58 results about "Critical depth" patented technology

An interconnect comprises a trench and a number of metal layers above the trench. The trench has a depth and a width. The depth is greater than a critical depth, and the number of metal layers is a function of the width. In an alternate embodiment, a metallization structure having a trench including a metal layer and a second trench including a plurality of metal layers coupled to the metal layer is disclosed. The metal layer is highly conductive, and at least one of the plurality of metal layers is a metal layer that is capable of being reliably wire-bonded to a gold wire. The trench is narrower than the second trench, and at least one of the plurality of metal layers is copper or a copper alloy.

The invention discloses a method for simultaneously determining a pile position and a critical depth of an anti-slide pile by using displacement monitoring, which is applicable to determining and designing the pile position and the critical depth of the anti-slide pile on an accumulated layer landslide. The method comprises the following steps of: (1) performing investigation, analysis and evaluation aiming at the geology of a side slope to be managed to determine a landslide body region; (2) dividing grids on the landslide body and selecting a displacement monitoring point position; (3) monitoring equipment mounting and displacement monitoring; (4) determining a synthetic total displacement value S (i, j) and vertical displacement direction rate of each monitoring point of landslide displacement; (5) determining landslide instability property and an anti-slide pile space reinforcement position; (6) determining the critical depth of a shearing slip band of the landslide body; (7) determining the pile length of the anti-slide pile of the landslide; and (8) performing information construction of the anti-slide pile. The method has the advantages of less investment cost, reliable design principle, high position determination accuracy, easiness, convenience, fastness, easiness in implementation and strong engineering applicability.

The invention discloses a method for storing vector data and indexing a space of network browse transmission reduction, which is characterized in that: space vector data are organized in a data set table in a thematic layer form; each thematic layer consists of a thematic base table and a data table which is used for storing four kinds of thematic objects of a memory point type, a line type, a polygon type and a text type respectively according to data types; and depths and codes of quadtree indexes of each thematic object are recorded in the data table. The method comprises the following steps: browsing a space scope according to demands specified by a user; calculating the critical depth of a index; then extracting thematic objects of which tree depths are less than the critical depth in each thematic object of a database in sequence; and enabling the extracted thematic objects to well adapt to a visual scope of the user. The method can effectively reduce network data transmission quantity when the data are browsed according to the space index, easily improves the effect of data visualization, and is particularly effective for releasing and browsing maps of mobile equipment such as a mobile phone and the like.

A reliable acoustic path-based deep sea earthquake sound parameter inversion method of the present invention comprises the steps of firstly arranging a single hydrophone nearby the seabed below a deepsea critical depth, enabling a ship to sail only in a survey sea area, at the same time, emitting a sound source signal, and acquiring the deep sea experiment data; using a receiving hydrophone to obtain a multi-path signal nearby the seabed below the critical depth by utilizing a sound source target, analyzing and extracting the multi-path information of a direct wave and a seabed reflected wave, calculating the seabed reflection loss changing along with the grazing angles, and finally matching the seabed reflection loss simulated by a model, and inverting to obtain a seabed parameter. Compared with the prior art, the deep sea earthquake sound parameter inversion method has the superiority of not needing a large aperture array and being convenient to arrange. By utilizing a stable physical phenomenon that the interference occurs between the layers at the seabed at different frequencies, and by the experiment data processing and the seabed modeling and simulation, the seabed earthquake sound parameter of a large depth sea area is obtained by inverting, the signal to noise ratio of the experiment data obtained in the present invention is high, and the robustness of the inversion method is good.

A tread depth measuring system includes a tread measuring apparatus, a processor, a supporter, and a warning apparatus. The tread measuring apparatus is positioned on the ground and configured to measure a tread depth. The processor is coupled to the tread measuring apparatus and configured to compare the tread depth measured by the tread measuring apparatus with a preset critical depth. The supporter stands on the ground. The warning apparatus is supported by the supporter and coupled to the processor. When the tread depth measured by the tread measuring apparatus is less than the preset critical depth, the processor sends a control signal to actuate the warning apparatus.

