CN117026844A - Bridge support pad stone replacement method - Google Patents
Bridge support pad stone replacement method Download PDFInfo
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- CN117026844A CN117026844A CN202310878364.9A CN202310878364A CN117026844A CN 117026844 A CN117026844 A CN 117026844A CN 202310878364 A CN202310878364 A CN 202310878364A CN 117026844 A CN117026844 A CN 117026844A
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- 239000004575 stone Substances 0.000 title claims abstract description 41
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- 229910000831 Steel Inorganic materials 0.000 claims abstract description 85
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- 230000001070 adhesive effect Effects 0.000 claims abstract description 45
- 239000000853 adhesive Substances 0.000 claims abstract description 43
- 239000004593 Epoxy Substances 0.000 claims abstract description 36
- 238000010276 construction Methods 0.000 claims abstract description 18
- 238000002360 preparation method Methods 0.000 claims abstract description 9
- 230000008093 supporting effect Effects 0.000 claims description 15
- 238000013461 design Methods 0.000 claims description 12
- 238000006073 displacement reaction Methods 0.000 claims description 7
- 229910001335 Galvanized steel Inorganic materials 0.000 claims description 6
- 239000008397 galvanized steel Substances 0.000 claims description 6
- 230000002159 abnormal effect Effects 0.000 claims description 5
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- 238000000926 separation method Methods 0.000 claims description 2
- 238000012856 packing Methods 0.000 claims 6
- 239000000945 filler Substances 0.000 abstract description 7
- 230000000694 effects Effects 0.000 abstract description 4
- 238000012423 maintenance Methods 0.000 abstract description 3
- 230000002787 reinforcement Effects 0.000 abstract description 2
- 239000003921 oil Substances 0.000 description 20
- 239000004570 mortar (masonry) Substances 0.000 description 14
- 239000010410 layer Substances 0.000 description 10
- 201000010099 disease Diseases 0.000 description 5
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 5
- 238000009434 installation Methods 0.000 description 5
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- 238000012544 monitoring process Methods 0.000 description 4
- 239000003292 glue Substances 0.000 description 3
- 238000007689 inspection Methods 0.000 description 3
- 238000007665 sagging Methods 0.000 description 3
- 238000011835 investigation Methods 0.000 description 2
- 239000003973 paint Substances 0.000 description 2
- 238000003825 pressing Methods 0.000 description 2
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
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- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
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Classifications
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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
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling 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
- E01D19/00—Structural or constructional details of bridges
- E01D19/04—Bearings; Hinges
Abstract
The application discloses a bridge support filler stone replacement method, which relates to the field of bridge reinforcement maintenance and comprises a preparation stage, a jacking stage, a load holding stage and a beam falling stage which are sequentially carried out, wherein the construction steps of the load holding stage comprise: s31, removing the original support; s32, carrying out stone filling treatment; s33, installing a new support; s34, leveling a steel plate on the support; when the steel plate on the support is leveled, a leveling steel plate is arranged between the bottom of the beam body and the top of the support, and epoxy structural adhesive is smeared above the added leveling steel plate. The application has the effects of ensuring the compact gap between the support and the beam body and ensuring the uniform stress of the support.
Description
Technical Field
The application relates to the field of bridge reinforcement and maintenance, in particular to a bridge support cushion stone replacement method.
Background
The bridge support is an important structure for connecting the bridge upper beam body and the bridge lower pier, and the flatness and strength of the support installation directly influence the service performance and service life of the support, and further influence the driving safety and comfort level of the bridge.
The service life of the support is 10-20 years, because various damages can be greatly shortened in service life; the service life of the bridge is 50 years, the middle bridge is 100 years, and the bridge is far longer than the support. The support is replaced periodically. A support cushion stone is arranged between the support and the pier at the lower part, so that the space is vacated when the support cushion stone can be conveniently replaced, and a jack can be conveniently placed.
