Anchoring method of floating breakwater

Abstract

The invention relates to an anchoring method of a floating breakwater, and belongs to the technical field of floating breakways.The anchoring method of the floating breakwater comprises the following steps that seabed silt of a sea area to be constructed of the floating breakwater is cleaned, and seabed rocks of the sea area are exposed in seawater; an insertion hole is drilled in the exposed seabed rock, after the hole depth of the insertion hole reaches the preset depth, a grouting pipe is inserted into the insertion hole, and grouting materials are injected into the insertion hole through the grouting pipe; after grouting of the grouting material is completed, the grouting pipe is lifted upwards, then the anchor rod is inserted into the insertion hole, the anchor rod is synchronously rotated in the anchor rod insertion process, and threads on the periphery of the anchor rod are tightly attached to the grouting material in the insertion hole; the floating breakwater is transported to a to-be-constructed position, one end of the rope is connected with the floating breakwater, the other end of the rope is connected with the connecting hole formed in the top of the anchor rod, so that the floating breakwater is fixed in seawater, and the problem that a traditional anchor block is prone to failure due to the fact that the traditional anchor block depends on seabed rock surface friction force is solved.

Description

Technical Field

[0001] This application belongs to the technical field of floating breakwaters, and particularly relates to an anchoring method for floating breakwaters. Background Technology

[0002] A floating breakwater is a marine engineering facility consisting of a floating structure and wave-dissipating components. Its main body floats on the water surface and creates a relatively calm water area behind the breakwater by reflecting, breaking, and dissipating wave energy.

[0003] Floating breakwaters typically require an anchoring system to secure them in the sea, resisting horizontal and vertical loads from waves, currents, and wind, and preventing the breakwater from drifting, shifting laterally, or capsizing. Gravity anchor blocks are a commonly used underwater anchoring method for floating breakwaters. These blocks are submerged on the seabed, utilizing their own weight and the frictional resistance between the block and the seabed to provide anchoring reaction force. The anchor blocks are then connected to the floating breakwater via anchor chains, cables, and other connectors, thus securing the breakwater in the sea.

[0004] However, in actual engineering projects, seabed topography and geological conditions are often very complex. When the seabed is a smooth, hard rocky area, the friction between the anchor block and the rock is low. Under continuous wave cyclic loads, the anchor block is prone to sliding along the rock surface, reducing its fixing effect on the breakwater. This can not only cause the breakwater to shift position but also reduce its protective effect against waves. Especially when the seabed topography is sloping, the anchor block is subjected to not only horizontal towing force but also the downward component of gravity along the slope. This further increases the possibility of the anchor block sliding. Therefore, traditional anchoring methods that rely on the anchor block's own weight and seabed surface friction are difficult to meet the anchoring requirements of floating breakwaters when dealing with complex and harsh terrains such as rocky seabeds and sloping seabeds. Summary of the Invention

[0005] This application addresses, to at least some extent, one of the technical problems in the related art.

[0006] Therefore, this application aims to provide an anchoring method for a floating breakwater. By inserting anchor bolts into seabed rocks, the floating breakwater is connected to the anchor bolts via ropes, thereby achieving reliable fixation of the floating breakwater in seawater and solving the problem that traditional anchor blocks are prone to failure due to the friction of the seabed rock surface.

[0007] To achieve the above objectives, this application provides an anchoring method for a floating breakwater, comprising the following steps: The seabed silt in the area where the floating breakwater is to be constructed will be cleared, exposing the seabed rocks in the seawater. Insertion holes are drilled into the exposed seabed rocks. Once the depth of the insertion hole reaches the preset depth, a grouting pipe is inserted into the insertion hole, and grouting material is injected into the insertion hole through the grouting pipe. After the grouting material is injected, the grouting pipe is pulled upwards, and then the anchor rod is inserted into the insertion hole. During the insertion process, the anchor rod is rotated synchronously so that the threads on the outer circumference of the anchor rod are tightly fitted with the grouting material in the insertion hole. The floating breakwater is transported to the construction site, one end of a rope is connected to the floating breakwater, and the other end of the rope is connected to the connection hole set at the top of the anchor bolt to complete the fixation of the floating breakwater in the seawater.

