Presented by Infrastructure Engineering an Management, Mtech, IIT Kanpur

1. CE 642A
Laboratory course in Infrastructure
Engineering & Management
Instructor – Prof. Balaji Devaraju
Submitted by-
Abhijeet Prataprao More
Arun Pratap Singh
Harsh Kumar Manav
Nihal Navin

2. Lab1: Map Reading
Objective- To understand map numbering system and to study various details on
topographic map.
• Topographic maps provides the graphical portrayal of objects present on the surface of
the earth. These maps provide the preliminary information about a terrain and thus very
useful for engineering works. For most part of India, topographic maps are available
which are prepared by the Survey of India. To identify a map of a particular area, a map
numbering system has been adopted by Survey of India. The system of identification is as
follows:
• An International Series (within 4° N to 40° N Latitude and 44° E to 124° E Longitude) at the
scale of 1: 1,000,000 is being considered as base map. The base map is divided into
sections of 4° latitude x 4° longitude and designated from 1 (at the extreme north-west)
to 136, covering only land areas and leaving any 4° square if it falls completely in the sea

4. • For Indian Topographic maps, each section is further divided into 16 sections (4 rows by 4
columns), each of 1° latitude x 1° longitude (1:250,000), staring from a letter A (North-West
corner) and ending on P, column-wise. These degree sheets are designated by a number and
an alphabet

5. • These degree sheets are further sub-divided in the following ways:
Each sheet is divided into four parts (2 rows by 2 columns),, each of 30' latitude x 30' longitude
(1:100,000) designating them by cardinal directions NW, NE, SW, and SE.

6. • Degree sheets have also been divided into 16 sheets (4 rows by 4 columns), each 15' latitude x 15'
longitude (1:50,000) and numbered from 1 (at the north-west corner of the particular degree sheet)
to 16 column wise.
• Each 1:50,000 scale sheet contains four (2 rows by 2 columns) 1:25,000 sheet ( 7' 1/2 latitude x 7' 1/2
longitude ) which are numbered NW, NE, SW, and SE.

8. Conventional Symbols:

9. Lab 2: Reconnaissance and handheld GNSS
survey
Objective: To perform a reconnaissance survey using traditional methods and using a
handheld GNSS receiver.
• Before any survey work is done, it is important to know about the area that needs to be
surveyed. this procedure is called reconnaissance.
Trimble Juno 3B :The Trimble Juno 3B handheld computer is an
economical solution that includes an integrated GPS, digital camera,
and optional cellular connectivity.
• We have three option in the juno 3B for data collection in the form of
of point generic, line generic and polygon generic.
• Accuracy of juno 3B is in the few metres, it is the single frequency device.

10. Procedure:
• First we will establish the step length of each person that can be later used to
reckon the distance travelled.
• We can download the compass app.
• Go around the area to find out the points which are intervisible to each other and
at the same time provide the access to the features which we want to map.
• Now using the trimble juno handheld GNSS receiver mark the control points.
• Mark the features that are visible from each of the handheld GNSS receiver.

11. N

12. Lab 3: Levelling using Autolevel
• Objective: To carry out levelling operation using Automatic level and familiarize
with the operation of the instrument.
• Equipment : Nikon/ Leica autolevel , levelling staff , tripod.
• Theory - Levelling is a branch of surveying, the object of which is to find the
elevations of given points with respect to a given or assumed datum, and to
establish points at a given or assumed datum. Use to draw the contour map.

13. Procedure :
1. Identify the benchmark and put the levelling staff at bench mark.
2. Calculate the distance from the benchmark and installed the tripod, autolevel
3. After instrument installment levelling was done.
4. After levelling of instrument we take the back sight reading.
5. After Back sight reading taken , Intermediate sight reading were taken if
required. Lastly Fore sight were taken at the changing point or turning point.

14. Illustration:
Lab 3 – Levelling using Autolevel
Station Point B.S I.S F.S H.I R.L Remark
A B.M. 1.07 129.479 128.409B.M=128.409m
TP2 1.485 127.994
B TP2 1.52 129.514 127.994Change point
TP3 1.46 128.054
C TP3 1.535 129.589 128.054Change point
TP4 1.66 127.929
D TP4 1.45 129.379 127.929Change point
CP1 1.3 128.079
CP2 1.385 127.994
CP10 1.265 128.114
CP3 1.255 128.124
Note: All dimensions are in meter.

15. • Arithmetic check for Level
• Source of error
1. Instrumental Errors- Under sensitive bubble, Errors in staff graduation, Loose
tripod head, Telescope not parallel to bubble tube
2. Collimation Error- Collimation error occurs when the collimation axis is not truly
horizontal when the instrument is level.
3. Error due to Curvature & Refraction
4. Other Errors
sum of B.S. − sum of F.S. = last RL - First RL
17.510 -17.505 = 0.005 = 128.414-128.409

16. Lab 4:Control Survey using traverse with
Total Station
• Objective- To carry out a traverse survey using a total station to establish control for
mapping the features and also familiarize with the operation of the instrument.
• Equipment- Total station.
It uses electronic transit theodolite in conjunction with electronic distance meter (EDM).
It is also integrated with microprocessor, electronic data collector and storage system.
The instrument is used to measure- sloping distance, horizontal angles, vertical angles
and elevation.
Magnification: 30X
Display: QVGA, 16 bit colour, TFT LCD, Backlit (320 X 240 pixel)
• Accuracy-
length- 1.5 mm + 2 parts per million over a distance of up to 1,500m
angle – 1”

