The Australian National Levelling Network Survey;

Australian Height Datum and Australian Vertical Working Surface


Revised 2023 from original by Paul Wise in 2014 and update of March 2020



The Geodetic Survey of Australia was completed in 1965 and provided a homogeneous network of horizontal positions. However, height in a national context had also to be determined and this was achieved through a separate process. As height was generally referenced to mean sea level which varied across the continent, the necessary national mean sea level datum had to be established. The National Levelling Network survey generated level traverses to carry height values, relative to a locally adopted datum, in closed loops which were later adjusted individually and nationally. Subsequently, after the national establishment of a Mean Sea Level datum, all level traverse loops were then corrected to be relative to this datum which was called the Australian Height Datum (AHD).


Typical Nat Map levelling party consisting of 3 men and two vehicles (courtesy Barry Sloane).


Method and equipment

The most accurate way to obtain a height difference between two points was to use a surveyor’s level (technically a spirit level) and staff. Essentially, the spirit level instrument consisted of a telescope and attached spirit level tube. The telescope’s line of sight was set in a horizontal plane when the spirit level bubble was centred in the spirit vial. The levelling staff which was then graduated in imperial measurements (rather than in metric) was observed at two successive points and the difference in the observed staff readings gave the difference in height between the two staff stand points. By knowing the true height value of the first point and mathematically applying the height difference from the levelling gave the true height of the second point.



When the point of unknown height was some distance from the point of known height, a series of such setups and observations were required to carry the height from the initial point of known height to the destination point of unknown height. This series of setups and observations formed a level traverse (refer to the diagrammatic level traverse above). For efficient operation on such traverses, two staves were used; one being read (the backsight staff) while the second (the foresight staff) was moved forward to a suitable spot along the traverse route, to be read next (as shown in Instrument setup 1 above). Once the foresight staff was read, the level instrument itself was moved forward past the foresight staff to now look back and read what had been the foresight staff. Thus the foresight staff became the backsight staff. While this had been happening what had been the backsight staff had moved forward past the level instrument to become the new foresight staff (as shown in Instrument setup 2). This leap-frogging process of the foresight staff becoming the backsight staff each time the level instrument itself was moved forward, continued as long as necessary until the intervening distance between the two points was covered, and the foresight staff was at the destination point (as shown in Instrument setup 3).


The introduction of automatic levels greatly improved the speed and accuracy of the levelling survey. The use of automatic levels reduced the time taken and human inaccuracy in the centring of the level’s bubble. The automatic level had a prism which swung freely and thus under the force of gravity set the horizontal plane. A damper was incorporated to steady the line of sight and the whole unit of prism and damper was called the optical stabiliser. Once the instrument was set approximately horizontal using its small circular (pill) bubble, the optical stabiliser could then itself swing automatically into a position that set the true horizontal line of sight.







Top stadia




Horizontal crosshair




Bottom stadia


View of the staff through a modern level diaphragm showing crosshairs and stadia.

The horizontal crosshair indicates a reading of 1.422 metres.

The top stadia indicates a reading of 1.500 metres and the bottom stadia 1.344 metres giving an intercept of 0.156 metres, meaning the staff is at a distance of 15.6 m (0.156 m x 100) from the level instrument.


The telescope of a level had in the diaphragm a central horizontal and vertical wire plus two horizontal stadia wires set equidistant, above and below the central horizontal wire. The central horizontal wire indicated the horizontal plane. The two stadia wires were set so that the distance between these two wires (known as the intercept) when read off the staff was one hundredth of the distance between the level and the staff when the line of sight was horizontal. The values read from the staff for all three wires were recorded, so that not only could the height difference be measured but also the distance covered by the level traverse could be determined. The traverse distance was required to ensure that the final levelling result met specification. The intercept readings were also used to monitor the level to staff distance so that these distances were kept approximately equal and were never excessive.


