CN113789713B - Longitudinal beam and arch rib forming control method of steel arch bridge - Google Patents
Longitudinal beam and arch rib forming control method of steel arch bridge Download PDFInfo
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- CN113789713B CN113789713B CN202111090992.8A CN202111090992A CN113789713B CN 113789713 B CN113789713 B CN 113789713B CN 202111090992 A CN202111090992 A CN 202111090992A CN 113789713 B CN113789713 B CN 113789713B
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- longitudinal beam
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- arch rib
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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
- E01D4/00—Arch-type bridges
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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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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
- E01D2101/32—Metal prestressed
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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention provides a longitudinal beam and arch rib forming control method of a steel arch bridge. The distance between the arch rib and the longitudinal beam and the temporary support is accurately determined by applying the prestress of the suspender and the tie rod, so that the operation efficiency before construction is improved, the distance between the arch rib and the longitudinal beam and the temporary support during construction is accurately controlled, the needed prestress is accurately added, and data support is provided for a support dismantling link in a girder-before-arch construction method.
Description
Technical Field
The invention relates to a longitudinal beam and arch rib forming control method of a steel arch bridge.
Background
The lower-bearing type tied arch bridge structure has great advantages when being used for a steel structure bridge, combines the arch ribs and the longitudinal beams together to bear load together, combines the structural performance of bending and arch compression of the beams, and can avoid setting bearing platforms with overlarge rigidity due to larger horizontal force.
In the construction of the lower-bearing tie-bar steel arch bridge, the construction can be performed by adopting a longitudinal beam-first arch rib-last method, but for a large-span tie-bar arch bridge, a temporary support is required to be additionally arranged during the construction of the longitudinal beam-first arch rib-last method, the construction is carried out in a sectional hoisting and a sectional manner, the temporary support is removed after the construction of the steel arch bridge is completed, and the bridge construction is completed.
When the bracket is dismantled, the arch rib and the longitudinal beam are required to be separated from the temporary bracket, so that the steel arch bridge is prevented from generating harmful internal force after the temporary bracket is dismantled. However, before the temporary support is removed, whether the distances between the arch ribs and the longitudinal beams and the temporary support meet the requirements or not is difficult to reliably determine, and reliable removal of the temporary support cannot be guaranteed.
At present, the distance between the arch rib and the longitudinal beam, which are separated from the temporary support, is observed manually in the engineering, and the method has a plurality of defects:
1) Manually observing the distance between the arch rib and the longitudinal beam and separating from the temporary supports, and a worker is required to climb up a plurality of temporary supports, so that time and labor are wasted;
2) In the process that the arch ribs and the longitudinal beams are separated from the temporary support, a plurality of arch ribs and longitudinal beams with long distances are displaced simultaneously, and a manual observation result does not have timeliness, so that the distance that the arch ribs and the longitudinal beams are separated from the temporary support is required to be adjusted for multiple times, and the efficiency is low;
3) Manual climbing is supported temporarily, carries out high-altitude construction and has the potential safety hazard.
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 longitudinal beam and rib forming control device of a steel arch bridge, comprising:
step S1: bridge abutment is arranged at two ends of the steel arch bridge to be formed, an arch beam combining part is arranged on the bridge abutment, and a piling ship is used for constructing steel piles at the lower part of the steel arch bridge to be formed;
Step S2: connecting a longitudinal beam construction platform at the upper part of the steel pipe pile;
step S3: hoisting a second section of longitudinal beam, and connecting the second section of longitudinal beam with the arched beam joint part;
step S4: assembling a longitudinal beam displacement and downward pressure monitoring device, wherein a second base plate is arranged on the longitudinal beam construction platform; disposing a second pressure gauge on the second backing plate; a second bearing plate is arranged on the second pressure gauge, and a second displacement gauge and 2 second springs are arranged on the second bearing plate; arranging 2 second spring holes and second displacement meter holes in a second top cover, extending a second displacement meter into the second displacement meter holes, extending each second spring into the second spring holes, wherein the depth of each second spring is larger than that of each second spring hole, and arranging the second displacement meter between the two second springs, wherein when the second springs are not compressed, the second top cover is jacked up under the action of the second springs, and the second top cover is separated from a second bearing plate by a preset distance; when the second spring is compressed, the distance between the second top cover and the second bearing plate is reduced; the second rainproof enclosure is arranged on the second bearing plate; connecting a second signal receiving and transmitting device with a second displacement meter through a second displacement meter data line, and connecting the second signal receiving and transmitting device with a second pressure meter through a second pressure meter data line; sequentially installing the rest longitudinal beams, welding the longitudinal beams end to form a whole, and placing the longitudinal beams on a longitudinal beam displacement and downward pressure monitoring device;
Step S5: a conversion platform is erected on the upper part of the longitudinal beam construction platform;
step S6: installing a temporary arch rib support on the conversion platform;
step S7: installing an arch rib construction platform on the temporary arch rib support;
step S8: hoisting a second section of arch rib, and connecting the second section of arch rib with the arched girder joint part;
step S9: sequentially installing the rest arch ribs, and welding the head and the tail of each arch rib to form a whole;
step S10: assembling an arch rib displacement and downward pressure monitoring device, wherein a second backing plate is arranged on the arch rib construction platform; disposing a second pressure gauge on the second backing plate; a second bearing plate is arranged on the second pressure gauge, and a second displacement gauge and 2 second springs are arranged on the second bearing plate; arranging 2 second spring holes and second displacement meter holes in a second top cover, extending a second displacement meter into the second displacement meter holes, extending each second spring into the second spring holes, wherein the depth of each second spring is larger than that of each second spring hole, and arranging the second displacement meter between the two second springs, wherein when the second springs are not compressed, the second top cover is jacked up under the action of the second springs, and the second top cover is separated from a second bearing plate by a preset distance; when the second spring is compressed, the distance between the second top cover and the second bearing plate is reduced; the second rainproof enclosure is arranged on the second bearing plate; connecting a second signal receiving and transmitting device with a second displacement meter through a second displacement meter data line, and connecting the second signal receiving and transmitting device with a second pressure meter through a second pressure meter data line; placing the arch rib in the middle on the arch rib displacement and downward pressure monitoring device;
Step S11: installing each suspender and a 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 tightly locked after being contracted 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 of penetrating tie bars in a pipeline inside which the longitudinal beams are installed, penetrating out two ends of the tie bars from two ends of one longitudinal beam 103, connecting tie bar tensioning devices with one corresponding end of the tie bars penetrating out of the longitudinal beams, and temporarily anchoring the tie bars and the longitudinal beams after preliminary tensioning of the tie bars is carried out through the tie bar tensioning devices;
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 the horizontal shrinkage delta 2 to be generated by stretching the tie rod according to the arch rib separation arch rib displacement and the vertical displacement delta 1 required by the downward pressure monitoring device;
step S14: the tie bar is tensioned again to generate horizontal shrinkage delta 2, the tie bar is shortened, so that arch ribs arch to generate displacement in the process of tightening two ends of the arch ribs, the arch rib arch distance and the load transferred to the arch rib displacement and the downward pressure monitoring device by the arch rib displacement and downward pressure monitoring device are monitored, the tensioning progress is adjusted according to the monitoring result, and the tensioning is stopped when the distance reaches delta 1 obtained in the previous step;
Step S15: after the tie bars are tensioned, the tie bars and the longitudinal beams are firmly anchored, so that the internal force loss is prevented;
step S16: the method comprises the steps that through a boom tightening device, re-tightening adjustment of a boom and an arch rib is carried out, in the process of tightening the boom, the longitudinal beam is pulled upwards to generate displacement, the arch rib is not pulled downwards by the boom to generate obvious displacement under the constraint of a tie rod, the distance of the longitudinal beam pulled up and the load transmitted to the longitudinal beam displacement and the downward pressure monitoring device by the longitudinal beam displacement and downward pressure monitoring device are measured, based on the measured distance of the longitudinal beam pulled up and the load transmitted to the longitudinal beam displacement and downward pressure monitoring device by the longitudinal beam tightening device, the tightening progress of the boom is adjusted through the boom tightening device, and when the measured distance of the longitudinal beam pulled up meets the distance of the longitudinal beam pulled up required by the dismantling and supporting construction, the tightening adjustment of the boom is stopped, and the boom is in locking connection with the arch rib;
step S17: and sequentially removing the arch rib displacement and downward pressure monitoring device, the longitudinal beam displacement and downward pressure 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 piling ship.
