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Site surveying report (theodolite) (autosaved)
- 1. SCHOOL OF ARCHITECTURE, BUILDING & DESIGN BACHELOR OF QUANTITY SURVEYING (HONOURS) SITE SURVEYING (QSB60103) FIELDWORK 2 THEODOLITE REPORT NAME ID MARKS FIRZANA HASMI 0324838 PENNY LEUNG LING YEE 0328245 SHUM WEN JUN 0325151 SOW WEI HENN 0324998 ONG CHIA HONG 0318458
- 2. 2 TABLE OF CONTENT OBJECTIVE (Pg. 3) INTRODUCTION TO TRAVERSING (Pg. 4) INSTRUMENTS USED & PROCEDURE (Pg. 4) TYPES OF TRAVERSE (Pg. 5) OPEN TRAVERSE (Pg. 5) CLOSED TRAVERSE (Pg. 6) DEFINITIONS & TERMS (Pg. 7) TRAVERSE SRUVEY RESULT (Pg. 8) Ø ANGULAR ERROR & ANGLE ADJUSTMENT (Pg. 9) Ø ADJUSTED ANGLE (Pg. 10) Ø COURSE BEARING & AZIMUTH (Pg. 11) Ø STADIA METHOD (DISTANCE & LENGTH) (Pg. 12) Ø LATITUDE & DEPARTURE (Pg. 13) Ø ADJUSTMENT OF LATITUDE & DEPARTURE (Pg. 14) Ø THE ADJUSTED LOOP TRAVERSE PLOTTED BY COORDINATES (Pg. 15) Ø AREA OF TRAVERSE (Pg. 16) CONCLUSION (Pg. 17)
- 3. 3 OBJECTIVES • To be able to use the instruments and compute the area of traverse. • To be able to determine the positions of existing boundary markers. • To be able to establish control for gathering data, adjusting a traverse and plotting the results. • To be able to make a traverse survey.
- 4. 4 INTRODUCTION TO TRAVERSING Traverse surveying is a popular method in surveying. Traversing is a type of survey in which a number of connected survey lines form the framework and the directions and lengths of the survey lines are measured with the help of an angle measuring instrument and a tape or chain respectively. The angles are measured using a theodolite and the distance is measured by using a measuring tape or chain. INSTRUMENTS USED PROCEDURE 1. Before beginning with the theodolite traversing survey, a few things to consider is the tripod stand; it must be in a straight line with the picket (station). 2. After setting it out. The value from bearing must be entered correctly and the distance between one point to the other must be clearly seen. 3. When survey is taking place, the cross hairs must be clearly seen by observer. The parallax error might occur when the reading is taken. Therefore, the observer must be the same person and very sure that the reading was taken correctly. 4. During the changing of left face and right face, be sure that the position of tripod did not change and the distance between one point to another was taken correctly. THEODOLITE TELESCOPE CHAIN MEASURING TAPE LEVELLING ROD TRIPOD
- 5. 5 TYPES OF TRAVERSE There are 2 types of surveying. They are: 1. Open Traverse 2. Closed Traverse OPEN TRAVERSE An open traverse which does not close on the point of the beginning and cannot be assessed or corrected. The only way to assess the accuracy of an open traverse is to measure distances and angles repeatedly, forward and backward, and to average the results of calculations as repeated measurements are costly, other surveying techniques that enable surveyors to calculate and account for measurement error are preferred over open traverses for most applications. An example is the line centre survey of a highway, railroad. Procedure of an open traverse: • Begins at a control point and all of the known control points seen within the traverse are called observations. • The ending point of the open-looped traverse is similar to the starting point. • Observations are forward and back to the points on the traverse’s path. • Observations do not go back to the end of the traverse • When an open traverse is shown as a graphic, the traverse is a line with two ends that do not connect to each other at the ends • Used to plot out roads, driveways and garden paths. The lengths of all of the lines and the clockwise angles at each station are measured. Open traverse is not self-checking and errors in either angular and/or linear measurements may pass unchecked. The only check is to repeat the traverse from F-A.
