93 results about "Immersed tube" patented technology

The invention discloses a large-scale immersed tube tunnel silt squeezing simulation device and method, the large-scale immersed tube tunnel silt squeezing simulation device comprises a large-scale immersed tube model, a truss structure, a gear rack structure, two supports and a model groove, the truss structure is fixed on the top of the large-scale immersed tube model, and a balancing weight is placed on the truss structure; two sealing rubber strips are respectively arranged on the periphery of the large-scale immersed tube model; in the process of lowering the large-scale immersed tube model in the model tank, one end of the large-scale immersed tube model rubs with the side wall of the model tank to form a closed end, the other end of the large-scale immersed tube model forms a sludge discharge end, and an ultrasonic flow meter is arranged at the sludge discharge end; a stay wire displacement sensor is fixed on each bracket, two fixed ends are arranged at the top of the large-scale immersed tube model, and a fixed head of each stay wire displacement sensor is fixed on one fixed end; a gravel layer, a back-silting float sludge layer and a seawater layer are sequentially arranged in the model groove from bottom to top, and a sea groove slope model is arranged in the model groove.

The utility model relates to a sampler for back-silting detection of a foundation trench of a pre-laid immersed tube tunnel, which belongs to the technical field of back-silting detection of foundation trenches of immersed tube tunnels and comprises a sampling tube, a sealing diaphragm and a sealing lifting lead. Wherein the sampling tube is used for accommodating a foundation trench back-silting sample, an opening is formed in the bottom of the sampling tube, and a bracket is fixed at the top; the sealing diaphragm is arranged at the bottom of the sampling tube and used for sealing the opening after sampling; one end of the sealing lifting wire is connected with the sealing diaphragm through the bottom of the sampling tube, the other end of the sealing lifting wire is controlled by a worker, and when the sealing lifting wire is controlled to be pulled upwards, the sealing lifting wire pulls the sealing diaphragm to move and seal the opening. According to the sampler, the opening is formed in the bottom of the sampling tube and is sealed by the sealing diaphragm, so that accurate acquisition of a back-silting sample is ensured; and through the arrangement of the sealing lifting lead wire, an operator can easily control opening and closing of the sealing diaphragm, and the operation difficulty and cost are reduced.

The invention discloses an immersed tube butt joint installation method and system based on laser ranging and visual recognition, and belongs to the technical field of ocean engineering. The method comprises the steps that a laser target set is installed on the butt joint end face of an installed pipe joint, and a laser positioning set and a laser projector are installed on the butt joint end face of a to-be-installed pipe joint; after the to-be-installed pipe joint sinks, the laser positioning group is started to measure the distance to the target group in real time, meanwhile, parallel light beams are emitted to the other end face of the to-be-installed pipe joint through the laser projector, and the position of a light spot is collected through visual recognition to obtain posture deviation; the distance and deviation data are fused, the optimal pose of the pipe joint to be installed is calculated through an optimization algorithm, and then the offset of the end face center and the axis deflection angle are obtained; and according to the parameters, a regulation and control instruction is generated, and the ballast water system and the winch system are controlled to adjust the posture of the to-be-installed pipe joint till accurate butt joint is achieved. According to the invention, full-underwater, high-precision and automatic immersed tube butt joint is realized, and the dependence on an overwater measuring tower and a GPS (Global Positioning System) is eliminated.

This application discloses a method, system, and electronic equipment for guiding vessels through an immersed tunnel area in a port area, relating to the field of vessel management in port waters. The method includes: triggering vessel identification based on an electronic fence; determining the target vessel to enter the electronic fence area; determining the vessel's navigation path based on scheduling plan information; estimating the time interval for the target vessel to pass through the immersed tunnel area; acquiring tidal level data of the immersed tunnel area; and calculating the passage window period for passing through the immersed tunnel area based on the tidal level data; comparing the time interval for passing through the immersed tunnel area with the passage window period; and determining the time period for the vessel to pass through the immersed tunnel area based on the comparison results; and generating passage guidance information for the vessel during its passage through the immersed tunnel area based on real-time tidal height data during the passage period. This application solves the technical problem in related technologies where only vague prompts are provided for vessels with passage risks in immersed tunnel areas, resulting in low vessel passage efficiency.

