325 results about "Rock pressure" patented technology

A method of determination of fluid pressures in a subsurface region of the earth uses seismic velocities and calibrations relating the seismic velocities to the effective stress on the subsurface sediments. The seismic velocities may be keyed to defined seismic horizons and may be obtained from many methods, including velocity spectra, post-stack inversion, pre-stack inversion, VSP or tomography. Overburden stresses may be obtained from density logs, relations between density and velocity, or from inversion of potential fields data. The seismic data may be P-P, P-S, or S-S data. The calibrations may be predetermined or may be derived from well information including well logs and well pressure measurements. The calibrations may also include the effect of unloading. The determined pressures may be used in the analysis of fluid flow in reservoirs, basin and prospect modeling and in fault integrity analysis.

The invention belongs to a method for controlling large deformation by releasing pressure of mine high-stress roadway surrounding rocks. The method mainly comprises the following steps: judging whether the pressure of surrounding rocks is high stress or not, determining a pressure releasing opportunity, determining a pressure releasing mode, drilling or pre-splitting, cutting, blasting, releasing pressure, filling a pressure releasing area, monitoring the surrounding rock pressure and deformation. The method is characterized in that the properties of the high-stress surrounding rocks are judged by strength test and component analysis of a roadway surrounding rock sample, the pressure releasing opportunity and the pressure releasing mode are determined through deformation monitoring and experiment research, the pressure is released by adopting a drilling or pre-splitting, cutting and blasting technology in the roadway surrounding rocks, surrounding rock deformation buffer materials are filled in the pressure releasing slot, and a pressure sensor is embedded into the pressure releasing slot and a surrounding rock deformation monitoring section is arranged to monitor pressure releasing effects. According to the method disclosed by the invention, the roadway surrounding rock deformation under high ground stress geological conditions with large embedded depth or non-impact ground pressure of the mine can be effectively controlled, and the roadway in the mine high ground stress environment can be normally used in a production period.

The invention discloses a determination method of tunnel surrounding rock prestressing force reinforcing anchor rod length and radial prestressing force values. According to the surrounding rock elastic-plastic theory and the plastic zone distribution regulation, and, on the basis that a tunnel plastic ring radius R and a surrounding rock pressure force are comprehensively determined, the minimum length value and a radial minimum prestressing force value of a tunnel surrounding rock reinforcing anchor rod are determined. The determination method advantageous in that, according to the surrounding rock elastic-plastic theory and the plastic zone distribution regulation, and, on the basis that the tunnel plastic ring radius R and the surrounding rock pressure force are comprehensively determined, the minimum length value and the radial minimum prestressing force value of the tunnel surrounding rock reinforcing anchor rod are determined, the calculation process is relative clear and concise, and a measured result is high in accuracy and accurate, has a small error compared with the actual and can guide the practice well.

The invention relates to the field of tunnel engineering, in particular to a soft rock large-deformation tunnel support structure system and a construction method thereof. According to the soft rock large-deformation tunnel support structure system and the construction method thereof, double layers of elastic foam boards are arranged between surrounding rock and primary supports, thus enough surrounding rock deformation space is reserved so as to adapt to the requirement of soft rock tunnel large deformation, the problem of limit intrusion caused by too large surrounding rock deformation can be avoided, and surrounding rock pressure acting on a support structure can also be reduced effectively. The primary supports are reinforced, sprayed concrete spalling chipping, steel frame warp dislocation breakage, secondary lining cracking and other phenomena caused by too large stress on the support structure can be avoided by adopting the double-layer primary supports, and finally safety and reliability of the soft rock large-deformation tunnel support structure are ensured. Aiming at the characteristics that a soft rock large-deformation tunnel system is not obvious in anchor rod effect and waste time and labor, application of a system anchor rod in a soft rock large-deformation tunnel is canceled, the measures of reinforcement of a locking anchor pipe and steel frame longitudinal connection are provided, corresponding reasonable support parameters are given, and thus tunnel subsidence can be controlled better.

