On the basis of article 54 from the Law on Real Estate Cadastre ("Official Gazette of the Republic of Macedonia" No. 55/2013), the Steering Board of the Agency for Real Estate Cadastre adopted a

REGULATION FOR BASIC GEODETIC WORKS

I. GENERAL PROVISIONS

Article 1 This regulation shall prescribe the manner of performing the basic geodetic

works, positioning and maintenance of the points of the geodetic reference networks, determining the parameters and components which define the geodetic reference systems and the state cartographic projection, their redefining, as well as the form and the content of the geodetic report for the performed basic geodetic works.

Article 2

(1) The basic geodetic works shall enable the establishment, maintenance and monitoring of the State Geodetic Reference System of the Republic of Macedonia (hereinafter: State Reference System) as well as the control, revitalization and expansion of the current geodetic reference networks and establishment and maintenance of the state cartographic projection.

(2) Works referred to in paragraph (1) of this Article shall be performed on the basis of a prepared project which prescribes the type of works and the manner of their performance.

(3) The field geodetic works related to the basic geodetic works shall be performed by sole proprietors-authorized surveyors and trade companies for geodetic works.

II. STATE REFERENCE SYSTEM

Article 3 (1) The state reference system shall be a coordinate system whose geometric

and physical relationship to the earth’s surface is determined by the parameters of the geodetic datum.

(2) The state reference system shall include the following reference systems: – Spatial (three-dimensional) reference system; – Horizontal (two-dimensional) reference system; – Vertical (one-dimensional) reference system; – Gravimetric reference system; and – Astronomic reference system.

(3) The Reference Systems referred to in paragraph (2) of this Article shall be

defined by the official geodetic datum and cartographic projections. (4) The state reference system shall enable the performance of the processes

of positioning, determination the external gravitational field and geodynamic investigations for the needs of the state surveying, the formation of spatial information systems, as well as the performance of the engineering and technical works for scientific and practical needs.

III. GEODETIC REFERENCE NETWORKS

Article 4

(1) The materialization of the reference systems referred to in Article 3, paragraph (2) of this Regulation shall be done by positioning and maintaining geodetic reference networks, composed of geodetic points with certain coordinates in the appropriate reference system.

(2) Identifying the points of geodetic reference networks shall be done using classical surveying methods of measurement, methods of satellite geodesy, astronomical-geodetic and gravimetric methods of measuring, with the adequate accuracy, depending on the type and order of the network.

Article 5

Geodetic reference networks shall be the basis for conducting the survey in function of: the real estate cadastre, spatial units, state border, topographic maps, and geodetic works for special purposes, determining the Earth's gravitational field, geodynamic investigations, and more.

IV. SPATIAL REFERENCE SYSTEM

Article 6 (1) The spatial reference system is a terrestrial three-dimensional coordinate

system, which by definition of the coordinate origin, the orientation of the coordinate axes, scale, units of length and time evolution, shall coincide with the European Terrestrial Reference System 1989 (hereinafter referred to ETRS89).

(2) ETRS89 from the epoch 1989.0 shall be adopted as the fixed (time-independent) spatial reference system for the Republic of Macedonia.

Article 7 Basic coordinates which define the ETRS89 coordinate system, shall be the

following: - Ellipsoid: GRS80 (Geodetic Reference System 1980)

а = 6378137 m. f = 1 : 298.257222101 - Type of ellipsoid: global; - Fundamental point: geocentric system, and - Home meridian: Greenwich (Greenwich) λ0 = 00

.

Article 8

The position of points and objects in spatial reference system shall be expressed in three-dimensional rectangular curvilinear coordinates B, L, h (latitude, longitude and ellipsoid height) or with three-dimensional rectangular rectilinear coordinates X, Y, Z (geocentric Cartesian rectangular coordinates).

Article 9

(1) The Spatial Reference System shall be materialized by establishing specific geodetic reference networks determined by using Global Navigation Satellite Systems (hereinafter: GNSS networks), composed of geodetic points with the certain

three-dimensional rectangular curvilinear or rectilinear coordinates, related to a certain time era..

(2) State reference GNSS networks shall be: - Active GNSS network in the Republic of Macedonia – Macedonian positioning system, (hereinafter: MAKPOS); и - Passive GNSS network in the Republic of Macedonia – Macedonian reference framework, (hereinafter: MAKREF).

IV.1. Active GNSS network in the Republic of Macedonia - MAKPOS

Article 10

(1) The active GNSS network in the Republic of Macedonia - MAKPOS shall be a unique system of permanent GNSS stations on the territory of the Republic of Macedonia, which may be used for performing geodetic works under the authority of the Agency for Real Estate Cadastre.

(2) The MAKPOS system shall be composed of 14 permanent GNSS stations which cover the entire territory of the Republic of Macedonia, at the average in-between distance of 50 to 70 kilometers and a control center from which to manage the network. The number of permanent GNSS stations in the MAKPOS system can be increased by placing additional stations or by connecting with the permanent GNSS stations from neighboring countries, within the framework of international cooperation for the exchange of GNSS data.

(3) The MAKPOS permanent GNSS stations shall be GNSS points from the zero order.

Article 11

(1) The coordinates of the MAKPOS permanent GNSS stations shall be determined on the basis of statistical GNSS measurements performed at least once a year. The coordinates shall be determined in the International Terrestrial Reference System (ITRS), and then shall be transformed to the ETRS89 coordinate system, epoch 1989.0, using the International Terrestrial Reference Frame (ITRF) and the European Terrestrial Reference Frame (ETRF) which are recommended by the EUREF (European Reference Frame).

(2) The accuracy of determining the coordinates, obtained by leveling data from the measurements by the method of smallest squares, should amount to +/- 0.002 m to 0.005 m, with degree of probability of 95%.

(3) The values of the spatial coordinates of the MAKPOS permanent GNSS stations shall be expressed in millimeters.

