Harbor wharf structure with impact toughness and construction method thereof

Abstract

The invention discloses an impact-toughness-resistant port wharf structure and a construction method thereof, and relates to the technical field of port engineering. The impact-toughness-resistant port wharf structure comprises a first steel shell; the second steel shell is arranged in the first steel shell in a penetrating mode, an annular cavity is defined by the inner wall of the first steel shell and the outer wall of the second steel shell, a concrete structure is arranged in the annular cavity, and a cabin is defined by the inner wall of the first steel shell and the inner wall of the second steel shell; and the third steel shell is arranged on the outer side of the first steel shell in a covering mode, a cover-shaped cavity is defined between the outer wall of the first steel shell and the inner wall of the third steel shell, and the cover-shaped cavity is filled with fluid. The anti-impact toughness of the wharf structure can be improved, so that multiple common failure modes such as brittle fracture, local depression, through cracks, layered failure and overall buckling in a traditional structure are effectively prevented, and a safety guarantee is provided for long-term safe service of the wharf structure in a complex marine environment.

Description

Technical Field

[0001] This invention relates to the field of port engineering technology, and in particular to an impact-resistant and resilient port wharf structure and its construction method. Background Technology

[0002] In port engineering construction, wharves serve as crucial hubs for logistics and transportation, and their safety and reliability directly impact the stable operation of the supply chain. However, ports frequently face threats from various disasters such as typhoons, earthquakes, ship collisions, and explosions. Traditional structural systems often struggle to simultaneously meet the dual requirements of load-bearing capacity and impact resistance. Therefore, enhancing structural resilience is key to ensuring that wharves can maintain basic operations even in the event of various disasters, thereby guaranteeing the continuous operation of the supply chain.

[0003] Steel possesses excellent ductility, allowing it to deform significantly under stress without breaking, thus effectively absorbing and dispersing impact energy. Composite structures developed based on this characteristic combine external steel with internal concrete, balancing the ductility of steel with the compressive strength of concrete. However, a single steel shell protection system struggles to efficiently dissipate impact energy under severe impact loads, easily leading to localized buckling problems. In severe cases, this can even cause overall instability or penetration failure, compromising the safety of port and wharf structures. Summary of the Invention

[0004] This invention aims to address at least one of the technical problems existing in the prior art. To this end, this invention proposes an impact-resistant and resilient port terminal structure that can dissipate the impact energy brought about by disaster threats through a multi-stage energy dissipation mechanism, thereby ensuring the safety and stability of the port terminal structure.

[0005] This invention also proposes a construction method for an impact-resistant and resilient port wharf structure.

[0006] According to a first aspect of the present invention, an impact-resistant and resilient port terminal structure includes: a first steel shell, which is box-shaped; a second steel shell, which is hollow and extends along a length direction parallel to the first steel shell, the second steel shell being inserted into the first steel shell, the inner wall of the first steel shell extending along its length direction and the outer wall of the second steel shell forming an annular cavity, a concrete structure being disposed within the annular cavity, the inner wall of the first steel shell extending perpendicular to its length direction and the inner wall of the second steel shell forming a compartment; and a third steel shell, which is placed over the outside of the first steel shell, the outer wall of the first steel shell and the inner wall of the third steel shell forming a dome-shaped cavity, the dome-shaped cavity being filled with fluid.

[0007] It has at least the following beneficial effects: When the structure is subjected to external impact, the fluid medium absorbs part of the impact energy through its own flow deformation. Its mass increases the system inertia, which can effectively delay the occurrence of overall structural deformation. At the same time, the fluid rapidly and evenly distributes the impact pressure in three-dimensional space, avoiding excessive stress concentration in local areas. This fluid buffering mechanism works synergistically with the toughness of the steel shell and the compressive strength of the concrete structure to jointly construct a dynamic response protection system, which significantly improves the impact toughness of the structure and enables the structure to adaptively adjust the stress state. This effectively prevents the occurrence of various failure modes commonly found in traditional structures, such as brittle fracture, local indentation, through cracks, delamination failure, and overall buckling, providing a safety guarantee for the long-term safe service of the wharf structure in a complex marine environment.

[0008] According to some embodiments of the present invention, a first compartment plate is provided in the annular cavity. The extension direction of the first compartment plate is parallel to the extension direction of the first steel shell. The first compartment plate is connected to the inner wall of the first steel shell and to the outer wall of the second steel shell. The first compartment plate is configured to uniformly divide the annular cavity into a plurality of first sub-cavities.

[0009] According to some embodiments of the present invention, a plurality of first through holes are uniformly provided along the extension direction of the first compartment plate, and the first through holes are configured to connect adjacent first sub-chambers.

[0010] According to some embodiments of the present invention, the first compartment plate is provided with a plurality of first stiffening ribs, which are evenly distributed along the extending direction of the first compartment plate, and the first stiffening ribs are configured to enhance the structural strength of the first compartment plate.

[0011] According to some embodiments of the present invention, a second compartment plate is provided in the dome-shaped cavity. The extension direction of the second compartment plate is parallel to the extension direction of the annular cavity. The second compartment plate is connected to the outer wall of the first steel shell and to the inner wall of the third steel shell. The second compartment plate is configured to uniformly divide the dome-shaped cavity into a plurality of second sub-cavities.

