CN113373865B - Frame type embankment structure - Google Patents
Frame type embankment structure Download PDFInfo
- Publication number
- CN113373865B CN113373865B CN202110534682.4A CN202110534682A CN113373865B CN 113373865 B CN113373865 B CN 113373865B CN 202110534682 A CN202110534682 A CN 202110534682A CN 113373865 B CN113373865 B CN 113373865B
- Authority
- CN
- China
- Prior art keywords
- layer
- bearing
- platform
- wave
- concrete cast
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 239000004567 concrete Substances 0.000 claims abstract description 49
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 32
- 238000011065 in-situ storage Methods 0.000 claims abstract description 24
- 239000007787 solid Substances 0.000 claims abstract description 16
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 4
- 239000010959 steel Substances 0.000 claims abstract description 4
- 239000004575 stone Substances 0.000 claims description 21
- 239000002689 soil Substances 0.000 claims description 18
- 239000002893 slag Substances 0.000 claims description 14
- 239000004927 clay Substances 0.000 claims description 6
- 239000004568 cement Substances 0.000 claims description 5
- 239000004746 geotextile Substances 0.000 claims description 4
- 238000010276 construction Methods 0.000 description 14
- 230000008901 benefit Effects 0.000 description 6
- 230000009286 beneficial effect Effects 0.000 description 3
- 238000010521 absorption reaction Methods 0.000 description 2
- 230000004888 barrier function Effects 0.000 description 2
- 238000005452 bending Methods 0.000 description 2
- 238000005266 casting Methods 0.000 description 2
- 230000007797 corrosion Effects 0.000 description 2
- 238000005260 corrosion Methods 0.000 description 2
- 238000005553 drilling Methods 0.000 description 2
- 239000004744 fabric Substances 0.000 description 2
- 239000011372 high-strength concrete Substances 0.000 description 2
- 238000000034 method Methods 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 238000004062 sedimentation Methods 0.000 description 2
- 230000002411 adverse Effects 0.000 description 1
- 230000000903 blocking effect Effects 0.000 description 1
- 150000001875 compounds Chemical class 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
- E02B3/066—Quays
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/06—Moles; Piers; Quays; Quay walls; Groynes; Breakwaters ; Wave dissipating walls; Quay equipment
- E02B3/068—Landing stages for vessels
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B3/00—Engineering works in connection with control or use of streams, rivers, coasts, or other marine sites; Sealings or joints for engineering works in general
- E02B3/04—Structures or apparatus for, or methods of, protecting banks, coasts, or harbours
- E02B3/10—Dams; Dykes; Sluice ways or other structures for dykes, dams, or the like
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02B—HYDRAULIC ENGINEERING
- E02B8/00—Details of barrages or weirs ; Energy dissipating devices carried by lock or dry-dock gates
- E02B8/06—Spillways; Devices for dissipation of energy, e.g. for reducing eddies also for lock or dry-dock gates
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/02—Retaining or protecting walls
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/50—Piles comprising both precast concrete portions and concrete portions cast in situ
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/58—Prestressed concrete piles
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/72—Pile shoes
-
- 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
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/11—Hard structures, e.g. dams, dykes or breakwaters
-
- 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
- Y02A10/00—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE at coastal zones; at river basins
- Y02A10/30—Flood prevention; Flood or storm water management, e.g. using flood barriers
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Environmental & Geological Engineering (AREA)
- Mechanical Engineering (AREA)
- Ocean & Marine Engineering (AREA)
- Revetment (AREA)
Abstract
A frame type embankment structure comprises a solid filling section arranged at the position of an existing shoreline, a bearing platform section arranged in a deep water area and a frame section connected with the two sections, wherein the solid filling section comprises a wave wall and a fixed base, and the fixed base is sequentially provided with a closely-arranged cast-in-place pile wall and a plurality of cast-in-place piles entering a pebble holding layer along the direction from water to shore; the bearing platform section comprises a dyke top platform, a plurality of bearing platforms and a plurality of struts, the struts are arranged between the bearing platforms and the dyke top platform and support the dyke top platform, and a plurality of PHC piles entering the pebble bearing layer are arranged on the bearing platforms; the frame section comprises a plurality of prefabricated square piles entering the pebble bearing layer, a concrete cast-in-situ top girder arranged at the top of the prefabricated square piles and a concrete cast-in-situ top plate paved on the concrete cast-in-situ top girder, wherein the concrete cast-in-situ top plate is connected with a levee top platform and a wave wall, and pile tips of the prefabricated square piles adopt H-shaped steel sheet pile shoes; the wave wall and the concrete cast-in-situ top girder are arranged in a split manner, the adjacent positions are provided with connecting bosses, and a concrete cast-in-situ top plate is laid between the connecting bosses.
