273 results about "Stability coefficient" patented technology

A method of multi-channel magnetic tape recording and reading that compensates for track pitch changes. The method utilizes a closed loop servo system to adjust lateral and azimuth position of the recording head assembly. Servo information is written at a slight azimuth angle, adjacent the outer most tracks of a band of tracks. The recording angle being based on a dimensional stability coefficient of the tape. After data is written at the initial angle, the azimuth angle of the head is rotated through a predetermined range of angle during read-only to align the outermost read gaps with the servo tracks. By doing so, signal strength is maximized across all tracks, even if track pitch changes.

The invention relates to a method of detecting stability of a rock mass side slope and warning and forecasting instability of the side slope by adopting motive power increment displacement response ratio parameters. A motive power monitoring and warning method of rock mass landslide includes the following steps: (1) ensuring side slope geometric elements to be detected, mapping of a sliding surface and self weight of a landslide body, (2) designing and arranging side slope downward sliding motive power and displacement monitoring points, (3) monitoring and ensuring the side slope downward sliding motive power and downward sliding displacement response, (4) ensuring side slope downward sliding motive power loading rate parameters, (5) ensuring side slope downward sliding displacement response rate parameters, (6) ensuring landslide motive power increment displacement response rate parameters, (7) ensuring a landslide stability motive power increment displacement response rate criterion, and (8) monitoring side slope stability and monitoring and early warning. Stability coefficients of a limit equilibrium method are organically coupled with a displacement timing sequence analytic method and characteristics of displacement predictive parameters, and limitations of a traditional method are overcome.

The invention relates to control over excavators and provides a control method for preventing tipping of an excavator. By the adoption of the control method, the problem that according to an existing excavator, machine tipping cannot be effectively prevented is solved. The control method comprises the following steps that the stabilizing moment and capsizing moment of the excavator are calculated in real time; a stability coefficient is calculated according to the stabilizing moment and capsizing moment; when the stability coefficient is smaller than a preset value, a counterweight of the excavator is moved backwards till the stability coefficient is larger than the preset value; and when the stability coefficient is smaller than the preset value and the counterweight of the excavator is moved backwards to a limit position, a tipping danger alarm is given by an alarm unit.

The invention discloses a side slope dynamic stability coefficient determination method and technology based on underground water level change and displacement monitoring data. The landslide formation motivation and mechanism are cross coupled with displacement response information change and an evaluation method thereof. A nonlinear unload and load response ratio parameter prediction model is established so that the side slope stability coefficient determination method based on underground water level and displacement change is established. According to the landslide displacement prediction method, the idea of a conventional displacement time sequence prediction method that only landslide displacement or displacement rate is selected to act as monitoring and evaluation parameters is changed, and simultaneous monitoring and integration of landslide underground water level and displacement or displacement rate are put forward so that the coupling integration power prediction parameter and evaluation method of landslide underground water level and displacement or displacement rate is confirmed. The limitation that a static limit mechanics evaluation method cannot analyze and evaluate the change rule of side slope stability along with time can be overcome by the method, and a defect that the conventional displacement time sequence prediction method cannot analyze and evaluate the landslide formation mechanism and motivation can also be overcome by the method.

The invention relates to the technical field of civil engineering construction, in particular to a construction method of an ultra-deep underground diaphragm wall in a water-rich soft-soil area. The construction method comprises the following steps: making an analysis and research on the stability of trench walls of the underground diaphragm wall and doing relevant preparations, preparing wall protecting slurry, building a guide wall, performing trenching construction, wall cleaning and sediment removal, manufacturing and hoisting reinforcing cages, backfilling joints between trench sections, and pouring wall concrete. According to the construction method, through a stability analysis method that introduces strength reduction, the security coefficients of stability of the trench walls are calculated based on a finite difference method; through parameter-reduction circular calculations, not only the limit stress and large deformation state of the trench walls but also the stability coefficients of the trench walls are obtained, which has practice guiding significance in construction; and the results are simple and practical and conform to the habits in the engineering field, and the stability requirements of the trench walls are effectively guaranteed, so that the engineering construction can be completed safely and fast with high quality.

