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ISSBN: 1839-2373
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THIRD (3RD) ORDER CONTROL
EXTENSION FOR RINGIM LOCAL
GOVERNMENT AREA, JIGAWA
STATE.
1DAUDA WAZIRI A, 2 LAWALI
RABIU, AND 3 BULAMA A.
ABATCHA. 1,2&3Federal Polytechnic Damaturu, Yobe State,
Nigeria.
Introduction
Surveying provides the establishment and
maintenance of national and global three-
dimensional geodetic network. These controls
can be used for various purposes such as
provision of base map for developmental
projects, monitoring of large Engineering
Structures. It can also be employed in the
determination of construction imperfections
and instability of the ground, which may be
caused by mining operations or crustal
movement etc. It is the duty of the surveyor to
provide base maps for environmental planning
and in case of deformation studies, to detect and
measure the movement, the size of the
movement and give advice on the nature of
movement. In order to carry out the above
operation successfully there is need for a good
network of horizontal and vertical controls.
There are various methods that can be
Abstract
The research paper involved
3rd Order control extension
for Ringim Local
Government Area of Jigawa
State. Second Order Control
located around Ringim was
used to control the survey
work. Leica GPS 1200 series
was used to determine the
Northings, Eastings and
Heights (X, Y, & Z
coordinates) of these points.
The coordinates were first
achieved in WGS 84
ellipsoid, but were later
converted to Minna Datum
all in UTM Zone 32N format.
Pillar description was also
carried out for the points
that are close to prominent
features of the thirteen (13)
points. The report from the
processing software i.e.
Leica geo office, shows that
the entire final coordinates
falls within the allowable
error specification
configured into the GPS
receiver. Final adjusted
coordinates of these control
points were plotted using
NIGHTINGALE PUBLICATIONS AND RESEARCH INTERNATIONAL]
AND RESEARCH
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utoCAD 2007 software at a scale of 1/10,000.
Keywords: 3rd Order control, Leica GPS 1200 series, WGS 84 ellipsoid, UTM
Zone 32N, Leica geo office, and AutoCAD 2007.
mployed in the provision of horizontal and vertical controls namely:-
(i) Classical methods
(ii) Modern methods
Classical methods include traversing, triangulation, trilateration, spirit leveling,
and trigonometric heighten. Modern methods include satellite imagery and
Global Positioning system (GPS). The GPS method was adopted for this project.
The NAVSTAR Global Positioning System (GPS) is all weather satellite based
positioning system initially developed by the United State of America for military
purposes. It is a system because it consists of three parts. These are the space
segment, control segment and the user segment.
The space segment comprises of the satellites orbiting the earth at 12 hours and
height of 20,183km above the terrestrial user.
The control segment consisting of a ground control station based in Colorado,
USA which is operated by the United States of America Airspace Management
Agency from a number of master ground locations.
The user segment consists of the receivers used by the end users. They collect
ranging signals from the satellites that enable the computation and
determination of positions and locations.
Positioning simply refers to the determination of the spatial location of objects.
The general principle is that the GPS receiver collects signals from orbiting
satellites, and uses the principle of resection to compute positions, height and
time. There are two GPS positioning modes. The first is absolute or point
positioning, with respect to a well-defined coordinate axis system. This
coordinate system generally associated with GPS positioning is the earth-
centred WGS 84 cartesian reference system. This coordinate system realized via
the coordinates of the monitor stations (of the control segment), and
subsequently transferred to user via the (changing) coordinates of the GPS
satellites. As the satellites coordinates are essential for the computation of user
position, any error in these values, as well as the presence of other biases, will
directly affect the quality of the position determination. In classical geodesy,
astronomic observations were the only means by which an absolute position
could be obtained.
A
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The second GPS positioning mode is the relative or differential positioning with
respect to another (known) point, taking that point as the origin of the local
coordinate system. This is therefore the standard GPS surveying mode. This
mode utilizes the relative position of two GPS receivers, simultaneously tracking
the same satellites to achieve higher accuracies. Because many errors affect the
absolute position of two or more GPS users to almost the same extent, these
errors are largely cancelled when differential or relative positioning is carried
out. There are different implementations of the differential positioning
procedure, but all share the characteristic that the position of the GPS receiver
of interest is derived relative to another fixed, or referenced receiver whose
absolute coordinates in the satellite datum are assumed to be known.
