872results about How to "Reduce construction difficulty" patented technology

The invention belongs to the field of submarine routing planning, particularly relates to a pipeline routing line selection method and system based on a path planning algorithm and analytic hierarchy process, and aims to improve the routing line selection efficiency and precision and reduce the routing risk in the pipeline routing line selection process. The method comprises the following steps: establishing an evaluation sample matrix X based on measured value data of evaluation indexes, and converting pixel points of a target sea area topographic map into nodes of a two-dimensional matrix to obtain a grid obstacle map; establishing a submarine pipeline routing risk quantitative evaluation model; converting the sea area topographic map into a risk level grey-scale map through the risk quantitative evaluation model of the submarine pipeline; and carrying out route planning through a route planning algorithm based on the grid obstacle map, and finding a route with the minimum accumulated gray value in the target sea area risk level gray-scale map through a greedy algorithm to serve as a final route. According to the method, risk parameters are taken into consideration for the generated path, and finally, the obtained route is a routing path with small length and low overall risk.

The invention discloses an earthquake monitoring linkage triggering device, and the device comprises an earthquake intensity instrument which is used for collecting an earthquake signal and outputting earthquake intensity; the sensor is used for collecting seismic activity data; the data acquisition host is used for processing the seismic intensity and the seismic activity data and transmitting the seismic intensity and the seismic activity data to the upper computer; and the upper computer is used for receiving, analyzing and displaying the seismic data. According to the invention, high-performance modular hardware is utilized, efficient and flexible software is combined to complete various testing work, signals of acquisition equipment are displayed and stored through the upper computer, seismic wave acquisition information is fused, data analysis and judgment are carried out, and earthquake monitoring can be comprehensively and automatically realized.

The invention discloses a mountainous region photovoltaic array remote monitoring and fault early warning installation system which comprises a monitoring unit used for collecting operation data of a mountainous region photovoltaic array in real time, and a fault early warning unit used for judging whether the mountainous region photovoltaic array breaks down or not according to the data collected by the monitoring unit and sending out an early warning signal when the fault occurs. The remote monitoring center is used for receiving data transmitted by the monitoring unit and monitoring and managing the running state of the mountain photovoltaic array in real time, the installation support is used for installing the mountain photovoltaic array, the monitoring unit collects photovoltaic assembly and environment data in real time through various sensors, the data processing module carries out preprocessing and analysis, and the data processing module carries out real-time monitoring and management on the running state of the mountain photovoltaic array. And the data transmission module transmits data to a remote monitoring center in time, so that omnibearing and real-time monitoring of the running state of the mountain photovoltaic array is realized, the running condition of the mountain photovoltaic array can be mastered in time, and potential problems can be found.

The invention discloses a concrete modular integrated building connecting system which comprises connection of a plurality of concrete modular box bodies, each concrete modular box body is composed of a prefabricated top plate, a prefabricated bottom plate, a prefabricated beam, a prefabricated shear wall and a prefabricated partition wall, and each concrete modular box body is formed through integral pouring; a reserved post-pouring area is arranged at the joint of every two adjacent box components, and notches are formed in the prefabricated top plates; connecting steel bars are in lap joint with the notches, and concrete post-pouring is conducted after the steel bars are in lap joint; u-shaped notches are formed in the prefabricated beams, upper and lower lap joint steel bars are laid at the U-shaped notches, and the two half sections of the prefabricated beams are connected into a whole after concrete is cast in place; a linear vertical notch is formed in the prefabricated shear wall between every two adjacent box bodies, the rib bodies of the wall bodies are connected in the linear notches, all the box bodies are stably connected through lap joint of the reinforcing steel bars and cast-in-place concrete of the cavities, and the prefabricated shear wall is suitable for high-rise buildings, can reduce the workload of a construction site and has good mechanical performance and anti-seismic performance.