- 6. 6 CLOSED TRAVERSE A closed traverse begins and ends at the same point or at two different but known points. Measurement errors in a closed traverse can be quantified by summing the interior angles of the polygon formed by the traverse. An example of closed traverse is a closed property boundary. Procedure of closed traverse: • The location where the traverse begins is known as a closed traverse. • For the traverse to end, the initial traverse point has to be observed. • The surveyed reading that was taken backwards to the formerly observed location is horizontal and angular with the closed traverse or is an observed existing point. When using the leapfrog method, a closed-loop traverse and redundant observations of distances and angles results. • When depicted graphically, the closed traverse looks like what is called a shape in geometry, with the shape having no opening The accuracy of a single angle measurement cannot be known, but since the sum of the interior angles of a polygon is always (n-2) × 180, it's possible to evaluate the traverse as a whole, and to distribute the accumulated errors among all the interior angles.
- 7. 7 DEFINITION & TERMS The direction of a line is known by a horizontal angle between the line & an arbitrarily reference line called a meridian. The types of meridians & directions are: The angle is dependent on the map projection. The types of directions are: Geodetic Traverse An angle generally measured from geodetic north. Magnetic Traverse Angle measured from magnetic north. Since magnetic fields fluctuate over time, this meridian is time-dependent. Grid Angle measured from grid (map) north. Azimuths Angles measured clockwise from a reference meridian. Azimuths are based from the north. They can be geodetic, astronomic azimuths and range from 0° to 360°. For examples, 34°, 157°, 235°, 317°. Bearings Horizontal angles measured from the meridian either east or west. They can be geodetic, astronomic. They are designated with nomenclature which require two letters and an acute angle not more than 90°. Bearings are measured both clockwise and counter-clockwise and can be measured from North or South axis of meridian. AZIMUTHS BEARINGS
- 8. 8 TRAVERSE SURVEY RESULT - FIELD DATA STATION FIELD ANGLES DEGREE (o ) MINUTE (‘) SECOND (‘’) A 70 34 10 B 102 54 20 C 74 32 20 D 111 56 10 SUM 357 176 60 359 57 00 (C) 𝟕𝟒° 𝟑𝟐′ 𝟐𝟎" (B) 𝟏𝟎𝟐° 𝟓𝟒′ 𝟐𝟎" (A) 𝟕𝟎° 𝟑𝟒′ 𝟏𝟎" (D) 𝟏𝟏𝟏° 𝟓𝟔′ 𝟏𝟎" Not to Scale
