300 results about "Riprap" patented technology

The invention discloses an underwater riprap foundation bed tamping method based on a sand compaction pile ship. The method comprises a sand compaction pile ship transformation process and a tamping and leveling process. When the flow of transforming the sand compaction pile ship is carried out, sand outlet guide doors at the lower ends of the three pile sinking sleeves on the sand compaction pile ship are cut off firstly; the lower ends of the three pile sinking sleeves are each connected with a bottom flange; the three tamping plate devices are connected to the bottom flanges of the three pile sinking sleeves in a one-to-one correspondence mode, and each tamping plate device comprises a tamping sinking pipe, a top flange, a tamping sinking bottom plate, an enclosure plate, a middle plate, a plurality of upper-layer stiffening plates and a plurality of lower-layer stiffening plates; when the tamping and leveling process is carried out, underwater riprap operation on the lowest layer of the foundation bed is carried out firstly, and then the transformed sand compaction pile ship is moved to a vibrating tamping position on the underwater riprap surface of the lowest layer of the foundation bed for tamping and leveling; and then the ship is moved to the next ship position for tamping and leveling of the next vibrating tamping position. The construction efficiency in the drop hammer tamping process of the underwater riprap foundation bed can be improved.

The invention relates to the field of seawalls, in particular to a marine ecological restoration seawall based on a sand beach and a construction method thereof. The seawall comprises three defensive lines, the first defensive line serves as a wave dissipation platform by laying an artificial sand beach, and an original wave wall and a riprap protection bottom are transformed to construct a first-stage wave wall; curbs are heightened and transformed into secondary wave walls by the middle road defense line, and a levee top road is laid to serve as a wave dissipation platform; a flower bed is transformed on a rear defense line, a low retaining wall is a three-stage wave wall, a drainage system is arranged, and residents are protected by combining buildings behind the road and flood prevention measures. The three-dimensional defense line can achieve wave dissipation and damp blocking, and the wave overtopping amount is reduced. The method aims at the shoreline with the requirement for the dike crest elevation and insufficient moisture-proof capacity in marine ecological restoration, and is particularly suitable for constructing a mature urban dike. The damp-proof flood-proof seawall aims at keeping the original appearance of the seawall as much as possible, reducing damage to existing roads and environments, improving the damp-proof capacity, promoting organic fusion of the seawall and surrounding characteristics and building the damp-proof flood-proof seawall for marine ecological restoration.

The invention relates to the field of silt silt coast restoration, in particular to a protection system construction method suitable for an erosive silt silt coast, which adopts engineering measures such as a water-permeable offshore submerged embankment and a riprap protection bank on the seaside of a vegetation restoration area to dissipate waves, and adopts the riprap protection bank to prevent a high beach from being further eroded. By reserving the tide passageway, the vegetation restoration area is kept to be communicated with a water system of an open sea, more suitable conditions are provided for vegetation restoration, and the survival rate of plants for vegetation restoration on an erosive beach is increased. The degraded wetland habitat of an erosive beach is recovered, the structural integrity and the functional stability of a coastal zone ecological system are improved, the capability of resisting marine disasters is improved, and the regional ecological safety is guaranteed.

The utility model provides an offshore single pile foundation scour pit protection structure which comprises gravels filled in a scour pit formed by a seabed around a single pile foundation, gaps of the gravels are filled with solidified soil, and the paving height of the gravels and the paving height of the solidified soil are both lower than the surface of the seabed around the scour pit. The gravel and the solidified soil jointly form a hardened whole-block-shaped protection structure, the hardened whole-block protection structure formed by combining the gravel and the solidified soil serves as a protection structure of the scouring pit and is not prone to being washed away by high-speed water flow, and the paving height of the gravel and the paving height of the picture are both lower than the seabed surface around the scouring pit. And secondary scouring can be obviously reduced, and the subsequent maintenance construction time and cost are saved.