Article 12

(1) If the MAKPOS permanent GNSS stations are placed on the earth's surface, they shall be stabilized with markers from type A1 - reinforced concrete pillars placed on a firm, stable surface with a suitable foundation, and if they are set on an object, they shall be stabilized with markers from type A2 - specially made metal constructions.

(2) The appearance of the markers type A1 and A2 shall be provided in Appendix 1 which is an integral part of this Regulation.

Article 13

(1) The MAKPOS permanent GNSS stations shall be numbered with the Arabic numerals starting from 1 continuously onwards.

(2) In addition to the basic number, the MAKPOS permanent GNSS stations have their own name, which includes the name of the place where they have been set up, i.e. an abbreviation of it, as well as its own special international designation (ID) and DOMES (Directory of MERIT Sites) number assigned by the International Earth Rotation Service (IERS).

(3) The designations of the MAKPOS permanent stations shall be provided in Appendix 2, which is an integral part of this Regulation..

Article 14

(1) Standard services for positioning and navigation available through the MAKPOS system shall be: MAKPOS DGNSS (positioning by applying a differential method), MAKPOS RTK (positioning by applying the kinematic method in real-time or with additional processing of data) and MAKPOS PP (positioning by applying additional data processing).

(2) Basic characteristics of the MAKPOS services are:

No.

Service Accuracy Data Format Data Transfer

1. MAKPOS DGNSS

0.30 m - 0.50 m

RTCM 2.x

Wireless internet (GPRS) NTRIP protocol

2. MAKPOS

RTK 0.02 m - 0.04 m

RTCM 2.x

RTCM 3.x

Wireless internet (GPRS) NTRIP protocol

3. MAKPOS

PP (RINEX) ≤ 0.01 m RINEX

Internet (FTP, e-mail)

Article 15 With the continuous measurement and processing of data from the MAKPOS

permanent GNSS stations shall ensure the integrity and monitoring of the time evolution of the spatial reference system in The Republic of Macedonia.

IV.2. Passive GNSS network in the Republic of Macedonia - MAKREF

Article 16 The passive GNSS network in The Republic of Macedonia shall contain: - first order network of GNSS points; - second order network of GNSS points; and - third order network of GNSS points.

Article 17

(1) The first order network of GNSS points shall contain 30 GNSS points determined in the EUREF GPS/GNSS survey campaigns realized in the Republic of Macedonia in 1996 and 2010, out of which 12 shall be EUREF points and shall present a part of the European reference framework.

(2) The second order network of GNSS points shall contain 165 GNSS points determined in the GNSS survey campaigns realized in the Republic of Macedonia in 2004, 2009 and 2010.

(3) The third order network of GNSS points shall contain all the remaining GNSS points, set up and determined to serve as a basis for conducting geodetic surveys.

Article 18 (1) The coordinates of the first order GNSS points shall be determined on the

basis of the performed statistical GNSS measurements. (2) The coordinates of the second order GNSS points shall be determined on

the basis of the performed statistical GNSS measurements from the higher orders. (3) The coordinates of the third order GNSS points shall be determined on the

basis of the performed statistical GNSS measurements regarding the GNSS points from the higher orders, or by using the MAKPOS PP and MAKPOS RTK services.

Article 19

(1) The accuracy of determining coordinates of the GNSS points, obtained by data fitting from the performed surveys with the method of least squares, should amount to:

1. for first order GNSS points: +/- 0.005 m to 0.010 m, at a degree of probability of 95%; 2. for second order GNSS points: +/- 0.010 m to 0.030 m, at a degree of probability of 95%; and 3. for third order GNSS points: +/- 0.030 m to 0.050 m, at a degree of probability of 95%. (2) The values of the spatial coordinated of the first and second order GNSS

points shall be expressed in millimeters, and the values of the third order GNSS points shall be expressed in centimeters. If the height of the third order GNSS points is determined with geometric leveling, they shall be expressed in millimeters.

Article 20

(1) The first order GNSS points shall retain the existing stabilization of type A1 - reinforced concrete pillars laid on a solid foundation, that they have within the first order trigonometric network or within the city trigonometric networks.

(2) The second order GNSS points shall retain the existing stabilization of type A1 - reinforced concrete pillars laid on a solid foundation, if they are at the same time points from the city trigonometric networks, or are stabilized with the or are stabilized with markers of type A3 - short pipes with a diameter of 300 mm and height above the ground of 0.30 m, laid on a solid foundation.

(3) The third order GNSS points can be stabilized with markers of type A1 - reinforced concrete pillars laid on a solid foundation, A3 - short pipes with a diameter of 300 mm and height above the ground of 0.30 m, A4 – small concrete pillars, A5 - pipes with a diameter of 50 mm, A6 - metallic caps or A7 - metallic wedges.

(4) The appearance of the markers from type А1, А3, А4, А5, А6 and А7 shall be provided in Appendix 1, which is an integral part of this Regulation.

Article 21

(1) The first order GNSS points shall retain the existing numbering that they have within the trigonometric network of first-order or within the city trigonometric networks, which consists of Arabic numerals and an appropriate name according to the place where they are located, and EUREF points additionally have their own number determined according to the EUREF nomenclature.

(2) The second order GNSS points shall be numbered in the following manner: - The GNSS point determined in the survey realized in 2004 shall be

numbered with Arabic numerals starting from 1 and onwards in an uninterupted sequence up to 60, having in mind that the marking MJ is placed before the number.

- The GNSS point determined in the survey realized in 2009 shall be numbered with Arabic numerals starting from 101 and onwards in an uninterupted sequence up to 140.

- The GNSS point determined in the survey realized in 2010 shall be numbered with Arabic numerals starting from 201 and onwards in an uninterupted sequence up to 263.