The type of levelling staff employed was also a consideration as some early models were found to be inaccurate. This was especially true of the telescopic type of staff. A folding wooden staff with warranted graduations was found to be the most satisfactory.


Levelling traverses for the national survey generally ran along roads or tracks. At set intervals of around 4 to 8 kilometres a bench mark was placed as the permanent mark and height reference for any future levelling work.


In practice, a National Mapping levelling field party consisted of an instrument man and two staff men, with each staff man having a vehicle. For each reading of the staff the staff man got out of the vehicle and raised the staff as required. After the backsight staff was read, that man drove to the instrument man’s position and picked him up and drove him to the next instrument set-up and then drove on to the next foresight staff position. To protect the level instrument, but to also save time dismantling it, the instrument man usually travelled between points sitting on the vehicle’s tail-gate cradling the instrument.


Experience had shown that 300 feet (100m) was the limit for good observation of the staff, and that keeping the backsight and foresight distances about equal reduced systematic errors. As a guide to optimum instrument and staff positions, and an indication to the party that the 300 feet length of sight was not being exceeded, a nylon rope 300 feet long was towed behind each vehicle. The true length of sight was observed by stadia and recorded in the level field book as explained above.


The Natmap procedure outlined above was for remote areas and was modified when operating in settled areas. Having two vehicles always nearby with food, water, shelter and communications provided security. In addition, there was an efficiency aspect in that the overnight camp could be set up at the end of a day’s work wherever that happened to be, and then work could be readily continued the next day.


Nat Map's then Supervising Surveyor Geodetic Branch, Klaus Leppert, outlined a number of the technical issues associated with the third order levelling in a 1967 paper Problems encountered in the Use of Third Order Levelling for the National Levelling Grid, which is available via this link.


Survey Heights Prior to the Australian Height Datum

Prior to any form of systematic levelling, height determination had been carried by using simple trigonometry (where height difference is equal to the distance between two points multiplied by the tangent of the vertical angle between the points). For small areas this method was acceptable and national height datum differences were irrelevant.


A highly refined version of this approach Simultaneous Reciprocal Vertical Angles was used during the geodetic survey to carry approximate height. As the name suggests, the vertical angle between any two points was read at both points to the other simultaneously. Such an approach meant that the atmosphere affected the theoretical light ray from each point equally. As height values were thus carried throughout the national geodetic survey from east to west across Australia, national height datum differences over vast distances could no longer be ignored.


Australia’s first two height datums were based on the tide gauges at Williamstown, Victoria (1859) and Fort Denison, Sydney, New South Wales (1866). However as Lines (1992) stated:…The physical datum [for New South Wales] was a brass plug set in the masonry of the Lands Department building in Bridge Street, Sydney.  This was related to the tide gauge at Fort Denison, a small once-fortified island situated 6-7 kilometres inland from the entrance to Port Jackson, but considered sufficiently close to the entrance to represent the level of the open sea. For this purpose, the Fort Denison gauge was much better situated than those of Melbourne, Port Adelaide and Brisbane which were too remote from the open sea and in too confined waters.


Aeronautical charting increased the demand for more and accurate heights over large areas. To meet this demand Barometric and Altimetric instruments were used with varying success (Lines, 1992).


Original Fort Dennison tide gauge on the left of picture. (Reprinted with permission after Janssen et. al. (2013)).


Fuller (circa 1980s) recorded that the predecessor of the Australian Survey Office (ASO) in the Department of Interior was:…requested in 1950 to assist the Bureau of Mineral Resources (BMR) with survey control for the network of gravity measurements being planned across Australia, and later for surveys relating to seismic and geologi­cal work.


For gravity purposes, the observation stations were established on an approximate 7 mile by 7 mile grid. As height at each such station was necessary for the reduction of the gravity data, the grids of spot heights that emerged from this work became of value to topographic mapping and charting. Several hundred thousand square kilometres of sedimentary basins in Western Australia, Northern Territory and western Queensland were covered in this manner by helicopter-borne survey parties (Lines, 1992).


