A construction method of a semi-vertical breakwater

Abstract

The present application relates to the technical field of breakwater construction, and particularly relates to a construction method of a semi-vertical breakwater, comprising the following steps: S1: excavating a foundation trench at a preset position under water, and throwing stones into the foundation trench to form a first and a second foundation bed with a difference in height; S2: installing a first caisson on the first foundation bed; S3: installing a second caisson on the second foundation bed; S4: piling up a first block of stones to the outer sea side of the breakwater to form a core structure; S5: piling up a second block of stones to the top of the caisson and the core structure to form a construction road; S6: sequentially excavating the second block of stones, and the length of each excavation being consistent with the length of a corresponding caisson; and S7: after each excavation of the second block of stones, pouring concrete on the top of the corresponding caisson to form a parapet section, and sequentially pouring each of the parapet sections to form the parapet. The stone throwing height of the high and low foundation beds can be controlled, and the onshore construction equipment can be operated through the constructed construction road, without the use of a construction ship, thereby reducing the operation cost.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of breakwater construction, in particular to a construction method of a semi-vertical breakwater. BACKGROUND

[0002] In the existing breakwater construction process taking a caisson as a foundation, a method of sequentially installing caissons from a dike root to a dike head is usually adopted, but the seabed foundation is uneven, the geological conditions are complex, there are high-low differences, and there are slopes at the differences, so it is necessary to set up cushion blocks to support the caissons at the slopes during installation of the caissons, which needs manual assistance, is time-consuming and laborious, the elevation is not easy to control, the construction period is long, and it is difficult to construct and form during a typhoon window period; in addition, for the construction of a parapet, a construction ship needs to be used to carry backfilling materials to blow fill along the breakwater, and then a parapet construction slot needs to be excavated to pour and construct the parapet, but the rental cost of the construction ship is high, and the cost is high. SUMMARY

[0003] The present application aims to overcome the technical problems of low caisson construction efficiency and high parapet pouring cost in the prior art, and provide a construction method of a semi-vertical breakwater.

[0004] The present application provides a construction method of a semi-vertical breakwater, comprising: S1: excavating a foundation groove at a preset position underwater, and forming a first foundation bed and a second foundation bed in the foundation groove by throwing stones in sequence, the elevation of the first foundation bed being lower than the elevation of the second foundation bed, and a step being formed between the first foundation bed and the second foundation bed; S2: tamping the first foundation bed, installing a first caisson on the first foundation bed, and making the first caisson abut against the step; S3: tamping the second foundation bed, and installing a second caisson on the second foundation bed; S4: using land equipment to pile a first block of stone to an offshore side of the breakwater from a dike root to a dike head direction of the breakwater on top of the first caisson and the second caisson to form a dike core structure, the piling height of the first block of stone being consistent with the elevation of the first caisson and the second caisson; S5: using the land equipment to pile a second block of stone to top of the first caisson and the second caisson and top of the dike core structure from the dike root to the dike head direction of the breakwater to form a construction road, the piling height of the second block of stone being higher than the highest water level; S6: using the land equipment to sequentially excavate the second block of stone corresponding to top of each of the first caisson or the second caisson from the dike head to the dike root direction of the breakwater, the length of each excavation being consistent with the length of the corresponding first caisson or second caisson; and S7: pouring concrete on top of the corresponding first caisson or second caisson after each excavation of the second block of stone to form a corresponding parapet section, and sequentially pouring each parapet section from the dike head to the dike root direction of the breakwater to form the parapet.

[0005] Preferably, forming the first base bed or the second base bed includes: A1: throwing stones into the base trench to form the bottom layer of the first base bed or the bottom layer of the second base bed; A2: compacting the bottom layer of the first base bed or the bottom layer of the second base bed; A3: throwing stones above the bottom layer of the first base bed to form the surface layer of the first base bed, or throwing stones above the bottom layer of the second base bed to form the surface layer of the second base bed; A4: compacting the surface layer of the first base bed or the surface layer of the second base bed.

[0006] Preferably, the stone particle size forming the bottom layer of the first base bed or the bottom layer of the second base bed is larger than the stone particle size forming the top layer of the first base bed or the top layer of the second base bed.

[0007] Preferably, the casting of the breast wall section includes: B1: binding steel bars on the top of the corresponding first caisson or second caisson and erecting a formwork; B2: pouring concrete into the formwork to form a breast wall.

