1 land development

8/2/2019 1 Land Development

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Table of Contents

TABLE OF CONTENTS .............................................................................................................................. 1

LIST OF TABLES: ..................................................................................................................................... 3

LIST OF FIGURES: .................................................................................................................................... 3

INTRODUCTION: .................................................................................................................................... 5

1. SITE ANALYSIS ................................................................................................................................. 7

1.1. COMMUNITY PROFILE: ....................................................................................................................... 7

1.2. VEGETATION: ................................................................................................................................... 8

1.3. SOLAR ORIENTATION: ........................................................................................................................ 8

1.4. TEMPERATURES: ............................................................................................................................... 9

1.5. PREVAILING WIND............................................................................................................................. 9

1.5.1. WINTER: ................................................................................................................................................. 9

1.5.2. SPRING:................................................................................................................................................. 10

1.5.3. SUMMER: .............................................................................................................................................. 10

1.5.4. AUTUMN: .............................................................................................................................................. 10

1.6. HYDRO-GEOLOGY ........................................................................................................................... 10

1.7. PUBLIC INFRASTRUCTURE: ................................................................................................................. 11

1.8. PUBLIC SERVICES............................................................................................................................. 111.8.1. EDUCATIONAL SERVICES ........................................................................................................................... 11

1.8.2. HEALTH SERVICES.................................................................................................................................... 12

1.8.3. COMMERCIAL SERVICES: ........................................................................................................................... 12

1.8.4. TRANSPORTATION SERVICES: ..................................................................................................................... 12

2. SUBDIVISION DESIGN: ................................................................................................................... 13

2.1. SUBDIVISION PARTS: ....................................................................................................................... 13

2.1.1. GREEN AREAS: ........................................................................................................................................ 13

2.1.2. LOCAL SHOPPING CENTER: ........................................................................................................................ 13

2.1.3. INTERNAL STREET SYSTEM: ........................................................................................................................ 13

2.1.4. VILLAS AND MULTI STORIES BUILDINGS: ...................................................................................................... 14

2.2. SURROUNDINGS: ............................................................................................................................ 14

3. ENVIRONMENTAL IMPACT STUDY .................................................................................................. 15

3.1. FLORA.......................................................................................................................................... 16

3.2. FAUNA ......................................................................................................................................... 17

3.3. AIR POLLUTION .............................................................................................................................. 17

3.4. NOISE POLLUTION........................................................................................................................... 18


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3.5. DISPOSED AREA.............................................................................................................................. 19

3.6. SOIL CONTAMINATION ..................................................................................................................... 20

3.7. UNDERGROUND WATER CONTAMINATION: ........................................................................................... 21

4. WATER SYSTEMS DESIGN ............................................................................................................... 22

4.1. THEORY: ....................................................................................................................................... 22

4.2. PRESSURIZED SYSTEMS (WATER SUPPLY): ............................................................................................ 22

4.2.1. DESIGN CRITERIA: ................................................................................................................................... 22

4.2.2. CALCULATIONS METHODOLOGY: ............................................................................................................... 23

4.2.3. RESULTS: ............................................................................................................................................... 24

4.3. GRAVITY SYSTEMS (SANITARY AND STORM WATER): ............................................................................... 25

4.3.1. SANITARY WATER: .................................................................................................................................. 25

4.3.2. STORM WATER:...................................................................................................................................... 28

5. TRAFFIC IMPACT STUDY ................................................................................................................. 31

5.1. PURPOSE OF THE STUDY ................................................................................................................... 31

5.2. EXISTING TRAFFIC ........................................................................................................................... 31

5.3. EVALUATION OF A ROAD................................................................................................................... 31

5.3.1. FACTORS THAT THAT AFFECT LEVEL OF SERVICE: ........................................................................................... 32

5.4. TRIP GENERATION: .......................................................................................................................... 32

5.5. SAMPLE OF CALCULATION................................................................................................................. 33

5.6. TRAFFIC VOLUMES .......................................................................................................................... 33

5.7. ALTERNATIVES ............................................................................................................................... 335.7.1. SIGNS CONTROL SOLUTION: ...................................................................................................................... 33

5.7.2. UN-SIGNALIZED INTERSECTION: ................................................................................................................. 34

5.7.3. SIGNALIZED INTERSECTION ( ONLY ONE APPROACH IS SIGNALIZED ) .................................................................. 35

5.7.4. ROUNDABOUT SOLUTION ......................................................................................................................... 35

5.7.5. SIGNALIZED INTERSECTION(BOTH APPROACHES ARE SIGNALIZED) .................................................................... 35

5.8. PREFERRED SOLUTION...................................................................................................................... 36

5.9. CONCLUSION ................................................................................................................................. 36

6. GEOMETRIC DESIGN ...................................................................................................................... 37

6.1. THEORY: ....................................................................................................................................... 37

6.1.1. GENERAL CONCEPTS: ............................................................................................................................... 37

6.1.2. HORIZONTAL ALIGNMENT: ....................................................................................................................... 37

6.1.3. VERTICAL ALIGNMENT: ............................................................................................................................ 40

6.2. DESIGN CRITERIA: ........................................................................................................................... 42

6.2.1. UNIVERSITY ROAD: .................................................................................................................................. 42

6.2.2. LOCAL STREETS: ...................................................................................................................................... 43

6.3. RESULTS AND TABLES: ...................................................................................................................... 43

6.3.1. UNIVERSITY ROAD: .................................................................................................................................. 436.3.2. FIRST STREET: ......................................................................................................................................... 44


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6.3.3. SECOND STREET: ..................................................................................................................................... 44

6.3.4. THIRD STREET:........................................................................................................................................ 45

6.3.5MALL STREET: ............................................................................................................................................ 45

List of Tables:Table 1: Hazen Coefficients for typical pipes .................................................................................................................... 23

Table 2: Pipes Data as given by Bentley waterCAD .......................................................................................................... 24

Table 3: Junctions Data ......................................................... ................................................................. ........................... 24

Table 4: Reservior Data ......................................................... ................................................................. ........................... 24

Table 5: Manning Coefficient for Typical pipes ................................................................ ................................................. 25

Table 6: Pipes Data taken from sewerCAD ....................................................................................................................... 27

Table 7: Manholes Data taken from sewerCAD ................................................................ ................................................ 27

Table 8: Hand Calculations Results .................................................................................. ................................................. 27

Table 9: Pipes Data given by stormCAD ................................................................ ............................................................ 30

Table 10: Inlets Data given by stormCAD ......................................................................................................................... 30

Table 11: Number of expected trips at peak hours .......................................................... ................................................. 32

Table 12: Traffic Distribution ............................................................................................................................................ 33

Table 13: Design criteria for the main road ........................................................................................... ........................... 42

Table 14: Design criteria for the local roads .......................................................................................... ........................... 43

Table 15: Horizontal Alignment Data ............................................................................................................................... 43

Table 16: Superelevation Data.......................................................................................................................................... 43

Table 17: Vertical Alignment (Profile) Data ...................................................................................................................... 44

Table 18: Horizontal Alignment Data ............................................................................................................................... 44


Table 20: Horizontal Alignment Data ............................................................................................................................... 44Table 21: Vertical Alignment (Profile) Data ...................................................................................................................... 45



List of Figures:

Figure 1: Local Family ______________________________________________________________________________ 7

Figure 3: small trees _______________________________________________________________________________ 8

Figure 2: desert thorn ______________________________________________________________________________ 8

Figure 4: Solar Orientation __________________________________________________________________________ 8

Figure 5: Development location and the surrounding services _____________________________________________ 11

Figure 6: Native plants ____________________________________________________________________________ 16

Figure 7: Sources of air pollution ____________________________________________________________________ 17

Figure 8: Disposal areas ___________________________________________________________________________ 19

Figure 9: Contaminated soil ________________________________________________________________________ 20

Figure 10: Bioremediation __________________________________________________________________________ 20

Figure 11: Soil Containment ________________________________________________________________________ 20

Figure 12: Phytoremediation________________________________________________________________________ 20

Figure 14: Synchro simulator _______________________________________________________________________ 35

Figure 15: Horizontal Curve Parameters _______________________________________________________________ 38

Figure 16: Horizontal curve parameters _______________________________________________________________ 38
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Figure 17: Superelevation transition __________________________________________________________________ 39

Figure 18: Crest curve parameters ___________________________________________________________________ 40

Figure 19: Crest curve parameters ___________________________________________________________________ 41
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Introduction:

This part will describe the processes of predesign stages and studies which are

very important to be help before starting and design problem. These studies and the

related design problems are explained in summery below:

1. Site Analysis.Site analysis is very important before starting any work in the desired land to

be developed. It enables the engineer to know the condition of the land in terms of

environment, soil and ground water, the community which will benefit from this

land, and the all public services (i.e. educational, health services, etc.) around the

land.

