The accuracy investigation of point coordinates’ determination using a fixed basis for high-precision geodesy binding

Volodymyr Litynskyi 1 , Svyatoslav Litynskyi 2 , Anatolii Vivat 1 , Mykhailo Fys 1  and Andrii Brydun 1
  • 1 Institute of Geodesy, Lviv Polytechnic National University, 12 Bandera str.,, Lviv, Ukraine
  • 2 Department of Programming of Ivan Franko National University of Lviv, 1 Universytetska str.,, Lviv, Ukraine
Volodymyr Litynskyi
  • Institute of Geodesy, Lviv Polytechnic National University, 12 Bandera str.,, Lviv, Ukraine
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, Svyatoslav Litynskyi
  • Department of Programming of Ivan Franko National University of Lviv, 1 Universytetska str.,, Lviv, Ukraine
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, Anatolii Vivat
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  • Institute of Geodesy, Lviv Polytechnic National University, 12 Bandera str.,, Lviv, Ukraine
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, Mykhailo Fys
  • Institute of Geodesy, Lviv Polytechnic National University, 12 Bandera str.,, Lviv, Ukraine
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and Andrii Brydun
  • Institute of Geodesy, Lviv Polytechnic National University, 12 Bandera str.,, Lviv, Ukraine
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Abstract

Modern scanners can perform terrestrial topographic survey with resolution of 1 cm and accuracy of 2 mm in just a few minute‘s time, from the distance of up to 100 meters. However, for surface topographical surveying of large territories or complex industrial objects, it is necessary to conduct geodetic traverses and perform their binding to the points of the geodesic basis. One method of coordinate transferring during surveying is by using the method of inverse linear-angular intersection, which involves the measuring of the respective sides S1, S2 and the β angle between them. This method is more precise than the classical one, which usually contains centring and reduction errors. The linear-angular intersection method can also be used for many applications in engineering geodesy, for laying geodetic traverses, and for binding to the wall based points of ground-surveying.

1 Introduction

In the research of Lityns’kyy et al. (2014), the theoretical solution to the direct problem was found – calculation of optimal values of the measured distances for the accurate determination of the small segments’ lengths. In the research of Lityns’kyy et al. (2015), the methodology was practically tested, with the electronic tacheometers (with characteristics mS = 2 mm, mβ = 500), determined the length of one-meter and ten-meter dimensional segments with an accuracy of 0.2–0.8 mm. In this proposed research, the inverse problem is solved: ‘Optimization of determining the coordinates of an unknown point for a fixed basis in order to provide a high-precision geodetic binding’. This allows us to design a network of reference points to obtain the highest accuracy of the position of the desired point. Depending on the distance selected between the reference points, the accuracy of determining of the position of the desired point can vary considerably for the basic indicators of accuracy of measuring lines and angles. Classically in geodesy, the method of determining the coordinates of an unknown point at measured angles and distances to known points is called reverse linear angular intersection. When measuring angles, distances and their combinations, the reverse intersections are divided into: angular, linear and angular-linear. Mathematically, the problem is unambiguously solved if two angles are measured for angular intersection, one angle and one distance for linear-angular intersection and two distances for linear intersection. Geodesically, additional (redundant) measurements are performed to assess accuracy. The form of a triangle formed during the measurement of angles, lines, angles and lines affects the accuracy of the determination of the desired point. Of particular interest is the linear-angular intersection,

since it can use combinations of measurements.

The research of Gargula (2009) presents the theoretical and empirical studies of the accuracy of the angle determination in a triangle using the law of sines, if the angle is close to the direct one. The research is done for use in geodesy (for example, to determine the coordinates), which requires a certain level of accuracy. Several models have been researched for various triangular variants, on the basis of which a ‘safe’ angle was determined.

Nowadays, there are several methods for evaluating the accuracy of the inverse linear-angular intersection. We have proposed a method for determining the position of an unknown point P, which provides an opportunity to predict the accuracy of determining its coordinates, depending on the distance between the reference points, the distance to the desired point and the accuracy of the device used.

Such studies are of interest to high-precision engineering and geodetic works, where apriori it is necessary to know the possible accuracy of the instrument’s coordinates (Vivat et al., 2018) for planning the locations of the installation of an electronic tacheometer or a laser scanner.

