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 PDFInfo
 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
 Authority
 CN
 China
 Prior art keywords
 coordinate
 error
 matching
 sections
 cast
 Prior art date
Links
 239000011159 matrix materials Substances 0.000 claims abstract description 44
 238000005259 measurement Methods 0.000 claims description 6
 238000004364 calculation method Methods 0.000 claims description 4
 238000006243 chemical reaction Methods 0.000 claims description 4
 230000001131 transforming Effects 0.000 claims description 4
 238000011065 insitu storage Methods 0.000 claims 1
 238000000034 methods Methods 0.000 abstract description 5
 238000010586 diagram Methods 0.000 description 8
 238000010276 construction Methods 0.000 description 7
 238000005266 casting Methods 0.000 description 5
 238000004519 manufacturing process Methods 0.000 description 4
 238000004422 calculation algorithm Methods 0.000 description 3
 238000005516 engineering process Methods 0.000 description 3
 238000009825 accumulation Methods 0.000 description 2
 238000004141 dimensional analysis Methods 0.000 description 2
 238000004458 analytical method Methods 0.000 description 1
 230000001276 controlling effect Effects 0.000 description 1
 230000000875 corresponding Effects 0.000 description 1
 238000007689 inspection Methods 0.000 description 1
 238000002620 method output Methods 0.000 description 1
 238000009417 prefabrication Methods 0.000 description 1
 238000004886 process control Methods 0.000 description 1
 238000003860 storage Methods 0.000 description 1
Classifications

