CN110644297A - Anti-bulging supporting structure of ballastless track high-speed railway and construction method - Google Patents
Anti-bulging supporting structure of ballastless track high-speed railway and construction method Download PDFInfo
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- CN110644297A CN110644297A CN201911051135.XA CN201911051135A CN110644297A CN 110644297 A CN110644297 A CN 110644297A CN 201911051135 A CN201911051135 A CN 201911051135A CN 110644297 A CN110644297 A CN 110644297A
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- 238000010276 construction Methods 0.000 title claims abstract description 19
- 239000002689 soil Substances 0.000 claims abstract description 100
- 238000009412 basement excavation Methods 0.000 claims abstract description 8
- 239000010410 layer Substances 0.000 claims description 49
- 230000002787 reinforcement Effects 0.000 claims description 16
- 238000005192 partition Methods 0.000 claims description 15
- 239000004567 concrete Substances 0.000 claims description 12
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 10
- 239000004746 geotextile Substances 0.000 claims description 9
- 239000002131 composite material Substances 0.000 claims description 7
- 238000004140 cleaning Methods 0.000 claims description 6
- 239000004576 sand Substances 0.000 claims description 6
- 239000002893 slag Substances 0.000 claims description 6
- 239000011150 reinforced concrete Substances 0.000 claims description 5
- 230000003014 reinforcing effect Effects 0.000 claims description 5
- 239000002344 surface layer Substances 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 21
- 101150097977 arch-1 gene Proteins 0.000 description 14
- 230000000694 effects Effects 0.000 description 7
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- 238000007789 sealing Methods 0.000 description 3
- 230000002349 favourable effect Effects 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 230000004888 barrier function Effects 0.000 description 1
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- 238000005553 drilling Methods 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01B—PERMANENT WAY; PERMANENT-WAY TOOLS; MACHINES FOR MAKING RAILWAYS OF ALL KINDS
- E01B2/00—General structure of permanent way
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/20—Securing of slopes or inclines
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/02—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against ground humidity or ground water
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Abstract
The invention discloses a ballastless track high-speed railway anti-hump supporting structure and a construction method, wherein the anti-hump supporting structure comprises a bottom arch arranged on the excavation basement surface of a cutting, the bottom arch is of a plate type structure and is bent downwards, a plurality of prestressed anchor cables are arranged in rows at intervals in an expansive soil foundation below the bottom arch, frame type retaining walls are respectively arranged on two sides of the bottom arch, and the frame type retaining walls are in contact with cutting slopes and are in rigid connection with the side surfaces of the bottom arch. The invention restrains the expansion deformation of the base by arranging the bottom arch and the prestressed anchor cables, bears the expansion force of the base, finally converts the expansion force into the thrust in the tangential direction of the two ends of the bottom arch, and transmits the thrust to the frame type retaining walls on the two sides.
Description
Technical Field
The invention relates to the field of roadbed engineering, in particular to an anti-bulging supporting structure suitable for a ballastless track high-speed railway and a construction method.
Background
The high-speed railway, particularly a ballastless track railway, has strict control on the arching deformation of a roadbed and the stability of a side slope, but along with the rapid development of the high-speed railway, a deep excavation cutting in an expansive soil area can be inevitably encountered in the construction process, under the condition of rainfall infiltration, the soil body is increased in humidifying dead weight, the shear strength is reduced, and an expansion effect is generated, so that the instability of the side slope and the uplift of a base are caused, and the operation safety of a train is seriously influenced.
At present, flexible measures such as anchor cables and the like and pile plate structure reinforcing measures are often adopted for resisting the uplift of a substrate, the effect of resisting the uplift by the flexible measures such as the anchor cables and the like is poor through practice, and the defects that the section size of a pile is overlarge and the like exist in a simple pile plate structure reinforcing measure; the slope reinforcement usually adopts the supporting structure form of the gravity retaining wall, but because of the expansion of the slope soil body and the effect of soil pressure, the section size of the gravity retaining wall is larger, the masonry quantity is large, and the method is not economical. Therefore, an anti-heave supporting structure is urgently needed to solve the existing problems aiming at the ballastless track high-speed railway engineering in expansive soil areas, and the anti-heave supporting structure has the characteristics of convenience in construction, economy, reasonability, safety, environmental protection and the like.
