CN105806310A - Method for monitoring earth surface three-dimensional displacement of slope around tunnel entrance by using laser distance measurement instrument - Google Patents

Abstract

The invention relates to a method for monitoring earth surface three-dimensional displacement of a slope around a tunnel entrance by using a laser distance measurement instrument. The method comprises the following steps: (1) selecting four points A, B, C and D which are not located in the same plane out of a slope displacement influence scope for embedding datum points; (2) measuring to obtain three-dimensional coordinates of the datum points A, B, C and D; (3) embedding a monitoring point P, mounting and fixing a reflection sheet at the monitoring point P, and adjusting the angle of the reflection sheet to be vertical to a laser beam of a handheld laser distance measurement instrument; (4) measuring distances from the datum points A, B, C and D to the monitoring point P before excavation deformation, and calculating to obtain an initial three-dimensional coordinate of the monitoring point P; (5) measuring the distances from the datum points A, B, C and D to the monitoring point P after excavation deformation, and calculating to obtain a three-dimensional coordinate of the monitoring point P at each monitoring date; and (6) calculating to obtain earth surface three-dimensional displacement of the monitoring point P at each monitoring date. The method is simple and convenient to operate; the measurement accuracy can be met; the instrument is low in cost.

Description

The method monitoring upward slope at exit of tunnel earth's surface three-D displacement with laser range finder

Technical field

The present invention relates to the monitoring method of a kind of upward slope at exit of tunnel earth's surface three-D displacement, be specifically related to a kind of measuring method being suitable for monitoring upward slope at exit of tunnel earth's surface three-D displacement with hand-held laser rangefinder.

Background technology

The stability of side slope is the key problem paid close attention in slope construction operation, and unstable side slope is likely to be formed the serious natural disasters such as landslide, avalanche, and the safety of life and property of the people is constituted a serious threat.Earth's surface three-D displacement is the primary evaluation index of stability of slope, and therefore, earth surface of side slope three-D displacement is the project must monitored in slope construction process.Existing earth surface of side slope three-D displacement monitoring technology has GPS method, a total station instrument coordinate measurement method, and that theodolite intersection measures horizontal displacement of slope and level gauge measures vertical displacement.But, GPS precision is relatively low, and the precision of total station instrument coordinate measurement method is not high yet, and it is measured, and process is loaded down with trivial details, it is high to measure cost, and the professional skill of monitoring personnel requires height, and high-precision total powerstation and GPS price high.Theodolite intersection is measured horizontal displacement of slope and is required that monitoring point and datum mark are in same level, and this is difficult in actual measurement work；Level gauge measurement side slope vertical displacement needs repeatedly to turn station rack and sets instrument, and actual measurement working strength is high and cumulative errors are bigger.

In addition, also have Digital Close-range Photogrammetry technology, three-dimensional laser scanning technique, remote sensing and telemetry equilateral slope surface displacement monitoring method, but precision is all relatively low, it is used for the early warning and monitoring of large area long-term slope stability, is rarely used in the earth's surface three-D displacement monitoring of upward slope at exit of tunnel.

Therefore, inquire into the monitoring method seeking a kind of simple and convenient upward slope at exit of tunnel earth's surface three-D displacement and there is extremely actual meaning.The present invention thus produces.

Summary of the invention

For the above-mentioned technical problem of prior art, the method that it is an object of the invention to provide a kind of laser range finder monitoring upward slope at exit of tunnel earth's surface three-D displacement, the method is simple to operation, can meet certainty of measurement, and instrument cost is low.

For reaching above-mentioned purpose, the present invention is achieved by the following technical solutions:

The method monitoring upward slope at exit of tunnel earth's surface three-D displacement with laser range finder, comprises the following steps:

(1) monitoring scheme according to earth surface of side slope displacement, select outside slope displacement coverage four not A, B, C, D point place in the same plane bury datum mark underground, respectively datum mark A, datum mark B, datum mark C and datum mark D, precision level and transit survey is used to obtain the three-dimensional coordinate of datum mark A, datum mark B, datum mark C and datum mark D, or use the high-precision total powerstation repeatedly survey time after revising, to obtain the three-dimensional coordinate of datum mark A, datum mark B, datum mark C and datum mark D, respectively datum mark A (x_A,y_A,z_A), datum mark B (x_B,y_B,z_B), datum mark C (x_C,y_C,z_C) and datum mark D (x_D,y_D,z_D)；

