Науки о Земле (Geo-Science) №03-2012

- 3-2012

INTERNATIONAL SCIENTIFIC, TECHNICAL AND INDUSTRIAL JOURNAL GEO SCIENCE 3-2012

- (International scientific, technical and industrial electronic journal GeoScience) , , , . 4 .

77-44805 29.04.2011, ISSN: 2223-0831, , DOAJ (Directory of open access jornals).

..., . / Baranov Vladimir N. ..., . / Batrakov Yuriy G. ..., . / Gavrilova Larisa A. , , .-.., . / Garetsky Radim G. ..., .. / Dokukin Petr A. .-.., ... / Dokukina Ksenia A. ..., . .. / Zaitsev A.K. ..., . / Karpik Alexandr P. ..., ... / Kaftan Vladimir I. ..., . / Kosinskij Vladimir V. ..., . / Levin Eugene ..., . Malinnikov Vasily A. .-.., . / Nagorny Victor D. ..., . / Pevnev Anatoly K. .-.., . / Plushikov Vadim G. -. , ..., . / Savinykh Victor P. ..., . / Tatevian Suriya K. .-.., . / Kharchenko Sergey G. ..., . / Chepurin Eugene M. ..., . / Yuzefovith Alexandr P.

/ Dokukin Petr A. / Poddubsky Anton A. / Poddubsky OlgaN. / Komkov Dmitry S.

: [email protected] -: [email protected] :

(): , , , 109129, / 39 :

/: , , 109129, / 39 Russia, Moscow, index 109129, PoBOX 39

: http://geo-science.ru : [email protected] : http://vkontakte.ru/geoscience Facebook: https://www.facebook.com/pages/edit/?id=297004870315291

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/ Geoinformatics

.. - / Savinykh V.P. System of reception of the coordinate and time information for solution of problems of monitoring

.. / Mayorov A.A. Current status geoinformatics...

.. / Tsvetkov V.Ya. Analysis of geotechnical systems by geoinformatics methods

.. / Rozenberg I.N. Geoinformatics monitoring of transport objects ..

.. / Romanov I.A. Application of geoinformatics methods at analysis of railway transport`s innovative projects ..

/ Geodesy

Dokukin P.A., Poddubsky A.A., Poddubskaya O.N.Satellite measurements analysis of the reference basis / .., .., . ..

.. / Dementiev V.E. Determination of vertical refraction dynamic methods

.. / Maksimova M.V. Application of local coordinate systems ..

.., .. / Malinnikov V.A., Belenko V.V. Creation of cartographical databases...

.. / Markelov V.M. Creation of cartographical logistical models....

.. / Varvarina E.A. Experience in a digital map products using complex airborne laser scanning and aerial photographs of classical.

.. , / Kordyukov P.S. Regulators of growth of plants in nursery, the decorative garden and their influence on environment...

.. . / Osintseva M.S. Vertical gardening. live walls.

.., / Shuravilin A.V., Tabuk Musalem Ahmed Provision with water of potatoes at a drop irrigation depending on a mode of moistening and formation of a water heat-sink soil layer in the conditions of OMAN.

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/ Land monitoring

.. o eoao-ooecoo ooa ooeco oe ooc ee / Kordyukov P.S. Algorithms of territorial and economic zoning and economic assessment of city lands.

/ Opinions

.. () / Danilov V.I. The cause of the magnetic field of the Earth and planets (hypothesis)...

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SYSTEM OF RECEPTION OF THE KOORDINATNO-TIME INFORMATION FOR SOLUTION OF PROBLEMS OF MONITORING

../ Savinykh V.P.

- , , , / Corresponding Member of RAS, Doctor of Science Professor, President of the Moscow State University of Geodesy and Cartography Russia

e-mail:

Abstract

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In article questions of reception of the koordinatno-time information for solution of problems of monitoring are considered. Necessity of creation of a uniform geoinformation field is noted. Problems which should be solved at creation of system of reception of the koordinatno-time information for solution of problems of monitoring maintenance of unity of a terminological field, maintenance of unity of time, maintenance of unity of co-ordinates, realisation of co-ordinate environment of measurements, association of land and satellite networks are allocated. Value a basis of metrological maintenance of measurements is opened. It is shown that the metric basis of co-ordinate system is formed by geodetic networks. Conditions and problems which are necessary for creation of the koordinatno-time information for solution of problems of monitoring are defined.

