CN117454494B - Prefabricated line shape determining method for waveform steel web girder bridge - Google Patents
Prefabricated line shape determining method for waveform steel web girder bridge Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 66
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- 239000010959 steel Substances 0.000 title claims abstract description 48
- 238000009417 prefabrication Methods 0.000 claims abstract description 51
- 238000004364 calculation method Methods 0.000 claims abstract description 17
- 238000012937 correction Methods 0.000 claims abstract description 16
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- 238000013213 extrapolation Methods 0.000 claims description 4
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- 238000005266 casting Methods 0.000 description 10
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Abstract
The utility model provides a prefabricated line shape determining method of a waveform steel web girder bridge, which firstly establishes a prefabricated coordinate system and a local coordinate system required by prefabrication, simultaneously provides a space positioning calculation method of 6 measuring points of a segment based on the local coordinate system, and then provides a specific prefabricated line shape determining method based on the space positioning calculation method. The method for measuring the positioning of the beam Duan Kongjian by using the Duan Dingmian measuring points of the beam and the method for measuring the matching relation of adjacent beam sections to perform the prefabricated linear calculation of linear splicing have the advantages of good construction interference resistance and high precision of the obtained prefabricated linear; the process of sectional circulation construction is tighter, and the construction progress is faster; the end node coordinates in the prefabricated line-shaped parameters of the whole bridge are finally obtained, are the basis of the line-shaped assembly in the future, and the assembled line-shaped needs to be obtained on the basis of the prefabricated line-shaped; the 6-point local coordinate is a foundation for the space positioning of the beam section during linear assembly and is a foundation for the recognition and correction of the on-site assembly errors.
Description
Technical Field
The invention relates to the technical field of bridges, in particular to a method for determining the prefabricated line shape of a waveform steel web girder bridge.
Background
The corrugated steel web PC composite beam is a novel bridge structure which is raised in the 90 th century, and is characterized in that the corrugated steel web is adopted to replace a concrete web. Meanwhile, the bridge construction quality control is particularly important, wherein the linear control is the important importance of the construction quality control, so that the accurate and effective acquisition of the linear data of the bridge has important guiding significance for the linear control.
At present, a corrugated steel web PC combined beam bridge is generally constructed by adopting a suspension casting method, the construction progress is slow by adopting the suspension casting method, and meanwhile, the shrinkage and creep are obvious due to the early loading period of concrete constructed by adopting the suspension casting method, so that the general deviation between a linear actual measurement value and theoretical calculation is larger, and the linear calculation precision is lower. Meanwhile, a method for adjusting linear deviation in suspension casting construction can lead to certain folding angles between adjacent sections, the linear is not smooth enough, and the travelling comfort can be affected when the problem is serious.
In view of this, it is necessary to propose a method for determining the pre-fabricated alignment of a corrugated steel web girder bridge to solve or at least alleviate the above-mentioned drawbacks.
Disclosure of Invention
The invention mainly aims to provide a prefabricated line shape determining method for a waveform steel web PC combined beam bridge, which aims to solve the problems that the waveform steel web PC combined beam bridge in the prior art is generally constructed by adopting a suspension casting method, the construction progress is slow by adopting the suspension casting method, the deviation between a line shape actual measurement value and theoretical calculation general is larger due to obvious shrinkage and creep of concrete, and the line shape calculation precision is lower.
In order to achieve the above object, the present invention provides a method for determining the shape of a prefabricated line of a corrugated steel web girder bridge, comprising the steps of:
s1, arranging a long-line prefabricated jig frame on a prefabricated site, and establishing a prefabricated coordinate system corresponding to the prefabricated site;
s2, sequentially prefabricating each section of beam section on the long-line prefabricating jig frame in sections, and pre-burying 6 measuring points on the beam top of each section of beam section after prefabricating; after the first-section beam Duan Yuzhi is finished, acquiring the integral coordinates of 6 measuring points on the first-section beam section under the prefabricated coordinate system, finishing one-section beam section after each prefabrication, and simultaneously acquiring the integral coordinates of 6 points on the current beam section and the adjacent beam sections finished firstly;
s3, establishing a local coordinate system corresponding to the first-section beam section;
s4, correcting the elevation of two end nodes of the ith section beam by adopting a high Cheng Xiuzheng algorithm according to the 6-point integral coordinates acquired by the ith section beam section to obtain corrected end node coordinates of the ith section beam section, and determining 7 initial coordinate parameter values of the end node coordinates under a local coordinate system; wherein, the initial value of i is 1; the two end nodes are respectively the intersection points of the central line of the top surface of the segment and the joint of the segment, and are oppositely arranged at two sides of the segment along the forward bridge direction;
s5, converting the 6-point integral coordinates acquired for the first time by the ith section beam section into 6-point local coordinates under the local coordinate system according to a coordinate system conversion formula, and obtaining 7 coordinate parameter correction values of the ith section beam section in the local coordinate system for reflecting the attitude of the beam Duan Kongjian by adopting the coordinate system conversion formula by the 6-point local coordinates corresponding to the ith section beam section and the 6-point integral coordinates acquired for the second time by the ith section beam section;
s6, acquiring 6-point integral coordinates of an i+1th section beam section simultaneously with the i section beam section, obtaining 6-point local coordinates of the i+1th section beam section under a local coordinate system by adopting a coordinate system conversion formula through 7 coordinate parameter correction values of the i section beam section in the local coordinate system, and obtaining 6-point integral coordinates of the i+1th section beam Duan Pinjie behind the i section beam section according to 7 coordinate parameter initial values of the i section beam section in the local coordinate system and 6-point local coordinates corresponding to the i+1th section beam section;
s7, assigning i+1 to i according to the 6-point integral coordinates of the i+1 section beam Duan Pinjie after the i section beam section, and returning to the steps S4-S6 to obtain 7 coordinate parameter correction values of the subsequent beam section under the local coordinate system and 6-point local coordinates corresponding to the subsequent beam section after splicing;
s8, repeating the step S7, and sequentially performing splicing calculation on the rear beam sections until all the beam sections are spliced, so as to obtain the prefabricated linear parameters of the whole bridge; the prefabricated linear parameters comprise end node coordinate values of each beam section after correction under a prefabricated coordinate system and 6-point local coordinates of 6 measuring points of the beam top of each beam section under the local coordinate system.