 E—FIXED CONSTRUCTIONS
 E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
 E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
 E01D21/00—Methods 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 castinplace to pour maintenance and finish, castinplace beam section is moved forward and adjusts control point to the position of object matching coordinate, castinplace 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 castinplace 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 castinplace 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
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 deviationrectifying 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 S3S5 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 castinplace pour maintenance and finish, castinplace beam section is moved forward and adjusts control point to the position of object matching coordinate,
Castinplace 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 castinplace 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 castinplace 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 castinplace beam section maintenance finishes, which is moved object matching position
It puts, begins preparing for pouring for next beam section；
S6：S3S5 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 n1# starting beam sections as matching beam section, the common beam sections of n# are castinplace 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 group_{n1}, 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 group_{n}；
(2) theoretical coordinate at n1# 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 n1# beam sections finishes, by n1# 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 n1# matching beam sections in n#
Measured Coordinates in castinplace beam section local coordinate system, and Measured Coordinates are transformed into global coordinate system.
Step S4, includes the following steps：
By the n1# beam sections control point being calculated in step S201 in the whole coordinate and S301 of object matching position
The n1# 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 error_{n,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 afterwards_{n,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 castinplace beam section i ends of the n# being calculated and j ends_{n}And j'_{n}Coordinate replace theoretical position
Put i_{n}、j_{n}Coordinate, and with transition matrix P " orthogonal after amendment_{n}Replace theoretical orthogonal transition matrix P_{n}；The n+1# that will be calculated
The correction position j' at beam section j ends_{n+1}Coordinate replace original theoretical position j_{n+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 twodimension 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 castinplace 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 S3S5 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 castinplace pour maintenance and finish, castinplace beam section is moved forward and adjusts control point to the position of object matching coordinate,
Castinplace 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 castinplace 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 castinplace 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 castinplace beam section maintenance finishes, which is moved object matching position
It puts, begins preparing for pouring for next beam section；
S6：S3S5 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 S3S5 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 n1# 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, L_{n1}、i_{n1}、R_{n1}Illusion for fixing end mould side n1# beam section top plates
Left, center, right point.i_{n1}At seam center with local coordinate system i_{n1}u_{n1}v_{n1}w_{n1}Origin overlap, take beam section top plate longitudinal
Center line is u_{n1}Axis, i.e., it is vectorialDirection；Beam section top plate transverse joint is v_{n1}Axis, i.e., it is vectorialDirection；w_{n1}Axis
It is obtained by Outer Product of Vectors, i.e.,Direction；
(2) solution of orthogonal transition matrix.In global coordinate system OXYZ, the local coordinate system i of n1# the initial segments_{n1}
u_{n1}v_{n1}w_{n1}Base vector group u_{n1}、v_{n1}、w_{n1}Direction vector be respectively：
u_{n1}Axis：
v_{n1}Axis：
w_{n1}Axis：
In formula：i_{n1}Represent n1# beam section i ends theory node, j_{n1}Represent n1# 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 group_{n1}：
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：
(X_{n1,fh},Y_{n1,fh},Z_{n1,fh})^{T}=P_{n1} ^{T}×(u_{n1,fh},v_{n1,fh},w_{n1,fh})^{T}+(X_{n1,i},Y_{n1,i},Z_{n1,i})(5)
In formula：(u_{n1,fh},v_{n1,fh},w_{n1,fh}) be n1# beam sections control point fh at castinplace position Measured Coordinates, be shown in Table
1；(X_{n1,i},Y_{n1,i},Z_{n1,i}) it is n1# beam section i end nodes i_{n1}Theoretical 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 1n1# beam sections control point fh at castinplace position
Table 2n1# beam sections control point fh is in the whole coordinate of object matching position
S202：Coordinate of the control point obtained in abovementioned 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 OXYZ, the local coordinate system i of n# beam sections to be poured_{n}
u_{n}v_{n}w_{n}Base vector group u_{n}、v_{n}、w_{n}Direction vector be respectively：
u_{n}Axis：
v_{n}Axis：
w_{n}Axis：
In formula：i_{n}Represent n# beam section i end nodes, j_{n}Represent 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 group_{n}：
(2) (10) calculate according to the following formula, can obtain n1# beam sections in local coordinate system i_{n}u_{n}v_{n}w_{n}Middle 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 n1# beam sections control point fh at object matching position；
(X_{n,i},Y_{n,i},Z_{n,i}) it is n# beam section i end nodes i_{n}Coordinate in global coordinate system；
Similarly, the theoretical coordinate at other control points can obtain at object matching position.
S3：Treat it is castinplace pour maintenance and finish, castinplace beam section is moved forward and adjusts control point to the position of object matching coordinate,
Castinplace 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 n1# the initial segments as matching beam section,
The common beam sections of n# are castinplace beam section：
S301：Treat that the maintenance of n1# beam sections finishes, by n1# 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 n1# matching beam sections are measured in n#
Measured Coordinates in castinplace beam section local coordinate system, and Measured Coordinates are transformed into global coordinate system, here with control point fh
For：
In formula：(X'_{n1,fh},Y'_{n1,fh},Z'_{n1,fh}) for n1# 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 n1# beam sections in actual match
The Measured Coordinates at control point, are shown in Table 3 at position；(X_{n,i},Y_{n,i},Z_{n,i}) it is n1# beam section i end nodes i_{n}In global coordinate system
