阅读说明：本技术 钢拱桥的纵梁和拱肋成型控制方法 (Longitudinal beam and arch rib forming control method of steel arch bridge ) 是由 徐磊 沈阳 王舸舟 何梓阳 王泽宇 于 2021-09-17 设计创作，主要内容包括：本发明提供了一种钢拱桥的纵梁和拱肋成型控制方法,本发明通过张拉系杆、紧缩吊杆,将拱肋、纵梁脱离各自的临时支撑,可拆除临时支撑,避免了施工过程中变形释放,消除了有害内力。通过施加吊杆、系杆预加力,从而将拱肋、纵梁脱离临时支架的距离进行精确确定,提高了施工前的运算效率,精确控制施工时脱离临时支架的距离,精准附加所需预应力,为先梁后拱施工方法中的支架拆除环节提供数据支撑。(The invention provides a longitudinal beam of a steel arch bridge and an arch rib forming control method. The distances of the arch ribs and the longitudinal beams, which are separated from the temporary support, are accurately determined by applying the prestress of the suspension rods and the tie rods, so that the operation efficiency before construction is improved, the distances of the arch ribs and the longitudinal beams, which are separated from the temporary support during construction, are accurately controlled, the required prestress is accurately attached, and data support is provided for a support dismantling link in a construction method of a beam-first arch and a beam-second arch.)

1. A control method for forming longitudinal beams and arch ribs of a steel arch bridge is characterized by comprising the following steps:

step S1: arranging abutments at two ends of a steel arch bridge to be formed, arranging arch beam combination parts on the abutments, and constructing steel piles at the lower part of the steel arch bridge to be formed by using a piling ship;

step S2: connecting a longitudinal beam construction platform at the upper part of the steel pipe pile;

step S3: hoisting a first section of longitudinal beam, and connecting the first section of longitudinal beam with the arch beam joint;

step S4: sequentially mounting the rest longitudinal beams, welding and connecting the longitudinal beams into a whole, mounting the longitudinal beam displacement and downforce monitoring device on a longitudinal beam construction platform, and placing the longitudinal beams on the longitudinal beam displacement and downforce monitoring device;

step S5: a conversion platform is erected at the upper part of the longitudinal beam construction platform;

step S6: installing an arch rib temporary support on the conversion platform;

step S7: installing an arch rib construction platform on the arch rib temporary support;

step S8: hoisting the first arch rib section, and connecting the first arch rib section with the arch beam combination part;

step S9: sequentially installing the rest arch ribs, and welding the arch ribs end to form a whole;

step S10: installing a longitudinal beam displacement and downward pressure monitoring device on the longitudinal beam construction platform, and placing the middle arch rib on the longitudinal beam displacement and downward pressure monitoring device;

step S11: installing each suspender and the suspender locking device, wherein one end of each suspender is connected with the arch rib through the suspender locking device, the other end of each suspender is connected with the longitudinal beam through the suspender locking device, and the arch rib and the suspender are compacted and then locked through the suspender locking device so as to connect the arch rib and the longitudinal beam into a whole;

step S12: the method comprises the following steps that a tie bar penetrates through a pipeline inside an installation longitudinal beam, two ends of the tie bar penetrate out of two ends of one longitudinal beam, a tie bar tensioning device is connected with one end, corresponding to the tie bar penetrating out of the longitudinal beam, of the tie bar, and after the tie bar is subjected to primary tensioning through the tie bar tensioning device, the tie bar and the longitudinal beam are temporarily anchored;

step S13: testing the actual internal force of the suspender, adjusting the actual internal force of the suspender according to the calculated internal force of the suspender, and locking the arch rib and the suspender through a suspender locking device after adjusting the actual internal force;

step S14: calculating horizontal shrinkage delta 2 to be generated by tensioning the tie bars according to the displacement of the arch rib separated from the arch rib and the vertical displacement delta 1 required by the downward pressure monitoring device;

step S14: tensioning the tie bars again by generating horizontal shrinkage delta 2, wherein the arch rib is arched to generate displacement in the process of shrinking two ends of the arch rib due to the shortening of the tie bars, the arch rib monitoring device monitors the arch distance of the arch rib and the load transmitted to the arch rib monitoring device by the arch rib, the tensioning progress is adjusted according to the monitoring result, and the tensioning is stopped when the distance reaches delta 1 calculated in the previous step;

step S15: after the tie bars are tensioned, the tie bars and the longitudinal beams are firmly anchored, so that internal force loss is prevented;

step S16: the method comprises the steps that a suspender locking device is used for carrying out secondary tightening adjustment on a suspender and an arch rib, in the tightening process of the suspender, a longitudinal beam is pulled upwards by upward pulling force to generate displacement, the arch rib cannot be pulled downwards by the suspender to generate obvious displacement under the restraint of a tie rod, the distance of the pulled longitudinal beam and the load transmitted by the longitudinal beam to a longitudinal beam displacement and downward pressure monitoring device are measured by the longitudinal beam displacement and downward pressure monitoring device, the tightening progress of the suspender is adjusted by the suspender locking device, and when the distance of the pulled longitudinal beam which meets the construction requirement of dismantling and supporting is the distance delta 3, the tightening adjustment of the suspender is stopped, and the suspender and the arch rib are locked and connected;

step S17: and (3) sequentially removing the arch rib displacement and downforce monitoring device, the longitudinal beam displacement and downforce monitoring device, the arch rib construction platform, the arch rib temporary support, the conversion platform and the longitudinal beam construction platform, and finally removing the steel pipe pile by adopting a pile driving barge.

2. A method for controlling the forming of longitudinal beams and ribs for a steel arch bridge according to claim 1, wherein the step S3: hoisting the first section of longitudinal beam, and connecting the first section of longitudinal beam with the arch beam joint part, and then further comprising:

the two ends of the end cross beam are connected between the two arched beam joints.

3. A method for controlling the forming of longitudinal beams and ribs for a steel arch bridge according to claim 1, wherein the step S3: hoisting the first section of longitudinal beam, and connecting the first section of longitudinal beam with the arch beam joint part, and then further comprising:

and connecting two ends of the middle cross beam between the two oppositely arranged first section longitudinal beams.

