Construction method of semi-vertical breakwater

Abstract

The invention relates to the technical field of breakwater construction, in particular to a semi-vertical breakwater construction method which comprises the steps that S1, a foundation trench is excavated in an underwater preset position, and stones are thrown into the foundation trench to form a first foundation bed and a second foundation bed with a fall; s2, a first caisson is installed on the first foundation bed; s3, a second caisson is installed on the second foundation bed; s4, first block stones are piled to the open sea side of the breakwater to form a breakwater core structure; s5, the top of the caisson and the top of the dike core structure are filled with second block stones to form a construction road; s6, the second dimension stone is excavated in sequence, and the excavation length of each time is consistent with the length of the corresponding caisson; and S7, after the second block stone is excavated every time, concrete is poured on the top of the corresponding caisson to form breast wall sections, and all the breast wall sections are poured in sequence to form the breast wall. The riprap elevations of the high and low foundation beds can be controlled, land construction equipment can be used for working through a built construction road, a workboat is not needed, and the working cost is reduced.

Description

Technical Field

[0001] The invention relates to the technical field of breakwater construction, and in particular to a construction method of a semi-vertical breakwater. Background Art

[0002] In the existing construction process of breakwaters based on caissons, the caissons are usually installed in sequence from the root to the head of the breakwater for construction. However, the seabed foundation is uneven, the geological conditions are complex, there are height differences, and there are slopes at the differences. When installing the caisson, it is necessary to set pads on the slope to support the caisson, which requires manual assistance, is time-consuming and labor-intensive, the elevation is difficult to control, the construction period is long, and it is difficult to construct and form during the typhoon window period. In addition, for the construction of the breast wall, it is necessary to use a construction ship to carry back the filler for blowing along the breakwater, and then excavate the breast wall construction trench for breast wall casting construction, but the rental fee of the construction ship is expensive and the cost is high. Summary of the invention

[0003] The purpose of the present invention is to overcome the technical problems of low caisson construction efficiency and high breast wall casting cost in the prior art, and to provide a construction method for a semi-vertical breakwater.

[0004] The present invention provides a construction method for a semi-vertical breakwater, comprising: S1: excavating a foundation trench at a preset underwater position, throwing stones into the foundation trench to successively form a first foundation bed and a second foundation bed, wherein the elevation of the first foundation bed is lower than the elevation of the second foundation bed, and a step is formed between the first foundation bed and the second foundation bed; S2: compacting the first foundation bed, installing a first caisson on the first foundation bed and making the first caisson abut against the step; S3: compacting the second foundation bed, installing a second caisson on the second foundation bed; S4: using land equipment to pile a first stone on the top of the first caisson and the second caisson from the root of the breakwater toward the head of the breakwater to the outer sea side of the breakwater to form a core structure, wherein the stacking height of the first stone is equal to the height of the first caisson and the second caisson. The elevation is consistent; S5: using the onshore equipment to pile the second stone from the root of the breakwater toward the head to the top of the first caisson and the second caisson and the top of the core structure to form a construction access road, and the filling height of the second stone is higher than the highest water level; S6: using the onshore equipment to sequentially excavate the second stone corresponding to the top of each first caisson or second caisson from the head of the breakwater toward the root of the breakwater, and the length of each excavation is consistent with the length of the corresponding first caisson or the length of the second caisson; S7: after each excavation of the second stone, concrete is poured on the top of the corresponding first caisson or second caisson to form a corresponding breast wall section, and each section of the breast wall section is poured sequentially from the head of the breakwater toward the root of the breakwater to form the breast wall.

[0005] Preferably, forming the first base bed or the second base bed comprises: 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;

[0006] A3: Throwing stones on the bottom layer of the first base bed to form the surface layer of the first base bed, or throwing stones on 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.

[0007] Preferably, the particle size of the stone forming the bottom layer of the first base bed or the bottom layer of the second base bed is larger than the particle size of the stone forming the surface layer of the first base bed or the surface layer of the second base bed.

[0008] Preferably, the casting of the breast wall section includes: B1: tying steel bars and setting up a formwork on the top of the corresponding first caisson or second caisson; B2: pouring concrete in the formwork to form a breast wall.