In the reduction of the gravity observations, heights with errors in excess of 1 metre above mean sea level became significant. Height control was therefore provided by levelling traverses along roads and tracks in the area of the survey. This levelling was carried out by the Department of Interior as documented by Fuller above. Not only did this work assist the gravity surveys but later provided data on which the specifications for the national survey were based.  


The contribution of the Department of Interior levelling to the national survey should be commended. Despite necessary minimal checks on the levelling and perhaps rough, but practical at the time, bench mark establishment, it adequately served the purpose for which it was intended; the provision of heights for the Bureau of Mineral Resources Gravity Section. Some years later when compared with the results of more modern levelling only a very small percentage of the Department of Interior levelling was found to be unacceptable for national levelling survey purposes.


Typical Department of Interior bench mark collar.



Department of Interior bench mark on the roadside.


In 1961 the Commonwealth Government made special funding available to support the search for oil in Australia and approval was given for some of this funding to be allocated to surveys which would link the existing levelling within and between the various sedimentary basins.


Map with the mainland sedimentary basins of Australia coloured for differentiation.


National Levelling Network progress maps at 1955, 1960 and 1965.


By the early 1960s, Australia had some 4,800 kilometres of level traverses which had been completed by the respective state lands departments of Western Australia, Victoria and New South Wales. This work was in support of the States’ programs and was completed to varying standards. Another 16,000 kilometres of level traverses, mainly by the Commonwealth’s Department of Interior, supported gravity surveys of the sedimentary basins.


At this time, Bruce Lambert Director of National Mapping decided that if these surveys were to be of any practical value within a usable time scale then use would have to be made of contract surveyors using readily available equipment and working to third order standards of accuracy. On the recommendations of the Division of National Mapping some of the special Commonwealth funding went to advancing the national levelling program. Refer Lambert's 1989 personal audio narratives accessible via this link.


Between 1961 and 1966, GRL (Rim) Rimington Assistant Director of the Division of National Mapping, in cooperation with the officers of the various state lands departments, planned and organised these control levelling surveys and arrangements were made with the State Surveyors General for their staff to supervise the contract operations. More detail regarding the contracting arrangements can be found in Klaus Leppert's 1967 paper The Levelling Survey of Australia, a copy of which is available here. The National Mapping specifications for contract third order levelling may be viewed from the list of specifications below.


By 1965 the total amount of control levelling had reached 129,000 kilometres. In this same year the Minister for National Development committed to undertake a topographic mapping program to cover the whole of Australia at a scale of 1:100,000 and with a 20 metre contour interval. The opportunity was then taken to extend the existing third order levelling surveys into a national network. At the end of 1970, 161,000 kilometres of levelling had been completed. A total of 232 contracts for bench marking and levelling had been arranged at an overall cost of almost $2 million.


The work selected for inclusion in the final simultaneous mathematical adjustment of the third order levelling network totalled 97,320 kilometres of levelling. Of this total, the Department of Interior contributed 15 per cent, the various States 22 per cent and National Mapping 3 per cent. The private sector played the major role, in that private surveyors under contracts arranged by National Mapping and overseen by the States, carried out 60 per cent of this levelling. Some of these levelling contracts involved some fairly arduous work. For example, in mid-1970 South Australian-based contract surveyor John Gibson and his assistants completed around 500 kilometres of two-way levelling from Pedirka in South Australia to Birdsville in Queensland. The work included a 370 kilometre stage across some 1,100 sand hills in the Simpson Desert. This major feat is commemorated on a plaque outside the Birdsville hotel along with monuments to other historic crossings of that desert. For more information on John Gibson’s life and career please use this link and for more details of John Gibson’s 1970 Simpson Desert leveling survey please use this link .


Early 1970s : John Gibson at the commemorative plaque at Birdsville (courtesy Wayne Gibson).

2012 : Inscription on the commemorative plaque at Birdsville (courtesy Laurie McLean).


