
Some illustration by photographs of the condition of roads and traffic in the study area are given in
Figure 1.3.
Treatment of Junctions- Volume I: Final Report
Section B5: Maharagama
Excess Road Capacity at Maharagama City Centre
with two lanes taken up for parking
Parking on One-way Road (A4)
Imbalanced capacity problem Space on One-way Road (A4)
Volume I: Final Report
Maharagama City Centre – 5 lanes
with two lanes taken up for parking
Three Wheeler Parking at City Centre
way Road (A4) Number 138 and 112 Bus Halt (Stand)
centre
way Road (A4) Pedestrian movements on carriageway of A4
1-6 | P a g e
Parking at City Centre on A4 Road
138 and 112 Bus Halt (Stand) south of the city
on carriageway of A4 Road
Treatment of Junctions- Volume I: Final Report
1-7 | P a g e
Section B5: Maharagama
Congested Traffic Condition on Dehiwala Road
Unauthorized Vendors and Walkways
Obstructions to Pedestrians (Walkways on Dehiwala
Road)
Walkway Facilities has been occupied by Venders and
Parking
Uncontrolled Pavement Activities
Traffic, Parking and Temporary Buildings
Treatment of Junctions- Volume I: Final Report
1-8 | P a g e
Section B5: Maharagama
Route No: 119 Bus Stand near Bo Tree Junction
Route No: 119 Bus Stand and Cargils Exit
On-Street Bus Stand to Piliyandala
One-way control at Boe Tree Junction (A4)
Bus Stand at Bo Tree Junction (Old Road)
Pamunuwa Road Entrance from City
Figure 1-3: Typical Road Conditions in the Study Area
1.10 Scope
The scope of work reported herein as agreed upon with the Road Development Authority, include the
following:
Treatment of Junctions- Volume I: Final Report
1-9 | P a g e
Section B5: Maharagama
• Analysis of Turning Movement Counts, Pedestrian Counts, Traffic Delay Counts or a full
traffic survey of the local area as the case may be, in order to obtain a clear picture of the
cause of the traffic congestion and to identify the remedies.
o Comprehensive analysis of traffic patterns including movement of pedestrians, parking bus
circulating, in and out of bus stands and bus halting.
o Analysis of traffic accidents in the study area.
o Consider the influence of other problems such as heavy inflows, out flows of traffic from and
to adjacent by-roads, misuse of road space etc.
o Identify the problems in the existing set up such as erroneous road markings, signs, signal
lights with faulty phases, lack of capacity for turning circles, inadequate lane widths etc.
o Calculation of benefits for technically feasible alternatives.
o Calculation of economic benefits for the above alternatives
o Based on above, recommend suitable solutions for each location which will include, solutions
such as new or improvements to signals, roundabouts, flyovers, over passes, by passes, traffic
management schemes, etc.
o If over passes/ flyovers required conceptual design of them with appropriate dimensions,
required legs etc.
o Report on the impact on Urban architecture
1.11 Data Collection
The Table 1-1 shows the details of the survey locations and type of surveys carried out pertaining to
this study. Surveys were carried out using a pool of 20 university students who were specifically
trained and worked in groups under an experienced survey supervisor. The details on how the surveys
were carried out are given in the Volume II: Appendix to this Report.
Table 1-1: Details of Surveys Carried Out
Survey Date Locations
Turning Movement Counts
(Classified)
19 Aug 2008 TM13: Clock Tower Junction TM14 : Bo Tree
Junction
TM15 : Pamunuwa Rd. Junction
TM16 : Police Station Junction
Travel Time Survey 20 Aug 2008 Maharagama Town area (from Bo-tree junction to
Police Station Junction)
Pedestrian Counts
Pedestrian OD Bo Tree Junction, Dehiwala Road, High Level
road (near Shopping Complex), Near Bus Stand
Registration Number Plate Survey
Dehiwala Road (both directions), High Level
Road (to Colombo), Old Bazaar Road (to Kottawa
– near private bus stand and near Temple)
Bus Occupancy Survey
Treatment of Junctions- Volume I: Final Report
2-1 | P a g e
Section B5: Maharagama
CHAPTER 2 TRAFFIC ANALYSIS
2.1 Road Infrastructure
The important road links within the study area and their cross sectional properties are given in Table
2-1. The A4 Road has traditionally been the major artery passing the Maharagama town centre. Newer
buildings have come up on either side of this road. But over the last few years, this road is used only
for traffic moving towards Colombo while the returning traffic uses the narrower Old Bazaar Road
which was the main street through Maharagama many decades ago. The Old Bazaar Road which is
around 575 metres in length is only a parallel access road within the city used only as a shopping
street.
The A4 Road outside the town area is 4 lanes undivided but is widened to between 5 to 6 lanes within
the study area. The Old Bazaar Road also has 3 lanes within the study area. Thus in all, 4 lanes on
ether side of the town area increase to 8 lanes within the town area. These two roads presently serve
as a one-way couplet, even though their capacities are imbalanced.
The Dehiwala Road (B094) has been improved recently with an asphalt pavement surface and lane
markings with wider shoulders. It also has 4 lanes within the study area. However much of the
available capacity on the Dehiwala Road is used either for illegal commercial activities or parking of
vehicles. Thus only a fraction of the available capacity is used at any given time.
Pamunuwa Road, the other important road in Maharagama town area has a width to accommodate
two lanes of traffic. No sidewalks are provided on either side even though this road has the highest
demand for pedestrian travel.
The Library Road is a by-pass loop from the A4 to Dehiwala Road that avoids the Clock Tower
Junction. This is narrow road not used by many users as it usually does not save time as a short cut.
However the road section with loop around the Cargills Supermarket has been used for Route 119
buses to be turned around since they have no other place to turn and getting to A4 would mean they
have to do the one way loop or do an illegal turn around the clock tower.
Table 2-1: The cross sectional details of the road links in the study area
LaneWalkway/
ShoulderDrain
Gap to
Building
Edge
Total
(Wall to
Wall)
1 High Level Road A-A 6 3.00 1.40 0.60 1.20 24.40
2 Old Road B-B 3 3.50 1.00 12.50
3 Dehiwala Road C-C 4 3.50 2.00 2.00 22.00
4 Pamunuwa Road D-D 2 3.00 1.50 2.00 13.00
5 Library Road E-E 2 2.75 1.00 7.50
Item
NoRoad Name and Section
Map
Reference
No
#
Lanes
Width of Road Sectional Elements (m)
Treatment of Junctions- Volume I: Final Report
2-2 | P a g e
Section B5: Maharagama
Figure 2-1: Road Link and Lane configuration of Maharagama City Area
All the road links in the study area are well aligned when approaching the Clock Tower junction.
There are also no horizontal or vertical curvatures that affect the traffic movements on any of the road
links. A4 Road has 5 to 6 lane capacity between the two ends of the one way system. There is excess
capacity at present and this is used to allow parking on both sides of the A4 Road except on left hand
side when moving towards Colombo up to a distance of around 100 metres beyond the Clock Tower
Junction. There are adequately wide sidewalks on most of the length of A4 Road. However the
surface of these sidewalks is in poor condition as are the obstructions such as telephone booths, signs,
electricity poles etc. Other than at junctions, there are very few places where guard rails have been
placed to protect pedestrians or to prevent vehicles from parking on the sidewalk. This results in many
pedestrians using the excess space on the carriageway as a sidewalk.
On the Dehiwala Road the entire sidewalk has been occupied for commercial activities. In this case
almost all pedestrians end up walking along the carriageway effectively reducing the four lanes to two
lanes. There are no walkway facilities on Pamunuwa Road either. Hence pedestrian and the vehicles
share the existing carriageway which reduces the speeds of the vehicular flow quite significantly.
Parking takes place on one side of the Old Bazaar Road during the off peak period. However allowing
parking on a 3 lane road has created problems to the moving traffic on Old Bazaar Road. It should be
noted that there are no separate parking bays on any of the road links within the study area. Therefore
there are problems of controlling the parking behaviors in absence of marking of space and the
orientation of on street parking lots.
Treatment of Junctions- Volume I: Final Report
2-3 | P a g e
Section B5: Maharagama
The Cross Road, a short link between A4 Road and the Old Bazaar Road connecting the Clock Tower
Junction is a very important road for traffic management. This link had been used as the approach
road to and from between the Pamunuwa Road and Dehiwala Road up until a few years ago. After the
introduction of the one-way system, this has been closed for vehicles and used only by pedestrians
and also by traders. This road link however though aligned with the Dehiwala Road is not aligned
with the Pamunuwa Road. However this could be done by demolition of a few structures and
acquiring such lands.
The land area between the A4 Road and the Old Bazaar Road having a length of around 575 meters
forms an island between these two roads. Of this centre land area, a length of less than 100 meters has
been used for the Bo Tree bus terminus and the other areas are mostly retail business premises.
Figure 2-2: Pedestrian paths between High level Road and the Old Road
There are three gaps for pedestrian crossing between the A4 Road and the Old Bazaar Road (Figure 2-
2). There should be termed as extremely unsatisfactory form of inter-route transfer where passengers
from buses in the Dehiwala and Piliyandala or Moratuwa direction can connect to either the railway
or buses going to Malabe or Sri Jayewardenepura Hospital. In fact even though the distance from the
Clock Tower Junction to the railway station is around 150 meters, there are no dedicated pedestrian
facilities for this entire length. Pedestrians in fact walk about 60 metres on the railway track itself to
reach the Railway Station from Pamunuwa Road. Since all these pedestrians use the road carriageway
on Old Bazaar Road and the Pamunuwa Road, this results in a significant reduction in available
capacity for the vehicular traffic during peak periods.
Treatment of Junctions- Volume I: Final Report
2-4 | P a g e
Section B5: Maharagama
2.2 Link Flows
The total Average Daily Traffic on the A4 Road at either end of the Maharagama Town area is above
30,000 vehicles. The ADT of the one-way link of A4 Road north of the Clock Tower Junction is
27,214 vehicles reducing to 25,945 just south of the Clock Tower Junction.
The ADT on the Old Bazaar Road which is one way in the out bound direction to Colombo is 21,236
at a location north of the junction of Pamunuwa Road. This reduces to 11,919 just passing the
Pamunuwa Road junction. This shows that there is additional traffic of 9,317 vehicles intending to
turn to Pamunuwa Road which are now doing the north and south deviation on the one way system
unnecessarily.
