SKAA 1023 1
FINAL EXAMINATION
SEMESTER I, SESSION 2012/2013
COURSE CODE
:
SKAA 1023
COURSE
:
ENGINEERING SURVEYING
PROGRAMME
:
SKAW
DURATION
:
2 HOURS
DATE
:
JANUARY, 2013
INSTRUCTION TO CANDIDATES:
1.
ANSWER ALL QUESTIONS IN SECTIONS A & B.
2.
THE USE OF A PROGRAMMABLE CALCULATOR IS PROHIBITED.
WARNING!
Students caught copying/cheating during the examination will be liable for
disciplinary actions and the faculty may recommend the student to be expelled from
the study.
This examination question consists of ( 13 ) printed pages only.
SKAA 1023 2
SECTION A : (60 marks)
Q1.
The following are types of engineering surveying fieldwork that might be
involved in construction projects, except.
A.
B.
C.
D.
Q2.
Which of the followings is not a source of random error in levelling?
A.
B.
C.
D.
Q3.
Collimation error.
Stave not truly vertical.
Incorrect stave readings.
Parallax.
Which of the following statements best describe parallax?
A.
B.
C.
D.
Q4.
Levelling.
Setting out.
Traverse.
Triangulation.
To ensure the cross hair not to move against the staff when the eye is
shift slightly in position while viewing through the eyepiece.
To avoid the staff are not in focus resulting in wrong staff readings.
To automatically corrected parallax error in levelling the instruments.
To avoid the collimation error.
Which of the following statements best describe the two pegs test?
A.
B.
C.
D.
To check horizontal line and vertical line in telescope always
perpendicular.
To check the parallax effect before observed staves reading.
To perform arithmetic check.
To check the collimation error.
SKAA 1023 3
Q5.
Which of the following statement is NOT a major error contributor to the
horizontal angle measurements?
A.
B.
C.
D.
Q6.
The choice of contour intervals depends on the accuracy required. Which of
the following statements is the main factor affecting the choice of contour
interval?
A.
B.
C.
D.
Q7.
Plot scale.
Number of spot heights measured.
Spot heights distribution.
Contour interpolation methods.
The followings are a list of contour interpolation methods available in a
typical surveying processing software, except,
A.
B.
C.
D.
Q8.
In-accurate centering of the total station or theodolite.
Parallax.
Total station not in adjustment.
Left hand angle only observed in two complete rounds instead of three
rounds.
Nearest Neighbour.
Triangular Irregular Network (TIN).
Bi-Linear.
Resection.
Which of the followings is NOT a type of transition curve?
A.
B.
C.
D.
Clothoid.
Cubic Spiral.
Lemniscate.
Parabola Cubic Curve
SKAA 1023 4
Q9.
Which of the following statements is NOT TRUE about horizontal curves?
A.
B.
C.
D.
Q10.
Which of the following statements about vertical curves is FALSE?
A.
B.
C.
D.
Q11.
Transition curve are curves in which the radius of curvature is either
decreasing from infinity or increasing to infinity.
The effect of centrifugal force on a vehicle passing around a curve can
be balanced by super elevation.
The rate of curvature of circular curves can be design either by their
radius or by their degree of curve.
A transitional curve only normally introduce in conjunction with two
circular curves to form composite curves.
There are six different possible combinations of gradient, three being
crest curves and three being sag curves.
Two main requirements of vertical curves are that they provide
acceptable levels of passenger comfort and safety and adequate
visibility.
The design of vertical curves is use to connect the intersecting
gradients in horizontal plane.
The value of the algebraic difference between two gradients
intersection for crest curves is positive and for sag curves is negative.
The following are list of setting out methods that can be used for the road
curve alignment, except?
A.
B.
C.
D.
Setting out using offsets from the tangent length.
Setting out using coordinates method.
Setting out using tangential angle method.
Setting out using offsets distance from horizontal line.
SKAA 1023 5
Q12.
