56 results about "Soil liquefaction" patented technology

A pile array assembly system for use in interaction with a ground site having adjacent building or structure footing or equivalent foundational support for reduced soil liquefaction in the event of seismic disturbance. The system is provided with a number of pile array subassemblies which relate to each other positionally and structurally to cooperate in deflecting seismic shock waves and also densifying the ground site to provide reduced soil liquefaction. Various arcuate or arc-linked pile units are placed as pile array subassemblies, in preferred embodiments, to utilize multiple configurational peripheries or perimeters of pile units. Additionally, in preferred embodiments, individual pile units within a subassembly are slanted or slanted and rotationally advanced or spun to achieve positioning for improved and advanced subground seismic wave deflection and dissipation.

The invention relates to a model test system for sandy soil liquefaction and flowing, which comprises a motor, a reducer, a crank block mechanism, a base, a screw bracket, an internal connection box, a model box, a hole pressure sensor, an internal connection box baffle plate, a force measurement baffle plate, a digital camera, a dynamic strain acquirer and a computer, wherein the motor is connected with the reducer; the crank block mechanism is connected with the reducer and the base; the screw bracket is arranged on the base; the internal connection box is arranged on the screw bracket; the model box is connected with the internal connection box; the hole pressure sensor is arranged in the internal connection box; the internal connection box baffle plate is arranged between the internal connection box and the model box; a force measurement baffle plate is arranged on the rear part of the model box; the digital camera is arranged on one side of the base; and the dynamic strain acquirer is connected with the digital camera and the computer. Compared with the prior art, the system makes it convenient to observe sandy soil liquefaction and acquire the flow slide form of the vibration-liquefied saturated sandy soil and parameters including soil body lateral flow rate and flow impact force after flow slide and the like.

The invention discloses a piezocone penetration test calibration tank system, characterized in that an axial loading frame (11) is provided on the outermost, an external pressure meter (1), an external probe (2) connected to the bottom of the external pressure meter (1) and a linear bearing (3) connected with the external probe (2) are arranged in the frame, and the axial loading frame (11) is connected with a calibration tank body via the external pressure meter (1), the external probe (2) and the linear bearing (3); in the piezocone penetration test calibration tank system, full consideration is given to the impact of medium- and low-density sandy soil upon soil liquefaction and strain softening, more realistic and reliable prediction is made for the soil properties of medium- and low-density sandy soil through precision instrumental equipment and delicate experimental operations, and supplemental basis is provided for field piezocone penetration testing.

The invention relates to a liquefaction judgment method based on standard penetration and static cone penetration test correlation. A principle of selecting a static cone penetration test contrast hole of a standard penetration test hole and a reading method for a standard penetration parameter value N and a static cone penetration parameter tip resistance value qc are provided; three influence factors of clay content rhoc, average particle size D50 and soil parameter alphap are considered, the value N and the value qc are fitted, and a statistically correlative relationship of N-qc is provided; and on the basis, a foundation soil liquefaction judgment method based on a static cone penetration test is provided. By the method, the liquefaction judgment of foundation soil can be made relatively quickly and accurately; and compared with the conventional method, the method is simple, economic and quick, and has a good engineering application value.

Single span arch bridge, of suspended deck type, with foundations onshore, fit to cross bodies of water also very large (> 3 km) . Buoyant foundations and antidrift diaphragms make it insensitive to the possible soil liquefaction. Buildable in cantilever mode and self-supporting, then without scaffoldings nor stays and provisional poles and without resorting to underwater operations. A preferential but not exclusive architectural modality provides the balancing of the thrusts by means of ties independent from the deck, obtaining then, in this way, a tied arch bridge. Clusters of jacks placed in the key induce a permanent and variable constraint condition, fit to optimize in real time the stress condition of the bridge, which then behaves as an intelligent structure. The presence of several structural tensioned components as ties, vertical strings and bracings predisposes the structure to a selective use of innovative materials of very high mechanical properties, very light, resistant to fatigue and to the aggressiveness of the environment, free from maintenance .

