CN113818399A - Method for reinforcing old embankment - Google Patents
Method for reinforcing old embankment Download PDFInfo
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- CN113818399A CN113818399A CN202111278397.7A CN202111278397A CN113818399A CN 113818399 A CN113818399 A CN 113818399A CN 202111278397 A CN202111278397 A CN 202111278397A CN 113818399 A CN113818399 A CN 113818399A
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 63
- 238000000034 method Methods 0.000 title claims abstract description 18
- 238000002156 mixing Methods 0.000 claims abstract description 45
- 239000004568 cement Substances 0.000 claims abstract description 44
- 230000002787 reinforcement Effects 0.000 claims abstract description 12
- 238000004873 anchoring Methods 0.000 claims description 38
- 239000002689 soil Substances 0.000 claims description 20
- 230000000087 stabilizing effect Effects 0.000 claims description 9
- 238000003780 insertion Methods 0.000 claims description 7
- 230000037431 insertion Effects 0.000 claims description 7
- 230000000903 blocking effect Effects 0.000 claims description 6
- 239000011248 coating agent Substances 0.000 claims description 6
- 238000000576 coating method Methods 0.000 claims description 6
- 238000007789 sealing Methods 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims description 2
- 239000010409 thin film Substances 0.000 claims 2
- 230000000694 effects Effects 0.000 abstract description 9
- 230000002035 prolonged effect Effects 0.000 abstract description 6
- 238000007569 slipcasting Methods 0.000 description 12
- 238000010276 construction Methods 0.000 description 9
- 239000011083 cement mortar Substances 0.000 description 8
- 239000004575 stone Substances 0.000 description 6
- 239000012634 fragment Substances 0.000 description 4
- 238000006073 displacement reaction Methods 0.000 description 2
- 238000003756 stirring Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000012535 impurity Substances 0.000 description 1
- 230000009191 jumping Effects 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
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Classifications
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- 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
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
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- 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
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- 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
- E02B3/12—Revetment of banks, dams, watercourses, or the like, e.g. the sea-floor
- E02B3/128—Coherent linings made on the spot, e.g. cast in situ, extruded on the spot
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- 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
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/46—Concrete or concrete-like piles cast in position ; Apparatus for making same making in situ by forcing bonding agents into gravel fillings or the soil
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- 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
- E02D5/74—Means for anchoring structural elements or bulkheads
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- 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)
- Ocean & Marine Engineering (AREA)
- Mechanical Engineering (AREA)
- Piles And Underground Anchors (AREA)
Abstract
The application discloses an old embankment reinforcing method, which relates to the field of embankment reinforcement and comprises the following steps of S1, reinforcing one side of an original concrete retaining wall, which is close to a river channel; s2, performing cement mixing pile operation from one side of the old embankment close to the river channel, and pushing the cement mixing pile at the side in a direction away from the river channel after the cement mixing pile at the side is stabilized, so that the pile head of the cement mixing pile is higher than the surface of the original slope protection layer; and S3, pouring a reinforced slope protection layer on the original slope protection layer, and connecting pile heads of the concrete mixing piles. This application has the intensity restriction that has broken through traditional reinforcement mode, very big promotion the reinforcement effect of old embankment, has prolonged the life's of the embankment after consolidating effect.
Description
Technical Field
The invention relates to the field of embankment reinforcement, in particular to an old embankment reinforcement method.
Background
At present, the old embankment gradually cracks and moves towards the river under natural or artificial damage due to long construction age, the stability of the embankment of the old embankment is low, and the reinforcement of the old embankment gradually becomes one of important links in embankment construction.
In the related art, the old embankment comprises an original slope protection layer and an original concrete retaining wall, the old embankment is usually reinforced by performing concrete pouring and joint filling on the original slope protection layer to form a reinforced slope protection layer covering the surface of the original slope protection layer, and the reinforced slope protection layer and the original slope protection layer are both concrete layers.