[0008] In the technical solution, silt is removed from the surface of the seabed rocks, insertion holes are drilled into the seabed rocks, grout is injected into the insertion holes, and the lower end of the anchor rod is inserted into the insertion holes to fix the anchor rod to the seabed rocks; the floating breakwater is fixed in the seawater by connecting the top of the anchor rod with ropes, thereby preventing the floating breakwater from shifting in the seawater.

[0009] In some embodiments of this application, the anchor rod is provided with spacers, and multiple spacers are arranged circumferentially along the rod portion of the anchor rod. When the anchor rod is inserted into the insertion hole, the spacers contact the inner wall of the insertion hole so that the rod portion is centered in the insertion hole.

[0010] In this technical solution, multiple spacers arranged circumferentially around the outer perimeter of the rod and located within the insertion hole are used to support the rod, ensuring it remains centered within the insertion hole. This guarantees a uniform gap between the rod and the hole wall, allowing the grout to fully encapsulate the threaded structure of the rod. This creates a tight and uniform integrated connection between the grout, the rod, and the inner wall of the insertion hole. Simultaneously, the centered rod avoids uneven stress distribution caused by eccentric installation, ensuring a balanced stress distribution in all directions when wave thrust is transmitted to the anchor bolt. This effectively prevents breakage or loosening of the anchor bolt due to localized stress concentration, further enhancing the connection strength and stability between the anchor bolt and the seabed rock.

[0011] In some embodiments of this application, an operating platform is set on the side of the deck barge, a drilling rig is installed on the operating platform, the deck barge is towed to the sea area to be constructed by a tugboat, and the drilling operation of the insertion hole is carried out after the drilling rig is positioned.

[0012] In some embodiments of this application, GPS is first used to locate the deck barge and anchor it in seawater; then GPS is used to locate the preset position of the insertion hole, and after the drilling rig is moved to the corresponding position of the preset position of the insertion hole, the drilling operation of the insertion hole begins.

[0013] In some embodiments of this application, the grouting material is prepared in advance before the drilling of the insertion hole is completed; during the grouting process, the grouting pressure and flow rate are monitored and adjusted in real time, and dynamically adjusted according to the monitoring data, so that the grouting material penetrates into the pores of the insertion hole and fully fills the insertion hole.

[0014] In some embodiments of this application, after the anchor rod is inserted into the insertion hole and left to stand for a preset time, a pull-out force test is performed on the anchor rod. When the pull-out force of the anchor rod meets the design requirements, the floating breakwater is then connected to the anchor rod by ropes.

[0015] In some embodiments of this application, the upper end of the anchor bolt is connected to a hook on a crawler crane via a rope, and the crawler crane is placed on a ship; The crawler crane applies a set tension to the anchor bolt via ropes and holds it for a set time to conduct a pull-out test on the anchor bolt. If the pull-out force of the anchor bolt meets the design requirements, the rope is disconnected from the anchor bolt, and then the anchor bolt is connected to the floating breakwater. If the pull-out force of the anchor bolt does not meet the design requirements, a new insertion hole is drilled around the current drilling location.

[0016] In some embodiments of this application, before the crawler crane applies an initial preload to the anchor bolt via the rope, an initial preload is applied to the anchor bolt via the rope, and the state of the anchor bolt and the insertion hole is observed via an underwater camera device. Based on the observation results, it is determined whether the grouting material has been completely cured.

[0017] In some embodiments of this application, during the pull-out force test of the anchor bolt, the pull-out force test is terminated and the anchor bolt's pull-out force is determined to be non-compliant with design requirements if one of the following conditions occurs: The pull-up value of the anchor bolt continued to increase and showed no signs of stabilization within the preset time period; Unable to increase the tension on the anchor bolt, or unable to continuously apply the increased tension to the anchor bolt; The anchor bolt was broken, or the entire anchor bolt was pulled out.

[0018] In some embodiments of this application, the insertion hole is vertically disposed on the seabed rock; the insertion hole is disposed in a one-to-one correspondence with the anchor rod; the floating breakwater is connected with multiple ropes, and the ropes are also disposed in a one-to-one correspondence with the anchor rod.

[0019] The anchoring method for floating breakwaters provided in this application not only enables the floating breakwaters to be firmly fixed in seawater, but also has a small impact on the fixation effect of the floating breakwaters due to the seabed topography. Regardless of whether the seabed rocks are sloping or pitted, they can provide a good fixation effect for the floating breakwaters.

