A high-pile wharf structure and construction method for muddy coast

Abstract

The present invention belongs to the technical field of dock construction, and relates to a high-pile dock structure and construction method for a muddy coast. The high-pile dock structure includes a high-pressure rotary jetty wall, multiple parallel cement mixing pile walls, and multiple rows of dock pile foundations. Each cement mixing pile wall extends from the land side to the sea side, with its bottom passing through the silt layer and entering the hard foundation. The high-pressure rotary jetty wall is arranged close to the land side and extends parallel to the dock shoreline, with its top above the water surface. The high-pressure rotary jetty wall is connected to all cement mixing pile walls, and the space between the high-pressure rotary jetty wall and the land behind it is filled with foam lightweight soil. A row of dock pile foundations is provided between each two adjacent cement mixing pile walls. Each row of dock pile foundations includes multiple pipe piles arranged at intervals from the high-pressure rotary jetty wall toward the sea side. The bottom of the pipe piles passes through the silt layer and enters the hard foundation, and the top of the pipe piles is above the water surface. The present invention can improve the bearing capacity of the foundation of a muddy coast dock and the stability of the bank slope behind the dock, reduce construction costs, and shorten the construction period.

Description

Technical Field

[0001] The invention belongs to the technical field of dock construction, and in particular relates to a high-pile dock structure on a muddy coast and a construction method. Background Art

[0002] Muddy coastal soils are highly compressible, have low bearing capacity, and are prone to thixotropy. Silt has low natural strength, with an undrained shear strength typically less than 20 kPa. The added backfill load can easily exceed the soil's bearing capacity, leading to shear failure. Due to the thickness and low strength of the silt layer, foundation reinforcement is typically required through sand slinging, drainage boards, and bagged sand blankets to increase bearing capacity.

[0003] The soil of silty coasts has low shear strength and is easily susceptible to landslides caused by dredging, piling, or backfilling. Currently, sloped shore-connected structures or sheet pile unloading platforms are commonly used, combined with protective blocks to prevent scour. Alternatively, box-type quays are combined with dikes to provide both retaining and berthing functions. However, whether a tube-sheet composite quay structure or a box-type quay structure is used, the construction cost is high.

[0004] When constructing high-pile docks on muddy coasts, it is usually necessary to remove a large amount of silt from the land behind and replace it with sand. However, for areas with limited sand resources, this is bound to increase construction costs and construction period. Moreover, as countries increasingly strengthen their protection of the marine environment, the mining of backfill sand is becoming more and more difficult.

[0005] In view of this, it is necessary to further study the structure and construction method of high-pile piers on muddy coasts. Summary of the Invention

[0006] In response to the shortcomings in the relevant technologies, the present invention provides a high-pile wharf structure and construction method for muddy coasts, aiming to improve the bearing capacity of the foundation of the wharf on muddy coasts, improve the stability of the slope behind the wharf, reduce the workload of dredging and filling and the amount of backfill material used during the construction of high-pile wharf on muddy coasts, reduce construction costs, and shorten the construction period.

[0007] The present invention provides a high-pile wharf structure for a muddy coast, comprising:

[0008] Multiple cement mixing pile walls are arranged in parallel, each extending from the land side behind the wharf to the sea side in front of the wharf. The cement mixing pile wall includes multiple cement mixing piles that interlock with each other, and the bottoms of the cement mixing piles penetrate the silt layer and enter the hard foundation.

[0009] The high-pressure jet grouting pile wall is located close to the land behind the dock and extends parallel to the dock shoreline. The high-pressure jet grouting pile wall is connected to all cement mixing pile walls. The high-pressure jet grouting pile wall comprises multiple interlocking high-pressure jet grouting piles, with the tops of the high-pressure jet grouting piles above the water surface. The area between the high-pressure jet grouting pile wall and the land behind the dock is filled with foam lightweight soil.

[0010] Multiple rows of pier pile foundations are set between two adjacent cement mixing pile walls. Each row of pier pile foundations includes multiple pipe piles, which are arranged at intervals from the high-pressure rotary jet grouting pile wall toward the sea side in front of the pier. The bottoms of the pipe piles penetrate the silt layer into the hard foundation, and their tops are above the water surface.

[0011] The wharf surface structure is set on the top surface of all the wharf pile foundations;

[0012] The pile surface layer is set on the land behind the wharf, on the top surface of the foam lightweight soil and high-pressure rotary jet pile wall, and is smoothly connected to the wharf surface structure.

