Combined wharf, construction method and design method

Abstract

The invention provides a combined wharf, a construction method and a design method, and aims to solve the problems that an existing sheet-pile wharf is large in earthwork backfilling amount, a sheet-pile anchor pulling system destroys seepage stability of a dike, and accordingly flood control of the dike and flood discharge of a river channel are affected, the combined wharf comprises a sheet-pile assembly, a first high pile assembly, a pile foundation connecting assembly and a wharf upper structure, the sheet pile assembly and the first high pile assembly are sequentially arranged in the direction from the slope toe to the slope top of a bank slope, the pile foundation connecting assembly is connected with the sheet pile assembly and the first high pile assembly, and the wharf superstructure is arranged above the pile foundation connecting assembly. According to the method, the earthwork backfilling amount can be small, the influence on the seepage stability of the embankment of the levee is weakened, and then the safety of the levee and the flood discharge of a river channel are prevented from being influenced.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of wharf structure design in port and waterway engineering, in particular to a combined wharf, a construction method and a design method. BACKGROUND

[0002] The waterway boundary of the engineering river section is close to the toe of the flood control embankment, and the harbor basin needs to be dredged during wharf construction. The dredging depth is determined by the requirement that the river bottom elevation after dredging meets the design ship's draft requirement, and the dredging width is determined by the requirement that the berthing and operating water area between the wharf front line and the waterway boundary is not less than twice the design ship width. Due to the gentle natural bank slope and poor physical and mechanical indexes of the bank slope soil in the engineering river section, large-scale dredging and excavation are required to meet the design ship's arrival and operation requirements. However, the distance between the flood control embankment and the waterway boundary is small, and large-scale dredging and excavation will inevitably affect the safety of the flood control embankment. Based on such adverse natural conditions, it is particularly necessary to study the wharf structure form and harbor dredging method.

[0003] REFERENCE Figure 1 , Figure 1 is a structural schematic diagram of a sheet pile wharf in the prior art. The wharf front line of the sheet pile wharf is arranged at a position two times the design ship width behind the waterway boundary. A row of sheet piles 110 (underground continuous structure) is arranged at the wharf front line. A sheet pile anchor system 922 (including a pull rod and an anchoring wall) is arranged between the sheet piles 110 and the flood control embankment. The soil is excavated and dredged to the design river bottom elevation to form a wharf platform foundation and a shore connection channel by filling soil. This structure form of the wharf has small water area excavation range and small excavation volume. However, the wharf and the rear shore connection channel foundation are both solid structures, which results in large amount of earthwork backfilling and large influence on river flood discharge. In addition, the sheet pile anchor system 922 destroys the permeation stability of the embankment, which affects the safety of the flood control embankment.

[0004] Therefore, it is necessary to improve the existing wharf and propose a combined wharf, a construction method and a design method to reduce the amount of earthwork backfilling and weaken the influence on the permeation stability of the embankment, so as to avoid affecting the flood control of the embankment and the river flood discharge. SUMMARY

[0005] The purpose of the present application is to provide a combined wharf, a construction method and a design method to solve the problem that the existing sheet pile wharf has large amount of earthwork backfilling and the sheet pile anchor system destroys the permeation stability of the embankment, thereby affecting the flood control of the embankment and the river flood discharge.

[0006] To solve the above technical problems, the application provides a combined wharf, which comprises a sheet pile assembly, a first high-pile assembly, a pile foundation connecting assembly and a wharf upper structure, the sheet pile assembly and the first high-pile assembly are sequentially arranged along the direction from the slope toe to the slope top of a bank slope, the pile foundation connecting assembly connects the sheet pile assembly and the first high-pile assembly, and the wharf upper structure is arranged above the pile foundation connecting assembly.

[0007] Optionally, the pile foundation connecting assembly comprises a longitudinal connecting beam arranged along the direction from the upstream to the downstream of the river channel and a transverse connecting beam arranged along the direction perpendicular to the direction from the upstream to the downstream of the river channel, the first high-pile assembly comprises a row of front high piles and at least two rows of rear high piles, the front high piles and the rear high piles are sequentially arranged along the direction from the slope toe to the slope top of the bank slope, the longitudinal connecting beam connects the sheet piles and the front high piles, and the transverse connecting beam connects the sheet piles, the front high piles and the rear high piles.

[0008] Optionally, the longitudinal connecting beam comprises a main beam, a first auxiliary beam and a second auxiliary beam connected with the main beam respectively, the first auxiliary beam and the second auxiliary beam are arranged below the main beam and are spaced apart, the first auxiliary beam is connected with the sheet piles, and the second auxiliary beam is connected with the front high piles.

[0009] Optionally, the combined wharf further comprises a column connecting beam assembly arranged between the pile foundation connecting assembly and the wharf upper structure.

[0010] Optionally, the column connecting beam assembly comprises columns and connecting beams for connecting the columns, the bottom reinforcement of the columns extends into the transverse connecting beam, the column positions of the columns are the same as those of the front high piles and the rear high piles of the sheet piles, and the connecting beams are arranged along the direction from the upstream to the downstream of the river channel and along the direction perpendicular to the direction from the upstream to the downstream of the river channel.

[0011] Optionally, the sheet pile assembly comprises sheet piles and energy dissipation facility embedded parts, the energy dissipation facility embedded parts are arranged on the upper part of the sheet piles and on the water side of the sheet piles.