Description
Technical Field
The invention relates to the technical field of flood banks, in particular to a frame type dike structure.
Background
Most of plain rivers in China have quite frequent and serious flood disasters, and the river channel is usually composed of a main channel and a beach land, and the cross section of the river channel is in a complex compound cross section form. After the water flows flood the beach during the flood period, the river channel depends on the main trough and the beach to carry out flood together. Due to various natural reasons and the adverse effect of human factors, a lot of river channels are seriously silted and have poor flood discharge capability, and the life and property safety of people is seriously threatened.
On the other hand, with the rapid development of national economy, in order to improve flood control standards, many river banks have implemented bank diversion, the land of the beach is increasingly widely used, and many beaches are either reclaimed for use as cultivated land or built into scenic spots or even entertainment venues. When meeting flood, the flood ratio is reduced due to the great reduction of flood discharge sections of the river channel, and the safety of the levee is directly endangered due to the situation that the flood peak detention time is long.
Especially when the transformation of the travelling and leisure embankment is carried out, a platform adjacent to water is often arranged to make the tourist hydrophilic. The hydrophilic platform needs to extend the top of the dike to the beach and be adjacent to water, and in order to support the hydrophilic platform, a riprap needs to be arranged on the beach to serve as a substrate, so that the stability of the platform is ensured.
However, after the riprap is arranged, the silting and blocking of the beach are caused, and the overflowing of the river channel is seriously influenced. Particularly, the outward moving distance of the dike line of the dike at the deep water section is larger than that of the current situation, and the stone throwing amount is increased along with the outward moving distance.
Meanwhile, as the dike line of the dike at the deepwater section moves outwards, the problem of difficult construction of the deepwater section (such as the construction of the base of a bearing platform) exists, and the distance between a sightseeing corridor at the top of the dike and an onshore green belt is too large, so that the aesthetic feeling of the integral greening design of the dike is influenced.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention provides the frame type embankment structure, which meets the landscape requirements of tourists and ensures the river channel overflowing capacity. The technical scheme of the invention is as follows: a frame type embankment structure comprises a solid filling section arranged at the position of an existing shoreline, a bearing platform section arranged in a deep water area and a frame section connecting the two sections, wherein the solid filling section comprises a wave-proof wall and a fixed base, and the fixed base is sequentially provided with a closely-arranged cast-in-place pile wall and a plurality of cast-in-place piles entering a pebble holding layer along the direction from water to the shore; the bearing platform section comprises a dyke top platform, a plurality of bearing platforms and a plurality of struts, the struts are arranged between the bearing platforms and the dyke top platform and support the dyke top platform, and a plurality of PHC piles entering the pebble bearing layer are arranged on the bearing platforms; the frame section comprises a plurality of prefabricated square piles entering the pebble bearing layer, a concrete cast-in-situ top girder arranged at the top of the prefabricated square piles and a concrete cast-in-situ top plate paved on the concrete cast-in-situ top girder, wherein the concrete cast-in-situ top plate is connected with a levee top platform and a wave wall, and pile tips of the prefabricated square piles adopt H-shaped steel sheet pile shoes;
the wave wall and the concrete cast-in-place top girder are arranged in a split manner, connecting bosses are arranged at adjacent positions, concrete cast-in-place top plates are laid between the connecting bosses, and expansion joints are reserved between the connecting bosses and the concrete cast-in-place top plates laid on the connecting bosses; and the PHC pile, the prefabricated square pile overhead levee roof platform and the concrete cast-in-place roof form an overflowing space.
By adopting the technical scheme, the PHC tubular pile and the prefabricated square pile are utilized through erection of the bearing platform section and the frame section, so that the setting of riprapping is avoided, silting and blockage on a beach are avoided, and a embankment top platform is directly led to enter the pebble bearing layer to be erected on the water surface of a deep water area. The concrete cast-in-situ top plate is used as a passageway and is connected to the wave wall for visitors to pass through. The space left between the levee top platform, the concrete cast-in-situ top plate and the beach land is used as a flow passage space so as to facilitate flood discharge.