[0020] As can be seen from the above technical solutions, additional aspects and advantages of this application 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 this application. Attached Figure Description

[0021] Figure 1 This is a structural schematic diagram of the anchoring method for a floating breakwater according to an embodiment of this application; Figure 2 This is a schematic diagram of a floating breakwater connected to anchor bolts via ropes according to an embodiment of this application. Figure 3 This is a schematic diagram of the overall structure of the anchor bolt according to the embodiments of this application; Figure 4 This is a schematic diagram of the structure when the anchor bolt is inserted into the seabed rock according to the embodiment of this application; In the above diagrams: 1. Anchor bolt; 2. Seabed rock; 3. Floating breakwater; 4. Rope; 101. Connecting hole; 11. Rod; 12. Connector; 13. Spacer; 201. Insertion hole. Detailed Implementation

[0022] In the description of this application, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "clockwise", "counterclockwise", "axial", "radial", "circumferential", etc., indicating the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, are only for the convenience of describing this application 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, and therefore should not be construed as a limitation of this application. In this application, unless otherwise expressly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection, an electrical connection, or a connection that allows communication between components; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication between two components or the interaction between two components, unless otherwise expressly limited. Those skilled in the art can understand the specific meaning of the above terms in this application based on the specific circumstances. In this application, unless otherwise expressly specified and limited, "above" or "below" the second feature can mean that the first feature is in direct contact with the second feature, or that the first feature is in indirect contact with the second feature through an intermediate medium. Furthermore, "above," "on top of," and "over" the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply that the first feature is at a lower horizontal level than the second feature. In this application, the terms "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., refer to a specific feature, structure, material, or characteristic described in connection with that embodiment or example, which is included in at least one embodiment or example of this application. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0023] The present application will now be described in detail through exemplary embodiments. However, it should be understood that, without further description, elements, structures, and features in one embodiment may be advantageously incorporated into other embodiments.

[0024] As attached Figure 1 and Figure 2 As shown in an illustrative embodiment of the anchoring method for the floating breakwater of this application, the anchoring method includes the following steps: S1. Clean the seabed silt in the area where the floating breakwater 3 is to be constructed, so that the seabed rocks 2 in the area are exposed in the seawater. S2. Drill an insertion hole 201 on the exposed seabed rock 2. When the depth of the insertion hole 201 reaches the preset depth, insert a grouting pipe into the insertion hole 201 and inject grouting material into the insertion hole 201 through the grouting pipe. S3. After the grouting material is injected, pull the grouting pipe upwards, and then insert the anchor rod 1 into the insertion hole 201. During the insertion of the anchor rod 1, rotate the anchor rod 1 synchronously so that the threads on the outer circumference of the anchor rod 1 are tightly fitted with the grouting material in the insertion hole 201. S4. Transport the floating breakwater 3 to the construction location, connect one end of the rope 4 to the floating breakwater 3, and connect the other end of the rope 4 to the connection hole 101 set at the top of the anchor rod 1 to complete the fixation of the floating breakwater 3 in the seawater.

[0025] In step S1, the silt on the surface of the seabed rock 2 is cleaned to prevent the silt from affecting the drilling depth of the insertion hole 201 and to prevent the silt from clogging the insertion hole 201.

[0026] The above-mentioned anchoring method for the floating breakwater involves cleaning the silt from the surface of the seabed rock 2 to prevent the silt from affecting the drilling depth of the insertion hole 201 and from clogging the insertion hole 201; fixing the seabed rock 2 to the anchor rod 1 by first drilling the insertion hole 201 in the seabed rock 2, filling the insertion hole 201 with grout, and inserting the lower end of the anchor rod 1 into the insertion hole 201; the floating breakwater 3 is fixed in the seawater by connecting the top of the anchor rod 1 to the rope 4, thereby preventing the floating breakwater 3 from shifting in the seawater.

[0027] like Figure 3 and Figure 4 As shown, the anchor bolt 1 includes a rod portion 11 and a connector 12. The rod portion 11 is arranged vertically, and the lower end of the rod portion 11 is inserted into the insertion hole 201. The outer circumference of the rod portion 11 is provided with threads. By making the threads interlock with the grout in the insertion hole 201, the connection strength between the rod portion 11 and the seabed rock 2 is increased, and the anchor bolt 1 is prevented from shifting under the horizontal thrust of the waves, thereby ensuring the anchoring effect of the anchor bolt 1 on the floating breakwater 3. The connector 12 is located at the upper end of the rod portion 11. The connector 12 is provided with a connection hole 101, which is arranged horizontally. The connection hole 101 is connected to one end of the rope 4, and the other end of the rope 4 is connected to the floating breakwater 3.

