CN114673089B - Walking type pushing construction control method for non-thrust arch bridge steel box girder - Google Patents
Walking type pushing construction control method for non-thrust arch bridge steel box girder Download PDFInfo
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- 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
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- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
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Abstract
The invention discloses a walking type pushing construction control method for a non-thrust arch bridge steel box girder, which is used for controlling the local stress of a bridge deck system and ensuring the line shape of assembly. Before the bridge deck system is pushed, the erected bridge deck system line shape is combined, the elevation adjustment condition of each pivot point in the pushing advancing process is simulated, and the bridge deck system is ensured to be in the theoretical bridge forming line shape. After the bridge deck system is pushed, according to a linear positioning mode, measuring a tangent line of the tail end of the steel box girder of the previous section, taking the tangent line as a positioning reference, adjusting a hoisting machine station in the hoisting process, welding and fixing after meeting the requirement, and performing other operations on subsequent hoisting machines. The method ensures that the internal force and the line shape of the bridge deck system are consistent with the design in the pushing process, is simple and practical to operate, and has popularization value in pushing construction of the asymmetric thrust-free arch bridge.
Description
Technical Field
The invention relates to the field of thrust-free arch bridge construction, in particular to a walking type pushing construction control method for a thrust-free arch bridge steel box girder.
Background
With the rapid development of design construction level and construction equipment, the incremental launching construction can be completely realized by a bridge line shape or a space curve bridge with a certain arc line. Therefore, the walking type pushing construction method can be adopted to carry out pushing construction on the arch bridge steel box girder which has no thrust in the self stress form and has a certain radian.
The existing pushing construction methods are all translation type pushing, pushing construction of an arch bridge steel box girder cannot be carried out according to the linearity of an arch bridge, in the pushing construction of the thrust-free arch bridge steel box girder, in order to ensure that fulcrum counter force is within a calculation design value, relative linear dynamic change of the fulcrum counter force needs to be adjusted at any time, and the curvature and the precision of erecting the steel box girder are ensured.
Disclosure of Invention
The invention aims to provide a walking type pushing construction control method for a thrust-free arch bridge steel box girder, which ensures that all sections of the steel box girder are erected in place, and has accurate linearity and high precision.
The technical scheme of the invention is as follows:
a walking type pushing construction control method for a thrust-free arch bridge steel box girder specifically comprises the following steps:
(1) Before incremental launching construction, simulating the design line shape of a bridge according to a design drawing, dividing the steel box girder into a main span section and a side span section according to the design line shape of the bridge, dividing each section of the steel box girder into a plurality of incremental launching parts according to the total incremental launching length of the steel box girder, sequentially simulating the working condition of incremental launching operation of each section of the steel box girder through engineering simulation software, and calculating the theoretical reaction value of a three-dimensional jack for lifting a bridge deck system in the incremental launching process;
(2) Before jacking of the bridge deck system, completing installation of a jacking bracket, arranging a three-dimensional jack and a temporary protection pier on the jacking bracket, hoisting and welding a main span section of the steel box girder, and before jacking, placing the main span section of the steel box girder on the temporary protection pier and being higher than the three-dimensional jack;
(3) Before pushing, according to the line shape of the bridge deck system of the erected main span section of the steel box girder and combining the line shape of the bridge deck, based on each part in the bridge deck system of the main span section of the steel box girder, lofting in the pushing process is carried out, and an adjusting numerical value of the bridge deck height of the main span section of the steel box girder in the pushing advancing process is obtained;
(4) Setting theoretical reaction range values of all parts in the bridge deck system of the main span section of the steel box girder, and in the jacking process of the bridge deck system of the main span section of the steel box girder, when the actual reaction value of any part on the supporting point of the three-dimensional jack exceeds the theoretical reaction range value, adjusting the elevation of the supporting point of the bridge deck system of the main span section of the steel box girder in time, and then further adjusting the elevation by the lofting elevation value; the theoretical reaction range value is a range value obtained by adding a set positive and negative error value to the theoretical reaction value;
(5) After the pushing of the bridge deck system of the main span section of the steel box girder is finished, measuring the coordinates of a plurality of measuring points on the rear end part of the main span section of the steel box girder, calculating the angle value of the tangential angle of each measuring point, finally obtaining the tangential angle of the tail end of the main span section of the steel box girder through the fitting of the tangential angles of the plurality of measuring points, and then taking the tangential angle of the tail end of the main span section of the steel box girder as a positioning reference;
(6) After the jacking of the bridge deck system of the main span section of the steel box girder is finished, a hoisting machine enters a field, a mechanical station is adjusted, the side span section of the steel box girder is hoisted to the jacking bracket, jacking operation is carried out according to the steps (3) to (5) until the steel box girder of the next section is jacked to the right position by taking the tangential angle of the tail end of the steel box girder of the previous section as a positioning reference, and after the jacking of the steel box girder of the next section is finished, the front end of the steel box girder of the next section is welded and fixed with the tail end of the steel box girder of the previous section.
