mambo edwin kimani - university of...

UNIVERSITY OF NAIROBI DEPARTMENT OF CIVIL AND CONSTRUCTION ENGINEERING

PERFOMANCE ANALYSIS OF NAIROBI EASTERN BYPASS

Nairobi Eastern Bypass Capacity and Level of Service Study

BY

MAMBO EDWIN KIMANI

Reg. No. F16/36416/2010

A project submitted as a partial fulfillment of the requirement for the

award of the degree of

BACHELOR OF SCIENCE IN CIVIL & CONSTRUCTION ENGINEERING

2015

PERFOMANCE ANALYSIS OF EASTERN BYPASS 2015

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PERFOMANCE

ANALYSIS OF

NAIROBI EASTERN

BYPASS A CAPACITY AND LEVEL OF SERVICE ANALYSIS OF NAIROBI EASTERN BYPASS


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DEDICATION

I dedicate this project to:

� My parents, Mr. and Mrs. Benedict Mambo. Through their sacrifice and effort I was able

to get this far.

� Dr. Mary W. Kimani for the kindness of her heart and her sacrifice in seeing me through

school.

� Martin and Joyce Kimani for their prayer and support in my academic journey.

� My siblings, friends and classmates who have been with me throughout my academic

journey.


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ACKNOWLEDGEMENTS

My greatest gratitude goes to the Almighty God for the strength and provision that enabled me to

complete this study.

I express my grateful appreciation to my supervisor, Eng. G.P.K Matheri, and Lecturer at The

University of Nairobi , Department of Civil and Construction Engineering, who played an

important role in guiding me and giving me invaluable advice on the study during its inception

and development.

I also wish to thank all my classmates who assisted me in the collection of data.

Thank you all.

Mambo Edwin Kimani

April 2015


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ABSTRACT

The continued increase in the number of motor vehicles in Kenya has led to great congestion on

our roads, especially in the capital city Nairobi. The number of cars accessing Nairobi streets is

rising by the day and this has led to major traffic snarl ups, as well as an increased number of

accidents. These congestions are especially common on the highway comprising of Mombasa

road, Uhuru Highway and Waiyaki Way, which is the main highway going through the city of

Nairobi. Vehicles with no business in the Central Business District have for a long time been

forced to use Uhuru Highway for lack of an alternative route. The congestion led to Kenya

National Highways Authority designing and constructing alternate routes for such vehicles. Thus

the inception, construction and operation of the three main bypasses around Nairobi, which are

the Eastern, Northern, and Southern Bypasses.

The Nairobi Eastern Bypass project is a project that was started back in January 2011 and

completed in May 2012. This section of the bypass starts from Mombasa road at the Cabanas

interchange, passes through Pipeline and then Utawala and goes over Kangundo Road. The

Eastern Bypass then proceeds all the way to the recently constructed Thika Super Highway. The

total length of this section of road is 39km. The Nairobi Eastern bypass is an Asphalt Concrete

pavement and is classified as a class B road. The Nairobi Eastern bypass is a two lane, two way

single carriageway that is 9 m wide and has an open channel earth surface drain on either side.

The Eastern Bypass was constructed to help ease the traffic congestion along Mombasa Road,

through Uhuru Highway and into Waiyaki Way. For the purpose of this study, the stretch from

Thika Superhighway to the Kangundo Road junction will be considered.

The performance evaluation established the capacity of the road and traffic flow being handled

by the road in vehicles per hour. The study also determined the level of service of the road. In

order to achieve the above parameters, a field data collection and analysis was done. The

findings of the study have been properly outlined in chapter 4, 5 and 6 of this report. The

objectives, which were to determine the operational capacity and level of service of the Nairobi

Eastern Bypass, were met. In chapter 7 of this report, a number of recommendations have been

forwarded based on the findings. Should these recommendations be implemented, then the

problem of congestion on the road may be solved.


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Table of Contents

1. INTRODUCTION .................................................................................................................................... 1

1.1 GENERALINTRODUCTION ............................................................................................................ 1

1.2 BACKGROUND TO ROAD TRANSPORTATION IN KENYA ..................................................... 1

1.3 STUDY AREA ................................................................................................................................... 1

1.4 PROBLEM STATEMENT ............................................................................................................... 3

1.5 OBJECTIVES AND SCOPE OF STUDY .......................................................................................... 4

1.6 METHOD OF STUDY ..................................................................................................................... 4

2. CHAPTER TWO: LITERATURE REVIEW ........................................................................................... 5

2.1. INTRODUCTION ............................................................................................................................. 5

2.1.1. TWO LANE HIGHWAYS ......................................................................................................... 5

2.2 DEFINITION OF TERMS.................................................................................................................. 6

2.2.1. Flow, Speed, Density Relationship. ............................................................................................ 7

2.2.2. LEVEL OF SERVICE (LOS) FOR AN URBAN SINGLE CARIAGEWAY HIGHWAY: ...... 8

2.3 FACTORS AFFECTING CAPACITY AND LOS........................................................................... 10

2.3.1. Base Conditions ....................................................................................................................... 10

2.3.2. Roadway Conditions ................................................................................................................ 10

2.3.3 Traffic Conditions ..................................................................................................................... 11

2.3.4 Control Conditions ..................................................................................................................... 11

2.3.5 Technology ............................................................................................................................... 11

2.4 ROAD CLASSIFICATION IN KENYA .......................................................................................... 11

2.4.1. Existing Road Classification System in an Urban Context ....................................................... 11

2.4.2. Review of Kenyan Road Classification System by Kenya Roads Board................................. 13

2.5 CLASSIFICATION OF TWO-LANE HIGHWAYS (HCM 2000) .................................................. 14

2.6 LITERATTURE BACKGROUND ON STUDY AREA ................................................................. 15

2.8 THEORETICAL BACKGROUND. ................................................................................................. 16

2.8.1 Average Annual Daily Traffic (AADT) ..................................................................................... 16

2.8.2 Average Daily Traffic (ADT) .................................................................................................... 16

2.8.3 Peak Hour Volume (PHV) ........................................................................................................ 16

2.8.4 Vehicle Classification (VC) ...................................................................................................... 17

2.8.5 Vehicle Miles of Travel (VMT) ................................................................................................. 17


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2.9 CAPACITY....................................................................................................................................... 17

2.10 TRAFFIC VOLUME COUNT ....................................................................................................... 17

3.1.1 Manual Count Method ............................................................................................................... 18

2.10 DETERMINATION OF LEVEL OF SERVICE FOR A TWO LANE TWO WAY HIGHWAY . 19

2.10.1 TWO WAY TWO LANE SEGMENTS .................................................................................. 20

2.10.2 Determining LOS ..................................................................................................................... 30

3. DATA COLLECTION .......................................................................................................................... 31

3.1 TRAFFIC VOLUME COUNT ......................................................................................................... 31

3.2 SPEED COUNT ................................................................................................................................ 32

4. RESULTS AND ANALYSIS ................................................................................................................ 34

4.1 RESULTS ......................................................................................................................................... 34

4.1.1 TRAFFIC COUNT RESULTS .................................................................................................. 34

4.1.2 SPEED COUNT RESULTS ...................................................................................................... 43

4.2 ANALYSIS ....................................................................................................................................... 44

4.3 DETERMINING LEVEL OF SERVICE OF THE ROAD. ............................................................. 50

4.3.1 Determining free flow speed. .................................................................................................... 50

4.3.2 Determining Demand Flow Rate .............................................................................................. 52

4.3.3 Determining The Average Travel Speed.................................................................................... 53

4.3.4 Determining Percent Time Spent Following .............................................................................. 54

4.3.5 Determining Level Of Service .................................................................................................. 54

5. DISCUSSION ......................................................................................................................................... 56

5.1 DISCUSSION ON TRAFFIC FLOW RESULTS ............................................................................ 56

5.1.1 MORNING TRAFFIC ............................................................................................................... 56

5.1.2 EVENING TRAFFIC ................................................................................................................ 57

5.1.3 MID DAY TRAFFIC ................................................................................................................. 58

5.1.4 OFF PEAK TRAFFIC .............................................................................................................. 58

5.2 DISCUSSION ON SPEED-FLOW RESULTS ................................................................................ 59

6. CONCLUSION ....................................................................................................................................... 60

6.1 CAPACITY AND LEVEL OF SERVICE ........................................................................................ 60

7. RECOMMENDATIONS ........................................................................................................................ 61

7.1 IMPROVING THE INFRASTRUCTURE ....................................................................................... 61


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7.2 TRAFFIC MANAGEMENT ............................................................................................................ 62

8. LIST OF REFERENCES ........................................................................................................................ 63

9. APPENDICES ........................................................................................................................................ 63


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LIST OF TABLES

Table 2.1: Pcu for different types of vehicle………………………………………………….. 7

Table 2.2: Road classification in an urban context …………….............................................. 12

Table 2.3: Functional road classification …………………………………………………….. 12

Table 2.4: Summary of current road classification in km in Kenya …………………………. 13

Table 2.5: LOS criteria for two lane highways in class 1 …………………………………... 21

Table 2.6: Grade adjustment factor (fg) to determine speeds on two-way

and directional segments …………………………………………………..…….. 24

Table 2.7: Grade adjustment factor (fg) to determine percent time-spent-following

on two-way and directional segments ……………………………………….….. 24

Table 2.8: Passenger-car equivalents for trucks and RVs to determine speeds of

two-way and directional segments ………………………………………………. 25

Table 2.9: Passenger-car equivalents for trucks and RVs to determine percent

time-spent-following on two-way and directional segments ……………………… 25

Table 2.10: Adjustment (fnp) for effect of no-passing zones on average travel

speed on two-way segments …………………………………………………… 28

Table 2.11: Adjustment (fd/np) for combined effect of directional distribution

of traffic and percentage of no-passing zones on percent

time-spent-following on two-way segments ………………………………….. 29

Table 4.1: Traffic volume counts headed to Kangundo Road …………………………… 34

Table 4.2: Traffic Volume Counts headed to Thika Road ……………………………… 35

Table 4.3: Corrected PCU Values for the traffic count headed to Kangundo Road …….. 37

Table 4.4: Corrected PCU Values for the traffic count headed to Thika Road ………… 38

Table 4.5: Average 15 minute traffic headed to Kangundo Road ………………………. 39

Table 4.6: Average 15 minute traffic headed to Thika Road ……………………………. 40


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Table 4.7: Average Hourly Traffic Headed to Kangundo Road ………………………… 42

Table 4.8: Hourly Traffic counts headed to Thika Road ……………………………….. 42

Table 4.9: Directional Split ……………………………………………………………… 43

Table 4.10: Speed Counts for both directions …………………………………………………..… 43

Table 4.11: Proportion of Trucks and RVs headed to Kangundo Road …………………… 51

Table 4.12: Proportion of Trucks and RVs headed to Thika Road ……………………….. 51


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LIST OF FIGURES

Figure 1.1: General view of Nairobi roads …………………………………………….… 2

Figure 1.2: Aerial view of Study Area…………………………………………………… 2

Figure 1.3: Photo of Km 1+800 from the Thika Superhighway Junction ……………… 3

Figure 2.1: Figure showing level of service in relation to the operating

speeds and the volume/capacity ratio…………………………………..… 8

Figure 2.2: Methodology for determining the capacity and LOS of a two

lane highway……………………………………………………………… 20

Figure 2.3: Graphical representation of los criteria for two lane highways in

class 1 …………………………………………………………………….. 21

Figure 4.1 : Graph of Number of Different Types of Vehicles headed to

Kangundo Road …………………………………………….…………… 44

Figure 4.2: Graph of Numbers of Different Types of Vehicles Headed

to Thika Road …………………………………………………………… 45

Figure 4.3: Graph Of Average 15 Min Traffic Approaching from Thika Road

and Exiting to Kangundo Road ………………………………………… 46

Figure 4.4: Graph Of Average 15 Min Traffic Approaching from Kangundo

Road and Exiting to Thika Road ……………………………………….…. 47

Figure 4.5: Graph Of Average Hourly Traffic Approaching from Thika

Road and Exiting to Kangundo Road ……………………………………. 48

Figure 4.6: Graph Of Average Hourly Traffic Approaching from Kangundo

Road and Exiting to Thika Road ………………………………………….. 49

Figure 4.7: Pie Chart Showing Directional Split Between The Two Directions ………. 50

Figure 4.8: Figure Showing The level of service of the Road ………………………….. 55


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1. INTRODUCTION

1.1 GENERALINTRODUCTION

Transportation is concerned with the efficient and safe movement of people and goods from one

point to another. It is the core means in which any thriving community can achieve development.

It is therefore important for any civilization to integrate its transportation plans in its overall

economic plans and make development of transportation infrastructure part of its overall

development objectives. These objectives should be both in the long term as well as the short

term. In the long term, they are called Strategic Transportation Planning. These long term plans

involve a lot of complex procedures, rigorous studies as well as major financial requirements for

their budgets. On the other hand, short term plans are called Transportation System Management

(TSM)

As engineers are carrying out the initial design for the various transportation facilities in an area,

not only should they consider solving a particular problem at hand, but it is also important for

them to consider the current and future expected demand for the facilities they are designing.

However, the future demand for these designed facilities sometimes exceeds what the engineers

had projected. This leads to overcrowding of these facilities, leading to a strain not only to the

users, but to the facilities as well. This happens when there is a sudden growth in population

which leads to a higher number of goods.

