CN218911107U - Active control type structural system for controlling bridge head jumping - Google Patents
Active control type structural system for controlling bridge head jumping Download PDFInfo
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- CN218911107U CN218911107U CN202223141241.7U CN202223141241U CN218911107U CN 218911107 U CN218911107 U CN 218911107U CN 202223141241 U CN202223141241 U CN 202223141241U CN 218911107 U CN218911107 U CN 218911107U
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Abstract
The utility model belongs to the technical field of geotechnical engineering, and discloses a structural system for controlling bridge head jumping, which comprises a first prefabricated deep layer plate and a second prefabricated deep layer plate, wherein the first prefabricated deep layer plate is connected with a bridge abutment through a vertical anchor rod and a horizontal pull rod; lifting pads are respectively arranged at the bottoms of the two prefabricated deep layer plates, the interiors of the lifting pads are connected with grouting pipes through grouting pipe hole channels preset in the prefabricated deep layer plates, and the grouting pipes and an external steel pipe protective sleeve are fixedly connected with the prefabricated deep layer plates; slurry is injected into different lifting pads through the grouting pipe in a batch mode, and active control of uneven settlement of the bridge head can be achieved. The utility model not only can actively control the settlement of the transition section of the road bridge, but also can effectively prevent the bottom of the access board from being separated from soil; the accurate treatment can be realized, and the grouting amount of each lifting pad is determined according to the sedimentation position and the size; the method has the characteristics of convenient construction, low cost and avoiding traffic blockage in the treatment process.
Description
Technical Field
The utility model belongs to the technical field of geotechnical engineering, and particularly relates to a structural system for controlling bridge head jumping.
Background
Roads and bridges belong to important public infrastructures, and diseases of bridge head jumping often occur along with the increase of the use time of roads and continuous increase of traffic volume of roads in operation. The bridge head jumping refers to the difference between a structure such as a bridge or a culvert and a road embankment on the back of a platform, and the difference settlement between the structure and the road back is caused under the action of the load and the dead weight of the running vehicle, so that the road surface at the joint of the road back of the bridge and the structure is stepped, and the vehicle running at high speed is caused to bump and jump through the junction of the road bridge.
The travelling comfort and safety are seriously affected by the jump of the bridge head, and the probability of traffic accidents is increased; meanwhile, the running speed of the vehicle is reduced, the vehicle is damaged, and the operation cost and the maintenance cost are increased; the jump generated when the vehicle passes through the bridge head can cause additional impact load to the bridge and the road, damage to the road and shorten the service life of the road; the frequent maintenance not only affects normal road traffic, but also wastes a great deal of social resources, and seriously damages the social and economic benefits of road construction. The traditional bridge head butt strap technology has limitations, such as that the strap bottom is easily separated from soil, and the deformation and bearing of the strap are not facilitated; the treatment cost is higher when combined with the piles.
Disclosure of Invention
The utility model aims to solve the technical problem of uneven settlement of a road bridge transition section, and provides an active control type structural system for controlling the jump of a bridge head, which not only can actively control the settlement of the road bridge transition section, but also can effectively prevent the bottom of a bonding pad from being separated from soil; the accurate treatment can be realized, and the grouting amount of each lifting pad is determined according to the sedimentation position and the size; the method has the characteristics of convenient construction, low cost and avoiding traffic blockage in the treatment process.