[0008] Preferably, the template includes a first template, a second template, and a third template erected sequentially from bottom to top, and concrete is poured into the first template, the second template, and the third template in sequence to form a first layer of breast wall, a second layer of breast wall, and a third layer of breast wall.

[0009] Preferably, after each breast wall segment is poured, before the next breast wall segment is poured, the excavated second stone is backfilled into the groove of the poured breast wall segment.

[0010] Preferably, a fourth concrete is poured over the second stone in the groove backfilled into the breast wall section to form a breast wall platform.

[0011] Preferably, the difference between the elevation of the second base bed and the elevation of the first base bed is equal to the difference between the height of the first caisson and the height of the second caisson.

[0012] Preferably, the first base bed is located at both ends of the second base bed, and the second caisson is installed from both ends of the second base bed along the length of the second base bed toward the middle of the second base bed.

[0013] Preferably, installation joints are reserved between adjacent first caissons, adjacent second caissons, between the first caissons and the second caissons, and between two adjacent breast wall sections; the construction method further includes measuring the width of the installation joints.

[0014] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0015] This invention provides a construction method for a semi-vertical breakwater. By creating a first and second foundation bed through riprap placement on the seabed, the seabed foundation can be raised. The slope at the seabed drop can be filled to form steps. Then, a first caisson and a second caisson are installed on the first and second foundation beds respectively for caisson foundation construction. The riprap elevation of both the high and low foundation beds can be controlled, avoiding the problem of difficulty in elevation control when using pad blocks to support the caissons. A second stone is placed on top of the caissons and on top of the first stone piled to form the breakwater core structure to raise the elevation and serve as a construction access road. This facilitates the pouring of the breast wall by land-based construction equipment. The construction access road is constructed from the breakwater base to the breakwater head. After the construction access road is completed, the construction area of ​​the breast wall is excavated in the opposite direction from the breakwater head to the breakwater base and then poured to form the breast wall. This ensures that the pouring of each section of the breast wall can be carried out by land-based construction equipment through the construction access road, eliminating the need for construction vessels and reducing operating costs. Attached Figure Description

[0016] Figure 1 This is a schematic diagram of high and low foundation beds.

[0017] Figure 2 This is a schematic diagram of the low-bed cross-section.

[0018] Figure 3 This is a schematic diagram of the cross-section of the high-bed subgrade.

[0019] Figure 4 This is a schematic diagram of the installation of the first caisson at the step of the high and low foundation.

[0020] Figure 5 A schematic diagram showing the completed installation of the caisson on the high and low foundation beds.

[0021] Figure 6 This is a schematic diagram of the cross-section of a breakwater without a breast wall.

[0022] Figure 7 This is a schematic diagram of the cross-section of a breakwater with its breast wall already poured.

[0023] Figure 8 This is a schematic diagram of the layered pouring of the breast wall of the breakwater.

[0024] Figure 9 This is a schematic diagram of the elevation of the breakwater.

[0025] Figure 10 This is a top view of the breakwater caisson.

[0026] Figure 11 This is a top-down view of the breakwater.

[0027] Marked in the image:

[0028] 1. First foundation bed; 11. Bottom layer; 12. Surface layer; 2. Second foundation bed; 21. Bottom layer; 22. Surface layer; 3. First caisson; 4. Second caisson; 5. Installation joint; 6. Foundation trench; 7. Breast wall section; 71. First layer breast wall; 72. Second layer breast wall; 73. Third layer breast wall; 74. Breast wall platform; 75. Fender; 8. First boulder; 9. Second boulder; 10. Third boulder; 13. Subbase; 14. Twisted block; 15. Construction access road; 16. Fourth boulder. Detailed Implementation

[0029] The present invention will now be described in further detail with reference to specific embodiments. However, this should not be construed as limiting the scope of the present invention to the following embodiments; all technologies implemented based on the content of the present invention fall within the scope of the present invention.

[0030] Unless otherwise specified, the use of terms such as "upper," "lower," "left," "right," "center," "inner," and "outer" to indicate orientation or positional relationships in the description of specific embodiments of the present invention is based on the orientation or positional relationships shown in the accompanying drawings, or the orientation or positional relationship in which the product / equipment / device is typically placed during use. These terms are merely for the purpose of facilitating the description of the present invention or simplifying the description in specific embodiments, enabling those skilled in the art to quickly understand the solution, and do not indicate or imply that a particular device / component / element must have a specific orientation, or be constructed and operated in a specific positional relationship. Therefore, they should not be construed as limitations on the present invention.