- GNSS points that are simultaneously fundamental benchmarks shall retain the existing numeration that they have within the leveling network of high accuracy (NVT), which consists of Arabic numerals or the name of the inhabited place where the point is located, before which the designation FR is placed.

(3) The third order GNSS points shall be numbered with Arabic numerals starting from 1 and onwards in an uninterupted sequence, within the project where they are determined, and if the same are points of the existing geodetic networks (trigonometric, city trigonometric, polygonometric, or testing ground connecting points) shall retain the existing numeration.

Article 22

The coordinates of the EUREF points in the Republic of Macedonia shall be determined each 5 years, and the coordinates of the first and second order GNSS points shall be determined each 10 years, in order to ensure integrity and follow the time evolution of the spatial reference system of the Republic of Macedonia.

V. HORIZONTAL REFERENCE SYSTEM Article 23

The horizontal reference system shall be two-dimensional coordinate system

defined according to the parameters of the Bessel ellipsoid (Bessel, 1841) and its orientation point in Hermanskugel (Hermannskogel).

Article 24

Basic parameters that define the Bessel ellipsoid shall be: - Semi-major axis: а = 6377397.155 m;

- Flattening inverse: f = 1: 299.15281285; - Type of ellipsoid: local; - Fundamental point: Hermannskogel; - Prime meridian at: Greenwich λ0 = 00

.

Article 25 (1) The position of the points and objects in the horizontal reference system is

defined by two-dimensional curvilinear coordinates or geodetic latitude (φ) and geodetic longitude (λ), determined in reference to the Equator and the prime meridian Greenwich d.

(2) The defined position of the points and objects in the horizontal reference system shall be expressed by two-dimensional rectangular coordinates (x and y) within the framework of the state cartographic projection.

Article 26 (1) The State cartographic projection in the Republic of Macedonia is the

Gauss- Krieger projection and it shall have the following characteristics: – Conformal, transversal, cylindrical projection with 3 degree meridian zone

of translation; – The central meridian is the twenty first meridian in reference to Greenwich;

and – Ellipsoid: Bessel, 1841 (2) The parameters of the state project stipulated in paragraph 1 of this Article

shall be: – Scale in the central meridian 0.9999 – Shifting according to the y-axis 500000 meters – Shifting according to the x-axis 0

Article 27 (1) The horizontal reference system shall be materialized by establishing

geodetic reference networks, composed of geodetic points with certain two-dimensional rectangular or curvilinear coordinates within the state cartographic projection.

(2) Geodetic reference networks, which materialized the horizontal reference system are the trigonometric networks from all orders and the local geodetic reference networks (city trigonometric networks, polygonometric networks polygon networks and the networks of orientation points), set and determined to serve as a basis for conducting geodetic survey.

V.1. Trigonometric networks

Article 28 Trigonometric networks shall be divided into four main and two additional

orders, as follows: - First order trigonometric network (points are within a distance of 30 km to 60

km); - Second order trigonometric network (points are within a distance of 15 km to

25 km); - Second additional order trigonometric network (points are within a distance

of 9 km to 18 km); - Third order trigonometric network (points are within a distance of 5 km to 13

km); - Third additional order trigonometric network (points are within a distance of

3 km to 7 km); и

- Forth order trigonometric network (points are within a distance of 1 km to 4 km).

Article 29

(1) The coordinates of the trigonometric points were determined using classical triangulation and trilateration methods of survey.

(2) The heights of the trigonometric points shall be determined with a trigonometric or geometric leveling.

(3) The accuracy of determining the coordinates of trigonometric points is not standard and is mostly within the +/- 0.1m to 0.2 m range.

(4) The value of the coordinates of first order trigonometric points shall be expressed in millimeters, and the value of the coordinates of trigonometric points from other orders shall be expressed in centimeters.

Article 30 (1) First order trigonometric points shall be stabilized with markers of type A1 -

reinforced concrete pillars laid on a solid foundation, and the trigonometric points from the other orders shall be stabilized with above ground markers of type А4 - buried concrete or stone markers and two underground centers (ceramic tiles, concrete tiles or a massive stone, with a lapidary cross)

(2) The appearance of the markers from type А1 and А4 shall be provided in

Appendix 1 which is an integral part of this Regulation.

Article 31 Trigonometric points from the first, second and second additional order shall

be numbered on the state level, with Arabic numerals and the name place of the location of the point, while the trigonometric points from the other orders shall be numbered with Arabic numerals, starting from 1 and onwards in an uninterupted sequence, within the trigonometric section the point belongs to.

V.2. City trigonometric networks

Article 32 (1) The city trigonometric networks shall be developed on the wider city area

and shall serve as a basis for conducting a survey. (2) The city trigonometric networks shall be established and determined as

open networks in a local coordinate system, and shall then be implemented into the state reference system.

(3) The implementation into the state reference system shall be performed on the basis of at least 4 trigonometric points, whose coordinates are applicable in both coordinate systems, with the application of the adequate 7 parameter transformation.

Article 33

(1) Coordinates of the points from the city trigonometric networks shall be determined with the application of classical triangulation and trilateration methods of survey or with the GNSS surveying methods.

(2) The heights of the trigonometric points shall be determined with trigonometric or geometric leveling.

(3) The accuracy of determining the coordinates of points from the city trigonometric networks obtained by data fitting from the performed surveys with the method of least squares, shall be at +/- 0.02 m to 0.05 m.

(4) The values of the coordinates of the points from the city trigonometric networks shall be expressed in millimeters, and the value of the height shall be expressed in centimeters. If the height is determined by geometric leveling it shall be expressed in millimeters.

Article 34 Points of the city trigonometric networks are within an average distance of 3

km to 5 km and are stabilized with markers of type A1 - reinforced concrete pillars laid on a solid foundation.

Article 35

Points of the city trigonometric networks shall be numbered with Arabic numerals, within the project where they are determined.

