32results about How to "Increase seepage path" patented technology

The invention relates to the technical field of engineering construction, in particular to an underground diaphragm wall with anti-seepage joints and a construction method of the underground diaphragmwall. The underground diaphragm wall comprising wall body structure continuously arranged and the anti-seepage joints connected with adjacent wall body structures, and the wall body structures are formed by pouring concrete into reinforcement cages. Each anti-seepage joint comprises I-shaped steel, a water stop steel plate and channel steel, the channel steel is located on opposite sides of two I-shaped steel flanges and corresponds to two sides of an I-shaped steel web, and a bottom groove plate of each channel steel is fixedly connected with the corresponding I-shaped steel flange. Groovesare formed in steel channel legs, corresponding to one side of each steel channel, of each reinforcement cage, and each groove is in clearance fit with the corresponding steel channel leg. The I-shaped steel and the four steel channels are connected through bolts to serve as main stress components of the anti-seepage joints, meanwhile, the steel channel legs on one of sides of the steel channels are in clearance fit with the grooves in the corresponding steel reinforcement cages, the steel reinforcement cages are fixed, and therefore the overall rigidity of the underground diaphragm wall is large, and the anti-seepage effect is good.

The invention relates to a prefabricated pipe gallery and cast-in-place pipe gallery connection waterproof structure. The prefabricated pipe gallery and cast-in-place pipe gallery connection waterproof structure comprises a step type tongue-and-groove, low-modulus polyurethane sealants, copper plate water stop belts, a water collection box, a slip casting main pipe, slip casting guide pipes and slip casting holes. The upper portion of a prefabricated pipe gallery is provided with a top plate, the lower portion of the prefabricated pipe gallery is provided with a bottom plate, and the middle portion of the prefabricated pipe gallery is provided with a side wall. The side wall of the connection fracture surface of the prefabricated pipe gallery and the cast-in-place pipe gallery is providedwith the step type tongue-and-groove. The surfaces of the pipe galleries are provided with grooves, the slip casting main pipe is embedded into the grooves, the two ends of the slip casting main pipeare provided with the slip casting guide pipes, and pipe body of the slip casting main pipe is provided with the slip casting holes which are distributed at equal intervals. The end openings of the inner side and the outer side of a construction joint are provided with the low-modulus polyurethane sealants, and the construction joint is internally provided with the copper plate water stop belts. The prefabricated pipe gallery and cast-in-place pipe gallery connection waterproof structure and the construction method have the beneficial effects that the multi-waterproof structure is good in water isolation effect; the strength at the joint position is higher, and differential settlement is reduced; construction of the waterproof structure is easy, time and labor are saved, and the cost is low; and when the deformation joint leaks, double guarantees of rescuing and repairing are achieved.

The invention discloses a high-voltage triaxial resistivity test system and method considering chemical penetration. The system comprises a pedestal, a pressure-bearing cylinder, a sample assembly, and a data collection and processing system, wherein the sample assembly comprises an upper pressure head, a lower pressure head, a sample, a sealing layer, and detection electrodeS; the upper pressurehead, the sample and the lower pressure head are coaxially arranged in sequence from bottom to top, permeable stones are arranged between the upper pressure head and the sample and between the sampleand the lower pressure head, the lower pressure head of the sample assembly is fixed with the base, and the upper pressure head of the sample assembly is in contact with the piston rod; a plurality ofdetection electrodes are distributed on the side surface of the sample to form an electrode array; flanges are symmetrically arranged on the two sides of the upper pressure head and the two sides ofthe lower pressure head, and the sealing layer wraps and seals the upper pressure head, the lower pressure head, the sample, the flanges and the detection electrodes. The system can effectively seal the detection electrodes distributed in an electrode array on the side surface of the sample and prevent confining pressure liquid from entering the sample, so that three-dimensional resistivity measurement is carried out by using an inversion imaging method in a triaxial test, and the accuracy of a measurement result is ensured.