[0031] Furthermore, the use of terms such as "horizontal," "vertical," "suspended," and "parallel" does not imply that the corresponding device / component / element must be absolutely horizontal, vertical, suspended, or parallel, but rather that it can be slightly tilted or have a deviation. For example, "horizontal" merely means that its direction is more horizontal relative to "vertical," not that the structure must be completely horizontal, but that it can be slightly tilted. Alternatively, it can be simplified to mean that the corresponding device / component / element, when set in a "horizontal," "vertical," "suspended," or "parallel" direction, can have an error / deviation of ±10% relative to the corresponding direction, more preferably within ±8%, more preferably within ±6%, more preferably within ±5%, and more preferably within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its function in the present invention.

[0032] Furthermore, the use of terms such as "first," "second," and "third" in terminology is merely for distinguishing descriptions of identical or similar components and should not be interpreted as emphasizing or implying the relative importance of a particular component.

[0033] Furthermore, in the description of the embodiments of the present invention, "several", "more than", and "a number of" represent at least two. The number can be any number, such as 2, 3, 4, 5, 6, 7, 8, or 9, and can even exceed nine.

[0034] Furthermore, in the description of the technical solution of this invention, unless otherwise explicitly specified / limited / restricted, the terms "set up," "install," "connect," "link," "provided with," "laid out," and "arranged" should be interpreted broadly. For example, they can refer to fixed connections, detachable connections, or integral connections; they can refer to common connection methods in the art, such as welding, riveting, bolting, and threaded connections. Such connections can be mechanical, electrical, or communication connections; they can be direct connections or indirect connections through an intermediate medium; and they can refer to the internal communication between two components.

[0035] Example

[0036] This embodiment provides a construction method for a semi-vertical breakwater.

[0037] It should be noted that, Figure 6 and Figure 7 The direction indicated by the middle arrow A is the outer sea side of the breakwater. Figure 9 , Figure 10 and Figure 11 The middle arrow C points to the head side of the breakwater, and the arrow D points to the base side of the breakwater.

[0038] The construction steps of the breakwater caisson construction method applicable to high and low foundation beds described in this embodiment are as follows:

[0039] S1: First, excavate trench 6 on the seabed. Trench 6 can be excavated along the length of the breakwater. There are transitional slopes between the two sides of trench 6 and the seabed. Its cross-sectional structure can be in the shape of an inverted trapezoid.

[0040] S2: The foundation surface in the excavated foundation trench 6 can be divided into a low foundation surface and a high foundation surface according to different elevations. Stones can be thrown into the foundation trench 6 using a stone-throwing boat. Specifically, stones can be thrown on the low foundation surface to form the first foundation bed 1, and stones can be thrown on the high foundation surface to form the second foundation bed 2, so that the elevation of the first foundation bed 1 is lower than the elevation of the second foundation bed 2. That is to say, the first foundation bed 1 can be used as the low foundation bed, and the second foundation bed 2 can be used as the high foundation bed, and a step is formed at the junction between the first foundation bed 1 and the second foundation bed 2.

[0041] S3: The first base bed 1 can be compacted using tools such as a rammer to bring it to the preset elevation. The first caisson 3 can be installed on the first base bed 1. The first caisson 3 can be installed at the junction of the first base bed 1 and the second base bed 2 so that the first caisson 3 abuts against the step.

[0042] S4: After the first caisson 3 is installed, the second base bed 2 can be compacted using tools such as a rammer to bring the second base bed 2 to the preset elevation. The first caisson 3 is then installed on the second base bed 2 until all caissons are installed.

[0043] Specifically, for example, there are a total of 35 caissons (first caisson 3 and second caisson 4) to be installed, numbered from the base of the breakwater towards the head as follows: 1#, 2#, 3#...34#, 35#. Among them, caissons 1#~6# and 30#~35# are first caissons (3), i.e., low-bed caissons, and caissons 7#~29# are second caissons (4), i.e., high-bed caissons. Caissons 1#~6# and 30#~35# are installed on the first foundation bed 1, and caissons 7#~29# are installed on the second foundation bed 2. After the first foundation bed 1 is compacted and shaped, caissons 6# and 30# can be installed first at the junction of the second foundation bed 2 and the two first foundation beds 1 at both ends. Then the second foundation bed 2 is compacted and shaped, and caissons 7#~29# are installed on the second foundation bed 2. Finally, caissons 1#~5# and 31#~35# are installed.

