CN111021255A - Continuous steel box girder pier and girder consolidation vertical prestress construction method - Google Patents
Continuous steel box girder pier and girder consolidation vertical prestress construction method Download PDFInfo
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- CN111021255A CN111021255A CN201911318875.5A CN201911318875A CN111021255A CN 111021255 A CN111021255 A CN 111021255A CN 201911318875 A CN201911318875 A CN 201911318875A CN 111021255 A CN111021255 A CN 111021255A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 204
- 239000010959 steel Substances 0.000 title claims abstract description 204
- 238000007596 consolidation process Methods 0.000 title claims abstract description 27
- 238000010276 construction Methods 0.000 title claims abstract description 21
- 238000004873 anchoring Methods 0.000 claims abstract description 61
- 239000004567 concrete Substances 0.000 claims abstract description 35
- 238000007789 sealing Methods 0.000 claims abstract description 8
- 238000005096 rolling process Methods 0.000 claims description 32
- 239000004568 cement Substances 0.000 claims description 31
- 239000002002 slurry Substances 0.000 claims description 19
- 238000000034 method Methods 0.000 claims description 13
- 238000003756 stirring Methods 0.000 claims description 11
- 239000011440 grout Substances 0.000 claims description 9
- 239000010720 hydraulic oil Substances 0.000 claims description 9
- 238000003466 welding Methods 0.000 claims description 8
- 238000004026 adhesive bonding Methods 0.000 claims description 6
- 238000005520 cutting process Methods 0.000 claims description 3
- 239000000463 material Substances 0.000 claims description 3
- 238000003825 pressing Methods 0.000 claims description 3
- 238000002347 injection Methods 0.000 claims description 2
- 239000007924 injection Substances 0.000 claims description 2
- 230000000149 penetrating effect Effects 0.000 claims description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 2
- 230000000694 effects Effects 0.000 description 4
- 238000010586 diagram Methods 0.000 description 2
- 238000005336 cracking Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 239000011513 prestressed concrete Substances 0.000 description 1
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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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Abstract
The invention discloses a continuous steel box girder pier beam consolidation vertical prestress construction method, which comprises the following steps: preparing a plurality of groups of anchoring structures, and embedding the anchoring structures into the pier stud concrete. Then the consolidation pier is hoisted and installed on the pier stud, and the corrugated pipe is installed on the anchoring structure in the consolidation pier. And after the continuous steel box girder section is hoisted, the continuous steel box girder section is welded to the consolidation pier, and the anchoring structure penetrates into the continuous steel box girder section. And pouring the micro-expansion concrete until the strength of the concrete meets the requirement. And (3) carrying out first tensioning on the anchoring structure, and carrying out second tensioning after 24 hours so as to avoid stress loss caused by the characteristics of equipment, finish-rolled deformed steel bars and the like. And after all the tensioning is finished, grouting the multiple groups of anchoring structures, and after all the grouting is finished, sealing the tops of the multiple groups of anchoring structures to finish the continuous steel box girder pier and beam consolidation vertical prestress construction.
Description
Technical Field
The invention relates to a tensioning construction method, in particular to a continuous steel box girder pier and girder consolidation vertical prestress construction method.
Background
With the gradual development of bridge engineering, the adoption of prestress construction is becoming more and more extensive. But because its tensioning effect can't effective control, and then can't satisfy the requirement of design to effective tensioning force to lead to the emergence of later stage bridge web fracture scheduling problem.
Chinese patent No. CN201821973005.2 discloses a wrench for a finish rolling deformed steel bar anchor and a continuous prestressed concrete tensioning device, which is designed to provide a wrench for a finish rolling deformed steel bar anchor capable of tightening the anchor after tensioning is completed. Thereby ensuring that the tension of the finish rolling deformed steel bar meets the design requirement. The device belongs to the field of concrete continuous beam prestress construction and does not belong to the field of continuous steel box girder pier and girder consolidation construction.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a continuous steel box girder pier and girder consolidation vertical prestress construction method to ensure the tensioning quality of the continuous steel box girder pier and girder consolidation vertical prestress construction method so as to avoid the problems of bridge web cracking and the like in the later period.
