Upload
phamdung
View
320
Download
7
Embed Size (px)
Citation preview
A TECHNICAL REPORT ON THE
STUDENTS INDUSTRIAL WORK EXPERIENCE SCHEME (SIWES) CARRIED OUT IN
FULL
AT
GOOD VALUE GEOINFORMATION CONSULT.
NO 32, EDINBUR ROAD, OGUI NEWLAYOUT, ENUGU, NIGERIA.
PERIOD OF ATTACHMENT: IST APRIL TO 30th
SEPTEMBER, 2013.
BY
NWANKWO JEPHTHAH T.K
REG NO: 2009/167372
SUBMITTED TO:
THE
DEPARTMENT OF GEOINFORMATICS AND SURVEYING
FACULTY OF ENVIRONMENTAL STUDIES
UNIVERSITY OF NIGERIA ENUGU CAMPUS
IN PARTIAL FULFILMENT FOR THE AWARD
OF
BACHELOR OF SCIENCE (B.Sc.) DEGREE IN GEOINFORMATICS AND SURVEYING.
OCTOBER, 2013.
2
NWANKWO JEPHTHAH T.K 2009/167372
DEDICATION
I dedicate this report to the Almighty God whose presence was always with me during my IT period.
I also dedicate it to my Ever Caring Mother, Mrs. Mary Nwankwo.
3
NWANKWO JEPHTHAH T.K 2009/167372
ACKNOWLEDGEMENT
I give in-depth gratitude to God for protecting me throughout the rough times in the field. He never allowed evil to
befall me.
I also thank my parents Elder and Mrs. John Nwankwo, who always encourage and support me. Mummy and daddy,
you are the best I ever have: I love you all.
I sincerely thank the Lecturers of Geoinformatics and Surveying UNEC, especially Dr. V.N Uzodinma, Nwosu K.I
and Chiamaka Ibe for training me during my SIWES period. The connections, advice and field experiences I
received from you will appreciate you all in due time.
Finally I thank my own oga, Surv. Domnic C. Nwankwo, the director of Good Value Geoinformation Consult, for
personally training me in practical surveying. I truly appreciate the computation, instrumentation and field
procedures you taught me. I also thank the Staff of the Company, Anty Patty, Mrs. Stella , Ndidi, CJ, Uchenna, Edu,
Theophilus and Romanus. You all were like mother and siblings to me. I say kudos to all the pupil surveyors like
Obi Mmachie that trained me during the course of my SIWES program.
4
NWANKWO JEPHTHAH T.K 2009/167372
ABSTRACT
This Technical Report contains seven chapters. Each chapter contains a particular project carried out during my six
months SIWES (Students’ Industrial Work Experience) program at Good Value Geoinformation Consult, No 32
Edinbur Ogui Newlayout Enugu. As an IT student, I participated fully in each of the projects among others.
Chapter one contains a landed property Survey which we did for Rev. Christopher Anoke on his land at Nchatancha
Nike Enugu East L.G.A of Enugu state. The aim of the project was to carry out a landed property survey including
burying of beacons round the boundary for Rev. Christopher Anoke for the purpose of Registration and Grant of
Ownership. We did the survey on 5th
July 2013 under a very bright weather condition with Kern A1-K Theodolite
instrument and Etrex Handheld GPS. The land covered an area of 563.062 sq.meters and Autodesk land desktop was
used for the drafting and printing of the plan.
Chapter two is a detailed field report on a road preliminary survey carried out for the dualization of abakaliki
Enugu road from 60km to 66km. The aim of the project was to carry out preliminary survey in order to produce,
longitudinal profile, cross section and details plan which will be used for the design of the dual lane. Ashtech
Differential Global Positioning System was used to carry out the survey. The project lasted for one week. It started
on 6th
and ended on 12th
July 2013.
Chapter three reports on a Building Setting Out Survey of a proposed laboratory building for Ebonyi State College
of Education Ikwo, in Ikwo L.G.A, Eboyi State. The aim of the survey was to set-out the external columns of the
building on the ground in order to commence the profile proper. It was done on 26th
September 2013 under a bright
weather condition. We used South Total Station Instrument to execute the project. Ray method was used in the
setting out.
Chapter four contains field report on topographic survey, for Engr. Hillary Odoh at his building Site in Owerri Ani
Street, Independence Layout, Enugu south L.G.A, Enugu State. The aim of the project is to carry out survey in order
to generate perimeter plan and contour plan for the purpose of planning, setting out and leveling of the building area.
5
NWANKWO JEPHTHAH T.K 2009/167372
The instruments used were South Total Station and Ashtech DGPS. We casted four benchmarks and used the DGPS
to determine their datum parameters. We set total station on BM1 cued in the coordinates of the benchmarks, tested
them for accuracy before we started the survey proper. We used total station to pick the perimeter and grid points
because the weather was dull as such gave our DGPS poor reception. The survey started on 24th
to 28th
July 2013
under a humid cloudy weather condition. The perimeter covers about 2.475 hectares drafted with AutoCAD 2007
software while the contour was generated with surfer 9 software.
Chapter five is a field report on Ufuma Market Boundary Pillar Re-establishment which we did at Ufuma in
Orumba North L.G.A of Anambra State. The aim of the survey was to re-establish demolished boundary beacons.
The survey was done on Saturday 6th
April 2013 at a bright weather condition with kern A1-K Theodolite
instrument. The original plan was used and the survey was done in anti-clockwise direction.
Chapter six contains a report on Obodoma Layout Survey Project at Ugwuaji Enugu south L.G.A of Enugu State.
The aim of the survey was to parcellate plots of land for the purpose of housing and development. The layout covers
about 114.821 hectares with 1516 plots. The instruments used were Hi-Target Total Station Instrument. The survey
started 1st July 2012 and is still in progress till date.
And finally, chapter seven is for general comments, recommendations and conclusion.
6
NWANKWO JEPHTHAH T.K 2009/167372
TABLE OF CONTENT
DEDICATION - - - - - - - - - i
ACKNOWLEDGMENT - - - - - - - - ii
ABSTRACT - - - - - - - - - iii
TABLE OF CONTENT - - - - - - - - v
COMPANY’S ORGANOGRAM - - - - - - - xii
INTRODUCTION - - - - - - - - 1
CHAPTER ONE
PROPERTY SURVEY FOR REV. CHRISTOPHER ANOKE AT NCHATANCHA, NIKE, ENUGU STATE
1.1.0 Introduction - - - - - - - - - 2
1.2.0 AIM OF THE PROJECT - - - - - - - 2
1.3.0 LOCATION OF THE LAND - - - - - - 3
1.4.0 CLIENT - - - - - - - - - 3
1.5.0 DATE, TIME AND WEATHER CONDITION - - - - - 3
1.6.0 SIZE OF THE SURVEY - - - - - - - 3
1.7.0 CATEGORY OF THE SURVEY - - - - - - 3
1.8.0 ORDER OF THE SURVEY - - - - - - 3
1.9.0 PLANNING AND MOBILIZATION - - - - - - 3
1.10.0 PLANNING - - - - - - - 3
1.10.1 RECONNAISSANCE - - - - - - - 3
1.10.2 INSTRUMENT TEST - - - `- - - - 4
1.10.3 STEEL TAPE CALIBRATION - - - - - - 4
1.10.4 IN-SITU CHECK - - - - - - - - 4
1.11.0 MOBILIZATION - - - - - - - - 6
1.11.1 PERSONNEL, INSTRUMENTATION AND MATERIALS USED - - 6
1.11.2 PERSONNEL - - - - - - - 6
1.11.3 INSTRUMENTATION - - - - - - - 6
1.11.4 MATERIALS USED - - - - - - 6
1.12.0 DATA ACQUISITION / METHODOLOGY - - - - - 7
1.12.1 TRAVERSING - - - - - - - - 7
1.13.0 MONUMENTATION - - - - - - - 8
1.14.0 DATA PROCESSING - - - - - - - 8
1.14.1 TRAVERSE COMPUTATION - - - - - - 8
7
NWANKWO JEPHTHAH T.K 2009/167372
1.14.2 ANGULAR REDUCTION/ADJUSTMENT - - - - - 9
1.14.3 FIELD BOOK / ANGULAR REDUCTION TABLE - - - 10
1.14.4 COMPUTATION SHEET - - - - - - 11
1.14.5 AREA COMPUTATION USING BACK COMPUTATION AND DOUBLE LATITUDE METHOD
1.14.6 BACK COMPUATION TABLE - - - - - - 12
1.14.7 AREA BY DOUBLE LATITUDE METHOD - - - - - 12
1.14.8 GEODETIC PARAMETERS - - - - - - 12
1.15.1 SOFTWARE - - `- - - - - - 12
1.15.0 PRESENTATION - - - - - - - 12
1.15.2 Cloth / blue copy plan - - - - - - - 13
1.15.3 Client copy plan - - - - - - - 14
1.16.0 PROBLEMS ENCOUNTERED - - - - - 14
1.17.0 ACCURACY - - - - - - - - 15
1.18.0 CONCLUSION - - - - - - - - 15
CHAPTER TWO
ROAD PRELIMINARY SURVEY FOR THE DUALIZATION OF A SECTION OF ABAKALIKI ENUGU ROAD FROM KM60-
KM66, ABAKALIKI, EBONYI STATE
2.0.0 INTRODUCTION - - - - - - - 16
2.1.0 TITLE - - - - - - - - - 16
2.2.0 LOCATION - - - - - - - - 16
2.3.0 CLIENT - - - - - - - - 17
2.4.0 CONSULTANT - - - - - - - - 17
2.5.0 SIZE - - - - - - - - - 17
2.6.0 DATE/WEATHER CONDITION - - - - - - 17
2.7.0 ORDER OF SURVEY - - - - - - - 17
2.8.0 CLASSIFICATION OF THE SURVEY - - - - - 17
2.9.0 AIM OF THE PRELIMINARY SURVEY - - - - - 17
2.10.0. PLANNING AND MOBILIZATION - - - - - 18
8
NWANKWO JEPHTHAH T.K 2009/167372
2.11.0 PLANNING - - - - - - - - 18
2.11.1 RECONNAISSANCE - - - - - - - 18
2.12.0 MOBILIZATION - - - - - - - - 18
2.12.1 PERSONNEL, INSTRUMENTATION AND MATERIALS USED - - 18
2.12.2 PERSONNEL - - - - - - - - 18
2.12.3 INSTRUMENTATION - - - - - - - 19
2.12.4 MATERIALS USED - - - - - - - 19
2.13.0 METHODOLOGY - - - - - - - 20
2.13.1 ROAD SURVEY PROCEDURE - - - - - - 20
2.13.2 RUNNING OF CHAINAGES - - - - - - 20
2.13.4 ESTABLISHMENT OF CONTROLS/BENCHMARKS - - - 21
2.14.0 CUTTING OF LINES - - - - - - - 22
2.15.0 DATA ACQUISITION - - - - - - - 23
2.15.1 PROFILE - - - - - - - - 24
2.15.2 CROSS SECTION - - - - - - - 24
2.15.3 DETAILLING - - - - - - - - 25
2.16.0 BRIDGE/RIVER SURVEY - - - - - - 25
2.16.1 SHAPE OF THE RIVER - - - - - - 25
2.16.2 DEPTH OF THE RIVER - - - - - - 25
2.16.3 RIVER AVERAGE WATER LEVEL - - - - - 26
2.16.4 DIRECTION OF FLOW - - - - - - - 26
2.17.0 DATA PROCESSING AND PRESENTATION - - - - 26
2.18.0 DATA PROCESSING - - - - - - - 26
2.19.0 PRESENTATION - - - - - - - - 26
2.19.1 THE LONGITUDINAL PROFILE PLAN - - - - - 27
2.19.2 CROSS SECTION PLAN - - - - - - 28
2.20.0 ACCURACY - - - - - - - - 29
2.21.0 PROBLEMS ENCOUNTERED - - - - - - 29
9
NWANKWO JEPHTHAH T.K 2009/167372
2.22.0 CONCLUSION - - - - - - - - 29
CHAPTER FOUR
BUILDING SETTING OUT SURVEY FOR COLLEGE OF EDUCATION IKWO PROPOSED LABORATORY BUILDING,
IKWO EBONYI STATE
3.0.0 INTRODUCTION - - - - - - - 30
3.1.0 AIM OF THE SURVEY - - - - - - - 30
3.2.0 LOCATION OF THE SURVEY - - - - - - 30
3.3.0 DATE DURATION AND WEATHER CONDITION - - - - 30
3.4.0 SIZE OF THE SURVEY - - - - - - - 30
3.5.0 ORDER OF SURVEY - - - - - - - 30
3.6.0 CLASSIFICATION OF SURVEY - - - - - - 30
3.7.0 PLANNING AND MOBILIZATION - - - - - 31
3.8.0 PLANNING - - - - - - - - 31
3.8.1 RECONNAISSANCE - - - - - - - 31
3.8.2 BUILDING PLAN GEOREFERENCING - - - - - 31