[0028] In some embodiments, the outer diameter of the connector 12 is larger than the outer diameter of the rod 11. After the rod 11 is inserted into the seabed rock 2, the outer diameter of the connector 12 is larger than the inner diameter of the insertion hole 201, so as to use the limiting effect of the connector 12 to prevent the rod 11 from sinking excessively and avoid the height of the floating breakwater 3 from decreasing.

[0029] Preferably, the anchor bolt 1 is made of 316 stainless steel. 316 stainless steel has the characteristics of corrosion resistance and seawater erosion resistance, which not only effectively extends the service life of the anchor bolt 1 in complex underwater environments and reduces the risk of connection failure due to rust damage to the anchor bolt 1, but also stainless steel has good mechanical strength and can withstand the continuous tensile force from sea waves and the floating breakwater 3, ensuring that the anchor bolt 1 can play a stable fixing role for a long time.

[0030] Furthermore, the rod 11 and the connector 12 are integrally formed to avoid gaps at the connection between the rod 11 and the connector 12, thus preventing breakage due to stress concentration at the connection point and improving the overall structural strength and fatigue resistance of the anchor rod 1. The integrally formed structure also simplifies the production and processing of the anchor rod 1 and reduces errors in the assembly process.

[0031] like Figure 3 and Figure 4 As shown, a spacer 13 is provided on the outer periphery of the rod 11. The spacer 13 is located inside the insertion hole 201, and multiple spacers 13 are provided. The multiple spacers 13 are arranged along the circumference of the rod 11 so that the rod 11 is kept in a central position in the insertion hole 201 through the support of the spacers 13. This ensures that the gap between the rod 11 and the wall of the insertion hole 201 is uniform and consistent, thereby ensuring that the grout can fully wrap the threaded structure of the rod 11, so that the grout, the rod 11, and the inner wall of the insertion hole 201 form a tight and uniform integrated connection system. At the same time, the centrally positioned rod 11 can avoid the problem of uneven force due to eccentric installation, ensuring that when the wave thrust is transmitted to the anchor rod 1, the stress distribution in all directions of the rod 11 is balanced, effectively preventing the anchor rod 1 from breaking or loosening due to local stress concentration, and further improving the connection strength and stability between the anchor rod 1 and the seabed rock 2.

[0032] In some embodiments, the spacer 13 is formed by bending a steel wire with a diameter of 5 mm, and the bent steel wire is welded to the outer periphery of the rod 11.

[0033] It should be noted that the spacer 13 is welded to the rod 11 after the rod 11 is threaded.

[0034] It should be noted that, since the rod 11 is subjected to the tension of the floating breakwater 3 as well as the effect of water flow disturbance, the influence of water flow disturbance needs to be considered when calculating the depth of the rod 11 inserted into the seabed rock 2.

[0035] In some embodiments, the minimum depth to which the rod 11 is inserted into the seabed rock 2 is 2.2m, with a safety margin of 2.5m to account for seawater disturbance.

[0036] The inner diameter of the insertion hole 201 is larger than the outer diameter of the rod 11, so that grout is filled between the hole wall of the insertion hole 201 and the outer peripheral wall of the rod 11. After the grout solidifies, it can be tightly bonded to the threaded structure of the rod 11 and the inner wall of the insertion hole 201, increasing the connection strength and integrity between the anchor rod 1 and the seabed rock 2. Moreover, the filled grout can effectively isolate the contact between seawater and the rod 11, enhance the corrosion resistance of the anchor rod 1, and prevent the rod 11 from shaking under the impact of water flow, ensuring the stability and durability of the anchor rod 1's fixing effect.

[0037] In some embodiments, the grout is an underwater epoxy mortar grout, which has excellent fluidity and self-compacting properties, and can cure normally in an underwater environment to form a high-strength structural connection, which will not be elaborated here.