A continuous steel box girder pier beam consolidation vertical prestress construction method comprises the following steps:
(1) preparing a plurality of groups of bottom anchoring structures and a plurality of groups of top tensioning structures, wherein each group of bottom anchoring structures comprises two bottom steel pipes which are arranged in parallel at intervals along the left and right in the vertical direction, the bottom end of each bottom steel pipe is welded with an anchoring base plate provided with a middle hole along the horizontal direction, an anchoring nut is fixed on the bottom wall of the anchoring base plate, the lower end of each bottom steel pipe is sleeved with a spiral rib of which the bottom is pressed on the anchoring base plate, the left end and the right end of a grouting pipe arranged along the horizontal direction are respectively welded on the two bottom steel pipes positioned at the tops of the spiral ribs at the bottom, the grouting pipe is communicated with the two bottom steel pipes, the lower parts of the two finish-rolled threaded steel respectively penetrate through the left bottom steel pipe, the right bottom steel pipe, the middle hole of the anchoring base plate and the anchoring nut, and the finish-rolled threaded steel is, in each group of bottom anchoring structures, the bottom of the left finish-rolled deformed steel bar is 30-50 cm higher than the bottom of the right finish-rolled deformed steel bar, and the left finish-rolled deformed steel bar is flush with the top of the right finish-rolled deformed steel bar;
each group of top tensioning structures comprises a top steel pipe arranged along the vertical direction, the bottom of a top grouting pipe with an upward opening is communicated with the lower part of the top steel pipe, a tensioning base plate with a middle hole and a groove is welded at the top end of each top steel pipe along the horizontal direction, a top spiral rib is sleeved on the top steel pipe below the tensioning base plate, and the top of the top spiral rib is welded and connected with the bottom of the tensioning base plate;
(2) hoisting a plurality of groups of bottom anchoring structures to set positions in the pier stud respectively through an automobile crane, keeping the hoisting posture of the automobile crane, welding one side of a # -shaped positioning rib arranged along the horizontal direction with the outer wall of the bottom steel pipe and fixedly connecting the other side of the # -shaped positioning rib with a pier stud stirrup;
(3) hoisting a consolidation pier to the top of a pier stud for fixing, then sleeving a corrugated pipe from the top of each finish-rolled deformed steel bar to the upper part of the outer wall of the bottom steel pipe, gluing and sealing the intersection of the bottom of the corrugated pipe and the bottom steel pipe, wherein the top of the corrugated pipe is 60-70 cm lower than the top of the finish-rolled deformed steel bar, and the bottom of the corrugated pipe is 10-15 cm from the top wall of the bottom steel pipe;
(4) installing a continuous steel box girder section at the top of the consolidation pier, and simultaneously penetrating the upper part of the finish-rolled deformed steel bar into the steel box girder section through a preformed hole at the bottom of the continuous steel box girder section;
(5) a top tensioning structure is respectively arranged on each finish rolling deformed steel bar in the continuous steel box girder section, and the specific method comprises the following steps: the method comprises the following steps that firstly, the bottom of a top steel pipe of a top tensioning structure is inserted into the top of an installed corrugated pipe by 10-15 cm, and the top surface of each finish-rolled deformed steel bar is 50-60 cm higher than the top surface of the top steel pipe; secondly, gluing and sealing the intersection of the top steel pipe and the corrugated pipe; thirdly, connecting a tensioning nut with the finish-rolled deformed steel bar in a threaded manner and tightly pressing the tensioning nut on a tensioning base plate; fourthly, welding one side of the # -shaped positioning rib with the outer wall of the top steel pipe and fixedly connecting the other side with the beam section of the continuous steel box girder; fifthly, pouring micro-expansion concrete into the pier columns, the consolidation piers and the steel box girder sections, wherein the concrete top surface of the micro-expansion concrete is flush with the top surface of the tensioning base plate and is vertical to the finish rolling deformed steel bar;
(6) after the micro-expansion concrete strength meets the requirement, connecting tensioning equipment on one finish rolling deformed steel bar in each group of bottom anchoring structures, and specifically comprising the following steps: firstly, respectively screwing finish-rolled deformed steel bars in a bottom anchoring structure and finish-rolled deformed steel bars for a tool into a half position of a connector; secondly, sleeving a tensioning stool on the rod section of the finish-rolled deformed steel bar below the connector, and supporting the bottom wall of the tensioning stool on the top surface of the micro-expansion concrete; thirdly, sleeving the through jack on the finish-rolled deformed steel bar above the tensioning stool, attaching the bottom of a hydraulic cylinder of the through jack to the top surface of the tensioning stool, and adjusting the coaxial line of the tensioning stool, the through jack and the finish-rolled deformed steel bar; fourthly, simultaneously screwing the base plate for the tool and the nut for the tool on the finish-rolled deformed steel bar for the tool, so that the base plate for the tool is attached to the top of the hydraulic cylinder of the center-through jack;
