Land Surveying

Applications
Title	Land Surveying
Author(s)	GMV.
Level	Medium
Year of Publication	2011

Land Surveying is the processes of measuring the distances and angles between different points, on the surface of Earth. Satellite navigation has been extensively used by land surveyors since the late 1980s, primarily for geodetic control networks and for photo control.

Nowadays, GNSS is use to determine precise locations all over the globe, in any weather conditions. It is faster than other surveying methods, but it is not as accurate without with proper augmentation techniques.

GNSS systems are now available for many surveying tasks, including establishing control, setting out, real-time deformation monitoring, on-board camera positioning for aerial photography.

Application Architecture

GNSS position and elevation measurements are much more accurate than hand-measuring these locations, than previously available techniques to land surveyors using measuring tape and an angle sight.

Another benefit of the use of GNSS is that the coordinates can be located precisely, while other methods rely on measurements from other known locations, such as the edge of properties, landmarks, or even a surveyor's stake. All of these land references, are subject to change over the time. Contrariwise using GNSS as a land surveyor produces measurements that will be accurate no matter what happens to the surrounding land, constructions or landmarks.

Although, there are no perfect method and some degree of error are present in all land surveying measurements, due to human errors, environmental characteristics like variations in magnetic fields, temperature, and gravity, and instrument errors.

Typical difficulties for the GNSS part of the land survey include:

• Atmospheric refraction – ionospheric and tropospheric problems
• Multipath
• Interference.

Survey Types

When using GNSS techniques, there are essentially three types of survey, which can be split conveniently into different accuracy bands:

• Control surveys – high accuracy
• Detail surveys – medium accuracy
• Positioning – low accuracy.

Control Survey

A GNSS control survey is used to form the main coordinate framework for a project, as in a classical survey. Control surveys are typically at sub-centimetre accuracy. The number of stations, their location and spacing will be determined by the purpose of the control, the accuracy of the eventual survey and the type of GNSS equipment available for the project.

Detail Survey

Detail GNSS survey provides an excellent tool to quickly, accurately and reliably position points of detail, for example the points or features which may need to be mapped as part of the survey, within the confines of an area surrounded by the control survey. Detail surveys typically have a requirement for accuracy of between one and ten centimetres. Some applications, however, for example in utility asset mapping, require accuracies in the 10 to 30 centimetre range, and hence form a middle ground between detail and positioning GNSS surveying. For the purposes of these guidelines, however, they are grouped within this section.

The surveyor shall decide which type of GNSS data capture technique is most suitable to their locale and/or survey specification, for instance, Real Time Kinematic (RTK) network, single baseline or own base station. There may be many instances of smaller areas of detail in a mapping project where traditional survey methods are more appropriate. Such methods can be quicker and more accurate.

Positioning

GNSS positioning frequently uses a single receiver, possibly receiving real-time DGNSS corrections or logging data for later post-processing, contrariwise to control and detail surveying. As a result, the accuracy for positioning is generally at the level of one to a few metres, rather than at a few centimetres. This type of survey would normally be accepted for precise navigation or for surveying features at the metre level to input into a CAD package or geographic information system.

Application Characterization

There are two methods by which station positions in the GNSS reference frame can be derived: relative positioning and point positioning.

In relative positioning, two or more GNSS receivers receive signals simultaneously from the same set of satellites. These observations are then processed in one of two ways.

In the first way, the components of the baseline vectors between observing stations are determined. Once the coordinates for one or more base stations are known, new rover stations can be determined with an accuracy relative to the known coordinates.

The other processing technique uses a single GNSS receiver located at a known point or base station which compares observed satellite ranges with known ranges. These corrections are then made available to other receivers in the vicinity through DGPS.

Relative positioning can only be used in situations where there are source control stations with known coordinates. When there is no national continuously operating GNSS receivers (COGRs) to be used as source control, available, the surveyor has the choice of using data from one or more of the International GNSS Service (IGS) COGRs or establishing a point position fix as the source control for the survey.

