Survey Camp Report.doc 672f5a

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CONTENT NO.

CONTENT

i.

CONTENT

1

TWO PEG TEST

2

3

PAGE

1.1 INTRODUCTION

4

1.2 AIMS

4

1.3 EQUIPMENTS

4

1.4 PROCEDURES

4

1.5 DATA ANALYSIS

5

1.6 DISCUSSION

6

1.7 CONCLUSION

7

LEVELLING 2.1 INTRODUCTION

9

2.2 AIMS

9

2.3EQUIPMENTS

9

2.4 PROCEDURES

9

2.5 DATA ANALYSIS

10

2.6 DISCUSSION

10

2.7 SUGGESTION

11

2.8 CONCLUSION

11

TRAVERSE 3.1 INTRODUCTION

13

3.2 AIMS

13

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4

5

3.3 LEARNING OUTCOMES

13

3.4 THEORY

13

3.5 EQUIPMENTS

14

3.6 FIELD PROCEDURES

14

3.7 DATA ANALYSIS

15

3.8 DISCUSSION

15

3.9 CONCLUSION

16

TACHEOMETRY 4.1 INTRODUCTION

18

4.2 OBJECTIVES

18

4.3 LEARNING OUTCOMES

18

4.4 THEORY

18

4.5 PRACTICE EQUIPMENT

19

4.6 FIELDWORK PROCEDURES

19

4.7 DATA ANALYSIS

20

4.8 DISCUSSION

20

4.9 SUGGESTION

21

4.10 CONCLUSION

21

SETTING OUT 5.1 INTRODUCTION

23

5.2 OBJECTIVE

23

5.3 LEARNING OUTCOMES

23

5.4 THEORY

23

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5.5 EQUIPMENT

24

5.6 PROCEDURES

25

5.7 DATA ANALYSIS

26

5.8 DISCUSSION

26

5.9 CONCLUSION

28

6

FULL SURVEY CONCLUSION

7

APPENDIX

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CHAPTER 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 60m are parallel.

1.3

EQUIPMENTS i. ii. iii. iv.

1.4

Leveling equipment and Tripod (1 set) Staff (2 sets) Staff bubble (2 sets) Tape (1 set)

PROCEDURES 1. A peg test has been performed to check the instrument. 2. The results of the peg test recorded by each person in the group in their own field book. 3. Set out and marked on the group two points some 30m apart.(with wooden pegs driven into the earth, 4. 5. 6. 7.

1.5

or roofing nails in tar) Set up instrument midway between two pegs. On each peg, staff read and calculated the height of difference. Instrument moved about L/30=3m beyond one of the pegs (normally for staff position) Again on each staff read and calculated the height of difference.

DATA ANALYSIS

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A

B

10m

30m

30m

Distance = 30m

First set up

Reading Staff (S1) 1.219

Reading Staff A (S2) 1.658

Height difference = m 0.439

Second set up

Reading Staff B (S1’) 1.474

Reading Staff (S2’) 1.908

Height difference = m’ 0.434

First set up

Reading Staff (S1) 1.019

Reading Staff A (S2) 1.878

Height difference = m 0.859

Second set up

Reading Staff B (S1’) 1.749

Reading Staff (S2’) 2.609

Height difference = m’ 0.86

Distance = 60m

Value e

Difference (m – m’)/L

30m - 0.0002

1. If m = m’ then the instrument is OK!

60m 0.00002

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2. If NOT then the error is e = (S1 – S2) – (S1’ – S2’) / L mm/m The error is called collimation error. 3. Acceptable error: 1mm per 20

Example Distance = 30m e = [Reading Staff (S1) - Reading Staff A (S2)] – [Reading Staff B (S1’) - Reading Staff (S2’)] / L = (1.219 - 1.658) – (1.474 - 1.908) / 30 = - 0.0002

