CN106223201A - The method for correcting error of beam section bridge linear monitoring - Google Patents

Abstract

The invention discloses the method for correcting error of a kind of beam section bridge linear monitoring, including step: the multiple control point of measurement the initial segment coordinate in the initial segment local coordinate system, and be transformed in the next local coordinate system waiting to pour common section, treat that cast-in-place to pour maintenance complete, cast-in-place beam section is moved forward and adjusts the position to object matching coordinate, the control point, the most cast-in-place beam section becomes mating beam section, after next common section has poured, measure the multiple control point mating beam section Measured Coordinates in cast-in-place beam section local coordinate system；The actual measurement coupling coordinate of the object matching coordinate according to all control point and coupling beam section, calculates angular errors, beam length error, torsional error and faulting of slab ends error, revises orthogonal transition matrix；Calculate cast-in-place beam section overall coordinate at control point, position after correction, and converting into target matched position；All bridge beam section are repeated up to it.The present invention is applicable to the correction process of beam section bridge linear monitoring.

Description

The method for correcting error of beam section bridge linear monitoring

Technical field

The present invention relates to the construction process control field of bridge, particularly relate to the correction side of a kind of beam section bridge linear monitoring Method.

Background technology

Beam precast assembly method bridging technology is as a kind of efficient, quick, method for bridge construction of environmental protection, the most increasingly How to be applied in engineering practice, and develop towards complete prefabricated bridge construction at present.Short line casting beam precast assembling technique is Bridge superstructure is divided into some beam section, it is contemplated that camber, carries out prefabricated executing according to manufacture is linear in precast beam factory Work technology.Due in the existence construction error manufactured and during assembly, it is therefore desirable to special geometry deviation-rectifying system instructs pre- System and assembled work.

At present, beam section beam geometry control system is very different, and basic reason is algorithm existing defects, result in linearity monitor Lost efficacy.The algorithm of part system is to be respectively controlled horizontal alignment and facade are linear, and foozle only considered plane by mistake Declinate, facade error angle and beam length.This two dimension method of rectifying a deviation easily produces under the alignment condition of big longitudinal gradient or deep camber Bigger calculating error, causes linearity monitor precision to can not get ensureing.Also has the algorithm of part system in computational manufacturing error Time obscured local coordinate system and global coordinate system, this also cause linearity monitor precision can not get ensure.

Summary of the invention

Present invention aim at the method for correcting error providing a kind of beam section bridge linear to monitor, to solve current beam section beam geometry The technical problem that control system monitoring precision is the highest.

For achieving the above object, the invention provides the method for correcting error of a kind of beam section bridge linear monitoring, including following step Rapid:

S1: select any one bridge beam section poured as the initial segment, the bridge beam section conduct in addition to the initial segment Common section, chooses multiple control measuring points in same orientation, each Bridge Beam in addition to the initial segment in the initial segment and common section Section changed the coordinate adjusting multiple control measuring points before pouring according to the step of S3-S5；

S2: pour the initial segment, after waiting to pour, measures multiple control point of the initial segment in the initial segment local coordinate system Coordinate, and be transformed in global coordinate system in the next local coordinate system waiting to pour common section, wherein, multiple control point under The individual coordinate figure waiting to pour in the local coordinate system of common section is object matching coordinate；

S3: treat that cast-in-place to pour maintenance complete, cast-in-place beam section is moved forward and adjusts the position to object matching coordinate, the control point, The most cast-in-place beam section becomes mating beam section, after next common section has poured, measures multiple control point of coupling beam section existing Water the Measured Coordinates in beam section local coordinate system；

S4: the object matching coordinate calculated by step S2 according to all control point and the actual measurement of the coupling beam section pressing step S3 Coupling coordinate, calculates angular errors, beam length error, torsional error and faulting of slab ends error, revises the joint of cast-in-place beam section in step S3 Put theoretical coordinate and the global coordinate system base vector group orthogonal transition matrix to this beam section local coordinate system base vector group；

S5: calculate cast-in-place beam section overall coordinate at control point, position after correction, and be transformed into next common section local In coordinate system, i.e. the object matching position of this beam section, treat that cast-in-place beam section maintenance is complete, this beam section is moved object matching position Put, begin preparing for pouring of next beam section；

S6: repeat S3-S5, until completing all bridge beam section.

As a further improvement on the present invention:

The quantity of multiple control measuring points is 6, and 6 control measuring point and include that in the position of bridge beam section two are buried in beam section Centrage on axial line control point and bury to four absolute altitude control point in web position.

Step S2, comprises the following steps:

S201: the multiple control point of initial beam section measurement coordinate figure in the initial segment local coordinate system is transformed into entirety In coordinate system；

S202: by multiple control point of initial beam section calculated in S201 in global coordinate system coordinate figure conversion In next common section local coordinate system to be poured.

With n-1# initiate beam section for coupling beam section, the common beam section of n# is cast-in-place beam section, and step S201 comprises the following steps:

(1) foundation of initial beam section coordinate system；

(2) the solving of orthogonal transition matrix；Obtain transforming to local coordinate system base vector from global coordinate system base vector group The orthogonal transition matrix P of group_n-1, by any control point Coordinate Conversion in local coordinate system to global coordinate system；

Step S202, comprises the following steps:

(1) the solving of orthogonal transition matrix；Obtain transforming to local coordinate system base vector from global coordinate system base vector group The orthogonal transition matrix P of group_n；

(2) n-1# beam section theoretical coordinate at each control point, object matching position in local coordinate system it is calculated.

Step S3, comprises the following steps:

S301: treat that n-1# beam section maintenance is complete, by n-1# beam section according to control point obtained in S202 at object matching The theoretical coordinate of position is adjusted in place, and after next common section has poured, measures the n-1# coupling multiple control point of beam section at n# Measured Coordinates in cast-in-place beam section local coordinate system, and Measured Coordinates is transformed in global coordinate system.

Step S4, comprises the following steps:

By n-1# beam section control point calculated in step S201 in the overall coordinate and S301 of object matching position The calculated n-1# beam section overall coordinate at control point, actual match position compares, decoupled method angular errors, Beam length error, torsional error and the impact of faulting of slab ends error, revise the node coordinate theoretical value of n# beam section and from global coordinate system base Vector Groups transforms to the orthogonal transition matrix of n# beam section local coordinate system base vector group；Consider angular errors, the shadow of beam length error Ring, coordinate (X' after n# beam section i end node correction after calculating consideration angular errors and beam length error_n,i,Y'_n,i,Z'_n,i)；Revising After coordinate on the basis of calculate consider after torsional error coordinate after n# beam section i end node correction (X "_n,i,Y”_n,i,Z”_n,i) and orthogonal Transition matrix p "_n；Calculate on the basis of revised coordinate and consider that the rear correction n# beam section i end of faulting of slab ends error and j end node are repaiied Cartesian coordinate (X "_n,i,Y”'_n,i,Z”'_n,i)、(X'_n,j,Y'_n,j,Z'_n,j), and revise n+1# beam section j end node correction coordinate (X'_n+1,j,Y'_n+1,j,Z'_n+1,j)。

Step S5, comprises the following steps:

S501: by cast-in-place for calculated n# beam section i end and correction position i of j end " '_nAnd j'_nCoordinate replace theoretical bits Put i_n、j_nCoordinate, and with revise after orthogonal transition matrix P "_nReplace theoretical orthogonal transition matrix P_n；By calculated n+1# Correction position j' of beam section j end_n+1Coordinate replace original theoretical position j_n+1；

S502: calculated the n# beam section overall coordinate at control point, object matching position after error correction, and will control The overall Coordinate Conversion of system point is in the local coordinate system of next beam section to be poured.The method have the advantages that

1, the method for correcting error of the beam section bridge linear monitoring of the present invention, it is considered to foozle factor is many, at angular errors Have employed three dimensional analysis method in correction, linearity monitor precision is high, and each error criterion substantially reflects in energy in data, it is simple to inspection Look into data to mistake.

