165 results about "Pressure cell" patented technology

Luminescent diamond is made subjecting a volume of diamond grains and catalyst material to high-pressure / high-temperature (HPHT) conditions. A pressure apparatus and / or a pressure cell is specially configured to impose a differential or asymmetric pressure onto the diamond volume during the HPHT conditions. This subjects the diamond grains to differential strain that increases the degree of plastic deformation of the diamond grains to increase the formation of nitrogen vacancy centers. Diamond pellets formed by such process and subjected to differential pressure can have an aspect ratio, or an aspect ratio change, of greater than one. The temperature of the HPHT process is 1.800° C. or less to facilitate desired nitrogen migration to preferentially promote formation of NV centers over NVN and N3 centers in the diamond pellets to provide a degree of luminescence in a red wavelength spectrum greater than diamond pellets formed by some other HPHT processes.

The invention discloses a test device for simulating deformation of a foundation pit and an adjacent building under combined reinforcement. The test device comprises a box body, a foundation pit simulation structure, a building simulation structure, a foundation pit reinforcement simulation system, a constant head simulation system, a rainfall recharge simulation system and a monitoring system. The box body is divided into a soil box and water tanks on the two sides, and the water tanks communicate with the soil box. The foundation pit simulation structure comprises an underground diaphragm wall simulation structure which is relatively buried in the soil box and a plurality of inner supporting pieces; the building simulation structure is shallowly buried on the outer side of the foundation pit simulation structure; the reinforcing simulation system comprises a base reinforcing part, a retaining wall reinforcing part and an isolation pile structure; the constant head simulation system conveys water into a water tank through a first water pump, and a switch valve is arranged on the wall of the water tank to control the water level in the water tank; the precipitation recharge simulation system injects or pumps water into or out of a precipitation pipe inserted in the foundation pit simulation structure through a second water pump; the monitoring system comprises a soil pressure box, a water pressure box, a strain gauge, a displacement meter, an observation pipe and a liquid level meter.

The invention discloses a shear creep tester for in-situ slip zone soil and a test method, and relates to the technical field of rock-soil in-situ tests.The shear creep tester comprises a shear box, a shear load system, a normal load system and a ball row structure, and the shear box comprises an upper pressure box and a lower pressure box; the shear load system comprises a first spherical base, a shear stiffness self-adaptive loading assembly and a shear displacement sensor, and the shear displacement sensor is used for measuring the shear displacement of the shear box; the normal loading system comprises a second spherical base, a normal stiffness self-adaptive loading assembly and a normal displacement sensor, and the normal displacement sensor is used for measuring the normal compression amount of the soil body sample in the shear box; the ball row structure is suitable for reducing friction force between the normal rigidity self-adaptive loading assembly and the upper pressure box. The problems that the loading direction and the loading stability are controlled in an existing in-situ slip band soil shear creep test, and a slip band soil microstructure evolution detection device is lacked are solved.

The invention discloses a dangerous and large project safety management system, and belongs to the technical field of building construction safety monitoring. According to the system, vibration sensors are arranged on the boundary of a construction area, inclination sensors are installed on the surface of a supporting structure, static force level gauges are arranged corresponding to settlement monitoring points, and soil pressure boxes are buried in the side wall of a foundation pit in a layered mode, so that multi-dimensional data collection is achieved. A finite element analysis model is adopted in an edge calculation unit arranged in the area controller, supporting structure material parameters serve as input, and theoretical values are dynamically calculated in combination with real-time monitoring data. When the deviation between the measured data and the theoretical value exceeds a first threshold value, the historical mean value is automatically fused for iterative calculation, and if the deviation still exceeds a second threshold value after continuous three times of iteration, primary early warning is triggered. The system can evaluate the safety state of the supporting structure in real time, effectively prevents collapse accidents, and is suitable for safety management of dangerous and large projects such as building foundation pits and tunnels.