The invention relates to an active positioning method based on a reliable sound path and target multipath echo. For solving disadvantages of a passive detection method based on a reliable sound path, a single base active sonar is proposed to arrange under the critical depth, the reliable sound path is utilized to irradiate a target, the target multipath echo is further acquired, and the final target positioning result is acquired. The method is advantaged in that the basic principle and an enforcement scheme are verified through computer value simulation, as proved by the result, effective target positioning in the deep sea environment can be realized.

The invention discloses a determining method for the surface roughness of grinding of microcrystallite glass ceramic. The determining method includes the steps that firstly, the maximum undeformed chip thickness is obtained; secondly, the ductility-ductile brittleness critical depth and the ductile brittleness-brittleness critical depth are obtained; thirdly, a composite grinding factor is obtained; fourthly, an empirical constant, a brittle fracture coefficient, a ductility-brittleness fracture coefficient, an empirical constant x, the brittleness fracture factor and the ductility-brittleness fracture factor are obtained; and fifthly, the surface roughness is determined according to parameters in the first step, the second step, the third step and the fourth step. According to the determining method for the surface roughness of grinding of the microcrystallite glass ceramic, the relevant coefficient of the surface roughness is determined, a mathematical model of the maximum undeformed chip thickness and the surface roughness of the microcrystallite glass ceramic is established, the influence relation of the grinding condition parameters of the microcrystallite glass ceramic on the surface roughness of grinding is determined, and the determining method is suitable for explaining the molding mechanism of the surface roughness of grinding of the microcrystallite glass ceramic.

The invention relates to a rain-induced landslide critical start-up rainfall and instability early-warning time determination method, which comprises the following steps: Step 1, determination of physical and mechanical property parameters of a slope and slope angle and slope vertical depth; Step 2, monitoring of landslide slope rainfall and monitoring data processing; Step 3, determination of landslide start-up groundwater level critical depth value; Step 4, determination of landslide start-up effective rainfall threshold; Step 5, determination of real-time critical start-up rainfall of the slope; Step 6, slope stability analysis and evaluation; and Step 7, determination of slope instability early-warning time. The invention creatively puts forward a landslide stability real-time start-up rainfall determination and slope stability evaluation method based on a limit equilibrium method and with the combination of real-time rainfall monitoring. By real-time monitoring of rainfall, slope critical start-up rainfall can be detected and determined. The method has important application prospect and value in landslide hazard monitoring early-warning and stability evaluation.

The invention discloses a method for determining a separation distance of a virtual camera in drawing stereo images. In a virtual reality system, a parallax error of the stereo images of eyes is necessarily controlled to be within a certain range in order to enable the eyes to comfortably fuse the stereo images on a plane screen. The method comprises the steps as follows: firstly, determining a critical depth in a fusion range of a physical screen through an average value of observation results of multiple persons; secondly, defining two spaces as follows: an eye-physical screen observation space and a virtual camera-scene drawing space; and lastly, deducing a computation expression of the separation distance of the virtual camera through projective transformation between a zero parallax error plane and the physical screen. The method has the benefits as follows: double vision due to excessively large parallax error or poor depth perception of the stereo images due to excessively small parallax error can be avoided by accurately determining the separation distance of the virtual camera.

The invention relates to an active target echo arrival time delay and arrival angle positioning method based on a reliable sound path. According to the method, a single emission energy transducer and one multi-element reception array which form a single base sonar arranged below the critical depth are employed, and the single emission energy transducer emits pulse signals and irradiates a target; a target echo of the target is acquired by the reception array, echo arrival time delay and an arrival angle of the emission energy transducer-target-reception array path are determined, through offline calculation, the nonstop wave arrival time delay and the nonstop wave arrival angle are acquired and are matched with actually-acquired nonstop wave arrival time delay and an actually-acquired nonstop wave arrival angle to acquire the target positioning result.

