A precise filling construction method for deep water breakwater

Abstract

The application discloses a precise filling construction method for a deep-water breakwater, which comprises the following steps: S1, surveying the seabed topography and leveling the bed before construction; S2, integrating a GPS positioning device, a multi-beam sounding system, a ship motion sensor and a central data processing center with a built-in three-dimensional design model to establish a real-time monitoring and feedback system; S3, realizing that the ship position error is less than or equal to 0.5 meters by a dynamic positioning or anchoring system; S4, realizing quantitative and fixed-point filling by calculating the gate opening and opening time according to the layered and striped mode and in combination with the water depth and the lack of square quantity; S5, continuously monitoring and marking the overfilling and underfilling areas and dynamically adjusting the construction; and S6, adopting an underwater robot or a diver to fine level when the design elevation is approached. The application reduces the filling plane error to sub-meter level, greatly improves the construction precision, reduces the stone overfilling and secondary transportation, saves the cost, reduces the risk of ship collision and dike instability, simultaneously generates a traceable digital archive and is suitable for deep-water and harsh sea condition construction.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of ocean engineering and port channel construction, and particularly relates to a construction method for precisely filling breakwater core stones in deep water and severe sea conditions. BACKGROUND

[0002] In the field of deep-water breakwater riprap construction, the traditional process has long relied on the cooperative operation mode of positioning ships and stone ships. Its core decision-making logic completely depends on the on-site experience and subjective observation of construction personnel, lacking a standardized and data-based control system. The specific implementation process presents obvious step-by-step disconnection characteristics: First, the measurement personnel use traditional equipment such as single-beam depth sounders to conduct interval and low-density water depth measurement in the construction area. This method can only obtain discrete topographic data and cannot fully reflect the overall underwater topography, forming a rough measurement baseline. Subsequently, the riprap ship determines the approximate construction range based on the baseline and performs riprap operations by manually controlling the stone delivery gate. During the riprap process, there is no real-time topographic feedback or quantitative riprap control, and the riprap rhythm is completely dependent on the experience of the crew in judging water flow and wave height. After the riprap operation is completed, the measurement personnel need to reorganize the riprap area for re-measurement. By comparing the re-measurement data with the design requirements, if there are local areas with insufficient riprap (under-rip) or exceeding the design elevation (over-rip), the riprap ship is dispatched to return to the area for supplementary riprap or manual trimming, forming a measurement-construction-re-measurement-correction cycle. This traditional construction method has four inherent defects due to limitations in the technical system and operation logic. In complex environments with deep water, high waves, and strong currents, these defects are further amplified, severely restricting construction quality and efficiency: First, the precision control capability is poor, and the dike body shaping quality is difficult to guarantee. The precision defect of the traditional method runs through the entire construction process: First, the roughness of the measurement link leads to deviations in the construction reference. The point measurement mode of the single-beam depth sounder cannot capture the subtle undulations of the underwater topography, easily missing local abnormal topography such as pits and protrusions, making the riprap operation lack accurate basis from the source. Second, the stone throwing process is completely out of control. In deep water environments, water flow speed can reach 1.5-3 m / s, and wave periods are as short as 3-5 seconds. After the stone enters the water from the delivery port, it is affected by the combined action of water flow transverse thrust, wave vertical disturbance, and its own gravity. The actual landing point may deviate from the theoretical throwing point by 5-10 meters, far exceeding the ±0.5-meter error range allowed by the design. Third, the shaping quality deviation is significant. Due to the loss of control of the landing point, the dike body of the breakwater may have locally steep or slow slopes, with a maximum deviation of 2-3 meters between the dike body contour line and the design section. This not only affects the overall stress structure of the breakwater but also may cause the subsequent pavement construction to fail to properly connect.II. Low efficiency, high risk of delay, in traditional construction methods, measurement and construction are disconnected, the process is not smooth, resulting in a lot of wasted time, and the construction efficiency is seriously lowered: on the one hand, the alternation of measurement and construction results in long waiting time, and single measurement operation takes 2-4 hours (including equipment layout, data collection and data processing time), during which the rock throwing ship needs to be anchored outside the construction area, and the daily effective operation time is not more than 6 hours, which is only 50% of the theoretical operation time; on the other hand, the repetition of supplementary throwing and trimming further prolongs the construction period, according to engineering statistics, the supplementary throwing rate of traditional method is generally as high as 20%-30%, that is, every 100m. 3 throwing, 20-30m 3 of rock need to be supplemented, and the supplementary throwing area is scattered, so the rock throwing ship needs to be frequently adjusted, the auxiliary time of single supplementary throwing (position adjustment, equipment re-calibration) can reach 1-2 hours, resulting in the construction period of unit dike length being prolonged to 1.5-2 times of the traditional construction period, for the deep water breakwater project with a length of more than 1000 meters, the delay of construction period is often 1-2 months. III. Serious material waste and large increase of engineering cost: precision defects directly lead to significant material waste and cost loss: first, the over-throw phenomenon is common, due to the lack of quantitative control means, construction personnel often deliberately increase the throwing amount to avoid under-throw, resulting in over-throw rate of 15%-25%, taking 10-100kg block stone as an example, the comprehensive cost of procurement, transportation and handling of each cubic meter of stone is about 80-120 yuan, if the total throwing amount of an engineering is 100,000m 3 , only the over-throw part will cause 1.2-3 million yuan of stone cost waste; second, the cost of secondary transportation is high, the supplementary throwing operation of under-throw area needs to reorganize the transportation of stone, the single transportation cost from the yard to the construction area is about 20-35 yuan / m 3 , according to 30% supplementary throwing rate, 100,000m 3The daily lease fee of the stone ship and the positioning ship is about 20-30 thousand yuan and 0.8-1.2 thousand yuan respectively, and the extension of the construction period caused by the supplementary and throwing operation will additionally increase the ship and machine lease fee by 50-100 million yuan, and the comprehensive cost loss accounts for 8%-12% of the total construction cost of the project. Four, the safety risk is prominent, and the construction and structural safety are difficult to balance Under the deep water and rapid flow environment, the safety hidden danger of the traditional construction method mainly reflects two aspects: one is that the safety risk of ship positioning is high, the traditional method relies on the anchoring system to realize the positioning of the stone throwing ship, and in the deep water area with a water flow speed of more than 2 m / s, the stress of the anchor chain can reach 1.5-2 times of the design value, and accidents such as anchor chain fracture and anchor walking are prone to occur, which causes the stone throwing ship to deviate from the construction area, and even collide with the positioning ship and other construction ships, causing equipment damage and personnel injury; the second is that the structural safety hidden danger of the dike body is large, due to the inaccuracy of underwater topographic survey, if there is an undiscovered pit or soft interlayer in the construction area, the traditional throwing method cannot adjust the throwing amount, which is easy to cause the local settlement of the dike body to exceed the design allowable value (more than 10 cm), and cause the dike body to crack and lose stability, and a large amount of funds need to be invested for reinforcement treatment, and the reinforcement effect is difficult to guarantee.