4. A method for controlling the forming of longitudinal beams and ribs for a steel arch bridge according to claim 1, wherein the step S4: install all the other each sections longeron in proper order, with each section longeron after head and the tail welded connection becomes whole, still include:

and connecting two ends of the middle cross beam between two sections of longitudinal beams which are arranged oppositely.

5. A method for controlling the forming of longitudinal beams and ribs for a steel arch bridge according to claim 1, wherein the step S6: installing a temporary arch rib support on a conversion platform, comprising:

and the arch rib temporary support is hinged with the conversion platform.

6. A method for controlling the formation of stringers and ribs of a steel arch bridge according to claim 1, wherein after the first segment of ribs is hoisted and connected to the coupling portion of the ribs to the bridge, further comprising:

the two ends of the wind brace are connected between the two oppositely arranged first-section arch ribs.

7. A method for controlling the forming of longitudinal beams and ribs for a steel arch bridge according to claim 1, wherein the step S10: install longeron displacement and downforce monitoring device on longeron construction platform, shelve the arch rib at middle part on longeron displacement and downforce monitoring device after, still include:

and connecting the two ends of the wind brace between two sections of oppositely arranged arch ribs.

8. A method for controlling the forming of longitudinal beams and ribs for a steel arch bridge according to claim 1, wherein the step S14: calculating the horizontal shrinkage delta 2 to be generated by tensioning the tie bars according to the displacement of the arch rib away from the arch rib and the vertical displacement delta 1 required by the downward pressure monitoring device, wherein the method comprises the following steps:

in the range of the vector-span ratio f/L of 0.2-0.5, the ratio range of delta 2/delta 1 is calculated to be about 0.7-1.7;

and calculating the horizontal shrinkage delta 2 to be generated by tensioning the tie bars according to the displacement of the arch rib away from the arch rib and the vertical displacement delta 1 required by the downward pressure monitoring device.

Technical Field

The invention relates to a longitudinal beam and arch rib forming control method of a steel arch bridge.

Background

The through tied arch bridge structure has great advantages when being used for steel structure bridges, combines the arch ribs and the longitudinal beams together to bear load, combines the structural performance of bending and arch compression of the beams, and can avoid the arrangement of a bearing platform with overlarge rigidity due to large horizontal force.

In the construction of the through tied steel arch bridge, the construction can be carried out by adopting a longitudinal beam first and arch rib second method, but for the long-span tied arch bridge, a temporary support needs to be additionally arranged when the construction is carried out by adopting the longitudinal beam first and arch rib second method, the temporary support is removed after the construction of the steel arch bridge is finished, and the bridge construction is finished.

When the support is dismantled and is under construction, need break away from interim support with arch rib and longeron, prevent to dismantle steel arch bridge behind the interim support and produce harmful internal force. However, before the temporary support is removed, whether the distance between the arch rib and the longitudinal beam, which is separated from the temporary support, meets the requirement is difficult to reliably determine, and reliable removal of the temporary support cannot be guaranteed.

Only rely on the artifical distance that breaks away from temporary stand of arch rib and longeron of observing among the engineering at present, have a plurality of drawbacks:

1) the distance between the arch rib and the longitudinal beam separated from the temporary support is manually observed, workers need to climb a plurality of temporary support frames, and time and labor are wasted;

2) in the process that the arch ribs and the longitudinal beams are separated from the temporary support, the plurality of arch ribs and the longitudinal beams which are far away from each other simultaneously generate displacement, and manual observation results are not timely, so that the distances between the arch ribs and the longitudinal beams separated from the temporary support need to be adjusted for many times, and the efficiency is not high;

3) the manual climbing supports temporarily, and potential safety hazards exist when high-altitude operation is carried out.

Disclosure of Invention

The invention aims to provide a longitudinal beam and arch rib forming control device of a steel arch bridge.

In order to solve the above problems, the present invention provides a control device for forming a longitudinal beam and an arch rib of a steel arch bridge, comprising:

step S1: arranging abutments at two ends of a steel arch bridge to be formed, arranging arch beam combination parts on the abutments, and constructing steel piles at the lower part of the steel arch bridge to be formed by using a piling ship;

step S2: connecting a longitudinal beam construction platform at the upper part of the steel pipe pile;

step S3: hoisting a first section of longitudinal beam, and connecting the first section of longitudinal beam with the arch beam joint;

step S4: sequentially installing the rest longitudinal beams, welding the longitudinal beams end to form a whole, and placing the longitudinal beam 103 on the longitudinal beam displacement and downward pressure monitoring device 302;

step S5: a conversion platform is erected at the upper part of the longitudinal beam construction platform;

step S6: installing an arch rib temporary support on the conversion platform;

step S7: installing an arch rib construction platform on the arch rib temporary support;

step S8: hoisting the first arch rib section, and connecting the first arch rib section with the arch beam combination part;

step S9: sequentially installing the rest arch ribs, and welding the arch ribs end to form a whole;

step S10: installing a longitudinal beam displacement and downward pressure monitoring device on the longitudinal beam construction platform, and placing the middle arch rib on the longitudinal beam displacement and downward pressure monitoring device;

step S11: installing each suspender and the suspender locking device, wherein one end of each suspender is connected with the arch rib through the suspender locking device, the other end of each suspender is connected with the longitudinal beam through the suspender locking device, and the arch rib and the suspender are compacted and then locked through the suspender locking device so as to connect the arch rib and the longitudinal beam into a whole;

step S12: the method comprises the steps that a tie rod penetrates through a pipeline inside an installation longitudinal beam, two ends of the tie rod penetrate out of two ends of a longitudinal beam 103, a tie rod tensioning device is connected with one end, corresponding to the tie rod penetrating out of the longitudinal beam, of the tie rod, and after the tie rod is subjected to primary tensioning through the tie rod tensioning device, the tie rod and the longitudinal beam are temporarily anchored;

step S13: testing the actual internal force of the suspender, adjusting the actual internal force of the suspender according to the calculated internal force of the suspender, and locking the arch rib and the suspender 108 through a suspender locking device after adjusting the actual internal force;

step S14: calculating horizontal shrinkage delta 2 to be generated by tensioning the tie bars according to the displacement of the arch rib separated from the arch rib and the vertical displacement delta 1 required by the downward pressure monitoring device;

