CN109579805A - A kind of baseline self calibration measurement method - Google Patents
A kind of baseline self calibration measurement method Download PDFInfo
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- CN109579805A CN109579805A CN201811415281.1A CN201811415281A CN109579805A CN 109579805 A CN109579805 A CN 109579805A CN 201811415281 A CN201811415281 A CN 201811415281A CN 109579805 A CN109579805 A CN 109579805A
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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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- G—PHYSICS
- G01—MEASURING; TESTING
- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B11/00—Measuring arrangements characterised by the use of optical techniques
- G01B11/16—Measuring arrangements characterised by the use of optical techniques for measuring the deformation in a solid, e.g. optical strain gauge
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01C—MEASURING DISTANCES, LEVELS OR BEARINGS; SURVEYING; NAVIGATION; GYROSCOPIC INSTRUMENTS; PHOTOGRAMMETRY OR VIDEOGRAMMETRY
- G01C5/00—Measuring height; Measuring distances transverse to line of sight; Levelling between separated points; Surveyors' levels
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Abstract
The invention discloses a kind of baseline self calibration measurement methods, include the following steps: S1, calibration basic point is arranged according to the position of point being monitored；S2, point being monitored is grouped；S3, basis have control point, calculate survey station prime direction according to the principle of least square；S4, the real-time correction coefficient for determining calibration basic point；S5, the real-time transition correction factor of plane point of intersection is obtained using plane syncopation according to the real-time correction coefficient of calibration basic point；S6, the real-time transition correction factor according to plane point of intersection, use space Furthest Neighbor obtain the real-time correction coefficient of point being monitored；S7, the real-time correction coefficient according to point being monitored, obtain the side length and height difference after the real-time correction of point being monitored；It is low to solve the problems, such as that not perfect atmospheric correction of the existing technology, monitoring system complex, timeliness difference and other systems error can not more thoroughly eliminate caused Monitoring Result accuracy；It is truly realized the high-precision three-dimensional deformation monitoring of automation.
Description
Technical field
The invention belongs to technology for deformation monitoring fields, and in particular to a kind of baseline self calibration measurement method.
Background technique
In the prior art, the date and time span of deformation monitoring is very big, is being surveyed automatically with TCA robot measurement
It, will necessarily be by refractive power, Vertical atmosphere re- fraction, temperature, air pressure, atmospheric humidity by meteorological representative error, such as atmosphere, wind when amount
The influence of the factors such as power wind direction.And the optics of the frequency drift of electronic instrument itself, amplitude phase error, observation instrument, mechanical it is
The influence of error of uniting and other unknown nonlinearity errons is also very important in accurate measurement.Above-mentioned factors are again
It varies at any time with instrument, time, place, landform, landforms and atmospheric conditions.For example, every 1 DEG C of the variation of temperature, air pressure is every
Change 3mba, the every variation 20% of relative humidity can bring about the error (1ppm) of 1 kilometer 1 millimeter of every ranging.There is suitable precision
It is required that deformation monitoring in do not consider the influence of above-mentioned factor, then can bring apparent deviation to final monitoring result.
Therefore, it is necessary to eliminate the influence of these errors especially Meteorological errors, and carry out the next step of raw observation
Processing and calculate, final result in order to obtain above-mentioned all multi-parameters accurately and in time, it is necessary to bulky complex it is a variety of
Acquisition system composed by electronic sensor, this not only increases the operating cost of automatic deformation monitoring system, and reduces
The stability and reliability of whole system, and in practice, the practicability of the system is also very low, measured using TCA
Data acquired in robot all automatic measurement device are exactly to exist largely obviously without the data of insignificant systematic error, nothing
Method is for having in the deformation monitoring of certain required precision.
On the other hand, existing high-precision deformation monitoring is divided into plane deformation monitoring and two composition portions of elevation deformation monitoring
Point, they adhere to different coordinate systems separately, are measured using entirely different principle and instrument and equipment, monitor in plane deformation
In, TCA robot measurement is used now with many occasions, although it can obtain the achievement and light of plane deformation monitoring
Electric trigonometric levelling achievement, but in the observation of automation, it is generally only unilateral (point being monitored to be supervised on survey station
Survey) condition of observation, and unilateral photoelectric triangulated measurement of higher degree achievement is mainly due to the influence of Vertical atmosphere re- fraction difference, this triangle
The error of elevation achievement is very big, apart from farther out, in the biggish situation of pitch angle, up to the error of decimeter grade, is completely unsuitable for
For carrying out Precision Elevation deformation monitoring.Thus automation deformation monitoring domestic at present monitor just for plane deformation and
Speech, elevation deformation monitoring can only stand for a moment ground manual operations with precision level artificial one also to complete the number of elevation deformation monitoring
According to acquisition.