In point positioning method, data from a single station is processed to determine three-dimensional cartesian coordinates (X, Y, Z) referenced to the WGS 84 earth-centred reference frame (datum). The present accuracy for GNSS point position determinations ranges from 0.3m to 30m. This is the standard method used for stand-alone navigation receivers.

Survey Techniques

GNSS survey techniques can be separated into the following methods:

• Static Surveys,
  • Low,
  • Medium,
  • High,
• Dynamic Surveys,
  • High precision,
  • Low/medium precision,
• Real-time dynamic surveys,
  • High precision,
  • Low/medium precision.

Static Surveys

In a static GNSS survey, the antennas and receivers remain fixed during the period of observation. Static survey is grouped in levels of, low, medium and high precision.

GNSS surveys operate closely to the technology limit when surveying height, where the precision is often more important than the one obtained in the plan. In cases where GNSS observations are to be used solely to fix plan position, the site chosen for the control station doesn't need to be perfect. However, when the accuracy of the height component is required to be better than 40mm, site selection is clearly important.

Static survey is grouped in three levels of precision, high, medium and low precision.

In high precision static surveys method a baseline vector is computed after the observations have been logged, using a differencing technique. Dual-frequency static methods are most suitable for control surveys and achieve the highest precision, of less than a centimetre.

The medium precision static surveys method is similar to high precision static surveys, but occupation times are reduced, hence a smaller amount of data is used to estimate and obtain the correct baseline solution. The differences between high-precision static and medium-precision static are the following:

• Dual-frequency data must be used,
• The processing software must have sophisticated processing algorithms to allow computation of the baselines,
• The survey data must be virtually free of cycle slips, multipath and interference,
• Good satellite geometry is critical,
• Baselines are limited to a maximum of 40km.

In low precision static surveys is a point positioning method rather than relative positioning method, by fixing a GNSS receiver in a location and logging data for a period of time. The average precision obtained is around 0.3metres, however, the use of dual-frequency data can improve the position obtained.

Dynamic Surveys

In dynamic GNSS survey techniques many random measurement and GNSS system errors are absorbed in the coordinates, providing the highest production rate for all the GNSS methods. Although, it generates coordinates very quickly, the precision obtained is not as high as by static techniques.

Dynamic survey is grouped in two levels of precision, high and low/medium precision.

In high precision dynamic surveys, the methods of kinematic and on-the-fly kinematic can be used keeping one receiver fixed at a known control base station base, whilst one or more other receivers (rovers) move around the site using the same satellites.

In the kinematic technique, both receivers must initialise on a known baseline and then maintain lock on at least four satellites throughout the session. The on-the-fly method, on the other hand, does not require an initialisation on a known baseline.

In low/medium precision dynamic surveys the same general technique as the high precision method id used, but it can be based on L1 code, dual-frequency float or phase-smoothed code solutions, giving positioning up to the decimetre level.

Real Time Dynamic Surveys

With suitable communications link and proper processing software and firmware, the dynamic survey types can be carried out in real time. These techniques can deliver corrections to the user in the field.

Real-time dynamic survey is grouped in two levels of precision, high and medium/low precision.

In high precision base and user real-time (RTK) surveys, high-speed communications links are used to transmit the base data to the rover using UHF or VHF, integrated in base and rover devices, with antenna, power, GNSS receiver, radio, modem and cables all mounted on or inside it.

A network RTK can also be used if there is mobile coverage available on the site. The procedure consists in subscribing to a network RTK correction service which provides data to the base station, via GPRS, instead of having a base instrument set up over a known point sending data to the rover.

In low or medium real time dynamic surveys, differential GNSS techniques can be used, achieving a precision that can vary from one decimetre to a few metres. Dual-frequency data techniques can be used, granting a precision of one to three decimetre.