The invention relates to three-dimensional slope stability prediction method under an earthquake load effect. The method comprises the following steps. Firstly, a specific to-be-predicted slope body is chosen, the three-dimensional sliding surface shape and the geometric dimension are confirmed, three-dimensional surfaces are divided into a slip surface and a side slope surface, and the slip surface and the side slope surface are shown with equations. Secondly, discretization is performed on the three-dimensional slope body. Thirdly, a predicated equation set of three-dimensional slope stability with consideration of the earthquake load effect is set, and last data of a three-dimensional slope stability coefficient is obtained through the equation set. Fourthly, whether the stability coefficient is larger than a set slope stability critical value or not is judged based on the last condition of the stability coefficient and by searching the most disadvantageous condition of the slope under the earthquake load effect. The three-dimensional slope stability prediction method under the earthquake load effect has the advantages that a dynamic effect of earthquake load in a slope engineering is considered, calculation precision is improved, and a predicted result is reliable.

The invention relates to a three-dimensional slope stability prediction method. The three-dimensional slope stability prediction method comprises steps as below: step one: selecting a slope body to be specifically predicted and determining the shape of the three-dimensional sliding surface and the geometric dimension of the slope body; the three-dimensional sliding face is divided into a slip surface and a slope surface, and the slip surface and the slope surface are expressed by equations; step two: carrying out discretization of the three-dimensional slip slop body; step three: building an equation set of the prediction of the three-dimensional slope stability, and obtaining the values of the three-dimensional slope stabilization coefficients Fs; step four: judging the stability of the three-dimensional slope according to the critical value of the stability coefficients. The three-dimensional slope stability prediction method has the advantages that calculation accuracy is improved and prediction result is more stable.

The invention discloses a slide face boundary method for calculating the slope stability. In the slide face boundary method, only a slider is taken as a calculated object for slope stability analysis. The invention further discloses a comprehensive glide force-antislide force stability coefficient calculation method and a main glide force method based on the slide face boundary method. The method disclosed by the invention has the advantages that the non-convergence problem of an existing slope stability calculation method is solved, the slope step-by-step stability failure analysis, realizes easy calculation can be implemented, the calculation results with a conventional limited equilibrium slice method can be compared, and new stability coefficients have different physical significances, so that the current slope monitoring results can be applied to the slope stability evaluation.

The invention relates to a quantitative evaluation method for dynamic stability of a creep-type side slope, in particular to a method for determining a dynamic stability coefficient of the creep-type side slope. The method includes the following steps: (1), measuring related parameters of the side slope and determining an initial stability coefficient F0; (2), arranging side slope displacement monitoring points and acquiring displacement monitoring data; (3), determining side slope creep rupture instability time and a stability coefficient Ft in a constant-speed creep stage; (4), determining an initial point tc and a stability coefficient Ftc in a side slope accelerated creep stage; (5), determining the dynamic stability coefficient in an accelerated deformation stage of the creep-type side slope; (6), determining a criterion for early warning of instability of the creep-type side slope. By the method, instability time of the creep-type side slope and landslide safety coefficients of the side slope at any time can be determined clearly, the limitation of incapability of analyzing and evaluating the dynamic stability of the side slop in real time according to conventional balance methods is overcome, and efficiency of dynamic stability evaluation and monitoring and early warning of the complex creep-type side slope can be greatly improved.