The invention provides a measurement and control method and system for underwater immersed tube butt joint. The method comprises the following steps that optical, mechanical and inertial multi-source sensor data and the like in the immersed tube butt joint process are synchronously collected; and when the optical beacon is shielded, the position of the optical beacon is repaired through inverse dynamic estimation. Performing time-frequency analysis on the multi-source data, and separating the multi-source data into a motion main signal and a noise signal; the motion main signal is input into a motion state filter, and the noise signal is input into a noise state model filter to identify comprehensive noise features in real time. The core step is to generate a feed-forward compensation item based on the noise characteristics, and the feed-forward compensation item is used for correcting the updating process of the motion state filter so as to eliminate the noise influence in advance and output the optimal pose estimation. And finally, generating a smooth control instruction based on the optimal pose. The method has the effect of improving the butt joint precision of the immersed tubes in the underwater complex environment.

The present application belongs to the field of geotechnical engineering and underground structure engineering, and provides a consolidation settlement calculation method suitable for composite foundation of immersed tunnel. The present application divides the foundation system into three sub-domains of gravel cushion, pile-soil reinforcement area and underlying soft soil area. The external load first acts on the top surface of the cushion, and then is transmitted to the composite foundation in layers from the cushion. The cushion is explicitly introduced into the settlement calculation system as an independent compressible unit, and is strictly connected in series with the consolidation calculation of the underlying "reinforcement area + underlying layer". Compared with the traditional calculation method which only regards the cushion as a "rigid uniform load plate" or directly ignores its deformation, the present method can quantify the settlement contribution of the cushion itself, reveal the coordination relationship among the cushion, the composite foundation and the underlying layer in deformation, and thus make up for the important gap in the existing consolidation settlement theory of composite foundation that "only soft soil is calculated without considering the cushion".

The utility model belongs to the technical field of immersed tunnel butt joint, and discloses a top sealing assembly and a joint tool for a final joint of an immersed tunnel. The top sealing assembly comprises a top sealing frame, a top shell and a manhole pipe, and the top sealing frame is used for being arranged at the top of a gap between every two adjacent immersed tubes and used for assisting in forming a top sealing plate of a final joint of the immersed tunnel. The top shell covers the top sealing frame and is detachably connected with the top sealing frame, and a moving space capable of containing constructors is formed between the top shell and the top sealing frame. One end of the manhole pipe is connected with the top shell, the other end of the manhole pipe can extend to the water surface, and a channel in the manhole pipe is communicated with the activity space. By adopting the top sealing assembly for the final joint of the immersed tunnel, a constructor enters the moving space from the manhole pipe for water stop inspection, and the safety risk can be reduced; and meanwhile, constructors can pour the top sealing frame in the movable space above the top sealing frame to form the top sealing plate, so that the construction difficulty and the construction cost are reduced.

The application is a method for installing, measuring, controlling and checking large-curvature pipe sections, which comprises checking the posture of the immersed tube during the installation of the immersed tube pipe sections and checking the through measurement accuracy after the installation of the immersed tube pipe sections; the checking the posture of the immersed tube during the installation of the immersed tube pipe sections specifically comprises: GPS-RTK accuracy comparison, total station synchronous monitoring, pulling and closing systems, and diving and pulling measurement; the checking the through measurement accuracy after the installation of the immersed tube pipe sections specifically comprises: combined cavity tooth measurement and point projection measurement. The application can be applied to the installation, measurement, control and checking of large-curvature pipe sections, the accuracy of the measurement and control system is verified through diving, pulling and closing and RTK, the initial posture measurement of the pipe sections is verified through combined cavity measurement and manhole point projection measurement, the accuracy of the measurement and control system and the through measurement is verified from multiple angles, the risk of pipe section docking is reduced, and data basis is provided for subsequent pipe section linear control.