In the step (1), the design line shape of the bridge is simulated by using AutoCAD software, and the working condition that each section of the steel box girder is partially pushed is simulated in sequence by finite element analysis software.
After erecting and pushing of each section steel box girder, all the sections of the section steel box girder are placed on the temporary protection piers, and the number of the pushing supports, the temporary protection piers and the three-dimensional jacks is synchronously increased along with the increase of the splicing length of the whole steel box girder bridge deck system; compared with the theoretical linear shape of Duan Chengqiao in the same area, the bridge deck system linear shape of each section steel box girder after erection and jacking is consistent in longitudinal slope, transverse slope and mileage, but the bridge deck system elevation of each section steel box girder after actual erection and jacking is slightly higher than the theoretical bridge forming elevation of the same section, but the height of each section steel box girder at the supporting point of each jacking support temporary protection pier is higher than the theoretical elevation by the same value, namely the actual linear shape and the theoretical linear shape of each section steel box girder bridge deck system are in a space parallel state.
The main longitudinal beam at the front end of the bridge deck system of the main span section of the steel box girder serves as a partial pushing guide beam, namely the pushing guide beam of the main span section of the steel box girder comprises a guide beam, a variable cross-section box-type transition beam and a longitudinal beam at the front end of the main span section of the steel box girder which are sequentially connected.
And displacement sensors of the three-dimensional jacks on the pushing support are connected with a PLC (programmable logic controller), the PLC displays three-dimensional coordinates of the fulcrums on the three-dimensional jacks in real time, and the mileage of the bridge deck system and the lifting height of each three-dimensional jack fulcrum in the pushing process are adjusted at any time according to the lofting elevation value.
In the step (6), the steel box girder of the next section is pushed to the right position by taking the tangential angle of the tail end of the steel box girder of the previous section as a positioning reference, namely, the front end part of the steel box girder of the next section is provided with a plurality of measuring points, the angle value of the tangential angle of each measuring point is calculated, and finally the tangential angle of the head end of the steel box girder of the next section is obtained through the fitting of the tangential angles of the measuring points, when the tangential angle of the head end of the steel box girder of the next section is consistent with the tangential angle of the tail end of the steel box girder of the previous section, and the elevation meets the design requirement, the pushing is pushed to the right position.
And (5) after the angle value of the tangential angle of each measuring point is calculated, rechecking the mileage and elevation measured values of the bridge deck system after the pushing is finished according to the angle value of the tangential angle of each measuring point, adjusting the elevation of the supporting point again by using the three-dimensional jack, and fitting the tangential angle of each adjusted measuring point to obtain the tangential angle of the tail end of the main span section of the steel box girder after rechecking and adjusting.
The invention has the advantages that:
(1) Before the pushing construction, a theoretical counter force value of the three-dimensional jack for lifting the bridge deck system in the pushing process is obtained through engineering simulation software simulation, then during the pushing construction, an actual counter force value on a fulcrum of the three-dimensional jack is compared with a theoretical counter force range value, and the elevation of the fulcrum is adjusted in time, so that the displacement accuracy of the steel box girder in the pushing process in sections and in parts is realized;
(2) The main longitudinal beam at the front end of the bridge deck system of the main span section of the steel box girder is used as a partial pushing guide girder, so that the length of the guide girder is reduced;
(3) The displacement sensors of the three-dimensional jacks on the pushing support are connected with the PLC, and can be further adjusted by adopting lofting elevation numerical values, so that the pushing precision of the steel box girder in the pushing process is further improved;
(4) The method adopts the tangential angles of a plurality of measuring points to fit the curvature of the top end of the actual steel box girder after the top end of the actual steel box girder is in place, then obtains the tangential angle of the tail end of the steel box girder according to the curvature, and takes the tangential angle as the positioning reference for pushing the steel box girder in place of the next section of section, thereby ensuring the splicing integrity of the steel box girders of the plurality of sections and simultaneously ensuring the linear accuracy of the steel box girder of the thrust-free arch bridge.