[0012] According to some embodiments of the present invention, the second compartment plate is provided with a plurality of second through holes uniformly along its extension direction, and the second through holes are configured to connect adjacent second sub-chambers.

[0013] According to some embodiments of the present invention, the second compartment plate is provided with a plurality of second stiffening ribs, which are evenly distributed along the extension direction of the second compartment plate, and the second stiffening ribs are configured to enhance the structural strength of the second compartment plate.

[0014] According to some embodiments of the present invention, a plurality of third stiffening ribs are uniformly provided on the first steel shell, and the extension direction of the plurality of third stiffening ribs is parallel to the extension direction of the first steel shell. A plurality of fourth stiffening ribs are uniformly provided on the second steel shell, and the extension direction of the plurality of fourth stiffening ribs is parallel to the extension direction of the second steel shell. The plurality of third stiffening ribs and the plurality of fourth stiffening ribs are embedded in the concrete structure. The third stiffening ribs and the fourth stiffening ribs are configured to enhance the bonding strength between the steel shell and the concrete interface.

[0015] According to some embodiments of the present invention, the cabin is provided with a plurality of partition walls, which are connected to a second steel shell, and the partition walls are configured to divide the cabin into a plurality of sub-cabins.

[0016] According to some embodiments of the present invention, the partition wall extends vertically, and the top of the partition wall is connected to the second steel shell by an end plate, the end plate being configured to enhance the structural strength between the partition wall and the second steel shell.

[0017] According to some embodiments of the present invention, a first steel shell is uniformly provided with a plurality of first grouting holes, and a second steel shell is uniformly provided with a plurality of second grouting holes. The opening ends of the plurality of first grouting holes and the plurality of second grouting holes are all arranged facing upwards. The first grouting holes and the second grouting holes are configured to provide concrete pouring inlets.

[0018] According to some embodiments of the present invention, a first steel shell is uniformly provided with a plurality of first vent holes, and a second steel shell is uniformly provided with a plurality of second vent holes. The opening ends of the plurality of first vent holes and the plurality of second vent holes are all arranged facing upwards. The first vent holes and the second vent holes are configured to eliminate air bubbles and cavities to improve the compactness of the concrete pouring.

[0019] According to some embodiments of the present invention, the third steel shell is uniformly provided with a plurality of water inlets, each water inlet is provided with a water stop valve, and the water inlets are configured to provide a filling inlet for fluid.

[0020] A construction method for an impact-resistant and resilient port wharf structure according to a second aspect of the present invention, employing the impact-resistant and resilient port wharf structure described in the first aspect of the present invention, includes:

[0021] S1: Prefabricated first steel shell, second steel shell and third steel shell;

[0022] S2: Construct the first steel shell, weld the second steel shell to the inner wall of the first steel shell, the first steel shell and the second steel shell together form an unsealed annular cavity and an unsealed compartment, weld the third steel shell to the outer wall of the first steel shell, the first steel shell and the third steel shell together form an unsealed dome-shaped cavity;

[0023] S3: Layered pouring of concrete structure into the annular cavity;

[0024] S4: Seal the top of the compartment and the annular cavity in sequence, and pour concrete into the annular cavity in layers again;

[0025] S5: The dome-shaped chamber is sealed, so that the first steel shell, the second steel shell and the third steel shell form a structural whole. The structural whole is moved, loaded onto a barge and transported to the designated location at sea and installed. After installation, fluid is injected into the dome-shaped chamber.

[0026] It has at least the following beneficial effects: The construction method of this impact-resistant and tough port wharf structure has all the beneficial effects brought about by the aforementioned impact-resistant and tough port wharf structure, which will not be repeated here.

[0027] Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. Attached Figure Description

[0028] The present invention will be further described below with reference to the accompanying drawings and embodiments, wherein:

[0029] Figure 1 This is a schematic diagram of the impact-resistant and tough port terminal structure according to the first aspect of the present invention;

[0030] Figure 2 for Figure 1 A schematic diagram of the cross-section along the length direction;

[0031] Figure 3 for Figure 1 A schematic diagram of the top structure of the first steel shell in the middle;

[0032] Figure 4 for Figure 3 A partial structural diagram of the first and second sub-compartments;

[0033] Figure 5 for Figure 1 Enlarged view of point A in the middle;

[0034] Figure 6 for Figure 2 A schematic diagram of the planar arrangement of the first grouting hole and the first vent hole;

[0035] Figure 7 This is a schematic flowchart illustrating the construction method of an impact-resistant and tough port wharf structure according to a second aspect embodiment of the present invention.

[0036] Icon labels:

[0037] First steel shell 100, third stiffening rib 110, first grouting hole 120, first vent hole 130;

[0038] Second steel shell 200, fourth stiffening rib 210, second grouting hole 220, second vent hole 230;

[0039] Annular chamber 300, concrete structure 310, first compartment plate 320, first through hole 321, first stiffening rib 322, first sub-chamber 330;

[0040] Cabin 400, partition wall 410, sub-cabin 420, end plate 430;

[0041] The third steel shell is 500, the inlet is 510, and the stop valve is 520;

[0042] Cover-shaped chamber 600, fluid 610, second compartment plate 620, second through hole 621, second stiffening rib 622, second sub-chamber 630. Detailed Implementation

[0043] In the description of this invention, it should be understood that the orientation descriptions, such as up, down, front, back, left, right, etc., are based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limiting this invention.