Summary of the invention
For above-mentioned deficiency in the prior art, a kind of baseline self calibration measurement method provided by the invention, for solving
Cost input of the existing technology is big, systematic error can not more thoroughly eliminate the problem for leading to timeliness, accuracy difference；Especially
It is that can really realize the automation of high-precision three-dimensional deformation monitoring in the case where meeting certain condition.
In order to achieve the above object of the invention, the technical solution adopted by the present invention are as follows:
A kind of baseline self calibration measurement method, includes the following steps:
S1: according to monitoring object, point being monitored is set, and school is arranged using calibration basic point setting method according to its position
Quasi- basic point；
S2: according to point being monitored group technology, point being monitored is grouped；
S3: initialization survey station determines survey station prime direction；
S4: according to survey station and the prime direction having determined, the real-time correction coefficient of calibration basic point is calculated；
S5: the real-time transition correction factor of plane point of intersection is obtained using plane syncopation according to real-time correction coefficient；
S6: according to the real-time transition correction factor of plane point of intersection, use space Furthest Neighbor obtains changing in real time for point being monitored
Positive coefficient；
S7: according to the real-time correction coefficient of point being monitored, the side length and height difference after the correction of point being monitored are obtained.
Further, in step S1, basic point setting method is calibrated are as follows:
One point method: it is arranged at the center of several points being monitored；
Two point method: it is arranged at the horizontally or vertically both wings center of several points being monitored；
Line-of-sight course: wherein two o'clock is arranged at the horizontal both wings center of several points being monitored, and some setting is supervised several
Above or below measuring point；
Four-point method: the edge up and down in the region for covering several points being monitored is set；
This programme selects four-point method, i.e. four calibration basic points are arranged in the surrounding in several points being monitored.
Further, in step S2, point being monitored group technology are as follows:
Several points being monitored of same type are divided into one group according to engineering geological condition；
The point being monitored in several elevation threshold ranges is divided into one group according to elevation consistent method；
According to the method for duration needed for shortening completion observation period, several points being monitored are divided into one group；
Start to be divided into one group to several points being monitored that respective alignment basic point is observed at the end of.
Further, in step S3, the orientation values of survey station prime direction is determined, are included the following steps:
S3-1: according to the position at existing control point, several backsight points are chosen；
S3-2: according to backsight point, the real standard direction value observed；
S3-3: the difference between real standard direction value and theory orientation value is calculated；
S3-4: weighing method and difference according to side length inverse surely, using least square method, obtains the orientation values of prime direction.
Further, in step S4, the universal calculation equation expression of the real-time correction coefficient of basic point is calibrated are as follows:
In formula, KiFor the general real-time correction coefficient for calibrating basic point；Xi' it is survey station S to i-th measured value for calibrating basic point；
XiThe theoretical value of basic point is calibrated for survey station S to i-th.
Further, the general real-time correction coefficient for calibrating basic point includes real-time side length correction factor and the correction of real-time height difference
Coefficient；
The calculation formula of real-time side length correction factor are as follows:
In formula, ΔiThe real-time side length correction factor of basic point is calibrated for survey station S to i-th；B'iIt is calibrated for survey station S to i-th
The actual measurement side length value of basic point；BiThe theoretical side length value of basic point is calibrated for survey station S to i-th；
The calculation formula of real-time height difference correction factor are as follows:
In formula, δiThe real-time height difference correction factor of basic point is calibrated for survey station S to i-th；h'iIt is calibrated for survey station S to i-th
The high difference of the actual measurement of basic point；hiThe high difference of theory of basic point is calibrated for survey station S to i-th.
