Applications of Surveying
Surveying project 2014
Jazan University
College of Engineering
Civil Engineering Department
(APPLICATIONS
OF SURVEYING)
By
Team Members:
Ali Hussein Ibrahem Qabur
Ahmed Mohammed Jbbary
Abubakr Yahya Alsaadi
Khalid Mulfy AlJhamdi
Ali Saeed AlShahrani
Ahmed Hassan Sofyani
Osama Abubakr ALmutahhar
Supervisor (s):
Assoc. Prof. Hisham Abou Halima
Dr. Modather Ahmed Omer
A Senior Project Final Report submitted in partial fulfillment
Of the requirement for the degree of BACHELOR OF Science (B.Sc.),
In
Civil Engineering
(Completion Date
5/2014)
‫‪Applications of Surveying‬‬
‫‪Surveying project 2014‬‬
‫جامعة جازان‬
‫كلية الهندسة‬
‫قسم الهندسة المدنية‬
‫) تطبيقـــــــــــــــــات‬
‫مساحــــــــيـــــة(‬
‫طالب فريق العمل‪:‬‬
‫علً حسٌن ابراهٌم قابور‬
‫أحمد محمد جباري‬
‫أبوبكر ٌحً الصعدي‬
‫خالد ملفً الغامدي‬
‫علً سعٌد هوٌج الشهرانً‬
‫أحمد حسن سفٌانً‬
‫أسامة أبوبكر مطهر‬
‫مشرف المشروع‪:‬‬
‫د‪ .‬هشام أبو حلٌمة‬
‫د‪ .‬مدثر أحمد عمر‬
‫تقرٌر مشروع التخرج مقدم للحصول على درجة البكالورٌوس‬
‫فى الهندسة المدنية‬
‫تارٌخ التقدم ( رجب ‪)1435/‬‬
Applications of Surveying
Surveying project 2014
College of Engineering
Jazan University
(Applications
of Surveying)
APPROVAL RECOMMENDED:
Examination Committee:
Dr. Adel Mohammed Fahiem
Dr. Wael Eldosoqi
Dr. Hisham Abou Halima
Dr. Modather Ahmed Omer
PROJECT SUPERVISOR (s)
Assoc. Prof. Hisham Abou Halima
Dr. Modather Ahmed Omer
DATE
(5/2014)
DEPARTMENT HEAD
Dr. Mohammed Mobarki
COURSE INSTRUCTOR
Prof. Ahmad Al Abbasi
APPROVED:
_________________________________________________________
DEAN, COLLEGE OF ENGINEERING:
____________________________________
DATE:
Applications of Surveying
Surveying project 2014
ABSTRACT
(Applications of Surveying)
Graduation project in the first survey submitted to the Department of Civil Engineering. In
University of Jazan.
Our project is Application of Surveying divided into four items which covering the most
application of surveying
Item 1 (Grid Leveling)
Item 2 (Horizontal curve)
Item 3 (Travers)
Item 4 (Comparison between digital & automatic levels)
The main objective of the following items, the development of the ability to work in Survey
multiple different places and to identify the Survey more work, and the use of multiple devices
and Surveying programs and methods for surveying calculations.
I
Applications of Surveying
Surveying project 2014
Dedication
For our family who have supported us through the progress of this
project graduation.
To supervisors of the project and the Faculty of Engineering in general.
II
Applications of Surveying
Surveying project 2014
ACKNOWLEDGEMENT
We would like to express our sincere appreciation and gratitude to our project supervisor,
Dr. Hisham Abou Halima and Dr. Modather Ahmed Omer, for his guidance,
assistance, and support over the course of this project. Again, Thank you for everything.
Special thanks to Uncle Yahya Saadi for helping us to provide the land for the project.
III
Applications of Surveying
Surveying project 2014
Table of Contents
ABSTRACT ..................................................................................................................................................................... I
DEDICATION ................................................................................................................................................................ II
ACKNOWLEDGEMENT .............................................................................................................................................. III
CHAPTER (I) INTRODUCTION.................................................................................................................................. 1
1.1DEFINITION OF SURVEYING: ................................................................................................................................ 2
1.2 HISTORY OF SURVEYING: ..................................................................................................................................... 2
1.3 THE IMPORTANCE OF THE SURVEYING: ............................................................................................................ 3
1.4 TYPES OF SURVEYING:.......................................................................................................................................... 3
1.5 CLASSIFICATION OF SURVEYING ACCORDING TO ITS PURPOSE: ................................................................. 4
1.6 SURFER PROGRAM:................................................................................................................................................ 5
1.6.1 INTODUCTION TO SURFER: ........................................................................................................................... 5
1.6.2 GRIDDING AND CONTOURING: .................................................................................................................... 6
1.6.3 GRID DATA: ..................................................................................................................................................... 7
1.6.4 VOLUMETRIC CALCULATION: ..................................................................................................................... 9
1.7 ELECTRONIC TOTAL STATION: ......................................................................................................................... 11
1.7.1NOMENCLATURE AND FUNCTIONS: ............................................................................................................... 11
1.7.2 DISPLAY:............................................................................................................................................................. 13
1.7.3 MEASUREMENT MEAN: .................................................................................................................................... 14
1.7.4 INSTUMENT UP FOR MEASERMENT: .............................................................................................................. 16
1.7.5 BATTERY POWER REMAINING DISPLAY: ...................................................................................................... 17
1.7.6 VERTICAL AND HORIZONTAL ANGLE TILT CORRECTION: ........................................................................ 18
1.7.7 DISTANCE & COORDINATE MEASURMENT: ................................................................................................. 18
CHAPTER (II) GRID LEVELLING & CONTOURING .......................................................................................... 19
2.1 INTRODUCTION: ................................................................................................................................................... 20
2.2 GRID LEVELLING:................................................................................................................................................. 20
2.3 VOLUMES FORM SPOT HEIGHT: ........................................................................................................................ 20
2.4 CONTOURING: ....................................................................................................................................................... 21
2.4.1 DEFINATION:...................................................................................................................................................... 21
2.4.2 CONTOUR MAP .................................................................................................................................................. 21
2.4.3 PURPOSE OF CONTOURING.............................................................................................................................. 21
2.4.5CONTOUR INTERVAL ........................................................................................................................................ 21
2.5 THE USE OF CONTOUR IN PROJECTS: ............................................................................................................... 22
2.6 FIELD WORKS: ...................................................................................................................................................... 23
2.6.1 LOCATION .......................................................................................................................................................... 23
2.6.2 THE USED EQUIPMENTS: .................................................................................................................................. 24
2.6.3 USED PROGRAMSAND SOFTWARES:.............................................................................................................. 25
2.7 STEPS OF FIELD WORK ........................................................................................................................................ 26
2.7.1 TABLE OF LEVILING: ........................................................................................................................................ 27
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2.7.2 MAPS BY SURFER PROGRAM: .......................................................................................................................... 30
2.8 CALCULATE THE VOLUMES:.............................................................................................................................. 33
2.8.1: BORROW-PIT METHOD: ................................................................................................................................... 33
2.8.2 (SURFER) SOFTWARE:....................................................................................................................................... 41
2.8.3 COMPARISION BETWEEN THE RESULT OF CUTTING AND FILLING: ......................................................... 43
2.9 LEVELING THE LAND: ......................................................................................................................................... 44
CHAPTER (III) HORIZANTAL CURVE.................................................................................................................. 46
3.1 INTRODUCTION: ................................................................................................................................................... 47
3.2 TYPES OF CURVES: .............................................................................................................................................. 47
3.3 FACTORS AFFECTING IN CURVES DESIGN: ..................................................................................................... 48
3.4 THE HORIZONTAL CURVE: ................................................................................................................................. 48
3.5 THE SIMPLE CIRCULAR CURVE: ........................................................................................................................ 49
3.6 FIELD WORK (SIMPLE CIRCULAR CURVE): ..................................................................................................... 50
3.6.1 LOCATION: ......................................................................................................................................................... 50
3.6.2 THE USED INSTURMENT: ................................................................................................................................. 51
3.6.3 LAY OUT OF THE SIMPLE CURVE: ................................................................................................................... 52
3.6.4 DEFLECTION ANGLES AND CHORDS: ............................................................................................................ 55
3.6.5 RESULT: .............................................................................................................................................................. 56
3.6.6 LEVELING OF CURVE: ....................................................................................................................................... 58
3.6.7 DESIGN COMPUTAION (MANUALLY): ............................................................................................................ 62
3.7 SUPER ELEVATION:.............................................................................................................................................. 63
CHAPTER (IV) TRAVER .......................................................................................................................................... 64
4.1 INTRUDACTION: ................................................................................................................................................... 65
4.2 DEFINITION OF TRAVERES: ................................................................................................................................ 65
4.3 PURPOSE OF A TRAVERSE: ................................................................................................................................. 66
4.4 TYPES OF TRAVERSE: .......................................................................................................................................... 67
4.5 COORDINATES: ..................................................................................................................................................... 68
4.6 BEARING: ............................................................................................................................................................... 68
4.8 EASTING AND NORTHING:.................................................................................................................................. 70
4.9 METHODS OF TRAVERSING:............................................................................................................................... 71
4.10 ERRORS IN TRAVERSING: ................................................................................................................................. 71
4.11 FILED WORK:....................................................................................................................................................... 72
4.11.1 LOCATION: ....................................................................................................................................................... 72
4.11.2 WORK STEPS: ................................................................................................................................................... 73
4.11.3 BUILDING COORDINATES: ............................................................................................................................. 76
4.11.3 READ THE BUILDING COORDINATES: .......................................................................................................... 77
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4.11.4 MAP DRAWING: ............................................................................................................................................... 86
CHAPTER (V) COMPARISON BETWEEN DIGITAL & AUTOMATIC LEVEL ................................................. 87
5.2 LEVELING INSTRUMENTS: ................................................................................................................................. 88
5.2.1 AUTOMATIC LEVEL: ............................................................................................................................................... 88
5.2.2 DIGITAL LEVEL: ..................................................................................................................................................... 88
5.3 SOURCES OF ERROR: ........................................................................................................................................... 89
5.3.1 INSTURMENTAL ERRORS:................................................................................................................................ 89
5.3.2 OBSRVATIONL ERRORS: .................................................................................................................................. 89
5.3.3 NATURAL ERRORS: ........................................................................................................................................... 91
5.4 ACCURCY IN LEVELLING: .................................................................................................................................. 92
5.5 FIELD WORK:......................................................................................................................................................... 93
5.5.1 LOCATION:............................................................................................................................................................. 93
5.5.2 THE LONG LOOP: ............................................................................................................................................... 94
5.5.3 RESULTS AND ANALYSIS: ................................................................................................................................ 95
5.5.3.1 USING (DIGITAL LEVEL): .......................................................................................................................... 95
5.5.3.2 USING (AUTOMATIC LEVEL):................................................................................................................... 96
5.5.4 SKETCH FOR SHORT LOOP: .............................................................................................................................. 97
5.5.4.1 USING (AUTOMATIC LEVEL):................................................................................................................... 98
5.5.4.2 USING (DIGITAL LEVEL): .......................................................................................................................... 99
5.6 ADVANTAGES AND DISADVANTAGES: ......................................................................................................... 100
5.6.1 AUTOMATIC LEVEL: ............................................................................................................................................. 100
5.6.2 DIGITAL LEVEL: ................................................................................................................................................... 101
5.7 CONCLUSION: ..................................................................................................................................................... 102
CONCLUSION ............................................................................................................................................................ 103
REFRENCES ............................................................................................................................................................... 104
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CHAPTER (I)
INTRODUCTION
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1.1 DEFINITION OF SURVEYING:
Surveying is defined as the determination of the relative spatial location of points on or near The surface
of the earth.It can be defined also, as art of measuring horizontal and vertical distances between objects,
measuring angles between lines and determining the direction of lines for established points by
predetermined angular and linear measurements.
Along with the actual survey measurements are the mathematical calculationof Distances, angles,
directions, locations, elevations, areas, and volumes are thus determined from the data of the survey
measurements.
Finally, survey data is portrayed graphically by the construction of maps, profiles, cross sections, and
Diagrams.
1.2 HISTORY OF SURVEYING:
Surveying is a centuries old concept. Although no historical evidence is present of when and how the
knowledge of survey developed and how it was studied, however, various historical Engineering
marvels force us to believe that the survey techniques are roughly of the times of Ancient Egyptians.