The utility model belongs to the technical field of civil engineering test equipment, and particularly discloses test equipment for an aeolian sand highway subgrade reduced scale model, which comprises a model box and a subgrade reduced scale model, the subgrade reduced scale model is arranged in the model box, a loading device is arranged above the subgrade reduced scale model, a displacement meter is arranged on the upper surface of the subgrade reduced scale model, and a displacement sensor is arranged on the upper surface of the displacement meter. A miniature settlement rod is embedded in the roadbed reduced scale model, soil pressure sensors are laid in the roadbed reduced scale model in a layered mode, a plurality of fiber bragg grating strain gauges are embedded in the roadbed reduced scale model below the loading device, the soil pressure sensors are connected with a soil pressure cell collector, and the fiber bragg grating strain gauges are connected with a fiber bragg grating demodulator. The soil pressure cell acquisition instrument and the fiber grating demodulation instrument are connected with the PC through wires; a displacement meter, a miniature settlement rod, a soil pressure sensor, a fiber bragg grating strain gauge and the like are laid and installed on the roadbed reduced scale model to detect various performance indexes of the roadbed reduced scale model after pressure is applied, and guidance is provided for actual engineering.

The utility model discloses a loess reinforced retaining wall model test device, which relates to the technical field of retaining wall test devices and comprises a model test box, a wall panel is movably connected to one side of the model test box, a top plate is connected to the inner side of the top end of the model test box, and filler is filled in the model test box. Different numbers of balancing weights can be selected on the adjusting vertical rod according to needs, so that the bearing vehicle body has different gravity load conditions, the sliding wheels can be driven to rotate through the driving motor, and the bearing vehicle body is driven to integrally reciprocate along the top plate. Different positions, different speeds and different pressure conditions are simulated under the action of a plurality of groups of top loading mechanisms at different positions, vehicle dynamic cyclic loads under different conditions are generated, and the transverse pressure or vertical pressure change condition in the model test box is detected in real time in cooperation with the action of a vertical pressure box and a transverse pressure box; and the accuracy of test results is ensured.

The invention provides a soft rock gully section tunnel deformation monitoring method, which belongs to the field of tunnel construction deformation monitoring, and comprises the following steps: selecting a typical monitoring section of an ultra-shallow buried large section tunnel, and arranging a plurality of groups of measuring points on an arch crown, an arch shoulder, a haunch, an arch foot and an arch bottom; a high-precision total station is adopted to collect vault settlement and cavern periphery convergence data in real time, and meanwhile, the monitoring frequency is dynamically adjusted based on the displacement rate; measuring the pressure change of the surrounding rock through the intelligent string-type double-membrane soil pressure box; the stability of the surrounding rock is judged, obtained data are analyzed and processed, and the vault settlement deformation cumulant, the settlement growth rate and the pressure distribution characteristics of the surrounding rock are obtained; calculating and predicting the final settlement amount and the peripheral convergence value of the vault through a fitting formula; and drawing a surrounding rock deformation envelope line through the surrounding convergence change values, and carrying out confluence analysis on surrounding rock pressure change to obtain a surrounding rock pressure envelope line, so as to reveal the form evolution and pressure distribution rule of the surrounding rock cavity of the tunnel. According to the method, the engineering safety and efficiency are remarkably improved.

An inflation valve arrangement includes an actuation cavity housing connected to a pneumatic valve, the actuation cavity housing comprising an actuation cavity and a piston rod extending from the actuation cavity at least partially into a main fluid channel of the pneumatic valve in an initially extended position for securing the pneumatic valve in a closed position. The arrangement further comprises a solenoid actuated pressure cartridge connected to the actuation cavity housing. The solenoid actuated pressure cartridge comprises a self-contained source of actuation gas. In response to the solenoid actuated pressure cartridge being energized, the solenoid operated pressure cartridge is configured to release the actuation gas from the pressure cavity into the actuation cavity, thereby retracting the piston rod into the actuation cavity, and opening the pneumatic valve body to release a source of inflation gas to an inflation device.