The traffic level at the northern link of the Old Bazaar Road (from Bo Tree junction to Pamunuwa
Road junction) has exceeded the available three lane one way capacity. This capacity problem is
further aggravated due to both the Bo-Tree junction bus terminal and the bus terminal on Old Bazaar
Road is also located within this most congested link. This one-way link between Be Tree and the
Pamunuwa Road junction is only 250 meters long. This too has reduced the capacity in that section
having two junctions in close proximity. Pamunuwa Road carries ADT of 11,323 vehicles and the
Dehiwala Road carries total ADT of 19,407 as two-way roads. The ADT of non-motorized traffic as
bicycles is less than 1% at all junctions. The detailed link flows are given in the following figures.
Treatment of Junctions- Volume I: Final Report
2-5 | P a g e
Section B5: Maharagama
Table 2-2: ADT on Links
Road ADT
Junction
Private Buses Goods
Vehicles
Non
Motorized
Vehicles
Total
Passenger
Vehicles TM13 : Clock Tower Junction
A 23,308 2,023 2,361 373 27,620
B 17,693 936 2,059 302 20,588 C 24,770 2,010 2,465 308 29,094
D This link is closed
TM14 : Bo Tree Junction A 24,769 2,010 2,417 248 28,985
B 10,561 1,381 1,043 144 12,718
C 18,944 1,879 1,949 182 22,330 TM15 : Pamunuwa Road Junction
A 18,945 1,929 1,946 185 23,005
B 6,240 144 387 153 6,925
C 20,459 2,014 1,949 166 24,588
TM16 : President’s College Junction
A 16,496 2,066 1,409 142 19,644
B 1,526 18 70 22 1,629
C 26,315 3,376 2,756 476 32,595
TM13 : Clock Tower Junction
TM14 : Bo Tree Junction
TM15 : Pamunuwa Road Junction
TM16 : President’s College Junction
Treatment of Junctions- Volume I: Final Report
2-6 | P a g e
Section B5: Maharagama
A: ADT of Passenger Vehicle Flows in the study area
B: ADT of Non-Motorized Vehicle Flows in the study area
Treatment of Junctions- Volume I: Final Report
2-7 | P a g e
Section B5: Maharagama
C: ADT of Bus Flows in the study area
C: ADT of Goods Vehicle Flows in the study area
Treatment of Junctions- Volume I: Final Report
2-8 | P a g e
Section B5: Maharagama
C: ADT of Total Flows in the study area
Figure 2-3: Traffic Flow Diagrams (ADT by Major Vehicle Groups)
2.3 Flows at Junctions
The ADT of all vehicular movements at the Bo Tree Junction and the President’s College junction are
39,370 and 37,293 respectively. At the Clock Tower Junction the ADT is marginally lower at 36,585.
This indicates that the in this particular one way arrangement, the two ends are more loaded than the
centre which is the Clock Tower Junction. Also, the adjoining Pamunuwa Road junction on Old
Bazaar Road has an ADT of 27,627 vehicles per day. Of these junctions there is no congestion at
either the Clock Tower Junction or the President’s College Junction as there is adequate capacity
available for turning movements. The congestion near the Clock Tower Junction is not due to the
junction, but the disruptions to the through flow of vehicles by the heavy use of two pedestrian
crossings which are located within 150 meters from each other. The Bo-Tree Junction however, does
get congested due to heavy turning movements and the pedestrian and bus terminus activities in the
area. The Pamunuwa Road junction also gets congested as there is a capacity problem particularly
when there are large number of pedestrians on the road especially when a train arrives or during peak
shopping periods and also when there are closures of the railway gate.
A shown in Figure 2-3 and given in Table 2-3, the private motorized passenger vehicular flows (ADT)
at all the junctions indicate its share is around 80%. Bus flows are less than 10%, while goods vehicle
Treatment of Junctions- Volume I: Final Report
2-9 | P a g e
Section B5: Maharagama
flows are between 6 to 10%. Non-motorized vehicular flows are around 1 to 2 percent. There is no
significant variation in the distribution of vehicle types between the junctions or links.
Table 2-3: ADT at Junctions
Junction
ADT
Private
Passenger
Vehicles
Buses Goods
Vehicles
Non
Motorized
Vehicles
Total
TM13 : Clock Tower Junction 33,007 (85%) 2,625 (7%) 3,470 (9%) 501 (1%) 38,949
TM14 : Bo Tree Junction 35,330 (85%) 3,390 (8%) 3,459 (8%) 393 (1%) 41,703
TM15 : Pamunuwa Road Junction 25,185 (84%) 2,074 (7%) 2,334 (8%) 338 (1%) 29,930
TM16 : President’s College Junction 33,822 (83%) 3,758 (9%) 3,298 (8%) 506 (1%) 40,916
There are an estimated 3,201 bus movements per day at Bo- Tree Junction in all three directions. This
is 2,463 at the Clock Tower Junction. The maximum bus movements of 3,514 occur at the southern
most Presidents’ College Junction. There are a further 878 bus movements recorded on Dehiwala
Road in both directions of which around 30% take “U” turns around the clock tower opposing the
one-way flow on High-level Road. There are another 188 bus movements on Pamunuwa Road. But
more than 100 of them come to Old Road through the Pamunuwa Road Junction just to turn back to
the bus stand at Pamunuwa Road by travelling back through Temple Road which is located around
150 metres due south from the junction. Total daily outward bus movements from each bus stop are
given in Figure 2-4.
Figure 2-4: Total daily one-way (Outwards )Movements of Buses from each bus stops of the
Study area
Treatment of Junctions- Volume I: Final Report
2-10 | P a g e
Section B5: Maharagama
3.4 Speed and delay
Travel Time Surveys for vehicular movements across the Maharagama town centre were obtained
using 17 individual travel passes across the Study Area from (A) � (B) � (C) � (D) � (E) � (F) )
� (G) as indicated below. These locations are shown in Figure 2-5.
A Elahena Road Junction
B Bo Tree Junction
C Pamunuwa Road Junction
D Temple Road Junction
E Presidents’ College Junction
F Teachers Training College Junction
G Clock Tower Junction
Figure 2-5: Travel Time Survey Points
The travel time speeds obtained from the travel time survey carried out on the A4 Road along the
points shown in Figure 2-5 are summarized in Table 2-4.
Treatment of Junctions- Volume I: Final Report
2-11 | P a g e
Section B5: Maharagama
Table 2-4:Summary of Link Speeds(km/h)
The speeds in km/hr of the typical movements during the evening peak hour are shown in Figure 2-6.
A - B B - C C - D D - E E - F F - G G - B B - A
Trial 1 6:57:04 27 23 18 29 30 24 27 19
Trial 2 7:06:53 15 21 26 28 26 27 26 24
Trial 3 7:24:09 31 17 17 27 29 24 34 28
Trial 4 8:09:54 21 23 26 22 37 27 33 27
Trial 5 9:50:15 22 19 23 31 34 34 31 29
Trial 6 9:53:53 25 18 27 25 26 30 37 22
Trial 7 11:12:50 24 18 10 25 29 27 41 15
Trial 8 12:28:34 23 16 27 29 17 27 36 19
Trial 9 13:06:51 28 18 21 30 32 35 31 27
Trial 10 13:43:45 14 12 11 27 22 30 46 29
Trial 11 15:50:49 19 21 23 32 24 25 29 32
Trial 12 15:57:40 32 16 25 27 19 23 30 29
Trial 13 16:02:02 26 21 17 23 32 31 38 15
Trial 14 16:05:30 26 17 26 25 30 37 38 32
Trial 15 16:47:33 20 20 17 24 34 27 33 17
Trial 16 18:09:10 22 14 18 25 24 26 44 19
Trial 17 18:25:21 11 12 13 22 22 31 29 15
Length of Section (m) 180 250 143 281 286 700 296 180
Average Speed (km/h) 23 18 20 26 27 29 34 24
Coefficient of Variation 25 19 28 11 21 14 17 27
Point
A
B
C
D
E
F
G
Legend
Elehena Road Junction
Clock Tower Junction
Training College Junction
Police Station Junction
Temple Road Junction
Pamunuwa Road Junction
Boe Tree Junction
Location of Travel Time Survey Points
Average Speed at Sections of:Trial No Start Time
Treatment of Junctions- Volume I: Final Report
2-12 | P a g e
Section B5: Maharagama
Figure 2-6: Speeds (km/hr) for Typical Movements (P.M. Peak)
Hence it can be seen that:
• The average speed of approaching the first junctions from either direction of travel on the A4
to the study area having two way movements is 23 km/hr from the Colombo direction (link
AB) and 29 km/hr from the Homagama direction (link FG).
• The average speed on one-way road section is 28 km/hr for the north bound direction on the
A4 Road but only 19 km/hr in the south bound direction on the Old Bazaar Road. This shows
a very significant difference in bound and out bound speeds. The reasons for this as discussed
earlier are; the higher number of lanes on the A4 and the lack of pedestrian facilities as well
as intense on-street parking on the Old Bazaar Road.
• The speeds on the A4 have fewer variations (denoted by the coefficient of variation in Table
2-4) throughout the day. For a five lane road these speeds could be even higher than the
average of 29 to 34 km/hr recorded for section G to B. However the heavy pedestrian
crossings in particular have reduced speeds on this link right throughout the day.
• The average speeds on the Old Bazaar Road (from B to E) range between 18 km/hr to 27
km/hr. In this case the section up to Pamunuwa Road junction has a coefficient of variation
higher than the mean. This indicates that there is intense stop and go traffic flow conditions
on that road and the speeds vary sharply from time to time. In other words congestion and
Treatment of Junctions- Volume I: Final Report
2-13 | P a g e
Section B5: Maharagama
delays can happen throughout the day. This can be explained due to a number of interferences
from on-street parking, tight junction at Pamunuwa Road, impacts of railway gate closure on
Old Bazaar Road, turning buses to and from the Bo-Tree Bus Terminus etc.
• The lowest speeds recorded are in the evening from B to D namely from (the Bo-Tree
junction on A4 to the Temple Road Junction on Old Bazaar Road). The average ranges
between 18 to 20 km/hr with individual speeds dropping to 12 km/hr over this 393 metre
section of road.