Coordinate；
The Measured Coordinates at table 3n1# beam sections control point at actual match position
The whole coordinate at table 4n1# 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 castinplace 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；S402S405 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})；S406S408：Calculating considers n# beam sections i after torsional error on the basis of S402S405 is revised
Coordinate (X " after end node is corrected_{n,i},Y”_{n,i},Z”_{n,i}) and transition matrix p "_{n}；S409：On the basis of S406S408 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 n1# beam sections relative to object matching position in global coordinate system
Angular errors △ '_{P}With facade angular errors △ '_{L}, formula is as follows：(understanding with reference to Fig. 5, Fig. 6)
Wherein, Y_{n1,fh}、Y_{n1,bh}For n1# beam sections at object matching position control point fh, bh in global coordinate system
Ycoordinate is shown in Table 2；Y'_{n1,fh}、Y'_{n1,bh}For n1# beam sections at actual match position control point fh, bh in global coordinate system
Ycoordinate, be shown in Table 4；Z_{n,fl}、Z_{n1,bl}、Z_{n1,fr}、Z_{n1,br}For n1# 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'_{n1,bl}、Z'_{n1,fr}、Z'_{n1,br}It is n1# 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；D_{n1,bhfh}It is n1# beam sections in target
With control point bh at position and plane projection distances of the fh in global coordinate system；D'_{n1,bhfh}It is matched for n1# beam sections in actual measurement
Control point bh and plane projection distances of the fh in global coordinate system at position；D_{n1,blfl}It is n1# 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；D_{n1,brfr}For n1# 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'_{n1,blfl}For n1# 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'_{n1,brfr}For n1# 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 n1# beam sections in global coordinate system_{P}With facade side
Parallactic angle θ '_{L}, step is as follows：
(1) grid azimuth θ of the n1# beam sections in object matching position in global coordinate system_{P}With facade azimuth angle theta_{L}：
If X_{n1,j}X_{n1,i}>0, Y_{n1,j}Y_{n1,i}>0,
If X_{n1,j}X_{n1,i}>0, Y_{n1,j}Y_{n1,i}<0,
If X_{n1,j}X_{n1,i}<0, Y_{n1,j}Y_{n1,i}<0,
If X_{n1,j}X_{n1,i}<0, Y_{n1,j}Y_{n1,i}>0,
If X_{n1,j}X_{n1,i}=0, Y_{n1,j}Y_{n1,i}>0, θ_{P}=0.5 π
If X_{n1,j}X_{n1,i}=0, Y_{n1,j}Y_{n1,i}<0, θ_{P}=1.5 π
If X_{n1,j}X_{n1,i}>0, Y_{n1,j}Y_{n1,i}=0, θ_{P}=0 π
If X_{n1,j}X_{n1,i}<0, Y_{n1,j}Y_{n1,i}=0, θ_{P}=π (13)
In formula：(X_{n1,j},Y_{n1,j},Z_{n1,j}) represent that n1# beam sections j sits up straight mark；(X_{n1,i},Y_{n1,i},Z_{n1,i}) represent n1# beams
Section i sits up straight mark；
(2) grid azimuth θ ' of the actual match position of n1# beam sections in global coordinate system_{P}With facade azimuth angle theta '_{L}：
θ'_{P}=θ_{P}+△'_{P} (15)
θ'_{L}=θ_{L}+△'_{L} (16)
In formula：△'_{P}、△'_{L}It is the result of calculation in S402；θ_{P}、θ_{L}It is the result of calculation in S403 (1)；
The result θ ' that the step obtains_{P}、θ'_{L}It will be used in step S404 calculating.
S404：Calculate the n1# beam sections coordinate of j ends in global coordinate system at actual match position
In formula, L'_{n1}Measured value for n1# beam section beam lengths；(X_{n1,i},Y_{n1,i},Z_{n1,i}) be n1# beam section i ends coordinate
The purpose of the step obtains the coordinate (X' at j ends at the actual match position of n1# beam sections_{n1,j},Y'_{n1,j},
Z'_{n1,j}), as a result it will be used in step S405 calculating.
S405：Consider angular errors △_{Z}With beam length error delta_{L}Influence, calculate n# beam section node theoretical coordinates amendment
Value.
Wherein, L'_{n}Measured value for n# beam section beam lengths；
Two groups of solutions can be obtained by solving abovementioned 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 i_{n}(X_{n,i},Y_{n,i},Z_{n,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,1}v'_{n,1}w'_{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 i_{n}(X_{n,i},Y_{n,i},Z_{n,i}) orthogonal mistake as follows can be obtained
Cross matrix：
Determine local coordinate system i'_{n,2}u'_{n,2}v'_{n,2}w'_{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 n1# beam sections, the whole coordinate of control point fh, bh are transformed into local coordinate system i' at actual match position_{n,1}
u'_{n,1}v'_{n,1}w'_{n,1}In.
Similarly, by n1# 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,2}v'_{n,2}w'_{n,2}In.
Wherein：(X'_{n1,fh},Y'_{n1,fh},Z'_{n1,fh}) for n1# 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 '_{n}First group of solution；(X'_{n,i,2},Y'_{n,i,2},
Z'_{n.i,2}) for equation group (19) obtain node i '_{n}Second group of solution；p'_{n,1}For by global coordinate system base vector group to local coordinate
It is i'_{n,1}u'_{n,1}v'_{n,1}w'_{n,1}The orthogonal transition matrix of base vector group；P'_{n,2}To be sat by global coordinate system base vector group to part
Mark system i'_{n,2}u'_{n,2}v'_{n,2}w'_{n,2}The orthogonal transition matrix of base vector group；
It enables：
R= u_{n1,bh,1}u'_{n1,bh,1}(u_{n1,fh,1}u'_{n1,fh,1}) (24)
S= w_{n1,bh,1}w'_{n1,bh}(w_{n1,fh,1}w'_{n1,fh}) (25)
T= u_{n1,bh,2}u'_{n1,bh}(u_{n1,fh,2}u'_{n1,fh}) (26)
U= w_{n1,bh,2}w'_{n1,bh}(w_{n1,fh,2}w'_{n1,fh}) (27)
If 10000 × R^{2}+S^{2}<10000×T^{2}+U^{2}, then revised node i '_{n}Coordinate is (X'_{n,i,1},Y'_{n,i,1},Z
'_{n,i,1}), P'_{n,1}For 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 '_{n}Coordinate is (X'_{n,i,2},Y'_{n,i,2},Z'_{n,i,2}), P'_{n,2}For by global coordinate system base vector group to n#
The orthogonal transition matrix of amendment of beam section local coordinate system base vector group
Abovementioned S402S405 considers beam length error delta_{L}With angular errors △_{Z}Influence, calculate and consider angular errors and beam
Coordinate (X' after n# beam sections i end nodes are corrected after long error_{n,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：△'_{N}Represent the torsional error angle of the actual match position relative target matching position of n1# beam sections；θ_{n,n1}
Angle after expression amendment angular errors and beam length error between n1# beam sections and n# beam sections, i.e. ∠ i'_{n}j_{n}j_{n1}；△_{N}It represents to spell
The torsional error angle of the physical location relative target position of n# beam sections during dress；Respectively
Where representing that n1# 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；Z_{n1,fr}、Z_{n1,fl}、Z_{n1,br}、Z_{n1,bl}Represent that n1# 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'_{n1,frfl}Represent n1#
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'_{n1,brbl}Represent n1# 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；D_{n1,frfl}Represent n1# 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；
