FINAL DATA SHEET

FIELD WORK 7 PROFILE LEVELING

DATE: August 11, 2011 GROUP NO. 2TIME: 12:00 PM LOCATION: Muralla Street, Intramuros

A. PROFILE LEVELING

STATION BS HI FS IFS ELEVATION REMARKSBM-1 1.28 301.28 300 m0+000 1.23 300.050+010 1.24 300.040+020 1.27 300.01TP-1 1.22 301.2 1.30 299.98

0+004 1.24 299.960+050 1.24 299.960+060 1.34 299.860+070 1.32 299.88TP-2 1.38 301.21 1.37 299.83

0+090 1.31 299.900+100 1.40 298.500+110 1.40 298.50TP-3 1.44 298.53 1.41 297.09

0+130 1.44 297.090+140 1.41 297.120+150 1.40 297.13TP-4 1.38 298.50 1.41 297.12

0+170 1.37 297.130+180 1.39 297.160+190 1.38 297.15TP-5 1.38 298.54 1.34 297.16

0+210 1.41 297.130+220 1.42 297.120+230 1.43 297.11TP-6 1.45 298.60 1.39 297.15

0+250 1.41 297.190+260 1.39 297.210+270 1.37 297.23BM-2 1.45 298.60 1.33 297.27

0+0200+030 (TP1)

0+060

B. COMPUTATIONS

300.00 (ELEV BM1) 297.12 (ELEV TP4)+ 1.28 (BS on BM1) + 1.38 (BS on TP4)301.28 (HI1) 298.50 (HI5)

- 1.30 (FS on TP1) - 1.34 (FS on TP5)299.98 (ELEV TP1) 297.16 (ELEV TP5)

+ 1.22 (BS on TP1) + 1.38 (BS on TP5)301.20 (HI2) 298.54 (HI6)

- 1.37 (FS on TP2) - 1.39 (FS on TP6)299.83 (ELEV TP2) 297.15 (ELEV TP6)

+ 1.38 (BS on TP2) + 1.45 (BS on TP6)301.21 (HI3) 298.60 (HI7)

- 1.41 (FS on TP3) - 1.33 (FS on BM2)297.09 (ELEV TP3) 297.27 (ELEV BM2)

+ 1.44 (BS on TP3) + 1.32 (BS on BM2)298.53 (HI4) 298.59 (HI8)

- 1.41 (FS on TP4)297.12 (ELEV TP4)

C. SKETCH

0+000 (BM1)

0+010

0+040 0+050

CONCLUSION

Profile leveling is used to measure the different elevations is different points but in a single setup which is then called intermediate front sights. When the setup is unable to measure the next elevation, the setup then proceeds to another location where it can measure again elevation in different points. It is then called the first turning point and it is considered where to measure both front sight and back sight.

RELATED RESEARCH

DEFINITION OF PROFILE LEVELING

The process of determining the elevations of a series of points at measured intervals along a line such as the centerline of a proposed ditch or road or the centerline of a natural feature such as a stream bed.Normally we will assign an elevation of 100.00 to the datum rather using the mean sea level elevation.

AN EXTENSION OF DIFFERENTIAL LEVELING

Elevations are determined in the same manner. The same definitions define the concepts and terms involved. The same types of mistakes and errors are possible. A page check should always be done. A closure check should be done if the profile line runs between bench marks.

ACCURACY OF ROD READINGS

The backsights, foresights, and elevations of benchmarks and turning points should be recorded to the nearest 0.01 ft. Profile elevations of intermediate points are determined from "ground readings" and thus the foresight readings and subsequent elevations should be recorded to the nearest 0.1 ft.

THEORY

Add rod readings (BS) to benchmark or known turning point elevations to get the elevation of the line of sight (HI). Subtract rod readings (FS) from the line of sight to establish elevations of unknown points.Take any number of intermediate FS readings at points along the line until it is necessary to establish a turning point to move the level. Repeat as required.

LOCATION OF INTERMEDIATE POINTS

A foresight is taken on a bench mark to establish the height of instrument. A foresight is taken on the stations as required (such as every 100 ft). Foresights are also taken at breaks in the ground surface and at critical points. This is repeated until the limit of accurate sighting is reached, at which point a turning point is established and the level is moved.