Disclosure of Invention
The invention aims to: in order to solve the problems of deformation of a roadbed base and stability of a side slope of a ballastless track of a deep cutting and expansive soil section, the anti-bulging support structure and the construction method of the ballastless track high-speed railway are provided.
In order to achieve the purpose, the invention adopts the technical scheme that:
a ballastless track high-speed railway anti-hump supporting structure comprises a bottom arch arranged on a cutting excavation basement surface, wherein the bottom arch is of a plate type structure and is bent downwards, a plurality of prestressed anchor cables are arranged in rows at intervals in an expansive soil foundation below the bottom arch, frame type retaining walls are arranged on two sides of the bottom arch respectively and are in contact with cutting slopes and are in rigid connection with the side faces of the bottom arch.
According to the invention, the bottom arch and the prestressed anchor cables are arranged on the base, so that the expansion deformation of the base is restrained, the expansion force of the base is borne, the expansion force is finally converted into the thrust in the tangential directions of two ends of the bottom arch, the thrust is transmitted to the frame-type retaining walls on two sides, and a part of the thrust of side slopes on two sides is balanced; the frame type retaining walls on the left side and the right side of the cutting are connected through the bottom arches to form a combined structure, the thrust on the opposite sides can be fully utilized to balance the thrust on the opposite sides, the structural size is reduced, and the integral soil wall formed by the frame type retaining walls and the soil in the frame jointly bears the pressure generated by the soil body behind the wall, so that the retaining of the side slope soil body is realized; the integral earth wall composed of the prestressed anchor cables, the frame type retaining wall and the soil in the frame balances the expansive force born by the bottom arch, and the deformation of the upper arch of the ballastless track high-speed railway is effectively controlled; the structure prevents the upwarp deformation of the expansive soil substrate, is favorable for the stability of the expansive soil side slopes, reduces the excavation of the side slopes on two sides, and has novel structure, simple construction and wide application prospect.
As a preferable scheme of the present invention, the frame-type retaining wall includes a foundation, a wall panel, a horizontal rib plate, and a vertical partition plate, wherein the horizontal rib plate and the vertical partition plate form a lattice frame, the wall panel is located at an end of the horizontal rib plate and connected to a side surface of the bottom arch, and the foundation is located in a soil body below the wall panel. The framework type retaining wall and the framework inner soil are subjected to the action of friction resistance of the longitudinal partition plates and the transverse rib plate side walls, and move together with the framework to form the integral soil wall, the fracture surface is located in the rear soil body at the tail end of the rib plate, and the integral soil wall formed by the framework type retaining wall and the framework inner soil jointly bears the pressure generated by the rear soil body of the wall, so that the retaining of the side slope soil body is realized.
As a preferable scheme of the invention, a plurality of capillary drainage pipes are transversely arranged in the grid framework, and a plurality of drainage holes are arranged on the wall panel. The capillary drainage pipe is arranged to penetrate into the side slope soil body, so that water in the side slope soil body and the soil body in the frame can be guided and drained to the drainage hole of the wall panel, and the water accumulation of the side slope soil body is prevented from generating an expansion effect.
As the preferable scheme of the invention, a water-resisting and impervious layer is paved on the top surface of the bottom arch. The waterproof seepage-proof layer has good sealing performance, and blocks the surface seepage water on the top surface of the bottom arch, so that the surface seepage water can be conveniently discharged.
As a preferred scheme of the invention, a drainage blind pipe is arranged above the waterproof impermeable layer, and the drainage blind pipe is longitudinally arranged at the lowest position of the top span of the bottom arch along a line. The drainage blind pipe is beneficial to draining the surface seepage water blocked on the top surface of the bottom arch.
As a preferable scheme of the invention, the side of the wall panel, which is contacted with the soil body, and the outside of the drainage blind pipe are respectively provided with the inverted filter layer. The inverted filter layer is arranged on one side of the wall panel, which is in contact with the soil body, and outside the drainage blind pipe, so that the drainage blind pipe can be prevented from being blocked by fine-grained soil on the bottom layer of the foundation bed.
As a preferable scheme of the invention, the bottom arch, the wall panels on two sides and the grid frame are of reinforced concrete integral structures.
As a preferred scheme of the invention, the water-resisting and seepage-proofing layer is a composite water-proof and drainage plate.
As a preferable scheme of the invention, the reverse filter layer is made of geotextile and sand gravel.