[0044] In the description of this invention, the use of "first" and "second" is for the purpose of distinguishing technical features only, and should not be construed as indicating or implying relative importance or implicitly indicating the number of technical features indicated or the order of the technical features indicated.

[0045] In the description of this invention, unless otherwise explicitly defined, terms such as "set up," "install," and "connect" should be interpreted broadly, and those skilled in the art can reasonably determine the specific meaning of the above terms in this invention in conjunction with the specific content of the technical solution.

[0046] Reference Figures 1 to 6This invention discloses an impact-resistant and resilient port terminal structure, comprising a first steel shell 100, a second steel shell 200, and a third steel shell 500. The first steel shell 100 is box-shaped, and the second steel shell 200 is a hollow column extending parallel to the length of the first steel shell 100. The second steel shell 200 is inserted within the first steel shell 100. The inner wall of the first steel shell 100 extending along its length and the outer wall of the second steel shell 200 enclose a ring-shaped chamber 300. A concrete structure 310 is disposed within the ring-shaped chamber 300. The inner wall of the first steel shell 100 extending perpendicular to its length and the inner wall of the second steel shell 200 enclose a compartment 400. The third steel shell 500 covers the outside of the first steel shell 100, and the outer wall of the first steel shell 100 and the inner wall of the third steel shell 500 enclose a dome-shaped chamber 600 filled with fluid 610.

[0047] like Figure 1 and Figure 2 As shown, the first steel shell 100 is a horizontally extending box-shaped structure, with a second steel shell 200 passing through it. An annular cavity 300 is formed between the inner wall of the first steel shell 100 and the outer wall of the second steel shell 200. The inner walls of the first steel shell 100 and the second steel shell 200 enclose a closed compartment 400. A concrete structure 310 is poured inside the annular cavity 300, and a composite force-bearing system is formed between the concrete structure 310, the first steel shell 100, and the second steel shell 200. A third steel shell 500 is provided to cover the first steel shell 100, forming a dome-shaped cavity 600 between the first steel shell 100 and the third steel shell 500. The dome-shaped cavity 600 is filled with a buffering fluid 610 medium.

[0048] Therefore, when the structure is subjected to external impact, the fluid 610 medium absorbs part of the impact energy through its own flow deformation. Its increased mass increases the system's inertia, which can effectively delay the occurrence of overall structural deformation. At the same time, the fluid 610 rapidly and evenly distributes the impact pressure in three-dimensional space, avoiding excessive stress concentration in local areas. This fluid 610 buffering mechanism, together with the toughness of the steel shell and the compressive strength of the concrete structure 310, forms a synergistic effect to jointly construct a dynamic response protection system, which significantly improves the structure's impact toughness. This allows the structure to adaptively adjust its stress state, thereby effectively preventing the occurrence of various failure modes commonly found in traditional structures, such as brittle fracture, local indentation, through cracks, delamination failure, and overall buckling. This provides a safety guarantee for the long-term safe service of the wharf structure in complex marine environments.

[0049] It should be noted that by adjusting the spacing between the first steel shell 100 and the third steel shell 500, as well as the filling amount of fluid 610, the impact protection requirements under different environmental conditions can be flexibly addressed. Furthermore, using on-site water as a buffer medium simplifies the construction process while achieving resource utilization.

[0050] It should be noted that the concrete structure 310 uses self-compacting concrete to achieve self-leveling of the concrete within the annular cavity 300, ensuring a tight bond between the concrete structure 310 and the steel shell and preventing voids.

[0051] In some specific embodiments of the present invention, a first compartment plate 320 is provided in the annular chamber 300. The extension direction of the first compartment plate 320 is parallel to the extension direction of the first steel shell 100. The first compartment plate 320 is connected to the inner wall of the first steel shell 100 and to the outer wall of the second steel shell 200. The first compartment plate 320 is configured to uniformly divide the annular chamber 300 into a plurality of first sub-chambers 330.

[0052] like Figure 1 and Figure 2 As shown, the annular chamber 300 extends in the left-right direction and contains multiple first compartment plates 320. These first compartment plates 320 are radially and evenly arranged between the inner wall of the first steel shell 100 and the outer wall of the second steel shell 200. Each first compartment plate 320 extends in the left-right direction and penetrates the annular chamber 300. The multiple first compartment plates 320 are rigidly connected to the first steel shell 100 and the second steel shell 200, dividing the large-volume concrete structure 310 into multiple strip-shaped casting units extending in the left-right direction. During concrete casting and curing, these casting units facilitate layered casting and quality control, effectively controlling the heat of hydration of the concrete and effectively suppressing the generation of shrinkage cracks. When the structure is subjected to impact loads, the first compartment plates 320 can rapidly diffuse local stress, preventing concrete cracking or local buckling of the steel shell due to stress concentration, thereby improving the overall toughness and durability of the structure.

[0053] Specifically, the first compartment plate 320 is perpendicular to the inner wall of the first steel shell 100, and the first compartment plate 320 is perpendicular to the outer wall of the second steel shell 200. Each first compartment plate 320 is made of steel plate of the same material as the steel shell, and its two ends are respectively connected to the inner wall of the first steel shell 100 and the outer wall of the second steel shell 200 by welding.