3.8.3 GEOREFERENCED SITE PLAN - - - - - - 31
3.8.4 SCALLING OUT THE RAYED POINTS ANGLES AND DISTANCES - 32
3.8.5 RAYED COLUMN POINTS - - - - - - 32
3.8.6 RAYED LINES DIMENSION - - - - - - 33
3.9.0 MOBILIZATION - - - - - - - 33
3.10.0 PERSONNEL, INSTRUMENTATION AND MATERIALS USED - - 33
3.10.1 PERSONNEL - - - - - - - - 33
3.10.2 INSTRUMENATION - - - - - - - 33
3.10.3 MATERIALS USED - - - - - - - 33
3.11.0 METHODOLOGY - - - - - - - 34
3.11.1 BUILDING SETTING OUT FIELD PROCEDURE - - - - 34
3.12.0 ACCURACY CHECK - - - - - - - 34
3.13.0 PROBLEMS ENCOUNTERED - - - - - - 34
3.14.0 CONCLUSION - - - - - - - - 34
CHAPTER FIVE
10
NWANKWO JEPHTHAH T.K 2009/167372
TOPOGRAPHIC/CONTOUR SURVEY FOR ENG. HILLARY BUILDING SITE AT INDEPENDENCE LAYOUT, ENUGU
4.0.0 INTRODUCTION - - - - - - - 35
4.1.0 AIM OF THE SURVEY - - - - - - - 35
4.2.0 LOCATION OF THE SURVEY - - - - - - 35
4.3.0 CLIENT - - - - - - - - 35
4.4.0 DATE, TIME AND WEATHER CONDITION - - - - 35
4.5.0 ORDER OF SURVEY - - - - - - - 35
4.6.0 CLASSIFICATION OF SURVEY - - - - - - 35
4.7.0 PLANNING AND MOBILIZATION - - - - - 36
4.8.0 PLANNING - - - - - - - - 36
4.8.1 RECONNAISSANCE - - - - - - - 36
4.8.2 CASTING OF BENCHMARKS - - - - - - 36
4.8.3 FIXING OF PERIMETER PEGS - - - - - - 37
4.8.4 FIXING OF GRID PEGS - - - - - - - 37
4.9.0 MOBILIZATION - - - - - - - 37
4.10.0 PERSONNEL, INSTRUMENTATION AND MATERIALS USED - - 37
4.10.1 PERSONNEL - - - - - - - - 37
4.10.2 INSTRUMENTATION - - - - - - - 37
4.10.3 MATERIALS USED - - - - - - - 38
4.11.0 DATA ACQUISITION - - - - - - - 38
5.11.1 DETERMINATION OF THE BENCHMARK 3D COORDINATES - - 38
4.11.2 BENCHMARK COORDINATES - - - - - - 38
4.11.3 PERIMETER/BOUNDARY SURVEY - - - - - 39
4.11.4 TOPO PERIMETER DATA - - `- - - - 39
4.11.5 GRID POINTS DATA ACQUISITION - - - - - 40
4.11.6 GRID POINTS DATA - - - - - - - 41
4.12.0 DATA PROCESSING AND PRESENTATION - - - - 44
4.13.0 DATA PROCESSING - - - - - - - 44
4.13.1 Gridding Report - - - 44
4.14.0 PRESENTATION - - - - - - - 46
11
NWANKWO JEPHTHAH T.K 2009/167372
4.14.1 Perimeter plan - - - - - - - - 46
4.14.2 Contour plan - - - - - - - - 47
4.14.3 3D WIREFRAME MAP OF THE LAND - - - - - - 48
4.15.0 PROBLEMS ENCOUNTERED - - - - - - 48
4.16.0 CONCLUSION - - - - - - - 48
CHAPTER FIVE
AFOR UFUMA MARKET BOUNDARY PILLAR RE-ESTABLISHMENT SURVEY
5.0.0 INTRODUCTION - - - - - - - 49
5.1.0 AIM OF THE SURVEY - - - - - - - 49
5.2.0 LOCATION OF THE SURVEY - - - - - - 49
5.3.0 CLIENT - - - - - - - - 50
5.4.0 DATE, TIME AND WEATHER CONDITION - - - - 50
5.4.0 ORDER OF SURVEY - - - - - - - 50
5.5.0 CLASSIFICATION OF SURVEY - - - - - 50
5.6.0 PLANNING AND MOBILIZATION - - - - - 50
5.7.0 PLANNING - - - - - - - - 50
5.7.1 RECONNAISSANCE SURVEY - - - - - - 50
5.7.2 INSTRUMENT TEST - - - - - - - 50
5.7.3 STEEL TAPE CALIBRATION - - - - - - 51
5.8.0 MOBILIZATION - - - - - - - 51
5.9.0 PERSONNEL, INSTRUMENTATION AND MATERIALS USED - - 51
5.9.1 PERSONNEL - - - - - - - - 51
5.9.2 INSTRUMENTATION - - - - - - - 52
5.9.3 MATERIALS USED - - - - - - - 52
5.10.0 OLD SUREY PLAN - - - - - - - 53
5.11.0 METHODOLOGY / FIELD OPERATIONS - - - - 54
12
NWANKWO JEPHTHAH T.K 2009/167372
5.12.0 PROBLEMS ENCOUNTERED - - - - - - 55
5.13.0 CONCLUSION - - - - - - - 55
CHAPTER SIX
REPORT ON OBODOMA LAYOUT SURVEY
6.1.0 INTRODUCTION - - - - `- - 56
AIM OF THE LAYOUT SURVEY - - - - - - 56
6.2.0 LOCATION OF THE LAYOUT - - - - - - 56
6.3.0 SIZE OF THE LAYOUT - - - - - - - 56
6.4.0 CLIENT - - - - - - - - 57
6.5.0 DATE AND DURATION - - - - - - 57
6.6.0 ORDER OF SURVER - - - - - - - 57
6.7.0 CLASSIFICATION OF THE SURVEY - - - - - 57
6.8.0 PLANNING AND MOBILIZATION - - - - - 57
6.9.0 PLANNING - - - - - - - - 57
6.9.1 RECONNAISSANCE - - - - - - - 57
6.9.2 STEEL TAPE CALIBRATION - - - - - - 57
6.9.3 INSTRUMENT CHECK - - - - - - 58
6.9.4 IN-SITU CHECK - - - - - - - 59
6.10.0 MOBILIZATION - - - - - - - 59
6.11.0 PERSONNEL, INSTRUMENTATION AND MATERIALS USED - - 59
6.11.1 PERSONNEL - - - - - - - - 59
6.11.2 INSTRUMENTATION - - - - - - - 59
6.11.3 MATERIALS USED - - - - - - - 60
6.12.0 METHODOLOGY / LAYOUT SURVEY PROCEDURE - - - 60
6.13.0 TRAVERSING - - - - - - - - 60
6.13.1 PERIMETER SURVEY - - - - - - - 60
6.13.2 BLOCK TRAVERSING - - - - - - 60
6.13.3 BLOCK PLAN - - - - - - - - 61
6.13.4 PARCELATION - - - - - - - 61
13
NWANKWO JEPHTHAH T.K 2009/167372
6.13.5 BURRYING OF BEACONS / MONUMENTATION - - - 62
6.13.6 BULDOZING OF LAYOUT ROADS - - - - - 63
6.13.7 WRITING OF LAYOUT BEACON NUMBERS - - - - 63
6.13.8 PLAN LIFTING - - - - - - - 64
6.14.0 OBODOMA LAYOUT PLAN - - - - - - 64
6.16.0 PROBLEMS ENCOUNTERED - - - - - - 65
6.17.0 CONCLUSION - - - - - - - 65
CHAPTER SEVEN
GENERAL COMMENT, RECOMMENDATION AND CONCLUSION
7.1.0 GENERAL COMMENT - - - - - 66
7.2.0 RECOMMENDATION - - - - - - - 66
7.3.0 CONCLUSION - - - - - - - - 66
14
NWANKWO JEPHTHAH T.K 2009/167372
COMPANY’S ORGANOGRAM
GOOD VALUE GEOINFORMATION CONSULT
INTRO
MANAGING DIRECTOR
SURV. DOM C NWANKWO
RECEPTIONIST/ACCOUNTANT
Mrs. Stella Okafor
SECRETARY
Mrs. Patty Okonkwo
DRAUGHTMAN/CAD
OPERATOR
Ezeagu Chijioke
FOREMAN / PUPIL SURVEYOR
Omeje Uchenna Victor
FIELD
WORKERS/SURVEYORS
DRIVER
Chinedu okorie
IT STUDENTS
15
NWANKWO JEPHTHAH T.K 2009/167372
INTRODUCTION
Students Industrial Work Experience Scheme (SIWES) is a curricular provision of the University of Nigeria, where
students of most technology-based courses are given the privilege to work with a company, industry, firm, or
Ministry, that is related to their professions, in order to get acquainted with the Methodology, Instrumentation,
Procedures, and mode of Processing acquired data and also to get them prepared for the life after School.
It has always been my dream to develop practically in field surveys, methodology and instrumentation. I saw this
dream come true in this six months industrial training. I participated fully in property survey, pillar re-establishment
survey, layout surveys, topographic survey, building setting out survey and road survey. I practically learnt how to
use theodolite, handheld GPS, Total Stations, and Differential GPS. I learnt and used the following softwares:
AutoCad, Autodesk Land Desktop, ArcGis, Surfer 9, ILWIS, and Transfo. I now do survey computation of all types
and personally plot Plan, process, acquire beacon numbers and register land in Ministry of Land.
All these broad acquisitions were achieved under Good Value Geoinformation Consult, 32 Edinbur Ogui
Newlayout Enugu, where I did my six months SIWES attachment. The company is a private surveying firm
registered with SURCON and Corporate Affairs Commission since 2012. Good Value Geoinformation Consult is
specialized in handling projects/consultancy services such as Land Development (Layout Survey), Property Survey,
Engineering Surveys, Route Survey, Dredging, Erosion Surveys, GIS/Mapping surveys and training/pupilage of
graduate surveyors.
This report is on some of the major projects we did during my six months SIWES Attachment with the Company.
However I was allowed to work with some of the company’s pupil surveyors so as to gather wide range of
experience in the different areas of surveying.
16
NWANKWO JEPHTHAH T.K 2009/167372
CHAPTER ONE
PROPERTY SURVEY FOR REV. CHRISTOPHER ANOKE AT NCHATANCHA, NIKE, ENUGU STATE
1.1.0 INTRODUCTION
Property survey involves the spatial determination of the boundaries of a particular area of land by traversing with
survey instruments (compass, theodolite, total station, handheld GPS, or DGPS), establishing monuments (beacons),
producing the plan of the land and its registration for the Client’s acquisition of Certificate of Occupancy (C of O).
Property survey must be executed on the land before the owner can have legal right of ownership. Owners of a land
are diverse. A land can be owned by a single individual, a family, an organization, a community and/or the
government. It is acquired by inheritance or purchase.
Generally before a permanent development and/or purchase are made on the land, a property/cadastral/land survey
must be carried out on it by a land Surveyor. The reasons are to legally register the land to the ministry of land
(evidence of legal property right), to determine the area of the land for the purpose of planning, development and to
prevent intruders (monumented beacons round the land boundary).
It is this kind of Survey that we did for Rev. Christopher Anoke for his purchased Land in Nchatancha Nike, Enugu
North Local Government Area of Enugu State. The land is only one Plot which he purchased from an inherited
indigene of Nchatancha. The survey was done according to Enugu State SURCON specification in which a plot’s
dimension is 60 x 100 in feet or 18.3 x 30.5 in meters and a minimum area of 558 square meters. We used 18.3m
x 30.50m dimension.
1.2.0 AIM OF THE PROJECT
To carry out land Survey in order to:
To run a loop traverse round the particular land.
Establish Beacons on the corners of the land.
17
NWANKWO JEPHTHAH T.K 2009/167372
Produce the survey plan of the survey.
Register the land to the ministry of land and housing.
Process for the acquisition of Title Deed (Certificate of Ownership)
1.3.0 LOCATION OF THE LAND
The land is located along Nchatanta main road in Nchatancha Nike, Enugu East Local Govt. Area Enugu State
1.4.0 CLIENT
The client is Rev. Christopher Anoke.
1.5.0 DATE, TIME AND WEATHER CONDITION
The survey was done on 5th
of July 2013. It started by 10pm and ended by 2pm and the weather was bright and
clement.
1.6.0 SIZE OF THE SURVEY
The land is only a plot covering an Enugu SURCON stipulated area of 558sq.meters.
1.7.0 CATEGORY OF THE SURVEY: the survey is categorized under Cadastral Survey.
1.8.0 ORDER OF THE SURVEY: It is a third order survey.
1.9.0 PLANNING AND MOBILIZATION
1.10.0 PLANNING
1.10.1 RECONNAISSANCE
Prior to the day of the survey, the client Rev Christopher took us to the land. We walked round the area and fixed
signal plant on the boundaries. We then moved round looking for connection beacons and fortunately we found four
18
NWANKWO JEPHTHAH T.K 2009/167372
established beacons of which we chose two and extra one beacon for in-situ check with beacon numbers of
SC/ENW3878P, SC/ENW3879P and SC/EN3880.