The great pyramid of Khufu at Giza is a living example and it was built in 2700 BC. It is roughly a
square and its geographical alignment proves that a considerable knowledge of survey was applied
without which such marvelous construction would have never been possible.
Other than the pyramids, remains of various other ancient civilizations indicate the presence of
surveying techniques.
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1.3 THE IMPORTANCE OF THE SURVEYING:
Land surveying is basically, used for mapping and representation of the surface of the land. The entire
scope of profession is wide; it actually boils down to calculate where the land boundaries are situated,
topography of the land and horizontal position. This is very important in civil engineering projects i.e.
Without this service, we have not a probable design of railroads, skyscrapers, highways, etc. All these
projects and others cannot be established without initial survey studies introduce the first steps of any
engineering scheme.
1.4 TYPES OF SURVEYING:
 GEODETIC SURVEYING:
The type of surveying that takes into account the true shape of Theearth. These surveys are of high
precision and extend over large areas.
 PLANE SURVEYING:
The type of surveying in which the mean surface of the earth Is considered as a plane, or in which its
spheroidal shape is Neglected, with regard to horizontal distances and directions.
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1.5 CLASSIFICATION OF SURVEYING ACCORDING TO ITS PURPOSE:
• Control Survey: Made to establish the horizontal and vertical positions of arbitrary points.
• Boundary Survey: Made to determine the length and direction of land lines and to establish the
position of these lines on the ground.
• Topographic Survey: Made to gather data to produce a topographic map showing the configuration of
the terrain and the location of natural and man-made objects.
• Hydrographic Survey: The survey of bodies of water made for the purpose of navigation, water
supply, or sub-aqueous construction.
• Mining Survey: Made to control, locate and map underground and surface works related to mining
operations.
• Construction Survey: Made to lay out, locate and monitor public and private engineering works.
• Route Survey: Refers to those control, topographic, and construction surveys necessary for the
location and construction of highways, railroads, canals, transmission lines, and pipelines.
• Photogrammetric Survey: Made to utilize the principles of aerial photogrammetry, in which
measurements made on photographs are used to determine the positions of photographed objects.
• Astronomical survey: generally involve imaging or "mapping" of regions of the sky using telescopes.
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1.6 SURFER PROGRAM:
1.6.1 INTODUCTION TO SURFER:
What Surfer can do?
Surfer is a software package written for Windows, and XP. Surfer transforms XYZ data to create
contour maps, 3D surface maps, 3D wireframe maps, shaded relief maps, rainbow color "image" maps,
post maps, classed post maps, vector maps, and base maps. It can calculate cross sections, areas, and
volumes. See the widow of programs as shown fig (1.1):
Fig (1.1)
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1.6.2 GRIDDING AND CONTOURING:
Loading a data file for gridding If you know your data file, then you can go directly to the Grid | Data
menu command, select a grid file and click Open. If you are unsure about the column layout or spatial
distribution of your data file, there are a number of ways to familiarize yourself with the data. You can
use the File Open menu command to open the data file in the Surfer worksheet. Select the data and the
Data Statistics menu command displays the Statistics dialog box. You can select to calculate many
useful statistics, including minimum, maximum, and number of numeric cells. Click OK and the
statistics you selected are shown. It can help you spot anomalous values in a particular column, such as
negative values in a thickness or is opach column. To illustrate the spatial distribution of your data, you
can also make a post map or a classed post map. The classed post map displays the location of your data
points and provides a way to display the location of various ranges of Z values. Data point labels can
also be used if the data set is small. As shown fig (1.2) and fig (1.3), (1.4):
Fig (1.2)
Fig (1.3)
Fig (1.4)
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1.6.3 GRID DATA:
Once you go to Grid | Data, select a data file and click Open, the Grid Data dialog box appears. This
dialog box is the control center for gridding. The Data Columns let you specify the columns containing
the X, Y, and Z values. If you are not sure which columns to use, click the View Data button to examine
the data file. The Statistics button can also give you a look at the data, showing the Count (or number of
data points) as well as the minimum, maximum and other statistical information. If these values are not
what you expect, open the data file in a worksheet to verify that Surfer is reading the file properly. As
shown fig (1.5):
Fig (1.5)
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The Grid Line Geometry section of the Grid Data dialog box is where you can change parameters
concerning the size of the resulting grid file. Of particular importance is the Spacing in the X and Y
directions. The Spacing is directly linked to the # of Lines (grid lines). The # of Lines is the number of
grid lines. The Spacing is the size for the grid cells (the spacing between the grid lines).The smaller the
spacing, the higher the number of lines. By default, Surfer enters 100 for the number of lines in the
longest direction.
However, these values could be set to a value that better reflects the desired results of the map. If you
wish to honor every data point, the ideal situation is to have a grid line intersection at each point. If this
geometry results in too large a grid file from having too many grid lines, a good compromise is to set the
grid line spacing to the closest data point spacing. This value can be estimated by examining a post or
classed post map, or by using the Map | Digitize menu on the post map to get more exact XY data point
values from which you can calculate the spacing using the formula: In addition, since the grid line
spacing affects the size of the grid cell, the smoothness of a blanking boundary will also be affected. A
large grid cell size will produce a coarse, "stair-step" or serrated boundary. You can reduce the grid cell
size by reducing the Spacing or increasing the # of Lines values. The more grid lines are used to create
the grid, the finer the grid “mesh” will be and the smoother the contour map will be. As shown fig(1.6):
Fig (1.6)
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1.6.4 VOLUMETRIC CALCULATION:
 VOLUME FROM A GRID:
For these calculations to work properly, the XYZ units must be alike. After choosing the Grid Volume
menu, specify the upper grid file name and click Open. The Grid Volume dialog box will be displayed
(see right). Enter the desired Z value for the lower surface, or click on the Grid File selection, then
Browse to specify a lower grid file name. When you click OK, Surfer generates a report with
information about the grid files, and the volume and area calculations. As shown Fig (1.7) .
Fig (1.7)
The volume is calculated by three different methods including the Cut and Fill calculations. The results
from all three methods are shown to give you an idea of the accuracy of the calculations. The Cut & Fill
Volumes section represent the areas where one surface is above another. The Positive Volume [Cut] is
the volume of the area where the Upper surface (as specified above) is above the Lower surface. The
Negative Volume [Fill] is where the Lower surface is above the Upper surface. The volume for any
blanked regions is not calculated. As shown Fig (1.8) .
Fig (1.8)
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The Planar Areas represent the horizontal areas where one surface is above another. Positive Planar
Area [Cut] is the planar area of the locations where the Upper surface is above the Lower surface.
Negative Planar Area [Fill] is the planar area where the Lower surface is above the Upper surface. The
area of any blanked regions is also displayed. The Surface area represents the area of the inclined
surface, and can be thought of as the size of a piece of plastic that would be needed to drape over the
surface. As shown Fig (1.9) .
Fig (1.9)
 CALCULATION TOTAL VOLUME:
For the best results, follow these tips:
• Verify
• The
the units of X, Y, and Z, and make sure that all units are alike.
accuracy of the volume and area calculations is heavily dependent on the size of the grid cell, so
more grid lines or smaller grid cells usually increases the resolution and accuracy.
• Create
a contour map or other map of the grids that are used. If the contour map doesn't look right, the
volume calculations probably won't be right.
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1.7 ELECTRONIC TOTAL STATION:
1.7.1NOMENCLATURE AND FUNCTIONS:

Nomenclature:
THE GTS-755 AND GPT-7505 ARE ONE-DISPLAY MODELS.
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1.7.2 DISPLAY:
 Main Menu Contains:
The main menu contains as following items.
SELECT THE MENU BY PRESSING ICONS.
 PROGRAM MODE
• Setting a direction angle for back sight orientation
• Remote elevation measurement
• Missing line measurement
• Repetition angle measurement
 ADJUSTMENT MODE
This mode is used for checking and adjustment.
• Error of vertical angle 0 datum
• Setting instrument constant value
• Compensation systematic error of Instrument
• Checking the optical axis of EDM
 PARAMETERS SETTING MODE
This mode is used for follows
• Setting measurement
• Setting communication
• Value input
• Setting unit
 STANDARD MEASUREMENT MODE
This mode is used for follows
• Angle measurement
• Distance measurement
• Coordinate measurement
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1.7.3 MEASUREMENT MEAN:
 Display Marks:
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 Display keys :
 Shortcut Keys :
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1.7.4 INSTUMENT UP FOR MEASERMENT:
Mount the instrument to the tripod. Level and center the instrument precisely to insure the best
performance. Use tripods with a tripod screw of 5/8 in. diameter and 11 threads per inch, such as the
Type E TOPCON wide- frame wooden tripod.
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1.7.5 BATTERY POWER REMAINING DISPLAY:
Battery power remaining display indicates the power condition.
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1.7.6 VERTICAL AND HORIZONTAL ANGLE TILT CORRECTION:
1.7.7 DISTANCE & COORDINATE MEASURMENT:
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CHAPTER (II)
GRID LEVELLING
&
CONTOURING
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2.1 INTRODUCTION:
Leveling is in general is the term applied to any processed by which elevations of points or differences
in elevation are determined. It is a vital operation in producing necessary data for mapping, engineering
design, and construction. Leveling results are used to:
(1) Design highways, railroads, canals, sewers, water supply systems, and other facilities having
grade lines that best conform to existing topography.
(2) Lay out construction projects according to planned elevations.
(3) Calculate volumes of earthwork and other materials.
(4) Investigate drainage characteristics of an area.
(5) Develop maps showing general ground configurations.
(6) Study earth subsidence and crustal motion.
2.2 GRID LEVELLING:
Grid leveling is used for site investigation, for drawing contour lines and for the easy calculation of
volumes. The opposite figure shows a typical survey of a site using grid point levels. The area of the site
is divided into a number of squares for example 20 × 20 meters also triangles or rectangles can also be
used. Spot heights are taken at corner points of the grid. The grid levels enable us to calculate the
volume of material above or below a certain reduced level (RL) and to draw contour lines.
2.3 VOLUMES FORM SPOT HEIGHT:
This is a method used to obtain the volume of large deep excavations such as basement, underground
taken and so on where the formation level can be as loping, horizontal or terraced. Squared …
𝑣𝑜𝑙𝑢𝑚𝑒 = 𝑚𝑒𝑎𝑛 ℎ𝑒𝑖𝑔ℎ𝑡 𝑥 𝑝𝑙𝑎𝑛 𝑎𝑟𝑒𝑎
 Rectangular Base Method
 Triangular Base Method
 MS - Excel Volume calculation
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2.4 CONTOURING:
2.4.1 DEFINATION:
An imaginary line on the ground surface joining the points of equal elevation is known as contour. In
other words, contour is a line in which the ground surface is intersected by a level surface obtained by
joining points of equal elevation. This line on the map represents a contour and is called contour line.
Other definition of contour is a line in which the ground surface is intersected by a level surface
obtained by joining points of equal elevation. This line on the map represents a contour and is called
contour line.
2.4.2 CONTOUR MAP
A map showing contour lines is known as Contour map. A contour map gives an idea of the altitudes of
the surface features as well as their relative positions in plan serves the purpose of both, a plan and a
section. The process of tracing contour lines on the surface of the earth is called Contouring.
2.4.3 PURPOSE OF CONTOURING
Contour survey is carried out at the starting of any engineering project such as a road, a railway, a canal,
a dam, a building etc.
 For preparing contour maps in order to select the most economical or suitable site.
 To locate the alignment of a canal so that it should follow a ridge line.
 To mark the alignment of roads and railways so that the quantity of earthwork both in cutting
and filling should be minimum.
 For getting information about the ground whether it is flat, undulating or mountainous.
 To find the capacity of a reservoir and volume of earthwork especially in a mountainous region.
 To trace out the given grade of a particular route.
 To locate the physical features of the ground such as a pond depression, hill, steep or small
slopes.
2.4.5CONTOUR INTERVAL
The constant vertical distance between two consecutive contours is called the contour interval.It
depends on the gradient and topography of the surface.