• During peak periods the congestion extends as far north as Elahena Road Junction on the A4
(location A) which means that the entire length from A to D, a distance of around 575 metres
has an average speed of around 12 km/hr. This then works out to a travel time of around 3
minutes.
• The highest speeds are recorded on the down stream of the Clock Tower Junction up to the
Bo Tree junction where the individual runs have recorded speeds of even 46 km/hr with a
daily average of 34km/hr. The impact of congestion is least on this link with the lowest
individual speed being recorded at 23 km/hr.
2.4 Pedestrian Flows
More than 2,800 hourly movements of pedestrians crossing the roads within the town area were
observed during the survey. Maximum crossings at 755 pedestrians per hour take place across the
commercially active Old Bazaar Road close to the Pamunuwa Road Junction. Around 1200 pedestrian
per hour crosses the A4 Road within 100 metres on either side of the Clock Tower Junction. This
results in the speeds of the one-way link which has adequate capacity also coming down. Total
crossings on the Old Bazaar Road within 100 meters on either side of the Pamunuwa Road Junction,
was observed as 1,063 pedestrians per hour. The total crossings within the town area bounded by the
one way system would be at least 5,000 pedestrians per hour.
In addition to the crossings there are a large number of pedestrian movements along the roads too.
Most of these pedestrians use the carriageway since only some corners of junction and a section along
the A4 Road have pedestrian facilities such as raised curbs and handrails provided. Most other roads
that have some form of sidewalks are disfunctional due to them being too narrow or being occupied
by parked vehicles or vendors. The most pedestrianized area in Maharagama town is along the
Pamunuwa Road. This has little or no facilities for pedestrians. The worst situation for pedestrians is
along the Dehiwala Road where sidewalks have been provided but have been permanently utilized for
commercial activities.
Treatment of Junctions- Volume I: Final Report
2-14 | P a g e
Section B5: Maharagama
Figure 2-7: Hourly pedestrian movements across the Main Roads at Pedestrian Crossings
2.5 Bus Stands
There are 323 buses allocated to 6 bus terminals spread around Maharagama Town. As shown in
Table 2-5, more than 90% of them are private operators. The most number of buses, 64 including 10
SLTB buses are allocated to the Route # 138 bus route (Maharagama - Colombo) which is a high
frequency commuter route. The Maharagama – Dehiwala Route #119 which is an inter-suburban town
service has 55 buses, followed by another inter suburban route #341 which is between Piliyandala and
Maharagama. All the other routes have less than 30 buses. However it was observed that all these
buses have stopped alongside the main road links and no special areas allocated as a bus stand (Figure
2-8). There are an estimated 2,520 (80% of 3154 scheduled) bus arrivals and departures per day,
carrying an estimated 100,000 passengers to and from Maharagama Town. Although a separate
passenger origin-destination surveys was not within the scope of this study, it may be safely assumed
that at least 40% of these trips would be transfer trips at Maharagama. This invariably means that
40,000 passenger movements have to be made from one bus terminal to another. This explains the
very heavy pedestrian flows across the road. Thus it may be estimated that of the 5,000 pedestrian
crossings per hour at least 40% percent should be due to the lack of a central bus terminal and
resulting from passengers moving between the on-street terminals.
Treatment of Junctions- Volume I: Final Report
2-15 | P a g e
Section B5: Maharagama
Table 2-5: Details at different Bus Terminals in the study area
Figure 2-8: Location of Bus Terminals in Maharagama Town
2.6 Railway Station and Passengers
There are around 12 to 15 trains per day stopping at the Maharagama Railway Station. An estimated
4,500 passengers board or alight from these trains. Most of them would take connecting buses. The
Private SLTB Total Round Trips Total
1 Colombo High Level Road 138 54 10 64 5 640 BS 1
2 Dehiwala Dehiwala Road 119 51 4 55 5 550 BS 3
3 Piliyandala Dehiwala Road 341 32 32 4 256 BS 4
4 Kotahena High Level Road 112 26 2 28 3 168 BS 1
5 Ihalabope Old Road 124 27 27 4 189 BS 2
6 Horana Old Road 280 22 3 25 4 175 BS 2
7 Moratuwa Dehiwala Road 192 20 4 24 5 240 BS 4
8 Malabe Old Road 993 18 2 20 5 200 BS 2
9 Cancer Hospital Dehiwala Road 345 16 16 7 224 BS 5
10 Nawarohala Pamunuwa Road 212 12 1 13 8 208 BS 6
11 Bokundara Dehiwala Road 341/2 11 11 8 176 BS 4
12 Neelammahara Dehiwala Road 341/1 8 8 8 128 BS 4
297 26 323 3154
Number of Buses at each Bus Route Trips per Day
Total
Origin Bus
Stand No Destination Route No
Treatment of Junctions- Volume I: Final Report
2-16 | P a g e
Section B5: Maharagama
most likely connections are Route # 119 to Dehiwala, Route # 341 to Piliyandala, Route # 192 to
Moratuwa, Route # 993 to Malabe and Route # 212 to Nawarohala (Sri Jayewardenepura Hospital).
Passengers catching Route #s 119, 192, 341 have to cross the Old Bazaar Road as well as the A4
Road and walk between 200 to 600 metres along congested sidewalks both in the morning as well as
in the evening.
2.7 Accident Studies
The road traffic accident data collected from the Maharagama Police are given in Table 2-6. This
shows that there were 109 accidents recorded during the first 8 months of 2008 within the study area.
This makes around 45% of all accidents recorded by the Maharagama Police during this period.
Table 2-6: Accidents Recorded within Study Area (8 months of 2008)
Year Road
Location Accident Type
Total From To Fatal Grievous
Light
Injuries
Property
Damages
to
8/31/2008 High Level Road
Police Station
Jct
Clock Tower
Jct 0 2 0 14 16
to
8/31/2008 High Level Road Clock Tower junction 0 3 0 12 15
to
8/31/2008 High Level Road
Clock Tower
Jct Bo Tree Jct 0 10 0 20 30
to
8/31/2008 Pamunuwa Road Old Road Jct 0 4 0 5 9
to
8/31/2008 Temple road Old Road Jct 0 1 0 4 5
to
8/31/2008 Dehiwala Road
Clock Tower
Jct
Katuwawala
Road Jct 1 13 0 20 34
2006 9 33 131 438 611
2007 5 46 142 302 495
8/31/2008 2 26 63 151 242
As shown in Figure 2-9, the most number of accidents including the single fatal accident has occurred
on the Dehiwala Road which was described as the worst for pedestrians. The second highest number
of accidents has occurred on the one-way section of A4 between Clock Tower Junction and the Bo
Tree Junction a distance of only 250 metres where there have been 30 accidents over 8 months. This
was observed to be the fastest link within the town with individual average speeds well over 30 km
per hour. This is possibly due to a combination of high speeds, heavy left to right merging over a
relatively short section of road and heavy pedestrian crossings.
Treatment of Junctions- Volume I: Final Report
2-17 | P a g e
Section B5: Maharagama
Figure 2-9: Locations of accidents within Study Area
3.11 Summary of Problems
The following is a summary of problems identified in the study area:
• The study area consists of four important junctions within a close area. The through traffic
passing the Maharagama town on A4 Road will have to pass at least three of these junctions.
• The main traffic through flow which is the flow on A4, has been separated in to two one way
roads (A4 and Old Bazaar Road) of unequal capacity which results in different average
speeds and different delays and levels of congestion in the two directions of travel. The traffic
returning from Colombo is slower and the extent of congested flow reaches the Elahena Road
Junction a distance of around 300 metres from the centre of the town.
• There are around 40,000 vehicle movements at both ends of one-way loop (A4 Road/Old
Bazaar Road). The ADT on the Clock Tower Junction (6 lanes x 4 lanes) and Pamunuwa
Road /Old Bazaar Road Junction (3 lanes x 2 lanes) is 36,585 and 27,627 vehicles per day
respectively. This clearly shows that the ends of the town area are more loaded than the
centre.
• The average link flow on A4 Road with 5 to 6 lanes is only 27,214 while the Old Bazaar
Road having 3 lanes has to carry an ADT of 21,236. This indicates that the per lane flow of
ADT in Old Road is more than 60% of High Level Rd (7,078/4,535). The excess road
capacity on A4 Road is used for on-street parking.
• Analysis shows that each of the links presently carrying between 18,000 and 28,000 vehicles
per day. However the one way system appears to be contributing around 9,000 trips on each
09
0515
09 - Junction
- Link
Treatment of Junctions- Volume I: Final Report
2-18 | P a g e
Section B5: Maharagama
link. In other words the links and junctions are now 30 to 50 more loaded than with a two way
system. The only point where there would be a problem with a two way system is the Clock
Tower Junction where the total flow is only less than 37,000 vehicles per day and controllable
with a traffic signal.
• There are an estimated 5,000 pedestrian movements crossing the roads within this study area
per day. This means that there are more pedestrians on the roads in Maharagama town area
than there are vehicles. However other than the 5 pedestrian crossings there are little or no
facilities dedicated for pedestrian use.
• Average hourly crossings at the 3 legal crossings across the A4 Road alone is as high as
1,200. The flow on the two legal crossings on Old Bazaar Road is 1,100.
• The demand for pedestrians walking along the roads is as high as the demand for road
crossings. There are sidewalks of inadequate capacity and uneven surfacing in the city centre
and most of the roads do not have any sidewalks or guard rails. The most pedestrianized area
in the Maharagama town is the Pamunuwa Road which has no facilities for pedestrians. The
worst road section is the Dehiwala Road where sidewalks have been provided but almost all
of such spaces have been illegally used for commercial activities.
• This results in many pedestrians getting on to the carriageway as the poor quality of the
unpaved shoulders or having to weave in and out between parked vehicles and kiosks makes
walking on the sidewalks difficult or impossible).
• There is no central bus terminal in Maharagama town. Presently around 2,520 bus trips begin
or end at the Maharagama town in one of 6 designated bus terminals all of which are on-street
bus stops.
• 320 bus trips from Nugegoda to Dehiwala travel an additional 1.1km over the one-way loop
instead of the 300meters if two-way was operational. These are just additional movements
that are not necessary if that bus stand is centrally located.
• There is no parking control on any of the road links except during peak hours on A4 Road.