The invention relates to the field of immersed tube calibration and measurement, in particular to an immersed tube tunnel measurement and calibration method and system.The method comprises the steps that tube joint top face control points and tube joint top face feature points are arranged and calibrated, and the relative position relation between the tube joint top face feature points and the tube joint top face control points is obtained; measuring tower feature points are arranged and calibrated, and the relative position relation between the pipe joint top face feature points and the measuring tower feature points is obtained; calculating a rotation matrix and a translation vector based on the relative position relationship between the pipe joint top surface feature point and the pipe joint top surface control point and the relative position relationship between the pipe joint top surface feature point and the measurement tower feature point, and establishing a rigid body conversion model; on the basis of the rigid body conversion model and the coordinates of the characteristic points of the measuring tower, the pose of the pipe joint is calculated in real time in the sinking process of the pipe joint, and the elevation of the pipe joint is dynamically calibrated through a real-time correction model. According to the method, high-precision and continuous calibration and control of the whole immersed tube installation process are achieved, and the final butt joint quality under the complex environment is effectively guaranteed.

The application relates to an indoor model test system and a test method for a pipe tunnel construction process, the system comprising a to-be-sunk pipe section model, a sunk pipe section model, a GNSS antenna head, GNSS fixing equipment, an inertial navigator and a crane; the method comprising the following steps: constructing a three-dimensional model of the to-be-sunk pipe section model; performing test test before the test; in the test process, the to-be-sunk pipe section model is lifted by the crane, the posture of the pipe section model and the construction process are simulated, and data are collected in real time through the GNSS antenna head and the inertial navigator; and data analysis and precision analysis are performed on the collected data in the simulation experiment process. Compared with the prior art, the application can realize dynamic simulation of the posture of the pipe section in the pipe section floating and sinking process, can collect relevant three-dimensional data, and can realize simulation of the position and posture of the whole pipe section.

The invention discloses an immersed tunnel joint numerical simulation method considering a foundation differential settlement effect, and belongs to the technical field of settlement simulation, the method comprises the following steps: constructing a joint rigidity weakening equivalent PD shell model based on a near field dynamics plate shell basic theory, and obtaining a motion equation under a global coordinate system through coordinate transformation; an ideal elastic-plastic soil spring is used for representing soil-tunnel interaction, and a flexible joint is simulated through a local weakening method; dispersing the immersed tunnel by a meshless method, applying a soil spring by volume force and applying differential settlement in a quasi-static state; and solving the equation by adopting a self-adaptive dynamic relaxation format, and outputting pipe joint longitudinal deformation, joint opening amount and cracking risk results. According to the method, the pipe joint and joint deformation of the immersed tunnel under continuous and discontinuous working conditions can be evaluated more accurately, and the possible cracking risk can be effectively predicted.

The invention relates to the technical field of underwater tunnel engineering, and provides a composite immersed tube foundation and a construction method thereof.The foundation comprises a pile foundation, the pile foundation comprises a plurality of pile bodies arranged at intervals in the transverse direction and the longitudinal direction and elastic buffer assemblies on the pile bodies, and the pile bodies are at least partially fixed below the seabed surface; the elastic buffering assembly is arranged at one end of the outer side of the pile body. And the bearing platform is connected and arranged on the multiple pile bodies through the multiple elastic buffering assemblies, a placement plane suitable for placement of the immersed tube tunnel is formed on the bearing platform, and movable adjusting supports are arranged on the two sides of the placement plane so that positioning butt joint of the immersed tube tunnel can be guided by adjusting the adjusting supports. According to the composite immersed tube foundation, main loads are borne through the multiple pile bodies, uniform distribution of the loads is achieved, and differential settlement is remarkably reduced. The movable adjusting supports are arranged on the two sides of the bearing platform placement plane, and fine adjustment and accurate guiding are allowed to be conducted in the final sinking stage of the immersed tube tunnel.

The present application relates to the technical field of immersed tube tunnel, and particularly relates to a large-scale immersed tube in-dock turning method, which comprises the following steps: S1: water is poured into a dry dock to make a large-scale immersed tube float up, and a large-scale immersed tube is subjected to a cable operation; S2: the large-scale immersed tube is subjected to a first transverse movement to move from a shallow dock area to a deep dock area turning position; S3: the large-scale immersed tube is subjected to turning and movement at multiple different point positions in the deep dock area, and is subjected to cable adding, cable changing and cable releasing to complete a turning operation of the large-scale immersed tube; and S4: the large-scale immersed tube is subjected to transverse movement to a dock-out axis after turning. Through the turning operation at multiple different point positions in the deep dock area, the turning of the large-scale immersed tube in the deep dock area is completed without the need of expanding the deep dock area, and the problem that a large-scale immersed tube is extremely difficult to turn in a dock due to the fact that a conventional dry dock does not reserve enough space for the large-scale immersed tube to turn in the dock during construction design is solved.