Keywords , , , , .

Remote sounding, monitoring, co-ordinate environment, the geodetic networks, geodate.

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681.518

CURRENT STATUS GEOINFORMATICS

.. / Mayorov A.A.

, , / doctor of Technics, professor, Rector of Moscow State University of Geodesy and Cartography of Russia

e-mail: [email protected]

Abstract

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Keywords , . Geoinformatics, GIS technology.

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Systems: Integrating Geographic Information Systems, Models, and Visualization Tools.. 2004. 1. Auflage.

10. .. // , - 2005.- 3 -. . 85-91.

11. Davis, B.E. GIS - A Visual Approach. 1996. Santa Fe: OnWord Press.

12. Rozenberg I.N., Tsvetkov V.Ya. The Geoinformation approach // Eurupean Journal of Natural History. 2009.. 5. p 102 -103.

13. 13 .., .. // . - 2011. - 4 - . 92-94.

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15. .., .., . . // -2009. - 5. - .146- 148.

16. Viktor Ya. Tsvetkov. Framework of Correlative Analysis // European Researcher, 2012, Vol.(23), 6-1, p.839- 844.

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19. Tsvetkov V.J. Logic units of information systems // European Journal Of Natural History. -2009. -1. - p.81-83.

20. .. // , - 2005.- 5. - . 151 -155.

21. Royle A.G.. A practical introduction to geostatistics. Technical report, Department of Mining and Mineral Sciences, 1977, The University of Leeds, Leeds, Great Britain.

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ANALYSIS OF GEOTECHNICAL SYSTEMS BY GEOINFORMATICS METHODS

.. / Tsvetkov V.Ya

, , , . .. , 6 / doctor of Technics, professor, Russian Academy of Natural Sciences, Russian Academy of Cosmonautics. EK Tsiolokovskogo, scientific secretary of the sixth branch RAKTs


Abstract

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In article the analysis and term evolution geotechnical system is given. The concept of artificial and natural geotechnical system is entered. Features of artificial and natural geotechnical system are described. The formal description of geotechnical system is given. The analysis of the concepts connected with the term "geotechnical" is given shown that all "geotechnical" problems enter into sphere of geoinformatics and dare its methods. It is shown that analysis of geotechnical systems is essentially realised by geoinformatics methods. Definitions of geotechnical system from geoinformatics positions are formulated.

Keywords , , , .

Geoinformatics, geotechnical system, complex system, the system approach.

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GEOINFORMATICS MONITORING OF TRANSPORT OBJECTS

.. / Rozenberg I.N.

, / Doctor of technical sciences, The assistant to the general director of Open Society "NIIAS"


Abstract

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In article geoinformation monitoring of transport objects is considered. The monitoring structure is given. Key factors of geoinformation monitoring are allocated. Concepts of cartographical, indicator and representative monitoring reveal. It is shown that monitoring of some operative phenomena (sliding processes) in a zone of transport highways on the basis of global navigating satellite systems (GNSS) is not effective. Other kinds of monitoring, for example intellectual networks are necessary for this purpose. The technological scheme of cartographical monitoring is given. Application and value geoinformation monitoring of transport objects in the general control system of transport is shown.

Keywords , , , .

Geoinformatics, geoinformation monitoring, monitoring of transport objects, the spatial information.

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2. .., .., .. // . 2010. 6. .54-57.

3. . . // . 2007. - 12. - .123 124.

4. Viktor Ya. Tsvetkov. Semantic Information Units as L. Florodis Ideas Development // European Researcher, 2012, Vol.(25), 7, p.1036- 1041.

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// . 2000. - 4. - .150-154.

9. .. // . - 2000. - 2. - .147-155.

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11. .. . - LAP LAMBERT Academic Publishing GmbH & Co. KG, Saarbrcken, Germany 2012 -84 .

12. Viktor Ya. Tsvetkov. Framework of Correlative Analysis // European Researcher, 2012, Vol.(23), 6-1, p.839- 844.

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APPLICATION OF GEOINFORMATICS METHODS AT ANALYSIS OF RAILWAY TRANSPORT`S INNOVATIVE PROJECTS

.. / Romanov I.A.

