614 results about "Structural plane" patented technology

A technique for generating a topology associated with a computing environment comprises the following steps/operations. First, components in the computing environment and their dependencies are identified. Identification comprises computing and traversing at least a portion of a model representative of an existence of one or more relationships associated with at least a portion of the components of the computing environment and which is capable of accounting for a full lifecycle (e.g., including deployment, installation and runtime) associated with at least one component of the computing environment. Then, the one or more identified components are presented in a topological representation based on the one or more relationships associated with the one or more identified components. The topological representation comprises a functional plane, a structural plane and an operational plane respectively corresponding to at least a portion of a functional categorization, a structural categorization and an operational categorization of the model. By way of example, the inventive techniques may be applied to a distributed computing environment. The computing environment may also be an autonomic computing environment.

The invention relates to a method for manufacturing a direct shear test structural plane model. The method comprises the following steps of: (1) the selection and the processing of a virgin rock structural plane: selecting a virgin rock structural plane to be used as a sample, and leveling an original structural plane of the rock mass; then coating a mould release agent at a selected position determined according to the specific size of a structural plane model, and spreading an isolating membrane; (2) putting a lower mould on the selected position of the original structural plane, and pouring a uniformly stirred mixed material into the lower mould; after carrying out water retention maintenance on the sample, turning over a lower disk structural plane sample together with the lower mould, and removing the used isolating membrane on the lower disk structural plane; (3) coating the mould release agent on the prepared lower disk structural plane, and spreading the isolating membrane; centering and putting an upper mould on a lower mould, and then pouring a uniformly stirred mixed material of weighed raw materials into the upper mould again; and (4) demoulding. The method has specific principle, strong maneuverability, low cost and good use effect.

An integrated style shear apparatus for rock structural plane comprises a frame system, a vertical loading system, a horizontal loading system, and a shearing system. Both the vertical loading system and the horizontal loading system are fixed on, and the shearing system is installed inside the frame system. The shearing system is used to prepare the sample of structural plane and actualize the shear test, the vertical loading system and the horizontal loading system are used to provide normal stress and shear stress for the shearing system respectively. The present invention also provides an experimental method by using the integrated style shear apparatus for rock structural plane, and steps of the method including: sample placement, sample adjustment, sample preparation, sample loading, instrument hookup, exerting normal stress, exerting horizontal stress, measurement and description of shear area, repeating experiment, and normal stress and shear stress calculation. The present invention can effectively reduce sample preparation error and experimental error, and can rapidly and accurately determine shear strength and deformation parameters of rock structural plane.

The invention provides a portable rock mass structural plane direct shear test apparatus for field and indoor use. The apparatus comprises a sample preparation shear box and a shear test device. Specifically, the sample preparation shear box is mainly composed of a shear box housing, mould stripping pieces fixed by knobs and the shear box housing, and clamping pieces positioned at the ends of fixation screw rods that are mounted on the mould stripping pieces; the shear test device mainly consists of a shear test device outer frame, a vertical bearing plate, a horizontal pressure bearing instrument, sensors and jacks, with the vertical bearing plate mounted at the upper part of the shear test device outer frame and between a sensor and a jack, and the horizontal pressure bearing instrumentdisposed on a rolling shaft unit in the shear test device. Used in field or indoor rock mass structural plane direct shear tests, the apparatus of the invention can save sample preparation time, thusbeing suitable for rapid structural plane direct shear tests. The apparatus provided in the invention can improve the accuracy and convenience of structural plane direct shear tests, and has the advantages of simple structure, easy manufacturing, convenient operation and low cost, etc.

The invention relates to a technology for testing rock mass mechanics parameters, in particular to a method for testing rock mass mechanics parameters based on an explosion seismic wave space-time attenuation law. The method comprises the steps of data testing and test data processing; and geometric parameters and mechanics parameters of rock mass can be obtained by corresponding testing and calculating. The parameters mainly comprise the viscosity coefficient of the rock mass, the equivalent elastic modulus of the rock mass, an azimuth angle of a structural plane, the rigidity of the structural plane, the thickness of the structural plane, and the elastic modulus of the structure plane; and the relevant parameters of the rock mass are given for analysis of slope stability.