[0012] Optionally, the sheet pile assembly further comprises drainage holes arranged on the sheet piles and a filter assembly arranged on the land side of the sheet piles, and the filter assembly is connected with the drainage holes.

[0013] Optionally, the combined wharf further comprises a second high-pile assembly and a fixed approach bridge, the second high-pile assembly is arranged closer to the slope top of the bank slope than the first high-pile assembly, the fixed approach bridge is arranged above the second high-pile assembly, and the fixed approach bridge is connected with the wharf upper structure.

[0014] The application further provides a combined wharf construction method of the combined wharf, comprising: first-stage harbor dredging and bank excavation construction; sheet pile assembly construction; first high-pile assembly and second high-pile assembly construction; pile foundation connecting structure construction; column connecting beam structure construction; wharf upper structure construction; second-stage harbor dredging construction; and bank slope protection backfill construction.

[0015] The application further provides a combined wharf design method of the combined wharf, comprising: obtaining a calculation model of the combined wharf by using a general finite element analysis software ABAQUS; adding component constraints to the calculation model to obtain a calculation model containing component connection effects; adding soil springs to the calculation model containing the component connection effects to obtain a calculation model containing boundary conditions; adding loads and load combinations to the calculation model containing the boundary conditions to obtain a calculation model containing load combinations; performing calculation on the calculation model containing the load combinations to obtain a result file; extracting component effect envelope values from the result file to obtain component design conditions; performing component design according to the component design conditions to complete wharf design, or returning to the step of obtaining the calculation model of the combined wharf by using the general finite element analysis software ABAQUS.

[0016] The combined wharf, the construction method and the design method have the following beneficial effects: Firstly, since the sheet pile assembly is closer to the toe of the bank slope than the first high-pile assembly, and the sheet pile assembly has the effect of protecting the soil layer close to the side of the river bank slope top, when dredging and excavating the river channel, only the soil layer away from the side of the river bank slope top of the sheet pile assembly and part of the soil layer from the side close to the river bank slope top of the pile foundation connecting assembly need to be excavated, and the soil layer from the side close to the river bank slope top of the sheet pile assembly does not need to be excavated to form a slope, so the excavation area and the excavation volume can be reduced, the impact on the bank slope can be reduced, and the impact on the flood control of the bank embankment can be reduced; since the first high-pile assembly is arranged close to the side of the river bank slope top of the sheet pile assembly, the soil layer close to the side of the river bank slope top of the sheet pile assembly does not need to be backfilled, the soil backfilling amount can be reduced, and the river flood discharge can be facilitated; meanwhile, since the first high-pile assembly and the sheet pile assembly are connected through the pile foundation connecting assembly, the first high-pile assembly can pull and anchor the sheet pile assembly through the pile foundation connecting assembly, the structural stability of the sheet pile assembly can be ensured, the impact on the permeability of the bank slope can be reduced, and the impact on the flood control of the bank embankment can be reduced.

[0017] Secondly, the energy dissipation facility embedded part is arranged on the upper part of the sheet pile and on the water side of the sheet pile, so that the foundation condition for arranging the energy dissipation facility in front of the wharf is provided, and the energy dissipation function of the wharf is improved.

[0018] Secondly, the drainage hole is arranged on the sheet pile to provide a channel condition for the soil body drainage of the back edge of the sheet pile and reduce the hydrostatic pressure of the back edge of the sheet pile.

[0019] Secondly, a filter assembly is provided on the backwater side of the sheet pile. The filter assembly is connected to the drainage hole and can be used to filter water flow along the soil behind the sheet pile to reduce soil erosion.

[0020] Secondly, the sheet piles and the front high piles are longitudinally connected by longitudinal connecting beams to realize the joint force of the sheet piles and the front high piles. The transverse connecting beams are used to transversely connect the sheet piles, the front high piles and the rear high piles. The front high piles and the rear high piles play the role of anchoring the sheet piles.

[0021] Secondly, through the main beam, the first auxiliary beam and the second auxiliary beam, the sheet piles and the front high piles are connected into a whole to achieve joint force, thereby improving the stability of the combined wharf.

[0022] Thirdly, since the diameter of the front high piles is greater than the thickness of the sheet piles, the length and depth of the front high piles are greater than the depth of the sheet piles, and the front high piles are arranged adjacent to the sheet piles, the front high piles can bear a greater vertical load of the wharf structure; the stress conditions of the sheet piles can be improved, the thickness and depth of the sheet piles can be reduced, and the construction difficulty of the project is reduced.

[0023] Furthermore, the harbor dredging and shoal excavation were carried out in phases, effectively reducing project investment and ease of construction difficulty. The first phase of harbor dredging and shoal excavation employed a two-tiered, staggered approach (the first step was the designed riverbed elevation, the second step was the bottom elevation of the pile foundation connection structure). This ensured the overall stability of the bank slope and the safety of the flood control levee during the construction period. The second-tiered, staggered excavation also created a good working platform for sheet pile and high pile construction, facilitating construction. The second phase of harbor dredging was scheduled after sheet pile construction, effectively reducing the difficulty and workload of dredging. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] Figure 1 It is a structural diagram of a sheet pile wharf in the prior art; Figure 2 It is a structural diagram of a high-pile wharf in the prior art; Figure 3 This is a structural diagram of a combined dock in the first embodiment of the present invention; Figure 4 This is a partial plan view of a pile foundation connection assembly of a combined wharf in Example 1 of the present invention; Figure 5 It is a partial cross-sectional view of a pile foundation connection assembly of a combined wharf in embodiment 1 of the present invention.

