Home

update material for the study subject geodesy to

1. 18 19 3 154 3 152 19 20 1 732 1 731 20 21 3 241 3 241 21 22 3 031 3 031 22 23 14 610 14 611 14600 23 24 3 612 3 611 3600 24 1 2 021 2 020 2000 Maximum relative error of measurement 2000 BUILDING PROJECT PASTATO PROJEKTAS M 1 500 1 2 23 5 24 d 3 4 4 5 MN 8 22 e D 4 21 10 9 2 6 9 5 19 2 18 17 14 P The project prepared by QUESTIONS TO REPEAT group student 1 What distance measuring instruments do you know 2 What is the procedure of distance measurement using optical theodolite 3 It is allowed to measure lines by electronic tachometer up to 4 What is the main condition for measurement of a line REFERENCES a tick mark shall mean availability of the SE Publishing Information source publication Publishin source q E location Kaunas Other No year author title and identifi and house College Study Rooms i libraries library Key Information Sources IVATKAUSKAS Aurelijus et al pss 1 2008 Geodezija mokymo si priemon Vaist ISBN 978 9955 511 87 8 329 p A inios Alexander Ross CLARKE HardPress 2 2012 Geodesy Publishing y ISBN 978 1290098762 378 p 2012 HARRY L Landscape Surveying Department ISBN 9781111310608 256 p of Agricultural Engineering Oklahoma y Y State University USA Charl
2. 4 4 ISBN 978 5 8291 1326 1 978 5 98426 108 1 409 p TORGE WOLFGANG M LLER University 4 2012 J RGEN Geodesy Hannover ISBN 978 3 11 020718 7 539 Geodezijos ir kartografijos techninis Valstybin reglamentas GKTR 2 06 01 2000 geodezijos ir 5 2000 aa aa i y statybiniai inZineriniai geodeziniai kartografijos tyrin jimai tarnyba 6 2013 AutoCad Autodesk Product Design Suite for Education 2013 Periodicals Geodezija ir kartografija ISSN 1302 1541 IUS Geodesy and cartography Vilniaus ISSN 2029 6991 Gedimino 2 technikos universitetas nstitutas 3 Matavim in inerija ir GIS Kauno ISSN 2029 5790 kolegija Online Information Sources 1 http www nzt 2 http www infoera lt 3 http www geoportalas lt 4 http www gsb lt references for international students Prepared by assistant Vincas Zakarauskas Educational Institution Kauno Kolegija University of Applied Sciences Study Programme Real Estate Measurement Engineering Subject Geodesy PRACTICAL WORK NO 7 TOPIC MATHEMATICAL TREATMENT OF EQUAL AND UNEQUAL PRECISION SURVEY RESULTS OF ONE DEMENSION 1 The Aim of the Practical Work to apply theoretical skills for mathematical treatm
3. Table 7 2 Datum lie measurement results treatments Measurement Lines results Weight mm p p v mm y DD x m k 1 657 988 6 11 66 726 6 36 216 2 657 979 8 2 16 32 3 24 72 3 657 977 14 0 0 0 5 70 350 4 657 981 10 4 40 160 1 10 10 5 657 986 12 9 108 972 4 48 192 6 657 980 8 3 24 72 2 16 32 7 657 981 4 4 16 64 1 4 4 8 657 987 6 10 60 600 5 30 150 9 657 985 8 8 64 512 3 24 72 10 657 980 12 3 36 108 2 24 48 88 54 430 3246 4 10 1146 1 According to measurement results the minimum line length value of 657 977 m is taken It will be approximate value for arithmetic mean x 2 The differences between single measurement results are measured and the values close to arithmetic mean e x x 657 988 657 977 0 011m 11 mm 3 Arithmetic mean is calculated 10 430 x x Hi 657 977 7 1000 657 9819 m 657 982 m 0 2b i l 4 Rounding error is calculated x ap 657 98189 657 982 0 00011 m 0 11 mm 5 Measurement result deviations from arithmetic mean v are calculated v x x 657 988 657 982 0 011 m 2 11 mm 6 Calculation of the arithmetic mean is checked 10 10 p 0 11 88 9 68 10 mm i l i l 7 Calculation of sum of squared deviations from arithmetic mean is checked 10 10 gt E 2 c
4. Poi NP a a ii a a a ai i aha k ways Examples List of tables figures and appendices Appendix 3 List of tables Table No Title pz 2 1 Geodetic coordinates GRS 80 5 2 8 Geodetic survey data A 3 1 Evaluation of data precision 9 List of figures Figure No Title pg 2 1 Geodetic survey 4 24 Downloaded survey data 6 3 1 Locality topographic map fragments 8 List of appendices Appendix No Title pg Appendix 1 GPS survey report 11 Appendix 2 Satellites in orbits and their footprints 12 Appendix 3 Natural landscape components 13 Educational Institution Kauno Kolegija University of Applied Sciences Study Programme Real Estate Measurement Engineering Subject Geodesy TOPIC GLOBAL POSITIONING SYSTEM GPS WORLD GEODETIC SYSTEM WGS 64 1 The Structure of the Topic the analysis of topics Global positioning system GPS and World Geodetic System WGS 54 covers analysis of GPS systems GPS satellites environmental effects on GPS surveying GPS point positioning methods and World Geodetic System WGS 64 2 The Length in Hours 1 academic hour is envisaged for topic explanation 3 The Innovative Methods Applied During Lectures for Topic Explanation Presentation of information discussions case analysis one minute reflection use of literature and material in virtual media Moodle 6 G
5. REFERENCES a tick mark shall mean availability of the BE Publishing Information source publication P blishin source author title and identification number g locaton EU Other No and house College Study Rooms libraries library Key Information Sources IVATKAUSKAS Aurelijus et al AS 1 2008 Geodezija mokymo si priemon Vaist ISBN 978 9955 511 87 8 329 p A inios Alexander Ross CLARKE HardPress 2 2012 Geodesy Publishing ISBN 978 1290098762 378 HARRY L Landscape Surveying Department ISBN 9781111310608 256 p of Agricultural Engineering 2 2015 Oklahoma y Y State University USA Charles D GHILANI et al Westford 4 2012 Elementary Surveying United States ISBN 978 0 13 255434 3 984 of America E B P H 5 5 2011 y y ISBN 978 5 904954 04 8 T 978 5 8291 1246 2 416 p Additional Reading SKEIVALAS Jonas Elektroniniai 1 1998 geodeziniai prietaisai Technika ISBN 9986 05 713 2 193 p TAMUTIS Zigmas ir kiti Mokslo ir 2 1996 Geodezija 2 enciklope y y ISBN 5 420 01331 2 384 p diju leidykla bi MS 3 201 ISBN 978 5 8291 13261 enone y 978 5 98426 108 1 409 p SN ERIK W GRAFAREND spinge FRIEDRICH W KRUMM VO
6. Apskai iuota Dialog box Printing parameters Para t s B Poslinkis x Sukurti maket Baigti Pagalba Popierius Plotis Ilgis j All printers from file Spausdintuvai2 ini are listed in field Spausdintuvas Printer File example Description in file HP DesignJet 430 420 20 10 10 10 Explanation printer Paper width Left margin Right margin Top margin Bottom margin Appropriate actions must be taken to perform certain calculations open dialog box Spausdinimo parametrai Printer parameters select another printer press ENTER button when mouse cursor is in the field Nuo popieriaus kra to From the edge of the paper change the scale Hereafter calculations and actions take place in the dialog box Spausdinimo parametrai Printer parameters 1 Printer parameters are set as follows a If the printer is not set select the first one from the list the printer is described in file Spausdintuvas2 ini Otherwise set printer is used b Enter paper width parameters of the selected printer to the following fields Kiti parametrai Popieriaus plotis Other parameters Paper width and Popierius Plotis Paper Width c Margins are automatically set in Para t s Margins Para t s Margin settings 2 If there are no entered values in Kiti parametrai Other parameters Nuo popieriaus kra to
7. aligning along the right margin The table in the body text must occupy at most 2 pages If the table is longer it must be placed in appendices providing only main results of the table in the text contracted table can be made and reference to the appendix It is recommended to fill in the table using 10 pt font size and single spacing and the font different from the body text Numbers in columns must be aligned to decimal tabs according to the Lithuanian standard a coma not a dot Write x table continuation where x is a table number on each page occupied by the table End of table instead of continuation must be written on the last page Repeat table column title or at least the number of columns on each table page Introduction conclusion list of references main concepts list of abbreviations with explanations list of tables figures and appendices should not be numbered Chapters sections figures tables formulas and appendices should be numbered chapters with one number sections with two or more others custom It is recommended to align along the left margin Indentations are allowed Headings tables figures and formulas should be divided from the document body by single line spacing Headings of chapters and sections should be centred Figures tables formulas etc must not be placed at the end of chapter or section Chapter or section must end with summarizing sentence about the essen
8. Acguaintance with the set geodetic material Ability to work individually with supplemental geodesy material Understanding and proper application of concepts and principles Good argumentation and reasoning of the arguments with facts Good preparation for further studies Good application of knowledge Correct accomplishment of medium complexity and difficult geodesy tasks Good guality of work Good skills of expression and presentation Knowing of the methods and technigues to be applied Not less than 60 percent of study objectives are achieved 7 Highly satisfactory Average performance knowledge and skills with unessential shortcomings Average knowledge with unessential mistakes Application of knowledge in solution of practical problems Acguaintance with the main geodetic material Understanding and application of concepts and principles Integration of several key elements Sufficiently good argument Sufficient preparation for further studies Application of knowledge is based on given examples Good quality of work Correct accomplishment of medium complexity tasks Sufficient skills of expression and presentation Not less than 70 percent of study objectives are achieved 6 Satisfactory Below average performance knowledge and skills with substantial shortcomings Below average knowledge mistakes Application of knowledge in solution of simple practical problems Acquain
9. GHILANI et al Westford 3 2012 Elementary Surveying United States ISBN 978 0 13 255434 3 984 of America Additional Reading SKEIVALAS Jonas Elektroniniai 1 1998 geodeziniai prietaisai Technika ISBN 9986 05 713 2 193 SKEIVALAS Jonas Koreliuot 2 1995 geodeziniu matavimu rezultat Technika y 4 matematinis apdorojimas ISBN 9986 05 151 7 10 00 272 p TAMUTIS Zigmas ir kiti Mokslo ir 3 1996 Geodezija 2 enciklope y y ISBN 5 420 01331 2 384 p diju leidykla 4 2011 4 ISBN 978 5 8291 1326 1 978 5 98426 108 1 409 p TORGE WOLFGANG M LLER University of 5 2012 J RGEN Geodesy Hannover ISBN 978 3 11 020718 7 539 p Germany ERIK W GRAFAREND Spri FRIEDRICH W KRUMM VOLKER REEL 7 6 2003 S SCHWARZE Geodesy The d a Challenge of the 3rd Millennium Heidelberg ISBN 10 3642077331 487 p Geodezijos ir kartografijos techninis Valstybin reglamentas GKTR 2 06 01 2000 geodezijos ir 7 2000 dpa 4 y statybiniai inZineriniai geodeziniai kartografijos tyrin jimai tarnyba Periodicals Geodezija ir kartografija IE oe Geodesy and cartography Vilniaus ISSN 2029 6991 Gedimino 2 technikos universitetas mi nstitutas 3 Matavim in inerija ir GIS
10. Line distance e from the toolbar U ra ai Comments by pressing m 3 e by entering GEOMAP UZRASAI ATSTUMAI to command prompt The following steps 1 Indicate the reference point If the picket is indicated press ENTER otherwise press Ne No and repeat picket indication procedure 2 Similarly to step 1 indicate the second reference picket 3 Line length is entered To confirm press ENTER or enter reguired line length and press ENTER Press to open line annotation settings 4 Use the left button of a mouse to appropriately locate the comment 5 Repeat the command from the 1 step To quit the command press ENTER Modifying the text The command opens text editor and allows for editing the selected text The command is invoked in several ways e through the menu Geo U ra ai Tekstas Modifikavimas Geo Comments Text Modify from the toolbar U ra ai Comments by pressing al byentering DDEDIT to command prompt Text object to be corrected must be selected after the command was triggered by mouse Text editor opens after selection of text Edit the text and press OK Traverse adjustment commands Traverse adjustment toolbar a emul o The same commands invoked both from the toolbar and menu Fast one click invoking is available from the toolbar m u krauti Command is used to import the data from a file duomenis import data ka prid ti ji
11. Surveying data dialog box see the fig below Buww ecorzzo sis imHB eo0 e 0 Valstybinio geodezmio I 37 16 33322 0 0 Paveres med a sau 9 3 9859 0 0 Pavien s med iai pints 2 9 15 160940 0 0 giti 0 9 unma 0 0 taikos 14596 velemus su vienodais piket ramenait L Atun suk i n pataria del em s kieva i J nuo tvaty ta k T Ne as prizm s auk tis 1596 gt R gt RI R2 gt R3 gt RA RS RB gt RT RB R9 gt R10 gt R11 gt RA2 gt RIS RLA gt RIS M First of all select the surveying from the first station to a fixed point direction angle is indicated by the surveying Further stake out remaining traverse points so that the second stations would be observed from the selected one see the fig below Stl gt Kl Stl gt St2 SH SH SHO SHOES St2 gt St3 ela ats St3 gt St4 34338 514 Pary kinta m lyna spalva rei kia direkcin kamp kuris nusirodo i pirmos stoties tvirt ta k M lyna spalva nurodo jim Juoda spalva nurodo jimo sto i u nulinim spalva nurodo matuojamus ta kus Rodykl s rodo jimo krypt Bold blue line stands for direction angle from the first station to the fixed point Blue colour stands for traverse Black colour stands for neutralling of traverse stations Surveyed points are marked with green colour Traverse direction i
12. deviations from the arithmetic deviations from the arithmetic deviations from the mean is verified squared mean is verified squared mean arithmetic mean is verified mean error of one error of one measurement squared mean error of one measurement squared mean squared mean error of squared measurement squared mean error of squared mean error of mean error of one error of squared mean error one measurement squared measurement squared mean of one measurement squared mean error of squared mean of squared mean error of mean error of squared mean error of weight unit squared weight unit squared mean error of weight unit squared mean error of arithmetic mean error of arithmetic mean and mean error of arithmetic and squared mean error of squared mean error of squared mean and squared mean error squared mean error of mean error of arithmetic mean of squared mean error of arithmetic mean are are calculated confidence arithmetic mean are calculated confidence intervals of measured values calculated The calculations intervals of measured values are not calculated relative have errors Confidence are calculated relative error of error of line measurement intervals of measured values line measurement results is results is not determined are not calculated but are determined determined relative error of line measurement results is not determined MATHEMATICAL TREATMENT OF EQUAL PRECISION SURVE
13. standard deviation 0 1 mm intermediate point elevation 52 8765 m number of intermediate point 10 The end change point End Mode It is possible to stop the Leveling at the intermediate point and later proceed with measurement The stop of measurement is provided in fig 1 16 Back Pn Cont Close End of E CPNo _ 20 Leveling Leveling CP 1 m Ah CP E Back Pn 0 584 m 20 Fig 1 16 Measurement stop at the intermediate point hl Inf 2 Measurement procedure 1 Press the MENU key at the Back Pn prompt after having collected a foresight point and before measuring a backsight point 2 Press the key to display the Menu and End Mode menu 3 Press the ENT key twice Enter remarks if required at the Info 1 prompt press the ENT key If there were no intermediate points the distance difference between benchmarks will be shown Input is limited to 16 alphanumeric characters If record mode is OFF this step is skipped 3 Press the ENT key A fragment of measurements data is provided in fig 1 17 Ah CP Ah XCP YD CP XCP GH CP 0 584 m 1922m 45 77 m 124 55m 34307m Fig 1 17 Measurement data To look through the measurement data press the A or V keys Displayed data height difference between benchmark and the end change point 1 922 m horizontal distance from the end change point 45 77 m distance from the benchmark to the end change point 124 55 m e
14. Excellent accomplishment of outstanding Individual study of supplemental material complex nonstandard tasks Excellent understanding and use of geodesy concepts ability to analyze them in wider context of the subject Original and independent thinking Excellent analytical and assessment skills in geodesy insight Excellent preparation for further studies Perfect outstanding quality of work Excellent skills of expression and presentation Good understanding of the content and aim of the undertaken work All the objectives of studies are achieved 9 very good Strong good comprehensive knowledge and its application Good knowledge in solution of complex practical problems and skills Individual study of supplemental geodesy material Excellent understanding of the studied material proper use of concepts Original and independent thinking Very good application of geodesy knowledge Easy accomplishment of complex standard tasks Very good quality of work Very good skills of expression Very good analytical evaluation and synthesis skills Very good preparation for further studies and presentation Understanding of the content and aim of the applied methods and technigues Not less than 90 percent of study objectives are achieved 8 Good Above the average performance knowledge and skills Above the average knowledge and its application in solution of practical problems
15. From the edge of the paper default value is set 20 3 The following optional values are provided in the Mastelis Scale list 250 500 1000 2000 Unless other value is set default value is entered 250 4 Paper length and offset coordinates are calculated When closing Spausdinimo parametrai Printing parameters by pressing Baigti End key the calculations are output in command bar Paper size Width x Length Set LTSCALE didKoef before printing By pressing Sukurti maket Create a layout Viewports creation dialog opens Maketo k rimo parametrai Sukurti nauj maket Pavadinimas IL APAS1 O Sukurti nauj per i ros lang Esantis maketas Pavadinimas galimas Layout creation dialog box Open dialog box Maketo k rimo parametrai Layout creation parameters and select the first available Layout name All existing names are loaded to the opened list Press Baigti End button and the calculations will be output in the command bar the same as for printing parameters The following actions are performed by pressing Vykdyti Run 1 If the option Sukurti nauj maket Create new layout is selected a a layout with entered name is created b viewport in new layout is created c height and width viewAukstis viewPlotis are set for new viewport d centre coordinates viewCentrasX viewCentrasY are set for new viewport e viewport is enlarged
16. Import In dialog box Matavim duomenys Measurement data key Importuoti Import 3 or menu Veiksmai Importuoti Actions Import are used for data import from electronic tachometers Call the command and see a dialog box where select the file from which the data must be imported Also select required measurement device Pasirinkite importuojamus duomenis Look in E Importo duomenys X uU Views v Tol v 5 Date Modified ANET 3KB NIK File 12 21 2005 11 46 AM B Promark txt SKB Text Document 12 21 2005 10 58 AM My Documents lt Favorites Buzzsaw Files of type Duomenys i NIKON RAW LEEI The data is imported to traverse levelling dialog Format file structure is described in section Format failo strukt ra Format file structure Traverse management The command is invoked by pressing key It is used during the import of measured data from devices without indicating fixed points As the command for data import of traverse adjustment activates an automatic marking of traverse with input of data lack of information about fixed points will lead to unmarked traverse Thus fixed points must additionally be uploaded or entered and the command Su ym ti jim Mark traverse must be invoked to automatically stake out traverse points This function is also used in any other cases when it was detected that the marking
17. formats After format is selected chose required standard of data export and click OK enter the title in appeared dialog box and save File export procedure 1 New project file is created in Trimble Geomatics Offise data processing software to upload surveyed points 2 Survey results are downloaded from the data collector to Trimble Geomatics Office software for field data processing 3 Data are exported under selected format QUESTIONS TO REPEAT What are the GPS device indicators for Describe the meanings of LEDs defining the status of GPS device How does GPS work What is the difference between static and kinematic survey methods How are the data collected by GPS device How to create a new job e What parameters do determine the accuracy of GPS survey How are the points coordinated by GPS device How are the points staked out by GPS device How to prepare the standard GPS report REFERENCES a tick mark shall mean availability of the RE Publishing Information source publication Pu blshin suree q year author title and identification number glo ation nas Other No and house College Study Rooms libraries library Key Information Sources ZIVATKAUSKAS Aurelijus et al MAR 1 2008 Geodezija mokymo si priemon Vaist ISBN 978 9955 511 87 8 329 p AAAS E SE inios Alexander Ross CLARKE HardPress
18. input Job No benchmarks and remarks Cont Leveling leveling sequence There are three patterns of line leveling as follows 1 Levell Method 1 backsight 1 foresight 1 foresight 2 backsight 2 2 Level 2 Method 2 backsight 1 backsight 2 foresight 1 foresight 2 3 Level 3 Method 3 backsight foresight The following keys can be used during measurements REP remeasure the foresight or backsight MENU manual entry of rod height and rod distance DIST measure a distance INT SO intermediate point collection ntermediate Set out measuring Set out Close Leveling to end the measurement Start of line leveling Start of line leveling Start L is used to enter the job no benchmark no and benchmark elevation After this data has been entered the measurement to the backsight is taken Start of line leveling is provided in fig 1 20 Menu Start Job No Level 1 Evlimit Leveling Leveling JO1 X B1F1F2B2 0 0 mm BM No gt GH _ Back Pn B 01 B 01 Fig 1 20 Start of line leveling Measurements are started from backsight station Procedure 1 Press the ENT key 2 Press the ENT key The previously used job number will be displayed as the default 3 Enter Job No and press ENT When record mode is off Out Module is OFF the input of job no benchmark no and remarks is bypassed 4 Select a measuring pattern of line leveling by pressing the A or V and
19. jimai tarnyba Geodezijos ir kartografijos techninis A reglamentas GKTR 2 11 02 2000 A 7 2000 sutartiniai topografini plan M Rm s a 1 500 1 1000 1 2000 ir 1 5000 bans tarnyba Zenklai AutoCad Autodesk Product Design ie Suite for Education 2013 Periodicals Geodezija ir kartografija j ISSN 1302 1541 PEDES Geodesy and cartography Vilniaus ISSN 2029 6991 Gedimino 2 technikos universitetas eodezijos institutas 3 Matavimu inZinerija ir GIS Kauno ISSN 2029 5790 kolegija Online Information Sources 1 http www nzt 2 http www topcon lt 3 http www gpspartneris It 4 http vww infoera lt 5 http www geoportalas lt 6 http www gps lt 7 http www glonas center ru 8 http www unavco org 9 http www navstar com 10 http www esa int esaNA galileo html 11 http www gsb lt references for international students Prepared by assistant Vincas Zakarauskas Appendix 1 KAUNO lt KOLEGIJA UNIVERSITY OF APPLIED SCIENCES FACULTY OF LANDSCAPING DEPARTMENT OF GEODESY 12 pt bold Times New Roman NAME SURNAME 14 pt Times New Roman PROJECT WORK TITLE 18 pt bold Times New Roman Project work 12 pt bold Times New Roman Teacher Name Surname 12 pt bold Times New Roman Mastaiciai 2012 12 pt Times New Roman Appendix 2 Table of contents Introduction Sources of information
20. project using GeoMap software fig 4 1 To transform LKS 94 coordinates of pickets to WGS 84 coordinates 10 To prepare report on picket point measurement fig 4 2 1 1 To create the list of picket point coordinates according to WGS 84 coordinate system fig 12 Created job is saved in computer data medium 13 To prepare a presentation TOPOGRAPHIC MAP M1 500 p80 01 p v 3 M x 11 Sas Br qe Ras 57 35 0279 57 35 0299 Fig 4 1 Topographic map REPORT ON PICKET POINT MEASUREMENT CO Nikon RAW data format V2 00 1260101 CO Description CO Client CO Comments CO Downloaded 26 Aug 2011 16 49 27 CO Software Pre install version 1 10 CO Instrument Nikon NPL 632 CO Dist Units Metres CO Angie Units DDDMMSS CO Zero azimuth North CO Zero VA Zenith CO Coord Order ENZ CO HA Raw data HA zero to BS CO Tilt Correction VA ON HA ON CO 1260101 JOB Created 12 Aug 2011 15 37 07 CO S N 020635 CO Temp 18C Press 760mmHg Prism 0 12 Aug 2011 15 41 48 CO HA set in Quick Station 5 1 1 7800 0 0000 0 0000 2 1 8500 227 88 350 3335 89 5720 15 55 41 100 55 3 1 8500 227 20 351 1824 89 5635 15 56 12 51 55 4 1 8500 218 56 352 0100 89 5807 15 59 07 51 5 5 1 8500 76 61 352 4657 89 3949 16 02 28 51 5 6 1 8500 76 03 355 1604 89 3951 16 03 08 51 55 7 1 8500 69 73 2 0803 89 2553 16 05 39 29 55 8 1 8500 72 75 358 1622 89 3410 16 07 53 51 5 9 1 85
21. 07 51 SS 5 1 8500 76 61 352 4657 89 3949 16 02 28 51 SS 6 1 8500 76 03 355 1604 89 3951 16 03 08 51 SS 7 1 8500 69 73 2 0803 89 2553 16 05 39 29 SS 8 1 8500 72 75 358 1622 89 3410 16 07 53 51 SS 9 1 8500 69 88 1 1150 89 2609 16 10 38 15 SS 10 1 8500 66 05 1 5424 89 2410 16 11 37 51 SS 11 1 8500 51 87 10 3018 89 2310 16 13 22 51 SS 12 1 8500 50 71 11 0202 89 1100 16 14 14 51 SS 13 1 8500 40 83 11 4142 89 0502 16 15 52 20 SS 14 1 8500 50 57 14 5540 89 1314 16 17 16 51 SS 15 1 8500 43 78 32 5331 89 0423 16 19 05 29 SS 16 1 8500 41 81 32 4939 89 0227 16 20 25 51 SS 17 1 8500 31 4706 88 5938 16 21 21 51 SS 18 1 8500 40 11 31 4707 88 5938 16 21 28 51 SS 19 1 8500 34 90 34 2346 88 5705 16 22 23 22 SS 20 1 8500 37 95 43 0117 89 1957 16 26 57 51 SS 21 1 8500 57 72 39 4128 89 2113 16 29 10 29 SS 22 1 8500 5 1 94 42 0206 89 2330 16 30 13 51 SS 23 1 8500 57 70 43 2301 89 1757 16 31 50 51 SS 24 1 8500 59 08 42 5931 89 2417 16 33 02 51 SS 25 1 8500 60 08 41 4709 89 2510 16 33 34 51 SS 26 1 8500 66 71 52 0932 89 3125 16 35 00 51 SS 27 1 8500 58 86 S 1 4656 89 2243 16 35 57 51 SS 28 1 8500 58 80 57 3724 89 1746 16 37 03 51 SS 29 1 8500 58 88 61 4329 89 1509 16 38 00 51 55 30 1 8500 53 77 62 1858 89 1203 16 38 28 5 1 SS 31 1 8500 55 74 56 3610 89 0920 16 43 57 20 SS 32 1 8500 56 3610 89 0920 16 44 03 20 SS 33 1 8500 46 96 54 1256 89 0637 16 45 46 20 SS 34 1 8500 42 38 50 1608 89 1300 16 46 46 51 55 35 1 8500 46 97 63 0503 88 5420 16 47 56 51 SS 36 1 8500
22. 16 54 12 15 55 41 1 8500 10 88 6 1602 87 5600 17 02 31 51 55 42 1 8500 13 45 17 3326 88 1620 17 03 26 51 55 43 1 8500 23 79 13 5426 88 5207 17 05 18 21 55 44 1 8500 353 0259 89 0826 17 08 14 51 55 45 1 8500 12 58 344 1158 88 3001 17 10 45 51 55 46 1 8500 34 24 356 5709 89 1537 17 12 37 15 55 47 1 8500 35 21 353 0034 89 2204 17 13 17 15 55 48 1 8500 38 88 348 5231 89 1822 17 15 02 12 55 49 1 8500 43 20 349 1258 89 1843 17 21 16 12 SS 50 1 8500 70 57 353 3616 89 3815 17 22 51 15 55 51 1 8500 78 88 352 1652 89 3757 17 25 06 12 Fig 4 2 Report picket point measurement LIST OF PICKET POINT COORDINATES WGS 84 COORDINATE SYSTEM Geodetic coordinates degrees Planar rectangular coordinates m Points o A X Y 1 54 23869450 24 91260150 3388217 927 1573664 253 2 54 23867313 24 91258700 3388220 076 1573664 208 3 54 23870091 24 91264759 3388216 136 1573666 734 4 54 23887009 24 91254254 3388205 161 1573654 085 5 54 23877590 24 91265365 3388209 826 1573664 239 6 54 23869137 24 91260281 3388218 147 1573664 449 7 54 23865537 24 91254314 3388222 735 1573662 291 8 54 23853220 24 91244876 3388235 417 1573661 395 9 54 23869108 24 91260308 3388218 163 1573664 476 10 54 23849211 24 91238376 3388240 487 1573659 077 11 54 23837699 24 91226615 3388253 148 1573656 502 12 54 23828214 24 91217106 3388263 531 1573654 488 13 54 23818933 24 91199488 3388275 973 157364
23. 3 Matavim in inerija ir GIS Kauno y N ISSN 2029 5790 kolegija Online Information Sources 1 http www nzt 2 http www topcon lt 3 http www gpspartneris lt 4 http www infoera lt 5 http www geoportalas lt 6 http www gps lt 7 httpZ www glonas center ru 8 http www unavco org 9 http www navstar com 10 http www esa int esaN A galileo html 11 http www gsb lt references for international students The topic of the Subject Programme prepared by assistant Vincas Zakarauskas Educational Institution Kauno Kolegija University of Applied Sciences Study Programme Real Estate Measurement Engineering Subject Geodesy TOPIC LITHUANIAN NATIONAL GEODETIC BASIS 1994 LITHUANIAN COORDINATE SYSTEM LKS 94 DIRECT AND INVERSE ANGULAR INTERSECTION 1 The Structure of the Topic the analysis of topics Lithuanian National Geodetic Basis 1994 Lithuanian Coordinate System LKS 94 point coordination methods covers the presentation and analysis of information regarding the structure of the Lithuanian National Geodetic Basis and its networks LKS 94 coordinate system main data coordinate reference point essence of direct and inverse angular intersections data processing procedure and permissible errors 2 The Length in Hours 2 academic hours are envisaged for topic explanation 3 The Innovative Methods Applied During Lectures for Topic Explanati