The invention relates to a lower-bound limit analysis method of bearing capacity considering rock translation and rotation effects at the same time, and belongs to the technical field of rock slope stability analysis. According to the method, a rigid block unit is scattered as a geometry system of a rigid rock and a structural plane, the normal force, shearing force and bending moment of the structural plane are used as unknown quantities, a static permission stress field satisfying an equilibrium equation considering the translation and rotation effects of the rigid block unit, structural plane shear yield conditions, structural plane tensile yield conditions, structural plane rotational yield conditions and static boundary conditions is constructed, an overload coefficient is used as a target function, and a lower-bound linear mathematic programming model is built; the linear mathematic programming model is solved by means of an interior point algorithm, a strength reserve coefficient is solved by means of an iterative method at the same time, and the lower-bound solution and corresponding yield area of the overload coefficient or the strength reserve coefficient of the jointed rock slope are acquired. The method has the advantages that the concept is clear and the computational accuracy is high, and the method can be applicable to bearing capacity analysis of translational or rotational failure of the jointed rock slope.

A method for confirming fractal dimension includes preparing section to be measured, drawing contour curve, measuring fluctuation amplitude Ry10 for 10 cm section contour curve and calculating out its roughness coefficient JRGo value solving out expected value E (JRC10) for JRC10; applying the same steps to obtain expected value E (JRC30) for 30cm section, utilizing formula E=(JRC30)=E(JRC10)[L30/L10]-D to convert out fractal dimension D of JRC dimension effect for typical rock structural plane.

A job practice of which center island is done in sequence and partial skirts done inversely, comprising the following steps : set up exterior-protected construction, purlin and steel upright columns around the foundation ditch; dig on basin pattern for the first time to the depths to structural plane of purlin, earthwork are unified dig beneath the designed to the surrounding medium plate in the foundation ditch, pour the surrounding medium plate; dig for the second time with basin pattern downwards from the position of foundation ditch medium plate to the bottom of the designed foundation ditch, pour the center island plate; after the center island plate meets the maintenance time request of plate, construct in sequence to close the medium plate, setting fetching holes; then use medium plate for support system, construct criss-cross structural upper plate and plates in inverse zones. This construction method is convenient, save labor force and resources, improves the progress of the project, shorten the construction period.

The invention discloses a method for fabricating a coupling shear specimen containing a natural structure surface, and belongs to the field of rock structure surface test research. The method comprises the following steps of scanning a natural surface of a rock body employing a three-dimensional white-light scanning instrument to obtain point cloud data of the natural structure surface; fabricating a virtual three-dimensional model containing the natural structure surface from the obtained point cloud data employing inverse engineering software; printing an entity die from the generated virtual three-dimensional model through a 3D printer, then putting the printed die into a standard cast iron test die and carrying out shearing specimen fabrication. The method can be used for repeatedly fabricating the coupling shear specimens which are completely consistent in form and contain natural structure surfaces, and is of great significance in research of the shear destruction mechanism of the natural structure surface of the rock body.

The invention discloses a rock structural surface shear test method and an implementation apparatus thereof. The method mainly comprises the steps that: an upper part and a lower part of a rock sample are respectively fixed in an upper opened shearing box and a lower opened shearing box with opposite opening surfaces through filling, wherein a certain distance is kept between the opening surfaces of the upper and lower shearing boxes, such that the rock sample block shear test structural surface is exposed between the opening surfaces of the upper and lower shearing boxes; a pair of shear loads with opposite directions are implemented on the upper and lower shearing boxes, and the loads act upon the rock sample block through the filling materials in the shearing boxes; the loads further act upon the rock sample block structural surface, such that the shear strength parameter of the rock sample block structural surface is obtained. According to the invention, the rock structural surface is subjected to a shear test, such that structural surface damage of the rock sample block during a moving process is effectively avoided, and test failure caused by damaged structural surface is prevented. The influence of cement upon sample block tests in prior arts is completely eliminated, and the true shear strength parameter of the rock structural surface can be obtained.