step S14: tensioning the tie bars again by generating horizontal shrinkage delta 2, wherein the arch rib is arched to generate displacement in the process of shrinking two ends of the arch rib due to the shortening of the tie bars, the arch rib monitoring device monitors the arch distance of the arch rib and the load transmitted to the arch rib monitoring device by the arch rib, the tensioning progress is adjusted according to the monitoring result, and the tensioning is stopped when the distance reaches delta 1 calculated in the previous step;

step S15: after the tie bars are tensioned, the tie bars and the longitudinal beams are firmly anchored, so that internal force loss is prevented;

step S16: the method comprises the steps that a suspender locking device is used for carrying out secondary tightening adjustment on a suspender and an arch rib, in the tightening process of the suspender, a longitudinal beam is pulled upwards by upward pulling force to generate displacement, the arch rib cannot be pulled downwards by the suspender to generate obvious displacement under the restraint of a tie rod, the distance of the pulled longitudinal beam and the load transmitted by the longitudinal beam to a longitudinal beam displacement and downward pressure monitoring device are measured by the longitudinal beam displacement and downward pressure monitoring device, the tightening progress of the suspender is adjusted by the suspender locking device, and when the distance of the pulled longitudinal beam which meets the construction requirement of dismantling and supporting is the distance delta 3, the tightening adjustment of the suspender is stopped, and the suspender and the arch rib are locked and connected;

step S17: and (3) sequentially removing the arch rib displacement and downforce monitoring device, the longitudinal beam displacement and downforce monitoring device, the arch rib construction platform, the arch rib temporary support, the conversion platform and the longitudinal beam construction platform, and finally removing the steel pipe pile by adopting a pile driving barge.

Further, in the above method, step S3: hoisting the first section of longitudinal beam, and connecting the first section of longitudinal beam with the arch beam joint part, and then further comprising:

the two ends of the end cross beam are connected between the two arched beam joints.

Further, in the above method, step S3: hoisting the first section of longitudinal beam, and connecting the first section of longitudinal beam with the arch beam joint part, and then further comprising:

and connecting two ends of the middle cross beam between the two oppositely arranged first section longitudinal beams.

Further, in the above method, step S4: install all the other each sections longeron in proper order, with each section longeron after head and the tail welded connection becomes whole, still include:

and connecting two ends of the middle cross beam between two sections of longitudinal beams which are arranged oppositely.

Further, in the above method, step S6: installing a temporary arch rib support on a conversion platform, comprising:

and the arch rib temporary support is hinged with the conversion platform.

Further, in the above method, after the hoisting of the first segment of arch rib and the connection of the first segment of arch rib with the arch beam joint, the method further includes:

the two ends of the wind brace are connected between the two oppositely arranged first-section arch ribs.

Further, in the above method, step S10: install longeron displacement and downforce monitoring device on longeron construction platform, shelve the arch rib at middle part on longeron displacement and downforce monitoring device after, still include:

and connecting the two ends of the wind brace between two sections of oppositely arranged arch ribs.

Further, in the above method, step S14: calculating the horizontal shrinkage delta 2 to be generated by tensioning the tie bars according to the displacement of the arch rib away from the arch rib and the vertical displacement delta 1 required by the downward pressure monitoring device, wherein the method comprises the following steps:

in the range of the vector-span ratio f/L of 0.2-0.5, the ratio range of delta 2/delta 1 is calculated to be about 0.7-1.7;

and calculating the horizontal shrinkage delta 2 to be generated by tensioning the tie bars according to the displacement of the arch rib away from the arch rib and the vertical displacement delta 1 required by the downward pressure monitoring device.

Compared with the prior art, the invention provides a method for calculating the deformation of the first-beam-to-second-arch construction, the arch rib and the longitudinal beam are separated from respective temporary supports by tensioning the tie rods and tightening the suspension rods, the temporary supports can be disassembled, the deformation release in the construction process is avoided, and the harmful internal force is eliminated. The distances of the arch ribs and the longitudinal beams, which are separated from the temporary support, are accurately determined by applying the prestress of the suspension rods and the tie rods, so that the operation efficiency before construction is improved, the distances of the arch ribs and the longitudinal beams, which are separated from the temporary support during construction, are accurately controlled, the required prestress is accurately attached, and data support is provided for a support dismantling link in a construction method of a beam-first arch and a beam-second arch.

Drawings

FIG. 1 is a schematic view of a stringer and rib profile control apparatus for a steel arch bridge in accordance with an embodiment of the present invention;

FIG. 2 is a cross-sectional view of a stringer and rib profile control apparatus for a steel arch bridge in accordance with an embodiment of the present invention;

fig. 3 is a first state view of a stringer and rib forming control apparatus of a steel arch bridge according to an embodiment of the present invention;

FIG. 4 is a second state view of the stringer and rib profile control apparatus of a steel arch bridge in accordance with an embodiment of the present invention;

FIG. 5 is a third state view of the stringer and rib profile control apparatus of a steel arch bridge in accordance with an embodiment of the present invention;

fig. 6 is a fourth state view of the stringer and rib forming control apparatus of the steel arch bridge according to the embodiment of the present invention;

FIG. 7 is a schematic diagram of a calculation of the deformation of the stringers and ribs of the steel arch bridge according to an embodiment of the present invention;

fig. 8 is a schematic cross-sectional view of a rib or stringer monitoring device in a compacted state according to an embodiment of the present invention;

fig. 9 is a schematic cross-sectional view of an unstressed rib monitoring device or a longitudinal beam monitoring device according to an embodiment of the present invention;

wherein, the arch rib 101, the arch beam joint part 102, the longitudinal beam 103, the end beam 104, the middle beam 105, the wind brace 106, the abutment 107, the suspender 108, the suspender locking device 109, the tie bar 110 and the tie bar tensioning device 111; the temporary supporting system comprises: the method comprises the following steps of (1) steel pipe piles 201, longitudinal beam construction platforms 202, conversion platforms 203, arch rib temporary supports 204 and arch rib construction platforms 205; an arch rib monitoring device 301, a longitudinal beam displacement and downward pressure monitoring device 301;

bearing top cap 01, rain-proof fender 02 that encloses, bearing plate 03, backing plate 04, displacement meter 05, pressure gauge 06, spring 07, displacement meter data line 08, pressure gauge data line 09, signal transceiver 10.

