Horizontal Control Points Research Articles

ANALYSIS OF THE PERFORMANCES OF FOUR TOTAL STATION INSTRUMENTS IN CONTROL EXTENSION

In the Surveying profession, advanced and modern instruments are improving the accuracy and precision of measurement and observation. However, accessing these instruments, such as Total Stations (TS), must be done with caution. This study is aimed at evaluating and analyzing the performance of TS instruments in a horizontal control extension. To conduct this study, a closed traverse was carried out to extend horizontal control points using Leica 1201+ series TS. The observations were carried out three time for five days. The result serves as the base for comparison with other four TS instruments. The TS instruments used include: Ruide RTS-820 Series, Nikon TS DTM-352/332, Sokkia CX – 105 series, and Topcon Total Station GTW-210 Series. The four TS were used to run a closed traverse on these same reference points. The observed data was processed using the least square adjustment procedure. The Standard Deviation (SD) and Root Mean Square (RMS) of the mean coordinate values for the four TS were computed. The result shows the highest SD as 0.0137508m and the highest RMSE as 0.012663m. This signals that all the mean coordinates obtained by the four TS were relatively close to reference TS data and also, that the residuals of the coordinates did not differ significantly. The two-way ANOVA test carried out however, signifies that at 0.01 level of significance the result of the four TS instruments dose not differ from the reference TS. It is therefore concluded that, all the four TS instruments has no significant difference in terms...

ANALISIS PERBANDINGAN KETELITIAN PENGUKURAN KERANGKA KONTROL HORISONTAL ORDE – 4 DENGAN GPS LOWCOST

A point positioning activity can be referred to as mapping. In mapping activities there is the term control framework point. One of the classification of control points is the horizontal control point. In mapping activities there is a minimum order of control points that can be used, that was horizontal control points order-4. The measurement of horizontal control points order-4 can be done by conventional survey methods using terrestrial method or using global positioning system technology. The development of global positioning system (GPS) technology has progressed very fast. One of the evidence of the development of GPS technology is where introduced of various instruments that exist today. Lowcost GPS is one type of GPS that has advantages in terms of more lower prices. The application of lowcost gps is expected to help in mapping activities. In this reserch, a feasibility analysis of lowcost GPS OEM Board K-708 and GPS Tersus BX-316as instruments in the measurement of horizontal control frame order-4 when compared with Geodetic GPS instruments. The analysis used in this study is standard deviation analysis and hypothesis testing using T-test. From the results of analysis conducted resulted in the accuracy of the instrument shown from the value of standard deviation that reached sub "cm", where the instrument GPS OEM Board K-708 has better standard deviation than GPS Tersus BX-316. From the results of hypothesis testing using T-Test showed no significant difference from each of the data, so it can be concluded that the instruments in this reserch are worthy of the use in the measurement of horizontal control framework order-4. Keywords: GPS Lowcost, Jaring Kontrol Horizontal Orde-4, Standar Deviasi, Uji-T

Satellite Laser Altimetry Data-Supported High-Accuracy Mapping of GF-7 Stereo Images

GaoFen 7 (GF-7) is China’s first submeter high-resolution stereo mapping satellite with dual-linear-array cameras and a laser altimeter system onboard for high-precision mapping. To further take advantage of the very high elevation accuracy of laser altimetry data and the high relative accuracy with stereo images, an innovative combined adjustment method for GF-7 stereo images with laser altimetry data is presented in this paper. In this method, two flexible and effective schemes were proposed to extract the elevation control point according to the registration of footprint images and stereo images and then utilized as vertical control in the block adjustment to improve the elevation accuracy without ground control points (GCPs). The validation experiments were conducted in Shandong, China, with different terrains. The results demonstrated that, after using the laser altimetry data, the root mean square error (RMSE) of elevation was dramatically improved from the original 2.15 m to 0.75 m, while the maximum elevation error was less than 1.6 m. Moreover, by integrating a few horizontal control points, the planar and elevation accuracy can be simultaneously improved. The results show that the method will be useful for reducing the need for field survey work and improving mapping efficiency.