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2.5 THE USE OF CONTOUR IN PROJECTS:
The project aims to describe the topography for a part of land through the contour map by using the
surfer software and the difference when using different contour intervals in the same map in describing
the land topography .Contour map showing the elevations and surface topography of the site by means
of contour lines. The contouring is defined as the process of representation graphically the ground
topography mainly of natural surface when the ground extends in two directions x and y. The contour
interval is the vertical distance between any two following contour lines. There are two methodologies
used to draw contour map, either manually by using the grid or using the software (Surfer) which is used
in this project. In the following there are two contour maps with two different intervals for the same
piece of land and for each one the topography will discuss and the difference between them will present.
There is also a 3D presentation for the contour map. The contour maps show the shapes and locations of
many natural and manmade features like mountains, forests, rivers, roads, bridges and lakes. Contour
maps are used by civil engineers, environmental managers, urban planners, emergency services agencies
and historians. The following picture describes topography of piece of land and the contour map forit.
Also, show how the contour lines represent different elevations.
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2.6 FIELD WORKS:
2.6.1 LOCATION
A study area of 120 x 100 square meters is determined to apply the grid leveling and
contouring as in figure (2.1):
Fig (2.1) Location of Study Area
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2.6.2 THE USED EQUIPMENTS:
The following instruments are used:

Automatic Level Instrument

Theodolite

Tripod

Staff/Pole

Range Poles

Taping Pins

Measuring Tape
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2.6.3 USED PROGRAMSAND SOFTWARES:
1- Auto CAD:
AutoCAD software was used in the sketches of the Earth describes in a simple divide the land
and dropping levels of the points, and determine the directions of the earth.
2- Surfer:
The Surfer software was used in the mapping of the Earth: contour map and three-dimensional
3D maps and calculate the quantities of Cutting and filling.
3- Excel:
Excel program was used to enter data from their land-levels and
calculate quantities cutting and filling.
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2.7 STEPS OF FIELD WORK
1 – The land had been identified by right angles by Theodolite were it divided to Grids with the
dimensions of 20 X 20 by measuring tape.
2 - Piece of land was divided only 30 pieces each piece has dimensions of 20 X 20 m in an area of
12,000 square meters. As shown in Fig(2.6) Grid Levelling:
Fig(2.2) Grid Levelling
3-were levels of points are taken as shown in the following figure 2.2 and table 2.6.1:
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Applications of Surveying
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2.7.1 TABLE OF LEVILING:
Point
B.M
B.S
I.S
H.I(m)
12.24
2.24
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
∑
F.S
2.025
2.135
1.948
2.235
2.45
2.342
2.285
2.175
2.4
2.37
2.385
2.169
2.005
1.98
2.185
2.45
2.498
2.42
2.455
2.295
2.25
2.24
2.168
2.31
2.485
2.485
2.5
2.74
3.15
2.85
2.575
2.525
1.935
2.31
2.3
2.4
1.75
2.61
2.685
2.835
2.98
2.24
97.29
3.28
3.28
R.L(m)
10
10.215
10.105
10.292
10.005
9.79
9.898
9.955
10.065
9.84
9.87
9.855
10.071
10.235
10.26
10.055
10
9.742
9.82
9.785
9.945
9.99
7.705
10.072
9.93
9.755
9.755
7.43
9.5
9.09
9.39
9.665
10
8.065
9.93
9.94
9.84
10.49
7.23
9.555
9.405
9.26
8.96
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Applications of Surveying
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4- Was signed points to the levels of the Sketch is a division of the land as shown. Figure 2.3:
Fig (2.3) Reduced level of grid point
The lowest level of the site is RL = 8.960 m and the highest is RL = 10.848 m. B.M= 10 m.
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Applications of Surveying
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4- Coordinates were introduced in the Excel program for inclusion in the program of our Surfer
mapping. shown in Figure 2.4 :
Fig (2.4) Excel data
5- The work program maps the Surfer.
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2.7.2 MAPS BY SURFER PROGRAM:
A- CONTUOR MAP:
B- 3D WIREFRAME:
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C- WATERSHED:
D- GRID VECTOR:
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E- 3D SURFER:
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Applications of Surveying
2014
2.8 CALCULATE THE VOLUMES:
Volumes were calculated for the land in two ways:
 The first way: Borrow-pit Method.
 The second way: surfer Software.
2.8.1: BORROW-PIT METHOD:
Was calculated Volume of cutting and filling way Borrow-pit Method required level of 10.00m and the
center of gravity (CG) = 9.8443 m. As shown in the Figure2.5 was calculated on the level of 10.00
matters it was clarified areas of cut and fill and draw Zero contour. Calculation has been Using Borrowpit Method as shown in Figure2.6; it was on Calculation value of the center of gravity (CG) = 9.8443 m.
As shown in Figure2.7:
Fig (2.5)
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Applications of Surveying
2014
2.8.1.1 Calculated on the level of 10.00 m:
Fig (2.6)
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Applications of Surveying
2014
Cutting Volume
□1 =
(20 𝑥 20)
𝑥 0.215 + 0.260 + 0.105 + 0.235
4
= 81.5 𝑚3
20 𝑥 20
□2 =
𝑥 0.105 + 0.235 + 0.292 + 0.071
4
= 70.3 𝑚3
∆17 =
∆18 =
16.3 𝑥 10.4
𝑥 0 + 0 + 0.305 = 8.617 𝑚3
6
(16.3 𝑥 20)
𝑥 0.305 + 0 + 0 = 8.203 𝑚3
6
∆19 =
10.1 𝑥 20
𝑥 0.305 + 0.072 + 0 = 12.7 𝑚3
6
∆3 =
20 𝑥 0.7
𝑥 0.292 + 0.005 + 0 = 0.693 𝑚3
6
∆20 =
10.1 𝑥 20
𝑥 0.305 + 0.072 + 0 = 12.7 𝑚3
6
∆4 =
20 𝑥 20
𝑥 0.292 + 0.071 + 0 = 24.2 𝑚3
6
∆21 =
9.9𝑥 16.27
𝑥 0 + 0.305 + 0 = 8.19 𝑚3
6
∆5 =
6.6 𝑥 19.3
𝑥 0.071 + 0 + 0 = 4.50733 𝑚3
6
∆22 =
20 𝑥 10.1
𝑥 0 + 0 + 0.072 = 2.424 𝑚3
6
∆6 =
20 𝑥 4.15
𝑥 0.260 + 0.055 + 0 = 4.3575 𝑚3
6
∆23 =
10.4 𝑥 9
𝑥 0.305 + 0 + 0 = 4.758 𝑚3
6
∆7 =
20 𝑥 20
𝑥 0.260 + 0 + 0.235 = 33 𝑚3
6
∆24 =
16.27 𝑥 9
𝑥 0.305 + 0 + 0 = 7.44 𝑚3
6
∆8 =
12.5 𝑥 15.85
𝑥 0.235 + 0 + 0 = 7.76 𝑚3
6
∆25 =
(11 𝑥 17.3)
𝑥 0 + 0.45 + 0 = 14.27 𝑚3
6
∆9 =
12.5 𝑥 20
𝑥 0.235 + 0 + 0 = 9.8 𝑚3
6
∆26 =
(14.76 𝑥 17.3)
𝑥 0.45 + 0 + 0 = 19.15 𝑚3
6
∆10 =
20 𝑥 4.3
𝑥 0.235 + 0.071 + 0 = 4.386 𝑚3
6
∆11 =
4.3 𝑥 6.6
𝑥 0.071 + 0 + 0 = 0.33583 𝑚3
6
∆12 =
0.7 𝑥 0.5
𝑥 0.005 + 0 + 0 = 0.0002917 𝑚3
6
∆13 =
2.6 𝑥 5.8
𝑥 0 + 0 + 0.065 = 0.16337 𝑚3
6
∆14 =
5.8 𝑥 17.3
𝑥 0.065 + 0 + 0 = 1.087 𝑚3
6
∆15 =
10.1 𝑥 11.3
𝑥 0 + 0 + 0.072 = 1.37 𝑚3
6
∆16 =
20 𝑥 11.3
𝑥 0.072 + 0 + 0 = 2.712 𝑚3
6
Total Cutting = 341.6243𝒎𝟑
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Applications of Surveying
2014
Filling Volume
∆1 =
(19.3 𝑥 13.4)
𝑥 0 + 0 + 0.145 = 6.249 𝑚3
6
∆17 =
(14.2 𝑥 17.3)
𝑥 0.16 + 0 + 0 = 6.55 𝑚3
6
∆2 =
(0.5 𝑥 20)
𝑥 0.145 + 0 + 0 = 0.241 𝑚3
6
∆18 =
(20 𝑥 20)
𝑥 0.16 + 0.055 + 0 = 14.33 𝑚3
6
∆3 =
(20 𝑥 19.5)
𝑥 0 + 0.145 + 0.21 = 1.979 𝑚3
6
∆19 =
(20 𝑥 2.7)
𝑥 0.01 + 0.055 + 0 = 0.585 𝑚3
6
∆4 =
(20 𝑥 20)
𝑥 0.145 + 0.13 + 0.12 = 32.333 𝑚3
6
∆20 =
(4.15 𝑥 18)
𝑥 0.5 + 0 + 0 = 6.225 𝑚3
6
∆5 =
(20 𝑥 20)
𝑥 0.21 + 0.13 + 0.16 + 0.152
4
= 65.2 𝑚3
∆21 =
(20 𝑥 20)
𝑥 0.5 + 0.26 + 0 = 50.66 𝑚3
6
∆22 =
(20 𝑥 15.85)
𝑥 0.21 + 0.26 + 0 = 24.83 𝑚3
6
∆6 =
(20 𝑥 20)
𝑥 0.152 + 0.45 + 0.16 = 50.8 𝑚3
6
(17.4 𝑥 20)
∆7 =
𝑥 0.45 + 0.16 + 0 = 33.38 𝑚3
6
∆8 =
(2.6 𝑥 14.2)
𝑥 0 + 0 + 0.16 = 0.984 𝑚3
6
∆9 =
(15.85 𝑥 14.2)
𝑥 0 + 0.21 + 0 = 4.160 𝑚3
6
∆10 =
(7.5 𝑥 20)
𝑥 0 + 0.12 + 0.258 = 11.7 𝑚3
6
□23 =
(20 𝑥 20)
𝑥 0.26 + 0.21 + 0.258 + 0.245