Detailed Description

In order to make the aforementioned objects, features and advantages of the present invention comprehensible, embodiments accompanied with figures are described in further detail below.

As shown in fig. 1 to 6, the present invention provides a longitudinal beam and arch rib forming control device for a steel arch bridge, comprising:

the two abutments 107 are respectively arranged at two ends of the steel arch bridge to be formed, and the two abutments 107 are symmetrically arranged;

an arch beam joining portion 102 provided on each of the abutments 107;

the two ends of each arch rib 101 are respectively connected with one end of a corresponding arch beam combining part 102;

the lower part of each arch rib 101 is provided with a longitudinal beam 103 of a steel arch bridge, two ends of each longitudinal beam 103 are respectively connected with the other end of an arch beam combination part 102 connected with the upper longitudinal beam 103, and a pipeline is arranged in each longitudinal beam 103;

the tie bars 110, each tie bar 110 passes through the pipeline in a corresponding longitudinal beam 103, and two ends of the tie bar 110 pass through two ends of one longitudinal beam 103;

tie bar tensioning devices 111, each tie bar tensioning device 111 being connected to a corresponding end of a tie bar 110 extending out from the longitudinal beam 103;

one end of each suspension rod 108 is connected with the arch rib 101 through a suspension rod locking device 109, and the other end of each suspension rod 108 is connected with the longitudinal beam 103 through the suspension rod locking device 109;

steel pipe piles 201 provided below the arch rib 101 and the longitudinal beams 103;

a longitudinal beam construction platform 202 connected to the upper part of the steel pipe pile 201;

the conversion platform 203 is arranged at the upper part of the longitudinal beam construction platform 202, and the longitudinal beam construction platform 202 is connected with the conversion platform 203 up and down through a support column;

the longitudinal beam displacement and downforce monitoring device 302 is arranged on the longitudinal beam construction platform 202, the longitudinal beam 103 penetrates through gaps among the longitudinal beam construction platform 202, the conversion platform 203 and the support columns, and the longitudinal beam 103 is erected on the longitudinal beam displacement and downforce monitoring device 302;

the arch rib construction platform 205 is arranged at the upper part of the conversion platform 203, and the conversion platform 203 and the arch rib construction platform 205 are connected up and down through arch rib temporary supports 204;

and the arch rib displacement and downward pressure monitoring device 301 is arranged on the arch rib construction platform 205, and the arch rib 101 is erected on the arch rib displacement and downward pressure monitoring device 301.

Here, the temporary support system of the present invention includes: the system comprises a steel pipe pile 201, a longitudinal beam construction platform 202, a conversion platform 203, an arch rib temporary support 204, an arch rib construction platform 205, a rib displacement and downward pressure monitoring device 301 and a longitudinal beam displacement and downward pressure monitoring device 302.

The rib displacement and downforce monitoring device 301 may be mounted on the rib construction platform 205 for monitoring the arching displacement and downforce of the ribs 101, and mounted on the stringer displacement and downforce monitoring device 302 for monitoring the upward displacement and downforce of the stringers 103. The temporary supporting system is used for bearing vertical loads of the longitudinal beam 103 and the arch rib 101 of the arch bridge, the arch rib 101 and the longitudinal beam 103 arch due to the tensioning of the suspension rods 108 and the longitudinal beam 103, the arch rib is separated from the arch rib displacement and downward pressure monitoring device 301, meanwhile, the longitudinal beam 103 is separated from the longitudinal beam displacement and downward pressure monitoring device 302, the arch rib 101 bears the vertical loads, and the conversion of a stress system is completed. In the tensioning construction, the deformation of the arch rib 101 and the longitudinal beam 103 needs to be monitored for many times, and whether the conversion of the stress state of the arch bridge is completed or not and whether the construction of dismantling the temporary support system can be carried out or not is judged according to the size of the arch deformation.

In the process of constructing the tied arch bridge structure with the longitudinal beam and the arch rib arranged in sequence, a temporary support system can be provided for the installed arch rib, the longitudinal beam and other components by adopting a bracket building mode. Before the temporary support system is dismantled, the arch rib and the longitudinal beam are arched for a preset distance by adopting a method of tensioning the suspender and the tie bar, and the temporary support system can be dismantled after the temporary support system is separated. In practical experience, the distance between the longitudinal beam and the downward pressure monitoring device 302 reaches 20mm, and the distance between the rib and the rib displacement and downward pressure monitoring device 301 reaches 20mm, so that the requirement for dismantling the temporary support system can be met.

According to the invention, the displacement and the downward pressure of the longitudinal beam can be accurately and efficiently monitored by the longitudinal beam displacement and downward pressure monitoring device 302, and meanwhile, the displacement and the downward pressure of the arch rib can be accurately and efficiently monitored by the arch rib displacement and downward pressure monitoring device 301, so that the dismantling time of the temporary support system is accurately controlled, and the harmful internal force of the arch rib can be accurately controlled and avoided. The invention can meet the construction of a beam-first arch-second method, realize the sectional hoisting construction of the arch rib 101 and the longitudinal beam 103 and improve the construction efficiency.

Through the longitudinal beam displacement and downforce monitoring device 302 and the arch rib displacement and downforce monitoring device 301, synchronous detection of multiple measuring points of the arch rib and the longitudinal beam can be realized, real-time displacement and pressure data of the arch rib 101 and the longitudinal beam 103 in the tensioning process of an arch bridge suspender and a tie bar can be provided for engineering technicians, the construction process can be effectively controlled, the problems that the arch rib and longitudinal beam arch-up monitoring range sequence is complex and temporary support monitoring needs to be manually climbed in the construction process of the first beam-then-arch method are solved, and the device has the advantages that data of different measuring points are instant, the measuring efficiency is high, and safe construction is facilitated.

In an embodiment of the device for controlling the forming of the longitudinal beams and the arch ribs of the steel arch bridge, the device further comprises:

end beams 104, each end beam 104 having two ends connected between two arched beam joints 102.