2 Mathematical research

The coordinates of an unknown point P are calculated as:

xp=x0+Δxyp=y0+Δy

where:

xP, yP – coordinates of an unknown point,

x0, y0 – coordinates of a known point,

Δxy – increase of coordinates.

Let‘s find out the values of the measured parameters S1, S2 and β when the error of the calculation of coordinates will be minimal. In this case, one side of the formed triangle S is fixed (Fig. 1).

Figure 1
Figure 1

Regarding the theory of coordinate determination using the planar linear-angular intersection method

Citation: Reports on Geodesy and Geoinformatics 107, 1; 10.2478/rgg-2019-0003

For the measured two sides of the triangle and the angle between them, the increase of coordinates Δx and Δy can be calculated by various methods, for example, by the law of sines and cosines, and also the Pythagorean theorem (Shkil, 2005). Let’s write down these formulas in a sequential manner.

Law of sines:

α=arcsin(s1ssinβ),
γ=arcsin(s2ssinβ).

Let‘s determine the increase of the coordinates Δx by using the value of the angles from the formulas (2) and (3):

Δx=s2cosα=s21s12sin2βs2=s2ss2s12sin2β,
Δx=ss1cosγ=ss1ss2s22sin2β.

By the Pythagorean theorem, we define the increase Δx for the acute and obtuse angle:

Δx=S12+S22+S22S.

The increase in Δy for all cases can be determined by one formula:

Δy=S2sinα=S1S2sinβS,

With corresponding mean square error of:

my2=1S2S22sin2βmS12+S12sin2βmS22+S12S22cos2βmβ2.

Additionally, from the triangle OPM we also calculate:

Δy=S22(Δx)2.

Therefore, it is important to choose such formulas for which there are no peculiarities and which have the slightest error in finding the coordinates of point P. For this, we will write down formulas of mean square errors for different cases.

Using formulas (4)–(6) gives three cases of calculation of the value mx2:

mx2=1s2S2S12sin2βmS22+S22S12sin4βmS12+S14sin2βcos2βmβ2S2S12sin2β,mx2=1S2S2S22sin2βmS12
+S12S22sin4βmS22+S24sin2βcos2βmβ2S2S22sin2β),
mx2=S12mS12+S22mS22S2.

Mathematically, the problem is to find the minimum error of:

mp2=mx2+my2

providing

S2=S12+S222S1S2cosβ,

is formulated as finding the minimum of the Lagrange function:

F(S1,S2,β)=mx2+my2+λ(S12+S222S1S2cosβS2).

Analysis of the two formulas for the calculation of errors (10), (11) reveals a feature (Fig. 2), namely:

Figure 2
Figure 2

Peculiarity of determination of coordinates by law of sines

Citation: Reports on Geodesy and Geoinformatics 107, 1; 10.2478/rgg-2019-0003

limmx2,

for

sinβSS1S1S,sinα1,απ2,Δx0,S1S,mx

in formula (10), and

sinβSS2S2S,sinγ1,γπ2,Δx0,S2S,mx

in formula (11).

Also, by tabulating functions (10) and (11) it is established that for the given S1, S2, fixed basis S and a definite angle β, there is no extremum by the law of cosines.

We perform the analysis of formulas (8, 12, 13). For the graphical and tabular representation of the values of formula (13), we use the software (Wolfram Mathematics). Figures 35 presents the accuracy of determining the position of the point P, depending on the length of the base segment and the accuracy of the measurement of angles and lines. The values of the accuracy of the determination of coordinates in the characteristic points of Pi are also given in Tables 13.