[0054] In some specific embodiments of the present invention, the first compartment plate 320 is provided with a plurality of first through holes 321 uniformly along its extending direction, and the first through holes 321 are configured to connect adjacent first sub-chambers 330. For example... Figure 4 As shown, the first compartment plate 320 has multiple first through holes 321 evenly distributed along its length. These first through holes 321 are arranged in a regular pattern to ensure effective communication between the separated first sub-chambers 330. Therefore, during concrete pouring, the first through holes 321 allow the concrete slurry to flow smoothly between the different first sub-chambers 330, ensuring the successful implementation of the self-compacting concrete pouring process.

[0055] It should be noted that during vibration operation, the first through hole 321 also helps to expel air bubbles and compact the slurry, thereby improving the quality of concrete pouring.

[0056] In some specific embodiments of the present invention, the first compartment plate 320 is provided with a plurality of first stiffening ribs 322, which are evenly distributed along the extending direction of the first compartment plate 320, and the first stiffening ribs 322 are configured to enhance the structural strength of the first compartment plate 320. Figure 4 As shown, multiple first stiffening ribs 322 are uniformly arranged along the length direction on the surface of the first compartment plate 320. Multiple first stiffening plates and first through holes 321 are alternately arranged. These first stiffening ribs 322 and the first compartment plate 320 form an integral force-bearing system. Under actual stress, they can effectively improve the stiffness of the first compartment plate 320. Thus, the first compartment plate 320 can maintain a stable geometric shape when subjected to concrete pouring pressure, temperature stress and external impact load, providing reliable internal support for the entire composite structure.

[0057] In some specific embodiments of the present invention, a second compartment plate 620 is provided inside the dome-shaped chamber 600. The extension direction of the second compartment plate 620 is parallel to the extension direction of the annular chamber 300. The second compartment plate 620 is connected to the outer wall of the first steel shell 100 and to the inner wall of the third steel shell 500. The second compartment plate 620 is configured to uniformly divide the dome-shaped chamber 600 into a plurality of second sub-chambers 630.

[0058] like Figures 2 to 3 As shown, the dome-shaped chamber 600 extends in the left-right direction, and multiple second sub-chamber plates 620 are arranged radially and evenly between the outer walls of the first steel shell 100 and the third steel shell 500. Each second sub-chamber plate 620 extends along the length of the corresponding wall panel of the third steel shell 500. The multiple second sub-chamber plates 620 divide the entire dome-shaped chamber 600 into multiple independent second sub-chambers 630. On the one hand, this improves the connection strength between the first steel shell 100 and the third steel shell 500, ensuring the overall rigidity of the structure. On the other hand, it provides a reasonable flow path for the fluid 610 medium. At the same time, by dividing the fluid 610 region, the energy dissipation effect is optimized, enabling the entire buffer system to more effectively disperse and absorb energy when subjected to impact loads, maintaining the overall stability of the structure.

[0059] Specifically, the second compartment plate 620 is perpendicular to the outer wall of the first steel shell 100, and the second compartment plate 620 is perpendicular to the inner wall of the third steel shell 500. Each second compartment plate 620 is made of steel plate of the same material as the steel shell, and its two sides are rigidly connected to the first steel shell 100 and the third steel shell 500 by welding, forming a stable space support system.

[0060] In some specific embodiments of the present invention, the second compartment plate 620 is provided with a plurality of second through holes 621 uniformly along its extending direction, and the second through holes 621 are configured to connect adjacent second sub-chambers 630. (See reference) Figure 4 The arrangement of the second grouting hole 220 and the second venting hole 230 is the same as that of the first grouting hole 120 and the first venting hole 130, and will not be described further here. The second partition plate has multiple second through holes 621 evenly distributed along its length. These multiple second through holes 621 are arranged regularly to form an orderly fluid 610 passage between adjacent second sub-chambers 630. When an external impact load is applied, these through-holes allow the fluid 610 to flow orderly between each second sub-chamber 630, ensuring the uniform propagation of pressure waves within the buffer system, thereby achieving the effect of absorbing impact energy.

[0061] Specifically, the edges of both the first through hole 321 and the second through hole 621 are rounded to effectively reduce the resistance when fluid 610 passes through. In this specific embodiment, both the first through hole 321 and the second through hole 621 are elliptical channels.

[0062] In some specific embodiments of the present invention, the second compartment plate 620 is provided with a plurality of second stiffening ribs 622, which are evenly distributed along the extending direction of the second compartment plate 620, and the second stiffening ribs 622 are configured to enhance the structural strength of the second compartment plate 620. Figure 4 As shown, multiple second stiffening ribs 622 are uniformly arranged along the length direction on the surface of the second compartment plate 620. Multiple second stiffening plates and second through holes 621 are alternately arranged. These second stiffening ribs 622 and the second compartment plate 620 form an integral force-bearing system. Under actual stress, they can effectively improve the stiffness of the second compartment plate 620, thereby enabling the second compartment plate 620 to maintain a stable geometric shape when subjected to the flow pressure of fluid 610 and external impact loads, providing reliable internal support for the entire composite structure.

[0063] In some specific embodiments of the present invention, a plurality of third stiffening ribs 110 are uniformly provided on the first steel shell 100, and the extension direction of the plurality of third stiffening ribs 110 is parallel to the extension direction of the first steel shell 100. A plurality of fourth stiffening ribs 210 are uniformly provided on the second steel shell 200, and the extension direction of the plurality of fourth stiffening ribs 210 is parallel to the extension direction of the second steel shell 200. The plurality of third stiffening ribs 110 and the plurality of fourth stiffening ribs 210 are embedded in the concrete structure 310. The third stiffening ribs 110 and the fourth stiffening ribs 210 are configured to enhance the bonding strength between the steel shell and the concrete interface.

