CN113089504B

CN113089504B - Treatment method for bridge integral deviation disease caused by landslide mass

Info

Publication number: CN113089504B
Application number: CN202110235790.1A
Authority: CN
Inventors: 胡伟邦; 王浩; 谢太涛; 杨武; 张家硕; 张鑫
Original assignee: CCCC Second Harbor Engineering Co
Current assignee: CCCC Second Harbor Engineering Co
Priority date: 2021-03-03
Filing date: 2021-03-03
Publication date: 2022-06-03
Anticipated expiration: 2041-03-03
Also published as: CN113089504A

Abstract

The invention discloses a method for treating the whole deviation disease of a bridge caused by a landslide body, which comprises the steps of firstly transferring and filling part of the landslide body to the toe of a valley in a clearing and load-reducing mode, slowing down the peristalsis of the landslide body, then arranging anti-slide piles, the method has the advantages that a semi-surrounding structure is formed on the part, located in the landslide body, of the bridge to block and stabilize the landslide body, the stability of a new pile foundation is improved, then the structure of the lower portion of the bridge is built or reinforced in a targeted mode, the supporting system conversion of the main beam is achieved, finally, only elevation and horizontal position adjustment is needed to be carried out on the main beam to enable the main beam to be restored to the initial position of the bridge before deviation occurs, treatment and repair construction of the whole bridge, which is affected by the landslide body, is completed after the expansion joints are installed again, the whole bridge does not need to be dismantled and rebuilt, the whole construction method is simple and efficient, resources and cost are greatly saved, and the problem that the landslide body affects the bridge for a long time is fundamentally solved.

Description

Treatment method for integral deviation disease of bridge caused by landslide body

Technical Field

The invention relates to the field of bridge maintenance and reinforcement engineering. More specifically, the invention relates to a treatment method for a bridge integral deviation disease caused by a landslide body.

Background

In order to ensure the operation safety and reasonable service life of the bridge, a large amount of manpower and material resources are consumed for annual detection, monitoring, evaluation, maintenance and reinforcement. In China, in mountainous areas, particularly in the west, the longitudinal and transverse hydrogeological conditions of valleys are complex, the problem of bridge damage caused by various natural disasters, particularly landslides, is frequent, and the use safety of bridges is seriously influenced. The traditional maintenance mode mainly comprises regular maintenance and after-repair, mainly has the characteristics of simple management and convenient implementation, but is easy to cause the consequence of insufficient maintenance. Because the landslide body is generally huge in size, the influence on the bridge cannot be solved through direct excavation, meanwhile, the huge creeping of the landslide body is a long process, and the influence of the landslide body on the bridge in a long-term mode cannot be fundamentally solved through a conventional bridge reinforcing method.

The disease of the bridge caused by the landslide mass in the mountainous area has the following characteristics: (1) the landslide body is large in size and generally exists on a slope of a mountain, the landslide body is extremely unstable in property, and the sliding is a long process, so that the bridge is more and more seriously damaged until the bridge is damaged if the landslide body is not processed in time; (2) because the bridge pile foundation goes deep into the slip mass and passes through the slip plane and enters the rock stratum, huge thrust generated by the peristalsis of the slip mass easily causes the damage of the pile foundation, then the change of the spatial position, including the change and the settlement of the plane position, of the bridge pile foundation and the upper structure is driven to be generated together, when a plurality of slip planes exist, the spatial position change of different parts of the bridge is asynchronous, and if the allowable value is exceeded, the bridge can generate the risk of girder falling and even collapse. Greatly influencing the use safety of the bridge. (3) After the bridge wholly slides a certain distance, the upper portion girder can produce the collision with the roof beam body of the part that does not slide and stop sliding, and the substructure can continue to slide along with the landslide body, leads to bridge superstructure to slide asynchronous with the substructure, when the bridge is pier stud concreties the system, bears under the effect of outside great transverse force at girder and pile foundation, can lead to bent cap and pier stud to produce the crack, when the girder is continuous beam system, the concrete behavior is that the support shears and destroys. (4) The bridge diseases caused by the landslide body cause the damage of the lower structure of the bridge, and due to the existence of the support, the upper structure and the lower structure are not rigidly connected, so that the changes of the plane position and the elevation are mostly caused, and the larger damage can not occur. In view of the characteristics, the integral deviation disease of the bridge caused by the landslide body needs to be treated quickly, so that the landslide disaster is prevented from being further developed, the safety of the bridge structure is ensured, and conditions are created for the follow-up bridge maintenance and reinforcement construction.