Drawings
FIG. 1 is a schematic structural view of the incremental launching construction of the present invention.
Fig. 2 is a top view of the push pilot beam of the present invention.
Fig. 3 is a layout diagram of measuring points of the steel box girder of the previous section of the present invention.
Fig. 4 is a layout diagram of measuring points of the steel box girder of the latter section of the present invention.
The method comprises the following steps of reference numeral 1-pushing support, 2-three-dimensional jack, 3-temporary protection pier, 4-steel box girder main span section, 5-guide beam, 6-variable cross section box type transition beam, 7-longitudinal beam at the front end part of steel box girder main span section, 8-first measuring point, 9-second measuring point, 10-third measuring point 10, 11-fourth measuring point, 12-fifth measuring point, 13-sixth measuring point, 14-seventh measuring point 10, 15-eighth measuring point and 16-steel box girder of the next section.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
A walking type pushing construction control method for a non-thrust arch bridge steel box girder specifically comprises the following steps:
(1) Before incremental launching construction, simulating the design line shape of a bridge by using AutoCAD software according to a design drawing, dividing a steel box girder into a plurality of sections according to the design line shape of the bridge, dividing each section of the steel box girder into a plurality of incremental launching parts according to the total incremental launching length of the steel box girder, sequentially simulating the working condition of incremental launching operation of each section of the steel box girder through finite element analysis software, and calculating the theoretical reaction force value of the three-dimensional jack for lifting the bridge deck system in the incremental launching process;
(2) Before jacking, finishing the installation of a jacking bracket 1, arranging a three-dimensional jack 2 and a temporary protection pier 3 on the jacking bracket 1, hoisting and welding a main span section 4 of the steel box girder, and before jacking, arranging the main span section 4 of the steel box girder on the temporary protection pier 3 and enabling the height of the main span section to be 5-10cm higher than that of the three-dimensional jack;
(3) Before pushing, according to the erected first section steel box, the bridge deck systems are linear and combined into a bridge line shape, based on each part in the bridge deck system of the main span section of the steel box girder, lofting in the pushing process is carried out, and an adjusting numerical value of the bridge deck height of the main span section of the steel box girder in the pushing advancing process is obtained;
(4) Setting theoretical reaction range values of all parts in the bridge deck system of the main span section of the steel box girder, and timely adjusting the elevations of the fulcrums of the part of the bridge deck system of the main span section of the steel box girder when the actual reaction value of any part on the three-dimensional jack fulcrum 2 exceeds the theoretical reaction range values in the jacking process of the bridge deck system of the main span section of the steel box girder; displacement sensors of three-dimensional jacks 2 on the pushing support are connected with a PLC (programmable logic controller), the PLC displays three-dimensional coordinates of fulcrums on the three-dimensional jacks 2 in real time, and then the mileage of the bridge deck system and the lifting height of each three-dimensional jack 2 fulcrum in the pushing process are adjusted at any time according to the lofting elevation value; the theoretical reaction range value is a range value obtained by adding a set positive and negative error value to the theoretical reaction value; as shown in fig. 2, the main longitudinal beam at the front end of the bridge deck system of the main span section of the steel box girder serves as a partial pushing guide beam, namely the pushing guide beam of the main span section of the steel box girder comprises a guide beam 5, a variable cross-section box-shaped transition beam 6 and a longitudinal beam 7 at the front end of the main span section of the steel box girder which are sequentially connected, so that the length of the guide beam 5 is reduced;
(5) After the jacking of the bridge deck system of the steel box girder main span section 4 is finished, measuring coordinates of four measuring points (a first measuring point 8, a second measuring point 9, a third measuring point 10 and a fourth measuring point 11) on the rear end part of the steel box girder main span section 4, calculating an angle value of a tangential angle of each measuring point, rechecking mileage and elevation measured values of the bridge deck system after the jacking is finished according to the angle value of the tangential angle of each measuring point, adjusting the elevation of a supporting point again by using a three-dimensional jack, fitting the tangential angle of each adjusted measuring point to obtain the tangential angle of the tail end of the steel box girder main span section after rechecking adjustment, and then taking the tangential angle of the tail end of the steel box girder main span section as a positioning reference;