The present invention relates to a prestressed immersed tube segment, a design method and an SPMT-based barge loading method. In the prestressed immersed tube segment, transverse first prestressed steel strands are provided in a bottom plate of the prestressed immersed tube segment, such that all parts of the bottom plate can satisfy support conditions of SPMTs, and then the SPMTs can be fully distributed under the bottom plate, sufficient support force can be provided when using the SPMTs to transport the prestressed immersed tube segment and the degree of cracking of the prestressed immersed tube segment can be reduced, and therefore the SPMTs can be used to transport immersed tube segments into barges; transverse second prestressed steel strands are provided in a top plate, the second prestressed steel strands can overcome the impact of the first prestressed steel strands on the stress of the top plate, and the arrangement of the first prestressed steel strands and the second prestressed steel strands conforms to the load forms of the bottom plate and the top plate of the immersed tube segment during operation, satisfying the stress state of the immersed tube segment during operation, reducing the amount of reinforcement of the bottom plate and the top plate, and saving costs.

The invention discloses an immersed tube tunnel foundation reinforcing structure and a construction method, and relates to the technical field of foundation reinforcement, the immersed tube tunnel foundation reinforcing structure comprises a foundation and a plurality of gravel piles, the gravel piles penetrate through the foundation, each gravel pile comprises a geosynthetic material, first gravel and a reinforcing piece, and the geosynthetic materials are arranged in a surrounding mode to form a hollow columnar structure; the geosynthetics arranged in the surrounding mode are filled with first broken stones, and the reinforcing pieces are arranged in the geosynthetics arranged in the surrounding mode; and the gabion layer and the second gravel are arranged on the gravel pile in the height direction, the gabion layer is arranged above the gravel pile and connected with the reinforcing piece, and the gabion layer is filled with the second gravel. Therefore, the gravel piles penetrate through the foundation, and the gabion layer is arranged above the gravel piles and is connected with the reinforcers, so that the risks of instability and non-uniform settlement of the immersed tunnel foundation under the action of strong shock or load can be reduced, and the bearing capacity and rigidity of the immersed tunnel foundation are remarkably improved; and the anti-seismic property and the stability of the immersed tunnel foundation can be improved.

The invention relates to the technical field of immersed tube tunnels, in particular to an immersed tube calibration method and system based on double measuring towers at the tail end, and the method comprises the following steps: primary fitting-out, primary calibration, floating state calibration and re-checking. According to the method, installation of the measuring tower at the head end during secondary fitting-out is omitted, hoisting operation is reduced, the construction period can be shortened by 5-7 days, the two measuring towers are synchronously calibrated under the static condition of the dock bottom, the calibration precision is improved by 50% compared with calibration of the measuring towers in a floating state, and the calibration accuracy is improved by 50% compared with calibration of the measuring towers in a floating state. The result of floating state calibration is used for rechecking the precision of one-time calibration, the calibration precision is further improved, the final installation butt joint error millimeter-level construction requirement of the immersed tube is met, the interval from floating to installation of the immersed tube is shortened, the silt falling risk caused by high suspended matter in an inland river is effectively avoided, the deposition amount of a base is effectively controlled to be smaller than 5 cm, and the desilting cost is reduced by about 20%.

The invention discloses a grouting method for a reserved water stop groove of a force transfer plate of an immersed tube bottom plate, and belongs to the technical field of immersed tube tunnel construction. The method comprises the steps that before dry dock irrigation, a plurality of Q-type water stop belts are arranged on a force transmission plate in the transverse direction of a pipe joint, the Q-type water stop belts are sequentially arranged in parallel in the axial direction of the pipe joint, and a reserved water stop groove is formed between every two adjacent Q-type water stop belts; each reserved waterstop groove is transversely divided into at least one grouting subarea along the pipe joint, a grouting pipe is correspondingly arranged in each grouting subarea, and an embedded section of the grouting pipe is fixed on the force transmission plate and is parallel to the Q-shaped waterstop belt; after the final joint end pipe joint is installed, a gas injection test is conducted on the grouting pipe, and permeability is ensured; and grouting is conducted in sequence according to the preset grouting sequence of the reserved water stop grooves, and grouting is completed in sequence according to the preset grouting subarea grouting sequence in each reserved water stop groove. According to the grouting method for the reserved water stop groove of the force transfer plate of the immersed tube bottom plate, the waterproof reliability can be improved, and the long-term waterproof durability and the construction quality are guaranteed.