With respect to the related art among the above, the inventors consider that the following drawbacks exist: the reinforcement of the old embankment is performed only by pouring and reinforcing a concrete slope protection layer, so that the strength of a soil body part of the embankment is difficult to be enhanced, the strength of the reinforcement mode is limited, and certain improvement space exists.
Disclosure of Invention
In order to improve the reinforcing effect of the old embankment, the application provides an old embankment reinforcing method.
The method for reinforcing the old embankment adopts the following technical scheme:
a method for reinforcing an old embankment comprises the following steps:
s1, reinforcing one side of the original concrete retaining wall close to the river channel;
s2, performing cement mixing pile operation from one side of the old embankment close to the river channel, and pushing the cement mixing pile at the side in a direction away from the river channel after the cement mixing pile at the side is stabilized, so that the pile head of the cement mixing pile is higher than the surface of the original slope protection layer;
and S3, pouring a reinforced slope protection layer on the original slope protection layer, and connecting pile heads of the concrete mixing piles.
By adopting the technical scheme, the cement mixing pile plays a role in stabilizing the soil body of the embankment, the strength and the stability of the soil body part of the embankment are enhanced, and the pile heads are connected into a whole through the reinforcing slope protection layer, so that the strength limitation of the traditional reinforcing mode is broken through, the reinforcing effect of the old embankment is greatly improved, and the service life of the reinforced embankment is prolonged; in addition, the original concrete retaining wall is firstly reinforced, and then construction is carried out from one side of the old embankment, so that the displacement of the original concrete retaining wall caused by cement mixing pile construction is reduced.
Preferably, a grid reinforcing layer is arranged between the original slope protection layer and the reinforced slope protection layer, anchoring components corresponding to the cement mixing piles one to one are arranged on the grid reinforcing layer, the anchoring components penetrate through the cement mixing piles in the direction perpendicular to the original slope protection layer and are anchored in the side slope, and the top ends of the anchoring components are inserted into the reinforced slope protection layer.
Through adopting above-mentioned technical scheme, setting up of net back up coat has increased the joint strength who consolidates between slope protection layer and the original slope protection layer, and the setting of anchor subassembly will be consolidated slope protection layer, net back up coat and cement mixing stake and be connected, has further increased the reinforcing strength and the reinforcement effect to old embankment, has prolonged the life of the embankment after consolidating.
Preferably, the anchoring assembly comprises an outer inserting tube inserted into a slope soil body, two ends of the outer inserting tube are opened, two ends of the outer inserting tube are respectively and fixedly provided with a film for sealing the port of the outer inserting tube, the outer side of the film at the top end of the outer inserting tube is coated with a coating for blocking the outer inserting tube from the reinforcing slope protection layer, the outer inserting tube is provided with a plurality of overflow holes, the outer inserting tube is provided with a grouting tube for grouting into the inner cavity of the outer inserting tube, and the top end of the grouting tube extends out of the upper surface of the reinforcing slope protection layer;
the anchoring assembly further comprises an anchoring rod penetrating through the outer insertion tube, and one end of the anchoring rod penetrates through the outer insertion tube and extends into a slope soil body.
By adopting the technical scheme, the outer inserting pipe is inserted into the side slope soil body and penetrates through the cement mixing pile, the slope protection layer is poured and reinforced, the anchoring rod is inserted into the outer inserting pipe, one end of the anchoring rod penetrates through the outer inserting pipe and the film on the outer inserting pipe and is inserted into the side slope soil body, after the anchoring rod is inserted, cement mortar is injected into the outer inserting pipe through the grouting pipe, the inner cavity of the outer inserting pipe is filled with the cement mortar and is infiltrated into the side slope soil body and the cement mixing pile through the overflow hole, the fixing of the anchoring rod is realized, the construction sequence is reasonable, and compared with the traditional anchoring mode, the construction period is shortened.
Preferably, the grouting pipe is connected to the outer sleeve in a sliding mode along the axial direction of the outer sleeve, a coating used for blocking the grouting pipe from the reinforcing slope protection layer is coated on the outer side of the grouting pipe, and a tip piece used for being abutted to the top end of the grouting pipe is fixedly arranged at the top end of the anchoring rod.