3D reconstruction and characterization of reef limestone pores based on optical and acoustic microscopic images

The pore network in reef limestone provides an important resource for fluid storage and flow. Three-dimensional (3D) reconstruction and characterization of the spatial structure of reef limestone pores offers a valuable way of identifying its physical and mechanical properties. This paper reports on a study where optical and acoustic microscope images were used to combine the advantages of the high resolution of optical testing with the high penetration capabilities of acoustic testing. This overcomes existing problems with multi-scale structural imaging of the pores in reef limestone caused by the small penetration depth of traditional optical imaging and the low resolution of ultrasonic imaging. First of all, a correlation function between the shallow and deep pore structure of reef limestone is established. This draws on high-resolution data from shallow optical microscopic images and deep acoustic microscopic images with a multi-layered cross-section. The contours of the shallow and deep pore structure are then digitized. After this, horizontal section control points and vertical transition contours are constructed that enable a deep integration of information about the multi-dimensional geometric morphology of the pore structure to be realized, providing in turn for a fine-grained 3D reconstruction of the pore structure at different scales. Finally, factors governing the characterization of contour similarity and center deviation are proposed that make it possible to generate spatial representations of the pore structure across multiple dimensions. A real-world case analysis is then used to verify the feasibility and reliability of the proposed method. The results show that the method can provide abundant data for the establishment of a reef limestone pore network and physical model, making it possible to improve the quality of 3D reconstructions of the pore structure and improve the 3D imaging of reef limestone pore networks. The proposed method can underpin new approaches to analysis of the pore structure of reef limestone and support a wide range of potential applications in the field of pore visualization and characterization.

SURVEY TERESTRIS PENGUKURAN JARING KONTROL HORIZONTAL ORDE-4 DENGAN MENGGUNAKAN METODE POLIGON TERTUTUP

Construction of the Lumajang PDD campus building, the pilot of the Lumajang Community Community Academy began in 2017. The campus building will be built on 5.3 hectares of land located on Lumajang East Road. The process of building construction, will begin with measuring the boundary of the land by placing coordinates. This research was conducted in order to prepare the location or location of horizontal control points in preparation for the establishment of the Lumajang Community Community Academy campus building.The research method used in measuring coordinate points is the polygon method. Measurements were carried out in terrestrial surveys using theodolite devices. Theodolite devices are among the measurement target points, namely back-face. The measurement target points are located at the specified land boundary. The results of the study obtained a map of the distribution of horizontal control points on the boundaries of campus land and the installation of monuments

High Accuracy Geodetic Control Point Measurement Using GPS Geodetic With Static Methods

Abstract. The quality of the coordinates of the points in a generally horizontal control network will be influenced by many factors, such as the system equipment used for measuring / observation, the network geometry, measurement strategies / observation, as well as data processing strategy implemented. Using development of the GPS satellite system, since 1989, the network provision of horizontal control points in Indonesia generally relies on the GPS satellite observations. One way of measuring geodetic control points with high accuracy is using geodetic GPS. Measurement of geodetic control points required as a control in the execution of the work and as a correction coordinate measurement of the position of a measurement object with a high degree of accuracy (± 1 cm). How many measurement methods that can be done. This research conducted measurement using static method. Static surveys are used to determine the coordinates of the control points are relatively distant from each other as well as order accuracy requires relatively higher. The measurement results obtained coordinate data for point 1 is 6 ° 57 '31.92207 "LS; 109 ° 38 '32.25194 "BT; high (ellipsoid) 34 320 m and point 2 is 6 ° 57 '33.59086 "LS; 109 ° 38 '37.87710 "BT; high (ellipsoid) 36 235 m.

Determination Of Horizontal Geodetic Control Networks For Engineering Objects Using Optoelectronic Techniques

Abstract The correctness of the geodetic service of an engineering object not seldom requires designing, alignment or renewing of geodetic situational control points. Building robots often cause that fixed situational control points are partly or completely inaccessible. For setting the position of these control points, there is worked out the methodology using the optoelectronic method. The prepared set of tools realizes the method’s assumptions and enables to determine the sides and control points based on the set of laser planes. In this article there is presented the innovative set of geodetic equipment for fixing horizontal control points. The presented set has been experimentally tested under laboratory conditions taking its functionality, operation range and applied accuracy into account. The measurement accuracy of the set of tools, resulting from identification of the energetic centres of laser planes’ edges, visualizing the sides of geodetic control networks, is within the range of ±0.02mm - ±0.05mm. There were also discussed exemplary versions of shapes and structures of horizontal geodetic control networks (regular and irregular), which are possible to be fixed with the use of the constructed set of tools.