The invention discloses simulation monitoring and method for a granite residual soil slope in a rainfall process under the action of simulated earthquake. The simulation monitoring system mainly comprises a model box, a rainfall module, an earthquake module and a monitoring module, a water collecting tank is arranged at the bottom of the model box, a drainage hole is formed in the left side wall of the water collecting tank and connected with a drainage pipeline, and the drainage pipeline is connected with a drainage box; a water conveying pipeline is arranged at the top of the model box; an intelligent flow control valve is arranged on the water conveying pipeline; the top of the model box is provided with a counter-force cover plate and a force transmission penetration coupler, and a slope top loading system is arranged between the counter-force cover plate and the force transmission penetration coupler; the earthquake module comprises a vibration motor and a base, the vibration motor is fixed at the bottom of the water collecting tank, and the fixed base is arranged below the vibration motor; the monitoring module comprises a pore water pressure gauge, a soil pressure box, a soil engineering data acquisition instrument and a high-speed camera, the soil pressure box is arranged between the side slope front side baffle and the inner side wall of the model box, and the soil engineering data acquisition instrument acquires data and transmits the data to the computer operation terminal. The device can be used for simulating slope model test research under the action of downhill top load and earthquake under the rainfall condition, simulating the thickening rainfall infiltration function and analyzing external influence factors of slope instability failure, and the reliability and authenticity of slope stability research are effectively improved.

The present application relates to pipeline construction technology field, provide a kind of curved pipe jacking pipe section, including pipe section body, wooden backing plate and pressure box;One end of pipe section body forms pipe section interface, and the end surface of pipe section interface is provided with first recess;Setting in the end surface of pipe section interface, wooden backing plate is provided with second recess, and second recess is through wooden backing plate and is communicated with first recess;Pressure box is located in first recess and second recess, and one end of pressure box is in contact with the groove bottom of first recess, and the other end is flush with the one end of wooden backing plate away from pipe section body.The curved pipe jacking pipe section provided by the present application, wooden backing plate, when butting with adjacent curved pipe jacking pipe section, can be deformed, avoid direct extrusion between pipe section body, pressure box can monitor the stress change state of the position in curved pipe jacking process when wooden backing plate is deformed in real time, to facilitate early pre-control, avoid pipe section interface damage, and have the advantages such as simple structure, reasonable in design and easy to install, monitoring effect is good.

The invention discloses a vertical tunnel loading resistance performance test device and method, and relates to the technical field of test of resistance performance of protective equipment such as doors under specific loading. The device comprises a retaining wall arranged in an underground tunnel, a plurality of door front pressure boxes are arranged on the retaining wall, protective equipment is arranged on the front side of the retaining wall, a fixing rod is arranged on the rear side of the protective equipment, a plurality of door rear pressure boxes are arranged on the fixing rod in the height direction, and a sensor connecting rod is vertically connected to the fixing rod. A displacement sensor is arranged at one end of the sensor connecting rod close to the protective equipment. The method comprises the following steps of test protection equipment installation, test point arrangement, cable arrangement, connection test, loading device arrangement, tunnel sealing, detonation and post-detonation inspection. According to the invention, safe, controllable, repeatable and comparable resistance performance evaluation can be carried out on the whole door or door frame-wall body composite structure under the real boundary constraint and vertical installation state.

The utility model provides a protection storage device for a three-dimensional soil pressure cell, which comprises the three-dimensional soil pressure cell, a data lead and a protection shell, the protection shell comprises a rotating shaft on an outer ring and a fixed shaft on an inner ring, and the upper end and the lower end of the rotating shaft are connected with the upper end and the lower end of the fixed shaft through a rolling wheel group mechanism; the upper end of the rotating shaft is connected with the upper side rotating disc, the lower end of the fixing shaft is connected with the lower side rotating disc, and the positioning clamping groove device is installed in the rotating shaft and matched with the three-dimensional soil pressure box; a detachable rotating handle is installed on the upper right portion of the upper side rotating disc, a limiting notch is formed in the same side of the upper side rotating disc and the external protection shell, the connecting wire shifting piece is fixed to the lower portion of the limiting notch of the upper side rotating disc, and the detachable rotating handle drives the upper side rotating disc to rotate so that the data wire penetrating through the limiting notch can be wound on the fixing shaft along with the wire shifting piece. The three-dimensional earth pressure cell protection and storage device has the advantages of being small in size, high in protection performance, flexible to use and convenient and tidy to wind.