D_{n1,brbl}Represent n1# 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 n1# beam sections when obtaining prefabricated_{N}
With the torsional error angle △ of the physical location relative target position of n# beam sections during assembly_{N}, as a result will be in step S407 calculating
It uses.
S407：Consider torsional error △ '_{N}Influence, further calculate n# beam section node theoretical coordinates correction value：(knot
It closes Fig. 8 to understand)
N# beam sections are around n1# beam section axis j_{n1}i_{n1}Windupdegree △ '_{N}Afterwards, i ends are by i'_{n}It is moved to i "_{n}.According to abovementioned several
What changes, and can list following equations group；
In equation group, o points position is as shown in Figure 8；i'_{n}For repairing after n# beam section i ends consideration beam length error and angular errors
Positive position, being calculated by S402S404；i”_{n}The amendment position after torsional error is further considered for n# beam section i ends
It puts；j_{n}Theoretical position for n# beam section j ends；
Equation group (34) eliminates node i "_{n}Coordinate variable X "_{n,i}、Y”_{n,i}, one can be obtained with Z "_{n,i}Z_{0}For unknown quantity
Quadratic equation with one unknown：
a(Z”_{n,i}Z_{0})^{2}+b×(Z”_{n,i}Z_{0})+c=0
Abovementioned quadratic equation with one unknown can obtain two solutions, consider further that Z " after torsion_{n,i}With Z'_{n,i}Relative position, can
To be determined for compliance with the unique solution of condition.Illustrate to determine that unique solution obtains mode below：
If W_{x}=0 or β=0, then Z "_{n,i}=Z_{0}；
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 be obtained_{n,i}It 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 assembled_{n}Amendment
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 windupdegree △_{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,z}Represent 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”_{n}v”_{n}w”_{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 n1# beam sections sits up straight mark
(understanding with reference to Fig. 9)：
By n1# beam sections, the whole coordinate of control point fh, bh are transformed into local coordinate system i " at actual match position_{n}u”_{n}v”_{n}w”_{n}In.
Wherein：(X_{n1,fh},Y_{n1,fh},Z_{n1,fh}) represent n1# 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 "_{n}Revised coordinate；
The actual match position relative target matching position in n1# beam sections can be obtained in n# beam section local coordinate systems i
”_{n}u”_{n}v”_{n}w”_{n}The 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 "_{n}The faulting of slab ends amount very little in direction, and
Inaccuracy is usually calculated, is readily incorporated new calculating error.
By abovementioned in local coordinate system i "_{n}u”_{n}v”_{n}w”_{n}In 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,n}Represent S408
In corresponding element in orthogonal transition matrix；
Faulting of slab ends amount of the actual match position of n1# 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'_{n}Coordinate：
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+1}Coordinate (X'_{n+1,j},Y'_{n+1,j},Z'_{n+1,j}) and i " '_{n}Coordinate (X " '_{n,i},Y””_{n,i},Z”'_{n,i}) phase
Together.
S5：The whole coordinate at castinplace 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 castinplace 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 castinplace beam section i ends of the n# being calculated and j ends_{n}And j'_{n}Coordinate replace original reason
By position i_{n}、j_{n}Coordinate, and with transition matrix P " orthogonal after amendment_{n}Replace theoretical orthogonal transition matrix P_{n}；By what is be calculated
The correction position j' at n+1# beam section j ends_{n+1}Coordinate replace original theoretical position j_{n+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：
(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 Measured Coordinates of the n1# beam sections control point fh in castinplace position；
(X”'_{n,i},Y”'_{n,i},Z”'_{n,i}) it is n# beam section i end nodes i " '_{n}Coordinate 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 OXYZ, the local coordinate system i of n+1# beam sections to be poured_{n+1}u_{n+} _{1}v_{n+1}w_{n+1}Base vector group u_{n+1}、v_{n+1}、w_{n+1}Direction vector be respectively：
u_{n+1}Axis：
v_{n+1}Axis：
w_{n+1}Axis：
In formula：i_{n+1}For n+1# beam section i ends theory node, j'_{n+1}To 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 system_{n+1}：
(45) calculate according to the following formula, can obtain n# beam sections in local coordinate system i_{n+1}u_{n+1}v_{n+1}w_{n+1}At 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；(X_{n+1,i},
Y_{n+1,i},Z_{n+1,i}) it is n+1# beam section i end nodes i_{n+1}Coordinate in global coordinate system.
S6：S3S5 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 S3S5 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 castinplace pour maintenance and finish, castinplace beam section is moved forward and adjusts control point to the position of object matching coordinate, at this time
Castinplace 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 Castinsitu 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 castinplace 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 castinplace 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 castinplace beam section maintenance finishes, which is moved object matching position, is opened
Begin to prepare pouring for next beam section；
S6：S3S5 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 n1#
To match beam section, the common beam sections of n# are castinplace 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 P_{n1}, 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 P_{n}；
(2) theoretical coordinate at n1# 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 n1# beam sections finishes, by n1# 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 castinplace in n# to measure n1# 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 n1# beam sections control point being calculated in step S201 is calculated in the whole coordinate and S301 of object matching position
Obtained n1# 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 error_{n,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 coordinate_{n,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 castinplace beam section i ends of the n# being calculated and j ends_{n}And j'_{n}Coordinate replace theoretical position
i_{n}、j_{n}Coordinate, and with transition matrix P " orthogonal after amendment_{n}Replace theoretical orthogonal transition matrix P_{n}；The n+1# beams that will be calculated
The correction position j' at section j ends_{n+1}Coordinate replace original theoretical position j_{n+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.
Priority Applications (1)
Application Number  Priority Date  Filing Date  Title 