(2) monitoring scheme according to upward slope at exit of tunnel surface displacement, solid and reliable monitoring point P is buried underground in selected position, and fixing reflecting piece is installed at P place, monitoring point, adjust the angle of reflecting piece, make reflecting piece vertical with the laser beam of hand-held laser rangefinder；

(3) before upward slope at exit of tunnel excavation deformation, with hand-held laser rangefinder respectively datum mark A, distance between datum mark B, datum mark C and datum mark D to monitoring point P, respectively S_PA,0、S_PB,0、S_PC,0And S_PD,0, calculate the initial three-dimensional coordinate P (x obtaining monitoring point P_P,0,y_P,0,z_P,0)；

(4) after upward slope at exit of tunnel excavation deformation, according to monitoring frequency, regularly with hand-held laser rangefinder datum mark A respectively, distance S between datum mark B, datum mark C and datum mark D to monitoring point P_PA,i、S_PB,i、S_PC,i、S_PD,i, wherein i=1,2,3, L, n, calculate and obtain the monitoring point P three-dimensional coordinate P (x that each time is monitored the date after upward slope at exit of tunnel deforms_P,i,y_P,i,z_P,i)；

(5) the initial three-dimensional coordinate P (x of monitoring point P obtained according to above-mentioned measurement_P,0,y_P,0,z_P,0) and upward slope at exit of tunnel excavation deformation after three-dimensional coordinate P (x_P,i,y_P,i,z_P,i), calculate and obtain described monitoring point P three-D displacement (the Δ x in earth's surface each monitoring date_P,i,Δy_P,i,Δz_P,i)。

The initial three-dimensional coordinate P (x of monitoring point P in described step (3)_{P, 0},y_{P, 0},z_{P, 0}) computing formula be:

$\left\{\begin{array}{cc}{(x_{P,0}-x_A)}^2+{(y_{P,0}-y_A)}^2+{(z_{P,0}-z_A)}^2=S_{PA,0}^2& \left(a\right)\\ {(x_{P,0}-x_B)}^2+{(y_{P,0}-y_B)}^2+{(z_{P,0}-z_B)}^2=S_{PB,0}^2& \left(b\right)\\ {(x_{P,0}-x_C)}^2+{(y_{P,0}-y_C)}^2+{(z_{P,0}-z_C)}^2=S_{PC,0}^2& \left(c\right)\\ {(x_{P,0}-x_D)}^2+{(y_{P,0}-y_D)}^2+{(z_{P,0}-z_D)}^2=S_{PD,0}^2& \left(d\right)\end{array}\right.$

P three-dimensional coordinate P (x on each monitoring date after upward slope at exit of tunnel deforms in monitoring point in step (4)_P,i,y_P,i,z_P,i) computing formula is:

$\left\{\begin{array}{cc}{(x_{P,i}-x_A)}^2+{(y_{P,i}-y_A)}^2+{(z_{P,i}-z_A)}^2=S_{PA,i}^2& \left(a\right)\\ {(x_{P,i}-x_B)}^2+{(y_{P,i}-y_B)}^2+{(z_{P,i}-z_B)}^2=S_{PB,i}^2& \left(b\right)\\ {(x_{P,i}-x_C)}^2+{(y_{P,i}-y_C)}^2+{(z_{P,i}-z_C)}^2=S_{PC,i}^2& \left(c\right)\\ {(x_{P,i}-x_D)}^2+{(y_{P,i}-y_D)}^2+{(z_{P,i}-z_D)}^2=S_{PD,i}^2& \left(d\right)\end{array}\right.$

In described step (5), monitoring point P is at earth's surface three-D displacement (the Δ x on each monitoring date_P,i,Δy_P,i,Δz_P,i) computing formula is:

$\left\{\begin{array}{c}{\mathrm{\Δx}}_{P,i}=x_{P,o}-x_{P,i}\\ {\mathrm{\Δy}}_{P,i}=y_{P,o}-y_{P,i}\\ {\mathrm{\Δz}}_{P,i}=z_{P,o}-z_{P,i}\end{array}\right.$