The invention relates to a rapid and refined value obtaining method for surface mine side slope rock mass joint dimensions based on three-dimensional laser scanning. A three-dimensional laser scanningmeasurement method is adopted for obtaining geometric parameters of structural surfaces, the structural surfaces are divided into groups by utilizing a K-means clustering method, and on the basis oftrace length statistical analysis of all the structural surface groups, a field site measurement result is combined, statistical distribution rules of occurrences and dimensions of structural surfacesof all the rock masses of a side slope as well as a statistical characteristic value are determined, and penetration rate coefficient of the structural surfaces is calculated. The invention providesa rapid and refined value obtaining method for the surface mine side slope rock mass joint dimensions.

The invention belongs to the technology of acquiring geological structural plane information and particularly relates to a cloud recognition method of a three-dimensional laser scanning point in a geological body structural plane, which is characterized by comprising the following steps of, firstly, determining a geological body structural plane range needing scanning; secondly, determining a plane of the geological body structural plane range needing scanning through three point coordinates which are not on the same line; thirdly, scanning the three point three-dimensional coordinates of the geological body structural plane through a three-dimensional laser, and acquiring a plane equation; fourthly, for rough fluctuation and topography of the determined structural plane, scanning all points on an exposed plane of the structural plane through the three-dimensional laser; fifthly, reselecting a next geological body structural plane, and entering the sixth step if the next plane does not exist; and sixthly, extracting burial parameters of the structural plane from each acquired plane equation, and then carrying out structural plane fitting. The method has important reality and theoretical significances to high and steep side slope geological surveying and rapid geological logging.

The invention relates to an upper-bound limit analysis method of ultimate bearing capacity of rock slope considering rock translation and rotation effects at the same time, and belongs to the technical field of rock slope bearing capacity analysis. According to the method, based on a plastic upper-bound limit analysis theory, by means of multiple freedom degree rigid block unit discrete jointed rock slope, the translational speed and rotational speed of the rigid block unit centroid are used as unknown quantities, the translation and rotation mechanical effects of rocks are considered at the same time, the overload coefficient of the slope is used as a target function, and plastic flowing conditions satisfying shear failure, tensile failure and rotational failure of a structural plane are constructed; then combined with a virtual work principle and speed boundary conditions, a linear mathematic programming model for working out the ultimate bearing capacity of the jointed rock slope is built, the linear mathematic programming model is solved by means of a simplex method, a strength reserve coefficient is solved by means of an iterative method at the same time, and finally the upper-bound solution and corresponding failure mechanism of the ultimate bearing capacity of the jointed rock slope are acquired. The method has the advantages that the concept is clear and the computational accuracy is high.

The invention discloses a joint roughness coefficient size effect sampling representativeness evaluation method. The method comprises the following steps: selecting a typical rock structural plane for serving as a research object of the roughness coefficient size effect, measuring a structural plane contour line with a maximum-size-effect research size in an oriented way through a profilograph, extracting the surface coordinate information of a series of size structural plane samples according to a field large-scale rock structural plane surface form element measuring result, calculating the roughness coefficients of the series of samples, and performing probability density function fitting on the overall distribution of standard size sample data; building a joint roughness coefficient size effect probability density function model; calculating a series scale joint roughness coefficient probability density function maximum value according to a maximum likelihood estimation principle; and determining the roughness coefficient representative value of each sample through relative deviation analysis of the roughness coefficient of each structural plane sample and a representative evaluation index. The quantitative evaluation problem of the joint roughness coefficient size effect sample representativeness is solved, and the reliability is high.

