2187 results about "Pore water pressure" patented technology

A drip irrigation line includes a plurality of emitter units secured within a water supply tube such that each emitter unit defines with the tube a flow-control passageway having an inlet port communicating with the interior of the water supply tube and an outlet port communicating with a water discharge opening in the water supply tube. Each emitter unit includes a one-way valve at one of the ports. Such port has an opening circumscribed by a cylindrical boss, and the one-way valve thereat includes a cap having a skirt of elastomeric material normally engaging the outer surface of the cylindrical boss to block reverse water flow into the flow-control passageway, but is deformable under water pressure to permit forward flow from the tube interior into the flow-control passageway.

Method for well re-stimulation treatment using instantaneous shut-in pressure (ISIP) to guide the design and execution of refracturing stages. Pore pressure and optional cluster stresses are determined at a start of the treatment. Goal ISIPs for the refracturing correspond to undepleted regions of the formation, and target ISIPs versus treatment progression/stage range from about a lowest pore pressure corresponding to depleted regions of the formation up to within the goal range ISIPs. Diversion and proppant pumping schedules are designed, and the refracturing treatment is initiated in accordance with the design. ISIP is measured at stage end, and if it varies from the target ISIP, subsequent stages are modified from the design as needed to more closely match the ISIP schedule.

The invention discloses a system for testing a physical model for large-scale landslides under the action of multiple factors, which comprises a reservoir level fluctuation simulation unit, a landslide experiment slot section, an artificial rainfall simulation unit and a measuring unit, wherein the landslide experiment slot section comprises a horizontal slot section and a slope slot section, the horizontal slot section and the slope slot section are respectively paved with a slope body consisting of sand-soil mixtures, and the rear end of the horizontal slot section is hinged with the front end of the slope slot section; the slope slot section is composed of more than two slot sections which are sequentially hinged end to end, and the bottom of each slot section is provided with a lifting unit which can adjust the dip angle of the slot section; the rear end of the slope slot section is provided with a Malpighian-tube rear-edge water-replenishing unit; and the measuring unit comprises a deformation measuring part and a stress measuring part, wherein the deformation measuring part is used for measuring the deformation process of the slope body, and the stress measuring part is used for measuring the water pressure and water content of a pore of the slope body. By using the system disclosed by the invention, the changing regularity of each measurable physical quantity of a landslide in different development stages can be grasped accurately, thereby providing a possibility for better developing the studies on key parameters of landslides in different evolution stages.

The invention discloses a soil one-dimensional consolidation, penetration, stressing relaxation combined test instrument and usage, which posits punch inside a punch cavity at the bottom of pressure container. It can do consolidation and compression to the same soil sample K0, it also can do soil sample penetration test and stressing relaxation test directly and simultaneously. It can test the soil sample's value of coefficient of static lateral pressure K0 and the process of pore water pressure followed by time. The test instrument and method can arrange soil's consolidation characteristic parameter by test outcome and using theoretical formula penetration method. It can do soil's theological behavior analysis by the outcome of stressing relaxation test.

The invention relates to a testing platform with ground and slope engineering module. Long edge at one side of the main structure side steel plate has an instrument burying hole and data leading out hole, the other side having viewing window, bottom of the rectangular structural module slot rubble and sand cushion having water pipe supply net that connects with the water tank and vacuum extraction device, one side of the short edge of the main body structural side steel plate having discharge hole, two sides of the main structural beam post overpass the latched the reverse beam, whose lower end having hydraulic jack, ball hinges and bearing plate formed servo bearing system, displacement sensor, sand pressure sensor and gap water pressure connected to form the monitoring system. It can be deployed to prevent disasters.