1.7

DISCUSSION

From time to time, the leveling equipment has to be tested to make sure that the equipment had no damaged that will cause’s error in reading data; it is important especially if the equipment collapse or endure vibration on the journey. The allowable determined value must be less than 0.005m (<0.005). If the determine value between in the range allowable value than the equipment can be used. Therefore leveling field work can be done. If the determined values are above the range than this equipment was not qualified to be used thus any leveling field work cannot be done with this equipment. Temporary benchmark can only be used when there is an error to the equipment. It can be determined by test the equipment before we use it. T he field work were called two-peg test. T he objective is out to determine if the leveling bubble (bubble axis) and telescope line-of-sight (line of collimation) are parallel. If the distance in two-peg test is not the same; this will reduce the accuracy of the reading value and the difference value of (e-f) will be larger. In this test, we will get the value of the end closure equivalent to zero (0). Two-peg test we can estimate whether the leveling equipment can be used or not for leveling field work. This is important to prevent inaccuracy problem in the equipment 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 horizontal direction. The error of this twopeg test limit is not exceeding ±0.005m. Suggestion for this test is to make sure the observer to take the average value for every staff reading achieved. Other than that, the staff must be stand straight according to the bubble; the plot and the calculation have to be determined cautiously. With this suggestion, we could reduce the errors.

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CHAPTER 2 LEVELLING

2.1

INTRODUCTION Vertical Control is the general term applied to any of the various processes by each elevation of points

all difference in elevation are determined. It is a vital operation in producing necessary data for mapping, engineering design and construction.

2.2

AIM To fly reduced level from known point (Benchmark or Temporary Benchmark); point 2 to unknown point;

point 1.

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2.3

EQUIPMENTS i.

Level and Tripod (1 set)

ii.

Staff (2 sets)

iii. Staff bubble (2 sets)

2.4

PROCEDURES 1. A series of measurements of level loop as shown below has been considered. 2. Started at BM A, so the first reading measurement from Setup 1 is a back sight to BM A, and the second reading is a foresight to 1 known as a Change Point. 3. The leveling staff remained at 1 while the instrument moved to Setup 2. The back sight to 1 reading is taken and continued to 2 and so on. 4. Eventually, a setup 4, a back sight reading is made to 3 and foresight reading to BM A. 5. All the data were calculated and the value of end closure, allowable end closure and correction were estimated. 6. The real value of leveling was obtained.

2.5

DATA ANALYSIS

Booking check Total FB – Total FS = Total Rise – Total Fall = Last Reduce Level – Early Reduce Level 22.549 – 22.539 = 5.624 – 5.614 = 14.772 – 14.762 = 0.010m Enclosure calculation Enclosure = Last Reduce Level –Real Reduce Level = 14.772 – 14.762 = 0.010m @ 10mm Allowable enclosure = ±20√D km

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= ±17.99mm Since the enclosure is 10 mm less than the allowable enclosure that is 17.99 mm therefore this field work is acceptable. Correction = 0.010 / 15 = 0.001m per TP

2.6

DISCUSSION The surveying work was carried out at the road which is from the junction to the main road to the

Ramunia Beach Resort which is located at Johor. The road is divided into 6 section and 10 groups is divided to do the leveling work along the road. Our group is assigned to do a closed loop leveling from section 2 to section 1 and back to section 2. From the TBM that is given by the first group, we calculated the TBM1 and TBM2. The calculated TBM1 was differing with the TBM1 which is given which is differing by 0.325. 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. Other 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 backside and foresight is the same as the value difference on rise and fall which proves the leveling is correct. Other than that, the allowable end closure which is 0.017m while the difference for the end closure is 0.010m which is in the range of the allowable end closure. These prove that the value is acceptable. Leveling is done to obtain the height difference of two points and to obtain new temporary bench mark for the use of construction. Besides that, it is also use for the continue of traverse and tachymetry.

2.7

SUGGESTION Her e is our suggestion to avoid the error during the field work is carried out. 

