CN113136788B - Bridgehead structure capable of reducing incidence of bridgehead bumping and construction and maintenance method - Google Patents
Bridgehead structure capable of reducing incidence of bridgehead bumping and construction and maintenance method Download PDFInfo
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- CN113136788B CN113136788B CN202110397610.XA CN202110397610A CN113136788B CN 113136788 B CN113136788 B CN 113136788B CN 202110397610 A CN202110397610 A CN 202110397610A CN 113136788 B CN113136788 B CN 113136788B
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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
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
Abstract
The invention provides a bridgehead structure for reducing the incidence of bridgehead vehicle jump at a soft soil embankment and a construction and maintenance method, which solve the problems of road surface or butt strap deformation, fracture and even pot holes in the joint area of the conventional embankment and abutment. The bridge head structure comprises a bridge deck section and embankment sections located on two sides, and a transition area is arranged between the embankment sections and the bridge deck section. After the pavement part and the transition area are subjected to secondary settlement, the asphalt pavement on the bridge face part is rolled by a power-on heating mode and the action of the compactor, so that the height of the pavement at the position is effectively reduced.
Description
Technical Field
The invention relates to a bridgehead vehicle bump treatment technology in the technical field of highways.
Background
The bumping at the bridge head is caused by inconsistent settlement between the bridge head and the embankment at the junction of the bridge and the embankment, so that the bridge head is staggered, the driving safety is seriously influenced, and the damage to the bridge and the road surface is accelerated.
Regarding the technology of managing vehicle jump at bridge head, the main aim of the technology is to perform emergency repair after the vehicle jump at bridge head occurs, and the repair is mainly to lift the transition area between the bridge abutment and the embankment, that is, the transition area between the bridge abutment and the embankment is 30-50 meters as a lifting area, and the transition area is effectively lifted to a height, so that a transition gradually inclined from the embankment to the direction of the bridge abutment is formed between the bridge abutment and the embankment, for example:
the invention application, application number 2019107958692, filed by Shandong academy of transportation on 27/08/2019 discloses a method for treating vehicle bump at bridge head by multiple times of grouting, which comprises the steps of embedding a vehicle bump treatment component at bridge head into an embankment layer by layer in the process of filling the embankment, wherein the vehicle bump treatment component at bridge head comprises a first pipe and a second pipe, the first pipe is embedded into the embankment, the second pipe is embedded into the first pipe, one end of the second pipe is hollow or provided with a detachable end cover, and the peripheral sides of the second pipe and the first pipe are provided with orifices. After the bridgehead vehicle bump occurs, the second pipe is rotated relative to the first pipe, the second pipe is communicated with the orifice of the first pipe, high-pressure cement mortar is introduced into the second pipe, the cement mortar enters the soil body of the embankment through the orifice of the second pipe and the orifice of the first pipe, the settlement is effectively reduced, and the embankment is reinforced to treat the bridgehead vehicle bump.
Similar technology also has an embankment structure and a filling method, which are applied by river and sea university on 11/13/2013 and have application number of 201310563068.6, wherein the embankment structure comprises a cushion layer, a stone layer and a filler which are sequentially arranged. The anti-jumping vehicle unit comprises a porous pipe body, geogrids and filler, wherein the periphery of the porous pipe body is coated with a geomembrane, the geogrids are used for connecting a certain number of porous pipe bodies together, and the filler is filled at the periphery of the porous pipe body.
In the technical scheme, the problem of local settlement is solved by adopting a mode of pre-laying a grouting pipeline in an embankment foundation to perform secondary grouting. The technology also brings negative effects, namely, the problem that the local compactness of the embankment does not reach the standard in the compaction process, the rigidity of the pipeline is far lower than that of the embankment, and the problem of secondary settlement caused by pipeline deformation during construction and operation is solved, so that the local settlement can be accelerated to be formed in the grouting pipeline, and new harm is brought.
The secondary grouting mode of the grouting pipeline simultaneously can form mushroom-shaped concretions at the grouting port from the perspective space, and the concretions are distributed in a punctiform mode in the rammed soil cushion layer, namely, a local concave-convex structure is formed at the road surface, and the flatness of the road surface is damaged.
Therefore, the method of embedding the grouting pipeline is not the most effective method for solving the vehicle jump at the bridge head.
