Mine Surveying Assignment | Surveying
- Reduce the levels outlined in the table below using the collimation method, apply only the appropriate checks. Point I is a benchmark with a level of 56.174m above datum. Adjust the calculated levels so that the results at I agree with the specified level.
If the distance from A to H is 220m calculate the mean gradient between the two points. Outline the practical precautions that must be taken for accurate leveling.
BS | IS | FS | Remarks |
0.599 | BM 58.031 m AOD | ||
2.587 | 3.132 | A | |
1.565 | B | ||
1.911 | C | ||
0.376 | D | ||
2.244 | 1.522 | E | |
3.771 | F | ||
1.334 | 1.985 | G | |
0.601 | H | ||
2.002 | I |
- Book and reduce the following levels and carry out the required checks on the arithmetic. A pair of numbers indicates a change point, the first number being the backsight.
Staff reading (m)
1.263 Bench mark, level 26.294 m
3.279, 0.796 CP
0.376 Road level under bridge
1.627, 0.291 CP
-2.162 Soffit under bridge
1.582, 3.526 CP
2.14 BM, level 27.42 m
Could a truck 4.1-m high pass under the bridge?
- Complete the extract from the level book in the table below applying the usual arithmetic checks.
Backsight | Intersight | Foresight | Rise | Fall | RL | Remarks |
2.160 | 220.64 | BM | ||||
1.157 | ||||||
2.316 | 0.148 | |||||
-0.874 | -2.010 | Inverted
staff |
||||
1.050 | 226.978 | BM |
- A straight section of road XY is to be reconstructed such that it has a constant grade of 1 in 40, falling from X to Y. The level of the road at X is to remain unaltered. The levels detailed in the table below were recorded along the centre line of the existing road.
- Draw up and complete the level book for these readings applying the usual arithmetic checks.
- Determine the height of the underside of the bridge above the centre line level when the road has been reconstructed.
iii. Calculate the depth of fill or cut at Y when the road has been reconstructed.
Backsight | Intermediate sight | Foresight | Remarks |
0.738 | BM 112.309 above datum | ||
1.094 | Point X | ||
1.713 | 30m from X | ||
2.265 | 60m from X | ||
0.942 | 2.685 | CP | |
1.100 | 90m from X | ||
1.533 | 120m from X | ||
-3.133 | Inverted staff on underside of bridge
126.8 m from X |
||
0.741 | 1.887 | CP | |
1.634 | 150m from X | ||
2.472 | Point Y 170m from X | ||
2.265 | BM 107.895 above datum |
- Angles have been measured from an offshore station P sighting shore stations X, Y and Z whose grid coordinates are known. From the following data calculate the grid coordinates of P.
Coordinates:
X (260853.2 m E, 376183.7 m N)
Y (260985.6m E, 376.812.3m N)
Z (260955.0m E, 377387.6m N)
Horizontal angles:
X-P-Y = 38°41’
Y-P-Z = 23°16’
- The coordinates of two stations A and B are 434762.19m E, 376592.83m N and 435476.80m E, 377404.35m N respectively. At A and B clockwise angles BAC and ABC are measured as 44°29’35” and 313°32’43” respectively. Determine the coordinates of C.
- A and B are points on the centre line of a level mine roadway and C and D are points on the centre line of a lower roadway having a uniform gradient between C and D. It is proposed to connect the roadways by a drivage from point B on a bearing of 165°35’. Given the data in the table below:
Point | Northing (m) | Easting (m) | RL (m) |
A | 2653 | 1321 | 462.5 |
B | 2763 | 1418 | 462.5 |
C | 2653 | 1321 | 418.2 |
D | 2671 | 1498 | 441.8 |
Calculate:
i)The actual length and gradient of the drivage, and
ii)The coordinates of the point at which it meets the lower roadway.
- Measurements of the traverse ABCDE, as shown in the figure below are given in the table below.
Table 1:
Station | Clockwise Angle | Length (m) |
A | 260° 31’ 18” |
129.352 |
B | 123° 50’ 42” |
81.700 |
C | 233° 00’ 06” |
101.112 |
D | 158° 22’ 48” |
94.273 |
E | 283° 00’ 18” |
Figure 1
The measured angles are shown as in the figure. Keeping the bearings of XA and EY and also the coordinates of A and E fixed, obtain the adjusted coordinates for B, C and D.
- Three survey stations F, A and B have been set out in a line on steeply inclined ground. A target at B, 1.219m above the ground is sighted from the two instrument stations at A and F. The angles of elevation are 45°30’ from A and 30°20’ from F. The height of the instrument axis at A above the ground is 1.554m and at F 1.451m. The horizontal distance from A to F is 60.961m. A levelling staff is held at F, and a reading of 2.585m obtained from the instrument at A, the telescope being set to the horizontal.
Assuming station F to be at an RL of 24.384m above a datum level, calculate:
a)The horizontal distance from A to B, and
b)The reduced level of station B relative to the datum.
- An open traverse was run from A to E in order to obtain the length and bearing of the line AE which could not be measured directly, with the following results:
Line | AB | BC | CD | DE |
Length (m) | 1025 | 1087 | 925 | 1250 |
WCB | 261°41’ | 09°06’ | 282°22’ | 71°31’ |
Find by calculation the required information.
- Describe the methods available for vertical transfer of coordinates from surface to underground.
- A, B, C and D are the stations of a four sided loop traverse; angles are measured with a Wild T1A and distances with a 50m steel band, the results are listed in the table below.
Angle A | 42°47’55” | AB | 329.88m |
B | 135°37’30” | BC | 181.60m |
C | 137°31’50” | CD | 265.15m |
D | 44°02’30” | DA | 650.14m |
- i) Compute the traverse, and say whether you would consider the misclosure satisfactory.
- ii) If you consider the misclosure unsatisfactory, say where the bad observation responsible is most likely to have
iii)On the basis that your assumption is correct, obtain adjusted coordinates for B, C and D on the basis of:
Coordinates of A: 1000.0m E, 2000.0 m N
Bearing of AB = 30°