Due to the place of the field work is mountainous area. We have to minimize the distance between the level and leveling staff to get the accurate value. The distance is between 15 to 30 meters.



We only take the reading from the leveling staff that more than 0.5 meter.

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

The leveling staff’s bubble must be at the center of the circle.



To reduce the parallax error. We have to make sure the leveling staff in stable conditional and in verticality.



2.8

We also have to minimize the line of sight.

CONCLUSION From the leveling work that we have done, the temporary bench mark value that we have obtained is

14.762. So, the objective of this field work is achieved. We get the end closure is below the allowable end closure so our leveling work can be accepted. From the leveling work, we get the reduce level like in the leveling sheet. We have analyzed the data and get the allowable end closure is 17.99mm and the end closure that we have done is 10mm. so, the end closure we get is below the allowable end closure. So, we can conclude that our group objective to fly reduced level from known point (Benchmark or Temporary Benchmark) to unknown point is achieved.

CHAPTER 3 TRAVERSE

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3.1

INTRODUCTION

Horizontal control is a form of a control survey that requires the establishment of a series of stations that are linked together by angles and distances. The used of horizontal control is very fundamental and has become one of the most common methods in civil engineering work.

3.2

AIM

Field work procedures of establish horizontal control network. Traverse is to form connection line from station 1 to station 4 using the value of bearing and distance in closed loop. To form coordinate value based on the data of bearing and distance.

3.3



To produce the plan of the site area



To get the boundaries of site project

LEARNING OUTCOME

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At the end of the practical, student was being able to: 

Perform the field work procedures for horizontal control survey.



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



Determined the nature of error affecting the horizontal control survey.



Produce a plan using surveying software (trimmap).

3.4

THEORY

In survey, traverse is defined as the field operation of measuring the lengths and directions of a series of points on the earth. Each of these straight lines is called a traverse lie, and each point is called a traverse station. Traverse stations are commonly marked with wooden peg, stake, nail or iron pipe. Traverse line are measured using total station. Traversing need to start from reference datum (coordinate, bearing and distance are known). At each traverse station, a horizontal angle is measured and used to determine the bearing of the next traverse line. These measurements are used to compute the relative horizontal position of each unknown traverse station. The main purposes of traverse are: 

Property surveys to locate and establish boundaries



Supplementary horizontal control for topographic mapping surveys



Location and construction layout surveys for highways, railways and other private or public works

3.5

EQUIPMENTS

All groups will be issued with the following equipment:

3.6

i.

Total station (1 set)

ii.

Prisms (2 sets)

iii.

Pegs

iv.

Nails

v.

Tripod (3 sets)

vi.

Hammer (1 set)

FIELDWORK PROCEDURES 1. Planning and reconnaissance: Observed for the suitable traverse stations and planned for the minimum number of traverse station. Considered the obstacles that may obstruct the survey work.

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2. 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. Establish datum: Started with three known control points. The distance to the nearest 10mm and angle to the nearest 10” were measured. 4. There are several steps which followed and lead to a smooth traverse:

3.7

i.

The instrument installed over the station

ii.

The instrument leveled and centered

iii.

The instrument was set to the required datum

iv.

Face left horizontal reading to back sight station was recorded (bearing & distance)

v.

The instrument turned and sight foresight station

vi.

Face left horizontal reading to foresight station was recorded (bearing & distance)

vii.

The instrument transited ( from Face Left to Face Right)

viii.

The required datum being set to back sight station

ix.

Face left horizontal reading to back sight station was recorded (bearing & distance)

x.

The instrument turned to face foresight station.

xi.

Face left horizontal reading to foresight station was recorded

xii.

The mean bearing foresight station calculated

xiii.

The instrument moved to the next station (foresight station)

xiv.