In order to solve the technical problems, the utility model is realized by the following technical scheme:
the utility model provides an active control type structural system for managing bridge head jumping, which comprises a first prefabricated deep layer plate and a second prefabricated deep layer plate, wherein the first prefabricated deep layer plate and the second prefabricated deep layer plate are identical in structure and are arranged on the same horizontal plane, and the first prefabricated deep layer plate is closer to a bridge abutment relative to the second prefabricated deep layer plate; the end part of the first prefabricated deep layer plate is erected on the bracket of the bridge abutment, and a vertical anchor rod and a horizontal pull rod are connected between the first prefabricated deep layer plate and the bridge abutment;
a cushion layer is paved at the lower parts of the first prefabricated deep layer plate and the second prefabricated deep layer plate, two sleeper beams are arranged in the cushion layer, one sleeper beam is positioned at the joint of the first prefabricated deep layer plate and the second prefabricated deep layer plate, and the other sleeper beam is positioned at the farthest end of the second prefabricated deep layer plate from the bridge abutment;
two lifting pads are respectively arranged at the bottoms of the first prefabricated deep layer plate and the second prefabricated deep layer plate, and the two lifting pads are arranged side by side along the length direction of the first prefabricated deep layer plate or the second prefabricated deep layer plate;
grouting pipe holes are respectively reserved on the first prefabricated deep layer plate and the second prefabricated deep layer plate, and each grouting pipe hole is arranged corresponding to one lifting pad; a grouting pipe is arranged in each grouting pipe pore canal, and the grouting pipe is fixedly connected with the top surfaces of the first prefabricated deep layer plate and the second prefabricated deep layer plate; the grouting pipe comprises a grouting pipe hole, a lifting pad and a grouting pipe, wherein a grouting outlet at the bottom of the grouting pipe extends out of the grouting pipe hole and is in the wrapping range of the lifting pad; the lifting pad is bound and fixed with the bottom of the grouting pipe extending out of the pore canal of the grouting pipe, so that the lifting pad is connected to the bottoms of the first prefabricated deep layer plate and the second prefabricated deep layer plate, and the grouting pipe is communicated with the inside of the lifting pad; the grouting pipe is used for injecting the slurry to different lifting pads in multiple times, so that the active control of uneven settlement of the bridge head can be realized;
filling layers are arranged on the first prefabricated deep layer plate and the second prefabricated deep layer plate, and road layers are arranged on the filling layers; a steel pipe protective sleeve is arranged outside the grouting pipe corresponding to the filling layer and the pavement layer, and the steel pipe protective sleeve is fixedly connected with the top surfaces of the first prefabricated deep layer plate and the second prefabricated deep layer plate; the surface of pavement layer is provided with the steel lid, the steel lid is right steel pipe protective sheath top seals to prevent that the foreign matter from getting into the pore of slip casting pipe.
Further, the lengths of the first prefabricated deep layer plate and the second prefabricated deep layer plate are 4-6 m, and the widths are smaller than the widths of the roads by 1-2 m.
Further, the thickness of the first prefabricated deep layer plate and the second prefabricated deep layer plate is 30-35 cm.
Further, lay the oil blanket layer between the bracket of first prefabricated deep layer board and abutment, set up a plurality of board-like rubber support on the oil blanket layer, a plurality of board-like rubber support is followed the width direction interval setting of first prefabricated deep layer board.
Further, the vertical anchor rods and the horizontal pull rods are arranged in groups and are arranged at intervals in the width direction of the first prefabricated deep layer plate.
Further, the distance between two adjacent groups of vertical anchor rods or horizontal pull rods is 75-80 cm.
Further, a construction joint is arranged between the first prefabricated deep layer plate and the second prefabricated deep layer plate, and asphalt and a double-layer steel-plastic grid are filled in the construction joint.
Further, the first prefabricated deep layer plate and the second prefabricated deep layer plate are not connected with the sleeper beam.
Further, the two lifting pads at the bottom of the first prefabricated deep layer plate uniformly cover the area between the corbels of the bridge platform and the sleeper beams, and the two lifting pads at the bottom of the second prefabricated deep layer plate uniformly cover the area between the two sleeper beams.
Further, the grouting pipe hole is positioned at the central position of the lifting pad corresponding to the grouting pipe hole.
The beneficial effects of the utility model are as follows:
according to the active control type structural system for controlling the bridge head jumping, the prefabricated deep laminate and lifting pads are integrated, and the effective arrangement of the grouting pipe is matched, so that accurate treatment can be realized, and the grouting amount of each lifting pad is determined according to the sedimentation position and the size; and the active control can be realized, grouting operation is carried out for a plurality of times according to pavement settlement monitoring, and the aim of lifting for a plurality of times is fulfilled, so that the stress and deformation of the soil body and the deformation of the structural object are actively controlled in real time. In addition, compared with the traditional grouting lifting treatment of the capsule body, the non-uniform lifting phenomenon caused by the soil arch effect is effectively prevented, an equal sinking surface can be directly obtained by means of the deep layer plate, and uniform lifting is realized; compared with the traditional deep access board, the rigidity of the access board is effectively improved, and the active control of sedimentation is realized. Meanwhile, the active control type structural system for controlling the bridge head jumping of the utility model has the advantages of greatly reduced cost, simpler and more convenient construction, greatly reduced site pollution, avoiding traffic blockage in the control process and obvious economic benefit.