The invention provides a rock structure surface shape anisotropism evaluation method which comprises the steps that (1) rock structure surface three-dimensional shape data are obtained; (2) according to an experiment variation function formula, a point pair in the structure surface analyzing direction is computed, and a development tendency chart following changing is drawn; (3) a variation function model is determined, function model fitting is carried out, and then a model parameter range a and a base table C are determined; (4) a dimensional method is used, and H (represented by a and C) is used for representing structure surface anisotropism features; and (5) values in all directions of structure surfaces are computed according to the steps (2), (3) and (4), and accordingly the anisotropism features of the rock structure surfaces are analyzed. According to the method, the rock structure surface shape anisotropism can be effectively represented in a quantification mode, convenience and accuracy are achieved, and a basis is provided for further and comprehensive evaluation of rock structure surface shearing strength.

The invention relates to field of engineering geological exploration analysis and discloses a rock block stability fast evaluation method based on a three-dimensional outdoor scene and stereographic projection. According to the rock block stability fast evaluation method based on the three-dimensional outdoor scene and the stereographic projection, geological investigation personnel versatilely analyze blocks likely to slip conveniently and rapidly in the field environment, visually make an evaluation for a side slope stability state, and qualitatively analyze the stability situation after personnel excavate the side slope at the same time. The method comprises the steps of 1, collecting rock mass structure geological data information in an engineering area; 2, introducing the geological data information to a three-dimensional outdoor scene platform to form three-dimensional terrain; 3, determining a natural rock side slope to be analyzed; 4, in the range of the natural side slope, screening out all structural plane data information; 5, cutting blocks in the three-dimensional outdoor scene platform; 6, generating a side slope stability analysis report according to a polar stereographic projection method; 7, according to a construction scheme, inputting artificial side slope data; 8, according to the polar stereographic projection method, natural side slope data and artificial side slope data, generating a stability report.

The invention relates to a three-dimensional-coupling slip surface-controllable slope stability similar testing system which comprises a water level control system, a slip surface control system, a surface displacement monitoring system, a deep displacement monitoring system, a slipping force compensation servo control system, an earthquake effect control system, a reinforcing scheme monitoring system, and a data acquisition system. The system can realize surface and deep displacement monitoring during slope excavation process, and search of slope instable slip surfaces, and can determine the influence of rock and soil or weak plane (structural plane) water content on slope stability, and the influence of earthquake effect on slope stability. The system can simultaneously study the coupling influence of factors influencing slope stability; testing conditions provided by the system better accord with actual engineering conditions; the system can realize study of influence of continuous parameter change on slope stability; no individual testing with different parameters is necessary, and no individual testing with different values of the same parameter is necessary; materials are saved greatly; the testing efficiency and testing precision are improved; and the testing results are more real and reliable.

The invention relates to a rock structure surface shearing device and method. The rock structure surface shearing device comprises a test piece system, a pressure plate system, a loading system and a data acquisition system, wherein the test piece system comprises an upper rock and a lower rock with heating holes on a rock structure surface, the loading system can be used for performing normal pressure loading, left shearing force loading and right shearing force loading, and the pressure plate system comprises two 7-shaped loading plates; the rock structure surface shearing device also comprises a roll set system which includes four groups of press rolls for connecting the loading system and the pressure plate system to reduce friction of a test piece and the loading system; the rock structure surface shearing device further can comprise a heating system which adopts heating rods to control the temperature of high-quality heat-resisting silicone oil in the heating holes to heat the upper rock and the lower rock on the rock structure surface; the data acquisition system can be used for acquiring data of pressure, displacement and temperature. The rock structure surface shearing device can bidirectionally shear the test piece of the rock structure surface and realize research to the shearing characteristic of the rock structure surface at different temperatures.

The total reflection type fingerprint identifying device includes one main body, one light source, one connector and one sensor. The main body has one structural plane, one first reflecting area and one transparent area; the light beam the light source emits passes through the transparent area in the main body before irradiating the finger on the structural plane, the connector has one second reflecting area; and the sensor is set on the connector. Between the main body and the connector, one black diaphragm with opaque membrane and hole for the set light beam to pass, while filters out stray light. The fingerprint identifying device has high contrast and low noise, small size, simple making process and low cost.