[0009] Preferably, the formwork includes a first formwork, a second formwork and a third formwork which are sequentially erected from bottom to top, and concrete is sequentially poured into the first formwork, the second formwork and the third formwork to form a first breast wall, a second breast wall and a third breast wall.

[0010] Preferably, after each section of the breast wall segment is cast, before the next section of the breast wall segment is cast, the excavated second stone is backfilled into the groove of the cast breast wall segment.

[0011] Preferably, fourth concrete is poured on top of the second stone backfilled into the groove of the breast wall section to form a breast wall platform.

[0012] 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.

[0013] Preferably, the first base bed is respectively located at two ends of the second base bed, and the second caisson is installed from the two ends of the second base bed toward the middle of the second base bed along the length direction of the second base bed.

[0014] Preferably, installation seams are reserved between adjacent first caissons, adjacent second caissons, between the first caisson and the second caisson, and between two adjacent breast wall sections; the construction method also includes measuring the width of the installation seams.

[0015] Compared with the prior art, the present invention has the following beneficial effects:

[0016] The present invention provides a construction method for a semi-vertical breakwater. The seabed foundation can be raised by forming a first base bed and a second base bed by riprap on the seabed, and the slope at the seabed drop can be filled to form a step. Then, the first caisson and the second caisson are respectively installed on the first base bed and the second base bed to construct the caisson foundation. The riprap elevations of the high and low base beds can be controlled, avoiding the problem of difficult elevation control caused by using pads to support the caisson. The second stone is piled on the top of the caisson and on the top of the first stone piled up to form a core structure of the embankment to raise it as a construction access road, which can facilitate the casting of the breast wall by land-based construction equipment. The construction direction of the construction access road is from the root of the embankment to the head of the embankment. After the construction of the construction access road is completed, the construction site of the breast wall is formed by reverse excavation from the head of the embankment to the root of the embankment and casting to form the breast wall. It can be ensured that the casting of each section of the breast wall can be carried out by using land-based construction equipment through the construction access road, without the need to use a construction ship, thereby reducing the operation cost. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] Figure 1 This is a schematic diagram of the high and low base beds.

[0018] Figure 2 It is a schematic diagram of the cross section of the low base bed.

[0019] Figure 3 This is a schematic diagram of the cross section of the high base bed.

[0020] Figure 4 This is a schematic diagram of the installation of the first caisson at the steps of the high and low base bed.

[0021] Figure 5 Schematic diagram of the completed installation of the caisson on the high and low base.

[0022] Figure 6 This is a schematic cross-sectional diagram of the breakwater without cast breast wall.

[0023] Figure 7 This is a schematic cross-sectional diagram of the breakwater with the breast wall cast.

[0024] Figure 8 Schematic diagram of the layered casting of the breakwater breast wall.

[0025] Fig. 9 This is a schematic elevation diagram of the breakwater.

[0026] Fig.10 Schematic diagram of the breakwater caisson from above.

[0027] Fig.11 This is a bird's-eye view of the breakwater.

[0028] Markings in the figure:

[0029] 1. First base bed, 11. Bottom layer, 12. Surface layer, 2. Second base 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 breast wall, 72. Second breast wall, 73. Third breast wall, 74. Breast wall platform, 75. Fender, 8. First stone, 9. Second stone, 10. Third stone, 12. Fourth stone, 13. Cushion layer, 14. Twist block, 15. Construction access road. DETAILED DESCRIPTION

[0030] The present invention is further described in detail below in conjunction with specific embodiments. However, this should not be understood as the scope of the above subject matter of the present invention being limited to the following embodiments, and all technologies realized based on the content of the present invention belong to the scope of the present invention.

[0031] Unless otherwise specified, in the description of the specific embodiments of the present invention, the terms indicating the orientation or position relationship such as "up", "down", "left", "right", "center", "inside", "outside", etc. are all expressions based on the orientation or position relationship shown in the drawings, or are the orientation or position relationship when the invented product / equipment / device is usually used. These terms of orientation or position relationship are only for the convenience of describing the scheme of the present invention or simplifying the description in the specific embodiments, so as to facilitate the technicians to quickly understand the scheme, and do not indicate or imply that a specific device / component / element must have a specific orientation, or be constructed and operated in a specific position relationship, and therefore cannot be understood as a limitation on the present invention.