The invention belongs to the technical field of geotechnical engineering and foundation engineering and relates to a bridge pile foundation anti-earthquake analysis simplified method considering the whole soil liquefaction process in the field of earthquake engineering. The method comprises the steps that a model calculation parameter reasonable determining method and a concrete expression are given out by building a liquefied site pile-soil earthquake interaction macrocell model which well considers the influence on a soil spring of the pile-soil earthquake interaction from sand liquefaction and is used for achieving the process of the pile-soil earthquake interaction; then based on a non-linear Winkler foundation beam model, the built macrocell model is adopted, mass inertia force of soil, participating in vibration, around a pile, inertia force of an upper structure, radiation damping of soil and other effects are considered, a liquefied site pile-soil-bridge beam structure earthquake interaction simplified analysis model is built, soil movement and pore pressure ratio time interval obtained by implementing free liquefaction site power analysis serve as numerical model external input and are used for liquefied site pile-soil earthquake interaction problem analysis, and a new analysis method is provided for actual liquefied site bridge pile foundation anti-earthquake design.

A structure is isolated from a seismic event by inducing soil liquefaction in an isolation layer beneath the structure and soil foundation zone, such as by activating an electro-osmosis gradient toward the isolation layer, during the seismic event, based on detection of movements associated with the seismic event.

The invention discloses a large-scale vibration liquefaction test design method which comprises the following steps: Stp1, a large-scale test pit is excavated, filled back with sandy soil and then saturated; Stp2, a water-resistant explosive and a pore water pressure sensor are arranged in the test pit; Stp3, a plurality of groups of single point explosion liquefaction tests are performed, and a single point explosion liquefaction prediction formula is established; Stp4, multi cartridge bag trial explosion tests are performed, and a multi cartridge bag explosion liquefaction prediction formula is established; Stp5, according to the prediction formulas, vibration liquefaction test system prediction parameters are obtained; and Stp6, multi-point explosion liquefaction verification tests are performed, and large-area vibration liquefaction test system design parameters are determined. Large-area vibration liquefaction test environment can be artificially simulated, and multiple purposes of accurately grasp of actual soil liquefaction response rules and characteristics and expansion of catastrophe tests of a large structure in liquefaction environment and the like can be achieved. The invention also discloses a large-scale vibration liquefaction test system, which has the advantages of large test scale, low later test economic cost, wide adaptability and strong expansibility and the like.

A method of soil liquefaction testing and remediation and devices for accomplishing the method are described. After determining that a soil deposit on a site is potentially subject to liquefaction, the soil deposit is subjected to mechanically produced shear strain reversals. Excess pore pressure generations are monitored at multiple depths and at multiple locations at the site, during application of the mechanically produced shear strain reversals, to determine liquefaction susceptibility of the soil deposit. Multiple ground improvements are positioned on the site mitigate liquefaction in those soils that are determined to be susceptible to liquefaction.

The invention provides a method for inserting a deep-loosening and deep-applying gun into soil by utilizing a soil liquefaction technology. Deep-loosening and deep-applying operation is carried out byadopting soil spraying explosion deep-loosening and material jetting deep-applying (abbreviated as spraying explosion loosening and applying) equipment. The spraying explosion loosening and applyingequipment comprises the deep-loosening and deep-applying gun, wherein the deep-loosening and deep-applying gun is a hollow pipeline and is provided with an air inlet and a feeding opening; and spraying holes are formed in the side wall of the deep-loosening and deep-applying gun. The method for inserting the deep-loosening and deep-applying gun into the soil comprises the following steps: when thedeep-loosening and deep-applying gun is inserted into the soil, controlling the vibration frequency range of the deep-loosening and deep-applying gun to be 5-80 Hz, the exciting force to be 0.2-80 T,the outer tube diameter of the deep-loosening and deep-applying gun to be DN10-DN200, and the soil inserting depth of the deep-loosening and deep-applying gun to be 100 mm- 30 m. According to the method, different required schemes for inserting the deep-loosening and deep-applying gun into the soil for different soil qualities and restoring processes can be well met, the deep-loosening and deep-applying gun can accurately reach a set depth, relatively homogeneous diffusion after deeply applied materials enter the soil is guaranteed, and purposes of accurately restoring and improving the soil,modifying soil layers and ecological restoring are achieved.