2. Subdivision Design.After knowing and stating all mentioned parameters, it will be easy to do the

subdivision and urban planning. Subdivision design is to locate and orient the

buildings according to the requirements studied in site analysis, to define the

alignments of streets and pipe systems, and to define the location of the green areas

considering that this land development is environmental friendly.

3. Environmental Impact Study.This part is so important knowing that the world is directed to consedering the

effect of any human activty. EIS is to study the effect of this project on the

surrounding environment in terms of flora, funa, air quality, noise, soil, and

underground water.

4. Water systems design.Any presence of human being, water supplement and drainage should be taken

in consederation. This project will solve the water systems (i.e. water supplement,

sanetary water drainage, and storm water drainage) design problems.


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5. Traffic Impact Study.Any human activity needs transportation regardless to the mode of

transportation. This part will study the affect of land users mobile movements on the

existing traffic. And to finde a solution if any problem presents in terms of traffic

quality and accessibility.

6. Roadway Geometric Design.To make the mobile movements easy and safe roads should be designed and

paved in safe and efficient way. Geometric design of the road is to design vertical and

horizontal curves, and cross sections.


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1.Site Analysis1.1. Community profile:

This part of study will classify the people who will live in the new

development into different categories taking in consideration their ages, financial

situation, their careers and social status. This will help a lot in the housing issues.

Having a quick survey and study of the people who are living in the surrounding

areas can really give an estimation of the people who will live in the new

development that will be built.

As Shown in the figure above the average family members in the surrounding

area vary from 5 to 6 members plus a servant and a driver and sometimes none of

these exists. This is considered as an ideal family for local people who live in Villa.

The villas are found in Mughaidir Suburb including (Turfana, Al Rifaa, Al Darari,Al Talaa, Al Shahba and AlKhezammia). This type of families has a very good

financial status. One family can have three cars.

The four-member family is the ideal example to the families living in the new

buildings on the both sides of the 5th

Industrial Road. Some of these families (Doctors

and Teachers families) live in the villas within the University City. Their financial

status ranges between the medium and high level. Most of these families have one

car.Most of the single students live in the men

hostel and the women hostel in Sharjah University

and the American University of Sharjah. Some of

the students have been found living in the new

buildings on the side of Al Madaen Road

extension going to Sharjah University City. They

have a medium or good financial status. Some of

these students use the university buses in their wayfrom and to the university. Some of these students

have cars.

These layers of families can give a future view for the social situation and the

families that will be found living in the new development and will help us a lot in the

designing process.

Figure 1: Local Family


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1.2. Vegetation:Vegetation is a general term for the plant life of a region; it refers to the ground

cover provided by plants .So this part related to the type of the plants, trees and grass

within or around our development.

Most of the existing plants are desert plants, such us small trees that grows

Beside (small water lakes) also there are other types of plants can adopt themselves to

live on the sand-hills around the site, however there is a lot of desert thorn within the

site.

In addition to that there is a wonderful green cover spreads in the UniversityCity which is very close to the development.

In the development there will be a big park include Plame trees and different

types of flowers and plants. however, this plants will be provided with a very good

irrigation system to be able to grow and survive during the hot weather. Also this

green cover will provide the development with very nice view.

1.3. Solar orientation:Correct solar orientation adds significantly to

the comfort of the lifestyle of a building's occupants,

increasing the energy efficiency & will be cheaper

looking for the long-term cost. Being able to control

the amount of sun that enters a building is an

important design aspect.

Figure 2: small treesFigure 3: desert thorn

Figure 4: Solar Orientation
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The sun also rises-up and sets in the North-East and North-West in winter and

rises-up and sets in the South-East and South-West in summer. This fact can also be

used in the design of a building to control the amount of sunshine entering a building.

The amount of sunlight in summer and winter is also dependent on the latitude

of the site. The further away from the equator the greater the variation in sunlightbetween summer and winter. At the north and South Pole there is constant day in

summer and constant night in winter. At the equator the sun goes from north

orientation in winter to south orientation in summer.

1.4. Temperatures:The summer months, from June to September, are too hot for comfort. Midday

temperatures range from 35C to 42C, and occasionally top 51C at the height of

summer. During this period there is a sharp drop in night time temperatures, with

these falling to roughly half the midday readings, i.e. 16C to 23C, and providing a

welcome respite from the searing heat of the day. Gulf waters exert a modifying

influence on coastal zones, which experience less dramatic diurnal fluctuations in

temperature, and higher humidity than inland regions.

Although the evenings are not so cool, coastal towns do have the advantage ofpleasantly refreshing sea-breezes. Mountainous regions are also cooler and less

humid. From December to March, the climate is considerably more equable with

midday temperatures ranging from 25 to 35C and falling to as low as 9C at night.

1.5. Prevailing windThis section studies the blowing directions and the speeds of the winds during

the four seasons of the year. This helps in Designing the buildings and effect on the

climate in the long-term period.

1.5.1.Winter:Northwesterly wind called (Al-Shamal) is the local name. Land breeze is 4 to 8

knots southeasterly. Sea breeze is an 8 to 13 knots west to northwesterly. It sets in by

midday and dies quickly after sunset. Northern Emirates winds more than 100kilometers away can sometimes be seen. Mean wind speed in excess of 20 knots is


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rare and usually only for a few hours. During thunderstorms, gusts of more than 70

knots have been recorded.

1.5.2.Spring:The sea breeze phenomenon tends to be stronger during the spring because of

the higher land sea temperature contrast (Variation). On rare occasions, a strong

southeasterly wind can overcome the sea breeze causing high temperatures and low

humidity. At the end of May the Forty Days Shamal often becomes the major

feature of the weather.

1.5.3.Summer:The northwesterly wind strengthens over the Arabian Gulf and this increase in

frequency and persistence of the northwest wind is known as the Forty Day

Shamal.

1.5.4.Autumn:Winds are generally light. Land Sea breezes being weak during this period.

During November the winds moves from the mountains to the north and east.

1.6. Hydro-GeologyThe ground-water level in the area consisting of the University City, especially

the University of Sharjah, the old waste disposal site, and other surrounding areas

has been elevated locally. At the University of Sharjah, the high groundwater level

has caused serious flooding problems in some of the underground the basements.

Fluctuations in the groundwater level pose a risk to the structural integrity of the

University Buildings. The causes of the rising water table in the area may be

attributed to the following factors:

Excessive Irrigation Expansion of Green Areas


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1.7. Public Infrastructure:This is composed of any networks below the soil surface such as waste water

pipes, drainage pipes, electricity pipes, manholes and in our site that electricity

station satisfies the needs of the university city and Al Falah Military Camp and

moreover, The residential buildings and shops. And for the waste water station

Plant which is close to our site will Serve our development and will serve also the

residential buildings and University City and Al Falah Military Camp and its

connected with the sewerage connection already designed with in this project, and for

the local phone calls for the whole area its connected with Etisalat Cables which are

located underground.

1.8. Public servicesNow in this section we are going to discuss some of the facilities that available

for our residential area (see fig 6):

Figure 5: Development location and the surrounding services

1.8.1.Educational servicesFor educational services there are many schools near to the area for different

levels (primary, preparatory & secondary) & there are universities (Sharjah


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University & American university of sharjah) which they have many different

colleges.

1.8.2.Health servicesFor health services there are two hospitals near the area which are Sharjah

university hospital & Al-Malaky hospital. They are prepared with the modern

equipment and successful doctors.

1.8.3.Commercial services:For commercial needing, a mall will be built inside the residential area that will

serve the people living inside & outside the area. The mall will have a big

hypermarket, banks, Food court, Etisalat office & many other services.