In an embodiment of the device for controlling the forming of the longitudinal beams and the arch ribs of the steel arch bridge, the device further comprises:

and the middle cross beams 105 are arranged at preset intervals, and two ends of each middle cross beam 105 are connected between the two longitudinal beams 103.

In an embodiment of the device for controlling the forming of the longitudinal beams and the arch ribs of the steel arch bridge, the device further comprises:

and the wind braces 106 are arranged at preset intervals, and two ends of each wind brace 106 are connected between the two arch ribs 101.

As shown in fig. 8 and 9, in an embodiment of the device for controlling the forming of the longitudinal beams and the arch rib of the steel arch bridge according to the present invention, the device 301 for monitoring the displacement and the downward pressure of the arch rib comprises:

the backing plate 04 is arranged on the arch rib construction platform 205;

a pressure gauge 06, wherein the pressure gauge 06 is arranged on the backing plate 04;

the bearing plate 03 is arranged on the pressure gauge 06, and a displacement meter 05 and 2 springs 07 are arranged on the bearing plate 03;

the displacement meter comprises a top cover 01, wherein 2 spring holes 12 and displacement meter holes are formed in the top cover 01, a displacement meter 05 extends into the displacement meter holes, each spring 07 extends into the spring hole 12, the depth of each spring is larger than that of each spring hole 12, the displacement meter 05 is positioned between the two springs 07, and when the springs 07 are not compressed, the top cover 01 is jacked up under the action of the springs 07, and the top cover is separated from a bearing plate 03 by a preset distance; when the spring 07 is compressed, the distance between the top cover and the bearing plate 03 is reduced;

the rain-proof enclosure 02 surrounds the side wall of the top cover 01, and the rain-proof enclosure 02 is arranged on the bearing plate 03;

the signal transceiver 10 is connected with the displacement meter 05 through a displacement meter data line 08, and the signal transceiver 10 is connected with the pressure meter 06 through a pressure meter data line 09.

Here, the arch rib displacement and downforce monitoring device 301 acquires the load value transmitted by the arch rib 101 to the arch rib construction platform 205 through the built-in pressure gauge, the arch rib displacement and downforce monitoring device 301 adopts the internet of things technology, and through the built-in data acquisition device and the signal transmission module, the pressure and displacement data of different components at different positions are acquired and then sent to the mobile phone, the computer and other equipment and presented to technicians, so that the synchronous detection of multiple measuring points is realized, and an important basis is provided for the operation of tensioning the suspension rod and the tie bar.

According to the invention, a plurality of arch rib displacement and downward pressure monitoring devices 301 are used as devices for accurately measuring vertical deformation and pressure of a component, a signal transceiver 10 can be used for synchronously monitoring multiple measuring points by adopting a wireless technology, and data transmission is carried out at a long distance, so that technicians are assisted in accurately controlling the tensioning of the tie bars and the suspension rods.

In an embodiment of the device for controlling the forming of the longitudinal beams and the arch ribs of the steel arch bridge according to the present invention, the device 302 for monitoring the displacement and the downward pressure of the longitudinal beams comprises:

the base plate 04 is arranged on the longitudinal beam construction platform 202;

a pressure gauge 06, wherein the pressure gauge 06 is arranged on the backing plate 04;

the bearing plate 03 is arranged on the pressure gauge 06, and a displacement meter 05 and 2 springs 07 are arranged on the bearing plate 03;

the displacement meter comprises a top cover 01, wherein 2 spring holes 12 and displacement meter holes are formed in the top cover 01, a displacement meter 05 extends into the displacement meter holes, each spring 07 extends into the spring hole 12, the depth of each spring is larger than that of each spring hole 12, the displacement meter 05 is positioned between the two springs 07, and when the springs 07 are not compressed, the top cover 01 is jacked up under the action of the springs 07, and the top cover is separated from a bearing plate 03 by a preset distance; when the spring 07 is compressed, the distance between the top cover and the bearing plate 03 is reduced;

the rain-proof enclosure 02 surrounds the side wall of the top cover 01, and the rain-proof enclosure 02 is arranged on the bearing plate 03;

the signal transceiver 10 is connected with the displacement meter 05 through a displacement meter data line 08, and the signal transceiver 10 is connected with the pressure meter 06 through a pressure meter data line 09.

In the invention, the longitudinal beam displacement and downward pressure monitoring devices 302 are used as devices for accurately measuring the vertical deformation and the pressure of the member, the signal transceiver 10 can be used for synchronously monitoring multiple measuring points by adopting a wireless technology, and data transmission is carried out at a long distance, so that technicians are assisted in accurately controlling the tension of the tie bars and the suspension rods.

In an embodiment of the device for controlling the forming of the longitudinal beams and the arch ribs of the steel arch bridge, the arch rib temporary supports 204 are connected with the conversion platform 203 through hinges.

Here, the arch rib temporary support 204 is a steel structure upright post support structure, has a certain lateral rigidity, is hinged with the conversion platform 203, and can be conveniently assembled and disassembled.

According to another aspect of the present invention, there is provided a method for controlling forming of a longitudinal beam and a rib of a steel arch bridge, the method including steps S1 to S17:

step S1: arranging abutments 107 at two ends of a steel arch bridge to be formed, arranging arch beam combination parts 102 on the abutments 107, and constructing steel piles 201 at the lower part of the steel arch bridge to be formed by using a piling ship;

step S2: a longitudinal beam construction platform 202 is connected to the upper part of the steel pipe pile 201;

step S3: hoisting a first section of longitudinal beam 103, and connecting the first section of longitudinal beam 103 with the arched beam combination part 102;

preferably, both ends of the end cross member 104 may be connected between the two arched beam joints 102 at the same time; connecting two ends of a middle cross beam 105 between two oppositely arranged first section longitudinal beams 103;

here, the end beams 104, the middle beam 105 and the longitudinal beams 103 are connected to form an integral structural framework, the structural integrity is guaranteed, a temporary construction platform is laid on the integral structural framework to serve as a temporary bridge deck and serve as a material and personnel conveying channel and an operation platform, the longitudinal beams 103 in the horizontal direction are connected with the arch beam joint portion 102, the end beams 104 and the middle beam 105, the longitudinal beams 103 are placed on the longitudinal beam displacement and downward pressure monitoring devices 302 in the vertical direction, and the longitudinal beam displacement and downward pressure monitoring devices 302 are placed on the longitudinal beam construction platform 202. The two ends of the longitudinal beam can be connected with the arched beam combination part 102 into a whole, and the vertical load is born by the longitudinal beam displacement and downforce monitoring device 302, transferred to the longitudinal beam construction platform 202 and then transferred to the steel pipe pile 201;

step S4: sequentially installing the rest longitudinal beams 103, and welding the longitudinal beams 103 end to form a whole;

preferably, both ends of the middle cross beam 105 can be connected between two sections of the longitudinal beams 103 which are oppositely arranged while welding, so that the stability of the structure is ensured, and a temporary construction platform is laid on the middle cross beam to serve as a material and personnel conveying channel and an operation platform.