[0003] Based on the above-mentioned significant defects of the traditional method, the throwing and filling construction of the deep water breakwater urgently needs an intelligent technology system integrating real-time measurement, accurate control and quantitative throwing, which realizes the real-time dynamic control of the positioning of the stone throwing ship, the throwing amount of the stone and the throwing rhythm through the construction of a closed-loop control system of measurement-decision-execution-feedback, and fundamentally solves the problems of poor accuracy, low efficiency, serious waste and high risk of the traditional method. SUMMARY

[0004] The present application aims to overcome the shortcomings of the prior art and provide a precise throwing and filling construction method for deep water breakwater, which is high in precision, high in efficiency, saves materials and safe and reliable.

[0005] In order to achieve the above-mentioned purpose, the present application provides a precise throwing and filling construction method for deep water breakwater, which comprises the following steps:

[0006] S1, preparation before construction and treatment of base bed: the seabed topography of the construction area is surveyed, and the foundation of the breakwater is leveled;

[0007] S2, establishment of dynamic positioning and monitoring system: integrating GPS positioning equipment, multi-beam sounding system, ship motion sensor and central data processing center, a real-time monitoring and feedback system is constructed;

[0008] S3, accurate positioning and dynamic positioning of the stone throwing ship: the stone throwing ship sails to the specified throwing starting point according to the instruction of the dynamic positioning and monitoring system in S2, and uses the dynamic positioning system or the anchoring system for dynamic positioning to resist the influence of wind, wave and flow;

[0009] S4, intelligent dumping based on real-time feedback: the central data processing center compares the underwater topographic data collected by the multi-beam sounding system in real time with the design section model, generates dumping instructions, and controls the stone conveying system of the dumping ship to carry out quantitative and fixed-point dumping;

[0010] S5, real-time monitoring and data analysis of the dumping process: during the dumping process, the dumping area is continuously scanned by the multi-beam sounding system, the underwater three-dimensional model is updated in real time, the difference between the dumping volume and the design volume is calculated, and the slope and profile of the dumping body are evaluated;

[0011] S6, underwater fine leveling of the dumping body: when the top surface of the dumping body approaches the design elevation, underwater robots or light tools operated by divers are used to fine level the top and slope.