A construction method of a anti-bulging supporting structure of a ballastless track high-speed railway comprises the following steps:
step one, excavating expansive soil cutting slopes in a grading manner, protecting, and performing temporary drainage until the top surface design elevation of the frame type retaining wall is reached;
step two, digging transverse rib plate grooves and longitudinal partition plate grooves in a side slope soil body, and cleaning slag bodies in the grooves;
binding reinforcing steel bars in the transverse rib plate grooves and the longitudinal partition plate grooves, reserving connecting reinforcing steel bars for connecting wall panels, pre-burying capillary drainage pipes, and then pouring concrete to form a square frame with the exposed connecting reinforcing steel bars;
fourthly, excavating a wall panel foundation trench and a bottom arch trench, cleaning slag in the trench, constructing a prestressed anchor cable on the expansive soil foundation, and performing pressure grouting to form a prestressed anchor cable reinforcing structure;
erecting a construction template, placing a bottom arch reinforcement cage, reserving connecting reinforcements for connecting wall panels, building a foundation and pouring bottom arch concrete;
step six, binding a wall panel reinforcement cage on the foundation, connecting the connecting reinforcement with the wall panel reinforcement, then erecting a wall panel template, pre-embedding a drainage hole pipe, and then pouring concrete in the wall panel template;
step seven, paving a waterproof impermeable layer on the top surface of the bottom arch, paving a reverse filter layer on the soil facing surface of the wall panel, and then backfilling soil between the reverse filter layer of the wall panel and the side slope and tamping until the wall top is reached;
step eight, arranging drainage blind pipes at the lowest positions of the bottom arches along the line longitudinally, and arranging an inverted filter layer outside the drainage blind pipes;
and step nine, filling the bottom layer and the surface layer of the foundation bed layer by layers.
The foundation is provided with the bottom arch of the reinforced concrete integral structure and the frame type retaining wall through the first step to the ninth step, and the plurality of prestressed anchor cables are arranged below the bottom arch, so that the deformation of the upper arch of the expansive soil foundation can be effectively prevented, the stability of the expansive soil side slope is facilitated, the requirements of a high-speed railway on the smoothness of a line and the stability of the side slope are met, and the method has the characteristics of convenience in construction, economy, reasonability, safety, environmental protection and the like.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
1. according to the invention, the bottom arch and the prestressed anchor cables are arranged on the base, so that the expansion deformation of the base is restrained, the expansion force of the base is borne, the expansion force is finally converted into the thrust in the tangential directions of two ends of the bottom arch, the thrust is transmitted to the frame-type retaining walls on two sides, and a part of the thrust of side slopes on two sides is balanced; the frame type retaining walls on the left side and the right side of the cutting are connected through the bottom arches to form a combined structure, the thrust on the opposite sides can be fully utilized to balance the thrust on the opposite sides, the structural size is reduced, and the integral soil wall formed by the frame type retaining walls and the soil in the frame jointly bears the pressure generated by the soil body behind the wall, so that the retaining of the side slope soil body is realized; the integral earth wall composed of the prestressed anchor cables, the frame type retaining wall and the soil in the frame balances the expansive force born by the bottom arch, and the deformation of the upper arch of the ballastless track high-speed railway is effectively controlled; the structure prevents the upward arch deformation of the expansive soil substrate, is beneficial to the stability of the expansive soil side slope, reduces the excavation of the side slopes on two sides, and has novel structure, simple construction and wide application prospect;
2. the framework type retaining wall and the framework soil are subjected to the action of friction resistance of the longitudinal partition plates and the lateral walls of the transverse rib plates, and move together with the framework to form an integral soil wall, the fracture surface is positioned in the rear soil body at the tail end of the rib plate, and the integral soil wall formed by the framework type retaining wall and the framework soil jointly bears the pressure generated by the rear soil body of the wall, so that the retaining of the side slope soil body is realized;
3. the capillary drainage pipe is arranged to be deep into the soil body of the side slope, so that the water in the soil body of the side slope and the soil body in the framework can be guided and drained to the drainage hole of the wall panel, and the water accumulation of the soil body of the side slope is prevented from generating an expansion effect;
4. the waterproof and impervious layer is laid on the top surface of the bottom arch, and has good sealing performance, so that the surface seepage water is blocked on the top surface of the bottom arch, and the surface seepage water is conveniently discharged;
5. the drainage blind pipe is arranged above the waterproof impermeable layer and is longitudinally arranged at the lowest position of the span of the top surface of the bottom arch along a line, so that the drainage blind pipe is beneficial to draining the ground surface seepage water blocked on the top surface of the bottom arch;
6. the inverted filter layer is arranged on one side of the wall panel, which is in contact with the soil body, and outside the drainage blind pipe, so that the drainage blind pipe can be prevented from being blocked by fine-grained soil on the bottom layer of the foundation bed.
Drawings
Fig. 1 is a schematic cross-sectional view of an anti-bulging support structure of a ballastless track high-speed railway of the invention.
Fig. 2 is a schematic plan view of an anti-bulging support structure of a ballastless track high-speed railway in the invention.
The labels in the figure are: the water-proof and anti-seepage foundation comprises a bottom arch 1, a prestressed anchor cable 2, a frame type retaining wall 3, a foundation 4, a wall panel 5, a transverse rib plate 6, a longitudinal partition plate 7, a drainage blind pipe 8, a water-proof and anti-seepage layer 9, an inverted filter layer 10, a water drainage hole 11 and a capillary drainage pipe 12.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
The embodiment provides a ballastless track high-speed railway anti-bump supporting structure;
as shown in fig. 1 and fig. 2, the anti-bulging supporting structure of the ballastless track high-speed railway in the embodiment includes a bottom arch 1 disposed on a cutting excavation basement surface, the bottom arch 1 is a plate-type structure and is bent downward, a plurality of prestressed anchor cables 2 are disposed in rows and at intervals in an expansive soil foundation below the bottom arch 1, frame-type retaining walls 3 are respectively disposed on two sides of the bottom arch 1, and the frame-type retaining walls 3 are in contact with cutting slopes and are rigidly connected with side surfaces of the bottom arch 1.
According to the invention, the bottom arch and the prestressed anchor cables are arranged on the base, so that the expansion deformation of the base is restrained, the expansion force of the base is borne, the expansion force is finally converted into the thrust in the tangential directions of two ends of the bottom arch, the thrust is transmitted to the frame-type retaining walls on two sides, and a part of the thrust of side slopes on two sides is balanced; the frame type retaining walls on the left side and the right side of the cutting are connected through the bottom arches to form a combined structure, the thrust on the opposite sides can be fully utilized to balance the thrust on the opposite sides, the structural size is reduced, and the integral soil wall formed by the frame type retaining walls and the soil in the frame jointly bears the pressure generated by the soil body behind the wall, so that the retaining of the side slope soil body is realized; the integral earth wall composed of the prestressed anchor cables, the frame type retaining wall and the soil in the frame balances the expansive force born by the bottom arch, and the deformation of the upper arch of the ballastless track high-speed railway is effectively controlled; the structure prevents the upwarp deformation of the expansive soil substrate, is favorable for the stability of the expansive soil side slopes, reduces the excavation of the side slopes on two sides, and has novel structure, simple construction and wide application prospect.
In this embodiment, the frame-type retaining wall 3 includes a foundation 4, a wall panel 5, a horizontal rib plate 6 and a longitudinal partition plate 7, wherein the horizontal rib plate 6 and the longitudinal partition plate 7 form a grid frame, the wall panel 5 is located at the end of the horizontal rib plate 6 and connected with the side of the bottom arch 1, and the foundation 4 is made of concrete and located in a soil body below the wall panel 5. The framework type retaining wall and the framework inner soil are subjected to the action of friction resistance of the longitudinal partition plates and the transverse rib plate side walls, and move together with the framework to form the integral soil wall, the fracture surface is located in the rear soil body at the tail end of the rib plate, and the integral soil wall formed by the framework type retaining wall and the framework inner soil jointly bears the pressure generated by the rear soil body of the wall, so that the retaining of the side slope soil body is realized.
In this embodiment, a plurality of capillary drainage pipes 12 are transversely arranged in the grid framework, the capillary drainage pipes 12 are arranged between the transverse ribs 6 in parallel, and a plurality of drainage holes 11 are arranged on the wall panel 5. The capillary drainage pipe is arranged to penetrate into the side slope soil body, so that water in the side slope soil body and the soil body in the frame can be guided and drained to the drainage hole of the wall panel, and the water accumulation of the side slope soil body is prevented from generating an expansion effect. In order to improve the drainage effect, all the capillary drainage pipes are arranged in a quincunx manner in the grid frame, the inclination angle is 5 degrees, and the capillary drainage pipes penetrate through soil in the grid frame after drilling.