Figure 3
Figure 3

The accuracy of determining the point P for S = 100 m, mS = 1 mm, mβ = 1"

Citation: Reports on Geodesy and Geoinformatics 107, 1; 10.2478/rgg-2019-0003

Figure 4
Figure 4

The accuracy of determining the point P for S = 3000 m, mS = 1 mm, mβ = 1"

Citation: Reports on Geodesy and Geoinformatics 107, 1; 10.2478/rgg-2019-0003

Figure 5
Figure 5

Accuracy of determining the point P for S = 300 m, mS = 0.1 mm, mβ = 1"

Citation: Reports on Geodesy and Geoinformatics 107, 1; 10.2478/rgg-2019-0003

Table 1

The value of mP of nine characteristic points for Fig. 3

Pointx [m]y [m]S1 [m]S2 [m]mP [mm]
b10.00.0S =100 m
b20.0100.0mS = 1 mm , mβ = 1n
p10.050.050.050.01.0
p250.050.070.770.71.5
p3100.050.0111.8111.82.2
p4100.00.0141.4100.02.3
p50.0-50.0150.050.01.5
p60.0-100.0200.0100.02.5
p7-100.00.0141.4100.02.2
p8-100.050.0111.8111.82.0
p9-50.050.070.770.71.5
Table 2

The value of mP of nine characteristic points for Fig. 4

Pointx [m]y [m]S1 [m]S2 [m]mP [mm]
b10.00.0S = 3000 m
b20.03000.0mS = 1 mm, mβ = 1}
p10.01500.01500.01500.03.4
p21500.01500.02120.02120.02.0
p33000.01500.03354.03354.013.0
p43000.00.04242.03000.014.0
p50.0-1500.04500.01500.011.0
p60.0-3000.06000.03000.025.0
p7-3000.00.04242.03000.014.0
p8-3000.01500.03354.03354.012.0
p9-1500.01500.02120.02120.02.0
Table 3

The value of mP of nine characteristic points for Fig. 5

Pointx [m]y [m]S1 [m]S2 [m] mP [mm]
b10.00.0S = 300 m
b20.0300.0mS = 0.1 mm, mβ = 1n
p10.0150.0150.0150.00.4
p2150.0150.0212.0212.00.2
p3300.0150.0354.0354.02.2
p4300.00.0424.0300.01.3
p50.0-150.0450.0150.01.1
p60.0-300.0600.0300.02.1
p7-300.00.0424.0300.01.4
p8-300.0150.0353.0353.01.1
p9-150.0150.0212.0212.00.2

Table 1 gives the accuracy of determining the coordinates of the point P for the characteristic discretely selected nine points for S = 100 m, mS = 1 mm, mβ = 1} from Fig. 3a. Columns 4 and 5 also show the values of the formed sides S1 and S2.

Table2 gives the accuracy of determining the coordinates of the point P for the characteristic discretely selected nine points for S = 3000 m, mS = 1 mm, mβ = 1} from Fig. 4a.

Table 3 gives the accuracy of determining the coordinates of the point P for the characteristic discretely selected nine points for S = 300 m, mS = 0.1 mm, mβ = 1} from Fig. 5a.

For Figs 4 and 5, an interesting dependence of the accuracy of the determination of the coordinates of a point P is observed. If the point P is placed on a circle with a diameter equal to the base S, then the accuracy of the mP is the same for all the points that are on the diameter.

3 The formula derive for determining the optimal position

Let’s try to analytically derive the formula for determining the optimal position of point P. We will write a function for which it is necessary to determine the minimum:

F(S1,S2,β)=1S2((S12+S22sin2β)mS12)+(S22+S12sin2β)mS22+(S12S22cos2β)mβ2)+λ(S12+S222S1S2cosβS2).

Assume that mS12=mS22.Accordingly, the function:

FS1,S2,β=1S2S12+S221+sin2βmS12+S12S22cos2βmβ2+λS12+S222S1S2cosβS2.

Let’s write the conditions for the existence of an extremum:

{FS1=2S1S21+sin2βmS12+S22cos2βmβ2+2λS1S2cosβ=0FS2=2S2S21+sin2βmS12+S12cos2βmβ2+2λS2S1cosβ=0.Fβ=sin2βS2S12+S22mS12S12S22mβ2+2λS1S2sinβ=0S2=S12+S222S1S2cosβ

Let’s note k=mS12mβ2.Accordingly, the system of equation (18) could be rewritten as:

{S1mβ2S21+sin2βk+S22cos2β+λS1S2cosβ=0mβ2S21+sin2βkS1S2S1S2cos2βS1S2+λS1S21+cos β =0sin β cos β m β 2S2S12+S22kS12S22+λS1S2=0S2=S12+S222S1S2cos β 

or

{S1m β 2S21+sin2 β k+S22cos2 β + λ S1S2cos β =0S1S2m β 21+sin2 β kS1S2cos2 β S2+ λ 1+cos β =0Sin β cos β m β 2S2S12+S22kS12S22+ λ S1S2=0S2=S12+S222S1S2cos β 

The second equation of the system (20) splits into two. For

S1 = S2 we have:

{S1(mβ2S2((1+sin2β)k+S12cos2β))=λS1(1cosβ)sinβ(cosβmβ2S2((2S12k)S14))=λS12sinβS2=2S122S12cosβ=0

Assuming that sin β ≠ 0 (not a degenerative case), we obtain from the first two equations of the system (21a):

(1+sin2β)k+S12cos2βcosβ(2kS12)=1cosβ

Therefore, taking into account (21c), equation (22) will have the following form:

2(1cosβ)(1+sin2β)k+S2cos2βcosβ(2kS22(1cosβ))=2(1cosβ)2

The solution (23) is determined by one of the approximate methods, for example, by the bisection method. The results of calculations show the existence of a minimum error value only for certain bases shown in Figures 3– 5.

4 Closing remarks

The determination of the point coordinates for a fixed basis is possible with different formulas.

The measurement error of the calculations for some methods does not accept optimal values, but varies in the range from infinity to a fixed value.

Only the combined method of determining the coordinates can optimize the measurement error of the calculations.

It is established that the constant error of calculations is achieved when placing a device in a circle whose diameter is equal to the basis S.

The value of this error is determined by the formula:

m2(π2)=2ms2.

There is a dependence between the basis and the accuracy of measurements, which is established on the basis of an approximate solution of the equation.

References

  • Gargula, T. (2009). A special case of the triangle solution with the law of sines in geodetic application. Modern achievements of geodesic science and production 1(17):85–91.

  • Lityns’kyy, V., Fys, M., Pokotylo, I., and Lityns’kyy, S. (2014). Calculation of optimal values of measured lenghts for accurate determination of small segments. Geodesy, Cartography and Aerial Photography 79:42–47.

  • Lityns’kyy, V., Vivat, A., Perii, S., and Lityns’kyy, S. (2015). Method of measuring of exemplary basis of second category for verification of electronic total stations. Geodesy, Cartography and Aerial Photography 81:59–65.

  • Shkil, M. I. (2005). Matematychnyi analiz. Ch. 1. (Calculus. Part 1) Kyiv.

  • Vivat, A. I., Tserklevych, A. L., and Smirnova, O. M. (2018). A study of devices used for geometric parameter measurement of engineering building construction. Geodesy, Cartography, and Aerial Photography 87:21–29,

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  • Gargula, T. (2009). A special case of the triangle solution with the law of sines in geodetic application. Modern achievements of geodesic science and production 1(17):85–91.

  • Lityns’kyy, V., Fys, M., Pokotylo, I., and Lityns’kyy, S. (2014). Calculation of optimal values of measured lenghts for accurate determination of small segments. Geodesy, Cartography and Aerial Photography 79:42–47.

  • Lityns’kyy, V., Vivat, A., Perii, S., and Lityns’kyy, S. (2015). Method of measuring of exemplary basis of second category for verification of electronic total stations. Geodesy, Cartography and Aerial Photography 81:59–65.

  • Shkil, M. I. (2005). Matematychnyi analiz. Ch. 1. (Calculus. Part 1) Kyiv.

  • Vivat, A. I., Tserklevych, A. L., and Smirnova, O. M. (2018). A study of devices used for geometric parameter measurement of engineering building construction. Geodesy, Cartography, and Aerial Photography 87:21–29,

    • Crossref
    • Export Citation
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    Regarding the theory of coordinate determination using the planar linear-angular intersection method

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    Peculiarity of determination of coordinates by law of sines

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    The accuracy of determining the point P for S = 100 m, mS = 1 mm, mβ = 1"

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    The accuracy of determining the point P for S = 3000 m, mS = 1 mm, mβ = 1"

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    Accuracy of determining the point P for S = 300 m, mS = 0.1 mm, mβ = 1"