Preferably, the step S1 of establishing a prefabricated coordinate system corresponding to the prefabricated field specifically includes the steps of: and taking the center of the initial end part of the long-wire prefabricated jig frame as an origin, taking the direction of the long-wire prefabricated jig frame as an X axis, taking the vertical upward direction as a Z axis, and establishing the prefabricated coordinate system by the Y axis according with the left-hand spiral rule.
Preferably, in the step S2, the step of prefabricating each section of beam section on the long-line prefabricating jig frame in sections sequentially specifically includes the steps of:
s21, prefabricating a first half T-structure corrugated steel web section of the current T structure: when the j-th beam section to the j+2-th beam Duan Yuzhi of the first half T-shaped structure is completed, the j-th beam section reaching the beam moving condition is lifted off the long line prefabrication jig frame, and prefabrication of the j+3-th beam section is performed; wherein the initial value of j is 1;
s22, assigning j+1 to j, and judging whether the j+3-th beam section is the last beam section or not; if yes, go to step S23; if not, returning to the step S21;
s23, adjusting the bottom die line shape of the free position through an electrodeless jacking adjusting device, and prefabricating a second half-T-structure corrugated steel web section of the first T structure; when the kth section beam section to the kth+2 section beam Duan Yuzhi of the second half T structure is completed, hanging the kth section beam section reaching the beam moving condition away from the long line prefabrication jig frame, and prefabricating the kth+3 section beam section; wherein the initial value of k is 1;
s24, assigning k+1 to k, and judging whether the k+3 section beam segment is the last section beam segment; if yes, go to step S25; if not, returning to the step S23;
s25, repeating the steps S21-S24 until all beam sections of all T-shaped corrugated steel web beams are prefabricated.
Preferably, the step S3 specifically includes the steps of:
s31, let M be the intersection point of the center line of the beam Duan Dingmian and the joint line of the sections, the ith joint beam Duan Liangce node M i M and M i-1 The coordinates in the pre-fabricated coordinate system are (X Mi ，Y Mi ，Z Mi )，(X Mi-1 ，Y Mi-1 ，Z Mi-1 )；
S32, M i The point is the origin of coordinates, M i To M i-1 The connecting line is X axis, Y axis passes through M i The point and the horizontal plane form an alpha angle, the Z axis meets the left-hand spiral rule, and a local coordinate system of the ith section beam section is built upwards;
wherein, in the prefabricated coordinate system, the coordinate vector X of the X axis of the local coordinate system of the ith section beam segment i =(X Mi-1 -X Mi ,Y Mi-1 -Y Mi ,Z Mi-1 -Z Mi ) The method comprises the steps of carrying out a first treatment on the surface of the Y-axis coordinate vector Y i From the coordinate vector X of the X-axis i Projection vector x1= (X) in horizontal plane Mi-1 -X Mi ,Y Mi-1 -Y Mi 0) rotating 90 degrees clockwise around the Z axis, and then rotating an angle alpha anticlockwise around the X axis to obtain; wherein,
y i =((-Y Mi-1 +Y Mi )×cosα,(X Mi-1 -X Mi )×cosα,x sin α); z-axis coordinate vector Z i =x i ×y i 。
Preferably, the 6 measuring points are HM, QM, HL, HR, QL, QR in sequence;
wherein, HM and QM are positioned on the longitudinal central line of the beam section and are d with the corresponding joint edge distance values; HL and HR are positioned on the same transverse straight line and correspond to the top center of the corresponding corrugated steel web with the corresponding seam edge distance value d;
QL and QR are positioned on the same transverse straight line and are corresponding to the corresponding joint margin value d, and both QL and QR correspond to the top center of the corresponding corrugated steel web.
Preferably, the coordinate conversion formula is:the method comprises the steps of carrying out a first treatment on the surface of the Wherein (1)>For transformation matrix, the coordinates of the 6 measuring points of the ith section beam segment under the local coordinate system are (x) im ,y im ,z im ) M= QL, QM, QR, HL, HM, HR, and the corresponding global coordinates are (X im ,Y im ,Z im )，(X i0 ，Y i0 ，Z i0 ) Is the coordinate value of the origin of the local coordinate system in the global coordinate system.