[0012] Further, in step S2, the multi-beam sounding system is installed on the dumping ship or carried by an independent survey ship.

[0013] Further, in step S2, the central data processing center has a three-dimensional design model of the breakwater built-in, and can real-time fuse GPS position data, ship attitude data and multi-beam depth data to generate a real-time three-dimensional operation graph superimposed with the design model.

[0014] Further, in step S4, the quantitative and fixed-point dumping is specifically: the dumping ship carries out dumping in a layered and striped manner along the axis direction of the breakwater according to the instructions of the central data processing center; for each strip, the system automatically plans the moving path and stationary point of the dumping ship, and at each stationary point, according to the water depth deficiency volume at that point, controls the gate opening degree and duration of the stone conveying system to realize quantitative dumping; the gate opening duration is determined by the water depth deficiency volume, the theoretical conveying volume of the conveying system, the conveying efficiency coefficient and the stone accumulation density correction coefficient, and the formula is as follows: ; The water depth deficiency volume is calculated by comparing the real-time underwater topographic data collected by the multi-beam sounding system with the design section model, i.e. the theoretical volume of stone to be filled at the stationary point, with the unit of m 3 ; The theoretical conveying volume of the stone conveying system is determined by the design parameters of the stone conveying system (such as the conveying belt), which needs to be calibrated in advance through empty and full load test, and the deviation between the calibration value and the design value should be ≤5%, with the unit of m 3 / min; The gate opening duration is min; The gate opening degree coefficient is a dimensionless coefficient, with a value range of 0-1, 0 represents full gate closing, and 1 represents full gate opening, which has a linear correspondence with the actual gate opening (such as percentage); The actual stone accumulation density is Kg / m3 ; is the designed bulk density of the stone, unit: Kg / m 3 ; is the efficiency coefficient of the conveying system; ; is the maximum designed amount of missing square of a single station, unit: m 3 . is the bulk density correction term, which is used to eliminate the influence of the difference between the actual bulk density of the stone and the designed value on the conveying amount, and ensure that the actual throwing volume matches the missing square amount. Through quantitative throwing calculated by the formula, the throwing amount of each station can be accurately controlled, and combined with the real-time monitoring in step S5, the elevation error of the throwing body is controlled within ±20 cm, avoiding the problems of too steep / too slow embankment slope, large deviation of contour from design, and ensuring the accurate formation of the breakwater section, laying a foundation for the subsequent armor construction.

[0015] Further, in the layering and striping, the single-layer throwing thickness is controlled within 1.5-3.0 meters, and the single-strip width is 1.0-1.5 times the ship width. In deep water environment, the interference of water flow and waves on the stationing of the stone throwing ship and the stone falling point is stronger. Layering and striping along the axis of the breakwater decomposes the large-area and large-volume throwing operation into small units of layers, strips, and stations, so that the central data processing center can focus on the topographic data and throwing instruction generation of a single small unit, avoiding the positioning deviation and data processing delay problems caused by too large operation range, and adapting to the precise control needs of deep water environment. The strip width is set to 1.0-1.5 times the ship width, which can ensure that a single stationing of the stone throwing ship can cover the single-strip operation area without frequent adjustment of the lateral position; the layer thickness is controlled within 1.5-3.0 meters, which not only meets the operation efficiency of the single loading amount of the stone cabin of the stone throwing ship, but also avoids the problems of uneven stone accumulation and large post-settlement caused by too thick single-layer throwing, realizing the capacity matching of the ship and the operation unit.

[0016] Further, in step S5, the specific process of real-time monitoring and data analysis includes: the system sets a throwing allowed error range, when the real-time monitoring data shows that the throwing elevation of a certain area exceeds the upper limit of the positive error of the designed elevation, the system automatically marks it as an over-throwing area and instructs the stone throwing ship to skip this area; when the elevation of a certain area is lower than the lower limit of the negative error of the designed elevation, the system marks it as an under-throwing area and instructs the stone throwing ship to perform supplementary throwing in this area.

[0017] Further, in step S6, the underwater robot is equipped with a multi-beam probe or a laser scanner, which can measure the surface of the throwing body.

