Sliding continuous caisson structure and construction method thereof

Abstract

The application discloses a sliding continuous sinking well structure and a construction method thereof. The sinking well wall comprises a plurality of well wall segments connected in sequence. Each well wall segment comprises two side walls and a top plate on the top. Each side wall is provided with a plurality of mud guide holes penetrating through the end faces of the corresponding well wall segment. The side walls and the top plate of two adjacent well wall segments are connected through matching female joints and male joints. During construction, the sinking well sliding support is arranged at the lower end of the side wall. The pre-formed groove is arranged at the position corresponding to each side wall of the soil body. The track groove capable of sliding the sinking well sliding support is arranged in the pre-formed groove. Each well wall segment is slid to the required position through the track groove. The application cancels the layout of the counterforce ground anchor pile and avoids the setting of the connecting segment of the continuous sinking well, thereby simplifying the construction steps of the continuous sinking well, facilitating the popularization and implementation of the construction method and having good economic and social benefits.

Description

Technical Field

[0004]

[0001] The present invention relates to the technical field of underground caisson construction, and particularly to a sliding-in type continuous caisson structure and its construction method. Background Art

[0002] In the prior art, underground structures are mostly constructed by the open cut method, which requires a large number of temporary structures. Both the construction cost and the impact on the environment are relatively large.

[0003] The continuous caisson method uses multiple caissons connected to form an underground structure, which has the advantages of good integrity and high prefabrication rate, and has been successfully applied to projects such as ship locks.

[0004] In the continuous caisson technology, the control of the plane position of adjacent caissons is the key technology of this construction method. At present, for the sinking of continuous caissons, the press-in type sinking process combined with anchor piles is mostly used, with high control difficulty and large precision errors. Therefore, a gap of several meters needs to be reserved between adjacent caissons, and this gap still needs to be excavated by the open cut process, and there are still temporary works such as support and reinforcement. The overall process is complex and the construction difficulty is relatively large.

[0005] Therefore, how to eliminate the connection structure between caissons and simplify the construction steps of continuous caissons has become a technical problem亟待解决 for those skilled in the art. Summary of the Invention

[0006] In view of the above-mentioned defects of the prior art, the present invention provides a sliding-in type continuous caisson structure and its construction method, and the achieved purpose is to be able to cancel the layout of the reaction earth anchor piles, avoid setting the connection section of the continuous caissons, simplify the construction steps of the continuous caissons, and be more conducive to popularization and implementation.

[0007] To achieve the above purpose, the present invention discloses a sliding-in type continuous caisson structure, which includes plugging diaphragm walls at both ends of the caisson, and a caisson wall located between the two plugging diaphragm walls.

[0008] Among them, the caisson wall includes a plurality of wall sections connected end to end in sequence;

[0009] Each wall section is a strip-shaped structure with a "冂"-shaped cross-section, and includes two side walls and a top plate at the top; <000002,1>

[0010] Each side wall is provided with a plurality of slurry guiding holes penetrating through both end faces of the corresponding wall section;

[0011] The side walls and the top plates between two adjacent wall sections are spliced through matching concave joints and convex joints;

[0012] The two sealing ground diaphragm walls are provided with concave joints at the positions of the top plate and the side wall of the corresponding well wall segments, and are spliced ​​with the convex joints of the corresponding top plate and the corresponding side wall through the corresponding concave joints.

[0013] Preferably, a water-swellable waterproof strip is provided between each pair of said concave joints and the corresponding said convex joints.

[0014] Preferably, each of the wellbore segments is a prefabricated component;

[0015] Each well wall segment is pre-embedded with a water-swellable waterproof strip that runs through the depth direction during prefabrication.

[0016] This invention also provides a construction method for a sliding continuous caisson structure, comprising the following steps:

[0017] Step 1: Prefabricate all well wall segments, and provide a caisson sliding support at the lower end of the sidewall of each well wall segment;

[0018] Step 2: Excavate the soil in the area where the caisson needs to be built, with the slope extending to the bottom of the top plate of each caisson wall segment;

[0019] Step 3: Using a trenching device, trenches are cut in the soil at the positions corresponding to each of the sidewalls to form two parallel pre-grooves that match the sidewalls of the caisson wall respectively; the width of each pre-grooved trench is greater than the thickness of the corresponding sidewall.

[0020] Step 4: Continue grooving from one end of the two pre-formed grooves toward the ground to form an inclined groove that gradually rises to the ground; the width of each inclined groove is greater than the thickness of the corresponding sidewall.

[0021] Step 5: Lay track grooves in the two precast grooves and the corresponding inclined grooves; each track groove is matched with the caisson sliding support;

[0022] Step 6: Embed each well wall segment into the corresponding track groove, and then use engineering cranes to assist each well wall segment in entering the corresponding inclined groove; afterwards, each well wall segment slides downwards under its own weight.

