CN109112937B - Fine and rapid measuring method for pavement evenness - Google Patents
Fine and rapid measuring method for pavement evenness Download PDFInfo
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
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Abstract
The invention discloses a method for finely and rapidly measuring pavement evenness, which comprises the following steps: (1) preparing a measuring device: the system comprises a computer, an automatic total station, a first bracket, a second bracket and a target device, wherein the automatic total station is wirelessly connected with the computer; (2) continuously dividing the line surface to be measured into N measuring sections, and then measuring the length of each measuring sectionA closed test route formed by connecting a plurality of measuring subsections end to end in sequence is set in each measuring section; (3) sequentially measuring the road surface evenness of each measuring section in a closed leveling line elevation testing method, and carrying out error analysis on the closed leveling line elevation measuring results of the sections; (4) screening out all three-dimensional coordinates of the midpoint of the prism collected by a computer, and correcting the height coordinates of the three-dimensional coordinates; (5) calculating the relative height difference h between the measured ground at the later moment and the test ground at the previous momenti(ii) a By adopting the method, the aim of judging the road surface evenness can be fulfilled.
Description
Technical Field
The invention belongs to the technical field of engineering measuring instruments, and particularly relates to a measuring method for rapidly measuring pavement evenness based on fine measurement of a measuring robot.
Background
In recent years, with the rapid development of economy in China, the construction of infrastructures, such as highways and airports, which concern people's livelihood is changing day by day. The pavement flatness of these infrastructures is an important index for characterizing the surface of the pavement. The flatness of the road surface directly affects the stability and comfort of the aircraft in taxiing. If the flatness of the airport pavement continues to deteriorate, it can also cause wear on the machine parts, and in severe cases, can even jeopardize flight safety. Due to the particularity of the airport, the flatness corresponding to the take-off and landing wheel mark of the airplane on the pavement of the airport needs to be measured with high precision within a short time of the airport during the air-stopping, which is very difficult and is a big problem at present.
The existing measuring method for the road surface evenness, such as a three-meter ruler method, an accumulative bump instrument, a laser section instrument and the like, cannot accurately and quickly measure the evenness of the road surface, and the detectable road surface wavelength is limited. However, if the actual height of the road surface is measured by a level gauge or a GPS to reflect the flatness of the road surface, although the measurement precision is high, the distance between two adjacent measuring points is long, and the real condition of the road surface cannot be reflected; if the distance between two adjacent measuring points is very close, the measuring speed is very slow, so that the flatness of the airport pavement cannot be measured in a short time during the process of parking.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a road flatness fine rapid measuring method for fine rapid measurement of the road flatness.
The invention is realized by the following technical scheme:
a road flatness refined rapid measurement method comprises the following steps:
step one, preparing a measuring device:
the measuring device comprises a computer, an automatic total station wirelessly connected with the computer, a first bracket, a second bracket and a target device, wherein the first bracket and the second bracket are arranged at left and right intervals and have the same structure, the target device is arranged between the two brackets, the first bracket and the second bracket both comprise a horizontal bottom plate, the bottom of a vertical longitudinal beam arranged along the vertical direction is in threaded connection with the middle part of the horizontal bottom plate, a groove is arranged in the middle of the top surface of the vertical longitudinal beam, a rope threading hole is arranged on the vertical longitudinal beam close to the groove along the horizontal direction, a rope-threading fixing ring is welded on the vertical longitudinal beam above the rope-threading hole, a pulley for changing direction is arranged on the vertical longitudinal beam of the second bracket through a support rod, the rotation axis of the pulley is the same as the height of the axis of the rope threading hole, and an electric motor is installed on the horizontal bottom plate of the second bracket;
the target device comprises a prism rod, the top of the prism rod is connected with a 360-degree prism through threads, the middle of the prism rod is provided with an integrated controller of a laser range finder, the bottom end of the prism rod is provided with the laser range finder connected with the integrated controller through a data line, the integrated controller receives a data reading instruction sent by a computer, the distance from a laser emitting position of the laser range finder to the road surface is collected, the computer synchronously collects three-dimensional coordinate data of a midpoint of the 360-degree prism output by the automatic total station, and the top end of the prism is fixed with a hanging ring;
continuously dividing a to-be-measured straight line surface into N measuring sections according to the maximum measuring range of the automatic total station, setting a closed testing route formed by sequentially connecting a plurality of measuring subsections end to end in each measuring section, wherein the plurality of measuring subsections of each measuring section comprise a linear measuring subsection directly pointing to the end of the measuring section from the starting point of the measuring section;