[0064] like Figure 1 and Figure 2As shown, multiple longitudinally extending third stiffening ribs 110 are welded at equal intervals along the extension direction on the inner wall surface of the first steel shell 100. These third stiffening ribs 110 and the first steel shell 100 body form an integral load-bearing structure. Correspondingly, multiple fourth stiffening ribs 210 are also provided on the outer wall of the second steel shell 200 in the same manner. During concrete pouring, the third stiffening ribs 110 and fourth stiffening ribs 210 are completely embedded in the concrete structure 310, forming an interlocking structure. This not only effectively inhibits shrinkage cracking of the concrete but also improves the shear resistance of the structural interface.

[0065] Specifically, the third stiffening rib 110 and the fourth stiffening rib 210 are L-shaped stiffening ribs or T-shaped stiffening ribs.

[0066] In some specific embodiments of the present invention, a plurality of partition walls 410 are provided in the compartment 400. The partition walls 410 are connected to the second steel shell 200. The partition walls 410 are configured to divide the compartment 400 into a plurality of sub-compartments 420. The spatial division of the partition wall 410 system optimizes the functional zoning of the compartment 400 and provides flexible space for equipment layout.

[0067] In some specific embodiments of the present invention, the partition wall 410 extends vertically, and the top of the partition wall 410 is connected to the second steel shell 200 via an end plate 430. The end plate 430 is configured to enhance the structural strength between the partition wall 410 and the second steel shell 200. It should be noted that the partition wall 410 adopts a reinforced concrete structure 310. In the transverse partition wall 410, the reinforcing bars embedded inside are reliably connected to the side plates of the second steel shell 200 by welding. In the vertical partition wall 410, the lower ends of the reinforcing bars embedded inside are reliably connected to the bottom plate of the second steel shell 200 by welding. In particular, a transition node of the end plate 430 is provided at the top of the partition wall 410. One side of the end plate 430 is welded to the top of the partition wall 410, and the other side is connected to the top plate of the second steel shell 200, forming a stable connection structure.

[0068] like Figure 2 As shown, the interior of compartment 400 is provided with several transverse partitions 410 and several vertical partitions 410. The transverse partitions 410 are horizontally positioned in the middle of compartment 400, and multiple vertical partitions 410 are connected to their upper and lower sides, forming a stable spatial grid structure. Specifically, the vertical partitions 410 below the transverse partitions 410 are bidirectionally welded. The lower ends of the internally embedded reinforcing bars are rigidly connected to the bottom plate of the second steel shell 200 by welding, while the upper ends are reliably welded to the reinforcing bars of the transverse partitions 410. In the vertical partitions 410 above the transverse partitions 410, the lower ends of the internally embedded reinforcing bars are reliably welded to the reinforcing bars of the transverse partitions 410, while the upper ends are reliably connected to the top plate of the second steel shell 200 through the transition node of the end plate 430.

[0069] In some specific embodiments of the present invention, a plurality of first grouting holes 120 are uniformly provided on the first steel shell 100, and a plurality of second grouting holes 220 are uniformly provided on the second steel shell 200. The opening ends of the plurality of first grouting holes 120 and the plurality of second grouting holes 220 are all arranged facing upwards. The first grouting holes 120 and the second grouting holes 220 are configured to provide concrete pouring inlets.

[0070] In some specific embodiments of the present invention, the first steel shell 100 is uniformly provided with a plurality of first vent holes 130, and the second steel shell 200 is uniformly provided with a plurality of second vent holes 230. The opening ends of the plurality of first vent holes 130 and the plurality of second vent holes 230 are all arranged facing upwards. The first vent holes 130 and the second vent holes 230 are configured to eliminate air bubbles and cavities in order to improve the compactness of the concrete pouring.

[0071] like Figure 1 , Figure 5 and Figure 6 As shown, the top plate of the first steel shell 100 is uniformly provided with multiple first grouting holes 120 and multiple first venting holes 130, and the bottom plate of the second steel shell 200 is uniformly provided with multiple second grouting holes 220 and multiple second venting holes 230. The multiple first grouting holes 120 and multiple first venting holes 130 are arranged alternately, as are the multiple second grouting holes 220 and multiple second venting holes 230. During construction, the first grouting holes 120 and the second grouting holes 220 serve as the main channels for concrete pouring, ensuring smooth concrete flow and reducing segregation. Simultaneously, the venting system formed by the first venting holes 130 and the second venting holes 230 effectively removes air bubbles and air generated during pouring through centralized top venting, achieving self-compacting filling of the concrete and effectively solving the problem of concrete pouring quality control in complex cavities.

[0072] In some specific embodiments of the present invention, the third steel shell 500 is uniformly provided with a plurality of water inlets 510, each water inlet 510 being provided with a stop valve 520, and the water inlet 510 being configured as a filling inlet for providing fluid 610. Figure 2 and Figure 3 As shown, the top plate of the third steel shell 500 has four water inlets 510, which are located at the four corners of the top plate. After the wharf structure is installed, water can be injected into the dome-shaped chamber 600 by a water pump. The water can fill the entire space through the perforated second compartment plate 620. After the water is filled, a water stop valve 520 is used to stop the water.