[0013] In some of the embodiments, a buttress-type wave-breaking block is provided at the connection between each cement-mixing pile wall and the high-pressure rotary jet grouting pile wall; the buttress-type wave-breaking block includes a bottom plate and side plates connected to each other in an L-shape, and a plurality of ribs obliquely supported between the bottom plate and the side plates, the bottom plate is connected to the top surface of the cement-mixing pile wall, and the side plates are affixed to the side wall of the high-pressure rotary jet grouting pile wall facing the sea area in front of the wharf.

[0014] In some embodiments, in the height section where the high-pressure jet grouting pile wall is higher than the cement mixing pile wall, I-beams are inserted into the high-pressure jet grouting piles.

[0015] In some embodiments, a plurality of drainage boards are inserted into the silt layer between the high-pressure jet grouting pile wall and the land behind the pier.

[0016] In some embodiments, the cement mixing piles are four-axis deep cement mixing piles; the high-pressure rotary jet piles are double-axis high-pressure rotary jet piles or four-axis high-pressure rotary jet piles; and the pipe piles are steel pipe piles, concrete pipe piles or steel pipe concrete composite piles.

[0017] The present invention also provides a construction method for the aforementioned high-pile wharf structure on a muddy coast, comprising the following steps:

[0018] S1. According to the design requirements, carry out local desilting of the original mud surface of the silt layer;

[0019] S2. Cement mixing piles are driven in a direction perpendicular to the dock shoreline to form a cement mixing pile wall. The construction of all cement mixing pile walls is completed in this manner.

[0020] S3. Backfill soil near the landside behind the wharf to form a temporary earth weir. The temporary earth weir extends parallel to the wharf shoreline and is longer than the distance between the two outermost cement mixing pile walls. The top of the temporary earth weir is above the water surface.

[0021] S4. Drive high-pressure jet grouting piles on the temporary earth weir in a direction parallel to the dock shoreline to form a high-pressure jet grouting pile wall connected to all cement mixing pile walls; in the section where the high-pressure jet grouting pile wall is higher than the cement mixing pile wall, insert I-beams into the high-pressure jet grouting piles at intervals;

[0022] S5. Medium-coarse sand is laid on the top surface of the silt layer between the high-pressure jet grouting pile wall and the land behind the dock. Then, multiple drainage boards are installed in the silt layer, and vacuum preloading and / or heap load preloading are used to drain the silt layer.

[0023] S6. Remove the temporary earth weir located on the seaward side of the high-pressure jet grouting pile wall in front of the wharf;

[0024] S7. Between any two adjacent cement mixing pile walls, multiple pipe piles are driven at intervals from the high-pressure jet grouting pile wall toward the sea area in front of the pier in a direction perpendicular to the pier shoreline to form multiple rows of pier pile foundations;

[0025] S8. Install a buttress-type wave-block at the junction of each cement mixing pile wall and the high-pressure rotary grouting pile wall;

[0026] S9. Backfill the area between the high-pressure jet grouting pile wall and the land behind the wharf with lightweight foam soil;

[0027] S10. Construct the wharf superstructure on all rows of wharf pile foundations. The wharf superstructure includes pile caps, beams, connecting beams, and wharf surface structure. Construct the stockpile surface layer on the land behind the wharf, on the top surface of the foam lightweight soil and high-pressure rotary jet grouting pile wall, and ensure that the stockpile surface layer is smoothly connected to the wharf surface structure.

[0028] In some embodiments, a plurality of through holes are reserved on the bottom plate of the buttress-type wave-breaking block; in step S8, a plurality of connecting holes corresponding to the plurality of through holes are drilled on the cement mixing pile wall, the steel pipe is inserted into the connecting hole through the through hole, and then cement mortar is poured into the through hole and the connecting hole, thereby installing the buttress-type wave-breaking block on the cement mixing pile wall; the depth of the connecting hole is 2m to 4m.

[0029] In some embodiments, in step S2, the bottom of the cement mixing pile passes through the silt layer and enters 2m to 3m into the hard foundation.

[0030] In some embodiments, in step S4, at the wall section where the high-pressure rotary jet grouting pile wall corresponds to the cement mixing pile wall, the bottom of the high-pressure rotary jet grouting pile enters 0.5m to 1m into the cement mixing pile; at the wall section where the high-pressure rotary jet grouting pile wall does not correspond to the cement mixing pile wall, the bottom of the high-pressure rotary jet grouting pile passes through the silt layer and enters 2m to 3m into the hard foundation.

[0031] In some embodiments, in step S7 , the bottom of the pipe pile passes through the silt layer and enters the hard foundation to a preset depth.

