Tag: mapping

  • Latvian State Forest Service Purchases 262 Ashtech Mobile Mapper 100 GPS Handhelds

    Ashtech announced that the Latvian State Forest Service (SFS) recently evaluated four leading brands of GNSS handheld mapping devices in a head-to-head comparison that included rigorous field trials, financial cost and technical specifications. The Ashtech MobileMapper 100 achieved the best results in all comparisons, according to an SFS spokesperson.

    According to the announcement, SFS inspectors carried out the field trials over three days in three different Latvian forest test areas. Sixty percent of the measurements were done in SBAS mode and forty percent in real time DGPS.  All test reference points were positioned in extremely difficult GNSS reception areas using land survey total stations. The MobileMapper 100 won the field trial competition, and the final results showed the MobileMapper 100 delivered the most stable performance across all the test locations and conditions, including dense and experimental forests and under different weather conditions.  “In addition, the MobileMapper 100 provided all the necessary functionality at the best price,” said the SFS spokesperson.

    Ashtech reported that based on all the comparisons, SFS purchased 262 MobileMapper 100 units from Spectra Precision Ashtech distributor Envirotech, Ltd.  Envirotech Ltd., headquartered in Riga, is Latvia’s leading developer and supplier of GIS/GNSS solutions and technologies. The company is the official distributor of Spectra Precision Ashtech products and sole authorized distributor of ESRI software and offers certified training in ArcGIS software in Latvia.

  • Event 38 Announces UAV For Mapping

    Event 38 announced its first major product, model E382, a ready-to-fly mapping UAV. Based on the Ardupilot Mega 2.0 autopilot, the E382 is designed to take aerial photos quickly and easily.

     

     

    According to the announcement, equipped with a small point and shoot camera, the E382 can make five centimeter resolution maps from individual pictures stitched together. Digital elevation models and georeferenced orthorectified maps can be made using online services like DroneMapper.com.

    Event 38 reports that the E382 is capable of flying for just under an hour and can cover over 200 acres at a time on one charge. For larger areas, replacing the battery is quick and can be done in the field. Weighing in at under five pounds and made of soft, durable foam, the airframe is resistant to damage and can’t significantly damage anything on the ground. The 66″ wings come apart for easy transport to and from the job site.

    The basic kit consists of a ready to fly airframe with autopilot, motor and servos installed. Options are available to add on for those without any R/C gear like a controller, batteries and a suitable point and shoot camera. If you’re starting without any gear, a full system costs about $1,050. Training and on-site setup are available as well.

  • TomTom Launches New Global Geocoding Web Service

    At the Geospatial World Forum, TomTom announced the launch of its high volume batch geocoding web service. The TomTom Global Geocoder enables businesses to process large amounts of data with a single click of a button and return results quickly.

    According to the announcement, geocoding is the process of converting addresses into geographic coordinates to allow location analysis. By combining geographic knowledge with business information, businesses can make smarter decisions that will lead to better products, as well as cost savings and process improvements. For example, insurance companies are relying on geocoding techniques to help set premiums and make underwriting decisions based on the physical locations of the insurance projects.

    “Geocoding is part of TomTom’s DNA. With close to 30 years of experience developing global digital maps, TomTom is known for its expertise in geocoding,” said Dan Adams, Vice President, Location and Live Services at TomTom. “By launching our global batch geocoding web service, we are providing critical spatial data to fuel our customers’ analytic engines.”

    The TomTom Global Geocoder offers the following benefits:

    • High volume results in one easy step, with no usage restrictions
    • International coverage enables one stop for all geocoding needs
    • Highly accurate, address point level matching
    • Fast results delivering hundreds of thousands of records per hour

    Visit TomTom at Geospatial World Forum booth #19 in hall 10 to learn more about the TomTom Global Geocoder, as well as other products.

  • Rugged Trimble Pro Series GNSS Receivers Provide Flexibility for GIS and Mobile Mapping

    Pro20Series20Cover20View Trimble
    Trimble

    Trimble introduced today the next-generation of its Trimble GPS Pathfinder family — the Trimble Pro 6H and Pro 6T receivers for GIS and mobile mapping. The Trimble Pro series with advanced features allows mobile workers to configure a solution for a wide range of applications, delivering flexibility in professional GIS data collection, Trimble said. The series offers a new streamlined form-factor and dramatic productivity improvements in difficult GNSS environments with Trimble Floodlight technology.

    The modular Trimble Pro series receiver gives users the flexibility to choose their setup configurations:

    • Optimized for use with Trimble data collection devices such as the Trimble Juno or Nomad G series handhelds, or Yuma tablet computer, the Trimble Pro series can also be used with other tablets and handhelds with NMEA output.
    • Real-time or postprocessed GIS workflows.
    • The receiver can be deployed in a backpack, on a pole or mounted on a vehicle.
    • Two models are available: the Trimble Pro 6H delivers decimeter accuracy, while the Pro 6T is the submeter model for standard GIS applications.

    With the availability of the new Pro series receivers, data collection professionals now have access to the productivity-enhancements of Floodlight technology in both integrated and modular configurations,” said Daniel Wallace, general manager of Trimble’s GIS Data Collection Division. “While some prefer the convenience of an integrated, all-in-one handheld, others will appreciate the Pro series’ flexibility to choose from a range of data collection devices such as a high-resolution tablet or lightweight Trimble Juno.”

    Trimble Floodlight technology allows users to collect decimeter accuracy data in tough GNSS environments, Trimble said. Buildings and trees can cause satellite shadow and limit the environments where high-accuracy GNSS data collection can be performed. Trimble Floodlight technology combines a range of techniques to increase the availability of positions and boost accuracy in areas affected by satellite shadow. Using Floodlight technology, the Pro series can keep teams productive without compromising on accuracy. Users can work with fewer disruptions and ensure better data, faster data collection and higher field efficiency.

    Trimble Pro series receivers are rugged and built to withstand the rigors of long hours in tough outdoor conditions, yet optimized for high-accuracy GIS data collection workflows, Trimble said. For applications such as utilities inspections and timber stand valuations, Trimble Pro receivers provide long battery life and tough construction for dependable service over the course of rigorous data-collection projects.

    With its IP65 rating, the receivers offer reliable operation, even after prolonged exposure to water and dust, Trimble said. An integrated antenna reduces the complexity of the system for fast setup and swift data collection campaigns. Field workers can be up and running with minimal training, saving time and money. Combined with a Trimble handheld solution and Trimble TerraSync software, the complete system provides dedicated field workflows to simplify data collection and improve integration with the GIS for total workflow improvements.

    The new Trimble Pro 6H and 6T receivers are available from Trimble’s worldwide Mapping & GIS authorized distribution channel.

  • Trimble Acquires UAV Mapping Company Gatewing

    Trimble announced that it has acquired privately-held Gatewing of Gent, Belgium, a provider of lightweight unmanned aerial vehicles (UAV) for photogrammetry and rapid terrain mapping applications. The acquisition broadens Trimble’s industry-leading platforms for surveying solutions. Financial terms were not disclosed.

    According to the announcement, UAVs in combination with photogrammetry are an emerging technology providing an innovative platform for flexible aerial imagery acquisition. Easy to use and flexible, UAVs provide users the ability to create orthophotos and Digital Surface Models (DSM) from aerial imagery for mid-sized areas previously only accessible at higher costs and with longer planning cycles. UAVs are used in a variety of applications including preliminary surveys for corridors and rights-of-way, volumetric surveys, high-level topographic surveys, land fill inspection, and much more.

    Trimble reports that Gatewing’s solutions include the X100 UAV and Stretchout desktop software for digital image processing and analysis. The X100 is an ultra-light, 2 kg (approximately 4.4 lbs) class UAV that allows fast and simple image acquisition. It consists of an airframe; an integrated GPS, inertial system and a radio; a 10 megapixel camera; and battery. Using the Trimble Yuma tablet computer, a predefined area is planned and the flight of the UAV is fully automated from launch to landing. The terrain is mapped through parallel flight paths and consecutive, overlapping camera shots during flight. The ground control station (GCS) is used to monitor the mission and allows an on-site image quality check. In addition, the GCS provides the operator with the option to intervene and abort the flight if needed. The image set consists of a number of digital images that are tagged with the GPS coordinates.

    Gatewing’s Stretchout desktop software uses advanced computer vision technology which automates raw image processing to deliver georeferenced orthophotos and accurate DSM. As an alternative to the desktop software, users can upload images to Gatewing’s cloud solution, which automatically processes the images based on the users’ requirements. After a few hours, users can download their georeferenced orthophotos and DSMs from the cloud server including feedback about the results for quality assurance.

    “The combination of UAVs and low-altitude photogrammetry as an image collection platform opens up new opportunities for surveyors to use aerial imagery for the rapid acquisition of high-density geospatial data,” said Anders Rhodin, director of Trimble’s Survey Business. “We are excited to add Gatewing’s unique aerial mapping system to Trimble’s portfolio of survey solutions.”

    “The Gatewing team is excited about the new ownership,” said Maarten Vandenbroucke, CEO and one of three founders of Gatewing. ”For Trimble to see the value in unmanned aerial systems for surveying and mapping applications means that the industry is truly ready for this exciting new technology. We are enthusiastic about how UAVs can revolutionize the landscape and open a complete new spectrum in remote sensing applications. I believe that being a part of Trimble will accelerate the pace in which UAVs will further be adopted by professionals.”

    The Gatewing business will be reported as part of Trimble’s Engineering and Construction segment.

     

  • Geospatial Mapping Enhances Arlington National Cemetery Management

    Officials at Arlington National Cemetery will use an Army-designed geospatial mapping system to manage cemetery operations, said the executive director of the Army National Cemeteries Program.

     

    Kathryn A. Condon testified before the House Veterans Affairs Committee's disability assistance and memorial affairs subcommitee to provide an update on the progress made in rectifying long-standing management problems at Arlington National Cemetery.

