378 results about "Pressure cell" patented technology

A compressed-air energy storage system according to embodiments of the present invention comprises a reversible mechanism to compress and expand air, one or more compressed air storage tanks, a control system, one or more heat exchangers, and, in certain embodiments of the invention, a motor-generator. The reversible air compressor-expander uses mechanical power to compress air (when it is acting as a compressor) and converts the energy stored in compressed air to mechanical power (when it is acting as an expander). In certain embodiments, the compressor-expander comprises one or more stages, each stage consisting of pressure vessel (the “pressure cell”) partially filled with water or other liquid. In some embodiments, the pressure vessel communicates with one or more cylinder devices to exchange air and liquid with the cylinder chamber(s) thereof. Suitable valving allows air to enter and leave the pressure cell and cylinder device, if present, under electronic control.

A target system includes a beam path for receiving a particle beam and a target chamber for housing a sample material. A target foil is operable for holding the sample material in the target chamber. A pressure cell is formed along a portion of the beam path between the target foil and a pressure foil. When irradiating the sample material with the particle beam, the pressure inside the target chamber and the pressure cell is increased and maintained at substantially the same pressure. A method includes inserting a sample material into a target chamber of a target system. The target system includes a pressure cell formed along a portion of a beam path between a pressure foil and a target foil, adjacent the target chamber. The pressure cell and the target chamber are pressurized and maintained at substantially the same pressure. The sample material is irradiated to produce a radioisotope.

The invention relates to a method and a system for monitoring and warning a pipeline landslide based on a fiber Bragg grating and a method for constructing the system. The monitoring is performed on four parts including landslide depth displacement, landslide surface displacement, thrust of landslide on a pipeline and pipeline strain, and comprises the steps of: firstly, inserting an inclinometerpipe (1) pasted with a fiber Bragg grating sensor from the landslide (13) to all potential sliding surfaces (15); secondly, embedding a slender concrete ground beam (2) of which two ends are fixedly restrained and the axial direction of a central reinforced bar (17) is stuck to a ground beam fiber Bragg grating sensor (20) in a direction vertical to the deformation direction of the landslide (13)below the surface of the landslide (13); thirdly, measuring the thrust of the landslide (13) on the pipeline by using an earth pressure cell fiber Bragg grating sensor (4) fixed on the pipeline (14);and fourthly, arranging monitoring sections on edges on two sides and the pipeline (14) in the center of the landslide (13), and uniformly arranging three pipe strain fiber Bragg grating sensors (3) on each monitoring section to monitor the axial strain of the pipeline (14).

A compressed-air energy storage system according to embodiments of the present invention comprises a reversible mechanism to compress and expand air, one or more compressed air storage tanks, a control system, one or more heat exchangers, and, in certain embodiments of the invention, a motor-generator. The reversible air compressor-expander uses mechanical power to compress air (when it is acting as a compressor) and converts the energy stored in compressed air to mechanical power (when it is acting as an expander). In certain embodiments, the compressor-expander comprises one or more stages, each stage consisting of pressure vessel (the “pressure cell”) partially filled with water or other liquid. In some embodiments, the pressure vessel communicates with one or more cylinder devices to exchange air and liquid with the cylinder chamber(s) thereof. Suitable valving allows air to enter and leave the pressure cell and cylinder device, if present, under electronic control.

A compressed-air energy storage system according to embodiments of the present invention comprises a reversible mechanism to compress and expand air, one or more compressed air storage tanks, a control system, one or more heat exchangers, and, in certain embodiments of the invention, a motor-generator. The reversible air compressor-expander uses mechanical power to compress air (when it is acting as a compressor) and converts the energy stored in compressed air to mechanical power (when it is acting as an expander). In certain embodiments, the compressor-expander comprises one or more stages, each stage consisting of pressure vessel (the “pressure cell”) partially filled with water or other liquid. In some embodiments, the pressure vessel communicates with one or more cylinder devices to exchange air and liquid with the cylinder chamber(s) thereof. Suitable valving allows air to enter and leave the pressure cell and cylinder device, if present, under electronic control.