1.2 BACKGROUND TO ROAD TRANSPORTATION IN KENYA

Road transport is the predominant mode of transport and carries about 93% of all cargo and

passenger traffic in Kenya.

The Kenya Roads Board has established Kenya's road network to be 160,886 km long. About

61,936km of these roads are classified according to the while the remaining 98,950km are not

classified.

Responsibility for the management of the road network falls under the Ministry of Transport and

Infrastructure and implemented through Kenya National Highways Authority (KeNHA), Kenya

Rural Roads Authority (KeRRA), Kenya Urban Roads Authority (KURA) and Kenya Wildlife

Service (KWS). The Eastern Bypass falls under the management of the Kenya National

Highways Authority. (KRB1)

1.3 STUDY AREA

The study area is the Nairobi Eastern By-Pass. The section of concern is from Thika

Superhighway to the junction of Kangundo Road. The section has a total distance of 13.75


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kilometers. The Eastern Bypass is an urban highway situated on the Eastern side of the Capital

City of Kenya; Nairobi.

Figure 1.1: General view of Nairobi roads Source: Google Earth

Figure 1.2: Aerial view of Study Area. Source: Google Maps


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Figure 1.3: Map of Km 1+800 from the Thika Superhighway Junction Source: Google Maps

As is clear from the map, the section from Thika Road is heavily built and densely populated,

hence the increased traffic on the road.

The Eastern Bypass is an Asphalt Concrete pavement and is classified as a class B road. The

Bypass is a two lane, two way single carriageway that is 9 m wide and has an open channel earth

surface drain on either side. The Bypass has a road reserve of 30m and has average access

control. Most people living along the Bypass can access it directly from almost all its length. The

abutting land along the Eastern Bypass is mainly used for agroforestry on the Western side and

businesses on the Eastern side.

1.4 PROBLEM STATEMENT

The Nairobi Eastern Bypass is currently faced with the problem of vehicular traffic congestion

which has led to long traffic queues. This has been contributed to by a number of factors which

comprise all vehicle classes. Such factors include the slow moving lorries and fourteen seater

public service vehicles (matatus) using the Bypass. Four seater personal vehicles and Sports

Utility Vehicles have also increased in numbers on the roads. These long queues and shockwaves

have led to a great reduction in the performance of the Eastern Bypass. This study will determine

if the capacity has overshot 3400 pc/h (design capacity for a two lane two way highway in both

directions)


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1.5 OBJECTIVES AND SCOPE OF STUDY

This study aims at determining the operational capacity of Eastern Bypass, as well as

determining its operational level of service.

To achieve the above objectives, the scope of this study will entail: field traffic data collection,

traffic volume analysis and level of service analysis.

1.6 METHOD OF STUDY

The Highway Capacity Manual outlines appropriate procedures for the determination of the

traffic capacity of a road. The process involves carrying out a field traffic count. This collected

data is then analyzed by a procedure laid out on the Highway Capacity Manual. It is then used to

determine the capacity.

The Highway Capacity Manual outlines that a speed count should be carried out and this used

with the operational capacity to determine the Level of Service.

In light of this, field data collection on capacity and speed was carried out. This entailed

conducting traffic counts as well as a speed survey. A literature review on the subject of capacity

was also done. A review of previous studies on the road was also done. After all the studies were

finished, an analysis of the collected data was also carried out.


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2. CHAPTER TWO: LITERATURE REVIEW

2.1. INTRODUCTION

2.1.1. TWO LANE HIGHWAYS

Two-lane highways are a key element in the highway systems of most countries. They perform a

variety of functions, are located in all geographic areas, and serve a wide range of traffic. Any

consideration of operating quality must account for these disparate functions.(HCM2010)

Traffic operations on two-lane, two-way highways differ from those on other uninterrupted-flow

facilities. Lane changing and passing are possible only in the face of oncoming traffic in the

opposing lane. Passing demand increases rapidly as traffic volumes increase, and passing

capacity in the opposing lane declines as volumes increase.(HCM2010)

Therefore, on two-lane highways, unlike other types of uninterrupted-flow facilities, normal

traffic flow in one direction influences flow in the other direction. Motorists must adjust their

travel speeds as volume increases and the ability to pass declines.(HCM2010)

Efficient mobility is the principal function of major two-lane highways that connect major traffic

generators or that serve as primary links in state and national highway networks. These routes

tend to serve long-distance commercial and recreational travelers, and long sections may pass

through rural areas without traffic-control interruptions. Consistent high-speed operations and

infrequent passing delays are desirable for these facilities.(HCM2010)

Other paved, two-lane rural highways serve for accessibility. They provide all-weather access to

an area, often for relatively low traffic volumes. Cost-effective access is the dominant

consideration. Although beneficial, high speed is not the principal concern. Delay—as indicated

by the formation of platoons—is more relevant as a measure of service quality.(HCM2010)

Two-lane roads also serve scenic and recreational areas in which the vista and environment are

meant to be experienced and enjoyed without traffic interruption or delay. A safe roadway is

desired, but high-speed operation is neither expected nor desired. For these reasons, there are two

performance measures to describe service quality for two-lane highways: percent time-spent-

following and average travel speed.(HCM2010)

Percent time-spent-following represents the freedom to maneuver and the comfort and

convenience of travel. It is the average percentage of travel time that vehicles must travel in

platoons behind slower vehicles due to the inability to pass. Percent-time-spent-following is

difficult to measure in the field. However, the percentage of vehicles traveling with headways of

less than 3sec at a representative location can be used as a surrogate measure. (HCM2000)


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Average travel speed reflects the mobility on a two-lane highway: it is the length of the highway

segment divided by the average travel time of all vehicles traversing the segment in both

directions during a designated interval.(HCM2010)

LOS criteria use both these performance measures. On major two-lane highways, for which

efficient mobility is paramount, both percent time-spent-following and average travel speed

define LOS. However, roadway alignments with reduced design speeds will limit the LOS that

can be achieved. On highways for which accessibility is paramount and mobility less critical,

LOS is defined only in terms of percent time-spent-following, without consideration of average

travel speed.(HCM2010)

2.2 DEFINITION OF TERMS

Flow (Q): This is the number of vehicles accessing a given part of the road per unit time. This is

mainly measured in vehicles per hour. Traffic flow can be divided into two main types:

interrupted flow and uninterrupted flow. Uninterrupted flow occurs when vehicles traversing a

length of roadway are not required to stop by any cause external to the traffic stream, such as

traffic control devices. It is most common in highways or interstates where there is limited

access. Interrupted flow occurs when flow is periodically interrupted by external means mainly

traffic signs and signals. It is common in urban centers and roads with unlimited access control.

(Myer Kutz,2004)

Density (K): This refers to the number of vehicles on a given length of roadway or lane. It is

determined in terms of vehicles per mile or per kilometer. It is a very difficult parameter to

obtain and is mainly done by aerial photography. This makes it very expensive to obtain.

Speed (V): Myer Kutz(2004) defines speed as the distance a vehicle travels per unit time. It is the

inverse of the time taken by a vehicle to traverse a given distance. In a highway, most vehicles

will be traveling at different speeds. In quantifying traffic stream, the average speed is important.

The average speed is found by averaging the individual speeds of all the vehicles in the study

area.Speed is determined from the distance covered by a vehicle in unit time, or for a number of

observations, the mean is computed from the distribution of speeds and is known as the time

mean speed and if from the mean of the space distribution of speeds, it is known as the space

mean speed. (Ashford and Wright, 2007)

Kadiyali,1997 outlines the three principal classifications of speed as follows:

i. Spot Speed: Is the instantaneous speed of a vehicle at a specified point along a

road.

ii. Journey speed: Is the effective speed of a vehicle on a trip between two points.

iii. Running speed: Is the average speed over a trip when the vehicle is moving.

According to Kadiyali,1997, there are three basic approaches that may be used to collect speed

data. These are:


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Measuring the travel time of a vehicle between two detectors or observers separated by a

known fixed distance.

Measuring time taken by a vehicle to cross an induction loop set at a road section.

Measuring speed directly on the basis of the Doppler principle, i.e. using a radar speed

meter, better known as a speed gun.

2.2.1. Flow, Speed, Density Relationship.

These three parameters are the fundamentals for measuring the operation performance and level

of service of a transportation facility such as a highway. Under uninterrupted conditions, flow,

density and speed are related by the following equation

Flow = Density × Speed

Q = K × V Equation 1.

Capacity: According to Myer Kutz(2004), capacity is defined as a measure of the demand that a

highway can potentially service. The Highway Capacity Manual (2010) defines capacity as “the

maximum hourly rate at which persons or vehicles can be reasonably expected to traverse a point

or uniform segment of a lane or roadway during a given time period, under prevailing roadway,

traffic and roadway conditions”.(HCM 2010)

Demand: This is the principle measure of the amount of traffic using a given facility (HCM

2010)

Passenger Car Units (PCU): A traffic stream normally consists of different kinds of vehicles. To

allow for capacity measurements for roads, traffic volumes are normally expressed in Passenger

Car Units(PCU). As different kinds of vehicles affect the capacity of rural roads, urban roads and

junctions in varying degrees, the weight of each class of vehicle has to be varied to suit the

purpose for which it is to be used (Kadiyali, 1997). Table 2.1 shows the main conversion factors

for various vehicle types that have been used for this study.

Table 2.1: PCU FOR DIFFERENT TYPES OF VEHICLES.

Vehicle Type PCU

Motorcycles 0.33

Cars 1

Vans and Minibuses 2

Buses 2.5

Trucks 3

Source: Ministry of Transport and Communication, 2007


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2.2.2. LEVEL OF SERVICE (LOS) FOR AN URBAN SINGLE CARIAGEWAY HIGHWAY:

Myer Kutz(2004) defines the level of service as a qualitative measure of a highway’s operating

conditions under a given demand within a traffic stream and their perception by motorists and/or

passengers. It relates the quality of traffic service to given volumes of traffic. There are six levels

of service ranging from A to F (HCM 2010). They are outlined below as in the HCM (2010)

Figure 2.1: Figure showing level of service in relation to the operating speeds and the

volume/capacity ratio.

Level of Service A: This describes the highest quality of traffic service, when motorists are able to

travel at their desired speed. Without strict enforcement, this high quality would result in average

speeds of 90 km/h or more in two way urban and rural highways in Class I. The passing

frequency required to maintain these speeds has not reached a demanding level, so that passing

demand is well below passing capacity, and platoons of three or more vehicles are rare. Drivers


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are delayed no more than 35% of their travel time by slow moving vehicles. A maximum flow

rate of 490 pc/h total in both directions may be achieved with base conditions. On Class II

highways, speeds may fall below 90 km/h but motorists will not be delayed more than 40% of

their travel time in platoons.

Level of Service B: This characterizes traffic flow with speeds of 80 km/h or slightly higher on

level terrain Class I highways. The desire for passing to maintain desired speeds becomes

significant and approximates the passing capacity at the lower boundary of the Los B. Drivers

are delayed in platoons up to 50% of the time. Service flow rates of 780 pc/h total in both

directions can be achieved under base conditions. Above this flow rate, the number of platoons

increases dramatically. On Class II highways, speeds may fall below 80 km/h, but motorists will

not be delayed in platoons for more than 55% of their travel time.

Level of Service C: Describes further increases in flow, resulting in noticeable increases in platoon

formation, platoon size and frequency of passing impediments. The average speed still exceeds

70 km/h on level terrain Class I highways, even though unrestricted passing demand exceeds

passing capacity. At higher volumes, the chaining of platoons and significant reductions in

passing capacity occur. Although traffic flow is stable, it is susceptible to congestion due to

turning traffic and slow moving vehicles. Percent time spent following may reach 65%. A

service flow rate of up to 1190 pc/h total in both directions can be accommodated under base

conditions. On Class II highways, speeds may fall below 70 km/h, but motorists will not be

delayed in platoons for more than 70% of their travel time.

Level of Service D: Describes unstable traffic flow. The two opposing traffic streams begin to

operate separately at higher volume levels, as passing becomes extremely difficult. Passing

demand is high, but passing capacity approaches zero. Mean platoon sizes of 5 to 10 vehicles are

common, although speeds of 60 km/h still can be maintained under base conditions on Class I

highways. The proportion of no passing zones along the roadway section usually has little

influence on passing. Turning vehicles and roadside distractions cause major shock waves in the

traffic stream. Motorists are delayed in platoons for nearly 80% of their travel time. Maximum

service flow rates of 1830 pc/h total in both directions can be maintained under base conditions.

On Class II highways, speeds may fall below 60 km/h but in no case will motorists be delayed in

platoons for more than 85% of their travel time.

Level of Service E: Traffic flow conditions have a percent time-spent-following greater than 80%

on Class I highways and greater than 85% on Class II. Even under base conditions, speeds may

drop below 60 km/h. Average travel speeds on highways with less than base conditions will

slower, even down to 40 km/h on sustained upgrades. Passing is virtually impossible at LOS E,

and platooning becomes intense, as slower vehicles or other interruptions are encountered. The

highest volume attainable under LOS E defines the capacity of the highway, generally 3,200 pc/h

total in both directions. Operating conditions at capacity are unstable and difficult to predict.


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Traffic operations seldom reach near capacity on rural highways, primarily because of lack of

demand.

Level of Service F: Represents heavily congested flow with traffic demand exceeding capacity.

Volumes are lower than capacity and speeds are highly variable.