Why third order levelling for the primary survey

The geodetic survey of Australia was to first order standard. Why then was the levelling survey of Australia to only third order standard?


Cost-effectiveness was the short answer to achieve the best result within the time and funds available. It was recognised that third order levelling provided heights that would be acceptable to the national topographic mapping program, general engineering purposes, and for the co-ordination of the levelling surveys undertaken in support of the gravity observations. It was also considered likely that the adjustment of the levelling network as a whole would produce a homogeneous survey approaching in accuracy the results obtained in the past from levelling networks surveyed to traditional patterns. If not, then subject to availability of funding, it could be strengthened at leisure with higher order surveys if these could be justified.


Another compounding factor with a then unknown degree of impact was crustal movement of the Earth’s surface. A high order levelling survey by its more precise nature would take significantly more time and incur considerably more cost to complete. However, by or even before completion its results could well have been impacted by vertical movements in the Earth’s crust that may have occurred during the many years it would take to carry out. Thus such a high order levelling survey was never a practical or economic consideration.


The practicality of the decision to work to third order standards was illustrated when four levelling traverses converged at the bench mark adjacent to the old government stock route well, Connor Well, about 90 kilometres north from Alice Springs along the Stuart Highway in central Australia. Based on the then adopted value for mean sea level at Port Hedland, Darwin, Bundaberg and Thevenard (near Ceduna) the height of the bench mark from the four separate traverses ranged within 1.3m.


The National Levelling Network at 1970 prior to adjustment. The blue pin shows the location of Connor Well.


Nat Map’s Precision Levelling Section

In 1966 a Precision Levelling Section was established within the Geodetic Survey Branch of the Division of National Mapping. Initially the section was headed by senior surveyor Klaus Leppert but following his promotion in December 1969 Klaus was replaced by Harry Granger.


The Section’s functions were to :



Make precise differential levelling surveys and undertake work required to complete the Australian levelling network for which contract levelling is not available; check the work of contractors; and connect the Australian levelling network to geodetic stations on the Australian Geodetic Datum (including Aerodist photogrammetric mapping control stations);


Arrange and supervise levelling surveys by contractors and directly and through the Surveyors General of the States and Territories, examine and recommend payment of accounts;


Arrange and supervise observations at tide gauges and the computation of tide gauge readings by contractors;


Determine and periodically review mathematical models of the earth and compute and adjust all levelling surveys to produce a homogeneous series of heighted points over Australia on which mapping and other surveys can be based;


Investigate new methods of levelling and computation;


Make recommendations for, and assist in the drafting of national specifications and recommend practices for geodetic levelling.


Between 1966 and 1971, Nat Map’s Precision Levelling Section’s field activity in the national levelling network was mainly confined to areas where because of access difficulties and remoteness private surveyors could not be expected to operate; to the completion of border connections; and to check levelling and inspection. During this time, 389 sections totalling 3,851 miles were check levelled and the marks on 1,717 miles of traverses were inspected following reports of sub-standard marking. This work, including checking a large number of contractor’s level books, resulted in the responsible contractors replacing or improving some 660 bench marks and/or some contractors performing complete relevelling or non-payment for their sub-standard work (Roelse et al 1975).


David Cook, Peter O’Donnell, Harry Granger and Barry Sloane were party leaders on this program and had in their parties Bill Jeffery, John Graham, Robert Bryant, Don Gray, Fred Reardon, Mike Whalen, John Woodger, John Birrell, Ken Byrne, Bob Cameron, Rod Craven, John Dickson, Adrian Ferguson, Ian Green, Steve Klein, Jack Lamb, John McPhie, Dick Mooney, Joe Murray, Andy Rodgers, John Rutherford, Peter Walkley, Harry Wilson, Ross Edmonds, Phil Cardiff and Rod Small.