Further, in the above method, step S3: hoist and mount second section longeron to after being connected second section longeron and arched girder joint portion, still include:
and connecting the two ends of the end cross beam between the two arched beam joints.
Further, in the above method, step S3: hoist and mount second section longeron to after being connected second section longeron and arched girder joint portion, still include:
and connecting the two ends of the middle cross beam between two oppositely arranged second section longitudinal beams.
Further, in the above method, step S4: installing each other section longeron in proper order, after welding each section longeron head and tail to become whole, still include:
and connecting the two ends of the middle cross beam between two sections of oppositely arranged longitudinal beams.
Further, in the above method, step S6: installing a rib temporary support on a conversion platform, comprising:
and the temporary arch rib support is hinged with the conversion platform.
Further, in the above method, after the second arch rib is hoisted and the second arch rib is connected to the bonding portion of the arch beam, the method further includes:
and connecting the two ends of the wind brace between two oppositely arranged second sections of arch ribs.
Further, in the above method, step S10: the longitudinal beam displacement and downward pressure monitoring device is arranged on the longitudinal beam construction platform, and after the arch rib in the middle is placed on the longitudinal beam displacement and downward pressure monitoring device, the device further comprises:
And connecting the two ends of the wind brace between two sections of oppositely arranged arch ribs.
Further, in the above method, step S14: according to the arch rib displacement and the vertical displacement delta 1 required by the downward pressure monitoring device, calculating the horizontal shrinkage delta 2 to be generated by stretching the tie rod, comprising:
in the range of the sagittal ratio f/L of 0.2-0.5, calculating to obtain the ratio of delta 2/delta 1 of about 0.7-1.7;
and calculating the horizontal shrinkage delta 2 to be generated by stretching the tie rod according to the arch rib separation arch rib displacement 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 girder-first and arch-later construction, which is characterized in that the arch ribs and the longitudinal girders are separated from the respective temporary supports by stretching the tie bars and tightening the suspenders, the temporary supports can be removed, the deformation release in the construction process is avoided, and the harmful internal force is eliminated. The distance between the arch rib and the longitudinal beam and the temporary support is accurately determined by applying the prestress of the suspender and the tie rod, so that the operation efficiency before construction is improved, the distance between the arch rib and the longitudinal beam and the temporary support during construction is accurately controlled, the needed prestress is accurately added, and data support is provided for a support dismantling link in a girder-before-arch construction method.
Drawings
FIG. 1 is a schematic illustration of a stringer and rib forming 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 forming control apparatus for a steel arch bridge in accordance with an embodiment of the present invention;
FIG. 3 is a second state diagram of a stringer and rib forming control apparatus for a steel arch bridge in accordance with an embodiment of the present invention;
FIG. 4 is a second state diagram of a stringer and rib forming control apparatus for a steel arch bridge in accordance with an embodiment of the present invention;
FIG. 5 is a third state diagram of a stringer and rib forming control apparatus for a steel arch bridge in accordance with an embodiment of the present invention;
FIG. 6 is a fourth state diagram of a stringer and rib forming control apparatus for a steel arch bridge in accordance with an embodiment of the present invention;
FIG. 7 is a schematic illustration of the calculation of the deformation of stringers and ribs of a steel arch bridge in accordance with an embodiment of the present invention;
FIG. 8 is a schematic cross-sectional view of an arch displacement and downforce monitoring device or stringer monitoring device according to an embodiment of the present invention in a compacted state;
FIG. 9 is a schematic cross-sectional view of an arch rib displacement and down force monitoring device or stringer monitoring device according to an embodiment of the present invention;
wherein, the arch rib 101, the arch beam joint 102, the longitudinal beam 103, the end cross beam 104, the middle cross beam 105, the wind brace 106, the bridge abutment 107, the suspender 108, the suspender locking device 109, the tie bar 110 and the tie bar tensioning device 111; temporary support system: steel pipe pile 201, longitudinal beam construction platform 202, conversion platform 203, arch rib temporary support 204 and arch rib construction platform 205; arch rib displacement and downward pressure monitoring device 301, longitudinal beam displacement and downward pressure monitoring device 302;
The second top cover 01, the second rainproof enclosure 02, the second bearing plate 03, the second base plate 04, the second displacement meter 05, the second pressure meter 06, the second spring 07, the second displacement meter data line 08, the second pressure meter data line 09 and the second signal receiving and transmitting device 10.
Detailed Description
In order that the above-recited objects, features and advantages of the present invention will become more readily apparent, a more particular description of the invention will be rendered by reference to the appended drawings and appended detailed description.