2.3 FACTORS AFFECTING CAPACITY AND LOS

The Highway Capacity Manual (HCM2010) outlines the following as the factors that affect the

capacity and Level of service of a two way two lane single carriageway.

2.3.1. Base Conditions

Base conditions assume good weather, good pavement conditions, users familiar with the

facility, and no impediments to traffic flow. Base conditions for uninterrupted-flow facilities

include the following

� Lane widths of 3.6m,

� Clearance of 1.8m between the edge of the travel lanes and the nearest obstructions or

objects at the roadside and in the median,

� Free-flow speed of 100km/h for multilane highways,

� Only passenger cars in the traffic stream (no heavy vehicles),

� Level terrain,

� No no-passing zones on two-lane highways, and

� No impediments to through traffic due to traffic control or turning vehicles.

2.3.2. Roadway Conditions

Roadway conditions include geometric and other elements. In some cases, these influence the

capacity of a road; in others, they can affect a performance measure such as speed, but not the

capacity or maximum flow rate of the facility. Roadway factors include the following:

� Number of lanes,

� The type of facility and its development environment,

� Lane widths,

� Shoulder widths and lateral clearances,

� Design speed,

� Horizontal and vertical alignments, and

� Availability of exclusive turn lanes at intersections

The horizontal and vertical alignment of a highway depends on the design speed and the

topography of the land on which it is constructed. In general, the severity of the terrain reduces

capacity and service flow rates. This is significant for two-lane rural highways, such as the case

study in this report where the severity of terrain not only can affect the operating capabilities of

individual vehicles in the traffic stream, but also can restrict opportunities for passing slow-

moving vehicles.


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2.3.3 Traffic Conditions

Traffic conditions that influence capacities and service levels include:

Vehicle Type: The entry of heavy vehicles into the traffic stream affects the number of vehicles

that can be served. Heavy vehicles adversely affect traffic in two ways:

� They are larger than passenger cars and occupy more roadway space; and

� They have poorer operating capabilities than passenger cars, particularly with respect to

acceleration, deceleration, and the ability to maintain speed on upgrades.

Directional and Lane Distribution: Directional distribution has a dramatic impact on two-lane

rural highway operation, which achieves optimal conditions when the amount of traffic is about

the same in each direction.

2.3.4 Control Conditions

For interrupted-flow facilities, the control of the time for movement of specific traffic flows is

critical to capacity, service flow rates, and level of service. The most critical type of control is

the traffic signal. The type of control in use, signal phasing, allocation of green time, cycle

length, and the relationship with adjacent control measures affect operations.

2.3.5 Technology

Emerging transportation technologies, also known as intelligent transportation systems (ITS),

will enhance the safety and efficiency of vehicles and roadway systems. ITS includes any

technology that allows drivers and traffic control system operators to gather and use real-time

information to improve vehicle navigation, roadway system control, or both.

2.4 ROAD CLASSIFICATION IN KENYA

2.4.1. Existing Road Classification System in an Urban Context

The complete functional classification system has been developed around the hierarchy of

movements: main movement, transition, distribution, collection, access and termination. It is

shown in Table 2.2. The two main shortcomings of the functional classification system in an

urban environment are that it does not consider other modes of transportation and does not

consider roadway functions outside of access and mobility. With respect to the lack of

consideration of other road users, it is arguable that the hierarchy of movements on which the

functional classification system is based is equally applicable to walking, cycling, public transit

and the private motor vehicle. However, the facilities that would serve “main movement” for a

motor vehicle are significantly different than the facilities serving the “main movement” for

pedestrians. Generally speaking, the movement of motor vehicle traffic requires a smooth, direct

and uninterrupted route and little in the way of amenities. In fact, clear zones at the side of the

road are preferable for safety and convenience. The movement of pedestrian traffic is influenced

much more by “comfort.”


Page 12

Table 2.2: ROAD CLASSIFICATION IN AN URBAN CONTEXT

Classification Characteristics

Principal

Arterial

Serves major centers of activity with the highest traffic volumes and longest trip

lengths. Integrated internally and between major rural connections. Service to

abutting lands is subordinate to travel service to major movements. Design

types are interstate, other freeways and other principal arterials

Minor

arterial

Trips of moderate length at a lower level of mobility than principal arterials.

Some emphasis on land access. May carry local bus routes and provide

intracommunity continuity but does not penetrate neighborhoods.

Collector Provides both land access and traffic circulation within all areas. Penetrates

neighborhoods and communities collecting and distributing traffic between

neighborhoods and the arterial streets.

Local Primarily permits direct land access and connections to the higher order streets.

Lowest level of mobility. Through traffic is usually deliberately discouraged.

Source: Forbes G.

According to Kenya Roads Board, The Current Road Classification System in Kenya was

developed over 30 years ago and has six road classes named from Classes A to E and a Special

Purpose Road class. Each class is defined by the functional criteria related to administrative level

of centers the roads connect.

Table 2.3: FUNCTIONAL ROAD CLASSIFICATION IN KENYA

CLASS DESCRIPTION FUNCTION

A International Trunk

Roads (Principal

Arterials)

Link centers of international importance and cross

international boundaries or terminate at international

ports or airports (e.g. Mombasa,)

B National Trunk Roads

(Principal Arterials)

Link nationally important centers (e.g. Provincial

headquarters)

C Primary Roads (Minor

Arterials)

Link provincially important centers to each other or

to higher class roads (e.g. District headquarters)

D Secondary Roads (Minor

Arterials)

Link locally important centers to each other, or to

more important centers or to a higher class road (e.g.

divisional headquarters)

E Minor Roads (Collectors) Any link to a minor center

SPR G (Locals) Government Roads


Page 13

Source: Kenya Roads Board

Table 2.4: SUMMARY OF CURRENT ROAD CLASSIFICATION IN KILOMETERS IN

KENYA

ROAD CLASS PAVED UNPAVED TOTAL

A 2,772 816 3,588

B 1,489 1,156 2,645

C 2,693 5,164 7,857

D 1,238 9,483 10,721

E 577 26,071 26,649

SPR 100 10,376 10,476

U 2,318 96,623 98,941

TOTAL 11,189 149,689 160,886

Source: KRB.

2.4.2. Review of Kenyan Road Classification System by Kenya Roads Board

The current road classification system was developed over 30 years ago. Since then the road

network has grown rapidly and changed in character. The classification system is now perceived

to be outdated and in need of a review for a number of reasons. First, the rapid growth and

urbanization of the population has led to the requirement to update it. There has also been a

significant expansion of the road network. It is also important to provide additional road classes

to cater for special purpose roads. Another main reason is the existence of the large rural and

urban road network (98,936km) that is currently unclassified. The successive changes in

administration boundaries, affecting the validity of the original functional classification in terms

L (Locals)

R (Locals)

S (Locals)

T (Locals)

W (Locals)

Settlement Roads

Rural Access Roads

Sugar Roads

Tea Roads

Wheat Roads

U Unclassified All other public roads and streets


Page 14

of administrative centers, notably at district level is also a reason for the revision of this

classification. The current classification has some anomalies in class assignment, whereby some

higher classes of roads have significantly lower standards or lower traffic volume than some

lower classes of roads. The criteria used for the classification are relatively broad and subjective.

The present system is seen to be static and unable to adjust to changing circumstances. Rational

planning and allocation of scarce funds to the road system is now perceived to require a more

objective and quantifiable basis for prioritizing groups of roads than a simple functional

classification system can provide.

Due to the limitations of the existing classification system, KRB, with funding from the Nordic

Development Fund under the Northern Corridor Transport Improvement Project, commissioned

a Consultant to develop a new Road Classification System in October 2006.The Consultant has

reviewed the current classification system and compared with best international practices to

develop a proposed new classification system.

The proposed reclassification system was presented to a stakeholder's meeting in July 2007

where it was adopted. It will take effect when approved by the Minister for Transport and

Infrastructure.

The Proposed Kenyan Road Classification System (Kenya Roads Board)

KRB proposed the new classification system. It covers all public roads and extends to the

presently unclassified rural and urban roads. The main thrust of the approach is to make the

classification more objective and consistent by specifying quantifiable parameters (traffic,

population, spacing) to guide the selection of appropriate road classes. It is also a dynamic

system where road classes can be periodically reviewed to adapt to changes in traffic, function

etc.

The proposed Road Classification System sees Kenya's road network as being composed of two

distinct networks i.e. the Rural Roads Network (outside Cities and Municipalities) and the Urban

Roads Network (within Cities and Municipalities) for all public roads with 9m or more road

reserves. Although the new classification system retains A,B,C,D and E classes, the system has

been extended to include additional classes. It should be noted that presently classified roads do

not necessarily retain their road classes under the new classification.

2.5 CLASSIFICATION OF TWO-LANE HIGHWAYS (HCM 2000)

Two-lane highways are categorized into two classes for analysis: (HCM 2010)

• Class I—These are two-lane highways on which motorists expect to travel at relatively high

speeds. Two-lane highways that are major intercity routes, primary arterials connecting major

traffic generators, daily commuter routes, or primary links in state or national highway networks


Page 15

generally are assigned to Class I. Class I facilities most often serve long-distance trips or provide

connecting links between facilities that serve long-distance trips.

• Class II—These are two-lane highways on which motorists do not necessarily expect to travel

at high speeds. Two-lane highways that function as access routes to Class I facilities, serve as

scenic or recreational routes that are not primary arterials, or pass through rugged terrain

generally are assigned to Class II. Class II facilities most often serve relatively short trips, the

beginning and ending portions of longer trips, or trips for which sightseeing plays a significant

role.

The Eastern Bypass can be classified as a Class I highway since it provides a connecting link

between two roads that serve long-distance trips, that is Thika Superhighway and Mombasa

Road.

2.6 LITERATTURE BACKGROUND ON STUDY AREA

The area around the study area was originally an expansive bare land with no developments

around it. However with the coming of the road, a lot of development has taken place. Local

newspapers have depicted a spurt in the economic conditions of the area. According to the

Standard newspaper:

“the area opened up and everyone wants to live there due to accessibility to Nairobi. At the point

where the bypass connects to Kiambu-Ruiru Road before connecting to Thika Superhighway,

unprecedented growth has been experienced, with investors building palatial homes and

entertainment spots.” (Standard Media)

The paper further reports that business is booming in the area. The construction industry has thoroughly

grown in the time since the building of the road. This has led to the interruption of traffic flow by

construction vehicles and lorries.

Hardware shops are also reaping from the increased demand. Joseph Kiminda, a quarry business

owner, says: “There is no single day you will not find a construction project in progress. This

means good business for construction materials suppliers. We are busy.” (Standard Media)

The new road also introduced a route by the local transportation industry from the junction at

Thika road to the junction at Kangundo road. The route is operated by fourteen or eleven seater

vans known as matatus. These vehicles drop and pick passengers at random non-designated

points on the road. As the vehicles decelerate to stop, this creates a shockwave of the vehicles

behind it and increases the percentage time spent following. This imparts on the level of service

of the road. The vehicles also cause a shockwave behind them as they join the road. The

acceleration of these matatus cannot be compared with that of small personal cars and this causes

vehicles to slow down to allow for the matatus joining the traffic stream.


Page 16

Since the main purpose of the road was to divert traffic that had no business in the Central

Business District, most of the goods trucks now use the Eastern Bypass. These trucks have a

speed limit of 65 km/h. This speed creates hindrance to the movement of light vehicles whose

speed limit is 110 km/h. This increases the percentage time spent following.

2.8 THEORETICAL BACKGROUND.

Traffic volume studies are conducted to collect data on the number of vehicles and/or pedestrians

that pass a point on a highway facility during a specified time period. Traffic volume studies are

usually conducted when certain volume characteristics are needed, some of which follow:

2.8.1 Average Annual Daily Traffic (AADT) is the average of 24-hour counts collected every day

of the year. AADTs are used in several traffic and transportation analyses for:

a. Estimation of highway user revenues

b. Computation of crash rates in terms of number of crashes per 100 million vehicle kilometers

c. Establishment of traffic volume trends

d. Evaluation of the economic feasibility of highway projects

e. Development of freeway and major arterial street systems

f. Development of improvement and maintenance programs

2.8.2 Average Daily Traffic (ADT) is the average of 24-hour counts collected over a number of

days greater than one but less than a year. ADTs may be used for:

a. Planning of highway activities

b. Measurement of current demand

c. Evaluation of existing traffic flow

2.8.3 Peak Hour Volume (PHV) is the maximum number of vehicles that pass a point on a

highway during a period of 60 consecutive minutes. PHVs are used for:

a. Functional classification of highways

b. Design of the geometric characteristics of a highway, for example, number of lanes,

intersection signalization, or channelization

c. Capacity analysis


Page 17

d. Development of programs related to traffic operations, for example, one-way street systems or

traffic routing

e. Development of parking regulations

2.8.4 Vehicle Classification (VC) records volume with respect to the type of vehicles, for

example, passenger cars, two-axle trucks, or three-axle trucks. VC is used in:

a. Design of geometric characteristics, with particular reference to turning-radii requirements,

maximum grades, lane widths, and so forth

b. Capacity analyses, with respect to passenger-car equivalents of trucks

c. Adjustment of traffic counts obtained by machines

d. Structural design of highway pavements, bridges, and so forth

2.8.5 Vehicle Miles of Travel (VMT) is a measure of travel along a section of road. It is the

product of the traffic volume (that is, average weekday volume or ADT) and the length of

roadway in miles to which the volume is applicable. VMTs are used mainly as a base for

allocating resources for maintenance and improvement of highways.