In the vertical direction, the longitudinal beam 103 is placed on the longitudinal beam displacement and downward pressure monitoring device 302, the longitudinal beam displacement and downward pressure monitoring device 302 is placed on the longitudinal beam construction platform 202, and all parts in the middle of the longitudinal beam and the longitudinal beam at the end part can be connected into a whole in the step;

step S5: a conversion platform 203 is erected at the upper part of the longitudinal beam construction platform 202;

step S6: installing a rib temporary support 204 on the conversion platform 203;

here, the arch rib temporary support 204 is a steel structure upright post support structure, has a certain lateral rigidity, and the arch rib temporary support 204 is hinged with the conversion platform 203, so that the assembly and disassembly construction can be facilitated.

Step S7: installing an arch rib construction platform 205 on the arch rib temporary support 204;

step S8: hoisting a first arch rib section 101 and connecting the first arch rib section 101 with an arch beam joint part 102;

preferably, two ends of the wind brace 106 are connected between two oppositely arranged first segment arch ribs 101;

here, the corresponding wind brace 106 can be installed subsequently to ensure the stability of the arch rib 101, and the arch rib can be formed by splicing multiple sections;

step S9: sequentially installing the rest arch ribs 101, and welding the arch ribs 101 end to form a whole;

step S10: a longitudinal beam displacement and downward pressure monitoring device 302 is installed on the longitudinal beam construction platform 202, and the middle arch rib 101 is placed on the longitudinal beam displacement and downward pressure monitoring device 302;

preferably, both ends of the wind brace 106 are connected between two sections of the oppositely arranged arch ribs 101, so that the installation of the remaining arch ribs and the installation of the wind brace are realized, and the structure is connected into a whole;

step S11: installing each hanger bar 108 and a hanger bar locking device 109, wherein one end of each hanger bar 108 is connected with the arch rib 101 through the hanger bar locking device 109, the other end of each hanger bar 108 is connected with the longitudinal beam 103 through the hanger bar locking device 109, the arch rib 101 and the hanger bar 108 are tightened through the hanger bar locking device 109 and then locked, so that the arch rib 101 and the longitudinal beam 103 are connected into a whole;

step S12: the method comprises the steps that a tie bar 110 penetrates through a pipeline inside an installation longitudinal beam 103, two ends of the tie bar 110 penetrate out of two ends of one longitudinal beam 103, a tie bar tensioning device 111 is connected with one end, corresponding to the tie bar 110, of the longitudinal beam 103, and after the tie bar 110 is subjected to primary tensioning through the tie bar tensioning device 111, the tie bar and the longitudinal beam are temporarily anchored;

here, this time is a preliminary tension, which does not cause any deformation of the structures but connects the respective structures as a whole. The gravity of the arch rib 101 is borne by the arch rib displacement and downward pressure monitoring device 301, transmitted to the arch rib construction platform 205 and finally transmitted to the steel pipe pile 201. The gravity of the longitudinal beam 103 is borne by the longitudinal beam displacement and downward pressure monitoring device 302 and is sequentially transmitted to the longitudinal beam construction platform 202 and the steel pipe column 201;

step S13: and testing the actual internal force of the suspender 108, adjusting the actual internal force of the suspender 108 according to the calculated suspender internal force, and locking the arch rib 101 and the suspender 108 through the suspender locking device 109 after adjusting the actual internal force.

Here, as shown in fig. 3, the reason why the boom internal force is adjusted in this step is that the longitudinal beam is primarily tensioned in step S12, which may cause slight deformation of the arch rib and loosen the boom locked in step S11, so that the boom is tensioned to integrally connect the arch rib, the longitudinal beam, and the boom;

step S14: calculating the horizontal shrinkage delta 2 to be generated by tensioning the tie bar 110 according to the displacement of the arch rib away from the arch rib and the vertical displacement delta 1 required by the downward pressure monitoring device 301;

here, before the construction tensioning, the horizontal contraction amount Δ 2 required for the side member to be separated from the temporary support is estimated according to the height Δ 1 of the required camber.

In the following theoretical calculation, Δ 2 is a known quantity, Δ 1 is a required result, and the objective is to find the relationship between them. In actual construction, conversely, Δ 1 is the vertical arch height of the removable bracket determined by construction experience and is a known quantity, and Δ 2 is the horizontal displacement which can be generated by the control of a tensioning program by a constructor and is a value required to be given by the calculation method.

The horizontal tensioning shrinkage delta 2 of the tie bar arch is generated synchronously with delta 1, and has a certain proportional relation, and the invention can realize the relation between the delta 1 and the delta 2. Two special arches can be taken: the flat arch and the semi-circular arch, and the conventional arch is between the two, so the ratio relation is just the value between the flat arch and the semi-circular arch. Finally, Δ 1 can be estimated by multiplying the ratio by Δ 2. In the construction process, tensioning is carried out preliminarily according to the theory delta 2, and according to the tensioning amount of the delta 2, the longitudinal beam can be lifted by delta 1, so that the requirement of disengaging from the longitudinal beam displacement and the downward pressure monitoring device 302 is met.