(6) After the jacking of the bridge deck system of the main span section of the steel box girder is finished, hoisting machinery to enter a field, adjusting a mechanical station, hoisting the side span section of the steel box girder to a jacking bracket 1, and performing jacking operation according to the steps (3) to (5), wherein the steel box girder 16 of the next section is jacked to be in place by taking the tangential angle of the tail end of the steel box girder of the previous section as a positioning reference, namely, the front end part of the steel box girder 16 of the next section is provided with four measuring points (a fifth measuring point 12, a sixth measuring point 13, a seventh measuring point 14 and an eighth measuring point 15), calculating the angle value of the tangential angle of each measuring point, and finally obtaining the tangential angle of the head end of the steel box girder 16 of the next section by fitting the tangential angles of the four measuring points, wherein when the tangential angle of the head end of the steel box girder 16 of the next section is consistent with the tangential angle of the steel box girder of the previous section and the elevation meets the design requirement, the jacking is in place; and after the pushing of the steel box girder 16 of the next section is finished, welding and fixing the front end of the steel box girder 16 of the next section and the tail end of the steel box girder of the previous section.
After erecting and pushing of each section of steel box girder, all the sections of steel box girder are placed on the temporary protection piers 3, and along with the increase of the splicing length of the whole steel box girder bridge deck system, the number of the pushing supports 1, the temporary protection piers 3 and the three-dimensional jacks 2 is synchronously increased; compared with the theoretical linear shape of Duan Chengqiao in the same area, the bridge deck system linear shape of each section steel box girder after erecting and pushing is consistent in longitudinal slope, transverse slope and mileage, but the elevation of each section steel box girder bridge deck system after actual erecting and pushing is slightly higher than the theoretical bridge forming elevation of the same area, but the height of each section steel box girder at the 3-branch point of each pushing support temporary protection pier is consistent with the value higher than the theoretical elevation, namely the actual linear shape and the theoretical linear shape of each section steel box girder bridge deck system are in a space parallel state.
Although embodiments of the present invention have been shown and described, it will be appreciated by those skilled in the art that various changes, modifications, substitutions and alterations can be made in these embodiments without departing from the principles and spirit of the invention, the scope of which is defined in the appended claims and their equivalents.
Claims (5)
1. A walking type pushing construction control method for a thrust-free arch bridge steel box girder is characterized by comprising the following steps: the method specifically comprises the following steps:
(1) Before incremental launching construction, simulating the design line shape of a bridge according to a design drawing, dividing the steel box girder into a main span section and a side span section according to the design line shape of the bridge, dividing each section of the steel box girder into a plurality of incremental launching parts according to the total incremental launching length of the steel box girder, sequentially simulating the working condition of incremental launching operation of each section of the steel box girder through engineering simulation software, and calculating the theoretical reaction value of the three-dimensional jack for lifting the bridge deck system in the incremental launching process;
(2) Before jacking of the bridge deck system, completing installation of a jacking bracket, arranging a three-dimensional jack and a temporary protection pier on the jacking bracket, hoisting and welding a main span section of the steel box girder, and before jacking, placing the main span section of the steel box girder on the temporary protection pier and being higher than the three-dimensional jack;
(3) Before pushing, according to the line shape of the bridge deck system of the erected main span section of the steel box girder and combining the line shape of the bridge deck, based on each part in the bridge deck system of the main span section of the steel box girder, lofting in the pushing process is carried out, and an adjusting numerical value of the bridge deck height of the main span section of the steel box girder in the pushing advancing process is obtained;
(4) Setting theoretical reaction range values of all parts in the bridge deck system of the main span section of the steel box girder, and in the jacking process of the bridge deck system of the main span section of the steel box girder, when the actual reaction value of any part on the supporting point of the three-dimensional jack exceeds the theoretical reaction range value, adjusting the elevation of the supporting point of the bridge deck system of the main span section of the steel box girder in time, and then further adjusting the elevation by the lofting elevation value; the theoretical reaction range value is a range value obtained by adding a set positive and negative error value to the theoretical reaction value;