    Source: Arlington National Cemetary

    "Arlington is no longer a paper-based operation. By producing a single electronic map of Arlington, the staff will assign, manage and track gravesites with an authoritative digital map," Condon said. "It will allow us to synchronize in real time our burial operations at Arlington."

    The geospatial mapping system allows officials to synchronize burial operations with other daily operations, such as public ceremonies, infrastructure repair, grounds upkeep and public safety activities, Condon explained. The system is linked to Arlington's interment scheduling system, which allows schedulers to assign gravesites and assign procession routes. It also alerts Arlington staff of other activities in the area, she said.

    Arlington is the first national cemetery to use this technology, Condon told the panel.

    The geospatial mapping system will use the information collected and validated as part of the Army's gravesite accountability study. The gravesite accountability effort resulted in the first review, analysis and coordination of records kept in various ways at Arlington over the cemetery's history, Condon said.

    The Gravesite Accountability Task Force physically examined and photographed 259,978 gravesites, niches and markers using a custom-built smartphone application and matched each photo with records in a database. Arlington officials are 84 percent complete in validating records, officials said, and are on track to finish this summer.

    Once complete, Arlington's accountability effort will create a single, verifiable and authoritative database of all those laid to rest at Arlington, officials added, and it will be linked with Arlington's geospatial mapping system.

  • Galileo’s Surveying Potential: E5 Pseudorange Precision

    By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera

    New Galileo signals have great potential for pseudorange-based surveying and mapping in both optimal open-sky conditions and suboptimal under-canopy environments. This article reviews the main features of Galileo’s E5 AltBOC and E1 CBOC signals, describes generation of realistic E5 and E1 pseudoranges with and without multipath sources, and presents anticipated horizontal positioning accuracy results, ranging from 4 centimeters (open-sky) to 14 centimeters (under-canopy) for E5/E1.

    The history of GNSS surveying has been written in the carrier phase language — until now. The well known reason for this is the high precision, at the millimeter level, of the carrier phase observables and the low precision, at half a meter or worse, of the pseudorange observables. The progress and results of carrier-phase positioning are also well known and, today, surveyors can count on many effective ways for relative and absolute, static and kinematic, accurate positioning procedures like RTK, PPP and others. On the other hand, pseudorange observables have been used for various cadastral, GIS and mapping applications with meter and lower level accuracy requirements. The main advantages of pseudorange positioning are the simplicity and robustness of data processing. Moreover, the typical user of GNSS (pseudorange) mapping gear needs less GNSS education and training than the typical GNSS geodetic surveyor.

    However, there are cadastral and mapping applications that require better accuracies than current pseudoranges provide and there are surveying applications that do not require the cm to dm level accuracies that carrier phases provide. There is a gap where no choice is optimal: either the choice is unnecessarily expensive (receivers, processing software, trained personnel) or it is unacceptably inaccurate. This gap can be reduced or eliminated with the new GPS and Galileo signals. It is therefore convenient that the size of the new smaller gap, if any, be analyzed as soon as possible even if the analysis has to rely on simulated signals.

    According to the simulations performed, it is expected that pseudoranges can be extracted from the Galileo E5 AltBOC signals with tracking errors (1-σ level) ranging from 0.02 m (“open sky” scenarios) to 0.08 m (“tree covered” scenarios with 15% through-foliage visibility) whereas for the Galileo E1 CBOC signals the tracking errors range between 0.25 m and 2.00 m respectively. With these tracking errors and with the explicit estimation of the ionosphere parameters, the available simulations indicate “open sky” horizontal/vertical accuracies of 0.04/0.17 m for static positioning and 0.04/0.20 m ones for (low dynamics) kinematic positioning; and “tree covered” accuracies of 0.05-0.13/0.07-0.30 m for static positioning and 0.15/0.35 m for (low dynamics) kinematic positioning.

    The high precision of the Galileo E5 AltBOC range measurements suggests that their modeling can benefit from available research results of the precise point positioning (PPP) carrier phase-based techniques. Since, in contrast to carrier phase measurements, pseudoranges are not ambiguous, it is expected that the convergence challenges of PPP will disappear or largely be mitigated when using cm-level precise pseudoranges. As a result, in addition to standard relative positioning surveying, absolute positioning surveying is likely to emerge as a standard procedure, both in real-time (using Galileo ultra-rapid orbits hopefully available in future from the IGS) or in post-processing (similarly, using IGS final precise Galileo orbits). Clearly, the question is how fast and how well the unknown parameters in the pseudorange model will converge to the correct values. However, even low convergence might be a minor problem as, with pseudoranges, loss-of-lock situations do not require the re-initialization of some parameters in the estimation algorithms.

    Absolute pseudorange positioning is of particular interest because simple GNSS surveying with pseudoranges can become a practical tool in regions with sparse GNSS permanent station distributions and for communities with limited surveying expertise. As the results and behavior of E5 AltBOC pseudorange positioning consolidate and become well understood, appropriate surveying procedures will be identified and adopted. The starting point for this is the investigation of static (absolute) and kinematic (with known initial/end points) positioning with E5 AltBOC and E1 CBOC.

    The full deployment of the Galileo constellation — Full Operational capability (FOC) — is currently scheduled for 2020. As of now, two satellites of the In-Orbit Validation (IOV) have been launched and two more will follow that will complement the two experimental satellites (GIOVE-A and GIOVE-B) already in orbit. The Initial Operational Capability (IOC) is scheduled for 2014 and will include fourteen satellites that were ordered in January 2010. In addition to this, eight additional satellites have been ordered in February 2012.

    Although not covered in this paper, we note that there are a number of potential ways to benefit from the E5 AltBOC signal and modulation before Galileo FOC. One of them is to combine the E1/E5 Galileo signals with the L1/L5 GPS signals and “replace” the missing Galileo signals with GPS ones. Another one that will depend on the IOV satellite configuration is to keep on working with full GPS L1/L2 satellite constellations and “assist” GPS with Galileo to speed up convergence periods in PPP or to extend the ranges of Differential GPS (DGPS).

    In the paper we concentrate on the combination of E1 CBOC and E5 AltBOC signals and modulations by explicitly estimating the ionospheric bias — or a correction with respect to a model — instead of forming ionospheric-free combinations. The reason for this is that, since the E1 CBOC and E5 AltBOC pseudoranges have disparate noise levels, in the resulting ionospheric-free pseudoranges the low noise properties of E5 AltBOC will be lost. (We note the alternative method, in the presence of precise pseudoranges, of taking advantage of the ionospheric divergence of carrier phase and pseudoranges. In this approach I sr or δI sr are estimated with the use of just the E5 frequency.)

    The research reported in this paper has been conducted in the frame of the international –EU and Brazil – ENCORE project. ENCORE –Enhanced Code Galileo Receiver for Land Management in Brazil – is funded by the European Commission (grant 247939) with the aim to implement the 7th European Framework Program for Research and Development (FP7). The project runs from 2010 to 2012 and is realized by a European-Brazilian consortium lead by DEIMOS Engenharia (Portugal). The goals of ENCORE are the introduction of Galileo terminals in the Brazilian market for land management applications, the stimulation of the participation of Brazilian entities in Galileo and the development of a high-precision and low-cost land management application based on Galileo signals.

    The Galileo Signals

    The development of new GNSS systems, as the Galileo system (as well as the modernization of currently available ones, as the GPS) will provide additional signals with increasingly complex modulations and multiplexing schemes, enabling performance enhancements in terms of availability, accuracy, and robustness.

    Tracking accuracy and multipath robustness are closely related to the slope of the (main) peak of the Auto-Correlation Function (ACF) of the signals. Figure 1 shows the ACFs for the most relevant GPS and Galileo modulations. Figure 2 shows the multipath error envelopes for the corresponding GPS and Galileo signals when using an Early-Late Power discriminator and a correlator spacing of 0.1 chip (assuming one reflected ray and a carrier over multipath ratio of 2).

     Figure 1. Normalized auto-correlation functions for different modulations: BPSK (n) of GPS L1, BOC (n,n) of Galileo E1 with simplified demodulation, CBOC (6n,n,1/11) of Galileo E1, and AltBOC (1.5n,n) of Galileo E5 signals. By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera
    Figure 1. Normalized auto-correlation functions for different modulations: BPSK (n) of GPS L1, BOC (n,n) of Galileo E1 with simplified demodulation, CBOC (6n,n,1/11) of Galileo E1, and AltBOC (1.5n,n) of Galileo E5 signals.

    Multiplexed BOC (MBOC) is a new modulation introduced in 2006, and included recently in the Galileo SIS ICD. The E1 Open Service modulation receives the name of Composite Binary Offset Carrier (CBOC) and is a particular implementation of MBOC. The CBOC (6,1,1/11) modulation is the result of a linear combination of a wideband BOC (6,1) sub-carrier with a narrow-band BOC (1,1) sub-carrier, in such a way that 1/11 of the power is allocated (in average) to the high frequency component.

    The Galileo CBOC (6,1,1/11) signal’s demodulation can be simplified by using a BOC (1,1) modulated local replica, at the expense of tracking and multipath robustness performance (making it comparable to that of a BOC (1,1) signal) but enabling an interesting trade-off between performance and receiver complexity. In the current work the CBOC modulation is assumed.

    Nevertheless, the potential of the future Galileo E5 signal is expected to outshine even these modernized signals. The Galileo E5 signal, with its Alternative Binary Offset Carrier (AltBOC) modulation, is one of the most advanced and promising signals of the Galileo system. Receivers capable of tracking this signal will benefit from unequalled performance in terms of measurement accuracy, precision, and multipath suppression. However, the signal processing techniques to implement a matched-filter AltBOC demodulation are much more challenging than those for the traditional BPSK or even for the BOC modulations (as the current GPS L1 C/A or future L1 C signals). This stems from the large bandwidth (chip rate), complex sub-carrier, elaborate multiplexing scheme (which enables the simultaneous broadcast of 4 channels on a single carrier) and complex interaction of the 4 multiplexed channels.