2, in a preferred approach, after the present invention considers beam length error, angular errors, torsional error, faulting of slab ends error, joint is revised Section theoretical coordinate and the local coordinate system set up, use three dimensional analysis method correction angular errors, it is to avoid two-dimension analysis method Revise the highest problem of precision existed, it is considered to torsional error and faulting of slab ends error, it is to avoid error accumulation effect.

In addition to objects, features and advantages described above, the present invention also has other objects, features and advantages. Below with reference to accompanying drawings, the present invention is further detailed explanation.

Accompanying drawing explanation

The accompanying drawing of the part constituting the application is used for providing a further understanding of the present invention, and the present invention's is schematic real Execute example and illustrate for explaining the present invention, being not intended that inappropriate limitation of the present invention.In the accompanying drawings:

Fig. 1 is the schematic flow sheet of the method for correcting error of the beam section bridge linear monitoring of the preferred embodiment of the present invention；

Fig. 2 is the initial segment and the position view of common section of the preferred embodiment of the present invention；

Fig. 3 is the position of multiple control measuring points of the method for correcting error of the beam section bridge linear monitoring of the preferred embodiment of the present invention Schematic diagram；

Fig. 4 is beam section and the node schematic diagram of the preferred embodiment of the present invention；

Fig. 5 is the target location of the prefabrication phase coupling beam section of the preferred embodiment of the present invention and considers beam length error, corner Physical location schematic diagram after error；

Fig. 6 is the target location of the cast-in-place beam section of assembled stage of the preferred embodiment of the present invention and considers beam length error, corner Physical location schematic diagram after error；

Fig. 7 is that preferred embodiment of the present invention S406 computing formula illustrates schematic diagram；

Fig. 8 is equation group explanation schematic diagram listed by preferred embodiment of the present invention S407；

Fig. 9 is preferred embodiment of the present invention assembly stage faulting of slab ends schematic diagram；

Figure 10 is the short line casting beam precast schematic diagram of the preferred embodiment of the present invention.

Detailed description of the invention

Below in conjunction with accompanying drawing, embodiments of the invention are described in detail, but the present invention can be defined by the claims Implement with the multitude of different ways covered.

Figure 10 is short line casting beam precast process schematic representation.The present invention is applicable to short line casting, and short line casting requires all beam section Same local prefabricated by fixing template.Initial beam section pours between fixing end mould and movable end mould, then by it Reach, as coupling beam section, is mated using contact surface as the movable end mould of next beam section, it is ensured that between adjacent beam section Shear connector mates completely.After a rear beam section pours complete and preliminary maintenance, previous beam section is i.e. transported and is deposited, and moves newly pouring beam section To matched position as the coupling beam section of next beam section.So circulate construction, until all beam precasts are complete.

Embodiment 1:

See Fig. 1, the method for correcting error of the beam section bridge linear monitoring of the present embodiment, comprise the following steps:

S1: select any one bridge beam section poured as the initial segment, the bridge beam section conduct in addition to the initial segment Common section (seeing Fig. 2), chooses multiple control measuring points in same orientation in the initial segment and common section, every in addition to the initial segment Individual bridge beam section changed the coordinate adjusting multiple control measuring points before pouring according to the step of S3-S5；

S2: pour the initial segment, after waiting to pour, measures multiple control point of the initial segment in the initial segment local coordinate system Coordinate, and be transformed in global coordinate system in the next local coordinate system waiting to pour common section, wherein, multiple control point under The individual coordinate figure waiting to pour in the local coordinate system of common section is object matching coordinate；

S3: treat that cast-in-place to pour maintenance complete, cast-in-place beam section is moved forward and adjusts the position to object matching coordinate, the control point, The most cast-in-place beam section becomes mating beam section, after next common section has poured, measures multiple control point of coupling beam section existing Water the Measured Coordinates in beam section local coordinate system；

S4: the object matching coordinate calculated by step S2 according to all control point and the actual measurement of the coupling beam section pressing step S3 Coupling coordinate, calculates angular errors, beam length error, torsional error and faulting of slab ends error, revises the joint of cast-in-place beam section in step S3 Put theoretical coordinate and the global coordinate system base vector group orthogonal transition matrix to this beam section local coordinate system base vector group；

S5: calculate cast-in-place beam section overall coordinate at control point, position after correction, and be transformed into next common section local In coordinate system, i.e. the object matching position of this beam section, treat that cast-in-place beam section maintenance is complete, this beam section is moved object matching position Put, begin preparing for pouring of next beam section；

S6: repeat S3-S5, until completing all bridge beam section.

Embodiment 2:

The method for correcting error of the beam section bridge linear monitoring of the present embodiment, comprises the following steps:

S1: select any one bridge beam section poured as the initial segment, the bridge beam section conduct in addition to the initial segment Common section, chooses multiple control measuring points in same orientation, each Bridge Beam in addition to the initial segment in the initial segment and common section Section changed the coordinate adjusting multiple control measuring points before pouring according to the step of S3-S5.The quantity of multiple control measuring points Being 6,6 control measuring point and include that in the position of bridge beam section two are buried to the axial line control point on the centrage of beam section and bury To at four absolute altitude control point of web position, see Fig. 3.

S2: pour the initial segment, after waiting to pour, measures multiple control point of the initial segment in the initial segment local coordinate system Coordinate, and be transformed in global coordinate system in the next local coordinate system waiting to pour common section, wherein, multiple control point under The individual coordinate figure waiting to pour in the local coordinate system of common section is object matching coordinate.

S201: the multiple control point of the initial segment measurement coordinate figure in the initial segment local coordinate system is transformed into overall seat In mark system.Below with n-1# the initial segment for coupling beam section, the common beam section of n# is that beam section to be poured illustrates.

