UNIVERSITI MALAYSIA SARAWAK
FACULTY OF ENGINEERING CIVIL ENGINEERING DEPARTMENT
KNS 1461 CIVIL ENGINEERING LABORATORY 2
LABORATORY MANUAL
(Edited : December 2008)
CIVIL ENGINEERING LABORATORY 2
KNS 1461
LABORATORY MANUAL
CONTRIBUTED BY : Zamri Bujang Abdul Razak Abdul Karim Idawati Ismail Ismail Abusamat Nur Adha Abdul Wahab PREPARED BY : Jethro Henry Adam
TABLE OF CONTENT
Lab Code Title Page
S1
S2
S3
V1
V2
V3
V4
Shear Force
Bending Moment
Deflection of Beam
Vertical Distance Measurement (Leveling)
Angle and Distance Measurement
Traverse Survey
Setting Out Curve
1
6
11
15
17
19
22
Appendix
A
B
C
D
E
Safety First
Guidelines for Laboratory Report
Form A
Form B
Form C
25
26
28
29
30
KNS 1461 Civil Engineering Laboratory 2 Faculty of Engineering Universiti Malaysia Sarawak
1
TITLE :
S1 – Shear Force
THEORY :
The shear force at any point along the beam is the total forces acting perpendicular to
beam longitudinal axis up to the point. Given a horizontal beam with vertical loading
the internal forces will be :
a) for vertical equilibrium a shearing force in the section plane
b) for equilibrium of moments a moment of resistance due to compression in the top
half of the beam section and tension in the bottom half.
OBJECTIVE :
To determine the shear force at a particular section and compare with the theoretical
calculations.
APPARATUS :
a) Spring balance
b) Masses
c) Load hanger
PROCEDURE :
Referring to Figure S1-1, the experimental beam is in two parts; experiment 1 and
experiment 2.
KNS 1461 Civil Engineering Laboratory 2 Faculty of Engineering Universiti Malaysia Sarawak
Figure S1-1
The equation for shear at the section ‘x-x’ for Figure S1-2 is as follow :
Shear force, xW aS
L⋅
=
RB RA
L
W
x
a x
Figure S1-2
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RB
W3
100mm 300mm
W1 W2
600mm
RA
Figure S1-3
A) Experiment 1
1. Check that the beam supports have been fixed at 900 mm span.
2. Position one load hanger 100 mm from A, the second hanger in the groove just to
the right of the shear section C (310 mm from A) and the third hanger 400 mm
from the right hand support B (500 mm from A).
3. The spring balance reading should be recorded as the 'no load' datum value.
4. Place a 10 N weight on the third hanger 400 mm from B and re-align the beam
using the tensioning adjustments.
5. Read and record the spring balance force.
6. Repeat the procedure with 20 N on the third hanger.
7. Remove the 20 N loads and place 10 N on the second hanger. Re-align the beam
and record the spring balance force.
8. Transfer the 10 N loads to the first hanger and re-align the beam. Record the
spring balance force.
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4
B) Experiment 2
1. Unload the beam and move the third hanger to 300 mm from B.
2. Align the beam and record the new 'no load' datum value of the spring balance.
3. Place 5 N on the first hanger and 12 N on the third.
4. Record the balancing shear force of the realigned beam as shown in Figure S1-3.
5. Move the 2 N mass from the third to the second hanger.
6. Re-align the beam and record the spring balance force.
7. Replace the 2 N with a 10 N weight on the second hanger, re-align the beam and
record the balancing force.
RESULT :
For each loading arrangement calculate the shearing force at the section, draw the
shear force diagram, and compare the experimental and theoretical value. Be careful
to use the correct sign convention for shear force.
A) Experiment 1
a)
Load on 3rd hanger (400 mm from B)
N 0 10 20
Spring balance force
Shear Force, SE
Theoretical Shear Force, SX
Ratio SE/SX
b)
Load on 2nd hanger (310 mm from B)
N 0 10
Spring balance force
Shear Force, SE
Theoretical Shear Force, SX
Ratio SE/SX
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c) Load on 1st hanger (100 mm from B)
N 0 10
Spring balance force
Shear Force, SE
Theoretical Shear Force, SX
Ratio SE/SX
B) Experiment 2
Load positions (N) Shear Force, S (N)
W1 W2 W3
Balance Force
(N) SE Sx Ratio
0 0 0 5 0 12 5 2 10 5 10 10
DISCUSSION :
1) When the load was doubled in Part 1 of the experiment, did the shearing force
double?