(7) carrying out first tensioning on finish rolling deformed steel bar in the bottom anchoring structure, and specifically comprising the following steps: the first step, starting a hydraulic oil pump of the center-through jack to start tensioning, and stopping tensioning when the tensioning stress reaches 10% of the set maximum tensioning stress; then measuring and recording the distance from the top of the finish-rolled deformed steel bar for the tool to the top surface of the micro-expansion concrete; secondly, starting a hydraulic oil pump of the center-penetrating jack again to continue tensioning until the set maximum tensioning stress is reached, maintaining the pressure for a period of time, and stopping tensioning; measuring the distance from the top of the finish-rolled deformed steel bar for the tool to the top surface of the micro-expansion concrete, and recording the distance as the stretching elongation; thirdly, tightening the tensioning screw cap by adopting a torque wrench;
(8) and (3) stretching the finish-rolled deformed steel bar in the bottom anchoring structure for the second time after stretching for 24 hours for the first time, and specifically comprising the following steps: the first step, starting a hydraulic oil pump of the center-through jack, tensioning, and stopping tensioning after tensioning to a set maximum tensioning stress; secondly, after tensioning is finished, screwing the tensioning screw cap, then removing tensioning equipment, and cutting off the finish-rolled deformed steel bar in the bottom anchoring structure to a distance of 3-5 cm from the top of the tensioning screw cap by using a grinding wheel machine;
(9) repeating the steps (6) to (8) to finish the tensioning of another finish rolling deformed steel bar in the same group of bottom anchoring structures;
(10) and (3) grouting within 24 hours after the tensioning of two finish rolling deformed steel bars in the same group of bottom anchoring structures is finished, and the method specifically comprises the following steps: firstly, defining one of two top grouting pipes connected with each group of bottom anchoring structures as a grouting end, defining the other of the two top grouting pipes as a grout outlet end, and respectively installing a grouting end valve and a grout outlet end valve at the top ends of the grouting end and the grout outlet end; secondly, placing the cement material into a stirring tank for stirring, starting a grouting machine to extrude water and air bubbles remained in the grouting machine and a throat pipe connected with a pulp discharge pipeline of the grouting machine, checking the consistency of cement paste discharged from the throat pipe until the cement paste meeting the consistency requirement is discharged from the throat pipe, suspending the grouting machine but keeping a grouting pump in the grouting machine in a starting state all the time, and connecting the throat pipe with an inlet of a grouting pipe at the top of a grouting end through a grouting end valve; thirdly, opening a grouting end valve, grouting cement slurry stirred in a cement stirring tank from the cement stirring tank to a top steel pipe on one side of the grouting end valve through a grouting machine, enabling the cement slurry to sequentially enter a corrugated pipe and a bottom steel pipe on one side of the grouting end valve, a corrugated pipe on the other side and a top steel pipe on the other side, and finally flowing out through a grouting pipe on the top of a grouting end communicated with the top steel pipe, checking the consistency of the cement slurry pressed out of the grouting end, keeping the grouting state until the consistency of the pressed cement slurry is consistent with that of the cement slurry at an injection end, and closing the grouting machine and the grouting end valve; then starting the grouting machine again, keeping the pressure at 0.7MPa for 3 minutes, and closing the grouting machine and a grouting end valve;
(11) repeating the steps (6) to (10) to tie and pull each finish rolling deformed steel bar in each group of bottom anchoring structures and completing grouting;
(12) and adopting concrete with the same grade and color as the micro-expansion concrete to seal and anchor the finish-rolled deformed steel bars above the top surface of the micro-expansion concrete.
The method increases the contact area of the tensioning end base plate and the tensioning nut, adopts multiple construction modes of controlling the retraction amount of the tensioning end by secondary tensioning, and controls the retraction amount of the tensioning end to ensure the tensioning quality, so that the pier beam consolidation vertical anchoring achieves the best effect.