1.10.2 INSTRUMENT TEST
The Theodolite had to be checked to confirm its suitability and accuracy. The theodolite (Kern A1-K), which was
used underwent the three-points (three peg test) observation method of checking. The instrument was set at a point
(Z) and three distant Ranging Poles were sighted to, and a reading was taken sighting to A, and then to B; a reading
was also taken sighting to B first and then to C; the last reading was taken sighting A, to C, directly; the angles were
reduced and we had the following results:
A B
Z
C
Angle A-B=85° 13ʹ 35ʺ
B-C= 89° 44ʹ 25ʺ
A-C = 174° 57ʹ 59ʺ
A-B 85° 13ʹ 35ʺ
+ B-C 89° 44ʹ 25ʺ
(A-B) + (B-C) 174°58ʹ 00ʺ
- (A-C) 174°57ʹ 59ʺ
000° 00ʹ 01ʺ
This is a difference of one second, (01ʺ); the same check was carried out on face right and we had consistent results.
19
NWANKWO JEPHTHAH T.K 2009/167372
1.10.3 STEEL TAPE CALIBRATION
The fifty metre (50m.) steel tape used was calibrated in front of the office under normal temperature and pressure,
and the error was +0.002. This was always applied in the field especially where a long line was measured. A
permanent two fixed points of known length was used for the calibration.
1.10.4 IN-SITU CHECK
By in-situ check, I mean the process of investigating whether the beacons are still in place or tampered with. We
made use of the angles and distances computed from the connection co-ordinates supplied to us, to check whether
they agree with our angular measurements and the distances we measured on the ground. We used three beacons and
they include SC/ENW3878P, SC/ENW3879P and SC/EN3880P.
This check was carried out before we started the survey and the summary of the in-situ check is given below:
We set over SC/ENW3878P and back-sighted SC/ENW3879P and turned 162° 38ʹ 15ʺ to hit SC/EN 3880P. The
next setting was over SC/EN 3879P back-sighted to SC/EN3880P and turned to SC/EN3878, we measured an angle
of 186° 16ʹ 20ʺ.This was done setting over SC/EN3880P and had the angle as 264° 43ʹ 41ʺ. This differs from the
angle calculated from the plan bearings and distances, we went on with our measured value. The results are shown
thus:
SC/EN3879P to SC/EN3880P…… Measured: 162° 38ʹ 15ʺ
Calculated: 162° 38ʹ 11ʺ
Difference: 000° 00ʹ 04ʺ
SC/EN3880P to SC/EN3878P……Measured: 186° 16ʹ 20ʺ
Calculated: 186° 16ʹ 13ʺ
Difference: 000° 00ʹ 07ʺ
SC/EN3878P to SC/EN3879P…… Measured: 51° 39ʹ 20ʺ
Calculated: 51° 39ʹ 22ʺ
Difference: 000° 00ʹ 02ʺ
20
NWANKWO JEPHTHAH T.K 2009/167372
1.11.0 MOBILIZATION
1.11.1 PERSONNEL, INSTRUMENTATION AND MATERIALS USED
1.11.2 PERSONNEL
The survey party consisted of the following:
Surv. Dom C. Nwankwo Supervisor
Omeje Uchenna Victor Pupil Surveyor
Okorie Theophilus Survey Assistant
Nwankwo Jephthah T.K Survey Assistant/IT Student
Nwokoro Chinedu Driver/Labourer
1.11.3 INSTRUMENTATION
The equipments we used to carry out the field work include:
Kern A1-K theodolite with its Tripod
50m steel tape
Six Ranging Poles
Etrex Garmin Handheld GPS
1.11.4 MATERIALS USED
Four Beacons
Two Shovels
Two Crowbars
A Harmer
Wooden pegs
21
NWANKWO JEPHTHAH T.K 2009/167372
1.12.0 DATA ACQUISITION / METHODOLOGY
1.12.1 TRAVERSING
A traverse survey is one in which the framework consists of series of connected lines whose distances and bearings
are determined by measurement. A traverse can either be closed or open. Traversing is a major aspect of this work
and which we observed. We ran a loop traverse.
Typically, the field method involves the sequential clockwise surveying from known (connection) points to
unknown (boundary) points and close back to a starting known (connection) point thereby forming a loop traverse.
Cutting of lines, chaining and burying of beacons at the newly established points and finally writing beacon
numbers on the buried beacons.
Below is the detailed description of the field work.
We set instrument on connection beacon SC/ENW3879P, back-sighted and zero on SC/ENW3878P,
foresighted at P1 and clamped. We cut the line, measured the distance, buried its beacon, retook the
distance and the face left and face right readings were observed and all recorded in the field book.
We set instrument on Beacon 1 back-sighted and zero on SC/EN3879P, foresighted on P2 and clamped.
We cut the line, measured the distance, buried its beacon, the face left and face right readings were
observed, retook the distance and all recorded in the field book.
We set instrument on Beacon2, back- sighted and zero on beacon1, foresighted on P3 and clamped. We
cut the line, measured the distance, buried its beacon, retook the distance and the face left and face right
readings were observed, and all recorded in the field book.
We set instrument on Beacon3, back-sighted and zero on Beacon2, foresighted on poin4 and clamped.
We cut the line, measured the distance, buried its beacon, retook the distance and the face left and face
right readings were observed and all recorded in the field book.
22
NWANKWO JEPHTHAH T.K 2009/167372
We set instrument on Beacon4, back-sighted and zero on Beacon3, foresighted on SC/ENW3879P and
clamped. We cut the line, measured the distance, and the face left and face right readings were
observed, and all recorded in the field book.
Then finally we set on SC/ENW3879P, back-sighted and zero on beacon4, foresighted on
SC/ENW3878P, measured the distance, the face left and face right readings were observed, and all
recorded in the field book.
1.13.0 MONUMENTATION
Beacons served as monuments in this project. We buried the beacons during traversing. There are two types of
beacons: government beacons and property/layout beacons. We used property beacons in this project.
The beacons consist of a mixture of cement, sand, and gravel, in the ratio of 1: 8:10 respectively with water. It
consists of 40mm nail, punched in the centre of its top. It is molded firmly into the beacon to form the point to be
bisected during traversing. The dimension of the beacon is as follows.
Length of cross section = 18cm.
Width of cross section = 18cm.
Height of the beacon = 75cm.
The beacons are buried in clockwise direction and for utmost accuracy; they are aligned with the instrument. They
are positioned to face the next beacon in clockwise direction according to the shape of the block. Finally the beacons
are buried in such a way that the ratio of ¾ (50cm) is buried on the ground while ¼ (25cm) is made to project
above the ground. Similarly beacon numbers are written with well mixed mortar carved on the beacon. The numbers
are written in such a way that they face the direction of the next beacon according to the clockwise direction (shape)
of the land.
23
NWANKWO JEPHTHAH T.K 2009/167372
1.14.0 DATA PROCESSING
1.14.1 TRAVERSE COMPUTATION
In property survey, data processing involves, angular reduction, traverse computation, drafting and printing of the
plan. Below is the detailed description of data processing of the survey.
1.14.2 ANGULAR REDUCTION/ADJUSTMENT
Angular reduction involves adjusting the angles into reduced angle, mean angle and adjusted angle.
Reduced angle is done for the face right angle - reducing it to be close to the face left angle. The formula is
FR Angle - BS Angle (if FR angle >180d) or FR Angle + 360d – BS Angle (if FR Angle <180d)….. Where FR is
Face Right and BS is Back-Sight.
Mean Angle is gotten by adding FL and FR reduced angle and divide it by 2. The formula is (FL + FR)/2
The principle behind adjusted Angle is the Area of Polygon size formula.
(2n+4)90d………. where n is the number of instrument points.
From our survey n=5……… (2(5) +4)90d = 1260d 00’00’’
When you add all the mean angles it ought to give this value but due to errors in survey it doesn’t give the exact
value. It can either be slightly over or below the value. This is what is called MISCLOSURE.
From our survey, mean angle=65 07 58+204 18 15+269 57 45+270 21 15+259 03 15+191 07 40 = 1259d 56’ 08’’
MISCLOSURE= 1260 00 00 – 1259 56 08 = 00 03 52.
There are two formulas for adjusting misclosure. They are
1. M/N +or – PA
Where M= Misclosure, n= Number of points angles and PA =individual Point Angles.
2. M/TMA X PA (+ or -) PA
where M=Misclosure, TMA= Total (sum of ) Mean Angles and PA= Individual Point Angles.
You add PA if the total mean angle is less than polygon angle or subtract if it’s more than polygon angle.
Our company uses method two and thus: 00 00 52/ 1259 56 08 = 5.114900057 x10^-0.5.
We multiplied this value to each of the angle and added it to the multiplied angle to get the adjusted angle of that
particular point angle.
The new angles are called adjusted angle and that is what is used in computation.
Below is the angular reduction/adjustment table
24
NWANKWO JEPHTHAH T.K 2009/167372
1.14.3 FIELD BOOK / ANGULAR REDUCTION TABLE
TRAVERSE FIELD BOOK
STATION
AT
STATION
TO
BACK BEARING
OBSERVED ANGLE
FORWARD BEARING
REDUCED
ANGLE
MEAN
ANGLE
ADJUSTED
ANGLE
DISTANCE
REMARK
SC/EN
W3879P
W3878P 00 00 00
P1 65 08 00 65 08 00
P1 245 06 36 65 07 58
W3878P 179 58 40 65 07 56 65 08 10 5.780
P1
W3879P 00 00 00
P2 204 17 30 204 17 30
P2 24 17 00 204 18 15
W3879P 179 58 00 204 19 00 204 18 53 18.460
P2
P1 00 00 00
P3 269 57 20 269 57 20
P3 89 56 20 269 57 45
W3879P 179 58 10 269 58 10 269 58 34 30.530
P3
P2 00 00 00
P4 270 20 20 270 20 20
P4 90 19 20
P2 179 57 10 270 22 10 270 21 15 270 22 05 18.485
P4
P3 00 00 00
W3879P 259 03 05 259 03 05
W3879P 79 02 05
P3 179 58 40 259 03 25 259 03 15 259 04 03 28.540
SC/EN
P4 00 00 00
W3878P 191 07 35 191 07 35
25
NWANKWO JEPHTHAH T.K 2009/167372
W3879P W3878P 11 06 10
P4 179 58 25 191 07 45 191 07 40 191 08 15 18.381
TOTAL 125 56 08 126 0 00 00
(2(5)+4)90 1260 00 00
MISCLOSURE 00 03 52
1.14.4 COMPUTATION SHEET
COMPUTATION SHEET
FROM BACK BEARING
OBSERVED
ANGLE
FORWARD
BEARING
CORRECTED
BEARING
DISTANCE N+ N- ARI
TH
SU
M
E+ E- ARIT
H
SUM
NORTHING
N(m)
EASTING
E(m)
TO
713774.822 346229.293 W3878P
713786.225 346243.709 W3879P
W3879P
231 39 22 713788.830 346238.550
65 08 10 +0.00009 +0.0010
296 47 32 296 47 32 5.780 2.605 3 5.159 5 713788.830 346238.551 P1
P1
116 713822.377 346226.960
204 18 53 +0.0002 +0.003
321 06 25 321 06 25 18.460 14.368 17 11.590 17 713803.198 346226.963 P2
P2
141 713822.377 346250.714
269 58 34 +0.0005 +0.008
51 04 59 51 04 59 30.530 19.179 36 23.754 41 713822.378 346250.722 P3
P3
231 713807.920 346262.234
270 22 05 +0.0006 +0.010
141 27 04 141 27 04 18.485 14.457 50 11.520 53 713807.921 346262.244 P4
P4
321 713786.224 346243.695
259 04 03 +0.0008 +0.014
220 31 07 220 31 07 28.540 21.696 72 18.542 72 713786.225 346243.709 W3879P
W3879P
40 713774.821 346229.276
191 08 15 +0.001 +0.017
231 39 22 231 39 22 18.381 11.403 83 14.416 86 713774.822 346229.293 W3878P
26
NWANKWO JEPHTHAH T.K 2009/167372
1.14.5 AREA COMPUTATION USING BACK COMPUTATION AND DOUBLE LATITUDE METHOD
1.14.6 BACK COMPUATION TABLE
1.14.7 AREA BY DOUBLE LATITUDE METHOD
COMPUTED
LATITUDE
DEPARTURE CL X DEPATURE AREA
14.368 -11.588 -166.496
47.916 23.759 1138.436
52.639 11.522 606.507
19.091 -23.693 452.323
1126.12412 /2 563.062 Sq.m
1.14.8 GEODETIC PARAMETERS
We used traverse Mercator projection, datum is minna datum, coordinate system is minna/ Nigeria Mid Belt. These
parameters were selected inside Autodesk land desktop software during the drawing of the plan. But the origin of the
survey was TB20 which is located beside railway bridge at EMENE, though it has been removed.
1.15.0 PRESENTATION
The plan was produced in client and cloth copy. Client copy is the plan you give to the client: it doesn’t contain
connection while cloth copy is the plan you submit to the ministry which contains connection.
1.15.1 SOFTWARE
Autodesk Land Desktop was used to plot the computed coordinates. And the area was acquired from the software.