    The AltBOC (15,10) correlation peak is similar to the one of BOC(15,10) near the main peak and, as suggested in Figures 1 and 2, it outperforms all other modulations of the current and future GPS and Galileo civil and open service signals (note that the x axis of Figure 1 is also normalized by the chip period, which is 10 times shorter for the AltBOC (15,10) modulation than for the remaining ones).

     Figure 2. Multipath error envelopes for GPS L1 (BPSK(1)), Galileo E1 (demodulated as BOC (1,1) and CBOC (6,1,1/11)), and Galileo E5 AltBOC (15,10) signals (Early-Late Power discriminator, correlator spacing of 0.1 chip, carrier over multipath ratio of 2 and infinite bandwidth). By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera
    Figure 2. Multipath error envelopes for GPS L1 (BPSK(1)), Galileo E1 (demodulated as BOC (1,1) and CBOC (6,1,1/11)), and Galileo E5 AltBOC (15,10) signals (Early-Late Power discriminator, correlator spacing of 0.1 chip, carrier over multipath ratio of 2 and infinite bandwidth).

    The E5 signal can be separated into two sub-bands (E5a and E5b) which can be treated separately by a Galileo E5 receiver (as BPSK (10) modulated signals), called Single Side-Band (SSB) processing. However, this would result in the loss of the promising AltBOC signal properties (resulting in a classical triangular ACF). Hence, a matched filter demodulation of the full Galileo E5 signal is desired to implement the best possible receiver in terms of accuracy and multipath robustness, at the expense of an increase in the receiver complexity and required bandwidth.

    The existence of secondary peaks (as shown in Figure 1) in the ACFs of Binary Offset Carrier (BOC) modulations (as the AltBOC and CBOC) require specific techniques (i.e., bump-jumping) to ensure that the main peak is the one being tracked.

    According to the simulations performed, in the absence of multipath or signal fading sources the performances achievable with E5 AltBOC and E1 CBOC in terms of accuracy of the code tracking errors is 0.02 m and 0.25 m respectively at 45 degree (about 40 dB-Hz for E1 and 44 dB-Hz for E5) with a correlator spacing of 0.1 chip and integration times of 4 ms.

    If multipath and signal fading sources are present, the expected errors increase to 0.08 m and 2 m respectively (for about 36 dB-Hz for E1 and 40 dB-Hz for E5). Longer integration times will lead to better performances.

    During the project, the above simulation results will be compared against those obtained with Galileo live signals. Figure 3 shows the ENCORE hardware receiver prototype, which is composed by the FPGA board, the RF FE board, the LNA and the antenna. The mezzanine board and the two voltage converters, which can also be seen in figure, enable the receiver testing using recorded IF signals or synthetic IF data.

     Figure 3. ENCORE hardware receiver prototype. By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera
    Figure 3. ENCORE hardware receiver prototype.

    Positioning Models and Algorithms

    The observation equations for pseudorange measurements follow the modelling principles of PPP. Thus, the observed pseudoranges P1sr (E1 CBOC) and P5sr (E5 AltBOC) can be modeled as

    Screen shot 2013-01-04 at 7.17.32 PM .By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera (1)

    for i = 1,5, where ρsr is the true geometric distance between satellite s and receiver r, c is the speed of light in a vacuum, δts is the given s satellite clock correction, R s is the relativistic “correction” for satellite s, T sr is the modelled or given tropospheric delay, f1, f5 are the frequencies of E1 CBOC and E5 AltBOC respectively, I sr / f 2i are the modelled or given ionospheric delays, and bis are the given biases for satellite s.

    In the above pseudorange observation equation, we will estimate the receiver position Xr (included in ρ sr ), the receiver clock correction δtr , the correction δT sr to the modelled or given tropospheric delay T sr , the term δI sr related to the correction δI sr / f 2i to the modelled or given ionospheric delays I sr / f 2i , and the receiver frequency dependent biases bir. In equation 1, ρsr is a well-known function of the satellite ephemeris, the receiver position, the satellite and receiver antenna phase centre offsets, and of all the effects, like solid Earth tides, usually included in PPP models.

    The time dependent unknown parameters in equation 1 are further modelled as random walk stochastic processes for the stochastic differential equation of the prediction step (Kalman filter estimation approach) or of the dynamic model (dynamic network estimation approach) as follows: δtr is a random walk with rather large driving white noise variance [rw (∞)]; δT sr as rw (0.0152 m2), PSD level; bir as rw (0.00172 m2), PSD level (b1r is set to 0); and (I sr + δI sr ) / f 2i as rw (σ2 m 2 ) with

    Screen shot 2013-01-04 at 7.17.45 PM . By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera(2)

    where Screen shot 2013-01-04 at 7.25.01 PM, T = 64 × 60 s, and τ is the time interval (in seconds) between two successive measurements. Clearly, the stochastic model for the total ionospheric delay depends on assumptions for Screen shot 2013-01-04 at 7.25.59 PMand T that also depend on the solar activity. Furthermore, depending on the model or data used for I sr the actual parameter to be estimated δI sr and, specifically δI sr , / f 2i will obey to different “amplitude” and “time correlation” T values. For the results reported in the paper, the three-dimensional, time dependent ionospheric electron density NeQuick model was used for I sr . For δI sr , / f 2i , the values Screen shot 2013-01-04 at 7.26.54 PM . By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera, T = 5 × 60 s, were adopted.

    In the ENCORE project, the above models are being used to investigate the performance of the various positioning modes (absolute and relative, static and kinematic) and procedures (with and without a “ground presurveyed” or “ground control” point in the absolute positioning mode).

    Simulation Scenarios

    Due to the unavailability of sufficient Galileo space vehicles at the moment, the validation of the algorithms described before was done using the Navigation Sensor Simulation (NSS) tool, developed by University of Nottingham. The NSS data simulation tool was originally designed to simulate the types of measurements that can be made using a GNSS receiver. Specifically the simulator has the capability of producing code, carrier and Doppler measurements on L1, E1, E5a, E5b, E5 (combined), L2c, L5, and E6 frequencies, covering GPS and Galileo systems. The simulation is achieved by using the true locations of both the receiver and the satellites to calculate the true, error-free measurements. Error models are then applied to account for the various inaccuracies seen in real-world measurements. The simulation results are returned to the user in a file in the standard Receiver Independent Exchange (RINEX) observations format.

    The user of the NSS tool is required to define a simulation scenario. The main inputs from a scenario definition are the satellite ephemeris data and the true location of the receiver as well as the parameters for the various error models and the time period for which data should be simulated. It is possible to simulate data using the true locations of the satellites for any day in the past.

    For the purpose of this work, the precise orbits used for the Galileo system were obtained from the GalileoSat System Simulation Facility (GSSF) simulator. The expected error on the estimated values for BGD (E1 E5a) and BGD (E1 E5b) was also applied,

    NSS provides models for the two types of discriminator widely used in GPS receivers: the Early-Minus-Late Power (EMLP) and the Dot-Product (DP) discriminators. For this, NSS accepts parameters for front-end filter bandwidth, correlator spacing, DLL loop bandwidth and integration time for each of the signal modulations it is capable to work with: GPS BPSK (1), GPS BPSK (10), Galileo CBOC (6, 1, 1/11), and Galileo AltBOC (15, 10).

    Table1 . By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera
    Table 1. Galileo orbit error factors applied.
     Table 2. Parameters for the generation of the simulated pseudoranges. By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera
    Table 2. Parameters for the generation of the simulated pseudoranges.

    C/No values for GPS and Galileo for various satellite elevation angles are tabled inside NSS in accordance with measurements available from various sources. The values in those tables are interpolated via respective spline equations for intermediate elevation angles.

    For the scope of the ENCORE project and its application for land management in rural areas, it is assumed that the influence of the vegetation on the satellite signals will be of creating diffuse, non-coherent signal scattering, resulting in signal loss but not significantly in signal delay. Therefore the ITU-R model is of greater interest as this model gives empirical values of cumulative signal fade due to tree shadowing, based in multiple measurement campaigns. The ITU-R signal fading model takes as input the signal frequency, the satellite elevation angle and the “estimated signal visibility percentage” of the signal. This last parameter accounts for the foliage effect on the signal, and will have a low value when the tree is in full foliage and a high value when the trees are without leaves.

    For the tropospheric delay, NSS makes use of the EGNOS Troposphere Model, although in NSS this model is used to simulate the delay experienced due to the troposphere rather than correct for it. For the ionospheric delay, NSS has been developed to read Total Electron Content (TEC) maps in the standard IONEX file format. These files may contain 2 or 3 dimensional maps of the TEC at a number of equally spaced epochs, usually covering a 24 hour period. The TEC for each sub-ionospheric pierce point at a given epoch is calculated by interpolating between two TEC maps at consecutive epochs. The maps are firstly rotated around the z-axis to compensate for the strong correlation between the ionosphere and the sun’s position. A standard 4 point interpolation scheme is then used to interpolate each TEC map to the required latitude and longitude.

    The scenario definition is completed by selecting the number and type of measurements to be simulated along with the data interval for the measurements and the elevation masking angle of the receiver.

    The preliminary results presented in this paper are based on simulation scenarios created from the base settings presented in tables 1 and 2, for the “open sky” (OS) and “tree covered” (TC) cases, using 8 Galileo satellites (of a 27-satellite constellation) for a fixed point in Brazil that has been processed in the absolute and static/kinematic modes. Thus 10 cases have been investigated that result from combining the OS and TC ones with the kinematic (K) and static (S) cases. The static cases have been computed for observation periods of 1, 5, 10 and 30 minutes respectively (cases S-1, S-5, S-10 and S-30). For all test cases a 45 minute data set measured at 1 Hz has been processed together with start/end initialization periods –i.e., observations processed in the static mode– of 5/10 minutes respectively. Thus, the test OS S-5 (confer table 3) corresponds to the “open sky” scenario for static point determination with observation periods of 5 minutes and the test TC-K corresponds to the “tree covered” scenario for kinematic point determination at 1 Hz.