The invention discloses a soft soil foundation riprap slope embankment rear heaped load cooperative construction monitoring system, which comprises a heaped load monitoring module used for monitoring the settlement amount and the deformation rate of a heaped load area by adopting a video method settlement displacement observation system; the foundation monitoring module is used for monitoring the hole pressure and displacement of the foundation according to the distributed measuring points; the data processing module is used for quantifying the data mapping relation between the settlement volume and the deformation rate of the loading area and the foundation pore pressure and displacement according to the time sequence, integrating the data according to the data fusion technology and calculating the real-time safety coefficient of the foundation; and the cooperative control execution module is used for triggering a dynamic control strategy according to the safety coefficient and dynamically adjusting the stacking rate and path. The invention further discloses a collaborative construction monitoring method for piling and loading behind the soft soil foundation riprap slope embankment. According to the method, the problem of stability control in pile loading construction behind the riprap embankment of the soft soil foundation is solved, and balance between safety and construction efficiency is achieved.

The invention provides a construction method for a gravel pile of a thick embankment layer, which comprises the following steps of: in a field after backfilling and flattening gravel materials, starting a down-the-hole hammer to lead a whole riprap layer above a hole in a construction area, lifting a drill bit after a steel casing follows up to the bottom of the riprap layer, and backfilling and pulling out a sleeve to complete the hole lead; pile forming construction of the gravel pile is completed through material supplementing; and after the pile machine moves, a cushion layer is laid on the gravel pile, and the compactness effect of the gravel pile is detected through a dynamic penetration method. The down-the-hole hammer and the steel pile casing are combined, so that the interior of the hole is kept stable, the time of repeated drilling of the down-the-hole hammer and auxiliary sinking of the pile casing by a vibratory hammer is saved, the hole forming construction progress is accelerated, and the down-the-hole hammer pile casing follow-up construction method can achieve the efficiency of forming a pile and leading 5-9 holes in one day.

The invention discloses an anti-scouring construction method for an offshore wind power single pile foundation, and belongs to the technical field of offshore wind power engineering. The scour pit is alternately filled with ripraps and solidified soil multiple times according to the preset filling height every time, holes between the ripraps and holes between the ripraps and the target single-pile foundation are filled with the solidified soil, the strength of an anti-scour structure formed between the ripraps and the target single-pile foundation is improved, meanwhile, the binding force between the ripraps is improved, and the scour prevention effect is improved. The requirement for maintaining high structural strength is met, the use amount of the solidified soil is reduced, and the problem that an existing fan single-pile foundation anti-scouring protection structure is prone to failure is solved.

The invention relates to the technical field of trajectory measurement, discloses an underwater riprap particle motion trajectory measurement device and method, and aims to realize high-precision response tracking of stress and motion trajectory of riprap particles around a foundation under dynamic water scouring based on an underwater positioning unit sensing array and a high-frequency sampling particle motion and attitude detection technology. The technical problem that the motion characteristics of a single riprap particle cannot be observed in previous riprap protection research is solved. Through combined measurement of acceleration and angular velocity data collected by the inertial measurement unit and absolute position measured by the radio frequency unit, the three-dimensional motion condition, track and attitude process of a unit space as well as two-dimensional displacement images of a riprap surface and a vertical flow section are accurately reconstructed; and a centimeter-level-precision visual data support and a low-cost research means are provided for foundation scouring and coastal slope protection and riprap protection research, so that the engineering cost is saved.

The invention relates to the technical field of underwater riprap positioning, in particular to a high-precision underwater riprap method and system based on GPS positioning. The method comprises the following steps: acquiring a riprap deposition coordinate instruction; carrying out riprap coordinate acquisition based on a GPS technology and the riprap deposition coordinate instruction to obtain deposition coordinate data; establishing an initial underwater simulation topographic map; transmitting the deposition coordinate data to the initial underwater simulation topographic map for coordinate mapping so as to generate a simulation underwater topographic map; performing water surface impact coordinate analysis of riprap according to the simulated underwater topographic map and the deposition coordinate data to generate water surface impact coordinate data; designing a water surface riprap throwing strategy according to the water surface impact coordinate data; and executing underwater riprap operation according to the water surface riprap putting strategy, and performing iterative updating optimization on the water surface riprap putting strategy. According to the underwater riprapping method, the more accurate and efficient underwater riprapping method is achieved.