2.9 CAPACITY

The capacity of a two-lane highway is 1,700 pc/h for each direction of travel. The capacity is

nearly independent of the directional distribution of traffic on the facility, except that for

extended lengths of two-lane highway, the capacity will not exceed 3,200 pc/h for both

directions of travel combined. For short lengths of two-lane highway—such as tunnels or

bridges—a capacity of 3,200 to 3,400 pc/h for both directions of travel combined may be

attained but cannot be expected for an extended length.

2.10 TRAFFIC VOLUME COUNT

Traffic volume studies are conducted to determine the number, movements, and classifications of

roadway vehicles at a given location. These data can help identify critical flow time periods,

determine the influence of large vehicles or pedestrians on vehicular traffic flow, or document

traffic volume trends. The length of the sampling period depends on the type of count being

taken and the intended use of the data recorded.

Two methods are available for conducting traffic volume counts:

• manual

• automatic

Manual counts are typically used to gather data for determination of vehicle classification,

turning movements, direction of travel, pedestrian movements, or vehicle occupancy. Automatic


Page 18

counts are typically used to gather data for determination of vehicle hourly patterns, daily or

seasonal variations and growth trends, or annual traffic estimates.

The selection of study method should be determined using the count period. The count period

should be representative of the time of day, day of month, and month of year for the study area.

For example, counts at a summer resort would not be taken in January. The count period should

avoid special event such as weekends and public holidays or compromising weather conditions

such as heavy rain or snow conditions. Count periods may range from 5 minutes to 1 year.

Typical count periods are 15 minutes or 2 hours for peak periods, 4 hours for morning and

afternoon peaks, 6 hours for morning, midday, and afternoon peaks, and 12 hours for daytime

periods. For example, if you were conducting a 2 -hour peak period count, eight 15-minute

counts would be required. For this study, the Manual Count Method will be adopted.

2.10.1 Manual Count Method

This is the more common method of conducting traffic counts. It is mostly used where one

requires small samples of data at any given location. Manual counts are sometimes used when

the effort and expense of automated equipment are not justified. Manual counts are necessary

when automatic equipment is not available. Manual counts are typically used for periods of less

than a day. Normal intervals for a manual count are 5, 10, or 15 minutes. Traffic counts during a

Monday morning rush hour and a Friday evening rush hour may show exceptionally high

volumes and are not normally used in analysis; therefore, counts are usually conducted on a

Tuesday, Wednesday, or Thursday.

2.10.1.1 Manual Count Recording Methods

Manual counts are recorded using one of three methods: tally sheets, mechanical counting

boards, or electronic counting boards. For this study, only data sheets and counting boards will

be used.

2.10.1.1.1 Tally Sheets

Recording data onto tally sheets is the simplest means of conducting manual counts. The data

can be recorded with a tick mark on a pre-prepared field form. A watch or stopwatch is necessary

to measure the desired count interval.

2.10.1.1.2 Mechanical Counting Boards

Mechanical count boards consist of counters mounted on a board that record each direction of

travel. Common counts include pedestrian, bicycle, vehicle classification, and traffic volume

counts. Typical counters are push button devices with three to five registers. Each button

represents a different stratification of type of vehicle or pedestrian being counted. The limited

number of buttons on the counter can restrict the number of classifications that can be counted on

a given board. A watch or a stopwatch is also necessary with this method to measure the desired

count interval.


Page 19

2.10.1.2 Personnel Involved in a Manual Count Study

The size of the data collection team depends on the length of the counting period, the type of

count being performed, the number of lanes or crosswalks being observed, and the volume level

of traffic. The number of personnel needed also depends on the study data needed. For example,

one observer can record certain types of vehicles while another counts total volumes. Observers

conducting manual traffic counts must be trained on the study purpose. To avoid fatigue,

observers must be relieved periodically. Every 2 hours observers should take a 10 to 15 minute

break.

2.10.1.3 Key Steps to a Manual Count Study

A manual count study includes three key steps:

Perform necessary office preparations.

Select proper observer location.

Label data sheets and record observations.

Perform Necessary Office Preparations

Office preparations start with a review of the purpose of the manual count. This type of

information will help determine the type of equipment to use, the field procedures to follow, and

the number of observers required. For example, an intersection with multiple approach lanes may

require electronic counting boards and multiple observers.

Select Proper Observer Location

Observers must be positioned where they have a clear view of the traffic. Observers should be

positioned away from the edge of the roadway. If observers are positioned above ground level

and clear of obstructions they usually have the best vantage point. Visual contact must be

maintained if there are multiple observers at a site. If views are unobstructed, observers may

count from inside a vehicle.

Label Data Forms and Record Observations

Manual counts may produce a large number of data forms; therefore, the data forms should be

carefully labeled and organized. On each tally sheet, the observer should record the location,

time and date of observation, and weather conditions24

.

2.11 DETERMINATION OF LEVEL OF SERVICE FOR A TWO LANE TWO

WAY HIGHWAY

HCM 2000 outlines the following discussion presenting estimates of two-lane highway capacity,

defining the LOS for two-lane highways, and documenting the methodology for operational and


Page 20

for planning applications. Figure 7 summarizes the methodology for determining the Capacity

and the Level of service of a Two Lane highway.

Figure 2.2: Methodology for determining the capacity and LOS of a two lane highway.

Source: Highway Capacity Manual 2010

2.11.1 TWO WAY TWO LANE SEGMENTS

The two-way segment methodology estimates measures of traffic operation along a section of

highway, based on terrain, geometric design, and traffic conditions. Terrain is classified as level

or rolling, as described below. Mountainous terrain is addressed in the operational analysis of

specific upgrades and downgrades, presented below. This methodology typically is applied to

highway sections of at least 2.0 mi. Traffic data needed to apply the two-way segment


Page 21

methodology include the two-way hourly volume, a peak-hour factor (PHF), and the directional

distribution of traffic flow. The PHF may be computed from field data, or appropriate default

values may be selected from the tabulated values presented in Chapter 12 of HCM2000. Traffic

data also includes the proportion of trucks and recreational vehicles (RVs) in the traffic stream.

The operational analysis of extended two-way segments for a two-lane highway involves several

steps, described in the following sections.

Table 2.5: LOS CRITERIA FOR TWO LANE HIGHWAYS IN CLASS 1 (HCM2000)


Figure 2.3: GRAPHICAL REPRESENTATION OF LOS CRITERIA FOR TWO LANE

HIGHWAYS IN CLASS 1


PERFOMANCE

2.11.1.1 Determining Free-Flow Speed

A key step in the assessment of the LOS of a

speed (FFS). The FFS is measured using the mean speed of traffic under low flow conditions (up

to two-way flows of 200 pc/h). If field measurements must be made with two

more than 200 pc/h, a volume adjustment must be made in determining FFS. This volume

adjustment is discussed below.

The FFS of a highway can be determined directly from a speed study conducted in the field. No

adjustments are made to the field

representative location within the highway segment being evaluated; for example, a site on a

short upgrade should not be selected within a segment that is generally level. Any speed

measurement technique acceptable for other types o

used. The field study should be conducted in periods of low traffic flow (up to a two

200 pc/h) and should measure the speeds of all vehicles or of a systematic sampling (e.g., of

every 10th vehicle). A representative sample of the speeds of at least 100 vehicles, impeded or

unimpeded, should be obtained.

If the speed study must be conducted at a two

be found by using the speed-flow relationships shown in

data on traffic volumes are recorded at the same time. The FFS can be computed based on field

data as shown in Equation 2:

where

FFS = estimated free-flow speed (km

SFM = mean speed of traffic measured in the field (km

Vf = observed flow rate for the period when field data were obtained (veh/h), and

fHV = heavy-vehicle adjustment fa

2.11.1.2 Determining Demand Flow Rate

Three adjustments must be made to hourly d

estimates, to arrive at the equivalent pass

adjustments are the PHF, the grade adjustment factor, and the heavy

These adjustments are applied according to Equation 3

PERFOMANCE ANALYSIS OF EASTERN BYPASS

Flow Speed (HCM2000)

A key step in the assessment of the LOS of a two-lane highway is to determine the free


way flows of 200 pc/h). If field measurements must be made with two-way flow rates of

volume adjustment must be made in determining FFS. This volume


adjustments are made to the field-measured data. The speed study should be conducted at a



measurement technique acceptable for other types of traffic engineering speed studies may be

used. The field study should be conducted in periods of low traffic flow (up to a two


A representative sample of the speeds of at least 100 vehicles, impeded or

If the speed study must be conducted at a two-way flow rate of more than 200 pc/h, the FFS can

flow relationships shown in Chapter 12(HCM2000), assuming that


(Equation 2)


flow speed (km/h),

raffic measured in the field (km/h),

= observed flow rate for the period when field data were obtained (veh/h), and

vehicle adjustment factor, determined as shown in Equation

Determining Demand Flow Rate

Three adjustments must be made to hourly demand volumes, whether based on traffic counts or

estimates, to arrive at the equivalent passenger-car flow rate used in LOS analysis. These

adjustments are the PHF, the grade adjustment factor, and the heavy vehicle adjustment factor.

according to Equation 3.

ANALYSIS OF EASTERN BYPASS 2015

Page 22

lane highway is to determine the free-flow


way flow rates of

volume adjustment must be made in determining FFS. This volume


hould be conducted at a



f traffic engineering speed studies may be

used. The field study should be conducted in periods of low traffic flow (up to a two-way flow of


A representative sample of the speeds of at least 100 vehicles, impeded or

way flow rate of more than 200 pc/h, the FFS can

Chapter 12(HCM2000), assuming that



= observed flow rate for the period when field data were obtained (veh/h), and

5

traffic counts or

analysis. These

le adjustment factor.

PERFOMANCE

where

vp = passenger-car equivalent flow rate for peak 15

V = demand volume for the full peak hour (veh/h),

PHF = peak-hour factor,

fG = grade adjustment factor, and

fHV = heavy-vehicle adjustment factor

2.11.1.3 PHF

PHF represents the variation in traffic flow within an hour. Two

on demand volumes for a peak 15

For operational analysis, the full-

peak 15 min, as shown in Equation 3

Where:

PHF = Peak Hour Factor

V = Hourly volume (veh/h)

V15 = Maximum 15 minute rate of flow

Default PHF values of 0.88 for rural areas and 0.92 for urba

of local data.

2.11.1.4 Grade Adjustment Factor

The grade adjustment factor, fG, accounts for the effect of the terrain on travel speeds and percent

time-spent-following, even if no heavy vehicles are present. The values of the grade adjustment


(Equation 3)


car equivalent flow rate for peak 15-min period (pc/h),

V = demand volume for the full peak hour (veh/h),

= grade adjustment factor, and

vehicle adjustment factor determined as shown in Equation

PHF represents the variation in traffic flow within an hour. Two-lane highway analysis is based

volumes for a peak 15-min period within the hour of interest—usually the peak hour.

-hour demand volumes must be converted to flow rates for the

min, as shown in Equation 3. The peak hour factor is then calculated using Equation 4.

��

�� (Equation 4)



V = Hourly volume (veh/h)

V15 = Maximum 15 minute rate of flow

Default PHF values of 0.88 for rural areas and 0.92 for urban areas may be used in the absence

Grade Adjustment Factor

, accounts for the effect of the terrain on travel speeds and percent

following, even if no heavy vehicles are present. The values of the grade adjustment


Page 23


5

lane highway analysis is based

usually the peak hour.

hour demand volumes must be converted to flow rates for the

using Equation 4.

(Equation 4)


n areas may be used in the absence

, accounts for the effect of the terrain on travel speeds and percent

following, even if no heavy vehicles are present. The values of the grade adjustment


Page 24

factor are listed in Table 5 for estimating average travel speeds and in Table 6 for estimating

percent time-spent-following.

Table 2.6: GRADE ADJUSTMENT FACTOR (fG) TO DETERMINE SPEEDS ON TWO-

WAY AND DIRECTIONAL SEGMENTS


Table 2.7: GRADE ADJUSTMENT FACTOR (fG) TO DETERMINE PERCENT TIME-

SPENT-FOLLOWING ON TWO-WAY AND DIRECTIONAL SEGMENTS


2.11.1.5 Adjustment for Heavy Vehicles

The presence of heavy vehicles in the traffic stream decreases the FFS, because at base

conditions the traffic stream is assumed to consist only of passenger cars—a rare occurrence.

Therefore, traffic volumes must be adjusted to an equivalent flow rate expressed in passenger

cars per hour. This adjustment is accomplished by using the factor fHV.

Adjustment for the presence of heavy vehicles in the traffic stream applies to two types of

vehicles: trucks and RVs. Buses should not be treated as a separate type of heavy vehicle but

should be included with trucks. The heavy-vehicle adjustment factor requires two steps. First, the

passenger-car equivalency factors for trucks (ET) and RVs(ER) for the prevailing operating

conditions must be found. Then, using these values, an adjustment factor must be computed to

correct for all heavy vehicles in the traffic stream. Passenger-car equivalents for extended two-

way segments are determined from Table 7 for estimating speeds and from Table 8 for


Page 25

estimating percent time spent-following. The terrain of extended two-way segments should be

categorized as level or rolling.