The purpose of this research work was aimed at establishing third (3rd) order
GPS controls Within Ringim local Government Area. This will not only assist in
densifying the existing control network in the locality but will equally assist
users of these controls easy access to reliable controls. These controls will go a
long way in improving the quality of survey jobs. Information obtained from such
jobs will be considered most reliable. They will also assist in providing a
reference framework for the execution of layout surveys, Engineering activities,
re-establishment of property beacons and construction works along and within
the area.
Study Area
Ringim is a Local Government Area (LGA) of Jigawa State, Nigeria. Its
headquarters are in the town of Ringim, the LGA has an area of 1,057 km² and a
population of 192,024 at the 2006 census. Ringim is situated between
geographical coordinates 12° 9' 4" North and 9° 9' 45" East. Ringim emirate came
into being in November, 1991 as a result of the creation of Jigawa state from Kano
state on 27 August 1991 by the then president and commander in-chief of the
Nigerian Armed Forces, General Ibrahim Badamasi Babangida. Historically,
Ringim Local Government is popular all over the country for its economic
development. The area has a fertile land for both wet and dry seasons farming
activities. The Local Government produces both subsistence and cash crops and
also has great number fruits trees scattered along the bank of the river. In
addition to the farming activities majority of the populace, engaged in marketing.
These economic resources enable most of the parents to possess means of paying
their children’s school fees. The town was famous for its rich in groundnuts,
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tobacco production and trade, this motivated the British to construct railway
from Kano to Nguru via the town.
Planning/Office Reconnaissance
Project planning is one of the most important aspects of GPS surveying, careful
planning maximizes the chances of the survey with the view of achieving the
desired accuracy, within a reasonable time. It involved data search which yielded
three 2nd order control, taking decision on the choice of equipment, personnel,
control stations and an analytical study of the network design so as to decide on
an efficient observation schedule.
Network Design
The design of the GPS control network for the site was carried out putting into
consideration the specifications for the establishment of third order GPS
controls. The network was designed such that the proposed GPS control points
formed the vertices of well-coordinated conditioned angles.
Field Reconnaissance
The site was visited in other to ascertain how best to arrange the work. Stations
were selected taking into consideration their accessibility and observation
clearance (i.e. no obstruction to the sky at each instrument station). Control
pillars for the job were located. Other factors taken into consideration during
recce were:-
(i) Firmness of the ground at selected stations
(ii) Safety of the selected stations
(iii) Setting of stations away from high tension line in order to avoid
interference.
Monumentation
The beacons were built in-situ according to the stipulated specifications. The
pillars were of dimension 40cm x 40cm x 150cm. The concrete mix was in ratio
of 1:2:3 of cement, gravel and sand respectively. After casting, the entire pillars
were covered with black cellophane for two (2) days to minimize excessive loss
of water due to exposure to direct sunlight. This was done to achieve maximum
strength of the pillars. The beacons were casted such that 110cm of the entire
length was buried underground with 40cm of the length above the ground
surface. A steel rod of 12mm diameter and 125cm length was used to define the
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center of each beacon. The prefix followed by serial numbers were used as
identification marks on top of the beacons.
Figure 1.10: A Typical Control Beacon
Methodology
Field Observation Procedure (Gps)
Leica GPS 1200 series with accessories were used for the survey of the entire
site. Leica GPS 1200 series is a complete GPS System providing both navigation
and precision surveying. The Leica system includes two or more receivers, GPS
antennas, and all auxiliary components required to provide quality survey data
in a minimum amount of time. The Leica 1200 series system utilizes collapsible
tripods or fixed-heights GPS tripods to position system components above a
given survey point. The Leica receiver collects signals broadcast from GPS
satellite, and stores this information in its internal solid-state memory via a
serial data cable connecting the gadgets together. The system is designed to
perform GPS surveys using static, stop-and-go, and kinematics modes of GPS
data collection. The three modes run independently and the GPS receiver must
be turned off to run in a different mode.