2) How well did the experimental results agree with the theoretical values? Use the
average of the ratios Experiment 1/Theory 1.
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6
TITLE :
S2 – Bending Moment
THEORY :
A length of material supported horizontally at two points in such a way that it will
carry vertical loads is called a beam. The loading perpendicular to its longitudinal axis
causes bending and in most cases transverse shearing. The bending moment at any
point along the beam is equal to the area under the shear force diagram up to the
point.
Given a horizontal beam with vertical loading the internal forces will be
a) for vertical equilibrium a shearing force in the section plane
b) for equilibrium of moments a moment of resistance due to compression in the top
half of the beam section and tension in the bottom half.
OBJECTIVE :
To determine the bending moment at particular sections and compare with the
theoretical calculations.
APPARATUS :
a) Spring balance
b) Masses
c) Load hanger
PROCEDURE :
Referring to Figure S1-2, this experiment is divided into two parts; experiment 1 and
experiment 2.
KNS 1461 Civil Engineering Laboratory 2 Faculty of Engineering Universiti Malaysia Sarawak
Figure S2-1
A) Experiment 1
1. Check that the beam supports have been fixed at 900 mm span.
2. Position the first load hanger 100 mm from A, the second hanger in the groove
just to the right of the section (300 mm from A) and the third hanger 300 mm
from B.
3. Align the two parts of the beam using the adjustment on the spring balance and
record the initial 'no load' reading.
4. Place a 10 N weight on the first hanger, re-align the beam and record the balance
reading.
5. Move the weight to the second and third hangers in turn repeating the procedure.
6. Repeat the whole procedure using a 20 N weight.
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B) Experiment 2
1. Without altering the load hangers put a 5 N weight on the second hanger, align the
beam and record the balance reading.
2. Then add 10 N weights to the first and third hangers, align, and re-read the
balance. Record the reading.
3. Move the third hanger to 400 mm from B and after aligning the beam record the
new 'no load' reading.
4. Try two arrangements of the same total loading by placing 5N on the first hanger
and 12N on the third hanger for one balance reading followed by moving the 10N
from the third to second hanger for the next reading.
RESULT :
By subtracting the 'no load' value from each spring balance reading the net force
causing the bending moment at C is found. Multiply this by the 150 mm lever arm to
derive the beading moment. For every case the theoretical bending moment at C is to
be calculated.
In the first section of Experiment 2 the load hangers remain in the Experiment 1
positions. Hence the net force for a single load on any hanger can be derived as a
proportion of the Experiment 1 values. As the system is a linear elastic structure the
individual readings can be summed for multiple loading. Compare the net force when
all three loads are applied with the sum of the values derived from Part 1.
Draw the bending moment diagrams for the Experiment 2 loadings.
KNS 1461 Civil Engineering Laboratory 2 Faculty of Engineering Universiti Malaysia Sarawak
A) Experiment 1
Bending moment at C for loading shown;
9
W2 W1
100mm 300mm
600mm
RA
W3
RB
Loading Positions
W1 W2 W3 Load (N)
Balance reading
(N)
Force (N)
Balance reading
(N)
Force (N)
Balance reading
(N)
Force (N)
0
10
20
Bending Moment (Nmm) Load (N)
Experimental Theoretical Experimental Theoretical Experimental Theoretical
10
20
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B) Experiment 2
a) Bending Moment
(Nmm) W1 (N)
W2 (N)
W3 (N)
Force (N)
RA (N)
RB (N)
Experimental Theoretical
0 0 0
0 5 0
10 5 10
b) Bending Moment
(Nmm) W1 (N)
W2 (N)
W3 (N)
Force (N)
RA (N)
RB (N)
Experimental Theoretical
0 0 0
5 0 12
5 10 2
DISCUSSION :
1) Show the calculations for every load cases.
2) Plot a graph, which compares your experimental results and theoretical results.
3) Did the experimental results verify the theory?
4) Explain briefly the importance of bending moment in civil engineering.
KNS 1461 Civil Engineering Laboratory 2 Faculty of Engineering Universiti Malaysia Sarawak
TITLE :
S3 –Deflection of Beam
THEORY :
The elastic bending of a beam leads to a linear relationship between the bending
moment M and radius of curvature R at any point on the beam. It also shows that the
radius depends on the modulus of elasticity E of the beam material and the second
moment of area / of the beam section in the expression;
MEIR =
The more a beam curves (that is, the less the radius of curvature) the greater will be
the deflections.