The invention relates to a soil salinization critical groundwater depth calculation method. The method comprises the steps that a soil type is determined; soil texture is determined; a soil capillaryequivalent pore diameter is calculated; a temperature range is determined; surface tension of water is determined; a salinization critical value is determined; and critical depth is calculated. According to the method, by analyzing the principle that salt is brought to the surface under the action of groundwater capillaries, the soil salinization process is elaborated, and the critical depth causing soil salinization is defined; and a calculation function of a key parameter, namely the soil equivalent pore diameter, in a rise height theoretical formula of capillary water is derived, the maximum rise height of the capillary water is used as a calculation objective, and a salinization model is constructed to determine the soil salinization groundwater critical depth. The method is clear in physical process and action mechanism, has universality for solving the soil salinization problem caused by excessively high groundwater and provides reliable theoretical and technical support for guiding reasonable development and utilization of groundwater resources and governance of soil salinization.

The invention relates to the side slope stability prevention technology, in particular to an infinite equal thickness complete water filling side slope anti-slip retaining wall soil pressure determining method. The double-layer slippage side slope anti-slip retaining wall soil pressure determining method includes the following steps: (1) determination of side slope body geometric elements; (2) determination of side slope body physical and mechanics parameters; (3) judging of whether the slope body slides along a bed rock face; (4) determination of side slope body plasticity sliding face critical depth; (5) determination of a safety coefficient FS; and (6) determination of anti-slip retaining wall soil pressure. The method is applied to a gently-inclined equal-thickness complete water filling side slope, wherein the ratio of the length to the thickness is not smaller than 5, a slope angle is not larger than 30 degrees, and anti-slip retaining wall back stands on the smooth slope body vertically. By means of the side slope geometric elements and slope body physical and mechanics parameters, the side slope body plasticity sliding face critical depth is calculated and determined, and a side slope sliding unstable type is judged. Action points, action forms and intensity of the anti-slip retaining wall soil pressure are determined according to the sliding unstable type.

An interconnect comprises a trench and a number of metal layers above the trench. The trench has a depth and a width. The depth is greater than a critical depth, and the number of metal layers is a function of the width. In an alternate embodiment, a metallization structure having a trench including a metal layer and a second trench including a plurality of metal layers coupled to the metal layer is disclosed. The metal layer is highly conductive, and at least one of the plurality of metal layers is a metal layer that is capable of being reliably wire-bonded to a gold wire. The trench is narrower than the second trench, and at least one of the plurality of metal layers is copper or a copper alloy.

The energy of an X-ray beam and critical depth are selected to detect structural discontinuities in a material having an atomic number Z of 57 or greater. The critical depth is selected by adjusting the geometry of a collimator that blocks backscattered radiation so that backscattered X-ray originating from a depth less than the critical depth is not detected. Structures of Lanthanides and Actinides, including nuclear fuel rod materials, can be inspected for structural discontinuities such as gaps, cracks, and chipping employing the backscattered X-ray.

The invention discloses an oxygen therapy device for agriculture, in particular to an automatic oxygen therapy crop waterlogging reduction device based on farmland water level. The automatic oxygen therapy crop waterlogging reduction device based on the farmland water level comprises an oxygen bottle, a water level monitoring device, a first automatic controlling valve and an underground pipeline device. The water level monitoring device is arranged underground, the first automatic controlling valve is arranged at the outlet end of the underground pipeline device, the water level monitoring device is connected with the automatic controlling valve, and the oxygen bottle is connected with the underground pipeline device. The water level sensing portion of the water level monitoring device is arranged near the upper portion of the underground critical depth of water, when a preset oxygen supplying condition is met, redundant water inside the pipeline is discharged, oxygen is transmitted to the root zones of crops automatically, the whole discharge pipeline is aerated, and the oxygen is dispersed to around root zones of the crops through holes on the discharge pipe. The automatic oxygen therapy crop waterlogging reduction device is capable of supplementing oxygen at the root zones of the crops to reduce the stress of waterlogging of crops, recovering vitality of the root zone of the crops, fully-automatic during the whole process of working, and beneficial for popularization.

