SURVEY CAMP REPORT.doc

8/19/2019 SURVEY CAMP REPORT.doc

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1Survey Camp 2010

CONTENT

NO. CONTENT PAGE

i. CONTENT

1 TWO PEG TEST

1.1 INTRODUCTION

1.2 AIMS

1.3 EQUIPMENTS

1.4 PROCEDURES

1.5 DATA ANALYSIS

1.6 DISCUSSION

1.7 CONCLUSION

4

4

4

4

5

6

7

2 LEVELLING

2.1 INTRODUCTION

2.2 AIMS

2.3EQUIPMENTS

2.4 PROCEDURES

2.5 DATA ANALYSIS

2.6 DISCUSSION

2.7 SUGGESTION

2.8 CONCLUSION

9

9

9

9

1

1

11

11

3 TRAVERSE

3.1 INTRODUCTION

3.2 AIMS

13

13


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5.5 EQUIPMENT

5.6 PROCEDURES

5.7 DATA ANALYSIS

5.8 DISCUSSION

5.9 CONCLUSION

24

25

26

26

28

6 "ULL SURVEY CONCLUSION

7 APPENDI&


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C!APTER 1

TWO PEG TEST


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1.1 INTRODUCTION

Two Peg Test is a surveying operation carried out to determine whether the leveling bubble and

telescope line of sight are parallel.

1.2 AIM

Peg Test is a surveying operation carried out to determine if the leveling bubble (bubble axis) and

telescope line-of-sight (line of collimation) of the distance between staff are 30m and 0m are parallel.

1.3 EQUIPMENTS

i. !eveling e"uipment and Tripod (# set)ii. $taff (% sets)iii. $taff bubble (% sets)iv. Tape (# set)

1.4 PROCEDURES

#. & peg test has been performed to chec' the instrument.%. The results of the peg test recorded by each person in the group in their own field boo'.3. $et out and mar'ed on the group two points some 30m apart.(with wooden pegs driven into the earth

or roofing nails in tar). $et up instrument midway between two pegs.*. +n each peg staff read and calculated the height of difference.. ,nstrument moved about !303m beyond one of the pegs (normally for staff position)/. &gain on each staff read and calculated the height of difference.

1.5 DATA ANALYSIS


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istance 30m

1eading $taff ($#) 1eading $taff & ($%) 2eight difference mirst set up #.%#4 #.*5 0.34

1eading $taff 6 ($#7) 1eading $taff ($%7) 2eight difference m7$econd set up #./ #.405 0.3

istance 0m

1eading $taff ($#) 1eading $taff & ($%) 2eight difference mirst set up #.0#4 #.5/5 0.5*4

1eading $taff 6 ($#7) 1eading $taff ($%7) 2eight difference m7$econd set up #./4 %.04 0.5

8alue e

30m 0mifference (m 9 m7)! - 0.000% 0.0000%

#. ,f m m7 then the instrument is +:;

10m 30m 30m

A B


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%. ,f xample

istance 30m

e ?1eading $taff ($#) - 1eading $taff & ($%)@ 9 ?1eading $taff 6 ($#7) - 1eading $taff ($%7)@ !

(#.%#4 - #.*5) 9 (#./ - #.405) 30

' ( .2

1.7 DISCUSSION

rom time to time the leveling e"uipment has to be tested to ma'e sure that the e"uipment had no

damaged that will cause7s error in reading dataA it is important especially if the e"uipment collapse or endure

vibration on the Bourney.

The allowable determined value must be less than 0.00*m (C0.00*). ,f the determine value between in

the range allowable value than the e"uipment can be used. Therefore leveling field wor' can be done. ,f the

determined values are above the range than this e"uipment was not "ualified to be used thus any leveling field

wor' cannot be done with this e"uipment.