[0032] Based on the above technical solution, the structure and construction method of the high-pile wharf on the muddy coast in the embodiment of the present invention can significantly improve the bearing capacity of the foundation of the wharf on the muddy coast, reduce the workload of dredging and replacing silt and the amount of backfill material used during the construction of the high-pile wharf on the muddy coast, reduce construction costs, shorten the construction period, and significantly improve the stability of the slope behind the wharf, which is conducive to improving the overall draft depth of the muddy coast and can be applied to the construction of deep-water wharfs. BRIEF DESCRIPTION OF THE DRAWINGS

[0033] The drawings described herein are used to provide a further understanding of the present invention and constitute a part of this application. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation of the present invention. In the drawings:

[0034] Figure 1 This is a cross-sectional view of the high-pile wharf structure on a muddy coast according to the present invention;

[0035] Figure 2 This is a planar layout diagram of the cement mixing pile wall, high-pressure jet grouting pile wall and the wharf pile foundation in the muddy coastal high-pile wharf structure of the present invention;

[0036] Figure 3 A cross-sectional view of a buttress-type wave-breaking block in a high-pile wharf structure on a muddy coast according to the present invention;

[0037] Figure 4 A top view of a buttress-type wave-breaking block in a high-pile wharf structure on a muddy coast according to the present invention;

[0038] Figure 5 This is a flow chart of the method for constructing a high-pile wharf structure on a muddy coast according to the present invention;

[0039] Figure 6 This is a schematic diagram of the muddy coast before construction;

[0040] Figure 7 Schematic diagram of step S1 in the method for constructing a high-pile wharf structure on a muddy coast according to the present invention;

[0041] Figure 8 Schematic diagram of step S2 in the method for constructing a high-pile wharf structure on a muddy coast according to the present invention;

[0042] Figure 9 Schematic diagram of step S3 in the method for constructing a high-pile wharf structure on a muddy coast according to the present invention;

[0043] Figure 10 Schematic diagram of step S4 in the method for constructing a high-pile wharf structure on a muddy coast according to the present invention;

[0044] Figure 11 Schematic diagram of steps S5 and S6 in the method for constructing a high-pile wharf structure on a muddy coast according to the present invention;

[0045] Figure 12 Schematic diagram of step S7 in the method for constructing a high-pile wharf structure on a muddy coast according to the present invention;

[0046] Figure 13 Schematic diagram of steps S8 and S9 in the method for constructing a high-pile wharf structure on a muddy coast according to the present invention.

[0047] In the figure: 10, cement mixing pile wall; 11, cement mixing pile; 20, high-pressure rotary jet grouting pile wall; 21, high-pressure rotary jet grouting pile; 22, I-beam; 30, wharf pile foundation; 31, pipe pile; 50, wharf surface structure; 60, dock surface layer; 70, buttress-type wave-breaking block; 71, bottom plate; 72, side plate; 73, rib plate; 74, through hole; 81, drainage board; 82, temporary earth weir; 83, foam lightweight soil. DETAILED DESCRIPTION

[0048] The following will provide a clear and complete description of the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the embodiments described are only part of the embodiments of the present invention, not all of them. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making any creative efforts are within the scope of protection of the present invention.

[0049] In the description of the present invention, it should be understood that the terms "center", "lateral", "longitudinal", "up", "down", "top", "bottom", "inside", "outside", "left", "right", "front", "back", "vertical", "horizontal", etc., indicating the orientation or position relationship, are based on the orientation or position relationship shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as limiting the present invention.

[0050] In the description of the present invention, it should be noted that, unless otherwise expressly specified or limited, the terms "mounted," "connected," and "connected" should be understood broadly. For example, they may refer to fixed connections, detachable connections, or integral connections; they may refer to direct connections, indirect connections through an intermediary, or internal communication between two components. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on the specific circumstances.

[0051] refer to Figures 1-4 As shown, the present invention provides a high-pile wharf structure for a muddy coast, which includes a high-pressure jetty pile wall 20, a plurality of cement mixing pile walls 10 and a plurality of rows of wharf pile foundations 30.

[0052] Multiple cement mixing pile walls 10 are arranged in parallel; each wall 10 extends from the land side behind the pier to the sea side in front of the pier, that is, each wall 10 extends perpendicular to the pier shoreline. The cement mixing pile walls 10 include multiple interlocking cement mixing piles 11, the bottoms of which penetrate the soft soil foundation of the silt layer and enter the hard foundation below the silt layer. It can be understood that the cement mixing piles 11 are driven into the soft soil foundation of the silt layer on the silt coast, and the top surfaces of the cement mixing piles 11 are flush with the top mud surface of the silt layer.