Drawings
FIG. 1 is a schematic overall structure diagram of a construction structure adopting the continuous steel box girder pier-girder consolidation vertical prestress construction method;
FIG. 2 is a schematic view of a finish rolled deformed steel bar anchoring end mounting structure of the structure shown in FIG. 1;
FIG. 3 is a schematic view of the vertical prestressing assembly of the structure of FIG. 1;
FIG. 4 is a schematic view of a finish rolled deformed steel bar tension end mounting configuration of the structure shown in FIG. 1;
FIG. 5 is a schematic view of a tension construction installation of the structure shown in FIG. 1;
FIG. 6 is a schematic diagram of a grouting construction structure adopted by the continuous steel box girder pier beam consolidation vertical prestress construction method;
FIG. 7 is a schematic view of an anchor sealing structure adopted by the continuous steel box girder pier-girder consolidation vertical prestress construction method.
Detailed Description
The invention is described in detail below with reference to the figures and specific embodiments.
As shown in the attached drawings, the continuous steel box girder pier beam consolidation vertical prestress construction method comprises the following steps:
(1) prepare multiunit bottom anchor structure and multiunit top tension structure, each group bottom anchor structure includes two bottom steel pipes 7-1 that set up along the parallel interval about vertical direction, at each bottom steel pipe 7-1's bottom along the horizontal direction welding have one to open anchor backing plate 6 that has the centre bore anchor backing plate 6's diapire on be fixed with an anchor nut 5 bottom steel pipe's lower extreme cover the spiral muscle 8 of bottom that presses on anchor backing plate 6 in the bottom. The left end and the right end of a grouting pipe 9 arranged along the horizontal direction are respectively welded on two bottom steel pipes 7-1 positioned at the tops of the spiral ribs 8 at the bottom, and the grouting pipe 9 is communicated with the two bottom steel pipes 7-1. The lower parts of the two pieces of finish-rolled deformed steel bar 4 respectively penetrate through the left bottom steel pipe 7-1, the right bottom steel pipe 7-1, the middle hole of the anchoring base plate 6 and the anchoring nut 5, and the finish-rolled deformed steel bar 4 is in threaded connection with the anchoring nut 5. In each group of bottom anchoring structures, the bottom of the left finish-rolled deformed steel bar is 30-50 cm (such as 30 cm, 40 cm, 45 cm and 50 cm) higher than the bottom of the right finish-rolled deformed steel bar, and the left finish-rolled deformed steel bar is flush with the top of the right finish-rolled deformed steel bar.
Each group of top tensioning structures comprises a top steel pipe 7-2 arranged in the vertical direction, and the bottom of a top grouting pipe 14 with an upward opening is communicated with the lower part of the top steel pipe 7-2. A tensioning cushion plate 13 which is provided with a middle hole and a groove is welded at the top end of each top steel pipe 7-2 along the horizontal direction, a top spiral rib 8 is sleeved on the top steel pipe 7-2 below the tensioning cushion plate 13, and the top of the top spiral rib 8 is connected with the bottom of the tensioning cushion plate 13 in a welding mode.
(2) And hoisting a plurality of groups of bottom anchoring structures to the set positions in the pier stud respectively through an automobile crane, keeping the hoisting posture of the automobile crane, welding one side of a # -shaped positioning rib 12 arranged along the horizontal direction with the outer wall of the bottom steel pipe 7-1, and fixedly connecting the other side with a pier stud stirrup 11. So as to ensure that the finish-rolled deformed steel bar is not deviated and vertical.
(3) And (3) hoisting the consolidation piers 3 to the top of the pier stud for fixing, then sleeving the corrugated pipe from the top of each finish-rolled deformed steel bar 4 to the upper part of the outer wall of the bottom steel pipe 7-1, and gluing and sealing the intersection of the bottom of the corrugated pipe 10 and the bottom steel pipe 7-1. The top of the corrugated pipe 10 is 60-70 cm (such as 60 cm, 65 cm and 70 cm) lower than the top of the finish-rolled deformed steel bar, and the bottom of the corrugated pipe is 10-15 cm (such as 10 cm, 12 cm and 15 cm) to the top wall of the bottom steel pipe 7-1.
(4) And a continuous steel box girder section 1 is arranged at the top of the consolidation pier 3, and meanwhile, the upper part of the finish-rolled deformed steel bar 4 penetrates into the steel box girder section through a preformed hole at the bottom of the continuous steel box girder section.