Various volume calculation methods are available in determining volume of
cut and fill of soil materials in earthwork project. Which of the following
statements is NOT TRUE about the earthwork quantities estimation?
A.
B.
C.
D.
Q13.
There is a considerable number of terminology associated with mass haul
diagrams and some of the terms used are defined below, except:
A.
B.
C.
D.
Q14.
Accurate values of areas and volumes are required to enable the cost of
a project to be determined as precise as possible.
Careful planning of the movement of material on site can minimise the
earthwork project costs.
The movement of earthwork materials can be optimised using average
haul distance.
When large amount volume of soil needed and moved around the site,
a careful planning of this movement is essential since charges may be
levy not only on volume but also on distances over which the materials
being transported.
Haul distance is the distance from the point of excavation to the points
where the material is to be tipped.
Average haul distance is the distance from the centre of gravity of the
excavation to the centre of the gravity of the tip.
Overhaul distance is that distance, in excess of the free haul distance
over which it may be necessary to transport material.
Overhaul is that part of the haul which remains after the haul volume
has been removed.
A bench mark (RL=20.849m) was observed as a backsight with a staff reading
of 1.543m. Calculate the height of plane collimation (HPC) and the reduced
level of a foresight point under a bridge with an inverted staff reading of
2.548m?
A.
B.
C.
D.
23.397m ;
22.392m ;
22.392m ;
24.899m ;
21.854m.
24.900m.
19.844m.
21.854m.
SKAA 1023 6
Q15.
Two points, A and B, were established for a two-peg-test. Distance A to B was
measured as 50m. When the auto level was at C (midpoint between A and B)
the staves readings at A and B were 1.476m and 1.432m, respectively. The
auto level was then setup at point D, 5m from B along the line A to B
extended. Staff readings at A and B were 1.556m and 1.514m respectively.
A.
B.
C.
D.
Q16.
0.002mm/50m
-0.002mm/50m
-0.002mm/55m
0.002mm/55m
Table 1 shows the horizontal angle observation records at S2, with S1 and S3
known as back station and forward station. Determine the mean of left hand
angle at S2.
Table 1
Station
Face Left
Face Right
210° 12° 35°
30° 12’ 45”
S1
S2
S3
A.
B.
C.
D.
Q17.
112° 47’ 55”
292° 48’ 01”
-97° 24’ 42”
97° 24’ 42”
262° 35’ 18”
82° 35’ 18”
The horizontal circle reading to a forward station was observed as 255° 31’
25”. Calculate its forward bearing base on whole circle bearing if the
horizontal circle reading to the back station was 155° 32’ 45”. The back
bearing to back station is given as 45° 30’ 00”E.
A.
B.
C.
D.
145° 28’ 40”
99° 58’ 30”
214° 15’ 55”
345° 28’ 40”
SKAA 1023 7
Q18.
The measured left hand angles for a linked traverse MABCP were 260° 43’
05”, 97° 09’ 10”, 108° 22’ 20”, 274° 41’ 15” and 250° 47’ 05” respectively.
While, the initial back bearing and final forward bearing values is 241° 17’
35” and 153° 00’ 55” respectively. What is the linked traverse angular
misclosure?
A.
B.
C.
D.
Q19.
The differences in latitude and departure of a closed loop traverse are 0.010m
and -0.015m respectively. If the total distance of the loop traverse is
504.956m, what is the fractional linear misclosure of the traverse?
A.
B.
C.
D.
Q20.
1:
1:
1:
1:
28,000
29,000
30,000
27,000
The coordinates of point P and Q are given as (2654.343mN, 2234.545mE)
and (2647.249mN, 2134.797mE) respectively. Calculate bearing of line P to
Q.
A.
B.
C.
D.
Q21.
-00° 00’ 25”
+00° 00’ 25”
00° 02’ 30”
00° 01’ 30”
85° 55’ 55”
274° 04’ 05”
100° 00’ 00”
94° 04’ 05”
What is the distance of Q to P in Question 20?
A.
B.
C.
D.
99.748m
265.931m
95.713m
100.000m
SKAA 1023 8
Q22.