The invention provides a dynamic compaction treatment based liquefaction computing method. The method comprises the steps of obtaining construction parameters and soil body parameters; simulating dynamic compaction liquefaction, analyzing the influence of the parameter change on the liquefaction range, obtaining respective normalization coefficients, and computing liquefaction range normalization coefficients corresponding to the parameters on site by utilizing an interpolation method; substituting the liquefaction range normalization coefficients into a liquefaction coefficient computing formula to obtain liquefaction coefficients, and computing a soil body liquefaction range; and according to the liquefaction range values at multiple moments, analyzing liquefaction characteristics of a soil body and optimizing dynamic compaction construction layout. According to the dynamic compaction treatment based liquefaction computing method provided by the invention, based on a large amount of experiments and simulation verification, a normalization coefficient table is summed up and the liquefaction computing formula is proposed, so that the liquefaction characteristics of the construction parameters are determined and reasonable dynamic compaction construction arrangement can be conveniently provided; and the method has the advantages of simplicity, high efficiency and the like, and especially has extremely high accuracy when the problem in saturated soil liquefaction is solved, thereby having wide engineering application prospects and high practicality.

The invention discloses a gravel soil mechanical property evaluation method, relates to the gravel soil extra-heavy dynamic sounding core conversion technology and the international general technology for gravel soil mechanical property evaluation and aims to solve the problem of international generality of gravel soil mechanical property evaluation. The gravel soil mechanical property evaluation method includes: taking a Chengdu plain gravel soil field as a background, adopting an extra-heavy dynamic sounding test standard probe and a 120kg standard heavy punch for field test, establishing a gravel soil liquefaction discrimination model based on extra-heavy dynamic sounding blow counts, putting forward a computational formula, testing effective energy of the heavy punch transferring to a sounding rod, performing statistical analysis of transferred energy ratio of the effective energy to the total energy under standard test, and establishing blow count correction factor suitable for dynamic sounding of various heavy punches. The gravel soil mechanical property evaluation method is simple, convenient, economical and practical in field test means, a gravel soil liquefaction discrimination method is good in reliability, and the constructed dynamic sounding core conversion technology is simple and clear and can provide the domestic and overseas general technology for gravel soil field mechanical property evaluation.

The invention discloses a submarine pipeline trencher and a trenching method thereof. The submarine pipeline trencher comprises a trencher body connected with an umbilical winch through an umbilical cable, wherein the trencher body comprises a machine rack, left and right centrifugal pumps symmetrically arranged on the left and right sides of the machine rack, left and right ground breaking ploughs symmetrically arranged in the middle of the machine rack. The bottoms of the left and right sides of the machine rack are arranged on left and right sliding shoes, the left centrifugal pump is connected with the left ground breaking plough, and the right centrifugal pump is connected with the right ground breaking plough. The left and right ground breaking ploughs are provided with lifting device capable of enabling the ground breaking ploughs to be lifted. Left and right axial flow pumps are respectively arranged at the positions close to the rear portion inside the machine rack. Soil division, breaking and liquefaction are performed through a duct inner cutting chain, high-pressure water and medium-pressure water to enable the soil liquefaction degree to be improved and enable soil to be easily carried away. The submarine pipeline trencher adapts to construction of various soils, especially to hard soil. A duct cover can enable the sediment back-silting and solidification speed to be reduced, quick reduction of mud concentration in the duct is facilitated, and meanwhile pump abrasion is reduced.

The invention relates to a liquefaction judgment method based on standard penetration and static cone penetration test correlation. A principle of selecting a static cone penetration test contrast hole of a standard penetration test hole and a reading method for a standard penetration parameter value N and a static cone penetration parameter tip resistance value qc are provided; three influence factors of clay content rhoc, average particle size D50 and soil parameter alphap are considered, the value N and the value qc are fitted, and a statistically correlative relationship of N-qc is provided; and on the basis, a foundation soil liquefaction judgment method based on a static cone penetration test is provided. By the method, the liquefaction judgment of foundation soil can be made relatively quickly and accurately; and compared with the conventional method, the method is simple, economic and quick, and has a good engineering application value.