In order to solve the secondary disaster caused by pre-laying of grouting pipelines: the invention is invented and created with application number 201910165860.3, applied by Zhejiang industry university in 2019, 03, 06, and the technology forms a grouting channel by a drilling machine in-situ drilling construction at a settlement position, prepares grouting slurry by injecting polyurethane high polymer in a mass ratio of polyurethane to fly ash to water =1:2:3, and treats bridge head jumping under the condition of traffic through transverse drilling and grouting.
The invention has simple construction, good treatment effect and obvious benefit. And the secondary grouting mode is used for locally lifting the pavement of the settlement area so as to solve the problem of harm caused by settlement of the bridge head embankment. Similarly, the vertical perforation grouting mode is adopted, and solidified bodies formed by grouting are distributed in a dotted manner, so that the stable embankment is not formed easily.
The existing technology for treating the bump at the bridge head is all treated from an embankment lifting angle, namely, the embankment is lifted in a secondary expansion mode, so that the settled embankment is lifted, the treatment purpose is achieved, the repair of a bridge head transition area can be realized in the mode, but the problem of high repair difficulty also exists, for example, the pressure of a grouting pump is required, the problems of slurry leakage and pressure release are easily caused, and in practice, the improvement effect is limited.
Disclosure of Invention
In order to solve the defects of the prior art, the invention provides a bridgehead structure for reducing the occurrence rate of bridgehead bump at a soft soil embankment and a construction and maintenance method.
The technical scheme adopted by the invention for solving the technical problems is as follows:
the utility model provides a reduce bridgehead structure of bridgehead bump incidence, this bridgehead structure includes bridge floor section and the embankment section that is located both sides, and is transition region between embankment section and bridge floor section, its characterized in that lay the obturator of subsiding with adjustable on the bridge of bridge floor section, should subside the obturator including at least one deck grid plate and one deck composite plastic backing plate that fold each other and press from both sides to keep away from the grid plate surface covering geotechnological cloth of composite plastic backing plate one side, composite plastic backing plate is formed by top-down ABS/PVC PA/PVC ABS board complex, and is provided with the heating resistor silk between two liang of sheet layers to set up the electrode utmost point ear of heating resistor silk in one side of composite plastic backing plate.
The grid plates are divided into two layers and are respectively arranged on the upper side and the lower side of the composite plastic plate.
The grid plate is a thick steel plate with a 20mm hollow structure, and the ratio of the hollow part to the non-hollow part is 1: 1.
The grid plate is a three-dimensional woven net woven by spring steel wires, the three-dimensional woven net has 50% compactness, and warps and wefts in the three-dimensional woven net are formed by crossing the steel wires and the heating resistance wires.
The latticed framework and the three-dimensional structure formed by an external skin are adopted as the latticed framework, the skin structure is a stainless steel sheet, the stainless steel sheet is fixed on the outer side of the framework in a welding or riveting mode, and through holes are formed in the skin structure.
And two sides of the transition area are respectively provided with a prefabricated concrete wallboard in a vertical state, and the prefabricated concrete wallboards are tensioned through the prestress of a plurality of groups of steel strand wire bundles.
A method for constructing a bridge head structure for reducing the incidence of bumping at the bridge head comprises the steps of firstly completing construction of an embankment section, then constructing a transition region, wherein each cushion layer of the transition region sequentially comprises a soft soil foundation, an ash soil ramming layer and a gravel cushion layer from bottom to top, wherein a spiral pile is implanted into the soft soil foundation according to needs, the spiral pile is of a prefabricated concrete structure, the screwing depth is controlled to be about two meters, the spiral pile is densely arranged according to 1 meter multiplied by 1 meter grids, then ash soil is laid on the soft soil foundation, the ash soil is a mixture formed by mixing quicklime and plain soil, the mixture is tamped in layers, steel pipes are pre-buried in the ash soil ramming layer, and then the gravel cushion layer is laid;
adjustable settlement filling bodies are laid on the bridge of the bridge deck section,
and finally, paving the asphalt surface layer.
After the asphalt layer is laid, two sides of the transition area are excavated, vertical faces are formed, precast concrete wallboards are arranged on the vertical faces of the two sides respectively, steel strand anchoring holes and through holes are formed in the precast concrete wallboards, the anchoring holes are used for anchoring steel strand harnesses, the steel strand harnesses penetrate preset steel pipes arranged in a grey soil layer simultaneously, finally, anchoring heads of the steel strand harnesses are used for fixing two ends of the steel strand harnesses under the assistance of hydraulic tensioning equipment, after the fixation is completed, the precast concrete wallboards on the two sides are tensioned by steel strands, and the soil layer compactness of the lap joint transition area can be adjusted after the prestress is clamped.
