CN106223201B - The method for correcting error of beam section bridge linear monitoring - Google Patents

The method for correcting error of beam section bridge linear monitoring Download PDF

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Publication number
CN106223201B
CN106223201B CN201610595290.8A CN201610595290A CN106223201B CN 106223201 B CN106223201 B CN 106223201B CN 201610595290 A CN201610595290 A CN 201610595290A CN 106223201 B CN106223201 B CN 106223201B
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coordinate
error
matching
sections
cast
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CN201610595290.8A
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CN106223201A (en
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侯文崎
罗锦
孙蕾
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中南大学
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    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D21/00Methods or apparatus specially adapted for erecting or assembling bridges

Abstract

The invention discloses a kind of method for correcting error of beam section bridge linear monitoring, including step:Measure coordinate of the multiple control points of the initial segment in the initial segment local coordinate system, and it is transformed into the next local coordinate system for waiting to pour common section, it treats cast-in-place to pour maintenance and finish, cast-in-place beam section is moved forward and adjusts control point to the position of object matching coordinate, cast-in-place beam section becomes matching beam section at this time, after the completion for the treatment of that next common section pours, Measured Coordinates of the multiple control points of matching beam section in cast-in-place beam section local coordinate system are measured;Coordinate is matched according to the actual measurement of the object matching coordinate at all control points and matching beam section, angular errors, beam length error, torsional error and faulting of slab ends error is calculated, corrects orthogonal transition matrix;Calculate the whole coordinate at cast-in-place beam section control point at position after amendment, and converting into target matching position;It is repeated up to and completes all bridge beam sections.The present invention is suitable for 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 correction sides that the construction process control field of bridge more particularly to a kind of beam section bridge linear monitor Method.
Background technology
Beam precast assembly method bridging technology as it is a kind of efficiently, quick, environmental protection method for bridge construction, increasingly It mostly is applied in engineering practice, and develops at present towards complete prefabricated bridge construction.Short line casting beam precast assembling technique is Bridge superstructure is divided into several beam sections, it is contemplated that camber carries out prefabricated apply according to manufacture is linear in precast beam factory Work technology.Due to during manufacturing and be assembled there are construction errors, it is therefore desirable to dedicated geometry deviation-rectifying system guidance is pre- System and assembled work.
At present, beam section beam geometry control system is very different, and basic reason is algorithm existing defects, results in linearity monitor Failure.The algorithm of part system be it is linear to horizontal alignment and facade be respectively controlled, foozle only considered plane mistake Declinate, facade error angle and beam length.This two dimension method of rectifying a deviation easily generates under the alignment condition of big longitudinal slope or deep camber Larger calculating error, causes linearity monitor precision that cannot ensure.Also the algorithm of part system is in computational manufacturing error When obscured local coordinate system and global coordinate system, this also causes linearity monitor precision that cannot ensure.
Invention content
Present invention aims at a kind of method for correcting error of beam section bridge linear monitoring is provided, to solve current beam section beam geometry The technical issues of control system monitoring precision is not high.
To achieve the above object, the present invention provides a kind of method for correcting error of beam section bridge linear monitoring, including following step Suddenly:
S1:Any one bridge beam section for pouring completion is selected as the initial segment, the bridge beam section conduct in addition to the initial segment Common section chooses multiple control points in similary orientation in the initial segment and common section, each bridge beam section in addition to the initial segment The conversion of the step of before being poured according to S3-S5 adjusts the coordinate at multiple control points;
S2:The initial segment is poured, is waited after pouring, measures multiple control points of the initial segment in the initial segment local coordinate system Coordinate, and be transformed into global coordinate system in the next local coordinate system for waiting to pour common section, wherein, multiple control points are under A coordinate value for waiting to pour in the local coordinate system of common section is object matching coordinate;
S3:Treat it is cast-in-place pour maintenance and finish, cast-in-place beam section is moved forward and adjusts control point to the position of object matching coordinate, Cast-in-place beam section becomes matching beam section at this time, after the completion for the treatment of that next common section pours, measures multiple control points of matching beam section existing Pour the Measured Coordinates in beam section local coordinate system;
S4:According to all control points by the actual measurement of the step S2 object matching coordinates calculated and the matching beam section by step S3 Coordinate is matched, calculates angular errors, beam length error, torsional error and faulting of slab ends error, the section of cast-in-place beam section in amendment step S3 Theoretical coordinate and global coordinate system base vector group are put to the orthogonal transition matrix of the beam section local coordinate system base vector group;
S5:The whole coordinate at cast-in-place beam section control point at position after amendment is calculated, and is transformed into next common section part In coordinate system, i.e. the object matching position of the beam section treats that cast-in-place beam section maintenance finishes, which is moved object matching position It puts, begins preparing for pouring for next beam section;
S6:S3-S5 is repeated, until completing all bridge beam sections.
As a further improvement on the present invention:
The quantity at multiple control points is 6, and 6 control points are buried including two in beam section in the position of bridge beam section It axial line control point on heart line and buries to four elevation control points in web position.
Step S2, includes the following steps:
S201:Measuring coordinate value of the multiple control points for originating beam section in the initial segment local coordinate system is transformed into entirety In coordinate system;
S202:Coordinate value of the multiple control points for the starting beam section being calculated in S201 in global coordinate system is converted Into next common section local coordinate system to be poured.