The invention belongs to the technical field of foundation treatment, and relates to a treatment method for a soft soil and liquefied soil interbed foundation. The method is not influenced by the stratigraphic distribution sequence. The method comprises the following steps that (1) construction paying-off and site leveling are carried out; (2) a pile machine is in place, specifically, the pile machine is moved, and a drill bit is aligned with a pile position; (3) cement slurry is prepared, specifically, mixing is carried out by using a high-speed mixer according to the proportion so as to prepare the cement slurry; (4) pre-stirring and sinking are carried out, specifically, a mixer generator is started, and stirring, soil cutting and sinking are carried out through a drill rod; and (5) guniting, stirring and lifting are carried out, specifically, a cement slurry pump is started, and rotating is carried out while guniting is carried out. According to the method, the soft soil and liquefied soil interbed foundation is treated through cemented soil cored piles, the problems of insufficient foundation bearing capacity and soil liquefaction can be solved at the same time through the cemented soil cored piles, the engineering cost is low, and the construction period is short.

The invention discloses a soft soil foundation explosive point cavitation and dynamic compaction method. A continuous cavity is generated in saturated soft soil in drilling and blasting modes, a softsoil layer is compacted with high energy through a special special-shaped heavy hammer with a blunt end in blasting differential equation, bubbles are generated at the front end of the blunt end through soil liquefaction generated by blasting, the cavitation function is formed in the saturated soil under the dual actions of blasting impact and impact of the blunt end, and the energy of the heavy hammer can deeply penetrate into the stratum. The cavity formed by impaction is filled with metalling in time to form a dynamic compaction replacement layer, then secondary re-compaction is conducted through an ordinary hammer, and accordingly the compaction effect and depth are greatly improved, and the construction efficiency is improved. Meanwhile, the invention discloses a blasting and dynamiccompaction linkage device which can be better suitable for the method to conduct blasting and dynamic compaction on a soft soil foundation.

The invention discloses a gravel soil earthquake liquefaction discrimination method based on a Bayesian network, which comprises the following steps: 1, selecting a key factor from a plurality of gravel soil earthquake liquefaction influence factors, and enabling the key factor to serve as a discrimination index of gravel soil earthquake liquefaction; 2, according to the selected discrimination indexes, collecting gravel soil seismic liquefaction site historical data, and dividing the data into a training set data set and a test set data set; 3, performing structure learning and parameter learning of the Bayesian network by utilizing the training set data, generating a gravel soil seismic liquefaction discrimination method, and constructing a dependency relationship between gravel soil liquefaction discrimination indexes and gravel soil liquefaction potential; and step 4, based on the test set data, verifying the obtained gravel soil seismic liquefaction discrimination method, and obtaining performance evaluation indexes of the method. The method can solve the problems of insufficient precision, narrow applicability and the like of an existing discrimination method.

According to a method for determining the longitudinal anti-seismic value of an underground structure, a sandy soil liquefaction constitutive is adopted to assign values to soil layer material parameters, conversion of the sandy soil liquefaction constitutive from theoretical application to practical application is completed, and combination of three-dimensional free field nonlinear seismic effect analysis and underground structure longitudinal shell-spring model anti-seismic analysis is achieved; soil spring displacement time history assignment is achieved through underground structure cross section displacement time history extraction penetrating through a three-dimensional free field, so that an underground structure longitudinal anti-seismic numerical value is obtained; the forms of pipe joint shell units are rich, the annular section of a shield tunnel type can be calculated, and the square section of an immersed pipe and a pipe gallery type can also be calculated; and meanwhile, assignment is carried out by establishing a soil body model, the stress condition of the underground structure can be truly reflected, and the application scene is wide.

The invention relates to an automation system for removing soil pollutants, and belongs to the field of environmental protection machinery. The automation system comprises a soil stirring device, wherein a feed port and a discharge port are formed in the soil stirring device; an absorbent feeding hopper is arranged above the feed port; a conveyer is arranged below the discharge port; a magnetic separation device is arranged on the conveyer; a soil liquefying device is arranged below the tail end of the conveyer; and the soil liquefying device is connected with soil repairing equipment through a pipe. The automation system for removing soil pollutants has such advantages as high automation degree and excellent treatment effect.