OBJECTIVE :
To verify the general expression for the deflection of a beam.
APPARATUS :
a) HST.I 12 frame
b) Steel beam
c) Masses
d) Load hanger
e) Dial gauge
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PROCEDURE :
This experiment is divided into three parts, experiment 1, experiment 2 and
experiment 3.
A) Experiment 1 : Deflection proportional to load
1. Set up the knife edge supports to a span of 1 m and lay the 25 x 5 mm beam in
position.
2. Set up the dial gauge over the hanger clamp so that it will follow a downward
deflection of 22-23 mm.
3. Record the initial reading of the dial gauge (both the small and large outer dials)
as the “no-load” datum.
4. Add 50 N load by 5 N increments placing the weights on gently.
5. Record the dial gauge readings for each load.
6. Unload the beam.
B) Experiment 2 : Relationship between deflection and span
1. Change the beam span to 900 mm by moving each knife edge in by 50 mm. The
dial gauge and load hanger will still be at mid-span.
2. Record the no-load datum reading of the dial gauge, and the reading when a 50 N
load is placed on the hanger.
3. Unload the beam.
4. Repeat this procedure for beam spans of 800, 700, 600 and 500 mm.
C) Experiment 3: Deflection inversely proportional to second moment of area
1. With the knife edge supports still at 500mm span change the beam for the 25 x 3mm
cross section specimen. . The load hanger and dial gauge should be kept at mid-span.
2. Record the no-load and 50 N load readings.
KNS 1461 Civil Engineering Laboratory 2 Faculty of Engineering Universiti Malaysia Sarawak
RESULT :
For the present let it be accepted that the basic pattern of beam deflections y can be
expressed in a form :
EI
WLcy3
=
which is in some way related to :
EIM
R=
1
A) Experiment 1
E value = . I = .
Width, b = . Depth, d = .
Deflection (mm) Load (N)
Dial Gauge Reading (0.01 mm) Actual Theoretical
0 5 10 15 20 25 30 35 40 45 50
B) Experiment 2
Dial Gauge Reading (0.01 mm) Deflection (mm) Beam span,
L (mm) L3
No Load 50 N Load Actual Theoretical 0 5 10 15 20
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C) Experiment 3
E value = . I = .
Width, b = . Depth, d = .
Deflection (mm) Load (N)
Dial Gauge Reading (0.01 mm) Actual Theoretical
0 5 10 15 20 25 30 35 40 45 50
DISCUSSION :
1) Plot a graph of deflection versus mass for all three experiments both for actual and
theoretical values.
2) Comment on the relationship between the mass and the beam deflection.
3) Based on the theoretical and actual deflections, does the equation accurately
predict the behavior of the beam?
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TITLE :
V1 – Vertical Distance Measurement (Leveling)
THEORY :
Leveling is the procedure used to determining differences in elevation between points
that are some distance from each other. An elevation is a vertical distance above or
below a reference datum. In surveying, the reference datum that is universally
employed is the mean sea level (MSL).
OBJECTIVE :
To make a leveling survey and calculate the results relative to some chosen datum.
APPARATUS :
a) Leveling instrument
b) Leveling staffs
c) Tripod
PROCEDURE :
1. The level is set up at position I1 and a BS taken to the first TBM, the foot of the
staff being held on the TBM and the staff held vertically. (Figure V1-1)
2. The staff is moved to points A and B in turn and readings taken. Points A and B
are intermediate sights.
3. The staff is moved to C (change point) and reading taken. This is an FS.
4. While the staff remains at C, the instrument is moved to another position, I2. A
reading is taken from the new position to the staff at C. This is a BS.
5. The staff is moved to D (intermediate sight) and reading taken.
6. The staff is moved to E being another change point and reading taken.
KNS 1461 Civil Engineering Laboratory 2 Faculty of Engineering Universiti Malaysia Sarawak
7. The level is moved to I3 and a new reading is taken from the new position to the
staff at E.
8. Repeat step 6 and 7 until the final staff position is at a point of known RL
(TBM1).
Figure V1 – 1
RESULT :
Booking and Reduced Level Calculations :
The booking and reduction of the readings can be done by the Rise and Fall Method.
Record your booking in Form A (refer Appendix C).