[0044] Here, after the first foundation bed 1 is compacted and formed, caissons #6 and #30 are installed first. These caissons can hold the step at the junction of the second foundation bed 2 and the first foundation bed 1. Then, the second foundation bed 2 is compacted. This prevents the stones on the second foundation bed 2 from shifting laterally under pressure and falling onto the first foundation bed 1, thus affecting the elevation of the first foundation bed 1. In other words, caissons #6 and #30 can limit the movement of the second foundation bed 2. Of course, alternatively, caissons #1 to #6 and #30 to #35 can be installed before compacting the second foundation bed 2 and installing caissons #7 to #29.

[0045] S5: During low tide, when the water level is below the top of the caisson, use land-based construction equipment such as excavators or loaders to reach the top of the caisson and pile the first stone 8 onto the seaward side of the caisson to form the breakwater core structure. The first stone 8 is piled from the landward side to the seaward side, that is, from the base of the breakwater to the head, i.e., from caisson #1 to caisson #35 in sequence. After the first stone 8 is piled, the seaward side of the caisson can be covered, forming a slope with a certain inclination to facilitate subsequent piling construction and form the slope structure of the breakwater. In addition, after the first stone 8 is piled, the pile height of the first stone 8 can be consistent with the elevation of the top of the caisson. For example, if the elevation of the top of the caisson is 2.2m, then the pile height of the first stone 8 can also be 2.2m.

[0046] Here, the mass of the first stone 8 can be in the range of 10kg to 100kg, and the sand and mud content of the core structure formed after the first stone 8 is piled up can be less than 5%. However, the above-mentioned mass range of the first stone 8 and the range of sand and mud content of the core structure are only one case described in this embodiment. In other embodiments of the present invention, the mass range of the first stone 8 and the range of sand and mud content of the core structure can also be any other range. The present invention does not make specific limitations on this.

[0047] S6: After the first stone 8 is piled up, land construction equipment such as excavators or loaders can be used to drive to the top of the caisson and pile the second stone 9 on the top of the caisson and the top of the core structure formed by the first stone 8, thus forming the construction access road 15. The second stone 9 is piled up from the land side to the sea side, that is, from the base of the breakwater to the head of the breakwater, that is, from caisson #1 to caisson #35 in sequence. The pile height of the second stone 9 must be higher than the highest water level, that is, the elevation of the construction access road 15 must be higher than the highest water level, so that land construction equipment can also drive or work on the construction access road 15 during high tide without being affected by the water level.

[0048] S7: After the construction access road 15 is completed, excavators or loaders can be used to drive onto the construction access road 15. The second stone 9 on top of each caisson (from caisson #35 to caisson #1) will be excavated sequentially to form the construction area for the breast wall. The length of each excavation will be the same as the length of the corresponding caisson. Specifically, first, the second stone 9 on top of caisson #35 will be excavated to form the construction area for the breast wall section 7 on top of caisson #35. Then, the pouring of the breast wall section 7 on top of caisson #35 will proceed. After the construction of the breast wall section 7 on the top of caisson #35 is completed, the second stone 9 on the top of caisson #34 is excavated, and the construction of the breast wall section 7 on the top of caisson #34 is carried out. Similarly, the second stone 9 is excavated in sequence and the construction of the corresponding breast wall section 7 on the top of the caisson is carried out, until the second stone 9 on the top of caisson #1 is excavated and the construction of the breast wall section 7 on the top of caisson #1 is completed. This completes the construction of the breast wall section 7 on the top of all caissons, thus realizing the construction of the breast wall of the entire breakwater.

[0049] Here, the construction sequence of the breast wall is also consistent with the excavation sequence of the second stone 9, that is, the sequence of caisson #35, caisson #34... caisson #2 until caisson #1, which can also be said to be the direction from the coastal side to the land side, that is, from the head of the breakwater to the base of the breakwater.