[0032] In addition, if the terms "horizontal", "vertical", "overhanging", "parallel" and the like appear, it does not mean that the corresponding devices / components / elements are required to be absolutely horizontal or vertical or overhanging or parallel, but may be slightly tilted or have deviations. For example, "horizontal" only means that its direction is more horizontal than "vertical", and does not mean that the structure must be completely horizontal, but may be slightly tilted. Alternatively, it can be simplified to mean that the corresponding devices / components / elements are set in directions such as "horizontal", "vertical", "overhanging", "parallel", etc., and can have an error / deviation of ±10% relative to the corresponding direction setting, more preferably an error / deviation within ±8%, more preferably an error / deviation within ±6%, more preferably an error / deviation within ±5%, and more preferably an error / deviation within ±4%. As long as the corresponding device / component / element is within the error / deviation range, it can still achieve its role in the scheme of the present invention.

[0033] In addition, the expressions “first”, “second”, “third”, etc., which appear in the terms, are merely used to distinguish the description of the same or similar components and should not be understood as emphasizing or implying the relative importance of specific components.

[0034] In addition, in the description of the embodiments of the present invention, "several", "plurality" and "a number" represent at least 2. It can be any number such as 2, 3, 4, 5, 6, 7, 8, 9, and even more than 9.

[0035] In addition, in the description of the technical solution of the present invention, unless otherwise clearly specified / defined / restricted, the terms "set", "install", "connect", "connected", "provided with", "laid", and "arranged" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection, and can be welding, riveting, bolting, threading, and other commonly used connection means in the field. This connection can be a mechanical connection, an electrical connection, or a communication connection; it can be a direct connection, or an indirect connection through an intermediate medium, and it can be the internal connection of two elements.

[0036] Example

[0037] This embodiment provides a construction method for a semi-vertical breakwater.

[0038] It should be noted that Figure 6 and Figure 7 The direction indicated by the arrow A is the outer sea side of the breakwater. Fig. 9 , Fig.10 and Fig.11 The arrow C in the middle indicates the head side of the breakwater, and the arrow D indicates the root side of the breakwater.

[0039] The steps of the construction method of the breakwater caisson applicable to the high and low base beds described in this embodiment are as follows:

[0040] S1: First, a foundation trench 6 is excavated on the seabed. The foundation trench 6 can be excavated along the length direction of the breakwater. There is a transition slope between the two sides of the foundation trench 6 and the seabed, and its cross-sectional structure can be in the shape of an inverted trapezoid.

[0041] S2: The foundation surface in the foundation trench 6 after excavation 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 by a riprap ship. Specifically, stones can be thrown on the low foundation surface to form a first base bed 1, and stones can be thrown on the high foundation surface to form a second base bed 2, so that the elevation of the first base bed 1 is lower than the elevation of the second base bed 2. In other words, the first base bed 1 can be used as a low base bed, and the second base bed 2 can be used as a high base bed, and a step is formed at the junction between the first base bed 1 and the second base bed 2.

[0042] S3: The first base bed 1 can be compacted by using a rammer or other tool to make the first base bed 1 reach a preset elevation, and the first caisson 3 can be installed on the first base bed 1. The first caisson 3 can be first 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.

[0043] S4: After the first caisson 3 is installed, the second base bed 2 can be compacted using a rammer or other tool to make the second base bed 2 reach a preset elevation, and the first caisson 3 is installed on the second base bed 2 until all caissons are installed.