A nano-scale capacitive pressure sensor formed of an array of capacitive pressure cells is disclosed. The capacitive pressure sensor is integrated with an ASIC working as a pressure sensor and a PUF. Each of capacitive pressure cells is a hermetically sealed cavity and includes a first stationary conductive membrane and a second conductive membrane that deflects due to a force (pressure change) applied on the array of capacitive pressure sensor cells. A method of manufacturing the nano-scale capacitive pressure sensor is also disclosed.

The invention discloses a mine downward drift filling stope in-situ comprehensive monitoring system and a use method. The system is composed of a filling body stress monitoring system, a filling body strength monitoring system, a filling body displacement monitoring system and a multi-channel data acquisition module. The stress conditions of a filling body in all directions are monitored through a vibrating wire type soil pressure box and a steel bar meter in the filling body stress monitoring system, and the strength of the filling body is monitored through a wave velocity sensor and a hydraulic oil cylinder in the filling body strength monitoring system. A single-point settlement meter and a transverse displacement meter in the filling body displacement monitoring system are used for monitoring the displacement deformation conditions of the filling body in the vertical direction and the transverse direction respectively. The method has the advantages of comprehensive monitoring indexes, high monitoring precision, sustainable and continuous monitoring and the like.

The present invention discloses a high-pressure cell culture chamber with a quick opening and closing function. The chamber door is pushed toward the hatch direction, the rotating shaft rotates, the chamber door is closed, the opening of the chamber door is docked with the hatch, and the opening of the chamber door is accommodated in the three-petal clamp. The rotating rod is rotated, and under the drive of the positive and negative screw teeth, the first petal part and the second petal part of the three-petal clamp move relatively close to each other to realize the clamping of the chamber door by the three-petal clamp, and the moving block is slightly moved forward, and the left and right limit rods pass through the long strip holes of the limit block, and the left limit rod is just limited to the left end of the long strip hole, and the right limit rod is just limited to the right end of the long strip hole, so as to realize the quick closing of the chamber door; the moving block is slightly moved backward, the left limit rod and the right limit rod do not pass through the long strip holes of the limit block, and the rotating rod is rotated in the opposite direction. Under the drive of the positive and negative screw teeth, the first petal part and the second petal part of the three-petal clamp move away from each other in the opposite direction, and the chamber door is pushed in the direction away from the hatch, and the rotating shaft rotates to open the chamber door, so as to realize the quick opening of the chamber door.

The disclosure provides a flexible electrode material, a flexible electrode, and their preparation methods and applications, belonging to the technical field of composite materials. The carbon microparticle composite material includes carbon particles and gallium oxide attached to the surface of the carbon microparticles. The flexible electrode material includes, by mass, 2-17 parts of gallium-coated carbon particles and 83-98 parts of liquid metal. The flexible electrode is prepared by coating the flexible electrode material onto a flexible substrate via screen printing, attaching copper conductive wires to both ends of the printed flexible electrode material, applying a viscoelastic material coating over the surface of the flexible electrode material, and curing and drying the flexible electrode material at room temperature. The composite material can be applied to electronic skin for detecting human body motion states and earth pressure cells for monitoring soil pressure in engineering projects.

The invention relates to a pile body stress measuring system and method for an implantable cement mixing pile. The method comprises the following steps of mold assembly, sensing unit assembly, prefabricated cement soil column preparation and maintenance and on-site implantation construction. The device has the beneficial effects that the upper ends of the four claw bodies are hooped by the pair of elastic rubber rings in the annular direction, and axial movement of the inner rod is converted into synchronous radial expansion or contraction of the claw bodies under the constraint of the limiting ring through meshing transmission of conical surface threads and shifting threads; the outer wall of the split type inner wall rough mold is a conical surface, the split type inner wall rough mold is fastened and closed by being matched with a hoop ring for hoop sleeving, the larger the displacement of the hoop ring tightening towards the middle is, the higher the mold closing fastening degree is, and slurry leakage and mold expansion in the filling and pressing process are prevented. Hemispherical protrusions are distributed on the side wall face of the split type inner wall rough mold, so that the prefabricated cement soil column and the micro-expansive cement are attached more tightly, meanwhile, the end of the supporting slender rod abuts against the inner walls of the semispherical protrusions in a matched mode, and fixing of the soil pressure cell during pouring is achieved.