Using n-1# starting beam sections as matching beam section, the common beam sections of n# are cast-in-place beam section, and step S201 includes the following steps:
(1) foundation of beam section coordinate system is originated;
(2) solution of orthogonal transition matrix;It obtains transforming to local coordinate system base vector from global coordinate system base vector group The orthogonal transition matrix P of groupn-1, arbitrarily point coordinates will be controlled to be transformed into global coordinate system in local coordinate system;
Step S202, includes the following steps:
(1) solution of orthogonal transition matrix;It obtains transforming to local coordinate system base vector from global coordinate system base vector group The orthogonal transition matrix P of groupn
(2) theoretical coordinate at n-1# beam sections object matching position Chu Ge control points in local coordinate system is calculated.
Step S3, includes the following steps:
S301:Treat that the maintenance of n-1# beam sections finishes, by n-1# beam sections according to control point obtained in S202 in object matching The theoretical coordinate of position is adjusted in place, and after the completion for the treatment of that next common section pours, measures the multiple control points of n-1# matching beam sections in n# Measured Coordinates in cast-in-place beam section local coordinate system, and Measured Coordinates are transformed into global coordinate system.
Step S4, includes the following steps:
By the n-1# beam sections control point being calculated in step S201 in the whole coordinate and S301 of object matching position The n-1# beam sections being calculated whole coordinate at control point at actual match position is compared, decoupled method angular errors, The influence of beam length error, torsional error and faulting of slab ends error corrects the node coordinate theoretical value of n# beam sections and from global coordinate system base Vector Groups transform to the orthogonal transition matrix of n# beam section local coordinate system base vector groups;The shadow of consideration angular errors, beam length error It rings, coordinate (X' after n# beam section i end nodes are corrected after calculating consideration angular errors and beam length errorn,i,Y'n,i,Z'n,i);It is correcting Coordinate (X " after n# beam section i end nodes are corrected after calculating consideration torsional error on the basis of coordinate afterwardsn,i,Y”n,i,Z”n,i) and it is orthogonal Transition matrix p "n;The rear amendment n# beam section i ends for considering faulting of slab ends error are calculated on the basis of revised coordinate and j end nodes are repaiied Positive coordinate (X " 'n,i,Y”'n,i,Z”'n,i)、(X'n,j,Y'n,j,Z'n,j) and amendment n+1# beam section j end node amendment coordinates (X'n+1,j,Y'n+1,j,Z'n+1,j)。
Step S5, includes the following steps:
S501:By the correction position i " ' at the cast-in-place beam section i ends of the n# being calculated and j endsnAnd j'nCoordinate replace theoretical position Put in、jnCoordinate, and with transition matrix P " orthogonal after amendmentnReplace theoretical orthogonal transition matrix Pn;The n+1# that will be calculated The correction position j' at beam section j endsn+1Coordinate replace original theoretical position jn+1
S502:The whole coordinate at n# beam sections control point at object matching position after error correction is completed in calculating, and will control The whole coordinate of system point is transformed into the local coordinate system of next beam section to be poured.The invention has the advantages that:
1st, the method for correcting error of beam section bridge linear of the invention monitoring considers that foozle factor is more, in angular errors Three dimensional analysis method is employed in amendment, linearity monitor precision is high, and each error criterion substantially reflects in data in energy, convenient for inspection Look into data to mistake.
2nd, in a preferred approach, after the present invention considers beam length error, angular errors, torsional error, faulting of slab ends error, section is corrected Section theoretical coordinate and the local coordinate system established correct angular errors using three dimensional analysis method, avoid two-dimension analysis method The not high problem of precision existing for amendment considers torsional error and faulting of slab ends error, error accumulation is avoided to act on.
Other than 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 described in further detail.
Description of the drawings
The attached drawing for forming the part of the application is used to provide further understanding of the present invention, schematic reality of the invention Example and its explanation are applied for explaining the present invention, is not constituted improper limitations of the present invention.In the accompanying drawings:
Fig. 1 is the flow diagram 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 of the preferred embodiment of the present invention and the position view of common section;
Fig. 3 is that the position at multiple control points of the method for correcting error of the beam section bridge linear monitoring of the preferred embodiment of the present invention shows It is intended to;
Fig. 4 is the beam section of the preferred embodiment of the present invention and node schematic diagram;
Fig. 5 is the target location of the prefabrication phase matching 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 calculation formula illustrate schematic diagram;
Fig. 8 is equation group profile schematic diagram listed by preferred embodiment of the present invention S407;
Fig. 9 is the assembled stage faulting of slab ends schematic diagram of the preferred embodiment of the present invention;
Figure 10 is the short line casting beam precast schematic diagram of the preferred embodiment of the present invention.
Specific embodiment
The embodiment of the present invention is described in detail below in conjunction with attached drawing, but the present invention can be defined by the claims Implement with the multitude of different ways of covering.
Figure 10 is short line casting beam precast process schematic representation.The present invention is suitable for short line casting, and short line casting requires all beam sections It is prefabricated with fixed template in same place.Starting beam section pours between fixing end mould and movable end mould, then by it As matching beam section, the movable end mould using contact surface as next beam section matched for Forward, ensure that between adjacent beam section Shear connector exactly matches.Latter beam section, which pours, to be finished and tentatively after maintenance, and previous beam section is to transport storage, and the new beam section that pours is moved Matching beam section to matching position as next beam section.So cycle construction, until all beam precasts finish.