The wave wall and the concrete cast-in-place top girder are arranged in a split manner, so that the hidden danger that transverse shear stress is brought by each backfill layer and is transmitted to the frame section by the wave wall is avoided. The connecting boss is arranged, and an expansion joint is reserved between the connecting boss and a concrete cast-in-situ top plate laid on the connecting boss.
PHC piles, i.e. prestressed high-strength concrete piles. The concrete has the advantages of (1) high strength, dense concrete, low water absorption and strong corrosion resistance; (2) the circular section has beautiful appearance and good water flow state under the dike; the water flow resistance coefficient is small and is 0.73; (3) has stronger horizontal resistance; (4) compared with a cast-in-place pile, the construction of underwater concrete casting and tamping can be avoided; (5) the bending resistance is strong, and the like, and meets various requirements of arranging the bearing platform in the structure.
The arranged cast-in-place pile has the advantages that (1) because concrete is cast after drilling, the pile length can be flexibly adjusted according to different elevations of the bearing stratum; (2) the anti-collision capacity is high; (3) circular cross section, the rivers are better advantage.
The invention further comprises the following steps: a plurality of bearing platforms of the bearing platform section are arranged in rows, and bearing platform connecting beams are arranged among the bearing platforms and are connected with the bearing platforms end to end; four PHC piles which are distributed in a rectangular shape are arranged on the bearing platform.
The invention further comprises the following steps: and expansion joints and joint plates are arranged on the bearing platform connecting beams at every three bearing platforms.
The invention further comprises the following steps: the embankment structure further comprises an old retaining wall or a side bank, the wave wall is arranged on the side, adjacent to water, of the old retaining wall or the side bank, and a slag backfilling (lower stone throwing) layer, a gravel tamping layer, a non-woven geotextile layer, a clay backfilling tamping layer, a gravel tamping layer, rock block slag and a greening soil layer are sequentially filled between the wave wall and the old retaining wall or the side bank from bottom to top; and a stable side slope is arranged on one side of the wave wall facing water.
By adopting the technical scheme, old retaining walls or side banks reserved on some shorelines can be reserved, and the old retaining walls or the side banks can correspond to the transverse shear stress brought by each backfill layer together with the wave wall.
The invention further comprises the following steps: the wave wall is towards bank one side, from the bottom to the top in proper order to be filled with prevents suddenly that to backfill the flattening layer, slay backfill layer, rubble tamp layer, non-woven geotechnological cloth layer, clay backfill tamp layer, rubble tamp layer, lump stone slay and afforestation soil layer, in this earthwork backfill flattening layer, is equipped with a plurality of PTC tubular piles or cement mixing pile.
The invention further comprises the following steps: the PTC tubular pile comprises a pile body and a table cap, and the PTC tubular piles are arranged in a quincunx shape.
By adopting the technical scheme, the stress area born by the PTC tubular pile is increased through the arranged table cap.
The invention further comprises the following steps: and block stone slag and a greening soil layer are paved on the concrete cast-in-place top plate, and the block stone slag and the greening soil layer cover the wave wall.
By adopting the technical scheme, the greening soil layer extends to the embankment top platform, and the frame section is covered, so that a greening belt is not limited to the shore any more, and the greening design space of the embankment pond is enriched, and meanwhile, the beach land is not occupied.
The invention further comprises the following steps: the embankment top platform is provided with a wave-absorbing plate facing the water surface, a large reversed-arc overhanging wave-absorbing plate is formed between the wave-absorbing plate and the front edge of the embankment top, and a wave-absorbing space is formed between the large reversed-arc overhanging wave-absorbing plate and a tidal wave valley.
The invention further comprises the following steps: the support column is a Y-shaped column, a square column, a cylinder or a humanoid column.
The invention further comprises the following steps: and a drainage channel is arranged on one side of the dyke top platform facing the bank.
The invention has the beneficial effects that: by the connecting beam structure and the PHC piles between the bearing platforms, the flow state of the front edge of the bearing platform is improved, the integral rigidity is improved, the frame of the bearing platform section is prevented from shaking, and the water flow impact resistance is improved; the frame section adopts prefabricated square piles, so that the construction cost is high; the solid filling section adopts the closely-spaced cast-in-place piles for scour prevention, so that the anti-slip stability of the solid filling section at the shoreline is remarkably improved, the problems that the solid filling section is difficult to stabilize, sedimentation is difficult to control, a large amount of earth and stone foundations are paved and the like are effectively solved, the space of the beach is reserved, and the flow area is met. Through setting up PTC tubular pile or cement mixing pile in the section of filling out, it is too high to reduce the fill height, solves the inhomogeneous settlement problem of filling out the section.