The utility model relates to the technical field of riprap fixing equipment, in particular to a riprap fixing device which comprises a riprap frame and a stretching net bag, the stretching net bag is arranged at the bottom of the riprap frame, the riprap frame and the stretching net bag are of a trapezoidal cage-shaped structure, the riprap frame is of a hollow structure, and a riprap opening is formed in the riprap frame. The stretching net bag is used for wrapping the submarine cable, and based on the principle of a riprap protection method, stone blocks are placed around the suspended submarine cable to fill the space, and a proper shape is built to protect the submarine cable; the device is filled with stones, the lower stretching net bag wraps the submarine cable under the action of gravity, and the suspended submarine cable is tightly surrounded by the device and the stones, so that the suspended submarine cable does not move any more, loss is reduced, the phenomenon that the suspended submarine cable is flushed down by water flow is avoided, and the dead weight and the structure of the device can ensure that the device is fixed in ocean current for a long time; and protection can be carried out for a long time, and the cost and the subsequent maintenance cost are saved.

The invention discloses a soft soil foundation embankment heightening and widening structure and a construction method, and belongs to the field of water conservancy projects. In order to solve the problems of uneven settlement, landslide instability and overlarge occupied area easily occurring when the soft soil foundation embankment is heightened and widened, the structure comprises precast concrete piles (top beams and ripraps are arranged on the tops of the piles) densely arranged at the slope toe outside the embankment, an inner side cantilever retaining wall (with drainage holes and a gravel inverted filter), geogrids laid in backfill soil in a layered mode, and CFG piles arranged on the lower portion in a plum blossom shape. The guardrail base and the flower bed are integrally poured with the retaining wall. The construction method comprises the steps of slide-resistant pile construction, earthwork excavation, CFG pile construction, retaining wall pouring, embankment body backfilling and embankment top road construction. Bidirectional control over settlement and horizontal displacement is achieved through cooperation of multiple structures, variable-stiffness leveling can be achieved by adjusting parameters of the CFG piles, and the variable-stiffness leveling structure has the advantages of skid resistance, stability, landscape optimization and land occupation saving and is suitable for soft soil foundation embankment upgrading and reinforcing projects.

The invention discloses a rapid and accurate riprap damming method under a large water depth, relates to the technical field of water conservancy projects and underwater construction, and solves the problems that the construction efficiency can be improved due to the fact that water riprap is often adopted under the large water depth (more than 40 meters) and a complex flow state, but stones are prone to drifting in the sinking process, and the construction efficiency is affected. Therefore, the device cannot be accurately placed at a preset position. On one hand, the stability and construction quality of a dam body structure are affected, and on the other hand, a large amount of stone is wasted. Combined positioning (dynamic positioning system + anchoring), sonar equipment and a holder control sub-module are introduced, the drifting distance is calculated through an intelligent algorithm, the arm length and angle of the floating crane are adjusted in time, and it is ensured that stones are accurately immersed to the preset position. According to the method, the positioning precision and the construction efficiency in the riprap process can be remarkably improved, materials can be saved, and the method is suitable for the fields of water conservancy projects, ocean engineering, channel improvement and the like and has wide application prospects and remarkable economic benefits.

The invention belongs to the technical field of wharf riprap, and particularly relates to a coastal wharf pile sinking and riprap construction method, which comprises the following steps of: fixing a protective positioning cylinder, arranging a holding cylinder structure and filling stones at one time before sinking a precast pile, and separating a pile sinking area among the stones through the protective positioning cylinder, so that the pile sinking positioning of the precast pile is not influenced by the stones; stone can enhance the stability of the protection positioning cylinder in the vertical state, so that the protection positioning cylinder is not prone to skew relative to the horizontal plane. After the precast pile is sunk, the protective positioning barrel becomes a primary fastening structure of the precast pile; performing stone secondary filling to form a secondary fastening structure; the first-stage fastening structure and the second-stage fastening structure are both used for enhancing the connecting stability of the precast pile and the stratum and providing stone anti-collision protection and water flow anti-scour protection for the precast pile. By means of the two stone filling steps and the multi-stage fastening structure, the problem of the construction sequence of coastal wharf pile sinking and riprap is solved, and the stability of the prefabricated pile in the vertical state is improved.