The deviation, settlement and other diseases of each structure of the bridge caused by the landslide body can be caused by adopting the method that concrete and steel pipes are wrapped outside the pier stud to enlarge the size of the pier stud so that the center line of the pier stud is aligned with the axis of the bridge, cracks generated at each part are repaired through pressure grouting, and finally, the plane position of the main beam is adjusted to install the support again or is fixedly connected with the capping beam. However, the inventor finds that the creep of the landslide body is a slow and long-term process due to the large size of the landslide body, the maintenance and reinforcement mode can be only adopted in a short period, when the deviation and the settlement of the bridge exceed a certain limit, the bridge structure can be damaged irreversibly, the conventional reinforcement cannot meet the requirement of safe use of the bridge, and finally, the bridge can only be completely dismantled and reconstructed, and manpower and material resources are consumed.

Disclosure of Invention

An object of the present invention is to solve at least the above problems and to provide at least the advantages described later.

The invention also aims to provide a method for treating the integral deviation disease of the bridge caused by the landslide body, so as to solve the technical problem that the existing bridge reinforcing method cannot fundamentally solve the long-term influence of the landslide body on the bridge.

To achieve these objects and other advantages in accordance with the purpose of the invention, there is provided a method for treating a bridge global deviation disease caused by a landslide body, comprising the steps of:

s1, partially removing the landslide body, stacking the removed waste soil in a valley area to perform back pressure on the slope toe of the landslide body, wherein the removal amount is not more than the volume of the valley area;

s2, arranging an anti-slide pile on one side, located on the upstream side of the sliding direction of the sliding mass, of the bridge to reinforce the sliding mass;

s3, adding a new pile foundation outside the original pile foundation to be repaired, wherein the bottom of the new pile foundation extends downwards into the rock stratum;

s4, expanding the original bearing platform on the original pile foundation by using the new pile foundation to form a new bearing platform, and transmitting the load on the original bearing platform to the corresponding new pile foundation through the new bearing platform;

s5, erecting a steel pipe support on the new bearing platform, and converting a support system of the main beam corresponding to the new bearing platform from the original cover beam to the steel pipe support;

s6, removing the original cover beam;

s7, building a new pier column and a new cover beam on the new bearing platform;

s8, adjusting the plane position and the elevation of the main beam in the step S5, and then switching the support system of the main beam from the steel pipe support to a new capping beam;

and S9, installing expansion joints at two ends of the main beam to finish the maintenance and reinforcement work of the bridge.

Preferably, in step S2, the anti-slide pile is a rectangular anti-slide pile, when the rectangular anti-slide pile is provided, the long axis direction of the rectangular anti-slide pile is the same as the creeping direction of the landslide body, the bottom of the rectangular anti-slide pile is embedded into the rock formation downward, and all the rectangular anti-slide piles enclose a half-enclosed structure in the horizontal plane for the part of the bridge on the landslide body.

Preferably, in step S3, a hole is formed by a manual pile digging process when the new pile foundation is set.

Preferably, in step S4, when the original bearing platform is expanded, firstly, the soil around the original bearing platform is excavated, then, holes are drilled in four side surfaces and the bottom surface of the original bearing platform, the drilling depth is not less than 10 times of the diameter of the planted bars, the planted bars are arranged at equal intervals in the longitudinal direction and the transverse direction, after the planted bars are completed, the template is poured with concrete to form the new bearing platform, the axis of the new bearing platform coincides with the axis of the original bearing platform before the deviation, and the new pile foundation is anchored with the new bearing platform.

