Dike diaphragm wall structure

Abstract

The utility model discloses a dike anti-seepage wall structure which comprises a reinforced concrete anti-seepage wall, a reinforced concrete guide wall and a reinforced concrete wave wall, and the reinforced concrete guide wall is implemented on an excavation working platform at the top of the upstream face of a current dike body and located at the top of the reinforced concrete anti-seepage wall; the reinforced concrete diaphragm wall is downwards slotted along the reinforced concrete guide wall and then is poured to the top of the reinforced concrete guide wall from bottom to top; the wall head part of the reinforced concrete anti-seepage wall is chiseled away, and the chiseled-away part and the reinforced concrete wave wall on the upper portion of the chiseled-away part are poured into a whole. Parts of the reinforced concrete wave wall and roulette holes of the reinforced concrete anti-seepage wall on the lower portion of the reinforced concrete wave wall are staggered, and water stop copper sheets are arranged between the parts and extend into the reinforced concrete anti-seepage wall. The structure is high in construction speed, small in disturbance to an original embankment body, high in durability and good in coordination with the surrounding environment, land occupation can be reduced, and land and investment are saved.

Description

Technical Field

[0001] The utility model relates to a dike structure, in particular to a dike anti-seepage wall structure, which is applicable to earth dikes with poor embankment filling, uneven filling, thin embankment body, and problems of seepage stability, and is an important dike with difficult expropriation behind the dike and unable to solve the anti-seepage problem through widening the embankment body. Background Art

[0002] For the dike upgrading and reinforcement, the widening and reinforcement structure is adopted for treatment, and the disadvantage is the high land use cost. In addition, the surface hardening structure will reduce the greening area of the earth dike itself, resulting in poor integration with the surrounding environment. When the traditional high-pressure jet grouting cement-soil vertical anti-seepage treatment method is adopted, if the cement slurry is not properly treated, it is easy to cause adverse effects on the surrounding environment, and the construction quality of the high-pressure jet grouting cement-soil is difficult to control. Content of the Utility Model

[0003] In order to solve the problems existing in the prior art, that is, limited by external conditions, the existing dikes cannot well solve the problem of seepage stability by adopting the conventional widening and reinforcement, surface hardening structure or high-pressure jet grouting cement-soil anti-seepage wall, the utility model provides a dike anti-seepage wall structure with simple structure, safety and reliability, land saving, convenient construction and environmental coordination.

[0004] The technical solution adopted by the utility model is as follows:

[0005] A dike anti-seepage wall structure includes a reinforced concrete anti-seepage wall, a reinforced concrete guide wall and a reinforced concrete wave-dissipating wall. The reinforced concrete guide wall is the first construction component, which is implemented on the excavation working platform at the top of the upstream face of the existing dike body and is located at the top of the reinforced concrete anti-seepage wall. The reinforced concrete anti-seepage wall is grooved downward along the reinforced concrete guide wall and then poured from bottom to top to the top of the reinforced concrete guide wall. The wall head part of the reinforced concrete anti-seepage wall is chiseled off, and the chiseled part is cast integrally with the reinforced concrete wave-dissipating wall located above it.

[0006] Further, the reinforced concrete anti-seepage wall is divided into primary slot sections and secondary slot sections. The joints between the two slot sections are set in an uneven circular arc shape. There are dividing joints between the slot sections, and they are closed by setting through-holes and backfilling with slightly expanded concrete;

[0007] Further, the dividing joints of the reinforced concrete wave-dissipating wall are staggered from the through-holes of the reinforced concrete anti-seepage wall located below it. A water-stop copper sheet is arranged between the dividing joints and extends into the reinforced concrete anti-seepage wall. A low-foaming polyethylene closed-cell foam board is embedded in the joint, and a sealant is embedded on the joint surface. A water-swelling water-stop strip is arranged between the reinforced concrete anti-seepage wall and the reinforced concrete wave-dissipating wall.

[0008] Further, the depth of the reinforced concrete anti-seepage wall can be set as required according to the actual terrain and geology.

[0009] Furthermore, the top surface of the rear dike of the reinforced concrete wave wall can adopt structural forms such as asphalt concrete according to the situation.

[0010] The construction steps of the utility model are as follows:

[0011] S1, Excavation of the construction platform: Excavate a construction platform with a certain width on the top of the water-facing dike.

[0012] S2, Pouring of the reinforced concrete guide wall: Excavate a notch on the construction platform, formwork on both sides of the notch, bind steel bars and pour concrete. After the concrete strength of the guide wall reaches the requirement, remove the formwork, and backfill the soil in the notch to balance the earth pressure.

[0013] S3, Pouring of the reinforced concrete impervious wall: First, use a light hydraulic grab bucket grooving machine to excavate the soil to form a groove for the first-order wave wall section in the guide wall notch. During the grooving process, use bentonite mud for slurry wall support. Set joint pipes at both ends of the notch, then hoist the steel cage and pour the concrete for the first-order section, and pull out the joint pipe when the concrete of the first-order section begins to set. Then, excavate and form a groove for the adjacent second-order section, and brush the concrete connection and mud on the joint part clean with a steel wire brush. After completion, hoist the steel cage and pour the concrete for the second-order section.