The invention relates to the technical field of stability estimation and anti-slide treatment of high cutting slopes, in particular to a testing method of anti-slide treatment parameters of a high cutting slope, and mainly solves the problem that at present, a quantitative optimization design method used for accurately determining anti-slide design parameters, such as pile location, is not yet provided. The invention determines a determining method of anti-slide pile design parameters of an accumulated layer landslide. The determining method comprises the following steps: first, determining an active slip area and a stable area of a cutting slop body, and sequentially determining the stability coefficients of the high cutting slope body, the positions of limit cutting slope points of the slope body and the cutting slope volume; and respectively calculating stability coefficients delta fk of all slope body strips from an actual engineering cutting slope point as the initial point to the rear edge of the slope body, determining the position and the length of the optimized anti-slide pile of a treated landslide by comparing the stability coefficients delta fk with the safety coefficients K, taking the surplus sliding force of the high cutting slope as a basic estimation parameter, and determining the limit anti-slide thrust design value to achieve the purposes of scientific and effective treatment of the landslide.

The invention discloses a shallow rainfall-induced landslide early-warning method based on unsaturated soil mass water content, which belongs to the field of mountain disasters. The shallow rainfall-induced landslide early-warning method adopts an unsaturated soil mechanical theory, a hydrology theory and a landslide stability analysis theory, and combines real-time monitored landslide soil mass volumetric water content for solving a stability coefficient of landslide unsaturated soil in real time, establishes an early-warning index based on stability conditions specified by specifications, and achieves real-time early warning of shallow rainfall-induced landslide under an unsaturated condition. The shallow rainfall-induced landslide early-warning method is reliable in theoretical method, scientific and convenient in calculation, establishes the early-warning index based on specifications, solves the problem of applicability of shallow rainfall-induced landslide unsaturated damage mechanical mechanism in early warning, and improves reliability, accuracy and scientificity of forecast. The shallow rainfall-induced landslide early-warning method can provide technical support for stability analysis and monitoring early warning of shallow rainfall-induced landslide directly.

The invention provides a Kriging Kriging-based side slope system failure probability calculation method side slope system failure probability calculation method based on Kriging Kriging. An intensityreduction method SRM is proposed to evaluate the stability coefficient; an initial sampling point strategy and an active learning function are adopted; an active learning Kriging AK proxy model of anoriginal extreme state function LSF is constructed; the Monte Carlo simulation MCS and the AK agent model are combined to evaluate the failure probability of the slope system. According to the method,tThe influence of random variables and related parameters thereof on the slope stability can be quantified, the number of initial sample points is greatly reduced, the calculation efficiency is effectively improved, the sliding surface of any shape in the soil slope can be automatically recognized, and reliability analysis is more convenient when the layered slope with a complex geometrical shapeis subjected to reliability analysis.

The invention discloses a step characteristics-based air-conditioning load-participated power grid day-ahead scheduling method and belongs to the field of the running and the dispatching of a power system. According to the invention, in the prior art, when the central air-conditioning system of a large building adopts the wheel stop control mode, the temperature of the large building cannot be accurately controlled. Meanwhile, the power consumption amount of the large building cannot be accurate, so that the day-ahead dispatching power generation amount of the power grid cannot be accurate. Inorder to solve the above problems in the prior art, the invention provides the above day-ahead scheduling method. The characteristic extraction technology of an air-conditioning load is combined withthe prediction technology, and a historical air-conditioning load is extracted. After that, a model for each heat load of the large building is established, and then a total heat load model is deduced. Meanwhile, the dispatching capacity of the central air-conditioning system of the large building is calculated. According to the dispatching capacity of the central air-conditioning system of the large building, the participation of the bid inviting is carried out and then a dispatching command of the power grid is completed. The peak-load shifting of the load is realized for the power grid side, and the safety and stability coefficients of the power grid are improved. For the user side, the electric quantity is saved, and the scheduling compensation provided by the power grid is obtained.As a result, the development tendency of the intelligent power grid to participate in dispatching is realized. That means, the coordination control of a user and a power grid is realized.