The invention is based on an expansion valve (10) with a pressure capsule (12), with a linear actuator (14) which is arranged at least partially in the pressure capsule (12), with a valve piston (16), wherein the linear actuator (14) is provided to effect a linear movement of the valve piston (16), and with a valve block (18) within which a valve seat (20) corresponding to the valve piston (18) is arranged and to which the pressure capsule (12) is fixed in a fluid-tight manner. It is proposed that the expansion valve (10) has an insert element (22) which is arranged in a base region (24) of the pressure capsule (12) and which is designed to guide the valve piston (16) during a linear movement.

The present invention discloses a test device for simulating the deformation of a foundation pit and an adjacent building under combined reinforcement, which includes a box body, a foundation pit simulation structure, a building simulation structure, a foundation pit reinforcement simulation system, a constant head simulation system, a precipitation and recharge simulation system, and a monitoring system. The box body is divided into a soil box and water tanks on both sides, and the water tanks are communicated with the soil box; the foundation pit simulation structure includes a diaphragm wall simulation structure buried relatively in the soil box and several internal support members; the building simulation structure is shallowly buried outside the foundation pit simulation structure; the reinforcement simulation system includes a foundation reinforcement part, a retaining wall reinforcement part, and an isolation pile structure; the constant head simulation system conveys water into the water tank through a first water pump, and a switching valve is arranged on the water tank wall to control the water level in the water tank; the precipitation and recharge simulation system injects water or pumps water into a drain pipe inserted in the foundation pit simulation structure through a second water pump; the monitoring system includes earth pressure cells, water pressure cells, strain gauges, displacement gauges, observation pipes, and liquid level gauges.

The present invention discloses an experimental device for accurately measuring buoyancy in soil layers, eliminating friction and negative pore pressure. The device comprises a truncated cone body, a base plate, a ventilation pipe, and a water-adding baffle. The truncated cone body is an inverted cone with a hollow interior and an open top. Its lower end has a base plate. The base plate has several through-holes, and a polyvinylidene fluoride film is affixed to its lower surface. The water-adding baffle is fixed within the truncated cone body. The lower end of the ventilation pipe interfaces with the central through-hole of the water-adding baffle. During the experiment, the outer wall of the truncated cone body is coated with lubricating silicone grease, and an earth pressure cell and a pore-water pressure gauge are installed at the center of the lower surface of the polyvinylidene fluoride film. The truncated cone body is then placed into the soil, with the base plate positioned above the soil layer to be measured. Water is then added to the cavity above the water-adding baffle. The water in the truncated cone body is then gradually drained. When the readings of the earth pressure cell and the pore-water pressure gauge are equal, drainage is stopped, and the residual water weight is calculated. The sum of the residual water weight and the weight of the experimental device is the buoyancy of the soil layer.

The utility model relates to the technical field of geological disaster monitoring discloses the automatic monitoring structure of stratum collapse is monitored with soil pressure gauge, including monitoring hole, sleeve tube, multiple soil pressure gauge, data acquisition appearance, power supply equipment and monitoring early warning platform, monitoring hole sets in stratum collapse hidden danger point area, sleeve tube fixed mounting is in monitoring hole, multiple soil pressure gauge is arranged in the internal cavity along the length direction of sleeve tube layer, and the internal wall interval of soil pressure and internal cavity forms and has filled area, and the backfill layer is filled in filled area, data acquisition appearance is connected with every soil pressure gauge through data transmission wire, power supply equipment and data acquisition appearance electricity are connected, through layering setting multiple soil pressure gauge in sleeve tube, can layering capture the soil pressure change of different depth stratum, solved the problem that traditional monitoring point is single, the cooperation of data acquisition appearance and monitoring early warning platform realized the real -time transmission and analysis early warning of data, improved the timeliness and accuracy of monitoring.