Temporary benchmar' can only be used when there is an error to the e"uipment. ,t can be determined

by test the e"uipment before we use it. T he field wor' were called two-peg test. T he obBective is out todetermine if the leveling bubble (bubble axis) and telescope line-of-sight (line of collimation) are parallel.

,f the distance in two-peg test is not the sameA this will reduce the accuracy of the reading value and the

difference value of (e-f) will be larger. ,n this test we will get the value of the end closure e"uivalent to Dero (0).

Two-peg test we can estimate whether the leveling e"uipment can be used or not for leveling field wor'.

This is important to prevent inaccuracy problem in the e"uipment performance.

1.8 CONCLUSION


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The two-peg test was succeeded whereby the allowable and the data that we achieved are not

exceeding the allowable limitation value. Plus the collimation line is in horiDontal direction. The error of this two-

peg test limit is not exceeding E0.00*m.

$uggestion for this test is to ma'e sure the observer to ta'e the average value for every staff readingachieved. +ther than that the staff must be stand straight according to the bubbleA the plot and the calculation

have to be determined cautiously. Fith this suggestion we could reduce the errors.


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C!APTER 2

LEVELLING

2.1 INTRODUCTION

8ertical Gontrol is the general term applied to any of the various processes by each elevation of points

all difference in elevation are determined. ,t is a vital operation in producing necessary data for mapping

engineering design and construction.

2.2 AIM

To fly reduced level from 'nown point (6enchmar' or Temporary 6enchmar')A point % to un'nown pointA

point #.


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2.3 EQUIPMENTS

i. !evel and Tripod (# set)

ii . $taff (% sets)

iii. $taff bubble (% sets)

2.4 PROCEDURES

#. & series of measurements of level loop as shown below has been considered.

%. $tarted at 6H & so the first reading measurement from $etup # is a bac' sight to 6H & and the

second reading is a foresight to GP# 'nown as a Ghange Point.

3. The leveling staff remained at GP# while the instrument moved to $etup %. The bac' sight to GP#

reading is ta'en and continued to GP% and so on.

. >ventually a setup a bac' sight reading is made to GP3 and foresight reading to 6H &.

*. &ll the data were calculated and the value of end closure allowable end closure and correction

were estimated.

. The real value of leveling was obtained.

2.5 DATA ANALYSIS

6oo'ing chec'

Total 6 9 Total $ Total 1ise 9 Total all !ast 1educe !evel 9 >arly 1educe !evel

%%.*4 9 %%.*34 *.% 9 *.# #.//% 9 #./% 0.0#0m

>nclosure calculation

>nclosure !ast 1educe !evel 91eal 1educe !evel

#.//% 9 #./%

0.0#0m I #0mm

&llowable enclosure E%0J 'm


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E#/.44mm

$ince the enclosure is #0 mm less than the allowable enclosure that is #/.44 mm therefore this field wor' is

acceptable.

Gorrection 0.0#0 #* 0.00#m per TP

2.6 DISCUSSION

The surveying wor' was carried out at the road which is from the Bunction to the main road to the

1amunia 6each 1esort which is located at Kohor. The road is divided into section and #0 groups is divided to

do the leveling wor' along the road. +ur group is assigned to do a closed loop leveling from section % to section

# and bac' to section %.

rom the T6H that is given by the first group we calculated the T6H# and T6H%. The calculated T6H#

was differing with the T6H# which is given which is differing by 0.3%*. This may happen due to some error that

happen during the leveling is done. Parallax error is one of the errors that will affect the value of the leveling

which is due to the reading that is done by the observer where sometimes the brightness of the environment will

affect the accuracy of the value obtain. +ther than that straightness of the staff will also affect the value cause

when the staff which slightly not straight will cause the reduced the length that is observed.

The difference of the bac'side and foresight is the same as the value difference on rise and fall which

proves the leveling is correct. +ther than that the allowable end closure which is 0.0#/m while the difference for

the end closure is 0.0#0m which is in the range of the allowable end closure. These prove that the value is

acceptable.