In this embodiment, a water-proof impermeable layer 9 is laid on the top surface of the bottom arch 1. The waterproof seepage-proof layer has good sealing performance, and blocks the surface seepage water on the top surface of the bottom arch, so that the surface seepage water can be conveniently discharged.
In this embodiment, be equipped with drainage blind pipe 8 above water proof barrier layer 9, drainage blind pipe 8 is longitudinally arranged along the way and is striden the lowest department at bottom arch 1 top surface, is equipped with a plurality of infiltration holes on drainage blind pipe 8, blocks that the earth's surface infiltration on bottom arch top surface gets into in the drainage blind pipe through the infiltration hole and discharges away.
In this embodiment, the side of the wall panel 5 contacting the soil body and the outside of the drainage blind pipe 8 are both provided with a reverse filtering layer 10. The capillary drainage pipe drains the side slope soil body seepage water to the side of the wall panel contacted with the soil body, and then the side slope soil body seepage water is drained through the drainage hole in the wall panel. The inverted filter layer is arranged on one side of the wall panel, which is in contact with the soil body, and outside the drainage blind pipe, so that the drainage blind pipe can be prevented from being blocked by fine-grained soil on the bottom layer of the foundation bed.
In this embodiment, the bottom arch 1, the wall panels 5 on both sides, and the grid frame are of a reinforced concrete integral structure.
In this embodiment, the water-blocking and impermeable layer 9 is a composite water-proof and drainage plate. The composite waterproof and drainage plate is a composite structure body with drainage and isolation functions, wherein the composite structure body is composed of a three-dimensional geonet core and two sides of the three-dimensional geonet core are both adhered with needle punched and punched geotextiles.
In this embodiment, the backwash layer 10 is made of geotextile and sand gravel. Geotextiles, also known as geotextiles, are water permeable geosynthetic materials made from synthetic fibers by needling or weaving. And the surface seepage water enters the drainage blind pipe through the seepage holes after passing through the inverted filter layer formed by the geotextile and the sand gravel.
Example 2
The embodiment provides a construction method of an anti-bulging supporting structure of a ballastless track high-speed railway in embodiment 1, which includes the following steps:
step one, excavating expansive soil cutting slopes in a grading manner, protecting, and performing temporary drainage until the top surface design elevation of the frame type retaining wall 3 is reached;
step two, digging a transverse rib plate 6 groove and a longitudinal clapboard 7 groove in a slope soil body, and cleaning slag in the grooves;
binding reinforcing steel bars in the transverse rib plate 6 grooves and the longitudinal partition plate 7 grooves, reserving connecting reinforcing steel bars connected with the wall panel 5 at the end parts of the reinforcing steel bars of the transverse rib plates 6, pre-burying capillary drainage pipes 12 after soil bodies are drilled among the transverse rib plates 6, and then pouring concrete to form a square frame with the exposed connecting reinforcing steel bars;
fourthly, excavating a foundation trench of a wall panel 5 and a bottom arch 1 trench, cleaning slag in the trench, constructing a prestressed anchor cable 2 on an expansive soil foundation by adopting a concrete construction foundation 4, and forming a prestressed anchor cable reinforcing structure by high-pressure grouting;
erecting a construction template, placing a bottom arch 1 reinforcement cage, reserving connecting reinforcements for connecting wall panels 5, building a foundation and pouring bottom arch concrete;
step six, binding a wall panel 5 reinforcement cage on the foundation 4, connecting all connecting reinforcements with the wall panel 5 reinforcements, then erecting a wall panel template, embedding a water drain hole 11 pipe in advance, then pouring concrete in the wall panel template, and removing the wall panel template after the concrete is solidified to form the wall panel 5;
step seven, laying a layer of composite waterproof and drainage plate on the top surface of the bottom arch 1 as a waterproof and impermeable layer 9, laying geotextile and sand gravel as a reverse filter layer 10 on the soil facing surface of the wall panel 5, and then back-filling and tamping soil between the reverse filter layer of the wall panel and the side slope until the wall top;
step eight, longitudinally arranging a drainage blind pipe 8 at the lowest position of the bottom arch 1 along a line, and arranging geotextile and sand gravel outside the drainage blind pipe 8 as a reverse filter layer 10;
and step nine, filling the bottom layer and the surface layer of the foundation bed layer by layers.