24. 430 pie Yi p 2 3246 3246 21011 211449 mm i l i l n 10 8 Squared mean error of weight unit is calculated 9 Squared mean error of squared mean error of weight unit is calculated iic le cur ANS J2 Dn 4200 10 1 41 mm 10 Squared mean error of gross arithmetic mean is calculated INN MEN A i A J88 11 The reliability of squared mean error of gross arithmetic mean is calculated M 120 42 n 42 10 My 0 27 mm 12 Measurement precision tolerances are calculated 12 1 Confidence interval for measured distance with 95 reliability is calculated P x t M lt x lt x 1 M P 657 982 m 2 145 1 20 mm lt 657 982 m lt 657 982 m 2 145 1 20 mm Pss P 657 979 m lt 657 982 m lt 657 984 m Pos 12 2 Confidence interval for measured distance with 99 73 reliability is calculated P x t M lt x lt x 1 M P P 657 982 m 4 09 1 20 mm lt 657 982 m lt 657 982 m 4 09 1 20 mm Poo 75s P 657 977 m lt 657 982 m lt 657 987 m 13 Relative error of line measurement results is determined M 1 120mm 0002m 1 xX N 657982m 657982m 550000 Slr QUESTIONS TO REPEAT How is the measurement quality described What requirements must meet the same measurement conditions How are deviations of measurement results from arithmetic mean calculated How is the squared mean error of one measurement calcul
25. 5 Select Taip Yes to question Ar koreguosite ta k auk i reik mes Would you like to adjust point height to change the altitudes of pickets P1 and P2 By pressing Ne No the altitudes of pickets P1 and P2 are left unchanged 6 Then calculate the heights 7 Repeat the command from the 3 step guit the command press ENTER Drawing horizontal lines The command is used to draw horizontal lines The height of each horizontal line is indicated in brackets in the figure below linked points are of the same height The command is invoked in several ways e through menu Geo Auk iai Horizontali brai ymas Geo Heights Drawing horizontal lines 4 e from the toolbar Informacija Information by pressing a by entering GEOMAP AUKSCIAI HORIZONTALES to command prompt The following steps 1 Use keyboard to enter the height of horizontal line and press ENTER press X to open the settings 2 Markers indicating all pickets of the height appear 3 Link required pickets The function of linkage is analogous to the boundary linkage but the line must be levelled after the linkage is completed 4 Repeat the command from the 1 step To quit the command press ENTER Comment annotation The command is used to leave a comment on the drawing The comment is made according to the Geo settings u ra o anotacijos nustatymus comment annotation settings Text style layer size deflec
26. 50 154 4710 199 45 00 6 3 6 4 6 5 6 6 6 7 6 8 6 9 6 10 6 11 10 The coordinates of marker 3 are calculated X4 X yi S45 COS 6182380 26 190 124 cos 199 45 00 6182201 26 m Y S4013 Sin 0413 35500361 025 190 124 sin 199 45 00 500296 779 m 11 The value of direction angle of line 3 402 is calculated 3147 542 43 56 27 A Xas 3266 132 arc tg 0 402 12 Check computation of the direction angle of line 3 402 A3 402 04491 180 B 199 45 00 180 24 1 1 27 4395627 Further the calculations according to the triangle 401 403 3 are performed 13 Direction angle of line 401 403 is calculated A Y 55 401 A X 403 401 arc tg Q 401 403 124 10 55 14 The length and average value of line 401 403 15 calculated AX 403 401 COC Q 403 40 2 2 S 401 403 VA X 403 401 A 3626 509 m 2 2 S 401 403 4 A X 493 401 A 3026 509 m 3626 509 m M 401 403 15 The difference between the distances is less than 20 cm so average value is used S 401 402 3626 509 m 6 12 6 13 6 14 6 15 6 16 6 17 6 18 6 19 6 20 16 401 403 3 fo angle value is calculated S4o1 3 Sin ps S 401 403 sin p sin 275642 17 Bio angle value is calculated Bio 180 B B 154 4712 6 21 6 22 18 Value of direction angl
27. 8 1 ctgD gt ctebi Yat po 202188 xo etg Yat ys 8 1 ctgB gt Ordinate of 7 picket point is calculated _ yactgBo ys ctgpi XPK7 8 2 ctgp ctgp Check calculation abscissa Xa Xs C g Di Ya p TB gp 83 ctgp Ordinate A Ct ys Cto o JA 188 yo 84 ctgp ctgpi Difference of calculated coordinates not exceeding 50 cm is assumed 8 2 2 Inverse Angular Intersection The inverse angular intersection is calculated when coordinates of three points are known and the coordinates of the fourth point should be found Two additional points must be selected two datums must be created and lengths of datum lines must be measured in order to findthe coordinates of required point Angles are measured between coordinated direction and datum lines The scheme of inverse geodetic intersection is provided in Fig 8 2 1 2 8 2 Coordinate displacement scheme Coordinate displacement scheme is adapted to specific option according to the provided local directions DB and BE datum lines must be drawn to ease the measurement of their lengths and angles The distance from point M to point B is calculated according to DMB and EMB triangles Sos x sin i 8 5 sin P B2 d Soe x sin 8 6 T sin Bs po The result is positive if the difference between distances does not exceed 20 cm According to inve
28. Bk F1 Dist Bk n 3 d 252 Inst Ht 169837m 21 433m c 0 2mm X 1028m gt 359772 Point No 10 Fig 1 12 Backsight reading data is on the screen The following screens are displayed average value of backsight readings 1 69837 m backsight distance to the rod 21 433 m n total measurements taken 3 o standard deviation 0 2 mm horizon of instrument 35 8272 m backsight point number 10 Foresight rod reading are taken leveling is performed measurement is carried out After the measurement to the foresights is completed the following screens are displayed see fig 1 13 Rod Fr Dist Fr n 3 d 252 1 52387 m 22 123 m gt 0 1mm E 128m md Hdif GHFr Point No 0 17432 m 34 3074 11 Fig 1 13 Foresight reading data is on the screen The following screens are displayed average value of foresight readings 1 52387 m foresight distance to the rod 22 123 m n total measurements taken 3 standard deviation 0 1 mm d total backsight distance total foresight distance total backsight distance total foresight distance discrepancy of elevation backsight and foresight 0 17432 m foresight point elevation 34 3074 m foresight point number 11 Measurement of intermediate points IN SO key is used to measure intermediate points Number of measurements is selected three measureme
29. GeoMap software are provided in table 3 2 Table 3 2 GeoMap codes for some of the points No Point title Code No Point title Code 1 Movement point 1 21 Storm runoff cover 371 2 Reinf concrete border column 2 22 Heat chamber cover 40 3 Wooden border column 3 23 Gas pipeline cover 44 4 Temporarv border column 4 24 Drainage well cover 4 5 Electrical support low voltage 12 25 Artesian well 46 6 Electrical support high voltage 13 26 Communication support 49 7 Street lam 14 27 Monuments 52 8 Well 15 28 Fountain 54 9 Cover 16 29 Semaphore 55 10 Road sign 17 30 Traffic light 56 11 Broadleaf tree 1S 31 Countdown marker 60 12 Narrow leaved tree 20 32 Road sign 61 13 Fir tree 21 33 Bus station 62 14 Pine tree 22 34 Religious signs 63 15 Cedar 23 35 Couplin 69 16 Fruit tree 24 36 Valve 70 17 Single bush 25 37 Gratin 71 18 Communication well 33 3S Sienpost 72 19 Water supply well 35 39 Polygonal point 100 20 Sewage cover 37 40 Wall benchmark 103 OUESTIONS TO REPEAT What are the main components of electronic tachometer What characteristics are used to describe the precise electronic tachometers What is measured by electronic tachometers What is the procedure of preparation of the electronic tachometer for measurements What readings are displayed after picket measurements What is the aim of picket codes
30. Kauno N ISSN 2029 5790 kolegija Online Information Sources 1 http www nzt 2 http www topcon lt 3 http www gsb lt references for international students Prepared by assistant Vincas Zakarauskas Educational Institution Kauno Kolegija University of Applied Sciences Study Programme Real Estate Measurement Engineering Subject Geodesy PRACTICAL WORK NO 2 TOPIC MEASUREMENTS USING ELECTRONIC RANGE FINDER 1 The Aim of the Practical Work to perform measurements using electronic range finders to analyse measured data to develop project of a building 2 The Objectives of the Practical Work to describe electronic range finders to define building geometry using electronic range finders to compute perimeter area of the building and to develop a project of real estate building 3 The Innovative Methods Applied in the Practical Work team learning discussions 4 The Assessment of the Practical Work The highest level of the The medium level of the The minimum level of the Not achieved achievement of objectives achievement of objectives achievement of objectives objectives The outside of the building The outside of the building The outside of the The outside of the is measured using is measured using electronic building is measured using building is measured electronic range finder range finder building electronic range finder using electronic building project ata scale projec
31. Srities ploto u ra ymas enter region area U Srities ploto su tikslumu u ra ymas enter region area with accuracy LJ Ploto anotacija annotation to area Koordina i u ra ymas enter coordinates L Koordina i u ra as su i na a enter coordinates with a note Koordinat s anotacija annotation to coordinate L Linij atstum u ra as line distance comment U Linij anotacijos annotations to lines LJ Linij anotacijos su lentele annotations to lines with table L Kampo u ra as angle comment LJ Piketo numerio u ra as picket number L Koordina i tinklelio sud jimas making coordinate grid L Koordina i tinklelio sud jimas nurodytoje srityje ta kais making coordinate grid on specified area points L Koordina i tinklelio sud jimas nurodytoje srityje linijomis making coordinate grid on specified area lines L Koordina i tinklelio anotacija annotation to coordinate grid L Teksto modifikavimas modifying text O Teksto storinimas bold text Making coordinate grid The command helps to make a coordinate grid with indication of coordinates if reguired 300 150 The command is invoked in several ways e through menu Geo U ra ai Koordinaciy tinklelis Geo Comments Coordinate grid e from the toolbar U ra ai Comments by pressing iii by entering GEOMAP UZRASAI TINKLAS to command prompt Th
32. The highest level of the The medium level of the The minimum level of the Not achieved m of achievement of objectives achievement of objectives objectives Key control and E of Key Sonal ad ahs RT and M of the digital level are demonstrated the tripod of level is set the level is set up on the tripod the device is set over the point the level is levelled eyepieces are adjusted switch on off of date registration is demonstrated Alpha reference is adapted for leveling data entry setting menu is described and demonstrated leveling line pickets are set out leveling line scheme is drawn parameters required for leveling are entered numbers of benchmarks and measurements order and sequence of numbering of pickets the maximum Key control and S of the digital level are demonstrated the tripod of level is set the level is set up on the tripod the device is set over the point the level is levelled eyepieces are adjusted switch on off of date registration is demonstrated Alpha reference is adapted for leveling data entry setting menu is described and demonstrated leveling line pickets are set out leveling line scheme is drawn not all parameters reguired for leveling are entered numbers of benchmarks and measurements order and seguence of numbering of pickets the maximum the digital level are demonstrated the tripod of level is set the level is set up on the tripod the device is set over the
33. Yr Yr 8 y ctgB Yr ctg TMLT Xp ctp ctgp Yp Practical task No 2 To perform precision leveling between two points specified by the teacher applying BFFB method Use precise digital level Topcon DL 102 C or similar To determine the following parameters Mean value of backsight readings Error in differences Backsight 1 Foresight 1 Backsight 2 Foresight 2 Distance to the rod backsight n rod scale o standard deviation d Final distance backsight Final distance foresight Final distance backsight Final distance foresight Altitude change between the backsight 2 and foresight 2 measurements BD CON UC A BLS iS Altitude change on the station 10 Benchmark point altitude 11 Backsight point number Practical task No 3 Perform topographical works using electronic tachometer The teacher specifies four picket points It is required to carry out geodetic measurements of these pickets and to check the obtained results 1 Horizontal angles Vertical angles and calculated inclination angles Measured distances on the ground surface Differences in heights to the picket points 2 3 4 Horizontal projections of measured distances 5 6 Coordinates of picket points 7 Altitudes of picket points General assessment of the results of the examination The teacher organizes conducts and evaluates the results of examination Exami
34. and LEICA SMART NET LT networks of permanent reference GNSS stations 0 1 point Please characterize GLONASS navigation satellite system 0 3 point 18 19 20 21 22 29 24 25 26 27 At what depth are the ground control points of the Lithuanian National Vertical First Order Network dug in 0 1 point What is the average distance for installation of reference benchmarks and wall benchmarks creating the Lithuanian National Vertical First Order Network 0 1 point When and who did create the first in the world digital level 0 1 point What are the advantages of leveling with precise digital levels 0 2 point What does the accuracy of measurements by leveling with digital levels depend on 0 2 point What image processing methods applied in modern digital levels do you know 0 2 point What is ephemeris 0 1 point What does the GPS space segment consist of 0 3 point What are the functions of GPS control segment 0 3 point What GPS geodetic survey methods do you know 0 3 point Practical task No 1 Single direct angular intersection Coordinates of points T and are given and angles are measured Find the coordinates of point PK 1968 Fig 1 1968 Fig 1 Scheme of direct angular intersection Points x m y m T 86 000 9 19 190 9 T 86 517 8 14 801 5 T 84 540 3 13 882 9 Calculations Xy ctgB Xy ctg
35. and solar activity Tropospheric propagation delay depends on the satellite elevation angle Signal obstacles buildings hills trees meter man Signal reflections the signal is reflected from a house or other object and then reaches the receiver consequently the propagation distance is longer leading to the falsification of results Radio wave interference similar frequency radio wave sources Ionosphere the component of the Earth s atmosphere from about 50 to 1 000 km altitude above the Earth s surface It consists of free electrons Ionosphere has the greatest influence on GPS signals in northern and southern latitudes Its activity is highly dependent on the 11 year sunspot cycle and the time of day the greatest impact is on sunny day 2000 2001 were the years of maximum solar activity High solar activity can affect the initial determination of conditions for favorable surveying drag out the measurement reducing the 1 Tropospheric effect is simulated and eliminated by GPS device Determination of favorable conditions for surveying and the accuracy of measurements are influenced by tropospheric propagation delay Where possible the same height of base type and portable device is set Obstacles around the receiver houses trees and etc limit the possibilities for the station to observe all satellites They also increase the potential of signal reflection Flat metal objects in the vicinity of th
36. did not resume after certain actions Eys H gt T T vp T TAiiumas Kodas Kodas prietaise P 0 0 0 89 5 2 0200 geodeziio linklo punktas 73 23 38 89 46 14 1311760 jmo ta kas O 0 0 90 14 54 1311 770 Valstybinio geodezinio tinklo punktas 14 15 32 90 37 16 333220 Pavieniai med iai sisuralapiai 268 41 14 89 56 8 807 280 Ejmo ta kas 309 21 40 90 11 36 878580 Pavieniai med iai pla ialapiai 310 1 22 90 15 16 894030 Pavieniai med iai pla ialapiai 0 0 0 90 144 807230 jmo ta kas 182 13 32 90 6 24 1490240 jmo ta kas 359 59 58 89 54 58 1430280 Ejo ta kas 178 54 42 89 33 56 1183200 Ejmotaikas 183 14 48 89 41 42 763190 Pavieniai med iai pla ialapiai 247 37 52 89 54 2 303890 Kelio rodykl s 262 8 38 90 11 12 38990 Pavieniai med iai pla ialapiai 62 58 50 90 37 0 255020 Spygiuota tvora 61 14 38 90 40 14 257 900 Pavieniai med iai pla ialapiai Unmarked traverse in the surveying log 1311 770 Valstybinio geodezinio tinklo punktas 878 580 Pavieniai med iai pla ialapiai 994 030 Pavieniai med iai pla ialapiai 89 83 2 303890 Kelio rodykl s 90 11 12 38990 Pavieniai med iai pla ialapiai EU 0 255020 Spygluota tvora 90 4 257 900 Pavieniai med iai pla ialapiai x Marked traverse in the surveying log Selecting planimetric traverse Planimetric traverse points are marked by double left click on a mouse on the number of selected row in Matavim Zurnalas Surveying log of Matavim duomenys
37. exam value Every question is valued by a point indicated next to it Practical task takes up 50 of the exam value the first practical task 20 the second practical task 30 the third practical task 5076 of the total value of the practical test The task is marked on 10 point scale P 2 0 2 x 1PU 0 3 x 2PU 0 5 x 3PU here PU 2PU 3PU practical tasks Assessment criteria of the practical task No 1 The highest level of the The medium level of the The minimum level of the Not achieved objectives achievement of objectives achievement of objectives achievement of objectives 10 9 8 7 6 5 4 3 2 1 x or y coordinates of point PK 966 are calculated the calculation of coordinates is checked change of x and y coordinates of the x or y coordinates of point PK 968 are calculated for two triangles without checking the coordinated points Change of x and y coordinates of the calculated point does not exceed 0 3 m X Or y coordinates of point PK 1968 are calculated for one triangle but check calculation was not performed The calculation of x or y coordinates of point PK 1968 is wrong check calculation is not complete calculated point does not exceed 0 3 m The task is completely performed x or y coordinates of point PK 1966 are calculated for two triangles performing the check of coordinated points Change of x and y coordinates of the calculated point do
38. file and press located next to Rezultat failas Result file line indicate the file Find the structure of the file in section Rezultat failo strukt ra Result file structure If the result is recorded to the file indicate the number of transformed point in Nr No field Result file may contain more than one record therefore the points should be numbered When the results are obtained centre coordinate may be entered to the table the table is invoked by entering GEOMAP LENTPILDYMAS UZKRAUTI to command prompt Note it is possible to enter centre coordinate in GeoMap software only The accuracy of coordinates is taken from GeoMap settings In case the set accuracy is higher of that in Transformation dialog box use the latter Note Geographical coordinates must be expressed in degrees prior to transformation i e to translate minutes and seconds to degree measure E g coordinate 300 30 is translated to 30 50 coordinate 30007 30 30007 30 is translated to 30 125 X coordinate refers to eastern longitude Y coordinate to northern latitude Intersections triangulation The intersections are found in menu option Geo U kir iai Geo Intersections or toolbar Uzkirciai Intersections S NL Meanings of icons R linijinis uZkirtis line intersection NJ kampinis linijinis uZkirtis angular line intersection o polinis u kirtis polar intersection polinis u kirtis nuo bet kurio t
39. indicators Batenjos lygis yra 100 arba 50 Batenjos vir utinis mdmuo wa duomenu kaupiklio apatmis i oninio pne aiso sujungto su duomen kaupikiu Duomen kaupikli vado Trimble 5800 GPS imtuv Duomen kaupiklis vado Trimble R7 GPS imtuv Duomen kaupikli vado Trimble R8 GPS imtuv Duomen kaupiklis vado Trimble 5700GPS imtuv Pnimami mobiliojo ry io modemo signalai Kai ry ys nutr ksta indikatorus perbraukiamas EZ Priimami WAAS EGNOS agnalai e Palydov ska ius stebim imtuvo pateikiamas indikatonaus deim je Matuojant tikruoju laku GPS imtuvas overs bazinio imtuvo siun iamas pataisas priima intemetinio rysiu GPRS Indicator Meaning Data collector is energized by external source Battery is charging Battery charge is 100 or 50 The upper indication is for the data collector the bottom external device connected to the collector Data collector controls Trimble 5800GPS receiver Data collector controls Trimble R7 GPS receiver Data collector controls Trimble R8 GPS receiver Data collector controls Trimble 5700 GPS receiver Data collector controls Trimble 4800 GPS receiver Data collector controls Trimble 4700 GPS receiver Data collector controls Trimble 4800 GPS receiver Height of the receiver is on the right Apart from the receiver antenna is connected Height of antenna is on the right Stationary point is measured Receiving of radio data batches Receiving of mobile conn
40. inputting data These keys are used to input numeric values When in alpha mode this key will change between numeric alpha or symbol ESC C This key is used to remeasure the previous backsight or foresight point during po mputmode m This key can be used to measure with a inverse staff Inverse staff mode is necessary to set USE within the set mode beforehand E Use this key to confirm mode parameters and to enter displayed data values MEAS This key is used to initiate a measurement POWER This key is used to cut the instrument ON or OFF Table 1 2 DL 102C level display contents Int Imt Intermediate point measurement sideshot Setting of record mode To store the measured data to the internal memory of the instrument the Set Mode should be set Out Module has to be set to RAM or Card Module RAM the measured data is stored in the instrument RAM Maximum 8000 point data can be stored in RAM maximum 256 jobs Group cannot be made within RAM Module Card the measured data can be stored in Memory card directly maximum 256 groups Module RS 232C Connect DL 101C 102C to external device and output the data every time measured The measurement in this mode can be Standard Measurement Menu Measure only Module off the measured data is displayed only but not stored or output Entering characters when in Alpha mode When record mode is on alphanumeric characters can be entered when entering f
41. is created in accordance with established procedure the text in the file is readable excellent presentation of a report All the initial geodetic data reguired for the project are collected topographic map base points are envisaged and set out at the site GPS device is selected and checked GPS device is prepared for surveying site location sketches are made site location is defined using GPS device numerical data of the measurement are transferred to the computer GPS surveying report is printed precision of surveying data is assessed surveying data is processed by GeoMap software digital and analogical topographic map at a scale M 1 500 is created according to the requirements of Geodesy and cartography technical regulations a file is created in accordance with established procedure the text in the file is readable very good presentation of a report AII the initial geodetic data required for the project are collected topographic map base points are envisaged and set out at the site GPS device is selected and checked GPS device is prepared for surveying site location sketches are made site location is defined using GPS device numerical data of the measurement are transferred to the computer GPS surveying report is printed precision of surveying data is assessed surveying data is processed by GeoMap software digital and analogical topographic map at a scale M 1 500 is partially created according to the requirements of Geo
42. log keisti kodus change Command is used to change the code of geodetic base point codes surasti pagrindo ir Command is used to find reference and orientation points on drawings orientavimo ta kus find according to picket number and import to the list of reference points reference and orientation points atrinkti kodus select Command selects symbols and their descriptions according to the code on codes an instrument in tables of surveying log and geodetic base points column Kodas Code nustatymai settings Command is used to open Geo settings pagalba help Command is used to call user s manual Printing parameters and plans The function is used to print italic tables This command allows for faster printing process and reduction of paper consumption The command is invoked in several ways through menu Geo Spausdinimo parametrai ir planai Geo Printing parameters and 5 plans e from toolbar Geo by pressing amp e by entering GEOMAP IRANKIAI SPAUSDINIMO PARAM to command prompt Three points must be indicated on the drawing under the command taskasl taskas2 and taskas3 When points are indicated dialog box Spausdinimo parametrai Printing parameters is opened Spausdinimo parametrai Spausdintuvas HP DesignJet 430 Kiti parametrai Popieriaus plotis Nuo popieriaus kra to 20 Popieriaus lapo dydis ir orientacija Mastelis 1 250
43. motion vectors of the objects These systems are also adapted for geodetic tasks determination of point geocentric coordinates Earth s gravity field parameters geodetic constants and etc NAVSTAR and GLONASS systems also deal with tasks related to geoid determination Earth s pole movement Earth s tides geodynamics High precision geodetic networks are created with the help of these systems 1 3 GPS consists of segments space control and user segments The space segment consists of 6 orbiting satellites placed so that not less than four satellites would elevate 10 higher above the horizon from any Earth s surface point and at any time of the day The precision of the point coordinates determined applying GPS method depends on the precision of clocks satellite orbital parameters signal parameter measurement accuracy and satellite user interlocation Point geocentric coordinates X Y Z are determined according to absolute method with an error of several meters Point coordinate changes in relation to another point location according to differential method are determined with an errors of several centimeters 1 3 6 1 GPS Satellites Electronic technologies have opened the possibilities to create innovative Earth surveying methods fast and accurate measurements However these methods are still limited by the density of control points terrain ireguliarities and features These restrictions are to be voided using man made Earth sate
44. of Europe In Harward Business Rewiew interactive May June 1989 visited on 3 September 1990 ekr 1 2 Access through BRS Information Technologies McLean Va WORK PROCEDURE 1 Groups of 3 4 students are made 2 Geodesy teacher specifies site borders on the locality Students of the group 3 Collect initial geodetic data 4 Examine the site 5 Determine topographic map base points and mark them 6 Select and check the GPS device 7 Prepare GPS device for surveying 8 Create locality sketch 9 Determine site location using GPS device 10 Transfer numerical data of measurement to computer 11 Print GPS surveying report 12 Evaluate surveyed data precision 13 Process surveying data using GeoMap software 14 Following Geodesy and cartography technical regulations create digital and analogical map M 1 500 15 Create file 16 Present report PAPER FORMATTING FONT FORMAT STRUCTURE ETC The text should be typed on one side of the paper 17 x 26 cm leaving margins left 30 mm right 10 mm top 20 mm bottom 20 mm in 12 pt size Times New Roman font Normal option and 1 5 line spacing Each chapter should be started on new page Sections may be written on the same page dividing them from the text by double line spacing according to fig 1 1 GEODETIC DEVICES Level A 1 1 Electronic devices Level B 1 1 1 Calibration of electronic devices Level C Fig 1 Style
45. of coordinates using GeoMap software to develop a project topographic map using GeoMap software to transform point coordinates from LKS 94 coordinate system to WGS 84 eng World Geodetic System 1984 coordinate system to prepare the lists of point coordinates according to LKS 94 and WGS 84 coordinate systems 3 The Innovative Methods Applied in the Practical Work team learning discussions The practical work is also applied for international students Lithuanian and international students prepare the list of point coordinates of WGS 84 coordinate system 4 Assessment of the Practical Work The highest level of the achievement of objectives Not achieved objectives The minimum level of the achievement of objectives The medium level of the achievement of objectives N area is linked to geodetic N area is linked to geodetic N area is linked to geodetic N area is linked to base points pickets are measured applying polar method coordinates are base points pickets are measured applying polar method calculation of base points pickets are measured applying polar method calculation of geodetic base points pickets are measured applying polar method calculated topographic map is coordinates is wrong created report on picket topographic map is created point measurement and list report on picket point of point coordinates of WGS coordinates is wrong calculation of topographic map is not