[0014] S4, Chiseling of the top of the reinforced concrete impervious wall: Chisel off the part of the top of the reinforced concrete impervious wall where the strength does not meet the requirements.

[0015] S5, Core extraction and backfilling of the split hole: Use core extraction through the split hole to inspect the joint of the first-order and second-order reinforced concrete impervious walls, and backfill and seal the hole with slightly expanded concrete in the joint.

[0016] S6, Installation of the waterstop: Install a longitudinal water-swelling waterstop strip at the top of the reinforced concrete impervious wall, chisel a notch corresponding to the joint of the upper reinforced concrete wave wall on the top of the reinforced concrete impervious wall, then install a waterstop copper sheet and a caulking material, low-foaming polyethylene closed-cell foam board. After the waterstop copper sheet is buried in the notch, backfill with fine aggregate slightly expanded secondary concrete.

[0017] S7, Pouring of the reinforced concrete wave wall: After the steel bars of the wave wall are tied, pour the concrete. After the concrete strength of the reinforced concrete wave wall reaches the requirement, remove the formwork and treat the joint surface with sealant.

[0018] S8, Backfilling of the dike body: Backfill and compact the excavated dike body part at the construction platform position, and restore the greening on the water-facing side.

[0019] S9, Pouring of the road surface and decoration of the wave wall: Pour the top road surface of the dike and decorate the surface of the reinforced concrete wave wall.

[0020] The beneficial effects of the utility model are:

[0021] 1. Less excavation, no impact on the embankment foundation, and avoid disturbing and damaging the embankment structure during construction.

[0022] 2. The cut-off wall can form an effective anti-seepage body, avoid the need for a large amount of land for widening the embankment, and save land use and investment.

[0023] 3. Fast construction speed. The light hydraulic grab trench cutter can quickly form the trench, reduce the disturbance of the embankment during the construction period, and improve the safety of the embankment during the implementation process.

[0024] 4. The reinforced concrete cut-off wall structure has a certain anti-sliding effect and can improve the stability of the embankment at the same time.

[0025] 5. The construction quality of the reinforced concrete structure is controllable, the structure has strong durability, and the embankment leakage problem can be completely solved.

[0026] 6. It can retain the soil slopes on the upstream and downstream sides of the original embankment, plant greenery, and beautify the surrounding environment.

[0027] 7. The cut-off wall also serves as the foundation of the upper wave-dissipating wall, which can reduce the settlement of the wave-dissipating wall and save project investment. BRIEF DESCRIPTION OF THE DRAWINGS

[0028] Figure 1 is the structural sectional view of the present utility model;

[0029] Figure 2 is the structural elevation view of the present utility model;

[0030] Figure 3 is Figure 2 the A-A sectional view of

[0031] Figure 4 is Figure 1 the B-B sectional view of

[0032] In the figures: 1 - reinforced concrete guide wall; 2 - reinforced concrete cut-off wall; 2a - primary reinforced concrete cut-off wall; 2b - secondary reinforced concrete cut-off wall; 3 - joint pipe; 4 - head of the reinforced concrete cut-off wall; 5 - through-hole; 6 - embedded groove for water stop; 7 - copper water stop; 8 - water-swelling water stop strip; 9 - reinforced concrete wave-dissipating wall; 10 - backfilled embankment of the construction platform; 11 - decoration of the wave-dissipating wall; 12 - embankment top road surface; 13 - joint of the reinforced concrete wave-dissipating wall; 14 - upstream embankment slope; 15 - existing embankment. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0033] In order to make the purpose, technical implementation plan and advantages of the present utility model clearer, the present utility model will be further described in detail below with reference to the drawings and embodiments.

[0034] As Figures 1 to 4As shown in the figure, a dike anti-seepage wall structure of the present utility model includes a reinforced concrete guide wall 1, a reinforced concrete anti-seepage wall 2, and a reinforced concrete wave-breaking wall 9; the reinforced concrete guide wall 1 is implemented on the excavation working platform at the top of the water-facing side of the existing dike body 15 and is located at the top of the reinforced concrete anti-seepage wall 2; the reinforced concrete anti-seepage wall 9 is slotted downward along the reinforced concrete guide wall 1 and then poured from bottom to top to the wall top of the reinforced concrete guide wall 1; a part of the head 4 of the reinforced concrete anti-seepage wall is chiseled off, and the chiseled part is poured integrally with the reinforced concrete wave-breaking wall 9 located above it. The reinforced concrete anti-seepage wall 2 is divided into a first-order reinforced concrete anti-seepage wall 2a and a second-order reinforced concrete anti-seepage wall 2b. The joint between the first-order reinforced concrete anti-seepage wall 2a and the second-order reinforced concrete anti-seepage wall 2b is set in a concave-convex circular arc shape. A through-slot hole 5 is provided at the joint split, and backfilled with slightly expanded concrete for sealing; the split 13 of the reinforced concrete wave-breaking wall is staggered from the through-slot hole 5 of the reinforced concrete anti-seepage wall 2 located below it. A water-stop copper sheet 7 is arranged between the splits and extends into the reinforced concrete anti-seepage wall 2 to form an anti-seepage whole; a low-foaming polyethylene closed-cell foam board is embedded in the joint, and a sealant is embedded on the joint surface; a water-swellable water-stop strip 8 is arranged between the reinforced concrete anti-seepage wall 2 and the reinforced concrete wave-breaking wall 9. The backfill dike body 10 of the construction platform behind the reinforced concrete wave-breaking wall 9 is compacted and backfilled with cohesive soil. The water-facing dike slope 14 is a vegetated slope protection.