Both sides of all roads are used for parking throughout the day other than during the morning
peak. One-sided on-street parking is allowed on Old Bazaar Road is allowed. This has
resulted in reducing the speeds on that road even further.
• There are two primary reasons for traffic congestion in Maharagama are as follows:
o The decentralized nature of bus terminals across the town area has resulted in
extremely intense pedestrian movements across the town and especially those
crossing the A4 as well as the Old Bazaar Road which are presently used as the main
artery.
o The second reason is that the one-way arrangement while it has avoided the
signalization of the Clock Tower Junction has resulted in as high as 30 to 50% more
traffic on each of the links and junctions in the study area.
Treatment of Junctions- Volume I: Final Report
2-19 | P a g e
Section B5: Maharagama
• The non-signalization of Clock Tower Junction has not achieved much since the traffic on A4
as well as Old Bazaar Road has to stops a total of 5 times (3 in Colombo direction and 2 times
in the opposite direction) in order to facilitate the heavy pedestrian flows across the two
roads. This results in vehicles being stopped to allow these pedestrian crossings anyway.
Hence the savings from non signalization have not been realized. If signalized the pedestrian
crossings could have been incorporated to the signal design and there would have been little
or no extra delay.
• The on-street bus terminals spread throughout the town also created many parking and traffic
congestion issues.
• Moreover the high flow of pedestrians along the sidewalks especially between the bus
terminals. This also attracts pavement vendors who in turn occupy the sidewalks and force the
pedestrians on to the road thus reducing the capacity of the roads and creating further
congestion.
• During peak periods the speeds on the Old Bazaar Road reduces to below 12 km/hr
intermittently. Even during the off-peak periods speeds are low and the daily average is
around 19 km/hr.
• The Old Bazaar Road between the Bo Tree Junction and Temple Road Junction is the worst
congested. The primary reason why this link gets blocked are; (a) the inadequate capacity, (b)
bus movements in and out to bus terminal near Bo Tree Junction, (c)on-street parking of
vehicles and (d) the large number of pedestrian movements across and along the road
specially those accessing the bus terminal and railway station.
• The pedestrians on A4 Road have to cross 6 lanes of traffic, where the excess capacity has
allowed higher speeds in the one way system. There is a greater risk from vehicles that are
attempting to overtake each other when there are pedestrians are present at the middle of
crossing without a central refuge.
• A total of 109 accidents have been recorded in the study area during the first 8 months of
2008. This is 45% of the total recorded in the entire Maharagama Police area. Of is 75
accidents have occurred within the one-way loop and 61 of them, are from the A4 Road
alone. This clearly shows the adverse effect of the one-way system which has been introduced
without addressing the other transport problems in the city.
• The most number of accidents have occurred on the Dehiwala Road which has the worst
situation since all sidewalk space has been occupied by vendors
Treatment of Junctions- Volume I: Final Report
3-1 | P a g e
Section B5: Maharagama
CHAPTER 3 PROPOSED SOLUTIONS
3.1 Option 1: Signalization of Clock Tower Junction with Two-way traffic on
A4 Road
All indicators suggest that the Clock Tower Junction should be signalized and the A4 Road be made
two -way again. There is adequate capacity for this and signalization will be effective. There is also a
need to open the closed Cross Road leading up to Old Bazaar Road from the Clock Tower Junction.
This will allow the direct movement of traffic between Dehiwala and Pamunuwa approaches as well
as to and from the A4 road without having to circle half the town and adding to flows on all the links
and junctions. The Old Road can be kept one-way too as it is now. This new arrangement will
produce the following outcomes.
• It will reduce the junction movements at Bo Tree Junction by 23%, Presidents’ College
Junction (South End) by 6% and Pamunuwa Road Junction by 52%. But this will increase the
junction movement at Clock Tower Junction by 33%.
• There will be reduced number of vehicles (or not at all) on the Old Bazaar Road section
between Bo Tree Junction and the Clock Tower Junction thereby making space for parking,
pedestrian facilities and also bus stops.
• The available capacity of A4 Road can be utilized.
• There is no requirement to make the other junctions (Bo Tree and Presidents’ College
Junction) signalized as there are very few vehicles taking right turns. There will be around 3
vehicles per minute at these junctions and channelized flow with a turning lane would be
adequate.
• The pedestrian crossings on A4 can be incorporated to the signalized intersection or remote
ones can be coordinated with the through platoon movement. This will increase average
speeds on the traffic flow out bound from Colombo while keeping the speed of the inbound
flow the same amount.
Along with the signalization, a number of other general improvements should also be carried out:
• The sidewalks along A4 Road that are not serviceable should be improved with even surfaces
and guard rails.
• Provide raised sidewalks for pedestrian movements along the Old Bazaar Road from Bo Tree
Junction to Temple Road Junction should be made more pedestrian friendly and to give
pedestrian priority. Speeds of motorized vehicles should be limited to 30 km/hr on this Old
Bazaar Road. Space for vehicle movements should be limited as should be space for parking.
• The shoulders on the Pamunuwa Road should be developed and raised sidewalks created with
space for on-street parking.
• The sidewalks on Dehiwala Road should be cleared of vendors and other obstructions and
resurfaced.
Treatment of Junctions- Volume I: Final Report
3-2 | P a g e
Section B5: Maharagama
The proposed lane configuration for the integrated signalization is shown in Figure 3-1. The details of
improvements are given in Table 3-1. The cost estimate for same is given in Table 3-2.
Figure 3-1: Lane configuration and extent of improvements to roads.
There are a total of 8.38 lane kilometers in the 1.99 km length of roads within the study area. It is
proposed that only the where improvements are necessary should be re-constructed. These
improvements should include surfacing, drainage, sidewalks, guard rails, road signs and markings etc.
Table 3-1: Items and the Quantities for Improvement in the Study Area
It is proposed that the conflicts at the North and the South Ends of the Old Bazaar Road to A4 Road
Junctions are to be managed with stop signs, channelization and clear lane markings. Details are given
in Table 3-1. There is only one building to be partially demolished and land acquired for widening
Asp
ha
lt
Su
rfa
cin
g (
m2
)
Wa
lkw
ay
s (m
2)
Dra
ins
(m)
Ro
ad
Sig
ns
(No
s)
Ro
ad
Ma
rkin
g
(m)
Fe
nci
ng
an
d
Ba
rric
ad
es
(m)
Tra
ffic
Sig
na
l
(No
s)
Acq
uis
itio
n
(m2
)
1 High Level Road 900 6 16200 3000 600 20 4500 300 1 -
2 Old Road 700 3 - 600 300 14 1400 - - -
3 Dehiwala Road 250 4 800 1500 500 10 900 400 - -
4 Pamunuwa Road 100 2 800 300 200 4 100 - - -
5 Cross Road 40 2 320 200 - 4 40 - - 200
6 Total 1990 18120 5600 1600 52 6940 700 1 200
No Road Length (m) # Lanes
Development Type and Quantity
Treatment of Junctions- Volume I: Final Report
3-3 | P a g e
Section B5: Maharagama
the Cross Road between A4 Road and the Old Bazaar Road at Clock Tower Junction and also to
reduce the offset between these the Clock Tower Junction and the Pamunuwa Junction. There are
1,290 meters of sidewalks to be considered for reconstruction along the road network in the study
area. Fencing and barricades has been proposed both on A4 Road and the Dehiwala Road near the
Clock Tower Junction to control the heavy pedestrian movements. The cost estimates are given in
Table 3-2.
Table 3-2: Cost Estimates for Signalization and improvements to the Roads in the Study Area
3.1.1 Signal Design
The Clock Tower Junctions can be signalized with a three phase system, according to the estimated
traffic flows at the junction for two way traffic both on A4 Road and the Dehiwala Road. The Cross
Road is to be opened and operated as a one-way road to access the Old Bazaar Road and the
Pamunuwa Road. This will reduce making of a large number of right turns at the Bo Tree Junction
and reducing the travel distance. However by making the Cross Road one way, traffic coming out of
Pamunuwa Road will be required to follow the existing path to travel to Presidents’ College Junction
and return to Clock Tower Junction. This too can be reduced if sufficient width can be obtained from
Qty Amount (Rs)
1.0 Land Acquisition, & Demolition and Reconstruction
1.1 Total Road Length m 1990
1.2 Two Storey m2 60000 200 12,000,000.00
1.3 Total Land m2 75000 200 15,000,000.00
Sub Total 1 27,000,000.00
2.0 General Civil Cost
2.1 Preliminaries Sum 4,000,000.00
2.2 Clearing m2 80 3000 240,000.00
2.3 Demolistion of Structures Sum 500,000.00
2.4 Base & Sub Base m2 850 500 425,000.00
2.5 Asphalt Surfacing m2 2,300 18120 41,676,000.00
2.6 Walk Ways m2 900 5600 5,040,000.00
2.7 Kerbs m 1,450 2580 3,741,000.00
2.8 Drains m 4,600 1600 7,360,000.00
2.9 Fencing and Barricades m 14,000 700 9,800,000.00
2.10 Road Markings m 100 6940 694,000.00
2.11 Sign Boards Nos 35,000 52 1,820,000.00
2.12 Traffic Signal Unit Nos 6,000,000 1 6,000,000.00
Sub Total 2 81,296,000.00
Total 108,296,000.00
Add for Variations (20%) 21,659,200.00
Grand Total 129,955,200.00
Ite
m N
o
Item Description Unit Rate (Rs)
Improvements to Roads at the
Study Area and Signalization of
the Clock Tower Junction
Treatment of Junctions- Volume I: Final Report
3-4 | P a g e
Section B5: Maharagama
Cross Road widening to perfectly align Pamunuwa Road, Cross Road and Dehiwala Road so that the
two junctions can work on combined signal timing. The estimated average daily traffic movements
are given in Figure 3-2.
Figure 3-2: Estimated Two way traffic at Clock Tower Junction
The signal cycle time at the Clock Tower Junction can be kept at an average of between 60 to 80
seconds for a three phase arrangements except during short periods of time during the morning peak.
However, the cycle time during morning peak reaches up to 180 seconds for duration of around ½
hour.
The total delay to vehicles arising from the signalizing of the Clock Tower Junction with two-ways is
calculated as (237 x 1.2) 284 vehicle hours a day.