Preferably, in the step S4, the step of correcting the elevation of the two end nodes of the ith girder segment by using a height Cheng Xiuzheng algorithm to obtain corrected coordinates of the end nodes of the ith girder segment specifically includes the steps of:
averaging according to the elevation of the QL, QM and QR three-point coordinates of the ith section beam section to obtain a representative value Z Q Averaging according to the elevations of the HL, HM and HR three-point coordinates of the ith section beam segment to obtain a representative value Z H ；
According to Z Q ，Z H Node elevation Z for the ith beam section Mi Z is as follows Mi-1 The value is corrected by adopting a linear extrapolation method, and the specific formula is as follows:
Z Mi =(Z Q -Z H )/(L-2d)×(L-d)+Z H ；
Z Mi-1 =-(Z Q -Z H )/(L-2d)×d+Z H ；
wherein L is the length of the beam section along the forward bridge direction, and d is the distance value between the embedded measuring point and the edge of the corresponding joint.
Preferably, d is set in a range of 10 cm-20 cm.
Preferably, each half-T-shaped corrugated steel web section has 7-13 beam sections.
Compared with the prior art, the invention has the following beneficial effects:
the utility model provides a waveform steel web girder bridge prefabrication line shape determining method, which provides a waveform steel web girder bridge line shape determining method based on subsection long line prefabrication construction, firstly establishes a prefabrication coordinate system and a local coordinate system required by prefabrication, simultaneously provides a segment 6 measuring point space positioning calculation method based on the local coordinate system, and then provides a specific prefabrication line shape determining method based on the segment 6 measuring point space positioning calculation method. The method for measuring the positioning of the beam Duan Kongjian by using the Duan Dingmian measuring points of the beam and the method for measuring the matching relation of adjacent beam sections to perform linear splicing and performing the prefabricated linear calculation have the advantages of good construction interference resistance and high precision of the obtained prefabricated linear; the process of adopting the sectional circulation construction can be tighter, and the construction progress is faster.
The end node coordinates in the prefabricated line-shaped parameters of the whole bridge are finally obtained, are the basis of the line-shaped assembly in the future, and the assembled line-shaped needs to be obtained on the basis of the prefabricated line-shaped; the 6-point local coordinate is a foundation for the space positioning of the beam section during linear assembly and is a foundation for the recognition and correction of the on-site assembly errors.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings that are required in the embodiments or the description of the prior art will be briefly described, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to the structures shown in these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a flow chart of an embodiment of the present invention;
FIG. 2 is a schematic diagram of a segmented long-line prefabrication process according to an embodiment of the present invention;
FIG. 3 is a diagram of a segment space-addressing station arrangement in accordance with one embodiment of the present invention;
FIG. 4 is a schematic diagram of a segment prefabrication measurement step in an embodiment of the present invention;
FIG. 5 illustrates placement of poured N+1th, N+7th, and N+13 th section beams Duan Shichang on a pedestal of a wire prefabricated jig according to an embodiment of the invention;
fig. 6 shows placement of the n+2, n+8, n+14 beam segment lengths on the deck of a prefabricated jig according to an embodiment of the invention.
The achievement of the objects, functional features and advantages of the present invention will be further described with reference to the accompanying drawings, in conjunction with the embodiments.
Detailed Description
It should be understood that the specific embodiments described herein are for purposes of illustration only and are not intended to limit the scope of the invention.
The following description of the embodiments of the present invention will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are only some, but not all embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
It should be noted that all directional indicators (such as up, down, left, right, front, and rear … …) in the embodiments of the present invention are merely used to explain the relative positional relationship, movement, etc. between the components in a particular posture (as shown in the drawings), and if the particular posture is changed, the directional indicator is changed accordingly.
Furthermore, the description of "first," "second," etc. in this disclosure is for descriptive purposes only and is not to be construed as indicating or implying a relative importance or implicitly indicating the number of technical features indicated. Thus, a feature defining "a first" or "a second" may explicitly or implicitly include at least one such feature. In addition, the technical solutions of the embodiments may be combined with each other, but it is necessary to base that the technical solutions can be realized by those skilled in the art, and when the technical solutions are contradictory or cannot be realized, the combination of the technical solutions should be considered to be absent and not within the scope of protection claimed in the present invention.
When the person skilled in the art should know, at present, the corrugated steel web PC composite girder bridge is generally constructed by adopting a suspension casting method, the construction progress is slow by adopting the suspension casting method, and meanwhile, the linear actual measurement value and the theoretical calculation have larger general deviation and lower linear calculation precision due to the fact that the suspension casting method is used for constructing the concrete to load too early in the temporary period, shrinkage and creep are obvious. Meanwhile, a method for adjusting linear deviation in suspension casting construction can lead to certain folding angles between adjacent sections, the linear is not smooth enough, and the travelling comfort can be affected when the problem is serious.