In addition, large obstacles such as stones exist underground near the bank, and if a tubular pile or a square pile is adopted, the obstacles are difficult to bypass during construction, so that construction is difficult. Due to the fact that construction processes are different, the close-packed cast-in-place piles can punch holes in the barriers, and construction is more beneficial.
Drawings
FIG. 1 is a view of a frame section without a greening soil layer structure according to an embodiment of the present invention;
FIG. 2 is a view of a frame section with a greening soil layer structure according to an embodiment of the present invention;
FIG. 3 is a top view of the embodiment of the present invention;
FIG. 4 is a front view structural diagram of an embodiment of the present invention;
fig. 5 is an enlarged view of a portion a in fig. 2.
<xnotran> ,1- , 11- , 12- , 13- , 14- , 2- , 21- , 22- , 221-PHC , 23- , 24- , 25- , 26- , 27- , 28- , 3- , 31- , 32- , 33- , 4- , 5- , 6- , 7-PTC , 8- , </xnotran>
Detailed Description
As shown in fig. 1-5, a frame-type embankment structure comprises a solid filling section 1 arranged at the existing shoreline, a bearing platform section 2 arranged in a deep water area and a frame section 3 connecting the two sections, wherein the solid filling section 1 comprises a wave wall 11 and a fixed base 12, and the fixed base 12 is sequentially provided with a closely-arranged cast-in-place pile wall 13 entering a pebble holding layer 4 and a plurality of cast-in-place piles 14 along the direction from water to the shore; the bearing platform section 2 comprises a embankment top platform 21, a plurality of bearing platforms 22 and a plurality of struts 23, the struts 23 are arranged between the bearing platforms 22 and the embankment top platform 21 and support the embankment top platform 21, and a plurality of PHC piles 221 entering the pebble bearing layer 4 are arranged on the bearing platforms 22; the frame section 3 comprises a plurality of prefabricated square piles 31 entering the pebble holding layer 4, a concrete cast-in-situ top girder 32 arranged at the top of the prefabricated square piles 31, and a concrete cast-in-situ top plate 33 laid on the concrete cast-in-situ top girder 32, wherein the concrete cast-in-situ top plate 33 is connected with the embankment top platform 21 and the wave wall 11, and the pile tips of the prefabricated square piles 31 adopt H-shaped steel sheet pile shoes;
the wave wall 11 and the concrete cast-in-place top girder 32 are arranged in a split manner, the adjacent positions are provided with connecting bosses 5, concrete cast-in-place top plates 33 are laid between the connecting bosses 5, and expansion joints 25 are reserved between the connecting bosses 5 and the concrete cast-in-place top plates 33 laid on the connecting bosses 5; the PHC pile 221, the prefabricated square pile 31 overhead levee top platform 21 and the concrete cast-in-place top plate 33 form an overflowing space.
By adopting the technical scheme, the PHC tubular pile and the prefabricated square pile 31 are utilized to avoid setting of riprapping through erection of the bearing platform section 2 and the frame section 3, so that siltation and blockage on a beach are avoided, and the pile directly enters the pebble holding layer 4, so that the levee top platform 21 is overhead on the water surface of a deep water area. The concrete cast-in-situ top plate 33 is used as a passageway and is connected to the wave wall 11 for visitors to pass through. And spaces reserved among the levee top platform 21, the concrete cast-in-place top plate 33 and the beach land are used as overflowing spaces so as to facilitate flood discharge.
The wave wall 11 and the concrete cast-in-situ top girder 32 are arranged separately, so that the hidden danger that the transverse shear stress is caused by each backfill soil layer and is transmitted to the frame section 3 by the wave wall 11 is avoided. An expansion joint 25 is left between the arranged connecting boss 5 and a concrete cast-in-situ top plate 33 paved on the connecting boss 5.