The invention belongs to the technical field of road engineering roadbed treatment, and particularly relates to a riprap silt squeezing depth calculation method based on energy conservation. The calculation method comprises the following steps: S1, assuming a simplified calculation working condition, and respectively calculating gravitational potential energy of block stones and soil blocks by taking the block stones and wedge-shaped soil blocks at the lower part after the block stones enter a soil body as research objects; s2, calculating resistance work and buoyancy work of the block stone in water, side soil shear work of the block stone when the block stone moves in the sludge, and soil pressure and shear work of the soil block; s3, establishing a balance equation of the total potential energy and the total resistance acting; and S4, calculating the riprap silt squeezing depth according to the equation. According to the method, the problem of establishment of the balance equation in the overwater riprap process is solved by utilizing the principle of conservation of energy, the design difficulty of engineers and the extra workload of parameter valuing are effectively reduced on the basis of ensuring the calculation requirement, and the scheme decision-making efficiency is favorably improved.

The invention provides a pipe jacking working well construction method for soft clay geology. The pipe jacking working well construction method comprises the steps that S1, replacement filling and cushion layer construction are conducted in a construction area corresponding to a working well; s2, a formwork is erected for blade foot pouring, S3, excavation is conducted from the middle of the open caisson to the periphery in a layered mode, the open caisson is filled with backfill sand for back pressure after final sinking, and well wall heightening is conducted after backfill; s4, after the backfill sand is cleaned, sinking and heightening are carried out for multiple times until excavation is carried out to a preset elevation; s5, riprapping and leveling the well bottom, and then moving from the well edge to the middle for layered pouring to form a back cover; and S6, after water pumping is completed, reinforcing steel bars are bound, concrete is poured, and a bottom plate is formed. The mode that symmetrical excavation is conducted and soil bodies are reserved along the periphery of a blade foot to form a soil embankment is adopted, the well wall evenly sinks under the action of self weight, and the problems that the well wall inclines and cracks are caused by uneven sinking are avoided.

The utility model relates to a high-pressure jet grouting cutoff wall clay core wall earth rock cofferdam construction structure which comprises the following steps: S1, surveying and lofting by a surveying ship, and determining a block stone throwing and filling area; s2, rubble embankment riprap filling and dynamic elevation re-checking are carried out; s3, filling construction of a clay core wall in a central area; s4, construction of the high-pressure jet grouting expansion diaphragm wall; and S5, anti-seepage construction of the composite geomembrane of the upper slope section is conducted. According to the construction method of the clay core wall earth rock cofferdam of the high-pressure jet grouting cutoff wall, the construction speed is high, the anti-seepage effect is good, and the construction technical defects that in the construction process of an existing deepwater earth rock cofferdam, the riprap precision is low, the high-pressure jet grouting cutoff wall leaks slurry, the anti-seepage effect of an upstream slope is poor and the like are overcome; the construction method has the construction advantages of high stability, high efficiency, high benefits and the like during implementation, and the technical benefits are remarkable.

The invention discloses a cofferdam staging construction method which comprises the following steps: on the basis of the overall design of a cofferdam, adding a first-stage cofferdam design, and transversely dividing a river channel into a main river channel and a non-main river channel according to hydrological survey information; the first-stage cofferdam comprises an upstream cofferdam, a downstream cofferdam and a first-stage cofferdam overflowing riprap protector from a bank slope on one side of a non-main riverway to a main riverway joint part; the second-stage cofferdam is combined from a bank slope on one side of the main river channel to the first-stage cofferdam to form an integral Meanwhile, a first-stage cofferdam flood season flood season scheme is designed; according to the method, cofferdam filling construction is involved in advance before river closure, and cofferdam implementation is completed in two dry periods; construction of the cofferdam anti-seepage wall is involved in advance, the construction period of the cofferdam anti-seepage wall is prolonged, and equipment needed for construction of the cofferdam anti-seepage wall is greatly reduced; the cofferdam is filled by stages, so that the use efficiency of earthwork equipment is improved; the cofferdam is constructed by stages, so that the construction time of the cofferdam is prolonged, and the construction period of the cofferdam is better guaranteed; and through effective protection measures, the first-stage cofferdam flood safety is guaranteed.