(1) foundation of the initial segment coordinate system: such as Fig. 3, L_n-1、i_n-1、R_n-1Illusion for fixing end mould side n-1# beam section top board Left, center, right point.i_n-1It is positioned at seam center and local coordinate system i_n-1-u_n-1v_n-1w_n-1Initial point overlap, take beam section top board longitudinally Centrage is u_n-1Axle, i.e. vectorDirection；Beam section top board transverse joint is v_n-1Axle, i.e. vectorDirection；w_n-1Axle Obtained by Outer Product of Vectors, i.e.Direction；

(2) the solving of orthogonal transition matrix.In global coordinate system O-XYZ, the local coordinate system i of n-1# the initial segment_n-1- u_n-1v_n-1w_n-1Base vector group u_n-1、v_n-1、w_n-1Direction vector be respectively as follows:

u_n-1Axle:

v_n-1Axle:

w_n-1Axle:

In formula: i_n-1Represent n-1# beam section i end theory node, j_n-1Represent n-1# beam section j end theory node, such as Fig. 4；

By base vector groupUnit is melted intoI.e. available from entirety seat Mark system base vector group transforms to the orthogonal transition matrix P of local coordinate system base vector group_n-1:

$P_{n-1}=\left\{\begin{array}{c}{e}_{n-1,u}\\ e_{n-1,v}\\ e_{n-1,w}\end{array}\right\}=\left\{\begin{array}{ccc}{e}_{n-1,u,l}& e_{n-1,u,m}& e_{n-1,u,n}\\ e_{n-1,v,l}& e_{n-1,v,m}& e_{n-1,v,n}\\ e_{n-1,w,l}& e_{n-1,w,m}& e_{n-1,w,n}\end{array}\right\}---\left(4\right)$

According to the following formula can be by any control point Coordinate Conversion in local coordinate system to global coordinate system, here to control As a example by some fh:

(X_n-1,fh,Y_n-1,fh,Z_n-1,fh)^T=P_n-1 ^T×(u_n-1,fh,v_n-1,fh,w_n-1,fh)^T+(X_n-1,i,Y_n-1,i,Z_n-1,i) (5)

In formula: (u_n-1,fh,v_n-1,fh,w_n-1,fh) it is the n-1# beam section Measured Coordinates at cast-in-place position control point fh, it is shown in Table 1；(X_n-1,i,Y_n-1,i,Z_n-1,i) it is n-1# beam section i end node i_n-1Theoretical coordinate in global coordinate system；

In like manner, other control point coordinate in global coordinate system can be tried to achieve, and is shown in Table 2.

Table 1 n-1# beam section is at the Measured Coordinates of cast-in-place position control point fh

The table 2 n-1# beam section control point fh overall coordinate in object matching position

S202: the Coordinate Conversion in global coordinate system of the control point obtained by above-mentioned S201 is poured beam section to next Prefabricated local coordinate system, i.e. object matching coordinate:

(1) the solving of orthogonal transition matrix.In global coordinate system O-XYZ, the local coordinate system i of n# beam section to be poured_n- u_nv_nw_nBase vector group u_n、v_n、w_nDirection vector be respectively as follows:

u_nAxle:

v_nAxle:

w_nAxle:

In formula: i_nRepresent n# beam section i end node, j_nRepresent n# beam section j end node, such as Fig. 4；

By base vector groupUnit is melted intoI.e. available from global coordinate system basal orientation Amount group transforms to the orthogonal transition matrix P of local coordinate system base vector group_n:

$P_n=\left\{\begin{array}{c}{e}_{n,u}\\ e_{n,v}\\ e_{n,w}\end{array}\right\}=\left\{\begin{array}{ccc}{e}_{n,u,l}& e_{n,u,m}& e_{n,u,n}\\ e_{n,v,l}& e_{n,v,m}& e_{n,v,n}\\ e_{n,w,l}& e_{n,w,m}& e_{n,w,n}\end{array}\right\}---\left(9\right)$

(2) according to the following formula (10) calculate, and can obtain n-1# beam section at local coordinate system i_n-u_nv_nw_nMiddle object matching position Put the theoretical coordinate locating each control point, here as a example by the fh of control point:

${(u_{n-1,fh}^P,v_{n-1,fh}^P,w_{n-1,fh}^P)}^T={P_n}^T\×\{{(X_{n-1,fh},Y_{n-1,fh},Z_{n-1,fh})}^T-{(X_{n,i},Y_{n,i},Z_{n,i})}^T\}---\left(10\right)$

In formula:For n-1# beam section at the theoretical coordinate of object matching position control point fh； (X_n,i,Y_n,i,Z_n,i) it is n# beam section i end node i_nCoordinate in global coordinate system；

In like manner, the theoretical coordinate at other control point, object matching position can obtain.

S3: treat that cast-in-place to pour maintenance complete, cast-in-place beam section is moved forward and adjusts the position to object matching coordinate, the control point, The most cast-in-place beam section becomes mating beam section, after next common section has poured, measures multiple control point of coupling beam section existing Water the Measured Coordinates in beam section local coordinate system.Comprise the following steps, below declarative procedure with n-1# the initial segment for coupling beam section, The common beam section of n# is cast-in-place beam section:

S301: treat that n-1# beam section maintenance is complete, by n-1# beam section according to control point obtained in S202 at object matching The theoretical coordinate of position is adjusted in place.After next common section has poured, measure the n-1# coupling multiple control point of beam section at n# Measured Coordinates in cast-in-place beam section local coordinate system, and Measured Coordinates is transformed in global coordinate system, here with control point fh As a example by:

${({X^{\′}}_{n-1,fh},{Y^{\′}}_{n-1,fh},{Z^{\′}}_{n-1,fh})}^T={P_n}^T\×{({u^{\′}}_{n-1,fh}^P,{v^{\′}}_{n-1,fh}^P,{w^{\′}}_{n-1,fh}^P)}^T+(X_{n,i},Y_{n,i},Z_{n,i})---\left(11\right)$

In formula: (X'_n-1,fh,Y'_n-1,fh,Z'_n-1,fh) it is that n-1# beam section is sat in the actual measurement of actual match position control point fh Mark coordinate in Coordinate Conversion to global coordinate system, is shown in Table 4；For n-1# beam section in actual match The Measured Coordinates at control point, position, is shown in Table 3；(X_n,i,Y_n,i,Z_n,i) it is n-1# beam section i end node i_nIn global coordinate system Coordinate；

The table 3 n-1# beam section Measured Coordinates at control point, actual match position

Table 4 n-1# beam section is at the overall coordinate at control point, actual match position

S4: the object matching coordinate calculated by step S2 according to all control point and the actual measurement of the coupling beam section pressing step S3 Coupling coordinate, calculates angular errors, beam length error, torsional error and faulting of slab ends error, revises the joint of cast-in-place beam section in step S3 Point theoretical coordinate and global coordinate system base vector group to the orthogonal transition matrix of this beam section local coordinate system base vector group, including with Lower step:

S401: calculated table 4 in table 2 and S301 calculated in S201 is compared.Substep considers corner Error, beam length error, torsional error and the impact of faulting of slab ends error, revise the node coordinate theoretical value of n# beam section and from overall coordinate It it is the base vector group orthogonal transition matrix that transforms to n# beam section local coordinate system base vector group；S402-S405 step considers below Angular errors, the impact of beam length error, coordinate after n# beam section i end node correction after calculating consideration angular errors and beam length error (X'_n,i,Y′_n,i,Z'_n,i)；S406-S408: calculate on the basis of S402-S405 is revised and consider n# beam section i after torsional error Coordinate after end node correction (X "_n,i,Y”_n,i,Z”_n,i) and transition matrix p "_n；S409: on the basis of S406-S408 is revised Calculate consider the rear correction n# beam section i end of faulting of slab ends error and j end node correction coordinate (X " '_n,i,Y”'_n,i,Z”'_n,i)、(X'_n,j, Y'_n,j,Z'_n,j), and revise n+1# beam section j end node correction coordinate (X'_n+1,j,Y'_n+1,j,Z'_n+1,j)；