Referring to fig. 1 to 6, a method for determining a prefabricated line shape of a corrugated steel web girder bridge according to an embodiment of the present invention includes the steps of:
s1, arranging a long-line prefabricated jig frame on a prefabricated site, and establishing a prefabricated coordinate system corresponding to the prefabricated site; in order to acquire the prefabricated linear data in the prefabrication stage, the method and the device firstly establish a prefabrication coordinate system corresponding to the prefabrication field, and can adapt to the prefabrication field by establishing the prefabrication coordinate system, so that the accuracy of the data is ensured.
Specifically, as a specific example, referring to fig. 2, the step S1 of establishing the prefabricated coordinate system corresponding to the prefabricated field specifically includes the steps of: and taking the center of the initial end part of the long-wire prefabricated jig frame as an origin (the rightmost position in fig. 2), taking the direction of the jig frame of the long-wire prefabricated jig frame as an X axis, taking the vertical upward direction as a Z axis, and establishing the prefabricated coordinate system by the Y axis in accordance with the left-hand spiral rule.
It should be noted that the target value of the linear control in the prefabrication stage of the prefabrication line can be determined by a tangential initial displacement method, and the solution of the prior art is not described in detail. The calculation formula of the prefabricated line shape is as follows: prefabricated line = designed into bridge line-the vertical displacement of the bridge obtained by tangent method; notably, the prefabricated line shape gives the three-dimensional coordinates of the midpoint of the beam Duan Liangduan (along the forward bridge direction), and the three-dimensional coordinates are the same overall bridge coordinate system as the design file.
S2, sequentially prefabricating each section of beam section on the long-line prefabrication jig frame in sections, embedding 6 measuring points at the beam top of each section of beam section after prefabrication is completed, and positioning the sections in space, wherein the 6 embedded measuring points can be detected by a position detection device, such as a total station; after the first-section beam Duan Yuzhi is finished, acquiring the overall coordinates of 6 measuring points on the first-section beam section under the prefabricated coordinate system, namely the coordinate values under the prefabricated coordinate system, and then finishing one-section beam section after each prefabrication, and simultaneously acquiring the current beam section and the adjacent 6-point overall coordinates on the first-finished prefabricated beam section, namely the overall coordinates of each measuring point under the prefabricated coordinate system; it should be noted that, in the prefabrication process, each prefabrication process of completing a beam segment will disturb an adjacent beam Duan Xingcheng that completes prefabrication first (such as factors such as elastic deformation of a jig frame base), the disturbance will change the spatial attitude of the adjacent beam segment that completes prefabrication first, if the influence caused by the disturbance is ignored, the deviation between the theoretical line shape and the actual prefabrication line shape that is finally obtained will be larger, therefore, after the first beam Duan Yuzhi is completed, the integral coordinates of 6 measuring points on the first beam segment in the prefabrication coordinate system are collected, then each prefabrication process completes a beam segment, and meanwhile, the integral coordinates of 6 points on the current beam segment and the adjacent beam segment that completes prefabrication first are collected, so as to lay a foundation for linear splicing between the beam segments subsequently.
As a preferred embodiment, the step S2 of prefabricating each beam segment in turn in segments on the long-line prefabricating jig frame specifically includes the steps of:
s21, prefabricating a first half T-structure corrugated steel web section of the current T structure: when the j-th beam section to the j+2-th beam Duan Yuzhi of the first half T-shaped structure is completed, the j-th beam section reaching the beam moving condition is lifted off the long line prefabrication jig frame, and prefabrication of the j+3-th beam section is performed; wherein the initial value of j is 1; i.e. after reaching the time period that 3 sections of beams Duan Yuzhi are completed, the j-th section of beam which is prefabricated in advance is lifted off the long-line prefabricated jig frame, and then the prefabrication of the following section of beam is continued.
S22, assigning j+1 to j, and judging whether the j+3-th beam section is the last beam section or not; if yes, go to step S23; if not, returning to the step S21;
s23, adjusting the bottom die line shape of the free position through an electrodeless jacking adjusting device, and prefabricating a second half-T-structure corrugated steel web section of the first T structure; when the kth section beam section to the kth+2 section beam Duan Yuzhi of the second half T structure is completed, hanging the kth section beam section reaching the beam moving condition away from the long line prefabrication jig frame, and prefabricating the kth+3 section beam section; wherein the initial value of k is 1; i.e. the prefabrication of the second half T-shaped corrugated steel web segment is started after the prefabrication of the first half T-shaped corrugated steel web segment is completed.
S24, assigning k+1 to k, and judging whether the k+3 section beam segment is the last section beam segment; if yes, go to step S25; if not, returning to the step S23;
s25, repeating the steps S21-S24 until all beam sections of all T-shaped corrugated steel web beams are prefabricated.