The present invention discloses an offshore wind power pile foundation scour disaster management and protection device and construction method, which relates to the field of marine wind power technology; in order to solve the problem of easy loss of riprap in the riprap protection scheme leading to secondary scour, the following technical scheme is proposed: it includes an offshore wind power pile foundation and a scour protection component mounted thereon, there is an erosion pit on the periphery of the offshore wind power pile foundation, a bottom soil filling layer is laid between the erosion pit and the scour protection component, and a foundation protection layer and a reinforcement protection layer are laid on the top of the scour protection component in sequence; the scour protection component is a grid screen structure. The present invention has the advantages of simple structure, convenient construction, low cost, and significant effect, and can be widely used in the field of scour disaster management and protection of offshore wind power pile foundations. The device and method also provide strong technical support and guarantee for the development of the offshore wind power industry.

The seawall slope protection ecological transformation structure comprises an embankment, a reinforcing assembly is arranged on one side of the top of the embankment, a slope protection assembly is arranged on the top of the reinforcing assembly, the slope protection assembly comprises a bottom plate, a protection foot is poured on the outer wall of one side of the top of the bottom plate, a riprap layer is arranged on the outer wall of one side of the top of the bottom plate, and a grating plate is placed on the outer wall of the top of the riprap layer; the riprap layer, the grating plate and the protection feet make contact with one another, and the grating plate comprises a core-spun cement fiber plate. According to the invention, during rising tide of seawater, the sides, with the convex blocks, of the blade plates are impacted, the blade plates rotate in the grooves, then silt carried by rising tide of seawater falls into the riprap layer through the grooves, and during subsequent falling tide, seawater falls to apply force to the other sides of the blade plates, so that the structure formed by the blade plates and the convex blocks is clamped in the grooves; a large amount of silt in the riprap layer is prevented from flowing along with seawater during ebb tide, the water and soil loss speed of the seawall coastal side slope protection is reduced, the number of times of manually supplementing the silt is reduced, and the seawall maintenance cost is greatly reduced.

The invention provides a method and a device for quickly generating a dike reinforcement cross-section diagram based on AutoCAD secondary development. The method comprises the following steps of: generating current terrain lines of dike cross sections in batches; establishing a database of geological information by using the dike geological longitudinal section diagram; establishing a water level information database by using water level information provided by a hydrology major; reading a geological and water level information database according to the stake number of each section and generating geological information and water level in batches; parameterization of five common dike reinforcement measures (an anti-seepage wall, a stirring pile, filling grouting, a relief well and riprap back pressure); batch generation of all reinforcement measures is completed by reading parameterized data of the reinforcement measures of all the sections; reinforcement measures generated through parameterization can be deleted in batches and regenerated to complete modification. The method can be widely applied to embankment reinforcement design of rivers and lakes, the working efficiency of designers is greatly improved, and section drawing is more rapid, programmed and standardized.

The invention discloses a foundation bed leveling method which comprises the following steps: S1, after riprap and tamping of a foundation bed, carrying out sea sweeping analysis to obtain pothole information of an underwater to-be-leveled area, and dividing the to-be-leveled area into mutually overlapped target to-be-leveled areas according to the size of a leveling machine; s2, the leveling machine sinks to a first target to-be-leveled area and is adjusted to the designed elevation; s3, stone is added to a material distribution rod, the material distribution rod is driven to move, a discharge port is controlled according to the pothole condition, after uniform material distribution, a scraper is used for leveling, and movement is repeated till leveling of the target to-be-leveled area is completed; s4, measuring the elevation of the area, and moving the leveling machine to the next target to-be-leveled area after the elevation of the area is qualified; and S5, repeating the steps S2-S4 until all the target to-be-leveled areas are leveled, and no material is distributed in the lap joint area. The device has the advantages of being capable of achieving uniform stone distribution, high in construction efficiency, good in quality and the like.

The invention relates to a construction method of an offshore sludge solidified soil-riprap mixed anti-scouring structure, the anti-scouring protection structure sequentially comprises a riprap layer, a high-fluidity strong-compactness flow state solidified soil layer and a low-fluidity high-strength flow state solidified soil layer from bottom to top, and the anti-scouring protection structure is formed by sequentially filling during construction; the riprap layer is poured into the scouring pit by a certain depth, the high-flowability and high-density flow state solidified soil is formed through self-leveling pouring based on the riprap layer, and the low-flowability and high-strength flow state solidified soil layer is formed through self-leveling pouring based on the high-flowability and high-density flow state solidified soil. According to the invention, the riprap layer is combined with the high-flowability strong-compactness flow-state solidified soil and the low-flowability high-strength flow-state solidified soil which are different in strength and anti-scouring performance, so that the problem of poor protection effect of the riprap protection layer caused by riprap pore scouring is avoided; and the high construction cost caused by full-pouring anti-scouring flow state solidified soil is also reduced.