    Results from Simulated Measurements

    Table 3 summarizes the results of the tests described in the previous section. Each table cell contains the Root Mean Square Error (RMSE) of the horizontal (μH) and vertical (μV) positioning results when compared to the known true value of the fixed point established for the simulations. Figures 4 to 7 represent the receiver’s position and clock errors for the OS and TC cases. Note again, that positioning is performed in the absolute and post-processing mode.

    Col-4 . By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera
    Figure 4. Position accuracy for the Open Sky scenario, case K.
     Figure 5. Receiver’s clock accuracy for the Open Sky scenario, case K. By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera
    Figure 5. Receiver’s clock accuracy for the Open Sky scenario, case K.
     Figure 6. Position accuracy for the Tree Covered scenario, case K. By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera
    Figure 6. Position accuracy for the Tree Covered scenario, case K.
     Figure 7. Receiver’s clock accuracy for the Tree Covered scenario, case K. By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera
    Figure 7. Receiver’s clock accuracy for the Tree Covered scenario, case K.

    Although the results can still be considered preliminary, they illustrate what can be expected from the proposed combination of E1 and E5 Galileo pseudoranges. The horizontal accuracy estimator μH is computed as μH=√ μ2E + μ2N where μE , μN are the position RMSE in the North and East components respectively; μV is the position RMSE in the height component. In the OS scenario, the horizontal accuracy estimator is always below 10 centimeters and is rather independent of the processing mode as the horizontal accuracy of kinematic positioning (μH = 7 centimeters) does not differ much from that of half-an-hour positioning (μH = 5 centimeters). When, in the future, actual Galileo E1 and E5 measurements can be used instead of simulated ones, it is likely that remaining unmodelled systematic errors slightly worsen the reported positioning accuracy. As usual, this can be overcome with differential positioning at the expense of loosing some precision. On the other side, an easy and robust procedure for absolute positioning is of interest for land surveying and cadastral mapping of vast areas. The mentioned values, even if they may seem optimistic because of their simulated origin, still fall comfortably within the specifications of the official Brazilian National Institute for Colonization and Agrarian Reform (INCRA) for all surveying categories down to the fundamental C1 ( μH = 10 cm). In Figure 4, the results of the kinematic positioning simulation exhibit a remaining systematic, rather constant and at the few cm level, error dominating the N and E horizontal components. The vertical error is much noisier than the horizontal one and this behaviour may indicate that further research on the overall modelling of the combined E5/E1 signals is required. However, model fine tuning in the absence of actual signals has its limitations and dangers and, therefore, no big effort has been devoted to this issue. Last but not least, vertical accuracy ranges between μV = 19 centimeters for kinematic positioning and μV = 12 centimeters, for the kinematic and half-an-hour static cases respectively. The same discussion applies here as for the horizontal case, when the actual Galileo signals become available.

    Table 3 also contains the corresponding RMSE results for the TC case. As expected they are worse than those of the OS case and range between μH = 14 cm (kinematic case) to μH = 7 cm (half-an-hour static case). In all cases, they would meet the C2 INCRA category (μH = 20 cm). Vertical accuracy ranges from μV = 35 cm (kinematic case) to μV = 18 cm (static case, S-10) to μV = 0.07 (static case, S-30) although the last S-30 result is thought to be a lucky coincidence rather than a representative figure.

    Table3 . By Ismael Colomina, Christian Miranda, M. Eulàlia Parés, Marcus Andreotti, Chris Hill, Pedro F. da Silva, João S. Silva, Tiago Peres, João F. Galera Monico, Paulo O. Camargo, Antonio Fernández, José Maria Palomo, João Moreira, Gustavo Streiff, Emerson Z. Granemann, and Carmen Aguilera
    Table 3. Empirical results (errors) of point positioning for the E1/E5 combination (click to enlarge).

    Conclusions and Ongoing Work

    We have discussed the potential of the combination of Galileo E1 CBOC and E5 AltBOC pseudoranges for surveying and mapping applications in the frame of the international cooperation Galileo project ENCORE. Via simulations, we have investigated the tracking precision of the E1 and E5 pseudoranges under “open sky” and strong “tree coverage” scenarios resulting in 0.25 to 2.00 m (E1) and 0.02 to 0.08 m (E5) pseudorange precisions. We have further investigated the post-processed results — therefore with final precise Galileo orbits — in the OS and TC scenarios cases for kinematic and static modes and given preliminary results.

    According to them, in the OS case, the positioning accuracy of the used E1/E5 combination and parameter estimation approach is at the cm-level for the E, N horizontal components and at the dm level for the height component. In the TC case, the accuracy estimates are at the low dm-level for the horizontal components and at the dm-level for the vertical ones. In the OS case, the INCRA C1 tolerances are met and in the TC case, the C2 tolerances are met. The accuracy estimates are at the low dm-level for the horizontal components and at the dm-level for the vertical one.

    In the next months, up to the completion of the ENCORE project, we plan on extending the simulation analysis to the whole scenario spectra, with and without a complete Galileo constellation, with and without GPS L1/L5 measurements, in static and kinematic modes, in real-time and post-processing modes, and with precision and broadcast orbits. In parallel, we also plan to finish the E5/E1 ENCORE prototype receiver and software, a joint effort of DEIMOS Engenharia and OrbiSat da Amazônia, a Brazilian consortium member.

    Acknowledgments

    The reported research has been conducted within the “Enhanced Code Galileo Receiver for Land Management in Brazil” (ENCORE) project funded by the European Commission (grant 247939) with the aim to implement the 7th European Framework Program for Research and Development (FP7). The project runs from 2010 to 2012 and is realized by a European-Brazilian consortium lead by DEIMOS Engenharia (Portugal) and with participation of DEIMOS Space (Spain), the Institute of Geomatics (Spain), the Institute of Engineering Surveying and Space Geodesy of the University of Nottingham (UK), the São Paulo State University (UNESP, Brazil), OrbiSat da Amazônia (Brazil), Santiago e Cintra (Brazil) and MundoGeo (Brazil).


    Ismael Colomina is director of the Institute of Geomatics (IG) of Spain, holds a Ph.D. in mathematics from the University of Barcelona (UB), and is a member of GPS World’s Editorial Advisory Board.

    Christian Miranda received his MSc in telecommunication engineering and management from Universitat Politècnica de Catalunya. He is a research assistant at the IG.

    M. Eulàlia Parés holds an MSc in meteorology and vlimatology (UB) and an MSc in airborne photogrammetry and remote sensing (IG). She is a research assistant and PhD candidate at the IG.

    Marcus Andreotti received a Ph.D. in engineering surveying from the University of Nottingham (UN), where he was a research associate at the Institute of Engineering Surveying and Space Geodesy (IESSG). He is currently with NovAtel, Canada.

    Chris Hill is a principal research fficer at the IESSG, holding a Ph.D. in satellite laser ranging.

    Pedro F. Silva received his aerospace engineering degree from Instituto Superior Técnico (IST), Portugal. He works at DEIMOS Engenharia as head of the GNSS Division.

    João S. Silva received his aerospace engineering degree from IST. He is currently a project manager in DEIMOS Engenharia’s GNSS Technologies Division.

    Tiago Peres received his MSc degree in Aerospace Engineering from Instituto Superior Técnico, Portugal. He is a Project Engineer in the GNSS Technologies Division of DEIMOS Engenharia

    João F. Galera Monico is an associate professor at the Universidade Estadual Paulista (UNESP), Brazil. He is a researcher and consultant of the Brazilian Research Council (CNPq), FAPESP and CAPES.

    Paulo O. Camargo is an assistant doctor at UNESP, developing his post-doctoral activities at the National University of La Plata, Argentina.

    Antonio Fernandez received an MSc degree in aeronautical engineering from the Polytechnical University of Madrid (UPM) and an MSc in physics from the UNED University of Spain. He is head of GNSS Division in the Aerospace Engineering Business Unit at DEIMOS Space, Spain.

    José M. Palomo received a telecommunication engineering degree from the UPM. He works in GNSS receiver technologies and OFDM (WiMax) communication systems at DEIMOS Space.

    João Moreira is technical director of Orbisat da Amazônia Indústria e Aerolevantamento SA. He received his Ph.D. in microwave technology at at theTechnical University of Munich.

    Emerson Z. Granemann graduated in cartographic engineering from the Universidade Federal do Paraná, Brazil. He is founder and chief executive of MundoGEO Publishing.

    Carmen Aguilera is market development officer at the European GNSS Agency. She holds an MSc in telecommunications engineering.

     

     

     

     

     

  • On the Edge: History Underfoot

    Camps-W . Credit: Tracy Cozzens
    A U.S. Army camp near Townsville’s suburban areas, circa 1944.

    By Tracy Cozzens

    Beneath the surface of a tropical paradise in the city of Townsville on Australia’s Sunshine Coast lies a hidden maze of tunnels and underground bunkers, once said to be used by General Douglas MacArthur. Learning the secrets of this labyrinth that was a major World War II staging point for battles in the Southwest Pacific is the passion of Kevin Parkes of Geo Positioning Services, Townsville.

    Parkes’ main tool is historic aerial photography, coupled with hours of research in the National Australian Archives and the National Library of Australia. To that he adds geophysical surveys of the infrastructure. Parkes is undertaking the geophysical surveying and mapping using an Ashtech ProMark 100 GNSS receiver and a Willy Bayot PPM Mk 3 magnetometer. He used the magnetometer and GPS receiver in parallel, later processing both data sets.

    After the attack on Pearl Harbor and the Japanese advance through Asia, Townsville’s population bloomed from 30,000 to 120,000 by mid-1943. The rapid military influx stretched resources to the breaking point.