Through adopting above-mentioned technical scheme, when the anchor rod inserted to certain degree of depth, through slip casting in the outer intubate of slip casting pipe, the back is accomplished in the slip casting, continues to insert the anchor rod, makes end piece butt in slip casting pipe top, and the slip casting pipe moves to the top parallel and level of slip casting pipe top to with outer intubate towards outer intubate under the effect of end piece, realizes the adjustment to the slip casting pipe, blocks the intercommunication of slip casting pipe and external, reduces the appearance of the condition that impurity etc. got into in the slip casting pipe.
Preferably, a connecting pipe is fixedly arranged on the inner wall of the outer plug pipe, the connecting pipe is coaxially sleeved outside the grouting pipe, a plurality of groups of lower elastic sheet groups are arranged on the inner wall of the connecting pipe at intervals along the axial direction of the connecting pipe, each group of lower elastic sheet groups comprises a plurality of lower elastic sheets distributed along the circumferential direction of the connecting pipe, the lower elastic sheets are arranged obliquely downwards, upper elastic sheets in one-to-one correspondence with the lower elastic sheets are integrally formed on the outer wall of the grouting pipe, and the upper elastic sheets are arranged obliquely upwards.
Through adopting above-mentioned technical scheme, when the slip casting pipe removed along its axial orientation outer thimble under the effect of external force, the upper surface of going up the shell fragment through lower shell fragment to the upper surface of shell fragment and the lower surface of shell fragment support tightly down, and restriction slip casting pipe has reduced the come-up of slip casting pipe under the effect of cement mortar to keeping away from the removal of outer thimble, and then reduces and applys the effort to the anchor pole, increases the stability of anchor pole.
Preferably, a guide piece arranged in a spiral shape is fixed on the outer wall of the anchoring rod.
By adopting the technical scheme, certain guiding effect is achieved on cement mortar injected into the outer inserting pipe.
Preferably, a fixing ring corresponding to the outer plug is fixedly arranged on the grid reinforcing layer, the fixing ring is sleeved outside the outer plug, an annular groove is formed in the upper surface of the fixing ring, a flange extends outwards from the top end of the outer plug, and one end, far away from the outer plug, of the flange is embedded into and fixed in the annular groove.
By adopting the technical scheme, the connection between the outer inserting pipe and the grid reinforcing layer is realized.
Preferably, the grid reinforcing layer comprises a stabilizing ring corresponding to the cement mixing pile, and the stabilizing ring is sleeved outside the pile head of the cement mixing pile.
Through adopting above-mentioned technical scheme, increased the stability of being connected between net back up coat and the cement stirring stake.
In summary, the present application includes at least one of the following beneficial technical effects:
1. the strength limit of the traditional reinforcing mode is broken through, the reinforcing effect of the old embankment is greatly improved, and the service life of the reinforced embankment is prolonged;
2. the setting of net back up coat has increased the joint strength who consolidates between slope protection layer and the original slope protection layer, and the setting of anchor subassembly will consolidate slope protection layer, net back up coat and cement mixing stake and be connected, has further increased the strengthening intensity and the reinforcement effect to old embankment, has prolonged the life of the embankment after consolidating.
Drawings
Fig. 1 is a schematic view showing the overall structure of an old embankment, a stone layer, cement mixing piles, a grid reinforcing layer and a reinforced slope protection layer.
FIG. 2 is a schematic view of the construction of the reinforcing layer hidden to show the construction of the grid reinforcing layer and the anchor assembly.
Fig. 3 is a schematic partial cross-sectional view showing a hair anchor assembly.
Fig. 4 is an exploded view showing the construction of the anchor assembly.
Fig. 5 is a partially enlarged schematic view of a portion B in fig. 3.
Fig. 6 is a partially enlarged schematic view of a portion a in fig. 2.