For the purpose of this research work, the Leica GPS 1200 series was used in
kinematics survey mode to capture data over the thirteen (13) new control
points. The master receiver unit was stationed at CSJ 022 and the positions of the
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thirteen (13) new control points determined to the nearest sub-centimeter
accuracy using the rover receiver unit. At each set-up of the instrument, a Wild
GST 20 tripod was set on the station mark; with a GPS antenna screwed to a
spindle as well as a tribrach mounted on the tripod. The GPS receiver (controller)
was also attached to one of the tripod leg. This was connected to the antenna via
a connecting cable. The plumb bob is used for centering of the instrument on the
station mark while the foot screw was used for leveling of the antenna placed on
the tripod; as this will ensure that all information gathered are meant for the
station mark. A 30 meters steel tape was used in measuring from the top of the
GPS antenna to the station mark. Instrument constant (0.0516 meters) supplied
by the instrument manufacturer was then added to any value measured. This
gave the height of the instrument for the occupied station. With the equipment
set-up on CSJ 022 as described above, the antenna arrow was pointed in the
direction of the north using a magnetic compass. The receiver was then turned
on and with the help of the navigation key, the status screen was selected to
check the number of satellites received. When at least four (4) satellites had been
received the Log key was pressed to open the survey setting screen. The site id
(CSJ 022), survey mode (static), site description (Ringim), antenna height
(1.36m), Unit (meter), height type (vertical) and recording internal (5 seconds)
were entered. Afterwards, the “Esc” button was pressed and “COLLECT DATA”
sub-menu was selected. The GPS now starts collecting data. The following
information were noted down (site 1D, Receiver 1D, time started, Number of
satellite, PDOP, instrument height and later time stopped) in order to compare
data during data processing. The same data acquisition procedure was adopted
for the remaining thirteen (13) stations. To assist in analyzing the quality of
satellite distribution, dilution of precision (DOP) values were recorded. DOP is a
Quality analysis value for satellite distribution. The most popular DOP value is
PDOP which stands for Positional dilution of precision. The PDOP value
estimates the impact on the precision of the GPS observations due to satellite
geometry. The smaller the PDOP value the better the satellite distribution
(geometry) and therefore the better the precision of the observations.
Field Observational Precautions
Areas with concentration of tall trees, water bodies were avoided so as to be free
of multipart error. Extra batteries were kept handy in case of battery failure.
Throughout the operation constant communication was maintained with the
personnel at the master for update on the performance of the equipment.
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Pillar Description
All the stations that are closed to prominent features were carefully described
and referenced around them.
Data Downloading, Processing and Presentation
Downloading Procedure for Leica Gps 1200 Series
The following operational procedures were followed to download data from the
GPS receivers to the computer.
❖ The reference receiver was plugged to the PC via the downloading
cable.
❖ “C” drive was opened and a new folder was created (i.e. “SURCON
3RD ORDER).
❖ Leica geo office Software was launched.
❖ “Create new project” menu was clicked and the name of the job
already created under C drive was typed.
❖ The reference receiver (controller) was switched on.
❖ “Add data from receiver” was clicked.
❖ On the menu bar, file was clicked; then “connect” “receiver”
“connect via cable” was selected.
❖ The setting parameters were set.
❖ After the aforementioned operations, the data was transferred
from the receiver to the “PC”
❖ The observation was highlighted and dragged to the folder earlier
created (RINGIM 3RD ORDER)
❖ The data is now ready for processing.
Data Processing
The Leica geo office software was used to process the downloaded data following
the out listed operations.
❖ Leica geo office Software was launched.
❖ On the main menu “Project” was clicked and under it “setting”
was selected
❖ The following project setting parameters was carried out as
outlined below:
Under “General”
– Project name = RINGIM 3RD ORDER
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– Location = Drive “C”
– Comments = N/A
– Company Name= N/A
– Client = Ministry of Land and Housing Dutse, Jigawa State.