[0018] Further, in step S6, the underwater robot is equipped with a mechanical arm or a water jet device for pushing or cleaning individual oversized stones, realizing automatic fine leveling.

[0019] Further, the flattening treatment of the breakwater foundation in step S1 includes dredging treatment and laying a cushion.

[0020] Further, in step S3, the ship position error of the riprap ship is controlled within 0.5 meters when dynamically positioning by a dynamic positioning system or an anchoring system.

[0021] Advantages of the present application:

[0022] (1) The accuracy is significantly improved, and the dike body forming quality is ensured. Through the dynamic positioning system, the layered and strip riprap strategy, and the quantitative riprap formula control, the stone block landing point drift is reduced from 5-10 meters in the traditional method to sub-meter level, and the plane position error is optimized from several meters to sub-meter level. Relying on the real-time feedback of the multi-beam sounding system and the quantitative riprap calculation, the riprap body elevation error can be stably controlled within a certain range, avoiding the problems of steep or slow dike body slope, large deviation of contour and design section in the traditional construction, and ensuring the accurate forming of the breakwater section, thereby providing a stable foundation for the subsequent facing construction.

[0023] (2) The synchronization of measurement and construction is realized, the waiting time caused by the alternation of measurement and construction in the traditional method is avoided, the quantitative riprap is combined with real-time monitoring to reduce the riprap rate and avoid frequent adjustment of the riprap ship position; at the same time, the layered and strip standardized operation optimizes the ship movement path, improves the riprap amount of a single shift of the riprap ship, and shortens the construction period per unit dike length.

[0024] (3) Traceable data files are generated during the whole construction process, including parameters such as the position of each position, the 、 , t, and the riprap elevation, which provide quantitative basis for construction quality acceptance; at the same time, the data can be directly connected to the subsequent operation and maintenance system, providing complete data support for long-term settlement monitoring and structure maintenance of the breakwater, and promoting the change from experience-driven to data-driven construction. DETAILED DESCRIPTION

[0025] The technical solutions in the embodiments will be clearly and completely described below in conjunction with the embodiments. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the scope of the present application.

[0026] It should be noted that all directional indications (such as up, down, left, right, front, back, etc.) in the embodiments are only used to explain the relative positional relationship, movement condition, etc. between components in a certain posture, and if the certain posture changes, the directional indications also change accordingly.

[0027] In addition, the descriptions such as "first", "second" and the like in the present application are only for the purpose of description and cannot be understood as indicating or implying relative importance or implicitly indicating the number of the indicated technical features. Therefore, the features defined as "first", "second" can be explicitly or implicitly included at least one of the features. In the description of the present application, the meaning of "a plurality of" is at least two, for example, two, three, etc., unless otherwise explicitly specified and limited.

[0028] In the present application, unless otherwise explicitly specified and limited, the terms "connection", "fixing" and the like should be understood broadly, for example, "fixing" can be fixed connection, or detachable connection, or integral; can be mechanical connection, or electrical connection; can be directly connected, or indirectly connected through intermediate medium, can be the internal communication of two elements or the interaction relationship between two elements, unless otherwise explicitly limited. For those skilled in the art, the specific meaning of the above terms in the present application can be understood according to the specific circumstances.

[0029] In addition, the technical solutions of various embodiments of the present application can be combined with each other, but it must be based on the fact that a person skilled in the art can realize it, when the combination of technical solutions appears contradictory or cannot be realized, it should be considered that the combination of technical solutions does not exist, nor within the scope of protection required by the present application. It should be understood that the specific embodiments described herein are only used to explain the present application and not to limit the present application.

[0030] The precise filling construction method for deep water breakwater described in the embodiment is the core of breaking through the traditional experience-driven construction logic, building a closed-loop intelligent construction system integrating modern sensing technology, positioning technology and real-time data processing technology, through multi-device collaborative data collection, central data processing center dynamic decision-making, and precise response of the execution mechanism, realizing the transformation of breakwater filling from extensive operation to digital precise control in deep water environment, and the specific construction steps are as follows:

[0031] S1, construction preparation and base treatment: build precise construction datum

[0032] The construction preparation takes the establishment of the construction datum as the core target, and is carried out in two steps:

[0033] Full-dimensional seabed topographic survey: Using a professional surveying ship equipped with a multi-beam sounding system, the construction area of the breakwater, including the axis of the breakwater body and the range of 50 meters on both sides, is scanned with full coverage and high density. The scanning resolution is not less than 0.5m x 0.5m, and the sounding accuracy is controlled within ±5cm + 0.1% of the water depth, ensuring the complete capture of micro-topographic features such as seabed pits (depth ≥ 0.3m), protrusions (height ≥ 0.3m), and soft interlayers. Meanwhile, by combining RTK-GPS positioning, the terrain data is accurately matched with the engineering coordinate system to generate a three-dimensional terrain report containing original elevation, slope, and landform type, providing basic data support for subsequent dumping scheme design.