PHC tubular pile, namely prestressed high-strength concrete tubular pile. The concrete has the advantages of (1) high strength, dense concrete, low water absorption and strong corrosion resistance; (2) the circular section has beautiful appearance and good water flow state under the dike; the water flow resistance coefficient is small and is 0.73; (3) has stronger horizontal resistance; (4) compared with the cast-in-place pile 14, the construction of underwater concrete casting and tamping can be avoided; (5) the bending resistance is strong, and the like, and meets various requirements of arranging the bearing platform 22 in the structure of the invention.
The arranged cast-in-place pile 14 has the advantages that (1) because concrete is cast after drilling, the pile length can be flexibly adjusted according to different elevations of the bearing stratum; (2) the anti-collision capacity is high; (3) circular cross section, the rivers are better advantage.
A plurality of bearing platforms 22 of the bearing platform section 2 are arranged in rows, and a connecting beam 24 of the bearing platforms 22 is arranged between the bearing platforms 22 so as to connect the bearing platforms 22 end to end; four PHC piles 221 which are distributed in a rectangular shape are arranged on the bearing platform 22.
The bearing platform 22 connecting beam 24 of every three bearing platforms 22 is provided with an expansion joint 25 and a joint plate.
The embankment structure further comprises an old retaining wall 6 or a side bank, the wave wall 11 is arranged on one side of the old retaining wall 6 or the side bank adjacent to water, and a slag backfilling (lower stone throwing) layer, a gravel tamping layer, a non-woven geotextile layer, a clay backfilling tamping layer, a gravel tamping layer, block stone slag and a greening soil layer 8 are sequentially filled between the wave wall 11 and the old retaining wall 6 or the side bank from bottom to top; and a stable slope is arranged on one side of the wave wall 11 facing water.
Some of the shorelines may have old retaining walls 6 or banks left to hold in place the transverse shear stresses associated with the backfill layers in conjunction with the wave walls 11.
The wave wall 11 is towards bank one side, from the end to the top in proper order filled with prevent suddenly that backfill levelling layer, slay backfill layer, rubble tamp layer, non-woven geotechnological cloth layer, clay backfill tamping layer, rubble tamp layer, lump stone slay and afforestation soil layer 8, in this earthwork backfill levelling layer, is equipped with a plurality of PTC tubular pile 7 or cement mixing stake.
PTC tubular pile 7 includes pile body and bench cap, a plurality of PTC tubular pile 7 are plum blossom mold and arrange.
Through the bench cap that sets up, increase the atress area that PTC tubular pile 7 bore.
The concrete cast-in-place roof 33 is paved with stone slag and a greening soil layer 8, and the stone slag and the greening soil layer 8 cover the wave wall 11.
The greening soil layer 8 is extended to the position of the embankment top platform 21, and the frame section 3 is covered, so that a greening belt is not limited on the bank any more, and the design space for greening the embankment pond is enriched, and meanwhile, the beach land is not occupied.
The embankment top platform 21 is provided with a wave-absorbing plate 26 facing the water surface, a large-reverse-arc overhanging wave-absorbing plate 27 is formed between the wave-absorbing plate 26 and the front edge of the embankment top, and a wave-absorbing space is formed between the large-reverse-arc overhanging wave-absorbing plate 27 and a tide wave valley.
The support column 23 is a Y-shaped column, a square column, a cylinder or a human-shaped column.
The top-bank platform 21 is provided with a drain 28 towards one side of the bank.
Through the connecting beam 24 structure and the PHC piles 221 between the bearing platforms 22, the flow state of the front edge of the bearing platforms 22 is improved, the integral rigidity is improved, the frame of the bearing platform section 2 is prevented from shaking, and the water flow impact resistance is improved; the frame section 3 adopts the prefabricated square pile 31, so that the construction cost is high; the solid filling section 1 adopts the densely-arranged cast-in-place piles 14 for scour prevention, so that the skid resistance stability of the solid filling section 1 at the shoreline is remarkably improved, the problems that the solid filling section 1 is difficult to stabilize, sedimentation is difficult to control, a large amount of earth and stone foundations are laid and the like are effectively solved, the space of a beach is reserved, and the overflowing area is met. Through the PTC tubular pile 7 or the cement mixing pile arranged on the solid filling section 1, the height of filled soil is reduced, and the problem of uneven settlement of the solid filling section 1 is solved.