When the phenomenon such as damage or crack occurs to the filler stone in the using process of the bridge, the need of replacing the support and the filler stone is avoided. The traditional bridge support pad stone replacement process comprises the following steps: the device comprises a preparation stage, a jacking stage, a load holding stage and a beam falling stage. Arranging jacking equipment in a preparation stage, and performing relevant preparation work; in the jacking stage, the bridge body is jacked up, so that a space is provided for replacing the support cushion stone; the support of the bridge girder body is maintained in the load holding stage, and the support cushion stone is replaced; and in the girder falling stage, the bridge girder body is fallen down to finish replacement. The change of bridge beam support filler stone needs to guarantee that the back supporting surface of change back support is level and smooth to guarantee the supporting effect of support to the bridge beam body. The common support leveling mode is to set up the pre-buried steel plate on the beam bottom support, use the epoxy mortar to level the pre-buried steel plate, or just use the bolt to connect the pre-buried steel plate of beam bottom support with the support upper cover steel plate, these scheme are liable to produce the space between pre-buried steel plate and support upper cover steel plate, cause the uneven biasing that produces of biography power.
In order to ensure the quality of bridge support cushion stone replacement construction, the inventor provides a bridge support cushion stone replacement method.
Disclosure of Invention
Aiming at the problem of uneven force transmission of a steel plate on a support in the traditional bridge support cushion stone replacement construction, the application provides a bridge support cushion stone structure, which adopts the following technical scheme:
the bridge support pad stone replacing method comprises a preparation stage, a jacking stage, a load holding stage and a beam falling stage which are sequentially carried out, wherein the construction steps of the load holding stage comprise: s31, removing the original support; s32, carrying out stone filling treatment; s33, installing a new support; s34, leveling a steel plate on the support; when the steel plate on the support is leveled, a leveling steel plate is arranged between the bottom of the beam body and the top of the support, and epoxy structural adhesive is smeared above the added leveling steel plate.
Through adopting above-mentioned technical scheme, adopt epoxy structural adhesive to leveling steel sheet above the support, epoxy structural adhesive has good crack resistance, solidification performance, has ensured that there is not the space between leveling steel sheet and the roof beam body bottom, can guarantee the support even atress. The epoxy structural adhesive has high curing speed and can improve the construction efficiency. The epoxy structure has good thixotropy, is easy to be smeared on a leveling steel plate, and resists sagging. The epoxy structural adhesive has good toughness and impact resistance, and is particularly suitable for bridge structures under the action of vehicle moving loads.
Optionally, the thickness of the epoxy structural adhesive center on the leveling steel plate is controlled to be 4 mm-10 mm, and the thickness of four corners of the structural adhesive is not less than 2mm; and in the beam falling stage, epoxy structural adhesive on the leveling steel plate is pressed and pressed through the beam body, so that the upper surface of the leveling steel plate is leveled.
Through adopting above-mentioned technical scheme, through the pushing down of the roof beam body in the roof beam stage that falls, roof beam body bottom and leveling steel sheet cooperation extrusion epoxy structural adhesive, the epoxy structural adhesive on the leveling steel sheet levels, and the clearance between leveling steel sheet and the roof beam body bottom can be reliably filled to epoxy structural adhesive. The control center and the epoxy structural adhesive at four corners have different thicknesses, so that the epoxy structural adhesive quantity at each position is ensured to be sufficient, the top of the support and the bottom of the beam body can be ensured to be in complete contact, the generation of gaps is effectively avoided, the force transmission between the beam body and the support is uniform, and the bias voltage can not be generated. The thickness of the epoxy structural adhesive leveling layer is controlled, so that the epoxy structural adhesive leveling layer has enough strength.
Optionally, in S34, different leveling steel plates are selected according to the types of the beam body and the support, the beam body and the support are plate beams and common rubber supports, a hot dip galvanized steel plate with a thickness of 6mm is selected, the beam body and the support are box beams and common rubber supports, and a hot dip galvanized steel plate with a thickness of 10mm is selected.
By adopting the technical scheme, the leveling steel plates with different thicknesses are selected according to the types of the beam body and the support, so as to achieve the optimal force transmission effect.
Optionally, the beam falling stage includes: s41, beam falling; s42, observing after the beam body is reset;
s41, beam falling comprises: the first-stage paragraph beam reaches a preset elevation H1, wherein the elevation H1 is the elevation H0 before the bottom of the beam is lifted, and the compression quantity delta H of the support is added, namely H1=H20+delta H; s41.3, a second-stage paragraph beam falls to the original elevation position; and the first-stage girder extrudes structural adhesive on the leveling steel plate to level the upper surface of the leveling steel plate.