[0038] In step S2, a drilling rig is used to drill the insertion hole 201. The drilling rig is mounted on a deck barge, and an operating platform is set on the side of the deck barge. The drilling rig is installed on the operating platform and the deck barge is towed to the sea area to be constructed by a tugboat. After the drilling rig is positioned, the drilling operation of the insertion hole 201 is carried out.

[0039] In some embodiments, the drilling rig is a down-the-hole drill, model Jinke 300.

[0040] When positioning the drilling rig, GPS is first used to locate the deck barge and anchor it in the seawater; then GPS is used to locate the preset position of the insertion hole 201, and the drilling rig is moved to the corresponding position of the preset position of the insertion hole 201 before drilling the insertion hole 201.

[0041] In some embodiments, there is a winch at each of the four corners of the deck barge. After the deck barge is located using GPS, it is anchored and secured.

[0042] Furthermore, to ensure the verticality of the insertion hole 201, a horizontal correction is performed after the drilling rig is in place. The drill rod axis should be vertically aligned with the center of the insertion hole 201, with a verticality error not exceeding 1%. During the correction process, a plumb bob is used to check the verticality of the drilling rig. If any deviation occurs, it is corrected immediately. During drilling, the hole diameter is φ150mm, and the drilling accuracy must strictly adhere to the design requirements; the planar position deviation must not exceed 600mm.

[0043] Before drilling the insertion hole 201 is completed, the grouting material is prepared in advance. This can improve construction efficiency and prevent the mud or silt carried by seawater from clogging the insertion hole 201.

[0044] It should be noted that the grouting material must be mixed according to the design ratio, and the raw materials must be sufficient and must not be added again.

[0045] During the grouting process, the grouting pressure and flow rate are monitored and adjusted in real time, and dynamically adjusted according to the monitoring data, so that the grout penetrates into the pores of the insertion hole 201 and fully fills the insertion hole 201.

[0046] It should be noted that grouting should be done continuously to fill the insertion hole 201 in one go, to prevent secondary grouting from causing an air intake break.

[0047] Anchor rod 1 should be slowly inserted into insertion hole 201, and anchor rod 1 should be parallel to the central axis of insertion hole 201 when inserted, so that anchor rod 1 can fully contact grout.

[0048] In some embodiments, the anchor rod 1 is paused for 2 minutes every 0.5 meters of insertion to ensure that the threads on the outer periphery of the rod 11 are tightly and seamlessly fitted with the grout.

[0049] After the anchor rod 1 is inserted into the insertion hole 201 and left to stand for a preset time to allow the grout to solidify, a pull-out test is then conducted on the anchor rod 1. Once the pull-out force of the anchor rod 1 meets the design requirements, the floating breakwater 3 is then connected to the anchor rod 1 via rope 4.

[0050] In this application, a crawler crane is used to conduct a pull-out force test on the anchor bolt 1. The crawler crane is placed on the ship, and the hook on the crawler crane is connected to the upper end of the anchor bolt 1 through a rope 4. The crawler crane applies a set tension to the anchor bolt 1 through the rope 4 and holds it for a set time to determine whether the pull-out force of the anchor bolt 1 meets the design requirements. If the pull-out force of the anchor bolt 1 meets the design requirements, the connection between the rope 4 and the anchor bolt 1 is released, and then the anchor bolt 1 is connected to the floating breakwater 3. If the pull-out force of the anchor bolt 1 does not meet the design requirements, a new insertion hole 201 is re-drilled around the current drilling position.

[0051] It should be noted that the vessel carrying the crawler crane can be a deck barge or other types of vessel.

[0052] In some embodiments, the pull-out force test of anchor bolt 1 adopts graded loading, and the load grades shall not be less than 8. The maximum load of the test shall not be less than twice the design load of anchor bolt 1, i.e., 360 kN.

[0053] After each load level is applied, the displacement should be measured immediately. Subsequent measurements should be taken every 5 minutes. If four consecutive measurements show that the anchor rod pull-out value is less than 0.01 mm, the displacement under that load level is considered to have reached a stable state, and the next level of pull-out load can be applied.

[0054] After each loading stage is completed, the load is kept stable for 3 minutes. During this period, the tension value is accurately recorded through the crawler crane tension display system. At the same time, underwater camera equipment is used to observe the changes in the soil around anchor bolt 1, the stress on the connection parts, etc., and to record whether there are cracks, water seepage, loose connections, etc. The relevant data and observations of each pressure stabilization stage are recorded in detail.