Treatment of Junctions- Volume I: Final Report
3-5 | P a g e
Section B5: Maharagama
Figure 3-3: Cycle time of the two phase system during the day time at Clock Tower
Junction
3.1.2 Other supplementary improvement to signalization
The A4 Road beyond the Old Bazaar Road connection at the two ends should be improved to have 4
lanes for a length of 100 meters (Figure 3-1) beyond these junctions. Channelization, lane markings
and stop signs are proposed at both junctions.
3.1.3 Centralization of the Bus Terminals
All the existing bus stands are decentralized to many places at present. There is a bus stand that has
been constructed by the UDA in the past but is unused at the moment. This bus stand building is
constructed at the centre of a 70 perches land area. The bus stand is not adequate to handle all the 323
buses originating from the Maharagama City. The bus stand can be used for passenger loading after
making some improvement to the ground area circulation and the access. There is another land with
an extent of around 48 perches called “Siyambalagaha Land” occupying the land between the Old
Bazaar Road and the Railway track adjoining to the Temple Road. According to the Maharagama UC
officials pointed out at the joint site visit made on 3rd February 2009, this land is available and can be
developed as a bus terminal.
Initially, this UDA bus stand on the 70 perch land which is from where the Malabe and Horana bus
routes operate at present and the 48 perch land called Siyambalagaha can be combined to function as a
central bus stand in Maharagama City with a linkage to the Railway Station as well. With a proper
design and an operational plan to handle all the 323 buses originating from Maharagama this is
0
20
40
60
80
100
120
140
160
180
200
06
.30
-06
.45
07
.00
-07
.15
07
.30
-07
.45
08
.00
-08
.15
08
.30
-08
.45
09
.00
-09
.15
09
.30
-09
.45
10
.00
-10
.15
10
.30
-10
.45
11
.00
-11
.15
11
.30
-11
.45
12
.00
-12
.15
12
.30
-12
.45
13
.00
-13
.15
13
.30
-13
.45
14
.00
-14
.15
14
.30
-14
.45
15
.00
-15
.15
15
.30
-15
.45
16
.00
-16
.15
16
.30
-16
.45
17
.00
-17
.15
17
.30
-17
.45
18
.00
-18
.15
Cy
cle
Tim
e
Time
Adjusted Cycle Time (Maharagama Clock Tower Junction)
Treatment of Junctions- Volume I: Final Report
3-6 | P a g e
Section B5: Maharagama
possible. Since the Old Bazaar Road near Bo Tree Junction will not carry much traffic after
signalization and restoration of two way system, both the UDA bus stand and the present bus stand at
Old Bazaar Road can be combined to function together as there will be some on-street capacity as
well. This section of Old Road between Bo Tree Junction and the Bus stand entry and exit can be
also made one-way to streamline the flow of buses. There can be bus priority designs on this section
of road as other vehicles need not use this road as a through road.
Land utilization in the city centre is typical of any suburb with commercial activities dominating the
town centre. The recent development of Maharagama as a place for clothing and fabric seems to have
many new users to the city centre too. The built forms have evolved along with the new users rather
than with the needs of the citizens. The city centre does not provide any in-between spaces where city
life could occur. With the bus stations located all over the town and with the informal trading sector
occupying most of the public spaces and pavements, Maharagama seems to have completely lost its
public realm. As such, it is essential to centralize the transport and transiting, while giving a complete
face lift to the public spaces. Since activities usually follow the people’s movements, the informal
sector can be relocated around such centralized commuter facilities. A separation of vehicle traffic
that passes through the city from traffic within the city would be also essential, and the latter can be
integrated with pedestrian movements. As a whole, we believe that a good urban design could solve
most of the problems in Maharagama.
Figure 3-4: Linkage between Bus Terminal, Bus Park and Railway Station
The Siyambalagaha land can be used as a bus park till buses get the turn at the proposed Centralized
Bus Terminal. There will be capacity for around 30 buses at this site after improvements are made.
This is considered adequate for a terminal which dispatches 720 bus trips per day. However, this can
be achieved only with a proper timetable and professional bus terminal management. The cost of the
medium term solution proposed and discussed above is given in Table 3-3. Therefore, the total cost
Treatment of Junctions- Volume I: Final Report
3-7 | P a g e
Section B5: Maharagama
of the Option 1 becomes approximately (130 + 184) 314 million rupees. The new Bus Stand and the
proposed rerouting of the buses are shown in Figure 3-5.
Table 3-3: Cost of the Proposed Bus Stand and the Bus Park Development
Qty Amount (Rs)
1.0
Total Land Area (Bus Park and Bus Stand) Perches 118
1.1 Single Storey (Siyambalagaha Land) m2 5000 600 3,000,000.00
1.2 Total Land (Siyambalagaha Land) m2 75000 1150 86,250,000.00
Sub Total 1 89,250,000.00
2.0
2.1 Preliminaries Sum 2,000,000.00
2.2 Clearing m2 80 2307 184,532.80
2.3 Demolistion of Structures Sum 200,000.00
2.4 Retaining Wals m 10,000 100 1,000,000.00
2.5 Base & Sub Base m2 1,350 2307 3,113,991.00
2.6 Asphalt Surfacing m2 2,300 2307 5,305,318.00
2.7 Walk Ways m2 900 300 270,000.00
2.8 Kerbs m 1,450 200 290,000.00
2.9 Drains m 4,600 280 1,288,000.00
2.10 Fencing and Barricades m 14,000 200 2,800,000.00
2.11 Road Markings m 100 500 50,000.00
2.12 Sign Boards Nos 35,000 10 350,000.00
2.13 3m wide Elevated Pedestrian Walkway (Railway and Bus Stand) m 150,000 150 22,500,000.00
2.14 Development for Bus Stand and Passenger Facilities P Sum 25,000,000 1 25,000,000.00
Sub Total 2 64,351,841.80
Total 153,601,841.80
Add for Variations (20%) 30,720,368.36
Grand Total 184,322,210.16
Rate (Rs)
Improvements to UDA Bus Stand
and Bus Park at Siyambalagaha
Land
General Civil Cost (Both Bus Stand and Park)
Land Acquisition, & Demolition and Reconstruction
Ite
m N
o
Item Description Unit
Treatment of Junctions- Volume I: Final Report
3-8 | P a g e
Section B5: Maharagama
Figure 3-5: Proposed Bus Stand and Proposed Bus Circulation Plan
4.2 Option 2: Flyover
The ADT of through traffic on A4 Road pass the Clock Tower Junction is around 18,500 vehicles.
Therefore, the average hourly through traffic flow on A4 Road is over 1,200 vehicles per hour. This is
around 1450 vehicles per hour in peak hours at both directions. Therefore, if it is to construct a
flyover across these Clock Tower Junctions on A4 Road, two lanes are adequate for about 10 years
period without reaching the capacity. Also if we assume that three wheelers and buses do not use the
flyover, this estimate reduces by more than 20% and the design life could be further increased without
reaching the capacity of two lane facilities. The minimum length required is 300meters to pass only
the Clock Tower Junction with minimum vertical clearance of 5.5m under the junction.
The flyover needs to have two lanes and need approximately 8meters width with minimum of 7.32
meters of carriageway. There is a need of two access roads of 5.5m wide to allow overtaking at either
sides of the flyover at ground level. If 3m wide walkway are provided at the building frontage of the
shops, it is required a minimum width of 25meters to accommodate the flyover. This could be
provided without demolition of any commercial buildings since this width is available on A4 Road
within the study area. However it is required to widening the carriageway and new walkways are to be
constructed within the entire length. Also the Cross Road should be fully cleared and improved to
have at least 2 lanes and to be allowed for two way traffic between Pamunuwa Road and Dehiwala
Road. The longitudinal section of the flyover across the Clock Tower Junctions is shown in Figure 3-
6. The cost estimate of the flyover is given in Table 3-4.
Treatment of Junctions- Volume I: Final Report
3-9 | P a g e
Section B5: Maharagama
Figure 3-6: Longitudinal Section of the proposed flyover
Table 3-4: Cost Estimate for Flyover
Qty Amount (Rs)
1.0 Land Acquisition, & Demolition and Reconstruction
1.1 Road Length m 300
1.3 Two Storey m2 50000 650 32,500,000.00
1.3 Total Land m2 75000 650 48,750,000.00
Sub Total 1 81,250,000.00
2.0 General Civil Cost
2.1 Preliminaries Sum 10,000,000.00
2.2 Clearing m2 80 650 52,000.00
2.3 Demolition of Structures Sum 4,500,000.00
2.4 Base & Sub Base m2 850 1380 1,173,000.00
2.5 Asphalt Surfacing m2 2,300 4770 10,971,000.00
2.6 Walk Ways m2 900 2700 2,430,000.00
2.7 Kerbs m 1,450 1960 2,842,000.00
2.8 Drains m 4,600 900 4,140,000.00
2.9 Fencing and Barricades m 14,000 500 7,000,000.00
2.10 Road Markings m 100 720 72,000.00
2.11 Sign Boards Nos 35,000 40 1,400,000.00
Sub Total 2 44,580,000.00
3.0 Cost of Flyover (2 Lane) m 3,038,194 300 911,458,333.33
Total 1,037,288,333.33
Add for Variations (20%) 207,457,666.67
Grand Total 1,244,746,000.00
Ite
m N
o
Item Description Unit Rate (Rs)
Flyover Option (To Overpass the
Clock Tower Junction Only)
Treatment of Junctions- Volume I: Final Report
3-10 | P a g e
Section B5: Maharagama
We shall also add the cost of Rs 184.3 million estimated for the construction of the bus terminal and
bus park shown under the signalization option which needs to be included in the flyover option as
well. This will increase the flyover project cost to Rs 1,429 million.
3.1.1 Impact of Flyover on Urban Landscape
Maharagama Town is considered as one of the most residential suburbs of Colombo. It is also known
as a famous destination for new migrants to Colombo. This means one may find a large numbers
commuting to and from Colombo, thus making the town centre a busy place throughout the day. The
town centre certainly is a major node on the High Level Road, one of the major artilleries that connect
the capital with its suburbs. The High Level road has been made into a one-way road towards
Colombo while the narrower ‘old road’ which runs parallel to High Level is used for the traffic that
leaves Colombo. High Level being a wide road dissects the city centre and has become the most
prominent feature of the city. From the point of view of urban design this is rather unhealthy because
this domination of a road as well as dissecting turns Maharagama into a non-city failing to contain the
public realm. The lifelessness caused by this no-man’s land in the middle of the city centre also cost
the sense of belonging and place-identity. This is why we could see people always hurrying from bus
station to another or driving fast rather attempting to spend some time in the city centre. We note if it
is not for the activities which involve daily needs of the people, Maharagama would definitely
become a haunted town.