By adopting the technical scheme, the beam falling is carried out in two stages, the first-stage section beam reaches the preset elevation H1, the epoxy structural adhesive part above the leveling steel plate is extruded, and the epoxy structural adhesive can be completely filled between the leveling steel plate and the bottom of the beam body, so that leveling is realized; after the gap between the leveling steel plate and the bottom of the beam body is completely filled with the epoxy structural adhesive, the second-stage beam is carried out, the beam body is dropped to the elevation, the force transmission between the beam body and the support is uniform, and the bias voltage can be effectively prevented.
Optionally, the jacking stage includes: s21, debugging the jacking equipment; s22, pre-lifting, observing the conditions of the jack and the supporting system at each supporting point, and checking whether the lifting equipment is abnormal; s23, liang Tiding litres;
s22, pre-jacking comprises: s22.1, pre-jacking for one time, mainly controlling the jacking force, jacking to a support, calculating a counter force of 30% -60%, holding the load for more than 5min, checking the safety of jacking equipment, and returning the jack to the original position after no abnormality; s22.2, mainly lifting displacement control, lifting Liang Tiding until the hydraulic control valve is separated from an original support, locking the hydraulic control valve, keeping the pressure of an oil cylinder unchanged, holding the load for 5-30min, checking the separation condition of all supports and a beam body, simultaneously measuring the total weight of the beam body and the counter force of each support, observing the conditions of a jack and a supporting system at each supporting point, and checking whether the lifting equipment is abnormal.
By adopting the technical scheme, before formally jacking the bridge body, the bridge body is pre-jacked twice, and the jacking force control and the displacement control are respectively used as main materials, so that potential safety hazards in construction are effectively checked, and the construction safety and quality are ensured.
Optionally, the jacking stage further includes: s23, liang Tiding L, wherein a step-by-step jacking mode is adopted, the jacking pressure of the first stage is maintained for 5min, the jacking pressures of other stages are maintained for 10min, and the final stage pressurization value is controlled according to the final jacking quantity.
By adopting the technical scheme, the lifting is gradually carried out, so that the lifting difference is better controlled, the abnormality can be corrected in time, and the smooth construction is ensured.
Optionally, in the jacking process, the jacking difference of the transverse bridge to the adjacent support of the same abutment is controlled within 0.3mm; the rise difference of the tops of the longitudinal bridge and the adjacent abutment supports is controlled within a design range, the rise difference of the tops of the hollow slab beams is controlled within 3mm, and the rise difference of the tops of the T-beams is controlled within 5 mm.
By adopting the technical scheme, the control roof is poor in rising, the construction safety is ensured, and the damage to the bridge girder structure is prevented.
Optionally, S41.1, removing part of the temporary support, synchronously jacking the beam body by using a jack, and gradually removing the steel backing plate of the temporary support; in S41.2, the jacks synchronously slowly fall back, oil returned by the jacks synchronously fall back in a grading manner according to a fixed height, and all beam bodies are kept synchronous and the whole body is kept stable in the beam falling process.
By adopting the technical scheme, the temporary support is gradually removed, the beam body is gradually dropped, and the construction safety is ensured.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the steel plate and the support are leveled by the epoxy structural adhesive, so that the compactness of gaps is ensured, the uniform stress of the support is ensured, the curing speed is high, the strength of the cured steel plate is equal to that of the filler stone, the thixotropy of the epoxy structural adhesive is good, the steel plate is easy to paint, and sagging is prevented;
2. the leveling of the epoxy structural adhesive at the top of the leveling steel plate is realized by the downward pressing of the bridge girder body, the epoxy structural adhesive can be fully filled between the leveling steel plate and the bottom of the bridge girder body, and the uniform stress of the support can be better ensured;
3. the epoxy structural adhesive has good toughness and impact resistance, and is particularly suitable for bridge structures under the action of vehicle dynamic load.
Drawings
Fig. 1 is a schematic diagram of a process for replacing a support cushion in an embodiment of the present application.
Detailed Description
The embodiment of the application discloses a bridge support cushion stone replacement method, which comprises four stages as follows with reference to FIG. 1: the preparation stage, the jacking stage, the load holding stage and the beam falling stage are sequentially carried out.
Preparation stage
The preparation stage comprises the following steps: s11, on-site investigation; s12, arranging a jack; s13, installing jacking equipment.