(5) A top tensioning structure is respectively arranged on each finish rolling deformed steel bar in the continuous steel box girder section, and the specific method comprises the following steps: the method comprises the steps of firstly, inserting the bottom of a top steel pipe 7-2 of a top tensioning structure into the top of an installed corrugated pipe by 10-15 cm (such as 10 cm, 12 cm and 15 cm), enabling the top surface of each finish-rolled deformed steel bar to be higher than the top surface of the top steel pipe 7-2 by 50-60 cm (such as 50 cm, 56 cm and 60 cm), and secondly, gluing and sealing the intersection of the top steel pipe 7-2 and the corrugated pipe 10. And thirdly, connecting a tensioning nut 15 and the finish rolling deformed steel bar 4 in a threaded manner and pressing the tensioning nut and the finish rolling deformed steel bar on a tensioning backing plate 13. Fourthly, welding one side of the # -shaped positioning rib 12 with the outer wall of the top steel pipe 7-2 and fixedly connecting the other side with the beam section of the continuous steel box girder; and fifthly, pouring micro-expansion concrete 16 into the pier columns, the consolidation piers 3 and the steel box girder sections 2, wherein the concrete top surface of the micro-expansion concrete 16 is flush with the top surface of the tensioning base plate 13 and is vertical to the finish rolling deformed steel bars 4.
(6) As shown in fig. 5, after the micro-expansive concrete 16 has satisfactory strength, a tension device is connected to one finish-rolled deformed steel bar in each group of bottom anchoring structures. The method comprises the following specific steps: firstly, respectively screwing the finish-rolled deformed steel bar 4 in the bottom anchoring structure and the finish-rolled deformed steel bar 17 for a tool into a half position of a connector 18; secondly, sleeving a tensioning stool 19 on the rod section of the finish-rolled deformed steel bar 4 below the connector 18, and supporting the bottom wall of the tensioning stool 19 on the top surface of the micro-expansion concrete; and thirdly, sleeving the through jack 20 on the finish rolling deformed steel bar 4 above the tensioning stool 19, attaching the bottom of a hydraulic cylinder of the through jack 20 to the top surface of the tensioning stool 19, and adjusting the coaxial line of the tensioning stool 19, the through jack 20 and the finish rolling deformed steel bar 4. Fourthly, the tool support plate 21 and the tool nut 22 are simultaneously screwed onto the finish-rolled tool deformed steel bar 17, so that the tool support plate 21 is attached to the top of the hydraulic cylinder of the center-feed jack 20.
(7) And carrying out first tensioning on the finish-rolled deformed steel bar in the bottom anchoring structure. The method comprises the following specific steps: the first step, starting a hydraulic oil pump of the center-through jack 20 to start tensioning, and stopping tensioning when the tensioning stress reaches 10% of the set maximum tensioning stress; then measuring and recording the distance from the top of the finish rolling deformed steel bar 17 for the tool to the top surface of the micro-expansion concrete; and secondly, starting the hydraulic oil pump of the center-through jack 20 again to continue tensioning until the set maximum tensioning stress is reached, maintaining the pressure for a period of time (generally 5 minutes), and stopping tensioning. Measuring the distance from the top of the finish rolling deformed steel bar 17 for the tool to the top surface of the micro-expansion concrete, and recording the distance as the stretching elongation; and thirdly, tightening the tensioning screw cap 15 by adopting a torque wrench.
(8) And (3) stretching the finish-rolled deformed steel bar in the bottom anchoring structure for the second time after stretching for 24 hours for the first time so as to make up for the stress loss caused by the process and equipment. (to ensure the finish rolling deformed steel bar stretch-draw to reach the best effect, tie-draw the finish rolling deformed steel bar twice, after the first stretch-draw is completed, the finish rolling deformed steel bar will have a small amount of retraction due to the equipment and the characteristics of the finish rolling deformed steel bar, and to ensure the stretch-draw effect, the finish rolling deformed steel bar is stretched for the second time) the concrete steps are: in the first step, the hydraulic oil pump of the center-through jack 20 is started to perform tensioning, and the tensioning is stopped after the tensioning is performed to a set maximum tensioning stress. And secondly, after tensioning is finished, screwing the tensioning screw cap 15, then removing the tensioning equipment, and cutting off the finish rolling deformed steel bar 4 in the bottom anchoring structure to a distance of 3-5 cm (3 cm, 4 cm and 5 cm) from the top of the tensioning screw cap 15 by using a grinding machine.