The foundation is provided with the bottom arch of the reinforced concrete integral structure and the frame type retaining wall through the first step to the ninth step, and the plurality of prestressed anchor cables are arranged below the bottom arch, so that the deformation of the upper arch of the expansive soil foundation can be effectively prevented, the stability of the expansive soil side slope is facilitated, the requirements of a high-speed railway on the smoothness of a line and the stability of the side slope are met, and the method has the characteristics of convenience in construction, economy, reasonability, safety, environmental protection and the like.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A ballastless track high-speed railway anti-hump supporting structure is characterized by comprising a bottom arch arranged on a cutting excavation basement surface, wherein the bottom arch is of a plate type structure and is bent downwards, a plurality of prestressed anchor cables are arranged in rows at intervals in an expansive soil foundation below the bottom arch, frame type retaining walls are arranged on two sides of the bottom arch respectively and are in contact with cutting slopes and are in rigid connection with the side surfaces of the bottom arch.
2. The anti-hump supporting structure of a ballastless track high-speed railway according to claim 1, wherein the frame-type retaining wall comprises a foundation, a wall panel, a transverse rib plate and a longitudinal partition plate, wherein the transverse rib plate and the longitudinal partition plate form a square frame, the wall panel is positioned at the end of the transverse rib plate and connected with the side face of the bottom arch, and the foundation is positioned in the soil body below the wall panel.
3. The anti-bulging supporting structure of the ballastless track high-speed railway of claim 2, wherein a plurality of capillary drainage pipes are transversely arranged in the square frame, and a plurality of drainage holes are arranged on the wall panel.
4. The anti-hump supporting structure of the ballastless track high-speed railway of claim 3, wherein a water-resisting and impervious layer is paved on the top surface of the bottom arch.
5. The anti-hump supporting structure of the ballastless track high-speed railway according to claim 4, wherein a drainage blind pipe is arranged above the water-resisting and seepage-proofing layer, and the drainage blind pipe is longitudinally arranged at the lowest position in the top span of the bottom arch along a line.
6. The anti-hump supporting structure of the ballastless track high-speed railway of claim 5, wherein a side of the wall panel contacting with the soil body and the outside of the drainage blind pipe are provided with an inverted filter layer.
7. The anti-hump supporting structure of the ballastless track high-speed railway of claim 6, wherein the bottom arch, the wall panels at two sides and the square frame are of reinforced concrete integral structure.
8. The anti-hump supporting structure of the ballastless track high-speed railway of claim 4, wherein the water-resisting and impervious layer is a composite waterproof and drainage plate.
9. The anti-hump supporting structure of the ballastless track high-speed railway of claim 6, wherein the inverted filter is geotextile and sand gravel.
10. The construction method of the anti-ridge supporting structure of the ballastless track high-speed railway of claim 7, characterized by comprising the following steps:
step one, excavating expansive soil cutting slopes in a grading manner, protecting, and performing temporary drainage until the top surface design elevation of the frame type retaining wall is reached;
step two, digging transverse rib plate grooves and longitudinal partition plate grooves in a side slope soil body, and cleaning slag bodies in the grooves;
binding reinforcing steel bars in the transverse rib plate grooves and the longitudinal partition plate grooves, reserving connecting reinforcing steel bars for connecting wall panels, pre-burying capillary drainage pipes, and then pouring concrete to form a square frame with the exposed connecting reinforcing steel bars;
fourthly, excavating a wall panel foundation trench and a bottom arch trench, cleaning slag in the trench, constructing a prestressed anchor cable on the expansive soil foundation, and performing pressure grouting to form a prestressed anchor cable reinforcing structure;
erecting a construction template, placing a bottom arch reinforcement cage, reserving connecting reinforcements for connecting wall panels, building a foundation and pouring bottom arch concrete;
step six, binding a wall panel reinforcement cage on the foundation, connecting the connecting reinforcement with the wall panel reinforcement, then erecting a wall panel template, pre-embedding a drainage hole pipe, and then pouring concrete in the wall panel template;