A flyover would further strengthen the dissecting of the city. The creation of this inhumane structure
would eventually push the city centre into dark, unusable, and dead space thus further deteriorating
urban aesthetics. The citizen will feel like entering into an inhabitable construction yard thus the
container quality of the city centre would be further lost. Although, the traffic problem may be eased
on the town centre, one could question whether the cities are built for people or vehicles. The flyover
will as a whole have a negative impact on Maharagama from the point of view of urban space.
Treatment of Junctions- Volume I: Final Report
4-1 | P a g e
Section B5: Maharagama
CHAPTER 4 COST BENEFIT ANALYSIS
4.1 Benefits
Economics benefits from this project are many fold. For the purpose of this study we will include the
following benefits:
• Reduction in Vehicle Operating Costs for vehicles using A4 Road, Dehiwala and Pamunuwa
Roads
• Value of Travel Time Savings for vehicles on A4 Road, Dehiwala and Pamunuwa Roads
• Saving from Reduction of Accidents
4.2 Traffic Analysis
In computing the above benefits the traffic analysis has considered the following.
The present travel speeds reported in Chapter 3 can be summarized as follows:
• A4 Road Through Traffic approaching from Kottawa direction – 28 km/hr
• Old Bazaar Road Through Traffic approaching from Colombo direction – 19 km/hr
• Pamunuwa Road approaching Traffic coming around to Clock Tower– 24 km/hr
• Dehiwala Road traffic coming up to Pamunuwa Road junction – 18 km/hr
The two options considered along with the other traffic management measures that have been
recommended will improve the speeds of these flow movements in particular.
The signalization delay for the 3 phase arrangement was estimated at 193 vehicle hours. The average
speed within the area without signal delay can be estimated as follows:
• A4 Road Through Traffic approaching from Kottawa direction – 25 km/hr
• A4 Road Through Traffic approaching from Colombo direction – 25 km/hr
• Pamunuwa Road approaching Traffic coming to Clock Tower– 20 km/hr
• Dehiwala Road traffic coming up to Pamunuwa Road junction – 20 km/hr
This also includes improvements to speed due to the movement of on-street bus terminals to the
proposed centrally off-street locations. It is also assumed that signalization and shifting of bus stands
will reduce all types of accidents by 1/3rd. Benefits to pedestrians has not been included in the
analysis.
In the flyover option, it was shown in Section 4.1 that the estimated average demand would be around
18,500 vehicles per day, with an average flow rate of 1,450 vehicles in both direction of a two lane
flyover per hour. After adjusting for capacity reduction factors with respect to lane width, gradient
and heavy vehicles (and low horse powered vehicles) we get a volume to capacity ratio of 0.6 which
translates to average speeds of around 40 km per hour for a maximum speed limit of 50 km/hr and
Treatment of Junctions- Volume I: Final Report
4-2 | P a g e
Section B5: Maharagama
free flow speed of 70 km/hr. However, low horse powered vehicles such as three wheelers, and some
motor cycles as well as heavy vehicles such as trucks and buses are unlikely to attain this speed
especially on the gradient. Since these vehicles constitute nearly 50% of the flow, the average speed
may have to be considered as 35 km/hr for the flyover. With respect to the turning movements from
Dehiwala and Pamunuwa approaches, we will not assume any change from the signalization option.
4.3 Economic Benefits
Table 4-1 and Table 4-2 show the computation of economic costs and benefits for the signalization
and flyover options respectively. The calculations are based on a ‘before and after’ traffic flow
estimate taking into account the flow estimates given in Section 5.2.1 for private vehicles, goods
vehicles and buses separately. The cost estimation uses unit values from ‘Assessing Public Investment
in the Transport Sector’1. These include vehicle operating costs at given speeds wherein the roughness
was assumed at IRR =3. The Value of Time for passengers was taken after considering Vehicle
Occupancy Rates (VOR) and the Value of Time (VoT) from the above reference after adjusting for
price escalation using CCPI. All estimates shown in Table 5.3 and Table 5.4 are in SLR in 2008
prices.
Accident savings are computed assuming that 1/3rd of the accidents presently occurring at the
Maharagama study area can be reduced by signalization. In the case of a fly over which will separate
many conflicts and make it safer for both pedestrians as well as vehicle users this has been assumed at
50%. The economic cost of accidents also has been taken from the same source.2
1 National Planning Department, Authored by Kumarage A.S., Ed Storm, T.L. Gunaruwan et al, 1999
2 Ibid
Treatment of Junctions- Volume I: Final Report
4-3 | P a g e
Section B5: Maharagama
Table 4-1: Economic Analysis for Signalization Option
PRESENT SCENARIO-2008
Vehicle Operating Cost
ADT (Average) length speed VOC(Rs/km)
Ann.
Cost
Section Private Bus Truck Total metres km/hr Private Bus Truck Rs Mn
A4 Approaching from Colombo turning to Pamunuwa Rd 2,313 260 318 2,891 180 12 41.64 81.09 74.16 8.9
A4 Approaching from Colombo proceeding to Kottawa 7,440 837 1,023 9,300 854 20 31.92 58.65 54.36 102.3
A4 Approaching from Colombo turning to Dehiwala Rd 2,350 264 323 2,937 1554 25 28.08 46.68 46.47 50.8
A4 Approaching from Kottawa turning to Dehiwala Rd 4,875 548 670 6,094 700 28 26.91 45.81 44.37 45.6
A4 Approaching from Kottawa proceeding to Colombo 7,440 837 1,023 9,300 854 28 26.91 45.81 44.37 84.9
A4 Approaching from Kottawa turning to Pamunuwa Rd 1,771 199 244 2,214 1034 18 32.91 60.90 56.34 30.5
B504 Approaching from Pamunuwa turning to Kottawa 1,771 199 244 2,214 674 22 31.59 67.75 62.28 20.0
B504 Approaching from Pamunuwa turning to Dehiwela 1,030 116 142 1,287 1374 25 28.08 46.68 46.47 19.7
B504 Approaching from Pamunuwa turning to Colombo 2,313 260 318 2,891 1528 25 28.08 46.68 46.47 49.1
B094 Approaching from Dehiwala turning to Kottawa 1,734 195 238 2,168 1008 20 31.92 58.65 54.36 28.1
B094 Approaching from Dehiwala turning to Colombo 2,350 264 323 2,937 154 28 26.91 45.81 44.37 4.8
B094 Approaching from Dehiwala turning to Pamunuwa Rd 1,030 116 142 1,287 334 20 31.92 58.65 54.36 5.5
439.7
Treatment of Junctions- Volume I: Final Report
4-4 | P a g e
Section B5: Maharagama
Travel Time Costs
Approach ADT length speed VOT(Rs/hr)
Ann.
Cost
Private Bus Truck Total metres km/hr Private Bus Truck Rs Mn
A4 Approaching from Colombo turning to Pamunuwa Rd 2,313 260 318 2,891 180 12 204 1116.9 4.0
A4 Approaching from Colombo proceeding to Kottawa 7,440 837 1,023 9,300 854 20 204 1116.9
36.7
A4 Approaching from Colombo turning to Dehiwala Rd 2,350 264 323 2,937 1554 25 204 1116.9 16.9
A4 Approaching from Kottawa turning to Dehiwala Rd 4,875 548 670 6,094 700 28 204 1116.9
14.1
A4 Approaching from Kottawa proceeding to Colombo 7,440 837 1,023 9,300 854 28 204 1116.9 26.2
A4 Approaching from Kottawa turning to Pamunuwa Rd 1,771 199 244 2,214 1034 18 204 1116.9
11.7
B504 Approaching from Pamunuwa turning to Kottawa 1,771 199 244 2,214 674 22 204 1116.9 6.3
B504 Approaching from Pamunuwa turning to Dehiwela 1,030 116 142 1,287 1374 25 204 1116.9
6.5
B504 Approaching from Pamunuwa turning to Colombo 2,313 260 318 2,891 1528 25 204 1116.9 16.3
B094 Approaching from Dehiwala turning to Kottawa 1,734 195 238 2,168 1008 20 204 1116.9 10.1
B094 Approaching from Dehiwala turning to Colombo 2,350 264 323 2,937 154 28 204 1116.9 1.5
B094 Approaching from Dehiwala turning to Pamunuwa Rd 1,030 116 142 1,287 334 20 204 1116.9 2.0
152.2
VOR
VOT
Private 1.2 170
Bus 30
1116.9
Treatment of Junctions- Volume I: Final Report
4-5 | P a g e
Section B5: Maharagama
SCENARIO WITH IMPROVEMENTS
Vehicle Operating Cost
ADT length speed VOC(Rs/km)
Ann.
Cost
Approach Private Bus Truck Total metres km/hr Private Bus Truck Rs Mn
A4 Approaching from Colombo turning to Pamunuwa Rd 2,313 260 318 2,891 180 25 28.08 46.68 46.47 5.8
A4 Approaching from Colombo proceeding to Kottawa 7,440 837 1,023 9,300 854 25 28.08 46.68 46.47 88.3
A4 Approaching from Colombo turning to Dehiwala Rd 2,350 264 323 2,937 154 25 28.08 46.68 46.47 5.0
A4 Approaching from Kottawa turning to Dehiwala Rd 4,875 548 670 6,094 700 25 28.08 46.68 46.47 47.4
A4 Approaching from Kottawa proceeding to Colombo 7,440 837 1,023 9,300 854 25 28.08 46.68 46.47 88.3
A4 Approaching from Kottawa turning to Pamunuwa Rd 1,771 199 244 2,214 750 25 28.08 46.68 46.47 18.5
B504 Approaching from Pamunuwa turning to Kottawa 1,771 199 244 2,214 750 20 31.92 58.65 54.36 21.4
B504 Approaching from Pamunuwa turning to Dehiwala 1,030 116 142 1,287 50 20 31.92 58.65 54.36 0.8
B504 Approaching from Pamunuwa turning to Colombo 2,313 260 318 2,891 204 20 31.92 58.65 54.36 7.6
B094 Approaching from Dehiwala turning to Kottawa 1,734 195 238 2,168 700 20 31.92 58.65 54.36 19.5
B094 Approaching from Dehiwala turning to Colombo 2,350 264 323 2,937 154 20 31.92 58.65 54.36 5.8
B094 Approaching from Dehiwala turning to Pamunuwa Rd 1,030 116 142 1,287 50 20 31.92 58.65 54.36 0.8
309.4
Travel Time Costs
ADT length speed VOC(Rs/km) Ann.