Specifically, the whole bridge comprises a plurality of T structures, each T structure comprises a first half T structure and a second half T structure, and when the prefabrication of N# to (N+2) # sections of the first half T structure is completed, the N# sections which reach the girder moving condition are lifted off the long-line prefabrication jig frame to prefabricate the (N+3) # sections as shown in fig. 5-6. When the prefabrication of the (N+3) # section is completed, the (N+1) # section is adjusted away from the long-line prefabrication jig frame, and prefabrication of the (N+4) # section is performed. And similarly, when the steel web sections are prefabricated to the sections (N+6) # and the front ends are provided with 4 sections, the bottom die line shape of the provided positions is regulated by the electrodeless jacking regulating device, and the second half-T-shaped corrugated steel web section N# is prefabricated, and similarly, until all beam sections of all T-shaped corrugated steel web beams are prefabricated. The construction process is tighter and the construction progress is faster by adopting the sectional circulation construction.
Wherein, FIG. 5 is the arrangement situation on the pedestal when the (N+1), (N+7) th and (N+13) th girder segments are being poured; FIG. 6 is an arrangement on a pedestal when the (N+1), N+7, N+13) th beam sections have been poured, immediately after the (N+2), N+8, N+14 th beam sections have been poured; it can be seen from the figure that the (n+1), the (n+7) and the (n+13) th are removed after the (n+5) th and the (n+11) th reach the beam moving condition. Fig. 5-6 generally illustrate a dynamic variation of beam segment placement during a pedestal prefabrication cycle.
S3, establishing a local coordinate system corresponding to the first-section beam section; to obtain the prefabricated line shape after all beams Duan Pinjie, the present application transforms all beam sections into the local coordinate system by establishing the local coordinate system corresponding to the first beam section, so as to obtain the prefabricated line shape after all beams Duan Pinjie.
Further, the step S3 specifically includes the steps of:
s31, let M be the intersection point of the center line of the beam Duan Dingmian and the joint line of the sections, the ith joint beam Duan Liangce node M i M and M i-1 The coordinates in the pre-fabricated coordinate system are (X Mi ，Y Mi ，Z Mi )，(X Mi-1 ，Y Mi-1 ，Z Mi-1 )；
S32, M i The point is the origin of coordinates, M i To M i-1 The connecting line is X axis, Y axis passes through M i The point and the horizontal plane form an alpha angle, the Z axis meets the left-hand spiral rule, and a local coordinate system of the ith section beam section is built upwards;
wherein, in the prefabricated coordinate system, the coordinate vector X of the X axis of the local coordinate system of the ith section beam segment i =(X Mi-1 -X Mi ,Y Mi-1 -Y Mi ,Z Mi-1 -Z Mi ) The method comprises the steps of carrying out a first treatment on the surface of the Y-axis coordinate vector Y i From the coordinate vector X of the X-axis i Projection vector x1= (X) in horizontal plane Mi-1 -X Mi ,Y Mi-1 -Y Mi 0) rotating 90 degrees clockwise around the Z axis, and then rotating an angle alpha anticlockwise around the X axis to obtain; wherein,
y i =((-Y Mi-1 +Y Mi )×cosα,(X Mi-1 -X Mi )×cosα,x sin α); z-axis coordinate vector Z i =x i ×y i 。
Further, the 6 measuring points are HM, QM, HL, HR, QL, QR in sequence;
wherein, HM and QM are positioned on the longitudinal central line of the beam section and are d with the corresponding joint edge distance values; HL and HR are positioned on the same transverse straight line and correspond to the top center of the corresponding corrugated steel web with the corresponding seam edge distance value d;
QL and QR are positioned on the same transverse straight line and are corresponding to the corresponding joint margin value d, and both QL and QR correspond to the top center of the corresponding corrugated steel web.
S4, correcting the elevation of two end nodes of the ith section beam by adopting a high Cheng Xiuzheng algorithm according to the 6-point integral coordinates acquired by the ith section beam section to obtain corrected end node coordinates of the ith section beam section, and determining 7 initial coordinate parameter values of the end node coordinates under a local coordinate system; wherein, the initial value of i is 1; the two end nodes are respectively the intersection points of the central line of the top surface of the segment and the joint of the segment, and are oppositely arranged at two sides of the segment along the forward bridge direction;
as a preferred embodiment, in the step S4, the step of correcting the elevation of the two end nodes of the ith girder segment by using a height Cheng Xiuzheng algorithm to obtain the corrected coordinates of the end nodes of the ith girder segment specifically includes the steps of:
averaging according to the elevation of the QL, QM and QR three-point coordinates of the ith section beam section to obtain a representative value Z Q Averaging according to the elevations of the HL, HM and HR three-point coordinates of the ith section beam segment to obtain a representative value Z H ；
According to Z Q ，Z H Node elevation Z for the ith beam section Mi Z is as follows Mi-1 The value is corrected by adopting a linear extrapolation method, and the specific formula is as follows:
Z Mi =(Z Q -Z H )/(L-2d)×(L-d)+Z H ；
Z Mi-1 =-(Z Q -Z H )/(L-2d)×d+Z H ；
wherein L is the length of the beam section along the forward bridge direction, and d is the distance value between the embedded measuring point and the edge of the corresponding joint.
As a preferred example, d is set in a range of 10cm to 20 cm.