[0055] Repeat the steps of graded loading, voltage stabilization, observation and recording until the tensile force reaches 360KN.

[0056] When the tension reaches 360KN, the crawler crane operator immediately stops the lifting operation and maintains the current tension stable for 5 minutes. During this period, the tension value changes are continuously recorded through the tension display system. At the same time, the underwater camera is used to carefully observe the anchor bolt 1 and its surroundings, paying close attention to any signs of impending damage or abnormal deformation. The tension value, time, and all phenomena captured underwater are recorded in detail at the final state.

[0057] After completing the above data recording and observation, the crawler crane operator slowly lowered the hook and gradually and smoothly unloaded the tension in the reverse order of loading until the tension dropped to zero. During this process, the operator closely monitored the equipment operation and changes in the underwater status to ensure the entire unloading process was safe and smooth.

[0058] It should be noted that before the crawler crane applies an initial preload to the anchor bolt 1 via rope 4, an initial preload must first be applied to the anchor bolt 1 via rope 4, and the state of the anchor bolt 1 and insertion hole 201 must be observed using underwater camera equipment. Based on the observation results, it can be determined whether the grout has completely solidified. After the grout has completely solidified, a preset tension is then applied to the anchor bolt 1, and a pull-out force test is performed on the anchor bolt 1.

[0059] In some embodiments, the initial preload is set to 20-30 kN.

[0060] Since the insertion hole 201 is underwater, it is difficult to determine whether the grout has completely solidified by visual inspection alone. An initial preload is applied to the anchor rod 1, and the state of the anchor rod 1 and the insertion hole 201 are observed to determine whether the grout has completely solidified. If the state of the anchor rod 1 and the insertion hole 201 remains unchanged, it can be determined that the grout has solidified; if the anchor rod 1 is tilted within the insertion hole 201 or the grout within the insertion hole 201 is loose, it can be determined that the grout has not solidified. Judging whether the grout has completely solidified based on observation results is common knowledge in this field and will not be elaborated further.

[0061] It should be noted that during the pull-out force test of anchor rod 1, the pull-out force test of anchor rod 1 will be terminated and the pull-out force of anchor rod 1 will be determined to be non-compliant with design requirements if any of the following conditions occur: (1) The pull-up value of anchor bolt 1 continued to increase and no signs of stabilization appeared within the preset time period; (2) It is impossible to increase the tension on anchor bolt 1, or to continuously apply the increased tension to anchor bolt 1; (3) Anchor rod 1 is broken or anchor rod 1 is pulled out as a whole.

[0062] If the pull-out value of anchor rod 1 continues to increase and no signs of stabilization appear within the preset time period, it indicates that the grouting material has not been completely cured; if the tension on anchor rod 1 cannot be increased, or the increased tension cannot be continuously applied to anchor rod 1, it indicates that the pull-out resistance of anchor rod 1 is less than the tension on anchor rod 1.

[0063] It should also be noted that the previous pull-out load that meets the above termination conditions is the ultimate pull-out resistance of the anchor rod 1.

[0064] Dividing the ultimate bearing capacity of anchor rod 1 by the safety factor 2 gives the characteristic value of the pull-out bearing capacity of anchor rod 1.

[0065] After the pre-tension check was completed without any issues, the graded loading and pulling operation began. The tension was gradually increased by 50 kN increments, with the loading speed controlled at 10 kN per minute to ensure a smooth and uniform loading process and to avoid impacting anchor bolt 1 and the surrounding structure due to excessively rapid loading.

[0066] In addition, it should be noted that the pull-out value of anchor bolt 1 is the distance that anchor bolt 1 is pulled out under the pulling force of crawler crane.

[0067] The insertion hole 201 is vertically set on the seabed rock 2. Even if the seabed rock 2 is a slope or a pitted interface, the insertion hole 201 is still set vertically to facilitate drilling the insertion hole 201. The insertion hole 201 is set one-to-one with the anchor rod 1, and one anchor rod 1 is inserted into each insertion hole 201.

