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SCHOOL OF ARCHITECTURE, BUILDING AND DESIGN

BACHELOR OF QUANTITY SURVEYING (HONOURS)

QSB 60103- SITE SURVEYING

Fieldwork 2 Report

Traversing

Name Student ID Marks

LEE KIM THIAM

0310710

LEE CHUN YEE

0321748

LEE PEI GIE

0315653

LEE KIT HUNG

0315722

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Table of Content

Content Page

Cover Page 1

Table of Content 2

A. Introduction 3 - 5

B. Outline of Apparatus 6 - 7

i) Theodolite 6

ii) Adjustable Leg-Tripod 6

iii) Plumb Bob 6

iv) Ranging Rod 7

v) Measuring Tape 7

C. Objectives 8

D. Field Data 9 - 15

E. Conclusion 16

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A. Introduction

Traversing is the most common type of control survey. In engineering work, it is

used to locate topographic detail for preparation of plan, locate engineering works

and process and order earthwork. A traverse consists of an interconnected series of

lines called courses, running between a series of points on the ground called

traverse stations. Therefore, a traverse also known as a series of established station

tied together by angle and distances.

The accuracy of traverses is dependable to the instruments or equipment and

measuring techniques. For first class traverse, the maximum misclosure or allowable

misclosure is 1’15” and the fractional error is 1:8000. However, for second class

traverse, the maximum misclosure is 2’30” and the fractional linear error is 1:4000.

The control traverse we conducting should be a first class traverse.

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Closed Traverse

Closed Traverse provides a check on the validity and accuracy of field

measurements. There are two types of types of closed traverse which are loop

traverse and connecting traverse.

Loop traverse starts and ends at the same point, forming a polygon. Loop

traverse is suitable for many engineering surveys. On the other hand, connecting

traverse is similar to open traverse, the only difference is it begins and end at point of

known position at each end of traverse.

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Open Traverse

Open Traverses are a series of measured straight lines and angles that do not

close geometrically provide no check and are not recommended. They are usually

being applied in underground surveys.

Traverse computations include the following:

1. Compute the angular error and adjust angles

2. Compute course bearing or azimuths

3. Compute course latitudes and departures

4. Determine error of closure and accuracy; if unacceptable, the redo traverse or

parts of traverse. If acceptable, move to step 5.

5. Adjust course latitudes and departures

6. Compute station coordinates

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B. Outline of Apparatus

1. Theodolite

2. Adjustable Leg Tripod

Source :

(http://all-surveying.com/product_images/o/771/South_ET-

05_Survey_Electronic_Theodolite_(5_Second_Accuracy)__935

05_zoom.jpg)

A surveying instrument and precision instrument for measuring

angles in the horizontal and vertical planes. ( Zeki, n.d.).

Source :

(http://www.vsaservicesindia.com/images/products/accessories/l

arge/1.jpg )

Adjustable-leg tripods is easy to set up on ground because each

leg can be adjusted to exactly the height needed to find level,

even on a steep slope (Johnson Level,2010).

Source :

(https://thescarletthreaddotcom.files.wordpress.com/2012/05/plu

mbbob.jpg )

Instrument to ensure that the construction is plumb or verticle.

3. Plumb Bob

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4. Ranging rod

5. Measuring Tape

Source : (http://3.imimg.com/data3/GB/KF/MY-

5667764/ranging-rod-250x250.jpg )

Instruments to trace out lines on the ground.

Source :

(http://ecx.images-

amazon.com/images/I/61BioavRfkS._SL1170_.jpg )

A flexible ruler to measure distance.

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C. Objective

1. To enable students to get hands-on experience in setting up the working with

the theodolite.

2. To determine the error of disclosure in order to determine whether the

traversing is acceptable.

3. To allow students to apply theories learnt in classes in a hands-on situation

such as making adjustments for each angle as well as the latitude and

departure of every single staff station to obtain the most accurate result.

4. To enhance students’ knowledge on traversing procedure.

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D. Field Data

Station Field Angles

A 88° 10’ 49’’

B 93° 39’ 20’’

C 89° 05’ 31’’

D 90° 13’ 00’’

Sum= 361° 08’ 40’’

(not to scale)

Station D

Station A

Station C

Station B

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Angular Error & Angle Adjustments

Formula: (n - 2) (180) = (4 - 2) (180°) = 2 (180°) = 360° Total angular error = 361° 08' 40" - 360° = 1° 08’ 40’’ Therefore, error per angle = 1° 08’ 40’’÷ 4 = 0° 17’ 10’’ per angle

Station Field Angles Correction Adjusted Angles

A 88° 10' 49" -0° 17’ 10’’ 87°53’39"

B 93° 39' 20" -0° 17’ 10’’ 93°22'10"

C 89° 05' 31" -0° 17’ 10’’ 88°48'21"

D 90° 13' 00" -0° 17’ 10’’ 89°55'50"

Sum 361° 08’ 40” 360° 0’ 0”

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Course Bearing & Azimuth

Station A – B

S0° 00’ 00’’W 180° 00’ 00’’

N89° 55’ 50’’W 1° 15’ 49’’ 88°48'21"

+180° 00’ 00’’

270° 04’ 10’’

93° 22' 10" +87° 53' 39"

181° 15’ 49’’ -180° 00’ 00’’

1° 15’ 49’’