V.3. Polygonometric networks

Article 36 (1) Polygonometric networks shall be developed within the city trigonometric

networks in order to thicken the basis for geodetic surveys in cities. (2) Polygonometric networks shall be geodetic points networks, developed in

the form of stretched traverses (развлечени), set at an average distance of 100 m to 300 m.

(3) The stretching of the traverses shall be determined according to the following formula:

03.1][

L

d

where: [d] shall be the sum of the length of the traverse legs; and L shall be the length of the line connecting the starting and ending traverse

point.

Article 37 Polygonometric networks shall be divided into orders, as follows: - First order polygonometric network; - Second order polygonometric network; and - Third order polygonometric network.

Article 38

(1) Coordinates of the points from the polygonometric networks shall be determined by applying the classic geodetic surveying methods by conducting angle and longitudinal measurements with increased precision, or with application of GNSS surveying methods.

(2) The accuracy of determining the coordinates of points in polygonometric networks shall be defined through the relative errors of the traverses. Maximum permissible relative errors in the traverses for individual orders shall be as follows:

- First order polygonometric network - 1:20000;

- Second order polygonometric network - 1:15000; и - Third order polygonometric network - 1:10000. (3) If the coordinates of the points of the city polygonometric networks are

determined by aligning all the data from the performed surveys simultaneously, with the method of least squares, the accuracy obtained from the alignment shall be at +/- 0.03 m to 0.07 m.

(4) The heights of the polygonometric points shall be determined with geometric and trigonometric leveling.

(5) The values of the coordinates of polygonometric points shall be expressed in millimeters, and the value of the height shall be expressed in centimeters. If the height is determined with geometric leveling it shall be expressed in millimeters.

Article 39 (1) Points of the polygonometric networks have been stabilized with markers

from type А4 - concrete pillars with underground center or with markers from type А6 – metal caps.

(2) The appearance of the markers from type А4 and А6 shall be provided in Appendix 1 which is an integral part of this Regulation.

Article 40 The points from the polygonometric networks shall be numbered with Arabic

numerals, within the project where they are determined. V.4. Polygon networks

Article 41

(1) The polygon networks shall be developed within the trigonometric networks in order to thicken the basis for geodetic survey.

(2) The polygon networks shall be networks of geodetic points, developed as traverses, set at an average distance of 50 m to 500 m.

Article 42 (1) Coordinates of the points of the polygon networks shall be determined by

applying the classic geodetic surveying methods by conducting angle and longitudinal measurements, or with application of GNSS surveying methods.

(2) The accuracy of determining the coordinates of points in polygonometric networks shall be defined through the relative errors of the traverses. Maximum permissible relative errors in the traverses for individual orders shall be at 1:10000 to 1:3000.

(3) If the coordinates of the points of the city polygonometric networks are determined by simultaneously aligning all the data from the performed surveys, with the method of least squares, the accuracy obtained from the alignment shall be at +/- 0.05 m to 0.10 m.

(4) The heights of the polygonometric points shall be determined with geometric and trigonometric leveling.

(5) The values of coordinates of the polygon points shall be expressed in centimeters.

Article 43

(1) The points from the polygon networks have been stabilized with markers from type А4 - concrete or stone pillars with underground center, markers from type А5 - pipes with a diameter of 50 mm with underground center, А6 –metallic caps or А7 - metallic wedges.

(2) The appearance of the markers from type А4, А5, А6 and А7 shall be provided in Appendix 1, which is an integral part of this Regulation.

Article 44

The points from the polygonometric networks shall be numbered with Arabic numerals, within the cadastral municipalities, or within the project where they are determined.

V.5. Networks of orientation points

Article 45 (1) The networks of orientation points shall be developed in areas where it is

scheduled to perform aerial survey of real estate property and they serve as the basis for determining the elements of orientation and connection of aerophotogrammetric stereo pairs.

(2) The geometric shape of the networks of orientation points are also projected to cover the entire area provided for aerofotogrametric surveying and provide accuracy of orientation of the stereo pairs that will allow mapping of details with an accuracy which will not be less than 0.2 mm * M, where M is the denominator of the scale of mapping.

(3) The networks of orientation points comprise all points of existing state or local geodetic reference networks, along with newly set surveying points and additional points, which by their position correspond to the project solution for aerial surveying and are located at a location that provides visibility during the aerophotogrametric surveying.

Article 46

(1) Coordinates of the orientation points shall be determined by applying the classic geodetic surveying methods by conducting angle and longitudinal measurements, or with application of GNSS surveying methods.

(2) The accuracy of determining the coordinates of orientation points shall be at +/- 0.15 mm * M, where M is the denominator of the scale of mapping.

(3) Heights of the orientation points shall be determined with trigonometric or geometric leveling.

(4) The values of coordinates of the orientation points shall be expressed in centimeters.

Article 47 (1) Orientation points, which at the same time are points from the state or local

geodetic reference networks shall keep the existing stabilization, and the newly set orientation points shall be stabilized with markers from type А4 - concrete or stone pillars with underground center, markers from type А5 - pipes with a diameter of 50 mm with underground center, or А7 - metallic wedges.

(2) The additional orientation points shall be stabilized with temporal markers.

(3) The appearance of the markers from type А4, А5 and А7 shall be provided in Appendix 1, which is an integral part of this Regulation.

Article 48

(1) The orientation points, which are at the same time points from the state or local geodetic reference networks shall keep the existing stabilization, and the newly set orientation points shall be numbered with Arabic numerals, continuously after the last number of the polygon points within the cadastral municipality where the aerophotogrametric survey is being conducted, or within the project where they are determined.

(2) The additional orientation points shall be numbered by adding the attribute P to the number of the orientation point they were determined from, and if several assisting points were added to one orientation point, Arabic numerals shall be added to the attribute P starting from 1 and onwards in an uninterupted sequence (P1, P2, P3 ...).