The present application relates to a kind of pile soil pressure testing device and testing method for indoor slope model test, wherein device includes several round pile molds and several soil pressure cell forming systems, the soil pressure cell forming system includes connecting rod and soil pressure cell forming block, two sides of the soil pressure cell forming block are respectively connected with the end of a connecting rod, the other end of the connecting rod is detachably connected with the pile segment connection component, through-hole is formed on the round pile mold, and the soil pressure cell forming block is arranged in the round pile mold through the through-hole.The overall detachable connection can flexibly determine the length of the pile body to be simulated;Pile body mold and soil pressure cell forming system adopt split design, so that the device has very high practicability;Soil pressure cell forming system can be flexibly laid out, and the number and position can be determined according to the test needs, so that the present application has good versatility;Main structural material can be reused, meet environmental protection.

The invention discloses an in-situ monitoring device for soil-water pressure behind a well wall and an installation method, and relates to the technical field of soil-water pressure monitoring. In-situ real-time monitoring of the soil pressure and the water pressure behind the well wall can be achieved, and then the safety of the well wall structure is ensured. According to the technical scheme, a hole is formed in the inner wall of a shaft through a common drill bit, and an orifice pipe is embedded; a common drill bit is replaced by a drilling device, the drilling device is sequentially connected with a core monitoring device and a special drill rod, the drilling device comprises a three-petal openable drill bit, and the core monitoring device comprises an earth pressure box, a pore water pressure gauge front bin and a pore water pressure gauge rear bin. The inner wall and the outer wall of the shaft are drilled and then reversed; pulling out the limiting pin to take out the special drill rod; and long-term monitoring is carried out. According to the invention, in-situ actual measurement of stratum soil pressure and water pressure at different depth positions can be realized, actual measurement data can be provided for a deep underground engineering ground pressure theory, and long-term safe operation and maintenance of a well wall can be assisted.

A pressure cell holder for attachment to a housing of an extracorporeal blood treatment machine, such as a dialysis machine. The pressure cell holder includes a gripping device for holding a pressure cell inserted into the pressure cell holder by enclosing or engaging the pressure cell, and an ejector mechanism for ejecting the pressure cell when the gripping device is released.

The present invention discloses a simulation device for chloride ion transmission under circumferential water and soil pressure of PHC pipe piles, which includes a loading device and an environmental simulation test chamber. It is characterized in that: the environmental simulation test chamber consists of an oil source system and an environmental test chamber. The oil source system sets the pressure of the soil pressure cell in the test chamber according to the actual engineering situation, realizes closed-loop control of the soil pressure, and real-time displays the soil pressure value, the oil pressure of the oil cylinder, and the test time; the loading device includes an oil cylinder and a pressing plate, and the loading device is used to load the chloride-containing saline soil mixture in the environmental test chamber, as well as the acting force of the mixed soil mass on the pipe pile under the action of the load and the box body constraint force, to simulate the circumferential water and soil pressure borne by the PHC pipe pile in the actual chloride-containing salt service environment in the coastal area, and solve the test method for the transmission performance of chloride ions in the PHC pipe pile in the actual service environment; the structure is simple, the manufacturing cost is low, the operation is convenient, and it conforms to the actual situation.

The utility model discloses a piezoelectric ceramic piece electrode slurry screen printing frame combination adjusting device, and relates to the technical field of electrode slurry screen processing. The device comprises a bottom plate, right-angle plates are slidably connected to the two sides of the top of the bottom plate, and pressure boxes are fixedly connected to the tops of the right-angle plates; an adjusting assembly is arranged on one side of the right-angle plate and comprises limiting blocks, and the limiting blocks are fixedly connected to the front end and the rear end of the bottom of one side of the right-angle plate. Through driving of the driving motor, the first screw rod can be driven to rotate to enable the sliding block to move, meanwhile, the driving bevel gear and the driven bevel gear are used for driving the bidirectional lead screw to rotate, the two sliding sleeves can move relatively through rotation of the bidirectional lead screw, and therefore the front end and the rear end of the two sides of the printing frame are adjusted and limited; and the length of the printing frame can be adapted through the top of the pressure plate and a spring rod on one side of the bottom of the sliding sleeve.