46. of headings of chapters Center the text on full width of page Space the paragraph from the left edge of the paper to 12 15 mm The text is not divided into columns The paper must be neatly bound All pages including title page task tables illustrations appendices drawn on separate pages should be numbered Title page is considered the first page of the paper but the number is not inserted All noticed mistakes must be thoroughly corrected white corrector may be used for the purpose One page may contain at most five insignificant character corrections Number the pages at right bottom of the page 10 pt font size Use Headers and Footers if needed optional as well as Footnotes Separate all of them from the document body by continuous slash with 1 1 5 point spacing to visually separate from the text In addition they must be written in 10 pt font size or otherwise highlighted If Headers and Footers are used their content must be meaningful Limit the number of various highlighted places and emphasis not to tire reader s eyes It is recommended to use 12 pt Italics for main characters of mathematical expressions and 9 pt for indexes Matrices should be written in square brackets vectors 12 pt Bold Formulas should numbered by Arabic numbers in circular brackets They must be centred and their numbers indicated on the right side of the page Every new symbol of the formula has to be explained Comma should be added after the
47. of measurements determination of the average value of backsight readings Determination of the error in differences Backsight 1 Foresight 1 Backsight 2 Foresight 2 Determination of backsight distance to the rod Determination of the total number of measurements standard deviation Distance to the place of installation of the level in meters was determined Leveling length from reference benchmark was determined Determination of the change of heights in difference backsight 2 and foresight 2 Change of heights at the station was determined The altitude of benchmark point was determined Numbers of points benchmarks were determined Approximately 70 80 96 of the task were performed The following measurements may be carried out in the can of measurements determination of the average value of backsight readings Determination of the error in differences Backsight 1 Foresight 1 Backsight 2 Foresight 2 Determination of the backsight distance to the rod Determination of the total number of measurements standard deviation Distance to the place of installation of the level in meters was determined Leveling length from reference benchmark was determined Determination of the change of heights in difference backsight 2 and foresight 2 Change of heights at the station was determined The altitude of benchmark point was determined Numbers of points bench
48. on the accuracy of GPS surveying When is the greatest impact of Ionosphere on GPS surveying Do the buildings influence the accuracy of GPS surveying How long can the RTK method measurement take Could the Static method take 5 hours What is the axial meridian of the LKS 94 coordinate system QV A QU N What is the name of coordinate system where the origin of coordinates coincide with the mass center of the Earth General questions Where are the GPS tools used What is the approximate height of satellites What coordinate system is used by NAVSTAR satellites Why does the surveying accuracy depend on orbital altitude What is the most often used minimum satellite elevation angle What is the most precise GPS surveying method What is the most common GPS method used for Real estate cadastral measurements What is the name of the world coordinate system O ON OQ A QU N What is the ellipsoid of the world coordinate system 10 Is the WGS 84 coordinate system topocentric or geocentric e References and other sources of information a tick mark shall mean availability of the BE Publishing Information source publication Publishi source author title and identification number Elo Lon Kamias Other No and house College Study Rooms libraries library Key Information Sources IVATKAUS
49. outcomes according to the task To select and check adjust precise leveling devices To carry out precision leveling applying different methods To evaluate leveling results and their accuracy To select and evaluate geodetic devices for formation of geodetic networks To design and develop the detailed background for a plan To select and perform the measurements using electronic distance and angle measuring devices To know what is the Global Positioning System its application possibilities dealing with various geodetic tasks 8 To link geodetic measurements to the sections of national geodetic network 9 To analyze formation methods of the Lithuanian National Geodetic Network 10 To analyze and adapt point coordination methods 11 To plan develop and evaluate the measurement according to GKTR Technical Regulation of Geodetic Cartography requirements SAWP Yb Learning outcomes No 1 2 3 are the constituents of study subject outcomes No 1 1 1 2 2 1 3 1 3 2 53 Teacher Vincas Zakarauskas signature name surname KAUNO KOLEGIJA UNIVERSITY OF APPLIED SCIENCES FACULTY OF LANDSCAPING DEPARTMENT OF GEODESY EVALUATED Date 2012 Teacher Vincas Zakarauskas Variant No signature group student name surname signature GEODESY Examination part I theoretical questions Note The answers must be concise clearly worded Writing must be readable Every question is valued by number o
50. p ISBN978 9955 448 92 1 book with two authors JANKAUSKIENE Erika ir NENORTAITE Birut Emilija In inerin grafika in inerin s grafikos mokymo priemon Kaunas Kauno kolegijos leidybos centras 2009 138 p ISBN 978 9955 27 155 0 book with three authors REKUS Donatas URBANAVICIUS Valdas ir PAKROSNIENE Irina Georeferencin s duomen baz s mokymo si priemon Vilnius UAB Vaist inios 2008 72 p book with four and more authors ZIVATKAUSKAS Aurelijus et al Geodezija mokymo si priemon Vilnius UAB Vaist inios 2008 329 p book with one editor Lietuvi kalbos inynas Sudar Petras Kni k ta Kaunas 2002 book with no author Respublikin mokslin praktin konferencija Matavim in inerija ir GIS Straipsni rinkinys 2010 1 Kaunas Kauno vie oji biblioteka 2010 magazines newspapers and other continuous publications Tarp knygu Vilniaus Gedimino technikos universitetas Geodezijos instituto bibliotekos Zurnalas 2004 Nr 1 101 Vilnius 2000 p 94 106 Articles article with one author from a book or multi volume publications SIKORSKYT Au ra Triuk mo em lapio sudarymo ypatumai MapNoise programine ranga In Respublikin mokslin praktin konferencija Matavim in inerija ir GIS Straipsni rinkinys 2010 1 Mastai iai Kauno kolegijos leidybos centras 2010 p 14 18 ISSN 2029 5790 article with two authors from a book or mul
51. point the level is levelled eyepieces are adjusted switch on off of date registration is demonstrated Alpha reference is adapted for leveling data entry setting menu is described and demonstrated leveling line pickets are set out leveling line scheme is drawn not all parameters reguired for leveling are entered numbers of benchmarks and measurements order and seguence of numbering of functions of the digital level are demonstrated the tripod of level is set the level is set up on the tripod the device is set over the point the level is levelled eyepieces are adjusted switch on off of date registration is demonstrated Alpha reference is adapted for leveling data entry setting menu is described and demonstrated leveling line pickets are set out leveling line scheme is drawn parameters required for leveling are permissible height variation permissible height variation pickets the maximum not entered numbers of measurement error on the measurement error on the permissible height variation benchmarks and station etc Level 1 leveling station etc Level 1 leveling is measurement error on the measurements order is performed intermediate performed intermediate points station etc leveling and sequence of points are measured Level 2 are measured Level 2 leveling applying two Level methods numbering of pickets leveling and Level 3 leveling and Level 3 leveling are only is performed the max
52. readings 1 49837 m foresight distance to the rod 21 433 m n total measurements taken 3 standard deviation 0 2 mm discrepancy of elevation backsight 1 and foresight 1 0 20000 m foresight point elevation 35 8272 m foresight point number 11 After the measurement to the foresight 2 is completed the following screens are displayed see fig 1 4 Rod F2 Dist F2 n 3 d25 2 Paint No 1 49833 m 21434 m c 01mm 1028m 11 Fig 1 4 Foresight 2 reading data is on the screen The following screens are displayed average value of foresight readings 1 49833 m foresight distance to the rod 21 434 m n total measurements taken 3 standard deviation 0 1 mm d total backsight distance total foresight distance X total backsight distance total foresight distance foresight point number 11 Backsight on the rod is taken leveling by the level is performed and measurement is carried out After the measurement to the backsight 2 is completed the following screens are displayed see fig 1 5 Rod b2 EV Dist B2 n 3 d 25 2 1 69832 m 0 01 mm 21 430 m Olmm 1028 Hdif2 GH 2 E Point No 0 19999 m 35 8272 10 Fig 1 5 Backsight 2 reading data is on the screen The following screens are displayed average value of backsight readings 1 69832 m height difference error backsight 1 fo
53. the EU Structural Fund To create large scale data following the methods approved by the Government of Lithuania and regulatory acts applying them for public needs To classify stable natural and anthropogenic objects of the Earth s surface for formation of georeferenced map and cartographic case data sets and products according to specifications and methods approved by the Government authorized institution 2 The possibilities of processing and exchange of geodetic data using geodetic data processing software GeoMap were defined 1 Geodetic surveying data of the locality was collected 1 Geodetic surveying was linked to the national geodetic basis and the accuracy of measurements was evaluated Provision of information demonstration discussions one minute reflection virtual learning environment Moodle developed in the course of the project Development of e learning in colleges of Lithuania BPD2004 ESF 2 4 0 03 05 0179 financed by the EU Structural Fund Provision of information discussions individual problem solving case analysis one minute reflection virtual learning environment Moodle developed in the course of the project Development of e learning in colleges of Lithuania BPD2004 ESF 2 4 0 03 05 0179 financed by the EU Structural Fund Provision of information demonstration discussions individual and team problem solving case ana
54. the converted one If the scale is changed to 500 then scale parameter of a block is set to 0 5 if 1000 to 1 and etc When triggering the command it is necessary to specify the blocks to be converted visus all or only prasidedancius skaiciumi started from number and select new scale E key used for drawing review on A3 or A4 paper format If the drawing does not fit A3 or A4 paper it can be reduced enlarged or drawing centre can be changed Open command menu and proceed with the following steps e Select the format A3 or A4 e Specify centre of site plan e Reduce or enlarge the scale 100 200 500 1000 2000 5000 10000 Adjust the centre if necessary If you want to finish customizing the scale press Baigti Finish e To convert the same scale to the drawing select Taip Yes or opposite Ne No e After selection of conversion of objects the programme will ask what objects are to be converted all or started from number Then to save current drawing select Taip Yes or Ne No When these steps are completed the programme sets up the scale and converts objects if conversion of blocks is also selected Import of points Import of pickets from text file is performed through command menu The command is triggered in several ways e by clicking menu command Geo Ta k importas Geo Point import j e by pressing key on Geo toolbar e bytyping in command GEOMAP TASKU IMPORTAS at the comm
55. the field Antena type and save the changes Coordination of points After preparatory works are completed coordination of points using portable GPS device may be started 1 Select RTK in the main menu of Trimble Survey Controller and click Start Survey 2 Select Measure Points from Survey menu 3 Number of satellites is observed It is not allowed to perform RTK surevy when less than five satellites are within the visibility zone of GPS device Satisfied with the accuracy enter parameters of surveyed point point number Name point code Code selected from codes library or input manually if necessary stand height is changed by entering the value in Antenna Height 5 Click Measure in the right bottom corner of the screen observe point measurement time reading After the measurement click Store and save the data When data is saved the measurements continue by repeating steps 4 and 5 Stake out of points 1 Select Stakeout from Survey menu when survey in RTK mode is started 2 List of anticipated stake out points is activated Stake out points list 3 To add to the list click Add 4 To stake out all points select All Points 5 To stake out specific point mark it inn the list and click Stakeout in the right bottom corner of the screen 6 Keep the data collector in front of you move to designated direction taking into account the distance to the stakeout point 7 When the distance to the stakeout point is 3 m directional
56. 00 69 88 1 1150 89 2609 16 10 38 15 55 10 1 8500 66 05 1 5424 89 2410 16 11 37 51 SS 11 1 8500 51 87 10 3018 89 2310 16 13 22 51 SS 12 1 8500 50 71 11 0202 89 1100 16 14 14 51 SS 13 1 8500 40 83 11 4142 89 0502 16 15 52 20 55 14 1 8500 50 57 14 5540 89 1314 16 17 16 51 55 15 1 8500 43 78 32 5331 89 0423 16 19 05 29 55 16 1 8500 41 81 32 4939 89 0227 16 20 25 51 55 17 1 8500 31 4706 88 5938 16 21 21 51 55 18 1 8500 40 11 31 4707 88 5938 16 21 28 51 55 19 1 8500 34 90 34 2346 88 5705 16 22 23 22 55 20 1 8500 37 95 43 0117 89 1957 16 26 57 51 SS 21 1 8500 57 72 39 4128 89 2113 16 29 10 29 SS 22 1 8500 51 94 42 0206 89 2330 16 30 13 51 55 23 1 8500 57 70 43 2301 89 1757 16 31 50 51 55 24 1 8500 59 08 42 5931 89 2417 16 33 02 51 55 25 1 8500 60 08 41 4709 89 2510 16 33 34 51 55 26 1 8500 66 71 52 0932 89 3125 16 35 00 51 55 27 1 8500 58 86 51 4656 89 2243 16 35 57 51 55 28 1 8500 58 80 57 3724 89 1746 16 37 03 51 55 29 1 8500 58 88 61 4329 89 1509 16 38 00 51 55 30 1 8500 53 77 62 1858 89 1203 16 38 28 51 55 31 1 8500 55 74 56 3610 89 0920 16 43 57 20 S 32 1 8500 56 3610 89 0920 16 44 03 20 55 33 1 8500 46 96 54 1256 89 0637 16 45 46 20 SS 34 1 8500 42 38 50 1608 89 1300 16 46 46 51 S5 35 1 8500 46 97 63 0503 88 5420 16 47 56 51 SS 36 1 8500 26 13 57 4647 88 2543 16 50 00 15 SS 37 1 8500 24 87 50 3133 88 4802 16 51 07 15 55 38 1 8500 24 92 56 0728 89 1015 16 52 18 15 55 39 1 8500 22 23 56 2803 88 5846 16 53 19 15 55 40 1 8500 22 24 49 5732 89 0239
57. 02 22 82 09 45 57 23 30 Table 2 2 Point coordinates Points Coordinates m XA 5086116 04 Xp 5086517 83 Xc 5084516 92 YA 419202 94 414801 53 yc 413935 02 1 Find plane rectangular coordinates of point PK 77 of triangle A B PK 77 _ XaCtg xgctg _ Xpk 77 2 1 ctg ctg _ yactg ygctg Xg _ 2 2 ctg p ctg B 2 Check plane rectangular coordinates of point PK 77 of triangle 77 _ xgctg B4 xcctg t yc XPK 77 Oe a 2 3 ctg ctg _ By yoctg Xg YPK 77 gt 2 4 ctg B ctg p 3 Evaluate the reliability of found coordinates for point PK 77 they may differ by 50 cm 4 Find mean coordinates of point PP 77 X pk 7 mean T 25 Y rk m mean 2 6 Seguence 1 Find coordinates of PP 77 of triangle A B PP 77 2 Check the calculation of point PP 77 coordinates of triangle C B PP 77 3 Evaluate the reliability of found coordinates they may differ by 50 cm 4 Find mean coordinates of point PP 77 Assessment of Mid term Test SR k FEX Not achieved objectives achievement of objectives achievement of objectives achievement of objectives L 310 9 8 7 9 2 1 Coordinates of point PP 77 of Coordinates of point PP 77 of Coordinates of point PP 77 Coordinates of point triang
58. 1 Distances between building angles Building Measured distance m angles I measurement II measurement average 1 2 19 052 19 053 19 05 2 3 3 341 3 342 3 34 3 4 2 960 2 960 2 96 4 5 3 744 3 742 3 74 5 6 2 941 2 943 2 94 6 7 6 772 6 773 6 77 7 8 1 682 1 684 1 68 8 9 3 401 3 400 3 40 9 10 1 271 1 271 1 27 10 11 2 722 2 724 2 72 11 12 2 981 2 981 2 98 12 13 3 273 3 272 3 27 13 14 6 571 6 572 6 57 14 15 4 752 4 751 4 75 15 16 8 590 8 591 8 59 16 17 4 971 4 972 4 97 17 18 2 712 2 712 2 71 18 19 3 154 3 152 3 15 19 20 1 732 1 731 1 73 20 21 3 241 3 241 3 24 21 22 3 031 3 031 3 03 22 23 14 610 14 611 14 61 23 24 3 612 3 611 3 61 24 1 2 021 2 020 2 02 Total 113 10 Building footprint 607 m Distance measurement precision evaluation Table 2 2 Measured distance m Building Relative average angles I measurement II measurement deviation of measurement 1 2 19 052 19 053 19100 2 3 3 341 3 342 3300 3 4 2 960 2 960 4 5 3 744 3 742 5 6 2 941 2 943 6 7 6 772 6 773 6800 7 8 1 682 1 684 8 9 3 401 3 400 3400 9 10 1 271 1 271 10 11 2 722 2 724 11 12 2 981 2 981 12 13 3 2773 3 272 3300 13 14 6 571 6 572 6600 14 15 4 752 4 751 4800 15 16 8 590 8 591 8600 16 17 4 971 4 972 5000 17 18 2 712 2 712
59. 2 2012 Geodesy Publishing ISBN 978 1290098762 378 HARRY L Landscape Surveying Department ISBN 9781111310608 256 p of Agricultural Engineering 2 2012 Oklahoma y y State University USA Charles D GHILANI et al Westford 4 2012 Elementary Surveying United States ISBN 978 0 13 255434 3 984 p of America E B Aranen P H CKOTOPEBA 5 2011 c Kadacmpa M cn y y ISBN 978 5 904954 04 8 T pod 978 5 8291 1246 2 416 p P Additional Reading SKEIV ALAS Jonas Elektroniniai 1 1998 geodeziniai prietaisai Technika ISBN 9986 05 713 2 193 p TAMUTIS Zigmas ir kiti Mokslo ir 2 1996 Geodezija 2 enciklope y ISBN 5 420 01331 2 384 p diju leidykla 3 201 ISBN 97s 5 291 1326 1 y 978 5 98426 108 1 409 p N TORGE WOLFGANG M LLER University of 4 2012 J RGEN Geodesy Hannover ISBN 978 3 11 020718 7 539 p Germany ERIK W GRAFAREND FRIEDRICH W KRUMM VOLKER Verlag 5 2003 S SCHWARZE Geodesy The Challenge of the 3rd Millennium Heidelberg ISBN 10 3642077331 487 p 6 2000 Geodezijos ir kartografijos techninis Valstybin 4 d reglamentas GKTR 2 06 01 2000 geodezijos ir statybiniai in ineriniai geodeziniai kartografijos tyrin jimai tarnyba Periodicals Geodezija ir kar
60. 26 13 57 4647 88 2543 16 50 00 15 SS 37 1 8500 24 87 50 3133 88 4802 16 51 07 15 SS 38 1 8500 24 92 56 0728 89 1015 16 52 18 15 SS 39 1 8500 22 23 56 2803 88 5846 16 53 19 15 SS 40 1 8500 22 24 49 5732 89 0239 16 54 12 15 Fig 3 1 Picket measurement report The list of point coordinates WGS 84 coordinate system Table 3 1 Geodetic coordinates degrees Points n 1 54 23869450 24 91260150 2 54 23867313 24 91258700 3 54 23870091 24 91264759 4 54 23887009 24 91254254 5 54 23877590 24 91265365 6 54 23869137 24 91260281 7 54 23865537 24 91254314 8 54 23853220 24 91244876 9 54 23869108 24 91260308 10 54 23849211 24 91238376 11 54 23837699 24 91226615 12 54 23828214 24 91217106 13 54 23818933 24 91199488 14 54 23809671 24 91194949 15 54 23820782 24 91202828 16 54 23829300 24 91214727 17 54 23838486 24 91224251 18 54 23869161 24 91260389 19 54 23844960 24 91233536 20 54 23850515 24 91242798 21 54 23868578 24 91260346 22 54 23857274 24 91249984 23 54 23861757 24 91253671 24 54 23867575 24 91258937 ADDITIONAL MATERIAL FOR COMPLETION OF THE PRACTICAL WORK It is recommended to ascribe special codes to the measured pickets during the operation with electronic tachometers Coding system is necessary to see the conventional sign block when working with computer software Some codes of the point conventional signs recognized by
61. 3 m 2 145 3 61 mm Poss 107 225 m lt 107 233 m lt 107 241 m Poss 12 2 Confidence interval for measured distance with 99 73 96 reliability is calculated P x t M lt x lt x 1 M P P 107 233 m 4 09 3 61 mm lt 107 233 m lt 107 233 m 4 09 3 61 mm Poo P 107 218 m lt 107 233 m lt 107 248 m Poo 73 13 Relative error of line measurement results is determined 1 m 1 1Lh43mm 0 01143m 1 N xX 107233m 107 233m 9400 MATHEMATICAL TREATMENT OF EQUAL PRECISION SURVEY RESULTS OF ONE DIMENSION Procedure 1 To select minimum line length value 2 To calculated differences between single measurement results and the values close to arithmetic mean 3 To calculate the arithmetic mean 4 To calculate rounding error 5 To calculate deviations of measurement results from arithmetic mean 6 To check the calculation of arithmetic mean 7 To check the calculation of sum of squared deviations from arithmetic mean 8 To calculate squared mean error of weight unit 9 To calculate squared mean error of squared mean error of weight unit 10 To calculate squared mean error of gross arithmetic mean 11 To calculate the reliability of squared mean error of gross arithmetic mean 12 To calculate measurement precision tolerance 13 To determine relative error of line measurement results The treatment of measurement results of the datum line is provided in table 7 2
62. 4 2012 10 56 44 1 520 0 008 A 1 921 0 096 0 008 1252 0 007 0 010 489692 887 78 461 03 04 2012 2s 6076186 674 489692874 78466 03 042012 11 02 57 1 299 0 008 0 010 6076136 664 480692873 78470 03 04 2012 1 03 15 ER 1323 0 008 0 010 2t 6076186 662 489692 864 6076186 663 11 03 32 11 03 49 0 010 re 03 04 2012 489692 864 6076186 662 489692 873 78471 03 042012 11 04 06 1346 0 008 0 010 2x 2y 6076383 326 6076383326 489657065 82349 6076383 327 489657 069 82 343 3q 3r 6076186 660 6076186 659 489692 873 03 04 2012 11 04 21 0010 489692 876 78 467 03 04 2012 1 04 40 6 1 346 0 007 0 010 489657 069 82 348 03 04 2012 11 10 26 1 254 0 007 0 010 03 04 2012 11 10 39 1 291 0 007 03 04 2012 10 55 1302 0 007 0 010 z 6076383 330 489657 068 82 346 03 04 2012 111108 6 1323 0 007 0 010 6076383 332 489657 068 82 348 03 04 2012 1111 1 332 0 006 0 009 3u 3v mU 6076383 326 6076383 326 489657 060 6076383 332 6076383 328 6076383 328 i 489657 069 489657 068 489657 064 489657 062 82346 03 04 2012 RI Tasas Tai Ta o 82354 03042012 11 12 17 1 334 82 349 03 04 2012 11 12 30 1345 DID E 6076423 689 489629 772 79516 03 042012 11 14 13 1366 0 007 0 010 4q 6076423 686 4r 6076
63. 423 676 6076423 673 UA 489629 776 489629 798 489629 798 79 501 03 04 2012 11 14 27 1409 0 008 0 011 03 04 2012 14 1 362 0 007 0 010 03 04 2012 1 375 0 008 0 011 79 522 11 15 01 5 6076423 673 489629 796 79517 03042012 1115 19 6 1421 0008 0011 6076423 669 489629796 79 525 03 04 2012 6076423 676 6076423 675 6076423 685 489629 806 79 524 03 04 2012 11 16 14 1 15 36 6 11 15 49 11 16 02 1 420 0 011 0 008 489629 798 489629 800 03 04 2012 79 517 03 04 2012 1 438 Fig 5 3 Standard GPS report ADDITIONAL MATERIAL FOR COMPLETION OF THE PRACTICAL WORK Trimble Survey Controller software is controlled with the help of active touch screen Specal pen is used for the purpose complete with Trimble TSC2 data collector The Trimble Survey Controller software is activated through Start menu all desired functions are controlled by touching the screen with the pen Main control of GPS device is performed by the data collector All measurements and parameters are recorded to the field data storge software Trimble Survey Controller Indicators of Trimble Survey Controler field software may be observed only if the software is activated on the data collector Meanings of the indicators depen on what devices are connected to the data collector controller Indicators of GPS device software and their meanings are provided in fig 29 4 GPS device software
64. 5 8291 1326 1 978 5 98426 108 1 409 p Geodezijos ir kartografijos techninis Valstybin reglamentas GKTR 2 08 01 2000 geodezijos ir 3 2000 DPI de ME a y statybiniai inZineriniai geodeziniai kartografijos tyrin jimai tarnyba Geodezijos ir kartografijos techninis sa reglamentas GKTR 2 11 02 2000 Mec 4 2000 sutartiniai topografiniu planu M 1 500 1 1000 1 2000 ir 1 5000 kartografijos tarnyba Zenklai 5 2013 AutoCad Autodesk Product Design Suite for Education 2013 Periodicals Geodezija ir kartografija ISSN 1992 134 Geodesy and cartography Vilniaus ISSN 2029 6991 Gedimino 2 technikos universitetas o nstitutas 3 Matavim in inerija ir GIS Kauno 4 ISSN 2029 5790 kolegija Online Information Sources 1 http www nzt 2 http www infoera lt 3 http www geoportalas lt 4 http www gsb lt references for international students Prepared by assistant Vincas Zakarauskas Educational Institution Kauno Kolegija University of Applied Sciences Study Programme Real Estate Measurement Engineering Subject Geodesy PRACTICAL WORK NO 5 TOPIC SURVEYING WITH GPS DEVICES 1 The Aim of the Practical Work to perform automatic measurement of points using GPS devices point set out activities surveyed point data transfer to computer to draw up a standard report on GPS Lithuanian LKS 94 coordinate system and list of coordinates of the world
65. 7 601 14 54 23809671 24 91194949 3388284 806 1573648 440 15 54 23820782 24 91202828 3388273 540 1573648 872 16 54 23829300 24 91214727 3388263 294 1573652 668 17 54 23838486 24 91224251 3388253 153 1573654 805 18 54 23869161 24 91260389 3388218 098 1573664 504 19 54 23844960 24 91233536 3388245 299 1573657 832 20 54 23850515 24 91242798 3388238 204 1573661 196 21 54 23868578 24 91260346 3388218 588 1573664 700 22 54 23857274 24 91249984 3388230 694 1573662 873 23 54 23861757 24 91253671 3388226 008 1573663 348 24 54 23867575 24 91258937 3388219 796 1573664 249 Fig 4 3 List of picket point coordinates WGS 84 coordinate system ADDITIONAL MATERIAL FOR COMPLETION OF THE PRACTICAL WORK GeoMap is InfoEra product compatible with Autodesk Inc Created on AutoDesk Map This program enables efficient management of field measurement data Scale Drawing scale and conversion commands are triggered by clicking menu Geo Scale or from toolbar Mastelis Scale WM 200 S00 1000 2000 5000 ma HER ERB keys are used to change drawing scale to 1 100 1 200 1 500 1 1000 1 2000 1 5000 1 10000 key is used to change drawing scale by typing in the scale at the command prompt ba _ key for scale conversion The command changes the scale of blocks and text and global weight of line if it is not equal to 0 The properties of dynamic blocks also change Scale conversion is performed even if existing scale coincide with
66. 84 14 196 142 3192 2 1176 1 According to measurement results the minimum line length value of 107 219 m is taken It will be approximate value for arithmetic mean xl 2 The differences between single measurement results are measured and the values close to arithmetic mean x x 107 222 107 219 2 0 003 m 23 mm 3 Arithmetic mean is calculated 10 2 5 1 x x L 107 219 107 2332 107 233 m n 4 Rounding error is calculated Q X ap 107 2332 107 233 0 0002 m 0 2 mm 5 Measurement result deviations from arithmetic mean v are calculated v 2 x x 2107 222 107 233 2 0 011 m 2 1 mm 6 Calculation of the arithmetic mean is checked 10 Sy n 6 10 0 2 mm 2 mm i 7 Calculation of sum of squared deviations from arithmetic mean is checked 2 i 319 M2 n 10 3192 2016 4 1175 6 1176 9 Sguared mean error of s uared mean error of one measurement is calculated m 11 43 2 69 mm 42 0 2 0 1 10 Squared mean error of arithmetic mean is calculated m EL MeL 11 Reliability of squared mean error of arithmetic mean is calculated m 1143 em 830 My 0 81 mm 12 Measurement precision tolerances are calculated 12 1 Confidence interval for measured distance with 95 reliability is calculated P x 1 M lt x lt x 1 M P 107 233 m 2 145 3 61 mm lt 107 233 m lt 107 23
67. KAS Aurelijus et al 2 eS i UAB 1 2008 Geodezija mokymo si priemon Vaist ISBN 978 9955 511 87 8 329 inios Alexander Ross CLARKE HardPress 2 2012 Geodesy Publishing ISBN 978 1290098762 378 p Charles D GHILANI et al Westford 3 2012 Elementary Surveying United States ISBN 978 0 13 255434 3 984 p of America Additional reading SKEIVALAS Jonas Elektroniniai 1 1998 geodeziniai prietaisai Technika ISBN 9986 05 713 2 193 TAMUTIS Zigmas ir kiti Mokslo ir 2 1996 Geodezija 2 enciklope ISBN 5 420 01331 2 384 dij leidykla 2 j 2011 ISBN 978 5 8291 1326 1 M y 978 5 98426 108 1 409 p Peine TORGE WOLFGANG M LLER University of 4 2012 J RGEN Geodesy Hannover ISBN 978 3 11 020718 7 539 p ERIK W GRAFAREND Spri FRIEDRICH W KRUMM VOLKER DEP 5 2003 S SCHWARZE Geodesy The y Challenge of the 3rd Millennium Heidelberg ISBN 10 3642077331 487 p Geodezijos ir kartografijos techninis Valstybin reglamentas GKTR 2 08 01 2000 geodezijos ir 6 2000 L 22 y y statybiniai inZineriniai geodeziniai kartografijos tyrin jimai tarnyba Periodicals Geodezija ir kartografija i ISSN 392154 Teche M Geodesy and cartography Vilniaus ISSN 2029 6991 Gedimino 2 technikos universitetas geodezijos Institutas
68. Kuri lame ihi dleit 2 KAUNO KOLEGIJA V UNIVERSITY OF APPLIED SCIENCES FACULTY OF LANDSCAPING DEPARTMENT OF GEODESY STUDY PROGRAMME REAL ESTATE MEASUREMENT ENGINEERING 653H14004 VINCAS ZAKARAUSKAS UPDATE MATERIAL FOR THE STUDY SUBJECT GEODESY TO SUPPORT THE PROJECT INTERNATIONALITY PROMOTION AND UPDATE OF ENGINEERING STUDY FIELD PROGRAMMES TO MEET COURSE DELIVERY NEEDS OF INTERNATIONAL STUDENTS AT THE FACULTY OF LANDSCAPING OF KAUNO KOLEGIJA THE UNIVERSITY OF APPLIED SCIENCES VP1 2 2 MM 07 K 02 045 Mastaiciai 2012 Educational Institution Kauno Kolegija University of Applied Sciences Study Programme Real Estate Measurement Engineering GEODESY Study Subject Programme The Annotation introduction to the efficient application of geodetic methods in various fields of activity analysis fundamental geodetic provisions reguirements and principles for selection of modern geodetic devices and software for development of topographic plan projects for processing and evaluation of the data obtained in a variety of ways and methods analysis of state and special geodetic networks and their application in a variety of surveying work The Aim of the Programme includes the development of practical skills in ground spatial measurements using modern geodetic devices elaboration of digital plans and schemes checking of the general setting of points lines and objects of the locality development of students geodetic th