[0073] Reference Figures 1 to 7 This invention discloses a construction method for an impact-resistant and tough port wharf structure, comprising:

[0074] S1: Prefabricate the first steel shell 100, the second steel shell 200, and the third steel shell 500;

[0075] S2: Construct the first steel shell 100, weld the second steel shell 200 to the inner wall of the first steel shell 100, the first steel shell 100 and the second steel shell 200 together form an unsealed annular cavity 300 and an unsealed compartment 400, weld the third steel shell 500 to the outer wall of the first steel shell 100, the first steel shell 100 and the third steel shell 500 together form an unsealed dome-shaped cavity 600;

[0076] S3: Pour concrete structure in layers into the annular cavity 300;

[0077] S4: Seal the tops of compartment 400 and annular chamber 300 in sequence, and pour concrete into the annular chamber 300 in layers again;

[0078] S5: The dome-shaped chamber 600 is sealed, so that the first steel shell 100, the second steel shell 200 and the third steel shell 500 form a structural whole. The structural whole is moved, loaded onto a barge and transported to the designated location at sea and installed. After installation, fluid 610 is injected into the dome-shaped chamber 600.

[0079] like Figure 1 As shown below, the construction method of this impact-resistant and tough port wharf structure is illustrated with a specific embodiment:

[0080] S1: Prefabricate the top plate, bottom plate, and four side plates of the first steel shell 100; prefabricate the top plate, bottom plate, and two side plates of the second steel shell 200; prefabricate the top plate and four side plates of the third steel shell 500; multiple third stiffening ribs 110 are welded to all wall plates of the first steel shell 100; and the top plate of the first steel shell 100 is reserved with a first grouting hole 120 and a first venting hole 130; multiple fourth stiffening ribs 210 are welded to all wall plates of the second steel shell 200; and the bottom plate of the second steel shell 200 is reserved with a second grouting hole 220 and a second venting hole 230.

[0081] S2: Construct the bottom plate of the first steel shell 100, and construct the four side plates of the first steel shell 100 vertically on the bottom plate of the first steel shell 100 to form a box-shaped structure with the opening facing upward; weld the bottom plate of the second steel shell 200 to the bottom plate of the first steel shell 100 through multiple first compartment plates 320, weld the two side plates of the second steel shell 200 to the corresponding side plates on the front and rear sides of the first steel shell 100 through multiple first compartment plates 320, and weld the side plates of the third steel shell 500 to the corresponding side plates of the first steel shell 100 through multiple second compartment plates 620. The first steel shell 100 and the second steel shell 200 enclose to form an unsealed annular cavity 300 and an unsealed compartment 400, wherein the unsealed annular cavity 300 and the unsealed compartment 400 both extend in the left and right direction, and the first steel shell 100 and the third steel shell 500 enclose to form an unsealed dome-shaped cavity 600.

[0082] S3: The bottom plate of the concrete structure 310 is poured into the annular chamber 300 through the second grouting hole 220, and the side wall of the concrete structure 310 is poured into the annular chamber 300 through the top opening end of the annular chamber 300.

[0083] S4: The reinforcing bars of the transverse partition wall 410 are welded to the side wall of the second steel shell 200. The vertical partition wall 410 below the transverse partition wall 410 is bidirectionally welded. The lower end of the reinforcing bars embedded inside is rigidly connected to the bottom plate of the second steel shell 200 by welding, and the upper end is reliably welded to the stressed reinforcing bars of the transverse partition wall 410. In the vertical partition wall 410 above the transverse partition wall 410, the lower end of the reinforcing bars embedded inside is reliably welded to the stressed reinforcing bars of the transverse partition wall 410, and the upper end is reliably connected to the top plate of the second steel shell 200 through the transition node of the end plate 430. The formwork is overlapped and concrete is poured until the construction of all partition walls 410 in the compartment 400 is completed. The top plate of the second steel shell 200 is used to seal the compartment 400, and the top plate of the first steel shell 100 is used to seal the annular cavity 300. The top plate of the concrete structure 310 is poured into the annular cavity 300 through the first grouting hole 120.

[0084] S5: The top plate of the third steel shell 500 is used to seal the dome-shaped chamber 600 to form a structural whole. The prefabricated structural whole is towed from the dry dock or prefabrication plant to the construction position by tugboat or semi-submersible barge. During the floating or barge transportation process, hydrological and meteorological conditions such as tides, water flow, wind and waves must be considered to select a suitable window period. After the wharf structure reaches the predetermined position, it is accurately positioned and stabilized by the anchoring system. After installation, fluid 610 is injected into the dome-shaped chamber 600 through the inlet 510. After the fluid 610 is filled, the inlet 510 is sealed by the stop valve 520.

[0085] Specifically, the anchoring system employs a combination of main anchoring and auxiliary adjustments to achieve precise positioning and stability of the structure. The main anchoring uses multiple anchor boats to radially deploy naval anchors, with the anchor chains entering the water at an appropriate angle to optimize grip. Simultaneously, a positioning barge is equipped to make fine adjustments via cable connections. Additionally, cross mooring lines are added on the main current side and fixed to mooring posts on the shore to form cross-current protection, thereby ensuring the stable positioning of the large structure under the action of water currents.