S402: calculate the actual match position of n-1# beam section relative to object matching position plane in global coordinate system Angular errors △ '_PWith facade angular errors △ '_L, formula is as follows: (understanding in conjunction with Fig. 5, Fig. 6)

${{\mathrm{\Δ}}^{\′}}_P=arcsin\left(\frac{{Y^{\′}}_{n-1,bh}-{Y^{\′}}_{n-1,fh}}{{D^{\′}}_{n-1,bh-fh}}\right)-arcsin\left(\frac{Y_{n-1,bh}-Y_{n,fh}}{D_{n-1,bh-fh}}\right)---\left(11\right)$

$\begin{array}{c}{{\mathrm{\Δ}}^{\′}}_L=\frac{1}{2}\{arctg\left(\frac{{Z^{\′}}_{n-1,bl}-{Z^{\′}}_{n-1,fl}}{{D^{\′}}_{n-1,bl-fl}}\right)+arctg\left(\frac{{Z^{\′}}_{n-1,br}-{Z^{\′}}_{n-1,fr}}{{D^{\′}}_{n-1,br-fr}}\right)\\ -arctg\left(\frac{Z_{n-1,bl}-Z_{n-1,fl}}{D_{n-1,bl-fl}}\right)-arctg\left(\frac{Z_{n-1,br}-Z_{n-1,fr}}{D_{n-1,br-fr}}\right)\}\end{array}---\left(12\right)$

Wherein, Y_n-1,fh、Y_n-1,bhFor n-1# beam section at control point, object matching position fh, bh in global coordinate system Y-coordinate, is shown in Table 2；Y'_n-1,fh、Y'_n-1,bhFor n-1# beam section at control point, actual match position fh, bh in global coordinate system Y-coordinate, be shown in Table 4；Z_n,fl、Z_n-1,bl、Z_n-1,fr、Z_n-1,brFor n-1# beam section object matching position control point fl, bl, fr, Br z coordinate in global coordinate system, is shown in Table 2；Z'_n,fl、Z'_n-1,bl、Z'_n-1,fr、Z′_n-1,brFor n-1# beam section in actual match Control point, position fl, bl, fr, br z coordinate in global coordinate system, is shown in Table 4；D_n-1,bh-fhFor n-1# beam section in target Join control point, position bh Yu fh plane projection distance in global coordinate system；D′_n-1,bh-fhFor n-1# beam section in actual measurement coupling Control point, position bh Yu fh plane projection distance in global coordinate system；D_n-1,bl-flFor n-1# beam section in object matching position Control point, the place of putting bl Yu fl first projects in plane reprojection to vertical determined by fh Yu bh of control point in global coordinate system Subpoint spacing after in plane；D_n-1,br-frFor n-1# beam section at object matching position control point br Yu fr at overall coordinate Position in system, first project in plane reprojection to vertical plane determined by fh Yu bh of control point after subpoint spacing From；D′_n-1,bl-flFor n-1# beam section in object matching position control point bl Yu fl position in global coordinate system, first project In plane, reprojection is to subpoint spacing rear in vertical plane determined by fh Yu bh of control point；D′_n-1,br-frFor n-1# beam Section, in actual match position control point br Yu fr position in global coordinate system, first projects in plane reprojection to control Subpoint spacing after in vertical plane determined by point fh Yu bh；

The purpose of this step i.e. obtains plane angular errors △ '_P, facade angular errors △ '_L, result will be in step S403 Calculating is used.

S403: the actual match position of calculating n-1# beam section grid azimuth θ ' in global coordinate system_PWith facade side Parallactic angle θ '_L, step is as follows:

(1) n-1# beam section in object matching position grid azimuth θ in global coordinate system_PWith facade azimuth angle theta_L:

If

If

If

If

If X_n-1,j-X_n-1,i=0, Y_n-1,j-Y_n-1,i> 0, θ_P=0.5 π

If X_n-1,j-X_n-1,i=0, Y_n-1,j-Y_n-1,i＜ 0, θ_P=1.5 π

If X_n-1,j-X_n-1,i> 0, Y_n-1,j-Y_n-1,i=0, θ_P=0 π

If X_n-1,j-X_n-1,i＜ 0, Y_n-1,j-Y_n-1,i=0, θ_P=π (13)

${\mathrm{\θ}}_L=arctg\left(\frac{(Z_{n,j}-Z_{n,i})}{\sqrt{{(X_{n,j}-X_{n,i})}^2+{(Y_{n,j}-Y_{n,i})}^2}}\right)---\left(14\right)$

In formula: (X_n-1,j,Y_n-1,j,Z_n-1,j) represent that n-1# beam section j sits up straight mark；(X_n-1,i,Y_n-1,i,Z_n-1,i) represent n-1# beam Section i sits up straight mark；

(2) the actual match position of n-1# beam section grid azimuth θ ' in global coordinate system_PWith facade azimuth angle theta '_L:

θ′_P=θ_P+△′_P (15)

θ′_L=θ_L+△′_L (16)

In formula: △ '_P、△′_LIt is the result of calculation in S402；θ_P、θ_LIt is the result of calculation in S403 (1)；

The result θ ' that this step obtains_P、θ′_LWill use in step S404 calculates.

S404: calculate n-1# beam section at actual match position j end coordinate in global coordinate system

In formula, L '_n-1Measured value for n-1# beam section beam length；(X_n-1,i,Y_n-1,i,Z_n-1,i) it is the coordinate of n-1# beam section i end

The purpose of this step i.e. obtains the coordinate (X ' of the actual match position j end of n-1# beam section_n-1,j,Y′_n-1,j, Z′_n-1,j), result will be used in step S405 calculates.

S405: consider angular errors △_ZWith beam length error delta_LImpact, calculate n# beam section node theoretical coordinate correction Value.

Wherein, L'_nMeasured value for n# beam section beam length；

Solve above-mentioned equation group and can obtain two groups of solution: i '_n,1(X′_n,i,1,Y′_n,i,1,Z′_n,i,1)

i′_n,2(X′_n,i,2,Y′_n,i,2,Z′_n,i,2)

With node i '_n,1(X′_n,i,1,Y′_n,i,1,Z′_n,i,1) replace i_n(X_n,i,Y_n,i,Z_n,i), according in power S203 (5) (6) (7) computational methods of (8) can obtain following orthogonal transition matrix:

${P^{\′}}_{n,1}=\left\{\begin{array}{c}{e^{\′}}_{n,u,1}\\ {e^{\′}}_{n,v,1}\\ {e^{\′}}_{n,w,1}\end{array}\right\}=\left\{\begin{array}{ccc}{e^{\′}}_{n,u,l,1}& {e^{\′}}_{n,u,m,1}& {e^{\′}}_{n,u,n,1}\\ {e^{\′}}_{n,v,l,1}& {e^{\′}}_{n,v,m,1}& {e^{\′}}_{n,v,n,1}\\ {e^{\′}}_{n,w,l,1}& {e^{\′}}_{n,w,m,1}& {e^{\′}}_{n,w,n,1}\end{array}\right\}---\left(20\right)$