69. LKER Verlag 4 2003 S SCHWARZE Geodesy The Berlin Challenge of the 3rd Millennium Heidelberg ISBN 10 3642077331 487 p 5 2000 Geodezijos ir kartografijos techninis Valstybin reglamentas GKTR 2 06 01 2000 geodezijos ir statybiniai in ineriniai geodeziniai kartografijos tyrin jimai tarnyba Periodicals Geodezija ir kartografija US Geodesy and cartography Vilniaus ISSN 2029 6991 Gedimino 2 technikos universitetas 0 nstitutas 3 Matavim in inerija ir GIS Kauno Y ISSN 2029 5790 kolegija Online Information Sources 1 http www nzt 2 http www topcon lt 3 http www gpspartneris lt 4 http www infoera lt 5 http www geoportalas lt 6 http www gsb lt references for international students Prepared by assistant Vincas Zakarauskas Educational Institution Kauno Kolegija University Of Applied Sciences Study Programme Real Estate Measurement Engineering Subject Geodesy PRACTICAL WORK NO 4 TOPIC PLANNING IN GEOMAP SOFTWARE 1 The Aim of the Practical Work to create topographic map to prepare the lists of point coordinates according to LKS 94 and WGS 84 coordinate systems 2 The Objectives of the Practical Work to select an electronic tachometer from geodetic laboratory to link N area to geodetic base points to measure map points applying polar method to perform calculations
70. LOBAL POSITIONING SYSTEM GPS Global Positioning System GPS is a complex of special man made Earth satellites and instruments for determination of spatial geodetic coordinates applying radio navigation method There are navigational GPS instruments used for vehicles aircrafts space vehicles ships cars and geodetic GPS instruments used for specific constructions and kinematic measurements 1 3 There are two operational GPS systems in the world american NAVSTAR and russian GLONASS navigation systems NAVSTAR system was launched in 1983 GLONASS in 1996 In 2011 two satellites of european navigation systems Galileo were launched and placed into circular orbit at 23 000 km Galileo will be installed within the decade and the first navigation signal will be transmitted to users in 2015 when sufficient number of satellites will be reached By the year 2020 the constellation would consist of 27 active satellites and 3 spare satellites in orbit Compared to U S GPS system satellites Galileo is equipped with more precise atomic clocks the most important component of the system 1 The main NAVSTAR and GLONASS station parameters are provided in table 1 1 Table 1 1 The main components of NAVSTAR and GLONASS GPS systems Coordinate system PZ 90 WGS 84 Both GPS systems were invented for navigation The systems are used to determine the location of objects on the earths surface and in the space around as well as
71. N 978 0 13 255434 3 984 p of America E V ZOLOTOVA Fund Mir R N SKOGOREVA Russian 2 2018 Geodesy with cadastre basics y 3 ISBN 978 5 919840 07 7 413 p Additional reading SKEIVALAS Jonas Electronic 1 1998 geodetic tools Technics ISBN 9986 05 713 2 193 p SKEIVALAS Jonas Mathematical 2 1995 processing of the results of correlated Technics N N geodetic measurements ISBN 9986 05 151 7 10 00 272 p TAMUTIS Zigmas et al Ern 3 1996 Geodesy 2 ia Publishing ISBN 5 420 01331 2 384 p Centre TAMUTIS Zigmas et al Science and Geodesy 1 Encyclopaed 3 1032 ISBN 5 420 01331 2 292 p ia Publishing Y Centre M I KISILIOV D S MIHELIOV Akademija 5 2011 Geodesy Russian ISBN 978 5 7695 8390 2 9785769583902 384 p I F KUSHATIN V I KUSHTIN Fenix 6 2009 Geodesy Russian ISBN 978 5 222 15779 4 912 p 7 2012 TORGE WOLFGANG M LLER University of Y J RGEN Geodesy Hannover ISBN 978 3 11 020718 7 539 p Germany ERIK W GRAFAREND Springer FRIEDRICH W KRUMM VOLKER Verlag 8 2003 S SCHWARZE Geodesy The Am Challenge of the 3rd Millennium Heidelberg ISBN 10 3642077331 487 p Edited by G G POKLAD Geodesy 9 2012 practicum textbook for HEIs 2 Gaudeamus
72. OK in appeared dialog box Find Survey Controller on ActiveSync and click OPEN After the sata are trasferred in box Project koordinates system select Keep the existing Project definition OK Coordinate system of the software is used for surveyed points because it is more widely described then on the software for field data storage of the data collector In DAT Chekin dialog box the information about surveyed points is provided OK The data were collected in RTK survey mode therefore there is no need of additional data processing the data may be exported for later processing in a desired format Standartin GPS ataskaita Darbo pavadinimas Koordina i sistema Lithuania Zonos pavadinimas Laiko zona Ta kas KAUN lp Iq 1 6076392 643 489789 833 It lu 6076392 641 489789 822 lw 1 ly 6076186 667 489692 888 78467 03 04 2012 LKS94 pos 6085562 947 6076392 650 489789 813 78 647 03 04 2012 6076392 653 6076392 654 6076392 642 ausssyte Lokalin Vert tiksl Dus 049 87 352 03 04 2012 10 46 14 IN ERERE Data Laikas Epocha T We 489789 831 489789 824 78 643 03 042012 10 54 39 Len 1 529 0 008 0 012 489789 832 78 658 78 661 ese Te KLAR 6076392 662 6076186 670 489692 886 78 447 03 04 2012 11 02 09 6076186 664 489789 815 78 674 03 0
73. System LKS 94 1994 Lithuanian Coordinate System LKS 94 integrated into the general European system only must be used since February 1 1996 Coordinates of all the GPS Global Positioning System geodetic basis stations in the territory of Lithuania determined applying satellite method are located towards the global and geocentric mass centre of the Earth Global geocentric coordinate system is WGS 84 World Geodetic System 1984 with its realization in Europe EUREF 89 European Coordinate Referencing System 1989 using GRS 80 Geodetic Reference System 1980 ellipsoid LKS 94 coordinate system includes spatial coordinate system normal gravity field and ellipsoid planar coordinates system The spatial coordinate system aligns with ETRS 89 coordinates system of the united European geodetic network EUREF 89 It is a geocentric system Location of a point is defined by rectangular coordinates X Y Z Normal gravity field and GRS 80 Geodetic Reference System ellipsoid Semi major axis of the ellipse is a 2 6378137 m inverse flattening of the ellipse is 1 f 298 257222101 The centre of ellipsoid coincides with ETRS 89 system geodetic datum or its semi minor axis with Z axis Location of point is defined by geodetic latitude B geodetic length L and geodetic ellipsoid height He Planar coordinate system is based on transverse cylindrical Mercator projection with axial meridian L 24 C and projection scale at
74. WGS 84 eng World Geodetic System 1984 coordinate system 2 The Objectives of the Practical Work to list GPS device control functions to prepare GPS device for work to perform RTK survey settings port configuration RTK portable device settings automatic point measurement point set out activities surveyed point data transfer to computer to draw up a standard report on GPS Lithuanian LKS 94 coordinate system and list of coordinates of the world WGS 84 eng World Geodetic System 1984 coordinate system 3 The Innovative Methods Applied in the Practical Work team learning discussions The practical work is applied for international students Lithuanian and international students prepare standard report on GPS LKS 94 coordinate system and list of coordinates of WGS 84 eng World Geodetic System 1984 coordinate system 4 The Assessment of the Practical Work The highest level of the The medium level of the The minimum level of the Not achieved achievement of objectives achievement of objectives achievement of objectives objectives 10 9 8 7 6 5 4 3 2 1 All GPS device control All GPS device control All GPS device control All GPS device control functions are listed RTK functions are listed RTK functions are listed RTK functions are listed survey settings are managed survey settings are managed survey settings are managed RTK survey settings are Port configuration is Port configuration is Port con
75. Y PROGRAMME REAL ESTATE MEASUREMENT ENGINEERING code 653H 14004 VINCAS ZAKARAUSKAS PROJECT WORK PROCEDURE FOR THE SUBJECT GEODESY Mastaiciai 2012 The Aim and Objectives of the Work to create site topographic plan to perform geodetic surveying using GPS device The Main Objectives of the Project Work To define boundaries of the site To collect initial geodetic data To define geodetic network and site plan base points To select GPS device To provide detailed technical data for GPS device To carry out GPS surveying To process GPS surveying data To assess surveying precision NoD 90 c cd nika 9 To create a site plan 10 To create a file 11 To present a report The Length of the Project Work in Hours 38 Expected Outcomes To collect the data on site geodetic surveying to link geodetic surveying to the national geodetic base and evaluate surveying precision create a site topographic plan using innovative geodetic instruments that meet GKTR requirements RECOMMENDED TOPICS TASKS Preparatory works Site examination Geodetic surveying Data processing Site topographic plan File creation DIN ATS B SL Report presentation STRUCTURE OF THE WORK IINTRODUCTION Introduction must include description of work object relevance of the analysed topic the object aim and objectives of the work The style must be clear and explicit Each statement must be justified using simple
76. Y RESULTS OF ONE DIMENSION 10 measurement series have been performed during determination of the length of datum line Each series includes n measurements of the datum line Arithmetic means of the datum line are calculated according to each measurement series It is required to determine the most reliable value of the datum line and evaluate the precision of measurement Procedure 1 To calculate the most reliable value arithmetic mean 2 To calculate deviations from arithmetic mean and verify the deviation from the sum of arithmetic mean 3 To calculate squared mean error of one measurement 4 To calculate squared mean error of squared mean value of one measurement 5 To calculate squared mean error of arithmetic mean 6 To calculate squared mean error of squared mean error of arithmetic mean 7 To calculate confidence intervals of measured values 8 To determine relative error of line measurement results The treatment of measurement results of the datum line are provided in table 7 1 Table 7 1 Datum line measurement results treatment Lines Measurement results x m mm 7 mm v mm mm 1 107 222 3 9 11 121 2 107 222 3 9 11 121 107 242 23 529 9 81 4 107 249 30 900 16 256 5 107 219 0 0 14 196 6 107 230 11 121 3 9 7 107 229 10 100 4 16 8 107 227 8 64 6 36 9 107 245 26 676 12 144 10 107 247 28 7
77. a ko polar intersection from any of the points NJ kampinis uZkirtis angular intersection S kampinis u kirtis nuo bet kurio ta ko angular intersection from any of the points c potenoto uZkirtis inverse geodetic intersection NI priri imas prie inomo ta ko u kirtis known point dimensioning intersection More L Linijinis u kirtis _J line intersection L Kampinis linijinis u kirtis U angular line intersection L Polinis u kirtis U polar intersection L Polinis u kirtis nuo bet kurio ta ko _J polar intersection from any of the points L Kampinis uZkirtis U angular intersection L Kampinis uZkirtis nuo bet kurio ta ko O angular intersection from any of the points L Potenoto uZkirtis O inverse geodetic intersection LJ Priri imas prie inomo ta ko uZkirtis L known point dimensioning intersection Comments To trigger commands for comments and annotations use menu option Geo U ra ai Geo Comments or toolbar U ra ai Comments The U ra ai Comments toolbar is as follows A BI a 0 XY a EB BS y Meaning of toolbar icons A ily paprasto teksto ra ymas common text input u ra i k limas ant kit objekt placement of comments on other objects A u ra o anotacija annotation to comment fig ros ploto u ra ymas enter figure area fig ros ploto su tikslumu u ra ymas enter figure area wit
78. adio system are as follows 1 Select Configuration Survey Styles RTK Base Radioin the main menu box of Trimble Survey Controller software 2 Customized settings are provided in table 5 3 Table 5 3 Transmission of corrections in real time through radio connection T RIMT AL K 4505 Frequency 443 8570 MHz Chanel Spacine 12 5 KHz Power Output 0 5 W To start survey with portable GPS device Survey with portable GPS device in RTK mode 1 Make sure if the created job is active its title is in the upper information line 2 Select Survey from the main menu 3 If surveying in RTK mode make sure the corrections ar received from GPS network through radio or GSM connection 4 If automatic initialisation failed initialise mannualy 5 After survey initialisation select survey methods point measurement Measure Points or stake out of points Stakeout Input of heights of stand for portable GPS device 1 Select Configuration Survey Styles in the main menu of Trimble Survey Controller select survey mode Rover options 2 When using 2 m long carbon fiber stand input 2 000 in the field Antenna Height Device height will be constant during survey of each point 3 If is is necessary to chanhe the height during survey change it manually by inputing device height when filling in surveyed point parameters Input of survey reliability of portable GPS device Survey reliability is defined by PDOP index PDOP stands for positi
79. ai Symbols toolbar of GeoMap previous version included commands Juostiniu enkl d jimas su enklo pasirinkimo dialogu Strip symbols with symbol selection dialog and Juostini enkl d jimas be enklo pasirinkimo dialogo Strip symbols without symbol selection dialog In 2008 version these command are revealed They should be removed in the future because of presence of line symbols placement command It is still possible to trigger Juostini enkl d jimas su enklo pasirinkimo dialogu l Strip symbols with symbol selection dialog and Juostini enkl d jimas be enklo pasirinkimo dialogo Strip symbols without symbol selection dialog commands in the command line by entering appropriate name Read about these commands in section Juostini enkl braiZymas l Strip Symbol Drawing More O Ta amp kiniu enkl d jimas Dot symbols L Linijini enkl d jimas U Line symbols L Linijinis enklas per ta k numerius U Line symbol by point numbers L Apsaugos vamzd io braiZymas LJ Protective pipe drawing U Plotini enkl d jimas LJ Area symbols L Juostiniu enkl brai ymas O Strip symbol drawing O laito braiZymas U Slope drawing LJ Da niausiai naudojamas laitas L Predominant slope LJ Sklypo ribos brai ymas LJ Site boundary tracing L Naudmenu ribos braiZymas LJ Agricultural land boundary drawing LJ Vienodo kodo piketu apjungimas L Connection of same code pickets
80. alculations Level 1 measurements After finishing backsight 1 or foresight 1 measurement it is possible to remeasure from backsight 1 After finishing backsight 2 or foresight 2 measurement it is possible to remeasure from foresight 2 or backsight 1 Level 2 measurements After finishing backsight 1 or backsight 2 measurement it is possible to remeasure from backsight After finishing backsight 1 or foresight 2 measurement it is possible to remeasure from foresight 1 or backsight 1 Level 3 measurements After finishing backsight measurement it is possible to remeasure from backsight After finishing foresight measurement it is possible to remeasure from foresight or backsight Remeasurement form backsight 1 after the foresight measurement by Level method is finished is provided in fig 1 22 Back 2 Pn Rep Fr Rea Rep Fore 2 Pn Back 1 Pn 29 B 30 EV 3 29 2 Fore 1 Pn Em Fae2Pn Back 2 Pn 30 30 29 Fig 1 22 Remeasurement applying Level 1 method Remeasurement procedure 1 Press the REP key at the REP Back2Pn prompt 2 Press the A or V key to view the measured data 3 The Back2Pn 29 prompt is displayed press the REP key the Rep Fr 30 enguiry appears do you wish to recollect the measurement 4 Press the ENT key to confirm that you wish to recollect the measurement Rea Rep EV err 5 Press the A V key to select remeasurement reason and press the ENT key You can select one of the follo
81. and prompt After command triggering a box appears with text file with information about the pickets After required file is selected Open key is pressed After these steps the pickets will be imported to the drawing Symbols Use Geo enklai Geo gt Symbols menu or Toolbar Zenklai Symbols to select symbols and insert functions ASS 8 Meanings of Toolbar icons E _ ta kini enkl d jimas su enklo pasirinkimo dialogu dot symbols with symbol selection dialog ta kini enkl d jimas be enklo pasirinkimo dialogo dot symbols without symbol selection dialog v linijini enkl d jimas su enklo pasirinkimo dialogu line symbols with symbol selection dialog 1 14 linijinis enklas per ta k numerius line symbol by point numbers N linijiniu Zenklu d jimas be Zenklo pasirinkimo dialogo line symbols without symbol selection dialog E vartotojo pasirinkto sutartinio linijinio Zenklo d jimas user selected line symbol B plotini enkl d jimas su enklo pasirinkimo dialogu area symbols with symbol selection dialog B plotiniu Zenklu d jimas be Zenklo pasirinkimo dialogo area symbols without symbol selection dialog o laito braiZymas draw the slope e _ sklypo ribos brai ymas site boundary drawing I _ naudmen ribos brai ymas land boundary drawing E vienodo kodo piketu apjungimas linking of same code pickets Note The Zenkl
82. ansferred to computer Matavimo duomenims perkelti i valdiklio Use Microsoft ActiveSync software to transfer measurement data from controller 1 Microsoft ActiveSync software must be installed on the computer 2 When the data collector is connected to the computer the following box appears fig 5 2 Welcome to the Pocket PC Sync Setup Wizard To set up a tyre seladonshp between thes computer and you Pocket PC check Next Lx ou c n thes between your Pocket and e Fig 5 2 Measurement data transfer software 3 Select Cancel to connect as a Guest After connection of the device to the computer Trimble Geomatics Office software is used for data processing 1 Trimble Geomatics Office software is activated Start Programs Trimble Office Trimble Geomatics Office Trimble Geomatics Office 2 New file is created in order to transfer surveyed points from the data collector to the computer Creation of project Activate program New Project type the title of project in box Name Template LKS 94 At the option New select Project Open the box Project properties Coordinate system and check if LKS 94 coordinate system is selected if not click Change Select Coordinate system box will open select coordinate system and click Finish Close Project properties dialog box by clicking OK Data import from data collector Go to File Import and click Survey devices
83. arrow is changed with target course view is activated 8 When the distance to stakeout point is about 30 cm fine view is activated 9 During ht observation of data collector screen the device must be set so that the cross would be right on the location of stakeout point 10 Mark the point 11 Fpr accuracy checking the point is recoordinated as stakeout by clicking Accept or Measure If other point is staked out the stakeout point dessapers from the list of points Repeat the steps tostake out other points Import of points or manual input to portable GPS device Manual input of point parameters to GPS device memory 1 Select Key In Points in the main menu of Trimble Survey Controller 2 Enter point name 3 Enter other parameters X Y Z Code 4 The point is saved click Store and continue work The data is imported to data collector using Trimble Geomatics Office software in CSV format 1 Imported data must be in TGO file 2 Data collector must be connected to computer 3 Select File Export click Comma delimited coordinate file to Surbey controler CSV in dialog box select Survey Controller on ActiveSync and click Open CSV file must include number X Y Z code The data are exported to the internal memory of data collector 4 To import CSV files available on data collector to new job or previous job use import function File Import Export Measurement data transfer Point measurement data are tr
84. ated How is the reliability of squared mean error of arithmetic mean calculated Whatis tolerance REFERENCES a tick mark shall mean availability of the ne Publishing Information source publication Puslishin SONT CO q year author title and identification number g location Enc Other No and house College Study Rooms libraries library Key Information Sources IVATKAUSKAS Aurelijus et al bone 1 2008 Geodezija mokymo si priemon Vaist ISBN 978 9955 511 87 8 329 p A inios Alexander Ross CLARKE HardPress 2 2012 Geodesy Publishing ISBN 978 1290098762 378 p Charles D GHILANI et al Westford 3 2012 Elementary Surveying United States ISBN 978 0 13 255434 3 984 p of America Additional Reading SKEIVALAS Jonas Koreliuot 1 1995 geodeziniu matavimu rezultat Technika J J matematinis apdorojimas ISBN 9986 05 151 7 10 00 272 p TAMUTIS Zigmas ir kiti Mokslo ir 2 1996 Geodezija 2 enciklope ISBN 5 420 01331 2 384 p diju leidykla y 3 2011 ISBN 975 5 8291 1326 1 3 978 5 98426 108 1 409 p d ERIK W GRAFAREND Springer FRIEDRICH W KRUMM VOLKER Verlag 4 2003 S SCHWARZE Geodesy The Berlin y y Challenge of the 3rd Millennium Heidelberg ISBN 10 3642077331 487 p Geodezijos ir kartografijos tec
85. axial meridian m 0 99980 Geodetic datum coincides with the intersection of axial meridian and equator on the plane of projection Axial meridian projection is an abscissa x axis Positive direction of this axis is directed toward the north Positive direction of ordinates y axis is directed toward the east The ordinate of abscissa axis is 500 000 m Technical Regulation of Geodesy and Cartography GKTR 2 06 01 2000 engineering geodetic investigations for constructions 82 Point Coordination Methods Coordinates of the locality point may be determined according to the geodetic intersection by measuring angles or lines The intersection obtained as a result of measurement of angles is called angular intersection and the result of measurement of a line is linear intersection Angular intersections are divided into direct and inverse intersections and single or multiple depending on the number of measurements performed The multiple intersection is more precise because of additional measurements and better controllable computations 1 8 2 1 Direct Angular Intersection In direct angular intersection the planimetric location of points A B and C is known and angles B D and B4 are measured Coordinates of 7 picket point are calculated 1 2 The scheme of the direct angular intersection is provided in Fig 8 1 8 1 Scheme of direct angular intersection Abscissa of 7 picket point is calculated according to the formula
86. ayed for remark entering Enter the remark and press the ENT key Input is limited to 16 alphanumeric characters Example CKPOINT displayed Infol CKPOINT By pressing the ENT key Point number will be changed to Fore Pn1001 It is possible to set up auto increment auto decrement If there is numeric character at the end of the point number which it was input into in the last time point number of this time is indicated with last value 1 When overall length of point number is less than 8 characters digit sequence will shift right and increase by 1 figure Example last time ABCD 99 this time ABCD 100 When overall length of point number is 8 characters Figure shift is ignored Example last time ABCDE 99 this time ABCDE 00 If there is numeric character at the end of the point number which it was input into in the last time point number of this time is indicated with last value 1 Numeric character is decreased by 1 in case of more than 1 Example last time ABC 02 this time ABC 01 next time ABC 00 When numeric character section is 0 entirely 9 are indicated till overall length is 8 figure Example last time ABC 00 this time ABC 9999 next time ABC 9998 Repeat measurements The REP key is used to recollect either the previous backsight or foresight point in the event that the point was collected in error The data which stored before remeasuring will not affected on the result of each data c
87. ce and main results of the chapter Internal appendices even though they represent equipment handouts or their copies must have a number and title If the appendix consists of several pages indicate its continuation or end When several authors composite authors or publications must be indicated in the text authors surnames and titles of publications may be indicated and source sequence number in brackets e g Expansion of agriculture reorganization is envisaged in the documents 20 21 of the Government Realization opportunities and methods of the reorganization are analysed by J Caplikas 3 A im nas 4 and other authors 10 11 12 The references provided in the text should be numbered in Arabic numbers in square brackets source number only is specified chapters and pages are not specified The list of references with heading References font of the chapter heading is provided next to the conclusion before internal appendices The reference sources should be in original languages in accordance with the Lithuanian standards Refer to the list of entries arranged in the order they are mentioned in the text The sequence of references complies with their sequence in the text The list should not contain any source which is not referenced in the text Topographic map is provided on A3 format pages with margins 25x5x5x5 mm Drawings are made using computer software A table with main information must be placed in the right bottom cor
88. consist of 0 5 point 5 What are the functions of GPS control segment 1 point 6 What GPS geodetic measurement methods do you know 1 point 7 Please characterize GALILEO navigation system 0 5 point 8 Please characterize the essence of the Static GPS measurement method 1 point 9 Please characterize the essence of the Real Time Kinematic GPS measurement method 1 point 10 What GPS measurable values do you know 0 5 point 11 What is the altitude of GPS NAVSTAR satellites and how many orbits does it consist of 0 5 point 12 What is the purpose of LITPOS networks of permanent reference GNSS stations 0 5 point 13 What is the environmental effect on GPS measurements What environmental effect factors do you know 1 point 14 What are the main nodes and elements of GPS satellite 1 point 15 What is the angle of satellite inclination above the horizon set for in GPS device What angle value is set 0 5 point KAUNO lt KOLEGIJA UNIVERSITY OF APPLIED SCIENCES FACULTY OF LANDSCAPING DEPARTMENT OF GEODESY EVALUATED Date 2012 Teacher Vincas Zakarauskas Variant No signature group student name surname signature GEODESY 2 mid term test Task Three points with known coordinates are given The angles at points A B C are measured Find the coordinates of point PK 77 PK 77 Fig 2 1 Scheme of direct angular intersection Table 2 1 Measurement data 373218 26
89. coordinates is wrong completely created report on topographic map is not measurement and list of point picket point measurement created or only part of 84 coordinate system are prepared coordinates of WGS 84 coordinate system are prepared or list of point coordinates of WGS 84 coordinate system are not prepared the map is created report on picket point measurement and list of point coordinates of WGS 84 coordinate system are not prepared The teacher specifies the measurement object of the locality The measurements are performed by groups of three or four students Each group selects a tachometer from geodetic laboratory prepares it for work using devise user manual and performs survey of the territory Each student measures ten pickets Each student individually create topographic map When the task is completed each group holds a presentation on the practical work Seguence of the practical work 4 3 1 2 3 4 3 6 7 8 9 To select electronic tachometer from geodetic laboratory To select and set out geodetic base points of N object of the locality To link the coordinates of geodetic base points to LKS 94 coordinate system To measure pickets applying polar method To create locality sketch plan in the course of measurement To import measurement data to computer to new job To process the data with GeoMap software To create a M 1 500 scale topographic map
90. cture of LitPOS includes LitPOS administrator National Land Service under the Ministry of Agriculture and LitPOS manager state enterprise National Centre of Remote Sensing and Geoinformatics GIS Centras LitPOS users physical and legal entities who uses GPS equipment for determination of object spatial location Physical and legal entities wishing to use the LitPOS data must fill in the registration on LitPOS web page www nzt lt i e to fill in and send an electronic form of registration to LitPOS manager After filling in and sending of the electronic form of registration the LitPOS manager provides physical and legal entities with LitPOS username password and parameters of service station of the LitPOS data processing centre providing geodetic basis data The requirements imposed on the LitPOS user for measurement by GPS equipment capability to use Internet GPRS eng General Packet Radio Service connection and capability to use Internet GPRS connection and receive RTK signals Planimetric network consists of GPS triangulation polygonometry and local networks GPS networks are divided into zero first second and third order networks GPS network integrates 4 zero order 52 first order 1026 second order and 12 000 1 station 5 sq km third order stations Baltic height system is applied in Lithuania Normal height is computed from Kronstadt zero The Gulf of Finland equipotential surface geoid Baltic system heights differ fr