[0050] In this embodiment, the specific steps of the method for compacting and shaping the first base bed 1 and the second base bed 2 are as follows:

[0051] The steps for forming the first substrate bed 1 are as follows:

[0052] A1: Stones are thrown into the formation position of the first base bed 1 in the foundation trench 6 to serve as the bottom layer 11 of the first base bed 1;

[0053] A2: Use tools such as tampers to compact the bottom layer 11 of the first foundation bed 1;

[0054] A3: Stones are thrown above the bottom layer 11 of the first base bed 1 to form the surface layer 12 of the first base bed 1;

[0055] A4: Use tools such as tampers to compact the surface layer 12 of the first base bed 1.

[0056] The steps for forming the second substrate bed 2:

[0057] B1: Stones are thrown into the formation position of the second base bed 2 in the foundation trench 6 as the bottom layer 21 of the second base bed 2;

[0058] B2: Use tools such as tampers to compact the bottom layer 21 of the second base bed 2;

[0059] B3: Stones are thrown above the bottom layer 21 of the second base bed 2 to form the surface layer 22 of the second base bed 2;

[0060] B4: Use tools such as tampers to compact the surface layer 22 of the second base bed 2.

[0061] Here, the low foundation bed can be divided into upper and lower layers for riprap placement and compaction, which can improve the compactness of the foundation bed. After the caisson is installed on the foundation bed, the displacement deviation caused by the settlement of the caisson can be reduced.

[0062] For the upper and lower layers of the foundation bed, large-diameter stones can be selected as the riprap material for the bottom layer 11 and bottom layer 21, for example, stones weighing 10-500 kg can be used. Relatively smaller-diameter stones can be selected as the riprap material for the top layer 12 and top layer 22, for example, stones weighing 10-100 kg can be used. Placing large stones in the bottom layers 11 and 21 and smaller stones in the top layers 12 and 22 ensures that the foundation bed reaches a sufficient elevation while maintaining sufficient compactness, thus providing adequate support for the caisson above and minimizing the risk of caisson settlement.

[0063] In this embodiment, the difference between the elevation of the second foundation bed 2 and the elevation of the first foundation bed 1 is equal to the difference between the height of the first caisson 3 and the height of the second caisson 4. By setting the height difference between the high and low foundation beds and the prefabricated caissons, the elevation difference between the high and low foundation beds can be kept consistent with the height difference between the two types of caissons. After the caissons are installed, it can be ensured that the top elevations of the two types of caissons are consistent, meaning that the top of each caisson is located on the same horizontal plane, which is beneficial for the subsequent construction of the breast wall above the caissons.

[0064] For example, the elevation of the first foundation bed 1 is -18m, and the elevation of the second foundation bed 2 is -14m, a difference of 4m. The height of caissons #1~#6 and #30~#35 can be 10m, and the height of caissons #7~#29 can be 6m, also a difference of 4m. After all caissons are installed on the foundation beds, the tops of all caissons can be aligned on the same horizontal plane. Of course, the specific elevation data of the foundation beds and the height data of the caissons can be arbitrarily selected, as long as it is ensured that the top elevation of the caissons is consistent after installation. This invention does not impose specific limitations on this.

[0065] In this embodiment, for the pouring construction of each breast wall segment 7, the breast wall segment 7 can be divided into three layers from bottom to top and poured sequentially. Specifically, the following steps can be followed:

[0066] C1: After excavating the second stone 9 corresponding to the top of the caisson to form the breast wall construction area, tie steel bars on the top of the caisson (not shown in the figure), and erect the first formwork (not shown in the figure) on the outside of the steel bars. The first formwork is the bottom 11 formwork.

[0067] C2: Pour the first concrete into the space formed by the first template until the space in the first template is completely filled, thereby forming the first layer of breast wall 71.

[0068] C3: After the first concrete has solidified, remove the first formwork and erect the second formwork (not shown in the figure) above the first layer breast wall 71. The second formwork is the middle layer formwork.

[0069] C4: Pour the second concrete into the space enclosed by the second template until the space in the second template is completely filled, thereby forming the second layer of breast wall 72.

[0070] C5: After the second concrete has solidified, remove the second formwork and erect the third formwork (not shown in the figure) above the second layer breast wall 72. The third formwork is the upper formwork.

[0071] C6: Pour the third layer of concrete into the space enclosed by the third formwork until the space in the third formwork is completely filled, thereby forming the third layer of breast wall 73.

[0072] After the three layers of breast walls are poured, the overall structure of breast wall segment 7 can be formed.