[0053] A high-pressure jet grouting pile wall 20 is located near the land behind the dock and extends parallel to the dock shoreline. It is connected to all cement-mixed pile walls 10. The high-pressure jet grouting pile wall 20 comprises a plurality of interlocking high-pressure jet grouting piles 21, with their tops elevated above the water surface—that is, their top surfaces are higher than the top surfaces of the cement-mixed piles 11. Lightweight foam soil 83 is filled between the high-pressure jet grouting pile wall 20 and the land behind the dock, providing a retaining wall.

[0054] A row of dock pile foundations 30 is provided between each adjacent cement mixing pile wall 10; each row of dock pile foundations 30 includes a plurality of pipe piles 31, which are arranged at intervals starting from the high-pressure rotary jet grouting pile wall 20 toward the sea side in front of the dock. The bottoms of the pipe piles 31 pass through the silt layer and enter the hard foundation, and the tops of the pipe piles 31 are above the water surface.

[0055] Furthermore, the wharf surface structure 50, as part of the wharf superstructure, is arranged on the top surface of all rows of wharf pile foundations 30; the pile surface layer 60 is arranged on the land behind the wharf, the foam lightweight soil 83 and the top surface of the high-pressure rotary jet grouting pile wall 20, and is smoothly connected to the wharf surface structure 50.

[0056] The above-mentioned illustrative embodiment effectively reinforces the foundation of the muddy coastal wharf, improves the characteristics of the foundation soil, and significantly improves the bearing capacity of the foundation of the muddy coastal wharf through the arrangement of multiple cement mixing pile walls 10, thereby reducing the workload of dredging and replacing silt and the amount of backfill material used during wharf construction, reducing construction costs, and shortening the construction period; through the arrangement of high-pressure rotary jet pile walls 20 and the filling arrangement of foam lightweight soil 83 between the high-pressure rotary jet pile walls 20 and the rear land, the soil pressure behind the wharf is reduced and the stability of the bank slope behind the wharf is improved.

[0057] refer to Figure 1 、 Figure 3 、 Figure 4 、 Figure 13 As shown, in some embodiments, a buttress-type wave-breaking block 70 is provided at the connection between each cement mixing pile wall 10 and the high-pressure rotary jet grouting pile wall 20. The buttress-type wave-breaking block 70 includes a bottom plate 71 and a side plate 72 connected to each other in an L-shape, and a plurality of ribs 73 obliquely supported between the bottom plate 71 and the side plates 72; wherein the bottom plate 71 is connected to the top surface of the cement mixing pile wall 10, and the side plate 72 is abutted against the side wall of the high-pressure rotary jet grouting pile wall 20 facing the sea area in front of the pier; further, the dimensions of the bottom plate 71 and the side plate 72 in the direction parallel to the pier shoreline are greater than the thickness of the cement mixing pile wall 10, so as to increase the abutment area between the buttress-type wave-breaking block 70 and the high-pressure rotary jet grouting pile wall 20. This schematic embodiment, through the arrangement of the buttress-type wave-breaking blocks 70, can provide support for the cantilever section of the high-pressure jet grouting pile wall 20 that is higher than the cement mixing pile wall 10, thereby having both supporting and wave-blocking functions, thereby enhancing the ability of the high-pressure jet grouting pile wall 20 to resist the soil pressure behind the wharf, further improving the stability of the slope behind the wharf, and enhancing the ability of the high-pressure jet grouting pile wall 20 to resist wave scouring.

[0058] refer to Figure 1 、 Figure 2 、 Figure 10 As shown, in some embodiments, in the height section where the high-pressure jet grouting pile wall 20 is higher than the cement mixing pile wall 10, that is, in the cantilever section where the high-pressure jet grouting pile wall 20 is higher than the cement mixing pile wall 10, an I-beam 22 is inserted into the high-pressure jet grouting pile 21 to form a composite pile wall structure of high-pressure jet grouting pile 21 + I-beam 22, thereby improving the strength and stability of the high-pressure jet grouting pile wall 20 and further improving the stability of the slope behind the wharf.

[0059] refer to Figure 1 、 Figure 11As shown, in some embodiments, a plurality of drainage boards 81 are inserted into the silt layer between the high-pressure jet grouting pile wall 20 and the land behind the wharf, for draining the silt layer in the interval. The drainage method adopted may be vacuum preloading drainage and / or pile preloading, etc., which are not limited here; thereby, the soft soil foundation of the silt layer between the high-pressure jet grouting pile wall 20 and the land behind the wharf can be reinforced, which is beneficial to improving the backfill effect and stability of the subsequent foam lightweight soil 83.