And was printed with the scale of 1:500
FROM BEARING DISTANCE N+ N- E+ E- NORTHING EASTING TO
713788.830 346238.551 P1
P1 321 06 48 18.459 14.368 11.588 713380.198 346226.963 P2
P2 51 05 13 30.535 19.180 23.759 713822.378 346250.722 P3
P3 141 26 45 18.487 14.457 11.522 713807.921 346262.244 P4
P4 231 08 22 30.427 19.091 23.693 713788.830 346238.551 P1
33.548 33.548 35.281 35.281
27
NWANKWO JEPHTHAH T.K 2009/167372
1.15.2 Cloth / blue copy plan
28
NWANKWO JEPHTHAH T.K 2009/167372
1.15.3 Client copy plan
1.16.0 PROBLEMS ENCOUNTERED
We encountered a tree along one of the lines which we cut down with cutlass.
29
NWANKWO JEPHTHAH T.K 2009/167372
1.17.0 ACCURACY
In this survey, we made sure that the accuracy in length is maintained. We endeavored to chain in horizontal
direction. Also we measured accurately 18.30m length and 30.50m width. And we were able to get the area of
563.062Sq.M which is above 558Sq.m SURCON plot size specification for Enugu state lands.
Also we made sure that the traverse is closed by adjusting the misclosure.
(2n+4)90d = (2(5) +4)90d=1260d 00’00’’ and Total Angle =1259d56’08”
Misclosure=1260 00 00 – 1259 56 08 = 00 03 52
We used this second formula ( M/TMA) X (PA + PA). The final adjusted angles: 65 08 10 + 204 18 53 + 269 58 34
+ 270 22 05 + 259 04 03 + 191 08 15=12600 00 00.
However sometimes it will misclose by 1” which is acceptable because of human imperfections (errors) which
cannot be totally eliminated. Also the third order minimum misclosure is not adhered by most surveyors. The
formula is 30’’√ Where n is the number of instrument points. For our work, n = 5. 30’’√ =00 01 7.08.
Finally we made sure that the coordinates are accurate by adjusting the coordinate.
The formula is: ( LCC-OC/TS) x IS +or - PC….
where LCC is Last Computed Coordinate, OC is Original Coordinate where the computation started from
(Connection Coordinate),
TS is Total Sum,
IS is individual Sum of each point and
PC is individual Point Coordinate. You add if the LCC-OC Value is negative or subtract if it’s positive.
However another alternative is to adjust the latitudes and departures using Bowditch rule, but we didn’t use that
method.
1.18.0 CONCLUSION
The survey was successful and the aims were realized.
30
NWANKWO JEPHTHAH T.K 2009/167372
CHAPTER TWO
ROAD PRELIMINARY SURVEY FOR THE DUALIZATION OF A SECTION OF ABAKALIKI ENUGU
ROAD FROM KM60-KM66, ABAKALIKI, EBONYI STATE
2.0.0 INTRODUCTION
Road preliminary survey is a type of Route Survey done to acquire the data that will be used to design the road and
most importantly it is done to show the extent and direction of the road. This data is acquired and presented in form
of plan and they include Longitudinal Profile, Cross section and details. This preliminary survey prepares the way
for the setting out of the designed road and full construction. The major need of this survey is for Planning and
decision making. It helps the civil Engineer, to know the length of the road, the topography of the land, the extent
mapped-out width of the road area (Right of Way) and the man -made and natural features that exist within the road
area (details). These data helps the Civil Engineer, to design the best direction of the road, the best height (level) the
road will be, the types and number of curves, the number of bridge and culverts and the number of detailed
properties ( buildings, electric poles, fences, OFC (Optical Fibre Cable) that will be removed from the Road site.
Also Controls/Benchmarks are established which will be used during and after the road construction.
It is this survey that we did for JILL Engineering on their Road contract at Abakaliki, Ebonyi State. The contract is
to first design the road starting from the end of already dualized Road, opposite PDP headquarters before ahiaohuru
market to the front of Ebonyi State University, Ishieke Campus Gate. This area covers 6km. The contract was
awarded to JILL by Ministry of Transportation, Abuja.
2.1.0 TITLE
Dualization of a section of Abakaliki Enugu Road from 60km-66km
31
NWANKWO JEPHTHAH T.K 2009/167372
2.2.0 LOCATION
The road site starts from the front of PDP headquarters, before Ahiaohuru Market and stops in front of Ebonyi state
University, Ishieke Campus gate.
2.3.0 CLIENT
Ministry of Transportation, Abuja
2.4.0 CONSULTANT
Jill Nigeria Limited. NO 24 Zik Avenue, Enugu.
2.5.0 SIZE
The road is to cover a distance of six kilometers (6km).
2.6.0 DATE/WEATHER CONDITION
The survey started on Saturday 6th
and ended on Friday 12th
July 2013. The weather was bright throughout the six
days.
2.7.0 ORDER OF SURVEY: Third Order Survey.
2.8.0 CLASSIFICATION OF THE SURVEY: Route Survey.
2.9.0 AIM OF THE PRELIMINARY SURVEY
To determine the exact length of the road.
To establish Controls/Benchmark and it references at every one kilometer (1km).
To carry out Longitudinal Profile survey and produce the profile Plan.
To carry out the cross section survey and produce the cross section survey.
To carry out detailing survey and produce the detailing plan.
32
NWANKWO JEPHTHAH T.K 2009/167372
2.10.0. PLANNING AND MOBILIZATION
2.11.0 PLANNING
2.11.1 RECONNAISSANCE
The manager of JILL, Engr Okeoma, took us to the road site. We first stopped where the project will stop because
we were coming from Enugu. Then from there we drove down to where it will start. We stopped on the way to see
the bridge. We worked about 30m away from the road to see the nature of the river. When we reached origin, we
determined the best position to cast origin benchmark and its reference.
We discussed with the manager and he gave us specifications for the survey. He told us to use 25m interval for
profile and 20m right of way for cross section at every 50m interval. And to establish benchmark and it reference at
every one kilometer which is in according to the federal government’s road project specification. Finally due to the
busy nature of the road, we chose to measure and write the chainages by the side of the road.
2.12.0 MOBILIZATION
2.12.1 PERSONNEL, INSTRUMENTATION AND MATERIALS USED
2.12.2 PERSONNEL
The survey was done by two teams. The surveyor’s team and the civil Engineer’s team. Our team consisted of the
following
Dom C Nwankwo Supervisor
Obi S.I Party chief/chief surveyor
Eric Nkemjika Survey Assistant/IT Student
Nwankwo Jephthah t.k Survey Assistant/IT Student
Miss Chika Nwafor Survey Assistant/IT Student
Batho Okafor Labourer
Joseph Barsey Labourer
33
NWANKWO JEPHTHAH T.K 2009/167372
The Site Engineer’s team consist of the following:
Engr Ifedi Site Manager
Sonna Okeoma Assistant site manager
Micheal Site assistant/IT Student
Johnbosco Site Assitant/IT Student
Bigi Site Assistant/IT Student
2.12.3 INSTRUMENTATION
The instruments we used to carry out this survey were as follow:
Ashtech DGPS
Bipod Stand
50m Linen Tape
Six ranging poles
2.12.4 MATERIALS USED
Two red markers
Two pieces of 1 inch Brush
A Tin of red Sharon Emulsion paint
Two bunches of 2 x 2 plank pegs
Three cutlasses
One shovel
A trowel
Short rod pegs
3 inches Nails
Broom
34
NWANKWO JEPHTHAH T.K 2009/167372
A harmer
A headpan
Constructed Wooden benchmark frame
One bag of cement
A gallon of water
Headpans of sharp sand
Headpans of gravel
2.13.0 METHODOLOGY
2.13.1 ROAD SURVEY PROCEDURE
2.13.2 RUNNING OF CHAINAGES
According to the Consultant specification, we are to run the profile in 25m interval and 50m interval in cross section
and in 20m left and 20m right (Right Of Way)
So the chainage started from Origin. The origin was formed with a bottle cover and a nail. We came to the centre of
the road, fix the counter use harmer and thrust the nail across the middle of the counter till it entered the ground and
balanced with the road floor. We used the red paint and brush and circled it and wrote 0+000.
The back chainman placed his pole on top of 0+000 and the front chain man moved with the tape and measured 25m
and the sweeper, will sweep out the sands while the writer will come and write 0+025. Then the back chain main
man will come to 0+025 while the front chainman will from there measure another 25m and the writer will come
and write 0+050. This is how we continued measuring and writing till we reached 0+975 then the next measurement
we wrote was 1+000. We started from there and reached 2+000, 3+000, 4+000, 5+000 and 6+000. But we added
extra 100m, so the chainage stopped at 6+100m.
We fixed and wrote on the wooden pegs in sandy areas where the paint can’t show or where it will be easily cleared.
But normally in non-existing road preliminary surveys, pegs are used but you can write on the tar if its motor-able
35
NWANKWO JEPHTHAH T.K 2009/167372
road likes ours. Also you can write the chainage distances on the walls and electric poles on inhabited areas like
streets. Chainage took us a whole day.
2.13.4 ESTABLISHMENT OF CONTROLS/BENCHMARKS
We casted 3D benchmark which consist of X, Y, Z. This was possible with the use of differential GPS. With it there
is no need of transfer of control rather the DGPS will determine the datum of the casted monuments. The controls
were casted with square plank frame of about one ruler height. You mix the concrete, place the frame on a very level
surface, fix a rod at the centre and cast it till it levels with the frame. At 0+000 (origin) we established two
benchmarks- the master control and its reference. The reference serves as a back-sight both during the setting out
survey and transfer of height (leveling). Then at every one kilometer (1+000, 2+0000 …) we established likewise.
The benchmark is established about 10m away from the road area where it cannot be tampered with. Below is the
picture of the benchmark.
Fig1: showing BM1
36
NWANKWO JEPHTHAH T.K 2009/167372
Fig2: showing casted BM4.
2.14.0 CUTTING OF LINES
The mapped out road site width area was meant to be 40m. That means 20m left and 20m right of way from the
longitudinal profile chainage point. So at every 50m interval we paced and cut the ROW lines till we covered 20m.
We cut all the cross section points till we covered 6+100km road area. We didn’t cut profile line because it’s not a
virgin road (i.e. not bushy).
37
NWANKWO JEPHTHAH T.K 2009/167372
2.15.0 DATA ACQUISITION
Ashtech DGPS was used in the data acquisition process. The master station was mounted on BM1 and the Rover
was used to pick the points. The sequence of data acquisition is: profile leveling, cross section leveling and detailing.
Below is the master station.
38
NWANKWO JEPHTHAH T.K 2009/167372
2.15.1 PROFILE
The profile data was picked at every 25m chainage interval with the ROVER. The rover was configured thus:
File name: Profile leveling
File Code: 30001 (hint if master station is 3000, then rover will be 3001)
Coordinate system: vertical
Time range: 20secs.
The profile leveling data acquisition started from chainage 0+000. The stylus is used to select the log icon on the
rover GPS. Then you hold it making sure the plumb bulb levels correctly until the 20secs elapses. We picked from
0+000 till we reached 6+100. Profile leveling took us a whole day.
2.15.2 CROSS SECTION
The cross section data was picked at every 50m interval. It was done by pacing but technically, data was picked at
every 5m pacing till the 20m is covered. You do this at one side of the road and go to other side and do likewise. The
same configuration that was used in profile leveling was used in cross section but the file name was changed to cross
section leveling. It took us two days.
Below is the picture of cross section data acquisition.
39
NWANKWO JEPHTHAH T.K 2009/167372
2.15.3 DETAILLING
Man-made features that were within the survey area were picked as details. These features include electric poles,
underground Telecommunication cables (OFC), walls, culverts, filling stations, shops, generator plant stations, etc.
when picking any of the features we change the file name to the name of the particular feature in other to avoid
confusion during the data processing. At culvert feature, the coordinate system was changed to invert because it’s
the depth that is required. It was during detailing that I found out that high way electric poles are 50m apart.
2.16.0 BRIDGE/RIVER SURVEY
The essence of bridge survey during preliminary road surveys is to determine the meandering shape/area of the river
and its depth. This information helps the civil engineer to design the best dredging/draining method and then for new
bridge construction. Before the beginning of the survey we first recorded the date, time, and weather of the day.
Below are the detailed procedures of how we did the bridge survey.
2.16.1 SHAPE OF THE RIVER
We used the rover to pick the edges of the bridge beams so as to acquire the length of the bridge. Then we also
picked the two side corners of the bridge till we paced a distance of 50m away from the road. These when
downloaded and processed will produce the shape and coverage/area of the river.
2.16.2 DEPTH OF THE RIVER
We used the conventional method since we don’t have echo sounder. We used tape to measure the length of the
bridge and then determine the center and made mark there. Then we tied a long rope to a heavy gyming round rod.
From that center mark we gradually propelled the rod inside the river till it touched the river floor. The confirmation
is when it starts bouncing like ball; it shows it has reached the bottom. Then we used marker and made point on the
thread where it coincided with the center bridge mark. We removed it and then measured the distance between
thread mark to the gyming rod. We got 30.54m.
40
NWANKWO JEPHTHAH T.K 2009/167372
2.16.3 RIVER AVERAGE WATER LEVEL
We inserted the rod until it coincides with the surface of the water and we marked the corresponding thread point.