[0034] Breakwater foundation fine leveling treatment: According to the three-dimensional terrain report, a targeted foundation treatment plan is developed: for pit and silt areas, a grab ship or a cutter suction ship is used for dredging operations, with a dredging depth of 0.3-0.5 meters above the pit bottom to ensure the removal of all soft soil layers; for protruding areas, a hydraulic breaking hammer is used to break the over-diameter reefs, and then a scraper plate is used to level to the designed foundation elevation; after foundation leveling, a 50-80cm thick graded sand and gravel cushion (sand and gravel particle size 5-30mm, continuous grading) is laid, with a layer thickness of 20cm and a compaction degree ≥95% through layer paving combined with vibration rolling technology; finally, through multi-beam sounding system re-measurement, the foundation surface flatness error is ensured to fall within ±15cm, and the slope meets the design requirements, usually 1:1.5-1:2.0, forming a stable and flat construction foundation.

[0035] S2, Establish a dynamic positioning and monitoring system: build a data closed-loop core system

[0036] This system is the control center for precise dumping, which integrates multiple devices and data fusion to realize real-time sensing of the construction environment and device status, with specific configurations and functions as follows:

[0037] Device integration and deployment:

[0038] GPS positioning device: Two dual-frequency RTK-GPS receivers are installed on the bow and stern of the dumping ship, with a plane positioning accuracy of ±2cm and a height accuracy of ±3cm, which can output real-time three-dimensional coordinates and heading data of the dumping ship to ensure accurate and controllable positioning.

[0039] Multi-beam sounding system: According to the construction scale, the sounding transducer can be installed on the bottom of the dumping ship to avoid the interference area of the ship's propeller for small and medium-sized projects, or an independent surveying ship can be configured to realize parallel operation of construction and measurement for large-scale projects; the system's sounding range covers 0.5-100 meters, with a single ping measuring point number ≥500, which can collect real-time underwater topographic data of the dumping area and capture the changes in stone accumulation patterns.

[0040] Ship motion sensor (MRU): installed at the center of gravity of the dumping ship, with a measurement accuracy of ±0.1° for roll / yaw and ±5 cm for heave, real-time collection of attitude change data caused by wind and wave, used to correct multi-beam sounding data and GPS positioning data, and eliminate the interference of ship sway on measurement accuracy.

[0041] Central data processing center: industrial-grade computer with operating speed ≥ 2.8 GHz and memory ≥ 16 GB, equipped with special control software, built-in breakwater BIM three-dimensional design model, including embankment section size, design elevation, stone parameters, etc.; the software has real-time data fusion function, which can integrate GPS position data, MRU attitude data and multi-beam depth data within 1 second, generate real-time three-dimensional operation map superimposed with design model, and mark the to-be-dumped area, dumped area, over-dumped area and under-dumped area with different colors in the three-dimensional operation map, and intuitively present the construction progress and deviation.

[0042] System calibration and debugging: after the system is deployed, it needs to be calibrated on site, the GPS accuracy is verified through static positioning test, the multi-beam sounding error is tested through known water depth area (such as the front of the wharf), and the stability of MRU output data is tested through ship simulation positioning test; after calibration, the overall positioning and measurement error of the system is ensured to be within ±10 cm, the data update frequency is ≥1 time / 30 seconds, which meets the real-time monitoring requirements.

[0043] S3, accurate positioning and dynamic positioning of the dumping ship: lock the precise construction position

[0044] The positioning accuracy of the dumping ship directly affects the accuracy of the stone drop point, and the appropriate positioning method needs to be selected according to the environmental conditions, and the specific process is as follows:

[0045] Preparation before positioning: the central data processing center determines the starting coordinates and positioning range of the current dumping strip in the three-dimensional operation map according to the construction progress plan, generates the navigation path of the dumping ship, including turning points and deceleration points, and transmits the path data to the navigation system of the dumping ship.