[0073] Of course, the breast wall section 7 can be poured as a whole without layers, or it can be poured in two layers. If it is poured as a whole, only one layer of formwork needs to be erected, i.e., whole formwork pouring. If it is poured in two layers, two layers of formwork can be erected, with the first formwork considered as the lower formwork and the second formwork considered as the upper formwork. Alternatively, it can be poured in more layers, and correspondingly, formwork for the corresponding number of layers needs to be erected for pouring. This invention does not specifically limit this.

[0074] In this embodiment, the construction steps of the breast wall may further include: after each breast wall segment 7 is poured, and before the next breast wall segment 7 is poured, backfilling the excavated second stone 9 into the groove of the poured breast wall segment 7. Figure 2 The cross-sectional structure of the breast wall shown is similar to a U-shape. On the side closer to the open sea, it can be a semi-vertical trapezoidal breast wall structure, while on the side closer to the port, it can be a rectangular protrusion structure for installing fenders 75 for mooring ships. After the concrete is poured, a groove will be left between the two breast walls. The groove needs to be filled with rubble to raise it as the foundation of the breast wall platform 74. To improve construction efficiency, after the previous breast wall section is poured, before the next breast wall section is poured, the second rubble 9 excavated from the construction site of the next breast wall section can be filled into the groove of the previous breast wall section. This allows for the reuse of stone materials, saving construction materials. The excavated second rubble 9 can be used to immediately fill the groove of the previous breast wall section, improving construction efficiency.

[0075] Specifically, for example, after the construction of the breast wall on the top of caisson #35 is completed, the second stone 9 on the top of caisson #34 can be excavated. The excavated second stone 9 on the top of caisson #34 can be filled into the groove of the breast wall on the top of caisson #35. After the construction of the breast wall on the top of caisson #34 is completed, the excavated second stone 9 on the top of caisson #33 can be filled into the groove of the breast wall on the top of caisson #34. Similarly, the filling of the second stone 9 in the groove of each section of the breast wall can be carried out in sequence.

[0076] In this embodiment, the construction steps of the breast wall may further include: pouring a fourth type of concrete above the second stone 9 backfilled into the groove of the breast wall section 7 to form a breast wall platform 74. After each section of the breast wall is poured and the groove is filled with the second stone 9, a fourth type of concrete can be poured above the second stone 9 to form a concrete slab as the breast wall platform 74. That is, the road surface formed on the breast wall can serve as an access passage for subsequent construction equipment, personnel, and vehicles. In other words, the concrete slab formed by pouring the fourth type of concrete can serve as a smooth road surface to form the breast wall platform 74.

[0077] In this embodiment, after the breast wall is poured, excavators and other land-based construction equipment can be driven onto the breast wall platform 74. A third stone 10 is then piled onto the slope of the embankment core structure formed by the first stone 8, raising the slope and simultaneously performing slope leveling work. The pile height of the third stone 10 can be higher than the elevation of the breast wall platform 74. Here, the third stone 10 can serve as the foundation layer of 13 stones, and its mass range can be 800kg to 1000kg. However, the above-mentioned mass range of the third stone 10 is only one case described in this embodiment. In other embodiments of the present invention, the mass range of the third stone 10 can also be any other range, and the present invention does not specifically limit this.

[0078] Alternatively, after the third stone 10 is piled up and the slope is leveled, multiple twisted blocks 14 can be installed on the slope formed by the third stone 10. The multiple twisted blocks 14 can cover the entire slope, and the twisted blocks 14 can be stacked and installed from the bottom of the slope to the top. The twisted blocks 14 can reduce the impact of sea waves on the breakwater and increase the breakwater's wave-blocking performance.

[0079] In this embodiment, installation joints 5 are reserved between any two adjacent caissons and between the breast wall sections 7. The construction method may also include measuring the width of the installation joints 5. During construction, installation joints 5 must be reserved between adjacent caissons to prevent the installation joints 5 from being too small after the installation of two adjacent high and low foundation caissons, which would prevent the high foundation caisson from being installed. During construction, the distance between the two high and low foundation caissons is measured daily, and settlement displacement is observed to determine whether the installation length of the high foundation caisson is met. If not, the low foundation caisson that has shifted must be adjusted promptly.