1.8.4.Transportation services:The area that we have is connected directly to the University City road that has

an access to the emirates road that connects all the emirates together. In the future the

municipality is planning to develop the area which will be connected to the public

line services (busses), a bus station & a parking space for taxis.


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2.Subdivision design:2.1. Subdivision Parts:

The developing land has been divided in to several parts and areas explained

below:

2.1.1.Green areas:Green areas will be divided into two types: small parks inside each villas and

the main park within the development area. The main park with area = 13270 m2.

However, the green areas will help in reducing the air and sound pollution and soil

erosion. It located in south western direction form the center of the development.

2.1.2.Local shopping center:Shopping center is to be provided to the development with area = 2937 m

2.this

shopping center will help the residents to obtain their needs and provide the

development with additional importance. It located in north eastern direction form

the center of the development.

2.1.3. Internal street system:The main objective of the streets in this subdivision is to connect the utilities to

each other and to the outside facilities. There are two accesses: one for entering and

the other for exiting. In terms of functional classification of streets there are two

types has been selected:

Local: for the internal traffic, with very low design speed of 60 km/h. Theyhave a bicycle lane and walkway lane bounded by line of native trees to reduce

the traffic noise.

Collector: for the main road outside the development with medium designspeed of 80 km/h.


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2.1.4.Villas and multi stories buildings:There are two types of villas:

43 villas with area of 242m2 for each. 2 villas with area of 540 m2 for each.

Villas are distribution in eastern side of the development

In addition to that there is two multi stories buildings with (G+4) one with area

equal to 1388.5m2

and the other with area equal to 1628.4 m2

and located in the

western side of the development.

2.2. Surroundings:The subdivision design, which we are going to develop, is in tradition with

surrounding neighborhoods.

The development is almost close to the main city of sharjah. And At theboundaries major streets provide good access to other nearest neighborhood.

its connected to the main city by several arterials road such as Sh. Khalifa ben

Zaiyed road, Emirates road and airboat road.

Also the development is very close to the university city and there are manyschools close to the development in addition to many restaurants and shopping

markets close to the unit.

Those facilities reduce the traffic movement and then the residents will depend

on public trans and unmortised trans to reach to their destination and services.


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3.Environmental Impact StudyAn environmental impact study is a study of the possible positive or negative

impact that a proposed project may have on the environment, together consisting of

the natural, social and economic aspects.

The purpose of the study is to ensure that decision makers consider the ensuing

environmental impacts when deciding whether to proceed with a project. So it could

be said that this process for identifying, predicting, evaluating and mitigating the

biophysical, social, and other relevant effects of development proposals prior to

major decisions being taken and commitments made.

There are different positive andnegative impacts on the environmental

either before or after construction. But

the Environmental Impact of Building

Construction can now be predicted.

For example, the effects of

environmental pollutants such as

carbon dioxide (CO2), nitrogen oxides

(NO2) and sulfur oxides (SO2) areknown to be detrimental to human,

health, nature and to the air.

The factors which may effect on the environment of the land are:

Fauna. Flora. Air pollution. Noise pollution. Underground water. Soil. Disposed area.

These factors will be explained afterward.


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3.1. Flora

Flora indicates the plants that are in a specific area and what are the types of

those plants.

The word "flora" refers to the plants occurring within a given region as well as

to the publication of scientific descriptions of those plants. In order to distinguish

between the two, the word is often capitalized when a publication is meant. A Flora

may contain anything from a simple list of the plants occurring in an area to a very

detailed account of those plants. Floras are different from popular manuals in that

they attempt to cover all of the plants, rather than only the most common or

conspicuous ones.

In this site a survey has been made to get more information about the types of

plants which exist how can they vary. The result found that these are numerous kinds

of them and they depend on the underground water to still alive and also on the sun to

get the energy they need to produce their food. In addition to that the temperature and

the moisture are high however those types of plants can adopt with that weather.

While making our land development and our layouts and design we should

take that under consideration and to ensure that we are preserving those plants

because plants are very useful in this environmentally friendly development they willtake off the CO2 and it will emit O2 which will makes our climate more clear and

more healthy, thats why we should preserve and maintain those areas in our layout

and also to increase the green areas due to its benefits.

Figure 6: Native plants


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3.2. FaunaFauna is all of the animal life of any particular region or time; Fauna includes

all the types of species of animals (i.e. mammals, reptiles, birds, amphibians and fish)

that exist in one particular place.

In this site also a survey has been made and it is concluded that there is no

existence of dangerous species in this locations, especially if it was used to be an old

land fill.

Regarding to the other species such as insects and jerboas the locality of the

development considered this issue in order not to affect their existence.

3.3. Air Pollution

Air pollution is the introduction of chemicals, particulate matter, or biological

materials that cause harm or discomfort to humans or other living organisms, or cause

damage to the natural environment or built environment, into the atmosphere. Air

pollution occurs when the air contains gases, dust, fumes or odor in harmful amounts.

Those amounts could be harmful to the health or comfort of humans and animals or

which could cause damage to plants and materials.

In this site the major source of the air pollution are Gases emissions caused

by cars or buses exhaust and gas outside the nearby industrial area of the region such

as carbon nitrogen and sulfur oxides.

In this development, the reduction of air pollution will be taken into

consideration green areas and gardens cultivation, and by separating residential areas

from the street by a suitable space to reduce the arrival of toxic gases from cars and

buses.

Figure 7: Sources of air pollution
http://en.wikipedia.org/wiki/Animalhttp://en.wikipedia.org/wiki/Animal


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3.4. Noise PollutionNoise pollution is a mixture of discordant

sounds of continuity is desirable, and usually

occurs due to industrial progress, linked to noise

pollution or noise is closely linked to places in the

advanced industrial and private places. And it is

usually measured sound level measurements, and

dB (decibel) unit is known worldwide for

measuring the intensity of sound and noise.

High noise levels can contribute to cardiovascular effects and exposure to

moderately high levels during a single eight hour period causes a statistical rise in

blood pressure of five to ten points and an increase in stress [and vasoconstrictionleading to the increased blood pressure noted above as well as to increased incidence

of coronary artery disease.

In this site the major source of the Noise pollution is Sound resulting from

the aircraft movements "Aircraft noise" because of the near airport. Also the other

source for noise pollution is "car and buses noise" because of the near main street

from our area. However, there is noise resulting from the industrial zone near to the

area but still very low.

In this development, the noise reduction has been taken in consideration by

providing buildings with sound insulation system such as dual-layer glasses for

windows and sound insulator blocks. Also a green tree belt will be grown around the

buildings that needed to be calm.


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3.5. Disposed area

Soil is a natural body consisting of layers of mineral constituents of variable

thicknesses, which differ from the parent materials in their morphological, physical,chemical, and mineralogical characteristics. Strictly speaking, soil is the depth of

regolith that influence and have been influenced by plant roots.

Soil is composed of particles of broken rocks which have been altered by

chemical and mechanical processes that include weathering and erosion. Soil differs

from its parent rock due to interactions between the lithosphere, hydrosphere,

atmosphere, and the biosphere. It is a mixture ofmineral and organic constituents that

are in solid, aqueous and gaseous states. Soil is commonly referred to as earth or dirt.

Soil forms a structure that is filled with pore spaces, and can be thought of as a

mixture of solids, water and air.

This site was used to be as a disposal area in the past because it was far from

the city, but now due to expansion of urban ,this made the area desirable to be build

& used. As a result, the soil & the underground water were polluted by chemicals &

solids came from the wastes.