17. Set up & level at CP
1
Choose the
reference direction
Angle
measurement with
respect to the
reference line.
Measurement of
horizontal angle &
elevation.
Set up & level at CP
2
Take the backsight
reading from the
next control point
Repeat the
procedure.
Computation of
interior and
exterior angles.
Compute the
departure and
latitude.
Compute the
closure error.
Distribute the error
using Bowditch
method.
Flowchart

18. • Closure error - Sum of all interior angles = (n-2)180֯
Sum of exterior angle = (n+2)180֯
• Latitudes and Departures-
Departure (x) = d sin A
Latitude (y) = d cos A
Sum of all latitudes = 0
Sum of all departures = 0
Let P denote the perimeter of the traverse survey and ex and ey denote the closure
error in departures and latitudes, respectively, then the quality of the survey can be
reported as-
linear error of closure (e)
Relative precision= 1:
𝑝
𝑒
= 𝑒 𝑥
2 + 𝑒 𝑦
2

19. • Distribution of closure error by Bowditch method-
Bowditch rule is applied for corrections in latitude and departure. As per this rule,
the error is proportional to the length of the side.
Correction in latitude/northing =
−𝑒𝑦
𝑝
× d
Correction in departure/easting =
−𝑒𝑥
𝑝
× d
Illustration:
Total error in latitude= -0.001969
Total error in departure= -0.019164
Total parameter= 364.58
Correction in latitude =
0.001969
364.58
× 38.959 = 0.0002104
Note: Correction value is added to the observed value to get the corrected value.

20. CP POINT LINE DISTANCE ANGLE LATITUDE DEPARTURE
CORRECTION IN
LATITUDE
CORRECTION IN
DEPARTURE
4 B BC 38.959
68.51277
8 14.270 36.251 0.000210444 0.002047894
5 C BD 48.358
18.41861
1 45.880 15.279 0.000261211 0.00254193
6 D DE 123.181
257.1236
11 -27.451 -120.083 0.00066538 0.006475028
8 E EF 69.69
159.7847
22 -65.397 24.081 0.000376442 0.00366328
9 F FA 44.96
98.61916
7 -6.738 44.452 0.000242859 0.002363339
3 A AB 39.433 0.000000 39.433 0 0.000213004 0.00207281
SUM 364.58 -0.001969 -0.019164 0.001969 0.019164

23. Lab 5 & 6: Total station feature mapping
Set up the total station.
Key in the coordinates of
CP
Enter the coordinates of
back sight and measure
the error
Take as it is reference
Take the reading of all
near features from control
point using measure topo.

24. Lab 7: GNSS Surveying
Objective: To take GNSS reading on control points.
Trimble R-10 GNSS Receivers
Trimble R-10 collects more accurate data faster and easier.
This system provides surveyors with a powerful way to increase data collection.
It have improved protection against sources of interference and spoofed
signals.
GNSS processing engine enables surveyors to measure points more quickly.
R10 can survey previously inaccessible points, reduce occupation time and
record faster and safer measurements than ever before.

25. Connected the R-10
with the controller using
Bluetooth.
Perform reading for near
about 20 to 30 minutes.
The GNSS data (in a
static mode) of the
control points.
The data in Trimble
Business Center (TBC) is
processed by using the
R3 base station data.
The detailed report is
generated with TBC.
Procedure:

26. Data from TBC
Vector Components (Mark to Mark)
From: ZIITK
Grid Local Global
Easting 423466.408 m Latitude N26°31'09.43601" Latitude N26°31'09.43601"
Northing 2933422.826 m Longitude E80°13'54.70799" Longitude E80°13'54.70799"
Elevation 66.777 m Height 66.777 m Height 66.777 m
To: cp3
Grid Local Global
Easting 423600.490 m Latitude N26°30'42.82907" Latitude N26°30'42.82907"
Northing 2932603.405 m Longitude E80°13'59.72913" Longitude E80°13'59.72913"
Elevation 63.966 m Height 63.966 m Height 63.966 m
Vector
ΔEasting 134.082 m NS Fwd Azimuth 170°21'51" ΔX -75.417 m
ΔNorthing -819.421 m Ellipsoid Dist. 830.590 m ΔY 381.390 m
ΔElevation -2.811 m ΔHeight -2.811 m ΔZ -734.000 m

27. Transformation of coordinates from Local to
UTM
The transformation formula is:
UTM = M x TS + Translation
Since this is a 2-D transformation, the translation is two parameters and the
rotation matrix M is four parameters.
So, in total there are six parameters to % be estimated. Therefore, we will need
atleast six equations.

28. 𝐸
𝑁
=
𝑀11 𝑀12
𝑀21 𝑀22
𝑒
𝑛
+
𝑇1
𝑇2
𝐸1 = 𝑀11 𝑒1 + 𝑀12 𝑛1 + 𝑇1 (eq.1)
𝐸2 = 𝑀11 𝑒2 + 𝑀12 𝑛2 + 𝑇1 (eq.2)
𝐸3 = 𝑀11 𝑒3 + 𝑀12 𝑛3 + 𝑇1 (eq.3)
𝑁1 = 𝑀21 𝑒1 + 𝑀22 𝑛1 + 𝑇2 (eq.4)
𝑁2 = 𝑀21 𝑒2 + 𝑀22 𝑛2 + 𝑇2 (eq.5)
𝑁3 = 𝑀21 𝑒3 + 𝑀22 𝑛3 + 𝑇2 (eq.6)
Translation
Rotation TS readings
UTM
coordinates

29. Lab 8 & 9: Mapping with QGIS
• QGIS is a free and open-source cross-platform desktop geographic information
system (GIS) application that supports viewing, editing, and analysis of geospatial
data.
• Developer(s): QGIS Development Team
• Initial release: July 2002
• Version : 3.4.1 "Madeira" (November 2, 2018; 2 months ago)