The present invention relates to a double-walled steel cofferdam with no bottom and a construction method for deep-water rock capping platform rotary excavation. The BIM three-dimensional simulation technology is used to accurately design the size of the cofferdam module and the position of the preset holes, which greatly improves the accuracy and efficiency of the construction. By solving the problems of module size and layout in the design stage, the installation and commissioning work on site can be significantly reduced, thereby speeding up the construction progress and ensuring the quality of the project. The quick connection method of prestressed tendons and extruded waterproof strips is adopted between the cofferdam modules, which saves a lot of welding work, not only improves the construction efficiency but also reduces the construction difficulty. The guide device used for the lowering of the cofferdam is used for horizontal and vertical displacement and inclination monitoring, which can help the cofferdam lowering process more accurately, and greatly improve the construction efficiency and safety. The comprehensive slotting method of impact drill, rotary drilling drill and grab bucket greatly improves the slotting efficiency and reduces the slotting difficulty.

The utility model relates to the technical field of photovoltaic construction devices, in particular to a photovoltaic pile foundation positioning construction device which comprises a fixed base, an operation base is arranged above the fixed base, and the fixed base and the operation base are connected through a plurality of supporting positioning rods. The supporting and positioning rod comprises a first hinge block, a supporting sleeve rod, a second hinge block, a supporting sleeve and a first bolt, second connecting blocks are symmetrically arranged on the lower surface, close to the supporting and positioning rod, of the operation base, and the two second connecting blocks are rotationally connected with the upper surface of the fixed base through the fixed sleeve; and a perforating machine is arranged between the two second connecting blocks in a sliding manner. According to the utility model, the punching angle of the punching machine can be adjusted by supporting the positioning rod and rotating the fixed sleeve rotationally connected below the punching machine, so that a pile body can vertically enter a soil body, the condition that the pile body is inclined is avoided, the construction difficulty of operators is greatly reduced, and the characteristics of the pile body can be better embodied.

The invention relates to a wind-resistant cable structure convenient to install on a pedestrian suspension bridge and a construction method of the wind-resistant cable structure. The method is suitable for the field of pedestrian suspension bridge design and construction. According to the technical scheme, the wind-resistant cable structure convenient to install on the pedestrian suspension bridge is characterized by being provided with a main beam, the main beam is hung on a main cable through slings, wind-resistant main cables arranged in the length direction of the main beam are arranged on the two sides of the main beam, the two ends of each wind-resistant main cable are anchored to the ground through wind-resistant anchors, and the wind-resistant main cables are connected with the main cable through the wind-resistant anchors. First connecting pieces are sequentially arranged on the wind-resistant main cable in the length direction of the wind-resistant main cable, second connecting pieces are sequentially arranged on the main beam in the length direction of the main beam, at least one inhaul cable structure is arranged between the main beam and the wind-resistant main cable in the length direction of the main beam, and each inhaul cable structure is provided with an inhaul cable. The inhaul cable shuttles between the first connecting piece on the wind-resistant main cable and the second connecting piece on the main beam.

The invention relates to the technical field of bridge construction, in particular to a method for erecting a main cable of a space cable self-anchored suspension bridge by means of main cable saddle splitting displacement, which comprises the following steps: splitting a main cable saddle; two parts of a main cable saddle are erected on the top of the bridge tower at intervals, and a pushing device is arranged; catwalk construction is conducted, and the two catwalks are arranged in parallel; main cable construction is conducted, the two main cables are arranged in parallel, and temporary buckle cables are arranged between the main beams and the main cables; active cross braces are installed between the parallel main cables, and the main cables and the catwalk are opened through the active cross braces; the pushing device is used for folding the two parts of the main cable saddle, and combination of the main cable saddle and conversion of the main cable from a plane system to a space system are completed; according to the space cable self-anchored suspension bridge main cable erecting method utilizing main cable saddle splitting and displacement, the situation that enough distance is not reserved when parallel catwalks are erected can be avoided, and the problems that space is limited and operation is inconvenient are solved.

The invention provides a flexible photovoltaic panel support and an installation method thereof, the flexible photovoltaic panel support comprises middle rods, a main cable, two end rods as a group and are located at the tail end of the main cable, and a plurality of middle rods are arranged and are distributed between the end rods at the two ends to support the main cable. A main roller and a power roller are arranged at the top of the end rod, the main roller is used for bearing a main cable, and the power roller is used for bearing a power cable; a detachable clamping sliding piece is installed on the power cable, the clamping sliding piece is installed on the photovoltaic panel support and clamped on the power cable through a locking piece, and the clamping sliding piece further abuts against the main cable in a sliding mode. The photovoltaic panel is pulled to move on the main cable through the power cable, and long-distance transportation of the photovoltaic panel is achieved. The middle rod drives the photovoltaic panel on the main cable to be adjusted in the horizontal direction and the vertical direction by arranging the elevation angle driver and the azimuth angle driver, it is ensured that the photovoltaic panel faces the sun, and the illumination receiving efficiency is optimized.