Field Instructions for Nat Map 3rd order levelling surveys may be viewed (.pdf files) for 1968 and 1969 . In addition, the Nat Map specifications for the following are available :


·                  Contract Third Order Levelling;

·                  One-way, Contract Third Order Levelling;

·                  Permanent Marking for Levelling;

·                  Sketches showing approved methods, measurements and recording associated with third order levelling; and

·                  First Order Levelling.



It should not be forgotten that Nat Map Senior Surveyor Harry Granger passed away whilst on levelling field duties. Sadly, at around 2:30 in the afternoon of Tuesday 21 June 1977, as Harry was at Jervis Bay undertaking surveying and maintenance work at the tide gauge on the wharf at the Royal Australian Navy base HMAS Creswell, he suddenly collapsed. Despite immediate assistance and being rushed to hospital, Harry was pronounced dead on arrival. Harry with members of the Nat Map Levelling Section are shown in the photograph below.


Nat Map’s Precision Levelling Section circa 1972.
Standing left to right: John McPhie, Adrian Ferguson, Ian Green, John Dickson, Rod Craven, John Birrell, Dick Mooney, Ken Byrne, Bob Cameron, and Jack Lamb.
Seated left to right: John Graham, Harry Granger, and Barry Sloane.
XNatmap image.


Mean Sea Level for Australia

While the level traverses were being completed, data for the determination of a mean sea level datum for national purposes was being collected. These data came from a practical and judicious spread of recording tide gauges around the Australian coast.


The number and placement of the tide gauges was based on the characteristics of the tide which was already known to change considerably around the Australian coastline. The daily tide range varied in places from 1 metre to about 10 metres; some places had two high and low tides each day, and some only one. Tides were affected by several components of astronomical and fluid motions and could not be predicted with any accuracy, except with the availability of data coming from an analysis of previous records.


In an ideal world, tide gauge data for a full lunar cycle of 18.6 years would have been collected but of necessity only one calendar year of observations was attempted. The actual full year of observations took place in 1967, although 24 stations had contributed data since early 1966, and most continued to contribute data until the end of 1968. By this time, the information was deemed sufficient for the determination of the Australian Height Datum.


Ultimately surveys and calibrations of the 25 mainland gauges were supplemented by later surveys of gauges installed at Melville Bay, Darwin, Centre Island (Gulf of Carpentaria), Port Kembla and Wyndham.


Copies of the recorder charts from all tide gauges in the program were sent by the tide gauge operators to the Horace Lamb Centre for Oceanographical Research at the Flinders University of South Australia. The Centre extracted the hourly heights of sea level and undertook all computations associated with determining mean sea level and tidal constants.


For the national adjustment the determined mean sea level height at each tide gauge was held at zero metres. In actuality, it was the height of the nearby reference bench marks that were held fixed in the adjustment. A simple example is to assume that the height of the permanent bench mark is 1 metre above the tide gauge when the tide is at Mean Sea Level height. In the adjustment, the height of the permanent bench mark would be held fixed at 1 metre which was the same as if the tide gauge height itself was fixed at 0 metres. The logic behind this approach was that tide gauges were highly vulnerable. If a tide gauge was damaged and then replaced, the only height affected was that between the tide gauge and the permanent bench mark. The whole adjustment did not have to be recalculated.


At each Australian tide gauge the difference in height between the tide gauge’s measuring system and 3 permanent tide gauge bench marks nearby is obtained by very precise levelling.

Once this difference is obtained and mean sea level is established the heights of the permanent tide gauge bench marks are fixed. The bench mark height then becomes the permanent reference datum.


The Australian Height Datum

The Australian Height Datum (AHD) 1971 is defined as the datum surface derived from a simultaneous adjustment of the two way levelling network holding 30 tide gauges fixed at their mean sea level values. The adjusted height of the ground mark at the Johnston Geodetic Station is 56.300 metres. Observations for the determination of mean sea level were carried out from 1 January 1966 to 31 December 1968 at 29 tide gauges and from 1 January 1957 to 31 December 1960 at Karumba tide gauge.