[0025] Description of reference numerals: Sheet pile assembly; 110 - sheet pile; 120 - energy dissipation facility embedment; 130 - drainage hole; 140 - filter assembly; 200 - first high pile assembly; 210 - front edge high pile; 220 - rear edge high pile; 300 - pile foundation connection assembly; 310 - longitudinal connection beam; 311 - main beam; 312 - first auxiliary beam; 313 - second auxiliary beam; 320 - transverse connection beam; 400 - wharf superstructure; 500 - second high pile assembly; 600 - fixed approach bridge; 700 - column beam assembly; 710 - column; 720 - beam; 800 - revetment structure; 922 - sheet pile anchor system; 931 - vertical high pile. DETAILED DESCRIPTION

[0026] The prior art sheet pile wharf has the problems of large amount of earthwork backfilling, large influence on river flood discharge, and damage to the permeation stability of the embankment by the sheet pile anchor system.

[0027] REFERENCE Figure 2 , Figure 2 is a structural schematic diagram of a high pile wharf in the prior art. There is also a high pile wharf in the prior art, in which the front edge line is arranged at a position two times the design ship width behind the channel boundary line, a plurality of pile foundations are arranged behind the front edge line of the wharf, the pile foundation adopts a vertical high pile 931 (the top of the pile foundation directly enters the wharf beam), the water area in front of the front edge line of the wharf is excavated to the design river bottom elevation, the water area behind the front edge line of the wharf is excavated to the flood control embankment beach, and a fixed approach bridge is built behind the wharf to connect the flood control embankment. The structural form has the characteristics of: the wharf and the fixed approach bridge foundation part are high pile beam plate type permeable structures, which are beneficial to river flood discharge, but have the problems of large water area excavation range, large excavation volume, a large range of concave beach formed in the wharf area, and large influence on the flood control embankment.

[0028] The applicant has found that if a combined wharf is proposed by combining the sheet pile wharf and the high pile wharf, the combined wharf can have the permeability of the high pile wharf, which is beneficial to river flood discharge, the characteristics of small excavation range, small excavation volume, and small influence on the embankment flood control of the sheet pile wharf, and the characteristics of eliminating the damage to the permeation stability of the embankment by the sheet pile anchor system of the sheet pile wharf.

[0029] Based on this, the applicant proposes a combined wharf, a construction method, and a design method. The combined wharf, the construction method, and the design method are described in detail below in combination with specific embodiments.

[0030] In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the following will clearly and completely describe the technical solutions in the embodiments of the present application with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only some but not all of the embodiments of the present application. The components of the embodiments of the present application described and shown in the drawings can be arranged and designed in various different configurations.

[0031] Therefore, the following detailed description of the embodiments of the present application provided in the drawings is not intended to limit the scope of the claimed application, but only represents selected embodiments of the present application. Based on the embodiments in the present application, all other embodiments obtained by those of ordinary skill in the art without creative work fall within the scope of protection of the present application.

[0032] It should be noted that: similar reference numerals and letters represent similar items in the following drawings, therefore, once an item is defined in one drawing, it does not need to be further defined and explained in subsequent drawings.

[0033] In the description of the present application, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer" and the like indicate the orientation or positional relationship based on the orientation or positional relationship shown in the drawings, or the orientation or positional relationship when the product of the present application is usually placed, and are only for the convenience of describing the present application and simplifying the description, and therefore cannot be understood as indicating or implying that the indicated device or element must have a particular orientation, be constructed and operated in a particular orientation, and therefore cannot be understood as limiting the present application. In addition, the terms "first", "second", "third" and the like are only used for differentiation and cannot be understood as indicating or implying relative importance.

[0034] In addition, the terms "horizontal", "vertical" and the like do not mean that the components must be absolutely horizontal or vertical, but can be slightly inclined. For example, "horizontal" only means that its direction is relatively more horizontal than "vertical", and does not mean that the structure must be completely horizontal, but can be slightly inclined.

[0035] In the description of the present application, it should also be noted that, unless otherwise explicitly specified and limited, the terms "arrangement", "installation", "connection", "connection" should be understood broadly, for example, it can be fixedly connected, or it can be detachably connected, or integrally connected; it can be mechanically connected, or it can be electrically connected; it can be directly connected, or it can be indirectly connected through an intermediate medium; it can be the communication inside two elements. For those of ordinary skill in the art, the specific meaning of the above terms in the present application can be understood according to the specific circumstances.

[0036] Embodiment one, Reference Figure 3 ,Figure 4 and Figure 5 , Figure 3 is a structural schematic diagram of a combined wharf in an embodiment of the present application, Figure 4 is a partial plan view of a pile foundation connecting assembly 300 of a combined wharf in an embodiment of the present application, Figure 5 is a partial sectional view of a pile foundation connecting assembly 300 of a combined wharf in an embodiment of the present application, the embodiment providing a combined wharf comprising a sheet pile assembly 100, a first high-pile assembly 200, a pile foundation connecting assembly 300, and a wharf upper structure 400, the sheet pile assembly 100 and the first high-pile assembly 200 being arranged in sequence along a direction from a slope toe to a slope top of a bank slope, the pile foundation connecting assembly 300 connecting the sheet pile assembly 100 and the first high-pile assembly 200, and the wharf upper structure 400 being arranged above the pile foundation connecting assembly 300.