We removed it and measured and got 15.30m. Then we looked at the bridge to see marks of water level. We
measured it and got 14.45m. We added 15.30+14.45 =29.75/2 = 14.875m
(Hint: the local method has been in practice before the advent of modern method and it is said to be a little bit less
accurate to the later)
2.16.4 DIRECTION OF FLOW
We measured the water levels of the two sides of the bridge. One is 15.30m while the other is 18.05m. So we
concluded that the river flows in 15.30m direction.
2.17.0 DATA PROCESSING AND PRESENTATION
2.18.0 DATA PROCESSING
The DGPS process the data itself using the radio signal program and we downloaded them using the wire cable into
the computer. The importation into autoCAD was done bit by bit. The profile was download and joined before cross
section and then details. These were done to avoid confusion and mistakes.
2.19.0 PRESENTATION
The acquired information was presented in form of plans. There is profile plan, cross section plan, detail plan and
bridge survey plan. I was only given the longitudinal profile and cross section plan. Below are the plans.
41
NWANKWO JEPHTHAH T.K 2009/167372
2.19.1 THE LONGITUDINAL PROFILE PLAN
42
NWANKWO JEPHTHAH T.K 2009/167372
2.19.2 CROSS SECTION PLAN
43
NWANKWO JEPHTHAH T.K 2009/167372
2.20.0 ACCURACY
Strict care was taken while picking the points data. We maintained time interval of 20secs for profiles, cross section,
details and bridge survey and 4mins for Benchmarks and References. Ashtech DGPS will calculate and bring out the
average as the single point data. Since it picks point at 1sec, that means it will make 20 observation at one point and
bring out the average. For Benchmarks it will be 240 observations and it will average it and bring out single result
as the dimension for that point. With this method we maintained a very high accuracy throughout the survey.
2.21.0 PROBLEMS ENCOUNTERED
The traffic made it very dangerous during chainage and profile data acquisition. In order to avoid vehicle jamming
any of us, we used leaves to block road both at front and back and some workers used it to be signaling, slowing and
directing vehicles.
2.22.0 CONCLUSION
With the advent of high technological survey equipment like DGPS, Road survey projects are now more accurate,
less stressful and faster.
44
NWANKWO JEPHTHAH T.K 2009/167372
CHAPTER FOUR
BUILDING SETTING OUT SURVEY FOR COLLEGE OF EDUCATION IKWO PROPOSED
LABORATORY BUILDING, IKWO EBONYI STATE
3.0.0 INTRODUCTION
Building setting out survey is an engineering type of survey that involves establishing on the ground, the engineers/
architects plan design of a building and Engineering /construction designs.
In the construction/Engineering Sector, it is the duty of a surveyor to set out the project master plans be it road,
airport, tunnel, Dam, Reservoir, Electricity Power-line, Bridge designs, etc.
Setting out warrants much carefulness in accurately measuring the exact angles/bearings, distances, slopes or
elevations as indicated in the Site plan.
It is exactly this special engineering survey that we went to ESCE ikwo in Ebonyi State to execute for our Client- Jill
Engineering. We were given the site plan and were instructed to set out only the outside columns (corners) of the
building.
3.1.0 AIM OF THE SURVEY
To exactly set out (peg) the column positions of the building at the specified designed space within the building
mapped out area.
3.2.0 LOCATION OF THE SURVEY
The laboratory building is beside the auditorium of Ebony state college of Education Ikwo in Ebonyi state.
3.3.0 DATE DURATION AND WEATHER CONDITION
The survey was done on Tuesday 24th
September 2004. It was a day work. It started around 11:30am and ended by
4pm. The weather was sunny on that day.
3.4.0 SIZE OF THE SURVEY: The mapped out area covers about three plots with the area of 1774.658 square
meters.
3.5.0 ORDER OF SURVEY: Third Order Survey
45
NWANKWO JEPHTHAH T.K 2009/167372
3.6.0 CLASSIFICATION OF SURVEY: Engineering Survey
3.7.0 PLANNING AND MOBILIZATION
3.8.0 PLANNING
3.8.1 RECONNAISSANCE
Before the setting out survey, we went to the site and extended control from the nearby school perimeter beacons
round the site mapped out boundary. Established five controls namely EB1, EB2, EB3, EB4 and EB5. These
boundary controls are what will be used to perform all types of survey within the building site. Then since we are to
use the modern setting out method –which is called the RAY METHOD, we chose EB5 as our instrument point and
EB1 as our back-sight (Reference) point.
The site has already been cleared by the company’s bulldozer and the terrain is flat, therefore there was no need for
transfer of height (leveling). The area of the land is 1774.658m while the area of the building is 1352.910m.
3.8.2 BUILDING PLAN GEOREFERENCING
For Ray method to be used to set out buildings, the building plan must be georerenced into the Site boundary plan.
There are two method of doing this.
First, one is to scan the building plan which will contain the surrounding land and then perform rubber sheating on
the boundary points of the land in order to have accurate coordinates. Second method is done by copying with base
point, the building plan into the site land plan if the raw file (soft copy) of both the land survey and building plan are
available. The accuracy of georeferencing during building or design setting out determines the accuracy of the
setting out survey. The area of the land will determine, the landscaping design of the available land after the building
area is covered. So due to the area of the land, the architect mapped out 20m front space, for exterior designs and
walk-way. However the building was centralized and the space for laboratory plants plantation was well designed.
Below is the georeferenced site plan which we used to set out the building.
3.8.3 GEOREFERENCED SITE PLAN
46
NWANKWO JEPHTHAH T.K 2009/167372
3.8.4 SCALLING OUT THE RAYED POINTS ANGLES AND DISTANCES
In order for us to be able to stay at one point and fix all the column positions , we must ray from our instrument
point to all the column points and copy out the given point line’s angle and distance. We labeled the columns
alphabetically from A, B, C, D, E………..K. We rayed from EB5 to all the labeled column points. Raying means
drawing line from instrument point to those column points. Copying the angles and distances of each line is achieved
when you double click on each line and a mini property window will display, you scroll down to see the angle and
distance of that line. At each line you double click, scroll and copy out its distance and angle. Below are the rayed
lines of the building plan.
3.8.5 RAYED COLUMN POINTS
47
NWANKWO JEPHTHAH T.K 2009/167372
3.8.6 RAYED LINES DIMENSION
Below are the written dimensions of each rayed line.
POINT
AT
POINT
TO
RAYED COLUMNS
ANGLE
DISTANCE
EB5 EB1 195d 37’ 38” 75.810m
EB5 A 181d 13’ 01” 49.230m
EB5 B 181d 00’ 10’ 59.750m
EB5 C 165d 51’ 04” 57.090m
EB5 D 167d 01’ 30” 62.150m
EB5 E 161d 15’ 28” 62.100m
EB5 F 159d 34’ 51’’ 57.190m
EB5 G 144d 37’ 01” 60.370m
EB5 H 137d 51’ 47” 25.100m
EB5 I 143d 16’ 42” 50.100m
EB5 J 97d 13’ 15” 30.190m
Eb5 k 160d 51’39” 12.060m
3.9.0 MOBILIZATION
3.10.0 PERSONNEL, INSTRUMENTATION AND MATERIALS USED
3.10.1 PERSONNEL
The survey party consisted of four men and their names are as follows:
Dom C Nwankwo Supervisor
Obi Mmachie party chief/Pupil Surveyor
Eric Nkemjika Survey Assistant/IT student
Nwankwo Jephthah T.K Survey Assistant/IT student
Joseph Bassey Labourer
3.10.2 INSTRUMENATION
South Total Station
Universal Tripod
Reflector and its target
50m Steel Tape
Five Ranging Poles
Dell laptop
Mouse.
3.10.3 MATERIALS USED
Harmer
2 x 2 1m pegs
Two cutlasses
48
NWANKWO JEPHTHAH T.K 2009/167372
Instrument Umbrella
3.11.0 METHODOLOGY
We used ray method because of the digital instrument we used for the project. We didn’t use manual traverse
method.
3.11.1 BUILDING SETTING OUT FIELD PROCEDURE
We set total station on EB5 back-sighted EB1 and set the line angle to 195d 37’38”. With the reflector
properly focused, we measured the distances and it corresponded to 83.85m which is the same with the plan
distance
Then from the clamped Telescope focused on EB1 we turned instrument angle to 181d 13’ 01”. With the
reflector man pacing, we measured 49.230m and peg column A.
From column A we shifted the angle to 181d 00’10” measured 59.750m and peg column B. we used tape
with pole and measured the distance between column A and B and it gave 10.520m which is the plan’s
distance.
We turned the instrument angle until it was reduced to 165d 51’04” and measured 57.090m and peg column
C. we taped the distance between column B and C and it gave us 15.630m which is corresponding with the
plan dimension.
We increased the angle to 167d 01’30” and measured 62.150m and peg column D. we taped their distance
between C—D and it was correct.
We continued with this method until we established column E, F, G, H, I, J and K.
The site Engineer later came and confirmed that our work was perfect before we called it a day for the work.
3.12.0 ACCURACY CHECK
Before the main survey began we, verified if the angles and distances were correct. We mounted instrument on EB5
back-sighted and set its own angle of 195d 37’ 38” then we turned 181d 13’01” measured 49.230m and pegged
column A . We turned another 181d 00’ 10”, measured 59.750m and pegged column B. we measured the distance
between column A and B and it gave us 10.520m which is exactly the same with the plan dimension. This gave us
the confidence to start the survey proper.
3.13.0 PROBLEMS ENCOUNTERED
The Engineers dimensions are always in millimeters (mm). It gave us stress in converting the dimensions to meters
anytime we want to take a reading.
3.14.0 CONCLUSION
The aim of the survey was achieved: the column pegs were accurately established on the ground and the carpenters
will start the profile the next day.
49
NWANKWO JEPHTHAH T.K 2009/167372
CHAPTER FIVE
TOPOGRAPHIC/CONTOUR SURVEY FOR ENG. HILLARY BUILDING SITE AT INDEPENDENCE
LAYOUT, ENUGU
4.0.0 INTRODUCTION
Topographic survey is carried out on a parcel of land in other to determine the land’s elevation and depression. The
topography of the land is needed to be accurately determined when engineering projects like building, dam, road,
pipeline, stadium, airport, etc are to be executed on the land.
At our project site, a hotel was planned to be erected. The topography of the site was sloppy, hence the need for a
topographic survey to produce the contour map of the terrain which will help to determine the level of cut and fill
and the level of the foundation.
4.1.0 AIM OF THE SURVEY
To accurately carry out contour survey and produce the contour plan of the site. And also to determine the boundary
and the area of the land.
4.2.0 LOCATION OF THE SURVEY
The proposed hotel site is located at Owerri Ani Street behind UNTH Quarters. It is opposite Osisatech Girls
Secondary School, Independence Layout Enugu.
4.3.0 CLIENT
Our client is Engr. Hillary Odoh
4.4.0 DATE, TIME AND WEATHER CONDITION
The survey lasted for four days. It started on 24th
July and ended 28th
July 2013. Each day we start at about 9am and
end 5pm. The weather was dull and humid because of the rainy season period.
4.5.0 ORDER OF SURVEY: Third Order Survey
4.6.0 CLASSIFICATION OF SURVEY: Topographic Survey
50
NWANKWO JEPHTHAH T.K 2009/167372
4.7.0 PLANNING AND MOBILIZATION
4.8.0 PLANNING
4.8.1 RECONNAISSANCE
We drove to the site before the survey day with our client and he took us round the land. Fortunately the site has
been bulldozed thereby eliminating cutting of lines. He instructed us to determine the boundary shape, the area of the
land and then use 10m interval (grid interval) to carry out the contour survey.
We also moved around to check if we can see an established benchmark but we found none. So the alternative was
for us to establish ours. Therefore we walked round the site and chose best positions to cast four 3D benchmarks.
The principle is to choose higher places that will create inter-visibility round the site.
4.8.2 CASTING OF BENCHMARKS
We mixed a 6 x 6 aggregate concrete and casted the four benchmarks on our chosen positions. A wooden rectangular
frame was placed on the ground and a spike rod was fixed at its center before the concrete was poured until it
reached the level of the frame. Trowel was used to settle and level the surface allowing a small protrusion of the
centre rod which serves as the survey point. The frame is carefully removed when the concrete has solidified.
The benchmarks consist of Easting, Northing and Height (X, Y, Z coordinate). The benchmark serves as instrument
point and reference point hence it’s called a control point. You determine the parameters (X Y Z coordinates) with
survey instruments like DGPS, or hand held GPS. Then you set instrument on one of them and input its coordinate
in the total station and the back-sight man places the reflector on another benchmark and you back-sight and input its
coordinate before you can now start picking ground points anywhere within the survey area. It works with the same
survey principle of working from known point to unknown points.
Below is the diagram of the 3D benchmark.
51
NWANKWO JEPHTHAH T.K 2009/167372
4.8.3 FIXING OF PERIMETER PEGS
We fixed rod pegs at strategic points round the survey boundary starting from the edges. These pegs serves as a
guide to land extent (survey area) and also they can serve as a control or reference points during future survey. We
acquired their positions (coordinates) during the data acquisition process.
