Download GTU (Gujarat Technological University) BE/BTech (Bachelor of Engineering / Bachelor of Technology) 2018 Winter 3rd Sem New 2134003 Geomatics Engineering Previous Question Paper
1
Seat No.: ________ Enrolment No.___________
GUJARAT TECHNOLOGICAL UNIVERSITY
BE - SEMESTER?III (New) EXAMINATION ? WINTER 2018
Subject Code: 2134003 Date: 05/12/2018
Subject Name: Geomatics Engineering
Time: 10:30 AM TO 01:00 PM Total Marks: 70
Instructions:
1. Attempt all questions.
2. Make suitable assumptions wherever necessary.
3. Figures to the right indicate full marks.
Q.1 (a) Define (i) Line of collimation (ii) Plunging
(iii) Telescope Normal
03
(b) What is ?Closing Error?? Enlist the different methods of balancing the
closing error in a closed traverse.
04
(c) The bearing of two inaccessible stations A and B taken from station C were
225?0?and 153?26?respectively.The coordinates of A and B were as under
Station Easting Northing
A 300 200
B 400 150
Calculate the independent coordinate of C.
07
Q.2 (a) What is the principle of the subtense bar method of measuring horizontal
distances?
03
(b) List fundamental lines of theodolite and desired relationship between them. 04
(c) The following observations were taken with a tacheometer at the station P
to a staff at Q held normal to the line of sight. If the staff readings are 1.71,
2.64 and 3.57 m, and the angle of inclination is 29?30?, determine the
horizontal distance between P and Q.
Also determine the elevation of Q if the line of collimation is at R.L of
200.00 m .Take k=100 and C= 0.50.
07
OR
(c) While traversing, a closed traverse ABCD was made. Due to the
obstructions it was not possible to observe the bearings of lines BC and
CD. Calculate the missing bearings.
Line Length (m) W.C.B
AB 550 60?
BC 1200 ?
CD 880 ?
DA 1050 310?
07
Q.3 (a) How correction for curvature and refraction is applied in trigonometric
levelling?
03
(b) An instrument was set up at P and the angle of elevation to a vane 4 m
above the foot of the staff held at Q was 9?30?. The horizontal distance
between P and Q was known to be 2000 m. Determine the R.L of the staff
station Q, given that R.L of the instrument axis was 2650.38 m.
04
(c) Describe briefly the salient features of Total Station and discuss the
recent advancements in Total Stations.
07
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1
Seat No.: ________ Enrolment No.___________
GUJARAT TECHNOLOGICAL UNIVERSITY
BE - SEMESTER?III (New) EXAMINATION ? WINTER 2018
Subject Code: 2134003 Date: 05/12/2018
Subject Name: Geomatics Engineering
Time: 10:30 AM TO 01:00 PM Total Marks: 70
Instructions:
1. Attempt all questions.
2. Make suitable assumptions wherever necessary.
3. Figures to the right indicate full marks.
Q.1 (a) Define (i) Line of collimation (ii) Plunging
(iii) Telescope Normal
03
(b) What is ?Closing Error?? Enlist the different methods of balancing the
closing error in a closed traverse.
04
(c) The bearing of two inaccessible stations A and B taken from station C were
225?0?and 153?26?respectively.The coordinates of A and B were as under
Station Easting Northing
A 300 200
B 400 150
Calculate the independent coordinate of C.
07
Q.2 (a) What is the principle of the subtense bar method of measuring horizontal
distances?
03
(b) List fundamental lines of theodolite and desired relationship between them. 04
(c) The following observations were taken with a tacheometer at the station P
to a staff at Q held normal to the line of sight. If the staff readings are 1.71,
2.64 and 3.57 m, and the angle of inclination is 29?30?, determine the
horizontal distance between P and Q.
Also determine the elevation of Q if the line of collimation is at R.L of
200.00 m .Take k=100 and C= 0.50.
07
OR
(c) While traversing, a closed traverse ABCD was made. Due to the
obstructions it was not possible to observe the bearings of lines BC and
CD. Calculate the missing bearings.
Line Length (m) W.C.B
AB 550 60?
BC 1200 ?
CD 880 ?
DA 1050 310?
07
Q.3 (a) How correction for curvature and refraction is applied in trigonometric
levelling?
03
(b) An instrument was set up at P and the angle of elevation to a vane 4 m
above the foot of the staff held at Q was 9?30?. The horizontal distance
between P and Q was known to be 2000 m. Determine the R.L of the staff
station Q, given that R.L of the instrument axis was 2650.38 m.
04
(c) Describe briefly the salient features of Total Station and discuss the
recent advancements in Total Stations.
07
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2
OR
Q.3 (a) Explain Electromagnetic Distance Measurement Technique. 03
(b) Discuss setting up and orientation of a Total Station. 04
(c) How do you determine the inter visibility of triangulation stations?
Two triangulation stations A and B are 50 km apart and have elevations of
180 m and 210 m respectively. Find the minimum height of signal required
at B so that the line of sight may not pass nearer the ground than 3 m. the
intervening ground may be assumed to have a uniform elevation of 160 m.
07
Q.4 (a) Explain DGPS briefly. 04
(b) Compare Traverse survey with Triangulation survey 04
(c) Describe with sketches any two methods for setting out of a building
foundation plan.
06
OR
Q.4 (a) Briefly explain :
Subsidiary Bases, Satellite station and Well-conditioned Triangle.
03
(b) Explain the Direct levelling process for steep ground 04
(c) Derive the expression for determining horizontal distance and R.L when
line of sight is at an angle of elevation as well as at an angle of depression
and Staff held vertical for Tacheometry Survey.
07
Q.5 (a) What precautions will you like to exercise in measuring a base line? 03
(b) What is sounding? Describe any two methods of locating sounding in
hydrographical surveying.
04
(c) Find the reduced level of a church spire C from the following observation
taken from two stations A and B, 50 m apart.
Angle of BAC = 60?
Angle of ABC = 50?
Angle of elevation from A to the top of spire = 30?
Angle of elevation from B to the top of spire = 29?
Staff reading from A on bench mark of reduced level 20.00 m = 2.5 m
Staff reading from B to the same bench mark = 0.50 m.
07
OR
Q.5 (a) What is Normal Tension in Linear measurements? 03
(b) Explain LIDAR surveying. 04
(c) Calculate latitudes, departures and closing error for the following traverse,
and adjust using Bowditch?s rule.
Line Length (m) Whole Circle Bearing
AB 89.31 45?10?
BC 219.76 72?05?
CD 151.18 161?52?
DE 159.10 228?43?
EA 232.26 300?42?
07
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This post was last modified on 20 February 2020