Embodiment 1:
Referring to Fig. 1, the method for correcting error of the beam section bridge linear monitoring of the present embodiment includes the following steps:
S1:Any one bridge beam section for pouring completion is selected as the initial segment, the bridge beam section conduct in addition to the initial segment Common section (referring to Fig. 2), chooses multiple control points in similary orientation in the initial segment and common section, each in addition to the initial segment Bridge beam section before being poured according to S3-S5 the step of conversion adjust the coordinate at multiple control points;
S2:The initial segment is poured, is waited after pouring, measures multiple control points of the initial segment in the initial segment local coordinate system Coordinate, and be transformed into global coordinate system in the next local coordinate system for waiting to pour common section, wherein, multiple control points are under A coordinate value for waiting to pour in the local coordinate system of common section is object matching coordinate;
S3:Treat it is cast-in-place pour maintenance and finish, cast-in-place beam section is moved forward and adjusts control point to the position of object matching coordinate, Cast-in-place beam section becomes matching beam section at this time, after the completion for the treatment of that next common section pours, measures multiple control points of matching beam section existing Pour the Measured Coordinates in beam section local coordinate system;
S4:According to all control points by the actual measurement of the step S2 object matching coordinates calculated and the matching beam section by step S3 Coordinate is matched, calculates angular errors, beam length error, torsional error and faulting of slab ends error, the section of cast-in-place beam section in amendment step S3 Theoretical coordinate and global coordinate system base vector group are put to the orthogonal transition matrix of the beam section local coordinate system base vector group;
S5:The whole coordinate at cast-in-place beam section control point at position after amendment is calculated, and is transformed into next common section part In coordinate system, i.e. the object matching position of the beam section treats that cast-in-place beam section maintenance finishes, which is moved object matching position It puts, begins preparing for pouring for next beam section;
S6:S3-S5 is repeated, until completing all bridge beam sections.
Embodiment 2:
The method for correcting error of the beam section bridge linear monitoring of the present embodiment, includes the following steps:
S1:Any one bridge beam section for pouring completion is selected as the initial segment, the bridge beam section conduct in addition to the initial segment Common section chooses multiple control points in similary orientation in the initial segment and common section, each bridge beam section in addition to the initial segment The conversion of the step of before being poured according to S3-S5 adjusts the coordinate at multiple control points.The quantity at multiple control points be 6,6 It buries to the axial line control point on the center line of beam section and buries in web including two in the position of bridge beam section in a control point Four elevation control points of position, referring to Fig. 3.
S2:The initial segment is poured, is waited after pouring, measures multiple control points of the initial segment in the initial segment local coordinate system Coordinate, and be transformed into global coordinate system in the next local coordinate system for waiting to pour common section, wherein, multiple control points are under A coordinate value for waiting to pour in the local coordinate system of common section is object matching coordinate.
S201:Measuring coordinate value of the multiple control points of the initial segment in the initial segment local coordinate system is transformed into whole seat In mark system.Below using n-1# the initial segments as matching beam section, the common beam sections of n# are illustrated for beam section to be poured.
(1) foundation of the initial segment coordinate system:Such as Fig. 3, Ln-1、in-1、Rn-1Illusion for fixing end mould side n-1# beam section top plates Left, center, right point.in-1At seam center with local coordinate system in-1-un-1vn-1wn-1Origin overlap, take beam section top plate longitudinal Center line is un-1Axis, i.e., it is vectorialDirection;Beam section top plate transverse joint is vn-1Axis, i.e., it is vectorialDirection;wn-1Axis It is obtained by Outer Product of Vectors, i.e.,Direction;
(2) solution of orthogonal transition matrix.In global coordinate system O-XYZ, the local coordinate system i of n-1# the initial segmentsn-1- un-1vn-1wn-1Base vector group un-1、vn-1、wn-1Direction vector be respectively:
un-1Axis:
vn-1Axis:
wn-1Axis:
In formula:in-1Represent n-1# beam section i ends theory node, jn-1Represent n-1# beam section j ends theory node, such as Fig. 4;
By base vector groupUnit is melted intoIt is i.e. available from whole seat Mark system base vector group transforms to the orthogonal transition matrix P of local coordinate system base vector groupn-1
Arbitrarily point coordinates can will be controlled to be transformed into global coordinate system in local coordinate system according to the following formula, here with control For point fh:
(Xn-1,fh,Yn-1,fh,Zn-1,fh)T=Pn-1 T×(un-1,fh,vn-1,fh,wn-1,fh)T+(Xn-1,i,Yn-1,i,Zn-1,i)(5)
In formula:(un-1,fh,vn-1,fh,wn-1,fh) be n-1# beam sections control point fh at cast-in-place position Measured Coordinates, be shown in Table 1;(Xn-1,i,Yn-1,i,Zn-1,i) it is n-1# beam section i end nodes in-1Theoretical coordinate in global coordinate system;
Similarly, coordinate of other control points in global coordinate system can acquire, and be shown in Table 2.