4.8.4 FIXING OF GRID PEGS
Similarly we fixed three major grid lines. We divided the site into three horizontal lines and we used the instrument
to align and fix the pegs. Then at each peg we measure 10m, align with poles and fixed another peg. This we
continued till we covered the length of the land. We did likewise on the other two pegs. By this method we divided
the land into three major longitudinal/ vertical lines and many horizontal grid lines. The intermediate 10m interval
points was done by pacing after properly aligning our reflector poles to the three major aligned peg poles at each
line. This method was successful during the data acquisition proper.
4.9.0 MOBILIZATION
4.10.0 PERSONNEL, INSTRUMENTATION AND MATERIALS USED
4.10.1 PERSONNEL
The survey team consisted of the following persons:
Dom C Nwankwo Supervisor
Obi S.I Party chief/pupil surveyor
Eric Nkemjika Survey Assistant/IT Student
Nwankwo Jephthah T.K Survey Assistant/IT Student
52
NWANKWO JEPHTHAH T.K 2009/167372
4.10.2 INSTRUMENTATION
The following are the equipments we used to carry out the topo survey.
Ashtech Differential GPS with its rover and stylus
South Total Station
Universal Tripod
Two Reflectors with their rods
Six Ranging Poles
50M linen Tape
4.10.3 MATERIALS USED
Two cutlasses
Two shovels
Four casting frames
Two trowel
A harmer
Two head-pans
Short pegging rods
25liters keg of water
Five head-pans of fine sand
five head-pans of gravel
Instrument Umbrella
4.11.0 DATA ACQUISITION
5.11.1 DETERMINATION OF THE BENCHMARK 3D COORDINATES
The benchmark coordinates was determined with Ashtech DGPS. The master was mounted on BM1. Its time range
was set to four (4) minutes. DGPS picks data at every 1sec so we chose 4’ acquisition range so as to give us a very
accurate final average result. With 4 minutes it will make 240 observations and bring out the average as the
coordinate of that point. Also the Rover was configured same and we waited till there was enough reception
(signal) before the rover was used to acquire the remaining three benchmarks. We planned to use DGPS to pick the
Grid data but due to fluctuating/poor reception, we decided to use total station. Below are the X, Y, Z coordinates of
the four benchmarks.
53
NWANKWO JEPHTHAH T.K 2009/167372
4.11.2 BENCHMARK COORDINATES
BENCHMARK EASTING NORTHING HEIGHT
BM1 337889.502mE 711626.339mN 184.022m
BM2 337864.406mE 711712.875mN 183.592m
BM3 338012.592mE 711708.100mN 198.005m
BM4 338009.604mE 711620.371mN 198.500m
4.11.3 PERIMETER/BOUNDARY SURVEY
The client’s instruction was to produce the boundary plan with its area and then produce the topographic/contour
plan. So we first ran the perimeter survey before we began the topo survey proper. It was done with 10m pacing
interval in clockwise direction. We set total station on BM2 back-sighted BM1 then the two reflector men set the
rod height to 2.15m. The first stood at A1 peg faced the instrument and the point was picked while the next
following the boundary fence paced 10m and did likewise. This method was done until we picked round the
boundary. The file was saved as topo perimeter and below is the data table.
4.11.4 TOPO PERIMETER DATA
NUMBER POINT ID EASTING X NORTHING Y HEIGHT (Z)
1 A1 337909.321 711735.101 192.580
2 P101 337918.840 711732.075 193.085
3 P102 337927.880 711727.700 193.248
4 P103 337937.022 711723.681 194.018
5 A2 337946.432 711720.260 194.679
6 P105 337955.550 711716.126 195.328
7 P106 337964.740 711712.180 195.728
8 P107 337973.870 711708.142 196.023
9 P108 337983.326 711704.548 196.258
10 P109 337992.640 711700.950 197.389
11 P110 338001.511 711696.678 197.421
12 A3 338010.740 711692.485 198.059
13 P112 338019.975 711688.794 197.325
14 P113 338029.244 711685.097 197.648
15 P114 338038.230 711680.550 196.955
16 P115 338047.472 711676.803 196.638
17 P116 338056.911 711673.350 196.505
18 B1 338064.100 711669.920 196.327
19 P201 338059.430 711661.022 196.448
20 P202 338055.012 711651.921 197.256
21 P203 338051.330 711642.680 198.079
22 P204 338046.821 711633.772 198.426
54
NWANKWO JEPHTHAH T.K 2009/167372
23 P205 338042.600 711624.640 199.017
24 B2 338038.772 711615.433 199.348
25 P207 338034.320 711606.474 199.501
26 P208 338030.019 711597.462 198.887
27 P209 338026.161 711589.807 198.620
28 P210 338021.760 711580.818 `198.545
29 B3 338017.870 711571.590 198.427
30 P212 338013.646 711562.497 198.385
31 P213 338009.642 711553.382 197.905
32 P214 338007.322 711543.512 198.700
33 P215 338004.732 711533.700 198.602
34 C1 338003.500 711527.940 198.325
35 P301 337993.552 711532.402 197.509
36 P302 337984.688 711537.090 197.485
37 P303 337974.609 711538.799 196.895
38 P304 337964.800 711540.890 196.602
39 C2 337955.110 711540.890 195.850
40 P306 33795.491 711546.321 195.850
41 P307 337936.320 711550.250 194.752
42 P308 33792.756 711553.415 194.609
42 C2 337916.460 711554.015 194.428
44 P310 337906.611 711555.701 193.928
42 P311 337896.950 711558.200 193.612
46 P312 337887.042 711559.854 193.524
47 P313 337877.461 711562.662 192.890
48 P314 33786.730 711562.03 192.592
49 P315 337857.882 711567.062 192.409
50 D1 337851.532 711568.952 192.325
51 P401 337857.34 711588.772 192.520
52 P402 337854.53 711579.112 192.605
53 D2 337865.455 711596.448 192.823
54 P404 337868.88 711605.860 193.257
55 P405 337874.3 711615.200 193.326
56 P406 337877.06 711624.060 193.459
57 P407 337881.032 711633.272 193.609
58 P408 337885.870 711642.030 193.628
59 P409 337890.311 711651.046 194.026
60 P410 337895.610 711659.550 194.152
61 D3 337899.711 711668.690 194.29
62 P412 337904.05 711677.730 194.581
63 P413 337906.900 711687.398 194.625
64 P414 337908.950 711697.380 194.726
65 P415 337909.019 711708.260 194.838
66 P416 337906.033 711720.050 193.925
67 P417 337907.726 711730.255 192.85
55
NWANKWO JEPHTHAH T.K 2009/167372
4.11.5 GRID POINTS DATA ACQUISITION
Having established the grid pegs we aligned poles on each of the line. Then we began to pick the grid data at each
10m pacing interval aligning the reflector pole with the line’s aligned ranging poles. We set the reflector pole height
at 2.15m constant and at each point we align and face the reflector to the total station telescope and the instrument
man will pick the point and command us to move to the next point.
4.11.6 GRID POINTS DATA
NUMBER EASTING NORTHING HEIGHT
1 337916.217 711723.437 193.028
2 337925.732 711720.275 194.029
3 337934.445 711715.020 194.286
4 337943.870 711711.582 195.252
5 337953.166 711707.850 195.308
6 337962.330 711703.800 196.582
7 337971.251 711699.340 196.645
8 337980.698 711696.102 197.259
9 337990.091 711692.491 197.582
10 337999.490 711689.164 197.708
11 338008.080 711683.700 198.257
12 338017.825 711681.011 198.463
13 338026.781 711676.532 197.258
14 338036.212 711671.322 197.528
15 338045.894 711668.010 196.966
16 338055.322 711713.462 196.727
17 337912.180 711713.462 193.058
18 337921.821 711710.862 194.279
19 337930.866 711706.364 195.050
20 337940.582 711703.892 195.326
21 337950.159 711700.915 196.291
22 337959.044 711696.055 196.420
23 337968.350 711692.450 196.685
24 337975.662 711683.950 197.200
25 337984.760 711679.799 197.325
26 337993.964 711675.858 197.599
27 338002.565 711670.592 197.855
28 338011.325 711665.772 198.024
29 338020.344 711661.432 194.497
30 338029.911 711658.322 197.920
31 338038.859 711653.752 197.802
32 338048.070 711649.844 197.632
33 337911.530 711702.960 194.085
34 337920.732 711699.052 195.594
35 337928.138 711691.315 195.620
36 337936.196 711679.728 195.711
56
NWANKWO JEPHTHAH T.K 2009/167372
37 337944.470 711679.710 196.085
38 337953.142 711674.782 196.525
39 337962.227 711670.410 196.852
40 337971.164 711665.922 196.900
41 337981.011 711663.000 197.185
42 337991.055 711660.633 197.255
42 337999.730 711655.584 198.019
44 338008.860 711651.580 198.238
42 338018.862 711649.110 198.500
46 338028.468 711646.066 197.953
47 338037.350 711641.412 198.801
48 338046.822 711638.060 198.722
49 337907.642 711693.162 194.234
50 337907.690 711693.270 194.355
51 337916.728 711688.932 195.086
52 337921.799 711677.970 195.541
53 337929.720 711671.914 195.600
54 337937.600 711665.675 196.421
55 337941.720 711655.180 196.558
56 337948.168 711647.470 196.617
57 337956.766 711642.020 196.702
58 337965.140 711636.370 196.854
59 337972.752 711629.914 197.002
60 337981.511 711624.690 197.253
61 337989.720 711618.900 197.778
62 337999.111 711614.560 198.051
63 338006.290 711607.550 198.420
64 338013.000 711600.552 198.640
65 338021.340 711594.350 198.779
66 337903.841 711682.450 194.061
67 337910.780 711674.765 194.229
68 337921.644 711657.350 195.005
69 337929.290 711650.649 195.555
70 337934.488 711641.940 195.720
71 337941.280 711634.610 196.520
72 337947.635 711626.900 196.620
73 337953.972 711619.155 196.900
74 337961.780 711612.690 196.779
75 337965.981 711603.120 196.592
76 337970.402 711593.790 196.200
77 337977.554 711586.725 197.000
78 337828.601 711578.080 197.229
57
NWANKWO JEPHTHAH T.K 2009/167372
79 337989.490 711570.560 197.570
80 337997.850 711564.556 197.085
81 338004.967 711557.500 197.250
82 337886.855 711623.100 193.020
83 337893.810 711615.910 194.090
84 337899.334 711607.300 194.528
85 337904.992 711599.020 194.877
86 337909.260 711589.660 194.922
87 337915.325 711581.686 194.234
88 337921.521 711573.818 194.009
89 337921.520 711573.810 194.686
90 337939.044 711576.432 195.240
91 337945.010 711568.180 195.580
92 337953.830 711563.036 195.890
93 337962.823 711558.060 196.001
94 337973.035 711554.736 196.590
95 337983.900 711552.527 196.700
96 337992.583 711547.350 197.311
97 338000.572 711541.300 197.500
98 337875.740 711578.265 192.000
99 337885.293 711575.285 193.002
100 337893.560 711568.950 193.509
101 337902.641 711564.880 194.353
102 337912.270 711561.850 194.680
103 337922.675 711561.028 194.900
104 337932.278 711558.175 194.480
105 337941.780 711555.255 195.020
106 337951.368 711549.110 195.320
107 337960.990 711549.115 195.580
108 337970.335 711545.900 196.548
109 337980.350 711544.347 196.700
110 337990.111 711542.070 197.099
58
NWANKWO JEPHTHAH T.K 2009/167372
111 337999.730 711539.180 197.491
112 337870.884 711568.922 192.340
113 337880.360 711565.765 192.500
114 337889.981 711562.972 197.170
115 337899.462 711559.712 193.066
116 337919.170 711555.770 194.815
117 337928.935 711553.590 194.908
118 337938.511 711550.615 195.423
119 337947.867 711547.065 195.500
120 337957.628 711544.672 196.211
4.12.0 DATA PROCESSING AND PRESENTATION
4.13.0 DATA PROCESSING
The DGPS gave the accurate true XYZ coordinates of our established benchmarks and as such the total station data
were directly the true geoidal mean sea level dimensions of the points. So we didn’t reduce the data unlike where
Level instrument was used. However, the data was downloaded and saved in excel. They were saved as command
separated value (.csv) and in Easting Northing and Height (E,N,Z) format. The perimeter data was imported into
Autodesk and was joined. While the surfer 9 adjusted the grid points before generating the contour map. The plans
were printed with scale of 1:1000. Below is the Grid Report file.