As shown in fig. 1 to 6, the present invention provides a longitudinal beam and rib forming control device of a steel arch bridge, comprising:
bridge abutments 107 respectively arranged at two ends of a steel arch bridge to be formed, wherein the two bridge abutments 107 are symmetrically arranged;
arched girder coupling portions 102 respectively provided on the bridge abutment 107;
two symmetrically arranged arch ribs 101 of the two steel arch bridges, wherein two ends of each arch rib 101 are respectively connected with one end of a corresponding arch beam combination 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 one longitudinal beam 103 at the upper part, and a pipeline is arranged in each longitudinal beam 103;
tie bars 110, each tie bar 110 passing through a pipe in a corresponding one of the stringers 103, and both ends of the tie bars 110 passing out from both ends of one of the stringers 103;
Tie bar tensioning devices 111, each tie bar tensioning device 111 being connected to a respective end of a tie bar 110 that extends from the stringer 103;
a boom 108, wherein one end of each boom 108 is connected with the arch rib 101 through a boom locking device 109, and the other end of each boom 108 is connected with the longitudinal beam 103 through a boom locking device 109;
steel pipe piles 201 provided at lower portions of the ribs 101 and stringers 103;
a girder construction deck 202 connected to an upper portion 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 downward pressure monitoring device 302 is arranged on the longitudinal beam construction platform 202, the longitudinal beam 103 passes 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 downward pressure 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 is connected with the arch rib construction platform 205 through the arch rib temporary support 204;
the arch rib 101 is erected on the arch rib displacement and downward pressure monitoring device 301, which is arranged on the arch rib construction platform 205.
Here, the temporary support system of the present invention includes: steel pipe pile 201, longeron construction platform 202, conversion platform 203, arch rib temporary support 204, arch rib construction platform 205, arch rib displacement and downforce monitoring device 301 and longeron displacement and downforce monitoring device 302.
The arch rib displacement and downward pressure monitoring device 301 may be installed on the arch rib construction platform 205 to monitor the arch displacement and downward pressure of the arch rib 101, and installed on the longitudinal beam displacement and downward pressure monitoring device 302 to monitor the upward displacement and downward pressure of the longitudinal beam 103. The temporary support system is used for bearing vertical loads of the arch bridge longitudinal beams 103 and the arch ribs 101, the arch ribs 101 and the longitudinal beams 103 are arched by stretching the hanging rods 108 and the longitudinal beams 103, so that the arch ribs and the arch rib displacement and downward pressure monitoring device 301 are separated, the longitudinal beams 103 and the longitudinal beam displacement and downward pressure monitoring device 302 are separated, the arch ribs 101 bear the vertical loads, and the stress system conversion is completed. In the tensioning construction, deformation of the arch rib 101 and the longitudinal beam 103 is required to be monitored for multiple times, and whether the arch bridge stress state is converted or not and whether the construction of removing the temporary support system can be performed or not is judged according to the arch deformation.
In the construction process of the tied arch bridge structure adopting the longitudinal beams and the arch ribs, a temporary support system can be provided for the members such as the installed arch ribs, the longitudinal beams and the like in a manner of building the brackets. Before the temporary support system is removed, the arch ribs and the longitudinal beams arch for a preset distance by adopting a method of stretching the suspenders and the tie rods, and after the temporary support system is separated from the arch ribs and the longitudinal beams, the temporary support system is removed. In practical experience, the distance between the longitudinal beam and the longitudinal beam displacement and downward pressure monitoring device 302 reaches 20mm, and the distance between the arch rib and the arch rib displacement and the downward pressure monitoring device 301 reaches 20mm, so that the requirement of removing the temporary support system can be met.
The invention can accurately and efficiently monitor the displacement and the downward pressure of the longitudinal beam through the longitudinal beam displacement and downward pressure monitoring device 302, can accurately and efficiently monitor the arch rib displacement and the downward pressure through the arch rib displacement and downward pressure monitoring device 301, can accurately control the dismantling time of the temporary support system, and can accurately control and avoid harmful internal force generated by the arch rib. The invention can meet the construction of a beam-first-arch method, realize the sectional hoisting construction of the arch rib 101 and the longitudinal beam 103 and improve the construction efficiency.
Through longeron displacement and downforce monitoring device 302 and arch rib displacement and downforce monitoring device 301, can realize arch rib and longeron multi-measuring point synchronous detection, can provide arch bridge jib and tie rod stretch-draw in-process arch rib 101 and longeron 103's displacement and pressure real-time data for engineering technician, be convenient for effectively control the construction process, it is complicated to have solved monitoring arch rib and longeron arch range program in the earlier roof beam and arch method work progress, need artifical climbing temporary support monitoring's problem, have different measuring point data instant, measurement efficiency is high, be favorable to the advantage of safe construction.
In one embodiment of the girder and rib forming control device of the steel arch bridge of the present invention, the girder and rib forming control device further comprises:
End beams 104, each end beam 104 being connected at both ends between two arched beam junctions 102.
In one embodiment of the girder and rib forming control device of the steel arch bridge of the present invention, the girder and rib forming control device further comprises:
the middle cross beams 105 are arranged at preset intervals, and two ends of each middle cross beam 105 are connected between two longitudinal beams 103.
In one embodiment of the girder and rib forming control device of the steel arch bridge of the present invention, the girder and rib forming control device further comprises:
the wind props 106, each wind prop 106 is set at a preset distance, and two ends of each wind prop 106 are connected between two arch ribs 101.
As shown in fig. 8 and 9, in an embodiment of the girder and rib forming control device of the steel arch bridge of the present invention, the rib displacement and down force monitoring device 301 includes:
a second backing plate 04, the second backing plate 04 is arranged on the arch rib construction platform 205;
a second pressure gauge 06, wherein the second pressure gauge 06 is arranged on the second backing plate 04;
a second bearing plate 03, wherein the second bearing plate 03 is arranged on the second pressure gauge 06, and a second displacement gauge 05 and 2 second springs 07 are arranged on the second bearing plate 03;
the second top cover 01 is internally provided with 2 spring holes 12 and displacement meter holes, the second displacement meter 05 stretches into the displacement meter holes, each second spring 07 stretches into the spring hole 12, the depth of the spring is larger than that of the spring hole 12, the second displacement meter 05 is positioned between the two second springs 07, wherein when the second springs 07 are not compressed, the second top cover 01 is jacked up due to the action of the second springs 07, and the second top cover is separated from the second bearing plate 03 by a preset distance; when the second spring 07 is compressed, the distance between the second top cover and the second bearing plate 03 is reduced;
The second rainproof enclosure 02 encloses the side wall of the second top cover 01, and the second rainproof enclosure 02 is arranged on the second bearing plate 03;
and a second signal transceiver 10, wherein the second signal transceiver 10 is connected to the second displacement gauge 05 through a second displacement gauge data line 08, and the second signal transceiver 10 is connected to the second pressure gauge 06 through a second pressure gauge data line 09.