Treatment of Junctions- Volume I: Final Report
4-6 | P a g e
Section B5: Maharagama
Cost
Approach Private Bus Truck Total metres km/hr Private Bus Truck Rs Mn
A4 Approaching from Colombo turning to Pamunuwa Rd 2,313 260 318 2,891 180 25 204 1116.9
1.9
A4 Approaching from Colombo proceeding to Kottawa 7,440 837 1,023 9,300 854 25 204 1116.9 29.3
A4 Approaching from Colombo turning to Dehiwala Rd 2,350 264 323 2,937 154 25 204 1116.9
1.7
A4 Approaching from Kottawa turning to Dehiwala Rd 4,875 548 670 6,094 700 25 204 1116.9 15.7
A4 Approaching from Kottawa proceeding to Colombo 7,440 837 1,023 9,300 854 25 204 1116.9
29.3
A4 Approaching from Kottawa turning to Pamunuwa Rd 1,771 199 244 2,214 750 25 204 1116.9 6.1
B504 Approaching from Pamunuwa turning to Kottawa 1,771 199 244 2,214 750 20 204 1116.9
7.7
B504 Approaching from Pamunuwa turning to Dehiwala 1,030 116 142 1,287 50 20 204 1116.9 0.3
B504 Approaching from Pamunuwa turning to Colombo 2,313 260 318 2,891 204 20 204 1116.9 2.7
B094 Approaching from Dehiwala turning to Kottawa 1,734 195 238 2,168 700 20 204 1116.9 7.0
B094 Approaching from Dehiwala turning to Colombo 2,350 264 323 2,937 154 20 204 1116.9
2.1
B094 Approaching from Dehiwala turning to Pamunuwa Rd 1,030 116 142 1,287 50 20 204 1116.9 0.3
104.2
Treatment of Junctions- Volume I: Final Report
4-7 | P a g e
Section B5: Maharagama
Table 4-2: Economic Analysis for Flyover Option
PRESENT SCENARIO-2008
Vehicle Operating Cost
ADT (Average) length speed VOC(Rs/km)
Ann.
Cost
Private Bus Truck Total metres km/hr Private Bus Truck Rs Mn
Section
A4 Approaching from Colombo turning to Pamunuwa Rd 2,313 260 318 2,891 180 12 41.64 81.09 74.16 8.9
A4 Approaching from Colombo proceeding to Kottawa 7,440 837 1,023 9,300 854 20 31.92 58.65 54.36 102.3
A4 Approaching from Colombo turning to Dehiwala Rd 2,350 264 323 2,937 1554 25 28.08 46.68 46.47 50.8
A4 Approaching from Kottawa turning to Dehiwala Rd 4,875 548 670 6,094 700 28 26.91 45.81 44.37 45.6
A4 Approaching from Kottawa proceeding to Colombo 7,440 837 1,023 9,300 854 28 26.91 45.81 44.37 84.9
A4 Approaching from Kottawa turning to Pamunuwa Rd 1,771 199 244 2,214 1034 18 32.91 60.90 56.34 30.5
B504 Approaching from Pamunuwa turning to Kottawa 1,771 199 244 2,214 674 22 31.59 67.75 62.28 20.0
B504 Approaching from Pamunuwa turning to Dehiwela 1,030 116 142 1,287 1374 25 28.08 46.68 46.47 19.7
B504 Approaching from Pamunuwa turning to Colombo 2,313 260 318 2,891 1528 25 28.08 46.68 46.47 49.1
B094 Approaching from Dehiwala turning to Kottawa 1,734 195 238 2,168 1008 20 31.92 58.65 54.36 28.1
B094 Approaching from Dehiwala turning to Colombo 2,350 264 323 2,937 154 28 26.91 45.81 44.37 4.8
B094 Approaching from Dehiwala turning to Pamunuwa Rd 1,030 116 142 1,287 334 20 31.92 58.65 54.36 5.5
439.7
Treatment of Junctions- Volume I: Final Report
4-8 | P a g e
Section B5: Maharagama
Travel Time Costs
ADT length speed VOT(Rs/hr)
Ann.
Cost
Private Bus Truck Total metres km/hr Private Bus Truck Rs Mn
Approach
A4 Approaching from Colombo turning to Pamunuwa Rd 2,313 260 318 2,891 180 12 204 1116.9
4.0
A4 Approaching from Colombo proceeding to Kottawa 7,440 837 1,023 9,300 854 20 204 1116.9 36.7
A4 Approaching from Colombo turning to Dehiwala Rd 2,350 264 323 2,937 1554 25 204 1116.9
16.9
A4 Approaching from Kottawa turning to Dehiwala Rd 4,875 548 670 6,094 700 28 204 1116.9 14.1
A4 Approaching from Kottawa proceeding to Colombo 7,440 837 1,023 9,300 854 28 204 1116.9
26.2
A4 Approaching from Kottawa turning to Pamunuwa Rd 1,771 199 244 2,214 1034 18 204 1116.9 11.7
B504 Approaching from Pamunuwa turning to Kottawa 1,771 199 244 2,214 674 22 204 1116.9
6.3
B504 Approaching from Pamunuwa turning to Dehiwela 1,030 116 142 1,287 1374 25 204 1116.9 6.5
B504 Approaching from Pamunuwa turning to Colombo 2,313 260 318 2,891 1528 25 204 1116.9 16.3
B094 Approaching from Dehiwala turning to Kottawa 1,734 195 238 2,168 1008 20 204 1116.9 10.1
B094 Approaching from Dehiwala turning to Colombo 2,350 264 323 2,937 154 28 204 1116.9 1.5
B094 Approaching from Dehiwala turning to Pamunuwa Rd 1,030 116 142 1,287 334 20 204 1116.9 2.0
152.2
VOR VOT
Private 1.2
170
Bus 30 1116.9
Treatment of Junctions- Volume I: Final Report
4-9 | P a g e
Section B5: Maharagama
SCENARIO WITH IMPROVEMENTS
Vehicle Operating Cost
ADT length speed VOC(Rs/km)
Ann.
Cost
Private Bus Truck Total metres km/hr Private Bus Truck Rs Mn
Approach
A4 Approaching from Colombo turning to Pamunuwa Rd 2,313 260 318 2,891 180 35 24.90 42.12 39.9 5.1
A4 Approaching from Colombo proceeding to Kottawa 7,440 837 1,023 9,300 854 35 24.90 42.12 39.9 78.1
A4 Approaching from Colombo turning to Dehiwala Rd 2,350 264 323 2,937 154 35 24.90 42.12 39.9 4.4
A4 Approaching from Kottawa turning to Dehiwala Rd 4,875 548 670 6,094 700 35 24.90 42.12 39.9 42.0
A4 Approaching from Kottawa proceeding to Colombo 7,440 837 1,023 9,300 854 35 24.90 42.12 39.9 78.1
A4 Approaching from Kottawa turning to Pamunuwa Rd 1,771 199 244 2,214 750 35 24.90 42.12 39.9 16.3
B504 Approaching from Pamunuwa turning to Kottawa 1,771 199 244 2,214 750 20 31.92 58.65 54.36 21.4
B504 Approaching from Pamunuwa turning to Dehiwela 1,030 116 142 1,287 50 20 31.92 58.65 54.36 0.8
B504 Approaching from Pamunuwa turning to Colombo 2,313 260 318 2,891 204 20 31.92 58.65 54.36 7.6
B094 Approaching from Dehiwala turning to Kottawa 1,734 195 238 2,168 700 20 31.92 58.65 54.36 19.5
B094 Approaching from Dehiwala turning to Colombo 2,350 264 323 2,937 154 20 31.92 58.65 54.36 5.8
B094 Approaching from Dehiwala turning to Pamunuwa Rd 1,030 116 142 1,287 50 20 31.92 58.65 54.36 0.8
280.1
Travel Time Costs
Treatment of Junctions- Volume I: Final Report
4-10 | P a g e
Section B5: Maharagama
ADT length speed VOC(Rs/km)
Ann.
Cost
Private Bus Truck Total metres km/hr Private Bus Truck Rs Mn
Approach A4 Approaching from Colombo turning to Pamunuwa Rd 2,313 260 318 2,891 180 35 204 1116.9 1.4
A4 Approaching from Colombo proceeding to Kottawa 7,440 837 1,023 9,300 854 35 204 1116.9
20.9
A4 Approaching from Colombo turning to Dehiwala Rd 2,350 264 323 2,937 154 35 204 1116.9 1.2
A4 Approaching from Kottawa turning to Dehiwala Rd 4,875 548 670 6,094 700 35 204 1116.9
11.2
A4 Approaching from Kottawa proceeding to Colombo 7,440 837 1,023 9,300 854 35 204 1116.9 20.9
A4 Approaching from Kottawa turning to Pamunuwa Rd 1,771 199 244 2,214 750 35 204 1116.9
4.4
B504 Approaching from Pamunuwa turning to Kottawa 1,771 199 244 2,214 750 20 204 1116.9 7.7
B504 Approaching from Pamunuwa turning to Dehiwela 1,030 116 142 1,287 50 20 204 1116.9
0.3
B504 Approaching from Pamunuwa turning to Colombo 2,313 260 318 2,891 204 20 204 1116.9 2.7
B094 Approaching from Dehiwala turning to Kottawa 1,734 195 238 2,168 700 20 204 1116.9
7.0
B094 Approaching from Dehiwala turning to Colombo 2,350 264 323 2,937 154 20 204 1116.9 2.1
B094 Approaching from Dehiwala turning to Pamunuwa Rd 1,030 116 142 1,287 50 20 204 1116.9 0.3
80.2
Treatment of Junctions- Volume I: Final Report
4-11 | P a g e
Section B5: Maharagama
4.4 Cost-Benefit Analysis
The benefits computed in Tables 4-3 and 4-4 are as follows:
• Savings in Travel Time Costs
• Savings in Vehicle Operating Costs
• Savings in Accident Costs
In the case of economic benefits due to generated traffic, no increase in the economic activity of the
area has been assumed since the project is of a very local nature and unlikely to generate regional
development. Based on the estimates in Table 4-3 and Table 4-4, an economic analysis has been
performed to obtain the Economic Internal Rate of Revenue (EIRR). This is shown in Table 4-3 and
Table 4-4 for the signalization and flyover options respectively.