(9) Repeating the steps (6) to (8) to finish the tensioning of another finish rolling deformed steel bar in the same group of bottom anchoring structures;
(10) and (3) grouting within 24 hours after the two finish-rolled deformed steel bars in the same group of bottom anchoring structures are tensioned. The method comprises the following specific steps: firstly, defining one of two top grouting pipes 14 connected with each group of bottom anchoring structures as a grouting end, defining the other one as a grout outlet end, and respectively installing a grouting end valve 26 and a grout outlet end valve 27 at the top ends of the grouting end and the grout outlet end; in the second step, the cement material is put into the stirring tank 23 and stirred. The grouting machine 24 is started to press out moisture and air bubbles remained in the grouting machine 24 and a throat pipe 25 connected with a pulp discharge pipeline of the grouting machine, the consistency of cement paste discharged from the throat pipe 25 is checked until the cement paste meeting the consistency requirement is discharged from the throat pipe 25, the grouting machine 24 is paused while the grouting pump in the grouting machine is kept started all the time, and the throat pipe 25 is connected with an inlet of the grouting pipe 14 at the top of the grouting end through a grouting end valve 26. And thirdly, opening a grouting end valve, grouting cement slurry stirred in a cement stirring tank 23 from the cement stirring tank 23 to a top steel pipe 7-2 at one side of the grouting end valve through a grouting machine, sequentially feeding the cement slurry into a corrugated pipe and a bottom steel pipe at one side of the grouting end valve, a corrugated pipe at the other side and a top steel pipe at the other side, finally discharging the cement slurry through a slurry outlet end top grouting pipe 14 communicated with the top steel pipe 7-2, checking the consistency of the cement slurry pressed out from a slurry outlet end, keeping the grouting state until the consistency of the pressed cement slurry is consistent with that of the cement slurry at a filling end, and closing a grouting machine 24 and a slurry outlet end valve 27. Then the press 24 is started again, the pressure is maintained at 0.7MPa for 3 minutes, and the press 24 and the press end valve 26 are closed.
(11) And (5) repeating the steps (6) to (10) to tie and pull each finish-rolled deformed steel bar in each group of bottom anchoring structures and completing grouting.
(12) As shown in fig. 7, the finish-rolled deformed steel bars 4 located above the top surface of the micro-expansive concrete 16 are anchored using concrete 28 of the same reference numeral and color as the micro-expansive concrete 16.
Claims (1)
1. A continuous steel box girder pier beam consolidation vertical prestress construction method is characterized by comprising the following steps:
(1) preparing a plurality of groups of bottom anchoring structures and a plurality of groups of top tensioning structures, wherein each group of bottom anchoring structures comprises two bottom steel pipes which are arranged in parallel at intervals along the left and right in the vertical direction, the bottom end of each bottom steel pipe is welded with an anchoring base plate provided with a middle hole along the horizontal direction, an anchoring nut is fixed on the bottom wall of the anchoring base plate, the lower end of each bottom steel pipe is sleeved with a spiral rib of which the bottom is pressed on the anchoring base plate, the left end and the right end of a grouting pipe arranged along the horizontal direction are respectively welded on the two bottom steel pipes positioned at the tops of the spiral ribs at the bottom, the grouting pipe is communicated with the two bottom steel pipes, the lower parts of the two finish-rolled threaded steel respectively penetrate through the left bottom steel pipe, the right bottom steel pipe, the middle hole of the anchoring base plate and the anchoring nut, and the finish-rolled threaded steel is, in each group of bottom anchoring structures, the bottom of the left finish-rolled deformed steel bar is 30-50 cm higher than the bottom of the right finish-rolled deformed steel bar, and the left finish-rolled deformed steel bar is flush with the top of the right finish-rolled deformed steel bar;
each group of top tensioning structures comprises a top steel pipe arranged along the vertical direction, the bottom of a top grouting pipe with an upward opening is communicated with the lower part of the top steel pipe, a tensioning base plate with a middle hole and a groove is welded at the top end of each top steel pipe along the horizontal direction, a top spiral rib is sleeved on the top steel pipe below the tensioning base plate, and the top of the top spiral rib is welded and connected with the bottom of the tensioning base plate;
(2) hoisting a plurality of groups of bottom anchoring structures to set positions in the pier stud respectively through an automobile crane, keeping the hoisting posture of the automobile crane, welding one side of a # -shaped positioning rib arranged along the horizontal direction with the outer wall of the bottom steel pipe and fixedly connecting the other side of the # -shaped positioning rib with a pier stud stirrup;
