223 results about "Riprap" patented technology

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 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 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 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 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 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.

The invention provides a construction method of an embankment grouting solid foundation plastic concrete seepage-stopping wall at a riprap rescue section. The construction method comprises the following steps: S1, arranging and positioning grouting holes; s2, grouting hole drilling; s3, proportioning the grouting slurry of the flow-state solidified soil; preparation of slurry and preparation of slurry-state solidified soil grouting liquid; s4, grouting fluid solidified soil grouting liquid is poured into the grouting pipe; and S5, the plastic concrete seepage interception wall is constructed. The method solves the problem that when the plastic concrete seepage interception wall is constructed, due to the fact that a flood prevention and emergency rescue riprap system is buried behind a watershed opening of a dike, mud loss is generated due to the fact that many holes exist in the dike polder, and hole collapse of the inner wall of the seepage interception wall is likely to be caused.

This application relates to the field of marine engineering technology and discloses a marine cofferdam anti-scour structure. The structure includes permanent support piles formed by modifying temporary cofferdam steel pipe piles; a riprap protection body constructed around the support piles; and a capping concrete layer poured on top of the riprap protection body. The riprap protection body is a differentiated structure. In scour hotspot areas calculated based on a hydrodynamic model, its upper riprap layer consists of a mixture of large-diameter boulders and a bio-induced matrix. The bio-induced matrix contains a slow-release marine microbial nutrient binder, which can induce biomineralization in the marine environment to cement loose boulders into a biomimetic reef body with self-healing capabilities. The construction method of this invention correspondingly includes hydrological optimization design and the formation of permanent support piles. This invention achieves precise protection against scour risks through the synergistic optimization of structure and construction method, improving the long-term stability and durability of the cofferdam foundation.

The invention relates to a scouring protection device for an offshore wind power foundation pile. The scouring protection device comprises a riprap layer, a first anti-scouring layer and a second anti-scouring layer. The riprap layer is arranged around the offshore wind power foundation pile in a surrounding mode, and the laying radius of the riprap layer is gradually reduced from the top face to the bottom face of the riprap layer. The first anti-scour layer and the second anti-scour layer surround the offshore wind power foundation pile, the second anti-scour layer is arranged on the top face of the riprap layer and comprises second connecting cables and a plurality of second waste tires, and the adjacent second waste tires are connected through the second connecting cables. The first anti-scour layer is arranged on the top surface of the second anti-scour layer, the first anti-scour layer comprises first connecting cables and a plurality of first waste tires, and the adjacent first waste tires are connected through the first connecting cables. The scour protection device for the offshore wind power foundation pile has the advantages of being high in scour prevention performance and vibration absorption capacity.

The application discloses a magnetic type modular underwater leveling guide rail system and method, belongs to the technical field of underwater construction of port engineering, and is specifically applied to bed leveling operation of hydraulic structures such as wharfs and breakwaters. In view of technical problems such as low installation efficiency and insufficient butt joint precision caused by low modularization degree of a traditional guide rail system, the system improves wear resistance by coating a composite layer on the steel pipe body, realizes rapid butt joint at a centimeter level by setting a magnetic attraction connecting device at both ends of a guide rail module, ensures underwater sealing by configuring a waterproof rubber gasket with a ring-shaped protrusion on a contact surface, reduces a friction coefficient by coating a molybdenum disulfide coating on both sides through dovetail-shaped guide rails, and installs an infrared sensor at the end to detect an axis alignment state in real time. The device realizes elevation control by cooperating a total station reflector prism with a height adjusting assembly, is mainly used for underwater bed riprap leveling construction, and can significantly improve underwater operation precision and efficiency and reduce maintenance cost.

The invention relates to the technical field of water conservancy projects, and discloses an accropode and scattered riprap combined foot protection structure and a visual underwater construction method, and the foot protection structure comprises an accropode blocking area, a first scattered riprap area and a second scattered riprap area which are sequentially and transversely laid in the direction from a river channel slope toe to a bank slope. According to the accropode and scattered riprap combined foot protection structure and the visual underwater construction method, the accropode and scattered riprap combined foot protection structure is sequentially composed of an accropode blocking area, a first scattered riprap area, a second scattered riprap area, a slope connecting stone area and a grouted building block stone area, the accropode blocking area can effectively block stone blocks in a designated area, and under the condition that water flow continuously scours the stone blocks, the stone blocks can be effectively blocked by the accropode blocking area; according to the technical scheme, riprap rolling and loss can be achieved, throwing missing or repetition can be avoided according to divided grids, throwing uniformity is improved, the forming quality of a throwing section is guaranteed, the block stone loss rate is reduced, and the slope connecting stone area and the grouted building block stone area can effectively slow down water flow scouring and avoid water and soil loss.