The invention discloses a liquefaction site pile foundation composite stress mechanism simulation device and a test method thereof and belongs to the technical field of rock-soil earthquake engineering. An upper end of a vertical loading device is in sliding connection with an upper cross beam of the reaction frame, a lower end of the vertical loading device is connected with an upper end face of the steel outer sleeve, a pile cap is fixed in the steel outer sleeve, a pile body is embedded into the laminated shear model box, and the bottom of the laminated shear model box is fixed to the saturated soil liquefaction excitation device; the horizontal cyclic loading device is in sliding connection with a vertical beam corresponding to the reaction frame, the horizontal cyclic loading device is connected with a pile cap through a steel jacket, and the model box loading device is in sliding connection with a vertical beam corresponding to the reaction frame; when the model box loading device works, the model box loading device is detachably connected with a frame body corresponding to the laminated shear model box, and the vertical loading device, the horizontal cyclic loading device, the model box loading device and the saturated soil liquefaction excitation device are connected with a computer through data lines. The device is used for simulating the composite stress mechanism of the pile foundation of the liquefaction site.

The invention relates to automatic repair equipment for polluted soil and belongs to the field of environment protection machines. The automatic repair equipment comprises a soil liquefying device and a soil repair device. The soil liquefying device comprises a mixing pool, a water inlet pipe and a slurry pump. A viscosity sensor is arranged in the mixing pool. An electromagnetic valve is arranged on the water inlet pipe. The slurry pump is connected with the mixing pool through a pipeline. The soil repair device comprises a shell. The shell is internally divided into an upper part and a lower part through a partition plate, a tail gas treating pool and a reaction tank are located on the upper part and the lower part of the shell respectively, and the tail gas treating pool and the reaction tank are connected through a tail gas connecting pipe. The automatic repair equipment has the beneficial effects of being high in automation degree, good in treatment effect and the like.

The invention discloses a sandy soil liquefaction judging device based on an artificial intelligence internet, and belongs to the technical field of sandy soil liquefaction judging devices. The sandysoil liquefaction judging device based on the artificial intelligence internet comprises a containing plate, wherein a liquid collecting box is arranged on the top face of the containing plate, a containing hopper is arranged in the upper end of a separation box, adjusting assemblies are arranged on the outer walls of the periphery of the upper end of the separation box, and a plurality of bafflesare hinged to the bottom face of the separation box in an annular structure. According to the invention, by arranging an extrusion assembly, an electric push rod is used for driving a pressing plateto move downwards so as to make the pressing plate drive a sealing plate to move downwards, the sealing plate can enter a containing hopper conveniently due to the fact that the bottom face of the sealing plate is provided with an inclined face, in an extrusion process, a spring can provide supporting force for the sealing plate, the sealing plate is tightly attached to the inner wall of the containing hopper, gaps are minimized, the best sealing performance is achieved, and water can flow out through filtering holes during extrusion, so that water in sandy soil is extruded as much as possible, and inaccurate data caused by the fact that more water is left in the sandy soil is avoided.

The invention relates to an automation system for repairing contaminated soil, and belongs to the field of environmental protection machinery. The automation system comprises a soil stirring device, wherein a feed port and a discharge port are formed in the soil stirring device; an absorbent feeding hopper is arranged above the feed port; a conveyer is arranged below the discharge port; a magnetic separation device is arranged on the conveyer; a soil liquefying device is arranged below the tail end of the conveyer; and the soil liquefying device is connected with soil repairing equipment through a pipe. The automation system for repairing contaminated soil has such advantages as high automation degree and excellent treatment effect.

The invention discloses a sandy seabed soil liquefaction damage assessment method under the action of transient waves. The method comprises the steps that wave characteristics of the transient waves are collected; collecting soil body characteristics of the sandy seabed; constructing an assessment-related dimensionless variable; calculating a hyperstatic pore water pressure value of the sandy seabed soil body under the action of the transient waves; calculating a vertical gradient value of the hyperstatic pore water pressure in the sandy seabed soil body under the action of the transient waves; according to the vertical gradient calculation value of the hyperstatic pore water pressure, a vertical gradient distribution diagram of the hyperstatic pore water pressure value is established, the vertical gradient distribution diagram and the sandy seabed soil liquefaction critical value are compared and analyzed, whether the seabed soil is liquefied or not is evaluated, and the seabed soil liquefaction area is analyzed. According to the method, the soil liquefaction damage risk is evaluated through the brand-new sandy seabed soil pore water pressure and the vertical gradient analytic solution thereof under the action of the transient waves, the technical defect that a traditional analytic solution evaluation method is not suitable for the transient waves is overcome, the prediction speed is high, and computing resources are saved.