4
= 97.3 𝑚3
□24 =
(20 𝑥 20)
𝑥 0.258 + 0.245 + 0.18 + 0.245
4
= 92.8 𝑚3
□25 =
(20 𝑥 20)
𝑥 0.18 + 0.245 + 0.215 + 0.07
4
= 71 𝑚3
∆26 =
(10.10 𝑥 8.7)
𝑥 0 + 0 + 0.055 = 0.8 𝑚3
6
∆27 =
(20 𝑥 20)
𝑥 0 + 0.055 + 0.215 = 18 𝑚3
6
(13.4 𝑥 20)
∆13 =
𝑥 0.258 + 0.145 + 0 = 18 𝑚3
6
∆28 =
(20 𝑥 9.9)
𝑥 0 + 0.07 + 0.215 = 9.405 𝑚3
6
(20 𝑥 20)
∆14 =
𝑥 0.258 + 0.145 + 0.18 = 38.86 𝑚3
6
∆29 =
(20 𝑥 8.7)
𝑥 0.055 + 0.01 + 0 = 1.885 𝑚3
6
(20 𝑥 20)
𝑥 0.145 + 0.18 + 0.13 + 0.215
4
= 67 𝑚3
∆30 =
(20 𝑥 20)
𝑥 0 + 0 + 0.01 = 0.67 𝑚3
6
(15.7 𝑥 20)
∆11 =
𝑥 0.258 + 0 + 0 = 13.502 𝑚3
6
∆12 =
(6.6 𝑥 15.7)
𝑥 0.258 + 0 + 0 = 4.455 𝑚3
6
□15 =
□16 =
(20 𝑥 20)
𝑥 0.13 + 0.125 + 0.16 + 0.055
4
= 47 𝑚3
□31 =
(20 𝑥 20)
𝑥 0.5 + 0.91 + 0.26 + 0.61 = 228 𝑚3
4
□32 =
(20 𝑥 20)
𝑥 0.26 + 0.61 + 0.245 + 0.335
4
= 145 𝑚3
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Applications of Surveying
□33 =
∆34 =
∆35 =
(20 𝑥 20)
𝑥 0.245 + 0.335 + 0.245 + 0.285
4
= 111 𝑚3
(20 𝑥 3.7)
𝑥 0.07 + 0.245 + 0 = 3.885 𝑚3
6
(20 𝑥 20)
𝑥 0.285 + 0.245 + 0 = 35.33 𝑚3
6
(9.6 𝑥 16.3)
∆36 =
𝑥 . 285 + 0 + 0 = 7.4328 𝑚3
6
□37 =
(20 𝑥 20)
𝑥 0.91 + 1.04 + 0.61 + 0.74 = 330 𝑚3
4
□38 =
(20 𝑥 20)
𝑥 0.61 + 0.74 + 0. .335 + 0.595
4
= 228 𝑚3
□39 =
(20 𝑥 20)
𝑥 0.335 + 0.595 + 0.285 + 0.445
4
= 166 𝑚3
∆40 =
(20 𝑥 9.6)
𝑥 0.285 + 0.445 + 0 = 23.36 𝑚3
6
∆41 =
(20 𝑥 20)
𝑥 0.445 + 0.37 + 0 = 54.33 𝑚3
6
∆42 =
(11 𝑥 10.4)
𝑥 0.37 + 0 + 0 = 7.05 𝑚3
6
∆43 =
(3.7 𝑥 9.9)
𝑥 0.07 + 0 + 0 = 0.427 𝑚3
6
∆44 =
(11 𝑥 20)
𝑥 0.37 + 0.07 + 0 = 16.13 𝑚3
6
∆45 =
(9 𝑥 20)
𝑥 0.37 + 0.07 + 0 = 13.2 𝑚3
6
∆46 =
(2.7 𝑥 11)
𝑥 0.07 + 0 + 0 = 0.346 𝑚3
6
∆47 =
(2.7 𝑥 20)
𝑥 0.07 + 0.06 + 0 = 1.17 𝑚3
6
∆48 =
(20 𝑥 20)
𝑥 0.16 + 0.06 + 0 = 14.6 𝑚3
6
2014
∆48 =
(20 𝑥 20)
𝑥 0.16 + 0.06 + 0 = 14.6 𝑚3
6
∆49 =
(5.24 𝑥 17.3)
𝑥 0.16 + 0 + 0 = 2.417 𝑚3
6
∆50 =
(3.73 𝑥 9)
𝑥 0.07 + 0 + 0 = 0.391 𝑚3
6
∆51 =
(3.73 𝑥 9)
𝑥 0.07 + 0 + 0 = 0.430 𝑚3
6
∆52 =
(9.9 𝑥 20)
𝑥 0.07 + 0 + 0 = 2.31 𝑚3
6
∆53 =
(20 𝑥 20)
𝑥 0.07 + 0.06 + 0 = 8.66 𝑚3
6
Total Filling = 2185.803𝒎𝟑
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Applications of Surveying
2014
2.7.1.2 Calculation value of the center of gravity (CG) = 9.8443 m:
Fig (2.7)
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Applications of Surveying
Cutting Volume
□𝐴 =
20 𝑥 20
𝑥 2.003 + 3.110 + 1.220 + 1.995
4
= 1033.08 𝑚3
20 𝑥 20
□𝐵 =
𝑥 1.995 + 3.220 + 3.145 + 2.100
4
= 1046.21 𝑚3
□𝐶 =
20 𝑥 20
𝑥 2.100 + 3.145 + 3.155 + 2.227
4
= 1062.98 𝑚3
□𝐷 =
20 𝑥 20
𝑥 2.227 + 3.155 + 3.095 + 2.857
4
= 1133.61 𝑚3
20 𝑥 20
□𝐸 =
𝑥 2.085 + 3.095 + 2.995 + 2.645
4
= 1082.28 𝑚3
□𝐹 =
20 𝑥 20
𝑥 0.945 + 2.003 + 1.995 + 1.025
4
= 597.08 𝑚3
□𝐺 =
20 𝑥 20
𝑥 1.025 + 1.995 + 2.100 + 0.940
4
= 606.28 𝑚3
□𝐻 =
20 𝑥 20
𝑥 0.940 + 2.100 + 1.085 + 2.227
4
= 635.48 𝑚3
□I =
20 𝑥 20
𝑥 1.460 + 2.085 + 1.085 + 2.227
4
= 685.98 𝑚3
□𝐽 =
20 𝑥 20
𝑥 1.1460 + 2.085 + 2.645 + 0.785
4
= 697.78 𝑚3
□𝐾 =
20 𝑥 20
𝑥 0.160 + 0.945 + 0.010 + 1.025
4
= 214.28𝑚3
∆𝐿1 =
(6.12 𝑥20)
𝑥 0.010 + 1.025 = 21.142 𝑚3
6
∆𝐿2 =
(13.88 𝑥 20)
𝑥 1.025 = 47.455 𝑚3
6
∆𝐿3 =
(19.5 𝑥 20)
𝑥 0.940 + 1.025 = 127.816 𝑚3
6
2014
∆𝑀1 =
(19.5 𝑥 20)
𝑥 0.940 = 61.147 𝑚3
6
∆𝑀2 =
(19 𝑥 20)
𝑥 0.940 + 1.085 = 128.203 𝑚3
6
∆𝑁1 =
(19 𝑥 20)
𝑥 1.085 = 68.688 𝑚3
6
∆𝑁2 =
(18.374 𝑥 20)
𝑥 1.460 + 1.085 = 155.958 𝑚3
6
∆𝑂1 =
(18.374 𝑥 20)
𝑥 1.460 = 89.463 𝑚3
6
∆𝑂2 =
(14.618 𝑥 20)
𝑥 0.785 + 1.460 = 109.460 𝑚3
6
∆𝑃1 =
(4.508𝑥 20)
𝑥 0.160 = 24.148 𝑚3
6
∆𝑃2 =
(20 𝑥 0.273)
𝑥 0.160 + 0.010 = 0.156 𝑚3
6
∆𝑄 =
(0.273 𝑥 6.12)
𝑥 0.010 = 0.003 𝑚3
6
Total Cutting=9422.662𝒎𝟑
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Applications of Surveying
Filling Volume
□1 =
(20 𝑥 20)
𝑥 2.629 + 1.739 + 1.609 + 2.584
4
= 856.22 𝑚3
□2 =
20 𝑥 20
𝑥 2.584 + 1.609 + 2.054 + 2.789
4
= 903.72 𝑚3
20 𝑥 20
□3 =
𝑥 2.789 + 2.054 + 2.104 + 3.344
4
= 1029.22𝑚3
□4 =
20 𝑥 20
𝑥 3.344 + 2.104 + 2.454 + 3.754
4
= 1165.72 𝑚3
□5 =
20 𝑥 20
𝑥 3.754 + 2.454 + 2.584 + 3.884
4
= 1267.69 𝑚3
□6 =
□7 =
20 𝑥 20
𝑥 1.739 + 0.552 + 0.773 + 1.609
4
= 467.42 𝑚3
20 𝑥 20
𝑥 2.054 + 1.102 + 1.609 + 0.772
4
= 553.92 𝑚3
20 𝑥 20
□8 =
𝑥 2.054 + 1.102 + 1.089 + 2.104
4
= 635.02 𝑚3
□9 =
20 𝑥 20
𝑥 2.104 + 1.089 + 1.179 + 2.454
4
= 682.72 𝑚3
□10 =
20 𝑥 20
𝑥 2.454 + 1.179 + 2.584 + 1.439
4
= 765.72 𝑚3
□11 =
20 𝑥 20
𝑥 1.102 + 0.024 + 0.089 + 1.085
4
= 234.66 𝑚3
□12 =
20 𝑥 20
𝑥 1.089 + 0.089 + 0.129 + 1.179
4
= 248.72 𝑚3
□13 =
20 𝑥 20
𝑥 1.439 + .179 + 0.129 + 0.289
4
= 303.720 𝑚3
2014
∆14 =
. 5036𝑥13.88
𝑥 0.024 = 0.0283 𝑚3
6
∆15 =
1.520 𝑥 20
𝑥 0.089 + 0.024 = 0.575 𝑚3
6
∆16 =
0.5036 𝑥20
𝑥 0.024 = 0.0408 𝑚3
6
∆17 =
1.626 𝑥20
𝑥 0.129 + 0.089 = 1.184 𝑚3
6
∆18 =
(1.52 𝑥 20)
𝑥 0.089 = 0.452 𝑚3
6
∆19 =
1.626 𝑥 20
𝑥 0.129 + 0.289 = 2.268 𝑚3
6
∆20 =
5.381 𝑥 20
𝑥 0.289 = 5.19 𝑚3
6
∆21 =
15.492𝑥 20
𝑥 0.552 + 0.773 = 68.479 𝑚3
6
∆22 =
20 𝑥19.727
𝑥 0.773 = 50.849 𝑚3
6
∆23 =
6.12 𝑥19.727
𝑥 0.773 = 15.56 𝑚3
6
∆24 =
13.88𝑥20
𝑥 0.773 + 0.024 = 36.902 𝑚3
6
∆25 =
(20 𝑥20)
𝑥 0.024 + 1.102 + 0.773 = 126.66 𝑚3
6
TotalFilling =9628.680𝒎𝟑
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Applications of Surveying
2014
2.8.2 (SURFER) SOFTWARE:
 2.8.2.1: Calculated on the level of 10.00 m:
————————————————
Grid Volume Computations
————————————————
Volumes
Total Volumes by:
Trapezoidal Rule:
Simpson's Rule:
Simpson's 3/8 Rule:
1741.3353702873
1741.1895089213
1741.2179619511
Cut & Fill Volumes
Positive Volume [Cut]:
Negative Volume [Fill]:
Net Volume [Cut-Fill]:
2125.5099491173
384.31331559495
1741.1966335224
Areas
Planar Areas
Positive Planar Area [Cut]:
Negative Planar Area [Fill]:
Blanked Planar Area:
Total Planar Area:
8769.2261858954
3230.7738141046
0
12000
Surface Areas
Positive Surface Area [Cut]:
Negative Surface Area [Fill]:
8769.978305204
3231.1958534786
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Applications of Surveying
2014
 2.8.2.2 Calculation value of the center of gravity (CG) = 9.8443 m:
————————————————
Grid Volume Computations
————————————————
Volumes
Total Volumes by:
Trapezoidal Rule:
Simpson's Rule:
Simpson's 3/8 Rule:
48.000010375266
48.035735026083
48.00001038067
Cut & Fill Volumes
Positive Volume [Cut]:
Negative Volume [Fill]:
Net Volume [Cut-Fill]:
9080.5030996844
9032.5030893113
48.000010373193
Areas
Planar Areas
Positive Planar Area [Cut]:
Negative Planar Area [Fill]:
Blanked Planar Area:
Total Planar Area:
6007.977651853
5992.022348147
0
12000
Surface Areas
Positive Surface Area [Cut]:
Negative Surface Area [Fill]:
6015.4362502944
5999.4609030671
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Applications of Surveying
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2.8.3 COMPARISION BETWEEN THE RESULT OF CUTTING AND FILLING:
 Total Cutting
TYPES OF METHOD
REDUCED LEVEL
10.00 m
(CG) = 9.8443 m
BORROW-PIT METHOD
341.6243 m3
9422.662 m3
(SURFER) SOFTWARE
384.31331559495 m3
9080.5030996844 m3
 Total Filling
TYPES OF METHOD
BORROW-PIT METHOD
(SURFER) SOFTWARE
REDUCED LEVEL
10.00 m
2185.803 m3
2125.5099491173 m3
(CG) = 9.8443 m
9422.662 m3
9032.5030893113 m3
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2.9 LEVELING THE LAND:
Was calculated center of gravity of the levels of the ground level and the selection of the center of
gravity and level of work has been increased by 5 meters vertical, horizontal per 100 meters. Been
identified on the level of The west to the east to drain the water in the Wastewater pipes located along
street. As shown in Figure 2.8 and 2.9:
Fig (2.8)
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Fig (2.9)
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CHAPTER (III)
HORIZANTAL CURVE
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3.1 INTRODUCTION:
In many different phases, the road designer has an important mission to joint the straight roads with each
other by many kind of curves, its purpose to avoid the sudden change in the direction, and make it easy
to gradual transport between those roads.