The Measured Coordinates of table 1n-1# beam sections control point fh at cast-in-place position
Table 2n-1# beam sections control point fh is in the whole coordinate of object matching position
S202:Coordinate of the control point obtained in above-mentioned S201 in global coordinate system is transformed into and next pours beam section Prefabricated local coordinate system, i.e. object matching coordinate:
(1) solution of orthogonal transition matrix.In global coordinate system O-XYZ, the local coordinate system i of n# beam sections to be pouredn- unvnwnBase vector group un、vn、wnDirection vector be respectively:
unAxis:
vnAxis:
wnAxis:
In formula:inRepresent n# beam section i end nodes, jnRepresent n# beam section j end nodes, such as Fig. 4;
By base vector groupUnit is melted intoIt is i.e. available from global coordinate system basal orientation Amount group transforms to the orthogonal transition matrix P of local coordinate system base vector groupn
(2) (10) calculate according to the following formula, can obtain n-1# beam sections in local coordinate system in-unvnwnMiddle object matching position The theoretical coordinate for locating each control point is put, here by taking the fh of control point as an example:
In formula:Theoretical coordinate for n-1# beam sections control point fh at object matching position; (Xn,i,Yn,i,Zn,i) it is n# beam section i end nodes inCoordinate in global coordinate system;
Similarly, the theoretical coordinate at other control points can obtain at object matching position.
S3:Treat it is cast-in-place pour maintenance and finish, cast-in-place beam section is moved forward and adjusts control point to the position of object matching coordinate, Cast-in-place beam section becomes matching beam section at this time, after the completion for the treatment of that next common section pours, measures multiple control points of matching beam section existing Pour the Measured Coordinates in beam section local coordinate system.Include the following steps, below declarative procedure using n-1# the initial segments as matching beam section, The common beam sections of n# are cast-in-place beam section:
S301:Treat that the maintenance of n-1# beam sections finishes, by n-1# beam sections according to control point obtained in S202 in object matching The theoretical coordinate of position is adjusted in place.After the completion for the treatment of that next common section pours, the multiple control points of n-1# matching beam sections are measured in n# Measured Coordinates in cast-in-place beam section local coordinate system, and Measured Coordinates are transformed into global coordinate system, here with control point fh For:
In formula:(X'n-1,fh,Y'n-1,fh,Z'n-1,fh) for n-1# beam sections control point fh at actual match position actual measurement sit Mark is transformed into the coordinate in global coordinate system through coordinate, is shown in Table 4;It is n-1# beam sections in actual match The Measured Coordinates at control point, are shown in Table 3 at position;(Xn,i,Yn,i,Zn,i) it is n-1# beam section i end nodes inIn global coordinate system Coordinate;
The Measured Coordinates at table 3n-1# beam sections control point at actual match position
The whole coordinate at table 4n-1# beam sections control point at actual match position
S4:According to all control points by the actual measurement of the step S2 object matching coordinates calculated and the matching beam section by step S3 Coordinate is matched, calculates angular errors, beam length error, torsional error and faulting of slab ends error, the section of cast-in-place beam section in amendment step S3 Point theoretical coordinate and global coordinate system base vector group to the beam section local coordinate system base vector group orthogonal transition matrix, including with Lower step:
S401:The table 4 being calculated in the table 2 and S301 that are calculated in S201 is compared.Substep considers corner The influence of error, beam length error, torsional error and faulting of slab ends error corrects the node coordinate theoretical value of n# beam sections and from whole coordinate It is the orthogonal transition matrix that base vector group transforms to n# beam section local coordinate system base vector groups;S402-S405 steps consider below The influence of angular errors, beam length error calculates and considers coordinate after n# beam section i end nodes are corrected after angular errors and beam length error (X'n,i,Y'n,i,Z'n,i);S406-S408:Calculating considers n# beam sections i after torsional error on the basis of S402-S405 is revised Coordinate (X " after end node is correctedn,i,Y”n,i,Z”n,i) and transition matrix p "n;S409:On the basis of S406-S408 is revised It calculates the rear amendment n# beam section i ends for considering faulting of slab ends error and j end nodes corrects coordinate (X " 'n,i,Y”'n,i,Z”'n,i)、(X'n,j, Y'n,j,Z'n,j) and amendment n+1# beam section j end node amendment coordinates (X'n+1,j,Y'n+1,j,Z'n+1,j);
S402:Calculate plane of the actual match position of n-1# beam sections relative to object matching position in global coordinate system Angular errors △ 'PWith facade angular errors △ 'L, formula is as follows:(understanding with reference to Fig. 5, Fig. 6)
Wherein, Yn-1,fh、Yn-1,bhFor n-1# beam sections at object matching position control point fh, bh in global coordinate system Y-coordinate is shown in Table 2;Y'n-1,fh、Y'n-1,bhFor n-1# beam sections at actual match position control point fh, bh in global coordinate system Y-coordinate, be shown in Table 4;Zn,fl、Zn-1,bl、Zn-1,fr、Zn-1,brFor n-1# beam sections at object matching position control point fl, bl, fr, Z coordinates of the br in global coordinate system, is shown in Table 2;Z'n,fl、Z'n-1,bl、Z'n-1,fr、Z'n-1,brIt is n-1# beam sections in actual match The z coordinate of control point fl, bl, fr, br in global coordinate system, is shown in Table 4 at position;Dn-1,bh-fhIt is n-1# beam sections in target With control point bh at position and plane projection distances of the fh in global coordinate system;D'n-1,bh-fhIt is matched for n-1# beam sections in actual measurement Control point bh and plane projection distances of the fh in global coordinate system at position;Dn-1,bl-flIt is n-1# beam sections in object matching position The place of putting control point bl and fl first projects to vertical determined by reprojection to control point fh and bh in plane in global coordinate system Distance between subpoint after in plane;Dn-1,br-frFor n-1# beam sections at object matching position control point br and fr in whole coordinate Position in system, subpoint spacing after first projecting in plane determined by reprojection to control point fh and bh in vertical plane From;D'n-1,bl-flFor n-1# beam sections at object matching position control point bl and positions of the fl in global coordinate system, first project On to plane determined by reprojection to control point fh and bh in vertical plane after distance between subpoint;D'n-1,br-frFor n-1# beams Section control point br and the positions of fr in global coordinate system at actual match position first project in plane reprojection to controlling Determined by point fh and bh in vertical plane after distance between subpoint;
The purpose of the step obtains plane angular errors △ 'P, facade angular errors △ 'L, as a result will be in step S403 It is used in calculating.