Further, in step S5, the calculation formula of the general real-time transition correction factor of plane point of intersection are as follows:
In formula, Kd12,Kd24,Kd34,Kd13Respectively calibrate basic point JZ1,JZ2,JZ3,JZ4Line two-by-two it is orthogonal with two
Horizontal plane and vertical guide crosspoint D12,D24,D34,D13General real-time transition correction factor, including the real-time of plane point of intersection
The real-time height difference correction factor of side length correction factor and plane point of intersection；d1、d2、d3、d4、d5、d6、d7、d8Respectively calibrate basic point
JZ1,JZ2,JZ3,JZ4The crosspoint D of the horizontal plane and vertical guide orthogonal with two12,D24,D34,D13Between line；k1、k2、
k3、k4Respectively calibrate basic point JZ1,JZ2,JZ3,JZ4General real-time correction coefficient, including calibrate basic point real-time side length correction
The real-time height difference correction factor of coefficient and calibration basic point.
Further, in step S6, the general real-time correction coefficient of point being monitored:
In formula, Kpn is the general real-time correction coefficient of point being monitored, real-time side length correction factor including point being monitored and
The real-time height difference correction factor of point being monitored；l1、l2、l3、l4Respectively point being monitored and crosspoint D12,D24,D34,D13Company
Line.
Further, in step S7, the general real-time correction coefficient of point being monitored includes that the real-time side length of point being monitored changes
The real-time height difference correction factor of positive coefficient and point being monitored；
The calculation formula of point being monitored side length after correction are as follows:
Bn=B'pn+B Δ pn
In formula, Bn is the side length after the correction of point being monitored；B Δ pn is to be asked according to the real-time side length correction factor in point being monitored
The point being monitored side length corrected value obtained；B'pn is that side length value is surveyed in point being monitored；
The calculation formula of point being monitored height difference after correction are as follows:
Hn=h'pn+H δ pn
In formula, Hn is the height difference after the correction of point being monitored；H δ pn is to be asked according to the real-time height difference correction factor in point being monitored
The height difference corrected value obtained；H'pn is that high difference is surveyed in point being monitored.
Further, the calculation formula of point being monitored side length corrected value are as follows:
B Δ pn=Δ pn*B'pn
In formula, B Δ pn is point being monitored side length corrected value；Δ pn is the real-time side length correction factor of point being monitored；B'pn
Side length value is surveyed for point being monitored；
The calculation formula of point being monitored height difference corrected value are as follows:
H δ pn=δ pn*h'pn
In formula, H δ pn is point being monitored height difference corrected value；δ pn is the real-time height difference correction factor of point being monitored；H'pn is
Survey high difference in point being monitored.
The invention has the benefit that
(1) a kind of baseline self calibration measurement method provided by the invention, has saved cost input, has essentially eliminated existing change
Atmospheric correction is not perfect in shape monitoring and other many nonlinear system errors give the problem of measuring bring systematic error, simplifies
DEFORMATION MONITORING SYSTEM；
(2) effective correction has been carried out to direction value, side length value, the high difference that robot measurement obtains respectively, mentioned significantly
High data precision, improves the timeliness of deformation monitoring and the accuracy of data；
(3) under the premise of meeting calibration basic point distributed in three dimensions, the unilateral photoelectric triangulated measurement of higher degree is used to replace second-class water
Plane deformation can be monitored and still the elevation deformation monitoring of manual measurement is combined into one at present, realize real meaning by locating tab assembly
The automation of 3 d deformation monitoring in justice.
Detailed description of the invention
Fig. 1 is baseline self calibration measuring method flow chart；
Fig. 2 is baseline self-correcting locating tab assembly three-dimensional coordinate figure.
Specific embodiment
A specific embodiment of the invention is described below, in order to facilitate understanding by those skilled in the art this hair
It is bright, it should be apparent that the present invention is not limited to the ranges of specific embodiment, for those skilled in the art,
As long as various change is in the spirit and scope of the present invention that the attached claims limit and determine, these variations are aobvious and easy
See, all are using the innovation and creation of present inventive concept in the column of protection.