3.2 TYPES OF CURVES:
1 – Horizontal curves: it's connect between the horizontal roads .
2- Vertical curves: it’s connect between the vertical roads.
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3.3 FACTORS AFFECTING IN CURVES DESIGN:
1- The land Topographic.
2- The road direction (cities and village road should joint it) .
3- Factors affecting.
4- Barriers existing on the road.
5- The design speed.
3.4 THE HORIZONTAL CURVE:
It's divided as:
A- Simple circular curve: consisting from one cycle brackets joining between two straight lines.
B- Compound circular curves: it’s connecting both directions by two brackets from two different
cycle has different radius the both center of the cycles located at the same direction.
C- The reverse curves: it’s connecting both directions by two brackets from two different cycle has
different radius the both center of the cycles located at a different direction.
D- Spiral curve: it's connecting between two directions its radius range from infinity to period of
radius.
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3.5 THE SIMPLE CIRCULAR CURVE:
Horizontal curves are normally circular. Figure (3-4) illustrates several of their important Features.
Horizontal curves are described by radius (R), central angle (Δ) (which is Equal to the deflection angle
between the tangents), length (L), tangent distance (T), middle ordinate (M), external distance (E).
 ELEMENTS OFSIMPLE CIRCULAR CURVE:
1- Point of Intersection (PI): the point at which the two
tangents to the curve intersect.
𝝅
2- length (L): 𝑳 = 𝟏𝟖𝟎 𝒙 𝑹 𝒙 ∆
3- Delta Angle(Δ): the angle between the tangents is also
equal to the angle at the center of the curve
4- Tangent Distance (T): the distance from the PC to PI or
from the PI to PT Point of Curvature (PC): the beginning
point of the curve.
𝑻 = 𝑹 𝐭𝐚𝐧(𝚫 𝟐)
5- Point of Tangency (PT): the end point of the curve.
6- External Distance (E): the distance from the PI to the middle point of the curve.
𝑬=
𝑹
−𝟏
𝑪𝑶𝑺(𝚫 𝟐)
7- Middle Ordinate (M): the distance from the middle point of the curve to the middle of the
chord joining the PC and PT.
𝑴 = 𝑹[𝟏 − 𝑪𝑶𝑺(𝚫 𝟐)]
8- Long Chord (LC): the distance along the line joining the PC and the PT.
𝑪 = 𝟐 𝑹𝒔𝒊𝒏(𝚫 𝟐)
9- Radius (R): the radius of the cycle for the curve.
𝑹=
𝑬
𝟏
𝑪𝑶𝑺(𝚫 𝟐)
−𝟏
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3.6 FIELD WORK (SIMPLE CIRCULAR CURVE):
3.6.1 LOCATION:
Information on the curve:
 Located on the road to King Saud bin Abdul-Aziz.
 Serves people of the eastern neighborhoods in Abuarish and linking them to the main road.
 Within the is classified of the of urban secondary roads. These roads compiling vehicles from the
main roads and distributes them to the degrees of roads alkalis offerings around (16-25 meters).
 Road width 19 m.
 Two lanes.
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3.6.2 THE USED INSTURMENT:
 Total station and include (Prisms, Measuring Tapes, and Surveying Poles). Fig (3.2):
 Digital level and include (Direct Reading, Optical Rods, MarkingPaint and Measuring Tapes).
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3.6.3 LAY OUT OF THE SIMPLE CURVE:
1- Selecting and marking the beginning (PC), and ending (PT) points.
2- Creating a chainage on the back tangent .
3- Putting the total station on the (PC), and locating it at the target (chainage 0+100).
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4- Rotate it for 180 degree and freeze it then, marking points every 20 m (in the tangent line).
5- Make the same steps in the (PT) point to find the second tangent.
6- Finding the (PI) from the crossing tangents.
7- Estimating the deflection angle Δ by putting the total station on the point (PI) and locating in
the rest of the first tangent and rotate it till it match the second tangent .
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8- Estimating the (E) by rotate the total station to the most closed point of the curve.
9- Elements of curve as shown :
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3.6.4 DEFLECTION ANGLES AND CHORDS:
In this method, curves are staked out by use of deflection angles turned at the point of curvature from the
tangent to points along the curve. The curve is set out by driving pegs at regular interval equal to the
length of the normal chord. Usually, the sub-chords are provided at the beginning and end of the curve
to adjust the actual length of the curve. The method is based on the assumption that there is no
difference between length of the arcs and their corresponding chords of normal length or less. The
underlying principle of this method is that the deflection angle to any point on the circular curve is
measured by the one-half the angle subtended at the centre of the circle by the arc from the P.C. to that
point. As shown Fig (3.4):
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3.6.5 RESULT:
Now we have the following:
E=4.4 m
Δ = 𝟐𝟑°𝟑𝟑´𝟒𝟔´´
Chainage (PC) = 850 m
 Office work (Estimating the remaining elements) :
1 -Radius:
𝐸
𝑅=
1
𝐶𝑂𝑆(𝚫
−1
2)
=
4.40
1
𝐶𝑂𝑆(𝟐𝟑°𝟑𝟑´𝟒𝟔´´
−1
2)
= 205𝑚
2-middle ordinate:
𝑴 = 𝑹[𝟏 − 𝑪𝑶𝑺(𝚫 𝟐)] = 𝟐𝟎𝟓[𝟏 − 𝑪𝑶𝑺(𝟐𝟑°𝟑𝟑´𝟒𝟔´´ 𝟐)] = 𝟒. 𝟑𝟐 𝒎
3- Long chord:
𝐶 = 2 𝑅𝑠𝑖𝑛(𝚫 2) = 2 × 205 𝑠𝑖𝑛(𝟐𝟑°𝟑𝟑´𝟒𝟔´´ 2) = 83.7 𝑚
4- Tangent Distance (T):
𝑻 = 𝑹 𝐭𝐚𝐧(𝚫 2) = 𝟐𝟎𝟓 𝒙𝑻𝒂𝒏
𝟐𝟑°𝟑𝟑´𝟒𝟔´´
= 𝟒𝟐. 𝟕𝟓 𝒎
𝟐
𝑴𝒂𝒏𝒖𝒂𝒍 = 𝟒𝟑𝒎
5-length (L):
𝜋
𝜋
𝐿 = 180 𝑥𝑅𝑥∆ = 180 𝑥205𝑥𝟐𝟑°𝟑𝟑´𝟒𝟔´´ =84.3≈ 85 m
 PI=PC + T
PI=850+43 =893 m
 PV = PC +
PV= 850+
𝟖𝟓
𝟐
Lc
2
=892.5 m
 PT = PC + Lc
850 +85= 936
PT = 936 m
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 DEFLECTION ANGLES AND CHORDS:
Carve pint
Change
m
Sub chord
m
Partial dif.
Angles
𝑪 𝟗𝟎
𝜹𝒊 = 𝒙
𝑹 𝝅
PC
850
0
0° 0' 0"
1
860
10
1° 23' 50.85"
2
870
10
1° 23' 50.85"
3
880
10
1° 23' 50.85"
4
890
10
1° 23' 50.85"
PV
892.5
2.5
0° 20' 57.71"
5
900
7.5
1° 2' 53.14"
6
910
10
1° 23' 50.85"
7
920
10
1° 23' 50.85"
8
930
10
1° 23' 50.85"
PT
935
5
0° 41' 55.42"
Total dif.
Angels
∆𝒊 = ∑𝜹𝒊
𝜹𝒊 = 𝟐𝑹𝒙𝒔𝒊𝒏∆𝒊
0° 0' 0"
0
9.99
1° 23' 50.85"
2° 47' 41.7"
19.99
4° 11' 32.55"
29.97
5° 35' 23.4"
39.93
5° 56' 21.11"
42.42
6° 59' 14.25"
49.87
8° 23' 5.1"
59.78
9° 46' 55.95"
69.66
11° 10' 46.8"
79.49
11° 52' 42.22"
84.39
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3.6.6 LEVELING OF CURVE:
1-Cross -Sections Leveling:
After the work of the cross-Section Level, was chosen following levels and sectors drawing.
 Section One:
Point
R.L
9.5486
1-1
9.6059
1-2
9.5454
1-3
9.65
9.6
9.55
9.5
1
2
3
 Section Two:
Point
R.L
2-1 9.5845
2-2 9.7184
2-3 9.5721
9.8
9.7
9.6
9.5
1
2
3
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 Section Three:
Point
R.L
3-1 9.7214
3-2 9.8822
3-3
9.768
9.9
9.8
9.7
1
2
3
2
3
 Section Four:
Point
R.L
4-1 9.66041
4-2 9.67741
4-3 9.76891
9.8
9.75
9.7
9.65
1
 Section Five:
Point
R.L
5-1 9.71511
5-2 9.71731
5-3 9.72451
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 Section Six:
Point
R.L
6-1 9.4696
6-2 9.5325
6-3 9.5529
9.6
9.55
9.5
9.45
1
2
3
 Section Seven:
Point
7-1
7-2
7-3
R.L
9.51
9.5207
9.515
9.525
9.52
9.515
9.51
9.505
1
2
3
 Section Eight:
Point
R.L
8-1 9.5544
8-2
9.555
8-3 9.5545
9.5555
9.555
9.5545
9.554
1
2
3
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2- Longitudinal Leveling:
Point
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
R.L
9.5487
9.6059
9.6689
9.6242
9.6343
9.9008
9.8043
9.8293
9.789
9.7267
9.6511
9.6645
9.6065
9.5518
9.5539
9.579
9.5711
9.7228
9.6998
9.7393
9.6594
10
9.8
9.6
9.4
1
3
5
7
9
11
13
15
17
19
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3.6.7 DESIGN COMPUTAION (MANUALLY):
Deflection angle Δ = 23° 33' 46"
Calculation of radius of the curve:
𝑹𝒎𝒊𝒏
𝑹𝒎𝒊𝒏 =
𝑽𝟐
𝟏𝟐𝟕 𝒆+𝒇
= 𝟐𝟎𝟓 =
𝑽𝟐
𝟏𝟐𝟕
0.04+0.12
𝑽𝟐
=
𝟏𝟐𝟕(𝒆 + 𝒇)
= 𝐕 = 𝟔𝟒. 𝟓 ≈ 𝟔𝟓𝐤𝐦/𝐡ok
Because of the high speeds of the curve has been redesigned to speed80 km/h:
𝑹𝒎𝒊𝒏 =
𝟖𝟎𝟐
= 𝟑𝟏𝟒. 𝟗𝟔 𝒎 ≈ 𝟑𝟓𝟎 𝒎
𝟏𝟐𝟕(𝟎. 𝟒 + 𝟎. 𝟏𝟐)
 (Estimating the remaining elements) :
1-middle ordinate:
𝑴 = 𝑹[𝟏 − 𝑪𝑶𝑺(𝚫 𝟐)] = 𝟑𝟓𝟎[𝟏 − 𝑪𝑶𝑺(𝟐𝟑°𝟑𝟑´𝟒𝟔´´ 𝟐)] = 𝟕. 𝟒 𝒎
3- Long chord:
𝐶 = 2 𝑅𝑠𝑖𝑛(𝚫 2) = 2 × 350 𝑠𝑖𝑛(𝟐𝟑°𝟑𝟑´𝟒𝟔´´ 2) = 143𝑚
4- Tangent Distance (T):
𝑻 = 𝑹 𝐭𝐚𝐧(𝚫 2) = 𝟑𝟓𝟎 𝒙𝑻𝒂𝒏
𝟐𝟑°𝟑𝟑´𝟒𝟔´´
= 𝟕𝟑 𝒎
𝟐
5-length (L):
𝜋
𝜋
𝐿 = 180 𝑥𝑅𝑥∆ =180 𝑥350𝑥𝟐𝟑°𝟑𝟑´𝟒𝟔´´ =144 m
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3.7 SUPER ELEVATION:
 Super elevation is tilting the roadway to help offset centripetal forces developed as the vehicle
goes around a curve. Along with friction, they are what keeps a vehicle from going off the road.
 Must be done gradually over a distance without noticeable reduction in speed or safety.
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CHAPTER (IV)
TRAVER
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4.1 INTRUDACTION:
 Almost all surveying requires some calculations to reduce measurements into a more useful
form for determining distance, earthwork volumes, land areas, etc.