Table 2.8: PASSENGER-CAR EQUIVALENTS FOR TRUCKS AND RVS TO DETERMINE

SPEEDS OF TWO-WAY AND DIRECTIONAL SEGMENTS


Table 2.9: PASSENGER-CAR EQUIVALENTS FOR TRUCKS AND RVS TO DETERMINE

PERCENT TIME-SPENT-FOLLOWING ON TWO-WAY AND DIRECTIONAL SEGMENTS


2.11.1.6 Level Terrain

Level terrain is any combination of horizontal and vertical alignment permitting heavy vehicles

to maintain approximately the same speed as passenger cars; this generally includes short grades

of no more than 1 or 2 percent.

PERFOMANCE

2.11.1.7 Rolling Terrain

Rolling terrain is any combination of horizontal and

reduce their speeds substantially below thos

speeds for any significant length of t

and medium-length grades of no more than 4 percent.

than a 4 percent grade should be analyzed with

segments. Heavy-Vehicle Adjustment Factor

the adjustment factor for heavy vehicles

where

PT= proportion of trucks in the traffic stream, expressed as a decimal;

PR= proportion of RVs in the traffic stream,

ET= passenger-car equivalent for tr

ER= passenger-car equivalent for

2.11.1.8 Iterative Computations

Tables 5 through 8 - the grade adjustment factor f

(ET) and RVs (ER)—are stratified by flow rates expressed in passenger cars per hour. However,

until Equation 3 is applied, the flow rate in passenger cars per hour is not known. Therefore, an

iterative approach must be applied to determine the passenger

from that, either average travel speed or percent time

First, determine the flow rate, in vehicles per hour,

and ER appropriate for that flow rate from the tables. Then, determine the v

using Equations 3 and 5. If the computed value of v

flow-rate range for which fG, ET, and E

be used. If the vp is higher than the upper limit of

for successively higher ranges until an acceptable value of v

includes all flow rates greater than 1,200 pc

used if a computed value exceeds the upper limit of both lower flow


Rolling terrain is any combination of horizontal and vertical alignment causing heavy

reduce their speeds substantially below those of passenger cars, but not to operate at crawl

speeds for any significant length of time or at frequent intervals; generally, this includes short

ades of no more than 4 percent. Segments with substantial lengths of more

t grade should be analyzed with the specific grade procedure for directional

Vehicle Adjustment Factor Once values for ET and ER have been determine

vehicles is computed using Equation 5.

(Equation 5


= proportion of trucks in the traffic stream, expressed as a decimal;

= proportion of RVs in the traffic stream, expressed as a decimal

car equivalent for trucks, obtained from Table 7 or Table

car equivalent for RVs, obtained from Table 7 or Table 8

the grade adjustment factor fG and the passenger-car equivalents for trucks

are stratified by flow rates expressed in passenger cars per hour. However,

is applied, the flow rate in passenger cars per hour is not known. Therefore, an

h must be applied to determine the passenger-car equivalent flow rate v

speed or percent time-spent-following.

First, determine the flow rate, in vehicles per hour, as V/PHF. Second, select values

propriate for that flow rate from the tables. Then, determine the vp from t

If the computed value of vp is less than the upper limit of the selected

, and ER were determined, then the computed value of v

higher than the upper limit of the selected flow-rate range, repeat the process

r ranges until an acceptable value of vp is found. Because the highest range

than 1,200 pc/h in both directions of travel combined, it

exceeds the upper limit of both lower flow-rate ranges.


Page 26

ertical alignment causing heavy vehicles to

operate at crawl

generally, this includes short-

Segments with substantial lengths of more

the specific grade procedure for directional

have been determined,

(Equation 5)


8; and

car equivalents for trucks

are stratified by flow rates expressed in passenger cars per hour. However,

is applied, the flow rate in passenger cars per hour is not known. Therefore, an

car equivalent flow rate vp, and

as V/PHF. Second, select values of fG, ET,

from those values

the upper limit of the selected

then the computed value of vp should

rate range, repeat the process

is found. Because the highest range

combined, it can be

.

PERFOMANCE

2.11.1.9 Determining Average Travel Speed

The average travel speed is estimated from the FFS,

factor for the percentage of no-passing zones. The demand flow rate for estimating average

travel speed is determined with Equation

car equivalents in Table 7. Average travel speed is th

where

ATS = average travel speed for both direct

fnp = adjustment for percentage of no


The FFS used in Equation 6 is the value

of the percentage of no-passing zones on average travel speed (f

shows that the effect of no-passing zones on average travel speed increases to a maximum at a

two-way flow rate of 400 pc/h and then decreases at higher volumes. The maximum value of f

is 7.3 km/h.


Determining Average Travel Speed

The average travel speed is estimated from the FFS, the demand flow rate, and an adjustment

passing zones. The demand flow rate for estimating average

ed is determined with Equation 3 using the value of f HV computed with the passenger

erage travel speed is then estimated using Equation

(Equation 6


ATS = average travel speed for both directions of travel combined (km/h),

= adjustment for percentage of no-passing zones (see Table 9), and

car equivalent flow rate for peak 15-min period (pc/h).

is the value estimated with Equation 2. The adjustment for the effect

passing zones on average travel speed (fnp) is listed in Tab

passing zones on average travel speed increases to a maximum at a

way flow rate of 400 pc/h and then decreases at higher volumes. The maximum value of f


Page 27

the demand flow rate, and an adjustment

passing zones. The demand flow rate for estimating average

computed with the passenger-

en estimated using Equation 6.

(Equation 6)


/h),

The adjustment for the effect

able 9. The table

passing zones on average travel speed increases to a maximum at a

way flow rate of 400 pc/h and then decreases at higher volumes. The maximum value of fnp

PERFOMANCE

Table 2.10: ADJUSTMENT (f

TRAVEL SPEED


2.11.1.10 Determining Percent Time

The percent time-spent-following is estimated from the demand flow rate, the directional

distribution of traffic, and the percentage of no

estimating percent time-spent-following is determined with Equation

computed with passenger-car equivalents from Table

estimated using Equation 7. Appropriate values of base percent time

determined from Equation 8.

where

PTSF = percent time-spent


ADJUSTMENT (fnp) FOR EFFECT OF NO-PASSING ZONES ON AVERAGE

TRAVEL SPEED ON TWO-WAY SEGMENTS


Determining Percent Time-Spent-Following

following is estimated from the demand flow rate, the directional

distribution of traffic, and the percentage of no-passing zones. The demand flow rate (v

following is determined with Equation 3 using the value of f

equivalents from Table 8. Percent time-spent-following is then

Appropriate values of base percent time-spent-following can

(Equation 7)


spent-following,


Page 28

G ZONES ON AVERAGE

following is estimated from the demand flow rate, the directional

passing zones. The demand flow rate (vp) for

using the value of fHV

following is then

following can be


PERFOMANCE

BPTSF = base percent time

Equation……..), and

fd/np = adjustment for the combined effect of the directional distribution of traffic and of

the percentage of no-passing zones on percent time

An adjustment representing the combined effect of directional distribution of traffic and

percentage of no-passing zones (f

Table 2.11: ADJUSTMENT (f

DISTRIBUTION OF TRAFFIC AND PERCENTAGE OF NO

PERCENT TIME-SPENT



percent time-spent-following for both directions of travel combined (

= adjustment for the combined effect of the directional distribution of traffic and of

passing zones on percent time-spent following

(Equation 8



passing zones (fd/np) is presented in Table 10

ADJUSTMENT (fd/np) FOR COMBINED EFFECT OF DIRECTIONAL

DISTRIBUTION OF TRAFFIC AND PERCENTAGE OF NO-PASSING ZONES ON

SPENT-FOLLOWING ON TWO-WAYSEGMENTS



Page 29

following for both directions of travel combined (use


(Equation 8)



OF DIRECTIONAL

PASSING ZONES ON

WAYSEGMENTS


Page 30


2.11.2 Determining LOS

The first step in determining LOS is to compare the passenger-car equivalent flow rate (vp) to the

two-way capacity of 3,200 pc/h. If vp is greater than the capacity, then the roadway is

oversaturated and the LOS is F. Similarly, if the demand flow rate in either direction of travel—

as determined from the two-way flow rate and the directional split— is greater than 1,700 pc/h,

then the roadway is oversaturated and the LOS is F. In LOS F, percent time-spent-following is

nearly 100 percent and speeds are highly variable and difficult to estimate.

When a segment of a Class I facility has a demand less than its capacity, the LOS is determined

by locating a point on Table 4 that corresponds to the estimated percent time-spent-following and

average travel speed.


Page 31

3. DATA COLLECTION

3.1 TRAFFIC VOLUME COUNT

For this study, the manual method of traffic volume counting was chosen as opposed to the automatic

method due to lack of access to automatic gadgets. The tally sheets were prepared and the counters

were acquired. For stopwatches, the data collectors used their mobile phones due to lack of proper

stopwatches. The phones were however synchronized to read the exact same time. A total of six data

collectors were engaged. All the data collectors were familiar with the purpose of the data collection.

Each of the data collectors were provided with counters and instructed to record a certain class of

vehicles. Three data collectors were allocated for each direction of the road. The data collection

started at 7.00 am and ended at 7.00 pm. The seventh data collector was the relief person in the

case of bathroom breaks and lunch breaks. He also facilitated the recording of the data during the

15 minute intervals.

The data was collected at the point shown on the map below.

PERFOMANCE

Map Showing data collection point.

3.2 SPEED COUNT

The speed count was done by the moving observer method. This method involves the observer

driving along the desired length to be studied and measuring the time it takes to cover the

distance. From this time measurement, the average travelling speed can be obtained.

For this study, a total of five runs were made along the whole distance of the Eastern bypass. A

run in this case indicates a to and fro drive, from the Thika Road junction


wing data collection point. Source: Google Earth





run in this case indicates a to and fro drive, from the Thika Road junction all the way to the


Page 32

Source: Google Earth





all the way to the


Page 33

Kangundo Road junction, and then driving back. The time taken to drive one direction was

recorded as well as the time taken to drive back.

The speed count was carried out during different times of the day. The times were selected to

coincide with the expected peak and off peak periods. This was chosen to be able to assess the

different conditions of the road at different times of the day. This would therefore provide a good

measure of the average travel speed.


Page 34

4. RESULTS AND ANALYSIS

4.1 RESULTS

4.1.1 TRAFFIC COUNT RESULTS

The following were the results obtained from the field data collection.