Figure 8: Disposal areas
http://en.wikipedia.org/wiki/Mineralhttp://en.wikipedia.org/wiki/Geomorphologyhttp://en.wikipedia.org/wiki/Mineralogicalhttp://en.wikipedia.org/wiki/Rock_(geology)http://en.wikipedia.org/wiki/Weatheringhttp://en.wikipedia.org/wiki/Erosionhttp://en.wikipedia.org/wiki/Lithospherehttp://en.wikipedia.org/wiki/Hydrospherehttp://en.wikipedia.org/wiki/Atmospherehttp://en.wikipedia.org/wiki/Biospherehttp://en.wikipedia.org/wiki/Mineralhttp://en.wikipedia.org/wiki/Organic_matterhttp://en.wikipedia.org/wiki/Dirthttp://en.wikipedia.org/wiki/Dirthttp://en.wikipedia.org/wiki/Organic_matterhttp://en.wikipedia.org/wiki/Mineralhttp://en.wikipedia.org/wiki/Biospherehttp://en.wikipedia.org/wiki/Atmospherehttp://en.wikipedia.org/wiki/Hydrospherehttp://en.wikipedia.org/wiki/Lithospherehttp://en.wikipedia.org/wiki/Erosionhttp://en.wikipedia.org/wiki/Weatheringhttp://en.wikipedia.org/wiki/Rock_(geology)http://en.wikipedia.org/wiki/Mineralogicalhttp://en.wikipedia.org/wiki/Geomorphologyhttp://en.wikipedia.org/wiki/Mineral


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3.6. Soil contaminationSoil contamination is caused by the presence of human-made chemicals or

other alteration in the natural soil environment.

There are several principal strategies for remediation:

1. Excavate soil and take it to a disposal site awayfrom ready pathways for human or sensitive

ecosystem contact.

2. Aeration of soils at the contaminated site (withattendant risk of creating air pollution).

3. Bioremediation, involving microbial digestionof certain organic chemicals.

4. Containment of the soil contaminants (such asby capping or paving over in place).

5. Phytoremediation, or using plants (such aswillow) to extract heavy metals.

Figure 12: Phytoremediation

Figure 9: Contaminated soil

Figure 10: Bioremediation

Figure 11: Soil Containment
http://en.wikipedia.org/wiki/Air_pollutionhttp://en.wikipedia.org/wiki/Bioremediationhttp://www.google.ae/imgres?q=%E2%80%A2Phytoremediation&hl=ar&biw=1024&bih=571&gbv=2&tbm=isch&tbnid=OCE1qODVXpGyzM:&imgrefurl=http://arabidopsis.info/students/dom/mainpage.html&docid=z9BfDW9bwSA_pM&imgurl=http://arabidopsis.info/students/dom/phyto1.jpg&w=450&h=336&ei=bNzDTrPlJI3KtAa_o7zSCw&zoom=http://www.google.ae/imgres?q=%E2%80%A2Phytoremediation&hl=ar&biw=1024&bih=571&gbv=2&tbm=isch&tbnid=OCE1qODVXpGyzM:&imgrefurl=http://arabidopsis.info/students/dom/mainpage.html&docid=z9BfDW9bwSA_pM&imgurl=http://arabidopsis.info/students/dom/phyto1.jpg&w=450&h=336&ei=bNzDTrPlJI3KtAa_o7zSCw&zoom=http://www.google.ae/imgres?q=%E2%80%A2Phytoremediation&hl=ar&biw=1024&bih=571&gbv=2&tbm=isch&tbnid=OCE1qODVXpGyzM:&imgrefurl=http://arabidopsis.info/students/dom/mainpage.html&docid=z9BfDW9bwSA_pM&imgurl=http://arabidopsis.info/students/dom/phyto1.jpg&w=450&h=336&ei=bNzDTrPlJI3KtAa_o7zSCw&zoom=http://www.google.ae/imgres?q=%E2%80%A2Phytoremediation&hl=ar&biw=1024&bih=571&gbv=2&tbm=isch&tbnid=OCE1qODVXpGyzM:&imgrefurl=http://arabidopsis.info/students/dom/mainpage.html&docid=z9BfDW9bwSA_pM&imgurl=http://arabidopsis.info/students/dom/phyto1.jpg&w=450&h=336&ei=bNzDTrPlJI3KtAa_o7zSCw&zoom=http://www.google.ae/imgres?q=%E2%80%A2Phytoremediation&hl=ar&biw=1024&bih=571&gbv=2&tbm=isch&tbnid=OCE1qODVXpGyzM:&imgrefurl=http://arabidopsis.info/students/dom/mainpage.html&docid=z9BfDW9bwSA_pM&imgurl=http://arabidopsis.info/students/dom/phyto1.jpg&w=450&h=336&ei=bNzDTrPlJI3KtAa_o7zSCw&zoom=http://www.google.ae/imgres?q=%E2%80%A2Phytoremediation&hl=ar&biw=1024&bih=571&gbv=2&tbm=isch&tbnid=OCE1qODVXpGyzM:&imgrefurl=http://arabidopsis.info/students/dom/mainpage.html&docid=z9BfDW9bwSA_pM&imgurl=http://arabidopsis.info/students/dom/phyto1.jpg&w=450&h=336&ei=bNzDTrPlJI3KtAa_o7zSCw&zoom=http://www.google.ae/imgres?q=%E2%80%A2Phytoremediation&hl=ar&biw=1024&bih=571&gbv=2&tbm=isch&tbnid=OCE1qODVXpGyzM:&imgrefurl=http://arabidopsis.info/students/dom/mainpage.html&docid=z9BfDW9bwSA_pM&imgurl=http://arabidopsis.info/students/dom/phyto1.jpg&w=450&h=336&ei=bNzDTrPlJI3KtAa_o7zSCw&zoom=http://en.wikipedia.org/wiki/Bioremediationhttp://en.wikipedia.org/wiki/Air_pollutionhttp://www.google.ae/imgres?q=%E2%80%A2Phytoremediation&hl=ar&biw=1024&bih=571&gbv=2&tbm=isch&tbnid=OCE1qODVXpGyzM:&imgrefurl=http://arabidopsis.info/students/dom/mainpage.html&docid=z9BfDW9bwSA_pM&imgurl=http://arabidopsis.info/students/dom/phyto1.jpg&w=450&h=336&ei=bNzDTrPlJI3KtAa_o7zSCw&zoom=http://www.google.ae/imgres?q=%E2%80%A2Phytoremediation&hl=ar&biw=1024&bih=571&gbv=2&tbm=isch&tbnid=OCE1qODVXpGyzM:&imgrefurl=http://arabidopsis.info/students/dom/mainpage.html&docid=z9BfDW9bwSA_pM&imgurl=http://arabidopsis.info/students/dom/phyto1.jpg&w=450&h=336&ei=bNzDTrPlJI3KtAa_o7zSCw&zoom=


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3.7. Underground water contamination:Groundwater contamination occurs when man-made products such as gasoline,

oil, and chemicals get into the groundwater and cause it to become unsafe and unfitfor human use.

So the site has contaminated underground water from the wastes which might

rise to a level that will affect the foundations of the buildings that will be built in the

project.


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4.Water Systems Design4.1. Theory:

Water pipes systems could be divided into two main types:

1. Pressurized systems2. Gravity systems

Pressurized systems are depending on the head pressure between the system

components in order to maintain a steady-state flow. It is used mainly in water

supplement systems.

On the other hand, the gravity systems are depending on the gravitational force

to maintain the flow. It is mainly used in drainage systems such as sanitary and storm

water.

4.2. Pressurized Systems (Water Supply):The water network pipes distribution was designed as a loop, in order to

perform maintenance, if needed without disconnecting any part in the network.

The water demand is calculated by determining the number of houses, number

of multistory buildings, then calculating the number of persons and the water need

per person on each junction.

And by inputting the demand and the elevation of the junctions, then assuming

the diameters of the pipes and the elevation of the reservoir on the waterCAD, then

the waterCAD calculated the velocity in the pipes and the pressure on the junctions.

4.2.1.Design Criteria:The Constraints were to make the pressure on the junction at least 1 bar.

1. The pipes are 150 mm diameter.2. Maximum pipe velocity is: 2.37 m\s.3. Minimum pipe velocity is: 0.2 m\s.4. Maximum junction pressure is: 143.55 Kpa.5. Minimum junction pressure is: 249.59 Kpa.


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6. Reservoir level: 165 m.4.2.2.Calculations Methodology:

To calculate the diameter of the pipes in

water supplement system there are two

equations:

1. D'Arcy-Weisbach Equation for Pressureand Head Loss.

2. Hazen-Williams Equation - calculatingFriction Head Loss in Water Pipes.

DArcys low stated that the pressure loss

in a pipe is calculated by:

, where: p = pressure loss(Pa, N/m

2), = D'Arcy-Weisbach friction

coefficient, l = length of duct or pipe (m), dh =

hydraulic diameter (m), and = density (kg/m3).

