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01.04.2010Prof. Dr. H. Ingensand Geodetic Metrology and Engineering Geodesy
Exercise:Tacheometer, GPS, Network
Adjustment
Engineering Geodesy II
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Goals of the Exercise
• Densification of a TPS and GPS network• Data flow of TPS and GPS• Using TCRP1201, in particular sets of angles measurement• Static measurements using GPS-System 500 and 1200• Post-processing of GPS-Data• Data flow of TPS- and GPS into LTOP• Combined network adjustment using LTOP, study of scenarios• Visualisation of network plots
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Task
• Place: HIL-Attica (see pillar network plan)
• New coordinate determination of four pillars
• Determination of four new points (marked on the ground)
• Methods: TPS and GPS
• Combined adjustment in LTOP
• Study of scenarios
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Timing
• Thu, 19.03.2010: TPS measurements
• Thu, 26.03.2010: GPS measurements
• Thu, 01.04.2010: Adjustment, Analysis
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Measurement: Sets of Angles
• Today, for cadastral- and land surveying no significance
• Engineering Geodesy: basic networks (e.g. tunnel-portal networks, deformation networks)
• Prior to measurement: quick recognisance of targets and verification that observations are possible
• Measurements should be carried out uninterrupted and quick
• First telescope position clockwise, second telescope position anti-clockwise, → pillar rotation!
• Usage of sunshade to protect instrument
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Leica Program “Sets of Angles”
• TPS 1200 – application (costs!…)
• Options to obtain results in various formats
• Format manager: Tool of Leica Geo Office
• Format mask LTOP_Satz_Me.frt (geomETH)
• Correction of meteorology in the field (only for instrument station, assuming identical meteorology at target)
• Take attention to instructions (in particular the notes in SETUP)
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TPS Measurements
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TPS Measurements 19.03.2009
• Angle measurements at pillars and points on the ground → each group sets up at one pillar and one point marked with a screw
• Try to measure as many pillars as possible
• Pillars on the roof: arrangements between groups in respect of pillar occupation
• Allocation of instrument stations to the groups: see first page in the exercise instructions
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Don‘t do
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Don‘t do
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Don‘t do
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Don‘t do
1. Die Stehachse muss senkrecht auf die Libellenachse stehen.
2. Die Kippachse muss senkrecht auf die Stehachse oder parallel auf die Libellenachse stehen.
3. Die Zielachse muss senkrecht auf die Kippachse stehen.
4. Die Stehachse Kippachse und Zielachse müssen sich in einem Punkt schneiden (Fernrohrmittelpunkt
5. Die Stehachse muss durch den Mittelpunkt des Horizontalkreises gehen.
6. Die Kippachse muss durch den Mittelpunkt des Vertikalkreises gehen.
7. Die Nullrichtung des Vertikalkreises hat bei exakter Horizontierung in den Zenit zu weisen.
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Sind diese Bedingungen nicht erfüllt treten Fehler in der Winkelmessung auf!
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Don‘t do
Ein Vermessungspfeiler ist die stabilste Vermarkung für einen Vermessungspunkt.
Sie werden vor allem für Messpunkteerrichtet, auf denen wiederholte Beobachtungen erforderlich sind – z. B. bei Deformations- und Kontrollmessungen an Staumauern oder anderen technischen Großprojekten.
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Don‘t do
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Comparison Accuracy of GPS - TPS Surveying
According to F. Brunner, TU Graz
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GPS-Measurements 26.03.2009
• Measurements using 2 Leica GNSS SmartAntenna and 6 Leica GNSS 1200 or Leica GPS 500
• 2 static sessions à 20-30 minutes (begin and end in agreement)
• Simultaneous measurements at four pillars and four ground points on the HIL Attica
• Exchange of receivers and antennas between both sessions
• Config Set: PP_Static• Antenna: AX 1202 GG / AT 502 (Tripod or Pillar), check on antenna• Pillar: h = 0.208 but measure height, tripod: measure height with special
scale.• Update: e.g. 5 sec (agree to one)
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Application of GNSS in Engineering Geodesy
• Basic networks & local construction site networks:– Roads, railroad lines, channels– Tunnels, bridges, industrial sites– Airports, harbours, etc...