[0060] refer to Figure 2 As shown, in some embodiments, the cement mixing piles 11 are four-axis deep cement mixing piles, and the high-pressure rotary jet piles 21 are two-axis high-pressure rotary jet piles or four-axis high-pressure rotary jet piles. This can improve construction efficiency and pile quality, improve the overall strength and stability of the cement mixing pile wall 10 and the high-pressure rotary jet pile wall 20, and shorten the construction period. The pipe piles 31 in the wharf pile foundation 30 are steel pipe piles, concrete pipe piles, or steel pipe concrete composite piles.

[0061] refer to Figures 1-13 As shown, the present invention also provides a construction method for the above-mentioned muddy coast high-pile wharf structure, which includes the following steps:

[0062] S1. According to the design requirements, such as slope design, local dredging is carried out on the original mud surface of the silt layer on the silt coast.

[0063] S2. The piling vessel is positioned according to the design drawings and, in a direction perpendicular to the wharf shoreline, drives multiple interlocking cement mixing piles 11 from the land side behind the wharf to the sea side in front, or from the sea side in front of the wharf to the land side behind, to form a cement mixing pile wall 10. This completes the construction of all cement mixing pile walls 10. Specifically, the top surface of the cement mixing piles 11 is flush with the top mud surface of the silt layer, and the bottom of the cement mixing piles 11 penetrates the silt layer and extends 2m to 3m into the hard foundation. The cement mixing piles 11 can be four-axis deep cement mixing piles, which are driven by a dedicated vessel for four-axis deep cement mixing piles 11. The diameter of each pile in the four-axis deep cement mixing pile can be set to 1.2m to 1.8m, and the interlocking length between piles can be set to 0.2m.

[0064] Furthermore, the cement mixing pile 11 adopts a "two-stirring and one-spraying" bidirectional mixing pile construction process, and the specific process is as follows:

[0065] S21, pile driver in place: the mixer moves to the designated pile position and is centered;

[0066] S22, sinking and mixing: Simultaneously start the ash pump to spray cement powder into the soil, and the two sets of blades rotate forward and reverse at the same time to sink until the designed depth;

[0067] S23, lifting and stirring: the ash delivery pump is turned off, and the two sets of blades rotate forward and reverse at the same time to stir the cement pile to the top surface, completing the construction of the cement mixing pile 11.

[0068] S3. Backfill soil near the land side behind the wharf, i.e., along the rear edge of the wharf, to form a temporary earth weir 82. The temporary earth weir 82 extends in a direction parallel to the wharf shoreline and its length is greater than the distance between the two outermost cement mixing pile walls 10. The top of the temporary earth weir 82 is higher than the water surface.

[0069] S4. High-pressure jet grouting piles 21 are driven on the temporary earth weir 82 in a direction parallel to the dock shoreline using a land-based construction method to form a high-pressure jet grouting pile wall 20 connected to all cement mixing pile walls 10. Specifically, the high-pressure jet grouting piles 21 can be dual-axis or quad-axis high-pressure jet grouting piles, with a single pile diameter of 1.2m to 1.8m and an interlocking length of 0.2m between piles.

[0070] To further illustrate, the top surface of the high-pressure jet grouting pile wall 20 is flush with the top surface of the temporary earth weir 82. That is, the tops of the high-pressure jet grouting piles 21 are above the water surface and are also higher than the top surfaces of the cement mixing piles 11. In the section of the wall where the high-pressure jet grouting pile wall 20 corresponds to the cement mixing pile wall 10, i.e., where cement mixing piles 11 have been driven, the bottoms of the high-pressure jet grouting piles 21 penetrate 0.5 to 1 meter into the cement mixing piles 11. In the section where the high-pressure jet grouting pile wall 20 does not correspond to the cement mixing pile wall 10, i.e., where cement mixing piles 11 are not driven between two adjacent cement mixing pile walls 10, the bottoms of the high-pressure jet grouting piles 21 penetrate 2 to 3 meters into the hard foundation through the silt layer. This improves the strength and stability of the connection between the high-pressure jet grouting pile wall 20 and the cement mixing pile wall 10.

[0071] Furthermore, after the construction of the high-pressure rotary jet pile wall 20 is completed, in the height section where the high-pressure rotary jet pile wall 20 is higher than the cement mixing pile wall 10, that is, in the cantilever section where the high-pressure rotary jet pile wall 20 is higher than the cement mixing pile wall 10, an I-beam 22 is inserted into the high-pressure rotary jet pile 21, and the length of the I-beam 22 is not less than the height of the cantilever section, thereby forming a composite pile wall structure of high-pressure rotary jet pile 21 + I-beam 22, thereby improving the strength and stability of the high-pressure rotary jet pile wall 20, and further improving the stability of the slope behind the wharf.