V.6. Determining individual geodetic points

Article 49 (1) Individual geodetic points, as part from the existing trigonometric and local

geodetic reference networks, shall be set up and determined additionally, in order to densify the existing geodetic basis for conducting a survey.

(2) Individual geodetic points shall be determined from the existing trigonometric and local geodetic reference networks of a higher order, by applying the classic geodetic surveying methods by conducting angle and longitudinal measurements, or with application of GNSS surveying methods.

(3) The accuracy of determining the coordinates, the manner of stabilization and numeration of individual geodetic points shall be the same as for the other points of the network they are a part of.

Article 50

(1) If the points of the geodetic reference networks, which materialized the horizontal reference system, are determined with an application of GNSS surveying methods, it is necessary for the coordinates obtained in the global reference system to be transformed in the horizontal reference system which is officially used in the Republic of Macedonia.

(2) The transformation referred to in paragraph (1) of this Article shall be performed on the basis of at least 4 geodetic points whose coordinates are applicable in both coordinate systems, with the application of the adequate 7 parameter transformation.

VI. VERTICAL REFERENCE SYSTEM Article 51

The vertical reference system is a one-dimensional coordinate system in which the reference surface is defined, in terms of which the heights of the points are expressed.

Article 52

(1) The position of points in the vertical reference system is expressed by ellipsoid and physically defined heights.

(2) The reference area for defining the ellipsoid heights is the level of the ellipsoid of the reference system GRS 80.

(3) The reference area for defining the physical heights is the quasigeoid and geoid.

Article 53 (1) The reference surface against which the heights in The Republic of

Macedonia are expressed, coincides with the average sea-levels of the Adriatic Sea, determined on the basis of mareograph measurements performed in Koper, Rovinj, Bakar, Split, Dubrovnik and Bar, along the Adriatic Sea, period from 1962 to 1980, the realization of high accuracy leveling (NVT 2, epoch 1971.5).

(2) The vertical datum is defined by the heights of the fundamental high accuracy benchmarks, determined within the NVT 2.

Article 54

(1) The vertical reference system shall be materialized by establishing the geodetic reference networks (leveling networks), consisting of geodetic points (benchmarks) with particular dimensional coordinates (heights) in relation to the altitude datum for The Republic of Macedonia.

(2) Depending on the rank of accuracy of and the method of development there exist the following orders of leveling networks:

1. High accuracy leveling network; and 2. Local leveling networks which shall include the following:

- Precise leveling networks; - City leveling networks; - Technical leveling networks with increased accuracy; and - Technical leveling networks.

VI.1. High accuracy leveling network

Article 55

(1) The high accuracy leveling network shall be a unique network which covers the entire territory of the Republic of Macedonia and provides a safe maintenance of the vertical datum.

(2) The network referred to in paragraph (1) of this Article shall be developed as system of closed polygons made up of leveling lines with permanently stabilized and readily accessible fundamental, nod, border and work benchmarks that pass along the geologically stable areas and

(3) The network referred to in paragraph (1) of this Article serves as a basis for developing lower order leveling networks.

Article 56 In the high accuracy leveling network, the following sizes shall be determined: - height differences; - Differences in the acceleration of the gravity force, and - Coordinates of the benchmarks in the spatial reference system.

Article 57 (1) The height differences in the high accuracy leveling network shall be

determined with geometric leveling, with forwards-backwards measuring, using meteorologically safe measuring instruments and tools which provide the highest accuracy.

(2) The accuracy of the relative vertical position of the benchmarks in a high accuracy leveling network shall be at +/- 1 mm / √km.

(3) The values of the heights of the benchmarks determined with high accuracy leveling shall be expressed in a tenth of a millimeter.

Article 58 (1) The benchmarks in the high accuracy leveling network can be ranked into:

fundamental, nod, border and working benchmarks. (2) Fundamental benchmarks represent points that are approximately evenly

spaced throughout the Republic of Macedonia, in average distance of 20 to 50 km. (3) The node benchmarks shall be points in which at least three leveling lines

merge. (4) The border benchmarks shall be points which serve for connecting the high

accuracy leveling network of the Republic of Macedonia with the identical leveling networks from the neighboring countries.

(5) Working benchmarks shall be points lineary positioned between fundamental benchmarks in the form of leveling lines, in average distance of 1.5 km to 2.0 km.

Article 59

(1) Fundamental benchmarks shall be stabilized vertically, on a geologically tested solid ground, with markers from type B1 - concrete shaft.

(2) The node benchmarks shall be stabilized vertically, on a solid natural or artificial surface, with markers from type B2 - short pipe with a diameter of 300 mm and height above the ground of 0.30 m.

(3) The border benchmarks shall be stabilized vertically, on a solid natural or artificial surface, with markers from type B2 - short pipe with a diameter of 300 mm and height above the ground of 0.30 m.

(4) The working benchmarks shall be stabilized vertically or horizontally , on a solid natural or artificial surface, with markers from type B3 - short pipe with a diameter of 300 mm and height above the ground of 0.10 m, B4 - horizontal benchmark with a hole, B5 - horizontal benchmark or B6 - vertical benchmark

(5) The appearance of the markers from type B1, B2, B3, B4, B5 and B6 shall be provided in Appendix 1, which is an integral part of this Regulation.

Article 60 (1) The numbering of the closed polygons within the high accuracy leveling

network is done with roman numerals, starting from 1 and onwards in an uninterupted sequence.

(2) Fundamental benchmarks shall be numbered with Arabic numerals or name of the populated area where it is located point, before which stands designation FR (for example: FR 1153, FR Skopje, etc.).

(3) The node benchmarks shall be numbered with Arabic numerals starting from 1 and onwards in an uninterupted sequence, by placing the designation N before the number (for example: N12, N 22, etc.).