The invention discloses a box type water retaining dam for a coal mine underground reservoir. The box type water retaining dam is located between coal pillar dam bodies on the left side and the rightside of a roadway and used for isolating the underground reservoir and the roadway and blocking a water source in the underground reservoir. The box type water retaining dam comprises a main dam bodyand water retaining wings, wherein the main dam body is of a box type structure, the left side and the right side of the main dam body are embedded in the coal pillar dam bodies on the two sides, thetop of the main dam body is embedded in roadway roof surrounding rock, and the bottom of the main dam body is embedded in roadway bottom plate surrounding rock; and the water retaining wings compriseside wings, the side wings are connected with the left side and the right side of the main dam body and arranged along at least the whole height range of the main dam body, the side wings are embeddedinto the coal pillar dam bodies on the two sides to a certain depth, and thus side wing seepage prevention areas are formed. The box type water retaining dam can reduce crippling and water seepage caused by excessive local stress of the surrounding rock at the same time, adjusts differential settlement, prevents the surrounding rock from being softened due to water entering, and ensures the stability and safety of the dam bodies.

The invention relates to a connector box used for an underground diaphragm wall steel-rubber connector and a construction method, and belongs to the technical field of building construction. The connector box and the construction method are used for solving the problems that as for a circular connector pipe, an excavation dark region exists or the wall brushing technology needs to be additionally arranged, and therefore the number of construction technologies is increased. The connector box comprises a horseshoe fore shaft pipe capable of being lifted in a pit of a construction trough section. An arc-shaped end face is formed at the end, close to the front portion of the construction trough section, of the horseshoe fore shaft pipe in the width direction of the construction trough section, and a rectangular end face is formed at the end, close to the back portion of the construction trough section, of the horseshoe fore shaft pipe in the width direction of the construction trough section. A groove is formed in the end, close to the front portion of the construction trough section, of the horseshoe fore shaft pipe in the length direction of the construction trough section, and a rubber water stop sheet is embedded into the groove. The construction method includes the steps of 1, excavating the front portion of the construction trough section, and placing the connector box; 2, placing a steel reinforcing cage, and pouring the cage with concrete; 6, excavating the back portion of the construction trough section; 4, removing the horseshoe fore shaft pipe in a pulling mode.

The invention discloses an underground diaphragm wall rigid baffle joint and a construction method thereof, and relates to a rigid baffle joint mode and a construction method thereof. The rigid baffle joint (8) consists of two rigid baffles (1) and a rigid bottom plate (3), wherein a latch pipe (5) is arranged between the two rigid baffles (1); second connecting piece clamping grooves (7) are formed in the side surface of the latch pipe (5); first connecting piece clamping grooves (2) are formed in the side surfaces of the rigid baffles (1); the two rigid baffles (1) are connected with the latch pipe (5) by the first connecting piece clamping grooves (2) and the second connecting piece clamping grooves (7); steel bar end sockets (6) are arranged on the bottom surface of the latch pipe (5); steel bar clamping grooves (4) are formed in the rigid bottom plate (3); and the steel bar ends are fitted with the steel bar clamping grooves (4) to connect the latch pipe (5) with the rigid bottom plate (3). The rigid baffle joint is simple to design and manufacture; accurate contraposition of steel bar cages of adjacent walls is realized; the wall integrity is improved; the lateral bending resistance of the joint is improved; and a percolation path is increased.

The invention discloses a water plugging seepage-proofing method for a recharge well. The method includes the steps that firstly, a steel disc ring is premade, and a clamping groove is welded on a well casing in advance; a rubber balloon is placed in the clamping groove and pressurized, so that the clamping groove is filled with the rubber balloon, a sediment tube of the recharge well, a filter and the well casing are connected in a butt joint mode, fixed and then submerged in a well hole, and a gravel filter layer and a clay ball water resisting layer are constructed; the well casing is sleeved with the steel disc ring, the steel disc ring is submerged to the well hole, when the reading number of a pressure measuring instrument is synchronously increased along with the submergence of the steel disc ring, deflation and pressure reduction are conducted on the rubber balloon, the steel disc ring is quickly submerged until the steel disc ring can not continue submerging, the lower portion of the steel disc ring is pressed in the clamping groove, the rubber balloon is extruded in the gap between the clamping groove and the steel disc ring, and eventually a concrete water plugging layer is constructed. According to the method, plugging failure of the filter layer caused by inevitable well casing disturbance in the well completion construction process and recharge water upwelling in the running process of the recharge well can be effectively avoided, even inclination of the well casing can be reduced or avoided, and by the cooperation of other recharge water preprocessing measures, eventually normal working of the recharge well can be guaranteed.