The arch rib displacement and downward pressure monitoring device 301 obtains a load value transmitted from the arch rib 101 to the arch rib construction platform 205 through the built-in pressure gauge, the arch rib displacement and downward pressure monitoring device 301 adopts the internet of things technology, and meanwhile pressure and displacement data of different positions of different components are collected through the built-in data collector and the signal transmitting module and then sent to equipment such as a mobile phone and a computer and presented to a technician, so that synchronous detection of multiple measuring points is realized, and an important basis is provided for tensioning suspender and tie rod operation.
The invention uses a plurality of arch rib displacement and downward pressure monitoring devices 301 as devices for accurately measuring the vertical deformation and pressure of the components, and uses a wireless technology to synchronously monitor multiple measuring points and remotely transmit data through the second signal transceiver 10, thereby assisting technicians to accurately control the stretching of the tie bars and the suspenders.
In one embodiment of the girder and rib forming control device of the steel arch bridge of the present invention, the girder displacement and downward pressure monitoring device 302 includes:
a second base plate 04, wherein the second base plate 04 is arranged on the longitudinal beam construction platform 202;
a second pressure gauge 06, wherein the second pressure gauge 06 is arranged on the second backing plate 04;
a second bearing plate 03, wherein the second bearing plate 03 is arranged on the second pressure gauge 06, and a second displacement gauge 05 and 2 second springs 07 are arranged on the second bearing plate 03;
the second top cover 01 is internally provided with 2 spring holes 12 and displacement meter holes, the second displacement meter 05 stretches into the displacement meter holes, each second spring 07 stretches into the spring hole 12, the depth of the spring is larger than that of the spring hole 12, the second displacement meter 05 is positioned between the two second springs 07, wherein when the second springs 07 are not compressed, the second top cover 01 is jacked up due to the action of the second springs 07, and the second top cover is separated from the second bearing plate 03 by a preset distance; when the second spring 07 is compressed, the distance between the second top cover and the second bearing plate 03 is reduced;
the second rainproof enclosure 02 encloses the side wall of the second top cover 01, and the second rainproof enclosure 02 is arranged on the second bearing plate 03;
And a second signal transceiver 10, wherein the second signal transceiver 10 is connected to the second displacement gauge 05 through a second displacement gauge data line 08, and the second signal transceiver 10 is connected to the second pressure gauge 06 through a second pressure gauge data line 09.
In this case, the present invention uses the plurality of the rail displacement and down force monitoring devices 302 as devices for accurately measuring the vertical deformation and the pressure of the component, and the second signal transceiver 10 can use wireless technology to perform multi-measuring point synchronous monitoring, and remotely perform data transmission, so as to assist the technician to accurately control the stretching of the tie rod and the boom.
In one embodiment of the girder and rib forming control device of the steel arch bridge of the present invention, the temporary arch rib support 204 is connected to the conversion platform 203 by a hinge.
The temporary arch rib support 204 is a steel structure upright post support structure, has certain lateral rigidity, is hinged with the conversion platform 203, and is convenient for assembly and disassembly.
According to another aspect of the present invention, there is also provided a method for controlling the formation of stringers and ribs of a steel arch bridge, the method comprising steps S1 to S17:
step S1: bridge abutment 107 is arranged at two ends of the steel arch bridge to be formed, an arch beam combining part 102 is arranged on the bridge abutment 107, and a piling ship is used for constructing steel piles 201 at the lower part of the steel arch bridge to be formed;
Step S2: a longitudinal beam construction platform 202 is connected to the upper part of the steel pipe pile 201;
step S3: hoisting the second section longitudinal beam 103, and connecting the second section longitudinal beam 103 with the arched beam joint 102;
preferably, both ends of the end beam 104 may be connected between the two arched beam junctions 102 at the same time; connecting the two ends of the middle cross beam 105 between two oppositely arranged second section stringers 103;
here, the end cross beams 104, the middle cross beam 105 and the longitudinal beams 103 are connected into an integral structure frame, the structural integrity is ensured, a temporary construction platform is paved on the integral structure frame to serve as a temporary bridge deck, the temporary bridge deck is used as a material and personnel conveying passage and an operation platform, the longitudinal beams 103 are connected with the arched beam combining part 102, the end cross beams 104 and the middle cross beam 105 in the horizontal direction, the longitudinal beams 103 are placed on the longitudinal beam displacement and downward pressure monitoring device 302 in the vertical direction, and the longitudinal beam displacement and downward pressure monitoring device 302 is placed on the longitudinal beam construction platform 202. The two ends of the longitudinal beam can be connected with the arched beam joint part 102 into a whole, and the vertical load is borne by the longitudinal beam displacement and downward pressure monitoring device 302 and transmitted to the longitudinal beam construction platform 202 and then to the steel pipe pile 201;
step S4: sequentially installing the rest longitudinal beams 103, welding the longitudinal beams 103 end to form a whole, and placing the longitudinal beams 103 on a longitudinal beam displacement and downward pressure monitoring device 302;
Preferably, two ends of the middle cross beam 105 can be connected between two sections of oppositely arranged longitudinal beams 103 during welding, so that the stability of the structure is ensured, and a temporary construction platform is paved on the middle cross beam, and the middle cross beam is used 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 the longitudinal beams at the middle parts and the end parts of the longitudinal beam can be connected into a whole;
step S5: a conversion platform 203 is erected on the upper part of the longitudinal beam construction platform 202;
step S6: installing rib temporary supports 204 on the conversion platform 203;
the temporary arch rib support 204 is a steel structure upright post support structure and has certain lateral rigidity, and the temporary arch rib support 204 and the conversion platform 203 are hinged, 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 the second section of arch rib 101 and connecting the second section of arch rib 101 with the arched girder joint 102;
preferably, the two ends of the wind brace 106 are connected between two second segment ribs 101 which are oppositely arranged;
The corresponding air brace 106 can be installed later, so that the stability of the arch rib 101 is ensured, and the arch rib can be formed by splicing multiple sections;
step S9: sequentially installing the rest arch ribs 101, and welding and connecting the head and the tail of each arch rib 101 into a whole;
step S10: assembling an arch rib displacement and downward pressure monitoring device, wherein a second backing plate is arranged on the arch rib construction platform; disposing a second pressure gauge on the second backing plate; a second bearing plate is arranged on the second pressure gauge, and a second displacement gauge and 2 second springs are arranged on the second bearing plate; arranging 2 second spring holes and second displacement meter holes in a second top cover, extending a second displacement meter into the second displacement meter holes, extending each second spring into the second spring holes, wherein the depth of each second spring is larger than that of each second spring hole, and arranging the second displacement meter between the two second springs, wherein when the second springs are not compressed, the second top cover is jacked up under the action of the second springs, and the second top cover is separated from a second bearing plate by a preset distance; when the second spring is compressed, the distance between the second top cover and the second bearing plate is reduced; the second rainproof enclosure is arranged on the second bearing plate; connecting a second signal receiving and transmitting device with a second displacement meter through a second displacement meter data line, and connecting the second signal receiving and transmitting device with a second pressure meter through a second pressure meter data line; the middle rib is placed on the rib displacement and downforce monitoring device 301.