    The U.S. Army 5th Air Force established the largest aircraft repair and maintenance facility ever built in the southern hemisphere at Townsville, and the site became the technical hub of U.S. military aviation. Air Force Service Command Depot #2 at Townsville was capable of overhauling 300 aircraft engines per month and performed aircraft assemblies, modifications, overhauls, and maintenance. Major resources and facilities serviced the Royal Australian Air Force, Australian and U.S. Armies, Royal Netherlands Air Force, Royal Air Force, Canadian forces, Royal Navy, and other allied forces.

    “A visitor to Townsville today would be forgiven in asking where the artifacts of this massive military facility are today,” Parkes said. “There is very little remaining in any built structures that give any idea of what happened in this city 70 years ago.”

    Parkes realized that underground cave shelters were most likely used for warehousing and storage, to keep stores out of the weather and protected from enemy action.

    He describes one area he investigated, a park in Townsville used as an officer’s accommodation camp. Preliminary magnetic anomaly surveys indicated linear anomalies were beneath the park surface. A high-resolution survey gave samples of about 1.5-meter resolution.

    “The difficulty was reducing all noise levels down to a minimum, including the X/Y positioning, so the GPS requirements came down to survey quality,” Parkes said. “It is absolutely critical that the GNSS receiver and magnetometer keep in synchronization during data collecting runs including under the frequently encountered tree canopies.”

    To improve accuracy, Parkes avoids using real-time kinematic survey equipment. “That would involve having another electronic device operating and emitting more noise in the signal spectrum,” he said. The need to position the GPS antenna in close proximity to the magnetometer sensor was a major issue with all on-pole RTK systems.

    Air-raid-shelter-W . Credit: Tracy Cozzens
    A U.S. Army air raid shelter under the officer’s accommodation camp, mapped with GPS and magnetometer data and using Surfer 3D surface mapping software.

    With an Ashtech Promark 3, post-processed results were better than 100-millimeter X/Y coordinates. “The unit is lightweight and self-contained,” Parkes said. “The noise from the Ashtech survey-grade external antenna’s effect on the magnetometer data was insignificant.”

    Still, this park had a grove of trees that defied every attempt to maintain GPS reception and consequently synchronize the magnetometer. Along came the Ashtech ProMark 100, a lightweight and self-contained receiver with external geodetic antenna with GPS and GLONASS. “My first attempt at surveying under the trees was spectacular to say the least,” Parkes said. “Synchronization with the magnetometer data was near perfect.”

    The dual-constellation reception of the ProMark 100 became essential to the success of Parkes’ work. After more than a hundred data-collection passes with the magnetometer and ProMark 100 through the groves of trees, at no time did the Position Dilution of Precision (PDOP) rise to more than three, and at all times more than eight satellites were available. The ProMark 100 data is post-processed to improve accuracy. Parkes noted that ironically many of the most interesting finds have been collected under heavy tree canopy. Without the quality of the geographic positions enabled by the ProMark100 under tree canopy, Parkes said that much of his work would have been impossible to achieve.

    Equipment-W .  Credit: Tracy Cozzens
    Parkes’ surveying equipment includes a magnetometer and a ProMark 100 GNSS receiver.

    In fact, when Parkes first began his mapping project in 2005, he used a single-constellation GPS system and post processed the results against the local International GNSS Service (IGS) reference station. The GPS-only system worked very well until a grove of trees would interfere with the sky. Now with the ProMark 100 GNSS receiver, Parkes surveys using GPS L1 and GLONASS in continuous kinematic mode at a one-second collection rate. He then post processes the data against another ProMark 100 used as a local reference station.

    To date, Parkes has mapped an underground railway, artillery observation posts, several shelters, fuel terminals and other yet-to-be-identified pieces of the vast infrastructure.


    Rowes-Bay-W .  Credit: Tracy Cozzens

    During his Research, Parkes mapped a major magnetic anomaly in Cleveland Bay. In 1770 Captain James Cook in the HMS Endeavour mapped the east Australian coast. Venturing into Cleveland bay, Cook noticed his compass behaving erratically, and named one island Magnetic Island. Today, a 3D surface model reveals a large magnetic anomaly heading across Cleveland Bay and straight towards Magnetic Island, 7 kilometers from Townsville. Experts who have examined the data believe that it is a naturally occurring magnetic anomaly about 800 meters wide. “It would appear that Captain James Cook was indeed a very capable navigator and cartographer,” Parkes said.

  • Google to Charge High-Volume Users for Map Use

    It couldn’t stay free forever. Google’s recent decision to charge high-volume users may force some of the larger companies to look elsewhere for alternatives. In the meantime, attendees at two San Francisco Bay Area conferences learned that push location marketing is not the cool thing to be into, privacy still is a big deal that thwarts consumer acceptance…and that the word “experience” is being used too much.

     

    SAN FRANCISCO — Google’s major partners, who have more than 25,000 Google Maps application uses per day, will be charged starting next year — a decision that was a hot topic at the Geo Loco conference here. Some say it won’t hurt small companies much — and may even help companies who compete with Google. Either way, some say the decision was inevitable for companies making a profit — and using Google’s resources for free.

    “It’s really not going to affect a lot of people — just those at the over 25,000 uses a day threshold,” said J. Kim Fennell, deCarta CEO, on a Geo Loco panel. Fennell said he sees a lot of commoditization of the LBS space, from maps to navigation. “The big thing, now that maps are commoditized, is better local search capabilities for the consumer,” he said.

    One panel member, Gary Gale, director of Places Registry for Nokia, disagreed, saying that while Google keeps on giving its location products and capability away for free, it may force companies to look elsewhere when it decides to charge them. “People don’t like change. Some people will look for alternatives,” he said.

    According to published reports, high-volume websites will be offered Google Maps Premium, a paid service that costs $10,000 per year. Planned fees will be $4 per 1,000 page loads over the 25,000 per day threshold.

    Google’s Bernardo Hernandez, head of global emerging platforms, told Geo Loco attendees that the company, which recently purchased restaurant guide publisher Zagat, says there are millions of Google Maps users worldwide each day. He said that heading use trends is the continued growth in mobile applications. “Phones are pocket guides,” he said in a reference to the Zagat purchase.

    Facebook Debunks Push Location Marketing

    If one looks beyond a young high-tech company speaker constantly saying the word “experience” (as in consumer experience or user experience), sometimes something important is said. Facebook’s Paul Adams, global brand experience manager, said that companies should not use push location marketing to consumers. Rather, they should have their friends and family tell them what products and services they should use.

    Adams said that Facebook is the platform to do that — basically saying that the average Facebook user has 130-170 friends that equate into about 8,000 friends of friends, exploding into even larger numbers for friends of friends of friends (whew!).

    In other Geo Loco news, location-based deals seem to be lackluster in revenue growth. Groupon Now’s location-based capability is only 1 percent of its revenue. “The motivation for merchants and consumers to participate [in Groupon Now’s program] is just not there. People just aren’t using it,” said David Hagreaves at the Geo Loco conference. Hargreaves, a consultant, said that the big ticket items that Groupon seems to be excelling at — restaurants, spa/beauty — are just not seeing the numbers for LBS.

    Indoor Positioning Big Topic at Two Conferences

    Indoor positioning capability, boosted by Wi-Fi and other technology, seemed to be the hot market topic at both CSR Locations and Beyond Summit 2011 and Geo Loco conferences. CSR rolled out its SiRFstar V and SiRFusion location platform at their conference.

    The products fit in the company’s strategy of offering and enabling mainstream consumer location indoors or outdoors, said Kanwar Chadha, CSR’s chief marketing officer.

    Years ago, it took a long time to get an outdoor position fix, much less a seamless handoff of a signal indoors. However, Wi-Fi technology, combined with satellite positioning, pedestrian dead reckoning (using MEMs sensors), and crowd-sourced location and aided data from a cloud-based server, has made accurate indoor positioning possible, CSR contends.

    Such companies as Micello attended both the CSR and Geo Loco conferences to hawk products that use indoor positioning. Micello is working to offer developers access to thousands of indoor maps to enable applications for airports, trade shows, shopping malls and other complex indoor venues.

    In other Locations and Beyond Summit news, privacy was a hot topic, though it is being labeled as a service provider problem, not a developer’s. “The industry has a lot more work to do in regards to privacy. The younger generation understands the implicit use of location — and privacy has been built into the infrastructure,” Chadha said. “We have no control of those elements. That responsibility belongs to the service provider.”

    A CSR moderator, Tim Bajarin, president of Creative Strategies, said that the younger generation “scares the heck out of me” in terms of their willingness to embrace location services without care of privacy issues. “But having said that, you can’t beat the value of LBS when you need it,” he said.

    In other conference news:

    • David Chiu, who spoke at Geo Loco and is running for San Francisco mayor, said there is big opportunity for companies who want to work with the city. He said buses don’t arrive on time — nor does the city know where they are most of the time.
    • James Urquhart, who spoke at the CSR conference and is cloud computing and virtualization marketing manager for Cisco, said that the industry has a rare and huge opportunity to reduce costs that directly affect profit and loss in the M2M space.
    • Duncan McCall, who spoke at CSR and is CEO of PlaceIQ, said that while location-based advertising has been promised for some time, there still are not enough location impressions. He says data is not yet aggregated together in a useful way.
    • While folks have been quick to point out that LBA is in its early stages, Alistair Goodman, Placecast CEO, at CSR, said that his company is seeing advertisers spend six- and seven-figures on campaigns in this space.
    • Kanwar Chadha, CSR CMO, said he does not like the term LBS, but prefers “location experience.”
  • On the Edge: Tracking Slips and Creeps: Earthquake Monitoring Gets Substantial Boost from GPS

    By Tracy Cozzens

    The Earth’s surface is constantly shifting, being deformed as earthquake faults accumulate strain, and slip or slowly creep over time. Not long ago, scientists relied solely on seismometers to monitor the earth’s movements. Today, GPS has taken prominence as an indispensible tool.