4.13.1 Gridding Report —————————— Sat July 28 14:11:06 2013 Elasped time for gridding: 0.05 seconds Data Source Source Data File Name: C:\Users\JEPHTHAH\Desktop\CONTOUR FILES\TOPO GRID POINTS. DAT.csv X Column: A Y Column: B Z Column: C Data Counts Active Data: 120 Original Data: 120 Excluded Data: 0
59
NWANKWO JEPHTHAH T.K 2009/167372
Deleted Duplicates: 0 Retained Duplicates: 0 Artificial Data: 0 Superseded Data: 0 Exclusion Filtering Exclusion Filter String: Not In Use Duplicate Filtering Duplicate Points to Keep: First X Duplicate Tolerance: 2.7E-005 Y Duplicate Tolerance: 2.1E-005 No duplicate data were found. Breakline Filtering Breakline Filtering: Not In Use Data Counts Active Data: 120 Univariate Statistics ———————————————————————————————————————————— X Y Z ———————————————————————————————————————————— Count: 120 120 120 1%%-tile: 337870.884 711541.3 192.34 5%%-tile: 337886.85 711545.9 193.028 10%%-tile: 337902.64 711552.52 194.061 25%%-tile: 337921.79 711568.95 194.9 50%%-tile: 337953.83 711641.4 196.52 75%%-tile: 337990.11 711679.71 197.253 90%%-tile: 338018.86 711700.915 197.95 95%%-tile: 338036.2 711710.862 198.42 99%%-tile: 338046.822 711715.02 198.722 Minimum: 337828.6 711539.18 192 Maximum: 338055.322 711723.43 198.801 Mean: 337957.558333 711629.9271 196.081925 Median: 337953.9 711641.67 196.5225 Geometric Mean: 337957.55535 711629.924853 196.075628166 Harmonic Mean: 337957.552367 711629.922606 196.069316273 Root Mean Square: 337957.561317 711629.929347 196.088206675 Trim Mean (10%%): 337956.824018 711629.196908 196.101504587 Interquartile Mean: 337955.185066 711631.939607 196.219606557 Midrange: 337941.961 711631.305 195.4005 Winsorized Mean: 337957.692908 711629.552408 196.128641667 TriMean: 337954.89 711632.865 196.29825 Variance: 2033.35484938 3225.17774658 2.48418699433 Standard Deviation: 45.0927361044 56.7906484078 1.57613038621 Interquartile Range: 68.32 110.76 2.353 Range: 226.722 184.25 6.801 Mean Difference: 51.562307563 65.3583557423 1.79319761905 Median Abs. Deviation: 32.774 50.8005000001 1.0895 Average Abs. Deviation: 36.9744833333 50.2217666667 1.296975 Quartile Dispersion: 0.000101078261827 7.78219597972e-005 0.00600020910206 Relative Mean Diff.: 0.00015257036362 9.18431803573e-005 0.00914514491352 Standard Error: 4.11638479067 5.18425319805 0.143880361016 Coef. of Variation: 0.000133427215911 7.98036257964e-005 0.00803812175043 Skewness: 0.0501405702787 -0.123389147499 -0.431657523003
60
NWANKWO JEPHTHAH T.K 2009/167372
Kurtosis: 2.51655492014 1.554907924 2.45456400505 Sum: 40554907 85395591.252 23529.831 Sum Absolute: 40554907 85395591.252 23529.831 Sum Squares: 1.37058375901e+013 6.07700587611e+013 4614070.17566 Mean Square: 114215313251 506417156343 38450.5847971 ———————————————————————————————————————————— Inter-Variable Covariance ———————————————————————————————— X Y Z ———————————————————————————————— X: 2033.3548 353.55973 57.929508 Y: 353.55973 3225.1777 7.3826552 Z: 57.929508 7.3826552 2.484187 ———————————————————————————————— Inter-Variable Correlation ———————————————————————————————— X Y Z ———————————————————————————————— X: 1.000 0.138 0.815 Y: 0.138 1.000 0.082 Z: 0.815 0.082 1.000 ————————————————————————————————
61
NWANKWO JEPHTHAH T.K 2009/167372
4.14.0 PRESENTATION
4.14.1 Perimeter plan
62
NWANKWO JEPHTHAH T.K 2009/167372
4.14.2 Contour plan
63
NWANKWO JEPHTHAH T.K 2009/167372
4.14.3 3D WIREFRAME MAP OF THE LAND
4.15.0 PROBLEMS ENCOUNTERED
The weather was bad during the period of this survey and this caused poor GPS reception. We planned to do the
survey with GPS but this stopped us and also led to longer duration of the survey.
4.16.0 CONCLUSION
The survey was interesting and most especially the aim of the survey was achieved.
64
NWANKWO JEPHTHAH T.K 2009/167372
CHAPTER FIVE
AFOR UFUMA MARKET BOUNDARY PILLAR RE-ESTABLISHMENT SURVEY
5.0.0 INTRODUCTION
Pillar re-establishment survey is the type of survey specially carried out to re-establish removed beacons. Many
things can cause a survey beacon to be removed. They include, Conflict in which the opposing party forceful
demolish the beacons, flooding, earthquakes, bulldozer operations (grading or clearing of land), removal from
ignorant inhabitants, human operations like dumping of refuse, farming and covering by earth.
Apart from conflict removal of survey beacons, most re-establishment surveys are done on very old surveys in
which the pillars are displaced by earth, buildings, trees and other human encroachment.
Pillar re-establishment is done by traversing with the use of theodolite or total station. You turn and measure the
bearings and distances as scaled out in the original Survey Plan.
In the case of Afor Ufuma Market, the survey was done in 1995 under the Ufuma development Union headed by
the then Traditional ruler (Popularly called DIJI of Ufuma), Igwe E E Okoli. The aim of the survey was to enlarge
the famous Ufuma Market which from ab-initio serves as the central market in Orumba North L.G.A. So the area of
the market was extended and divided into partitions for different kinds of goods.
Later after the survey, the new generation offspring began to tamper with the mapped out village project land. Some
extended their walls across the boundary, some farmed on some portions while some aggrieved villagers claimed
that their land was tampered. All these along with earth (soil) movement led to the removal of the boundary
beacons.
Now the need to realize the vision came up and we were consulted to perform the re-establishment survey and this
time with the use of Government Beacons.
5.1.0 AIM OF THE SURVEY
To re-establish the removed beacons using Government Beacons with clearly engraved SURCON numbers.
65
NWANKWO JEPHTHAH T.K 2009/167372
5.2.0 LOCATION OF THE SURVEY
The Afor Ufuma Market is located at the central village of Ufuma in Orumba North Local Government of Anambra
State.
5.3.0 CLIENT
Ufuma Development Union.
5.4.0 DATE, TIME AND WEATHER CONDITION
The Survey was done on 6th
and 7th
April 2013. We started by 10pm and closed by 5pm. And fortunately the
weather condition in these two days was very bright.
5.4.0 ORDER OF SURVEY: Third order survey
5.5.0 CLASSIFICATION OF SURVEY: Pillar Re-establishment Survey
5.6.0 PLANNING AND MOBILIZATION
5.7.0 PLANNING
5.7.1 RECONNAISSANCE SURVEY
Prior to the survey day, we met with the committee. They gave us the Plan and took us round the market area. We
were able to find the Origin beacon and few others. This made the work easier. We used the plan and traced the
directions of the beacons and were able to see the existing and removed ones. We also discussed safety measures
with the committee and they pledged to deploy the youth president and other boys to Guard us from the Villagers
until the survey is completed.
5.7.2 INSTRUMENT TEST
The Theodolite had to be checked to confirm its suitability or otherwise in a project like this. The theodolite (Kern
A1-K), which was used, underwent the three-point observation method of checking. The instrument was set at a
66
NWANKWO JEPHTHAH T.K 2009/167372
point (Z) and three distant ranging poles were sighted to, and a reading was taken sighting to A, and then to B; a
reading was also taken sighting to B first and then to C; the last reading was taken sighting A, to C, directly; the
angles were reduced and we had the following results:
A B
Z
C
Angle A-B=85° 13ʹ 35ʺ
B-C= 89° 44ʹ 25ʺ
A-C = 174° 57ʹ 59ʺ
A-B 85° 13ʹ 35ʺ
+ B-C 89° 44ʹ 25ʺ
(A-B) + (B-C) 174°58ʹ 00ʺ
- (A-C) 174°57ʹ 59ʺ
000° 00ʹ 01ʺ (The same check was carried out on face right and we had consistent results).
5.7.3 STEEL TAPE CALIBRATION
The fifty metre (50m.) steel tape used was calibrated in front of the office under normal temperature and pressure,
and the error was +0.002. This was always applied in the field especially where a long line was measured
67
NWANKWO JEPHTHAH T.K 2009/167372
5.8.0 MOBILIZATION
5.9.0 PERSONNEL, INSTRUMENTATION AND MATERIALS USED
5.9.1 PERSONNEL
The survey party was made up of the following:
Surv. Dom C Nwankwo Supervisor/Chief Surveyor
Surv. Victor Assistant Chief Surveyor
Theophilus Okorie Survey Assistant
Nwankwo Jephthah T.K Survey Assistant/IT Student
Chinedu Nwokoro Driver/Labourer
Comrade Nnanyelugo Ufuma Youth President
5.9.2 INSTRUMENTATION
The instruments we used include:
1. Kern A1-K theodolite with its tripod
2. Plumb Bulb
3. Six Ranging Poles
4. 50m steel tape
5.9.3 MATERIALS USED
1. Four Cutlasses
2. Two Shovels
3. Two crowbars
4. Wheel Barrow
5. Government Survey Beacons
6. One painter of Cement
68
NWANKWO JEPHTHAH T.K 2009/167372
7. One head-pan of sharp sand
8. 25cl gallon of water
9. Two Trowels
5.10.0 OLD SUREY PLAN
69
NWANKWO JEPHTHAH T.K 2009/167372
5.11.0 METHODOLOGY / FIELD OPERATIONS
Due to the nature of the job, the survey was done in anticlockwise direction in order to easily locate the points
exactly. Turning of back bearing and forward bearing method was used. The existing beacons ASS2042 and
ASS2043 were used as starting point. Below is the detailed description of the field operation.
Instrument was set on ANSS2051, we backsighted ANSS2052 and set the angle to 03d35’46” then we
turned 187d17’08” (which is the back bearing of 07d17’08”) to locate the next point (ANSS2050). We cut
the line, measured 82.815m, dug and luckily found the old beacon. We replaced it with the government
beacon.
We set instrument on ANSS2050, backsighted ANSS2051 and set the angle to 07d17’08” then we turned
239d 40’41” (which is the back bearing of 59d 40’41”) to locate the next point (ANSS2049). We cut the
line, measured 74.100m, dug and also found the remains of the old beacon. We replaced it likewise.
We set instrument on ANSS2049, backsighted ANSS2050 and set the angle to 59d40’41” then we turned
135d26’54” to locate the next point (ANSS2048). We cut the line, measured its distance of 135.049m. But
this beacon has been totally removed by the land farmers. So we re-established it.
We set instrument on ANSS2048, backsighted ANSS2049 and set instrument angle to 315d26’54” then we
turned 42d14’26” to locate the next point (ANSS2047). We cut the line, measured 103.362m and buried its
beacon.
We set instrument on ANSS2047, backsighted ANSS2048 and set the angle to 222d14’26”, then we turned
83d46’50” to locate point ANSS2046. We cut the line, measured 74.489m and replaced the engraved old
beacon. Similarly at that same point we turned 340d30’31” cut the line, measured 109.999m and re-
established ANSS2053. We aligned poles and cut the lines between ANSS2047 to ANSS2051 and ASS2050.
We measured their distances and it gave us exactly 63.884m and 78.797m respectively.
We set instrument on ANSS2046, backsighted ANSS2047 and set the instrument angle to 263d46’50” then
we turned 24d36’35” to locate point ANSS2045. We cut the line, measured its distance of 36.986 and
replaced the engraved old beacon.
70
NWANKWO JEPHTHAH T.K 2009/167372
We set instrument on ANSS2045, backsighted ANSS2046 and set the instrument angle to 204d36’35” then
we turned 15d05’33” to locate point ASS2044. We cut the line, measured 139.251m and re-established that
point.
We stopped here because other beacons are still in existence.
The final thing we did was to write numbers on all the beacons starting from the origin beacon.
5.12.0 PROBLEMS ENCOUNTERED
Some of the villagers came to stop us with the claim that we are tampering with their family land but our
savior was that the town Youth president was with us. The youth president and his men served as immunity
until we finished the survey.
Unfortunately coconut tree blocked our line and we had to cut it down.
A public toilet also blocked our line but in this case we used offset method to bypass it.
Bumble bee attacked and stung one of us. Also the bush was filled with thorn plants. All this hazards
contributed to the stress and delay of our work.
5.13.0 CONCLUSION
The survey was actually interesting. However maximum carefulness was observed in turning the bearings and in
distance measurement. The aims were achieved and the work was completed.
71
NWANKWO JEPHTHAH T.K 2009/167372
CHAPTER SIX
REPORT ON OBODOMA LAYOUT SURVEY
6.1.0 INTRODUCTION
A layout survey is a cadastral type of survey that involves the development of a remote (usually virgin lands) area of
land by setting out the designed plots and roads network. A layout survey is done by setting out the designed plan
angles and distances from the paper to the ground.
The main purpose of a layout survey project is to increase housing. A layout consist of primary road (12m wide),
secondary road (9m wide) and tertiary road (6m wide). It contains Open Space (OS) reserved for recreational
purposes, Commercial Space (C/1….) reserved for commercial purposes like market, shopping mall, banks, and
Public Space (p/1…) for public purposes like school, churches, etc.