The invention belongs to the field of building outer walls, and discloses a prefabricated composite member and a production method thereof, and a prefabricated composite wall and a construction methodthereof. The prefabricated composite member comprises a veneer and an insulation board which are connected with each other, a reinforcement cage connected with an inner board, and a plurality of connecting assemblies used for mutually connecting the insulation board and the inner board, wherein a cavity is formed between the insulation board and the inner board, and the reinforcement cage is partially located in the cavity; each connecting assembly comprises a built-in component arranged in the insulation board and an assembly component connected with the built-in component; each assembly component is partially arranged in the inner plate and partially located in the cavity; and each assembly component further comprises a first connecting section connected with the built-in component andan inner side limiting piece connected with the first connecting section, wherein each inner side limiting piece is located in the cavity and abuts against the insulation board, and the diameter of each inner side limiting piece is larger than the diameters of the parts connected with the two sides of the inner side limiting piece. According to the scheme, the problem of heat preservation and exterior facing integration of a double-faced composite outer wall is solved, and the production and construction process is simple and efficient.

The invention discloses a sealing water method and a sealing water structure of an anchor cable hole of a water-rich stratum underground diaphragm wall. The sealing water method comprises the following steps: drilling a diaphragm wall body and a soil body to obtain an anchor cable hole, and adopting a flow control piece to block fluid during the drilling treatment process; putting an anchor cablesteel strand in the anchor cable hole, and filling first solidification solution in the anchor cable hole to fix the tail part of the anchor cable steel strand so as to obtain an anchorage section with a preset length; filling second solidification solution in the anchor cable hole until the anchor cable hole is full to obtain a first blocking section; arranging a waterstop piece at the opening ofthe anchor cable hole, and stretching, drawing and locking the anchor cable steel strand to enable the waterstop piece to block the opening of the anchor cable hole. The sealing water method and thesealing water structure can effectively carry out sealing water treatment on the anchor cable hole to ensure the construction quality.

The invention discloses a damping structure of up-down cross tunnels. The structure comprises a lining segment structure surrounding the inner layer of an under-construction tunnel. The lining segment structure is formed by overlaying dwarf Z-shaped duct pieces, high-type Z-shaped duct pieces, and T-shaped transfer duct pieces. When the under-construction tunnel is constructed to the position where a certain distance is between the under-construction tunnel and an original tunnel, the high-type Z-shaped duct pieces are used to overlay to make the under-construction tunnel generate small inclination strike, and clear height difference between the under-construction tunnel and the original tunnel is increased. When the under-construction tunnel is constructed to the position where a certain distance is between the under-construction tunnel and the original tunnel, a damping layer is arranged close to the side of the original tunnel. The damping structure is advantaged by high anti-seismic property and high security, and reducing vibration influence of transport vehicles on the tunnel structure.

