CN112212843A - Method for synchronous measurement and joint adjustment of railway CP II and CP III control networks - Google Patents
Method for synchronous measurement and joint adjustment of railway CP II and CP III control networks Download PDFInfo
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- CN112212843A CN112212843A CN202011125734.4A CN202011125734A CN112212843A CN 112212843 A CN112212843 A CN 112212843A CN 202011125734 A CN202011125734 A CN 202011125734A CN 112212843 A CN112212843 A CN 112212843A
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01C—MEASURING DISTANCES, LEVELS OR BEARINGS; SURVEYING; NAVIGATION; GYROSCOPIC INSTRUMENTS; PHOTOGRAMMETRY OR VIDEOGRAMMETRY
- G01C15/00—Surveying instruments or accessories not provided for in groups G01C1/00 - G01C13/00
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B35/00—Applications of measuring apparatus or devices for track-building purposes
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01S—RADIO DIRECTION-FINDING; RADIO NAVIGATION; DETERMINING DISTANCE OR VELOCITY BY USE OF RADIO WAVES; LOCATING OR PRESENCE-DETECTING BY USE OF THE REFLECTION OR RERADIATION OF RADIO WAVES; ANALOGOUS ARRANGEMENTS USING OTHER WAVES
- G01S19/00—Satellite radio beacon positioning systems; Determining position, velocity or attitude using signals transmitted by such systems
- G01S19/01—Satellite radio beacon positioning systems transmitting time-stamped messages, e.g. GPS [Global Positioning System], GLONASS [Global Orbiting Navigation Satellite System] or GALILEO
- G01S19/13—Receivers
- G01S19/14—Receivers specially adapted for specific applications
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Abstract
The invention discloses a method for synchronously measuring and jointly adjusting the railway CP II and CP III control networks. When CP III network measurement is carried out, a total station is arranged at a measurement station, corner intersection measurement is carried out on 6 pairs of nearby CP III points and a CP II point freely set up the station, a GNSS receiver of the CP II point carries out joint measurement on 3 nearby CP I points to realize synchronous measurement of the CP II point and the CP III point, corner data obtained by measurement of the total station and baseline data obtained by GNSS measurement are subjected to joint adjustment, and then plane coordinates of the CP II point and the CP III point can be obtained. The invention reduces the embedding cost of the CP II point, namely the CP II point can be used for measurement without centering, realizes the synchronous measurement of the CP II point and the CP III point, improves the measurement efficiency, and can obtain the coordinate of the CP III point through the combined adjustment.
Description
Technical Field
The invention relates to the technical field of railway control measurement, in particular to a method for synchronously measuring and jointly adjusting the differential of railway control networks CP II and CP III.
Background
Nowadays, China already has a large number of ordinary and high-speed railways to be put into operation, and in railway construction and operation maintenance processes, a set of precise measurement control network with high precision and good stability is needed, so that a control reference is provided for precise construction and operation maintenance. In the high-speed railway engineering survey specification (TB 10601-2009), a frame control network (CP0, frame control network) is a three-dimensional control network established by a satellite positioning measurement method as a reference for calculating coordinates of a whole line (segment). The basic planar control network (CP I) is arranged along the line trend on the basis of the frame control network (CP0), is established according to the GNSS static relative positioning principle, and provides a closing reference for the line planar control network (CP II). A line plane control network (CP II) is arranged on the basic plane control network (CP I) along the vicinity of the line, and provides a plane opening and closing reference for line plane measurement and track control network measurement in the surveying and construction stages. The plane and elevation control network distributed along the track control network (CP III) is closed to the basic plane control network (CP I) or the track plane control network (CP II), and the elevation control network is closed to the track level base point, and generally, the measurement is carried out after the off-line engineering construction is finished, and the control network is a reference for track laying and operation maintenance.
The method is used as a reference for railway survey design, construction and operation maintenance, each level of precision measurement control network is established in a grading network distribution mode, and each level of network is calculated independently. Particularly, when a railway line plane control network is converted with a track control network, an encrypted CP II control point is generally arranged on the line at intervals of 600-800 meters, the CP I and CP II control points under a GNSS joint survey line form the line plane control network, and coordinates are guided to the line. And then, an on-line encrypted CP II point coordinate is guided to a CP III control point by using a total station corner intersection measurement method. In the measurement mode of the CP II and CP III graded net distribution, a ground mark needs to be buried in a CP II point, and centering and leveling are needed when GNSS measurement is adopted; during CP III joint measurement, a prism needs to be erected for centering and leveling, or a total station is directly erected on a CP II point to observe a CP III point. Different measurement modes are adopted for CP II and CP III network measurement, and observation time is asynchronous, so that twice centering and leveling errors exist.