By holding the height of mean sea level at zero metres at the 30 tide gauge stations connected to the levelling network, the land based levelling was warped to fit these zero values. Even so, the estimated standard error of adjusted heights in the centre of Australia was only 0.35 metres, sufficient for all practical purposes. Subsequent to the national adjustment, the National Mapping Council at its 29th meeting in Canberra in 1971 formally adopted this work as the datum to which all vertical control for mapping is referred.


When the adjustment was completed, there were 42,000 permanent bench marks with values in terms of the AHD spread across the continent. In this instance, Tasmania was not included in the AHD, as precision levelling over the intervening distance was not practicable. Tasmania was the subject of a later independent adjustment tied to four tide gauges in that State.


As described below, Natmap's levelling field parties also undertook a program of levelling to accessible first order trigonometrical stations. Not only was the height of the ground marks determined, but also the height of the cairn, vanes and top of the centre pole. During the first order geodetic survey, height had been carried between these horizontal control stations by observing reciprocal vertical angles throughout. Now with the completion of the levelling adjustment, and the additional levelling to the first order stations, trigonometric heights of all horizontal control stations were adjusted to the AHD.


With the completion of the adjustment of the levelling survey, and its subsequent transformation to the Australian Height Datum, another great task comparable in magnitude to the national geodetic survey had been accomplished. This national levelling survey is also an undertaking without a peer. In assessing its significance consideration must be given to the elapsed time from its start to its finish, the high degree of co-operation between the various government organisations and significant involvement of the Australian survey industry as well as the wide variations in the often harsh operational conditions across the continent.



(Left) Bill Jeffery (1924-2009) with a Koni 007 automatic level on operations (courtesy Neale Jeffery). (Right) A Jenoptik Koni 007 automatic level (courtesy Dr Nicolàs de Hilster web site).


AHD Deficiencies

The establishment of the AHD in1971 was to provide a homogeneous framework of heights suitable for mapping and most other projects of the time, requiring a standard height reference. Since the adoption of the AHD, however, advances in computational programming and power plus the acquisition of independent GPS data and analysis of the 1975 rapid two-way first-order levelling along the northeastern coast of Australia, has allowed greater analysis of the AHD and indicated some inadequacies in its basis. These aspects were highlighted in Filmer and Featherstone's 2009 paper, Detecting Spirit-levelling Errors in the AHD: recent findings and issues for any new Australian height datum.


These deficiencies are associated with the quality of the original levelling observations and their reduction. Not that this work was sloppy just that in hindsight if atmospheric conditions had been consistently observed and then applied, loop misclosures may have been reduced and further possible errors detected. Adjusted tide gauge heights from inland and coastal levelling traverses in the National Levelling Survey used to establish the Australian Height Datum in 1971 gave mean sea level values at Cairns of +1.06 metres (inland route) and +0.94 metres (coastal route). These values were based on a mean sea level value at Brisbane of 0.0 metres for both routes. In their report on the adjustment of the AHD, Roelse et al had concluded that holding sea level fixed at 30 tide gauges appeared to strain the levelling network and that further investigations into several aspects of the mathematical model of tide gauge zeros needed to be made in the future (Roelse et al, 1971). In other words, the holding of the height of mean sea level at zero metres at the 30 tide gauge stations connected to the levelling network introduced an artificial north-south slope of around 1.5 metres in the datum. A number of theories were put forward to account for this rise along part of a theoretical equipotential surface. The presence of the Barrier Reef, prevailing ocean currents, the temperature and salinity of the water and the shallowness of the water have been considered. None gave a satisfactory explanation. More information may be found in Holloway's 1988 paper, The Integration of GPS Heights into the AHD.


