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TLS data georeferencing - error sources and effects

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2017
1575.pdf (498.7Kb)
Authors
Pandžić, Jelena
Pejić, Marko
Božić, Branko
Erić, Verica
Book part (Published version)
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Abstract
Depending on the requirements of a certain engineering task, point coordinates obtained through terrestrial laser scanning (TLS) can be either in a scanner coordinate system (CS) or in the coordinate system of a geodetic control network. When point coordinates in some external CS are needed point cloud georeferencing must be done, i.e. point coordinates have to be transformed from the scanner CS into the desired CS.Different procedures can be followed during the transformation process of point coordinates from one CS to the other and consequently it can be distinguished between several types of georeferencing. The principal classification is into direct and indirect georeferencing and the main difference between the two is that direct georeferencing can (and usually does) give point coordinates in the CS of a geodetic control network instantly in the field, while indirect georeferencing inevitably needs some work to ... be done in the office in order to obtain these coordinates. Indirect georeferencing is necessarily done in some software and it distinguishes between the process itself being completed in either one or two steps. On the other hand, direct georeferencing does not involve transformation into some intermediate CS whichis the case with the two-step indirect georeferencing. Direct georeferencing essentially mimics the procedure of orienting a total station with respect to a geodetic control network which can be achieved either through backsighting (the “station-orientation” procedure) or resection.This paper briefly presents different georeferencing procedures and related main error sources that cause errors in transformed point coordinates. Additionally, the covariance model for direct georeferencing following the “station-orientation” procedure is verified through statistical analysis of the data collected in the experiment performed in the field. True point position errors calculated as differences between point coordinates obtained from the least squares adjustment of the geodetic control network and those from direct georeferencing of the TLS data are compared with theoretical errors, i.e. model-derived standard deviations of point positions. It is shown that these two setsof errors or, more precisely, the variance of the true errors and the pooled model-derived variance of the control point positions do not feature a significant difference at the confidence level of 99%. This makes us optimistic in terms of possibility of using the reported model for predicting trueerrors of point positions by model-derived standard deviations obtained as a result of direct georeferencing of TLS data following the “station-orientation” procedure.

Keywords:
terrestrial laser scanning (TLS) / georeferencing / error model
Source:
NGEO 2017–7thInternational Conference on Engineering Surveying, Portugal, Lisbon, October 18 -20, 2017, 2017, 293-300
Publisher:
  • Laboratório nacional de engenharia civil, Lisboa
Funding / projects:
  • The application of GNSS and LIDAR technology for infrastructure facilities and terrain stability monitoring (RS-36009)