step three, measuring the road surface evenness of each measuring section in sequence from front to back according to a closed leveling route elevation testing method, and after the road surface evenness of each measuring section is tested, carrying out error analysis on the closed leveling route elevation measuring result of the section; if the elevation measurement error result of the section is within the set error range, the flatness of the road surface of the next measurement section is measured; otherwise, readjusting the automatic total station to re-measure the road surface of the section according to the closed level route elevation test method until the set error requirement is met;
the measuring process of the closed level route height difference testing method for the road surface evenness of each measuring section comprises the following steps:
(1a) before each measuring subsection of each measuring section is measured in sequence, the inner side end point of the horizontal bottom plate of the first support is placed at the measuring starting point of the first measuring subsection, the prism is right above the measuring starting point of the first measuring subsection, the second support is located within the maximum measuring distance of the total station, and the inner side end point of the horizontal bottom plate of the second support is placed at the measuring end point of the first measuring subsection;
(1b) after the two supports are arranged at the set positions according to the step (1a), connecting the measuring device in a manner that:
one end of a first rope is fixed on the rope-threading fixing ring of the first bracket, the other end of the first rope is attached to the bottom wall of the groove of the first bracket, passes through the hanging ring and is attached to the bottom wall of the groove of the second bracket, and finally the other end of the first rope is fixed on the rope-threading fixing ring of the second bracket;
one end of a second rope is fixed on a rotating shaft of the electric motor, and the other end of the second rope sequentially rounds a pulley on the second support, passes through a rope penetrating hole on the second support and is fixed at the threaded connection position of the 360-degree prism and the prism rod along the horizontal direction;
(1c) erecting an automatic total station at any position outside a test road, wherein the automatic total station is connected with a computer through a transmitted wireless signal;
(1d) starting an electric motor, adjusting the frequency of the electric motor, and pulling a rope at a fixed frequency all the time to enable the 360-degree prism to advance at a constant speed along the direction of the first measuring subsection; the automatic tracking total station is used for positioning and tracking a 360-degree prism, the computer acquires three-dimensional coordinates of a prism midpoint output by the automatic tracking total station according to a set data acquisition time interval, and the computer synchronously acquires the distance L from a laser emitting position of the laser range finder to a road surface to be detected at the moment measured by the laser range finder1When the 360-degree prism reaches the measuring end point of the measuring subsection, stopping data acquisition of the electric motor and the laser distance meter, wherein the three-dimensional coordinate of the midpoint of the prism is the coordinate under the coordinate system of the automatic tracking total station;
(1e) placing the first bracket at the starting point of the next measuring subsection according to the step (1a), placing the second bracket at the end point of the next measuring subsection, and repeating the step (1 d);
(1f) repeating the step (1e) to finish the measurement of each measurement subsection of each measurement section;
wherein the step of performing error analysis on the measurement result of each measurement section is as follows:
(2a) according to the formula (1), the relative elevation difference f between the height coordinate of the midpoint of the 360-degree prism corresponding to the later moment and the height coordinate of the midpoint of the 360-degree prism corresponding to the previous moment in the motion process of the 360-degree prism along the closed test route set in each measurement section is obtainedhi
fhi＝Zi-Zi-1(1)
In the formula Zi: measuring a height coordinate value in a three-dimensional coordinate of a midpoint of the prism at the ith moment;
Zi-1: measuring a height coordinate value in the three-dimensional coordinate of the midpoint of the prism at the i-1 th moment;
(2b) accumulating all the relative elevation difference values obtained by calculation in the test section, and then comparing with the error corresponding to the specific engineering elevation measurement requirement;
step four, all three-dimensional coordinates of the midpoint of the prism, collected by a computer in the process of the motion of a straight line connecting line of the prism, which is directly directed to the end point from the starting point along the section in the test process of each measurement section in the step three (1d), are screened, and then all the screened coordinates are corrected for the height coordinates in the three-dimensional coordinates by adopting a closed level line height difference test method to obtain the three-dimensional coordinates of the midpoint of the prism after correction;
step five, calculating the relative height difference h between the measured ground at the later moment and the tested ground at the previous moment according to the formula (2)i，
hi＝(Li-Z′i)-(Li-1-Z′i-1) (2)
Z 'in the formula'i: correcting the height coordinate value in the three-dimensional coordinate of the midpoint of the prism at the ith moment;
Z′i-1: correcting the height coordinate value in the three-dimensional coordinate of the midpoint of the prism at the i-1 th moment;
Li: the distance from the laser emitting position of the laser range finder to the road surface to be measured at the ith moment is corresponded;
Li-1: the distance from the laser emitting position of the laser range finder to the road surface to be detected at the i-1 th moment is corresponded;
step six, according to the calculated height difference hiAnd judging the flatness of the road surface.