A kind of baseline self calibration measurement method, as shown in Figure 1, including the following steps:
S1: according to monitoring object, point being monitored is set, and school is arranged using calibration basic point setting method according to its position
Quasi- basic point；
Calibrate basic point setting method are as follows:
One point method: it is arranged at the center of several points being monitored；
Two point method: it is arranged at the horizontally or vertically both wings center of several points being monitored；
Line-of-sight course: wherein two o'clock is arranged at the horizontal both wings center of several points being monitored, and some setting is supervised several
Above or below measuring point；
Four-point method: the edge up and down in the region for covering several points being monitored is set；
This programme selects four-point method, i.e. four calibration basic points are arranged in the surrounding in several points being monitored；
S2: according to point being monitored group technology, several points being monitored are grouped；
Point being monitored group technology are as follows:
Several points being monitored of same type are divided into one group according to engineering geological condition；
The point being monitored in several elevation threshold ranges is divided into one group according to elevation consistent method；
According to the method for duration needed for shortening completion observation period, several points being monitored are divided into one group；
Start to be divided into one group to several points being monitored that respective alignment basic point is observed at the end of；
S3: initialization survey station determines survey station prime direction, includes the following steps:
S3-1: according to the position at existing control point, several backsight points are chosen；
S3-2: according to backsight point, the real standard direction value observed；
S3-3: the difference between real standard direction value and theory orientation value is calculated；
S3-4: weighing method and difference according to side length inverse surely, using least square method, obtains the orientation values of prime direction；
As shown in Fig. 2, in XYH rectangular coordinate system, JZ1,JZ2,JZ3,JZ4It is four schools for being located at monitoring region quadrangle
Quasi- basic point, S are survey stations, and Pn point is a certain any point being monitored in the region.And Pn point is located at the horizontal plane of grey and (is parallel to XY
Plane) and the vertical guide (being parallel to HY plane) of yellow on；HX plane is substantially towards survey station S；
D12,D24It is gray level face and calibration basic point JZ respectively1,JZ3And JZ2,JZ4The intersection point of line；
D34,D13It is yellow vertical guide and calibration basic point JZ respectively1,JZ2And JZ3,JZ4The intersection point of line；
S4: according to survey station and the prime direction having determined, the general real-time correction coefficient of calibration basic point is calculated；
Calibrate the universal calculation equation expression of the real-time correction coefficient of basic point are as follows:
In formula, KiFor the general real-time correction coefficient for calibrating basic point；Xi' it is survey station S to i-th measured value for calibrating basic point；
XiThe theoretical value of basic point is calibrated for survey station S to i-th；
The general real-time correction coefficient for calibrating basic point includes real-time side length correction factor and real-time height difference correction factor；
The calculation formula of real-time side length correction factor are as follows:
In formula, ΔiThe real-time side length correction factor of basic point is calibrated for survey station S to i-th；B'iIt is calibrated for survey station S to i-th
The actual measurement side length value of basic point；BiThe theoretical side length value of basic point is calibrated for survey station S to i-th；
The calculation formula of real-time height difference correction factor are as follows:
The high difference of actual measurement of survey station to some calibration basic point is h'i, h'i=LiCosZ, LiIt is oblique after ppm is corrected
Side length, Z are the zenith distances that survey station measures the calibration basic point,
In formula, δiThe real-time height difference correction factor of basic point is calibrated for survey station S to i-th；h'iIt is calibrated for survey station S to i-th
The high difference of the actual measurement of basic point；hiThe high difference of theory of basic point is calibrated for survey station S to i-th；
S5: the general real-time transition correction system of plane point of intersection is obtained using plane syncopation according to real-time correction coefficient
Number；
The calculation formula of the general real-time transition correction factor of plane point of intersection are as follows:
In formula, Kd12,Kd24,Kd34,Kd13Respectively calibrate basic point JZ1,JZ2,JZ3,JZ4Line two-by-two it is orthogonal with two
Horizontal plane and vertical guide crosspoint D12,D24,D34,D13General real-time transition correction factor, including the real-time of plane point of intersection
The real-time height difference correction factor of side length correction factor and plane point of intersection；d1、d2、d3、d4、d5、d6、d7、d8Respectively calibrate basic point
JZ1,JZ2,JZ3,JZ4The crosspoint D of the horizontal plane and vertical guide orthogonal with two12,D24,D34,D13Between line；k1、k2、
k3、k4Respectively calibrate basic point JZ1,JZ2,JZ3,JZ4General real-time correction coefficient, including calibrate basic point real-time side length correction
The real-time height difference correction factor of coefficient and calibration basic point；
S6: according to the general real-time transition correction factor of plane point of intersection, use space Furthest Neighbor obtains the reality of point being monitored
When correction factor；
The general real-time correction coefficient of point being monitored:
In formula, Kpn is the general real-time correction coefficient of point being monitored, real-time side length correction factor including point being monitored and
The real-time height difference correction factor of point being monitored；l1、l2、l3、l4Respectively point being monitored and crosspoint D12,D24,D34,D13Company
Line；
The real-time side length correction factor of point being monitored:
The real-time height difference correction factor of point being monitored:
S7: according to the general real-time correction coefficient of point being monitored, the side length and height difference after the correction of point being monitored are obtained；
The general real-time correction coefficient of point being monitored includes real-time side length correction factor and the point being monitored of point being monitored
Real-time height difference correction factor；
The calculation formula of point being monitored side length after correction are as follows:
Bn=B'pn+B Δ pn
In formula, Bn is the side length after the correction of point being monitored；B Δ pn is that point being monitored is asked according to real-time side length correction factor
The side length corrected value obtained；B'pn is that side length value is surveyed in point being monitored；
The calculation formula of point being monitored side length corrected value are as follows:
B Δ pn=Δ pn*B'pn
In formula, B Δ pn is point being monitored side length corrected value；Δ pn is the real-time side length correction factor of point being monitored；B'pn
Side length value is surveyed for point being monitored；
The calculation formula of point being monitored height difference after correction are as follows:
Hn=h'pn+H δ pn
In formula, Hn is the height difference after the correction of point being monitored；H δ pn is that point being monitored is asked according to real-time height difference correction factor
The height difference corrected value obtained；H'pn is that high difference is surveyed in point being monitored.