Table 4.1: Traffic volume counts headed to Kangundo Road

Traffic Volume Count Sheet

Approaching From: THIKA ROAD Exiting to: KANGUNDO ROAD

Vehicle

Type/ Hour

Starting Motorcycles Cars

Pickups,

Jeeps,

Vans,

SUVs

Matatus &

Minibuses Buses

Light

Trucks

Medium

Trucks

Heavy

Trucks

6 Axle and

Drawback

Trucks

7:00 AM

2 97 37 12 1 21 42 20 8

1 110 37 12 0 10 21 14 7

1 97 30 8 1 10 14 20 9

2 89 27 6 2 6 20 12 8

8:00 AM

3 99 20 7 0 8 17 16 6

2 112 21 4 0 3 23 18 12

1 68 23 11 0 1 41 21 7

0 57 28 7 1 4 21 23 6

9:00 AM

0 58 19 8 1 7 33 21 9

2 43 23 7 0 1 19 19 7

3 71 21 12 1 1 27 12 6

1 49 35 4 0 2 14 8 7

10:00 AM

1 39 30 6 0 0 27 19 13

1 37 23 7 0 3 36 14 14

2 29 16 8 2 2 47 16 3

1 33 22 7 1 4 30 12 1

11:00 AM

3 41 31 7 0 1 26 13 7

0 30 33 6 0 0 14 12 6

1 30 16 4 0 2 17 6 4

2 33 12 2 0 0 23 12 2

12:00 PM

1 37 21 15 0 1 27 21 9

1 21 19 9 0 3 31 13 7

0 20 23 10 1 2 30 21 8

1 22 27 12 0 1 30 14 6

1:00 PM

3 20 42 20 0 4 27 16 7

1 39 23 12 0 3 16 12 12

5 57 24 6 2 2 29 27 4


Page 35

1 60 28 8 2 0 35 19 3

2:00 PM

3 43 21 7 0 1 42 20 7

1 33 20 12 0 0 47 21 9

2 41 31 14 0 1 31 14 6

1 29 14 8 0 3 37 12 4

3:00 PM

3 27 23 7 1 4 26 6 3

4 28 21 6 0 7 20 14 3

2 27 14 12 0 12 16 12 7

0 29 28 7 0 10 22 13 4

4:00 PM

1 33 23 8 0 4 37 6 2

3 37 23 10 0 7 31 12 0

1 42 25 7 1 13 20 14 7

1 41 19 12 1 6 14 6 3

5:00 PM

2 49 27 10 0 4 13 7 6

0 63 29 12 1 8 12 12 5

1 70 33 18 0 6 16 13 4

1 97 35 12 2 10 20 12 3

6:00 PM

3 103 61 13 2 13 21 10 1

4 102 42 16 0 12 20 23 7

1 113 39 10 1 13 33 22 6

3 97 30 14 1 10 37 16 7

Table 4.2: Traffic Volume Counts headed to Thika Road

Traffic Volume Count Sheet

Approaching From: KANGUNDO ROAD Exiting to: THIKA ROAD

Vehicle

Type/ Hour

Starting Motorcycles Cars

Pickups,

Jeeps,

Vans,

SUVs

Matatus &

Minibuses Buses

Light

Trucks

Medium

Trucks

Heavy

Trucks

6 Axle and

Drawback

Trucks

7:00 AM

3 154 69 22 2 23 27 21 10

0 127 53 16 3 11 33 20 3

1 136 59 18 1 12 21 14 4

2 113 48 12 0 10 30 22 8

8:00 AM

2 110 57 19 1 11 24 12 7

3 121 96 12 2 17 22 16 6

5 97 41 8 3 14 29 22 8

2 101 41 10 0 12 20 24 3

9:00 AM

4 86 46 6 1 9 22 13 1

2 54 49 12 0 10 17 27 7

1 91 39 10 0 6 29 14 4


Page 36

2 84 40 8 0 3 30 18 3

10:00 AM

0 61 39 7 1 5 33 26 1

1 41 37 7 0 2 41 21 2

0 48 41 4 0 1 26 12 1

2 36 35 6 0 4 13 14 1

11:00 AM

1 41 34 1 0 3 27 16 4

1 37 39 3 0 1 40 21 3

2 39 29 5 1 0 31 14 9

2 53 30 4 0 0 33 12 7

12:00 PM

1 54 37 5 0 1 42 20 8

3 46 31 1 0 3 53 21 6

1 44 24 6 0 2 41 16 4

2 48 38 4 1 1 40 12 6

1:00 PM

1 63 42 7 0 1 30 22 7

1 54 51 1 0 6 29 31 8

3 68 48 3 0 3 48 12 12

1 57 60 5 1 4 44 23 6

2:00 PM

4 49 47 2 1 3 31 27 7

1 51 33 1 0 1 27 14 7

2 53 40 1 0 1 20 28 11

2 47 31 0 1 2 22 28 3

3:00 PM

0 57 27 3 0 1 22 27 2

1 48 31 5 1 0 19 23 5

1 50 20 1 0 0 20 20 5

3 60 14 1 0 5 24 27 6

4:00 PM

3 58 16 0 0 6 39 30 5

3 56 20 2 0 1 44 19 4

2 61 12 3 0 4 37 16 0

1 73 21 3 0 0 41 12 1

5:00 PM

3 77 22 5 0 3 40 14 2

4 82 46 7 0 4 39 16 1

4 107 51 9 1 3 41 21 3

5 100 39 13 2 1 32 21 4

6:00 PM

1 110 57 6 0 1 27 20 4

5 137 52 7 2 4 31 18 6

3 126 41 9 1 2 29 30 8

1 112 60 10 1 1 19 20 8

The following are the corrected values of the traffic counts in Passenger Car Units. The

correction factors used are as outlined in the literature review.


Page 37

Table 4.3: Corrected PCU Values for the traffic count headed to Kangundo Road

Traffic Volume Count Sheet Approaching From: THIKA ROAD Exiting to: KANGUNDO ROAD

Corrected PCU

Values for

Motorcycles

Corrected PCU

Values for SUVs

/pickups, matatus

/minibuses

Corrected PCU

Values for buses

Corrected

PCU Values

for Trucks

7:00 AM - 7:15 AM 0.66 98 2.5 273

7:15 AM - 7:30 AM 0.33 98 0 156

7:30 AM - 7:45 AM 0.33 76 2.5 159

7:45 AM - 8:00 AM 0.66 66 5 138

8:00 AM - 8:15 AM 0.99 54 0 141

8:15 AM - 8:30 AM 0.66 50 0 168

8:30AM - 8:45 AM 0.33 68 0 210

8:45 AM - 9:00 AM 0 70 2.5 162

9:00 AM - 9:15 AM 0 54 2.5 210

9:15 AM - 9:30 AM 0.66 60 0 138

9:30AM - 9:45 AM 0.99 66 2.5 138

9:45 AM - 10:00 AM 0.33 78 0 93

10:00 AM - 10:15 AM 0.33 72 0 177

10:15 AM - 10:30 AM 0.33 60 0 201

10:30 AM - 10:45 AM 0.66 48 5 204

10:45 AM - 11:00 AM 0.33 58 2.5 141

11:00 AM - 11:15 AM 0.99 76 0 141

11:15 AM - 11:30 AM 0 78 0 96

11:30 AM - 11:45 AM 0.33 40 0 87

11:45 AM - 12:00 PM 0.66 28 0 111

12:00 PM - 12:15 PM 0.33 72 0 174

12:15 PM - 12:30 PM 0.33 56 0 162

12:30 PM - 12:45 PM 0 66 2.5 183

12:45 PM - 1:00 PM 0.33 78 0 153

1:00 PM - 1:15 PM 0.99 124 0 162

1:15 PM - 1:30 PM 0.33 70 0 129

1:30 PM - 1:45 PM 1.65 60 5 186

1:45 PM - 2:00 PM 0.33 72 5 171

2:00 PM - 2:15 PM 0.99 56 0 210

2:15 PM - 2:30 PM 0.33 64 0 231

2:30 PM - 2:45 PM 0.66 90 0 156

2:45 PM - 3:00 PM 0.33 44 0 168

3:00 PM - 3:15 PM 0.99 60 2.5 117

3:15 PM - 3:30 PM 1.32 54 0 132

3:30 PM - 3:45 PM 0.66 52 0 141

3:45 PM - 4:00 PM 0 70 0 147

4:00 PM - 4:15 PM 0.33 62 0 147

4:15 PM - 4:30 PM 0.99 66 0 150

4:30 PM - 4:45 PM 0.33 64 2.5 162

4:45 PM - 5:00 PM 0.33 62 2.5 87

5:00 PM - 5:15 PM 0.66 74 0 90


Page 38

5:15 PM - 5:30 PM 0 82 2.5 111

5:30 PM - 5:45 PM 0.33 102 0 117

5:45 PM - 6:00 PM 0.33 94 5 135

6:00 PM - 6:15 PM 0.99 148 5 135

6:15 PM - 6:30 PM 1.32 116 0 186

6:30 PM - 6:45 PM 0.33 98 2.5 222

6:45 PM - 7:00 PM 0.99 88 2.5 210

Table 4.4: Corrected PCU Values for the traffic count headed to Thika Road

Traffic Volume Count Sheet Approaching From: KANGUNDO ROAD Exiting to: THIKA ROAD

Corrected PCU

Values for

Motorcycles

Corrected PCU

Values for SUVs

/pickups, matatus

/minibuses

Corrected PCU

Values for

buses

Corrected

PCU Values

for Trucks

7:00 AM - 7:15 AM 0.99 182 5 243

7:15 AM - 7:30 AM 0 138 7.5 201

7:30 AM - 7:45 AM 0.33 154 2.5 153

7:45 AM - 8:00 AM 0.66 120 0 210

8:00 AM - 8:15 AM 0.66 152 2.5 162

8:15 AM - 8:30 AM 0.99 216 5 183

8:30AM - 8:45 AM 1.65 98 7.5 219

8:45 AM - 9:00 AM 0.66 102 0 177

9:00 AM - 9:15 AM 1.32 104 2.5 135

9:15 AM - 9:30 AM 0.66 122 0 183

9:30AM - 9:45 AM 0.33 98 0 159

9:45 AM - 10:00 AM 0.66 96 0 162

10:00 AM - 10:15 AM 0 92 2.5 195

10:15 AM - 10:30 AM 0.33 88 0 198

10:30 AM - 10:45 AM 0 90 0 120

10:45 AM - 11:00 AM 0.66 82 0 96

11:00 AM - 11:15 AM 0.33 70 0 150

11:15 AM - 11:30 AM 0.33 84 0 195

11:30 AM - 11:45 AM 0.66 68 2.5 162

11:45 AM - 12:00 PM 0.66 68 0 156

12:00 PM - 12:15 PM 0.33 84 0 213

12:15 PM - 12:30 PM 0.99 64 0 249

12:30 PM - 12:45 PM 0.33 60 0 189

12:45 PM - 1:00 PM 0.66 84 2.5 177

1:00 PM - 1:15 PM 0.33 98 0 180

1:15 PM - 1:30 PM 0.33 104 0 222

1:30 PM - 1:45 PM 0.99 102 0 225

1:45 PM - 2:00 PM 0.33 130 2.5 231

2:00 PM - 2:15 PM 1.32 98 2.5 204

2:15 PM - 2:30 PM 0.33 68 0 147

2:30 PM - 2:45 PM 0.66 82 0 180

2:45 PM - 3:00 PM 0.66 62 2.5 165


Page 39

3:00 PM - 3:15 PM 0 60 0 156

3:15 PM - 3:30 PM 0.33 72 2.5 141

3:30 PM - 3:45 PM 0.33 42 0 135

3:45 PM - 4:00 PM 0.99 30 0 186

4:00 PM - 4:15 PM 0.99 32 0 240

4:15 PM - 4:30 PM 0.99 44 0 204

4:30 PM - 4:45 PM 0.66 30 0 171

4:45 PM - 5:00 PM 0.33 48 0 162

5:00 PM - 5:15 PM 0.99 54 0 177

5:15 PM - 5:30 PM 1.32 106 0 180

5:30 PM - 5:45 PM 1.32 120 2.5 204

5:45 PM - 6:00 PM 1.65 104 5 174

6:00 PM - 6:15 PM 0.33 126 0 156

6:15 PM - 6:30 PM 1.65 118 5 177

6:30 PM - 6:45 PM 0.99 100 2.5 207

6:45 PM - 7:00 PM 0.33 140 2.5 144

The average 15 minute traffic was as depicted below:

Table 4.5: Average 15 minute traffic headed to Kangundo Road

Approaching From: THIKA ROAD

Exiting to: KANGUNDO

ROAD

Time Average 15 min Traffic

7:00 AM - 7:15 AM 471.16

7:15 AM - 7:30 AM 364.33

7:30 AM - 7:45 AM 334.83

7:45 AM - 8:00 AM 298.66

8:00 AM - 8:15 AM 294.99

8:15 AM - 8:30 AM 330.66

8:30AM - 8:45 AM 346.33

8:45 AM - 9:00 AM 291.5

9:00 AM - 9:15 AM 324.5

9:15 AM - 9:30 AM 241.66

9:30AM - 9:45 AM 278.49

9:45 AM - 10:00 AM 220.33

10:00 AM - 10:15 AM 288.33

10:15 AM - 10:30 AM 298.33

10:30 AM - 10:45 AM 286.66

10:45 AM - 11:00 AM 234.83

11:00 AM - 11:15 AM 258.99

11:15 AM - 11:30 AM 204


Page 40

11:30 AM - 11:45 AM 157.33

11:45 AM - 12:00 PM 172.66

12:00 PM - 12:15 PM 283.33

12:15 PM - 12:30 PM 239.33

12:30 PM - 12:45 PM 271.5

12:45 PM - 1:00 PM 253.33

1:00 PM - 1:15 PM 306.99

1:15 PM - 1:30 PM 238.33

1:30 PM - 1:45 PM 309.65

1:45 PM - 2:00 PM 308.33

2:00 PM - 2:15 PM 309.99

2:15 PM - 2:30 PM 328.33

2:30 PM - 2:45 PM 287.66

2:45 PM - 3:00 PM 241.33

3:00 PM - 3:15 PM 207.49

3:15 PM - 3:30 PM 215.32

3:30 PM - 3:45 PM 220.66

3:45 PM - 4:00 PM 246

4:00 PM - 4:15 PM 242.33

4:15 PM - 4:30 PM 253.99

4:30 PM - 4:45 PM 270.83

4:45 PM - 5:00 PM 192.83

5:00 PM - 5:15 PM 213.66

5:15 PM - 5:30 PM 258.5

5:30 PM - 5:45 PM 289.33

5:45 PM - 6:00 PM 331.33

6:00 PM - 6:15 PM 391.99

6:15 PM - 6:30 PM 405.32

6:30 PM - 6:45 PM 435.83

6:45 PM - 7:00 PM 398.49

Table 4.6: Average 15 minute traffic headed to Thika Road

Approaching from: KANGUNDO

ROAD Exiting to: THIKA ROAD

Time Average 15 min Traffic

7:00 AM - 7:15 AM 584.99

7:15 AM - 7:30 AM 473.5

7:30 AM - 7:45 AM 445.83

7:45 AM - 8:00 AM 443.66

8:00 AM - 8:15 AM 427.16

8:15 AM - 8:30 AM 525.99


Page 41

8:30AM - 8:45 AM 423.15

8:45 AM - 9:00 AM 380.66

9:00 AM - 9:15 AM 328.82

9:15 AM - 9:30 AM 359.66

9:30AM - 9:45 AM 348.33

9:45 AM - 10:00 AM 342.66

10:00 AM - 10:15 AM 350.5

10:15 AM - 10:30 AM 327.33

10:30 AM - 10:45 AM 258

10:45 AM - 11:00 AM 214.66

11:00 AM - 11:15 AM 261.33

11:15 AM - 11:30 AM 316.33

11:30 AM - 11:45 AM 272.16

11:45 AM - 12:00 PM 277.66

12:00 PM - 12:15 PM 351.33

12:15 PM - 12:30 PM 359.99

12:30 PM - 12:45 PM 293.33

12:45 PM - 1:00 PM 312.16

1:00 PM - 1:15 PM 341.33

1:15 PM - 1:30 PM 380.33

1:30 PM - 1:45 PM 395.99

1:45 PM - 2:00 PM 420.83

2:00 PM - 2:15 PM 354.82

2:15 PM - 2:30 PM 266.33

2:30 PM - 2:45 PM 315.66

2:45 PM - 3:00 PM 277.16

3:00 PM - 3:15 PM 273

3:15 PM - 3:30 PM 263.83

3:30 PM - 3:45 PM 227.33

3:45 PM - 4:00 PM 276.99

4:00 PM - 4:15 PM 330.99

4:15 PM - 4:30 PM 304.99

4:30 PM - 4:45 PM 262.66

4:45 PM - 5:00 PM 283.33

5:00 PM - 5:15 PM 308.99

5:15 PM - 5:30 PM 369.32

5:30 PM - 5:45 PM 434.82

5:45 PM - 6:00 PM 384.65

6:00 PM - 6:15 PM 392.33

6:15 PM - 6:30 PM 438.65

6:30 PM - 6:45 PM 436.49


Page 42

6:45 PM - 7:00 PM 398.83

The average hourly traffic was as depicted below.