91. desy and cartography technical regulations a file is created in accordance with established procedure the text in the file is unreadable in some places good presentation of a report AII the initial geodetic data required for the project are collected topographic map base points are envisaged and only part of them is adequately set out at the site GPS device is selected and checked GPS device is prepared for surveying site location sketches are made site location is defined using GPS device numerical data of the measurement are transferred to the computer GPS surveying report is printed precision of surveying data is assessed surveying data is processed by GeoMap software digital and analogical topographic map at a scale M 1 500 is partially created according to the requirements of Geodesy and cartography technical regulations a file is created in accordance with established procedure the text in the file is unreadable in some places highly satisfactory presentation of a report All the initial geodetic data required for the project are collected topographic map base points are envisaged and only part of them is adequately set out at the site GPS device is selected and checked GPS device is not completely prepared for surveying site location sketches are made site location is defined using GPS device numerical data of the measurement are transferred to the computer GPS surveying report is not printed precision of surve
92. e flashing cursor Press the ENT key 11 Press the ESC key 12 Press the ENT key after confirming the contents of the displayed string Input is limited to 8 characters Set mode The set mode menu allows the user to select a variety of different options that affect the way the level operates The set menu allows the user to select measuring units communication parameters etc The settings remain unchanged even when the power is off Press the SET key and the Set Mode will be displayed in context menu Press the ENT key to select the displayed option Available settings 1 Check Battery displays the battery voltage The battery icon displays the battery capacity No light the battery level is sufficient for measuring light measuring is possible but the battery is partly discharged flash a flashing indicates the battery will soon be discharged Charge to a new battery as soon as possible Using one of the Set menu options battery voltage level is checked Before the measurement or while the screen displays the MENU press the SET key and the Check Battery message will be displayed Press the ENT key and the battery voltage level will be displayed Press the ESC key and the message that was displayed before pressing the SET key will be displayed 2 Set Measure measurement method continuous single n times Measure N Time number of measurements is between 2 and 99 Measure Single singl
93. e following steps 1 Use left button of a mouse to indicate required network points to call coordinate grid annotation settings press X 2 Use right button of a mouse to end network set out 3 If network coordinates are required press ENTER or press Ne no to quit the command 4 If ENTER is pressed use left button of a mouse to indicate network point that needs coordinates to be specified 5 Use left button of a mouse to indicate the deflection angle of X coordinate comment and place the comment to required location 6 Enter Y coordinate according to step 5 7 If other coordinates of the map are required repeat activities from step 4 8 To quit the command press ENTER A symbol for coordinate grid is taken from koordina i tinklelio nustatymuose coordinate grid settings Coordinate grid annotation The command is used to make coordinates of angles of coordinate grid The command is invoked in several ways e through menu Geo U ra ai Koordina i tinklelio anotacija Geo Comments Coordinate grid annotation e from the toolbar U ra ai Comments by pressing XY by entering GEOMAP KOORDTINKLELIS to command prompt The following steps 1 To make comments automatically Taip Ne nUstatymai Yes No Settings lt Taip gt Yes the comments will be automatically made Otherwise a Specify deflection angle of X comment b Move X comment to required location c Specify d
94. e measurement mode Measure Cont continuous measurement mode 3 Set Fix set the minimum units read by the level Fix Standard DL 101C level 0 1 mm DL 102C 1 mm Fix Precise DL 101C level 0 01 mm DL 102C 0 1 mm 4 Set Item set standard or extended data display in line leveling You may select standard or extended data display Extended data d total backsight distance total foresight distance X total backsight distance total foresight distance Item Standard do not display extended data Item Extended display extended data 5 Display Time setting display duration This option is used to set how long certain screens will be displayed before the next screen is displayed Select N Sec set the display duration in seconds 1 9 secs 6 Display Unit setting distance units Unit m meters m Unit ft feet ft 7 Out Module RAM data storing RS 232C or OFF Option that determines if and where the data will be stored Ram measured data is stored to internal memory Card measured data is stored to memory card RS 232C communication with an external data collector is enabled Off measured data is not stored 8 Point Number selection of point number increase or decrease 9 File Out sending a data file 10 Set Comm communication parameters 11 Auto Cutoff auto cut off is on or off If Auto Cutoff is ON the inst
95. e most precise and reliable It is possible to coordinate with several devices at the same time during the measurement Measurement time depends on the length of measured vectors satellite observation possibilities atmosphere conditions and other requirements Such measurement may take from 30 minutes to several days This method is often applied in measuring longer than 15 km vectors Reoccupation method is similar to the static but the measurement at points takes less time i e 10 min then continuing with the next point and going on to all set points before returning to the first one Remeasurement with short time interval is performed The advantage of this method is shorter measurement time Kinematic method is the most rapid The measurement is performed in two established points applying Rapid Static method approximately 5 min The advantage of the kinematic method is fast determination of point locations on the ground and in the space Stop amp Go Kinematic method is a combination of Rapid Static and Kinematic methods Measurements are performed without switching off the device several minute stops are made at points for the reason of renewal of detection of the number of strong waves 1 3 The aim of Real Time Kinematic method is the same as of the simple Kinematic method The main advantage of the Real Time Kinematic method consists in fast determination of poit locations because the measurement takes 5 10 seconds Nowadays this meth
96. e of line 401 3 is calculated The value may differ from the earlier measured up to 5 s O 401 3 9 Bg 4425750 15424712 199 45 02 19 The coordinates of marker 3 are calculated X4 X yj 54013 COS 0413 6182380 266 190 124 cos 1994502 6182201 327 m Y Y 54013 510 Q 401 3 500296 777 m 20 The value of direction angle of line 3 403 is calculated Y arc tg 03 403 295_ 121 14113 X 1055 2 Check calculation of direction angle of line 3 403 Q4 403 0413 180 Be 12121413 22 Average coordinates are calculated X3 6 182 201 327 m Y 500 296 777 m 6 23 6 24 6 25 6 26 6 27 6 28 DIRECT ANGULAR INTERSECTION Angles are measured for determination of ground point coordinates by geodetic intersection angular intersection Angular intersections are divided into direct and inverse The intersection is single when only required number of reference points and measurements is applied When there are more reference points and measurements than it is actually required the intersection is multiple The multiple intersection is more precise because of additional measurements therefore the results are more reliable PK 77 picket coordinates are calculated according to the coordinates of three points and measured A B C angles Procedure 1 To calculate the coordinates of point PP 77 of triangle A B PP 77 2 To check the calculation of the coord
97. e satellite antenna roofs of cars can cause signal reflection before the signal reaches the device This may result in 1 to 5 centimeters measurement error 1 3 6 3 Number of Visible Satellites GPS system is designed so that at leat four satellites were visible at every point of the Earth above any location on the horizon But often more satellites are visible Satellite inclination angle to the equatorial plane makes up 55 The visibility of satellites depends on the point geographical latitude the further north the less satellites are observed simultaneously and the lower their elevation angle is The maximum number of visible satellites is 12 When more satellites are seen the surveyimng isfaster and the results are more accurate Satellite geometry directly affects the capabilities of GPS device The best measurement conditions are when the angles of satellites are righter in respect to the device 1 3 6 4 Satellite Elevation Angle GPS satellite orbit angle of inclination towards equator is approximatelly 55 therefore the satillites will be never visible in the zenith further north than 55 of northern latitude and further south than 55 of southern latitude Vilnius is approximatelly 54 38 of northen latitude therefore the satellites can be still observed in the zenith right above the observer Why is the satellite elevation angle important The quality of satellite transmitted signal depends on the elevation angle T
98. easure pickets are coordinated measurement report is not provided the list of point available at the geodetic laboratory are described fundamental differences between various types of tachometers are not designated the tripod with the instrument on the base point is set up the instrument is aligned and levelled the electronic tachometer is ON and WGS 84 coordinate system is WGS 84 coordinate system is coordinates according to ready to measure prepared not prepared WGS 84 coordinate system pickets are not is not prepared coordinated measurement report is not provided the list of point coordinates according to WGS 84 coordinate system is not prepared Seguence of the practical work 1 To describe the tachometers available at the geodetic laboratory 2 To designate fundamental differences between various types of tachometers 3 To set up the instrument on the snapshot base point 4 To align and level the instrument 5 To get the instrument ready to measure the pickets points 6 To prepare the report on picket measurement fig 3 1 7 To prepare the list of point coordinates according to the general world WGS 84 coordinate system table 3 1 8 To prepare presentation of practical work The teacher specifies the measurement object of the locality The measurements are performed by groups of three or four students Each group selects an electronic tachometer from geodetic laboratory p
99. ection modem signals When connection is interrupted the indicator crossed Receiving of of WAAS EGNOS signals Number of satellites observed by receiver on the right of indicator In real time survey the GPS receiver receives corrections from base receiver through internet connection GPRS Fig 5 4 GPS device software indicators Text indicators in the bottom of the screen of data collector provide information about performed activities or current errors Text indicators of GPS device software and their meanings are provided in table 5 4 Table 5 4 Text indicators Text indicator Explanation No Survey GPS device is connected to data collector but survey mode is not selected RTK Fixed Performed RTK survey are initialised L is fixed centimeter level RTK Float Performed RTK survey are non initialised L is not fixed float RTK Check survey performed initialisation is verified RTK Auto Radio connection was lost during RTK survey autonomous positioning is performed RTK WAAS Radio connection was lost during RTK survey solution GPS survey is performed with WAAS EGNOS FastStatic Selected survey mode is fast static FastStatic PP differential Results are processed after survey RT differential Survey is performed in real time differential mode In fill Fixed Performed kinematic survey is initialised and after processing ionosphere unaffected L 1 fixed solution with cm accuracy i
100. edition P ISBN 978 5 98426 115 9 470 p Technical regulations of geodesy and National 10 2000 cartography GKTR 2 08 01 2000 Service of N constructional geodetic engineering Geodesy and investigations Cartography Technical regulations of geodesy and National cartography GKTR 2 11 02 2000 Service of 11 2000 conventional signs for topographic Geodesy and maps of scale M 1 500 1 1000 1 2000 C rtosraphy and 1 5000 12 2013 AutoCad Autodesk Product Design Suite for Education 2013 Periodicals Geodesy and cartography ISSN 1392 1541 E iind y Geodesy and cartography Vilnius ISSN 2029 6991 Gediminas Technical 2 ED University Institute of Geodesy 3 Measurement engineering and GIS College of k ISSN 2029 5790 Kaunas Online Information Sources 1 http www nzt 2 httpZ www topcon lt 3 http www gpspartneris lt 4 http www infoera lt 5 http www geoportalas lt 6 http www gps lt 7 httpZ www glonas center ru 8 http www unavco org 9 http www navstar com 10 http www esa int esaN A galileo html 11 http www gsb lt references for international students Subject Programme has been prepared by Teacher coordinating the Subject assistant Vincas Zakarauskas lecturer Aurelijus ivatkauskas B Kuri iame Lietuvos ateit q KAUNO E KOLEGIJA V UNIVERSITY OF APPLIED SCIENCES FACULTY OF LANDSCAPING FACULTY OF LANDSCAPING DEPARTMENT OF GEODESY STUD
101. eflection angle of Y comment d Move Y comment to reguired location To open settings for coordinate grid annotation press U 2 Indicate points ENTER pabaiga lt ENTER end gt indicate points using a mouse to place annotations to these points 3 To quit the command press ENTER The symbol for coordinate grid is taken from koordina i tinklelio nustatymuose coordinate grid settings Interpolation The command is used to calculate the height between two points The heights of pickets P1 and P2 are known Heights between these pickets are calculated according to the level of shown horizontal lines The command is invoked in several ways e through menu Geo Auk iai Interpoliavimas Geo Heights Interpolation from the toolbar Informacija Information by pressing lz by entering GEOMAP AUKSCIAI INTERPOLIAVIMAS to command prompt The following steps 1 Use keyboard to enter the level of horizontal lines and press ENTER press X to open the settings Level of horizontal lines is a difference between heights determining the interval of setting out height points in meters 2 Use keyboard to enter the minimum height and press ENTER Minimum height is a reference height to start calculating other heights 3 Indicate the first picket P1 If well indicated press ENTER otherwise press Ne No and reindicate the picket 4 Similarly to step 3 indicate the second picket P2
102. egister to use the LitPOS data 2 What does the planimetric network consist of 3 What does the LKS 94 coordinate system consist of 4 What is the case for computation of inverse angular intersection 5 What is the purpose of coordination of geodetic points 6 What is the purpose of inverse geodetic task 7 Characterize the purpose of direct angular intersection e References and other sources of information The topic of the Subject Programme prepared by references for international students a tick mark shall mean availability of the S Publishing Information source publication Publishin source q i g location Kaunas No year author title and identification number And dones College Study Rooms Other libraries library Key Information Sources ZIVATKAUSKAS Aurelijus et al TAN 1 2008 Geodezija mokymo si priemon Vaist ISBN 978 9955 511 87 8 329 inios Charles D GHILANI et al Westford 2 2012 Elementary Surveying United States ISBN 978 0 13 255434 3 984 of America Additional reading TAMUTIS Zigmas ir kiti Mokslo ir 1 1996 Geodezija 2 enciklope ISBN 5 420 01331 2 384 dij leidykla Geodezijos ir kartografijos techninis Valstybin reglamentas GKTR 2 08 01 2000 geodezijos ir 2 2000 LS nee y y statybiniai inZineriniai geodeziniai kartografijos tyrin jimai tarn
103. ength of the line according to three formulas The calculated distances may differ by 50 cm Average value of three measurements is used for further calculations 3 To calculate 402 and 40 values of triangle angles 401 402 3 4 To calculate the direction angle of line 401 3 5 To calculate the coordinates of point 3 6 To calculate the value of direction angle 5 402 of the line 7 To check the calculations of the value of direction angle 5 402 The values may differ by 5 sec Further the calculations are performed according to the second triangle 40 403 3 the procedure of calculations is similar to the abovementioned Angles between coordinated directions and datum lines are measured Datum lines are created so that it would be easy to measure their length and angles to coordinated survey markers peaks fig 6 1 402 402 aw PONO 4 Ba r ae 2 403 Fig 6 1 Scheme of coordination of points by inverse intersection Measurement data are provided in table 6 1 Table 6 1 Measurement data Angle values By 53 56 39 Bo 55 15 05 Be 101 29 15 Base length m 523 168 685 Coordinates of survey markers are provided in table 6 2 Table 6 2 Coordinates of survey markers Survey marker 401 402 403 Coordinates X 6182380 266 6185467 458 6180342 816 WGS 84 m Y 500361 025 503444 321 503361 086 Mathematical treatment of data is performed according t
104. ent of equal and unequal precision distance measurement results and evaluation of precision of the measurements 2 The Objectives of the Practical Work to select minimum length value of the line to calculate the differences between single measurement results and values close to the arithmetic mean the arithmetic mean rounding error deviation of measurement results from the arithmetic mean to check the calculation of the arithmetic mean of squared sum of deviations from the arithmetic mean to calculate mean squared error of one measurement mean squared error of weight unit mean squared error of mean squared error of one measurement mean squared error of mean squared error of weight unit mean squared error of the arithmetic mean the reliability of the mean squared error of the arithmetic mean to determine the tolerances of measurement precision with 95 and 99 73 precision probability to determine relative error of line measurement results 3 The Innovative Methods Applied in the Practical Work team learning discussions 4 The Assessment of the Practical Work The highest level of the The medium level of the The minimum level of the Not achieved D nent of aa achievement of objectives achievement of objectives objectives e most e value and The most reliable s and deviations from arithmetic deviations from arithmetic deviations from arithmetic mean are calculated sum of mean are calculated sum of mean are calculated sum of
105. enu Measure prompt is displayed Press the ENT key Enter the job No and press ENT Maximum 8 characters allowed in field JobNo and 16 characters in Remarks Enter the MeasNo and press the ENT To bypass the remark prompts and go directly to the next step press ENT at the Info I or Info 2 prompt Maximum of 8 numerical characters can be input in MeasNo The job no measuring no and remarks are not entered when the record mode is of record mode is OFF Collimation to the rod is performed and the MEAS key is pressed Three measurements will be taken and the average value will be displayed If the level is set for continuous measuring press the ESC key The screen then displays the last measured data When measurements are completed the information is displayed Press the A or V key to view the alternate screens Press the REC key to store the data Display when A or V key is pressed Rod Avg 1 69837 n times measurement height difference average value Dist Avg 23 427 m distance to the rod n 3 number of measurements 6 0 2 mm standard deviation Meas Pn 4 point number display Record mode Out Module must be set to RAM Card or OFF to run line leveling The example in this chapter assumes that record mode is set to RAM If the line leveling data is saved into Data card directly Out Module must be set to Card Menu Leveling start of line leveling Start Leveling
106. es D GHILANI et al Westford 4 2012 Elementary Surveying United States ISBN 978 0 13 255434 3 984 of America E B 5 2011 MEE y y ISBN 978 5 904954 04 8 T 978 5 8291 1246 2 416 p P Additional Reading SKEIV ALAS Jonas Elektroniniai 1 1998 geodeziniai prietaisai Technika ISBN 9986 05 713 2 193 p TAMUTIS Zigmas ir kiti Mokslo ir 2 1996 Geodezija 2 enciklope y y ISBN 5 420 01331 2 384 p diju leidykla 3 1992 TAMUTIS Zigmas et al Mokslo ir 4 al Geodezija 1 enciklope ISBN 5 420 01331 2 292 p dij leidykla pa oe 201 ISBN 978 5 8291 1326 1 i 978 5 98426 108 1 409 TORGE WOLFGANG M LLER University of 5 2012 J RGEN Geodesy Hannover ISBN 978 3 11 020718 7 539 p ERIK W GRAFAREND Spri FRIEDRICH W KRUMM VOLKER PET 6 2003 S SCHWARZE Geodesy The ed Challenge of the 3rd Millennium tieideibeig ISBN 10 3642077331 487 p Geodezijos ir kartografijos techninis Valstybin 7 2000 reglamentas GKTR 2 08 01 2000 geodezijos ir N statybiniai in ineriniai geodeziniai kartografijos tyrin jimai tarnyba Periodicals Geodezija ir kartografija i ISSN 1392 1541 gt Geodes
107. es not exceed 0 3 m x or y coordinates of point PK 1968 are not calculated The calculation is not checked x or y coordinated of point PK 1966 are calculated for one triangle only check calculation for other triangle is not performed Secondary calculation only are carried out Calculations of coordinates of point PK 1968 were not carried out or they are wrong without check calculation Assessment criteria of the practical task No 2 The highest level of the The medium level of the The minimum level of the Not achieved objectives achievement of objectives achievement of objectives achievement of objectives 10 9 8 7 6 5 4 3 2 1 10 Average value of backsight readings is determined Error in differences Backsight 1 Foresight 1 Backsight 2 Foresight 2 was determined Backsight distance to the rod was determined The total number of measurements was determined standard deviation Distance to the place of installation of the level in meters was determined Leveling length from reference benchmark was determined Change of heights in difference backsight 2 and foresight 2 was determined Change of heights at the station was determined The altitude of benchmark point was determined Numbers of points benchmarks were determined The task is completely performed The following measurements can be carried out in the course
108. f points indicated next to the question 1 When and who by was the first precision leveling network of Lithuania established 0 1 point What is leveling 0 1 point What is the precision of determination of horizontal position of a point when measuring by Real Time Kinematic method using LITPOS and LEICA SMART NET LT networks of permanent reference GNSS stations 0 1 point Please characterize GLONASS navigation satellite system 0 3 point At what depth are the benchmarks of the Lithuanian National Vertical First Order Network dug in 0 1 point What is the average distance for installation of reference benchmarks and wall benchmarks creating the Lithuanian National Vertical First Order Network 0 1 point When and who did create the first in the world digital level 0 1 point What are the advantages of leveling with precie digital levels 0 2 point 10 11 12 13 14 15 16 17 18 What does the accuracy of measurements by leveling with digital levels depend on 0 3 point What image processing methods applied in modern digital levels do you know 0 1 point What is ephemeris 0 1 point What does the GPS space segment consist of 0 3 point What are the functions of GPS control segment 0 3 point What GPS geodetic measurement methods do you know 0 3 point Please characterize GALILEO navigation system 0 3 point Please characterize the essence of the Static GPS mea
109. f practical works preparation for seminar 27 27 11 Individual works Site topographic planning WGS 84 Coordinate systems LKS 94 and 38 38 studies 6 Practical and or laboratory Work Topics SL Ce ton Leveling using precision digital levels Measurements using electronic range finders Measurements using electronic tachometers Mapping using GeoMap computer software Measurements using GPS devices Solutions on direct and inverse angular intersection Mathematical processing of equal and unequal precision survey results of one dimension 7 Subject Study Outcome Assessment System Individual Cumulative Index ICI Mid term exams make up a part of exam individual paper project performed Study outcomes are determined by the total index of assessment of student s knowledge and skills individual cumulative index ICI ICI 0 5 E 0 15 K 0 15 P 0 2 S here E examination K mid term tests P practical works S individual works 8 Learning Outcome Assessment Criteria Grade and brief description of knowledge and Detailed description of knowledge and understanding Detailed description of knowledge and skills abilities abilities 10 Excellent Excellent outstanding comprehensive knowledge and its Excellent application of Excellent application in solution of geodesy complex practical theoretical geodesy knowledge performance problems
110. figuration is managed performed RTK base settings performed base settings performed RTK base Port configuration is and RTK portable device and RTK portable device settings and portable performed RTK base settings are managed point set settings are managed point set device settings are managed settings and RTK out and automatic point out and automatic point point set out and automatic portable device settings measurement is performed measurement is performed point measurement is are managed point set surveyed point data transfer to surveyed point data transfer to performed surveyed point and automatic point computer is performed standard report on GPS computer is performed standard report on GPS data transfer to computer is not performed standard measurement is not performed surveyed Lithuanian LKS 94 coordinate Lithuanian LKS 94 coordinate report on GPS Lithuanian system and list of coordinates of the world WGS 84 coordinate system are drawn up point data transfer to computer is not performed standard report on GPS Lithuanian LKS 94 coordinate system and list of coordinates of the world WGS 84 coordinate system are not drawn up system and list of coordinates of the world WGS 84 coordinate system are not drawn up LKS 94 coordinate system and list of coordinates of the world WGS 84 coordinate system are not drawn up The teacher specifies the survey ob
111. formula and explanation starts from the word here written in small letters on a new line without indentation Do not place a colon after the word Each meaning of the symbol should be explained from new line after a hyphen in the order the formulas are provided in the text Place a semicolon after each symbol explanation and a dot after the last explanation For example average deviation is calculated according to the formula S max min 4 1 here X max maximum value X min minimum value factor corresponding to amplitude value It is required to place reference to the cited literature source in the text prior to the formula Figures and tables should be placed next to their description in the text Write captions in small letters 10 pt Bold font e g fig 2 1 Population change Centre the figures and their captions Perform numbering of all figures according to chapter numbering numbering of section is not relevant e g chapter 2 is a theoretical part if it comprises figures then the numbering is fig 2 1 fig 22 etc Large size tables and figures should be placed in the top or bottom of the page centred It is recommended to check the figures printed they must be pure and clear Write captions for a table above the table in small letters font size 10 pt Bold in the centre of the page e g Coding of geoobjects Number of table should be placed one line above font size 10 pt
112. h accuracy srities ploto u ra ymas enter region area srities ploto su tikslumu u ra ymas enter region area with accuracy B ploto anotacija annotation to area AB koordina i u ra ymas enter coordinates ES koordina i u ra as su i na a enter coordinates with a note koordinat s anotacija annotation to coordinate i linij atstum u ra as line distance comment Ls linij anotacijos annotations to lines all _ linij anotacijos su lentele annotations to lines with table _ kampo u ra as angle comment e piketo numerio u ra as picket number iij koordina i tinklelio sud jimas making coordinate grid koordina i tinklelio sud jimas nurodytoje srityje ta kais making coordinate grid on specified area points _ koordina i tinklelio sud jimas nurodytoje srityje linijomis making coordinate grid on specified area lines OY koordina i tinklelio anotacija annotation to coordinate grid l teksto modifikavimas modifying the text 4 teksto storinimas bold text More L Paprasto teksto ra ymas common text input LJ U ra i k limas ant kit objekt placement of comments on other objects LJ U ra o anotacija annotation to comment U Fig ros ploto u ra ymas enter figure area 2 Fig ros ploto su tikslumu u ra ymas enter figure area with accuracy J
113. have two keys for measurement with prism and laser waves Prism is set up to measure the picket Vertical and horizontal collimation to prism centre is performed and distance measurement key is pressed The height of tripod of the prism HT title and code of measured picket are entered and recorded by pressing REC or ENT key depending on the type of tachometer Measurement results are automatically recorded to data storage unit After picket measurement is completed readings of horizontal and vertical angle HA VA are displayed after tilting vertical and horizontal distance SD VD HD Coordinates of measured pickets are displayed according to the coordinates of these stations Other pickets are measured applying the same method Picket measurement report CO Nikon RAW data format V2 00 CO 12GDIOI CO Description CO Client CO Comments CO Downloaded 26 Aug 201116 49 27 CO Software Pre install version 1 10 CO Instrument Nikon NPL 632 CO Dist Units Metres CO Angle Units DDDMMSS CO Zero azimuth North CO Zero VA Zenith CO Coord Order ENZ CO HA Raw data HA zero to BS CO Tilt Correction VA ON HA ON CO 126 101 JOB Created 12 Aug 201115 37 07 CO S N 020635 CO Temp 18C Press 760mmHg Prism 0 12 Aug 201115 41 48 CO HA set in Quick Station ST 1 1 7800 0 0000 0 0000 SS 2 1 8500 227 88 350 3335 89 5720 15 55 41 100 SS 3 1 8500 227 20 35 1 1824 89 5635 15 56 12 51 SS 4 1 8500 218 56 352 0100 89 5807 15 59