(), , / The post-graduate student of the Moscow institute of engineers of electronics and mathematics (MIEM), Moscow, Russia


Abstract

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The article analyzes features of an intrusion of open innovations in railway transportation sphere are considered. Features of open innovations are opened. It is shown that open innovations demand the account of factors, it is more than customary innovations. Spatial factors concern number of these factors. It defines necessity of application of spatial relations at an intrusion of open innovative projects. Problems are shown at an intrusion of open innovations. Problems and methods which are required for solution of problems are shown. Communication of solutions of problems with geoinformatics methods is shown. It is proved that geoinformatics methods are a basis for an intrusion of open innovations on a railway transportation.

Keywords , , , , .

Geoinformatics, the innovations, open innovations, spatial relations, bases of the geodata.

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6. . ., . . // , , . - 2006. - 2. - .11- 14.

7. Chesbrough, H., Vanhaverbeke, W., West, J. Open Innovation: Researching a New Paradigm. Oxford University Press, 2006.

8. Chesbrough, H.W. Open Innovation: The new imperative for creating and profiting from technology. Boston: Harvard Business School Press, 2003.

9. .. // - / - 16-23 2012 . , , 2012, .240- 243.

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528.2

SATELLITE MEASUREMENTS ANALYSIS OF THE REFERENCE BASIS

.. / Dokukin P.A.

, , / Candidate of Tech.Sci., deputy of dean on innovative activity and development, Agriculture Faculty of the People`s Friendship University of Russia


.. / Poddubsky A.A.

, , / Senior teacher of department of soil science, agriculture and land cadaster, Agriculture Faculty of the People`s Friendship University of Russia


.. / Poddubskaya O.N.

, / Candidate of philological sciences, associate professor


Abstract

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In the scientific article the results of research of exactness of satellite supervisions are presented executed on a standard base in different combinations, dependences of descriptions of exactness are got on duration of session of supervisions and length of datum line, comparing of the got descriptions of exactness is executed to passport information of in-use apparatus.

Keywords , , , , GPS.

Satellite supervisions, exactness, datum line, session of supervisions, GPS.

Wide introduction of satellite geodetic equipment in production demands especially its careful checkings and researches for what there are special laboratories, stands and reference

geodetic constructions, including reference baseline of the Scientific and educational Chkalovsky base of the State university on land management, certified by the Central research

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institute of geodesy, aerial photograph and cartography of F.N.Krasovsky for metrological certification of geodetic and satellite equipment.

The reference basis of 1850 m, consists of 10 sections (20, 120, 240, 312, 360, 480, 624, 768, 1080 and 1850 m).

In 2010 the measurements by unifrequent satellite receivers of the geodetic class Trimble R3 were carried out on the basis. The measurements were done with the assistance of the following students of faculty Urban cadaster (The State university of lnd use planning) A. Zinovyev, P. Anufriev, A.Firsov, M. Minigaleev, E.Delfontsev, A.Moroz.

The programme of satellite supervision on reference baseline of the scientific and educational Chkalovsky base included the following actions:

1. Satellite supervision on the conditional ends of basis for which points P20 and P768 of the basis are chosen as on the actual ends of basis metal pyramids are established which can negatively affect the accuracy of the supervision. Duration of the supervision session was 85 minutes.

2. The determination of the dependence of the accuracy of satellite supervision depending on the duration of the session (5, 15, 30, 45, 60 and 85 minutes) and the lengths of the base line (20, 120, 240, 312, 360, 480, 620, and 760 meters).

3. Check of compliance of passport characteristics of used equipment to actual data.

Results of the measurement (within 85 minutes) of the total length of the basis a piece of P20-P768 are given in tab. 1.

Table 1. Parameters of the baseline P20-P768

Line P20-P768 Time 85 minutes

Parameters of the base line (the decision fixed, L1 fixed) Ratio Average quadratic deviation,

Factor of dispersion RDOP

Horizontal accuracy

Vertical accuracy

Inclined distance S,

46,900 0,010 6,536 0,252 0,001 0,006 747,888 747,832 dX dY dZ dh dN dE dU azimuth

-556,906 492,419 81,950 -7,558 157,387 731,101 -7,601 7751'04"

The reference value of the distance of P20-P768 makes 847,74776820 =

PPS m, the excess is 557,776820 = PPh m. Thus, the divergence of the measured values of the distance 76820 PPS and the excess 76820 PPh with the reference values makes-15 mm and 1 mm respectively.