A compressed-air energy storage system according to embodiments of the present invention comprises a reversible mechanism to compress and expand air, one or more compressed air storage tanks, a control system, one or more heat exchangers, and, in certain embodiments of the invention, a motor-generator. The reversible air compressor-expander uses mechanical power to compress air (when it is acting as a compressor) and converts the energy stored in compressed air to mechanical power (when it is acting as an expander). In certain embodiments, the compressor-expander comprises one or more stages, each stage consisting of pressure vessel (the “pressure cell”) partially filled with water or other liquid. In some embodiments, the pressure vessel communicates with one or more cylinder devices to exchange air and liquid with the cylinder chamber(s) thereof. Suitable valving allows air to enter and leave the pressure cell and cylinder device, if present, under electronic control.

The invention relates to a method and a system for monitoring and warning pipeline landslide depth displacement and a method for constructing the system. The monitoring is divided into three parts including landslide depth displacement monitoring, monitoring of thrust of landslide on a pipeline and pipeline strain monitoring, and comprises the steps of: inserting an inclinometer pipe (1) pasted with a fiber Bragg grating sensor into the landslide (13), penetrating all potential sliding surfaces (15), extending the inclinometer pipe to a drilling hole 3 to 5m deep under a bedrock surface, and measuring the maximum tension strain born by the inclinometer pipe (1); measuring the front thrust of the landslide (13) on the pipeline by using a packaged earth pressure cell fiber Bragg grating sensor (4) fixed on the pipeline (14); and uniformly arranging pipeline (14) monitoring sections on edges on two sides of the landslide and the pipeline (14) in the center of the landslide (13), and uniformly arranging three pipe strain fiber Bragg grating sensors (3) on each monitoring section to monitor the axial strain of the pipeline (14).

The invention discloses an indoor test system and a test method for seepage characteristics of jointed rock mass. Through carrying out seepage, deformation and stress coupling tests of seepage performance for a large scale jointed rock mass test piece under high pressure water to a given jointed rock mass, the test pressure, flow and displacement can be simultaneously displayed and collected in real time, and the test data can be stored. The test method comprises the following steps: a test rock piece with a fissure surface is placed into a mould, the mould is placed into water, and the fissure surface inclination of the rock is adjusted; a water filling pipe is installed on the fissure surface of the rock, the water filling pipe is connected with a high pressure pump, and pressure cells are installed on an upper plate and a lower plate of the fissure surface of the rock; anchorage points are arranged on the upper side and the lower side of the fissure surface, and the anchorage points are connected with a displacement meter; high flow and high pressure hydraulic test is carried out by the high pressure pump to the fissure surface through the water filling pipe, the collected data is transferred to a collector by a pressure sensor on the water filling pipe, a flow sensor, the press cells and the displacement meter respectively and then accesses to a computer, and the real-time pressure, flow, relative displacement of the fissure and coupling relationship are continuously recorded and displayed.

The invention discloses a true triaxial apparatus without pressure cell structure, of which deformation is free from side interference, and the true triaxial apparatus is applicable to the true triaxial test of soil samples comprising coarse-grained soil and fine-grained soil. A rigid plate is used to pressurize in vertical direction, the bottom surface of the rigid plate and the top surface of the base are respectively provided with a roller for preventing side interference; rigid and flexible mixed blocks which are composed of metal plates and hollow rubber pipes in an alternating manner are used to pressurize in the front-rear direction, the true triaxial apparatus can be compressed along with the sample driven by the rollers in the vertical direction but in the horizontal direction; and a flexible water pocket structure is used to pressurize in left-right direction. The deformations of the sample in three directions can be obtained by the conversion calculation of the rotation circle-number of the motor in the corresponding direction, thus the accuracy is higher. The true triaxial apparatus can be used for the test of stress path in three-dimensional stress space, and the side interference can be efficiently avoided when the deformation of the sample is relatively obvious.