[0046] Precise navigation positioning: the dumping ship navigates to the specified dumping starting point at a speed of ≤5 knots according to the navigation system; when approaching the starting point, switch to low-speed mode (≤1 knot) at a distance of 100 meters, and use RTK-GPS to feedback the position deviation in real time, and the crew adjusts the ship position by coordinating the main and side thrust of the ship, until the deviation between the coordinates of the bow and stern and the design starting point is ≤0.3 meters.

[0047] Dynamic station control: According to the water depth and flow conditions, the station mode is selected. When the water depth is less than or equal to 15 meters and the flow velocity is less than or equal to 1.5 m / s, the anchoring system is used, equipped with 4-6 hydraulic anchor machines, the diameter of the anchor chain is greater than or equal to 32 mm, and the stable anchoring system is formed by throwing the first anchor, the tail anchor and the side anchor to resist the influence of water flow and wind. When the water depth is greater than 15 meters and the flow velocity is greater than 1.5 m / s, the ship dynamic positioning system is started. The system compares the GPS position data with the target station coordinates in real time, automatically controls the output torque of the main thrust (power greater than or equal to 1000 kW) and the side thrust (power greater than or equal to 500 kW), adjusts the ship attitude, and stabilizes the ship position error within 0.5 meters, ensuring that the ship position does not deviate from the design range during the filling process.

[0048] S4, intelligent throwing and filling based on real-time feedback

[0049] This step is the core execution link of accurate construction. Through stratified and striped formulaic quantitative strategy, the throwing and filling operation is decomposed into standardized units to ensure that the throwing and filling amount and position of each station are accurately matched with the design requirements.

[0050] Stratified and striped scheme design: stratified division: stratified throwing and filling along the height direction of the breakwater (perpendicular to the axis), the single layer throwing and filling thickness is determined according to the stone particle size and the base bearing capacity. When the stone particle size is 10-50 kg, the single layer thickness is 1.5-2.0 meters; when the particle size is 50-100 kg, the single layer thickness is 2.0-3.0 meters, to avoid uneven stone accumulation and excessive settlement due to single layer thickness.

[0051] Striped division: each layer is divided into several strips along the axis direction of the breakwater, the single strip width is 1.0-1.5 times the ship width (e.g. 16 meters for the ship width, 16-24 meters for the strip width), to ensure that the throwing and filling ship can cover the whole strip during single station, reducing the number of transverse movements; special topography such as sink and protrusion should be avoided during strip division, and special areas should be separately divided into sub-strips for targeted adjustment of throwing and filling parameters.

[0052] Throwing and filling ship moving path planning: the central data processing center automatically plans the moving path of the throwing and filling ship according to the strip size and station spacing, adopts the snake-shaped back-and-forth or one-way propulsion mode, and clearly defines the coordinates, residence time, gate opening degree and other parameters of each station in the path, and transmits the path data to the throwing and filling ship control system in real time.

[0053] Station quantitative throwing and filling execution: missing amount calculation: after the throwing and filling ship arrives at the station, the multi-beam sounding system first scans the area covered by the station once, and the central data processing center compares the scanning data with the design model to calculate the volume of stone needed to fill the area (i.e. water depth missing amount ), the calculation accuracy is within ±5%. Gate parameter calculation: according to the and preset parameters, the gate opening and opening time are determined by empirical formula:

[0054] Gate opening coefficient : according to formula ; calculation is the maximum design volume of a single station, which ensures between 0.2 and 1.0, an opening <0.2 is easy to cause stone blockage, and an opening >1.0 is easy to cause the throwing volume out of control. Gate opening time t: calculated according to formula , is the actual bulk density of the stone, which is measured by field sampling; is the design bulk density, which is taken from the design file; is the theoretical conveying capacity of the stone conveying system, which is calibrated by empty / full load test; η is the conveying efficiency coefficient, which is determined by actual measurement, usually 0.85-0.95. Quantitative throwing: the stone throwing ship control system automatically adjusts the gate opening of the stone conveying system according to the calculation results, and starts the conveyor belt. The gate is opened to the set time and automatically closed, completing the throwing filling at the station. Then the stone throwing ship slowly moves to the next station according to the planned path, and the above process is repeated until the whole belt is filled.

[0055] S5, real-time monitoring and data analysis of the throwing process: dynamic correction of construction deviation

[0056] This step is an error correction mechanism to ensure the accuracy of throwing. Through continuous monitoring and data feedback, it can timely find and correct over-throwing and under-throwing problems, and avoid deviation accumulation:

[0057] Real-time monitoring: during the throwing process, the multi-beam sounding system dynamically scans the filled area at a frequency of 1 time / 1-2 minutes, and the scanning range covers the current station and the adjacent 2 station areas, ensuring no monitoring blind area. At the same time, the ship motion sensor and GPS positioning equipment continuously output data, and the central data processing center real-time corrects the sounding data to eliminate the influence of ship attitude changes on monitoring accuracy.