[0044] Specifically, for example, there are a total of 35 first caissons 3 and second caissons 4 to be installed, which are numbered 1#, 2#, 3#, 34#, and 35# from the root of the breakwater toward the head of the breakwater. Among them, 1# to 6#, 30# to 35# caissons are first caissons 3, i.e., low-base caissons, 7# to 29# caissons are second caissons 4, i.e., high-base caissons, 1# to 6#, 30# to 35# caissons are all installed on the first base bed 1, and 7# to 29# caissons are all installed on the second base bed 2. After the first base bed 1 is compacted and formed, 6# and 30# caissons can be installed at the junction of the second base bed 2 and the two first base beds 1 at both ends first, and then the second base bed 2 can be compacted and formed, and then 7# to 29# can be installed on the second base bed 2, and finally 1# to 5# caissons and 31# to 35# caissons can be installed.

[0045] Here, after the first base bed 1 is compacted and formed, the 6# and 30# caissons are installed first, which can support the step at the junction between the second base bed 2 and the first base bed 1, and then the second base bed 2 is compacted, which can prevent the stones on the second base bed 2 from being laterally offset under pressure and coming to the first base bed 1, thereby affecting the elevation of the first base bed 1. In other words, the 6# and 30# caissons can limit the second base bed 2. Of course, after all the 1#~6# and 30#~35# caissons are installed, the second base bed 2 can be compacted and the 7#~29# caissons can be installed.

[0046] S5: In the low tide state, that is, the water level is lower than the top of the caisson, use land construction equipment such as excavators or loaders to drive to the top of the caisson, and fill the first stone 8 to the sea side of the caisson to form a core structure. The filling direction of the first stone 8 is from the land side to the sea side, that is, the direction from the root of the breakwater to the head of the breakwater, that is, from 1# caisson to 35# caisson in sequence. After the first stone 8 is filled, the side of the caisson facing the sea can be covered, and a slope with a certain inclination can be formed to facilitate subsequent filling construction and then form the slope structure of the breakwater. In addition, after the first stone 8 is filled, the filling 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, the filling height of the first stone 8 can also be 2.2m.

[0047] Here, the mass range of the first stone 8 can be 10kg to 100kg, and the sand and mud content of the embankment core structure formed after the first stone 8 is filled can be less than 5%, but the above-mentioned mass range of the first stone 8 and the sand and mud content range of the embankment 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 sand and mud content range of the embankment core structure can also be any other range, and the present invention does not make any specific limitation on this.

[0048] S6: After the first stone 8 is stacked, an excavator or loader or other land construction equipment can be used to drive to the top of the caisson, and the second stone 9 can be stacked to the top of the caisson and the top of the embankment core structure formed by the first stone 8 to form a construction access road 15. The second stone 9 is stacked from the land side to the sea side, that is, from the root of the breakwater to the head of the breakwater, that is, from 1# caisson to 35# caisson in sequence. The filling height of the second stone 9 needs to be higher than the highest water level, that is, the elevation of the construction access road 15 is higher than the highest water level, which can ensure that when the tide is high, the land construction equipment can also drive or operate on the construction access road 15 without being affected by the water level.

[0049] S7: After the construction of the construction access road 15 is completed, an excavator or loader or other land construction equipment can be used to drive onto the construction access road 15, and the second stone 9 on the top of the caisson can be dug out in sequence from the 35# caisson to the 1# caisson to form the construction site of the breast wall. The length of each excavation is consistent with the length of the corresponding caisson. Specifically, the second stone 9 on the top of the 35# caisson is firstly dug out to form the construction site of the breast wall section 7 on the top of the 35# caisson, and then the breast wall section 7 on the top of the 35# caisson is poured. After the casting construction of the breast wall section 7 on the top of the 35# caisson is completed, the second stone 9 on the top of the 34# caisson is excavated, and then the casting construction of the breast wall section 7 on the top of the 34# caisson is carried out. Similarly, the second stone 9 is excavated in sequence and the breast wall section 7 on the top of the corresponding caisson is constructed until the second stone 9 on the top of the 1# caisson is excavated and the construction of the breast wall section 7 on the top of the 1# caisson is completed. The construction of the breast wall sections 7 on the top of all caissons can be realized, and the overall breast wall construction of the breakwater is realized.

[0050] Here, the pouring construction sequence of the breast wall is consistent with the excavation sequence of the second stone 9, that is, 35# caisson, 34# caisson...2# caisson until 1# caisson, which can also be said to be from the coastal side to the land side, that is, from the head of the breakwater to the root of the breakwater.