 A traverse is developed by measuring the distance and angles between points that found the
boundary of a site

We will learn several different techniques to compute the area inside a traverse
 Traversing is one of the simplest and most popular methods of establishing control networks in
engineering surveying. In underground mining it is the only method of control applicable whilst
in civil engineering it lends itself ideally to control surveys where only a few intervisible points
surrounding the site are required. Traverse networks have the following advantages:
(1) Little reconnaissance is required compared with that needed for an interconnected network of
points.
(2) Observations only involve three stations at a time so planning the task is simple.
(3) Traversing may permit the control to follow the route of a highway, pipeline or tunnel, etc.,
with the minimum number of stations.
4.2 DEFINITION OF TRAVERES:
A Traverse is a succession of straight lines along or through the area to be surveyed. The directions and
lengths of these lines are determined by measurements taken in the field.
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4.3 PURPOSE OF A TRAVERSE:
A traverse is currently the most common of several possible methods for establishing a series or network
of monuments with known positions on the ground. Such monuments are referred to as horizontal
control points and collectively, they comprise the horizontal control for the project.
In the past, triangulation networks have served as horizontal control for larger areas, sometimes covering
several states. They have been replaced recently in many places by GPS networks. (GPS will be
discussed in more detail later.) GPS and other methods capitalizing on new technology may eventually
replace traversing as a primary means of establishing horizontal control. Meanwhile, most surveys
covering relatively small areas will continue to rely on traverses.
Whatever method is employed to establish horizontal control, the result is to assign rectangular
coordinates to each control point within the survey. This allows each point to be related to every other
point with respect to distance and direction, as well as to permit areas to be calculated when needed.
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4.4 TYPES OF TRAVERSE:
There are two types of traverse, namely the open traverse and the closed traverse. An open traverse
originates at a point of known position and terminates at a point of unknown position (Fig. 4.1a),
whereas a closed traverse originates and terminates at points of known positions (Fig.4.1b). When
closed traverse originates and terminates at the same point, it is called the closed-loop traverse (Fig. 4.1
c). For establishing control points, a closed traverse is preferred since it provides different checks for
included angles, deflection angles and bearings for adjusting the traverse. When an open traverse is used
the work should be checked by providing cut off lines and by making observations on some prominent
points visible form as many stations as possible.
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4.5 COORDINATES:
Normally, plane rectangular coordinate system having x-axis in east-west direction and y-axis in northsouth direction, is used to define the location of the traverse stations. The y-axis is taken as the reference
axis and it can be (a) true north, (b) magnetic north, (c) National Grid north, or (d) a chosen arbitrary
direction. Usually, the origin of the coordinate system is so placed that the entire traverse falls in the first
quadrant of the coordinate system and all the traverse stations have positive coordinates as shown in Fig.
4.2:
4.6 BEARING:
Bearing is defined as the direction of any line with respect to a given meridian as shown in Fig. 4.6. If
the bearing θ or θ′ is measured clockwise from the north side of the meridian, it is known as the wholecircle bearing (W.C.B.).The angle θ is known as the fore bearing (F.B.) of the line AB and the angle θ′
as the back bearing (B.B.). If θ and θ′ are free from errors, (θ – θ′) is always equal to 180°. The acute
angle between the reference meridian and the line is known as the reduced bearing (R.B.) or quadrantal
bearing. In Fig. 4.3, the reduced bearings of the lines OA, OB, OC, and OD are NθAE, SθBE, SθCW,
and NθDW, respectively.
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4.7 DEPARTURE AND LATITUDE:
The coordinates of points are defined as departure and latitude. The latitude is always measured parallel
to the reference meridian and the departure perpendicular to the reference meridian. In Fig. 4.4and 4.5,
the departure and latitude of point B with respect to the preceding point A, are
Departure = BC = l sin θ
Latitude = AC = l cos θ
where l is the length of the line AB and θ its bearing. The departure and latitude take the sign depending
upon the quadrant in which the line lies. Table 4.1 gives the signs of departure and latitude.
Departure and latitude of a forward point with respect to the preceding point is known as the consecutive
coordinates.
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4.8 EASTING AND NORTHING:
The coordinates (X, Y) given by the perpendicular distances from the two main axes are the easting and
northing, respectively, as shown in Fig. 4.6. The easting and northing for the points P and Q are (EP,
NP,) and (EP, NP,), respectively. Thus the relative positions of the points are given by:
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4.9 METHODS OF TRAVERSING:
There are several methods of traversing, depending on the instruments used in determining the relative
directions of the traverse lines. The following are the principal methods:
1. Chain traversing
2. Chain and compass traversing
3. Transit type traversing
A. By fast needle method
B. By measurement of angles between the lines
4. Plane table traversing
5. Total Station Traverse
4.10 ERRORS IN TRAVERSING:
The errors involved in closed traversing are two kinds:
1) linear and
2) Angular
The most satisfactory method of checking the linear measurements consists in chaining each survey line
a second time, preferably in the reverse direction on different dates and by different parties. The
following are checks for the angular work:
1) Travers by included angles:
 The sum of measured interior angles should be equal to (2N-4), where N=number of sides of the
traverse.
 If the exterior angles are measured, their sum should be equal to (2N=4)p/2
2) Travers by deflection angles:
The algebraic sum of the deflection angles should be equal to 360°, taking the right hand and
deflection angles as a positive and left hand angles as negative.
3) Traversing by direct observation of bearings:
The force bearing of the last line should be equal to its back bearing ±180° measured from the initial
station.
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4.11 FILED WORK:
4.11.1 LOCATION:
Was selected some of the university buildings for project work .As shown in Figure (4.5):
Fig (4.5)
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4.11.2 WORK STEPS:
1- Selecting the field work and putting the traverse points at the corners of the building as the
shown figure (4.6).
Fig (4.6)
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2- We taking the points coordinate as the showing figure (4.7).
Fig (4.7)
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1- Calculating the misculusure error and accuracy:
Point
N
E
Z
865.81 1023.62
10.26
999.99
999.98
9.99
1126.69
988.7
9.63
1136.25 1040.75
9.69
1024.53 1058.66
9.91
991.94 1062.52
9.8
956.43 1069.25
9.96
905.33 1081.25
10.02
865.8 1023.55
10.2
A
B
C
D
E
F
J
H
A’
Point
∆𝐸
-0.07
A-A’
Point
BA
CB
DC
ED
FE
JF
HJ
A’H
∆𝐸 2 + ∆𝑁 2 Distance
0.005 0.070711
∆𝑁
=
-0.01
∆𝑬
∆𝑵
-23.64
-11.28
52.05
17.91
3.86
6.73
12
-57.7
134.18
126.7
9.56
-111.72
-32.59
-35.51
-51.1
-39.53
=
∆𝑬𝟐 + ∆𝑵𝟐
18563.12
16180.13
2800.596
12802.13
1077.008
1306.253
2755.21
4891.911
∑
accuracy
Accuracy =
Distance
136.2465
127.2011
52.92066
113.1465
32.8178
36.14212
52.49009
69.9422
620.907
8780.951
𝟏
𝟖𝟎𝟎𝟎
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4.11.3 BUILDING COORDINATES:
Has been read the coordinates of buildings:
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4.11.3 READ THE BUILDING COORDINATES:
 Coordinates of the building (A):
point
1
4
2
3
N
938.69
933.73
1140.23
1173.72
E
1119.76
1133.47
1044.91
1045.25
Z
10.09
10.11
9.99
9.75
 Coordinates of the building (B)
point
N
11
10
17
16
15
18
14
13
12
9
8
7
6
5
3
4
12
15
19
20
1
E
1114.83
1112.69
944.5
946.2
943.39
946.41
1122.12
1114.08
1116.11
1109.54
1113.36
1112.22
1114.24
1111.73
1108.44
1074.6
1129.22
1124.49
1111.25
1112.16
1114.77
Z
972.9
970.8
1099.25
1099.88
1108.14
1095.58
971.75
974.62
971.69
1036.13
1037.53
1041.42
1042.15
1050.5
1053.9
961.09
1010.47
1004.52
1005.25
1007.19
1005.69
10.24
10.17
10.5
10.5
10.41
10.36
10.29
10.25
10.24
10.15
10.17
10.19
10.15
10.17
10.1
10.12
10.24
10.26
10.19
10.19
10.18
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 Coordinates of the building (C)
point
N
11
12
13
14
18
17
16
15
10
9
8
4
5
6
7
19
20
1
E
1132.63
1133.97
1136.92
1139.78
954.52
953.26
955.16
952.08
1102.76
1102.28
1106.2
1061.38
1062.69
1067.18
1109.33
1088.37
1089.31
1091.95
Z
955.57
954.32
957.23
954.36
1071.99
1076.01
1076.75
1084.71
1058.28
1060.03
1061.22
982.05
982.83
975.4
1030.99
1006.03
1007.61
1006.24
10.27
10.22
10.17
10.23
10.47
10.38
10.37
10.42
10.18
10.2
10.17
10.07
10.07
10.1
10.05
10.18
10.13
10.1
 Coordinates of the building (D):
point
N
13
14
18
17
16
15
3
4
5
6
2
7
9
11
12
10
8
19
20
1
E
1154.47
1157.6
963.39
962.03
963.9
961.05
1046.01
1048.2
1049.94
1054.48
1066.77
1111.54
1115.33
1091.33
1092.2
1093.84
1098.41
1062.26
1063.77
1065.53
Z
939.58
937.06
1048.85
1052.82
1053.54
1061.64
1006.69
1003.11
1004.15
969.75
1023.79
1006.16
1010.75
1011
1012.61
1009.45
1008.96
1004.35
1005.26
1002.85
10.36
10.27
10.35
10.38
10.38
10.39
10.05
10.06
10.05
10.07
10.04
9.99
10.03
10.13
10.14
10.08
10.11
10.2
10.19
10.18
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 Coordinates of the building (E)
point
N
14
16
15
19
18
17
3
2
1
20
4
5
6
6
9
12
11
10
8
E
1175.42
972.73
969.79
968.44
972.27
970.87
1058.48
1061.62
1060.43
1062.67
1035.54
1037.37
1041.82
1054.61
1059.29
1068.55
1067.05
1068.68
1072.58
Z
914.84
1030.37
1038.48
1024.23
1025.76
1029.64
1053.52
1050.76
1049.34
1047.41
1024.39
1025.45
1017.98
1026.66
1022.93
1008.51
1007.5
1004.95
1002.55
10.31
10.28
10.36
10.3
10.26
10.29
10.06
10.08
10.08
10.09
10.07
10.06
10.07
10.05
10.05
10.23
10.22
10.25
10.26
 Coordinates of the building (F)
point
N
14
20
18
19
16
17
15
13
10
8
9
7
11
6
5
3
1
4
2
12
E
1193.02
977.84
981.12
977.24
981.62
979.68
978.51
975.02
1057.88
1053.34
1025.89
1027.33
1024.22
1049
1043.43
1042.37
1044.36
986.62
985.04
1037.61
Z
902.38
999.32
1002.52
1001.01
1007.26
1006.49
1015.37
1018.58
1046.41
1047.62
1032.47
1038.18
1029.27
1045.78
1039.24
1034.68
1030.56
1026.1
1031.82
1008.9
10.4
10.28
10.22
10.28
10.22
10.25
10.4
10.35
10.08
10.06
10.07
10.06
10.12
10.05
10.05
10.07
10.05
10.08
10.08
10.64
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 Coordinates of the building (G)
point
N
E
Z
4
992.62
983.8
10.17
3
988.05
995.92
10.09
2
1043.69
1022.12
10.23
1
996.04
1009.74
10.64
3
2
1
4
N
1036.06
1028.23
1013.15
999.04
 Coordinates of the building (H)
point
E
Z
1017.64
10.1
1024.32
10.31
1069.73
10.38
1009.74
10.47
 Coordinates of the building (I)
point
N
12
10
11
9
8
7
6
5
4
3
2
1
E
997.75
996.83
995.51
992.96
991.86
991.42
1005.35
1008.3
1009.33
1015.01
907.12
968.48
Z
958.9
964.5
963.93
974.75
974.34
980.33
1048.21
1053.23
1052.65
1061.89
1041.66
1046.75
10.65
10.7
10.7
10.65
10.68
10.37
10.47
10.47
10.47
10.49
10.42
10.42
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Applications of Surveying
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 Coordinates of the building (J)
point
N
10
9
4
6
5
3
8
7
2
11
12
1
E
1007.73
905.09
1022.42
964.51
964.01
961.38
972.52
973.01
963.21
951.13
950.26
957.79
Z
938.72
1111.81
1070.67
1049.45
1050.57
1068.05
1020.16
1019.09
1070.53
1019.74
1020.48
1028.63
10.75
10.95
10.47
10.45
10.44
10.43
10.67
10.7
10.63
10.66
10.64
10.62
 Coordinates of the building (K)
point
N
10
9
4
3
5
2
8
7
6
11
12
1
E
885.32
893.44
957.87
950.18
937.35
915.37
945.86
964.67
954.3
929.25
929.11
989.85
Z
1076.11
1090.74
1074.65
1089.4
1046.64
1046.13
1024.77
1024.01
1031.73
1012.66
1013.82
1015.16
11.05
11.04
10.48
10.48
10.46
10.49
10.62
10.63
10.63
10.65
10.65
10.7
 Coordinates of the building (L)
point
N
3
1
12
11
10
9
4
5
2
7
8
6
E
877.74
858.46
867.97
868.6
873.65
881.81
946.67
911.15
904.28
928.58
928.43
939.26
Z
981.4
1062.04
1056.79
1057.83
1055.11
1069.7
1096.03
1052.05
1053.14
1018.63
1019.79
1019.81
11
11
11.01
10.99
11
10.93
10.48
10.49
10.47
10.7
10.71
10.7
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Applications of Surveying
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 Coordinates of the building (M)
point
N
E
11
10
9
8
7
6
4
13
18
17
16
15
4
3
2
1
20
19
14
15
1122.68
1125.5
1125.06
1129.04
1127.97
1129.96
1127.6
1118.08
1072.32
1074.27
1072.53
1076.8
1106.73
1102.63
1103.04
1101.22
1101.51
1106.05
1126.09
1124.32
Z
1052.95
1053.78
1055.6
1056.74
1060.75
1069.34
1069.8
1053.69
981.16
977.47
976.43
968.84
1044.59
1043.96
1039.85
1039.6
1036.63
1030.33
998.49
999.62
10.08
10.09
10.13
10.11
10.08
10.08
10.11
10.69
10.11
10.11
10.11
10.09
10.11
10.14
10.17
10.15
10.15
10.17
10.14
10.14
 Coordinates of the building (N)
point
N
8
7
6
5
4
3
18
17
16
15
2
1
13
12
11
10
19
20
E
1119.53
1118.34
1120.3
1118.06
1056.75
1054
1053.4
1055.46
1053.66
1057.97
1060.64
1058.83
1110.7
1114.26
1113.37
1115.78
1079.05
1080.62
Z
1096.24
1100.2
1100.82
1109.25
1086.62
1083.5
1016.7
1013.06
1011.97
1004.47
1044.62
1044.91
1007.5
1005.33
1003.77
1002.27
988.9
988.17
10.1
10.12
10.12
10.18
10.06
10.08
10.05
10.06
10.06
10.06
10.15
10.13
10.09
10.12
10.12
10.11
10.15
10.13
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Applications of Surveying
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 Coordinates of the building (O)
point
N
6
5
4
3
2
1
20
18
17
16
15
19
9
8
7
10
11
12
13
1044.63
1038.98
1040.51
1037.88
1044
1039.83
1042.06
1046.49
1042.65
1040.89
1045.31
992.29
1053.11
1053.72
1049.67
1085.58
1084.01
1085.51
1083.24
E
1075.62.