The D'Arcy-Weisbach equation is valid for fully

developed, steady state and incompressible flow.

The friction factor or coefficient - -depends on the flow, if it is laminar, transient or

turbulent (the Reynolds Number) - and the roughness of the tube or duct. The friction

coefficient can be calculated by the Colebrooke Equation or by using the Moody

Diagram. The disadvantage of this equation is that it needs to do iterations to reach to

the optimum diameter unlike Hazens equation but it still more accurate.

Hazen-Williams Equation is an empirical and straight forward equation to

calculate and avoid the iteration and, trial and error process. It is states that the head

loss is calculated by: , where p = pressure loss over a length of pipe(m), L = length of pipe (m), Q = volumetric flow rate (m

3/s), and d = inside pipe

diameter, m (meters).

To calculate the flow, the demand per person per day should be known

depending on statistics and surveys done on similar areas.

Table 1: Hazen Coefficients for typical pipes

Material Hazen-WilliamsCoefficient

Asbestos Cement 140

Brass 130 - 140

Brick sewer 90 - 100

Cast-Iron - new unlined

(CIP)130

Cast-Iron 10 years old 107 - 113



Cast-Iron 40 years old 64-83

Cast-Iron, asphalt coated 100

Cast-Iron, cement lined 140

Cast-Iron, bituminous lined 140

Concrete 100 - 140

Copper 130 - 140

Fiber Glass Pipe - FRP 150

Galvanized iron 120

Polyvinyl chloride, PVC,

CPVC150


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4.2.3.Results:Table 2: Pipes Data as given by Bentley waterCAD

Table 3: Junctions Data

Table 4: Reservior Data

LabelLength

(m)

Diameter

(mm)Material

Discharge

(m/day)

Upstream

Structure Hydraulic

Grade

(m)

Downstream

Structure Hydraulic

Grade

(m)

Pressure Pipe

Headloss

(m)

Headloss Gradient

(m/km)

Velocity

(m/s)

P-1 22.56 50 PVC 402 165 162.66 2.34 103.62 2.37

P-2 165.2 50 PVC 176 162.66 158.97 3.69 22.36 1.03

P-3 121.31 20 PVC 30 158.97 149.95 9.02 74.37 1.11

P-4 78.33 20 PVC 18 149.95 147.81 2.14 27.33 0.65

P-5 117.96 20 PVC -8 147.81 148.49 0.69 5.83 0.28

P-6 209.7 20 PVC -23 148.49 157.92 9.43 44.97 0.85

P-7 143.87 50 PVC -59 157.92 158.35 0.42 2.94 0.35

P-8 120.7 50 PVC -226 158.35 162.66 4.32 35.76 1.33

P-9 198.12 20 PVC -5 158.35 158.97 0.62 3.14 0.2

P-10 78.64 20 PVC 41 158.97 148.49 10.48 133.21 1.52

Label

Elevation

(m) Type

Demand (Calculated)

(m/day)

Calculated Hydraulic Grade

(m)

Pressure

(kPa)

J-1 137.16 Demand 0 162.66 249.59

J-2 131.06 Demand 99 158.97 273.1

J-3 128.02 Demand 13 149.95 214.63

J-4 128.02 Demand 25 147.81 193.68

J-5 131.06 Demand 57 148.49 170.57

J-6 143.26 Demand 36 157.92 143.55

J-7 141.73 Demand 173 158.35 162.6

Label Elevation (m) Inflow (m/day) Calculated Hydraulic Grade (m)

R-1 165 -402 165


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4.3. Gravity systems (Sanitary and Storm Water):Sanitary and storm water drainage

systems are dependent on slop of the pipes

systems which allow the gravity force to

function to move the flow. The task here as

engineers is to design for the pipes diameter

and slops according to a specified design

criteria. Discharge flow in sanitary water

systems depends on water consumption in

different buildings. While the flow in stormwater systems depends in the catchment areas

and land topography, rainfall intensity, and

land runoff factors.

4.3.1.Sanitary Water:4.3.1.1. Design Criteria:1. Pipe cover:1.2m.2. Maximum velocity :5m/s.3. Minimum velocity: 0.6 m/s.4. Part full design:75%.5. Maximum slope:0.06 m/m.6. Minimum slope:0.007 m/m.7. Pipe matching: Crowns.4.3.1.2. Calculations Methodology:

Manning equation is used for calculating the gravity pipes parameters. It states

that the speed of the flow is given by:

, and the flow is equal to

, where = cross-sectional average velocity (ft/s, m/s), kn = 1.486 forEnglish units and kn = 1.0 for SI units,A = cross sectional area of flow (ft

2, m

2), n =

Manning coefficient of roughness,R = hydraulic radius (ft, m), and S = slope of pipe

(ft/ft, m/m).

Surface MaterialManning's Roughness

Coefficient

Asbestos cement 0.011

Asphalt 0.016

Brass 0.011

Cast-iron, new 0.012

Earth 0.025

Earth channel - clean 0.022

Galvanized iron 0.016

Glass 0.01

Gravel 0.029

Lead 0.011

Masonry 0.025

Metal - corrugated 0.022

Natural streams -

clean and straight0.03

Polyvinyl Chloride

PVC - with smooth

inner walls

0.009 - 0.011

Steel - Coal-tar

enamel 0.01

Steel - smooth 0.012

Table 5: Manning Coefficient for Typical pipes


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Manning coefficients are represented in table-5. Hydraulic radius can be

expressed as , where:A = cross sectional area of flow (ft2,m

2), and P = wetted

perimeter (ft, m).

To calculate the discharge flow

, where: h = number of

buildings which has the same consumption, C = consumption per each person, P =

number of population per each building, and PF = consumption peak factor.

For subsequent pipes the cumulative flow rate should be considered in the

calculations

4.3.1.3. Sample of Calculations:Consider the first pipe which connects manhole 1 with manhole 2

Number of houses h = 10 Number of population per house = 8 Consumption per person per house = 350 (L/d) Peak Factor = 1.5

o Ground slop = 6.1% Manning coefficient = 0.013 for Asbestoses Concrete

o Using manning equation:

o Calculate velocity for full flow (i.e. when D = 2.93 cm)

o

o Determine the flow rate Q2 and flow speed 2 for D = 20 cm.

o

o Calculate partial flow

.

Use the partial flow-velocity graph to find .


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Determine .4.3.1.4. Results:

Table 6: Pipes Data taken from sewerCAD

Table 7: Manholes Data taken from sewerCAD

Table 8: Hand Calculations Results

LabelUpstream

Node

Upstream Invert

Elevation (m)

Downstream

Node

Downstream Invert

Elevation (m)

Constructed

Slope (m/m)

Bend Angle

(radians)

Length

(m)

Section

ShapeMaterial

Section

Size

P-1 MH-1 140.63 MH-2 136.95 0.045367 0.01 81.06 Circular PVC 100 mm







P-8 MH-5 130.59 O-1 128.9 0.050748 0 33.41 Circular PVC 100 mm

LabelGround

Elevation (m)

Total Flow

(l/d)

Hydraulic Grade

Line In (m)

Hydraulic Grade

Line Out (m)

Velocity

In (m/s)

Velocity

Out (m/s)

MH-1 141.43 41,990.40 140.24 140.24 0.34 0.34

MH-2 136.55 79,833.60 135.37 135.37 0.41 0.41

MH-3 131.98 121,824.00 130.81 130.81 0.45 0.45

MH-4 132.89 121,824.00 129.75 129.75 0.45 0.45

MH-8 128.02 1,160,352.00 126.92 126.92 0.77 0.77

MH-7 131.06 1,038,528.00 129.95 129.95 0.83 0.83

MH-6 136.55 1,017,532.80 135.44 135.44 0.83 0.83

MH-5 141.12 179,366.40 139.96 139.96 0.51 0.51

Pipe From To# of

houses

# people /

house

Consumption / d / P

(L/d)P.F.