N1° 15’ 49’’E

Stations Azimuth N Bearing

87° 53’ 39"

90° 09’ 00’’ -93° 14’ 50’’

3° 14’ 50’’ -

N87° 53’ 39’’E

Station B – C

Station C – D

Station D – A

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Course Latitude & Departure

Accuracy= 1: (P/Ec), where typical accuracy=1:3000 Ec = [(sum of latitude) 2 + (sum of departure) 2] 1/2

= [(-0.0829)2 + (-0.0214) 2]1/2

= 0.0856 P = 187.92 Accuracy = 1: (197.92/0.0856) = 1: 2195

∴The traversing is acceptable

cosβ sinβ Lcosβ Lsinβ

Station Azimuth, β Length, L Cosine Sine Latitude Departure

A – B 87° 53’ 39"

58.26 0.0367455 0.9993247 +2.1408 +58.2207

B – C 1° 15’ 49’’

33.89 0.9997568 0.0220523 +33.8817 +0.7474

C – D 270° 04’ 10’’

58.95 0.0121220 -0.9999999 +0.7146 -58.9467

D - A 180° 00’ 00’’

36.82 -1.0000000 0.0000000 -36.8200 +0.000

TOTAL 187.92 -0.0829 -0.0214

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Adjusted Latitude & Departure

Compass Rule

Latitude Correction AB = - (-0.0829) ÷ 187.92x 58.26

= +0.0265

Correction BC = - (-0.0829) ÷ 187.92x 33.89

= +0.0150

Correction CD = - (-0.0829) ÷ 187.92x 58.95

= +0.0260

Correction DA = - (-0.0829) ÷ 187.92x 36.82

= +0.0162

Departure Correction AB = - (-0.0214) ÷ 187.92x 58.26

= +0.0066

Correction BC = - (-0.0214) ÷ 187.92x 33.89

= +0.0039

Correction CD = - (-0.0214) ÷ 187.92x 58.95

= +0.0067

Correction DA = - (-0.0214) ÷ 187.92x 36.82

= +0.0042

Unadjusted Corrections Adjusted

Station Latitude Departure Latitude Departure Latitude Departure

A +2.1408 +58.2207 +0.0265 +0.0066 2.1673 58.2273

B +33.8817 +0.7474 +0.0150 +0.0039 33.8967 0.7513

C +0.7146 -58.9467 +0.0260 +0.0067 0.7406 -58.94

D -36.8200 +0.000 +0.0162 +0.0042 -36.8158 0.0042

Check -0.0829 -0.0214 +0.0837 +0.0214 0.00 0.00

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Transit Rule Latitude Correction AB = - (-0.0829) ÷ 73.6204x 2.1408 = +0.0024 Correction BC = - (-0.0829) ÷ 73.6204x 33.8817 = +0.0380 Correction CD = - (-0.0829) ÷ 73.6204x 0.7146 = +0.0008 Correction DA = - (-0.0829) ÷ 73.6204x -36.8200 = -0.0415

Departure Correction AB = - (-0.0214) ÷ 117.9228x 58.2207

= +0.0106 Correction BC = - (-0.0214) ÷ 117.9228x 0.7474

= +0.0001 Correction CD = - (-0.0214) ÷ 117.9228x -58.9467 = -0.0107 Correction DA = - (-0.0214) ÷ 117.9228x 0.000

= +0.0000

Unadjusted Corrections Adjusted

Station Latitude Departure Latitude Departure Latitude Departure

A +2.1408 +58.2207 +0.0024 +0.0106 2.1432 58.2313

B +33.8817 +0.7474 +0.0380 +0.0001 33.9197 0.7475

C +0.7146 -58.9467 +0.0008 -0.0107 0.7154 -58.9574

D -36.8200 +0.000 -0.0415 +0.0000 -36.8615 0.0000

Check -0.0829 -0.0214 +0.0837 +0.0214 0.00 0.00

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Table & Graph of Station Coordinates N2 = N1 + Lat1-2

E2 = E1 + Dep1-2

Where: N2 and E2 = the Y and X coordinates of station 2 N1 and E1 = the Y and X coordinates of station 1 Lat1-2 = the latitude course 1-2 Dep1-2 = the departure course 1-2

Course Adjusted Latitude

Adjusted Departure

Station N Coordinate Latitude (y-axis)

E Coordinate Departure (x-axis)

A 100.0000(Assumed) 100.0000(Assumed)

A - B 2.1673 58.2273 B 102.1673 158.2273

B - C 33.8967 0.7513 C 136.0640 158.9786

C - D 0.7406 -58.94 D 136.8158 99.9958

D - A -36.8158 0.0042 A 100.0000 100.0000

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E. Conclusion

In this fieldwork, the type of traverse used is the closed-loop traverse. We used

the number of steps from one of our group members to measure the length of each

course. From there, we converted the steps into meters.

Our error in latitude is -0.0829 while our error in latitude is -0.0214. The total

error is 0.0856. Using the formula for accuracy:

Accuracy = 1: Perimeter/ Error Closure

We obtained an accuracy of 1: 2195.

Since the average land surveying acquires the typical accuracy of 1:3000, our

traverse survey is acceptable.

For the adjustment of latitude and departure, we used the compass rule and

transit rule.

Throughout the entire process of this traversing assignment, we have managed to

determine the approximate angles of a courses between different points at the

specific lengths.