Geomatics Engineering credit hrs: 2 - جامعة نزوى · PDF file• Fieldwork...
Transcript of Geomatics Engineering credit hrs: 2 - جامعة نزوى · PDF file• Fieldwork...
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GEOMATICS ENGINEERING
CHAPTER 2
Direct and Indirect Distance Measurement Methods
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Distance Measurement
• Methods
• Equipment
• Classification
• Usage
• Fieldwork procedure
• Booking system
• Adjustment and plotting
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Introduction
• Linear measurement is the basis of all surveying.
• There are two main methods to measure distance:
• Direct method
• Measurements are made by tape or chain
• Indirect method
• EDM, Transit, stadia or theodolite are used
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Types of Distances
• One of the fundamentals of surveying is the need to measure
distance. Distances are not necessarily linear, especially if they occur
on the spherical earth.
• We will deal with distances in geometric space, which we can
consider a straight line from one point or feature to another.
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Methods of Measuring Horizontal Distance
• Pacing
• A surveyor must walk a known distance a number of times in his
natural way: accuracy = 1:50
• Odometer
• An odometer converts the number of revolutions of a wheel of
known circumference to a distance. Can be used for preliminary
surveys. Odometer distance must be converted to horizontal
distance when the slope of the ground is steep.
• Tachometry
• Distance is measured indirectly with the help of an optical
instrument called tachometer.
• Theodolite can also be used with leveling staff.
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Methods of Measuring Horizontal Distance
• Chaining
• Used where great precision is not required.
• Chains of 30 m lengths are frequently used.
• Taping
• Used for accurate work and may be o iron, or cloth
• Usually are 30 m in lengths
• Accuracy: 1:10,000
• Electronic distance measurement (EDM)
• Waves are utilized to measure the distance.
• Accuracy: 1:10,000 to 1:100,000
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Pacing
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Tapping or Distance Measurement by Tape
• Equipment's
• Tension handles allow the user to apply a specified tensile force
on the tape.
• Steel tapes are manufactured under fixed conditions of
temperature and tensile force (30 meter tape).
• Tape grips: These allow the user to firmly grasp the steel tape and
resist the pull of the tape from the person located on the other end
of the tape.
• Plumb bobs: These are used to locate the tape precisely over a
specified point.
• Chaining pins: These are used to mark tape lengths.
• Hand level: These are used to establish an approximate horizontal
line of sight.
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Tapping Equipment
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General Procedure of Tapping
• Person A: Holds the tension handle located at the “zero” end of the tape.
• Person B: Holds the tape reel and uses a tape grip to pull the tape.
• Person B: Pinches the plumb bob string at a convenient point on the tape.
• Person A: Holds the plumb bob string along the edge of the tape above his/her intended mark.
• Person B: Holds the plumb bob over his/her mark.
• Calls out “mark….mark…..mark” to indicate that the plumb bob is being held over the intended mark.
• Braces for the tension applied by person A.
• Person A: Does the actual pulling (10 lbf or N).
• Reports the tension value and the corresponding tape measurement.
• Person B: Reports the tape reading at his/her end of the tape.
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Using a hand level to establish a horizontal
line of sight
Person ‘B’ using the tape grip to hold the
plumb bob over her mark (a chaining pin)
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Person ‘A’ applying 10 lb or N
of tension using the tension
handle while maintaining the
plumb bob over the mark
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Measured Distance • The measured length is determined by subtracting tape reading
A from tape reading B.
• For example: Person B calls out a tape reading of 27.900 Person A reports a tape reading of 0.031. The measured length is computed as 27.900 - 0.031 or 27.869 meters.
• The measurement procedure is repeated with one important difference.
• Person B holds the plumb bob string at a different point on the tape.
• The two measured lengths are then compared.
• If the difference between the measurements is less than the allowable tolerance, then the average of the measured lengths between the two points can be considered accurate.
• If they are not, the length measurements are be repeated until two successive measurements are obtained within the allowable tolerance.
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General Procedure of Tapping
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Distance Measurement for Slope Surface
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Distance Measurement for Slope Surface
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Distance Measurement for Slope Surface
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Tapping Corrections
• In general, the distance measurement obtained in the field will be in error.
• Errors in a distance measurement can arise from a number of sources:
• Instrument errors. • A tape may be faulty due to a defect in its manufacturing or from kinking.
• Natural errors. • The actual horizontal distance between the ends of the tape can vary due to
the effects of:
• 1. temperature,
• 2. elongation due to tension, and
• 3. sagging.