Q

(m3/s)S

D

(cm)

v

(m/s)

New Slop

for v = 0.6 m/sD2 Q2 v2 Q1/Q2 Vp/V2 Vp

1 MH1 MH2 10 8 350 1.5 0.00048611 6.10% 2.936933 0.718 6.10% 20 0.0810 2.5780 0.0060 0.1 0.258

2 MH2 MH3 9 8 350 1.5 0.00092361 5.72% 3.781657 0.822 5.72% 20 0.0784 2.4961 0.0118 0.29 0.724

3 MH3 MH4 10 8 350 1.5 0.00140972 0.91% 6.248507 0.460 1.56% 20 0.0409 1.3031 0.0344 0.46 0.599

MH5 MH6 7 8 350 1.5MH5 MH6 Center 500 200 1.5

4 MH5 MH6 0.00207639 1.91% 6.296144 0.667 1.91% 20 0.0453 1.4411 0.0459 0.57 0.821

MH6 MH7 4 8 350 1.5

MH6 MH7 2 64 350 1.5

5 MH6 MH7 0.01177778 3.81% 10.5996 1.335 3.81% 20 0.0640 2.0381 0.1839 0.77 1.569

6 MH7 MH8 5 8 350 1.5 0.01202083 5.49% 9.975238 1.538 5.49% 20 0.0768 2.4457 0.1565 0.74 1.810

7 MH4 MH8 0.00140972 5.72% 4.431479 0.914 5.72% 20 0.0784 2.4961 0.0180 0.36 0.899

8 MH8 Final 0.01343056 0.30% 17.93329 0.532 0.38% 20 0.0203 0.6453 0.6625 0.75 0.484

Total

Total


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4.3.2.Storm Water:4.3.2.1. Design Criteria: pipe cover: 1.2m. Maximum velocity: 2.5 m\s. Minimum velocity: 0.6 m\s. Part full design: 100%. Maximum slope: 0.06. Minimum slope: 0.006. Pipe matching: Crowns. Intensity: 5 years- 10 minutes100mm. Runoff coefficient: 0.54.3.2.2. Calculations Methodology:

Manning equation is used for calculating the gravity pipes parameters. It states

that the speed of the flow is given by:

, and the flow is equal to

, where = cross-sectional average velocity (ft/s, m/s), kn = 1.486 forEnglish units and kn = 1.0 for SI units,A = cross sectional area of flow (ft

2, m

2), n =

Manning coefficient of roughness,R = hydraulic radius (ft, m), and S = slope of pipe(ft/ft, m/m).

Manning coefficients are represented in table-5. Hydraulic radius can be

expressed as , where:A = cross sectional area of flow (ft2,m

2), and P = wetted

perimeter (ft, m).

To calculate the discharge flow , where: C= runoff factor, which isdependent on the land type and pavement material, I= Rainfall intensity in specified

period, andA is the catchment area of the drainage inlet.

For subsequent pipes the cumulative flow rate should be considered in the

calculations.


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4.3.2.3. Sample of Calculations:Consider the first pipe which connects manhole 1 with manhole 2

Runoff coefficient = 0.5 Intensity = for 10 min. in five years. Catchment area = 7954.6 m2.

o . Ground slop = 5.04% Manning coefficient = 0.013 for Asbestoses Concrete

o Using manning equation:

o

Calculate velocity for full flow (i.e. when D = 2.93 cm)o

o

Determine the flow rate Q2 and flow speed 2 for D = 20 cm.o

o Calculate partial flow

.

Use the partial flow-velocity graph to find .Determine

.


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4.3.2.4. Results:

Table 9: Pipes Data given by stormCAD

Table 10: Inlets Data given by stormCAD

Label Upstream Node

Downstr

eam

Node

Upstream

Inlet Area

(m)

Upstrea

m Inlet

CA (m)

Construct

ed Slope

(m/m)

Downstream

Invert

Elevation (m)

Maximum

Slope

(m/m)

Minimum

Slope

(m/m)

Section Size

Description

Velocity

In (m/s)

Velocity

Out (m/s)P-11 I-12 O-1 1,549 775 0.06 122.55 0.06 0.006 315 4.05 4.9

P-2 I-2 I-6 8,000 4,000 0.034441 134.18 0.06 0.006 250 mm 2.22 2.22

P-4 I-6 I-7 5,600 2,800 0.041469 131.08 0.06 0.006 315 2.61 2.59

P-8 I-7 I-8 4,200 2,100 0.006 130.78 0.06 0.006 315 3.39 3.39

P-14 I-23 I-8 5,289 0 0.03 130.88 0.06 0.006 200 mm 0 0

P-16 I-8 I-12 1,946 973 0.059664 126.51 0.06 0.006 315 3.76 4.93

P-13 I-14 I-15 9,800 4,900 0.04593 132.03 0.06 0.006 250 mm 2.7 2.69

P-15 I-15 I-17 6,400 3,200 0.06 127.12 0.06 0.006 315 4.15 5.01

P-17 I-17 O-2 2,800 1,400 0.06 122.55 0.06 0.006 315 4.96 4.96

P-18 I-19 I-15 2,200 1,100 0.03806 132.03 0.06 0.006 250 mm 1.65 1.54

P-20 I-21 I-19 3,400 1,700 0.01051 134.18 0.06 0.006 250 mm 1.26 1

LabelCalculated

Station (m)

Ground

Elevation (m)

Sump

Elevation (m)Inlet CA (m)

I-12 0+37 128.02 124.77 775

I-17 0+41 128.63 124.98 1,400

I-8 1+09 132.59 130.78 973

I-7 1+60 132.59 131.08 2,100

I-15 1+22 134.11 131.98 3,200

I-23 1+70 134.11 132.71 0

I-6 2+33 135.64 134.13 2,800

I-19 1+78 135.64 134.18 1,100

I-21 2+36 136.25 134.79 1,700

I-14 2+02 137.16 135.71 4,900

I-2 3+22 138.68 137.23 4,000


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5.Traffic Impact Study5.1. Purpose of the study

To provide a suitable subdivision design we should take in considerations all

the current issues. In this report we will concern in the traffic analysis part. Our goal

is to attempts all possible means to relieve traffic congestion in that road after the

development. Different road characteristics affect the service level of the road,

Planning and implementing a suitable design solution for traffic problems involves

collecting required data and selecting the proper design that fits the need. This report

focuses on the traffic congestion problems at that current road, we will attempt

different alternatives that could eliminate the excessive delays and move traffic

smother.

5.2. Existing TrafficCurrently, there is a huge demand of traffic going through the main road due to

its strategic location and importance, and this huge demand exceeds the capacity of

the intersection, as a result traffic jams occurs. In addition, more delay is caused by

vehicles traveling through that road due to the fact that it is connecting University

City by schools and buildings surrounding. The current road conditions are consistingof four lanes (2 lanes/directions). After the development is been ready we will expect

more volumes in the main road so adjustments are needed to be done.

5.3. Evaluation of a roadLevel of Service: Is a qualitative measure describing operational conditions

within a traffic stream and their perception by motorists and/or passengers.

There are six level of service used to describe any facility in the road, Listed

below the definition of each LOS:

1. LOS A: free-flow operation and high maneuverability.2. LOS B: Reasonably free flow, Ability to maneuver is only slightly restricted

and Effects of minor incidents still easily absorbed.


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3. LOS C: Speeds at or near FFS, Queues may form behind any significantblockage.

4. LOS D: Speeds decline slightly with increasing flows, Density increases morequickly. And Freedom to maneuver is more noticeably limited.

5. LOS E: Operation near or at capacity, No usable gaps in the traffic stream.6. LOS F: Traffic Jam Scenario, Demand > capacity.5.3.1.Factors that that affect Level of service:1. Speed.2. Lane width.3. Lateral obstructions.4. Grade.5. Traffic composition.6. Driver Population.

5.4.

Trip Generation:

For Estimating how many trips can be generated from this development there

is a Trip generation manual that specifies each category and estimating how many

trips can be generated, For example in this development we are having three

categories to estimate the daily traffic which are:

Table 11: Number of expected trips at peak hours

Category Expected Unit Daily Trips PM Peak trips PM-IN PM-Out

Single Family house 45 431 45 29 17Low Rise Apartments 128 844 74 48 26

Shopping Center 31.3 1344 105 52 54

129 97Total


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5.5. Sample of Calculation1. For Low rise expected units: We have 2 buildings each is 4 story buildings,

each floor with 4 flats, each Apartment with 4 people (total= 2 x 4 x 4 x 4 =

128).