The present invention discloses a frost heave force model of a rock tunnel based on a rock-water-ice force in-situ test. A pore water pressure gauge, an earth pressure box, and a multi-point platinumresistance temperature sensor are used in a combination manner to perform a frost heave force in-situ test on fractured rocks, the temporal and spatial evolution laws of the fissure water pressure, the ice pressure, and the surrounding rock pressure before and after freezing of the fractured rocks are obtained, and theoretical model calculation results, in-situ test results, and existing researchresults are compared and analyzed. According to the frost heave force model of the rock tunnel based on the rock-water-ice force in-situ test provided by the present invention, in-situ testing on siteis used, the test method is innovated outside the previous test system mainly containing the freeze-thaw cycle mechanics test of fractured rock masses, the lack of measurement methods is compensated,the frost heave force in natural water-containing cracks is obtained, and starting from macro and engineering applications, the discussion of the meso-structure and fracture geometry of fractured rocks is avoided; the general area of low-temperature water-ice phase transition and the direction of water migration are considered; and the frost heave force model of the rock tunnel based on the rock-water-ice force in-situ test provided by the present invention will provide a reference for similar projects of the currently developed Sichuan-Tibet Highway.

An indoor model test method for a tunnel lining support structure, which consists of three parts: a jack, a retractable lateral support and a tunnel lining support structure. The jack is arranged around the lining support structure to simulate the effect of surrounding rock pressure on the lining , the retractable lateral support connects the two feet of the lining support structure, which is used to simulate the two-way yielding support effect of the surrounding rock of the tunnel floor on the lining footing structure. The type, materials and geometric dimensions of the tunnel lining support structure are based on The actual engineering prototype is scaled down to a certain scale. The invention is used in the indoor model test research of geotechnical engineering, and well simulates the mechanical action of the tunnel or mine roadway surrounding rock pressure on the lining support structure. The test operation is effective and reliable, and it is used to test the mechanical properties, deformation and failure characteristics of the lining structure. And further applied to engineering practice, providing reliable data and reference.

The invention relates to a method for designing a tunnel composite lining based on a total safety factor process. The method comprises the following steps: confirming a surrounding rock pressure representative value of the composite lining; confirming a total safety factor of the composite lining according to the support type; primarily distributing the confirmed total safety factor of the composite lining, thereby acquiring respective safety factors of spraying layer, anchor rod-surrounding rock bearing arch and secondary lining; confirming parameters of spraying layer, anchor rod-surroundingrock bearing arch and secondary lining according to a distribution result of each safety factor and a corresponding load structure model; acquiring a load proportional coefficient of composite structure in general damage stage by adopting a composite structure model according to the parameters of spraying layer, anchor rod-surrounding rock bearing arch and secondary lining; acquiring strength matching degree of support components by comparing the relationship between the load proportional coefficient and the sum of the safety factors of spraying layer and secondary lining; comprehensively analyzing and selecting an optimal supporting scheme according to multiple sets of supporting parameters confirmed on the basis of multiple sets of distribution results of total safety factor and throughcomparison and selection of strength matching degree, economic efficiency and practicability.

The invention relates to a summarized information monitoring system of a tunnel. The summarized information monitoring system mainly comprises an automatic frequency monitor, an automatic blast vibration monitor, an automatic video acquiring monitor, an automatic three-dimensional section monitor, a wireless route repeater, a wireless high-speed repeater station, a network exchanger and a monitoring host. The monitoring host is connected with the network exchanger, the wireless high-speed repeater station and the wireless route repeater sequentially; the wireless route repeater is connected with the automatic frequency monitor, the automatic blast vibration monitor, the automatic video acquiring monitor and the automatic three-dimensional section monitor respectively; the automatic frequency monitor is connected with a vibration-wire sensor; and the automatic blast vibration monitor is connected with a three-direction or one-direction speedometer. The summarized information monitoring system disclosed by the invention can implement monitoring, pre-alarming and forecasting on surrounding rock pressure, rock mass vibration and clearance variation.