The invention discloses a brittle material plastic deformation-fracture transformation critical depth and critical load detecting method based on a nanometer cut-in instrument. The method comprises the steps that the radius of a brittle fracture area is obtained based on a nanometer cut-in fracture test, and a relation curve of the radius of a fracture area in the brittle fracture stage and the press-in depth is obtained in a fitting mode through a press-in fracture theory; the curve is intersected with a relation curve of the radius of a plastic area in the plastic deformation stage and the press-in depth, and the true plastic deformation-fracture transformation critical depth is obtained; the plastic deformation-fracture transformation critical load is obtained based on the relation among the load, depth and displacement recorded by the nanometer cut-in instrument in real time. The brittle material plastic deformation-fracture transformation critical depth and critical load detecting method combines the nanometer cut-in fracture test and the press-in fracture theory, and is high in precision and good in reliability.

The invention relates to a single ring array active three-dimensional positioning method applied in a deep sea environment. A single-base active sonar formed by a single transmitting transducer and amultiple ring array is arranged below the critical depth; a target is irradiated by means of a reliable acoustic path, and the echo arrival delay, a horizontal orientation-absolute distance two-dimensional graph and an interference fringe pattern of an underwater target or interference are obtained by means of a ring array horizontal beam output; information including the horizontal distance and the depth of a bright point is obtained by means of a horizontal distance-depth two-dimensional matching mode; and the underwater target and the water surface interference are judged by means of the depth, the underwater target is finally screened out, and a three-dimensional positioning result is provided, that is to say, information including the horizontal angle, the horizontal distance and thedepth of the underwater target is provided.

The invention relates to a coastal greenbelt salt and alkali elimination construction process. The process includes steps: S10, original oil excavation; S20, blind ditch excavation; S30, salt elimination well construction; S40, blind ditch paving; S50, isolating layer paving; S60, salt and alkali elimination leaching layer paving; S70, planting soil backfilling. The process has advantages that according to a water-salt movement law that the salt comes along with water, goes away along with water, ascends along with water and descends with water, saline-alkali soil can be improved by paving ofa salt and alkali elimination leaching layer and laying of coarse sand and salt elimination pipes; in the rainy season, salt in soil flows into the salt elimination pipes along with water in rainfall,and salt ascending along with water in water evaporation in the dry season can be prevented through gravel grass mats and the like, so that alkali returning of discharged saline-alkali water due to water level rise can be effectively prevented, salt-containing underground water is prevented from ascending along capillary gaps of soil, the underground water is controlled below a critical depth, and soil salt elimination and salt returning prevention are realized.

The invention discloses an ultimate uplift capacity standard value calculation method for uplift short piles with enlarged bottom, and belongs to the field of uplift pile foundation. The method comprises the steps that 1, a second destruction mode of uplift short piles with enlarged bottom is determined when a foundation depth is greater than an uplift critical depth, and the shape of a sliding rupture surface and the composition of uplift capacity are analyzed; 2, calculation shear plane of the ultimate uplift capacity of soil is established; 3, a stress state equation of the sliding rupturesurface in an uplift limit equilibrium state of uplift piles with enlarged bottom is deduced according to the theory of sliding line and the Mohr-Coulomb yield criterion; 4, an ultimate uplift capacity standard value formula for an uplift pile foundation with enlarged bottom is deduced. According to the method, an uplift destruction mode of the uplift short piles with the enlarged bottom is clarified, and the ultimate uplift capacity standard value calculation method for the uplift short piles with enlarged bottom is deduced theoretically.