The invention has the beneficial effects that:
1. the prism is in a plumb state under the action of self gravity, the traditional mode of adjusting the prism by a manual vertical rod is not needed, the labor intensity of personnel can be reduced, and the measuring speed can be increased;
2. by adjusting the frequency of the electric motor, the prism can move forward at different speeds at a constant speed, and the influence of acceleration on measurement accuracy when the prism moves forward is reduced;
3. the frequency of the electric motor, the time for acquiring data by computer software and the like can be adjusted, so that the accurate measurement of the elevation of the point where the fixed advancing time or distance is located on the long road surface can be realized quickly, and the undulation condition and the flatness evaluation of the road surface to be measured can be obtained with high accuracy;
4. the wavelength range of the detected road surface is not limited.
5. Has the advantages of simple structure, convenient use and high measurement precision.
6. Whether the measurement process meets the precision requirement or not can be found in time, errors are reduced, and finally the accumulated errors of the pavement evenness measurement with longer lines are reduced.
Drawings
FIG. 1 is a schematic diagram of a support structure adopted by the road flatness refined rapid measurement method of the present invention;
FIG. 2 is a schematic structural diagram of a target device adopted in the road flatness fine rapid measurement method of the present invention;
FIG. 3 is a schematic structural diagram of a device adopted in the method for fine and rapid measurement of road flatness of the present invention;
FIG. 4 is a schematic diagram of a road surface to be measured divided into two sections according to the embodiment;
FIG. 5 is a schematic diagram of a closed test route and a test sequence of a first section of a road surface to be tested according to the embodiment;
FIG. 6 is an installation diagram of a measuring device for fine and rapid measurement of road flatness according to the present invention;
FIG. 7 is a schematic diagram of a closed test route and a test sequence of a second section of road surface to be tested according to the embodiment.
Detailed Description
The following detailed description of embodiments of the invention refers to the accompanying drawings.
The invention discloses a road flatness refined rapid measuring method, which comprises the following steps:
step one, preparing a measuring device:
the measuring device comprises a computer, an automatic total station wirelessly connected with the computer, a first bracket 1, a second bracket 2 (shown in figure 1) and a target device (shown in figure 2), wherein the first bracket 1 and the second bracket 2 are arranged at left and right intervals and have the same structure, the first bracket 1 and the second bracket 2 respectively comprise a horizontal bottom plate 9, the bottom of a vertical longitudinal beam 10 arranged along the vertical direction is in threaded connection with the middle part of the horizontal bottom plate 9, a groove 12 is formed in the middle of the top surface of the vertical longitudinal beam 10, a rope through hole 13 is formed in the vertical longitudinal beam 10 close to the groove 12 along the horizontal direction, and the rope through hole is usually arranged at a position which is about 5cm away from the groove. A rope-threading fixing ring 14 is welded on the vertical longitudinal beam 10 above the rope-threading hole, a pulley 15 for changing direction is installed on the vertical longitudinal beam 10 of the second bracket 2 through a support rod, the rotation axis of the pulley 15 is the same as the axial height of the rope-threading hole 13, and an electric motor 5 is installed on the horizontal bottom plate of the second bracket.
Preferably a diagonal bracing structure 11 is secured at both ends to the vertical stringers 10 and the horizontal floor 9 respectively.
Target device include prism pole 4 top have 360 prisms 3 through threaded connection 4 mid-mounting of prism pole have integrated control ware 6 of laser range finder 7 to install the laser range finder 7 that links to each other through the data line with integrated control ware in the bottom. The integrated controller 6 receives a data reading instruction sent by the computer (signal transmission can be carried out through Bluetooth), the distance from a laser emitting position of the laser range finder 7 to the road surface is collected, and the computer synchronously collects three-dimensional coordinate data of the middle point of the 360-degree prism 3 output by the automatic total station. A hanging ring 16 is fixed at the top end of the prism 3. The structural schematic diagram of the whole device is shown in fig. 3.