[0037] Since the sheet pile assembly 100 is closer to the slope toe of the bank slope than the first high-pile assembly 200, and the sheet pile assembly 100 has a function of protecting the soil layer on the side close to the bank slope top, when dredging the river channel, only the soil layer on the side away from the bank slope top of the sheet pile assembly 100 and part of the soil layer from the side close to the bank slope top of the pile foundation connecting assembly 300 need to be excavated, and the soil layer from the side close to the bank slope top of the sheet pile assembly 100 does not need to be excavated to form a slope, thus reducing the excavation area and the amount of excavation, which can reduce the impact on the bank slope and the impact on the flood control of the bank embankment.

[0038] Specifically, the sheet pile assembly 100 comprises a sheet pile 110. The sheet pile 110 can play a role of retaining soil, reduce the amount of harbor basin excavation, and at the same time, together with the first high-pile assembly 200, bear a small amount of vertical load of the wharf.

[0039] The sheet pile assembly 100 further comprises an energy dissipation facility embedded part 120, which is arranged at an upper part of the sheet pile 110 and on a water side of the sheet pile 110. In this way, a foundation condition is provided for arranging energy dissipation facilities in front of the wharf, and the energy dissipation function of the wharf is improved.

[0040] The sheet pile assembly 100 further comprises a drainage hole 130 arranged on the sheet pile 110, which provides a channel for the water in the soil behind the sheet pile 110 to drain, thereby reducing the hydrostatic pressure on the soil behind the sheet pile 110.

[0041] The sheet pile assembly 100 further comprises a filter assembly 140 arranged on the landward side of the sheet pile 110, which is connected to the drainage hole 130 and is used to filter the water in the soil behind the sheet pile 110, thereby reducing soil erosion.

[0042] The pile foundation connecting assembly 300 comprises a longitudinal connecting beam 310 and a transverse connecting beam 320, the longitudinal connecting beam 310 is arranged along the upstream-to-downstream direction of the river, and the transverse connecting beam 320 is arranged along a direction perpendicular to the upstream-to-downstream direction of the river, the first high-pile assembly 200 comprises a front high-pile row 210 and at least two rear high-pile rows 220, the front high-pile row 210 and the rear high-pile rows 220 are arranged in sequence along the direction from the toe to the top of the bank slope, the longitudinal connecting beam 310 connects the sheet pile 110 and the front high-pile row 210, and the transverse connecting beam 320 connects the sheet pile 110, the front high-pile row 210, and the rear high-pile rows 220. In this way, the longitudinal connecting beam 310 is used to longitudinally connect the sheet pile 110 and the front high-pile row 210, so as to realize the combined stress of the sheet pile 110 and the front high-pile row 210, and the transverse connecting beam 320 is used to transversely connect the sheet pile 110, the front high-pile row 210, and the rear high-pile rows 220, and the front high-pile row 210 and the rear high-pile rows 220 play the anchoring role of the sheet pile 110. In this way, the horizontal soil pressure and the hydrostatic pressure on the rear side of the sheet pile 110 can be transmitted to the longitudinal connecting beam 310, and then to the transverse connecting beam 320, and finally to the front high-pile row 210 and the rear high-pile rows 220 to be shared by them.

[0043] In the embodiment, the reinforcing bars of the transverse connecting beam 320 are embedded into the longitudinal connecting beam 310 to form a fixed point, so as to improve the anchoring effect of the pile foundation connecting assembly 300.

[0044] Preferably, the transverse connecting beam 320 is in the form of a long strip. In this way, the structure can be simplified, and the connecting effect can be better.

[0045] Preferably, the longitudinal connecting beam 310 comprises a main beam 311, a first auxiliary beam 312, and a second auxiliary beam 313 connected to the main beam 311 respectively, the first auxiliary beam 312 and the second auxiliary beam 313 are located below the main beam 311 and are spaced apart, the first auxiliary beam 312 is connected to the sheet pile 110, and the second auxiliary beam 313 is connected to the front high-pile row 210. In this way, the sheet pile 110 and the front high-pile row 210 are connected to form a whole to realize the combined stress, thereby improving the stability of the combined wharf.

[0046] Preferably, the first sub-beam 312 has a cross-sectional width perpendicular to the direction of the river flow that is greater than the thickness of the sheet pile 110, so that the stability of the connection between the first sub-beam 312 and the sheet pile 110 can be improved.

[0047] Preferably, the front high piles 210 have diameters greater than the thickness of the sheet piles 110, and the lengths of the front high piles 210 are greater than the depths of the sheet piles 110, and the pile bottoms of the front high piles 210 enter good stress layers, while the pile ends of the sheet piles 110 fail to enter good stress layers. Since the diameters of the front high piles 210 are greater than the thickness of the sheet piles 110, the lengths of the front high piles 210 are greater than the depths of the sheet piles 110, and the front high piles 210 are arranged close to the sheet piles 110, the front high piles 210 can bear greater vertical loads of the wharf structure, the stress conditions of the sheet piles 110 can be improved, the thickness and depth of the sheet piles 110 can be reduced, and the construction difficulty of the project can be reduced.