1) The tied arch bridge can be simplified into a combination of a rib structure and a longitudinal beam structure as shown in fig. 7, and the horizontal rigidity of the rib isThe longitudinal beam has a horizontal longitudinal stiffness ofThe horizontal deformation of the arch rib under the action of axial force and shearing force is small and mainly comprises bending deformation, so that the horizontal rigidity of the arch rib only considers the bending term, and the horizontal rigidity of the longitudinal beam is axial rigidity. s is the arc length; delta_HIs the rib stiffness; y (x) is a rib curve, and x is the abscissa; EI (El)₁The arch rib bending rigidity; EA₂The compression stiffness of the longitudinal beam is defined as l is the length of the longitudinal beam;

2) the prestress of tie bar is P, the horizontal force distributed to the rib is determined according to the numbers of k1 and k2The horizontal force distributed to the tie-beam is

3) The longitudinal beam is hung on the arch rib through the suspension rod, and after the suspension rod is contracted, the vertical deformation of the longitudinal beam and the vertical deformation of the arch rib due to the tension of the tie rod are equal.

4) Deducing a tied arch bridge deformation formula, and simplifying the stress of the beam and the arch step by step: firstly, tensioning a tie bar by adopting prestress P, wherein the prestress acting on an arch rib is H1, and the prestress acting on a longitudinal beam is H2; causing a horizontal shrinkage of the stringer of Δ 2; in a second step, the stringer displacement Δ 2 acts on the rib, causing the rib to lie onVertical displacement Δ 1 at position:

the horizontal deformation of the arch rib under the action of axial force and shearing force is small and mainly comprises bending deformation, so that the horizontal rigidity of the arch rib only considers a bending term, and the horizontal rigidity of the longitudinal beam is axial rigidity. The vertical deformation amount at any position of the arch rib, which is generated by tensioning the horizontal tie bars under the condition of only considering bending deformation, can be obtained:

secondly, under the condition of simultaneously considering bending deformation and axial deformation, the arch rib generated by stretching the horizontal tie bar is random

Vertical deformation amount of position:

5) the arch rib 101 generates horizontal deformation delta 1 due to the tension of the tie bars 110 in the longitudinal beams 103, so that the arch rib 101 is driven to generate certain vertical deformation delta 2, and the existence of delta 2 and delta 1 can ensure that the longitudinal beams 103 and the arch rib 101 are separated from the temporary support system, and the removal of the temporary support system is completed; and in the range of the vector-span ratio f/L of 0.2-0.5, the ratio range of delta 2/delta 1 obtained by calculation is about 0.7-1.7, so that the longitudinal beam 103 and the arch rib 101 can be ensured to be synchronously separated from the longitudinal beam displacement and downward pressure monitoring device 302 and the arch rib displacement and downward pressure monitoring device 301 on the temporary support.

Step S14: as shown in fig. 4, the tie bars 110 are again tensioned by the amount Δ 2 of horizontal contraction, the arch rib 101 is displaced by arching while both ends are contracted by shortening the tie bars 110, the arch rib monitoring device 301 monitors the arching distance of the arch rib 101 and the magnitude of the load transmitted to the arch rib monitoring device 301 by the arch rib 101, the tension progress is adjusted based on the monitoring result, and the tensioning is stopped when the distance reaches Δ 1 determined in the previous step.

Step S15: after the tie bars 110 are tensioned, the tie bars 110 and the longitudinal beams 103 are firmly anchored, so that internal force loss is prevented.

Step S16: as shown in fig. 5, the re-tightening adjustment of the hanger bar 108 and the arch rib 101 is performed by the hanger bar locking device 109, during the contraction of the suspension rods 108, the longitudinal beams 103 are pulled upwards by upward pulling force to generate displacement, the arch rib 101 is not pulled down by the suspension rod to generate obvious displacement under the constraint of the tie bar 110, the distance that the longitudinal beam 103 is pulled up and the load transmitted to the longitudinal beam displacement and downward pressure monitoring device by the longitudinal beam displacement and downward pressure monitoring device are measured, the progress of the contraction of the suspension rod 108 is adjusted through the suspension rod locking device 109 based on the measured distance that the longitudinal beam 103 is pulled up and the load transmitted to the longitudinal beam displacement and downward pressure monitoring device by the longitudinal beam 103, when the measured distance by which the longitudinal beam 103 is pulled up to satisfy the demolition construction requirement is Δ 3, stopping the tightening adjustment of the gib 108 and locking the gib 108 to the rib 108.

Step S17: as shown in fig. 6, the arch rib displacement and downforce monitoring device 301, the longitudinal beam displacement and downforce monitoring device, the arch rib construction platform 205, the arch rib temporary support 204, the conversion platform 203 and the longitudinal beam construction platform 202 are removed in sequence, and finally the steel pipe pile 201 is removed by using a piling ship, so that the construction is completed.

Here, the rib displacement and downforce monitoring device 301 and the stringer displacement and downforce monitoring device are of the same construction and are used to monitor the rib 101 and the stringer 103, respectively.

The rib displacement and downforce monitoring device 301 or the longitudinal beam displacement and downforce monitoring device comprises: displacement meter, pressure gauge and data transmission module. The arch rib displacement and downward pressure monitoring device 301 is installed on the arch rib construction platform 205 and used for monitoring the vertical displacement and pressure of the arch rib 103, and the longitudinal beam displacement and downward pressure monitoring device 301 is installed on the longitudinal beam construction platform 202 and used for monitoring the vertical displacement and pressure of the longitudinal beam 103. The temporary support system is used for bearing vertical loads of the longitudinal beam 103 and the arch rib 101 of the arch bridge in the construction process, after the suspension rods and the longitudinal beam 103 are tensioned, the arch rib 101 and the longitudinal beam 103 arch, the temporary support system is separated, the arch rib 101 bears the vertical loads, and the conversion of a stress system is completed. Deformation of the arch bridge needs to be monitored for multiple times in tensioning construction, and whether conversion of the stress state of the arch bridge is completed or not and whether temporary support frame dismantling construction can be carried out or not is judged according to the size of arch deformation of the structure.