Preferably, in step S5, when the support system of the main beam is to be converted, a plurality of first jacks are arranged between the original capping beam and the diaphragm beam which are located above the new platform and correspond to each other, then all the first jacks are driven to jack the corresponding main beam synchronously, so that the main beam is separated from the original capping beam, a space for detaching the original capping beam is formed below the main beam, a buttress is installed on the steel pipe support, and after the buttress is installed, pressure is released to all the first jacks, and the main beam is dropped onto the buttress, thereby realizing the conversion of the support system of the main beam.

Preferably, in step S6, when the original cover beam is removed, the original cover beam is supported by a full framing method, and then the original cover beam is cut into blocks and transported out.

Preferably, after the original capping beam is removed, if the original pier stud does not have cracks and is not damaged in structure, the original pier stud is reserved, a steel pipe and concrete are sequentially wrapped outside the original pier stud to reinforce the original pier stud, and if the original pier stud is damaged, the original pier stud is removed in a segmental cutting mode and is transported out.

Preferably, in step S7, the new pier stud is sequentially subjected to construction steps of steel bar binding, formwork installation and concrete pouring, and after the concrete strength of the new pier stud meets the requirement, the new bent cap is sequentially subjected to construction steps of steel bar binding, formwork installation and concrete pouring, so that the construction of the new bent cap is completed.

Preferably, in step S8, a second jack is provided on each new capping beam to jack up the main beam in step S5, the second jack is a three-way positioning jack, so that the load of the main beam is transferred to the new capping beam, the steel pipe support is removed, then the plane position and the elevation of the main beam are adjusted by the second jack, the main beam is returned to the initial position, finally, a support is installed on the new capping beam and the beam falls, so that the load of the main beam is transferred from the second jack to the support, and the transfer of the support system of the main beam is completed.

Preferably, in step S2, still be provided with stress monitoring device on the friction pile, stress monitoring device includes control chip and stress monitor, early warning device, the display terminal that is connected with the control chip electricity respectively, display terminal is used for realizing man-machine interaction, through setting up and showing stress early warning numerical value at display terminal and transmitting for control chip, the stress detection appearance is used for detecting the slip mass is applyed for the stress of friction pile and give control chip with stress numerical value' S signal transmission, when control chip received stress numerical value is greater than stress early warning numerical value, control chip sends the signal to early warning device, and early warning device starts the warning, and the staff adds after receiving the warning the quantity of friction pile.

The invention at least comprises the following beneficial effects:

1. the treatment method of the invention fills part of the landslide body to the toe of the valley in a clearing and load-reducing mode, plays a role in slowing down the peristalsis of the landslide body, has low input cost and creates conditions for subsequent construction safety.

2. The anti-slide pile is arranged on one side, located in the area where the landslide body is located, of the upward slope, so that the horizontal force of the landslide body acting on the new pile foundation is greatly reduced, the effect of stabilizing the landslide body is achieved, and the safety and stability of the bridge are guaranteed from the source.

3. According to the treatment method, the lower part structure of the bridge is newly built or reinforced, the characteristic that the main beam belongs to an undamaged structure is fully utilized, the main beam is adjusted to the original position and the elevation, the expansion joint is only reinstalled, the efficient utilization of the undamaged structure is realized, the dismantling and rebuilding of the whole bridge are avoided, and the resources and the cost are greatly saved.

Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention.

Drawings

FIG. 1 is a schematic view of the position of a bridge spanning a valley and a landslide mass according to the present invention;

figure 2 is a schematic plan view of the slide resistant pile of the present invention;

FIG. 3 is a schematic plan view of the new platform of the present invention;

FIG. 4 is a schematic side view of the steel pipe support according to the present invention;

fig. 5 is a side view of the main beam of the present invention in adjusting the level position and elevation.

The specification reference numbers indicate: 1. the main beam, 2, expansion joints, 3, a sliding surface, 4, a clearing area, 5, a valley area, 6, a landslide body, 7, a rock stratum, 8, an anti-slide pile, 9, an original pile foundation, 10, a new pile foundation, 11, an original pier, 12, a new pier, 13, an original bearing platform, 14, a new bearing platform, 15, a steel pipe support, 16, an original cover beam, 17, a new cover beam, 18, a second jack, 19, a support, 20 and a buttress.