The invention discloses a penetration probe-based deep sea multi-element comprehensive observation system, which comprises an upper computer and a data recovery cabin, wherein the upper end and the lower end of the data recovery cabin are connected with a probe rod through a hydraulic separation releaser and a launching device respectively; a small-sized pile driver is arranged in the launching device; the launching device is provided with an underwater search light, an underwater camera and an underwater acoustic communication transceiver; the top of the data recovery cabin is provided with a floating body; a central controller is included in the data recovery cabin; the outer side face of the data recovery cabin is provided with an underwater acoustic transducer; and the outer surface of the probe rod is provided with more than 10 annular electrodes and more than 2 pore water pressure sensors which are connected with the central controller. The system has a simple structure, is reliable in work and accurate in control, can carry various sensors and adapt to a deep sea high pressure environment, and can synchronously and automatically observe and record states and changes of sea water and sediments within a 10m depth range close to a sea water-sediment interface with over 2,000m water depth, including the state of sediments of 6-7m below a sea bottom surface, the condition ofsea water of a bottom layer of 3-4m above the sea bottom surface and the dynamic change in position of the sea bottom surface.

A directional water pressure blasting method for improving coal bed gas permeability includes utilizing water pressure blasting splitting to change the structure of the coal and rock mass, firstly drilling holes inside a coal bed, performing high-pressure hydraulic cutting seam, and forming a deep flat slot around the drilling holes of the coal bed after cutting; and filling explosive into the drilling holes of the coal bed, then injecting water and sealing the hole, detonating the explosive to perform water pressure blasting, and enabling the periphery of the drilling holes of the coal bed to generate directional expanding fractures under the function of detonation pressures. Performing water pressure blasting in a high-gas low gas permeability coal bed can organically combine the waterpower and the explosive force of the explosive fully and reasonably, the water pressure blasting enables the cracks generated by hydraulic cutting seam to further expand and a directional expanding cross fracture net is formed on the periphery of the drilling holes of the coal bed, so that the gas permeability of the coal bed is greatly improved, the problem that the gas of the coal bed is hard to extract due to the small number of the cracks can be effectively solved, the concentrated stress of the coal bed is transferred to the deep of the coal mass, and the capacity of gas emission is improved. The directional water pressure blasting method for improving the coal bed gas permeability is simple in process, convenient to operate, safe, reliable, and good in controllability and effects.

A water filter cartridge particularly suited for a water filtration system incorporated into refrigerators includes an outer housing, a water filtration media inside the housing, and a cap affixed to an end of the housing to thereby enclose the filtration media. A portion of the cap defines a large cylindrical cavity having a channel formed therein which is positioned so that an O-ring provides a substantially water-tight seal when the filter cartridge is in an operative position in a manifold. The O-ring prevents water from otherwise flowing through the channel and externally of the water filtration system. Under normal water pressure the water filtration system will immediately visually exhibit a substantial leak if the filter cartridge is coupled to the manifold of the water filtration system in the operative position without the O-ring being positioned in the large cylindrical cavity.

The invention relates to a penetration type multifunctional submarine sediment in-situ observation probe rod, including a static sounding probe, a resistivity measuring module, a deformation measuring tube and a control cabin which are connected in sequence from bottom to top. The resistivity measuring module includes a resistivity measuring module main body, and point electrodes are distributed at equal intervals on the outer circumferential surface of the resistivity measuring module main body. The deformation measuring tube is of a tubular structure, includes a deformation rubber tube and embedded pore water pressure sensors inside the deformation rubber tube, eight stress and strain measuring optical fibers are distributed at equal intervals along an axial direction on the outer wall of the deformation rubber tube, a row of water drainage holes are distributed along the axial direction, and each water drainage hole is connected with an embedded pore water pressure sensor. The penetration type multifunctional submarine sediment in-situ observation probe rod provided by the invention can realize CPTU detection and can also perform long-term in-situ observation, and add dynamic change process observation of pore water pressure and sediment deformation of different depths; and deformation observation and pore pressure observation are effectively combined, and taking static sounding data for reference, and a dynamic change process mechanism of seabed sediments are interpreted from different angles.

The invention relates to a muddy water balance type shield simulation testing system. In the structure of the system, a model box for holding soil is fixed on a base; a refrigeration freezing device is communicated with a freezing pipe in the model box; the front part of a shield machine enters the model box through a guide sleeve on the side of the model box; a cutter disk at the front part of the shield machine is connected with the output shaft of a gearbox of a hydraulic power system through a main shaft; jacks at the left and right sides of the shield machine are connected between the model box and the gearbox; a space between a partition plate behind the cutter disk of the shield machine and the cutter disk forms a muddy water cabin; and an injection pipe of a muddy water pot, whichis connected with an air pressure boosting device, penetrates into the shield machine from the tail part of the shell of the shield machine. The system provided by the invention can simulate the tunneling process of the muddy water shield machine in a submerged tunnel construction with high water pressure and can synchronously record soil pressure, water pressure, displacement and the tunneling parameters of the shield machine, thereby finding out and analyzing the mechanism and conditions of muddy water pressure balance country rock and providing more reliable experiment basis for submerged tunnel construction and the design of a muddy water shield machine.