The present application relates to the technical fields of segregation degree detection, in particular to a device and method for in-situ detection of segregation degree of tailing bubble lightweight soil, which comprises a fixing assembly, a detection assembly, a positive soil pressure cell host and a lateral soil pressure cell host; the positive soil pressure cell host and the lateral soil pressure cell host are electrically connected with the detection assembly; the fixing assembly comprises a sleeve capable of filling tailing bubble lightweight soil inwardly; the detection assembly comprises an adjusting frame which is slidingly connected to the inside of the sleeve; the adjusting frame is internally provided with a positive soil pressure cell, and the adjusting frame is internally provided with a lateral soil pressure cell. The positive soil pressure and the lateral soil pressure of the tailing bubble lightweight soil at different filling positions are obtained through the detection assembly, and the change amplitudes are calculated respectively, so as to evaluate the segregation degree of the tailing bubble lightweight soil. The present application has strong operability, is simple and convenient, can freely adjust the position to be detected according to the field requirements, and has wide application prospect.

The invention discloses a building material water permeation prevention stepped pressure loading detection mechanism and a process thereof, and relates to the technical field of building material detection. The device comprises a test assembly, and the test assembly is provided with a pressure assembly, a temperature control assembly and a heating assembly. And the test assembly is used for performing waterproof seepage pressure detection on the building material. By using the device, the space on the lower surface of the building material is dehumidified and heated, and the situation that the difference between the temperature above the building material and the temperature below the building material is too large, so that water vapor in air in the test box is liquefied into water drops to be attached to the lower bottom surface of the building material, and detection on water permeation resistance of the building material is affected is avoided. And through monitoring of the pressure gauge sensor, a stepped pressure test on the water penetration prevention of the building material can be realized in the pressure box, so that the limit of the water penetration prevention of the building material can be better detected.

The application belongs to the technical field of cell culture equipment, and provides a high-low pressure cell culture device, which comprises a device box, a device cover movably installed on the device box, a high-pressure device cover and a low-pressure device cover, a plurality of sieve-shaped partitions for placing cell culture dishes and detachably arranged in the device box, and a first air inlet and exhaust pipe installed on the sidewall of the device box, and further comprises a pressure regulating mechanism, which comprises a pressure regulating box, a driving assembly, a first adjusting part, a fixing part, a second adjusting part and a second connecting part. The high-low pressure cell culture device can control the gas pressure in the device through the pressure regulating mechanism, completely separates the CO2 partial pressure control and temperature control of the device from the device, controls the CO2 partial pressure and temperature in the device under different pressures by controlling the CO2 concentration and ambient temperature in the high-pressure gas source, and makes the device structure simpler and the operation more convenient.

The application relates to the technical field of urban underground space, and discloses a power pipe gallery jacking pipe construction method convenient for testing internal force and earth pressure, which comprises the following steps: prefabricating a reinforcing cage and a terminal box mold, welding a reinforcing stress meter on the outer side of the reinforcing cage, binding the terminal box mold on the reinforcing cage, extending a signal transmission line into the inner side of the reinforcing cage through the terminal box mold, hoisting the reinforcing cage into a steel formwork, sticking one end of the terminal box mold to an inner formwork, binding a prefabricated mold on the reinforcing cage and ensuring that the rear end of the prefabricated mold abuts against the inner formwork, pouring concrete into the steel formwork, demolding to form a prefabricated jacking pipe, marking the position of the prefabricated mold, installing an earth pressure cell in the prefabricated mold and sealing the earth pressure cell, introducing a signal transmission line of the earth pressure cell into the inner side of the prefabricated jacking pipe through the prefabricated mold, and taking out a signal transmission line of the reinforcing stress meter from the terminal box mold.