The invention discloses a method and device for testing a geo-stress of a deep soft rock. The device comprises a connecting rod; two three-direction pressure boxes are adjacently fixed on the connecting rod; the three-direction pressure box is provided with three vertical working surfaces; a direction cosine of any two working faces among the two three-direction pressure boxes is not 1; a device for measuring a normal pressure stress is mounted on each working face of the two three-direction pressure boxes; and the device is connected with a reading instrument outside a drilling hole through a data wire. A geo-stress testing method comprises the following steps of: sending the two three-direction pressure boxes to a test point after drilling; grouting the drilling hole and sealing the drilling hole after the drilling hole is entirely filled; and after slurry is solidified, substituting six pressure data measured by the two three-direction pressure boxes into a geo-stress testing principle formula after the data is stable, so as to obtain the geo-stress at the test position. With the adoption of the method, a stress value inside surrounding rocks can be directly observed, and observation data can be obtained for a long time. Therefore, the method and device provided by the invention is good for researches of coal deep rock geo-stress and the stability of a surrounding rock.

The invention provides a three dimensional earth pressure testing device based on general earth pressure cells and a rhombic dodecahedron. According to the device, six general earth pressure cells are fixed onto six surfaces, of which the normal vector quantities are uncorrelated, of the rhombic dodecahedron, so that the three dimensional earth pressure testing device is formed; grooves used for accommodating earth pressure cells are arranged on the surfaces of the rhombic dodecahedron with uncorrelated normal direction vector quantities; a conducting wire hole leading to the centroid of the rhombic dodecahedron is formed in the center of each groove; a conducting wire converging hole leading to the centroid is formed in each surface center of the rhombic dodecahedron except the grooves, so that six conducting wire holes and the converging holes converge at the centroid; meanwhile, a method for assembly and compute the three dimensional earth pressure testing device is provided. The invention has the effect that the three dimensional earth pressure testing device obtain, through testing, three principal stress of the earth pressure in the principal directions with measuring accuracy of 1.22 Rho, the measuring accuracy of three shearing stress is 0.71 Rho, the average measuring accuracy is 0.965 Rho, the safety storage of the engineering construction is improved, and the health condition of the engineering in later period can be effectively evaluated.

A compressed-air energy storage system according to embodiments of the present invention comprises a reversible mechanism to compress and expand air, one or more compressed air storage tanks, a control system, one or more heat exchangers, and, in certain embodiments of the invention, a motor-generator. The reversible air compressor-expander uses mechanical power to compress air (when it is acting as a compressor) and converts the energy stored in compressed air to mechanical power (when it is acting as an expander). In certain embodiments, the compressor-expander comprises one or more stages, each stage consisting of pressure vessel (the “pressure cell”) partially filled with water or other liquid. In some embodiments, the pressure vessel communicates with one or more cylinder devices to exchange air and liquid with the cylinder chamber(s) thereof. Suitable valving allows air to enter and leave the pressure cell and cylinder device, if present, under electronic control.

The invention discloses a simulated test unit and method for slope stability with faulting, relating to the technique of rock-soil mechanical test. The test unit is characterized in that: a soil sample in a fault soil model instrument is divided into hanging wall and footwall by the fault surface; a first continuously variable transmission (CVT), a first power transmission system, and a supporting leverage are connected with the hanging wall successively and provide power for displacement to the hanging wall; a second CVT and a second power transmission system are connected with the footwall successively and provide power for displacement to the footwall; a displacement mark, a soil pressure box and a dial indicator are put in the soil sample, and the relative data are recorded. Accordingto the invention, the movement processes of transformation and damage of slope containing fault soil are represented accurately, so that the invention provides a new approach for studying formation mechanism of landslip and other geological disasters under complex geological environmental conditions.

A system allowing for the active management of aerostatic lift in buoyant and semi-buoyant aerial vehicles comprised of a high tensile-strength outer pressure cell of a given volume and an inner compression cell of only slightly smaller dimensions. The inner compression cell is filled with a lifting gas, such as helium or hydrogen, to some fractional volume of its maximum, allowing for expansion of the lifting gas at different operational altitudes. When a reduction in aerostatic lift is desired, external air is compressed through the use of air handling means, and introduced into the outer pressure cell through a directional valve that prevents the pressurized air from leaving the pressure cell. When increased aerostatic lift is once again desired, the valve system may release all or a part of the pressurized air in the pressure cell, allowing the lifting gas to expand thereby displacing a greater volume of air and increasing lift.