Under “Coordinate System”
- System type = Grid
- Ground system = N/A
- Local grid system = N/A
- Grid system = Universal Traverse Mercator (N)
- Zone = ZN 32N
- Geodetic datum = World Geodetic System 1984
- Height system = Orthometric height
- Geoid model = EGM 96 Worldwide Geoid Model
Please note that “N/A” implies “Not Applicable”
Under “Process”
- Elevation mask angle = 10
- Orbit type = Broadcast
Under “Miscellaneous”
❖ Other settings under miscellaneous were keyed in as appropriate
according to the instrument manual e.g. (Antenna heights =
Slant, Time = UTC, Blunder detection, Linear units = meters, desired
project accuracy etc). Afterwards “apply” was clocked.
❖ On the main menu “Project” sub-menu was clicked and “Add GPS Raw
Data” was selected.
❖ The software displayed the “Time View” and Workbook”
❖ Under workbook, data that might have been imputed wrongly on the
field during observation was properly edited. e.g. (site 1D, Antenna
Height, Height type, observation type)
❖ After proper editing had been performed, the control point for the
observation was declared. The control point for this observation was CSJ
022.
❖ On the “Normal Map View” window of the software, the control point i.e.
CSJ 022 was double clicked. Consequently, the site properties of the
control point were displayed.
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❖ The “Horizontal control” and “vertical control” were marked (v) under
“control type” and “Horizontal fixed” and “vertical fixed” under “fixed
type”. This implies that the value of CSJ 022 cannot be changed i.e. (it is
the reference point for the project).
❖ Now that the control point had been declared the other coordinates can
now be processed.
❖ On the main menu, “Run” sub-menu was clicked under which “Blunder”
detection” was selected. “No blunders detected” was displayed. This
implies the observation was free of blunders.
❖ Still on the main menu; “Processing” sub-menu was clocked, then “All”
sub-menu was clicked.
❖ “Number of vectors processed; 15 of 15” was displayed under
“Processing summary”.
Analysis of Result
It can be deduced that all the data under relative error column falls within the
required accuracy of 0.020 + 1 ppm (horizontal accuracy) and 0.040 + 2 ppm
(vertical accuracy). All the accuracy achieved for each station under the
horizontal relative accuracy column falls within the requirements of third order
traverse control extension as stipulated by Federal Surveys manual. The same
applies to the values achieved under the vertical relative accuracy column.
Information Presentation
The final coordinates derived from the processed raw data were saved in
Notepad. The saved coordinates were imported and drawn in Auto Cad
environment (Auto Cad 2007). The plan displayed the relative position of each
control point.
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`
Summary, Recommendation ad Conclusion
Summary
The third-order control extension covers virtually most parts of Ringim. Thirteen
pillars were buried during the execution of the project. GPS observation was
carried out on all the selected thirteen points including the initial control point
(CSJ 022). As evident from the results, the accuracy achieved for the observations
were okay and reliable.
Plan showing the control points established was plotted at a scale of 1:10,000.
Station description was done for all the established control stations.
Recommendation
Densification of control should be encouraged as a result of rapid expansion in
our major towns and cities for cadastral and engineering purpose. This would go
a long way in solving the problem created as a result of the use of local origins.
The use of modern equipment and modern observation method such as Global
Positioning System should also be encouraged during control densification. This
is highly imperative, as observations that could have taken more than two weeks
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of rigorous work and computations only took four days to observe and process
the data.
However, if controls are established by classical method, modern equipment
such as GPS, total station should be used to carry out check.
Conclusion
The job was carried out according to survey specifications and survey regulation.
The ob was executed within the given time frame without compromising the
accuracy and standard of the job.
Processing Summary
Ringim 3rd Order Control Establishment
Project Information
Project name: RINGIM CONTROLS
Date created: 18/03/2019 07:37:59
Time zone: 1h 00'
Coordinate system name: utm32n
Application software: LEICA Geo Office 6.0
Start date and time: 18/03/2019 11:57:00
End date and time: 18/03/2019 15:30:25
SPP points: 12
Manually occupied points: 14
Moving points: 50
Processing kernel: PSI-Pro 2.0
Processed: 22/03/2019 07:45:05
Processing Parameters
Parameters Selected
Cut-off angle: 15°
Ephemeris type: Broadcast
Solution type: Automatic
GNSS type: Automatic
Frequency: Automatic
Fix ambiguities up to: 80 km
Min. duration for float solution (static): 5' 00"
Sampling rate: Use all
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Tropospheric model: Hopfield
Ionospheric model: Automatic
Use stochastic modelling: Yes
Min. distance: 8 km
Ionospheric activity: Automatic
Kinematic Overview
CSJ
022 - 1471102_11570000
Reference: CSJ
022
Rover: 1471102_11570000
Receiver type / S/N: GX1230GG /
470468
GX1230GG / 470147
Antenna type / S/N: AX1202 GG
Tripod / -
AX1202 GG Pole / -
Antenna height: 1.2650 m
Reference coordinates:
Easting: 517208.2800 m
Northing: 1343057.8400 m
Ortho. Hgt: 409.5379 m
Manually occupied points: 1
Moving points: 13
Time span: 18/03/2019 11:57:00 - 18/03/2019 12:04:55
Duration: 7' 55"
DOPs (min-max): GDOP: 2.4 - 2.4
PDOP: 2.1 - 2.1 HDOP: 1.0 - 1.0 VDOP: 1.8 - 1.9
Manually occupied points
JC 052
Coordinates:
Easting: 516452.3660 m
Northing: 1342269.8485 m
Ortho. Hgt: 410.4553 m
Antenna height: 2.0000 m
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Solution type: Phase: all fix
Frequency: L1 and L2
Ambiguity: Yes
Time span: 18/03/2019 11:57:35 - 18/03/2019 12:04:25
Duration: 6' 50"
CSJ 022 - JC 351 Reference: CSJ 022 Rover: JC 351
Receiver type / S/N: GX1230GG / 470468 GX1230GG / 470147
Antenna type / S/N: AX1202 GG Tripod / - AX1202 GG Pole / -
Antenna height: 1.2650 m
Reference coordinates:
Easting: 517208.2800 m
Northing: 1343057.8400 m
Ortho. Hgt: 409.5379 m
Manually occupied points: 1
Moving points: 2
Time span: 18/03/2019 12:09:30 - 18/03/2019 12:15:50
Duration: 6' 20"
DOPs (min-max): GDOP: 2.3 - 2.5
PDOP: 2.1 - 2.2 HDOP: 1.0 - 1.1 VDOP: 1.8 - 1.9
Manually occupied points
JC 351
Coordinates:
Easting: 516911.9994 m
Northing: 1342368.0863 m
Ortho. Hgt: 410.3647 m
Antenna height: 2.0000 m
Solution type: Phase: all fix
Frequency: L1 and L2
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Ambiguity: Yes
Time span: 18/03/2019 12:09:30 - 18/03/2019 12:15:40
Duration: 6' 10"
CSJ
022 - 1471102_12202500
Reference: CSJ
022
Rover: 1471102_12202500
Receiver type / S/N: GX1230GG /
470468
GX1230GG / 470147
Antenna type / S/N: AX1202 GG
Tripod / -
AX1202 GG Pole / -
Antenna height: 1.2650 m
Reference coordinates:
Easting: 517208.2800 m
Northing: 1343057.8400 m
Ortho. Hgt: 409.5379 m
Manually occupied points: 1
Moving points: 4
Time span: 18/03/2019 12:20:25 - 18/03/2019 12:28:20
Duration: 7' 55"
DOPs (min-max): GDOP: 2.3 - 3.1
PDOP: 2.0 - 2.7 HDOP: 1.0 - 1.4 VDOP: 1.7 - 2.2
Manually occupied points
JC 350
Coordinates:
Easting: 517291.5887 m
Northing: 1342463.9695 m
Ortho. Hgt: 409.7556 m
Antenna height: 2.0000 m
Solution type: Float
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Frequency: L1 and L2
Ambiguity: No
Time span: 18/03/2019 12:20:30 - 18/03/2019 12:28:05
Duration: 7' 35"
CSJ 022 - JC 349 Reference: CSJ 022 Rover: JC 549
Receiver type / S/N: GX1230GG / 470468 GX1230GG / 470147
Antenna type / S/N: AX1202 GG Tripod / - AX1202 GG Pole / -
Antenna height: 1.2650 m
Reference coordinates:
Easting: 517208.2800 m
Northing: 1343057.8400 m
Ortho. Hgt: 409.5379 m
Manually occupied points: 1
Moving points: 2
Time span: 18/03/2019 12:33:05 - 18/03/2019 12:37:25
Duration: 4' 20"
DOPs (min-max): GDOP: 2.8 - 3.7
PDOP: 2.4 - 3.1 HDOP: 1.2 - 1.5 VDOP: 2.1 - 2.7
Manually occupied points
JC 349
Coordinates:
Easting: 517689.4914 m
Northing: 1342715.9715 m
Ortho. Hgt: 407.0877 m
Antenna height: 2.0000 m
Solution type: Code (Nav)
Frequency: IonoFree (L3)
Ambiguity: No
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Time span: 21/03/2019 12:33:05 - 21/03/2019 12:37:15
Duration: 4' 10"
CSJ
022 - 1471102_12413000
Reference: CSJ
022
Rover: 1471102_12413000
Receiver type / S/N: GX1230GG /
470468
GX1230GG / 470147
Antenna type / S/N: AX1202 GG
Tripod / -
AX1202 GG Pole / -
Antenna height: 1.2650 m
Reference coordinates:
Easting: 517208.2800 m
Northing: 1343057.8400 m
Ortho. Hgt: 409.5379 m
Manually occupied points: 1
Moving points: 5
Time span: 18/03/2019 12:41:30 - 18/03/2019 12:44:45
Duration: 3' 15"
DOPs (min-max): GDOP: 2.9 - 3.0
PDOP: 2.5 - 2.5 HDOP: 1.3 - 1.3 VDOP: 2.2 - 2.2
Manually occupied points
JC 348
Coordinates:
Easting: 518176.1648 m
Northing: 1342819.7950 m
Ortho. Hgt: 409.5119 m
Antenna height: 2.0000 m
Solution type: Code (Nav)
Frequency: IonoFree (L3)
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Ambiguity: No
Time span: 18/03/2019 12:41:45 - 18/03/2019 152:44:35
Duration: 2' 50"
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Akpabio, E.M., (2007). Nigeria’s Water Law: How it is translated in Cross River
Basin. Int. J. Regulation Governance, 7: 157-184.
Alcamo, J., Floerke, M., and Maerker, M., (2007). Future long-term changes in
global water resources driven by socio-economic and climate changes,
Hydrological Science, 52, pp. 247-275.
Anderson, J.M and Mikhail, E. M. (1998). Surveying: Theory and practice seventh
Edition WCB MC Graw-Hill, Boston Burr Ridge.
Anderson, J.M. and Mikhail, E.M. (1998). Surveying: Theory and Practice. Seventh
Edition, WCB McGraw-Hill, Boston Burr Ridge.
Atkins International., (2006). Water Resources Management and Policy.
Commission of the European Communities, Nigeria Support to the Federal
Ministry of Water Resources. Atkins International, June 2016.
Bannister A. and Raymond S. (1983) Surveying Pitman. New York.
Dashe, J.D.J. (1987) Cadastral Surveying Practice in Nigeria. Kaduna, Nigeria.
Ejiobih, H. C. (2005). A Guide to UNDERSTANDING Professional Report Writing.
Jude-Evans Books & Publishers, Bida, Niger State. Nigeria.
Jan Van Sickle (2003) GPS for Land Surveyors 3rd edition, Wiley, New York, U.S.A.
Kaplan, E. (Ed) (1996) understanding GPS Principles and applications. Artech
House Publishers, Boston London.
Oliver J. G. (1978). Principles of Surveying. Van Nostrand Reinhold Company
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Oliver J.G. (1978) Principles Of Surveying. Van Nostrand Reinhold Company. NY.
USA
Ramsay J.P.W. (1997). Land Surveying Macdonald & Evans Limited, Plymouth
U.S.A.
Ramsay J.P.W. (1997). Land Surveying. Macdonald & Evans Limited, Plymouth
U.S.A.
Russell, C. B. and Roy M. (1995). Surveying Handbook 2nd Edition Springer, New
York, U.S.A.
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Silayo, E. H., (1997). Cadastral Surveying Practice in Tanzania, Dar es Salaam
University Press. Dar es Salaam