CN201610595290.8A CN106223201B (en)  20160726  20160726  The method for correcting error of beam section bridge linear monitoring 
Applications Claiming Priority (1)
Application Number  Priority Date  Filing Date  Title 

CN201610595290.8A CN106223201B (en)  20160726  20160726  The method for correcting error of beam section bridge linear monitoring 
Publications (2)
Publication Number  Publication Date 

CN106223201A CN106223201A (en)  20161214 
CN106223201B true CN106223201B (en)  20180626 
Family
ID=57533010
Family Applications (1)
Application Number  Title  Priority Date  Filing Date 

CN201610595290.8A CN106223201B (en)  20160726  20160726  The method for correcting error of beam section bridge linear monitoring 
Country Status (1)
Country  Link 

CN (1)  CN106223201B (en) 
Families Citing this family (3)
Publication number  Priority date  Publication date  Assignee  Title 

CN108914775B (en) *  20180626  20200131  上海贝英吉工程咨询有限公司  method for positioning segmental beam 
CN108625296B (en) *  20180626  20200107  上海贝英吉工程咨询有限公司  Installation linear control method for segmental precast bridge 
CN110777669A (en) *  20191115  20200211  中铁北京工程局集团有限公司  Highspeed rail continuous beam short line matching prefabricated cantilever assembly line shape control method 
Citations (6)
Publication number  Priority date  Publication date  Assignee  Title 

JPH03103515A (en) *  19890914  19910430  Ishikawajima Harima Heavy Ind Co Ltd  Orientation control device for structure 
CN101922142A (en) *  20091010  20101222  中交二公局第二工程有限公司  Castinsitu box beam bracket template integral sliding construction method 
CN101942805A (en) *  20100917  20110112  广州瀚阳工程咨询有限公司  Threedimensional numerical control method for bridge section precasting technology 
CN104594193A (en) *  20150127  20150506  沈阳建筑大学  Upper structure of hollow board beam bridge and construction method thereof 
CN205295951U (en) *  20151222  20160608  深圳市福田建安建设集团有限公司  Become camber annular strength core cast in situ concrete roof beam construction structures 
CN105735139A (en) *  20160414  20160706  浙江大学城市学院  Supporting system for construction of castinsitu box beam in overpass and construction method of box beam 