Description of reference numerals:
11. the original slope protection layer; 12. the original concrete retaining wall; 2. a stone layer; 3. stirring the piles with cement; 4. a grid reinforcing layer; 41. a cross beam; 42. a stringer; 43. a stabilizing ring; 44. a fixing ring; 441. an annular groove; 5. an anchor assembly; 51. an outer cannula; 511. an overflow aperture; 512. a film; 513. flanging; 52. a grouting pipe; 521. an upper spring plate; 53. a connecting pipe; 531. a lower spring plate; 54. an anchoring rod; 541. a tip piece; 542. a guide piece; 6. and reinforcing the slope protection layer.
Detailed Description
The present application is described in further detail below with reference to figures 1-6.
The embodiment of the application discloses an old embankment reinforcing method.
Referring to fig. 1, the old bank includes an original slope protection layer 11 laid on a side slope soil body and an original concrete retaining wall 12 vertically disposed at a side close to a river.
One side that original concrete retaining wall 12 is close to the river course is piled up there is stone layer 2, and stone layer 2 is used for firm concrete retaining wall 12 to reduce the displacement of old embankment towards river course one side.
Be equipped with cement mixing pile 3 on original layer of hillside protection 11, cement mixing pile 3 perpendicular to original layer of hillside protection 11 inserts in the side slope soil body, and the pile head of cement mixing pile 3 is higher than the upper surface of original layer of hillside protection 11, and cement mixing pile 3 is rectangular array and distributes and have a plurality ofly.
The grid reinforcing layer 4 is fixed on the original slope protection layer 11, the grid reinforcing layer 4 comprises a plurality of cross beams 41 and longitudinal beams 42 which are arranged in a mutually staggered mode, and the positions of the cement mixing piles 3 correspond to the positions of the intersections of the cross beams 41 and the longitudinal beams 42. The grid reinforcing layer 4 further comprises stabilizing rings 43 which are in one-to-one correspondence with the cement mixing piles 3, and the stabilizing rings 43 are coaxially sleeved outside pile heads of the cement mixing piles 3.
Referring to fig. 2 and 3, the grid reinforcing layer 4 is provided with anchoring components 5 corresponding to the cement mixing piles 3 one to one, and the anchoring components 5 penetrate through the cement mixing piles 3 along a direction perpendicular to the original slope protection layer 11 and are anchored in the soil body of the side slope.
Referring to fig. 3 and 4, the anchoring assembly 5 includes an outer insertion tube 51 inserted into the slope soil, the outer insertion tube 51 is a circular tube with two open ends, a plurality of overflow holes 511 are distributed on the outer insertion tube 51, and the overflow holes 511 are through holes. The two ends of the outer cannula 51 are respectively fixed with a film 512 for sealing the port, and the outer side of the film 512 at the top end of the outer cannula 51 is coated with a coating for blocking the film from the reinforced slope protection layer 6. In order to increase the connection strength between the outer cannula 51 and the slope soil body, the bottom end of the outer cannula 51 is arranged to be serrated.
Referring to fig. 5, a fixing ring 44 is integrally formed on the side member 42 at a position corresponding to the outer tube 51, and the fixing ring 44 is fitted around the outer tube 51. The upper surface of the fixing ring 44 is provided with an annular groove 441, and the annular groove 441 is coaxial with the fixing ring 44. The end surface of the top end of the outer sleeve 51 is higher than the upper surface of the grid reinforcing layer 4, a flange 513 extends outwards from the top end of the outer sleeve 51, and one end of the flange 513 far away from the outer sleeve 51 is embedded in the annular groove 441 and is welded with the annular groove 441.
With reference to fig. 4, 5 and 6, a plurality of grouting pipes 52 are uniformly distributed on the inner side of the top end of the outer sleeve 51 along the circumferential direction thereof at intervals, the axial direction of the grouting pipes 52 is parallel to the axial direction of the outer sleeve 51, one end of the grouting pipe 52 penetrates through the film 512 on the top end of the outer sleeve 51, and the outer wall of the grouting pipe 52 is coated with a coating for blocking the grouting pipe from the reinforcing slope protection layer 6.