Preferably, both ends of the air brace 106 are connected between two sections of oppositely arranged arch ribs 101 at the same time, so as to realize the installation of the arch ribs of each remaining section and the installation of the air brace, and the structure is connected into a whole;
step S11: installing each suspender 108 and a suspender locking device 109, wherein one end of each suspender 108 is connected with the arch rib 101 through the suspender locking device 109, the other end of each suspender 108 is connected with the longitudinal beam 103 through the suspender locking device 109, and the arch rib 101 and the suspender 108 are tightly locked after being contracted through the suspender locking device 109 so as to integrate the arch rib 101 and the longitudinal beam 103;
step S12: the method comprises the steps of penetrating tie bars 110 in a pipeline inside a mounting longitudinal beam 103, penetrating two ends of each tie bar 110 out of two ends of one longitudinal beam 103, connecting a tie bar tensioning device 111 with corresponding ends of the tie bars 110 penetrating out of the longitudinal beams 103, and temporarily anchoring the tie bars and the longitudinal beams after preliminary tensioning of the tie bars 110 through the tie bar tensioning device 111;
here, this time, the preliminary stretching does not cause any deformation of the structure, but the individual structures are connected as a whole. The gravity of the arch rib 101 is borne by the arch rib displacement and downward pressure monitoring device 301, and then 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: the actual internal force of the boom 108 is tested, the actual internal force of the boom 108 is adjusted according to the calculated internal force of the boom, and the arch rib 101 and the boom 108 are locked by the boom locking device 109 after the actual internal force is adjusted.
Here, as shown in fig. 3, the internal force of the hanger rod in this step is adjusted here because, in step S12, the longitudinal beam is primarily tensioned, which may cause micro-deformation of the arch rib, so that the hanger rod locked in step S11 is loosened, and therefore, the hanger rod is tensioned here, so that the arch rib, the longitudinal beam and the hanger rod all have a certain internal force and are connected as a whole;
step S14: calculating the horizontal shrinkage delta 2 to be generated by stretching the tie bars 110 according to the vertical displacement delta 1 required by the arch rib disengaging arch rib displacement and the downward pressure monitoring device 301;
here, the horizontal shrinkage Δ2 required for the stringers to deviate from the temporary support is estimated from the height Δ1 of the required camber before the construction tensioning.
In the following theoretical calculation, Δ2 is a known quantity, Δ1 is a required result, and the objective is to find the relationship between the two. In actual construction, Δ1 is the vertical arch height of the removable bracket determined by construction experience, is a known quantity, Δ2 is the horizontal displacement which can be generated by a constructor controlling the tensioning program, and is a value which needs to be given by the calculation method.
The horizontal stretching shrinkage delta 2 of the tie arch is generated synchronously with delta 1, and a certain proportional relation exists, so that the invention can realize the proportional relation between delta 1 and delta 2. Two special arches can be taken: flat arches and semicircular arches, while conventional arches are interposed therebetween, so the ratio relationship may take on values between flat arches and semicircular arches. Finally, Δ1 can be estimated by multiplying Δ2 by the ratio. In the construction process, the longitudinal beam is initially tensioned according to the theory delta 2, and the longitudinal beam can be lifted by delta 1 according to the tensioning amount of delta 2, so that the requirement of separating from the longitudinal beam displacement and downward pressure monitoring device 302 is met.
1) The tied arch bridge can be simplified into a combination of arch rib structure and longitudinal beam structure as shown in fig. 7, and the horizontal rigidity of the arch rib is as followsThe horizontal longitudinal rigidity of the longitudinal beam is +.>Water under the action of axial force and shearing force of arch ribThe horizontal deformation is small and mainly bending deformation is performed, so that the horizontal rigidity of the arch rib only considers bending items, and the horizontal rigidity of the longitudinal beam is axial rigidity. s is the arc length; delta H Is arch rib rigidity; y (x) is an arch rib curve, and x is an abscissa; EI (electronic equipment) 1 Is arch rib bending rigidity; EA (EA) 2 The compression rigidity of the longitudinal beam is that of the longitudinal beam, and l is that of the longitudinal beam;
2) The prestress of the tie-rod is P, the horizontal force distributed on the rib is determined according to the numbers of k1 and k2 The horizontal force distributed to the tie beam is +.>
3) The longitudinal beam is hung on the arch rib through the hanging rod, and after the hanging rod is contracted, the longitudinal beam and the arch rib are equal in vertical deformation caused by stretching of the tie rod.