It should be noted that, because the end node is close to the joint position, the embedded measuring point is not good, and the coordinates of the end node are difficult to directly detect, the method corrects the elevation of the prefabricated node by implementing the elevation of the 6 points on the top surface of the newly poured segment, averages the elevations of the three-point coordinates of QL, QM and QR of the segment to obtain a representative value ZQ, and averages the elevations of the three-point coordinates of HL, HM and HR to obtain a representative value ZH. Node elevation Z of ZH to segment according to ZQ Mi Z is as follows Mi-1 The value is corrected by adopting a linear extrapolation method, so that the end node coordinate with higher precision can be obtained through the conversion of the position of the measuring point detected by the beam top.
S5, converting the 6-point integral coordinates acquired for the first time by the ith section beam section into 6-point local coordinates under the local coordinate system according to a coordinate system conversion formula, and obtaining 7 coordinate parameter correction values of the ith section beam section in the local coordinate system for reflecting the attitude of the beam Duan Kongjian by adopting the coordinate system conversion formula by the 6-point local coordinates corresponding to the ith section beam section and the 6-point integral coordinates acquired for the second time by the ith section beam section; it should be noted that the conversion from the prefabricated coordinate system to the local coordinate system can be performed by a coordinate system conversion formula; because the process of completing a beam segment per prefabrication in the prefabrication process may disturb (e.g., the elastic deformation of the jig frame base, etc.) the adjacent pre-completed beam Duan Xingcheng, the disturbance may change the spatial attitude of the adjacent pre-completed beam segment, so that it is necessary to know the spatial attitude of the adjacent pre-completed beam Duan Xin after completing a beam segment per prefabrication, that is, 7 coordinate parameter correction values for reflecting the attitude of the beam Duan Kongjian.
Further, the coordinate conversion formula is:the method comprises the steps of carrying out a first treatment on the surface of the Wherein (1)>For transformation matrix, the coordinates of the 6 measuring points of the ith section beam segment under the local coordinate system are (x) im ,y im ,z im ) M= QL, QM, QR, HL, HM, HR, and the corresponding global coordinates are (X im ,Y im ,Z im )，(X i0 ，Y i0 ，Z i0 ) Is the coordinate value of the origin of the local coordinate system in the global coordinate system.
Notably, 7 parameters of the segmental local coordinate system (X Mi ，Y Mi ，Z Mi )，(X Mi-1 ，Y Mi-1 ，Z Mi-1 ) And the space attitude of the segment after the alpha value is determined, and the specific method for calculating 7 parameters of the local coordinate system is as follows:
let the coordinates of the 6 measuring points of the ith section under the local coordinates of the section be (x) im ,y im ,z im ) M= QL, QM, QR, HL, HM, HR; the corresponding global coordinates are (X im ,Y im ,Z im ) Is obtained by a coordinate conversion formula
(1)
In (X) i0 ，Y i0 ，Z i0 ) For the coordinate value of the origin of the local coordinate system under the prefabricated coordinate system, the directional cosine of the local coordinate of the ith section is as follows:
substituting into (1) to obtain a nonlinear equation system with 18 equations, including 7 unknown parameters (X) Mi ，Y Mi ，Z Mi )，(X Mi-1 ，Y Mi-1 ，Z Mi-1 ) And the included angle alpha between the Y axis and the horizontal plane, the nonlinear least square method can be adopted to carry out nonlinear equation setSolving to obtain the final product.
S6, acquiring 6-point integral coordinates of an i+1th section beam section simultaneously with the i section beam section, obtaining 6-point local coordinates of the i+1th section beam section under a local coordinate system by adopting a coordinate system conversion formula through 7 coordinate parameter correction values of the i section beam section in the local coordinate system, and obtaining 6-point integral coordinates of the i+1th section beam Duan Pinjie behind the i section beam section according to 7 coordinate parameter initial values of the i section beam section in the local coordinate system and 6-point local coordinates corresponding to the i+1th section beam section;
it should be noted that in the above conversion process, the matching relationship between two adjacent beam segments is fixed, that is, the relative relationship between the 6 measuring points of the i+1th segment and the local coordinate system of the i segment is fixed, so that the conversion process is realized.
S7, assigning i+1 to i according to the 6-point integral coordinates of the i+1 section beam Duan Pinjie after the i section beam section, and returning to the steps S4-S6 to obtain 7 coordinate parameter correction values of the subsequent beam section under the local coordinate system and 6-point local coordinates corresponding to the subsequent beam section after splicing;
s8, repeating the step S7, and sequentially performing splicing calculation on the rear beam sections until all the beam sections are spliced, so as to obtain the prefabricated linear parameters of the whole bridge; the prefabricated linear parameters comprise end node coordinate values of each beam section after correction under a prefabricated coordinate system and 6-point local coordinates of 6 measuring points of the beam top of each beam section under the local coordinate system.
Notably, the coordinates of the end nodes in the prefabricated line form are the basis of the subsequent line form assembly, and the assembly line form is required to be obtained on the basis of the prefabricated line form; the 6-point local coordinate is a foundation for the space positioning of the beam section during linear assembly and is a foundation for the recognition and correction of the on-site assembly errors.
The method for measuring the positioning of the beam Duan Kongjian by using the Duan Dingmian measuring points of the beam and the method for measuring the matching relation of adjacent beam sections to perform linear splicing and performing the prefabricated linear calculation have the advantages of good construction interference resistance and high precision of the obtained prefabricated linear; the process of adopting the sectional circulation construction can be tighter, and the construction progress is faster.