Study on spatial distribution of horizontal geodetic control points in rural areas

The paper presents the results of research concerning the analysis of spatial distribution of detailed geodetic control points in rural areas in Poland. The analysis takes into consideration the relations between the number of geodetic control points and land cover type (built-up, agricultural, and forest) as well as the effective legal regulations in Poland with regard to the issues. The analysis results were referred to geodetic sections classified by the k-means method with respect to the number of the control points and the built-up, agricultural and forest areas. The research indicates that the number of the geodetic control points in an area depends to the extent of 35 % on the type of land cover (building, agricultural and forest land). Having this in mind, the authors recommend taking the land cover into consideration already in the phase of designing a geodetic control network.

System of the 1:28 800 scale sheets of the Second Military Survey in Tyrol and Salzburg

The Second Military Survey of the Habsburg Empire (Franziszeische Landesaufnahme) was based on the first triangulation net of the Empire, ordered by Emperor Francis I in 1806. Eight horizontal control points were later used as projection centers for the different parts of the Empire. However, two provinces, mapped in the very early phase of the survey, have no real terrain objects as projection centers. In spite of the earlier literature items, mainly concerning the cadastral systems, the map sheet systems of the Second Military Survey of Tyrol and Salzburg do not follow the Soldner-Cassini projections centered at Innsbruck and Gusterberg, respectively. Indeed, the design of these sheets is similar to the one of the First Military Survey in cartographic point of view also with respect to their projection. The systems of the 1:28 800 sheets in these provinces are not centered at Vienna (St. Stephen) or Gusterberg as it was indicated in the literature. Projection analysis shows that for these provinces a unified sheet system was introduced. It can be connected to an Innsbruck-Pfarrturm-centered Cassini projection but the projection center is not at any distinct point (sheet center, corner or boundary halving point) of the sheet system. This Cassini projection, however, is not suitable for precise georeferencing of the sheets of Tyrol and Salzburg as it results errors up to one kilometer. The map sheets of these provinces can be rectified using quadratic formulae with remnant errors of maximum 220 meters (Tyrol) and 500 meters (Salzburg), which are much higher values than the fitting accuracy of the sheets in other parts of the Empire. According to the analysis, Liechtenstein is also without definite projection center but it is covered by only one extended sheet and its rectification can be done with an accuracy of 30 meters.

Global positioning system: An effective way to map a small area or catchment

AbstractThe Global Positioning System (GPS) is an established method for establishing high accuracy horizontal and vertical control points over large areas. Recent improvements in receiver technology, differential surveying and software have made the use of GPS technology more practical for smaller projects. This paper compares different GPS methods with occupation times of 2 s, 2 min and 12 min using an existing control network, and the gathering of topographic data from a difficult field site. Two examples are given, one in East Texas, demonstrating the speed and accuracy of different techniques, and the other in the Quantock Hills in Somerset.

Road Network Design: Optimal Economic Connection of Three Horizontal Control Points on Flat, Uniform Terrain

Abstract Road network design may involve selection of junction points, and a standard economic criterion can guide the initial paper location of these points. The junction point problem, in its elemental form, begins with three horizontal control points. These control points are to be linked at minimum total cost using linear road segments. Each road segment is characterized by a constant cost per unit length which may differ between segments. A mathematical optimization model has been developed for this problem. A decision algorithm for optimal network design is given and an example from the literature illustrates its application.