The utility model discloses an immersed tube and vibroflotation device which comprises a vibroflotation device body and an immersed tube device, and the vibroflotation device body comprises a vibroflotation head and a vibroflotation connecting rod connected to the vibroflotation head. The vibroflotation device comprises a vibroflotation device body and a vibroflotation connecting rod, the vibroflotation device body is connected with the vibroflotation device body through a flange, the vibroflotation device body is connected with the vibroflotation device body through a flange, the vibroflotation device body is connected with the vibroflotation device body through a flange, the vibroflotation device body is connected with the vibroflotation device body through a flange, and padding can be conveyed to the end of a pile through the feeding port. Through combination of pipe sinking equipment and the vibroflot body, feeding and other work in the construction process can be effectively completed, the pipe sinking protective cylinder can move up and down along with the vibroflot body, the situation that due to the process requirement, the vibroflot body and the pipe sinking protective cylinder cannot be synchronously operated, the mechanical efficiency is reduced is avoided, the mechanical construction efficiency is overall improved, and the construction quality is guaranteed; and a certain popularization value is achieved.

The invention relates to the technical field of offshore complex soft foundation land filling construction, in particular to a method for constructing a composite foundation through balanced type silt extrusion gravel piles. Comprising the steps of construction preparation and investigation; an immersed tube type mud drawing-out well is formed; an immersed tube with a tube tip is arranged at the pile position in a driving mode, and silt extrusion is conducted; taking out the immersed tube tip; filling in sections, and ramming and expanding the pile body; circularly constructing the pile body, discharging mud and reducing pressure; and detecting the compactness and the bearing capacity of the pile body. Sludge is discharged through the pressure reduction mud drawing well, the overall gravel replacement rate of a sludge layer is increased, the soil pressure is balanced, the situation of ground upheaval caused by silt extrusion in the pipe sinking process is avoided, and the problem of differential settlement of a foundation is further solved; the overall construction period is shortened by about 40% through a rapid hole guiding mode, the gravel replacement rate is increased by about 50%, and the overall effect of foundation treatment is guaranteed.

The immersed tube tunnel inner mold structure comprises the immersed tube tunnel inner mold structure composed of an inner top mold plate, an upper haunch mold plate, a lower haunch mold plate and an inner supporting assembly, and the inner supporting assembly is provided with a first telescopic driving part, a second telescopic driving part and a lifting driving part for controlling the mold plates to be unfolded or folded. The invention further discloses an immersed tube prefabrication construction method adopting the internal mold structure. The immersed tube prefabrication construction method comprises the steps of building the external mold plate, pouring the foundation section, building the internal mold, pouring the vertical wall section and the top wall section, binding post-cast strip steel bars, pouring the post-cast strip and the like. According to the device, the technical effects that mounting and dismounting of the immersed tube tunnel inner mold are facilitated, efficient demolding is achieved, the working platform can be formed, post-cast strip steel bar binding is facilitated, and it is ensured that immersed tube prefabrication construction is conducted smoothly are achieved.

The utility model relates to highway railway sea port engineering, bridge deck and pier body, immersed tube tunnel cushion block, the utility model discloses a kind of concrete cushion block, it includes: cushion block main body, the both ends of the cushion block main body are separately provided with protruding positioning part, the both ends of cushion block main body are also provided with the clamping groove for binding cushion block main body on reinforcing bar;The cushion block main body is also provided with antiskid line between protruding positioning part.