After a transition region is settled, a heating resistance wire in an adjustable settlement filling body is electrified to gradually melt a composite plastic base plate, and the composite plastic base plate is matched with a compactor on a bridge floor to vibrate and compact above the bridge floor, so that molten plastic enters a grid plate, and the height of a bridge floor road surface layer is reduced.
The invention has the beneficial effects that: the invention carries out pre-buried treatment by arranging the adjustable sedimentation filling bodies on the bridge deck section, and when the pavement part and the transition area have secondary sedimentation, the asphalt pavement of the bridge deck part is rolled by a power-on heating mode and the action of the compactor, so that the pavement height at the position is effectively reduced.
Drawings
Fig. 1 is a perspective view.
Fig. 2 is a longitudinal section through the transition region.
Fig. 3 is a cross-section of the transition region.
Fig. 4 is a perspective view of a precast concrete wall panel.
Fig. 5 is a cross-sectional view of an adjustable sedimentation packing body.
Fig. 6 is a layered view of an adjustable sedimentation packing body.
Fig. 7 is a schematic view of an adjustment process of the adjustable sedimentation packing.
Fig. 8 is a schematic view of an adjustment process of the adjustable sedimentation packing.
Fig. 9 is a schematic view of the adjustment process of the adjustable sedimentation packing.
Fig. 10 is a schematic view of the adjustable sedimentation filling body according to the second embodiment.
In the figure:
10 the bridge deck section is provided with a bridge deck section,
20 transition area, 21 soft soil foundation, 22 lime soil ramming layer, 23 broken stone cushion layer, 24 steel pipe,
30, the roadbed is adopted,
40 adjustable sedimentation filler, 41 grid plate, 41' three-dimensional steel wire net, 42 composite plastic backing plate, 43 geomembrane,
50 prefabricated concrete wall panels, 51 anchoring holes and perforations, 52 protrusions,
60 the bundle of the steel strands,
00 asphalt surface course.
Detailed Description
In the embodiment, various factors of the bump at the bridge head are comprehensively considered, wherein the characteristic of the soft soil embankment determines that the soft soil embankment is bound to have settlement within a certain numerical range, the settlement is allowed and has no great harm, most of the harm appears within the range of 30-50 meters, the settlement of the transition area of the soft soil embankment is actively reduced, meanwhile, the settlement at the bridge head position is improved, an adjustable dynamic balance is formed between the soft soil embankment and the embankment, the trend of the settlement at the bridge head is reduced, and the soft soil embankment can be repaired after the settlement occurs to a certain degree.
The purpose of this embodiment is through the joint coordination improvement to transition region and bridge floor bed course, solves the problem of bridge head jump car.
The conventional bridgehead locations include the deck sections 10, the transition areas 20, and the subgrades 30.
The specific construction method is that the adjustable sedimentation filler 40 is laid on the bridge, the adjustable structure is arranged in the transition area, and the adjustable sedimentation filler 40 starts the adjustment function according to the requirement of a time axis.
Example one
The detailed description is provided with reference to the accompanying drawings 1 to 9. In the construction of the transition area 20, firstly, each cushion layer is sequentially a soft soil foundation 21, an ash soil ramming layer 22, a gravel cushion layer 23 and an asphalt surface layer 00 from bottom to top, wherein spiral piles are implanted into the soft soil foundation 21 as required, the spiral is of a prefabricated concrete structure, the screwing-in depth is controlled to be about two meters, the spiral piles are densely arranged according to 1 × 1 grids, the spiral piles adopt large piles with the diameter of 50 centimeters, and the special installation equipment is adopted for installation by referring to fig. 1 and 2.
And laying lime soil on the soft soil foundation 21, wherein the lime soil is a mixture formed by mixing quicklime and plain soil, compacting by using a vibrating compactor, then laying a gravel cushion layer on the lime soil layer, and compacting for later use.
The method comprises the steps of tamping in a layering mode, specifically, controlling the thickness of a lime-soil layer at the bottommost layer to be about 10mm, compacting, then laying a layer of geomembrane, reserving 10cm of lap joint width at a needed lap joint position, welding the lap joint position by adopting double-seam hot-melt welding, and checking the air tightness of the butt joint after welding is completed. Then laying and tamping an upper lime soil layer.
The steel pipe 24 is embedded in the lime soil ramming layer, the steel pipe has the inner diameter of 10mm, and forms a channel for the steel cable to pass through, the lime soil ramming layer is compacted in a layering mode, and the steel pipe 24 is added in the layering compaction process layer by layer.