In the case of the signalization option, the cost of delay at signals has been included as a dis-benefit.
This analysis is based on:
1. The assumption that value of vehicle operating costs, travel time and maintenance costs will
increase but in a manner that they will remain constant in real terms over the project life.
2. Project Life for the signalization is taken as 10 years after commissioning, and for the flyover
option it is taken as 20 years, where construction is expected to be completed by end of 2009.
3. Traffic growth has been assumed at a very conservative 3% growth rate. This is much less
than the 4 to 6 percent growth seen in urban areas.
The following conclusions can be reached from this economic analysis:
4.4.1 Signalization Option
The summary of the costs and benefits that have been discussed in earlier sections have been
summarized and discounted over the project life in Table 4-3.
Treatment of Junctions- Volume I: Final Report
4-12 | P a g e
Section B5: Maharagama
Table 4-3: Cost Benefit Analysis for Signalization Option
Cost
Benefit
Capital Recurrent VOC VOT Accidents
Signal Delay
VoT Total Net
2008 0
0
2009 314
-314
2010
6.3
130 48 29 -27
180.1 174
2011
6.4
134 49 30 -28
185.5 179
2012
6.5
138 51 31 -29
191.1 185
2013
6.5
142 52 32 -30
196.8 190
2014
6.6
147 54 33 -31
202.7 196
2015
6.7
151 56 34 -32
208.8 202
2016
6.7
156 57 35 -33
215.1 208
2017
6.8
160 59 36 -34
221.5 215
2018
6.9
165 61 37 -35
228.2 221
2019
6.9
170 63 38 -36
235.0 228
380.4
2064.8 1,684
Total
Discount Rate 36.6
Generated Traffic 0.0
NPV
1684.5 Rs Million
B/C
4.4
Based on the Table 4-3 it is seen that the Signalization Option the following conclusions can be
reached:
1. On the above assumptions it returns an EIRR of 36.6% which can be termed a high return on
investment for an urban road project.
2. At a discount rate of 0% it returns a Net Present Value of Rs 1684.5 million over 10 years.
3. At undiscounted prices it returns a Benefit to Cost Ratio of 4.4.
The following sensitivity tests have been also performed:
1. If construction costs increase by 50% in real terms the project returns an EIRR of 17% which
shows that the signalization project is robust to absorb cost variations.
2. If benefits reduce by half over the project life period, returns an EIRR of 20% showing it is
robust to absorb reduction in benefits as well.
Treatment of Junctions- Volume I: Final Report
4-13 | P a g e
Section B5: Maharagama
4.4.2 Flyover Option
The summary of the costs and benefits that have been discussed in earlier sections have been
summarized and discounted over the project life in Table 4-4.
Table 4-4: Cost Benefit Analysis for Flyover Option
Cost Benefit
Capital Recurrent VOC VOT Accidents Total
2008 0
2009 1,429
2010 28.9 160 72 44 0 275.6
2011 29.2 164 74 45 0 283.8
2012 29.4 169 76 47 0 292.4
2013 29.7 174 79 48 0 301.1
2014 30.0 180 81 49 0 310.2
2015 30.3 185 83 51 0 319.5
2016 30.6 191 86 52 0 329.1
2017 30.9 196 89 54 0 338.9
2018 31.3 202 91 56 0 349.1
2019 31.6 208 94 57 0 359.6
2020 31.9 215 97 59 0 370.4
2021 32.2 221 100 61 0 381.5
2022 32.5 228 103 63 0 392.9
2023 32.9 234 106 65 0 404.7
2024 33.2 241 109 66 0 416.8
2025 33.5 249 112 68 0 429.3
2026 33.8 256 116 70 0 442.2
2027 34.2 264 119 73 0 455.5
2028 34.5 272 123 75 0 469.1
2029 34.9 280 126 77 0 483.2
2064.6 7404.8
Total
Discount Rate 16.4
Generated Traffic 0.0
NPV 5340.2 Rs Million
B/C 2.6
Based on the Table 5.6 it is seen that the Flyover Option the following conclusions can be reached:
1. On the above assumptions it returns a positive EIRR of 16.4% which indicates that the project
is economically viable though not as much as the signalization option.
Treatment of Junctions- Volume I: Final Report
4-14 | P a g e
Section B5: Maharagama
2. At a discount rate of 0% it returns a Net Present Value of Rs 5,340 million.
3. At undiscounted prices it returns a Benefit to Cost Ratio of 2.6.
The following sensitivity tests have been also performed:
1. If construction costs increase by 50% in real terms the project returns an EIRR of 10.7%
which shows that the signalization project is marginally robust to absorb cost variations.
2. If benefits reduce by half over the project life period, returns an EIRR of 2.2% showing it is
not robust to absorb reduction in benefits.
4.5 Non-Quantifiable Benefits
There are several other benefits that have not been included in the economic analysis. These may be
identified as:
1. Bothe projects will lead to modernization to Maharagama city centre
2. Both projects will lead to improvement to an important National Highway.
3. Both projects will lead to improvement of travel and transfer facilities for buses and bus
passengers.
4. There are serious concerns on the impact of a flyover on the urban landscape and the creation
of dead space under the flyover and its impact on the functionality of the town centre.
Treatment of Junctions- Volume I: Final Report
5-1 | P a g e
Section B5: Maharagama
CHAPTER 5 CONCLUSIONS
The following conclusions on the above analysis based on the primary option of flyover versus the
signalization can be tabulated as follows:
Feature of Impact Signalization Option Flyover Option
Cost of Construction Rs 314 million for signaling the
Clock Tower junction and
setting up of central bus stand
and bus park.
Rs 1,429 million for a 2 lane
flyover of 300 metres with
central bus stand.
Urban Landscape No adverse Impact Considered too dominant for a
suburban town centre such as
Maharagama and likely to
dissect the town centre.
Other General Improvements Construction of a central bus
terminal and bus park to remove
all on-street bus terminals from
the town area
Construction of a central bus
terminal and bus park to remove
all on-street bus terminals from
the town area
Increase in Travel Speed Through traffic speeds on A4
Road will change from 12-28
km per hour to 20-25 km per
hour.
Through traffic speeds on A4
Road will change from 12-28
km per hour to 20-35 km per
hour.
Decrease in Travel Distance Will reduce travel distances by
30%
Will reduce travel distances by
30%
Acquisition Acquisition required for bus
terminal and bus park
Acquisition required for bus
terminal and bus park
Economic Benefit-Cost
Analysis
EIRR is 36.6% and NPV is Rs
1684.5 million with a Benefit-
Cost ratio of 44.
EIRR is 16.4% and NPV is Rs
5,340 million with a Benefit-
Cost ratio of 2.6.
Safety Will improve marginally.
Estimated 1/3rd
reduction.
Will improve due to grade
separation. Estimated 50%
reduction.
Level of Service Signal Timing for existing flow
returns an acceptable Level of
Service
Width is adequate for
acceptable Level of Service
(V/C of 0.6) on two lane
undivided flyover.
Adequacy of Capacity Will be adequate for next 10
years.
Two lane undivided flyover will
be adequate for up to 10 years.
Delays during Construction Relatively small as construction
duration will also be very short
Heavy since the construction
length is high and centre median
piers have to be constructed.
There are no roads adequate for
by pass. Heavy congestion will
prevail, unless a pre fabricated
structure is located.
Treatment of Junctions- Volume I: Final Report
5-2 | P a g e
Section B5: Maharagama
Bus Operations from Terminals To be relocated to a central
location with adjacent bus park
To be relocated to a central
location with adjacent bus park
Pedestrian Facilities Can be incorporated into the
signalization.
Can be accommodated under
the flyover.
Parking Facilities Off Street parking facilities
required
Some parking can be
accommodated under the
flyover.
This analysis clearly shows that the signalization option is viable as against the flyover.
Treatment of Junctions- Volume I: Final Report
6-1 | P a g e
Section B5: Maharagama
CHAPTER 6 RECOMMENDATION
The following measure to improve the traffic flow in Maharagama Junction can be recommended
based on the economic viability and other issues discussed earlier.
• The signalization of the Clock Tower junction at Maharagama can be successfully
implemented.
• Cross Road should be widened and made one way.
• A central bus terminal adjacent to the Bo Tree and the Railway Station to be constructed and
bus park at Siyambalagaha land adjacent to Temple Road to be constructed with elevated
walkway connecting railway station and central bus stand.
• To reroute the bus routes to ensure that pedestrian movements across the town would be
reduced thus reducing accidents as well.
These measures will result in
• Improved average speed within Maharagama Study area from the exiting average of around
16 km per hour to an estimated 22 km/hr.
• It will also lead to a marginal reduction of accidents as intersections are better controlled and
pedestrian crossings are better managed.
• There will be some modernization to the city.
The project is estimated to cost around 314 million rupees but its benefits will far outweigh the costs
in terms of an EIRR of 36.6% and an NPV at 0% discount rate of Rs 1684 million and a Benefit-Cost
ratio of 4.4 indicating a very high rate of return on investment.
The project will remain quite stable even if there are unexpected cost variations or reduction of
benefits.
In contrast a flyover of 300 metres will cost Rs 1,429 million. Such a project also returns positive
return on investments but it is lower than the signalization option. It is also not stable over changes to
cost or benefits. The summary of the recommendations is shown in the Figure 6-1 (a, b and c) for the
signalization, bus terminal location and bus route rearrangement respectively.
Treatment of Junctions- Volume I: Final Report
6-2 | P a g e
Section B5: Maharagama
Treatment of Junctions- Volume I: Final Report
6-3 | P a g e
Section B5: Maharagama
Figure 6-1 (a to c)- Map of Maharagama Study Area showing recommended improvements