[0048] The front high piles 210 and the rear high piles 220 are vertical pile foundations.

[0049] Preferably, the combined wharf further comprises a second high pile assembly 500 and a fixed approach bridge 600, the second high pile assembly 500 is arranged closer to the top of the bank slope than the first high pile assembly 200, and the fixed approach bridge 600 is arranged above the second high pile assembly 500 and connected with the wharf superstructure 400. In this way, the construction amount of the pile foundation connecting assembly 300 can be reduced, and the project cost can be reduced.

[0050] Specifically, the second high pile assembly 500 comprises a plurality of high piles, and the high piles are a plurality of rows of vertical pile foundations.

[0051] Preferably, the combined wharf further comprises a column connecting beam assembly 700, and the column connecting beam assembly 700 is arranged between the pile foundation connecting assembly 300 and the wharf superstructure 400. In this way, the heights of the sheet piles 110 and the first high pile assembly 200 can be reduced, the project cost of the sheet piles 110 and the first high pile assembly 200 can be reduced, the permeability of the combined wharf can be improved, and the influence on the river flood discharge can be reduced.

[0052] Specifically, the column-beam assembly 700 comprises columns 710 and beams 720 for connecting the columns 710, the bottom reinforcement of the columns 710 extends into the inside of the transverse connecting beam 320, the column positions of the columns 710 are the same as those of the front high piles 210 and the rear high piles 220 of the sheet pile 110, the beams 720 are arranged in the longitudinal direction from the upstream to the downstream of the river and in the transverse direction perpendicular to the upstream-to-downstream direction of the river. The columns 710 serve to transfer the load of the upper structure 400 of the wharf to the sheet pile 110, the front high piles 210 and the rear high piles 220; the beams 720 serve to longitudinally and transversely connect the columns 710 and improve the rigidity of the overall structure of the wharf.

[0053] Preferably, the beams 720 can be arranged in multiple layers.

[0054] The upper structure 400 of the wharf is arranged on the upper part of the column-beam assembly 700, and the top reinforcement of the columns 710 extends into the inside of the upper structure 400 of the wharf. The upper structure 400 of the wharf is consistent with the conventional high-pile wharf upper structure 400, and comprises cast-in-situ lower cross beams, prefabricated berthing components, prefabricated longitudinal beam systems, prefabricated panels and cast-in-situ upper surface layers.

[0055] The combined wharf further comprises a slope protection structure 800 arranged in the bank side beach backfill area (pre-excavated) for preventing local erosion of the beach of the engineering area. The main structural forms of the slope protection structure 800 include cast-in-situ concrete slope protection, prefabricated concrete slope protection, mortar stone slope protection, dry stone slope protection and ecological slope protection.

[0056] Embodiment Two, The embodiment provides a combined wharf construction method, which comprises the following steps: First-stage harbor dredging and beach excavation construction; Sheet pile assembly 100 construction; First high-pile assembly 200 and second high-pile assembly 500 construction; Pile foundation connecting structure construction; Column 710 and beam 720 structure construction; Wharf upper structure 400 construction; Second-stage harbor dredging construction; and Bank slope protection backfill construction.

[0057] The method of phased construction is adopted for the harbor basin dredging and the beach excavation, which effectively reduces the project investment and the construction difficulty. The second-level layered staggered bench (the first level bench is the design river bottom elevation and the second level bench is the bottom elevation of the pile foundation connecting structure) is adopted for the first phase harbor basin dredging and the beach excavation, which ensures the overall stability of the bank slope during the construction period and the safety of the flood control levee. The second level bench formed by the second-level layered staggered bench excavation forms a good working platform for the sheet pile 110 and the high pile construction, which facilitates the construction. The second phase harbor basin dredging is arranged after the construction of the sheet pile 110, which effectively reduces the dredging difficulty and the dredging amount.

[0058] Preferably, the combined wharf construction method further comprises the construction of the slope protection structure 800.

[0059] Specifically, the first phase harbor basin dredging and the beach excavation construction comprises: excavating along the closed area of a-b-d-e-f-a; the a-b is the harbor basin dredging area, which is excavated to the design river bottom elevation line of the wharf; the b-d is the harbor basin excavation slope line, the excavation slope ratio of which is determined according to the soil geological parameters of the engineering area; the d-e is the design bottom elevation line of the transverse connecting beam 320 of the pile foundation connecting assembly 300; the e-f is the beach excavation slope line, the excavation slope ratio of which is determined according to the soil geological parameters of the engineering area; and the f-a is the natural mud surface line of the engineering area.

[0060] Specifically, the sheet pile assembly 100 construction comprises the construction of the sheet pile 110, the energy dissipation facility embedded part 120 and the drainage hole. The sheet pile 110 construction is the conventional cast-in-place underground continuous wall; the sheet pile 110 top is reserved with a certain length of overhanging reinforcement; the water side of the sheet pile 110 needs to be arranged with the energy dissipation facility embedded part 120, which is welded with the reinforcement in the sheet pile 110 pile body; and the upper position of the sheet pile 110 is arranged with the drainage hole, which can be embedded with ordinary PVC pipe. Compared with the high pile assembly construction, the construction difficulty of the sheet pile assembly 100 is large.