The rib displacement and downforce monitoring device 301 or the longitudinal beam displacement and downforce monitoring device integrates the functions of pressure detection, displacement monitoring and data transmission. The arch rib monitoring device 301 monitors the load value transmitted from the arch rib to the arch rib construction platform 205 through a built-in pressure gauge, measures the distance between the bottom end of the arch rib 103 and the arch rib construction platform 205 through a distance sensor, and converts the distance into the vertical displacement of the arch rib. The device adopts the technology of the Internet of things, and simultaneously, pressure and displacement data of different components at different positions are acquired and then sent to equipment such as a mobile phone and a computer through a built-in data acquisition unit and a signal transmitting module, and are presented to technicians, so that synchronous detection of multiple measuring points is realized.

The invention provides a method for calculating the deformation of the construction of first beam and then arch, which separates an arch rib and a longitudinal beam from respective temporary supports by tensioning a tie rod and tightening a suspender, and can disassemble the temporary supports, thereby avoiding the deformation release in the construction process and eliminating the harmful internal force. Prestress is exerted through the suspender and the tie rod, so that the distance between the arch rib and the longitudinal beam 103 separated from the temporary support is accurately determined, the calculation efficiency before construction is improved, the distance separated from the temporary support during construction is accurately controlled, the required prestress is accurately added, and data support is provided for a support dismantling link in the construction method of the first beam and the second arch.

Specifically, example 1: arch bridge shaftEquation of line

The method comprises the following steps: the tied arch bridge is simplified into a combination of an arch rib structure and a longitudinal beam structure as shown in the figure, and the horizontal rigidity of the arch rib isThe longitudinal beam has a horizontal longitudinal stiffness ofWherein EI₁Representing the flexural rigidity of the rib, EA₂Representing the axial stiffness of the rib. The stringers are suspended from the ribs by means of the suspension rods, and assuming that after the suspension rods have been contracted, the vertical deformations of the stringers and ribs due to the tensioning of the tie rods are equal.

The first step is: the prestress acting on the tie-rods is expressed as P, according to the horizontal stiffness k of the rib₁And horizontal stiffness k of the stringer₂Is distributed to horizontal force on the arch ribThe horizontal force distributed to the longitudinal beams isCausing horizontal shrinkage of the stringer to be Δ₂(ii) a Longitudinal beam displacement Δ₂Acting on the ribs to cause archingVertical displacement at position Δ 1:

the horizontal deformation of the arch rib under the action of axial force and shearing force is small and mainly comprises bending deformation, so that the horizontal rigidity of the arch rib only considers the bending term, and the horizontal rigidity of the longitudinal beam is axial rigidity. The vertical deformation amount at any position of the arch rib, which is generated by tensioning the horizontal tie bars under the condition of only considering bending deformation, can be obtained:

step one is three: according to the above formulaAn analysis model of the same arch axis is established in Midas Gen finite element calculation software, and through calculation and analysis,the error of the electric calculation result is smaller than that of the result calculated by the formula, and the result is more consistent.

Example 2: equation of arch axis

Step two, firstly: the tied arch bridge is simplified into a combination of an arch rib structure and a longitudinal beam structure as shown in the figure, and the horizontal rigidity of the arch rib isThe longitudinal beam has a horizontal longitudinal stiffness ofWherein EI₁Representing the flexural rigidity of the rib, EA₂Representing the axial stiffness of the rib. The stringers are suspended from the ribs by means of the suspension rods, and assuming that after the suspension rods have been contracted, the vertical deformations of the stringers and ribs due to the tensioning of the tie rods are equal.

Step two: the prestress acting on the tie-rods is expressed as P, according to the horizontal stiffness k of the rib₁And horizontal stiffness k of the stringer₂Is distributed to horizontal force on the arch ribThe horizontal force distributed to the longitudinal beams isThe amount of horizontal shrinkage causing the stringer is Δ₂(ii) a Longitudinal beam displacement Δ₂Acting on the arch rib, and acting on the arch rib,cause the arch to beVertical displacement Δ 1 at position:

the horizontal deformation of the arch rib under the action of axial force and shearing force is small and mainly comprises bending deformation, so that the horizontal rigidity of the arch rib only considers the bending term, and the horizontal rigidity of the longitudinal beam is axial rigidity. The vertical deformation amount at any position of the arch rib, which is generated by tensioning the horizontal tie bars under the condition of only considering bending deformation, can be obtained:

step two and step three: according to the above formulaEstablishing an analysis model of the same arch axis in finite element calculation software, and performing calculation analysis,the error of the electric calculation result is smaller than that of the result calculated by the formula, and the result is more consistent.

The invention provides a device for monitoring displacement and spacing of components in real time at multiple points in the process of beam-first-arch construction, and displacement monitoring and signal transmission devices are respectively arranged on an arch rib temporary support 204 and a longitudinal beam construction platform 202, so that the problems that arch rising amounts of arch ribs and tie beams cannot be timely obtained and need to be manually checked for multiple times in the processes of tightening a suspender and tensioning a tie bar are solved, the working efficiency is obviously improved, and repeated manual checking is avoided. The application discloses a method for carrying out multipoint monitoring on component displacement by using the device in construction by a beam-first arch-second method and a structure of the device.

The initial state of the rib displacement and downforce monitoring device 301 or the longitudinal beam displacement and downforce monitoring device:

according to the spacing between the arch rib 101 and the arch rib construction platform 205 in the engineering, a steel plate or profile steel with a proper height is selected as a base plate 04, the end part of a displacement meter 05 is adhered to the top of a displacement meter hole of a top cover 01, the bottom of the displacement meter 05 is fixed with a bearing plate 03, the top cover 01 is fixedly connected with a rainproof enclosure 02, and the top cover 01 and the bearing plate 03 are separated. The natural length of the spring 07 is larger than the depth of the spring hole 12, and the top cover 01 is jacked up under the action of the spring 07 in an initial state and is separated from the bearing plate 03 by a certain distance. The reading values of the displacement meter 05 and the pressure gauge 06 are transmitted to the signal transceiver 10 through the displacement meter data line 08 and the pressure gauge data line 09, and the signal transceiver 10 transmits the data to a technician on site through a built-in wireless transmission device, so that the remote multi-component test of the technician is realized.

The embodiments in the present description are described in a progressive manner, each embodiment focuses on differences from other embodiments, and the same and similar parts among the embodiments are referred to each other.

It will be apparent to those skilled in the art that various changes and modifications may be made in the invention without departing from the spirit and scope of the invention. Thus, if such modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include such modifications and variations.