The invention relates to a laboratory model test device for testing the influence on an operating tunnel from vertically-overlapped tunnel construction. An uplink lining model and a downlink lining model of an existing tunnel are longitudinally and symmetrically placed in parallel inside a model box. An uplink lining model and a downlink lining model of an excavated tunnel are transversely and symmetrically placed in parallel above and below the uplink lining model and the downlink lining model of the existing tunnel. Strain meters adhere to the inner walls of the uplink lining model and the downlink lining model of the existing tunnel and pressure cells adhere to the outer walls of the uplink lining model and the downlink lining model of the existing tunnel. The uplink lining model and the downlink lining model of the excavated tunnel are divided into multiple lining sections. The lining sections are separated through thin rubber boards. Displacement meter supports are fixed to the top face of the model box and multiple displacement meters are fixed to the uplink lining model and the downlink lining model of the existing tunnel, the uplink lining model and the downlink lining model of the excavated tunnel and the stratum soil mass surface through the corresponding displacement meter supports respectively. An excavation construction simulation device comprises a latex film surrounding the lining models of the excavated tunnel and an annular liquid cavity formed between the lining models of the excavated tunnel and the latex film. One end of the annular liquid cavity is provided with a liquid injection guide pipe and the other end of the annular liquid cavity is provided with a liquid drainage guide pipe.

A system for controlling the position of a diaphragm in a diaphragm-containing pressure pod, is provided. The system can include a peristaltic pump, a pressure pod having a flow-through fluid side and a gas side that are separated by a diaphragm, and a pressure sensor operatively connected to the gas side. The pressure sensor is configured to sense pulses of pressure resulting from movement of the diaphragm and caused by the action of the peristaltic pump. A gas source and a valve can be in fluid communication with the gas side of the pressure pod and can be configured to provide gas to, or vent gas from, the gas side. A controller receives pressure signals from the pressure sensor and controls the valve in response, and in so doing, controls the position of the diaphragm. Methods for positioning the diaphragm are also included.

The invention discloses an earth pressure balance type shield simulation test system. A model shield machine is arranged in a rectangular earth mass chamber, wherein the upper part of the rectangular earth mass is opened; a simulation earth mass is filled in the rectangular earth mass chamber; an axle wire of the model shield mechanism is overlapped with that of an earth mass chamber; the simulation earth mass is covered with one concrete cushion; an upper surface of the concrete cushion is connected with a horizontal loading beam through more than two earth pressure jacks; the horizontal loading beam is connected with the bottom of the earth mass chamber through an anchor cable; and an earth mass pressure box, a fiber grating sensor and a displacement meter are embedded in the simulation earth mass and electrically connected with a data acquiring and processing device respectively. The earth pressure balance type shield simulation test system can simulate the influence of shield tunnel construction among urban subway areas on stratum and a surrounding environment more conveniently, more truly and effectively and provides more true and accurate experimental data for the construction and the design of the tunnel so as to ensure the high efficiency and the safety of the construction of urban shield tunnels.

The present invention discloses a device and method of test for simulation of deep-lying tunnel blasting excavation unloading. The device comprises model frame outer frames, a model frame inner frame,a front side plate, a back side plate, a model sample, a bearing plate, hydraulic jacks, a high-pressure oil pump, a pressure tube, a dynamic test analyzer, a dynamic strain indicator, a statical strain indicator, a blasting vibration monitoring instrument, a computer, a speed sensor, miniature pressure boxes, resistance strain sheets, a wire, an exploder, a shot hole and a cartridge. The test method comprises the following steps of: the step 1, manufacturing of the model sample; the step 2, installation of the model sample; the step 3, loading of the model sample; the step 4, simulation of blasting excavation and data collection; and the step 5, data processing and analysis. The device and method of test for simulation of deep-lying tunnel blasting excavation unloading can perform good recovery of a tunnel geological environment according to a certain similarity and according to actual geological data through a similar material simulation test, are low in cost and convenient to operate, and can reflect a general rule of surrounding rock deformation and destroying.