[0061] The first high pile assembly 200 and the second high pile assembly 500 are constructed by the conventional bored pile or precast pile construction, and the top of the first high pile assembly 200 and the second high pile assembly 500 is reserved with a certain length of overhanging reinforcement or provided with pile cap reinforcement. Compared with the sheet pile assembly 100 construction, the construction difficulty of the first high pile assembly 200 and the second high pile assembly 500 is small.

[0062] When the pile foundation connecting structure is constructed, the pile foundation connecting structure should be located above the river construction water level. The overhanging reinforcement reserved at the top of the sheet pile 110 enters the interior of the pile foundation connecting structure; the overhanging reinforcement reserved at the top of the first high pile assembly 200 or the pile cap reinforcement enters the interior of the pile foundation connecting structure; the longitudinal connecting beam 310 longitudinally connects the sheet pile 110 and the front edge high pile 210; and the transverse connecting beam 320 transversely connects the sheet pile 110, the front edge high pile 210 and the rear edge high pile 220.

[0063] The column-beam assembly 700 is constructed as a conventional reinforced concrete column 710 and beam 720. The lower reinforcement of the column 710 should extend into the pile foundation connection assembly 300, and the upper reinforcement of the column 710 should extend into the upper structure 400 of the wharf.

[0064] The upper structure 400 of the wharf is consistent with the conventional high-pile wharf upper structure 400, and the upper structure 400 of the wharf should be connected with the column 710.

[0065] The second-phase harbor basin dredging construction includes excavating the harbor basin along the b-c-d-b enclosed area. The b-c is the harbor basin dredging area, which is excavated to the design river bottom elevation line of the wharf; and the c-d is the water side line of the sheet pile 110.

[0066] The bank slope protection backfill construction includes backfilling the revetment along the g-e-f-g enclosed area. The g-e is the surface line of the transverse connecting beam 3203-2, and the e-f is the beach slope excavation line. The area is excavated first and then backfilled to ensure the safety of the flood control embankment.

[0067] When the slope protection structure 800 is constructed, the slope protection structure 800 is constructed along the bank slope protection backfill construction f-g line; and the construction of the slope protection structure 8007 needs to consider the influence of local erosion of the engineering area beach.

[0068] Example Three, The embodiment provides a design method of a composite wharf, which is applied to a composite wharf as in the embodiment, and includes the following steps: A general finite element analysis software ABAQUS is used to obtain a calculation model of the composite wharf; A component constraint is added to the calculation model to obtain a calculation model containing component connection effects; A soil spring is added to the calculation model containing the component connection effects to obtain a calculation model containing boundary conditions; A load and load combination are added to the calculation model containing the boundary conditions to obtain a calculation model containing a load combination; The calculation model containing the load combination is calculated to obtain a result file; An envelope value of a component effect is extracted from the result file to obtain a component design condition; According to the component design condition, a component design is performed to complete the design of the wharf, or the step of using the general finite element analysis software ABAQUS to obtain the calculation model of the composite wharf is returned.

[0069] In the embodiment, the general finite element analysis software ABAQUS is used to obtain the calculation model of the composite wharf, including: the dimensions of each component of the composite wharf are preliminarily determined by using the general finite element analysis software ABAQUS, the components are established, and the material performance parameters are defined; each component of the composite wharf is assembled to the same space according to the actual core position, the mesh is divided, and the calculation model is obtained.

[0070] In the embodiment, the component constraints are added to the calculation model to obtain a calculation model containing component connection effects, including: the mutual constraints of the coupling beam 720, the column 710, the transverse connecting beam 320, the longitudinal connecting beam 310, and the sheet pile assembly 100 are added to obtain a calculation model containing component connection effects.

[0071] The component constraints are added to the calculation model to obtain a calculation model containing component connection effects, including: the first secondary development program is used to automatically add the mutual constraints.

[0072] The first secondary development program includes: According to the two groups of component names, the nearest nodes in the two groups of components, i.e., the nodes to be connected, are automatically searched; According to the needs, the MPC-tie or MPC-beam constraints between the nodes are added.

[0073] In the embodiment, the soil springs are added to the calculation model containing component connection effects to obtain a calculation model containing boundary conditions, including: the m method is used to analyze the horizontal stress state of the sheet pile 110 and the high pile, and the soil springs are added to obtain a calculation model containing boundary conditions.

[0074] The soil springs are added to the calculation model containing component connection effects to obtain a calculation model containing boundary conditions, including: the second secondary development program is used to automatically add the soil springs.

[0075] The second secondary development program includes: A set of pile foundation nodes with the same Z coordinate is established According to the positions of the nodes in the soil layer and the set m coefficient, the soil stiffness of the nodes is calculated; The soil springs are added to the set in batches.

[0076] In the embodiment, the loads and load combinations are added to the calculation model containing boundary conditions to obtain a calculation model containing load combinations, including: the third secondary development program is used to automatically add the loads and load combinations.

[0077] The third secondary development program includes: The defined loads in the model are read; The loads are classified; The different types of loads are combined to generate a combination list; The conflicting load combinations in the combination list are excluded; Load combinations are added in the calculation model, and corresponding partial coefficients and combination coefficients are added.

[0078] In the embodiment, the result file is extracted to obtain the component design conditions, including: automatically extracting the component effect envelope value by using the fourth secondary development program.

[0079] In view of a large amount of repeated work in the result extraction operation, the fourth secondary development program is developed, and the fourth secondary development program can automatically output internal force extreme values such as bending moment, axial force and shear force of each component under the condition of different components and different load combinations, and output corresponding load working conditions.