[0035] The construction method of the present utility model is as follows:

[0036] After excavating a construction platform with a certain width on the water-facing dike top, the following steps are taken:

[0037] S1. Construction platform excavation: Excavate a construction platform with a certain width on the water-facing dike top.

[0038] S2. Excavate a slot opening on the construction platform, formwork is erected on both sides of the slot opening, and the steel bars of the C25 reinforced concrete guide wall 1 with a height of 1.5 m are tied. After completion, concrete is poured. When the concrete strength reaches the requirement, the formwork is removed, and the soil is backfilled in the slot to balance the earth pressure.

[0039] S3. Use a hydraulic grab bucket grooving machine to grab soil and form a groove for the first-order anti-seepage wall section in the slot of the C25 reinforced concrete guide wall 1. During the grooving process, bentonite slurry is used for wall protection. Joint pipes 3 are arranged at both ends of the slot opening, and then the steel cage is hoisted and the first-order reinforced concrete anti-seepage wall 2a with a thickness of 80 cm, C30W6F100 is poured. The joint pipe 3 is pulled out when the concrete in the first-order section starts to set. Then, the adjacent second-order section is excavated and grooved, and the concrete connecting mud on the joint part is brushed clean with a steel wire brush. After completion, the steel cage is hoisted and the second-order reinforced concrete anti-seepage wall 2b with a thickness of 80 cm, C30W6F100 is poured.

[0040] S4. Chisel off the head 4 of the C30W6F100 reinforced concrete anti-seepage wall with unqualified strength.

[0041] S5. Core sampling inspection is carried out on the joint of the first and second stage C30W6F100 reinforced concrete cut-off wall 2 by using the split hole 5, and the joint is backfilled and sealed with slightly expanding concrete.

[0042] S6. Install the longitudinal BW-II water-swelling waterstop strip 8 at the top of the C30W6F100 reinforced concrete cut-off wall 2. Chisel out the waterstop embedding groove 6 at the top of the C30W6F100 reinforced concrete cut-off wall 2 corresponding to the joint of the upper C30W6F100 reinforced concrete wave wall 9. Then install the waterstop copper sheet 7 and the joint filling material low-foaming polyethylene closed-cell foam board. After the waterstop copper sheet 7 is buried in the groove, backfill with C35W6 fine aggregate slightly expanding secondary concrete.

[0043] S7. After the reinforcement of the wave wall is tied, concrete is poured. After the concrete strength of the C30W6F100 reinforced concrete wave wall 9 reaches the requirement, the formwork is removed, and the joint surface is treated with sealant.

[0044] S8. Backfill and compact the part of the existing embankment body 10 excavated at the construction platform position, and restore the greening on the water-facing side.

[0045] S9. Pour the embankment top road surface 12 and complete the decoration of the wave wall 11.

[0046] The above embodiments have described the present invention in conjunction with the drawings, but it should not be construed as a limitation to the scope of the patent of the present invention. It should be noted that for those of ordinary skill in the art, without departing from the concept of the present invention, the technical solutions obtained by equivalent substitution or equivalent transformation all fall within the protection scope of the present invention.

Claims

1. A dike anti-seepage wall structure, characterized in that: It includes a reinforced concrete cut-off wall, a reinforced concrete guide wall and a reinforced concrete wave wall. The reinforced concrete guide wall is implemented on the top of the working platform excavated on the water-facing side of the existing embankment body and is located at the top of the reinforced concrete cut-off wall. The reinforced concrete cut-off wall is grooved downward along the reinforced concrete guide wall and then poured from bottom to top to the top of the reinforced concrete guide wall. The head part of the reinforced concrete cut-off wall is chiseled off, and the chiseled part is cast integrally with the reinforced concrete wave wall above it.

2. The dike seepage prevention wall structure according to claim 1, characterized in that: The reinforced concrete cut-off wall is divided into primary groove sections and secondary groove sections. The joints between the two groove sections are set in a concave-convex circular arc shape, and there are split joints between the groove sections, which are closed by setting through holes and backfilling slightly expanded concrete.

3. The dike anti-seepage wall structure according to claim 1, characterized in that: The split joint of the reinforced concrete wave wall is staggered from the through hole of the reinforced concrete cut-off wall below it. A copper waterstop is arranged between the split joints and extends into the reinforced concrete cut-off wall. A low-foaming polyethylene closed-cell foam board is embedded in the joint, and a sealant is embedded on the joint surface. A water-swelling waterstop strip is arranged between the reinforced concrete cut-off wall and the reinforced concrete wave wall.

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