Determine local coordinate system i '_n,1-u′_n,1v′_n,1w′_n,1, this local coordinate system is with i '_n,1(X′_n,i,1,Y′_n,i,1,Z ′_n,i,1) be coordinate origin, the orthogonal transition matrix of global coordinate system base vector group to local coordinate system base vector group be P′_n,1。

In like manner, with node i '_n,2(X'_n,i,2,Y'_n,i,2,Z'_n,i,2) replace i_n(X_n,i,Y_n,i,Z_n,i) following orthogonal mistake can be obtained Cross matrix:

${P^{\′}}_{n,2}=\left\{\begin{array}{c}{e^{\′}}_{n,u,2}\\ {e^{\′}}_{n,v,2}\\ {e^{\′}}_{n,w,2}\end{array}\right\}=\left\{\begin{array}{ccc}{e^{\′}}_{n,u,l,2}& {e^{\′}}_{n,u,m,2}& {e^{\′}}_{n,u,n,2}\\ {e^{\′}}_{n,v,l,2}& {e^{\′}}_{n,v,m,2}& {e^{\′}}_{n,v,n,2}\\ {e^{\′}}_{n,w,l,2}& {e^{\′}}_{n,w,m,2}& {e^{\′}}_{n,w,n,2}\end{array}\right\}---\left(21\right)$

Determine local coordinate system i'_n,2-u'_n,2v'_n,2w'_n,2, this local coordinate system is with i'_n,2(X'_n,i,2,Y'_n,i,2,Z '_n,i,2) be coordinate origin, the orthogonal transition matrix of global coordinate system base vector group to local coordinate system base vector group be P'_n,2。

By n-1# beam section in the overall Coordinate Conversion of control point, actual match position fh, bh to local coordinate system i'_n,1- u'_n,1v'_n,1w'_n,1In.

$\{\begin{array}{c}{({u^{\′}}_{n-1,fh,1},{v^{\′}}_{n-1,fh,1},{w^{\′}}_{n-1,fh,1})}^T={p^{\′}}_{n,1}\×\{{({X^{\′}}_{n-1,fh},{Y^{\′}}_{n-1,fh},{Z^{\′}}_{n-1,fh})}^T-{({X^{\′}}_{n,i,1},{Y^{\′}}_{n,i,1},{Z^{\′}}_{n,i,1})}^T\}\\ {({u^{\′}}_{n-1,bh,1},{v^{\′}}_{n-1,bh,1},{w^{\′}}_{n-1,bh,1})}^T={p^{\′}}_{n,2}\×\{{({X^{\′}}_{n-1,bh},{Y^{\′}}_{n-1,bh},{Z^{\′}}_{n-1,bh})}^T-{({X^{\′}}_{n,i,1},{Y^{\′}}_{n,i,1},{Z^{\′}}_{n,i,1})}^T\}\end{array}---\left(22\right)$

In like manner, by n-1# beam section in the overall Coordinate Conversion of control point, actual match position fh, bh to local coordinate system i'_n,2-u′_n,2v'_n,2w'_n,2In.

$\{\begin{array}{c}{({u^{\′}}_{n-1,fh,2},{v^{\′}}_{n-1,fh,2},{w^{\′}}_{n-1,fh,2})}^T={p^{\′}}_{n,2}\×\{{({X^{\′}}_{n-1,fh},{Y^{\′}}_{n-1,fh},{Z^{\′}}_{n-1,fh})}^T-{({X^{\′}}_{n,i,2},{Y^{\′}}_{n,i,2},{Z^{\′}}_{n,i,2})}^T\}\\ {({u^{\′}}_{n-1,bh,2},{v^{\′}}_{n-1,bh,2},{w^{\′}}_{n-1,bh,2})}^T={p^{\′}}_{n,2}\×\{{({X^{\′}}_{n-1,fh},{Y^{\′}}_{n-1,fh},{Z^{\′}}_{n-1,fh})}^T-{({X^{\′}}_{n,i,2},{Y^{\′}}_{n,i,2},{Z^{\′}}_{n,i,2})}^T\}\end{array}---\left(23\right)$

Wherein: (X'_n-1,fh,Y'_n-1,fh,Z'_n-1,fh) it is the n-1# beam section overall seat at actual match position control point fh Mark, is shown in Table 4；(X'_n,i,1,Y'_n,i,1,Z'_n.i,1) it is that equation group (19) obtains node i '_nFirst group of solution；(X'_n,i,2,Y'_n,i,2, Z'_n.i,2) be equation group (19) obtain node i ' second group of solution of n；p′_n,1For by global coordinate system base vector group to local coordinate It is i'_n,1-u'_n,1v'_n,1w'_n,1The orthogonal transition matrix of base vector group；P'_n,2For being sat to local by global coordinate system base vector group Mark system i'_n,2-u'_n,2v'_n,2w'_n,2The orthogonal transition matrix of base vector group；

Order:

R=| u_n-1,bh,1-u'_n-1,bh,1-(u_n-1,fh,1-u'_n-1,fh,1)| (24)

S=| w_n-1,bh,1-w'_n-1,bh-(w_n-1,fh,1-w'_n-1,fh)| (25)

T=| u_n-1,bh,2-u'_n-1,bh-(u_n-1,fh,2-u′_n-1,fh)| (26)

U=| w_n-1,bh,2-w′_n-1,bh-(w_n-1,fh,2-w′_n-1,fh)| (27)

If 10000 × R²+S²＜ 10000 × T²+U², the most revised node i '_nCoordinate is (X '_n,i,1,Y′_n,i,1,Z '_n,i,1), P '_n,1For the orthogonal transition matrix of correction by global coordinate system base vector group to n# beam section local coordinate system base vector group； Otherwise, revised node i '_nCoordinate is (X '_n,i,2,Y′_n,i,2,Z′_n,i,2), P '_n,2For by global coordinate system base vector group to n# The orthogonal transition matrix of correction of beam section local coordinate system base vector group

Above-mentioned S402-S405 considers beam length error delta_LWith angular errors △_ZImpact, calculate and consider angular errors and beam Coordinate (X ' after the end node correction of n# beam section i after long error_n,i,Y′_n,i,Z′_n,i) and revised orthogonal transition matrix P'_n.Result Will use in step S406, S407.