!eveling is done to obtain the height difference of two points and to obtain new temporary bench mar'

for the use of construction. 6esides that it is also use for the continue of traverse and tachymetry.

2.7 SUGGESTION

2er e is our suggestion to avoid the error during the field wor' is carried out.

• ue to the place of the field wor' is mountainous area. Fe have to minimiDe the distance between the

level and leveling staff to get the accurate value. The distance is between #* to 30 meters.

• Fe only ta'e the reading from the leveling staff that more than 0.* meter.


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• The leveling staff7s bubble must be at the center of the circle.

• To reduce the parallax error. Fe have to ma'e sure the leveling staff in stable conditional and in

verticality.

• Fe also have to minimiDe the line of sight.

2.8 CONCLUSION

rom the leveling wor' that we have done the temporary bench mar' value that we have obtained is

#./%. $o the obBective of this field wor' is achieved. Fe get the end closure is below the allowable end

closure so our leveling wor' can be accepted. rom the leveling wor' we get the reduce level li'e in the leveling

sheet. Fe have analyDed the data and get the allowable end closure is #/.44mm and the end closure that we

have done is #0mm. so the end closure we get is below the allowable end closure. $o we can conclude that our

group obBective to fly reduced level from 'nown point (6enchmar' or Temporary 6enchmar') to un'nown point is

achieved.

C!APTER 3

TRAVERSE


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3.1 INTRODUCTION

2oriDontal control is a form of a control survey that re"uires the establishment of a series of stations

that are lin'ed together by angles and distances. The used of horiDontal control is very fundamental and has

become one of the most common methods in civil engineering wor'.

3.2 AIM

ield wor' procedures of establish horiDontal control networ'. Traverse is to form connection line from

station # to station using the value of bearing and distance in closed loop. To form coordinate value based on

the data of bearing and distance.

• To produce the plan of the site area

• To get the boundaries of site proBect

3.3 LEARNING OUTCOME


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&t the end of the practical student was being able to=

• Perform the field wor' procedures for horiDontal control survey.

• Process the raw data to obtain the coordinate the area of traverse and the class of the traverse.

• etermined the nature of error affecting the horiDontal control survey.

• Produce a plan using surveying software (trimmap).

3.4 T!EORY

,n survey traverse is defined as the field operation of measuring the lengths and directions of a series

of points on the earth. >ach of these straight lines is called a traverse lie and each point is called a traverse

station. Traverse stations are commonly mar'ed with wooden peg sta'e nail or iron pipe.

Traverse line are measured using total station. Traversing need to start from reference datum

(coordinate bearing and distance are 'nown). &t each traverse station a horiDontal angle is measured and used

to determine the bearing of the next traverse line. These measurements are used to compute the relative

horiDontal position of each un'nown traverse station. The main purposes of traverse are=

• Property surveys to locate and establish boundaries

• $upplementary horiDontal control for topographic mapping surveys

• !ocation and construction layout surveys for highways railways and other private or public wor's

3.5 EQUIPMENTS

&ll groups will be issued with the following e"uipment=

i. Total station (# set)

ii. Prisms (% sets)

iii. Pegs

iv.


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%. Pegging traverse station= The line of sight of each control point and its susceptibility to disturbance

being considered due to it will remain for the duration of the survey camp.

3. >stablish datum= $tarted with three 'nown control points. The distance to the nearest #0mm and

angle to the nearest #0L were measured.