114. he elevation mask is a very important and often used term in GPS science It is the minimum satellite elevation angle that is visible above the user azimuth It must be determined before measuring If any of the satellites is lower of the set angle the signals from it will not be automatically received Most often used minimum satellite elevation angle is 15 It is the most suitable for a variaty of observations When variable number of satellites is observed e g five simultaneously eight after a few seconds and again five or six it means that some of the satellites are going down or up and are on the line of the set minimum elevation angle In such case it is recommended to wait for some minutes till the fixed number of satellites or to change the minimum elevation angle and perform remeasuring 1 3 How does the elevation angle influence the accuracy of measurement When the satellite elevation angle is small the signal must travel longer path through the Earth s atmosphere from the satellite to the receiver The Earth s atmosphere impedes signal propagation because the light propagation is speeding down 6 5 Point Positioning GPS Methods Point positioning GPS method is chosen according to the reguirements for accuracy and reliability of the set point location GPS survey methods are the following Static Reoccupation Rapid Static Kinematic Stop amp Go Kinematic Real Time Kinematic RTK Differencial GPS 1 3 Static method is th
115. he following measurements can be carried out in the course of measurements Measurement of horizontal angles was performed Measurement of vertical angles was performed and vertical angles were calculated Distances were measured Line slope lengths and horizontal projections were determined Measurements of changes of height to pickets Coordinates of picket points were determined Picket altitudes were determined Approximately 50 60 96 of the task were performed Some measurements can be carried out in the course of the measurements non systematic measurements Other secondary tasks performed only Less than 50 96 of the task were performed here T theoretical task P practical task Examination assessment E 0 5T 0 5P Examination is passed if subject objectives are achieved at least to the minimum compulsory level The outcomes of studies are determined by the total index of assessment of student s knowledge and skills individual cumulative index ICI Teacher ICI 0 5E 0 15 K 0 15 P 0 2 S here E examination K mid term tests P practical works S individual works Vincas Zakarauskas signature 12
116. hninis Valstybin reglamentas GKTR 2 06 01 2000 geodezijos ir 5 2000 irato p dia y y statybiniai inZineriniai geodeziniai kartografijos tyrin jimai tarnyba Periodicals Geodezija ir kartografija ISSN 1392 1541 S Geodesy and cartography Vilniaus Y ISSN 2029 6991 Gedimino 2 technikos universitetas Amiras nstitutas 3 Matavim in inerija ir GIS Kauno J 4 ISSN 2029 5790 kolegija Online Information Sources 1 http www infoera lt 2 http www geoportalas lt 3 http www gsb lt references for international students Prepared by assistant Vincas Zakarauskas KAUNO lt KOLEGIJA UNIVERSITY OF APPLIED SCIENCES FACULTY OF LANDSCAPING DEPARTMENT OF GEODESY EVALUATED Date 2012 Teacher Vincas Zakarauskas Variant No signature group student name surname signature GEODESY 1 mid term test Note The answers must be concise clearly worded Writing must be readable Every question is valued by number of points indicated next to the question 1 What is the precision of determination of horizontal position of a point when measuring by Real Time Kinematic method using LITPOS and LEICA SMART NET LT networks of permanent reference GNSS stations 0 5 point 2 Please characterize GLONASS navigation satellite system 0 5 point 3 What is ephemeris 0 5 point 4 What does the GPS space segment
117. ht point number 10 After the second measurement to the backsight 2 is completed the following screens are displayed see fig 1 8 Rod B2 Dist B2 n 3 d 252 Point No 1 49833 m 21 434 m c 0 1 mm 1028 10 Fig 1 8 Backsight 2 reading data is on the screen The following screens are displayed average value of backsight readings 1 49833 m backsight distance to the rod 21 434 m n total measurements taken 3 o standard deviation 0 1 mm d total backsight distance total foresight distance total backsight distance total foresight distance backsight point number 10 Foresight rod readings are taken Leveling by the level is performed measurement is carried out After the measurement to the foresight 1 is completed the following screens are displayed see fig 1 9 Rod F1 Dist F1 n 3 H dif1 GH2 1 49837 m gt 21 433 m T c 0 2mm 0 20000 m 35 8272 _ Point No 11 Fig 1 9 Foresight 1 reading data is on the screen The following screens are displayed average value of foresight readings 1 49837 m foresight distance to the rod 21 433 m total measurements taken 3 standard deviation 0 2 mm discrepancy of elevations between points backsight I and foresight 1 0 20000 m foresight point elevation 35 8272 m foresight point elevation 11 The second foresight 2 on the rod is taken Af
118. ields such as remarks Small letters and symbol marks can be input only in input of Remarks nfoJ In other input only capital letters and numeric characters can be input The word RAM cannot be used for the group name For the group name only for card only capital letters numeric characters and can be input maximum 8 characters For the job name capital letters numeric characters and can be input maximum 8 characters For the Info capital and small letters numeric characters and all symbol marks can be input maximum 16 characters Example Enter 7 Operating procedure 1 The Info 1 prompt is displayed on the instrument screen 2 Press the W key to enter the capital alphabet letter mode Part of English alphabet is displayed 3 Press the lt 4 or P key until the letter T is located at the flashing cursor 4 Press the ENT key The is entered and displayed on the bottom line 5 Press the W or A key to enter the small letter mode 6 Press the 4 or gt key several times until is located at the flashing cursor Press the ENT key 7 Press the V or A key to enter the symbol mode 8 Press the lt 4 or gt key several times until character is located at the flashing cursor Press the ENT key 9 Press the VW or A key to enter the numeric mode 10 Press the lt 4 or P several times until the 7 character is located at th
119. ilities and Learning Resources Required and Their Brief Description Lecture halls are equipped for geodesy teaching Technical means training polygon Presentation equipment Internet electronic range finders Spectra Precizion HD 50 Disto and Disto A5 Electronic tachometers 3005 Nikon NPL 632 Trimble S 6 DR 300 and Leica TCR 1205 R 100 Electronic digital levels Leica DNA 03 Leica Sprinter 200 M and Topcon DL 102 Leveling metering rods leveling bases Personal computer with special training software Topcon link Leica Geo Ofise Trimble Geomatics Office GeoMap e References and other sources of information a tick mark shall mean availability of the 5 Publishing Information source publication puoi dn source q year author title and identification number E location Kannas Other No and house College Study Rooms i libraries library Key Information Sources IVATKAUSKAS Aurelijus et al a 1 2008 Geodesy training aid Vaist ISBN 978 9955 511 87 8 329 inios Alexander Ross CLARKE HardPress 2 2012 Geodesy Publishing ISBN 978 1290098762 378 2012 HARRY L Landscape Surveying Department ISBN 9781111310608 256 p of Agricultural Engineering Oklahoma Y V State University USA Charles D GHILANI et al Westford 4 2012 Elementary Surveying United States ISB
120. imum are performed measurement performed measurement data intermediate points are permissible height data is transferred to computer is transferred to computer and measured measurement data variation measurement and revised measurement data revised measurement datais 15 not transferred to computer error on the station is printed and analysed printed and analysed and not revised etc leveling applying measurement data is not one Level method only printed and analysed is performed intermediate points are not measured measurement data is not transferred to computer and not revised measurement data is not printed and analysed The teacher specifies the surveying object of the locality The survey is performed by groups of three or four students Each group selects a digital level from geodetic laboratory prepares it for work using devise user manual and performs envisaged tasks Sequence of the practical work To demonstrate the key control and functions of the digital level To set a tripod of the level To set up the level on the tripod To set the device in the middle between the points To level the digital level To adjust the eyepieces To demonstrate the switch on off of data registration To adapt Alpha reference for input of leveling benchmark data O o OQ tA E U Nel To describe and demonstrate the settings menu 10 To set out leveling line pickets 11 To draw leveling l
121. in Vilnius Gediminas Technical University The purpose of LitPOS is to calculate and eliminate errors of GPS satellite signals received by GPS measurement tools and to determine the spatial location of objects on the Earth s surface in the territory of the Republic of Lithuania using GPS measurement eguipment The geodetic basis data corrected according to these errors is transmitted to LitPOS users through telecommunication facilities LitPOS data source is GPS satellite signals received by permanent reference GNSS stations and transmitted through state safe data transmission network to LitPOS data processing centre Other LitPOS data sources are the information from permanent reference GNSS stations meteorological information parameters of ionosphere model parameter of the Lithuanian geodetic basis and Lithuanian geodetic coordinate system as well as parameters of related systems according to which the corrections for real time elimination of GPS satellite signal errors are calculated LitPOS activity functions to receive GPS satellite signals throughout the Republic of Lithuania at uniformly located permanent reference GNSS stations and transmit the data through the state safe data transmission networks to LitPOS data processing centre to process the LitPOS data and calculate corrections for real time elimination of GPS satellite signal errors provide LitPOS users with corrected geodetic basis data using telecommunication tools Organizational stru
122. inates of point PP 77 of triangle C B PP 77 3 To evaluate the reliability of calculated coordinates they may differ by 50 cm 4 To calculate average coordinates of point PP 77 The drawing is provided in fig 6 2 Fig 6 2 Scheme of direct angular intersection Measurement data are provided in table 6 3 Table 6 3 Measurement data Angles 33 34 06 26 01 18 82 10 47 Coordinates of survey markers are provided in table 6 4 Table 6 4 Coordinates of survey markers Points Coordinates WGS 84 m XA 6086116 04 Xp 6086517 83 Xc 6084516 92 YA 519202 94 514801 53 513935 02 Procedure 1 In triangle A B PK 77 Cartesian coordinates of point PK 77 are calculated xactg xgctg Bi YA 6085048 34 m 6 29 ctg p ctg B t T t do actgp ysctgpi xA T B 517224 35m 6 30 ctg p ctg B 2 In triangle B C PK 77 Cartesian coordinates of point PK 77 are calculated Xpk 77 oa XcCtE Bs 6085048 38m 6 31 ctg p ctgB tgp yoctgB xp Ypk Yactgp ycetgDs t xp xc _ 517224 48m 6 32 ctg p 3 The values of calculated Cartesian coordinates of point PK 77 differ by less than 50 cm therefore average coordinates of point PK 77 are calculated Xpk 77 vig 6085048 36 m 6 33 Ypk 77 vid 217224 421 6 34 QUESTIONS TO REPEAT What is the essence of coordination of gr
123. ine scheme 12 To enter parameters required for leveling numbers of benchmarks number of measurements order and sequence of numbering of pickets the maximum permissible height variation error on the station etc 13 To level the line applying Level 1 pattern leveling 14 To measure intermediate points 15 To level the line applying Level 2 pattern leveling 16 To level the line applying Level 3 pattern leveling 17 To transfer measurement data to computer and perform review 18 To print obtained data and evaluate survey results 19 To prepare presentation of practical work Level 1 pattern leveling The Back Pn prompt is displayed on the screen Collimate to the rod Backsight and press MEAS key to recollect the measurement When the measurement is completed the average value of the measurement is displayed on the screen Message display time is set on the setting mode When the setting mode is continuous measurement press ESC key is pressed The Fore 1 Pn message is on the screen Point number is automatically increased Collimate to the rod Foresight 1 and press MEAS to recollect the measurement When the measurement is completed the average value of the measurement is displayed on the screen Then collimation to the rod foresight in performed and MEAS key is pressed Foresight 2 measurement is performed in the same way Collimation to the rod Backsight 2 is performed After the measurement has been completed the average val
124. inking creativity initiative and ability to make decisions both individually and in team and assume the responsibility 2 The Length in Credits and Hours Structure Study Length in Lectures subject ECTS credits hours Practical Individual Consultations works gt work hours hours hours In total Assessment hours title Geodesy Cumulative 3 Prereguisites engineering graphics basics of geodesy topography practical training for geodetic survey mathematics 1 mathematics 2 physics human safety 4 Links between Learning Outcomes and Intended Study Subject Outcomes and Student Achievement Assessment Methods Learning outcomes Intended study subject Student achievement outcomes Bid meted assessment methods To adapt modern measurement 1 Technical specifications Provision of Frontal oral devices their processing software and for modern geodetic devices information questioning GIS technologies organizing and precise levels range finder presentation in presentation of performing special geographical GPS devices and electronic Power Point individual task in oral projects in the optimal way tachometers were application and written form characterised discussions one mid term test minute reflection virtual learning environment Moodle developed in the course of the project Development of e learning in colleges of Lithuania BPD2004 ESF 2 4 0 03 05 0179 financed by
125. ject of the locality The survey is performed by groups of three or four students Each group selects a GPS device from geodetic laboratory prepares it for work using devise user manual and surveys the specified site and its objects Each student individually drawns up standars report on GPS Lithuanian LKS 94 coordinate system and list of coordinates of the world WGS 84 coordinate system Seguence 1 To assemble GPS device 2 To explane control panels and keys control principles meanings of indicator line of GPS device 3 To determine battery charge level 4 To prepare GPS device for work in Bluetooth mode and on GSM network or through radio connection 5 To check if the information about satellites is received 6 To create new job for collection of survey data 7 To set the height of portable GPS device and input measured value 8 To set the type of antenna and other antenna parameters of portable GPS device 9 To set the elevation angle of GPS satellites applied to survey 10 To set survey reliability indexes 11 To perform coordination of points the number of points is specified by the lector 12 To perform set out of points the number of points is specified by the lector 13 To perform importof points applying automatic and manual methods 14 To perform reloading of points 15 To perform review and initial processing of reloaded data 16 To draw up standard report on GPS LKS 94 and WGS 84 coordi
126. le 3 To select coordinate system click Coord Sys then Next 4 If there is no LKS 94 coordinate system select it from the library 5 To change metering units dimensions of the created job click Units 6 When settings are made click Accept to save the job Continuing existing job 1 Select Files Open Job from the Trimble Survey Controller main menu 2 Select the job to continue with mark with a pen and click Select The title of continuing job will be visible on the upper information bar of the Trimble Survey Controller software Deletinf the job 1 Select Files Open Job from the Trimble Survey Controller main menu If the job to be delated is not marked mark it using directional buttons or by pressing and holding the pen on active touch screen 2 Click Delete and Yes to confirm deletion or No to cancel deletion Creating export file Export of points in desired format is performed automatically input to CA Trimble Geomatics Office Projects ttle of created project Export Determination of the structure of exposrt file data The structure of export file data is individually defined according to the method of further data processing To export the data click File Export and select the format of data from the ones seggested if data were processed by ArcGIS software export in ArcView shape file points dbf shp shx if data were processed by CAD software export in dxf CSV arba txt
127. le A B PP 77 are found triangle A B PP 77 are found of triangle A B PP 77 are PP 77 of triangle A B the calculation of point PP the calculation of point PP 77 found the calculation of PP 77 are not found or 77 coordinates of triangle C coordinates of triangle B point PP 77 coordinates of calculations are wrong B PP 77 is checked the PP 77 is checked the triangle C B PP 77 is not the calculation of point reliability of found reliability of found checked the reliability of PP 77 coordinates of coordinates is evaluated coordinates is not evaluated found coordinates is not triangle C B PP 77 is mean coordinates of point mean coordinates of point evaluated mean nor checked the PP 77 are calculated PP 77 are not calculated or coordinates of point PP 77 reliability of found calculations are wrong are not calculated or coordinates is not calculations are wrong evaluated mean coordinates of point PP 77 are not calculated or calculations are wrong KAUNO KOLEGIJA UNIVERSITY OF APPLIED SCIENCES FACULTY OF LANDSCAPING DEPARTMENT OF GEODESY APPROVED BY The Head of the Department of Geodesy Birute Nenortaite Form of Studies Full time studies Study Programme Real Estate Measurement Engineering Subject Geodesy Group NT 1 Semester Autumn semester Teacher Vincas Zakarauskas Test Form Examination Examination Date January 2013 Assessment of the achievement level of the subject
128. levation of the end change point 34 307 m Set out of points The data of set out point can be taken from RAM or from memory card according to the Out module setting The selected number of measurements three The procedure of point set out is provided in fig 1 18 Fore Pn Inter Set Out Read Read 40 Media ibi d Coordi m Now dk So Pn Rod So3 Dif Ht Rec ENT PN1 1 6983m _ 0 48453m Cont ESC 7 End ENT __ Fore Pn Next ESC PN2 Fig 1 18 Point set out procedure The procedure of point set out 1 After backsight measurement and prior to foresight measurement the JN SO key is pressed 2 Setout menu is selected by pressing A or V keys 3 ENT key is pressed The data is taken from RAM of from the Group depending of the selection in Out module settings 4 Press the ENT key 5 Press A or V keys to select the point and then press the ENT key 6 To look through the altitudes and note screens press A or V keys 7 A sight on the rod set up on the set out point is taken and the MEAS key is pressed After measurement an information with three measured values and final average value of the measurement will be displayed keys 8 To save measurement data press the ENT key 9 To measure set out point press the ESC 1 key 10 Return to the Fore Pn message box by pressing the ENT key 11 For next point set out press the ESC key 12 After the sight on the rod other informati
129. leveling Menu Start L If there is no previous change point the height difference between benchmarks will b displayed The following data can be displayed in level screen see fig 1 24 Ah CP Ah HCP BM GH BM 0 584 m 1 923 m gt 45 77 m 124 55m 34 307 m Fig 1 24 Data of the end of line leveling Displayed data after the line leveling is completed the height difference between the benchmarks horizontal distance from the last change point If there is no previous change point then this screen is not displayed horizontal distance between the benchmarks elevation of the benchmark Continuing leveling Cont Leveling This mode is used to continue line leveling job Data must be stored to Card or RAM The procedure of continuing leveling is provided in fig 1 25 Menu Start Cont Job Job Leveling Levelmg Leveling 7011 JO7733 Setting Setting Now Now Fig 1 25 Procedure of continuing leveling Measurement procedure Press the ENT key if Menu Leveling is displayed 2 To see the last displayed option press the A key Cont Leveling prompt will be displayed 3 Press the ENT key Job reference Job JO11 is displayed 4 Select a job by pressing the A or V key 5 Press the ENT key 6 Setting Now job data will be set 7 Start measuring You can exit the job only when the first backsight prompt is shown QUESTIONS TO REPEAT What are the main components of
130. llites Nowadays the most advanced radio navigation system is the system operated by the U S Department of Defence DOD It is called the Global Positioning System GPS NAVSTAR Global Positioning System GPS has been used since 1994 1 3 GPS system consists of satellites orbiting above the earth s surface and ground based stations control segment The satellites are placed in four orbital planes consisting of six satellites each Each satellite transmits the exact time and location coordinates A minimum of four satellites is reguired to determine the location of a point however more satellites ensure higher accuracy and faster detetermination of the coordinates Satellite transmitted signals must be received simultaneously at the point the coordinates of which are being determined 2 GPS satellites are placed at an altitute of approximately 20 200 km above the surface of the Earth The precise orbital periods of the satellites are close to 11 hours 58 minutes The satellite makes somewhat more than two orbits per day therefore the same satellite may be seen from the same ground surface point twice a day The satellite appears for the next time 4 minutes earlier than the day before Each satellite has one transmitter and receiver one antenna five oscillators and one microcomputer The oscillator uses rubidium and cesium frequency etalons There may be less than 24 active satellites because of repair of single satellites New satellites a
131. lysis one minute reflection virtual learning environment Moodle developed in the course of the project Development of e learning in colleges of Lithuania BPD2004 ESF 2 4 0 03 05 0179 financed by the EU Structural Fund Frontal oral questioning presentation of individual task in oral and written form mid term test Frontal oral questioning presentation of individual task in oral and written form exam Presentation of individual and team task in oral and written form written assessment method written mid term test exam 2 Topographic plan of the locality is developed using innovative geodetic devices meeting GKTR reguirements Provision of information discussions individual and team problem solving case analysis dealing with problems one minute reflection project virtual learning environment Moodle developed in the course of the project Development of e learning in colleges of Lithuania BPD2004 ESF 2 4 0 03 05 0179 financed by the EU Structural Fund Presentation of a project presentation of individual and team task in oral and written form exam 3 The indexes of egual and unequal precision survey results of one dimension are computed and the accuracy of obtained results is evaluated Explanation self study assignment case analysis one minute reflection virtual learning environment Moodle developed in the course of the pr
132. m add Command is used to add additional data e g add inverse from a file traverse Command is used to save data in the same file used for data import saugoti kaip save as Command is used to save data in a file with new name dialog box Kopijuoti copy Command is used to copy selected rows from traverse measured data dialog box terpti paste Command is used to paste copied rows to selected place in traverse measured data dialog box CE prid ti eilut insert row Command is used to insert empty row at the end Atstatyti undo Command is used to undo step Lf Dginti adjust Command is used to Command is used to perform traverse adjustment traverse adjustment ME Command is used to import the data E E measuring devices This function uses data import settings u krauti pagrindo Command is used to import the reference points from selected daf ta kus import reference file points prid ti pagrindo ta k i Command is used to import the reference point from a drawing br inio add reference point from drawing tvirt ta k Z kontrol z Command is used to perform Z control of fixed points according to control of fixed points specified accuracy atstum Command is used to perform distance averaging according to specified vidurkinimas distance accuracy averaging traverse i valyti duomenis erase Command is used to erase the data and geodetic base points from data surveying
133. marks were determined Approximately 50 70 96 of the task were performed Some measurements can be carried out in the course of the measurements non systematic measurements Other secondary tasks performed only Less than 50 96 of the task were performed Assessment criteria of the practical task No 3 The highest level of the The medium level of the The minimum level of the Not achieved objectives achievement of objectives achievement of objectives achievement of objectives 10 9 8 7 6 5 4 3 2 1 11 Measurement of horizontal angles was performed Measurement of vertical angles was performed and vertical angles were calculated Distances were measured Line slope lengths and horizontal projections were determined Measurements of changes of height to pickets Coordinates of picket points were determined Picket altitudes were determined The task is completely performed The following measurements can be carried out in the course of measurements Measurement of horizontal angles was performed Measurement of vertical angles was performed and vertical angles were calculated Distances were measured Line slope lengths and horizontal projections were determined Measurements of changes of height to pickets Coordinates of picket points were determined Picket altitudes were determined Approximately 70 80 96 of the task were performed T
134. nate systems 17 To prepare the presentation Assemblage of portable GPS device Portable GPS device consists of GPS recever with GPS antenna GSM GPRS or radio antenna if GPS receiver has itegrated radio or GSM GPRS modems data collector fastening element for setting up the data collector to the stand 2 length carbon fiber stand Assemblage of portable GPS device to set up two part carbon fiber stand to fasten receiver with integrated antenna model Trimble 5800 R6 R6 the antenna is fastened to the receiver to fasten data collector Fig 5 1 Portable GPS receiver Trimble R6 The survey starts from sreation of new job Survey data will be stored in the job New job creation 1 Select Files New Job in the main menu of Trimble Survey Controller 2 Input the title of new job 3 Click Coord Sys to select coordinate system and then click Next If there is no LKS 94 Lithuanian coordinate system select it from the library 4 Measuring units are set by clicking Units key 5 Click Accept to save the job after the settings are made 1 Select Files Open Job in the main menu of Trimble Survey Controller 2 Select the required job mark it with a pen and click Select The title of the job will appear on the upper information bar of Trimble Survey Controller software Job deletion 1 Select Files Open Job from the main menu of Trimble Survey Controller mark the job with directional but
135. nation results are marked on a ten point scale Assessment of the results of examination is performed following the achievement levels of subject outcomes defined as follows the highest level of achievement of the objectives 9 10 points all tasks are completed answers are acceptable comprehensive and reasonable original or several acceptable options of solution of raised problems are provided and the optimal option is reasonably selected various and adeguate theoretical models and analyses are applied to deal with the tasks and the obtained results are compared comprehensive theoretical knowledge is demonstrated according to the objectives specified in task appendices the medium level of achievement of the objectives 7 8 points more than two thirds of all tasks are completed the answers to guestions and problem solutions are acceptable and reasonable adeguate theoretical models and analyses are applied to deal with the tasks good theoretical knowledge is demonstrated according to the objectives specified in task appendices the minimum compulsory level of achievement of the objectives 5 6 points more than half of all tasks is completed the answers are acceptable in general problems are solved in general acceptable theoretical models and analyses are applied to deal with the tasks minimum of necessary theoretical knowledge is demonstrated according to the objectives specified in task appendices Theoretical task takes up 50 of the