Z
10.07
10.05
10.05
10.03
10.11
10.09
10.09
10.1
10.1
10.07
10.08
10.12
10.15
10.13
10.14
10.19
10.17
10.19
10.22
1069.01
1067.67
1064.47
1061.72
1060.3
1058.37
1057.04
1034.53
1033.47
1025.97
1004.87
1046.05
1050.17
1051.03
988.08
991.44
992.46
995.95
 Coordinates of the building (P)
point
N
8
7
6
5
12
13
11
10
9
14
15
16
18
20
19
17
1
3
2
4
E
1017.3
1014.49
1012.97
1007.27
1032.63
1025.87
1023.091
1021.07
1020.41
1026.85
1025.09
1020.61
1013.9
989.57
990.4
988.58
992.15
996.77
993.63
994.49
Z
1045.3
1042.22
1043.49
1037.02
1065.91
1037.89
1042.17
1044.02
1042.67
1067.37
1066.34
1073.67
1044.36
1035.55
1033.95
1028.21
1036.95
1037.21
1036.43
1072.17
10.06
10.02
10.03
10.05
10.03
10.05
10.05
10.06
10.08
10.22
10.21
10.19
10.17
9.95
10.13
10.12
9.95
9.93
9.95
10.12
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Applications of Surveying
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 Coordinates of the building (Q)
point
N
2
996.88
E
1028.06
Z
3
1023.58
1049.92
10.14
4
1037.24
1071
10.16
1
966.81
1061.36
10.1
10.13
 Coordinates of the building (R)
point
N
E
Z
4
982.36
1065.4
10.12
3
986.39
1069.07
10.11
2
982.66
1051.81
10.23
1
982.33
1055.06
10.23
 Coordinates of the building (S)
point
N
E
Z
7
1036.36
1079.92
8
9
10
12
1039.16
1038.14
1043.56
933.25
1084.99
1085.59
1095.02
1064.78
10.44
10.41
10.41
10.42
10.34
6
5
4
961.16
961.59
962.52
1066.69
1078.97
1078.52
10.24
10.26
10.26
1
2
3
930.42
935.72
935.36
1083.8
1085.81
1086.87
10.19
10.2
10.19
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Applications of Surveying
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 Coordinates of the building (T)
point
N
E
Z
1
898.34
968.99
10.82
12
883.69
977.09
10.96
7
1049.57
1103.09
10.48
8
1052.42
1108.1
10.51
9
1051.37
1118.68
10.51
10
1056.73
1118.19
10.5
2
910.88
1076.34
10.23
3
910.5
1077.41
10.21
4
920.72
1081.33
10.24
6
926.56
1082.29
10.22
11
899.48
1066.93
10.45
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Applications of Surveying
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4.11.4 MAP DRAWING:
After adding the readings coordinates of the buildings in the AutoCAD program, we got a map
showing the PLAN of the buildings .As Shown:
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Applications of Surveying
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CHAPTER (V)
COMPARISON BETWEEN
DIGITAL & AUTOMATIC
LEVEL
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5.1 INTRODACTION:
The engineer, in the main, is more concerned with the relative height of one point above or below
another, in order to ascertain the difference in height of the two points, rather than a direct relationship
to MSL. It is not unusual, therefore, on small local schemes, to adopt a purely arbitrary reference datum.
This could take the form of a permanent, stable position or mark, allocated such a value that the level of
any point on the site would not be negative. The vertical height of a point above or below a reference
datum is referred to as the reduced level or simply the level of a point. Reduced levels are used in
practically all aspects of construction: to produce ground contours on a plan; to enable the optimum
design of road, railway or canal gradients; to facilitate ground modeling for accurate volumetric
calculations. Indeed, there is scarcely any aspect of construction that is not dependent on the relative
levels of ground points.
5.2 LEVELING INSTRUMENTS:
5.2.1 Automatic level:
This is more modern type of optical levels now is used general .It has a
compensator which consists of an arrangement of three prisms. The two outer
ones are attached to the barrel of the telescope. The middle prism is suspended by
fine wiring and reacts to gravity. The instrument is first leveled approximately
with a circular bubble; the compensator will then deviate the line of sight by the
amount that the telescope is out of level.
5.2.2 Digital level:
Digital levels are similar in appearance to automatic levels, a horizontal line is
established by a compensator and this is done by centralising a circular bubble with
the foot screws. The main difference between this and other levels is that the staff
readings are taken and recorded automatically. When levelling, a special bar-coded
staff is sighted, and there is no need to sight this staff as the level will do this
automatically and display the measurement. It can also display the horizontal
distance to the staff. The advantages of digital levels are that observations are taken
without the need to read a staff or record anything by hand.
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5.3 SOURCES OF ERROR:
All measurements have error. In the case of leveling, these errors will be instrumental, observational and
natural.
5.3.1 INSTURMENTAL ERRORS:
(1) The main source of instrumental error is residual collimation error. As already indicated, keeping the
horizontal lengths of the back sights and foresights at each instrument position equal will cancel this
error. Where the observational distances are unequal, the error will be proportional to the difference in
distances. The easiest approach to equalizing the sight distances is to pace from backsight to instrument
and then set up the foresight change point the same number of paces away from the instrument.
(2) Parallax error has already been described.
(3) Staff graduation errors may result from wear and tear or repairs and the staffs should be checked
against a steel tape. Zero error of the staff, caused by excessive wear of the base, will cancel out on back
sight and foresight differences. However, if two staffs are used, errors will result unless calibration
corrections are applied.
(4) In the case of the tripod, loose fixings will cause twisting and movement of the tripod head.
Overtight fixings make it difficult to open out the tripod correctly. Loose tripod shoes will also result in
unstable set-ups.
5.3.2 OBSRVATIONL ERRORS:
1) Leveling involves vertical measurements relative to a horizontal plane so it is important to ensure
that the staff is held strictly vertical. It is often suggested that one should rock the staff back and
forth in the direction of the line of sight and accept the minimum reading as the truly vertical
one. However, as shown in Figure (5.1), this concept is incorrect when using a flat-bottomed
staff on flat ground, due to the fact that the staff is not being tilted about its face. Thus it is
preferable to use a staff bubble, which should be checked frequently with the aid of a plumb-bob.
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2) There may be errors in reading the staff, particularly when using a tilting level which gives an
inverted image. These errors may result from inexperience, poor observation conditions or
overlong sights. Limit the length of sight to about 25–30 m, to ensure the graduations are clearly
defined.
3) Ensure that the staff is correctly extended or assembled. In the case of extending staffs, listen for
the click of the spring joint and check the face of the staff to ensure continuity of readings. This
also applies to jointed staffs.
4) Avoid settlement of the tripod, which may alter the height of collimation between sights or tilt
the line of sight. Set up on firm ground, with the tripod feet firmly thrust well into the ground.
On pavements, locate the tripod shoes in existing cracks or joins. In precise leveling, the use of
two staffs helps to reduce this effect. Observers should also refrain from touching or leaning on
the tripod during observation.
5) Booking errors can, of course, ruin good field work. Neat, clear, correct booking of field data is
essential in any surveying operation. Typical booking errors in leveling are entering the values in
the wrong columns or on the wrong lines, transposing figures such as 3.538 to 3.583 and making
arithmetical errors in the reduction process. Very often, the use of pocket calculators simply
enables the booker to make the errors quicker. To avoid this error source, use neat, legible
figures; read the booked value back to the observer and have them check the staff reading again;
reduce the data as it is recorded.
6) When using a tilting level remember to level the tubular bubble with the tilting screw prior to
each new staff reading. With the automatic level, carefully centre the circular bubble and make
sure the compensator is not sticking. Residual compensator errors are counteracted by centring
the circular bubble with the instrument pointing backwards at the first instrument set-up and
forward at the next. This procedure is continued throughout the leveling.
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5.3.3 NATURAL ERRORS:
(1) Curvature and refraction have already been dealt with. Their effects are minimized by equal
observation distances to back sight and foresight at each set-up and readings more than 0.5 m above the
ground.
(2) Wind can cause instrument vibration and make the staff difficult to hold in a steady position. Precise
leveling is impossible in strong winds. In tertiary leveling keep the staff to its shortest length and use a
wind break to shelter the instrument.
(3) Heat shimmer can make the staff reading difficult if not impossible and may make it necessary to
delay the work to an overcast day. In hot sunny climes, carry out the work early in the morning or in the
evening.
Careful consideration of the above error sources, combined with regularly calibrated equipment, will
ensure the best possible results but will never preclude random errors of observation.
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5.4 ACCURCY IN LEVELLING:
For normal engineering works and site surveys:
Allowable misclosure = ± 5 𝑛 mm
Where n = no. of instrument positions
OR
Allowable misclosure = ± n 𝑘 mm
Where k = length of leveling circuit in km
And, n is constant
 If actual misclosure > allowable misclosure, levelling should be repeated
 If actual misclosure < allowable misclosure, misclosure should be equally distributed equally
Between the instrument positions .
