# Mine Surveying Assignment | Surveying

1. 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.

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 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

1. 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.

1.263                     Bench mark, level 26.294 m

3.279, 0.796          CP

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?

1. 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

1. 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.

1. Draw up and complete the level book for these readings applying the usual arithmetic checks.
2. 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

1. 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’

1. 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.

1. 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.

1. 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.

1. 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.

1. 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.

1. Describe the methods available for vertical transfer of coordinates from surface to underground.
2. 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

1. i) Compute the traverse, and say whether you would consider the misclosure satisfactory.

1. 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°

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