The outer cannula 51 is connected to the grouting pipe 52 in such a manner that a connecting pipe 53 is fixed to the inner wall of the outer cannula 51, the axial direction of the connecting pipe 53 is parallel to the axial direction of the outer cannula 51, and the tip end surface of the connecting pipe 53 is flush with the upper surface of the film 512 at the tip end of the outer cannula 51. Two groups of lower elastic sheet groups are arranged on the inner wall of the connecting pipe 53 at intervals along the axial direction of the connecting pipe, each group of lower elastic sheet groups comprises two lower elastic sheets 531 which are symmetrically arranged, the lower elastic sheets 531 are integrally formed on the connecting pipe 53, and the lower elastic sheets 531 are obliquely and downwards arranged. The outer wall of the grouting pipe 52 is integrally formed with upper elastic sheets 521 corresponding to the lower elastic sheets 531 one by one, the upper elastic sheets 521 are arranged obliquely upwards, and when the grouting pipe 52 moves towards the outer plug 51 along the axial direction thereof under the action of external force, the upper elastic sheets 521 are abutted against the lower surface of the lower elastic sheets 531 through the lower elastic sheets 531 to the upper surface of the upper elastic sheets 521, so as to limit the movement of the grouting pipe 52 away from the outer plug 51.
The anchoring assembly 5 further comprises an anchoring rod 54 coaxial with the outer sleeve 51, one end of the anchoring rod 54 is a tip end, the other end of the anchoring rod 54 is fixed with a tip piece 541, the tip piece 541 can move along with the anchoring rod 54 to abut against the top end of the grouting pipe 52, and one end of the anchoring rod 54 with the tip end penetrates through the outer sleeve 51 and extends into the slope soil.
To facilitate the flow of cement mortar, a guide plate 542 is fixed to the outer wall of the anchor rod 54 in a spiral shape.
The reinforcing slope protection layer 6 is poured on the grid reinforcing layer 4, in the initial position, the top end of the grouting pipe 52 extends out of the upper surface of the reinforcing slope protection layer 6, after grouting is finished, the anchoring rod 54 is continuously inserted to enable the end piece 541 to abut against the top end of the grouting pipe 54, the grouting pipe 54 moves towards the outer plug 51 under the action of the end piece 541 until the end face of the top end of the grouting pipe 54 is flush with the upper surface of the reinforcing slope protection layer 6, and the end piece 541 abuts against the upper surface of the reinforcing slope protection layer 6.
A method for reinforcing an old embankment comprises the following steps:
s1, reinforcing one side of the original concrete retaining wall 12 close to the river channel in a stone throwing mode to form a stone layer 2;
s2, pile foundation operation of the cement mixing pile 3 is carried out from one side, close to the river channel, of the original slope protection layer 11, the pile head of the cement mixing pile 3 is higher than the upper surface of the original slope protection layer 11, the pile foundation on the side is pushed in the direction away from the river channel after being stabilized, and the stability of the pile foundation operation is ensured by adopting a jumping mode, so that the original concrete retaining wall 12 is not easy to shift during the operation of the cement mixing pile 3;
s3, paving a grid reinforcing layer 4 on the original slope protection layer 11, and sleeving a stabilizing ring 43 on the outer side of the pile head of the cement mixing pile 3;
s4, arranging pre-buried holes in the fixing ring 44 on the grid reinforcing layer 4 along the direction perpendicular to the slope soil body, enabling the pre-buried holes to penetrate through the cement mixing pile 3, inserting the outer inserting pipe 51 into the pre-buried holes, embedding the outer side of the flanging 513 at the top end of the outer inserting pipe 51 into the annular groove 441 on the fixing ring 44, and welding and fixing the flanging 513 and the annular groove 441;
s5, pouring and reinforcing the slope protection layer 6;