[0051] In this embodiment, the method for compacting and forming the first base bed 1 and the second base bed 2 includes the following specific steps:

[0052] Steps for forming the first base bed 1:

[0053] A1: Throwing stones at the formation position of the first foundation bed 1 in the foundation trench 6 as the bottom layer 11 of the first foundation bed 1;

[0054] A2: compacting the bottom layer 11 of the first base bed 1 using a rammer or other tool;

[0055] A3: Riprap is performed on the bottom layer 11 of the first base bed 1 to form the surface layer 12 of the first base bed 1;

[0056] A4: Use a rammer or other tool to compact the surface layer 12 of the first base bed 1.

[0057] Steps for forming the second base bed 2:

[0058] B1: Throwing stones toward the formation position of the second base bed 2 in the base trench 6 as the bottom layer 21 of the second base bed 2;

[0059] B2: compacting the bottom layer 21 of the second base bed 2 using a rammer or other tool;

[0060] B3: Riprap is performed on the bottom layer 21 of the second base bed 2 to form the surface layer 22 of the second base bed 2;

[0061] B4: compact the surface layer 22 of the second base bed 2 using a rammer or other tool.

[0062] Here, the low base bed can be divided into two layers, and stone throwing and compaction operations can be carried out successively, which can improve the compactness of the base bed. After the caisson is installed on the base bed, the displacement deviation caused by the settlement of the caisson can be reduced.

[0063] For the upper and lower layers of the base bed, large-sized stones can be selected as riprap materials for the structures of the bottom layer 11 and the bottom layer 21. For example, 10-500 kg of stones can be selected as riprap materials for the structures of the bottom layer 11 and the bottom layer 21. Relatively small-sized stones can be selected as riprap materials for the structures of the surface layer 12 and the surface layer 22. For example, 10-100 kg of stones can be selected as riprap materials for the structures of the surface layer 12 and the surface layer 22. The method of setting large stones in the bottom layer 11 and the bottom layer 21 and small stones in the surface layer 12 and the surface layer 22 can ensure that the base bed has sufficient compactness while reaching a sufficient elevation, thereby achieving sufficient support performance to support the caisson above and avoiding the settlement of the caisson to the greatest extent.

[0064] In this embodiment, 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. When setting the height difference of the high and low base beds and the prefabricated caissons, the difference between the elevations of the high and low base beds can be kept consistent with the difference in height of the two caissons. After the caissons are installed, the top elevations of the two caissons can be kept consistent, that is, the top of each caisson is located on the same horizontal plane, which is conducive to the subsequent construction of the breast wall above the caisson.

[0065] For example, the elevation of the first base bed 1 is -18m, and the elevation of the second base bed 2 is -14m, and the elevation difference between the two is 4m. The height of 1#~6#, 30#~35# caissons can be 10m, and the height of 7#~29# caissons can be 6m, and the height difference between the two is 4m. When all caissons are installed on the base bed, the tops of all caissons can be aligned on the same horizontal plane. Of course, the specific elevation data of the base bed and the height data of the caisson can also be arbitrarily selected, as long as the top elevation of the caisson is consistent after installation, and the present invention does not make specific limitations on this.

[0066] In this embodiment, for the pouring construction of each breast wall section 7, the breast wall section 7 can be divided into three layers of breast walls from bottom to top for sequential pouring, which can be specifically carried out in the following steps:

[0067] C1: After excavating the second stone 9 corresponding to the top of the caisson to form the breast wall construction site, steel bars are tied on the top of the caisson (not shown in the figure), and a first template (not shown in the figure) is erected on the outside of the steel bars. The first template is the bottom layer 11 template.

[0068] C2: Pour the first concrete in the space enclosed by the first formwork until the space in the first formwork is completely filled, thereby forming the first breast wall 71 .

[0069] C3: After the first concrete solidifies, the first formwork is removed, and a second formwork (not shown in the figure) is set up above the first breast wall 71. The second formwork is the middle layer formwork.