The calculation formula of point being monitored height difference corrected value are as follows:
H δ pn=δ pn*h'pn
In formula, H δ pn is point being monitored height difference corrected value；δ pn is the real-time height difference correction factor of point being monitored；H'pn is
Survey high difference in point being monitored.
The invention has the benefit that
(1) a kind of baseline self calibration measurement method provided by the invention, has saved cost input, has essentially eliminated existing change
Atmospheric correction is not perfect in shape monitoring and other many nonlinear system errors give the problem of measuring bring systematic error, simplifies
DEFORMATION MONITORING SYSTEM；
(2) effective correction has been carried out to direction value, side length value, the high difference that robot measurement obtains respectively, mentioned significantly
High data precision, improves the timeliness of deformation monitoring and the accuracy of data；
(3) under the premise of meeting calibration basic point distributed in three dimensions, the unilateral photoelectric triangulated measurement of higher degree is used to replace second-class water
Plane deformation can be monitored and still the elevation deformation monitoring of manual measurement is combined into one at present, realize real meaning by locating tab assembly
The automation of 3 d deformation monitoring in justice.
Claims (10)
1. a kind of baseline self calibration measurement method, which comprises the steps of:
S1: according to monitoring object, being arranged point being monitored, and according to its position, uses calibration basic point setting method, setting calibration base
Point；
S2: according to point being monitored group technology, point being monitored is grouped；
S3: initialization survey station determines survey station prime direction；
S4: according to survey station and the prime direction having determined, the real-time correction coefficient of calibration basic point is calculated；
S5: the real-time transition correction system of plane point of intersection is obtained using plane syncopation according to the real-time correction coefficient of calibration basic point
Number；
S6: according to the real-time transition correction factor of plane point of intersection, use space Furthest Neighbor obtains the real-time correction system of point being monitored
Number；
S7: according to the real-time correction coefficient of point being monitored, the side length and height difference after the correction of point being monitored are obtained.
2. baseline self calibration measurement method according to claim 1, which is characterized in that in the step S1, calibrate basic point
Setting method are as follows:
One point method: it is arranged at the center of several points being monitored；
Two point method: it is arranged at the horizontally or vertically both wings center of several points being monitored；
Line-of-sight course: wherein two o'clock is arranged at the horizontal both wings center of several points being monitored, is a little arranged in several points being monitored
Above or below；
Four-point method: the edge up and down in the region for covering several points being monitored is set；
This programme selects four-point method, i.e. four calibration basic points are arranged in the surrounding in several points being monitored.
3. baseline self calibration measurement method according to claim 2, which is characterized in that in the step S2, point being monitored
Group technology are as follows:
Several points being monitored of same type are divided into one group according to engineering geological condition；
The point being monitored in several elevation threshold ranges is divided into one group according to elevation consistent method；
According to the method for duration needed for shortening completion observation period, several points being monitored are divided into one group；
Start to be divided into one group to several points being monitored that respective alignment basic point is observed at the end of.