s6, determining the position of the outer cannula 51, inserting the anchoring rod 54 into the outer cannula 51, stopping inserting the anchoring rod 54 when one end of the anchoring rod 54 passes through the outer cannula 51 and the film 512 on the outer cannula 51 and is inserted into the slope soil, and when a distance for connecting the grouting pipe 52 with an external hose is left between the end piece 541 inserted into the anchoring rod 54 and the top end of the grouting pipe 52, injecting cement mortar into the outer cannula 51 through the grouting pipe 52, the guide piece 542 guiding the cement mortar to fill the inner cavity of the outer cannula 51 with the cement mortar and penetrate into the slope soil and the cement mixing pile 3 through the overflow hole 511, continuing inserting the anchoring rod 54 until the end piece 541 abuts against the upper surface of the reinforced slope protection layer 6, moving the grouting pipe 52 under the action of the end piece 541 until the end face of the grouting pipe 52 is flush with the upper surface of the reinforced slope protection layer 6, and moving the grouting pipe 52, the upper elastic sheet 521 sequentially passes through the two lower elastic sheets 531, the upper surface of the upper elastic sheet 521 is abutted to the lower surface of the lower elastic sheet 531, the grouting pipe 52 is limited to float upwards, acting force applied to the anchoring rod 54 is reduced, and the stability of the anchoring rod 54 is improved.
Through the method for reinforcing the embankment, the strength and stability of the soil body part of the embankment are enhanced, the strength limitation of the traditional reinforcing mode is broken through, the reinforcing effect on the old embankment is greatly improved, and the service life of the reinforced embankment is prolonged.
The above embodiments are preferred embodiments of the present application, and the protection scope of the present application is not limited by the above embodiments, so: all equivalent changes made according to the structure, shape and principle of the present application shall be covered by the protection scope of the present application.
Claims (8)
1. A method for reinforcing an old embankment is characterized by comprising the following steps:
s1, reinforcing one side of the original concrete retaining wall (12) close to the river channel;
s2, performing operation on the cement mixing pile (3) from one side of the old embankment close to the river channel, and pushing the cement mixing pile (3) at the side in the direction away from the river channel after the cement mixing pile (3) at the side is stabilized, so that the pile head of the cement mixing pile (3) is higher than the surface of the original slope protection layer (11);
and S3, pouring a reinforced slope protection layer (6) on the original slope protection layer (11), and connecting pile heads of the concrete mixing piles.
2. A method for reinforcing an old bank according to claim 1, wherein: be provided with net back up coat (4) between original layer of retaining slope (11) and the reinforcement retaining slope layer (6), be provided with anchor subassembly (5) with cement mixing stake (3) one-to-one on net back up coat (4), anchor subassembly (5) pass cement mixing stake (3) anchor in the side slope along the direction of the original layer of retaining slope of perpendicular to (11), anchor subassembly (5) top is inserted in reinforcement retaining slope layer (6).
3. A method for reinforcing an old bank according to claim 2, wherein: the anchoring assembly (5) comprises an outer inserting pipe (51) inserted into a slope soil body, two ends of the outer inserting pipe (51) are open, two ends of the outer inserting pipe (51) are respectively and fixedly provided with a thin film (512) used for sealing the port of the outer inserting pipe, the outer side of the thin film (512) at the top end of the outer inserting pipe (51) is coated with a coating used for blocking the outer inserting pipe from the reinforcing slope protection layer (6), a plurality of overflow holes (511) are distributed on the outer inserting pipe (51), a grouting pipe (52) used for grouting into the inner cavity of the outer inserting pipe (51) is arranged on the outer inserting pipe (51), and the top end of the grouting pipe (52) extends out of the upper surface of the reinforcing slope protection layer (6);
the anchoring assembly (5) further comprises an anchoring rod (54) arranged in the outer insertion pipe (51) in a penetrating mode, and one end of the anchoring rod (54) penetrates through the outer insertion pipe (51) and extends into a slope soil body.