[0070] C4: Pour the second concrete in the space enclosed by the second formwork until the space in the second formwork is completely filled, thereby forming a second breast wall 72 .

[0071] C5: After the second concrete solidifies, the second formwork is removed, and a third formwork (not shown in the figure) is erected above the second breast wall 72. The third formwork is the upper formwork.

[0072] C6: Pour the third concrete in the space enclosed by the third formwork until the space in the third formwork is completely filled, thereby forming the third breast wall 73.

[0073] After pouring three layers of breast wall, the overall structure of the breast wall section 7 can be finally formed.

[0074] Of course, the casting of the breast wall section 7 can also be carried out as a whole without stratification, or it can be cast in two layers. If it is cast as a whole, only one layer of formwork needs to be set up, that is, the whole formwork casting. If it is cast in two layers, two layers of formwork can be set up, and the first formwork can be regarded as the lower formwork, and the second formwork can be regarded as the upper formwork. Or it can be cast in more layers, and correspondingly, corresponding layers of formwork need to be set up for casting, and the present invention does not make specific limitations on this.

[0075] In this embodiment, the construction steps of the breast wall may further include: after each breast wall section 7 is cast, before the next breast wall section 7 is cast, the excavated second stone 9 is backfilled into the groove of the cast breast wall section 7. Figure 2 The cross-sectional structure of the breast wall shown in the figure is similar to a U-shaped structure. The side close to the open sea can be a semi-upright trapezoidal breast wall structure, and the side close to the port can be a rectangular convex structure. Fenders 75 can be installed for mooring ships. A groove will be left between the breast walls on both sides after the concrete is poured. The groove needs to be filled with stones to raise it as the basis of the breast wall platform 74. In order to improve the construction efficiency, after the pouring of the previous breast wall is completed and before the pouring of the next breast wall, the second stone 9 excavated from the construction site of the next breast wall can be filled into the groove of the previous breast wall, so as to realize the secondary utilization of the stone and save construction materials. The excavated second stone 9 can realize the immediate filling of the groove of the previous breast wall, thereby improving the construction efficiency.

[0076] Specifically, for example, after the breast wall construction on the top of the 35# caisson is completed, the second stone 9 on the top of the 34# caisson can be excavated, and the excavated second stone 9 on the top of the 34# caisson can be filled into the breast wall groove on the top of the 35# caisson. After the breast wall construction on the top of the 34# caisson is completed, the excavated second stone 9 on the top of the 33# caisson can be filled into the breast wall groove on the top of the 34# caisson. Similarly, the filling of the second stone 9 in each breast wall groove can be carried out in turn.

[0077] In this embodiment, the construction steps of the breast wall may further include: pouring the fourth concrete on the second stone 9 backfilled into the groove of the breast wall section 7 to form a breast wall platform 74. After each breast wall section is poured and the second stone 9 is filled in the groove, the fourth concrete may be poured on 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 be used as an inlet and outlet passage for subsequent construction equipment, personnel and vehicles. In other words, the concrete slab formed by pouring the fourth concrete can be used as a flat road surface to form the breast wall platform 74.

[0078] In this embodiment, after the breast wall pouring construction is completed, the excavator and other land construction equipment can be driven to the breast wall platform 74, and the third stone 10 can be piled on the slope of the embankment core structure formed by the first stone 8, so that the slope can be raised and the slope leveling operation can be performed at the same time. The filling height of the third stone 10 can be higher than the elevation of the breast wall platform 74. Here, the third stone 10 can be used as a cushion layer 13 stone, and the mass range of the third stone 10 can be 800kg to 1000kg. However, the 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.

[0079] Optionally, after the third stone 10 is backfilled and the slope is leveled, a plurality of twist blocks 14 can be installed on the slope formed by the third stone 10. The plurality of twist blocks 14 can cover the entire slope, and the twist blocks 14 can be stacked and installed from the bottom of the slope to the top of the slope. The twist blocks 14 can reduce the impact of waves on the breakwater and increase the wave-blocking performance of the breakwater.