The invention discloses a rapid assembly and split launching method for a shield tunneling machine in a narrow space, which comprises the following steps of: excavating launching holes in two sides of a launching shaft by adopting a mining method, pouring a guide table in the launching shaft, and mounting a launching bracket; a large crawler crane is used for sequentially hoisting a locomotive, a 6 # trolley, a 5 # trolley, a 4 # trolley, a 3 # trolley, a middle shield, a front shield, a cutterhead, an erector, a spiral conveyor and a tail shield, a counter-force frame is installed, a hoisting connecting bridge, a 2 # trolley and a 1 # trolley are hoisted, split starting is temporarily connected, pipe pieces are assembled, tunneling is conducted by 40 m, the 5 # trolley and the 6 # trolley are connected, and normal tunneling can be conducted after the whole shield machine is assembled. According to the invention, the technical problems of rapid assembly and split starting tunneling under the conditions of narrow space and tight construction period requirement in shield construction can be solved.

The invention discloses a submarine cable protection device and an installation method thereof. The submarine cable protection device comprises a plurality of pile casing assemblies which are connected in a nested mode. Each pile casing assembly comprises a sleeve, nested connection structures connected to the two ends of the sleeve and an annular flow guide structure arranged on the outer surface of the sleeve, and all the sleeves and the nested connection structures are of hollow structures and used for submarine cables to penetrate through in the axial direction. Each nested connection structure comprises a mother end and a son end, and the mother ends and the son ends connected with the same sleeve are respectively used for being in nested connection with the corresponding son ends and mother ends connected with different sleeves; each mother end is composed of two symmetrical semispherical mother end units, and each son end is composed of two symmetrical semispherical son end units; each annular flow guide structure comprises an annular base and a plurality of flow guide plates with spaced protrusions, the outer surfaces of the corresponding sleeves are sleeved with the annular bases, the flow guide plates are fixed to the corresponding areas of the annular bases, and the annular bases are of an openable structure. The invention aims to realize anti-bending protection of the submarine cable.

The invention relates to the technical field of wharf building construction, and provides a cantilever breast wall structure, a forming method and a wharf berth system.The cantilever breast wall structure comprises a prefabricated supporting structure, and the top face elevation of the prefabricated supporting structure is larger than or equal to the local minimum tide height; and the post-pouring wall body structure is connected to the top surface of the prefabricated supporting structure. The technical problems that in the prior art, an on-site formwork erecting and pouring mode is adopted for constructing the cantilever breast wall structure, a formwork and the cantilever breast wall structure are prone to deformation and quality defects under tide scouring, the construction difficulty is large, the construction cost is high, and the construction quality is difficult to guarantee can be solved.

A building material lifting device belongs to the technical field of building machinery and comprises a support frame body and a distribution trolley. The supporting frame body comprises two counter weight bases arranged oppositely, supporting columns fixedly arranged at the front end and the rear end of the upper surface of each counter weight base in the longitudinal direction, longitudinal beams connected between the tops of the two supporting columns on the same side, a cross beam connected between the two longitudinal beams and lifting equipment connected to the bottom of the cross beam through a linear driving mechanism. The two ends of the cross beam extend out of the outer sides of the longitudinal beams on the same side, an engaged type pushing chain system is further fixedly arranged on the inner surface of the balance weight base and comprises a box fixedly connected with the inner surface of the balance weight base, an outlet is formed in one end of the box, and a pushing chain of the engaged type pushing chain system extends forwards from the outlet in the horizontal direction. And the end parts of the two pushing chains are jointly connected with a distribution trolley. According to the invention, automatic distribution of building materials can be realized, the construction efficiency and the management level are improved, and a technical foundation is laid for automatic development of building construction.