136. ner of the drawing Map scaling should be M 1 500 Standard conventional symbols should be used for the map Other symbols are allowed in case there are no appropriate symbols in the standard or decision to use them is not taken Standard symbol are described in the geodesy and cartography technical regulation applicable in Lithuania GKTR 2 02 02 1999 GKTR 2 11 02 2000 In case of non standard symbols provide their descriptions Structure of the project work Title page Table of contents Introduction List of main terms and abbreviations with explanations List of tables figures and appendices 1 Work procedure 2 Material analysis 3 Graphical part Conclusion Sources of information Appendices WORK ASSESSMENT Project Work Assessment Criteria Grade Detailed description of criteria 10 All the initial geodetic data reguired for the project is collected topographic map base points are envisaged and set out at the site GPS device is selected and checked GPS device is prepared for surveying site location sketches are made site location is defined using GPS device numerical data of the measurement are transferred to the computer GPS surveying report is printed precision of surveying data is assessed surveying data is processed by GeoMap software digital and analogical topographic map at a scale M 1 500 is created according to the reguirements of Geodesy and cartography technical regulations a file
137. nts are selected for the given case The procedure of measurement of intermediate points is provided in fig 1 14 Fore Pn Inter Int Pn Rod Int 3 Rod Int 40 mediate 1 1 6983 m 1 69837 m gt E Int Pn E End ENT Fore Pn 2 Cont ESC 40 Fig 1 14 Measurement of intermediate points 1 After completing the measurement to the backsight and before measuring to the next foresight press the IN SO key 2 Press the ENT key The instrument is now ready to collect the measurement to the intermediate point the Inter Mediate prompt is displayed on the screen 3 Collimate to the instrument on the staff which should be set on the intermediate point and press the MEAS key 4 Measured average height is displayed after the measurement Other values are available by pressing the A and V keys 5 Press the ESC key The instrument is ready to collect the next intermediate point The intermediate point number is automatically increased or decreased 6 Repeat steps for each intermediate shot Review of intermediate points is possible Measurement data of the intermediate point is provide in fig 1 15 Rod Bk F1 Dist Int n 3 GH Point No 1 69835 m 21 430 m c Olmm 52 8765 10 Fig 1 15 Intermediate point measurement data The following screens are displayed average value of intermediate point readings 1 69835 m distance to the rod 21 430 m n total measurements taken 3 o
138. o the results of geodetic measurement 1 The distance between marker 401 to marker 3 of triangle 401 3 1 is calculated 5 3 51 53 56 39 6 1 5 3 sin 222 038 sin 53 56 39 190073m sin B B sin 5355639 55 15 05 2 The distance between marker 40 to marker 3 of triangle 401 2 3 is calculated S53 sin p 168 85 sin 67 38 45 sin B4 sin 57 14 06 67 38 45 190 175 m 6 2 4013 7 3 The difference between the distances is less than 20 cm so average value is calculated S4013 190 124 m 4 The direction angle of line 401 402 is calculated 3083 296 4495750 3087 192 arc tg 0 5 45 5 The length and average value of line 401 402 is calculated AX Sag sc 424 45634953 COC Oyo 492 Cos 44 57 50 AY 42 401 3083 296 SinQ 5 5 Sin 44 57 50 Sao VA X sor sor Vion gore 3087 192 3083 2967 4363195 m 6 The difference between the distances is less than 20 cm so average value is used 4363 195 m S 401 402 S 401 402 4363 195 m 7 The value of angle 401 402 3 B is calculated Sa Sin Bs 190 124 sin 24 10 23 S 401 402 4363 195 sin 1 01 21 sin p 8 The value of angle is calculated 2180 B 2180 24 11 27 1 01 21 154 47 10 9 The value of direction angle of line 401 3 is calculated 491 3 By 44 57
139. od is the most applicable for point positioning Corrections sent from the basic station located at the point with established coordinates are used in the cource of RTK measurement The accuracy of RTK method makes up approximately 1 3 cm Differential methiod is a type of Real Time Kinematic method when the corrections from the established point are transmitted by radio waves from radio stations or broadcasted on the Internet The Real Time Point Positioning method is the post popular for real estate cadastral measurements 6 6 World Geodetic System WGS 84 The locations of points have been determined with the help of GPS devices since 1984 according to the World Geodetic System WGS 84 It is a geocentric coordination system Its geodetic datum coincide with the mass center of the Earth Z axis is directed towards the conventional Earth s poles X axis is set according to WGS 84 prime meridian and conventional Earth s poles equator longitude WGS 84 prime meridian is parallel to the zero meridian Y axis is on the conventional Earth s pole equator longitude towards the east from X axis through 90 WGS 84 ellipsoid semi major axis 6 378137 m longitude 1 298 257 223 563 Ellipsoid geometry center coincide with WGS 84 coordinate system origin and ellipsoid semi minor axis with axis Z axis of the coordinate system 2 One minute reflection questions What are the world operational GPS systems What causes the most influence
140. oject Development of e learning in colleges of Lithuania BPD2004 ESF 2 4 0 03 05 0179 financed by the EU Structural Fund Presentation of individual task in oral and written form exam 5 Subject Study Plan Contact hour number Total number Individual of hours for Titles of key topics Practical Lectures Consultations work hours study per works topic Structure and control of precise NE E 3 8 2 13 digital levels precision leveling Structure and control of electronic range finders Measurements using 2 2 electronic range finders Structure and control of electronic tachometers Measurements using 2 8 4 electronic tachometers Topographical planning in GeoMap 2 6 _ 10 software using digital data Global Positioning System GPS 1 _ 2 8 World Coordinate System WGS 84 Control and structure of GPS devices GPS use for real estate 2 8 2 12 measurements Lithuanian state geodetic basis Lithuanian coordinate system LKS 2 6 _ 8 94 Direct and inverse angular intersections Basic concepts objectives and tasks of metrology Problems of measurement error theory Measurement error classification Mathematical processing of egual precision survey results of one dimension Mathematical processing of unegual precision survey results of one dimension 10 Theoretical preparation for mid term tests according to the topics completion o
141. om Amsterdam system heights common for Europe by 15 cm The Lithuanian National Geodetic First Order Network consists of five closed polygons Perimeter of the network is approximately 1900 km Average perimeter of the polygon 500 km average distance between benchmarks and wall marks is approximately 1 5 km Mean square error of one kilometre makes up 0 42 mm Second order networks are placed inside and outside the first order polygons The outside of the polygon is bounded by the border of the Republic of Lithuania Vertical network stations in the territory of the country are located so as not to leave local points more than 15 km distant form first or second order stations Average perimeter of the second order polygon is 120 km Lengths of lines uniting network nodal points or reference points must not exceed 50 km Fig 8 1 Lithuanian National Geodetic Vertical First Order Network The state geodetic network is also united by three absolute measurement stations and first order gravimetric network uniting 48 stations A second order gravimetric network of 635 stations is created to carry out detailed geopotential field investigation in the territory of Lithuania The gravimetric network is required to perform detailed gravity field investigations Lithuanian magnetometric network consists of 6 magnetometric stations equipped in the territory of Lithuania for determination of magnetic field ramp 8 1 1994 Lithuanian Coordinate
142. on Presentation of information demonstration discussions one minute reflection individual tasks case analysis use of literature and material in virtual media Moodle 8 LITHUANIAN NATIONAL GEODETIC BASIS The geodetic basis is reguired for real estate cadastral measurements control creation of topographic maps in the field of land cartography construction geodynamic investigations state border marking and other activities reguiring determination of point locations 1 The Lithuanian Geodetic Basis consists of Lithuanian geodetic networks their coordinates and heights The totality of geodetic marks on the Earth s surface interconnected by geodetic surveying constitutes the geodetic network The geodetic network is divided into national global positioning system GPS planimetric vertical gravimetric magnetometer permanent GPS station networks according to determinable parameters According to the territory the geodetic networks and divided into world continental national municipal local and special networks 1 The global positioning system of the Republic of Lithuania is the network of permanent reference GNSS stations called LitPOS It is an information system of the Lithuanian National Geodetic Basis which provides the users with geodetic control data in real time LitPOS consists of 25 permanent reference GNSS stations located in the territory of the Republic of Lithuania Regional GNSS station control room is eguipped
143. on is available by pressing A or W and MEAS The measurement data of set out point is provided in fig 1 19 Diff Ht Rod So 0 48453 m 1 69837 m GH 50 3678 Point No gt 11 Fig 1 19 Set out point measurement data The following screens are displayed average value of height difference 0 48453 m horizontal distance from the level to the set out point 38 470 m n total measurements taken 3 standard deviation 0 1 mm set out point elevation 50 3678 m number of the set out point 11 ADDITIONAL MATERIAL FOR COMPLETION OF THE PRACTICAL WORK Key function of the digital level DL 02C are provided in table 1 1 and table 1 2 provides for display contents of the digital level DL 102C Table 1 1 Key functions of digit level DL 102C Functions Records the measured data or enters the displayed data to the instrument Initiates Set mode and Menu mode Data search IN SO This key is used to initiate intermediate point or set out mode collection during line leveling DIST Distance measurement MANU Manual key used to input the data from the keyboard This key is used to page through menu screens or data display screens If the displayed value overflows the screen this key can be used to shift the display to the right or left in the screen line leveling This key can be used to escape from the menu mode or any of the setting modes This key can be used as a backspace key when
144. onal dilution of precision It indicates the accuracy of position based on the number of satellites and the geometry of satellite positions From a geometrical point of view PDOP is proportional to the used divided by the volume of pyramid formed by lines drawn from four observed satellites to GPS antenna Lower number to 6 means more accurate survey data higher than 6 less accurate data Low DOP values mean thet satellites are widely spread in relation to surveyed point and high values vice virsa PDOP involve vertical and horizontal PDOP HDOP VDOP PDOP Mask setting 1 Select Configuration Survey Styles RTK Rover options in th main woindow of Trimble Survey Controller software 2 Input 6 0 value in the field PDOP Mask PDOP Mask maximum DOP value under which the device proceeds with calculation of positions Input of elevation angle of portable GPS device Elevation angle of portable GPS device is set by configuration of each survey mode 1 Select Configuration Survey Styles Rover options in the main wondow of Trimble Survey Controller software 2 Set elevation angle in the field Elevation Mask and save the changes Input of antenna type and configuration of portable GPS device Antenna type of portable GPS device is set by configuration each syrvey mode 1 Select Configuration Survey Styles Rover options in the main wondow of Trimble Survey Controller software 2 Select used antenna from the list in
145. ot completely prepared for surveying site location sketches are made inaccurately site location is defined using GPS device numerical data of the measurement are transferred to the computer GPS surveying report is not printed precision of surveying data is assessed surveying data is processed by GeoMap software digital and analogical topographic map at a scale M 1 500 does not meet the requirements of Geodesy and cartography technical regulations a file is created not following the established procedure the text in the file is unreadable in some places insufficient presentation of a report the most relevant processes are not explained The project paper makes up 20 percents of the total individual cumulative index ICI REFERENCES AND OTHER SOURCES OF INFORMATION a tick mark shall mean availability of the Se Publishing Information source publication Publishin source q Mees g location Kaunas year author title and identification number Other No and house College Study Rooms libraries library Key Information Sources IVATKAUSKAS Aurelijus et al bud 2s seas nt 1 2008 Geodezija mokymo si priemon Vaist ISBN 978 9955 511 87 8 329 p B inios Alexander Ross CLARKE HardPress 2 2012 Geodesy sepia ISBN 978 1290098762 378 p 2012 HARRY L Landscape Surveying Department ISBN 9781111310608 256 p of Agricultural Engineering 3 Oklahoma
146. ound points Describe the essence of direct angular intersection Describe the essence of inverse angular intersection What methods of point coordination do you know What is the difference between direct and inverse direction angle Describe the essence of single and multiple angular intersection REFERENCES a tick mark shall mean availability of the DE Publishing Information source publication Rune source q year author title and identification number B location Kaunas Other No and house College Study Rooms libraries library Key Information Sources IVATKAUSKAS Aurelijus et al ben 1 2008 Geodezija mokymo si priemon Vaist ISBN 978 9955 511 87 8 329 p inios Alexander Ross CLARKE HardPress 2 2012 Geodesy Publishing y ISBN 978 1290098762 378 p Charles D GHILANI et al Westford 3 2012 Elementary Surveying United States ISBN 978 0 13 255434 3 984 of America E B Aranen P H CKOTOPEBA B 4 2011 c Kadacmpa y y ISBN 978 5 904954 04 8 T 978 5 8291 1246 2 416 p Additional Reading SKEIVALAS Jonas Koreliuot 1 1995 geodeziniu matavimu rezultat Technika 4 J matematinis apdorojimas ISBN 9986 05 151 7 10 00 272 p TAMUTIS Zigmas et al Mokslo ir 2 1992 Geodezija 1 enciklope y y ISBN 5 420 01331 2 292 p dij leidykla 3 2011
147. press the ENT key 5 Enter the limit of discrepancy EV limit and press the ENT key When Level 3 backsight gt foresight is selected the input of limit of discrepancy is bypassed 6 Enter benchmark No and press the ENT key When record mode is off Out Module 1s OFF the input of job no benchmark no and remarks is bypassed 7 Enter benchmark elevation and press the ENT key 8 Enter remarks and press the ENT key To bypass the remark prompts and go directly to the next step press ENT at the Info 1 or Info 2 prompt Screen displays measurement of backsight point benchmark Point number modifying Point number can be changed before foresight measurement fig 1 21 In point number 39 numeric characters and the capital letter alphabets and are usable to 8 characters The point number used once can be used again Fore Pn Fore Pn For Pn Fore Pn Inf 1 1 E 11 EM m 1001 Inf 1 Fore Pn CKPOINT 1001 Fig 1 21 Point number modifying The Fore Pn 11 is displayed Press the ESC key before foresight measurement The point number moves to the left side Press the ESC C key twice to clear the number The Fore Pn prompt will be displayed point number will be cleared New point number is entered For example 7 001 Fore Pn 1001 will be displayed Input is limited to 8 alphanumeric characters In the same line leveling the point number used already can be input The ENT key is pressed Info prompt is displ
148. re converted to WGS 84 coordinate system WGS 84 coordinate system is widely used all over the world 4 The Assessment of the Practical Work Not achieved objectives The minimum level of the achievement of objectives The medium level of the achievement of objectives The highest level of the achievement of objectives The tachometers available at the geodetic laboratory are described fundamental differences between various types of tachometers are designated the tripod with the instrument on the base point is set up the instrument is aligned and levelled the electronic tachometer is ON and ready to measure pickets are coordinated measurement report is provided the list of point coordinates according to The tachometers available at the geodetic laboratory are described fundamental differences between various types of tachometers are designated the tripod with the instrument on the base point is set up the instrument is aligned and levelled the electronic tachometer is ON and ready to measure pickets are coordinated measurement report is provided the list of point coordinates according to The tachometers available at The tachometers the geodetic laboratory are described fundamental differences between various types of tachometers are designated the tripod with the instrument on the base point is set up the instrument is aligned and levelled the electronic tachometer is ON and ready to m
149. re launched if required Fig 6 1 GPS staellites orbiting above the Earth Ground based GPS stations observe GPS satellites monitor their position in space and the reliability Satellite ephemeris data and time corrections are broadcasted from these stations to satellites Satellites can use these corrections in its signals transmitted to GPS tools There are five ground based GPS satellite observation stations GPS has its own timing system GPS weeks and seconds of week The time is measured in GPS weeks and the time of GPS week in seconds of week and this time varies from 1 to 604800 The GPS weeks begin at the Saturday Sunday transition 1 The aim of GPS method consists in measurement of the distance from the satellite to the receiver trilateration This distance is calculated according to the formula the travel path of signal is equal to the multiplication of propagation speed and time Point coordinates are calculated using special algorithms Time is an essential factor of the GPS system Signals travel at the speed of light so there is a high significance of any delay millisecond if converted into distance GPS operates with WGS 54 coordinate system User coordinates are converted into other coordinates providing corresponding specification 1 3 6 2 Environmental Effects on Surveying The quality of GPS surveying is determined by the certain environmental factors Ionospheric activity depends on the time of day
150. repares it for work using devise user manual Each student measures ten pickets When the task is completed each group holds a presentation Getting the tachometer ready for work tachometer is set up on snapshot base point aligned and levelled instrument is switched on air temperature and atmosphere pressure are set These data is necessary to calculate measure distance corrections excitation of instrument horizontal limb and collimation eyepieces new job is created Input of station parameters and measurements Station parameters are input using tachometer user manual The instrument will ask to input station title ST height of instrument HI title of backsight station BS and azimuth AZ If local coordinates are used the AZ equals 0 00 00 The most of tachometers require setting the coordinates of station title ST and backsight station BS and then the azimuth AZ is automatically computed A prism is installed on the point of backsight station BS and vertical collimation to it is performed Verification is carried out according to the instructions provided is the user manual Further the pickets are measured During rotation of the horizontal limb the reading of horizontal angle HA is displayed When eyepieces are rotated the reading of vertical angle VA is displayed Distance measuring key is pressed for distance measurement The tachometers with integrated non prismatic distance measurement may
151. resight 1 backsight 2 foresight 2 0 01 mm backsight distance to the rod 21 430 m n total measurements taken 3 standard deviation 0 1 mm d total backsight distance total foresight distance X total backsight distance total foresight distance discrepancy of elevations backsight 2 and foresight 2 0 19999 m backsight point elevation 35 8272 m backsight point number 10 Level 2 pattern leveling The procedure of measurement is provided in fig 1 6 Back 1 Pn Back 2 Pn For 1 Pn Fore 2 Pn Back 1 Pn 10 2 10 11 2 11 11 Fig 1 6 Leveling procedure on the station according to Level 2 pattern leveling Measurement procedure 1 Backsight 1 on the rod is taken 2 MEAS key is pressed 3 Backsight 2 on the rod is taken 4 MEAS key is pressed 5 Foresight 1 on the rod is taken and MEAS key is pressed 6 Foresight 2 on the rod is taken The same method is applied to further measurements After the first measurement to the backsight 1 is completed the following screens are displayed see fig 1 7 Rod B1 Dist B1 n 3 Point No 1 69837 m 21 433 m c 0 2mm 10 Fig 1 7 Backsight 1 reading data is on the screen The following screens are displayed average value of backsight readings 1 69837 m backsight distance to the rod 21 433 m n total measurements taken 3 o standard deviation 0 2 mm backsig
152. rk is applied both for Lithuanian and international students 4 The Assessment of the Practical Work The highest level of the The medium level of the The minimum level of the Not achieved mE EE of of preme EHE of oo ne 1 are RUM M are DIM i are Point 2 are calculated applying the calculated applying the calculated applying the calculated applying the calculations methods of calculations methods of calculations methods of calculations methods of inverse and direct intersection inverse and direct intersection inverse and direct inverse and direct the reliability of results is the reliability of results is not intersection the calculations intersection the evaluated evaluated have errors the reliability of calculations are wrong results is not evaluated the reliability of results is not evaluated INVERSE ANGULAR INTERSECTION DISPLACEMENT OF POINT COORDINATES FROM POINT M TO POINT When there are three coordinated points directions on the locality and the coordinates of required point must be found two points must be set out two bases must be created and lengths of datum lines must be measured Procedure 1 To calculate the distance from survey marker 40 to survey marker 3 of triangle 401 3 The difference of calculated distances may differ by 20 cm Distance average value is used for further calculations 2 To calculate the direction angle value of line 407 2 and compute the l
153. rse geodetic task direction angle and length of MN line are calculated Ayun arc tgOmn MN Sw Ay Difference of distances not exceeding 20 cm is assumed u and c values of angles are calculated dpi Dae 8 7 Suv y 2180 ps p 8 8 The value of direction angle of MN line is calculated Y 8 9 According to direct geodetic task coordinates of point calculated Xp XM Sgm X COS Cys 8 10 Spm X Sin Gus 8 11 Direction angle of BN line is calculated A BN arc tgouw 8 12 bN Check calculation of direction angle of BN line QBN QMB 180 ps The difference between values of direction angle of BN line must not exceed 5 seconds One minute reflection questions 1 What networks do compose the Lithuanian Geodetic Basis 2 What is the short name of the network of permanent reference GNSS stations of the Republic of Lithuania 3 How many stations does the LitPOS network consist of 4 What is the LitPOS administrator 5 What is the LitPOS manager 6 Who may use the LitPOS network 7 What is the axial meridian of LKS 94 coordinate system 8 What is the projection scale at the axial meridian 9 What is the name of the ellipsoid of LKS 94 coordinate system 10 What are the check calculations performed for General questions 1 What is the web page where physical and legal entities must r
154. rument will automatically cut off after 5 minutes if none of the keys will be pressed during these 5 minutes 12 Set Bright used to change the brightness of the display The brightness can be set to one of nine different settings 13 Set Light this option is used to turn the back light ON or OFF 14 Check Time display and edit the date and time 15 Inverse Mode used to measure with the inverted rod Inverse Not Use Not use the Inverse Mode Inverse Use Use the Inverse Mode 16 Swing Correct determines whether Swing Correct is on or off Changing set modes Press the SET key while either in menu mode or before measuring The Set Mode screen will be displayed for a few seconds and then Check Battery will be displayed Press A or V key several times until displays Set Measure screen Select the measurement mode by pressing A or V keys Press ENT key and set the measurement times by inputting numerical character and press the ENT key The display returns to Set Measure Standard measurement Menu meas Examples of the practical work are carried out using digital level DL 102C Standard measurement mode is used to take measurements without having an elevation calculated If Out Module is set to Ram or Card you will be prompted to enter remarks and job number and all measurements will be recorded to instrument memory Measurement procedure recording mode is ON three measurements are performed M
155. s indicated by arrows Transformation of objects To transform the objects from a drawing select Objektu transformavimas Transform objects tab Objektu transformavimas Koordinat s transf Failo transformavimas ym ti objektus Pa ym t objekt kiekis 0 J Nekeisti objekt pasukimo kampo jeigu jis lygus 0 Here press the ym ti objektus aj Select objects key Indicate the area of objects to be transformed between coordinate systems or select the objects one by one on the drawing Then press ENTER button on the keyboard or make a right click on a mouse After these steps you will see the objects selected for transformation Nekeisti objekt pasukimo kampo jeigu jis lygus 0 Do not change deflection angle of the objects if it is 0 function may be selected to leave the objects undeflected Transformation of coordinates To transform the coordinates of one point between coordinate systems select Koordinat s transformavimas transform coordinate tab Failo transformavimas Nr 1 x lc F Rezultatus ra yti fail Rezultatas X be Rezultat failas Enter the coordinate of point X to X field of the dialog box and Y coordinate to Y field The point may also be indicated on a drawing using a mouse by pressing To save transformed coordinates to result file tick Rezultatus ra yti fail Record results to the
156. s obtained In ifill Performed survey is differential and a session is performed with data collection for post processing post piocessing Bluetooth wireless connection in GPS device and data collector allow for data exchange without a cable The capabilities of data collector with Bluetooth connection connection with other data collector for data exchange control Trimble R8 R6 5800 GPNS devices control distance metering units Configuration of Bluetooth port connecting the data collector with Trimble R6 R6 5800 GPNS devices connect device with data collector activate Trimble Survey Controller software and select Configuration Controller Bluetooth from the main menu click Config to activate Bluetooth port watch TSC2 data collector to ensure that Turn Bluetooth and Make this devise discoverable to other devices references are marked scan of Bluetooth evices is activated on the data collector select Devises on TSC2 controller and then select New Trimble Survey Controller software is used to find Bluetooth devices located at a distance of up to 10 m after scan select device to connect with data collector and click Next if connection to GPS device is performed there is no need to enter access code click Next enter device name and click Finish click OK Trimble Survey Controller select device to measure with in the field Reciever Select Accept and
157. sentences Use the following form of sentences Object of the work Aim of the work is analysed in the paper etc Paper structure is briefly described and relevance is factually discussed It is recommended to write the aim of the work separately in bold italic The objectives must be numbered and arranged in separate paragraphs The following questions must be answered in the introduction What is the object of the work What goals must be achieved in the work Why to achieve them How will be the goals sought The list of basic terms and abbreviations with explanations is provided next to the introduction on separate page expressions key concepts applied terms concepts summaries are clearly and briefly described II WORK PROCEDURE Student must analyse study and technical literature and other information sources textbooks monographs scientific publications standards and normative documents information from web sites etc in detail during the preparation of the project paper In the work preparation procedure the student considers work specificity and envisaged outcomes It is required to follow the requirements of geodesy and cartography regulations of the Republic of Lithuanian during implementation of processes of the site topographic map Geodetic surveying is carried out using GPS device Site topographic map M 1 500 is created by GeoMap software III MATERIAL ANALYSIS The analysis chapter m