The invention discloses a connecting method of a foundation pit precast pile and a cast-in-situ superposed lining wall through stirrups. The method includes the following steps that after the size of the precast pile is determined according to design, a main rib and the stirrups of the pile are arranged, a connecting steel plate is arranged on the joint of the pile stirrups and the wall stirrups along a pile body, and pile connecting holes and wall connecting holes are formed in the connecting steel plate; connecting ribs of the pile stirrups are fixedly connected with the connecting steel plate through the pile connecting holes, and the wall connecting holes are plugged through plugging materials; pile concrete is poured, the precast pile is beaten into the designed position of a foundation pit after the designed strength is achieved through curing, the plugging materials are removed after excavation of the foundation pit is completed, and the wall connecting holes are exposed; and according to the design requirement, the main rib, the stirrups and a bent rib are arranged at the corresponding positions of a cast-in-situ wall, connecting ribs of the wall stirrups in the cast-in-situ wall are fixedly connected with the connecting steel plate through the wall connecting holes, concrete of the cast-in-situ wall is poured after connection is completed, and connection of the precast pile and the cast-in-situ superposed wall is completed.

The invention discloses a water plugging seepage-proofing method for a recharge well. The method includes the steps that firstly, a steel disc ring is premade, and a clamping groove is welded on a well casing in advance; a rubber balloon is placed in the clamping groove and pressurized, so that the clamping groove is filled with the rubber balloon, a sediment tube of the recharge well, a filter and the well casing are connected in a butt joint mode, fixed and then submerged in a well hole, and a gravel filter layer and a clay ball water resisting layer are constructed; the well casing is sleeved with the steel disc ring, the steel disc ring is submerged to the well hole, when the reading number of a pressure measuring instrument is synchronously increased along with the submergence of the steel disc ring, deflation and pressure reduction are conducted on the rubber balloon, the steel disc ring is quickly submerged until the steel disc ring can not continue submerging, the lower portion of the steel disc ring is pressed in the clamping groove, the rubber balloon is extruded in the gap between the clamping groove and the steel disc ring, and eventually a concrete water plugging layer is constructed. According to the method, plugging failure of the filter layer caused by inevitable well casing disturbance in the well completion construction process and recharge water upwelling in the running process of the recharge well can be effectively avoided, even inclination of the well casing can be reduced or avoided, and by the cooperation of other recharge water preprocessing measures, eventually normal working of the recharge well can be guaranteed.

The invention provides a biological detention pond for improving the ability of nitrogen and phosphorus removal. The biological detention pond includes a water reserve and a detention pond body structure arranged on the lower part of the water reserve, the detention pond body structure includes a planting soil layer, a packing area and a pebble bed from top to bottom, wherein the packing area is internally provided with a plurality of layers of impermeable geotechnical cloths, the detention pond body structure is divided into a plurality of layers of corridors, one ends of the impermeable geotechnical cloths are connected to the inner wall of the detention pond body structure, the other ends of the impermeable geotechnical cloths are free ends, a serpentine water seepage passageway is formed among the multiple layers of corridors, and the multiple layers of corridors are filled with different fillers correspondingly; and the pebble bed communicates with the water seepage passageway, and a perforated drainage pipe is arranged in the pebble bed. According to the biological detention pond for improving the ability of nitrogen and phosphorus removal, through design of the multiple layers of corridors, the hydraulic retention time of rainwater in the detention pond can be increased, phosphorus removal is facilitated, entering of oxygen can be isolated, an anoxic zone and an anaerobic zone are arranged on the lower part of the biological detention pond, and nitrogen removal is facilitated.

The invention discloses a foundation pit base face water-free construction structure under sandy gravel and mudstone geological conditions. The structure comprises a foundation pit drainage system, awater collecting well and a water pumping and draining system, wherein 1) the foundation pit drainage system comprises a foundation pit side wall drainage system and a foundation pit bottom drainage system, and the foundation pit side wall drainage system communicates with the foundation pit bottom drainage system; 2) the water collecting well is arranged at the bottom of a foundation pit, and thewater collecting well communicates with the foundation pit bottom drainage system so as to collect water at the bottom of the foundation pit into the water collecting well; and 3) the water pumping and draining system is arranged at the water collecting well and is used for draining the water in the water collecting well. The structure is easy to install and operate, the underground water is effectively prevented from permeating into the foundation pit, the defects of a well point dewatering method are effectively overcome, and the potential safety hazard of water-carrying construction of thefoundation pit is reduced; construction of the foundation pit is not affected while the water is pumped and drained, and water-free construction of the base face of the foundation pit is truly achieved; and when the centralized water pumping and draining device system is sealed, a water pump is recovered from the device, and the investment cost of a project is also saved.