The invention provides a large-span offshore photovoltaic truss type support structure, which is characterized in that a truss is arranged at the pile top of a support pile in a photovoltaic power generation area, the whole truss comprises a plurality of independent parts which are spliced along the arrangement direction of the support pile, a support is arranged at the top of the truss, and a photovoltaic module is mounted on the support; therefore, the bracket and the photovoltaic module form a steady-state supporting state on the truss; pile foundation connecting structures which are adjusted in the vertical direction and the horizontal direction respectively are arranged between the support piles and the trusses, and middle connecting pieces for bearing the support piles and the trusses are arranged on the pile foundation connecting structures in the vertical direction. By means of the connecting structure between the pile foundation and the truss which are adjustable in the vertical direction and the horizontal direction, the requirement for the vertical precision of piling is low, the construction requirement for offshore pile foundation construction can be lowered so that a support can be conveniently installed, it can be guaranteed that after the pile foundation deviates in the horizontal direction, the truss can still be normally installed on the pile top, and therefore the construction difficulty is lowered, and the construction efficiency is improved. And normal project propulsion is ensured.

The utility model discloses a high-parameter thermal power generating unit depressurization blowpipe temporary system, which belongs to the technical field of unit depressurization blowpipes and comprises a primary steam-water system, a secondary steam system, a target plate device and a silencer which are sequentially connected. The primary steam-water system comprises a separator, a superheater and a main steam pipeline which are connected in sequence, the secondary steam system comprises a hot resteam pipeline, a reheater and a cold resteam pipeline which are connected in sequence, the cold resteam pipeline is provided with a main adjacent blowing door, the main steam pipeline is communicated with the cold resteam pipeline through a high-pressure bypass pipeline, and the reheater is communicated with the high-pressure bypass pipeline. And the high-pressure bypass pipeline is provided with a high-pressure bypass adjacent blowing door. The secondary steam system and the high-pressure bypass system both participate in pipe blowing heat storage, the effective time of pipe blowing each time can be prolonged, the pipe blowing frequency is reduced, high efficiency and energy conservation are achieved, and stress damage to a boiler is relieved.

The invention discloses an integrated offshore wind power jacket foundation grouting operation platform and a grouting operation method thereof. The operation platform comprises a main body frame with a horizontally arranged platform plate, and a through hole is formed in the center of the platform plate; a grouting raw material storage area, a grouting equipment placement area, a grouting preparation area and a grouting operation area are sequentially arranged at four edge positions in the circumferential direction of the platform plate; two cement-based grouting material storage boxes are fixed in the grouting raw material storage area; a grouting tool container, a generator set container and a diving tool container are fixed in the grouting equipment placement area; two grouting stirring tanks, two fresh water storage tanks and two grouting conveying pumps are fixed in the grouting preparation area, and a crane and a high-pressure flushing machine are arranged in the grouting operation area; according to the operation platform and the grouting operation method thereof, grouting operation can be started after the operation platform is pre-assembled at a wharf and is directly transported and installed at the top of the jacket, the construction difficulty is reduced, the cost is saved, and the construction efficiency and the operation safety are improved.

The present invention relates to the technical field of waterproofing coiled materials, and discloses a composition for polyvinyl chloride waterproofing coiled materials, a polyvinyl chloride waterproofing coiled materials, and a preparation method and application thereof. The composition contains polyvinyl chloride, ethylene-vinyl acetate-carbon monoxide copolymer, a plasticizer, a filler, expandable microspheres, a crosslinking agent, and an antioxidant; relative to 100 parts by weight of polyvinyl chloride, the content of ethylene-vinyl acetate-carbon monoxide copolymer is 10-40 parts by weight, the content of the plasticizer is 35-50 parts by weight, the content of the filler is 20-55 parts by weight, the content of the expandable microspheres is 1-3 parts by weight, the content of the crosslinking agent is 1-3 parts by weight, and the content of the antioxidant is 0.1-0.4 parts by weight. The polyvinyl chloride waterproofing coiled material not only has strong tensile strength and elongation, but also has good waterproof function while being able to insulate and heat.

The embodiment of the invention relates to the technical field of coating, and discloses a coating composition, a coating method for highlighting wood grains and coated wood. According to the coating composition and the coating method, an effective solution is provided for solving the problems that in the prior art, wood grains are not obvious in appearance, and coatings are high in covering power and prone to discoloration. The shellac or the shellac-based derivative material is selected as the film-forming agent, and the appropriate volatile carrier solution is matched, so that a paint film formed by the coating on the wood surface is transparent and durable, and the service life of the wood surface is prolonged. By means of the detailed coating step, it is ensured that the coating evenly covers the surface of the wood and penetrates into micropores of the wood, the wood texture is more distinct, and the phenomenon that in a traditional technology, the wood grain is fuzzy due to coating accumulation or uneven permeation is avoided. In conclusion, according to the coating composition and the coating method, the ideal effects of attractiveness and practicability are achieved.