[0068] like Figure 2 As shown, the floating breakwater 3 is connected to multiple anchor bolts 1, which are arranged around the floating breakwater 3. Each anchor bolt 1 is connected to the floating breakwater 3 by its corresponding rope 4, so as to evenly distribute the wave thrust on the floating breakwater 3 to each anchor bolt 1, avoiding damage to a single anchor bolt 1 due to excessive force, and improving the load-bearing capacity and safety of the overall connection structure. Multiple anchor bolts 1 can restrict the displacement of the floating breakwater 3 from multiple directions, so that the floating breakwater 3 can always maintain a balanced state under the action of complex water flow and waves, further enhancing the stability of the floating breakwater 3. Arranging multiple anchor bolts 1 around the floating breakwater 3 makes the tensile force of each anchor bolt 1 on the floating breakwater 3 more evenly distributed, avoiding deformation of the floating breakwater 3 due to excessive local force caused by the concentrated arrangement of anchor bolts 1.

[0069] The following section details the anchoring methods for floating breakwaters, which include the following steps: The seabed silt in the area where the floating breakwater 3 is to be constructed will be cleared, exposing the seabed rocks 2 in the seawater. The tugboat tows the deck barge to the sea area to be constructed, uses GPS to locate the deck barge, and anchors the deck barge in the seawater; then uses GPS to locate the preset position of the insertion hole 201, moves the drilling rig to the corresponding position of the preset position of the insertion hole 201, and begins the drilling operation of the insertion hole 201. 30 minutes before the depth of the insertion hole 201 reaches the preset depth, underwater epoxy mortar grout is prepared; after the depth of the insertion hole 201 reaches the preset depth, a grouting pipe is inserted into the insertion hole 201, and underwater epoxy mortar grout is injected into the insertion hole 201 through the grouting pipe. After the grouting material is injected, the grouting pipe is slowly pulled upwards, and then the anchor rod 1 is slowly inserted into the insertion hole 201. During the insertion of the anchor rod 1, the anchor rod 1 is rotated synchronously so that the threads on the outer circumference of the anchor rod 1 are tightly fitted with the grouting material in the insertion hole 201. After a period of settling, a deck barge transports a crawler crane to the construction position of anchor bolt 1. The hook on the crawler crane is connected to the upper end of anchor bolt 1 via rope 4, allowing the crawler crane to apply an initial pre-tension force to anchor bolt 1 via rope 4. The state of anchor bolt 1 within insertion hole 201 is observed using underwater camera equipment. Based on the observation results, it is determined whether the underwater epoxy mortar grout has completely cured. After the underwater epoxy mortar grout has completely cured, the crawler crane applies a set tension force to anchor bolt 1 via rope 4 and maintains it for a set time to conduct a pull-out test on anchor bolt 1, determining whether the pull-out resistance of anchor bolt 1 meets the design requirements. If the pull-out resistance of anchor bolt 1 does not meet the design requirements, a new insertion hole 201 is drilled around the current drilling position, and the above operation is repeated. If the pull-out resistance of anchor bolt 1 meets the design requirements, the connection between rope 4 and anchor bolt 1 is released. The floating breakwater 3 is transported to the construction location, one end of the rope 4 is connected to the floating breakwater 3, and the other end of the rope 4 is connected to the connection hole 101 set at the top of the anchor rod 1 to complete the fixation of the floating breakwater in the seawater.

[0070] It should be noted that since the floating breakwater 3 floats in the water, its fixation in the water is different from its fixation on land. The water is not static; it is in motion. The floating breakwater 3 will move due to the action of waves and currents. This is common knowledge in the field and will not be elaborated further.

[0071] The anchoring method for the floating breakwater provided in this application involves setting the anchor rod 1 vertically with threads on the outer periphery of the rod 11. The threaded structure can form a strong engagement with the insertion hole 201, increasing the connection strength between the rod 11 and the seabed rock 2, and preventing the anchor rod 1 from shifting under the horizontal thrust of the waves. The connecting hole 101 on the connector 12 is connected to the rope 4 to effectively transmit the tension of the floating breakwater 3 to the interior of the seabed rock 2. This replaces the existing method of anchoring the anchor block by relying on the surface friction of the seabed rock 2. This method not only enables reliable fixing of the floating breakwater 3 in the waters with smooth seabed rock 2, but also minimizes the impact of seabed topography on the fixing effect of the floating breakwater 3. Whether the seabed rock 2 is sloping or pitted, it can provide a good fixing effect for the floating breakwater 3.

