Despite the vast technological advancements in equipment, the survey industry continues to struggle I get “HORIZONTAL ANGLE ERROR” prompt every time the reading is close to 90 degrees when I try to set out a 90 degree angle from a target. Three is the absolute minimum, and I prefer to use 4 or more points. We would than static our control, convert to plane and adjust our traverse onto it. However, this is the only real disadvantage. Compared to the simple station setup, you need to allow more time. The only times we had issues was when other surveyors were lazy. This error can’t be eliminated by taking two face (face left and face right) readings unlike the horizontal collimation error.If the instrument is fitted with a compensator it will measure residual tilts of the instrument and will apply corrections to the horizontal and vertical angles for these.Image Source: Lecture Series by Trinity College DublinHowever all compensators will have a longitudinal error l and traverse error t known as zero point errors. Topic 6: Angle measurement: Intersection and resection. My state has a pretty good CORS system so it helps me avoid some of that control inaccuracy due to compounding error.Don’t ever do a two point resection. That vastly simplifies in field calcs.The accuracy of the resection is also only as good as the points you're resecting off of.
The error can be overcome or eliminated by observing on two faces.For single face measurements, an on-board calibration function is used to determine the deviation (c)of actual line of sight and deviated line of sight. In theory this should give you better results at your resected station than would be possible by setting up and backsighting on any pair of points.Geo-referencing after the fact is possible but the more you can do in the field the better - saving work down the line and making what you do more relevant!A great place for Land Surveyors to get together and share tips and tricks from the field. FWIW, I worked railway and we chased >5mm on every shot, and got it 99% of the time.Yea I was really confused when I first read the OP, I'm a bit in the boonies and while I've seen your fancy built in GPS total stations, I've never used anything newer than Topcon GPT 3k series. I spent 10 years working with 3" stations (and better). Any boundary type survey I do with only conventional methods I establish a baseline of two points, then locate my corners in that coordinate system. =\I only like to resection off known points, for example existing control, where I have at least one point outside the resection to check. Whoever told you the accuracy of a total station is poor is either extremely lazy with their work OR doesn't know a lot about total stations. With 3 points, you can catch any potential error in the points, but you can’t throw out a point.
Abstract Reflectorless Total Station Measurements and their Accuracy, Precision and Reliability. Brings you the latest insights into the research & developments in the geospatial industry and academics. That is overkill for a simple mortgage survey. The only times we had issues was when other surveyors were lazy. This is an axial error.Line of sight error effects the horizontal angle readings and increases with steep sightings. SPAR 3D Expo & Conference, presented by SPAR 3D.com and co-located with AEC Next, is...A Total Station is modern, automated and much more complicated combination of theodolite integrated with an electronic distance meter (EDM), microprocessor with an internal data storage or external data collector.The total station is designed for measuring of slant distances, horizontal and vertical angles (earlier theodolite was used for this purpose) and elevations in topographic and geodetic works as well as for solution of application geodetic tasks.Like every optical and electro-mechanical instrument total station does have some source of error that need to be understand and instrument must be calibrated before the instrument move to field.Following are different types of total station errors:Horizontal collimation or line of sight error is when the line of sight is not perpendicular to the tilting axis of the instrument. All that said, I usually just pop in two points using my GPS. Learn more.
This means that you can drop "incorrect" points from your resection and you can distribute the error between all three. Leveling the Total Station ... Resection initializes the X,Y,Z coordinates of the instrument. Accuracy is limited by the points themselves but you can then either distribute errors accordingly or chose to discard the points used. Whoever told you the accuracy of a total station is poor is either extremely lazy with their work OR doesn't know a lot about total stations. With 4 or more points, you can identify error, throw out a bad point (delete from setup), and still have a accurate setup.Use 2 points all the time. GIS Resources is an initiative of Spatial Media and Services Enterprises with the purpose that everyone can enrich their knowledge and develop competitiveness. Do it at least 3 times. These are averaged using face left and face right readings but for single face readings must be determined by the calibration function of the total station.How can we determine the vertical collimation error?Vertical collimation error can be detected if the horizontal base line of angle from 0° to 180° in the vertical circle does not coincide with the vertical axis of instrument.I use a topcon GTS 229 total station. Join the international community at https://landsurveyorsunited.comPress J to jump to the feed. - Existing points with known coordinates are marked in green (points 1, 2). In this case they wouldn’t be good as control points anyway.Also where I’m from replaced boundary corners need to be relative to those around them (same property or adjacent) in which case using any existing corner pegs would be the way to go anyways.Yes, the accuracy of your resection is limited by the accuracy of the total station.
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