S403:Calculate grid azimuth θ ' of the actual match position of n-1# beam sections in global coordinate systemPWith facade side Parallactic angle θ 'L, step is as follows:
(1) grid azimuth θ of the n-1# beam sections in object matching position in global coordinate systemPWith facade azimuth angle thetaL
If Xn-1,j-Xn-1,i>0, Yn-1,j-Yn-1,i>0,
If Xn-1,j-Xn-1,i>0, Yn-1,j-Yn-1,i<0,
If Xn-1,j-Xn-1,i<0, Yn-1,j-Yn-1,i<0,
If Xn-1,j-Xn-1,i<0, Yn-1,j-Yn-1,i>0,
If Xn-1,j-Xn-1,i=0, Yn-1,j-Yn-1,i>0, θP=0.5 π
If Xn-1,j-Xn-1,i=0, Yn-1,j-Yn-1,i<0, θP=1.5 π
If Xn-1,j-Xn-1,i>0, Yn-1,j-Yn-1,i=0, θP=0 π
If Xn-1,j-Xn-1,i<0, Yn-1,j-Yn-1,i=0, θP=π (13)
In formula:(Xn-1,j,Yn-1,j,Zn-1,j) represent that n-1# beam sections j sits up straight mark;(Xn-1,i,Yn-1,i,Zn-1,i) represent n-1# beams Section i sits up straight mark;
(2) grid azimuth θ ' of the actual match position of n-1# beam sections in global coordinate systemPWith facade azimuth angle theta 'L
θ'PP+△'P (15)
θ'LL+△'L (16)
In formula:△'P、△'LIt is the result of calculation in S402;θP、θLIt is the result of calculation in S403 (1);
The result θ ' that the step obtainsP、θ'LIt will be used in step S404 calculating.
S404:Calculate the n-1# beam sections coordinate of j ends in global coordinate system at actual match position
In formula, L'n-1Measured value for n-1# beam section beam lengths;(Xn-1,i,Yn-1,i,Zn-1,i) be n-1# beam section i ends coordinate
The purpose of the step obtains the coordinate (X' at j ends at the actual match position of n-1# beam sectionsn-1,j,Y'n-1,j, Z'n-1,j), as a result it will be used in step S405 calculating.
S405:Consider angular errors △ZWith beam length error deltaLInfluence, calculate n# beam section node theoretical coordinates amendment Value.
Wherein, L'nMeasured value for n# beam section beam lengths;
Two groups of solutions can be obtained by solving above-mentioned equation group: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 in(Xn,i,Yn,i,Zn,i), in power S203 (5) (6) (7) computational methods of (8) can obtain orthogonal transition matrix as follows:
Determine local coordinate system i'n,1-u'n,1v'n,1w'n,1, the local coordinate system is with i'n,1(X'n,i,1,Y'n,i,1,Z 'n,i,1) for coordinate origin, the orthogonal transition matrix by global coordinate system base vector group to local coordinate system base vector group is P'n,1
Similarly, with node i 'n,2(X'n,i,2,Y'n,i,2,Z'n,i,2) replace in(Xn,i,Yn,i,Zn,i) orthogonal mistake as follows can be obtained Cross matrix:
Determine local coordinate system i'n,2-u'n,2v'n,2w'n,2, the local coordinate system is with i'n,2(X'n,i,2,Y'n,i,2,Z 'n,i,2) for coordinate origin, the orthogonal transition matrix by global coordinate system base vector group to local coordinate system base vector group is P'n,2
By n-1# beam sections, the whole coordinate of control point fh, bh are transformed into local coordinate system i' at actual match positionn,1- u'n,1v'n,1w'n,1In.
Similarly, by n-1# beam sections, the whole coordinate of control point fh, bh are transformed into local coordinate system at actual match position i'n,2-u'n,2v'n,2w'n,2In.