Continuously dividing a to-be-measured straight line surface into N measuring sections according to the maximum measuring range of the automatic total station, setting a closed testing route formed by sequentially connecting a plurality of measuring subsections end to end in each measuring section, wherein the plurality of measuring subsections of each measuring section comprise a linear measuring subsection directly pointing to the end of the measuring section from the starting point of the measuring section;
and step three, sequentially measuring the road surface evenness of each measuring section according to a closed leveling route elevation testing method (the setting method of the closed testing route and the closed leveling route elevation testing method are the existing methods, namely the closed leveling route elevation measuring method in civil engineering survey published by university of southeast of 2016, 6) and after the road surface evenness of each measuring section is tested, carrying out error analysis on the closed leveling route elevation measuring result of the section (namely the error analysis of the closed leveling route elevation measurement in civil engineering survey). If the elevation measurement error result of the section is within the set error range, the flatness of the road surface of the next measurement section is measured; and if not, readjusting the automatic total station to measure the road surface of the section again according to the closed level route elevation test method until the set error requirement is met. The selection of the set error range can be determined according to specific engineering requirements.
The measuring process of the closed level route height difference testing method for the road surface evenness of each measuring section comprises the following steps:
(1a) before each measuring subsection of each measuring section is measured in sequence, the inner side end point of the horizontal bottom plate 9 of the first support 1 is placed at the measuring starting point of the first measuring subsection, the prism is right above the measuring starting point of the first measuring subsection, the second support 2 is located within the maximum measuring distance of the total station, and the inner side end point of the horizontal bottom plate 9 of the second support 2 is placed at the measuring end point of the first measuring subsection;
(1b) after the two supports are arranged at the set positions according to the step (1a), connecting the measuring device in a manner that:
one end of a first rope 8 is fixed on a rope-threading fixing ring 14 of the first support, the other end of the first rope 8 is attached to the bottom wall of the groove of the first support, penetrates through a hanging ring 16 and is attached to the bottom wall of the groove of the second support, and finally the other end of the first rope 8 is fixed on the rope-threading fixing ring 14 of the second support.
One end of a second rope 8 is fixed on a rotating shaft of the electric motor 5, and the other end of the second rope sequentially rounds a pulley 15 on the second bracket and passes through a rope through hole 13 on the second bracket to be fixed at the threaded connection part of the 360-degree prism 3 and the prism rod 4 along the horizontal direction.
(1c) And erecting the automatic total station at any position outside the test road, wherein the automatic total station is connected with a computer through the transmitted wireless signal. The operation steps of the automatic total station are carried out according to the instructions attached to the purchase total station;
(1d) turning on the electric motor and adjusting the frequency of the electric motor by 5Pulling the rope at a fixed frequency all the time to enable the 360-degree prism 3 to advance at a constant speed along the direction of the first measuring subsection; the automatic tracking total station is used for positioning and tracking a 360-degree prism, and the computer acquires three-dimensional coordinates (X) of a prism midpoint output by the automatic tracking total station according to a set data acquisition time intervaln,Yn,Zn) And the computer synchronously acquires the distance L from the laser emitting position of the laser range finder to the road surface to be measured at the moment measured by the laser range finder 71When the 360-degree prism reaches the measuring end point of the measuring subsection, stopping data acquisition of the electric motor and the laser distance meter, wherein the three-dimensional coordinate of the midpoint of the prism is the coordinate under the coordinate system of the automatic tracking total station;
for convenience of calculation, the setting method of the total station coordinate system may be as follows: setting the position of the mounting point of the automatic total station as the origin of coordinates O1(0, 0, 0) taking the erection point as a starting point, and the erection point and the starting point A of the road surface to be measured11Is in the X-axis direction, O1Point of direction A11Is in the X-axis forward direction, with O1A11The vertical direction is the Y-axis direction, then the Y-axis is positive with O1As an axial center edge O1A11The positive direction rotates anticlockwise by 90 degrees; of course, other setting methods of the total station coordinate system may be adopted according to needs.
(1e) Placing the first bracket at the starting point of the next measuring subsection according to the step (1a), placing the second bracket 2 at the end point of the next measuring subsection, and repeating the step (1 d);
(1f) and (4) repeating the step (1e) to finish the measurement of each measurement subsection of each measurement section.