[0080] Optionally, the top elevation of the first foundation bed 1 is greater than or equal to the bottom elevation of the second foundation bed 2. Having the top elevation of the first foundation bed 1, formed after riprap placement, higher than the bottom elevation of the second foundation bed 2 can control the elevation difference between the two foundation beds within a smaller range, thus reducing the impact of the second foundation bed 2 on the already installed first caisson 3 during compaction. If the elevation difference between the first foundation bed 1 and the second foundation bed 2 is too large, the second foundation bed 2 may generate a large lateral force on the first caisson 3 during compaction, causing the first caisson 3 to shift.

[0081] In this embodiment, the first caisson 3 is installed sequentially along the length of the first base bed 1 from the step. Installing the first caisson 3 sequentially from the step facilitates control of the width of the installation gap 5 between the caissons.

[0082] In this embodiment, the first base bed 1 is located at both ends of the second base bed 2, and the second caisson 4 is installed from both ends of the second base bed 2 along the length of the second base bed 2 toward the middle of the second base bed 2.

[0083] If the low foundation bed is located at both ends of the high foundation bed, the second caisson 4 can be installed from both ends toward the middle. This allows for simultaneous construction from both ends, improving construction efficiency and making it easier to control the width of the installation joint 5 between the caissons. Consequently, the length of the installation space for the last caisson can be controlled, ensuring that the last caisson has sufficient space for installation.

[0084] In this embodiment, before the first stone 8 is piled into the seaside of the caisson, the fourth stone 16 needs to be piled into the caisson, and the fifth concrete is poured on top of the fourth stone 16 to form the cushion layer 13. The sum of the pile height of the fourth stone 16 and the pouring height of the fifth concrete is consistent with the height of the caisson.

[0085] The caisson is typically a hollow box, with its interior cavity filled with cast-in-place concrete slabs for partitioning. A fourth stone block 16 can be added to the caisson to increase its weight and improve stability. A concrete pad 13 is then poured on top of the fourth stone block 16 to facilitate the construction of the breast wall above the caisson. The sum of the filling height of the fourth stone block 16 and the pouring height of the fifth concrete layer can match the height of the caisson, meaning that the fourth stone block 16 and the fifth concrete layer can completely fill the caisson. The caisson structure formed by this filling method consists of the fourth stone block 16 at the bottom and the concrete pad 13 at the top.

[0086] In addition, the filling structure of the caisson can also be in other forms from bottom to top, such as a three-layer structure, with the bottom layer being the fourth stone layer 16, the middle layer being the crushed stone layer, and the top layer being the concrete cushion layer 13.

[0087] Optionally, an installation joint 5 may be provided between two adjacent breast wall sections 7. Providing an installation joint 5 between the breast wall sections 7 during pouring allows for expansion and contraction space due to thermal changes. The width of the installation joint 5 can be approximately 10mm, and the installation joint 5 between the breast wall sections 7 can be aligned with the installation joint 5 pre-reserved between the caissons.

[0088] It should be noted that in this embodiment, the number of caissons for the breakwater is 35. In other embodiments, the number of caissons can be any other number. However, regardless of the specific number of caissons, the above construction method can be used to construct the breast wall. All schemes that use the above method for construction are within the protection scope of this invention, and this invention does not make any specific limitations on them.

[0089] In summary, this invention provides a construction method for a semi-vertical breakwater. By creating a first and second foundation bed through riprap placement on the seabed, the seabed foundation can be raised. The slope at the seabed drop can be filled to form steps. A first caisson and a second caisson are then installed on the first and second foundation beds respectively for caisson foundation construction. The riprap elevation of both the high and low foundation beds can be controlled, avoiding the problem of uncontrollable elevation when using pad blocks to support the caissons. A second stone is placed on top of the caissons and on top of the first stone piled to form the breakwater core structure to create a construction access road. This facilitates the pouring of the breast wall by land-based construction equipment. The construction access road is constructed from the breakwater base to the breakwater head. After the access road is completed, the construction area for the breast wall is excavated in reverse from the breakwater head to the base and then poured to form the breast wall. This ensures that the pouring of each section of the breast wall can be carried out using land-based construction equipment via the access road, eliminating the need for construction vessels and reducing operating costs.