The invention discloses a coal rock fracture development infrared radiation monitoring test method which is suitable for a coal rock fracture development infrared radiation monitoring test for researching a coal rock deformation condition of a mine. Supports for arranging coal rock test blocks are respectively arranged on two sides of a workbench of a rock press; three prepared coal rock test blocks are respectively arranged on the workbench and the supports; the rock press applies pressure on the loaded coal rock test blocks according to set pressure and set speed; a computer is used for processing infrared radiation mean temperature data of the loaded coal rock test blocks and a reference coal rock test block so as to obtain real infrared radiation data required by coal rock fracture development. The shortcoming of high environment and background factor influence on the conventional coal rock test block loading destroy infrared radiation monitoring test is overcome; an error caused by test conditions and the environment is reduced, the accuracy, the scientificity and the effectiveness of a test result are greatly improved, and instruction significance for the coal rock test block infrared radiation monitoring test is realized.

The invention discloses a deep chamber surrounding rock pressure calculating method. The method comprises the following steps that a kinetically admissible velocity field is built according to the failure mechanism; upper limit analytical solutions of fracture loads are derived and obtained on the basis that internal power is equal to external power; a minimum value is obtained in the plurality of fracture loads, that is the optimal upper limit solution is obtained. The failure mechanism comprising a wedge-shaped collapsing body sliding down, a rotational arc body with the vertex angle as the center of a circle and n translational triangular bodies is provided, then the upper limit analytical solutions of fracture loads are derived and obtained on the basis that the internal power is equal to the external power, the minimum value is obtained in the plurality of fracture loads by means of the optimization method, and the optimal upper limit solution is obtained. The upper limit solution is a strict upper limit value of the surrounding rock pressure, and a theory reference can be provided for supporting designs of the engineering structure.

The invention relates to the technical field of tunnel engineering. A method for calculating the surrounding rock pressure of a shallow tunnel comprises the following steps: selecting a convergence deformation monitoring point of the surrounding rock; constructing a structural mechanics model at the monitoring point; deriving a calculation relation between the convergence deformation and the surrounding rock pressure; substituting engineering actual data and convergence monitoring data into the calculation relation to calculate the displacement on the left and right sides of the monitoring point and the convergence deformation of the monitoring points; and calculating the surrounding rock friction angle and the surrounding rock pressure. The method analyzes a relationship between the convergence deformation and the surrounding rock pressure of the sidewall surrounding rock in the construction of a double side wall tunneling method, establishes the structural mechanics model, and obtains the surrounding rock pressure from the field monitoring data by means of back calculation. Compared with a calculation method that depends on empirical parameters, the method of the invnetion is more accurate and more represents the actual surrounding rock pressure of the tunnel, and the convergence deformation data of the tunnel is easier to obtain and the calculation is convenient and accurate.

The invention provides a fault-passing tunnel excavation simulating experimental device. Short steel plates hinged in pairs are used for simulating nonuniform surrounding rock pressure caused by bulk density difference or elevation difference of a surrounding rock. The hinged short steel plates can transfer a shearing force but not transfer a bending moment, so that the possibility of producing shearing damage due to sudden pressure change is avoided while the nonuniform surrounding rock pressure is simulated; through a gauze, the thickness and the dip angle of a fault can be flexibly controlled, so that an actual fault model is accorded better, and especially in a loose and soft fault, the simulating effect is more obvious; horseshoe-shaped soft rubber pads at the two ends of a tunnel lining model not only can prevent a surrounding rock material from entering the tunnel, but also can prevent occurrence of a phenomenon that the tunnel lining model is damaged or tempered glass is cracked due to concentrated stress caused by direct contact between a tunnel structure and the tempered glass on the front and back sides under the action of a pressure. The fault-passing tunnel excavation simulating experimental device can research quantitative influence of the geological fault on the tunnel by controlling a single variable.