The steps of performing error analysis on the measurement result of each measurement section are as follows:
(2a) according to the formula (1), the relative elevation difference f between the height coordinate of the midpoint of the 360-degree prism corresponding to the later moment and the height coordinate of the midpoint of the 360-degree prism corresponding to the previous moment in the motion process of the 360-degree prism along the closed test route set in each measurement section is obtainedhi
fhi＝Zi-Zi-1(1)
In the formula Zi: time iMeasuring a height coordinate value in a three-dimensional coordinate of a midpoint of the prism;
Zi-1: and measuring the height coordinate value in the three-dimensional coordinate of the middle point of the prism at the (i-1) th moment.
(2b) And accumulating all the relative elevation difference values obtained by calculation in the test section, and then comparing with the error corresponding to the specific engineering elevation measurement requirement.
Step four, in the test process of each measurement section in the step three (1d), all three-dimensional coordinates of the midpoint of the prism, which are collected by a computer in the motion process of a straight line connecting line of the prism, which is directly directed to the end point from the starting point, along the section are screened, and then all the screened coordinates are corrected by adopting a closed level line height difference test method to correct the height coordinates in the three-dimensional coordinates, so that the three-dimensional coordinates (X) of the midpoint of the prism after correction are obtainedn,Yn,Z′n) (the correction method may be a method of "error analysis of elevation measurement of closed leveling route" published by civil engineering survey, university of southeast 6 months in 2016).
Step five, calculating the relative height difference h between the measured ground at the later moment and the tested ground at the previous moment according to the formula (2)i，
hi＝(L+Li-Z′i)-(L+Li-1-Z′i-1) (2)
From the above formula (2), the following formula (3) can be obtained:
hi＝(Li-Z′i)-(Li-1-Z′i-1) (3)
z 'in the formula'i: correcting the height coordinate value in the three-dimensional coordinate of the midpoint of the prism at the ith moment;
Z′i-1: correcting the height coordinate value in the three-dimensional coordinate of the midpoint of the prism at the i-1 th moment;
l: the distance from the center of the 360-degree prism to the bottom surface of the laser range finder;
Li: the distance from the laser emitting position of the laser range finder to the road surface to be measured at the ith moment is corresponded;
Li-1: the distance from the laser emitting position of the laser range finder to the road surface to be measured at the i-1 th moment；
Step six, according to the calculated height difference hiAnd judging the flatness of the road surface, wherein the judging method can be as follows: suppose the first measurement point A11Is located at a height of zero formula surface A11The height of the measuring point is 0, according to the measuring point A immediately after the measuring point12And A11Distance difference h of measuring pointiCan draw A12Measured point relative to A11And similarly, the positions of the measuring points draw the fluctuation of the road surface from the positions of other measuring points of the testing road section. In addition, the IRI can be calculated according to the international flatness test and evaluation standard.
Examples
As shown in FIG. 4, the total length of the section to be measured is 350m, the maximum measuring range of the selected automatic total station is not more than 200m, and the section to be measured is divided into two sections A11-B11、A21-B21And (6) measuring. First section road surface A to be measured11-B11The measuring length is 200m, and the second section of road surface A to be measured21-B21The measurement length was 150 m. Line A for final measurement of road surface of section to be measured11-B11、A21-B21And (4) showing.
Developing the divided first section pavement A to be tested11-B11The measurement of (2) first sets a closed test route and test sequence (as shown in fig. 5). A. the11-B11Is divided into three measurement subsections A11-B11、B11-T114、T114-A11. Then to the line A11-B11、B11-T114And T114-A11The measurements were carried out in turn in the same manner.
To measure the subsection A11-B11For example, the following steps are carried out:
the method comprises the following steps: preparing a measuring device according to the first step of the specific implementation mode, and measuring the subsection A according to the closed test route11-B11During the test, the inner end of the horizontal base plate 9 of the first support 1 is placed on the measuring subsection A as shown in FIG. 611-B11Is measured from the starting point A11The prism is arranged right above the starting point of the road surface, and the end point of the inner side of the horizontal bottom plate 9 of the second bracket 2 is arranged at the subsection A11-B11Measurement endpoint B of11The above step (1);
step two: after setting up the support in the settlement position, connect measuring device, the connected mode is: one end of a first rope 8 is fixed on a rope-threading fixing ring 14 of the first support, the other end of the first rope 8 is attached to the bottom wall of the groove of the first support, penetrates through a hanging ring 16 and is attached to the bottom wall of the groove of the second support, and finally the other end of the first rope is fixed on the rope-threading fixing ring 14 of the second support.