    PANGA, the monitoring network covering the Pacific Northwest, uses GPS to monitor this movement by measuring the precise position (within 5 millimeters or less) of stations near active faults relative to each other. By determining how the stations have moved, ground deformation can be determined.

    If the plates near the coast or the Cascade Mountains move even a few centimeters, the scientists at PANGA know within seconds. The network is still being built, but eventually it’s expected that PANGA will be able to sense earthquakes faster and more accurately than traditional seismometers, and issue alerts to warn citizens of impending activity.

    “GPS is helpful in distinguishing magnitude 8 from M9 earthquakes quickly,” explained Rex Flake, PANGA. “By design, seismometers only record high-frequency energy that becomes saturated during strong ground motion. Moreover, seismic data ‘clip’ at high magnitudes whereas GPS become more accurate. Seismographs are mainly intended to detect very small to moderately large earthquakes. GPS gives actual ground motions that in theory could be incorporated very quickly into tsunami models and warning systems. That is one of the things we are working on now.”

    Volcano Watch. “A more speculative application is that some (not all by any measure) large earthquakes are preceded by slow creep events,” said Andrew Miner, PANGA. “While not really good enough to predict an earthquake, I think if we saw a very large transient creep event it would at least ring alarm bells. Unfortunately though, earthquakes are by their nature just not very predictable, at least to the level of a day or week that people could reasonably act on. On the bright side, volcanoes are reasonably predictable, and GPS is also an important tool in monitoring them. We work with the Cascade Volcano Observatory on several monitoring projects.”

    PANGA is one of a series of earthquake monitoring networks stretching along the West Coast. The Pacific Northwest Geodetic Array is run by the PANGA Geodesy Laboratory at Central Washington University (CWU) in Ellensburg, and  includes 300 continuously operating, high-precision GPS receivers located throughout the Pacific Northwest. Sixty more stations are expected to be installed this year. Trimble, Leica, Topcon, and Javad are the main receivers used in the region.

    Data from these receivers is continuously downloaded, analyzed, archived, and disseminated. About one third of PANGA’s GPS stations are telemetered in real-time back to CWU, where the data are processed using NASA’s Jet Propulsion Laboratory’s GIPSY/OASIS II software for high-precision data analysis, and Trimble’s RTKNet Integrity Manager software for real-time analysis. The data provide relative positioning of several millimeters across the Cascadia subduction zone and its metropolitan regions. These real-time data are used to monitor and mitigate natural hazards arising from earthquakes, volcanic eruptions, landslides, and coastal sea-level hazards.

    Sagging Bridges. The data are also used to monitor man-made structures such as Seattle’s sagging Alaska Way Viaduct, the State Route 520 and Interstate 90 floating bridges, and dams throughout the Cascadia subduction zone, including those along the Columbia River. For instance, for the S.R. 520 bridge, PANGA teamed up with Washington State Department of Transportation (WSDOT) to monitor movement of the 520 bridges during wind storms and seismic events.

    The receivers continuously monitor and record structural deformation with about a millimeter precision. Raw GNSS satellite phase and pseudorange estimates are acquired and processed continuously into receiver positions estimated every 5 seconds and delivered with 10 and 30-second latencies. Daily-averaged receiver positions computed with predicted and post-processed satellite orbit and clock corrections are provided with 1-6 day latencies.

    GPS_Monument-W
    Seattle’s aging Alaska Way viaduct is one of several major man-made structures being monitored by PANGA’s GPS Network. (photos courtesty of CWU Geodesy Lab.)

    Tremor Slips. The Northwest is at the forefront of earthquake-related GPS research, in large part because the area provides a lot to learn from GPS monitoring, Flake said. “For example, when we started it was strongly suspected but not definitely known that the Cascadia subduction zone was locked over parts of its surface and a major earthquake threat. Thanks to GPS monitoring we now have a pretty good idea not only exactly where it is locked, but also when parts of it do slip or creep.

    “One important discovery made with GPS data, along this line, was that of the Episodic Tremor Slip (ETS) events that occur here in the Northwest U.S.,” Flake said. “Since the time duration of ETS motion takes place on the scale of days to weeks, these earthquake events were unrealized by traditional seismic detection methods.”

    GPS data shed light on this peculiarly predictable earthquake phenomenon. “With these GPS data we can measure strain accumulation within the continental crust (where people live) and calculate the residual that can be expected to rebound in a large subduction zone earthquake,” Flake said.

    “Even more detailed than that, we can use GPS data from past ETS events to constrain the locked zone of the subducting crustal plate by inferring the amount of slip at depth that best reproduces the observed GPS recordings — important in determining possible magnitude and location of the megathrust earthquakes (Mw = 8 to 9) that will someday occur. This is of obvious concern to society and is a major reason that we lead the geodetic applications of GPS research.”

    Data Online. PANGA maintains a website that integrates daily GPS measurements from about 1,500 stations along the Pacific/North American plate boundary, ranging from Alaska to the U.S-Mexico border. Cleaned, network solutions from several arrays are merged and grouped into regional clusters.

    Arrow on a Velocity Field Map of Oregon and Washington represent ground motion as measured by GPS at each particular location. The grey circles are 2 sigma error ellipses (click to enlarge.)
    Arrow on a Velocity Field Map of Oregon and Washington represent ground motion as measured by GPS at each particular location. The grey circles are 2 sigma error ellipses (click to enlarge.) (photos courtesty of CWU Geodesy Lab.)
     The panga team constructs a bedrock drill-brace geodetic monument at Howard Hanson Dam east of Auburn, Washington.
    The PANGA team constructs a bedrock drill-brace geodetic monument at Howard Hanson Dam east of Auburn, Washington. (photos courtesty of CWU Geodesy Lab.)
  • Iraq on the Map: Installing Reference Stations for Accurate Engineering

    By Anas Malkawi

    Edge-HARNS-installation
    The team installs a HARNS in the southern province of Basra. Since 2005, Iraqi engineers have attempted to recover HARNS, but many were destroyed by locals who thought they indicated buried treasure.

    As a geodetic surveyor, I served in the U.S Army for 10 years. During that time, my team and I developed a nationwide GPS infrastructure system called the Iraqi Geospatial Reference System (IGRS). We installed Continuously Operating Reference Stations (CORS) and High Accuracy Reference Network Stations (HARNS), the first Iraqi owned and maintained system of its type.

    As a native Arabic speaker, my role was to train the Iraqi engineers to install additional CORS, as well as update and maintain the IGRS as a part of the International GNSS Service (IGS) network to sustain the accuracy of engineering and mapping projects. The IGRS was critical to other major infrastructure projects in the effort of rebuilding the battered nation, such as telecommunications, public works, and natural resource management to name a few.

    Some of the CORS we installed have Virtual Reference System (VRS) capability, a technology newly developed to establish real-time corrections in the field by using CORS as a base station for real-time kinematic (RTK) data collection.

    Key coordinators for the installation included Wisam Al-Hassani of the Iraq Ministry of Water Resources, Paul McKenzie of the Canadian Army, Linda Allen of the U.S. State Department, and myself, representing the U.S. Army, in addition to representatives from National Geodetic Survey (NGS), National Geospatial-Intelligence Agency (NGA), and Trimble Navigation.

    In addition to developing the IGRS, we performed several critical projects to assist in the rebuilding efforts as well as providing force protection, navigation, and mapping. My topographic engineering unit was responsible for providing coalition forces with GIS analysis, map production, and geodetic surveys.

    Edge-GPS-in-Haditha-Dam
    GPS equipment collecting data on a reference benchmark used to monitor the deformation of the Haditha Dam.

    For my second tour in Iraq (2007–2008), I was the platoon sergeant, which is equivalent to a project manager in a surveying firm. During the 15-month deployment, my team performed various survey projects including: 10 airport obstruction surveys, a dam deformation survey, more than 30 artillery and target-acquisition radar surveys, base-camp designs, site layouts, and ground-truth data collection for photogrammetry and remote sensing projects. We also established a nationwide database of all survey control stations in Iraq. The CORS was installed using Trimble NetRS receivers and Zephyr geodetic antennas. Trimble GPSNet and GPSBase software were used to process the continuous satellite data, for inclusion in the worldwide CORS network for public use. Field survey operations were conducted using Trimble 5700 GPS equipment.

    Traveling in Iraq was a major obstacle for survey operations. We had a choice: either fly on helicopters or drive military vehicles. Flying in helicopters with survey equipment was a challenge because we could never fit all our personnel and equipment. However, it was much safer than ground transportation through the dangerous roads of Iraq. In one incident, we were building a bridge in Baiji to help Iraqis and coalition forces cross the Tigris River after the original bridge was destroyed during the 2003 invasion. Our vehicle hit an improvised explosive device (IED). Some of the survey equipment was damaged, but we went back the next day and eventually built the bridge.


    Anas Malkawi served 10 years in the Army as a geodetic surveyor and senior technical engineer. He is currently enrolled in Old Dominion University’s Civil Engineering program while working at Transocean International Corporation as the Iraq program manager.

    Edge-IGRS-plan-map
    The initial plan of IGRS and placement of CORS/HARN through the Southern provinces.
    Edge-Airport
    Soldiers establish geodetic control for an airport aeronautical survey.
    Edge-Navaid-Survey
    Soldiers survey airport navigational aids that require high geodetic accuracy.
    Edge-IGRS-new-CORS-plan-meeting
    Malkawi discusses installation of Iraqi operated and maintained CORS with Al-Hassani.
    Edge-crash
    The result of traveling in military vehicles over roads infested with IED.
    CORS-coordination-team
    Key coordinators for the installation of the first Iraqi owned and maintained Continuously Operating Reference Station (CORS.) From left are Hussein, Malkawi, McKenzie, and Allen.
    Edge-Grp
    The 2005 U.S./British IGRS Team. Despite the difficulties, the soldiers I am honored to have served with stayed motivated and performed exceptionally every day by providing accurate data that saved lives.