Detailed Description

The present invention is further described in detail below with reference to the attached drawings so that those skilled in the art can implement the invention by referring to the description text.

It is to be noted that the experimental methods described in the following embodiments are all conventional methods unless otherwise specified, and the reagents and materials, if not otherwise specified, are commercially available; in the description of the present invention, the terms "lateral", "longitudinal", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", etc., indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, are only for convenience in describing the present invention and simplifying the description, and do not indicate or imply that the device or element being referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention.

Example 1:

as shown in figure 1, the bridge is a multi-connection structure, the bridge spans valleys, expansion joints 2 are arranged between every two connected main beams 1 for disconnection, part of pile foundations are located in a sliding slope body 6, the sliding slope body 6 slides downwards along a sliding surface 3 under the influence of rainfall or construction waste soil and the like, so that the plane position and the elevation of the bridge are changed, cracks are generated at all parts of a bridge lower structure, the upper vehicle passing safety is seriously affected, and the main beams 1 and a cover beam are buffered by a support and are not damaged, and only the plane position and the elevation are changed. In order to solve the bridge disease and reach the purpose of quick safe material resources of using manpower sparingly, construct through the treatment method of the whole off normal disease of bridge that this embodiment of landslide body causes, establish before the construction of treatment, the pile foundation that is arranged in the landslide body 6 is former pile foundation 9, has former cushion cap 13 structure on the former pile foundation 9, is provided with former bent cap 16 on the former cushion cap 13, and girder 1 supports on former bent cap 16:

step S1: as shown in fig. 1, the landslide body 6 is partially removed, the removed spoil is stacked in the valley area 5 to carry out back pressure on the slope toe of the landslide body 6, specifically, the soil body of the clearing area 4 is mechanically excavated and then backfilled to the position of the valley area 5, the removal amount is not more than the volume of the valley area 5, so that the downward creeping speed of the landslide body 6 is reduced, and conditions are created for subsequent safe construction.

Step S2: as shown in fig. 1 and 2, an anti-slide pile 8 is disposed on one side of the bridge at the upstream of the sliding direction of the sliding mass 6 to reinforce the sliding mass 6, the arrow direction in fig. 1 and 2 is the creeping direction of the sliding mass 6, and the creeping of the sliding mass 6 is blocked by the anti-slide pile 8.

Step S3: as shown in fig. 3, the original pile foundation 9 can not meet the stress requirement due to damage, and a new pile foundation 10 needs to be additionally arranged near the outer edge of the original bearing platform 13, namely outside the original pile foundation 9 needing to be repaired, and the bottom of the new pile foundation 10 extends downwards into the rock stratum 7. During concrete construction, four new pile foundations 10 used for supplement are arranged, the disturbance to the slip mass 6 is reduced as much as possible when the new pile foundations 10 are constructed, and the axes of the four new pile foundations 10 are aligned with the axis of central symmetry of the original bridge pile foundation 9.

Step S4: as shown in fig. 3, the new pile foundation 10 is used to expand the original pile cap 13 on the original pile foundation 9 to form a new pile cap 14, the new pile foundation 10 is located right below the new pile cap 14 and supports the new pile cap 14 together, so that the load on the original pile cap 13 is transferred to the corresponding new pile foundation 10 through the new pile cap 14.

Step S5: as shown in fig. 4, a steel pipe support 15 is erected on the new platform 14, the support system of the main beam 1 corresponding to the new platform 14 is converted from the original capping beam 16 to the steel pipe support 15, and the main beam 1 is jacked up by a certain height through the steel pipe support 15, so that the main beam 11 is separated from the original capping beam 16, and a space is provided for the subsequent removal of the original capping beam 16.

Step S6: and as shown in fig. 4, cutting the original cover beam 16 in blocks by using a diamond wire saw.

Step S7: and as shown in fig. 3, 4 and 5, a new pier column 12 and a new cover beam 17 are built on the new bearing platform 14, and the new cover beam 17 is positioned at the top of the new pier column 12.

Step S8: referring to fig. 4 and 5, the plane position and the elevation of the main beam 1 in step S5 are adjusted, and then the support system of the main beam 1 is transferred from the steel pipe support 15 to the new capping beam 17, and the adjustment of the position of the main beam 1 can be achieved by using a pushing device.