To investigate this slope or tilt, between 1974 and 1978, National Mapping carried out rapid first-order levelling between Coff's Harbour in northern New South Wales to Cairns in North Queensland. This precise levelling was along the main east coast transport corridor, namely the Pacific Highway and the Bruce Highway. From these trunk routes spur traverse connections were made to a number of tide gauge bench marks including at : Coff's Harbour, Iluka, Evans Head, Ballina, Tweed Heads, Currumbin Rocks, Snapper Rocks, Southport, Brisbane, Redcliffe, Caloundra, Noosa Heads, Urangan, Bundaberg, Gladstone, Mackay, Bowen, Townsville, Lucinda, Mourilyan, and Cairns.


The accuracy specification for the 1974-1978 rapid first-order levelling survey was that the two levellings of each section shall not differ by more than 4 times the square root of the distance levelled in kilometres (with this result expressed in millimetres). For example, for rapid levelling over a traverse route of 25 kilometres the accuracy had to be within 20 millimetres when comparing the results of the two simultaneous one way results. The method employed was for the backsights and foresights between the level instrument and each staff to be limited to 50 metres.


The levelling technique involved both level runs being carried out simultaneously in the one direction. The instrument used was a Jenoptik Koni 007 precise automatic compensator level. Each staff person carried one blue painted 10 kilogram metal staff change point base plate (a frog) and one red painted frog. The frogs were firmly placed on the ground. The staff person would place the invar staff on the blue frog and then on the red frog. The staff was held steady vertically by a bubble and 2 supporting aluminium poles. The instrument person would then be able to read 2 sets of backsight and foresight observations; one set blue and one set red. Once bench marks were closed off the blue booked differences in elevation results were compared with the red booked results. The work was considered complete when the results were within the accuracy specification mentioned above.


The amount of this north-south slope may seem relatively small (less than 1 millimetre per 2 kilometres or about 0.1 seconds of arc), but Filmer and Featherstone point out that it may now be significant to some Earth science related studies such as high-precision geodesy. In addition, digital elevation models (DEMs) based on AHD are used in Australia for resource and environmental management, river geomorphology and hydrological modelling, height-change analysis associated with seismicity and the computation of gravimetric terrain corrections. Independently derived DEMs from space-borne sensors indicate that several of the DEMs available for Australia are now suspect, most likely caused by the AHD being their foundation.


In its publication ICSM Guidelines for Digital Elevation Data the Intergovernmental Committee on Surveying and Mapping stated that...The Australian Height Datum (AHD) is the official vertical datum of Australia and should be used for all land surveys. These guidelines further outline the complex issues surrounding establishing any new vertical datum. Such a new vertical datum not only has to accurately reflect the terrain but also integrate with GPS elevations and bathymetric depths.


Australian Vertical Working Surface (AVWS)

The Intergovernmental Committee on Surveying and Mapping (ICSM) introduced the Australian Vertical Working Surface (AVWS), in 2020. Even so the AHD still remained the legal vertical reference surface.


The aim of having an Australian Vertical Working Surface was that as the AHD was known to have a number of biases and distortions such that GPS users were only capable of deriving AHD heights with an accuracy of 6-13 cm across Australia :



heights could be computed directly from GPS without needing to connect to a survey mark infrastructure, with an accuracy of 4-8 centimetres;


GPS ellipsoidal heights are relatively cheap and easy to obtain in comparison to large scale levelling campaigns;


height relativity to better than 10 centimetres over large areas could be achieved; and


it was internally consistent and defined seamlessly on and offshore.


The Australian Vertical Working Surface would provide a link between the Australian Gravimetric Quasigeoid (AGQG, a gravity model that provided the offset between the ellipsoid and geoid) and the AUSGeoid (AUSGeoid2020, a model that provided the offset between the ellipsoid and Australian Height Datum (AHD)). The relationship of these various surfaces is shown in the diagram and further explained below.


Relationship of the various surfaces described below; after ICSM (2021).





The topographical surface of the Earth.

Mean Sea Level (MSL)

An observed tidal datum and is used as the conventional reference surface to which heights on the terrain are related.