4) Deducing a deformation formula of the tied arch bridge, and simplifying and stepping the stress of the beam and the arch: secondly, tensioning a tie bar by adopting prestress P, wherein the prestress acting on the arch rib is H1, and the prestress acting on the longitudinal beam is H2; the horizontal shrinkage of the stringers is caused to be Δ2; in the second step, the displacement delta 2 of the longitudinal beam acts on the arch rib to cause the arch rib to move in F 1 Vertical displacement Δ1 at position=1:
(1) the horizontal deformation of the arch rib under the action of axial force and shearing force is small and is mainly bending deformation, so that the horizontal rigidity of the arch rib only considers bending items, and the horizontal rigidity of the longitudinal beam is axial rigidity. The vertical deformation amount of the horizontal tie bar at any position of the arch rib, which is generated by stretching the horizontal tie bar under the condition of only considering bending deformation, can be obtained:
(2) the horizontal tie bar is tensioned to generate any arch rib under the condition of considering bending deformation and axial deformation
Vertical deformation of position:
5) The horizontal shrinkage delta 2 of the arch rib 101 is generated by stretching the tie bars 110 in the longitudinal beams 103, so that the arch rib 101 is driven to generate certain vertical displacement delta 1, 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 temporary support system is removed; in the range of the sagittal ratio f/L of 0.2-0.5, the ratio of delta 2/delta 1 is calculated to be 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 bar 110 is tensioned again by the horizontal shrinkage amount Δ2, the tie bar 110 is shortened, so that the arch rib 101 is arched to generate displacement in the process of shrinking both ends, the arch rib 101 arch distance and the load size transmitted to the arch rib displacement and downward pressure monitoring device 301 by the arch rib displacement and downward pressure monitoring device 301 are monitored, the tensioning progress is adjusted according to the monitoring result, and the tensioning is stopped when the distance reaches Δ1 obtained 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 tightening adjustment of the hanger rod 108 and the arch rib 101 is performed by the hanger rod locking device 109, in the tightening process of the hanger rod 108, the longitudinal beam 103 is pulled upwards to generate displacement, the arch rib 101 is not pulled downwards to generate obvious displacement under the constraint of the tie rod 110, the distance of the longitudinal beam 103 pulled up and the load transferred to the longitudinal beam displacement and the downward pressure monitoring device by the longitudinal beam displacement and downward pressure monitoring device are measured, the tightening adjustment of the hanger rod 108 is stopped when the distance of the longitudinal beam 103 pulled up by the measured longitudinal beam 103 meeting the requirement of the dismantling and supporting construction is delta 3 based on the measured distance of the longitudinal beam 103 pulled up and the load transferred to the longitudinal beam displacement and the downward pressure monitoring device, and the tightening progress of the hanger rod 108 is adjusted by the hanger rod locking device 109, and the tightening adjustment of the hanger rod 108 is locked and connected with the arch rib 108.
Step S17: as shown in fig. 6, the arch rib displacement and downward pressure monitoring device 301, the longitudinal beam displacement and downward pressure 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 adopting a piling ship, so that the construction is completed.
Here, the rib displacement and down force monitoring device 301 and the stringer displacement and down force monitoring device are identical in construction and are used to monitor the rib 101 and stringer 103, respectively.
The rib displacement and down force monitoring device 301 or the longitudinal beam displacement and down force monitoring device comprises: displacement meter, manometer and data transmission module. The arch rib displacement and downward pressure monitoring device 301 is installed on the arch rib construction platform 205 and is used for monitoring the vertical displacement and the pressure of the arch rib 103, and the longitudinal beam displacement and downward pressure monitoring device 302 is installed on the longitudinal beam construction platform 202 and is used for monitoring the vertical displacement and the pressure of the longitudinal beam 103. The temporary support system is used for bearing the vertical load of the arch bridge longitudinal beam 103 and the arch rib 101 in the construction process, after the hanger 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 load, and the stress system conversion is completed. In the tensioning construction, the deformation of the arch bridge is required to be monitored for multiple times, and whether the stress state of the arch bridge is converted or not is judged according to the arch deformation of the structure, and whether the temporary support frame can be removed or not is judged.
The arch rib displacement and downward pressure monitoring device 301 or the longitudinal beam displacement and downward pressure monitoring device integrates pressure detection, displacement monitoring and data transmission functions. The arch rib displacement and downward pressure monitoring device 301 monitors the load value transmitted by the arch rib to the arch rib construction platform 205 through a built-in pressure gauge, and the distance between the bottom end of the arch rib 103 and the arch rib construction platform 205 is measured through a distance sensor and converted into the arch rib vertical displacement. The device adopts the internet of things technology, and through the built-in data acquisition device and the signal transmitting module, pressure and displacement data of different positions of different components are acquired and then sent to equipment such as a mobile phone, a computer and the like and presented to technicians, so that synchronous detection of multiple measuring points is realized.
The invention provides a method for calculating the construction deformation of a beam and an arch, which is characterized in that the arch ribs and the longitudinal beams are separated from respective temporary supports through tensioning tie rods and tightening suspenders, the temporary supports can be removed, the deformation release in the construction process is avoided, and the harmful internal force is eliminated. The distance between the arch rib and the longitudinal beam 103 and the temporary support is accurately determined by applying the prestress of the suspender and the tie rod, so that the operation efficiency before construction is improved, the distance between the arch rib and the longitudinal beam and the temporary support is accurately controlled during construction, required prestress is accurately added, and data support is provided for a support dismantling link in a girder-first arch construction method.
Specifically, example 1: taking the arch bridge axis equation
The method comprises the following steps: simplifying the tied arch bridge into a combination of arch rib structures and longitudinal beam structures as shown in the figure, wherein the horizontal rigidity of the arch rib is as followsThe horizontal longitudinal rigidity of the longitudinal beam is +.>Wherein EI is 1 Representing bending stiffness of rib, EA 2 Representing the axial stiffness of the rib. The longitudinal beam is hung on the arch rib through the hanging rod, and the longitudinal beam and the arch rib are equal in vertical deformation caused by stretching of the tie rod after the hanging rod is contracted.
Step two: the prestress acting on the tie rod is noted as P, according to the horizontal stiffness k of the rib 1 And horizontal stiffness k of the stringers 2 Dispensing, horizontal force on ribThe horizontal force distributed on the stringers is +.>The horizontal shrinkage of the longitudinal beam is caused to be less 2 The method comprises the steps of carrying out a first treatment on the surface of the Longitudinal directionBeam displacement delta 2 Acting on the rib, causing arching +.>Vertical displacement at position Δ1:
the horizontal deformation of the arch rib under the action of axial force and shearing force is small and is mainly bending deformation, so that the horizontal rigidity of the arch rib only considers bending items, and the horizontal rigidity of the longitudinal beam is axial rigidity. The vertical deformation amount of the horizontal tie bar at any position of the arch rib, which is generated by stretching the horizontal tie bar under the condition of only considering bending deformation, can be obtained:
step one, three: according to the above formula Establishing an analysis model of the same arch axis in Midas Gen finite element calculation software, and performing calculation analysis on the model>The result of the electric calculation has smaller error with the result calculated by the formula, and the result is more consistent.
Example 2: taking the arch axis equation
Step two,: simplifying the tied arch bridge into a combination of arch rib structures and longitudinal beam structures as shown in the figure, wherein the horizontal rigidity of the arch rib is as followsThe horizontal longitudinal rigidity of the longitudinal beam is +.>Wherein EI is 1 Representing bending stiffness of rib, EA 2 Representing the axial stiffness of the rib. The stringers being suspended from ribs by booms, provided that the booms areAfter the shrinkage, the vertical deformation of the longitudinal beam and the arch rib caused by the stretching of the tie bars is equal.