     

     

  • Sparse Network: Wide-Area, Sub-Decimeter Positioning for Airborne LiDAR Surveys

    The use of a precise wide-area positioning technique for airborne trajectory solutions for LiDAR surveys provides both relative and absolute accuracies similar to those derived from using a local GNSS reference station.

    Airborne light detection and ranging (LiDAR) surveys are among the most advanced means of producing high-resolution, accurate surface elevation models used for many applications in surveying and civil engineering. Precise geolocation and orientation (or georeferencing) of the LiDAR instrument with a combination of on-board GNSS and inertial sensors at the times when the measurements are made provides the key to high-quality elevation products.

    The usual practice deploys reference GPS/GNSS land receivers in the area where the aircraft will be flying, to obtain a precise trajectory by short-baseline differential GNSS techniques. This could mean installing and operating receivers at many sites during a flight mission if the area surveyed is a large one.

    We have tried a different approach: using as reference receivers those of a sparse network of Continuously Operating Reference Stations (CORS) in New South Wales known as CORSnet-NSW, and a wide-area differential GPS technique for obtaining the aircraft trajectory with sub-decimeter accuracy even with baseline lengths of several hundred kilometers. This may be comparable in precision and accuracy to the short-baseline method, but without the cost and logistical complications. This opens up a new level of operational capability, allowing flexibility for weather conditions and priority response applications.

    The tests described here were organized and conducted by the NSW government’s Land and Property Management Authority, in collaboration with the University of New South Wales, in June 2009. CORSnet-NSW consists, at this writing, of 46 stations and by 2012 will provide statewide GNSS positioning infrastructure across NSW with a planned 70 stations in operation.

    Precise Wide-Area Positioning

    We used a technique for long-baseline differential, off-line positioning, able to deliver centimeter precision for fixed receivers and sub-decimeter precision for moving receivers. This choice was dictated by three considerations:

    • The intended application was the geolocation of the data of an airborne scanning LiDAR sensor to be used in the generation of high-accuracy digital elevation models (DEM).
    • Off-line processing, where all the GNSS data collected during the flight are available for processing and (as in this case) there is no need for immediate results, is intrinsically more reliable than real-time processing, where the data are available only up to the present epoch, and accurate results must be obtained right away, with no chance for a second try.
    • Differential processing makes it possible to resolve the carrier-phase ambiguities using well-understood methods.

    Technique. It is common practice in airborne LiDAR surveys to use GNSS both to position the instrument precisely, and to assist an inertial navigation system (INS) to obtain the orientation of the aircraft in space, as both position and orientation are needed to interpret the data properly. FIGURE 1 illustrates the relationship between the sensors used for airborne LiDAR surveys. The aircraft uses a GNSS antenna combined with an INS to georeference its trajectory. The bore-sight calibration process aligns the individual sensor orientations and standardizes the range measurements. However, if the survey is to achieve the now-expected high level of vertical accuracy (615 centimeters, 1 sigma), then the position of the GNSS/INS-derived aircraft trajectory for each laser swath must be determined with a relative precision in the order of just a few centimeters. This is achieved via differential GNSS post-processing of the kinematic airborne data together with static observations collected on precisely surveyed ground reference stations. The GNSS positions are then blended with high-frequency measurements taken by the onboard INS to produce the final trajectory and reference orientations.

    Colombo-1
    Figure 1. Airborne LiDAR reference frame.

    To such ends, the aircraft trajectory is usually determined by short-baseline differential GNSS, with ground receivers deployed near the intended flight path of the aircraft. In this way it is possible to use GNSS data analysis techniques that are both precise and quite straightforward to implement in software. The simplicity of these techniques is possible because, in short-baseline differential solutions, the data of the aircraft receiver and any nearby network receivers have much the same systematic errors (due to such things as satellite ephemerides errors, transmission delays, and so on) that cancel out — or nearly so — when their observations are differenced between them. This also makes it possible to resolve quickly and reliably the cycle ambiguities in the observed carrier phase, the most precise type of GNSS data, overcoming one of the main obstacles to obtaining good results. Furthermore, it is possible to get such results with single-frequency receivers, as ionospheric delay is one of the systematic effects that can be largely canceled out.

    In wide-area solutions, those cancellations are not complete enough to ignore the systematic data errors, and they have to be included in the form of additional unknown parameters in the observation equations. Also, it is necessary to account for the ionospheric delays using dual-frequency data, which means using more expensive GNSS receivers and antennas.

    Resolving the carrier-phase ambiguities is no longer straightforward or assured. The standard way of dealing with the ambiguities is to include them as unknowns in the observation equations and adjust them along with the other unknowns: this is often referred to as “floating the ambiguities.” Fixing (or resolving) those ambiguities to their most likely integer values in a matter of seconds to a minute is possible on occasion, when the aircraft is within less than 20 kilometers from a ground receiver, or very precise corrections for the ionospheric delay are available; otherwise slower techniques, that require tens of minutes, may be used. It is also necessary to correct as well as possible such things as the neutral atmospheric delay of the GNSS radio signals, the movement of the “fixed” stations due to plate tectonics, the solid earth tide using mathematical models, and, in the case of the tropospheric delay, estimating the error in the corrections made using a standard formula as an additional unknown per receiver.

    Over the years all these difficulties have been gradually dealt with more effectively, more efficiently, more reliably and, from the user’s point of view, less painfully. Originally developed for the repeated determination of station positions to measure the slow tectonic deformations of the Earth’s crust, and to calculate precisely the orbit of Earth-observing satellites, these days, after nearly 30 years of steady progress, GNSS wide-area techniques and the corresponding software find many applications in science, engineering, and navigation, and are becoming widely used in remote sensing.

    Software. We used the Interferometric Translocation (IT) wide-area positioning software developed by one of us for the long-baseline aircraft trajectory solutions and also to re-position in the IGS05 international reference frame some CORSnet-NSW stations, so their data could be used consistently in the differential wide-area solutions. These stations were originally given in the Geocentric Datum of Australia (GDA94). For both purposes we used the precise final GPS orbits computed and distributed by the IGS.

    To validate the aircraft trajectories calculated with the wide-area method, we relied mainly on the quality of the LiDAR DEM results obtained with those trajectories. We also used commercial software to generate short-baseline differential solutions with receivers deployed near the intended aircraft flight-path, as is common practice in this type of survey, and compared them with the wide-area solutions (they turned out to be quite similar to short-baseline solutions obtained with the wide-area software).

    Airborne Tests

    This study has used data from two airborne LiDAR surveys conducted by the NSW Land and Property Management Authority (LPMA) in June 2009. The first took place near the township of Glen Innes, and the second was a bore-sight calibration flight near the city of Bathurst. For both LiDAR surveys, the following data were acquired:

    • Aircraft trajectory, raw dual-frequency GPS (1 Hz) and IMU data (200 Hz).
    • LiDAR (raw return data for each laser pulse).
    • GPS reference station data from local receivers and multiple CORSnet-NSW sites.

    Glen Innes Test. This operational LiDAR survey established GND1 as the local reference station within the survey area. CORSnet-NSW data were collected for the test from GNSS receivers in Ballina (BALL), Grafton (GFTN), Nowra (NWRA), and Wagga Wagga (WGGA). FIGURE 2 shows the distribution of the reference stations and the flight runs.

    Colombo-3A copy Colombo-3B copy

    Figure 2. Glen Innes survey of June 9, 2009, showing the distribution of reference stations with baseline lengths and the survey area with (numbered) flight runs.Bathurst Test. Bathurst Airport is LPMA’s LiDAR calibration site and has various arrays of accurate ground checkpoints. AIR2, near the runway of the Bathurst airport, is the locally established GNSS reference station. CORSnet-NSW data were collected for the test from receivers in Ballina (BALL), Dubbo (DBBO), Grafton (GFTN), Newcastle (NEWC), Nowra (NWRA), and Wagga Wagga (WGGA). FIGURE 3 shows reference-station distribution and a schematic of the flight runs.

    Colombo-4A copy Colombo-4B copy
    Figure 3. Bathurst test of June 16, 2009, showing the distribution of reference stations with baseline lengths and the survey area with (numbered) flight runs.

    Effect on LiDAR Data

    Rather than simply comparing aircraft trajectories, this study aimed to determine what effect the use of wide-area GNSS positioning has on the actual LiDAR point data and associated elevation surfaces. In terms of the horizontal accuracy required for LiDAR surveys, initial tests showed that the differences between the horizontal positions of various trajectories was negligible; therefore, only the vertical component was considered in this analysis.

    To quantify differences between LiDAR data generated from trajectories using various combinations of distant GNSS reference sites, we applied four types of analysis:

    • Comparison of trajectories — directly compare the locally computed trajectory (assumed to be truth) with each wide-area derived trajectory.
    • Relative LiDAR point comparison — compare the positions for a sample of LiDAR ground points derived from the locally computed trajectory with those derived from each wide-area derived trajectory.
    • DEM comparison — difference the raster surfaces derived from the locally computed trajectory and a wide-area derived trajectory to find the effect over a LiDAR run.
    • Absolute LiDAR ground control comparison — compare the LiDAR derived surface from various trajectories to the surveyed ground control (Bathurst Calibration test site only). This also involves vertically shifting the resulting surface so that its offset relative to the one used as control is zero, thus removing the effect of using different reference frames for the GNSS trajectories and the control surface.

    Trajectory Comparison

    The comparison between the locally determined and each wide-area derived trajectory was made along the entire trajectory for each flight. The importance of this step lies in the assumption that all LiDAR data are directly positioned from the trajectory and so any systematic effect in the trajectory should be reflected on the ground. For each test site the locally derived solution is assumed to be “truth” with the vertical difference computed against wide-area solutions for each combination of reference stations used (TABLE 1).