A gravel cushion layer is arranged above the lime-soil ramming layer.
Then, an adjustable settlement filling body 40 is laid on the leveled bridge deck, and the filling body is composed of an upper layer grid plate 41, a lower layer grid plate 41 and a composite plastic backing plate 42 clamped between the two hollow grid plates, and the structure of the filling body is described in detail below.
In this embodiment, the grid plate 41 is made of a 20mm thick steel plate having meshes, and is hollowed out, wherein the preferred forming method of the hollowing is punching again, that is, the grid holes are formed by a punching process in a specification of 1cm × 1cm, and the grid holes are uniformly arranged in a vertical and horizontal array on the steel plate. The ratio of the hollow parts to the non-hollow parts of the grid plate is approximately 1: 1. The grid plate 41 has a thick thickness, typically around 1 cm.
In a preferred embodiment, the grid holes of the two grid plates are crossed.
The composite plastic backing plate 42 is formed by compounding ABS/PVC/PA/PVC/ABS multilayer plates from top to bottom, heating resistance wires are arranged between every two plate layers, and electrode tabs of the heating resistance wires are arranged on one side of the composite plastic backing plate to facilitate the electrification of a power supply.
The geomembrane 43 is arranged above the upper grid plate, the geomembrane layer is laid above the broken stone cushion layer, the lap joint width of 10cm is reserved at the needed lap joint position, the lap joint surface position is welded by adopting double-seam hot-melt welding, and the air tightness of the seam is checked after the welding is finished. The geomembrane is welded into a whole by heat welding to form a waterproof layer.
After the above treatment, the treatment of the bridge deck portion is completed.
The last is the laying of asphalt overlay 00, see fig. 5 and 6.
The implementation process of the invention comprises two parts, namely a soft soil filled embankment part and a bridge and culvert part, wherein the bridge and culvert part is of a reinforced concrete structure, the part has high rigidity and sedimentation stability, and generally speaking, the sedimentation amount of the part is within 1 mm. In the transition region between the soft soil filled embankment part and the bridge and culvert part, due to the problems of compaction compactness and the like in the soft soil compaction stage of the transition region, settlement is easy to occur in the transition region, meanwhile, embankment settlement is easy to occur in the soft soil filled embankment part, and the bridge and culvert part is obviously higher than the transition region in height, so that the main factor of vehicle jumping is realized.
The present invention has been made to solve the above problems through the above implementation process.
Referring to fig. 3 and 4, after the asphalt layer is laid, two sides of the transition area are excavated to form vertical faces, precast concrete wall panels 50 are respectively arranged on the vertical faces of the two sides, steel strand anchoring holes and through holes 51 are arranged in the precast concrete wall panels 50, the anchoring holes are used for anchoring steel strand bundles 60, the steel strand bundles simultaneously penetrate through preset steel pipes arranged in a lime soil layer, finally, anchoring heads of the steel strand bundles are used for fixing two ends of the steel strand bundles with the aid of hydraulic tensioning equipment, after the fixing is completed, the precast concrete wall panels on the two sides are tensioned by steel strands to form a whole, the reinforcing structure is prestressed on the two sides of the transition area, the compactness in the transition area is further improved through the implementation of the prestress, and the transverse loosening is effectively prevented. And (3) forming a connecting area between the two precast concrete wall boards by stretching the dense steel strands, and forming a clamping. The soil layer compactness of the lap joint transition area can be adjusted after the prestress clamping.
Further, the inner surface of the precast concrete wall panel is provided with a plurality of protrusions 52, which are densely arranged to improve the grip force with the inner soil layer.
The working principle of the invention is as follows:
in the technology, after the settlement of the transition area occurs, the heating resistance wire in the adjustable settlement filling body is electrified, so that the composite plastic base plate is gradually melted, and meanwhile, the composite plastic base plate is vibrated and compacted above the bridge floor by matching with a compactor, so that the melted plastic enters the grid plate, the height of the bridge floor pavement is reduced, and the settlement of a soft soil roadbed and the transition area is adapted.
The invention starts from a mode of adjusting the effective height of the bridge pavement, solves the problem of traditional roadbed height lifting, and thoroughly solves the problem of bumping at the bridge head because the height of the bridge deck is reduced and is consistent with that of the roadbed.