Step S9: and (3) as shown in the figures 1 and 2, reinstalling the bridge expansion joint 2 to finish the bridge maintenance and reinforcement work. Expansion joints 2 are typically provided between the beam ends of the bridge to accommodate displacement and connection between the superstructure caused by the environmental characteristics of the vehicle load and the physical properties of the bridge construction materials. When installation bridge expansion joint 2, adopt bridge expansion joint 2 construction prior art can, carry out joint-cutting, fluting, correction reinforcing bar, hoist and mount expansion joint device, welding expansion joint device in proper order, pour steel fiber concrete, health preserving, installation rubber strip.

The method for treating the integral deviation diseases of the bridge caused by the landslide body 6 of the embodiment firstly piles partial landslide body 6 at the toe of the valley in a clearing and load-reducing mode, has the effect of slowing down the creep of the landslide body 6, has low input cost, creates conditions for subsequent construction safety, then arranges an anti-slide pile 8 at the upslope side of the area of the bridge where the landslide body 6 is positioned, greatly reduces the horizontal force of the landslide body 6 acting on a new pile foundation 10, has the function of stabilizing the landslide body 6, ensures the safety and stability of the bridge from the source, newly builds or reinforces the lower part structure of the bridge under the condition of keeping the relative stability of the new pile foundation 10, finally only needs to adjust the elevation and the horizontal position of the main beam 1, installs the expansion joint 2, completes the treatment and repair construction of the whole bridge affected by the landslide body 6, and fully utilizes the characteristic that the main beam 1 belongs to an undamaged structure, the efficient utilization of the undamaged structure is realized, the dismantling and reconstruction of the whole bridge are avoided, and the resources and the cost are greatly saved.

Example 2:

the present embodiment is different from embodiment 1 only in that, as shown in fig. 2, in step S2, the slide-resistant piles 8 are rectangular slide-resistant piles 8, when the rectangular slide-resistant piles 8 are provided, the long axis direction of the rectangular slide-resistant piles 8 is the same as the creeping direction of the landslide body 6, the bottoms of the rectangular slide-resistant piles 8 are embedded into the rock strata 7 downward, and all the rectangular slide-resistant piles 8 enclose a half-enclosed structure in a horizontal plane for the part of the bridge on the landslide body 6;

further, in step S2, still be provided with stress monitoring device on the friction pile 8, stress monitoring device includes control chip and the stress monitor, early warning device, the display terminal that are connected with the control chip electricity respectively, display terminal is used for realizing man-machine interaction, through setting up and showing stress early warning numerical value at display terminal and transmitting for control chip, the stress detection appearance is used for detecting the landslide body 6 is applyed for the stress of friction pile 8 and with stress numerical value' S signal transmission for control chip, when control chip received stress numerical value is greater than stress early warning numerical value, control chip sends the signal to early warning device, and early warning device starts the warning, and the staff sets up after receiving the warning the quantity of friction pile 8.

Through setting up the structure that rectangle friction pile 8 forms the semi-enclosed formula to the bridge, keep off the upper reaches at the bridge of corresponding position, separate landslide body 6 and the former pile foundation 9 that encloses, keep out the horizontal force that the landslide body 6 was applyed to the bridge pile foundation, the long edge direction of rectangle friction pile 8 is unanimous with the wriggling direction of landslide body 6, can improve the ability of blockking of friction pile 8 and block stability, the lower extreme of rectangle friction pile 8 is deepened in rock stratum 7 downwards, ensure not to slide along with the landslide body 6 together.

Through setting up the operating condition that stress monitoring device comes real-time supervision friction pile 8, when the gliding force of the landslide body 6 and design analog value difference are great lead to the landslide body 6 to give the horizontal stress that friction pile 8 applyed great, can be through data transmission to display terminal that the stress monitor detected, through the timely early warning of control chip and early warning device's cooperation, make the staff in time increase friction pile 8 quantity.