    Colombo-T1

    Glen Innes Test. FIGURE 4 shows the vertical comparison of two wide-area derived trajectories (using BALL and GFTN, and WGGA and NWRA, respectively) against the locally derived trajectory (using GND1). It can be seen that once the aircraft attained its stable operating altitude, the wide-area derived trajectories are generally within 5 centimeters of the locally derived solution.

     Figure 4. Trajectory elevation differences for entire Glen Innes flight.
    Figure 4. Trajectory elevation differences for entire Glen Innes flight.

    Bathurst Test. The Bathurst test differs from the Glen Innes test in that both the duration of the flight and the length of each run are significantly shorter. FIGURE 5 shows the vertical component of five wide-area derived trajectories, using several combinations of CORSnet-NSW reference stations, compared against the locally derived trajectory (using AIR2). The results once again show a remarkably consistent comparison with the locally derived solution. Data spikes showing up in the DBBO/WGGA/NEWC (yellow) solution were attributed to small data glitches at the DBBO CORSnet-NSW site. Unfortunately, LiDAR data were not collected at those instances; therefore, the effect on ground data could not be fully assessed.

     Figure 5. Trajectory elevation differences for entire Bathurst calibration flight.
    Figure 5. Trajectory elevation differences for entire Bathurst calibration flight.

    Relative Comparison

    Regardless of the trajectory and orientation used to georeference LiDAR data, the same number of points will be created. It is therefore possible to create a LiDAR dataset using the same raw LiDAR data but different GNSS trajectories, and compare the results to determine the relative positioning differences on the ground.

    Given the large number (many millions) of points in a LiDAR dataset, we used a representative sample of evenly spaced 10 2 10 meter areas each containing 50–100 points (on level ground) for statistical analysis. We calculated displacement vectors between points computed from the locally derived trajectory and those using wide-area trajectories. Results from flight run 002 at Glen Innes (see Figure 2) and run 7 at the Bathurst Calibration test site (see Figure 3) are presented here.

    Glen Innes Test Run 002. The displacement vectors from 46 sample areas (4,620 points) are summarized in TABLE 2, being points computed using the two wide-area solutions compared with the locally derived solution using reference station GND1. Note the high accuracy achieved in the all important vertical component.

    Colombo-T2

    Bathurst Test Run 7. The displacement vectors from 25 sample areas (1,700 points) are summarized in TABLE 3, being points computed using the five wide-area solutions compared with the locally derived solution using reference station AIR2. Once again the results clearly show that the height values agree to within a few centimeters, even over baselines of more than 600 kilometers in length.

    Colombo-T3

    DEM Comparison

    To investigate how the LiDAR surfaces derived from each trajectory compare across the entire data swath, we created raster surfaces from the LiDAR point data. Each surface was then subtracted from the local solution to create a difference surface. Visual inspection and interpretation was then used to discern any patterns or effects.

    The result shown in FIGURE 6 (Bathurst Calibration flight run 7) was typical of the cyclical effect evident for all solutions. The magnitude of the difference was in the order of 2–3 centimeters and is in the direction of flight (north to south). If this cyclical variation is compared with the trajectory comparison for just the 33-second duration of flight run 7, a clear (expected) correlation with the variation in height is evident (FIGURE 7).

     Figure 6. Subtraction surface for Bathurst Calibration run 7 (AIR2 vs. BALL).
    Figure 6. Subtraction surface for Bathurst Calibration run 7 (AIR2 vs. BALL).
     Figure 7. Trajectory comparison for Bathurst Calibration run 7 (031318).
    Figure 7. Trajectory comparison for Bathurst Calibration run 7 (031318).

    No DEM comparison results are presented for the Glen Innes data because of significant variation in terrain and vegetation, making interpolation difficult and unreliable.

    Absolute LiDAR Comparison

    Ground control points serve two purposes in a LiDAR survey:

    • The calculation of statistics to describe vertical accuracy, that is, quantifying the match of the surface to the local height datum.
    • The calculation of a surface adjustment to enable transformation of the LiDAR points to fit the local height datum.

    Additionally, ground control points with accurate heights are used to calibrate the sensor before use in active LiDAR surveys to account for internal electrical delays in the ranging and measurement system. LPMA maintains a calibration site at Bathurst Airport for this purpose, and regularly surveys the area to ensure the sensor is operating at maximum accuracy. It should be noted that the sensor was calibrated using Bathurst Airport ground control data prior to this study.

    Surveyed Ground Control. The airport runway centerline vertical profile for the Bathurst Calibration site (FIGURE 8) was re-computed in terms of the same IGS05 reference frame determined for the LiDAR trajectories, thereby allowing an independent comparison with ground truth.

     Figure 8. Runway vertical profile at the Bathurst Airport calibration site.
    Figure 8. Runway vertical profile at the Bathurst Airport calibration site.

    Point Comparison. Data from Bathurst run 7 were used to compare LiDAR results with the established ground control using a basic triangulated irregular network (TIN) surface comparison (FIGURE 9 and TABLE 4). In Figure 9, the TIN surface is indicated by the white line, while the ground control points are shown with yellow buffers.

    Colombo-10 copy
    Figure 9. Comparison of LiDAR surface and ground control points.

    Colombo-T4

     

    The first trajectory in Table 4 is the original calibration comparison using commercial software and orthometric height data. All wide-area solutions display a similar vertical offset, because of the use of different reference frames for the GrafNav and wide-area solutions (IGS05 vs. GDA94), and differences in the implementation in software of, for example, antenna corrections and atmospheric modeling. At first glance, the significant differences to the GrafNav trajectory caused the wide-area result to not satisfy the accuracy specifications for LiDAR. However, had the wide-area solutions been used for the sensor calibration, the figures would have been much closer to the ground truth.

    Block-Shifted Data Comparison. In an operational environment, because of systematic errors in the resulting DEM relative to the local height datum, this mean vertical offset is a common occurrence with comparisons against ground control similar to those shown in FIGURE 10. Again, the TIN surface is indicated by the white line, and the ground control points are shown with yellow buffers.

    Colombo-11 copy
    Figure 10. Usual operational comparison of LiDAR surface and ground control points.

    In standard LiDAR operations, the mean vertical offset between the initial results and the ground control, at the control points, produces a zero-mean offset. Following this procedure in this case results in the variation in the comparison of LiDAR data with ground truth now being well within the required limits of 615 centimeters (TABLE 5). The values show that after a block shift, trajectory solutions are virtually identical with a root mean square error of 32 millimeters. Thus, local GNSS reference stations can be replaced by distant CORS sites without loss of accuracy.

    Colombo-T5

    Conclusions

    A precise wide-area positioning technique for airborne trajectory solutions provides both relative and absolute accuracies similar to those derived from usinga local GNSS reference station. Irrespective of which reference sites are used and once calibration and antenna modeling issues are addressed, the absolute comparison with ground control is well within the required accuracies. With the configuration of a GNSS network such as CORSnet-NSW (when complete, at least one site will always be within 150 kilometers of any point within New South Wales), an airborne LiDAR survey in the network’s service area can provide data for computation of an accurate sensor trajectory. This potentially negates the need to place and maintain ground reference stations close to the survey area — an exercise which not only requires significant resources but also reduces the operational flexibility of the aircraft.

    The challenge for this technique in an operational environment is to define and maintain a precise reference frame for all CORSnet-NSW sites and observations, including the use of a stable ellipsoidal height datum with compatible geoid modeling in order to provide local orthometric elevation data. The knowledge base required for computation of wide-area GNSS solutions is significant and requires understanding of geodesy, GNSS positioning, absolute antenna modeling, application of precise ephemerides, and derivation of the other parameters inherent to successful ambiguity resolution over long distances.

    Regardless of processing method, a LiDAR survey will always require independent ground surveys for collection of vertical checkpoints, which provide quality control to ensure the accuracy meets specifications, and the means to define any transformations necessary to fit LiDAR data with local height datum.

    Manufacturer

    NovAtel’s WayPoint GrafNav software was used for comparison purposes.


    The ”IT” Software

    • Runs under Windows, Unix, Linux, and FreeBSD.
    • Source code compatible with most Fortran compilers.
    • Follows the IERS 2003 conventions.
    • Available mainly for collaborative research purposes, with a Free Software Foundation General Public Lice
      nse.

    Type of solutions:

    • Recursive, post-processing (Kalman filter + smoothing).
    • Kinematic and static.
    • Stop-and-go for rapid mobile surveys with pre-surveyed waypoints.
    • Differential, precise point positioning, mixed mode (precise differential + point positioning).

    Data corrected for: Earth tide, neutral atmosphere radio signal delays, carrier phase windup, and so on.

    Estimated parameters:

    • Receiver position in the IGS05 reference frame, with the WGS84 reference ellipsoid, earth spin-rate, light speed, GM constant.
    • Biases in ionosphere-free carrier-phase linear combination (“floated” ambiguities).
    • Neutral zenith delay correction error.
    • Broadcast orbit errors (allows precise differential near-real time solutions).
    • Integer ambiguity resolution available in differential mode, with short baselines up to 20 kilometers (in minutes), and baselines of unlimited length (in tens of minutes — or just minutes, with a precise ionosphere correction).

    Oscar L. Colombo received a degree in electrical engineering from the National University of la Plata, Argentina, and a Ph.D. in electrical engineering from the University of New South Wales, Australia. He is an independent consultant.

    Shane Brunker is an airborne LiDAR and imaging specialist working in a consulting capacity for specialized LiDAR survey company Network Mapping (United Kingdom).

    Glenn Jones is a senior surveyor at the NSW Land and Property Management Authority in Bathurst, Australia.

    Volker Janssen is a GNSS surveyor (CORS Network) in the Survey Infrastructure and Geodesy branch at the NSW Land and Property Management Authority in Bathurst, Australia. He holds a Ph.D. from the University of New South Wales.

    Chris Rizos is head of the School of Surveying and Spatial Information Systems of the University of New South Wales, has a surveyor’s degree and a Ph.D. from the same university, and is an specialist in geodesy and GNSS positioning.