The invention discloses a method and system for monitoring a plurality of control parameters of a synchronous grouting process behind a segment wall during shield tunnel piercing construction in a fiber grating sensing and optical fiber communication mode. The method and system is mainly characterized in the remote and real-time multi-parameter monitoring, namely various fiber grating sensors which are pre-buried in segment control positions are used to perform remote and real-time monitoring on control parameters of pore water pressure, soil pressure, segment temperature, concrete stress, rebar stress and other control parameters in synchronous grouting process behind a segment wall, and the grouting pressure can be adjusted according to the monitoring data so as to ensure the grouting to be finished smoothly and ensure the grouting quality. The method and system is strong in practical applicability and feasibility, can monitor any link in the synchronous grouting construction behind the tunnel segment wall and can improve the controllability of the synchronous grouting process and the grouting quality.

The invention discloses a triaxial creep tester of unsaturated soil, and relates to a geotechnical test apparatus. By inlaying a china clay plate with high air entry value in the pedestal of a pressure chamber, the geotechnical test apparatus allows water in a soil sample to pass through the china clay plate, but exerted gas cannot pass through, thereby realizing the aims of controlling groundmass suction and ensuring waterdrainage. The upper part of the china clay plate has a sample sleeved with a rubber membrane, and the upper part of the sample is provided with a porous plate and a sample cap; the sample cap is connected with a set of pipelines capable of controlling air pressure to exert pore air pressure on the sample and control pore air pressure; and the bottom of the china clay plate is respectively connected with a wash pipe and a drainpipe which play roles in washing air bubbles on the bottom of the china clay plate and waterdrainage respectively. A sample pressure chamber adopts a double-layer pressure chamber, namely a double-layer organic glass cylinder. An inner pressure chamber is filled with air-free water to exert a confining pressure on the sample, while an outer pressure chamber exerts an air pressure of equivalent confining pressure value to eliminate the influence on bulk variate caused by the deformation of the inner pressure chamber.

The invention discloses a simulation test system and monitoring method for a disaster of roof water burst and sand inrush induced by coal seam mining. The simulation test system comprises a bracket, wherein a test bin is arranged inside the bracket; a movable coal-mining simulating dragging plate is arranged at the bottom of the test bin; a water-sand gathering channel obliquely arranged is arranged below the coal-mining simulating dragging plate; a water-sand collecting device is arranged at the outlet of the water-sand gathering channel; the test bin is formed by a bottom plate, a right side wall, a front transparent plate body, a back transparent plate body and the coal-mining simulating dragging plate; a plurality of pore water pressure sensors and a plurality of pressure sensors are arranged inside the test bin. According to the invention, the simulation test for the disaster of the roof water burst and sand inrush induced by coal seam mining is carried out by adopting the technical scheme that the test bin is filled with coal measure strata simulating materials, so as to obtain water-sand inrush parameters of different stratum combinations, therefore, the identification degree of the characteristics of the disaster of operating face water burst and sand inrush induced by coal seam mining is improved.

The system is unique in that a structure's plumbing lines are effectively routed, to stop energy and water waste, while adding little to construction cost. Water pressure to hot water supply (50) is controlled through a selectable flow control valve (10). A hot water manifold (3) and check valves 42 and 43 produce a dual line connection, between hot water manifold (3) and the hot water use area. In the water saver mode, positioning selectable flow control valve (10) causes pump (4) to draw water from distribution conduit (6), through selectable flow control valve (10), through cold water manifold (12) and solenoid valve (37) to hot water supply (50). Pump (4) causes hot water to fill distribution conduit (6), to the hot water use area. This circulation delivers hot water to replace water standing in the line. Circulation period is determined by controller (22). When selectable flow control valve (10) is positioned to the use mode, supply pressure at cold water conduit (28) is applied through selectable flow control valve (10), then via cold water manifold (12), to hot water supply (50). Positioning selectable flow control valve (10) to the energy saver mode causes, cold water pressure to be interrupted to hot water supply (50) and directed through feedback conduit (72) and conduit (71), to a junction down stream from hot water manifold (3). Supply pressure forces hot water towards open hot water outlet (45), thus all hot water delivered from hot water manifold (3) is utilized.