Software aspects in desk-top computer-assisted stereoplotting

The paper covers an interactive data-acquisition and processing system enabling computer-assisted on-line processing of photogrammetric stereomodel coordinates. In view of computer costs and simpler programmability, the problem has been solved for desk-top computers. The levels of computer assistance and general programming aspects for desk-top computers are discussed in detail. Derived from that are some important requirements for these types of computer. As an example, the Computer Assisted Stereo Plotting Program system (CASP) is explained, developed for Carl Zeiss of West Germany. CASP's present hardware requirements are supplied by the Hewlett-Packard 9810-A calculator with 111 data registers and 2036 instructions, and by either the simple DIREC-1 electronic counting and control unit or the more versatile ECOMAT-12, both of them manufactured by Carl Zeiss. The basic software of CASP consists of 3 program modules: 1. (1) STATRECORD serves for real-time computations and display of model or ground coordinates (cycling time 0.1 or 0.2 s), for the definition, generation and input of point identification numbers and for the recording of processed single-point observations. 2. (2) LISTMANIPUL allows the manipulation of the 2 ground-control memory lists, such as deleting and inserting of points, or reduction or expansion of the control type. 3. (3) DYNRECORD serves for the continuous measurements of linear features with automatic triggering of recording at intervals of time, distance or coordinates, as well as the definition and input of feature codes. The application software consists of 2 modules: 4. (5) ABSOLOR-1 for an equipment-invariant absolute numerical orientation with spatial similarity transformation. A high degree of interactivity is achieved with error display and LISTMANIPUL. Vertical, horizontal and spatial control points may be used concurrently. 5. (6) ABSOLOR-2 for determining equipment-specific setting elements for the absolute orientation in the stereoplotter. The program system developed approaches the limits and capabilities of the desk calculator employed. Additional and future alternative solutions are outlined.

An Automated System for Processing and Adjusting Data After Aerotriangulation

The operation of a three phase, automated computational system for the adjustment of large blocks of aerial photographs is described. The system was designed and developed in the federal Surveys and Mapping Branch to accept the unmeaned strip coordinates available after aerotriangulation and to produce final adjusted map coordinates, sorted for each map and ready for plotting. The main features of data editing while processing, reduced card handling, and uninterrupted program execution are elaborated upon. A typical application of the system consisted of a block of 54 strips with 1,000 tie points, 100 horizontal control points, and 1,000 vertical control points, which was processed for eight 1:50,000 map sheets within an eight-day period, utilizing approximately 25 minutes of computer time.

Horizontal aerotriangulation by independent models using horizon camera photography and B-8

A method for photogrammetric extension of horizontal control for small scale super-wide angle photography is presented. In a slightly modified B-8, independent models are set up and levelled using tip and tilt angles derived from horizon pictures exposed simultaneously with RC-9 vertical photography. Plane coordinates of tie points and available horizontal control points are measured on a coordinatograph for each model independently. Continuous strips are then formed by numerical connection of successive models, and a study of their behaviour is performed using analytical adjustment of single strips. Finally, comparative studies and test results are given for horizontal block adjustment by strips, by segments of strips, and by small sections.

Determination of Horizontal and Vertical Control Points for Lunar Mapping

The determination of horizontal and vertical control points has been undertaken by the Army Map Service, U.S. Army Corps of Engineers, to assure that the entire surface of the Moon which is visible from the Earth may be shown in detail and with greater accuracy than that of any existing map.

Tellurometer trilateration in Arabia

Since the introduction of electronic distancemeasuring equipment for medium-length distances (1 to 30 miles), much has been published about the principles and accuracy of the various instruments. The author wishes to relate some practical experience with the Tellurometer during a trilateration survey in the Arabian Desert. In 1958, Aero Service Corporation was given the problem of determining the coordinate position of four offshore navigation beacons near Ras Tanura in Saudi Arabia for the Arabian American Oil Company. The horizontal control points that were to be used as the base of the survey could not be recovered with certainty on the ground and so were of little value. It was, therefore, necessary to extend the survey to assure positive recovery of the previously established control points. To do the job by triangulation appeared difficult, owing to the adverse weather conditions prevailing in the area. Sandstorms impair visibility, and costly tower construction would have been necessary at various stations to assure line of sight. These considerations and the fear of large lateral refraction over the desert led to the conclusion that the problem could be solved economically only by Tellurometer trilateration.