158. software will automatically connect to defined GPS device The information provided by LEDs of Trimble GPS device is provided in fig 5 5 and table 53 jungimas I jungimas Energija Transliuojami CMR duomen paketai Palydov steb jimas On Off Energy Translation of CMR data Observation of satellites Fig 5 5 LED information if the device Trimble GPS device has one functional On Off button Functions of the button To turn on the GPS device press OFF button for 2 s to delete ephemeris file press for 15 s to restart the device with factory settings press for 15 s to delete used files press for 30 s LED information is provided in table 5 5 Table 5 5 LED information Radijo duomen Perdavimo Green Green Yellow OFF p eU ON batteries are fully charged ON batteries are running fast blinking _ down Four and more satellites are e ore SE lighting fast blinking GPS device status Energy Palydov sekimo lighting Less then four satellites are Ki Internal data collection Blinking each 35 Internal translation lighting in the cource of translation Radio data trasfer lighting slow blinking Radio data are not received lighting Not lighting Work management To star the survey job must be created for measurement data collection Creation of new job 1 Select Files New Job in the Trimble Survey Controller main manu 2 Type in job tit
159. ss http www23 lrs lt pls inter3 dokpaieska showdoc l p 1d2390714 amp p guery statybos p tr2 2 CARROL Lewis Alice s Advantures in Wonderland interactive Texinfo ed 2 1 Dortmund Germany WindSpiel November 1994 2001 visited on 10 February 1995 Internet access lt http www germany eu net books carrrol alice html gt articles from electronic books databases computer software Bibliografin Europos S jungos oficiali j dokument baz interactive Vilnius Lietuvos nacionalin Martyno Ma vydo biblioteka Informacijos centras visited on 16 March 2010 Internet access lt http www lrs lt 10000 esaa plsgl esaa web login gt MCCONNELL W H Constitutional History In The Canadian Encyclopedia CD ROM Mcintosh o versija 1 1 Toronto McClelland amp Stewart c 1993 ISBN 0 7710 1932 7 electronic serial publications newspapers magazines and other continuous publications Informacijos mokslai interactive Vilnius Vilniaus universiteto leidykla 1994 visited on 9 November 2001 Internet access http www leidykla vu lt inetleidAnf mok infmok html gt articles from electronic publications newspapers magazines and other continuous publications GUDONIEN Vilija Politin visuomen ir informacija In Informacijos mokslai interactive 1998 nr 9 visited on 9 November 2001 ekr 3 Internet access http www leidykla vu lt inetleid inf m 9 index htmll STONE Nan The Globalization
160. surement method 0 4 point Please characterize the essence of the Real Time Kinematic GPS measurement method 0 4 point What GPS measurable values do you know 0 1 point 19 What is the altitude of GPS NAVSTAR satellites and how many orbits does it consist of 0 1 point 20 What is the purpose of network of permanent reference GNSS stations LITPOS 0 3 point 2 How was the network of permanent reference GNSS stations LITPOS created 0 3 point 22 How were the coordinates of points of the network of permanent reference GNSS stations LITPOS determined 0 1 point 23 What is the purpose of electronic tachometer 0 1 point 24 What is the commonly used method for measuring of picket points with electronic tachometer 0 1 point 25 Characterize the code method of limb spreading of electronic tachometer 0 1 point 26 Characterize the positioning method of limb spreading of electronic tachometer 0 1 point 27 Characterize the incremental method of limb spreading of electronic tachometer 0 1 point KAUNO KOLEGIJA UNIVERSITY OF APPLIED SCIENCES FACULTY OF LANDSCAPING DEPARTMENT OF GEODESY EVALUATED Date 2012 Teacher Vincas Zakarauskas Variant No signature group student name surname signature GEODESY Examination part I theoretical questions Note The answers must be concise clearly worded Writing must be readable Every question is valued by number of points indicated next to
161. t ata scale of M 1 building project at a scale range finder building of M 1 500 is developed 500 is developed applying ofM 1 500 is developed project at a scale of applying GeoMap computer GeoMap computer software applying GeoMap 1 500 is software building area and and has errors building area computer software and has developed applying perimeter are computed and perimeter are errors building area is GeoMap computer precision of the measured computed precision of computed but perimeter is software and has line is evaluated measured line is evaluated not computed precision of errors building area the measured line is and perimeter are not evaluated computed precision of the measured line is not evaluated The teacher specifies the measurement object of the locality The measurements are performed by groups of two or three students Each group selects an electronic range finder from geodetic laboratory prepares it for work using devise user manual and performs envisaged tasks Seguence of the practical work 1 To measure the outside of the building using electronic range finder The distance between building angles is provided in table 2 1 2 To develop a building project at a scale of M 1 500 applying GeoMap computer software 3 To compute building area and perimeter 4 To evaluate the precision of measured distances in table 2 2 5 To prepare presentation of practical work Table 2
162. tance with the main material Sufficient understanding of concepts ability to describe the received information in own words Analysis focuses on several aspects but fails to interrelate them Satisfactory preparation for further studies Application of knowledge is based on given examples Satisfactory quality of work Ability to work by analogy Correct accomplishment of simple tasks failure to perceive more complex ones Satisfactory skills of expression and presentation Not less than 60 percent of study objectives are achieved 5 Sufficient Knowledge and skills meet minimum criteria Geodesy knowledge meets minimum requirements Application of knowledge in solution of simple practical problems Simple citation of assimilated concepts retelling of text The answer is focused on one aspect Minimum preparation for further studies Minimum satisfactory abilities to solve problems in accordance with examples Ability to work by analogy Satisfactory skills of expression and presentation Not less than half of study objectives are achieved 4 Insufficient Knowledge and skills do not meet minimum Geodesy knowledge does not meet minimum requirements Abilities do not meet minimum requirements criteria below minimum criteria 3 2 1 Less than half of study objectives are achieved 9 Attendance Attendance of practical work sessions is compulsory 10 Fac
163. ter the measurement to the foresight 2 is completed the following screens are displayed see fig 1 10 Rod F2 EV Dist F2 n 3 d 25 2 1 52387 m 0 01 mm 21 430 m O 1mm 1028 m Hdif 2 NE GH2 x Point No 0 19999 m 35 8272 11 Fig 1 10 Foresight 2 reading data is on the screen The following screens are displayed average value of foresight readings 1 52387 m difference error backsight 1 foresight 1 backsight 2 foresight 2 0 01 mm foresight distance to the rod 21 430 m n total measurements taken 3 standard deviation 0 1 mm d total backsight distance total foresight distance X total backsight distance total foresight distance discrepancy of elevations backsight 2 and foresight 2 0 19999 m foresight point elevation 35 8272 m foresight point number 11 Level 3 pattern leveling The Back Pn prompt is displayed on the screen The procedure of the measurement is provided in fig 1 11 Back 1 Pn Fore Pn Back 1 Pn 1 11 x 11 Fig 1 11 Leveling procedure on the station according to Level 3 pattern leveling Measurement procedure 1 Backsight on the rod is taken 2 MEAS key is pressed 3 Foresight on the rod is taken 4 MEAS key is pressed The same method is applied to further measurements After the measurement to the backsight is completed the following screens are displayed see fig 1 12 Rod
164. the digital level Topcon DL 102 C How is the tripod of the instrument set up e How is the level set up over the point e How is the position of the digital level levelled e How is the level collated to the rod and how is the brightness adjusted How is the data recording mode switch on off Summarize what parameters can you input in Set mode menu What line leveling methods do you know What are the main settings required to start the leveling How are the measured data browsed through What is difference between leveling patterns Level 1 Level 2 and Level 3 What are the main rules for point numbering What is the procedure of point number change What is the procedure of remeasurement What is the procedure of intermediate point measurement How is point set out performed How is the intermediate point measurement stopped How is the line leveling of the final benchmark completed REFERENCES a tick mark shall mean availability of the RE Publishing Information source publication In source q year author title and identification number g locaton Other No and house College Study Rooms libraries library Key Information Sources ZIVATKAUSKAS Aurelijus et al TE 1 2008 Geodezija mokymo si priemon Vaist ISBN 978 9955 511 87 8 329 p E inios Alexander Ross CLARKE HardPress 2 2012 Geodesy Publishing ISBN 978 1290098762 378 Charles D
165. the numbers written on horizontal lines 15 What are the actions we perform while drawing horizontal lines in GeoMap software REFERENCES a tick mark shall mean availability of the Publishing Information source publication Pablishin source g g location Kaunas year author title and identification number Other No and house College Study Rooms libraries library Key Information Sources ZIVATKAUSKAS Aurelijus et al AT 1 2008 Geodezija mokymo si priemon Vaist ISBN 978 9955 511 87 8 329 p inios Alexander Ross CLARKE HardPress 2 2012 Geodesy E y ISBN 978 1290098762 378 p 8 HARRY L Landscape Surveying Department ISBN 9781111310608 256 p of Agricultural 3 2012 Engineering y Oklahoma State University USA Charles D GHILANI et al Westford 4 2012 Elementary Surveying United States ISBN 978 0 13 255434 3 984 p of America E B Akalos P H k 5 2011 c Kadacmpa ISBN 978 5 904954 04 8 T 978 5 8291 1246 2 416 p Pe Additional Reading TAMUTIS Zigmas et al Mokslo ir 1 1992 Geodezija 1 enciklope y ISBN 5 420 01331 2 292 p dij leidykla 2 2011 N ISBN 978
166. the question 1 Please characterize GALILEO navigation system 0 3 point 2 Please characterize the essence of the Static GPS measurement method 0 4 point 3 Please characterize the essence of the Real Time Kinematic GPS measurement method 0 3 point 4 What GPS measurable values do you know 0 4 point 5 Whatis the altitude of GPS NAVSTAR satellites and how many orbits does it consist of 0 1 point 6 7 8 What is the purpose of the network of permanent reference GNSS stations LITPOS 0 2 point How is the network of permanent reference GNSS stations LITPOS made 0 2 point How were the coordinates of points of the network of permanent reference GNSS stations LITPOS determined 0 1 point 10 11 12 13 14 15 16 17 Whatis electronic tachometer 0 1 point What is the principle of measurement of picket points with electronic tachometer 0 1 point Characterize the code method of limb spreading of electronic tachometer 0 1 point Characterize the positioning method of limb spreading of electronic tachometer 0 1 point Characterize the incremental method of limb spreading of electronic tachometer 0 1 point When and who by was the first precision leveling network of Lithuania established 0 1 point What is leveling 0 1 point What is the precision of determination of horizontal position of a point when measuring by Real Time Kinematic method using LITPOS
167. the text List the information sources in alphabetical order using the author s last name Composite works without indicated authors on the title page cover usually published by organisations or group of authors are listed according to the initial letter of the heading Several works of the same author are listed according to the publication year in chronological order starting with the earliest publication e g 1995 1999 2001 etc Information sources in Lithuanian and other Latin alphabet based languages English German etc are listed in common alphabetic order Slavic alphabet sources are listed separately following Latin Foreign language sources must be written in original All information sources must be numbered Description of used information sources includes surnames and initials of author or authors title of publication place of publication publishing house publishing year General number of pages may be indicated as an option Note that the international standard book number ISBN ISSN must be indicated at the end This number allows to easily find publications over the Internet Cited book page is not indicated in the list of information source However the cited page of article thesis work must be indicated Example of the list of sources is provided hereinafter Books Publication title is written in italics book with one author ALEKNAVICIUS Pranas em s teis vadov lis Kaunas UAB Judex 2007 296
168. ti volume publications MOZGERIS Gintautas ir MASAITIS Gediminas Lietuvos mi k aerofotografavimas i kiai bei perspektyvos In Respublikin mokslin praktin konferencija Matavim in inerija ir GIS Straipsni rinkinys 2010 1 Mastai iai Kauno kolegijos leidybos centras 2010 p 14 18 ISSN 2029 5790 article from magazines newspapers and other continuous pablications BAGDONAS Algis ir SURVILA Romualdas Kuriama darni em tvarkos sistema em tvarka ir hidrotechnika magazine Vilnius AB Spauda 2010 p 13 19 ISSN 1648 3014 WRIGLEY E A Parish registers and the historian In STEEL D J National index of parish registers London 1968 vol 1 p 155 167 article from a book SKEIVALAS Jonas Elektromagnetiniu virpesiu sklidimo greitis In Elektroniniai geodeziniai prietaisai Vilnius 2004 p 19 20 WRIGLEY E A Parish registers and the historian In STEEL D J National index of parish registers London 1968 vol 1 p 155 167 Electronic documents electronic books data bases computer software URBANAVICIUS Valdas GIRKUS Romualdas SKACKAUSKAS Milanas Kaunas topografiniuose em lapiuose XIXa XXa I p CD ROM Mastai iai Kauno kolegijos leidybos centras 2010 ISBN 978 9955 27 189 5 Lietuvos Respublikos Civilinio kodekso patvirtinimo sigaliojimo ir gyvendinimo statymas interactive 2000 m liepos 18 d Nr VIII 1864 Vilnius visited on 16 March 2010 Internet acce
169. tion angle graphical code and use do not use footnote parameters are set The command is invoked in several ways e through menu Geo U ra ai U ra o anotacija Geo Comments Comment annotation e from the toolbar U ra ai Comments by pressing A s by entering GEOMAP UZRASUANOTACIJOS to command prompt The following steps 1 Indicate the type of text binding in the command line Binding type may include vidurys middle centras centre de inys right kairys left and jtalpint fit For the meaning of each type refer to section Paprasto teksto ra ymas Common text input Press X to open comments settings 2 Use the keyboard to enter standard comment and press ENTER 3 Use the mouse to indicate the location of the comment on a drawing 4 If the comment with a note is set indicate the location of annotation 5 Repeat the command from the 2 step To quit the command select Pabaiga End and press ENTER Line distance comment The command is used to specify the distance between two indicated points Distance comment is turned according to the line or indicated angle Deflection type is specified in linijos anotacijos nustatymuose line annotation settings The annotation is also rounded to the accuracy specified in linijos anotacijos nustatymuose line annotation settings The command is invoked in several ways e through the menu Geo U ra ai Linij atstumai Comments
170. to the points taskas and taskas2 f the calculations are output in the command bar the same as for printing parameters after pressing Baigti End 2 If the option Sukurti nauj per i ros lang Create new viewport is selected a Viewport is created in selected layout b height and width viewAukstis viewPlotis are set for new Viewport c centre coordinates are set for new Viewport d custom scale didKoef is set for new Viewport e Viewport is enlarged to the points taskas and taskas2 f the calculations are output in the command bar the same as for printing parameters after pressing Baigti End QUESTIONS TO REPEAT 1 What is the procedure of preparation of electronic tachometer for surveying 2 What is a tachometry map 3 What is the base of tachometry map 4 What are the functions of GeoMap software command traverse adjustment 5 What commands are used to layout the pickets 6 How are the buildings drawn from the command Nam brai ymas ratu Circular drawing of buildings 7 What conventional symbols belong to the group of dotted symbols 8 What conventional symbols belong to the group of linear symbols 9 What conventional symbols belong to the group of areal symbols 10 What is a horizontal line 11 How is the relief represented on plans maps 12 How is the graphical interpolation performed 13 What are the main properties of horizontal lines 14 How are
171. tografija 2 i Son i Geodesy and cartography Vilniaus ISSN 2029 6991 Gedimino 2 technikos universitetas o nstitutas 3 Matavim in inerija ir GIS Kauno ISSN 2029 5790 kolegija Online Information Sources 1 http www nzt 2 http www topcon lt 3 http www gpspartneris lt 4 http www infoera lt 5 http www geoportalas lt 6 http www gps lt 7 http www glonas center ru 8 http www unavco org 9 http www navstar com 10 http www esa int esaN A galileo html 11 http www gsb lt references for international students Prepared by assistant Vincas Zakarauskas Educational Institution Kauno Kolegija University of Applied Sciences Study Programme Real Estate Measurement Engineering Subject Geodesy PRACTICAL WORK NO 6 TOPIC INVERSE AND DIRECT ANGULAR INTERSECTION SOLUTIONS 1 The Aim of the Practical Work to apply geodetic and mathematical methods in determination of point coordinates 2 The Objectives of the Practical Work to perform geodetic surveying to calculate point coordinates to apply inverse point displacement and direct intersection calculation methods 3 The Innovative Methods Applied in the Practical Work team learning discussions The calculations are performed according to the original coordinates of the world coordinate system WGS 64 eng World Geodetic System 1984 therefore the practical wo
172. tons or by clicking and holding for some seconds special pen on active touch screen The job is deleted by clicking and holding for some seconds special pen on active touch screen By quick click the job will be opened and activated 2 Click Delete Yes for deletion or No to cancel Portable GPS device setting Configurations of Portable GPS device for RTK surveying 1 Select Configuration Survey Styles RTK Rover options in the main box of Trimble Survey Controller software 2 Made settings are provided in table 5 1 Table 5 1 Portable GPS device settings PDOP Mask Ateina Measured to Bottom of antenna mount Device series number is entered Trackzio Use L2C Yes if device supports L2C frequency to put a tick mark Preparation of portable GPS device for work on GSM network To transmit the corrections of portable GPS device in real time GSM or radio connection is used GSM connection is set as follows 1 Select Configuration Survey Styles RTK Rover Radio in the main menu box of Trimble Survey Controller software 2 Customized settings are provided in table 5 2 Table 5 2 Transmission of corrections in real time through GSM connection Method Name to dial Number to dial Modem PIN Empty Init String Hang UO Dial Prefix Dial Suffix Post Connect Send User Identify In for Settings for real time transmission of the coorections of portable GPS device though integrated r
173. ue will be displayed Further measurements are performed similarly to the process described for the first station Measurements on thel station are displayed see fig 1 1 1 5 Back 1 Pn __ RodB13 Rod B1 Fore IPn _ Rod F13 10 1 6983 m 1 69837 m 11 1 5235 m ER Rod F1 Fore2 Pn __ Back 2 Pn Back1 Pn 1 52387 m 11 10 11 Fig 1 1 Leveling procedure on the station according to Level 1 pattern leveling Collimation to the Backsight is performed Leveling by the level is performed Measurement is carried out After backsights 1 on the rod are taken the following screens are displayed see fig 1 2 RodB1 Dist B1 n 3 Point No 1 69837 m 21 433 m c 02mm 2 10 Fig 1 2 Backsight 1 reading data is on the screen The following screens are displayed average value of backsight readings 1 69837 m backsight distance to the rod 21 433 m n total measurements taken 3 standard deviation 0 2 mm backsight point number 10 Further foresight rod readings are taken Leveling by the level is performed and measurement is carried out After the measurement to the foresight 1 is completed the following screens are displayed see fig 1 3 Rod F1 Dist F1 n 3 H dif1 GH1 149837 m 21 433m 0 2mm 0 20000 m 35 8272 Point No 11 Fig 1 3 Foresight 1 reading data is on the screen The following screens are displayed average value of foresight
174. ust include students explanations on the procedure of data collection analysis and obtained outcomes Each visual form must explained More attention is paid to the description of data collection procedure and justification of the precision of obtained data IV CONCLUSION The most important conclusions are formed in this chapter The material is provided in laconic manner in the form of theses with minimum figures do not use tables or diagrams they must be provided in description or appendices Conclusions need to be numbered and arranged in paragraphs The author must sign under the conclusions V SOURCES OF INFORMATION Description of used sources and literature bibliographies is provided herein This chapter comprises description of used sources and literature compiled in accordance with the standards for document bibliography Only directly guoted data sources or conception paraphrase guoting as well as the sources containing information numbers models figures etc must be mentioned Preparation work bibliographic references and their list is drawn up according to the Lithuanian standards LST ISO 690 and LST ISO 690 2 Some recommendations are provided in the methodological guidelines References are given after conclusions in separate chapter titled SOURCES OF INFORMATION not numbered Each source of information referenced in the text must be listed in the source list You can not specify any references not mentioned in
175. wing 3 reasons OP err operation error EV err discrepancy of elevation error RD reading error 6 Press the REP key again The display returns to the Back 1 Pn prompt 7 Collimate to the foresight Forel Pn 30 and press MEAS to recollect the measurement 8 When the measurement is completed the measured data is displayed on the screen 9 Collimate to the backsight and press MEAS to recollect the measurement 10 The display returns to Back2Pn prompt Press the A or V key to display the final measured point End of line leveling end of benchmark End Mode Used for measurement completion The end of line leveling is provided in fig 1 23 Back Pn Cont Close End of End of 20 Leveling B Leveling m CP BM B BM No Info 1 In 2 Ah CP Start BO1 7 E 7 0 584 m Leveling Fig 1 23 End of line leveling Measurement procedure Press the MENU key after having collected a foresight point and before measuring a backsight point press to display the Menu and End Mode prompts press the ENT key press the V key to display the end of benchmark screen End of BM press the ENT key enter the ending benchmark number and press the ENT key enter to remarks if required press ENT at the Info prompt to bypass remark entry Input is limited to 16 alphanumeric characters If REC Mode is OFF this step is skipped press the ENT key the display shows menu of start line
176. y and cartography Vilniaus ISSN 2029 6991 Gedimino 2 technikos universitetas so nstitutas 3 Matavim in inerija ir GIS Kauno 4 ISSN 2029 5790 kolegija Online Information Sources 1 http www nzt 2 http www topcon lt 3 http www infoera lt references for international students Prepared by assistant Vincas Zakarauskas Educational Institution Kauno Kolegija University of Applied Sciences Study Programme Real Estate Measurement Engineering Subject Geodesy PRACTICAL WORK NO 3 TOPIC MEASUREMENTS USING ELECTRONIC TACHOMETERS 1 The Aim of the Practical Work to measure pickets using electronic tachometer to prepare picket measurement report and the list of point coordinates in WGS 84 coordinate system datum 2 The Objectives of the Practical Work to describe the tachometers available at the geodetic laboratory to designate fundamental differences between various types of tachometers to get the instrument ready to measure to coordinate the pickets using electronic tachometer to print the report on picket measurement to prepare the list of point coordinates according to the World Geodetic System WGS 84 3 The Innovative Methods Applied in the Practical Work team learning discussions The practical work is adapted for international students Coordinated points are linked to the LKS 94 coordinate system To use the data the geodetic and plane rectangular coordinates of points a
177. y y State University USA Charles D GHILANI et al Westford 4 2012 Elementary Surveying United States y Y ISBN 978 0 13 255434 3 984 p of America E B A P H CKOTOPEBA d 5 2011 c ncek V y ISBN 978 5 904954 04 8 T L 978 5 8291 1246 2 416 p P 6 2011 NENORTAIT Birut Emilija ir Mastai iai URBANAVI IEN Ilona Metodiniai Kauno nurodymai baigiamajam darbui rengti kolegija 38 p Geodezijos katedra Additional Reading SKEIVALAS Jonas Elektroniniai 1 1998 geodeziniai prietaisai Technika ISBN 9986 05 713 2 193 p TAMUTIS Zigmas ir kiti Mokslo ir 2 1996 Geodezija 2 enciklope ISBN 5 420 01331 2 384 p diju leidykla TAMUTIS Zigmas et al Mokslo ir 3 1992 Geodezija 1 enciklope ISBN 5 420 01331 2 292 p diju leidykla Se 4 2011 np ISBN 978 5 8291 1326 1 978 5 98426 108 1 409 p TORGE WOLFGANG M LLER University 5 2012 J RGEN Geodesy Hannover ISBN 978 3 11 020718 7 539 p Germany Geodezijos ir kartografijos techninis Valstybin reglamentas GKTR 2 06 01 2000 geodezijos ir 6 2000 nck Sess oe 2 statybiniai inZineriniai geodeziniai kartografijos tyrin
178. yba Periodicals Geodezija ir kartografija i Geodesy and cartography Vilniaus y ISSN 2029 6991 Gedimino 2 technikos universitetas geodezijos institutas 3 Matavim in inerija ir GIS Kauno N N ISSN 2029 5790 kolegija Online Information Sources 1 http www nzt 2 http www gpspartneris It 3 http www infoera lt 4 http www geoportalas lt 5 http www gps lt 6 http www glonas center ru 7 http www unavco org 8 http www navstar com 9 http www esa int esaNA galileo html assistant Vincas Zakarauskas Educational Institution Kauno Kolegija University of Applied Sciences Study Programme Real Estate Measurement Engineering Subject Geodesy PRACTICAL WORK NO 1 TOPIC LEVELING USING PRECISE DIGITAL LEVELS 1 The Aim of the Practical Work to perform leveling and stakeout of points using a digital level to analyse surveyed data 2 The Objectives of the Practical Work to describe digital levels check and adjust precise digital level to set registration of data in the memory of the level to enter necessary data and settings in the memory of the device to stakeout leveling line pickets to perform standard precision leveling to perform longitudinal leveling applying three methods to level intermediate points to process and analyse the surveyed data 3 The Innovative Methods Applied in the Practical Work team learning discussions 4 The Assessment of the Practical Work
179. ying data is assessed surveying data is processed by GeoMap software digital and analogical topographic map at a scale M 1 500 is partially created according to the requirements of Geodesy and cartography technical regulations a file is created in accordance with established procedure the text in the file is unreadable in some places satisfactory presentation of a report All the initial geodetic data reguired for the project are collected topographic map base points are envisaged and only part of them is adeguately set out at the site GPS device is selected and checked GPS device is not completely prepared for surveying site location sketches are made inaccurately site location is defined using GPS device numerical data of the measurement are transferred to the computer GPS surveying report is not printed precision of surveying data is assessed surveying data is processed by GeoMap software digital and analogical topographic map at a scale M 1 500 is partially created according to the requirements of Geodesy and cartography technical regulations a file is created not following the established procedure the text in the file is unreadable in some places sufficient presentation of a report 4 and lower AII the initial geodetic data required for the project are collected topographic map base points are envisaged and only part of them is adequately set out at the site GPS device is selected and checked GPS device is n

update material for the study subject geodesy to

Contents

Download Pdf Manuals

Related Search

Related Contents