S406: calculate space and reverse foozle △_N(understanding in conjunction with Fig. 7)

$\begin{array}{c}{{\mathrm{\Δ}}^{\′}}_N=\frac{1}{2}\{\arcsin \left(\frac{{Z^{\′}}_{n-1,fr}^T-{Z^{\′}}_{n-1,fl}^T}{{D^{\′}}_{n-1,fr-fl}}\right)+\arcsin \left(\frac{{Z^{\′}}_{n-1,br}-{Z^{\′}}_{n-1,bl}^T}{{D^{\′}}_{n-1,br-bl}}\right)\\ -\arcsin \left(\frac{Z_{n-1,fr}^T-Z_{n-1,fl}^T}{D_{n-1,fr-fl}}\right)-\arcsin \left(\frac{Z_{n-1,br}^T-Z_{n-1,bl}^T}{D_{n-1,br-bl}}\right)\}\end{array}---\left(28\right)$

${\mathrm{\Δ}}_N=arctg\left(\frac{{{\mathrm{tan\Δ}}^{\′}}_N}{{\mathrm{cos\θ}}_{n,n-1}}\right)---\left(30\right)$

In formula: △ '_NRepresent the torsional error angle of the actual match position relative target matched position of n-1# beam section；θ_n,n-1 Represent the angle revising after angular errors and beam length error between n-1# beam section and n# beam section, i.e. ∠ i '_nj_nj_n-1；△_NRepresent and spell The torsional error angle of the physical location relative target position of n# beam section during dress；Respectively Represent that n-1# beam section projects to fixing end mould place at control point, actual match position fr, fl, br, bl in global coordinate system Z coordinate in plane, is shown in Fig. 7；Z_n-1,fr、Z_n-1,fl、Z_n-1,br、Z_n-1,blRepresent that n-1# beam section is controlled in object matching position respectively System point fr, fl, br, bl project in global coordinate system fixing end mould Z coordinate in the plane；D′_n-1,fr-flRepresent n-1# Beam section actual match position control point fr Yu fl project in global coordinate system withArbitrarily putting down for normal vector Dot spacing on face from；D′_n-1,br-blRepresent n-1# beam section at actual match position control point br Yu bl in global coordinate system Project toFor the dot spacing on the arbitrary plane of normal vector from；D_n-1,fr-flRepresent that n-1# beam section is in actual match position Control point, the place of putting fr Yu fl project in global coordinate system withFor the dot spacing on the arbitrary plane of normal vector from； D_n-1,br-blRepresent n-1# beam section actual match position control point br Yu bl project in global coordinate system withFor Dot spacing on the arbitrary plane of normal vector from；

The torsional error △ ' of the physical location relative target position of n-1# beam section when the purpose of this step i.e. obtains prefabricated_N With the torsional error angle △ of the physical location relative target position of n# beam section during assembly_N, result will be in step S407 calculates Use.

S407: consider torsional error △ '_NImpact, calculate further the correction value of n# beam section node theoretical coordinate: (knot Close Fig. 8 to understand)

N# beam section is around n-1# beam section axis j_n-1i_n-1Windup-degree △ '_NAfter, i end is by i'_nMove to i "_n.According to above-mentioned several What change, can list following equations group；

In equation group, o point position is as shown in Figure 8；i'_nRepairing after considering beam length error and angular errors for n# beam section i end Positive position, has passed through being calculated of S402-S404；i”_nThe correction position after torsional error is considered further for n# beam section i end Put；j_nTheoretical position for n# beam section j end；

Equation group (34) eliminates node i "_nCoordinate variable X "_n,i、Y”_n,i, one can be obtained with Z "_n,i-Z₀For unknown quantity Quadratic equation with one unknown:

a(Z”_n,i-Z₀)²+b×(Z”_n,i-Z₀)+c=0

Above-mentioned quadratic equation with one unknown can obtain two solutions, considers further that Z after torsion "_n,iWith Z'_n,iRelative position, can To be determined for compliance with the unique solution of condition.Explanation below determines that unique solution obtains mode:

$W_x=(X_{n,i}-X_0)\×\frac{(X_{n-1,i}-X_0)}{\sqrt{{(X_{n-1,i}-X_0)}^2+{(Y_{n-1,i}-Y_0)}^2}}+(Y_{n,i}-Y_0)\×\frac{(Y_{n-1,i}-Y_0)}{\sqrt{{(X_{n-1,i}-X_0)}^2+{(Y_{n-1,i}-Y_0)}^2}};$

If W_x=0 or β=0, then Z "_n,i=Z₀；

If a > 0, and W_x> 0, β > 0, then

If a > 0, and W_x＜ 0, β ＜ 0, then

If a > 0, and W_x＜ 0, β > 0, then

If a > 0, and W_x＜ 0, β ＜ 0, then

If a ＜ 0, and W_x> 0, β > 0, then

If a ＜ 0, and W_x＜ 0, β ＜ 0, then

If a ＜ 0, and W_x＜ 0, β > 0, then

If a ＜ 0, and W_x＜ 0, β ＜ 0, then

The Z that will obtain "_n,iBring equation group (34) into, other variable X can be obtained "_n,i、Y”_n,i, it is determined that node i "_n Coordinate (X "_n,i,Y”_n,i,Z”_n,i)。

The purpose of step considers the impact of torsional error, n# beam section i end node i' when calculating assembled the most further_nCorrection Coordinate (X "_n,i,Y”_n,i,Z”_n,i), result will use in step S 407.

S408: consider the impact of torsional error, obtain global coordinate system base vector group to n# beam section local coordinate system basal orientation The revised orthogonal transition matrix of amount group；

Determine n# beam section local coordinate system after correctionThe direction vector of axle:

According to base vectorWithVertical relation, and the windup-degree △ of n# beam section time assembled_N, can list down Establish an equation group:

In equation group,It is illustrated respectively in global coordinate system consideration torsional error n# beam section local coordinate system base Vector Direction vector；v”_n,zRepresent base vectorSection 3；

Equation group (35) has unique solution, it may be determined that base vectorDirection vector, therefore base VectorAlso determined.According in (4) in S202 method can obtain following global coordinate system base vector Group is to the n# beam section revised orthogonal transition matrix of local coordinate system base vector group:

${P^{\′\′}}_n=\left\{\begin{array}{c}{e^{\′\′}}_{n,v}\\ {e^{\′\′}}_{n,u}\\ {e^{\′}}_{n,w}\end{array}\right\}=\left\{\begin{array}{ccc}{e^{\′\′}}_{n,v,l}& {e^{\′\′}}_{n,v,m}& {e^{\′\′}}_{n,v,n}\\ {e^{\′\′}}_{n,u,l}& {e^{\′\′}}_{n,u,m}& {e^{\′\′}}_{n,u,n}\\ {e^{\′\′}}_{n,w,l}& {e^{\′\′}}_{n,w,m}& {e^{\′\′}}_{n,w,n}\end{array}\right\}---\left(34\right)$

S407 Yu S408 determines local coordinate system i "_n-u”_nv”_nw”_n, this local coordinate system is with i "_n(X”_n,i,Y”_n,i, Z”_n,i) be coordinate origin, the orthogonal transition matrix of global coordinate system base vector group to local coordinate system base vector group be P'_n,1。

S409: revise further n# beam section i end and j after considering faulting of slab ends error and sit up straight and be marked with and the j of n-1# beam section sits up straight mark (understanding in conjunction with Fig. 9):

By n-1# beam section in the overall Coordinate Conversion of control point, actual match position fh, bh to local coordinate system i "_n-u”_n v”_n w”_nIn.