(4) The border benchmarks shall be numbered with Arabic numerals starting from 1 and onwards in an uninterupted sequence, within the leveling line, by placing the designation Vi and a dash on the leveling line before the number (for example: V3-1, V9-12 , etc.).

(5) The working benchmarks shall be numbered with Arabic numerals starting from 1 and onwards in an uninterupted sequence, within the leveling line, by placing the designation Li and a dash on the leveling line before the number (for example: L5-8, L9-19 , etc.).

Article 61 (1) For determining the values of physical heights of the benchmarks, in a high

accuracy leveling network, for all benchmarks, the values of the acceleration of the force of gravity shall be determined.

(2) For determining the values of acceleration of the force of gravity, relative gravimetric surveys shall be conducted.

(3) The accuracy of determining the values of the acceleration of the force of gravity shall be at +/- 60x10-8 ms-2

.

Article 62

(1) For all the benchmarks from the high accuracy leveling network, coordinates shall be determined within the spatial reference system ETRS89, epoch 1989.0.

(2) Coordinates of the benchmarks in the ETRS89 coordinate system shall be determined on the basis of performed statistical GNSS surveys, or by using the MAKPOS PP and MAKPOS RTK services.

(3) The accuracy of determining the coordinates of the benchmarks in the ETRS89 coordinate system shall be at +/- 0.03 m to 0.05 m.

Article 63 Measurements and data processing in the high accuracy leveling network

shall be conducted every 20 years to ensure the integrity and monitor the time evolution of the vertical reference system of The Republic of Macedonia.

VI.2. High accuracy leveling network NVT 1

Article 64 (1) In the Republic of Macedonia the normal ortometric levels are practically

applied, based on the high precision leveling instrument implemented in the period from 1946 to 1957 (NVT 1).

(2) The reference surface against which the heights in expressed in NVT 1 (heights datum) coincides with the average sea-level of the Adriatic determined on the basis of the mareographic survey performed on the mareograph in Trieste in 1875.

Article 65

The manner of developing the network, the surveying methodology, the accuracy of determining the heights of the benchmarks and the way they have been expressed, within NVT 1, shall be identical with the ones from the network of high accuracy leveling, described in Articles: 55 and 56, line 1 and 57 of this Regulation.

Article 66 The benchmarks in the NVT 1 network shall be ranked as: fundamental and

working (main and assisting) benchmarks.

Article 67 (1) Fundamental benchmarks in the NVT 1 network shall be stabilized

vertically, on a geologically tested solid ground, with markers from type B1 – concrete shafts.

(2) The working benchmarks in the NVT 1 network shall be stabilized vertically or horizontally, on a solid natural or artificial surface, with markers from type B4 - horizontal benchmark with a hole, B5 - horizontal benchmark or B6 –vertical benchmark.

(3) The appearance of the markers from type B4, B5 и B6 shall be provided in Appendix 1, which is an integral part of this Regulation..

Article 68

(1) Closed polygons in the NVT 1 network have been numbered with Roman numerals, starting from 1 and onwards in an uninterupted sequence.

(2) Fundamental benchmarks in the NVT 1 network have been numbered with Arabic numerals or designated with the name of the populated area where the benchmark is located, by adding the designation FR before the number or name (for example: FR 1157, FR Vales , etc.).

(3) The main working benchmarks in the NVT 1 network which are horizontally stabilized have been numbered with Arabic numerals starting from 1 and onwards in an uninterupted sequence, by placing one of the Latin capital letters before the number, starting from “A” to “J”, with the with the exception of the Latin capital letter “F”.

(4) The main working benchmarks in the NVT 1 network which are vertically stabilized have been numbered with Arabic numerals starting from 1 and onwards in an uninterupted sequence, by placing one of the Latin capital letters before the number, starting from “K” to “Z”.

(5) The assisting working benchmarks in the NVT 1 network have been numbered with Arabic numerals, notwithstanding the manner of stabilization, starting from 1 and onwards in an uninterupted sequence, by placing one of the Latin capital letters before the number, starting from “А” to “Z” and the Latin capital letter “P”.

VI.3 Local leveling networks

Article 69

(1) The local leveling networks shall be a group of leveling lines with permanently stabilized and easily accessible benchmarks, spatially organized in closed polygons or as implemented leveling traverses.

(2) The local leveling networks shall be developed following a hierarchical principle and shall be connected to the leveling networks of higher order.

Article 70 (1) The measuring of the height differences in the local leveling networks shall

be done with geometric leveling, using meteorologically safe measuring instruments and tools, with forwards-backwards measuring, except with the technical leveling where the height differences shall be measured in one direction.

(2) The accuracy of the relative vertical position of the benchmarks of the local leveling networks shall be at:

- for precise leveling network +/- 1 mm / √km; - for city leveling networks +/- 2 mm / √km; - for technical leveling networks with increased accuracy +/- 5 mm / √km; and - for technical leveling networks +/- 8 mm / √km.

Article 71

(1) The benchmarks of the local leveling networks shall be stabilized horizontally or vertically, on a solid natural or artificial surface, with markers from type B5 - horizontal benchmark or B6 - vertical benchmark

(2) The appearance of the markers from types B5 and B6 shall be provided in Appendix 1, which is an integral part of this Regulation.

Article 72

(1) The numeration of the benchmarks of the precise leveling shall be done on the state level, with Arabic numerals starting from 1 and onwards in an uninterupted sequence, by adding the designation PN before the number of the benchmark (for example: PN 102, PN 44, etc.).

(2) The numeration of the benchmarks of the city leveling networks shall be done within the cities, with Arabic numerals starting from 1 and onwards in an uninterupted sequence, by adding the designation R before the number of the benchmark (for example: R 1, R 23 , etc.).