The invention relates to the technical field of reaction walls, in particular to a reusable wedge block locking type steel structure pipe jacking back wall and a forming method.The reusable wedge block locking type steel structure pipe jacking back wall comprises an immersed tube module, a concrete wedge block module, a stress steel baffle and filling sand, the immersed tube module comprises an immersed tube body and a concrete stratum, the immersed tube body is arranged in a pit position, and the concrete wedge block module is arranged on the immersed tube body; the concrete stratum is formed at the bottom end of the interior of the immersed tube body, two sets of symmetrical concrete wedge block modules are formed on the inner wall face of the immersed tube body, a stress steel baffle is erected between the two sets of concrete wedge block modules, and a cavity between the stress steel baffle and the immersed tube body is filled with filling sand. The concrete wedge-shaped block module and the concrete stop block are prefabricated in advance, the field operation content is simplified into hoisting and backfilling, the installation time is shortened, and the stress conversion problem of a straight component and a curved surface well wall is effectively solved through the combination of the straight steel stop block module and the concrete wedge-shaped block module.

The application provides an underwater immersed tube positioning monitoring method, a docking monitoring method and related equipment. A black and white checkerboard is preset on the immersed tube, and an underwater robot carrying a binocular camera is used to shoot and identify the checkerboard, so that the position and attitude of the immersed tube can be reliably calculated in a complex underwater environment. Compared with the existing active laser target assisted positioning method, the black and white checkerboard is used as a passive visual mark, which has the advantages of simple structure, low manufacturing cost, convenient layout and no need to recover, can effectively reduce the investment of underwater construction auxiliary equipment and operation process, combined with underwater robot operation, can also reduce the risk of manual underwater operation, improve the safety, practicality and engineering economy of immersed tube positioning monitoring.

The invention relates to the technical field of civil engineering, in particular to an immersed tube water stop connector structure suitable for deepwater conditions and a construction method.The immersed tube water stop connector structure comprises a temporary water stop assembly, a permanent water stop assembly and a concrete structural body; the permanent water stop assembly is annularly arranged in the inner circumferential area of the butt joint ends, the concrete structural body is poured between the butt joint ends, and the concrete structural body wraps the permanent water stop assembly to form a rigid connector which is used for connecting the first immersed tube section and the second immersed tube section. Through the design concept of subarea fortification and permanent and temporary combination, the water stopping task is decomposed and borne by different assemblies at different stages, and the reliability and safety of the connector for bearing high water pressure under the 100-meter deep water condition are remarkably improved; the finally formed rigid joint effectively overcomes the problem that the opening and closing amount of a traditional flexible joint is too large under the action of external force such as differential settlement and temperature change, and the integrity and stability of the joint are greatly enhanced.

The invention relates to a dynamic alpha gray scale model optimization method for immersed tube project settlement prediction. The method comprises the steps of S1, immersed tube tunnel multi-source data preprocessing; s2, layered determination of a dynamic development coefficient alpha; and S3, constructing a dynamic alpha gray scale model and predicting settlement. According to the method, dynamic optimization of the core parameter alpha of the gray model is focused, the multi-source data-dynamic alpha-gray prediction integrated mathematical method adaptive to the immersed tube engineering characteristics is constructed, the limitation of a traditional fixed alpha gray model is broken through, and high-precision prediction of immersed tube engineering settlement is achieved.

The invention discloses a device and method for reinforcing deep loose silt through self-filler compaction resonance, and belongs to the technical field of water transportation, water conservancy, buildings, roads and geotechnical engineering. The device comprises a vibration exciter, an immersed tube, a vibration wing and a valve pile shoe. The method comprises the following steps: sinking into a foundation by self weight and vibration force of a vibration exciter to liquefy and compact surrounding soil; after reaching a preset depth, filling foundation soil into the immersed tube cavity, upwards pulling and vibrating, opening the valve pile shoe under the gravity of the filler to enable the filler to fall into the hole, automatically closing after filling, and extruding the filler and the surrounding soil body through compound vibration; and single-point reinforcement is completed through multiple times of padding and complex vibration, and integral foundation reinforcement is achieved through repeated construction according to the intervals. The method solves the problem of reinforcement of the deep loose silt foundation, overcomes the limitations of limited depth, poor adaptability and the like of a traditional method, improves the reinforcement effect and uniformity by combining vibration and extrusion effects, and adapts to complex geological conditions.