Precision of Leveling :
The allowable misclosure for any leveling sequence is given by:
Allowable misclosure = n5± mm
where n is the number of instrument positions. When the actual and allowable
misclosures are compared and it is found that the actual value is greater than the
allowable value, the leveling should be repeated.
DISCUSSION :
1) Explain the difference between change points and bench marks.
2) Discuss the sources of error exist in leveling.
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TITLE :
V2 – Angle and Distance Measurement
THEORY :
One of the basic purposes of surveying is to determine the relative positions of points
on or near the earth’s surface. Angles, as well as linear distances, are usually
measured to compute the coordinates of any particular point. Angles are measured
between two intersecting lines in either a horizontal plane or a vertical plane. They are
usually expressed in terms of degrees, minutes and seconds of arc.
OBJECTIVE :
To take the reading, recording and reduction of angle and distance measurement data.
APPARATUS :
a) Total station
b) Tripods
c) Prism
d) Nail
e) Hammer
f) Wooden peg
PROCEDURE :
1. The total station is plumbed over peg 1 and accurately leveled. Prisms are
plumbed over peg 2 and 3. (Figure V2-1).
2. Peg 2 is sighted on face left with theodolite set to the required horizontal angle.
The reading is entered in the field book.
3. Peg 3 is sighted and the horizontal angle is taken.
KNS 1461 Civil Engineering Laboratory 2 Faculty of Engineering Universiti Malaysia Sarawak
4. The instrument is set to face right (by transiting the telescope) and peg 2 is sighted
again.
5. Peg 3 is sighted and the reading is taken.
6. To measure the distance, collimate the center of prism at peg 2. The reading is
taken and entered in the field book.
7. The total station is moved to peg 3. Prisms are plumbed over peg 1 and 4. Peg 1 is
sighted on face left with theodolite set to the reading taken from step 3 above.
8. Peg 4 is sighted and the horizontal angle is taken. The instrument is set to face
right and peg 1 is sighted again. Then peg 4 is sighted and the reading is taken.
9. Collimate the center of prism at peg 4 and the distance is taken.
4
3
2
1
Figure V2 – 1
RESULT :
Booking and Calculations :
Record your booking in Form B (refer Appendix D).
DISCUSSION :
1) Calculate all the interior angles of your traverse.
2) Explain the accuracy of the angle measurement.
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TITLE :
V3 – Traverse Survey
THEORY :
A traverse consists of an interconnected series of lines, running between a series of
points on the ground called traverse stations. A traverse survey is performed to
measure both the distances between the stations and the angle between the lines.
Traverses have been used for local horizontal control over relatively small area or for
precise control over relatively large area.
OBJECTIVE :
To make a traverse survey, reduce the field data and plot the results graphically.
APPARATUS :
a) Total station
b) Tripods
c) Prism
d) Nail
e) Hammer
f) Wooden peg
PROCEDURE :
1. The total station is plumbed over peg 100 and accurately levelled. Prisms are
plumbed over peg 101 and 3. (Figure V3 – 1)
2. Peg 101 is sighted on face left with theodolite set to the required horizontal angle.
The reading is entered in the field book.
3. Peg 3 is sighted and the horizontal angle is taken.
4. The instrument is set to face right (by transiting the telescope) and peg 101 is
sighted again.
KNS 1461 Civil Engineering Laboratory 2 Faculty of Engineering Universiti Malaysia Sarawak
5. Peg 3 is sighted and the reading is taken.
6. To measure the distance, collimate the center of prism at peg 3. The reading is
taken and entered in the field book.
7. The total station is moved to peg 3. Prisms are plumbed over peg 100 and 4. Peg
100 is sighted on face left with theodolite set to the reading taken from step 3
above.
8. Peg 4 is sighted and the horizontal angle is taken. The instrument is set to face
right and peg 100 is sighted again. Then peg 4 is sighted and the reading is taken.
9. Collimate the center of prism at peg 4 and the distance is taken.
10. Repeat step 7 and 8 until the final total station position is at peg 100.
Figure V3-1
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RESULT :
Record your booking in Form B (refer appendix D) and Form C (refer Appendix E).
Accuracy :
The allowable misclosures for any traversing depend on the class of survey. For the
first class survey, the maximum misclosure permissible is 1:8000 and the maximum
angular misclosure permissible is 1’ 15”.
DISCUSSION :
3) Prepare the survey plan for your control traverse.
4) Discuss the sources of error that may arise when measuring traverse angles.