S11, performing field investigation according to a design drawing, including:
pier column inspection: checking whether the defects such as cracks exist or not, and avoiding the adverse effect of the existing diseases on the jacking construction safety. The bridge structure that should lift up should be examined before the jacking, especially need to the beam bottom that corresponds at each supporting point (jack and temporary support), top surface of the table cap, diaphragm beam examine one by one, if there is the disease to exist, carry out corresponding maintenance work first, then can carry out subsequent construction, the work progress with carry out the inspection after ending, the situation before the comparison construction to judge whether support change construction causes new damage to it. And lofting the center line position of the support cushion stone as a basis for lofting the center line of the new support. And calibrating the actual clear height of the top surface of the support cushion stone in the support area from the bottom surface of the main beam, and taking the actual clear height as a control basis of the clear height before beam falling.
And (3) support checking: the disease support is mainly inspected, and the clearance between the bottom surface of the beam and the top surface of the pier is tested. Visual inspection should also be performed for abutments on other piers. And measuring longitudinal slopes and transverse slopes on the bottom surfaces of the beams in the arrangement range of the jack and the auxiliary support, determining the gradient of the contact surface of the temporary supporting steel backing plate and the concrete, and accurately reinforcing the steel backing plate to ensure the jack and the auxiliary support to support the main beam vertically.
Checking a mortar cushion layer at the support: if the mortar cushion layer has defects and the defects are smaller, repairing and leveling are directly carried out by using structural adhesive, and the clearance between the mortar cushion layer and the lower edge of the beam body embedded steel plate is measured. If the mortar cushion layer has larger defects, the mortar cushion layer is difficult to repair by using structural adhesive, and the mortar cushion layer does not reach the preset elevation after being trimmed, a stainless steel cushion plate is additionally arranged on the mortar cushion layer, so that the distance between the embedded steel cushion plate of each beam bottom support of the transverse bridge and the top surface of the mortar cushion layer is consistent.
Liang Tijian look-up: checking whether the web plate, the bottom plate and the flange plate have crack diseases, recording and marking the existing diseases in detail, and monitoring the width change of the crack in the support replacing process if necessary so as to ensure the stress safety of the structure.
Checking the expansion joint: ensure the cleanness in the expansion joint of the jacking connection and prevent the damage of the expansion joint edge adhesive tape in the jacking process.
Recording the damage condition of the original support, and photographing and numbering the original support; and (3) making a mark on the side surface of the capping beam, measuring the vertical distance between the capping beam and the beam bottom as reference data before lifting, and attaching a corresponding numerical table on the surface of the capping beam. And 2-3 points in the transverse direction at the pier of one beam are measured and marked at fixed points.
S12, arranging the jacks according to the design drawing.
According to the design drawing, placing the jack on a capping beam of the abutment; and erecting steel corbels at corresponding positions for positions where the jacks cannot be normally arranged, and arranging the jacks on the steel corbels. And in the case that the height from the bottom of the beam to the top surface of the capping beam is smaller than the height of the arranged jack, part of the plastering mortar and part of the pier top surface layer are required to be chiseled. The chiseling method comprises the following steps: firstly, lofting is carried out on the pier top according to a construction drawing, the chiseling depth (chiseling depth=jack body height+upper and lower steel base plate thickness+2 cm pier top self-leveling mortar leveling thickness+1 cm beam bottom repairing adhesive leveling thickness) is determined, then, part of surface mortar and part of pier top surface layer are chiseled off by using small tools such as electric hammers and cutting machines in a lofting area, the surface is cleaned by clean water after chiseling, then, a die is erected along the edge of a cover beam, and pouring leveling is carried out by using the self-leveling mortar. The self-leveling mortar has good fluidity and can be automatically leveled. And after final setting, sprinkling water for curing by special personnel, wherein the curing time is 24 hours. And placing a steel backing plate under the jack. The size of the steel backing plate is determined according to the type of the jack. The leveling method of the steel backing plate under the jack uses gravity action or small hammer to strike, and then uses repairing glue to level and densify; the upper steel backing plate and the beam bottom are compacted by using a hydraulic hand pump and leveling by using repair adhesive.
S13, installing jacking equipment.
Firstly, checking whether the oil pipe joint is normal, if so, checking whether sundries exist in the joint (if so, clearing) and judging whether the oil pipe is damaged, and when the oil pipe joint is connected with equipment, ensuring that the serial number of the oil pipe joint is consistent with the serial number of the installation displacement sensor. When the oil pipe is removed after the support is replaced, the oil pipe cover is screwed down in time, so that dust and other foreign matters are prevented from entering the oil pipe, and the oil pipe is blocked. After the equipment is checked, the hydraulic oil pump, the oil pipe, the controller and the jack are connected, after the jacking equipment is installed, the dial indicator is installed below the beam plate, and the reading of each dial indicator is recorded.