The present application relates to a kind of for full floating gravel base laying surveying equipment calibration method, surveying equipment includes riprap pipe GPS and echo sounder, riprap pipe GPS is installed on the top of riprap pipe, echo sounder is installed on the upper end of riprap pipe;Riprap pipe bottom is equipped with oil cylinder, and the telescopic shaft of oil cylinder is connected with echo sounder reflector;The calibration method includes the following steps: layout control network: at least three control points are selected on the shore and layout control network, and total station is installed in any position in control network;The riprap pipe bottom is measured using total station, riprap pipe GPS respectively, and the measurement results of two are compared, to calibrate the measurement accuracy of riprap pipe GPS once;The distance of echo sounder to echo sounder reflector is measured and the measurement result is compared with the actual telescopic amount of oil cylinder, to calibrate the measurement accuracy of echo sounder.The calibration method calibrates the measurement accuracy of surveying equipment, to improve the accuracy of measurement result, avoid the construction error caused by the accuracy of surveying equipment.

The invention discloses a non-shield open sea bridge bottom intelligent riprap device, which belongs to the technical field of building construction, and comprises a transverse rail, the transverse rail is clamped and fixed on a bridge floor, a lifting beam is slidably connected below the transverse rail, the lifting beam moves along the transverse rail, a longitudinal rail is fixedly connected to the lifting beam, and an electric hoist is mounted on the longitudinal rail. And the electric hoist moves along the longitudinal track and is provided with a lifting hook, so that the bridge bottom is riprapped through the lifting hook. The invention further discloses a non-shield open sea bridge bottom intelligent riprapping method. The device can be safely and firmly installed on an existing bridge deck structure, resists wind vibration and shaking of the outside sea, meanwhile has enough flexibility, can cover the area, needing stone casting, of the bridge bottom, can achieve automatic lifting, translation and lowering of stone, and completes precise casting.

This invention belongs to the technical field of riprap embankment reinforcement construction and discloses a stone placement auxiliary device for riprap embankment reinforcement construction, including a fixed frame mechanism, a stone placement mechanism, and a stone replenishment mechanism. The stone placement mechanism is installed on the fixed frame mechanism, and the stone replenishment mechanism is installed below the stone placement mechanism. The fixed frame mechanism includes a base, a first slide rail is installed at the rear of the top of the base, and a second slide rail is installed at the front of the top of the base. A moving rod is installed inside the first slide rail, and a first movable frame located outside the moving rod is slidably installed inside the first slide rail. A drive motor is installed on one side of the second slide rail. This design allows the placement box to move cyclically, achieving a uniform stone placement effect and avoiding stone accumulation on one side during placement. Simultaneously, the pusher ensures the flatness of each layer of stones, thereby improving the utilization rate of the internal space of the net bag and increasing the compactness between stones.

The application provides a hundred-meter deep water bridge gravel cushion laying and leveling device and a construction method. The cushion leveling device is of a frame type, adopts caterpillar walking and steering, and adopts a combined scraper type of spiral blades and comb tooth scrapers. The problem of large leveling resistance and large machine weight of the traditional single comb tooth scraper is solved. The underwater positioning technology is used for measurement and positioning, and a rigid measurement rod does not need to be extended out of the water surface, so that the leveling device can be applied to a hundred-meter deep water. The gravel cushion laying and leveling construction method overcomes the influence of waves on the leveling precision, improves the leveling precision, and is suitable for a hundred-meter deep water bridge cushion. A barge is used for support on the water, and a robot is used for laying and leveling under the water. The gravel cushion laying and leveling adopts a method of first pitching and then leveling, and a method of combining relative elevation and absolute elevation is used for leveling precision control, so that the leveling precision meets the requirements.

The present invention relates to the technical field of scour protection for marine structures, and specifically to an integrated construction device for dumping, filling and pouring. The integrated construction device for dumping, filling and pouring provided by the present invention comprises: a base; a chute connected to the base; a grouting pipe arranged on the outer peripheral side of the chute, a first driving assembly arranged between the grouting pipe and the chute, the first driving assembly being suitable for driving the grouting pipe to rotate around the chute, a jet head being arranged at the tail end of the grouting pipe, the jet head being connected to the grouting pipe, the jet port of the jet head being suitable for facing the tail end of the chute; a pumping system being connected to the grouting pipe through a first flexible pipe, the pumping system being suitable for pumping fluid into the grouting pipe. The integrated construction device for dumping, filling and pouring provided by the present invention enables the riprap to be deposited more evenly on the seabed, while making the riprap accumulation range of a single construction larger, reducing the frequency of moving the ship or adjusting the chute position, and shortening the construction time.