Step two: the prestress acting on the tie rod is noted as P, according to the horizontal stiffness k of the rib 1 And horizontal stiffness k of the stringers 2 Dispensing, horizontal force on ribThe horizontal force distributed on the longitudinal beam isThe horizontal shrinkage of the longitudinal beam is caused to be less 2 The method comprises the steps of carrying out a first treatment on the surface of the Longitudinal beam displacement delta 2 Acting on ribs to cause arching in F 1 Vertical displacement Δ1 at position=1:
the horizontal deformation of the arch rib under the action of axial force and shearing force is small and is mainly bending deformation, so that the horizontal rigidity of the arch rib only considers bending items, and the horizontal rigidity of the longitudinal beam is axial rigidity. The vertical deformation amount of the horizontal tie bar at any position of the arch rib, which is generated by stretching the horizontal tie bar under the condition of only considering bending deformation, can be obtained:
Step two, three: according to the above formulaEstablishing an analysis model of the same arch axis in finite element calculation software, and performing calculation analysis on +.>The result of the electric calculation has smaller error with the result calculated by the formula, and the result is more consistent.
The application provides a device for monitoring the displacement and the distance of components in real time at multiple points in the construction process of a beam and a girder, which avoids the problems that the arch quantity of the arch rib and a tie beam can not be obtained in time and needs multiple manual inspection in the tightening and stretching processes of a suspender and a tie rod by arranging displacement monitoring and signal transmission devices on an arch rib temporary support 204 and a longitudinal beam construction platform 202 respectively, obviously improves the working efficiency and avoids repeated manual inspection. The application discloses a method for carrying out multipoint monitoring on member displacement by using the device in the construction of a beam-first arch method and a structure of the device.
The rib displacement and downforce monitoring device 301 or the initial state of the stringer displacement and downforce monitoring device:
according to the spacing between the arch rib 101 and the arch rib construction platform 205 in engineering, a steel plate or profile steel with a proper height is selected as a second base plate 04, the end part of the second displacement meter 05 is adhered to the top part of the displacement meter hole of the second top cover 01, the bottom of the second displacement meter 05 is fixed with the second bearing plate 03, the second top cover 01 is fixedly connected with the second rainproof enclosure 02, and the second top cover 01 and the second rainproof enclosure 02 are separated from the second bearing plate 03. The natural length of the second spring 07 is larger than the depth of the spring hole 12, and the second top cover 01 is jacked up under the action of the second spring 07 in the initial state and separated from the second bearing plate 03 by a certain distance. The reading values of the second displacement meter 05 and the second pressure meter 06 are transmitted to the second signal receiving and transmitting device 10 through the second displacement meter data line 08 and the second pressure meter data line 09, and the second signal receiving and transmitting device 10 transmits data to a field technician through a built-in wireless transmission device, so that the remote multi-component test of the technician is realized.
In the present specification, each embodiment is described in a progressive manner, and each embodiment is mainly described in a different point from other embodiments, and identical and similar parts between the embodiments are all enough to refer to each other.
It will be apparent to those skilled in the art that various modifications and variations can be made to the present invention without departing from the spirit or scope of the invention. Thus, it is intended that the present invention also include such modifications and alterations insofar as they come within the scope of the appended claims or the equivalents thereof.
Claims (7)
1. A longitudinal beam and arch rib forming control method of a steel arch bridge is characterized by comprising the following steps:
step S1: bridge abutment is arranged at two ends of the steel arch bridge to be formed, an arch beam combining part is arranged on the bridge abutment, and a piling ship is used for constructing steel pipe piles at the lower part of the steel arch bridge to be formed;
step S2: connecting a longitudinal beam construction platform at the upper part of the steel pipe pile;
step S3: hoisting a second section of longitudinal beam, and connecting the second section of longitudinal beam with the arched beam joint part;
step S4: assembling a longitudinal beam displacement and downward pressure monitoring device, wherein a second base plate is arranged on the longitudinal beam construction platform; disposing a second pressure gauge on the second backing plate; a second bearing plate is arranged on the second pressure gauge, and a second displacement gauge and 2 second springs are arranged on the second bearing plate; arranging 2 second spring holes and second displacement meter holes in a second top cover, extending a second displacement meter into the second displacement meter holes, extending each second spring into the second spring holes, wherein the depth of each second spring is larger than that of each second spring hole, and arranging the second displacement meter between the two second springs, wherein when the second springs are not compressed, the second top cover is jacked up under the action of the second springs, and the second top cover is separated from a second bearing plate by a preset distance; when the second spring is compressed, the distance between the second top cover and the second bearing plate is reduced; the second rainproof enclosure is arranged on the second bearing plate; connecting a second signal receiving and transmitting device with a second displacement meter through a second displacement meter data line, and connecting the second signal receiving and transmitting device with a second pressure meter through a second pressure meter data line; sequentially installing the rest longitudinal beams, welding the longitudinal beams end to form a whole, and placing the longitudinal beams on a longitudinal beam displacement and downward pressure monitoring device;
Step S5: a conversion platform is erected on the upper part of the longitudinal beam construction platform;
step S6: installing a temporary arch rib support on the conversion platform;
step S7: installing an arch rib construction platform on the temporary arch rib support;
step S8: hoisting a second section of arch rib, and connecting the second section of arch rib with the arched girder joint part;
step S9: sequentially installing the rest arch ribs, and welding the head and the tail of each arch rib to form a whole;
step S10: assembling an arch rib displacement and downward pressure monitoring device, wherein a second backing plate is arranged on the arch rib construction platform; disposing a second pressure gauge on the second backing plate; a second bearing plate is arranged on the second pressure gauge, and a second displacement gauge and 2 second springs are arranged on the second bearing plate; arranging 2 second spring holes and second displacement meter holes in a second top cover, extending a second displacement meter into the second displacement meter holes, extending each second spring into the second spring holes, wherein the depth of each second spring is larger than that of each second spring hole, and arranging the second displacement meter between the two second springs, wherein when the second springs are not compressed, the second top cover is jacked up under the action of the second springs, and the second top cover is separated from a second bearing plate by a preset distance; when the second spring is compressed, the distance between the second top cover and the second bearing plate is reduced; the second rainproof enclosure is arranged on the second bearing plate; connecting a second signal receiving and transmitting device with a second displacement meter through a second displacement meter data line, and connecting the second signal receiving and transmitting device with a second pressure meter through a second pressure meter data line; placing the arch rib in the middle on the arch rib displacement and downward pressure monitoring device;