If the latitude and departure of a traverse line from S to P is -56.765m and
–60.734m respectively. What is the bearing and distance from P to S?
A.
B.
C.
D.
Q23.
The sum of the latitudes and departures obtained from a link traverse is 457.133m and -874.332m respectively. While the actual difference in latitude
and departure is -457.115m and -874.352m respectively. The total length of
the traverse is 786.560m. What is the fractional linear misclosure of the
traverse in nearest thousand?
A.
B.
C.
D.
Q24.
-133° 03’ 55”, 83.132m
46° 56’ 05”, 83.132m
226° 56’ 05”, 83.132m
133° 03’ 55”, 83.132m
1:
1:
1:
1:
29,200
30,000
28,000
29,000
Calculate the bearing of the forward station A from occupied Station B based
on the following data:i.
ii.
iii.
Horizontal circle reading to back station C: 200° 15’ 53”
Horizontal circle reading to forward station A: 48° 48’ 30”
Bearing to the back station (B to C): 277° 11’ 50”.
A.
B.
C.
D.
208° 32’ 37”
125° 44’ 27”
68° 39’ 13”
28° 32’ 37”
SKAA 1023 9
Q25.
In a detail survey, points B were measured using the radial method with total
station from station A (RL=21.456m). The height of total station and target
prism pole were measured at 1.500m and 2.00m respectively. If the vertical
distance AB is +4.576m. What is the reduced level of point B?
A.
B.
C.
D.
Q26.
25.532m
16.380m
29.532m
20.956m
What is the required length of a transition curve which connects two straights
intersecting at 30° for a design speed of 110km/h? If the radius and rate of
change of radial acceleration is 600m and 0.3m/s3 respectively.
A.
B.
C.
D.
153.67m
240.48m
155.67m
158.49m
Q27.
A parabolic vertical curve having equal tangent lengths is to connect a falling
gradient of 1: 30 to rising gradient of 1:25 on a road designed for a speed of
110km/h. What is the algebraic difference of the proposed vertical curve?
A.
-0.67%
B.
0.67%
C.
7.33%
D.
-7.33%
Q28.
A three-sided plot of land with straight line boundaries is to be developed. If
the coordinates of all three corners are (1761.32mN, 1111.17mE),
(1959.77mN, 1435.43mE) and (2168.32mN, 1276.18mE). Calculate its area in
hectares.
A.
B.
C.
D.
53277 hectares
5.3277 hectares
532.77 hectares
53.277 hectares
SKAA 1023 10
Q29.
A parabolic vertical curve having equal tangent lengths is to connect a rising
gradient of 1.5% and a falling gradient of 1.0% on a road design for a speed of
100 km/h. The reduce level and the through (running) chainage of the
intersection point of two gradients are 110.98m and 2815.63m. If the length of
the vertical curve is 150m, determine the reduce levels of the entrance and exit
tangent points.
A.
B.
C.
D.
Q30.
109.855m; 110.230m
110.230m; 109.855m
108.730m; 109.480m
109.730m; 108.730m
A cutting is to be formed on a straight section of a proposed road. The values
of five consecutive cross sectional areas taken at a constant horizontal distance
interval of 25m are 352m2, 389m2, 465m2, 508m2 and 623m2, respectively.
Determine the volume between these cross sections to the nearest 100 m3.
A.
39900m3
B.
39700m3
C.
39000m3
D.
40000m3
SKAA 1023 11
SECTION B : (40 marks)
Q1.
As a site engineer, you are involved in a 30km road construction project.
Table B1 list the volume cut and fill data between chainages 5000m to 5700m.
The interval betwen the cross-sections is 50m.
Chainage
(m)
5000
5050
5100
5150
5200
5250
5300
5350
5400
5450
5500
5550
5600
5650
5700
(a)
Table B1
Volume Cut
(+)
44
803
1001
836
495
88
160
472
1048
Volume Fill
(-)
1044
110
520
900
1120
970
620
200
680
Plot a mass-haul diagram between the chainages 5000m to 5700m using the
volumes obtained in 1(a). Use a scale of 2cm = 50m for the x-axis and 2cm
= 500m3 for the y-axis.