- 9. 9 ANGULAR ERROR & ANGLE ADJUSTMENT Interior Angle = (n-2) x 180o = (4-2) x 180o = 360o Total Angular Angle = 360o – 359o 57’ 00 ‘’ = 00o 03’ 00’’ Error per Angle = 00o 03’ 00’’ / 4 = 00o 00’ 45’’ / 45’’ per angle STATION FIELD ANGLE CORRECTION ADJUSTED ANGLE A 70o 34’ 10’’ + 00o 00’ 45’’ 70o 34’ 55’’ B 102o 54’ 20’’ + 00o 00’ 45’’ 102o 55’ 5’’ C 74o 32’ 20’’ + 00o 00’ 45’’ 74o 33’ 5’’ D 111o 56’ 10’’ + 00o 00’ 45’’ 111o 56’ 55’’ TOTAL 359o 57’ 00’’ + 00o 03’ 00’’ 360o 00’ 00’’
- 10. 10 ADJUSTED ANGLE STATION FIELD ANGLES DEGREE (o) MINUTE (‘) SECOND (‘’) A 70 34 55 B 102 55 05 C 74 33 05 D 111 56 55 SUM 357 178 120 360 00 00 (B) 𝟏𝟎𝟐° 𝟓𝟓′ 𝟎𝟓" (A) 𝟕𝟎° 𝟑𝟒′ 𝟓𝟓" (D) 𝟏𝟏𝟏° 𝟓𝟔′ 𝟓𝟓" Not to Scale (C) 𝟕𝟒° 𝟑𝟑′ 𝟎𝟓"
- 11. 11 COURSE BEARING & AZIMUTH STATION BEARING A 𝐍 𝟏𝟎° 𝐄 B 𝐍 𝟔𝟕° 𝟎𝟒′ 𝟓𝟓" 𝐖 C 𝐒 𝟕° 𝟐𝟖′ 𝟏𝟎" 𝐖 D 𝐒 𝟔𝟎° 𝟑𝟒′ 𝟓𝟓" 𝐄 (B ) 𝟏𝟖𝟎° − 𝟏𝟎𝟐° 𝟎𝟒′ 𝟓𝟓" − 𝟏𝟎° = 𝟔𝟕° 𝟎𝟒′ 𝟓𝟓" (A) (D) 𝟏𝟏𝟏° 𝟓𝟔′ 𝟓𝟓" − 𝟕° 𝟐𝟖′ 𝟏𝟎" = 𝟔𝟎° 𝟑𝟒′ 𝟓𝟓" (C) 𝟕𝟒° 𝟑𝟑3 𝟎𝟓 - 67° 04' 05" = 𝟕° 𝟐𝟖′ 𝟏𝟎" 𝟕𝟒° 𝟑𝟑′ 𝟎𝟓" 𝟏𝟎𝟐° 𝟓𝟓′ 𝟎𝟓" 𝟕𝟎° 𝟑𝟒′ 𝟓𝟓" 𝟏𝟏𝟏° 𝟓𝟔′ 𝟓𝟓" C B A D 𝑺 𝟔𝟎° 𝟑𝟒3 𝟓𝟓" 𝑬
- 13. 13 LATITUDE & DEPARTURE 𝐜𝐨𝐬β 𝐬𝐢𝐧β 𝐋 𝐜𝐨𝐬β 𝐋 𝐬𝐢𝐧β 𝐒𝐭𝐚𝐭𝐢𝐨𝐧 𝐁𝐞𝐚𝐫𝐢𝐧𝐠, β 𝐋𝐞𝐧𝐠𝐭𝐡, β 𝐂𝐨𝐬𝐢𝐧𝐞 𝐒𝐢𝐧𝐞 𝐋𝐚𝐭𝐢𝐭𝐮𝐝𝐞 𝐃𝐞𝐩𝐚𝐫𝐭𝐮𝐫𝐞 𝐀 N 10° E 37.431 0.9848 0.1736 +36.862 +6.500 𝐁 N 66° 04' 55" W 22.073 0.3894 0.9211 +8.596 -20.331 𝐂 S 07° 28' 10" W 35.385 0.9915 0.1299 -35.085 -4.600 𝐃 S 60° 34' 55" E 21.167 0.4912 0.8711 -10.396 +18.438 𝐓𝐨𝐭𝐚𝐥 ∑ = 116.056 ∑ = -0.023 ∑ = +0.007 ACCURACY CHECK FORMULA = 1 : ( ∑ LENGTH / Ec ) = 1 : ( 116.056 / 0.024 ) = 1 : 4835.67 ∴ Traversing is ACCEPTABLE ERROR IN LATITUDE ∑ ∆ L cos 𝛃 = -0.023 A A’ Ec ERROR IN DEPARTURE ∑ ∆ L sin = +0.007 TOTAL ERROR √ 0.0232 + 0.0072 = -0.024
- 14. 14 ADJUSTMENT OF LATITUDE & DEPARTURE UNADJUSTED CORRECTIONS ADJUSTED 𝐒𝐭𝐚𝐭𝐢𝐨𝐧 𝐋𝐚𝐭𝐢𝐭𝐮𝐝𝐞 𝐃𝐞𝐩𝐚𝐫𝐭𝐮𝐫𝐞 𝐋𝐚𝐭𝐢𝐭𝐮𝐝𝐞 𝐃𝐞𝐩𝐚𝐫𝐭𝐮𝐫𝐞 𝐋𝐚𝐭𝐢𝐭𝐮𝐝𝐞 𝐃𝐞𝐩𝐚𝐫𝐭𝐮𝐫𝐞 𝐀 +36.862 +6.500 +0.008 -0.003 +36.370 +6.497 𝐁 +8.596 -20.331 +0.004 -0.001 +8.600 -20.332 𝐂 -35.085 -4.600 +0.007 -0.002 -35.078 -4.602 𝐃 -10.396 +18.438 +0.004 -0.001 -10.392 +18.437 𝐓𝐨𝐭𝐚𝐥 ∑ = -0.023 ∑ = +0.007 +0.023 0 0 CHECK CHECK THE COMPASS RULE Where, ∑∆y and ∑∆x P L = Error in latitude or in departure P = Total length or perimeter of the traverse L = The length of a particular course STATION N COORDINATE LATITUDE E COORDINATE DEPARTURE A 100.000 118.437 +36.870 +6.497 B 136.870 124.934 +8.600 -20.332 C 145.470 104.602 -35.078 -4.602 D 110.392 100.000 -10.392 +18.437 A 100.000 118.437 CORRECTION = - [ ∑ ∆ y ] / P X L or - [ ∑ ∆ x ] / P X L