A layout undergo stages before its thrown open for the public use: an expanse area of land which belongs to a
community, an organization, a family or an individual is agreed to be developed. Secondly the selected committee
will look for a surveyor who will do the layout survey. The surveyor will do the perimeter survey and submit the
plan to the planners to design the layout plan. After the layout is designed the committee and the surveyor will
submit it to the ministry of land and housing for approval and if approved will start the layout survey proper. And
finally when the survey is completed, the layout roads will be graded and the plots will be opened for sale. It’s the
work of the surveyor to show the buyers their plots and produce their plans (plan lifting), register it and participate in
title deed.
Obodoma Layout belongs to Ndiaga Community in Ugwuaji, Enugu South L.G.A. The layout was initiated by
Ndiaga Development Association manned by ten men committee headed by Engr. Uche Ike. This portion of land
was pushed out for sale following the Ogui people encroachment and also for the development of Ugwuaji town.
The layout started on 1st July 2012 and is still in progress till date.
6.1.0 AIM OF THE LAYOUT SURVEY
To run a perimeter survey round the layout mapped out land.
To bury the perimeter beacons with full written SURCON numbers.
To traverse the blocks and parcelate the block plots.
To accurately establish and buldoze the layout road networks.
To burry beacons on all the plots and write them SURCON numbers.
6.2.0 LOCATION OF THE LAYOUT
The obodoma layout is located at Ndiaga Ugwuaji in Enugu south local government area of Enugu state. It is
surrounded by Umunnukwu layout in the north, idume layout in the east, promise layout in the south and
independence layout phase II Layout in the west.
72
NWANKWO JEPHTHAH T.K 2009/167372
6.3.0 SIZE OF THE LAYOUT
Obodoma layout covers 114.821 hectares with 1516 plots of land.
6.4.0 CLIENT
The owner of the layout is Ndiaga community in Ugwuaji Enugu south L.G.A of Enugu State.
6.5.0 DATE AND DURATION
The project began on 1st july 2012 and is still in progress till date. Though it was delayed by the conflict between
Ogui and Ugwuaji.
6.6.0 ORDER OF SURVER: Third order
6.7.0 CLASSIFICATION OF THE SURVEY: Cadastral Survey
6.8.0 PLANNING AND MOBILIZATION
6.9.0 PLANNING
6.9.1 RECONNAISSANCE
The layout committee together with Surv. Dom made and signed an agreement on how the survey will be done
peacefully. They went to the land and planted herbaceous plants with tied caution tapes along the boundary edges of
the land. This helped to avoid encroachment during the perimeter survey. We chose three perimeter beacons from
umunnukwu layout as our connection points. They are SC/EN4598BN, SC/EN4599BN and SC/EN4550BN.
6.9.2 STEEL TAPE CALIBRATION
The fifty metre (50m.) steel tape used was calibrated in front of the office under normal temperature and pressure,
and the error was +0.002. This was always applied in the field especially where a long line was measured. We
mostly used tape during parcellation because the total station target was used to measure most distances.
73
NWANKWO JEPHTHAH T.K 2009/167372
6.9.3 INSTRUMENT CHECK
The three peg test was used to test the accuracy of our newly bought high target total station. Below is the
description.
A B
Z
C
Angle A-B=60° 15ʹ 20ʺ
B-C= 92° 45ʹ 50ʺ
A-C = 153° 01ʹ 9.7ʺ
A-B 60° 15ʹ 20ʺ
+ B-C 92° 45ʹ 50ʺ
(A-B) + (B-C) 153°01ʹ 10ʺ
- (A-C) 153°01ʹ 9.7ʺ
000° 00ʹ 0.3ʺ
74
NWANKWO JEPHTHAH T.K 2009/167372
6.9.4 IN-SITU CHECK
We ran in-situ check on the three connection beacons to ascertain whether they are still in good position. Below is
the result.
SC/EN4598BN to SC/EN4550BN ……...Measured: 132° 15ʹ 18ʺ
Calculated: 132° 15ʹ 10ʺ
Difference: 000° 00ʹ 08ʺ
SC/EN4599BN to SC/EN4598BN ……… Measured: 175° 35ʹ 20ʺ
Calculated: 175° 35ʹ 13ʺ
Difference: 000° 00ʹ 07ʺ
SC/EN4599BN to SC/EN4550BN …… .Measured: 348° 43ʹ 51ʺ
Calculated: 348° 43ʹ 45ʺ
Difference: 000° 00’ 6ʺ
6.10.0 MOBILIZATION
6.11.0 PERSONNEL, INSTRUMENTATION AND MATERIALS USED
6.11.1 PERSONNEL
In accordance to survey ethics, surveyors don’t work alone. Obodoma layout was apportioned to four surveyors.
They are surv. Dom C Nwankwo ( supervisor), .Obi Mmachie, Obinna and Surv. Vincent. My group is surveyor
Dom and below is the survey party.
Surv. Dom C Nwankwo Supervisor/Chief Surveyor
Romanus Ike pupil Surveyor
Theophilus Okorie Survey Assistant
Nwankwo Jephthah T.K Survey Assistant/IT Student
Chinedu Nwokoro Driver/Labourer
6.11.2 INSTRUMENTATION
We used the following instruments in the course of the survey.
Ashtech Differential GPS with its rover
ZTS-120R Hi-target Total Station with its Tripod.
50m steel tape
Six ranging poles
Two Reflectors and their rods
75
NWANKWO JEPHTHAH T.K 2009/167372
6.11.3 MATERIALS USED
The following are the materials we used in the layout survey.
Layout Beacons
Bush pegs
Two Crowbers
Two Shovels
Four cutlasses
Sharpening file
harmer
Ribbons
Long straight sticks
6.12.0 METHODOLOGY / LAYOUT SURVEY PROCEDURE
6.13.0 TRAVERSING
6.13.1 PERIMETER SURVEY
Ashtech Differential GPS was used to do the perimeter survey. This idea was adopted in order to provide a very
high accuracy. The master station was mounted on first connection beacon and the rover was used to pick the
coordinates of the boundary points till the perimeter was covered. The data was processed and plotted and the plan
was given to the department of Urban Planning, Ministry of lands and Survey, Enugu state: where the main layout
plan was designed and printed in A0 paper size.
6.13.2 BLOCK TRAVERSING
The principle behind block demarcation/ traversing is that you set instrument on a known established point, back-
sight and zero on another known point, turn the new point angle or bearing, measure the distance and fix its point.
Then start from their and survey clockwise until the block is covered.
Below was one of the blocks I participated and its description.
76
NWANKWO JEPHTHAH T.K 2009/167372
6.13.3 BLOCK PLAN
Instrument was set at peg2 and we back-sighted and zero on peg1 then we transited, cut the line and measured 9m
(width of the road) and fix p1. Also at the same point we began to cut line until we covered a distance of 237.9m
(18.3 x 13 plots) and we fixed p2. We set instrument on p2 back-sighted and zero on apex peg p1 then we turned
270d00’00”, cut the line, measured 60.1m (30.5m x 2 = 2plots) and fixed p3. We set at p3 back-sighted and zero on
p2 turn 270d00’00” cut the line, measured 237.9m and fixed p4. For a test, we set at p4 back-sighted and zero on p3
and turn 270d 00’00” and foresight p1. In conclusion, you turn the plan angles if the edges are not perpendicular but
you must first cue in the back bearing of the back-sight angle before you begin to turn the foresight angles directly.
6.13.4 PARCELATION
In layout survey, the general principle of working from whole to part is strictly maintained. The established blocks
will be divided into their number of plots. From the block above, w set at apex peg p1 back-sighted at peg1, transit,
foresight and clamp on p2. Then we measured with tape 5m and fix the truncation peg. Then we measured 13.3m to
fix another peg. From there, we began to measure 18.3m till we reached the last plot. There we measured 13.3m and
fixed the truncation peg. The instrument was set on p2 and directly foresighted p3 and we measured 30.5m and fixed
the centre line point. Instrument was set on p3 and we fore-sighted p4 and began to measure the given distances and
77
NWANKWO JEPHTHAH T.K 2009/167372
be fixing their pegs. Instrument was set at p4, we fore-sighted p1 measured 30.5m and fixed the peg. Then for the
center line points, instrument was set at center line peg between p2 and p3. We back-sighted and zero on p2 and turn
270d00’00”. We aligned poles and cut the line. Then we foresighted the corresponding center line peg between p1
and p4. We started measuring and be fixing pegs.
However, parcellation can also be done with tape and poles. You align poles at the block apex pegs and the
instrument man will be aligning the front chain man as they measure and peg the scaled distance beacon points.
6.13.5 BURRYING OF BEACONS/ MONUMENTATION
The layout beacons consist of a mixture of cement, sand, and gravel, in the ratio of ; 1; 8; 10, respectively. It consist
of 40mm nail spike, punched in the centre of its top. It is moulded firmly into the beacon to form the point to be
bisected during traversing. The dimension of the beacon is as follows.
Length of cross section = 18cm.
Width of cross section = 18cm.
Height of the beacon = 75cm.
The beacons are buried in clockwise direction and for utmost accuracy, they are positioned with the instrument.
They are faced to each other in clockwise direction according to the shape of the block. Finally the beacons are
buried in such a way that the ratio of ¾ is buried on the ground while ¼ is made to project above the ground.
78
NWANKWO JEPHTHAH T.K 2009/167372
6.13.6 BULDOZING OF LAYOUT ROADS
When all the layout traversing has been completed, the next action is to bulldoze the road networks. It is the work of
the surveyor to show the bulldozer man the directions of the roads. This is done by fixing long sticks tied with
caution tapes beside the beacons seen along the roads. This sign shows the driver the direction and also helps to
prevent the bulldozer from destroying the beacons.
Similarly for a very tick and deciduous forest, the surveyor will first clear roads before running parcellation. This
helps to reduce much cutting and destruction of beacons. We did this for more than one month.
79
NWANKWO JEPHTHAH T.K 2009/167372
6.13.7 WRITING OF LAYOUT BEACON NUMBERS
Firstly the perimeter beacon numbers are written immediately the perimeter plan is approved by the government.
This helps to prevent intruders and 419 activities. Then the plots beacon numbers are written when all other things
have been completed in the layout. The numbers are written with well-proportioned mortar (cement, sand and
water), trowel and thin pointed stick. The trowel is used to levelly shape the mortar on top of the beacon but making
sure the nail spike is visible (not covered). The numbers are written in such a way that they faced the direction of the
proceeding beacons.
SURCON number is this format. SC/EN X2041CF.
SC: means SURCON
EN: is an abbreviation for the state where the land is located. EN stands for Enugu
X: is the SURCON number series
CF :is the Registered Surveyor’s Code. CF is the beacon code of Surv. Dom
80
NWANKWO JEPHTHAH T.K 2009/167372
6.13.8 PLAN LIFTING
This is the last thing that the surveyor will continue to do for the clients (buyers) as long as the layout exists and the
surveyor is alive. Plan lifting involves producing the plan of the plot(s) a buyer bought from the layout. The
particular plot(s) is/are carved out of the layout plan.
Finally change of title which is done for third party buyers is done only by the surveyor who did the layout. Each
plot for lifting has a certain price. For Enugu state a one plot lifting cost 60 thousand naira. The charge may increase
in future.
81
NWANKWO JEPHTHAH T.K 2009/167372
6.14.0 OBODOMA LAYOUT PLAN
6.16.0 PROBLEMS ENCOUNTERED
A serious conflict arose between Ugwuaji and Ogui people over the ownership of the layout land. This resulted to
many weeks of Gun shut and the brutal beating of some of our contracted surveyors. This conflict halted the
progress of the layout survey.
Similarly the rainy season made the road to be so bad. Our cars couldn’t pass the road again and this led to the total
break, even up to this October.
6.17.0 CONCLUSION
Layout survey is a long survey project. And it requires constant flow of money to fuel steady work in the layout. I
gained a lot of experience in the course of layout survey participation.
82
NWANKWO JEPHTHAH T.K 2009/167372
CHAPTER SEVEN
GENERAL COMMENT, RECOMMENDATION AND CONCLUSION
7.1.0 GENERAL COMMENT
In fact, words are not enough to express my gratitude. The Industrial Students’ Work Experience Scheme (SIWES)
has really equipped me beyond measures. It has made me to develop much love and appreciation to the Survey
Profession.
All that I dreamed to praticalize during the IT period was realized. I began to appreciate the in-depth theory courses
we did in school before going to SIWES attachment.
I was thoroughly trained in manual and digital instruments, Softwares, Data processing/Calculations, cadastral
surveys, engineering surveys, GIS, leadership/planning and registrations.
Indeed surveying profession is so vast and much interesting and most importantly requires much carefulness,
accuracy and fastness.
7.2.0 RECOMMENDATION
I must recommend that vast practical training should be demonstrated to the students so as to equip them for both IT
and professional practice. Instruments and field procedures should be practically impacted. If structurally organized
and executed, the sky will become the starting point of every Geoinformatics and Surveying graduates of University
of Nigeria.
7.3.0 CONCLUSION
SIWES program is a very good initiative. Through it, students are extensively equipped both professionally, socially,
financially and otherwise.