The invention discloses a basement communication method. The basement communication method comprises the steps that firstly, a temporary structural beam (30) is arranged between a lining wall (20) of one basement and an enclosing wall (10); secondly, the enclosing wall (10) between lining walls (20) of two basements is dismantled; thirdly, part of the temporary structural beam (30) is dismantled; and fourthly, a connecting channel top plate (40) is constructed between the lining walls (20) of the two basements and fixedly connected with the temporary structural beam (30). By adoption of the basement communication method, the temporary structural beam (30) is incompletely dismantled, so that structural floors of the basements are not overhung, the safety of the structural floors is improved, and environmental-friendly construction requirements are met.

The invention discloses a test method for a single pile vertical static load test under the stable confined water condition. The test method comprises the following steps that (1) the size of a model pile and the thicknesses of soil bodies in a box are determined; (2) the water pressure of a pressure bearing layer is determined; (3) soil layers are paved by layers, and the model pile is buried; (4) force transferring water bags are placed; (5) back pressure plates are placed; (6) a vertical loading system and a data acquisition system are placed; (7) the water pressure of the pressure bearing layer is loaded; (8) the loading level is determined, and graded loading is implemented; (9) the pile top is vertically loaded; (10) the vertical compressive ultimate bearing capacity of the model pile is determined; (11) a test device is disassembled; (12) the vertical bearing capacity characteristic value of the single pile is determined; and (13) the pressure of a confined water layer is adjusted, the water pressure of the pressure bearing layer is increased to the next level, and the steps (2) to (12) are repeated to obtain the characteristic values of the pile foundation vertical bearing capacity under different confined water pressure conditions. The test method is good in effect, convenient to operate, low in cost and short in time.

The invention provides a high-molecular plastic assembly type pipe gallery and a construction method thereof. The assembly type pipe gallery comprises a bottom plate, a top plate and a plurality of frame components arranged between the bottom plate and the top plate. The bottom plate is paved on a cushion layer at the bottom of the pipe gallery. The top plate is arranged above the bottom plate inparallel. The frame components, the bottom plate, side plates and the top plate define a pipe gallery channel. The construction method of the assembly type pipe gallery comprises the steps of site leveling, foundation pit excavation, cushion layer construction, bottom plate installation, stand column construction, side plate installation, cross beam installation, top plate installation, water stoptreatment, soil mass backfilling and the like. The assembly type pipe gallery adopts industrialized large-scale production and mechanized construction, and is high in efficiency, short in construction period and low in construction cost. The pipe gallery is good in structural integrity, a seepage path is additionally arranged, and thus the good seepage prevention performance is achieved.

The invention discloses a box type water retaining dam for a coal mine underground reservoir. The box type water retaining dam is located between coal pillar dam bodies on the left side and the rightside of a roadway and used for isolating the underground reservoir and the roadway and blocking a water source in the underground reservoir. The box type water retaining dam comprises a main dam bodyand water retaining wings, wherein the main dam body is of a box type structure, the left side and the right side of the main dam body are embedded in the coal pillar dam bodies on the two sides, thetop of the main dam body is embedded in roadway roof surrounding rock, and the bottom of the main dam body is embedded in roadway bottom plate surrounding rock; and the water retaining wings compriseside wings, the side wings are connected with the left side and the right side of the main dam body and arranged along at least the whole height range of the main dam body, the side wings are embeddedinto the coal pillar dam bodies on the two sides to a certain depth, and thus side wing seepage prevention areas are formed. The box type water retaining dam can reduce crippling and water seepage caused by excessive local stress of the surrounding rock at the same time, adjusts differential settlement, prevents the surrounding rock from being softened due to water entering, and ensures the stability and safety of the dam bodies.