2. For single family house(Villa) we have a total of 45 villa3. For the shopping center the area is 31300 ft2 but in the excel sheet we should

enter per thousand feet.

5.6. Traffic VolumesDevelopment Volume: The required peak our volume is now specified. For

the entry to the development we have total of 129 veh/hr. and for the exit Approach

we have 97 veh/hr. Those numbers are estimated from the Trip generation excel

sheet.

NB Towards University City Volume: Based on the traffic counts we have a

total of 900 veh/hr towards the university in the peak times.

SB Exiting from the University City: Its estimated based on some

conditions. In this situation its estimated to be 600 veh/hr, since majority of drivers

travel to different alternative which has no roundabout and signals.

Table 12: Traffic Distribution

5.7. AlternativesChoosing one Access only for IN AND OUT Vehicles (moved in the same

Access):

5.7.1.Signs Control Solution:Through volume: 900vph

Right turn from the shared lane: 129vph

Road Approach University City Rd,SB University city NB Development IN AND OUT

Traffic Direction NBT SBT IN OUT

Peak hour Volume 900 600 129 97


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We found by Simulations in Synchro 7 that the Level of service For NBApproach that will consist of 2 lanes per direction, one of them is a shared

lane will give us LOS A, with a link speed 50 mph (allowed to enter the

development from the shared lane).

Through Volume: 600vph

We found by Simulations in Synchro 7 that the Level of service For SBApproachthat will consist of 2 lanes per direction, will give us LOS A, with

a link speed 50 mph.(Not allowed to enter the development it should follow

the existing roundabout to turn to the development)since the distance is close

to the roundabout.

Right turn volume: 97 vph

We found by Simulations in Synchro 7 that the Level of service for thedevelopment lane (consist of 2lanes, One lane per direction) since the volume

is not a critical volume ones will give us LOS B, with a link speed 40 mph.

Sign Solution will work at this particular section but for the long termsolution we are expecting more volumes than the current ones, so it will

not handle the traffic in the future.

Choosing two Accesses one for IN and the other for OUT Vehicles:

5.7.2.Un-signalized Intersection:We Found by simulations that the level of service for the development road

will approach to D because we have permitted the left exclusive turn lane and the

right exclusive turn lane by using stop sign and that will cause much delay since they

will wait until there is no vehicle then they can move right or left using stop sign.

This solution is not applicable because most drivers might not obey the rules and may

make uterus at this particular intersection. Its not applicable in Arabs Countries since

drivers are not educated in the proper way.


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5.7.3.Signalized Intersection ( only one approach is signalized )We found again by simulations that the level of service using a traffic signal

will lead to A service which is perfect since we allowed for protected phases that

vehicles can travel smoothly. The intersection delay was around 11 seconds which is

good. This type of signals called semi Actuated, it means that it will allow the

through vehicle to pass through unless there is a call for left and right turn vehicles.

Here is this section we allowed the 129 vehicle to enter from one approach of a

shared lane which is the NB, But for Exit vehicles we have total of 97 vehicles so we

have to divide them into two groups based on who will turn left or right. This one is

done by assumption, Here in this situation the volume left turn vehicles are much

more than the right so we took for the left turning vehicles a total of 60 vehicles. And

for the right a total of 37 vehicles. The level of service was A for this particular

intersection.

5.7.4.Roundabout SolutionThe roundabout has been an attempted solution and it works and gives

preferable level of service but the problem is that in the main road itself there is

currently 2 roundabouts if we increase them this will increase in cost and delay.

5.7.5.Signalized intersection(Both approaches are signalized)

Figure 13: Synchro simulator

Both signals are taken as a semi Actuated Un-coordinated

1


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As there in Node#1 there are 3 approaches that will be held on that particular

intersection. The NB approach towards the University City will exist of 2 lanes

through vehicles and 1 exclusive right turn lane. However for the south bound there

will be 2 lanes for through vehicles and 1 lane for left turn channelized lane 200 ft.

storage length. For the development Lane there will be 2 lanes in it not allowed to

Exit only they are entrance lanes for the NB & for SB.

Regarding to Node#2 there are 3 approaches that will be held on that particular

intersection. The NB approach towards the University City will consist of 2 through

lanes. The south bound approach will consist of 2 through lanes .For the development

lane there will be 2 exclusive left turn lanes and 1 exclusive channelized right turn

lane. Volume will equal to 60 vph for the left turn and 37 vph for the right turn.

It is found by Simulations in synchro 7 that the Level of Service is A for both

nodes. And thus this is an ideal solution and will count for the long term. The type of

signal used is semi Actuated signal

5.8. Preferred SolutionIts preferred to use a signalized intersection for both Nodes. Since it counts

the long term problems in increasing the volumes of traffic. The total delay for Node

#1 is 2.3 sec and the total delay for node# 2 is 4.2sec. The Level of service for bothnodes was A.

5.9. ConclusionIn conclusion, To provide a safe and easy way of movement we have to think

deeply, Many benefits such as reduction of energy consumption and relieving traffic

congestion will be gained if we install the devices truthly and in a perfect conditions.

So our Aim to build a sustainable division layout is met and its now environmentally

friendly. Our goal is always is to serve our people and avoid any traffic delay.


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6.Geometric Design6.1. Theory:6.1.1.General Concepts:

The design process was according to AASHTO 2001 using AutoCAD Civil 3D2012 software program.

Geometric Design of a road is the positioning of the physical elements of the

roadway according to standards and constrains, so that smooth-flow and crash-free

facilities are provided. (Wikipedia definition)

Before starting any design problem the design criteria should be defined in

order to have a correct and safe design.

In road geometric design there are specific control criteria which puts a guide

lines to start the design process. American Association of State Highway and

Transportation Officials (AASHTO) is one of the most common used codes in

America and in the middle eastern region.

Road geometric design is divided into three main components:

1. Horizontal Alignment2. Vertical Alignment3. Cross Section

They will be explained in details bellow.

6.1.2.Horizontal Alignment:Is a series of straight segments called (tangents) and connecting horizontal

curves. Curves are controlled by the functional classification, design speed, andsuperelevation of the road. There are two typed of horizontal curves:

Circular curves. Spiral (transition) curves.

6.1.2.1. Definitions: Circular curve: curves with constant radius along its length. Spiral curve: curves with variable radius along its length.


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Superelevation: is tilting the roadway to help offset centripetal forcesdeveloped as the vehicle goes around a curve.

PC: Point of curve, where the curve starts. PI: Point of intersection of two tangents.

PT: Point of tangent, where tangent starts. Deflection Angle: is the angle formed between two

tangents (see fig-1).

Stopping Sight Distance (SSD): Distance required bythe driver to stop his vehicle.

6.1.2.2. Design Process:1. Select tangents, PIs, and general curves making sure

you meet minimum radius criteria.

2. Determine radius of the curve (R).3. Measure angle () between tangents.4. Determine length of the curve (L) and Tangent (T).5. Determine station alignment: stations for PC, PI, PT.6. Calculate spiral (transition) lengths (Ls), if needed.7. Check for widening of curves (Check SSD requirements).8. Develop edge profiles (superelevation runoffs).9. Add information to plans.

6.1.2.3. Calculations: Minimum radius of curve , where v:

design speed, g: gravitational acceleration, e:

superelevation value, and f: side friction

coefficient.

Tangent length given by: Curve length given by:

, where t: perception

reaction time, and G: the cross slope of the road.

Figure 14: Horizontal Curve

Parameters

Figure 15: Horizontal curve parameters


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6.1.2.4. Superelevation:Curve superelevation is divided into two parts:

1. Tangent Runout:Length of roadway needed to accomplish a change in outside lane cross-

section from normal crown to flat (zero slope), or vice versa. It is given by: , where eNC: normal cross slope rate in percent, ed: design superelevation rate inpercent, andLr: superelevation runoff.

2. Superelevation Runoff:Length of roadway needed to accomplish a change in outside lane cross-

section from flat (zero slope) to full superelevation, or vice versa. It is given by:

Where w: is the lane width, n1: is the number of lanes, and bw: is the adjustment

factor for number of lane rotated. (see fig-2)

Figure 16: Superelevation transition

6.1.2.5. Curve Widening:Curve widening is needed duo to the following reasons:

Wheels off-tracking, rear wheels do not follow exactly the samepath/trajectories of front wheels.

