it siwes technical report by nwankwo jephthah t k department of geoinformatics and surveying unn

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.

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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.

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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.

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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.

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TABLE OF CONTENT

DEDICATION - - - - - - - - - i

ACKNOWLEDGMENT - - - - - - - - ii

ABSTRACT - - - - - - - - - iii

TABLE OF CONTENT - - - - - - - - v

COMPANYS 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


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


2.11.0 PLANNING - - - - - - - - 18

2.11.1 RECONNAISSANCE - - - - - - - 18

2.12.0 MOBILIZATION - - - - - - - - 18


2.12.2 PERSONNEL - - - - - - - - 18


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

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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


3.10.1 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


3.14.0 CONCLUSION - - - - - - - - 34

CHAPTER FIVE

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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


4.3.0 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


4.8.0 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


4.10.1 PERSONNEL - - - - - - - - 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

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4.14.1 Perimeter plan - - - - - - - - 46

4.14.2 Contour plan - - - - - - - - 47

4.14.3 3D WIREFRAME MAP OF THE LAND - - - - - - 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


5.3.0 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


5.7.0 PLANNING - - - - - - - - 50

5.7.1 RECONNAISSANCE SURVEY - - - - - - 50

5.7.2 INSTRUMENT TEST - - - - - - - 50


5.8.0 MOBILIZATION - - - - - - - 51


5.9.1 PERSONNEL - - - - - - - - 51


5.9.3 MATERIALS USED - - - - - - - 52

5.10.0 OLD SUREY PLAN - - - - - - - 53

5.11.0 METHODOLOGY / FIELD OPERATIONS - - - - 54

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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


6.9.0 PLANNING - - - - - - - - 57

6.9.1 RECONNAISSANCE - - - - - - - 57


6.9.3 INSTRUMENT CHECK - - - - - - 58

6.9.4 IN-SITU CHECK - - - - - - - 59

6.10.0 MOBILIZATION - - - - - - - 59


6.11.1 PERSONNEL - - - - - - - - 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

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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


6.17.0 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


COMPANYS 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

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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 companys pupil surveyors so as to gather wide range of

experience in the different areas of surveying.

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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 Clients 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 plots

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


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


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 13 35

B-C= 89 44 25

A-C = 174 57 59

A-B 85 13 35

+ B-C 89 44 25

(A-B) + (B-C) 17458 00

- (A-C) 17457 59

000 00 01

This is a difference of one second, (01); the same check was carried out on face right and we had consistent results.

19


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 38 15 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 16 20.This was done setting over SC/EN3880P and had the angle as 264 43 41. 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 38 15

Calculated: 162 38 11

Difference: 000 00 04

SC/EN3880P to SC/EN3878PMeasured: 186 16 20



SC/EN3878P to SC/EN3879P Measured: 51 39 20



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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

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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


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 (50cm) is buried on the ground while (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


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

24


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


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


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 doesnt 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


1.15.2 Cloth / blue copy plan

28


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


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 0000 and Total Angle =1259d5608

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 its positive.

However another alternative is to adjust the latitudes and departures using Bowditch rule, but we didnt use that

method.

1.18.0 CONCLUSION

The survey was successful and the aims were realized.

30


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


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


2.10.0. PLANNING AND MOBILIZATION

2.11.0 PLANNING


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 governments 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


2.12.2 PERSONNEL

The survey was done by two teams. The surveyors team and the civil Engineers 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


The Site Engineers 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


The instruments we used to carry out this survey were as follow:

Ashtech DGPS

Bipod Stand

50m Linen Tape

Six ranging poles


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


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 cant 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


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


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 didnt cut profile line because its not a

virgin road (i.e. not bushy).

37


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


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


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 its

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 dont 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


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


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


2.19.1 THE LONGITUDINAL PROFILE PLAN

42


2.19.2 CROSS SECTION PLAN

43


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.


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


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


3.6.0 CLASSIFICATION OF SURVEY: Engineering Survey


3.8.0 PLANNING


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 companys 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


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 lines 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


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 5139 12.060m

3.9.0 MOBILIZATION


3.10.1 PERSONNEL

The survey party consisted of four men and their names are as follows:


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.


Harmer

2 x 2 1m pegs

Two cutlasses

48


Instrument Umbrella

3.11.0 METHODOLOGY

We used ray method because of the digital instrument we used for the project. We didnt 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 3738. 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 0010 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 plans

distance.

We turned the instrument angle until it was reduced to 165d 5104 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 0130 and measured 62.150m and peg column D. we taped their distance

between CD 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 1301 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.


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


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 lands 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



4.8.0 PLANNING


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 its 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


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


4.10.1 PERSONNEL

The survey team consisted of the following persons:


Obi S.I Party chief/pupil surveyor

Eric Nkemjika Survey Assistant/IT Student

Nwankwo Jephthah T.K Survey Assistant/IT Student

52



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


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


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 clients 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


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


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 lines 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


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


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


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


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 didnt 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


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:

it siwes technical report by nwankwo jephthah t k department of geoinformatics and surveying unn

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