[0080] In this embodiment, an installation seam 5 is reserved between any two adjacent caissons and between the breast wall sections 7; the steps of the construction method may also include measuring the width of the installation seam 5. During construction, an installation seam 5 needs to be reserved between adjacent caissons to prevent the reserved installation seam 5 from being too small after the installation of two adjacent high and low base caissons is completed, resulting in the high base caisson not being able to be installed. During the construction process, the distance between the two high and low foundation caissons is measured and the settlement displacement is observed every day to determine whether the installation length of the high base caisson is met. If not, the low base caisson that has shifted needs to be adjusted in time.

[0081] Optionally, the top elevation of the first base bed 1 is greater than or equal to the bottom elevation of the second base bed 2. The top elevation of the first base bed 1 formed after riprap is higher than the bottom elevation of the second base bed 2, which can control the elevation difference between the first base bed 1 and the second base bed 2 within a smaller range, and can reduce the impact of the second base bed 2 on the installed first caisson 3 during the compaction process. If the difference in elevation between the first base bed 1 and the second base bed 2 is too large, the second base bed 2 may generate a large lateral force on the first caisson 3 during the compaction process of the second base bed 2, causing the first caisson 3 to deviate.

[0082] In this embodiment, the first caissons 3 are sequentially installed from the steps along the length direction of the first base bed 1. The first caissons 3 are sequentially installed from the steps so as to control the width of the installation gaps 5 between the caissons.

[0083] In this embodiment, the first base bed 1 is respectively located at two ends of the second base bed 2 , and the second caisson 4 is installed from the two ends of the second base bed 2 along the length direction of the second base bed 2 toward the middle of the second base bed 2 .

[0084] If the low base bed is located at both ends of the high base bed, the second caisson 4 can be installed from both ends to the middle, so that construction can be carried out from both ends at the same time, which can improve construction efficiency and facilitate control of the width of the installation seam 5 between the caissons. The length of the installation space of the last caisson can then be controlled to ensure that the last caisson has enough space for installation.

[0085] In this embodiment, before stacking the first stone 8 on the offshore side of the caisson, a fourth stone 12 needs to be stacked in the caisson, and a fifth concrete is poured on top of the fourth stone 12 to form a cushion layer 13. The sum of the stacking height of the fourth stone 12 and the pouring height of the fifth concrete is consistent with the height of the caisson.

[0086] The caisson is usually a hollow box, and a concrete slab can be poured in its inner cavity for partitioning. The fourth stone 12 can be filled in the caisson to increase the weight of the caisson to improve stability, and concrete is poured on top of the fourth stone 12 to form a cushion layer 13 to facilitate the construction of the breast wall above the caisson. The sum of the filling height of the fourth stone 12 and the pouring height of the fifth concrete can be consistent with the height of the caisson, that is, the fourth stone 12 and the fifth concrete can completely fill the caisson. The filling structure of the caisson formed by this filling method is the fourth stone 12 at the lower layer and the concrete cushion layer 13 at the upper layer.

[0087] In addition, the filling structure of the caisson may also be in other forms from bottom to top, such as a three-layer structure, the bottom layer may be the fourth stone 12 layer, the middle layer is a crushed stone layer, and the upper layer is a concrete cushion layer 13.

[0088] Optionally, an installation seam 5 is reserved between two adjacent breast wall sections 7. During pouring, the installation seam 5 reserved between the breast wall sections 7 can provide expansion and contraction space for the thermal expansion and contraction of the breast wall sections 7. The width of the installation seam 5 can be about 10 mm, and the installation seam 5 between the breast wall sections 7 can be aligned with the installation seam 5 reserved between the caissons.

[0089] It should be noted that the number of caissons of the breakwater in this embodiment is 35, while in other embodiments, the number of caissons can also be any other number. However, regardless of the specific number of caissons, the above-mentioned construction method can be used to construct the breast wall. All schemes using the above-mentioned construction method are within the protection scope of the present invention, and the present invention does not make specific limitations on this.