Present invention relates to a metamorphic rock burial hill high pour-point oil reservoir fire flood ignition method. The difference of combustion of oil in-situ with other oil recovery method is utilizing high solidification points oil composition as fuel continuously generating, to drive in-place oil out of ground, current fire flood ignition method technology mainly used for symmetrical sand body and thin interbed, but it is difficult to be used for metamorphic rock burial hill high solidification points oil reservoir duo to low permeability of strata and porosity. Therefore said invention fills high-temperature air in well after to proceed manual pressing crack to ground, heating up high solidification points oil in rock pressure crack to above 400 degree centigrade, to make crude oil fluidal disposition, extracting crude oil from horizontal well, when oil layer burning, exhausting out burning layer air through gas recovery, to make whole oil layer being stable combustion state for raising recovery ratio. Said invention is simple and convenience for construction, can be widely used for metamorphic rock burial hill viscous crude, high solidification points oil exploitation.

The invention belongs to the technical field of monitoring of tunnels, and specifically relates to a surrounding rock pressure-frost heaving force monitoring system for a tunnel in a cold region and a mounting structure of the monitoring system. The system comprises a plurality of sensor modules which are arranged on a testing section to measure real-time data, a plurality of data acquiring modules which are arranged on each testing section to acquire the data of the sensor modules, data processing module for collecting and processing the data acquired by the data acquiring modules, a central control module for controlling the working states of the data acquiring modules and the data processing modules, and a data display module for displaying the data acquired by the data acquiring modules; the data acquiring modules are respectively connected with the sensor modules and the data processing module; the data processing module is respectively connected with the central control module and the data display module. The monitoring system has the advantages that the gradations are distinct, all testing sections are connected in parallel for working, and the damage of some testing section does not influence the work on other testing sections, so that the practicability is high; in addition, the testing data are complete and reliable, the data processing is simple and clear, the data continuity is high, and therefore, the analysis can be conveniently carried out.

The invention relates to a tunnel composite lining design method comprising secondary lining under the action of multiple loads. The secondary lining not only bears the surrounding rock pressure, butalso bears the water pressure, structure additional constant loads and other loads; and through the safety coefficient distribution, the safety coefficients of the anchor rod-surrounding rock bearingarch, the sprayed concrete layer and the secondary lining are obtained, and the corresponding initial design parameters are obtained through respective calculation models and surrounding rock pressure. The parameters of the secondary lining are planned again, so that the safety coefficient of the secondary lining under load combination of surrounding rock pressure, water pressure, structure additional constant load and the like is not lower than that of the distributed secondary lining. By checking whether the secondary lining parameters can meet the requirements of the standard for the safety coefficient of the single structure or not according to the secondary lining construction opportunity, and obtaining the secondary lining parameters meeting the requirements, and comparing with theinitial design parameters of the secondary lining, and checking and adjusting the safety coefficient distribution values of the anchor rod surrounding rock bearing arch and the spraying layer, the parameters of the anchor rod and the spraying layer are determined, and the quantitative design of the composite lining is realized.

The invention, which belongs to the technical field of the micro-seismic characteristic analysis of the impact rock pressure, provides a micro-seismic identification method based on a coal petrography impact instability mode. The method comprises: step 1001, a plurality of microseismographs are arranged at different positions at a same stope to carry out micro-seismic monitoring and each microseismograph forms a micro-seismic signal record; step 1002, a plurality of micro-seismic waveforms are screened among the micro-seismic records monitored by the microseismographs; step 1003, on the basis of a focus far-field displacement calculation step, a focus far-field displacement value of each micro-seismic waveform is calculated; step 1004, calculation is carried out to obtain a focus moment tensor; step 1005, the focus moment tensor obtained by calculation at the step 1004 is decomposed; and step 1006, the focus moment tensor after decomposition at the step 1005 is analyzed to obtain a focus fracture mode, focus P and T axes, and focus fracture plane occurrence.