The invention has another advantage that the height can be accurately adjusted according to the settlement data, the process is that the heating time of the heating resistance wire is controlled, when the height of the bridge surface asphalt surface layer is consistent with that of the roadbed asphalt surface layer, the heating and the compaction are stopped, and a new rigid support is formed after the composite plastic base plate is cooled.
The invention has another advantage that multiple height adjustment can be realized, when the sedimentation occurs again, the heating resistance wire can be electrified again to form heating, and the secondary height adjustment can be formed by matching with the compactor again to perform compaction operation.
Another advantage of the present invention is that local adjustment can be achieved, and when the two ends of the bridge are unevenly settled, the melting time can be prolonged for the end with the larger settlement, and the height adjustment of the local and specific sections on the whole beam section can be further achieved by matching with the compactor to achieve the height compaction.
Example two
In this embodiment, referring to fig. 10, the adjustable sedimentation filling body is composed of a middle three-dimensional steel wire mesh and composite plastic backing plates located at the upper and lower sides of the three-dimensional steel wire mesh, and the structures thereof are described in detail below.
In the embodiment, the three-dimensional steel wire mesh 41' is formed by weaving phi 1 spring steel wires, and is integrated by three-dimensional weaving, winding and compounding, the meshes of the three-dimensional steel wire mesh are dense, 50% compactness is formed after weaving, 50% of clearance space exists among the weaving steel wires, the optimal three-dimensional steel wire mesh has the thickness of 20mm to form an internal hollow structure, the warp and weft in the three-dimensional steel wire mesh are formed by crossing steel wires and heating resistance wires, namely, individual steel wires in the three-dimensional steel wire mesh are replaced by heating resistance wires to form a heating body, the composite plastic backing plates on the upper side and the lower side are melted by the heating heat, and is matched with a compaction machine of a road surface to carry out compaction operation, so that part or all of the molten plastic enters the three-dimensional steel wire mesh, by the mode, the height amplitude reduction of 10mm thickness can be realized by the single-layer three-dimensional steel wire mesh.
Further, in order to realize adjustment step by step and with a larger depth, the three-dimensional steel wire mesh and the composite plastic base plate can be stacked in a multi-layer manner to form a superimposed technical effect, for example, the arrangement of two layers of steel wire meshes can realize the height amplitude reduction with the thickness of 20mm to the maximum extent.
EXAMPLE III
Referring to the drawings, in the embodiment, the three-dimensional steel wire mesh is replaced by a structure which is provided with a latticed framework and a structure which is externally provided with a skin, the skin structure is a stainless steel thin plate, namely, the stainless steel thin plate is fixed on the outer side of the framework in a welding or riveting mode to form a covered structure, a plurality of through holes are arranged on the skin structure, the through holes enable pasty molten substances generated by melting of composite plastic base plates on the upper side and the lower side to smoothly enter the interior, and the height of a road surface is effectively reduced in an absorption mode.
The composite plastic backing plate is formed by compounding ABS/PVC/PA/PVC/ABS multi-layer plates from top to bottom, heating resistance wires are arranged between every two plate layers, and electrode lugs of the heating resistance wires are arranged on one side of the composite plastic backing plate so as to facilitate the electrification of a power supply.
The above-described embodiments are merely illustrative of the preferred embodiments of the present invention and do not limit the scope of the present invention, and various modifications and improvements of the present invention by those skilled in the art without departing from the spirit of the present invention are intended to fall within the scope of the present invention defined by the claims.
Claims (3)
1. A method for constructing a bridge head structure for reducing the incidence of bumping at the bridge head comprises the steps of firstly completing construction of an embankment section, then constructing a transition region, wherein each cushion layer of the transition region sequentially comprises a soft soil foundation, an ash soil ramming layer and a gravel cushion layer from bottom to top, and is characterized in that a spiral pile is implanted into the soft soil foundation according to needs, the spiral pile is of a prefabricated concrete structure, the screwing depth is controlled to be about two meters, the spiral pile is densely arranged according to 1 meter multiplied by 1 meter grids, then ash soil is laid on the soft soil foundation, the ash soil is a mixture formed by mixing quicklime and plain soil, a steel pipe is tamped in the ash soil ramming layer in a layered mode, and then a gravel cushion layer is laid;
laying an adjustable sedimentation filler on a bridge at a bridge deck section, wherein the adjustable sedimentation filler at least comprises a layer of grid plate and a layer of composite plastic backing plate which are mutually overlapped and clamped, and the surface of the grid plate far away from one side of the composite plastic backing plate is covered with geotextile;
the two layers of the grid plates are respectively arranged on the upper side and the lower side of the composite plastic plate;
the grid plate is a three-dimensional woven net formed by crossing steel wires and heating resistance wires, and the three-dimensional woven net has 50% of compactness;
the two sides of the transition area are respectively provided with a prefabricated concrete wallboard in a vertical state, and the prefabricated concrete wallboards are prestressed and tensioned between the two prefabricated concrete wallboards through a plurality of groups of steel strand wire bundles;
and finally, paving the asphalt surface layer.