(II) jacking stage
The jacking stage comprises the following steps: s21, debugging the stretching equipment; s22, pre-jacking; s23, liang Tiding litres; s24, installing temporary supports.
S21, debugging the jacking equipment, including:
checking a hydraulic system: checking that the oil cylinder is firmly and correctly installed; the oil pipe connection between the pump station and the oil cylinder must be correct and reliable; checking the liquid level of the oil tank to reach a specified height; checking whether the hydraulic system operates normally or not, and whether an oil way is blocked or leaked or not.
And (3) checking by a control system: the system is installed in place and debugged; the wiring, capacity and safety of each power supply are in accordance with the regulations; the wiring and the installation of the control device must be correct; the data communication line is ensured to be correct; each sensor system ensures correct signal transmission; whether the system can be lifted freely; the working condition of the grating ruler; whether the working conditions of various valves are normal or not and whether replacement is required. And the synchronism of jack lifting and the stability of the grading falling beam are adopted to debug the computer-controlled synchronous lifting and descending system and the monitoring system, so that the reliable and smooth completion of the support replacing engineering of the lifting system is ensured.
Monitoring system inspection: the dial indicator is firmly and correctly installed without omission; the signal transmission is error-free.
S22, pre-jacking, wherein before formal jacking, the equipment is subjected to jacking test in two steps, and the method comprises the following steps:
s22.1, pre-lifting for one time, mainly controlling the lifting force, lifting to about 50% of the counter force calculated by the support, holding the load for 10min to check the safety of lifting equipment, and returning the jack to the original position after no abnormality;
s22.2, carrying out secondary pre-jacking, mainly controlling jacking displacement, lifting Liang Tiding to 1mm away from an original support, locking a hydraulic control valve, keeping the pressure of an oil cylinder unchanged, holding load for 5 minutes, checking the disconnection condition of all supports and a beam body, simultaneously measuring the total weight of the beam body and the counter force of each support, observing the jack and supporting system (bracket) condition at each supporting point, and if abnormality is found, carrying out timely treatment.
S23, liang Tiding liters, after pre-jacking is finished, checking whether the jacking monitoring system works normally, and executing formal jacking after the debugging is qualified. The formal jacking adopts a step-by-step jacking mode, the pressure is maintained for 5min during the first-stage jacking, the pressure is maintained for 10min during other jacking, and the final-stage pressurization value is controlled according to the final jacking amount. In the jacking process, the jack and the dial indicator are noted at any time, so that the jacking height is ensured to be within the design range.
In the construction process, integral jacking is adopted, and the jacking difference between a transverse bridge and an adjacent support of the same abutment during jacking must be controlled within a design range, and is generally 0.3mm; when jacking, the jacking difference of the adjacent abutment supports in the longitudinal bridge direction must be controlled within a design range, and the hollow slab beam is 3mm and the T beam is 5mm generally; the vertical displacement of the jacking point is controlled so that the old support can be taken out and the new support can be smoothly installed, and the maximum allowable jacking height is within the design value.
And S24, after the beam body is jacked to a preset height, installing a temporary support, adjusting the height of the temporary support, ensuring that the temporary support is closely attached to the beam bottom, keeping the oil pressure of the jack unchanged, and supporting the beam body on the temporary support and the jack. In order to avoid local damage caused by overlarge stress at each pivot in the lifting process, after the beam falls onto the temporary support, if enough construction operation space exists, the jack can still keep pressure, namely the weight of the beam body is supported by the temporary support and the load-holding jack together in the support dismantling process and after the support is dismantled.
1. Load-holding stage
The load holding stage comprises the following steps: s31, removing the original support; s32, carrying out stone filling treatment; s33, installing a new support; s34, leveling the steel plate on the support.
S31, removing the original support. And Liang Tiding, marking the position of the original support after lifting in place, and removing the original support.
S32, carrying out stone filling treatment. And (3) chiseling the original support cushion stone by adopting a low-power electric hammer, chiseling the bottom surface of the cushion stone after chiseling, and carrying out rust removal treatment on the pre-buried steel plate at the bottom of the beam. After chiseling is completed, according to the actual requirement of the distance from the beam bottom to the pier surface, pouring a support cushion stone by using a vertical template, leveling a lower steel plate by using leveling glue, confirming the size of the cushion stone according to the design requirement, and arranging a reinforcing steel mesh when pouring the cushion stone.