Wherein:(X'n-1,fh,Y'n-1,fh,Z'n-1,fh) for n-1# beam sections, the whole of control point fh is sat at actual match position Mark, is shown in Table 4;(X'n,i,1,Y'n,i,1,Z'n.i,1) for equation group (19) obtain node i 'nFirst group of solution;(X'n,i,2,Y'n,i,2, Z'n.i,2) for equation group (19) obtain node i 'nSecond group of solution;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,2To be sat by global coordinate system base vector group to part Mark system i'n,2-u'n,2v'n,2w'n,2The orthogonal transition matrix of base vector group;
It enables:
R=| un-1,bh,1-u'n-1,bh,1-(un-1,fh,1-u'n-1,fh,1)| (24)
S=| wn-1,bh,1-w'n-1,bh-(wn-1,fh,1-w'n-1,fh)| (25)
T=| un-1,bh,2-u'n-1,bh-(un-1,fh,2-u'n-1,fh)| (26)
U=| wn-1,bh,2-w'n-1,bh-(wn-1,fh,2-w'n-1,fh)| (27)
If 10000 × R2+S2<10000×T2+U2, then 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 amendment by global coordinate system base vector group to n# beam section local coordinate system base vector groups; Conversely, 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 amendment of beam section local coordinate system base vector group
Above-mentioned S402-S405 considers beam length error deltaLWith angular errors △ZInfluence, calculate and consider angular errors and beam Coordinate (X' after n# beam sections i end nodes are corrected after long errorn,i,Y'n,i,Z'n,i) and revised orthogonal transition matrix P'n.As a result It will be used in step S406, S407.
S406:Calculate space torsion foozle △N(understanding with reference to Fig. 7)
In formula:△'NRepresent the torsional error angle of the actual match position relative target matching position of n-1# beam sections;θn,n-1 Angle after expression amendment angular errors and beam length error between n-1# beam sections and n# beam sections, i.e. ∠ i'njnjn-1;△NIt represents to spell The torsional error angle of the physical location relative target position of n# beam sections during dress;Respectively Where representing that n-1# beam sections control point fr, fl, br, bl at the actual match position project to fixing end mould in global coordinate system Z coordinate in plane, is shown in Fig. 7;Zn-1,fr、Zn-1,fl、Zn-1,br、Zn-1,blRepresent that n-1# beam sections are controlled at object matching position respectively System point fr, fl, br, bl projected in global coordinate system fixing end mould Z coordinate in the plane;D'n-1,fr-flRepresent n-1# Beam section control point fr and fl at actual match position projected in global coordinate system withFor the arbitrary flat of normal vector Distance between point on face;D'n-1,br-blRepresent n-1# beam sections at actual match position control point br and bl in global coordinate system Project toThe distance between the point on the arbitrary plane of normal vector;Dn-1,fr-flRepresent n-1# beam sections in actual match position The place of putting control point fr and fl projected in global coordinate system withThe distance between the point on the arbitrary plane of normal vector; Dn-1,br-blRepresent n-1# beam sections control point br and bl at actual match position projected in global coordinate system withFor Distance between point on the arbitrary plane of normal vector;
The purpose of the step is the torsional error △ ' of the physical location relative target position of n-1# beam sections when obtaining prefabricatedN With the torsional error angle △ of the physical location relative target position of n# beam sections during assemblyN, as a result will be in step S407 calculating It uses.
S407:Consider torsional error △ 'NInfluence, further calculate n# beam section node theoretical coordinates correction value:(knot It closes Fig. 8 to understand)
N# beam sections are around n-1# beam section axis jn-1in-1Windup-degree △ 'NAfterwards, i ends are by i'nIt is moved to i "n.According to above-mentioned several What changes, and can list following equations group;
In equation group, o points position is as shown in Figure 8;i'nFor repairing after n# beam section i ends consideration beam length error and angular errors Positive position, being calculated by S402-S404;i”nThe amendment position after torsional error is further considered for n# beam section i ends It puts;jnTheoretical position for n# beam section j ends;
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, consider further that Z " after torsionn,iWith Z'n,iRelative position, can To be determined for compliance with the unique solution of condition.Illustrate to determine that unique solution obtains mode below:
If Wx=0 or β=0, then Z "n,i=Z0
If a>0, and Wx>0, β>0, then
If a>0, and Wx<0, β<0, then
If a>0, and Wx<0, β>0, then
If a>0, and Wx<0, β<0, then
If a<0, and Wx>0, β>0, then
If a<0, and Wx<0, β<0, then
If a<0, and Wx<0, β>0, then
If a<0, and Wx<0, β<0, then
The Z " that will be obtainedn,iIt brings equation group (34) into, other variable Xs 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 is further to consider the influence of torsional error, n# beam section i end nodes i' when calculating assemblednAmendment Coordinate (X "n,i,Y”n,i,Z”n,i), as a result it will use in step S 407.
S408:Consider the influence of torsional error, obtain global coordinate system base vector group to n# beam section local coordinate system basal orientations The revised orthogonal transition matrix of amount group;
Determine n# beam section local coordinate systems after correctingThe direction vector of axis:
According to base vectorWithVertical relation and it is assembled when n# beam sections windup-degree △N, can list down Establish an equation group:
In equation group,It is illustrated respectively in consideration torsional error n# beam section local coordinate system bases in global coordinate system 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 it is determined.Following global coordinate system base vector can be obtained according to method in (4) in S202 Group arrives the revised orthogonal transition matrix of n# beam section local coordinate system base vector groups:
S407 and S408 determines local coordinate system i "n-u”nv”nw”n, the local coordinate system is with i "n(X”n,i,Y”n,i, Z”n,i) for coordinate origin, the orthogonal transition matrix by global coordinate system base vector group to local coordinate system base vector group is P'n,1
S409:It further corrects and considers after faulting of slab ends error that n# beam section i ends and j are sat up straight and be marked with and the j of n-1# beam sections sits up straight mark (understanding with reference to Fig. 9):
By n-1# beam sections, the whole coordinate of control point fh, bh are transformed into local coordinate system i " at actual match positionn-u”nv”nw”nIn.