In summary, the active control type structural system for controlling the bridge head jumping of the utility model can realize rapid, convenient and high-quality control, and simultaneously ensure the economical efficiency of control and the convenience of construction.
Drawings
FIG. 1 is a schematic diagram of an architecture of an active control type architecture provided by an embodiment;
FIG. 2 is a cross-sectional view of a single-segment prefabricated deep layer panel and lift pad in an actively controlled architecture according to an embodiment;
FIG. 3 is a schematic diagram of foundation pit excavation and sleeper beam casting performed by the active control type structure system provided in the embodiment;
FIG. 4 is a schematic illustration of the connection details of the grouting pipe and the lifting pad of the active control type structural system according to the embodiment;
FIG. 5 is a schematic diagram of a prefabricated deep laminate installation placement of an actively controlled architecture provided by an embodiment;
FIG. 6 is a schematic diagram of an actively controlled architecture system providing non-uniform settlement due to vehicle loading;
FIG. 7 is a schematic diagram of a bridgehead bump abatement status for an actively controlled architecture according to an embodiment.
In the figure: 1. a first prefabricated deep laminate; 2. a second prefabricated deep laminate; 3. a bridge abutment; 4. a vertical anchor rod; 5. a horizontal pull rod; 6. a sleeper beam; 7. a cushion layer; 8. a construction joint; 9. lifting the pad; 10. grouting pipe duct; 11. grouting pipe; 12. a steel pipe protective sleeve; 13. a filling layer; 14. a road surface layer.
Detailed Description
For a further understanding of the nature, features, and effects of the present utility model, the following examples are set forth to illustrate, and are to be considered in connection with the accompanying drawings:
as shown in fig. 1, the embodiment provides an active control type structural system for managing bridge head jumping, which comprises a first prefabricated deep layer plate 1, a second prefabricated deep layer plate 2, a sleeper beam 6, a cushion layer 7, a lifting cushion 9, a grouting pipe 11, a steel pipe protective sleeve 12, a filling layer 13 and a pavement layer 14.
The first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 have the same structure and are arranged on the same horizontal plane within the range of the abutment back filling area. Wherein the first prefabricated deep layer board 1 is relatively close to the bridge abutment 3, and the second prefabricated deep layer board 2 is relatively far away from the bridge abutment 3.
The first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 are formed by concrete pouring, the length is 5m, the width is 5m, and the thickness is 30cm. In order to ensure that the regulation function of the prefabricated deep layer plates is fully exerted and the prefabricated deep layer plates are not broken due to stress state, the first prefabricated deep layer plates 1 and the second prefabricated deep layer plates 2 are arranged in a segmented mode, and the lengths of the first prefabricated deep layer plates 1 and the second prefabricated deep layer plates 2 are generally selected in the range of 4-6 m. The width of the first prefabricated deep layer board 1 and the second prefabricated deep layer board 2 should be as wide as possible between the two side margin stones of the bridge abutment, and the width is usually smaller than the width of the road by 1-2 m. The thickness of the first prefabricated deep layer board 1 and the second prefabricated deep layer board 2 should be determined by combining the external load and the bearing condition, and is preferably 30-35 cm.
The end of the first prefabricated deep layer board 1 is erected on the bracket of the abutment 3. The bracket is an abutment 3 overhanging structure and is used for connecting the prefabricated deep laminate in an active control type structural system and transmitting the load from the prefabricated deep laminate. And paving a felt blanket between the first prefabricated deep layer plate 1 and the bracket of the abutment 3, wherein the felt blanket takes a thickness of 1-2 cm. And, set up a plurality of board-like rubber supports between first prefabricated deep laminate 1 and the felt pad layer, every board-like rubber support's size is 150mm x (21 ~ 38) mm, and a plurality of board-like rubber supports set up along the width direction interval of first prefabricated deep laminate 1, and the interval is 80 + -10 cm.