S33, installing a new support. When the support is installed, the support is prevented from being biased or excessively deformed due to initial shearing, and after the installation is completed, the support is required to be in close contact with the lower structure, so that the phenomenon of void is avoided. Before a new support is placed, cross positioning is further needed to be performed on the original support position and the surface of the new support according to the marks in S31, so that the position of the support after replacement is accurate. The surface of the support is cleaned before installation, and no damage phenomenon exists.
S34, leveling the steel plate on the support. According to the actual condition that the beam body is not horizontal, a leveling steel plate is arranged between the bottom of the beam body and the top of the support, and the plane size of the leveling steel plate is according to the size of a design drawing; the beam body and the support are plate beams and common rubber supports, and 6mm thick hot dip galvanized steel plates are selected as leveling steel plates; the girder body and the support are box girders and common rubber supports, and the leveling steel plate is a hot dip galvanized steel plate with the thickness of 10 mm. Epoxy structural adhesive is smeared above the added leveling steel plate, the thickness of the center of the epoxy structural adhesive on the leveling steel plate is controlled to be 4 mm-10 mm, and the thickness of four corners of the structural adhesive is not less than 2mm; the leveling steel plate is arranged at the center of the support.
(IV) Beam falling stage
The beam falling stage comprises the following steps: s41, beam falling; s42, observing after the beam body is reset; s43, checking and accepting.
S41, beam falling, namely after the support is replaced and checked without errors, checking the stability of the oil top and the temporary support, and performing beam falling step after checking without errors, wherein the beam falling step comprises the following steps:
s41.1, removing part of the temporary support. The jack synchronously jacks up the beam body, the temporarily supported steel backing plate is gradually removed, and the jack synchronously slowly falls back; and carrying out girder falling in multiple stages, and gradually removing the temporary support.
S41.2, a first-stage paragraph beam. The first-stage paragraph beam reaches a preset elevation, wherein the elevation (H1) is the elevation (H0) before the bottom of the beam is lifted, and the compression amount (delta H) of the support is added, namely H1=H20+delta H; the jacks synchronously slowly fall back, and oil returned by the jacks synchronously falls back according to the height of 1mm of each stage. The beam falling process needs to keep all beam bodies synchronous and keep the whole stable. In the girder falling process, the same pier transverse bridge is strictly controlled to synchronously fall back, and the height difference between the same pier top transverse bridge and the adjacent support seat cannot exceed a design value, which is 0.3mm in the embodiment. After the beam falls in place, the beam body extrudes and levels the structural adhesive on the steel plate, and the epoxy structural adhesive completely fills the gap between the structural adhesive and the steel plate, so that the leveling of the upper steel plate is realized.
S41.3, a second-order paragraph beam. And the second-stage girder falls to the original elevation.
S42, observing after the beam body is reset, continuously observing for 24 hours after the beam body is reset, and removing the jacking equipment and the temporary support after the support and the filler stone are checked for horizontal condition and no abnormal condition exists.
S43, checking and accepting, and checking whether the height error of the jacking height, the beam falling height and the beam falling and jacking-reducing height error is in an error range; checking whether the upper steel plate and the lower steel plate of the support are horizontal or not; knocking the upper steel plate and the lower steel plate by using a hollow detection hammer, and detecting whether the repairing glue of the upper steel plate and the lower steel plate is full or not; whether the transverse and longitudinal displacement of the support meets the requirements, etc.
The implementation principle of the bridge support cushion stone replacement method disclosed by the embodiment of the application is as follows: the steel plate and the support are leveled by the epoxy structural adhesive, so that the compactness of gaps is ensured, the uniform stress of the support is ensured, the curing speed is high, the strength of the cured steel plate is equal to that of the filler stone, the thixotropy of the epoxy structural adhesive is good, the steel plate is easy to paint, and sagging is prevented; the epoxy structural adhesive has good toughness and impact resistance, and is particularly suitable for bridge structures under the action of vehicle dynamic load. The leveling of the epoxy structural adhesive at the top of the leveling steel plate is realized through the downward pressing of the bridge beam body, and the epoxy structural adhesive can be fully filled between the leveling steel plate and the bottom of the bridge beam body, so that the uniform stress of the support can be better ensured.
The above embodiments are not intended to limit the scope of the present application, so: all equivalent changes in structure, shape and principle of the application should be covered in the scope of protection of the application.