The utility model provides a deep foundation pit supporting structure, which relates to the technical field of foundation pit supporting and comprises an external Larsen steel sheet pile and a steel enclosing purlin positioned on the inner side of the Larsen steel sheet pile, and the inner side of the steel enclosing purlin is connected with a steel supporting piece through a steel cushion box; a plurality of layers of steel enclosing purlins are horizontally arranged, each layer of steel enclosing purlins is connected with a layer of steel supporting pieces, four sets of steel supporting pieces are arranged on each layer of steel enclosing purlins, and a set of steel supporting pieces is connected between the steel enclosing purlins on the inner sides of every two adjacent Larsen steel sheet piles. Each set of steel supporting pieces comprises at least two steel supporting pieces, each set of steel supporting pieces comprises a long support and a plurality of short supports, and the long supports and the short supports of each set of steel supporting pieces are arranged in parallel. The utility model has the beneficial effects of reasonable design, simple structure, safety and reliability, and can provide reliable support for different soil layers, improve the supporting effect and reduce the construction difficulty and cost.

The invention discloses a raise-boring surface soil treatment method which comprises the following steps: calibrating a raise-boring reaming boundary and an outer boundary of a raise-boring machine bearing platform on the ground, sequentially constructing an inner soil protection cast-in-place pile and an outer soil protection cast-in-place pile on the periphery of the raise-boring reaming boundary, and constructing a raise-boring machine bearing cast-in-place pile according to the shape of a raise-boring machine base. And finally, a raise boring machine bearing platform used for supporting the raise boring machine is poured at the designated position. By arranging the inner soil protecting cast-in-place piles and the outer soil protecting cast-in-place piles which form a circle in a surrounding mode, the surface soil layer is supported and strengthened, the raise boring machine is supported, it is guaranteed that a raise reamer bit smoothly expands holes, a large amount of manpower and material resources do not need to be consumed for processing the surface soil layer, and the construction difficulty and the construction cost are reduced; all the cast-in-place piles are drilled into the unweathered rock, pile heads of the cast-in-place piles are fixed by a raise boring machine bearing platform formed by casting, the two ends of the cast-in-place piles are fixed, and the supporting effect on the surface soil layer is further improved.

The invention provides a high-capacity generator circuit breaker heat dissipation structure based on liquid metal heat dissipation and a working method, and the structure comprises a vacuum arc-extinguishing chamber heat dissipation device, a liquid metal diversion pipeline, and a liquid metal cooling circulation system. The vacuum arc-extinguishing chamber heat dissipation devices are arranged on the two sides of the vacuum arc-extinguishing chamber; the end part of the liquid metal flow guide pipeline is communicated with a liquid metal cooling circulation system; the vacuum arc-extinguishing chamber heat dissipation device is internally provided with heat dissipation fins; and the liquid metal flow guide pipeline is embedded in the radiating fins. The overall heat dissipation capability of the circuit breaker is improved by introducing the liquid metal, the heat dissipation structure of the vacuum arc-extinguishing chamber timely exports heat generated by the vacuum arc-extinguishing chamber, the heat is finally exported to the outside of the circuit breaker through circular flow of the liquid metal, the steady-state temperature rise during operation of the circuit breaker can be effectively reduced, and the service life of the circuit breaker is prolonged. The method is of great significance in improving the capacity of the generator circuit breaker and ensuring safe and reliable operation of the circuit breaker.

The invention discloses a lithium battery thermal runaway early warning method based on a stress signal, and belongs to the field of lithium battery safety. According to the method, the surface stress of the battery is monitored, and a novel thermal runaway early warning method is provided. A thin film pressure sensor is arranged on the surface of a battery in advance, the stress change in the thermal runaway process is divided into four stages of exponential growth, linear growth, sudden drop and rebound, and a turning point of stress from the exponential growth to the linear growth corresponds to a turning point of stress change rate from the linear growth to a platform. And early warning can be carried out 30 minutes in advance of thermal runaway. Compared with a traditional early warning method, the early warning time is greatly shortened, and more time is provided for personnel evacuation and rescue. Besides, according to the stress distribution condition of the surface of the battery, guidance is provided for the layout of the pressure sensors, and the cost is greatly reduced.