[0023] During the sliding of each well wall segment, several mud guide holes on the corresponding sidewall serve as drainage / slurry holes;

[0024] Step 7: After completing the construction of one well wall segment, repeat step 6 to position the next well wall segment, and splice the top plate and side wall of every two adjacent well wall segments using corresponding concave joints and corresponding convex joints.

[0025] Step 8: At each location of the diaphragm wall, a trenching device is used to form a trench that matches the corresponding diaphragm wall. Then, a steel cage is placed in the trench and concrete is poured to form the diaphragm wall.

[0026] Step 9: Starting from the well wall segment with the reserved hole, excavate the soil downwards and hoist the excavation equipment to excavate underwater to the required depth of the caisson. Then, pour underwater sealing concrete at the bottom of the caisson.

[0027] Step 10: After sealing the reserved hole, backfill with soil.

[0028] Preferably, the cross-section of each track groove is C-shaped, which can wrap and embed the corresponding caisson sliding support and restrict the corresponding caisson sliding support to move only in one direction.

[0029] Preferably, in step 6, if any of the well wall segments encounters insufficient downward sliding force when sliding down using its own gravity, then ground-based mechanical assistance is used to drag the corresponding well wall segment to the corresponding position.

[0030] Preferably, in step 7, when each pair of concave and convex connectors is spliced, the water-swellable waterproof strip at the corresponding position is squeezed.

[0031] Preferably, after the sealing diaphragm wall construction is completed in step 8, high-pressure jet grouting piles are used to reinforce and stop the water flow between each sealing diaphragm wall and the corresponding well wall segment on the outside of the joint.

[0032] The beneficial effects of this invention are:

[0033] This invention divides the sidewalls and top plate of the caisson into multiple sequentially connected caisson wall segments. Each caisson wall segment is then slid into a designated position by using a track groove laid in a parallel precast trench and a caisson sliding support at the lower end of the sidewall of the caisson wall segment. These segments are then assembled to form an underground structure. This eliminates the need for reaction anchor piles and avoids the need for connecting sections in the continuous caisson, simplifying the construction steps of the continuous caisson. This method is conducive to its widespread implementation and has good economic and social benefits.

[0034] The following will further explain the concept, specific structure, and technical effects of the present invention in conjunction with the accompanying drawings, so as to fully understand the purpose, features, and effects of the present invention. Attached Figure Description

[0035] Figure 1 This diagram shows a cross-sectional structure of a well wall segment arranged in a pre-formed trench according to an embodiment of the present invention.

[0036] Figure 2Schematic diagram showing the state where multiple wellbore segments are successively slid and positioned along a pre-formed groove in an embodiment of the present invention.

[0037] Figure 3 Schematic diagram showing the state where all wellbore segments are in place in an embodiment of the present invention.

[0038] Figure 4 Schematic diagram showing the splicing between two adjacent top plates through concave joints and convex joints in an embodiment of the present invention.

[0039] Figure 5 Schematic diagram showing the splicing between two adjacent side walls through concave joints and convex joints in an embodiment of the present invention.

[0040] Figure 6 Schematic diagram showing the construction of a plugging diaphragm wall in an embodiment of the present invention.

[0041] Figure 7 Schematic diagram showing the structural view in the top-down direction after the construction of high-pressure jet grouting piles is completed in an embodiment of the present invention.

[0042] Figure 8 Schematic diagram showing the structure of underwater bottom-sealing concrete after completion in an embodiment of the present invention. Detailed implementation manners

[0043] Embodiment: As Figure 1 and Figure 8 shown, a sliding-type continuous caisson structure includes plugging diaphragm walls 9 located at both ends of the caisson, and a caisson wellbore wall 1 located between the two plugging diaphragm walls 9.

[0044] Among them, the caisson wellbore wall 1 includes multiple wellbore segments 3 connected end to end in sequence;

[0045] Each wellbore segment 3 is a strip-shaped structure with a "冂"-shaped cross-section, and includes two side walls 31 on both sides and a top plate 32 at the top;

[0046] Each side wall 31 is provided with multiple slurry guiding holes 2 penetrating through both end faces of the corresponding wellbore segment 3;

[0047] The side walls 31 and the top plates 32 between two adjacent wellbore segments 3 are spliced through matching concave joints 7 and convex joints 8;

[0048] The plugging diaphragm walls 9 are provided with concave joints 7 at positions corresponding to the top plates 32 and the side walls 31 of the corresponding wellbore segments 3, and are spliced with the convex joints 8 of the corresponding top plates 32 and the corresponding side walls 31 through the corresponding concave joints 7.