The results of the comparison of the measured length and the excess of the pieces of basis with their reference values received at different durations of a session of measurements are given in tab. 2.

Apparently from tab. 2, rough divergences with the reference values are characteristic for base lines between the points close to (P20-P120) or in the forest area (P20-240, P20-312). Data for the other lines (P20-P360, P20-P480, P20-P624) are shown in fig. 1-2. The maximum divergence in distances makes 0,011 m, in

excess is 0,023 m. The accuracy goes down at 15-45 minutes interval of time, then it rises.

The dependence of the average quadratic deviation (RMS) on the duration of satellite supervision session for all lines is shown in fig. 3. The most rough accuracy of measurements is for lines P20-P240 (ranges from 15 to 30 mm) and P20-P312 (ranges from 10 to 52 mm). Apparently, it is caused by two reasons:

Firstly, the reference baselines P240 and P312 are at the centre of a narrow strip in the center of the clearing of the forest, so that the accuracy of satellite observations can be affected by trees covering the review of the constellation of GPS satellites. Secondly, the graphics shows that in the range from 15 to 45 minutes there was a decrease (increase in RMS) of accuracy for almost all lines. Presumably this is due to a failed satellite constellation geometry over the place at this period of time, indicating a need for planning procedures before starting the observation.

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Table 2 Comparison of length and excess of pieces of basis with reference values

Duration of a session, minutes 5 15 30 45 60 85 Etalon Length S, m

Lin

e

P20-P120 99,548 99,972 99,973 99,973 99,973 99,974 99,981 P20-P240 222,606 220,192 219,994 219,935 219,930 219,538 219,929 P20-P312 290,685 291,458 294,262 294,074 291,899 291,897 291,892 P20-P360 339,729 339,728 339,728 339,728 339,729 339,729 339,738 P20-P480 459,809 459,809 459,807 459,806 459,807 459,806 459,814 P20-P624 603,821 603,821 603,818 603,817 603,818 603,818 603,828

Divergence with reference value

Lin

e

P20-P120 0,433 0,009 0,008 0,008 0,008 0,007

P20-P240 -2,677 -0,263 -0,065 -0,006 -0,001 0,391 P20-P312 1,207 0,434 -2,370 -2,182 -0,007 -0,005 P20-P360 0,009 0,010 0,010 0,010 0,009 0,009 P20-P480 0,005 0,005 0,007 0,008 0,007 0,008 P20-P624 0,007 0,007 0,010 0,011 0,010 0,010

Excess of dh, m

Lin

e

P20-P120 -1,663 -1,744 -1,741 -1,740 -1,740 -1,740 -1,738 P20-P240 -20,616 -4,754 -4,500 -4,480 -4,473 -4,248 -4,499 P20-P312 -5,419 -5,838 -7,099 -6,904 -5,934 -5,935 -5,942 P20-P360 -6,253 -6,252 -6,260 -6,263 -6,256 -6,253 -6,256 P20-P480 -6,922 -6,923 -6,929 -6,937 -6,925 -6,925 -6,914 P20-P624 -6,070 -6,067 -6,069 -6,083 -6,068 -6,070 -6,062

Divergence with reference value

Lin

e

P20-P120 -0,075 0,006 0,003 0,002 0,002 0,002

P20-P240 -2,755 0,255 0,001 -0,019 -0,026 -0,251 P20-P312 -0,523 -0,104 1,157 0,962 -0,008 -0,007 P20-P360 -0,003 -0,004 0,004 0,007 0,000 -0,003 P20-P480 0,008 0,009 0,015 0,023 0,011 0,011 P20-P624 0,008 0,005 0,007 0,021 0,006 0,008

As appears from technical characteristics of the satellite systems Trimble R3, the accuracy of observation in statics and easy statics are:

in plan

RMSD + 5,05 , (1)

on height

RMSD + 0,15 , (2)

where D is the length of the base line. According to formulas (1) and (2) the

comparison of passport characteristics of satellite equipment with the data received at supervision on the reference basis was done.

The results of comparison are presented in tab. 3. In columns of differences red and negative sizes show the excess of the value of

the actual accuracy characteristics over theoretical, dark blue positive values mean that real mistakes there are less than theoretical.