. There are several steps which followed and lead to a smooth traverse=

i. The instrument installed over the station

ii. The instrument leveled and centered

iii. The instrument was set to the re"uired datum

iv. ace left horiDontal reading to bac' sight station was recorded (bearing M

distance)

v. The instrument turned and sight foresight station

vi. ace left horiDontal reading to foresight station was recorded (bearing M

distance)

vii. The instrument transited ( from ace !eft to ace 1ight)

viii. The re"uired datum being set to bac' sight station

ix. ace left horiDontal reading to bac' sight station was recorded (bearing M

distance)

x. The instrument turned to face foresight station.

xi. ace left horiDontal reading to foresight station was recorded

xii. The mean bearing foresight station calculated

xiii. The instrument moved to the next station (foresight station)

xiv. or the next traverse line bearing was respected or corresponded to the previous

mean bearing

3.7 DATA ANALYSIS

or line #0 - #03 read #//N#0 0 ̍ ̋

,t must be read #//N#0 #̍0 ̋

Hisclose #//N#0 0 ̍ -̋ #//N#0 #̍0 ̋ 30 ̋

Gorrection 30 ̋ * ̋

3.8 DISCUSSION


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+ur group has been given a site to observe the area of bas'etball court to measure the length and the

direction of a series of straight lines connecting a series of point on the earth. Fe started the field wor' with

observation and decision ma'ing of pic'et point. our () station points have been established which mar'ed

with pic'ets. The location of each pic'et must be free from disturbance and safe. Thus distance from each

traverse station must be more than 30 meters. Travers station also should be numbered continuously using

cloc'wise.

There are few factors which might influence the reading that obtained. There are=

• 2uman factor

The reading not consistence due to many observers recorded the value.

• >nvironment factor

The hot weather disturbed the concentration of observer till hard to focus on prisms.

The soil= $andy soil wea' between connectivity of each particle and not able to apply load on top of it.

$o when the instrument applied at the specific areas the possibilities to obtain error reading more high.

• >"uipment factor

The total station might be not in a good condition.

3.9 CONCLUSION

6ased on the wor' that we done we achieved to perform one horiDontal traverse control fieldwor'.&fter process the data that we obtained by coordinates and 6owdicth 1ule we determined that the area of our

site that is #05*.%m%.

rom the boo'ing analysis and calculation we obtained our linear misclose is 30L with for station point.

Therefore the correction for each point isOOO urthermore our precision # = %*0. This showed that our

traverse class in %nd class in engineering measurement because the minimum for second class is #= 000 and

the correction should be around 30L and not more than %730L. or the distance reading should be 0.00#. +ver all

of the traverse measurement our group measurement between in the range of class %.


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C!APTER 4

TAC!EOMETRY


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4. INTRODUCTION

Tacheometric survey (Tacheomatric) is a branch of surveying in which horiDontal and vertical

distances of points are obtained measurements avoiding ordinary and slower process of

measurements tape. Tacheometric surveys are usually performed to produce contour and detail plans

for further wor' or to produce coordinates for area and volume calculations. +bservations are usually

performed from 'nown survey stations often established by traversing.

4.1 O#$ECTIVES

To produce the topographic and detail plan of the area of the bas'etball court using surveying

software.

4.2 LEARNING OUTCOMES

&t the end of this practical student are able to=

•

Produce detail site plans for a proposed engineering proBect


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• sed the techni"ues s'ills and modern engineering tools in construction and civil engineering

applications

• >xpose students to the concepts and application of topographic surveys

• >xperience in team wor' and critical analysis in relation to civil engineering

4.3 T!EORY

These are the two short cross hairs above and below the main cross.

8ery simply the distance between the two is multiplied by #00 to give the distance from the point are to

where the staff is.

,n this example (and here we will use the millimeters) the lower cross hair is at %.#3 and the upper isat %.%#5 so differences is 0.0** meters. This is multiplied by #00 and the final distance is =-

*.*0 meters

,t is important to understand the basic principles of survey and even more important if using

sophisticated Total $tation and >lectronic istance Heasurers (>Hs) 9 only by understanding the

underlying concept we will understand what to achieve with digital version.

4.4 PRACTICE EQUIPMENTS

&ll groups will be issued with the following e"uipment=

i. Total station (# set)

ii. Hini prism (% sets)

iii. Tape (# set)

iv. Pole (% sets)

v. Tripod (# set)

4.5 "IELDWOR% PROCEDURES

#. &ll the details including topography and manmade features were observed.