The application discloses a spring self-locking tenon and groove type immersed tube joint and a construction method, relates to the technical field of immersed tube tunnel connection, and comprises a self-locking joint composed of a butt joint immersed tube joint, a tenon component and an elastic locking groove; the tenon is pre-buried in a rear pipe, an elastic locking groove with a spring and a circular arc clamping groove is arranged in a front pipe, a hinge plate is matched to form a grouting cavity, and a matched grouting pipe is used to pour superfine cement slurry. A three-element ethylene-propylene sealing gasket is arranged on the upper portion of the butt joint end of the pipe joint, and a steel edge composite omega waterstop is arranged at the lower portion of the butt joint end to form double-layer waterproofing. When the butt joint is performed, the tenon is pushed into the locking groove, the spring drives the circular arc clamping groove to be automatically clamped to realize self-locking, and then grouting and anchoring are performed; and a matched construction method clearly indicates control indexes such as component size, pre-buried precision and spring stiffness calculation. The joint can be quickly butt jointed and self-locked, has high integrity after grouting, has good double-layer waterstop anti-seepage effect, and has reliable anchoring of the pre-buried part, is suitable for longitudinal connection of various immersed tube tunnel pipe joints, and is convenient to construct and durable and anti-seepage.

The present application relates to the technical field of immersed tube tunnel construction, and particularly relates to a kind of submarine immersed tube tunnel post-pouring band construction method.The method comprises the following steps: structure installation before post-pouring band construction, secondary water stop of immersed tube tunnel post-pouring band, immersed tube tunnel post-pouring band through measurement, post-pouring band reinforcement binding, post-pouring band formwork erection, post-pouring band concrete pouring and post-pouring band waterproofing measure.The present application adopts a complete and detailed set of construction process of underwater jacking post-pouring to complete the construction of immersed tube tunnel post-pouring band.Through the post-pouring band structure system, the problems of traditional submarine immersed tube tunnel underwater butt joint, such as large operation amount, low efficiency, high risk, need for transportation and lifting operation, difficulty in controlling butt joint precision, etc., are optimized.Through the research on the construction process of immersed tube tunnel post-pouring band, the control difficulty of immersed tube tunnel butt joint installation is greatly simplified, and the quality control of post-pouring band structure concrete cast-in-place and construction efficiency are also greatly guaranteed.

This invention provides an underwater immersed tube positioning and monitoring method, a docking monitoring method, and related equipment. By pre-setting a black and white checkerboard pattern on the immersed tube and using an underwater robot equipped with a binocular camera to photograph and identify the checkerboard pattern, reliable calculation of the immersed tube's position and attitude can be achieved in complex underwater environments. Compared to existing assisted positioning methods using active laser targets, this invention utilizes a black and white checkerboard pattern as a passive visual marker, which has the advantages of simple structure, low manufacturing cost, convenient deployment, and no need for retrieval. It can effectively reduce the investment in underwater construction auxiliary equipment and work processes. Combined with underwater robot operations, it can also reduce the risks of manual underwater operations and improve the safety, practicality, and engineering economy of immersed tube positioning and monitoring.

The present application relates to an ice making apparatus. The ice making equipment comprises an inner container, a shell, a heat preservation layer, a water tank and a water pipe. The inner container is provided with a water storage space and comprises an inner container bottom wall and a water inlet immersed tube, the inner container bottom wall is provided with a water inlet communicated with the water storage space, and the water inlet immersed tube is connected to the side, away from the water storage space, of the inner container bottom wall and communicated with the water inlet. The shell is sleeved outside the liner; the bottom wall of the shell and the bottom wall of the liner are arranged at an interval to form an interval space; the water inlet immersed tube is located in the interval space, and the shell is provided with a water inlet installation opening communicated with the interval space. The heat preservation layer is arranged in the interval space. The water tank is arranged outside the shell, the water pipe is connected between the water tank and the inner container, and the water pipe penetrates through the water inlet installation opening and is communicated to the water storage space through the water inlet immersed pipe and the water inlet. According to the ice-making equipment, water is added from the bottom of the inner container, and the height difference between the water and the water level in the water tank is increased, so that the water adding pressure difference is increased, and the water adding speed is increased.