[0072] Although embodiments of this application have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting this application. Those skilled in the art can make changes, modifications, substitutions and variations to the above embodiments within the scope of this application.

Claims

1. A method for anchoring a floating breakwater, characterized in that, Includes the following steps: The seabed silt in the area where the floating breakwater is to be constructed will be cleared, exposing the seabed rocks in the seawater. An insertion hole is drilled in the exposed seabed rock. When the depth of the insertion hole reaches a preset depth, a grouting pipe is inserted into the insertion hole, and grouting material is injected into the insertion hole through the grouting pipe. After the grouting material is injected, the grouting pipe is pulled upwards, and then the anchor rod is inserted into the insertion hole. During the insertion of the anchor rod, the anchor rod is rotated synchronously so that the threads on the outer circumference of the anchor rod are tightly fitted with the grouting material in the insertion hole. The floating breakwater is transported to the construction location, one end of a rope is connected to the floating breakwater, and the other end of the rope is connected to the connection hole at the top of the anchor bolt to complete the fixation of the floating breakwater in the seawater.

2. The anchoring method for a floating breakwater according to claim 1, characterized in that, The anchor rod is provided with spacers, and multiple spacers are arranged circumferentially along the rod portion of the anchor rod. When the anchor rod is inserted into the insertion hole, the spacers contact the inner wall of the insertion hole so that the rod portion is centered in the insertion hole.

3. The anchoring method for a floating breakwater according to claim 1, characterized in that, An operating platform is set up on the side of the deck barge, and a drilling rig is installed on the operating platform. The deck barge is towed to the sea area to be constructed by a tugboat. After the drilling rig is positioned, the drilling operation of the insertion hole is carried out.

4. The anchoring method for a floating breakwater according to claim 3, characterized in that, First, GPS is used to locate the deck barge and anchor it in the seawater; then, GPS is used to locate the preset position of the insertion hole, and the drilling rig is moved to the corresponding position of the preset position of the insertion hole before drilling the insertion hole begins.

5. The anchoring method for a floating breakwater according to claim 1, characterized in that, Before the drilling of the insertion hole is completed, the grouting material is prepared in advance; during the grouting process, the grouting pressure and flow rate are monitored and adjusted in real time, and dynamically adjusted according to the monitoring data, so that the grouting material penetrates into the pores of the insertion hole and fully fills the insertion hole.

6. The anchoring method for a floating breakwater according to claim 1, characterized in that, After the anchor rod is inserted into the insertion hole and left to stand for a preset time, a pull-out test is performed on the anchor rod. When the pull-out force of the anchor rod meets the design requirements, the floating breakwater is then connected to the anchor rod via the rope.

7. The anchoring method for a floating breakwater according to claim 6, characterized in that, The upper end of the anchor bolt is connected to the hook on the crawler crane via a rope, and the crawler crane is placed on the ship; The crawler crane applies a set tension to the anchor rod via the rope and holds it for a set time to conduct a pull-out force test on the anchor rod; If the pull-out force of the anchor rod meets the design requirements, the connection between the rope and the anchor rod is released, and then the anchor rod is connected to the floating breakwater; if the pull-out force of the anchor rod does not meet the design requirements, a new insertion hole is drilled around the current drilling position.

8. The anchoring method for a floating breakwater according to claim 7, characterized in that, Before the crawler crane applies an initial preload to the anchor bolt via the rope, it first applies an initial preload to the anchor bolt via the rope and observes the state of the anchor bolt in the insertion hole using an underwater camera. Based on the observation results, it is determined whether the grouting material has completely solidified.

9. The anchoring method for a floating breakwater according to claim 7, characterized in that, During the pull-out test of the anchor rod, the pull-out test shall be terminated and the anchor rod shall be determined to have a pull-out resistance that does not meet the design requirements if any of the following conditions are met: The pull-out value of the anchor bolt continued to increase and showed no signs of stabilization within a preset time period; It is impossible to increase the tension on the anchor bolt, or to continuously apply the increased tension to the anchor bolt; The anchor rod is broken, or the anchor rod is pulled out entirely.

10. The anchoring method for a floating breakwater according to claim 1, characterized in that, The insertion hole is vertically set on the seabed rock; the insertion hole is set one-to-one with the anchor rod; the floating breakwater is connected with multiple ropes, and the ropes are also set one-to-one with the anchor rods.

Images