ISBN: 978-972-49-2300-0

[ Google Scholar ]
URI
https://grafar.grf.bg.ac.rs/handle/123456789/1577
Collections
  • Radovi istraživača / Researcher's publications
  • Катедра за геодезију и геоинформатику
Institution/Community
GraFar
TY  - CHAP
AU  - Pandžić, Jelena
AU  - Pejić, Marko
AU  - Božić, Branko
AU  - Erić, Verica
PY  - 2017
UR  - https://grafar.grf.bg.ac.rs/handle/123456789/1577
AB  - Depending  on  the  requirements  of  a  certain  engineering  task,  point  coordinates  obtained through terrestrial laser scanning (TLS) can be either in a scanner coordinate system (CS) or in  the  coordinate  system  of  a  geodetic  control  network.  When  point  coordinates  in  some external CS are needed  point cloud georeferencing must be done, i.e. point coordinates have to be transformed from the scanner CS into the desired CS.Different  procedures  can  be  followed  during  the  transformation  process  of  point  coordinates from  one  CS  to  the  other  and  consequently  it  can  be  distinguished  between  several  types  of georeferencing. The principal classification is into direct and indirect georeferencing  and the main  difference  between  the  two  is  that  direct  georeferencing  can  (and  usually  does)  give point coordinates in the CS of a geodetic control network instantly in the field, while indirect georeferencing  inevitably  needs  some  work  to  be  done  in  the  office  in  order  to  obtain  these coordinates. Indirect georeferencing is necessarily done in some software and it distinguishes between  the  process  itself  being  completed  in  either  one  or  two  steps.  On  the  other  hand, direct georeferencing does not involve transformation into some intermediate CS whichis the case  with the two-step  indirect  georeferencing.  Direct  georeferencing  essentially  mimics  the procedure of orienting a total station with respect to a geodetic control network which can be achieved either through backsighting (the “station-orientation” procedure) or resection.This paper briefly presents different georeferencing procedures and related main error sources that  cause  errors  in  transformed  point  coordinates.  Additionally,  the  covariance  model  for direct  georeferencing  following  the  “station-orientation”  procedure  is  verified  through statistical  analysis  of  the  data  collected  in  the  experiment  performed  in  the  field.  True  point position  errors  calculated  as differences  between  point  coordinates  obtained  from  the  least squares  adjustment  of  the  geodetic  control  network  and  those  from  direct  georeferencing  of the  TLS  data  are  compared  with  theoretical  errors,  i.e.  model-derived  standard  deviations  of point positions. It is shown that these two setsof errors or, more precisely, the variance of the true errors and the pooled model-derived variance of the control point positions do not feature a significant difference at the confidence level of 99%. This makes us optimistic in terms of possibility of using the reported model for predicting trueerrors of point positions by model-derived  standard  deviations  obtained  as  a  result  of  direct  georeferencing  of  TLS  data following the “station-orientation” procedure.
PB  - Laboratório nacional de engenharia civil, Lisboa
T2  - NGEO 2017–7thInternational Conference on Engineering Surveying, Portugal, Lisbon, October 18 -20, 2017
T1  - TLS data georeferencing - error sources and effects
EP  - 300
SP  - 293
UR  - conv_4055
ER  - 
@inbook{
author = "Pandžić, Jelena and Pejić, Marko and Božić, Branko and Erić, Verica",
year = "2017",
abstract = "Depending  on  the  requirements  of  a  certain  engineering  task,  point  coordinates  obtained through terrestrial laser scanning (TLS) can be either in a scanner coordinate system (CS) or in  the  coordinate  system  of  a  geodetic  control  network.  When  point  coordinates  in  some external CS are needed  point cloud georeferencing must be done, i.e. point coordinates have to be transformed from the scanner CS into the desired CS.Different  procedures  can  be  followed  during  the  transformation  process  of  point  coordinates from  one  CS  to  the  other  and  consequently  it  can  be  distinguished  between  several  types  of georeferencing. The principal classification is into direct and indirect georeferencing  and the main  difference  between  the  two  is  that  direct  georeferencing  can  (and  usually  does)  give point coordinates in the CS of a geodetic control network instantly in the field, while indirect georeferencing  inevitably  needs  some  work  to  be  done  in  the  office  in  order  to  obtain  these coordinates. Indirect georeferencing is necessarily done in some software and it distinguishes between  the  process  itself  being  completed  in  either  one  or  two  steps.  On  the  other  hand, direct georeferencing does not involve transformation into some intermediate CS whichis the case  with the two-step  indirect  georeferencing.  Direct  georeferencing  essentially  mimics  the procedure of orienting a total station with respect to a geodetic control network which can be achieved either through backsighting (the “station-orientation” procedure) or resection.This paper briefly presents different georeferencing procedures and related main error sources that  cause  errors  in  transformed  point  coordinates.  Additionally,  the  covariance  model  for direct  georeferencing  following  the  “station-orientation”  procedure  is  verified  through statistical  analysis  of  the  data  collected  in  the  experiment  performed  in  the  field.  True  point position  errors  calculated  as differences  between  point  coordinates  obtained  from  the  least squares  adjustment  of  the  geodetic  control  network  and  those  from  direct  georeferencing  of the  TLS  data  are  compared  with  theoretical  errors,  i.e.  model-derived  standard  deviations  of point positions. It is shown that these two setsof errors or, more precisely, the variance of the true errors and the pooled model-derived variance of the control point positions do not feature a significant difference at the confidence level of 99%. This makes us optimistic in terms of possibility of using the reported model for predicting trueerrors of point positions by model-derived  standard  deviations  obtained  as  a  result  of  direct  georeferencing  of  TLS  data following the “station-orientation” procedure.",
publisher = "Laboratório nacional de engenharia civil, Lisboa",
journal = "NGEO 2017–7thInternational Conference on Engineering Surveying, Portugal, Lisbon, October 18 -20, 2017",
booktitle = "TLS data georeferencing - error sources and effects",
pages = "300-293",
url = "conv_4055"
}
Pandžić, J., Pejić, M., Božić, B.,& Erić, V.. (2017). TLS data georeferencing - error sources and effects. in NGEO 2017–7thInternational Conference on Engineering Surveying, Portugal, Lisbon, October 18 -20, 2017
Laboratório nacional de engenharia civil, Lisboa., 293-300.
conv_4055
Pandžić J, Pejić M, Božić B, Erić V. TLS data georeferencing - error sources and effects. in NGEO 2017–7thInternational Conference on Engineering Surveying, Portugal, Lisbon, October 18 -20, 2017. 2017;:293-300.
conv_4055 .
Pandžić, Jelena, Pejić, Marko, Božić, Branko, Erić, Verica, "TLS data georeferencing - error sources and effects" in NGEO 2017–7thInternational Conference on Engineering Surveying, Portugal, Lisbon, October 18 -20, 2017 (2017):293-300,
conv_4055 .

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