$\{\begin{array}{c}{\{{u^{\′\′}}_{n-1,fh},{v^{\′\′}}_{n-1,fh},{w^{\′\′}}_{n-1,fh}\}}^T={p^{\′\′}}_n\×\{{(X_{n-1,fh},Y_{n-1,fh},Z_{n-1,fh})}^T-{({X^{\′\′}}_{n,i},{Y^{\′\′}}_{n,i},{Z^{\′\′}}_{n,i})}^T\}\\ {\{{u^{\′\′}}_{n-1,bh},{v^{\′\′}}_{n-1,bh},{w^{\′\′}}_{n-1,bh}\}}^T={p^{\′\′}}_n\×\{{(X_{n-1,bh},Y_{n-1,bh},Z_{n-1,bh})}^T-{({X^{\′\′}}_{n,i},{Y^{\′\′}}_{n,i},{Z^{\′\′}}_{n,i})}^T\}\end{array}---\left(35\right)$

Wherein: (X_n-1,fh,Y_n-1,fh,Z_n-1,fh) represent that n-1# beam section is sat in entirety at object matching position control point fh Coordinate in mark system, is shown in Table 2；(X”_n,i,Y”_n,i,Z”_n,i) represent n# beam section after consideration beam length error, angular errors, torsional error I end node i "_nRevised coordinate；

The actual match position relative target matched position in n-1# beam section can be obtained at n# beam section local coordinate system i ”_n-u”_nv”_nw”_nThe faulting of slab ends amount in middle base vector direction

${\mathrm{\Δ}}_u=\frac{({u^{\′}}_{n-1,fh}-{u^{\′\′}}_{n-1,fh})+({u^{\′}}_{n-1,bh}-{u^{\′\′}}_{n-1,bh})}{2}---\left(36\right)$

${\mathrm{\Δ}}_w=\frac{({w^{\′}}_{n-1,fh}-{w^{\′\′}}_{n-1,fh})+({w^{\′}}_{n-1,bh}-{w^{\′\′}}_{n-1,bh})}{2}---\left(37\right)$

It should be noted that faulting of slab ends amount above does not accounts for △_v, because base vector v "_nThe faulting of slab ends amount in direction is the least, and Generally calculate inaccurate, be readily incorporated new calculating error.

By above-mentioned at local coordinate system i "_n-u”_nv”_nw”_nIn faulting of slab ends amount be transformed in global coordinate system.

$\left\{\begin{array}{c}{\mathrm{\Δ}}_{c,x}=({\mathrm{\Δ}}_{c,u}\×{e^{\′\′}}_{n,u,l}+{\mathrm{\Δ}}_{c,v}\×{e^{\′\′}}_{n,v,l}+{\mathrm{\Δ}}_{c,w}\×{e^{\′\′}}_{n,w,l})\\ {\mathrm{\Δ}}_{c,y}=({\mathrm{\Δ}}_{c,u}\×{e^{\′\′}}_{n,u,m}+{\mathrm{\Δ}}_{c,v}\×{e^{\′\′}}_{n,v,m}+{\mathrm{\Δ}}_{c,w}\×{e^{\′\′}}_{n,w,m})\\ {\mathrm{\Δ}}_{c,z}=({\mathrm{\Δ}}_{c,u}\×{e^{\′\′}}_{n,u,n}+{\mathrm{\Δ}}_{c,v}\×{e^{\′\′}}_{n,v,n}+{\mathrm{\Δ}}_{c,w}\×{e^{\′\′}}_{n,w,n})\end{array}\right.$

In formula: e "_n,u,l、e”_n,v,l、e”_n,w,l、e”_n,u,m、e”_n,v,m、e”_n,w,m、e”_n,u,n、e”_n,v,n、e”_n,w,nRepresent S408 In corresponding element in orthogonal transition matrix；

Time prefabricated, the actual match position of n-1# beam section is relative to the faulting of slab ends amount of object matching position and n# beam section time assembled The faulting of slab ends amount of actual assembled position relative target matched position be opposite direction.Therefore, it can obtain considering n# after faulting of slab ends error Beam section i end and j end correction position i " '_n、j'_nCoordinate:

i”'_n(X”'_n,i,Y””_n,i,Z”'_n,i)=(X " '_n,i-△_c,x,Y”'_n,i-△_c,y,Z”'_n,i-△_c,z) (38)

j'_n(X'_n,j,Y'_n,j,Z'_n,j)=(X'_n,j-△_c,x,Y'_n,j-△_c,y,Z'_n,j-△_c,z) (39)

Because the i end of the j end of n+1# beam section and n# beam section is to overlap when not considering faulting of slab ends error, therefore n+1# beam Section j end correction position j'_n+1Coordinate (X'_n+1,j,Y'_n+1,j,Z'_n+1,j) and i " '_nCoordinate (X " '_n,i,Y””_n,i,Z”'_n,i) phase With.

S5: calculate cast-in-place beam section overall coordinate at control point, position after correction, and be transformed into next common section local In coordinate system, i.e. the object matching position of this beam section, treat that cast-in-place beam section maintenance is complete, this beam section is moved object matching position Put, begin preparing for pouring of next beam section, comprise the following steps:

S501: by cast-in-place for calculated n# beam section i end and correction position i of j end " '_nAnd j'_nCoordinate replace original reason Opinion position i_n、j_nCoordinate, and with revise after orthogonal transition matrix P "_nReplace theoretical orthogonal transition matrix P_n；By calculated Correction position j' of n+1# beam section j end_n+1Coordinate replace original theoretical position j_n+1。

S502: calculated the n# beam section overall coordinate at control point, object matching position after error correction, and will control The overall Coordinate Conversion of system point is in the local coordinate system of next beam section to be poured.

(1) the n# beam section overall coordinate at control point, object matching position after error correction has been calculated, here with control As a example by system point fh:

(X_n,fh,Y_n,fh,Z_n,fh)^T=P "_n ^T×(u_n,fh,v_n,fh,w_n,fh)^T+(X”′_n,i,Y”′_n,i,Z”′_n,i) (40)

In formula: in formula: (u_n,fh,v_n,fh,w_n,fh) it is the n-1# beam section control point fh Measured Coordinates in cast-in-place position； (X”′_n,i,Y”′_n,i,Z”′_n,i) be n# beam section i end node i " '_nCoordinate in global coordinate system；

In like manner, other control point coordinate in global coordinate system can be tried to achieve.

(2) the solving of transition matrix.In global coordinate system O-XYZ, the local coordinate system i of n+1# beam section to be poured_n+1-u_{n+ 1}v_n+1w_n+1Base vector group u_n+1、v_n+1、w_n+1Direction vector be respectively as follows:

u_n+1Axle:

v_n+1Axle:

w_n+1Axle:

In formula: i_n+1For n+1# beam section i end theory node, j'_n+1For being corrected rear n+1# beam section j end node；

By base vector groupUnit is melted intoI.e. available from entirety seat Mark is tied to the orthogonal transition matrix P of local coordinate system_n+1:

$P_{n+1}=\left[\begin{array}{c}{e}_{n+1,u}\\ e_{n+1,v}\\ e_{n+1,w}\end{array}\right]=\left\{\begin{array}{ccc}{e}_{n+1,u,l}& e_{n+1,u,m}& e_{n+1,u,n}\\ e_{n+1,v,l}& e_{n+1,v,m}& e_{n+1,v,n}\\ e_{n+1,w,l}& e_{n+1,w,m}& e_{n+1,w,n}\end{array}\right\}---\left(44\right)$

(45) calculate according to the following formula, can obtain n# beam section at local coordinate system i_n+1-u_n+1v_n+1w_n+1At middle matched position The theoretical coordinate at each control point, here as a example by the fh of control point:

${(u_{n,fh}^P,v_{n,fh}^P,w_{n,fh}^P)}^T={P_{n+1}}^T\×\{{(X_{n-1,fh}{Y}_{n-1,fh},Z_{n-1,fh})}^T-{(X_{n,i},Y_{n,i},Z_{n,i})}^T\}---\left(45\right)$

In formula:For n# beam section at the theoretical coordinate of object matching position control point fh；(X_n+1,i, Y_n+1,i,Z_n+1,i) it is n+1# beam section i end node i_n+1Coordinate in global coordinate system.