Step S11: installing each suspender and a 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 tightly locked after being contracted 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 of penetrating a tie bar in a pipeline inside a mounting longitudinal beam, penetrating out two ends of the tie bar from two ends of one longitudinal beam, connecting a tie bar tensioning device with one end, corresponding to the tie bar penetrated out from the longitudinal beam, of primarily tensioning the tie bar through the tie bar tensioning device, and then temporarily anchoring the tie bar and the longitudinal beam;
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: according to the arch rib displacement and the vertical displacement delta 1 required by the downward pressure monitoring device, calculating the horizontal shrinkage delta 2 to be generated by stretching the tie rod, comprising:
in the range of the sagittal ratio f/L of 0.2-0.5, calculating to obtain the ratio of delta 2/delta 1 of 0.7-1.7;
Step S15: the tie bar is tensioned again to generate horizontal shrinkage delta 2, the tie bar is shortened, so that the arch rib is arched to generate displacement in the process of tightening two ends, the arch rib arch distance and the load transferred to the arch rib monitoring device by the arch rib monitoring device are monitored, the tensioning progress is adjusted according to the monitoring result, and the tensioning is stopped when the distance reaches delta 1 obtained in the previous step;
step S16: after the tie bars are tensioned, the tie bars and the longitudinal beams are firmly anchored, so that the internal force loss is prevented;
step S17: the method comprises the steps that through a boom tightening device, re-tightening adjustment of a boom and an arch rib is carried out, in the process of tightening the boom, the longitudinal beam is pulled upwards to generate displacement, the arch rib is not pulled downwards by the boom to generate obvious displacement under the constraint of a tie rod, the distance of the longitudinal beam pulled up and the load transmitted to the longitudinal beam displacement and the downward pressure monitoring device by the longitudinal beam displacement and downward pressure monitoring device are measured, based on the measured distance of the longitudinal beam pulled up and the load transmitted to the longitudinal beam displacement and downward pressure monitoring device by the longitudinal beam tightening device, the tightening progress of the boom is adjusted through the boom tightening device, and when the measured distance of the longitudinal beam pulled up meets the distance of the longitudinal beam pulled up required by the dismantling and supporting construction, the tightening adjustment of the boom is stopped, and the boom is in locking connection with the arch rib;
Step S18: and sequentially removing the arch rib displacement and downward pressure monitoring device, the longitudinal beam displacement and downward pressure 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 piling ship.
2. The method for controlling the formation of stringers and ribs of a steel arch bridge according to claim 1, characterized by the step S3: hoist and mount second section longeron to after being connected second section longeron and arched girder joint portion, still include:
and connecting the two ends of the end cross beam between the two arched beam joints.
3. The method for controlling the formation of stringers and ribs of a steel arch bridge according to claim 1, characterized by the step S3: hoist and mount second section longeron to after being connected second section longeron and arched girder joint portion, still include:
and connecting the two ends of the middle cross beam between two oppositely arranged second section longitudinal beams.
4. The method for controlling the formation of stringers and ribs of a steel arch bridge according to claim 1, characterized by step S4: installing each other section longeron in proper order, after welding each section longeron head and tail to become whole, still include:
and connecting the two ends of the middle cross beam between two sections of oppositely arranged longitudinal beams.
5. The method for controlling the formation of stringers and ribs of a steel arch bridge according to claim 1, characterized by step S6: installing a rib temporary support on a conversion platform, comprising:
And the temporary arch rib support is hinged with the conversion platform.
6. A method of controlling the formation of stringers and ribs of a steel arch bridge according to claim 1, wherein after the second section of ribs is hoisted and connected to the bond of the second section of ribs to the girders, further comprising:
and connecting the two ends of the wind brace between two oppositely arranged second sections of arch ribs.
7. The method for controlling the formation of stringers and ribs of a steel arch bridge according to claim 1, characterized by the step S10: the longitudinal beam displacement and downward pressure monitoring device is arranged on the longitudinal beam construction platform, and after the arch rib in the middle is placed on the longitudinal beam displacement and downward pressure monitoring device, the device further comprises:
and connecting the two ends of the wind brace between two sections of oppositely arranged arch ribs.
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1051772A (en) * | 1990-11-18 | 1991-05-29 | 黄国才 | A kind of concrete arch and construction thereof and application method |
| CN101215825A (en) * | 2007-12-27 | 2008-07-09 | 中铁四局集团有限公司 | Reverse-sequence dismantling method for prestressed concrete tied arch bridge |
| CN102425119A (en) * | 2011-12-28 | 2012-04-25 | 中铁十九局集团有限公司 | Construction method of prestressed concrete through tied arch bridge |
| CN105672134A (en) * | 2016-01-26 | 2016-06-15 | 河海大学 | Through concrete-filled steel tube tied-arch bridge erection construction method |
| CN209619862U (en) * | 2019-01-18 | 2019-11-12 | 中铁三局集团有限公司 | A kind of hoist cable arch rib installation support frame big suitable for environmental restrictions |
| CN112323636A (en) * | 2020-10-29 | 2021-02-05 | 中铁一局集团有限公司 | Arch rib support for assembling construction of large-span steel pipe arch bridge |
| CN113026584A (en) * | 2021-04-24 | 2021-06-25 | 南京润华建设集团有限公司 | Cutting and dismantling method for few-bracket chain saw of tied arch bridge |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3716316B2 (en) * | 2003-09-09 | 2005-11-16 | 株式会社国土 | Demolition and removal method of arch bridge |
-
2021
- 2021-09-17 CN CN202111090992.8A patent/CN113789713B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1051772A (en) * | 1990-11-18 | 1991-05-29 | 黄国才 | A kind of concrete arch and construction thereof and application method |
| CN101215825A (en) * | 2007-12-27 | 2008-07-09 | 中铁四局集团有限公司 | Reverse-sequence dismantling method for prestressed concrete tied arch bridge |
| CN102425119A (en) * | 2011-12-28 | 2012-04-25 | 中铁十九局集团有限公司 | Construction method of prestressed concrete through tied arch bridge |
| CN105672134A (en) * | 2016-01-26 | 2016-06-15 | 河海大学 | Through concrete-filled steel tube tied-arch bridge erection construction method |
| CN209619862U (en) * | 2019-01-18 | 2019-11-12 | 中铁三局集团有限公司 | A kind of hoist cable arch rib installation support frame big suitable for environmental restrictions |
| CN112323636A (en) * | 2020-10-29 | 2021-02-05 | 中铁一局集团有限公司 | Arch rib support for assembling construction of large-span steel pipe arch bridge |
| CN113026584A (en) * | 2021-04-24 | 2021-06-25 | 南京润华建设集团有限公司 | Cutting and dismantling method for few-bracket chain saw of tied arch bridge |
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