(3) The numeration of the benchmarks of the technical leveling networks with increased accuracy shall be done on the state level, with Arabic numerals, starting from the last number of the benchmarks from the precise leveling onwards, in an uninterupted sequence.

(4) The numeration of the benchmarks of the technical leveling networks shall be done within the cadastral municipalities or within the project within which they are determined, with Arabic numerals starting from 1 onwards in an uninterupted sequence.

VII. GRAVIMETRIC REFERENCE SYSTEM

Article 73 (1) The gravimetric reference system shall be a system in which gravimetrical

determinations of the absolute and relative accelerations of the force of gravity are carried out.

(2) The system referred to in paragraph (1) of this Article shall be based on the International Gravity Standardization Network 1971 (IGSN 71).

(3) The gravimetric datum shall be defined with values of the absolute acceleration of gravity force determined by absolute gravimetric surveys of gravimetric points in Skopje, Ohrid and Valandovo.

Article 74 (1) The gravimetric reference system shall be materialized by establishing a

basic gravimetric network comprising gravimetric points with certain values for the absolute acceleration of the gravity force in a certain time epoch.

(2) The basic gravimetric network in the Republic of Macedonia consists of: - Absolute gravimetric network; and - Relative gravimetric network.

VII.1. Absolute gravimetric network

Article 75 (1) The absolute gravimetric network consists of three set points in the cities of

Skopje and Ohrid and Valandovo for which, by applying the most precise absolute gravimetric instruments the absolute acceleration of the force of gravity is determined. The number of absolute gravimetric points may be larger if necessary.

(2) The absolute gravimetric network serves as a basis for developing lower order gravimetric networks and provides safe maintenance of the gravimetric datum of the Republic of Macedonia.

Article 76 (1) The values of the absolute acceleration of the force of gravity shall be

expressed in ms-2. (2) The accuracy of determining the absolute acceleration of the force of

gravity at the absolute gravimetric points shall be at +/- 5x10-8 ms-2.

Article 77 (1) The absolute gravimetric points shall be stabilized with markers from type

В1 - massive concrete pillars, laid on a solid geologically stable surface, in accordance with international recommendations.

(2) The absolute gravimetric points should be ensured by positioning at least three eccentric points at a distance of 500 m to 5 km from the points themselves, determined by the relative gravimetric surveys in terms of the absolute gravimetric points.

(3) The eccentric points shall be stabilized with markers from type B2 – short pipe with a diameter of 300 mm and height above the ground of 0.30 m.

(4) The appearance of the markers from type В1 и B2 shall be provided in Appendix 1, which is an integral part of this Regulation.

Article 78

(1) The absolute gravimetric points shall be numbered with Arabic numerals starting from 1 and onwards in an uninterupted sequence, and adding the designation AGT0 before the number (for example: AGT01, AGT02, AGT03)

(2) The eccenters of the absolute gravimetric points shall be numbered with Arabic numerals starting from 1 and onwards in an uninterupted sequence, and the number of the absolute gravimetric point, to which the eccenter relates to, space and

a designation E are placed before that Arabic numeral (for example: AGT01 E1, AGT01 E2, AGT01 E3).

VII.2. Relative gravimetric network

Article 79 (1) The relative gravimetric network serves for thickening the absolute

gravimetric network and shall be developed by conducting relative gravimetric surveys.

(2) The relative gravimetric network includes permanently stabilized and easily accessible points, set at an average distance of 30 km to 40 km, spatially organized in closed polygons in the form of triangles and quadrilaterals.

Article 80

(1) The gravimetric surveys in the relative gravimetric network are performed with precise, meteorologically safe relative gravimetric instruments, where it is mandatory to use two instruments simultaneously.

(2) While conducting the relative gravimetric surveys it is mandatory to perform calibration of gravimetric instruments before the survey, in the middle and at the end of the survey, as well as to determine the pace of gravimetric instruments on a daily basis.

(3) While conducting the relative gravimetric surveys every gravimetric point must be connected to at least three neighboring points.

Article 81

The accuracy of determining the absolute acceleration of the force of gravity of the relative gravimetric points shall be at +/- 20x10-8 ms-2.

Article 82

(1) The points of the relative gravimetric network shall be stabilized on a solid, geologically stable surface, with markers from type А1, А3 и B2.

(2) The appearance of the markers from type А1, А3 и B2 shall be provided in Appendix 1, which is an integral part of this Regulation.

Article 83 Points from the relative gravimetric network shall be numbered with Arabic

numerals starting from 101 and onwards in an uninterupted sequence, by adding the designation GT before the number (for example: GT101, GT115 , etc.)

Article 84 (1) It shall be mandated to determine the position and height of the points of

the basic gravimetric network within the official geodetic datum of the Republic of Macedonia.

(2) The position coordinates of the points from the basic gravimetric network shall be determined with the application of GNSS surveying methods or with the classic surveying methods, with an accuracy of +/- 0.03 m to 0.05 m.

(3) The heights of the points from the basic gravimetric network shall be determined with geometric leveling, by applying the accuracy criteria for a precise leveling, i.e. +/-2 mm/√km. In exceptional cases, if there aren’t appropriate conditions

for determining the heights with geometric leveling, the GNSS or classic surveying methods for determining heights shall be applied.

Article 85 The points from the basic gravimetric network shall serve as a basis for

conducting a detailed gravimetric survey for different purposes.

Article 86 Points from the absolute gravimetric network shall be determined every 10

years, and the points from the relative gravimetric network shall be determined every 20 years, in order to ensure the integrity and monitor the time evolution of the gravimetric reference system.

VIII. ASTRONOMICAL REFERENCE SYSTEM

Article 87 The astronomical reference system is an inertial three dimensional coordinate

system, in which the coordinate origin, the orientation of the coordinate axis, the scale, the length and the time units, the time evolution and the fundamental constants coincide with the International Celestial Reference Systems (ICRS).