Wherein:(Xn-1,fh,Yn-1,fh,Zn-1,fh) represent n-1# beam sections at object matching position control point fh in whole seat Coordinate in mark system, is shown in Table 2;(X”n,i,Y”n,i,Z”n,i) represent n# beam sections after consideration beam length error, angular errors, torsional error I end nodes i "nRevised coordinate;
The actual match position relative target matching position in n-1# beam sections can be obtained in n# beam section local coordinate systems i ”n-u”nv”nw”nThe faulting of slab ends amount in middle base vector direction
It is worth noting that, faulting of slab ends amount above does not account for △v, because of base vector v "nThe faulting of slab ends amount very little in direction, and Inaccuracy is usually calculated, is readily incorporated new calculating error.
By above-mentioned in local coordinate system i "n-u”nv”nw”nIn faulting of slab ends amount be transformed into global coordinate system.
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;
Faulting of slab ends amount of the actual match position of n-1# beam sections relative to object matching position and n# beam sections during assembly when prefabricated The faulting of slab ends amount of practical assembled position relative target matching position be negative direction.Therefore, it may be accounted n# after faulting of slab ends error Beam section i ends and j ends 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 j ends of n+1# beam sections and the i ends of n# beam sections are to be to overlap, therefore n+1# beams when not considering faulting of slab ends error 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 Together.
S5:The whole coordinate at cast-in-place beam section control point at position after amendment is calculated, and is transformed into next common section part In coordinate system, i.e. the object matching position of the beam section treats that cast-in-place beam section maintenance finishes, which is moved object matching position It puts, begins preparing for pouring for next beam section, include the following steps:
S501:By the correction position i " ' at the cast-in-place beam section i ends of the n# being calculated and j endsnAnd j'nCoordinate replace original reason By position in、jnCoordinate, and with transition matrix P " orthogonal after amendmentnReplace theoretical orthogonal transition matrix Pn;By what is be calculated The correction position j' at n+1# beam section j endsn+1Coordinate replace original theoretical position jn+1
S502:The whole coordinate at n# beam sections control point at object matching position after error correction is completed in calculating, and will control The whole coordinate of system point is transformed into the local coordinate system of next beam section to be poured.
(1) the whole coordinate at n# beam sections control point at object matching position after error correction is completed in calculating, here with control For system point fh:
(Xn,fh,Yn,fh,Zn,fh)T=P "n T×(un,fh,vn,fh,wn,fh)T+(X”'n,i,Y”'n,i,Z”'n,i) (40)
In formula:In formula:(un,fh,vn,fh,wn,fh) it is Measured Coordinates of the n-1# beam sections control point fh in cast-in-place position; (X”'n,i,Y”'n,i,Z”'n,i) it is n# beam section i end nodes i " 'nCoordinate in global coordinate system;
Similarly, coordinate of other control points in global coordinate system can acquire.
(2) solution of transition matrix.In global coordinate system O-XYZ, the local coordinate system i of n+1# beam sections to be pouredn+1-un+ 1vn+1wn+1Base vector group un+1、vn+1、wn+1Direction vector be respectively:
un+1Axis:
vn+1Axis:
wn+1Axis:
In formula:in+1For n+1# beam section i ends theory node, j'n+1To be corrected rear n+1# beam sections j end nodes;
By base vector groupUnit is melted intoIt is i.e. available from whole seat Mark system arrives the orthogonal transition matrix P of local coordinate systemn+1
(45) calculate according to the following formula, can obtain n# beam sections in local coordinate system in+1-un+1vn+1wn+1At middle matching position The theoretical coordinate at each control point, here by taking the fh of control point as an example:
In formula:Theoretical coordinate for nn beam sections control point fh at object matching position;(Xn+1,i, Yn+1,i,Zn+1,i) it is n+1# beam section i end nodes in+1Coordinate in global coordinate system.
S6:S3-S5 is repeated, until completing all bridge beam sections.
In summary, the present invention is suitable for the correction process of beam section bridge linear monitoring, and construction site survey crew will adopt Collect data feedback to monitoring personnel, monitoring personnel imports data to and method output data according to the present invention, then will export number According to feeding back to survey crew's guiding construction.It can be considered that the main error in manufacturing process, avoids error accumulation, ensure linear control Precision processed.
The foregoing is only a preferred embodiment of the present invention, is not intended to restrict the invention, for the skill of this field For art personnel, the invention may be variously modified and varied.All within the spirits and principles of the present invention, that is made any repaiies Change, equivalent replacement, improvement etc., should all be included in the protection scope of the present invention.