[0080] The fourth secondary development program comprises: Setting the component name and effect type of the effect to be extracted; Extracting the effect of all nodes and load working conditions of the component; Outputting the extreme value of the effect.

[0081] The load working conditions of the components obtained by the design method of the composite wharf in the embodiment are shown in the following table. According to the component design conditions, the component design includes designing the component size and reasonable reinforcement.

[0082] In the embodiment, according to the component design conditions, the component design includes: Establishing a three-dimensional calculation model of the composite wharf; Designing the thickness and depth of the sheet pile 110; Designing the arrangement spacing, diameter and pile length of the first high-pile assembly 200 and the second high-pile assembly 500; Designing the transverse connecting beam 320 and the longitudinal connecting beam 310; Designing the upper structure 400 of the wharf; Carrying out three-dimensional model checking, extracting the component effect envelope value, and if the checking meets the requirements, the design of the wharf is completed.

[0083] When designing the thickness and depth of the sheet pile 110, the soil pressure, structural vertical bearing capacity, front (rear) hydrostatic pressure of the sheet pile 110, ship collision force and the like need to be considered, and the core of the calculation is to reasonably set the deformation coordination effect between the sheet pile 110 and the foundation soil, reasonably consider the vertical load sharing ratio when the sheet pile 110 is jointly stressed with the high pile, and correctly simulate the transmission path of the horizontal force to the high pile structure. Considering that the construction of the sheet pile 110 is difficult and the investment proportion is high, the thickness and depth of the sheet pile 110 are designed to be as small as possible.

[0084] The arrangement spacing, diameter and pile length of the first high-pile assembly 200 and the second high-pile assembly 500 are designed, and the first high-pile assembly 200 and the second high-pile assembly 500 not only bear the vertical load of the structure, but also bear the horizontal tension and bending moment caused by the sheet pile 110; considering the small construction difficulty of the high pile, the vertical load of the structure is mostly borne by the first high-pile assembly 200 in the design, and the diameter of the first high-pile assembly 200 is controlled by the bending moment caused by the sheet pile 110.

[0085] The transverse connecting beam 320 is a component for realizing the combined stress of the sheet pile 110 and the front high pile 210, and the stress concentration effect is obvious due to the local rigid connection of the transverse connecting beam 320 and the sheet pile 110 at the bent frame, and the stress state is complex due to bearing the load transmitted by the upper frame structure. Reasonable contact conditions are applied to the sheet pile 110, the transverse connecting beam 320, the longitudinal connecting beam 310 and the high pile in the calculation, and the combination of load working conditions is fully considered to determine the reasonable section size. In order to reduce the bending moment of the transverse connecting beam 320, the front high pile 210 is arranged as close to the sheet pile 110 as possible in the design.

[0086] The present application has the following beneficial effects: Firstly, since the sheet pile assembly 100 is closer to the toe of the bank slope than the first high-pile assembly 200, and the sheet pile assembly 100 has the function of protecting the soil layer close to the side of the river bank slope top, when dredging the river channel, only the soil layer far away from the side of the river bank slope top of the sheet pile assembly 100 and part of the soil layer from the pile foundation connecting assembly 300 close to the side of the river bank slope top need to be excavated, and the soil layer from the side of the sheet pile assembly 100 close to the side of the river bank slope top does not need to be excavated to form a slope, so the excavation area and the excavation volume can be reduced, which can reduce the impact on the bank slope and the impact on the flood control of the bank embankment; since the first high-pile assembly 200 is arranged close to the side of the bank slope top, the soil layer close to the side of the bank slope top of the sheet pile assembly 100 does not need to be backfilled, the amount of soil backfilling can be reduced, and the river channel flood discharge can be facilitated; at the same time, since the first high-pile assembly 200 is connected with the sheet pile assembly 100 through the pile foundation connecting assembly 300, the first high-pile assembly 200 can pull and anchor the sheet pile assembly 100 through the pile foundation connecting assembly 300, which can ensure the structural stability of the sheet pile assembly 100 and reduce the impact on the permeability of the bank slope, thereby reducing the impact on the flood control of the bank embankment.

[0087] Secondly, the energy dissipation facility embedded part 120 is arranged on the upper part of the sheet pile 110 and on the water side of the sheet pile 110, so that the energy dissipation facility can be arranged on the front of the wharf, and the energy dissipation function of the wharf can be improved.

[0088] Secondly, the drainage hole 130 is arranged on the sheet pile 110 to provide a channel condition for the soil drainage behind the sheet pile 110, and to reduce the hydrostatic pressure behind the sheet pile 110.

[0089] Secondly, the filter assembly 140 is arranged on the backwater side of the sheet pile 110, and the filter assembly 140 is connected with the drainage hole 130, and can be used for filtering the water flow of the soil behind the sheet pile 110, and reducing the water and soil loss.

[0090] Secondly, the longitudinal connecting beam 310 is used to longitudinally connect the sheet pile 110 and the front high pile 210, so as to realize the combined stress of the sheet pile 110 and the front high pile 210, the transverse connecting beam 320 is used to transversely connect the sheet pile 110, the front high pile 210 and the rear high pile 220, and the front high pile 210 and the rear high pile 220 play the anchoring role of the sheet pile 110.