The invention discloses a determining method for design parameters of a deep-layer horizontal waterproof curtain of a foundation pit of a strongly permeable stratum. The determining method comprises the following steps: establishing a deep-layer horizontal waterproof curtain mechanical analysis model; separately calculating to obtain critical depths under four failure forms such as 'pull crack failure', 'compression shear failure', 'contact failure' and 'rigidity failure' of the deep-layer horizontal waterproof curtain; drawing a curvilinear relationship between the critical depth hcr and thethickness h0 of the deep-layer horizontal waterproof curtain of the foundation pit of the strongly permeable stratum, further comparing the critical depths of the deep-layer horizontal waterproof curtain under the four different 'failure forms', and selecting the maximum values of the four critical depths as a critical depth design value of the deep-layer horizontal waterproof curtain; and drawinga relation curve between the critical depth of the deep-layer horizontal waterproof curtain under different safety factors and the thickness of the horizontal waterproof curtain so as to obtain the optimal deep-layer horizontal waterproof curtain design parameters which meet requirements of safety factors. The obtained designed parameters are reasonable and reliable, and construction safety of the foundation pit of the strongly permeable stratum is ensured.

The invention discloses a method for judging the depth and shallow burying of a tunnel with a small clear distance based on a continuous surrounding rock pressure, belonging to the technical field oftunnel surrounding rock. The method combines the existing calculation formula of the small clear distance tunnel depth and shallow burying surrounding rock pressure, and then obtains the determinationmethod of the small clear distance tunnel depth and shallow burying based on the continuity of the surrounding rock pressure by analyzing the influence rule of buried depth to the small clear distance tunnel surrounding rock pressure. Based on the surrounding rock pressure of a shallow buried single tunnel, the surrounding rock pressure model of the shallow buried small clear distance tunnel considering the double-tunnel construction process is established. Based on the calculation model of the surrounding rock pressure of deep-buried small clear distance tunnel, the influence of the double-tunnel clear distance on the action mode of the surrounding rock pressure is considered, the action mode of the surrounding rock pressure is divided into three cases: no influence on left and right tunnels, weak influence and strong influence. The method sums up the calculation method of the surrounding rock pressure under the condition of small clear distance tunnel depth and shallow burying, andanalyzes the influence rules of tunnel geometry size, surrounding rock condition and clear distance between left and right tunnels on the critical depth burying.

The invention presents a non-invasive method and device of measuring the real-time continuous pressure of fluid fluctuating in an elastic tube and the dynamic compliance of the elastic tube, in which the theory of VLDT (Vascular Loading Decoupling Technique) is used. After searching the initial critical depth and determining the decoupled ratio, a DC controller generates a DC control gain to maintain the elastic tube at critical depth, and an AC controller employs the self-adaptive and Step-Hold control rules to create the pulsation of elastic tube without effect of surrounding tissues, and be capable of measuring the real-time continuous fluid pressure and dynamic compliance of elastic tube.

A calculation method for underground water critical depth on a condition of phreatic evaporation belongs to a calculation method for underground water critical depth. The calculation method is on the basis of Mualem-Van Genuchten soil moisture characteristic curve equation and a one-dimensional homogeneous soil steady state evaporation model of Gardner. The calculation method comprises the following steps of: 1, determining the area of a study region and a calculation time interval; 2, determining parameters of the Mualem-Van Genuchten soil moisture characteristic curve equation of the study region; 3, determining calculation surface soil evaporation intensity of the study region and a soil negative pressure absolute value of an earth surface; and 4, calculating the underground water critical depth of the study region on the condition of phreatic evaporation. The calculation method for the underground water critical depth has the advantages that the underground water critical depth can be rapidly and effectively calculated, the calculation result is contributed to a favorable reference value and beneficial for engineering research staff to use, the technical problems of the blank in the calculation method for the underground water critical depth and value uncertainty are solved, and the calculation method can be applicable for different places and different soil types.

The energy of an X-ray beam and critical depth are selected to detect structural discontinuities in a material having an atomic number Z of 57 or greater. The critical depth is selected by adjusting the geometry of a collimator that blocks backscattered radiation so that backscattered X-ray originating from a depth less than the critical depth is not detected. Structures of Lanthanides and Actinides, including nuclear fuel rod materials, can be inspected for structural discontinuities such as gaps, cracks, and chipping employing the backscattered X-ray.