[0090] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A construction method for a semi-vertical breakwater, characterized in that, include: S1: Excavate a trench (6) at a preset underwater location, and throw stones into the trench (6) to form a first foundation bed (1) and a second foundation bed (2) in sequence. The elevation of the first foundation bed (1) is lower than the elevation of the second foundation bed (2), and a step is formed between the first foundation bed (1) and the second foundation bed (2). S2: Tamp the first base bed (1), install the first caisson (3) on the first base bed (1) and make the first caisson (3) abut against the step; S3: Compact the second base bed (2), and install the second caisson (4) on the second base bed (2); S4: Using land-based equipment, first stones (8) are piled from the base of the breakwater toward the head of the breakwater on the top of the first caisson (3) and the second caisson (4) to form the core structure of the breakwater. The pile height of the first stones (8) is consistent with the elevation of the first caisson (3) and the second caisson (4). S5: Using the land equipment, a second stone (9) is piled from the base of the breakwater toward the head to the top of the first caisson (3) and the second caisson (4) and the top of the core structure of the breakwater to form a construction access road (15), wherein the pile height of the second stone (9) is higher than the highest water level. S6: Using the land equipment, excavate the second stone (9) corresponding to the top of each first caisson (3) or second caisson (4) from the head of the breakwater toward the base of the breakwater in sequence, with the length of each excavation being the same as the length of the corresponding first caisson (3) or second caisson (4). S7: After each excavation of the second stone (9), concrete is poured on the top of the corresponding first caisson (3) or second caisson (4) to form the corresponding breast wall segment (7). Each breast wall segment (7) is poured sequentially from the head of the breakwater toward the root of the breakwater to form the breast wall. The difference between the elevation of the second base bed (2) and the elevation of the first base bed (1) is equal to the difference between the height of the first caisson (3) and the height of the second caisson (4); The first base bed (1) is located at both ends of the second base bed (2), and the second caisson (4) is installed from both ends of the second base bed (2) along the length of the second base bed (2) toward the middle of the second base bed (2).

2. The construction method of the semi-vertical breakwater according to claim 1, characterized in that, The steps for forming the first substrate (1) include: A1: Throw stones into the trench (6) to form the bottom layer (11) of the first base bed (1); A2: Strengthen the bottom layer (11) of the first base bed (1); A3: A surface layer (12) of the first base bed (1) is formed by scattering stones above the bottom layer (11) of the first base bed (1). A4: Compact the surface layer (12) of the first base bed (1); The steps for forming the second substrate (2) include: B1: Throw stones into the foundation trench (6) to form the bottom layer (21) of the second foundation bed (2); B2: Strengthen the bottom layer (21) of the second base bed (2); B3: A surface layer (22) of the second base bed (2) is formed by scattering stones above the bottom layer (21) of the second base bed (2); B4: Compact the surface layer (22) of the second base bed (2).

3. The construction method of the semi-vertical breakwater according to claim 2, characterized in that, Stones with relatively large particle sizes are selected as the paving material for the bottom layer (11) of the first base bed (1) and the bottom layer (21) of the second base bed (2), and stones with relatively small particle sizes are selected as the paving material for the surface layer (12) of the first base bed (1) and the surface layer (22) of the second base bed (2).

4. The construction method of the semi-vertical breakwater according to claim 1, characterized in that, The pouring of the breast wall section (7) includes: C1: Tie steel bars on the top of the corresponding first caisson (3) or second caisson (4) and erect formwork; C2: The template is filled with concrete to form a breast wall.

5. The construction method of the semi-vertical breakwater according to claim 4, characterized in that, The template includes a first template, a second template and a third template erected from bottom to top, and concrete is poured into the first template, the second template and the third template in sequence to form a first layer of breast wall (71), a second layer of breast wall (72) and a third layer of breast wall (73).

6. The construction method of the semi-vertical breakwater according to claim 1, characterized in that, After each breast wall segment (7) is poured, before the next breast wall segment (7) is poured, the excavated second stone (9) is backfilled into the groove of the poured breast wall segment (7).

7. The construction method of the semi-vertical breakwater according to claim 6, characterized in that, A fourth concrete is poured on top of the second stone (9) in the groove backfilled into the breast wall section (7) to form a breast wall platform (74).

8. The construction method of the semi-vertical breakwater according to any one of claims 1 to 7, characterized in that, An installation joint (5) is reserved between adjacent first caissons (3), adjacent second caissons (4), between the first caissons (3) and the second caissons (4), and between two adjacent breast wall sections (7); the construction method also includes measuring the width of the installation joint (5).

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