• Personal errors. • Errors will arise from carelessness by the survey crew:
• 1. poor alignment
• 2. tape not horizontal
• 3. improper plumbing
• 4. faulty reading of the tape
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• When tapes are manufactured, a standardized temperature and a standardized tension value are specified by the manufacturer.
• Although the standard values vary from tape to tape, typical values are • Ts = 20 °C
• Ps = 50 N.
• Corrections
• In the field, all your measured lengths are wrong!!
• A series of corrections are typically required to account for the effects of: • Temperature
• Sagging
• Tension
• Scale (Erroneous tape length)
• Slope correction
Tapping Corrections
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1. Erroneous Tape Length
• Tape has a nominal length under certain conditions, a tape stretches
with time.
• Standardization needs to be carried out frequently by using reference
tape or baseline.
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2. Slope Correction
• All plan distances are always quoted as horizontal distances L,
therefore any distance not measured on the horizontal will need to be
corrected for slope. Slope correction must ALWAYS be considered,
and either eliminated in the field or mathematically compensated.
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3. Tension or Pull Correction
AxE
LPPe ms
pull
)(
OR
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4. Temperature Correction
• Most materials expand and contract with temperature change, and this effects taped distances. If a tape has stretched due to heat it will read shorter than it would at its normal (or standard) temperature.
)( smtemp TTCxLe
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5. Sag Correction
• If the tape cannot be supported for its
length then it will hang freely under the
influence of gravity. The shape of the tape
will take is known as (sag) and can be
determined mathematically.
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Corrected Measured Length
• Actual length is:
orPtensionpullslopeSsagLstTtempma CCCCCLL )()()()(
OR
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Problem 1
• A steel tape of nominal length 30 m was used to measure
a line AB by suspending it between supports. The
following measurements were recorded.
• The standardization length of the tape against a reference
tape was known to be 30.014 m at 20 oC and 50 N.
• If the tape weighs 0.17 N/m and has a cross sectional
area of 2 mm2, calculate the horizontal length of AB.
• Temp. correction factor = 0.0000112 m/oC
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Solution to Problem 1
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Problem 2
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Solution to Problem 2
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Solution to Problem 2
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Theodolite Surveying
Distance Measurement by Stadia Method
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Introduction to Theodolite
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Theodolite Surveying
• The system of surveying in which the angles are
measured with the help of a theodolite, is called
Theodolite surveying.
• In combination with Leveling Staff theodolite can
also be used to measure the distance i.e. called as
stadia or tachometric method of distance
measurement.
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THEODOLITE
The Theodolite is a most accurate surveying instrument mainly
used for :
• Measuring horizontal and vertical angles
• Locating points on a line
• Prolonging survey lines
• Finding difference of level
• Setting out grades
• Ranging curves
• Tachometric Survey (distance measurement)
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TRANSIT VERNIER THEODOLITE
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TRANSIT VERNIER THEODOLITE
Details of Upper & Lower Plates
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TRANSIT VERNIER THEODOLITE
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CLASSIFICATION OF THEODOLITES
Theodolites may be classified as ;
A.
i) Transit Theodolite.
ii) Non Transit Theodolite.
B.
i) Vernier Theodolites.
ii) Micrometer Theodolites.
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CLASSIFICATION OF THEODOLITES
A. Transit Theodolite: A theodolite is called a transit theodolite
when its telescope can be transited i.e revolved through a
complete revolution about its horizontal axis in the vertical
plane, whereas in a-
Non-Transit type, the telescope cannot be transited. They
are inferior in utility and have now become obsolete.
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CLASSIFICATION OF THEODOLITES
B. Vernier Theodolite: For reading the graduated circle if
verniers are used, the theodolite is called as a Vernier
Theodolite.
Whereas, if a micrometer is provided to read the graduated
circle the same is called as a Micrometer Theodolite.
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Description of a Transit Vernier Theodolite
A Transit vernier theodolite essentially consist of the
following :
1. Leveling Head. 6. T- Frame.
2. Lower Circular Plate. 7. Plumb –bob.
3. Upper Plate. 8. Tripod Stand.
4. Telescope.
5. Vernier Scale.
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Terms Used in Manipulating a Transit Vernier Theodolite 1. Centering
Centering means setting the theodolite exactly over an instrument- station
so that its vertical axis lies immediately above the station- mark. It can be
done by means of plumb bob suspended from a small hook attached to
the vertical axis of the theodolite. The center shifting arrangement if
provided with the instrument helps in easy and rapid performance of the
centering.
2. Transiting
Transiting is also known as plunging or reversing. It is the process of
turning the telescope about its horizontal axis through 1800 in the vertical
plane thus bringing it upside down and making it point, exactly in
opposite direction.
3. Swinging the telescope
It means turning the telescope about its vertical axis in the horizontal
plane. A swing is called right or left according as the telescope is rotated
clockwise or counter clockwise.
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4. Face Left
If the vertical circle of the instrument is on the left side of the observer while
taking a reading, the position is called the face left and the observation taken
on the horizontal or vertical circle in this position, is known as the face left
observation.
5. Face Right
If the vertical circle of the instrument is on the right side of the observer while
taking a reading ,the position is called the face right and the observation taken
on the horizontal or vertical circle in this position, is known as the face right
observation.
6. Changing Face
It is the operation of bringing the vertical circle to the right of the observer, if
originally it is to the left, and vice – versa. It is done in two steps; Firstly
revolve the telescope through 1800 in a vertical plane and then rotate it
through 1800 in the horizontal plane i.e. first transit the telescope and then
swing it through 1800.
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7. Line of Collimation
LINE OF
COLLIMATION
DIAPHRAGM
TELESCOPE
It is also known as the line of sight. It is an imaginary line joining the
intersection of the cross- hairs of the diaphragm to the optical centre of the
object- glass and its continuation.
8. Axis of the telescope
It is also known an imaginary line joining the optical centre of the object-
glass to the center of eye piece.
AXIS OF THE TELESCOPE
TELESCOPE
OBJECT GLASS
.
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9. Axis of the Level Tube
It is also called the bubble line. It is a straight line tangential to
the longitudinal curve of the level tube at the center of the tube.
It is horizontal when the bubble is in the center.
10. Vertical Axis
It is the axis about which the telescope can be rotated in the
horizontal plane.
11. Horizontal Axis
It is the axis about which the telescope can be rotated in the
vertical plane. It is also called the trunion axis.
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The adjustments of a theodolite are of two kinds :-
1. Permanent Adjustments.
2. Temporary Adjustments.
1) Permanent adjustments: The permanent
adjustments are made to establish the relationship
between the fundamental lines of the theodolite and ,
once made, they last for a long time. They are essential
for the accuracy of observations.
Adjustment of a Theodolite
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Adjustment of a Theodolite
2. Temporary Adjustment
The temporary adjustments are made at each set up
of the instrument before we start taking
observations with the instrument. There are three
temporary adjustments of a theodolite:-
i) Centering
ii) Leveling
iii) Focusing
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Centering of a Theodolite
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Leveling of a Theodolite
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Focusing of a Theodolite
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Leveling Staff
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Stadia
• Stadia is a rapid method of measuring distances.
• Along with the center cross hairs, transits are equipped
with two additional cross hairs known as stadia hairs.
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Definition sketch
• we can define D as the horizontal distance from the transit to the rod
• the stadia interval (S) as the distance between the rod reading at the
top stadia hair and the rod reading at the bottom stadia hair
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Horizontal distance
• When the line of sight is horizontal, the distance (D) from the instrument to the rod is given by:
• where K is the stadia interval factor (commonly 100)
• C is a constant (a property of the instrument)
• S is the difference in the stadia hair rod readings.
• Many modern transits have the following properties:
• K = 100
• C = 0 (internal-focusing)
• C = 0.3 (external-focusing)
• It is your responsibility to check the constant values for your instrument. They are provided on the instrument case and they are not all the same.
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Example
• Find the distance from the transit given the following
information:
• K = 100
• C = 0
• upper stadia reading = 1.841 m
• middle reading = 1.536 m
• lower stadia reading = 1.231 m
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Inclined Sightings (Distance)
• Due to topography, many stadia shots are inclined.
• In other words, the line of sight associated with the transit is not
horizontal.
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Inclined Sightings (Distance)
• We need to modify the equation to account for the inclined line of sight
• The horizontal distance (H) between the transit and the rod is found
using the following expression
• where α is the vertical angle corresponding to the line of sight
• note: the angle of inclination can be either positive or negative (i.e. you
are shooting down a steep hill)
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Example
• Let’s use the same numbers as the previous example with
the exception that the line of sight is inclined at an angle
of 4 degrees.
• Find the horizontal distance from the transit given the
following information:
• K = 100
• C = 0
• S = 0.610
• α = 4 °
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Vertical Distance
• we can define the vertical distance (V) as the distance between the rod
reading and the instrument (HI).
• The vertical distance (V) between the rod reading and the instrument is given
by:
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Elevation of the Point
• finally, we are interested in computing the elevation of the
location situated under the survey rod or…
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Elevation of the Point • Let’s finish off our example by assuming that our HI has been established to be
100.00.
• The elevation at the corresponding point of interest would then be found using:
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Electromagnetic Distance Measurement (EDM)
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ELECTROMAGNETIC DISTANCE
MEASUREMENT (EDM)
• First introduced by Swedish physicist Erik Bergstrand (Geodimeter) in 1948.
Used visible light at night to accurately measure distances of up to 40km.
• In 1957, the first Tellurometer, designed by South African, Dr. T.L. Wadley, was
launched. The Tellurometer used microwaves to measure distances up to 80km
day or night.
• First models bulky and power hungry, they revolutionized survey industry which, until
their arrival, relied on tape measurements for accurate distance determinations.
• The picture above shows the remote unit of the CA1000 Tellurometer, which was used
extensively in the 70’s and 80’s.
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Introduction to EDM
• EDM instruments, as the name implies utilizes
electromagnetic energy for measuring distances between
two points.
• Electromagnetic waves can be represented in the form of
periodic sinusoidal waves.
• The time taken for an alternating current to go through
one complete cycle of values is called period of the wave.
• One cycle of the wave motion is completed when one
period has been completed and number of cycles per unit
time is called as frequency (Hertz-one cycle per sec).
• Wavelength (λ) = velocity of radiation (V) / f
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Propagation of Electromagnetic Energy
Velocity of EM energy V = ƒ λ ƒ is the frequency in hertz (cycles/second)
λ is the wavelength
In vacuum the velocity of electromagnetic waves equals the speed of light.
V = c/n n >1, n is the refractive index of the
medium through which the wave
propagates
c is the speed of light = 299 792 458 m/sec
f λ = c/n or λ = c/fn
Note that n in any homogeneous medium varies with the wavelength λ.
White light consists of a combination of wavelengths and hence ‘n’ for
visible light is referred to as a group index of refraction.
For EDM purposes the medium through which electromagnetic energy is
propagated is the earths atmosphere along the line being measured. It is
therefore necessary to determine ‘n’ of the atmosphere at the time and
location at which the measurement is conducted.
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Propagation of Electromagnetic Energy The refractive index of air varies with air density and is derived from
measurements of air temperature and atmospheric pressure at the time and
site of a distance measurement. For an average wavelength λ:
na= 1 + ( ng-1 ) x p - 5.5e x 10-8
1 + 0.003661T 760 1 + 0.003661T
Where ng is the group index of refraction in a standard atmosphere
(T=0°C, p=760mm of mercury, 0.03% carbon dioxide)
ng = 1+ ( 2876.04 + 48.864/λ2 +0.680/ λ4 ) x 10-7
p is the atmospheric pressure in mm of mercury (torr)
T is the dry bulb temperature in °C and
e is the vapor pressure
Where e= e’+de and e’=4.58 x 10a, a=(7.5T’)/(237.3+T’),
de=-(0.000660p (1+0.000115T’) (T-T’) and
T’ is the wet-bulb temperature
So measuring p, T and T’ will allow for the computation of n for a specific λ
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THE FRACTION OF A WAVELENGTH AND THE PHASE ANGLE
Am
pli
tud
e
θ
+ r
- r
0°
90°
180°
270° ¼λ ¼λ ¼λ ¼λ
λ
½λ ½λ
θ λ
360
A fraction of a wavelength can be determined from a corresponding phase angle θ
Note:
For θ = 0° the fraction is 0
For θ = 90° the fraction is ¼
For θ = 180° the fraction is ½
For θ = 270° the fraction is ¾
For θ = 360° the fraction is 1
EDM INSTRUMENTS CAN MEASURE PHASE ANGLES
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Principles of Electronic Distance Measurement If an object moves at a constant speed of V over a straight distance L in a
time interval ∆t, then
L= V∆t = (c/n)∆t
Knowing the speed of light c and being able to determine the refractive
index, we could measure the time interval it takes for an electromagnetic
wave to move from A to B to determine the distance L between A and B. But
since the speed of light (c) is very high, the time interval ∆t would need to
be measured extremely accurately. Instead, the principle of EDM is based on
the following relationship:
L = (m + p) λ
1 2 3 4 5 6 7 8 9 10 11 12
p λ λ λ λ λ λ λ λ λ λ λ λ A
B
L
m is an integer number of whole wavelengths, p is a fraction of a wavelength
So L can be determined from λ, m and p
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Distance Measuring by EDM
• The instrument broadcasts a focused signal that is returned by a prism or reflection from the object.