In the point distribution and hierarchical network construction mode, the cost is needed for embedding the CP II points; in the measuring process, the error of twice centering and leveling can not be eliminated; especially, in the measurement process of the operation railway, the respective measurement is not beneficial to the full utilization of the skylight time.
Disclosure of Invention
The invention aims to: aiming at the problems in the prior art, the method for synchronously measuring and jointly adjusting the CP II and CP III control networks of the railway is provided, the CP II point can be used immediately after measurement, a measurement mark does not need to be buried, and no centering error exists, so that the synchronous measurement and the joint adjustment of the CP III network and the CP II network are realized.
In order to achieve the purpose, the invention adopts the technical scheme that:
a method for synchronously measuring and jointly adjusting the difference of control networks of a railway CP II and a railway CP III comprises the following steps:
s1, freely setting a station at the CP II point, randomly setting N CP II points meeting the measurement condition from the starting point of the road section to be measured to the advancing direction of the measurement, and installing a GNSS receiver and a prism measured by a total station at the set CP II points; wherein N is more than or equal to 2 and is a positive integer;
s2, when measuring the CP III network, arranging the total station at the measuring station of the freely-arranged station, and carrying out corner intersection measurement on 6 pairs of CP III points near the measuring station and the CP II point of the freely-arranged station in the step S1; meanwhile, a GNSS receiver arranged at the CP II point performs joint measurement on the nearby 3 CP I points;
s3, when the intersection measurement of the total station is finished, repeating the step S2, freely setting a station again along the advancing direction of the measurement to carry out CP III measurement, and ensuring that at least two measuring stations measure CP II points; after the total station freely sets a station to complete the joint measurement of the CP II point, the CP II point is moved to the next free measurement station according to the advancing direction, and the measurement is continued according to the N CP II points meeting the preset conditions in the step S1 until all the CP II points and the CP III points of the road section to be measured are completely measured;
and S4, performing combined adjustment on the corner net measured by the total station and the baseline net measured by the GNSS receiver to obtain the plane coordinate of the CP III point.
As a preferable scheme of the invention, the measuring station is arranged at the left side of the left line, the right side of the right line or any position between the left line and the right line.
As a preferred embodiment of the present invention, in the step S1, when the corner crossing measurement is performed, the corner crossing measurement is performed on at most one CP ii point randomly set.
As a preferred scheme of the invention, a CPI point is arranged every 4km off-line, a pair of CP III points are arranged at an interval of 60m, and a CP II point is arranged at a distance of less than 800 m; and during CP III measurement, at least more than two freely-arranged measuring stations are ensured to carry out joint measurement on CP II points, and the joint measurement distance is not more than 180 meters.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. compared with the traditional measurement method, the CP II network and the CP III network are observed independently, an encrypted CP II control point does not need to be buried every 600-800 meters, only the CP II point provided with the GNSS receiver and the total station measuring prism is required to be freely arranged on the road section to be measured according to the measurement requirement, the pile burying cost of the CP II point is reduced, the CP II point can be used for measurement immediately during measurement, no centering error exists, the field observation time can be fully utilized for data acquisition, and the method has the advantages of high measurement efficiency and reliable measurement precision.
2. According to the invention, through the method of synchronous measurement and combined adjustment of the ground CP III corner net and the GNSS basic line net, the working efficiency is improved, the measurement precision is ensured, and meanwhile, the problem of measurement error accumulation when CP II and CP III are respectively measured is avoided. In the traditional CP II/CP III step-by-step adjustment, the error of a CP II point (starting point of a CPIII network) is not considered in an adjustment model, although the influence of the system error on the actual production is not large, the existence of the system error cannot be denied. The joint adjustment is a one-step adjustment, so that the system error is not existed.
3. The prism for measuring by the total station is arranged at the CP II point, the total station is utilized to carry out intersection measurement of the CP II point and the CP III point, and the GNSS receiver arranged at the CP II point synchronously measures the nearby CP I point, so that the measurement efficiency is improved, the cost is reduced, and the repeated installation error of the CPII point is reduced.
4. The adjustment result of the CP III plane network is calculated based on the principle that the sum of squares of correction numbers of various types of observed quantities in the CP III network between two adjacent CP II points is minimum, and the result is a local optimal solution for the whole railway line; and for longer CP II and CP III networks, the calculation result is the optimal solution of the whole network.