4. baseline self calibration measurement method according to claim 3, which is characterized in that in the step S3, determine survey station
The orientation values of prime direction, include the following steps:
S3-1: according to the position at existing control point, several backsight points are chosen；
S3-2: according to backsight point, the real standard direction value observed；
S3-3: the difference between real standard direction value and theory orientation value is calculated；
S3-4: weighing method and difference according to side length inverse surely, using least square method, obtains the orientation values of prime direction.
5. baseline self calibration measurement method according to claim 4, which is characterized in that in the step S4, calibrate basic point
Real-time correction coefficient universal calculation equation expression are as follows:
In formula, KiFor the general real-time correction coefficient for calibrating basic point；Xi' it is survey station S to i-th measured value for calibrating basic point；XiFor
The theoretical value of survey station S to i-th calibration basic point.
6. baseline self calibration measurement method according to claim 5, which is characterized in that described to calibrate the general real-time of basic point
Correction factor includes real-time side length correction factor and real-time height difference correction factor；
The calculation formula of real-time side length correction factor are as follows:
In formula, ΔiThe real-time side length correction factor of basic point is calibrated for survey station S to i-th；B'iFor survey station S to i-th calibration basic point
Actual measurement side length value；BiThe theoretical side length value of basic point is calibrated for survey station S to i-th；
The calculation formula of real-time height difference correction factor are as follows:
In formula, δiThe real-time height difference correction factor of basic point is calibrated for survey station S to i-th；h'iFor survey station S to i-th calibration basic point
The high difference of actual measurement；hiThe high difference of theory of basic point is calibrated for survey station S to i-th.
7. baseline self calibration measurement method according to claim 6, which is characterized in that in the step S5, plane point of intersection
Real-time transition correction factor calculation formula are as follows:
In formula, Kd12,Kd24,Kd34,Kd13Respectively calibrate basic point JZ1,JZ2,JZ3,JZ4The water orthogonal with two of line two-by-two
The crosspoint D of plane and vertical guide12,D24,D34,D13Real-time transition correction factor, including plane point of intersection real-time side length correction
The real-time height difference correction factor of coefficient and plane point of intersection；d1、d2、d3、d4、d5、d6、d7、d8Respectively calibrate basic point JZ1,JZ2,
JZ3,JZ4The crosspoint D of the horizontal plane and vertical guide orthogonal with two12,D24,D34,D13Between line；k1、k2、k3、k4Respectively
To calibrate basic point JZ1,JZ2,JZ3,JZ4General real-time correction coefficient, including calibrate basic point real-time side length correction factor and school
The real-time height difference correction factor of quasi- basic point.
8. baseline self calibration measurement method according to claim 7, which is characterized in that in the step S6, point being monitored
Real-time correction coefficient:
In formula, Kpn is the general real-time correction coefficient of point being monitored, real-time side length correction factor including point being monitored and is supervised
The real-time height difference correction factor of measuring point；l1、l2、l3、l4Respectively point being monitored and crosspoint D12,D24,D34,D13Line.
9. baseline self calibration measurement method according to claim 8, which is characterized in that in the step S7, point being monitored
General real-time correction coefficient include the real-time side length correction factor of point being monitored and the real-time height difference correction factor of point being monitored；
The calculation formula of point being monitored side length after correction are as follows:
Bn=B'pn+B Δ pn
In formula, Bn is the side length after the correction of point being monitored；B Δ pn is what point being monitored was acquired according to real-time side length correction factor
Side length corrected value；B'pn is that side length value is surveyed in point being monitored；
The calculation formula of height difference after the point being monitored correction are as follows:
Hn=h'pn+H δ pn
In formula, Hn is the height difference after the correction of point being monitored；H δ pn is what point being monitored was acquired according to real-time height difference correction factor
Height difference corrected value；H'pn is that high difference is surveyed in point being monitored.
10. baseline self calibration measurement method according to claim 9, which is characterized in that the point being monitored side length correction
The calculation formula of value are as follows:
B Δ pn=Δ pn*B'pn
In formula, B Δ pn is point being monitored side length corrected value；Δ pn is the real-time side length correction factor of point being monitored；B'pn is quilt
Survey side length value in monitoring point；
The calculation formula of the point being monitored height difference corrected value are as follows:
H δ pn=δ pn*h'pn
In formula, H δ pn is point being monitored height difference corrected value；δ pn is the real-time height difference correction factor of point being monitored；H'pn is to be supervised
Measuring point surveys high difference.
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