(3) hoisting a consolidation pier to the top of a pier stud for fixing, then sleeving a corrugated pipe from the top of each finish-rolled deformed steel bar to the upper part of the outer wall of the bottom steel pipe, gluing and sealing the intersection of the bottom of the corrugated pipe and the bottom steel pipe, wherein the top of the corrugated pipe is 60-70 cm lower than the top of the finish-rolled deformed steel bar, and the bottom of the corrugated pipe is 10-15 cm from the top wall of the bottom steel pipe;
(4) installing a continuous steel box girder section at the top of the consolidation pier, and simultaneously penetrating the upper part of the finish-rolled deformed steel bar into the steel box girder section through a preformed hole at the bottom of the continuous steel box girder section;
(5) a top tensioning structure is respectively arranged on each finish rolling deformed steel bar in the continuous steel box girder section, and the specific method comprises the following steps: the method comprises the following steps that firstly, the bottom of a top steel pipe of a top tensioning structure is inserted into the top of an installed corrugated pipe by 10-15 cm, and the top surface of each finish-rolled deformed steel bar is 50-60 cm higher than the top surface of the top steel pipe; secondly, gluing and sealing the intersection of the top steel pipe and the corrugated pipe; thirdly, connecting a tensioning nut with the finish-rolled deformed steel bar in a threaded manner and tightly pressing the tensioning nut on a tensioning base plate; fourthly, welding one side of the # -shaped positioning rib with the outer wall of the top steel pipe and fixedly connecting the other side with the beam section of the continuous steel box girder; fifthly, pouring micro-expansion concrete into the pier columns, the consolidation piers and the steel box girder sections, wherein the concrete top surface of the micro-expansion concrete is flush with the top surface of the tensioning base plate and is vertical to the finish rolling deformed steel bar;
(6) after the micro-expansion concrete strength meets the requirement, connecting tensioning equipment on one finish rolling deformed steel bar in each group of bottom anchoring structures, and specifically comprising the following steps: firstly, respectively screwing finish-rolled deformed steel bars in a bottom anchoring structure and finish-rolled deformed steel bars for a tool into a half position of a connector; secondly, sleeving a tensioning stool on the rod section of the finish-rolled deformed steel bar below the connector, and supporting the bottom wall of the tensioning stool on the top surface of the micro-expansion concrete; thirdly, sleeving the through jack on the finish-rolled deformed steel bar above the tensioning stool, attaching the bottom of a hydraulic cylinder of the through jack to the top surface of the tensioning stool, and adjusting the coaxial line of the tensioning stool, the through jack and the finish-rolled deformed steel bar; fourthly, simultaneously screwing the base plate for the tool and the nut for the tool on the finish-rolled deformed steel bar for the tool, so that the base plate for the tool is attached to the top of the hydraulic cylinder of the center-through jack;
(7) carrying out first tensioning on finish rolling deformed steel bar in the bottom anchoring structure, and specifically comprising the following steps: the first step, starting a hydraulic oil pump of the center-through jack to start tensioning, and stopping tensioning when the tensioning stress reaches 10% of the set maximum tensioning stress; then measuring and recording the distance from the top of the finish-rolled deformed steel bar for the tool to the top surface of the micro-expansion concrete; secondly, starting a hydraulic oil pump of the center-penetrating jack again to continue tensioning until the set maximum tensioning stress is reached, maintaining the pressure for a period of time, and stopping tensioning; measuring the distance from the top of the finish-rolled deformed steel bar for the tool to the top surface of the micro-expansion concrete, and recording the distance as the stretching elongation; thirdly, tightening the tensioning screw cap by adopting a torque wrench;
(8) and (3) stretching the finish-rolled deformed steel bar in the bottom anchoring structure for the second time after stretching for 24 hours for the first time, and specifically comprising the following steps: the first step, starting a hydraulic oil pump of the center-through jack, tensioning, and stopping tensioning after tensioning to a set maximum tensioning stress; secondly, after tensioning is finished, screwing the tensioning screw cap, then removing tensioning equipment, and cutting off the finish-rolled deformed steel bar in the bottom anchoring structure to a distance of 3-5 cm from the top of the tensioning screw cap by using a grinding wheel machine;