Drawings
FIG. 1 is a schematic diagram of a CPI point net pattern of CPII points in single joint measurement.
FIG. 2 is a schematic diagram of a CP II point net model by joint measurement of CP III points alone.
FIG. 3 is a schematic diagram of synchronous measurement of CP II and CP III networks.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
Referring to fig. 1, in the conventional CP ii measurement method, CP ii control points are erected on control points buried every 600-800 m in the line direction, and CP ii point coordinates are obtained through baseline network formation observed by GNSS receivers installed on CP ii and CP i control points and calculation. Referring to fig. 2, in the conventional CP iii measurement, a prism is further arranged at the CP ii point, and the CP ii point is intersected with the total station to measure the CP iii point, or the total station is directly erected on the CP ii point to observe the CP iii point, so that a network is formed by the CP ii point and the CP iii point, and the coordinate of the CP iii point is obtained through calculation.
Referring to fig. 3, in the present embodiment, a GNSS receiver is set at every 4km of a base plane control point (CP i) point, and a pair of CP iii points is set at every 60 m. The CP II point is freely arranged at the place meeting the measurement condition on line, the measurement condition is carried out according to the satellite measurement point selection standard specified in the railway engineering satellite positioning measurement standard of the standard number TB 10054-2010, namely the CP II point is freely arranged at the place with wide surrounding vision and good sky visibility, and the CP II point is provided with a prism measured by a total station besides a GNSS receiver. When the total station measures the CP III net, the total station is arranged at the measuring station, and the corner intersection measurement is carried out on the nearby 6 pairs of CP III points and the freely-set CP II point; meanwhile, the GNSS receivers of at least 2 CP II points which are freely provided with stations carry out joint measurement on 3 nearby CP I points, direct observation edges are guaranteed to exist among the CP II points, and observation duration meeting the standard requirement is met. Namely, the total station survey track control network (CP III) and the GNSS receiver survey line plane control network (CP II) are synchronously operated.
By adopting the method for synchronously measuring and jointly adjusting the railway CP II and CP III control networks, only the CP II point is required to be arranged at the position which has good sky through-view condition and is convenient for CP III joint measurement near a line, a GNSS receiver and a prism are simultaneously installed at the CP II point, and when a station is freely set to observe the prism on the CP II point, the GNSS receiver arranged on the CP II point simultaneously observes the CP I control point under the line. And finally, performing combined adjustment calculation on the corner data measured by the total station and the baseline data measured by the GNSS to obtain coordinates of the CP II point and the CP III point of the freely-set station.
The method of the invention is that a CP II point which is simultaneously provided with a GNSS receiver and a prism is erected at any position near a line with good empty observation conditions, and the GNSS receiver is simultaneously constructed and measured with at least 2 adjacent CP II points and at least 3 CP I points under the line while the total station carries out corner intersection measurement on the CP II point. During CP III measurement, the time for setting a station and measuring a station for changing is about 15 minutes every time, the distance between adjacent CP II points is calculated according to 600 meters, 5 stations are required for about 60 minutes, and the observation time of each CP II point can meet the requirement of the specification. And finally, performing combined adjustment on the corner observation data and the baseline data collected in the industry to obtain the coordinates of the CP II point and the CP III point, namely performing combined adjustment calculation on the corner data measured by the total station and the baseline data measured by the GNSS receiver to obtain the plane coordinates of the CP II point and the CP III point. The measurement mode does not need to embed a CP II control pile, and the cost of pile embedding can be saved by about 0.33 ten thousand yuan per kilometer; the CP II point does not need to be centered during combined measurement, and no centering error exists; the field observation time is fully utilized to carry out CP II measurement, a special CP II network is not required to be measured, and the labor cost for CP II measurement can be saved by about 0.50 ten thousand yuan per kilometer; the combined adjustment only needs one adjustment, so that the efficiency is higher, and the adjustment process is simpler; compared with the original method of step-by-step measurement and adjustment calculation, the CP III result is a local optimal solution for the whole railway line, and the CP III calculation result is an optimal solution for the whole network for longer CP II and CP III networks in the combined adjustment.