As a specific example, each half-T-configured corrugated steel web segment has 7-13 beam segments. In other embodiments, one skilled in the art may also set the beams Duan Jieshu of each half-T corrugated steel web segment as desired.
The foregoing description is only of the preferred embodiments of the present invention, and is not intended to limit the scope of the invention, but rather is intended to cover any equivalents of the structures or equivalent processes disclosed herein or in the alternative, which may be employed directly or indirectly in other related arts.
Claims (9)
1. A method for determining the prefabricated line shape of a waveform steel web girder bridge is characterized by comprising the following steps:
s1, arranging a long-line prefabricated jig frame on a prefabricated site, and establishing a prefabricated coordinate system corresponding to the prefabricated site;
s2, sequentially prefabricating each section of beam section on the long-line prefabricating jig frame in sections, and pre-burying 6 measuring points on the beam top of each section of beam section after prefabricating; after the first-section beam Duan Yuzhi is finished, acquiring the integral coordinates of 6 measuring points on the first-section beam section under the prefabricated coordinate system, finishing one-section beam section after each prefabrication, and simultaneously acquiring the integral coordinates of 6 points on the current beam section and the adjacent beam sections finished firstly;
s3, establishing a local coordinate system corresponding to the first-section beam section;
s4, correcting the elevation of two end nodes of the ith section beam by adopting a high Cheng Xiuzheng algorithm according to the 6-point integral coordinates acquired by the ith section beam section to obtain corrected end node coordinates of the ith section beam section, and determining 7 initial coordinate parameter values of the end node coordinates under a local coordinate system; wherein, the initial value of i is 1; the two end nodes are respectively the intersection points of the central line of the top surface of the segment and the joint of the segment, and are oppositely arranged at two sides of the segment along the forward bridge direction; the 7 coordinate parameters are the coordinate values (X Mi ，Y Mi ，Z Mi ），（X Mi-1 ，Y Mi-1 ，Z Mi-1 ) And an included angle alpha between the Y axis of the local coordinate system of the ith section beam section and the horizontal plane;
s5, converting the 6-point integral coordinates acquired for the first time by the ith section beam section into 6-point local coordinates under the local coordinate system according to a coordinate system conversion formula, and obtaining 7 coordinate parameter correction values of the ith section beam section in the local coordinate system for reflecting the attitude of the beam Duan Kongjian by adopting the coordinate system conversion formula by the 6-point local coordinates corresponding to the ith section beam section and the 6-point integral coordinates acquired for the second time by the ith section beam section;
s6, acquiring 6-point integral coordinates of an i+1th section beam section simultaneously with the i section beam section, obtaining 6-point local coordinates of the i+1th section beam section under a local coordinate system by adopting a coordinate system conversion formula through 7 coordinate parameter correction values of the i section beam section in the local coordinate system, and obtaining 6-point integral coordinates of the i+1th section beam Duan Pinjie behind the i section beam section according to 7 coordinate parameter initial values of the i section beam section in the local coordinate system and 6-point local coordinates corresponding to the i+1th section beam section;
s7, assigning i+1 to i according to the 6-point integral coordinates of the i+1 section beam Duan Pinjie after the i section beam section, and returning to the steps S4-S6 to obtain 7 coordinate parameter correction values of the subsequent beam section under the local coordinate system and 6-point local coordinates corresponding to the subsequent beam section after splicing;
s8, repeating the step S7, and sequentially performing splicing calculation on the rear beam sections until all the beam sections are spliced, so as to obtain the prefabricated linear parameters of the whole bridge; the prefabricated linear parameters comprise end node coordinate values of each beam section after correction under a prefabricated coordinate system and 6-point local coordinates of 6 measuring points of the beam top of each beam section under the local coordinate system.
2. The method for determining the prefabricated line shape of the wave-shaped steel web girder bridge according to claim 1, wherein the step S1 of establishing the prefabricated coordinate system corresponding to the prefabricated site specifically comprises the steps of: and taking the center of the initial end part of the long-wire prefabricated jig frame as an origin, taking the direction of the long-wire prefabricated jig frame as an X axis, taking the vertical upward direction as a Z axis, and establishing the prefabricated coordinate system by the Y axis according with the left-hand spiral rule.
3. The method for determining the prefabrication line shape of a wave form steel web girder bridge according to claim 2, wherein the step S2 of prefabricating each girder segment in turn in segments on the long line prefabrication jig frame comprises the steps of:
s21, prefabricating a first half T-structure corrugated steel web section of the current T structure: when the j-th beam section to the j+2-th beam Duan Yuzhi of the first half T-shaped structure is completed, the j-th beam section reaching the beam moving condition is lifted off the long line prefabrication jig frame, and prefabrication of the j+3-th beam section is performed; wherein the initial value of j is 1;
s22, assigning j+1 to j, and judging whether the j+3-th beam section is the last beam section or not; if yes, go to step S23; if not, returning to the step S21;
s23, adjusting the bottom die line shape of the free position through an electrodeless jacking adjusting device, and prefabricating a second half-T-structure corrugated steel web section of the first T structure; when the kth section beam section to the kth+2 section beam Duan Yuzhi of the second half T structure is completed, hanging the kth section beam section reaching the beam moving condition away from the long line prefabrication jig frame, and prefabricating the kth+3 section beam section; wherein the initial value of k is 1;
s24, assigning k+1 to k, and judging whether the k+3 section beam segment is the last section beam segment; if yes, go to step S25; if not, returning to the step S23;
s25, repeating the steps S21-S24 until all beam sections of all T-shaped corrugated steel web beams are prefabricated.