4. A method of reinforcing an old bank according to claim 3, wherein: the grouting pipe (52) is connected into the outer inserting pipe (51) in a sliding mode along the axial direction of the outer inserting pipe (51), a coating used for blocking the grouting pipe (52) from the reinforcing slope protection layer (6) is coated on the outer side of the grouting pipe, and a tip piece (541) used for being abutted to the top end of the grouting pipe (52) is fixedly arranged at the top end of the anchoring rod (54).
5. A method for reinforcing an old bank according to claim 4, wherein: the inner wall of the outer inserting pipe (51) is fixedly provided with a connecting pipe (53), the connecting pipe (53) is coaxially sleeved on the outer side of the grouting pipe (52), a plurality of groups of lower elastic pieces (531) are arranged on the inner wall of the connecting pipe (53) at intervals along the axial direction of the connecting pipe, each group of lower elastic pieces (531) comprises a plurality of lower elastic pieces (531) distributed along the circumferential direction of the connecting pipe (53), the lower elastic pieces (531) are obliquely and downwards arranged, the outer wall of the grouting pipe (52) is integrally formed with upper elastic pieces (521) which are in one-to-one correspondence with the lower elastic pieces (531), and the upper elastic pieces (521) are obliquely and upwards arranged.
6. A method of reinforcing an old bank according to claim 3, wherein: and a guide piece (542) which is spirally arranged is fixed on the outer wall of the anchoring rod (54).
7. A method for reinforcing an old bank according to claim 1, wherein: the grid reinforcing layer (4) is fixedly provided with a fixing ring (44) corresponding to the outer plug-in pipe (51), the fixing ring (44) is sleeved outside the outer plug-in pipe (51), the upper surface of the fixing ring (44) is provided with an annular groove (441), a flanging (513) is extended out of the top end of the outer plug-in pipe (51), and one end, far away from the outer plug-in pipe (51), of the flanging (513) is embedded into and fixed in the annular groove (441).
8. A method for reinforcing an old bank according to claim 2, wherein: the grid reinforcing layer (4) comprises stabilizing rings (43) corresponding to the cement mixing piles (3), and the outer sides of pile heads of the cement mixing piles (3) are sleeved with the stabilizing rings (43).
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| CN202111278397.7A CN113818399B (en) | 2021-10-30 | 2021-10-30 | Method for reinforcing old embankment |
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| CN202111278397.7A CN113818399B (en) | 2021-10-30 | 2021-10-30 | Method for reinforcing old embankment |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114892589A (en) * | 2022-04-26 | 2022-08-12 | 四川鼎恒建设工程有限公司 | Narrow river channel retaining wall reinforcing device and reinforcing method |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3148923U (en) * | 2008-12-19 | 2009-03-05 | 株式会社水戸グリーンサービス | Slope repair and reinforcement structure |
| CN109098188A (en) * | 2018-08-02 | 2018-12-28 | 北京易成市政工程有限责任公司 | Road slope landslide control method |
| CN212801583U (en) * | 2020-07-09 | 2021-03-26 | 辽宁科技学院 | Special-shaped anchor rod device for slope support |
-
2021
- 2021-10-30 CN CN202111278397.7A patent/CN113818399B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3148923U (en) * | 2008-12-19 | 2009-03-05 | 株式会社水戸グリーンサービス | Slope repair and reinforcement structure |
| CN109098188A (en) * | 2018-08-02 | 2018-12-28 | 北京易成市政工程有限责任公司 | Road slope landslide control method |
| CN212801583U (en) * | 2020-07-09 | 2021-03-26 | 辽宁科技学院 | Special-shaped anchor rod device for slope support |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114892589A (en) * | 2022-04-26 | 2022-08-12 | 四川鼎恒建设工程有限公司 | Narrow river channel retaining wall reinforcing device and reinforcing method |
| CN114892589B (en) * | 2022-04-26 | 2024-01-26 | 四川鼎恒建设工程有限公司 | Narrow river retaining wall reinforcing device and reinforcing method |
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| CN113818399B (en) | 2022-08-05 |
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