2. The method as claimed in claim 1, wherein after the asphalt surface layer is laid, two sides of the transition area are excavated to form vertical surfaces, the vertical surfaces on the two sides are respectively provided with precast concrete wall panels, the precast concrete wall panels are provided with steel strand anchoring holes and through holes, the steel strand bundles are anchored in the steel strand anchoring holes, the steel strand bundles simultaneously penetrate through the preset steel pipes arranged in the gray soil layer, and finally the two ends of the steel strand bundles are fixed with the aid of a hydraulic tensioning device by using the anchoring heads of the steel strand bundles.
3. A maintenance method of a bridgehead structure for reducing the incidence of bump at the bridgehead comprises a bridge deck section and embankment sections positioned at two sides, and a transition area is arranged between the embankment sections and the bridge deck section, and is characterized in that an adjustable settlement filling body is laid on a bridge at the bridge deck section, the adjustable settlement filling body at least comprises a layer of grid plate and a layer of composite plastic backing plate which are mutually overlapped and clamped, geotextile is covered on the surface of the grid plate far away from one side of the composite plastic backing plate, the composite plastic backing plate is formed by compounding ABS/PVC/PA/PVC/ABS plates from top to bottom, heating resistance wires are arranged between every two plate layers, and electrode tabs of the heating resistance wires are arranged at one side of the composite plastic backing plate,
the two layers of the grid plates are respectively arranged on the upper side and the lower side of the composite plastic plate;
the grid plate is a three-dimensional woven net formed by crossing steel wires and heating resistance wires, and the three-dimensional woven net has 50% compactness;
the two sides of the transition area are respectively provided with a prefabricated concrete wallboard in a vertical state, and the prefabricated concrete wallboards are prestressed and tensioned between the two prefabricated concrete wallboards through a plurality of groups of steel strand wire bundles;
after the transition area is settled, the heating resistance wires in the adjustable settlement filling bodies are electrified to gradually melt the composite plastic base plate, and the composite plastic base plate is vibrated and compacted above the bridge floor by a compactor on the bridge floor, so that the melted plastic enters the grid plate, and the height of the bridge floor is reduced.
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| CN204401447U (en) * | 2015-01-27 | 2015-06-17 | 重庆交通大学 | A kind of structure preventing bumping at bridge-head |
| CN204849508U (en) * | 2015-07-15 | 2015-12-09 | 浙江省交通规划设计研究院 | Roadbed structure of soft soil foundation highway road bridge changeover portion |
| CN106245518A (en) * | 2016-09-30 | 2016-12-21 | 南京工程学院 | A kind of pad adjusting means punishing bumping at bridge-head |
| CN106676994A (en) * | 2017-01-20 | 2017-05-17 | 浙江省交通规划设计研究院 | Foamed concrete embankment with adjustable load and construction method thereof |
| CN207176661U (en) * | 2017-06-21 | 2018-04-03 | 泰安现代塑料有限公司 | Grid composite geotext ile |
| CN109133845A (en) * | 2018-09-29 | 2019-01-04 | 沈阳建筑大学 | A kind of application method of magnetic heat molten type sulphide mastic in anchor cable anchor head |
| CN110685202A (en) * | 2019-09-23 | 2020-01-14 | 苏交科集团股份有限公司 | Lapping plate pushing construction method for reducing bumping at bridge head |
| CN212131688U (en) * | 2020-05-19 | 2020-12-11 | 华创天元实业发展有限责任公司 | Electric hot melting belt for reinforcing special-shaped plate |
| KR102229100B1 (en) * | 2020-06-30 | 2021-03-18 | 주식회사 더지엘 | Road facility with permeability |
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Effective date of registration: 20221026 Address after: 201, Block D, Yinfeng Fortune Plaza, No. 1, Longao West Road, Jinan, Shandong 250000 Patentee after: Shandong high speed traffic construction Group Jinan Maintenance Technology Co.,Ltd. Address before: No.268, Qinglong Road, Pingyin County, Jinan City, Shandong Province Patentee before: Yin Shaobin |
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