Article 88 The parameters which determine the relation between the International

Celestial Reference System (ICRS) and the International Terrestrial Reference Frame (ITRF) shall be the adopted values published by the International Earth rotation and Reference systems Service (IERS) .

Article 89

(1) The astronomical reference system shall be materializes with an astronomical reference network, i.e. a set of extraterrestrial objects with equatorial coordinates relating to a specific time epoch.

(2) Points on the astronomic reference network shall be evenly distributed on the entire territory of the Republic of Macedonia within a distance of 80 km to 100 km.

Article 90 The astronomic reference network shall be defined with the fundamental

catalogue of extraterrestrial objects FK5 with the referent time epoch Ј2000, which is published by the IAU (International Astronomical Union).

Article 91 (1) Astronomical determinations shall be done within the astronomical

reference system, which include determining the astronomical latitude, astronomical longitude and astronomical azimuth.

(2) Astronomical determinations shall be done according to the rule of the points from the state geodetic reference networks, for the needs of determining the quasigeoid and for solving the reduction tasks.

Article 92

(1) The astronomic measurements shall be performed with astronomic instruments and tools with highest accuracy which is meteorologically safe.

(2) The accuracy of determining the astronomical latitude, astronomical longitude and astronomical azimuth shall be at +/- 0.3” (arc seconds).

Article 93

Points of the astronomic reference network shall be determined every 20 years, in order to ensure the integrity and monitor the time evolution of the gravimetric reference system. IX. POSITIONING AND MAINTENANCE OF THE POINTS FROM THE GEODETIC

REFERENCE NETWORKS

Article 94 When choosing the locations for positioning the geodetic reference networks

points, it should be taken into consideration that the points: - are positioned at safe locations in order for them to last for a longer time

period; - are user friendly; - are easily accessible for use (special permits and access permissions not

to be necessary) ; - to be advantageous for measuring, depending on the type of network, and - not to jeopardize the cultural and historical monuments.

Article 95

(1) The points from the geodetic reference networks shall be positioned on state-owned real properties.

(2) Notwithstanding paragraph (1) of this Article, if the points from the geodetic reference networks are positioned on a real property under the ownership of natural persons and legal entities or under the ownership of the local self-government units and the city of Skopje, the positioning of the point shall be made after prior resolving of the legal-property affairs, in accordance with the Law.

(3) Minutes shall be produced by an expert from the Agency for the positioning

the reference network points referred to in paragraph (1) and paragraph (2) of this Article.

(4) Maintaining of the points from the geodetic reference networks shall be

done ex officio or at the proposal of the sole proprietor-licensed surveyor or trading company for geodetic works, when during the on-site inspection it has been determined that points are removed, damaged, destroyed or relocated without a proper authorization.

IX.1. Safeguarding the geodetic reference network points

Article 96

(1) The points of the reference networks positioned on the real property shall not be removed, destroyed, damaged or relocated without a proper authorization.

(2) The right holders of the real property, in which the reference network points have been positioned, shall be obliged to report to the Agency each removal, damaging, relocation or demolishment of the points within 15 days from the day of such discovery.

IX.2. Damage, displacement or destruction of the geodetic reference network points

Article 97

(1) If construction or other type of works are performed on the real property where the reference network points are positioned, which can damage, relocate or destroy the points, the Contractor of the works is obliged to inform the Agency at least 15 days prior the commencement of such works.

(2) The expenses for relocating the points and the activities related to

determining the parameters and the dimensions for integration of the points shall be borne by the Contractor of such works.

X. GEODETIC REPORT FOR BASIC GEODETIC WORKS

Article 98 (1) For the performed field geodetic works of the basic geodetic works, a

Geodetic Report shall be produced, comprising the geodetic-technical documentation.

(2) The geodetic report referred to in paragraph (1) of this Article shall be prepared in electronic and written form and it shall comprise of: - title page; - verification / approval page; - content page of the geodetic report; - technical report;

- geodetic network sketch; - list of given points from the existing geodetic basis; - original measurement data; - data from the performed calculations; - list of definite coordinates/values of the newly determined geodetic points; - descriptions of the location of the newly determined geodetic points; and - annexes (overview maps, sketches and other). (3) The form and content of the geodetic report referred to in paragraph (2) of

this Article shall be provided in Appendix 3, which is an integral part of this Regulation.

XI. METADATA FOR GEODETIC POINTS

Article 99 (1) The Agency shall create metadata for the geodetic points in accordance

with the international standards for metadata.

(2) The metadata shall be stored, maintained and browsed in the metadata catalogue, which is administered at the Agency.

XII. REDEFINING THE REFERENCE SYSTEMS

Article 100 (1) The Agency shall perform activities for determining the parameters and

components, in order to redefine the geodetic reference systems referred to in Article 39, paragraph (1) lines 1, 2 and 3 of the Law on Real Estate cadastre and the State Cartographic Projection referred to in Article 42 of the same law, in accordance with the accepted international reference systems.

(2) Following the completion of determining the parameters and components, the Agency shall redefine the geodetic reference systems and the state cartographic projection referred to in paragraph (1) of this Article, based on which a new state reference system and state cartographic projection shall be established.

(3) The Government of the Republic of Macedonia, upon a proposal from the Agency, shall adopt a decision to start using the new state reference system and state cartographic projection referred to in paragraph (2) of this Article.

XIII. TRANSITIONAL AND FINAL PROVISIONS

Article 101

With the entry into force of this Regulation, the Regulation for basic geodetic works and establishment of geodetic reference networks ("Official Gazette of the Republic of Macedonia" no. 85/2007) shall no longer be valid.

Article 102 This Regulation shall enter into force on the eight day following its publication in the "Official Gazette of the Republic of Macedonia".

No. _________ 2013 Chair of the Steering Board Skopje _________________ Aneta Jordanova

ANNEXES