(10 marks)
(c) Estimate the haulage costs between the chainages 5000m to 5425m.
Proposed balancing line and free haul distance are at -1000m3 and 200m
respectively. The transportation charges are :Free-haul
Over-haul
: RM 1.20 / m3
: RM 0.50 / stn. m,
(20 marks)
(c)
Assuming that a bulking factor of 10% is to be applied to the earthwork
calculations, explain how this would affect your costing in the masss-haul
diagram.
(10 marks)
SKAA 1023 12
EQUATIONS
Traverse
latitude = distance × cos(bearin g)
departure = distance × sin(bearin g)
distance
latitude correction = ∆latitude ×
Σdistance
distance
departure correction = ∆departure ×
Σdistance
Bowditch correction;
Levelling
Allowable error = ( ±20 J ) mm
Detailing
H = slope distance × cos(vertical angle) ; V = slope distance × sin (vertical angle)
Reduced Level = Station reduced level + Instrument height ± V − Height of reflector
Transition Curves
IT1 = IT4 = (R + s ) tan
δ=
1800l 2
πRL p
θ
2
minutes
Cicular Curves
IT1 = IT2 = R tan
θ
2
Vertical Curve s
( p ± q) x 2 ;
y=
400l
+
Lp
; Lp =
2
1718.9 × chords
R
(S < 2l )
s=
L2p
24R
π
180
;
v2
100 f
Areas & Volumes
d
{O1 + On + 2(O2 + O3 + .... + On−1 )}
2
d
{O1 + On + 4Σ(Oodd ) + 2Σ(Oeven )}
3
d
End − areas : A = {A1 + An + 2( A2 + A3 + .... + An−1 )}
2
d
Prismoidal : V = {A1 + An + 4Σ( Aodd ) + 2Σ( Aeven )}
3
Simpson : A =
Lp
2R
minutes
⎛ S −l ⎞
⎛ p+q⎞
h=⎜
⎟( p + q ) ;
⎟l ; (S > 2l ) h = ⎜
⎝ 400 ⎠
⎝ 400 ⎠
2
⎛ p + q ⎞⎛ S ⎞
h=⎜
⎟⎜⎜ ⎟⎟
⎝ 1600 ⎠⎝ l ⎠
Trapezoidal : A =
φ=
radians
θ and φ are in degrees
location of highest/lowest point, x =
Curve Length, 2l = ( p ± q )
(S = 2l )
;
LB = R(θ − 2φmax )
;
; δ=
v3
aR
2p
l ;
p+q
SKAA 1023 13
NAME
NRIC
COURSE CODE
SECTIONS
ACADEMIC STAF
OBJECTIVES QUESTIONS
Q1.
A
B
C
D
E
Q16.
A
B
C
D
E
Q2.
A
B
C
D
E
Q17.
A
B
C
D
E
Q3.
A
B
C
D
E
Q18.
A
B
C
D
E
Q4.
A
B
C
D
E
Q19.
A
B
C
D
E
Q5.
A
B
C
D
E
Q20.
A
B
C
D
E
Q6.
A
B
C
D
E
Q21.
A
B
C
D
E
Q7.
A
B
C
D
E
Q22.
A
B
C
D
E
Q8.
A
B
C
D
E
Q23.
A
B
C
D
E
Q9.
A
B
C
D
E
Q24.
A
B
C
D
E
Q10.
A
B
C
D
E
Q25.
A
B
C
D
E
Q11.
A
B
C
D
E
Q26.
A
B
C
D
E
Q12.
A
B
C
D
E
Q27.
A
B
C
D
E
Q13.
A
B
C
D
E
Q28.
A
B
C
D
E
Q14.
A
B
C
D
E
Q29.
A
B
C
D
E
Q15.
A
B
C
D
E
Q30.
A
B
C
D
E
SKAA 1023 14