The invention discloses a fore support and an excavating method of an inclined tunnel. The excavating method includes: punching grouting holes in a tunnel face of a pilot tunnel of the inclined tunnel, which is to be excavated, according to a set grouting hole interval for the inclined tunnel to be excavated; forming the fore support of the tunnel face after grout liquid is injected into the grouting holes; excavating the pilot tunnel with set stride length from the tunnel face according to the height and the span of the pilot tunnel, which are designed, wherein the grouting hole interval is predetermined according to the height and the span of the pilot tunnel. The technical scheme includes that cohesion and internal friction angles of surrounding rock of the tunnel face of the inclined tunnel to be excavated, and the designed height and the designed span of the pilot tunnel of the inclined tunnel to be excavated can enable the stability coefficient of the tunnel face of the pilot tunnel to be excavated to exceed a stability threshold value, and accordingly stability of the tunnel face is guaranteed, and safety can be improved during the pilot tunnel excavating process.

The invention discloses a prediction method of considering the slope stability under the pore water effect. The prediction method comprises the following steps of step 1, selecting a slope to be predicted, determining the section geometrical size of the slope, and expressing the surface geometrical shape and the sliding face shape of the slope with an equation; step 2, determining slope soil parameters; step 3, applying a variational method to establish a slope stability analysis equation set under the effect of a pore water pressure, solving the equation set to obtain a slope sliding face stress distribution condition, and determining a safety coefficient and a most dangerous sliding face; and step 4, judging the slope stability according to a stability coefficient critical value. The invention gives a slope stability calculation method of considering the pore water effect, can perform calculation to acquire a minimal safety coefficient of the slope and the corresponding most dangerous sliding face, can give a soil cracking position and depth range caused by the effect of the pore water pressure, is high in calculation efficiency and accuracy, is more close to engineering practiceand provides important guidance to practical slope engineering landslide early warning and reinforcing design.

The invention relates to a method for dike side slope two-dimensional safety and stability analysis taking shield pass-through influences into consideration. The method for dike side slope two-dimensional safety and stability analysis includes the steps that based on the stress dispersion principle, a stress dispersion angle of shield thrust in a dike foundation is acquired, the range of influence, namely the reinforcement range of shield construction is determined according to the reinforcement position of an excavation face which is most unfavorable to dike safety and stability, the range of influence is divided into a plurality of stripes in the longitudinal direction of a dike, and each stripe is divided into a plurality of soil stripes; based on the Mindlin principle, through numerical integration, additional gliding thrust transmitted by shield extrusion on the slip circle position of each soil stripe on each stripe is acquired, and the additional gliding thrust is applied to one certain stripe through arithmetic averaging; finally, according to a two-dimensional plane limit equilibrium method, dike side slope safety and stability coefficients can be calculated and analyzed, comparison is conducted according to relevant design standards and initial dike safety and stability, and therefore the influences of shield construction on dike safety and stability can be scientifically, quantitatively and reasonably evaluated.

The invention discloses a three-dimensional slope stability prediction method based on sliding displacement analysis. The method includes the steps that a specific sliding mass to be predicated is selected; discretization is conducted on the three-dimensional sliding mass; a double-curve model of a rock and earth mass is established, and the relation between the shearing force of the bottom surface of a stripped-shaped column and key point vertical displacement delta0 is obtained; the key point vertical displacement delta0 corresponding to different reduction coefficients RF is solved. The value of the reduction coefficient RF corresponding to a spurt position of key point vertical displacement delta0 is selected to be used as a stability coefficient of a three-dimensional slope. The three-dimensional slope stability prediction method based on sliding displacement analysis has the advantages that the sliding displacement information of the slope is considered, the calculation accuracy is improved, and the prediction result is more reliable.

The invention discloses a bulkhead wall type supporting and blocking structure with oblique piles and relieving slabs combined. The supporting and blocking structure comprises front sheet-pile walls, the oblique piles and L-shaped bearing tables. The oblique piles and the front sheet-pile walls are embedded and fixed in the bottoms of the L-shaped bearing tables respectively to form an overall structure. The oblique piles are arranged on the rear sides of the front sheet-pile walls. According to the bulkhead wall type supporting and blocking structure, the L-shaped bearing tables and the oblique piles are used in cooperation for bearing force, all horizontal loads are conveyed to a deep foundation soil layer, a good embedding and fixing effect is achieved, cat anchors in the prior art are replaced, the overall antiskid safety and stability coefficients are increased by 20% or above, and displacement of front sheet-piles is reduced by 10% or above.