The invention discloses a shield efficient crossing reservoir stability analysis and safety control construction method. The method comprises the following steps of S1, preparation before construction and geological investigation; s2, riprap silt squeezing and cofferdam construction; s3, backfilling and compacting the back pressure covering soil layer by layer; s4, performing left line shield crossing parameter control and informatization management; s5, pre-reinforcing the left line tunnel before the right line passes through the tunnel for the second time; s6, right line shield crossing dynamic control and emergency plugging are carried out; and S7, post-construction stability monitoring and evaluation are conducted, specifically, a silt layer is replaced and compacted through stone throwing and filling according to the principle of stone throwing and silt squeezing, meanwhile, the thrown and filled stone is rolled through a vibration rolling machine, then the stability and bearing capacity of a foundation are enhanced through back-pressure soil covering, the foundation is fully combined with silt, and a stable stone cushion layer is formed. The technology can effectively reduce the settling volume of the original overburden layer, ensures the stability and safety of the tunnel, avoids pollution and damage to the surrounding environment of the water area, and has better adaptability in the water area environment.

The invention discloses an installation method of an offshore water intake tank culvert, which comprises the following steps: S1, construction preparation: determining a prefabrication site, a transportation route and engineering equipment for installation operation; s2, foundation trench leveling, foundation trench excavation, riprap foundation bed treatment, cushion block foundation bed leveling, cushion block installation and box culvert bottom foundation bed leveling are conducted; s3, box culvert shipment is conducted, specifically, a crane ship is berthed beside a box culvert prefabrication site for anchoring and positioning, and a transportation barge is berthed on one side and hoisted by the crane ship to be placed in the transportation barge; s4, box culverts are installed, two box culverts at a water intake are connected to a water intake head through a seawater pump room, each water intake box culvert is divided into three sections, and the box culverts are installed from the shore side to the sea side during installation; s5, mounting a water taking pipe, a chemical adding pipe and a chemical adding pipe groove box; s6, mold bag concrete, wherein the top face and the two sides of the box culvert connector are covered with a layer of C40 mold bag concrete with the thickness of 600 mm and the width of 2 m according to the design requirement; and S7, block stone backfilling is conducted. The problems that an offshore water taking tank culvert is tedious and complex in installation process and inconvenient to take water are solved.

The invention discloses an offshore wind power single pile foundation based on a cemented riprap body and an offshore wind power device. The offshore wind power single pile foundation comprises a pile foundation, a protective sleeve arranged on the outer side of the pile foundation in a sleeving mode, a turbulent flow assembly installed on the protective sleeve and a protective assembly located on the periphery of the protective sleeve. The impact force of sea waves is gradually weakened through the protection assemblies, the impact force borne by the pile foundation is reduced, pore water in a gravel soil layer is guided to be directionally released in the vertical direction, soil liquefaction is avoided, the situation that the sea waves drive gravel near the pile foundation to impact the pile foundation is avoided, the stability of the pile foundation is further maintained, and the service life of the pile foundation is prolonged. Sea waves buffered by the protection assembly enter the turbulent flow assembly, a spinning disturbance effect can be generated under the action of sea wave fluid, fluid kinetic energy originally impacted on the root of a pile foundation in a concentrated mode is converted into streaming type vortex disturbance, and therefore the bottom flow speed is effectively weakened, local scouring force is reduced, and formation of scouring pits is restrained; and the stability of the pile foundation is further ensured.