A mathematical representation of the Earth (today GRS80) used as a reference surface for positioning, navigation, map projections and geodetic calculations. Ellipsoidal heights are the distance between the ellipsoid and point of interest in the terrain measured along a straight line perpendicular to the ellipsoid (ellipsoid normal). Height is the GPS height.

Ellipsoid Normal

A straight line perpendicular to the ellipsoid.


The direction of gravity at a point in the terrain as indicated by a freely suspended plumb-line.


The Australian Height Datum as defined by the surface which passed through approximate mean sea level established between 1966 and 1968 at tide gauges around the Australian coastline.


A surface of equal gravity potential (or equipotential) that closely approximated mean sea level. Heights with respect to the geoid are known as orthometric heights 𝐻 and are the curved line distance between the geoid and point of interest in the terrain, measured along the plumb-line. N is the geoid undulation such that 𝐻 - N.


A non equipotential surface of the Earth’s gravity field closely aligned to the geoid with differences up to 0.15 metres in Australia. Offshore, where there is no topography, the quasigeoid agrees with the geoid. Heights with respect to the Quasigeoid are known as normal heights 𝐻* and are the curved line distance between the Quasigeoid and point of interest in the terrain, measured along the plumbline. Height anomaly 𝜁 = - 𝐻* .


A theoretical surface that looks like the Earth’s surface except that it is displaced by the Quasigeoidal height. The normal potential gravity is equal to the true gravity potential on the Earth’s surface.


The Australian Gravimetric Quasigeoid (AGQG) model is a model of the Australian gravity field. It is freely available as a binary file from Geoscience Australia. The AGQG was defined on a 1 arc minute grid from 8°(S) to 61°(S) and 93°(E) to 174°(E). The latest AGQG model (AGQG2017) was determined from some 1.8 million onshore gravity values provided in the Australian National Gravity Database, offshore satellite altimetry derived gravity anomaly values, the global gravity model (EGM2008), and the national digital elevation model DEMH1s.


The AUSGeoid2020 model now provides the offset between the GDA2020 ellipsoid and the Australian Height Datum (AHD). This tool can transform between ellipsoidal (GPS) and AHD heights and supplies uncertainty estimates. The conversions are valid (on-shore only) for latitude and longitude coordinates between 8ºS to 61ºS and 93ºE to 174ºE. Note that the input coordinate format is decimal degrees.


From the diagram above :



the GPS (ellipsoidal) height (dark green distance) of a point in the terrain is equal to either :


its AHD height (orange distance) plus its AUSGeoid height (magenta distance); or


its AVWS height (light green distance) plus its AGQG height (light blue distance).




thus the AVWS height of a point can be found from :


its GPS (ellipsoidal) height less its AGQG height; or


its AHD height plus its AUSGeoid height less its AGQG height.


More detailed information, please refer to the Australian Vertical Working Surface Technical Implementation Plan, the websites of Geoscience Australia (GA) and the Intergovernmental Committee on Surveying and Mapping (ICSM) .


For the common user with a hand held GPS, who may want to know the AHD height the AUSGeoid2020 model is the solution. Input location coordinates, in decimal degrees, and GPS height and not only is the AHD height for the location displayed but an indication of its accuracy.


Walking around with a GPS and a web link is obviously not always practical. A less real time solution is to select a number of locations within your area of interest beforehand. Enter each location into the web model page with an ellipsoidal height of 0 (zero) metres. Note the AHD Height (metres) result for each location with arithmetic sign. For a single location say the AHD Height is returned as -3.522 metres then in the region of that point any GPS height should be reduced by 3.522 metres to get the AHD height. For locations over an area an average value will suit most users. Low differential values, say less than 10 meters or half the contour interval, may not be relevant but on Cape York where differential values can be above 50 metres, the differences are worth noting.


The introduction of the Australian Vertical Working Surface was to overcome the long lamented, limitations found with the AHD especially by industry or users requiring a higher spatial precision. Its utility, as the models involved are refined, will only emerge with time. Nevertheless, it must be considered as a step in the right direction.






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