The invention relates to the structural plane measuring technique in the engineering geological investigation field and discloses a structural plane measuring method based on the three-dimensional laser scanning technique. The structural plane measuring method solves the problems that working time is long and efficiency is low in rock mass structural plane measuring modes in the prior art. Investigation window rock mass surface laser-point clouds are obtained through the three-dimensional laser scanning technique, rock mass surface true color digital photos are obtained through a digital camera, structural planes are recognized through the three-dimensional laser-point clouds and the true color digital photos, the occurrence of the structural planes is worked out, the exposing lines of the structural planes are generated, and the length and persistence ratio of the structural planes and the distance between the structural planes and the like are measured. The method is suitable for rock mass structural plane measuring.

The invention discloses a shear box device having a self-adaptive structural plane. The shear box device comprises an upper inner shear box, an upper outer shear box, a lower inner shear box and a lower outer shear box, wherein two in-line arrangement spherical ball rows are respectively arranged between the inner side wall of the upper outer shear box and the side wall of the upper inner shear box and between the inner side wall of the lower outer shear box and the outer side wall of the lower inner shear box; an in-line arrangement cylindrical ball row phase is arranged between the top surface of the lower outer shear box and the bottom surface of the upper outer shear box; test piece fixing bolt holes are respectively formed in the upper inner shear box, the lower inner shear box and the upper outer shear box; a test piece fixing bolt and a fixed plug pin are arranged in each test piece fixing bolt hole. The shear box device can flexibly adapt to the shape and size of a field sampling test piece or an indoor homemade test piece, and can meet the requirements of the test piece for minimum disturbance and high precision test after field sampling.

The invention relates to a method for obtaining a three-dimensional stress field of a rock mass model including a complex structural plane by using a rapid prototyping technology. The method comprises: (1), a stress frozen fringe value of a rapid prototyping material is measured and an optimal frozen temperature is determined; (2), a rock mass structural plane network system and a rock mass CAD model are generated; (3), rock model checking and printing are carried out; (4), stress freezing is carried out; (5), model slicing is carried out and a stress fringe value is measured; and (6), a rock mass model stress field is reconstructed. According to the invention, on the basis of the complicated building technology of the 3D printer and the photo-elastic measuring technology, two limiting factors that a rock mass model including a complex structural plane can not be manufactured easily and distribution of inner stresses of the rock mass belongs to the black box in the prior art can be eliminated and thus observation and measurement can be carried out by using the common testing means, so that development of the model testing can be promoted. Therefore, the method has the important application value in researches of the rock mass mechanical behavior.

The invention discloses a rock mass classification method for a TBM tunnel. The rock mass quality of surrounding rock mass is determined by taking a rock mass basic quality index BQ as a criterion under the consideration of rock mass hardness and rock mass integrity and the consideration of the combination relationship of groundwater, ground stress, engineering axis orientation and occurrence of main structural planes as dressing factors. The method comprises the following steps: 1, performing inversion formula calculation according to the relationships between uniaxial saturated compressive strength of rock mass and TBM equipment parameters, tunneling parameters and slag morphological parameters; and 2, performing calculation according to the relationship between a rock mass integrity coefficient and the TBM equipment parameters, tunneling parameters and slag morphological parameters. Based on the classification method of surrounding rock of underground engineering in the current Classification Standard for Engineering Rock Mass, parameters being difficult to obtain are avoided. The relationships between the easily obtained tunneling parameters as well as slag characteristics andthe indexes required for rock strength and integrity are determined according to the composite relationship between rock, machine and slag in the TBM construction process, thereby achieving the rapidsurrounding rock division of tunnel in TBM construction.

The invention relates to a simple method for measuring roughness coefficient of rock structure surface, including the following steps of: measuring convex tooth amplitude Ryn of rock structure surface; calculating the relative convex tooth amplitude value RA of rock structure surface profile curve with sampling length Ln using the formula RA=RYn/Ln; obtaining the roughness coefficient of rock structure surface profile curve with sampling length Ln by substituting the RA into the formula JRCn=400RA. The method which is simple and convenient for operation and calculation quickly can be performed without the influence of human factor and have great value and social economical benefit with satisfied precision.