The invention provides an underground water in-situ remediation device capable of enlarging a seepage path. The underground water in-situ remediation device comprises an outer wall pipe, a lower solid wall pipe, a water filtering pipe and an upper solid wall pipe, wherein the space between the outer wall pipe and the lower solid wall pipe is filled with a filter material, the space between the outer wall pipe and the lower half part of the water filter pipe is filled with a filter material, the space between the outer wall pipe and the upper half part of the water filter pipe is filled with a PRWB material, and the space between the outer wall pipe and the lower half part of the upper solid wall pipe is filled with a PRWB material. And a filter material is filled between the outer wall pipe and the upper half part of the upper solid wall pipe.

The invention discloses a shock-absorbing structure for an up and down crossing tunnel, which includes a lining segment structure surrounding the inner layer of the tunnel under construction, and the lining segment structure consists of a short Z-shaped segment, a tall Z-shaped segment and a T The tunnel under construction is stacked at a certain distance from the original tunnel, and the high Z-shaped segment is stacked to make the tunnel under construction produce a small inclination angle and increase the distance between the tunnel under construction and the original tunnel. Clear height difference, a shock-absorbing layer is set on the side close to the original tunnel at a certain distance from the construction of the tunnel under construction to the original tunnel. The invention has the advantages of strong anti-seismic performance, high safety, and can reduce the vibration influence of traffic vehicles on the tunnel structure.

The invention discloses a connecting method of a foundation pit precast pile and a cast-in-situ superposed lining wall through stirrups. The method includes the following steps that after the size of the precast pile is determined according to design, a main rib and the stirrups of the pile are arranged, a connecting steel plate is arranged on the joint of the pile stirrups and the wall stirrups along a pile body, and pile connecting holes and wall connecting holes are formed in the connecting steel plate; connecting ribs of the pile stirrups are fixedly connected with the connecting steel plate through the pile connecting holes, and the wall connecting holes are plugged through plugging materials; pile concrete is poured, the precast pile is beaten into the designed position of a foundation pit after the designed strength is achieved through curing, the plugging materials are removed after excavation of the foundation pit is completed, and the wall connecting holes are exposed; and according to the design requirement, the main rib, the stirrups and a bent rib are arranged at the corresponding positions of a cast-in-situ wall, connecting ribs of the wall stirrups in the cast-in-situ wall are fixedly connected with the connecting steel plate through the wall connecting holes, concrete of the cast-in-situ wall is poured after connection is completed, and connection of the precast pile and the cast-in-situ superposed wall is completed.

The invention discloses an underground diaphragm wall rigid baffle joint and a construction method thereof, and relates to a rigid baffle joint mode and a construction method thereof. The rigid baffle joint (8) consists of two rigid baffles (1) and a rigid bottom plate (3), wherein a latch pipe (5) is arranged between the two rigid baffles (1); second connecting piece clamping grooves (7) are formed in the side surface of the latch pipe (5); first connecting piece clamping grooves (2) are formed in the side surfaces of the rigid baffles (1); the two rigid baffles (1) are connected with the latch pipe (5) by the first connecting piece clamping grooves (2) and the second connecting piece clamping grooves (7); steel bar end sockets (6) are arranged on the bottom surface of the latch pipe (5); steel bar clamping grooves (4) are formed in the rigid bottom plate (3); and the steel bar ends are fitted with the steel bar clamping grooves (4) to connect the latch pipe (5) with the rigid bottom plate (3). The rigid baffle joint is simple to design and manufacture; accurate contraposition of steel bar cages of adjacent walls is realized; the wall integrity is improved; the lateral bending resistance of the joint is improved; and a percolation path is increased.

The invention provides an H-shaped steel sheet pile with bidirectional locking openings for a combined steel sheet pile, and belongs to the technical field of sheet pile walls, piles or other structural components for steel foundation engineering. The H-shaped steel sheet pile comprises a web and a wing plate mounted at the end of the web, and is characterized in that inner hooks or outer hooks are arranged at two ends of the wing plate, and the tail end of the wing plate is bent upwards and downwards to form a hook-shaped structure. The H-shaped steel sheet pile is applied to machining of sheet pile walls and the like, and has the advantages of high rigidity, flexible combination modes and the like.