The invention relates to a single-base active sonar low-calculation three-dimensional positioning method for a deep sea environment. A single-base active sonar composed of a single transmitting transducer and a multi-element receiving array is arranged below a critical depth; a target is irradiated by using a reliable acoustic path, and an echo arrival time delay of the underwater target or interference, a horizontal orientation-absolute distance two-dimensional graph and interference fringes are obtained by utilizing horizontal wave beam output of the multi-element array; in a mode of performing one-dimensional search on multiple offline calculated horizontal distance-depth fuzzy curves by utilizing the echo time delay and performing fringe frequency one-dimensional matching along horizontal distance-depth fuzzy dotted lines, a horizontal distance and depth information of bright spots are obtained; the underwater target and the water surface interference are judged by utilizing the depth; and the underwater target is screened out, and a three-dimensional positioning result is given, namely, a horizontal angle, a horizontal distance and depth information of the underwater target are given. By utilizing the method for performing active positioning by utilizing the single-base sonar in the deep sea environment provided by the invention, the underwater target can be subjected to three-dimensional positioning by using a relatively small calculation amount.

A method of measuring the instantaneous arterial blood pressure and compliance and the device thereof are disclosed. The method identifies a critical depth under the skin. At this critical position, the arterial mean blood pressure is equivalent to the mean blood pressure obtained on the skin. The variation in the arterial mean blood pressure is tracked and controlled to maintain the equivalence between the mean blood pressure measured on the skin and the arterial mean blood pressure. In this case, the compliance of the muscle tissues remains invariant. Therefore, the variation measured on the skin is simply the behavior of the blood vessel. Using the skin-artery correlation, the invention can obtain the instantaneous blood pressure after some computation and the dynamic compliance at the critical position.

The invention discloses an oxygen therapy device for agriculture, in particular to an automatic oxygen therapy crop waterlogging reduction device based on farmland water level. The automatic oxygen therapy crop waterlogging reduction device based on the farmland water level comprises an oxygen bottle, a water level monitoring device, a first automatic controlling valve and an underground pipeline device. The water level monitoring device is arranged underground, the first automatic controlling valve is arranged at the outlet end of the underground pipeline device, the water level monitoring device is connected with the automatic controlling valve, and the oxygen bottle is connected with the underground pipeline device. The water level sensing portion of the water level monitoring device is arranged near the upper portion of the underground critical depth of water, when a preset oxygen supplying condition is met, redundant water inside the pipeline is discharged, oxygen is transmitted to the root zones of crops automatically, the whole discharge pipeline is aerated, and the oxygen is dispersed to around root zones of the crops through holes on the discharge pipe. The automatic oxygen therapy crop waterlogging reduction device is capable of supplementing oxygen at the root zones of the crops to reduce the stress of waterlogging of crops, recovering vitality of the root zone of the crops, fully-automatic during the whole process of working, and beneficial for popularization.

A design method of side wall depth of a foundation pit belongs to the technical field of architectural structures and geotechnical construction. The design method aims at reducing material usage for a row pile supporting structure of the foundation pit and saving cost on the premise of satisfying the reliability of the row pile supporting structure of a side wall of the foundation pit. The method mainly comprises the steps of calculating upright critical depth of the side wall of the foundation pit, providing a formula related to a stress increment of precompression of an anchor bolt or a support transmitted into a soil mass, and a formula of an upright cutting depth increment of the side wall of the foundation pit, and constructing a mathematical model of the upright depth of the side wall of the foundation pit: H equal to H0tau plus delta H1 minus delta H3 greater than or equal to h, wherein the delta H1 is the upright depth increment of the side wall of the foundation pit caused by horizontal compressive stress increment of a soil mass unit; and the delta H3 is the upright depth decrement of the side wall of the foundation pit caused by the vertical compressive stress increment of the soil mass unit. Compared with results of various current design methods of the anchor bolt or support retaining structures, the material usage can be reduced by 50%-80% on the premise of ensuring the reliability of the row pile supporting structure of the side wall of the foundation pit.