The invention belongs to the technical field of gravel ridge detection, and relates to a gravel ridge elevation detection system and method. The system comprises a detection rod, a driver, a pull rope sensor and a measurement and control module, the detection rod is arranged on the side, perpendicular to the length direction of the gravel ridges, of the gravel throwing pipe and is parallel to the gravel throwing pipe. The distance between the center of the detection rod and the center of the gravel throwing pipe is equal to the distance between the center lines of every two adjacent gravel ridges. When the riprap pipe lays and levels the current gravel ridge, the detection rod is located above the previous gravel ridge and is driven by the riprap pipe to move in the length direction of the previous gravel ridge, the driver drives the detection rod to move up and down repeatedly, and the detection rod moves downwards to the bottom end of the detection rod to make contact with the top face of the previous gravel ridge every time. The pull rope sensor transmits displacement data of the detection rod when the detection rod moves downwards each time to the measurement and control module for processing, and elevation values of a plurality of detection points of a previous gravel ridge are obtained. According to the invention, the elevation of the previous gravel ridge can be detected while the current gravel ridge is constructed by the riprap pipe, and the elevation detection precision of the gravel ridge is obviously improved.

The invention relates to the field of sheet pile supporting, in particular to a deep sludge geology retaining wall foundation sheet pile supporting structure which comprises a retaining wall veneer, sheet piles and riprap fixing feet. The retaining wall veneer is newly built by clinging to the old retaining wall foundation close to one side of the river channel, the sheet piles are mounted in the river channel, and the multiple sheet piles and the sheet piles are connected in a mortise and tenon joint mode to form the underground diaphragm wall; the riprap fixing feet are arranged between the newly-built retaining wall veneer and the underground diaphragm wall. The sheet pile is of a V-shaped structure, connecting sections are arranged on the two sides of an opening of the sheet pile, a mortise is formed in the end of the connecting section on one side, and a tenon is arranged at the end of the connecting section on the other side. The mutually-meshed sheet piles are inserted into deep soil to form a supporting structure similar to an underground diaphragm wall, the retaining wall foundation is wrapped from the deep layer, and the problems of embankment collapse and slippage caused by uneven stress of the retaining wall foundation and the like are solved.

The utility model discloses a device and system for detecting compactness of rock-fill concrete, the device comprises an inner pipe and an outer pipe sleeved outside the inner pipe, the length of the inner pipe is greater than that of the outer pipe, the inner pipe can be separated from the outer pipe, and the outer pipe can be connected with the inner pipe. The night vision pinhole camera can be put into a hole formed by pulling out the inner pipe after the inner pipe is inserted into the rock-fill concrete through the outer pipe which is partially exposed and partially inserted into the rock-fill concrete, and the cable is connected with the night vision pinhole camera. According to the utility model, the compactness of the rock-fill concrete can be visually monitored.

The utility model relates to a soft soil foundation treatment combined structure of a riprap and reclamation transition section. The soft soil foundation treatment combined structure comprises a cofferdam area, the right side mud containing area of the cofferdam area is reinforced through vacuum preloading and ultrahigh heaped loading in a combined mode. A right cofferdam external expansion area is arranged between the right side of the cofferdam area and the mud containing area and is reinforced through vibro-replacement gravel piles. A left cofferdam external expansion area is arranged on the left side of the cofferdam area and is reinforced through high-pressure jet grouting piles. A direct filling area is arranged on the left side of the left cofferdam external expansion area and is reinforced through vibro-replacement gravel piles. A channel groove external expansion area is arranged on the left side of the direct filling area, and a variable-pile-length high-pressure jet grouting pile is adopted for reinforcement; a closed channel groove area is arranged on the left side of the channel groove external expansion area. According to the soft soil foundation treatment combined structure of the riprap and reclamation transition section, the rigidity of foundations in adjacent areas is in stable transition, and overall deformation coordination of settlement of the foundations after construction is guaranteed.

The invention provides a dynamic optimization method and system for cemented riprap construction parameters in a wave flow environment, and relates to the technical field of construction parameter determination. The method comprises the following steps: firstly, extracting time sequence information of various environmental parameters in a specified construction area from multiple dimensions, and carrying out space-time alignment processing on the various environmental parameters, secondly, recording the construction parameter information in real time, and establishing an association relationship with the environmental parameter information and construction effect information by taking a construction round as a unit, and finally, carrying out time-space alignment processing on the environmental parameters. And training based on the data to obtain a time sequence prediction model for representing the construction condition, so that the optimal construction parameter information can be predicted through the environment parameters and the expected construction effect information in the future preset time interval. By means of the technical scheme, the cemented riprap construction parameters in the wave flow environment can be accurately predicted.