4. The method for determining the prefabricated line shape of the corrugated steel web girder bridge according to claim 2, wherein the step S3 specifically includes the steps of:
s31, let M be the intersection point of the center line of the beam Duan Dingmian and the joint line of the sections, the ith joint beam Duan Liangce node M i M and M i-1 The coordinates in the pre-fabricated coordinate system are (X Mi ，Y Mi ，Z Mi )，(X Mi-1 ，Y Mi-1 ，Z Mi-1 ) The method comprises the steps of carrying out a first treatment on the surface of the S32, M i The point is the origin of coordinates, M i To M i-1 The connecting line is X axis, Y axis passes through M i The point and the horizontal plane form an alpha angle, the Z axis meets the left-hand spiral rule, and a local coordinate system of the ith section beam section is built upwards;
wherein, in the prefabricated coordinate system, the coordinate vector X of the X axis of the local coordinate system of the ith section beam segment i =(X Mi-1 -X Mi ,Y Mi-1 -Y Mi ,Z Mi-1 -Z Mi ) The method comprises the steps of carrying out a first treatment on the surface of the Y-axis coordinate vector Y i From the coordinate vector X of the X-axis i Projection vector x1= (X) in horizontal plane Mi-1 -X Mi ,Y Mi-1 -Y Mi 0) rotating 90 degrees clockwise around the Z axis, and then rotating an angle alpha anticlockwise around the X axis to obtain; wherein,
y i =((-Y Mi-1 +Y Mi )×cosα,(X Mi-1 -X Mi )×cosα,×sinα)；
z-axis coordinate vector Z i =x i ×y i 。
5. The method for determining the prefabricated line shape of the wave-shaped steel web girder bridge according to claim 1, wherein the 6 measuring points are HM, QM, HL, HR, QL, QR in sequence;
wherein, HM and QM are positioned on the longitudinal central line of the beam section and are d with the corresponding joint edge distance values; HL and HR are positioned on the same transverse straight line and correspond to the top center of the corresponding corrugated steel web with the corresponding seam edge distance value d;
QL and QR are positioned on the same transverse straight line and are corresponding to the corresponding joint margin value d, and both QL and QR correspond to the top center of the corresponding corrugated steel web.
6. The method for determining the prefabricated line shape of a corrugated steel web girder bridge according to claim 5, wherein the coordinate transformation formula is:the method comprises the steps of carrying out a first treatment on the surface of the Wherein,for transforming matrix +.>，/>，/>Is the direction cosine value of the X axis of the local coordinate system of the ith girder segment in the prefabricated coordinate system,/for>，/>，/>Is the directional cosine value of the Y-axis of the local coordinate system of the ith girder segment in the prefabricated coordinate system,/for>，/>，/>The coordinates of the 6 measuring points of the ith section beam section in the local coordinate system are (x) respectively, which are the directional cosine values of the Z axis of the local coordinate system of the ith section beam section in the prefabricated coordinate system im ,y im ,z im ) M= QL, QM, QR, HL, HM, HR, and the corresponding global coordinates are (X im ,Y im ,Z im )，(X i0 ，Y i0 ，Z i0 ) Is the coordinate value of the origin of the local coordinate system in the global coordinate system.
7. The method for determining the prefabricated line shape of the wave-shaped steel web girder bridge according to claim 5, wherein the step S4 of correcting the elevation of the two end nodes of the ith girder segment by adopting a height Cheng Xiuzheng algorithm, and obtaining the corrected coordinates of the end nodes of the ith girder segment specifically comprises the steps of:
averaging according to the elevation of the QL, QM and QR three-point coordinates of the ith section beam section to obtain a representative value Z Q Averaging according to the elevations of the HL, HM and HR three-point coordinates of the ith section beam segment to obtain a representative value Z H ；
According to Z Q ，Z H Node elevation Z for the ith beam section Mi Z is as follows Mi-1 The value is corrected by adopting a linear extrapolation method, and the specific formula is as follows:
Z Mi =(Z Q -Z H )/(L-2d)×(L-d)+Z H ；
Z Mi-1 =-(Z Q -Z H )/(L-2d)×d+Z H ；
wherein L is the beam length of the beam section along the forward bridge direction.
8. The method for determining the prefabricated line shape of a corrugated steel web girder bridge according to claim 5, wherein d is set in a range of 10cm to 20 cm.
9. A method of determining the pre-form linearity of a corrugated steel web girder bridge as claimed in claim 3 wherein each half-T-structure corrugated steel web section has 7 to 13 girder sections.
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