[0049] In some embodiments, a water-swelling waterproof strip 19 is provided between each pair of concave joints 7 and the corresponding convex joint 8.

[0050] In some embodiments, each wellbore segment 3 is a prefabricated component;

[0051] Each well wall segment 3 is pre-embedded with a water-swellable waterproof strip 19 that runs through the depth direction during prefabrication.

[0052] like Figures 1 to 8 As shown, the present invention also provides a construction method for a sliding continuous caisson structure, comprising the following steps:

[0053] Step 1: Prefabricate all well wall segments 3, and provide a caisson sliding support 5 at the lower end of the side wall 31 of each well wall segment 3;

[0054] Step 2: Excavate the soil in the area where the caisson needs to be built, with the slope extending to the bottom of the top plate 32 of each caisson wall segment 3.

[0055] Step 3: Using trenching equipment, trenches are cut in the soil at the positions corresponding to each sidewall 31 to form two parallel pre-grooved trenches 4 that match the sidewalls of the caisson wall 1 respectively; the width of each pre-grooved trench 4 is greater than the thickness of the corresponding sidewall 31.

[0056] Step 4: Continue grooving from one end of the two pre-formed grooves 4 toward the ground to form an inclined groove 13 that gradually rises to the ground; the width of each inclined groove is greater than the thickness of the corresponding sidewall 31.

[0057] Step 5: Lay track grooves 6 in the two precast grooves 4 and the corresponding inclined grooves 13; each track groove 6 is matched with the caisson sliding support 5.

[0058] Step 6: Embed each well wall segment 3 into the corresponding track groove 6, and then use engineering cranes to assist each well wall segment 3 in entering the corresponding inclined groove; afterwards, each well wall segment 3 slides downwards using its own gravity.

[0059] During the sliding of each well wall segment 3, several mud guide holes 2 on the corresponding sidewall 31 are used as drainage / slurry holes.

[0060] Step 7: After completing the construction of one well wall segment 3, repeat step 6 to position the next well wall segment 3, and splice the top plate 32 and side wall 31 of every two adjacent well wall segments 3 through the corresponding concave joint 7 and the corresponding convex joint 8.

[0061] Step 8: At each location of the sealing diaphragm wall 9, a trenching device is used to form a trench that matches the corresponding sealing diaphragm wall 9. Then, a steel cage is placed under the trench and concrete is poured to form the sealing diaphragm wall 9.

[0062] Step 9: Starting from the well wall segment 3 with the reserved hole 11, excavate the soil downwards and hoist the excavation equipment to carry out underwater excavation to the required depth of the caisson. Then, pour underwater sealing concrete 12 at the bottom of the caisson.

[0063] Step 10: After sealing the reserved hole 11, backfill with soil.

[0064] In practical applications, since the project may be located in a water-rich area, the mud / groundwater filling the precast trench 4 will create huge resistance to the movement of the caisson. At this time, the mud guide hole 2 in the well wall can serve as a drainage / slurry hole, which can effectively reduce the resistance and reduce the requirements on the towing machinery.

[0065] The top plates 32 of each pair of adjacent well wall segments 3 are spliced ​​together by concave joints 7 and convex joints 8 to form a socket joint structure.

[0066] After the sealing diaphragm wall 9 and the well wall segment 3 together form a good retaining structure, the soil is excavated from the pre-reserved hole. Then, the excavation equipment is hoisted in to carry out underwater excavation to the required depth of the caisson, and underwater sealing concrete 12 is poured. Then, the space above the top plate of the caisson structure is backfilled with soil. At this point, the sliding continuous caisson structure is completed.

[0067] In some embodiments, the cross section of each track groove 6 is C-shaped, which can wrap and embed the corresponding caisson sliding support 5 and restrict the corresponding caisson sliding support 5 to move only in one direction.

[0068] In some embodiments, in step 6, if any well wall segment 3 encounters insufficient downward force when sliding down using its own gravity, then ground machinery is used to assist in dragging the corresponding well wall segment 3 to the corresponding position.

[0069] In some embodiments, in step 7, the water-swellable waterproof strip 19 at the corresponding position is compressed when each pair of concave joints 7 and convex joints 8 are spliced.

[0070] In practical applications, when each pair of concave joints 7 and convex joints 8 are spliced, the water-swellable waterproof strips 19 at the corresponding positions are squeezed, which can effectively increase the bypass path of groundwater and further improve the water-stopping effect.

[0071] In some embodiments, after the construction of the sealing diaphragm wall 9 is completed in step 8, high-pressure jet grouting piles 10 are used to reinforce and stop water flow between each sealing diaphragm wall 9 and the corresponding well wall segment 3 on the outside of the joint.