[0072] S5. Medium-coarse sand is laid on the top surface of the silt layer between the high-pressure jet grouting pile wall 20 and the land behind the dock. Then, multiple drainage boards 81 are installed in the silt layer. Vacuum preloading and / or heap load preloading are used to drain the silt layer, thereby reinforcing the soft soil foundation of the silt layer.

[0073] S6. Excavate the temporary earth weir 82 located on the side of the high-pressure jet grouting pile wall 20 facing the sea area in front of the wharf.

[0074] S7. The piling ship is in position and multiple pipe piles 31 are driven at intervals between two adjacent cement mixing pile walls 10, along a direction perpendicular to the dock shoreline, from the high-pressure rotary jet grouting pile wall 20 toward the sea area in front of the dock, to form multiple rows of dock pile foundations 30. Specifically, the pipe piles 31 can be steel pipe piles or concrete pipe piles, and the bottoms of the pipe piles 31 penetrate the silt layer and enter the hard foundation at a preset depth. Furthermore, when constructing multiple rows of dock pile foundations 30, the middle row of dock pile foundations 30 is driven first, and then the other rows of dock pile foundations 30 are driven in sequence to both sides; for each row of dock pile foundations 30, multiple pipe piles 31 are driven in sequence from the high-pressure rotary jet grouting pile wall 20 toward the sea area in front of the dock.

[0075] S8. A buttress-type wave-breaking block 70 is installed at the connection between each cement mixing pile wall 10 and the high-pressure rotary jet grouting pile wall 20, so that the side of the buttress-type wave-breaking block 70 is in contact with the side wall of the high-pressure rotary jet grouting pile wall 20 facing the sea area in front of the pier, and the bottom surface of the buttress-type wave-breaking block 70 is connected to the cement mixing pile wall 10.

[0076] S9. Backfill the space between the high-pressure jet grouting pile wall 20 and the land behind the wharf with foamed lightweight soil 83, that is, backfill the space between the high-pressure jet grouting pile wall 20 and the land behind the wharf with foamed lightweight soil 83 on the silt layer that has been drained and reinforced in step S5. Backfilling the space between the high-pressure jet grouting pile wall 20 and the land behind the wharf with foamed lightweight soil 83 helps to reduce the weight of the backfill soil, lower the soil pressure behind the wharf, and improve the stability of the bank slope behind the wharf.

[0077] S10: The wharf superstructure is constructed on all rows of wharf pile foundations 30. The wharf superstructure includes pile caps, crossbeams, connecting beams, and the wharf deck structure 50. A pile surface layer 60 is constructed on the land behind the wharf, the foamed lightweight soil 83, and the top surface of the high-pressure jet grouting pile wall 20, and is seamlessly connected to the wharf deck structure 50. The specific construction methods of the wharf superstructure and the pile surface layer 60 on the land behind the wharf are well known to those skilled in the art and will not be detailed here.

[0078] The above-mentioned illustrative embodiment refines the construction steps of the high-pile wharf structure on the muddy coast, significantly improves the bearing capacity of the foundation of the wharf on the muddy coast, significantly improves the stability of the slope behind the wharf, reduces the workload of dredging and filling during the construction of the high-pile wharf on the muddy coast and the amount of backfill material used, reduces construction costs, and shortens the construction period.

[0079] refer to Figure 1 、 Figure 3 、 Figure 4 As shown, in some embodiments, a plurality of through holes 74 are reserved on the bottom plate 71 of the buttress-type wave-breaking block 70. In step S8, the following steps are specifically included:

[0080] S81, hoisting multiple buttress-type wave-breaking blocks 70 one by one onto the top of each cement mixing pile wall 10, and making their sides abut against the side wall of the high-pressure rotary jet grouting pile wall 20 facing the sea area in front of the pier;

[0081] S82. Drill multiple connection holes on the cement mixing pile wall 10 using a geological drill, corresponding one-to-one to the multiple through holes 74 on the buttress-type wave-blocking blocks 70. The depth of the connection holes on the cement mixing pile wall 10 is 2 m to 4 m.

[0082] S83. Insert the steel pipe into the connecting hole through the through hole 74, and then pour cement mortar into the through hole 74 and the connecting hole to connect the steel pipe, the buttress-type wave-breaking block 70 and the cement mixing pile wall 10 into one, thereby installing the buttress-type wave-breaking block 70 on the cement mixing pile wall 10.