Example 3:

the present embodiment is different from embodiment 1 only in that, as shown in fig. 3, in step S3, a hole is formed by a manual hole digging pile process when the new pile foundation 10 is installed;

in step S4, as shown in fig. 3, when the original bearing platform 13 is expanded, firstly, a soil body around the original bearing platform 13 is excavated, then, holes are drilled in four side surfaces and a bottom surface of the original bearing platform 13, the drilling depth is not less than 10 times of the diameter of the embedded steel bars, the embedded steel bars are arranged at equal intervals in the longitudinal direction and the transverse direction, after the embedded steel bars are completed, the template is poured with concrete to form the new bearing platform 14, the axis of the new bearing platform 14 is overlapped with the axis of the original bearing platform 13 before the deviation, and the new pile foundation 10 is anchored with the new bearing platform 14;

specifically, the vertical and horizontal spacing of the planted bars is 45cm, and the construction flow of the planted bars is as follows:

calibrating the position: the inspection is planted the concrete face of muscle whether intact, measures the reinforcing bar position in planting muscle department concrete with the reinforcing bar detection instrument, checks, marks the bar planting position to dodge the reinforcing bar during drilling, there is the reinforcing bar if design bar planting position, can do suitable adjustment to the bar planting position.

Drilling: and (5) drilling holes by using an electric hammer according to the marked position in the first step.

Clearing holes: after the holes are drilled in batches, the dust in the holes is removed one by one.

The hole cleaning method comprises the following steps: firstly, extending a nozzle into the bottom of a pore, blowing clean and oil-free compressed air in, pulling the nozzle outwards, and repeating for 3 times; inserting the scrubbing brush into the hole, and cleaning and brushing by reciprocating rotation for 3 times; then the nozzle is extended into the bottom of the drill hole to blow air, and the nozzle is pulled out, and the process is repeated for 3 times. Before the bar planting, acetone or industrial alcohol is used for wiping the hole wall and the hole bottom.

Fourthly, processing the reinforcing steel bars: checking whether the steel bar is straight or not, removing rust stains by using a steel wire brush, cleaning by using ethanol or propanol, and drying in the air for use. The rust removal process is not needed when the steel bar is rustless.

Planting bars: the adhesive for bar planting is poured by a special syringe or injector, the pouring amount is generally 2/3 of the hole depth, a little adhesive overflows after the steel bar is planted, the steel bar is inserted in a unidirectional rotation mode immediately after the adhesive is poured until the designed depth is reached, the gap between the planted steel bar and the hole wall is basically even, and the position and the verticality of the steel bar are corrected.

Standing and curing: before the adhesive is completely cured, the implanted steel bars are not touched or vibrated, so that the bonding performance is not influenced. The strong bar-planting glue can be cured at normal temperature, and the next procedure can be carried out after 50 hours.

In step S5, as shown in fig. 3 and 4, when the support system of the main beam 1 is converted, a plurality of first jacks are arranged between the original capping beam 16 and the diaphragm beam which are located above the new platform 14, then all the first jacks are driven to synchronously jack the corresponding main beam 1, so that the main beam 1 is separated from the original capping beam 16, a space for detaching the original capping beam 16 is formed below the main beam 1, a buttress 20 is installed on the steel pipe support 15, after the installation of the buttress 20 is completed, all the first jacks are decompressed, the main beam 1 is dropped onto the buttress 20, and the conversion of the support system of the main beam 1 is realized.

The disturbance to the slip mass 6 can be minimized by adopting a manual hole digging pile process when the new pile foundation 10 is constructed.

By expanding the original bearing platform 13, direct replacement and removal are not needed, and the expanded original bearing platform is used as a force transmission system between the new pile foundation 10 and the new pier stud 12, so that the supporting area is enlarged, and the load is more uniformly distributed and borne.

Through setting up first jack, carry out one-time conversion to the support system of girder 1 for the demolish of former bent cap 16 is accomplished smoothly.