[0086] It should be noted that, as Figure 1 and Figure 2 As shown, the first steel shell 100 is a box-shaped structure extending in the left-right direction, the second steel shell 200 is a hollow tubular structure extending in the left-right direction, and the third steel shell 500 is a cover-shaped structure with its opening facing downwards. Specifically, the left ends of the front and rear side panels of the second steel shell 200 are connected to the left side panel of the first steel shell 100, and the right ends of the front and rear side panels of the second steel shell 200 are connected to the right side panel of the first steel shell 100.

[0087] In S4, when the partition wall 410 is set vertically, the reinforcing bars of the partition wall 410 are tied and the bottom of the reinforcing bars are welded to the bottom plate of the second steel shell 200. The formwork is built and concrete is poured. The concrete structure 310 part at the top of the partition wall 410 is connected to the top plate of the second steel shell 200 through the end plate 430.

[0088] In S4, when the partition wall 410 is horizontally installed, the reinforcing bars of the partition wall 410 are tied and both ends of the reinforcing bars are welded to the side plates of the second steel shell 200, the formwork is erected, and concrete is poured. It should be noted that when both vertical and horizontal partition walls 410 exist simultaneously, they are constructed sequentially from bottom to top. That is, the vertical partition wall 410 below the horizontal partition wall 410 uses bidirectional welding. The lower ends of the internally embedded reinforcing bars are rigidly connected to the bottom plate of the second steel shell 200 through welding, or rigidly connected to the adjacent horizontal partition wall 410 through welding, while the upper ends are reliably welded to the reinforcing bars of the horizontal partition wall 410. In the vertical partition wall 410 between the top plate of the second steel shell 200 and the adjacent horizontal partition wall 410, the lower ends of the internally embedded reinforcing bars are reliably welded to the reinforcing bars of the horizontal partition wall 410, and the upper ends are reliably connected to the top plate of the second steel shell 200 through the transition node of the end plate 430.

[0089] Furthermore, to demonstrate the superior impact toughness of this port wharf structure under impact loads, the force diagrams of two structural forms—one with fluid-filled 610 and the other without—were compared and analyzed. (See attached figures.) Figure 4 and Figure 5 The material parameters used in the simulation analysis are shown in Tables 1-3. Figure 4 and Figure 5As can be seen from the data, the maximum stress of the steel shell in the structure filled with fluid 610 under impact load is 31.42 MPa, which is sufficient to reach the yield strength, and the stress is relatively dispersed. In contrast, the maximum stress of the steel shell in the structure without fluid 610 under the same impact load is 539.3 MPa, which exceeds the yield stress of the steel shell, and the stress is concentrated, resulting in localized failure of the steel shell.

[0090] To verify the impact resistance advantage of this port terminal structure, numerical simulations were used to compare the mechanical responses of two structural forms—with and without fluid 610 filling—under the same impact load. The material parameters used in the simulation analysis are shown in Tables 1 to 3. The analysis results show that the structure filled with fluid 610 exhibits significant impact resistance advantages: under the same impact load, the maximum stress in the steel shell of the fluid-filled 610 structure is 31.42 MPa, far below the yield strength of steel, and the stress distribution is uniform with no obvious stress concentration. In contrast, the maximum stress in the steel shell of the structure without fluid 610 filling reaches 539.3 MPa, exceeding the yield stress of steel, and exhibits obvious local stress concentration characteristics, leading to localized structural failure. This performance difference mainly stems from the buffering and energy dissipation mechanism of fluid 610. On the one hand, fluid 610 effectively absorbs and disperses impact energy through viscous flow. On the other hand, the incompressibility of fluid 610 promotes the uniform transmission of impact pressure. At the same time, the inertial effect generated by the mass of fluid 610 slows down the transmission speed of impact force. These mechanisms work together to significantly reduce the stress level of the structure and make the stress distribution more uniform, thereby greatly improving the impact toughness and safety of the structure.

[0091] Table 1 Concrete material parameters

[0092]

[0093] Table 2 Steel Structure Material Parameters

[0094]

[0095] Table 3 Fluid Material Parameters

[0096]

[0097] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0098] Of course, the present invention is not limited to the above-described embodiments. Those skilled in the art can make equivalent modifications or substitutions without departing from the spirit of the present invention. All such equivalent modifications or substitutions are included within the scope defined by the claims of this application.

Claims

1. An impact-resistant and resilient port wharf structure, characterized in that, include: The first steel shell (100) is box-shaped; The second steel shell (200) is a hollow column extending along a length direction parallel to the first steel shell (100). The second steel shell (200) is inserted into the first steel shell (100). The inner wall of the first steel shell (100) extending along its length direction and the outer wall of the second steel shell (200) enclose an annular cavity (300). A concrete structure (310) is provided inside the annular cavity (300). The inner wall of the first steel shell (100) extending perpendicular to its length direction and the inner wall of the second steel shell (200) enclose a compartment (400). A third steel shell (500) is provided on the outside of the first steel shell (100). The outer wall of the first steel shell (100) and the inner wall of the third steel shell (500) enclose a dome-shaped cavity (600), which is filled with fluid (610).

2. The impact-resistant and tough port wharf structure according to claim 1, characterized in that, The annular chamber (300) is provided with a first compartment plate (320), the extension direction of the first compartment plate (320) is parallel to the extension direction of the first steel shell (100), the first compartment plate (320) is connected to the inner wall of the first steel shell (100), the first compartment plate (320) is connected to the outer wall of the second steel shell (200), and the first compartment plate (320) is configured to uniformly divide the annular chamber (300) into a plurality of first sub-chambers (330).