[0083] The above-mentioned schematic embodiment realizes the reliable installation of the buttress-type wave-breaking block 70 on the cement mixing pile wall 10, thereby providing strong support for the cantilever section of the high-pressure rotary jet grouting pile wall 20 that is higher than the cement mixing pile wall 10, enhancing the ability of the high-pressure rotary jet grouting pile wall 20 to resist the soil pressure behind the wharf, and further improving the stability of the slope behind the wharf.

[0084] Through the description of multiple embodiments of the muddy coast high-pile wharf structure and construction method of the present invention, it can be seen that the present invention has at least one or more of the following advantages:

[0085] 1) By driving multiple cement mixing pile walls 10 in the soft soil foundation of the silt layer, the foundation of the silt coastal wharf is effectively reinforced, the foundation soil properties are improved, and the bearing capacity of the silt coastal wharf foundation is significantly increased. This can reduce the workload of dredging and replacing silt and the amount of backfill material used during wharf construction, which is beneficial to environmental protection, and reduces construction costs and shortens the construction period.

[0086] 2) By driving a high-pressure jet grouting pile wall 20 connected to all cement mixing pile walls 10 on the land side near the rear of the wharf and backfilling the rear of the high-pressure jet grouting pile wall 20 with lightweight foam soil 83, the earth pressure pattern of the foundation soil behind the wharf is changed, and the landslide stress mechanism of the soil in the local area behind the wharf is modified, thereby reducing the earth pressure behind the wharf and significantly improving the stability of the bank slope behind the wharf. This can improve the water depth conditions of high-pile wharves on muddy coasts, which is conducive to increasing the overall draft depth of muddy coasts and is suitable for deep-water wharf construction;

[0087] 3) By inserting I-beams 22 at intervals within the cantilever section of the high-pressure jet grouting pile wall 20, a composite pile wall structure of high-pressure jet grouting piles 21 + I-beams 22 is formed, thereby improving the strength and stability of the high-pressure jet grouting pile wall 20 and further improving the stability of the bank slope behind the wharf; by arranging buttress-type wave-blocking blocks 70 on the outside of the high-pressure jet grouting piles 21, the ability of the high-pressure jet grouting pile wall 20 to resist the soil pressure behind the wharf is enhanced, further improving the stability of the bank slope behind the wharf and enhancing the ability of the high-pressure jet grouting pile wall 20 to resist wave scouring.

[0088] Finally, it should be noted that the various embodiments in this specification are described in a progressive manner, and each embodiment focuses on the differences from other embodiments. The same or similar parts between the various embodiments can be referenced to each other.

[0089] The above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit the same. Although the present invention has been described in detail with reference to preferred embodiments, persons of ordinary skill in the art should understand that the specific implementation methods of the present invention may still be modified or some technical features may be replaced by equivalents without departing from the spirit of the technical solutions of the present invention, and all of these should be included in the scope of the technical solutions for which protection is sought.

Claims

1. A high-pile wharf structure on a muddy coast, characterized in that: include: Multiple cement mixing pile walls arranged in parallel, each extending from the land side behind the wharf to the sea side in front of the wharf; the cement mixing pile walls include multiple cement mixing piles that interlock with each other, and the bottoms of the cement mixing piles penetrate the silt layer and enter the hard foundation; The high-pressure rotary jet grouting pile wall is arranged close to the land side behind the wharf and extends in a direction parallel to the wharf shoreline, and the high-pressure rotary jet grouting pile wall is connected to all cement mixing pile walls; the high-pressure rotary jet grouting pile wall includes a plurality of high-pressure rotary jet grouting piles that interlock with each other, the tops of the high-pressure rotary jet grouting piles are higher than the water surface, and in the height section where the high-pressure rotary jet grouting pile wall is higher than the cement mixing pile wall, I-beams are inserted into the high-pressure rotary jet grouting piles; foam lightweight soil is filled between the high-pressure rotary jet grouting pile wall and the land behind the wharf; a buttress-type wave-breaking block is provided at the connection between each of the cement mixing pile wall and the high-pressure rotary jet grouting pile wall; the buttress-type wave-breaking block includes a bottom plate and side plates connected to each other in an L-shape, and a plurality of ribs obliquely supported between the bottom plate and the side plates, the bottom plate is connected to the top surface of the cement mixing pile wall, and the side plates are abutted against the side wall of the high-pressure rotary jet grouting pile wall facing the sea side in front of the wharf; Multiple rows of wharf pile foundations are respectively arranged between two adjacent cement mixing pile walls, each row of the wharf pile foundations includes a plurality of pipe piles, and the plurality of pipe piles are arranged at intervals from the high-pressure rotary jet grouting pile wall toward the sea side in front of the wharf, with the bottoms of the pipe piles penetrating the silt layer into the hard foundation and the tops thereof being above the water surface; A dock surface structure, the dock surface structure being arranged on the top surfaces of all rows of dock pile foundations; The stack surface layer is arranged on the land behind the wharf, on the top surface of the foam lightweight soil and the high-pressure rotary jet grouting pile wall, and is smoothly connected to the wharf surface structure.