Single span arch bridge, of suspended deck type, with foundations onshore, fit to cross bodies of water also very large (> 3 km) . Buoyant foundations and antidrift diaphragms make it insensitive to the possible soil liquefaction. Buildable in cantilever mode and self-supporting, then without scaffoldings nor stays and provisional poles and without resorting to underwater operations. A preferential but not exclusive architectural modality provides the balancing of the thrusts by means of ties independent from the deck, obtaining then, in this way, a tied arch bridge. Clusters of jacks placed in the key induce a permanent and variable constraint condition, fit to optimize in real time the stress condition of the bridge, which then behaves as an intelligent structure. The presence of several structural tensioned components as ties, vertical strings and bracings predisposes the structure to a selective use of innovative materials of very high mechanical properties, very light, resistant to fatigue and to the aggressiveness of the environment, free from maintenance .

The invention discloses a vibration device for evaluating dynamic characteristics of a soil body. The device comprises a vibration module and a test module. The vibration module comprises an electromagnetic valve, an air cylinder, a spring, and a vibration weight. The test module comprises a side wall friction cylinder, a hole pressure filter ring, and a conical probe; the probe provides nitrogenthrough a compressed nitrogen cylinder; a direct current / alternating current motor supplies power to the system; a controller controls the probe to vibrate; a pressure sensor, an acceleration sensor and a geophone feed signals back to the controller for adjustment and correction; and a computer receives and collects the signals and draws a graph in real time. In addition, the test module sensor records data such as dynamic cone tip resistance, side wall friction and pore water pressure and draws the data on the computer. An in-situ soil liquefaction and cyclic softening test can be continuously and controllably carried out in a multi-frequency manner; and the method has the characteristics of safety, convenience, rapidness, accuracy, and economy, provides a rapid and lossless detection tool for evaluating the dynamic characteristics of the soil body, and can evaluate the liquefaction potential and the softening characteristics of the soil body.

The invention discloses a rotary drilling rig and a construction method thereof. The rotary drilling rig comprises a chassis, a drilling mast, a vibration assembly and a pressurization system. The drilling mast is connected to the chassis, the vibration assembly comprises a vibration hammer and a tool connecting structure arranged on the vibration hammer, and the vibration hammer is slidably connected to the drilling mast in a lifting mode; and the pressurization system is connected between the drilling mast and the vibration hammer to drive the vibration hammer to lift. When a protective cylinder is buried, the tool connecting structure is adopted to connect the protective cylinder to be buried, the protective cylinder is pressed down by using the pressurization system, the vibration hammer is used for driving the protective cylinder to vibrate at high frequency, vertical vibration generated by the protective cylinder is transmitted to the protective cylinder, so that the soil structure around the protective cylinder is changed, the strength is reduced, the soil around the protective cylinder is liquefied, the friction resistance between the side surface of the protective cylinder and the soil body is reduced, the protective cylinder is sunk into the soil by matching the gravity of the protective cylinder, the gravity of the vibration hammer and the downward pressure of the drilling rig, the resistance in the burying process of the protective cylinder can be reduced, the functions of quickly vibrating into the protective cylinder and pulling out the protective cylinder are achieved, and the burying efficiency can be improved.

The invention relates to a sandy soil liquefaction and water feeding method and device used for a pile soil interaction shaking table test. The method comprises the following steps: 1, a steel box is provided, a pile is vertically arranged at the center of the inner cavity of the steel box; 2, at least one hard water inlet pipe is vertically fixed to the inner wall of the steel box; 3, at least one sandy soil layer and at least one clay layer are sequentially contained in the steel box from bottom to top, corresponding water outlet hoses are horizontally laid at the predetermined height positions in all sandy soil layers during containing, meanwhile the water inlet ends of the water outlet hoses of all layers are connected with the lower end of the corresponding hard water inlet pipes, a plurality of small water outlet holes are evenly formed in the peripheral sides of the water outlet hoses to achieve fixed-point sandy soil liquefaction; 4, the upper ends of the hard water inlet pipes are connected to corresponding water inlet hoses, and water meters are installed on the water inlet hoses to achieve quantitative water feeding. By means of the sandy soil liquefaction and water feeding method and device, quantitative water feeding and liquefaction of predetermined sandy soil layers are achieved, operating difficulty is reduced, experiment cost is reduced, and the accuracy of sandy soil water content situation of a sandy soil liquefaction test is improved.