KNS 1461 Civil Engineering Laboratory 2 Faculty of Engineering Universiti Malaysia Sarawak
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TITLE :
V4 – Setting Out Curve
THEORY :
The centre lines of the highways and railroads consist of a series of straight lines
connected by curves. The shape of the curves must be computed by the surveyor so
they can be located on the ground for construction.
OBJECTIVE :
To perform calculations to fix the positions of points forming a horizontal curve.
APPARATUS :
a) Total station
b) Tripods
c) Prism
d) Nail
e) Ranging pole
f) Hammer
g) Wooden peg
h) Measuring tape
PROCEDURE :
1. The total station is set up, centered and leveled at survey station 1, and the final
bearing to point 2 is set on the instrument or set 180° to point 2. (Figure V4 – 1).
2. The horizontal distance to point 2 is measured as a check.
3. The total station is rotated until you get the required bearing and horizontal
distance to the first setting-out point, C1.
KNS 1461 Civil Engineering Laboratory 2 Faculty of Engineering Universiti Malaysia Sarawak
4. Hold ranging pole (with prism) vertically at the approximate position of the point
to be set out.
5. The prism is set up, centered and leveled at that approximate position and the
prism is then moved until you get the required bearing and distance.
6. Inserts a peg, re-checks the complete operation and when satisfied that it is
correct, moves to the next setting-out location, C2.
7. With station C1 set, measure the chord length from it and stake station C2, where
the line of sight of the instrument, now set to the required bearing for C2 intersects
the end of that chord.
8. Repeat the procedure 3 - 7 for all the remaining pegs to be set out.
Figure V4 – 1
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RESULT :
Record your booking in Form B (refer Appendix D) and Form C (refer Appendix E).
All curve, calculation and setting out should be submitted in your report.
Accuracy :
The allowable misclosure for any traversing depends on the class of survey. For the
first class survey, the maximum misclosure permissible is 1:8000 and the maximum
angular misclosure permissible is 1’ 15”.
DISCUSSION :
Prepare the survey plan for your control traverse and your design curve.
KNS 1461 Civil Engineering Laboratory 2 Faculty of Engineering Universiti Malaysia Sarawak
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APPENDIX A
SAFETY FIRST
• Follow all instructions carefully.
• Appropriate clothing must be worn in the lab. No loose clothing or jewelry around
operating equipment. Do not wear open toe shoes or sandal in operating
laboratories.
• Do not operate equipment or carry on experiments unless the instructor/technician
is present in the laboratory.
• Assure that necessary safety equipment is readily available and in usable
condition.
• Become familiar with safety precautions and emergency procedures before
undertaking any laboratory work.
• All injuries, no matter how small, must be reported.
KNS 1461 Civil Engineering Laboratory 2 Faculty of Engineering Universiti Malaysia Sarawak
APPENDIX B
GUIDELINES
• All laboratory works should be conducted within the period given.
• The laboratory rules and regulations apply throughout the lab sessions.
• Lab report should be submitted ONE (1) WEEK after every lab session.
• Each lab group is to submit only ONE (1) report per lab session (GROUP
SUBMISSION).
• Attendance for every lab session is COMPULSORY. No mark will be given to
any report(s) submitted without attending the lab session(s).
• Reports must be written in the following format :-
Formatting guidelines
– Font type & size : Times new roman, 12
– Spacing : 1.5 spacing
– Margin : left (1.5”), right (1.25”), top (1”) and
bottom (1”)
– Front Cover : See below
– Tape binding
Content guidelines
– Cover page
– Table of content
– Lab code & title of experiment
}
Your own word! – Theory / Introduction
– Objectives Do NOT copy/scan
– Procedure from the lab manual!!!!!– Result
– Discussion
– Conclusion &/ recommendation
– References
26
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ersiti Malaysia Sarawak
Cover page format
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APPENDIX C
Form A
RISE & FALL METHOD
BS IS FS Rise Fall Initial
RL Adj.
Adj. RL
Remarks
APPENDIX D
Form B
BEARING STATION FROM TO FACE LEFT FACE RIGHT MEAN
FROM STN
FINAL BEARING
TO STN
VERTICAL ANGLE DISTANCE FINAL
DISTANCE
29
APPENDIX E
Form C
LATITUDE DEPARTURE STN FROM TO BEARING DISTANCE REF.
N+ S- E+ W- COORDINATES
30