• Deformation measurements (at different epochs or continuous): – Land slides, rock falls, tectonic movements– Dams, bridges, etc.
• Accuracy range:– 1 mm to 1 cm depending on the application
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Future GNSS Availability
MEO: Medium Earth Orbit 2’000 – 35’786 km
GEO: Geostationary Orbit 35’786 km
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Future GNSS Availability
GPS/GLONASS/Galileo combined with 15° masking angle
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GPS+GLONASS 25.3.2010 08.00-11.00
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Benefits of Multiple Satellite Systems
- improvement of continuity (unlikely of errors occurring simultaneously)
- improvement of accuracy (less bad PDOPs)
- less multipath problems
- less time to solve ambiguities
- improvement of availability (urban canyons, trees, indoors)
- improvement of reliability (jamming, outliers)
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gain
number of satellites
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Precise Ephemeris
• Broadcast Ephemeris (from satellite): accuracy in dm-range
• Precise Ephemeris: accuracy in cm-range
• „a posteriori“ determined values (with a delay of 17 hours / 12 days)– Access via internet: e.g. NASA
http://igscb.jpl.nasa.gov/components/prods_cb.html– SP3 - format (directly importable into Leica Geo Office, internet-download)– CODE (Centre of Orbit Determination for Europe): Astronomic Institute of
Uni Bern, GNSS Service: satellite orbits & station coordinates formatted for Bernese GPS Software
• Precise Ephemeris are only useful for huge distances (> 40 km)
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• Reflexion at planes (walls, floor, rocks)
• Superposition of direct and indirect signals
• Best case: no solution• worse case: false solution!• in particular for short sessions (<30
min.) or equal satellite constellations (e.g. successive days)
• careful point selection, not next to walls
• measure at different times• long station occupation• Choke-Ring-antennas (not cheap!)
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Multipath (Mehrwegausbreitung)
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• mechanical and electronic centres are not identical
• depends on the constellation
• magnitude: 1 - 3 mm
• use of same antennas and same orientation guarantees same value
• two antennas should have same orientation (e.g. cable connection towards south, use compass)
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Antenna Phase Centre
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carrier frequency, C/A- und P-Code characteristics
achievable resolutionL1: 1575.42
MHz
L2: 1227.60 MHz
L3: nuclear detonation detection
L4: additional ionospheric correction
L5: Safety of Live Use (first launch in 2009)
CA-Code (Coarse Acquisition, Repetition every millisecond)
(Precise, weekly repetition)
Source Effect
Signal Arrival C/A ± 3 m
Signal Arrival P(Y) ± 0.3 m
Ionosphericeffects ± 5 m
Ephemeris errors ± 2.5 m
Satellite clock errors ± 2 m
Multipath distortion ± 1 m
Tropospheric effects ± 0.5 m
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GPS – Surveying Strategies
Static• occupation of all stations static• use of a proper reference point• occupation time 30 min to 1 day• accuracy 5 mm + 1 ppm• for smaller networks 1 mm is
achievable
Rapid-Static• quick static method• use of one reference point• occupation time is a couple
minutes for each point• accuracy 5 -10 mm + 1 ppm
Kinematic• determine antenna while in motion
AROF: ambiguity resolution on the fly
• no static initialisation
Real Time• radio link to reference• initialisation couple seconds• loss of satellite not problematic• efficient method• no post processing necessary• 10 mm + 1 ppm
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Static: Sessions
• example: 4 receivers, 6 points, 3 sessions
• each point 2 occupations good interconnection
• good accuracy with limited number of receivers
• complicated logistics
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Rapid Static
Reference• open horizon• protected• power supply!• SWIPOS, AGNES Webserver →
RINEX observation data
Rover• each point is occupied twice: at
different time of day, receivers• occupation time: 5 minutes (in
case of bad GDOP 10 to 15 minutes)
Advantages:• efficient, 2 receivers suffice,
simple planning
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Datum transformation between to reference frames
Projection 1
Ellipsoid 1
L, B, h
Cartesian
X, Y, Z
Projection 2
Ellipsoid 2
L, B, h
Cartesian
X, Y, Z
7 - Parameter - Transformation