3. The impact-resistant and tough port wharf structure according to claim 2, characterized in that, The first compartment plate (320) is provided with a plurality of first through holes (321) evenly along its extension direction, and the first through holes (321) are configured to connect the adjacent first sub-chambers (330).

4. The impact-resistant and tough port wharf structure according to claim 2, characterized in that, The first compartment plate (320) is provided with a plurality of first stiffening ribs (322), which are evenly distributed along the extension direction of the first compartment plate (320). The first stiffening ribs (322) are configured to enhance the structural strength of the first compartment plate (320).

5. The impact-resistant and tough port wharf structure according to claim 1, characterized in that, The dome-shaped chamber (600) is provided with a second compartment plate (620), the extension direction of the second compartment plate (620) is parallel to the extension direction of the annular chamber (300), the second compartment plate (620) is connected to the outer wall of the first steel shell (100), the second compartment plate (620) is connected to the inner wall of the third steel shell (500), and the second compartment plate (620) is configured to uniformly divide the dome-shaped chamber (600) into a plurality of second sub-chambers (630).

6. The impact-resistant and tough port wharf structure according to claim 5, characterized in that, The second compartment plate (620) is provided with a plurality of second through holes (621) evenly along its extension direction, and the second through holes (621) are configured to connect the adjacent second sub-chamber (630).

7. The impact-resistant and tough port wharf structure according to claim 5, characterized in that, The second compartment plate (620) is provided with a plurality of second stiffening ribs (622), which are evenly distributed along the extension direction of the second compartment plate (620). The second stiffening ribs (622) are configured to enhance the structural strength of the second compartment plate (620).

8. The impact-resistant and tough port wharf structure according to claim 1, characterized in that, The first steel shell (100) is uniformly provided with a plurality of third stiffening ribs (110), the extension direction of the plurality of third stiffening ribs (110) being parallel to the extension direction of the first steel shell (100). The second steel shell (200) is uniformly provided with a plurality of fourth stiffening ribs (210), the extension direction of the plurality of fourth stiffening ribs (210) being parallel to the extension direction of the second steel shell (200). The plurality of third stiffening ribs (110) and the plurality of fourth stiffening ribs (210) are embedded in the concrete structure (310). The third stiffening ribs (110) and the fourth stiffening ribs (210) are configured to enhance the bonding strength between the steel shell and the concrete interface.

9. The impact-resistant and tough port wharf structure according to claim 1, characterized in that, The compartment (400) is provided with a plurality of partition walls (410), which are connected to the second steel shell (200) and are configured to divide the compartment (400) into a plurality of sub-compartments (420).

10. The impact-resistant and tough port wharf structure according to claim 9, characterized in that, The partition wall (410) extends vertically, and the top of the partition wall (410) is connected to the second steel shell (200) via an end plate (430), the end plate (430) being configured to enhance the structural strength between the partition wall (410) and the second steel shell (200).

11. The impact-resistant and tough port wharf structure according to claim 1, characterized in that, The first steel shell (100) is provided with a plurality of first grouting holes (120) evenly, and the second steel shell (200) is provided with a plurality of second grouting holes (220) evenly. The opening ends of the plurality of first grouting holes (120) and the plurality of second grouting holes (220) are all arranged facing upwards. The first grouting holes (120) and the second grouting holes (220) are configured to provide concrete pouring inlets.

12. The impact-resistant and tough port wharf structure according to claim 1, characterized in that, The first steel shell (100) is provided with a plurality of first vent holes (130) evenly, and the second steel shell (200) is provided with a plurality of second vent holes (230) evenly. The opening ends of the plurality of first vent holes (130) and the plurality of second vent holes (230) are all arranged facing upward. The first vent holes (130) and the second vent holes (230) are configured to eliminate air bubbles and cavities in order to improve the compactness of the concrete pouring.

13. The impact-resistant and tough port wharf structure according to claim 1, characterized in that, The third steel shell (500) is uniformly provided with a plurality of water inlets (510), and each water inlet (510) is provided with a water stop valve (520). The water inlet (510) is configured as a filling inlet for providing fluid (610).

14. A construction method for an impact-resistant and resilient port wharf structure, characterized in that, The impact-resistant and resilient port terminal structure is the impact-resistant and resilient port terminal structure as described in any one of claims 1 to 13, comprising: S1: Prefabricate the first steel shell (100), the second steel shell (200), and the third steel shell (500); S2: Construct the first steel shell (100), weld the second steel shell (200) to the inner wall of the first steel shell (100), the first steel shell (100) and the second steel shell (200) enclose to form the unsealed annular cavity (300) and the unsealed compartment (400), weld the third steel shell (500) to the outer wall of the first steel shell (100), the first steel shell (100) and the third steel shell (500) enclose to form the unsealed dome-shaped cavity (600); S3: Pour concrete structure into the annular cavity (300) in layers; S4: Seal the top of the compartment (400) and the annular cavity (300) in sequence, and pour concrete into the annular cavity (300) again in layers; S5: The dome-shaped chamber (600) is sealed, so that the first steel shell (100), the second steel shell (200) and the third steel shell (500) form a structural whole. The structural whole is moved, loaded onto a barge and transported to a designated location at sea and installed. After installation, fluid (610) is injected into the dome-shaped chamber (600).

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