[0072] The preferred embodiments of the present invention have been described in detail above. It should be understood that those skilled in the art can make numerous modifications and variations based on the concept of the present invention without creative effort. Therefore, all technical solutions that can be obtained by those skilled in the art based on the concept of the present invention through logical analysis, reasoning, or limited experimentation on the basis of existing technology should be within the scope of protection defined by the claims.

Claims

1. Construction method of a sliding-in type continuous caisson structure. The sliding-in type continuous caisson structure includes plugging diaphragm walls (9) located at both ends of the caisson and a caisson wall (1) located between the two plugging diaphragm walls (9); characterized in that, The caisson wall (1) includes a plurality of wall segments (3) connected end to end in sequence; Each of the wall segments (3) is a strip structure with a "冂"-shaped cross-section, and each includes two side walls (31) and a top plate (32) at the top; Each of the side walls (31) is provided with a plurality of slurry guiding holes (2) penetrating through both end faces of the corresponding wall segment (3); The side walls (31) and the top plate (32) of two adjacent wall segments (3) are spliced through matching concave joints (7) and convex joints (8); The two plugging diaphragm walls (9) are provided with the concave joints (7) at the positions corresponding to the top plate (32) and the side walls (31) of the corresponding wall segments (3), and are spliced with the convex joints (8) of the corresponding top plate (32) and the corresponding side walls (31) through the corresponding concave joints (7); A water-swelling waterproof strip (19) is provided between each pair of the concave joints (7) and the corresponding convex joints (8); The construction method includes the following steps: Step 1, prefabricate all the wall segments (3), and a caisson sliding support (5) is provided at the lower end of the side wall (31) of each wall segment (3); Step 2, slope-excavate the soil body in the range where the caisson needs to be constructed, with the depth reaching below the top plate (32) of each wall segment (3); Step 3, use a grooving device to groove the soil body at the position corresponding to each side wall (31) to form two parallel preformed grooves (4) respectively matching the side walls of the caisson wall (1); the width of each preformed groove (4) is greater than the thickness of the corresponding side wall (31); Step 4, continue to groove from one end of the two preformed grooves (4) towards the ground to form an inclined groove (13) gradually rising to the ground; the width of each inclined groove is greater than the thickness of the corresponding side wall (31); Step 5, lay track grooves (6) in the two preformed grooves (4) and the corresponding inclined grooves (13); each track groove (6) is matched with the caisson sliding support (5); Step 6, embed each wall segment (3) into the corresponding track groove (6), and then use an engineering hoisting machine to assist each wall segment (3) to enter the corresponding inclined groove; then each wall segment (3) slides downward by its own gravity; When each wall segment (3) slides, a plurality of slurry guiding holes (2) of the corresponding side wall (31) are used as drainage / slurry holes; Step 7, after completing the construction of one wall segment (3), repeat Step 6 to place the next wall segment (3) in place, and splice the top plate (32) and the side walls (31) of every two adjacent wall segments (3) through the corresponding concave joints (7) and the corresponding convex joints (8); Step 8: At each location of the sealing diaphragm wall (9), a trenching device is used to form a trench that matches the corresponding sealing diaphragm wall (9). Then, a steel cage is placed under the trench and concrete is poured to form the sealing diaphragm wall (9). Step 9: Starting from the well wall segment (3) with the reserved hole (11), dig the soil downwards and hoist the excavation equipment to excavate underwater to the required depth of the caisson. Then, pour underwater sealing concrete (12) at the bottom of the caisson. Step 10: After sealing the reserved hole (11), backfill with soil; In step 6, if any of the well wall segments (3) encounters insufficient sliding force when sliding down using its own gravity, then ground machinery is used to assist in dragging the corresponding well wall segment (3) to the corresponding position.

2. The construction method of the sliding continuous caisson structure according to claim 1, characterized in that, Each of the aforementioned wellbore segments (3) is a prefabricated component; Each well wall segment (3) is pre-embedded with a water-swellable waterproof strip (19) that runs through the depth direction during prefabrication.

3. The construction method of the sliding continuous caisson structure according to claim 1, characterized in that, Each of the track grooves (6) has a C-shaped cross section, which can wrap and embed the corresponding caisson sliding support (5) and restrict the corresponding caisson sliding support (5) to move only in one direction.

4. The construction method of the sliding continuous caisson structure according to claim 1, characterized in that, In step 7, when each pair of the concave joint (7) and the convex joint (8) are spliced, the water-swellable waterproof strip (19) at the corresponding position is squeezed.

5. The construction method of the sliding continuous caisson structure according to claim 1, characterized in that, After the construction of the sealing diaphragm wall (9) is completed in step 8, high-pressure jet grouting piles (10) are used to reinforce and stop water flow between each sealing diaphragm wall (9) and the corresponding well wall segment (3) on the outside of the joint.

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