%. The instrument being setup over the traverse station and the pole put with mini prism at the

bac' sight (station #) and foresight (station 3).


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• The temporary adBustment performed over the point (leveling centering).

• The height (,2) of instrument measured and recorded.

• The bearing set for line %-# as a datum. The distance of station %-station #

measured and recorded. & final bearing from traverse sheet being used.

• & pole used as a target over the point. The pole height (2T) measured and the

reading recorded.

3. The horiDontal bearing (21) recorded horiDontal distance (2) and vertical distanceI

height different (8) for each observations.

. &ll the features observed surrounding the station %. The pole height for each observation

measured and recorded.

*. The instrument moved to the next station and the bearing set for line 3-% as a datum. The

process repeated and all the features observed from station 3. The height of instrument

being measured at each station setup.

. &dditional control point setup for the missing or disturbed or obstruction of the features

from observed station.

4.5 DATA ANALYSIS

1! point 1! station Q ,nstrument height -Target height E 8ertical distance

>xample calculationA

rom station % to station # 9 P:T#

1! P:T# .3%5 Q #.* - #.* Q %.#50

5.*05

4.6 DISCUSSION

The tacheometry wor' is a process in civil engineering for plan preparation which it can give the

information about the area of proBect li'e building hill road tree big drain and so on. 6eside the

tacheometry is important to determine high of surface between two points. &ctually the tacheometry

process is depending to the station or pic'et from the traverse and all the items determined by using

the bearing distance and height of control point. &ll the control point that we use as a reference intacheometry was prepared from leveling and traverse process.


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The accuracy of distance and difference height that we get from tachometric is lesser than

distance and difference height of traverse or leveling and that7s why the tacheometry is only suitable for

the distance less than *0m. $o the tacheometry is more suitable in wor's that not need the high

accuracy li'e assesses the items and contour map. rom our field wor' we force to observe the

building road tree lamp post electric post and a few another important items in our area that located

at the bas'etball court. Fe use all four control point # % 3 and to observe all of these features and

detail to plot it with computer software. Fhile we do the survey the accuracy of tacheometry is

depending to dose of error.

#)+bservation error.• Hista'e when guess the pole. Fe guess the pole had exact length li'e that we have

adBusted but when we place the pole we have place the pole inside the ground andthe pole length had will change a bit.

• The pole not straight or bubble not inside the circle and it will effect to the distance.

The observation at steep slope will give clear error.%)6oo'ing error

• $ome times when the person recorded the reading from the total station he or she will

ta'e it wrongly such as 4.44 become 4.4• Galculation also can be incorrect

4.7 SUGGESTION

!ogically these types of mista'es and difference of value could be lessened if we too' precautions=

• 6efore each survey each group member should 'now ways to set up the total station

in order to prevent problems concerning the lac' of setting up total station s'ills.

• >very Bob must be divided e"ually among the group members to prevent conflicts.

• Try to chec' through the total station before each surveying is carried out. >xamplewe should do tests on the total station.

• The surveyor should be accurate on the focusing part.

• Fhile the recording person should be alert during each recording.

4.8 CONCLUSION


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rom this fieldwor' we had achieved our purpose of the tacheometry which is to produce the

topography and manmade features. Fe also learned about how to set up the total station immediately

and got some experience which is important to produce a high s'ill student.

C!APTER 5

SETTING OUT


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5.1 INTRODUCTION

$etting-out surveying is to sta'e out reference points of the proposed structure that will guide the

construction of new structures such as roads or buildings.

a. 8erify the location of structures during constructionb. Gonduct an &s-6uilt surveying= a survey conducted at the end of the construction proBect to

verify that the wor' authoriDed was completed to the specifications set on plans.