2. The high-pile wharf structure for muddy coast according to claim 1, characterized in that: A plurality of drainage boards are inserted into the silt layer between the high-pressure jet grouting pile wall and the land behind the wharf.

3. The high-pile wharf structure for muddy coast according to claim 1, characterized in that: The cement mixing piles are four-axis deep cement mixing piles; the high-pressure rotary jet piles are double-axis high-pressure rotary jet piles or four-axis high-pressure rotary jet piles; the pipe piles are steel pipe piles, concrete pipe piles or steel pipe concrete combination piles.

4. The method for constructing a high-pile wharf structure on a muddy coast according to any one of claims 1 to 3, wherein: The following steps are involved: S1. According to the design requirements, carry out local desilting of the original mud surface of the silt layer; S2. Cement mixing piles are driven in a direction perpendicular to the dock shoreline to form a cement mixing pile wall. The construction of all cement mixing pile walls is completed in this manner. S3. Backfilling soil near the land side behind the wharf to form a temporary earth weir. The temporary earth weir extends parallel to the wharf shoreline and is longer than the distance between the two outermost cement mixing pile walls. The top of the temporary earth weir is above the water surface. S4. Driving high-pressure jet grouting piles on the temporary earth weir in a direction parallel to the dock shoreline to form a high-pressure jet grouting pile wall connected to all the cement mixing pile walls; inserting I-beams into the high-pressure jet grouting piles at intervals in a section where the high-pressure jet grouting pile wall is higher than the cement mixing pile wall; S5. Laying medium-coarse sand on the top surface of the silt layer between the high-pressure jet grouting pile wall and the land behind the dock, and then driving a plurality of drainage boards into the silt layer, and draining the silt layer by vacuum preloading and / or heap load preloading; S6. Excavating a temporary earth weir located on the side of the high-pressure jet grouting pile wall facing the sea area in front of the wharf; S7. Between any two adjacent cement mixing pile walls, a plurality of pipe piles are driven at intervals from the high-pressure jet grouting pile wall toward the sea area in front of the pier in a direction perpendicular to the pier shoreline to form multiple rows of pier pile foundations; S8. Install one of the buttress-type wave-blocking blocks at the connection between each cement mixing pile wall and the high-pressure rotary grouting pile wall; S9, backfilling the area between the high-pressure jet grouting pile wall and the land behind the wharf with foamed lightweight soil; S10. Construct the wharf superstructure on all rows of wharf pile foundations, the wharf superstructure including pile caps, cross beams, connecting beams, and wharf surface structure; construct the stockpile surface layer on the land behind the wharf, on the top surface of the foam lightweight soil and high-pressure rotary jet grouting pile wall, and ensure that the stockpile surface layer is smoothly connected to the wharf surface structure.

5. The construction method of a high-pile wharf structure on a muddy coast according to claim 4, characterized in that: A plurality of through holes are reserved on the bottom plate of the buttress-type wave-breaking block; in step S8, a plurality of connecting holes corresponding to the plurality of through holes are drilled on the cement mixing pile wall, steel pipes are inserted into the connecting holes through the through holes, and then cement mortar is poured into the through holes and the connecting holes, thereby installing the buttress-type wave-breaking block on the cement mixing pile wall; the depth of the connecting holes is 2m to 4m.

6. The construction method of a high-pile wharf structure on a muddy coast according to claim 4, characterized in that: In step S2, the bottom of the cement mixing pile passes through the silt layer and enters 2m to 3m into the hard foundation.

7. The construction method of a high-pile wharf structure on a muddy coast according to claim 4, characterized in that: In step S4, at the wall section where the high-pressure rotary jet grouting pile wall corresponds to the cement mixing pile wall, the bottom of the high-pressure rotary jet grouting pile enters 0.5m to 1m into the cement mixing pile; at the wall section where the high-pressure rotary jet grouting pile wall does not correspond to the cement mixing pile wall, the bottom of the high-pressure rotary jet grouting pile passes through the silt layer and enters 2m to 3m into the hard foundation.

8. The construction method of a high-pile wharf structure on a muddy coast according to claim 4, characterized in that: In step S7, the bottom of the pipe pile passes through the silt layer and enters the hard foundation to a preset depth.

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