Standard test methods for determining one-dimensional consolidation properties of soils using incremental loading in accordance with ASTM D2435, or AASHTO 216, and of those of other international and organizations, do not accurately predict the values of vertical settlement, coefficients of consolidation in horizontal and vertical directions, and modulus of elasticity in vertical direction, because fixed ring used in these tests do not allow horizontal settlement and dissipation of excess pore-water pressures in horizontal direction, whereas, in field, under application of a vertical load, both horizontal and vertical settlements occur along with dissipation of excess pore-water pressures in both vertical and horizontal directions. To overcome this more than 100 year old problem, the inventor (Dr. Ramesh Chandra Gupta, Ph. D., P.E.) has invented a test device for determining three-dimensional consolidation properties of soils, using a flexible ring which permits development of horizontal and vertical displacements, and dissipation of excess pore-water pressures in both horizontal and vertical directions, along with increased lateral resistance as takes place in field at any depth in a soil deposit when vertical load at the surface is applied.

The flexible ring consists of filter fabric around the soil specimen, rubber membrane around the filter fabric, circular segmental metal plates around the membrane and elastomeric rubber bands or spring loaded jacket around the segmental plates, and allows horizontal and vertical displacements, dissipation of pore-water pressures in horizontal and vertical directions to take place with increased lateral resistance with each increment of vertical load like those in the field. Thus new test device simulates field condition to allow accurate determination of three-dimensional consolidation properties of soils (such as settlements, coefficients of consolidation in horizontal and vertical directions, and modulus of elasticity).

For this new test device, conventional incremental consolidation frame or triaxial type chamber system either with the triaxial loading system or modified to adapt to incremental consolidation frame, shall be used to perform three-dimensional consolidation tests.

A soft soil foundation reinforcing method includes the following steps: backfilling a medium coarse sand cushion on the site surface, inserting and beating a plastic drainage board, setting up drainage systema in vertical and horizontal directions, burying a pore water pressure layered settlement and lateral deformation observation system; laying a vacuum membrane, installing a vacuum sewerage system, vacuum preloading, filling and rolling when the pressure under the vacuum membrane reaches 80KPa and becomes stable; vacuum-heap combined preloading, starting to dynamic compact when an obvious inflexion appears and the settlement curve tends to be gentle inclined and the accumulated settlement volume reaches 60-70% of the estimated settlement volume; when the settlement curve tends to be stable, stopping vacuum preloading and fully compacting. The method has the advantages of short construction period, low cost, large bearing capacity of the hard shell, and obviously reduced post-construction settlement and uneven sensing settlement, and has unique advantages over land reclamation projects in coastal areas such as Fujian, Zhejiang, Shandong and Liaoning Provinces around which a large amount of stonework material can be excavated and backfilled.

The invention discloses a water pressure remote monitoring management system of a fire-fighting water supply network, consisting of water pressure monitoring units, a GPRS wireless repeater and a fire-fighting water pressure data management center which are arranged on the fire-fighting water supply network, wherein the water pressure monitoring unit is used for collecting fire-fighting water pressure data; the GPRS wireless repeater is used for receiving water pressure data of a plurality of water pressure monitoring units and transmitting the data to the fire-fighting water pressure data management center. When the fire-fighting water pressure is lower than the rated fire-fighting water pressure, the GPRS wireless repeater adopts the manner of mobile phone alarm to inform the fire-fighting monitoring management staff, and simultaneously transmits water pressure monitoring unit address coding and water pressure value to the fire-fighting water pressure data management center. In the invention, when the fire-fighting water supply network is under the condition of water shortage or no water, the water pressure monitoring unit address coding and the water pressure value are transmitted to the fire-fighting water pressure data management center immediately, thus reminding of inspecting and maintaining the fire-fighting water supply network equipment in time, and avoiding bringinghuge losses to life and property of the masses.