[0058] Data analysis and deviation judgment: the central data processing center compares the real-time monitoring topographic data with the design model to perform two core analyses:

[0059] Throwing volume deviation analysis: calculate the difference between the actual volume of the filled area and the design volume. If the difference is >+5% (over-throwing) or <-5% (under-throwing), mark it as a deviation area; form deviation analysis: evaluate the slope of the throwing body (deviation from the design slope >5%) and the contour line (deviation from the design contour >30cm), and mark the abnormal form area.

[0060] Dynamic instruction generation: the system generates targeted instructions according to the deviation type: super-throw area processing: for the super-throw area (the elevation is more than 20 cm higher than the design elevation), mark it in red in the three-dimensional operation map, instruct the stone throwing ship to skip this area to avoid continuous over-throw; the subsequent over-throw part is processed through underwater leveling operation. Under-throw area processing: for the under-throw area (the elevation is less than 20 cm lower than the design elevation), mark it in blue, calculate the amount of stone to be supplemented, and plan the supplementary throwing path; after the stone throwing ship completes the current strip throwing and filling, it returns to the under-throw area according to the supplementary throwing path, recalculates the gate parameters and executes the supplementary throwing, and then monitors again until the deviation falls within ±5%. Data recording and archiving: after completing 1 strip throwing and filling, the system automatically generates a monitoring report, including throwing and filling time, residence point coordinates, , actual throwing and filling amount, deviation area distribution and other data, forming a traceable construction archive.

[0061] S6, underwater fine leveling of the throwing and filling body: optimization of embankment shaping quality

[0062] When the top surface of the fill body approaches the design elevation (usually 0.3-0.5 meters away from the design elevation), the fine grading stage is entered to eliminate local over-diameter boulders and depressions, and to ensure that the surface morphology of the embankment meets the design requirements: Grading equipment selection and deployment: Preferably, underwater robots (ROVs) are used for operation: Select ROVs with autonomous positioning function, equipped with multi-beam probes (depth measurement accuracy ±3 cm) or laser scanners (scanning accuracy ±2 mm) to obtain the surface topography of the fill body in real time; At the same time, equipped with hydraulic mechanical claws (maximum gripping force ≥50 kN) or high-pressure water jet devices (pressure ≥20 MPa) for processing over-diameter boulders and depressions. Special area auxiliary operation: For narrow areas (such as the junction of the embankment and the wharf) that ROVs cannot reach, professional divers control light machinery such as underwater push plates and small breaking hammers for manual grading, and divers are equipped with underwater communication equipment and positioning devices to ensure the safety and accuracy of the operation. Fine grading execution process: Surface scanning and problem identification: ROVs scan the top surface and slope of the fill body in a grid-like path to generate a fine three-dimensional design model and identify problems such as over-diameter boulders (particle size > 1.2 times the design maximum particle size), local depressions (depth ≥15 cm), and slope abnormalities (deviation from the design slope >3%). Targeted treatment: Over-diameter boulder treatment: ROVs control mechanical claws to grab over-diameter boulders and move them to nearby low-lying areas (moving distance ≤5 meters), or break them up and level them; Low-lying area treatment: Calculate the amount of stone (usually 50-80 kg of small stones) needed to be added to the low-lying area, and use the stone throwing ship to supplement the fill according to the precise coordinates, and then use the ROV to level it again; Slope correction: For steep areas, remove the surface stones and level them; For gentle areas, add stones and trim them to ensure that the slope deviation falls within ±3%. Final acceptance monitoring: After grading is completed, use multi-beam depth measurement system and ROV to re-measure to ensure that the fill body top surface flatness error falls within ±10 cm, the slope flatness error falls within ±15 cm, and the elevation meets the design requirements (deviation falls within ±5 cm), finally forming a flat and stable breakwater embankment structure, laying a foundation for subsequent facing construction (such as installing twisted king block and fence plate).

[0063] Finally, it should be noted that: the above embodiments are only used to illustrate the technical solutions of the present application and not to limit them, although the present application has been described in detail with reference to the above embodiments, those skilled in the art should understand that the specific embodiments of the present application can be modified or replaced by equivalents without departing from the spirit and scope of the present application, any modification or equivalent replacement thereof should be covered within the protection scope of the claims of the present application.