In addition, large obstacles such as stones exist underground near the bank, and if a tubular pile or a square pile is adopted, the obstacles are difficult to bypass during construction, so that construction is difficult. Due to the fact that the construction process is different, the close-packed cast-in-place piles 14 can punch holes in the barriers, and construction is more beneficial.
Claims (7)
1. A frame-type dyke structure is characterized in that: the gravel pile foundation comprises a solid filling section arranged at the existing shoreline, a bearing platform section arranged in a deep water area and a frame section for connecting the two sections, wherein the solid filling section comprises a wave wall and a fixed base, and the fixed base is sequentially provided with a densely-arranged cast-in-place pile wall and a plurality of cast-in-place piles entering a pebble holding layer along the direction from water to shore; the bearing platform section comprises a dyke top platform, a plurality of bearing platforms and a plurality of struts, the struts are arranged between the bearing platforms and the dyke top platform and support the dyke top platform, and the bearing platforms are provided with a plurality of PHC piles entering the pebble bearing layer; the frame section comprises a plurality of prefabricated square piles entering the pebble bearing layer, a concrete cast-in-situ top girder arranged at the top of the prefabricated square piles and a concrete cast-in-situ top plate paved on the concrete cast-in-situ top girder, wherein the concrete cast-in-situ top plate is connected with a levee top platform and a wave wall, and pile tips of the prefabricated square piles adopt H-shaped steel sheet pile shoes;
the wave wall and the concrete cast-in-place top girder are arranged in a split manner, connecting bosses are arranged at adjacent positions, concrete cast-in-place top plates are laid between the connecting bosses, and expansion joints are reserved between the connecting bosses and the concrete cast-in-place top plates laid on the connecting bosses; the PHC pile, the prefabricated square pile overhead embankment top platform and the concrete cast-in-place top plate form an overflowing space;
the embankment structure further comprises an old retaining wall or a side bank, the wave wall is arranged on the side, adjacent to water, of the old retaining wall or the side bank, and a slag backfilling (lower stone throwing) layer, a gravel tamping layer, a non-woven geotextile layer, a clay backfilling tamping layer, a gravel tamping layer, block stone slag and a greening soil layer are sequentially filled between the wave wall and the old retaining wall or the side bank from bottom to top; a stable side slope is arranged on the water-facing side of the wave wall;
the wave wall is filled with a sudden anti-backfill leveling layer, a slag backfill layer, a broken stone tamping layer, a non-woven geotextile layer, a clay backfill tamping layer, a broken stone tamping layer, a block stone slag and a greening soil layer from bottom to top in sequence towards one side of the bank, wherein a plurality of PTC (positive temperature coefficient) pipe piles or cement mixing piles are arranged in the earthwork backfill leveling layer;
and block stone slag and a greening soil layer are paved on the concrete cast-in-place top plate, and the block stone slag and the greening soil layer cover the wave wall.
2. A frame-type embankment structure according to claim 1, wherein: a plurality of bearing platforms of the bearing platform section are arranged in rows, and bearing platform connecting beams are arranged among the bearing platforms and are connected with the bearing platforms end to end; four PHC piles which are distributed in a rectangular shape are arranged on the bearing platform.
3. A frame-type embankment structure according to claim 2, wherein: and expansion joints and joint plates are arranged on the bearing platform connecting beams at every three bearing platforms.
4. A frame-type embankment structure according to claim 3, wherein: the PTC tubular pile comprises a pile body and a table cap, and the PTC tubular piles are arranged in a quincunx shape.
5. A frame-type embankment structure according to claim 4, wherein: the breakwater top platform is provided with a wave-absorbing plate facing the water surface, a large-reverse-arc overhanging wave-absorbing plate is formed between the wave-absorbing plate and the front edge of the breakwater top, and a wave-absorbing space is formed between the large-reverse-arc overhanging wave-absorbing plate and a tidal wave valley.
6. A frame-type embankment structure according to claim 5, wherein: the support column is a Y-shaped column, a square column, a cylinder or a human-shaped column.