• Therefore, if the speed of the signal is known (speed of light), and the time for the signal to travel to the target and back is known, the distance can be calculated.
Velocity =Distance
Time
Rearranging the equation for distance results in:
Distance = Velocity x Time
How the process works can be shown
using the velocity equation.
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EDM Advantages and Disadvantages
Advantages of EDM’s
1. Precise measurement of
distance.
2. Line of sight instrument
3. Capable of measuring long
distances
4. Reflector less are single
person operation
Disadvantages of EDM’s
1. Electronic = batterers
2. Accuracy affected by
atmospheric conditions.
3. Can be expensive
Error ± (2 mm + 2 ppm x D)
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Distance Measurement by Total Station
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Distance Measurement by Total Station
• Point the instrument at a prism or reflector (which is
vertical at the point).
• Push the measure button and record the distance.
• We can measure horizontal or slope distance, It is
important to note which readings is being collected.
• If your are measuring the slope distance, the zenith angle must be
recorded to allow the computation of horizontal distance.
• If you are collecting topographic data with elevations, it is important
that the height of the instrument and the height of the prism be
recorded.
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Sources of Error in EDM:
Personal:
• Careless centering of instrument and/or reflector
• Faulty temperature and pressure measurements
• Incorrect input of T and p
Remember:
L = (m + p) λ
Instrumental
• Instrument not calibrated
• Electrical center
• Prism Constant (see next
slide)
Natural
• Varying ‘met’ along line
• Turbulence in air
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Sources of Error in EDM:
A B C
Determination of System Measuring Constant
1. Measure AB, BC and AC
2. AC + K = (AB + K) + (BC + K)
3. K = AC- (AB + BC)
4. If electrical center is calibrated, K rep-
resents the prism constant.
Blunders:
• Incorrect ‘met’ settings
• Incorrect scale settings
• Prism constants ignored
• Incorrect recording settings
(e.g. horizontal vs. slope)
Good Practice:
Never mix prism
types and brands on
same project!!!
Calibrate regularly !!!
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Distance Measuring Methods--GPS
• GPS (global Positioning System) is a system of 21-24 satellites in orbit around the earth.
• Each satellite knows its position and uses a unique signal to continuously broadcasts this information.
• Along with the position information is a time signal.
• When a GPS receiver receives a signal from at least four (4) satellites it
can compute its position by trilateration.
• The receiver position can be expressed in degrees of latitude and
longitude, or distance (meters) using Universal Transverse Mercator
(UTM) coordinates.
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Distance Measuring Methods-- GPS~ cont.
• Because UTM distances are based on a x-y coordinate
system, distances between points can be determined by
simple math.
• Example: Determine the distance between Stillwater and
Oklahoma City when the UTM coordinates for Stillwater
are 675087E & 3998345N and the UTM coordinates for
Oklahoma City are 639982E & 3925518N
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Distance Measuring Methods– GPS ~ Example
• Subtracting the
coordinates gives the two
sides of a right triangle.
• The hypotenuse of the
triangle is the distance
between the two towns
(44.6 mi).
HD = 399962 72255
2
= 82586211 m
= 44.6 mi
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Numerical Problems-Distance Measurement
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Problem-1
• The readings given below were made with a tachometric theodolite
having a multiplying constant (K) of 100 and no additive constant (C).
The reduced level at station A was 100.0 m and the height of the
instrument axis is 1.35 m above the ground. Calculate the gradient
expressed as the horizontal distance one meter rise or fall vertically
between the stations B and C.
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Station To Vertical angle Stadia readings
A B
C
+11030’
-17000’
2.048/1.524/1.000
2.112/1.356/0.600
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Problem-2
• A tachometric readings were taken from an instrument
station A the reduced level of which was 15.05 m to a staff
station B. Instrument multiplying constant (K) is 100,
additive constant 360 mm, staff held vertical. The height
of instrument is 1.38 m and vertical angle is 30 deg. The
stadia readings are 0.714, 1.007, and 1.300 respectively.
Calculate the horizontal and vertical distances.
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Problem-3
• In a line ABC, AB measures 354.384 m, BC measures
282.092 m and AC measures 636.318 m using a
particular EDM reflector combination,. A line measures
533.452m with this instrument-reflector combination.
What is the correct length of the line?
• Solution:
K = AC – (AB+BC) = 636.318 – (354.384+282.092)
= -0.158
Corrected length of line = 533.452 + (-0.158) = 533.294 m
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