At 5 minutes duration of the session the real accuracy of satellite supervision is lower than theoretical for the base lines, connecting a starting point of the basis P20 with points located around and inside the forest area (line P20-P120, P20-P240, P20-P312). The accuracy of measurement of three other base lines is higher than the declared in technical characteristics of the equipment. At 15 minutes, 30 minutes and 45 minutes duration of the session the rough accuracy is observed only for lines P20-240, P20-312 (P240 and P312 points are located in the forest area). At 60 minutes and 85 minutes duration of the session the rough accuracy is only observed for the line P20-P240.

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Fig. 1. Divergences of distances with reference values (P20-P360, P20-P480, P20-P624)

Fig. 2. Divergences of the excess with reference values (P20-P360, P20-P480, P20-P624)

0,004

0,005

0,006

0,007

0,008

0,009

0,010

0,011

0,012

5 15 30 45 60 85 ()

.

(

)

P20-P360 P20-P480 P20-P624Time

-0,005

0,000

0,005

0,010

0,015

0,020

0,025

5 15 30 45 60 85 ()

P20-P360 P20-P480 P20-P624

Time

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Fig. 3. Dependence of an average quadratic deviation on the duration of the satellite supervision session

0,00

4

0,00

70,0

070,0

070,

006

0,00

6

0,02

00,

018

0,019

0,020

0,02

0

0,03

0

0,01

10,

012

0,043

0,053

0,01

40,

016

0,00

30,

003

0,008

0,008

0,00

60,

005

0,00

30,

004

0,006

0,008

0,00

50,

005

0,00

30,

005

0,004

0,009

0,00

40,

005

0,00

00,

002

0,00

40,

006

0,00

80,

010

0,01

20,

014

0,01

60,

018

0,02

00,

022

0,02

40,

026

0,02

80,

030

0,03

20,

034

0,03

60,

038

0,04

00,

042

0,04

40,

046

0,04

80,

050

0,05

20,

054

0,05

6

5

15

30

45

60

85

(

)

P20-

P120

P20-

P240

P20-

P312

P20-

P360

P20-

P480

P20-

P624

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Table 3 Comparison of the actual accuracy with passport characteristics

Line Length S,

RMS, Accuracy in plan, Accuracy on height, Actual Theoretical Difference Actual Theoretical Difference

5 minutes duration of the session P20-P120 99,981 0,004 0,202 0,005 0,197 0,164 0,005 0,159 P20-P240 219,929 0,020 11,795 0,007 11,788 12,946 0,009 12,937 P20-P312 291,892 0,011 1,902 0,007 1,895 1,440 0,008 1,432 P20-P360 339,738 0,003 0,001 0,006 -0,005 0,002 0,006 -0,004 P20-P480 459,814 0,003 0,002 0,006 -0,004 0,003 0,006 -0,003 P20-P624 603,828 0,003 0,001 0,006 -0,005 0,002 0,007 -0,005

15 minutes duration of the session P20-P120 99,981 0,007 0,004 0,005 -0,001 0,006 0,006 0,000 P20-P240 219,929 0,018 1,092 0,007 1,085 1,066 0,009 1,057 P20-P312 291,892 0,012 0,602 0,007 0,595 0,331 0,009 0,322 P20-P360 339,738 0,003 0,001 0,006 -0,005 0,002 0,006 -0,004 P20-P480 459,814 0,004 0,001 0,006 -0,005 0,002 0,007 -0,005 P20-P624 603,828 0,005 0,002 0,007 -0,005 0,004 0,008 -0,004

30 minutes duration of the session P20-P120 99,981 0,007 0,002 0,005 -0,003 0,004 0,006 -0,002 P20-P240 219,929 0,019 0,425 0,007 0,418 0,383 0,009 0,374 P20-P312 291,892 0,043 2,139 0,011 2,128 1,611 0,018 1,593 P20-P360 339,738 0,008 0,003 0,006 -0,003 0,005 0,008 -0,003 P20-P480 459,814 0,006 0,001 0,006 -0,005 0,002 0,008 -0,006 P20-P624 603,828 0,004 0,001 0,006 -0,005 0,002 0,007 -0,005




Thus, in open areas the real accuracy of measurements corresponds to and in most cases exceeds the specifications indicated in the passport of the satellite equipment Trimble R3, for statics and easy statics. For the district closed by tree crowns it is required either a release of the review of satellites for disturbances (cutting) or increasing the observation session

As a result of research the following conclusions are drawn:

1. It is not recommended to carry out single-frequency satellite supervision at points under trees, or the duration of the session should be increased more than 85 minutes

2. As expected with an increase in the length and duration of the session, satellite

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observation accuracy of definitions of distances and excess increased, but at a certain time interval (15-45 min) the accuracy has declined sharply, indicating a failed satellite configuration on the spot observations. Thus, it is necessary to plan the satellite observation, that is often neglected now.