The invention provides a construction method for subsections of a bottom side tank of a liquefied gas ship, which comprises the following steps of: firstly, dividing the subsections of the bottom side tank into three parts, namely an inclined plate middle group, a bottom plate middle group and a bilge curved middle group by taking a bilge linear change position as a boundary; thirdly, the three middle sets are manufactured respectively, and internal related outfitting pieces are pre-buried; and finally, the three parts are assembled in a normal state, butt joints are welded, bulk parts are installed, and internal outfitting parts are installed in place. According to the method, the construction height can be reduced, the scaffold erection workload is reduced, repeated scaffold erection is effectively avoided, and the labor cost is effectively saved; in addition, the installation precision is remarkably improved, and reworking caused by poor assembly precision is reduced; the division method of the bottom side tank sections is optimized, so that the construction difficulty is reduced; and finally, the three parts of the middle group are constructed at the same time, and parts assembled and welded in the large group stage in the traditional construction mode are moved forwards to the middle group stage, so that the construction time of the large group is greatly shortened.

The invention provides a pier top connecting structure of a composite structure bridge based on steel and concrete and a construction method. A cross beam pouring area is formed between the ends of every two adjacent standard simply-supported units, and end steel plates, second shear nails, second tooth keys and fourth bridge floor post-pouring areas are arranged on composite beams participating in butt joint in the standard simply-supported units; a plurality of second tooth keys are arranged on the end face, close to the cross beam pouring area, of the concrete rib plate, a fourth bridge deck post-pouring area is located at the end, close to the cross beam pouring area, of the bridge deck slab, an end steel plate is arranged at the end, close to the cross beam pouring area, of the steel beam, and a plurality of second shear nails are arranged on the face, away from the steel beam, of the end steel plate; reinforcing steel bars are arranged in the cross beam pouring area and the fourth bridge floor post-pouring areas of the two adjacent standard simply-supported units, and concrete is poured together in the cross beam pouring area to form a connecting cross beam. The problem that a traditional simply-supported variable continuous structure cannot adapt to system conversion between composite beams in a multi-material composite web form is solved.

The utility model provides a waterproof structure for an underground engineering outer wall construction joint. The underground engineering outer wall construction joint waterproof structure comprises a concrete bottom plate, a concrete wall body and a water stop structure. The water stop structure comprises a supporting component and a water stop belt, the supporting component is located in the concrete bottom plate, the bottom of the supporting component is fixedly connected with the concrete bottom plate, the top of the supporting component is fixedly connected with the water stop belt, one part of the water stop belt is located in the concrete bottom plate, and the other part of the water stop belt is located in the concrete bottom plate. And the other part of the water stop belt is located in the concrete wall body, and the water stop belt is perpendicular to the interface of the concrete bottom plate and the concrete wall body.

The utility model belongs to a foundation vibration isolation structure suitable for being adjacent to a subway basement in the field of civil engineering, and adopts the technical scheme that the foundation vibration isolation structure comprises double bottom plates and an anti-vibration pad, the double bottom plates comprise an upper bottom plate and a lower bottom plate, and the anti-vibration pad is arranged between the upper bottom plate and the lower bottom plate; the basement outer wall and the enclosure wall form double walls, the basement outer wall is connected with the upper bottom plate, the enclosure wall is connected with the lower bottom plate, and the anti-vibration pad extends upwards to be laid between the basement outer wall and the enclosure wall; the pile head of the uplift pile is fixedly embedded in the lower bottom plate; a waterproof layer is arranged below the anti-vibration pad, and the waterproof layer is arranged between the double bottom plates and the double walls; after construction of the uplift piles and the enclosure wall is completed, a cushion layer, a lower bottom plate, a waterproof layer, an anti-vibration pad, an upper bottom plate and a basement outer wall are sequentially formed from bottom to top. While the anti-floating and waterproof requirements of the basement foundation slab are met, the problem of environmental vibration caused by subway operation is solved, the use space in a building is not affected, and meanwhile the construction cost and the construction difficulty are low.