[0091] Secondly, the sheet pile 110 and the front high pile 210 are connected into a whole by the main body beam 311, the first auxiliary beam 312 and the second auxiliary beam 313 to realize the combined stress, and the stability of the combined wharf is improved.

[0092] Thirdly, since the diameters of the front high piles 210 are greater than the thickness of the sheet pile 110, the pile lengths of the front high piles 210 are greater than the depths of the sheet pile 110, and the front high piles 210 are arranged close to the sheet pile 110, the front high piles 210 can bear greater vertical loads of the wharf structure, the stress condition of the sheet pile 110 can be improved, the thickness and the depth of the sheet pile 110 can be reduced, and the construction difficulty of the project is reduced.

[0093] Fourthly, the harbor basin dredging and the beach excavation are adopted by the method of staged construction, the engineering investment is effectively reduced, and the construction difficulty is reduced. The two-stage staggered bench (the first stage is the design river bottom elevation, and the second stage is the bottom elevation of the pile foundation connecting structure) is adopted for the first-stage harbor basin dredging and the beach excavation, the overall stability of the bank slope during the construction period and the safety of the flood control levee are ensured, the two-stage staggered bench excavation forms the two-stage steps, which form a good operation platform for the sheet pile 110 and the high pile construction, and the construction is facilitated; the second-stage harbor basin dredging is arranged after the sheet pile 110 is constructed, the dredging difficulty is effectively reduced, and the dredging engineering quantity is reduced.

[0094] The above description is only a description of the preferred embodiments of the present application, and does not limit the scope of the present application in any way, and any change and modification made by the person skilled in the art according to the above disclosure is within the protection scope of the claims.

Claims

1. A combined wharf, characterized in that: It includes a sheet pile assembly, a first high pile assembly, a pile foundation connection assembly and a dock superstructure. The sheet pile assembly and the first high pile assembly are arranged in sequence along the direction from the foot of the slope to the top of the slope. The pile foundation connection assembly connects the sheet pile assembly and the first high pile assembly. The dock superstructure is arranged above the pile foundation connection assembly.

2. The combined dock according to claim 1, characterized in that: The pile foundation connection assembly includes a longitudinal connecting beam and a transverse connecting beam. The longitudinal connecting beam is arranged along the upstream to downstream direction of the river channel, and the transverse connecting beam is arranged along the upstream to downstream direction perpendicular to the river channel. The first high pile assembly includes a row of leading high piles and at least two rows of trailing high piles. The leading high piles and the trailing high piles are arranged in sequence from the foot to the top of the slope. The longitudinal connecting beam connects the sheet piles and the leading high piles, and the transverse connecting beam connects the sheet piles, the leading high piles and the trailing high piles.

3. The combined dock according to claim 2, characterized in that: The longitudinal connecting beam includes a main beam, a first sub-beam and a second sub-beam respectively connected to the main beam, the first sub-beam and the second sub-beam are located below the main beam and are spaced apart, the first sub-beam is connected to the sheet piles, and the second sub-beam is connected to the front high piles.

4. The combined dock according to claim 2, characterized in that: It also includes a column-beam assembly, which is arranged between the pile foundation connection assembly and the wharf superstructure.

5. The combined dock according to claim 4, characterized in that: The column-connecting beam assembly includes columns and connecting beams for connecting the columns. The steel bars at the bottom of the columns extend into the interior of the transverse connecting beam. The column positions are the same as the front high piles and rear high piles of the sheet piles. The connecting beams are arranged along the upstream to downstream direction of the river channel and along the upstream to downstream direction perpendicular to the river channel.

6. The combined dock according to claim 1, characterized in that: The sheet pile assembly includes a sheet pile and an embedded energy dissipation facility component. The embedded energy dissipation facility component is arranged on the upper portion of the sheet pile and located on the water side of the sheet pile.

7. The combined dock according to claim 6, characterized in that: The sheet pile assembly further includes a drainage hole arranged on the sheet pile, and a filter assembly disposed on the backwater side of the sheet pile, wherein the filter assembly is connected to the drainage hole.

8. The combined dock according to claim 1, characterized in that: It also includes a second high pile assembly and a fixed approach bridge. The second high pile assembly is arranged closer to the top of the slope than the first high pile assembly. The fixed approach bridge is arranged above the second high pile assembly and is connected to the dock superstructure.

9. A method for constructing a combined wharf according to any one of claims 1 to 8, characterized in that: include: Phase I harbor dredging and beach excavation construction; Construction of sheet pile assemblies; Construction of the first high pile assembly and the second high pile assembly; Pile foundation connection structure construction; Column and beam structure construction; wharf superstructure construction; Phase II harbor dredging construction; and, Slope protection backfill construction.

10. A method for designing a combined wharf according to any one of claims 1 to 8, characterized in that: include: The calculation model of the combined wharf was obtained using the general finite element analysis software ABAQUS; Add component constraints to the calculation model to obtain a calculation model containing component connection effects; Add soil springs to the calculation model containing component connection effects to obtain a calculation model containing boundary conditions; Add loads and load combinations to the calculation model containing boundary conditions to obtain a calculation model containing load combinations; Calculate the calculation model containing load combinations and obtain the result file; Extract component effect envelope values ​​from the result file to obtain component design conditions; According to the component design conditions, the component design is carried out to complete the wharf design. Otherwise, the process returns to the step of using the general finite element analysis software ABAQUS to obtain the calculation model of the combined wharf.

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