Table 4.7: Average Hourly Traffic Headed to Kangundo Road

Approaching from: THIKA ROAD Exiting To: KANGUNDO

ROAD

Time Hourly Traffic

7:00 AM 1468.98

8:00 AM 1263.48

9:00 AM 1064.98

10:00 AM 1108.15

11:00 AM 792.98

12:00 PM 1047.49

1:00 PM 1163.3

2:00 PM 1167.31

3:00 PM 889.47

4:00 PM 959.98

5:00 PM 1092.82

6:00 PM 1631.63

TOTAL TRAFFIC 13,651

Table 4.8: Hourly Traffic counts headed to Thika Road

Approaching From: KANGUNDO

ROAD Exiting To: THIKA ROAD

Time Hourly Traffic

7:00 AM 1947.98

8:00 AM 1756.96

9:00 AM 1379.47

10:00 AM 1150.49

11:00 AM 1127.48

12:00 PM 1316.81

1:00 PM 1538.48

2:00 PM 1213.97

3:00 PM 1041.15

4:00 PM 1181.97

5:00 PM 1497.78

6:00 PM 1666.3


Page 43

TOTAL TRAFFIC 16,819

The Directional Split was as depicted below.

Table 4.9: Directional Split

TO KANGUNDO

ROAD TO THIKA ROAD

13650.57 16818.84

44.80% 55.20%

4.1.2 SPEED COUNT RESULTS

Table 4.10: Speed Counts for both directions

Speed Count Sheet

Run

No.

Distance

(KM)

Time of

Run

Time Taken

To (Mins &

Secs)

Time

Taken Fro

(Mins &

Secs)

Time

Taken

To

(Hrs)

Time

Taken

Fro

(Hrs)

Average

Speed

To

Average

Speed Fro

Average

Run

Speed

1 13.75 7:10 AM 14 min 44s 16 min 30s 0.246 0.275 55.89431 50 52.94715

2 13.75 10:30 AM 9 min 10s 10 min 02s 0.153 0.167 89.86928 82.335329 86.10231

3 13.75 1:20 PM 13 min 5s 12 min 41s 0.218 0.211 63.07339 65.165877 64.11964

4 13.75 3:30 PM 10 min 43s 11 min 56s 0.179 0.199 76.81564 69.095477 72.95556

5 13.75 5:30 PM 13 min 58s 15 min 44s 0.233 0.262 59.01288 52.480916 55.7469

TOTAL

AVERAG

E SPEED 66.37431


Page 44

4.2 ANALYSIS

Figure 4.1 : Graph of Number of Different Classes of Vehicles headed to Kangundo Road

Motorcycl

esCars

Pick ups,

Jeeps,

Vans,

SUVs

Matatus

&

Minibuses

BusesLight

Trucks

Medium

Trucks

Heavy

Trucks

6 Axle

and

Drawback

Trucks

Number 79 2602 1269 452 25 246 1252 716 292

0

500

1000

1500

2000

2500

3000

Nu

mb

er

Number of Different Vehicle Classes


Page 45

Figure 4.2: Graph of Numbers of Different Classes of Vehicles Headed to Thika Road

Motorcyc

lesCars

Pick ups,

Jeeps,

Vans,

SUVs

Matatus

&

Minibuse

s

BusesLight

Trucks

Medium

Trucks

Heavy

Trucks

6 Axle

and

Drawback

Trucks

Number 98 3578 1933 310 27 218 1479 947 241

0

500

1000

1500

2000

2500

3000

3500

4000

Nu

mb

er

Number of Different Vehicle Classes

Number


Page 46

Figure 4.3: Graph Of Average 15 Min Traffic Approaching from Thika Road and Exiting to

Kangundo Road

Observation: The graph depicts the different shifts in the 15 minutes traffic. It shows the rise in

the traffic counts during the expected peak hours of the day. The highest 15 minute traffic is that

between 7:00 AM and 7:15 AM. This represents the main period when most people are headed

to their places of work. It is higher because most people leave their houses early in order to beat

the traffic pile ups.

0

50

100

150

200

250

300

350

400

450

500

Average 15 min Traffic


Page 47

Figure 4.4: Graph Of Average 15 Min Traffic Approaching from Kangundo Road and Exiting to

Thika Road

Observation: This shows a similar trend on the way towards Thika Superhighway, only that this

time the traffic numbers are higher. This is because most people work within the city and the

quickest way to get there is by use of the Thika Superhighway. The high number of motor

vehicles is also contributed to by the high number of trucks bypassing the busy Mombasa Road.

Most are travelling at these morning hours after having spent the night at a place known as

Mlolongo along Mombasa Road.

0

100

200

300

400

500

600

700

Average 15 min Traffic


Page 48

Figure 4.5: Graph Of Average Hourly Traffic Approaching from Thika Road and Exiting to

Kangundo Road

Observation: The graph clearly shows the peak hours for the day. From the results, there are

mainly three peak periods where the peak hour is. These are 7:00 AM - 8:00 AM, 12:30 PM –

1:30 PM, and 6:00 PM – 7:00 PM. It also shows the off-peak periods, which are 10:00 AM to

11:00 AM and 2:30 PM - 3:30 PM.

0

200

400

600

800

1000

1200

1400

1600

1800

2000

2200

7:00

AM

8:00

AM

9:00

AM

10:00

AM

11:00

AM

12:00

PM

1:00

PM

2:00

PM

3:00

PM

4:00

PM

5:00

PM

6:00

PM

Hourly Traffic

Hourly Traffic


Page 49

Figure 4.6: Graph Of Average Hourly Traffic Approaching from Kangundo Road and Exiting to

Thika Road

Observation: Similarly, this graph shows the peak hours for the day which are also three in

number. These are 7:00 AM - 8:00 AM, 1:00 PM – 2:00 PM, and 5:30 PM – 6:30 PM. It also

shows the off-peak periods, which are 10:30 AM to 11:30 AM and 2:30 PM - 3:30 PM.

0

200

400

600

800

1000

1200

1400

1600

1800

7:00

AM

8:00

AM

9:00

AM

10:00

AM

11:00

AM

12:00

PM

1:00

PM

2:00

PM

3:00

PM

4:00

PM

5:00

PM

6:00

PM

Hourly Traffic

Hourly Traffic

PERFOMANCE

Figure 4.7: Pie Chart Showing Directional Split Between The Two Directions

4.3 DETERMINING LEVEL

4.3.1 Determining free flow speed.

The free flow speed was determined for a capacity of more than 200pc/h. Therefore the FFS is

determined as thus.

FFS = estimated free-flow speed (km/h),

SFM = mean speed of traffic measured in the field (km/h) = 66.37

Vf = observed flow rate for the period when fie

= 1948 veh/h

fHV = heavy-vehicle adjustment fact


Figure 4.7: Pie Chart Showing Directional Split Between The Two Directions

EVEL OF SERVICE OF THE ROAD.

Determining free flow speed.


flow speed (km/h),

= mean speed of traffic measured in the field (km/h) = 66.37

= observed flow rate for the period when field data were obtained (veh/h)

vehicle adjustment factor, determined as shown below

TO KANGUNDO ROAD


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ld data were obtained (veh/h)

TO THIKA ROAD

PERFOMANCE

where

PT= proportion of trucks in the traffic stream, expressed as a decimal;

PR= proportion of RVs in the traffic stream, expressed as a decimal

ET= passenger-car equivalent for trucks, obtained from Table 7 or Table 8;

ER= passenger-car equivalent for RVs, obtained from Table 7 or Table 8

From: THIKA ROAD To: KANGUNDO ROAD

Table 4.11: Proportion of Trucks and RVs headed to Kangundo Road

Total

Unfactored

Vehicles 6933

From: THIKA ROAD To: KANNGUNDO ROAD

Table 4.12: Proportion of Trucks and RVs headed to Thika Road

Total

Unfactored

Vehicles 8831

PT = ��

�� = 0.342

PR = ��

�� = 0.251

ET = 1.0 (Table 8)

ER = 1.0 (Table 8)

fHV = ��.��.��


= proportion of trucks in the traffic stream, expressed as a decimal;

= proportion of RVs in the traffic stream, expressed as a decimal

car equivalent for trucks, obtained from Table 7 or Table 8;

car equivalent for RVs, obtained from Table 7 or Table 8

From: THIKA ROAD To: KANGUNDO ROAD

Table 4.11: Proportion of Trucks and RVs headed to Kangundo Road

Total

Unfactored

RVs 1721

Total

Unfactored

Trucks

From: THIKA ROAD To: KANNGUNDO ROAD

Table 4.12: Proportion of Trucks and RVs headed to Thika Road

Total

Unfactored

RVs 2243

Total

Unfactored

Trucks

= 0.342

= 0.251

�

��.��.��


Page 51

car equivalent for trucks, obtained from Table 7 or Table 8; and

Unfactored

2506

Unfactored

2885

PERFOMANCE

fHV = 1

Therefore, FFS = 66.37 + 0.0125

= 66.37 + 24.35

= 90.72 km/h

4.3.2 Determining Demand Flow Rate

The demand flow rate is determined using the formula below.

where


V = demand volume for the full peak hour (veh/h) = 1948 veh/h

PHF = peak-hour factor,

fG = grade adjustment factor, and

fHV = heavy-vehicle adjustment factor determined as shown in Equation 5

Where:


V = Hourly volume (veh/h) = 1948 veh/h

V15 = Maximum 15 minute rate of flow = 585 veh

PHF = ��

��


Therefore, FFS = 66.37 + 0.0125��

�

= 66.37 + 24.35

km/h

Determining Demand Flow Rate

determined using the formula below.

car equivalent flow rate for peak 15-min period (pc/h),

for the full peak hour (veh/h) = 1948 veh/h

= grade adjustment factor, and

djustment factor determined as shown in Equation 5

��

��4


V = Hourly volume (veh/h) = 1948 veh/h

= Maximum 15 minute rate of flow = 585 veh


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djustment factor determined as shown in Equation 5

PERFOMANCE

= 0.8325

fG = 1 (Table 5)

fHV = 1

4.3.3 Determining The Average Travel Speed

where


FFS = Free Flow Speed (km/h) = 90.72 km/h

fnp = adjustment for percentage of no

vp = passenger-car equivalent flow rat

fnp

Total distance = 13.75km

No passing zone Distance = 1.4 km

Percentage no passing zone =

fnp = 0.4 (Interpolated from Table 9)

ATS = 90.72 – 0.0125(2340)

= 61.07 km/h


Vp = ��

�.��

vp = 2339.93

= 2340 pc/h

Average Travel Speed


FFS = Free Flow Speed (km/h) = 90.72 km/h

for percentage of no-passing zones (see Table 9), and

car equivalent flow rate for peak 15-min period (pc/h) = 2340

Total distance = 13.75km

No passing zone Distance = 1.4 km

Percentage no passing zone = �.

��.��100 � 10.18%

= 0.4 (Interpolated from Table 9)

0.0125(2340) – 0.4


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min period (pc/h) = 2340

PERFOMANCE

4.3.4 Determining Percent Time Spent Following

The percent time spent following is determined by the equation below:

where

PTSF = percent time-spent

BPTSF = base percent time

fd/np = adjustment for the combined effect of the directional distribution of traffic and of

the percentage of no-passing zones on percent time

BPTSF = 100 (1 - ��.��

= 87.185

fd/np = 0.8 (Interpolated from Table 10)

PTSF = 87.185+0.8 = 87.98%

4.3.5 Determining Level Of Service

With the Average speed at 61.07 km/h and the Percentage Time Spent Following at 87.98

%, the level of service of Nairobi Eastern Bypass can now be determined from the diagram

below.


Determining Percent Time Spent Following

The percent time spent following is determined by the equation below:

spent-following,

BPTSF = base percent time-spent-following for both directions of travel combined


passing zones on percent time-spent following

��

0.8 (Interpolated from Table 10)

PTSF = 87.185+0.8 = 87.98%

Level Of Service


Nairobi Eastern Bypass can now be determined from the diagram


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following for both directions of travel combined



Nairobi Eastern Bypass can now be determined from the diagram


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Figure 4.8: Figure Showing The level of service of the Road


The study indicates that in general, the road is operating at level of service E.


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5. DISCUSSION

5.1 DISCUSSION ON TRAFFIC FLOW RESULTS

5.1.1 MORNING TRAFFIC

5.1.1.1 Thika Road bound traffic

It was observed that this was the highest number traffic that was recorded. This can be attributed

to the high number of people trying to access the Central Business District. In spite of the road

being over 20km (Google maps) from the CBD, the accessibility of the area after the

construction of Thika Superhighway and the Eastern Bypass led to a high increase in the

population. People who owned some land along the road have developed the land into their own

homes or into establishments for entertainment. Thus the number of people dependent on the

road drastically shot up after its construction. Most of these trips are therefore Home-Based

Work trips.