Example 4:

the present embodiment is different from embodiment 1 only in that, as shown in fig. 4, in step S6, when the original capping beam 16 is removed, the original capping beam 16 is supported by a full framing method, and then the original capping beam 16 is cut into pieces and transported out;

after the original capping beam 16 is removed, if the original pier stud 11 has no crack and no damage to the structure, the original pier stud 11 is reserved, and a steel pipe and concrete are sequentially wrapped outside the original pier stud 11 to reinforce the original pier stud 11, and if the original pier stud 11 has damage, the original pier stud 11 is removed and transported out in a segmental cutting mode;

in step S7, with reference to fig. 5, the new pier stud 12 is sequentially subjected to the construction steps of reinforcing steel bar binding, formwork installation, and concrete pouring, and after the concrete strength of the new pier stud 12 meets the requirement, the new bent cap 17 is sequentially subjected to the construction steps of reinforcing steel bar binding, formwork installation, and concrete pouring, so as to complete the construction of the new bent cap 17.

The original cover beam 16 is supported by adopting a full-space support method, specifically, a full-space support is firstly erected on the new bearing platform 14, the full-space support is provided with a longitudinal and transverse profile steel distribution beam and a steel plate on a jacking to form a construction platform, the jacking is adjusted to enable the construction platform to be closely attached to the bottom surface of the original cover beam 16, so that the construction platform supports the weight of the whole original cover beam 16, and then the original cover beam 16 is detached.

When the original pier stud 11 is processed, different construction schemes are adopted according to the damage condition of the original pier stud 11, so that the construction efficiency is improved to a greater extent, and the construction cost is reduced.

In step S7, a new pier stud 12 is first constructed on the new platform 14, then a new cap beam 17 is constructed on the new pier stud 12, the new cap beam 17 is used for subsequently supporting the main beam 1, the upper end of the new pier stud 12 supports the new cap beam 17, and the lower end of the new pier stud 12 transmits force to the new platform 14, so as to form a new supporting structure system for the main beam 1.

Example 5:

the present embodiment is different from embodiment 1 only in that, as shown in fig. 5, in step S8, a second jack 18 is provided on each new capping beam 17 to jack up the main beam 1 in step S5, the second jack 18 is a three-way positioning jack, the load of the main beam 1 is transferred to the new capping beam 17, the steel pipe support 15 is removed, the plane position and the elevation of the main beam 1 are adjusted by the second jack 18 to return the main beam 1 to the initial position, and finally, a support 19 is installed on the new capping beam 17 and dropped, the load of the main beam 1 is transferred from the second jack 18 to the support 19, and the transfer of the support system of the main beam 1 is completed.

Through installing the three-dimensional positioning jack on new bent cap 17, the top that the three-dimensional positioning jack pushed up the end pushes up in the bottom of the diaphragm or the horizontal partition board of girder 1 lower part, utilize the planar position and the elevation of three-dimensional positioning jack adjustment girder 1, make girder 1 return to the original position at the time of the bridge undamaged place, 19 accomplish support system conversion after get rid of the three-dimensional positioning jack can, the construction is convenient and fast more, make full use of simultaneously girder 1 belongs to the characteristics of undamaged structure, the high-efficient utilization of undamaged structure has been realized, need not to demolish the reconstruction to girder 1.

In summary, the method comprises the steps of firstly transferring and filling part of the landslide body to the slope toe of the valley in a clearing and load reducing mode, slowing down the creeping of the landslide body, then arranging the anti-slide piles, forming a semi-enclosed structure on the part of the bridge in the landslide body to block and stabilize the landslide body, improving the stability of a new pile foundation, then carrying out targeted new construction or reinforcement on a bridge lower structure, realizing the conversion of a support system of the main beam, finally only adjusting the height and the horizontal position of the main beam to restore the main beam to the initial position of the bridge before the deviation occurs, and completing treatment and repair construction of the whole bridge affected by the landslide body after the expansion joint is reinstalled.

While embodiments of the invention have been described above, it is not limited to the applications set forth in the description and the embodiments, which are fully applicable in various fields of endeavor to which the invention pertains, and further modifications may readily be made by those skilled in the art, it being understood that the invention is not limited to the details shown and described herein without departing from the general concept defined by the appended claims and their equivalents.