For the next traverse line bearing was respected or corresponded to the previous mean bearing

DATA ANALYSIS

For line 104 - 103 read 177˚10 40 ̍ ̋ It must be read = 177˚10 ̍10 ̋ Misclose = 177˚10 40 ̍ ̋- 177˚10 ̍10 ̋ = 30 ̋ Correction = 30 ̋ / 6 = 5 ̋

3.8

DISCUSSION

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Our group has been given a site to observe the area of basketball court to measure the length and the direction of a series of straight lines connecting a series of point on the earth. We started the field work with observation and decision making of picket point. Four (4) station points have been established which marked with pickets. The location of each picket 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 clockwise. There are few factors which might influence the reading that obtained. There are: 

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



Environment factor The hot weather disturbed the concentration of observer till hard to focus on prisms. The soil: Sandy soil weak between connectivity of each particle and not able to apply load on top of it. So when the instrument applied at the specific areas, the possibilities to obtain error reading more high.



Equipment factor The total station might be not in a good condition.

3.9

CONCLUSION

Based on the work that we done, we achieved to perform one horizontal traverse control fieldwork. After process the data that we obtained by coordinates and Bowdicth Rule, we determined that the area of our site that is 1085.246m2. From the booking analysis and calculation we obtained our linear misclose is 30” with for station point. Therefore the correction for each point is……… Furthermore our precision 1 : 2560. This showed that our traverse class in 2nd class in engineering measurement because the minimum for second class is 1: 4000 and the correction should be around 30” and not more than 2’30”. For the distance reading should be 0.001. Over all, of the traverse measurement, our group measurement between in the range of class 2.

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CHAPTER 4 TACHEOMETRY

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4.0

INTRODUCTION

Tacheometric survey (Tacheomatric) is a branch of surveying in which horizontal 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 work, or to produce coordinates for area and volume calculations. Observations are usually performed from known survey stations, often established by traversing.

4.1

OBJECTIVES

To produce the topographic and detail plan of the area of the basketball court using surveying software.

4.2

LEARNING OUTCOMES At the end of this practical, student are able to: 

Produce detail site plans for a proposed engineering project

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4.3



Used the techniques, skills and modern engineering tools in construction and civil engineering applications



Expose students to the concepts and application of topographic surveys



Experience in team work and critical analysis in relation to civil engineering

THEORY

These are the two short cross hairs above and below the main cross. Very simply, the distance between the two is multiplied by 100 to give the distance from the point are to where the staff is. In this example (and here we will use the millimeters) the lower cross hair is at 2.163 and the upper is at 2.218 so differences is 0.055 meters. This is multiplied by 100 and the final distance is :5.50 meters It is important to understand the basic principles of survey and even more important if using sophisticated Total Station and Electronic Distance Measurers (EDMs) – only by understanding the underlying concept we will understand what to achieve with digital version.

4.4

PRACTICE EQUIPMENTS All groups will be issued with the following equipment:

4.5

i.

Total station (1 set)

ii.

Mini prism (2 sets)

iii.

Tape (1 set)

iv.

Pole (2 sets)

v.

Tripod (1 set)

FIELDWORK PROCEDURES

1. All the details including topography and manmade features were observed. 2. The instrument being setup over the traverse station and the pole put with mini prism at the back sight (station 1) and foresight (station 3).

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

The temporary adjustment performed over the point (leveling, centering).



The height (IH) of instrument measured and recorded.



The bearing set for line 2-1 as a datum. The distance of station 2-station 1 measured and recorded. A final bearing from traverse sheet being used.



A pole used as a target over the point. The pole height (HT) measured and the reading recorded.

3. The horizontal bearing (HR) recorded, horizontal distance (HD) and vertical distance@ height different (VD) for each observations. 4. All the features observed surrounding the station 2. The pole height for each observation measured and recorded. 5. The instrument moved to the next station and the bearing set for line 3-2 as a datum. The process repeated and all the features observed from station 3. The height of instrument being measured at each station setup. 6. Additional control point setup for the missing or disturbed or obstruction of the features from observed station.