The high number of vehicles can also be attributed to the high number of trucks using the road at

this time. Most of these trucks trips originated from the port of Mombasa and will terminate

somewhere in the interior of the country or into the neighboring countries. These trucks normally

make overnight stops at a center known as Mlolongo. (Appending 2) The center is only a few

kilometers from the junction of the bypass with Mombasa road. Thus the truck drivers rise early

to try and beat the morning traffic. Interviews conducted with a few truck drivers indicate that

their days start as early as 5:00 AM. This increases greatly the number of vehicles between 5 AM

and 7:30 AM.

The highest recorded number of passenger car units was 585 passenger car units for the 15

minute interval. For a two way rural highway which is designated a maximum of 1700pc/h

(HCM2010), this number has overshot its design capacity. The road ought to be operating at a

maximum of 425pcu for every 15 minutes for it to be economically sound. This is however not

the case as it operated at 38% higher than the design capacity for this particular 15 minute

period. This therefore indicates a level of service of F.

5.1.1.2 Kangundo Road Bound Traffic

It was observed that the morning traffic heading to Kangundo Road was equally high. The

numbers may have been a little lower than those of the opposing traffic, but they were still

significant. These high numbers of traffic can be attributed to the high number of people headed

towards Mombasa road from Thika Road and The Nakuru – Nairobi Highway. These are mainly

people headed to work in the industries along Mombasa Road, or to the airport. This also

comprises of people heading to the airport to catch their morning flights.

The high numbers can also be attributed to the high number of trucks in the traffic stream. These

are trucks on their return journey from the interior of the country and from the neighboring land

locked countries towards the Port of Mombasa. Most of these truck drivers spent the night along


Page 57

the various stops along the Mai-Mahiu – Narok Road or in Thika Town. They are also trying to

beat the morning traffic and hence the early hours on the road.

In this case, the highest recorded number of pcu was 471 for a 15 minute interval. Compared

with the design average of 425pcu for every 15 minute interval, the operational capacity is still

high than the design capacity. The operational capacity is at 11% higher than the design capacity.

This indicates that the road is operating at level of service F at this particular peak period.

For both cases of the morning traffic then, the road seems to have overshot its design capacity.

The operational capacity for this particular peak morning period needs to be lowered for the road

to be economically valuable as well as operate at its design level of service.

5.1.2 EVENING TRAFFIC

5.1.2.1 Thika Road Bound Traffic

It was observed that there were high numbers of vehicles during this peak hour. This can be

attributed to people heading back to their homes after work. Most of the people headed back are

those that work along Mombasa Road industries as well as those that work at the airport. The

high number of vehicles can also be attributed to the increase in the number of trucks trying to

get to their night stop at Mlolongo before it gets dark. This greatly increases the traffic on the

road.

The highest number of vehicles recorded for a 15 minute period was 438 vehicles. Comparing

this number with the accepted average of 425pcu indicates that the road at this hour was also

operating at a greater capacity than the design capacity. It is however only 3% greater than the

design capacity. This therefore indicates a level of service F.


The situation is the same for Kangundo Road traffic. There is an increase in the number of motor

vehicles on the road during this peak period as well. This is attributed mostly to the same case of

the Thika road bound traffic. The traffic flow mainly comprises of small cars and SUVs as

people head back to their homes from work. The numbers of trucks were noticeably lower than

that of the reverse traffic. Most of the truck drivers had taken their rest for the day at Mlolongo.

The highest number of motor vehicles recorded during a 15 minute period was 435 vehicles. This

was a little higher than the design values of 425pcu, but not as high as that of the morning traffic.

It was at 3% greater, thus indicating a level of service F.


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5.1.3 MID DAY TRAFFIC


A rise in the traffic counts was also witnessed somewhere in the middle of the day. For Thika

road bound traffic, this was between 1:00 PM and 2:00 PM. This came as a result of the number

of motorists heading for lunch along the many establishments increased. The road boasts a good

number of lunch and entertainment joints. These have become a favorite among the people who

live or work around and along the road. Some of the customers came from as far as the city

center to enjoy the delicacies at the joints. The increased number of vehicles accessing the turn-

offs and accesses to these establishment not only increased the traffic numbers, but also caused

long shockwaves behind them.

In spite of an increase in the number of vehicles at this hour, the count could not match of

morning or evening hours. The highest number of vehicles recorded in this direction was 421pcu

as opposed to the design value of 425pcu for every 15 minutes. This means that the operational

capacity has not overshot the design capacity. However, at this point, the traffic is operating at

level of service E.


The same case was witnessed with the traffic headed to Kangundo Road. The number of vehicles

sharply rose between 12:30 PM and 1:30 PM. This too can be attributed to the increased number

of people making use of the lunch break to run errands and go get lunch. Slowing down of

vehicles to access the joints also led to long shockwaves in the traffic stream.

In this case as well, the number of vehicles could not reach those that were witnessed in the peak

morning and evening hours. The highest number recorded was put at 328 vehicles. This

compared to the design value of 425pcu, can be said to be fairly efficient. This value however

represents a level of service D

5.1.4 OFF PEAK TRAFFIC


The study established two basic off peak hours for the traffic stream. These were periods when

the traffic counts went low. These were witnessed at 10:30 AM – 11:00 AM and 2:30 pm – 3:30

PM. These periods can be attributed to the decline in number of passenger cars and SUVs on the

roads. Most people have settled in at their place of work. The number of trucks also reduces, but

not as significantly as the number of passenger cars.

The lowest number of vehicles recorded was 214pcu for a 15 minute period. This is a pretty good

value compared to the 425pcu design capacity of the road.(HCM2000) This represents a level of

service C, which unfortunately is still worse than the design level of service B.


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The same decline in the traffic counts was recorded in the vehicles headed to Kangundo Road.

There were two off peak periods recorded. In this case they were between 10:30 AM – 11:30

AM and 2:30 PM – 3:30 PM. These two periods can also be attributed to the decline in the

number of passenger cars and SUVs from the traffic stream.

The lowest number of vehicles recorded was 158pcu in a 15 minute period. This is a fairly low

number. It represents a level of service C. This therefore means that the road was also

performing worse than its design value.

5.2 DISCUSSION ON SPEED-FLOW RESULTS

The results on the speed counts indicate a high fluctuation in the travel speeds of vehicles along

the Nairobi Eastern Bypass. The speeds mainly vary depending on the number of vehicles on the

road. This means that different peak periods experience different travel speeds. The speed count

was purposely run on the peak and off peak periods in order to establish a good average run

speed.

The morning high capacity on the road indicates the lowest speeds experienced. The lowest

speed was recorded at 52.94km/h. This is a very low value compared with the free flow speed of

approximately 90.72km/h. This means that some mitigation measures need to be taken to enable

traffic operate more efficiently.

The highest speeds were recorded during the off peak period. During the morning peak period,

the highest speed was put at 86.10km/h. This speed is fairly close to the free flow speed of

90.72km/h. Thus the road was found to be performing fairly well during the off peak periods.

In spite of determining the average speed for one day, it can be considered fairly accurate to the

daily operation speeds. Spot speeds determined earlier indicate a similar value for the travel

speed. The average speed value therefore determined was a fairly correct value


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6. CONCLUSION

6.1 CAPACITY AND LEVEL OF SERVICE

The highway capacity manual(HCM2010) puts the design capacity of a two way, two lane rural

highway at 3400pcu/h, or 1700pcu/h in each direction. The study established the operational

capacity for the peak 15 minute period in passenger-car equivalents to be 2340pcu/h. Therefore it

can be established that the Nairobi Eastern Bypass has overshot its design capacity by more than

37%.

The Kenya Roads Board(KRB) website indicates that the Eastern Bypass was designed to

operate at level of service B. This study however established that the road is operating at Level

of Service E. The road therefore is underperforming.

From the above two parameters determined from the Eastern Bypass, it can be concluded that a

lot needs to be done on the road to alleviate the poor performance. Some changes have to be

effected on the road to increase the efficiency of the road. Such poor driving conditions also

increase the drivers discomfort on the road and may lead to frustrations. This may cause an

increase in the rate of accidents as drivers to overtake vehicles.

In the beginning, this study set out to determine the operational capacity as well as the level of

service of the Nairobi Eastern Bypass. The necessary measures required to conduct this study

were adhered to and the data collected enabled the study to determine the capacity of the road

and hence its operational level of service. Therefore the objectives of the study were achieved.


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7. RECOMMENDATIONS

Improvement of the operational characteristics of transportation facilities is important for the

following benefits:

Reduction in Vehicle Operational Costs,

Saving on the time spent on the roads.

Reduction in the frequency of accidents

With a high growth rate not only in the population but also in the number of motor vehicles

accessing our roads, it is important that an effort be made to improve the efficiency of the

existing facilities.

The main challenge along the Nairobi Eastern Bypass was determined to be the high number of

vehicles using the road. This is a major challenge especially considering that the road was

designed to reduce the traffic in the city center. In terms of redirecting traffic that does not need

to access the city center away from it, the road may be considered to have achieved its purpose,

since a great number of trucks use the road now. It terms of efficiently performing its mandate,

the road may be considered to have failed in this. Therefore a number of mitigative measures

need to be undertaken to alleviate this problem.

In this case, there are mainly two mitigative measures that can be taken. These are:

Improving the infrastructure

Traffic Management

7.1 IMPROVING THE INFRASTRUCTURE

This basically entails making changes to the road to ensure efficiency of movement of the

vehicles. There are several ways of doing this:

� Converting the Eastern Bypass into a four lane two way dual carriageway

This would increase the carrying capacity of the road and enable more traffic efficiently use the

road. This would also provide the capacity for conversion of one of the lanes into a trucks only

lane. It would also give provision for overtaking of the slow trucks.

� Provision of passing lanes at regular intervals

Passing lanes could be introduced on the road to facilitate the ability of small vehicles to

overtake slow moving trucks. The passing lanes can be introduced at regular intervals on both

directions of the road, for example after every three kilometers, 500 meters of passing lane is

provided. This would lead to a higher efficiency of the road.


Page 62

7.2 TRAFFIC MANAGEMENT

This entails systematically controlling traffic by imposing regulatory measures and enforcing

management techniques that make most economic use of the road. Some of the traffic

management measures include:

� Discouraging use of private vehicles and encouraging use of public transport amenities

This may be a very helpful measure in reducing the number of private vehicles on the road,

which comprise the greatest percentage of vehicles on the road. These measures may be enforced

by:

• Road Pricing

This means charging private vehicles a fee for using the road. This would make the

number of vehicles accessing the road reduce. The modal shift would change and more

people would opt for public means of travel.

• Improvement of public transport.

The modes of public transport should be improved and made more efficient and timely,

so as to entice their use by the public. The public transport vehicles should be made more

habitable and timely. They should also be made more affordable to attract their use by the

public.

� Carpooling

This is the sharing of private cars by people living in the same area to and from work to

reduce the number of cars on the roads. People using the road to get to the city center in

the morning to work and leave in the evening should be encouraged to share their

vehicles.


Page 63

8. LIST OF REFERENCES

1. Kane, Tony. “Opening Session Welcome” in Performance Measures to Improve

Transportation Systems: Summary of the Second National Conference. National Academy Press,

Washington, D.C., 2005.

2. Federal Highway Administration. Transportation Performance Measures in Australia, Canada,

Japan, and New Zealand.US Department of Transportation, Washington, D.C., 2004.

3. Garber, N., & Hoel, L. (2009). The Profession of Transportation. In Traffic And Highway

Engineering (4th ed., p. 3). Virginia: Cengage Learning.

4. Traffic Management Guidelines 2003. (2003, January 1). Retrieved October 30, 2014, from

http://www.nationaltransport.ie/downloads/archive/traffic_management_guidelines_2003.pdf

5. Highway Capacity Manual 2000

6. Kutz, M. (2004). Handbook of transportation engineering. New York: McGraw-Hill.

7. P.H.Ashford and N.J.Wright, Transportation Engineering (Planning and Design), 3rd

Edition,

1985

8. L.R.Kadiyali, Traffic Engineering and Transportation Planning, 1997

9. Factors affecting level of service. (n.d.). Retrieved November 11, 2014.

10. Source: Forbes, G. (n.d.). Urban Roadway Classification. Retrieved January 29, 2015, from

http://contextsensitivesolutions.org/content/reading/urban-roadway-2/resources/3961-tg-forbes-

urban-road-classes.pdf/

11. Kenya Roads Board - Road Network Classification. (n.d.). Retrieved February 3, 2015, from

http://www.krb.go.ke/road-network/classification.html

12. http://www.standardmedia.co.ke/lifestyle/article/2000097080/investors-cash-in-on-bypasses

13. http://www.standardmedia.co.ke/lifestyle/article/2000097080/investors-cash-in-on-

bypasses?pageNo=2

14. Currin, T. R. 2001. Turning Movement Counts. In Introduction to Traffic Engineering: A

Manual for Data Collection and Analysis, ed. B.Stenquist. Stamford, Conn.: Wadsworth Group,

pp. 13–23


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9. APPENDICES

1. Map showing Mlolongo Truck Overnight Stop.


Page 65

2. Photo showing some of the data collectors


Page 66

3. Photo showing a shockwave caused by a slow moving truck

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