5.2 O#$ECTIVE

To laying out the corners of a building according to dimension based on the dimension plan (contouring

plan).

5.3 LEARNING OUTCOMES

&t the end of this practical student are able to=

a. Garry out accurate setting out.b. Garry out all the necessary calculations to establish the setting-out points.


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c. For' as a team in order to execute a large scale surveying wor'.d. Produce and present an engineering report on a engineering survey wor'.

5.4 T!EORY

#. $etting out is the translation of construction plans into physical points on the ground that can

be used as a basic for the actual construction. Gonstruction surveying provides not only the

horiDontal location of new structure but also the vertical information re"uired. The setting out

survey consists of locating and mar'ing horiDontal and vertical control points of the layout

structure.%. The $etting +ut surveying will start with calculates information from the drawings to ensure

that=a. 6uilding can be positioned correctly along with all the necessary structural components

within it.b. &ll the structural components are built to the correct level.c. !ines and levels for structures roads drainage and earthwor's are provided

Fhen a site layout design has been established all this information is accurately transferred

onto site. sing the latest survey instrument the setting out points can set-out on site as

re"uired base to the design drawings and design co-ordinates.

,n addition the setting-out also include the chec' surveys at various stages throughout the

construction processA which can involve the independent chec'ing of points set-out by otherswhere "uality monitoring is re"uired.

5.5 EQUIPMENTS

#. Total station (# set)%. Prism (# set)3. Pole M mini prism (% sets).


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%. ield wor' procedures=a. The instrument station selected based on the pre-comp plan.b. The instrument station should be the nearest to proBect site.c. rom figure % set-up the instrument at station and prism at station * as referent bearing.

d. 1ecord the bearing and distance from station to * in setting out form.e. Then set bearing station to point & to determined the point & location.f. 1oughly measure the distance from station to point & using tape then ?recisely mar' the

point using mini prism.g. sing the same method mar' all the point from station to 6G> and (figure%).

5.7 DATA ANALYSIS

>xample calculation for station #

Goordinate station # (-#*3%#./3 -*%#.%55)Goordinate station (--#*3%#.*3 -*%#.3%#)

astFest (-*%#.%55 9 (-*%#.3%#) 0.033

1esultant error J (e w)%

5.7 DISCUSSION

,n this surveying we need to set up an area for a proposed building in the area of our traverse

area. Fe need to observe the most suitable area such as no trees that will affect the building and no

obstacle that will affect the view when ta'ing the reading from the station point to the proposed building.

$uitable area for the proposed building is a land which has flat land without any slope but in the area

from our station the most suitable places is only the place that have a slightly sleep slope. ue in real

engineering surveying a perfect place that is proposed would not be true because the area of the

building is fixed and there is no moving around can be done but only finding the most effective way to

get the best result.

rom the result that is observed by surveying from station # and station we found out that

there huge error for the coordinate that has been ta'en and the smallest differ for the coordinate fromboth of the station is. This is due to some problem and errors that occur during our surveying are ta'ing


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place. &fter our discussion we agreed that the errors can be divided into 3 types which are caused by

human environment and e"uipment.

irstly for the error that is caused by human is due the carelessness of the observer that is

when ta'ing the reading by shooting from the total station. This will cause parallax error and it will

accumulate if the same mista'e is done by the observer. This problem can be reduced by rechec' byother observer to confirm the answer. +ther than that is by ta'ing the value more than once and ta'e

the average of it.

The accurate location of the total station and the prism when setting the bearing is one the

most crucial time the point of the pic'et to the total station and prism must be rechec' a few times to

reduce the unnecessary error. This error can cause mista'es for every reading ta'en which can

become a systematic error.

The bubble of the pole when is use to set the point of the proposed building point and ta'ing

the measurement is also the mista'es that maybe cause error to our reading. The bubble must beexactly in the middle when the reading is ta'en by the total station. ,n one of the point of our proposed

when the reduced level of the land is very low where it is located at steep area we used two pole that is

connected together and the bubble is used which one of it is on top and another is for the pole under it.