A vertical anchor rod 4 is connected between the bracket of the first prefabricated deep layer plate 1 and the abutment 3, a horizontal pull rod 5 is connected between the first prefabricated deep layer plate 1 and the abutment 3, and the vertical anchor rod 4 and the horizontal pull rod 5 are used for avoiding a pit of the bridge head formed by longitudinal sliding of the first prefabricated deep layer plate 1. The vertical anchor bolts 4 and the horizontal pull rods 5 can be reinforced bars with the diameter of 22mm, the reinforced bars are arranged in groups and are arranged at intervals in the width direction of the first prefabricated deep laminate 1, and the interval between two adjacent groups is 75-80 cm.
Two sleeper beams 6 are arranged at the lower parts of the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2, one sleeper beam 6 is positioned at the joint of the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2, and the other sleeper beam 6 is positioned at the farthest end of the second prefabricated deep layer plate 2 from the bridge abutment 3. The first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 are not connected with the two sleeper beams 6, so that the farthest end of the second prefabricated deep layer plate 2 is prevented from sinking too much, and the bending rigidity of the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 on a transverse layer is increased. In addition, the size and the reinforcement distribution of the sleeper beam 6 are calculated according to the elastic foundation beam, and cement stabilized macadam with the thickness of 40cm and the width of 30cm is paved at the bottom of the sleeper beam 6 to be processed so as to cope with the stress concentration phenomenon at the bottom of the sleeper beam 6.
In a foundation pit for constructing an active control type structural system, slag is paved as a cushion layer in the areas except for the sleeper beams 6 at the lower parts of the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2.
A construction joint 8 is arranged between the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2, and asphalt and a double-layer steel-plastic grid are filled in the construction joint 8.
As shown in fig. 2, the bottoms of the first prefabricated deep laminate 1 and the second prefabricated deep laminate 2 are respectively provided with two lifting pads 9 with the same size, and the two lifting pads 9 are arranged side by side along the length direction of the first prefabricated deep laminate 1 or the second prefabricated deep laminate 2 for active sedimentation control. The two lifting pads 9 at the bottom of the first prefabricated deep laminate 1 uniformly cover the bottom surface area of the first prefabricated deep laminate 1 between the corbels of the bridge deck 3 and the sleeper beams 6, and the two lifting pads 9 at the bottom of the second prefabricated deep laminate 2 uniformly cover the bottom surface area of the second prefabricated deep laminate 2 between the two sleeper beams 6.
In the prefabrication process of the first prefabrication deep layer plate 1 and the second prefabrication deep layer plate 2, grouting pipe holes 10 need to be reserved in advance on the central axis in the length direction, and the grouting pipe holes 10 are circular holes with the length of 8-10 cm. Each lifting pad 9 corresponds to one grouting pipe orifice 10, the grouting pipe orifice 10 being located generally at the central position of the lifting pad 9.
And each grouting pipe hole 10 is internally provided with a grouting pipe 11, a grouting outlet at the bottom of the grouting pipe 11 extends out of the bottom end of the grouting pipe hole 10, and the grouting outlet is close to the bottoms of the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 as much as possible in the wrapping range of the lifting pad 9. The lifting pad 9 is bound at the bottom end of the grouting pipe 11 through the cooperation of hoops (tightening of steel hoops or steel strands) and rubber gaskets, and the grouting pipe 11 is fixed on the first prefabricated deep laminate 1 and the second prefabricated deep laminate 2 through the steel hoops and bolts after binding is completed. Thereby, not only is a fixed connection of the lifting pad 9 with the first prefabricated deep layer board 1 and the second prefabricated deep layer board 2 achieved, but also a sealing communication of the grouting pipe 11 with the lifting pad 9 is ensured.
The lifting pad 9 is made of puncture-proof, high-strength and non-ductility materials, such as high polymer, carbon fiber, glass fiber and basalt fiber fabrics, so that the expansion volume and shape can be strictly and accurately controlled; the lifting pad 9 is watertight inside and outside, so that the phenomenon of splitting and infiltration is avoided, and the control efficiency is higher; the slurry injected into the lifting pad 9 can be combined with pavement deformation monitoring, so that multiple expansions can be realized, and the soil stress and deformation and structural deformation are actively controlled in real time. The lifting pad 9 should be extruded with air and contracted as much as possible in the construction process, and can be loosely wrapped by geotextile so as to prevent sharp objects in the cement soil from being scratched.
Between the first prefabricated deep layer board 1 and the second prefabricated deep layer board 2 and the road surface layer 14 is a filling layer 13, and a steel pipe protecting sleeve 12 is arranged outside the grouting pipe 11 section corresponding to the filling layer 13 and the road surface layer 14. The inside diameter of the steel pipe protective sleeve 12 is slightly larger than the outside diameter of the grouting pipe 11, an annular base is arranged at the bottom of the steel pipe protective sleeve 12, bolt holes which are uniformly distributed in the annular base in the annular direction are formed in the annular base, and the steel pipe protective sleeve 12 is fixedly connected with the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 through bolts which are installed in the bolt holes. The steel cover is adopted on the surface of the pavement layer 13 to seal the steel pipe protective sleeve 12, normal vehicle passing is not influenced, and the phenomenon that foreign matters enter a pore canal of the grouting pipe 11 to cause pipe blockage is avoided. When in treatment, the steel cover is opened to perform grouting operation on the grouting pipe 11.
According to pavement settlement monitoring, slurry is injected into the lifting pad 9 for multiple times through the grouting pipe 11 to lift, so that active control is realized. In addition, different volumes of slurry are injected into different lifting pads 9 according to the sedimentation sizes of different positions, so that accurate lifting is realized. The slurry may be selected from cement-based materials, polyurethane foam materials, liquid asphalt, mud, and the like.
The active control type structure system for managing the bridge head jumping of the embodiment has the following construction process:
1. roadbed excavation and working face creation
The lengths of the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 are 5m, so that the length of the excavation of the bench back is 11-12 m along the length direction of the pavement from the bridge head, and the excavation is carried out to the curb or the soil shoulder along the width direction.
And excavating the roadbed to the surface of the soil foundation, namely completely excavating the filled soil layer. And then leveling, and paving 10cm thick permeable materials such as broken stone and the like at the bottom of the foundation pit to serve as a working construction surface.
2. Sleeper beam 6 pouring
As shown in fig. 3, two sleeper beams 6 are cast by using C30 concrete, and are respectively arranged at the joint of the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 and the farthest end of the second prefabricated deep layer plate 2 from the bridge abutment 3, and neither the first prefabricated deep layer plate 1 nor the second prefabricated deep layer plate 2 nor the two sleeper beams 6 are connected, so that the farthest end of the second prefabricated deep layer plate 2 is prevented from sinking too much, and the bending rigidity of the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 on a transverse layer is increased. And after the maintenance strength of the sleeper beam 6 meets the standard requirement, properly backfilling and tamping slag until the bottoms of the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 form a cushion layer 7.
3. Assembling the prefabricated deep laminate and the lifting pad 9 and the grouting pipe 11
The first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 are formed by casting C30 concrete, the steel bar grade is HRB400, and the total length of the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 is 10m, the width is 5m and the thickness is 30cm.
As shown in fig. 4, after the grouting pipe 11 passes through the grouting pipe hole channels 10 of the first prefabricated deep laminate 1 and the second prefabricated deep laminate 2, the lifting pad 9 is bound at the bottom end of the grouting pipe 11 by using hoops (tightening of steel ferrules or steel strands) and rubber gaskets. After binding is completed, the grouting pipe 11 is fixed on the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 by using steel sleeve hoop matched bolts.
The steel pipe protective sleeve 12 is sleeved outside the grouting pipe 11, and the bottom of the steel pipe protective sleeve 12 is fixed on the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2 by bolts so as to protect the grouting pipe 11.
The lifting pad 9 is made of non-ductile materials, air is squeezed and contracted as much as possible, geotextiles can be used for loose wrapping, sharp objects in cement soil are prevented from being scratched, and a grout outlet of the grouting pipe hole 10 is in the wrapping range of the lifting pad 9.
4. Laying of prefabricated deep laminate
The connection points of the first prefabricated deep layer plate 1 and the bridge abutment 3 are as follows:
(1) And paving a felt blanket between the first prefabricated deep layer plate 1 and the bracket of the abutment 3, wherein the felt blanket takes a thickness of 1-2 cm. And plate-type rubber supports having a size of 150mm x (21 to 38) mm are provided on the felt mat layer, the plate-type rubber supports being arranged at a pitch of about 80cm in the width direction of the first prefabricated deep laminate 1.
(2) A vertical anchor bolt 4 and a horizontal pull rod 5 are arranged between the first prefabricated deep layer plate 1 and the bridge abutment 3, the vertical anchor bolt 4 and the horizontal pull rod 5 are reinforced bars with the diameter of 22mm, and the distance between 75 cm and 80cm is kept along the width direction of the first prefabricated deep layer plate 1.
In the field construction process, the first prefabricated deep layer plate 1 and the lifting pad 9 at the bottom of the first prefabricated deep layer plate are firstly hung into a foundation pit to be connected with the bracket of the bridge abutment 3, and then the second prefabricated deep layer plate 2 and the lifting pad 9 at the bottom of the second prefabricated deep layer plate are hung into the foundation pit to finish the connection of the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2. A2 cm construction joint 8 is reserved between the first prefabricated deep layer plate 1 and the second prefabricated deep layer plate 2, asphalt and a double-layer steel-plastic grid are filled in the construction joint 8, so that the thickness of the prefabricated deep layer plate is reduced, and uneven settlement is smoothly and excessively conducted. Before the first prefabricated deep laminate 1 and the second prefabricated deep laminate 2 are placed, the lifting pads 9 are also flattened to be evenly distributed. The structure of the laid-up structure is shown in fig. 5.
5. Road surface leveling
As shown in fig. 1, the slag filler with good water permeability is backfilled and tamped below the pavement layer 14 to form a filling layer 13; and finally, constructing the pavement layer 14 to finish the pavement leveling work.
6. Bridgehead vehicle jump control
As shown in fig. 6 and 7, as the highway operates, uneven settlement gradually progresses, resulting in a phenomenon of a bridge head jumping. For the first-level highway, grouting treatment is carried out when the settlement reaches 25cm, and slurry is injected into the grouting pipe 11 for multiple times according to pavement settlement monitoring, so that active control is realized. For the embodiment, settlement is larger at the position close to the bridge head, so that more slurry is injected into the two lifting pads 9 at the bottom of the first prefabricated deep layer plate 1 close to the bridge head, and a small amount of slurry is injected into the two lifting pads 9 at the bottom of the second prefabricated deep layer plate 2, thereby realizing fine control and ensuring the road surface to be flat.
Although the preferred embodiments of the present utility model have been described above with reference to the accompanying drawings, the present utility model is not limited to the above-described embodiments, which are merely illustrative, not restrictive, and many changes may be made by those having ordinary skill in the art without departing from the spirit of the present utility model and the scope of the appended claims, which are to be construed as falling within the scope of the present utility model.
Claims (10)
1. The active control type structural system for managing the bridge head jumping is characterized by comprising a first prefabricated deep layer plate and a second prefabricated deep layer plate which are identical in structure and are arranged on the same horizontal plane, wherein the first prefabricated deep layer plate is closer to a bridge abutment relative to the second prefabricated deep layer plate; the end part of the first prefabricated deep layer plate is erected on the bracket of the bridge abutment, and a vertical anchor rod and a horizontal pull rod are connected between the first prefabricated deep layer plate and the bridge abutment;
a cushion layer is paved at the lower parts of the first prefabricated deep layer plate and the second prefabricated deep layer plate, two sleeper beams are arranged in the cushion layer, one sleeper beam is positioned at the joint of the first prefabricated deep layer plate and the second prefabricated deep layer plate, and the other sleeper beam is positioned at the farthest end of the second prefabricated deep layer plate from the bridge abutment;
two lifting pads are respectively arranged at the bottoms of the first prefabricated deep layer plate and the second prefabricated deep layer plate, and the two lifting pads are arranged side by side along the length direction of the first prefabricated deep layer plate or the second prefabricated deep layer plate;
grouting pipe holes are respectively reserved on the first prefabricated deep layer plate and the second prefabricated deep layer plate, and each grouting pipe hole is arranged corresponding to one lifting pad; a grouting pipe is arranged in each grouting pipe pore canal, and the grouting pipe is fixedly connected with the top surfaces of the first prefabricated deep layer plate and the second prefabricated deep layer plate; the grouting pipe comprises a grouting pipe hole, a lifting pad and a grouting pipe, wherein a grouting outlet at the bottom of the grouting pipe extends out of the grouting pipe hole and is in the wrapping range of the lifting pad; the lifting pad is bound and fixed with the bottom of the grouting pipe extending out of the pore canal of the grouting pipe, so that the lifting pad is connected to the bottoms of the first prefabricated deep layer plate and the second prefabricated deep layer plate, and the grouting pipe is communicated with the inside of the lifting pad; the grouting pipe is used for injecting the slurry to different lifting pads in multiple times, so that the active control of uneven settlement of the bridge head can be realized;
filling layers are arranged on the first prefabricated deep layer plate and the second prefabricated deep layer plate, and road layers are arranged on the filling layers; a steel pipe protective sleeve is arranged outside the grouting pipe corresponding to the filling layer and the pavement layer, and the steel pipe protective sleeve is fixedly connected with the top surfaces of the first prefabricated deep layer plate and the second prefabricated deep layer plate; the surface of pavement layer is provided with the steel lid, the steel lid is right steel pipe protective sheath top seals to prevent that the foreign matter from getting into the pore of slip casting pipe.
2. The active control type structural system for managing bridgehead jumping according to claim 1, wherein the lengths of the first prefabricated deep layer plate and the second prefabricated deep layer plate are 4-6 m, and the widths are smaller than the widths of roads by 1-2 m.
3. The active control type structural system for managing bridgehead jumping of claim 1, wherein the thickness of the first prefabricated deep layer plate and the second prefabricated deep layer plate is 30-35 cm.
4. The active control type structural system for managing bridgehead jumping of claim 1, wherein an oil blanket layer is laid between the first prefabricated deep layer plate and brackets of a bridge abutment, a plurality of plate-type rubber supports are arranged on the oil blanket layer, and a plurality of plate-type rubber supports are arranged at intervals along the width direction of the first prefabricated deep layer plate.
5. The active control type structural system for managing bridgehead jumping according to claim 1, wherein the vertical anchor rods and the horizontal tie rods are arranged in groups and are arranged at intervals in the width direction of the first prefabricated deep laminate.
6. The active control type structural system for managing bridgehead jumping of claim 5, wherein the distance between two adjacent groups of vertical anchor rods or horizontal pull rods is 75-80 cm.
7. The active control type structural system for managing bridgehead jumping according to claim 1, wherein a construction joint is arranged between the first prefabricated deep layer plate and the second prefabricated deep layer plate, and asphalt and a double-layer steel-plastic grid are filled in the construction joint.
8. The active control type structural system for managing bridgehead jumping of claim 1, wherein the first prefabricated deep layer plate and the second prefabricated deep layer plate are not connected with the sleeper beam.
9. The active control type structural system for managing bridgehead jumping according to claim 1, wherein two lifting pads at the bottom of the first prefabricated deep layer plate uniformly cover an area between brackets of a bridge platform and the sleeper beams, and two lifting pads at the bottom of the second prefabricated deep layer plate uniformly cover an area between the two sleeper beams.
10. The active control type structural system for managing bridgehead jumping according to claim 1, wherein the grouting pipe hole is located at the central position of the lifting pad corresponding to the grouting pipe hole.
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| CN202223141241.7U CN218911107U (en) | 2022-11-25 | 2022-11-25 | Active control type structural system for controlling bridge head jumping |
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