7. A frame-type embankment structure according to claim 6, wherein: and a drainage channel is arranged on one side of the dyke top platform facing the bank.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110534682.4A CN113373865B (en) | 2021-05-17 | 2021-05-17 | Frame type embankment structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110534682.4A CN113373865B (en) | 2021-05-17 | 2021-05-17 | Frame type embankment structure |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113373865A CN113373865A (en) | 2021-09-10 |
| CN113373865B true CN113373865B (en) | 2022-11-11 |
Family
ID=77571102
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110534682.4A Active CN113373865B (en) | 2021-05-17 | 2021-05-17 | Frame type embankment structure |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113373865B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115198697A (en) * | 2022-08-26 | 2022-10-18 | 广东电网有限责任公司 | Dyke structure of transformer substation in river region |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| FR2530696A1 (en) * | 1982-07-26 | 1984-01-27 | Staempfli Alexandre | Breakwater dyke crest. |
| CN103758080B (en) * | 2013-12-31 | 2016-01-06 | 杭州河口水利科技有限公司 | Overhead type disappears unrestrained sightseeing platform structure |
| CN209260658U (en) * | 2018-10-19 | 2019-08-16 | 中交上海航道勘察设计研究院有限公司 | A kind of unrestrained staged ecological bank protection structure that disappears for inland river bank-protection works |
| CN109853505A (en) * | 2019-02-22 | 2019-06-07 | 浙江水利水电学院 | Framed bent formula water balcony cylinder vertical retaining-wall seawall structure |
| CN211368652U (en) * | 2019-11-28 | 2020-08-28 | 中交第三航务工程勘察设计院有限公司 | Pile platform structure based on thick riprap foundation |
| CN211773301U (en) * | 2020-01-13 | 2020-10-27 | 中交第三航务工程勘察设计院有限公司 | Novel assembled connects bank structure |
-
2021
- 2021-05-17 CN CN202110534682.4A patent/CN113373865B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN113373865A (en) | 2021-09-10 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN207760804U (en) | A kind of Multi-functional economy dike structure | |
| CN210482200U (en) | Ecological bank protection structure of high and steep river course bank slope | |
| CN111335100A (en) | Embankment structure suitable for coastal region and construction method thereof | |
| CN104594287A (en) | Ecological and economic bank protection structure | |
| CN109750571A (en) | A kind of road landslide emergency and permanent supporting and retaining system integral structure and construction method | |
| CN108570997A (en) | Cofferdam and construction method are built in returning for seabed tunnel point storehouse construction | |
| CN113373865B (en) | Frame type embankment structure | |
| CN109487748A (en) | Nearby Structure depth riverbed quaywall supporting construction and construction method | |
| CN110295573B (en) | River bank protection engineering slope protection structure capable of adapting to severe hydrological meteorological conditions in construction period | |
| CN209854656U (en) | Dyke | |
| CN217870559U (en) | Inclined wall geomembrane earth-rock cofferdam structure suitable for higher manger plate flood peak of geomembrane | |
| CN204676485U (en) | A kind of Eco-economic Type bank protection structure | |
| CN205062744U (en) | Half gravity type two -stage view anti -flood wall on half cantilever | |
| CN213625433U (en) | A link up transition structure that is used for gravity type and sheet pile formula combination pier | |
| CN213867883U (en) | Sand filling pipe bag cofferdam suitable for coastal area | |
| CN208251016U (en) | A kind of turnover plate type flood-control wall | |
| CN210561967U (en) | Channel structure for improving flood control standard of existing river levee | |
| CN208266895U (en) | Cofferdam is built in returning for seabed tunnel point storehouse construction | |
| CN109355990B (en) | Ultra-fine sand roadbed structure for hydraulic filling in low-lying marsh areas | |
| CN112575777A (en) | Frame reinforcing system and method for high-speed railway pier foundation penetrating through under channel | |
| CN220953191U (en) | Under pass railway bridge river course and open up construction structure | |
| CN221052501U (en) | Mixed type spur dike suitable for surge region | |
| CN215593509U (en) | Cutting structure of ballastless track of strong expansion rock section | |
| CN101029470A (en) | Hydraulic spile bridge and dyke construction | |
| CN212052161U (en) | Dyke structure suitable for coastal region |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| CB02 | Change of applicant information |
Address after: 325000 no.890, Feixia South Road, Lucheng District, Wenzhou City, Zhejiang Province Applicant after: Wenzhou water resources and Electric Power Survey and Design Institute Co.,Ltd. Address before: 325000 No. 14, xijingsan Road, Ouhai Economic Development Zone, Wenzhou City, Zhejiang Province Applicant before: WENZHOU WATER CONSERVANCY AND HYDRO-ELECTRIC POWER SURVEY AND DESIGN INSTITUTE |
|
| CB02 | Change of applicant information | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |