RD) ORDER CONTROL Abstract EXTENSION FOR …...ip 397 NIGHTINGALE PUBLICATIONS AND RESEARCH INTERNATIONAL ] ISSBN: 1839-2373 IJMSE Vol. 9, NO. 7] utoCAD 2007 software at a scale of

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NIGHTINGALE PUBLICATIONS AND RESEARCH INTERNATIONAL ]

ISSBN: 1839-2373

Vol. 9, NO. 7] IJMSE

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.

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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


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



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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 / -



Easting: 517208.2800 m

Northing: 1343057.8400 m



Moving points: 2

Time span: 18/03/2019 12:09:30 - 18/03/2019 12:15:50

Duration: 6' 20"


PDOP: 2.1 - 2.2 HDOP: 1.0 - 1.1 VDOP: 1.8 - 1.9


JC 351

Coordinates:

Easting: 516911.9994 m

Northing: 1342368.0863 m



Solution type: Phase: all fix


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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


470468

GX1230GG / 470147


Tripod / -

AX1202 GG Pole / -



Easting: 517208.2800 m

Northing: 1343057.8400 m



Moving points: 4

Time span: 18/03/2019 12:20:25 - 18/03/2019 12:28:20

Duration: 7' 55"


PDOP: 2.0 - 2.7 HDOP: 1.0 - 1.4 VDOP: 1.7 - 2.2


JC 350

Coordinates:

Easting: 517291.5887 m

Northing: 1342463.9695 m



Solution type: Float

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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 / -



Easting: 517208.2800 m

Northing: 1343057.8400 m



Moving points: 2

Time span: 18/03/2019 12:33:05 - 18/03/2019 12:37:25

Duration: 4' 20"


PDOP: 2.4 - 3.1 HDOP: 1.2 - 1.5 VDOP: 2.1 - 2.7


JC 349

Coordinates:

Easting: 517689.4914 m

Northing: 1342715.9715 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


470468

GX1230GG / 470147


Tripod / -

AX1202 GG Pole / -



Easting: 517208.2800 m

Northing: 1343057.8400 m



Moving points: 5

Time span: 18/03/2019 12:41:30 - 18/03/2019 12:44:45

Duration: 3' 15"


PDOP: 2.5 - 2.5 HDOP: 1.3 - 1.3 VDOP: 2.2 - 2.2


JC 348

Coordinates:

Easting: 518176.1648 m

Northing: 1342819.7950 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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