4.5

DATA ANALYSIS RL point = RL station + Instrument height -Target height ± Vertical distance Example calculation; From station 2 to station 1 – PKT1 RL PKT1 = 6.328 + 1.5 - 1.5 + 2.180 = 8.508

4.6

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

information about the area of project like building, hill, road, tree, big drain and so on. Beside the tacheometry is important to determine high of surface between two points. Actually the tacheometry process is depending to the station or picket from the traverse and all the items determined by using the bearing, distance and height of control point. All the control point that we use as a reference in tacheometry 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 that’s why the tacheometry is only suitable for the distance less than 50m. So, the tacheometry is more suitable in works that not need the high accuracy like assesses the items and contour map. From our field work, 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 basketball court. We use all four control point 1, 2, 3 and 4 to observe all of these features and detail to plot it with computer software. While we do the survey, the accuracy of tacheometry is depending to dose of error. 1)Observation error.  Mistake when guess the pole. We guess the pole had exact length like that we have adjusted but when we place the pole, we have place the pole inside the ground and 

the 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. 2)Booking error  Some times when the person recorded the reading from the total station, he or she will 

4.7

take it wrongly such as 9.969 become 9.696 Calculation also can be incorrect

SUGGESTION

Logically, these types of mistakes and difference of value could be lessened if we took precautions:

4.8



Before each survey, each group member should know ways to set up the total station in order to prevent problems concerning the lack of setting up total station skills.



Every job must be divided equally among the group to prevent conflicts.



Try to check through the total station before each surveying is carried out. Example, we should do tests on the total station.



The surveyor should be accurate on the focusing part.



While the recording person should be alert during each recording.

CONCLUSION

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From this fieldwork, we had achieved our purpose of the tacheometry which is to produce the topography and manmade features. We also learned about how to set up the total station immediately and got some experience which is important to produce a high skill student.

CHAPTER 5 SETTING OUT

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5.1

INTRODUCTION

Setting-out surveying is to stake out reference points of the proposed structure that will guide the construction of new structures such as roads or buildings. a. the location of structures during construction b. Conduct an As-Built surveying: a survey conducted at the end of the construction project to that the work authorized was completed to the specifications set on plans.

5.2

OBJECTIVE

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

5.3

LEARNING OUTCOMES

At the end of this practical, student are able to: a. Carry out accurate setting out. b. Carry out all the necessary calculations to establish the setting-out points.

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

5.4

THEORY 1. Setting out is the translation of construction plans into physical points on the ground that can be used as a basic for the actual construction. Construction surveying provides not only the horizontal location of new structure, but also the vertical information required. The setting out survey consists of locating and marking horizontal and vertical control points of the layout structure. 2. The Setting Out surveying will start with calculates information from the drawings to ensure that: a. Building can be positioned correctly along with all the necessary structural components within it. b. All the structural components are built to the correct level. c. Lines and levels for structures, roads, drainage and earthworks are provided

When a site layout design has been established, all this information is accurately transferred onto site. Using the latest survey instrument the setting out points can set-out on site as required, base to the design drawings and design co-ordinates. In addition the setting-out also include the check surveys at various stages throughout the construction process; which can involve the independent checking of points set-out by others, where quality monitoring is required.

5.5

EQUIPMENTS 1. 2. 3. 4. 5. 6. 7.

5.6

Total station (1 set) Prism (1 set) Pole & mini prism (2 sets) Nails and hammer (1 set) Tape (1 set) Wooden pegs Tripod (2 sets)

FIELD WORK PROCEDURES 1. Preparation and planning The setting out of building corner performed according to the position from a topographic and detail plan (tachometric plan). Reece the site to identify the position of the proposed building according to site plan. The nearest traverse station was identified to be used as setting out building according to site plan.

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2. Field work procedures: a. The instrument station selected based on the pre-comp plan. b. The instrument station should be the nearest to project site. c. From figure 2, set-up the instrument at station 6 and prism at station 5 as referent bearing. d. Record the bearing and distance from station 6 to 5 in setting out form. e. Then set bearing station 6 to point A to determined the point A location. f. Roughly measure the distance from station 6 to point A using tape then [recisely mark the point using mini prism. g. Using the same method mark all the point from station 6 to B,C,D,E and F (figure2).