In order to verify the advantages of the CP II/CP III plane network joint adjustment, joint adjustment and step-by-step adjustment calculation are respectively carried out on 33km CP II and CP III data of a certain railway line, the results of the two adjustment methods are counted, the difference between the two is compared and analyzed according to indexes such as the post-test precision of the whole network, the correction number of the horizontal direction and the distance observation value, the weighted square sum of the correction numbers of various observation values, the relative point position precision of adjacent CP III points and the like, and the comparison result is shown as the following table 1:
TABLE 1 Combined adjustment and stepwise adjustment Whole Web post-test index comparison
As can be seen from table 1 above, the error in the unit weight after the overall network is verified, which is calculated by the joint adjustment method, is smaller than the step-by-step adjustment calculation result. Secondly, the maximum correction number of the direction and distance observation values of the combined adjustment method is slightly smaller than that of the step-by-step adjustment method, and the value of the combined adjustment in the index of the weighted square sum of the correction numbers of the two types of observation values is smaller than that of the step-by-step adjustment.
The CP III plane net is used for providing a positioning control reference for the installation and adjustment of the track slab and the track, so that the relative precision index of adjacent points in the CP III plane net is very important, and the indexes after the combined adjustment and the traditional step-by-step adjustment are compared are shown in the following table 2:
TABLE 2 comparison of relative point location accuracy between adjacent CPIII points after adjustment
In the comparison of the precision index of the error in the relative point positions of the adjacent points, 1243 indexes are counted. The average value of errors in relative point positions of adjacent points obtained by the calculation of the combined adjustment is 0.84mm, and the maximum value is 1.56 mm; and the average value of errors in relative point positions of adjacent points obtained by stepwise adjustment is 1.10mm, and the maximum value is 2.16 mm. Although the calculation results of the two methods both meet the requirement that the error in the relative point positions of the adjacent CPIII points in the specification is not more than 3mm, the interval statistical result of the precision index shows that: the relative precision between adjacent CP III points obtained by adopting the joint adjustment method is higher, which shows that the reliability of the adjustment result of the joint adjustment on the novel plane net is higher.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (4)
1. A method for synchronously measuring and jointly adjusting the control network of a railway CP II and a railway CP III is characterized by comprising the following steps:
s1, freely setting a station for the CP II point, randomly setting N CP II points meeting the measuring conditions on the railway line from the starting point of the road section to be measured to the advancing direction of the measurement, and installing a GNSS receiver and a prism measured by a total station at the set CP II points; wherein N is more than or equal to 2 and is a positive integer;
s2, when measuring the CP III network, arranging the total station at the measuring station of the freely-arranged station, and carrying out corner intersection measurement on 6 pairs of CP III points near the measuring station and the CP II point of the freely-arranged station in the step S1; meanwhile, a GNSS receiver arranged at the CP II point performs joint measurement on the nearby 3 CP I points;
s3, when the intersection measurement of the total station is finished, repeating the step S2, freely setting a station again along the advancing direction of the measurement to carry out CP III measurement, and ensuring that at least more than two measuring stations measure CP II points; after the total station freely sets a station to complete the joint measurement of the CP II point, the CP II point is moved to the next free measurement station according to the advancing direction, and the measurement is continued according to the N CP II points meeting the preset conditions in the step S1 until all the CP II points and the CP III points of the road section to be measured are completely measured;
and S4, performing combined adjustment on the corner net measured by the total station and the baseline net measured by the GNSS receiver to obtain the plane coordinate of the CP III point.
2. The method of claim 1, wherein the survey station is located anywhere between the left side of the left line, the right side of the right line, or the left-right line where the surrounding field of view is wide, the sky is well visible, and the CP iii survey view is unobstructed.
3. The method of claim 2, wherein in step S1, the corner crossing measurement is performed at most on one CP ii point randomly set.
4. A method as claimed in claims 1-3, characterized in that a CPI point is placed every 4km off-line, a pair of CP iii points is placed 60 meters apart, and a CP ii point is placed less than 800 meters apart; and during CP III measurement, at least more than two freely-arranged measuring stations are ensured to carry out joint measurement on CP II points, and the joint measurement distance is not more than 180 meters.
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| CN112923887A (en) * | 2021-01-21 | 2021-06-08 | 西南交通大学 | Method for testing nonlinear least square adjustment data of arbitrary plane measurement control network |
| CN112964223A (en) * | 2021-01-25 | 2021-06-15 | 中铁第一勘察设计院集团有限公司 | Control measurement method based on railway Beidou/GNSS continuous operation reference station |
| CN113884077A (en) * | 2021-09-27 | 2022-01-04 | 四川瑞峰轨道交通设备有限公司 | Ordinary-speed railway control network in operation period and measuring and setting method thereof |
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| CN113884077B (en) * | 2021-09-27 | 2024-04-19 | 四川瑞峰轨道交通设备有限公司 | Operation period common speed railway control network and test method thereof |
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