(9) repeating the steps (6) to (8) to finish the tensioning of another finish rolling deformed steel bar in the same group of bottom anchoring structures;
(10) and (3) grouting within 24 hours after the tensioning of two finish rolling deformed steel bars in the same group of bottom anchoring structures is finished, and the method specifically comprises the following steps: firstly, defining one of two top grouting pipes connected with each group of bottom anchoring structures as a grouting end, defining the other of the two top grouting pipes as a grout outlet end, and respectively installing a grouting end valve and a grout outlet end valve at the top ends of the grouting end and the grout outlet end; secondly, placing the cement material into a stirring tank for stirring, starting a grouting machine to extrude water and air bubbles remained in the grouting machine and a throat pipe connected with a pulp discharge pipeline of the grouting machine, checking the consistency of cement paste discharged from the throat pipe until the cement paste meeting the consistency requirement is discharged from the throat pipe, suspending the grouting machine but keeping a grouting pump in the grouting machine in a starting state all the time, and connecting the throat pipe with an inlet of a grouting pipe at the top of a grouting end through a grouting end valve; thirdly, opening a grouting end valve, grouting cement slurry stirred in a cement stirring tank from the cement stirring tank to a top steel pipe on one side of the grouting end valve through a grouting machine, enabling the cement slurry to sequentially enter a corrugated pipe and a bottom steel pipe on one side of the grouting end valve, a corrugated pipe on the other side and a top steel pipe on the other side, and finally flowing out through a grouting pipe on the top of a grouting end communicated with the top steel pipe, checking the consistency of the cement slurry pressed out of the grouting end, keeping the grouting state until the consistency of the pressed cement slurry is consistent with that of the cement slurry at an injection end, and closing the grouting machine and the grouting end valve; then starting the grouting machine again, keeping the pressure at 0.7MPa for 3 minutes, and closing the grouting machine and a grouting end valve;
(11) repeating the steps (6) to (10) to tie and pull each finish rolling deformed steel bar in each group of bottom anchoring structures and completing grouting;
(12) and adopting concrete with the same grade and color as the micro-expansion concrete to seal and anchor the finish-rolled deformed steel bars above the top surface of the micro-expansion concrete.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114108451A (en) * | 2021-12-31 | 2022-03-01 | 福州大学 | Beam end connecting structure of simply supported and rotated continuous steel-concrete combined continuous beam and construction method |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0594151A1 (en) * | 1992-10-21 | 1994-04-27 | Giorgio Zuccolo Arrigoni | Method and device for erecting long spanning girders, particularly on viaducts |
| CN102425117A (en) * | 2011-12-26 | 2012-04-25 | 中铁大桥局股份有限公司 | Construction method for non-cantilever sections of sidespans of multiplex continuous beam or steel-constructed beam |
| CN105908638A (en) * | 2016-05-13 | 2016-08-31 | 铁道第三勘察设计院集团有限公司 | Construction method for consolidation of steel box girder and concrete pier of swivel rigid-frame bridge |
| CN207210964U (en) * | 2017-08-30 | 2018-04-10 | 中铁建大桥工程局集团第三工程有限公司 | A kind of vertical prestressing tensioning equipment |
| CN207295460U (en) * | 2017-03-17 | 2018-05-01 | 中铁十局集团第二工程有限公司 | A kind of vertical prestressing pipeline connects squeezing unit |
| CN208072230U (en) * | 2018-04-13 | 2018-11-09 | 中国十七冶集团有限公司 | A kind of fixing device of vertical prestressed reinforcement bellows |
-
2019
- 2019-12-19 CN CN201911318875.5A patent/CN111021255B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0594151A1 (en) * | 1992-10-21 | 1994-04-27 | Giorgio Zuccolo Arrigoni | Method and device for erecting long spanning girders, particularly on viaducts |
| CN102425117A (en) * | 2011-12-26 | 2012-04-25 | 中铁大桥局股份有限公司 | Construction method for non-cantilever sections of sidespans of multiplex continuous beam or steel-constructed beam |
| CN105908638A (en) * | 2016-05-13 | 2016-08-31 | 铁道第三勘察设计院集团有限公司 | Construction method for consolidation of steel box girder and concrete pier of swivel rigid-frame bridge |
| CN207295460U (en) * | 2017-03-17 | 2018-05-01 | 中铁十局集团第二工程有限公司 | A kind of vertical prestressing pipeline connects squeezing unit |
| CN207210964U (en) * | 2017-08-30 | 2018-04-10 | 中铁建大桥工程局集团第三工程有限公司 | A kind of vertical prestressing tensioning equipment |
| CN208072230U (en) * | 2018-04-13 | 2018-11-09 | 中国十七冶集团有限公司 | A kind of fixing device of vertical prestressed reinforcement bellows |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114108451A (en) * | 2021-12-31 | 2022-03-01 | 福州大学 | Beam end connecting structure of simply supported and rotated continuous steel-concrete combined continuous beam and construction method |
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