Claims

1. A treatment method for the whole bridge deviation disease caused by a landslide body is characterized by comprising the following steps:

s6, removing the original cover beam;

2. The method for treating the global deviation disease of the bridge caused by the landslide body according to claim 1, wherein in step S2, the slide-resistant piles are rectangular slide-resistant piles, when the rectangular slide-resistant piles are arranged, the long axis direction of the rectangular slide-resistant piles is consistent with the creeping direction of the landslide body, the bottoms of the rectangular slide-resistant piles are embedded into the rock stratum downwards, and all the rectangular slide-resistant piles surround the part of the bridge on the landslide body in a semi-surrounding structure in a horizontal plane.

3. The method for treating the whole bridge deviation disease caused by the landslide body according to claim 1, wherein in step S3, a hole is formed by a process of manually digging a hole pile when a new pile foundation is set.

4. The method for treating the whole deviation of the bridge caused by the landslide mass according to claim 1, wherein in step S4, when an original bearing platform is expanded, firstly, soil around the original bearing platform is excavated, then, holes are drilled in four side surfaces and the bottom surface of the original bearing platform, the drilling depth is not less than 10 times of the diameter of the embedded steel bars, the embedded steel bars are arranged at equal intervals in the longitudinal direction and the transverse direction, after the embedded steel bars are finished, the template is poured with concrete to form the new bearing platform, the axis of the new bearing platform is coincident with the axis of the original bearing platform before the deviation, and the new pile foundation is anchored with the new bearing platform.

5. The method for treating the whole deviation disease of the bridge caused by the landslide body according to claim 1, wherein in step S5, when a support system of the main beam is converted, a plurality of first jacks are arranged between an original capping beam and a transverse partition beam which are positioned above the new bearing platform and correspond to each other, then all the first jacks are driven to lift the corresponding main beam synchronously, so that the main beam is separated from the original capping beam, a space for removing the original capping beam is formed below the main beam, piers are mounted on the steel pipe supports, all the first jacks are decompressed after the piers are mounted, the main beam is dropped onto the piers, and the conversion of the support system of the main beam is realized.

6. The method for treating the whole deviation disease of the bridge caused by the landslide body according to claim 1, wherein in step S6, when the original cover beam is removed, the original cover beam is supported by a full framing method, and then the original cover beam is cut in blocks and transported out.

7. The method for treating the whole deviation disease of the bridge caused by the landslide body according to claim 1, wherein after the original capping beam is removed, if the original pier stud is not cracked and has no damage to the structure, the original pier stud is retained, and is reinforced by sequentially wrapping steel pipes and concrete outside the original pier stud, and if the original pier stud is damaged, the original pier stud is removed and transported out by means of segmental cutting.

8. The method for treating the whole deviation disease of the bridge caused by the landslide body according to claim 1, wherein in step S7, the construction steps of binding the steel bars, installing the templates and pouring the concrete are sequentially performed on the new pier stud, and after the concrete strength of the new pier stud meets the requirement, the construction steps of binding the steel bars, installing the templates and pouring the concrete are sequentially performed on the new bent cap, so that the construction of the new bent cap is completed.

9. The method for treating the general displacement of the bridge caused by the landslide body according to claim 1, wherein in step S8, a second jack is provided on each new cap to jack up the main beam in step S5, the second jack is a three-way positioning jack, the load of the main beam is transferred to the new cap, the steel pipe support is removed, the planar position and elevation of the main beam are adjusted by the second jack, the main beam returns to the initial position, finally, a support is installed on the new cap and the beam is dropped, the load of the main beam is transferred from the second jack to the support, and the support system transfer of the main beam is completed.

10. The method for treating the whole bridge deviation disease caused by the landslide body according to claim 1, wherein in step S2, the anti-slide pile is further provided with a stress monitoring device, the stress monitoring device comprises a control chip, and a stress monitor, an early warning device and a display terminal which are respectively electrically connected with the control chip, the display terminal is used for realizing man-machine interaction, the stress early warning value is set and displayed on the display terminal and transmitted to the control chip, the stress detector is used for detecting the stress applied to the anti-slide pile by the landslide body and transmitting a signal of the stress value to the control chip, when the stress value received by the control chip is greater than the stress early warning value, the control chip sends a signal to the early warning device, the early warning device starts to alarm, and a worker receives the alarm and then adds the number of the anti-slide piles.