Claims (7)

1. a kind of method for correcting error of beam section bridge linear monitoring, which is characterized in that include the following steps:
S1:Selecting any one bridge beam section for pouring completion, the bridge beam section in addition to the initial segment is as common as the initial segment Section chooses multiple control points in similary orientation, each bridge in addition to the initial segment in the initial segment and the common section Beam section before being poured according to S3-S5 the step of conversion adjust the coordinate at the multiple control point;
S2:The initial segment is poured, is waited after pouring, measures seat of the multiple control points of the initial segment in the initial segment local coordinate system Mark, and be transformed into global coordinate system in the next local coordinate system for waiting to pour common section, wherein, multiple control points are treated next It is object matching coordinate to pour the coordinate value in the local coordinate system of common section;
S3:Treat it is cast-in-place pour maintenance and finish, cast-in-place beam section is moved forward and adjusts control point to the position of object matching coordinate, at this time Cast-in-place beam section becomes matching beam section, after the completion for the treatment of that next common section pours, measures multiple control points of matching beam section in Cast-in-situ Beam Measured Coordinates in section local coordinate system;
S4:It is matched according to all control points by the step S2 object matching coordinates calculated and by the actual measurement of the matching beam section of step S3 Coordinate, calculates angular errors, beam length error, torsional error and faulting of slab ends error, the node reason of cast-in-place beam section in amendment step S3 By the orthogonal transition matrix of coordinate and global coordinate system base vector group to the beam section local coordinate system base vector group;
S5:The whole coordinate at cast-in-place beam section control point at position after amendment is calculated, and is transformed into next common section local coordinate In system, i.e. the object matching position of the beam section treats that cast-in-place beam section maintenance finishes, which is moved object matching position, is opened Begin to prepare pouring for next beam section;
S6:S3-S5 is repeated, until completing all bridge beam sections.
2. the method for correcting error of beam section bridge linear monitoring according to claim 1, which is characterized in that the multiple control point Quantity for 6,6 control points are buried including two to the axis on the center line of beam section in the position of the bridge beam section It line traffic control point and buries to four elevation control points in web position.
3. the method for correcting error of beam section bridge linear monitoring according to claim 1, which is characterized in that the step S2, packet Include following steps:
S201:Measuring coordinate value of the multiple control points for originating beam section in the initial segment local coordinate system is transformed into whole coordinate In system;
S202:Under coordinate value of the multiple control points for the starting beam section being calculated in S201 in global coordinate system is transformed into In a common section local coordinate system to be poured.
4. the method for correcting error of beam section bridge linear monitoring according to claim 3, which is characterized in that beam section is originated with n-1# To match beam section, the common beam sections of n# are cast-in-place beam section, and the step S201 includes the following steps:
(1) foundation of beam section coordinate system is originated;
(2) solution of orthogonal transition matrix;It obtains transforming to local coordinate system base vector group from global coordinate system base vector group Orthogonal transition matrix Pn-1, arbitrarily point coordinates will be controlled to be transformed into global coordinate system in local coordinate system;
The step S202, includes the following steps:
(1) solution of orthogonal transition matrix;It obtains transforming to local coordinate system base vector group from global coordinate system base vector group Orthogonal transition matrix Pn
(2) theoretical coordinate at n-1# beam sections object matching position Chu Ge control points in local coordinate system is calculated.
5. the method for correcting error of beam section bridge linear monitoring according to claim 4, which is characterized in that the step S3, packet Include following steps:
S301:Treat that the maintenance of n-1# beam sections finishes, by n-1# beam sections according to control point obtained in S202 in object matching position Theoretical coordinate be adjusted in place, after the completion for the treatment of that next common section pours, it is cast-in-place in n# to measure n-1# matchings beam section multiple control points Measured Coordinates in beam section local coordinate system, and Measured Coordinates are transformed into global coordinate system.
6. the method for correcting error of beam section bridge linear monitoring according to claim 5, which is characterized in that the step S4, packet Include following steps:
The n-1# beam sections control point being calculated in step S201 is calculated in the whole coordinate and S301 of object matching position Obtained n-1# beam sections whole coordinate at control point at actual match position is compared, decoupled method angular errors, beam length The influence of error, torsional error and faulting of slab ends error corrects the node coordinate theoretical value of n# beam sections and from global coordinate system base vector Group transforms to the orthogonal transition matrix of n# beam section local coordinate system base vector groups;Consider the influence of angular errors, beam length error, meter Coordinate (X' after n# beam section i end nodes are corrected after calculation consideration angular errors and beam length errorn,i,Y'n,i,Z'n,i);Revised Coordinate (X " after n# beam section i end nodes are corrected after calculating consideration torsional error on the basis of coordinaten,i,Y”n,i,Z”n,i) and transition matrix p”n;The rear amendment n# beam section i ends for considering faulting of slab ends error are calculated on the basis of revised coordinate and j end nodes correct coordinate (X”'n,i,Y”'n,i,Z”'n,i)、(X'n,j,Y'n,j,Z'n,j) and amendment n+1# beam section j end node amendment coordinates (X'n+1,j, Y'n+1,j,Z'n+1,j)。
7. the method for correcting error of beam section bridge linear monitoring according to claim 6, which is characterized in that the step S5, packet Include following steps:
S501:By the correction position i " ' at the cast-in-place beam section i ends of the n# being calculated and j endsnAnd j'nCoordinate replace theoretical position in、jnCoordinate, and with transition matrix P " orthogonal after amendmentnReplace theoretical orthogonal transition matrix Pn;The n+1# beams that will be calculated The correction position j' at section j endsn+1Coordinate replace original theoretical position jn+1
S502:The whole coordinate for completing n# beam sections control point at object matching position after error correction is calculated, and by control point Whole coordinate be transformed into the local coordinate system of next beam section to be poured.
CN201610595290.8A 2016-07-26 2016-07-26 The method for correcting error of beam section bridge linear monitoring CN106223201B (en)

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