step seven, paving a waterproof impermeable layer on the top surface of the bottom arch, paving a reverse filter layer on the soil facing surface of the wall panel, and then backfilling soil between the reverse filter layer of the wall panel and the side slope and tamping until the wall top is reached;
step eight, arranging drainage blind pipes at the lowest positions of the bottom arches along the line longitudinally, and arranging an inverted filter layer outside the drainage blind pipes;
and step nine, filling the bottom layer and the surface layer of the foundation bed layer by layers.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111501423A (en) * | 2020-04-27 | 2020-08-07 | 中铁二院工程集团有限责任公司 | 400km/h and above high-speed rail strong expansive rock deep cutting integral supporting and retaining structure and construction method |
| CN111676740A (en) * | 2020-06-29 | 2020-09-18 | 中铁二院工程集团有限责任公司 | Anti-arching roadbed structure of ballastless track of cutting section, construction method and design method |
| CN114032720A (en) * | 2021-11-08 | 2022-02-11 | 湖南大学 | Arc-shaped device for eliminating railway roadbed bulging deformation and installation method thereof |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11209998A (en) * | 1998-01-26 | 1999-08-03 | Takenaka Komuten Co Ltd | Impermeable construction method of underground structure by self-standing type double impermeable walls |
| CN104988948A (en) * | 2015-06-29 | 2015-10-21 | 西南交通大学 | Rib plate type retaining wall and construction method thereof |
| CN105178133A (en) * | 2015-08-03 | 2015-12-23 | 中铁西北科学研究院有限公司 | Disc-shaped ecological water drainage facility in permafrost region and construction method for disc-shaped ecological water drainage facility |
| CN106930319A (en) * | 2017-05-03 | 2017-07-07 | 中冶沈勘工程技术有限公司 | A kind of high slope framed revetment and its construction method |
| CN107816056A (en) * | 2017-10-31 | 2018-03-20 | 山东大学 | Filled type concrete gravity retaining wall and its construction technology |
| CN108842523A (en) * | 2018-05-11 | 2018-11-20 | 中铁二院工程集团有限责任公司 | In-strong expansive rock or expansive soils ballastless track of high-speed railway foundation stabilization construction and construction method |
| CN208545740U (en) * | 2018-06-28 | 2019-02-26 | 中铁二十五局集团第一工程有限公司 | A kind of high cutting Prestressed Anchor Cable Poling Board Wall protective device |
| CN211079770U (en) * | 2019-10-31 | 2020-07-24 | 中铁二院工程集团有限责任公司 | Anti-bump supporting structure of ballastless track high-speed railway |
-
2019
- 2019-10-31 CN CN201911051135.XA patent/CN110644297A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH11209998A (en) * | 1998-01-26 | 1999-08-03 | Takenaka Komuten Co Ltd | Impermeable construction method of underground structure by self-standing type double impermeable walls |
| CN104988948A (en) * | 2015-06-29 | 2015-10-21 | 西南交通大学 | Rib plate type retaining wall and construction method thereof |
| CN105178133A (en) * | 2015-08-03 | 2015-12-23 | 中铁西北科学研究院有限公司 | Disc-shaped ecological water drainage facility in permafrost region and construction method for disc-shaped ecological water drainage facility |
| CN106930319A (en) * | 2017-05-03 | 2017-07-07 | 中冶沈勘工程技术有限公司 | A kind of high slope framed revetment and its construction method |
| CN107816056A (en) * | 2017-10-31 | 2018-03-20 | 山东大学 | Filled type concrete gravity retaining wall and its construction technology |
| CN108842523A (en) * | 2018-05-11 | 2018-11-20 | 中铁二院工程集团有限责任公司 | In-strong expansive rock or expansive soils ballastless track of high-speed railway foundation stabilization construction and construction method |
| CN208545740U (en) * | 2018-06-28 | 2019-02-26 | 中铁二十五局集团第一工程有限公司 | A kind of high cutting Prestressed Anchor Cable Poling Board Wall protective device |
| CN211079770U (en) * | 2019-10-31 | 2020-07-24 | 中铁二院工程集团有限责任公司 | Anti-bump supporting structure of ballastless track high-speed railway |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111501423A (en) * | 2020-04-27 | 2020-08-07 | 中铁二院工程集团有限责任公司 | 400km/h and above high-speed rail strong expansive rock deep cutting integral supporting and retaining structure and construction method |
| CN111676740A (en) * | 2020-06-29 | 2020-09-18 | 中铁二院工程集团有限责任公司 | Anti-arching roadbed structure of ballastless track of cutting section, construction method and design method |
| CN114032720A (en) * | 2021-11-08 | 2022-02-11 | 湖南大学 | Arc-shaped device for eliminating railway roadbed bulging deformation and installation method thereof |
| CN114032720B (en) * | 2021-11-08 | 2022-07-19 | 湖南大学 | Arc-shaped device for eliminating railway roadbed bulging deformation and installation method thereof |
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