3. It is known that the standard software states the overestimated accuracy that is confirmed by researches [1, 2] from which results follows that the formal estimates received from processing with the use of the standard software can differ from real on the average at 7-12 times. From the aforesaid the conclusion is about the necessity of the obligatory metrological certification not only GPS measurements means, but also the software delivered with them.

4. During the research on the reference basis recognized by Central Scientific Research Institute of Geodesy and Cartography as an exemplary gage, it was established that declared in the passport of equipment of

Trimble R3 the accuracy corresponds real, therefore satellite systems of chair of geodesy and geoinformatics of the State university on land management are suitable for use in the scientific, educational and production purposes.

Literature

1. Kaftan V.I., Tatevian R.A. Local control network of the fiducial GLONASS/GPS station / IAG, Section I - Positioning, Comission X - Global and Regional Networks, Subcommission for Europe (EUREF), Publication No 9, Munchen 2000.- p. 333-337

2. Dokukin P. A. Definition of the temporary center of a high-precision geodetic network by GPS measurements//Land management, inventory and monitoring of lands. 2006-No. 2. p. 104-106

Dokukin P.A., Poddubsky A.A., Poddubskaya O.N., 2012

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528.061:522.92

DETERMINATION OF VERTICAL REFRACTION DYNAMIC METHODS

.. / Dementiev V.E.

, / Ph.D., Senior Research Fellow in the company, "Surveying and Construction"

.: 8-495-783-56-39 e-mail: [email protected]

Abstract

, 70- . , . .

The article presents the basic theory of dynamic methods for the determination of refraction, which have been proposed in the early 70-ies. These methods allow us to determine the refraction in real time, concurrently with geodetic observations

Keywords , , , , , .

Static methods, dynamic methods, structural characterization, the gradient, the fluctuations of the radiation, refraction.

[3-5]. C , , . . , , , .

, , , , . .

, . , . , , , . , , , , .

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. , , , [2-3]. - , , , . , , , .

, , . , , () , .

[14]. , [1,12,13]. , , , . , , , .

, [3-9]. .. , , ,

.

( ) , a . , . , . , n, , .

, . , ( ) : (, ) , , . , .

, . , [3-5].

, , , [1,12,14].

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, d/dh, dP/dh de/dh [17]:

dhde

e

n

Pedh

dPP

n

Pedh

dTT

n

dhdn 1

45,6

11

155,01

11

+

=

, , , , .

r .

[17]:

r = 0,278 LTPL "

2

+ .1085,78 2

6

0

xdxdhdT

TPL

.

[17]:

r = )0342,0(13,8 2 dhdT

TLP

+ , (1)

dT/dh = = - 0,0098 /, . . dT/dh .

, . 1 . ~ 110 6.

, n ( , ), dn/dh , , , .

, , . , . , [2,10,11,13-24]. , .

[3-9] , . . , , .

[1,12,13], 2n , :

Dn( r) = = 2n. r2 /3,

l0

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, ; CT 1/ 3; n 1/ 3; P (1 =102 ).

2

(10- 6 10- 3) 2- 2/3. () /

K() = N 0 /0.

N = 77,6/ + 0,584/2 0,06 ; 0=288 ; 0=1013,25 =1,01325-105 ; - .

2

- [1]:

CT2 = C2a2(Ri)(h)4/3(dT/dh - a)2 , (3)

/ -1/3; C2 =2,8; - 0,4; h , ; = - 0,98/100 - ; a2(Ri ) ; Ri - (. .1), .

.1. a2(Ri) [1]

(3), CT2 , ,

( a = dT/dh - a ). n (. (2) ), n , .. - ( dT/dh - a). , . n = ( n 1) T /T.

(2) (3), [3-5]:

=

dhdT an hRiCaPK

T +>

Науки о Земле (Geo-Science) №03-2012

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