One end of a second rope 8 is fixed on a rotating shaft of the electric motor 5, and the other end of the second rope sequentially rounds a pulley 15 on the second bracket and passes through a rope through hole 13 on the second bracket to be fixed at the threaded connection part of the 360-degree prism 3 and the prism rod 4 along the horizontal direction.
Step three: as shown in fig. 5, the automatic total station is erected at any position O outside the test road1The wireless signal emitted by the automatic total station is connected with a computer, and the initial position of the prism is aligned to the starting point A of the road surface to be measured11a. Meanwhile, the integrated controller 6 is connected with the computer and the laser range finder 7 respectively. For convenience of calculation, the setting method of the total station coordinate system may be as follows: setting the position of the mounting point of the automatic total station as the origin of coordinates O1(0, 0, 0) crossing the erection point O from the erection point1And the straight line parallel to the road surface to be measured is in the X-axis direction and uses the vector
Is the X-axis positive direction, and the direction perpendicular to the X-axis is the Y-axis direction, then the Y-axis positive direction is represented by O1The axis is rotated by 90 degrees along the positive direction of the X axis;
step four: starting the electric motor, adjusting the frequency of the electric motor 5 and pulling the rope at a fixed frequency all the time to make the 360 DEG prism 3 along the measuring subsection A11-B11The direction advances at a constant speed; the automatic tracking total station is used for positioning and tracking a 360-degree prism, and the computer acquires the output of the automatic tracking total station according to the set data acquisition time intervalTracking three-dimensional coordinate (X) of prism midpoint under total station coordinate systemn,Yn,Zn) And the computer synchronously acquires the distance L from the laser emitting position of the laser range finder to the road surface to be measured at the moment measured by the laser range finder 71When the 360 DEG prism reaches the measuring end point B11And stopping data acquisition of the electric motor and the laser range finder.
Measuring subsection A of a closed test route11-B11After the measurement, the subsection A is measured according to the above11-B11For sub-segment B in turn11-T114、T114-A11The measurement is performed. The steps are only needed to move the first support and the second support 2 to enable the first support to be respectively positioned at the measuring subsection B11-T114、T114-A11Starting point, while the second support is located in each measuring subsection B11-T114、T114-A11The end point is just needed. In pair closed test line A11-B11、B11-T114、T114-A11In the process, the position of the automatic total station does not need to be moved.
Complete the closed test line A11-B11、B11-T114、T114-A11Then, the three-dimensional coordinate values of the points on the test line are extracted as shown in table 1.
TABLE 1
Calculating a relative elevation difference value f between the height coordinate of the midpoint of the 360-degree prism corresponding to the next moment and the height coordinate of the midpoint of the 360-degree prism corresponding to the previous moment in the motion process of the 360-degree prism along the closed test route set in each measurement section according to a formula 1hi：
fhi＝Zi-Zi-1(1)
In the formula Zi: measuring a height coordinate value in a three-dimensional coordinate of a midpoint of the prism at the ith moment;
Zi-1: time i-1A height coordinate value in the three-dimensional coordinates of the prism midpoint.
The relative elevation difference f in each measurement section is measuredhiAre added to obtain fhAccumulated values f as in Table 1h1mm, and comparing with elevation measurement error required by specific engineering (the measurement error is required by referring to the requirement of "closed level route elevation measurement method" in civil engineering survey published by southeast university of 6 months, 2016, with the required value calculated as fh capacity25.9mm), obviously the measurement of the closed route meets the precision requirement, and at the moment, the pavement A to be measured is finished11-B11The measurement of (2).
As shown in fig. 7, the position O of the mounting point of the automatic total station is moved2So that it can measure the road surface A to be measured21-B21And (5) the coordinate position of each measuring point on the line is planned. According to the measurement of the road surface A to be measured11-B11In the same way, for the second section of road surface A to be measured21-B21The measurement is completed according to the planned route, and the data of each measuring point is shown in the table 2.