The invention belongs to the technical field of prestressed pile pipes, and discloses a static pressure prestressed pile pipe and a static pressure pile forming construction method.The static pressure prestressed pile pipe comprises a pipe pile, a connecting ring with the inner diameter equal to that of the pipe pile is integrally formed at one end of the pipe pile, the outer diameter of the connecting ring is smaller than that of the pipe pile, and an inserting groove matched with the connecting ring in an inserting mode is formed in the other end of the pipe pile; annular mounting grooves communicating with the inserting-connecting grooves are formed in the pipe piles, clamping-connecting grooves are formed in the outer walls of the connecting rings, and elastic positioning mechanisms which are connected with the clamping-connecting grooves in a clamped mode so as to achieve connection and fixation between the adjacent pipe piles are arranged in the annular mounting grooves. And the elastic positioning mechanism can retract into the annular mounting groove when the connecting ring is inserted into the annular mounting groove. The stability of the adjacent pipe piles after connection is guaranteed, and the connecting efficiency between the two pipe piles is improved.

The invention relates to a road collapse monitoring method and system by multiplexing an existing communication optical cable, the method comprises the steps of data acquisition and processing, conversion relation acquisition, mapping relation construction and road collapse monitoring, the system comprises a communication optical cable, a junction box, a distributed optical fiber demodulation device and a computing terminal, the computing terminal is used for implementing the method. Compared with the prior art, the method has the advantages of wide monitoring range, low monitoring cost, high real-time performance, high accuracy and the like.

The utility model discloses a prefabricated diaphragm wall type assembled subway entrance and exit structure which comprises side wall structures, a prefabricated top plate and a prefabricated bottom plate are arranged between the side wall structures of the entrance and exit, the prefabricated top plate and the prefabricated bottom plate are both connected with the side wall structures through ultrahigh concrete, and the side wall structures are formed by integrating an enclosure structure and a main body structure. The side wall structure comprises prefabricated underground diaphragm walls, and underground diaphragm wall inter-amplitude connecting assemblies are arranged between the adjacent prefabricated underground diaphragm walls. The foundation pit support structure, the waterproof curtain and the side wall of the main body structure are integrated, so that working hours and manufacturing cost are saved. According to the utility model, the connection scheme of the waterstop strip bags, the C / T inter-width connectors and the UHPC concrete wet joints is adopted between the prefabricated underground diaphragm walls, so that the waterproof and guiding effects are achieved. According to the utility model, the longitudinal tensioning connection scheme of the inter-width concave-convex tenons, the elastic sealing gaskets and the prestressed steel bars is adopted between the prefabricated plate widths, so that not only can shearing force be effectively transmitted, but also a water stopping effect can be achieved.

The invention relates to a construction method for accurately determining the pile length of a cast-in-place pile in a karst cave area, which comprises the following steps of: drilling a pile body of the cast-in-place pile penetrating through the karst cave area, and enabling the depth of advanced drilling into a complete rock to be equal to the value of a designed engineering pile into the rock + 5m; advanced drilling data are analyzed, and the pile length of the cast-in-place pile is preliminarily determined according to the design drawing, the normative rock entering requirement and the adjacent pile bottom height difference requirement, the rock entering is not smaller than one time of the pile diameter D, and the height difference of the adjacent pile bottoms in the drawing is not larger than one time of the pile center distance. And according to the preliminarily determined pile length of the cast-in-place pile, when the depth of the short pile entering the complete rock is larger than 2D, drilling holes are added. And according to newly-added drilling data, the pile length judgment standard of the short piles without karst cave distribution in the drilling result is adjusted, the pile length of the short piles is determined again, and if karst cave distribution exists in the drilling result, construction is conducted according to the pile length of the standard judgment standard of an original design drawing. And according to the final pile length, cast-in-place pile construction is conducted, and after construction is completed, low-strain dynamic detection, ultrasonic transmission detection and a low-speed load maintaining method static load test are conducted. According to the method, the pile length of the cast-in-place pile can be accurately determined, pile length redundancy caused by conservative design is avoided, time cost, personnel cost and material cost can be effectively reduced, usability is high, and the method is suitable for application and popularization.