Disclosed is a test device of a single-pile vertical static test under the stable pressure bearing water condition. In-box soil in a simulation site is laid in a model box, a test single pile is embedded in the in-box soil, a vertical loading system comprises a reaction frame, a lever, a pile pressing device and weights, a water pressure loading system comprises a water pump, an inlet inverse filtering core cylinder, an outlet inverse filtering core cylinder, a force transmission water bag and a back pressure plate, a water outlet of the water pump is connected with the inverse filtering core cylinder, the inlet inverse filtering core cylinder is mounted on a water inlet in the wall face of the model box, the outlet inverse filtering core cylinder is mounted on a water outlet of the wall face of the model box, the force transmission water bag is laid on the top face of the in-box soil, the back pressure plate is arranged on the force transmission water bag, and comprises a left portion and a right portion, the left portion and the right portion are both connected with a rotating shaft, the left portion and the right portion of the back pressure plate are connected through a rotating cover, and the rotating cover penetrates a test single pile. A data collection system comprises a displacement meter, the displacement meter is located on the top of the test single pile, the displacement meter is connected with a data collection instrument, and the device is good in effect, convenient to operate, low in cost and short in time.

The invention discloses an ECC (Engineering Fiber Reinforced Cementitious Composites)-concrete interface treating method and belongs to the field of tunnel and underground concrete structure and hydraulic structure engineering technology. An interface is parallel to a water penetration direction, and an ECC-concrete sample is partitioned by a corrugated plate during pouring, so that an ECC-concrete interface is corrugated. The ECC-concrete interface is brushed with an interface agent, so that the ECC-concrete bonding area is increased, a longer penetration path is obtained, and accordingly, the interface penetration performance is improved. By adoption of the ECC-concrete interface treating method, the durability of tunnel and underground concrete structures and hydraulic concrete structures can be effectively improved.

The invention belongs to the field of building exterior walls, and discloses a prefabricated laminated member and a production method thereof, as well as a prefabricated laminated wall and a construction method thereof. A prefabricated composite component, comprising: a decorative panel and a thermal insulation board connected to each other; a reinforcing bar cage connected with an inner leaf plate; a plurality of connecting components connecting the thermal insulation board and the inner leaf A cavity is formed, and the reinforcement cage is partially located in the cavity; the connecting component includes a built-in component arranged in the thermal insulation board, and an assembled component connected with the built-in component; the assembled component is partially arranged inside the inner blade and partially located in the cavity The assembly part also includes a first connecting segment connected with the built-in part; and an inner limiting piece connected with the first connecting segment, the inner limiting piece is located in the cavity and abuts against the insulation board, and the diameter of the inner limiting piece is larger than the diameter of the inner limiting piece. part of the side connection. The solution of the invention solves the problem of heat preservation and exterior decoration integration of the double-sided laminated exterior wall, and the production and construction processes are simple and efficient.

The invention provides a high-molecular plastic assembly type pipe gallery and a construction method thereof. The assembly type pipe gallery comprises a bottom plate, a top plate and a plurality of frame components arranged between the bottom plate and the top plate. The bottom plate is paved on a cushion layer at the bottom of the pipe gallery. The top plate is arranged above the bottom plate inparallel. The frame components, the bottom plate, side plates and the top plate define a pipe gallery channel. The construction method of the assembly type pipe gallery comprises the steps of site leveling, foundation pit excavation, cushion layer construction, bottom plate installation, stand column construction, side plate installation, cross beam installation, top plate installation, water stoptreatment, soil mass backfilling and the like. The assembly type pipe gallery adopts industrialized large-scale production and mechanized construction, and is high in efficiency, short in construction period and low in construction cost. The pipe gallery is good in structural integrity, a seepage path is additionally arranged, and thus the good seepage prevention performance is achieved.