The embodiment of the invention provides a method and device for obtaining a reliability parameter of a slope based on the parallel Monte Carlo method, and belongs to the field of data processing. The method includes the steps that according to the mean value and standard deviation corresponding to m uncertainty parameters, and k training sample vectors are generated through the orthogonal design method; according to the k training sample vectors and one or more certainty parameters, slope safe factors corresponding to the k training sample vectors are obtained through the slope stability analysis method; the k training sample vectors are used as independent variables, the slope safe factors corresponding to the k training sample vectors are used as dependent variables, a mapping relationship is constituted, and an expression of the mapping relationship is obtained through the support vector machine algorithm; N to-be-tested sample vectors whose distribution complies with the joint probability is randomly generated according to the parallel Monte Carlo method, and according to the expression of the mapping relationship, the slope reliability parameter is obtained through calculation. The method effectively improves the calculation efficiency and saves the time cost of slope reliability analysis.

The invention discloses a method for judging the stability of a tunnel face under different water storage capacities and different saturation time. The method provided by the invention mainly comprises the following the steps of performing an indoor experiment on surrounding rock of the tunnel face, acquiring a strength parameter under each water storage capacity and saturation time, and fitting the rock strength and the water storage capacity with the saturation time; according to parameters such as the buried depth of the tunnel and the excavation size, determining a geometrical relationshipamong the buried depth of the tunnel, the excavation size and a damage range; according to an principle of conservation of energy, solving a support force expression; then discounting the parametersof the surrounding rock through combining with a strength reduction method, to enable the supporting force to be zero, and determining a current reduction factor as a tunnel face stability coefficient; and changing the water storage capacity and saturation time, thus being capable of acquiring the stability of the tunnel face under different water storage capacities and different saturation time.According to the method provided by the invention, the computing method is provided for judging the stability of the tunnel face of the water-rich tunnel, and the security of the tunnel face under different water storage capacities and different saturation time can be estimated accordingly.

The invention provides a high-temperature emulsification dynamic testing instrument and method. The high-temperature emulsification dynamic testing instrument comprises a visual emulsification unit, and a vibration unit and a temperature control unit which are connected with the visual emulsification unit respectively. The high-temperature emulsification dynamic testing method comprises the following steps: adding an emulsifier solution and an oil sample into a visual test tube; heating a liquid medium to pre-set temperature; reading water-phase height and total height of oil and water phases; starting the vibration unit and reading interface height of an oil phase-emulsification band and a water phase-emulsification band in real time; stopping the vibration unit, and reading interface height of the oil phase-emulsification band and the water phase-emulsification band as soon as an emulsification process is finished and after a certain time; determining an emulsification coefficient and an emulsion stability coefficient and finishing testing. According to the high-temperature emulsification dynamic testing instrument and method, dynamic change data of the interface height of the oil phase-emulsification band and the water phase-emulsification band is accurately measured in an oil-water emulsification process and a standing demulsification process; emulsification conditions can be accurately controlled, the operation is simple and convenient and an experiment period is short.

The invention discloses a detection method for stability against sliding of a concrete gravity danger dam. The detection method for the stability against sliding of the concrete gravity danger dam comprises the following steps that first, benchmark monitoring points and distortion monitoring points are arranged; second, a detection device is utilized to detect the water level value of a reservoir front of the dam in a reservoir region; third, the real-time monitoring data of dam displacement deformation amount are acquired and processed; fourth, the reservoir water level dynamic unloading and loading parameters and the displacement response parameters of the dam are defined; fifth, the reservoir water level dynamic unloading and loading displacement response ratio parameters of the dam are defined; sixth, the real-time damage stability coefficients of the dam are defined; and seventh, the damage disaster early-warning criterion and the estimation of stability of the dam are defined.