[0090] In summary, the present invention provides a construction method for a semi-vertical breakwater, wherein the seabed foundation can be raised by forming a first base bed and a second base bed by riprap on the seabed, the slope at the seabed drop can be filled to form a step, and then the first caisson and the second caisson are respectively installed on the first base bed and the second base bed to construct the caisson foundation, and the riprap elevations of the high and low base beds can be controlled, thereby avoiding the problem of difficult elevation control caused by using pads to support the caisson; a second stone is piled on the top of the caisson and on the top of the first stone piled up to form a core structure of the embankment to raise it as a construction access road, which can facilitate the casting of the breast wall by land-based construction equipment, and the construction direction of the construction access road is from the root of the embankment to the head of the embankment. After the construction of the construction access road is completed, the construction site of the breast wall is formed by reverse excavation from the head of the embankment to the root of the embankment and casting to form the breast wall, which can ensure that the casting of each section of the breast wall can be carried out by using land-based construction equipment through the construction access road, without the need to use a construction ship, thereby reducing the operating cost.

[0091] 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 in the protection scope of the present invention.

Claims

1. A method for constructing a semi-vertical breakwater, characterized in that: include: S1: excavating a foundation trench (6) at a preset underwater position, throwing stones into the foundation trench (6) to successively form a first foundation bed (1) and a second foundation bed (2), wherein 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: compacting the first base bed (1), installing a first caisson (3) on the first base bed (1) and making the first caisson (3) abut against the step; S3: compacting the second base bed (2), and installing a second caisson (4) on the second base bed (2); S4: using onshore equipment to pile a first stone (8) on top of the first caisson (3) and the second caisson (4) from the root of the breakwater toward the head of the breakwater to the outer sea side of the breakwater to form a core structure, wherein the filling height of the first stone (8) is consistent with the elevation of the first caisson (3) and the second caisson (4); S5: using the onshore equipment to pile up a second stone (9) from the root of the breakwater toward the head of the breakwater 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 filling height of the second stone (9) is higher than the highest water level; S6: using the onshore equipment to sequentially 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 root of the breakwater, wherein the length of each excavation is consistent with 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 a corresponding breast wall section (7), and each breast wall section (7) is poured in sequence from the head of the breakwater toward the root of the breakwater to form the breast wall.

2. The construction method of a semi-vertical breakwater according to claim 1, characterized in that: Forming the first base bed (1) or the second base bed (2) comprises: A1: throwing stones into the foundation trench (6) to form the bottom layer (11) of the first foundation bed (1) or the bottom layer (11) of the second foundation bed (2); A2: compacting the bottom layer (11) of the first base bed (1) or the bottom layer (11) of the second base bed (2); A3: riprap is performed on the bottom layer (11) of the first base bed (1) to form the surface layer (12) of the first base bed (1), or riprap is performed on the bottom layer (11) of the second base bed (2) to form the surface layer (12) of the second base bed (2); A4: compacting the surface layer (12) of the first base bed (1) or the surface layer (12) of the second base bed (2).

3. The construction method of the semi-vertical breakwater according to claim 2, characterized in that: The stone particle size of the bottom layer (11) forming the first base bed (1) or the bottom layer (11) of the second base bed (2) is larger than the stone particle size of the surface layer (12) forming the first base bed (1) or the surface layer (12) of the second base bed (2).

4. The construction method of a semi-vertical breakwater according to claim 1, characterized in that: The pouring of the breast wall section (7) comprises: B1: tying steel bars and setting up formwork on the top of the corresponding first caisson (3) or second caisson (4); B2: Pour concrete into the formwork to form a breast wall.

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

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

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

8. The construction method of a semi-vertical breakwater according to claim 1, characterized in that: 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).

9. The construction method of a semi-vertical breakwater according to claim 1, characterized in that: The first base bed (1) is respectively located at two ends of the second base bed (2), and the second caisson (4) is installed from the two ends of the second base bed (2) along the length direction of the second base bed (2) toward the middle of the second base bed (2).

10. The method for constructing a semi-vertical breakwater according to any one of claims 1 to 9, characterized in that: Installation seams (5) are reserved between adjacent first caissons (3), adjacent second caissons (4), between the first caisson (3) and the second caisson (4), and between two adjacent breast wall sections (7); the construction method also includes measuring the width of the installation seams (5).

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