This maybe caused the error where when both the bubble is not at the middle at the same time will

cause the pole to slightly not straight.

or the station we ma'e it very tall to ta'e the reading of the steep area until we have to

stand on chair to ta'e reading maybe will affect the reading as the total station is high up the setting up

of the total station became harder and maybe the total station is not in the exact vertical and horiDontal

place when ta'ing the reading. This caused systematic error that accumulates throughout ta'ing the

reading of every point of the proposed area. This can error can be repaired if the total station is not

located so high up or rechec' a few times is made by a few of observer for the accurate measurement

can be ta'en.

+ther than that our bearing and distance of every point is ta'en by drawing the proposed

building inside the &utoG& and ta'en it into the real measurement. The distance and bearing may

slightly be wrong as our place has slope where the measurement could not be ta'en as a totally

horiDontal line. Heasurement of the vertical distance must be ta'en and calculation must be made to

get the accurate distance which we only realiDe it after that whole surveying is done. This caused thelargest mista'es and error to the whole surveying. The length which is set up is not totally accurate

where errors occurred. This problem can be solve by measuring all the point to the accurate length

using measurement tape of more accurate by using total station and setting up the point at every point

but this will ta'e lots more of time than normal.

The second type of problem occurred is caused by the environment this is when early in the

morning the prism and total station point to view the pic'et and to shoot for measurement is watery and

blur covered by mist caused by cold environment of the area. This will cause the inaccurateness ta'ing

measurement and affect the view of the observer. The mist covering the prism maybe will affect the

laser reflecting shoot from the total station. This problem can be solved by exposing the e"uipment tothe sun for a moment to clear the mist or by cleaning using soft material such as tissue.


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The hot weather also will affect the reading of the total station as hot environment will cause

the blurry view when shooting to the prism. +ther than that the brightness of the sun will cause uneasy

to the eye when trying ta'ing the reading. $olution for this problem is to wait for a better weather but

this is not a very suitable cause it will delay the time for the Bob to be done.

The third type of problem is caused by e"uipment the total station pole and the bubble thatalready have errors will cause systematic error to the reading ta'en as the error accumulate from the

starting of the surveying is done. This problem can be reduced by chec'ing the e"uipment from time to

time for the best performance of the e"uipment.

&ll this problems that occur affected our result and caused the differ of the coordinate that is

ta'en from both of the station.

5.8 CONCLUSION

,n setting out surveying we are exposed to the real situation and problem solving thin'ing that

is needed facing a lot of possible problems during construction. early precaution must be ta'en before

starting a construction to lower the possibilities of problems that will happen. The most important of all

we have gained more 'nowledge and experience to face the future on construction setting out area for

the use of construction.


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C!APTER 6

"ULL SURVEY CONCLUSION


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&s a conclusion each of the members of our group gained some benefits through $urvey

Gamp %0#0. rom the camp that being held especially for us we learned the proper method to handle

and operate with the survey e"uipments included how to process the data from two-peg test leveling

traverse tacheometry and lastly setting out wor'. 6esides that we also 'new the method of plotting and

contouring to get topography and manmade features by using trimmap and &utoG& for our group7s

site survey that is bas'etball court in 1amunia 6each 1esort.

,n this programmed we able to understand the method to form full field wor' plan by group.

6efore this we Bust learned theoretically in the class but the process and percentages of understanding

in students mind are less than the understanding that we gained through this programmed practically.

Practical help us more than theoretically because when we understand and apply the theory in the real

world.


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APPENDI&


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31Survey Camp 2010

PRISM STAFF A! B"BB#$

#$%$##I& $'"IPM$T PIC($T


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M$AS"R$M$T TAP$

T)TA# STATI)

TRIP)!

Documents

SURVEY CAMP REPORT.doc