3 Translations, 3 Rotations, 1 Scale
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Differences between CH 1903 and WGS84
differences in latitude CH1903 minus WGS84 in arc seconds
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WGS84 → Swiss Grid CH1903
Swiss coordinate system: • map projection: oblique (schiefachsige) Mercator on an 1841 Bessel ellipsoid• geodetic datum: CH1903 (fundamental point Berne 600’000 m E, 200’000 m N)
Relation between WGS84- and Bessel ellipsoid is unknown!• relation between ellipsoid-centres is unknown• relative orientation between both systems is unknown
Approximate relation via transformation of known points• GRANIT: measurements of LFP1-points using GPS 1986 / 1987 (not to be used)• adjustments of 7 parameters
Simple transformation: 3 translations• fitting using reference points
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GPS-Heights → Orthometric Heights
h = H + N• h = ellipsoidal height• H = orthometric height• N = geoid undulation
How to get N?• from a mass model• program CHgeo2004
Geoid of Switzerland in 1 by 1 km grid– bi-quadratic interpolation– http://www.swisstopo.ch
• add geoid undulations → approximate grid coordinates / orthometric heights
Das Geoid der Schweiz (CHGeo2004) relativ zum lokalen Referenzellipsoid
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WGS84 → Swiss Grid
• transformation to reference points– LTOP - adjustment, ev. in combination with tachymetric measurements:
constrained or stochastic transformation (stochastische Lagerung)– Helmert - Transformation (Leica Geo Office, TRANSINT, VERATOP)
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How obtain approximation values for unknowns?
from the map e.g. Swisstopo: http://www.swisstopogeodata.ch/geodatenviewer/
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Alternatives to obtain approximation values
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Optimisation function is usually convex if inconsistencies are small- Adjustment without any approximation values: Use of a global optimisation
algorithm, even if objective function is multimodal- Determine manually approximation values from observations- Some software (e.g. Cramer Caplan) has a function to determine
approximative values
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LTOP – next steps
• Add all mes-files to a single file• Add approximate values of unknowns to koo-file• Run LTOP – free adjustment (use “Neupunktseditor” F – N)
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LTOP: from a free to a constrained network
Why use a free (= minimum constraints) network?• detection of gross errors• quantification of inner accuracy of a network
Free tachymeter network:• two points fixed in horizontal positions, one unknown scale• one point is fixed in height
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Options for a Geodetic Datum
• Constrained network– inner accuracy is influenced– constrains between datum points are not separable from measurement
errors
• Stochastic datum (= Anschlusspunkte als Beobachtung)– reference points are introduced with appropriate accuracies– coordinates of reference points will change– Cuation: for official land surveying purposes (amtliche Vermessung) the
reference points can not be changed (LFP2)
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LTOP – graphical presentation of results
Free network (magnification factor of errors 10 000)
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LTOP – graphical presentation of results
t = textread('uebfreemitscale.prn','%[^\n]');
line_nr = strmatch('KOO', char(t));
40 Engineering Geodesy II – Prof. Dr. H. Ingensand
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LTOP – GPS
41 Engineering Geodesy II – Prof. Dr. H. Ingensand
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GPS – Coordinate Sets in LTOP
• Separate adjustment of horizontal and height components
• new set of coordinates for each session minimum 3 translations for each session
• e.g. 3 translations, optionally 1 rotation (around vertical axis) and 1 scale
• transformation parameters are considered as unknowns and determined by adjustment
• Keep only significant parameters. Do not use scale as a parameter, if scale = 0.2 ppm (KORR) +- 0.3 ppm (MF)
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…what we expect
- One LTOP adjustment of the combined network (*.dat, *.mes, *.koo *.prn)
- Some brief comments via e-mail until Thursday, 15.4.2010
- A lengthy report is not necessary: short comment on the results
- suggestions on improvement
43 Engineering Geodesy II – Prof. Dr. H. Ingensand