TABLE 2
Step five, in the road section A to be measured11-B11、A21-B21On the premise of meeting the precision requirement, in the process of testing the two measuring sections, the prism moves along a straight line connecting line of each measuring section from the starting point to the end point (namely from A)11Direct direction to B11From A to A21Direct direction to B21Linear motion) of the prism, and then correcting the height coordinates of the prism midpoint which is screened out. Since the correction number calculated by referring to the method of "calculation of result of elevation measurement of closed level route" in civil engineering survey published by university of southeast 6 th 2016 is extremely small (much smaller than the number in millimeters), it is possible to eliminate the need to correct the height coordinates of the respective measuring points on the closed route this time.
Step six, calculating the relative elevation difference h between the measured ground at the later moment and the tested ground at the previous moment according to the following formulai，
hi＝(Li-Z′i)-(Li-1-Z′i-1) (3)
Z 'in the formula'i: correcting the height coordinate value in the three-dimensional coordinate of the midpoint of the prism at the ith moment;
Z′i-1: correcting the height coordinate value in the three-dimensional coordinate of the midpoint of the prism at the i-1 th moment;
Li: the distance from the laser emitting position of the laser range finder to the road surface to be measured at the ith moment is corresponded;
Li-1: the distance from the laser emitting position of the laser range finder to the road surface to be detected at the i-1 th moment is corresponded;
the specific values obtained by calculation are shown in tables 1 and 2. According to the height difference h of the front and the rear timeiThe undulation condition of the road surface can be drawn to reflect the flatness condition of the road surface to be measured. For example, assume A11The height of the measuring point is a zero formula surface A11The height of the measuring point is 0, based on the T immediately following it102Measuring point and A11Distance difference h of measuring pointiWhen the value is-0.001 m, T can be drawn102Measuring point is at A11And (5) drawing the undulation condition of the road surface from the positions of other measuring points of the measuring section at the position of 0.001m below the measuring point.
Claims (2)
1. A road flatness refined rapid measurement method is characterized by comprising the following steps:
step one, preparing a measuring device:
the measuring device comprises a computer, an automatic total station wirelessly connected with the computer, a first bracket, a second bracket and a target device, wherein the first bracket and the second bracket are arranged at left and right intervals and have the same structure, the target device is arranged between the two brackets, the first bracket and the second bracket both comprise a horizontal bottom plate, the bottom of a vertical longitudinal beam arranged along the vertical direction is in threaded connection with the middle part of the horizontal bottom plate, a groove is arranged in the middle of the top surface of the vertical longitudinal beam, a rope threading hole is arranged on the vertical longitudinal beam close to the groove along the horizontal direction, a rope-threading fixing ring is welded on the vertical longitudinal beam above the rope-threading hole, a pulley for changing direction is arranged on the vertical longitudinal beam of the second bracket through a support rod, the rotation axis of the pulley is the same as the height of the axis of the rope threading hole, and an electric motor is installed on the horizontal bottom plate of the second bracket;
the target device comprises a prism rod, the top of the prism rod is connected with a 360-degree prism through threads, the middle of the prism rod is provided with an integrated controller of a laser range finder, the bottom end of the prism rod is provided with the laser range finder connected with the integrated controller through a data line, the integrated controller receives a data reading instruction sent by a computer, the distance from a laser emitting position of the laser range finder to the road surface is collected, the computer synchronously collects three-dimensional coordinate data of a midpoint of the 360-degree prism output by the automatic total station, and the top end of the prism is fixed with a hanging ring;
continuously dividing a to-be-measured straight line surface into N measuring sections according to the maximum measuring range of the automatic total station, setting a closed testing route formed by sequentially connecting a plurality of measuring subsections end to end in each measuring section, wherein the plurality of measuring subsections of each measuring section comprise a linear measuring subsection directly pointing to the end of the measuring section from the starting point of the measuring section;
step three, measuring the road surface evenness of each measuring section in sequence from front to back according to a closed leveling route elevation testing method, and after the road surface evenness of each measuring section is tested, carrying out error analysis on the closed leveling route elevation measuring result of the section; if the elevation measurement error result of the section is within the set error range, the flatness of the road surface of the next measurement section is measured; otherwise, readjusting the automatic total station to re-measure the road surface of the section according to the closed level route elevation test method until the set error requirement is met;
the measuring process of the closed level route height difference testing method for the road surface evenness of each measuring section comprises the following steps:
(1a) before each measuring subsection of each measuring section is measured in sequence, the inner side end point of the horizontal bottom plate of the first support is placed at the measuring starting point of the first measuring subsection, the prism is right above the measuring starting point of the first measuring subsection, the second support is located within the maximum measuring distance of the total station, and the inner side end point of the horizontal bottom plate of the second support is placed at the measuring end point of the first measuring subsection;
(1b) after the two supports are arranged at the set positions according to the step (1a), connecting the measuring device in a manner that:
one end of a first rope is fixed on the rope-threading fixing ring of the first bracket, the other end of the first rope is attached to the bottom wall of the groove of the first bracket, passes through the hanging ring and is attached to the bottom wall of the groove of the second bracket, and finally the other end of the first rope is fixed on the rope-threading fixing ring of the second bracket;
one end of a second rope is fixed on a rotating shaft of the electric motor, and the other end of the second rope sequentially rounds a pulley on the second support, passes through a rope penetrating hole on the second support and is fixed at the threaded connection position of the 360-degree prism and the prism rod along the horizontal direction;
(1c) erecting an automatic total station at any position outside a test road, wherein the automatic total station is connected with a computer through a transmitted wireless signal;
(1d) starting an electric motor, adjusting the frequency of the electric motor, and pulling a rope at a fixed frequency all the time to enable the 360-degree prism to advance at a constant speed along the direction of the first measuring subsection; the automatic tracking total station is used for positioning and tracking a 360-degree prism, the computer acquires three-dimensional coordinates of a prism midpoint output by the automatic tracking total station according to a set data acquisition time interval, and the computer synchronously acquires the distance L from a laser emitting position of the laser range finder to a road surface to be detected at the moment measured by the laser range finder1When the 360-degree prism reaches the measuring end point of the measuring subsection, stopping data acquisition of the electric motor and the laser distance meter, wherein the three-dimensional coordinate of the midpoint of the prism is the coordinate under the coordinate system of the automatic tracking total station;
(1e) placing the first bracket at the starting point of the next measuring subsection according to the step (1a), placing the second bracket at the end point of the next measuring subsection, and repeating the step (1 d);
(1f) repeating the step (1e) to finish the measurement of each measurement subsection of each measurement section;
wherein the step of performing error analysis on the measurement result of each measurement section is as follows:
(2a) according to the formula (1), the relative elevation difference f between the height coordinate of the midpoint of the 360-degree prism corresponding to the later moment and the height coordinate of the midpoint of the 360-degree prism corresponding to the previous moment in the motion process of the 360-degree prism along the closed test route set in each measurement section is obtainedhi
fhi＝Zi-Zi-1(1)
In the formula Zi: measuring a height coordinate value in a three-dimensional coordinate of a midpoint of the prism at the ith moment;
Zi-1: measuring a height coordinate value in the three-dimensional coordinate of the midpoint of the prism at the i-1 th moment;
(2b) accumulating all the relative elevation difference values obtained by calculation in the test section, and then comparing with the error corresponding to the specific engineering elevation measurement requirement;
step four, all three-dimensional coordinates of the midpoint of the prism, collected by a computer in the process of the motion of a straight line connecting line of the prism, which is directly directed to the end point from the starting point along the section in the test process of each measurement section in the step three (1d), are screened, and then all the screened coordinates are corrected for the height coordinates in the three-dimensional coordinates by adopting a closed level line height difference test method to obtain the three-dimensional coordinates of the midpoint of the prism after correction;
step five, calculating the relative height difference h between the measured ground at the later moment and the tested ground at the previous moment according to the formula (2)i，
hi＝(Li-Z′i)-(Li-1-Z′i-1) (2)
Z 'in the formula'i: correcting the height coordinate value in the three-dimensional coordinate of the midpoint of the prism at the ith moment;
Z′i-1: correcting the height coordinate value in the three-dimensional coordinate of the midpoint of the prism at the i-1 th moment;
Li: laser ranging corresponding to ith timeThe distance from the laser emission position of the instrument to the road surface to be measured;
Li-1: the distance from the laser emitting position of the laser range finder to the road surface to be detected at the i-1 th moment is corresponded;
step six, according to the calculated height difference hiAnd judging the flatness of the road surface.
2. The road flatness fine rapid measurement method according to claim 1, characterized in that: two ends of an inclined strut structure are respectively fixed on the vertical longitudinal beam and the horizontal bottom plate.
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