Claims (8)
1. The bridge support pad stone replacing method comprises a preparation stage, a jacking stage, a holding stage and a beam falling stage which are sequentially carried out, and is characterized in that: the construction steps of the load holding stage comprise: s31, removing the original support; s32, carrying out stone filling treatment; s33, installing a new support; s34, leveling a steel plate on the support; when the steel plate on the support is leveled, a leveling steel plate is arranged between the bottom of the beam body and the top of the support, and epoxy structural adhesive is smeared above the added leveling steel plate.
2. The bridge bearing packing stone replacement method according to claim 1, wherein: the thickness of the epoxy structural adhesive center on the leveling steel plate is controlled to be 4 mm-10 mm, and the thickness of four corners of the structural adhesive is not less than 2mm; and in the beam falling stage, epoxy structural adhesive on the leveling steel plate is pressed and pressed through the beam body, so that the upper surface of the leveling steel plate is leveled.
3. The bridge bearing packing stone replacing method according to claim 2, wherein: in S34, different leveling steel plates are selected according to the types of the beam body and the support, wherein the beam body and the support are plate beams and common rubber supports, 6mm thick hot dip galvanized steel plates are selected, and the beam body and the support are box beams and common rubber supports, and 10mm thick hot dip galvanized steel plates are selected.
4. A method of replacing a bridge bearing pad according to claim 3, wherein: the beam falling stage comprises the following steps: s41, beam falling; s42, observing after the beam body is reset;
s41, beam falling comprises: the first-stage paragraph beam reaches a preset elevation H1, wherein the elevation H1 is the elevation H0 before the bottom of the beam is lifted, and the compression quantity delta H of the support is added, namely H1=H20+delta H; s41.3, a second-stage paragraph beam falls to the original elevation position; and the first-stage girder extrudes structural adhesive on the leveling steel plate to level the upper surface of the leveling steel plate.
5. The bridge bearing packing stone replacement method according to claim 1, wherein: the jacking phase comprises the following steps: s21, debugging the jacking equipment; s22, pre-lifting, observing the conditions of the jack and the supporting system at each supporting point, and checking whether the lifting equipment is abnormal; s23, liang Tiding litres;
s22, pre-jacking comprises: s22.1, pre-jacking for one time, mainly controlling the jacking force, jacking to a support, calculating a counter force of 30% -60%, holding the load for more than 5min, checking the safety of jacking equipment, and returning the jack to the original position after no abnormality; s22.2, mainly lifting displacement control, lifting Liang Tiding until the hydraulic control valve is separated from an original support, locking the hydraulic control valve, keeping the pressure of an oil cylinder unchanged, holding the load for 5-30min, checking the separation condition of all supports and a beam body, simultaneously measuring the total weight of the beam body and the counter force of each support, observing the conditions of a jack and a supporting system at each supporting point, and checking whether the lifting equipment is abnormal.
6. The bridge bearing packing stone replacing method according to claim 5, wherein: the jacking phase further comprises: s23, liang Tiding L, wherein a step-by-step jacking mode is adopted, the jacking pressure of the first stage is maintained for 5min, the jacking pressures of other stages are maintained for 10min, and the final stage pressurization value is controlled according to the final jacking quantity.
7. The bridge bearing packing stone replacing method according to claim 6, wherein: in the jacking process, the jacking difference between the transverse bridge and the adjacent support of the same abutment is controlled within 0.3mm; the rise difference of the tops of the longitudinal bridge and the adjacent abutment supports is controlled within a design range, the rise difference of the tops of the hollow slab beams is controlled within 3mm, and the rise difference of the tops of the T-beams is controlled within 5 mm.
8. The bridge bearing packing stone replacing method according to claim 4, wherein: s41.1, removing part of the temporary support, synchronously jacking the beam body by using a jack, and gradually removing the steel backing plate of the temporary support; in S41.2, the jacks synchronously slowly fall back, oil returned by the jacks synchronously fall back in a grading manner according to a fixed height, and all beam bodies are kept synchronous and the whole body is kept stable in the beam falling process.
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| Application Number | Priority Date | Filing Date | Title |
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| CN202310878364.9A CN117026844A (en) | 2023-07-17 | 2023-07-17 | Bridge support pad stone replacement method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN202310878364.9A CN117026844A (en) | 2023-07-17 | 2023-07-17 | Bridge support pad stone replacement method |
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