Wherein, Δ x_P,iFor timing, the P displacement in x direction in monitoring point deviates from the face high up in the air of side slope, i.e. x-axis negative direction, Δ x_P,iFor time negative, the P displacement in x direction in monitoring point is along the face high up in the air of side slope, i.e. x-axis positive direction；Δy_P,iFor timing, the P displacement in y direction in monitoring point is along the positive direction of y-axis, Δ y_P,iFor time negative, the P displacement in y direction in monitoring point is along the negative direction of y-axis；Δz_P,iFor timing, the P displacement in z direction in monitoring point straight down, namely settles, Δ z_P,iFor time negative, the P displacement in z direction in monitoring point straight up, is namely swelled.

The method of present invention laser range finder monitoring upward slope at exit of tunnel earth's surface three-D displacement compared with prior art has the advantages that

Can be random outside upward slope at exit of tunnel deformation effect scope choose four not in the same plane in fixed datum, it is to avoid the installation error of centralization of total powerstation, it is possible to use operate simpler hand-held laser rangefinder and be monitored.Calculated the surface displacement obtaining upward slope at exit of tunnel by the distance of monitoring point P and four datum mark A, B, C, D, improve monitoring accuracy.

The present invention is suitable for the ground displacement of upward slope at exit of tunnel, should not be used in the surface deformation monitoring of large area high gradient slope.

The certainty of measurement of upward slope at exit of tunnel earth's surface three-dimensional displacement monitoring method involved in the present invention is high, only needs a hand-held laser rangefinder and common reflecting piece, and cost is low, simple and easy to do；Monitoring personnel specialty skill set requirements is low, only need a people can complete monitoring conveniently and efficiently, save personnel cost, improve monitoring efficiency, there is good practical value.Meanwhile, monitoring personnel monitoring time away from upward slope at exit of tunnel, it is ensured that monitoring personnel safety.

Accompanying drawing explanation

Fig. 1 is upward slope at exit of tunnel earth's surface three-D displacement measuring principle figure；

Fig. 2 is upward slope at exit of tunnel earth's surface of the present invention three-D displacement survey calculation method schematic diagram；

Wherein, 1 be datum mark A, 2 be datum mark B, 3 be datum mark C, 4 be datum mark D, 5 be upward slope at exit of tunnel, 6 be monitoring point P, 7 be deformation after monitoring point P '.

Detailed description of the invention

Below in conjunction with specific embodiment, the present invention is further illustrated, but protection scope of the present invention is not limited to this.

As shown in Figure 1, monitoring scheme according to upward slope at exit of tunnel surface displacement, select outside upward slope at exit of tunnel 5 Influence of Displacement scope four not A, B, C, D point place in the same plane bury datum mark underground, respectively datum mark A1, datum mark B2, datum mark C3 and datum mark D4.Use high-precision total powerstation, measure the three-dimensional coordinate A (x obtaining datum mark_A,y_A,z_A)、B(x_B,y_B,z_B)、C(x_C,y_C,z_C) and D (x_D,y_D,z_D)。

Monitoring scheme according to upward slope at exit of tunnel surface displacement, upward slope at exit of tunnel 5 arranges surface displacement monitoring point every 5-20 rice, solid and reliable monitoring point P6 is buried underground in selected position, and fixing reflecting piece is installed at P6 place, monitoring point, adjust the angle of reflecting piece, make reflecting piece vertical with the laser beam of hand-held laser rangefinder as far as possible.