(5) After jacking of the bridge deck system of the main span section of the steel box girder is finished, measuring coordinates of a plurality of measuring points on the rear end part of the main span section of the steel box girder, calculating an angle value of a tangential angle of each measuring point, rechecking mileage and elevation measuring values of the bridge deck system after jacking is finished according to the angle value of the tangential angle of each measuring point, using a three-dimensional jack to readjust the elevation of a fulcrum, fitting the tangential angle of the tail end of the main span section of the steel box girder by using the tangential angle of each measuring point after rechecking and adjusting to obtain the tangential angle of the tail end of the main span section of the steel box girder, and finally fitting the tangential angles of the plurality of measuring points to obtain the tangential angle of the tail end of the main span section of the steel box girder, wherein the tangential angle of the tail end of the main span section of the steel box girder is used as a positioning reference;
(6) After the jacking of the bridge deck system of the main span section of the steel box girder is finished, a hoisting machine enters a field, a mechanical station is adjusted, the side span section of the steel box girder is hoisted to a jacking bracket, jacking operation is carried out according to the steps (3) to (5), and the jacking is carried out in place until the steel box girder of the next section takes the tangential angle of the tail end of the steel box girder of the previous section as a positioning reference, namely the front end of the steel box girder of the next section as a positioning reference, a plurality of measuring points are arranged at the front end of the steel box girder of the next section, the angle value of the tangential angle of each measuring point is calculated, finally the tangential angle of the head end of the steel box girder of the next section is obtained through fitting the tangential angles of the plurality of measuring points, when the tangential angle of the head end of the steel box girder of the next section is consistent with the tangential angle of the tail end of the steel box girder of the previous section, and the elevation meets the design requirements, namely the jacking is in place, and after the jacking of the steel box girder of the next section is finished, the front end of the steel box girder of the next section is welded and fixed with the tail end of the steel box girder of the previous section.
2. The walking type pushing construction control method for the thrust-free arch bridge steel box girder according to claim 1, is characterized in that: in the step (1), the design line shape of the bridge is simulated by using AutoCAD software, and the working condition that each section of the steel box girder is partially pushed is simulated in sequence by finite element analysis software.
3. The walking type pushing construction control method for the thrust-free arch bridge steel box girder according to claim 1, is characterized in that: after erecting and pushing of each section steel box girder, all the sections of the section steel box girder are placed on the temporary protection piers, and the number of the pushing supports, the temporary protection piers and the three-dimensional jacks is synchronously increased along with the increase of the splicing length of the whole steel box girder bridge deck system; compared with the theoretical linear shape of Duan Chengqiao in the same area, the bridge deck system linear shape of each section steel box girder after erection and jacking is consistent in longitudinal slope, transverse slope and mileage, but the bridge deck system elevation of each section steel box girder after actual erection and jacking is slightly higher than the theoretical bridge forming elevation of the same section, but the height of each section steel box girder at the supporting point of each jacking support temporary protection pier is higher than the theoretical elevation by the same value, namely the actual linear shape and the theoretical linear shape of each section steel box girder bridge deck system are in a space parallel state.
4. The walking type pushing construction control method for the steel box girder of the thrust-free arch bridge as recited in claim 1, wherein: the main longitudinal beam at the front end of the bridge deck system of the main span section of the steel box girder serves as a partial pushing guide beam, namely the pushing guide beam of the main span section of the steel box girder comprises a guide beam, a variable cross-section box-type transition beam and a longitudinal beam at the front end of the main span section of the steel box girder which are sequentially connected.
5. The walking type pushing construction control method for the thrust-free arch bridge steel box girder according to claim 1, is characterized in that: and displacement sensors of the three-dimensional jacks on the pushing support are connected with a PLC (programmable logic controller), the PLC displays three-dimensional coordinates of the fulcrums on the three-dimensional jacks in real time, and the mileage of the bridge deck system and the lifting height of each three-dimensional jack fulcrum in the pushing process are adjusted at any time according to the lofting elevation value.
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