5.7

DATA ANALYSIS

Example calculation for station 1 Coordinate station 1 (-15321.743, -45421.288) Coordinate station 4 (--15321.543, -45421.321) North/South ((-15321.743 – (-15321.543)) = 0.070 East/West (-45421.288 – (-45421.321) = 0.033 Resultant error = √ (e N/w)2 + (e E/w)2 5.7

DISCUSSION

In this surveying, we need to set up an area for a proposed building in the area of our traverse area. We 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 taking the reading from the station point to the proposed building. Suitable 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. Due 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. From the result that is observed by surveying from station 1 and station 4, we found out that there huge error for the coordinate that has been taken and the smallest differ for the coordinate from both of the station is. This is due to some problem and errors that occur during our surveying are taking

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place. After our discussion, we agreed that the errors can be divided into 3 types which are caused by human, environment, and equipment. Firstly for the error that is caused by human is due the carelessness of the observer that is when taking the reading by shooting from the total station. This will cause parallax error and it will accumulate if the same mistake is done by the observer. This problem can be reduced by recheck by other observer to confirm the answer. Other than that is by taking the value more than once and take 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 picket to the total station and prism must be recheck a few times to reduce the unnecessary error. This error can cause mistakes for every reading taken which can become a systematic error. The bubble of the pole when is use to set the point of the proposed building point and taking the measurement is also the mistakes that maybe cause error to our reading. The bubble must be exactly in the middle when the reading is taken by the total station. In 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. For the station 4 we make it very tall to take the reading of the steep area until we have to stand on chair to take 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 horizontal place when taking the reading. This caused systematic error that accumulates throughout taking 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 recheck a few times is made by a few of observer for the accurate measurement can be taken. Other than that, our bearing and distance of every point is taken by drawing the proposed building inside the AutoCAD and taken it into the real measurement. The distance and bearing may slightly be wrong as our place has slope where the measurement could not be taken as a totally horizontal line. Measurement of the vertical distance must be taken and calculation must be made to get the accurate distance which we only realize it after that whole surveying is done. This caused the largest mistakes 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 take 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 picket and to shoot for measurement is watery and blur covered by mist caused by cold environment of the area. This will cause the inaccurateness taking 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 equipment to the 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. Other than that, the brightness of the sun will cause uneasy to the eye when trying taking the reading. Solution 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 job to be done. The third type of problem is caused by equipment, the total station, pole, and the bubble that already have errors will cause systematic error to the reading taken as the error accumulate from the starting of the surveying is done. This problem can be reduced by checking the equipment from time to time for the best performance of the equipment. All this problems that occur affected our result and caused the differ of the coordinate that is taken from both of the station.

5.8

CONCLUSION

In setting out surveying, we are exposed to the real situation and problem solving thinking that is needed facing a lot of possible problems during construction. early precaution must be taken before starting a construction to lower the possibilities of problems that will happen. The most important of all we have gained more knowledge and experience to face the future on construction setting out area for the use of construction.

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CHAPTER 6 FULL SURVEY CONCLUSION

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As a conclusion, each of the of our group gained some benefits through Survey Camp 2010. From the camp that being held especially for us, we learned the proper method to handle and operate with the survey equipments included how to process the data from two-peg test, leveling, traverse tacheometry and lastly setting out work. Besides that we also knew the method of plotting and contouring to get topography and manmade features by using trimmap and AutoCAD for our group’s site survey that is basketball court in Ramunia Beach Resort. In this programmed, we able to understand the method to form full field work plan by group. Before this, we just 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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APPENDIX

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PRISM

LEVELLING EQUIPMENT

STAFF AND BUBBLE

PICKET

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MEASUREMENT TAPE

TOTAL STATION

TRIPOD