Before upward slope at exit of tunnel excavation deformation, selection has the quick accurate detachable hand-held laser rangefinder to neutralizing fine setting alignment device, and (general precision is better than ± 1mm, install during monitoring, dismantle after having monitored), measure the distance S obtaining between datum mark A1, datum mark B2, datum mark C3 and datum mark D4 to monitoring point P6 respectively_PA,0、S_PB,0、S_PC,0、S_PD,0, as in figure 2 it is shown, calculate the initial three-dimensional coordinate P (x obtaining monitoring point P6_P,0,y_P,0,z_P,0), computing formula is:

$\left\{\begin{array}{cc}{(x_{P,0}-x_A)}^2+{(y_{P,0}-y_A)}^2+{(z_{P,0}-z_A)}^2=S_{PA,0}^2& \left(a\right)\\ {(x_{P,0}-x_B)}^2+{(y_{P,0}-y_B)}^2+{(z_{P,0}-z_B)}^2=S_{PB,0}^2& \left(b\right)\\ {(x_{P,0}-x_C)}^2+{(y_{P,0}-y_C)}^2+{(z_{P,0}-z_C)}^2=S_{PC,0}^2& \left(c\right)\\ {(x_{P,0}-x_D)}^2+{(y_{P,0}-y_D)}^2+{(z_{P,0}-z_D)}^2=S_{PD,0}^2& \left(d\right)\end{array}\right.---\left(1\right)$

In formula: S_PA,0、S_PB,0、S_PC,0、S_PD,0Distance for initial measurement datum mark A1, datum mark B2, datum mark C3 and datum mark D4 to monitoring point P6；x_A、y_A、z_AThree-dimensional coordinate for datum mark A1；x_B、y_B、z_BThree-dimensional coordinate for datum mark B2；x_C、y_C、z_CThree-dimensional coordinate for datum mark C3；x_D、y_D、z_DThree-dimensional coordinate for datum mark D4.

After upward slope at exit of tunnel 5 excavation deformation, hand-held laser rangefinder is regularly used to measure the distance S obtained between datum mark A1, datum mark B2, datum mark C3 and datum mark D4 to monitoring point P6 respectively according to monitoring frequency_PA,i、S_PB,i、S_PC,i、S_PD,i(i=1,2,3, L), calculate and obtain the monitoring point P6 three-dimensional coordinate P (x that each time is monitored the date after upward slope at exit of tunnel 5 deforms_P,i,y_P,i,z_P,i), computing formula is:

$\left\{\begin{array}{cc}{(x_{P,i}-x_A)}^2+{(y_{P,i}-y_A)}^2+{(z_{P,i}-z_A)}^2=S_{PA,i}^2& \left(a\right)\\ {(x_{P,i}-x_B)}^2+{(y_{P,i}-y_B)}^2+{(z_{P,i}-z_B)}^2=S_{PB,i}^2& \left(b\right)\\ {(x_{P,i}-x_C)}^2+{(y_{P,i}-y_C)}^2+{(z_{P,i}-z_C)}^2=S_{PC,i}^2& \left(c\right)\\ {(x_{P,i}-x_D)}^2+{(y_{P,i}-y_D)}^2+{(z_{P,i}-z_D)}^2=S_{PD,i}^2& \left(d\right)\end{array}\right.---\left(2\right)$

In formula: S_PA,i、S_PB,i、S_PC,i、S_PD,iDistance for i & lt datum mark A1, datum mark B2, datum mark C3 and datum mark D4 to monitoring point P6；x_A、y_A、z_AThree-dimensional coordinate for datum mark A1；x_B、y_B、z_BThree-dimensional coordinate for datum mark B2；x_C、y_C、z_CThree-dimensional coordinate for datum mark C3；x_D、y_D、z_DThree-dimensional coordinate for datum mark D4.

According to the initial three-dimensional coordinate P (x of above-mentioned measurement and calculated monitoring point P6_P,0,y_P,0,z_P,0) and upward slope at exit of tunnel 5 deformation after three-dimensional coordinate P (x_P,i,y_P,i,z_P,i), calculated by following formula and obtain described monitoring point P6 three-D displacement (the Δ x in earth's surface each monitoring date_P,i,Δy_P,i,Δz_P,i):

$\left\{\begin{array}{c}{\mathrm{\Δx}}_{P,i}=x_{P,o}-x_{P,i}\\ {\mathrm{\Δy}}_{P,i}=y_{P,o}-y_{P,i}\\ {\mathrm{\Δz}}_{P,i}=z_{P,o}-z_{P,i}\end{array}\right.---\left(3\right)$

In formula: x_P,0、y_P,0、z_P,0Three-dimensional coordinate for the monitoring point P that initial measurement obtains；x_P,i、y_P,i、z_P,iThree-dimensional coordinate for the monitoring point P6 that i & lt measurement obtains.