S6: repeat S3-S5, until completing all bridge beam section.

In summary, the present invention is applicable to the correction process of beam section bridge linear monitoring, and job site survey crew will be adopted Collection data feedback is to monitoring personnel, and monitoring personnel import data to and export data according to the method for the present invention, then will export number According to feeding back to survey crew guiding construction.It can be considered that the main error in manufacture process, it is to avoid error accumulation, it is ensured that linear control Precision processed.

The foregoing is only the preferred embodiments of the present invention, be not limited to the present invention, for the skill of this area For art personnel, the present invention can have various modifications and variations.All within the spirit and principles in the present invention, that is made any repaiies Change, equivalent, improvement etc., should be included within the scope of the present invention.

Claims (7)

1. the method for correcting error of a beam section bridge linear monitoring, it is characterised in that comprise the following steps:

S1: selecting any one bridge beam section poured as the initial segment, the bridge beam section in addition to the initial segment is as commonly Section, chooses multiple control measuring points in same orientation, each bridge in addition to the initial segment in described the initial segment and described common section Beam section changed the coordinate adjusting the plurality of control measuring point before pouring according to the step of S3-S5；

S2: pour the initial segment, after waiting to pour, the multiple control point of measurement the initial segment seat in the initial segment local coordinate system Mark, and be transformed in global coordinate system in the next local coordinate system waiting to pour common section, wherein, multiple control point are treated next Pouring the coordinate figure in the local coordinate system of common section is object matching coordinate；

S3: treat that cast-in-place to pour maintenance complete, cast-in-place beam section is moved forward and adjusts the position to object matching coordinate, the control point, now Cast-in-place beam section becomes mating beam section, after next common section has poured, measures multiple control point of coupling beam section at Cast-in-situ Beam Measured Coordinates in section local coordinate system；

S4: the object matching coordinate calculated by step S2 according to all control point and the actual measurement coupling of the coupling beam section pressing step S3 Coordinate, calculates angular errors, beam length error, torsional error and faulting of slab ends error, revises the node reason of cast-in-place beam section in step S3 Discuss coordinate and the global coordinate system base vector group orthogonal transition matrix to this beam section local coordinate system base vector group；

S5: calculate cast-in-place beam section overall coordinate at control point, position after correction, and be transformed into next common section local coordinate In system, i.e. the object matching position of this beam section, treat that cast-in-place beam section maintenance is complete, this beam section is moved object matching position, opens Begin to prepare pouring of next beam section；

S6: repeat S3-S5, until completing all bridge beam section.

The method for correcting error of beam section bridge linear the most according to claim 1 monitoring, it is characterised in that the plurality of control is surveyed The quantity of point is 6, in the position of described bridge beam section, described 6 control measuring points include that two are buried on the centrage of beam section Axial line control point and bury to four absolute altitude control point in web position.

The method for correcting error of beam section bridge linear the most according to claim 1 monitoring, it is characterised in that described step S2, bag Include following steps:

S201: the multiple control point of initial beam section measurement coordinate figure in the initial segment local coordinate system is transformed into overall coordinate In system；

S202: under the multiple control point of initial beam section calculated in S201 coordinate figure in global coordinate system is transformed into In individual common section local coordinate system to be poured.

The method for correcting error of beam section bridge linear the most according to claim 3 monitoring, it is characterised in that initiate beam section with n-1# For coupling beam section, the common beam section of n# is cast-in-place beam section, and described step S201 comprises the following steps:

(1) foundation of initial beam section coordinate system；

(2) the solving of orthogonal transition matrix；Obtain transforming to local coordinate system base vector group from global coordinate system base vector group Orthogonal transition matrix P_n-1, by any control point Coordinate Conversion in local coordinate system to global coordinate system；

Described step S202, comprises the following steps:

(1) the solving of orthogonal transition matrix；Obtain transforming to local coordinate system base vector group from global coordinate system base vector group Orthogonal transition matrix P_n；

(2) n-1# beam section theoretical coordinate at each control point, object matching position in local coordinate system it is calculated.

The method for correcting error of beam section bridge linear the most according to claim 4 monitoring, it is characterised in that described step S3, bag Include following steps:

S301: treat that n-1# beam section maintenance is complete, by n-1# beam section according to control point obtained in S202 in object matching position Theoretical coordinate be adjusted in place, after next common section has poured, measure n-1# coupling the multiple control point of beam section cast-in-place at n# Measured Coordinates in beam section local coordinate system, and Measured Coordinates is transformed in global coordinate system.

The method for correcting error of beam section bridge linear the most according to claim 5 monitoring, it is characterised in that described step S4, bag Include following steps:

N-1# beam section control point calculated in step S201 is calculated in the overall coordinate and S301 of object matching position The n-1# beam section the obtained overall coordinate at control point, actual match position compares, decoupled method angular errors, beam length Error, torsional error and the impact of faulting of slab ends error, revise the node coordinate theoretical value of n# beam section and from global coordinate system base vector Group transforms to the orthogonal transition matrix of n# beam section local coordinate system base vector group；Consider angular errors, the impact of beam length error, meter Coordinate (X' after n# beam section i end node correction after calculation consideration angular errors and beam length error_n,i,Y'_n,i,Z'_n,i)；Revised Calculate on the basis of coordinate consider after torsional error coordinate after n# beam section i end node correction (X "_n,i,Y”_n,i,Z”_n,i) and transition matrix p”_n；Rear correction n# beam section i end and the j end node correction coordinate considering faulting of slab ends error is calculated on the basis of revised coordinate (X”'_n,i,Y”'_n,i,Z”'_n,i)、(X'_n,j,Y'_n,j,Z'_n,j), and revise n+1# beam section j end node correction coordinate (X'_n+1,j, Y'_n+1,j,Z'_n+1,j)。

The method for correcting error of beam section bridge linear the most according to claim 6 monitoring, it is characterised in that described step S5, bag Include following steps:

S501: by cast-in-place for calculated n# beam section i end and correction position i of j end " '_nAnd j'_nCoordinate replace theoretical position i_n、j_nCoordinate, and with revise after orthogonal transition matrix P "_nReplace theoretical orthogonal transition matrix P_n；By calculated n+1# beam Correction position j' of section j end_n+1Coordinate replace original theoretical position j_n+1；

S502: calculated the n# beam section overall coordinate at control point, object matching position after error correction, and by control point Overall Coordinate Conversion in the local coordinate system of next beam section to be poured.