Disposed at or toward the trailing edge of one or more nozzles associated with a jet engine are injection ports which can selectively be made to discharge a water stream into a nozzle flow stream for the purpose of increasing turbulence in somewhat of a similar fashion as mechanically disposed chevrons have done in the known art. Unlike mechanically disposed chevrons of the known art, the fluid flow may be secured thereby increasing the engine efficiency. Various flow patterns, water pressures, orifice designs or other factors can be made operative to provide desired performance characteristics.

The invention discloses a testing method of water pressure distribution law of a subsea tunnel lining, and the method comprises the following steps: selecting similar materials to simulate a prototype tunnel surrounding rock mass and lining materials based on similarity theory, determining the shape of a testing template according to the shape of the cross section of the water pressure-resistant lining, and completing the making of a model; arranging measuring points of the model, adopting a fiber Bragg grating to collect strain data of the structure, and adopting a U-shaped mercury manometer to carry out data acquisition of water pressure; respectively realizing by controlling a hydraulic jack and the water pressure value of a water pressure gauge at a water inlet of the testing model; and respectively carrying out water pressure distribution on the back of the lining, secondary lining strain acquisition and water discharge acquisition. The testing method can reflect the characteristics of the water pressure distribution law on the back of the tunnel lining under the common function of a strain field and a seepage field, the secondary lining stress and the deformation.

The invention provides a test method for measuring the permeability coefficient of a soil body in a saturation state or an unsaturation state. The test method is characterized by measuring the permeability coefficient of the soil body in the saturation state or the unsaturation state by adopting a testing device, wherein the device consists of a pressure chamber 2, an upper base 5, an upper clay plate 6, a stainless steel side limitation ring 7, a lower clay plate 19, a lower base 20, and a vertical pressure lifting shaft 13; the upper clay plate 6 and the lower clay plate 19 are subjected to air extraction to reach saturation respectively; a sample 17 is placed between the upper clay plate 6 and the lower clay plate 19; and suction balance in the sample 17 is controlled by applying a pore water pressure and a pore air pressure. Due to the adoption of the device, the permeability coefficient of the soil body in the saturation state or the unsaturation state can be precisely measured. The method has the advantages of meeting requirement of loading one-dimensional vertical stress and measuring the permeability coefficient of all kinds of soil bodies in the saturation state or the unsaturation state during civil engineering, along with convenient application and high measurement precision.

The invention relates to a method for detecting the hydrostatic pressure of a thin-wall steel pipe under the end face seal condition. Used equipment is an end face seal steel pipe hydrostatic pressure testing machine which comprises a testing machine body, a hydraulic system, a water pressure system and an electric control system. The method for detecting the hydrostatic pressure of the thin-wall steel pipe under the end face seal condition comprises the following steps of: 1) feeding the pipe and pre-clamping, namely respectively sealing the two pipe orifices of the pressure test thin-wall steel pipe by using two seal flat gaskets on a main pressure test head body and an auxiliary pressure test head body; 2) filling water, namely filling low-pressure water into the pressure test thin-wall steel pipe, exhausting, and closing a low-pressure water inlet valve, an exhaust port and a pressure relief port; 3) pressurizing, namely supplementing the water to the pressure test thin-wall steel pipe for pressurizing, pressurizing a main hydraulic cylinder synchronously, and determining a test pressure value according to a calculation formula; 4) stabilizing pressure, namely after the pressure of the water in the pressure test thin-wall steel pipe reaches a specified test pressure value, stabilizing the pressure until time specified by the test is up; and 5) relieving the pressure and discharging the water and the pipe. The detection method overcomes the defects of the conventional pipe making specifications, and the calculation process is simple, convenient and reliable.

This invention discloses high pressured hydraulic jet drill for punching or slitting, which contains drill core, reset spring, pressure adjusting valve, positioning press head with flow guiding hole installed on tail part of shell, the inner cavity of drill core and shell is sliding fit and with flow guiding way. Said invention uses high pressured water as medium and power to switch work state to simplify drill structure with repeatedly switching function in hydraulic punching and slitting.