2016
 20160726 CN CN201610595290.8A patent/CN106223201B/en active IP Right Grant
Patent Citations (6)
Publication number  Priority date  Publication date  Assignee  Title 

JPH03103515A (en) *  19890914  19910430  Ishikawajima Harima Heavy Ind Co Ltd  Orientation control device for structure 
CN101922142A (en) *  20091010  20101222  中交二公局第二工程有限公司  Castinsitu box beam bracket template integral sliding construction method 
CN101942805A (en) *  20100917  20110112  广州瀚阳工程咨询有限公司  Threedimensional numerical control method for bridge section precasting technology 
CN104594193A (en) *  20150127  20150506  沈阳建筑大学  Upper structure of hollow board beam bridge and construction method thereof 
CN205295951U (en) *  20151222  20160608  深圳市福田建安建设集团有限公司  Become camber annular strength core cast in situ concrete roof beam construction structures 
CN105735139A (en) *  20160414  20160706  浙江大学城市学院  Supporting system for construction of castinsitu box beam in overpass and construction method of box beam 
Also Published As
Publication number  Publication date 

CN106223201A (en)  20161214 
Similar Documents
Publication  Publication Date  Title 

US10474134B2 (en)  Systems and methods for compensating for 3D shape deviations in additive manufacturing  
CN104499714B (en)  Hydromechanical installer engineering construction method based on BIM platforms and robot measurement  
CN105073348B (en)  Robot system and method for calibration  
CN102985232B (en)  For being positioned at the method for the calibration of the robot on moveable platform  
CN105136054B (en)  The fine deformation monitoring method of structures and system based on Three Dimensional Ground laser scanning  
US20160121438A1 (en)  Repair method and device for the additive repair of a component  
CN101655344B (en)  Method for calibrating spatial coordinate measuring system of electronic theodolite  
CN101413348B (en)  Steel structure threedimensional scanning observe and control method  
CN102435177B (en)  Online correction method of position and orientation parameters of single transmitting station for indoor measurement positioning system  
CN103983254A (en)  Novel imaging method in agile satellite maneuvering  
JP5226666B2 (en)  Method for ensuring dimensional invariance of a physical structure consisting of multiple segments during assembly  
Armesto et al.  FEM modeling of structures based on close range digital photogrammetry  
CN103777570B (en)  Mismachining tolerance quick detection compensation method based on nurbs surface  
CN103398660B (en)  For obtaining the structured light vision sensor parameter calibration method of weld bead height information  
CN104180771A (en)  Highspeed and highprecision tank volume measurement method and device based on threedimensional laser scanning  
CN102168972B (en)  RPCbased method for improving and calibrating block adjustment of threelinear array threedimensional satellite  
CN105587130B (en)  A kind of space net shell solder sphere positioner and its application method  
CN102506824A (en)  Method for generating digital orthophoto map (DOM) by urban low altitude unmanned aerial vehicle  
CN106017319B (en)  A kind of laser scanning data coordinate crossover tool and method based on highprecision Point Measurement  
US10140398B2 (en)  Automatic generation system of rebar shop drawing using 3D model  
CN104315983B (en)  Method for increasing coordinate measurement field accuracy through space multilength constraint  
CN103084806A (en)  Large curve steel box grider manufacture method  
CN103307999B (en)  A kind of 3 D laser scanning control cage and field operation thereof scan and point cloud registration method  
CN102825602A (en)  PSD (Position Sensitive Detector)based industrial robot selfcalibration method and device  
CN103114732B (en)  Cast steel penetration pipe node space positioning method 
Legal Events
Date  Code  Title  Description 

PB01  Publication  
C06  Publication  
SE01  Entry into force of request for substantive examination  
SE01  Entry into force of request for substantive examination  
GR01  Patent grant  
GR01  Patent grant  
CB03  Change of inventor or designer information 
Inventor after: Hou Wenqi Inventor after: Luo Jin Inventor after: Cui Dapeng Inventor after: Sun Lei Inventor before: Hou Wenqi Inventor before: Luo Jin Inventor before: Sun Lei 

CB03  Change of inventor or designer information 