Claims

1. A precision placement construction method for a deep water breakwater, characterized in that, The method comprises the following steps: S1, construction preparation and foundation treatment: surveying the seabed topography of the construction area and leveling the breakwater foundation; S2, establishing a dynamic positioning and monitoring system: integrating GPS positioning equipment, a multi-beam sounding system, ship motion sensors, and a central data processing center to build a real-time monitoring and feedback system; The central data processing center has a three-dimensional design model of the breakwater built-in, and can real-time fuse GPS position data, ship attitude data, and multi-beam water depth data to generate a real-time three-dimensional operation map superimposed on the three-dimensional design model; S3, precise positioning and dynamic positioning of the stone throwing ship: the stone throwing ship sails to the specified throwing starting point according to the instructions of the dynamic positioning and monitoring system in S2, and uses the dynamic positioning system and anchoring system for dynamic positioning to resist the influence of wind, waves, and currents; S4, intelligent throwing based on real-time feedback: the central data processing center compares the underwater topographic data collected by the multi-beam sounding system in real time with the design section model to generate throwing instructions to control the stone throwing ship's stone conveying system for quantitative and point throwing; S5, real-time monitoring and data analysis of the throwing process: during the throwing process, the multi-beam sounding system continuously scans the throwing area, updates the three-dimensional operation map in real time, calculates the difference between the throwing volume and the design volume, and evaluates the slope and profile of the throwing body; S6, underwater fine leveling of the throwing body: when the top surface of the throwing body approaches the design elevation, underwater robots or light tools operated by divers are used for fine leveling of the top and slope; In step S4, the quantitative and fixed-point throwing specifically refers to: the stone throwing ship throws stones in a layered and striped manner along the breakwater axis direction according to the instruction of the central data processing center; for each strip, the system automatically plans the moving path and the standing position of the stone throwing ship, and at each standing position, the opening degree and the duration of the stone conveying system gate are controlled according to the water depth deficiency amount at the position, so as to realize quantitative throwing; the gate opening duration is determined by the water depth deficiency amount, the conveying system theoretical conveying amount, the conveying efficiency coefficient and the stone accumulation density correction coefficient, and the formula is as follows: ; is the water depth deficiency amount, and the unit is m 3 ; is the stone conveying system theoretical conveying amount, and the unit is m 3 / min; is the gate opening duration, and the unit is min; is the gate opening degree coefficient; is the stone actual accumulation density, and the unit is Kg / m 3 ; is the stone design accumulation density, and the unit is Kg / m 3 ; is the conveying system efficiency coefficient; ; is the single standing position maximum design deficiency amount, and the unit is m 3 .

2. The precision placement construction method for a deep water breakwater according to claim 1, wherein, In step S2, the multi-beam sounding system is installed on the stone throwing ship or carried by an independent surveying ship.

3. The precision placement construction method for a deep water breakwater according to claim 1, wherein, In the layering and striping, the single-layer throwing thickness is controlled within 1.5-3.0 meters, and the single-strip width is 1.0-1.5 times the ship width.

4. The precision placement construction method for a deep water breakwater according to claim 1, wherein, In step S5, the specific process of real-time monitoring and data analysis includes: the system sets the allowed error range for throwing, when the real-time monitoring data shows that the throwing elevation of a certain area exceeds the upper limit of the positive error of the design elevation, the system automatically marks it as an over-throwing area and instructs the stone throwing ship to skip this area; when the elevation of a certain area is lower than the lower limit of the negative error of the design elevation, the system marks it as an under-throwing area and instructs the stone throwing ship to perform supplementary throwing in that area.

5. The precision placement construction method for a deep water breakwater according to claim 1, wherein, In step S6, the underwater robot is equipped with a multi-beam probe or a laser scanner and can measure the surface of the throwing body.

6. The precision placement construction method for a deep water breakwater according to claim 1, wherein, In step S6, the underwater robot is equipped with a mechanical arm or a water jet device for cleaning individual oversized stones to achieve automated fine leveling.

7. The precision placement construction method for a deep water breakwater according to claim 1, wherein, In step S1, the leveling of the breakwater foundation includes dredging and laying a cushion.

8. The precision placement construction method for a deep water breakwater according to claim 1, wherein, In step S3, the ship position error of the stone throwing ship is controlled within 0.5 meters when the dynamic positioning system and anchoring system are used for dynamic positioning.

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