The invention discloses a high-intensity large-shrinkage sealed cambered-plate support structural element. The structural element comprises a circular structure defined by four to eight reinforcement concrete cambered plates. A yielding wood block is arranged between the adjacent reinforcement concrete cambered plates. Corresponding pin holes and connection steel pins are formed at the end of the adjacent reinforcement concrete cambered plates. The connection steel pins are inserted in the pin holes to connect the two adjacent sections of cambered plates in series, and pressure relief windows are formed in bottom cambered plates. The structural element has the advantages of being large in shrinkage, reliable in structural stability, fast in construction speed and capable of solving the technical problems of large deep-well soft-rock roadway surrounding rock pressure, large deformation and poor stability effectively.

The invention relates to the field of tunnel engineering, and in particular relates to a method for determining the surrounding rock pressure of a tunnel having a cavity behind a lining. By means of the method, disappearance of the surrounding rock pressure of an area, where a cavity is, is considered; furthermore, on the basis of revealing the distribution rule and size of the surrounding rock pressure when the cavity exists, the change feature of the surrounding rock pressure when the cavity exists is considered; and thus, the security of a lining structure when the cavity exists can be evaluated more comprehensively. The method disclosed by the invention comprises the following steps of: (1), respectively establishing tunnel stratum-structure models when a cavity exists or does not exist on the arch of the lining, and then, obtaining the change conditions of the vertical surrounding rock pressure and the horizontal lateral pressure of the tunnel through finite element calculation and analysis when the cavity exists or does not exist and when cavity widths are different; (2), determining the distribution rules of the vertical surrounding rock pressure and the horizontal lateral pressure in a load-structure method model when the cavity exists on the arch exists; and (3), determining the values of the vertical surrounding rock pressure and the horizontal lateral pressure when the cavity exists on the arch exists.

The invention discloses a coal rock pressure-maintaining coring inner barrel. An inner rubber sleeve is inserted into an outer tube of a rock core holding barrel, a confining pressure cavity is formedbetween the inner rubber sleeve and the inner wall of the outer tube of the holding barrel, sealing plugs and sealing rings are arranged at the two ends of the inner rubber sleeve, the sealing plug and the sealing ring at the upper end are used in cooperation to seal an upper end opening of the confining pressure cavity, the sealing plug and the sealing ring at the lower end are used in cooperation to seal a lower end opening of the confining pressure cavity, one end of an upper end connecting piece is connected with the upper end of the rock core holding barrel in a sealed mode, the other end of the upper end connecting piece is connected with a pressure supply bin, the pressure supply bin is communicated with the confining pressure cavity through a pressure supply pipeline, and a pressure supply valve is arranged on the pressure supply pipeline and used for controlling supply of fluid of reference pressure; and one end of a lower end connecting piece is hermetically connected with the lower end of the hollow rock core holding barrel, the other end of the lower end connecting piece is connected with a ball valve, an outlet pipeline is arranged at the upper end of the rock core holding barrel, and the outlet pipeline at the upper end is provided with an upper end outlet valve. By means of the coal rock pressure-maintaining coring inner barrel, accurate measurement of the gas content can be guaranteed, and the coal rock stratum condition permeability can be tested without taking out a rock core.

The invention discloses a rock tunnel surrounding rock pressure gauge fixing device. The rock tunnel surrounding rock pressure gauge fixing device comprises a base plate and a steel arch, wherein a pressure gauge is fixed to the base plate through fastening screws, the base plate is fixed to the steel arch through positioning screws, and a plurality of adjustment bolts used for adjusting the inclination angel of the pressure gauge are arranged between the base plate and the steel arch, so that the pressure gauge can be closely attached to a surrounding rock excavation face. The rock tunnel surrounding rock pressure gauge fixing device is simple in structure and convenient to operate, the angle of the pressure gauge and the angle of excavated surrounding rock can be adjusted effectively through the adjustment bolts, the spatial posture of the pressure gauge can be adjusted flexibly due to the fact that both the adopted fastening screws and the adopted positioning screws are elastic, and the fixing strength of the pressure gauge is improved effectively due to the fact that the base plate is fixed to the steel arch.