Wherein, Δ x_P,iFor timing, the P6 displacement in x direction in monitoring point deviates from the face high up in the air (i.e. x-axis negative direction) of side slope, Δ x_P,iFor time negative, the P6 displacement in x direction in monitoring point is along the face high up in the air (i.e. x-axis positive direction) of side slope；Δy_P,iFor timing, the P6 displacement in y direction in monitoring point is along the positive direction of y-axis, Δ y_P,iFor time negative, the P6 displacement in y direction in monitoring point is along the negative direction of y-axis；Δz_P,iFor timing, the monitoring point P6 displacement in z direction is (i.e. sedimentation) straight down, Δ z_P,iFor time negative, the monitoring point P6 displacement in z direction is (i.e. protuberance) straight up.

The technology implementation condition of measuring method of the present invention is as follows:

Select and there is the quick detachable hand-held laser rangefinder (general precision is better than ± 1mm, installs during monitoring, dismantles after having monitored) that neutralization is accurately finely tuned alignment device.

Select outside upward slope at exit of tunnel 5 deformation effect scope not in the same plane in four datum mark A1, datum mark B2, datum mark C3 and datum mark D4, then measure the three-dimensional coordinate obtaining datum mark；

Upward slope at exit of tunnel 5 arranges upward slope at exit of tunnel ground displacement point every 5-20 rice, monitoring point is laid reflecting piece is installed, regulate the angle of reflecting piece, ensure that the laser beam of hand-held laser rangefinder is vertical with reflecting piece as far as possible；

After upward slope at exit of tunnel excavation, according to the measurement frequency of regulation, hand-held laser rangefinder is regularly used to measure the distance S obtained between datum mark A1, datum mark B2, datum mark C3 and datum mark D4 to monitoring point P6 respectively_PA,i、S_PB,i、S_PC,i、S_PD,i(i=1,2,3, L)；

Utilize formula (1)-(3) that the upward slope at exit of tunnel earth's surface three-D displacement of each monitoring point can be drawn.

Above-described embodiment is only for illustrating the inventive concept of the present invention, but not the restriction to rights protection of the present invention, all changes utilizing this design that the present invention carries out unsubstantiality, protection scope of the present invention all should be fallen into.

Claims (4)

1. the method monitoring upward slope at exit of tunnel earth's surface three-D displacement with laser range finder, it is characterised in that comprise the following steps:

(1) monitoring scheme according to earth surface of side slope displacement, select outside slope displacement coverage four not A, B, C, D point place in the same plane bury datum mark underground, respectively datum mark A, datum mark B, datum mark C and datum mark D, precision level and transit survey is used to obtain the three-dimensional coordinate of datum mark A, datum mark B, datum mark C and datum mark D, or use the high-precision total powerstation repeatedly survey time after revising, to obtain the three-dimensional coordinate of datum mark A, datum mark B, datum mark C and datum mark D, respectively datum mark A (x_A,y_A,z_A), datum mark B (x_B,y_B,z_B), datum mark C (x_C,y_C,z_C) and datum mark D (x_D,y_D,z_D)；

(2) monitoring scheme according to upward slope at exit of tunnel surface displacement, solid and reliable monitoring point P is buried underground in selected position, and fixing reflecting piece is installed at P place, monitoring point, adjust the angle of reflecting piece, make reflecting piece vertical with the laser beam of hand-held laser rangefinder；

(3) before upward slope at exit of tunnel excavation deformation, with hand-held laser rangefinder respectively datum mark A, distance between datum mark B, datum mark C and datum mark D to monitoring point P, respectively S_PA,0、S_PB,0、S_PC,0And S_PD,0, calculate the initial three-dimensional coordinate P (x obtaining monitoring point P_P,0,y_P,0,z_P,0)；

(4) after upward slope at exit of tunnel excavation deformation, according to monitoring frequency, regularly with hand-held laser rangefinder datum mark A respectively, distance S between datum mark B, datum mark C and datum mark D to monitoring point P_PA,i、S_PB,i、S_PC,i、S_PD,i, wherein i=1,2,3, L, n, calculate and obtain the monitoring point P three-dimensional coordinate P (x that each time is monitored the date after upward slope at exit of tunnel deforms_P,i,y_P,i,z_P,i)；