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5.5 FIELD WORK:
5.5.1 Location:
Location was chosen for work as shown in Figure (5.2). Two leveling loops are established by fixed
points and demarcated. The first loop consist of (14) points and the other shorter loop of (8) points. The
automatic and the digital levels are used for the two loops.
Fig (5.2) Leveling Loop
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5.5.2 THE LONG LOOP:
A leveling loop of length 592.92 m is established by 15 points as in figure (5.3):
Fig (5.3) Leveling Loop (1)
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5.5.3 RESULTS AND ANALYSIS:
5.5.3.1 USING (DIGITAL LEVEL):
POINT
B.S
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
1.291
1.2483
1.3866
1.4064
1.6066
1.4609
1.5327
0.9345
1.4155
1.4002
1.3679
1.3494
1.3229
1.2796
1.6208
Σ
20.6233
∆ (1st RL – Last RL)
I.S
F.S
1.2888
1.2814
1.3505
1.4815
1.4202
1.4364
1.3179
1.3231
1.373
1.4274
1.4298
1.4088
1.3561
1.4842
1.2459
20.625
H.I
R.L
11.291
11.2505
11.3557
11.4116
11.5367
11.5774
11.6737
11.2903
11.3827
11.4099
11.3504
11.27
11.1841
11.1076
11.2442
10
10.0022
9.9691
10.0052
9.9301
10.1165
10.141
10.3558
9.9672
10.0097
9.9825
9.9206
9.8612
9.828
9.6234
9.9983
DISTANCE
(M)
Distance
REMARK
T.B.M
T.B.M
0.0017
 Computation check is taken as follows:
∑ F.S - ∑ B.S = 1st RL – Last RL
20.6233- 20.625= 10 – 9.9983
0.0017 = 0.0017

OK.
Accuracy of this leveling is computed from:
𝒏 𝟎. 𝟓𝟗𝟐 = 𝟏. 𝟕
𝟏. 𝟕
𝒏=
= 𝟐. 𝟐 ≈ 𝟐
𝟎. 𝟓𝟗𝟐
In general the misclosure error = ± 2 0.592 = 1.888 mm
Accuracy of this leveling using digital level is found to be ± 2 𝑘.
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5.5.3.2 USING (AUTOMATIC LEVEL):
POINT
B.S
I.S
1.265
1
1.305
2
1.374
3
1.38
4
1.51
5
1.369
6
1.5
7
0.835
8
1.28
9
1.285
10
1.263
11
1.262
12
1.223
13
1.143
14
1.44
15
16
19.434
Σ
∆ (1st RL – Last RL)
F.S
1.262
1.339
1.331
1.455
1.31
1.359
1.281
1.226
1.239
1.313
1.325
1.321
1.259
1.348
1.063
19.431
H.I
R.L
11.265
11.308
11.343
11.392
11.447
11.506
11.647
11.201
11.255
11.301
11.251
11.188
11.09
10.974
11.066
10.003
10
10.003
9.969
10.012
9.937
10.137
10.147
10.366
9.975
10.016
9.988
9.926
9.867
9.831
9.626
10.003
DISTANCE
(M)
distance
REMARK
T.B.M
T.B.M
-0.003
For check:
∑ F.S - ∑ B.S = 1st RL – Last RL
19.431 - 19.434 = 10 - 10.003
-0.003 = -0.003
OK .
 Computation of Accuracy:
𝒏 𝟎. 𝟓𝟗𝟐 = 𝟑
𝟑
𝒏=
= 𝟑. 𝟖𝟗 ≈ 𝟒
𝟎. 𝟓𝟗𝟐
In general the misclosure error = ± 5 0.592 = 3.847 mm
Accuracy of this leveling using digital level is found to be ± 4 𝑘.
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5.5.4 SKETCH FOR SHORT LOOP:
For length of loop = 344.35 m is established by 8 points .Fig (5.4) Leveling Loop (2):
Fig (5.4) Leveling Loop (2)
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2014
5.5.4.1 USING (AUTOMATIC LEVEL):
POINT
B.S
I.S
1.177
1
1.19
2
1.202
3
1.333
4
1.16
5
1.13
6
1.07
7
1.39
8
9
9.652
Σ
st
∆ (1 RL – Last RL)
F.S
1.174
1.225
1.16
1.422
1.221
1.165
1.278
1.01
9.655
H.I
R.L
11.177
11.193
11.17
11.343
11.081
10.99
10.895
11.007
10
10.003
9.968
10.01
9.921
9.86
9.825
9.617
9.997
DISTANCE
(M)
REMARK
T.B.M
T.B.M
0.003
 For check:
∑ F.S - ∑ B.S = 1st RL – Last RL
9.655- 9.652 = 10 - 9.997
0.003 = 0.003
OK.
 For Accuracy:
𝒏 𝟎. 𝟑𝟒𝟒 = 𝟑
𝟑
𝒏=
= 𝟓. 𝟏𝟏 ≈ 𝟓
𝟎. 𝟑𝟒𝟒
Allowable misclosure = ± 6 0.344 = 3.467 mm
Accuracy of this leveling using digital level is found to be ± 5 𝑘.
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Applications of Surveying
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5.5.4.2 USING (DIGITAL LEVEL):
POINT
B.S
1.285
1
1.3241
2
1.3635
3
1.5106
4
1.3252
5
1.2704
6
1.2659
7
1.5694
8
9
10.9141
Σ
∆ (1st RL – Last RL)
I.S
F.S
1.2798
1.3587
1.3196
1.6004
1.3899
1.3025
1.4703
1.1934
10.9146
H.I
R.L
11.285
11.3293
11.3341
11.5251
11.2499
11.1304
11.0938
11.1929
10
10.0052
9.9706
10.0145
9.9247
9.86
9.8279
9.6235
9.9995
DISTANCE
(M)
REMARK
T.B.M
T.B.M
0.0005
 For check:
∑ F.S - ∑ B.S = 1st RL – Last RL
10.9146 -10.9141 = 10.000 - 9.9995
0.0005 = 0.0005
OK.
 For Accuracy:
𝒏 𝟎. 𝟑𝟒𝟒 = 𝟎. 𝟓
𝟎. 𝟓
𝒏=
= 𝟎. 𝟖𝟓 ≈ 𝟏
𝟎. 𝟑𝟒𝟒
Allowable misclosure = ± 1 0.344 = 0.5865 mm
Accuracy of this leveling using digital level is found to be ± 1 𝑘.
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Applications of Surveying
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5.6 ADVANTAGES AND DISADVANTAGES:
5.6.1 Automatic level:
 ADVANTAGES :
1) Easy to use (not power!).
2) Robust even in hostile environment.
3) Easy to move in the field.
4) Easy to carry.
 DISADVANTAGES
1) Non Automatic Record.
2) Needs to be accuracy reading.
3) The Accuracy Lower than the other Leveling device.
4) Does not measure the distance.
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5.6.2 Digital level:
 ADVANTAGES :
1) Automatic-Fast Record.
2) No reading errors, special staff.
3) Ability to Store the records.
4) Easy to Use.
 DISADVANTAGES
1) Need to electronic charging.
2) Inability to read in the low light.
3) Hard to read in the long distance.
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5.7 CONCLUSION:
 The mean accuracy of the Digital level from the two loops is ± 2 𝑘.
 The mean accuracy of the Automatic level from the same loops is ± 5 𝑘.
 The ratio of accuracy between two levels is 2:5
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Applications of Surveying
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Conclusion
1- The small details creating a big difference in surveying application.
2- The teamwork a mine factor in the surveying application.
3- Ambling and focusing make us passing a big mistake we can’t figure it
till the end.
4- The time is very important to make the work successful.
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Applications of Surveying
2014
REFRENCES
1-Engineering Surveying
Sixth Edition
W. Schofield
Former Principal Lecturer, Kingston University
M. Breach
Principal Lecturer, Nottingham Trent University
2-Elementary Surveying An Introduction to Geomatics
Thirteenth Edition
CHARLES D. GHILANI
The Pennsylvania State University
PAUL R. WOLF
Professor Emeritus, Civil and Environmental Engineering
University of Wisconsin–Madison
3-Fundamentals of Surveying: Sample Examination, George M. Cole PE PLS
(Author)
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Applications of Surveying
2014
CAPSTONE DESIGN PROJECT
Project Submission
And
ABET Criterion 3 a-k Assessment Report
Applications of Surveying
Project Title:
DATE: 7
/ 1435
PROJECT ADVISOR:
Assoc. Prof. Hisham Abou Halima
Dr. Modather Ahmed Omer
Team Leader:
Ali Hussein Ibrahem Qabur
Team Members:
Ahmed Mohammed Jbbary
Abubakr Yahya Alsaadi
Khalid Mulfy AlJhamdi
Ali Saeed AlShahrani
Ahmed Hassan Sofyani
Osama Abubakr ALmutahhar
Design Project Information
Percentage of project Content- Engineering Science %
__________________
Percentage of project Content- Engineering Design %
__________________
Other content % All fields must be added to 100%
__________________
Please indicate if this is your initial project declaration
□
Project Initial Start Version
or final project form
□
Final Project Submission Version
Page | 105
Applications of Surveying
2014
Do you plan to use this project as your capstone design project? _____________________________
Mechanism for Design Credit
□ Projects in Engineering Design
□ Independent studies in Engineering
□ Engineering Special Topics
Fill in how you fulfill the ABET Engineering Criteria Program Educational Outcomes listed
below
Outcome (a),
An ability to apply knowledge of
mathematics, science, and engineering
fundamentals.
Applications of Surveying
Outcome (b).
Surveying work in field.
An ability to design and conduct
experiments, and to critically analyze and
interpret data.
Outcome (c).
application of surveying
An ability to design a system, component or
process to meet desired needs within
realistic constraints such as economic,
Environmental, Social, political, ethical,
health and safety, manufacturability, and
sustainability
Item 1 (Grid Leveling)
Item 2 (Horizontal curve)
Item 3 (Travers)
Item 4 (Comparison between digital & automatic levels)
Outcome (d).
In our project consists of the number of students involved
Seven students and was appointed commander of the group
An ability to function in multi-disciplinary and the distribution of tasks specified time and part and then
teams.
review what has been done periodically during the meetings
and joint workshops and give notes on what has been done.
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Applications of Surveying
Outcome (e).
An ability to identify, formulate and solve
engineering problems.
2014
Project aims to learn the practical work in Survey allows us
to solve the problems in the signature designs well.
Outcome (f).
The introduction of the standards of public safety and
environmental protection adopted in the preparation of
An understanding of professional and designs and drawings. Provide publications containing
ethical responsibility.
standards and testing systems and quality control procedures
to allow the public to understand the degree of safety and
security or the lifespan of designs.
Outcome (g).
Good report and good presentation will fulfill this outcome
An ability for effective oral and written
communication.
Outcome (h).
This outcome is usually fulfilled by highlighting the
economic feasibility of the project, and emphasizing that the
The broad education necessary to project would not harm the environment and does not
understand the impact of engineering negatively affect human subjects. Providing services
solutions in a global economics, professional to introduce the highest standards of safety and
environmental and societal context .
environmental protection in the public interest of the
individual and the community. Working everything in its
power to provide constructive homeland conform with the
standards and values of the prestigious and works to promote
the interests and welfare of the community and the
commitment to provide safety measures in all services.
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Applications of Surveying
2014
Outcome (i).
Engineer seeks to continue professional development through
the development of personal ability and efficiency of the
Recognition of the need for, and an ability project has been designed with the latest technology and the
to engage in life-long learning.
means to do so who knows may come in the future design
methods and materials safer and economical so we need to
learn and follow developments.
Outcome (j).
A knowledge of contemporary issues.
Extensive literature review by the “students” for the current
state of the art will fulfill this outcome. Engineer seeks when
providing professional services to the highest standards of
safety and environmental protection in the public interest of
the individual and society.
Outcome (k).
The scope of the project goes as far as used Application
Surveying designing the geometry ,software's Surfer, Auto
An ability to use the techniques, skills, and Cad, Excel, Total Station , Digital and optical Level and
modern engineering tools necessary for Theodolite.
.
engineering practice.
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