Vehicles front overhang requires an additional lateral space.


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Difficulty of driving on curves justifies wider lateral clearance. Tendency of drivers to steer away from the pavements edge.

6.1.3.Vertical Alignment:Is a straight segments of the road called grades connected by vertical curves. It

controlled by land topography, design vehicles, and sight distances such as: stopping

sight distance (SSD), passing sight distance (PSD), and decision sight distance

(DSD). There are two types of vertical curves:

Sag Curves. Crest Curve.

6.1.3.1. Definitions: Sag Curves: concave-up curve. Crest Curve: concave-down curve. PVI = Point of Vertical Intersection. PVC = Point of Vertical Curvature. PVT = Point of Vertical Tangency. L = Length of vertical curve measured as straight line from PVC to PVT. Y = Offset of curve from initial grade line. Ym= mid-curve offset. Yf= end-curve offset. G1= Grade of initial tangent, %. G2= Grade of final tangent, %.

Figure 17: Crest curve parameters


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Figure 18: Crest curve parameters

6.1.3.2. Design Procedure:1. Determine the minimum length of curve to satisfy sight distance requirements

and other criteria.

2. Determine from the layout plans the station and elevation of the PVI (the pointwhere the grades intersect).

3. Compute the elevations of the PVC (or BVC) and end of vertical curve (EVCor PVT).

4. Compute the offsets, Y, from the tangent to the curve at equal distances orstations.

5. Compute elevations on the curve for each station as: elevation of the tangent offset from tangent, Y. For crest curves the offset is (-) and for sag curves the

offset is (+).

6. Compute the location and elevation of highest/lowest point on curve.

6.1.2.3. Calculations:To determine length of the crest curve:

||() , where | |, S: sight distance, h1:Height of drivers eye, and h2: Height of object.

||() .


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Elevation at any point given by: , where: , ,and .

High point (on crest curve) and Low point (on sag curve) given by: . Offset of G

1tangent from the curve at any pointx is given by:

.

. .

6.2. Design Criteria:6.2.1.

University Road:

Table 13: Design criteria for the main road

Criteria Value

Functional Classification Collector

Design Speed 80 km/h

LOS D

Lane Width 3.6 m

Design Vehicle WB-12 (Intermediate Semitrailer)

Maximum Grade 8%Maximum Superelevation 4%


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6.2.2.Local Streets:Table 14: Design criteria for the local roads

Criteria Value

Functional Classification Local

Design Speed 60 km/hLOS D

Lane Width 3.6 m

Design Vehicle SU (Singe-Unit Truck)

Maximum Grade 8%

Maximum Superelevation N/A

6.3. Results and Tables:Design has been done using Autodesk AutoCAD Civil 3D 2012 and the

following results imported from the program.

6.3.1.University Road:Table 15: Horizontal Alignment Data

Table 16: Superelevation Data

Type Length Radius Minimum Radius Start Station End Station Delta angle Chord length PI Station

Line 100.997m 0+000.00m 0+101.00m

Curve 167.658m 350.000m 280.000m 0+101.00m 0+268.66m 27.4460 (d) 166.060m 0+186.47mLine 42.001m 0+268.66m 0+310.66m

Superelevation

CurveStart Station End Station Length

Left Outside

Shoulder

Rate of

Change(LOS)

Left Outside

Lane

Rate of

Change(LO)

Left Inside

Lane

Rate of

Change(LI)

Right Inside

Lane

Rate of

Change(RI)

Right Outside

Lane

Rate of

Change(RO)

Right Outside

Shoulder

Curve.1

Transition In

Region0+018.58m 0+115.33m 96.750m

End Normal

Shoulder0+018.58m -5.00% 0 -2.00% 0 -2.00% 0 -2.00% 0 -2.00% 0 -5.00%

Runout 0+050.83m 0+072.33m 21.500m

End Normal

Crown0+050.83m -2.00% 0.093 -2.00% 0 -2.00% 0 -2.00% 0 -2.00% 0 -5.00%

Level Crown 0+072.33m 0.00% 0.093 0.00% 0.093 -2.00% 0 0.00% 0.093 -2.00% 0 -5.00%

Runoff 0+072.33m 0+115.33m 43.000m

Level Crown 0+072.33m 0.00% 0.093 0.00% 0.093 -2.00% 0 0.00% 0.093 -2.00% 0 -5.00%

Reverse Crown 0+093.83m 2.00% 0.093 2.00% 0.093 -2.00% 0 2.00% 0.093 -2.00% 0 -5.00%

Begin Curve 0+101.00m

Begin Full Super 0+115.33m 4.00% 0.093 4.00% 0.093 -4.00% -0.093 4.00% 0.093 -4.00% -0.093 -5.00%

Transition Out

Region0+254.32m 0+351.07m 96.750m

Runoff 0+254.32m 0+297.32m 43.000m

End Full Super 0+254.32m 4.00% 0 4.00% 0 -4.00% 0 4.00% 0 -4.00% 0 -5.00%

End Curve 0+268.66m

Reverse Crown 0+275.82m 2.00% -0.093 2.00% -0.093 -2.00% 0.093 2.00% -0.093 -2.00% 0.093 -5.00%

Level Crown 0+297.32m 0.00% -0.093 0.00% -0.093 -2.00% 0 0.00% -0.093 -2.00% 0 -5.00%

Runout 0+297.32m 0+318.82m 21.500m

Level Crown 0+297.32m 0.00% -0.093 0.00% -0.093 -2.00% 0 0.00% -0.093 -2.00% 0 -5.00%

Begin Normal

Crown0+318.82m -2.00% -0.093 -2.00% -0.093 -2.00% 0 -2.00% -0.093 -2.00% 0 -5.00%

Begin Normal

Shoulder0+351.07m -5.00% -0.093 -2.00% 0 -2.00% 0 -2.00% 0 -2.00% 0 -5.00%


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Table 17: Vertical Alignment (Profile) Data

6.3.2.First Street:Table 18: Horizontal Alignment Data

Table 19: Vertical Alignment (Profile) Data

6.3.3.Second Street:Table 20: Horizontal Alignment Data

No. PVI Station PVI Elevation Grade In Grade OutA (Grade

Change)

Profile Curve

Type

Profile

Curve

Length

K Value

Minimum K for

Stopping Sight

Distance

Minimum K for

Passing Sight

Distance

Minimum K for

Headlight Sight

Distance

Curve

Radius

Design

Speed

1 0+000.00m 134.838m 1.21%

2 0+069.48m 135.677m 1.21% 5.00% 3.79% Sag 120.000m 31.631 30 3163.089m 80 km/h

3 0+188.85m 141.648m 5.00% 1.11% 3.89% Crest 101.232m 26 26 338 2600.000m 80 km/h

4 0+310.66m 142.997m 1.11%

Type Length Radius Start Station End Station Delta angle Chord length PI Station

Line 48.245m 0+000.00m 0+048.24m

Line 27.393m 0+048.24m 0+075.64mCurve 61.352m 60.000m 0+075.64m 0+136.99m 58.5869 (d) 58.714m 0+109.30m

Line 27.839m 0+136.99m 0+164.83m

Line 78.730m 0+164.83m 0+243.56m

No. PVI Station PVI Elevation Grade In Grade OutA (Grade

Change)

Profile

Curve Type

Profile

Curve

Length

K Value

Minimum K for

Stopping Sight

Distance

Minimum K for

Passing Sight

Distance

Minimum K for

Headlight Sight

Distance

Curve

Radius

Design

Speed

1 0+000.00m 135.408m - 0.85%

2 0+052.66m 134.958m -0.85% -2.50% 1.64% Crest 82.036m 50 4 84 5000.000m 40 km/h

3 0+182.69m 131.713m -2.50% 1.31% 3.81% Sag 76.140m 20 9 2000.000m 40 km/h

4 0+243.56m 132.511m 1.31%

Type Length Transition Length Table Radius Start Station End Station Delta angle Chord length PI Station

Line 108.370m 0+000.00m 0+108.37m

Line 81.792m 0+108.37m 0+190.16m

Line 47.523m 0+190.16m 0+237.69m

Curve 46.129m 2 Lane

1 land development

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