(5) the initial three-dimensional coordinate P (x of monitoring point P obtained according to above-mentioned measurement_P,0,y_P,0,z_P,0) and upward slope at exit of tunnel excavation deformation after three-dimensional coordinate P (x_P,i,y_P,i,z_P,i), calculate and obtain described monitoring point P three-D displacement (the Δ x in earth's surface each monitoring date_P,i,Δy_P,i,Δz_P,i)。

2. the method monitoring upward slope at exit of tunnel earth's surface three-D displacement with laser range finder as claimed in claim 1, it is characterised in that the initial three-dimensional coordinate P (x of monitoring point P in described step (3)_P,0,y_P,0,z_P,0) computing formula be:

$\left\{\begin{array}{cc}{(x_{P,0}-x_A)}^2+{(y_{P,0}-y_A)}^2+{(z_{P,0}-z_A)}^2=S_{PA,0}^2& \left(a\right)\\ {(x_{P,0}-x_B)}^2+{(y_{P,0}-y_B)}^2+{(z_{P,0}-z_B)}^2=S_{PB,0}^2& \left(b\right)\\ {(x_{P,0}-x_C)}^2+{(y_{P,0}-y_C)}^2+{(z_{P,0}-z_C)}^2=S_{PC,0}^2& \left(c\right)\\ {(x_{P,0}-x_D)}^2+{(y_{P,0}-y_D)}^2+{(z_{P,0}-z_D)}^2=S_{PD,0}^2& \left(d\right)\end{array}\right.$

3. the method monitoring upward slope at exit of tunnel earth's surface three-D displacement with laser range finder as claimed in claim 1, it is characterised in that P three-dimensional coordinate P (x on each monitoring date after upward slope at exit of tunnel deforms in monitoring point in described step (4)_P,i,y_P,i,z_P,i) computing formula is:

$\left\{\begin{array}{cc}{(x_{P,i}-x_A)}^2+{(y_{P,i}-y_A)}^2+{(z_{P,i}-z_A)}^2=S_{PA,i}^2& \left(a\right)\\ {(x_{P,i}-x_B)}^2+{(y_{P,i}-y_B)}^2+{(z_{P,i}-z_B)}^2=S_{PB,i}^2& \left(b\right)\\ {(x_{P,i}-x_C)}^2+{(y_{P,i}-y_C)}^2+{(z_{P,i}-z_C)}^2=S_{PC,i}^2& \left(c\right)\\ {(x_{P,i}-x_D)}^2+{(y_{P,i}-y_D)}^2+{(z_{P,i}-z_D)}^2=S_{PD,i}^2& \left(d\right)\end{array}\right.$

4. the method monitoring upward slope at exit of tunnel earth's surface three-D displacement with laser range finder as claimed in claim 1, it is characterised in that in described step (5), monitoring point P is at earth's surface three-D displacement (the Δ x on each monitoring date_P,i,Δy_P,i,Δz_P,i) computing formula is:

$\left\{\begin{array}{c}{\mathrm{\Δx}}_{P,i}=x_{P,o}-x_{P,i}\\ {\mathrm{\Δy}}_{P,i}=y_{P,o}-y_{P,i}\\ {\mathrm{\Δz}}_{P,i}=z_{P,o}-z_{P,i}\end{array}\right.$

Wherein, Δ x_P,iFor timing, the P displacement in x direction in monitoring point deviates from the face high up in the air of side slope, i.e. x-axis negative direction, Δ x_P,iFor time negative, the P displacement in x direction in monitoring point is along the face high up in the air of side slope, i.e. x-axis positive direction；Δy_P,iFor timing, the P displacement in y direction in monitoring point is along the positive direction of y-axis, Δ y_P,iFor time negative, the P displacement in y direction in monitoring point is along the negative direction of y-axis；Δz_P,iFor timing, the P displacement in z direction in monitoring point straight down, namely settles, Δ z_P,iFor time negative, the P displacement in z direction in monitoring point straight up, is namely swelled.